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HomeMy WebLinkAboutWPO201800078 Plan - VSMP 2020-04-02NOTES TAX MAP PARCEL AND OWNER INFO: PARCEL 08000-00-00-00900 HISTORIC HOTELS OF ALBEMARLE LLC 701 CLUB DRIVE KESWICK, VA 22947 PARCEL 08000-00-00-008ZO KESWICK CLUB LLC 701 CLUB DRIVE KESWICK, VA 22947 EXISTING ZONING: RA - RURAL AREAS SPECIAL USE PERMIT SP2018-001 APPROVED SDP-2018-016 MAGISTERIAL DISTRICT: RIVANNA EXISTING AREA: PARCEL 08000-00-00-008ZO = 161.66 AC. EXISTING IMPERVIOUS AREA = 0.75 ACRES PROPOSED IMPERVIOUS AREA = 1.10 ACRES LIMITS OF DISTURBANCE = 2.65 ACRES SOURCE OF SURVEY, BOUNDARY, AND TOPOGRAPHY: TUCK MAPPING SOLUTION, INC. 4632 AERIAL WAY BIG STONE GAP, VA 24219 (276)-523-4669 PROJECT #: L17-10405 AIRBORNE SURVEY CONDUCTED: 7/31/2017 INFRAMAP CORP 10365 CEDAR LANE GLENN ALLEN, VA 23059 804-550-2937 PROJECT #: RV07317 TIMMONS GROUP 28 IMPERIAL DRIVE STAUNTON, VA 24401 540-885-0920 PROJECT #: 40241 DATUM: HORIZONTAL: NAD83 VIRGINIA STATE GRID SOUTH ZONE VERTICAL: NAVD88 REQUIRED YARDS (MINIMUM): FRONT: 25 FT SIDE: 25 FT REAR: 35 FT PROPOSED USE: SPA 17,400 SF BUILDING HEIGHT: 28 FEET EXISTING PARKING: 69 SPACES PARKING REQUIRED: 10 EMPLOYEES X 1 SPACE/EMPLOYEE = 10 SPACES 8 TREATMENT ROOMS X 2 SPACES/TREATMENT ROOM = 16 SPACES TOTAL SPACES = 26 TOTAL PARKING PROVIDED: 47 SPACES LOADING SPACES PROVIDED: EASTERN SIDE OF THE SPA BUILDING. ADA PARKING SPACES PROVIDED: 2 SPACES WETLAND IMPACTS: NONE UTILITIES: PRIVATE DRAINAGE DISTRICT: CARROLL CREEK - RIVANNA RIVER THERE ARE CRITICAL SLOPES LOCATED ON THE EASTERN SIDE OF THE PROJECT AREA. THERE ARE NO CONSTRUCTION ACTIVITIES PROPOSED WITHIN THE 100-YR FLOODPLAIN. STORMWATER NUTRIENT CREDITS: A TOTAL OF 1.09 LB/YR OF STORMWATER NUTRIENT CREDITS WERE PURCHASED AS PART OF THE ORIGINAL WPO PLAN (WPO 201800078 DATED 7-29-2019). PER THE PROPOSED WPO PLAN AMENDMENT THERE WILL BE A SURPLUS OF 0.36 LB/YR QUALITY CREDITS ASSOCIATED WITH THIS SITE AVAILABLE FOR FUTURE DEVELOPMENT ON THIS PROPERTY. SEE SHEET C6.0 FOR ADDITIONAL INFORMATION. 1/6/2020 WP0201800078 AMENDMENT PLAN SUMMARY (M.S.P.A / WPO AMENDMENT) THE WPO PLAN HAS BEEN REVISED TO REFLECT A NEW BUILDING FOOTPRINT AND CHANGE IN THE SITE LAYOUT. PERMEABLE PARKING SPACES HAVE BEEN REVISED ALONG WITH THE ALIGNMENT OF THE LOADING DOCK ACCESS. UPDATES TO THE FOLLOWING SHEETS HAVE BEEN MADE ACCORDINGLY: DEMOLITION PLAN, EROSION AND SEDIMENT CONTROL PLAN, GRADING PLAN, STORMWATER MANAGEMENT PLAN AND QUANTITY CALCULATIONS, STORMWATER PROFILES & LANDSCAPE PLAN SHEETS. THE REVISED SITE LAYOUT REQUIRES AN UPDATED MITIGATION PLAN WHICH WILL BE INCLUDED PRIOR TO FINAL APPROVAL OF THE WPO AMENDMENT. 3/31/2020 WP0201800078 AMENDMENT PLAN SUMMARY (M.S.P.A / WPO AMENDMENT THE WPO PLAN HAS BEEN REVISED TO REFLECT COMMENTS RECEIVED ON 1/15/2020 KESWICK HALL SPA WPO PLAN AMENDMENT 1 WPO-201800078 COUNTY OF ALBEMARLE, VIRGINIA 01/06/2020 SITE LOCATION a,6 Po 7n �e n 0 Keswick Hall FOX HILL ROYAL ACRES 0 7ao m' EIGHTS MAGRUDER 7a4 Keswick 744 m FITZWOOD 2so VICINITY MAP 1"=20001 ab5 bay DEVELOPER: HISTORIC HOTELS OF ALBEMARLE LLC 701 CLUB DRIVE KESWICK, VA 22947 CONTACT: JOHN TREVENEN TELEPHONE: 434-923-4300 ENGINEER OF RECORD: TIMMONS GROUP 608 PRESTON AVE. SUITE 200 CHARLOTTESVILLE, VA 22903 CONTACT: CRAIG KOTARSKI, P.E. TELEPHONE: (434) 327-1688 P.4]j eF -i i COUNTY OF ALBT,BIARLE ➢epartm dt of Community Development 401 Mclntim Road, North Wing Charlottesville, Virginia 22902-4596 Phone (434) 296-5832 Fax (434) 972-4126 July 24, 2018 Williams Mullen C/O Valerie Long 32: E, Main Street, Suite 400 Charlottesville, Va 22902 RE: SP201BO0001 Keswick Hall and Golf Club Dear Ms, Long, On July 11, 2018. the Board of Supervisors took action on your special use permit request to Amend previously approved SP200800042 to relocate and expand the spa and fitness center, add a pool her. expand the energy plant, add a new maintenance and laundry building, relocate the existing restaurant in a standalone building, and add awing to me existing inn for 38 additional rooms (a total of 86 roams). In addition, site changes to parking and circulation are proposed on 'fax Map Parcels 080000000008Z0; 08000000O060AO OSOOOOMCIO0900 in the Rivanna District. 'I he Special Use permit was approved by the Board's adoption oftac attached iesodution and conditions. Please be advised that although the Albemarle County Board o' Supervisors took action on the project noted above, no uses on the property as approved above may lawfully begin until all applicable approvals have been received and conditions have been met This includes; • compliance with conditions of the SPECIAL USE PERMIT; • approval of and compliance with a SITE PLAN or a SITE PLAN AMENDMENT; and • approval of a ZONING COMPLIANCE CLEARANCE. Before beginning uses as allowed by this special use permit or iryou have queslions regarding the above - noted action, please contact Rebecca Ragsdale at (434) 296-5832 oxt. 3276, S:nccmly, Megan Nedostop, A1CP Principal Planner Planning Divisior, APPROVED by the Albemarle County Community Development Department Date 05/06/20 File WP02 018 0 0 0 7 6 Sheet List Table Sheet Number Sheet Title C0.0 COVER C1.0 NOTES AND DETAILS C1.1 NOTES AND DETAILS C1.2 NOTES AND DETAILS C2.0 EXISTING CONDITIONS C2.1 DEMOLITION PLAN C3.0 EROSION & SEDIMENT CONTROL NOTES AND DETAILS C3.1 EROSION & SEDIMENT CONTROL PLAN - PHASE 1 C3.2 EROSION & SEDIMENT CONTROL PLAN - PHASE 2 C3.3 EROSION & SEDIMENT CONTROL PLAN - PHASE 3 C4.0 LAYOUT AND UTILITY PLAN C5.0 GRADING AND DRAINAGE PLAN C6.0 STORMWATER MANAGEMENT PLAN AND QUANTITY CALCULATIONS C6.1 PERMEABLE PAVEMENT DRAINAGE AREA MAP C6.2 STORMWATER DESIGN TABLES AND CALCULATIONS C6.3 STORMWATER SUMMARY PLAN C6.4 STORMWATER QUALITY CALCULATIONS C6.5 PERMEABLE PAVER INSTALLATION AND MAINTENANCE C6.6 STORMWATER MANAGEMENT FACILITIES EASEMENT PLAN C7.1 PROFILES 1-1.10 MATERIALS ENLARGEMENT PLAN I L3.30 I MITIGATION PLANTING PLAN TOTAL SHEETS = 22 SIGNATURE PANEL DEPARTMENT OF COMMUNITY DEVELOPMENT_ PLANNING & ZONING ENGINEERING INSPECTIONS ARCHITECTURAL REVIEW BOARD DEPARTMENT OF FIRE AND RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARTMENT OF TRANSPORTATION HEALTH DEPARTMENT RESOLUTION TO APPROVE SP 2018-01 KESWICK HALL AND GOLF CLUB WHEREAS, the Owner ofKeswick Hall filed an application to amend a previously -approved special use permit (SP 200800042) for Tax Map Parcel. 08000-00-00-008Z% 08000-00-W-060A0, and 08000-00-00-C u900 to relocate and expand the spa and fitness center, add a pool bar, expand the energy plant, add a new maintenance and laundry building, relocate die existing restawant to a stand-alone building, and add a wing to thoexisting inn for 38 additional rooms, as well as make site changes to the parking and circulation, and the application is identified as Special Use. Percit2018-00001 Keswick Hall and Golf Club ("SP 2018-0 1 "); and W IIEREAS, on Ma-v 22, 20l8, after a duty noticed public Gearing, the Albemarle County Planning Commission recommended approval of Sl 2018-01 with conditions recommended by staff, and recommended minor changes to the Conceptual Plan; and WHEREAS, subsequent to the Planning Commission mecting, the Applicant submitted an 'updated Conceptual Plan dated June 11, 2018 that partially addressed the Pharming Commission's recommendation all changes to the Conceptual Plan, however, the updated Conceptual Plan contained additional changes that were not considered by the Planning Commission; and WHEREAS, on July 11, 2018, the Albemarle County Board of Supervisors held a duly noticed public hearing on SP 2018-0L NOW, THEREFORE, BE IT RESOLVED that, upon consideration ofthe foregoing, the staff ropott prepared for SP 2018-01 and all of its attachments, the information prasented at the public hearing, and the f y-tors relevant to a special use permit in Albemarle County Code § 18-33.8, the Albemarle County Board of Supervisors hereby approves SP 2018-0 1, subject to the conditions attached hereto, including Condition #1, which references the Conceptual Plan dated June 11, 2018 and the Narrative dated January 16, 20I8, updated Junu 11, 2018. Yi• L Claudette K. Borgersen, do hereby certify that One foregoing writing is a true, correct copy of a Resolution duly adopted by the Board of Supervisors of Albemarle County; Virginia, by a vote of five to zero as recorded below, at meeting held on July i 1, 2018. Mr. Dill Mr. Gallaway Ms. Mallek Ms. McKeel Ms. Palmer W. Randolph Aye Na Absent Y _ Y Y Y �� ClerkCleds, Drty Super i. -rs APPROVAL DATE SP-2018-00001 Keswick Hall and Golf Club Conditions L Development and use stud] be ire accord with the conceptual plan titled "Keswick Hall & Gulf Club Special Use Permit Plan" prepared by Howca[ onand dated June I I, 2418 [hereafter "Conceptual Plan"), mid narrative titled "Keswick Hall and Go EClub Project Narrative" (her:after "Narrative"), dated January 16, 2018, updated June 11, 2018, as determined by the Dimcta- of Planning and the 7.oning Administrator. 2. The restaurant, tavern, and inn and accessory uses shall not consume water in excess of existing permitted capacity ofthe existing water system (76,000 gallons per day) and sewage system (60,000 gallons per day). If the central water or sewerage system must be expanded to meet existing or future demand for residential users, the applicant shall seek and obtain all necessary approvals freexpanding the system from the Virginia Department of t{ea;th, the Viignia Department ofEnvir mencntal Quality, and the Albemarle County Board of Supervisors. Any expansion ofthe central water or sewerage system to meet existing or future demand for residenial uses shall be solely for the use of residential users. 3. The applicant shall seek and obtain all necessary approvals by the Virginia Department of Health and Albemarle County Fire Rescue Department for a water system improvement to support dedicated inteme fire protection as described in. the "Water and Wastewater Facilities Plan 2017 Update for Keswick Hall & Golf Club" prepared by Timmons Croup dated December t, 2017 and revised March 19, 2018 (hereinafter the "2017 WatulW'astowater Plan") before a building permit for the proposed improvements described in Phase IA of the 2017 Water/Wastewatcr Plan may be issued. No certificates of occupancy for the improvements in Phase IA shall be issuedprior to the completion ofthe aforementioned water system improvement 4. The applicant shall seek and obtain all necessary approvals by the Albemarle County Board of Supervisors for a water system improvement to support expanded permitted capacity of the water distribution system as described in the 2017 Water/Wastewater plan before any building permit for the proposed improvements described in Phase IA of the aforementioned plan may be issued. No certificates of occupancy for the improvements m Phase 1A "I be issued prior to the approval of the V irginia Department of Healthy the Virginia Department of -Environmental Quality, Albemarle CountyFire Rescue Department, and completion ofthe aforementioned water system improvement. S. No unplarrcrd property shall be subdivided and no approved subdivision plat shall be recorded unless the applicant demonstrates to the satisfaction ofthe PLvneing Dirculur and County Engineer that the existing central water system permitted and approved 9y the Virginia Department of HraBh, or as such permit is amended ur .such suhsegnent permit approved by the Virginia Department oflleadr, Division of Water Supply Engineering and the Board of Supervisors, is available and adequate to se,vu all orsaid Iris, as well as all existing improvements, associated am%, and platted lots, without wmpmmising on -site and adjacent off -site well water supplies. Nothing herein shall guarantee approval of such amendment or permit. In making this dcmonstatian; the application shall use test procedures approved by the Virginia Department of Health and the County Engineer. 6. Except for any restaurant and spa an the property open to the general public, Keswick Hall and its associated facilities shall be used only by the guests of the inn and their invitees, and members ofthe Keswick Country Club and their invitees. 7. In the event that the use, structure or activity for which this special use permit is issued is not commenced on or before July 11, 2020, it shall be deemed abandoned and the permit terminated. The term "cantmmced" means "construction of any structurenecessary to the use ire the permit". S. All parking areas established or expanded after July 11, 2019 shall comply with a min:mmm 25-foot setback. 9. Keswick Road shall be the primary access. ra PxTR Cl U CRAYG W. J. KOTARSKI Lic. No. 0402048507 c%04-01-20e; M E CD O � N ei N C Q � > E u a E Y U. 0 @ —i-I tY W L M Uoo W J —� N O C 7 W oN � H x �-Cie `� a Z3 v N = N N = V i° F Q . c rn rn O N on - M a � 00 J tD� in nY O c7 O 2 H 0 w w U Q z O U) > ce O r N 0 ►7 H U 00 0 DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE N/A � Q z J t--t U J Icy— _ z LU > 0 0 Uw J U H � Q /� Ln w co J W a JOB NO. 40241 SHEET NO. Co. 0 0 c U N U C ru 0 0 lm 3 a, 0 0 a 5 a a 0 0 0 C L Vl C N a C `0 0 O s c L GENERAL NOTES GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL 1. CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS FOR AS BUILT DOCUMENTATION, AS REQUIRED BY THE LOCALITY. THIS INCLUDES, BUT IS NOT LIMITED TO, TESTING, INSTALLATION DOCUMENTATION, SURVEY, ETC. ALL REQUIREMENTS 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE SHALL BE DISCUSSED WITH THE LOCALITY PRIOR TO BEGINNING CONSTRUCTION. PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND Albemarle County Engineering 2, ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. Final Plan General Notes Page t of TRANSPORTATION'S SPECIFICATIONS AND STANDARDS. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED 3. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL OF THE ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND ALBEMARLE COUNTY PLANS BY ALL FEDERAL, STATE AND LOCAL AGENCIES. SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND FINAL PLAN GENERAL NOTES 3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO SEDIMENT CONTROL REGULATIONS. BEGINNING ANY CONSTRUCTION WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING ACCESS). 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE General Construction Notes 4. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION ACTIVITIES. FIRST STEP IN CLEARING. 5. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON 1. Prior to any construction within any existing public right-of-way, including connection to CURBS, SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION. THE SITE AT ALL TIMES. any existing road; a permit shall be obtained from the Virginia Department of 6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY CONSTRUCTION 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON Transportation (VDOT). This plan as drawn may not accurately reflect the requirements of PURPOSES, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL BE EXCAVATED BELOW THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE the permit. Where any discrepancies occur the requirements of the permit shall govern. PLAN GRADE AS DIRECTED BY THE OWNER'S REPRESENTATIVE, BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED IN CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR 2. All materials and construction methods shall conform to current specifications and ACCORDANCE WITH SPECIFICATIONS. REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 7. standards of VDOT unless otherwise noted. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL 3. Erosion and siltation 8. shall provided in accordance with the approved ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH ASTM-C-76. MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE shaltrol l and installed prior plan and shall be nstalled prior to any clearing, grading or other PIPE WITHIN THE RIGHT OF WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH CURRENT VDOT PLAN APPROVING AUTHORITY. STANDARDS AND SPECIFICATIONS. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL tion,control construction, consmiction. 9. 4. All slopes and disturbed areas are to be fertilized, seeded and mulched. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT DRAWING DETAILS TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL 5. The maximum allowable slope is 2:1 (horizontal:verticaI). Where reasonably obtainable, 10. FOR REVIEW. CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED. 8. STABILIZATION IS ACHIEVED. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING lesser slopes of 3:1 orbetter are to be achieved. 11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS. DEVICE. 6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the 12. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED TO BE 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND County Engineer, or designee, it is deemed necessary in order to stabilize a drainage RESUBMITTED TO THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION SHALL ACCOMPANY AFTER EACH RUNOFF -PRODUCING EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO channel. THE REVISED PLANS ANDIOR THE DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED AND APPROVED BY THE MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic ENGINEER. IMMEDIATELY. Control Devices. 13, CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III. CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE 9. All excavation for underground pipe installation must comply with OSHA Standards for FROM THAT SHOWN ON PLAN. IF THERE APPEARS TO BE A CONFLICT, AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. the Construction Industry (29 CFR Part 1926). ON THIS PLAN, CALL MISS UTILITY OF CENTRAL VIRGINIA AT 1-800-552-7001. THE OWNER SHALL BE RESPONSIBLE FOR THE 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER RELOCATION OF ANY UTILITY WITHIN EXISTING AND/OR PROPOSED RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT. ZONING ORDINANCE SECTION 5.1.28. 14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND CABLE TV SERVICE 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE TRUNK LINES. (N/A) CODE OF ALBEMARLE. 15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE COMPLETED PRIOR TO THE PLACEMENT OF AGGREGATE BASE COURSE. LIMITED TO THE HOURS OF 7:OOAM TO 9:OOPM. 16. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS ADDITIONAL FACILITIES AS DEEMED NECESSARY. LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO 17. VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED ADJACENT LAND AND STRUCTURES/IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER'S BECAUSE OF SLIDES, SINKING, OR COLLAPSE. REPRESENTATIVE FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO SURFACE COURSE(S). PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION 18. A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE REQUIRED AT THE RATE OF 0.30 CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, GALLONS PER SQUARE YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS. BUILDING OR OTHER PORTION OF THE PROPERTY. 19. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE FORECAST WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS. AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF 20. THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO CONTACT THE OWNER FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE BE APPLIED AT 80LBS/1 OOSF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY SURFACE COURSE(S). EROSION CONTROL INSPECTOR. 21. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND PAVEMENT STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (NIA) MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, 22. ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT CONDITIONING OF THE SUBGRADE. 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE 23. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% AND BE IN ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS. PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 24. APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT INSPECTOR. MAINTAINED RIGHT OF WAY. (N/A) 19. MAINTENANCE: ALL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL 25. GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE EVENT. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES SHALL BE REPAIRED OF ROAD. (NIA) IMMEDIATELY. SILT TRAPS SHALL BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS 26. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM FILLED WITH SEDIMENT. ALL SEEDED AREAS SHALL BE RESEEDED WHEN NECESSARY TO SLOPE OF 0.004 ft./ft. ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH COLLECT 27. WHERE A TYPE "B" NOSE IS SPECIFIED ON AN INLET IN CONJUNCTION WITH ROLL FACE CURB AND GUTTER OR CG-7, THERE SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. SHALL BE A 20' TRANSITION ON EACH SIDE OF THE INLET. (N/A) 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 28. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. REVIEW BY THE ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WTIHIN 1 YEAR OF THE STATE ROADS. DATE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G.) 29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) 2006 UNIFORM STATEWIDE BUILDING CODE, 2006 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI Al17.1-03. MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION 30. THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT. ORDINANCE SECTION 17-207B) 31. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES. 23. NEW RETAINING WALLS 3 FEET AND HIGHER REQUIRE A SEPARATE BUILDING PERMIT. IF 32. ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1 STONE WEDGE RETAINING WALLS ARE WITHIN MANAGED CRITICAL SLOPES, THE DESIGN MUST COMPLY WITH PLACED AT THE END OF THE DAY ALBEMARLE COUNTY CODE CHAPTER 18 SECTION 30.7.5. 33. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED. ALBEMARLE COUNTY ENGINEERING 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. 3. 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. 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. 5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL:VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. 8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS III. 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). 10. RETAINING WALLS GREATER THAN 3 FEET IN HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS EXCEEDING 4 FEET IN HEIGHT REQUIRE A STAMPED ENGINEERED DESIGN ALSO. WALLS REQUIRE INSPECTIONS AS OUTLINED IN THE USBC. 11, ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED BY THE BUILDING DEPARTMENT. BLASTING NOTES 1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT. ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES 1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION OF DAMS. 2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES. 3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION CONTROL INSPECTOR. LEGEND ROADS SEWER TRAFFIC STOP BAR ® (� S ------ EXISTING SANITARY SEWER m STORM PIPE & STRUCTURE NO. ® FO DROP INLET & STRUCTURE NO. S-SANDS PROPOSED SANITARY SEWER CURB O PROPOSED SANITARY SEWER LABEL O CURB & GUTTER WATER DRY CURB & GUTTER W EXISTING WATER LINE 0 PROPOSED PAVEMENT g• Wr PROPOSED WATER LINE PAVED DITCH e 60 W PROPOSED VALVE - JUTE MESH DITCH g" W PROPOSED TAPPING SLEEVE CENTERLINE OF DITCH+ BENCH MARK 14 PROPOSED FIRE HYDRANT (COMPLETE) . . CLEARING LIMITS GRADING T R-1 VDOT STANDARD STOP SIGN TC = TOP OF CURB BC = BACK OF CURB - - 200 - -- EXISTING CONTOUR EP = EDGE OF PAVEMENT 200 PROPOSED CONTOUR TW = TOP OF WALL BW = BOTTOM OF WALL +240.5 EXISTING SPOT ELEVATION TS = TOP OF STAIRS BS = BOTTOM OF STAIRS TC 240.5 PROPOSED SPOT ELEVATION N/A = NOT APPLICABLE TO THIS PROJECT 0 PARKING COUNT �K^bLs z op, p,01 r 7` I� U CRAIG W J. KOTARSKI Lic.1Vo. 0402048507 , ,,b 0`t-01 -20,e, rO E 0 rn $ N N N C E LUE F~ U ¢ U. 0 0 LL h LUO fu LU M J U m Lucg� -t7 M a. U W NO z F ° Mt �x w 0Ln a v c 2 U cu 10 F ¢ c in rn O N (m o- 00 J tDH • Z O a ZO U LLI 0 j ti O to W Z LULU O i Q O O U W Q O 4 V) Ui W :� 84 Q , H DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE N/A I..L Q V) z I --I Q J w = z Q 0z Ov Q Uw J V1 Q LU LU m J 0 w Q z `m 0 0 M L 3 0 M 0 a E a T C m 0 m N a) 0 C m t N a C I6 C a 0 0 t I L H JOB NO. 40241 SHEET NO. C1.0 TYPE 21-B AGGREGATE BASE COURSE COMPACTED SUBGRADE 12" MIN 1.5"DIA GALV. (TOP') RAIL (TYP.) 2'-10" EXP. (TYP.) 2 10' JOINT 12" MIN �!� A� FINISHED GRADE i (TYP.) WASH 1/2" R (MAX.) ; FINISHED $ GRADE CONCRETE #3 REBAR (12" O.C.) L 5" # 57 STONE 1 _0" a ° (2) #5 REBARS, BOTTOM CONTINUOUS, LAP 2'-2" AT SPLICES 3, NOTES: 1. FINE BROOM FINISH ALL STAIRS. f3" COMPACTED SUBGRADE 2. RAIL ON BOTH SIDES OF STEPS (IF NOTED) 3.. SEE PLAN FOR RISER HEIGHT EXTERIOR STAIRS & HANDRAIL No Scale 30" MIN COVER FROM FINAL GRADE REFER TO DOMINION POWER DESIGN STANDARDS FOR DUCTBANK AND PRE -CAST COMMS MANHOLE TYPICAL BACKFILL GENERIC COMMS DUCTBANK W/ (2) 4" SCH. 40 PVC CONDUITS SHOWN. CONC. ENCASEMENT SHALL BE 3,000 PSI MIN, THREE INCH ENVELOPE OF CONC. SURROUNDING. REFER TO DOMINION POWER DESIGN STANDARDS. (TYP.) REFER TO DOMINION POWER DESIGN STANDARDS FOR DUCTBANK AND COMMS MANHOLE TYPICAL BEDDING TYPICAL (2) SCH. 40 PVC DUCT BANK SECTION DETAIL No Scale L RIVER STONE (12" DEPTH) 4" PVC PERFORATED UNDERDRAIN GEOTEXTILE FABRIC DENOTES GRAVEL FILTER STRIP ON PLANS GRAVEL FILTER STRIP DETAIL No Scale BOLLARD DETAIL No Scale All ^' 1METER STEEL FILLED WITH ;RETE.BOLLARD L BE PAINTED OW DAVEMENT 2'-0" DIAMETER �ONC. FOOTING 9, L�L.•., I■I Imo: L 1., CONCRETE BUMPER BLOCK ANCHOR WITH 5/8" REBAR IMBEDDED 24" IN GROUND HANDICAP SIGN HANDICAP SIGN LOCATION (VAN) LOCATION (TYP.) ri - 0 0 0 EOP PAINTED PER 2°/a MAX. 18' ­4„ VDOT SPEC. 8' 5' 8' 8 8' — TYPICAL VAN ACCESSIBLE ACCESSIBLE HANDICAP SPACES TYPICAL PARKING SPACE DETAILS No Scale 18' PARKING (REFER TO SHEETS C4.00 FOR LOCATION) 4" SURFACE WATER FLOW BELGARD AQUA ROC OR PERMEABLE JOINT FLUSH CURB APPROVED EQUAL OPENING AGGREGATE (BROOM FINISH) a C � b • A ' 12" MAX. x ° it\" 1 j.� ...- i , \ r vR f STONE \���\��\��\/� 1 ��,\4�\/���\���\��\/��\���\����\���\��\. PVC UNDERDRAIN PIPE PERMEABLE PAVERS SECTION - LEVEL 1 No Scale PmTY PmTr SM)0 $500 RE sm - $500 RE TOW AWAY ZONE TOW AWAY ZONE VAN U ABOVE U ABOVE FINISHED FINISHED GRADE GRADE SPACES SHALL BE IDENTIFIED BY ABOVE GRADE SIGNS AS RESERVED FOR PHYSICALLY DISABLED PERSONS. PROVIDE ONE (1) R-7-8 SIGN AT EACH PARKING SPACE INDICATED ON SITE PLAN. SIGN SHALL BE ALUMINUM (PAINTED WHITE) WITH GREEN LETTERS AND INTERNATIONAL WHEELCHAIR SYMBOL. SIGN SHALL BE PLACED ON STEEL POST 1-1/2" O PAINTED BLACK SET IN MIN. 2' OF CONCRETE. VA. SIGN FOR THE DISABLED ON 0.80 GAUGE ALUMINUM. COLORS: GREEN BORDER & LEGEND, BLUE SYMBOL FOR ACCESSIBILITY, WHITE BACKGROUND. PARKING SIGNS FOR THE DISABLED No Scale U LENGTH 51I 0.5' FROM EP -r I !— >5 ANCHOR WITH 5/g" REBAR r A r IMBEDDED 24" IN GROUND; 2 PER WHEEL STOP PRECAST CONCRETE WHEEL STOP No Scale vUR e!`ECJF CA-IDMa L DS x3TsI' 1aHi: oi. OL FILLED 6IRENGRI: 03 P" GIN: HUPE,'1GUFC`1. LORc SACK PLAN GRAS$S.RFACE RAISED EDGE =ELLS RULED MATH FREE CHAINING j CtlN[:REIE CUNB -vLl _ Try^ j /ry^f_ SSRGWING MEWNAfrAND. 1 ^^, I.NGRFFNPIARTIC.PAIIS SECTION USCPND CSICR[NGC WLV. PAID IS NCT SITC SPCLVIG PREPARMSUBPASE GDOGAID OR NONANOVEN GEOTEX711O PREP.AREDSUBGRACE R=Y" 74 L GEOTEXTILE FABRIC (TENAX MS220B OR EQUIVALENT) COMPACTED SUBGRADE CONCRETE SIDEWALK JOINT DETAIL No Scale ' 5' CURB TRANSITION DETAIL No Scale TABLE 1: TYPICAL SUB -BASE (D) THICKNESS REQUIREMENTS W/ GEOGRID (DI SUB -BASE 'CBR STRENGTH OF APPLICATIONILOAO THICKNESS IN.i (SEE GEOGRID SUBGRADE SOIL SEE NOTE 1) NOTE NOTE 3) ,C G m FINE1.1AAYu OCGAGOMA HEAW bERILAL1U_.D Pd. 11,12 T%) 1-2 19,E1 m w a TXS Y-B a TKS ZLE,OAND u:L'WE sPnl AR CA ya- Wlo TIXi PARKING PANNING $ toll TIC, RR, CALIFORNIA WARING i TID GENERALMOMS 1. IF G04TECH CECRD IS OMITTED MEN THE TOTAL SUBBASE LYYER THICKNESS MUST 3E INCREASED BYRD%.IF SURSRADE Sq1` ARE IMPERMEAELE AND NO COGGER) 15 USED. A N019I CIEOTEMILE 01R CYCLED CONTENT 15 REOCIAMENCEDAND SFOULD HALF GUGO PFR+�APII ITV qNC PpRI%SIIY ISRY.OP R SPnTi 6,AJnR=1NGH1 i IFAN H.SMBi IN ISRODURFDIRF 14'4C.H BNMFTFRPFRfA3A11C FIPFI..ID ATNINIVUM 2RADIEN11:1M. FFDIF1i GNGRAVEI. IN TRENCH SAYKNUEB YIIM DQT TYPE ADFAINAGE STONE COVERED WHIR A ADMEN GEOTE%11LE FABRIC AND LEMIMC TO A 5URABLE OUTFAL LOP. RICHETENTION AREA. DRAINS PLACED TOWN CENTER OR 04E MOE O° ACCESS ROUTER UP TO 16.5 FT. WDE. VADER AF£AS MAY REQUIRE ADDRION4L DRAINSAT IL.i FT. 13 FT. CENTERS. DRMNAGE DESIGN BY SPEDIFIER BA3ED CN SPECIMC GROUND COV6ITICNS ON SITE. J. SUBEASESHW LU BEA SANDY Q LA'VEL MAIEHIAL KSML'UUA_'iUCHULS UUMMONLY USED IN I HE PNGPAHA1 UN UFA ROAD BAGe AND WALKWAY 5 3J6BASE GRAVELAGGRREGAM TC 9E! INGF MNJS [RJSHEb ROCK W1TH NO p10iE THAN ]a FASSWC THE giDB SIEVE 11AT 1L SiOU_D B= YE4RLV NEVIRAL IN FF. A . uPBONGREEN PAVER. GEDGWC AND GEDTEtURESBY CONTEGF ENGINEERED W-U'RON518] N6e2W A,3R ECOgTRAA 0. TiE CO'V1N.GTCR BHHLCDMNCINSTHE"RKAFTERERIf SUBGRADEHACBCCNFNEDMCCDANUCCMPACTLDTOEPELIMD TOLERANCE B. INSTALL SUBBASE COURSE MATERIAL OVER PRTPAFM SLEGRADE TO E VATIONS AND DEPTHS SFO'WN ON PLAN. IPTCTALLMATERIALIH OF"i R` 1NAI UT NSA E%GEEU41N1,HE3 GDMPAC RIG I,AOF LIF I IU US%MNIHEU naN I OR DEAGI Y. G USE Wqq, FDR5 PROYCED To MAINTAIN PROPER CAGING AND TDI R=R.LO THE PAVERS G. PAYER PANELS TO BE INSTALLED WIM THE LARGER C CVM O'ENN2 FW4G DOWN. PAIlEFAA ERIALSIOU'_DBEGGVEREDIF 101MSED TO SLIT AND OUTSIDE ELEMENTS FOR MORE Ti0.N ]S DAYS. F. PAIRS CAN FF f.I.i.ISINCiAHwN'1T1R Pf1.NFR GW i�ITRRUIIND ORRTRIIf.HONG gNT•CTIVTRI Ri. PIF:FS'NHICHARFI>S.GTHAN FaFIHE ORIGNALSISESFOULONDTBELSEC. F. PILL PAVERS WTT I ME SPECIFIED SAND FILL MATERIAL SH'LLL BE INSTALLED TOME TOP OF ME MI£R AND NO HIGHER THAN 1IIiNCH A➢OV=-TIC TOP OF ➢IC PP UR_ CNCC TI IE FILL M1 ATQILALL WBipLLCD 11:L p LICIIT VIB'SATING PUTS TCGON5p0 WTC TI IC CAV@R5 AND TO SETTLE THE 300TWNE INFILL G. CRWOUL OD PIACEMENTORBEEDINGFERi1J21NOMDWA-ERINGMiO KAVERYUGHTiDPCREBSINOMAYBEAPPJE➢TO JUST COVEP mE�EED ANC iD ROVIDE gOEOVATE GERMINA'IDN CONbIYI�Ns. F. HIS PREFERABLETO A-LSW'R- GRASS TO FLLLY ESTABLISH PRIDR TDVEHICIE TRAFFIC. `EDGE OF PAVEMENT � 4" PAINTED STRIPE i (TYPICAL) 1 1 REGULAR SPACE \ 1-1/2" PERMEABLE \/VAA �J\ SETTING BED AGGREGATE ` 4" 21 B STONE 9.75" #57 STONE COMPACTED SUBGRADE SLOPE TO UNDERDRAIN CONTROL JOINT SPACED AT WIDTH OF WALK r EXPANSION JOINT AT MAX OF 100', / WITH PREMOLDED EXPANSION FILLER A CONC. WALK 7�1� 4" 21-B STONE SIGNAGE NOTES: 1. ALL SIGNING AND PAVEMENT MARKING SHALL BE IN ACCORDANCE WITH THE MOST CURRENT EDITION OF EACH OF THE FOLLOWING AND ANY REVISION THERE TO: A. MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. B. THE VIRGINIA SUPPLEMENT TO THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. C. THE VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AND BRIDGE SPECIFICATIONS. D. THE 2000 INTERNATIONAL FIRE CODE. 2. SIGN LOCATIONS ARE APPROXIMATE AND ARE TO BE MODIFIED IN THE FIELD TO AVOID CONFLICT WITH UNDERGROUND UTILITIES OR OTHER CONSTRUCTIONS, AND TO COMPLY WITH STANDARDS REFERENCED IN NOTE 1 ABOVE. 3. ALL SIGNS AND PAVEMENT MARKINGS ARE TO BE FURNISHED AND INSTALLED BY THE CONTRACTOR. ALL SIGNS TO BE FURNISHED AND INSTALLED WITH STANDARD U POST GALVANIZED BY THE CONTRACTOR. SOLID WHITE LINE 24" STOP (TYP.) 12' STD. (VARIES) R1-1 NOTE: STOP SIGNS TO BE 30" WITH STOP BAR DETAIL HIGH INTENSITY SHEETING NO SCALE SOLID WHITE LINE i 6' 21 21 (TYP-) (TYP.) STRIPING AND SIGNAGE DETAIL No Scale 4" 2" R CONC CURB AND GUTTER CLASS 3A, (Pc=3,000 PSi) CONCRETE IS a 6„ 1R.1 � n 13" Al z� a4 j ^ 7,I f a 5 a Xi :I .Y'1T✓:_. L -. �1 T 4" MIN. L f~6" + 61, 12,-0" CONTINUE 21 B STONE COMPACTED BASE FROM ADJACENT SUBGRADE PAVEMENT SECTION UNDER CURB VDOT STANDARD CG-6 CURB & GUTTER No Scale NON -SLIP BROOM FINISH VARIABLE WIDTH' MAX. CROSS SLOPE 2% COMPACTED SUBGRADE 4" 3,000 PSI AIR -ENTRAINED CONCRETE 4" TYPE 21 B STONE COVER DENOTES CONCRETE SIDEWALK PAVEMENT ON PLANS NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN ACCORDANCE WITH VDOT STANDARDS. CONCRETE SIDEWALK PAVEMENT SECTION No Scale EXPANSION JOINT WITH REMOLDED EXPANSION FILLER, "ZIP STRIP" OR EQUIV., SEAL WITH SILICONE SEALANT 1/4" SEALANT NON -SLIP BROOM FINISH WWF 6x6 W2.9xW2.9 2" T 10" 3,000 PSI AIR ENTRAINED PORTLAND CEMENT CONCRETE \' 9 6" TYPE 21A STONE COVER COMPACTED SUBGRADE (CBR 11.2) DENOTES CONCRETE SERVICE AREA PAVEMENT ON PLANS HEAVY DUTY CONCRETE SECTION No Scale 2.0" ASPHALTIC CONCRETE SURFACE COURSE - SM-9.5A 3.0" INTERMEDIATE BASE COURSE - BM25.0 8" TYPE 21-B AGGREGATE SUBBASE COURSE ;\ ijX \. \✓\./\liA COMPACTED SUBGRADE DENOTES HEAVY DUTY ASPHALT PAVEMENT ON PLANS HEAVY DUTY ASPHALT PAVEMENT SECTION No Scale J T�CJ�fJT� ��CJ�(JCJi � J sl J CRAYG W. J. KOTARSKI Lic. No. 0402048507 CO E CD rn $ N N � C Q 0 >E 6 E W _ - Z, U 3 F~ cu C) LL i h W O to U J m W d — lA t, a, O N4 W z_ H ILI In oa �ILL z !n= N N � O = U Q - ~ m Ul W U) au Z av O U.) W W J Lo CD Lo Lu Z LIU p w� � Q O p U � O � � 2 L7 Q O O vi 84 Lu W > W 'N rN Q a 0 U) > Z) O r 2.0" BITUMINOUS CONCRETE SURFACE COURSE - SM-9.5A 8" TYPE 21B AGGREGATE BASE COURSE COMPACTED SUBGRADE 7 DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS LIGHT DUTY ASPHALT PAVEMENT SECTION No Scale I TOP OF CURB SURFACE BASE t f i l+ FLUSH CURB No Scale VDOT A-3 CONCRETE V MY I IIYL,L 21 B STONE BASE FROM ADJACENT PAVEMENT SECTION UNDER CURB H DATE 01/0612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE Q z I --I Q J w n = } z Q �z O U w Q W r ^ V / W ED J O z \uj i JOB NO. 40241 SHEET NO. C1.1 L FRAME & COVER (SEE FIG. S-1-D,E) NYLOPLAST DRAIN BASIN WITH STANDARD GRATE (1,2) INTEGRATED DUCTILE IRON FRAME & GRATE TO MATCH BASIN O.D. MINIMUM PIPE BURIAL DEPTH PER PIPE (3) VARIABLE INVERT HEIGHTS MANUFACTURER AVAILABLE (ACCORDING TO RECOMMENDATION PLANSITAKE OFF) (MIN. l 3 ADAPTER REQ. SAME AS MIN. SUMP) AREAS IN SUM ANGLES VARIABLE 0"-38[ ACCORDINGTO PLANS IT MIN WIDTH GUIDELINE 8" MIN THICKNESS GUIDELINE (6,7) TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. SEE DRAWING NO.7001.110-111 FOR NON TRAFFIC INSTALLATION. (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS (6" MIN. ON 8'- 24", 10" MIN. ON 30' (4) VARIOUS TYPES OF I NLET&OUTLET ADAPTERS 4' MIN ON 8'-24" BASED ON MANUFACTURING REQ.) AVAILABLE: 4" - 30' FOR CORRUGATED HOPE 6" MIN ON 30" (ADS N-121HANCOR DUAL WALL, ADSIHANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DUN (EX: SCH 40), PVC 0900/C905, a� CORRUGATED & RIBBED PVC WATERTIGHT JOINT �� THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER (CORRUGATED HOPE SHOWN) GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, 6"-30" CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLET$ SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. 1 - 8"- N' STANDARD GRATES SHALL BE DUCTILE IRON PER ASTM A536 GRADE M %05. 2 - 12- 30" FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 7D50-05. T & 10' STANDARD GRATES. FIT DIRECTLY ONTO DRAIN BASINS WITH THE USE OF A PVC BODY TOP. SEE DRAWING NO.7001-11M45. 3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. RISERS ARE NEEDED FOR BASINS OVER E4'DUE TO SHIPPING RESTRICTIONS. SEE DRAWING NO.7001.11 D065, THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL 313OVERONAAVE 4- DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO NYLOPLAST HAS PROPRIETARY RIGHTS, THERECEIPT BUFORD, GA 30518 ASTM D3212 FOR CORRUGATED HOPE (ADS N-121HANCOR DUAL WALL), OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 1-23-06 PHN (770) 932-2443 N-12HP, &PVC SEWER (4'-24"). TRANSFER OR LICENSE THE USE OF THE DESIGN OR r��+ FAX(170)93D2490 Nylo 5- ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0' TO 360. TO DETERMINE TECHNICAL INFORMATION SHOWN HEREIN REYISm BY NMX CISt xww.nYlpplastus.n PROJECT HO.MAME MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING N0, 7001-170-072 REPRODUCTION OPTHIS PRINT OR ANY INFORMATION TITLE 8-1T- 38 STANDARD GRATES SHALL N EET H-20 LOAD RATING, CONTAINED HEREIN, OR MANUFACTURE OF ANY GATE 0]-11-18 DRAIN BASIN WITH STANDARD GRATE 7.F&ID' STANDARD GRATES ARE RATED FOR LIGHT DUTY APPLICATIONS ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS QUICK SPEC INSTALLATION DETAIL ONLY:NO CONCRETE COLLAR NEEDED FOR LIGHT DUTY RATING. IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. U)11 NY onas. DWG SIZE A SCALE 1:40 SHEET 10F1 DWG NO, i001416144 REV H NYLOPLAST DRAIN BASIN WITH DOME GRATE (1, 2) INTEGRATED DUCTILE IRON GRATE TO MATCH BASIN O.D. MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER (3) VARIABLE INVERT HEIGHTS RECOMMENDATION. AVAILABLE (ACCORDING TO (MIN. MANUFACTURING PLANSITAKE OFF) RED. SAME AS MIN. SUMP) (5) ADAPTER ANGLES VARIABLE 0' - 360° ACCORDING TO PLANS REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL 36"MIN LARGER THAN 5" IN ANY DIMENSION 24"MI INITIAL BACKFILL* 8"MIN (6" LIFTS) EMBEDMENT * THOROUGHLY COMPACTED SPRING LINE BY HAND OR APPROVED OF PIPE O MECHANICAL TAMPER HAUNCHING NO. 68 STONE - - BEDDING fi" max 4" min FOUNDATION (SHALL BE REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE MERMUNALL PIPE) NOTE 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE BACKFILLED ENTIRELY WITH NO. 21A STONE. 2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 STONE SHALL BE PROVIDED 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE (3) VARIABLES SUMP DEPTH R ACCORDING TO PLANS IT MIN. ON F - 2T, 10" MIN. ON 3T (4) VARIOUS TYPES OF I NLET& OUTLET ADAPTERS AVAILABLE: 4"-30'FOR CORRUGATED HDPE (ADS N-121HANCOR DUAL WALL, ADSIHANCOR 4' MIN ON B"-24' BASED ON MANUFACTURINGREQ.) 6"MIN ON 30" TYPICAL SECTION (DIMENSIONS MAY VARY WITH MANUFACTURER'S DESIGN) SINGLE WALL), N-12 HP, PVC SEWER (EX: $DR 35), PVC DUN (EX: SCH 40), PVC 0900IC905, CORRUGATED & RIBBED PVC WATERTIGHTJOINT _ (', (CORRUGATED HOPE SHOWN) THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENT$ OF CLASS I, F - 30" CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. TYPICAL SEWER PIPE INSTALLATION IN TRENCH NTS FIG. 5-3 TD-34 GALVANIZED STEEL STEP 31F MINIMUM OF 3" EMBEDMENT SLOPED AREA STREET SURFACE OR � NON PAVED AREA 1'-01 " RUBBER COATED STEEL STEPS CAST IN PLACE MIN PRECAST REINFORCED CONCRETE SECTIONS 12"' MIN %'-0" "0" RING SEALS A 1�AX MINIMUM ELEVATION DIFFERENCE ACROSS M.H. 5" 4'-0 FROM INLET TO OUTLET SHALL BE 0.20 FEET. CONCRETE VARIES DEPTH OF FLOW FILLETS CHANNEL TO BE 3/4 DIAMETER OF , CONTRIBUTING SEWER. e p- ' ° 12 id A FILLETED INVERT FOR A SMOOTH " -' TRANSITION OF FLOW BETWEEN INLET & OUTLET PIPE SHALL BE PROVIDED. MIN. 6" BEDDING NOTE W/ NO. 68 STONE 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES. 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED INSIDE AND OUT. TYPICAL MANHOLE SECTION SHOWING BRANCH TIE-IN N.T.S FIG. S-I-A TD-25 sT-1 #4, GRADE 60, REINFORCING ROD ENCASED IN A CORROSION RESISTANT RUBBER OR OTHER MATERIAL APPROVED BY THE ENGINEER. (DIMENSION MAY VARY WITH MANUFACTURER'S DESIGN) r7CORROSION RESISTANT MATERIAL 44 REINFORCING ROD CAL SECTION IS-1 �9 J ALL STRUCTURES WITH A DEPTH OF OTHERWISE NOTED ON THE PLANS. E 41/2" FROM INSIDE FACE OF TRANSITION BETWEEN 8E 16" C-C. PIPE DIAMETERS WHEN DIFFERENT SIZES OF STEPS SHAD WITHSTAND A MINIMUM FORCE OF 300 POUNDS WHEN PIPES ARE ENCOUNTERED. EXTENDED 4/2" FROM THE FACE OF THE SUPPORT. STEPS ARE TO BE VERTICALLY ALIGNED AND UNIFORMALY SPACED FOR THE ENTIRE DEPTH OF ANY STRUCTURE. IN PRECAST UNITS STEPS MAY BE CAST IN PLACE, MORTARED INTO HOLES PROVIDED BY THE FABRICATOR OR DRIVEN. NOTES: ' SHAPING WI MANHOLE AND INLET INVERTS ACCORDANCE WITH STEPS DIFFERING IN DIMENSIONS, CONFIGURATION OR MATERIALS THIS DRAWING IS TO APPLY TO THOSE STRUCTURES SPECIFIED FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THEY MEET ON PLANS OR WHERE INVERT OF PIPE IS ABOVE INVERT OF THE MIREQUIREMENTS SHOWN HEREON AND THE STRUCTURE. CONTRACTOR HAS FURNISHED THE ENGINEER WITH SUBSTITUTE AND CERTIFIED TEST REPORTS OF THE PROPOSED SUBSTITUTE AND HAS MANHOLE OR DROP INLET IS TO BE FORMED AND CONSTRUCTED RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE IN ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING. OF SUCH STEPS. THE INVERT SHAPING AS DETAILED HEREON IS TO CONSIST OF A PO CEMENT CONCRETE MIX CONFORMING TO CUSS OR BE ALL STEPS INSTALLED SHALL BE PROVIDED WITH SLIP -RESISTANT CLASS LASS C1 EXCEPT THAT 257 OF COARSE AGGREGATE MAY BE SURFACES SUCH AS BUT NOT LIMITED T0, CORRUGATED KNURLED, UP TO 4" IN DIAMETER AND CONSIST OF STONE, BROKEN BRICK, OR DIMPLED SURFACES. BROKEN CONCRETE OR BROKEN CONCRETE BLOCK. THE SURFACE SHALL BE LEFT SMOOTH BY MEANS OF HAND TROWELLING. NONE 12" 3000 PSI CONC. BASE BENCH SLOPED TO FLOW CHANNEL 1/4" 1' MIN 2" BRANCH NOTE: FLEXIBLE CONNECTION WITH STAINLESS STEEL ALL CONNECTIONS TO BAND EXISTING MANHOLES SHALL I- BE CORED AND A FLEXIBLE w CONNECTION BOOT " oINSTALLED TYPICAL MANHOLE PLAN SHOWING BRANCH TIE - IN NITS FIG. S-I-B 111J3eil SHAPE TO ELEVATION OF MID -POINT OF LARGEST PIPE. SHAPE TO CONTOUR OF PIPE SLOPE TO DRAIN TO INVERT OF OUTLET PIPE SECTION A -A METHOD OF TREATMENT IN DROP INLETS SLOPE TO DRAIN TO INVERT OF Ir OUTLET PIPE I ALUMINUM STEPS SHALL E FABRICATED IN ACCORDANCE WITH OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED. ASTM 8221, ALLOY 6005-T5. - ° n 11P S� THAT PORTION OF THE STEP ENCASED IN MASONRY SHALL BE DETAILS OF INVERT SHAPING AS SHOWN HEREON ARE FOR EXAMPLE ° -Q N1X0 UNIFORMLY COATED WITH A BITUMIMOUS, SOLVENT TYPE, ASBESTOS PURPOSES INDIVIDUALLY BEST FIT MANHOLE NHO EPOR AR DROP INLETCULAR IS AND BE SHAPED - 1-B"-30' DOME GRATES SHALL BE DUCTILE IRON PER ASTM A536 s2" AO SSE FILLED ALUMINUM PIGMENTED COATING CONFORMING TO FEDERAL CONFIGURATION AND FLOW LINES. SPECIFICATION TC-C-00498A. SECTION B-B 2-8'GRACE OED07 ME GRATES FIT ONTO THE DRAIN BASINS WITH THE USE C'�� PLAN OF A PVC BODY TOP. SEE DRAWING NC. 7001-11D045. ALUMINUM STEP 3- DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWNSY EBC MATERIAL 313OVERONAAW METHOD OF TREATMENT IN MANHOLES DETAILS. RISERS ARE NEEDED FOR BASINS OVER M'DUE TO SHIPPING NYLOPLA3T HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD. GA 30518 RESTRICTIONS. SEE DRAWING NO. 7031-114M OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 03.25-10 1 1 PHN(770)932.2443 a--, w-. 4- DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO TRANSFER OR LICENSE THE USE OF THE DESIGN OR Nylo last &9 FAX SPECIFICATION XNVI XVI ASTM D3212 FOR CORRUGATED HOPE (ADS IN121HANCDR DUAL WALLI, TECHNICAL INFORMATION SHOVM HEREIN REVISEDBY NMH PROJECTNQMAME w .nyloplaslasxom REFERENCE STANDARD METHOD OF SHAPING REFERENCE SPECIFICATION N-12 HP, &PVC SEWER (4"-24"I_ REPRODUCTION OF THIS PRINT GRAINY INFORMATION TITLE STANDARD STEP ROAD AND BRIDGE STANDARDS ROAD AND BRIDGE STANDARDS 5- ADAPTERS CAN BE MOUNTED ON ANY ANGLE VTO W'. TODETERMINE CONTAINED HEREIN, OR MANUFACTURE OF ANY OATS 03-11-16 DRAIN BASIN WITH DOME GRATE MANHOLE & INLET INVERTS MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING N0. 7001-1INIZ ARTICLE THEREFROM, FOR THE DISCLOSURE TO OTHERS QUICK SPEC INSTALLATION DETAIL VIRGINIA DEPARTMENT OF TRANSPORTATION REVISION DATE SHEET 1 OF 1 SHEET 1 OF 1 REVISION DATE 302 6-S'- 30' DOME GRATES HAVE NO LOAD RATING. IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN VIRGINIA DEPARTMENT OF TRANSPORTATION MISSIO4 PERFROM NY-OR-AST. MYLMi DWG 511 A SCALE 1:40 SHEET 10F1 DWG NO. 7001-11P397 REV D 106.09 106.08 HALF PLAN VIEW MH-1 DI-3A, 38, 3c EXPANSION KEYED 0-1.8-2 FOR DETAILS OF INLET JOINT CONST, BARS D s APPROACH SEE STANDARDD SL-1 FOR APPLICABILITY OF SAFETY SLABS, B STANDARD MH-1 NOTES j FRAME &COVER THE TOP OF MASONRY IS TO BE LEFT TL- SUFFICIENTLY LOW TO PERMIT PROPER ADJUSTMENT OF COVER AND FRAME TO GRADE BY THE USE OF MORTAR OR BRICK AS DIRECTED BY THE ENGINEER. 2'-011 a N �a OJ ZED Fa FLAT SLAB TOP AS DETAILED ON STANDARD T-MH-2 MAY BY SUBSTITUTED FOR TAPERED SECTION WHEN APPROVED BY THE ENGINEER. ST-1 6JA 45, JOINT `' f GUTTER _ BAR G WARPED WEEP HOLE (AS REQ'D.) STEPS (AS REO'D.) m GUTTER WEEP HOLE (AS REQ'DJ SUBBASE BAR C2„ HARDWARE I �^ v CLOTH N�.w IIIIIIII-\�'III1�/1't/1 N V z + BARS F WEEP HOLE, w s 'o Eo SEE NOTE 8 �¢ ow ' STEPS ICAS REO'D.> ?� I� > x LtLl Fo STEPS.'SE I °1 JS ALTERNATE JOINT NOTE s DETAIL 8„ 18_7177 4'-0" y SECTION A -A o xI_ „ux E D _�X�_ �r KEYED CONST, JOINT 6" x 6" - W5.5 x W5.5 WELDED I B-'I WIRE FABRIC OR EQUIVALENT AREA L-VARIABLE - MAX. 20' 1-1 " WARPED GUTTER 2'-0" 8" 2'-6" B , x 2 APPROACH MONOLITHIC ivg TARS A GUTTER '° aF00TING y HALF SECTION A -A --------- - - - -- ----- (WITH FRAME AND COVER REMOVED) B S G- -r - - D + 8^ + 2X 1 BRICK CONCRETE BARS F BARS E I�B *3" DIAMETER BARS E B.2 WEEP HOLE FRONT ELEVATION EARS F e"• ,'-e'• 6•' BARS a DOGHOUSE WITH FOOTING NOTES: - - - -� (GUTTER REMOVED) p/4„ 3'-0" NOTES( 1. QUANTITIES SHOWN ARE FOR MANHOLE WITHOUT PIPES. THE AMOUNT DISPLACED LT_ 5XI/4" BENT PLATE = SECTION B-B BY PIPES MUST BE DEDUCTED TO 8" SEE GENERAL NOTES FOR ADDITIONAL INFORMATION ON WEEP HOLES, STEP REQUIREMENTS, `TB J � w \, Now FM IN � "lrrrrrrrrrrrrrrrrrrrrrrrrrrrr. rrrrrrrrrrrrrrrrrrrrrrrrrrrra � � '���1 .... ---------I �� � ........ Z.......--------- .... ...................a -M. . .0 ..............rrrrrrrrrrr rrrs ' Jill OBTAIN TRUE QUANTITIES. "H" (LIN. FT. FOR MANHOLES) DIMENSIONS, ETC. 2. A BASE THICKNESS OF 9" WAS USED IN .. ° /4„ R - 2. ALL BASE UNITS ARE TO BE IN ACCORDANCE WITH THE REQUIREMENTS OF AASHTO M199. COMPUTING CONCRETE QUANTITIES. TYPE A NOSE DETAIL SHALL BE USED WITH CG-3 & CG-7 STANDARDS. L2%2'%21//y "XI/4" v ". GALVANITED 3. CONCRETE SHALL BE 4000 PSI. 3. INCREMENTS TO BE ADDED FOR EACH TYPE B NOSE DETAIL SHALL BE USED WITH CG-2 & CG-6 STANDARDS. ADDITIONAL FOOT OF DEPTH. TYPE A TYPE B I % 4" STUD SHEAR CONNECTOR WELDED 4. WHERE OPENINGS ME REQUIRED FOR PIPE, THEY SHALL BE FORMED, DRILLED, OR NEATLY CUTTO GALVANIZED PLATE FOR TYPE A 7O BE BENT ON AN ANGLE OF 68°30' TO ANGLE IRON AT 2'C-C. AS APPROVED THE ENGINEER. THE CONTRACTOR SHALL FURNISH THE FABRICATOR WITH 4. MATERIALS MAY BE BRICK, CONCRETE OR CONNECTORS AND IS BE ANCHORED WITH I/z' X 4" STUD SHEAR THE ANGLES BETWEEN CENTER LINES, THE INVERT ELEVATIONS, A10 THE SIZE E ALL PIPES TO APPROVED CONCRETE MANHOLE BLOCK. WELDED 70 BENT PLATE AT z' c-c. NOSE DETAILS ENTER THE MANHOLE. HOLES ARE TO BE A MINIMUM OF 4" TO A MAXIMUM OF 8" LARGER THAN 2" THE OUTSIDE DIAMETER OF THE PROPOSED PIPE. 5. IF BLOCKS ARE USED THE MINIMUM APPR. PAVEMENT THICKNESS E SAME IS TOE 5" 5 DIMENSIONS SHOWN ARE MINIMUM ACTUAL DIMENSIONS MAY VARY WITH MANUFACTURER DIMENSIONS D % MINIMUM Y MINIMUM SUGGESTED MAX. PIPE SIZE ABSOLUTE MAXIMUM {r 36„ 411 „ 18,1 21,, 48" 51, 6" 24„ 27" 60" 5" e" 36" 42n 72' 61. 8„ 48„ 54„ 84" 7" B" 60" 66" 96„ g„ g„ gg„ 72„ OTHER THICKNESSES ARE TO CONFORM GI -,a L-{ DI-36 L DI-3C L WARPED PAVEMENT ' TO WALL THICKNESS SHOWN FOR 6. "D" IS NOMINAL DIAMETER. a.:t. CONCRETE. - MN' DEPTH "H" OF 36" DIAMETER BASE UNIT RESTRICTED > i 7. IN THE EVENT THE INVERT OF THE OUTFALL PIPE IS HIGHER THAN THE BOTTOM OF THE STRUCTURE, TO 4'-0" MAXIMUM. 6.ALL CONCRETE TO BE CLASS A3. ` _ _ _ _ _ THE INVERT OF THE STRUCTURE SHALL BE SHAPED WITH CEMENT MORTAR TO PREVENT STANDING �7 OR PONDING OF WATER IN THE STRUCTURE. ONE THROUGH PIPE ONLY. (ONE PIPE ENTERING AND i x x 7, WHEN SPECIFIED ON PLANS THE FLOW FLOW FLOW 1'-O" INVERT IS E IT SHAPED R B. TONGUE AND GROOVE JOINT ARE TO OF FABRICATOR'S DESIGN MEETING VDOT APPROVAL. ONE PIPE EXITING STRUCTURE) ACCORDANCE WITH STANDARD IS-1. JOINTS ARE TO BE SEALED WITH MORTAR, D-RING GASKETS, OR BUTYL RUBBER. THE COST OF FURNISHING AID PLACING i I ALL 1 DETAIL WHEN USED PPN SHGT ISAT0 IBEIINCLU EDDENTAL OINTTHE BID FOR USE ON GRADES ADJACENT TO CURB PRICE FOR THE STRUCTURE. FOR USE IN SAGS WITHOUT GUTTER BOTH SIDES TO BE SYMMETRICAL IFICATION XVI \VDOT SPECIFICATION XVI SPECIFICATION ERENCE MANHOLE FOR 12" - 48" PIPE CULVERTS ROAD AND BRIDGE STANDARDS ROAD AND BRIDGE STANDARDS STANDARD CURB DROP INLET REFERENCE ROAD AND BRIDGE STANDARDS STANDARD PRECAST BASE UNITS REFERENCE 302 VIRGINIA DEPARTMENT OF TRANSPORTATION REVISION DATE I SHEET I OF 5 SHEET 1 OF 2 REVISION DATE 12" - 30" PIPE: MAXIMUM DEPTH (H) - 8' 233 SHEET 1 OF 1 REVISION DATE 105 08/10 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 106.01 104.09 103.11 DIAMETER -4'-8"+(2 x WALL THICKNESS) _I SECTION B-B BRICK CONCRETE OR CONCRETE BLOCK TABLE OF QUANTITIES DEPTH BRICK MANHOLE CONCRETE MANHOLE BRICK CONCRETE CONCRETE FEET THOUSANDS CU. YARDS CU. YARDS 4 0.5 0.785 1.437 5 0.7 0.785 1.699 6 0.9 0.785 1.961 7 1.0 0.785 2.223 8 1.2 0.785 2.485 9 1 1.4 0.785 1 2,747 10 1.6 0.785 3.009 11 1.9 0.970 3.455 12 2.2 0.970 3.817 13 2.5 0.970 4.179 14 2.8 0.970 4.541 15 3.1 0.970 4.903 16 3.4 0,970 5.265 17 4.0 1.173 6.032 INCREMENT 0.45 - 0.582 r FOR ALL BENDS 45° 1 1 FOR TEE OR WYE FITTINGS WIDEN TRENCH TO q ACCOMMODATE > ANCHOR IF REQUIRED. 450 MIN BEDDING AS REQUIRED SECTION 2-2 45° mam� L PIPE DEGREE BEND DIMENSIONS VOL. TEE AND PLUGS VOL. SIZE OF (FEET) CU.YD. (FEET) CU.YD. BEND L H T L H T 90 2.50 2.50 3.01 0.24 4" & 6" a5 z.oD 2.25 z.6o 0.15 2.00 2.25 2.50 0.15 22 1 /2 1.50 2.00 2.52 0.10 11 1 /4 1.50 2.00 2.50 0.10 90 3.66 3.16 3.21 0.48 8„ 45 2.66 2.66 2.77 0.26 22 1/2 1.66 2.16 2.69 0.13 116 2.91 2.66 0.32 11 1 /4 1.66 2.16 2.67 0.13 90 4.83 3.83 3.42 0.83 10" & 12" 45 3.33 3.58 2.95 0.43 3.83 4.00 2.83 0.52 22 1 /2 2.33 2.58 2.86 0.24 11 1 /4 1.83 2.33 2.84 0.18 1. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE CHANGES DIRECTION, CHANGES SIZE, DEAD ENDS AND AT VALVES. 2. USE 2500 P.S.I. CONCRETE. 3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT. 4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF ALL THRUST BLOCKS. CONCRETE THRUST BLOCKS No Scale PLACE 5' GALVANIZED "WITNESS" POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS o AS DIRECTED. MARKER LOCATION MAY BE SUBJECT 9 TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE / > 4 -ADJUSTABLE VALVE BOX W/ LID M.J. GATE VALVE WATER LINE 1i 47 L-_j 2500 P.S.I. CONCRETE -' 2'x Z BEARING AREA THRUSTBLOCK 0 � c � a NOTE: IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. GATE VALVE (TYP No Scale EXIST GRAD METAL INSPECTION FRAME W/SOLID LID (NEENAH R-1975 OR EQUIVALENT) 3"CONCRETE COLLAR -___CRUSHED STONE BEDDING 6"DI CLEANOUT PLUG AT EI OF LINE CLEANOUT DETAIL No Scale "p` KAT r� ;hLSy-0" n15- U CRAIG W J. KOTARSKI Lir. No. 0402048507 r1 E CD ON rN N N C O E W E F~ U Q') 3 U.% 3 ❑ LL h W O (D J U 00 W -1 - U1 M 0- > NO N zF 3: 0 X d' W ❑a 3� r) = N N = U 10 � Lr) F Q _ U3 0)O N (U m a v 00 J CD U-1 Lo F- z 0 L Z C) U Lu O tw o LU O O wz Q ao UJI Q O 4 ti ui W 84 w a 0 DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE 1..� Q V) z Fi Q J w 0 T` + } ? 0 o z U �� W J � Q W W ED J 0 z `u i L JOB NO. 40241 SHEET NO. C1.2 \ r v I v lu/J. CF' "1 ` \ / r - - _ , _ _ 40 - / / - I I ' \ 1 \ /' ` _ TO BUILDING 2 zy \ / / / / \ \ p1' / ' / r ` \ I / / I l / ' / .i / / / / I I 1 CONC. 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LOCATION 15' VEPCO EASEMENT DB. 884, PG. 607 b' / NOTE: REFER TO SDP-2018-016 KESWICK HALL ADDITIONS - MAJOR AMENDMENT CRITICAL SLOPES WAIVER REQUEST (APPROVED BY THE BOARD OF SUPERVISORS) FOR IMPACTS TO CRITICAL SLOPES. SCALE 1"=20' 0 2Y 40' ax' J U CRAIG W J. KOTARSKI Lic. No. 0402048507 r°$ 04-01-20 ei M E 0 rn $ N V N C > E w E ~ U F" 0 3 LL O LL J U W J —N H cy) U(u oNv X w oa 3� (DS vN = U > o Q orn n, a� 00 J � r u i m DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE 1"=20' V ) a z cri Q O J z > Q mr z O O U w V ' l LU m F W Q W JOB NO. 40241 SHEET NO. C2.0 C L i G 2 2 — ��� \ \\ \\ \� � l-/ � � -- / ` _ � / \ A `-�� 'cam\\ / �q6 * r � Xram4111�, \ \----\ / \ i tea. a < / // I I I /l j G`RITIC/ \ \ )SLOP S(TYff.) REFER TO PLAN TITLED "KESWICK HALL ADDITIONS AND / ' • ' ; ; 1 J / \ \�126 SITE IMPROVEMENTS" SDP-2018-016 WP0201800020 & ` _� G� WP0201800078 FOR DESIGN INFORMATION. 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METAL SHIPPING / CONTAINERS TO\BE- - \ REMOVED/RELOCATED OR \ DISPOSED OF AS \ \DIRECTED `\ BY OWNERSHIP LEGEND: REMOVE HARDSCAPE k k x k kx k REMOVE ASPHALT/GRAVEL REMOVE VEGETATION REMOVE TREE ------- SAW CUT SCALE 1"=20' 0 20' 40' co Q iz J U CRAIG W i'. KOTARSKI Lic. No. 0402048507 c$04-01-20ee r, E 0 rn $ N N N C Q o > E w E F~ Lu U cu 3 QLL%3 LL 2 Lu i h w O m ,� J U m W ..d — lA H 0, V' W r4 0 (n xQ W ❑ Q C V 2U > to F Q C Ln °i O N N m 2 00 J CD Lu ID F- Fm z O a ZO LLI 0 In z j ~ O V) W > Lu Lu Lu O w� Q ao Ex Q O 4 V) cji ' C C4 Lu Q 0 DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE 1 "=20' z J J > 0 0 U w I --I J U � Q O w LU m J o \ / JOB NO. 40241 SHEET NO. C2.1 0 r m L N y d C a C l9 0 m N a) s C m t N a C I6 r C a c m 0 t I L EROSION AND SEDIMENT CONTROL NARRATIVE PROJECT DESCRIPTION THIS PROJECT INCLUDES THE DEMOLITION OF EXISTING LANDSCAPE ITEMS, CONSTRUCTION OF A SPA, AND ASSOCIATED GRADING AND UTILITIES. LIMITS OF CLEARING AND GRADING AREA OF 2.65 ACRES. ADJACENT PROPERTY THE NORTHERN PROPERTY LINE IS BOUND BY KESWICK RD AND KESWICK HUNT CLUB. THE EASTERN PROPERTY LINE IS BOUND BY THE KESWICK GOLF COURSE. THE SOUTHERN PROPERTY LINE IS BOUND BY THE KESWICK GOLF COURSE AND SINGLE FAMILY RESIDENTIAL HOMES. THE WESTERN PROPERTY LINE IS BOUND BY SINGLE FAMILY RESIDENTIAL HOMES. EXISTING SITE CONDITIONS LIMITS OF DISTURBANCE IS CURRENTLY LOCATED ON A PORTION OF THE KESWICK HALL AND GOLF CLUB PROPERTY. THIS AREA CONSISTS OF EXISTING GRAVEL AND ASPHALT PARKING ALONG WITH A FLOWER GARDEN. OFF -SITE AREAS NO OFF -SITE AREAS WILL BE IMPACTED. CRITICAL EROSION AREAS ALL CRITICAL SLOPES ARE SHOWN ON PLAN SHEETS C2.0. EROSION AND SEDIMENT CONTROL MEASURES UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE CURRENT ADDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. THE MINIMUM STANDARDS OF THE VESCH SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED OR APPROVED BY A VARIANCE BY LOCAL AUTHORITIES HAVING JURISDICTION. STORMWATER RUNOFF CONSIDERATIONS ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE MAINTAINED IN ACCORDANCE WITH VESCH AND THE CONSTRUCTION SEQUENCE, INCLUDING THE INSPECTION OF ALL MEASURES AFTER ALL RAIN EVENTS. PERMEABLE PAVEMENT AND THE PURCHASE OF NUTRIENT CREDITS WILL BE USED TO TREAT STORMWATER QUALITY REQUIREMENTS. PERMEABLE PAVEMENT AND UNDERGROUND STORAGE PIPES WILL BE USED TO MEET STORMWATER QUANTITY REQUIREMENTS. STRUCTURAL PRACTICES: 1. TEMPORARY CONSTRUCTION ENTRANCE - 3.02 A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE PROVIDED AT THE LOCATION INDICATED ON THE PLANS. IT IS IMPERATIVE THAT THIS MEASURE BE MAINTAINED THROUGHOUT CONSTRUCTION. ITS PURPOSE IS TO REDUCE THE AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF. 2. SILT FENCE BARRIER - 3.05 SILT FENCE SEDIMENT BARRIERS SHAL L BE INSTALLED DOWNSLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT -LADEN RUNOFF FROM SHEET FLOW AS INDICATED. ITS PURPOSE IS TO INTERCEPT SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS AND PREVENT SEDIMENT FROM LEAVING THE SITE. 3. STORM DRAIN INLET PROTECTION - 3.07 STONE FILTERS SHALL BE PLACED AT THE INLET OF ALL DRAINAGE STRUCTURES AS INDICATED ON PLANS. ITS PURPOSE IS TO PREVENT SEDIMENT FROM ENTERING THE STORM DRAINAGE SYSTEM PRIOR TO PERMANENT STABILIZATION. 4. DIVERSION DIKE - 3.09 A RIDGE OF COMPACTED SOIL CONSTRUCTED AT THE TOP OR BASE OF A SLOPING DISTURBED AREA WHICH DIVERTS OFF -SITE RUNOFF AWAY FROM UNPROTECTED SLOPES AND TO A STABILIZED OUTLET, OR TO DIVERT SEDIMENT -LADEN RUNOFF TO A SEDIMENT TRAPPING STRUCTURE. MAXIMUM EFFECTIVE LIFE IS 18 MONTHS. 5. SEDIMENT TRAP - 3.13 A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELEASE TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN "WET" AND "DRY" STORAGE LONG ENOUGH FOR THE MAJORITY OF SEDIMENT TO SETTLE OUT. 6. MAINTENANCE OF SEDIMENT TRAP - INSPECT TRAP EMBANKMENT WEEKLY TO ENSURE IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. ADDITIONALLY THE TRAP SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF. 7. DUST CONTROL - 3.39 DUST CONTROL IS TO BE USED THROUGH THE SITE IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT. VEGETATIVE PRACTICES: 1. TOPSOIL (TEMPORARY STOCKPILE) - 3.30 TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL BE LOCATED ONSITE AND SHALL BE STABILIZED WITH TEMPORARY SILT FENCE AND VEGETATION. 2. TEMPORARY SEEDING - 3.31 ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE THAN 30 DAYS SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS APPLIED. 3. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE COVER BY PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL BEAUTY. 4. SOIL STABILIZATION BLANKETS & MATTING - 3.36 A PROTECTIVE COVERING BLANKET OR SOIL STABILIZATION MAT SHALL BE INSTALLED ON PREPARED PLANTING AREAS OF CHANNELS TO PROTECT AND PROMOTE VEGETATION ESTABLISHMENT AND REINFORCE ESTABLISHED TURF. MANAGEMENT STRATEGIES 1, PROVIDE SEDIMENT TRAPPING MEASURES AS A FIRST STEP IN GRADING SEED AND MULCH IMMEDIATELY FOLLOWING INSTALLATION. 2. PROVIDE TEMPORARY SEEDING OR OTHER STABILIZATION IMMEDIATELY AFTER GRADING. 3. ISOLATE TRENCHING FOR UTILITIES AND DRAINAGE FROM DOWNSTREAM CONVEYANCES IN ORDER TO MINIMIZE PERIMETER CONTROLS. 4. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE MAINTAINED UNTIL THEY ARE NO LONGER REQUIRED TO COMPLY WITH THE CONTRACT DOCUMENTS OR STATE LAW. PERMANENT STABILIZATION ALL NON -PAVED AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING IMMEDIATELY FOLLOWING FINISHED GRADING. SEEDING SHALL BE IN ACCORDANCE WITH STD. & SPEC. 3.32, PERMANENT SEEDING. SEED TYPE SHALL BE AS SPECIFIED FOR "MINIMUM CARE LAWNS" AND "GENERAL SLOPES" IN THE HANDBOOK FOR SLOPES LESS THAN 3: 1. FOR SLOPES GREATER THAN 3: 1, SEED TYPE SHALL BE AS SPECIFIED FOR "LOW MAINTENANCE SLOPES" IN TABLE 3.32-D OF THE HANDBOOK. FOR MULCH (STRAW OR FIBER) SHALL BE USED ON ALL SEEDED SURFACES. IN ALL SEEDING OPERATIONS SEED, FERTILIZER AND LIME SHALL BE APPLIED PRIOR TO MULCHING. SEQUENCE OF INSTALLATION PHASE I (SEE SHEET C3.1) 1. A PRE -CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY E&S INSPECTOR, CONTRACTOR, OWNER, AND ENGINEER. THIS MEETING SHALL TAKE PLACE AT ALBEMARLE COUNTY COMMUNITY DEVELOPMENT BUILDING. CLEARING LIMITS MUST BE FLAGGED PRIOR TO THE MEETING WITH ONE (1) WEEK OF NOTICE. 2. INSTALL SILT FENCE BELOW PROPOSED SEDIMENT TRAPS. CLEAR AND GRADE SEDIMENT TRAPS. 3. INSTALL CLEAN WATER DIVERSION, REMAINING SILT FENCE, REMAINING TREE PROTECTION, DIVERSION DIKES, INLET PROTECTION, CULVERT INLET PROTECTION. 4. AFTER ALL EROSION AND SEDIMENT CONTROL MEASURES ARE IN PLACE, SITE WORK CAN BEGIN. 5. ROUGH GRADE PROJECT AREA. 6. SEED ALL DENUDED AREAS PER VESCH STANDARDS. PHASE II (SEE SHEET C3.2) 1. ONCE PROJECT AREA HAS BEEN ROUGH GRADED, TIE GRADES IN TO SEDIMENT TRAPS. 2. ADJUST DIVERSION DIKES AS SHOWN ON THE PHASE II EROSION AND SEDIMENT CONTROL PLAN. 3. SEED ALL DENUDED AREAS PER VESCH STANDARDS. PHASE III (SEE SHEET C3.3) 1. INSTALL ADDITIONAL INLET PROTECTION WHERE SHOWN ON THE PHASE III EROSION AND SEDIMENT CONTROL PLAN AS THE STORM SYSTEM IS CONSTRUCTED AND BECOMES OPERATIONAL. 2. FINE GRADE PROJECT AREA. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. 3. ALL STORMWATER PIPING & STRUCTURES, INCLUDING DETENTION FACILITIES SHALL BE INSPECTED FOR SILT/SEDIMENT. IF PRESENT, SILT/SEDIMENT SHALL BE CLEANED OUT FOR THE SYSTEM TO THE SATISFACTION OF THE E&S INSPECTOR. 4. ONCE THE SITE UP HILL FROM THE SEDIMENT TRAPS HAS BEEN STABILIZE AND APPROVED BY ESC INSPECTOR REMOVE, REMOVE THE SEDIMENT TRAPS AND COMPLETE ANY FINAL GRADING OR HARDSCAPE. 5. CONTRACTOR SHALL INSTALL PERMEABLE PAVERS ONCE ALL UP HILL SITE AREA HAS BEEN PERMANENTLY STABILIZED TO PREVENT SEDIMENT FROM ENTERING THE UNDERDRAIN NETWORK. 6. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. SILT FENCE BELOW SEDIMENT TRAP MUST BE MAINTAINED THROUGH GRADING AND CONSTRUCTION. 7. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL MEASURES CAN BE REMOVED UPON APPROVAL FROM THE E&S INSPECTOR. SOILS INFORMATION: 46B - LIGNUM SILT LOAM, 2 TO 7 PERCENT SLOPES. 40 TO 60 INCHES TO PARALITHIC BEDROCK, MODERATELY WELL DRAINED. HYDROLOGIC SOIL GROUP: D 51B - MANTEO CHANNERY SILT LOAM, 2 TO 7 PERCENT SLOPES. 15 TO 20 INCHES TO LITHIC BEDROCK, SOMEWHAT EXCESSIVELY DRAINED. HYDROLOGIC SOIL GROUP: D 51C - MANTEO CHANNERY SILT LOAM, 7 TO 15 PERCENT SLOPES. 10 TO 20 INCHES TO LITHIC BEDROCK, SOMEWHAT EXCESSIVELY DRAINED. HYDROLOGIC SOIL GROUP: D MINIMUM STANDARDS: AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: MS-1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 14 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. MS-2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. MS-3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. MS-4. SEDIMENT TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. MS-5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. MS-6. SEDIMENT TRAPS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. MS-7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. MS-8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. MS-9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. MS-10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. MS-11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. MS-12, WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. 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, 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 MATERIAL SHALL BE PROVIDED. MS-14, ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE M ET. MS-15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. MS-16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY. D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. MS-17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. MS-18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. MS-19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE STANDARDS AND CRITERIA LISTED IN SECTION 19 OF VIRGINIA ADMINISTRATIVE CODE 9VAC25-840-40 MINIMUM STANDARDS. GENERAL EROSION AND SEDIMENT CONTROL NOTES: ES-1: UNLESS OTHERWISE INDICATED, CONSTRUCT AND MAINTAIN ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. ES-2: THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY WILL MAKE A CONTINUING REVIEW AND EVALUATION OF THE METHODS AND EFFECTIVENESS OF THE EROSION CONTROL PLAN. ES-3: PLACE ALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN CLEARING, GRADING, OR LAND DISTURBANCE. ES-4: MAINTAIN A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ON THE SITE AT ALL TIMES. ES-5: PRIOR TO COMMENCING LAND -DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFFSITE BORROW OR WASTE AREA), SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE ARCHITECT/ENGINEER AND THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY FOR REVIEW AND ACCEPTANCE. ES-6: PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE RESPONSIBLE LAND DISTURBER. (MODIFIED NOTE) ES-7: ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND -DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT. ES-8: DURING DEWATERING OPERATIONS, PUMP WATER INTO AN APPROVED FILTERING DEVICE. ES-9: INSPECT ALL EROSION CONTROL MEASURES DAILY AND AFTER EACH RUNOFF- PRODUCING RAINFALL EVENT. MAKE ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES IMMEDIATELY. do La 3do(MIN.) RE OUTLET TO WELL EFINED CHANNEL o% T SECTION A -A FILTER KEY IN 6"-9"; RECOMMENDED FOR CLOTH ENTIRE PERIMETER NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR CONCRETE. 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. OP 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 3.18 INCHES. OUTLET PROTECTION No Scale Sediment Trap #1 Design Drainage Area (Acres) (< 3) 1.98 Trap Volumes: CREST OF STONE WEIR V qAg�• Elevation (ft) Area (sf) Volume(cy) cRouNG \ 415 856 416 1095 36.1 DRY STORAGE - ea VNtVIRE 417 1358 45.4 418 1646 55.6 419 1960 66.8 WETSTORATEDCF e, MVC 420 2299 78.9 fLxcAVAI FILTni cLOTx 282.8N° GROUoxlRu -SEE PLATE 113-1 COARSE AGGREGAM CLVS I RPRAP Wet Storage: Wet Storage Required (CY) (67*DA) 132.6 Bottom of Stone Weir (ft) 418.0 Wet Storage Provided at this Elevation (C 137.2 **Coarse Aggregate Shall be VDOT #3, #357 of #5 Slope of Wet Storage Sides 2:1 Weir Length (ft) (6xDA) 11.9 Dry Storage: Bottom of Trap Elevation (ft) 415 Dry Storage Required (CY) (67*DA) 132.6 Bottom Trap Dimensions: 27x32 Crest of Stone Weir 418.0 Top of Dam Elevation (ft) 423 Dry Storage Provided at this Elevation (Ce 145.6 Top Width of Dam (ft) 4.5 Slope of Dry Storage Sides 2:1 Top Trap Dimensions 52x58 SEDIMENT TRAP #1 No Scale Sediment Trap #2 Design Drainage Area (Acres) (< 3) 0.84 °AR Trap Volumes: CREST OF STONE WEIR em gam• Elevation (ft) Area (sf) Volume(Gy) "OUND 425 612 426 819 26.5 DRY STORAGE 427 1050 34.6 428 1306 43.6 429 1588 53.6 WET STORAGE 430 3536 94.9 CLXCAVAIED) FILTER CLOTH =W 253.2 RrEL Ro •SEE PATE 3.13-1 COARSE AGGREGATE CLASS I ROW Wet Storage: Wet Storage Required (CY) (67*DA) 56.3 Bottom of Stone Weir (ft) 416.0 Wet Storage Provided at this Elevation (C 61.1 **Coarse Aggregate Shall be VDOT #3, #357 of#5 Slope of Wet Storage Sides 2:1 Weir Length (ft) (6xDA) 5.0 Dry Storage: Bottom of Trap Elevation (ft) 425 Dry Storage Required (CY) (67*DA) 56.3 Bottom Trap Dimensions: 2001 Crest of Stone Weir 418.0 Top of Dam Elevation (ft) 430 Dry Storage Provided at this Elevation (C) 78.2 Top Width of Dam (ft) 3 Slope of Dry Storage Sides 2:1 Top Trap Dimensions 59x72 SEDIMENT TRAP #2 No Scale ( >IA;TRUCTION .70' MIN.- --• - v-1 T -'3" SM ZA ASPHALT ALT Of' COURSE 2 n 2% r - `-B" MIN. 2'A AGCREvAI'c BASE PROFILE 70' MIN.- srGNE CONSTRU'TI N G O --ASPIiAIT PAVED WASHRAC,< _ EA 2% 2% PF 2% 12' MiN.* �.. ... °MUST. EXTEND FULL WIDTH -POSITIVE DRAINAGE L® TO SEDIMENT OF INGRESS AND EGRESS �+ TRAPPING U?7/ICE OPERATION PLAN ExlsTlNs PAVEMENT I'•- - - 11T'^IPOSII VL DRAINAGE x ITO SEDIMENT IHn PING o V 1 FILTER CL.07d-= SECTION A -A A nlinhimin water' tap of 1 firth must be fiIstalled with a mhilunun lurch ballco cl, shutoff vah e supplying a wash hose with a (hameter of 1.9 niches fin• adequate constant pressure- Wash water neat be carried away from tite enh'atice to am approved settlutg area to remove secWnemt. All secWiiait shall be prevented firm enteiill� storm chains, (ftclies or watercourses. PAVED WASH RACK NO SCALE CE 3.02 STONE CONSTRUCTION ENTRANCE No Scale 1, SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO TRENCH UPSLOPE ALONG THE LINE OF THE POSTS. POSTS. 6' Ax M• _ - r��li 4" 3. ATTACH THE FILTER FABRIC TO THE WIRE FENCE AND EXTEND IT INTO THE TRENCH. 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. lyrd;ill;;' FILTER FABRIC �1 i II 11�1 n.; If, SSF �111�i III (III III III �II III SILT FENCE (WITH WIRE SUPPOR No Scale �•JT�YTR_ .ice GRAVEL FILTER 12" RUNOFF WATER WIRE MESH FILTERED WATER n d a a 0 _ a R d d e J SEDIMENT CONCRETE -- R GUTTER 12" CURB INLET * GRAVEL SHALL BE VDOT #3 #357 OR 5 COARSE AGGREGATE. SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT QCURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO P CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND 3.07- 6 UNPROTECTED AREAS. STORMWATER INLET PROTECTION No scale PERSPECTIVE VIEW FABRIC (ATTACH TO POSTS WITH METAL TIE METAL IT) OR (U) POSTS I WIRE' FABRIC LINE POST 10 GROUND LINE \ MAX BRACINGL CONCRETE FOOTING rCKJrCI.I IVC VICVV rCRJrIZU I IVC VICVV SAF PLASTIC FENCE METAL FENCE 3.10 SAFETY FENCE No Scale TABLE 3.31-B ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS "QUICK REFERENCE FOR ALL REGIONS" PLANTING DATES SPECIES RATE (LBS./ACRE) SEPT. 1 - FEB. 15 50150 MIX OF ANNUAL RYEGRASS (LOLIUM MULTI-FLORUM) & 50-100 CEREAL (WINTER) RYE (SECALE CEREALE) FEB. 16 - APR. 30 ANNUAL RYEGRASS 60-100 3.05-1 (LOLIUM MULTI-FLORUM) MAY 1 - AUG. 31 GERMAN MILLET 50 (SETARIA ITALICA) TS 3.31 1. SET THE STAKES. 2. EXCAVATE A4"X4"TRENCH UPSLOPE TEMPORARY SEEDING PLANT MATERIALS ALONG THE LINE OF STAKES. No Scale TABLE 3.32-D SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA TOTAL LBS. PER ACRE FLOW �4" MINIMUM CARE LAWN COMMERCIAL OR RESIDENTIAL 175-200 LBS. 3. STAPLE FILTER MATERIAL TO STAKES AND 4. BACKFILL AND COMPACT THE KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100% EXTEND IT INTO THE TRENCH. EXCAVATED SOIL. IMPROVED PERENNIAL RYEGRASS 0-5% KENTUCKY BLUEGRASS 0-5% GENERAL SLOPE (3:1 OR LESS) KENTUCKY 31 FESCUE 128 LBS. - FLOW RED TOP GRASS 2 LBS. SEASONAL NURSE CROP * 20 LBS. SHEET FLOW INSTALLATION 150 LBS. (PERSPECTIVE VIEW) LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) 3' KENTUCKY 31 FESCUE 108 LBS. FLOW MAX. RED TOP GRASS 2 LBS. A B A ��� SEASONAL NURSE CROP * 20 LBS. CROWNVETCH ** 20 LBS. \ 150 LBS. \ USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED BELOW: POINTS A SHOULD BE HIGHER THAN POINT B. FEBRUARY 16TH THROUGH APRIL.................................. ANNUAL RYE SF DRAINAGEWAY INSTALLATION 3.05-2 MAY 1ST THROUGH AUGUST 15TH ............................ FOXTAIL MILLET 3.13 (FRONT ELEVATION) O AUGUST 16TH THROUGH OCTOBER ............................... ANNUAL RYE NOVEMBER THROUGH FEBRUARY 15TH........................ WINTER RYE SILT FENCE (W/O WIRE SUPPORT) No Scale * SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL 2 X 4" WOOD SILT FENCE DROP INLET PROTECTION DROP INLET WITH OTHER PERIODS, USE UNHULLED SERICEA). IF FLATPEA IS USED IN LIEU FRAME GRATE OF CROWNVETCH, INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY BE `f -FRAME ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER 1.5' SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. _I MAX. - ,- - 3, - - - MIN. GATHER O O _ EXCESS PS 3.32 CORNERS PERMANENT SEEDING MIX FOR PIEDMONT AREA PERSPECTIVE VIEWSNo scale STAKE % FABRIC TL c n III q MIN.. L II 1J LI KE El L_I _ El l El DETAIL A STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD, ELEVATION OF STAKE AND FABRIC ORIENTATION GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST SPECIFIC APPLICATION 40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET GREATER THAN U ON CENTER. EVERY NINTH POST SHALL DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARETYPICAL. THE METHOD VING FENCE AS A TREE PROTECTION FENCE. 3.13 IP CONCENTRATED FLOWS, SSUCH ASSHALL TIN STREET ORAPPLY TO LH HIGHWAY ETS (MEDIANS. 3.07-1 TP 3.38 STORM DRAIN INLET PROTECTION TREE PROTECTION No Scale No Scale - P, LT.�t - C) CRAIG W J. KOTARSKI Lic.1Vo. 0402048507 rn E CD M $ N ei EV C w E _ _ + U cu 3 LL 0 3 0 LL 0 h w O m , H J U m W -1 - if LH a S W r4 4 ZF � �0X (nQ W u ❑ a 3 t Lr)c 2U cu > LLnn F Q C Ln rn O N N m a zr W J LU D F- O LD O LY H- LU w > w_ U z 0 U) O } H Z 0 a Z C) L7 ti O to W Lo > LU LU O O wz Q O O U W CA. Q O 4 V) In W 84 w Q DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE N/A V 1 a Z J J 2 UU ULU J Hj 0Y Q : W VI m J W a V 1 1- 4 W 0 0 Q LU 0�/ ILL z 0 U z l�1 0 rLU V 1 016 0 1-1 ,0 L.L W JOB NO. 40241 SHEET NO. C3.0 0 c 0 a N U c 0 W m L 3 a) 0 a C a T C m 0 m N a) 0 m L N a C N 1= m a c `o m 0 t dOL DO �X o C7 CL °zz ai O 0� C � E o - 0 C m N 0- o D U O= R m 03 U) Z N O m 2 a m F m o y r ' 0 R a �� � N N O N U Y 2 N N LD o c 0m Ea Uc 03 �° sr a) m� N C ,a o m - 2 M N p C p m o a.. F- I- L \ \ \ \ \ / / /� /•\\ \ \ ` \ / '� c ! ` y - \ \ Two _ 1`R- — , •\ H' n g4o 1 - - / / `\ ��P 1 EROSION CONTROL LEGEND 445 - - - - - - \ \ \ / 445 _ _ _ \ - ^' 4 \ _ -�\ /^ \ ` l a ' /// ` /� LIMITS OF CLEARING AND GRADING - O / 0. ` _ SOIL INFORMATION UCATV�/ \ \ • h L.s.l ' e� \\ \\\ \\\\ \� \ \` \\\\\ter/ \\\ - �/\ `'C•,o^ S�\ // �4% // 443 y' \ // !1 1 e --/ ".�. / ......- - DRAINAGE AREA BOUNDS _ ' ~)s / U CRAM J. KOTARSKI \\ \ ~� , // ! ti\ \ - \ - - - - x� // /! \ , '\ / , CE CONSTRUCTION ENTRANCE 3.02 LiC.No.0402048507 - \ / \ � i \ I _ A J ir• •�: SF X � SILT FENCE 3.05 0 RSk' UB� \ \ \ \ `G / � OP7AL ' n \\ p REFER TO PLAN TITLED KESWICK HALL ADDITIONS AND - SSF xxXi- SUPER SILT FENCE 3.05-1 SITE IMPROVEMENTS" SDP-2018-016 WP0201800020 & - \ \ INLET PROTECTION 3.07 WP0201800078 FOR DESIGN INFORMATION. ' 0 N '� \\ \ \ \ /� \ \ - -/ J I _ ✓=, \ \ lz� � - / 44Cr -- , rr DD DIVERSION DIKE 3.09 -'\ \ Ucy / / \l� / \ O ��L \ \ ` 4 \ \\ \ \ \ \ �� / \ / \ ST SEDIMENT TRAP 3.13 0 0 ' ROCK CHECK DAMS 3.20 E uGT� ` - - \�(/222 UP -q37 \\ 3j / LS LEVEL SPREADER 3.21 ~ U N 3 - - - - -- ----•' TEMPORARY SEEDING 3.31 m.■ 1 ■■■■■■�Z< r1 I ��+p cT -J \hc \\� \ \- I // / / / ¢� j cDm \\Lu �\ / \ \ \ \ // / // PS PERMANENT SEEDING 3.32 � W C:, nl'j C'nh � \ \ Gam\ C',o\ ,', � � \ \\ �•"'� , ' \ � / / Z � B , Z \ O /' 1 \\\\ \ \ \. /1 MU MULCHING 3.35 p x O I / ss� TP I ASPHALT — `� \ \\ - / ��` / \ �\ \ \ \ \ \ / y I �q3`f �w�\ — �► SO T T I-'E: \ \ \ _ \ \ \ - / / � SOIL TYPE. _ / # �\ \ \ \ \\ �__ / / / / TP C) � � o I DC TREE PRESERVATION FENCE 3.38 � S r,4 d ■ / J \ \ / \ ■� I4 CB / / ` - - \ ■ SOIL TYPE—CQNGR€-PAY7�! ' \ _ /' - +� `� I I \ \\ \ \ \ c�' J ,. J \ \ \ / / / / O DUST CONTROL 3.39 ~ o N p (n / \ ■ I 1�1GVOODEN STATUE / (u chi 51 / \ / \ i � VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK"SPECIFICATION NUMBER - Mi 36. /cr)Al I ^ \✓ ■� - /ice , J---��� \ \ ` \ \ \\ �\ �r I \ '�~ /i / , / / / / h\ \� Q O 11 ■ ps, _ _ , \ \ \/ Z PAVERS / .� \ \ r \\� •� /�� / / / / / ' _ • k O U I IRR"HHs .'� ' 0/ f /PIS `� \ \ \ \ \`\ ° ' 1 / 1 / I \\ \ E 4 TP // O �/ wo 1\ \' / \ n�R i 1 / \// / \C \ / 4 r 1I TP \\ Y\ \ \ \ \ \ �\ \\ I / \I I / 1 % j �`� l \ ' - W ' �/// / \_/\ \ ■ � / � O / / I �/ �\ gpN'\� �\ \\ \�I _ � TP \ \ ~ 4�- � � I iYc% � `� �,/' G'� R, � 1 ! � `� ~ � 84 _ - - TS DC / \ O / I / \ \ \ l - \ co �� , ; / / /_ _ _ w - / /'P �// //� :� / \ \ \ �\ \S\. G\ \ 1 1`\\\ 'j" /\ \ \yam `.��(TSYDC N r //Lu WOOD GAZEBO \ /\ / \f / Q Q \\ 24" WH1TF5'� rr'� CIDUOUS \ \ \ / \ 4' 00D FENCE \ : \ \ 1 Y /r - - - - - �\\\\�\� > ¢. W r \ \ I \� \ \ �/f —`—��� — DATE \\ `fir' r� ` — — — — — _ — \ � //\\7:7- \ —'�\ \ / ( \� i\ \r // ♦ \I `\\-------- ----- — — — — — } 0110612020 B �\ WP�UFFI�R �\\ I I 1 \ ---- 1 43(3- �Q� 0 / 1/ �ir� qy \ ,� ` 1� / // / c�S\ °` \\ • \\ 1 / \ ` _ - - COBBLEST0i E / \ \ \\ ---- ------ DRAWN BY BAND // 3o"EC1[�u�u \ TS DC \\ \°\� \ `k \\ - ---------------- C.GAYNER 4' WOOq FENCEr/ // 26"DECIDUOUS \ \ - _ — _ \ k / , \ \ V" CIDUOLXS 1 I \ — ` • DESIGNED BY y 18"OI�C! uousI \ \ - - - - -- \ _ \TS DC / 1 / 15"DE416 \ DD ` \ \ \ y ^ - - - ' - •• CHECKED BY `CONTRACTOR STAGING 1 - I- i I SF _ - ` - \ \ e'1 / / / / / '/ y \ \ DD U \ l \ 1 \ \ \ ! \ \ ` AND PARKING AREA C� J\ ' / \ \ 1 "DE us AN .. \ \ R9L /\ \' / / 1 / 30" WHITE/ OAKI 6'•D f \ \ \ \ \ �clDuous \ \ \ \ TP ° \ �� T ` _ \ - - - , \ \ \ • C. KOTARSKI 15"MAPLEV\ \ \ \� \ \y `\ _ T` - \ \ - / - • SCALE \ `Uri \ ` _a \ ///�\ \ _ / i 1 I I I 1 / / UOUS \ \ \ \ \ \ 1 I _ , I • 1 "=20' \ \ \ \ \\ \TOTAL LIMITS OF Ecf uous\ \ \ DISTURBANCE =2.65AC i r� ll// /i / / / TS DC , • //� \� - y )411-/�/ j - - r DD.. / / ,' `\� \ GRAVEL PARKING n \�"MAPLE G'-o`- - \\ \\ \\ \ 11 ( l`\ (I \^ \4 / \\ \\\ SOI YPE: \'�;��� '` //�/j /// - A // / / - -g2p `\\ I', l \ ��--`Y-'t` �, o / \ /�\//,20"WbUT£O K DUO \' � \ LE \ ' ` SOIL TYPE: \ \ \ \ \\ \ \ C \� . \ `\ \/ / / I yy \ \ \ \ L / \ \ \ \ % / I I / "MlAPLE \ ©�L_ T/YDD P --_ \ 2q DE N 1 , , \ \ , \ I\DECIDU 32 _" 6 B �/ 16" WHI g!l \ CRITIC L SYEEfq\\\ \ \ \ =-\SLOP YP.) z "aECIDUOU \ o \\ l SOIL STOCKPILE \ }y\ \ \ �. \ - �� /// ' ' \ L Y 2 t�\ \tds 112 \ I \I / LV �` \\_ \ \ 1 ` DD 15"DEO(DUOUS /r •. y Q`_\-`\ \\ \ \ i \ \ 1 1I Vl \� 1 \ \ \ \ P`1 �< T \ - ' ' \/ / 1 ✓ / / \ I , 1 12"D f us 1 LIJ DD V 20"DE r ' / i � � I \¢(fNJOUS SEDIMENT TRAP#1 \\ \ \ 1.98 ACRE DRAINAGE AREA _ _ ` / / ,' I ( I `I L\ \ I \ CL \ I \\ \ \ TOTAL STORAGE REQUIRED: 265.3 CY ` N22 / / ,' 16"(DECID US I / 6141LE TOTAL STORAGE PROVIDED: 282.8 CY SF - _ 42 / - �_ , \ I / / 1 1 \\ I \ I /" \TOP �OF DAM ELEVATION: 423 / ' ' / ` 'DEC1DUOil� / 10"101A E I I \ \ \ I \ / / 12" WHIZ OAK/ / �� � � i /__J /r `\ � Lr 1 I \\ \\ \ _ \� f�\ %/ \ \ // SF STONE WEIR ' ''�-■■ _ \ / \ / l _ ` ■ \ \\ I \ \ / I / z J \ WETLANDS _ \ \ \ \ \ i - ■ ■ / ♦ \ / l O 22 y \ y y r 4, y y 1, \ _ _�_ ` � � / _ ■ *VPC OFFER r / also 30.. / TP ♦ ♦ ♦ / / \ \ f / I �, \ \ / 22 Aw v L W y w l • I \ \ \ L L l/ L l/ \ L l/ \ ♦• � _ / ` l ,0 1 l \ / \ ` \ I I , u \ ^UU �"' �, S F ` N • I l,- -1 \ \ \ \ .V .V J/ .I. dry •V ^ BUFFEIR 1 \ \ \ ` \1 \, \.\ / \ / / �\ (\ \ _ w n\ / / \ / \ \ Lu �L 11/ y ` \\\1\\ ' \- STONE E WEIR I r\uvlrs y � 1/ .I SEDIMENT TRAP #2 v Q 0.84 ACRE DRAINAGE AREA rw^ Lu TF � TOTAL STORAGE REQUIRED: 112.6 CY � v l \ \ \ \ ` \\� r L( yl \ I 1 1 1 \ \ l `\ \ I- \ \�U✓ \ \ TOTAL STORAGE PROVIDED: 139.4 CY `7 TOP OF DAM ELEVATION: 430 01 CIO- Lu \ \\ \ \ \ 4/ NI SCALE =20' JOB NO. 1" 1I/ 0 20' 40' o y Z SHEET NO. 4 \ \ C.3.1 O C a m U C 0 r m L N 0 a C a C m 0 m N a) 0 C m t N a C m m a 0 m 0 t I L \ \ \\ \ \ l \ � UCATV-0� � I 6" GRAVITY (PVC) \ \\ \ \\\\\\ �• /\ V 156 \ \ \ v Aw 0 \ _ , %5 s� �/ _ \ \ \ or CONC. DUCT BANK 445, - - -' \ ' (SEE SHEETS C4.4, C4 q----_ & C4.6 FOR DETAILS) NN \ -\ ` \ \ �� _ _,` _ �b0 W UTIL)TIES / / / 443 — —J \ � Tom\ \\ ,/ / � // \ \ ♦ / II� !. / I _e , ° I \ U\ - r REFER TO PLAN TITLED "KESWICK HALL ADDITIONS AND Z, � /\ / �_ SITE IMPROVEMENTS SDP-2018-016, WP0201800020 & WP0201800078 FOR DESIGN INFORMATION. ' —q37 ( r EROSION CONTROL LEGEND 9 / LIMITS OF CLEARING AND GRADING - SOIL INFORMATION w /PM DRAINAGE AREA BOUNDS - alb CE CONSTRUCTION ENTRANCE 3.02 h 4 SF X i(-- SILT FENCE 3.05 XX Xi- SUPER SILT FENCE 3.05-1 INLET PROTECTION 3.07 • ° j I / DD DIVERSION DIKE 3.09 \ ST SEDIMENT TRAP 3.13 .II •� . CD ROCK CHECK DAMS 3.20 LEVEL SPREADER 3.21 / TS / TEMPORARY SEEDING 3.31 / . I- \ \ •• I \ / ,->\l \�- \ \\ \ \_ �\ `\ / s I / / / / PERMANENT SEEDING 3.32 35 I \� \\\ \\\ �• _ - �cT \ \ _ \\\mac\ .','e — \- `\\_-- �/ / / / \ \0s� II �U7` �C `'< \\ \ / •� - /%\ . �\\ \\\\� \\..' \ / \\\ \\ \ I _// MULCHING 3.35 SOIL TYPE a3Y —W�\� — \ 1 •b♦ _ SO TY E: / �, \\� \\ \�\\ ♦i♦♦ \ - _ • �. / / i / TP TREE PRESERVATION FENCE 338 SOIL TY I ---` \ \ � TP \�\ •r. •*' DUST CONTROL 3.39 ,.F., .♦ '�'\ J e `�\ \ \ '/ 'DC. 8., ■ 51 B I j / \ \ ♦ ` \ �G\�\\ ' * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER 44 11 /CE 40 TP TP �' /' \� /' 1\\ Q o \ \� �T I l 1 // �/ /�'' �• / \ \ — TP ■I TP. T DC TS pC \ �\ \\\ 11\ /%\ \ \\\ \\11 / \\\ + \ %�?�\ \ \ 10x•��� '4X Aar / l L-- �\` \ WP�BUFF�R- _\\ \_-� � \\ \ � I\ \\ �✓� � \ -_-///r yr rri / ^� �` I \� j /III / \\ 8,�92 ! // /,//�drr�/ // r// /// //\\ �,hll\ \ I\\,\I I I \ i II \ l-♦.,. \\ \\\\,\ \ ,\\ /\`\\ `—\\`` `1I````_. // \ \\ `CONTRACTOR STAGING 3F DD - \\ �S DC AND PARKING AREA \ / I i \ \ \(/ /N� _ / \ // \\ / //\ Will \\ \ TOTAL LIMITS OF �g,F-, \\ DISTURBANCE = 2.65 AC \ \\ SOI YPE: ��//�/�/% �// DID /��/a2 SOIL TYPE: \ \ \\ \\ \ � `\ � \\ • CI ST1 \ \= _ N'' v ! / -- _ 427-_\ _ 1✓ / \ \\ \ \ \ / iC / ` \ 32- - / / 1 i / — 42 1!//\ �+ I c �,- jy q / ' 2 \\ SLOP \ \ SOIL STOCKPILE \ y , \ \ \ \ ' ' i / uu 444 23— 2 ' / I1I I \ I I DID\ TS DC \ \ / - \ ITl\�I I \ III \ r SEDIMENT TRAP#1 _ _ y5 r / \ I y' \ / I / 1 I \ \ I \\ \ \ 1.98 ACRE DRAINAGE AREA \ . \ \\\ \\ \TOTAL STORAGE REQUIRED- 265D: .3CY ^I N22 / / '\ `\ (SOIL T�'P(E:, \ \ \\ \ \ TOTAL STORAGE PROVIDE282.8 CY SF 51 \ \ \ TOP OF DAM ELEVATION: 423 i \ I \ STONE WEIR - �__�� r ` 1 \ \ 1 I I S \ \ \� _ - \ / / \ �/ \ / �� ^�\ � \\ 11 \ \\\\\\\� \ \`\ ` I / - - �\ 4 : Y_ 46B - ~` SF/l _I ••�• ■ \\\ \\ v - a32 ` / \ \11\ WETLANDS \\\\\ \ , / # i 1 �. - Ar - a, - \ ■■*a� SSFsto Aw \ \ _ P OFFER r `j �' / ♦ / \ \ I \\ / y \ y J•/ .y y y y lam—. \ �,' ■lam" _ i r / TP ♦� \ IF 443 �. SF a \ \ \ \ 50 f%V\POI o �v - \ / 1 // \��_ d 31' NQ\ I1\ \ C 20, STONE WEIR Amy ST2,\ N \ \ \ -/t t - -� \ \ \ — ��- \---- \\ / `\ • \ _ \ \ \ 1 \ / ` I \ I 1 \ // � - \ \ -� _ - ` \ > I I � I \ � SEDIMENT TRAP #2 � w \.Lw \ I \ I !\ )\ \ \ \ \ \ 1 2 \ 0.84 ACRE DRAINAGE AREA \` \\ `\ \ \ \\ \ I \\ �� \\ \ / , /' ( \/ J \ - - \ \ \`- \ V \ TOTAL STORAGE REQUIRED: 112.6 CY' \\ • \ \�� \ \ ` ` \\ y I ( 1/ \ Y \� 11 1 1 \ I \\ I' \ \2�✓ \ \ \ . TP TOTAL STORAGE PROVIDED: 139.4 CY TOP OF DAM ELEVATION: 430 \ \ \ LS' \ \ \ 1 \ \ 1 \ \ \ I AI \ \ �/ w w W r- � \ �`//" ate`\ \` \ \ \ \ \ / b/ / I SCALE 1"=20' 0 20' 40' m 00 0 Q Z �n U CRAIG W J. KOTARSKI Lic. No. 0402048507 C"$_04-0 1 -20.ee r, E 0 rn $ N N N C Q � > E w E F~ U cu 3 ¢ LL t 3 LL Lw O m J U m Lucj� .d — if H am, 19 Lu Z_F a�mt 3:OQ i LL oLn a 2 U > Ln Ln F Q C O0) rn N N m a� 00 J ID Fw- z O a ZO LLI 0 (n z j ti O to w > LU O L, Q � ao Q O 4 ti vi 5: :� 84 Lu Q 0 DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE 1 "=20' w a- I..L (n Q J J J Q z _ O OU U w z ~ Q W 5w v J EQ J Fi C, u LLJ ` i U , O 1--q 0 w JOB NO. 40241 SHEET NO. C3.2 0 r m L a) m a C a C m 0 m m 0 C m t m a C m m a `o m 0 t I L \ „rr • : 1 \.. �0q\ EROSION CONTROL LEGEND 9 CONC.- \ _ BU7� pTUCC p \ \ \� `(�E`F�� C4. INN/ UCATV�' 1 ` i / /NC'' \ \O / pq'�T P� R \\`2 & C� 9 'qll S) / N \ �`,\ I/ \ r D\ I ` \ _ ` / '� / r / SOIL INFORMATION - - \o\\ -w/--1- - - \ \ \ \ \ \ \ ` / --r 1 STAMPED { - P ^ / DRAINAGE AREA BOUNDS s L \ \ \ - _ �� h T UILDING \ \' GA S � / -� `1 / a ;' ...... - y ' / - A �' asE ES STD WV I \, - - _ _ - - / a� ' \� - AP R=444.74 CONSTRUCTION ENTRANCE 3.02 6 �D/NG bMh 446 .11 p 1 1 STORY BLOCK A4S_ \ \ \ \ �� SILT FENCE 3.05 6"GRAVITY (PVC) 6X. LOCATION = OEASEMENT - \ \_, 4 REFER TO PLAN TITLED "KESWICK HALL ADDITIONS AND SSF XX XX- SUPER SILT FENCE 3.05-1 DB. 884, PG. 607 N BOX/ ,\ / 1 \ I \ \ 5 r \;�\/ SITE IMPROVEMENTS" SDP-2018-016, WP0201800020 & IRR \ - - \ \ \ \ �\ L._ 8O \ IP ® INLET PROTECTION 3.07 ERDPE \__ �\ i EJN Q , - r n,. 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ARYMANHOLE .RQI) �1x9) INV OUT=425.69 TS - - - - - - - - - - - - _ - - - - /1 I \ OI / \ , \ .. r \ ' \ // / TEMPORARY SEEDING 3.31 i r L£ 1 EYBALL,.� � 1( I \ S u� P��\ \ _N ♦3d \\\`\ \�\ �„\. 1\ �� � 7/l� -\ '�\ l •���PAP PMSU PERMANENT SEEDING 3.32 PROXLOC9T70N cp. 435 VEPCO EASEMENT O MULCHING 3.35 l s� BUMPER.BLO�K 3 \ \ ` \ y, \ \ - / / / l �� 2y TYP _ - �;- _ I, _ ♦` . , SOI E: / , 2 TCSr \ \ \ a� \ \ a _ - �' 47, PG. 675 I ) `■slorc( _ \ - - - TREE PRESERVATION FENCE 3.38 Y / ■v-'---- �66 I v �3q / 5 , ' ♦♦ v v v �I �I �SAN1r� C X. LOCAL 15i V - T VAR. vviDTr > > / �,-,4� - V ® \� vv Off/ a o v EWERS EM IGT DC l/ _ _ • `� I DRAINAGE E ' DC TTPP ,� ♦♦ ¢? ; OO P \ \ \/ 4 •, l DUST CONTROL 3.39 / \ • 1 DI 05198 G.66^ _ S = ` `q3"j .� ♦ g _ �` IO Tp \\ /\ �_,-.� \ / * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER IP \ APP X. CATIONI A-YGROUAID / - \ 494. W/� ^. 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LOCATION 15' VEPCO EASEMENT / \ _ 4"DE'C'l4UOUS 7p\ \ \ • - _ \ 1 i �' / ! I d' D8. 884, PG. 607 \ 78"DECID US I -' p:r1 Gay \ \ . 16" PINE \ \1 \ 1 I 1 S F - - �- . I ! ♦ v I �� iP /IJI ` _ 1��/7 ~. / 1 (�+ \� PINE \ ' 12" DECIDUOUS \ \ \ \\ \\\ \ \ \ \ \ \ Q _ _ \� ~ ■ ��418 I ' ' /I\ I P432 ' 6 !^� / i \V .y �I� - \ _ \ _ _ _ \ \\\\ \ ` ) l _♦ ♦ IT \ / / f \ \ \ .L \ \ • \ \ \ / ` ,. 22"WHITE OAK�j / WETLANDS \ >a"MAPLE \ \\ \\ \ \ , , l / / ♦ \ L _ _ ■ F \ _\ \ \_ _ _ ♦ -At I ■ 1 / / �� y i \ \ / / I l \ M1/ 10" DECIDUI US / \\ ��_lJ ■ ■♦ OFFER • • 6"MAPLE/ 30"WHt C \ r / TP►$I J/\I \I .r MgPLEr I ( \ I ^ / / .•' \ \ `` \ ,J 75"WHITE OA IL \V 41 \1/ 1 \ \ \ ! t i ./ '- - R2" TE OAK - 1- \ / \ c I \ L i - - 95" WHITE OAK 1a"dEDIDUDUB/ Vi \b � � \li y \{. '<L _ � l I / I ✓/ - l ITE OAK \ \ \ \ \ . / -�!!�` _ <�WHITE OAK J r \ /412- - \ 1 \ \ , / _ 18"V11FT A. 10"DEC 1 I 1 / �, \ r f - / I V \ \ \ 1 \ \\ /! 4"DECIDUOUS/ / \ \ \ \ \L \b \L / 41 \\L \\ \L `, \ \ \ \ ¢ EXTENT OF\ / I I } \./ \ 12 DECIfJCJOUS N v F I \ 28'WHITE OAK I / 50' M<P0I In '9'- BAMBOO" 1 / l / / DEC! L90U5�, a n \ \ \ y y \ d/ \y \ \b _ .1.- - \ .b \ ✓ \ \ BUFFEiR `� �, / \ \ . \ \ / \ , - - - - a. l \ Vs o'rn \\ `9 - '"�� \ \ � ) / !� \ \ rf3EbDu( us 26"WHITE OAK \Y \ \1r w W W \b \ \ SE`T�ACK \\\�.. / E O K ) 2,• \ / / \ \ \ - \ ■' 12" DECLIIDUOUS / r - \ - -1 y y \V y y / / ` \ \ 1 \ l I ! / \� \\ \) 1 I \ \ \ / \ \ \ 2 STOI it 5„ WHITE OAK _ \ O qqq J'IDTH P14"WHITE OAK \ - \ \ • \ \ \ 72"WHITE OAK l 15" WHITE OAK \ \ \ , O / \ 1 \ / 1 ) ! \ 1 "DECID OUST - E +L \� \\L W \ I I \\ / I 8 n•;. +` '-LENGTH_ \ -1&"MAPLE ! - \ �1/ \1 \ \\ J . \ • �.5 J ' \ ( / 1 \ <\ _ \ 10' DECIDUOUS p \ 1 H - 1.3 8,TE OAK \ // \ i \ 2p� '\ \ \ ` . 7T. E 1D0005' \ ( \ ,- \ I 75" wl-,•trE oA 1 \ 4 - . 1 \ \ `\ `/ .�. 2»•, , �. , 2J ECIDUOUs -/ - ` \ ' \ / \ \ u�j ♦. . r� \ \ / / - / •♦ „�,\' ..♦ 6"DECIDUOUS / 6"DEerDuous \V \V \ 1 � • \ 7"DECIDUOU -, ,110"DECIDUOUS / I ` ly / _ _ - - \ \ ` \ ` /' \ 1 \ \ \ \ \\ V W \� \ ^ �W W \L ✓ \b \ \ \ \ i 20" DECIDU\d S \ YI 6 1 \ \ J 15" PINE\ V I ` - - / 4" DECIDUOUS \ \ 4yg \ 10"DECIDUOUS /4, 1 1 \ \ / \ , \ -- 26" WHITE OAK / \ l \ \ \ 1 \ y \I� \ w / y / _ / \ \ \ \ \ f 78"DECID OU'S 1 1 \ \ \ 1 \ \ \ \ \ \ \ l \L \Y W f \ / / \ \ J ` ` I a 6" CIDUOUS C"DECIDUOUS \\ I EXTENT OF BAMBOO 4"DECIDUOUS 1 � l7 W 24"DECIDUOUS\ \ 1\ � ! 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UTILITY f\ THIS SHEET Gf 3 \ \ D t, DUCT BANK STUB �' �'\f `\ \ X\ APL �� // \ \ \ \ \ SLOPES (TYP.) \ f CRITICAL \ \� (2) 4" CH. 40 PVC \\ \ 1 \ f \ c/ �11+' \ s k04-0'-2 Li 0�O e 22.5°+45 BEND `\ c REFER TO PLAN TITLED "KESWICK HALL ADDITIONS AND \ fCH LIN s\ �kP-44" / \ - Box '/ s R° SITE IMPROVEMENTS" SDP-2018-016, WP0201800020 & j\ (2) 4' SCH. 40 PVC ° TOP- � \�* IRR / CONDUITS \\ END �\ \ \H E� G\ �\ ERD PE(PROVIDE TRACER WIRE) �� iO S 4)BRICK \ WP0201800078 FOR DESIGN INFORMATION. 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No v OSTS f \ q \ \ �p�x O 8' 10 \ \ \ \ \ '\ \ \ \ SL s92 BUMPER BLOCK -. �_ _ _ _ _ — _ 44 \-�'..�:. 6" DIP TOE '� \ / \ i O y(rvP) 1 f 9, ` y 18 \ BUILDING `\ �\ \ \ / � _ N C)R5''\ _ v > U I GI (TYP.) \ 6, \ ® \ \ s 41W \ / F Ln W ti \ �1 24' sl�� R25'VA D a z vv 4 o u) plRl 1 EP R191_38' (TYP.) ^v — F'� f \S v v / o wtD 1- 1 RELOCSIGN RlY \ c \ \ SAN \ / ~ L W p (2) 4" SCH. 40 PVC CONDUITS \ \ I " RELOCATE 0e \ \ STOP R `�\ \ s / / C) U 1 (ENC6S♦=D IN CONCRETE) \ UTILITY LINES ' ` Z LAYGROUND ` 217.34' g' SIGN \ (SEE NOTE #1) ' 24' .W / Z IPMENT 1'------a��' i� \ — R43'— — — \ ' fl'WIDE \ CR,\ 11.250 BEND \V KESWICK ESTAT S GATE / D , • a U 9 5' R81. \ \ \ ,`, \ `n i ' \ IMPROVEMENTS \�\ 6 v \ LANDSCAPE PLAN / z 6 DIP 1 2 \ O / \ 25'SETBAC , Q W R 10' 6' �� 45° BEND A RELO T �� A G O 4 ti WOOD GAZEBO TRANSITION ui CURB/` STOP UTIL Y ya'\ ' \\\\ / \ \� / / /� F 24' TRANSITION SpN \�{ \ SIGN 6 ` (SEE T \ / G- / \s: SAN R10' 6' CURB QLu / S —i C(i. TRANSIT EXTEND REINFORCED ION Bs \\ // \ , Y•r �Ji� w vy ? \ \ � A e 1^ TURF TO EDGE Ri 4' CG_2 \ \ \ X \ , •T r'r / / f Q Lu Lu OF PAVEMENT $ I \ REINFORCED 6' ` p \ o "\ CG 2 \ / / c� / / / OTC / \ / / ~ _ TURF PAVERS 450 BEND R13 ` 6'F \ \ ' , \ / 0� DATE sw R10' PROPOSED HARD,SCARE, — 6 1 \ �/ R5 2 SEE LANDSCAPE PLAN — — — — — \ 1 \ - \ \ �/ > 01/06/2020 L WPO BUFFER FDC 6'F 1 ���` A SI A • / ,� f V ASPHALT \ l+ 1 .25° + DRAWN BY GG` �` ` � \ �-..... 2 .50 BEND �j \ G-12 O STR(PIN� OVER PAVE�S� A \ C. GAYNER 1 \ MECHANIC YARD ALL a\ 1 DA SIGNS R H THI SECTION. 24 \•P ft- `- \ \(SEE LAND CAPE/A H PLANS) • DESIGNED BY COMMUNICATIONS �� 11 f \ V \ \ MANHOLE. 1 1 \ \6° \\ \ RSHEET ;E� CHECKED BY SZIP\ • A. ALLISON R \ S (11) 4" SCH-40 PVC CONDUITS FOR POWER SERVICE 08' ( ) \\ \\ CG-2 \ I • R/GA7-/ON (SEE ELECTRICAL DRAWINGS FOR FINAL REQUIREMENTS) P L\ \ ) 9 ( ) ® f o f • C. KOTARSKI / T.YP. A t V 1 ADA RAMP WITH \� CG-2 y \ 18' CATE G \ HANDRAIL 4' "� " \ (TYP.) ILI TEE \ • • SCALE \ LOADING DOCK \ \ ) \ 1"=20' 24' EMERGENCY DUMPSTER AREA \ \\ \ \\ \ ` ���0 \\ \ y • V ACCESS PATH \ C B \ 8„x4„ \ CG- TRA SI N CURB TS&V Rpq\ I PROPOSED \\2 \ 1 pT ITIQN \\ 2 SPA \ / GATE (SE R R5' f \ 5' x 5\ NDSCA� i O \ i \ VDOT RW-3 RETAINING WALL \` �\ LANDING ]�'�) WITH SAFETY RAILING MECHANICAL \ \ � CURB 5' 18 YARD `\ ITICAL SYEEP / TRANSITION p (TYP) \ SLOPES (7\YP.) \\\ \ \ \ \ I BOLLARD (TYP.) / / / 12' \ \ 6 L (SEE EEFIC1 1R STRIP �o z GAS METER / Q 45° BEND GATE \ to NOTES: \ v Q (SEE NOTE 3) (SEE LAN CAPE , \ 1. CONTRACTOR SHALL VERTICALLY RELOCATE \ \ to \� �' \ C1 17.5uG \� PLANS g (TYP) \ \ EXISTING UNDERGROUND UTILITY LINES AS 1 REVISED 20' PERMANENT 6" FIRE REQUIRED PER GRADING PLAN ON SHEET C5.0. 3 FT ® / / / \ \ P \ \ OF COVER SHALL BE MAINTAINED OVER EXISTING A STORMWATER \ 6" DIP 4" SDR-26 24' WATERLINES. MANAGEMENT FACILITY SERVICE / G R28' R16' PVC \ h \ \ EASEMENT 4" DOMESTIC 6„ / / G \ ' \ \ / \ 2. A KNOX BOX SHALL BE REQUIRED FOR ANY \ EA PG SERVICE Rg G i P) 9, RS \ STRUCTURE NOT MAINTAINED BY BY 24-HOUR STAFF. 7 \0 / \ ARCHITECT/CONTRACTOR SHALL COORDINATE WITH Z \ TIE BUILDING SANITARY I \ c��� (2) 45° BENDS R8' G \ / �Y \ TO EXISTING LINE. SEE � / w \ 6 / \ THE FIRE MARSHALS OFFICE FINAL LOCATION. Q / 16' \ �L \ 3. LOCATION OF PROPOSED GAS METER AND H �n v \\11`�� \ 3 45° BENDS \ G' J STANDARD ACSA SEWER I / O G y y y SER�CE LATERAL \ /� EP \ � APPROXIMATE ALIGNMENT OF GAS SERVICE.0. z ` /\ O CHARLOTTESVILLE CITY GAS DEPARTMENT SHALL BE , ^ Q y y y y CONNECTION DETAIL. `� / \ / Y CURB RESPONSIBLE FOR THE INSTALLATION OF THE GAS ro / \ R5' TRANSITION z WETLANDS + C2 / / SERVICE AND ASSOCIATED METER. PRIOR TO THE I START OF CONSTRUCTION, CONTRACTOR SHALL J I --I y y y y y y y O BUF R l- \ COORDINATE WITH CHARLOTTESVILLE CITY GAS / / DEPARTMENT ON THE FINAL SERVICE ALIGNMENT, > METER LOCATION, AND ALL OTHER REQUIREMENTS \ FOR LINE INSTALLATION. 2 50, WPO y y y y y BUFFER y y ` J\ y 1-1/ y y\ y y ILI SETBACK �' l \ /✓ 20' PERMANENT \ A\ /! STORMWATER y y y y y y y \ MANAGEMENT FACILITY EASEMENT DB 4123 PG 741 \ y y y tL y \y y I \ 2 ,. \ y y y y y y \ y y y y 11, y y 1-1/ y y y lie\ `3 \ y y 'IVJi y y y 'IV y I 1 I y y y y It, y y y y y y \ y I \ \ y y y y \ .y \ \ y y y y \ v¢i y ro f y y y \I y \ y y y y \ y y }L y I y \ �z a Lj ULu Lu Lu CD wQo 0 JOB NO. SCALE 1"=20' 40241 0 20' 40' SHEET NO. C4.0 L JG fib/ \ —\ \ ;•d / / Al"/ 1 ! Ilt/I 445 I \\ UCATV� 0_ / � / � v \ -e _ - - / l ! .1 ! / I � S✓s-�I *� e9 / \\ \ � _ �\ G• ? / / /' \\\` va \I 1 / -- --- / S 1 1 ! '�j1 ' / h I I I c���� 7� �Jr. r/\�l -) \, ' / / ` 1 / RI / / U CRAIGWJ. KOTARSKI Y CRITIC Li No 0402048507 /� \. 1' Q / J ll/ / //SLo�s(TY�.)// /// °404-01-20 6 REFER TO PLAN TITLED "KESWICK HALL ADDITIONS AND SITE IMPROVEMENTS" SDP-2018-016 WP0201800020 & WP0201800078 FOR DESIGN INFORMATION.443 I \ \ \ \ / - \ \ / " ' �\ �` / - - 1 � / 1( I \ ' \ Cif, � / `/ \ -• • ° t 1 ! r � J / ' � / / / / /' I I rn E 2' GRAVEL FILTER STRI*� / / - - C - - - \ \ \\ \ \ - (SEE SHEET C1.1) �IyP� �E� \ - - - a3s_ \ \ \ \ \ b \ I / > E UGT` \ \ y \ � '` E \-- - - - - -'---\'�--4"SOLID PVC U'\\ ® ``- �\ 4 \\ \\ / \ \ \\ -�\ _�\ / /' / �/' s 4 ' // 1 `' a'" t°) _ __ o\ W 3 UNDERDRAIN (TYP.) �Gr\\- \� \ p� \ _ _ - \ \ / / / / / .a36' 0 LL h - _ _ _ _ _ LLJ .. = -1-.__ - - - \\ �\ II \\'// �' \`` \\` _ \'•\` '\ �, \;\` \\ ' // //J// /r J I I I II� 1 ' V \\ \ \ O Um fo NV. 4�3-50- _ � , \ ` -437 I - _ rp / _ J�� \ G'' \ \ \ \. / \ u\•• •\ �. �11P / / l / / / / - ' I J / f I \ � o �. 43g� — — �cT� O A \ ` ' G� - \- _ \ , - / / / 2 W �\ \ —435` c,` �' ` ,/ J�� � -_// / '/ 1 / a`1� i i I I / 1 ZF �� Z 8.. zt \ _ \ 43 ' \ \\ \ \ \� ' 3 S - _ / /' / / / / 429- ' \ / / \ \ ( �-+ U N u INV:433.50 ) \ 4 _ / \�\6' \ o, // / / /// / I \\` \ F a n cull 4" PERFORATED PVC Lu INV: 430.83 b 3 - 43 : \ \ \ g38, „gP� �\ \ \ \ / / / / / / / ry - / / N N / \ UNDERDRAINQTYP.) P ��\ 4�2J \-- --1 / ,<�`, � ��\ \ \\\ \ / ' ///' // /~/b j r`' \ -A av O I!) W v - \ \ 'JLU Lu SAS ' ' /'/ / /�' / ,a1 3 ' '� \ W p O 124 ' ' /� \ '\ `s `\ LL " I \\ \ I '-''� \\ \p -\ r/ - i �// ' /' / /' /0. /' i� W 1 \ y \ '/ _ \ - - --7T• a. _ s �`e ` / \/ \ io INV: 4�75 — /' \�\ \ \ '�! I \ ' ' / ' / / /' / / / ' / ` -i \ ¢ U 01�io D Q W G ice' cv O � 1 1 _ a Lu s , vLu N 118 _ \ \428.74 431.18 j F \ \ � P'RM^- ` - v w N N INV: 427.4 F \G I — \ \ I -431 , - - 130 / 117 ' ✓ - _ 6'F \ \ \ \ v ✓ - _ _ DATE BRA'` _ — �� ,' /' /'— ----�\ �\ k, ' , `------ - - - - -- } 0110612020 L A WPO BUFF R \ .430- / / / 429' �"F , �\ SWIM 3 _ - \ I \ — — — — / \ ) \ ✓ / / 180LFOF60"C �\ + \\ �\ \\ --------'------ ---- DRAWN BY 4' PERFORAT \ - \ 429\ UNDERDRAIN(TYP.) °\ \ �I k� \\ \ \ -`--- ------ - - - - -- C. GAYNER \(yam \ - • DESIGNED BY A. ALLISON _ / / / FOUNDATION DRAINAGE -- - - - -- '-!v\ \ ,(SEENOTE #4THIS SHEE`T4 1 �Ih \ `✓ \ \ �\ /\ �,,,'r I \\\ y^`` - - • CHECKED BY ROOF/ EADER CONNECTION (SEE ARCH/MEP \ \ \ \ 115 f a T l - - - - - - - - _ \ • C. KOTARSKI PLANS FOR DETAILS)(TYP.) �V\ \ \\ \ 4(�\ /' /' -` `�'\ 1� \ •\•'v \ 1 \\ \ \`----- /) ' • • SCALE / \ 429 \n w O \ .� �, \ 2' GRAVEL FILTER STRIP - - ' - ' • 1"=20' 1/ I I / t12' OF/ACO S200K TRENCH DRAIN. - : , � � IN \• \ f I I I / / TRENCH DRAIN CHANNEL 116 N \ (SEE SHEET CIA) (TYP.) \ _ \ / \ \ • — - \ /+\MH-1FRAME & COVER TYP.H \ \ ,. — _� 7 \ //PROPOSED \ \\ V:4 1�34 I \ 1 ( ) \ \1 \ �A35` / \\ \ • SPA _ INV: 428.0 9.52 \ \ `I1 -\ \ \ � ` \ \ \ / \ , / ✓ S" HOPE TO TIE TO \ \ 1 1 1 \ ' 09- STRUCTURE \ ` \ \ \ C3 \ � _ \ \ \ I \ `- _ _ /// / '2j/ / ♦ / / / / 108 � ¢" SOLI PVC � \�� \ C TIC�I EEIQ \ \ — \ UNDEf2D IN (TYP.) FOUNDATION DRAINAGE, LO �\ / (SEE VOTE #4 THIS S)IEET) \\ ¢ \ / \ ( 1 \ \ 427. 9 4" HDPFliO TIE TO ROOF LEAI3ER. MAINTAIN 1% n / / 2422 SLOPE MIN. (TYP.) / ' ` \� P ?g G- \ 1 _ // \ \ l 107 A4 I 114 INV: \ \ Z �r\0 ' /' V G d 1 1 1 \ \\ Gnod.- �" „ G \\ \ \\ \ / INV:428.90 \\ N\ \\\ \ \ /) / 417 _ v �\ \ _r 132 W \ WETLANDS _ ~ \ \ \ N\ \\\ / / ^ 1 / - - - - - - - ' 103 \ J C� \ 474/\ � l r - \ / f \ \ / \ y y y/ y Jr y y t _ l\_'_-\ \ _� . `I`ll / W OBUF R \ \ / \ l �/ i\ \ \ \ , I \ \ \ \ / \ \ / 1\ � 104 r / /�- — 1_; I I I I'` ', l 1 I \ \ INV:428.00 \ \ 1 413 10 4 412- Q100 'A.o 50' Vl<PO � / -r- — / 1 1 / 1 / ' � _ a Q � p 1 � \ \ _ \ \ W .b .t• y N\ .I. � - �Ir- _ \ .b \ BUFFBR 7 / / \ \ \ \ / \ / - - - ?. `�, l cS N6, \ 9 1 ` / \ \ \ ( I \ rf J \ \ ^ \ \ S \ \ \ J \ \ \ \ ` H� `\\ \ NLI\- W \ \1r\ w \ W .V` \\ ` \ y-�/ .y y W y y / r \\ \ l I A \ \\ \ 1 / '\ \\ \ \ \ \\ \\ /' ( \ ` \ \� I. I W `i J > \ \ 1 / - \ \ ` \ \ / _ — \ NOTES: (/'� ED \ \ \ / _ y y d, \ \ - - , \ \ \ ♦ \ N \ \- - - - - \/ / \ ' ` r \ \ , - - \ \ 1. ALL PERMEABLE PAVER UNDERDRAINS SHALL BE PERORATED PVC WITH A FOUR �+ S Z \ \ I INCH 4" DIAMTER. SUBGRADE TO SLOPE TOWARDS UNDERDRAINS. Q \ \ ` lr \L i y ! \ \ I \ ' — — \ \ \ \ ` �t \ \ \ \ \ `\ �2. ALL CONVEYANCE PIPES THAT TIE TO THE PERFORATED UNDERDRAINS SHALL BE 1. ' AVG A & \ \ \ ' \ \ SOLID WALL PVC WITH A MINIMUM DIAMETER OF FOUR INCHES 4" AND MINIMUM z < / / \ / ^ \ CLASS Al / / 20 \ \ \ \ ` \ _ ' \ SLOPED OF 1 PERCENT (1 %). cro IDTH 1 = 6' / J -/ \ \ \ 3. CONTRACTOR SHALL ACCOUNT FOR STORMWATER ROOF LEADERS AS PART OF WITH 2 = 8' / / \ -z ` \BUILDING CONSTRUCTION. CONTRACTOR SHALL REFER TO ARCH/MEP PLANS `I' `I' `I' `I' \ _ ENH /` �` / / ` -/ FOR THE FINAL LOCATION OF ALL ROOF LEADERS AND CONNECTION DETAILS. 1DEPT 1= 1. \ / I ' ' - - S ` V - _ ROOF LEADERS SHALL BE BURIED AND INSTALLED TO PROVIDE A MINIMUM OF �\ \ \ io/ ' \ _ ONE PERCENT (1%) SLOPE. LEADERS SHALL TIE TO THE NEAREST w v/ \, w �,\ \ \ � I � ' \ _ \ 1 I J ( \ I � r \ _ _ - _ - STORMSTORMWATER STRUCTURE ACCORDINGLY. 1 / \ \ / 4. FOUNDATION DRAINAGE SHALL BE PROVIDED IN ACCORDANCE WITH \ \ \ y � � \ \ , _ ' 1\ \ \ _ - ` ' ` ARCHITECTURAL DRAWINGS. DRAIN LINES SHALL TIE TO THE NEAREST STORMWATER STRUCTURE OR DAYLIGHT ACCORDINGLY. POSITIVE DRAINAGE SHALL BE MAINTAINED IN ALL STORMWATER PIPES AND FOUNDATION DRAINS. 11, `I, `1 \ ` /' \ \ _ I \ ` \ I ' \ ` I / J / ' 1 \ `I _ �' ' ' - / \ \ ` \ CONTRACTOR SHALL REFER TO ARCH/STRUCTURAL DRAWINGS FOR FINAL \ / \ `\ DETAILS AND SPECIFICATIONS. CONTRACTOR SHALL CONTACT THE ENGINEER & - \ / ARCHITECT IMMEDIATELY IF CONFLICTING INFORMATION HAS BEEN PROVIDED. \ \ \ \ \ \ \ \ \\ \ I \ y.l \ \ 477- � I I ! \ \ 1 I I \ 1 f `A \ `1)' \ \\\ \ \ \ \ \ S ! ' \ a / / , \ \ \ JOB NO. CAL .1r �-� \\I/ \ % ✓ \ � -/ rl\ \1 \ `� 1 � �ii'...., ~I _'"_ `to2`tl / / / \ ~ I / d: 20' 40' ro \ I/ ¢ Z SHEET NO. 0 c a m U C I L 45 \\ \ d53 � \ 462 1 � � MI IItI\I\lllllllillll\v 1 lr \ \\\\ 460 r\ 460• x s x 440 IF I I {III 1 1 I P/ l I � v I I I I I l l I l 1' ,/I` 11 } i a � / I r \ ✓ , r I I I I (1 III I I \ �c / in � \ %__ %�, M v �' ( \ I \ l ," \ r45a _ IIII\\ 1 IIII IIIII/r!I(I1)111I1Ittrl /�ti M v �. / \ 455 e ! G r V 11I)II II 1 \ r \ -/ AN P P b� / 4 /r� SqN }UG7� � � 1 L � � \ \'.. \ _ i 4 3' �.t. r i � � 1 , I - S4 UGT� a � \\2 / / i )I � � Illllillllilff1111� IIIII I a \ II l ti �eF.r 2 /G, rill{ I I I 1 1 I r I / (' 1 / 1 1 II I I I I ! ' 1 1 1 f I I I 1 ) \ -- _ -_ I ` T L ` 6G I 1 1 1 11\ ' I \` ` I I I 1 1 I l l l \ 1 / Jf I !! l ll f / l I r / \I / I 438 r 1 /`•'\„ J 11\ y� )']Il l- , tt `\ ! x� ]Irf \ \ 100'SHEETFLOW\ _/ ` / / IIII s / rl/lJU / / / / \ ° 100'SHEETFLOW f Firm �,� \° \ ti \ - u / / /, /) r , POST AREA 1-3 s r / „ \ \ 22' IMPERVIOUS � \ , �. J I _ � / / / / / / ), / / / / 7/ r/ _ ® Q / / F 22' IMPERVIOUS 78' WODDS C�\ as 1- %/ - l l l! / j/ Il r'/// / / / 1 , / / ell r as 1 J r r \\ \ - �� \/,,, , ' POST -DEVELOPED DRAINAGE a 78' WOODS / �� \ \ AT 12.5°/a ` _� J5' 1 l II / , / , / l 1 I I ( ° / J5 I I 438' \ � \� � \ \ , �_ I ,� / :-.,;,g,:= / 1 / 1 I / 45 /l�. \ c 9g - _/r'�) 7J1 /\ AREA TO ANALYSIS POINT 1 AT12.5/0 Ya PRE AREA 1-1 \ � / - /a r 1 1 I j It) (OFFSITE, DETAINED) J / \\IV-_ // '/r// \ t PRE -DEVELOPED DRAINAGE - �- "\ (VRRM SPREADSHEET D.A. A) \ 151' SHALLOW CONCENTRATED FLOW \ AREA TO ANAL YSIS POINT 1 ' // _� q \ ' r ./ /i/� // / g \ TC = 7 MIN - - \ Gp Ss' IMPERVIOUS \ 63' PERVIOUS \ _ - - ` , - \ \ 444/ (OFFSITE)) , , �C� / v \ - 443-- ' ..�- r �/ J / J I t - 1 \� AT 5.0% 443 - (VRRM SPREADSHEET D.A. A)('/ ' / d3a \ r ` \ TC=7 MIN P W // �fti p � .-- -` '....'� �\�. _ -, ...,- / J \ IIII ` -435 ( Ty \ / / ! / / ��9 . / ` / / \ 435 S d \\ ag3 / \ 435 I GP / . / \� \ � - - ] � ti - - '� � ) \ \� - / / / // 42 v' , ` / i / // / ly GP � /' \ • : •.: 42 i fir l 100'SHEETFLOW . T dad" _ 6 / i /i / \ 11 a'3d 437\ 4 j 100' SHEET FLOW / r \ ' : / , _ / , ) a I \ w, 90' IMPERVIOUS f 59' IMPERVIOUS / 33 - ' v - / \ 1 p v \ \ ff \ , / , 0.ti , .< � \ I / � j3p n rn 10' PERVIOUS / I 41'PERVIOUS / / \ b� \ �. / / / / .b -- / / ` ! 2 Q - "�'` "' \ ',, t ! �/ / / ...� ci / _ - \ -.. 4J q ' N•�` 0 429 p W � / �`�i:- ' e � ci c+1 POST AREA 1-4 \ 100' SHEET FLOW v 43 N w _ POST -DEVELOPED DRAINAGE Q d.• \ \ ® - ` \ \\ \ \ v ��r f _ - -1 INN-_ 100' PERVIOUS �0 432 I \ _ \ _ _ _ AREA TO ANALYSIS POINT 1 a AT ° 4 ai \'\ _ 431 \ \ (`�'�� ram\ --- --- -\\\\\ PRE AREA 1-2 ti - �1 (ONSITE, DETAINED) 431 �� �2 a r r _ �j , ' - ^ Q31' CMP DETENTION SYSTEM PRE -DEVELOPED DRAINAGE - -4*' - '�� ) ' \ - _ _ _ \ ` \ \ \ (VRRM SPREADSHEET D.A. B) 4p3 429 ' - -( \• SWM 3 r ,/5P / \ \,/ /Y , M \ - 1 429 ix \ , AREA TO ANALYS15 PON/ 1 \ \\\\ W TC = 6MIN Q 42 a \ \` yy \\ savi \/ ..-. (VRRM SPREADSHEET D.A. B) WO `426< ATC - 7 MIN\�i////\\ \ \ ,\\\\\ \ a • s - 429 '- m N _ \ r// - V\ `� POST AREA 1-5 ', , \* \ \ `\" - O •\ \-/// / / / \\II \ \< \' CO 35 `\ \ \e \ \ \ ` \ \ \ , 1 a i U �i \ �� POST -DEVELOPED DRAINAGE ,�w 4 ` � ` \ \'�\ \ U\I `'+' /�/ /// , 42 \ \ 111 \ n c \ \I y/ \ `\ \ `I \ c I `;,. ,,:, A\ Qc y�°O t7 ,\ \\\\ \ \ < I f a \� cq \ \� a� \ \ AREA TO ANALYSIS POINT 1 �' S \ ` ` � 1 I I � . _� A• 8 n 8 A (ONSITE, UNDETAINED) \ 366 SHALLOW CONCENTRATED FLOW \ \ \\ 24 26 / \ \ \ \ a a / 4)B 40IMPERVIOUS `, \ _ �, / , /1 I ti \ \ _ VRRM SPREADSHEET D.A. C 42z s - \ 42' PERVIOUS �\ r 1 m 2 n 284' WOODS \ ^ \ 1 7j A2 o A ^ \ 1 ` TC=6MIN \ \ 1 1 AT 8.33 /0 _ I- %'\,. r Y\ \ 1101, 1lr \ \\ ` _� / I 1 , I \ ✓� \ \ Q• \ / bl\\ \ 1 1 I \ \ ` ) Wl �� \\�\ \ - / �- /\1 \ 1 / / 43 M _ I 1 41 / �32p `ti 1 1 % �I b 11 \\1 \ / \ \ a 8--_ G \ \ \ \ \ \ \ \ \ \ \ - ; _ _ /�! / 1 \ / / \ 223' SHALLOW CONCENTRATED FLOW 17� d \ \ !I I \ `\\ \ \ \ \\ \ al I --- \ 58'PERVIOUS l- '�\ \ \ \ \ \ \ i .\.. `� , sy I i I I \ 5 \ \ 1 I..1 / I \ \ ` \ ` ` \ . W . at3 _ f a C � ' - \ `y \ \ 165' WOODS s . . \ .413 r d \ 1 11 - / �3 \ \ ib I \ AT 8% C+ / / ''`\ \ \ JQ \ \ \ n .. -.. � \ ` \ ` � {�\ J •vo<v \ 2y / \ \ \ e o \ `\ n�o ee�nc� 2,g e > \ \ . \ - \ _ } f-Wl"i'1 to \•( �i�^7,l \ \ IN, l.rL`t' \ \\ \ \ \ \ \ \ - \, \ . • \. . �. \ W \ \ £ 489' SHALLOW CONCENTRATED FLOW - \ ` / - W W - . \ * +ANALYSIS POINT 1 65'IMPERVIOU3 \` ;\\ 1 . .. .. . \ � . . \. . , `_ _ \` / . ANALYSIS POINT 1 � � -' \ \ \ `\ \ \ ` W , \ \. W ` 1 1 I \ 116' PERVIOUS ` \ \ \ \ \ \ y . 1 J I t a ` \ 308' WOODS _ ` ~ ` Q tn�Fde \ , , \ . , - •� . _ y r ° \ ` \ WETLANDS . . . . ,t \ AT8.33/ \ \ \ \ - .\ \ \ \ / ../.. q ��\kt'3.,1 ', \ ( v _ _ ^`.\ \ 1 lV/\>\ \ \ \ l \\ .-_ .W.W. \ a 3 \\1 \ `/ \- ,'-`\ \ 1 lV/\•l \ \ \ 1 \\ \ \ \ \ 1 \ \ WETLANDS \ \ , a . 1 �I +' I o 1 1 1 \trLs)i { \ i I, p 1 \ \ \ \ \ \ \� ✓ .. \ i ' l p) \ \ \ \ \ \ \� ✓ IN �sn 11 -�-\ O .it.`z., \ / J \i J \ 1 \ 7 Il \ 1 \ \,\I ♦I\ \\\\ \ \ \\ \ \ \\ o I ao y) // r- t/ l -\ l I i \ ) //.l \t'/l\\ \\ /' \\\ \ \ I \ I \ 1 t \ \ ``` �\ \ \ `\ ` ,.y.�- \- \ \ \ / r \ I / \ �/, / I 1 I 1 SCALE I"=50' t p r' 10 4. ) \ / r \ �/, / `I I J 1 1 I CALE 1"=5,0' 1 1 \ t \\ \ `\ \` \ \\1 \ \I\� \\ \\\\ \1/O`I \) `�1' \J-/ v `\JC`� - �\ rr^ 1 / \ /_/-`1 II ` fl J \ I\ /�_ \ 1 O�S DE �� �� l/r~ I r \ /�\-` II 1 ' \ f I I I\ \ 1 t s \� , 1 \ \ r o c `\\. / . ,'-\ ` I 50j 11l_0'\ \ \ , 1 _,' . / \ r 50' 1 O\ \ \ ) \ \ \ \ , e\\�; r1 1T�rt �,`\ 1� \\\ ` `/-/ \j1 1t { 1 i \ �/ \ \ \\\\\\\�1\ , \q\\;\\\�\/1 r1t �_ \\1 �+1\ ' \ \ ` I( ,It r I. f \ 1r \ \ 1 \ \ 1 1 \ 1 \\\ \ \ r\r`_f' l-• `\+ ✓ \ 1 \� / \� _/ , 1 I I / I i / `\ Ir \ 1 1 7 \ �\ \ \.. t \. °. 1 t \ 1,L \. \ \ \ r ,ll\_ff� I `\u „\ ` ��-i, \`... / - _ / 1 \ I 1 1 t I i /) 1 \, 1/\ d \ , \ l l ) I I 1 ✓ ' \ t . _ I r i I / \ \ \ l 1 1 l ✓ ' \ t . ) t- . / \ a I r 1 i WEIR ELEV. = 426.70 STEEL PLATE (14 GAUGE) 30"x6" ORIFICE INV. 425.29 INV 422.00 WEIR PLATE SECTION TOP OF STORAGE 427.00 10YEAR WSE 426.96 2 YEAR WSE 424.85 1 YEAR WSE_ - 424.24 ELEV. 422.00 WEIR PLATE IN 60" CMP STORAGE SYSTEM - SWM 3 No Scale DETENTION SYSTEM INSPECTION/MAINTENANCE SCHEDULE 1. INSPECT PIPE SYSTEM BOTH UPSTREAM AND DOWNSTREAM OF THE WEIR PLATE CONTROL STRUCTURE FOR SEDIMENT BUILD UP ON A YEARLY BASIS. 2. INSPECT WEIR PLATE CONTROL STRUCTURE FOR CLOGGED ORIFICES ON A YEARLY BASIS.IF ANY CONTROL ORIFICES ARE CLOGGED REMOVE DEBRIS 3. IF MEASURED SEDIMENT BUILD UP EXCEEDS 20% OF THE PIPE DIAMETER. THE SYSTEM SHALL BE CLEANED VIA A VACUUM TRUCK OR MANUAL METHODS. STORMWATER NARRATIVE THIS PROJECT INCLUDES THE CONSTRUCTION OF A SPA, PARKING FACILITIES & ASSOCIATED UTILITIES. BASED ON THE LIMITS OF DISTURBANCE, THIS PROJECT CONSISTS OF ONE (1) ANALYSIS POINTS FOR STORMWATER QUANTITY MEASUREMENTS. PRE -DEVELOPED CONDITIONS WERE ESTABLISHED FROM THE AIRBORNE SURVEY DATED 7/31/17. ALL DEMOLITION AND CONSTRUCTION SHOWN AS PART OF WPO 201800020 & WPO 201800020 HAVE BEEN EXCLUDED FROM ALL STORMWATER CALCULATIONS. STORMWATER RUNOFF DRAINING TO ANALYSIS POINT 1 WILL UTILIZE PERMEABLE PAVERS AND A UNDERGROUND DETENTION SYSTEM TO MEET STORMWATER QUANTITY REQUIREMENTS. FOR SMALLER STORM EVENTS, PERMEABLE PAVERS WILL COLLECT RUNOFF AND DIRECT STORMWATER TO AN UNDERGROUND DETENTION SYSTEM VIA A SERIES OF UNDERDRAINS. FOR HEAVIER STORM EVENTS VDOT STANDARD INLETS AND AREA DRAINS WILL COLLECT RUNOFF THAT BYPASSES AREAS OF PERMEABLE PAVEMENT AND SEND STORMWATER DIRECTLY TO AN UNDERGROUND DETENTION SYSTEM. WATER QUALITY ANALYSIS (APPROVED WPO PLAN 7/29/2019) SITE DATA PRE DEVELOPED AREA IMPERVIOUS = 0.75 ACRES MANAGED TURF = 1.00 ACRES WOODS = 0.92 ACRES PRE DEVELOPMENT LOAD (TP) (LB/YR) = 2.30 POST DEVELOPED AREA IMPERVIOUS = 1.35 ACRES MANAGED TURF = 1.32 ACRES POST DEVELOPMENT LOAD (TP) (LB/YR) = 3.68 MAXIMUM PERCENT REDUCTION REQUIRED FOR REDEVELOPMENT = 20% TOTAL LOAD REDUCTION REQUIRED (LB/YR) = 1.65 LB/YR ONSITE TREATMENT PROPOSED TP LOAD REDUCTION ACHIEVED = 0.56 LB/YR STORMWATER CREDITS PURCHASED = 1.09 LB/YR TOTAL TREAMENT PROPOSED = 1.65 LB/YR *SEE SHEET C6.4 FOR NUTRIENT CREDIT AVAILABILITY CONFIRMATION. THE OAK GROVE NUTRIENT CREDIT FACILITY IS LOCATED WITHIN HUC 02080204. WATER QUALITY ANALYSIS (WPO PLAN AMENDMENT #11 SITE DATA PRE DEVELOPED AREA IMPERVIOUS = 0.57 ACRES MANAGED TURF =0.86 ACRES WOODS = 0.59 ACRES PRE DEVELOPMENT LOAD (TP) (LB/YR) = 2.88 POST DEVELOPED AREA IMPERVIOUS = 1.08 ACRES MANAGED TURF = 0.94 ACRES POST DEVELOPMENT LOAD (TP) (LB/YR) = 2.88 MAXIMUM PERCENT REDUCTION REQUIRED FOR REDEVELOPMENT = 20% TOTAL LOAD REDUCTION REQUIRED (LB/YR) = 1.28 LB/YR ONSITE TREATMENT PROPOSED TP LOAD REDUCTION ACHIEVED = 0.55 LB/YR STORMWATER CREDITS PREVIOUSLY PURCHASED = 1.09 LB/YR TOTAL TREAMENT PROPOSED = 1.64 LB/YR CURRENT DEVELOPMENT EXCEEDS THE REQUIRED WATER QUALITY TREATMENT BY 0.36 LB/YR (1.64 LB/YR - 1.28 LB/YR = 0.36 LB/YR). THE 0.36 LB/YR OF WATER QUALITY SURPLUS CREDITS TO BE AVAILABLE FOR FUTURE DEVELOPMENT ONSITE. "SEE SHEET C6.4 FOR NUTRIENT CREDIT AVAILABILITY CONFIRMATION. THE OAK GROVE NUTRIENT CREDIT FACILITY IS LOCATED WITHIN HUC 02080204. WATER QUANTITY ANALYSIS POINT 1 DRAINAGE AREA ANALYSIS (PRE -DEVELOPED) DRAINAGE AREA ANALYSIS (POST -DEVELOPED) PRE AREA 1-1 TO ANALYSIS POINT 1 (OFFSITE) POST AREA 1-3 TO ANALYSIS POINT 1 (OFFSITE, DETAINED) AREA = 0.78 ACRES AREA = 0.78 ACRES 1-YEAR STORM CN = 83 1-YEAR STORM CN = 83 2 & 10-YEAR STORM = 83 2 & 10-YEAR STORM CN = 83 [VRRM SPREADSHEET D.A. A] [VRRM SPREADSHEET D.A. A] Q (CFS) V (AC -FT) Q (CFS) V (AC -FT) 1 YEAR 1.94 0.090 1 YEAR 1.83 0.090 2 YEAR 2.49 2 YEAR 2.49 10 YEAR 4.49 10 YEAR 4.49 PRE AREA 1-2 TO ANALYSIS POINT 1 (ONSITE) POST AREA 1-4 TO ANALYSIS POINT 1 (ONSITE, DETAINED) AREA = 2.02 ACRES AREA = 1.09 ACRES 1-YEAR STORM CN = 87 1 YEAR STORM CN = 91 2 & 10-YEAR STORM CN = 87 2 & 10-YEAR STOM CN = 91 [VRRM SPREADSHEET D.A. B] [VRRM SPREADSHEET D.A. B] Q (CFS) V (AC -FT) Q (CFS) V (AC -FT) 1 YEAR 5.65 0.281 1 YEAR 3.63 0.181 2 YEAR 7.43 2 YEAR 4.62 10 YEAR 12.67 10 YEAR 7.50 AREAS COMBINED (1-1 + 1-2) SWM 3 (180 LF OF 60" CMP) (POST AREA 1-3 + POST AREA 1-4) Q (CFS) 1 YEAR 7.48 Q (CFS) 2 YEAR 9.91 1 YEAR 2.61 10 YEAR 17.16 2 YEAR 3.72 10 YEAR 6.45 POST AREA 1-5 TO ANALYSIS POINT 1 (ONSITE, UNDETAINED) AREA = 0.93 ACRES 1-YEAR STORM CN = 87 2 & 10-YEAR STORM CN = 87 [VRRM SPREADSHEET D.A. C] Q (CFS) V (AC -FT) 1 YEAR 2.65 0.129 2 YEAR 3.49 10 YEAR 5.96 AREAS COMBINED (SWM 3 + POST AREA 1-5) Q (CFS) 1 YEAR 4.92 2 YEAR 8.02 10 YEAR 17.01 CHANNEL PROTECTION (ENERGY BALANCE QDEVELOPED 5 0.80*(QPRE-DEVELOPED*RVPRE-DEVELOPED)/RVDEVELOPED QM,ix (1-YR) <_ 0.80'(5.65- 0.281)AC-FT 1(0.090 + 0.181 + 0.129)AC-FT = 3.18 CFS 3.18 CFS + 1.94 CFS (AREA 1-3) = 5.12 CFS OK Q (1-YR) POST -DEVELOPED = 4.92 CFS FLOOD PROTECTION: POST -DEVELOPED Q <_ PRE -DEVELOPED Q OK 8.02 CFS (POST -DEVELOPED QZ) 5 9.91 CFS (PRE -DEVELOPED Q2) OK 17.01 CFS (POST -DEVELOPED Q10) <_ 17.16 CFS (PRE -DEVELOPED Q10) 'SEE SHEET C6.2 FOR CURVE NUMBER REDUCTION CALCULATIONS - VRRM 0 U CRAIGW.J.KOTARSKI Lic. No. 0402048507 c: 04-01-ZOee `•, E 0 N N I C Q � E w E F~ U cu 3 LL LU %J N J U m W d - Ln M 2 In Lu NO N Q LL ❑ Q c 2 U F Q Ln rn O N N m 00 J CD -H z O a O LLI 0 U z j ~ O to w Lu 0 we. e. Sao 3 Q Q 4 ti ui C C4 w Q DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE AS SHOWN V) O I- Q J U U I --I I- z a H Q z } = z z 0 Ov J uLu J z Lu Lu VI m J C `Lu < 1GLI �^.J i lV Q z CQ G/ L.L Lu [O 1r n V / 0 c a U 0 w m 3 a) 0 a C a T C l9 0 m N ZI 0 m r N a C I6 r ,n a c `o 0 t i L JOB NO. 40241 SHEET NO. C6.0 2,p \ / \ \ \ %JGP - \ \ �/',b J \ _ - \ _ _-,'445 - -, .' HYDRAULIC DESIGN CALCULATIONS 44 \ \ / - - - - - / - _ _ ` \ - �- v / ,'' (EQUATION 7.1 - SECTION 6.1 DESIGN CRITERIA - SPECIFICATION NO. 7) , DSTONE - I(PXPyXRv1) + (PXAP)l/ (NrXE'w) PERMEABLE PAVEMENT DRAINAGE AREA 1 r , ` - \\\\ - \ \/ cq\ \ �� - _ ! 1�1!\ ,, `�` .< _ D = [(0.08FT X 1,753 FT 2 X 0.95) + (0.08FT X 1,753 FT2)] / (0.40 X 1,753 FT2) ., • " = 0.39 FT 4 _ _ \'�� - - � A ' " '� as * r REFER TO PLAN TITLED KESWICK HALL ADDITIONS AND , 1 ;� 4%�" / SITE IMPROVEMENTS" SDP-2018-016, WP0201800020 & ° ' ° P = 0.08 FT Ap = 1,753 FT \ ` \ Al= 1,753 FT Nr - WP0201800078 FOR DESIGN INFORMATION. -0.40 0.95 6" GRAVITY \ \ \ \ \ \ ` , \ J G� \ \ A \ \ \ \\ '\ /b F I /` \ \ \ P n1111 v1 - PERMEABLE PAVEMENT DRAINAGE AREA 2 D = [(0.08FT X 1,750 FT2 X 0.95) + (0.08FT X 1,750 FT2)] / (0.40 X 1,750 FT2) SSTONE()=0.39FT MIN N 6, ^\� �\ \v /^,\ / --! J / - \ Gc\ \ _= � / \\ \\- -- -- .443 ---' P=0.08FT Ap= I,750FT2 7 -43 \ \ \ \ ! �\ \ / \ \ Z � \ \ _-` � � \� \ � `! s :� [\ AI=1,750FT2 Nr=0.40 \ _ ! Rv1=O.95 PERMEABLE PAVEMENT DRAINAGE AREA 2 \- \ ' 2' GRAVEL FILTER STRIA - i - - - - _ -438 / �\ \ \ \ \ \ aA2 PERMEABLE PAVEMENT DRAINAGE AREA 3 - 1,750 SF PERMEABLE PAVEMENT �' - - \ q \ \ - ' (SEE SHEET C1.1) aYRf 0 SF UPGRADIENT DRAINAGE _ \ 438 -aa \ \ \ \ \ \ \ I DsroNE(MIN) = [(0.08FT X 3,793 FT 2 X 0.95) + (0.08FT X 1,296 FT 2)] I (0.40 X 1,296 FT 2) CONTRIBUTING DRAINAGE AREA (CDA) = 1,750 SF - \ _ \ \ \`. \ - - - - = 0.75 FT -_ -I - \ - w- CDA RATION 0:1 \® _ \ --- vc\\ _437 \ \ \ \\\ 2 m / \ - -_ -- \- -__----_--- A / \ �\ �\ P-0.08FT Ap=1,296FT -- - -_ - -- --� _ ---� \�^ _ _ ' \ ` _ \ A 3,793 FT Nr 0.40 J I I / / Rvi 0.95 / \ - - - - - - - -437 435 I \ 436 cp y \ \ \� \ \ \� PERMEABLE PAVEMENT DRAINAGE AREA 4 -� PERMEABLE PAVEMENT DRAINAGE AREA 1 _ _ _ - - - - - - - - 43. \ l \ \ _ 1,753 SF PERMEABLE PAVEMENT 1 J - - - - , , _ , / \ \ \ \ \ �\ '\ - _ - - - - _ - _ - \ D STONE(MIN) = [(0.08FT X 645 FT 2 X 0.95) + (0.08FT X 1,917 FT2)] / (0.40 X 1,917 FT2) / 0 SF UPGRADIENT DRAINAGE 1 ./ q34 , - ' \ \ \ \ \ o, \, = 0.26 FT / \ CONTRIBUTING DRAINAGE AREA (CDA) = 1,753 SF - - - - - _ 1 - - 43 CDA RATIO = 0:1 1 D 3 q3 ; \ \ \ 43&, 4 1 ` \ ` � \ "�\ �'� \ P=0.08FT Ap=1,917FT 2 A = 654 FT 2 Nr = 0.40 Rv1=0.95 PERMEABLE PAVEMENT DRAINAGE AREA 5 w D = [(0.08FT X 962 FT X 0.95) + (0.08FT X 962 FT2)] / (0.40 X 962 FT2) 0.39 FT � �6. \ � ! STONE(MIN) 490 \ \ \ w�y� \ \�a� \ % �\ P = 0.08 FT Ap 962 FT2 962 FT 2 Nr = 0.40 J =0.95 '- J -----� �• ) [you I � \\a/\`\ \ < -q ` 1 Gib � \ 1 - - - \ , 2a ��; \y \ q 3q' \ \ PERMEABLE PAVEMENT DRAINAGE AREA 6 \ _433 \ \ ` \ \ ` \ D = 0.08FT X 2,765 FT X 0.95)+ 0.08FT X 864 FT2 / 0.40 X 864 FT2 ' l 's_ a� \a,, gP� \\ �` \ \ `\ 433 d.5 \\ �� STONE(MIN) = 0.81 FT ( )] ( ) P=0.08FT Ap=864 FT AI = 2,765 FT Nr = 0.40 Rv,=0.95 _ y \ \. -- _ _ _ _ __-- \�,q` \\ \I I "�Zy A90 JJ J �'� -----'t\\ `� -\ r l\ 1 \ •\•'i. , 'l v y / \\------'--____------- WPO BUFF4`R \ \ \ \ \ - - - - .430 \ \ PERMEABLE eaa. <;o M \ \ '`- -- \ _429 \ \ / IJ I 1\ \\ PAVEMENT DRAINAGE AREA 4 k \\ \ - - ' \ 1,917 SF PERMEABLE PAVEMENT PERMEABLE PAVEMENT DRAINAGE AREA 3 I �\ ° 654 SF UPGRADIENT DRAINAGE- \ 1,296 SF PERMEABLE PAVEMENT \ I I \ o \ CONTRIBUTING DRAINAGE AREA (CDA) = 2,571 SF 2,497 SF UPGRADIENT DRAINAGE'` ,'? ? \ \ ' '\ CDA RATIO = 0.34:1 CONTRIBUTING DRAINAGE AREA (CDA) = 3,793 SF CDA RATIO /=/1.93:11 / J / /11'I I / / / / ; \\ \ _ 42; o \ cl)o \ \ �, \ 2' GRAVEL FILTER STRIP \\M \ \ (SEE SHEET CIA) /PROPOSED 1 ` r \'I ,II \\ \ 1 c �^ -�435`co PERMEABLE PAVEMENT DRAINAGE AREA 5 962 SF PERMEABLE PAVEMENT \ E TIC�I EEIQ \ \ _ c 0 SF UPGRADIENT DRAINAGE / \ `\`q \ LO vS ( \ \ \ \\ q \ o CONTRIBUTING DRAINAGE AREA (CDA) = 962 SF " \ /\ --_"6 \ \ CDA RATIO 0:1 \ - A91 / 12q coCL \ \ \ iN G \\\\\\� G Nk, \ � te-418 a_ 32- PERMEABLE PAVEMENT DRAINAGE AREA 6 417 , �\ \ \ \ r 864 SF PERMEABLE PAVEMENT W \ \ WETLANDS 414 / \ _ \ \ `\\ \\\ \ /l / �/l , _ _ _ - ' - - / / //� \ _ - 1,901 SF UPGRADIENT DRAINAGE `i / //^ W O BUFFER / \ / - - CONTRIBUTING DRAINAGE AREA (CDA) = 2,765 SF \ \ \ CDA RATIO = 2.20:1 \ \ \ / 413 / 412-� 111 / ' ♦ \ 50 wpo \ \ \l, \L 1 y \y \ \ \L ` -\•L _ --4- - \ \L \ \ \ \ BUFFER SETk3AC K CID SCALE 111=501 OD 4, W \L J, ' /' ` \ \ \ 1 / I l / \ \ \ \) 1 1 \ '\ I \ \ \ / (\ \ �j / � \ I Q j \\� \I/ �� `\ \1 \1 \\\ /� �� L3 \ \\_-- -\y� - - \1 ) (1 ' \ I 1 ,\\ ly 1\ II I r\ \\ _ \\ '\ \�-- \\ -\I \\ \\ 0 .Sib' \ 100' \ Z W) W \ \ \ 1 \ _ / / ( -4" 18' PARKING (REFER TO SHEETS C4.00 FOR LOCATION) 4 1. \ SURFACE WATER FLOW .I. \ \I, \L ' \ L L \ - , l \ \ - - 1 , \ \ / \ _ \ ' BELGARD AQUA ROC OR FLUSH CURB APPROVED EQUAL PERMEABLE JOINT \L \L \/y / / \L .L \L y `\ (BROOM FINISH) OPENING AGGREGATE q, a w - 1-1/2" PERMEABLE 12" MAX. '/ SETTING BED AGGREGATE 4„21BSTONE 477-\ 9.75" #57 STONE � / ,� ,/,.�,/, STONE \/\\/\\/\\ /\�\�\�\/\\/\�\�\�\�\ \� /�/ \\Xi\\ \�\\\\\\\\\\\\\\\\\\ \ \ \ \ \h y I `. / / / / / / / \ __!_-- ,J ' / \I \I`' I r PVC GEOTEXTILE COMPACTED \ , - . r \ - UNDERDRAIN FABRIC (TENAX SUBGRADE SLOPE PIPE MS220B OR TO UNDERDRAIN PERMEABLE PAVERS SECTION -LEVEL 1 \ _ - - \ / _ - No Scale ( ate, J CRAIG W J. KOTARSKI Lic. No. 0402048507 c$04-01-20ee r, E 0 rn $ N Vl N C >E w E ~ U LL 0 LL O m J U ON v �x w O � ❑a 3� Ln v N = U > Q rn Ln O N N m co J cm) F i DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE AS SHOWN C� G W . Q LD I ■ , i z z J Q J > 0 o z U W Lu J G L W r ^ _3 Q VW, Q 0- Lu Lu /7 lclL LL1 0- JOB NO. 40241 SHEET 70. C6.1 C L LD-229 STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 PROJECT: Keswick Hall Spa ILOCATION, Charlottesville COUNTY: Charlottesville Designed by: CG Checked by. UNITS ENGLISH PIPE_ NO. FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. "C" (4) CA INLET TIME Minutes (7) RAIN FALL In/Hr (8) RUNOFF INVERT ELEVATION LENGTH of Pipe Ft. (12) SLOPE Ft./Ft. (13) SIZE (Dia.Or Span/Rise) In. (14) SHAPE Number of Pipes Capacity CFS (15) Friction Slope Ft./Ft. NORMAL FLOW FLOWTIME INCRE-ACCUM- MENT (5) ULATED (6) Lateral CFS Total CFS (9) UPPER END (10) LOWER END (11) Depthof Flow, do Ft. Areaof Flow, An SgFt Hm Ft. Vn Ft/Sec (16) En Ft. INCRE- MENT Minutes (17) ACCUMU -LATER REMARKS Minutes Q7) (18) REFERENCE (1) STA. REFERENCE (2) STA. 101 102 100 0.00 0.00 0.00 5.90 6.26 0.00 &79 412.23 411.70 5302 0.01000 24 Circular 1 2451 0.00080 0.72 1.02 0.40 6.67 1.41 0.13 6.03 103 104 102 0.00 0.00 0.00 5.27 6A5 0.00 &79 413.50 41233 11656 0.01004 24 Circular 1 8.93 0.00600 130 2.17 0.58 3.13 1.46 0.62 5.90 105 106 104 0.00 0.00 0.05 5.19 6.48 0.00 6.79 413.97 413.60 36.95 0.01001 18 Circular 1 11.39 0.00370 0.83 1.01 0.40 6.72 1.54 0.09 5.28 107 108 106 0.00 0.00 0.00 5.09 6.51 0.00 6.45 415.80 414.07 57.73 0.02997 18 Circular 1 19.70 0.00330 0.59 0.65 0.32 9.98 2.14 0.10 5.18 109 SWM3_OU1 108 0.00 0.00 0.00 5.00 0.00 0.00 6.45 422.00 419.75 5622 0.04002 18 Circular 1 22.77 0.00330 0.55 0.58 030 11.09 2.46 0.09 5.09 ill 112 SWM3 IN 0.00 0.00 0.10 5.14 6.50 0.00 0.65 425.02 424.78 23.97 0.01001 12 Circular 1 3.86 0.00030 0.28 0.18 0.16 3.66 0.49 0.11 1 5.25 113 114 112 0.14 0.71 0.10 0.10 5.00 6.54 0.00 0.65 425.41 425.12 29.79 0.00973 12 Circular 1 3.81 0.00030 0.28 0.18 0.16 3.63 0.49 0.14 5.14 115 116 SWM3_IN 0.28 0.70 020 020 5.00 6.54 0.00 1.29 425.51 42424 1 27.00 0.047041 12 Circular 1 8.37 0.00120 0.27 0.17 0.15 7.73 1.19 0.06 5.06 117 118 SWM3_IN 0.26 0.52 0.14 0.60 5.61 6.35 0.00 3.82 423.27 422.38 8894 0.01001 18 Circular 1 11.39 0.001201 0.60 0.66 0.32 5.81 1.12 0.26 5.87 119 120 118 0.51 0.39 0.20 0.42 5.50 6.38 0.00 2.66 423.74 423.37 37.05 0.00999 18 Circular 1 11.37 0.00060 0.49 0.51 0.28 5.25 0.92 0.12 5.61 121 122 120 0.26 0.47 0.12 0.16 5.28 6.45 0.00 1.06 425.98 423.84 79.53 0.02691 15 Circular 1 11.48 0.00020 0.26 0.18 0.15 5.84 0.79 0.23 5.51 123 124 122 0.08 0.51 0.04 0.04 5.00 6.54 0.00 0.27 428.19 426.08 70.30 0.03001 12 Circular 1 6.69 0.00010 0.14 0.06 0.09 4.16 0.41 0.28 5.28 125 126 120 0.09 0.60 0.05 0.05 5.00 6.54 0.00 035 423.88 423.84 3.98 0.01005 12 Circular 1 3.87 0.00010 0.20 0.12 0.12 3.07 0.35 0.02 5.02 127 128 118 0.06 032 0.02 0.02 5.00 6.54 0.00 0.12 424.02 1 423.71 1 3121 1 0.00993 12 Circular, 1 3.85 0.00000 0.12 0.06 0.08 2.25 0.20 023 5.23 129 130 118 0.06 0.48 0.03 0.03 1 5.00 6.54 0.00 0.19 425.00 1 424.90 1 4.03 10.02481 12 Circular 1 1 6.08 0.00000 0.12 0.05 0.08 3.52 0.31 0.02 5.02 131 132 106 0.12 0.43 0.05 0.05 5.00 5.04 0.00 0.26 414.84 414.07 38.58 0.01996 15 Circular 1 9,89 0.00000 0.14 0.08 0.09 3.48 0.33 0.19 1 5.19 Runoff Volume and Curve Number Calculations Enter design storm rainfall depths (in): 1 earstorm 2- earstorm 30- earstorm 2.92 3.54 5.35 Use MOM Atlas 14 (http 11hdxmmnuaa.gov1bd r1pldsQ ..arm hose crawl. [2] The curve numbers and runoff volumes computed in this spreadsheet for each drainage area are limited in their applicability for determining and demonstraling compliance with water 9uandtyrewirements.5e, VRRM Useds Guide and Dmumentaoonfor addigonal information. [2] Runoff Volume (RV)fopm-and post-developenentdrainage areas must be in volumetric units (e,g..atte-feet or cubic feet)when using the Energy Be lance Equation, Runoff measured in watershed inches end shown In the spreadsheet as RVlwutershe l-inch) can only be used in the. Energy Balance Equation when the pre- and post-decebperent drainage areas are equal. Otherwise RV(wwonshed-inch) must be multiplied by the drainage area. [3] Adjusted CNs am based an runoff redaction volumes as calculated in D.A. tabs. An altermtive CN adjestmencalculation far Vegetated Rods is included in BMP specification No. 5. Drainage Area Curve Numbers and Runoff Depths* Curve numbers (CN, CNarQ) and ranoff depths (RV ot„etrped) are computed with and without reduction practices. Drainage Arm ASoil s BSoils CSoils DSoils Total Area (acras 0.78 Forest/Open Space- undisturbed, protected Ama lanes) am am 0.m 105 Runoff Redudion re fost/ope, space or reforested land ON 30 55 70 77 Volume(ft): 0 Maaged Turf-- disturbed, guided for yards o other Area(acres) 0.00 am am 158 turfto be nawed/man, ed CN 39 61 74 80 lnperNous Cover Area (acres) o.m am am an CN 98 98 98 98 CN DA.A 89 1-yearstorm 2-yearstorm 110-yearstorm DRAINAGE AREA A REFLECTS RVpe,alapad(watershed-inch) with no Runoff Reduction* 13a Tm 3.49 PRE POST DEVELOPED OFFSITE AREA. AREA 1-1 &1-5 RVD,,Ipad(watershed-inch) with Runoff Reduction* 1.38 I.m a49 Adjusted oll' 83 as as SHEET C6.0 *See Notes above forest/open space or reforested land CN 30 55 70 7J Managed Turf-- disturbed, Beetled for yards a other turfto be mowed/managed Ama laves) O.m 39 O.m 61 0.m 74 0.5J So CN Impervious Cover Area (acres) CN 1 O.m VR 0.00 9fl 103 9R 0.B6 99 RVDew,.pei (watershed -inch) with no RVeamlrped (watershed -inch) with Total Area Runoff Re 1-yearstorm 2-yearstorm 10-yearstan, 67 DRAINAGE AREA B REFLECTS PRE DEVELOPED ONSITE AREA AREA 1-2 SHEET C6.0 tlon* 1.6J 222 ago Lion* 67 2.zz ago CN' 1 87, 1 V 67 'See Notes above PRE -DEVELOPED CN REDUCTION CALCULATION - ANALYSIS POINT 1 Runoff Volume and Curve Number Calculations Enter design stone rainfall depths (in): 1-year storm 2-yearstorm10-yearstorm 2.91 3.54 5.35 Fuse NOAA AUa114 (http://hds.nxz.novvgov/M1dsr/pfdsQ [1] The curve numbers and runoff volumes cempumd In this spreadsheet for each drainage area are limited in their applicability for determining and demonstrating compliance with water Inanity requirements. See VRRM Usees Guide and Decureentation for addibmal Information. [t] Runoff Volume (II for pre- and post -development drainage areas must be In volumetric units (e.g., acre-feet Dr cubic feet) when using the Energy Balance Equation. Runaff measured in watershed -Inches and shown In the spreadsheetas Wheatershed-inch) can only be used In the Energy Balance Equation when the pre- and post -development drainage areas are equal. Otherwise RV(watershethinchl must be multplied by the drainage area. [3] Adjusted CNs are based on runoff reduction volumes as calculated in D.A. tabs. An alternative CN ad)usunent calculation for Vegetated Rods is included in BMP spmRicatlan No. 5. SEE "PRE -DEVELOPED CN Drainage Area Curve Numbers and Runoff Depths* REDUCTION CALCULATION" ABOVE Curve numbers (CN, CNI and runoff depths (RVDead, ,) are computed with and without reduction practices. Drainage Area ASoils BSoils CSoils Forest/Open Space- undisturbed, protected fonst/cpen space or reforested land Am. (acres) 0.00 30 am 55 am 70 CN ManagedTurf- disturbed, graded fmryards a other turtle be mowed/managed Area acres am 39 am 61 am 74 CN Ira peMa"s Cover Area (acres) CN am 98 am 98 am 98 RVne,ataped (watershed -inch) with no Runoff Reduction" 1.38 1.89 3.49 RVpeN.Nped (watershed -inch) with Runoff Reduction" 1.38 1.59 1,19 Adjusted CN* I a3 89 *See Notes above D Soils Total Area (acres 0.78 0.05 Runoff Reduction 77 volume Ift3l: 0 am Bo on 98 CN,DA.a) DRAINAGE AREA B REFLECTS POST DEVELOPED ONSITE AREA. AREA 1-6 SHEET C6.0 Drainage Area ASoils BSoils CSoils DSoils Total Area ForesVOpen Space - undisturbed, protected forest/openspace or reforested land Area (acres) aw 3D am 55 0.00 70 am 77 Runoff R. Vale CN Managed Turf- dlstur6ed,gradedforyardsaother turf to he mewed/managed Area acres O.m 39 O.m 61 am 74 0,39 a0 CN Impervious Cover Area acres CN O.m an am 9R am 9R am 9R INDA.a 91 1-yearstorm 2-yearstorm 10-yearstorm_ DRAINAGE AREA C REFLECTS RV.,,., (watershed -inch) with no Runoff Reduction* z.09 2.68 4_43 POST DEVELOPED ONSITE RVgevebp.fwatershed-inch) with Runoff Reduction" 1.96 2.55 1,31 Adjusted CN' 91 1 n ai AREA. AREA 1-7 SHEET C6.0 OPe (Votes agave Drainsae.AreaC ASa BSoils CSoils DSa Tot al Area perwl: D93 Runoff Wooden: Voluma fel 0 FDRst/OpenSpace- undisturbed. protected forpsVopen space or reforested land Area(acre5) O.00 30 O.m 5S Om 70 am 77 CN Managed Turf-- disturbed, staged for yards a other turfto be nerved/managed I Area acres 0.m 39 D.m 61 0.m 74 0.55 8o CN Impervious Cover A:eshens) 0.00 OT O.m 0.38 CN gzc w 1- earstorm 2-yearstorm 10- earstorm DRAINAGE AREA D REFLECTS RVoweaps, (watershed -inch) with no Runoff Reduction" 1.67 222 3.9D POST DEVELOPED ONSITE RVDew,v,(watershed-inch) with Runoff Reduction" 1.67 z.0 AREA. AREA 1-8 SHEET C6.0 Adjusted CN* a, a7 a7 *See Notes above POST -DEVELOPED CN REDUCTION CALCULATION - ANALYSIS POINT 1 LD-347 PROJECT: Keswick Hall Spa DESIGNED BY: CG LD-347 PROJECT: Keswick Hall Spa DESIGNED BY: CG HYDRAULIC GRADE LINE ANALYSIS HYDRAULIC GRADE LINE ANALYSIS Checked: Checked: INCIDENCE PROBABILITY 10 Year INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION STA. INVERT EL. OUTFLOW RPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELB/. DIA. PIPE Do (Inlnm) DESIGN DISCH. CIO (CFS/CMS) LENGTH PIPE LO (R/4 FRICTION SLOPE, Slo (Fr/F) (M/M) FRICTION LOSS Hl (FUM) JUNCTION LOSS SURFACE FLOW Adj. Fit 1.3 Ht (R/M) Inlet Shaping? Y/N 0.5 H (Ft/M) FINAL H (RUM) Inlet Water Surface Elevation Top of MH Top of Inlet Bev. APPROX. Adjustment? Vo Contr. Ho (R/M) Vi Vi 2/2g H (Expn) 0.35*MAX. (V12/2g) SKEW Angle K Bend H (RIM) Sum HL (R/M) (1) 1 (2) (3) 1 (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (16) (17) (18) (19) S WM3_IN I I I I 1 0.000 118 422.380 1.50 423.580 18 3.817 88.94 0.00118 0.105 5.805 0.131 5.250 0.428 0.150 0.0 0.00 0.000 0.281 0.857 0.365 YES 0.182 0.287 423.868 428.570 O.K. 120 423.370 1.50 424.570 18 2.655 37.05 0.00057 0.021 5.250 0.107 5.837 0.529 0.185 0.0 0.00 0.000 0.292 1.270 0.380 YES 0.190 0211 424.781 428.570 O.K. 122 423.840 1.25 424.840 15 1.055 79.53 0.00024 0.019 5.837 0.132 4.160 0.269 0.094 0.0 0.00 0.000 0.226 0.787 0294 YES 0.147 0.166 426.236 430.260 O.K. 124 426.0801 1.00 426.8801 12 0.268 1 70.30 1 0.00005 0.004 4.160 0.067 0.000 0.000 0.000 0.0 0.00 0.000 0.067 1 0.268 0.087 YES 0.044 0.047 428.327 432.720 1 O.K. 116 424.240 1.00 425.040 12 1289 27.00 0.00117 0.031 7.726 0.232 0.000 0.000 0.000 0.0 0.00 0.000 0232 1289 0.301 YES 0.151 0.182 425.775 429.910 O.K. 112 424.780 1.00 425.580 12 0.654 23.97 0.00030 0.007 3.664 0.052 3.628 0.204 0.072 0.0 0.00 0.000 0.124 0.000 0.124 YES 0.062 0.069 425.649 430.190 O.K. 114 425.120 1.00 425.920 12 0.654 29.79 0.00030 0.009 3.628 0.051 0.000 0.000 0.000 0.0 0.00 0.000 0.051 0.654 0.066 YES 0.033 0.042 425.962 429.790 O.K. 128 423.7101 1.00 424.510 12 0.124 31.21 1 0.00001 0.000 1 2.251 0.020 1 0.000 0.000 1 0.000 0.0 0.00 1 0.000 0.020 0.124 0.026 YES 0.013 0.013 424.523 427.820 O.K. 130 424.900 1.00 4253001 12 1 0.190 4.03 0.00003 0.000 3.516 0.048 0.000 0.000 0.000 0.0 0.00 0.000 0.048 0.190 0.062 1 YES 1 0.031 1 0.031 1425.7311 427.190 O.K. 126 423.840 1.00 424-781 12 1 0.353 3.98 0.00009 0.000 3.071 0.037 0.000 0.000 0.000 0.0 0.00 0.000 0.037 0.353 0.048 YES 1 0.024 1 0.024 424.805 427.070 O.K. INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DIA. PIPE Do (Inhi DESIGN DISCH. Do (CFS/CMS) LENGTH PIPE Lo (RIM) FRICTION SLOPE, Sfo (FTIFT) (IWM) FRICTION LOSS Hf (Ft/M) JUNCTION LOSS SURFACE FLOW Adj. H 1.3 H (Ft/M) Inlet Shaping? Y/N 0.5 R (FUM) FINAL H (FUM) Inlet Water Surface Elevation Top of MH Top of Inlet Bev. APPROX. Adjustment? Vo Comr. Ho (Filth) Vi Vi*212g H (Expn) 0.35*MAX. (V02g) SKEW Angle K Bend H (Ft/M) Sum HL (Ft/M) (1) 1 (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (16) (17) (18) (19) 100 1 1 1 0.000 102 411.700 2.00 413.300 24 6.787 53.02 0.00080 0.043 6.671 0.173 3.128 0.152 0.053 0.0 0.00 0.000 0.226 0.000 0.226 YES 0.113 0.155 413.455 420.930 O.K. 104 412.330 2.00 413.930 24 6.787 116.56 0.00606 0.707 3.128 0.038 6.724 0.702 0.246 0.0 0.00 0.000 0.284 0.000 0.284 YES 0.142 0.849 414.804 418.490 O.K. 106 413.600 1.50 414.804 18 6.787 36.95 0.00372 0.137 6.724 0.176 9.980 1.547 0.541 0.0 0.00 0.000 0.717 0.000 0.717 YES 0.358 0.496 415.300 418.180 O.K. 132 414.0701 1.25 415.300 15 I U.262 38.bb 0.00001 0.001 3.482 0.047 0.000 0.000 0.000 0.0 0.00 0.000 0.047 0.262 0.061 YES 0.031 0.031 415.331 421.ZtU O.K. 108 414.070 1.50 415.300 18 6.450 57.73 0.00336 0.194 9.980 0.387 11.086 1.908 0.668 0.0 0.00 0.000 1.055 0.000 1.055 YES 0.527 0.721 416.391 425.960 O.K. WM3 OU 419.750 1.50 420.950 18 6.450 56.22 0.00336 0.189 11.086 0.477 0.000 Innnn 0.000 0.0 0.00 0.000 0.477 0.000 0.477 YES 0.239 0.427 422.546 427.000 O.K. V -; b d - k,[ - WI. , jr, �:4 ^t a� � U CRAIG W i'. KOTARSKI Lic.1Vo. 0402048507 C"$ 0`t-01 -20,e, r-, E CD U U N N � C Q � E LU E F~ U cu 3 Q LL 0 0 LL i h LUO to LU J U m [L -1 - L7 M T !D W NO ZF aim 3: 0�x J (n Q �� w ❑ Q 3 U) = 0Cj N = U r) F Q �Ln rn O N N m 0 00 J CD LU eD _ • • FM z O a Z O U un LLI OU0 W LU o0 i 0 O U W Q O 4 ti Ui W w H Q t0 DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE N/A V) z O %1 J D U J <^ U I..L 0 (� z z V J > w Q } J = z m 0 Q Ov U_J z J ~� Q V Z I� (� LUV) V / m w `U 0 i LU C� L.L O //�/� Vl JOB NO. 40241 SHEET NO. C6.2 O C Ili U C 0 m m 3 0 d B a T C m O m N 0 C m t N a C to r SO 0 m 0 t L / �`--``'445 \ _ _ � �- ,/ 1 \\ \ I \ ' / III / /' //'// / / I i / / \ REFER TO PLAN TITLED "KESWICK HALL ADDITIONS AND i '/ ; 7 ' I f I I I/ CRIT/C.I I // SITE IMPROVEMENTS" SDP-2018-016, WP0201800020 & ' ;/ l .. J 1',' l ISLU7S(TYR..) ' WP0201800078 FOR DESIGN INFORMATION. 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G 4r� / -- 3 / /* J \ \ Z\ \ \ \ \\ ✓/l ¢ _ - , / ,< �' .� \/ l 432-�' WETLANDS 132 474 / 103 t / / \ /! . ties W OBUFFER- 413 ___- , I\ ' I1! 101 ��' \� i i � // / I i ^\\ \\ 1\ \ \ � \\ 1 \\ \ LEGEND `' AREA C 100 'P.o 50'\WPO / �- /\ / 1 / " - 4 a Np p \Y — \ ' \ \ \ INLET\ \ \ \ \l/ `!/ 1 vc \Y N/\ �1/ 'l<_ -^W - \ `!' / \ \BUFFERI ) / \ \ \ 1\ \ / \ / - - - ? l \ sNs Q \ \ \\ \ \ \ \ \ v ,,r 'o DRAINAGE DIVIDE \ \ \ \ 14, d/ L I/ � y 11,/ r \ \ \ 1 I / /'S. \ \\ l", \ I f t \ \If \ \ \ \ \ \ \ \' l _ / •� \ W Ali _ ' \ \ \ \ i' N \ \- - - - 1 I 1 1 ,' - \ / / [ \ 1 1 I f r \ y \L \ \�L ,y l�l+� y y `� y \ \ \ \ / . \ \ \ _ \I Lo <v ---\ \- \\ \If It 41 sc \ \ \ \ \14> 0 \ m \ \ \ \ B _ _ ' \ Gq0 l •e_ -i � �� :>�" � \ J 1 ` j / / / I 1 1 / \ cry J / / / / � l 1 \ \ J \ \\ � \' \ \ \ \ ��.� _ `-t,\' '' / J \-- ' / •• ' / e ,' // III II / I 1 / 7 I �� \ \ \\ � / G \` _ 1 �... pig � \ � \ \Q \ � \ _ \ 1 \ � /�-� � � -_ - \ �\\ \ - / e °• e ° .•° / ••° ° / / I I I I I /' , \ / / / / l / / $ ' , ' \ \ J l / ^ \ ' e e. •' 4a9 ' /' ,/ / / ( ' / I I I I I ' / \ ', ' 1'I / / / \\\\ \\ JYGP \ \ \ \ \ \ \ 1 / 1 _ - �� \ \ \ \ } Amw 4* \ L y \ \\ \ \ \ 6" GRAVITY \ \ \ \ \ \ \ \ \` \ /' \ ■ \ ` LJGP� (PVC) \ \ \ \\ \ \ \ , ■ • — / \ \ / -43Y \ \ \ \ \ \ GRAVEL FILTER STRIIP'� EE SHEET C1.1) (-TY ' � \ 19 -0 \ \ \ \ \ \ \sj / ��•a�JRI+�''tI ® 7 G CMG W. I. KOTARSKI Lic. No. 0402048507 �°_ 04-01-20 w�E M E O N OU N N C > 2 Lu Lu F w N 3 ¢u�Y 3 LL Lu 0 Qa� coca J — vj a > CD o 0, (� Lu S ,) O (n U- Q . U) U N = m - Q C umi mul O N N M a� oD J CD Lu tD I- D O 2 0 D 0 2 F- Lu w Lu U Q z _O In O r Fm DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE 1"=20' Q z � J J = z Z) � O U LU Lu Q co v, co Q i O VJ JOB NO. 40241 SHEET NO. C6.3 3 C L CANSIMTS Chesapeake Bay Nutrient Land Trust, LLC. January 26, 2018 Mr, Andrew Allison Timmons Group 608 Preston Avenue, Suite 200 Charlottesville VA 22903 RE: CHNLT / Oak Grove -]nutrient Credit Availability Project Reference: Keswick Hall and Golf Club Attention: Mr. Allison: "Tomorrows Natulnl Resources Today" This letter is to confirm the availability of authorized Nutrient Credits sufficient to meet your project requirements at our flak Grove nutrient facility, which is registered with the Virginia Department of Environmental Quality (DEQ). These )Nutrient Credits are generated and managed under the terms of the Oak Grove Nutrient Reduction Implementation Plan dated May 11, 2017 which was authorized by the DEQ on August 31, 2017, The Oak Grove project has been authorized to provide Nutrient Credits for use in the James River watershed. These Credits are transferable to those entities regulated under DEQ's Stormwater Management Program in accordance with VA Code § 62.1-44.15:35. Currently our Oak Grove facility has 38_16 pounds of Phosphorus Credits available. If we can provide further assistance please feel free to contact Our office, Sincerely, Chesapeake Bay Nutrient Land Trust, LLC By Its Manager EaNttthhS}ourcepS^o�luTtions, Inc. SCOWA. ee& Scott A. Reed Vice Presidcnt Chesapeake Bay Nutrient Land Trust, LLC, • 5736 S. Laburnum Avenue • Richmond,VA 23231 + P: 804.222.6114 • wvvw.chnit-corn DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 2011 BMP Standards and Specifications 2013 Draft BMP Standards and Specifications Project Name: Keswick Hall - Spa Postdeveloped data input cells Date: 12/30/2019 constantvalues ..... ...... Linear Development Project? No calculation cells iite Information Post -Development Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) Pre-ReDevelopment Land Cover (acres) A Soils B Soils C Soils D Soils Totals Forest/Open Space (acres) -undisturbed, protected fbmstlopen space or reforested land 0.59 0 59 Managed Turf (acres) - disturbed, graded for yards or other turf to be movred/managed 086 0.86 Impervious Cover(acres) 057 L 0.57 2.02 Post -Development Land Cover (acres) A Soils B Soils C Soils D Soils Totals Forestopen Space (acres) -undisturbed, protected forest/open space or reforested land 0.00 Managed Turf (acres) -disturbed, graded for yards or other turf to be mowed/managed 0.94 0.94 Impervious Cover (acres) l.Da 1.08 Area Check OK. OK. OK. OK. 2.02 )Constants Annual Rainfall (inches) 43 Target Rainfall Event (inches) 1.00 Total Phosphorus (TP) EMC (mg/L) 0.26 Total Nitrogen (TN) EMC(mg/L) 1.86 Target TP Load(Ib/acre/yr) 0.41 Pj limitless correction factor) 0.90 Runnff Cnpffiripntc (Rut Check: BMA Design Specifications List: 2013 Draft Stds & Specs Linear project? No Land cover areas entered correctly? Total disturbed area entered? A Soils B Soils C Soils D Soils Forest/Open Space 0.02 0.03 0.04 0.05 Managed Turf 0.15 0.20 0.22 0.25 Impervious Cover 0.95 0.95 0.95 0.95 Land Cover Summary -Pre Pre-ReDevelopment Listed Adjusted[ Forest/Open Space Cover (acres) 0.59 0.08 Weighted Rv(forest) 0.05 0.05 %Forest 29% 5% Managed Turf Cover(acres) 0.86 0.86 Weighted Rv(turf) 0.25 0.25 %Managed Turf 43% 57% Impervious Cover(acres) 0.57 0.57 Rv(impervious) 0.95 0.95 %Impervious 28% 38% Total Site Area (acres) 2.02 1.51 Site Rv 0.39 0.50 Treatment Volume and Nutrient Load Pre- ReDeve lopment Treatment Volume (acre-ft) 0.0655 0.0634 Pre- ReDeve lopment Treatment Volume 2,853 2,761 (cubic feet) Pre-ReDevelopment TP Load 1.79 1.73 (lb/yr) Pre-ReDevelopment TP Load per acre 0.89 1.15 (lb/acre/yr) Baseline TP Load (Ib/yr) (0.41 Ibs/acrelyr applied to pre -redevelopment area excluding 0.52 perilous land proposed for new impervious cover) ]Adjusted Land Cover Summary: Pre ReDevelopment land coverminus pervious land cover (forest/open space or managed turf) acreage proposed for new impervious cover. Adjusted total acreage is consistent with Post-ReDevelopment acreage (minus acreage of new impervious cover). Column I shows load reduction requriement for new impervious cover (based on new developmentlood limit, 0.41115s/acre/year). Land Cover Summary -Post (Final) Land Over Summary -Post Post ReDev. & New Impervious Post-ReDevelopment Forest/Open Space Forest/Open Space Cover(acres) 0.00 Cover(acres) 0.00 Weighted Rv(forest) 0.00 Weighted Rv(forest) %Forest 0.00 0% %Forest 0% Managed Turf Cover Managed Turf Cover (acres) 094 (acres) 094 Weighted Rv (turf) 0.25 Weighted Rv (turf) %Managed Turf 0.25 62% %Managed Turf 47% Impervious Cover ReDev. Impervious (acres) 1.08 Cover(acres) 0.57 Rv(impervious) 0.95 Rv(impervious) 0.95 %Impervious 53% %Impervious 38% Total ReDev. Site Area Final Site Area (acres) 2.02 (acres) 131 Final Post Dev Site Rv 0.62 ReDev Site Rv 0.51 Treatment Volume and Nutrient Load Final Post- NIS Development Post-ReDevelopment 0.1051 Treatment Volume 0.0647 Treatment Volume (acre-ft) (acre-ft) pment Postatmentelolume Final Post- Development 4,577 Treatment Volume 2,819 Treatment Volume (abic feet) (cubic feet) Final Post - Post-ReDevelopment Development TP 2'88 Load (TP) 1.77 Load (Ib/yr)• (lb/yr) Past-ReDevelopment TP Final Post -Development TP toad per acre 1:12 Load per acre 1.17 liblacrelyr) (Ib/acre/yr) lax. Reduction Required) (Below Pre- 20% Re Deveiopmei Loadl Land Cover Summary -Post Past-Devel apme nt New Impervious New Impervious Cover (acres) 0.51 Rv(impervious) 0.95 Post -Development Treatment Volume 0.0404 (acre-ft) Post -Development Treatment Volume 1,759 (cubic feet) Post -Development TP 1.11 Load (lb/yr) TP Load Reduction TP Load Reduction Required for 0 38 Required for New 0.90 Redeveloped Area Impervious Area (lb/yr) (lb/yr) Pre -Re Development TN Load Final Post -Development TN Load (lb/yr) 12.82 (Post-ReDevelopment&New 20.57 Impervious) (lb/yr) Site Results (Water Quality Compliance) Area Checks FOREST/OPEN SPACE (aC] IMPERVIOUS COVER (ac) IMPERVIOUS COVER TREATED (ac) MANAGED TURF AREA (ac] MANAGED TURF AREA TREATED (ac) AREA CHECK D.A. A D.A. B D.A. C D.A. D D.A. E AREA CHECK 0.00 0.00 0.00 0.00 0.00 OK. 0.70 0.38 0.00 0.00 0,00 OK. 0.31 0.00 0.00 0.00 0.00 OK. 0.39 0.55 0.00 0.00 0.00 OK. 0.00 0.00 0.00 0.00 0.00 OK. OK. OK. OK. OK. OK. Site Treatment Volume (ft3) as77 Runoff Reduction Volume and TP By Drainage Area RUNOFF REDUCTION VOLUME ACHIEVED (fta) TP LOAD AVAILABLE FOR REMOVAL (lb/yr) TP LOAD REDUCTION ACHIEVED (lb/yr) TP LOAD REMAINING (Ib/yr) 716 0 0 0 0 716 1.74 1.14 0.00 0.00 0.00 2.88 0.55 0.00 0.00 0.00 0.00 0.55 1.19 1.14 0.00 0.00 0.00 2.33 NITROGEN LOAD REDUCTION ACHIEVED (lb/yr) 4.09 0.00 0.00 0.00 0.00 4.09 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD (Ib/yr) 2.88 TP LOAD REDUCTION REQUIRED (lb/yr) 1.28 TP LOAD REDUCTION ACHIEVED (lb/yr) 0.55 TP LOAD REMAINING (lb/yr): 2.33 REMAINING TP LOAD REDUCTION REQUIRED (Ib/yr): 0.73 Drainage Area Summary DA. A D.A. B DA. C D.A. D D.A. E Total Forest/Open (acres) 000 0.00 0.00 0.00 0.00 0.00 Managed Turf (acres) 0.39 0.55 0.00 0.00 0.00 0.94 Impervious Cover (acres) 0.70 0.38 0.00 0.00 0.00 1.08 Total Area (acres) L09 0.93 0.00 0.00 0.00 2.02 Drainage Area Compliance Summary D.A. A DA. B DA. C D.A. D D.A. E Total TP Load Reduced (lb/yr) ass 0.00 0.00 0.00 0.00 0.55 TN Load Reduced (lb/yr) 4.09 0.00 0.00 0.00 0.00 4.09 Drainage Area A Summary Land Cover Summary A Soils BSoils CSoils DSoils Total %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf(acres) 0.00 0.00 0.00 0.39 0.39 36 Impervious cover (acres) ODD 0.00 0.00 0.70 0.70 64 1.09 BMP Selections Managed Turf Impervious BMP Treatment TP Load from Untreated TP TP Removed TP Remaining Downstream Practice Credit Area Cover Credit a Volume(ft) upstream Load to Practice (Ib/yr) 'Mai) Treatment to be (acres) Area (acres) practices pbsl (16s) Employed Total Impervious Cover Treated(acres) 0.31 Total Turf Area Treated (acres) 0.00 Total TP Load Reduction Achieved In 0.55 D.A. Ib/ r Total TN Load Reduction Achieved in D.A. Ib/yr) 4.09 Drainage Area B Summary Land Cover Summary ASoils BSoils CSoils DSoils Taal %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 1 0.00 0 Managed Turf(acres) 0.00 0.00 0.00 0.55 1 0.55 59 Impervious rover (acres) O.DD 0.00 0.00 0.38 1 0.38 41 0.93 j BMP Selections Managed Turf Impervious 8MP Treatment TP Load from Untreated TP TP Removed TP Remaining Downstream Practice Credit Area Cover Credit a volume (ftI Upstream Load to Practice (lb/yr) (lb/yr) Treatment to be (acres) Area (acres) Practices 0bs) (Ibs) Employed Total Impervious Cover Treated(acres) 0.00 Total Turf Area Treated acres 0.00 Total TP Load Reduction Achieved in D.A. (lb/yr) 0.00 Total TN Load Reduction Achieved in D.A. (lb/yr) 0.00 NLA if ate. J U CRAIG W i'. KOTARSKI Lic. Aio. 0402048507 c$04-01-20ee rn E CD rn $ N N N C E W E F~ U Q LL 0 ❑ LL i h W O to J U m W ^2 In t, 2 > NO N Z F In Lut :L' X �0(nQ �� LL ❑a 3-It !n= do N = U i0 F Q Ln rn O N du m a � 00 J CD LO FW- 0 ce O a Z O U LLI O to W to > LU LU O 0 Wz Q O O U W Q Q 4 ti U W 84 W Q 0 DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE AS SHOWN v / z 0 I--1 l V z J/ J U 0 OU Q UW J O' W LU LU Q L Total Nitrogen (For Information Purposes) POST -DEVELOPMENT LOAD (lb/yr) 20,57 NITROGEN LOAD REDUCTION ACHIEVED (lb/yr) 4.09 REMAINING POST -DEVELOPMENT NITROGEN LOAD (lb/yr) 16.49 H JOB NO. 40241 SHEET NO. C6.4 Virginia Stormwater Management Handbook, Chapter 9 July 2013 Virginia Stormwater Management Handbook, Chapter 9 July 2013 FLUSH CURB (BROOM FINISH)- 12" MAX. 4" 21 B STONE BELGARD AQUA ROC OR APPROVED EQUAL 18' PARKING (REFER TO SHEETS C4.00 FOR LOCATION) !!i SURFACE WATER FLOW PERMEABLE JOINT OPENING AGGREGATE w, y° 1-1/2" PERMEABLE SETTING BED o AGGREGATE 1 � f 4" 21 B STONE Jf^ 9.75" #57 STONE PVC UNDERDRAIN PIPE PERMEABLE PAVERS SECTION - LEVEL 1 No Scale GEOTEXTILE FABRIC (TENAX MS220B OR EQUIVALENT) COMPACTED SUBGRADE SLOPE TO UNDERDRAIN 9-C.8.0. PERMEABLE PAVEMENT: O&M CHECKLIST Inspection Date Project Site Plan/Permit Number Location Date BMP Placed in Service Date of Last Inspection Inspector Owner/Owner's Representative As -Built Plans available: YIN Facility Type: Level 1 Level 2 Ideally, each permeable pavement installation should be inspected in the Spring of each year, especially at large-scale installations. Z Z Z Elemant of a ai CI, Who Will BMP Potential Problem E y How to Fix Problem Address Comments d O7 2 Problem OL Ia N a > � There is excessive Remove immediatelOwner or y. trash and debris professional Contributing There is evidence of erosino and/or bare or Owner or Stabilize immediately. Drainage Area exposed soil professional There is excessive Owner or landscape waste and Remove immediately. professional yard clippings Check that tree roots have not penetrated the pavement and leaf residue has not Adjacent Trees and shrubs are clogged the pavement. Owner Vegetation within 5 feet of the Vegetation that limits access Professional o pavement surface or interferes with the permeable pavement operation must be pruned or removed. There is excessive trash, debris or Owner or Remove immediately Inlets, Pre- sediment Professional accumulation Treatment Cells and Flow There is evidence of Owner or Diversion erosion and / or Stabilize immediately professional Structures exposed soil Clean out sediment or Evidence of clogging debris. Remove and wash or Professional replace stone, as needed Eliminate standing water and establish vegetation; treat for mosquitoes as needed. If Pavement sprays are considered, then Owner or Surface Mosquito proliferation use a licensed pest professional controller to apply an approved mosquito larvicide (only if absolutely necessa Project Cc Ple 9-C-22 3rd Party Construction Inspection Checklist and Certification: Permeable Pavement DEQ Spec, No. 7 & PFM B-1304 CrearmNion Fimr_ 3i° Party Inspection 3" Party Inspectors Lalitude I Loopitlitle: 'N 'W contact Info/Phone Number BMP to Number as shown no plan and general location on the site. • A certification Is requved for all SW MBMP facltities under PFM 6.1300 at. seq. • A Virginia licensed professional engineer or licensed professional meeting the exempho t requirements of the Code of Virginia §54.1.401 must sign the certification at t1Te end of this checklist. Instructions: • Check each item as complete, Or write in "NIA° for those items that are not applicable. Fill in blanks for requested information on dimensions, materials, etc. • Prodde one or more photos for appficahte items; checkboxes indicate items that reinto photos. Pre -Installation Meeting and Site Preparation CHECK PHOTO DESCRIPTION DATE OF INSPECTION I COMMENTS ❑ Pr kradallation Meeting wan - contractor designated to install the facility -3m! parry inspector for designee) A review of checklist and tentative schedule for interim Impaction and skin -offs has been discussed ❑ Contributing drainage areas are steblited and not eroding. ❑ ❑ Stormwater runoff is diverted aro men the excavation area to a stabilized conveyance. Excavation CHECK PHOTO DESCRIPTION DATE OF INSPECTION I COMMENTS ❑ Hadaontai location of BMP is in accordance an the approved plans. ❑ Subgrade surface Now of rocks, roots, and large voids, (Voids may be filled with base aggregate.) ❑ For level 2 permeable pavement: Excavation bottom Is sidled. ❑ No groundwater seepage or tmnding water is present. Any standing water is dewatered to an acceptable dew Meting device, and the design consultant has been notified. ❑ ❑ Eerar vation of facility has achieved proper elevations and grade pappmae d plans. Filter Layer and Underdrain Placement CHECK PHOTO DESCRIPTION DATE OF INSPECTION/COMMENTS ❑ All aggregates (stone, sand, etc., as required) we clean, washed, and conform to specifications. ❑ ❑ Perforated underaftem sae and spacing per approved plans, Pipe of ... mi Inches MedeNRl Pipe spacing ft. Slope__ "/, Pedoration SizefSpacing ft. ❑ Fixer layer and initial reservoir layer aggregates spread (not dumped) to avoid aggregate segregation per approved plans Depth of filter layer ry, ❑ ❑ Impermeable liner (when required) is placed In accordance with manufacturer specifications, per approved plans. ❑ ❑nderdram, observation wou(s), and underdrain fittings (45- wyes, Cop at upstream end, etc,) Installed per approved plans. Number of Observation Wells Page 1 of 2 Stabilize immediately. Mow, irrigate and apply organic There is evidence of (not chemical) fertilizer, as erosion and! or bare grass needed to keep gOwner or or exposed soil in grid h g h to and dense enoug healthprofessional provide filtering while paver areas protecting the underlying soil. Remove any grass clippings. There is loose Remove immediately and material (e.g., bark, vacuum sweep the area to Professional sand, etc.) stored on prevent clogging the the pavement surface pavement pores. Pavement is stained The surface must be kept and/or clogged or clean and free of leaves, water is ponded, debris, and sediment by e indicating the vacuum sweeping (without Surface pavement is not brooms or water spray) draining properly. immediately and, otherwise, Measure the drawdown rate in the at a frequency consistent observation well for with the use and loadings three days encountered (at a minimum, fallowing ng a storm annual dry -weather event that exceeds sweeping in the Spring). Professional 1/2-inch of rain. If Where paving blocks are standing water is still installed, the sweeper must observed in the well be calibrated so it does not after three days, this pick up the stones between is a clear sign that the the paver blocks. Following pavement is clogged. the vacuum sweeping, test There are significant pavement sections by amounts of sediment pouring water from 5 gallon have accumulated buckets, to ensure proper between the pavers. drainage. There is evidence of Structural surface deteriortation, Repair or replace affected Integrity such as slumping, areas, as necessary. Professional cracking, spalling or broken pavers. Observation Is each observation Repair, as necessary. Professional Wells well still capped? Outlets are obstructed Remove obstructions and Outlet or erosion and soil Owner or stabilize eroded or exposed exposure is evident Professional below the outlet. areas. 9-C-23 31d Party Construction Inspection Checklist and Certification: Permeable Pavement DEQ Spec, No. 7 & PFM 6-1304 Stone Reservoir Aggregate Placement CHECK PHOTO DESCRIPTION DATE OF INSPECT ION I COMMENTS ❑ Sides covered with geoteable with no mars, holes, or excessive wrinkles. ❑ Stone reservoir Layer aggregate placement, compaction, and thickness, are Per approved plans. Depth of reservoir layer aggregate _ Inches Bedding Layer and Pavement Installation CHECK PHOTO DESCRIPTION DATE OF INSPECTION I COMMENTS ❑ ❑ Pm -treatment structures (when required) are installed per approved plans. Type of pretreatment ❑ Concentrated Row is not being discharged directly onto the Permeable pavement ❑ Pavement surface is even and runoff spreads evenly across surface, ❑ Flow reduction orifice or cap placed on the and of the pavement undendmin Per approved plans. ❑ ❑ Permeable Pavement block systems which require edge reafteinls are installed flush with the pays, blocks per approved plans. Sae of Edge Restraints Type aEdge Restraints ❑ Aggregate layerforthe installation of the underdram system is per appreved plans, Depth of aggregate layer a. Sloe of aggregate layer ❑ Signs inslalkd per PFM 6-1301.31E, ❑ For porous asphalt and pervious concrete pavement, the full Permeability M paved surface has been properly tested (clean water applied at a min. mte of 5 gpm over the entire surface), and all water infilMated directly without puddle formation or sudace mnoff. ❑ Provide a photo of the BMP mNMy after Completion of coaitmdiart Final Certification I do hereby certify that this as -built information for the storinwater managemenVBMP facility was inspected by me (or by an individual under my responsible charge) and conforms to the approved plans, except as indicated. Signature: License Number (Seal): (-Certify' means to state or declare a professional opinion based on sufficient and appropriate onsite inspections and material tests conducted during construction) Page 2 of 2 VA DEQ STORMWATER DESIGN SPECIFICATION NO. 7 9.3. Maintenance Inspections It is highly recommended that a spring maintenance inspection and cleanup be conducted at each permeable pavement site, particularly at large-scale applications. Maintenance of permeable pavement is driven by annual inspections that evaluate the condition and performance of the practice. The following are suggested annual maintenance inspection points for permeable pavements: • The drawdown rate should be measured at the observation well for three (3) days following a storm event in excess of 1/2 inch in depth. If standing water is still observed in the well after three days, this is a clear sign that clogging is a problem. • Inspect the surface of the permeable pavement for evidence of sediment deposition, organic debris, staining or ponding that may indicate surface clogging. If any signs of clogging are noted, schedule a vacuum sweeper (no brooms or water spray) to remove deposited material. Then, test sections by pouring water from a five gallon bucket to ensure they work. IT Inspect the structural integrity of the pavement surface, looking for signs of surface deterioration, such as slumping, cracking, spalling or broken pavers. Replace or repair affected areas, as necessary. • Check inlets, pretreatment cells and any flow diversion structures for sediment buildup and structural damage. Note if any sediment needs to be removed. • Inspect the condition of the observation well and make sure it is still capped. • Generally inspect any contributing drainage area for any controllable sources of sediment or erosion. An example maintenance inspection checklist for Permeable Pavement can be accessed in Appendix C of Chapter 9 of the Virginia Stormwater Management Handbook (2010). Based on inspection results, specific maintenance tasks will be triggered and scheduled to keep the facility in operating condition. ` — - d'-T- bICI 0p � czr U CRAIG W J, KOTARSKI Lic. No. 0402048507 ^� E CD rn $ N N N C > E W 6 E _ — F~ U to 3 ¢LLt-, 3 LL 0 C) h W O to J U m W —1 — Ln M OT 0 to v Z F t 3: X 0 U) ❑a 3� Ln = N N = U in F ¢ Ln O N ,_ m a- Zr 00 J kuD FW- ►7 H Z O a Z H O U � O to LLI > Z O LLI 0 wz Q aU W Q Q 4 ti Lri W 04 Q o H DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE N/A LU U z a z LU z IC -/'-I 5 C) Q I --I z J O = z J � J Q Uw J Q IT (T (� W Isia-4 `i i m LL J `W `U i �^^ LU MJ W Q UJJ G L^^L JOB NO. 40241 SHEET NO. C6. S O C N U c O to to L 3 a) ED C a T C l9 O N N O C W t N a C N 1= f9 a 0 N O L d0 �O 0(D o C7 ICE �Z �O 0 og C � T E o G tU tD G d U 0 R 0 _ to 3 Z N 0 am n m ru o y r 0 2 a a) c _ Cc m Cc � N aa)) o O U Y 2 � N N 0 N 0 C O m U a a) to U _ N C toO M MZ in V) O C O m o a.. a) F- F- L LEGEND STORMWATER MANAGEMENT FACILITIES EASEMENT AREA CRITIC/A / SL07S (TYR.) / ' �� D• 1.- I I I / / / / \ \ \ \ \ \ SEE SHEET CI.1 P-) —u \ Q SANITARY MH \ \ \ _ — _ \ — ( ) � ) _ Ec�>3-� ` 1 _ �S2 _ _ \ — � .\ �\ � \ \ \ I I 1 • 0 TOP=435.65 \ \ \ \ \' s W — uGT \ — \ \ \ p,. p / — \ \ b3 `'�— i \ j b`li• I 7 ^ / 129 INV IN=427.76 m 5.6 INV OUT=42702 N! ARYMANHOLE ,/rl -437 — , \ / _ J�\ ate\ \ \ ' \ • ��11, / / / / / — ' h \ \ \ — 435 y \ 43E cp 438 STORMWATER n3° EASEMENT 1 bg3 / G \ O \ w� \ \ /' G py / / / / V`0 / — �N / / \ — DB 05198 PG 663 — — \ — — — — / J \\I G \ ° \ \ � \ // \ ,J — — ,` \`\ ',---SA�` •' /// ' / / /// / //b `L�l /' �ry \ < 436 I � \ / /'q 4 `M'�!f'O , \\ ,/ A30/ / ° \ � \ l \ v4�,3 � � �• - -� .\� \ i ! P / / \ \`//\ �� \ i' / / // I� %�5\ D � � / / 25' SETBAG/ / / E \ • 1 ` ,43310 -`-_ ----- y / �N w:\Y� \ `\ \\ •43q• \ \ / _ I \// 1\/ I/ I/ ,���„'' \n �\ / \ --_ WHITE \ , / �_ 72"WHITE OAK \ 74" TE OAK `f'9 "----"----_ _ _i'' �----- \ I \ y \• / \- � _ f� -431 \ ` _ 12" WHITE OAK I v \ •�' , cv - _ _ ` ` WpbBUFF�R _430 1 " _429 - / / / .\ \ \ 1 f I I _ \ \ G' 30" WHITE OAKS `\ - _ - - - - - - \�� 4"DECIDUOUS \ �V \ HlTE OAK` \ \ \ \J ` \ 5 t \ / / / / / / - - - `•� 1 \ •° 1 \ \ ` - - - \/ / 426- 429 \ w \ \ 2' GRAVEL FILTERS RIp \ — — — — \ ` ` \ - 2o'WHUEOAK \ // / ` / f l l / , \ \ \ \ (SEE SHEET CIA) (TYP.) \ _ - \ 20" WHITE BAKE \ 1 6' 1 / /11 II/ 6"WHIT OE AK\ \� �qg9 \�\ \\ \ 2 \' �- //'/// Ij// // /PROROSED ` \\ \\III IIII \ `\ D \ \ \ 1 <G l\ \I \ —435- / 14"WHITEOA� _ '% ,-/ SPA/ \ 24"WH%Ttti OAK 8" WHITE 19AK \ 12" WHITF� OAK \ 14"WHITE OAK \ 24"WHITE OAK _ OAK I TlC�I EFIDUOUS 14"WHIT€OACC \ \ \ I ZS / / \ LO 419, 24" WHLTE OAK ` g \ \ ,p \ c t / \ 1 1 e. / \ 27"WHITEOAK 1d'' ANE `4/8- ` / 4"DE'CIQUOU547p\ \ \ \ �1 \ \ I \_ _ _ - i �a2 / / i ' \ \ \ \\\\\\\p,� �w \16"PINE 96 w\K\\ \ / _ - 11 1 G \ I 6"PINE _ _ 1 I 1 \ N \ \ — - 12"DECIDUOUS \ I 1 \ y \Y� 1_ \\ \ \ \ ¢ - - - _ _ 78 / \\ (. 15"MAPLE \ _ 432- \ / _ _ - / \ \J \ \ l 1 / / l 22'WHITE OAK 1 / WETLANDS _ 0"M LE ` \\'\\\ \ / - - 79"OECIDUI Us / W OBUF V6"MyPLEI \ s wwr \L \L y y Ji y y -. \ \ 1$'�CCIDUOL7S� f \ \\ \ \ E OAK 6"MAPLE �� \ �� /I� p,� MAPL \b \ 1 \V �L \V V� 1 \ t "MAPI E 1 C I I .k \ I - - 12" ITEOAK 1 I / I \ _ / / \ / / I 1 `\ \ 1 \ \ ( \ 15"WHITE OAK 413 ` - _ - 1d"dEDIDUDUS/ OAK ' �5 / - _ ` - gS�WHITE OAK �412- \ 1 \ \ - _ 10"DEC \ \\ ¢ \'A,o EXTENT OF\ / \�/ / ' ' \ / 72" DEL'!l7CJOUS _N n \\ \ \\ \ \ \ ` _ 28" WHITE OAK \I \ \ 50'Vl<PO In / "�` BAMB00" / 'DEC7 60-USA, \ v \ \ \ \\ .b y 1 y 'Ni\ .I. - �Ir--\ .b \�✓�\ \\BUFFBRI I / \ _ \ .\ \ \ / / / ----' 1� \ \ ?�'Ns \ `'9 I i'1 \_ I \ \ \ \ \ 1 \ \ _\ \ � / _ _ \ \ \. BUF ER / \ l \ \ \ . ` / i \ \ Ai E�IDUOUS \ 26" WHITE OAK L0' PERMANENT / _ \ \ \ IV \ \Y \ J/ W W � \ \ ` \ �'1TE O K 12" !TE\pAK \ \ �, — — — — ` \ \ \ 1 1 \ C�l � � / \ 1z"DE�IDUous / STBk2MWATER J 14"WHITE OAK \` I \ MANAGEMENT FACILITY � / I \ \ \ \ \\ 5"WHITE OAK \12"WHITE OAK \ \� 15"WHITE OAK" \V, EASEMENT / ( 1 1 I / I r\ \�- 5"\ WHITED DB 4123' PG 741 \ 4" pECIDf OUS 8" - \ 4" Wr A � - 1&" MAPLE / I \ \ \ \ 10" DECIDUOUS ( r 1 / 15"WHITE OA / 1 \ �q \ \ \ - \ 7"QECIDUOLtS \L \y \y \!, \� AL 1 1 1 I \ \ 8" TE OAK / \ � i 2U_ \ \ \ � \ / y ! .V\ ` .b / 1 \ \ \ \ `�' 24" ldU^ I \ / /' / z _ 12"DECIDUOUS \ \ . \ \ � \ J -/ s0"WHITE OAK -6"DECIDUOUS \ ' - \ 2„ �,`yHITE A / 6.,DEeIDUOUs I I / /10"DECIDUOUS I ` 1 _ ` \\ 1 \ \ \ \ \ �\ Ji -`aL DWI W ✓ \ \ \ \ \ \I \ \ / / T•DECIDUOU W \Vl \V J/ 1 Vi \V\ 6 1� \ J "PINE\ 154/9 -/ \ 4" DECIDUOUS 26" WHITE OAK \ \ I I ` 10" DECIDUOUS 14/ Nil/ / I � f / ! 18" DECID OVS �� 10" WHITE OAW / a.,, `1 / I / / / /' 6"DECIDUOUS EXTENT OF BAMBOO 4 DECIDUOUS 24"DECIDUOU� \ \ \ 5 1 1 ( 1 \ � 1 \ \ ` \ \ \ \ •. \ \ \ \ 1 / e 1 \ 28" WHITE OAK 5 411- \ \ \ \ \ \ ` \ ♦ \ 1 1 \ \ '\l� \yl \ \ (\ \ i \ 11 t , / i I \ I " DECIDUOUS \� \ ` ` ADEClDUODU (\ \ \ \ \ \ \ 14�' WHITE OAK OGP � \ � � \ / 0. r � z5 \/� // � b6 4q4 Ap 44W r i 445 / — --- \ — T`ggs 7 448 s y \ ♦ / \ _ as 'UGP! REFER TO PLAN TITLED "KESWICK HALL ADDITIONS AND SITE IMPROVEMENTS" SDP-2018-016, WP0201800020 & WP0201800078 FOR DESIGN INFORMATION. 2' GRAVEL FILTER STRGI*' -439' �a1\\\\ '\\ --- 442' \ , � Z�7G1��iYHsi�1 I co 0 20' 40, 00 Z ate. OL 7 C U CRAIGW.J.KOTARSKI Lic. No. 0402048507 c$04-01-20ei M E 0o rn U N N fV C w E F~ U cu 3 aLL%3 LLL O w O m J U m H O' W NO Z_ F W �O�Q � � W ❑ Q � v 2 Ln F Q C c1 O N N m a � W J Lu LDH Z O a ZO LLI 0 In Z j ti O U) w > LU O w� Q Sao Q Q 4 ti u C4 W Q 0 DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE 1 "=20' JOB NO. 40241 SHEET NO. C6.6 �r. L ape, U CRAIG W J. KOTARSKI Lic. No. 0402048507 04-01-20 �s'�arrAL w w F f 1 E 0 O� rn $ N z z Z Q V N c Q Q Q J LL LL E 0] m F- U) w - a a N I N v 118: DI-3C 6ft Throat o`c d W Q o M h F U cu 3 O w o 7 O w o m w M v v"i STA 11+86.89 ~ o `n 132: 12" NYLOPAST BASIN - O F W ao ° ¢ LL o J F- O to J F- co O N to 00 00 M (DO N J (LO p p co C) LL i h z of C) } Q o to (6 N of Ln M a> v TOP 428.57 � 0) 112: MH-1 DOME GRATE � � w ao � d: v v w 0 m ,, v K N O V U U p Z M W n Z� o N F z O+ o N F r+ F INV IN 423.37 (119) M+ m F- 114: DI-3C 6ft Throat STA 10+29.79 STA 10+00.00 U QJ + v F ¢ J U m r cM� oMa� -N oND co o� o_ wrvp wovz p oI�z z_ p INV IN423.71 (127) orap STA10+00.00 TOP430.19 TOP421.27 LL -�z z_ p w „� -� �¢CL o> N�¢a>> 6�0»> INV IN424.90(129) oaa> TOP429.79 INV IN425.12 113 INV OUT414.84131 io��F�»> n��oN TOF O �OF-O N ZZz �F-Oz ( ) ( ) o COPE mfnPzz ��F---- INV OUT423.27(117) r�F-- INV OUT425.41(113) INV OUT425.02(111) F-UvsF-??? UW`4� 440 440 440 440 440 440 425 425 435 435 o a n, v 0 Z !n= N N O = U > in U1 In F rn w ti vN apl+ GRADE �M Z o v O V3 W 0o � �" I- �F- > w� � O O wz Q O O O Q O SWM3 SWM3 SWM3 0 4 ti 180 LF 60" CMP 180 LF 60" CMP 180 LF 60" CMP 2 tq W TOP: 427.21' TOP: 427.11' TOP: 427.04' F- y BOTTOM: 422.21' BOTTOM: 422.11' BOTTOM: 422.04' 0 w = o 0 U Q z 0 H 0 DATE O } 0110612020 DRAWN BY 9+50 10+00 11+00 12+00 13+00 13+50 9+50 10+00 11+00 9+50 10+00 11+00 11+50 9+50 10+00 11+00 11+50 9+50 10+00 11+00 12+00 12+50 C. GA YNER STR124 - SWM3 STR116 - SWM3 STR114 - SWM3 STR132 - STR106 CMP STORAGE PIPE HORIZ SCALE: 1"=50' z HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' • DESIGNED BY VERT SCALE: 1"=5 Z 0 VERT SCALE: 1"=5 VERT SCALE: 1"=5 VERT SCALE: 1"=5 VERT SCALE: 1"=5 • A. ALLISON �g m F¢ • CHECKED BY LO ¢ p o M • C. KOTARSKI �m 0o O co O M m • SCALE Z U J + N a¢z¢o» O> ) • o� U U)o z Z Z c� `o c 0 o r Q v M • m0 r N c m M N c)• m N V w • N L6 � V Ci 7 L^ 0) N V co ti ��Qi ? _' +ODD �' � +6 V F- ` NM V LL` +� F- 21vZ 0 �cN-7Z 0 w �d'Z 0 �maZ O ml 0> Z Nola-OZ z ro¢ > > I F-- - INF-- - to F-z O oV)F-Z z p 435 435 Z z z Q m 3 m F- n m rn F N U% � F N a w 118: DI-3C 6ft Throat J o 118. DI-3C 6ft Throat 0-0 m 120, DI-3C 6ft Throat O w o o STA 10+31.21 a w o o STA 10+04.04 Oo m �F-o v OF-0 Lo o o v STA 10+03.98 >¢ o N TOP 428.57 o rn TOP 428.57 Z + � F- TOP 428.57 (D 0-1 + r F INV IN 423.37 (119) Z C7 + r- F- INV IN 423.37 (119) = o v 0 INV IN 423.84 (121) N w o v o INV IN 423.71 (127) � w v o INV IN 423.71 (127) ¢ o > INV IN 423.84 (125) ¢ a > INV IN 424.90 (129) 6 ¢ a- > INV IN 424.90 (129) WEIR PLATE r u~i ? INV OUT 423.74 (119) r o u) O_ z INV OUT 423.27 (117) °� o co OF z INV OUT 423.27 (117) SWM3 430 430 430 430 430 430 180 LF 60" CMP TOP: 427.00' 0 BOTTOM: 422.00' I..L /11 V 1 a z V I u J > w 50 < } J '4 ~ I -I z LL O L.L 0 ( W 0 5 IH� 0 PROFILE SCALE Q /� W V / ED J `7 W < El i 9+50 10+00 11+00 12+00 13+00 14+00 14+50 9+50 10+00 11+00 11+50 9+50 10+00 11+00 11+50 9+50 10+00 10+50 SWM3 - STR100 STR126 - STR120 STR128 - STR118 STR130 - STR118 HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' 0 VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 JOB NO. 40241 SHEET NO. C7.1 435. 435 EXISTING PROPOSED � GRADE GRADE 430 � 430 � 3' MIN. I 123 - 42 5 7,o�3p OF 425 @3.pp E 121 1.5' � I 79.53' OF 3.05' 119 15" HDPE 37.05' OF 117 @ 2.69% �18" HDPE 88.94' OF 4�0 @ 1.pp° 18" HDPE 420 1.00°� 6" FIRE LINE SSWR 1-2 415 415 EXISTING 435 GRADE 435 PROPOSED GRADE 430 43D 3' MIN. 425 425 115 27.00' OF 12" HDPE @ 1.00% 420 420 415 415 \ 430 � 430 EXISTING 425 GRADE 425 1.5' PROPOSED IN. GRADE � PROP. GAS S �08 LINE 420 420 8" R 1.5' �r @ ���'E MIN. / PROP. 6" DIP WATERLINE 2' M N 415 107 415 57.7'OF 1.5' 18" HIPPIE MIN. @ 3' 00% 101 410 PROP. r4" PVC 53.02' F 410 6" DIP 105 � HD E WATERLINES 36.95' OF 116.56' OF @ 1.00 ° 18" HDPE 24" HDPE @ 1.00% @ 1.00% 405 405 EXISTING 435 435 PROPOSED GRADE 430 430 3' MIN. 3' MIN. PROP 4" PVC 425 WATERLINE 425 113 1� 29.79' OF MIN. 12" HDPE @ 1.00% 111 420 23,98' OF 420 12" HDPE @ 1.00% 415 415 PROPOSED GRADE 425 EXISTING 425 GRADE 125 420 3.98' OF 420 @ 1.00% _ 415 415 410 410 EXISTING GRADE PROPOSED 420 GRADE 420 415 415 131 38.58' OF 410 2° HDpE 2.00% 410 405 405 400 400 PROPOSED GRADE 425 EXISTING 425 127 GRADE 31.21' OF 12" HDPE 1.5' @ 1.00% 420 SSWR 2-3 420 415 415 410 410 EXISTING GRADE _ - - PROPOSED GRADE 430 430 STOR PIPE 115 425 425 � 111 23.98' OF 12" HDPE @ 1.00% 420 117 WEIR PLATE, 420 88.94' OF INV. OUT = 422.00 18" HDPE @ 1.00% 60" CMP, SLOPED 0.33% TOWAR WEIR PLATE 415 415 410 410 PROPOSED GRADE 425 425 420 EXISTING GRADE 420 415 415 410 410 0 c a j U C L MATERIALS LEGEND WALLS, STEPS, STRUCTURES PAVING TYPE PAVING FINISH/PATTERN DETAIL NOTES ASPHALT - VEHICULAR -- -- SEE CIVIL DWGS FOR NOTES & v DETAILS CONCRETE CURB - VEHICULAR SEE CIVIL DWGS FOR NOTES & DETAILS Q REINFORCED TURF -- -- SEE CIVIL DWGS FOR NOTES & DETAILS PERMEABLE PAVERS - VEHICULAR -- SEE CIVIL DWGS FOR NOTES & DETAILS O CONCRETE - PEDESTRIAN MEDIUM BROOM 1/1-2.00 INTEGRAL COLOR TBD FINISH STONE PAVERS ON SLAB TBD 2/1-2 00 COLDSPRING 'ROCKVILLE WHITE' O CONCRETE - VEHICULAR MEDIUM BROOM SEE CIVIL DWGS FOR NOTES & FINISH DETAILS EXISTING VEGETATION RETAINED SYMBOL WALL TYPE FINISH/PATTERN DETAIL NOTES O FOUNTAIN TBD 6/L2 00 STONE TBD KESWICK ESTATE MONUMENT -- 5/L2.00 FREESTANDING WALL STUCCO 3JL2.00 PRE CAST STONE CAP CONCRETE STEPS MEDIUM BROOM 4/1-2.00 FINISH NOTE: SEE STORMWATER MANAGEMENT SUBMITTAL BY CIVIL ENGINEER FOR PERVIOUS PAVING CALCULATIONS. EXISTING VEGETATION RETAINED -- 0 , _ VVV - - - - 4 - HATCH INDICATES EXTENT It OF FIRE ACCESS LANE �`'� i _ ,o ♦ - -- _ - _ - - - - - IN A � / N - — - ♦ - O NC i " _ - 1 - - - - - - II LU - - - - dQ��SPA _ y JJ7(/7/ } \COO, `0 j _ IN -�� -- ��.- - "i O \ F Q- V) r �v o \ " \ ,NI f ,I 1 Dr i - j r r " O �- \t - i R L1M1T OF ■ ■ - ■ ■ ♦` \ WORK ■ ,-. o \ \ NI ♦i �9-- 10 - \ o - 00 ( �♦ Z �% / r N` / O ti 437 436 B ♦ / R��E v 0r IN P41 T UTILITY ♦# '— CLOSUR --------- ------------- EXISTING ----------- VEGETATION------ ` \�l RETAINED ATE — ;\ \k IN 4'r 4000 s IN `. 0 10' 20' 40' N NELSON B Y R D WOLTZ LA N D S C A P E ARCHITECTS 310 East Market Street Charlottesville VA 22902 T 434.984.1358 F 434.984.4158 www.nbwla.com NO. Date Issues/Revisions 1 01.06.20 PERMIT 2 03.27.20 PERMIT STAMP PROJECT NAME KESWICK HALL LANDSCAPE ALBEMARLE COUNTY, VIRGINIA KESWICK HALL SPA PROJECT NO.: KSH 1806 DRAWN BY: CP, BO CHECKED BY: EG DRAWING TITLE MATERIALS ENLARGEMENT PLAN DATE: MARCH 27, 2020 SCALE: I" = 20'-0" DRAWING NUMBER L 1 0 10 20'-0'' LEGEND r' EXISTING TREE TO RE STABILIZATION MIX REMAIN ice!` WET SWALE MIX EXISTING LARGE OAK Q TO REMAIN ENTRY GARDEN MIX REINFORCED TURF (5329 SQFT) PROPOSED TREE SCREENING VEGETATION LANDWARD BUFFER PLANTING PROPOSED SHRUB A NOTE: 1) SEE SHEET L3.10, L320, & L3.30 FOR TOTAL PLANTING AREAS AND PLANTING SCHEDULES 3) WPO#201800078 - MITIGATION PLAN PROJECT NUMBER * LANDWARD BUFFER PLANTING REQUIREMENTS: MITIGATION AREA IS EQUAL TO DOUBLE (2X) THE DISTURBED AREA A PER 400 SF OR 20X20' AREA PLANT 1 CANOPY TREE, 2 UNDERSTORY TREES, AND 3 SMALL SHRUBS OR 1 CANOPY TREE, 1 UNDERSTORY TREE, 2 LARGE SHRUBS AND 3 SMALL SHRUBS LANDWARD BUFFER PLANTING CALCULATIONS: AREA OF DISTURBANCE = 385 SF AREA OF DISTURBANCE (385 SF) X 2 = 770 SF (MITIGATION REQUIRED) MITIGATION PROVIDED: 385 SF + 385 SF = 770 SF 770 SF/ 400 SF = 1.9 UNITS (1.9UNITS - 2 UNITS) 2 UNITS = 2 CANOPY TREES, 2 UNDERSTORY TREES, 4 LARGE SHRUBS AND 6 SMALL SHRUBS �- / — _430 7' 13 _-- All A I it BE mo- Mitigation Planting Schedule > Area of Canopy Total Canopy .�.........� v...0 —1 ...... ....... in 10yrs (sf) Coverage (sf) 2 pcs CANOPY TREE 2 Corya ovata Shagbark Hickory 11/2"-2" cal. B&B as shown 72 144 2 pcs UNDERSTORYTREE 2 Asimina trilobo PawPaw 3/4" - 11/2" cal. B&B as shown 64 128 Proposed Tree Canopy Coverage 272 4 pcs LARGESHRUBS 2 Ilex verticilato Winterberry Holly 3'-4' Ht. as shown 41 82 2 Lindera benzoin Spicebush 3'-4' Ht. as shown 23 46 6 pcs SMALLSHRUBS 3 Kalmia latifolia Mountain Laurel 15"-18" Ht. as shown 28 84 3 Voccinium acerifolium Mapleleaf Viburnum 15"-18" Ht. as shown 12 36 Proposed Shrub Canopy Coverage 248 Proposed Tree and Shrub Canopy Coverage S20 I L PLANT KEY A - LARGE CANOPY TREE B - UNDERSTORY TREE C - LARGE SHRUB D - SMALL SHRUB f NOTE: 1) PLANT ONLY SMALL SHRUBS WITHIN 3' OF SANITARY LINE 2) RAKE EXSTING LEAF LITTER & REDISTRIBUTE IN PLANTED BUFFER AFTER INSTALLATION 1 LANDWARD BUFFER PLANTING DIAGRAM L3.30 SCALE: 1 /4'' = 1'-0" • \4� / I / jam PY pR►� 'I /I F I I y 1 / ------ - - _ - - NELSON B Y R D W O LTZ LA N D S C A P E ARCHITECTS 310 East Market Street Charlottesville VA 22902 T 434.984.1358 F 434.984.4158 www.nbwla.com NO. Date Issues/Revisions 1 01.06.20 PERMIT 2 03.27.20 PERMIT STAMP PROJECT NAME KESWICK HALL LANDSCAPE ALBEMARLE COUNTY, VIRGINIA KESWICK HALL SPA PROJECT NO.: KSH 1806 DRAWN BY: CP, BO CHECKED BY: EG DRAWING TITLE MITIGATION PLANTING PLAN DATE: MARCH 27, 2020 SCALE: 1" = 20'-0" M i� I t-, fI I 0 10' 20' 40' N DRAWING NUMBER L330