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WPO200700104 Plan - Stormwater Stormwater Management Plan 2008-04-09
4 r. 3 �v I ! c v c .CP C Ld 6 ttc Lim 0 w- r*� 0 41) 0 » 0 co 0 04 0 NO. DRAWING NO. C-1 C-2 C-3 C-4 C-5 C-6 C-7 C-8 C-9 C-10 C-1 C-12 C--13 C C-15 (s-16 C-17 C,.18 x-19 0-20 C-21 C -2/y2 ,2 C 3 C-24 C-25 C-26 C-27 C-28 C---29 C—.:30 C-1 C--32 C-33 C-34 C-35 C -- n' C-37 C-38 C -p39 C-40 C-41 C-42 C-43 C-44 C-45 C-46 C-47 C-48 C-49 C-50 C-51 C-52 C-53 C-54 1 1 OF 57 2 OF 57 3 OF 57 4OF57 5OF57 6OF57 7 OF 57 8 OF 57 9 OF 57 10 OF 57 11 OF 57 12 OF 57 13 OF 57 14 OF 57 15 OF 57 16 OF 57 17 OF 57 18 OF 57 19 OF 57 20 OF 57 21 OF 57 22 OF 57 23 OF 57 24 OF 57 25 OF 57 26 OF 57 27 OF 57 28 OF 57 29 OF 57 30 OF 57 31 OF 57 32 OF 57 33 OF 57 34 OF 57 35 OF 57 36 OF 57 37 OF 57 38 OF 57 39 OF 57 40 OF 57 41 OF 57 42 OF 57 43 OF 57 44 OF 57 45 OF 57 46 OF 57 47 OF 57 48 OF 57 49 OF 57 50 OF 57 51 OF 57 52 OF 57 53 OF 57 54 OF 57 55 OF 57 56 OF 57 57 OF 57 TITLE COVER SHEET GENERAL NOTES ABBREVIATIONS, LEGEND, TYPICAL SECTIONS & DETAILS EXISTING CONDITIONS CONSTRUCTION PHASING AND OVERALL PLAN FONTANA DRIVE : PLAN & PROFILE FONTANA DRIVE : PLAN & PROFILE HYLAND CREEK CIRCLE : PLAN & PROFILE HYLAND CREEK DRIVE : PLAN & PROFILE HYLAND RIDGE DRIVE : PLAN & PROFILE HYLAND RIDGE DRIVE : PLAN & PROFILE ASPEN DRIVE : PLAN & PROFILE ASPEN DRIVE : PLAN & PROFILE STORM DRAIN PROFILES STORM DRAIN & MISCELLANEOUS PROFILES STORM DRAIN PROFILES STORM DRAIN PROFILES STORM DRAIN PROFILES STORM DRAIN PROFILES STORM DRAIN PROFILES STORM DRAIN PROFILES STORM DRAIN PROFILES STORM DRAIN COMPUTATIONS STORM DRAIN COMPUTATIONS EROSION AND SEDIMENT PONTROL NARRATIVE EROSION AND SEDIMENT CONI R :yL- DETi,4 S EROSION AND SEDIMENT CONTROL PLAIN! EROSION AND SEDIMENT CONTROL PLAN EROSION AND SEDIMENT CONTROL PLAN EROSION AND SEDIMENT CONTROL PLAN EROSION AND SEDIMENT CONTROL PLAN PRE DEVELOPED DRAINAGE AREA MAP POST DEVELOPED DRAINAGE AREA MAP STORMWATER MANAGEMENT NARRATIVE STORMWATER MANAGEMENT PLAN FACILITY #1 AND #2 STORMWATER MANAGEMENT FLAN FACILITY #3 STORMWATER MANAGEMENT COMPUTATIONS STORMWATER MANAGEMENT COMPUTATIONS OVERLOT GRADING PLAN OVERLOT GRADING PLAN OVERLOT GRADING PLAN OVERLOT GRADING PLAN LANDSCAPE PLAN LANDSCAPE PLAN LANDSCAPE PLAN LANDSCAPE PLAN LANDSCAPE PLAN WATER LINE PROFILES WATER LINE PROFILES WATER LINE PROFILES WATER LINE PROFILES SANITARY SEWER PLAN AND PROFILES SANITARY SEWER PLAN AND PROFILES SANITARY SEWER PLAN AND PROFILES SANITARY SEWER PLAN AND PROFILES SANITARY SEWER PLAN AND PROFILES SANITARY SEWER PLAN AND PROFILES s 10 I Mi mi, ♦lk 415 F 1ff .'. J f, Arm 11 II 1' VM. SCALE: 1 " = 2000' I T DATA: X"7 APPLICANT / DEVELOPER OWNER: SOURCE OF • SOURCE OF TOPOGRAPHY, SURVEY COUNTY, STATE: MAGISTERIAL DISTRICT: TAX MAP REFERENCE: ZONING: YARD REQUIREMENTS: MAXIMUM STRUCTURE HEIGHT: EXISTING USES: PROPOSED USE: IMPERVIOUS AREA: WATER RESOURCE AREA: RESERVOIR WATERSHED: WATER SUPPLY PROTECTION AREA: PARKING REQUIRED: PARKING PROVIDED: ESTIMATED TRAFFIC GENERATIOP" "- --i>,73 ---)-'%may e, SOUTHERN DEVELOPMENT 170 SOUTH PANTOPS DRIVE CHARLOTTESVILLE, VIRGINIA 22911 ATTN: CHARLES ARMSTRONG 434-245-0894 PANTOPS – LAKERIDGE, L.L.C. 170 SOUTH PANTOPS DRIVE CHARLOTTESVILLE , VA 22911 ATTN: CHARLES ARMSTRONG 434-245-0894 WVT AT*SOCIATES, AC. 1402 ww s w PLACE CHARLOTTESVILLE, VA. • DAVID JENSEN, P.E. (434) 984-2700 B. AUBREY AND ASSOCIATES, t PHASE BELL, LAKERIDGE THE HORIZONTAL DATUM IS VA GRID, SOUTH ZONIO NAD 83(93) IN U.S. SURVEY FT. THE VERTICAL DATUM t. i w EMARLE COUNTY, VA. RIVANNA TAX :. 78 ... RA, . (CLUSTER PROVISIONS) - I RA Rl FRONT i 5 • SIDE • VACANT SINGLE FAMILY DETACHED RESIDENTIAL 14.87 ACRES (5.899) DEVELOPMENT AREA — NEIGHBORHOOD N/A N/A 2 PER LOT 2 PER LOT 1. AN Iw '3', RUMEN'? RECORDED IN DI3 16' r OF ALBEMARLE COUNTY HAS ESTABLISHED THE MECHANISM SY *10H THE -.^NA DRIVE IS PERMITTED ON THE ADJACENT PROPERTIES. 2. A WETLAND DELINEATION REPORT WAS PREPARED BY ENVIRONMENTAL CONTROL, OPPORTUNITIES (DATED JUNE 26, 2007). ENVIRONMENTALPREPARED BY ENVIRONMENTAL• -s OPPORTUNITIES, LLC -ki)ATED JANUAR - ,. 0•. 4. DISTURBANCE OF WETLANDS AND STREAM IMPACTS ARE IN ACCORDANCE WITH DEQ GENERAL PERM[T WP -3 • • OBTAINED BY OWNER. 5. PL%S ENTITLED w t ROUGH GRADING i EROSION SEDIMENT.• (DATED 25, • .• 2007 ••• ,t AND APPROVED BY THE COUNTY. IMPROVEMENTSt GRADING ASSOCIATED WITH THE AFOREMENTIONED PLANS HAS BEEN SHOWN AS EXISTING WITH THIS PLAN FOR COORDINATIOle' Ptl-Rf�aSE53. 7. BASED ON GRAPHIC DETERMINATION, THIS PROPERTY LIES IN ZONE "X" ON FEIMA FIRM - 51003C 0287 D, DATED2/4/05. ADDRESS COUNTY/VDOT COMMENTS JJK 02//08/08® DESIGNS; BY: REVISED TYPICAL SECTION FONTANA DRIVE JJK 03/J13/08 NfGiNEER DRAt�VPv L'' . SuIIzvEYORs — Ta, JFR DAMALADRIM PLANNERS 114M REVIEWED BY: AsSOCIATES,' JM POBox4111402lGreenbdePl° Lynchburg, az �ms��i N -- NUMBER: VA Phon4.582.6175 Phe. 4498427aaSf0AL REVISION BY DATE NO. REVISION BY DATE206030.1 Q __ arnw.wwaseacietes.met PROJECT: HYLAND RIDGE AKA LANCE RIDGE) FINAL SUBDIVISION FLANS TITLE: --- ;TILE NAME: C--01—CCV.dwg SCALE: I DATE: H: AS SHOWN 112-05-07 V: NIA REVISION NUMBER: 2 DRAWING NUMBER: — I SHEET NUMBER: lof 57 ALBEMARLE COUNTY FINAL. PLAN 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 (HORIZONTAUVERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE- A DRAINAGE CHANNEL. 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM TO THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. 8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE CLASS III. 9. ALL EXCAVATION OF UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). 10. CONTRACTOR SHALL EKERCISE EXTREME CAUTION WHEN WORKING IN THE VICINITY OF THE UNDERGROUND FIBER OPTIC CABLE. ANY DAMAGE TO THE FIBER OPTIC CABLE SHALL. BE: REPAIRED AT THE CONTRACTOR'S EXPENSE, ALBEMARLE COUNTY FINAL PLANS NOTES GENERAL CONSTRUCTION NOTES FOS STRE= (THIS LIST IS iN ADDITION TO THE GENERAL CONSTRUCTION NOTES) 1, CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. THE CONTRACTOR MUST MOTIF,' THE DEPARTMENT OF COMMUNITY DEVELOPMENT (296-5832) 48 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. 2. UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, THE CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE SUBGRADE SOIL. THERE (3) COPIES OF THE TEST RESULTS SHALL BE SUBMITTED TO THE COUNTY. IF A SUBGRADE SOIL CBR OF 10 OR GRATER IS NOT OBTAINABLE, A REVISED PAVEMENT DESIGN SHALL BE MADE BY' THE DESIGN ENGINEER AND SUBMITTED WITH THE TEST RESULTS FOR APPROVAL. 3. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE. 4. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION ARID APPROPRIATE END TREATMENTS WILL BE FIELD VERIFIED AT THE TIME OF CONSTIRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEM'E'D NECESSARY. WHEN GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE. FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. 5. WHERE URBAN CROSS' SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG -9 (A, B, OR C). 6. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT STANDARD PE -1. 7. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH, AND DITCH SECTIONS, AS '.SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. 8. ROAD PLAN APPROVAL. FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD THE FINAL PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND REC()POATION, THEN APPROVAL OF THESE PLANS SHALL BE NULL AND V0"D. 9. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM TO THE MANUAL FOR U I ' MTR A � DUICES AND . THE ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL. 10. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. 11. THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE 5 MPH BELOW THE DESIGN SPEED, OR AS DETERMINED BY VDOT FOR PUBLIC ROADS. 12. VDOT STANDARD CD -1 OR CD -2 CROSS -DRAINS UNDER TO BE INSTALLED UNDER THE SUBBASE MATERIAL AT ALL CUT AND FILL TRANSITIONS AND GRADE SAG POINTS AS SHOWN ON THE ROAD PROFILES. 13. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE DEEMED INACCESSIBLE TO DVOT OR COUNTY INSPECTIONS. THE VIDE .O INSPECTION SHALL BE CONDUCTED IN ACCORDANCE WITH VDOT'S VIDEO CAMERA INSPECTION PROCEDURE AND WITH A VDOT OR COUNTY INSPECTOR PRESENT. O z I I �a rss rn c v ri vD a� a� .cp `o c U- O O to O 04 r» O 0 to O E COORDINATION NOTES 1. THE CONTRACTOR IS REQUIRED TO OBTAIN ANY/ALL PERMITS REQUIRED FOR CONSTRUCTION OF THESE PLANS. 2. ANY TIME WORK IS PERFORMED OFF --SITE OR WITHIN AN EXISTING EASEMENT, THE CONTRACTOR IS TO NOTIFY THE HOLDER OF SAID EASEMENT AS TO THE NATURE OF PROPOSED WORK, AND TO FOLLOW ANY GUIDELINES OR STANDARDS WHICH ARE ASSOCIATED WITH OR REFERENCED IN THE: RECORDED EASEMENT. 3. THE CONTRACTOR IS TO CHECK THAT ALL EASEMENTS, LETTERS OF PERMISSION, ETC. ARE RECORDED/OBTAINED PRIOR TO THE START OF ANY CONSTRUCTION. 4. THE CONTRACTOR IS TO VERIFY THAT THE RELOCATION OF ALL EXISTING UTILITIES IN CONFLICT WITH PROPOSED WORK HAS BEEN COMPLETED, INCLUDING UTILITY POLES. 1 JADDRESS COUNTY/VDOT COMMENTS JJK 02/08/08 f 2 IREVISED TYPICAL SECTION FONTANA DRIVE JJK 03/13J08 NO. I REVISION GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL PLANS 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATION OF THE AGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND CONTROL SEDIMENT REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ANLL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF-SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING. SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, MATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS FOR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL 13E TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAPS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED TO COMPLIANCE WITH SECTION 13-301 OR THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOA.M. TO 9:OOP.M. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, IN ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE AL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST OF 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER :EACH RAINFALL. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES IS TO BE REPAIRED IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. ALBEMARLE COUNTY FINAL PLANS NOTES (THIS LIST IS IN ADDITION TO THE GENERAL CONSTRUCTION NOTES) I. ALL DAMS AND CONSTRUCTED FALL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL. ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION OF DAMS. 2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES. 3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS' STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION CONTROL INSPECTOR. BY I DATE I NO. REVISION BY I DATE ROADWAY CONSTRUCT NOTES (PUBLIC ROAD 1. PRIOR TO ANY CONSTRUCTION, WITHIN ANY EXISTING PUBLIC RIGHT- OF-WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT).THIS PLAN AS DRAWN MAY NOT ,ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY A THIRD PARTY INSPECTOR UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED TO PRACTICE IN THE STATE OF VIRGINIA. THE CONTRACTOR SHALL 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 CFP 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 THE FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, THE CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE SUBGRADE SOIL. THREE (3) COPIES OF THE TEST RESULTS SHALL BE SUBMITTED TO THE COUNTY. IF A SUBGRADE SOIL CBR OF 4.0 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 FERTIIJZED, 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 VDOT. ALL DRAINGAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE. THE: CONTRACTOR SHALL FIELD VERIFY THE LENGTH OF ALL STORM DRAINAGE; PIPE. 8. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION AND APPROPRIATE END TREATMENTS WILL BE FIELD DETERMINED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF VDOT, THE DIRECTOR OF ENGINEERING, OR T'HE DIRECTOR'S D;SIGNEE, 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 THE GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. 9. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG -9 ('D' WITH TRANSVERSABLE AREAS FOR PEDESTRIANS). 10. WHERE RURAL CR,"�))S SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCE SHALL CONFORM TO VDOT STANDARD PE -1. 11. PAVED, RIP -RAP CR STABILIZATION MAT LINED DITCH MAY BE REQUIRED TO STABLIZE A DRAINAGE CHANNEL, IN THE OPINION OF V!DOT, THE DIRECTOR OF ENGINEERING, OR THE DIRECTOR'S DESIGNEE, 17 IS DEEMED NEC _SSARY. 12. At MINIMUM CLE 9Fa" ZONE OF TEN (10) FEET FROM THE EDGE OF PAVEMENT SHALL BE MAINTAINED ON ALL RESIDENTIAL SUBDIVISION STREETS. ADDITION,�.L CLEAR ZONE MAY BE REQUIRED DEPENDING ON TINE CATEGORY OFROAD DESIGN. 13. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. THE CROSS SLOPE SHALL BE MAINTAINED AS SHOWN ON THE PLANS. EXCEPTIONS WILL NOT BE AILLOWED. 14. AILL REQUIRED SIGNS (STOP, STREET NAME, SPEED LIMIT SIGNS ETC.) ARE TO BE FURNISHED AND INSTALLED BY THE DEVEL13PER PRIOR TO ACCEPTANCE. SIGNS AND THEIR INSTALLATION SHALL CONFORM TO "ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL" AND THE MANUAL FOR QMFC TRAFFIC CONTROL -.DEVICES. THE LOCATIONS OF ALL SIGNS ARE SHOWN OIN THE PLANS. THE DEVELOPER SHALL BE RESPONSIBLE: FOR MAINTENANCE OF THE SIGNS UNTIL THE ROADS HAVE BEEN ACCEPTED INITO THE SECONDARY ROAD SYSTEM. THE SPEED LIMITS TO BE POSTED OIN SPEED LIMIT SIGNS ARE TO BE DETERMINED BY VDOT PRIOR TO ACCEPTANCE. THE SPEED LIMIT IS TO BE POSTED 5 MPH BELOW THE DESIGN SPEED LIMIT. 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. 1. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED IN ACCORDANCE WITH THE VIRGINIA WORK AREA PROTECTION MA.N-VAL. 17. USE VDOT STANDARD CD -1 OR CD -2 UNDERDRAINS UNDER THE SUBBASE MATERIAL AT ALL CUT AND FILL TRANSITIONS AND GRADE SAG POINTS. 18. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL S"rORM SEWERS AND CULVERTS THAT ARE DEEMED INACCESSIBLE TO VDOT INSPECTIONS 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 (HDPE) PIPE OR PIPE SYSTEM IS INSTALLED, THE CONTRACTOR AND A REPRESENATIVE FROM THE PIPE MAINUFATURER SHOULD HOLD A PRE -CONSTRUCTION MEETING FOR INSTALLATION 'TRAINING. 19. ALIL HDPE PIPES SHALL BE TYPE 'S' AND SHALL BE INSTALLED IN STRICT ACCORDANCE: WITH THE MANUFACTURER'S REQUIREMENTS. SEE PROFILE DRAWING SHEETS 14 THRU 22 FOR LOCATION. HYLAND RIDGE ARE & DENSITY CALCULATIONS TOTAL SITE AREA: LESS RESIDUE RA ZONE: (21.32 AC.) LESS RESIDUE PRD ZONE: (89.15 AC.) TOTAL HYLAND RIDGE AREA: TOTAL HYLAND RIDGE Rt ZONE AREA: TOTAL HYLAND RIDGE RA ZONE AREA: R-1: TOTAL AREA IN R-1 ZONE R-1 AREA IN OPEN SPACE: R-1 AREA IN R/W: R-1 AREA IN LOTS: BONUS FACTOR COMPUTATION: CONVENTIONAL GROSS DENSITY APPLICABLE BONUS FACTORS: 1. MAINTENANCE OF EXISTING WOODED AREAS >20% OF SITE (EXISTING WOODED AREA MAINTAINED 16.26 AC (20.06% OF SITE) 2. PROVISION OF SIGNIFICANT LANDSCAPING IN THE FORM OF STREET TREES 3. LOTS SERVICED BY INTERNAL ROAD SYSTEM WHICH IS SOLE ACCESS TO EXISTING STATE SYSTEM TOTAL BONUS FACTORS 253.116 AC. TOT ALLOWABLE DENSITY WITH BONUS FACTORS (0.97*1.25=) PROPOSED DWELLING UNITS IN R-1 ZONE: R-1 ZONE GROSS DENSITY: 142.243 AC. 81.04 AC. RA: 61.83 AC. TOTAL AREA IN RA ZONE RA AREA IN R/W: PROPOSED DWELLING UNITS IN RA ZONE: 81.04 AC. RA ZONE GROSS DENSITY: 21.298 AC. 11.10 AC. TREE CONSERVATION SEA: 48.590 AC. A: C: D: 0.97 DU/AC. E: F: G: H: 10% TOTAL 5% OPEN SPACE AREAS: PARCEL A: 107 PARCEL B: 25% PARCEL C: PARCEL D: PARCEL E: OPEN SPACE GENERAL WATER & SEWER CONDITIONS AL 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER SERVICE AUTHORITY OFFICIALS AT THE START OF THE WORK. 2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLAN AND WHERE SHOWN, ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL ON HIS OWN INITIATIVE LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY. 3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS AS ADOPTED BY THE ALBEMARLE COUNT`( SERVICE AUTHORITY ON JANUARY 15, 1998. 4, DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING "MISS UTILLITY" (1-800--552-7001). 6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF 3 FEET OF COVER MEASURED FROM THE TOP OF THE PIPE, OVER THE CENTERLINE OF PIPE. ETC. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, 7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 8. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. GEN RA UTI ITY N TES 1. CONTACT MISS UTILITY AT 1-800-552-7001 481 HOURS PRIOR TO ANY GRADING OR DIGGING TO HAVE UNDERGROUND UTILITIES MARKED. THE CONTRACTOR ;SHALL VERIFY ALL UTILIT`r` INFORMATION PRIOR TO CONSTRUCTION TO INCLUDE TYPE! ANI:" ,"iZE, OF PIPE AND SERVICES TO HIS OWN SATISFACTION. 2. ALL EXISTING UTILITIIES SHOWN ON THIS PUN HAVE BEEN TAKEN FROM AVAILABLE RECORDS. THE CONTRACTOR IS REQUIRED TO DIG TEST PITS IN ADVAINCE OF TRENCHING IN, �)RDFR TO DETERMINE THE EXACT LOCATION AND ELEVATION AT CR" SSa`:'�-o. IF A CONFLICT IS, DISCOVERED, NOTIFY WW ASSOCIATES AT (4.34) 984-2700. PRIOR TO BEGINNING INSTALLATION OF UTILITIES, IES, CONTRACTOR SHALL VERIFY INVERTS AT ALL CONNECTIONS WITH EXIST"NG UTILITIES PRIOR TO PURCHASING OR ORDERING ANY PRECAST' STRUCTURES. 3. ALL HYDRANT LOCATFIONS TO BE APPROVED BY THE ALBEMARLE COUNTY FIRE MARSHAL PRIOR TO FINAL APPROVAL BY THE COUNTY AND ARE TO BE INSTALLED ACCORDING TO COUNTY STAv4IARnS. 4. ALL BLASTING REQUIREMENTS TO INSTALL UTILITIES SHALL REQUIRE A PERMIT AND SHALL BE PERFORMED IN ACCORDANCE WITH THE ALBEMARLE COUNTY STANDARDS AND THE PROJECT SPECIFICATIONS. 5. ALL STORM SEWER SHALL BE CONSTRUCTED IN ACCORDANCE WITH VDOT SPECIFICATIONS SECTION 302 AND SECTION 240 AND AS SPECIFIED ON THE DRAWINGS. 6. THE CONTRACTOR IS REQUIRED TO PERFORM ALL TESTS REQUIRED BY THE COUNTY OR ALBEMARLE COUNTY SERVICE AUTHORITY TO SECURE ACCEPTANCE OF ALL UTILITIES, 7. ALL CONCRETE USED IN UTILITY CONSTRUCTION SHALL BE 4000 PSI CONCRETE IN ACCORDANCE WITH VDOT SPECIFICATION SECTION 219. 8. NO PLANTINGS OR ERECTION OF OTHER OBSTRUCTIONS SHALL BE MADE WITHIN FOUR FEET OF ANY FIRE HYDRANT. 9. ALL HYDRANT BRANCHES SHALL HAVE A MINIMUM COVER OF 3.0'. 10. ALL UTILITIES TO BE PLACED UNDER EXISTING COUNTY STREETS MUST BE BORED OR JACKED UNLESS SPECIFICALLY APPROVED OTHERWISE OR NOTED ON THE PLANS. 11. WATER METERS SHALL BE LOCATED IN AN ACCESSIBLE LOCATION AND SHALL NOT BE INSTALLED UNDER EXISTING PIPING OR CLOSE TO OTHER FACILITIES. 12. FOR UTILITIES INSTALLED UNDER ROADWAYS AND/OR EASEMENTS PLANNED FOR FUTURE ROADWAYS, BACKFILL SHALL BE COMPACTED TO NOT LESS THAN 957. OF MAXIMUM DENSITY; IN ACCORDANCE WITH VDOT SPECIFICATIONS, SECTIONS 523.0-, 302, 303.10, AND 200.02 PER P..F.M, 13. WATER AND SEWER !UTILITY CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH ALBEMARLE COUNTY SERVICE AUTHORITY WATER AND SEWER CONSTRUCTION SPECIFICATIONS. 14. A 10 FOOT HORIZONTAL SEPARATION SHALL BE MAINTAINED UNLESS OTHERWISE SPECIFIED BETWEEN ALL WATER LINES AND SANITARY SEWER LINES IN ACCORDANCE WITH STATE HEALTH DEPT. STANDARDS. AS DESIGNED BY: W.- JJK ENGimEERS DRAWN BY. � SURVFYOR;;�- DAVID M. JENSt� P`LANI��IERS Lie. M. 11484 REVIEWED BY: AsSOCIA+;} Taim ✓��� � � PLD Boz 4129 4402 Greenbirier PIace q� Lynabum VA 24502 Ch&0amUe,.VAZOO] WWA NUMBER: $?f �NA�+ SVI Phone: 434.582.6175 Phone: 434.9984,2700 ®.A mwassociatesaet 206030, irk PROJECT: HYLAND RIDGE (AKA LADE RIDGE) FINAL SUBDIVISION PLANS TITLE: GENERAL NOTES FILE NAME: SCALE: DATE: C -02 -NOT dWgv: NIA 1 --- 0 ---G. 7 61.83 AC. 1.25 AC. 7 0.11 DU/AC. Imo': ;o REVISION NUMBER: 2 DRAWING NUMBER. - C -2 SHEET NUMBER: 2 of 57 EXISTING NEW DESCRIPTION EXISTING NEW DESCRIPTION EXISTING NEW DESCRIPTION ID ITEM SPECIFICATION DESCRIPTION AHD -��- CONTOUR (INDEX AS UGT- _UGT- UNDERGROUND TELEPHONE UNE6 V FLUORIDE WATER VALVE BACK OF CURB FC �- - - - - 5DO- - INDICTED ON SITE PLAN) GAS --GAS GAS LINE {� GALVANIZED GAS VALVE BLOW OFF VALVE STOP SIGN (MUTCD W1-1) (� STl1P BRL BUILDING RESTRICTION LINE CONTOUR (INTERVAL AS lel �5�1 ® ABANDONED OR DEMOLISH UTILITY �GV GV C&G CURB & GUTTER HK HOOK CIP CAST IRON PIPE INDICTED ON SITE PLAN) INVERT ' 9 CENTER LINE (9 a SAN SEWER MANHOLE CHAIN LINK IPF IRON PIN FOUND -0 499.50 +995 SPOT ELEVATION o a a c o----r==�a----, FENCE FENCE WITH GATE st LINEAR FEET STORM SEWER MANHOLE A2 RESIDENTIAL SPEED LIMIT SIGN - 25 MPH S CP -------- OVERLAND FLOW DIRECTION MANHOLE CY CUBIC . YARDS 9611 NOT IN CONTRACT CURB DROP INLET DIAMETER (MUTCD R2-1 C) LIMIT DIM DIMENSION HEDGEROW ON CENTER DIP GUARDRAIL GUARDRAIL ® POLYETHYLENE DROP INLET DRIVE UNDER PROP 25 DPLX DUPLEX TREE LINE PLANTED STONE FOUND -- < DRAINAGE DIVIDE PVC POLYVINYL CHLORIDE ES MT EASEMENT EAS RCP REINFORCED CONCRETE PIPE �ti^r-.,-.r,•,r,,,n e REQ'D REQUIRED ELEC ELECTRIC; R0 RIGHT SANITARY CLEAN OUT /� R/W RIGHT OF WAY ----- EQUIPMENT CENTER/EDGE OF STREAM OIPF EX OR EXIST IRON PIN FOUND SD STORM DRAIN 19+30. d� a PEDESTRIAN CROSSING SIGN ® EDGE OF PAVEMENT (DIPS IRON PIN SET LIGHT PALE (MUTCD W11-2) - TYPICAL SECTION - FONTANA DRIVE (EXTENDED) TYPICAL SECTION - FONTANA DRIVE (EXTENDED) �� HYLAND CREEK DRIVE, HYLAND RIDGE DRIVE TELEPHONE POLE WITH STA 10+00 TO STA 19+50 - STA 19+50 TO STA ® PROPERTY LINE ASPEN DRIVE NO SCALE GUY WIRE & ANCHOR NO SCALENO SCALE --- - ------•--- --- - ---- -- - - --Preliminary Fleidble_Pavement Design Worksheet for New Subdivision Streets Preliminary BORING TEST HOLE d POWER POLE Based on 2©W VI)pT Pavement Desi n (Grids for %o Ahr d BLOCK # SPACE --' - BOUNDARY LINE DIRECTIONAL - RIGHT-OF-WAY BENCHMARK e D TREE ROAD NAME SIGN (NAME) C 2400 > ARROW TR UFRX SPACE -- --- - -- -_ PUBLIC ALLEY EASEMENT em BM ,� `=' SHRUB S R 29 TATE ROUTE # -- --- �--- PROPERTY LINE FOR SPACE CONVEYANCE TO OTHERSmom RIP -RAP WETLANDS ROAD NAME SPACE ---- --- --- BUILDING SETBACK - - - TAX MAI' LINE STRUCTURE SAN 3� SAN- - SANITARY SEYIER '- r -' ,` _ � ,� FUTURE STRUCTURE NEW SANITARY STRUCTURE --- ®--� -STRUCTURE NUMBER � NO OULEI' SIGN NO OUTLET O SD DEMOLISH OR NEW SANITARY (MUTCD W14-2) I STORM SEWER ABANDON STRUCTURE STRUCTURE STRUCTURE NUMBER EX 8" WATER 8' WATER _ WATER LINE (O WATER METER NOT OHE -OHE-°--- OVERHEAD ELECTRIC LINE Ftl -�- FIRE HYDRANT i. THE SIZE OF THOSE SHOWN. SYMBOLS MAY VARY FROM A NO PARKING (MUTCD R8 -3A) OHT OHT - - OVERHEAD TELEPHONE LINE Y. Y� FI ONNECTIAON MENT 2. ALL AND SYMBOLS SHOWN ----UGFO -- UNDERGROUND FIBER OPTIC MAY NOTBE USED. A� 5'-0" MIN., S-OY 5'-0" SFA SINGLE FAMILY ATTACHED SFD ABBREVIATIONS SHC SEWER HOUSE CONNECTION SQ SQUARE AFF ABOVE FINISHED FLOOR FF FINISHED FLOOR AHD AHEAD FH FIRE HYDRANT ARV AIR RELEASE VALVE FL FLUORIDE BC BACK OF CURB FC FACE OF CURB BF BASEMENT FLOOR GF GROUND FLOOR BM BENCH MARK GALV GALVANIZED BOV BLOW OFF VALVE HB HORIZONTAL BEND BRL BUILDING RESTRICTION LINE HC HANDICAP C/C CENTER TO CENTER HDPE HIGH DENSITY POLYETHELENE C&G CURB & GUTTER HK HOOK CIP CAST IRON PIPE INV INVERT ' 9 CENTER LINE IPS IRON PIN SET C.L. CHAIN LINK IPF IRON PIN FOUND Cl v:' CORRUGATED METAL PIPE JB JUNCTION BOX CO 'CLEAN OUT LF LINEAR FEET CONC CONCRETE LT LEFT CP CONTROL POINT MH MANHOLE CY CUBIC . YARDS NIC NOT IN CONTRACT DIA DIAMETER NTS NOT TO SCALE DIM DIMENSION O.C. ON CENTER DIP DUCTILE IRON PIPE PE POLYETHYLENE DU DRIVE UNDER PROP PROPOSED DPLX DUPLEX PS PLANTED STONE FOUND EB ENGLISH BASEMENT PVC POLYVINYL CHLORIDE ES MT EASEMENT EAS RCP REINFORCED CONCRETE PIPE EL ELEVATION REQ'D REQUIRED ELEC ELECTRIC; RT RIGHT EP EDGE OF PAVEMENT R/W RIGHT OF WAY EQPT EQUIPMENT SAN SANITARY SEWER EX OR EXIST EXISTING, SD STORM DRAIN 19+30. G-I2A 4. END TAPER TRANSITION AT STA 19+50. A� 5'-0" MIN., S-OY 5'-0" SFA SINGLE FAMILY ATTACHED SFD SINGLE FAMILY DETACHED SHC SEWER HOUSE CONNECTION SQ SQUARE S.F. SQUARE FEET S.S. STAINLESS STEEL STA STATION STD STANDARD STL STEEL SW SIDEWALK TBA TO BE ABANDONED TBR TO BE REMOVED TC TOP OF CURB (TH) TOWNHOUSE TS&V TAPPING SLEEVE & VALVE TYP TYPICAL UG UNDERGROUND UON UNLESS OTHERWISE NOTED VAR VARIABLE W WATER LINE WO WALKOUT WAT WATER WHC wA;FER HOUSE CONNECTION WNI WATER METER WT ',"ATERTIGHT WWF WOVEN WIRE FABRIC YDS :"ARDS PERMISSIBLE NOTES: 1, PAVEMENT MARKINGS SHALL CONFORM TO LATEST EDITION OF THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD). TYPICAL STREET CROSSWALK PAVEMENT MARKING DEVIL NO SCALE ® 7" WHERE STD. CG -3 OR 8>_0" 4'-0 CG -7 IS USED. STD. CG -2 6" 2'-O" 12.1 MAX. 48:1 MAX. OR CG -6 20: 1 - Section A -A u I?t PLAN B B SEE LAN S" 14:1 1 A _ DOWELS, 8° LONG ----^'" MAX MAX 12" C -C PERMISSIBLE eCo 0 0> #5 I CONSTRUCTION JOINT 2, SLOPE 10:1 MAXIMUM TANGENT PLAN (�9°�DOMMES NCATEO o. A l` Dd ' P1Ian View Section B -B LCROSSWAtY, ACCESSIBLE ROUTE IS DEFINED AS A CONTINUOUS UNOBSTRUCTED, STABLE., FIRM, AND SLIP RESISTANT PATH CONNIEC11NO ALL ACCESSIBLE ELEMENTS OF A FACILITY THAT CAN BE APPROACHED, ENTERED AND USED BY PIERSONS WITH MOBILITY IMPAIRMENTS, NOTES: CROSSWALK 1, THIS DESIIGN IS TO BE USED FOR CONSTRUCTION THAT INCORPORATES WIDER SIDEWALK. LANDING (48" WIDE) REQUIRED AT THE TOP OF CURB RAMP, MINIMUM CURB RAMP LENGTH 8 FT. FOR NEW CONSTRUCTION, 6 FT. FOR ALTERATIONS. 2. CURB RAIMP FLOOR TO BE CLASS A-3 CONCRETE (CLASS A-4 IF PRECAST) WITH SLIP RESISTANT INTEGRAL DETECTABLE WARNING SURFACE COWERING THE ENTIRE WIDTH OF THE RAMP FLOOR (RAMP FLOOR MAY BE PRECAST OR CAST IN PLACE). THE DETECTABLE I TYPICAL. PLACEMENT AT TYPICAL PLACEMENT AT.WARNING SH,'ALL BE PROVIDED BY AN EXPOSURE AGGREGRATE FINISHRAMP SHALL NOT EXCEED A MAXIMUM SLOPE OF 12:1. O- INTERSECTION WITH CROSSWALK INTERSECTION WITH CROSSWALK 3. SLOPING :SIDES OF CURB RAMP MAY BE POURED MONOL.iTHIGALLY WITH RAMP FLOOR BY USING PERMISSABIE CONSTRUCTION JOINT I (WITH BUFFER STRIP) WITH REQUINED BARS. 0 4. IF RAMP (FLOOR IS PRECAST, HOLES MUST BE PROVIDED FOR DOWEL BARS SO THAT ADJOINING FLARED SIDES CAN BE CAST IN I PLACE AFTER PLACEMENT OF PRECAST RAMP FLOOR. PRECAST CONCRETE SHALL BE CLASS A-4. REQUIRED BMRS ARE TO BE NO. 5 X 8" PLACED V CENTER TO CENTER ALONG BOTH SIDES OF THE RAMP FLOOR, MID -DEPTH OF RAMP FLOOR MINIMIUM CONCRETE COVER 11. 5. CURB RAKVPS WILL BE MEASURED AND PAID FOR AT THE CONTRACT UNIT PRICES FOR HYDRAULIC CEMENT CONCRETE SIDEWALK AND EXPOSED AGtGREGATE SIDEWALK, COMPLETE -IN-PLACE. t3 6. CURB/CUFRB AND GUTTER SLOPE TRANSITIONS ADJACENT TO CURBS ARE INCLUDED IN PAYMENT FOR CURB/CURB AND GUTTER. CL 7. WHEN USED IN CONJUNCTION WITH STANDARD CG -3 OR CG -7, THE CURB FACE! ON THIS STANDARD IS TO BE ADJUSTED TO MATCH THE MOUNTABLE CURB AND CONFIGURATION. Q 8. CURB RAWPS ARE TO BE LOCATED AS SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER. v� 9. THEY ARE: TO BE PROVIDED AT INTERSECTIONS WHEREVER AN ACCESSABLE ROUTE *WITHIN THE RIGHT OF WAY OF A HIGHWAY FACILITY CROSSES A CURB REGARDLESS OF WHETHER SIDEWALK IS EXISTING, OR AS DIRECTED BY THE ENGINEER, AND SHOULD BE Lxl LOCATED BEHIND VEHICLE STOP LINES. DIAGONAL VARIATION 10. EXISTING LIGHT POLE, FIRE HYDRANTS, DROP INLETS, ETC. WILL ALSO AFFECT PLACEMENT. c LL, PerpendicularCurl) Ramp (Access robi�ity Impairments►) 3/02 N.T.S. Sowroe: VDOT REV 203_05A �, 1 ADDRESS COUNTY/VDOT COMMENTS JJK 02/08/08 2 REVISED TYPICAL SECTION FONTANA DRIVE JJK 03/113/08 �a 0 c� NO. REVISION BY DATE NO. REVISION BY CO NV 1 tom: SIDEWALK TO BE POURED `vOYst CLASS A3 CONCRETE. DISTANCE BETWEEN SCORE LINE NOT TO EXCEED 5' IN LONGITUDINAL DIRECTION. DETAIL - SIDEWALK NO SCALE 50' R/W* 26' FC TO FC -SM-9.5A SURFACE COURSE BM -25.0 ASPHALT AGGREGATE BASE 54' R/W 30' FC TO FC -SM-9.5A SURFACE COURSE BM -25.0 ASPHALT AGGREGATE BASE 52' R/W 28' FC TO FC -SM-9.5A SURFACE COURSE BM -25.0 ASPHALT AGGREGATE BASE CG -6 g MATERIAL, VDOT CG 6 CG -6 MATERIAL, VDOT CG -6 CG -6 MATERIAL, VDOT CG -6 2% NO, 21 B 2% 2% _ 2% 2%27.- NO. 21 B � 2% 2% � NO. 21 B 2% 2% 2% J I ! 1 I I I I (I I I { 11 UD -4 _ a in u7 w ir5 � tl C5 UD -4 � It w ii) UD -4 rS) irk W LO ctr tit? u3 O d 11 II o _ UD -4 tS3 _ u? cfl an 11 w Ln %C) to Lo W ia, Tri w II II c it I3 ire 11 � U A,m w 1 m z if 11 � � 11 !i w w z m z it z jj z � m Q if � If z� m ti °� A a �_ w w Q® C � W J +� J s � cn m m Lwi.i � en m LLW.1 -q W [Wi..! m � LU a� ¢ ¢ � W Wof NOTES: NOTES: NOTES: 1. VPD = 1040. 1. VPD = 1040. 1. VPD = <400. 2 DESIGN SPEED = 25 MPH. 2. DESIGN SPEED = 25 MPH, 2. DESIGN SPEED w 20 MPH. 3. SEE TABLE (STEP 3) BELOW FOR PAVEMENT THICKNESS. 3. SEE TABLE (STEP 3) BELOW FOR PAVEMENT THICKNESS. 3. SEE TABLE (STEP 3) BELOW FOR PAVEMENT THICKNESS. 4. BEGIN TAPER TRANSITION AT STA 19+30. 4. END TAPER TRANSITION AT STA 19+50. * AT STATION 16+83.85 R/W INCREASES FROM 50' TO 54'. TYPICAL SECTION -- HYLAND CREEK CIRCLE, TYPICAL SECTION - FONTANA DRIVE (EXTENDED) TYPICAL SECTION - FONTANA DRIVE (EXTENDED) HYLAND CREEK DRIVE, HYLAND RIDGE DRIVE STA 10+00 TO STA 19+50 STA 19+50 TO STA 28+18.77 ASPEN DRIVE NO SCALE NO SCALENO SCALE --- - ------•--- --- - ---- -- - - --Preliminary Fleidble_Pavement Design Worksheet for New Subdivision Streets Preliminary Flexible Pavement Design Work.=Iheet for New Subdivision Streets Based on 2©W VI)pT Pavement Desi n (Grids for %o Ahr d Se d R d ;.Ar--. --' VI - -A -- )nrvn 1XV17' Aa.ran f rl-;- (' ;�Aa Snr G,hrin,icinn att l .6a�nritlaru Rma,lc in Vm mix 4'-0" UNLESS OTHERWISE NOTED ON PLANS 1/4":1' SLOPE UNLESS OTHERWISE NOTED- ON PLANS COMPLETELY GROUT POIST INTO BLOCKS TRIM CAP WITH CONFINOUS ADHESIVE (AS PER MANUFACTURER'S RECOMMENDATION) GRANULAR DRAIN! FILL BETWEEN AND BEHIND ANCHORS HEIGHT H' VARIES EMBEDMENT -- 4" MIN. ---- 4"-VDOT NO. 21A, AGGREGATE FENCE POST MIN DEPTH SHALL BE 18" OR HALF HEIGHT OF FENCE, WHICH EVER IS GREATER, ffw-FILTER FABRIC REINFORCED FILL GEOGRID AS NECESSARY ( ) PER WALL HEIGHT GRANULAR DRAIN FILL BETWEEN AND BEHIND ANCHORS PERFORATED A, COMPACTED GRANULAR BASE OR OPTIONAL CONCRETE LEVELING PAD * MINIMUM S-0" EMBEDMENT. EMBEDMENT INCREASES WITH INCREASED WALL HEIGHTS, SLOPING FILLS IN FRONT AND BEHIND WALL OR POOR FOUNDATION SOILS. NOTE: BOTTOM ELEVATIONS SHOWN ON THE PLANS ARE A DEFINITION OF THE GROUND ELEVATION, NOT THE FOUNDATION ELEVATION. FOUNDATION, AND DEPTH TO THE FOUNDATION, IS TO BE DESIGNED BY THE WALL MANUFACUTER DETAIL - RETAINING WALL NO SCALE iston an con ary oa s m ug ria County Albemarle Date: Sept. 29, 2007 Subdivision Hyland Ridge Street Name Hyland Creek Circle, Hyland Creek Drive, Hyland Ridge Drive, Aspen Drive Developer Southern Developmamt lPhone.434 245-0894 EngineerJeremy Kinney, WW Associates lPhone.434 973-5120 County Albemarle Date: Sept. 29, 2007 Subdivision Hyland Ridge _ Street Name Fontana Drive Extended Developer Southern Developtnant Phone:434-245-0894 Engineer Jeremy Kinney, WW Associates lPhone.434 973-5120 Projected 2 -way traffic for the street segment considered, as defined in the Subdivision Street Requirements. I ADT Design CBR = Average of CBRT x 213 and modified only as discussed in the Pavement Design Guide. i ' CBRL CBR value of the subggade satrap le, taken and tested as specified in the Pavement Design Guide. pRT I VDOT District Materials Engneer.-~ j D Equivalent projected traffic. IHCV Number of Heavy Commercial Vehicles (e.g trucks, buses, etc., with 2 or more axles and 6 or more tires.) __._.-.._...._ __ _ _ %HC _ Percentage of the total traffic volume___._._composed._______of Heavy Comme_r_cial Vehicles. - -- �_^__ Resiliertey Factor = Relative avakue of the subg W__e soil's ability to withstand repeated loading i - -- ____ __ __•_�___._--------------------- (SSV Soil support value ofsubgrad;e (SSV = CBRo x RF) IDP Thickness indexof proposed Ipavement design computed by the Conventional Pavement Design Method- ------ 1 -- -- - - - ----- ... -- - - - - _ - -----------�_ [DR _ Thickness index required, bas+ed on Design ADT and SSV, determines: by AppendixlL SW' � �1° ��.��.i-.�', t � r .__ ...___ �� g� �, s liryry��33 ��a A5C'f T- � ♦ ;� �' ... r ,i So1T Sample CBRT RF 1. Present ADT = I 400 I 1 0,0 Source Valu - --_----- _ .. _ __... ____ _ .___ _ _ _..._--.._. l._.. _..._ ._ ..._ _.. ...._. 2 Table 1 0.0 2. %HCV (%) = 0 3 ' Appendix 1 4 " DNIE 3'T_400 E I Av CBR ,G P T 0 4. Design Period - i Years =i Growth Rate C/o) 0 I CBRo x RF SS',, , 4.0 x 0°0 4Es` 5. Growth Factor = 1.00 { 6. Design ADT 400 For preliminary design. use SSv , ar,=: rurEdix I = 4.O E-- - -- i I r i Step�d Pax'ement��e,J�*��y�y�l3aA 1 `� t x � S�ti1Jy u � },! 3 t i 7 I 1 f i l ] (A) Limited to Design ADT :< 4t?0 - Show pavement material notations and thicknesses from Appendix IV Tables A and B [ ] (B) Show pavenient section as developed in the Pavement Design Guide ! DR =If 11,5 - (See Appendas pl for tt�teriat notations and thiclttness equivalency values, a) Ftoin ppendi?cii Deseriptlon of Proposed Pavement Section Material. Notation kness, a a x h Surface (1.5" Surface SM -9.5A) 1.50 s 2,25 3.38 Base (3" BM -25.0 Base Mix) 3.00 2.15 6.45 Subbase (6" VDOT No. 21. B Aggregate) 6.00 0.60 3.60 I Dp must equal or exceed the valine ofDR. Pp= T_(a x h) ®K_ 1 RETAINING WALL NOTES 1. PROVIDE SEGMENTAL RETAINING WALLS WHERE INDICATED ON DRAWINGS. 2. DESIGN RETAINING WALLS TO CONFORM TO THE REQUIREMENTS OF THE NATIONAL CONCRETE MASONRY ASSOCIATION "DESIGN MANUAL FOR SEGMENTAL RETAINING WALLS." 3. PRIOR TO THE START OF WORK, PROVIDE RETAINING WALL [DETAIL SHOP DESIGN DRAWINGS SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN VIRGINIA SHOWING WALL ELEVATIONS, GEOSYNTHEiIC TYPES AND LOCATIONS, BACKFILL MATERIAL, AND OTHER DETAILS REQUIRED TO CONSTRUCT THE WALLS. OBTAIN SEPARATE BUILDING PERMIT FROM ALBERMARLE COUNTY PRIOR TO CONSTRUCTION. 4. GEOTECHNICAL INFORMATION REQUIRED FOR THE WALL DESIGN IS THE RESPONSIBILITY OF THE WALL DESIGNER TO COORDINATE WITH OWNER. 5. EXTERNAL STABILITY ANALYSIS FOR BEARING CAPACITY, GLOBAL STABILITY, AND TOTAL AND DIFFERENTIAL SETTLEMENT ARE THE RESPONSIBIL€TY OF THE WALL DESIGNER. 6. PROVIDE BASE LEVELING PADS OF COMPACTED AGGREGATE OR NON -REINFORCED CONCRETE TO THE LINES AND GRADES SPECIFIED BY THE WALL DESIGNER. PAD SHALL BE 6" MINIMUM THICKNESS, AND SHALL EXTEND 6" MINIMUM IN FRONT AND IN BACK OF THE WALL UNITS, 7. GEOGRID SHALL BE MANUFACTURED SPECIFICALLY FOR SOIL REINFORCEMENT APPLICAe (IONS, AND SHALL BE ORIENTED WITH THE HIGHEST STRENGTH AXIS PERPENDICULAR TO THE WALL ALIGNMENT. 8. GRANULAR 'DRAIN FILL SHALL CONSIST OF CLEAN ANGULAR (GRAVEL, MEETING THE FOLLOWING GRADATION AS DETERMINED IN ACCORDANCE WITH ASTM D-422, SIEVE SIZE PERCENTAGE PASSING I INCH 100 3/4 INCH 75-100 NO. 4 0-60 % 40 0-50 NO. 200 0-5 Projected 2 -way traffic for the street segment comidered, as detined m the Subdivision Street Requirements. _._ ._-__-_- Design CBR = Average of CBRT x213 andmodified only as discussed in the Pavement Design Guide. CBR value ofthe subgrade sample, taken and tWRA as specified in the Pavement Design Guide.-- VDOT District Materials Engineer. Equivalent projected traffic Number of Heavy Commercial Vehicles (e.g. trucks, buses, etc., with 2 or more axles and 6 or more tires.) i Percentage of the total traffic volume composed of Heavy Commercial Vehicles.-��---_.I Resnitency Factor = Relative value ofthe subgade soil's ability to withstand repeated loading Soil support value ofsubgrade (SSV = CBRn x RF) �---------- - - Thickness index oYproposed pavement design computed by the Conventional Pavement Design Method. Thickness indexrequired, based on Design ADT and SSV, determined by Appendix 11 ? -T1 So1T Sample CBRT RF 1. Present ADT = 1040 1 OA Source Value _ --- 2. Table 1 0.0 2. %HCV (%) _ 0 3 Appendix 1 4 3. EPT = 1040 5 Avg. CBRT = 0.0 - -- - 4. Design Period _ _Years - 1 Growth Rate (%) = 0 CBRD x _Rh' v SS>i 4.0 x 0.0 5. Growth Factor = ` 1.00 6. Design ADT = -1 ` 1040 ^_� __ .__.__ _. -----•---- por pri:Iiminary design, ",W from Appendix I 4.0 ] (A) Limited to Design ADT <400 - Showpavement material notations and thicknesses from Appendix TV Tables A and B [ I (B) Show pavement section as developed in the Pavement Design Guide 1 DR ! 15.3 .�___�T. (Se> � Appends Til for timterial notations and thickness equiyaiency values, aj ._---�--...From AppendvclT• -_ Desuiption of Proposed Pavement Section Material Notation Thickness, h a a x h Surface (2" Surface SM -9.5A) 2,00 2.25 4.50 Base (3" BM -25.0 Base Mix) 3.00 2.15 6.45 Subbase (8" VDOTNo. 21B Aggregate) 8.00 0.60 4.80 Dp must equal or exceed the value ofDR DP = E(a x h) 1 8 .._r_.._. __.____ _._.___t...___ __.. ---_ - c I - - 1 OK RETAINING WALL NOTES (CONT) 9. REINFORCED FILL SHALL BE AS SPECIFIED BY THE WALL DESIGNER, AND SHALL CONSIST OF INORGANIC USCS SOIL TYPES GP, GW, GM, GC, SW, SP, OR SM MEETING THE FOLLOWING GRADATION AS DETERMINED IN ACCORDANCE WITH ASTM D-422. SIEVE SIZE PERCENTAGE PASSING 4 INCH 100 % 4 20-100 NO. 20 0-60 NO, 200 0-30 THE FINE FRACTION (MINUS NO. 40.) SHALL HAVE A MAXIMUM LIQUID LIMIT OF 40 AND A MAXIMUM PLASTICITY INDEX OF 20. THE FILL SHALL BE FREE OF DEBRIS, ORGANIC SOILS, AND EXPANSIVE SOILS. 10. PERFORATED SUBDRAIN SHALL BE PVC OR CORRUGATED HDPE HIPE. SUBDRAIN SHALL [BE PERFORATED OR SLOTTED. 11. CONSTRUCT RETAINING WALLS IN ACCORDANCE WITH THE WALL DESIGNER'S WRITTEN INSTRUCTIONS AND RECOMMENDATIONS, 12. BOTTOM ELEVATIONS SHOWN ON THE PLANS ARE A DEFINITION OF THE GROUND ELEVATION, NOT THE FOUNDATION ELEVATION. FOUNDATION, AND DEPTH TO THE FOUNDATION, IS TO BE DESIGNED BY THE WALL MANUFACTURER. DESIGN[ : PROJECT: HYLAND IDGt� REVISION NUMBER: Wyli 01* PT o� �C = ENG}1NBERS (AKA LADE RIDGE) 2 INDRAWN BY. FINAL SUBDIVISION PLAINS o" � uR)VEYORS T•Q� SFR DRAWING NUMBER: ?ITL E: DAVID o. 1484 N LAl�iNERS REVIEWED BY: ABBREVIATIONS, LEGEND, C--3 � Lie. No. 11484 �, �, DJM TYPICAL SECTIONS & DLTAILS 0� �� �`� PO Box 4119 1402GrnbrierPlace -- SHEET NUMBER: ti Lynchlwrg,vA2a502 cw;otmvin�,VA22on IWWA NUMBER: FILE NAME: SCALE: DATE: Phone: 434.582.6175 Phone •4349$4.2700 H: NIAJ �IONAL ��` DATE www.wwassmiates.net 20603 .10 C-+03-TYP--SEC.dwg V: IV/A 1 -�-0 ---07 3 of 57 County Albemarle Date: Sept. 29, 2007 Subdivision Hyland Ridge _ Street Name Fontana Drive Extended Developer Southern Developtnant Phone:434-245-0894 Engineer Jeremy Kinney, WW Associates lPhone.434 973-5120 Projected 2 -way traffic for the street segment considered, as defined in the Subdivision Street Requirements. I ADT Design CBR = Average of CBRT x 213 and modified only as discussed in the Pavement Design Guide. i ' CBRL CBR value of the subggade satrap le, taken and tested as specified in the Pavement Design Guide. pRT I VDOT District Materials Engneer.-~ j D Equivalent projected traffic. IHCV Number of Heavy Commercial Vehicles (e.g trucks, buses, etc., with 2 or more axles and 6 or more tires.) __._.-.._...._ __ _ _ %HC _ Percentage of the total traffic volume___._._composed._______of Heavy Comme_r_cial Vehicles. - -- �_^__ Resiliertey Factor = Relative avakue of the subg W__e soil's ability to withstand repeated loading i - -- ____ __ __•_�___._--------------------- (SSV Soil support value ofsubgrad;e (SSV = CBRo x RF) IDP Thickness indexof proposed Ipavement design computed by the Conventional Pavement Design Method- ------ 1 -- -- - - - ----- ... -- - - - - _ - -----------�_ [DR _ Thickness index required, bas+ed on Design ADT and SSV, determines: by AppendixlL SW' � �1° ��.��.i-.�', t � r .__ ...___ �� g� �, s liryry��33 ��a A5C'f T- � ♦ ;� �' ... r ,i So1T Sample CBRT RF 1. Present ADT = I 400 I 1 0,0 Source Valu - --_----- _ .. _ __... ____ _ .___ _ _ _..._--.._. l._.. _..._ ._ ..._ _.. ...._. 2 Table 1 0.0 2. %HCV (%) = 0 3 ' Appendix 1 4 " DNIE 3'T_400 E I Av CBR ,G P T 0 4. Design Period - i Years =i Growth Rate C/o) 0 I CBRo x RF SS',, , 4.0 x 0°0 4Es` 5. Growth Factor = 1.00 { 6. Design ADT 400 For preliminary design. use SSv , ar,=: rurEdix I = 4.O E-- - -- i I r i Step�d Pax'ement��e,J�*��y�y�l3aA 1 `� t x � S�ti1Jy u � },! 3 t i 7 I 1 f i l ] (A) Limited to Design ADT :< 4t?0 - Show pavement material notations and thicknesses from Appendix IV Tables A and B [ ] (B) Show pavenient section as developed in the Pavement Design Guide ! DR =If 11,5 - (See Appendas pl for tt�teriat notations and thiclttness equivalency values, a) Ftoin ppendi?cii Deseriptlon of Proposed Pavement Section Material. Notation kness, a a x h Surface (1.5" Surface SM -9.5A) 1.50 s 2,25 3.38 Base (3" BM -25.0 Base Mix) 3.00 2.15 6.45 Subbase (6" VDOT No. 21. B Aggregate) 6.00 0.60 3.60 I Dp must equal or exceed the valine ofDR. Pp= T_(a x h) ®K_ 1 RETAINING WALL NOTES 1. PROVIDE SEGMENTAL RETAINING WALLS WHERE INDICATED ON DRAWINGS. 2. DESIGN RETAINING WALLS TO CONFORM TO THE REQUIREMENTS OF THE NATIONAL CONCRETE MASONRY ASSOCIATION "DESIGN MANUAL FOR SEGMENTAL RETAINING WALLS." 3. PRIOR TO THE START OF WORK, PROVIDE RETAINING WALL [DETAIL SHOP DESIGN DRAWINGS SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN VIRGINIA SHOWING WALL ELEVATIONS, GEOSYNTHEiIC TYPES AND LOCATIONS, BACKFILL MATERIAL, AND OTHER DETAILS REQUIRED TO CONSTRUCT THE WALLS. OBTAIN SEPARATE BUILDING PERMIT FROM ALBERMARLE COUNTY PRIOR TO CONSTRUCTION. 4. GEOTECHNICAL INFORMATION REQUIRED FOR THE WALL DESIGN IS THE RESPONSIBILITY OF THE WALL DESIGNER TO COORDINATE WITH OWNER. 5. EXTERNAL STABILITY ANALYSIS FOR BEARING CAPACITY, GLOBAL STABILITY, AND TOTAL AND DIFFERENTIAL SETTLEMENT ARE THE RESPONSIBIL€TY OF THE WALL DESIGNER. 6. PROVIDE BASE LEVELING PADS OF COMPACTED AGGREGATE OR NON -REINFORCED CONCRETE TO THE LINES AND GRADES SPECIFIED BY THE WALL DESIGNER. PAD SHALL BE 6" MINIMUM THICKNESS, AND SHALL EXTEND 6" MINIMUM IN FRONT AND IN BACK OF THE WALL UNITS, 7. GEOGRID SHALL BE MANUFACTURED SPECIFICALLY FOR SOIL REINFORCEMENT APPLICAe (IONS, AND SHALL BE ORIENTED WITH THE HIGHEST STRENGTH AXIS PERPENDICULAR TO THE WALL ALIGNMENT. 8. GRANULAR 'DRAIN FILL SHALL CONSIST OF CLEAN ANGULAR (GRAVEL, MEETING THE FOLLOWING GRADATION AS DETERMINED IN ACCORDANCE WITH ASTM D-422, SIEVE SIZE PERCENTAGE PASSING I INCH 100 3/4 INCH 75-100 NO. 4 0-60 % 40 0-50 NO. 200 0-5 Projected 2 -way traffic for the street segment comidered, as detined m the Subdivision Street Requirements. _._ ._-__-_- Design CBR = Average of CBRT x213 andmodified only as discussed in the Pavement Design Guide. CBR value ofthe subgrade sample, taken and tWRA as specified in the Pavement Design Guide.-- VDOT District Materials Engineer. Equivalent projected traffic Number of Heavy Commercial Vehicles (e.g. trucks, buses, etc., with 2 or more axles and 6 or more tires.) i Percentage of the total traffic volume composed of Heavy Commercial Vehicles.-��---_.I Resnitency Factor = Relative value ofthe subgade soil's ability to withstand repeated loading Soil support value ofsubgrade (SSV = CBRn x RF) �---------- - - Thickness index oYproposed pavement design computed by the Conventional Pavement Design Method. Thickness indexrequired, based on Design ADT and SSV, determined by Appendix 11 ? -T1 So1T Sample CBRT RF 1. Present ADT = 1040 1 OA Source Value _ --- 2. Table 1 0.0 2. %HCV (%) _ 0 3 Appendix 1 4 3. EPT = 1040 5 Avg. CBRT = 0.0 - -- - 4. Design Period _ _Years - 1 Growth Rate (%) = 0 CBRD x _Rh' v SS>i 4.0 x 0.0 5. Growth Factor = ` 1.00 6. Design ADT = -1 ` 1040 ^_� __ .__.__ _. -----•---- por pri:Iiminary design, ",W from Appendix I 4.0 ] (A) Limited to Design ADT <400 - Showpavement material notations and thicknesses from Appendix TV Tables A and B [ I (B) Show pavement section as developed in the Pavement Design Guide 1 DR ! 15.3 .�___�T. (Se> � Appends Til for timterial notations and thickness equiyaiency values, aj ._---�--...From AppendvclT• -_ Desuiption of Proposed Pavement Section Material Notation Thickness, h a a x h Surface (2" Surface SM -9.5A) 2,00 2.25 4.50 Base (3" BM -25.0 Base Mix) 3.00 2.15 6.45 Subbase (8" VDOTNo. 21B Aggregate) 8.00 0.60 4.80 Dp must equal or exceed the value ofDR DP = E(a x h) 1 8 .._r_.._. __.____ _._.___t...___ __.. ---_ - c I - - 1 OK RETAINING WALL NOTES (CONT) 9. REINFORCED FILL SHALL BE AS SPECIFIED BY THE WALL DESIGNER, AND SHALL CONSIST OF INORGANIC USCS SOIL TYPES GP, GW, GM, GC, SW, SP, OR SM MEETING THE FOLLOWING GRADATION AS DETERMINED IN ACCORDANCE WITH ASTM D-422. SIEVE SIZE PERCENTAGE PASSING 4 INCH 100 % 4 20-100 NO. 20 0-60 NO, 200 0-30 THE FINE FRACTION (MINUS NO. 40.) SHALL HAVE A MAXIMUM LIQUID LIMIT OF 40 AND A MAXIMUM PLASTICITY INDEX OF 20. THE FILL SHALL BE FREE OF DEBRIS, ORGANIC SOILS, AND EXPANSIVE SOILS. 10. PERFORATED SUBDRAIN SHALL BE PVC OR CORRUGATED HDPE HIPE. SUBDRAIN SHALL [BE PERFORATED OR SLOTTED. 11. CONSTRUCT RETAINING WALLS IN ACCORDANCE WITH THE WALL DESIGNER'S WRITTEN INSTRUCTIONS AND RECOMMENDATIONS, 12. BOTTOM ELEVATIONS SHOWN ON THE PLANS ARE A DEFINITION OF THE GROUND ELEVATION, NOT THE FOUNDATION ELEVATION. FOUNDATION, AND DEPTH TO THE FOUNDATION, IS TO BE DESIGNED BY THE WALL MANUFACTURER. DESIGN[ : PROJECT: HYLAND IDGt� REVISION NUMBER: Wyli 01* PT o� �C = ENG}1NBERS (AKA LADE RIDGE) 2 INDRAWN BY. FINAL SUBDIVISION PLAINS o" � uR)VEYORS T•Q� SFR DRAWING NUMBER: ?ITL E: DAVID o. 1484 N LAl�iNERS REVIEWED BY: ABBREVIATIONS, LEGEND, C--3 � Lie. No. 11484 �, �, DJM TYPICAL SECTIONS & DLTAILS 0� �� �`� PO Box 4119 1402GrnbrierPlace -- SHEET NUMBER: ti Lynchlwrg,vA2a502 cw;otmvin�,VA22on IWWA NUMBER: FILE NAME: SCALE: DATE: Phone: 434.582.6175 Phone •4349$4.2700 H: NIAJ �IONAL ��` DATE www.wwassmiates.net 20603 .10 C-+03-TYP--SEC.dwg V: IV/A 1 -�-0 ---07 3 of 57 Projected 2 -way traffic for the street segment considered, as defined in the Subdivision Street Requirements. I ADT Design CBR = Average of CBRT x 213 and modified only as discussed in the Pavement Design Guide. i ' CBRL CBR value of the subggade satrap le, taken and tested as specified in the Pavement Design Guide. pRT I VDOT District Materials Engneer.-~ j D Equivalent projected traffic. IHCV Number of Heavy Commercial Vehicles (e.g trucks, buses, etc., with 2 or more axles and 6 or more tires.) __._.-.._...._ __ _ _ %HC _ Percentage of the total traffic volume___._._composed._______of Heavy Comme_r_cial Vehicles. - -- �_^__ Resiliertey Factor = Relative avakue of the subg W__e soil's ability to withstand repeated loading i - -- ____ __ __•_�___._--------------------- (SSV Soil support value ofsubgrad;e (SSV = CBRo x RF) IDP Thickness indexof proposed Ipavement design computed by the Conventional Pavement Design Method- ------ 1 -- -- - - - ----- ... -- - - - - _ - -----------�_ [DR _ Thickness index required, bas+ed on Design ADT and SSV, determines: by AppendixlL SW' � �1° ��.��.i-.�', t � r .__ ...___ �� g� �, s liryry��33 ��a A5C'f T- � ♦ ;� �' ... r ,i So1T Sample CBRT RF 1. Present ADT = I 400 I 1 0,0 Source Valu - --_----- _ .. _ __... ____ _ .___ _ _ _..._--.._. l._.. _..._ ._ ..._ _.. ...._. 2 Table 1 0.0 2. %HCV (%) = 0 3 ' Appendix 1 4 " DNIE 3'T_400 E I Av CBR ,G P T 0 4. Design Period - i Years =i Growth Rate C/o) 0 I CBRo x RF SS',, , 4.0 x 0°0 4Es` 5. Growth Factor = 1.00 { 6. Design ADT 400 For preliminary design. use SSv , ar,=: rurEdix I = 4.O E-- - -- i I r i Step�d Pax'ement��e,J�*��y�y�l3aA 1 `� t x � S�ti1Jy u � },! 3 t i 7 I 1 f i l ] (A) Limited to Design ADT :< 4t?0 - Show pavement material notations and thicknesses from Appendix IV Tables A and B [ ] (B) Show pavenient section as developed in the Pavement Design Guide ! DR =If 11,5 - (See Appendas pl for tt�teriat notations and thiclttness equivalency values, a) Ftoin ppendi?cii Deseriptlon of Proposed Pavement Section Material. Notation kness, a a x h Surface (1.5" Surface SM -9.5A) 1.50 s 2,25 3.38 Base (3" BM -25.0 Base Mix) 3.00 2.15 6.45 Subbase (6" VDOT No. 21. B Aggregate) 6.00 0.60 3.60 I Dp must equal or exceed the valine ofDR. Pp= T_(a x h) ®K_ 1 RETAINING WALL NOTES 1. PROVIDE SEGMENTAL RETAINING WALLS WHERE INDICATED ON DRAWINGS. 2. DESIGN RETAINING WALLS TO CONFORM TO THE REQUIREMENTS OF THE NATIONAL CONCRETE MASONRY ASSOCIATION "DESIGN MANUAL FOR SEGMENTAL RETAINING WALLS." 3. PRIOR TO THE START OF WORK, PROVIDE RETAINING WALL [DETAIL SHOP DESIGN DRAWINGS SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN VIRGINIA SHOWING WALL ELEVATIONS, GEOSYNTHEiIC TYPES AND LOCATIONS, BACKFILL MATERIAL, AND OTHER DETAILS REQUIRED TO CONSTRUCT THE WALLS. OBTAIN SEPARATE BUILDING PERMIT FROM ALBERMARLE COUNTY PRIOR TO CONSTRUCTION. 4. GEOTECHNICAL INFORMATION REQUIRED FOR THE WALL DESIGN IS THE RESPONSIBILITY OF THE WALL DESIGNER TO COORDINATE WITH OWNER. 5. EXTERNAL STABILITY ANALYSIS FOR BEARING CAPACITY, GLOBAL STABILITY, AND TOTAL AND DIFFERENTIAL SETTLEMENT ARE THE RESPONSIBIL€TY OF THE WALL DESIGNER. 6. PROVIDE BASE LEVELING PADS OF COMPACTED AGGREGATE OR NON -REINFORCED CONCRETE TO THE LINES AND GRADES SPECIFIED BY THE WALL DESIGNER. PAD SHALL BE 6" MINIMUM THICKNESS, AND SHALL EXTEND 6" MINIMUM IN FRONT AND IN BACK OF THE WALL UNITS, 7. GEOGRID SHALL BE MANUFACTURED SPECIFICALLY FOR SOIL REINFORCEMENT APPLICAe (IONS, AND SHALL BE ORIENTED WITH THE HIGHEST STRENGTH AXIS PERPENDICULAR TO THE WALL ALIGNMENT. 8. GRANULAR 'DRAIN FILL SHALL CONSIST OF CLEAN ANGULAR (GRAVEL, MEETING THE FOLLOWING GRADATION AS DETERMINED IN ACCORDANCE WITH ASTM D-422, SIEVE SIZE PERCENTAGE PASSING I INCH 100 3/4 INCH 75-100 NO. 4 0-60 % 40 0-50 NO. 200 0-5 Projected 2 -way traffic for the street segment comidered, as detined m the Subdivision Street Requirements. _._ ._-__-_- Design CBR = Average of CBRT x213 andmodified only as discussed in the Pavement Design Guide. CBR value ofthe subgrade sample, taken and tWRA as specified in the Pavement Design Guide.-- VDOT District Materials Engineer. Equivalent projected traffic Number of Heavy Commercial Vehicles (e.g. trucks, buses, etc., with 2 or more axles and 6 or more tires.) i Percentage of the total traffic volume composed of Heavy Commercial Vehicles.-��---_.I Resnitency Factor = Relative value ofthe subgade soil's ability to withstand repeated loading Soil support value ofsubgrade (SSV = CBRn x RF) �---------- - - Thickness index oYproposed pavement design computed by the Conventional Pavement Design Method. Thickness indexrequired, based on Design ADT and SSV, determined by Appendix 11 ? -T1 So1T Sample CBRT RF 1. Present ADT = 1040 1 OA Source Value _ --- 2. Table 1 0.0 2. %HCV (%) _ 0 3 Appendix 1 4 3. EPT = 1040 5 Avg. CBRT = 0.0 - -- - 4. Design Period _ _Years - 1 Growth Rate (%) = 0 CBRD x _Rh' v SS>i 4.0 x 0.0 5. Growth Factor = ` 1.00 6. Design ADT = -1 ` 1040 ^_� __ .__.__ _. -----•---- por pri:Iiminary design, ",W from Appendix I 4.0 ] (A) Limited to Design ADT <400 - Showpavement material notations and thicknesses from Appendix TV Tables A and B [ I (B) Show pavement section as developed in the Pavement Design Guide 1 DR ! 15.3 .�___�T. (Se> � Appends Til for timterial notations and thickness equiyaiency values, aj ._---�--...From AppendvclT• -_ Desuiption of Proposed Pavement Section Material Notation Thickness, h a a x h Surface (2" Surface SM -9.5A) 2,00 2.25 4.50 Base (3" BM -25.0 Base Mix) 3.00 2.15 6.45 Subbase (8" VDOTNo. 21B Aggregate) 8.00 0.60 4.80 Dp must equal or exceed the value ofDR DP = E(a x h) 1 8 .._r_.._. __.____ _._.___t...___ __.. ---_ - c I - - 1 OK RETAINING WALL NOTES (CONT) 9. REINFORCED FILL SHALL BE AS SPECIFIED BY THE WALL DESIGNER, AND SHALL CONSIST OF INORGANIC USCS SOIL TYPES GP, GW, GM, GC, SW, SP, OR SM MEETING THE FOLLOWING GRADATION AS DETERMINED IN ACCORDANCE WITH ASTM D-422. SIEVE SIZE PERCENTAGE PASSING 4 INCH 100 % 4 20-100 NO. 20 0-60 NO, 200 0-30 THE FINE FRACTION (MINUS NO. 40.) SHALL HAVE A MAXIMUM LIQUID LIMIT OF 40 AND A MAXIMUM PLASTICITY INDEX OF 20. THE FILL SHALL BE FREE OF DEBRIS, ORGANIC SOILS, AND EXPANSIVE SOILS. 10. PERFORATED SUBDRAIN SHALL BE PVC OR CORRUGATED HDPE HIPE. SUBDRAIN SHALL [BE PERFORATED OR SLOTTED. 11. CONSTRUCT RETAINING WALLS IN ACCORDANCE WITH THE WALL DESIGNER'S WRITTEN INSTRUCTIONS AND RECOMMENDATIONS, 12. BOTTOM ELEVATIONS SHOWN ON THE PLANS ARE A DEFINITION OF THE GROUND ELEVATION, NOT THE FOUNDATION ELEVATION. FOUNDATION, AND DEPTH TO THE FOUNDATION, IS TO BE DESIGNED BY THE WALL MANUFACTURER. DESIGN[ : PROJECT: HYLAND IDGt� REVISION NUMBER: Wyli 01* PT o� �C = ENG}1NBERS (AKA LADE RIDGE) 2 INDRAWN BY. FINAL SUBDIVISION PLAINS o" � uR)VEYORS T•Q� SFR DRAWING NUMBER: ?ITL E: DAVID o. 1484 N LAl�iNERS REVIEWED BY: ABBREVIATIONS, LEGEND, C--3 � Lie. No. 11484 �, �, DJM TYPICAL SECTIONS & DLTAILS 0� �� �`� PO Box 4119 1402GrnbrierPlace -- SHEET NUMBER: ti Lynchlwrg,vA2a502 cw;otmvin�,VA22on IWWA NUMBER: FILE NAME: SCALE: DATE: Phone: 434.582.6175 Phone •4349$4.2700 H: NIAJ �IONAL ��` DATE www.wwassmiates.net 20603 .10 C-+03-TYP--SEC.dwg V: IV/A 1 -�-0 ---07 3 of 57 SW' � �1° ��.��.i-.�', t � r .__ ...___ �� g� �, s liryry��33 ��a A5C'f T- � ♦ ;� �' ... r ,i So1T Sample CBRT RF 1. Present ADT = I 400 I 1 0,0 Source Valu - --_----- _ .. _ __... ____ _ .___ _ _ _..._--.._. l._.. _..._ ._ ..._ _.. ...._. 2 Table 1 0.0 2. %HCV (%) = 0 3 ' Appendix 1 4 " DNIE 3'T_400 E I Av CBR ,G P T 0 4. Design Period - i Years =i Growth Rate C/o) 0 I CBRo x RF SS',, , 4.0 x 0°0 4Es` 5. Growth Factor = 1.00 { 6. Design ADT 400 For preliminary design. use SSv , ar,=: rurEdix I = 4.O E-- - -- i I r i Step�d Pax'ement��e,J�*��y�y�l3aA 1 `� t x � S�ti1Jy u � },! 3 t i 7 I 1 f i l ] (A) Limited to Design ADT :< 4t?0 - Show pavement material notations and thicknesses from Appendix IV Tables A and B [ ] (B) Show pavenient section as developed in the Pavement Design Guide ! DR =If 11,5 - (See Appendas pl for tt�teriat notations and thiclttness equivalency values, a) Ftoin ppendi?cii Deseriptlon of Proposed Pavement Section Material. Notation kness, a a x h Surface (1.5" Surface SM -9.5A) 1.50 s 2,25 3.38 Base (3" BM -25.0 Base Mix) 3.00 2.15 6.45 Subbase (6" VDOT No. 21. B Aggregate) 6.00 0.60 3.60 I Dp must equal or exceed the valine ofDR. Pp= T_(a x h) ®K_ 1 RETAINING WALL NOTES 1. PROVIDE SEGMENTAL RETAINING WALLS WHERE INDICATED ON DRAWINGS. 2. DESIGN RETAINING WALLS TO CONFORM TO THE REQUIREMENTS OF THE NATIONAL CONCRETE MASONRY ASSOCIATION "DESIGN MANUAL FOR SEGMENTAL RETAINING WALLS." 3. PRIOR TO THE START OF WORK, PROVIDE RETAINING WALL [DETAIL SHOP DESIGN DRAWINGS SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN VIRGINIA SHOWING WALL ELEVATIONS, GEOSYNTHEiIC TYPES AND LOCATIONS, BACKFILL MATERIAL, AND OTHER DETAILS REQUIRED TO CONSTRUCT THE WALLS. OBTAIN SEPARATE BUILDING PERMIT FROM ALBERMARLE COUNTY PRIOR TO CONSTRUCTION. 4. GEOTECHNICAL INFORMATION REQUIRED FOR THE WALL DESIGN IS THE RESPONSIBILITY OF THE WALL DESIGNER TO COORDINATE WITH OWNER. 5. EXTERNAL STABILITY ANALYSIS FOR BEARING CAPACITY, GLOBAL STABILITY, AND TOTAL AND DIFFERENTIAL SETTLEMENT ARE THE RESPONSIBIL€TY OF THE WALL DESIGNER. 6. PROVIDE BASE LEVELING PADS OF COMPACTED AGGREGATE OR NON -REINFORCED CONCRETE TO THE LINES AND GRADES SPECIFIED BY THE WALL DESIGNER. PAD SHALL BE 6" MINIMUM THICKNESS, AND SHALL EXTEND 6" MINIMUM IN FRONT AND IN BACK OF THE WALL UNITS, 7. GEOGRID SHALL BE MANUFACTURED SPECIFICALLY FOR SOIL REINFORCEMENT APPLICAe (IONS, AND SHALL BE ORIENTED WITH THE HIGHEST STRENGTH AXIS PERPENDICULAR TO THE WALL ALIGNMENT. 8. GRANULAR 'DRAIN FILL SHALL CONSIST OF CLEAN ANGULAR (GRAVEL, MEETING THE FOLLOWING GRADATION AS DETERMINED IN ACCORDANCE WITH ASTM D-422, SIEVE SIZE PERCENTAGE PASSING I INCH 100 3/4 INCH 75-100 NO. 4 0-60 % 40 0-50 NO. 200 0-5 Projected 2 -way traffic for the street segment comidered, as detined m the Subdivision Street Requirements. _._ ._-__-_- Design CBR = Average of CBRT x213 andmodified only as discussed in the Pavement Design Guide. CBR value ofthe subgrade sample, taken and tWRA as specified in the Pavement Design Guide.-- VDOT District Materials Engineer. Equivalent projected traffic Number of Heavy Commercial Vehicles (e.g. trucks, buses, etc., with 2 or more axles and 6 or more tires.) i Percentage of the total traffic volume composed of Heavy Commercial Vehicles.-��---_.I Resnitency Factor = Relative value ofthe subgade soil's ability to withstand repeated loading Soil support value ofsubgrade (SSV = CBRn x RF) �---------- - - Thickness index oYproposed pavement design computed by the Conventional Pavement Design Method. Thickness indexrequired, based on Design ADT and SSV, determined by Appendix 11 ? -T1 So1T Sample CBRT RF 1. Present ADT = 1040 1 OA Source Value _ --- 2. Table 1 0.0 2. %HCV (%) _ 0 3 Appendix 1 4 3. EPT = 1040 5 Avg. CBRT = 0.0 - -- - 4. Design Period _ _Years - 1 Growth Rate (%) = 0 CBRD x _Rh' v SS>i 4.0 x 0.0 5. Growth Factor = ` 1.00 6. Design ADT = -1 ` 1040 ^_� __ .__.__ _. -----•---- por pri:Iiminary design, ",W from Appendix I 4.0 ] (A) Limited to Design ADT <400 - Showpavement material notations and thicknesses from Appendix TV Tables A and B [ I (B) Show pavement section as developed in the Pavement Design Guide 1 DR ! 15.3 .�___�T. (Se> � Appends Til for timterial notations and thickness equiyaiency values, aj ._---�--...From AppendvclT• -_ Desuiption of Proposed Pavement Section Material Notation Thickness, h a a x h Surface (2" Surface SM -9.5A) 2,00 2.25 4.50 Base (3" BM -25.0 Base Mix) 3.00 2.15 6.45 Subbase (8" VDOTNo. 21B Aggregate) 8.00 0.60 4.80 Dp must equal or exceed the value ofDR DP = E(a x h) 1 8 .._r_.._. __.____ _._.___t...___ __.. ---_ - c I - - 1 OK RETAINING WALL NOTES (CONT) 9. REINFORCED FILL SHALL BE AS SPECIFIED BY THE WALL DESIGNER, AND SHALL CONSIST OF INORGANIC USCS SOIL TYPES GP, GW, GM, GC, SW, SP, OR SM MEETING THE FOLLOWING GRADATION AS DETERMINED IN ACCORDANCE WITH ASTM D-422. SIEVE SIZE PERCENTAGE PASSING 4 INCH 100 % 4 20-100 NO. 20 0-60 NO, 200 0-30 THE FINE FRACTION (MINUS NO. 40.) SHALL HAVE A MAXIMUM LIQUID LIMIT OF 40 AND A MAXIMUM PLASTICITY INDEX OF 20. THE FILL SHALL BE FREE OF DEBRIS, ORGANIC SOILS, AND EXPANSIVE SOILS. 10. PERFORATED SUBDRAIN SHALL BE PVC OR CORRUGATED HDPE HIPE. SUBDRAIN SHALL [BE PERFORATED OR SLOTTED. 11. CONSTRUCT RETAINING WALLS IN ACCORDANCE WITH THE WALL DESIGNER'S WRITTEN INSTRUCTIONS AND RECOMMENDATIONS, 12. BOTTOM ELEVATIONS SHOWN ON THE PLANS ARE A DEFINITION OF THE GROUND ELEVATION, NOT THE FOUNDATION ELEVATION. FOUNDATION, AND DEPTH TO THE FOUNDATION, IS TO BE DESIGNED BY THE WALL MANUFACTURER. DESIGN[ : PROJECT: HYLAND IDGt� REVISION NUMBER: Wyli 01* PT o� �C = ENG}1NBERS (AKA LADE RIDGE) 2 INDRAWN BY. FINAL SUBDIVISION PLAINS o" � uR)VEYORS T•Q� SFR DRAWING NUMBER: ?ITL E: DAVID o. 1484 N LAl�iNERS REVIEWED BY: ABBREVIATIONS, LEGEND, C--3 � Lie. No. 11484 �, �, DJM TYPICAL SECTIONS & DLTAILS 0� �� �`� PO Box 4119 1402GrnbrierPlace -- SHEET NUMBER: ti Lynchlwrg,vA2a502 cw;otmvin�,VA22on IWWA NUMBER: FILE NAME: SCALE: DATE: Phone: 434.582.6175 Phone •4349$4.2700 H: NIAJ �IONAL ��` DATE www.wwassmiates.net 20603 .10 C-+03-TYP--SEC.dwg V: IV/A 1 -�-0 ---07 3 of 57 RETAINING WALL NOTES 1. PROVIDE SEGMENTAL RETAINING WALLS WHERE INDICATED ON DRAWINGS. 2. DESIGN RETAINING WALLS TO CONFORM TO THE REQUIREMENTS OF THE NATIONAL CONCRETE MASONRY ASSOCIATION "DESIGN MANUAL FOR SEGMENTAL RETAINING WALLS." 3. PRIOR TO THE START OF WORK, PROVIDE RETAINING WALL [DETAIL SHOP DESIGN DRAWINGS SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN VIRGINIA SHOWING WALL ELEVATIONS, GEOSYNTHEiIC TYPES AND LOCATIONS, BACKFILL MATERIAL, AND OTHER DETAILS REQUIRED TO CONSTRUCT THE WALLS. OBTAIN SEPARATE BUILDING PERMIT FROM ALBERMARLE COUNTY PRIOR TO CONSTRUCTION. 4. GEOTECHNICAL INFORMATION REQUIRED FOR THE WALL DESIGN IS THE RESPONSIBILITY OF THE WALL DESIGNER TO COORDINATE WITH OWNER. 5. EXTERNAL STABILITY ANALYSIS FOR BEARING CAPACITY, GLOBAL STABILITY, AND TOTAL AND DIFFERENTIAL SETTLEMENT ARE THE RESPONSIBIL€TY OF THE WALL DESIGNER. 6. PROVIDE BASE LEVELING PADS OF COMPACTED AGGREGATE OR NON -REINFORCED CONCRETE TO THE LINES AND GRADES SPECIFIED BY THE WALL DESIGNER. PAD SHALL BE 6" MINIMUM THICKNESS, AND SHALL EXTEND 6" MINIMUM IN FRONT AND IN BACK OF THE WALL UNITS, 7. GEOGRID SHALL BE MANUFACTURED SPECIFICALLY FOR SOIL REINFORCEMENT APPLICAe (IONS, AND SHALL BE ORIENTED WITH THE HIGHEST STRENGTH AXIS PERPENDICULAR TO THE WALL ALIGNMENT. 8. GRANULAR 'DRAIN FILL SHALL CONSIST OF CLEAN ANGULAR (GRAVEL, MEETING THE FOLLOWING GRADATION AS DETERMINED IN ACCORDANCE WITH ASTM D-422, SIEVE SIZE PERCENTAGE PASSING I INCH 100 3/4 INCH 75-100 NO. 4 0-60 % 40 0-50 NO. 200 0-5 Projected 2 -way traffic for the street segment comidered, as detined m the Subdivision Street Requirements. _._ ._-__-_- Design CBR = Average of CBRT x213 andmodified only as discussed in the Pavement Design Guide. CBR value ofthe subgrade sample, taken and tWRA as specified in the Pavement Design Guide.-- VDOT District Materials Engineer. Equivalent projected traffic Number of Heavy Commercial Vehicles (e.g. trucks, buses, etc., with 2 or more axles and 6 or more tires.) i Percentage of the total traffic volume composed of Heavy Commercial Vehicles.-��---_.I Resnitency Factor = Relative value ofthe subgade soil's ability to withstand repeated loading Soil support value ofsubgrade (SSV = CBRn x RF) �---------- - - Thickness index oYproposed pavement design computed by the Conventional Pavement Design Method. Thickness indexrequired, based on Design ADT and SSV, determined by Appendix 11 ? -T1 So1T Sample CBRT RF 1. Present ADT = 1040 1 OA Source Value _ --- 2. Table 1 0.0 2. %HCV (%) _ 0 3 Appendix 1 4 3. EPT = 1040 5 Avg. CBRT = 0.0 - -- - 4. Design Period _ _Years - 1 Growth Rate (%) = 0 CBRD x _Rh' v SS>i 4.0 x 0.0 5. Growth Factor = ` 1.00 6. Design ADT = -1 ` 1040 ^_� __ .__.__ _. -----•---- por pri:Iiminary design, ",W from Appendix I 4.0 ] (A) Limited to Design ADT <400 - Showpavement material notations and thicknesses from Appendix TV Tables A and B [ I (B) Show pavement section as developed in the Pavement Design Guide 1 DR ! 15.3 .�___�T. (Se> � Appends Til for timterial notations and thickness equiyaiency values, aj ._---�--...From AppendvclT• -_ Desuiption of Proposed Pavement Section Material Notation Thickness, h a a x h Surface (2" Surface SM -9.5A) 2,00 2.25 4.50 Base (3" BM -25.0 Base Mix) 3.00 2.15 6.45 Subbase (8" VDOTNo. 21B Aggregate) 8.00 0.60 4.80 Dp must equal or exceed the value ofDR DP = E(a x h) 1 8 .._r_.._. __.____ _._.___t...___ __.. ---_ - c I - - 1 OK RETAINING WALL NOTES (CONT) 9. REINFORCED FILL SHALL BE AS SPECIFIED BY THE WALL DESIGNER, AND SHALL CONSIST OF INORGANIC USCS SOIL TYPES GP, GW, GM, GC, SW, SP, OR SM MEETING THE FOLLOWING GRADATION AS DETERMINED IN ACCORDANCE WITH ASTM D-422. SIEVE SIZE PERCENTAGE PASSING 4 INCH 100 % 4 20-100 NO. 20 0-60 NO, 200 0-30 THE FINE FRACTION (MINUS NO. 40.) SHALL HAVE A MAXIMUM LIQUID LIMIT OF 40 AND A MAXIMUM PLASTICITY INDEX OF 20. THE FILL SHALL BE FREE OF DEBRIS, ORGANIC SOILS, AND EXPANSIVE SOILS. 10. PERFORATED SUBDRAIN SHALL BE PVC OR CORRUGATED HDPE HIPE. SUBDRAIN SHALL [BE PERFORATED OR SLOTTED. 11. CONSTRUCT RETAINING WALLS IN ACCORDANCE WITH THE WALL DESIGNER'S WRITTEN INSTRUCTIONS AND RECOMMENDATIONS, 12. BOTTOM ELEVATIONS SHOWN ON THE PLANS ARE A DEFINITION OF THE GROUND ELEVATION, NOT THE FOUNDATION ELEVATION. FOUNDATION, AND DEPTH TO THE FOUNDATION, IS TO BE DESIGNED BY THE WALL MANUFACTURER. DESIGN[ : PROJECT: HYLAND IDGt� REVISION NUMBER: Wyli 01* PT o� �C = ENG}1NBERS (AKA LADE RIDGE) 2 INDRAWN BY. FINAL SUBDIVISION PLAINS o" � uR)VEYORS T•Q� SFR DRAWING NUMBER: ?ITL E: DAVID o. 1484 N LAl�iNERS REVIEWED BY: ABBREVIATIONS, LEGEND, C--3 � Lie. 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No. 11484 10�: 4�, 4� �`IONAI, 1� 0 / m �F THIS DRAWNG IS A REDUCTION GRAPHIC SCALE MUST BE USED SCALE: 1" = 200' 200' 0 200" DESIGNED BY: PROJECT. HYLAND RIDGE REVISION NUMBER: JJK (AKA LAKE RIDGE) 2 ENGMF,P,S DRAWN BY. I C, SURVEYORS FINAL SUBDIVISION PLAN3 DRA WING NUMBER: To, jFR PLANNFERS T1 TLE: REVIEWED BY: CONSTRUCPON PHASING AND OVERALL PLAN AsSOCUTES Dim SHEET NUMBL-R: PO Box 4119 1402 Greenbrier Place Lynchbwv, VA 245M CW.*Umv&, VAk 22901 WVIA NUMBER: FILE NAME: SCALE: DA TE. Phone: 434.58261711 Phow: 434.9M27OO H: 1"-200 p 5 of 57 www.wwassmiatesxet 2060,30. 10 C-05-OVERALL.dwg V.- NIA 12-05-07 3 'L3 Q Z FQ-- Z O 1 o. f O U 3 to a� LLJ Q C LL - 0 O 0 v c� O 0 N w� LINE: TABLE - FONTANA, ROAD LINE LENGTH BEARING L1 26.86 N01'0846"W 1-2 167.62 N45' 19' 28"E L3 418.48 N66'49'26"E SEE PLANS ENTITLED "FONTANA PHASE 4" FINAL ROAD AND UTILITY PLANS FOR EXISTING INFORMATION DATED AUGUST 23, 2002 BY MCKEE CARSON. STA 10+00.00 TO STA 16+83.85 DESIGN SPEED=25 MPH POSTED SPEED=20 MPH STA 16+83.85 TO STA 28+ 1.8.77 DESIGN SPEED= 25 MPH POSTED SPEED=20 MPH � I -`-"7 l FONTANA COU 50' R/4V ` \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ `, - - ` \ �\ ROUTE 1767 \� \ i \ \ \ \ \ \ \ \ \ \ \ \ \ i � \ \ � � \ � '" \ \ '` `� ;., .STA 10+00.00 FONTANA DRIVE _ STA FONTANA COURT, 'VDOT STD CG -11 50' R/W ROUTE 1765 7 \FONTA \ c P VERONA DRgE 50' R/W c ROUTE 1771 574.89' VC r_ -z n 5L SIDEWALK I`fFs � .� _7+0'CD Lo ra CO SATI N 111+ 16,1 1 I j I \ \ _ 530 Q 'i _ '� y NEN CG40E T / 1 \ _ ` ( r WIbT = 112'1 1 -- ry 00 -. �LLJ nIl \ � e` `- _ .." � -•1 '�'®� . � -- ` `` \ � a ' � � \ \ \ �� �� � ` \ � ` \ \ � \\ � \ �� `tom �` --'\� n\� --� oa -\� - `---i-- c / \ \ \ i i t i \ I° I1 y y 12 C2- OF I6GNGING\ \ ,�---.-....._ •.-\ \ \. \. \ \ \. \� \\ \. �. � \� \ \may ~'`~"'. \'\\� �\.\\� . 7 \\\� to ADDRESS COUNTY/VDOT COMMENTS CURVE TABLE ` FONTANA DRIVE CURVE DELTA RADIUS ARC LENGTH TANGENT CHORD LENGTH CHORD ;BEARING C1 5'5342" 1500.00 154.33 77.23 154.26 S55°06'55" W C2 48`15'18' 300.00 252.66 134.37 245.26 N33'56'07"E C3 9'24'23" 300.00 49.25 24.68 49.20 N05'06' 17"E C4 46'28' 14' 300.00 243.32 128.80 236.70 S22°05'2 VV C5 50'39'05' 400.00 353.61. 189.30 342.21 S70'39'00' W C6 29`09'07 300.00 152.64 1 78.01 1 151.00 N81'24'00"E SEE PLANS ENTITLED "FONTANA PHASE 4" FINAL ROAD AND UTILITY PLANS FOR EXISTING INFORMATION DATED AUGUST 23, 2002 BY MCKEE CARSON. STA 10+00.00 TO STA 16+83.85 DESIGN SPEED=25 MPH POSTED SPEED=20 MPH STA 16+83.85 TO STA 28+ 1.8.77 DESIGN SPEED= 25 MPH POSTED SPEED=20 MPH � I -`-"7 l FONTANA COU 50' R/4V ` \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ `, - - ` \ �\ ROUTE 1767 \� \ i \ \ \ \ \ \ \ \ \ \ \ \ \ i � \ \ � � \ � '" \ \ '` `� ;., .STA 10+00.00 FONTANA DRIVE _ STA FONTANA COURT, 'VDOT STD CG -11 50' R/W ROUTE 1765 7 \FONTA \ c P VERONA DRgE 50' R/W c ROUTE 1771 574.89' VC r_ -z n 5L SIDEWALK I`fFs � .� _7+0'CD Lo ra CO SATI N 111+ 16,1 1 I j I \ \ _ 530 Q 'i _ '� y NEN CG40E T / 1 \ _ ` ( r WIbT = 112'1 1 -- ry 00 -. �LLJ nIl \ � e` `- _ .." � -•1 '�'®� . � -- ` `` \ � a ' � � \ \ \ �� �� � ` \ � ` \ \ � \\ � \ �� `tom �` --'\� n\� --� oa -\� - `---i-- c / \ \ \ i i t i \ I° I1 y y 12 C2- OF I6GNGING\ \ ,�---.-....._ •.-\ \ \. \. \ \ \. \� \\ \. �. � \� \ \may ~'`~"'. \'\\� �\.\\� . 7 \\\� to 10+00 1 ADDRESS COUNTY/VDOT COMMENTS JJK 02/08%08 2 REVISED TYPICAL SECTION FONTANA DRIVE JJK 03/13/08 N0. REVISION BY DATE N0. REVISION BY DATE 60 -- qTA - - -- 520 Ann 4 j -, a 1,) ® W 00 ® t0 (0 {� t0 L0 I0 04 It. L0 rn to t0 L0 to L0L r,, w N � Ll� ct� ®0 O N (0 Ci3 U-) ts9 a 0 O � c0 tCs cB V 10 00 . tf3 Y ( u') cc> 10LLQ h 0 In O � r�7 cca to r, 00 re) O c0 N cU L to �. 0 Q1 O � L� co L0 10 (o 0) K) o0 tri - uJ Ln � - • s' "� LC7 �.; 0 �" cd3 1� 00 � to a tf> L0 O y N M r In LO tf7 LO � � r` O N r- -f 1* d tt7 U-3 Lr) Lo � (D N O d d d- tf� � to �p 9 o 00 N to N r, fe) to � Lf] CF? � d N �% 4' N N M tfi � t17 04�' r�� tel � `~ _- cel tL7 � tt) to i°` t19 O rr3 cel tt7 � � � � d N O00 O s3� U7 �( � �} � N r �'� e 00 !� r} 10 �# �' co � 10+00 1 ADDRESS COUNTY/VDOT COMMENTS JJK 02/08%08 2 REVISED TYPICAL SECTION FONTANA DRIVE JJK 03/13/08 N0. REVISION BY DATE N0. REVISION BY DATE 14+00 14+50 15+00 ENGiNEERs SUR-V�YOWS PLANNEP,S AsSOCIATES PO Boa 4119 1402 Greenbrier P13ace Lynchburg, VA 24502 ChWoUmDle, VA ZMl Phone: 434.582.6175 Phone: 434.984,21700 vmv.wlipssoobtes net 570 MR W 540 4m I 0 `1 520 0 �. ffil X90 DRAWING # • GRAPHIC VERT- I i 6mu%wmnimd II�� e -ono 50' s 450 N O6 15+50 16+00 16+50 17+00 17+50 DESIGNED BY: PROJECT: HYLAND RIDGE - `Y. (Ar�A LAKE RIDGE) DRANN��g :� FINAL SUBDIVISION PLANS TITLE. REVIEWED BY. FONTANA DRIVE PLAN & PROFILE DJM WWA NUMBER: FILE_ NAME. SCALE: DATE. N: 1 "-50' 206030.10 0--06-PP- A ONTANA.dwg V. Y"=.lop 12~-05--07 REVISION NUMBER: 2 DRAWING NUMBER C-6 SHEET NUMBER: of 57 W, LINE TABLE - FONTANA ROAD LINE LENGTH BEARING Ll 26.86 NO 1 '0-846-W L2 167.62 N45* 19'28" L3 418.48 N66*49'26" 560 ME 540 0 (c 01 520 LO ry + W, F- 510 3: < 500 < LLJLJJ 0 1,141f m cku-m-Tsl Im TRA SITO F 111 Z6' TO\' 30 ECT IONS F bIvy �r STA ON 19,,+30 :.A ski7 1> 0 <; !!-■■■�■�i■■Ir■ CURVE TABLE - FONTANA DRIVE CURVE DI LTA RADIUS ARC LENGTH TANGENT CHORD LENGTH CHORD BEARING C1 5*53'42" 1500.00 154.33 77.23 154.26 S55*06'55"W C2 48'15'18 300-00 252.66 134.37 245.26 N33*56'07"E C3 9-24Y23" 300.00 49.25 24.68 49.20 N05°06'17"E C4 46-28'14" 300.00 243.32 128.80 236.70 S22'05'21 "W C5 50.39'05' - 400.00 353.61 189.30 342.21 S70'39'00"W C6 29"09'07" 30070=0 .1.,52.64 1 78.01 151.00 1\181-24'6�)E 560 ME 540 0 (c 01 520 LO ry + W, F- 510 3: < 500 < LLJLJJ 0 1,141f m cku-m-Tsl Im TRA SITO F 111 Z6' TO\' 30 ECT IONS F bIvy �r STA ON 19,,+30 :.A ski7 1> 0 <; 17+50 18+00 18+50 1 19+00 19+50 20+00 20+50 I !!-■■■�■�i■■Ir■ WK 02/08/68. --■� ®-■� 2 ■■��■�■-■■■�--!■�-■-�■■■-■ii\ ■-■.-■-■t.®fit JJK 03/13/08' !!■■-Ir i�tttttt■■■ 1�i#■1■�■ttt�■■■■�■■- �■�� ■■T- ■ tom■ ■�■i-■■��-!■ m ■■-f �■■■■�■■� ■-■■��■■■t�■-�ttt■- NO. 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REVISION BY DATE NO, REVISION BY DATE 21+00 21+50 22+00 22+50 23+00 23+50 24+00 24+50 25+00 25+50 26+00 26 X,Tfl 040 DESIGNED 8'(. JJK ENG VEERS DRAWN BY. - SURVEYORS To, JFR DA K JENSE PLANNERS Lic. No. 11484 REVIEWED BY: AssTEs DJM -31(31(00 ocuPO Box 4119 1402 Greenbrier Place I.ynchbwg VA 24502 ��� VA 22" 1 WWA NUMBER: P Phone: 434.994.2700 www.wwa&%cW%.net 206030.10 gm ME$ Rm 5,30 E&Ortj m- m ME# m -- FONTANA DRIVE=+- - ''-L- STA 14+74.80-�,,/ AS P -EN -DRIVE. --.",----,- _-V L 7 F1-- 4topc �+2 .80 N�- UG-10 U17FO U(� IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE: MUST BE USED VERT- 1 lop 1 o'- 0 lo" m 50' 50' HORZ: 27+00 27+50 28+00 PROJECT. HYLAND RID E il AKA LAKE RIDUI-**tr--' k in FINAL SUBDIVISION PL.,4NS TI TLE: FONTANA DRIVE : PLAN & PROFILE FILE NAME: SCALE: DA TE. - C -07 -PP -FON TANA. dwg 9"= ,5010, H: 12-05-07 V., REVISION NUMBER: 2 DRAWING NUMBER: C- 7 SHEET NUMBER: 7 of57 [L ry Q CL to C.1 C v d a� v C L.1J r' 0 (D 0 c� T9 x J n fJ 0 Cq`.r ►_ I M 510 00 r'"20 w w 5:! !O 6 0) -I IO+OO 10+50 11+00 11+50 12+00 12+;50 13+00 13+50 LINE TABLE - HYLAND CREEK CIRCLE LINE LENGTH BEARING L4 407.11 N 14°0323"W L5 147.25 589'48'20"E L6 51.11 S23* 10' HIGHLAND CREED CIRCLE 52' R Wl STA 10+00.00 TO STA 23+39,34 DESIGN SPEED=20 MPH POSTED SPEED=15 MPH i \ CID — — ASS LY 550 -- / �s y i — — — Jl/ f �/_,_ _/ / / / / / / / �'- i $ D FH 540 - �y / 3 / / / / / / / i / / TD / 1 / /CG -12 N X11 r _- ` \ / /00LAN - w w 6 I.AN RCS © \ � y \ �2 s - , \ / _ i ^� CO CREEK o / / o / Q_ ��®o ST! 61 KU 30 - 52: RkfsGC R/w / / / / ` '.� / _ J°� a 1 1 FO /'� I �. �` / i / / / / s o /� 1)4+-0 I ST f -_ "'_, N I l HY ND CR IRCLE 1000-00 I I H ND CR E DR E, SIGHT DIST. T STD G- 1`•l cv FM- SINGLE it D- I l SINGLE 5 ,a" / I w- �r4" �7' y '� � ' y.l '' ---a / ' l / / / 'r.s`'''�,•r-'"• f ;: T j tR&VICE \ \ � -- -- / �. 1. !,- ..- ly- -' ...•-'' --�.'-- -`'A i 14 Z 019 - r \ \ e - �� _171' — - DUT STD ' �i \ �6n — �' ) •. \ — I. CG -9D 1YP i - w w w--- ac ww w.... -w w w w w w w w w w 7� 14+aaHYLA4 ,� -REEK CIRCLE13+00 — L4 i`+a0 11+00 T WAMUNE X06 _ 9 1.5 f ®L4 I f I Irn 10f 0 � f l J 39 t 1 10+aaT+ I I( / // I // / v/ ST# 21- 07 0 / Dr u`< —� -- — — J - - --\ _e �' 490 e � 4 STA ®�- HY ND IRC - 0 � iw 49 V OT STD /CG 11 / 94 17 490 —4810 I REVISED DRAINAGE ESMT WIDTH PER STRUCTURES D-11, D-12 CURVE TABLE - HYLAND CREEK CIRCLE CURVE DELTA RADIUS ARC LENGTH TANGENT CHORD LENGTH CHORD SEARING C7 104'15'04' 120.00 218.34 154.29 189.45 538704'09"W C8 98'18'03' 120.00 205.88 138.78 181.54 N40'39'18"W C9 1 31'40'17'1 560.00 309.55 158.84 305.63 S07°20'25"E HIGHLAND CREED CIRCLE 52' R Wl STA 10+00.00 TO STA 23+39,34 DESIGN SPEED=20 MPH POSTED SPEED=15 MPH i \ CID — — ASS LY 550 -- / �s y i — — — Jl/ f �/_,_ _/ / / / / / / / �'- i $ D FH 540 - �y / 3 / / / / / / / i / / TD / 1 / /CG -12 N X11 r _- ` \ / /00LAN - w w 6 I.AN RCS © \ � y \ �2 s - , \ / _ i ^� CO CREEK o / / o / Q_ ��®o ST! 61 KU 30 - 52: RkfsGC R/w / / / / ` '.� / _ J°� a 1 1 FO /'� I �. �` / i / / / / s o /� 1)4+-0 I ST f -_ "'_, N I l HY ND CR IRCLE 1000-00 I I H ND CR E DR E, SIGHT DIST. T STD G- 1`•l cv FM- SINGLE it D- I l SINGLE 5 ,a" / I w- �r4" �7' y '� � ' y.l '' ---a / ' l / / / 'r.s`'''�,•r-'"• f ;: T j tR&VICE \ \ � -- -- / �. 1. !,- ..- ly- -' ...•-'' --�.'-- -`'A i 14 Z 019 - r \ \ e - �� _171' — - DUT STD ' �i \ �6n — �' ) •. \ — I. CG -9D 1YP i - w w w--- ac ww w.... -w w w w w w w w w w 7� 14+aaHYLA4 ,� -REEK CIRCLE13+00 — L4 i`+a0 11+00 T WAMUNE X06 _ 9 1.5 f ®L4 I f I Irn 10f 0 � f l J 39 t 1 10+aaT+ I I( / // I // / v/ ST# 21- 07 0 / Dr u`< —� -- — — J - - --\ _e �' 490 e � 4 STA ®�- HY ND IRC - 0 � iw 49 V OT STD /CG 11 / 94 17 490 —4810 I 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 1 REVISED DRAINAGE ESMT WIDTH PER STRUCTURES D-11, D-12 JJK 02/08/08 ����;Qi 2 REVISED TYPICAL SECTION FONTANA DRIVE �.���r■■��������� 03/13/08 � ice' = iii i� �� i���■i NO. REVISION BY DATE NO. REVISION ����! 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REVISION BY DATE NO. REVISION BY DATE I DRAWINGIF THIS # GRAPHIC SCALE MUST BE USED ,0 e s 0 op DESIGNED D>HYLAS RIDGE E ': PROJECT: REVISION NUMBER: .= JJK o j G •,— ENGtMERSDRAWN 8?: _ (.AICA LAKE RIDGE) IDGE) 2 L SURVEYORS ® FINAL SUBDIVISION FLANS To, JFf� DRAWING NUMBER: DAvn) m. JENSEN PLANNERS .. TITLE: d Lie. No. 11484 , 1E11WED 81 HYLAND CREED CIRCLE : PLAN & PROFILE C- 1 AsSOCIATES D im SHEET NUMBER: PO Boa 4113 1402 Greenbrier Place lyzichbv,vA24502 C%MoamvM,,VA22901 WeW�A �+NUMp/'�BEgR: F/LE NAME: SCALE: SCALE: DATE: Phone: 434.582.6175 Phone: 4349842700 ���®aJtJ• F 4J "��`Pi -NY Cf�IC�t,6R.dw » y �--Q,�--Q of 7 r o iv a www.wwasswates.net 9 V. 1 =1 G I P W- n Od Cr w CL Cl1 { C14 CT CL CP C as (o 0 c� t£3 C3 C14 1-1 ►d LINE TABLE _ ASPEN DRIVE LINE LENGTH BEARING L12 16.00 N67°17'19"W L13 17.3.7 S22°42'41 "W L14 _1 245.24-� S23'1 0'34"E L15 170.00) I S31427'30"E 580 / / 570 560 54C 530 520 510 500 X W • G i s It D-78 / i � j �,/"' � � `� I - � J .� '� ASPEN DRIVE (52' R/W) STA 10+00 TO STA 33+51.81 DESIGN SPEED -20 MPH /PROPOSED SPEED=15 MPH v/// lIl /v, lb ( illlil � � l 1 � 52' BLOC w a 0 s FRA !JI IV ! !! k , Asti '-t•! .� /! / \ Z�7I f , yy,-.yl'j / F. C97L11 / x.01 iI 59 \ / I/111 1r/ / \ \\ \ \ \ \ \l .� ' `• f\ \ \ \\ \ ` \ \ \ � . �' 111 L 1 1 �� i / `� \ \ \ \ \ \\� \v I loll ( l l/ f l �� 1 i I I \ \ a -590 - ^97 ,- oO\ %1 ��' �`� \\\\ \\ �\ \JJ ('Jll l•1 / lflf\ ! /! /� (`� � � �'�` i I I [ Q \\ `•-•.__.----'" � , 1�d�8 ---- ' I / /' '� •.,` � �, c r1®n�T- mss' � --• j ! I oil / �• \ \ \ \ \\ I'� v. ®i , 1 �C%-' AJ�I=N tic�fiG :1L g i .- I I ( I I � i ( I i I ( 1, ./ (� .,I � I 1 �I „` / / f ♦ / �j� �`;�i'/ l / J I i I i � � � \ � `�.... w � - �. - ` s_ ._.._ _ _ •--9'`i .-- I \ / 0 \ate �zv TA VDDT STT -GG -6 / j i f i \' \7 SIDEWALK �TYP� / / �/ / / -' �! , 79 " \ \,.\.25400 0.0 kms' 0< 721 k/A �84 8.�I7 �1 ' f i I 1 1 \ \ \ pR ,� /E ri ANA DRI E _ D--84 I ( TA 1 f�+7f. / I } l { ` , l \ i V ,� 8 .s ` s ' _ _ I?E'�+ p• o :I \ l�I t \ \I�-�� \ \ \ , % _ ___ _-; _ _ -8 / i / // � / , \� \ I i � I I I ► t I i (, ► , � I �1 Jr f J�6?" I_ � � i � � � \ � \�. ` \ � -_ S-! r --_- d ---.• _ fl _ I t� � � / �� ./ / � � �J I GLE 6/8p r / \ Wivi do `3' 4� / !. war - r.�[%t ' ��� • � ���% r ■ rT i ) ■�■■�I■�r�. ASPEN DRIVE CUL--DE-SAC RE -GRADING CURVE TABLE - ASPEN DRIVE CURVE DELTA RADIUS ARC LENGTH TANGENT CHORD LENGTH CHORD BEARING C20 45* 53' 14 200.00 160.18 84.66 155.93 S00'1 3'57"E C21 69'02'40' 220.00 265.11 151.33 249.36 S57°41'54"E C22 9`7'20'52' 120.00 203.88 136.47 180.23 N43'32'48" W C23 49'39'02' 400.00 346.63 185.04 335.88 S T9°41'53"E C24 23'45'11' 400.00 165.83 84.12 164.64 N32.38'49"W C25 42'57'48' 200.00 149.97 78.71 146.48 S42'15'07"E C26 1 87*33'50'1 200.001 305.66 191.67 1 276.77 N19"57'07'W C27 1 55' 17'18'1 230.001 221.94 1 120.47 1 213.43 S03°48'51 "E ASPEN DRIVE (52' R/W) STA 10+00 TO STA 33+51.81 DESIGN SPEED -20 MPH /PROPOSED SPEED=15 MPH v/// lIl /v, lb ( illlil � � l 1 � 52' BLOC w a 0 s FRA !JI IV ! !! k , Asti '-t•! .� /! / \ Z�7I f , yy,-.yl'j / F. 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REVISION BY DATE NO. REVISION BY DATE PO Box 4114 1402 Greenbrier Place Lynchburg, VA 24302 ChulatesvAlo, VA 22401 Phone. 434,582,6175 Phone: 434991.2700 www.wwassociates.net 22+00 22+50 23+00 23+50 24+00 24+50 25+00 25+50 DESIGNED BY. PROJECT H Y N D RIDGE /DE JJK (AKA LAKE RIDGE) DRAWN BY: FINAL SUBDIVISION PLANS To, JFR TiTLE: REVIEWED BY: ASPEN DRIVE o PLAN & PROFILE Dim WWA NUMBER: FILE NAME: SCALE: DATE: 206030.10 C -12 -PP -ASPEN. d w N:1 x'508 12 -- 0- raj 7 V: 1 -10 tf REVISION NUMBER: 2 DRAWING NUMBER: -- 1 SHEET NUMBER: 12 of 57 u� I n a i v w cl Q- cn Q) Q? c kid C cz C� 0 u� 0 v ;v 0 n C b N LINE TABLE -- ASPEN DRIVE LINE LENGTH BEARING L12 16.00 N67m17'19"W L13 117.37 S22m42'41 "W L14 245.24 S23°10'34"E L15 170.00 S31°27'30"E ASPEN DRIVE (524 R/W) STA 10+00 TO STA 33+51.31 DESIGN SPEED=20 MPH PROPOSED SPEED=15 MPH 7 ,tD-95B I' --- �`-�� D-�94B 1724 14 i' o`, ASPETi DRIVE / { / ! / A ,t 52 PU G v i j \ \ ( 1-1 1 J I / / / i\�. m. .� ,� - it / �� �% j // l -- `" , � f / J I I i I ! �: �► ' � 1 t 1 ,e ,----- r �, o 86 � _`' � /� / /� EXISTING RWSA A)n/ ) i ip�-�A as \ I / A- 1 WATERUNE ESMT t \ (DB $02 PG 491 D 9�4 ��-'-/ s -- -�\� �`� - �w � 'l \ rt%gw \ \ a\ \ � �/r_ =- `J• -�:L_ // /`, g)/ ..' ''SIDEWALK/p SA ZH+ 0 Type r ! \ `f ' ' / + �® �. /, ,, ,C..�._ �. - � , • \\ \ \ 9� �-- � O / k / --; X80 �•�� �-ti / ' -' '-✓ J / /' / ; .� � 1 }\ \� CONNECT TO / \ \\ \ \ �' t✓ ` /D�93�A _ - 59 , 1 ' \ i EXISTING RWSA r ��' ' I 1 \\ \ \ \\ \ \ \w �, •-' °24 WATERLINE �l } r \ - r - _ - ' S i _ -_ h g1 % _ 1 w 1,� WITH 24 x12 TSV Cidcy I , \ \ \ _ q ., AI I l \ \ \ \ \ \ \ 'Nb \.� ? _ D-93 , �' `I / vr . ..` .,--4 • l`1'`,\ f 1 010 \\ \ \ \ �� `- -_ "32 Q ASI��a / / \ 4J \ \ 20 Al \ \ 90 - ? -- �, - WAM-11 D---92 s 0 -- - U 580 580 LL' LS_1 Z 570m M5 570 V) -- 0 _ �r -- -- - J Q - 560 560 W - V) ; 550 i oos c 1550 540 ' 540 i1 11-4 530 530 520 f _ _ ,_I-�- - - -- _ 520 510 -r--- ;. „ r - - -_ t 510 s��.rrr � � �ic� i �ii�-'a�� �� ���.����■� �'i��l■��i '�i■i '�'i�i"i � G'��'�ra����� � T..�"�.��'���� LO m to I- '7 tV t�0 W 00 00 (0 N N r- d r- (a u N (0Lo N (0 LO� � O tTi � C7 0,- N� N (0 n t0 LOr. 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REVISION BY DATE IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE: MUST BE USED VERT: 1" _ 10' 10' 0 10' 50' 0 50' HORZ: 1 " = 50' PROJECT. HYLAND MIDGE (A 11KA LAKE RIDGE) FINAL SUBDIVISION PLAINS TITLE: ASPEN DRIVE o PLAN & PROFILE FILE NAME- SCALE: DATE: 0-13-PP-ASPEN.dwg v: 1 "= 10' 112--05-07 REVISION NUMBER: 2 DRAWING NUMBER: C-13 SHEET NUMBER: 13 of 57 CURVE TABLE - ASPEN DRIVE CURVE DELTA RADIUS ARC LENGTH TANGENT I CHORD LENGTH I CHORD BEAR..ING C20 45°53'14 200.00 160.18 84.66 155.93 S00'13'57"'E 021 69'02'40 220.00 265.11 151.33 249.36 S57°41'54"'E C22 97'20'52 120.00 203.88 136.47 180.23 N43'3248"W C23 49'39'02 400.00 346.63 185.04 335.88 S19`41'53"'E C24 23'45'11 400.00 165.83 84.12 164.64 N32'3849"W C25 42'57'48 200.00 149.97 78.71 146.48 S42°15'07"E 026 87°33'50 200.00 305.66 191.67 276.77 N19°57'07"W C27 -- - 55 17' 18 230.00 221.94 120.47 213.43 S03°4851 "E ASPEN DRIVE (524 R/W) STA 10+00 TO STA 33+51.31 DESIGN SPEED=20 MPH PROPOSED SPEED=15 MPH 7 ,tD-95B I' --- �`-�� D-�94B 1724 14 i' o`, ASPETi DRIVE / { / ! / A ,t 52 PU G v i j \ \ ( 1-1 1 J I / / / i\�. m. .� ,� - it / �� �% j // l -- `" , � f / J I I i I ! �: �► ' � 1 t 1 ,e ,----- r �, o 86 � _`' � /� / /� EXISTING RWSA A)n/ ) i ip�-�A as \ I / A- 1 WATERUNE ESMT t \ (DB $02 PG 491 D 9�4 ��-'-/ s -- -�\� �`� - �w � 'l \ rt%gw \ \ a\ \ � �/r_ =- `J• -�:L_ // /`, g)/ ..' 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REVISION BY DATE IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE: MUST BE USED VERT: 1" _ 10' 10' 0 10' 50' 0 50' HORZ: 1 " = 50' PROJECT. HYLAND MIDGE (A 11KA LAKE RIDGE) FINAL SUBDIVISION PLAINS TITLE: ASPEN DRIVE o PLAN & PROFILE FILE NAME- SCALE: DATE: 0-13-PP-ASPEN.dwg v: 1 "= 10' 112--05-07 REVISION NUMBER: 2 DRAWING NUMBER: C-13 SHEET NUMBER: 13 of 57 01 .I� U_ ty- CL I 0 4- _ I 0 t -n 11-11 0) c 03 c ec 0 0) >& C Ls.! u 10+00 . .O 0 0 to i 1 ADDRESS COUNTY/VDOT COMMENTS 2 REVISED TYPICAL SECTION FONTANA DRIVE 0 1-4J 0 n n 0 N _ _ REVISION _ et IftnIKE BY ( DATE I NO. REVISION DATE PROFILE NOTES: 1. SAFETY SLABS (SL -1) ARE REQUIRED FOR MANHOLES WITH DEPTHS GREATER THAN 12 FEET AND STEP DOWN MANHOLE PROTECTION OR INLET SHAPING (IS -1) IS REQUIRED FOR FLOW DROPS GREATER THAN 4 FEET, 2. 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'Q c _ �- __--- O ______--- - .. ---- - _ -a5 __.._.__.... cv O - ._ _... _Q C _ --- - -- Q Z- _ �. ___-------�..--___---_C7 C7- c7 -r _ � `� O - _- - -- - ----..... - - --- ----- :..... _ _ -_- ___-- _--4 _ _------ _-____ __; __-.. ___L - - -------Z �-----i--> _ --i- -� - - - -- - --_-- -------- i- - - -- - - ------*11 � - ----------F --r-----____�._tL7 �• --t- _thy � _ . -t- t.q. � --- --- -- �_ 460 ----------- - Cr -3 Z Z Z - - - - - 460 i PROJECT: HYLAND RIDGE (,AKA LAKE RIDGE) FINAL SUBDIVISION PLANS TITLE: STORM DRAIN PROFILES IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED iL VERT 1",' = 10' 10' 0 10' 11 50' 0, 50° HO1RZ: 1 " = 50' REVISION NUMBER: 2 DRAWING NUMBER: C-14 SHEET NUMBER: FILE- NAME: SCALE:DATE=: C -14 -SD --PROF dwo H: 1' 509 I --D,5-0 % 14 of 7 V: 1"__ 1 O 0ro Ma I "b . E- U- 100 10+00 ,PROFILE NOTES . 11+00 1. SAFETY SLABS (SL -1) ARE REQUIRED FOR MANHOLES WITH DEPTHS GREATER THAN 12 FEET AND STEP DOWN MANHOLE PROTECTION OR INLET SHAPING (IS -1) IS REQUIRED FOR FLOW DROPS GREATER THAN 4 FEET. 2. ALL MH -1 STRUCTURES SHALL HAVE AN INSIDE DIAMETER (ID)=4' UNLESS OTHERWISE NOTED. 3. FOR SLOPES >16% SEE VDOT DRAWING NO. A-73 THIS SHEET. 14+00 'r 164,00 TYPICAL ANCHOR BLOCK , INSTALLED AT PIPE JOINTS W AS SPECIFIED ON THE PLANS (D + 4' MINIMUM) T= 6" FOR D = 12" — 42" T= 8" FOR D = 48" & LARGER ED WAY 17+00 #4 BARS R @ 6" C—C EACH WAY NOTE: ANCHOR BLC MAY BE ROUND OR SQUARE 18+00 _F D. PIPE NT LENGTH END VIEW TYPICAL ANCHOR BLOCK CAST INTEGRAL WITH PIPE 19+00 20+00 NOTE: MORTAR CONCRETE PIPE INTO THE WALL IF PRECAc;;- STRUCTURES ARE USED. -- 21+00 2'-3' MIN. TERMINATE CONCRETE PIPE WITH A BENT JOINT \ STANDARD IEND SECTION, STANDARD (AS REQUIRED) ENDWALL, OR TIE INTO ANOTHER DRAINAGE/ STRUCTURE, SEE PLANS FOR REQUIRED TYPE OF STRUCTURE. SEE NOTE 4 NOTES 1. CONCRETE ROR ANCHOR BLOCKS SHALL BE 4000 PSI MINIMUM. 2. REQUIRED CONCRETE PIPE, SEE PLANS FOR LIN. FT. QUANTITIES. THE LIN. FT. (COST FOR THE PIPE IS TO INCLUDE FURNISHING AND PLACING THE ANCHOR BLOCKS. 3. WHERE ANCHOR BLOCKS ARE REQUIRED, THEY ARE TO BE INSTALLED AIT EVERY OTHER PIPE JOINT UNLESS OTHERWISE SPECIFIED. 4. REQUIRED CONCRETE PIPE MUST BE TERMINATED AT THE TOE OF THE FILL SLOPE WITH AN APPROPRIATE END TREATMENT. FOR 3 - 1 SLOPES AND FLATTER THE PIPE MAY BE TERMINATED WITH A STANDARD END SECTION OR TIED INTO ANOTHER DRAINAGE STRUCTURE. FOR SLOPES STEEPER THAN 3 : 1 (MAX IY2:1) THE PIPE MUST BE TERMINATED WITH A STANDARD ENDWALL OR ANOTHER DRAINAGE STRUCTURE APPROVED BY THE ENGINEER. K I TYPICAL METHOD OF INSTALLATION FOR PI[r----"J'E ON F�ILL SLOPES GREATER THAiN 1 6/c'70 VIRGINIA DEPARTMENT OF TRANSPORTATION SPECIAL DESIGN SECTION DRAWING NO. A-73 I ADDRESS COUNTY/VDOT COMMENTS JJK 02/08I/08 2 REVISED TYPICAL SECTION FONTANA DRIVE JJK 03/13/08 )5- ------------- - -- - — --------- _T_ 0- LNLO, LL— REVISION TAVE REVISION' LLL DATE L�J LL _j - -------------------_ ------ ----------- - ----- ------------- ---------- - - -------- -- ------EX-iRADE_+__ ---------------- WPPE ------------ J 7 ------------ - ----- :,7_A0P_GRA0E ............ -------------- _FL ---L41 474 � 698 ----------- - "TM --D -6 ----- ----- - . ------ . ....... .... -- - ---- . ...... -- ------- --- ------- - ------ ----------- ---- spy _T= T_ — ------- --- ------ — - — ------- co ------ CD a,- 7, lz-D 10+00 ,PROFILE NOTES . 11+00 1. SAFETY SLABS (SL -1) ARE REQUIRED FOR MANHOLES WITH DEPTHS GREATER THAN 12 FEET AND STEP DOWN MANHOLE PROTECTION OR INLET SHAPING (IS -1) IS REQUIRED FOR FLOW DROPS GREATER THAN 4 FEET. 2. ALL MH -1 STRUCTURES SHALL HAVE AN INSIDE DIAMETER (ID)=4' UNLESS OTHERWISE NOTED. 3. FOR SLOPES >16% SEE VDOT DRAWING NO. A-73 THIS SHEET. 14+00 'r 164,00 TYPICAL ANCHOR BLOCK , INSTALLED AT PIPE JOINTS W AS SPECIFIED ON THE PLANS (D + 4' MINIMUM) T= 6" FOR D = 12" — 42" T= 8" FOR D = 48" & LARGER ED WAY 17+00 #4 BARS R @ 6" C—C EACH WAY NOTE: ANCHOR BLC MAY BE ROUND OR SQUARE 18+00 _F D. PIPE NT LENGTH END VIEW TYPICAL ANCHOR BLOCK CAST INTEGRAL WITH PIPE 19+00 20+00 NOTE: MORTAR CONCRETE PIPE INTO THE WALL IF PRECAc;;- STRUCTURES ARE USED. -- 21+00 2'-3' MIN. TERMINATE CONCRETE PIPE WITH A BENT JOINT \ STANDARD IEND SECTION, STANDARD (AS REQUIRED) ENDWALL, OR TIE INTO ANOTHER DRAINAGE/ STRUCTURE, SEE PLANS FOR REQUIRED TYPE OF STRUCTURE. SEE NOTE 4 NOTES 1. CONCRETE ROR ANCHOR BLOCKS SHALL BE 4000 PSI MINIMUM. 2. REQUIRED CONCRETE PIPE, SEE PLANS FOR LIN. FT. QUANTITIES. THE LIN. FT. (COST FOR THE PIPE IS TO INCLUDE FURNISHING AND PLACING THE ANCHOR BLOCKS. 3. WHERE ANCHOR BLOCKS ARE REQUIRED, THEY ARE TO BE INSTALLED AIT EVERY OTHER PIPE JOINT UNLESS OTHERWISE SPECIFIED. 4. REQUIRED CONCRETE PIPE MUST BE TERMINATED AT THE TOE OF THE FILL SLOPE WITH AN APPROPRIATE END TREATMENT. FOR 3 - 1 SLOPES AND FLATTER THE PIPE MAY BE TERMINATED WITH A STANDARD END SECTION OR TIED INTO ANOTHER DRAINAGE STRUCTURE. FOR SLOPES STEEPER THAN 3 : 1 (MAX IY2:1) THE PIPE MUST BE TERMINATED WITH A STANDARD ENDWALL OR ANOTHER DRAINAGE STRUCTURE APPROVED BY THE ENGINEER. K I TYPICAL METHOD OF INSTALLATION FOR PI[r----"J'E ON F�ILL SLOPES GREATER THAiN 1 6/c'70 VIRGINIA DEPARTMENT OF TRANSPORTATION SPECIAL DESIGN SECTION DRAWING NO. A-73 I ADDRESS COUNTY/VDOT COMMENTS JJK 02/08I/08 2 REVISED TYPICAL SECTION FONTANA DRIVE JJK 03/13/08 LNLO, LL— REVISION TAVE REVISION' LLL DATE L�J LL DESIGNED BY: JJK ENG[NEERS SURVEYORS DRAWN BY. u To, JFR Q '4 w C) DA M. JENSEN PLANNERS 8 REVIEWED BY: L' No 11484) AsSOCIATES DJM PO Box 4119 1402CueeubTierPlace 11 Lymhbn VA 24502 Clsiio#cwWe� VA 22901 NWA NUMBER: IS, Phone: 434.S82.6175 Phone: 434.9842700 10NAL www.ww3ssooialcsxet Z--_ 206030.10 FILL SLOPE W10 m=_ MEim SEE I PIPE BEDDING NOTE 2 SHALL NOT BE USED PROJECT. 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IF- - I �,t ------- _1-_.._-_.!.______ � to> I—- - � UD __ _________`,___+ ___-___,._____.,l __c, i- .4 -.--,' V') ; 1, ,�u L----11-�� �- 8-7--_ ------ - �, � - s + ��,: --- ��_,A. , � - � - - rn CID a - "_ to Zi--<14 1�1 i ____ � _. + ---------- "4 I - NI) 11 -_ J.'____ =:) C- ii -------- Wr ml 1 ___ ADDRESS COUNTY/VD0T COMMENTS I __ i . . i I ! . . . 2 REVISED TYPICAL SECTION FONTANA DRIVE . - JJK 03/13/08 .1 I I , I � I . i . I — � , ; . i � I � - I — I . � . I __ .— I I � I � I i � __ � ; : . I _rN0.T . : . NO� - REVISION - -_ I BY DATE I . — REVISION By DATE 29+00--- 30+00 31+00 32+00 33+00 , I Im DESIGNED BY: N .114 op P . A� JJK C, " ENGINEERS I ,- , DRAWN BY. u � I- . I SURWYORS Ta, JFR I DAVID M. JENSEN ,I--- PLANNERS ,_13 Lie. No. 1 lj484 OATES "" " _lp . AsSOU DJM PO Bm 4119 14020reenbrierPlwe 3bVio \ , Ly -1 %VA 02 Chvloftcvfflt, VA 22901 WWA NUMBER: ph.,� '5821175 Phone: 434 984-nOO . '� - , , '� NAIL ' www.wvrassedatesmet , ! � 1� �ls� � � 206030.10 PROFILE NOTES: 1. SAFETY SLABS (SL -1) ARE REQUIRED FOR MANHOLES WITH DEPTHS NOLE PROTE_CTION OR INLET SHAPING (IS -1) IS REQUIRED FOR FLOW DROPS GREATER THAN 4 FEET. I . 2. ALL MH -1 STRUCTURES SHALL HAVE AN INSIDE DIAMETER (ID)=4' UNLESS OTHERWISE NOTED. PRO,JECT. HYLAND RIDGE ' (AKA LAKE ROGE) FINAL SUBDIVISION PLANS TITLE. [�* so , M I 'I jll�ll � �! � I � I � � I I I I I I IN I Kti"*Vil:iolLq&!LOLIIIRMLT,tg-i�Ina�*,ImMLI*llgojI VERT: 1 " = 1 O' 10, 0 10 50 p I 0 50, HORZ: I " = 50' ______7 �__ - -, , ___ , REVISION NUMBE 2 DRAWING NUMBER: C-17 __ - DATE: SHEET NUMBER: C- 1 7 -SD -PROF dwg V. 1'�__ 1 0, fl -- —07 17 of 57 FILE NAME: SCALE: H: 1 '�--50' I (00 0 cq I-- �g I W14 W I.r cn C WA - `9 Mm A, I -x I G EROSION & SEDIMENT CONTROL NARRATIVE PROJECT DESCRIPTION THE PURPOSE OF THIS PROJECT IS TO DEVELOP 104 LOTS WITH APPROXIMATELY 9,800 LINEAR FEET OF ROADS, WITH WATER, SANITARY SEWER, AND STORM DRAINS. THIS PROJECT WILL INVOLVE DISTURBING APPROXIMATELY 61.01 ACRES OF WHICH 22.95 ACRES WAS DISTURBED WITH WPO 2007-00054. THIS PLAN DISTURBS AN ADDITIONAL 38.06 ACRES. II. EXISTING SITE CONDITIONS THE PROPOSED SITE IS LOCATED AT THE END OF FONTANNA DRIVE. THE ENTRANCE TO THE SITE IS APPROXIMATELY 1.4 MILES FROM THE INTERSECTIONS OF ROUTE 250 AND ROUTE 20. THE SITE IS ZONED RA, R1 AND IS PRIMARILY WOODED WITH SOME EXISTING STRUCTURES AND A FEW OPEN AREAS. A CREEK RUNS THROUGH THE WESTERN END OF THE SITE AND EVENTUALLY DRAINS INTO THE RIVANNA RIVER. III. ADJACENT PROPERTIES THE SITE IS BOUNDED TO THE WEST BY FONTANNA AND CASCADIA, TO THE NORTH BY FRANKLIN, TO THE SOUTH AND THE EAST BY ASHCROFT. IV. OFF-SITE AREAS SEEDING RATE PER ACRE THERE WILL BE NO TRANSPORT OF SOIL MATERIAL TO OR FROM THIS SITE AT THIS TIME. V. SOILS TURF -TYPE TALL FESCUE 200-250 LBS ACCORDING TO USDA SGS SOIL MAPPING, THE PROJECT SITE LIES ON SOIL TYPES: MYERSVILLE VERY STONY SILT LOAM -59E, RABUN CLAY LOAM -71B, RABUN CLAY LOAM -71C, RABUN CLAY LOAM -71D, RABUN CLAY LOAM -71E, RAYBUN CLAY -72133, RABUN CLAY -72C3, RAYBUN CLAY -72D3, STARR SILT LOAM -79B. MYERSVILLE VERY STONY SILT LOAM -59E: OCCURS ON 25 TO 45 PERCENT SLOPES. HYDROLOGIC SOIL GROUP B. THE K -FACTOR IS 0.32. RABUN CLAY LOAM -71B: OCCURS ON 2 TO 7 PERCENT SLOPES. HYDROLOGIC SOIL GROUP B. THE K -FACTOR RANGES FROM 0.28 TO 0.32. SLOPES 2:1 OR STEEPER RABUN CLAY LOAM -71C: OCCURS ON 7 TO 15 PERCENT SLOPES. HYDROLOGIC SOIL GROUP B. THE K -FACTOR RANGES FROM 0.28 TO 0.32. SEEDING DATE SEASONAL NURSE CROP RABUN CLAY LOAM -711): OCCURS ON 15 TO 25 PERCENT SLOPES. HYDROLOGIC SOIL GROUP B. THE K -FACTOR RANGES FROM 0.28 TO 0.32. AUG 16 THRU OCT ANNUAL RYE RABUN CLAY LOAM -71E: OCCURS ON 25 TO 45 PERCENT SLOPES. HYDROLOGIC SOIL GROUP B. THE K -FACTOR RANGES FROM 0.28 TO 0.32, RAYBUN CLAY -7263: OCCURS ON 2 TO 7 PERCENT SLOPES, SEVERELY ERODED. HYDROLOGIC SOIL GROUP B. THE K -FACTOR RANGES FROM 0.28 TO 0.32. RAYBUN CLAY -72C3: OCCURS ON 7 TO 15 PERCENT SLOPES, SEVERELY ERODED. HYDROLOGIC SOIL GROUP B. THE K -FACTOR RANGES FROM 0.28 TO 0.32. RAYBUN CLAY -72D3: OCCURS ON 15 TO 25 PERCENT SLOPES, SEVERELY ERODED. HYDROLOGIC SOIL GROUP B. THE K -FACTOR RANGES FROM 0.28 TO 0.32. STARR SILT LOAM -7913: OCCURS ON 2 TO 7 PERCENT SLOPES. HYDROLOGIC SOIL GROUP C. THE K -FACTOR IS 0.28. VI. CRITICAL AREAS CARE SHALL BE TAKEN TO STABILIZE ALL SLOPES AND PREVENT EROSION. CARE SHALL ALSO BE TAKEN TO MINIMIZE THE TRANSPORT OF SEDIMENT ONTO FONTANNA DRIVE. VII. STORMWATER MANAGEMENT CONSIDERATIONS STORMWATER MANAGEMENT QUANTITY AND QUALITY CONTROLS FOR THIS SITE ARE TO BE PROVIDED IN SWM FACILITIES NO. 1, 2, AND 3. VIII. OFF-SITE ACTIVITIES OFF-SITE ACTIVITIES FOR THIS PROJECT ARE LIMITED TO FINAL ROAD CONSTRUCTION OF FONTANNA DRIVE EXTENDED, TM 62-28D, AND TM 62-28C. IX. EROSION AND SEDIMENT CONTROL MEASURES ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED BY THE CONTRACTOR IN ACCORDANCE WITH THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. SYMBOLS, DETAILS, AND DIMENSIONS USED ARE TAKEN FROM THE HANDBOOK, AS WELL AS THE VIRGINIA DEPARTMENT OF TRANSPORTATION'S ROAD AND BRIDGE STANDARDS, VOLUME I, 2001. A. STRUCTURAL PRACTICES 1. SAFETY FENCE (SAF), 3.01: SAFETY FENCE SHALL BE PROVIDED AS INDICATED ON DRAWINGS. 2. CONSTRUCTION ROAD STABILIZATION, (CRS): SHALL BE PROVIDED AS SHOWN ON DRAWINGS. 3. TEMPORARY CONSTRUCTION ENTRANCE (CE), 3.02: TEMPORARY CONSTRUCTION ENTRANCES SHALL BE PAVED IN ACCORDANCE WITH ALBEMARLE COUNTY REQUIREMENTS. A MINIMUM WATER TAP OF 1" MUST BE INSTALLED WITH A MINIMUM 1" BALLCOCK SHUTOFF VALVE SUPPLYING A WASH HOSE WITH A DIAMETER OF 1.5" FOR ADEQUATE CONSTANT PRESSURE. WASH WATER MUST BE CARRIED AWAY FROM THE ENTRANCE TO AN APPROVED SETTLING AREA TO REMOVE SEDIMENT. ALL SEDIMENT SHALL BE PREVENTED FROM ENTERING STORM DRAINS, DITCHES OR WATERCOURSES. MAINTAIN EXISTING CONSTRUCION ENTRANCE PROVIDED WITH WPO 2007-00054. 4. SILT FENCE (SF), 3.05: SILT FENCE BARRIERS SHALL BE INSTALLED DOWN SLOPE OF AREAS WITH MINIMAL GRADES TO FILTER RUNOFF FROM SHEET FLOW AS INDICATED ON THE ATTACHED SITE PLAN. 5. TEMPORARY DIVERSION DIKE (DD), 3.09: TEMPORARY DIVERSION DIKES SHALL BE PROVIDED AS SHOWN OR AS NEEDED TO DIVERT SEDIMENT -LADEN RUNOFF TOWARDS THE TEMPORARY SEDIMENT BASINS AND TRAPS. 6. TEMPORARY FILL DIVERSION (FD), 3.10: PROVIDE TO DIVERT STORM RUNOFF AWAY FROM THE UNPROTECTED SLOPE OF THE FILL TO A STABILIZED OUTLET OR SEDIMENT TRAPPING FACILITY. 7. TEMPORARY RIGHT OF WAY DIVERSION (RWD), 3.11: PROVIDE TO SHORTEN THE FLOW LENGTH WITHIN A SLOPING RIGHT-OF-WAY, THEREBY REDUCING THE EROSION POTENTIAL BY DIVERTING STORM RUNOFF TO A STABILIZED OUTLET. 8. DIVERSIONS (DV), 3.12: PROVIDE DIVERSIONS AS SHOWN ON PLAN. 9. TEMPORARY SEDIMENT TRAP (ST), 3.13: TEMPORARY SEDIEMENT TRAPS SHALL BE PROVIDED TO DETAIN SEDIMENT -LADEN RUNOFF FROM SMALL DISTURBED AREAS LONG ENOUGH TO ALLOW THE MAJORITY OF THE SEDIMENT TO SETTLE OUT. 10. TEMPORARY SEDIMENT BASIN (SB), 3.14: TEMPORARY SEDIEMENT BASINS SHALL BE PROVIDED TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS 1N "WET" AND "DRY" STORAGE LONG ENOUGH TO ALLOW THE MAJORITY OF THE SEDIMENT TO SETTLE OUT. 11. TEMPORARY SLOPE DRAIN (TSD), 3.15: PROVIDE TO TEMPORARILY CONDUCT CONCENTRATED STORMWATER RUNOFF SAFELY DOWN THE FACE OF A CUT OR FILL SLOPE WITHOUT CAUSING EROSION. 12. STORMWATER CONVEYANCE CHANNEL (SCC), 3.17: PROVIDE FOR THE CONVEYANCE OF CONCENTRATED RUNOFF WATER TO A RECEIVING CHANNEL 13. OUTLET PROTECTION (OP), 3.18: PROVIDE OUTLET PROTECTION TO PROTECT THE OUTLET STRUCTURE BY REDUCING THE VELOCITY AND ENERGY OF CONCENTRATED STORMWATER FLOWS, 14. RIP RAP (RR), 3.19: PROVIDE RIP RAP TO SLOW THE VELOCITY OF CONCENTRATED RUNOFF WHILE ENHANCING THE POTENIAL FOR INFILTRATION. 15. LEVEL SPREADER (LS), 3.21: INSTALL LEVEL SPREADERS AS SHOWN IN DRAWINGS. 16. TEMPORARY VEHICULAR STREAM CROSSING (SC) 3.24: TEMPORARY VEHICULAR STREAM CROSSING PROVIDE MEANS FOR CONSTRUCTION TRAFFIC TO CROSS FLOWING STREAMS WITHOUT DAMAGING THE BANKS. 17. SOIL STABILIZATION BLANKETS AND MATTING (B/M), 3.36: PROVIDE SOIL STABILIZATION BLANKETS AND MATTING AS SHOWN ON THE PLANS. IN AREAS WHERE SEEDING OR HYDROSEEDING OF SLOPES ARE UNSUCCESSFUL, PROVIDE EC -2 BLANKETS AND OVERSEED. 18. DUST CONTROL (DC), 3.39: PROVIDE DUST CONTROL IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT OF DUST WHERE ON-SITE AND OFF-SITE DAMAGE IS LIKELY TO OCCUR IF PREVENTIVE MEASURES ARE NOT TAKEN. B. VEGETATIVE PRACTICES 1. TOP SOILING & STOCKPILING (TO), 3.30: TOPSOIL WILL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER USE. STOCKPILES ARE TO BE STABILIZED WITH TEMPORARY VEGETATION AND HAVE SILT FENCE INSTALLED ALONG THE LOWER PERIMETER. STOCKPILES SHALL BE LOCATED AS SHOWN ON THE PLANS. 2. TEMPORARY SEEDING (TS), 3.31: ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR EXTENDED PERIODS OF TIME SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING. SEED SELECTION WILL BE DEPENDENT ON THE TIME OF YEAR IN ACCORDANCE WITH THE EROSION AND SEDIMENT CONTROL HANDBOOK. 3. PERMANENT SEEDING (PS), 3.32: PERMANENT SEEDING SHALL BE PROVIDED ON SITE TO PROVIDE STABILIZATION FOR ALL DISTURBED AREAS. SEEDING RATES ARE IN POUNDS PER ACRE. FOR HIGH MAINTENANCE LAWN AREAS APPLY 200-250 POUNDS OF KENTUCKY 31 OR TURF -TYPE TALL FESCUE. FOR GENERAL SLOPES 3:1 OR LESS APPLY 128 POUNDS OF KENTUCKY 31 FESCUE, 2 POUNDS OF RED TOP GRASS, AND 20 POUNDS OF A SEASONAL NURSE CROP. FOR LOW MAINTENANCE SLOPES STEEPER THAN 3:1 APPLY 128 POUNDS OF KENTUCKY 31 FESCUE, 2 POUNDS OF RED TOP GRASS, AND 20 POUNDS OF SEASONAL NURSE CROP. FOR SOUTHERN SLOPE (BEYOND BLDG 15) APPLY 108 POUNDS OF KENTUCKY 31 FESCUE, 2 POUNDS OF RED TOP GRASS, 20 POUNDS OF SEASONAL NURSE CROP, AND 20 POUNDS OF CROWNVETCH. THE SEASONAL NURSE CROP USED IS BASED ON THE FOLLOWING SEEDING DATES: FROM FEBRUARY 16 THROUGH APRIL USE ANNUAL RYE; FROM MAY 1 THROUGH AUGUST 15 USE FOXTAIL MILLET; FROM AUGUST 16 THROUGH OCTOBER USE ANNUAL RYE; AND FROM NOVEMBER THROUGH FEBRUARY 15 USE WINTER RYE. ALL PERMANENT SEEDING SHALL BE FERTILIZED, LIMED AND AT THE FOLLOWING RATES: FERTILIZER 10-20-10 AT A RATE OF 1000 POUND PER ACRE; LIME OF AGRICULTURAL GRADE LIMESTONE AT A RATE OF 2 TONS PER ACRE; AND STRAW MULCH AT A RATE OF 1-1/2 TONS PER ACRE. BEFORE SEEDING, 4 INCHES OF TOP SOIL SHALL BE SPREAD IN AREAS TO BE SEEDED. APPLY FERTILIZER AND LIME UNIFORMLY AND MIX WELL INTO TOP 4 INCHES OF SEED BED. PREPARE SOIL FOR PERMANENT SEEDING BY TILLAGE OF TOPSOIL IN PLACE TO LOOSEN THOROUGHLY AND BREAK UP ALL CLODS TO A DEPTH OF 6 INCHES. REMOVE ALL STUMPS AND ROOTS, COARSE VEGETATION, STONES LARGER THAN 1-1/2 INCHES AND ALL CONSTRUCTION DEBRIS. SOIL SHALL BE WORKED BY SUITABLE AGRICULTURAL EQUIPMENT TO A DEPTH OF NOT LESS THAN 4 INCHES. SURFACE SHALL BE UNIFORM, SMOOTH AND DRAINABLE. A FIRM AND COMPACT SEED BED IS REQUIRED. 4. MULCHING (MU), 3.35: ALL TEMPORARY AND PERMANENT SEEDING SHALL BE STRAW MULCHED. 1 ADDRESS COUNTY/VDOT COMMENTS JJK 02/08/08 2 REVISED TYPICAL SECTION FONTANA DRIVE JJK 03/13/08 NO. ( REVISION ( BY I DATE I NO. C. MINIMUM STANDARDS MS -1. STABILIZATION OF DENUDED AREAS: PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN 7 DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN 7 DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE, BUT WILL REMAIN DORMANT OR UNDISTURBED FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. MS -2. STABILIZATION OF SOIL STOCKPILES: DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. MS -3. PERMANENT VEGETATIVE COVER: A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT, IN THE OPINION OF THE E&S INSPECTOR, IS UNIFORM AND MATURE ENOUGH TO SURVIVE AND INHIBIT EROSION. MS -4. TIMING AND STABILIZATION OF SILT TRAPPING MEASURES: SEDIMENT BASINS AND TRAPS, STORM INLET PROTECTION, SILT FENCING, AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. MS -5. STABILIZATION OF EARTHEN STRUCTURES: STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION MS -6. SEDIMENT BASINS AND TRAPS: SEDIMENT TRAPS AND BASINS SHALL BE CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED. A. THE MINIMUM CAPACITY OF A SEDIMENT TRAP SHALL BE 134 -CUBIC YARDS PER ACRE OF DRAINAGE AREA, AND SHALL CONTROL A DRAINAGE AREA OF LESS THAN 3 -ACRES. B. THE MINIMUM CAPACITY OF A SEDIMENT BASIN SHALL BE 134 -CUBIC YARDS PER ACRE OF DRAINAGE AREA, AND SHALL CONTROL A DRAINAGE AREA OF 3 -ACRES OR GREATER. MS -7. CUT AND FILL SLOPES: CUT AND FILL SLOPES SHALL BE CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. MS -8. CONCENTRATED RUNOFF DOWN CUT OR FILL SLOPES: CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. MS -9. WATER SEEPAGE FROM A SLOPE FACE: WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. MS -10. STORM SEWER INLET PROTECTION: ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. MS -11. STABILIZATION OF OUTLETS: BEFORE NEWLY CONSTRUCTED STORM WATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. MS -12. WORK IN LIVE WATERCOURSES: N/A WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. MS -13. CROSSING A LIVE WATERCOURSE: WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIALS SHALL BE PROVIDED. MS -14. APPLICABLE REGULATIONS: ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. MS -15. STABILIZATION OF BED AND BANKS: N/A THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. MS -16. UNDERGROUND UTILITIES: UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS, IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500 -LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS, EXCAVATED MATERIAL IS TO BE PLACED ON THE UPHILL SIDE OF TRENCHES, EXCEPT FOR ANY DIVERSION DITCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFFSITE PROPERTY. D. TRENCH BACKFILL MATERIAL SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. ALL APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH AT ALL TIMES MS -17. CONSTRUCTION ACCESS ROUTES: WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. MS -18. TEMPORARY E&S CONTROL MEASURE REMOVAL: ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALLS BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL E&S AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. MS -19. ADEQUACY OF RECEIVING CHANNELS: PROPERTIES AND WATERWAYS DOWNSTREAM FROM THE DEVELOPMENT SITE SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATES OF STORM WATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION. D. MAINTENANCE: ALL EROSION AND SEDIMENT CONTROL STRUCTURES AND SYSTEMS SHALL BE MAINTAINED, INSPECTED, AND REPAIRED AS NEEDED TO INSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CHECKED AT THE END OF EACH DAY AND AFTER EVERY RAINFALL EVENT. 1. DAMAGE TO EROSION CONTROL MEASURES CAUSED BY CONSTRUCTION TRAFFIC OR OTHER ACTIVITY SHALL BE REPAIRED BEFORE THE END OF EACH WORKING DAY. 2. MAINTAIN ALL SEEDED AREAS UNTIL A UNIFORM STAND IS ACCEPTED. 3. (SPEC. 3.01) 4. (SPEC. 3.02) PROVIDE FOR EQUIPMENT WASHING AS NEEDED TO PREVENT THE TRANSPORT OF SOIL ONTO EXISTING ASPHALT ROADWAYS. ANY SEDIMENT ON THE PAVEMENT SHALL BE REMOVED IMMEDIATELY. 5. (SPEC. 3.03) MAY REQUIRE PERIODIC TOP DRESSING AS NECESSARY. 6. (SPEC. 3.05) SILT FENCE BARRIERS WILL BE CHECKED DAILY FOR UNDERMINING OR DETERIORATION OF THE FABRIC. SEDIMENT SHALL BE REMOVED WHEN THE LEVEL REACHES HALF WAY TO THE TOP OF THE BARRIER. 7. (SPEC. 3.08) SHALL BE INSPECTED AFTER EACH RAIN AND REPAIRS MADE AS NEEDED. 8. (SPEC. 3.09) THE MEASURE SHALL BE INSPECTED AFTER EVERY STORM AND REPAIRS MADE TO THE DIKE, FLOW CHANNEL, OUTLET OR SEDIMENT TRAPPING FACILITY, AS NECESSARY. ONCE EVERY TWO WEEKS, WHETHER A STORM EVENT HAS OCCURRED OR NOT, THE MEASURE SHALL BE INSPECTED AND REPAIRS MADE IF NEEDED. DAMAGES CAUSED BY CONSTRUCTION TRAFFIC OR OTHER ACTIVITY MUST BE REPAIRED BEFORE THE END OF EACH WORKING DAY. 9. (SPEC. 3.10) INSPECT AT THE END OF EACH WORK DAY, REPAIR AS NECESSARY. CONSTRUCTION TRAFFIC SHALL NOT BE PERMITTED TO CROSS THE DIVERSION. 10. (SPEC. 3.11) INSPECT AFTER EACH RAINFALL, REPAIR AS NECESSARY. 11. (SPEC. 3.13/3.14) SEDIMENT SHALL BE REMOVED AND THE BASIN TRAP RESTORED TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE HALF THE DESIGN VOLUME OF THE WET STORAGE, SEDIMENT REMOVAL FROM THE BASIN SHALL BE DEPOSITED IN A SUITABLE AREA AND IN SUCH A MANNER THAT IT WILL NOT ERODE AND CAUSE SEDIMENTATION PROBLEMS. FILTER STONE SHALL BE REGULARLY CHECKED" TO ENSURE THAT FILTRATION PERFORMANCE IS MAINTAINED. STONE CHOKED WITH SEDIMENT SHALL BE REMOVED AND CLEANED OR REPLACED. 12. (SPEC. 3.15) INSPECT AFTER EACH STORM, REPAIR AS NECESSARY. AVOID THE PLACEMENT OF ANY MATERIAL ON AND PREVENT CONSTRUCTION TRAFFIC ACROSS THE SLOPE DRAIN. 13. (SPEC. 3.17) DURING INITIAL ESTABLISHMENT, GRASS SHOULD BE REPAIRED IMMEDIATELY IN NEEDED. PERIODIC CHECKS ON THE GRASS WITHSTANDING THE FLOW VELOCITIES ARE NECESSARY. 14. (SPEC. 3.18) CHECK PERIODICALLY, REPAIR AS NEEDED. 15. (SPEC. 3.19) CHECK PERIODICALLY, REPAIR AS NEEDED. 16. (SPEC. 3.21) CHECK PERIODICALLY, REPAIR AS NEEDED. 17. (SPEC. 3.24) SHALL BE INSPECTED AFTER EVERY RAINFALL AND AT LEAST ONCE A WEEK, WHETHER IT HAS RAINED OR NOT, AND ALL DAMAGES REPAIRED IMMEDIATELY. 18. (SPEC. 3.31 & 3.32) AREAS WHICH FAIL TO ESTABLISH VEGETATIVE COVER ADEQUATE TO PREVENT RILL EROSION WILL BE RESEEDED AS SOON AS SUCH AREAS ARE IDENTIFIED. 19. (SPEC. 3.36) ALL SOIL STABILIZATION BLANKETS AND MATTING SHALL BE INSPECTED AFTER RAINSTORMS TO CHECK FOR EROSION AND UNDERMINING. IF WASHOUT OR BREAKAGE OCCURS, REINSTALL THE MATERIAL AFTER REPAIRING DAMAGE TO THE SLOPE OR DITCH. 20. DUST CONTROL (DC), 3.39: PROVIDE DUST CONTROL IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT OF DUST WHERE ON-SITE AND OFF-SITE DAMAGE IS LIKELY TO OCCUR IF PREVENTIVE MEASURES ARE NOT TAKEN. X. SEQUENCE OF CONSTRUCTION 1. SCHEDULE AND ATTEND PRE -CONSTRUCTION CONFERENCE. 2. VERIFY ALL EXISTING PERIMETER CONTROLS AND TEMPORARY PAVED CONSTRUCTION ENTRANCE FROM WPO 2007-00054 ARE IN PLACE AND IN GOOD WORKING ORDER. 3. MAINTAIN EXISTING CONTROLS CONSTRUCTED WITH WPO 2007-00054 THAT ARE WITHIN THE LIMITS OF CLEARING AND GRADING ASSOCIATED WITH THIS PROJECT. 4. CONSTRUCT TEMPORARY SEDIMENT BASINS, SEDIMENT TRAPS, WIRE SILT FENCE, STORM CONVEYANCE CHANNELS, PERIMETER DIVERSION DIKES, DIVERSIONS, TEMPORARY STREAM CROSSINGS, LEVEL SPREADERS, RIGHT OF WAY DIVERSIONS AND PERIMETER SILT FENCE AS SHOWN ON PLAN PRIOR TO ROUGH GRADING. INSTALL STORM DRAIN STRUCTURES; INSTALL INLET AND OUTLET PROTECTION AS SHOWN. 5. CLEAR AND GRUB, STRIP TOPSOIL AND STOCKPILE WITHIN THE LIMITS OF CLEARING AND GRADING. 6. INSTALL INLET AND OUTLET CONTROLS AS THE CLOSED CONDUIT STORM DRAIN SYSTEM IS INSTALLED. INSTALL WATER AND SANITARY SEWER UTILITIES AND APPURTENANCES. 7. PERFORM GRADING TO BRING ALL AREAS TO GRADES SHOWN. INSTALL TEMPORARY FILL DIVERSIONS AND TEMPORARY SLOPE DRAINS AND MAINTAIN AS NECESSARY. 8. CONSTRUCT ROAD BED, PAVEMENTS, SIDEWALKS AND RESIDENTIAL UNITS. 9. PROVIDE TEMPORARY SEEDING AND OTHER EROSION CONTROL DEVICES TO MINIMIZE TRANSPORT OF SEDIMENT. 10. PERFORM PERMANENT SEEDING, STRAW MULCHING, AND STABILIZE ALL DISTURBED AREAS. APPLY DOUBLE SHREDDED HARDWOOD MULCH WHERE DENOTED. 11. NO E&S FACILITIES ARE TO BE REMOVED WITHOUT PERMISSION FROM THE COUNTY INSPECTOR. 12. PERIMETER EROSION CONTROL DEVICES MUST REMAIN IN PLACE UNTIL INTERIOR CONTROL HAS BEEN SUCCESSFULLY IMPLEMENTED AND/OR THE APPLICABLE DRAINAGE AREA HAS REACHED FINAL GRADE AND BEEN FULLY STABILIZED. REMOVE TEMPORARY EROSION CONTROL MEASURES AND STABILIZE AFFECTED AREAS. 13. SEDIMENT BASINS SHALL BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT AFTER THE SUBDIVISION CONSTRUCTION HAS BEEN COMPLETED AND ALL AREAS WITHIN THE DRAINAGE AREAS HAVE BEEN FULLY STABILIZED. 14. CLOSE OUT THE PROJECT. XI. ALBEMARLE COUNTY GENERAL CONSTRUCTION NOTES 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDINGTO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF-SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIALS TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12.BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13.ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13 301 OF THE CODE OF ALBEMARLE. 14.13ORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOAM TO 9:OOPM. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE 0 SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80LBS/10OSF. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 100OLBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 18OLBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES IS TO BE REPAIR IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DIKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. XII. PROPERTY OWNER RESPONSIBLE FOR MAINTENANCE IMPLEMENTATION PROPERTY OWNER: PANTOPS - HYLAND RIDGE, L.L.C. C/O SOUTHERN DEVELOPMENT 170 SOUTH PANTOPS DRIVE CHARLOTTESVILLE, VA 22911 (434) 254-0894 ATTN: CHARLES ARMSTRONG LTH OF = DESIGNED JJK AM .= j� ._._ ENGINEERS DRAWN BY. SURVEYORS p To, JFR DAVID M. JENSEN En PLANNERS Lic. o. 11484 REVIEWED BY: ASSOCIATES DJM PO Box 4119 1402 Greenbrier Place Lynchburg, VA 24502 Chmiotte Mle,VA22901 WWA NUMBER: 10 N A L i�� Phone: 434.582.6175 Phone: 434.9842700 REVISION BY DATE I www.wwassociates.net 206030.10 TEMPORARY & PERMANENT SEEDING SCHEDULE LAWN TYPE SEEDING RATE PER ACRE HIGH MAINTENANCE KENTUCKY 31 OR LAWN (WITHIN TURF -TYPE TALL FESCUE 200-250 LBS LOT AREA) GENERAL SLOPES KENTUCKY 31 FESCUE 128 LBS 3:1 OR LESS RED TOP GRASS 2 LBS SEASONAL NURSE CROP 20 LBS LOW MAINTENANCE USE GROUND COVER PLANTINGS SLOPES 2:1 OR STEEPER AND/OR VINES IN ACCORDANCE WITH TABLE 3.37-C OF THE VESCH. SEEDING DATE SEASONAL NURSE CROP FEB. 16 THRU APRIL ANNUAL RYE MAY 1 THRU AUG 15 FOXTAIL MILLET AUG 16 THRU OCT ANNUAL RYE NOV THRU FEB 15 WINTER RYE ALL PERMANENT SEEDING SHALL BE FERTILIZED, LIMED AND MULCHED AT THE FOLLOWING RATES: FERTILIZER 10-20-10 AT A RATE OF 1,000 POUNDS PER ACRE; LIME OF AGRICULTURAL GRADE LIMESONE AT A RATE OF 2 TONS PER ACRE; AND STRAW MULCH AT A RATE OF 1-1/2 TONS PER ACRE DURING THE SPRING AND FALL AND 2 TONS PER ACRE IN THE WINTER AND SUMMER. SLOPES LABELED AS 2:1 WITH VDOT ST'D EC -2 LINING MAY HAVE AN ANNUAL RYE HYDROSEED W/ TACKIFIER PLANTED ON THE SLOPES AT PERMANENT SEEDING RATES IN LIEU OF USING THE EC -2 LINER TO ALLOW FOR EROSION PROTECTION PRIOR TO GROUND COVER PLANTING. PROJECT: HYLAND RIDGE (AKA LAKE RIDGE) FINAL SUBDIVISION PLANS TITLE: EROSION & SEDIMENT CONTROL NARRATIVE FILE NAME: SCALE:DATE: C-25-ES-NAR.dwg H:. N/A N/A 92-05-07 REVISION NUMBER: 2 DRAWING NUMBER: C-25 SHEET NUMBER: 25 Of 57 TEMPORARY SEDIMENT TRAP 1' VARIABLE* ORIGINAL h„ VARIA /GROUND I ELEV. 1.0' f 67 CU. YD./ACRE � VARIABLE *SEE PLATE 3.13-1 67 CU, YD./ACRE 4' MAX - EXCAVATED 1.5 0.5 FILTER CLOTH ORIGINAL GROUND 2.0 ELEV, 2.5 1.5 COARSE AGGREGATE ** CLASS I RIPRAP CROSS SECTION OF OUTLET CLASS I RIPRAP LENGTH (IN FEET) _ 3.5 2.5 6 X DRAINAGE AREA H 0 (IN AC.) -� DIVERSION 4.5 3.5 DIKE 1 `-- '-"` COARSE AGGREGATE EXCAVATED r ( � AREA ____.___- '�" FILTER CLOTH **COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 OUTLET (PERSPECTIVE VIEW) SOURCE: VA. DSWC PLATE. 3.13-2 DIVERSIONS 10% SETTLEMENT 0.3' FREE BOARD DESIGN FLOW DEPTH Mill TYPICAL PARABOLIC DIVERSION 10% SETTLEMENT TYPICAL TRAPEZOIDAL DIVERSION 10% SETTLEMENT 0.3' FREE BOARD DESIGN FLOW DEPTH _. TYPICAL VEE -SHAPED DIVERSION DV SILT .FENCE CULVERT INLET PROTECTION ENDWA(L DISTANCE IS 6' MINIMUM IF FLOW IS TOWARD EMBANKMENT FLOW OPTIONAL STONE C,0MBINA TI0N 1 1.0 1 1.5' 11 �P h• FLOW # VDOT #3, #357, #5, #56 OR #57 COARSE AGGREGATE TO REPLACE SILT FENCE IN " HORSESHOE " WHEN HIGH VELOCITY OF FLOW IS EXPECTED SOURCE: ADAPTED from VDOT Standard Sheets and Va: DSWC Plate 3.12-1 Source: Va. DSWC EIMPORAR Y .FILL DIVERSION to SOURCE: VA. DSWC (Q j 1 ADDRESS COUNTY/VDOT COMMENTS 0 2 REVISED TYPICAL SECTION FONTANA DRIVE i2 J O 0 (0 O N N0. � REVISION EARTHEN RIDGE e 2.5' CLASS i RIPRAP QIP PLATE. 3.08-1 SEDIMENT DA SIN S CHEMA TI C ELEVATIONS CREST OF EMERGENCY SPILLWAY DESIGN HIGH WATER (25 -YR. STORM ELEV.) MIN. 1.0' 0.5' � MIN. 1.0' ....., RISER CREST 67 C.Y./ AC. ..............�.' -DEWATERING DRY "STORAGE DEVICE 67 C -Y. / AC. „ WET STORAGE SEDIMENT CLEANOUT POINT (" WET " STORAGE REDUCED TO 34 C -Y./ ACRE) DESIGN ELEVATIONS WITH EMERGENCY SPILLWAY DESIGN HIGH WATER (25 -YR. STORM ELEV.) MIN. 2.0' T MIN, 3.0' MIN. 0-5'1 MIN. 1.0' 67 C.Y./ AC. DRY " STORAGE ;...' ..... RISER CREST 67 C.Y. AC. C " WET STORAGE DEWATERING DEVICE 7-�,{r rx sv .a t^Nrxn x SEDIMENT CLEANOUT POINT DESIGN ELEVATIONS WITHOUT EMERGENCY SPILLWAY (RISER PASSES 25 -YR. EVENT) SB RCE: VA. DSWC PLATE. 3.14-2 CONSTRUCTION OF A SILT .F'E'NCE (WITH WIRE SUPPORT) 1. SET POSTS AND EXCAVATE A 4"X4" 2, STAPLE WIRE FENCING TO THE POSTS. TRENCH UPSLOPE ALONG THE LINE OF POSTS. I (I I G� FLOW VIIIA' , 4" 3. ATTACH THE FILTER FABRIC TO THE WIRE 4. BACKFILL AND COMPACT THE FENCE AND EXTEND IT INTO THE TRENCH. EXCAVATED SOIL. �II EXTENSION OF FABRIC A(ND/ WARE INTO THE TRENCH. FILTER FABRIC ---- G FLOW ull �IWIRE IIIIII SF TEMPORARY SLOPE DRAIN EARTHEN DIKE PROVIDE INLET CORRUGATED METAL (COMPACTED) PROTECTION -7 EXTENSION COLLAR -A WATERPROOF SEAL 24:1 �D D+6` EIR 110 1 - PROVIDE OUTLET PROTECTION STANDARD FLARED END SECTION SECTION VIEW NOTE: SEDIMENT MAY BE CONTROLLED AT OUTLET IF UPLAND PONDING WILL CREATE PROBLEMS EARTHEN DIKE (COMPACTED) 3:1 y 18" D+6" D fly 11 �I��II�Ii�� III I���IIIIiI�ll�l I= SECTION A - A URCE: VA. DSWC MINIMUM TOP WIDTH (W) REQUIRED FOR SEDIMENT TRAP EMBANKMENTS ACCORDING TO HEIGHT OF EMBANKMENT (FEET) W H HO W 1.5 0.5 2.0 2.0 1.0 2.0 2.5 1.5 2.5 3.0 2.0 2.5 3.5 2.5 3.0 H 0 H 4.0 3.0 3.0 4.5 3.5 4.0 5.0 4.0 4.5 PLATE 3.15-1 SOURCE: VA. DSWC BLOCK & GRAVEL CURB INLET SEDIMENT FIL TER CURB INLET WIRE SCREEN CONCRETE BLOCK GRAVEL FILTER RUNOFF OVERFLOW WATER WITH j �- FILTERED WATER SEDIMENT Bill (1:411 (I lip SEDIMENT WIRE SCREEN D 2" X 4" WOOD STUD CURB INLET SPECIAL APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE AN OVERFLOW CAPABILITY IS NECESSARY TO PREVENT EXCESSIVE PONDING IN FRONT OF THE STRUCTURE. * GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE CONTRACTOR TO ENSURE RUNOFF IS DIRECTED TO ALL INLETS ON GRADE. from Installation of Straw and Fabric Filter Barriers for Sediment Control, PLATE. 3.05-1 SOURCE: VA. DSWC SOURCE: VA. DSWC JJK 02/08/08 JJK 03/13/08 BY I DATE I NO. PLATE 3.09-1 REVISION BY DATE �I,TH 0p /0 AAVID M. JENSEN Lic. o. 11484 ,o SjONAL ENGINEERS SURVEYORS PLANNERS ASSOCIATES PO Boz 4119 1402 GreenbrierPiacc Lynebbmg, VA 24502 Charbae He, VA 22901 Phone: 434.582.6175 Pbone:434.984.2700 www.wwa&w6ates.net TYPICAL WA TER WA Y CROSS-SECTIONS ft - TYPICAL CONCRETE LINED DITCH TYPICAL GRASS LINED DITCH TYPICAL VEE CROSS-SECTIONS T PARABOLIC WATERWAY CROSS-SECTION TYPICAL RIRRAP CHANNEL D k W g--g- (KEY IN CLOTH) FILTER CLOTH NOTE: ALTHOUGH FILTER CLOTH IS PREFERED, A GRANULAR FILTER MAY BE SUBSTITUTED FOR FILTER CLOTH. ( FOR PHYSICAL REQUIREMENTS, SEE STD. & SPEC. 3.19, RIPRAP) TYPICAL CONCRETE CHANNEL EXPANSION JOINT A (90' SPACING) '09:. bob'd eb .ro�oaon.'E ci'� �`<o pa34 =o .b �za 18" NOT TO SCALE #4-18" DOWEI. A -'I 6 LOCATED AT JOINTS 4- 6X6 WELDED WIRE FABRIC AS REQUIRED 0o W 3" DIA. WEEP a'o: 404 a°%o4=0°`04%off=5B=o4'o4`0: o0 HOLE. 8' ox. eoo o:•o: o:aooSo bebod4e Sob SECTION A -A TRAPE101DAL WATERWAY CROSS-SECTIONS PLATE 3.07-8 SOURCE: VA. DSWC PLATE 3.17 - ORIGINAL GROUND ELEV. ST PLATE. 3.13-1 DESIGNED BY: PROJECT: HYLAND RIDGE REVISION NUMBER: JJK (AKA LAKE RIDGE) 2 DRAWN BY: FINAL SUBDIVISION PLANS To, JFR DRAWING NUMBER: TITLE: REVIEWED BY: EROSION & SEDIMENT CONTROL DETAILS G-26 DJM SHEET NUMBER: WWA NUMBER: FILE NAME: SCALE: DATE: 206030.90 C-26-ES-DTLS.dwg V: NNIA A 92-05-07 26 of 57 \(\v �'Y l^ _ \ \\ r \ \ \ \ �• r , / DDS\ \ ,' / EG�2 op \ \ \ \ DING _ \ -___ n \ / �/`..\ \ \ V". \ \ \ \ ` X70 \ y,-., 4, 1� i / ` \ i" .' �„ • .S " " ' 't -----;r.1 / / i / , / / ! i / / / / ( } \ \ i n \�� �•_ - _ f __ \ \ ``\ \� \\ \ \ \ \ \ �' �% (r�. ''�'%� \\\� \o ' \ 1Vw',�TRFEE_ (,�+E-,JE49 �e -f3 p8 -' M TCHIL N� DRAM��. tS �S� T \ \\\��•, \ _ \� �+� f ; - r -QA=Q 30 AC l J� I p� ( 5 �� f / ,� 1 / / $ �s \ i i,' DA 4/ AC /1 F / l ! / / / V I UBd ip� FD 480 J 36 RCP RISER r \^ `TLf3/` t^ARl`'\ 1 Q, 1 i C.` - \ BA,FFLc G ,� ti -"'--.'-- ./ / \ `"�_�\. _ �• \ •�. '.� \ V D C�/ 1 �f 2 l f ,1 ��"r-n..zx '_! - �` ' I'� ' / / // / - -_ % �\ \ _ = y \ \ 1 I QD { I � J tP �1 `` / / NEW TREELINEj % / / / ��3' - r 160 440 \V \ \\\I \ � \ �\\ \ 1S T�'r / i -/ / \} ; /" / / / / l,l// i!/ / / j- / / /- '� ` `I. '�,�,'- �/ 00 `\7k4.j� 1� I TEMPORARY SLOPE DRAIN CALCULATIONS�� - _= -� \ ,k. k �, - - - •, i i IDENTIFICATION DRAINAGE AREA (AC) SiZE (IN) TSD NO. 1 1.1 18 TSD NO. 2 0.85 18 TSD NO. 3 1.89 21 TSD NO. 4 1 2.05 1 21 EXISTING EROSION AND SEDIMENT CONTROL LEGEND 3.02 ONS RUCT10N PAVED CE 3.11 R W D 3.ENTRANCE 03 CONSTRUCTION ROAD STABILIZATiON CRS [;.0]5 SILT FENCE SF yr PF� F.O8 CULVERT PROTECTIONLET CIP [;11,3 0 n 0 cv 0 "r 1 ADDED TEMPORARY FiLL DIVERSIONS AND SLOPE DRAINS 2 REVISED TYPICAL SECTION FONTANA DRIVE Q) 0 0 t0 O / NO. REVISION i , C �WETR - 1X11 -i�' } \ 1 / - -t ST li i I ! i FA' tit} } y �\ \\\` \\�\\\�� /''// � ///l 11 Irl �/ l �! / f/ /// // -- -\ / / / / ,' l -�-- / BM C/) \, Lr BENCH; MARK ,'-�/ \ \�} i1I1 111} 0 11 RR SPIKE IN DD9 `1 1 I 1 , I } \ A 1 `I\AC \ // // //�1,'•�/' / / f / / 1 / I i / , / / 1_0C� CL 22 POPLAR TREE , , \ C=0.8 \� � ! �,j1 ��,- /�, }.��'}11 11111{}i1D-32�i1\\\�\� `\�/ /' /� f \���, ��r�� / / / / Il / ! 1 / ELEV..G =45037 00 / in Q0DDI 0'8011 I V )52 LC -3 TYPE A I I i i I 1 1 }'t , \ `1'. \ iL /2/ / f ! } l 1 1 \ t iTS /OF/ARNVG AND GRADING Q _1,1\/� \ I \\ \ t� _ 1\11 ���\`�\ _\\ �� \\. ,•�!� <, (� �P CO� \\ \ _ / 1\,\,11t1 1 1 / Q Dc 17, 0 j33 / / A,RIG GID \t \\ \ \\ / U / GQ' \\ \ / > / \ \Y. \'\ \\ \\ \ r / / \� / /GRAiNG I \\AA\\v Xx IJ X80 1\\ \ \.�\`\ \\�\\\ .2/g'AC /-bo) \\ D.D 0 NEW EROSION AND SEDIMENT CONTROL LEGEND FC -43 /TYP 1A > \ DA 30.26 At �I t PAT ` \ •' ' / / ' / / 3.02 TEMPORARY PAVED / \gym I i % 1 1 { \ C=0.80 I 1\ •.,� ENTRANCE CON'STRUCTION C E I a \ \ CEJ i I .(' // 11 I l 1 l t\ �\ > / 3.05 SILT FENCE\: \ 3.05 SILT FENCE W WIRE SUPPORT S�1/1f X --X- FO81 ICULVERT INLET E j , � I � \ \ PROTECTION Q\ / / -may I\c \ i ! i `` I ` \"•`v TEMPORARY \, F-091 DIVERSION DIKE DD =_0_4 F 0 TEMPORARY FILL DIVERSION FD "'" / / / / / Q ! / ? ! / ; I ! ` ilo TEMPORARY 3.11 RIGHT-OF-WAY VERSION D [;.12 DIVERSION / / {� \ \ I � "IICA SEDIMENT TRAP TEMPORARY / 1 Co t{ I I } / i \ 3.14 TEMPORARY SB i' r / / / / / / /, / ! Ji / \ / / , / // / , t \ \` /_` I 1 1 ��-' BEN6H /MARK l/ SEDIMENT BASIN - /' HYD'RAl�T BOLT / / / / / / / / / , / �T \ 1 X 11 / l 1 \ 1 CLOSEST TO RD I 3.15 TEMPORARY SLOPE DRAIN TSD / / / / / / / / / / / / / / \) \ti \ \ \ \ , + / / / / / % / / / / / / - / / i \ \ "' it 1 Z \ ELEV.-569.33 3.17 II STORMWATER CONVEYANCE CHANNEL CONSTRU\CTt N TRANCE P5 f 3.1$ OUTLET PROTECTION / /(' f y V_ / / / / BM li [;.3]1 TEMPORARY SEEDING Taj -- -- / / / / / _ V i 3.32 PERMANENT SEEDINGPS --�-- / / / / / / / / / / / / / / 0 L O ' r •-��� / 1 �c i I HIS DRAWING IS A REDUCTION [3.3]5 MULCHING MU _-_. / �, / / / / / / f W' r PHIC SCALE MUST BE USED SCALE: 1 » 50' 3.39 DUST CONTROL wDQ� JJK 2/08/08 ZTH OF .� DESIGNED 8Y: PROJECT: HYLAND RIDGE REVISION NUMBER: JJK 03/13/08 0 �r�� JJK AKA LAKE RIDGE 2 f ---- ENGINEERS DRAWN BY: , o SURVEYORS FINAL SUBDIVISION PLANS DRAWING NUMBER: To, JFR TITLE: DAVID M. JENSEN PLANNERS L Lie. 0. 1484 REVIEWED BY: EROSION AND SEDIMENT CONTROL PLAN C-27 ww ASSOCIATES DJM - A.5 Q0 ti� Po sox 4119 1402GreeubrierPlace SHEET NUMBER: L "ILynchbmg,VA24502 Chu1onmne,VA2M1 WWA NUMBER: FILE NAME: SCALE: DATE: sS I D N A L Phone: 434.582.6175 Pbone: 434.984.2700 H: 1 `50' o a BY DATE NO. REVISION BY DATE www.wwassociatesnetNIA 206030.10 C-27-E&S.dwg V: 1` 12-05-07 27 of 57 3.09 OSYDIKE DIVERON 3.11 R W D �,�,�♦ VHSIO F -WAY 3.12 DIVERSION D�% yr PF� [;11,3 ST SEDIIMENTRTRAP [;._14 1 SED TEMPME NIST BASIN SB 3 3.18 OUTLET PROTECTION QP W3.21 LS LEVEL SPREADER I N 3.24 VEHICULARSTREAM SC t,) 3 [;.3]1 TS TEMPORARY SEEDING [;-3]2 PERMANENT SEEDING v CL [;.35 MU MULCHING v v F -391C DC DUST CONTROL Cn t j F-051 Sof SILT FENCE W WIRE SUPPORT U- 076 0 n 0 cv 0 "r 1 ADDED TEMPORARY FiLL DIVERSIONS AND SLOPE DRAINS 2 REVISED TYPICAL SECTION FONTANA DRIVE Q) 0 0 t0 O / NO. REVISION i , C �WETR - 1X11 -i�' } \ 1 / - -t ST li i I ! i FA' tit} } y �\ \\\` \\�\\\�� /''// � ///l 11 Irl �/ l �! / f/ /// // -- -\ / / / / ,' l -�-- / BM C/) \, Lr BENCH; MARK ,'-�/ \ \�} i1I1 111} 0 11 RR SPIKE IN DD9 `1 1 I 1 , I } \ A 1 `I\AC \ // // //�1,'•�/' / / f / / 1 / I i / , / / 1_0C� CL 22 POPLAR TREE , , \ C=0.8 \� � ! �,j1 ��,- /�, }.��'}11 11111{}i1D-32�i1\\\�\� `\�/ /' /� f \���, ��r�� / / / / Il / ! 1 / ELEV..G =45037 00 / in Q0DDI 0'8011 I V )52 LC -3 TYPE A I I i i I 1 1 }'t , \ `1'. \ iL /2/ / f ! } l 1 1 \ t iTS /OF/ARNVG AND GRADING Q _1,1\/� \ I \\ \ t� _ 1\11 ���\`�\ _\\ �� \\. ,•�!� <, (� �P CO� \\ \ _ / 1\,\,11t1 1 1 / Q Dc 17, 0 j33 / / A,RIG GID \t \\ \ \\ / U / GQ' \\ \ / > / \ \Y. \'\ \\ \\ \ r / / \� / /GRAiNG I \\AA\\v Xx IJ X80 1\\ \ \.�\`\ \\�\\\ .2/g'AC /-bo) \\ D.D 0 NEW EROSION AND SEDIMENT CONTROL LEGEND FC -43 /TYP 1A > \ DA 30.26 At �I t PAT ` \ •' ' / / ' / / 3.02 TEMPORARY PAVED / \gym I i % 1 1 { \ C=0.80 I 1\ •.,� ENTRANCE CON'STRUCTION C E I a \ \ CEJ i I .(' // 11 I l 1 l t\ �\ > / 3.05 SILT FENCE\: \ 3.05 SILT FENCE W WIRE SUPPORT S�1/1f X --X- FO81 ICULVERT INLET E j , � I � \ \ PROTECTION Q\ / / -may I\c \ i ! i `` I ` \"•`v TEMPORARY \, F-091 DIVERSION DIKE DD =_0_4 F 0 TEMPORARY FILL DIVERSION FD "'" / / / / / Q ! / ? ! / ; I ! ` ilo TEMPORARY 3.11 RIGHT-OF-WAY VERSION D [;.12 DIVERSION / / {� \ \ I � "IICA SEDIMENT TRAP TEMPORARY / 1 Co t{ I I } / i \ 3.14 TEMPORARY SB i' r / / / / / / /, / ! Ji / \ / / , / // / , t \ \` /_` I 1 1 ��-' BEN6H /MARK l/ SEDIMENT BASIN - /' HYD'RAl�T BOLT / / / / / / / / / , / �T \ 1 X 11 / l 1 \ 1 CLOSEST TO RD I 3.15 TEMPORARY SLOPE DRAIN TSD / / / / / / / / / / / / / / \) \ti \ \ \ \ , + / / / / / % / / / / / / - / / i \ \ "' it 1 Z \ ELEV.-569.33 3.17 II STORMWATER CONVEYANCE CHANNEL CONSTRU\CTt N TRANCE P5 f 3.1$ OUTLET PROTECTION / /(' f y V_ / / / / BM li [;.3]1 TEMPORARY SEEDING Taj -- -- / / / / / _ V i 3.32 PERMANENT SEEDINGPS --�-- / / / / / / / / / / / / / / 0 L O ' r •-��� / 1 �c i I HIS DRAWING IS A REDUCTION [3.3]5 MULCHING MU _-_. / �, / / / / / / f W' r PHIC SCALE MUST BE USED SCALE: 1 » 50' 3.39 DUST CONTROL wDQ� JJK 2/08/08 ZTH OF .� DESIGNED 8Y: PROJECT: HYLAND RIDGE REVISION NUMBER: JJK 03/13/08 0 �r�� JJK AKA LAKE RIDGE 2 f ---- ENGINEERS DRAWN BY: , o SURVEYORS FINAL SUBDIVISION PLANS DRAWING NUMBER: To, JFR TITLE: DAVID M. JENSEN PLANNERS L Lie. 0. 1484 REVIEWED BY: EROSION AND SEDIMENT CONTROL PLAN C-27 ww ASSOCIATES DJM - A.5 Q0 ti� Po sox 4119 1402GreeubrierPlace SHEET NUMBER: L "ILynchbmg,VA24502 Chu1onmne,VA2M1 WWA NUMBER: FILE NAME: SCALE: DATE: sS I D N A L Phone: 434.582.6175 Pbone: 434.984.2700 H: 1 `50' o a BY DATE NO. REVISION BY DATE www.wwassociatesnetNIA 206030.10 C-27-E&S.dwg V: 1` 12-05-07 27 of 57 I �`s` 9R - - PM QR Y/20 EMT y I \ \ f 777 NOfiAR f CE S ROA ---- _ Sediment Basin #1Desi n9 - o" I1L�'1 I I �,I JINd nage area (acres) 27.8 cssx Ibasin volumes (using 2 contour interils LlwI 4rNp Ielbton(R) co-o--rea(e0 voumec( t- - - ----- .._ , - °"*""ai"r ,o - - -- - ///�/ //�/ �/ /// / J/ J// / / //. / / / ! I / / `C�.aS / ! //// / //!!// !/// l !// /// l // / / ' i III I II I I I II ) 1/ I fII (I I I I I I 1 I I I /�}�y l �/ f-/•// 471 D-56 472 5055 { al.-66x3 10 _ - - - - 1090.9 4761 10208 ,664+ T 478- ) l I l w- / - / I I III I I I 1 1 \ 1 •`I \ \ C�3 wet st a -.,TL) (6TDA) 1849.2(1 design hi water 479.87 / dewatering orifice efe�etion (ft) a77.04 top a dam �rtj �- wet storage presided at this elete8on (cyj 1877.10 top width of dam (ft) 10.00- aw labl volume before cle_arwut (oy) (33•DA) 910.80 Donom of basin (ft) - 471.00 cleanout elevation (ft) - 473.00 pri bottom dimensions: 1 cleanout to orifice 11 404 face slope �., 2:1 d stance from cl (ft) P upstrpm % In facelope: 3:1 / / / / / / / \ \ / ti• D _ - - 5 0 - - 1//'l / / / I 1 0 a �x \ "/ / - - - -- �` dry story eiuwa ft - _ 480,00 -- - g _184920 dry storage required (cy) (srOA) -- _-- baffi _ no / / / � \ , / / / _-- - -_ _ -.1 L• / pinciles _ P spillway� - length of flow, L(ft)-- - tlry storage pro ded at this elewbon (cy) 1849.20 eftacLse vndih We (ft) d eler ofde t nngerifice( ) 120 IL/We (baffles equred'd<Z)--- ! dameterofflexble tubing (in) (entire �___I _ / // k / _ �� ! / 'O/JJ/!f! 1 - CR' �/ \ \ /,•. ,�``� _l \`- ___ collars /( mnoR !depth of er at spillway creat (ft) C (use 0.45 fir bare earth) _ 0.45 slope of upstreamslope of rrel (Sb) Ic min__ 3.6 02 r1 447 length of barrel in , ' ` 17 2y Y ..iatetl zone (Ls) \ \ / // j // /+Cl� °' / / / \ _ to. ' \ \ \ \ /�- -__ - -- - \ J , ��--� `Z 125yr S3 _ 0 25yr'_ _ss e number collars required \, -L dimension of cellars \ / \ - // J // , , \ / / / , `� ` 'J• \ principle spillway: table head (fi) 4.7 emergency spilMay: diameter riser.pn) r capacity (42OP) (f) spillway copsetCgpp s-L8k�' / y9- Tbottorn width (ft) i- d eter trash rack (in) 541 channel 103 mim_m-u-n- lerr_g_th of exit C. fth- fta.) b el length (ft) eadon barrel thm h embankment �)7.0 of spilwft) iameter of barel (in) 4I 0 tmentTra Des n - \Cf- 045\ drainage aea (aces) (8) 1.42 550 trap wlumes: asrw rnesrarsroxewnR -� elevation --_-- - ia .J! S-D&--0.49\DA-='i-20k:- 9 516 087 364 518 1121 I \ \ a 102.8 620 1875 206.1 asw uo= r / r wet storage. .-_I '..-. .a/C=08 et storage requ red (cy) (6TDA) -- 95- -_--- -- �w ", I \ pA=0.5 bottom of stop weir t 520 0 _Twet storage102.6 ----- Pr 9d at this elevat on (cv).`.._ zt _- p----- �) pe of wet storage sides --... -- weir length Ol) (6zDA 8.5 d story e: _ bottom of trap aletetion 523 dry storage required (cy) (67•DA) 95.1 _ bottom trap dimensions 30X10' crest of stone weir 522.0 top of dam eletetian (ft) 519 45 dry storage prodded at this elevatlan (cy) 103.8 top witllh of dam (fl) 3 slope of dry storage sides 1 2:1 tap tmp dimensions 50X30 i /,/"' `s30 _ - '� ry I D- t0. / Ma / D75 i=n In -�" / _ `S2p - C� 45- �\\�\\\\\\ IF THIS DRAWING IS A REDUCTION \ \\ _ GRAPHIC SCALE MUST BE USED \\ \\ \\\\\\ \ \� 1 PS SCALE: i" = 50' 50' 0 50' �� \ \\ \\ �6e \\\\ T�1. \\ 1 S -� -- -- 5 _ _ - _ -- D-16A __ yy - / _-- - _ - 'BdAs 7 't / / / _ MJF OF CLEARI�IQ ANDI 6` ING \ \ \�•� \ c PS i -DA=O "�- \\-168"- AC P - - - CK 'IlIE FAr =0.45 /�- \ DA40 \ f`'(� I _\f,� D-15 �zz:z - - - DA-0.L�PFI- 460 A \,�'� MATCHLJaE-DRAWLW ER NUMB \\I I o \ \ `-- i� bkrokoov�n\ \ '% %�•1\\\ _ aga nod f / t if // i�,I O�1 I l� / /�/ I ! / 1\,\,\.\ \\,\,\III ADDED TEMPORARY FILL DIVERSIONS, SLOPE DRAINS & SCC JJK 2/08/08 VTH OF DESIGNED BY: PROJECT: HYLAND RIDGE REVISION NUMBER: ! REVISED TYPICAL SECTION FONTANA DRIVE JJK 03/13/08 ,pc WAS = ENOINEF.RS JJK (AKA LAKE RIDGE) 2 f �9 SmrvE °Rnw"To, JFR FINAL SUBDIVISION PLANS DRAWING NUMBER: DAVID M. ]ENSEN PLkNNM TITLE: Lie. o./114&1 w ASSOCIATES REVIEWEDBY EROSION AND SEDIMENT CONTROL PLAN C-28 D Ao�e 21�31pe \2� Poai�4„R 1- -- -SHEET NUMBER: �1 y=nW sm WWA NUMBER: FILE NAME: SCALE: DATE: p -0,0 AL EAG eew= .s�M 4= H: 1"=50' 2C7 Of 0REVISION BY DATE N0. REVISION BY DATE """�`"""°"'"`�°" 206030.10 C-28-E&S.dW9 V NIA 12-05-07 \�-4 \ \ \ \ \ \ l I I I I I I Channel Incremental c A Allowable 2 -Year Maximum To Slope Geometry Liner 10 Year ` Segment ID IneremeMale Drainage I=on/hr) Qz (cfs) ` VZx RZ n Velocity Velocity 110 Qn/fu) 4100) Channel Remarks (min) (Pofq Materla Depth (it) 90- \ Area (Ac.) (fps) (fila) Depth (ft) _ Incremental Accumulated _ \ SCC7 0.45 27.80 12.42 12.42 15.00 3.40 42.23 0.042 0.0 2.0 13.0 EC -3 4.41 0.050 7.00 5.36 4.50 55.89 1.97 2.00 Velocity OK Depth OK DD2 0.30 1.10 0.33 0.33 5.00 5.20 1.72 0.050 0.0 ` DD3 0.30 1.500.45 0.48 5.00 5.20 2.34 0.147 0.0 3.0 3.0 EC3 1.06 0.050 7.00 4.44 5.60 2.52 0.53 1.33 Veloct OK Depth \ DD4 0.30 0.78 0.23 0.23 5.00 5.20 1.22 0.128 0.0 3.0 3.0 EC 2 0.54 0.050 4.00 3.22 6.70 1.57 0.39 1.33 1 Velocity OK DDS 0.30 0.38 0.11 1 0.11 5.00 1 5.20 0.59 0.182 0.0 3.0 3.0 EC -2 0.41 0.050 4.00 3.89 6.701 0.76 1 0.31 1 1.33 1 Velocity \\ �\ �/ // '/ / I I golf I II / \\\ 1 \ / I / \\ -------- i OUTLET PROTECTION DESIGN TH OP �t U DAVID M. JENSEN Lic o 14 3�'3t� �w Il !-4- Sg70NAL EAG _ ENGMERS SURVEYORS PLANNERS ASSOCIATES .,soz sazsns er asea.noo � � DESIGNED BY: JJK I'RUJL(;I: HYLAND RIDGE (AKA LAKE RIDGE) FINAL SUBDIVISION PLANS REVISION NUMBER: 2 2 REVISED TYPICAL SECTION FONTANA DRIVE JJK 03/13/08 • apron assumed to be on letel ground WWI: TITLE: EROSION AND SEDIMENT CONTROL PLAN Hydraudics REVIEWED BY: wM Apron WWA NUMBER: 206030.10 ji SCALE., H: l'-50' V. NIA DATE: 12-05-07 SHEET NUMBER: 29 Of 57 N0. REVISION 8Y DATE N0. 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JENSEN Lic o 14 3�'3t� �w Il !-4- Sg70NAL EAG _ ENGMERS SURVEYORS PLANNERS ASSOCIATES .,soz sazsns er asea.noo � � DESIGNED BY: JJK I'RUJL(;I: HYLAND RIDGE (AKA LAKE RIDGE) FINAL SUBDIVISION PLANS REVISION NUMBER: 2 2 REVISED TYPICAL SECTION FONTANA DRIVE JJK 03/13/08 DPAW To. .JFR TITLE: EROSION AND SEDIMENT CONTROL PLAN DRAWING NUMBER: C-29 REVIEWED BY: wM WWA NUMBER: 206030.10 FILE NAME: C-29-E&S.dwg SCALE., H: l'-50' V. NIA DATE: 12-05-07 SHEET NUMBER: 29 Of 57 N0. REVISION 8Y DATE N0. 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I ; p 1_, �,,'.P- 1 f\J, G Sl,A�l;I'\� F � z ! I i � ! i ,I i I ; . ; i ! - i � i i � 11 1 I t I � I i I i � , i V OUNTY/VDOT COMMENTS JJK 1 02/08/08 ; L Op f 2 REVISED TYPICAL SECTION FONTANA DRIVE JJK 1 03/13/08 I : - � __ (�� ! � -Z' III., k I : U .- I M.JENSEN - : -0 Lie. o.11 84 11:� : -P I . I 0 - A - / % I I - NO. I REVISION BY DATE i REVISION I -BY F DATE I I I 11. V�I-C�-, -BI-;, ,-%D 11,3 ��"z. .R11 UM 0-0. S-�,E / I IF THIS DRAWING IS A REDUCTION I/ I SCALE: 1 " = 200' / I - U 0 1 In in 171.111_1 -1.11 / 11,\, _- _11 - 200' 0 _ - -_1__1. - 200' (:��:::�_.___ .--- __ ----------I SWM Facility #2 Pre -Developed Watershed Conditions i SWM FACILITY #1 Pre -Developed Watershed Conditions __T I I I T_ I I I SQ. FT. Rational Method Sub -area Tabulation I CN AREA 4 DESCRIPTION SQ. FT. C Factor I I I I I I 1,710,265 1 1 ON SITE FOREST (GOOD) - 1. 258,407 0.30 1 __ 1 1,441,614 Drainage Area Design Summary 1 55 --t 11 I I Total =1 258,407isf or I 5.93jAc. I - I Weighted C = 1 0.301 1 _____ 1 1 or C ummary --- - e to Ac. Sheet Flow (A ->B) Shallow Conc. Flow (B ->C) or Channel Flow (C ->End) Total Time Length (ft.) 100 Length (ft) 627 1 1 Length (ft) i Slope 8% Slope 13.4% I Total Timel Travel lime based on an ave. velocity of 4 fps. Length (ft)l 2 -yr Rain (in) 4.0 Surface Unpaved _. - Manning's N, 0.8 Tic (min.)l 11.0 Tc (min.1 ) - 1.8 Tic (min.)l -7 1.9 1 14.7 _ .--- __ ----------I SWM Facility #2 Pre -Developed Watershed Conditions i Rational Method Sub -area Tabulation I I I I I � I I I I TR -55 Sub -area Tabulation AREA # ! � SQ. FT. SOIL GRP I CN I i I I . 2 I 1 1 I I 1 1 ON-SITE FOREST (GOOD) 1,710,265 B 1 55 1 1 - - 2 JOFF-SITE FOREST (GOOD), 1,441,614 1 B 1 55 --t 11 - Drainage Area Design Summary I Off-site Total= 724,7081 sf or . 16.64 Ac. Slope 10% Slope 9.6% � I On-t,ito T6tAl= 2,427,171151 or 55.72 Ac. Manning's NI 0.15 1 1 I - I Total = 3,151,879[sf__ or 72.36 Ac. i i Weighted CN = 1 55.00! 1 1 i __ Tic Summary (TR -65 Method) Sheet Flow (A ->B) Shallow Conc. Flow (B ->C) Channel Flow (C ->End) Total Timel Length (ft.) 100 Length (it) 1416 Length (ft)l ' 1,365 Slope 10% Slope 25.0% Travel lime based on an ave. velocity of 4 fps. __ . 2 -yr Rain (in) 4.0 Surface Unpaved Manning's N 0.8 - I - - ' I Tc (min.)l 10.1 Tc (min.)l 3.1 1 Tc (min.)l 5.7 1 18.9 1 SWM FACILITY #3 Pre -Developed Watershed Conditions I-- ___T .... �_�__ l I i I -_ I Rational Method Sub -area Tabulation AREA # I DESCRIPTION SQ. FT. C Factor I DRAINAGE DIVIDE DRAWN BY. To, JFR I I REVIEWED BY. DJM 1 ON SITE FOREST (GOOD) 257,053 0.30 -_ , I I 2 OFF-SITE FOREST (GOOD), 6,573 1 0.30 I __ I 1 . . I - Drainage Area Design Summary -7� � Total =1 263,6261 . I sf or I 6.05JAc. I - i - Weighted C = 1 0.301 I I I I Tic Summary (TR -55 Method) Sheet Flow (A ->B) Shallow Conc. Flow (B ->C) Channel Flow (C ->End) Total Time Length (ft.) 50 Length (ft) 1001 Length (ft) I 513 Slope 10% Slope 9.6% Travel time based on an ave. velocity of 4 fps. 2 -yr Rain (in) 3.5 . Surface Unpawd Manning's NI 0.15 1 1 L_ Tc (min.)l 10.1 I Tc (min.)l 3.3 Tc (min.)l 2.1 ] 15.5 I AW ,I= DESIGNED BY. - JJK - - - A� ENGINEERS SURVEYORS DRAINAGE DIVIDE DRAWN BY. To, JFR , PLANNERS =1,,,,,,,,,,,,,,,,i, -Tc REVIEWED BY. DJM ASSOCIATES PO Box 4119 1402 Greenbrier Ph= ' Lynchbw& VA 24502 ChmioftsyMe, VA 22901 Phme: 434.SU.6175 Phone: 434.984.2700 www.wwassodatesmet WWA NUMBER: 206030.10 PROJECT. HYLAND RIDGE (AKA LAKE RIDGE) FINAL SUBDIVISION PLANS TITLE: PRE-DDIELOPED DRAINAGE AREA FILE NAME. SCALE: DATE. C -32 -SWM -Pre DA.dwg H: 1 "�=200' 12-05-07 1 V. NIA I REVISION NUMBER: 2 DRAWING NUMBER: C-32 SHEET NUMBER: I 32of57 LEGEND 111,11111111111"'111,1111111, DRAINAGE DIVIDE <7� k,�> ANALYSIS POINT =1,,,,,,,,,,,,,,,,i, -Tc PATH 0 Tic TRANSITION PROJECT. 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ACU S �, A S H 0 R r) c7 ; -j� N ' ; I ,lp!., C, STiNTt101'1 4 I GRAPHIC SCALE MUST BE USED I P I : i ! � i : i ; I : ! � i : ; i I i z ; f i i � i � � I - L i : l i JJK 03/13/08 �. I � I. � : i I I I I . I I : BY DATE I NO. I REVISION =11=1� =� 14�4 - XV Op - 11"'. �, /-� I ;`1 , 9 `,-- U D M. JENSEN 1;;1 -.0 Lie. o. 1 484 Q� P P I I ks" ONAL S G % --- SCALE: 1 " = 200' � I . Q Q - -- ,;,\\ I -- I r] Ul [7 77 -�-j I ; !'--- 200' 0 200' -�_:::_- I= - 11 � ENGINEERS . , �L SURVEYORS 1. � . PLANNERS AsSOCIATES PO Box 41 19 1402 Comabrier Place Lynchbum VA 24502 Chmllottemifll,, VA 22901 Phone: 434.582.6175 Phone. 434.9842700 - - wwwmwassociatesmet ---- I SWIVI FACILITY #1 Post Developed Watershed Conditions I I ----F -1 � ............ ��� I - - Rational Method Sub -area Tabulation ,- AREA # I DESCRIPTION . I SQ. FT. I C Factor I I - t --- 1/2 ACRE LOTS I TR -55 Sub -area Tabulation I I I I I -- I i 1/2 ACRE L r I DESCRIP11ON . i 2 - . 1/2 ACRE LOTS 46,781 ���--�------�------ i n A I I . 3 I 1/2 ACRE I OTS 41 827 1 0,40 i 1 I 4 1 4 112 ACRE LOTS 30,858 1 0.40 1 i------ -;- 5 i ROAD j 99,783 - - -L- i 0.90 - - 1 j . -----� � --� 6 I SIDEWALK 1 17,138 I I 0.96 I 1 I ----� ---- 7 i SIDEWALK 5,271 0.90 I I -1 - 8-----1 SIDEWALK I 9 1 GRASS 7,163 8,504 0'.-�O- 0.3( - E i � --j------- --- 1 I - I id ---i GRASS ,, I ----dkA§S- il�, - ---- --- I ---- -OR ----. --------.-,�-.------,-----,�-"- i F EST ,---- - - ---- - - ------- 20,589 6,415 i 14,525 13,970 30,275 0.30 0-- .30 ----------,.--.,-.-�..,.-I.---,-�.�..�-----..-,----...--.-. 1 0.25 -- 1 0.25 1 0.36------- i ----4---------- ---- ------------. ; ! .. j . ----- --,---4-- --- 1 - -- ----+- 1 1 1� _ .[_DRY POND 14 1 GRASS - -f� - - - I IF- -OR ff S -T (O -FF S -rr-E-)- t -I- 8-, If - 7-- 2i - - - - - - - - -6-.2 5 1 --------.+------- , . 1 i I Drainage Area Design Summary i � Off-site TotaW I----- 18,17Zsf or, 0.+Ac. . i 25% I I On-site Total= 873,064' sf oel 20.0�Ac. - ------ I I 1 Total DrainagE - � --- I Weighted C =i i sf 0. ?1 -�T- I 0.461 --- - 20 51Ac. '-*- I ------I------- I � . ---- I I i F- 33% (Based on Simple Method Imper%fious Area= I— -A- - ��WQV=�--- t 296,975 i sf 0 . - �4,741§ f cf- ' - - - Worksheet C-37) . ----- - - I I .- " " -.I---- -- Owrcompensation QV= 1 8,408' cf .1 - -------- ---.---L- ------,--- m owrcompensation worksheet Total Required WQV=j -- -- 33,156icf :::j��;t7Z(o&�de-d';=-[-- --�3-,2-5 97 cf - -------4---------- Forebay Volume Required ' ------ 6,187 cf .1 rovided =1 10,3691cf - Target Pollutant RemovaP- 36'�o (per Albemarle County Sirii�le`-Method Worksheet) Tc Summary (TR -65 Method) Sheet Flow (A -B) Shallow Conc. Flow (B ->C) Channel Flow (C -End) Total Time Length (ft.) 50 Length (ft) 401 Length (I )I 1,192 1 C Slope 14% Slope 5.7% Travel fime based on an eve. velocity of4 fps. ------ -- - - -1 �7 Ll _ 2-yr Rain (in) 4.0 Manning's N Tc (min.) 2.3 I Tc (min.) 1.7 --- B 1 18744 i B i SWIVI Facility #2 Post Developed Watershed Conditions -� -- 7 I 1 I i I C Factor I I I I I 1/2 ACRE LOTS 188,462 TR -55 Sub -area Tabulation 2 1/2 ACRE LOTS AREA # r I DESCRIP11ON . SQ. FT. I % IMP EQUIV IMP: SOIL GRP 1 CN I 1/2 ACRE LOTS I J-- 0.40 I f I ROADS I 2 1 1/2 ACRE 1 - FOREST (GOOD) 1 255,400 _ _ 1 1,627,393 1 25% 0% -------1- 63850 0 B t --- ,-----. B 1 70 55 - t FOREST (GOOD) 1 697,443 i 0% I 0 B ! 55 -----4 - I i ROADS 1 70,116 __j 100% �.- 1 70116 -----.----- B 98 5 --4-------- 6 7 , 8 GRASS i 1 FOREST (GOOD) t- 1 - 1 SIDEWALK 1 ----- 1 DRY POND ___I__ 111,474 0% I -��--� 724708 0% '- - 6,221 1 100% -�-- 4 ,832 1 0`316 0 I -0: 6221 - I B B 1 B B 1 61 60 98 - 98 9 1 1/2 ACRE LOTS 1 139,184 1 25% 1 34796 1 B 1 70 10 13 ROADS 1 21,860 1 100% - I �-186C---I---d----.---68-- 14 FOREST (OFF-SITE) 11 ---- 12 0.25 SIDEWALK 1 3,781 I GRASS 1 4,533 1 -1000/0 - 0% - -111U I ----B 0 B L --6-1-13 -- 98 61 . 13 Off -Site Total= 1 GRASS 1 7,466 7,---q--/-0 0.2 Ac. On -Site Total= 61 14 1 2-5 ACRE LOTS 138,871 5% or 1 C 70 16 i RE LOTS ROADS 67,872 18,744 1 25% 100% --- B 1 18744 i B i 70 98 17 - 1�- I 1 I GRASS SIDEWALK 6,565 7 5,562 - - 0% 100% 0 5562- � 8 1 61 - 19 1 Overcompensation WQV= SIDEWALK 3,759 1000/6 3759 1 1 B 1 98 20L___i Provided= 16,247 ef GRASS _L 4,497 i 1 0% 0 i . B ==61 43% (per Albemarle County Simple Method Worksheet) 21 1 1/2 ACRE LOTS 38,240 -11 -25% 9560 1_ B 1 -1-- 70 - - 22 __ 23 I SIDEWALK GRASS 1,307 i -- I 1,543 ! 100% 0% 0 C i j --- --�-- ; U i 98 f4 24 , 2 -yr Rain (in) 4.0 Surface Unpaved ROADS 7,079 i 100% 7079 C 1 _ 98 25 GRASS - 1,409 0% 0 C 74 - 26 27 SIDEWALK 1 1/2 ACRE LOTS I 1,173 10,909 1 1173 ---- C . 98 i +- � - ; i I i i I I : -il -t--- . I I I . I I---I I I I i -------,----- t I ---- - - Drainage Area Design Summary ------- Off-site Total : On-site Total= 712,788 i cf 3,181,313'cf or or 16*Ac. 73.0!Ac. . i --I-- Total Drainage Area - 3,9 I_T��J�f o Weighted CN = 60.64 ___ --�"* -�--- 1 I Total Impervious CoI .___ 335,367 cf or�j 9%! I ; I I Target Pollutant RemoNal=l 0% I (per Albemarle Simple Method Worksheet) Tc Summary (TR -55 Method) Sheet Flow (A ->B) Shallow Cone. Flow (B ->C) Channel Flow (C ->End) Total Time Length (ft.) 50 Length (ft) 1416 LengtF(-ft)T-1,445 Slope 10% Slope 25.0% Travel time based on an ave. velocity of 4 fps. - - 2 -yr Rain (in) 4.0 Surface Unpawd ---- Manning's N 0.8 1 , Tc (min )- 10.1 I Tc (min.). .� I Te (min.)l 6.0 SWM FACILITY #3 Post Developed Watershed Conditions DESIGNED BY. PROJECT. HYLAND RIDGE REVISION NUMBER: JJK (AKA LAKE RIDGE) 2 DRAWN BY. DRAWING NUMBER: To, JFR TITLE: REVIEWED BY. POST -DEVELOPED DRAINAGE AREA C-33 Dim WWA NUMBER: FILE NAME: SCALE. I DATE: SHEET NUMBER: M -Post DA.dwg H: 1`--200' 12-05-07 33 of 57 V. NIA . I Rational Method Sub -area Tabulation AREA # DESCRIPTION SQ. FT. C Factor 1 1/2 ACRE LOTS 188,462 0.40 2 1/2 ACRE LOTS 142,943 0.40 3 1/2 ACRE LOTS 24,787 0.40 4 1/2 ACRE LOTS 22,941 0.40 5 ROADS 113,548 0.90 6 SIDEWALK 10,000 0.90 7 SIDEWALK 7,526 0.90 8 SIDEWALK 4,717 0.90 9 GRASS 11,748 0.30 10 GRASS 9,228 0.30 1 1 GRASS 5,543 0.30 12 BIOFILTER 11,257 0.25 13 GRASS 37,288 0.30 14 FOREST (OFF-SITE) 8,630 0.25 Drainage Area Design Summary Off -Site Total= 8,630 cf or 0.2 Ac. On -Site Total= 589,988 cf or 13.5 Ac. Total Drainage Area= 598,618 cf or 13.7 Ac. Weighted C= 0.50 Impervious Cover-- 233,461 cf or 39% WQV-- 5,232 ef Overcompensation WQV= 470 cf Total Required WQV= 5,702 cf -> Provided= 16,247 ef Forebay Volume Required= 4,394 cf -> Provided= 4,409 cf Target Pollutant Removal= 43% (per Albemarle County Simple Method Worksheet) Tc Summary (TR -55 Method) She t Flow (A-13) Shallow Conc. F ow (B ->C) Channel Flow (C ->End) Total Time Length (ft.) 50 Length (ft) 329 Length (ft) 914 , 8.4 , . Slope 12% Slope 10.9% Travel time based on an eve. velocity of 4 fps. , 2 -yr Rain (in) 4.0 Surface Unpaved I Manning's N 0.24 1 Te (min.) 3.6 2 Tc (min.) 1.0 . Tc (min.)l 3.8 DESIGNED BY. PROJECT. HYLAND RIDGE REVISION NUMBER: JJK (AKA LAKE RIDGE) 2 DRAWN BY. DRAWING NUMBER: To, JFR TITLE: REVIEWED BY. POST -DEVELOPED DRAINAGE AREA C-33 Dim WWA NUMBER: FILE NAME: SCALE. I DATE: SHEET NUMBER: M -Post DA.dwg H: 1`--200' 12-05-07 33 of 57 V. NIA . I rn 3 -v z t M I U rn 3 C v Q_ CDC C W v C i� o_ 0 0 (0 0 N m v a� ze J 0 M 0 co 0 N i C 1 2 NO. STORMWATER MANAGEMENT NARRATIVE PROJECT DESCRIPTION STORMWATER MANAGEMENT FOR HYLAND RIDGE WILL BE ACHIEVED THROUGH A COMBINATION OF DETENTION, EXTENDED DETENTION AND BIORETENTION FACILITIES. THE FACILITIES ARE DESIGNED TO ATTENUATE THE 2 -YEAR AND 10 -YEAR POST DEVELOPED PEAK RUNOFF RATES TO THE 2 -YEAR AND 10 -YEAR PRE DEVELOPED PEAK RUNOFF RATES AND PROVIDE THE REQUIRED PHOSPHOROUS REMOVAL. FACILITY NO. 1 IS AN EXTENDED DETENTION BASIN THAT PROVIDES WATER QUALITY TREATMENT BY DETAINING THE REQUIRED WATER QUALITY VOLUME (1.0" RUNOFF FROM POST DEVELOPED IMPERVIOUS SURFACES OR 2*WQV) FOR A PERIOD OF 30 HOURS. FACILITY NO.1 ALSO PROVIDES THE NECESSARY WATER QUANTITY PEAK FLOW CONTROL FOR POST DEVELOPED CONDITIONS. REFERENCE THE SIMPLE METHOD BMP WORKSHEET ON DRAWING C-37. FACILITY NO. 2 IS A RETENTION FACILITY THAT PROVIDES THE REQUIRED WATER QUANTITY PEAK FLOW CONTROL FOR THE POST DEVELOPED DRAINAGE AREA. AS PER THE SIMPLE METHOD BMP WORKSHEET LOCATED ON DRAWING C-37, WATER QUALITY CONTROLS ARE NOT REQURIED FOR THIS DRAINAGE AREA. HOWEVER, FOR AESTHETIC QUALITY, THE POND WILL HAVE A PERMANENT WATER SURFACE ELEVATION. NO WATER QUALITY CREDIT HAS BEEN TAKEN FOR THE AESTHETIC PERMANENT POOL. FACILITY NO. 3 IS A BIORETENTION FILTER. THE BIOFILTER FACILITY WILL BE LOCATED IN THE NORTHWEST CORNER OF THE SITE. THE BIOFILTER FACILITY WILL ASSIST WITH STORMWATER QUALITY TREATMENT REQUIREMENTS BY ENSURING THAT THE FIRST FLUSH VOLUME (0.5" RUNOFF FROM POST DEVELOPED IMPERVIOUS SURFACES) IS FILTERED THROUGH THE FILTER MEDIA AND UNDERDRAIN. HYDROLOGICAL ANALYSIS PRE- AND POST -DEVELOPMENT RUNOFF RATES WERE COMPUTED FOR 2, 10, AND 100 -YEAR STORM EVENTS. THE MODIFIED RATIONAL METHOD WAS EMPLOYED FOR CALCULATING RUNOFF RATES FOR THE DRAINAGE AREAS OF FACILITIES NO. 1 AND NO. 3. THE TR -55 METHOD WAS USED FOR THE LARGER DRAINAGE AREA OF FACILITY NO. 2. PEAK RUNOFF RATES AND STORMWATER ROUTING CALCULATIONS WERE PERFORMED USING HYDRAFLOW SOFTWARE. DRAINAGE AREA CHARACTERISTICS THE PRE DEVELOPED DRAINAGE AREA FOR STORMWATER MANAGEMENT FACILITY NO. 1 IS COMPOSED OF APPROXIMATELY 5.93 ACRES OF FORESTED LAND IN GOOD CONDITION. REFERENCE SHEET C-32 FOR A DESCRIPTION, CURVE NUMBER, AND TIME OF CONCENTRATION FOR THE PRE DEVELOPED AREA. THE POST DEVELOPED DRAINAGE AREA FOR STORMWATER MANAGEMENT FACILITY NO. 1 IS 20 ACRES COMPOSED PRIMARILY OF 1/2 ACRE LOTS, ROAD, AND LAWNS. REFERENCE SHEET C-33 FOR A DESCRIPTION, CURVE NUMBER, AND TIME OF CONCENTRATION FOR THE POST DEVELOPED AREA. THE PRE DEVELOPED DRAINAGE AREA FOR STORMWATER MANAGEMENT FACILITY NO. 2 IS COMPOSED OF APPROXIMATELY 72.4 ACRES OF FORESTED LAND IN GOOD CONDITION. REFERENCE SHEET C-32 FOR A DESCRIPTION, CURVE NUMBER, AND TIME OF CONCENTRATION FOR THE PRE DEVELOPED AREA. THE POST DEVELOPED DRAINAGE AREA FOR STORMWATER MANAGEMENT FACILITY NO. 2 IS 91.8 ACRES COMPOSED PRIMARILY OF 1/2 ACRE LOTS, ROAD, AND FORESTS. REFERENCE SHEET C-33 FOR A DESCRIPTION, CURVE NUMBER, AND TIME OF CONCENTRATION FOR THE POST DEVELOPED AREA. THE PRE DEVELOPED DRAINAGE AREA FOR STORMWATER MANAGEMENT FACILITY NO. 3 IS COMPOSED OF APPROXIMATELY 6.05 ACRES OF FORESTED LAND IN GOOD CONDITION. REFERENCE SHEET C-32 FOR A DESCRIPTION, CURVE NUMBER, AND TIME OF CONCENTRATION FOR THE PRE DEVELOPED AREA. THE POST DEVELOPED DRAINAGE AREA FOR STORMWATER MANAGEMENT FACILITY NO. 3 IS 13.2 ACRES COMPOSED PRIMARILY OF 1/2 ACRE LOTS AND ROAD. REFERENCE SHEET C-33 FOR A DESCRIPTION, CURVE NUMBER, AND TIME OF CONCENTRATION FOR THE POST DEVELOPED AREA. DUE TO THE GENERAL STEEPNESS OF THE SITE AND THE ABILITY TO OBTAIN AT LEAST 2 -FEET OF FREEBOARD ABOVE THE 100 -YEAR STORM IN THE THREE FACILITIES, EMERGENCY SPILLWAYS WERE NOT USED. OVERCOMPENSATION QUALITY AND QUANTITY OVERCOMPENSATION IS REQUIRED TO ACCOUNT FOR THE 12.5 ACRES OF UNCONTROLLED AREA FROM THE SITE. WATER QUALITY OVERCOMPENSATION ACCORDING TO THE ALBEMARLE COUNTY SIMPLE METHOD WORKSHEET ON THIS SHEET, AN ADDITIONAL 4,675 FEET OF WATER QUALITY VOLUME IS REQUIRED TO OVERCOMPENSATE. THIS VOLUME IS DIVIDED BETWEEN FACILITIES NO. 1 AND NO.3. THE BIOFILTER IS DESIGNED WITH AN ADDITIONAL WQV OF 486 CUBIC FEET WHILE THE EXTENDED DETENTION BASIN IS DESIGNED FOR THE REMAINING 4,188 CUBIC FEET. REFERENCE THE OVERCOMPENSATION WORKSHEET ON THIS SHEET. THE FINAL ANALYSIS POINT FOR WATER QUALITY IS LOCATED ON THE WESTERN BORDER OF THE SITE, WHERE THE STREAM EXITS THE PROPERTY AND AFTER ALL TRIBUTARY STREAMS HAVE COME TOGETHER. WATER QUANTITY OVERCOMPENSATION THE PEAK FLOW FROM THE UNCONTROLLED AREAS IS COMPENSATED ENTIRELY IN FACILITY NO. 2. REFERENCE THE OVERCOMPENSATION WORKSHEET ON THIS SHEET. SEDIMENT FOREBAYS STORMWATER MANAGEMENT FACILTIES NO. 1 AND NO. 3 INCORPORATE SEDIMENT FOREBAYS TO ALLOW PRE-TREATMENT OF STORMWATER BEFORE ENTERING THE MAIN FACILITY. FACIUTY NO. 1 UTILIZES A TRADITIONAL FOREBAY WHILE FACILITY NO. 3 UTILIZIES A GABION BASKET. FOREBAYS WERE SIZED TO CONTAIN 0.25 INCHES OF RUNOFF FROM PROPOSED IMPERVIOUS SURFACES WITHIN THE RESPECTIVE DRAINAGE AREA. FOREBAY CALCULATIONS CAN BE FOUND IN THE DESIGN TABLES ON DWG C-33. MAINTENANCE THE APPROXIMATE LOCATIONS OF MAINTENANCE ACCESS ROADS FOR ALL STORMWATER FACILITIES HAVE BEEN SHOWN ON THE PLAN. THESE ROADS WILL ALLOW VEHICULAR ACCESS ONTO THE TOP OF THE EMBANKMENTS AND TO THE SEDIMENT FOREBAYS. EROSION & SEDIMENT CONTROL ALL SWM FACILITIES WILL BE USED AS SEDIMENT BASINS DURING CONSTRUCTION AND WILL BE GRADED DURING THE ROUGH GRADE PHASE. NO CONVERSION OF SEDIMENT BASINS SHALL OCCUR UNTIL THE ENTIRE DRAINAGE AREA HAS BEEN STABILIZED AND THE BASIN HAS BEEN APPROVED BY THE COUNTY INSPECTOR. ADDRESS COUNTY/VDOT COMMENTS JJK 02/08/08 REVISED TYPICAL SECTION FONTANA DRIVE JJK 03/13/08 REVISION PRE AND POST DEVELOPMENT PEAK RUNOFF RATES THE FOLLOWING PEAK RUNOFF RATES ARE THE RESULT OF HYDROLOGIC EVALUATION AND ROUTING CALCULATIONS USING HYDRAFLOW SOFTWARE. REFERENCE DRAWING C-38 FOR HYDRAFLOW OUTPUT FILES. STORMWATER MANAGEMENT FACILITY NO. ;1 PRE DEVELOPMENT CONDITION 2 -YEAR = 6.25 CFS 10 -YEAR = 8.11 CFS 100 -YEAR = 10.70 CFS POST DEVELOPMENT ROUTED CONDITION 2 -YEAR = 5.06 CFS 10 -YEAR = 6.58 CFS i 482.00 (TOP OF POND) - 479.96 (100 YEAR ELEVATION) = 2.04 FEET STORMWATER MANAGEMENT FACILITY NO. 2 PRE DEVELOPMENT CONDITION 2 -YEAR = 28.43 CFS - 7.8 CFS (COMPENSATION) = 20.6 CFS 10 -YEAR = 114.23 CFS - 10.1 CFS (COMPENSATION) = 104.13 CFS 100 -YEAR = 255.58 CFS ! POST DEVELOPMENT ROUTED CONDITION 2 -YEAR = 3.12 CFS 10 -YEAR = 71.23 CFS 538.00 (TOP OF POND) - 535.15 (1 00 ( YEAR ELEVATION) = 2.85 FEET STORMWATER MANAGEMENT FACILITY NO. 3 PRE DEVELOPMENT CONDITION 2 -YEAR = 8.50 CFS 10 -YEAR = 11.03 CFS 100 -YEAR = 14.56 CFS POST DEVELOPMENT ROUTED CONDITION " 2 -YEAR = 6.29 GFS 10 -YEAR = 9.96 CFS 462.00 (TOP OF FILTER) - 459.82 (100 -YEAR ELEVATION) = 2.18 FEET CRITICAL STORM DURATION THE CRITICAL STORM DURATIONS WERE CALCULATED TO VERIFY WHICH ONE REQUIRES THE GREATEST VOLUME OF STORAGE WITH RESPECT TO THE ALLOWABLE RELEASE RATE. BOTH FACILITY NO.1 AND FACILITY NO. 3 ARE DESIGNED TO DETAIN THE MAXIMUM STORAGE VOLUME. THE STORM DURATION FACTORS FOR THE 2 YEAR, 10 YEAR, AND 100 YEAR STORMS FOR STORMWATER MANAGEMENT FACILITY NO. 1 ARE 72, 81;, AND 117 MINUTES, RESPECTIVELY. FOR STORMWATER MANAGEMENT FACILITY NO. 3, THE STORM DURATION FACTORS FOR THE 2 YEAR, 10 YEAR, AND 100 YEAR STORMS ARE 46.2, 38.5, AND 55 MINUTES, RESPECTIVELY. HYDRAULIC ANALYSIS I THE PEAK 2 -YR AND 10 -YR FLOW RATES AT THE ANALYSIS POINT ARE BELOW THE PRE -DEVELOPMENT CONDITIONS. ALL PIPES AND CHANNELS ARE DESIGNED TO ACCOMMODATE A 2 -YEAR STORM FOR EROSION RESISTANCE AND A 10 -YEAR STORM FORT CAPACITY. THIS DEVELOPMENT PROPOSES NO INCREASE OF PEAK FLOWS AND THE DOWNSTREAM RECEIVING CHANNEL IS ADEQUATE. WATER QUALITY SUMMARY (REFERENCE SHORT METHOD BMP WORKSHEET ON SHEET C-37) I IN ACCORDANCE WITH ALBEMARLE COUNTY ORDINANCE SECTION 17-315 AND THE VSMH, THE STORMWATER MANAGEMENT FACILITIES PROPOSED WITH THIS PLAN REDUCE THE POST -DEVELOPMENT PHOSPHOROUS LOAD TO THE PRE -DEVELOPED LEVEL. STORMWATER MANAGEMENT FACILITY NO. (EXTENDED DETENTION BASIN) REQUIRED REMOVAL RATE = 34% PROVIDED REMVOAL RATE = 35% STORMWATER MANAGEMENT FACILTIY NO. 3 (BIOFILTER) REQUIRED REMOVAL RATE = 43% PROVIDED REMOVAL RATE = 50% i DATE I No. REVISION COMPENSATION CALCULATIONS ShortVersion BMP Computations For Worksheets 2 - 6 Albemarle County Water Protection Ordinance: Modified Simple Method Plan: HYLAND RIDGE Water Resources Area Preparers DAVID JENSEN, PE Date` 3 -Aug -07 Project Drainage Area Designation Overcompensation Worksheet L storm pollutant export in pounds, L = [P(Pj)Rv112 ] [ C(A)2.72 ] Rv mean runoff coefficient, Rv= 0.05 + 0.009(0) Pi small storm correction factor, 0.9 percent imperviousness P annual precipitation, 43" in Albemarle A project area in acres in subject drainage area, 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, RR100/L(post) Impervious Cover Computation (values in feet & square feet) DEVELOPMENT AREA Item pre -development Paved Length Width subtotal 1Area,post-development ;Area j I Length Width subtotal RR I J Roadways �-� 0 Driveways Length Width no. subtotal ; Length Width no._ subtotal j ii and walks 0.42 Sidewalks 0 Parking Lots Area 1 Area 2 Area 3 Area 4 ; Area 1 Area 2_ Area 3 Area 4 ! _ _ 7_ Gravel areas Area 1 Area btotal i ff Area 1 Area 2 lsubtotal 0 i x 0.70 8.13 Ix0.70= Other Rural Land,_ Structures Area no. subtotal Actively -grazed pasture & Area ! Area no. subtotal 112 Ac. Lots (25% Imp),l 403,6 7 Area 100,914 yards and cultivated turf F ix 0.08 = I 141,025x 0.08 = 11,282 Active crop land Area $D U Area v 42 �__-� ' x 0.25 = 53 [-----7x 0.25 = 1 Other Impervious Areas Area1 Area 2 Area 3 I F_ Facility #3 1 Area 1 Area 2 Area 3 i I i Impervious Cover I(pre) Rv(post) V � I 0.24 173.1 cy -> 4,674 cf New Develonment (For Develooment Areas. existino impervious cover <= 200%) I 21%I 1(post) C f I (pre) * Rv(pre) I L(pre) L(post) RR I % RR I Area Type 0.70 1.00 20% 0.231 17.65 18.07 0.42 2%1 Development Area I 0.35 0.40 1.00 i 1.00 0%1 1%1 0.05 1.92 i 9.03 0.06 1 2.5 10.3219 7.12 7.74 _ 79%i_Drinking 75% _ Water Watersheds Other Rural Land * min. values Redevelopment (For Development Areas. existing impervious cover > 20%) C T f -71 _F(pre) * Rv(pre) L(pre) 1L(post) ! RR ; % RR Area Type 0.70 0.90 20% 0.23 17.65 18.0-- 77 2.18 12% Development Area 0.35 0.85 0% 0.05 1.921 9.031 7.40 82% Drinking Water Watersheds 0.40 0.85 1% 0.06 ( 2.59 10.32. 8.13 79% Other Rural Land,_ rev. 30 May 2002 JMK I Table 12: Water Quality Compliance table WATER QUALITY COMPLIANCE 11.0 (1.0, or 0.9 for sites in the development areas where existing impervious cover is greater than 20% DA project area area captured !61.1 48 6 (should be roughly equal to limits of disturbance) project area (acres) ? 61.1 -!(should C Factor i Quality Comp. percent capture i80% �-dam.-_.--.-.._-_�- be 90% or better) f, factor 11.0 (1.0, or 0.9 for sites in the development areas where existing impervious cover is greater than 20% DA Rational DETENTION COMPLIANCE project area (acres) ? 61.1 (roughly equal to lints of disturbance)_ i _ C Factor i Quality Comp. -- larea detained (acresl48.6 12.5 Acres Uncontrolled DA - 2 yr peak flow= 1 percent capture 51 80% (should be between 80% and 120%) i Facility #1 9 I' 52 112 ACRE LOTS 18,775 $D U Facility #1 v 42 53 1 co N Y v CX Y Facility #3 Facility #2 m n ! co 0) C1. 159,459 f r- Facility #2 m 01 55 1/2 ACRE LOTS v Q N a o remarks Detained Areas 56 GRASS 47,459 0.30 Facility #3 SWMArea No.1 20.5 8.11 17.58 6.58 drains to perennial stream SWMArea No. 2 89.4 114.23 192.42 71.23 drains to intermittent stream SVM Area No. 3 13.7 11.03 14.43 9.96 drains to perennial stream Drainage Area Design Summary Total 544,682 N 12.5 Ac. _ Weighted C = 0.37 "` _ Total Impervious Cover= 112,196 cf or 21% facility name• Areas 51-58 12.5 t 30.1 n/a facility type 8,408 cf Facility #3 (Bioretention Filter) WQV= remarks SVVM No. 1 20.5 0.20 0.33 34% 33156.0 Ex. Detention Basin 35% 33259.0 1.00 Sheet Flow (A ->B) Shallow Conc. Flow (B ->C) Channel Flow (C ->End) Total Time Length (ft.) 50 Length (ft) 329 Length (ft)l 914 Slope 12% Slope 10.9% Travel time based on an ave. velocityof4 fps. 2 -yr Rain (in) 4.0 Surface UnpaNed Permanent Tc (min.) 3.6 Tc (min.) 1.0 Tc (min.) 3.8 8.4 Pool for Aesthetic SWM No. 2 89.4 0.20 0.09 0% 1 - Retention Basin WA I WA I WA IQUality SWM No. 3 13.7 0.20 0.37 43% 5702.0 Biofifter1 50% 1 16247.0 1 2.8 Table 14: Detention Compliance table If DA Rational DETENTION COMPLIANCE project area (acres) ? 61.1 (roughly equal to lints of disturbance)_ i _ C Factor i Quality Comp. -- larea detained (acresl48.6 12.5 Acres Uncontrolled DA - 2 yr peak flow= 1 percent capture 51 80% (should be between 80% and 120%) i Facility #1 Facility #2 Post -Developed DA 52 112 ACRE LOTS 18,775 $D U Facility #1 v 42 53 1 co N Y v CX Y Facility #3 Facility #2 m n ! co 0) C1. 159,459 0.30 r- Facility #2 m 01 55 1/2 ACRE LOTS v Q N a o remarks Detained Areas 56 GRASS 47,459 0.30 Facility #3 SWMArea No.1 20.5 8.11 17.58 6.58 drains to perennial stream SWMArea No. 2 89.4 114.23 192.42 71.23 drains to intermittent stream SVM Area No. 3 13.7 11.03 14.43 9.96 drains to perennial stream Drainage Area Design Summary Total 544,682 Un -detained Areas 12.5 Ac. _ Weighted C = 0.37 Compensation _ Total Impervious Cover= 112,196 cf or 21% Total Water Quality Compensation WQV= Areas 51-58 12.5 20.9 30.1 n/a Overcompensated for SWM Facifity No. 2 8,408 cf Facility #3 (Bioretention Filter) WQV= 4701 cf Water Quantity Compensation=� see Quantity Compensation This Sheet I Post -Developed Conditions- Overcompensation Quantity Controlled DA Rational Method Sub -area Tabulation AREA # DESCRIPTION SQ. FT. C Factor i Quality Comp. Quantity Comp. 12.5 Acres Uncontrolled DA Pre -developed DA 2 yr peak flow= i 51 112 ACRE LOTS 32,551 0.40 Facility #1 Facility #2 Post -Developed DA 52 112 ACRE LOTS 18,775 0.40 Facility #1 Facility #2 53 34,107 0.30 Facility #3 Facility #2 I 54 _GRASS GRASS 159,459 0.30 I Facility #3 Facility #2 ! 55 1/2 ACRE LOTS 42,405 0.40 Facility #1 Facility #2 Routed 56 GRASS 47,459 0.30 Facility #3 Facility #2 57 1/2 ACRE LOTS 60,811 0.40 Facility #1 Facility #2 58 1/2 ACRE LOTS I 249,115 1 0.40 J Facility #1 Facility #2 Drainage Area Design Summary Total 544,682 cf or 12.5 Ac. _ Weighted C = 0.37 _ Total Impervious Cover= 112,196 cf or 21% Total Water Quality Compensation WQV= 4,674 cf per Albemarle Simple Method Worksheet Facility #1 (Extended Detention) WQV= 4,204 cf 2*WQV=l 8,408 cf Facility #3 (Bioretention Filter) WQV= 4701 cf Water Quantity Compensation=� see Quantity Compensation This Sheet I Tc Summary (TR -55 Method) Sheet Flow (A ->B) Shallow Conc. Flow (B ->C) Channel Flow (C ->End) Total Time Length (ft.) 50 Length (ft) 329 Length (ft)l 914 Slope 12% Slope 10.9% Travel time based on an ave. velocityof4 fps. 2 -yr Rain (in) 4.0 Surface UnpaNed Manning's N 0.24 Tc (min.) 3.6 Tc (min.) 1.0 Tc (min.) 3.8 8.4 I,TH OF •• DESIGNED BY. 1 = JJK ENGINEERS ✓� DRAWN BY: U I 9 SURVEYORS To, JFR DA M. SEN PLANNERS Lic. No. 11484/� REVIEWED BY. �o / vow ASSOCIATES OJM 3 13 Q g PO sox 4119 1402 Greenbrier PlaceLynchbuM VA wwA NUMBER: Phone: 582.6175 Phone: 434 984.270CbmiwesvMe, VA 0 �s I O N A L �'www.wwassociates.net 206030.10BY DATE QUANTITY OVERCOMPENSATION Controlled DA Pre -developed Area 2 yr peak flow= 28.4 Cfs I 10 yr peak flow= 114.2 cfs 12.5 Acres Uncontrolled DA Pre -developed DA 2 yr peak flow= 16.2 cfs 10 yr peak flow= 20.9 cfs Post -Developed DA ' 2yr peak flow= 24.0 cfs 10yr peak flow= 3 1. 0 cfs i Compensation (Uncontrolled post - Uncontrolled] pre) I 2 yr compensation= 7.8 cfs 10 yr compensation= 10.1 cfs j Facility #2 Quantity Overcompensation Target (controlled pre-compesation) > Routed 2 yr peak flow= 20.6 Cfs 3.12 10 yr peak flow= 104.1Cfs 71.23 PROJECT. HYLAND RIDGE (AKA LAKE RIDGE) FINAL SUBDIVISION PLANS TITLE. STORMWATER NARRATIVE FILE NAME: SCALE: DATE: H: NIA 12-05-07 C-34-SWM-NAR.dwg V: N/A REVISION NUMBER: 2 DRAWING NUMBER: C-34 SHEET NUMBER: 34 of 57 STORMWATER FACILITY NOTES 1. SEE EROSION AND SEDIMENT CONTROL DRAWING C-25 FOR POND PHASING NOTES WITH RESPECT TO THE SEDIMENT BASIN. 2. A GEOTECHNICAL ENGINEER SHALL PERFORM A SITE INVESTIGATION, LABORATORY TESTING, AND AN ENGINEERING ANALYSIS AND PRESENT THE FINDINGS, RECOMMENDATIONS AND COMMENTS ON ITEMS SUCH AS: FOUNDATION/EMBANKMENT MATERIALS AND PREPARATION; DESIGN OF INTERIOR DRAINAGE FEATURES AND FILTERS; AND GEOTECHNICAL DESIGN OF CONDUITS/STRUCTURES THROUGH THE EMBANKMENT, INCLUDING SEEPAGE AND STABILITY ANALYSES. 3. EMBANKMENT FILL MATERIAL SHALL BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. IT SHALL BE FREE OF ROOTS, STUMPS, WOOD, RUBBISH, STONES GREATER THAN 6 INCHES, AND FROZEN OR OTHER OBJECTIONABLE MATERIALS. FILL MATERIAL FOR THE EMBANKMENT CORE AND THE CUTOFF TRENCH SHALL CONFORM TO UNIFIED SOIL CLASSIFICATION GC, SC, OR CL. CONSIDERATION MAY BE GIVEN TO THE USE OF OTHER MATERIALS IN THE EMBANKMENT IF THE DESIGN AND CONSTRUCTION ARE SUPERVISED BY A GEOTECHNICAL ENGINEER. 4. A GEOTECHNICAL STUDY OF THE SOILS TO BE USED IN THE EMBANKMENT MUST BE COMPLETED BEFORE CONSTRUCTION OF THE EMBANKMENT BEGINS. 5. A GEOTECHNICAL INSPECTOR MUST BE PRESENT TO MONITOR THE CONSTRUCTION OF THE EMBANKMENT AND TEST COMPACTION. 6. THE EMBANKMENT MUST BE CONSTRUCTED IN A MANNER TO MEET ALL THE REQUIREMENTS AND SPECIFICATIONS OF MINIMUM STANDARD 3.01 OF THE VIRGINIA STORMWATER MANAGEMENT HANDBOOK. 7. ALL RIPRAP SHALL BE PLACED ON VDOT STANDARD WOVEN GEOTEXTILE FABRIC. VEGETATIVE GROWTH SHALL NOT BE PERMITTED THROUGH FABRIC. 8. RISER STRUCTURE JOINTS SHALL BE GASKETED AND PARGED INSIDE AND OUTSIDE WITH NON -SHRINK GROUT. EMBANKMENT NOTES AREAS DESIGNATED FOR BORROW SITES, EMBANKMENT CONSTRUCTION, AND STRUCTURAL WORK SHALL BE CLEARED, GRUBBED AND STRIPPED OF TOPSOIL. ALL TREES, VEGETATION, ROOTS AND OTHER OBJECTION& MATERIAL SHALL BE REMOVED. ALL CLEARED AND GRUBBED MATERIAL SHALL BE DISPOSED OF OUTSIDE AND BELOW THE LIMITS OF THE EMBANKMENT AND RESERVOIR, AS DIRECTED BY THE OWNER OR HIS REPRESENTATIVE. WHEN SPECIFIED, A SUFFICIENT QUANTITY OF TOPSOIL SHALL BE STOCKPILED IN A SUITABLE LOCATION FOR USE ON THE EMBANKMENT AND OTHER DESIGNATED AREAS. EARTH FILL 1. MATERIAL - FILL MATERIAL SHALL BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. IT SHALL BE FREE OF ROOTS, STUMPS, WOOD, RUBBISH, STONES GREATER THAN 6 INCHES, AND FROZEN OR OTHER OBJECTIONABLE MATERIALS. FILL MATERIAL FOR THE CENTER OF THE EMBANKMENT AND THE CUTOFF TRENCH SHALL CONFORM TO UNIFIED SOIL CLASSIFICATION GC, SC, OR CL. CONSIDERATION MAY BE GIVEN TO THE USE OF OTHER MATERIALS IN THE EMBANKMENT IF THE DESIGN AND CONSTRUCTION ARE SUPERVISED BY A GEOTECHNICAL ENGINEER. 2. PLACEMENT - AREAS ON WHICH FILL IS TO BE REPLACED SHALL BE SCARIFIED BEFORE ITS PLACEMENT. FILL MATERIAL SHALL BE PLACED IN LAYERS A MAXIMUM OF 8 INCHES THICK (BEFORE COMPACTION), WHICH SHALL BE CONTINUOUS OVER THE ENTIRE LENGTH OF THE FILL. THE MOST PERMEABLE BORROW MATERIAL SHALL BE PLACED IN THE DOWNSTREAM PORTIONS OF THE EMBANKMENT. THE PRINCIPAL SPILLWAY MUST BE INSTALLED CONCURRENTLY WITH FILL PLACEMENT AND NOT EXCAVATED INTO THE EMBANKMENT. 3. COMPACTION - FILL MATERIAL SHALL BE COMPACTED WITH APPROPRIATE COMPACTION EQUIPMENT SUCH AS A SHEEPSFOOT, RUBBER -TIRED OR VIBRATORY ROLLER. THE NUMBER OF REQUIRED PASSES BY THE COMPACTION EQUIPMENT OVER THE FILL MATERIAL MAY VARY WITH SOIL CONDITIONS. FILL MATERIAL SHALL CONTAIN SUFFICIENT MOISTURE SUCH THAT THE REQUIRED DEGREE OF COMPACTION WILL BE OBTAINED WITH THE EQUIPMENT USED. THE MINIMUM REQUIRED DENSITY IS 95% OF MAXIMUM DRY DENSITY WITH A MOISTURE CONTENT WITHIN t 2% OF THE OPTIMUM, UNLESS OTHERWISE SPECIFIED BY THE ENGINEER. EACH LAYER OF THE FILL SHALL BE COMPACTED AS NECESSARY TO rn OBTAIN MINIMUM DENSITY AND THE ENGINEER SHALL CERTIFY, AT THE TIME OF CONSTRUCTION, THAT EACH FILL LAYER MEETS THE MINIMUM DENSITY REQUIREMENT. ALL COMPACTION IS TO BE DETERMINED BY EITHER STANDARD PROCTOR TEST (ASTM D698) OR THE MODIFIED PROCTOR TEST (ASTM D1557) AS DIRECTED BY THE GEOTECHNICAL ENGINEER BASED ON SITE AND SOIL CONDITIONS cn AND THE SIZE AND TYPE OF STRUCTURE BEING BUILT. n4. CUTOFF TRENCH - THE CUTOFF TRENCH SHALL BE EXCAVATED cINTO IMPERVIOUS MATERIAL ALONG OR PARALLEL TO THE CENTERLINE OF THE EMBANKMENT AS SHOWN ON THE PLANS. THE BOTTOM WIDTH OF THE TRENCH SHALL BE GOVERNED BY THE lel EQUIPMENT USED FOR EXCAVATION, WITH THE MINIMUM WIDTH BEING 4 FEET. THE SIDE SLOPES OF THE TRENCH SHALL BE 1 HA V OR FLATTER. THE BACKFILL SHALL BE COMPACTED WITH °' CONSTRUCTION EQUIPMENT, ROLLER, OR HAND TAMPERS TO m ASSURE MAXIMUM DENSITY AND MINIMUM PERMEABILITY. 5. TOP SOIL - THE SURFACE LAYER OF COMPACTED FILL SHALL BE 'rn SCARIFIED PRIOR TO PLACEMENT OF AT LEAST 6 INCHES OF TOP w SOIL. THE TOP SOIL SHALL BE STABILIZED WITH IN ACCORDANCE WITH THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, °c LATEST EDITION. ice. 1 I i STRUCTURE AND CONDUIT BACKFILL BACKFILL THAT IS BESIDE PIPES OR STRUCTURES SHALL BE OF THE SAME TYPE AND QUALITY AS SPECIFIED FOR THE ADJOINING FILL MATERIAL. THE FILL SHALL BE PLACED IN HORIZONTAL LAYERS NOT TO EXCEED 4 INCHES IN THICKNESS AND COMPACTED I BY HAND TAMPERS OR OTHER MANUALLY DIRECTED COMPACTION EQUIPMENT. THE MATERIAL SHALL COMPLETELY FILL ALL SPACES UN ER AND BESIDE THE PIPE. DURING THE BACKFILLING OPERATION, QUIPMENT SHALL NOT BE DRIVEN CLOSER THAN 4 FEET, AS MEASURED HORIZONTALLY, TO ANY PART OF A STRUCTURE. ALSO, EQUIPMENT SHALL NEVER BE DRIVEN OVER ANY PART OF A STRUCTURE OR PIPE, UNLESS COMPACTED FILL HAS BEEN PLACED TO A DEPTH SPECIFIED BY THE STRUCTURAL LIVE LOAD CAPACITY OF THE STRUCTURE OR PIPE IN ORDER TO ADEQUATELY DISTRIBUTE THE LOAD. O � ♦ ♦ It it a. � •. z M ill_ *��/ 1 ■'q,■ /1/ :11'1- >•tlt■ ��i�< 1���®��`:Asl: !cs000l:asrMLNo© �rv.ri•�ac:.:�aa■�cy.� c•:a.C:Eca.n■uvc�■�� i.!MWLU :jMK�.i�a.m.r..ncia rs�3•rJio�t,w�-anr=�.s�i?�. RIM SCA KIM K3:7E3M©E701� !imaw-WI MMUMEUAlMEIG"m KIM t3::NNZNK .70E7E7N=00 © <OL7E7xmLjm C>EE O©OCI3E7©E_-7E� O E.iiL-�t�E>•E�Ef�E'�SJ• K7=31 F SF OR STORMWATER MANAGEMENT DRAINAGE 5TRUCTURES TORMWATER MANAGEMENT (SWM) DETAILS VRASH RACK BUOYANCY CALCULATION FOR SWM FACILITY NO. 2 RISER DIAMETER = 6.0 FT RISER HEIGHT = 13 FT RISER VOLUME = 3.14 * 3 -2 FT * 13 FT = 367 CF BUOYANT FORCE = RISER VOLUME * WEIGHT OF WATER =367 CF * 62.4 LB/CF = 22,900 LBS RESISTING FORCE = RISER VOLUME i BELOW CREST; * WEIGHT OF CONCRETE =367 CF * 150 LB/CF = 55,050 LBS 55,050 LBS (RESISTING FORCE) > 22,900 LBS *11.25 (BUOYANT FORCE) ate,w O r- M O co j 1 ADDRESS COUNTY/VDOT COMMENTS JJK 02/08/08 v 2 REVISED TYPICAL SECTION FONTANA DRIVE JJK 03/13/08 iR v J MANAGEMENT FACILITY NO. 1 - EXTENDED RETENTION BASIN 50 �9 ---- X90 • 10 On \ � - 480 _ .r _ •' .,,_ / � - / y :4 3W`M -F6C UTY--NOS OTTOM -Ec._471 0 \ \ \ \ \\ \ \ 47.2.7 X a \ \ \ \ \ / � I SWM ESMT� -�%' SCALE: 1 " = 50' STORMWATER MANAGEMENT FACILITY NO. 2 - RETENTION BASIN lk� / - 550 -- __�� �------�L/�•`, �- �� -moi 1\ \ \ \ \'\ \ \\ \ \ \�\ �'•�� - /% Y \ / -�. � rel" -_ ''_ __ • '`•`\ `t \ \ `' \ \ \ \ \ \ \ \ \ \ 6p 4. 0 - 0 If Y/ . -7 l// SWM FACILITY NO. 2 \ \ / �) l I l 11 l Ill 1 I BOTTOM EL. = 518.00 \ \\ \\ 100 Ir - Al /��� moi/ �--=�_ =�J-J 1 I l 1 1 1 // l �'_ -' .�- %�-•- - __ =.�� ----•___--= � \ 111 \\ 1 ',,moi // /r' _--��-��Jll1 I /l/ 1'� _ _ _��-''^ 44-x..-'�-..�� _-_-=--_---`�-•�\ 11,\�i 1 560 ---------- SCALE: 1 " = 50' NOTE: ALL RCP PIPE CONNECTIONS FOR RISER STRUCTURE ND 0 TFALL PIPE HALL BERUBBER GASKET AND WATER TIGHT. 535 530 525 520 515 510 10+00 10+50 11+00 11+50 MEN ate,w II �V) J Of 1 0 1- Effimm col OHM no m SETTLED TOP OF EIABANK ENT mommal ME EL. = 482.00 WIDT A = 10.7' I MEN rr mm- � mim 110 / 1 -YR SE=4 YR W E=47 IN RO GH GRADEPLANS-------,1/ -- - -INSTALL 6"x8 "x BETWEEN PREC No i / i 1 PROVIDE A- HALF / ORI GE- ES -1 �� 3" P RFOR TED 0 CONCRETE CHAD E SEE DRAWING C 37 FI L BAS SEC ION W TH NMI --- - CUTO F TRENCH CONCRETE 'NMI TO MATCH w a PIE INVERTS. 1 0.84 F Q CL III ASTM -361 IN TALL DOT No. 57 GAS ETD IPE 00 rn U DER RISER SECTION. 0 o vi 21 ' RCP © co D PTH=12 °' �QQJp0 v + � 0.5 % SLOPE I + 1n r- i< II Q II c i 0 (/)1 z v~i Z --- - - ---- 535 530 525 520 515 510 10+00 10+50 11+00 11+50 10+00 10+50 11+00 11 +50 12+00 79.96 9.38 .14 " GALVANIZED PLATES .ST RISER SECTIONS RISER JOINT) SECTION DEBRIS HOOD =476.80 ;IFICE PIPE CILITY #1 = 471.0 IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED VERT: 1 " = 5' 5' 0 5' 50' 0 50' HORZ: 1 " = 50' 10 -YR WSE=531.89 2 -YR WSE=592.27 1 " ORIFICE L=528.5 (PERM. POOL) :XISTING GRADE SHOWN N ROUGH GRADE PLANS NSTALL 6"x8"xi" GALVANIZED PLATES 3ETWEEN PRECAST RISER SECTIONS ;4 PLATES PER RISER JOINT) a0• UPTURN INVERT EL.=519.00 30TTOM OF FACILITY #2=518.0 PLUG 6" DIP DURING CONSTRUCTION TO AVOID SEDIMENT CLOGGING. FILL BASE SECTION WITH CONCRETE TO MATCH PIPE INVERTS. INSTALL VDOT NO. 57 UNDER RISER SECTION. DEPTH=12" IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED VERT: 1 " = 5' 5' 0 5' 50' 0 50' HORZ: 1 " = 50' LTH" of HYLAND RIDGE .. °Es�cNE° sr: PROJECT: REVISION NUMBER: ENGINEERS JJK (AKA LAKE RIDGE) 2 DRAWN BY: FINAL SUBDIVISION PLANS U v SURVEYORS To, JFR DRAWING NUMBER: DAVID M. JENSEN PLANNERS TITLE. ,a Li No. 11484 REviFwE° BY: STORMWATER MANAGEMENT FACILITIES NO. 1 & 2 C-35 �o ww AsSOCUTES DJM rn �j fi� PO Box 4119 14MGcanbrierPlwe SHEET NUMBER: c�' \ Lymbbm, VA 24502 cn.r>e ewMe,VAn901 WWA NUMBER: FILE NAME. SCALE: DATE: Phone: 434.58 L www.w Phone: 434.9842700 H: AS NOTED REVISION BY DATE 0 N 206030.10 C -35 -SWM -PROF. d wg V. AS NOTED 12-05-07 35 of 57 A ww.w MEN Effimm OHM no m mommal ME I MEN rr mm- � mim 110 No NMI --- - 'NMI 10+00 10+50 11+00 11 +50 12+00 79.96 9.38 .14 " GALVANIZED PLATES .ST RISER SECTIONS RISER JOINT) SECTION DEBRIS HOOD =476.80 ;IFICE PIPE CILITY #1 = 471.0 IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED VERT: 1 " = 5' 5' 0 5' 50' 0 50' HORZ: 1 " = 50' 10 -YR WSE=531.89 2 -YR WSE=592.27 1 " ORIFICE L=528.5 (PERM. POOL) :XISTING GRADE SHOWN N ROUGH GRADE PLANS NSTALL 6"x8"xi" GALVANIZED PLATES 3ETWEEN PRECAST RISER SECTIONS ;4 PLATES PER RISER JOINT) a0• UPTURN INVERT EL.=519.00 30TTOM OF FACILITY #2=518.0 PLUG 6" DIP DURING CONSTRUCTION TO AVOID SEDIMENT CLOGGING. FILL BASE SECTION WITH CONCRETE TO MATCH PIPE INVERTS. INSTALL VDOT NO. 57 UNDER RISER SECTION. DEPTH=12" IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED VERT: 1 " = 5' 5' 0 5' 50' 0 50' HORZ: 1 " = 50' LTH" of HYLAND RIDGE .. °Es�cNE° sr: PROJECT: REVISION NUMBER: ENGINEERS JJK (AKA LAKE RIDGE) 2 DRAWN BY: FINAL SUBDIVISION PLANS U v SURVEYORS To, JFR DRAWING NUMBER: DAVID M. JENSEN PLANNERS TITLE. ,a Li No. 11484 REviFwE° BY: STORMWATER MANAGEMENT FACILITIES NO. 1 & 2 C-35 �o ww AsSOCUTES DJM rn �j fi� PO Box 4119 14MGcanbrierPlwe SHEET NUMBER: c�' \ Lymbbm, VA 24502 cn.r>e ewMe,VAn901 WWA NUMBER: FILE NAME. SCALE: DATE: Phone: 434.58 L www.w Phone: 434.9842700 H: AS NOTED REVISION BY DATE 0 N 206030.10 C -35 -SWM -PROF. d wg V. AS NOTED 12-05-07 35 of 57 A ww.w RECOMMENDED MAINTENANCE SCHEDULE FOR BIOFILTER DESCRIPTION METHOD IFREQUENCY I TIME OF THE YEAR SOIL SWF #3 INSPECT AND REPAIR EROSION VISUAL MONTHLY MONTHLY ORGAINIC LAYER SPACING REMULCH ANY VOID AREAS BY HAND WHENEVER NEEDED WHENEVER NEEDED REMOVE PREVIOUS MULCH 20' O.0 2-0-2.5' Cal. LAYER BEFORE APPLYING NEW BY HAND ONCE EVERY TWO TO SPRING LAYER (OPTIONAL) THREE YEARS ANY ADDITIONAL MULCH ADDED PI)CCESS Plant trees as a priority before all other plantings. Contractor shat) (OPTIONAL) BY HAND ONCE A YEAR SPRING PLANTS SUSAN, FALSE SUNFLOWER, REMOVAL AND REPLACEMENT -Transplant BARE ROO place as specified on planting plan. Contractor shall plant according to OF ALL DEAD AND DISEASED SEE PLANTING TWICE A YEAR 3/15 TO 4/30 AND 10/1 VEGETATION CONSIDERED SPECIFICATIONS WA TO 11/30 BEYOND TREATMENT SPECIFIED ON PLAN Se Coyote Willow Sala exigua 2 VARIES, DEPENDS ON TREAT ALL DISEASED TREES MECHANICAL OR BY HAND N/A INSECT OR DISEASE AND SHRUBS River Birch Betula nigra INFESTATION WATERING OF PLANT MATERIAL SOFT RUSH (1.5 Oz) 2.0" Cal. B Transplant BARE ROO SHALL TAKE PLACE AT THE 4393 SOFT STEM BULLRUSH (5 Oz) OATSIRYE END OF EACH DAY FOR BY HAND IMMEDIATELY AFTER N/A FOURTEEN CONSECTUIVE DAYS TREE/SHRUB AREAS COMPLETION OF PROJECT OF TOTAL PLANTINGS, CONTRACTOR SHALL PLANT A MIN. OF 25% AFTER PLANTING HAS BEEN Ra Fragrant Sumac'Gro4ow` Rhus aromallca' Gro -10r COMPLETED 4' O.C. Qt 112-19' REPLACE STAKES AFTER ONE BY HAND ONCE A YEAR ONLY REMOVE STAKES IN YEAR ���:1 THE SPRING REPLACE ANY DEFICIENT BY HAND N/A WHENEVER NEEDED STAKES OR WIRES Ca Cinnamon clethra Clethra acuminata CHECK FOR ACCUMULATED VISUAL MONTHLY MONTHLY SEDIMENTS Plant as specimen plantings. container 6" SCREW CAP ON GRADE BIOFILTER BOTTOM V \'.1\y1'/�/`i/\i:\\\��%/��\%`\�\i\\irk%�`\ \ i-7 ,\ "N \ 6" NON -PERFORATED /\/PVC STANDPIPE `\:i/LENGTH OF STANDPIPE VARIES LUCK STONE BIOFILTER MIX, (SEE PROFILE FOR DEPTHS) ���\� \% /�j 2.5' UNIFORM DEPTH iii \\'���J\' � ` \\ /;//\\`;=•. , \/'\'/�;�:%'�\� •• \\-// \/\/% USE 45' WYE AND FITTING OR EQUIVALENT TO CONNECT UNDERDRAIN TO STANDPIPE \\/� .,,�� //�%\\\\ WATERTIGHT CAP ON TERMINAL END OF PIPE j C GRAVEL, O O 0 DEPTH, O „ <i O o O 0 0 o FLOW ® MIN 0.50% 0 0 o O MAINTAIN MIN 6" DEPTH FOR 6" PERFORATED v . `�� PFJ �CJJ�� 7v c v y c; '%jc, v )� N v' _ BEDDING BELOW UNDERDRAIN ` _ J - �� �? PVC UNDERDRAIN /fir =` ✓f. f� BIOFILTER DETAIL - 6" PVC CLEANOUT REQUIRED AT ±50' INTERVALS NTS CTC)PAAWATFP kAANA(,FkAFNT FA( -II ITY A.� PI AN grAI F 1 " = -in, 0 -Now 01 � C`"roti' • •- r . �;: 0110 WR ALVA FA 'fie; ��fv r"•�i' ��,.� , �;, • NONei ks l•---" r: y ,111111 � . v�1�•� X11 1♦ 11 /1 � NOW �VVM ESM •I�i1♦1l��i �► ♦ A ♦ G • ♦0,1A 0 ♦j�Ij�11t1�11�rd� -amici�IC�e1���1 �•�•��,11�1� r %�r�a�1♦1111��%♦� �- O co j 1 ADDRESS COUNTY/VDOT COMMENTS 2 REVISED TYPICAL SECTION FONTANA DRIVE J 0 M 0 Cfl O N NO. REVISION i JJK 02/08/08 JJK 03/13/08 BY I DATE I NO. I REVISION SIDE SLOPE 3:1 OR 2:1 (SEE PLAN VIEW) BIOFILTER BOTTOM DEPTH =2.5' , .5 - i LUCK STONE BIOFILTER F-� 1 MIX OR APPROVED DEPTH VARIES •r � `Y: � � �iY�� �- �`l• ,�:,; � � ,� � ��;,.� (SEE PROFILE' r'=T _ EQUIVALENT FOR DETAILS) 6" PIPE 6" PIPE 6" PIPE UNDERDRAIN GRAVEL (AASHTO M43, Y2"-1" ) WRAPPED IN FILTER FABRIC BIOFILTER SECTION - UNDERDRAIN ALIGNMENT NTS I i H! CLEAN OUT FOR '; UNDERDRAIN COLLECTOR x=?= ' ` 36 STORM STRUCTURE �, 10" SCREW CAP ON GRADE BIOFILTER BOTTOM i . Mfg- -�.�� �'• l�� 6" PERFORATED 10" NON -PERFORATED PVC PVC UNDERDRAINS COLLECTOR UNDERDRAIN MAINTAIN POSITIVE FLOW @ 0.50% MINIMUM 1310FILTER SECTION - COLLECTOR UNDERDRAIN NTS STORMWATER MANAGEMENT FACILITY #3: BIOFILTER PLANTING SCHEDULE PLANTING ZONES KEY COMMON NAME SCIENTIFIC NAME SWF #3 1030 SIZE REMARKS PLANTING NOTES QTY SPACING SOFT STEM BULLRUSH (0.25 Oz) Td Bald Cypress Taxodium distichum 1 20' O.0 2-0-2.5' Cal. Transplant BARE ROO 2707 INDIAN GRASS (0.5 Oz) NIA MAINT NANCE PI)CCESS Plant trees as a priority before all other plantings. Contractor shat) Pb Red Bay Persea borbonia 6 19 SUSAN, FALSE SUNFLOWER, 1.5-2.0" Cal -3[B -Transplant BARE ROO place as specified on planting plan. Contractor shall plant according to TREES: LOCATION Details on Sheet C43. BOTTOM OF BIO -FILTER PERRENIAL WET MIX (2) 1136 PARTRIDGE PEN, SPIKED WA NOT INCLUDING SPECIFIED ON PLAN Se Coyote Willow Sala exigua 2 12' 1.5-2.0" Cal.31B-Transplant BARE R00 Bn River Birch Betula nigra 1 25' O.C. SOFT RUSH (1.5 Oz) 2.0" Cal. B Transplant BARE ROO Maximum Depth of soil is not to exceed 4" from top of root ball, after planting. Remove all burlap and wires prior to planting. 4393 SOFT STEM BULLRUSH (5 Oz) OATSIRYE NOT INCLUDING TREE/SHRUB AREAS (, ROUNDSTONE NATIVE SEED MIX___ OF TOTAL PLANTINGS, CONTRACTOR SHALL PLANT A MIN. OF 25% UPLAND SHRUB Ra Fragrant Sumac'Gro4ow` Rhus aromallca' Gro -10r 143 4' O.C. Qt 112-19' container FEMALE PLANTS, See Planting Details for Shrubs on Slope: Sheet C- ���:1 � 43. � a Ca Cinnamon clethra Clethra acuminata 11 10' 3 Gal. Plant as specimen plantings. container Cs Red Twig Dogwood Comus sericea Kelseyf 63 Mn. 10' O.C. Qt Plant in staggered rows for a cluster effect. AS SPECIFIED ON PLAN Co Button Bush Cephatanthus occidentaris 31 Mn. V O.C. 3 Gal. container Minimum 2' from other plantings TOTAL STEM COUNT FOR WOODY SHRUBS AND TREES AS PER MAXIMUM SPACING REQUIREMENTS OF THE MRGINIASTORMWATER MGMT. HANDBOOK (SECTION 3.11) 248 ` Note:1 Fiar 50 plugs ' Notcounted towards stem density calculations because planting is niethera shrub ortree. SEED GRASS MIXES PLANTING ZONES AREA (S.F.) MIX COVER CROP LOCATION WETLAND FOREBAY GRASS MIX (1) 1030 SOFT RUSH (1.5 Oz) OATS/RYE AND HEAVY BETWEEN GAB10N BASKET SOFT STEM BULLRUSH (0.25 Oz) COCONUT MAT AND EDGE OF RIPRAP LITTLE BLYESTEM (0.5 Oz) SLOPES ALONG UPLAND GRASS MIX (1) 2707 INDIAN GRASS (0.5 Oz) NIA MAINT NANCE PI)CCESS BERGAMOT, BLACKEYED SUSAN, FALSE SUNFLOWER, NEW ENGLAND ASTER, BOTTOM OF BIO -FILTER PERRENIAL WET MIX (2) 1136 PARTRIDGE PEN, SPIKED WA NOT INCLUDING BLAZING STAR, TICKSEED TREEISHRUB AREAS SUNFLOWER (3 Oz OF EACH i TYPE OF SEED) SOFT RUSH (1.5 Oz) BOTTOM OF BIO -FILTER MESIC GRASS MIX (2) 4393 SOFT STEM BULLRUSH (5 Oz) OATSIRYE NOT INCLUDING TREE/SHRUB AREAS (, ROUNDSTONE NATIVE SEED MIX___ i -----___._-- 2 JF NEW CUSTOM SEED MIX I r BIOFILTER -SWM FACILITY #3 GENERAL PLANTING NOTES: Maintenance Note: Contractor shall create a typical watering schedule to establish all grasses and herbaceaous plantings, specified as plugs. See Maintenance Schedule on this Sheet Spacing for Plantings except trees: Minimum spacing requirement is given, due to theState of Virginia's recommended maximum stem density per acre as per Chapter 3.11 of the Virginia Stormwater Management Handbook. Variable spacing of plantings may be necessary evenly distribute grass plantings. General Spacing Note for all plantings Including trees: Contractor shall plant all shrubs no less than 2 feet from edge of rip rap; for grasses contactor shall plant no less than 12" Minimum from paved edges. Conctractor shall conform to Planting Details on Sheet C-43 for planting, herbaceous perennials, shrubs and trees. Planting Requirement for trees: Contractor shall plant trees no less than 10 feet from edge of underdrains, and no less than 10 feet from edge of rip -rap, asphalt, or other hard surfaces with a depth of more than 1'. All trees shall be planted no less than 1 foot from edge of easements. TREES SHALL BE GUYED AND STAKED ACCORDING TO SHEET C-43 DETAIL SPECIFICATIONS IF ON SLOPE. EE SHEET C-43 FOR PLANTING SECTION DETAIL SPECIFICATIONS. H OF L �O Gly. U D VID M. SEN v Lie. o.11484 ,r 0s3 `SIONAL BY DATE 480 470 460 450 440 BIOFILTER CONSTRUCTION SPECIFICATIONS BIOFILTERS SHOULD BE CONSTRUCTED AFTER All SiTEWORK IS COMPLETE AND STABILIZATION MEASURES HAVE BEEN IMPLEMENTED. BIOFILTERS MUST BE PROTECTED FROM ALL SEDIMENT LOADS TO PREVENT MALFUNCTION. ALL BIOFILTRATION AREAS WILL REMAIN "OFF-LINE" FROM STORMWATER INFLOW UNTIL THEIR RESPECTIVE DRAINAGE AREAS ARE FREE FROM LOOSE SEDIMENTS WHICH COULD WASH INTO THE FACILITY. IN ADDITION, ALL CONSTRUCTION ACTIVITIES IN THESE AREAS MUST BE MINIMIZED TO REDUCE COMPACTION OF IN-SITU SOILS, WHICH SHALL BE CORDONED OFF TO PREVENT ACCIDENTAL COMPACTION BY EQUIPMENT DURING THE REMAINDER OF THE CONSTRUCTION PHASE IN THAT AREA. BIOFILTER SEQUENCE OF CONSTRUCTION SOURCE: VIRGINIA STORMWATER MANAGEMENT HANDBOOK 1. INSTALL EROSION AND SEDIMENT CONTROL MEASURES FOR THE SITE AS INDICATED IN THE EROSION AND SEDIMENT CONTROL PLAN. 2. GRADE SITE TO ELEVATIONS SHOWN ON PLAN. INITIALLY, THE BASIN FLOOR MAY BE EXCAVATED TO WITHIN ONE FOOT OF ITS FINAL ELEVATION. EXCAVATION TO FINISHED GRADE AND CONSTRUCTION OF BIOFILTER UNDERDRAINS SHALL BE DEFERRED UNTIL ALL DISTURBED AREAS WITHIN THE WATERSHED HAVE BEEN STABILIZED AND PROTECTED. 3. COMPLETE CONSTRUCTION WITHIN THE BIOFILTER WATERSHED AND STABILIZE ALL AREAS DRAINING TO THE BIOFILTER. 4. ONLY REMOVE SEDIMENT CONTROL DEVICES AT THE DIRECTION OF DESIGNATED COUNTY INSPECTOR. 5. REMOVE ALL ACCUMULATED SEDIMENT AND EXCAVATE BIOFILTER AREA TO PROPOSED DEPTH. USE RELATIVELY LIGHT, TRACKED EQUIPMENT TO AVOID COMPACTION OF THE BASIN FLOOR. AFTER FINAL GRADING IS COMPLETED, DEEPLY TILL THE BASIN FLOOR WITH ROTARY TILLERS OR DISC HARROWS TO PROVIDE A WELL-AERATED, HIGHLY POROUS SURFACE TEXTURE. 6. INSTALL FILTER FABRIC AT THE BIOFILTER FLOOR OVERLAPPING A MINIMUM OF 12 INCHES. INSTALL A 6 INCH LIFT OF UNDERDRAIN GRAVEL (AASHTO M43) AND LIGHTLY COMPACT WITH LANDSCAPING ROLLER. INSTALL UNDERDRAIN PIPING, CLEANOUTS AND APPURTENANCES IN ACCORDANCE WITH THE PIPE MANUFACTURER SPECIFICATIONS. INSTALL A 2 FOOT LIFT ON TOP OF UNDERDRAIN SYSTEM AND LIGHTLY COMPACT WITH LANDSCAPING ROLLER. WRAP FILTER FABRIC AROUND ALL UNDERDRAIN GRAVEL. 7. FILL BIOFILTER AREA WITH LUCK STONE BIOFILTER MIX OR TESTED EQUIVALENT APPROVED BY THE ENGINEER AS SHOWN IN THE PLANS AND DETAILED IN THE SPECIFICATIONS. 8. INSTALL VEGETATION AND GROUND COVER SPECIFIED IN THE PLANTING PLAN FOR BIORETENTION AREA. INSTALL MULCH LAYER IF CALLED FOR IN THE DESIGN. 9. UPON AUTHORIZATION FROM THE DESIGNATED INSPECTOR, REMOVE REMAINING SEDIMENT CONTROLS AND STABILIZE ALL DISTURBED AREAS. BIOFILTER UNDERDRAIN SPECIFICATIONS UNDERDRAIN-MATERIAL TYPES UNDERDRAIN SYSTEMS SHALL BE COMPOSED OF 6 -INCH PVC PIPE (SCHEDULE 40) OR APPROVED EQUAL. UNDERDRAIN CONNECTIONS PIPE SECTIONS SHALL BE COUPLED USING SUITABLE CONNECTION SOCKET -WELDED JOINTS. FIELD CONNECTIONS TO STORMDRAIN STRUCTURES AND PIPES SHALL BE SEALED WITH POLYMER GROUT MATERIAL THAT IS CAPABLE OF ADHERING TO SURFACES. UNDERDRAIN PIPE SHALL BE CAPPED (AT STRUCTURE) UNTIL COMPLETION OF SITE. UNDERDRAINS CONNECTED DIRECTLY TO A STORM DRAINAGE STRUCTURE SHALL BE NON -PERFORATED FOR A DISTANCE OF AT LEAST 5 FEET FROM THE STRUCTURE INTERFACE TO AVOID POSSIBLE PIPING PROBLEMS. UNDERDRAIN PERFORATIONS UNDERDRAIN PERFORATIONS SHALL BE Y4" PERFORATIONS, 6" CENTER TO CENTER, ALONG TWO OR THREE EQUALLY SPACED LONGITUDINAL ROWS. PERFORATIONS SHALL BE PLACED CLOSEST TO THE INVERT OF THE PIPE TO ACHIEVE MAXIMUM POTENTIAL FOR DRAINING THE FACILITY. NO PERFORATIONS ARE TO BE WITHIN 5 FEET OF WHERE THE UNDERDRAIN SYSTEM CONNECTS TO A STORMDRAIN STRUCTURE. UNDERDRAIN INSPECTION THE CONTRACTOR SHALL CONTACT THE COUNTY WATER RESOURCES INSPECTOR 24 -HOURS PRIOR TO BACKFILLING THE BIOFILTER AND REQUEST AN INSPECTION AND APPROVAL OF THE UNDERDRAIN INSTALLATION AND SOIL MIX. w z w J LO _ a- Ocoom F- n > I - 10+00 10+50 11+00 11+50 12+00 12+50 ENGINEERS SURVEYORS PLANNERS ASSOCIATES P013ox 4119 1402 Greenbrier Place Lynchburg, VA 245M Chadonesvi% VA 22901 Phone: 434.582.6175 Phone: 434.984.2700 www.wwassociates.net BIOFILTER DESIGN CALCULATIONS DRAINAGE AREA TO BIOFILTER = 598,618 SF = 13.7 AC (SEE SIMPLE METHOD SHEETS ON DWG. C-38) IMPERVIOUS AREA WITHIN DRAINAGE AREA = 5.3 AC REQUIRED REMOVAL RATE = 43% TREATMENT VOLUME GOAL: 0.5" OF RUNOFF FROM IMPERVIOUS SURFACES = (1,090 SF)(5.3 AC) = 5,777 CF PROVIDED TREATMENT VOLUME IN BIOFILTER = 7,051 CF APPROXIMATE REMOVAL RATE = 50% TING GRADE SHOWN OUGH GRADE PLANS BOTTOM EL=456.00 �P JCK STONE BIOFILTER MIX )RAIN GRAVEL D M43, Y2"-1") =D IN FILTER FABRIC Y THICK, MAINTAIN 5' BEDDING ABOVE AND UNDERDRAIN IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED VERT: 1 " = 10' 10' 0 10' 50' 0 50' HORZ: 1" = 50' DESIGNED BY. PROJECT. HYLAND RIDGE REVISION NUMBER: JJK (AKA LAKE RIDGE) 2 DRAWN BY: FINAL SUBDIVISION PLANS To, JFR DRAWING NUMBER: TITLE: REVIEWED BY. STORMWATER MANAGEMENT FACILITY NO. 3 C-36 DJM WWA NUMBER: FILE NAME: SCALE: DATE: SHEET NUMBER: 206030.10 C-36-SWM-PR0F.dw9 H: AS NOTED 92-05-07 36 of 57 V. AS NOTED •..rj 'e •• .. i ���:1 � • 5i � a `� I�f MEN 0 ,• Ell. -NER-0 No 10+00 10+50 11+00 11+50 12+00 12+50 ENGINEERS SURVEYORS PLANNERS ASSOCIATES P013ox 4119 1402 Greenbrier Place Lynchburg, VA 245M Chadonesvi% VA 22901 Phone: 434.582.6175 Phone: 434.984.2700 www.wwassociates.net BIOFILTER DESIGN CALCULATIONS DRAINAGE AREA TO BIOFILTER = 598,618 SF = 13.7 AC (SEE SIMPLE METHOD SHEETS ON DWG. C-38) IMPERVIOUS AREA WITHIN DRAINAGE AREA = 5.3 AC REQUIRED REMOVAL RATE = 43% TREATMENT VOLUME GOAL: 0.5" OF RUNOFF FROM IMPERVIOUS SURFACES = (1,090 SF)(5.3 AC) = 5,777 CF PROVIDED TREATMENT VOLUME IN BIOFILTER = 7,051 CF APPROXIMATE REMOVAL RATE = 50% TING GRADE SHOWN OUGH GRADE PLANS BOTTOM EL=456.00 �P JCK STONE BIOFILTER MIX )RAIN GRAVEL D M43, Y2"-1") =D IN FILTER FABRIC Y THICK, MAINTAIN 5' BEDDING ABOVE AND UNDERDRAIN IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED VERT: 1 " = 10' 10' 0 10' 50' 0 50' HORZ: 1" = 50' DESIGNED BY. PROJECT. HYLAND RIDGE REVISION NUMBER: JJK (AKA LAKE RIDGE) 2 DRAWN BY: FINAL SUBDIVISION PLANS To, JFR DRAWING NUMBER: TITLE: REVIEWED BY. STORMWATER MANAGEMENT FACILITY NO. 3 C-36 DJM WWA NUMBER: FILE NAME: SCALE: DATE: SHEET NUMBER: 206030.10 C-36-SWM-PR0F.dw9 H: AS NOTED 92-05-07 36 of 57 V. AS NOTED v+ C Q a> c .cn c G1 0 c LL - O M O co O 04 SWM FACILTIY NO. 2 Hydrograph Plot Hydrograph Piot Hydrograph Plot Hydrograph Plot Hydrograph Plot Hydrograph Plot -frlaw wr+ea'r *bY►te ba,. '1�ey►b--trx! rK.'•AM-,.-W Mt -•7 we fixlrl 'IH?N^'wlocyra�ly, fyim_iv,,: T. Jinn. Wrll10Y, 11 cunt U-1 If -A! dl-'fd'eie H�ke�x3s,ly Ne6e.e i ,r M, -•,"M 111W. 1 -„1 :lin wpheQf7.c �'Neia„ 'gay W--1 nf! Hyd. No. 1 Hyd. No. 1 H�d. No. 1 Hyd. No. 3 Hyd. No. 3 Hyd. No. 3 Pre developed Pre developed Pry developed SWM 2 SVVM 2 SWM 2 Hydrograph type = SCS Runoff Peakdischarge = 28.43 cfa Hydrograph type = SCS Runoff Peak dis0arge = 114.23 cfe Hyllrograph two = SCS Runoff Peak discWge = 255.58 cis Hydrograph type = Reserioir Peakdischarge - 3.12 cis Hydrograph type = Reservoir Peak discharge = 7123 cfe Hydrograph type = Reservoir Peakdischarge = 230.05 cfs Storm frequency = 2 yrs Time iterval = 1 min Storm frequency = 10 yrs Tim* interval = 1 mil Storm frequency = 100 yrs Time interval = 1 mit Storm frequency = 2 yrs Time interval - 1 min Storm frequency = 10 yr3 Time interval = 1 min Storm frequency = 100 yrs Time interval - 1 min Drainage area - 72.360 ac Curve number .55 Drainage area - 72.386 so Curve number • 55 Drainage area - 72.360 ac Curve number = 55 Inflow hyd. No. - 2 Max. Elevation ■ 529.271t Inflow hyd. W. • 2 Max. Elevation -531.8911 Inflow hyd. No. - 2 Max. Elevation - 535.15ft Satin Slope = 0.0% Hydradle length = Olt Basin Slope = 0.0% Hydrauo length = 0 ff Bash Slope = 0.0% Hydraulic length = Oft Reservoir name = S{MM Facility 2 Max. Storage = 178,228 cult Reservoir name = SWM Fadldy 2 Max. Storage = 241,624 cult Reservoir name = SWM Facility 2 Max. Storage = 345,842 cidt Te method = TR55 Time ofconc. (Tc) =18.70 min To method = TR55 Time ofconc. (Tc) =18.70 min Tehlethod = TR55 Time of coma (rc) =18.70 min Total predp. - 4.00I In Distribution - Type 11 Total precip. • 6.00 In Distribution - Type 11 Total preeip. - 6.50 In Dtsbibution - Type 11 -1fybj,F,vy.n..st ala at a> r.., +.,errx...7 w,e y x ie, VII.,ei=. ra�1.e> ne e7rJ�.n1 to 7 trim=1 c,1+7=. Storm duration = 24 hrs Shape factor = 484 Storm duration = 24 hre Shape factor = 484 Storm duration = 24 bra Shape factor = 484 117. ag i* vo Jm1 a 1W; az a7R Ilie•aryaae Yo ant = SSa,r!I alt i 1 rytr!(nyi YfA1M.aI.•'ai! Nt 'f t i Pre developed Pre developed Pre developed SWM 2 SWM 2 SWM 2 C(ors)#+,,d hc.'-2ri Q(ij C(�) 4110 1,10. rJ(-c} CIS)H,•,.NO. 1-1Cayr C(Cf.) C{ot) tFdNo. 3 -tri Q`�} C(�} M; No.S--IC Yr C{cPf FYd.4--.3-100Yr Q( k} 30,ry1 !O.a3 123.x0 120.00 28x-]0 2MOC 7200 73.03 21-1.10 210.30 423.30 VO.30 I ___..__..----_--------.-_____.__---..-_-.,---__.__.__.___--_�_._.__----------------.._--•----'_-.--.-_-- 24a-tio 240.00 corn 0100 lasso M-30 3:a.n �AO.DO 3 xa.ao 200.0c slco :a.0 r_a.ao 1:10.a0 x3.ao EOO.aO :NJW nitM All (XI ------ te$aG ........ _ .._._..__._..._-_-'- ___�___--_-- 1eQPI 411}) 4a.1k1 r_a.3o 120.00 2.0 240.30 i1.i)O ' 1150 OQrn W.;p - .____ __.__,..._-__....__.--__ _____...___._.._-__ __..__...._._..._._-....._____.___._.__L---fl _...___., ___._-.__...-- __._._ .._,__.._.__...__....-......_._....._.__.._ ._._._.._ 120.0 MO) 3.01 s�� )..0 13..0 ta0.30 �� 7 r ,:YJ41CD 40:0Wait .'7 M 7a Ill 4(1(X1 !?!!:)n 1:0:X) "00 ._____ .v.__._L00 FI) 21r11 07.047:(X: 45117 'tit (II 1:I II) 3(f fSl - _ ---- VNI:X) rAl 1114(!O CCG QOU CCGO.UO :.O 0.00 0.00 C D _ co 0.00 CCG 3 E 13 1: 1` 18 20 23 2` 3 6 to 15 1`• 18 ?A Z< a 2 2 7 ? 2 14 16 '9 21 2'.+ 2) 3 b 9 tt i9 23 r 32 30 41 4. 50 3 6 11 15 1Cr 19 2' 24 27 3 3 s a to 13 1c 1E r 23 2c 2c + I rM Tin) + I r'M,r1-a fR} 1 r. (1fry NtYfj 3h- 5 r1A Tilt' t rM TCA) I-fd W 1 hid W 1 Fid W.1 F4 W 8 Hic Ya 2 11111tTIN Het. bt(r -1 re.M au )-,M'*i a NYC vC.2 0f la Rt C. btu-241.tr t ail t V W 2 Hic'k:- 2 a rlm9ral Keu. Stu =348.Wout i i i SWM FACILTIY NO. 3 Hydrograph Plot Hydrograph Plot Hydrograph Plot Hydrograph Plot Hydrograph Plot Hydrograph Piot -Y*-S" l6*affs9a by l* lww -ue=w W•1. -M 11ZAM -Tf'aloo 11,*Vre;taM kb MW -unW W-11 21>00 11: -CAM 'fd'!.foo•fbaoYrrrisMhe law Txsdvt.►fu1120)4. It 4- Al'un.W W-•12(,2 11:<iAM 'Much* HYfw'arsbt k*l ore -untag W•12(! 11:1,':J1 -fd•rloo lbdewrastrr ki.1-w -UN.V W•t 2r'(0 117.1:M Hyd. No. 1 Hyd. No. 1 Hyid. No. 1 Hyd. No. 3 Hyd. No. 5 Hyd. No. 7 pre developed pro developed prim developed 2 year critical 10 year cdtical 100 year critical Hydrographtype = Mod. Rational Peak discharge = Sods Hydrograph, type = Mod. Rational Peakdischarge = 11.03cfs 1-110rographtype = Mod. Rations] Peak discharp = 14.56cfs Hydrograph type = Reservoir Peakdiscifarge - 6.29ds Hydrograph" = Reservoir Peakdischarge = 9.96 ds Hydrograph type = Reservoir Peak discharge = 17.49 cis Storm frequency = 2 yrs Time Interval = 1 min Store frequency = 10 yrs Time interval = 1 min Stam frequency = 100 yrs Time interval = 1 min Storm frequency = 2 yrs Time interval = 1 min Storm frequency = 10 yrs Time interval = i mit Store frequency = 100 yrs Time interval = 1 min Drainage area - 6.050 ac Runoff eoeff. = 0.4 Drainage area = 6.050 ac Runoff calf. -0.4 Drainage area = 6.050 ac Runoffeoeff. = 0.4 Inflowhyd. W. - 2 Max. Elevation - 458.76 it Inflow hyd. No. = 4 Max. Elevation = 459.53 ft Inflowhyd. No. = e Mwc. Elevation = 459.82 It intensity = 3.511 tn;hr Toby User =15.00 min Intensity - 4.558 In;hr Tc by User ■ 15.00 mon Intensity . 6.017 imlhr To by User =15.00 min Reservoir name - FACILITY 3 Max. Storage . 24.131 wit Reservoir name - FACILITY 3 Max. Storage - 32.118 cult Reservoir name - FACILITY 3 Max. Storage ■ 35.190 cult IDF Curve = Albemarle County.IDF Storm duration = 1 x Tc iDF Curve = Albemarle County.iDF Stone duration = i x Tc IDF Corina = Albemarle Counly.iDF Storm duration - 1 x Tc ftorolle k zfel mgtaf 1xd H,+6emrltiym: •15310 alt jtoloao k �n mafai,ud Inaketxr,YtMe1r �+).� 0 vR !taelp k ziel marallxd H,mmr1r14`Jrra . TiA'*I alt %*W A*M•7.65)aA 9.Y) sic ltwoww votee-131M VA i 1 3 j v a i Q pro developed pre developed pre developed 2 year critical 10 year critical 100 year critical = C{cls)1-F,rctha'-tri C(:il) C{ ) Hrr Nal -1C Yr C{°�) Clas) Idrr.Ho.t-1CaYr C(cis) C(ch) 14,•dha3-2Yr QImo) C(ors) Flet No, 5-1C Yr Qta-st Cole) {-yd.Nc.7-100YY • (1 (};1 til :):f ' J (Yl 1=• :Rf 'c!Y: 11 U1 -4 tY] N ,•:1 '00:1 to :X) 'ti (YI tri :kf fl iI'`---------- --- ------_-_-._-____.. derrnn r :' 1'0 1241 6.00 41 01(J.:rj - .._ r)n i �V EO(1 eCa A a.:0. soG I ext !��(� i�1 .__ ..______.._._ - � -1--- --- > n '. 1 air) r, 1i) 031 0 40C 40it I 1 R.DD f kj eCa a i rM j 45.3 0.f 'LW 2C0 3.W 't.3U �I 3.W �' 2C3 `+W rf 2Q0 2 0v. I 3 71713 nit •: ILL , 4 C (too C::1 QOG CC3 (M00 :00 0.00 CCa 0.00 CCa G.[0. CCG �Q! a D 15 20 25 A� a = 0 15 20 25 Sa a 5 10 15 2a 25 30 QO 01 1.3 20 2> 3.3 4.0 4.7 3.: QC QO 0 1.0 '.5 2C 2S a0 :,a 4.3 4.S U.0 6F Mo 0.5 1A 15 20 28 3.0 S.Z. 4•0 4s C l rna frnlnt 1 rico Imp) t It)a (fm; 1 1 M ?ia) i rM ?tn) 1 rM Tia) Lti Fill W 1 Fr1i W 1 Fid W.1 F7V W 3 Hrc `k:2 11111MMM Rei:. btu •24.13' udi hitt W e Hic IX mgr -MA" Rtx, atu �32ttau111 Fid W I Hit V(_ 6 1a BC MOI Nw.Stu 30.191)1n11 v c i if. 0 0 0 to Cq, 1 ADDRESS COUNTY/VDOT COMMENTS JJK 02/08/08 Z,TH OF - DESIGNED J��: PROJECT: HYLAND RIDGE REVISION NUMBER: rn 2 REVISED TYPICAL SECTION FONTANA DRIVE JJK 03/13/08 �' ( r -= (AKA LAKE RIDGE) 2 pRSSURA DRAWN BY: FINAL SUBDIVISION PLANS DRAWING NUMBER: To. JFR J DAVID M. 7ENSEN PLANNERS REVIEWED BY: SWM CALCULATIONS C-38 TITLE: M �o Lic. o.l 484 �� ASSOCIATES DJM O �4 l� O�Cf PO Box 4119 1402CmenbrierPlace SHEET NUMBER: 0 57 45�SIGN L E� P>�ne:434si6175 Phone: a3 984 22901 27700 WWA NUMBER: FILE NAME: SCALE: N/A DATE. Z� O f 1-1 N0. REVISION BY DATE N0. REVISION BY DATE A trtrtv.Wwasseciates.net 206030.10 C 38-SWM-HYDRA.dwg V. N/A 12-05-07 •J SWM FACILTIY N0. 1 i 1 2 YEAR CRITICAL STORM 10 YEAR Hydrograph Plot -„7sfrow}YaJaY�e+ly Me b,. CRITICAL STORM 1 y►h••I YXl I7!`6 FM 100 YEAR Hydrograph Plot - MHy►an�nb•Fle ho,. CRITICAL STORM W." W-1 rWe WXAM Hydrograph Plot Hydrograph Plot Hydrograph Plot Hydrograph Plot -KFatnwfa�4elyyuly Yoe bo,. 'mey M-fpye 11-I'm ->wft%-w7rt :t. hibMk.- ►t••1 r.Xl it^£I.M -trlji'ab�e'wpapx�.nhyMM ,+ T ,j, Lhr11 :Y.Y..1/78W yrhWil�.4o�•=�rfylNe bee. -i �Nr•t YNl 71M:.M Hyd. No. i Hyd. No. 1 Hyd. No. 1 Hyd. No. 3 Hyd. No. 5 Hyd. No. 7 pre developed pro developed pre developed 2 year critical 10 year critical 100 year critical Hydrographtype = Mod. Rational Peak discharge = 6.25de Hydrograph type = Mod. Rational Peak discharge = 8.11 dsHYdrographtype = Mod. Rational Peak discharge = 10.70cfe Hydrographtype = Reservoir Peakdischarge = 5.06 ds Hydrograph type = Reservoir Peak discharge = 6.58 cls Hydrograph 4" = Reservoir Peak discharge = 24.66 cis Storm frequency = 2 yrs Time interval = 1 mit Strom frequency = 10 yrs Time interval = 1 min Stone frequency = 100 yrs Time interval = 1 mit Storm frequency = 2 yrs Time interval = 1 mil Storm frequency = 10 yrs Time interval = 1 mit Storm frequency = 100 yrs Time interval = 1 mil Drainage area - 5.930 ee Runoff. coeff. . 0.3 Drainage area - 5.930 ac Runoff coeff. -0.3 Drainage area - 5.930 so Runoff coelr. - 0.3 Inflow hyd. No. -2 Max. Elevation . 478.14 It Inflow hyd. No. . 4 Max. Elevation - 479.38 It Inflow hyd. No. - 6 Max. Elevation - 479.96 It inter7sty = 3.511 in;hr Tc by User =15.00 mit Intensity = 4.558 irblhr To by User =15.00 min Intemsky = 6.017 irb'hr Tc by User =15.00 min Reservoir name = FACILITY 1 Max. Storage = 57.617 cult Reservoir name = FACILITY 1 Max. Storage = 74.660 cult Reservoir name = FACILITY 1 = SZ728 cu Max. Storage t IDF Curve = Albemarle Counly-IDF Storm d(latlon = 1 x Tc IDF Curve = Albemarle County.IDF Stone duration = 1 x To IDF Clave = Albemarle Coufty.IDF Storm duration = 1 x Tc aarng Ye ante, merx.nerl :•a, l.oi,>•:.).H1.,v.�.a„sa, Nr►rpr�,lh►.ne.as x, a� I+swp be a•1n nvNaiu� :krl�a�•i�r,M....es>. a.:lo♦ Ilp►v1a1:, Vl.r�.ca ruse rs fr��-c,.K1r,e �.w M�u+F,vy,,,=.a; peau I lr►.q,l,vao,.. nix ,a ly,►vy„a1 wue..zsa =a i i Ily�y.l� vxr,.. sass a,1 pro developed pre developed 1 i pre developed 2 year critical 10 year critical 100 year critical C7,cfc) HjdNo. '-2Yr Qt:4c} CtcfJ H,+, NO. 1..1CYr 'QC0 Ct �} C{ch) W-t4o.I IC--,'ftC<cdsj C{da) 14;d 1, 3-2.W Qt 3} C{cPs) Fur. 140.5--icYr Q( } C(da) Fy7.M:.%-1JDYr Q( 6) 7.00 70 ':.CC 1200 '4ClJ 14.'+0 'sea IBM 28.00 2a.a3 t0.a3 6,00rr,„• 'tri) 12.:0 •;,!p -- - - --- 1,x5 240) 24.:0 5.00 20 Soo ECa -__.._..__.__. _.-_.- .-_--.-.. -...-....-.__.--.._...�-._ i . all) - 9:x1 •0.N 10.x3 .; •'I(%1 _.,.. __. _ ....__ 17M 20111 nJ.aa 4C0 C.00 GOG eCa 'S.1:] - 15 0 cOG 4.6D 3.3U 9.00 's 0 3'W 2C9 40' e -W eC7 '1.W 40C t' YI ROD r r•1 21''1 t.o0 40 G00 2Ca ____-.---._._._.... ---- -- 200 'sca ! -- -._-_. ------ ---__--_._.._._..___.-.-----_ ___ __...._.... ---- , - -^-------- - _ ...------' - - - YW 'f.:0 20C ', 2Ca 3.W 0C3 40C ly- - - - ----- .'__._�_.... ---�--'----------._.--- 40 ...... 0.00 CCa 400 O 0.00 CCa 0.00 Mo '0 3.0 40 a1: or 7C 60 1: r1 9A 'Cc 0.00 L 0.0 07 '3 20 Cr't 27 33 Ai 47 53 OA 07 p 25 a 0 is 20 25 -.i -1 S 10 15 25 30 0.0'0 20 ae 40 4.0 OC 7C 60 9A CC 20 I hitt W 1 I runt min) Fid W 1 I riM (mn) I � hid W.1 i I IM2 {IfY'f; Fier W 2 Hit V- 2 Q1C^>n2IEf Ret. Stu � er.51! 1r.il 1 rte rep) Fid W e HiC Ye 4 R199m:0® kec. Stu - !4,!!W a.11 1 Pro Tta) 1 t'M "r a) Fid W ! Hit W.0 1891999 tf9 Km*. S11X-bLrzaa.a SWM FACILTIY NO. 2 Hydrograph Plot Hydrograph Piot Hydrograph Plot Hydrograph Plot Hydrograph Plot Hydrograph Plot -frlaw wr+ea'r *bY►te ba,. '1�ey►b--trx! rK.'•AM-,.-W Mt -•7 we fixlrl 'IH?N^'wlocyra�ly, fyim_iv,,: T. Jinn. Wrll10Y, 11 cunt U-1 If -A! dl-'fd'eie H�ke�x3s,ly Ne6e.e i ,r M, -•,"M 111W. 1 -„1 :lin wpheQf7.c �'Neia„ 'gay W--1 nf! Hyd. No. 1 Hyd. No. 1 H�d. No. 1 Hyd. No. 3 Hyd. No. 3 Hyd. No. 3 Pre developed Pre developed Pry developed SWM 2 SVVM 2 SWM 2 Hydrograph type = SCS Runoff Peakdischarge = 28.43 cfa Hydrograph type = SCS Runoff Peak dis0arge = 114.23 cfe Hyllrograph two = SCS Runoff Peak discWge = 255.58 cis Hydrograph type = Reserioir Peakdischarge - 3.12 cis Hydrograph type = Reservoir Peak discharge = 7123 cfe Hydrograph type = Reservoir Peakdischarge = 230.05 cfs Storm frequency = 2 yrs Time iterval = 1 min Storm frequency = 10 yrs Tim* interval = 1 mil Storm frequency = 100 yrs Time interval = 1 mit Storm frequency = 2 yrs Time interval - 1 min Storm frequency = 10 yr3 Time interval = 1 min Storm frequency = 100 yrs Time interval - 1 min Drainage area - 72.360 ac Curve number .55 Drainage area - 72.386 so Curve number • 55 Drainage area - 72.360 ac Curve number = 55 Inflow hyd. No. - 2 Max. Elevation ■ 529.271t Inflow hyd. W. • 2 Max. Elevation -531.8911 Inflow hyd. No. - 2 Max. Elevation - 535.15ft Satin Slope = 0.0% Hydradle length = Olt Basin Slope = 0.0% Hydrauo length = 0 ff Bash Slope = 0.0% Hydraulic length = Oft Reservoir name = S{MM Facility 2 Max. Storage = 178,228 cult Reservoir name = SWM Fadldy 2 Max. Storage = 241,624 cult Reservoir name = SWM Facility 2 Max. Storage = 345,842 cidt Te method = TR55 Time ofconc. (Tc) =18.70 min To method = TR55 Time ofconc. (Tc) =18.70 min Tehlethod = TR55 Time of coma (rc) =18.70 min Total predp. - 4.00I In Distribution - Type 11 Total precip. • 6.00 In Distribution - Type 11 Total preeip. - 6.50 In Dtsbibution - Type 11 -1fybj,F,vy.n..st ala at a> r.., +.,errx...7 w,e y x ie, VII.,ei=. ra�1.e> ne e7rJ�.n1 to 7 trim=1 c,1+7=. Storm duration = 24 hrs Shape factor = 484 Storm duration = 24 hre Shape factor = 484 Storm duration = 24 bra Shape factor = 484 117. ag i* vo Jm1 a 1W; az a7R Ilie•aryaae Yo ant = SSa,r!I alt i 1 rytr!(nyi YfA1M.aI.•'ai! Nt 'f t i Pre developed Pre developed Pre developed SWM 2 SWM 2 SWM 2 C(ors)#+,,d hc.'-2ri Q(ij C(�) 4110 1,10. rJ(-c} CIS)H,•,.NO. 1-1Cayr C(Cf.) C{ot) tFdNo. 3 -tri Q`�} C(�} M; No.S--IC Yr C{cPf FYd.4--.3-100Yr Q( k} 30,ry1 !O.a3 123.x0 120.00 28x-]0 2MOC 7200 73.03 21-1.10 210.30 423.30 VO.30 I ___..__..----_--------.-_____.__---..-_-.,---__.__.__.___--_�_._.__----------------.._--•----'_-.--.-_-- 24a-tio 240.00 corn 0100 lasso M-30 3:a.n �AO.DO 3 xa.ao 200.0c slco :a.0 r_a.ao 1:10.a0 x3.ao EOO.aO :NJW nitM All (XI ------ te$aG ........ _ .._._..__._..._-_-'- ___�___--_-- 1eQPI 411}) 4a.1k1 r_a.3o 120.00 2.0 240.30 i1.i)O ' 1150 OQrn W.;p - .____ __.__,..._-__....__.--__ _____...___._.._-__ __..__...._._..._._-....._____.___._.__L---fl _...___., ___._-.__...-- __._._ .._,__.._.__...__....-......_._....._.__.._ ._._._.._ 120.0 MO) 3.01 s�� )..0 13..0 ta0.30 �� 7 r ,:YJ41CD 40:0Wait .'7 M 7a Ill 4(1(X1 !?!!:)n 1:0:X) "00 ._____ .v.__._L00 FI) 21r11 07.047:(X: 45117 'tit (II 1:I II) 3(f fSl - _ ---- VNI:X) rAl 1114(!O CCG QOU CCGO.UO :.O 0.00 0.00 C D _ co 0.00 CCG 3 E 13 1: 1` 18 20 23 2` 3 6 to 15 1`• 18 ?A Z< a 2 2 7 ? 2 14 16 '9 21 2'.+ 2) 3 b 9 tt i9 23 r 32 30 41 4. 50 3 6 11 15 1Cr 19 2' 24 27 3 3 s a to 13 1c 1E r 23 2c 2c + I rM Tin) + I r'M,r1-a fR} 1 r. (1fry NtYfj 3h- 5 r1A Tilt' t rM TCA) I-fd W 1 hid W 1 Fid W.1 F4 W 8 Hic Ya 2 11111tTIN Het. bt(r -1 re.M au )-,M'*i a NYC vC.2 0f la Rt C. btu-241.tr t ail t V W 2 Hic'k:- 2 a rlm9ral Keu. Stu =348.Wout i i i SWM FACILTIY NO. 3 Hydrograph Plot Hydrograph Plot Hydrograph Plot Hydrograph Plot Hydrograph Plot Hydrograph Piot -Y*-S" l6*affs9a by l* lww -ue=w W•1. -M 11ZAM -Tf'aloo 11,*Vre;taM kb MW -unW W-11 21>00 11: -CAM 'fd'!.foo•fbaoYrrrisMhe law Txsdvt.►fu1120)4. It 4- Al'un.W W-•12(,2 11:<iAM 'Much* HYfw'arsbt k*l ore -untag W•12(! 11:1,':J1 -fd•rloo lbdewrastrr ki.1-w -UN.V W•t 2r'(0 117.1:M Hyd. No. 1 Hyd. No. 1 Hyid. No. 1 Hyd. No. 3 Hyd. No. 5 Hyd. No. 7 pre developed pro developed prim developed 2 year critical 10 year cdtical 100 year critical Hydrographtype = Mod. Rational Peak discharge = Sods Hydrograph, type = Mod. Rational Peakdischarge = 11.03cfs 1-110rographtype = Mod. Rations] Peak discharp = 14.56cfs Hydrograph type = Reservoir Peakdiscifarge - 6.29ds Hydrograph" = Reservoir Peakdischarge = 9.96 ds Hydrograph type = Reservoir Peak discharge = 17.49 cis Storm frequency = 2 yrs Time Interval = 1 min Store frequency = 10 yrs Time interval = 1 min Stam frequency = 100 yrs Time interval = 1 min Storm frequency = 2 yrs Time interval = 1 min Storm frequency = 10 yrs Time interval = i mit Store frequency = 100 yrs Time interval = 1 min Drainage area - 6.050 ac Runoff eoeff. = 0.4 Drainage area = 6.050 ac Runoff calf. -0.4 Drainage area = 6.050 ac Runoffeoeff. = 0.4 Inflowhyd. W. - 2 Max. Elevation - 458.76 it Inflow hyd. No. = 4 Max. Elevation = 459.53 ft Inflowhyd. No. = e Mwc. Elevation = 459.82 It intensity = 3.511 tn;hr Toby User =15.00 min Intensity - 4.558 In;hr Tc by User ■ 15.00 mon Intensity . 6.017 imlhr To by User =15.00 min Reservoir name - FACILITY 3 Max. Storage . 24.131 wit Reservoir name - FACILITY 3 Max. Storage - 32.118 cult Reservoir name - FACILITY 3 Max. Storage ■ 35.190 cult IDF Curve = Albemarle County.IDF Storm duration = 1 x Tc iDF Curve = Albemarle County.iDF Stone duration = i x Tc IDF Corina = Albemarle Counly.iDF Storm duration - 1 x Tc ftorolle k zfel mgtaf 1xd H,+6emrltiym: •15310 alt jtoloao k �n mafai,ud Inaketxr,YtMe1r �+).� 0 vR !taelp k ziel marallxd H,mmr1r14`Jrra . TiA'*I alt %*W A*M•7.65)aA 9.Y) sic ltwoww votee-131M VA i 1 3 j v a i Q pro developed pre developed pre developed 2 year critical 10 year critical 100 year critical = C{cls)1-F,rctha'-tri C(:il) C{ ) Hrr Nal -1C Yr C{°�) Clas) Idrr.Ho.t-1CaYr C(cis) C(ch) 14,•dha3-2Yr QImo) C(ors) Flet No, 5-1C Yr Qta-st Cole) {-yd.Nc.7-100YY • (1 (};1 til :):f ' J (Yl 1=• :Rf 'c!Y: 11 U1 -4 tY] N ,•:1 '00:1 to :X) 'ti (YI tri :kf fl iI'`---------- --- ------_-_-._-____.. derrnn r :' 1'0 1241 6.00 41 01(J.:rj - .._ r)n i �V EO(1 eCa A a.:0. soG I ext !��(� i�1 .__ ..______.._._ - � -1--- --- > n '. 1 air) r, 1i) 031 0 40C 40it I 1 R.DD f kj eCa a i rM j 45.3 0.f 'LW 2C0 3.W 't.3U �I 3.W �' 2C3 `+W rf 2Q0 2 0v. I 3 71713 nit •: ILL , 4 C (too C::1 QOG CC3 (M00 :00 0.00 CCa 0.00 CCa G.[0. CCG �Q! a D 15 20 25 A� a = 0 15 20 25 Sa a 5 10 15 2a 25 30 QO 01 1.3 20 2> 3.3 4.0 4.7 3.: QC QO 0 1.0 '.5 2C 2S a0 :,a 4.3 4.S U.0 6F Mo 0.5 1A 15 20 28 3.0 S.Z. 4•0 4s C l rna frnlnt 1 rico Imp) t It)a (fm; 1 1 M ?ia) i rM ?tn) 1 rM Tia) Lti Fill W 1 Fr1i W 1 Fid W.1 F7V W 3 Hrc `k:2 11111MMM Rei:. btu •24.13' udi hitt W e Hic IX mgr -MA" Rtx, atu �32ttau111 Fid W I Hit V(_ 6 1a BC MOI Nw.Stu 30.191)1n11 v c i if. 0 0 0 to Cq, 1 ADDRESS COUNTY/VDOT COMMENTS JJK 02/08/08 Z,TH OF - DESIGNED J��: PROJECT: HYLAND RIDGE REVISION NUMBER: rn 2 REVISED TYPICAL SECTION FONTANA DRIVE JJK 03/13/08 �' ( r -= (AKA LAKE RIDGE) 2 pRSSURA DRAWN BY: FINAL SUBDIVISION PLANS DRAWING NUMBER: To. JFR J DAVID M. 7ENSEN PLANNERS REVIEWED BY: SWM CALCULATIONS C-38 TITLE: M �o Lic. o.l 484 �� ASSOCIATES DJM O �4 l� O�Cf PO Box 4119 1402CmenbrierPlace SHEET NUMBER: 0 57 45�SIGN L E� P>�ne:434si6175 Phone: a3 984 22901 27700 WWA NUMBER: FILE NAME: SCALE: N/A DATE. Z� O f 1-1 N0. REVISION BY DATE N0. 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PROJECT: yYLAND RIDGE REVISION NUMBER: 2 REVISED TYPICAL SECTION FONTANA DRIVE JJK 03/13/08 JJK (AKA LAKE RIDGE) 2 t r ENGINEERS DRAWN BY: FINAL SUBDIVISION PLANS .-+ SURVEYORS DRAWING NUMBER: y To, JFR DAVID M. 3ENSEN PLANNERS TITLE: Lie. o. 1 484 REVIEWED BY. OVERLOT GRADING PLAN C--39 w ,ASSOCIATES DJM PO Box 4119 14MGrembierPlwe SHEET NUMBER: �'��3 D �p��w tynchl,�.vw245oz c� ,u°.vwaz9o� WWA NUMBER: FILE NAME. SCALE: DATE: Phone~ 434382.6175 Phone. 434.9842700 j0NAL �. �.na 206030.10 C-39—LOT—GR.dw ". 1»-50' 12-05-07 39 of 57 N0. REVISION BY DATE NO. REVISION BY DATE 9 V. 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JENSEN PLANNERS TITLE: VdLic. o.l 84 � REVIEWED BY: OVERLOT GRADING PLAN C-40 -A /j l D� }ww AsSOCIATES DJM , 3 � PO Box 4119 1402 Grembder Place SHEET NUMBER: Lynehburg,VA24502 Chvlottcs' c.VA22901 WWA NUMBER: FILE NAME: SCALE: DATE: Phone: 434.582.6175 Phone. 434.984.2700 H_ � SSI�NAL .��� 206030.10 C-40—LOT—GR.dw H: 1 50 112-05-07 40 of 57 N0. REVISION BY DATE NO. REVISION BY DATE g V. N/A 01\\11`+`+ \ \ \ \� \\ \` \ \�\� �'///'�`\ \ \ \ ,' / i / - / I ) ; / r ! 1 i l 1 I II f lit 1 1 1 I I 1 1 \ \ \ �_ -.// `•� / -_ \\ \ y � I 1 ' \\\ x � `'� ' -7—/7- - / l I - 1- -! I f _ _!._ _ L 1 - �-- / -1 - ! I i 1 1 I,i'' 11 \ 1 \\ \ \\ \\ \\� - --- - I/ /! ! -�-�-i - /-� / /- /-�- ! -! -/- /-1 1- 1 I I I I 1 ' I / ! / / �,� �,� y I I t 1 1 \\ \ \\ — ,-�I +1 / / , , , / / / / , , /-/L- / / / �o' , / I / G - ,/ \ • %, I 1 1 , \ \\ \ \\\>� 1117- 71 / / / I / i \ ! 1!/ i 1 \ \ \ 1„ / j/ ���go'i 0,0// / \\!i -- /f / -- - _ .� / -� I ! \ l 4 ► / / / �i / l ! ! 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N1UBER I ( I JI72 RBBEHOSE 6- FROM TOP OF STAKE MULCH FLAGGING SET TOP 1/8 OF r3- EARTH SAUCER ROOT BALL ABOVE _ 1 -II_ EX. GROUND FINISHED GRADE 3- MULCH _ SOD OR II -I ��/ HYDROSEED i I_ III 1= / , / / , , / / /� / , - BACKFILL WITH SOIL MIX . , / / / / / / / / / �' \ \ \\\ , \ / , / % / / / / / / \ \ 1 N,\ OF 3�4 EXISTING SOIL do 1/4 RGANIC MATTER REMOVE BURLAP FROM OF TOP BAi ROOi2 SUBSOIL BROKEN/SCARIFIED WITH PICK OR SPADE SLOPE PLANTING D ETAI LS F -THIS DRAWING IS A REDUCTION ,GRAPHIC SCALE MUST BE USED SCALE: 1 " = 50' ' 0 50' JJK 02/08/08 LTH OF DESIGNED BY. PROJECT. HYLAND RIDGE REVISION NUMBER: JJK 03/13/08 0� �j�f'�, ENGINEERS JJK (AKA LAKE RIDGE) 2 DRAWN BY: FINAL SUBDIVISION PLANS o ` SURVEYORS DRAWING NUMBER: JFR To, TITLE: DAVID M. JENSEN PLANNERS REVIEWED BY: LANDSCAPE PLAN AND PLANTING DETAILS C-43 Lic. o.l 1 484 � AsSOCIATES oJM �0 iJ �� PO Box 4119 1402 GreenbrierPlace SHEET NUMBER: ?j LynchbuM VA 24502 eaadonewMe,VA22901 WWA NUMBER: FILE NAME: SCALE: DATE: Phone: 434.582.6175 Phone: 434.984.2700H: "=50' 43 o f 5 7 ON A L www.ww&%ociates.nel 206030.10 C-43-LANDSC. d w 12-05-07 BY DATE NO. REVISION BY DATE 9 V. N/A rn 3 'R 0 N Im Z L0 It U m 3 v V) c tl_ rn c •` a) 4) c 0) c W Ez O O to O to O a) rn m a) x J O M O to O N d \ \ �' \\� \� \ �\'� \\�\ \ \`\\ )I I ( I//(' 1./I( ((((, ( `� 1 111' \ \ ``� \ \\ \ \ --IL� ----/ / / * 11/ / ?Op. // / ///////�r-� \\\�\ \ j/ r \\\��_/ / ///\\\\---' ///,//.// // // / / / / \� \\\ \� `� _ \� \�, \\ \' \\ _ / I/ / IIII lllllll 11 // // ll / 1 1 I ( I 1 I \ \ \\ \ \-� `- `-- /' / / / // / --_ / //�/ /// / / ��-'� X08\�,_ -_// �/ /// -� \" '� \8� -/ / //! \ -- ��0// // / / / \ \�.\\\ \> //�/ / ! / / / ! 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HYLAND RIDGE REVISION NUMBER: 2 REVISED TYPICAL SECTION FONTANA DRIVE JJK 03/13/08 0 j�, j'G, - ENGINEERS JJK (AKA LAKE RIDGE) 2 o �+f'1/6t � SURVEYORS DRAWN BY. FINAL SUBDlVlSlON PLANS To, JFR DRAWING NUMBER: U DAVID M. JENSEN v r PLANNERS TITLE. q Lic. o. 11 84 REv1FwF� BY. LANDSCAPE PLAN C-45 . -16w�' ASSOCIATES DJM A� 3 /-3/00 Po sox 4119 1402GrocnbnerP7are SHEET NUMBER: �ti Lynchburg, VA 24502 cawoue,-II Vwzz901 WWA NUMBER: FILE NAME: SCALE: DATE: 0 �\ A L Phone: 434.582.6175 Phone: 434.9842700 n_ SI S� 206030.10 C-45—LANDSC.dw H: 50 12-05-07 45 of 57 www.wwassociatesaa NO. REVISION BY DATE N0. REVISION BY DATE V. 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NUMBER C-47 c J v '\,` ----~ ,1• of / / , / / / / 1 \\ \ - —,. /' ,w� � \�\ 1 1 '\ \ \ /\ / / / / _\ �\ \ 5� / I o 1LL- 58 _ / 10 1A I j 1 ADDRESS COUNTY/VDOT COMMENTS 2 REVISED TYPICAL SECTION FONTANA DRIVE iR 0 J 0 0 to 0 N N0. � REVISION !llllllim JJK 02/08/08 ' I,TH OF DESIGNED BY. PROJECT. HY!_1 lND RI DGG REVISION NUMBER: JJK 03/13/08 o� j1f'� -=-= ENGINEERS JJK (AKA LAKE RIDGE) 2 U v Svxo>zs DRAW To,Y ` JFR FINAL SUBDIVISION PLANS DRAWING NUMBER: o .f DAVID M. JENSEN PLANNERS TITLE: Lic. No. 1484 REVIEWED BY: LANDSCAPE PLAN C-46 �o l! ww ASSOCIATES DJM PO sox 4119 1402CmrnbrierNwe SHEET NUMBER: 11 J LymhbW.VA24502„e.,VA2 9o1 WWA NUMBER: FiLE NAME. SCALE. DATE: SS j ��� Phone: 434.582.6175 Phone: 434.984.2700 H: r =50' BY OATS N0. REVISION BY DATE 46 of 57 DNA L www.wwaswcWes.net 206030.10 C-46-LANDSC.d w9 V: N/A 112-05-07 rn c m a� c c w v c r u In =.. m a J O M O co O N m O M O co O N rn c v as c c w v c 0 0 O (0 O N 4) 'v 1:i N Y v J O M O c0 O N G 400 .r M 1 U Q W 44+00 45+00 JJK 02/08/08 JJK 03/13/08 BY I DATE I NO. 580 I VTVV IITVV ILTVV i i �I,TH OF o t U DAVID M. JENSEN v Lic. o.l 484 �°A�� 313 00 REVISION BY DATE 1 JTVV 1 `tTV V FA 10+00 AM §W ENGINEERS 41 SURVEYORS PLANNERS ASSOCIATES PO Box 41I9 1402 Greenbrier Pias Lynchburg, VA 24502 C hwb tavi0q VA 22901 Phone: 434582.6175 Pbone: 434.984.2700 www.wwassociates.net IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED VERT: 1"= 10' 10' 0 10' 50' 0 50' HORZ: 1" = 50' 11+00 12+00 DESIGNED BY. PROJECT. HYLAND RIDGE REVISION NUMBER: JJK (AKA LAKE RIDGE) 2 DRAWN BY. FINAL SUBDIVISION PLANS To, JFR DRAWING NUMBER: TITLE: REVIEWED BY. SANITARY SEWER PLAN & PROFILE C-54 DJM WWA NUMBER: FILE NAME: SCALE: DATE: SHEET NUMBER: 54 Of 57 206030.10 C-54—SAN-30-31.dwg H. 1 "-50' 12-05-07 MOOM! oil • MOM MMOM ..■..OMO..MOO �... .�: :�.� �:.O� =00M..t•.F-M-001MMIM MOMMI�spsomm �..,l�� MOMMO � �.�.0�� MOO 1MMIM MM...MM- .NIAMMO 0061MMIM •. .. : © REVISED TYPICAL• • DRIVE • 44+00 45+00 JJK 02/08/08 JJK 03/13/08 BY I DATE I NO. 580 I VTVV IITVV ILTVV i i �I,TH OF o t U DAVID M. JENSEN v Lic. o.l 484 �°A�� 313 00 REVISION BY DATE 1 JTVV 1 `tTV V FA 10+00 AM §W ENGINEERS 41 SURVEYORS PLANNERS ASSOCIATES PO Box 41I9 1402 Greenbrier Pias Lynchburg, VA 24502 C hwb tavi0q VA 22901 Phone: 434582.6175 Pbone: 434.984.2700 www.wwassociates.net IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED VERT: 1"= 10' 10' 0 10' 50' 0 50' HORZ: 1" = 50' 11+00 12+00 DESIGNED BY. PROJECT. HYLAND RIDGE REVISION NUMBER: JJK (AKA LAKE RIDGE) 2 DRAWN BY. FINAL SUBDIVISION PLANS To, JFR DRAWING NUMBER: TITLE: REVIEWED BY. SANITARY SEWER PLAN & PROFILE C-54 DJM WWA NUMBER: FILE NAME: SCALE: DATE: SHEET NUMBER: 54 Of 57 206030.10 C-54—SAN-30-31.dwg H. 1 "-50' 12-05-07 Mw tn tn 3 v r I Z I510 0 f U 3 v C c 500 0 a rn c tv a� c C w — — 0 c ii O r 0 1 480 0 26+00 w j 1 ADDRESS COUNTY/VDOT COMMENTS 2 REVISED TYPICAL SECTION FONTANA DRIVE a 4) x 0 J O M O c0 O N N0. � REVISION 27+00 28+00 JJK 02/08/08 JJK 03/13/08 BY I DATE 1 NO. � -'r'-n -r► I / 9 s�6'ZZ5 A REVISION 10+00 20'/ACSA O� / 1 gZS=.fig/ 1 9USZS— / ' t 9 :/ / •� �..y III 11 �1 I `� I � I I -1' T-, I Ili I�II�/ r�l�il T� Ilil�f;ll•! I (Typ /20'�S� A^ ' 1 / /20� Ia AI1I / �/� /Sp�NIT 11} ' ! °77 S7 3 1 X\ / � • / �, ` /-'`�`-- ,(1 / l/ 11 � .�. \ o I �/ / 1 •/ � I I 1 S TERARY AL / �• ,,sem, �� 0\/1, /I /� f I (-) 11+00 12+00 TH OF U l� DAVID M. JENSEN v ,e Lic. No. 11484 15, 313 08 l$ww, sIDNAL BY DATE I �( 0 42 IF / / .I� /i, � / 1, iii, `.. � �� � , ! t� �, • l 13+00 14+00 15+00 -= ENGINEERS SURVEYORS LIM PLANNERS ASSOCIATES PO Boz 4119 1402 Greenbrier Place Lynchburg, VA 24502 Chwfottew tq VA 22901 Phone: 434.582.6175 Phone: 434.984.2700 www.wwassociates.net IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED VERT: 1 " = 10' 10' 0 10' 50' 0 50' HORZ: 1" = 50' 10+00 11+00 /12+00 DESIGNED BY. PROJECT: HYLAND RIDGE JJK (AKA LAKE RIDGE) DRAWN BY. FINAL SUBDIVISION PLANS To, JFR TITLE: REVIEWED BY. SANITARY SEWER PLAN & PROFILE DJM WWA NUMBER: FILE NAME. SCALE: DATE: 206030.10 C-56-SAN-17.dw H: 1 »-50. 12-05-07 9 V. 1 =10 REVISION NUMBER: 2 DRAWING NUMBER: C-56 SHEET NUMBER: 56 of 57 _ l 560 If ���/ _ 1 540 >\ 530 i /\\ ITA Y LATERAL Tyl!)—F �3 \ \ 1 1 \\ \\ \ \ \\I� �/ F�5314.73 l \ �,I \7 \ i \` \ FF\ 531.68-=5'4.7// 84 Ff=5,29�4 BF --525.72 BF=51,9.68 AQ/ 510 520 '\ \ S 6 530 — -- ---' --.26\ \ ' Seo F = - 5 .2,2� —� _ ` � � _ ,- -' — _ __ � '�� �, \ — — h \ IF THIS DRAWING IS A REDUCTION /70 \ 2\\6 \ — , S20 FF' -X27.26_ _ — — _ , _ — — , _ GRAPHIC SCALE MUST BE USED S272 \ % 516.72 5 — _ \530 --�VERT: 1 10 —B.E�16.59 10' 0 10' 50' 0 50' HORZ: 1 " = 50' 1 ADDRESS COUNTY/VDOT COMMENTS 2 REVISED TYPICAL SECTION FONTANA DRIVE NO. I REVISION JJK 02/08/08 AI,TH OF L JJK 03/13/08 DAVID M. JENSEN Lic. No. 1 484 0'3 SINAL BY DATE NO. REVISION BY DATE 20+00 21+00 22+00 !, �= ENGINEERS(AKA 7T I SURVEYORS Fr PLANNERS ASSOCIATES PO Box 4119 1402GreenbrnerPl= Lynchburg, VA 24502 chadoue"Mr,VAM901 Phone: 434.582 61 wwamodPtesmet .984 2700 DESIGNED BY. JJK PROJECT. HYLAND RIDGE LAKE RIDGE) FINAL SUBDIVISION PLANS REVISION NUMBER 2 DRAW" BY: To, JFR DRAWING NUMBER: C-57 TITLE. SANITARY SEWER PLAN & PROFILE REVIEWED BY: DJM SHEET NUMBER: 5 7 of 57 WWA NUMBER: 206030.10 FILE NAME: C-57—SAN-21-38. d wg SCALE: V. 1 »_50' DATE: 12 —05-07