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Home My WebLink AboutSDP202000002 Plan - Other (not approved) 2020-01-07TAX MAP PARCEL AND OWNER INFO: 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 = 2.60 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 MINOR SITE PLAN AMENDMENT SUMMARY THE PROPOSED BUILDING FOOTPRINT HAS BEEN REVISED SINCE THE APPROVAL OF THE MAJOR SITE PLAN AMENDMENT DRAWINGS SDP-2018-079. THIS UPDATE INCLUDES CHANGES TO THE SITE LAYOUT, UTILITIES, GRADING, PROFILES AND LANDSCAPE PLAN. KESWICK HALL SPA MINOR SITE PLAN AMENDMENT SDP-2020 COUNTY OF ALBEMARLE, VIRGINIA 01/06/2020 f. J 616 RE3(La 731 C� 5 SITE �y LOCATION C� © Keswick Hall a FOX HILL ROYAL ACRES 7a1 Keswick ea7) 550 616 _IGHTS MAGRUDER 744 FITZWOOD 4t z so VICINITY MAP 111= 20001 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 tric:trii� COUNTY OF ALBEIVIARJ.E Department of Community Development 401 McIntire Road, North Wing Charlottesville, Virginia 22902-4596 Phone (434) 296-5832 Fax (434) 972-4126 July 24, 2018 Williams Mullen CJ0 Valerie Long 321 E. Main Street, Suite 400 Charlottesville, Va 22902 RE: SP201800001 Kegwick Hall and Golf Club Dear Ms. Long, On July 1.1, 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 bar, expand the energy plant, add a new maintenance and laundry building, relocate the existing restaurant in a standalone building, and add a wing to the existing inn for39 additional rooms (a total of 86 rooms). In addition, site changes to parking and circulation are proposed on Tax Map Parcels 080000000001370; 080000000060A0; 09000000000900 in the Rivanna District. 1'he Special Use permit was approved by the Board's adoption of the attached resolution and conditions. Please be advised that although the Albemarle County Board of 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 PERNUT; • 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 ifyou have questions regarding the above - noted action, please contact Rebecca Ragsdale at (434) 296-5832 cxt, 3226. Sincerely, Megan Nedostup, AICP Principal Planner Planning Division 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 MRQIC rl /'1 f1/'lwl a nrll lw A--/1/�wlTl'9/\1 fill Awl 1",I IA(lr � C4.0 LAYOUT AND UTILITY PLAN C5.0 GRADING AND DRAINAGE PLAN C5.1 GRADING SPOT SHOTS PLAN r, C6.2 STORMWATER DESIGN TABLES AND CALCULATIONS C6.3 STORMWATER SUMMARY PLAN C6.5 PERMEABLE PAVER INSTALLATION AND MAINTENANCE C6.6 STORMWATER MANAGEMENT FACILITIES EASEMENT PLAN C7.0 PROFILES C7.1 PROFILES L1.10 MATERIALS ENLARGEMENT PLAN L2.00 SITE DETAILS L3.10 TREE PLANTING PLAN L3.20 UNDERSTORY PLANTING PLAN L3.60 PLANTING DETAILS TOTAL SHEETS = 20 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 BALL AND GOLF CLUB W'IIFRF.AS, the Owner of Keswick Hall filed an application to amend a previously -approved special use permit (SP 200900042) for Tax Map Parcels 08000-00-00-008Z0, 08000-00-00-060A0, and 08000-00-00-00900 to relocate and expand the spa and fitness center, add a pool bar, expand the energy plant, add a new maintenance and latmdry building, relocate the existing restaurant to a stand-alone building, and add a wing to the existing inn for 38 additional rooms, as well as make site changes to the parking and circulation, and the application is identified as Special Use Permit 20 1 8-00001 Keswick Hall and Golf Club ("5P 2018-0 1"); and WFIEREAS, on May 22, 2018, after a duly noticed public hearing, the Albemarle County Planning Commission recommended approval of SP 2018-01 with conditions recommended by staff, and recommended minor changes to the Conceptual Plan; and M iMREAS, subsequent to the Planning Commission meeting, the Applicant submitted an updated Conceptual Plan dated June 11, 2018 that partially addressed the Planning Commission's recommendation about 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, 20181 the Albemarle County Board of Supervisors held a duly noticed public hearing on SP 2018-01. NOW, THEREFORE, BE IT RESOLVED that, upon consideration ofthe foregoinb, the staff report prepared for SP 2018-0I and all of its attachments, the information presented at the public hearing, and the factors relevant to a special use permit in Albemarle County Code § I8-33,8, the Albemarle County Board of Supervisors hereby approves SP 2018-0 1, subject to the conditions attached hereto, including Condition 01, which references the Conceptual Plan dated Jrute 11, 2018 and the Narrative dated January 16, 2018, updated Juno 11, 2018. 1, Claudette K. Borgersen, do hereby certify that the foregoing writing is a true, correct copy of a Resolution duly adopted by the Board of Supervisors of Albemarle County, Virginia, by a vote offive to zero as recorded below, at a meeting held on July I L 2018. Clerk, Board fe.,tiv Superv",� sa s Aye �jay Mr. Dill Absent Mr. Gallaway Y Ms. Mal lek Y Ms. McKeel Y IVIs. Palmee Y Mr. Randolph Y APPROVAL DATE SP-2018-00001 Keswick Hail and Golf Club Conditions 1. Development and use shall be in accord with the conceptual plan titled "Keswick RAU & Golf Club Special -Use Permit Plan" prepared by Hart Ilowerton and dated June 11, 2018 (hereafter °Conceptual Plan"), and narrative titled "Keswick Ball and Golf Club Project Narrative" (hereafter -Narrative" }, dated January 16, 2018,.updated June 11, 2018, as determined by the Director of Planning and the Zoning Administrator. 2. The restaurant tavern, and inn and accessory uses shall not consume water in excess of existing permitted capacity of the 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 for expanding the system from the Virginia Department of Health, the Virginia Department of Environmental Quality, and the Albemarle County Board of Supervisors. Any expansion of the central water or sewerage system to meet existing or future demand for residential 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 internal fire protection as described in the "Water and Wastewater Facilities Plan 2017 Update for Keswick Ball & Golf Club" prepared by Timmons Group dated December 1, 2017 and revised March 19, 2018 (hereinafter the "2017 Water/Wastewater Plan") before a building permit for the proposed improvements described in Phase IA of the 2017 Water/Wastewater Plan may be issued. No certificates of occupancy for the improvements in Phase IA shall be issued prior to the completion of the 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 perm itted capacity of the water distribution system as described in the 2017 WaterMastewater Plan before any building permit for the proposed improvements described in Phase lA of the aforementioned plan may be issued. No certificates of occupancy for the improvements in Phase IA shall be issued prior to the approval of the Virginia Department of Health, the Virginia Department of Environmental Quality, Albemarle County ,Fire Rescue Department, and completion of the aforementioned water system improvement. 5. No unplatted property shall be subdivided and no approved subdivision plat shall be recorded unless the applicant demonstrates to the satisfaction of the Planning Director and County Engineer that the existing central water system permitted acid approved by the Virginia Department of Health, or as such permit is amended or such subsequent permit approved by the Virginia Department of Health, Division of Water Supply Engineering and the Board of Supervisors, is available and adequate to serve all of said lots, as well as all existing improvements, associated uses, and platted lots, without compromising on -site and adjacent off site well water supplies. Nothing herein shall guarantee approval of such amendment or permit. In making this demonstration, the application shall use test procedures approved by the Virginia Department of Health and the County Engineer. 6. Except for any restaurant and spa on 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 of the 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 "commenced" means "construction of any structure necessary to the use of the permit"_ 8. All parking areas established or expanded after July 11, 2019 shall comply with a minimum 25-font setback_ 9. Keswick Road shall be the primary access. ' �xZ 0 Fr Q CRAiG W J. KOTARSKI Lic. No. 0402048507 M E O O M U rV Vi (IJ O Q O > E W N E LU Q � o L LL W O tY UJ >= M Qa J U co W J — Ln O U) rJ [V (D W d z —lzzl- �x C2W�� Lr) � J = U j � Q . c � rn C)(V a � i M 00 .1 � � U) O 2 (D O tY H 0 w w 2 U Q z O O CL O (3 z O a Z tY OO l) V) LU 0 O Lf U w W °C O Z Q CL Q liwa DATE 01/06/2020 DRAWN BY C. GA YNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE N/A r1..� V J Q ~ z J J Q '-' > � = z W 0 0 v ULU J V LU W Q JOB NO. 40241 SHEET NO C0.0 0 ai U) Z3 U C ro 0 O 2- Q c c� 0 m 0 W 0 0 C au F, C: 0 W U 0 0 0 E U � O � 0 U O � o � U c N 0 O � U n o 0 � E H L_ GENERAL NOTES ALBEMARLE COUNTY FINAL PLAN GENERAL NOTES General Construction Notes 1. 2. 3. 4. 5. 6. 7. 8. 9. Albemarle County Engineering Final Plan General Notes Page 1 of 4 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. All materials and construction methods shall conform to current specifications and standards of VDOT unless otherwise noted. Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and shall be installed prior to any clearing, grading or other constriction. All slopes and disturbed areas are to be fertilized, seeded and mulched. The maximum allowable slope is 2:1 (horizontal:vertical). Where reasonably obtainable, lesser slopes of 3:1 or better are to be achieved. 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. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe --- Class III. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry (29 CFR Part 1926). 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 SHALL BE DISCUSSED WITH THE LOCALITY PRIOR TO BEGINNING CONSTRUCTION. 2. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION'S SPECIFICATIONS AND STANDARDS. 3. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL OF THE PLANS BY ALL FEDERAL, STATE AND LOCAL AGENCIES. 3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO BEGINNING ANY CONSTRUCTION WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING ACCESS). 4. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION ACTIVITIES. 5. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING CURBS, SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION. 6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY CONSTRUCTION PURPOSES, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL BE EXCAVATED BELOW PLAN GRADE AS DIRECTED BY THE OWNER'S REPRESENTATIVE, BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED IN ACCORDANCE WITH SPECIFICATIONS. 7. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS. 8. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH ASTM-C-76. PIPE WITHIN THE RIGHT OF WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH CURRENT VDOT STANDARDS AND SPECIFICATIONS. 9. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT DRAWING DETAILS FOR REVIEW. CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS. 10. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED. 11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS. 12. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED TO BE RESUBMITTED TO THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION SHALL ACCOMPANY THE REVISED PLANS AND/OR THE DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED AND APPROVED BY THE ENGINEER. 13. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT FROM THAT SHOWN ON PLAN. IF THERE APPEARS TO BE A CONFLICT, AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THIS PLAN, CALL MISS UTILITY OF CENTRAL VIRGINIA AT 1-800-552-7001. THE OWNER SHALL BE RESPONSIBLE FOR THE RELOCATION OF ANY UTILITY WITHIN EXISTING AND/OR PROPOSED RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT. 14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND CABLE TV SERVICE TRUNK LINES. (N/A) 15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE COMPLETED PRIOR TO THE PLACEMENT OF AGGREGATE BASE COURSE. 16. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE ADDITIONAL FACILITIES AS DEEMED NECESSARY. 17. VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER'S REPRESENTATIVE FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). 18. A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE REQUIRED AT THE RATE OF 0.30 GALLONS PER SQUARE YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS. 19. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE FORECAST WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS. 20. THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). 21. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL PAVEMENT STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (N/A) 22. ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO CONDITIONING OF THE SUBGRADE. 23. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS AND BE IN ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS. 24. APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT MAINTAINED RIGHT OF WAY. (N/A) 25. GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE OF ROAD. (N/A) 26. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM SLOPE OF 0.004 ft./ft. 27. WHERE A TYPE "B" NOSE IS SPECIFIED ON AN INLET IN CONJUNCTION WITH ROLL FACE CURB AND GUTTER OR CG-7, THERE SHALL BE A 20' TRANSITION ON EACH SIDE OF THE INLET. (N/A) 28. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS. 29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2006 UNIFORM STATEWIDE BUILDING CODE, 2006 VIRGINIA CONSTRUCTION CODE, AND ICC/ANSI Al 17.1-03. 30. THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT. 31. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES. 32. ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1 STONE WEDGE PLACED AT THE END OF THE DAY 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. 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. GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOAM TO 9:OOPM. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND STRUCTURES/IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCE: ALL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL EVENT. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES SHALL BE REPAIRED IMMEDIATELY. SILT TRAPS SHALL BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS SHALL BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH COLLECT SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WTIHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G.) 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B) 23. NEW RETAINING WALLS 3 FEET AND HIGHER REQUIRE A SEPARATE BUILDING PERMIT. IF RETAINING WALLS ARE WITHIN MANAGED CRITICAL SLOPES, THE DESIGN MUST COMPLY WITH ALBEMARLE COUNTY CODE CHAPTER 18 SECTION 30.7.5. LEGEND ROADS SEWER TRAFFIC STOP BAR ® -SEXISTING SANITARY SEWER STORM PIPE & STRUCTURE NO. C> DROP INLET & STRUCTURE NO. S-SAN� SO PROPOSED SANITARY SEWER CURB O PROPOSED SANITARY SEWER LABEL CURB & GUTTER WATER DRY CURB & GUTTER EXISTING WATER LINE PROPOSED PAVEMENT 6" W PROPOSED WATER LINE PAVED DITCH 6' W PROPOSED VALVE JUTE MESH DITCH IT! 6" W PROPOSED TAPPING SLEEVE CENTERLINE OF DITCH BENCH MARK Eo__ PROPOSED FIRE HYDRANT (COMPLETE) . CLEARING LIMITS GRADING 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 10 PARKING COUNT ",- a - WI Q CRAZ(GW I. KO'IARSKI .Lie. No. 040204850", r 01-06-20�'N ORYAL M E 0 M o (V Vi (IJ C > E LU°J E LU Q LL.0 U. o L w 0 O' W C M Qo_ J U co w J - U) CDrj N (D W z � (L) ry) �x � W�� cn_ �N = U > � Q - c Lr) rn C)(V i M OJ J CL O Z O E 1� z O a Z cl� Oo (n V) w O z � O to w W °C O W Q O a Iq O Q � C) � DATE 0110612020 DRAWN BY C. GA YNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE N/A Q r ^ J Q J tY J ~ LU Q C) = z Q �z O Q ULU Q LU LU r^ V 1 LU � O LUQ z JOB NO. 40241 SHEET NO C1.0 C L)0 O Ur �z 00 o E o c o c o_ O 0 0 co z 0 g x � o 0 0� 0 w � `m O n.1__ O > � cn M =5 � U NC O O U L � N in F, C: O W U L O E -0 U � O (6 U O c C o w - � U E O N U n o � E L_ 12" MIN (TYP.) / 1/2" R (MAX.) 8" FINISHED GRADE TYPE 21-B AGGREGATE BASE COURSE COMPACTED SUBGRADE 1.5"DIA GALV RAIL (TYP.)-- 12" (TYP.) WASH 12" MIN (TYP.) 2'-10" EXP. (TYP.) 2'- 0" JOINT FINISHED GRADE � 5„ EXP.\CONCRETE JOINT \#3 REBAR (12" O.C.) 1/8' WASH o 0 5" # 57 STONE d 8" 4 T1'-0" 9 ° (2) #5 REBARS, BOTTOM CONTINUOUS, f3„ LAP 2'-2" AT SPLICES NOTES: 3 1. FINE BROOM FINISH ALL STAIRS. 1'-4" 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 j3,000 PSI MIN, THREE INCH / / ENVELOPE OF CONC. \ SURROUNDING. REFER TO DOMINION POWER DESIGN STANDARDS. (TYP.) AOn \ b \\ \ 00 00 % 00 x % \ zzzzizzzzzizizz, REFER TO DOMINION POWER \\\ \\ \\ \\ \\ DESIGN STANDARDS FOR \ \ \ \ \ \ \ DUCTBANK AND COMMS MANHOLE TYPICAL BEDDING TYPICAL (2) SCH. 40 PVC DUCT BANK SECTION DETAIL No Scale 4" PVC PERFORATED UNDERDRAIN RIVER STONE (12" DEPTH) GEOTEXTILE FABRIC 0�00� Oo DENOTES GRAVEL FILTER STRIP ON PLANS GRAVEL FILTER STRIP DETAIL No Scale BOLLARD DETAIL No Scale All ^' METER STEEL FILLED WITH 'RETE. BOLLARD L BE PAINTED OW 'AVEMENT 2'-0" DIAMETER :;ONC. FOOTING RESERVED I I RESERVED PARKINGPARKING FLUSH CUR (BROOM FINISF 12" MP 4" 21 B STONE CONCRETE BUMPER BLOCK ANCHOR WITH 5/8" REBAR IMBEDDED 24" IN GROUND HANDICAP SIGN HANDICAP SIGN LOCATION (VAN) LOCATION (TYP.) 1 0 0 0 PAINTED PER 2% MAX. 18 y �4„ VDOT SPEC. 8 5.1. 8' 8' 1 8' — _ TYPICAL _ VAN ACCESSIBLE ACCESSIBLE HANDICAP SPACES TYPICAL PARKING SPACE DETAILS No Scale 18' PARKING (REFER TO SHEETS C4.00 FOR LOCATION) EDGE OF 'AVEMENT 4" PAINTED STRIPE (TYPICAL) REGULAR SPACE 1-1/2" PERMEABLE SETTING BED AGGREGATE 4" 21 B STONE 9.75" #57 STONE L,L/IVIr P1l-, I LLJ UNDERDRAIN FABRIC (TENAX SUBGRADE SLOPE PIPE MS220B OR TO UNDERDRAIN EQUIVALENT) PERMEABLE PAVERS SECTION - LEVEL 1 No Scale PENALTY PENALTY $W - $500 RE $100 .!'U FEE TOW AWAY ZONE TOW AWAY ZONE VAN 116' ABOVE ACCESUBLE 6' 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 7-1/2" NTH 0.5' FROM EP ANCHOR WITH Y8" REBAR IMBEDDED 24" IN GROUND; 2 PER WHEEL STOP PRECAST CONCRETE WHEEL STOP No Scale PLAN SECTION 'THIS DETAIL IS INTENDED FOR GENERAL USE AND REFERENCE ONLY. AND IS NOT SITE SPECIFIC. NO 0 R SPECIFICATIONS 32' x 32' . 1" t"T: 4530 OZ _LED STRENGTH:233 PSI 4: HUPWPP COPOLYMER )R: BLACK UMA14GPEM PLASTIC PAVER I FREE DRAINING SAND. URRANGREEN PLASTIC PAVER 'ARED SUBBASE 3RID OR NON -WOVEN GEOTEX71LE 'ARED SU BGRADE R= Y4" �4'b CONTROL JOINT SPACED AT WIDTH OF WALK EXPANSION JOINT AT MAX OF 100', WITH PREMOLDED EXPANSION FILLER CONC. WALK d d u e de a° d ° d ° ° e da° d ° d ° d ° c ° c. ° a ° e c 4 e 4 - d° 6 °a n ° c d 0 0 od o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O O O P P O O O P O COMPACTED SUBGRADE 4" 21-B STONE CONCRETE SIDEWALK JOINT DETAIL No Scale 6 5' CURB TRANSITION DETAIL No Scale TABLE 1: TYPICAL SUB -BASE (D) THICKNESS REQUIREMENTS W1 GEOGRID (D) SUB -BASE APPLICATIONlLOAD ' CBR STRENGTH OF THICKNESS (IN.J (SEE GEOGRID SUBGRADE SOIL NOTE 3) (SEE NOTE 1) .6 5 TX5 FIRE TRUCK AND 4-5 7 TX5 OCCASIONAL HEAVY VEHICLE ACCESS 2-4 11112 TX7 1-2 19121 Tx? -F 5 TX5 LIGHT VEHICLE 4-6 & TX5 ACCEss Atli) SPILLOVER CAR 2-4. RI10 TX7 PARKING 1-2 14115 TX7 CDR - CALIFORNIA BEARING RATIO GENERAL NOTES 1. IF CONTECH GEOGRID IS OMITTED THEN THE TOTAL SUB -BASE LAYER THICKNESS MUST RE INCREASED BY 50% .IF SUBGRADE SOILS ARE IMPERMEABLE AND NO GEOGRID IS USED., A NON -WOVEN GEOTEXTILE 0 RECYCLED CONTENT IS RECOMMENDED AND SHOULD ME GOOD PER 'ABILITY AND POROSITY 57 PORES PERSQUARE INCH) . 2. IF AN UNDERDRAIN IS E UIRED USE 4JNCH DIAMETER PERFORATED PIPE LAID AT MINIMUM GRADIENT 1:1D0. BEDDED ON GRAVEL IN R O A TRENCH BACKFILLED WITH'DOT TYPE A' DRAINAGE STONE, COVEREP WITH A WOVEN GEOTEXTILE FABRIC AND LEADING TO ASUITABLE OUTFACE OR RIORETENTION AREA. DRAINS PLACED DOWN CENTER OR ONE EDGE OF ACCESS ROUTES UP TO 15.5 FT. WIDE. WIDER AREAS MAY REQUIRE ADDITIONAL DRAINS AT 10.5 FT. - 33 FT. CENTERS. DRAINAGE DESIGN BY SPECIFIER BASED ON SPECIFIC GROUND CONDITIONS ON SITE. 3. SUBBASE SHOULD BE A SANDY GRAVEL MATERIAL FROM LOCAL SOURCES COMMONLY USED IN THE PREPARATION OF A ROAD BASE AND WALKWAYS. SUBBASE GRAVEL AGGREGATE TO BE %INCH DAINUS CRUSHED ROCK WITH NO MORE THAN 3% PASSING THE 4200 SIEVE MATERIAL SHOULD BE NEARLY NEUTRAL IN PH. 4. URDANGREEN PAVER, GEOGRID AND GEOTEXTILES BY CONTECH ENGINEERED SOLUTIONS: 800.9-25-6240 INSTALLATION NOTES A. THE CONTRACTOR SHALL COMMENCE THE WORK AFTER ENTIRE SUBGRADE HAS BEEN FINE GRADED AND COMPACTED TO SPECIFIED TOLERANCE. R. INSTALL SUBBASE COURSE MATERIAL OVER PREPARED SUBGRADE TO ELEVATIONS AND DEPTHS SHOWN ON PLAN. INSTALL MA7ERI,1_ 1, 1 LIFTS THAT DC NOT EXCEED4INCHES, GOMPACNNS EACH LIFT TO 95'%, MODIFIEC PROCTOR DENSITY. C. USE CONNECTORS PROVIDED TO MAINTAIN PROPER SPACING AND TO INTERLOCK THE PAVERS D. PAVER PANELS TO BE INSTALLED WITH THE LARGER CLOVER OPENING FACING DOWN. PAVER MATERIAL SHOULD BE COVERED IF EXPOSED TO SUN AND OUTSIDE ELEMENTS FOR MORE THAN 30 ,DAYS. E. PRVERS CAN BE CUT USING A HAND OR POWER SAW TO FIT AROUND OBSTRUCTIONS AND CONTOURS. PIECES WHICH ARE LESS THAN HALF THE ORIGINAL SIZE SHOULD NOT BE USED. F. FILL PAVERS VNTH THE SPECIFIED SAND. ALL MATERIAL SHALL BE INSTALLED TO THE TOP OF THE PAVER AND NO HIGHER THAN 1M-1MCH ABOVE THE TOP OF THE PAVER. ONCE THE FILL MATERIAL IS INSTALLED USE A LIGHT VIBRATING PLATE TO CONSOLIDATE THE PAVERS AND TO SETTLE THE ROOTZONE INFILL. G. CARRY OUT SOD PLACEMENT OR SEEDING, FERTNZING AND WATERING PROGRAM. A VERY LIGHT TOP DRESSING MAY RE APPLIED TO JUST COVER THE SEED AHD TO PROVIDE ADEQUATE GERMINATION CONDITIONS. H. IT IS PREFERABLETO ALLOW THE GRASS TO FULLY ESTABLISH PRIOR TO VEHICLE TRAFFIC. 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.) 11 12' STD. (VARIES) R1-1 NOTE: STOP SIGNS TO BE 30" WITH STOP BAR DETAIL HIGH INTENSITY SHEETING NO SCALE SOLID WHITE LINE 6' 2 � � 2' (TYP.) (TYP.) STRIPING AND SIGNAGE DETAIL No Scale 2" R 4" CONC CURB AND GUTTER CLASS 3A, A (f'c=3,000 PSI) CONCRETE X/ 6" 7" ° Q 4 j ° a a 4" MIN, o oao J�� of o 1 T 6" 6" 2'-0" CONTINUE 21B 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% 4" 3,000 PSI AIR -ENTRAINED CONCRETE COMPACTED SUBGRADE 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" d a —F 10" 3,000 PSI AIR ENTRAINED PORTLAND CEMENT CONCRETE 6" TYPE 21A STONE COVER COMPACTED SUBGRADE (CBR 11.2) DENOTES CONCRETE SERVICE AREA PAVEMENT ON PLANS HEAVY DUTY CONCRETE SECTION No Scale .0" ASPHALTIC CONCRETE SURFACE ;OURSE - SM-9.5A I.0" INTERMEDIATE BASE COURSE - BM25.0 TYPE 21-B AGGREGATE SUBBASE COURSE COMPACTED SUBGRADE DENOTES HEAVY DUTY ASPHALT PAVEMENT ON PLANS HEAVY DUTY ASPHALT PAVEMENT SECTION No Scale 0 0 O O 0 o P O O O O P O O O O O O O O O 0 0 0 0 0 0 0 2.0" BITUMINOUS CONCRETE SURFACE COURSE - SM-9.5A 8" TYPE 21 B AGGREGATE BASE COURSE //A�//�/ <A, <A/ COMPACTED SUBGRADE /\ /\>/>/ DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS LIGHT DUTY ASPHALT PAVEMENT SECTION No Scale 6" TOP OF CURB r-- SURFACE d BASE 12' d \/\/\ Id d VDOT A-3 CONCRETE o P P O o P O SUBBASES P CONTINUE 21 B STONE BASE FROM ADJACENT PAVEMENT SECTION UNDER CURB FLUSH CURB No Scale ' ��xZ O� 36 0 Q CRAIG W J. KOTARSKI Lic. No. 0402048507 7��01-0�-20.� M >_ O O M U (V Vi (V O Q O >E LuQE ~ U v Q u- o IL L_ Lu O 0' W >= M Qa J U co LuJ — Ln C2 ; O Luz i.- Q) M �x cr) � D Q =3 :,- ur) � N = U j � Q - Ln rn C)(V Ln L_ M 00 J S Lu z O a Z 0 w � 0 z O V) V > W Lu z °CLij O Z Q � N Q �O DATE 0110612020 DRAWN BY C. GA YNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE Q r ^ J '—' 1— 4 Q J cj� J I —I > uj Q = z Q �z O Uuj H� Q L W r ^ V 1 W co O uj Q z JOB NO. 40241 SHEET NO. Cl.1 L 36"MIN 8"MIN EMBEDMENT SPRING LINE OF PIPE O 24"MI REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL LARGER THAN 5" IN ANY DIMENSION INTIAL BACKFILL* (6" LIFTS) * THOROUGHLY COMPACTED BY HAND OR APPROVED MECHANICAL TAMPER HAUNCHING NYLOPLAST DRAIN BASIN WITH STANDARD GRATE NO. 68 STONE - - BEDDING 6" max 4" min FOUNDATION (SHALL BE (1,2) INTEGRATED DUCTILE IRON REQUIRED WHEN SOIL FRAME& GRATE TO MATCH BASIN O.D. CONDITIONS ARE UNSTABLE ALL PIPE) opt 18" MIN WIDTH GUIDELINE Oo00 8" MIN THICKNESS GUIDELINE MINIMUM PIPE BURIAL NOTE: DEPTH PER PIPE (3) VARIABLE INVERT HEIGHTS MANUFACTURER 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE AVAILABLE (ACCORDING TO RECOMMENDATION BACKFILLED ENTIRELY WITH NO. 21A STONE. PLANS/TAKE OFF) (MIN. MANUFACTURING (5) ADAPTER (6,7) TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR 2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED REQ. SAME AS MIN. SUMP) ANGLES VARIABLE GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE 0' - 360' DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 ACCORDINGTO PLANS TRAFFIC LOADING,& OTHER APPLICABLE DESIGN FACTORS. STONE SHALL BE PROVIDED SEE DRAWING NO. 7001-110-111 FOR NON TRAFFIC INSTALLATION. 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS (6" MIN. ON 8" - 24", 10" MIN. ON 30" (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS 4" MIN ON 8" - 24" BASED ON MANUFACTURING REQ.) AVAILABLE: 4" - 30" FOR CORRUGATED HDPE i 6" MIN ON 30" (ADS N-12/HANCOR DUAL WALL, ADS/HANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC WATERTIGHT JOINT THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER (CORRUGATED HDPE SHOWN) GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, 8" - 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. 1 - 8" - 30" STANDARD GRATES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 2 - 12" - 30" FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 8" & 10" STANDARD GRATES FIT DIRECTLY ONTO DRAIN BASINS WITH THE USE OF A PVC BODY TOP. SEE DRAWING NO.7001-110-045. 3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING RESTRICTIONS. SEE DRAWING NO.7001-110-065. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL 3130 VERONA AVE 4 - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 ASTM D3212 FOR CORRUGATED HOPE ADS N-12IHANCOR DUAL WALL), ). OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 1-23.06 PHN (770) 932-2443 N-12 HP, & PVC SEWER (4"-24"). TRANSFER, OR LICENSE THE USE OF THE DESIGN OR l NyIOtlaS FAX (770) 932-2490 5 - ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO360 TO DETERMINE TECHNICAL INFORMATION SHOWN HEREIN REVISED BY NMH PROJECT NO./NAME www.nyloplast-us.com. MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO.7001-110-012, REPRODUCTION OF THIS PRINT OR ANY INFORMATION TITLE 6 - 12" - 30" STANDARD GRATES SHALL MEET H-20 LOAD RATING, CONTAINED HEREIN, OR MANUFACTURE OF ANY DATE 03-11-16 DRAIN BASIN WITH STANDARD GRATE 7 - 8" & 10" 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. (Q011 NYLOPLAST DWG SIZE A SCALE 1:40 SHEET 1 OF 1 DWG NO. 7001-110-144 REV H NYLOPLAST DRAIN BASIN WITH DOME GRATE (1, 2) INTEGRATED DUCTILE IRON GRATE TO MATCH BASIN O.D. oa 1 MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER (3) VARIABLE INVERT HEIGHTS RECOMMENDATION AVAILABLE (ACCORDING TO (MIN. MANUFACTURING PLANS/TAKE OFF) REQ. SAME AS MIN. SUMP) (5) ADAPTER ANGLES VARIABLE 0° - 360' ACCORDING TO PLANS H (3) VARIABLE SUMP DEPTH "'--Ye" R ACCORDING TO PLANS Qo�'y (6" MIN. ON 8" - 24", 10" MIN. ON 30" TYPICAL SEWER PIPE INSTALLATION IN TRENCH N TS FIG. S-3 TD-34 GALVANIZED STEEL STEP • "A N FRAME & COVER (SEE FIG. S-I-D,E) STREET SURFACE OR NON -PAVED AREA SLOPED AREA 1'-0" MAX J'-n„ . RUBBER COATED STEEL I, STEPS CAST IN PLACE 3'-0' MIN PRECAST REINFORCED CONCRETE SECTIONS 12•" MIN "0" RING SEALS ° 16" MAX MINIMUM ELEVATION If DIFFERENCE ACROSS M.H. 5" 4'-0" 5' FROM INLET TO OUTLET SHALL BE 0.20 FEET. CONCRETE ° VARIES DEPTH OF FLOW FILLETS CHANNEL TO BE 3/4 DIAMETER OF CONTRIBUTING a -- �= - SEWER. •. .. ° ° a� 12" 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) CORROSION RESISTANT MATERIAL # 4 REINFORCING ROD CAL SECTION IS-1 NOTES ° �;. STEPS WILL BE REQUIRED IN ALL STRUCTURES WITH A DEPTH OF 4'-0" OR GREATER UNLESS OTHERWISE NOTED ON THE PLANS. • ; • ALL STEPS SHALL PROTRUDE 4%2" FROM INSIDE FACE OF , ° ., • ... • ' STRUCTURE WALL. TRANSITION BETWEEN ° MAXIMUM STEP SPACING TO BE 16" C-C. PIPE DIAMETERS WHEN r r 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 L,j J z I 12" / I / 7 � I I 3000 PSI CONC. BASE BENCH SLOPED TO FLOW CHANNEL 1 /4" 1' MIN BRANCH 2" FLEXIBLE CONNECTIONLJ NOTE: WITH STAINLESS STEEL ALL CONNECTIONS TO BAND EXISTING MANHOLES SHALL Lu BE CORED AND A FLEXIBLE CONNECTION " BOOT " o INSTALLED TYPICAL MANHOLE PLAN SHOWING BRANCH TIE - IN �� ij SHAPE TO CONTOUR OF PIPE - N TS FIG. S-I-B TD-27 SHAPE TO ELEVATION OF MID -POINT OF LARGEST PIPE. I I I SLOPE TO DRAIN TO INVERT OF OUTLET PIPE SECTION A -A METHOD OF TREATMENT IN DROP INLETS (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS BASED ON MANUFACTURING REQ.) ° 4" MIN ON 8"-24" } TYPICAL SECTION AVAILABLE: 4" - 30" FOR CORRUGATED HDPE � 6" MIN ON 30" IN PRECAST UNITS STEPS MAY BE CAST IN PLACE, MORTARED (DIMENSIONS MAY VARY WITH (ADS IN DUAL WALL, ADSIHANCOR INTO HOLES PROVIDED BY THE FABRICATOR, OR DRIVEN. NOTES: a MANUFACTURER'S DESIGN) SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), SHAPING OF MANHOLE AND INLET INVERTS IN ACCORDANCE WITH <° PVC DWV (EX: SCH 40), PVC C900/C905, 4IE MINIMUM OF 3" EMBEDMENT STEPS DIFFERING IN DIMENSIONS, CONFIGURATION, OR MATERIALS THIS DRAWING IS TO APPLY TO THOSE STRUCTURES SPECIFIED \ SLOPE TO DRAIN �� T F FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THEY MEET ON PLANS OR WHERE INVERT OF PIPE IS ABOVE INVERT OF ` TO INVERT OF CORRUGATED & RIBBED PVC THE MINIMUM REQUIREMENTS SHOWN HEREON AND THE STRUCTURE. j OUTLET PIPE CONTRACTOR HAS FURNISHED THE ENGINEER WITH DETAILS AND / WATERTIGHT JOINT i THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER 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. (CORRUGATED HDPE SHOWN) GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, OF SUCH STEPS. THE INVERT SHAPING AS DETAILED HEREON IS TO CONSIST OF A 8" - 30" CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. PORTLAND CEMENT CONCRETE MIX CONFORMING TO CLASS A3 OR BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE �. ALL STEPS INSTALLED SHALL BE PROVIDED WITH SLIP -RESISTANT CLASS C1, EXCEPT THAT 25X OF COARSE AGGREGATE MAY BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. M SURFACES SUCH AS BUT NOT LIMITED TO, 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 I I ALUMINUM STEPS SHALL BE FABRICATED IN ACCORDANCE WITH OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED. e ASTM B221,ALLOY 6005-T5. DETAILS OF INVERT SHAPING AS SHOWN HEREON ARE FOR EXAMPLE THAT PORTION OF THE STEP ENCASED IN MASONRY SHALL BE UNIFORMLY COATED WITH A BITUMIMOUS, SOLVENT TYPE, ASBESTOS PURPOSES ONLY. EACH MANHOLE OR DROP INLET IS TO BE SHAPED ° Q INDIVIDUALLY TO BEST FIT THE PARTICULAR INLET AND OUTLET 1-8"-30" DOME GRATES SHALL BEDUCTILE IRON PER ASTM A536 4/ �0 S(E FILLED ALUMINUM PIGMENTED COATING CONFORMING TO FEDERAL CONFIGURATION AND FLOW LINES. SECTION B-B �a SPECIFICATION TC-C-00498A GRADE 70-50-05. ��W 2- 8" & 10" DOME GRATES FIT ONTO THE DRAIN BASINS WITH THE USE PLAN OF A PVC BODY TOP. SEE DRAWING NO.7001-110-045. ALUMINUM STEP 3- DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWNBY EBC MATERIAL 3130VERONAAVE METHOD OF TREATMENT IN MANHOLES DETAILS. RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 RESTRICTIONS. SEE DRAWING NO.7001-110-065, OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 03-25-10 r{ PHN (770) 932-2443 4 - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO TRANSFER, OR LICENSE THE USE OF THE DESIGN OR NyIO laS l FAX (770) 932-2490 SPECIFICATION Xv� XvDOT SPECIFICATION ASTM D3212 FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL), TECHNICAL INFORMATION SHOWN HEREIN REVISED BY NMH PROJECT NO./NAME www.nyloplast-us.com REFERENCE STANDARD STEP STANDARD METHOD OF SHAPING REFERENCE N-12 HP, & PVC SEWER (4" - 24"). REPRODUCTION OF THIS PRINT OR ANY INFORMATION TITLE ROAD AND BRIDGE STANDARDS ROAD AND BRIDGE STANDARDS M AN H 0 L E & INLET INVERTS 5 - ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0' TO360'. TO DETERMINE CONTAINED HEREIN, OR MANUFACTURE OF ANY DATE 03-11-16 DRAIN BASIN WITH DOME GRATE REVISION DATE SHEET 1 OF 1 SHEET 1 OF 1 REVISION DATE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO.7001-110-012. ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS QUICK SPEC INSTALLATION DETAIL VIRGINIA DEPARTMENT OF TRANSPORTATION 302 6 - 8" - 30" DOME GRATES HAVE NO LOAD RATING. IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTENPERMISSION FROM NYLOPLAST. 02013 NYLOPLAST DWG SIZE A SCALE 1:40 SHEET 1 OF 1 DWG NO. 7001.110.397 REV D 1 106.09 106.08 VIRGINIA DEPARTMENT OF TRANSPORTATION HALF PLAN VIEW MH-1 DI-3A, 36, 3C EXPANSION KEYED B-1, B-2 4'HA F x WALL TH VIEW 7 FOR DETAILS OF INLET JOINT CONST. BARS D 3= APPROACH EXPANSION JOINT T-10" FRAME & COVER Y �; BACK OF SIDEWALK JOINT (GUTTER SEE STANDARD IC-2. j � BAR G 2„ WARPED STEPS (AS REQ'D,) BARS G 4" 4" 2" w GUTTER WEEP HOLE (AS REQ'D.) WEEP HOLE (AS REQ'D.) SEE STANDARDD SL-1 FOR APPLICABILITY OF SAFETY SLABS. B STANDARD MH-1 NOTE FRAME & COVER THE TOP OF MASONRY IS TO BE LEFT SUFFICIENTLY LOW TO PERMIT PROPER ADJUSTMENT OF COVER AND FRAME TO GRADE BY THE USE OF MORTAR OR - BRICK AS DIRECTED BY THE ENGINEER. a z� '• •• o 6„ o R) �F M FLAT SLAB TOP AS DETAILED v� iv ON STANDARD T-MH-2 MAY BY SUBSTITUTED FOR TAPERED o r �a SECTION WHEN APPROVED BY .'• THE ENGINEER. ST-D. ST-1 6�A w .�8: BEVEL 45° �� 0 -i X_ o BARS C 6"6"6" a BAR C I SUBBASE 00 _ _ 2" F-H-t-i BARS B W - 2" - - -_ HARDWARE I �^ ARS F I I f I CLOTH ow 1\I 1 z+ BARS F I WEEP HOLE. w I _ o to N ( / l o w o SEE NOTE 8 I '�_ '`' i I n I I z7d �d �w � 8" _ R.) x I + STEPS I(AS REQ'D.) I �� > x .-J B . . . . . . I . . . # w I U- S uo I I Z 7d 00 o it II BARS -BAR F BAR A NOTESSSE ' •. ; ° I v� ALTERNATE JOINT &4 I II GUTTER FACE OF CURB 8" 2'-8" 18" .'.4: .•. �° ' DETAIL CR CK CONTROL JOINT CRACK CONTROL JOINTf=- 2'-0" 4'-0" NIXIE} D NIXIE NIXIE D NIXIE s' MIN. PLAN SECTION A -A I--r 1 ,MAX 6' MIN. �A 10' MAX. KEYED CONST. JOINT B-� WIRE FABRIC CSOR xEQUIVAL EQUIVALENTWELDED AREA L-VARIABLE MAX. 20' T-10" 2" WARPED GUTTER„ 2'-0" s" 2'-s" B $" 3'-Q" X 2" APPROACH MONOLITHIC 2" 1�1 N7 _ � i'�S A' GUTTER .° ° FOOTING A. } HALF SECTION A -A I I_ _______________________N (WITH FRAME AND COVER REMOVED) B S G- -r - - I D D E D + 8" + 2X - BRICK CONCRETE l BARS F BARS E L� B N ° BARS E B-Z *3" DIAMETER WEEP HOLE FRONT ELEVATION BARS F 8" 1'-8" 8" BARS B DOGHOUSE WITH FOOTING NOTES - - - - - - (GUTTER REMOVED) 3'-0" NOTES: 1. QUANTITIES SHOWN ARE FOR MANHOLE WITHOUT PIPES. THE AMOUNT DISPLACED LEA 5XI/4" BENT PLATE = SECTION B-B BY PIPES MUST BE DEDUCTED TO 8" 8" �. 1. SEE GENERAL NOTES FOR ADDITIONAL INFORMATION ON WEEP HOLES, STEP REQUIREMENTS, OBTAIN TRUE QUANTITIES. "H" (LIN. FT. FOR MANHOLES) DIMENSIONS, ETC. 2. A BASE THICKNESS OF 9" WAS USED IN °_ ° I 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. /4 L21/2"x21/2"xl/4" It° 3. CONCRETE SHALL BE 4000 PSI. GALVANIZED 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/2" X 4" STUD SHEAR CONNECTOR WELDED 4. WHERE OPENINGS ARE REQUIRED FOR PIPE, THEY SHALL BE FORMED, DRILLED, OR NEATLY CUT GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68' 30' TO ANGLE IRON AT 2'C-C. AS APPROVED BY THE ENGINEER. THE CONTRACTOR SHALL FURNISH THE FABRICATOR WITH 4. MATERIALS MAY BE BRICK, CONCRETE OR CONNECTORS AND IS TO BE ANCHORED WITH I/2" X 4" STUD SHEAR THE ANGLES BETWEEN CENTER LINES, THE INVERT ELEVATIONS, AND THE SIZE OF ALL PIPES TO APPROVED CONCRETE MANHOLE BLOCK. WELDED TO BENT PLATE AT 2' 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 OF SAME IS TO BE 5" 5 DIMENSIONS SHOWN ARE MINIMUM ACTUAL DIMENSIONS MAY VARY WITH MANUFACTURER DIMENSIONS D X MINIMUM Y MINIMUM SUGGESTED MAX. PIPE SIZE ABSOLUTE MAXIMUM >� 36" 4" 6" 18" 21" 48" 5" 6" 24" 27" 60" 5" 8" 36" 42" 72" 6" 8„ 48" 54" 84" 7" 8" 60" 66" 96" 8" 8" 66" 72„ OTHER THICKNESSES ARE TO CONFORM DI-3A L DI-3B L DI-3C L WARPED PAVEMENT TO WALL THICKNESS SHOWN FOR 6. "D" IS NOMINAL DIAMETER. CONCRETE. DEPTH "H" OF 36" DIAMETER BASE UNIT RESTRICTED 6. ALL CONCRETE TO BE CLASS A3. - _ _ _ _ _ _ _ S 7. IN THE EVENT THE INVERT OF THE OUTFACE PIPE IS HIGHER THAN THE BOTTOM OF THE STRUCTURE, TO 4'-0" MAXIMUM. _ THE INVERT OF THE STRUCTURE SHALL BE SHAPED WITH CEMENT MORTAR TO PREVENT STANDING I - OR PONDING OF WATER IN THE STRUCTURE. ONE THROUGH PIPE ONLY. (ONE PIPE ENTERING AND x x = ONE PIPE EXITING STRUCTURE) 7. WHEN SPECIFIED ON PLANS THE FLOW FLOW FLOW ° 1'-0" INVERT IS TO BE SHAPED IN I I y I F`-� 8. TONGUE AND GROOVE JOINT ARE TO BE OF FABRICATOR'S DESIGN MEETING VDOT APPROVAL. ACCORDANCE WITH STANDARD IS-1. JOINTS ARE TO BE SEALED WITH MORTAR,O-RING GASKETS, OR BUTYL RUBBER. THE COST OF FURNISHING AND PLACING 1 1 1 DETAIL WHEN USED ALL MATERIS SHAPING ISALTO BE I NCLU DENTAL EDOINTHE THE BID FOR USE ON GRADES ADJACENT TO CURB PRICE FOR THE STRUCTURE. FOR USE IN SAGS WITHOUT GUTTER BOTH SIDES TO BE SYMMETRICAL SPECIFICATION �VDOT XVDOT SPECIFICATION XVDOT SPECIFICATION REFERENCE M AN H 0 L E F 0 R 12" 4 8" 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 SHEET 1 OF 5 SHEET 1 OF 2 REVISION DATE 12" - 30" PIPE., MAXIMUM DEPTH (H) ' 8' 233 SHEET 1 OF 1 REVISION DATE 105 106.01 104.09 108/10 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 103.11 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 -� ------5F, --- ��// %//// 1 - W1�yzzz%1��■ • • • 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 1.4 0.785 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 1 6.032 INCREMENT 0.45 - 0.582 12, FOR ALL BENDS 45' 1 Ile ✓ 1 FOR TEE OR WYE FITTINGS WIDEN TRENCH TO ACCOMMODATE ANCHOR IF REQUIRED. 45° MIN BEDDING AS REQUIRED SECTION 2-2 45' max L 1 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" 45 2.00 2.25 2.60 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 3.16 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 TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE o r-ADJUSTABLE VALVE BOX W/ LID M.J. GATE VALVE WATER -r1 b h I I d H hm LINE / I I I _ I 2500 P.S.I. CONCRETE <T 2'x 2' BEARING AREA THRUST BLOCK ZI ° a a 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 END OF LINE CLEANOUT DETAIL No Scale �� jWXI 0 U CRAIGW J. ,9FAI?SKI � Lic. No. 0402048507 A01-06-20��' M E 0 OU N N 1n C > F= E W }, ~ 3 U Q) aLLtf3: 0 LL o W O a J U 00 W J Lf ) N rj U) No U Lu �;1- z 3:O:3x o o a = (/) _ 64 o =UQLn ti (n U-)H C LO 0 M W C)U) 4 Cal z a � O (j) oo _ J ~ > W LLJ O W Q U O 0Y O \ LD Q 0 O � Lli 2 H LLJ _Lu U N Q a z p � DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE Q J V / I --I J I0 J ~ > W 0 oz U Uw H� Q L W 1 r n V / C0 m 0 w Q z L_ JOB NO. 40241 SHEET NO. C1.2 c 0 a 2 -0 c a 2 aL 0 0 N O se 2 6 a 3 (7 z co x w 0 N U a) N C7 O a 9 Fu YI U Y v N O M O m \ \ ` \ \ OG? ' \ ' \ � - - ' TO BUILDING \ \ \ \ \ \ \ / � 0c, - /y �\ \ / \ \ / J e�oC�T�Ry \ \ - \ \ al' 11-1 CONC. 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'_ - / / � / � � /' Cl U S ` k k kk k k k k k k kk k kk k k k Ar 1 I / ♦l�/ \ \\ 1 -_� (�I� 1 1 — / // '// /� / \ I\ 1 I I k# kkk kk k kk k Ar Jr 7' _ \ / I/ /' / 434 /� ♦1' \� \ n \ \ _ \\\\\\\ \ i l /.'� w-7 /Y /Z kk,k \ I \ \ \ \ S\\ \ co \ \ \ \ I \ \ \ \ \ \\ <1�\ \/4,IN / 'PING ` \ E \ \�TED OR IERSHIP ' \ - \ LEGEND: REMOVE HARDSCAPE k A- k k k A- k REMOVE ASPHALT/GRAVEL REMOVE VEGETATION ley REMOVE TREE ------- SAW CUT SCALE 1 "=20' co 0 20' 40' 00 a z 0 Q CRAIG W J. KOTARSKI Lic. No. 0402048507 r01-06-20�� ZAYONAL M >_ O u O (N N O > E w °J E Lu Q ~ � O LL. w0 W M Qo_ J U co w J - Ln O � C� W rj ON d z � (L) ry) � ��U::), x � U) _ N = U Q C Lrl O N M co J Lu z O O W ti C z _O V) U) LLI W Lij Q CL Q L N Q DATE 0110612020 DRAWN BY C. GA YNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE 1 "=20' r°- Q z z Q J ~ � Q z _ O u W _j0 I -I J U ~ < W w w Q JOB NO. 40241 SHEET NO. C2.1 O c N N 7 U c a) N O a3 L a) O O 7 n. c ca 0 a) U) a> 0 c L U c m m a s= 0 a> 0 L c �O -00� CLU) L Z -0 -2 02 c � � o -0 c c N (0 to c d O Z) U c U 3 U) Z cn O a�'i 2 o X � a) a� o E Jr 0 0 aE o 2 m c U to Nc O O U L � y... L cn fa c O c 0 a) E -0 O c U O o m � -D.Sc LID z U O C N O O U L c to aS c U O c U m a o s E L 0 a a rn 0 0 N O N C O a N O d 7 Z Q J 0- :3 Z Q H O Q J O V U W C7 O Q d 9 m 2 0 U 3 N N v N 0 M O ' � TIE TO EXIST. UTILITY � � J I I v TO BUILDING \ \ / DUCT BANK STUB \ / 1 (2) 4" SCH. 40 PVC N B SST \ TIE TO EXIST.., �\ `1 � / I ?o " Ry \ \ ' CONDUITS \ / 8" STUB OUT , \ 8„X6„ / AC 40/ TUCCO \ \ ° ° l /' REDUCER / NG 1-122.5 +45 BEND O 4*\\ \ _ xZ o \ \ \ SOCK WALL \ P-_ 443+ a 6 / I TO BUILDING \ \ ATCH LINE G \\\ �\ \\ \ \ � THIS SHEET G\ GES \ \ D CRAIGW J.KOTARSKI TIE TO EXIST. UTILITY \6 yG \ x \ DUCT BANK STUB �° © \ AP \ \ \ CRITICAL SLOPES (TYPLic. No. 0402048507 �,� \ (2) 4" SCH. 40 PVC \ \ \ \ \ \ / \ \ \ \ \ \ \ \ \ � / I111, \ s .) ' O I —OC —ZO t� CONDUITS \ \\ \ I \ \ `T 22.5°+45° BEND O UG ��Y� \ \OCKWAL+ Roy REFER TO PLAN TITLED „ KESWICK HALL ADDITIONS AND \ \ AT' LIN S\ 6'WP 443_ / BOX / (2)4" SCH. 40 PVC I ° TOP= SITE IMPROVEMENTS SDP-2018-016, WP0201800020 & \ •� � � m f• x eoc IRR CONDUITS \ \ END S s \ THIS SHEET G\ G'�� PEA PEu\ /(PROVIDETRACERWIRE) \ WP0201800078 FOR DESIGN INFORMATION. \ \ \ \ x \ \ \ J� 1.250+22.50 \ c° 4) BRICK J u i \ \ p BEND HA D RAIL\ \ STE�S \ T \ \ z \\ l TFM \ \ \\ \ \\ E WOOD DECK \ G G o\ GG,� \ G� \ �� OHH \ \ \ \ �� \ n�i o0 \ \ G) \ TFMR �, \ \ \ \ (7) WOOD �GT= a��P \ \ \ \ \ \ \ \ 11 Sq D a 0 �\ STEPS U \ Q g� \ \ \ \ \ \ > SANITARY MH \ \ \ I \ \ E IRRIGATION \UGT� ? \ •`' EOI ° \„ \\ \ KESWICK HALL > o = — s9N TOP=435.65 w w r Q \ 22.5 BEN \ — +-: \ INV 1N=427.76 \ \ � _� UGT ® \ \ \ / ~ W w L Ucp /V1 \ STAIRS WITH \ \ s ° u S INV OUT=427.02) GRANITE 2' GRAVEL FILTER STRIP \ �� \ \ GUEST WING / Q LL � GT \ ANDRAILS. \ LL rl STtI s \ \ (SEE SHEET C1.1) \� \ Ol M �($) 6" RISERS ' \ // M SEE DETAIL. \ \ Q � U co YBALL / EP \� \ \ 4/ \ \ �` \ \ / III1 a > o °' \ \ o� \ \ Lu OSTS 18' UGT\ ° \G ' GcA \:W z x 0 SL l 92 BUMPER BLOCK _ _ _ _ 6, DIP O \ \ i, / / C2OJC a�� '44,(TYP) o Q � BUILDING U>(TYP.)R5(TYP.Q aU ti6rnN O24' \�R25mZO a �. EP R10' EP R191.38' (TYP.) \G \ 4 ��ti F,�S. �s \ \ / o w RELOCATED R10' �q G' \ \ �\� SAN F- > W SIGN % / V / (2) 4" SCH. 40 PVC CONDUITS \ o a RELOCATE \ �Q \ STOP R . \\�� \ s / / 0 Z 1 \ \ 124 (ENCASED IN CONCRETE) ° \� a, I UTILITY LINES \ ,; SIGN � • \�� / ��lLJ LAYGROUND 217.34 �.; IPMENT \ o R43 (SEE NOTE #1) 24' \ c 4 ° \ �Q \ \ \ \�� \' / / • O 11.25BEND / a a \ KESWICK ESTATES GATE D U ° R81.14' \ \ \ `\ IMPROVEMENTS (SEE \/ 0 -9 4, 6a R5' 6 o a R81.14' / \ LANDSCAPE PLANS \ . LD J 6 DIP 2 \ R10�\ 45° BEND CURB STOP �� 6 \ \ / HR<\ \\�� \ i � \ i � G/i� // � � l WOOD GAZEBO Q s TRANSITION CURB SIGN 6 / 24 TRANSITION CURB �� G i 0 SAN R10' '� TRANSITION i� cA �� O > �N�PY EXTEND REINFORCED CG2 s a \\ B5 R` " O TURF TO EDGE 3 CG 2 �A x \ , �P►� / U OF PAVEMENT R124 CG-12 Q 7� D I \ REINFORCED ° 6' G OC \ \ \ G 45 BEND R130 a �\ \ �� / > \ TURF PAVERS 6 F _ 6 a \ R5 o \ \ \ / � DATE R10' PROPOSE ARDSCAPE. G ELOCATE a \ �� / O SEE LA DSCAPE PLAN \� \ S 6 \ 01/06/2020 UT LITY LINES a WPO BUFFER \ \ FDC \\ 6"F (S E NOTE #1) s \ \ \ OX / DRAWN BY \ ASPHALT \ 11.25° + a a o Gti \ \ �� / 22.5° BEND �, � ^ � \\GTo NO STRIPING OVER PAVEfQS' \ C. GAYNER G-12 MECHANIC YARD WALL �\ o ROUGH THIS SECTION. ='X2' \ ADA SIGNS a o ��q� \ \ \ (SEE LAND CAPE/ATCH PLANS) DESIGNED BY COMMUNICATIONS 0 \ L \ \ I, • MANHOLE. �\ �` l2� \ \ \ A. ALLISON \ � � R10 r 6' L \ \ • C 7 a \\ \ \ 2' GRAVEL FILTER STRIP CHECKED BY �R \\ (11) 4" SCH-40 PVC CONDUITS Off' . ( ) \ EEC- HEET 1.1) I • R/GA7/ON FOR POWER SERVICE w. g ® \\f o l W� 1 C. KOTARSKI SIDEWALK WITH HANDRAIL a 3 C (Ty, . \ RELOCATE \ • SCALE LOADING DOCK \ TILI NOTE #S) 1"=20' v 24' EMERGENCY DUMPSTER AREA a \ �4�� \ • \ TIE BUILDING SANITARY ACCESS PATH \ • TO EXISTING LINE. SEE CURB STANDARD ACSA SEWER I TRANSI I N SERVICE LATERAL I ° CURB G 8 X3 0 RAC CONNECTION DETAIL. Z PROPOSED 12 �Q 1 p. TRANv ION �` \ TS&V �G \ SPA GATE (SEE R R5'co \ 5' x 5' LANDSCAPE D \\ \f 1 \ � PLANS) LANDING �� VDOT RW-3 OC \ \ RETAINING WALL CURB c' F MECHANICAL MANAGE TRANSITION P \ I YARD SLOPE3" SDR-26 ^ \ PVC R5' \ 6" FIRE p 12 G2 \ 6 �L 2' GRAVEL FILTER S RIP SERVICE Q 45 BEND ° GATE \ \ � ° G (SEE SHEET C1.1) �9 3" DOMESTIC ` (SEE LANDSCAPE i \ � C2 SERVICE 17.5' vG 6" DIP 9 PLANS) 9' (TYP.) \ \ \ 6F EP R16' VA ([ \ Cl EP, W 6 24 \ \ I \ (3) 450 BENDS ` : TY ,�. CURB R5 \\ z R28' TRANSITION Q p 16' R8' O ` GG:L \ NOTES: %(C 1. CONTRACTOR SHALL VERTICALLY RELOCATE EXISTING UNDERGROUND UTILITY LINES AS . ^ Q `/ 14/ `L `/ REQUIRED PER GRADING PLAN ON SHEET C5.0. 3 FT WETLANDS i \ ` o R5, OF COVER SHALL BE MAINTAINED OVER EXISTING \ 1 WATERLINES. u H WPO BUFFER \ 2. A KNOX BOX SHALL BE REQUIRED FOR ANY J J \ I \ STRUCTURE NOT MAINTAINED BY BY 24-HOUR STAFF. > ARCHITECT/CONTRACTOR SHALL COORDINATE WITH Q IA\ \ \ THE FIRE MARSHALS OFFICE FINAL LOCATION. � I � M 0 0 20' 40' SHEET NO. z C4.0 cn L C 0 a a a CL 0 N O N 0 2 0 a 1 C N \ \ \\ \Ca AC \_ _ _ \\ ' // / \ \ A / - _ _ - \ �`� ' ' / I I ° / III r ' 1 / / \1 Z \ \ \ \ `• /1 / / / ' /' LYcxhia. 0402048507I� . ° I / e• / I / SROP S (TYFP) \�\\\ \ � �- - � ,�q.5 / // \\ �. \� / I�p _�� \ I/ � Sr/ // / l/ / /l l � / BUG / \ \ -� c _ . �R / / / / r / , ( / / / / / / �/ / /Y \ y \ _ /� ` ` ` REFER TO PLAN TITLED "KESWICK HALL ADDITIONS AND / \ ' \ • ``, SITE IMPROVEMENTS" SDP-2018-016, WP0201800020 & WP0201800078 FOR DESIGN INFORMATION. • ° , e / / \ , /, / I _ \\/----'\ \G�cA\ Gc� ' \ �!\GT \\ \ �yj' { . {V \ \ \\ \ \\� _\\ / e, �\ J I I• I 1 1 I , 11 I l / 0 0 \ \ \ lv\ 2 GRAVEL FILTER STRI�'- \ 1 j 39 O (SEE SHEET C1.1) (LYP.) : L —U�c l \ \ �� \\ 438, \ - \ ` \ ' ' \ \ / D \ I 7 : ; • / 1 I E \ — - vv \ -437 \\\ ° °\ HWLL>, � 4 SOLIDPVC Q444.0 DRAIN (TYP.) 36 u. oUNDER4 -- - -_ _ - - - - - I- - IN,_ { 4 4-1 Lu 2 ,^-i I Lu \ \ \ —435 \\43(j / ��iT\ \ -3� \ \\\\,C\\\GCA\`f /r-\--_\� \+`,�+4 \`--_�/'/ / ''/// p°j_i'il III \/ z�4 z / \ \ 43$ / \ 43? \ \ \ \. \ - �• \ \\ — -►c / / / / / �=.431- - / 1 \ / ` + 1 / 4 / / �\\ \ \ \ \ �- 1 I / /'/' / 429- - ' \ � / / \ \ 1 � Uw r,4 Ln U ~' u / INV: 430.83 0� ` 3 _ '4 \ \ \ �38 N ,. { - - l \ \ \ // , -/ \ 1 o N p 4" PERFORATED PVC �`� - - - / 3� \ \ sP • - _ . - - \ \ \ / / / / / / �ti / / \ I I \ z c0 / \ UNDERDRAIN (TYP.) / ,A .43? - - / / - - a \ q\\ \ \` \\ \ \ \ _ - / / /// i •/ I \ O Ln 1 \ ' INV: 428.93 ;.\ ( \ �3 \\ \• { ✓ / / � \ w W NIP Q 124 Noll INV:4':;�6.75 128 429 a 25' SSETBAGl \ co 34 `433, _ _ - _ a / 121 0') I \ 120 433- \ Lu - / sy� s \ s / I' \ \_' ,Q . AI P / w 118 s 432 INV: \ \\`' \ �� \ \ �r N / /' I _ = O INV: � � I� _ 119 �� ,428.74 431.18 \\ / X\ ~, fP " / `------- Q w N LJ 126 8 rk a INV:427.45 4 /GT�� _ - \ -- cn aIle, c- \ \ II - _ _ / - � / i / , 6„F a � _ a � � � v / ` \ \ `r /, �/� _ _ _ � -431 � DATE O \ � � \ \- — --- __----_- 01/06/2020 R 429WPOBUFF SWM3 _' D 180LFOF60"--- ---- DRAWN BY 4"PERFORATE'DP _ / 40 \\ M UNDERDRAIN(TyP.) \o \ \� \ ------- ------- - - --- - C. GAYNER -429 - _ � — — � , �s�st�,�/�/ \\ \ \ \ \ \ _ — _ � � — � DESIGNED BY I A. ALLISON 71<1 ` FOUNDATION DRAINAGE \ I I -----_ (SEE NOTE #4THIS SHEET) `\ `I\1 I Q� \ /�\ \;, \ \ \\ _ --- --\\ CHECKED BY \`\ \\`�,\\ /' ii ROOF LEADER CONNECTION \`\ \ \\\\ 115 \\7- \ o/ c` �^ ` \\-__ _ \--►--' ----\ \\ \ C. KOTARSKI (SEE ARCH/MEP \ \ \ \ \ `♦ \ \ \/�3 - - - \ • \ \ \ \_ PLANS FOR DETAILS)(TYP.) o \ \ \ G a \ INV: \ \ \ \ - - _ - - \' ' \ \ SCALE 4?6 18 429 \tea o \ I _/ I \\ • 1„=20' ±12' OF ACO S200K TRENCH DRAIN. `; _ j' a M as \ 2 GRAVEL FILTER STRIP - - \ _ - - _ // I I TRENCH DRAIN CHANNEL \ TQ ` \ \ `� N \ SEE SHEET C1.1 TYP. 36" CMP ACCESS RISER WITH v v \ \ - - - - _ �� i I / / i \' \ I I I \` MH-1 FRAME & COVER (TYP.) — —� ` PROPOSED I D - V v v v y v v A // / ��++ e I I <v / \ \ \ v v i J PA \ \ I v INV: 428.00 - "'p D \ �� INV: v v .� 109 428.32 \ 1 \ 429.52 V A L 5v \ \ _ \ \ �j\ \ \ \ \ / /� Q / / / s 8" HDPE TO TIE TO ;\ \ I I \�\\\ / ��V \ \ I /NJ \ \ \ \ \ \ I \ \ STRUCTURE 108 \ I 1 1 _ 4 SOLID PVC I. \ S P. FOUNDATION DRAINAGE �\\�\„ ,° , \, \ \ \ ,, \ \ ( p, UNDERDRAIN TY- \ 4/g, ` \ \ \ \ \ \ \ \ \ ` \ \ \ ' i / (SEE f OTE #4 THIS SHEET) INV:427.69- `�^ 4"HDPE/`TOTIE TOROOF 113 \ I\ \ \ \ LEAI�ER. MAINTAIN 1% 4 1 \ co SOPE MIN. (TYP.) V P \ \ W 21 107 A / 114 0 \ I \ \\-\ \\ \ ` _ --- 420 \ / 0 0 6F I\ INV: \ \ Lwo 106 `r 1 I \ \ \\ I tk \ 102 / / �' 1 1 1 11 \ \\ INV:428.90 \ \ I \ \\ \\\ 11 Lu 1$ IN, \ \ \ \ �- jL 432 \ 1 \ Q co � � � � � � ` \ WETLANDS 4 \ \ - \\\` \ \ �\ l / l ^ _ - 103 \ - - i \ \ / I� \ I \ \ `I. `I.� \/ `I. `I. `\. i - \ _ _ \ \ \ \ ; l / WPO BUFFER ' \ \ - D --- < 8.00 / __ I INV: 42\ - \ \ - 413 \___ 1 I` I ' (_--- -- ''/ \ II I I \ \\ (\ / \ ' \ \ \ �l \\-- ✓ LL \ II III--/_�\\ \ � O \ \ � w cz I \ \ i > I ' ^ \ / 1 \ / \ NOTES: (� m \ \_ _ - - _ \ 1 I \ /\ / / / \ \ I I \ I 1r 1. ALL PERMEABLE PAVER UNDERDRAINS SHALL BE PERORATED PVC WITH A FOUR v / J INCH (4") DIAMTER. SUBGRADE TO SLOPE TOWARDS UNDERDRAINS. ujQ 00 /2. ALL CONVEYANCE PIPES THAT TIE TO THE PERFORATED UNDERDRAINS SHALL BE \\ I \ \ _ �_ \1 / 1 \\ �� \ \ 1 \\ \ \ \ _ \ ^ \y _ -� / \ _ SOLID WALL PVC WITH A MINIMUM DIAMETER OF FOUR INCHES (4") AND MINIMUM Q SLOPED OF 1 PERCENT (1 /°). I J - / \ \ \ \\ \ 1 3. CONTRACTOR SHALL ACCOUNT FOR STORMWATER ROOF LEADERS AS PART OF IN, BUILDING CONSTRUCTION. CONTRACTOR SHALL REFER TO ARCH/MEP PLANS - - \ ` \ \ 1 , \ \ \ `\ ` \ `1' `1' '� `!' `1' `1' `1' \ `1' \ \ 1 \ / / \ \ _ , - _ I - _ \ / / / /i ` �` \ \1 ,✓ \ \ , / \ I // J / FOR THE FINAL LOCATION OF ALL ROOF LEADERS AND CONNECTION DETAILS. ROOF LEADERS SHALL BE BURIED AND INSTALLED TO PROVIDE A MINIMUM OF \\ _ \1 \ 1\ / / /' — I // ( / \ _ ONE PERCENT (1%) SLOPE. LEADERS SHALL TIE TO THE NEAREST \I/ 4, �I/\ `\\ \ _ ` - ,\ - _ / 1 c \ - / v / / \ ; / _ \ \ - _ _ - _ -' \ - - STORMSTORMWATER STRUCTURE ACCORDINGLY. \ \ 1 \ ` \ \ \ I \ \ -4/s - - / \ \ /- \ / ^ 4 / \ \ \ / _ 4. FOUNDATION DRAINAGE SHALL BE PROVIDED IN ACCORDANCE WITH ` \ `i• `1' r �►' / \ `I' `1' \ > / 4 t , I \ ' I \ \ , i" I \ 1 - J , - \ \ ARCHITECTURAL DRAWINGS. DRAIN LINES SHALL TIE TO THE NEAREST 1.0 AVG DIA RIPRAP \ ,� / � \ CLASS Al ` v / I I /' / ' \\ / \ _ _ v _ _ \ \ , _ 'f \ STORMWATER STRUCTURE OR DAYLIGHT ACCORDINGLY. POSITIVE DRAINAGE \ / - \` WIDTH 1 = 6' I I / I \ \ _ - - \ \ SHALL BE MAINTAINED IN ALL STORMWATER PIPES AND FOUNDATION DRAINS. WIDTH \\_ 1 ' \ / /\ _ / CONTRACTOR SHALL REFER TO ARCH/STRUCTURAL DRAWINGS FOR FINAL r LENGTH = 6' / DETAILS AND SPECIFICATIONS. CONTRACTOR SHALL CONTACT THE ENGINEER & DEPTH=1.5' �\ / \`\ I \\ - / i / \ I I`_\ 1\ \ - �� / \`_ \ \ / - - ARCHITECT IMMEDIATELY IF CONFLICTING INFORMATION HAS BEEN PROVIDED. co 41 `/ \ I \\ / / \ \ \ ` \ I \ li \ I /\ a /\ 1 / / --_-`/ -\\ / \ \ \ \ I I SCALE1"-20'\cc) - i JOB NO. _ \ \ i / i \ \\ice l \ I \ i \ �� \, / / I / \/ /\ J - \`\ -\ 0 20' 40' 40241 \ \ I /`\ I ( / / r \ I / I I I / \ \ 0000 ( \ \ I r I o ( /- l �\ -' / \ 1 �( 1 1 1 I I I r\ \ Q 1� \ I \ \ \ \ \ r - z SHEET NO. C5. 0 c Z3 a; U) U C N am 0 ns co ai 0 n 0 0- a 0 0 a> co Z3 a) 0 a: U) c ca 0 c 0 a2 0 L c a �O -0 0� 0 Ur a) U) L z ai 0 0 c o� E -0 c N a_ 0 0 U) z U) O � fl. x a) a) 0 V_ 0 a) o n� Q c aa) 0 U U L � yr L a> m 0 o 0 N � E 7 O U � 0 0 70 m � •U cn 0 cn o m U as � !n 0 0 0 c� n o U) CD E H L a 0 a m a Q T CL 04 0 O 0 0 2 0 a � - /�� \ -\• - ` `� ` , / / / / / / \ (\ \ \ \ I •, / / III / � � ////// /// / e• ' r //III / e// I / \ „ �P 1 / / / • e • / I / / SL 07S (TYp.) /` \\\ \ \ ems. ./ .-:.:/ ,.. •, el.. /'/ / / / I /// ,' / // / / // //// /' //// REFER TO PLAN TITLED "KESWICK HALL ADDITIONS AND / / / ' • ' ; ; I J ///' /',',' \ ` • , SITE IMPROVEMENTS" SDP-2018-016, WP0201800020 & - / •1 4v WP0201800078 FOR DESIGN INFORMATION. ' • e•, e / 4. / _435A - - - - - - - - - - - - - - - -� - - - _ _ _ _ - \ \ \\ r I \ \ , \ - _ _ / G , \ \ _ \ 440?40' _ • . \ • ` • ' +' .4 , + \+, 134.75' 434.49' \� \ `• ; \ \ ,\ �\ ` /' / /' / / J ' //I / I 1"• !/ I \\ \ / \ 437 EX T-S \ -4 435 \ \ \ 6� / T\ O h- _ / 43 \\ \\ �'� \ 0 GG'p , // \ _ - \� '•,� + ` \ - - - / / / ' / / / a��y_ / / �/ I I / \ / \ \ \ 431- - i 4 O \ \ \ �� '\ • , \ / / / , / / 429- \ \ ® 435.04' _ EP / ` *ell _ - - 434.12' 4 - - - 3 / \ \ S!3 �1 8- - 4 EX GN SP • - \ \\ \ \ / , / / / / / �ti , / / 1 ' \ \ EX GND 434. 43 - - _ _ ° \ q 1 \ \\\ 7.80 t r. - \ \ / / / / / / / �'� ��c�' / / • / \ I \\ 434.59' 434.46' / �� / A:. 2 / / / \ J 4 / / \ \ \ - - _ - \ ' / /, , / / / / / rLh/ - / • : e 1 / I 1 \ 4 44 J \ _77 EP - - .� __ 30j r_\ \\ \\ P, 6' \ TC436.66 1 / / I \ N 124 / 431.72' ,\ \ 4.8 6 „�P\ RRN \ 429.93' /� " Q� 436.56' c� / / ^ \ - \ \ i\ \ 435.607 \\\ / I \ _/ / / / // / / , / -\� \ c 42 Qp�Q 43\36 ,• / 43 5' ° , ° 9EP \ \ \ cv �v�`� � \ \ \ \ \ a° _ - \ ' (' I'/ / / r / / __ co _ (k3� 28.0T 428.33' ' ` \\ 8 \\ �u'S • ` \ l /�/ ` I < ° EP / \ \ 1 / l 25' SETBAGl HP c1q q33, / / Gam' S 428.31' HP HP w \ \\ \ 4 428.31' �Lr / TCSAN �\ \ 43 \ \ / ° EP y � - - - - _ - / / - 428.5T / \ � \ � \ 432.16' s / \ \� - 432 ,� \ P � 48.3 \STC � \\ 1 \ ''' 4�9.8�' a \\ - 1 3 TC 428.57' x 1 N / Sb *,x TC431 61b 1 / ---- Ep -431 \ / 6"F 431.65' -- - -- o �s9 EX GND / \\ 431 , � _ \ \ 2 / / \ '� / - \ N L _ /\ RA \ I - 43"0'� Dc`3� / / / \ \ \ - 430.57� _ ` WP11 �BUFFF`R q\ \\\ I I\ \ - - _ _ _430 \ // / 429.17'9F\ \ /° I \ s'_ II / < \ \\ \ \�( \`\ \---- \_-\ lCN-I \ / ;\,.\ / / \ \ \ I \ G MATCH -- _ \ --� \� \ I I \ v EX GND �`L9 , / 429_17� \ \ TC ° a 1 1 \ / \ < EXIST.- \ \ \ \ \ 8.73' / / \ 430.58j / EP \�O \ ±433 62 r 431.35' \ 1 \ 1\\ \\ \ -429 4 6' FFE=419.38' FFE=429 38� \ \ \ \ \ TC430.31' \ \\f \ \ \ \ \ \ S A / / , - - _ _ -FFE=429.38' A\ >30.09'� 429 \ e ° 429:91' ° FFiE=429.38' TW \ _j ° \ \ °a \ 2' GRAVEL FILTER STRIP / / \ I Q \ \ c� (SEE SHEET C1.1) (TYP.) \ _ - - - _ - / \ CO BW \ \ / \ EP \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ r L )III /' // / / / / TW ` 427.25' \ \ 430.27 \ \\ \ \ \ \ \- - - -�- I /// / / / 429.23' \ r TC I I < \�� \ �. - �/ % -� \ \ \\ \ \\ \\ \ \\\ �_ ///I/// , , PROPOSED EP \ II III D G\ 432.05' \ \\ \ \ \� \ \ \ Z 26' -- // // , / 427.0, 1 II I \�\ \ c� \\ \ \ \ \ \ \ \ \ \\ \ \ \ \ \ _ �// / / a I III ��' \ 4 0.19. ° \ \ \ // N - /SPAS B ,I\\ \\\� o D / -< / / 4 \ EP \ / EP 430.92'f I ur,' \ / 430.87' \ \ l 1 \ L \\ MANAGE 42j \ \ \ I� �' 7 / \ 42S W ' / T422.50' \ \ \\ PES \ \ \ \ 4 \\\ \ \ - /9- FFE=429.38' Tw \ \ - - TC' �\ ��t. - g23 / ^ \ D 4?6 430.76' 427.06�\ I 1 \ \ � _ I A 1 \ 1 \ BW 418.38'41 \ \ / 2 \ \ v ,\ ¢ FFE=418.38' TC M l 1 \\ \ I \ v g/� \ - \ \ \ _ _ _ - � ' 420 / � � ❑ I 0r 6"FI � 1 430.09' \ \ N N 429.78' I ��j�0 j 431.05' \ \\\ \\\ \ \ \ 1 \ 1 I __ 1 !_____-' ✓ \\ // I EP 1 I I \ \\\- \ 418.18' I 1 I I \\ \ I I \ \ I \ \ \ 41$ _ , \\ 1 r, I \ \ - 432 /tx \ \ 1 \ 41 / \ \ WETLANDS - \ - _ \►i \ \!r \y \!r \lr \jr \ _ _ \ \\ l , F _ _ r _ _ - ' \ L ' \ _ \ \ / ( TC 1 \ \ \ 4>4 / \ / / , / \ - \ \ TC 430.77' I l ` / \ ` / \41, / `I. `1/ ` / 1 - \ _ _ \ \ \ \ l , WPO BUFFER \ \ \ D , \ / [\ \ \ \ , I .TC < \ !/ !- 4 1 \\ \ \!r \!r \L / \k \ \y \!r \lr \ \ ,412 \ \ \\/! \\ \- It \11, \ \ \ / ( \yam_/� '� \ IN, \V \1%__- ! \ \ \ \ \\-- \ _ \ \ \ \\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \!r \)r \V- \ \I/ \li \/ \L \ \ l \ \ \ I I / 1 ( \ / v I I \ % \ v \ V v v v , \ \ \ \ L \ \l. \)r \!r \y \ \lam \L \ / 1 t \ 1 '% \\ \ \ \ \\ \ \\ \ \ \ \ l/ / \ _ _ / \ \ I \ \ 411- r\ \ , / \ \ �,.. - SCALE 1 "-20'\ \ \ \ \ N/ \ \ \ Ir ! I I I /0 \ 20' \ 40' cy) Z \ \ � \ AC_ ' UCATV� \ G \ 63c �� X\ 4Nx �. Q. 436 \ GG \\G \\ \ -- \ \ \ 2' GRAVEL FILTER STRIP' = _ I - / - - - _ - \ - _ _ -439 \ (SEE SHEET C1.1) (IYP.) ^r� U CRAIGW J. Y,9FAI?SKI Lic. No. 0402048507 M E O N OU N � C > E w E ~ U 3 Q H 4-1 LL 0 LL 0 w O ro J U � J - L, U LY No a) u- o Q = Ln _ " N = U j Ln H Q c Ln rn O N M oo J k-0 I- z O a ZO Lf) ti 0 z c0 O c W W Z H N a � DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE 1 "=20' z < _j < V1 J oc 0 J > Q �I UP) 0 0 U w u') w z vwJ m Q H� 0 V JOB NO. 40241 SHEET NO. C5.1 0 C 0 U) U m am 0 as co a> 0 n 0_ c m 0 co Z3 a) 0 U) c m 0 n c 0 a) 0 c (D a �O -00� 0 O Z a' O 0 c E -_ 0- 0 0 U) Z U) O � fl. x 0_ 0 a) 0 n 0 n U) co C aa) 0 U U L � yr L a> m c o 0 a) 0 E � c U � 0 0 c 0 a) 70 .O m � �U cn c 0 0 M U as � U 0 c 0 c� 0 0-- U) CD H L- Runoff Volume and Curve Number Calculations Enter design storm rainfall depths (in): 1- ear storm 2-year storm 10-year storm 2.92 11 3.54 5.35 Use NOAA Atlas 14 (http://hdsc.nm.noaa.govlhdsclpfds/) O Q -a Q T 0- v 0 N CD N 0 6 0- LD-229 PROJECT: Keswick Hall Spa STORM SEWER DESIGN COMPUTATIONS LOCATION: Charlottesville COUNTY: Charlottesville STORM FREQUENCY 10 Designed by: CG Checked by: CK UNITS I 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 Nlunber of Pipes Capacity CFS (15) Friction Slope Ft./Ft. NORMAL FLOW FLOW TIME INCRE- ACCUMU MENT -LATED REMARKS Minutes Minutes (17) (17) (18) INCRE- MENT (5) ACCUM- ULATED (6) Lateral CFS Total Q CFS (9) UPPER END (10) LOWER END (11) Depth of Flow, do Ft. Area of Flow, An SgFt Hni Ft. Vn Ft/Sec (16) En Ft. REFERENCE (1) STA. REFERENCE (2) STA. 101 102 100 0.00 0.00 0.00 5.90 6.26 0.00 6.45 412.23 411.29 82.53 0.01139 24 Circrrlar 1 1 26.16 0.00070 0.68 0.94 0.38 6.89 1.42 0.20 6.10 103 104 102 0.00 0.00 0.00 5.27 6.45 1 0.00 6.45 413.50 1 412.33 116.56 0.01004 24 Circular 1 8.93 0.00550 1.26 2.08 0.57 1 3.10 1.41 0.63 5.90 105 106 104 0.00 0.00 0.00 5.18 6.48 0.00 6.45 413.97 413.60 36.95 0.01001 18 Circular 1 11.39 0.00330 0.81 0.97 0.39 6.64 1.49 0.09 5.27 107 108 106 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-OUT 108 0.00 0.00 0.00 5.00 0.00 0.00 6.45 1 422.00 419.75 56.22 0.04002 18 1 Circular 1 22.77 0.00330 0.55 0.58 0.30 11.09 2.46 0.09 5.09 111 112 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 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 1 0.70 0.20 0.20 5.00 6.54 0.00 1.29 425.51 424.24 27.00 0.04704 12 Circular 1 8.37 0.00120 0.27 0.17 1 0.15 7.73 1 1.19 0.06 1 5.06 117 118 SWM3 IN 0.26 0.52 0.14 0.60 5.61 6.35 0.00 3.82 1 423.02 422.13 88.94 0.01001 15 Circular 1 7.00 0.00310 0.66 0.66 0.32 5.83 1.19 0.25 5.87 119 120 118 0.51 0.39 0.20 0.42 5.50 6.38 0.00 2.66 423.49 423.12 37.05 0.00999 15 Circular 1 7.00 0.00150 0.53 0.50 0.28 5.31 0.97 0.12 5.61 121 122 120 0.26 0.47 0.12 0.16 5.28 6.45 0.00 1.06 425.98 423.59 79.53 0.03005 12 Circular 1 6.69 0.00080 0.27 0.17 0.16 6.22 0.87 0.21 5.50 123 124 122 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 10.00010 0.14 0.06 0.09 4.16 1 0.41 0.28 1 5.28 125 126 1 120 1 0.09 0.60 0.05 0.05 1 5.00 1 6.54 1 0.00 0.35 423.63 1 423.59 3.98 0.01005 8 Circular 1 1.31 0.00080 0.24 1 0.11 1 0.13 3.19 0.39 0.02 5.02 127 128 118 0.06 0.32 0.02 0.02 5.00 6.54 0.00 0.12 424.02 423.71 31.21 0.00993 12 Circular 1 3.85 0.00000 0.12 0.06 0.08 2.25 0.20 0.23 5.23 129 130 118 0.06 0.48 0.03 0.03 5.00 6.54 0.00 0.19 425.00 424.90 4.03 0.02481 8 Circular 1 2.06 0.00020 0.14 0.05 0.08 3.70 0.35 0.02 5.02 LD-347 HYDRAULIC GRADE LINE ANALYSIS INCIDENCE PROBABILITY 10 Year PROJECT: Keswick Hall Spa DESIGNED BY: CG Checked: CK INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DIA. PIPE Do (In/mm) DESIGN DISCH. Qo (CFS/CMS) LENGTH PIPE Lo (FUM) FRICTION SLOPE, Sfo (FT/FT) (NYM) FRICTION LOSS K (Ft/M) JUNCTION LOSS SURFACE FLOW Adj. Ht 1.3 Ht (Ft/M) Inlet Shaping? Y/N 0.5 Ht (Ft/M) FINAL H (Ft/M) Inlet Water Surface Elevation Top of MH Top of Inlet Bev. APPROX. Adjustment? Vo Contr. Ho (Ft/M) Vi Vi*2/2g Hi (Expn) 0.35*MAX. (Vi2/2g) SKEW Angle K Bend H (Ft/M) Sum HL (Ft/M) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (16) (17) (18) (19) SWM3-IN 424.000 118 1 422.130 1.25 424.000 15 3.817 88.94 0.00311 0.277 5.829 0.132 5.309 0.438 0.153 0.0 0.00 0.000 0.285 0.857 0.371 YES 0.185 0.462 424.462 428.570 O.K. 120 423.120 1.25 424.462 15 2.655 37.05 0.00150 0.056 5.309 0.109 6.218 0.600 0.210 0.0 0.00 0.000 0.320 1.270 0.415 YES 0.208 0.263 424.725 428.570 O.K. 122 423.590 1.00 424.725 12 1.055 79.53 0.00078 0.062 6.218 0.150 4.160 0.269 0.094 0.0 0.00 0.000 0.244 0.787 0.317 YES 0.159 0.221 426.248 430.260 O.K. 124 426.080 1.00 426.880 12 0.268 70.30 0.00005 0.004 4.160 0.067 0.000 0.000 0.000 0.0 0.00 0.000 0.067 0.268 0.087 YES 0.044 0.047 428.327 432.720 O.K. 116 424.240 1.00 425.040 12 1.289 27.00 0.00117 0.031 7.726 0.232 0.000 0.000 0.000 0.0 0.00 0.000 0.232 1.289 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. 128 423.710 1.00 424.510 12 0.124 31.21 0.00001 0.000 2.251 0.020 0.000 0.000 0.000 0.0 0.00 0.000 0.020 0.124 0.026 YES 0.013 0.013 424.523 427.820 O.K. 130 424.900 0.67 425.433 8 0.190 4.03 0.00022 0.001 3.701 0.053 0.000 0.000 0.000 0.0 0.00 0.000 0.053 0.190 0.069 YES 0.035 0.035 425.469 427.190 O.K. 126 423.590 0.67 424.725 8 0.353 3.98 0.00076 0.003 3.194 0.040 0.000 0.000 0.000 0.0 0.00 0.000 0.040 0.353 0.051 YES 0.026 0.029 424.754 427.070 O.K. (1] The curve numbers and runoff volumes computed in this spreadsheet for each drainage area are limited in their applicability for determining and demonstrating compliance with water quantity requirements. See VRRM Users Guide and Documentation for additional information. [2] Runoff Volume (RV) for pre- and post -development drainage areas must be in volumetric units (e.g., acre-feet or cubic feet) when using the Energy Balance Equation. Runoff measured in watershed -inches and shown in the spreadsheet as RV(watershed-inch) can only be used in the Energy Balance Equation when the pre- and post -development drainage areas are equal. Otherwise RV(watershed-inch) must be multiplied by the drainage area. [31 Adjusted CNs are based on runoff reduction volumes as calculated in D.A. tabs. An alternative CN adjustment calculation for Vegetated Roofs is included in BMP specification No. 5. Drainage Area Curve Numbers and Runoff Depths* Curve numbers (CN, CNadj) and runoff depths (RV Deveioped) are computed with and without reduction practices. Drainage Area A A Solis I B Soils C Soils D Soils Total Area (acres): 0.78 Forest/Open Space - undisturbed, protected Area (acres) 0.00 0.00 0.00 0.05 Runoff Reduction forest/open space or reforested land CN 30 55 70 77 Volume (fts): 0 Managed Turf-- disturbed, graded for yards a other Area (acres) 0.00 0.00 0.00 0.58 turf to be mowed/managed CN 39 61 74 80 Area (acres) Impervious Cover 0.00 0.00 0.00 0.15 CN 98 98 98 98 CN DA.A 83 1-year storm 2-year storm 10-year storm DRAINAGE AREA A REFLECTS RVDe eloped (watershed -inch) with no Runoff Reduction* 1.38 1.89 3.49 PRE/POST DEVELOPED OFFSITE AREA. AREA 1-1 &1-5 RVDewloped(watershed-inch) with Runoff Reduction* 1.38 1.89 3.49 AdjustedCN* 83 83 83 SHEET C6.0 *See Notes above Drainage Area B A Solis B Solis C Solis D Soils Total Area (acres): 2.02 Forest/Open Space - undisturbed, protected Area (acres) 0.00 0.00 0.00 0.59 Runoff Reduction forest/open space or reforested land CN 30 55 70 77 Volume fts : 0 Managed Turf-- disturbed, graded for yards or other Area (acres) 0.00 0.00 0.00 0.57 turf to be mowed/managed CN 39 61 74 80 Area (acres) Impervious Cover 0.00 0.00 0.00 0.86 CN 98 98 98 98 CN 87 1-yearstorm 2-yearstorm 10-yearstorm DRAINAGE AREA B REFLECTS RVDeveloped (watershed -inch) with no Runoff Reduction* 1.67 2.22 3.90 PRE DEVELOPED ONSITE AREA RVDeveloped(watershed-inch) with Runoff Reduction* 1.67 2.22 1 3.90 AREA 1-2 SHEET C6.0 Adjusted CN* 1 87 87 87 *See Notes above PRE -DEVELOPED CN REDUCTION CALCULATION - ANALYSIS POINT 1 Runoff Volume and Curve Number Calculations Enter design storm rainfall depths (in): 1-year storm 2-year storm 10-year storm 2.92 3.54 5.35 Use NOAA Atlas 14 (http://hdsc.nws.n000.gov/hdsclpfdsl) [1] The curve numbers and runoff volumes computed in this spreadsheet for each drainage area are limited in their applicability for determining and demonstrating compliance with water quantity requirements. See VRRM Users Guide and Documentation for additional information. [2] Runoff Volume (RV) for pre- and post -development drainage areas must be in volumetric units (e.g., acre-feet or cubic feet) when using the Energy Balance Equation. Runoff measured in watershed -inches and shown in the spreadsheet as RV(watershed-inch) can only be used in the Energy Balance Equation when the pre- and post -development drainage areas are equal. Otherwise RV(watershed-inch) must be multiplied by the drainage area. [3] Adjusted CNs are based on runoff reduction volumes as calculated in D.A. tabs. An alternative CN adjustment calculation for Vegetated Roofs is included in BMP specification No. 5. SEE "PRE -DEVELOPED CN Drainage Area Curve Numbers and Runoff Depths* REDUCTION CALCULATION" ABOVE Curve numbers (CN, CNadj) and runoff depths (RV Developed) are computed with and without reduction practices. Drainage Area A A Soils I B Soils C Soils D Soils Total Area (acres): 0.78 Forest/Open Space - undisturbed, protected Area (acres) 0.00 0.00 0.00 0.05 Runoff Reduction forest/open space or reforested land CN 30 55 70 77 Volume (ft3): 0 Managed Turf-- disturbed, gradedforyards aother Area (acres) 0.00 0.00 0.00 0.58 turf to be mowed/managed CN 39 61 74 80 Area (acres) Impervious Cover OLD 0.00 0.00 0.15 CN 98 98 1 98 1 98 CN (DA. A) 83 1-year storm 2-year storm 10-year storm DRAINAGE AREA B REFLECTS RVDeveloped (watershed -inch) with no Runoff Reduction* 1.38 1.89 3.49 POST DEVELOPED ONSITE RVDewloped(watershed-inch) with Runoff Reduction* 1.38 1.89 3.49 AREA. AREA 1-6 SHEET C6.0 AdjustedCN* a3 83 83 *See Notes above Drainage Area B A Soils I B Soils C Soils D Soils Total Area (acres): 1.09 Forest/Open Space - undisturbed, protected Area (acres) 0.00 0.00 0.00 0. DO Runoff Reduction forest/open space or reforested land CN 30 55 70 77 Volume fta : 481 Managed Turf-- disturbed, graded for yards a other Area (acres) 0.00 0.00 0.00 0.39 turf to be mowed/managed CN 39 61 74 80 Area (acres) Impervious Cover 0.00 O.OD 0.00 0.70 CN 98 98 98 98 CN IDA. s) 92 1-yearstorm 2-yearstorm 10-yearstorm DRAINAGE AREA C REFLECTS RVDevel"ped (watershed -inch) with no Runoff Reduction* 2.09 2.68 4.43 POST DEVELOPED ONSITE RVDP e�ped (watershed -inch) with Runoff Reduction*1 1.96 1 2.55 1 4.31 AREA. AREA 1-7 SHEET C6.0 AdjustedCN* 91 91 91 *See Notes above Drainage Area C A Soils I B Soils C Soils D Soils Total Area (acres): 0.93 Forest/Open Space - undisturbed, protected Area (acres) 0.00 0.00 0. DO 0. DO Runoff Reduction forest/open space or reforested land CN 30 55 70 77 Volume (it')- 0 Managed Turf-- disturbed, graded for yards or other Area (acres) 0.00 0.00 0.00 0.55 turf to be mowed/managed CN 39 61 74 80 Area (acres) Impervious Cover 0.00 0.00 0.00 0.38 CN 98 98 98 98 CN (DA. 0 s7 1-year storm 2-year storm 10-year storm DRAINAGE AREA D REFLECTS RVDeveloped (watershed -inch) with no Runoff Reduction* 1.67 2.22 3.90 POST DEVELOPED ONSITE RVDeveloped(watershed-inch) with Runoff Reduction* 1.67 2.22 3.90 AREA. AREA 1-8 SHEET C6.0 AdjustedCN* 87 87 87 *See Notes above POST -DEVELOPED CN REDUCTION CALCULATION - ANALYSIS POINT 1 LD-347 PROJECT: Keswick Hall Spa DESIGNED BY: CG HYDRAULIC GRADE LINE ANALYSIS Checked: CK INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION STA. INVERT EL. OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DIA. PIPE Do (In/mm) DESIGN DISCH. Qo (CFS/CMS) LENGTH PIPE Lo (FUM) FRICTION SLOPE, Sfo (FT/FT) (IWM) FRICTION LOSS Hf (Ft/M) JUNCTION LOSS SURFACE FLOW Adj. Ht 1.3 Ht (Ft/M) Inlet Shaping? Y/N 0.5 Ht (Ft/M) FINAL H (Ft/M) Inlet Water Surface Elevation Top of MH Top of Inlet Bev. APPROX. Adjustment? Vo Contr. Ho (FUM) Vi Vi*2(2g H (Expn) 0.35*MAX. (Vi212g) SKEW Angle K Bend H (Ft/M) Sum HL (FUM) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (16) (17) (18) (19) 100 412.000 102 411.290 2.00 412.890 24 6.450 82.53 0.00072 0.060 6.894 0.185 3.096 0.149 0.052 0.0 0.00 0.000 0.237 0.000 0.237 YES 0.118 0.178 413.068 420.930 O.K. 104 412.330 2.00 413.930 24 6.450 116.56 0.00548 0.638 3.096 0.037 6.643 0.685 0.240 0.0 0.00 0.000 0.277 0.000 0.277 YES 0.139 0.777 414.759 418.490 O.K. 106 413.600 1.50 414.800 18 6.450 36.95 0.00336 0.124 6.643 0A71 9.980 1.547 0.541 0.0 0.00 0.000 0.713 0.000 0.713 YES 0.356 0.480 415.280 418.180 O.K. 108 414.070 1.50 415.280 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 1 O.K. WM3 OU 419.750 1.50 1 420.950 18 6.450 56.22 0.00336 0.189 11.086 0.477 0.000 0.000 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. U CRAIGW I. L9TA1?SKI � Lic. No. 0402048507 . C%PdAL m E CD 0 U N � N C Q 0 > E w E Q U- o LL 0 w O ro FLU -r- Qd J U 00 w J L6 " W O N a) 4-1 �O �x (� Q J LL � fY � o Q = Cf) = C N = U > Ln Q C In C)� 0 4-5 N M 00 J t0 I- CL O 0 (A z O 1� z O U U) C) Cal z Z) O Lf U) w W °C O Z W Q O CL Q a O LU N Q 0 DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE N/A V 1 z O J Z) U J Q U �+ Q 0 c�7�7z IL -I rrrJ (D r ^ J < > W _ � m O U W z J Q V' LU I� W r ^ Q Vw/ LLJ 0 LW 1 I..L O rr� U0 JOB NO. 40241 SHEET NO C6.2 C � O -00� o O U) �z a) O o g (6 `r- E C N a. 0 =) U O 0 ct) 3 z U) O a`ni 2 fl x - m H U 0� 0 `m 0 nIZ o •§s_ a0) U v m C aa)) o CD U a) -�i m C o L Q E C U Co O 70 N �U Cn 0 to .o Co U L to C � o cc o n� L- \ / \ / Gig • \ \ \ 0 \ � \ \ \ -l- / � / i- \ 1^1 VA 000> G) ��'�P\�,, t� -_/ / / // / _ \ \ \ \ \ \ \ \ \ / J / • \ 1 s '' •. \ O-\ \ \ \� \ \ - — \ \ / e•• r r / / - I / I 1 / 1 I I I / \ / / / ' CRAIC W J. Lt.�"D' RS M / \ ` _ - .� / _ , f/ / ) I ( / / , / Lic. No. 0402048507 \ \\\\ \ \ \\ \ \\ UCATV�/ \ // \ \_ — / . \/ / \ \ \ \ --• / l 1 .1 I / / I / ^ / / p�01-06-20�' .4* 4 . / / / ' l I l , 1 / / d 1 1 I `S�UNAL '` T \ \� \\ \ -' , /' 1 \ \ - - - _ -�► \ �' \ ` / ��\ �� r - •J• REFER TO PLAN TITLED "KESWICK HALL ADDITIONS AND i 1 ' i ► i"° CRITIC / f / SITE IMPROVEMENTS" SDP-2018-016, WP0201800020 & / \ \ \ \ \\ \ \\ \ \ ■ \\ / _ _ / / \ \_ \ \ \ / / f\ \ _ Q . 5' / / \ / / / / �l • Q• l / // /l /I SL07(TYP.) \� \ \ \\\ \ \ \ / ' -� _ _�_• \\ \ _ _ - - - \ \\ \ >\�, _ - _ 1 WP0201800078 FOR DESIGN INFORMATION. 6 GRAVITY \ \ \ \ / \ \ \ \ \ \ \ \ / / \ \\ - 6% i , • / { \ \ . 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Goo �� \ \/ / / / /\ \ jj / / /_ ` \ > �/ _ _\ 118 2f \ \ S \\\\ems /� \ \,� \ .�`�Pl v /' / -- _ p� DATE 0110612020 TL \\\ \\ \ - / /� 126 • 42$ 429 •`. • / i \\ .{\ 1\ // /'7L�/------_ \\-`_ DRAWN BY \ I / _ \ • — -431 _ — a C910 AN \ - \ _ p 431 kp 126 0.06 • \ °�: - , N ` _ _ _ DESIGNED BY f\\ /\ _ AC 0.48 \ \ \ WP� BUFF€R \ I I \ _430� 429 / \ SWM _ _ • \ \ /•, \ a \ 180 LF 60.,CKV \ \ \ \ — — A. ALLISON \ �_\ � \ \ \\ \ _ // • \. \ °o \ \\ \-_____--------__- -- CHECKED BY a �' \\ \\ —----------- .4290'-sr 1 ' \\ _ _ — — — _ • C. KOTARSKI •�*.sses \ I • •,\ \ \ 1 \\� \\ \\ _ - • SCALE at**lo \ \ \ \ \---_ / 0 \\604 \ \ _ \ \ \ \ V \ \ \ \ \ \ 426_ _ — \ \ �j �/ / \ \ ' 129/125 ;. ) \ v \ \ — J \ ) \ • \ \ �\ \ \ \ \ \ \ - _ , - / , / /1) III / r \�. 429 �o • a M 2' GRAVEL FILTER STRIP \ \ \ \ \ \ \ / %` / /%I if / / \. •• \ 11( `� \ �' ,cv \ \ (SEE SHEET C1.1) (TYP.)lit ' 1 `� 1 or IF f /1 RO;' OSED III;I \ \ 1 c \ �435" / Z3 00) - s �, IJL, to , SPA �2 I _ ♦ Q o \\�- o \ , 109 \ l \ AC 0,59 ly II\ 11`iI\\'' • 1 \ ' / / MA -\ \\ 41s 4 -� 26 I \ \ z o - 113 \ 1 \ \ \ \\ C _ q \\\\\\\ \\\\ \� 429 / /' //' \\\ 107 ' 0.14 0.69 \ \ \\\\ \ -� / / s/2 p� 114 M AC on 11) / o w_ 4 57r 114 \ 1 ' Q tj d• tv 1 v \ / / 1 0 106 IF 102/ J✓ J✓i v v 1 v _---- ) l 1 1 A \\\\\Aw�\.:. 418 \., \\ r I \ _. _ 432- CL \ \ WETLANDS \ \\ \ \ \ / - / - / \ \ / ' \ \I v l ° 2 / WPO BUFFER / 104 LEGEND 1 F� Q °; \ \ \ iV I \1✓ J/ \ \ \ 413 \ - 1 I / 1 _ _ / ' 1 I 1 I I \ \ \ \ ( \ \ \ 1 \ I U O T \ 412 _ Q AREA C 00 z / \ - J O ET w 0 � 41 m DRAINAGE DIVIDE v J \ \ \ l \ \ �' x / J \ \ / \ _- F- m \ \1✓ \1✓ �L l `L\ `� / \ \ Lu Lu z v A \ V 1 v A \ V A a''�v �i --/ v v \ o'- or o / / \ \ \ m o \ Ile \ `^ \ 1 \ I \ I �/ I \ I \ \\ \ \ 1 /\ I \ \ I \ \ \ E� a - 70 JOB NO. \ \ \ \ \ \ \ \ \ 1 �\ r`� 1 / \ \ \ I I I \ 1- \ - \ \ / SCALE 1 "=20' 40241 \I/ `I/\ \ :v \/ '\// \ \ r �70 /') \ \\ \\ ``, ' \\ —\ l ' / - - - - \ 11 ' \ ' `� r\ \ ce) (� c \ oo c \ \\ o SHEET NO. a Lam/ \ / \ \\ \ ---' _/- /\ \\ Virginia Stormwater Management Handbook, Chapter 9 July 2013 Virginia Stormwater Management Handbook, Chapter 9 July 2013 18' PARKING (REFER TO SHEETS C4.00 FOR LOCATION) 4" 4" SURFACE WATER FLOW BELGARD AQUA ROC OR PERMEABLE JOINT FLUSH CURB APPROVED EQUAL OPENING AGGREGATE (BROOM FINISH) a a °° a • a ° ° ° ° <. a° ° ° ° °° .° <° a a n ° d °. °ea < do Qj\\\/j\ 1-1/2" PERMEABLE 12" MAX. ��\�� SETTING BED 0nun(-n, �� AGGREGATE \ 4 21 B STONE oD� a " 9.75" #57 STONE STONE\�� \ �\ ��\�� \\�� \ \\\�� .a��1\ ��\��\��\��\��\��\��\ ��\�� 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 Location Date of Last Inspection Inspector, Owner/Owner's Representative As -Built Plans available: Y / N Site Plan/Permit Number_ Date BMP Placed in Service 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 Element of ai r Who Will BMP Potential Problem E M m How to Fix Problem Address Comments °) °1 Problem o m a > c There is excessive Remove immediately. Owner or trash and debris professional There is evidence of Owner or Contributing erosino and/or bare or Stabilize immediately. professional Drainage Area exposed soil There is excessive Owner or landscape waste and Remove immediately. professional and clippin s Check that tree roots have not penetrated the pavement and leaf residue has not Adjacent Trees and shrubs are clogged the pavement. Owner or Vegetation within 5 feet of the Vegetation that limits access Professional pavement surface or interferes with the permeable pavement operation must be pruned or removed. There is excessive trash, debris or Remove immediately Owner or 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 necessary). 9-C-22 3rd Party Construction Inspection Checklist and Certification: Permeable Pavement DEQ Spec. No. 7 & PFM 6-1304 Project Name: Construction Firm: Co Plan Numbef_ 3" Party Inspection Firm: Site Address 3" Party Inspector's Name: Latitude / Longitude: 'N 'W Contact Info /Phone Number BMP ID Number as shown on plan and general location on the site. • A certification is required for all SWM/BMP facilities under PFM 6-1300 et. seq. • A Virginia licensed professional engineer or licensed professional meeting the exemption requirements of the Code of Virginia §54.1-401 must sign the certification at the end of this checklist. Instructions: • Check each item as complete, or write in "N/A" for those items that are not applicable. • Fill in blanks for requested information on dimensions, materials, etc. • Provide one or more photos for applicable items; checkboxes indicate items that regirire photos. Pre -Installation Meeting and Site Preparation CHECK PHOTO DESCRIPTION DATE OF INSPECTION /COMMENTS ❑ Pre -Installation Meeting with - contractor designated to install the facility -3rd party inspector (or designee) A review of checklist and tentative schedule for interim ins ections and sign -offs has been discussed ❑ Contributing drainage areas are stabilized and not eroding. ❑ ❑ Stormwater runoff is diverted around the excavation area to a stabilized conveyance. Excavation CHECK PHOTO DESCRIPTION DATE OF INSPECTION I COMMENTS (l Horizontal location of BMP is in accordance with the approved plans. ❑ Subgrade surface free of rocks, roots, and large voids, (Voids may be filled with base aggregate.) �I For Level 2 permeable pavement: Excavation bottom is scarified. L) No groundwater seepage or standing water Is present. Any standing water is dewatered to an acceptable dewatering device, and the design consultant has been notified. ❑ ❑ Excavation of facility has achieved proper elevations and grade per approved plans. Filter Layer and Underdrain Placement CHECK PHOTO DESCRIPTION DATE OF INSPECTION I COMMENTS 11 All aggregates (stone, sand, etc., as required) are clean, washed, and conform to specifications. ❑ 0 Perforated underdrain sae and spacing per approved plans. Pipe Diameter Inches Material Pipe Spacing ft. Slope Perforation Sae/Spacing ft. 1-1 Filler layer and initial reservoir layer aggregates spread (not dumped) to avoid aggregate segregation per approved plans. Depth of filter layer ft. ❑ ❑ Impermeable liner (when required) is placed in accordance with manufacturer specifications, per approved plans. [] Underdrain, observation well(s), and underdrain fittings (45' wyes, cap 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 needed to keep grass Owner or or exposed soil in grid healthy and dense enough to professional 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 Pavement indicating the vacuum sweeping (without Surface pavement is not brooms or water spray) draining properly. immediately and, otherwise, Measure the at a frequency consistent drawdown rate in the with the use and loadings observation well for encountered (at a minimum, three (3) days annual dryweather following a storm 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, cracking, spalling or areas, as necessary. professional 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 stabilize eroded or exposed Owner or exposure is evident Professional below the outlet. areas. 9-C-23 3rd Party Construction Inspection Checklist and Certification: Permeable Pavement DEQ Spec. No. 7 & PFM 6-1304 Stone Reservoir Aggregate Placement CHECK PHOTO DESCRIPTION DATE OF INSPECTION I COMMENTS Lt Sides covered with geotextile with no tears, holes, or excessive wrinkles. ❑ 171 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 ❑ ❑ Pre-treatment structures (when required) are installed per approved plans. Type of pretreatment 13 Concentrated flow 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 end of the pavement underdrain per approved plans. Ft 0 Permeable pavement block systems which require edge restraints are installed flush with the paver blocks per approved plans. Sae of Edge Restraints Type of Edge Restraints ❑ Aggregate layerforthe installation of the underdrain system is per approved plans. Depth of aggregate layer ft. Sae of aggregate layer ❑ Signs installed per PFM 6.1364.38 ❑ For porous asphalt and pervious concrete pavement, the full permeability of paved surface has been properly tested (clean water applied at a min. rate of 5 gpm over the entire surface), and all water infiltrated directly without puddle formation or surface runoff. [], ❑ Provide a photo of the BMP facility after completion of construction. Final Certification I do hereby certify that this as -built information for the stonnwater management/BMP facility was inspected by me (or by an individual under my responsible charge) and conforms to the approved plans, except as indicated. Signature: Date: 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. • 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. g t lei• ... �( 0 0Q CRAIG W J. KOTARSKI Lic. No. 0402048507 r 01-OC -2 4., 6� TONAL � M E 0 N O N to c > E w E <LL 4 � LL o t❑ L w O to a J U co J —Lr; LU t—I lc�rn ULU rj U) No 3:O �x o Q =3 (n = 1 N = U > H Q Ln C In rn O N Un c- qj- CO J � H Cn O 2 O H r) w LU U Q z O to > IY Z) O CL O Z O z O a Z U () C) z C0 O Lr) (n � > W LU Z Z W Q IN O LU r14 i0 ti DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE N/A W U z 7— LU 1 z � z � a Q z �z J U O Q'� seerQ z J O J U Q ULU J F--I Q C) LUz • LU 11-4 —J IL UJ LU Q JOB NO. 40241 SHEET NO C6.5 UJ J co Q UJ W O C 7 Lv 7 U a) m O O rn O EL 7 Q T c L tU N 7 O O C: M 1-1 to 0 0) O 3 11 �O -00� 0 a)U) L Z (DOc O g c �, l- °� E ° a c N � rn 0- o O ° 2 O fn Z rn O a`Di C ;� x H m o r- 0 a) ° IZ o n 0) C:_ i2 In CU U U Caa)) o U U yr L a m 0 0 rn U L a) a E U � O a � m �U 0 C � U L !n C O t6 O n� U)Q) � E I— L- 0 Q m N O C O N O 0- z Q J IL z w w w 4� �. — .f — LEGEND 445 446 UCATV-,,-"' ` / ' / \ \ `� / / / \' / / \� " \ • * 448 449 — — • — ' dd / STORMWATER MANAGEMENT FACILITIES EASEMENT AREA \ c /� �� < 1 \ , \ ` ` • e d / b`� / / / CRITIC,4L �. �1t7 _ \�1' �S� / o� r / / • d• / / / SLOPS (TYf�.) _ f _ \ � 6, i I \�"� \ � . - � ♦ �� e I. ` �/` , / / / I % / ' / / / /' / / ,' / i \ \ \ \'\ / \\\ \\ \ \ \\ \\\\` /�v,\// \\ \\—=/�GP/ \\\ \\ j\ `Q. � ^�� _ \ !c .dap `�. " �\ \ \\ \ \ _ , \� _ _ _ _�-- , , REFER TO PLAN TITLED KESWICK HALL ADDITIONS AND \ ,' _ _ J SITE IMPROVEMENTS" SDP-2018-016, WP0201800020 & ��'o � - / \' 1 \ - - \� - -�� \ WP0201800078 FOR DESIGN INFORMATION. \ \ \\ \ ( /' \ \ , - _ -/ f ' \ GCT \ � - _ _ _ - - Tom•- ) / \l\ \ J\' \ ��`L\ \ \\ _ - - _ , / \ \ , 1� '�\`• � I // 2' GRAVEL FILTER STRI`I '- (SEE SHEET C1.1) aYP� / SANITARYMH TOP=435.65 \ \ \ \ ` \_ _ _ w L INV IN=427.76 \ \ ; \ , — — \ , — — — — — / \ _ — —� 0-* UCT ® — _ 43 I ! ` I el 1. / N 5.6 INVOUT=427.02 ---_----------- ___— ^, 440 Nl ARIx- Y MANHOLE _ — _ _ _ _ _ _ _ _ _ _ _ _ - - - - - _ _ - -437 I _ _ \ / �\ 4\ \ \ \. I' \�I' / — 435 \ 43g �cT \ � . 34 \ \ \ \ c\ c \ � � � \ \ , • J � \ \ / / / / / / / 3/ / I a _ \ 1 : ' / / -- ` `4`34 —' i' • \\ \ / ® \�\\ \\'�' \x \ s -.� 438 J 29 / \ Aga 9. rb Dl SA No — —�\_ / �—\ \ \\ I• \ \ _ \\ �•aJ 437 �\ \ \ \ I / cs� s \ \ \ 436 1 \ \ \✓\ __ \\\ • • Q a• 1—ate—^ / // -N,�, 42 \ �\�\ \ \ \ W� "sr \ \ \�� \ \\ / 4 I / / , / / / / / / D \ .a, / N3CTBA ,� — Q tss I �/ / \ 25' G/ __------_ I woo \ / \\ \ •4 \ \\ / 1 \ ' / ' %�N / f\ G _ -433- _ - _ _ / y / N N �d: \/\ \ \ \ \ ` 4• \ \`. \ I \ / \ I / j /� �''y�/ / \ _ _ - ele 'WHITE p E OAK 14" \ TE OAK 12" WHITy - _ _ - - - - _ - - _ / - \ \ \ • \ \ • AI \ \ s-431 F - •\ e \ • M // / 12" WHITE OAK I / / / \ , .n •. 1 \ N L 1 \ 15'=WULTQAif \ \ \ - _ / \ \ / / `: \ O \ \ - - _ - _ � - - - - - - - - - - - - -429 30" WHITE \ \ 4 DECIDUOC/5 \ \ \ ` ` - - - - - _ O \'\ \ WHITEOAIC\ \\ \\\_ S C\ -aIv G \\ <a - ` �_ \\ 429 \ a - 1 y \ 2 GRAVEL FILTER STRIP / 20�WH�T.EOAK \ ' — _ i/ '. /% I I II I I / / / _ _ _ \ \ \ \ \ '� ` \ \ (SEE SHEET C1.1) (TYP.) \ _ — — Niz- \ \ r \ \ \ \ \ \ \ \\ \20" WHITE -OAK` \ ,PROP'OSED III \ \ 43 \ \ \ \ 6" WHITE OAK,,,, \'/� \ \ ` \ Z - - "/ / / / ,' > \ I I I I I \ \ D o \ \ \ \ \ 1 5' / 14" WHITE OAI� 'SPA \ 24"WHITE, OAK 8" WHITEO,4K 12" WILT€ OAK \ ` \ \ 1 ^ \ \ \ \ \ \ \4„WHITE OAK \ \ \ 24" WHITE OAK \ \ \ \ OAK 6 IDUOUS \ \ \ ` \ 14" WHIT€ QA \ \ \ \ —_\ �4js \ \ \\ \\ 4 2g \ 1 \\ / 24' WHITE OAK �4 WkfITE OAK \ \ \ \ \ \ \ \ \ \ Z / ' / / / / ' \ \ - ❑ / \ 27" WHITE OAK \ 14RIl\lE 422 / 4"DECIDUOUS47> \ \ � v �1 \ \ _ \\\ v _ v ` _ _ _ 420 / , A\v1\\\v� I \ 11 \ \ \ \ \ 16" PINE \ \ \ \ \ \ \ \ q?JE WHITE OAK 1- I / ' \\\' I - \ I 1 I II \ \ \ \ I 2 �/ ) 6" PINE l 112" DECIDUOUS 1 \ ' \\ ' l - 15" M PLE I I \ \ — / _ 432 2 " WHY T / \ \ \ ( \ \ \ _ 22" WHITE OAK I / WETLANDS \ \ \ �0" MAPLE \ / \\ \ \\\ \ \ l ' / r _ - - _ / / \\\ / \ \ \ I- _ \ \ / %91- \ 414�\-_\�\\_\\ l /-_/----' \ /�K \ __ \ \ \ ' / 10"DECIDUQUS / �' / / / / / / \ / \ \ \ \ 18„ MALE I 15" WHITE OAK l WPO BUF \ \ / 6"MAPLE \ < / „MAPLE / f MAPLE, \ I \ \ \\ 12'-INLi/O TEAK \ I I \ \ \ \ \ / - 15" WHITE OAK \ 413 \ ` �I� OAK ^ / Q5" WHITE OAK I I \ \ \ \ \ I 412 10" DEC DLCIDUOCkS EMJU US` - \ „WHITE OAK 6" DECIDUOUSco D20 HITS A \ 6 DECIDUQUS: 1 \ \ �' I \ ✓ > f : 10 DECIDUOUS 7" DECIDUOU 20" DECIDUOUS - 1 a / , . 15 PINE\ 4 \ \ \ \ \ \ I 1 \ \ \ 1g \ / / \ DECIDUOUS \ 26" WHITE OAK 10 DECIDUOUS \ \ \ \ \ \. / I �\ d l 18" DECID OL'/S v I ) \ 1 \ \ �I//� : 10 WHITE OA�:: � 6" DECIDUOUS / / :: I � DECIDU019S \ :. I EXTENT OF BAMBOO \ \ \ \^ \ \ \ \ \ \ \ \ \ \ r I \ \ \ CID\ \ \ ` / I \ \ \ \: / \ I 1. \ i 4" DECIDUOUS \ 1 ' / 24" DECIDUOU� \ \ \\ l l r \\ 28" WHITE OAK 5" DECIDUOUS 411- �5,DEDIDUOU� f\ \ m / \ \ \\ / / \ \ 14� l4/HITE OAK \ \ \ \ \ I \ \ \ U CRAIGW J. L91'AI?SKI � Lic. No. 0402048507 'k!. ONAL M E 0 ul N OU N V) C > E w E ~ U �; 3 QH LL 0 LL o w O JLu U � H � z�o� O U-)x oQ =� Ln _ N = U j H Q rn O N M a � 00 J k-0 F- H N a � o DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE 1 "=20' JOB NO. SCALE 1"=20' 40241 co 0 20' 0' 00 4 p SHEET NO. z C6.6 0 0 a; U C a) m 0 c� co ao 0 El- 0- a) co Z3 a) 0 a= u) c m n3 c 0 0 (D a �O a) 0) L Z �O 0 E° - i c N ns N c a_ 0 Z U) O � fl. x H u 0 a) 0 0-- 0 n 0) cn co U U c aa) 0 U U yr 2 am L m o 0 a) 0 E� 7 O U � 0 0 070 ns 'U J U) o m U as � U 0 0 c� n 0 U)Q) T xl 0 NOTE: CONCRACTOR TO FIELD VERIFY THE DEPTH OF EXISTING UTILITIES AND NOTIFY ENGINEER IF A CONFLICT EXISTS. CRAIGW J. ,9FAI?SKI Lic. No. 0402048507 455 455 O YY M O o N U N c w (3 E 4- I611 .- U V 3 a LL 46 LL o 0 L w O roce J U � W J Lf N rn U U) No Lu �O�x O o a =3 a cn = � = U > � ~ Sri w ti o °� 0 v � z m � O Ln 00 -j � � CD Lu �~ > W :; Q Z Lu Q O ::: 7) O \ C� Q 2 � 0 w w = O U Q a O 0 ~ > � DATE Z) O >- 0110612020 DRAWN BY rINV +00.00 STA 11 +29.58 Cl2.81 2 TOP 429.10 9+50 10+00 11+00 12+00 FIRE+OWATERLINE 14+00 15+00 16+00 17+00 C. GAYNER 15.82 (BUILDING-C1)T 415.82 (C1-C2) INV O 421.04 (2-3) INV OUT420.84 (1-2) HORIZ SCALE: 1"=50' • DESIGNED BY VERT SCALE: 1 "=5 TI STA 10+32.26 rINV 00.00 rINV +88.16 @ A. ALLISON TOP 423.66 7.50 8.45 NV IN 415.34 (C1-C2) 18.52 (EX) 21.83 (EX 8") CHECKED BY INV OUT 415.34 (C2-EX) 17.97 (1-2) T 421.63 (2-3) NOTE: ALL UTILITIES HAVE BEEN SHOWN AS APPROXIMATE. CONTRACTOR TO T 417.77 (EX. 8") VERIFY UTILITY ELEVATIONS PRIOR TO THE START OF CONSTRUCTION. • C. KOTARSKI 440 440 440 440 440 440 455 455 • SCALE • 1 "=50' MIN a V / ~ z J > W a J u- 50 QQ O Uw J a 0 w 9+50 SSWR C 1- C 2 10+00 11 +00 9+50 1°+°° SSWR 1- 3 11+00 12+°° 12+50 9+50 1°+00 DOMESTIC 1 +WATERLINE 00 12+°° 12+50 9+50 1°+0 L O W VOLTAGE COMM. DUCT°BANK 13+00 0 5 ,^ couj PROFILE SCALE v, HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 C) JOB NO. 40241 SHEET NO. C7.0 435 435 430 430 PROPOSED GRADE 425 425 EXISTING GRADE 420 420 3.5' MIN EX. 8" SSWR 415 415 C 1-C2 32.26' OF C2-EX 4" PVC 29.60' OF @ 1.50% „ @ 1.50% 410 410 405 405 435 435 PROPOSED GRADE EXISTING GRADE STRM PIPE 430 129 430 STRM PIPE 123 425 � 425 PROP. � WATERLINE �- 420 -/ �E 420 g° PVC OF 1.00% 12g 5B, 8" PVC @ 415 415 410 410 405 405 8"X6" REDUCER STA 10+18.27 450 450 EXIST. 3" TIE TO 8" �� WATERLINE STUB OUT � EXISTING \ GRADE 445 445 3' MIN EXIST. UNDERGROUND POWER EXIST. 3" � WATERLINE 440 440 22.5°+ 5° BEND \ STA 10+39.75 EXIST. COMM. LINE EXIST. 3" 435 WATERLINE 435 90° BEND \ STA. 11 +19.94 � PROPOSED 22.5°+45° BEND � GRADE STA. 11 +31.76 430 430 22.5° BEND STA. 11 +59.26 � v EXIST. 6" DIP UNDERGROUND FIRE LINE 3`MIN 425 POWER 425 11.25 BEND STA. 1�+51.20 \ STRM PIPE \ 45� BEND 109 � STA. 1 +83.99 420 45 BEND 1.5' MIN � 420 STA. SSWR PIPE 6" RIP 3-2 45° BEND FIRE LI E STRM PIPE STA. 13+90.32 103 415 45° BEND 415 45° BEND 1.5' MIN STA. 15+40.90 I� TIE TO SPA 45° BEND BUILDING STA. 15+55.14 410 410 435 435 PROPOSED GRADE 430 430 STRM PIPE 111 1 EXISTING GRADE \ 425 425 1.5' MIN 3' MIN � STRM �IPE \ 103 420 � 420 TIE TO EXIST. \ WATERLINE. 6" DIP FIRE LINE 415 „�° o�,,,� 415 STA. 11 +20.34 6" DIP FIRE INE 1.5' MIN 410 410 TIE TO SPA BUILDING 405 405 450 450 CONC. ENCASEMENT � EXIS . \ UNDERGROUND 445 POW R 445 \ � EXIST. WATERLINE 440 � 440 EXIST. COMM. LINE EXIST. \ \ WA ERLINE EXIST. 435 G GRADE 435 EXIST. EXIST. � WATERLINE UNDERGROUND � � PROP. POWER GRADE STRM PIPE 430 430 (2) 4" SCH 40 PVC CONDUITS c�. 425 425 CONC. ENCASEMENT RE ER TO ARCH./MEP DRAWINGS FOR FINAL BUILDING 420 CONNECTION DETAILS. 420 WEIR PLATE - SWM 3 180 LF 60" CMP TOP: 427.00' BOTTOM: 422.00' - cn N Q J a d7 W CDr Q CD N C O Z O ++ N CO r W- "tO N OO> C/) z 440 z Q CO Q J W OCy, W N 2 N N M N O .� c� M Cfl O N N CO 'It+o� H o'tZ O U)�Z Z O - '� r r H rn rn rn 118: DI-3C 6 ft Throat U M Lo � � "t STA 11 +86.89 m CN ++ � TOP 428.57 Z Z_ p INV IN 423.12 (119) o � ap > > > INV IN 423.71 (127) INV IN 424.90 (129) INV OUT 423.02 (117) 440 435 435 EXISTING PROPOSED GRADE GRADE i 430 430 3' MIN. s 123 e 0' 425 12„ OF P @300 425 121 7 .53' OF 0 2.84' 119 12�' HDPE 37.05' OF 117 3.00% 15" HDPE 88.94' OF 420 ° 15" HDpF 1.00% 420 SSWR 1-2-@ 415 415 9+50 10+00 11+00 12+00 STR124 - SWM3 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 z 65 QW mF- U)� Q C� OJ J Z) U z Z 0� i::- 0 U O rn � c5 0 r- o 0 N 00 Lfl � N (.0 (0 0-) m �t LO + Ln f- 2_`tz O M� 0 > > O �coF z T O LO �- N U c) . M + N ~ 0�0 Qa O> �c/) I— _Z 440 EXISTING 435 GRADE 43 PROPOSED GRADE 430 43 3' MIN. 425 440 115 SWM 3 27.00' OF 180 LF 60" CMP 12" HDPE TOP: 427.00' @ 1.00% BOTTOM:422.00' 420 415 41 112: MH-1 114: DI-3C STA 10+29.79 STA 10+00.00 TOP 430.19 TOP 429.79 INV IN 425.12 (113) INV OUT 425.41 (113) INV OUT 425.02 (111) 440 435 F EXISTING GRADE GRADESED 430 3' MIN. 425 113 1.5' SWM 3 29.79' OF MIN. 180 LF 60" CMP 12" HDPE TOP: 427.00' @ 1.00% 111 BOTTOM: 422.00' 420 23.98' OF PROP. 3" VC 12" HDPE WATERLINE @ 1.00% 13+00 13+50 9+50 10+00 11+00 STR116 - SWM3 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 o o = � O - O co p N O = -,t t _ + 00 ° c O ..o ._o a > > Ln �o M v Cfl �j�ZZ �N N O� M O� N M N p M � i O rn 0 N OM ��O) N - O�� 00 _ItH O + co Z 4.115 ►H'y \ 430 430 1 EXISTING 425 1.5' 11 GRADE PROPOSED 425 IN. GRADE 420 S 109 420 8 F OOi PROP. 6" DIP WATERLINE 2' _ M N 415 \, 415 10? S� ?3, 18„ NDP F 1.5' @ 3.00 E MIN. 101 410 PROP. 3" PVC & 6" DIP 105 103 82 5 ' 410 24" HDPE WATERLINES 36.95' OF 116.56' OF @ 1.14% 18" HDPE 24" HDPE @ 1.00% @ 1.00% 405 405 9+50 10+00 11+00 12+00 13+00 SWM3 - STR100 14+00 14+50 430 15 10 9+50 N J (M O o c� 120: DI-3C 6 ft Throat o0 0 � STA 10+03.98 Z + TOP 428.57 000 INV IN 423.59 (121) N Q p > INV IN 423.59 (125) z INV OUT 423.49 (119) PROPOSED GRADE lull GRADE I 125 3.98' OF 8" HDPE @ 1.00% 415 9+50 10+00 11+00 STR114 - SWM3 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 430 425 420 415 410 10+00 11+00 11+50 STR126 - STR230 430 15 10 9+50 440 SWM 3 180 LF 60" CMP TOP: 427.00' BOTTOM: 422.00' 41 11+50 (n N Q a No 118: DI-3C 6 ft Throat O ~ Uj o N STA 10+31.21 Z � ao o `" � TOP 428.57 Nwo INV IN 423.12 (119) 66 � Q a O INV IN 423.71 (127) N O 0 I- O Z INV IN 424.90 (129) � ~ INV OUT 423.02 (117) 430 PROPOSED GRADE EXISTING 425 rRnnF 127� 31.21' OF 12" HDPE @ 1.00% 10+00 11+00 STR128 - STR118 420 415 410 11+50 r Q m U) Q J n W Z (� op W o :2 MO 0 430 15 10 O� N O O 0o LO N 0 = + O N d O 118: DI-3C 6 ft Throat F- O z STA 10+04.04 TOP 428.57 INV IN 423.12 (119) INV IN 423.71 (127) INV IN 424.90 (129) INV OUT 423.02 (117) 430 425 420 50 415 410 9+50 10+00 10+50 STR130 - STR118 HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 0 5 PROFILE SCALE Q CRAIG W J. KOTARSKI Lic. No. 0402048507 M >_ O M O (V Vi N c > >_ E W ~ LU U QLL o C) L w 0 o' 11J M Qa J U co W J - Ln oM ON C�� W z I- , � ~ z 3:0 U) x O LL- H Cn = N =UQ- ~ U') c � C)mN W p ti Ln O v OJ J U ~ > W w z °C O W Q � O O (D Q 0 � 0 w > wQ) = U Q W � N z Q p � DATE Z) O }' 0110612020 DRAWN BY C. GA YNER • DESIGNED BY • A. ALLISON • CHECKED BY • C. KOTARSKI • SCALE • 1 "=50' • • JOB NO. 40241 SHEET NO. C7.1 MATERIALS LEGEND WALLS, STEPS, STRUCTURES PAVING TYPE PAVING FINISH/PATTERN DETAIL NOTES O ASPHALT - VEHICULAR -- -- SEE CIVIL DWGS FOR NOTES & DETAILS O CONCRETE CURB - VEHICULAR SEE CIVIL DWGS FOR NOTES & DETAILS O REINFORCED TURF -- -- SEE CIVIL DWGS FOR NOTES & DETAILS O PERMEABLE PAVERS - VEHICULAR -- SEE CIVIL DWGS FOR NOTES & DETAILS O CONCRETE - PEDESTRIAN MEDIUM BROOM 1 /1-2.00 INTEGRAL COLOR TBD FINISH UO STONE PAVERS ON SLAB TBD 2/1-2.00 COLDSPRING 'ROCKVILLE WHITE' O CONCRETE - VEHICULAR MEDIUM BROOM SEE CIVIL DWGS FOR NOTES & FINISH DETAILS Q N M N O N 0 N 16 0 O D CO L E i W W t 0 J / 0 a� V) Ln Q 0 / 0 a� Vi m O / n Q U / .N 0 0 / r U a� 0 L r N O 0 00 / OVA SYMBOL WALL TYPE FINISH/PATTERN DETAIL NOTES O FOUNTAIN TBD 6/1-2.00 STONE TBD © KESWICK ESTATE MONUMENT -- 5/1-2.00 © FREESTANDING WALL STUCCO 3/1-2.00 PRE CAST STONE CAP O CONCRETE STEPS MEDIUM BROOM 4/1-2.00 FINISH NOTE: SEE STORMWATER MANAGEMENT SUBMITTAL BY CIVIL ENGINEER FOR PERVIOUS PAVING CALCULATIONS. 0 10' 20' 40' O NELSON BY RD:: WOLTZ 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 STAMP PROJECT NAME KESWICK HALL LANDSCAPE ALBEMARLE COUNTY, V I R G I N I A KESWICK HALL SPA PROJECT NO.: KSH 1806 DRAWN BY: CP, BO CHECKED BY: EG DRAWING TITLE MATERIALS ENLARGEMENT PLAN DATE: JANUARY 06, 2020 SCALE: 1 " = 20'-0'' DRAWING NUMBER L I .10 1 '—OII 8'' CAST STONE CAP CONCRETE WITH LIGHT BROOM FINISH "' WIDE SAW CUT CONTROL JOINT, DEPTH OF JOINT TO BE ONE-THIRD THICKNESS OF SLAB. SPACE JOINTS AS SHOWN IN PLAN. SEE PLAN FOR LAYOUT OF JOINTS IN SPECIFIC AREAS REINFORCED CONCRETE SLAB COMPACTED AGGREGATE COMPACTED SUBGRADE N CONCRETE PAVEMENT - PEDESTRIAN SCALE: 1" = 1'-0" k. Q N N O N 0 N 16 0 D c- 0 a) V) CD 5 KESWICK ESTATES ENTRANCE MONUMENT i L2.00 SCALE: 1 /2" = V-011 0 a� V) 0 Q 0 i - 0 a� V) m 0 i 0 Q U i 0 0 U a� 0 Q_ STONE PAVERS ON CONCRETE SLAB SCALE: 1" = 1'-0" SECURITY LIFT GATE - FINISH MORTAR RESTRAINTS AT EDGE OF PAVERS WITH WEEPS STONE PAVERS SET HAND -TIGHT, W/ SAND -SWEPT JOINTS 1" MUD/MORTAR BED REINFORCED CONCRETE SLAB WITH BROOM FINISH IN DIRECTION OF SLOPE, COMPACTED AGGREGATE, VDOT #21 A cJ COMPACTED SUBGRADE ---- 1" THREE COAT STUCCO TO ALL EXPOSED FACES CONCRETE CORE REFER TO STRUCTURAL DRAWINGS SEE MATERIALS PLANS FOR ADJACENT SURFACE TYPE COMPACTED BACKFILL - ':yv- �\—_ h 0 FREESTANDING STUCCO WALL SCALE: 1 " = 1 '-011 FREESTANDING STUCCO WALL 6 FOUNTAIN SECTION L2.00 SCALE: 1" = 1'—T ADJACENT PAVEMENT; VARIES, SEE MATERIAL PLANS 1 /2'' EXPANSION JOINT WITH CAULK TO MATCH CONCRETE COLOR (TYP) 1 REFER TO STRUCTURAL DRAWINGS S410 FOR REINFORCING AND CONNECTION INFORMATION / CONCRETE WITH LIGHT BROOM FINISH Zx R 1 /2 ''AT NOSING l'-0" TYP 1 /2 EXPANSION JOINT WITH Q a9 a ° .� CAULK TO MATCH 1 % SLOPE CONCRETE COLOR (TYP) L \0 a \ 211TYP °a _ •tea o �° a _ 1 y a _— d • a 1 1-011 — — a© 4 ° a 4 d 11 COMPACTED SUBGRADE III' —I I- #4 X 12" LONG SMOOTH DOWEL @ 36'' O.C. (TYP) SET IN GREASED SLEEVE ON ONE SIDE CONCRETE STAIR SCALE: 1" = 1'-0" 'ER SURFACE 'PER BUBBLER FOUNTAIN 1 500 GPH RECIRCULATING 0 MEXICAN BEACH PEBBLES 11CK LIGHT STRIP; SEE LIGHTING JS 12" X 24'' GRANITE COPING; ;MAL FINISH ON ALL DSED SIDES; SEE PLAN --K WATERPROOF COATING ERSTOP ACENT PORCELAIN PAVING; SEE J 3NC SLAB W/ W2.9XW2.9 WELDED WIRE 'IC ON 6'' #57 STONE BASE i PSI REINFORCED JCRETE FOUNDATION 1 WALLS 57 STONE BASE ,_,�IPACTED SUBGRADE NELSON B Y R Dm m W 0 L T Z 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 STAMP PROJECT NAME KESWICK HALL LANDSCAPE ALBEMARLE COUNTY, V I R G I N I A KESWICK HALL SPA PROJECT NO.: KSH 1806 DRAWN BY: CP, BO CHECKED BY: EG DRAWING TITLE SITE DETAILS DATE: JANUARY 06, 2020 SCALE: AS SHOWN DRAWING NUMBER N 0 10 0 00 L2,000 Planting Schedule Existing Canopy Cover LEGEND 0 /-1- EXISTING TREE TO REMAIN EXISTING LARGE OAK 00/ TO REMAIN + PROPOSED TREE + ) PROPOSED SHRUB 0 o a RE STABILIZATION MIX WET SWALE MIX ENTRY GARDEN MIX REINFORCED TURF (5329 SQFT) NOTE: SEE SHEET L3.10, L320, & L3.30 FOR TOTAL PLANTING AREAS AND PLANTING SCHEDULES -�At111 11111 0 0 N O N 16 O T 0 D T� V U <0 L N w o co / 0 0 V) 0 Q O / Ln 0 c- Vi M O / Q U .N (D of O (D V) C) C- r) U 0 0 r NI O O 00 / OVA Quantity Units Scientific Name Common Name Size Spacing Area of Canopy Total Canopyin 10sf rs Y (sf) Coverage (sf) 13 pcs LARGE CALIPER TREE 13 Fagus grandifolia American Beech 6" cal. B&B as shown 227 2951 6 pcs MEDIUM CALIPER TREE 4 Acerrubrum Red Maple 4" cal. B&B as shown 177 708 2 Magnolia virginiana Sweet Bay Magnoli 3" cal. B&B, multi stem as shown 113 226 20 Thuja occidentalis Eastern White Cedar 4" cal. B&B as shown 10 200 28 pcs SMALL CALIPER TREE 1 Acerleucoderme Chalk Maple 2" cal. B&B as shown 88 88 12 Betula nigra River Birch 1" cal. B&B, multi stem as shown 397 4764 24 Juniperus virginiana Eastern Red Cedar 2" cal. B&B as shown 16 384 Proposed Tree Canopy Coverage 9321 Area of Canopy Total Canopyin Quantity Units Scientific Name Common Name 10sf rs Y (sf) Coverage (sf) 20 pcs EXISTING TREES 5 Juniperus virginiana Eastern Red Cedar 16 80 2 Cornus florida Flowering Dogwood 124 248 3 Quercus alba White Oak 243 729 10 Deciduous (not identified) Deciduous (not identified) 100 1000 Subtotal Existing Tree Canopy Coverage 2057 Existing Tree Canopy Coverage*1.25 2571 (1) ACER LEUCODERME (2) MAGNOLIA VIRGINIANA (9) FAGUS GRANDIFOLIA (24) JUNIPERUS VIRGINIANA 0 10' 20' 40' O NELSON BY RD:: WOLTZ 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 STAMP PROJECT NAME KESWICK HALL LANDSCAPE ALBEMARLE COUNTY, V I R G I N I A KESWICK HALL SPA PROJECT NO.: KSH 1806 DRAWN BY: CP, BO CHECKED BY: EG DRAWING TITLE TREE PLANTING PLAN DATE: JANUARY 06, 2020 SCALE: 1 " = 20'-0'' DRAWING NUMBER L3,a 10 U O LJO 0 N O N 16 O 0 D U <O L i E W O N C7 S= 0 a� V) a Q Cri Ln / a� Vi C) O Q U �rnrn VI .N N n O / N O r U a� 0 r N O / O 00 OVA LEGEND 0 EXISTING TREE TO o o a RE STABILIZATION MIX REMAIN WET SWALE MIX 0 EXISTING LARGE OAK TO REMAIN ENTRY GARDEN MIX REINFORCED TURF (5329 SQFT) 0 PROPOSED TREE OPROPOSED SHRUB NOTE: SEE SHEET L3.10, L320, & L330 FOR TOTAL PLANTING AREAS AND PLANTING SCHEDULES Planting Schedule cont'd 109 pcs LARGE SHRUBS 52 Corn us sericea Rid -twig Dogwood 7 gal. as shown 72 3744 57 Viburnum rhytidophyllum Leatherleaf Viburnum 7 gal. as shown 22 1254 37 pcs SMALLSHRUBS 37 Ilex glabra 'Shamrock' InICberry 3 gal. as shown Proposed Shrub Canopy Coverage 4998 2885 sf WETSWALE MIX Selection of hydric native shrubs & forbs 25% Shrubs species tbd, 50% Perennials assume 7gaL shrubs, 1 gal. perennials & grasses 25% Grasses 9752 sf ENTRY GARDEN MIX Selection of dry tolerant native shrubs & forbs considered "pollinator" species, i.e. species with showy blooms attractive to bees and butterflies. 25% Shrubs species tbd, 50%Perennial assume 7goL shrubs, 1 gal. perennials & grasses 25% Grasses 13105 sf RESTABILIZATION MIX Selection of shorter native shrubs, grasses, & forbs with emphasis on drought tolerance, minimal mainten nce, & year round interest. 25% Shrubs species tbd, 25% Perennials assume 7goL shrubs, 1 gal. perennials & grasses 50%Grasses - o00000000 0V' \ o000000000 47V \ ♦ o�000000o� ♦ o000000aoo��o� \ ♦ o0000000 �!j 0� D V V V V V D V 19-V V C \ �q ♦0000000000�q q ♦ 7 7 7 0 7 7 '7 7 C \ \ ♦ 7 D 7 7 D Q 0r'7,--7_7 ♦ 7 7 7 0 V Q 7o0000000000070 o0000000 _ 0 0 0 0 0 0 0 44P . o000 � ) oo� - - 4 1 • o0000 4111* o0 **Ir■■i Alk, lop , - mr NELSON BY RD:: WOLTZ 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 STAMP PROJECT NAME KESWICK HALL LANDSCAPE ALBEMARLE COUNTY, V I R G I N I A KESWICK HALL SPA PROJECT NO.: KSH 1806 DRAWN BY: CP, BO CHECKED BY: EG DRAWING TITLE UNDERSTORY PLANTING PLAN DATE: JANUARY 06, 2020 SCALE: 1 " = 20'-0'' DRAWING NUMBER L3,020 FINISHED GRADE SEE PLANT LISTS z FOR SPACING — 2'' DOUBLE -SHREDDED HARDWOOD MULCH CD EXCAVATE & TILL SOIL TO 12'' MIN DEPTH & AMEND NATIVE SOIL W / 25% DECOMPOSED ORGANIC COMPOST II 111 111 111 I II 111 111 I II 111 111 111 I II 111 111 111 I I s u B G RA D E III1 I I-1 I I1 111 111 111 I 1=1 111 111 I I1 111 111 111 I 1=1 I I1 I PERENNIAL AND GROUNDCOVER PLANTING DETAIL SCALE: 1 /4" = 1'-0" 12" WIDTH FOR GROUNDCOVERS, 18'' WIDTH FOR SMALL SHRUBS 24" WIDTH FOR LARGE SHRUBS ARRAY PLANTINGS IN OFFSET GRID AS SHOWN IF NOT OTHERWISE SHOWN ON PLANTING PLAN PLANT BED CURB OR EDGE OF PAVEMENT 0 N LO O 0 6 (4� PERENNIAL AND GROUNDCOVER PLANTING LAYOUT 0 N ,, L3.60 SCALE: 1 /2" = F-0" 0 0 0 3 a 0 0 J 0 ALBEMARLE COUNTY LANDSCAPE REQUIREMENTS 0 0- V)I co 0 i Ln 0 M 0 i Q U i N 0 n ORDINANCE REQUIREMENT RATIO CALCULATION REQUIRED QUANTITY EXISTING QUANTITY PROPOSED QUANTITY 32.7.9.6 LANDSCAPING 5% OF PAVED PAVED AREA = 18,211 SF 911 SF 3,689 SF WITHIN A PARKING AND 0.05 * 18,211 SF = LANDSCAPING LANDSCAPING AREA PARKING LOT VEHICULAR AREA + 911 SF AREA WITH TREES WITH TREES OR SHRUBS ONE (1) LARGE OR OR SHRUBS MEDIUM TREE PER TEN 1 * (47 SPACES/10) = 7 TREES 38 TREES (10) PARKING SPACES 5 TREES 5 TREES 32.7.9.8 TREE CANOPY CANOPY EQUAL TO 113,256 SF GROSS SITE* 0.1 = 11,326 SF 2,571 SF 16,890 SF TOTAL TEN (10) PERCENT OF 11,326 SF CANOPY EXISTING GROSS SITE RETAINED (2,571 SF EXISTING + ACREAGE 14,319 SF PROPOSED) 1 i NOTE: PAVED AREA AND GROSS SITE ACREAGES REFER TO AREAS WITHIN THE LIMITS OF DISTURBANCE 0 SEE L3.10 AND L3.20 FOR ADDITIONAL CANOPY COVERAGE CALCULATION INFORMATION. U 0 0 _ N NO CD co 7 ALBEMARLE COUNTY LANDSCAPE REQUIREMENTS = L3.60 SCALE: NTS i z 3'' DOUBLE SHREDDED HARDWOOD MULCH ROUGHEN SIDES OF PLANTING HOLE REMOVE ALL WIRE & STRING FROM ROOTBALL AND ALL BURLAP FROM TOP ?3 OF ROOTBALL NATIVE BACKFILL SOIL AMENDED WITH 15% DECOMPOSED ORGANIC COMPOST 2 B & B SHRUB PLANTING DETAIL L3.60 SCALE: 1 /2" = 1'-0" 2"x2"x6MIN. HARDWOC STAKES. USE 2 STAKES P TREE AND SET OUTSI ROOT PACKA( 2''-3'' DOUBLE SHREDD HARDWOOD MULC TAPER AT TRUNK. MUL( TO WITHIN 2'' OF TRUI IN PLANTING ARE) REMOVE ALL WIRE STRING FROM ROOTB/ AND ALL BURLAP FRC TOP 13 OF ROOTB/ NATIVE BACKFILL SC AMENDED WITH 1: ORGANIC COMPC COMPACT SUBS( TO FORM PEDEST TO PREVENT SETTLI� 5 TREE PLANTING DETAIL L3.60 SCALE: 1 /2" = F-0" SET TOP OF ROOT CROWN 2" ABOVE ADJACENT GRADE SHAPE SOIL SURFACE TO PROVIDE 3' DIAMETER WATERING RING FINISH GRADE TREE PIT DEPTH=ROOTBALL DEPTH MEASURE BEFORE DIGGING TO AVOID OVEREXCAVATION PREPARE SUBSOIL TO FORM PEDESTAL TO PREVENT SETTLING WEBBED STRAPPING, ARBORTIE OR APPROVED EQUIV., LOOPED TO TRUNK. (2) PER TREE. NAIL OR STAPLE TO STAKE. SET TOP OF ROOT CROWN 2'' ABOVE ADJACENT GRADE SHAPE SOIL SURFACE TO PROVIDE 3' DIAMETER WATERING RING FINISH GRADE ROUGHEN SIDES OF PLANTING HOLE TREE PIT DEPTH=ROOTBALL DEPTH MEASURE BEFORE DIGGING TO AVOID OVEREXCAVATION DRIVE STAKES 6'' TO 1'-0" INTO UNDISTURBED SOIL BELOW ROOTBALL 3'' DOUBLE SHREDDED HARDWOOD MULCH ROUGHEN SIDES OF PLANTING HOLE PULL OR WASH POTTING MIX AND ROOT MAT APART TO DIRECT THE OUTER ROOTS INTO THE ADJACENT SOIL. DO NOT LEAVE CIRCLING ROOTS AGAINST THE ROOT BALL. NATIVE BACKFILL SOIL AMENDED WITH 15% DECOMPOSED ORGANIC COMPOST 3 CONTAINER SHRUB PLANTING DETAIL L3.60 SCALE: 1 /2" = 1'-0" SET TOP OF ROOT CROWN 2" ABOVE ADJACENT GRADE SHAPE SOIL SURFACE TO PROVIDE 3' DIAMETER WATERING RING FINISH GRADE TREE PIT DEPTH=ROOTBALL DEPTH MEASURE BEFORE DIGGING TO AVOID OVEREXCAVATION PREPARE SUBSOIL TO FORM PEDESTAL TO PREVENT SETTLING County of Albemarle Conservation Plan Checklist — To be placed on Landscape Plans (Handbook, pp III-284-111-297 for complete specifications) l . The following items shall be shown on the plan: ■ � r r r�ri�� rrr�r. ® Trees to be saved; ® Limits of clearing (outside dripline of trees to be saved); ® Location and type of protective fencing; ® Grade changes requiring tree wells or walls; ® Proposed trenching or tunneling beyond the limits of clearing. 2. Markings: ($l All trees to be saved shall be marked with print or ribbon at a height clearly visible to equipment operators. No grading shall begin until the tree marking has been inspected and approved by a County Inspector. 3. Pre -Construction Conference: ® Tree preservation and protection measures shall be reviewed with the contractor on site. 4. bmipment Operation and Storage: 11 Heavy equipment, vehicular traffic and storage of construction materials including soil shall not be permitted within the driplines of trees to be saved. �. Soil Erosion and StorniN ater Detention Devices: Such devices shall not adversely affect trees to be saved. 6. Fires: I® Fires are not permitted within 100 feet of the dripline of trees to be saved. 7. Toxic Materials: ID Toxic materials shall not be stored within 100 feet of the dripline of trees to be saved. K. Protective Fencing: I� Trees to be retained within 40 feet of a proposed building or grading activity shall be protected, by fencing. Fencing shall be in place and shall be inspected and approved by a County Inspector prior to grading or construction. 9. 'free Wells: IM When the ground level must be raised within the dripline of a tree to be saved, a tree well shall be provided and a construction detail submitted for approval. 10. Tree Walls: f?� When the ground level must be lowered within the dripline a tree to be saved, a tree wall shall be provided; and a construction detail submitted for approval. 11. Trenching and Tunneling: When trenching is required within the limits of clearing, it shall be done as far away :from the trunks of trees as possible. Tunneling under a large tree shall be considered as an alternative when it is anticipated that necessary trenching will destroy feeder roots. 12. Cleanup: Protective fencing shall be the last items removed during the final cleanup. 13. Damaged Trees: 21 Damaged trees shall be treated immediately by pruning, fertilization or other methods recommended by a tree specialist. NOTE: IT 1S THE DEVELOPER'S RESPONSIBILITY TO CONFER WITH THE CONTRACTOR ON TREE C43NSERVATION �-, REOUIREMENTS. OWNER ,S Ic;<WFVJ RE �iZ (DATE) CONTRACT RA.CT PURCHASER SIGNATURE r(DATE) 6 CONSERVATION PLAN CHECKLIST L3.60 SCALE: NTS Zola 5/1/06 Page 1 of 1 NELSON BY RD:: W 0 L T Z 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 STAMP PROJECT NAME KESWICK HALL LANDSCAPE ALBEMARLE COUNTY, V I R G I N I A KESWICK HALL SPA PROJECT NO.: KSH 1806 DRAWN BY: CP, BO CHECKED BY: EG DRAWING TITLE PLANTING DETAILS DATE: JANUARY 06, 2020 SCALE: AS SHOWN DRAWING NUMBER L3,s 60