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WPO201800078 Plan - VSMP 2020-01-06
TAX 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. 1/6/20 WP0201800078 AMENDMENT PLAN SUMMARY (M.S.P.A / WPO AMENDMENT) THE WPO PLAN HAS BEEN REVISED TO REFLECT A NEW BUILDING FOOTPRINT AND CHANGE IN THE SITE LAYOUT. PERMEABLE PARKING SPACES HAVE BEEN REVISED ALONG WITH THE ALIGNMENT OF THE LOADING DOCK ACCESS. UPDATES TO THE FOLLOWING SHEETS HAVE BEEN MADE ACCORDINGLY: DEMOLITION PLAN, EROSION AND SEDIMENT CONTROL PLAN, GRADING PLAN, STORMWATER MANAGEMENT PLAN AND QUANTITY CALCULATIONS, STORMWATER PROFILES & LANDSCAPE PLAN SHEETS. THE REVISED SITE LAYOUT REQUIRES AN UPDATED MITIGATION PLAN WHICH WILL BE INCLUDED PRIOR TO FINAL APPROVAL OF THE WPO AMENDMENT. KESWICK HALL SPA WPO PLAN AMENDMENT WPO-201800078 COUNTY OF ALBEMARLE, VIRGINIA 01/06/2020 SITE n LOCATION 616 731 zz Keswick Hall FOX HILL ROYAL ACRES 730 zso EIGHTS MAGRUDER 7aa Keswick 74a m FITZWOOD 2so VICINITY MAP 11f = 20001 b16 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 m kn COUNTY OF ALRFMARLE Department of Community Development 401 McIntire Road. North Wing Charlottesville, Virginia 22902-4596 Phone (434) 296-5932 Fax (434) 972-4126 July 24, 20I8 Williams Mullen CIO Valerie bong 321 E. Main Street, Suite 400 CharlottesviIIe, Va 22902 RE: SP201800001 Keswick Hall and Golf Club Dear ibis. bong, On July 11, 2018, the Board of Supervisors took action on your special use permit request to Amend previously approved SP200800042 to relocate and expand the spa and fitness center, add a pool 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 for 38 additional rooms (a total of 86 rooms). In addition, site changes to parking and circulation are proposed on Wax Map Parcels 080000000008Z0; 080000000060A0; 08000000000900 in the Rivanna District. 'rho Special Use permit was approved by the 13oard'5 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 PEFIMIT; • approval of and compliance with a SITE PLAN or a SITE PLAN AMENI)MENT; and • approval of a ZONING COMPLLkNCF CLEARANCE. Before beginning uses as allowed by this special use permit or if you have questions regarding the above - noted action, please contact Rebecca Ragsdale at (434) 296-5832 ext. 3226. smcercly, Megan Nedostup, A1Cp 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 C3.0 EROSION & SEDIMENT CONTROL NOTES AND DETAILS C3.1 EROSION & SEDIMENT CONTROL PLAN - PHASE 1 C3.2 EROSION & SEDIMENT CONTROL PLAN - PHASE 2 C3.3 EROSION & SEDIMENT CONTROL PLAN - PHASE 3 C4.0 LAYOUT AND UTILITY PLAN C5.0 GRADING AND DRAINAGE PLAN A ! Mn nikl� nl 1� nl ALl C6.0 STORMWATER MANAGEMENT PLAN AND QUANTITY CALCULATIONS C6.1 PERMEABLE PAVEMENT DRAINAGE AREA MAP C6.2 STORMWATER DESIGN TABLES AND CALCULATIONS C6.3 STORMWATER SUMMARY PLAN C6.4 STORMWATER QUALITY CALCULATIONS C6.5 PERMEABLE PAVER INSTALLATION AND MAINTENANCE C6.6 STORMWATER MANAGEMENT FACILITIES EASEMENT PLAN C7.1 PROFILES L1.10 MATERIALS ENLARGEMENT PLAN i � nn niTr nrTnn n Tnrr 1".1 nI,IT11. 1/ nl nnl TOTAL SHEETS = 21 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 IIALL AND GULF CLUB W13FRF.A8, the Owner of Keswick .Mall filed an application to amend a previously -approved special use permit (SP 200800042) for Tax Map Parcels 08000-00-00-008Z0, 0800(1-00-00-060A0, 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 laundry 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 2018-00001 Keswick l4all and Golf Club ("5.P 2018-0 1"); and WHEREAS, 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 Wi REAS, subsequent to the Planning Commission meetuag, the Applicant submitted an updated Conceptual Plaii 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, 2018, the Albemarle County Board of Supervisors held a duly noticed public hearing on SP2018-01. NOW, THEREFORE, BE IT RESOLVED that, upon consideration of rho foregoing, 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 § 18-33.8, 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 June 11, 2018 and the Narrative dated January I6, 2018, updated June 11, 2018. I, 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 of five to 2e�a as recorded below, at a meeting held on July 11, 2018, Mr. Dill Mr. Gallaway Ms. Mallek Ms. McKeel Ms. Palmer Mr. Randolpb A, a Cler�60.a,Me! tySuper APPROVAL DATE SP-2018-00001 Keswick Hall and Golf Club Conditions I. Development and use shall be in accord with the conceptual plan titled "Keswick 1 Iall & Golf Club Special -Use Permit Plan" prepared by Hart Idaweaton and dated June 11, 2018 (hereafter Conceptual PIan"), and narrative titled "Keswick Ilalland Golf Club Project Narrative" (hereafter "Narrative"), dated January 16, 2018, updated June 11, 2018, as determined by the Director of Planning and the Toning Administrator. 2. 'rho 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 orfiature dernand for residential users, the applicant shall seek and obtain all necessary approvals for expanding the system from the Virginia Department of tleaith, 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 Hall & 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 ofthe aforementioned water system improvement- 4. The applicant shall seek and obtain all necessary approvals by the Albemarle County Board of Supervisors for a water system improvement to support expanded permitted capacity of the water distribution system as described in the 2017 Water/Wastewater Plan before any building permit for the proposed improvements described in Phase I 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 and 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 heteia 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 sball be used only by the guests of the imi 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". S. All parking areas established or expanded after July 11, 2013 shall comply with a minimum 25-foot setback. 9. Keswick Road shall be the primary access. t -0 U CRAYG W J. Y,13TARSKI Lic. No. 0402048507 M E O O M U N [V O Q O > E W N E a+ ~ U) U <0 3: Q LL. o L 0 W 0 roL 0' W = M U co ('j W NT <_J)< o Q Q � Ln 2 c N = U >kD Q c Ln rn O4-1 (V a � L M 0- 00 J CL O (3 11 rAh O � N Q 0 DATE 01/06/2020 DRAWN BY C. GA YNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE N/A r� V 1 a ~ z J J ~ > L.L = z W o U W v0 ( 1_4 Q r n V W co Uj Q JOB NO. 40241 SHEET NO. C0.0 6 a; Cn U C 0 0 is Cn 3 m O 2- M sZ c ors 0 0 c Cn z� ce O 0 c m d � O n0 lY o O 2 co Z O f 2i O � s= T � E o � ar M U) a_o D U O C Z Cn Cn g x o w N 0 0 (3)O n o 0- ar U � O O U r6 0 0 0 0 - O O E-0 U � O z� �U O � U C M 0 O U Q o C/) 2 � E L- GENERAL NOTES GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL 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 Al17.1-03. 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. 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 ® EXISTING SANITARY SEWER STORM PIPE & STRUCTURE NO. �® DROP INLET & STRUCTURE NO. @-SANPROPOSED SANITARY SEWER CURB O PROPOSED SANITARY SEWER LABEL CURB & GUTTER WATER DRY CURB & GUTTER EXISTING WATER LINE PROPOSED PAVEMENT g" W PROPOSED WATER LINE PAVED DITCH 0 6" W PROPOSED VALVE JUTE MESH DITCH ITI . 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 6 Q C;?I YCiW. J. I grARSKI Lie. No. 0402048507 ,D,� r .'. 111 70'NAL :a M E 0 N 0 N � C > E w °J .;_ Q LL. o w O rLa ,q CY-1 W � M QJ U co o_ 0- J - Lri LU � o rn ,I-> � p N (j W z - O X LL- cn2 cN = U � > Q - c Ln rn O N L M d � oo J � � CL O Z O 7 FM z O a Z Oo V) V) w O � z � O v) U) w W °C O W Z Q O a E O Q � 0 � DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE N/A Q r ^ J Lf Q J DC J ~ LU Q = z Q �z O Q Uw I --I J Q r ^ LU LL r/^'� Vl w m O LU Q z JOB NO. 40241 SHEET NO C1.0 0 in L_ 12" MIN (TYP.) 1/2" R (MAX.) 8" FINISHED GRADE TYPE 21-B AGGREGATE BASE COURSE COMPACTED SUBGRADE 12" MIN 1.5"DIA GALV. (TYP.) RAIL (TYP.)-- 2'-10" EXP. (TYP.) 2'- 0" JOINT FINISHED GRADE 12" (TYP.) 1/8" WASH ° n114 a EXP. \CONCRETE JOINT °d \#3 REBAR (12" O.C.) 1/8' WASH 5" # 57 STONE 4 d a " 8% 11_0" 9 d (2) #5 REBARS, BOTTOM CONTINUOUS, 3„ 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 3,000 PSI MIN, THREE INCH ENVELOPE OF CONC. \ SURROUNDING. REFER TO DOMINION POWER DESIGN \ STANDARDS. (TYP.) % REFER TO DOMINION POWER \\ \\ \\ \\ \\ \\ DESIGN STANDARDS FOR \ \ \ \ \ \ DUCTBANK AND COMMS MANHOLE TYPICAL BEDDING TYPICAL (2) SCH. 40 PVC DUCT BANK SECTION DETAIL No Scale 2' RIVER STONE (12" DEPTH) 4" PVC PERFORATED UNDERDRAIN GEOTEXTILE FABRIC 0 0 0 0 o DENOTES GRAVEL FILTER STRIP ON PLANS O O O O GRAVEL FILTER STRIP DETAIL No Scale All ^' \METER STEEL FILLED WITH ;RETE. BOLLARD L BE PAINTED OW DAVEMENT 2'-0" DIAMETER ;.ONC. FOOTING BOLLARD DETAIL No Scale FLUSH CUR (BROOM FINISF 12" MP 4" 21 B STONE CONCRETE BUMPER BLOCK ANCHOR WITH 5/8" REBAR VIBEDDED 24" IN GROUND HANDICAP SIGN LOCATION (VAN) HANDICAP SIGN LOCATION (TYP.) D o 0 PAINTED PER 2% MAX. 18 VDOT SPEC. 8' 5' 8' 8' 8' — _ TYPICAL _ _ VAN _ ACCESSIBLE ACCESSIBLE HANDICAP SPACES TYPICAL PARKING SPACE DETAILS No Scale 18' PARKING (REFER TO SHEETS C4.00 FOR LOCATION) EDGE OF )AVEMENT \ 4" PAINTED STRIPE (TYPICAL) REGULAR SPACE 1-1/2" PERMEABLE SETTING BED AGGREGATE 4" 21 B STONE 9.75" #57 STONE UNDERDRAIN FABRIC (TENAX SUBGRADE SLOPE PIPE MS220B OR TO UNDERDRAIN EQUIVALENT) PERMEABLE PAVERS SECTION - LEVEL 1 No Scale RESERVED RESERVED PARKING PARKING I' I \ — PENALTY PENALTY $500 RIVE $M - $500 RE TOW AWAY ZONE TOW AWAY ZONE VAN 6' ABOVE ACCESSIBLE U ABOVE FINISHED I I 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 5/8" 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. .•.•.-41-41-•-•••-•-41-41-•-• --------•------------•- R SPECIFICATIONS 37 z32'z1^ HT: 46.2C OL LED STRENGTH: 233 PSI 1: HUPFJPP COPOLYMER R: BLACK LRBANGREEM PLASTIC PAVER I FREE DRAINING SAND. uRRANGREEM PLASTIC PAVER 'ARED SUBBASE 3RID ORNON-WOVEN GEOTEXTILE ARED SU BGRADE R= %4" ° 14" CONTROL JOINT SPACED AT WIDTH OF WALK EXPANSION JOINT AT MAX OF 100', WITH PREMOLDED EXPANSION FILLER CONC. WALK 4 d° ° d 4 °4 ° ° ° 4 0 0 0 0 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 O O O O O O O G COMPACTED SUBGRADE 4" 21-B STONE CONCRETE SIDEWALK JOINT DETAIL No Scale CURB TRANSITION DETAIL No Scale TABLE 1: TYPICAL SUB -BASE (D) THICKNESS REQUIREMENTS W1 GEOGRID (D) SUB -BASE APPLICATIONCOAD ' CBR STRENGTH OF THICKNESS (IN.) (SEE GEOGRID SUBGRADE SOIL MOTE 3) (SEE NOTE 1) >0 5 TX5 FIRE TRUCK AND 4-6 7 TX5 OCCASIONAL HEAVY VEHICLE ACCESS 2-4 11M2 TX7 1-2 19r11 TX7 >6 5 TX5 LIGHT VEHICLE 4-5 6 T%5 ACCEss AND SPILLOVER CAR 2-4 9110 TX7 PARKING 1-2 14118 T%7 CBR CALIFORNIA BEARING RATID GENERAL NOTES 1. IF CONTENN GEOGRID IS OMITTED, THEN THE TOTAL SU&RASE LAYFR THICKNESS MUST PE INCREASED BY 509A.IF SUSGRADF SOILS ARE IMPERMEABLE AND NC GEOGRID IS USED, A NON -WOVEN GEOTEX71LE Wf RECYCLED CONTENT IS RECOMMENDED AND SHOULD HAVE GOOD PFRMEABIt TY AND POROSITY (50-70 PORES PER SQUARE INCH). 2. IF AN UNDERDRAIN IS REC01RED USE 44MCH DIAMETER PERFORATED PIPE LAID AT MINIMUM GRADIENT 1:100 BEDDED ON GRAVEL IN TRENCH BACKFILLED WITH'DOT TYPE A' DRAINAGE STONE, COVERED WITH A WOVEN GEOTEXTILE FABRIC AND LEAPING TO A SUITABLE OUTFALL OR BIORETENTION AREA. DRAINS PLACED DOWN CENTER OR ONE EDGE OF ACCESS ROUTES UP TO 16.5 FT. WIDE. WIDER AREAS MAY REQUIRE ADDITIONAL DRAINS AT 10.5 FT. - 33 FT. CENTERS. DRAINAGE DESIGN BY SPECIFIER BASED ON 5PECIFIC 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 e, INCH MINUS CRUSHED ROCK WITH NO MORE TRAM 31LPASSWG THE 0200 SIEVE. MATERIAL SHOULD BE NEARLY NEUTRAL IN PH. 4. URBAHGREEN PAVER. GEOGRID AND GEOTEXTILES BY CONTECL{ ENGINEERED SOLUTIONS: 800.925.5240 INSTALLATION NOTES A THE CONTRACTOR SHALL COMMENCE THE WORK AFTER ENTIRE SUBG RADE HAS BEEN FINE GRADED AND COMPACTED TO SPEC WIT TOLERANCE. B. INSTALL SUBBASE COURSE MATERIAL OVER PREPARED SUBGRADE TO ELEVATIONS AND DEPTHS SHOWN ON PLAN. INSTALL MATERIi',_ 11 LILTS THAT r10 NGT EXCEED4INGHE3, COMPACTING EACM LIFT TO 5596 MOUIFlEU PRpCTOR Y]ENSITY. 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. PAVERS CAN BE CUT USING A HAND OR POWER SAW TO FIT AROiIND OBSTRUCTIONS AND CONTOURS. PIECES WHICH ARE LESS THAN HALF THE ORIGINAL SIZE SHOULD NOT BE USED. F. FILL PAVERS WITH THE SPECIFIED SAND. FILL MATERIAL SHALL BE INSTALLED TO THE TOP OF THE PAVER AND NO HIGHER THAN 1144NCH 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, FERTILIZING AND WATERING PROGRAM. A VERY LIGHT TOP DRESSING MAY BE APPLIED TD JUST COVER THE SEED AND 70 PROVIDE ADEQUATE GERMINATION CONDITIONS. H. IT IS PREFERABLE TO ALLOW THE GRASS TO FULLY ESTABLISH PRIUR 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. 24" SOLID WHITE LINE STOP (TYP.) 12' STD. (VARIES) R1-1 NOTE: STOP SIGNS TO BE 30" WITH STOP BAR DETAIL HIGH INTENSITY SHEETING NO SCALE SOLID WHITE LINE 6' 2 � � 2' (TYP.) (TYP.) STRIPING AND SIGNAGE DETAIL No Scale 2" R 4" CONC CURB AND GUTTER CLASS 3A, (f'c=3,000 PSI) CONCRETE X 6" 13" � p 7x ° p d p d Q p 4 4" MIN. 5V o L 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% ° a 4 d G d � ° d O COMPACTED SUBGRADE 4" 3,000 PSI AIR -ENTRAINED CONCRETE 4" TYPE 21 B STONE COVER DENOTES CONCRETE SIDEWALK PAVEMENT ON PLANS NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN ACCORDANCE WITH VDOT STANDARDS. CONCRETE SIDEWALK PAVEMENT SECTION No Scale EXPANSION JOINT WITH REMOLDED EXPANSION FILLER, "ZIP STRIP" OR EQUIV., SEAL WITH SILICONE SEALANT 1/4" SEALANT NON -SLIP BROOM FINISH WWF 6x6 W2.9xW2.9 2" d ° —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 2.0" BITUMINOUS CONCRETE SURFACE COURSE - SM-9.5A 8" TYPE 21 B AGGREGATE BASE COURSE 1\/� jCOMPACTED SUBGRADE DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS LIGHT DUTY ASPHALT PAVEMENT SECTION No Scale 6" TOP OF CURB r-- SURFACE d BASE 1211 4 a VDOT A-3 CONCRETE FLUSH CURB No Scale BBAc��' CONTINUE 21 B STONE BASE FROM ADJACENT PAVEMENT SECTION UNDER CURB WA CRAIG W J. KOTARSKI LIC. No. sJ402048507 COI �Y M >_ 0 0 U N � N � Q O >E Lu�E Q u- o 3:LL r-, L Lu O ro C W M Q< J U Oo Lu J ol- > O p N � a_ V) N (j w IZI- z H � 1 z O Q m a Z � N � O ur) , = U Q Ln (/) ~ Ln H4 c m W Z -JN p �-tj- O v ~ > W Lu °C O Z W z Q Q, ui � N Q � 0 U) O (2 (D O I— M Lu > W_ 2 U Q z O V1 > Z) O DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE Q r ^ J '—' 1— 4 Q J � J 1—I > I..0 Q 0 = z 0 �z O UW I --I J QC r ^ G W Vl Lu uj Q Z JOB NO. 40241 SHEET NO. C1.1 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 OOO Oa 18" MIN WIDTH GUIDELINE Opo�O 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/TAKEOFF) (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 ACC PTo PLANS 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 \ (T MIN. ON 8" - 24", 10" MIN. ON 30" (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4" - 30" FOR CORRUGATED HDPE 4" MIN ON 8" - 24" f BASED ON MANUFACTURING REQ.) (ADS N-12/HANCOR DUAL WALL, ADS/HANCOR 6" MIN ON 30" SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C900/C905, T 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 PERASTM A536 GRADE 70-50-05. 81• & 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 HDPE (ADS N-12/HANCOR 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 Ny1O IaS 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.INAME l 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. 02011 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 (3) VARIABLE SUMP DEPTH %B" R ACCORDING TO PLANS (6" MIN. ON 8" - 24", 10" MIN. ON 30" TYPICAL SEWER PIPE INSTALLATION IN TRENCH N TS FIG. S-3 TD-34 NO. 6 GALVANIZED STEEL STEP °• .� -"A N FRAME & COVER (SEE FIG. S-I-D,E) STREET SURFACE OR NON -PAVED AREA SLOPED AREA -� RUBBER COATED STEEL I„ STEPS CAST IN PLACE 3'-0 MIN PRECAST REINFORCED CONCRETE SECTIONS 12"" MIN "0" RING SEALS a 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 FLOWJIFILLETS CHANNEL TO BE 3/4 DIAMETER OF CONTRIBUTING a -- �- - SEWER.T ° ° ° 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. 4/2' - ALL STEPS SHALL PROTRUDE 4%2" FROM INSIDE FACE OF ., • .. • ' `O STRUCTURE WALL. TRANSITION BETWEEN MAXIMUM STEP SPACING TO BE 16" C-C. PIPE DIAMETERS WHEN DIFFERENT SIZES OF STEPS SHALL WITHSTAND A MINIMUM FORCE OF 300 POUNDS WHEN PIPES ARE ENCOUNTERED. '' ' ' • �- EXTENDED 41/2" FROM THE FACE OF THE SUPPORT. STEPS ARE TO BE VERTICALLY ALIGNED AND UNIFORMALY SPACED FOR THE ENTIRE DEPTH OF ANY STRUCTURE Lv J z I 0 0 12" / I / 7 0 3000 PSI CONC. BASE BENCH SLOPED TO FLOW CHANNEL 1 /4" 1' MIN BRANCH 2" FLEXIBLE CONNECTION LJ NOTE: WITH STAINLESS STEEL ALL CONNECTIONS TO BAND EXISTING MANHOLES SHALL BE CORED AND A FLEXIBLE CONNECTION " BOOT " o INSTALLED TYPICAL MANHOLE PLAN SHOWING BRANCH TIE - IN 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 A SLOPE TO DRAIN TO INVERT OF OUTLET PIPE SECTION A -A METHOD OF TREATMENT IN DROP INLETS (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS 4" MIN ON 8" - 24" BASED ON MANUFACTURING REQ.) ° AVAILABLE: 4" - 30" FOR CORRUGATED HDPE TYPICAL SECTION IN PRECAST UNITS STEPS MAY BE CAST IN PLACE, MORTARED (ADS N-12/HANCOR DUAL WALL, ADS/HANCOR 6" MIN ON 30" (DIMENSIONS MAY VARY WITH 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 � MINIMUM OF 3" EMBEDMENT STEPS DIFFERING IN DIMENSIONS, CONFIGURATION, OR MATERIALS THIS DRAWING IS TO APPLY TO THOSE STRUCTURES SPECIFIED SLOPE TO DRAIN PVC DWV (EX: SCH 40), PVC C900/C905, 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 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. r1 SURFACES SUCH AS BUT NOT LIMITED TO, CORRUGATED KNURLED, UP TO 4" IN DIAMETER AND CONSIST OF STONE, BROKEN BRICK, OR DIMPLED SURFACES. IS CONCRETE OR BROKEN CONCRETE BLOCK. THE SURFACE'.• SHALL BE LEFT SMOOTH BY MEANS OF HAND TROWELLING. NONE ALUMINUM STEPS SHALL BE FABRICATED IN ACCORDANCE WITH OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED. ASTM 8221, ALLOY 6005-T5. DETAILS OF INVERT SHAPING AS SHOWN HEREON ARE FOR EXAMPLE - ° ° ° ° 41E (X' THAT PORTION OF THE STEP ENCASED IN MASONRY SHALL BE _ UNIFORMLY COATED WITH A BITUMIMOUS, SOLVENT TYPE, ASBESTOS PURPOSES ONLY. EACH MANHOLE R DROP INLET IS TO BE SHAPED < 1 - 8"- 30" DOME GRATES SHALL BE DUCTILE IRON PER ASTM A536 4j �0 S(EQ FILLED ALUMINUM PIGMENTED COATING CONFORMING TO FEDERAL CONFIGURATION IT ON AND BEST LINES. SPECIFICATION INLET AND OUTLET 2 SPECIFICATION TC-C-00498A. SECTION B-B GRADE 70-50-05. �F,� 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-DRAINBASINTOBECUSTOMMANUFACTUREDACCORDINGTOPLAN THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY 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 IaS l FAX (770) 932-2490 SPECIFICATION ��/ppT ��/ppT SPECIFICATION ASTM D3212 FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL), TECHNICAL INFORMATION SHOWN HEREIN REVISED BY NMH PROJECT NO.INAME 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. m20'3 NYLOPLAST, DWG SIZE A SCALE 1:40 SHEET 1 OF 1 DWG NO. 7001.110.397 REV D 106.09 106.08 VIRGINIA DEPARTMENT OF TRANSPORTATION HALF PLAN VIEW MH-1 DI-3A, 3B, 3C EXPANSION KEYED B-1, B-2 4'HA F x WALL TH VIEW 7 FOR DETAILS OF INLET JOINT CONST. ggRS D 5, APPROACH EXPANSION JOINT T-10" FRAME & COVER Y BACK OF SIDEWALK JOINT f GUTTER ^ I^ 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 STANDARAD 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. .• IL z�Lu LU 0' o R) �F ;.� FLAT SLAB TOP AS DETAILED v� iv ON STANDARD T-MH-2 MAY BY - SUBSTITUTED FOR TAPERED F �a SECTION WHEN APPROVED BY .'• THE ENGINEER. ST-D. ST-1 6�A '•.' w w '� * ; 8,. BEVEL 45" 0 cr 0 1 --� O ' SUBBASE oo - 2 BARS C 6 BARS B BAR C 2„ I = _ = HARDWARE I 0^ ARS F I I I I CLOTH LLw N y l I z+ BARS F I WEEP HOLE. i_�.I I ° _ p_ I N o N o I SEE NOTE 8 I w _w ov1 li w • STEPS I(AS REQ-D.) I �� > _ �o B w _ I w0 00 o �RC BAR F BAR A STEPS. SE I I �MALTERNATE JOINT NOTE 5iv BARS D FACE OF CURB 8.. +�° DETAIL CONTROL JOINT GUTTER CRACK CONTROL JOINT 2 8 6'MIN. PLAN SECTION A -A ° �E X IE ° �hIE 1 'MAX. MIN. A 10' MAX. KEYED CONST. JOINT 6" x 6" - W5.5 x W5.5 WELDED L-VARIABLE - MAX. 20' 1 B-f WIRE FABRIC OR EQUIVALENT AREA T-10" 2" WARPED „ 2'-0" 8" 2'-6" B 8" T-O" x 2" APPROACH GUTTER MONOLITHIC 2" 1�1 N r� _ BARS A GUTTER ad ° FOOTING ° A. N / � ° • a HALF SECTION A -A I �- ------------------------ ° ," (WITH FRAME AND COVER REMOVED) B S D + 8" + 2X - BRICK CONCRETE I ; BARs F BARS E L� B N 60 D BARS E B-2 *3" DIAMETER WEEP HOLE FRONT ELEVATION BARS F 8" 1'-8" 8" BARS B DOGHOUSE WITH FOOTING NOTES - - - - - - (GUTTER REMOVED) 3 11/4„ -0" NOTES 1. QUANTITIES SHOWN ARE FOR MANHOLE WITHOUT PIPES. THE AMOUNT DISPLACED LEA 5xl/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. °, 4 "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"XI/4" v ; :' ° � 3. INCREMENTS TO BE ADDED FOR EACH TYPE B NOSE DETAILSHALL BE USED WITH CG-2 & CG-6 STANDARDS. GALVANIZED 3. CONCRETE SHALL BE 4000 PSI. 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. - _ _ _ _ _ _ _ _ RS 7. IN THE EVENT THE INVERT OF THE OUTFALL PIPE IS HIGHER THAN THE BOTTOM OF THE STRUCTURETO 4'-0" MAXIMUM. s,eD 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 OW I 8. TONGUE AND GROOVE JOINT ARE TO BE OF FABRICATOR'S DESIGN MEETING VDOT APPROVAL. ACCORDANCE WITH STANDARD IS-1. ff I JOINTS ARE TO BE SEALED WITH MORTAR, 0-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 XVDOT XVDOT SPECIFICATION XVDOT SPECIFICATION REFERENCE MANHOLE F 0 R 12" - 48" PIPE CULVERTS ROAD AND BRIDGE STANDARDS ROAD AND BRIDGE STANDARDS STANDARD CURB DROP INLET REFERENCE ROAD AND BRIDGE STANDARDS STANDARD PRECAST BASE UNITS REFERENCE 302 VIRGINIA DEPARTMENT OF TRANSPORTATION REVISION DATE 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 08/10 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 103.11 i IMMMME �---� 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 6.032 INCREMENT 0.45 - 0.582 12, FOR ALL BENDS 45° 1 ✓ 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 22 1 /2 2.00 1.50 2.25 2.00 2.60 2.52 0.15 0.10 2.00 2.25 2.50 0.15 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 z N z 2 C0 M PLACE F GALVANIZED " WITNESS " POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS C? AS DIRECTED. MARKER LOCATION MAY BE SUBJECT v TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE o O r-ADJUSTABLE VALVE BOX W/ LID M.J. GATE VALVE WATER r1 H h 1 I d b h- LINE I I I _ I 2500 P.S.I. CONCRETE a 2'x 2' BEARING AREA THRUST BLOCK a ° a a n 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 0� (D I *� c CITAYGW J. K(D-FARSKI Lic. No. 0402048507 •�� CA M E CD OU N N � > E Lu ~ U Q LL o 3: 0 LL L Lu O a J U C� W J Lf ) H rj CD U) No �0 �o �X O oa - � (/) _ N o 2UQ ti .L ~ (n U-) C Ln O M Lu p ti �M z Z) a O (j) CO J 14 �O ~ > W Lu Q Q Ln O 0� a O \ Q 0 O � H Lu > Lu _ U Lu N Q a z p � DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE n a �JJI I -I > W 0 = z Q oz U ULu_j H� /1 Q L W rn V / co w j 1 O uj a z L_ JOB NO. 40241 SHEET NO. C1.2 m \ l \ / ' \ TO BUILDING \ \ / 011 ���- '' l \ / 1 / l ' / // i'/ i / 7 \ \\ � / �\ �- - -/ _ _ — \ - - - - '445 ^ ` _ ` / ' / I \ \ I \ . / / IIII \ C Ry D ' CONC. 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METAL SHIPPING \ j \ / \ 443 \ \(\ II I I I \ I I I \ \ r I k A-k CONTAINERS TO BE - \ iV •1• •1•\ •1• •1•\— 1 / �� / I / _ _ / k k k REMOVED/RELOCATED OR \ \ I \ \\ 41�\ I\ \ / ^ - -/ \ \ \ / ) I 11�1 I I �^ / I I / /\ \ \\ \ k k \ DISPOSED OF AS I\ \ \\ \/ /\k\kkkl \ )DIRECTED BY OWNERSHIP A-W \ \ \\ .li ♦1. .1/ .li ->le-- .li \ \ \ \ \ \ — J \ \ \' \ \ / `— — — �2\ 1 \ k k r ST UNITS 00 \ \ \ \ \ \ \ \ \ \ I , / / \ �� ` / LEGEND: REMOVE HARDSCAPE k k k k k k k REMOVE ASPHALT/GRAVEL REMOVE VEGETATION ley REMOVE TREE ------- SAW CUT SCALE 1 "=20' ONE co 0 20' 40' 00 0 Q z CRAIGW J. KOTARSKI Lic. No. 0402048507 2 M E O N 0 N � > E w (, .E = QF" � 4 0 LL. io n w O ro W M Qo J 00 U LL. J — Lri O FN C�0 Lu C) N z U Zx ���� 0 Q = u) _ N = U 'D Q . C Ln O1 C) N � M d � Oo J DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE 1 "=20' V / Q I --I z J � J I..L J Q'z � 0 w J U H� J < a 0 Lu W Vl m 0 Lu Q JOB NO. 40241 SHEET NO. C2.1 O C N U N N O C6 L N O Q Q T c c� 0 N N 0 c c 0 m 0 3 c a 0 (5 �cl) �z 00 0� O � E O �U) �U) a_ O C c� z 0 Q g x H o 0 L O O 0_ U N O O U L � N in L_ EROSION AND SEDIMENT CONTROL NARRATIVE PROJECT DESCRIPTION THIS PROJECT INCLUDES THE DEMOLITION OF EXISTING LANDSCAPE ITEMS, CONSTRUCTION OF A SPA, AND ASSOCIATED GRADING AND UTILITIES. LIMITS OF CLEARING AND GRADING AREA OF 2.60 ACRES. ADJACENT PROPERTY THE NORTHERN PROPERTY LINE IS BOUND BY KESWICK RD AND KESWICK HUNT CLUB. THE EASTERN PROPERTY LINE IS BOUND BY THE KESWICK GOLF COURSE. THE SOUTHERN PROPERTY LINE IS BOUND BY THE KESWICK GOLF COURSE AND SINGLE FAMILY RESIDENTIAL HOMES. THE WESTERN PROPERTY LINE IS BOUND BY SINGLE FAMILY RESIDENTIAL HOMES. EXISTING SITE CONDITIONS LIMITS OF DISTURBANCE IS CURRENTLY LOCATED ON A PORTION OF THE KESWICK HALL AND GOLF CLUB PROPERTY. THIS AREA CONSISTS OF EXISTING GRAVEL AND ASPHALT PARKING ALONG WITH A FLOWER GARDEN. OFF -SITE AREAS NO OFF -SITE AREAS WILL BE IMPACTED. CRITICAL EROSION AREAS ALL CRITICAL SLOPES ARE SHOWN ON PLAN SHEETS C2.0. EROSION AND SEDIMENT CONTROL MEASURES UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE CURRENT ADDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. THE MINIMUM STANDARDS OF THE VESCH SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED OR APPROVED BY A VARIANCE BY LOCAL AUTHORITIES HAVING JURISDICTION. STORMWATER RUNOFF CONSIDERATIONS ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE MAINTAINED IN ACCORDANCE WITH VESCH AND THE CONSTRUCTION SEQUENCE, INCLUDING THE INSPECTION OF ALL MEASURES AFTER ALL RAIN EVENTS. PERMEABLE PAVEMENT AND THE PURCHASE OF NUTRIENT CREDITS WILL BE USED TO TREAT STORMWATER QUALITY REQUIREMENTS. PERMEABLE PAVEMENT AND UNDERGROUND STORAGE PIPES WILL BE USED TO MEET STORMWATER QUANTITY REQUIREMENTS. STRUCTURAL PRACTICES: 1. TEMPORARY CONSTRUCTION ENTRANCE - 3.02 A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE PROVIDED AT THE LOCATION INDICATED ON THE PLANS. IT IS IMPERATIVE THAT THIS MEASURE BE MAINTAINED THROUGHOUT CONSTRUCTION. ITS PURPOSE IS TO REDUCE THE AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF. 2. SILT FENCE BARRIER - 3.05 SILT FENCE SEDIMENT BARRIERS SHAL L BE INSTALLED DOWNSLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT -LADEN RUNOFF FROM SHEET FLOW AS INDICATED. ITS PURPOSE IS TO INTERCEPT SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS AND PREVENT SEDIMENT FROM LEAVING THE SITE. 3. STORM DRAIN INLET PROTECTION - 3.07 STONE FILTERS SHALL BE PLACED AT THE INLET OF ALL DRAINAGE STRUCTURES AS INDICATED ON PLANS. ITS PURPOSE IS TO PREVENT SEDIMENT FROM ENTERING THE STORM DRAINAGE SYSTEM PRIOR TO PERMANENT STABILIZATION. 4. DIVERSION DIKE - 3.09 A RIDGE OF COMPACTED SOIL CONSTRUCTED AT THE TOP OR BASE OF A SLOPING DISTURBED AREA WHICH DIVERTS OFF -SITE RUNOFF AWAY FROM UNPROTECTED SLOPES AND TO A STABILIZED OUTLET, OR TO DIVERT SEDIMENT -LADEN RUNOFF TO A SEDIMENT TRAPPING STRUCTURE. MAXIMUM EFFECTIVE LIFE IS 18 MONTHS. 5. SEDIMENT TRAP - 3.13 A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELEASE TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN "WET" AND "DRY" STORAGE LONG ENOUGH FOR THE MAJORITY OF SEDIMENT TO SETTLE OUT. 6. MAINTENANCE OF SEDIMENT TRAP - INSPECT TRAP EMBANKMENT WEEKLY TO ENSURE IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. ADDITIONALLY THE TRAP SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF. 7. DUST CONTROL - 3.39 DUST CONTROL IS TO BE USED THROUGH THE SITE IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT. VEGETATIVE PRACTICES: 1. TOPSOIL (TEMPORARY STOCKPILE) - 3.30 TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL BE LOCATED ONSITE AND SHALL BE STABILIZED WITH TEMPORARY SILT FENCE AND VEGETATION. 2. TEMPORARY SEEDING - 3.31 ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE THAN 30 DAYS SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS APPLIED. 3. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE COVER BY PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL BEAUTY. 4. SOIL STABILIZATION BLANKETS & MATTING - 3.36 A PROTECTIVE COVERING BLANKET OR SOIL STABILIZATION MAT SHALL BE INSTALLED ON PREPARED PLANTING AREAS OF CHANNELS TO PROTECT AND PROMOTE VEGETATION ESTABLISHMENT AND REINFORCE ESTABLISHED TURF. MANAGEMENT STRATEGIES 1. PROVIDE SEDIMENT TRAPPING MEASURES AS A FIRST STEP IN GRADING, SEED AND MULCH IMMEDIATELY FOLLOWING INSTALLATION. 2. PROVIDE TEMPORARY SEEDING OR OTHER STABILIZATION IMMEDIATELY AFTER GRADING. 3. ISOLATE TRENCHING FOR UTILITIES AND DRAINAGE FROM DOWNSTREAM CONVEYANCES IN ORDER TO MINIMIZE PERIMETER CONTROLS. 4. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE MAINTAINED UNTIL THEY ARE NO LONGER REQUIRED TO COMPLY WITH THE CONTRACT DOCUMENTS OR STATE LAW. PERMANENT STABILIZATION ALL NON -PAVED AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING IMMEDIATELY FOLLOWING FINISHED GRADING. SEEDING SHALL BE IN ACCORDANCE WITH STD. & SPEC. 3.32, PERMANENT SEEDING. SEED TYPE SHALL BE AS SPECIFIED FOR "MINIMUM CARE LAWNS" AND "GENERAL SLOPES" IN THE HANDBOOK FOR SLOPES LESS THAN 3:1. FOR SLOPES GREATER THAN 3:1, SEED TYPE SHALL BE AS SPECIFIED FOR "LOW MAINTENANCE SLOPES" IN TABLE 3.32-D OF THE HANDBOOK. FOR MULCH (STRAW OR FIBER) SHALL BE USED ON ALL SEEDED SURFACES. IN ALL SEEDING OPERATIONS SEED, FERTILIZER AND LIME SHALL BE APPLIED PRIOR TO MULCHING. SEQUENCE OF INSTALLATION PHASE I (SEE SHEET C3.1) 1. A PRE -CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY E&S INSPECTOR, CONTRACTOR, OWNER, AND ENGINEER. THIS MEETING SHALL TAKE PLACE AT ALBEMARLE COUNTY COMMUNITY DEVELOPMENT BUILDING. CLEARING LIMITS MUST BE FLAGGED PRIOR TO THE MEETING WITH ONE (1) WEEK OF NOTICE. 2. INSTALL SILT FENCE BELOW PROPOSED SEDIMENT TRAPS. CLEAR AND GRADE SEDIMENT TRAPS. 3. INSTALL CLEAN WATER DIVERSION, REMAINING SILT FENCE, REMAINING TREE PROTECTION, DIVERSION DIKES, INLET PROTECTION, CULVERT INLET PROTECTION. 4. AFTER ALL EROSION AND SEDIMENT CONTROL MEASURES ARE IN PLACE, SITE WORK CAN BEGIN. 5. ROUGH GRADE PROJECT AREA. 6. SEED ALL DENUDED AREAS PER VESCH STANDARDS. PHASE II (SEE SHEET C3.2) 1. ONCE PROJECT AREA HAS BEEN ROUGH GRADED, TIE GRADES IN TO SEDIMENT TRAPS. 2. ADJUST DIVERSION DIKES AS SHOWN ON THE PHASE II EROSION AND SEDIMENT CONTROL PLAN. 3. SEED ALL DENUDED AREAS PER VESCH STANDARDS. PHASE III (SEE SHEET C3.3) I. INSTALL ADDITIONAL INLET PROTECTION WHERE SHOWN ON THE PHASE III EROSION AND SEDIMENT CONTROL PLAN AS THE STORM SYSTEM IS CONSTRUCTED AND BECOMES OPERATIONAL. 2. FINE GRADE PROJECT AREA. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. 3. ALL STORMWATER PIPING & STRUCTURES, INCLUDING DETENTION FACILITIES SHALL BE INSPECTED FOR SILT/SEDIMENT. IF PRESENT, SILT/SEDIMENT SHALL BE CLEANED OUT FOR THE SYSTEM TO THE SATISFACTION OF THE E&S INSPECTOR. 4. ONCE THE SITE UP HILL FROM THE SEDIMENT TRAPS HAS BEEN STABILIZE AND APPROVED BY ESC INSPECTOR REMOVE, REMOVE THE SEDIMENT TRAPS AND COMPLETE ANY FINAL GRADING OR HARDSCAPE. 5. CONTRACTOR SHALL INSTALL PERMEABLE PAVERS ONCE ALL UP HILL SITE AREA HAS BEEN PERMANENTLY STABILIZED TO PREVENT SEDIMENT FROM ENTERING THE UNDERDRAIN NETWORK. 6. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. SILT FENCE BELOW SEDIMENT TRAP MUST BE MAINTAINED THROUGH GRADING AND CONSTRUCTION. 7. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL MEASURES CAN BE REMOVED UPON APPROVAL FROM THE E&S INSPECTOR. SOILS INFORMATION: 46B - LIGNUM SILT LOAM, 2 TO 7 PERCENT SLOPES. 40 TO 60 INCHES TO PARALITHIC BEDROCK, MODERATELY WELL DRAINED. HYDROLOGIC SOIL GROUP: D 51B - MANTEO CHANNERY SILT LOAM, 2 TO 7 PERCENT SLOPES. 15 TO 20 INCHES TO LITHIC BEDROCK, SOMEWHAT EXCESSIVELY DRAINED. HYDROLOGIC SOIL GROUP: D 51C - MANTEO CHANNERY SILT LOAM, 7 TO 15 PERCENT SLOPES. 10 TO 20 INCHES TO LITHIC BEDROCK, SOMEWHAT EXCESSIVELY DRAINED. HYDROLOGIC SOIL GROUP: D MINIMUM STANDARDS: AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: MS-1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 14 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. MS-2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. MS-3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. MS-4. SEDIMENT TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. MS-5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. MS-6. SEDIMENT TRAPS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. MS-7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. MS-8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. MS-9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. MS-10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. MS-11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. MS-12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. MS-13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. MS-14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE M ET. MS-15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. MS-16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY. D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. MS-17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. MS-18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. MS-19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE STANDARDS AND CRITERIA LISTED IN SECTION 19 OF VIRGINIA ADMINISTRATIVE CODE 9VAC25-840-40 MINIMUM STANDARDS. GENERAL EROSION AND SEDIMENT CONTROL NOTES: ES-1: UNLESS OTHERWISE INDICATED, CONSTRUCT AND MAINTAIN ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. ES-2: THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY WILL MAKE A CONTINUING REVIEW AND EVALUATION OF THE METHODS AND EFFECTIVENESS OF THE EROSION CONTROL PLAN. ES-3: PLACE ALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN CLEARING, GRADING, OR LAND DISTURBANCE. ES-4: MAINTAIN A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ON THE SITE AT ALL TIMES. ES-5: PRIOR TO COMMENCING LAND -DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFFSITE BORROW OR WASTE AREA), SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE ARCHITECT/ENGINEER AND THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY FOR REVIEW AND ACCEPTANCE. ES-6: PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE RESPONSIBLE LAND DISTURBER. (MODIFIED NOTE) ES-7: ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND -DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT. ES-8: DURING DEWATERING OPERATIONS, PUMP WATER INTO AN APPROVED FILTERING DEVICE. ES-9: INSPECT ALL EROSION CONTROL MEASURES DAILY AND AFTER EACH RUNOFF- PRODUCING RAINFALL EVENT. MAKE ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES IMMEDIATELY. do 3do(MIN.) IPE OUTLET TO WELL EFINED CHANNEL SECTION A -A FILTER KEY IN 6"-9"; RECOMMENDED FOR CLOTH ENTIRE PERIMETER NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR CONCRETE. 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. OP 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 (H) INCHES. OUTLET PROTECTION No Scale Sediment Trap #1 Design Drainage Area (Acres) (< 3) 1.98 1VARWBLE Trap Volumes: ORIGNWL CREST OF STONE WEIR YAf21ABLE Elevation (ft) Area (sf) Volume(cy) GROUND / ELEV. 415 856 416 1095 36.1 DRY STORAGE N VARIABLE' 417 1358 45.4 " 418 1646 55.6 419 1960 66.8 WET SroRAGE 4 420 2299 78.9 (EXCAVATED) FILTER CLOTH ORIGINAL 282.8 c ROUND -SEE PLATE 3 13-1 COARSE AGGREGATE CLASS I RIPRAP Wet Storage: Wet Storage Required (CY) (67*DA) 132.6 Bottom of Stone Weir (ft) 418.0 Wet Storage Provided at this Elevation (C 137.2 **Coarse Aggregate Shall be VDOT #3, #357 of#5 Slope of Wet Storage Sides 2:1 Weir Length (ft) (6xDA) 11.9 Dry Storage: Bottom of Trap Elevation (ft) 415 Dry Storage Required (CY) (67*DA) 132.6 Bottom Trap Dimensions: 27x32 Crest of Stone Weir 418.0 Top of Dam Elevation (ft) 423 Dry Storage Provided at this Elevation (C` 145.6 Top Width of Dam (ft) 4.5 Slope of Dry Storage Sides 2:1 Top Trap Dimensions 52x58 SEDIMENT TRAP #1 No Scale Sediment Trap #2 Design Drainage Area (Acres) (< 3) 0.84 1' VAR ABLE Trap Volumes: CREST of SToNE WEIR ORIGINAL VARIABLE' - Elevation (ft) Area (sf) Volume(cy) GRODND / ELEV. � 425 612 426 819 26.5 DRY STORAGE - N VARIABLE' 427 1050 34.6 " 428 1306 43.6 429 1588 53.6 WET STORAGE �IAX 430 3536 94.9 (IXI:AVATED) FILTER CLOTH ORIGINAL 253.2 GROUND i SEE PLATE 3.13-1 COARSE AGGREGATE� CLASS I RIPRAP Wet Storage: Wet Storage Required (CY) (67*DA) 56.3 Bottom of Stone Weir (ft) 416.0 Wet Storage Provided at this Elevation (C 61.1 **Coarse Aggregate Shall be VDOT #3, #357 of #5 Slope of Wet Storage Sides 2:1 Weir Length (ft) (6xDA) 5.0 Dry Storage: Bottom of Trap Elevation (ft) 425 Dry Storage Required (CY) (67*DA) 56.3 Bottom Trap Dimensions: 20x31 Crest of Stone Weir 418.0 Top of Dam Elevation (ft) 430 Dry Storage Provided at this Elevation (Cl 78.2 Top Width of Dam (ft) 3 Slope of Dry Storage Sides 2:1 Top Trap Dimensions 59x72 SEDIMENT TRAP #2 No Scale STONE -- - - --70' VIPJ CONSTRUCTION j ACCESS 3" Sly-2A ASPHALT TOF' I LOUR, , IxlIrG 2% 2% I $ _ § ALE�Mr N i ----- "__6" MiN, 21A AGGR-E(3AI BASE PROFILE STONE -- 7' 0' MtN.- - C CiNS fUC PION ASPI IALT PAVED ACCESS A �� WASHRACK � Sri. C CI �-j 2% 2% EXISTING PAVEVFNT *MUS'' EXTEND FULL WIDTH -� - --- POSIFVE 011AINAGF �0 TO SEDIVENT OF INCIRESS AND EGRESS OPFRATIO:N 'MAPPING DEA E PLAN POYI VI_ DRAINAGE TO SEDIMENT IRAPPING- DEVICE EILTE;7� CLOTH -/ - SECTION A -A A inin l un) water tap of I rich ritu;t be u)stalled with a nnrmnum 1 i Ich ballcock shutoff valve ,supplying a w"Ish hose with a dialneter of 1._5 inche' for adequate constant pre, ,sNawe. W mh water must be canted away from the enhance to aTi approved settler; area to remove ,sednuent. A(1,s ednneut :;hall tie preveute(I fi,oti1 entedju ,storm (hams, ditches or watercoiTrses. PAVED WASH RACK NO ""' _I CE 3.02 STONE CONSTRUCTION ENTRANCE No Scale 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO TRENCH UPSLOPE ALONG THE LINE OF THE POSTS. POSTS. 6' WAX II I l � I FLOW 4" 3. ATTACH THE FILTER FABRIC TO THE WIRE FENCE AND EXTEND IT INTO THE TRENCH. 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. /' r FLOW , ' � II EXTENSION OF FABRIC AND WIIlIlRR�EEI INTO THE TRENCH. FILTER FABRICA,\Y WIRE IIII IIINtAT 1II III- SSF I_I O ��� III III SILT FENCE (WITH WIRE SUPPORT) No Scale 1. SET THE STAKES. 2. EXCAVATE A 4"X 4" TRENCH UPS ALONG THE LINE OF STAKES. FLOW III III 3. STAPLE FILTER MATERIAL TO STAKES AND 4. BACKFILL AND COMPACT THE EXTEND IT INTO THE TRENCH. EXCAVATED SOIL. FLC SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) �>u POINTS A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLATION E SF (FRONT ELEVATION) SILT FENCE (W/O WIRE SUPPORT) No Scale GRAVEL CURB INLET SEDIMENT FILTER / r GRAVEL FILTER RUNOFF WATER WIRE MESH FILTERED WATER n G d a - c d - II e IT SEDIMENT01 D e� 1111111 a CONCRETE GUTTER CURB INLET 12" GRAVEL SHALL BE VDOT #3 #357 OR 5 COARSE AGGREGATE. SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT OCURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO O IP CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND 3.07- 6 UNPROTECTED AREAS. STORMWATER INLET PROTECTION No Scale 0 PERSPECTIVE VIEW FABRIC (ATTACH TO POSTS WITH METAL TIE METAL (T) OR (U) POSTS 12" WIRE FABRIC LINE POST ___j10 � GROUND LINE , MAX. IG ONCRETE FOOTING UF'tKJF'tl l IVt VItVV I GICJI Cl l IVG VIGVV A PLASTIC FENCE METAL FENCE 3.10 SAFETY FENCE No Scale TABLE 3.31-B ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS "QUICK REFERENCE FOR ALL REGIONS" PLANTING DATES SPECIES RATE (LBS./ACRE) SEPT. 1 - FEB. 15 50/50 MIX OF ANNUAL RYEGRASS (LOLIUM MULTI-FLORUM) & 50-100 CEREAL (WINTER) RYE (SECALE CEREALE) 3.05-1 FEB. 16 - APR. 30 ANNUAL RYEGRASS (LOLIUM MULTI-FLORUM) MAY 1 - AUG. 31 GERMAN MILLET 60-100 50 (SETARIA ITALICA) TS 3.31 LOPE MPORARY SEEDING PLANT MATERIALS 7NScale TABLE 3.32-D SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA TOTAL LBS. PER ACRE 4° MINIMUM CARE LAWN COMMERCIAL OR RESIDENTIAL 175-200 LBS. KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100% IMPROVED PERENNIAL RYEGRASS 0-5% KENTUCKY BLUEGRASS 0-5% GENERAL SLOPE (3:1 OR LESS) KENTUCKY 31 FESCUE 128 LBS. RED TOP GRASS 2 LBS. SEASONAL NURSE CROP * 20 LBS. 150 LBS. LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) KENTUCKY 31 FESCUE 108 LBS. RED TOP GRASS 2 LBS. SEASONAL NURSE CROP * 20 LBS. CROWNVETCH ** 20 LBS. 150 LBS. * USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED BELOW: FEBRUARY 16TH THROUGH APRIL.................................. ANNUAL RYE MAY 1ST THROUGH AUGUST 15TH ............................ FOXTAIL MILLET 3.05-2 AUGUST 16TH THROUGH OCTOBER ............................... ANNUAL RYE NOVEMBER THROUGH FEBRUARY 15TH........................ WINTER RYE ** SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL OTHER PERIODS USE UNHULLED SERICEA) IF FLATPEA IS USED IN LIEU 2 x 4" WOOD SILT FENCE DROP INLET PROTECTION DROP INLET WITH FRAME GRATE OF CROWNVETCH, INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY BE FRAME ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER 1. 5' -� -� SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. MAX. -- C \\ i 3' -� MIN. GATHER EXCESS PS 3.32 U �- -- AT CORNERS PERMANENT SEEDING MIX FOR PIEDMONT AREA PERSPECTIVE VIEWS No scale STAKE FABRIC II �� I111j MIN. p �o LE ILI LI LI LI DETAIL A STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD, ELEVATION OF STAKE AND FABRIC ORIENTATION GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST SPECIFIC APPLICATION 40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET GREATER THAN 6' ON CENTER. EVERY NINTH POST SHALL DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE FENCE AS A TREE PROTECTION FENCE. IP TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING 3.07-1 TP aF 3.13 CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS. O LE.C. ORM DRAIN INLET PROTECTION TREE PROTECTION No Scale 0 Q Ct .I TG V.I. J. I grAI?S KI Lic. No. 04020485071 Y 01-Orb -20,�,� h M E CD N 0 N � >E LUE ~ U Q Q �! t U. o L � w O tY LU 1-- M Q< J U co LUJ -� IY> prn (�'� W C:) N z" Eu �x � LL Q _ (f)2 N = U � LLrT Q - c Ln O N 1n N M a � 00 J C) LU z O aZ _ O LU m z O V) () w W cl�ILLJ O Z z Q O CL DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE N/A V / ~ I� J jy J ~ = z �U ULU J ~ a LU LU l CIO Uj Q kLA V 1 I� Q Uj 0 0 z Q U) Uj 0 z J 0// LL z 0 U z LLJ 0 Uj V 1 06 z O rH� V 1 ,0/ lclL LU JOB NO. 40241 SHEET NO. C3.0 0 U E > m 0 M 3 O 2- Q c c>3 0 m m 0 c c n c 0 m 0 3 O_ 30 -0Q� o O - z 00 2 2i o 2i E O a_ o D U 0� co z� 0 Q g x H o m 0 0) O CL� 0- QC > N co 3 U W O O U CTS 0 o 0 O E -0 U CIO O c> U O C (0 0 CO U c c>3 � 0 � o M U Q O � (D F- L_ 0 Q Q 0 O N O N 0 0 d 3 w W Q a 0 O M U L C7 d U) m U Y N O M O m � \3GP \ — _ — ' \ \ / �°� ' / \' / _ — \ — ' , , �/ \ _\,� \�, / /� \ l EROSION CONTROL LEGEND \ - \ MEN LIMITS OF CLEARING AND GRADING UCATV� _ / \ ,� \O ` \ / - _ - - - - / / SOIL INFORMATION 4W 443 �// I\ // Q - �'`� ♦ / \\ , , , p^ / DRAINAGE AREA BOUNDS a I / / '\ ,I `\� ` • Q �M�o CE CONSTRUCTION ENTRANCE 3.02 AA °,el bSF X X SILT FENCE 3.05 REFER TO PLAN TITLED KESWICK HALL ADDITIONS AND • Q ` , Q xx—XX— SUPER SILT FENCE 3.05 1 - ` SITE IMPROVEMENTS" SDP-2018-016, WP0201800020 & " S �� - ° , , IP INLET PROTECTION 3.07 WP0201800078 FOR DESIGN INFORMATION. , N �1 \\ \ \ \ /� / \ ` f \ \ - \ \ \ \\ _ 443 - / DD DIVERSION DIKE 3.09 GC \ \ G \ \ •Q3 \ \ \ \� ,^\ 1I ,• \ ST SEDIMENT TRAP 3.13 66 ROCK CHECK DAMS 3.20 w \ oT\ _ \ - _ \ \ 43j \ / Ls 4IG_ _ LEVEL SPREADER 3.21 / ��_ - ----- ---- _ _-- _-- I \ _ {J , a \ . \ TEMPORARY SEEDING 3.31 0 MEN . \\ \ �•• I \ /�T� -�l \c--/ \� \\ \ \� \ • \ \ , `\ , / \I� // / / / O PERMANENT SEEDING 3.32 35 a \ 4 • t MULCHING 3.35 TP ASPHALT _ �• - \\ \ \ \O , , \ \ / / / / 5' — • I TEE: SOIL TYPE:43 W— �'�\` -SO / \\- �\ \ \ \\\� '\ - \ - • >. -0--__ \�_ `f-=\'`• �' j / / TP TREE PRESERVATION FENCE 3.38 — — _ SOIL TY C� €-T€-�tT - / \♦ '4 DUST CONTROL 3.39 / ■ WI -WOODEN STATUE _ \ / \ \ / ., ■ 51 B ��'� ♦ TP � • \ \ \\ \ \\\ I\ ♦ s♦' / `\\ / \ \\�� * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER i \I / / /��/ ♦♦/' _\ S ,g \\ \ ` ` / SAS CE TIP I I I r ■ �/ ZPAVERS \ c \ \ \ / /' \- �\ ♦ \ -'\i /// ' // / / / l \• ♦ � , -- , \ \ \ PST\ � — \ � \ ♦\♦ \ / �� / � ,' / / / � / / —' ' � I T I 1 /l,l?HHs �/ / • \ \ J \ \ \ o I ` \/\% n / / ( , >/ _TS \ - \ /' 0 / i / ® / WOOD GAZEBO / \ \ \\ DECIDU I i \ / • \� / \\ '' \ , 1 G� / ` - - - - _ _ O® , 24' WHIT �(50 - \ 12"'b CIDUOUS \ \ I \ \ / \ •• \ I , ,tj - - _ _ _ _ _ / 4 WOOD FENC / \ / �\4'W \\ WP�'BUF R \ �\ I I � 3`p- \ PZ �Q- / / // / �ii / i \ �'� l l % / 1 �� \ \ COBBLESTOi E ` \ BAND 30"lPE11(L/$U(S/ 6-\ TS pC \ 409 - _ ` / a' // 4 WOOq FENCE/i // �' , 26"DECIDUOUS 10 DECl UOTS DC' US 1 _ II SF - _-- -1\� ��- \\\ 9 k / ,/ I , 1 15"DE�ID \ �\ \ DID U `\ \ I I pp �\ \, CONTRACTOR STAGING I- - \ - \ / - `` \ AND PARKING AREA ICE �iw �\ \ ,p� \� \/ / I // I /� l i \ `\ \\\ 5"DE Qus �\ \ \ c i�- \��� _ 1 = \ \ \ L�. / / / , / 30"WlIITEOAK / \ \\ \ \ \\ < \ _ --- \ �\ \ / I I / I / / \ \\ \ \ \ \„DECIDUOUS 15"MAPLE \\\\ \ DID UO.� \ \\ \ \ \ //„QECIQUOUS \ \ \ \TOTAL LIMITS OF ( J ^ \ \ \ • / / / iiTjFOAK / \ \ \ \ \ \\ / / r II/ / / V \ DISTURBANCE = 2.60 AC �I�///_ J - pp 'rr // r / TS DC E\ \ \36"SPLI \N1A I I \\\ \ GRAVEL PARKING MAPLE �\\\N � � \\ \\ SOIL -TYPE: �,�`i\� \\ \ \ • \� \\�l��//� _F�Ok1K// 20"WWTg0 K DUO \\ 1 i\II II \ LE \\ SOIL TYPE: \ \\\ \ C �\ mot/ —\\\ \ <-// / / / \ I I\1\\\\ ��' \ \ DID V. _ \ \\ ` �\ \ �\ , \/ \ \`\\ �/ , ♦ %. • \ D\ / ' „ WHl16" TYP.-*613 a�\CIDUOUS SOIL STOCKPILE \/ IL2\EG\��S_ D 151,DELDS0S ♦ _ I- 51 \ \ \ \ \ \ \\, �\ \T `\ \ _ - ' / / / %i /\/ / \ / / / \ I \ 12"D l US 11 DD \ \ 1 \\ DD I TS pC \ 1l \ \\ \ 1 > /I \ , ' // \ _ / / � \ I � II \\ I III \ \ I SEDIMENT TRAP #1 - _ _ _ , /0`� // \ y � � I I 1 �' \ I \\\ \ 1.98 ACRE DRAINAGE AREA _ _ ♦ , / I / I I ( / \ II \ l `� \ \ cL \ ) \\ TOTAL STORAGE REQUIRED: 265.3 CY 1 - �2 �/ �' \/ I �l8"VECID us \ I I I 6"MAPLE 1 TOTAL STORAGE PROVIDED: 282.8 CY I 3F _ 42� �� ' I I \ \ DELI UOUS, ` \\ I • \/ / \ TOP OF DAM ELEVATION: 42 1 /'' J 'DECIDUOb I I / I 101, E I I \ \ I \ 12"wHl7L OAK O O 3 c\f_ �( I \ \ \\�\\\ \ \ /\■_ ■1 / , \ / SF 34"WHITE OAK _I ♦�� \ DD STONE WEIR ��-IN � / \ \ \ ( \ ■ \ \ \� / / \ \ WETLANDS \\\\� \ \ ,l i ♦ AV WPO BUFFER � 30°WHITE K TP \ / w • I \ � � / \ 4-4-3 I \ \ \- \ / \ \ \� ♦ � `� `'`'/1\ /� \ l ` � I III � \� �� -- _ � � \I \ I \ �'-,N \ \`_\/ At \ \ \ \ \\ \i/ \1. .1/ mil/ \1. \ �1/ \i/ \\ � / \ \ \ ¢ ♦ ♦ _ / \ I \ A \ � co \\ \ \ \ \ \ \ \ \\\ //, �l/ mil/ \� �1/ mil/ �/ r \ \\ \\� f I / �\ ♦ \ I \ \ \ IJ \ _ �\ \ STONE WEIR \ \ \ \ \ \ r / \ / \ I I \\ �/ ♦ -- - \ \ ,`Q. \ SEDIMENT TRAP #2 \1/ \4/ \�, ,1, \\ I I \ I i \ ♦ ♦ \ _ \ �( I I / \ \ \ \ \ \ 0.84 ACRE DRAINAGE AREA \ \ \\ I ♦ ♦ \ ( / ` \ \ TOTAL STORAGE REQUIRED: 112.E CY `1' t' �x v \ ( \ \\ / ♦ \ ♦ f- r' \\ I 1 `\ \ \\ \ TIP TOTAL STORAGE PROVIDED: 139.4 CY \ \ \ \ \ \ \ ♦ \ ecV\ \ \ \ \ \ \ / / / ` — _ -� \ \ �- 5 TOP OF DAM ELEVATI ON: 430 \ \ \ \ \ III � '/ \ \ \ \ \ \\ \ \ ! r / \ \ I \ \ \\\ \ \ I I \ \\ \ /7 I \ co I � I \ \ \ \ ' \ \ \ \ \ \ \ ��/ .lT 1 �/ r� \ / \ > \ \ \ \ 1 =A A Q CRAIGW J. KOTARSKI Lic. No. 0402048507 M E 0 N 0 N � > E w °J E Q O Luo 0� W M Q0_ J U co W J —Lri p m W o N z 2IZI- �x <_�< N = U � Lr) cLn rn C)N >� M d � Oo J I'D I— DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE 1 "=20' 1--1 ruj V / Q T_ a- z I..L Q '-' 0 J = �z j O O U U w J z a Lu L W co J I —I Q LL Q W 06 z 0 V J 0 W SCALE 1 "=20' JOB NO. co 40241 0 20' 40' 0 z SHEET 70. C3.1 0- o CD z �0 o� E o c 0 a_o cn Z c0 G Q X o m 0 L o N Q o 0_ U m o O U 0) -�� L_ \ \ - �\�\\ \\ \ \ 0GP / \\_ _ _' \ \ \ \ /°' / �'`'' — — ' ' \ _\,J \ ��_/ /' / /� l EROSION CONTROL LEGEND �' 445� — � \ - '\ Sls \ � - _�\ /� �; • •' % �N ' / I � � � LIMITS OF CLEARING AND GRADING '' CONC. DUCT BANK _ _ _ _ _ / ,� / %C(SEE SHEETS C4.4, C4.5 ��/ \ \` — — �, ` \ ✓ — \ \ _ / SOIL INFORMATION \ UCATV�' �l / \ .. \0 & C4.6 FOR DETAILS) �` \ � \ � — / / - \\\UTIL) IES41W/ /' 44 3 � / "Z i DRAINAGE AREA BOUNDS - X\ � 4 / I \ '\ /) � `\` • ° •• �M CE CONSTRUCTION ENTRANCE 3.02 \ \\ \ 114 x SILT FENCE 3.05 \ \ \ \\\ \ \ �/ // -� 1 / _ _ _ _ - ��j // \\ \ \ \ \ \`\ \ %�_ \ / - - \ '\ I I ' p`1' \ ` \ \ '•• \ \ -' ° I OM SF X / / 4 6 GRAVITY \ \ \ \ \\ \\ / \\ / \ \ —/UGP� \ \\ \\��\�\ c �'c\ — D� I (PVC)cL\ \ \ ` `. ` REFER TO PLAN TITLED "KESWICK HALL ADDITIONS AND xx—XhL SUPER SILT FENCE 3.05-1 _ / _ _ _ _ _ _ _ ' \ ' - 1 ` SITE IMPROVEMENTS" SDP-2018-016, WP0201800020 & "�: \ / / �'- \ / \ \_ \ S 4 , , IP INLET PROTECTION 3.07 WP0201800078 FOR DESIGN INFORMATION. DIVERSION DIKE 3.09 / �' \ \\ \ / _ _ /� \ CicA / / \Gc / \ �`� o\G \ \ \ • Q� \ \ \ \ \ \\ \� - /^\ °,• \f \ ST SEDIMENT TRAP 3.13 ROCK CHECK DAMS 3.20 LEVEL SPREADER 3.21 ul _ ( � T\\r k \ ` \ \ \ • � ^ ' `4 J TEMPORARY SEEDING 3.31 \ \ \ O _ ♦ \ \\ ��• \ /�-FV B - \� \ \c / \\� \� \ \ \ \ \ \ \ • \ ` 4 4\ / 4 \I�I' // / / / PS PERMANENT SEEDING 3.32 / \ 35 ♦♦ \ \ �♦'� - ` UCT\ q mac\ \ \\\ �\\ �' \ GcA \ / _ \\ ` `'• \ _ _ /' / /' J \ \�'- ♦ �'?` _ \ \� / / - - �� \ \ \\\ \ \ . \ 4 ` - / / / // MU MULCHING 3.35 SOIL TYPE--:4 w-- — \ —� SOI TEE: , r \\ �\ \ `\\ \ 4 __ - ` `_• ` '4. / / /' /' , TP ♦ - \ \ \ \ \� \ - - - - - J 4 �\ // O TREE PRESERVATION FENCE 3.38 SO I L TY ---- \- TP ♦ I I \ . '� 4 DUST CONTROL 3.39 8-- . 51 B // / • . \\ \G\\\ Q 1 \ \ •�' / \\\� J "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER \ / _ \ \I / /.•� `< S •. \\ \` `.4SAS / �/ / _ \ CE \ / / --- ilo TP z (�D "I TP yNJ I TP Tp )sr \ / spo \ _ 1--4i1- \ \ \ WPBUF R \ I I I 3p— ,� — --___ c�A \ \ \ \ �\ TS DC "117 J \ CONTRACTOR STAGING 1 I— 11 ► , SF — _ — — 1\�\\\\,\ / I / I l � / ' ^ I\ , DD AND PARKING AREA C/ / \ \ \ \ \ \ \ \ \ c \ i \\ \ \t \ — \ \ \ / / / / / \ \ \ \ \ TP 'N / TOTAL LIMITS OF 1 , DISTURBANCE = 2.60 AC , \ �, \\ \\ `� \fir \ //\\/ \/ `•-/ 26 I-'ii -J--� \ 4 ,// /i / \ ►� �n \\ \ \ SO I YP E : ��� /////�/\�// 1 �� , // , , DD \ \ ',I II', \\ ,�u , �// — — N / ' ' 42 'I ;i��', \ SOIL TYPE: \ \\\ 28— N ' r / / ^ _ 427- _ 51 B 42— \\ \ \\\L(J (TYP. SOIL STOCKPILE ••� DD �\ ' �0 / / '� ' 42 \\� \ \ \\��� _— \\ \ \ I (\ \\ 1 T � �\ Q / // �' 424JW3 cc 422 DD nTS pC \ • \ \ II SEDIMENT TRAP #1 3 ) \ I I / \ , \ I \ 4W 1I \ I .98 ACRE DRAINAGE AREA _ �. 20' /' , / 11 / I \ \ I \ II \ 1 L� I � ♦ \ ) I \\ \ \ \ TOTAL STORAGE REQUIRED: 265.3 CY 1 �2 �/ /' \/ I \ \ ISOI L TYYPIE: / I 1 \ \ , , \\ \ I ♦ \ \ \\ \ TOTAL STORAGE PROVIDED: 282.8 CY SF ' — I I \ \ I \ \ \\\ TOP OF DAM ELEVATION: 423 1 . �/ /, // S'OI�/'r�� /I \ \ J 51 1 1 / / \ � /------ STONE WEIR I / , , / / j/ \ / I j _ ' 46B ' ' I \ I � \ /.\ ��\ \ 1 \ \\ \ \ \ \ \ / - - ma's. % ♦ / ' / _ / - \ I\ \ _ - / / �� �\ . \ \ \ \ \ .�Q , - 432-co \ \ WETLANDS \\ \ \ /,/'� / c ; % %��~ - ■ \ WA SSF /- � \l/ \, \ \ f % WPO BUFFER ' I , \ ~ TP / I I / -\ / / \ \ \ - 443 � Il,I � � _ � ' • �Y \ \ \ \ \\ \t/ \1. .i. \L \I \ \t/ \t/ \\ � / \ \ \ ¢ ♦ ♦ _ / \ I \ A \ L \ � \ \ � I II 1 \/ / \ -"% � � � S F � � . j /,- 31, \\�^\ \\ Ico-I♦� \ \ - J \ \ \1 \\y \ \, / /---- �2� l \ . �' . i'' \ l \ \ \ \ \ \ \L \L \L \L \L \ \ \� / \ ♦ \ �I \ \ \ \ \ / \ \ \ \ \ ♦ ♦ \ \ \ \ I \ _g \ \ 20 � � \ \ \,/� / \ / \ \ \ ♦ \♦ \ \\ � \ ..\ \ / ^ \ � / STONE WEIR 1 I � � ST \ \\ \ \ \ \ \ fir— j \ \V �� / \\ \I \1 \ }' ♦-- \ SEDIMENT TRAP #2 \ 1\ \\ \ \ \ \\ �, �, \l, \�, �, \ I I \\ I \ ♦ ♦ \ — \ X r \ \ I I \ \ \ \\ \ ` "' \ 0.84 ACRE DRAINAGE AREA \ \ ( I \ I ♦\ ♦ �J ' \ ( \' J \ \ \ \ \ TP \� TOTAL STORAGE REQUIRED: 112.6 CY �x TOTAL STORAGE PROVIDED: 139.4 CY \ \ \ \ \ \ \� \ l �\ \ ` \ ` ♦ \ , \ \ TOP OF DAM ELEVATION: 430 00 C\ _ \\ IN, \ \\ \\ \ \/ .I% 14X \ `_ l /� i� \ I \ \ \\ \ \\\ N. \\\ \ \\ \\\\ SCALE 1 "=20' 0 20' 40' co 00 0 Q z Q CR.AIGW J. KOTARSKI Lic. No. 0402048507 r 01-06-20� M E 0 ul N OU N � > E w E F- V � � Q N t; 3: 0 LL O w O ra JLu U � H � C� W No Z 4W- O � x oa �� L,r) = N N O N M 00 J %-0 F- DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE 1 "=20' N ruj V / _ 01- z � � a � 0 J > Q = �z j O O U U W J z Q Lu L W G vJ m J I --I 0 w a w Ui • W z 0 I -I 0 ui JOB NO. 40241 SHEET NO. C3.2 a� a� 0 0 n 0_ c� 0 rn Z3 O Q 0 U) co It co c 0 a) 0 3 c (D o_ �0 o � z 00 Og c m E � 0 0- 0 Z) zU) 0 aa) Q g x m �a) o 0 0- 2 n En co U N C a) 0 O U 73 � L a)U) L En ° �0 E -0 U co O co �U O 'n .O (6 U L C U) C6 � U 0 co co U Q L E m L- r_ 0 Q Q a 0 0 NN 0 N 0 0 0 3 co w Q 2 d U U V.� N co U C� d m YI cn U cn Y V N O 0 O m IN / \ \\\\\\\\ \—____ — \\\�\ \ �\ / — \ 'N\ / _ \ \ /0'' CONC. DUCT BANK \\\\ \ \ P — C _ \ \ \ (SEE SHEETS C4.4, C4.5 \ \ UCATV,:� �l \ \ \� _ , / EPAIR A R & C4.6 FOR DETAILS) I i \ \ \ \ \G— UTIL) IES \ \ \ \ \ r ' \ \\ - \ \ / 4 / -/ \ \ \ \ \ \ 'N�/ 6" GRAVITY \` \ \\\ \\ \\\ /// 1\\ //— \�'/ GP�1`� \\ \ U _ I � \ \ \ \ \\ j �L/�� / 1 \ / Q\ 4-38- \\\\\ \ \—' \ N. INGT\ - \ - _ \ \ -43 was 35 4VI AV Ps --- - � � SO � a �t v 5 y� J �' y. � 434 ♦ ♦ _ 46B / DC P 3 f \ 8,, I\ I / — — ♦ 429 \ \ \ ♦ I PS / ATIP t s.EROSION CONTROL LEGEND ��lI1 • •••1''•.ILIMITS OF CLEARING AND GRADING RwiI WIN ONE himDRAINAGE AREA BOUNDS FA CONSTRUCTION ENTRANCE 3.02 Now X— SILT FENCE 3.05 .w��••••••••••• ® 3.05-1 INLET PROTECTION 3.07 NONE DIVERSION DIKE 3.09 pi _ 'III■ 1■■■■\� ��■IGill■■�7� c •.� 41 �p �, SEDIMENT •A• • ROCK CHECK DAMS 3.20 0 Lu LEVEL SPREADER 3.21 Lu \�. \. , III\ \ TREE PRESERVATION FENCE 3.38 U-) X rj "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER 00 _j CD Lu .�•. l/ Basis... `T / � �!■■ides: 1 \I C�l��■i�.F,., l . . 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WIDTH 1 _ 6' � WIDTH2=8 NN,\ \ \ \ \ \ \ \ \ \ \\ \ \ N_\\1. \1. \1. \ \1r \L \1. \L \!r\ \ \\\ i \ L _ LENGTH = 6' / \ \ N___\ \ \ \ DEPTH �.5' \ \ \ I I 1 \ \ \ _� ---7 \ \ \\ \ \N.\ \ \ I \\ \ \ \ \ \ \ \ \ \ \ \ \ \` \\ \ \ \ \ \ \ \ \\ \\ �\ \LJ (� / \\ > I\ \ \ \ \\ I \ \ \ \ \ \ \ \ \ \ \ —\ \ \ \y/S c \ \ \ / \ \ SCALE 1"=20' \\ \ \ \ \ \ \ \\\ N \ \ \ \\ \\ f \ \ \ \ \ //\ o \ \\ \ \ \ \ \ \ \ \ \\ \\ \ \\ \ \ \\ \ I �, \ \ \ �, \ ) \\ — —/ \\ / I 0 20' 40' Q \ \ \ \ \ N. \ \ \ \ \ \ ` / I \ \ \ / z \ \ \ \ \ \ \ \ N. DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE 1 "=20' M ,,W V) z � � a J O J = �z j O O U U w J z Q w z Ill CC G vJ m J I --I 0 w a w U) 66 z O I —I V / O uj JOB NO. 40241 SHEET NO. 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CONDUITS \ \ \ \ \ / LJG � h \ 22.50+450 BEND o \ �_ \ REFER TO PLAN TITLED "KESWICK HALL ADDITIONS ANDOCK WALL \ \� uP 443+ \ GA I J \ \ \ ROC 11 \ ATCH LINE S\ '� = BOX / (2)4" SCH. 40 PVC I \ TOP SITE IMPROVEMENTS SDP-2018-016, WP0201800020 & IRR Tr SH ET c\ G� lRR PEDI (PROVIDETRACEORWIRE) NDUITS\\ \ END \ s \ WP0201800078 FOR DESIGN INFORMATION. x \ � \ \ PED J� � 1.25°+22.50 \ BEND H D RAISTE SICK TFM WOOD DECK \ �cp / (fiC \ \\GT \ \ \ \ \ o O TFMR OHH \ \ \ �� N c, (7) WOOD STEPS sqN \ \ \ \ \� > SANITARYMH > E TOP=435.65 IRRIGATION W__W 25SWCK HALLui INV 1N=427.76 p.# W � �v L UCP M \--(8) STAIRS WITH \ s ° F- WINVOUT=427.02 ) GRANITE 2'GRAVEL FILTER STRIP \�THANDRAILS. \ � � U / Q LL osr (SEE SHEET C1.1) \O/ �� M 6" RISERS ' \ \ w O ro SEE DETAIL. o a \ � \ \ \ / < J U 00 YBALL / E ` -`►s \cD \ \ \ �\ ' \ \ \ / IIII a cc::):,c� OSTS !. \ \ Uc \ \ \ \° \ � \G \ / Cr) W N M O / oa $L iL BUMPER BLOCK _ _ 6" DIP T� \ '\ \ 1 � � (TYP) �(TYP.)� R5' 18' . BUILDING ;Ln U O (TYP.) ` 6' a \ 1 ® Gc \c s \ \ / rn w ti / 24 R5 ` TO R5 \ �Oti '�\�R25'\\\// O m 9' ,. \ a ° �\ G2 -per -As- \ \ D \ \ \ / / a � O u EP R10' EP R191.38' (TYP.) '\ \G 0�2 �• — FfS. �S / 1-4 o w � 1-4 RELOCATED R10' \ o cO c \ \ \ ��` SAN / ~ > W \ o __ w I V / \ SIGN (2) 4" SCH. 40 PVC CONDUITS \ \ RELOCATE \ �Q \ / _ O \ \`� (ENCASED IN CONCRETE) \� a I UTILITY LINES \� SIGN , \��� / IZLI LAYGROUND 124 217.34' Q R43' \ (SEE NOTE #1) 24 . IPMENT a ` \ / 11.25° BEND \ �Q \\ a KESWICK ESTATES GATE / / ��/ , j 9 7\ IMPROVEMENTS (SEE / / , 01 R5 R81.14' � � \ ' ' O / y 6a 6 c / LANDSCAPE PLANS X \ � \ ) \ , _ 0 R211.34' 6" DIP R81.14 \ 0 R10,/ / ✓ \ 25' SETBAC . L Q 45 BEND CURB \ g STOP �� \ / \ / / . _ (n / WOOD GAZEBO s TRANSITION CURB o \ \ ' �\ \/ / _ /� / a TRANSITION SIGN a �' / \ 24 SAN R10' 6 CURB �� G—� , Lu / 8s9 CG2 a Lu TRANSITION g / ��\ ° j .AAY > / EXTEND REINFORCED s a \ ss / ��� /' • V�r TURF TO EDGE R123 CG-2 CG-12 �� \ s OX \ u w 4 / Q I \ OF PAVEMENT Q D I \ REINFORCED 16' OC \ \ / ' Gc TURF PAVERS 45° BEND R130' 6^F ` o a c' R5' \ x \ i DATE 6 8s R10' PROPOSE ARDSCAPE. \ \ / \ • \ / I 92 SEE LA DSCAPE PLAN ELOCATE LINES a ��\ \ S \ 0110612020 Rpq I UT LITY LINES a 6 \� WPO BUFFER \ \ ` FDC \ 6"F (S E NOTE #1) � s \ \ D \ OX � DRAWN BY ASPHALT \ 11.25° + a a o GG=L. \ a \ \ G< 22.5° BEND � \\G�o \ / C. GAYNER —� NO STRIPING OVER PAVEFQS \ \\ CG-12 � 1 as THROUGH THIS SECTION. �' \ 1' \ (SEE LANID CAPE/A CHC YARD L 2'X2' PLANS) DESIGNED BY COMMUNICATIONS ADA SIGNS LLB \\ \\ \ \ \ �\ ,� R10' MANHOLE. �2� \ \\ \ J A. ALLISON 6' \\C (�7). a \\ 2' GRAVEL FILTER STRIP CHECKED BY (11) 4" SCH-40 PVC CONDUITS O EUHEET 1.1) I • \ IRRIGAT/O = FOR POWER SERVICE \\ �,? 1$. ( ) 8 \\ \ c l \ wr'o _ (T.YP..). 9' (T ) f o C. KOTARSKI 1 SIDEWALK WITH \ \\ \ ' a � s HANDRAIL a 3' C a ( ) RELOCATE \ • \ ILITY LINES SCALE LOADING DOCK a o EE NOTE #1) \ • 1 "=20' v 24' EMERGENCY DUMPSTER AREA \ �p� TIE BUILDING SANITARY ACCESS PATH a \ • TO EXISTING LINE. SEE I �. ..`L CURB �. \ STANDARD ACSA SEWER - TRANSI I N CURB 8"X3" 0SERVICE LATERAL • CONNECTION DETAIL. PROPOSED 12' EP �e 12 TRANSITION \ �G \ TS&V \ Z Aq \ \ SPA GATE (SEE R5' p co 5' x 5' R5' \ O \ LANDSCAPE VDOT RW-3 LANDING -D PLANS) O -o ❑ P \ �G \ RETAINING WALL CURB p V \ F MECHANICAL MANAGt P TRANSITION 5' \ I YARD SLOPE ; 3" SDR-26 \ PVC R5 Q �L 2' GRAVEL FILTER STRIP SERVICE �Q 45° BEND \�A 6 FIRE 12 GG� GATE \ (SEE SHEET C1.1) 9\ 3 DOMESTIC (SEE LANDSCAPE co SERVICE vG 6" DIP PLANS) 9' (TYP.) \ \ \ \ I \ Cl EP W 6 24' (3) 45 BENDS (TYP. CURB R28' ` TRANSITION \ A� D 16' R8' C� G;L \ NOTES: Q _3 1. CONTRACTOR SHALL VERTICALLY RELOCATE \ N EXISTING UNDERGROUND UTILITY LINES AS , ^ Q REQUIRED PER GRADING PLAN ON SHEET C5.0. 3 FT WETLANDS -(\?" - j 14/ \ \ \V \ \ \ \ CC) \ i 00 OF COVER SHALL BE MAINTAINED OVER EXISTING (D WATERLINES. I--1 2. A KNOX BOX SHALL BE REQUIRED FOR ANY J ; J STRUCTURE NOT MAINTAINED BY BY 24-HOUR STAFF. ARCHITECT/CONTRACTOR SHALL COORDINATE WITH I --I THE FIRE MARSHALS OFFICE FINAL LOCATION. Z LEGEND: � � 7U PROPOSED HARDSCAPE U J Z (SEE LANDSCAPE PLAN) -C Q CONCRETE SIDEWALK LU p co 0 HEAVY DUTY CONCRETE W a Q HEAVY DUTY ASPHALT J LOADING DOCK (SEE ARCH. PLANS) PERMEABLE PAVERS REINFORCED TURF GRAVEL SECTION JOB NO. SCALE 1"=20' 40241 0 0 20' 40' SHEET NO. z C4.0 cn L- A \ \ \ \ \3GP / � \ _ _ _ � \ \ / � �` 445 \ \ - _ � '•a•d /f'' / I \\ \ 1 1 •/ / �III� / /'1 -///// // /'/ \\� \ \\ � ' �I \ �/ \\ \ � 6'0 �` / / / \ `� \I J / ------- / / s I I I 1 ,'/ 1 r / / lq / I ► I .�J CRITICy-X\ f if/\ .: 1' I / / °• l I / SLOPTS (TYP.) \ \ \41 A IA Y \ \ \ \ \ \ \ REFER TO PLAN TITLED KESWICK HALL ADDITIONS AND • ° • , , , , / / / / \� \ \,, ,' _ I �_ _ ' \ ' ` •`J _ SITE IMPROVEMENTS" SDP-2018-016, WP0201800020 & • • / WP0201800078 FOR DESIGN INFORMATION. � X\GT \\ \\�/��� ,V \ \ \\ \ \��\ /_\\ / / II e,e \f� I I• III I ,/ l/l� / / 2' GRAVEL FILTER STRI�, / I _ _ _ - _ 'C — \ —439 '� 442' a I I I \ / (r (SEE SHEET C1.1) (TYP/ 437 -------' \ 4"SOLIDPVC� :4.�/ rtN_C/.4 ----- ---'�\ \ - - - - 00 - - - - UNDERDRAIN (TYP.),V6 I I / _INV: 433-50 -- I \ - \ / �' \ \ - \ 4-1 .4 J, _ '\ — 435 \ 436 ' �GT \ �\/ • \ \ c\ \ ' Gc \ , `J , — — �— _ _ l \ i/ • j \ \ _ , / / ,' / / l �, / J 1 II / I \ 31 —' / \ \ • ° \ // '14'4 ' \ INV: 433.50 _ lV7 INV: 430.83 4 3 v v �Q '• •, v v / / / / v v 1 4" PERFORATED PVC � �. - - - _ _ l / \ \ \ \ �38, �\ SPN J - r: / / tkti / /• / 1 1 1 \ \ UNDERDRAIN (TYP.) �432 / ' - / \ 1 \�� \ ` \ \ \ \ - /' / / ' �,v ... I I 61, INV: 428.93 \, �3 \� s �3 \ ,t ✓ SAS / ' /'/ / / / �/ / /pti / / \ S (124 UI 128 \ \ 1 w ' \ J \ / /' a v ... INV: 426.75 _� \ �� \1 '�� •\ / I \ /,` / / / / / / % w \ aMoaa \\122 `\,� \` 25 SyETBAC —CV — — — — — / ' a 121 D° rn I \ a 34 \ \ / \ // / go 433� _ \ �` 120 433 uc- \ 432 118 s INV: 431.18 428.74 - - - I CIA 125 -- - - -- Z \\ 126 < 42$ �2 a INV:427.45 -431— / / _ 117 WPOBUFF R \ I I _ 30 /' SWM3 , 4 \ /�180LFOF60"CMl' \ c, a 4"'D PERFORATEP ' G\ \ � (n ( / \ \ \ - _ _ - - - UNDERDRAIN(TYP.)---- \-\\ \\\ \ \ \ 'Al_-429/ \ \ r I I a a \ \ G) I- _ - -- \ — — — — -- \ \ / FOUNDATION DRAINAGE \ I I I \\ -----_-------,;�v�� - / / \ (SEE NOTE #4THIS SHEET)\ ROOF LEADER CONNECTION \\\ \ \\\\\\ 1.15 ` f, \ < o' ��--- --- \ (SEE ARCH/MEP V \ \ \ \ \- PLANS FOR DETAILS)(TYP.) _ _ a \ \ \ G \ INV: 42 — _ _ _ \ \ _ _ _ /; • \ �\ / �\ \ I \ _\ a \ 431.18 � , o o •• ±12' � OF ACO S200K TRENCH DRAIN. \ \ _ \ \,'j a M \ / 2 GRAVEL FILTER STRIP \ — — TRENCH DRAIN CHANNEL \\ \ \ 116 \ N �� \ (SEE SHEET C1.1) (TYP.) \ _ - - ch 1 \ \ I 36" CMP ACCESS RISER WITH ///I''//' J / \ \ �MH-1FRAME & COVER (TYP.) �\ \ — _� 1 \\\ \ \ \\\\� \\\ \\ \ Z \\\ �26 L _ //j/ I/// / // PROPOSED D \ co v:4 1\44 \ �\ \1 \ �435, / \`� `\ - /i / N / ' SPA / \ \ INV: 428.00 428.32 1INV: \INV: 109 �O \ 429.52 � 8" HDPE TO TIE TO \ / / STRUCTURE 108 \ \ \ 1 \ 11� 1 1�\. 1 1 1 \ \ 4" SOLID PVC 1, / Pi l \ UNDERDRAIN TYP. / \ ' FOUNDATION DRAINAGE �\ \ \ \ \ \ _ (TYP.) \ 4/g• \ ` \ \ \ \ / - _ �24 (SEE NOTE #4 THIS SHEET) INV: 427.69 4" HDPE'TO TIE TO ROOF 113 \ \ IN, \\\ \\\ ---4/ \\\ \ \\ �v-�?\ � / 4 / LEADER. MAINTAIN1%IN, \ ?? SLOPE MIN. (TYP.)- ' 42I/ / \ \ \ 107 I 1 14 CD/ \ 1 \ \ \ — 1— \\\ _-__,420 / / \\ I rn 6„F \2g I I\ \ INV: 1 \I \\\ \ I o W Q I O U'O 4 b.06 \ I 106 I I \\`\\ I ` D"?D`�0" \ /1 '\ 1 / 102 / \\/ I I,/ INV: 428.90 \ \ �' \ \ \ \ 1 \ �43 41$ _ // \\ r �\ \� \ \ \ _ 2- \ 3 \ \ WETLANDS \\\\\ \\ \ / ��--/---' 103 / \ \ - -- \ \ \ / / I \ / \ \ I \l\l\ 41 \lam \ 414 / \ l _ \,. --\ �\ ���l l WPOBUFFER� \\ \ '\ // I I I I^ \ r ' ' INV: 104 �- - - - - - I I I 1 1 I \ \ \l\l\l\l\ \l\l\l\ \ \ _ 413 1 109�, \ _ \ � 1 1 I 1 ` \ / ✓� / — / I V ' 19 \ \ `\ • / � � \lam � \l/ r\ \\ \\, / I i-\ \ � \ ` \\ 1 � � \\ \ �/\ /'' �� \ I\\ \ \ / ( \\ \' NOTES: \I, �; - - - \ \ \ \ \- - - _ _ \ I 1 / r \ \ , _ \ - \ \ ` 1. ALL PERMEABLE PAVER UNDERDRAINS SHALL BE PERORATED PVC WITH A FOUR INCH 4" DIAMTER. SUBGRADE TO SLOPE TOWARDS UNDERDRAINS. \ \ \ \ \ \11/ `1' `f \!, `1' \1' \ ► i \ \ I QO , \ `\ /2. ALL CONVEYANCE PIPES THAT TIE TO THE PERFORATED UNDERDRAINS SHALL BE \ ( I \ \ \ \ \ / \ _ _ \ SOLID WALL PVC WITH A MINIMUM DIAMETER OF FOUR INCHES 4" AND MINIMUM \ \ \ \ \ \ `(20� 1 \ r�' \ \ \ / - SLOPED OF 1 PERCENT (1%). \ l / \ \ \ \ \ \/\ I \ / \ 1 \ ' / / J / G/3 \ `\ \ - ' ' \\ \ I 3. CONTRACTOR SHALL ACCOUNT FOR STORMWATER ROOF LEADERS AS PART OF oo BUILDING CONSTRUCTION. CONTRACTOR SHALL REFER TO ARCH/MEP PLANS `1' `1' '\ `1' `1' `1' \ `1' FOR THE FINAL LOCATION OF ALL ROOF LEADERS AND CONNECTION DETAILS. ROOF LEADERS SHALL BE BURIED AND INSTALLED TO PROVIDE A MINIMUM OF ONE PERCENT (1 /o) SLOPE. LEADERS SHALL TIE TO THE NEAREST \ ' \ \ _ - ' - - \ \ / / v / \ / _ \ - _ , - _ -' - STORMSTORMWATER STRUCTURE ACCORDINGLY. �' �' �\ ` \' c ' \ I ( \ ' \ \\ \ \ - J 4. FOUNDATION DRAINAGE SHALL BE PROVIDED IN ACCORDANCE WITH 1.0' AVG DIA RIPRAP \� �\ I 1 \ \ — \ / ' I \ I \ \ _ ARCHITECTURAL DRAWINGS. DRAIN LINES SHALL TIE TO THE NEAREST CLASS Al \ v / I I / / ' _ _ \ 'f \ STORMWATER STRUCTURE OR DAYLIGHT ACCORDINGLY. POSITIVE DRAINAGE WIDTH 1 = 6 I/ \ I I / I \ - _ _ - \ \ \ \ ^ SHALL BE MAINTAINED IN ALL STORMWATER PIPES AND FOUNDATION DRAINS. '� f ' ' 1 \ I ` _ \ 1 ' - CONTRACTOR SHALL REFER TO ARCH/STRUCTURAL DRAWINGS FOR FINAL WIDTH 2 = 8 Q /� � / I I / \ � / / ( _ \ LENGTH = 6' - - / \ \ \ / / I ' / \ I ' I \ / \ \ DETAILS AND SPECIFICATIONS. CONTRACTOR SHALL CONTACT THE ENGINEER & DEPTH - 1.5 ARCHITECT IMMEDIATELY IF CONFLICTING INFORMATION HAS BEEN PROVIDED. cc) \\ r Q /> SCALE\1"=20' / 0 20' \ 40' 00 z p q' o (O A CRAYGW J. KOTARSKI Lic. No. 0402048507 M E O ul N OU N � > E w �E ~ V Q LL4 4- o 0 LL L w o J U 00 J — u, H O z�o� 0 Lo o Q (j � L _ N = V Lj! Q c Lr) rn O N M d � oo J � � DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE 1 "=20' z J ui a r-, ( V J � z > Q = z 0 D O 0 U w J z LW V V) m z w a i--i (� V JOB NO. 40241 SHEET NO. 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J �'' szs'6, 2 '�l/J o J r _ - , ► I I D� ,. , 1 ) I I I I I I I , I I ► I I) I 1 t I I I rr/ of // I /l I II 1 I/ I I l \ \\ \ \ \ 6/ rr/ �/ / /r / �, II /r I II t II ► ► 1 \ \ l / ! \ / / I I , I ► I I 1 I , \ \` \ (/ � \ III \ I ! c _ ► ` 1 1 III 1 I , \ \\\\\ \ \� \ �� \ ) \ •c` r\ � _�/II\III / \\/ I I lI I I \\ \ �� � , \ .c •'� - 1 �/ J Z/ / \� 1 I I lI I I \ \ //// / / / / / I / ►I / \� I I I 1 / / / I 1 I ! 11 438 \ \ I �\ \\ \ 1\ // / 1 J / / / / I J IIII \� I IF I (I I \ I I I Il/I111f / CF- - \ \ / \ 1 _ - J l II \ / /'i/ \ \`\ ` f / / - / /) 11 / I / I / _ I ` - / l II \ / i'i/ \ \`\ ` s J / / 1 1 100' SHEET FLOW _/ \ / I111 / `��s, / / I \ . , X" } \ { , J 111 / / I 100' SHEET FLOW � 22'IMPERVIOUS \° \ r ( J / / J POST AREA 1-3 - 1. 22 IMPERVIOUS �8' WOODs c,\ _ , / - 4 $ / �, I / l / / / / / l / J a I 78' WOODS \ 1' I 1 / / � 1 \ \\\ \ ..'. 5 , I „/� POST -DEVELOPED DRAINAGE � - Al12.5/ � J 1 438 \ \ \\ \ AT 12.5% �` / -�=.5�`�5• �/ y / � 1 / I J II � / /\ / / I 1 ( I ( 4: oo � \ =.5 45 �- v / � ) / I 1 II / /'// \ 1 \ \ - \ \ / 'J / "' ► (\ AREA TO ANALYSIS POINT 1 \ -"' - � \ \ PRE AREA 1-1 ' / \ � \ \� /l�,' � � I / - ':, / � 'l;)f � / I I ► � I (l � \ (OFFSITE, DETAINED),' / \ \ \� /' �,. � � 1 / - •:h / � I/�), ' /� I ► I I � I (/ I�\l\ \ PRE -DEVELOPED DRAINAGE 151 (VRRM SPREADSHEET D.A. A) _ -' ` - - - `�` \ \ SHALLOW CONCENTRATED AREA TO ANALYSIS POINT s - /� ` _� \ / !° '/ l J /%%//'i/ /' \� TC = 7 MIN t -%/ \ -_� 88' IMPERVIOUS / c° \ 63'PERVIOUS _ `_ ' l/l!/>�/r// /I c- (OFFSITE)' - - - r \ _ 444' - - is I ` :::i::: / / / ! \, //'/ / / I \ - _ \ ` �L \� \ J ' \ ✓ / , \\ / / - / \ \ t I:: / //J �� _ AT5.0% 443 -- I l l / / / / \ � / � � �. - _ _ 443 ,•• `.,:.: `l::l: 438 \\ \�) / \ \ / � \ (VRRM SPREADSHEET D.A. A) / , ` ., • l ' TC = 7 MIN - \ / \.: ':.: .i r _ / \ ` \ \ I / \•� - 439 j ► r _ 3 l la / 11 1 ! 1 _ \� � - _ � r in/ - � 1 - 4381 .. - \ \ r � � I 1 •.k �.:. / 11 I 1 1 \ `\ _ 'U - - -437 \ \ - I / k p3 / I / \ - ( \\�� _ - -437436 muii 43P-^// -- -_� C 6\\ \ / 435 ` _ , `A \ �� °� �\_\- \\ \ - ' /, / / �33 ' / / \ /, / ` / 435 / I U GP 100 SHEET FLOW . A3 \ \ / / ► \ \ I ��3 c,» US r 90' IMPERVIOUS 59'IMPERVIOUS 10 PERVIOUS IMPERVIOUS I \ AT6% / \ 43� _--� ' ��\ �-\ \ s` "� ��\ / /1 / / /// /v, )_ --\l� ) III �� ?�-� / �N` C 0 / 42�9\ \ \ �. W`� ��� / / ', , //' /���t_ w\ \ \ �POST AREA 1-4 -433_ -43? \\ / o°r / - _ _ v \ \ 435 \:• 1 ` - � � N �� < < � _ - . \ � \\ � _�:; POST -DEVELOPED DRAINAGE 100SHEET FLOW , _ � \ 100 PERVIOUS :• - c� \ •-\`\ R \ _ --� --\\` \ \ \ / ��T�/��----_ \_=__- AREA TO ANALYSIS POINT 1� \ AT6%NI PRE AREA 1-2 ---431 ti _ �j// r /,\\ \� - a \ N / _____- - --- - \ (ONSITE DETAINED) I _�431 - / / 431: J CMP DETENTION SYSTEM_--__ �_ --_ -\ \\ \ -4 � 'N� /�1- \ \I \ `------ - \\\\� \` �1 );1;\ (VRRM SPREADSHEET D.A. B) ,111 - -4*' �9 \ \ PRE -DEVELOPED DRAINAGE r _ �\ - - - - - - - \ - '\ \ 4 \ ----- \ / _1 TC - 6 MIN \\ AREA TOANALPSISPOINT 1 ----42 /� /�-� \ I \ I \\ \\ ^ \ ----42 \�W W (VRRM SPREADSHEET D.A. B) \ - - - _ - - a\-, 01 l > - I - \ \ \ �W W = -IICVk / / - _ \ \ \ \ Y\4 \_ _ / a ` a `\ \ �` I \ -\ \- \ \ \ \ \ v \ \ \ \\ \\426_-- \\ W TC-7MIN, /llI / _ \ �� \ \ \ I / ) \ 1 \\\\\ W \�1 W �. \ \ \ _ / r / __ s M \ \-\� / \ \ / - \ \ \ \ ,,, \ � 11 / 429 'r� �.�\, 1 , \ W , POST AREA - ' \ \ \ \ \ \ \ \ ,� \\\\/aIIII \\ \_ 1 \\ 'q.35 % �\\ \ \ \a ., \ \ w \ \ \ it r Ilo, \ 1 , \ \ , \ \ POST -DEVELOPED DRAINAGE / / \III I\ G \ \ J \ i \ W C \ \ \ I \ Q \ �'• �� / �? `� \ III \ \ � \ \ 1 1 / \ \ \ � W W �/] \\\� \ / - \„n �- \ \ �� \ R� \ \ 1 AREA TO ANALYSIS POINT 1 * \ \ \ \ \ \ \\ - / ' / / , / / a - \ \ \ \+ \ \ I y ✓ _ ` \ I \ 1 I 1 I \ \j . W � \ \ \ \ \ \ g.� r /' ' _ _ _t \ 42 j� \ \ I y ✓ _ ` ` 1 ` 1 I t I / I _ ONSITE UNDETAINED - 2 / \ -7 \ \\ / v l 1 \ '4� \ \ 366 SHALLOW CONCENTRATED FLOW \ \ \ \ \ \ J / / / \\_ 8 \ \ \ / 1 \ \ ( ) s \ 4 4 / v 1 1 \ \ \\ _ / ' �\ \ \ \ -`-J / ' , ( \ 'W (VRRM SPREADSHEET D.A. C) - -4>8, \ \ \\ \ \ 2 / 4?s \ \ 40 IMPERVIOUS \\ \ - / / I ,I\ 1 l \ _ \ 1 I I \ - \ , 42 / - \ 2S 42' PERVIOUS >\� , \ / / / I 1 I \ \ \ / I ! / v ) \ W > \ 417 / / S( M /' ' I I� t 11 , ) I 1 / / \ TC - 6 M IN >> �- 420 \ \ \ \ \ ^ 284' WOODS a I \� \ ) ) ( \ \ \ 1 \ _ , - Q 1� , , d /N-N-c\I-�' , I'' I 1 \ \ I I AT 8.33/ _ _ _ tII -1 \� - ' �r / i I 1 1 \ - \\\jr A \\ <%s \r j/\ \1k, \ _� _' / _�- �D�\\ \ t I1( 1\ \ \\\ \ \ \ \\\ \ \ �\ l^s�111�\� \\ _ -_ \41 �f , I \ 3 /W W l W \. \ _ \\\\\\ \\ l \ 7 / 4 1 \ \ \ I 1 . \ \ \ \ _ \ 1 / - - �\\\\ \\ - - 81%r t \ 7 4 2 \ \ \ \ \ W W W W W W \ - \� �> l l� - - '% ' \J \- ' LLB I / 1 \ / I t \ \ \ \ 223 SHALLOW CONCENTRATED FLOW 1 \ \ / I l t _ \ / II/ I\ tl \\ \\\ \\\\\ \ \\\� 58'PERVIOUS d \/ _ - �\ / ( L \ \ / \ \ 1` \ J Il \ \ \ \\\ \\ \\\\ \\ \\l \ W W \413 `_ \\S_>�t/_ I I I I 1 I \ ) \- \ \ \ \ \ /1 I 1 l I <, \ \ \ \ \ \\ \\ \ 165'WOODS \S-�� /� I I I I I \_ \ \ \ \ 1 I1 l I < \ \ \ \ /• 1 \ \ ^ \ \ ` ` W W W W W W W W W W \ 4 \ \ ✓ / / \ / l.flal II J- / \ \ ., T \ _ \ \ t \ v \ \ - ` \ \ \ _ \ AT 8°/O - / II �n J / \ \ I \ \ 1 1 ' _ /'r J I I \ ( 1 \ \ \ \ \ \ 1 \ \ 3 1 \ \ \ \ - \ \ \\ \ \ M _ \ \ W W W / �Y W\ W W \ `� I Q \ I 1 �' J \ \ \ W W W / W , \\ \ \ \ \ \ \ \ \ W W W W \ •!` -W -', W _ \ ^ \ L \ 2, r \ 2c9 / \ / \ ` d 0 \ \/ / / ^ S/2 �\ \ i\ •i \ ) r \ \\ \\ - \ \ \ \ '\ \ \ ..\ \ \ \\ W� _W W \ W •Y \ \ \\� \ I \ ` \/ / / ^\ St, �\ 'LILTS' / \ \ \ -7\ \ l \ ^t - li W T W W - l \ \ - � c - - l � ! \ l I \ 1. � \ r \ � \ ' - �. � \ \ � \ � \ \ \ l \ \ - li W yv T W .� - I \ \ I \ 1 a \ - 1 L � ( \ l 1 L \ \ \ \ •� W W �Y W �Y 0 \ \ \ \ \ ` \ \ \ \ W W W W p \ ( \ \ \ W r r w \ 489' SHALLOW CONCENTRATED FLOW O • - \ I ` \ \ \\ < \ - \ \ �� tir \ W \ \ o ( \ \ W W < /� W W W \\\ \ \ - / \ I \ \\ \ ,1\ \ / I \ \v \ \ \ \ \\ \ \ \\ \ \ 1 \ \ < '� ` \ \ 1 - < v _ 1 11\ / \ \ ANALYSIS POINT 1 65 IMPERVIOUS _ . _ .. \ \ I �.� : \ < \ \ W W W �• W W \\ / - / \ \ \ \ \ \ \_ \ _ ,, r \ \\ \ \\\ I \ \ �`, \ \ \ ANALYSIS POINT 1 : r \ \ 116' PERVIOUS \ \ \ \ \ \ < W W \ _ 308 WOODS \ \ \ \ / I " � � \ t \� \ \ \ \� \ \ \ \ / W W W }• •Y ( , \ % - I \ ` \ 1 \ ` \ \ \ J \ \ \\ ` \ ` \` ' WETLANDS \ WETLANDS \ \ \ N \ \ ` \\ ✓ \\ \ \ �\ \W \ ! \\ ) IF \` ` It \\ It 411 \ \ \ / 1 1 \ \ \\\ \\\\ `\ Z� 411 \ \ \ J 1 1 r It /1 \ \� 1 /<r\ _/ \\ \\ \\ \ // \\ \\` ^\ 1 \ \\ �-/ 1 \ \ \ \ ^\ \ \ \ \ 1 I 1 \ I \ \ \ 1 I I \ \ \ \ \ � \ \ \ \\ \\\ \ \ \ � � \ / � 1 /� / / 1 \_ \ 1 I \ rr It \ \ ` \ \ \ � \ \ \ \ \ \\\ \ \ \ \ t �r / // (� I \ I \ rr \ \ \ \ \ \ \ \ \ \ \ ` \ - ` \\/ /\ I �`'\ / / / \ \ _ / _ - I 1 / ` \ 1 `/\ \ ao -\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \\ \ _ W W W \ J \ I 1 3`� I \1 I /' \ - - \ 1 I J \ 1 ` /\ \ 0ALEV 0 1 \ \ \ \ \ \ \ \ \ \ \\ \ \ \ 1 \ \_- \ / ) ` / ! / I \y /, J_ 1 _ - I I 1 I I `a \\ \ 0 / \ \ \ \ \ \ k\ _ / t � , I , 1 / '� \ (� ' - � I I I 1 I, _ I \ \ .� \ � \ \ \ \ ,, � \ \ \/ / 1 \ / / / \ ! 1 1 I I I 11 \ � \ ao / 1 \ \ \ \ \ \ t \ \ , / ` ) GALE n - 0 1 a/ \ 1 \ \ \ \ \ \ \ \ \ O m \^ \ \ / PE� �/ V bi6� l _ / - - " \ f J \ I 1 \ \ \ \ \ \ \ \ 1 \ \ \ \ / O m \^ \ / �L�` 1 \ 1 \ \ \ \ \ I \ \ \ \ I \\ \ \ \ \ , I \ \ I / \ _ _ 1 I I 1 \ I I\ z \ 1 1\ I \ \ ` ` \ I \ \ \ \ \ \ \ l / I 1 \ \ 1 \ \ \ \ 1 \ \ \ \ \ i a I I I l I \o \ \ \ \ / _/ �- \ I I \ \ \ \ 1 \ \ 1 1 \ 1 \ \ \ \ \ \ ` \ 1 i/ \\� _ o \ I I / 1 I \ \ 1 y \ \ \ \ \ \ `\ 1 I ^/ / ) I / ) 50 \ ry�100\ 11 ) \ I /� 1 l 1 ) \o \ / / - \ n/ I 1 \ \ \ \ \( y \ ' \< \ \ \ \ \ 1 \ ` \ � \ \\ ! 1C \ l 1 1 1 I \ . /1 1 \ ` .� \ \\ I \� \\ \ I 1 1 9 I I \ \ \ J ( (\ I \ _ w 1 - \ \ \ \ \ ` _ / \ I I t / ( ( 1 \ \ 1 1 1 ( \ \ \ \ \ \ I \ \ 1 \ 1. \` \ \ J (\ I ( \ ti- 1 \ \ \ \ \ \ _ / \ I J I ( 1 \ \ 1 1 v \ / \ ` i \ \ \ _ / ! I I / / I \ \ \ \ 1 \ \ ° I \ ` \ { 1 \ \ \ \ \ \ l r ( \1 1 / \ i \ \ I \ \� \ ) �, _�\ a \ \ \\\ \ \ 1 II \ -�� �' \ -\i STORMWATER NARRATIVE THIS PROJECT INCLUDES THE CONSTRUCTION OF A SPA, PARKING FACILITIES & ASSOCIATED UTILITIES. BASED ON THE LIMITS OF DISTURBANCE, THIS PROJECT CONSISTS OF ONE (1) ANALYSIS POINTS FOR STORMWATER QUANTITY MEASUREMENTS. PRE -DEVELOPED CONDITIONS WERE ESTABLISHED FROM THE AIRBORNE SURVEY DATED 7/31/17. ALL DEMOLITION AND CONSTRUCTION SHOWN AS PART OF WPO 201800020 & WPO 201800020 HAVE BEEN EXCLUDED FROM ALL STORMWATER CALCULATIONS. STORMWATER RUNOFF DRAINING TO ANALYSIS POINT 1 WILL UTILIZE PERMEABLE PAVERS AND A UNDERGROUND DETENTION SYSTEM TO MEET STORMWATER QUANTITY REQUIREMENTS. FOR SMALLER STORM EVENTS, PERMEABLE PAVERS WILL COLLECT RUNOFF AND DIRECT STORMWATER TO AN UNDERGROUND DETENTION SYSTEM VIA A SERIES OF UNDERDRAINS. FOR HEAVIER STORM EVENTS VDOT STANDARD INLETS AND AREA DRAINS WILL COLLECT RUNOFF THAT BYPASSES AREAS OF PERMEABLE PAVEMENT AND SEND STORMWATER DIRECTLY TO AN UNDERGROUND DETENTION SYSTEM. WEIR ELEV. = 426.70 T^o OF STORAGE '.00 0 10 YEAR WSE 426.96 STEEL PLATE _ 2 YEAR W_SE (14 GAUGE) - - 424.85 1 YEAR WSE 424.24 30"x6" ORIFICE INV. 425.29 I .J Vf111 II,L INV 422.00 WEIR PLATE SECTION ELEV. 422.00 WEIR PLATE IN 60" CMP STORAGE SYSTEM - SWM 3 No Scale DETENTION SYSTEM INSPECTION/MAINTENANCE SCHEDULE 1. INSPECT PIPE SYSTEM BOTH UPSTREAM AND DOWNSTREAM OF THE WEIR PLATE CONTROL STRUCTURE FOR SEDIMENT BUILD UP ON A YEARLY BASIS. 2. INSPECT WEIR PLATE CONTROL STRUCTURE FOR CLOGGED ORIFICES ON A YEARLY BASIS.IF ANY CONTROL ORIFICES ARE CLOGGED REMOVE DEBRIS 3. IF MEASURED SEDIMENT BUILD UP EXCEEDS 20% OF THE PIPE DIAMETER. THE SYSTEM SHALL BE CLEANED VIA A VACUUM TRUCK OR MANUAL METHODS. WATER OUALITY ANALYSIS SITE DATA PRE DEVELOPED AREA IMPERVIOUS = 0.57 ACRES MANAGED TURF =0.86 ACRES WOODS = 0.59 ACRES PRE DEVELOPMENT LOAD (TP) (LB/YR) = 2.88 POST DEVELOPED AREA IMPERVIOUS = 1.08 ACRES MANAGED TURF = 0.94 ACRES POST DEVELOPMENT LOAD (TP) (LB/YR) = 2.88 MAXIMUM PERCENT REDUCTION REQUIRED FOR REDEVELOPMENT = 20% TOTAL LOAD REDUCTION REQUIRED (LB/YR) = 1.28 LB/YR ONSITE TREATMENT PROPOSED TP LOAD REDUCTION ACHIEVED = 0.55 LB/YR STORMWATER CREDITS PREVIOUSLY PURCHASED = 1.09 LB/YR TOTAL TREAMENT PROPOSED = 1.64 LB/YR CURRENT DEVELOPMENT EXCEEDS THE REQUIRED WATER QUALITY TREATMENT BY 0.36 LB/YR (1.64 LB/YR - 1.28 LB/YR = 0.36 LB/YR) *SEE SHEET C6.4 FOR NUTRIENT CREDIT AVAILABILITY CONFIRMATION. THE OAK GROVE NUTRIENT CREDIT FACILITY IS LOCATED WITHIN HUC 02080204. WATER OUANTITY ANALYSIS POINT 1 DRAINAGE AREA ANALYSIS (PRE -DEVELOPED) PRE AREA 1-1 TO ANALYSIS POINT 1 (OFFSITE) AREA = 0.78 ACRES 1-YEAR STORM CN = 83 2 & 10-YEAR STORM = 83 [VRRM SPREADSHEET D.A. A] Q (CFS) V (AC -FT) 1 YEAR 1.94 0.090 2 YEAR 2.49 10 YEAR 4.49 PRE AREA 1-2 TO ANALYSIS POINT 1 (ONSITE) AREA = 2.02 ACRES 1-YEAR STORM CN = 87 2 & 10-YEAR STORM CN = 87 [VRRM SPREADSHEET D.A. B] Q (CFS) V (AC -FT) 1 YEAR 5.65 0.281 2 YEAR 7.43 10 YEAR 12.67 AREAS COMBINED (1-1 + 1-2) Q (CFS) 1 YEAR 7.48 2 YEAR 9.91 10 YEAR 17.16 DRAINAGE AREA ANALYSIS (POST -DEVELOPED POST AREA 1-3 TO ANALYSIS POINT 1 (OFFSITE, DETAINED) AREA = 0.78 ACRES 1-YEAR STORM CN = 83 2 & 10-YEAR STORM CN = 83 [VRRM SPREADSHEET D.A. A] Q (CFS) V (AC -FT) 1 YEAR 1.83 0.090 2 YEAR 2.49 10 YEAR 4.49 POST AREA 1-4 TO ANALYSIS POINT 1 (ONSITE, DETAINED) AREA = 1.09 ACRES 1 YEAR STORM CN = 91 2 & 10-YEAR STOM CN = 91 [VRRM SPREADSHEET D.A. B] Q (CFS) V (AC -FT) 1 YEAR 3.63 0.181 2 YEAR 4.62 10 YEAR 7.50 SWM 3 (180 LF OF 60" CMP) (POST AREA 1-3 + POST AREA 1-4) Q (CFS) 1 YEAR 2.61 2 YEAR 3.72 10 YEAR 6.45 POST AREA 1-5 TO ANALYSIS POINT 1 (ONSITE, UNDETAINED) AREA = 0.93 ACRES 1-YEAR STORM CN = 87 2 & 10-YEAR STORM CN = 87 [VRRM SPREADSHEET D.A. C] Q (CFS) V (AC -FT) 1 YEAR 2.65 0.129 2 YEAR 3.49 10 YEAR 5.96 AREAS COMBINED (SWM 3 + POST AREA 1-5) Q (CFS) 1 YEAR 4.99 2 YEAR 6.40 10 YEAR 10.95 CHANNEL PROTECTION (ENERGY BALANCE QDEVELOPED < 0.80*(QPRE-DEVELOPED*RVPRE-DEVELOPED)/RVDEVELOPED QMAx (1-YR) <_ 0.80*(5.65* 0.281)AC-FT / (0.090 + 0.181 + 0.129)AC-FT = 3.18 CFS 3.18 CFS + 1.94 CFS (AREA 1-3) = 5.12 CFS OK Q (1-YR) POST -DEVELOPED = 4.92 CFS FLOOD PROTECTION: POST -DEVELOPED Q <_ PRE -DEVELOPED Q OK 8.02 CFS (POST -DEVELOPED Q2) <_ 9.91 CFS (PRE -DEVELOPED Q2) OK 17.01 CFS (POST -DEVELOPED Quo) <- 17.16 CFS (PRE -DEVELOPED Q10) *SEE SHEET C6.2 FOR CURVE NUMBER REDUCTION CALCULATIONS - VRRM CRAIGW J. KOTARSKI Lic. No. 0402048507 Y 01-06-20,�jl M E 0 N 0 N � >E Lu�E QLL o LL. Lu 0 r6 C' LY 1-- M J U co Lu J - Lri oM p N (j w z � �x <��� tn2 �N = U > Q . c '-^ rn C) N M d � oD J Lu � I- CL O Z O z O a_ ZO tY ti W ti z _O v) (n � W W rY LLA z C)CL a DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE AS SHOWN V) z 0 H� I- J D U J Q U I -I z Q Q L i z V J (D C) .j Q = z z Q U UW J �z W m Lu W Q � Ll.I z Q LL Lu I- G 0 I - JOB NO. 40241 SHEET NO C6.0 0 U 0 3 0 O n Q 0 0 m 0 c c CL c 0 m 0 IZ IZ L)0 o O �W �z 00 o � E O c o c>3 � c Iz o 0 C z 0 g x � o 0 0 �0 O O : 122 (n M U N O O U L � N in C6 C: 0 0 O S_ U � O c6 U O /n o U - � U /n = O U 0_ o cn L c 0 Q m Q T 75 v N N O N 0 0 0 a \ \ \ \ 00) / \_ _ \\ \ / .R y N, At AC I / \GG - \ 6� /� 416 \ \^{ • ° e / / I I / / CRITIC,�L / / / / gip/ IU' -S(S! \ I , ' / // •e• /l/ I ISL07S(TYfP.)/%/ 6" GRAVITY \ \ \ \ \\ / \ \ \ j \ \\ \ \ \ \ - / - - �� 6• i I ` 4 \ \ n \\\`\ \\\\ \\ �GP/ \_ _ R ` REFER TO PLAN TITLED KESWICK HALL ADDITIONS AND r / / (PVC) \• �� SITE IMPROVEMENTS SDP-2018-016, WP0201800020 & s - WP0201800078 FOR DESIGN INFORMATION. \\\\ \ \in \ \ l \l\`'' _ /----'\ \�`'C'O\ / / Gn' X\\` \\ \\�//y `' \` 4V\ \ \\\ \ \��\ //-\\ / J II e' �\ I I• III J /' Il , ' / / PERMEABLE PAVEMENT DRAINAGE AREA 2 � 4 ` 2' GRAVEL FILTER STRI�''� =PAVEMENT,-439 \ \ \ \ \ lv - 1,750 SF PERMEABLE (SEE SHEET C1.1) lrTyP� ; _ 0 SF UPGRADIENT DRAINAGE _ _ \ 43s, CONTRIBUTING DRAINAGE AREA (CDA) = 1,750 SF CDA RATION �=0v1,\---437 ( 1 - _ - - _ - - _ _ - - - - - _ - _ - _ - \ _ / \ ` \ 4 4 { { ' 4 4, \ /f / , / / / 3 - \ l ' \ I _ (� � \ \ \ \43g 435 J UGT \ 3k \ \ ` \\ ' G 4 J \ - \\ \°\ c \ cA\ }31--/ /,l II • \ / PERMEABLE PAVEMENT DRAINAGE AREA 1 435 _ 2 \\ \ `� \ '\ - \ \ _ _ ; / / \ 1,753 SF PERMEABLE PAVEMENT , / / / 0 SF UPGRADIENT DRAINAGE \G� { 4 J4 - \,,,� \ , / / , /l / / / 429- \CONTRIBUTING DRAINAGE AREA (CDA) = 1,753 SF {` CDA RATIO=0:1 ibl / 4 1 / R3 n)`L ` ( \ \ i7 `Q \� S - 3 f • 4 ✓ / ` S"� 429 \\ \ \ \ W F"A \ \�� \ \ \ l l / - / / / / / / \ i .� / ' �' \ / ~ �- �.�1� \ \ ' ' �' a - ` M � / \ \ a \G O I / � l / \ 25 �TBAGI' aCyn)0� S Nv d' SP� \ \ \ \\ 33 J - ' \\ 4 / A CIA/ --- All L -431 431 WPO BUFF R I I � \ ` / / 42g / �F \ \ \ I � /. _ s • \ \ \ \ ` - _ _ - - - - _ _ --- ` _ PERMEABLE PAVEMENT DRAINAGE AREA 4 ,(\ \ \ - - - - - - ' - - - - - - -429 / / , \ 1\i► \ I ' I •s 1,917 SF PERMEABLE PAVEMENT / - - - - - - - - - PERMEABLE PAVEMENT DRAINAGE AREA 3 I I I �\ a \ 654 SF UPGRADIENT DRAINAGE 1,296 SF PERMEABLE PAVEMENT \ l I e CONTRIBUTING DRAINAGE AREA (CDA) = 2,571 SF \ \ \ \ \ \ IN, 2,497 SF UPGRADIENT DRAINAGE ` \ \I \ -' ` CDA RATIO = 0.34:1 CONTRIBUTING DRAINAGE AREA (CDA) = 3,793 SF n \ \\ \ CDA RATIO 1.93:1 - \ \ �- --- _ - \ a \\ \ O 42 _429 ��IGO - M \ I\ _ - a \ a, \ 2 GRAVEL FILTER STRIP 'M \ (SEE SHEETC1.1)(TYP.) \ -\ -\,� `\ \ecv 0i o Q CRAYGW J. KOTARSKI Lic. No. 0402048507 WY7OXAL � M E O N OU N � > � w E +_, Lu ~ V Q U-! o LL Lw0 a J U 00 J -Lr; H O C� W No � z� 4W-� O �x _ N N = V � � � Q c Ln rn O N � M a � Oo J � F- • • • • • • Z L_ /I////PROPOSED \\ III III \ \ \\ D p \ \ 1 G �\ \1 � \435' / \`^ \\\ • hc\f- \ /SPA/ -' I PERMEABLE PAVEMENT DRAINAGE AREA 5 MINA 2� \ 962 SF PERMEABLE PAVEMENT / \ PES/ \\ D \0 SF UPGRADIENT DRAINAGE 4/9 \ ` \ \ ` - ' \ \ \ ' 24 , / / / / , \ \ \ \\ I CONTRIBUTING DRAINAGE AREA (CDA) = 962 SF 4?3 // \\ 1 \ _ 426 \ �CDARATIO 0:1 IN, 00 \ \�-- AQ' \ 41 co \ WETLANDS ` - \ \\ \ l-_ \, -_\ \\ -� \\; ll, WPO BUFFER \\ _S \�j' _ -413 �1 s \\\/412- \ \ \ 1 1 00 \� \ I \ \ \ \ \ \ I r \ \ I CC) �\ \ \\ \ \ \ r f 0) 6„F N w CN _ PERMEABLE PAVEMENT DRAINAGE AREA 6 \ - 432 I 864 SF PERMEABLE PAVEMENT 1,901 SF UPGRADIENT DRAINAGE - ` , \ \ // \ \\ \ \ CONTRIBUTING DRAINAGE AREA (CDA) = 2,765 SF \\ / CDA RATIO = 2.20:1 1 I I I1 I I ^ \\ \-- / I \ 1 � 1 -V , \ 19 M 1 SCALE 1 "=50' 0 00 HYDRAULIC DESIGN CALCULATIONS (EQUATION 7.1 - SECTION 6.1 DESIGN CRITERIA - SPECIFICATION NO. DSTONE = I(PXAyXR ,) + (PXAp)]/ (N,XAp) PERMEABLE PAVEMENT DRAINAGE AREA 1 DSTONE(MiN) = [(0.08FT X 1,753 FT2 X 0.95) + (0.08FT X 1,753 FT2)] / (0.40 X 1,753 FT2) = 0.39 FT P = 0.08 FT Ap = 1,753 FT /N = 1,753 FT2 Nr = 0.40 R j = 0.95 PERMEABLE PAVEMENT DRAINAGE AREA 2 DSTONE(MiN) = [(0.08FT X 1,750 FT2 X 0.95) + (0.08FT X 1,750 FT 2)] / (0.40 X 1,750 FT2) = 0.39 FT P = 0.08 FT Ap = 1,750 FT2 Py = 1,750 FT2 Nr = 0.40 R , = 0.95 PERMEABLE PAVEMENT DRAINAGE AREA 3 DSTONE(MiN) = [(0.08FT X 3,793 FT2 X 0.95) + (0.08FT X 1,296 FT2)] / (0.40 X 1,296 FT2) = 0.75 FT P = 0.08 FT Ap = 1,296 FT /N = 3,793 FT Nr = 0.40 R j = 0.95 PERMEABLE PAVEMENT DRAINAGE AREA 4 DSTONE(MiN) = [(0.08FT X 645 FT2 X 0.95) + (0.08FT X 1,917 FT2)] / (0.40 X 1,917 FT2) = 0.26 FT P = 0.08 FT Ap = 1,917 FT2 Py = 654 FT2 Nr = 0.40 Rv, = 0.95 PERMEABLE PAVEMENT DRAINAGE AREA 5 DSTONE(MIN) = [(0.08FT X 962 FT2 X 0.95) + (0.08FT X 962 FT 2)] / (0.40 X 962 FT2) = 0.39 FT P = 0.08 FT Ap = 962 FT2 Py = 962 FT2 Nr = 0.40 R„j = 0.95 PERMEABLE PAVEMENT DRAINAGE AREA 6 DSTONE(MiN) = [(0.08FT X 2,765 FT X 0.95) + (0.08FT X 864 FT2)] / (0.40 X 864 FT 2) = 0.81 FT P = 0.08 FT Ap = 864 FT Py = 2,765 FT2 Nr = 0.40 Rv, = 0.95 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) d/// 1-1/2" PERMEABLE 12" MAX. a �A\�A SETTING BED \ \ \ /\/ AGGREGATE 4" 21 B STONE 0 0 0 \ 9.75" #57 STONE T/X STONE J\��\�� %\ ��\ ��\��\��\��\��\��\��\\�\��\ \\\� ��\a����� j\\/\\/�/�� j\\/\\/�\/\\/\\/N\/\\ PVC UNDERDRAIN PIPE PERMEABLE PAVERS SECTION - LEVEL 1 No Scale GEOTEXTILE COMPACTED FABRIC (TENAX SUBGRADE SLOPE MS220B OR TO UNDERDRAIN H N a o DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE AS SHOWN Q I..L ^Q (w I..L V � a Q �z J U I --I J 0C Q C) � o z U W w J '-' CQC w Lu W V / Ii w a 0- w _I W Cw 2: L.L w JOB NO. 40241 SHEET NO. C6.1 c ai U C a� m 0 a� 0 Q Q c as 0 a> rn m 0 U) ca co n 0 0 c a�i a 50 -0 0� o O z 00 02 c m E - O C � C6 � a o C7 � U) z U) 0 aa) n g x a) a' 0 0 a) 0--n 0) En Cu � C U N mc o a) U � L a) L m =0 a� E -0 m C: 0 Co o -0 Uo-0� 0 c � o � U L 0 m � o ca ca 0 Q L Runoff Volume and Curve Number Calculations Enter design storm rainfall depths (in): -year storm 2-year storm 10-year storm 2.9211 3.54 5.35 Use NOAA Atlas 14 (hap://hel-n-noaa.gov/hdsc/pfds// O Q Q T 75 0- v 0 N 0 N 0 70 91 6 0- ROUTE Club Drive PROJECT Keswick Hall Spa DESIGNER: CG CHECKED: CK DATE 1/6/2020 UNITS :NGLISH INLET z O Q � d W U Z d Q Q V Q W = z = Un U v w d W O �^ U i a O a` U EW dto u; H v O Ul Q �' � [- F C��7 x [- H F" C7 w � cn v' i1 a � W 3 v ° Q[ " a .� p � U W .a Ca W H � W a °O o W 4 U° O U j d Z Q Sag Inlets Only n w Z a F" w Z to o Ca x O ° z Q cn wdw F• 106 DI-1 1.500 0.070 0.50 0.035 Back/Lt. 0.000'RIGHT 0.035 4 0.14 0 Back/Lt. 0.070 0.74 0.0518 Ahead/Rt. 0.052 4 0.208 0 0.0200 0.0200 3.440 2.000 0.5814 0.0200 1 2.00 Ahead/Rt. 0.348 0.0200 1.500 1.5 0.348 1.406 0.160 3.406 5.859 Weir Flow 114 DI-3C 6.000 0.070 0.69 0.0483 Back/Lt. 0.000'RIGHT 0.048 4 0.192 0 Back/Lt. 0.070 0.74 0.0518 Ahead/Rt. 0.052 4 0.208 0 0.0200 0.0400 2.230 2.000 0.89686 0.0400 1 2.00 Ahead/Rt. 0.400 0.0200 6 0.400 0.827 0.320 0.333 0.960961 2.827 1.722 Weir Flow 116 DI-3C 6.000 0.140 0.73 0.1022 Back/Lt. 0.000'RIGHT 0.102 4 0.408 0 0.0200 0.0400 2.870 2.000 0.69686 0.0400 1 2.00 Back/Lt. 0.140 0.68 0.0952 Ahead/Rt. 0.095 4 0.38 0 Ahead/Rt. 0.788 0.0200 6 0.788 1.299 0.320 0.333 0.960961 3.299 2.707 Weir Flow 118 DI-3C 6.000 0.260 0.52 0.1352 Back/Lt. 0.000'RIGHT 0.135 4 0.54 0 0.0600 0.0400 1.640 2.000 1.21951 0.0833 2.0825 3.04 Back/Lt. 0 4 0 0 Ahead/Rt. 0.540 0.0600 6 0.540 1.010 0.320 0.333 0.960961 3.010 2.104 Weir Flow 120 DI-3C 6.000 0,510 0.39 0,1989 Back/Lt. 0.000'RIGHT 0.199 4 0.796 0 0.001 0.0500 5.619 2.000 0.35594 0.0500 1 2.00 Back/Lt. 0 4 0 0 Ahead/Rt. 0.796 0.001 6 0.796 1.308 0.400 0.333 1.201201 3.308 2.180 Weir Flow 122 DI-1 1.000 0.260 0.47 0.1222 URIGHT 0.122 4 0.488 0 0.488 0.0100 0.0208 5.283 2.000 0.37857 0.0200 0.96154 0.716 1.98 0.0000 0.0208 14.151 1.000 0.071 0.731 0.357 0.131 1.299 124 DI-1 1.000 0.080 0.51 0.0408 0.000'RIGHT 0.041 4 0.164 0 0.164 0.0100 0.0208 3.529 2.000 0.56673 0.0200 0.96154 0.890 1.98 0.0000 0.0208 8.951 1.000 0.112 0.899 0.147 0.017 0.862 126 DI-1 0.670 0.090 0.60 0.054 Back/Lt. 0.000'RIGHT 0.054 4 0.216 0 0.001 0.0208 5.448 2.000 0.36711 0.0400 1.92308 2.46 Back/Lt. 0 4 0 0 Ahead/Rt. 0.216 0.001 0.670 0.67 0.216 1.534 0.166 3.856 6.146 Weir Flow 128 DI-1 1.000 0.060 0.31 0.0186 Back/Lt. 0.000'RIGHT 0.019 4 0.076 0 0.0400 0.0400 1.343 2.000 1.4892 0.0400 1 2.00 Back/Lt. 0 4 0 0 Ahead/Rt. 0.076 0.0400 1.000 1 0.076 0.668 0.320 2.668 1.392 Weir Flow 130 DI-1 0.670 0 4 0 0 Back/Lt. 0.000'RIGHI 0.060 0.48 0.0288 Ahead/Rt. 0.029 4 0.116 0 0.0400 0.0400 1.574 2.000 1.27065 0.0400 1 2.00 Ahead/Rt. 0.116 0.0400 0.670 0.67 0.116 1.012 0.320 3.012 2.109 Weir Flow 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 Hm 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 Circular 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 0.00 6.45 413.50 412.33 116.56 0.01004 24 Circular 1 8.93 0.00550 1.26 2.08 0.57 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 0.97 039 6.64 1.49 0.09 5.27 107 1108 106 0.00 0.00 1 0.00 5.09 6.51 1 0.00 6.45 1 415.80 414.07 57.73 0.02997 18 Circular 1 19.70 0.00330 0.59 0.65 1 032 9.98 2.14 0.10 5.18 109 SWM3 OUT 108 0.00 0.00 0.00 5.00 0.00 0.00 6.45 422.00 419.75 56.22 0.04002 18 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 1 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 1 3.81 10.00030 0.28 0.18 0.16 3.63 0.49 0.14 5.14 115 116 SWM3_IN 0.28 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 0.15 7.73 1.19 0.06 5.06 117 118 SWM3 IN 0.26 0.52 0.14 1 0.60 5.61 635 0.00 3.82 423.02 422.13 88.94 0.01001 15 Circular 1 7.00 0.00310 0.66 0.66 032 5.83 1.19 0.25 5.87 119 120 118 0.51 0.39 0.20 0.42 5.50 638 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 1124 122 0.08 0.51 0.04 0.04 5.00 6.54 1 0.00 0.27 1 428.19 426.08 70.30 0.03001 12 Circular 1 6.69 0.00010 0.14 0.06 1 0.09 4.16 0.41 0.28 5.28 125 126 120 0.09 0.60 0.05 1 0.05 5.00 6.54 0.00 035 423.63 423.59 3.98 0.01005 8 Circular 1 131 0.00080 0.24 0.11 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 1 424.90 1 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 (Ft/M) FRICTION SLOPE, Sfo (FT/FT) (NVM) 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 (Ft/M) Vi Vi*2/2g Hi (Expn) 0.35*MAX. (Vi2/2g) SKEW Angle I K Bend H (Ft/M) Sum HL I (Ft/M) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (16) (17) (18) (19) S WM3_I N 1 424.000 118 422.130 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 1 0.109 6.218 0.600 1 0.210 0.0 0.00 1 0.000 0.320 1.270 0.415 YES 0.208 1 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 1 0.232 0.000 0.000 1 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 1 0.000 0.0 0.00 1 0.000 0.051 0.654 0.066 YES 0.033 1 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. 12) 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(waters hed -inc h) must emuultiplied by the drainage area. 131 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 DII.I.ed) are computed with and without reduction practices. Drainage Area A A Soils 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 or 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 1 98 1 98 98 98 CN DA.A 83 1-year storm 2-yearstorm 10-yearstorm DRAINAGE AREA A REFLECTS RVDeveloped(watershed-inch) with no Runoff Reduction* 1.38 1.89 3.49 PRE/POST DEVELOPED OFFSITE AREA. AREA 1-1 &1-5 RVDeveloped(watershed-inch) with Runoff Reduction* 1.38 1.89 3.49 Adj ustedCN* 83 53 53 SHEET C6.0 *See Notes above Drainage Area B A Soils B Soils C Soils D Sol Is 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-year storm 2-year storm 10-yearstorm DRAINAGE AREA B REFLECTS RVDe,eiaped (watershed -inch) with no Runoff Reduction* 1 1.67 1 2.22 1 3.90 PRE DEVELOPED ONSITE AREA RVDevemped(watershed-inch) with Runoff Reduction* 1 1.67 1 2.22 1 3.90 AREA 1-2 SHEET C6.0 Adjusted CN* 57 57 51 *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.govlhdsclpfdsl) [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 Deveraped) 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 (fta): 0 Managed Turf-- disturbed, graded foryards or 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 B REFLECTS RVDevelaped (watershed -inch) with no Runoff Reduction* 1,38 1.89 3.49 POST DEVELOPED ONSITE RVDevebped(watershed-inch) with Runoff Reduction* 1.38 1.89 3.49 AREA. AREA 1-6 SHEET C6.0 Adjusted CN* 83 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 0.00 Runoff Reduction forest/open space or reforested land CN 30 55 70 77 Volume fta : 481 Managed Turf-- di turbed, graded foryards or 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 0.00 0.00 0.70 CN 9g 9g 98 98 CN IDA. B) 92 1-year storm 2-year storm 10-year storm DRAINAGE AREA C REFLECTS RVDe elaPd (watershed -inch) with no Runoff Reduction* 2.09 2.68 4.43 POST DEVELOPED ONSITE RVDewyped (watershed -inch) with Runoff Reduction* 1.96 2.55 1 , AREA. AREA 1-7 SHEET C6.0 Adjusted CN* 91 1 91 1 91 *See Notes above Drainage Area C A Soils 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 fta : 0 Managed Turf- disturbed, graded foryards 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 IDA. Q 87 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 RVDevebped(watershed-inch) with Runoff Reduction* 1.67 2.22 3.90 AREA. AREA 1-8 SHEET C6.0 AdjustedCN* 87 87 87 11 *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 (RIM) FRICTION SLOPE, Sfo (FT/FT) ("M) 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 (Ft/M) Vi Vi*2/2g H (Expn) 0.35*MAX. (Vi212g) SKEW Angle K Bend H (Ft/M) Sum HL (Ft/4 (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (16) (17) (18) (19) 100 1 1 1 412.000 102 411.290 2.00 412.890 24 6.450 82.53 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 EO.O0548] 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 0.171 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 1 YES 0.527 0.721 416.391 425.960 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 1 O.K. Q CRAIGW J. KOTARSKI Lic. No. 0402048507 A01-06-20�� A OI6TAl, ` - a..i'" m E CD O U N � N O Q O > E w E F- V 11-4 4- Q LL 0 o LL L w O ro J U oo W J Lr) I --I Cl� C� LL rj r J z H 4- 0 �x cn o 44 � (n = N N = V LLr) Q C Lr) OM 45O N M a � 00 J � F- Cn O (D O H 0 w w r� 2 U Q z O r� V) I --I IY O (A z O z O a Z U VV)) LU z �0 O tLo w W Z W Q O 01 a O LU H N a DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE N/A U) z O J U J Q U �+^ Q 0 caf / 7~7 z IL -I J 0 J ~ > W < >- J = z m O U w z J Q V' 5 Z I-4 W , ^ i LU W 0 LW 1 I..L O Vl JOB NO. 40241 SHEET NO. C6.2 O c ai U) U C m O L N rn O n Z3 Q 0 a� to Z3 0 m co CL L O O C: a�i a 5O -00� o O �z a� 0 og c m E C N m 'n CL 0 Z) U O C7 `� U) z in O U) 2i x m H a, o_ 0 0 a IZ o n 0) En co U V) C a) O N U � L a c6 C a� a E Co U Co O a r6 �U O Cn o Co U L U) m � U O ca O U � E L- IIQ \ ( � �/ \� r\ %` \ \ ` \ � � • � _ ' \ _ _ / \ \�'=-- \ , / , / , e " / / / / e° / °• a `s� ' • e °/ / / III r / \ \ / , / / / / v v vvA v A AV od? qw \ \\ \ \ \ \ \ �A41* \ \ \u_ .. \ \ \ X \ 4W 6" GRAVITY \ `� \ \ / • \ \ P% \ \ (PVC) \ \ \ \\ \ \\\\\\ /.v/ \\/ ■ . \ // JUG// \\ \ j\ \/i—•C\ / n ` \ imp 'GRAVEL FILTER STR11''� = ■ - I - / - - - - - \ _ _ -439 EE SHEET C1.1) (I,YP) W� — L W !'GT\ \ \ — — — — — _ — _ _ — — — ' — • \ \`UGC \ ■ \\\ `� 437 /- -•• - III , , �i■■■►+ .� �� �Gt►i�•••j.■,vri•�` � �!!■■■gin,_.•••••••••u••o!.••.)••••NSMWl�•!!•w�.` �� ♦ ` •►�■r�l�./,■■■■._ �`.�NNNt'NNNnNNN�`NnNNtrNN���n•••-� Iw�� I .�■I/� / t\: i pNM•Jw9•sV0ME •f�11� ,IAA _� � ♦psi � �, •w ,, , 515161 . � wAlk �•w�' � re. tie, {•, ' ,ti 11 �I ���T J� ► O• �•�• •M �4 VA IfYMM �� COI �� � � • : � f � � ''r �i. � �gAg.b�� . � �� . COI �� � ---� �,1! � , ��� ��Av�•�•�•� \ 0.08 - 5 \ 7 ■ 0 •� �\ \ \ \ \ • \\-_ 3 ___�_ 430- 429- \ \ 124 ■1033 _ \ \ \ 43 AC 0.47 - -• 128 \ � , \ ■ • . . 437 � / \\ _SAS 11 / \ _ ■ 12 2 . p`30' . \ . 4u;O \l • I P io I\ 110 _ \ \ / / / / '\ \ . \ , — \ --- --- o� 0.26 G� l \25 TBAGl \ � � N \ \ �\ - / ------ N •4 1 \ / 1 \ / / \ \ _ - 1 a2o� AC 0.52 34• i -73 0.2 AC 118 - 433y� 435 I / !,Gto "N \� 116 0.6 -431 AC 41� cp 126 0.06 • I / 431 I ■ \_ , I\ /\ 2 AC 0.48 \ / I \ /� ■ \ , \ I \\__----------- \ WP-b BUFF R I I \ _430� 4 g \ / SWM 30 130 \ .• ./ / a 180LF60 CMP L\ I \ c., _ 429 / / / I I I • s ■ \ \ G� \ I / �\ \ \ / / — — — — — — — — cT Sty / /— ..• \ 1 I I I O\ a \V \ \ All IN Ar IF IF -115 0.90 44 \ \\\ `/ �•\ �\ ��\\\ \\\ ` --- / ��, ��\III , 429 \��o • a c� \ \ 2'GRAVELFILTER STRIP \ \ \ \ \ \ \ \ \ \ ` \ , \ / �. / /l I I / �� 116 .d •N \ (SEE SHEET C1.1) (TYP.) �_ /�'/I//// /1 '/ 1 1\OP'OSED \ \I�I I • p . II I �G �,�\ \ \435, %\`\ \ \ \ R9 \ — — / '/ / / / \ I III \� \ \ \ 1 \ / \ \ \\\\ ` /SPA II ; 16 13 oo 0.14 \ \ \l\�\ 4?9.' / // / 107 Q2 1111� 114 o AC 0.69 �`. \ \` \\ \ 1 ` I 1 11 I _� — / ' I • I I l \vv 106 \ 102 / I 1 • • I I \\ \ \ I • /l� \\ i \ \ I. 418 432- 105 I ` \ \ \ I • / 1 \ \ WETLANDS \ \\ \ \ \ 1103 I \ \ 414 \ — — \ ; �\ \ l WPO BUFFER \ \ \ \ \ — , 1 r _ _ \ \ 104 -------------- \413 —``__ 1 \I \ /� Il 1 /� I I I \ / / I I \ \ \ ( I\ , \\ \ \\ II u \\ \ LEGEND I 11 1 \ \/412-_-/ 109 I t 1 /\ AREA C 1719 \ \ 1 INLET %4/ \ � \ � � \ \ \ \ \ ` \ �----- \ \ \ \ \ I \ IN, DRAINAGE DIVIDE 14/ qo 141, \ \\ \ \ \ \ \\ SOALE1"=20' 1 \ r \\ \ \\ I \ \\ \\ \\ \\ \\ ` `\ \✓ I\ \ ` \\ \ _ /—' \\ , I I I 1 // \\ i , _ 1 , —�--_ / \\ \1 I\ -- \ ~\\ I 0 \ \\ $0 0 Q CRAIGW J. Y,OTARSICI Lic. No. 0402048507 0 I -06-2 Q IOXAL M E O ul N OU N > E w E ~ V � � Q-! t; 3: LuO F^ J U oo J —� H rn C� LNo u O �x LL- (n = N N = V > Lr) � Q c rn O N M 00 J O 1-- z O Luj- a ZO M U-) Lu z c0 O Lo w W Lj- O W Q Q1 DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE 1 "=20' z Q Q J a z � J (D � Q J ~ = z Z) U) D O I.J� U w J w W (/'� / coV J Q w I..L � O JOB NO. 40241 SHEET NO. C6.3 c a�i a �0 0 o O z 00 02 C m E - O � o a o 0) U Z U) Da) 2Q g x H a) o o � 0 0 a- o n En co U N C a) O N U L � � L a) f6 C .� OU C � a) a E -0 = c: U co O c6 'U O c c o co U L �U) O O ca O g S H L 0 Ln 91 Q T 75 0- v 0 N O N c 0 2 O 0- CuBSN410TO Chesapeake Bay Nutrient LandTiust, LLC. January 26, 2018 Mr. Andrew Allison Timmons Group 608 Preston Avenue, Suite 200 Charlonesville, VA 22903 RE: CSNLT / Oak Grove - Nutrient Credit Availability Project Reference. Keswick Hall and Goff Club Attention: Nor, Allisow "Tamorrow's Natuml Resources Today" This letter is to con Firm the availability of authori7.ed Nutrient Credits sufficient to meet your project requirements at our Oak Grove Nutrient facility, which is registered with the Virginia Department of Environmental Quality (DEQ). These Nutrient Credits are generated and managed under the terms of the Oak Grove Nutrient Reduction implementation Plan dated May 11, 2017 which was authorized by the DEQ on August 31, 2017. The Oak Grove project has been authorized to provide Nutrient Credits for use in the James River watershed. These Credits are transferable to those entities regulated under DEQ's Stormwater Management Program in accordance with VA Cade § 62.144.15:35. Currently our Oak: Grove facility has 38.16 pounds oi`Phosphorus Credits available. If we can provide further assistance please feel free to contact Our office. Sincerely, Chesapeake Bay Nutrient Land Trust, LLC By Its Manager EarthSource Solutions, Inc. SWttA. IZ98& Scott A. Recd Vice Presidcnt Chesapeake Bay Nutrient Land Trust, 1 I_C_ • 5735 S. Laburnum Avenue + Richmond, VA 23231 + P, 804.222.5114 + vvvvvv.cbnit_com DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 O 2011 BMP Standards and Specifications G 2013 Draft BMP Standards and Specifications Project Name: Keswick Hall - Spa Postdeveloped Date: 12/30/2019 Linear Development Project? No Site Information Post -Development Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) -112.02 iPre-ReDevelopment Land Cover (acres) A Soils B Soils C Soils D Soils Totals Forest/Open Space (acres) - undisturbed, protected forest/open space or reforested land 0.59 0.59 Managed Turf (acres) -disturbed, graded for yards or other turf to be mowed/managed 0.86 0.86 Impervious Cover (acres) 0.57 0.57 2.02 Post -Development Land Cover (acres) A Soils B Soils C Soils D Soils Totals Forest/Open Space (acres) -undisturbed, protected forest/open space or reforested land 0.00 Managed Turf(acres) -disturbed, graded for yards or other turf to be mowed/managed 0.94 0.94 Impervious Cover (acres) 1.08 1.08 Area Check OK. OK. OK. OK. 2.02 Constants Annual Rainfall (inches) 43 Target Rainfall Event (inches) 1.00 Total Phosphorus (TP) EMC (mg/L) 0.26 Total Nitrogen (TN) EMC (mg/L) 1.86 Target TP Load (lb/acre/yr) 0.41 Pj (unitless correction factor) 0.90 Runoff Coefficients (Rv) data input cells constant values calculation cells Check: BMP Design Specifications List: 2013 Draft Stds & Specs Linear project? No Land cover areas entered correctly? Total disturbed area entered? A Soils B Soils C Soils D Soils Forest/Open Space 0.02 0.03 0.04 0.05 Managed Turf 0.15 0.20 0.22 0.25 Impervious Cover 0.95 0.95 0.95 0.95 Land Cover Summary -Pre Pre-ReDevelopment Listed Adjusted' Forest/Open Space Cover (acres) 0.59 0.08 Weighted Rv(forest) 0.05 0.05 % Forest 29% 5% Managed Turf Cover (acres) 0.86 0.86 Weighted Rv(turf) 0.25 0.25 % Managed Turf 43% 57% Impervious Cover (acres) 0.57 0.57 Rv(impervious) 0.95 0.95 % Impervious 28% 38% Total Site Area (acres) 2.02 1.51 Site Rv 0.39 0.50 Treatment Volume and Nutrient Load Pre-ReDevelopment Treatment Volume (acre-ft) 0.0655 0.0634 Pre-ReDevelopment Treatment Volume (cubic feet) 2,853 2,761 Pre-ReDevelopment TP Load 1.79 1.73 (lb/yr) Pre-ReDevelopmentTP Load per acre 0.89 1.15 (Ib/acre/yr) Baseline TP Load (Ib/yr) (0.41 Ibs/acre/yr applied to pre -redevelopment area excluding a62 pervious land proposed for new impervious cover) lAdjusted Land Cover Summary: Pre ReDevelopment land cover minus pervious land cover (forest/open space or managed turf) acreage proposed for new impervious cover. Adjusted total acreage is consistent with Post-ReDevelopment acreage (minus acreage of new impervious cover). Column I shows load reduction requriementfornew impervious cover (based on new development load limit, 0.41lbs/acre/year). lax. Reduction Required (Below Pre- 20% ReDevelopment Load) TP Load Reduction TP Load Reduction Required for 0 38 Required for New 0.90 Redeveloped Area Impervious Area (lb/yr) (lb/yr) Nitrogen Loads (Informational Purposes Only) Site Results (Water Quality Compliance) Area Checks FOREST/OPEN SPACE (ac) IMPERVIOUS COVER (ac) IMPERVIOUS COVER TREATED (ac) MANAGED TURF AREA (ac) MANAGED TURF AREA TREATED (ac) AREA CHECK D.A. A D.A. B D.A. C D.A. D D.A. E IF AREA CHECK 0.00 0.00 0.00 0.00 0.00 F OK. 0.70 0.38 0.00 0.00 0.00 O K. 0.31 0.00 0.00 0.00 0.00 F OK. 0.39 0.55 0.00 0.00 0.00 OK. 0.00 -f-0.00 1 0.00 0.00 11 0.00 OK. OK. OK. OK. O K. O K. Site Treatment Volume (ft')II 4,577 Runoff Reduction Volume and TP By Drainage Area RUNOFF REDUCTION VOLUME ACHIEVED (ft" TP LOAD AVAILABLE FOR REMOVAL (lb/yr) TP LOAD REDUCTION ACHIEVED (lb/yr) TP LOAD REMAINING (lb/yr) D.A. A D.A. B D.A. C D.A. D D.A. E TOTAL 716 0 0 0 0 716 1.74 1.14 0.00 0.00 0.00 2.88 0.55 0.00 0.00 0.00 0.00 0.55 1.19 1.14 0.00 0.00 0.00 2.33 NITROGEN LOAD REDUCTION ACHIEVED (lb/yr) 4.09 0.00 0.00 0.00 0.00 IF 4.09 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD (lb/yr) 2.88 TP LOAD REDUCTION REQUIRED (lb/yr) 1.28 TP LOAD REDUCTION ACHIEVED (lb/yr) 0.55 TP LOAD REMAINING (lb/yr):11 2.33 REMAINING TP LOAD REDUCTION REQUIRED (lb/yr): 0.73 Total Nitrogen (For Information Purposes) POST -DEVELOPMENT LOAD (lb/yr) 2037 NITROGEN LOAD REDUCTION ACHIEVED (lb/yr) 4.09 REMAINING POST -DEVELOPMENT NITROGEN LOAD (lb/yr) 16.49 Drainage Area Summary DA. A DA. B D.A. C D.A. D D.A. E Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0.00 Managed Turf (acres) 0.39 0.55 0.00 0.00 0.00 0.94 Impervious Cover (acres) 0.70 0.38 0.00 0.00 0.00 1.08 Total Area (acres) 1.09 0.93 0.00 0.00 0.00 2.02 Drainage Area Compliance Summary DA. A DA. B D.A. C D.A. D D.A. E Total TP Load Reduced (lb/yr) 0.55 0.00 0.00 0.00 0.00 0.55 TN Load Reduced (lb/yr) 4.09 0.00 0.00 0.00 0.00 4.09 Drainage Area A Summary Land Cover Summary A Soils B Soils C Soils D Soils Total % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 0.00 0.00 0.39 0.39 36 Impervious Cover (acres) 0.00 0.00 0.00 0.70 0.70 64 1.09 1 BMP Selections Managed Turf Impervious TP Load from Untreated TP Downstream BMP Treatment TP Removed TP Remaining Practice Credit Area Cover Credit 3 Volume (ft) Upstream Load to Practice (lb/ (lb Treatment to be (acres) Area (acres) Practices (Ibs) (Ibs) Employed Total Impervious Cover Treated (acres) 0.31 Total Turf Area Treated (acres) 0.00 Total TP Load Reduction Achieved in D.A. Ib/ r 0.55 Total TN Load Reduction Achieved in D.A. (lb/yr) 4.09 Drainage Area B Summary Land Cover Summary A Soils B Soils C Soils D Soils Total % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 0.00 0.00 0.55 0.55 59 Impervious Cover (acres) 0.00 0.00 0.00 0.38 0.38 41 0.93 1 BMP Selections Managed Turf Impervious BMP Treatment TP Load from Untreated TP TP Removed TP Remaining Downstream Practice Credit Area Cover Credit s Volume (ft) Upstream Load to Practice (Ib/yr) (Ib/yr) Treatment to be (acres) Area (acres) practices (Ibs) (Ibs) Employed Total Impervious Cover Treated (acres) 0.00 Total Turf Area Treated (acres) 0.00 Total TP Load Reduction Achieved in D.A. (lb/yr) 0.00 Total TN Load Reduction Achieved in D.A. (TN 0.00 14 A CRAYGW J. KOTARSKI Lic. No. 0402048507 eD �` 10NAL � M E CD 0 N U N � C > E LUa' E LU ~ U Q LL o u_ 0 L LU O a J U 00 LU J H M o rj (9 LU N zr_ ±_� �O �x LL- (n = N = V > LLr) Q c Lr) rn O N Ln L_ M a '1- oo J cri O 2 U O 2 H LU W 2 U Q z O U) 0 Z O O H N a � 0 DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE AS SHOWN U) z O �1 Ii U � Q z J J I --I U J \~ �e 0 Q U LU _J O' H Vl LU 00 Q w Ui Q O r� V 1 JOB NO. 40241 SHEET NO C6.4 0 c ai U c N > a) O 2 is 4) U I Q T C M O 0 aD O C L U) C cis M a E 0 a> U 3 � CL �O o O a) z �O �2 og C m E O _ O C N rtS � C 0- O Z) U OO E .2 (D U) z O aa) g x m a) o a) 0 a� o n 0) a� c to U C a) O a) U � L am m C a� a E Co U Co O iM r�S .0 O c 'Un) .o 'C"U L co coU) c U O O U c� a � E L_ Virginia Stormwater Management Handbook, Chapter 9 July 2013 Virginia Stormwater Management Handbook, Chapter 9 July 2013 FLUSH CURB (BROOM FINISH) 12" MAX. 4" 21 B STONE 18- PARKING (REFER TO SHEETS C4.00 FOR LOCATION) I v V UNDERDRAIN PIPE PERMEABLE PAVERS SECTION - LEVEL 1 No Scale FABRIC (TENAX MS220B OR EQUIVALENT) 1-1/2" PERMEABLE SETTING BED AGGREGATE 4" 21 B STONE 9.75" #57 STONE 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 Facility Type: Level 1 Site Plan/Permit Number_ Date BMP Placed in Service Level 2 Ideally, each permeable pavement installation should be inspected in the Spring of each year, especially at large-scale installations. Z ? Z Elemant of ai C1. Who Will BMP Potential Problem m (D How to Fix Problem Address Comments Problem :5R }, yCIL 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 clip ins 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 Numbwr 3" Party Inspection Firm: Site Address 3" Party Inspector's Name: Latitude / Longitude: 'N 'W Contact Info / Phone Numbor BMP ID Number as shown on plan and general location on the site• • A certification is required for all SWMIBMP 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 reggaire photos. Pre • Installation Meeting and Site Preparation CHECK PHOTO DESCRIPTION GATE OF INSPECTION! COMMENTS 11 Pre -Installation Meeting with - contractor designated to install the facility -3rd party inspector (or designee) A review of checklist and tentative schedule for interim Inspections 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 Q Horizontal location of EIMP is in accordance with the approved plans. ❑ Subgrade surface free of rocks, roots, and large voids. (Voids may be filled with base aggregate.) 13 For level 2 permeable pavement: Excavation bottom is scarified. CI 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. Ct ❑ Excavation of facility has achieved proper elevations and grade per approved plans. Filter Layer and Underdrain Placement CHECK PHOTO DESCRIPTION DATE OF INSPECTION! COMMENTS ❑ All aggregates (stone, sand, etc., as required) are clean, washed, and conform to specifications. ❑ U Perforated underdrain sae and spacing per approved plans. Pipe Diameter Inches Material Pipe Spacing ft. Slope Perforation Size/Spacing ft. ❑ Fitter layer and initial reservoir layer aggregates spread (not dumped) to avoid aggregate segregation per approved plans. Depth of fitter 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, rap 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 dry -weather 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 ❑ Sides covered with geotextile with no tears, holes, or excessive wrinkles. 0 ❑ 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 1_I Concentrated flow is not being discharged directly onto the permeable pavement t,J 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. El lJ 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 layer for the installation of the underdrain system is per approved plans. Depth of aggregate layer ft. Sae of aggregate layer ❑ Signs installed per PFM 6.1304.313 ❑ 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. 1_] [-.i Provide a photo of the BMP facility after completion of construction. Final Certification I do hereby certify that this as -built information for the stormwater 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. ,. h ,- a A Q CRAYGW J. KOTARSKI Lic. No. 0402048507 / M E CD N OU N In c > E w E ~ V (U � 11-4 4- Q LL o 0 LL L Lu O ro a J U co J — . F-I rn LU CD Z_ H 4-_ ;1- �O �X oQ _ (n X N = V > LLn Q c Ln rn O N � M a � Do J � F- • C, J CL O Z O z O a Z i• L U VV)) LU z �0 O V) V) W W � O Z W Q 110 Q DATE 0110612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE N/A UJ U z z UJ z Y U w Y a z > z O U LU J Q w m J Q C) z LU co Q UJ UJ L- JOB NO 40241 SHEET NO C6.5 O Q m c Q T rL N O c 0 70 91 6 a Z J IL H z w w w LEGEND STORMWATER MANAGEMENT FACILITIES EASEMENT AREA / I CRITIC4L b/ / / • e• / / /I SL07S (TYP.) III ♦���• # ', . � � // I / /� SANITARYMH \ \\ _ _ , _ \ I _ _ \ TOP=435.65 \ \ \ \ _ = s LLIU- - ? LcT ` - \ -� \ J �` / �` \ / 129 lNV 1N=427.76 \ \ J / \ _ - -\ CIcT N 5.6 /NV OUT=427.02 / �� ------ -- �----- -- - - NIARYMANHOLE ,�ii\ __--------- ------ \----_----_-- ___-_- \ \T\\� - \� _ �L It 437\\f \ \ \ \\ 439 \ — 435 . ' \ \\ 43g _ �cT \ _ 3� \ ` \Q0, rz,\ 14 4 � \ , / �, / 3j _\\ J SAS 124 p�" '\ �/y a ` \ \ I / L 'Q436 CIA \ 25 / / \ N / It SETBAGl 433— _ — _ _ _ — _ — — — — — / 9 ♦ A O� lam` / ` \ ° al.— / /'S SP� 114V — \ / 'WHITE i i' — \ ` ✓ — _ \ cP- �' i ' �SAN 12"WHITE OAK \ 14" TEOAK s9'G '�------_____�' �� , / \S / \\ \ \ :\. 1 \�\ 4 \ `\ 44 411 \ A _ -431 43 Qm\ _ C HIE O, / , 12" v - \\\ WP�BUFF R \ I I \ _430— 42gF---___- N 7� _429- IV \ \ n \ 30" WHITE \ \ 4"DECIDUOUS^ \ \ \ \ \ \ \ \ ` W -\ / / / / / / \ \ \ \ \ \ \ \ \ \ f <� Q /\\ \ V \ W11TE0AK`\ 429ty) \� N \ 2'GRAVEL FILTER STRIP \ \ \ \ \ \ \ i / /,j l l l , / / / \ \ _ •� a' \ \ \ �. -N \ (SEE SHEET C1.1) (TYP.) 20'WHI�EOAK M \ \ \ \20' WHITE &AK\ fit \ \ \ 6"WHITE AK \ ` �R \ \ ` \ \ L - "' PROPOSED D \ \ , <G . \ --435, 14" WHITE OAK PA IN OAK 8" WHITE7 AK 12" Wl7/TFc OAK \ \ ` \ \\\ 14 WHITE OAK/// \\: IL \ 24"WHITE OAK — 1 \ \ \ I ` ��_ _ Ar 2 j \ \ \ \ \ \ \ \ \\ \ \SOAK \\\\ I \\—== Q26 / / // / ^ _—� 6 FCIDUOUS-\g4?S \ \� 14" WHITE 9AK 4/9 \ \ \ \ r423 / 24 WHITE OAK �\ \ ` \ _T4-WtilTE OAK \ \ \ \ \ \ \ \ / \ iT „WHITE OAK ` 1�" RIME ,478 \ \ �\ / ' ' / 42 /\ / , / ' _ - _ \ I 42S \ \ �. ' . \ . ' \ / l \ \ ✓ / \ - _ _ \ \ \ \ \ \ \ _ 4"DECIDUOU9g7> \ \ \ \\ \ \ \ - _ _ _ _ i ' -420 / / ' /\\ \\' 1 g \ 16" PINE y?gb VHI T\E OAK 6" PINE 1 I I 6" I� \ N / 12" DECIDUOUS \\ \\` \ \ I \ / X / / 1$ 15" MJ PLE 432 D� 90" MAPLE \ 22" WHITE OAK I \ WETLANDS ,_ ___,- -- \ \ / I \ � _ _ \ \ \\ / / - / ' \ JK \ \ \ / / i 10"DECIDUOUS / \ \ \ 414 --\ / / - / 15" WHITE OAK \ / \ t - \ _ _ \ \ \ c / / WPO BUF \ \ / \ \ \ �18" M/jPLE 1 _ \ 12'�CCIDUOL%S� _ _ ' \ _ 6" MAPLE < MAPLE I \ "MAPLE I I \ ` I I \ \ \ \ _ \ ; 12"J[V ITE OAK_ 15" WHITE OAK \ W �\ \ \ \ 413 _ - _ 1$" dECIDUOUS/ I (� / _ _ _ OAK \ \ I i - - \ \ \ I / - - 'C5" WHITE OAK 412`� \ I \ / _ \ 10"DEC 1 I I n / / I \ \/Ar \ 1 \ \ 4" DECIDUOUS \ l / _ ) 1 II 1 \. 12" DECIDUOUS Bch \ 28" WHITE OAK - \ Ao EXTENT OF\ / / \ N \ \ \ BAMBOO 12DECI FIOUS� _ / \ \ \ \ \ 26" WHITE OXIK \ \ , \ \PULIHITE O�K 12" W4 YTE OAK- \ 12"DE�IDUOUS 1 I \ � 15" WHITE OAK \ ' ' ' ' \ \ ` ` \ / � •- / \ \ \ \" WHITE OAK 12" WHITE OAK / 14 WHITE OAK _ - - \ 1 I I / / :: \ \ I \ I r \ \ \ � - / \ 5 \ \ \ _ / [ \ 1\ I l 4"LpECID(JOUS� _ 5" WHITE O PL \ ' 1-9" MAPLE I \ 10", i�CIDUOUS :::::: .:::::: \ \ \ \` \ \ \ \ \ \ \ ✓ \ \p \v( � � r -v \ \ \ \ I - I 15" WHITE OA �2p y \ ... \ \ \ \ \ \ \ \ _ \ %"QECIDUOUS 12" DECIDUOUS U `::. / 20„ WHITE OAK 6" DECIDUOUS 00 \ \ \ \ \ \ \ �L \ \ — 2" RITE A ' l 6" DECIDUOUS: 10"DECIDUOUS 1 \ 1 I—_ 1 \ 20" DECIDUOUS I\ .�6 15"PINE\ -4" DECIDUOUS47 1 \ i 10"DECIDUOUS26" WHITE OAK \ I �..::.:.......... I / \ f0„ WHITE OAh/ r �_ _ �� \ \ l I I /' / \ / 6" DECIDUOUS / P" DECIDUOUS \ \ I / EXTENT OF BAMBOO \ \ CC)\ \ \ ` / \ I \\ \ \ / \ I I \: I I 4"DECIDUOUS 24"DECIDUOUS \ \ 1 I \ 28" WHITE OAK `? \ \ \I 5" DECIDUOUS / \ \ \ \ 1 \ \ \ \ \ \ \ DECIDUOU f (�3\ \ \ \ \ \ \ \ \ \ \ \ \ \\ \ \ \ \ \ \ \ \ <1 / I CO / \ \ \ / / \ \ \ 4' WHITE OAK \ G \ \ AC \\\ _ - UCATv� ` \ \ ` / \' \ GcA 1 \\ S;c / / `/ I ♦ \ qll / °` My { , .44 _ I ` ` _ _ REFER TO PLAN TITLED "KESWICK HALL ADDITIONS AND IJ\ _ \/ _ �_ ' \ ' ` SITE IMPROVEMENTS" SDP-2018-016, WP0201800020 & ' " \ WP0201800078 FOR DESIGN INFORMATION. \ (ACT 2' GRAVEL FILTER STRIT''� \ -439 \ \ \ '� \ \ \ \ - 442 SEE SHEET C1 1 P/ \ M CRAYGW J. KOTARSKI Lic. No. 0402048507 M E O ul N OU N � > E w E ~ Lu Qt� LL� 0 LL 15 o w O ro , -i J U M CD W No zr-� O x o Q = U-) _ N = V Ln Q c U) rn O N M 00 J � � z O a ZO V) U-) Lu O ul) 1 -4 w W z O 01 CL H N a � o DATE 01/0612020 DRAWN BY C. GAYNER DESIGNED BY A. ALLISON CHECKED BY C. KOTARSKI SCALE 1 "=20' z I..L 1 z uj uj Vl Q w U) uj H� � a � J DC I --I J > U LL D ° z UW � 5LL' H W Lu ( D V ) co w a z Q w I..L 0 Vl JOB NO. SCALE 1"=20' 40241 0 20' 40' co co p SHEET NO. z C6.6 0 C a) U c N a) O n3 a> O n Q c� 0 a> rn Z3 a) 0 m c� co a c O a> 0 3 c �O o O L Z �O 02 m E - O 0- o U Z U) in O aa) n �X a) O_ 0 O Q 2 n cn co U N C a) O O U ` 2 a) m 0 a a� a E -0 = c: U co O r6 •U O 'n .2 m U L c m c O O c� Q _E O� Q CRAIGW J. OTARSKI Lic. NO.0402048507 1 1 z z M 00 coM U (/) N cn N N Q Q M 0 rn CO > E w piO p CC)Q OM lcci O g' •- w - +, 04 Lu Z Nr O�? ~z N O)U+ N UO- wMp z = pQ U-!-gy�O� 0') rn118: DI 3C6ftThroat pn LL2Q� 2Q0-- coo0�uo Lo L6> C0) STA 11+86.89 112: MH-1 rNoaO � O z 14 U Lo Co ch I -CD JpU) � pU)� co� TOP 428.57 C? + : -3C . STA U 00 0 z_ z_ O INV IN 423.12 (119) p 0 STA 10+00.00 TOP 430.19 a J - ui oQw» > INV IN423.71 127 N ~ O z z z ( ) < > TOP 429.79 INV IN 425.12 (113) a o N U) P - - - INV IN 424.90 (129) U) z INV OUT 425.41 (113) INV OUT 425.02 (111) CD W N INV OUT 423.02 (117) , . � z 440 440 440 440 440 440 0 xLL- O o a =3 a cn = cv oC ti 2VQLq (n U-) ~ c Ln Lu ti o °' p a O to 00 V) � ~ > W w � O W Q L O a O 11 2 C� Q O Li -77 7-� a SWM 3 SWM 3 SWM 3 = � 180 LF 60" CMP 180 LF 60" CMP 180 LF 60" CMP TOP: 427.00' TOP: 427.00' TOP: 427.00' BOTTOM: 422.00' BOTTOM: 422.00' BOTTOM: 422.00' > w = O U H Q a o V) � DATE O >- 0110612020 DRAWN BY 9+50 10+00 11+00 12+00 13+00 13+50 9+50 10+00 11+00 9+50 10+00 11+00 11+50 C. GA YNER STR124 - SWM3 STR116 - SWM3 STR114 - SWM3 HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' • DESIGNED BY VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 • A. ALLISON z • CHECKED BY c~n o D • Q C. KOTARSKI J O • SCALE OQ co rn m po>�o � N a • 111=50' z U�=-t � = d g •o z O o ° o - C U) z z Lp N N • O w N ~ O O M c? N C:) • °� N � 0� 6� CUD) M 00�� O) N O NQ co _ -� Co N� +_� C) Z g��z 0O g�vz p0 g��z =O w --tz w cn p�0> > p<0> > NpHO> > O CD �O> m � U) z r c/) z � c/) z cn � z Q N 435 435 z z a w o m Q QornN _ "t cn ~ c Z O N ~ Q 00 g a 0/430 118-. DI-3C 6 ft Throat O o c� 120: DI-3C 6 ft Throat 0- w No 118: DI-3C 6 ft Throat o O P O zSTA 10+04.04 O O r m cn�- } Oo o � STA 10+03.98 } Q o -OON STA 10+31.21 TOP 428.57 z + TOP 428.57 z � o N TOP 428.57 INV IN 423.12 (119) bo p INV IN 423.59 (121) N +O N INV IN 423.12 (119) INV IN 423.71 (127) N F- p > INV IN 423.59 (125) 66 g Q qt O INV IN 423.71 (127) INV IN 424.90 (129) WEIR PLATE c z INV OUT 423.49 (119) w O � O z INV IN 424.90 (129) INV OUT 423.02 (117) 0 cn ~ - INV OUT 423.02 (117) SWM 3 430 430 430 430 430 180 LF 60" CMP TOP: 427.00' BOTTOM: 422.00' (� a V / ~ J � J > �..0 11 107 50 Q > J 18 LL u nx 0 ( ) w 0 5 H� c PROFILE SCALE Q Lu Lu V / m w a 9+50 10+00 11+00 12+00 13+00 14+00 14+50 9+50 10+00 11+00 11+50 9+50 10+00 11+00 11+50 9+50 10+00 10+50 SWM3 - STR100 STR126 - STR230 STR128 - STR118 STR130 - STR118 HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' ID VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 IE 1E JOB NO. 40241 SHEET NO. C7.1 435 � PROPOSED 435 EXISTING � GRADE GRADE 430 ~ 430 3' MIN. � �23 30 425 1,� OF 425 @ 3.40 � 0 121 � 79.53' OF 0 2.84' 119 12" HDPE 37.05' QF 117 @ 3.00% 15" HDPE 88.94' OF 420 ° 15" 420 @ 1.00% SSWR 1-2 415 415 \ 430 � 430 EXISTING 425 1.5' GRADE 425 PROPOSED IN. GRADE 420 S �09 420 8�� F PROP. 6" DIP � WATERLINE 2' _ M N 415 S� �3, � 415 E 3HD 1.5' IN. � •Op/ 101 410 PROP. 3" PVC & 6" DIP 82 5 ' 410 105 24" HDP WATERLINES 36.95' OF 116.56' OF @ 14o�E 18" HDPE 24" HDPE @ 1.00% @ 1.00% 405 405 EXISTING 435 GRADE 435 PROPOSED GRADE 430 _ 430 3' MIN. 425 425 115 27.00' OF 12" HDPE @ 1.00% 420 420 415 415 PROPOSED GRADE 425 EXISTING 425 GRADE 125 420 420 8" HDPE @ 1.00% 415 415 410 410 EXISTING 435 _ GRADE PROPOSED 435 GRADE 430 430 3' MIN. 425 425 113 1.5' 29.79' OF MIN. 12" HDPE @ 1.00% 111 420 23.98' OF 420 PROP. 3" VC 12" HDPE WATERLINE @ 1.00% 415 415 PROPOSED GRADE 425 � _EXISTING GRADE 425 127 O 31.21' OF 12" HDPE 420 @ 1.00% 420 SSWR 2-3 415 415 410 410 425 425 420 420 415 415 410 410 0 c N U C m m 0 0 3 a� 0 n L Q c� L a) m 0 m c� c� a 0 T 0 3 c c MATERIALS LEGEND PAVING TYPE PAVING O ASPHALT - VEHICULAR O CONCRETE CURB - VEHICULA O REINFORCED TURF ® PERMEABLE PAVERS - VEHICU O CONCRETE - PEDESTRIAN © STONE PAVERS ON SLAB OCONCRETE i - VEHICULAR k. Q N M N O N O N 16 O O O O `O L 3 a� E a� 0 w V, 0 t 0 J 0 r a) a Q Vi O i U) 4- a� Vi M O i n Q U i 0) .N 0 O 0 c- Q_ 4- U a� 0 N O NO O 00 V) i FINISH/PATTERN DETAIL NOTES -- -- SEE CIVII DETAILS R SEE CIVII DETAILS -- -- SEE CIVII DETAILS SEE CIVII LAR -- DETAILS MEDIUM BROOM FINISH 1 /L2.00 INTEGRA TBD 2/L2.00 COLDSP MEDIUM BROOM SEE CIVII FINISH DETAILS - DWGS FOR NOTES & - DWGS FOR NOTES & - DWGS FOR NOTES & - DWGS FOR NOTES & L COLOR TBD RING 'ROCKVILLE WHITE' - DWGS FOR NOTES & WALLS, STEPS, STRUCTURES SYMBOL WALL TYPE O FOUNTAIN © KESWICK ESTATE MONUMENT © FREESTANDING WALL O CONCRETE STEPS FINISH/PATTERN DETAIL NOTES TBD 6/L2.00 STONE TBD 5/L2.00 STUCCO 3/L2.00 PRE CAST STONE CAP MEDIUM BROOM 4/L2.00 FINISH NOTE: SEE STORMWATER MANAGEMENT SUBMITTAL BY CIVIL ENGINEER FOR PERVIOUS PAVING CALCULATIONS. 0 10' 20' 40' O NELSON B Y R D 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