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HomeMy WebLinkAboutWPO202200032 Plan - VSMP 2022-10-13BERKMAR SELF STORAGE SITE DATA TAX MAP PARCEL AND OWNER INFO: PARCEL 04500-00-00-112E0 PARCEL 04500-00-0011200 BERKMAR HOLDINGS LLC 411 EAST FRANKLIN STREET, STE 400 RICHMOND, VA 23219 OFF -SITE SDP-WPO PLAN REFERENCED WITH THIS PLAN: WPO-2018-00030 CHARLOTTESVILLE-ALBEMARLE SPCA WPO-2016-00011 HARVEST MOON WPO-2016-00011 KEGLER'S POND AS -BUILT WPO-2011-00076 RIVANNA PLAZA RIVANNA PLAZA EASEMENT PLAT DB-PG 3839-301 SDP-1995-00087 LOWE'S HOME IMPOROVEMENT CENTER (CALCULATIONS/APPROVED SITE PLAN) SDP-2003-00102 LOWE'S MINOR AMENDMENT LIMITS OF DISTURBANCE: 5.00 ACRES EXISTING AREA: PARCEL 04500-00-00-112EO = 1.73 AC. PARCEL 04500-00-0011200 = 2.69 AC. EXISTING ZONING: HIGHWAY COMMERCIAL. RELATED TO ZMA-2016-00009 OVERLAY DISTRICT: MANAGED SLOPES SHOWN PER ALBEMARLE COUNTY GIS, AIRPORT IMPACT AREA (AIA), AREAS OF MANAGED AND PRESERVED SLOPES OVERLAY DISTRICT. THESE OVERLAY DISTRICTS ARE NOT BEING REVISED AS PART OF THE PROJECT. MAGISTERIAL DISTRICT: RIO CURRENT USE: WOODED AREA PROPOSED USE: COMMERCIAL SELF -STORAGE (105,000 GSF) HOTEL (43,364 GSF) MAXIMUM BUILDING HEIGHT: 65 FT PROPOSED BUILDING HEIGHTS: COMMERCIAL SELF -STORAGE 40 FT HOTEL 49 FT PROPOSED IMPERVIOUS AREA: 3.04 AC SOURCE OF SURVEY, BOUNDARY, AND TOPOGRAPHY: TYLER JAMISON ROUDABUSH, GALE & ASSOCIATES, INC 999 2ND STREET SE CHARLOTTESVILLE, VA 22902 434-977-0205 SURVEY CONDUCTED: MAY 14, 2021 SURVEY REVISED: JUNE 20, 2022 DATUM: HORIZONTAL: NAD83 VIRGINIA STATE GRID SOUTH ZONE VERTICAL: NAVD88 REQUIRED & PROVIDED BUILDING SETBACKS: FRONT: 53 FT MIN. SIDE: 56 FT MIN AND 50 FT MIN REAR: 36 FT WETLAND IMPACTS: NONE UTILITIES: ACSA WATER AND SEWER WATERSHED: SOUTH FORK RIVANNA (BELOW RESERVOIR) FLOODPLAIN: THERE IS NO FLOODPLAIN LOCATED ON THIS SITE. PARKING CALCULATIONS: HOTEL PARKING: HOTEL PARKING REQUIRED: 1 SPACE PER ROOM = 1 SPACE X 92 ROOMS = 92 SPACES PROVIDED HOTEL PARKING: 92 SPACES SELF -STORAGE PARKING: SELF -STORAGE PARKING REQUIRED: 8 SPACES (PER SECT. 4.12.7 SELF -STORAGE WAS NOT LISTED IN SECT. 4.12.6) PROVIDED SELF -STORAGE PARKING: 8 SPACES Berkmar Self Storage Site -Trip Generation Analysis - Peak Hour of Adjacent Street Buildout Land Use AM Peak Hour PM Peak Hour Average Land use Size Units Code In Out Total In Out Total Daily Trips Propposed Develeopment Self Storage 105000 S.F. 151 5 4 9 8 8 16 152 Hotel 92 Rooms 310 22 17 39 20 20 40 735 Total Propsed Development Trips 27 21 48 28 28 56 887 Note: Based on the Institute of Transportatin of Engineers Trip Generation, 11th Edition. Assume General Urban/Suburban land use category UTILITY DEMANDS WATER FLOW (AVERAGE DAILY DEMAND) AVERAGE FLOW RATES (FROM TABLE 3 9VAC25-790-460): HOTEL = 130 GPD/ROOM 130 GPD/ROOM X 92 ROOMS TOTAL = 11,960 GPD AVERAGE HOURLY DEMAND = 11,960 GPD / 24 HOURS = 498.3 GPH MAXIMUM HOURLY DEMAND = 498.3 GPH X 300%= 1,495 GPH PEAK HOURLY DEMAND = 1,495 X 150%= 2,242.5 GALLONS 2,242.5 GPH / 60 MIN = 37.38 GPM SELF -STORAGE FACILITY = 15 GPD/PERSON (PER 8-HR. SHIFT) SEWER FLOW (AVERAGE DAILY FLOW) AVERAGE FLOW RATES (FROM TABLE 3 9VAC25-790-460): HOTEL: 130 GPD X 92 ROOMS = 11,960 GPD WPO - 2022 - 00032 COUNTY OF ALBEMARLE, VIRGINIA o7/ia/Zo2z Sarah fork alval e River Reservoh 2� \ n o tv k.pe C o d PROJECT LOCATION �Q� MUMay Ayurn�°wJ carrels, _ C\ tl o Gloucester fltl Who H` °oa a S V s A,­1 Hurt Fementary School e � tlrMmen 5 �o� -- ep YG N'M'co,6 W unblock Elementary S,honl j �O - w / '6 c Co$F ' ° / ,J J 06 P�Q y pf p or w�m�e �� 4 �eprM4°aty 29 Hv Riha c; rn 9 VICINITY MAP SCALE 1"=1000' OWNER: BERKMAR HOLDINGS LLC 411 EAST FRANKLIN ST STE 400 RICHMOND VA 23219 CONTACT: FRANK STONER TELEPHONE: (434) 245-5804 EMAIL: FSTONER@MILESTONEPARTNERS.COM ENGINEER OF RECORD: TIMMONS GROUP 608 PRESTON AVENUE, SUITE 200 CHARLOTTESVILLE, VA 22903 CONTACT: JESSICA DENKO, P.E. TELEPHONE: 434-295-5624 EMAIL: 3ESSICA.DEN KO@TIMMONS.COM Sheet List Table Sheet Number Sheet Title CO.0 COVER C1.0 PROFFERS C1.1 NOTES & DETAILS C1.2 NOTES & DETAILS C1.3 NOTES & DETAILS C1.4 NOTES & DETAILS C2.0 EXISTING CONDITIONS & DEMOLITION PLAN C3.0 EROSION & SEDIMENT CONTROL NOTES & DETAILS C3.1 EROSION & SEDIMENT CONTROL NOTES & DETAILS C3.2 EROSION & SEDIMENT CONTROL PHASE I C3.3 EROSION & SEDIMENT CONTROL PHASE II C3.4 EROSION & SEDIMENT CONTROL PHASE III C4.0 LAYOUT PLAN C4.1 UTILITY PLAN C5.0 GRADING & DRAINAGE PLAN C5.1 DETAILED GRADING PLAN C5.2 INLET DRAINAGE AREA MAP C6.0 PRE -DEVELOPED DRAINAGE AREA MAP C6.1 POST -DEVELOPED DRAINAGE AREA MAP C6.2 STORMWATER CALCULATIONS C6.3 STORMWATER MANAGEMENT CALCULATIONS - WATER QUANTITY C6.4 STORMWATER MANAGEMENT CALCULATIONS - WATER QUALITY C8.0 STORM PROFILES C8.1 STORM PROFILES MENOMINEE TOTAL SHEETS = 24 Albemarle County ServiceAuth�rity Hydrant Flow Date of Report 6/3/2022 Test Report p � Location MALLOY 29 N Pressure Zone URBAN RING Dateand Timeof Test 6/2/20228:54:OOAM Minutes of Flow Pipe Size (Inches) 12 Pressure Hydrant 10383 Static Pressure (psi) 128.2 Residual Pressure (psi) 114.1 11 Q20 Looped El Q20 Multiple Inline Hydrants ®Q20 Single Flow Sprinkler Test Single Flow Flow Hydrant #1 1-12455 Pitot Pressure #1(psi) F 94 Yellow 1 © Test Flow 1 1585 Flow Hydrant #2 Pitot Pressure #2 (psi) Yellow 2 Test Flow 2 Flow Hydrant #3 Pitot Pressure #3 (psi) Yellow 3 Test Flow 3 0 Total Estimated Flow (gpm) 1585 AWWA Q20 Calculation (gpm) 4763 (No value in @0 indicates insufficient pressure drop for 3,20 OR a sole spdnllerterl Comments Hydrants opened all the way; for metlwtl °f calculating pitot flow with a red Pollard diffuser'. see eq. 13, Wa@tl and Luse, entitle 3990 Journal ManyementaM operators AWWA. for yellow P°Ilard diffusers, a best fit third order potymnlal astatine ofthe Pollartl flow w paot pressure gauge is used. Estimated Consumption (gal) 3170 For use for water audit Signature of Tester: Test Hydrant Flow Hydrant �f.t rev °ra.rwe.+esmwel N fty b. to " vn�' �� w0 90 laid 270 36D Pon fell emane 1 us, Ownership AIve, ACsA Aet. Pnee s OwneMip Line Owre,ahip Service Authority ---- � _r O���A V I n up JESSICA R. DENK0 Uc. No. 57291 1 O/15/22 ,: N Z 0 f f LM Z O Ln LU a Z Ug U w O p U Z O z > O LD U lY DATE 0711812022 DRAWN BY R.vanNiekerk DESIGNED BY J. DENKO CHECKED BY J. DENKO SCALE N/A w Oa\ W J Cr! J m w wa0 `L U U U Mw W IOB NO. 48033 SHEET NO. C0.0 L Original Proffers 2. a) The following by right uses in Highway Commercial (HQ zoning shall not be permitted: s � - DE" ESS0 DENKO JR 7291 Amendment i. Pipe and tobacco shops L1G. � Ar ii. Barber/Beauty shops .0 10/15/22 PROFFER STATEMENT iv. Farmer's Markets SS10NAL�'�G\� 7_MA No. 2016-09 v. Funeral Homes vi. Wayside Stands Tax Map and Parcel Number(s): 04500-00-00-112EOr 04500-00-00-11200 vii. Hospitals viii. Restaurant drive thru windows o E Owner(s) of Record: Brian J, McMahon & Stephen K von Storch (TMP 04500-00-00-112E0) b} The following use shall be restricted: N Stuard R Wood (TMP 04500-00-00-11200) i. Cemeteries — The existing cemetery shall not be expanded. E ii, Mini -storage — Shall be limited to the Secondary Development Zone or the upper floors v E Date of Proffer Signature: December 9, 2016 within the Primary Development Zone. _ y 4.428 acres to be rezoned from R-6 Residential to HC —Highway Commercial with restrictions. 3. Retail uses will be limited to no more than 25,000 square feet of the total floor area built on the � .WU o a o site. This represents approximately 25% of the projected total floor area projected to be built on the a w ; Brian J, McMahon & Stephen K von Storch (TMP 04500-00-00-112EO) Stuard It Wood (TMP 04500-O& Property. J z 00-11200) > o m aIn F z are the owners (the "Owners") of Tax Map and Parcels 04500-00-00-112EO and 04500-00-00-11200 4. Eating establishments built on the property shall be limited to 1,500 square feet or less per establishment. wr�i Z P B 0 o- � g (the "Property") which is the subject of rezoning application ZMA No. 2016-09, a project known as the Wood x o N a OV von Storch Rezoning (the "Project"). 5. Residential uses shall be secondary and limited to the upper floors of multi -story buildings. < ? Ln v " Z Pursuant to Section 33.3 of the Albemarle County Zoning Ordinance, the Owner hereby voluntarily proffers the x a� L, U z conditions listed below which shall be applied to the Property if it is rezoned to the zoning district identified 6. Owners shall reserve an area along the Berkmar Drive frontage between the edge of the o ry w 0 above. These conditions are proffered as a pan of the requested rezoning and the Owner acknowledges that the existing right-of-way and a building setback line measured on the property, 44 feet from the Center a conditions are reasonable. Line of the Berkmar Drive Right of Way (Reserved Area) until the Small Area Plan for Berkmar o w Drive is completed. This reservation, or a portion thereof, will terminate upon determination by the O ~ The Owners shall construct improvements on the Property in general accordance with the Concept County in the Small Area Plan that some or all of such Reserved Area is not needed (The Reservation Plan prepared by Stoneking von Storch Architects entitled "3400 Berkmar Drive Concept Plan" dated Period). The Reserved Area shall remain free of buildings or other obstructions during the Reservation November 16. 2016 which is attached hereto and other applicable County zoning and site plan Period. However, the Owners reserve the right to construct turn and taper lane improvements within U) =o requirements as determined by the Director of Planning and the Zoning Administrator. To be in the Reserved Area. If the determination of the County in the Small Area Plan is that the Reserved general accord with the Concept Plan, future development shall reflect the following major elements as Area, or a portion thereof, will be needed for future Berkmar widening or improvements, then the = shown on the Concept Plan: Reserved Area, or a portion thereof, shall be dedicated to the County upon demand. 0 a. Primary Development Zone - Fronting on Berkmar Drive and extending into the F collective properties approximately 50% of the total property depth. Within the I 7. The Owner shall restrict parking uses to the side or rear of buildings within the Primary `^ Primary Development Zone, buildings shall have relegated parking as defined in proffer Development Zone. The front minimum parking setbacks shall be no closer to the right-of-way than w F M 7 below and pedestrian access from Berkmar Drive. any existing or proposed primary structure in the Primary Development Zone. i� o b. Frontage Zone — An area fronting on Berkmar Drive of approximately 378 feet, in a 0 which buildings must occupy a minimum of thirty-five percent (35%) of the total 8. Owners shall reserve an area 40 feet wide along the northern property boundary as shown on e y DATE Frontage Zone and provide for pedestrian access from Berkmar Drive. the Concept Plan until the Small Area Plan for Berkmar Drive is completed. This reservation, or a (n c. Cemetery Zone — An area at the northwestern corner of the site, along Berkmar Drive portion thereof, will terminate upon determination by the County in the Small Area Plan that some or in which a preexisting cemetery has been identified and shall be preserved or removed all of such Reserved Area is not needed but not later than January 1, 2020 (The Reservation Period). D o 0711812022 DRAWN BY in accordance with the laws of the State of Virginia. The Reserved Area shall remain free of buildings or other significant obstructions during the d. Reservation Areas — An area along Berkmar Drive between the existing right-of-way Reservation Period. However, the Owners reserve the right to construct parking lots within the and a building setback line measured on the property, 44 feet from the Center Line of Reserved Area. If the determination of the County in the Small Area Plan is that the Reserved Area, R. vanNiekerk the Berkmar Drive Right and a 40 foot wide area along the northern property boundary or a portion thereof, will be needed for a future connector road from Berkmar Drive to Rte 29, then the DESIGNED BY as shown on the Concept Plan, subject to the terms in proffers 6 and 8 below. Reserved Area, or a portion thereof, may be acquired by the County or VDOT for such purpose. • • J. DENKO l • CHECKED BY 2 J. DENKO • SCALE • N/A • • • 9. Owner shall delineate the boundaries of the cemetery identified on the Concept Plan and submit 9. Owner shall delineate the boundaries of the cemetery identified on the Concept Plan and submit a treatment plan for such cemetery for approval by the County Director of Community Development, a treatment plan for such cemetery for approval by the County Director of Community Development, or designee at the plan or plat review stage of any development on the property which could impact the or designee at the plan or plat review stage of any development on the property which could impact the cemetery. ry. OWNERS: OWNERS: 4CZ �J' \ I I I W Brian ,McMahon Brian J. McMahon Stephen K.von Storch Stephen IC, von Storch O Q ,l J —�. � e > w J V J ill l✓ Robin M. Wood Robin M. Wood Q LL_ 2: w co W a LL O} Q^L z 1. 0 U U i LU 0 3 3 JOB NO. 48033 SHEET NO. C1.0 L ACSA GENERAL WATER & SEWER CONDITIONS GENERALNOTES ALBEMARLE COUNTY ENGINEERING GENERAL CONSTRUCTION NOTES 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL 1. CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS FOR AS BUILT DOCUMENTATION, AS REQUIRED BY THE LOCALITY. THIS INCLUDES, 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT OF WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. 2. THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF BUT IS NOT LIMITED TO, TESTING, INSTALLATION DOCUMENTATION, SURVEY, ETC. ALL REQUIREMENTS SHALL BE DISCUSSED WITH THE SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION. LOCALITY PRIOR TO THE BEGINNING CONSTRUCTION. REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 3. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND 2. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION'S 2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT. WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND SPECIFICATIONS AND STANDARDS. 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND LINES AND STRUCTURES, AS NECESSARY. 3. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL OF THE PLANS BY ALL MUST BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER FEDERAL, STATE AND LOCAL AGENCIES. 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. 3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO BEGINNING ANY 5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTALMERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER 5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. CONSTRUCTION WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING ACCESS). ARE TO BE ACHIEVED. 6. THE CONTRACTOR SHALL RESPONSIBLE FOR NOTIFYING MISS UTILITY 4. 5. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION ACTIVITIES. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING CURBS, SANITARY 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT PIPES ALL (-552-EET 7. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF COVER MEASURED FROM THE TOP OF PIPE, LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION. IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. 8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY CONSTRUCTION PURPOSES, THE 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. 9. VALVES ON DEAD END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL BE EXCAVATED BELOW PLAN GRADE AS DIRECTED BY THE 8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS III. THE LINE. OWNER'S REPRESENTATIVE, BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED IN ACCORDANCE WITH SPECIFICATIONS. 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 10. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 7. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS. CFR PART 1926). 11. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE 8. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH ASTM-C-76. PIPE WITHIN THE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). RIGHT OF WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH CURRENT VDOT STANDARDS AND SPECIFICATIONS. 12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL 9. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT DRAWING DETAILS FOR REVIEW. UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS. LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR 10. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED. UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS. 13. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF 12. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED TO BE RESUBMITTED TO THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION SHALL ACCOMPANY THE REVISED PLANS AND/OR THE UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 13. DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED AND APPROVED BY THE ENGINEER. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF CONSTRUCTION Rlvanna Water &Sewer Authority (RWSA) 14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT FROM THAT SHOWN ON PLAN. IF General Water & Sanitary Sewer Notes INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. THERE APPEARS TO BE A CONFLICT, AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THIS PLAN, CALL MISS UTILITY OF CENTRAL 15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA. VIRGINIA AT 1-800-552-7001. THE OWNER SHALL BE RESPONSIBLE FOR THE RELOCATION OF ANY UTILITY WITHIN EXISTING AND/OR Last Revised: April 2016 16. ALL WATER, SEWER AND FIRE LINES REQUIRE NEW INSPECTION AND TESTING PROCEDURES. THE ACSA PERFORMS ANY TESTING AND INSPECTIONS PROPOSED RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT. OF THE PUBLIC SEWER AND WATER MAIN(S). THE ALBEMARLE COUNTY BUILDING INSPECTIONS DEPARTMENT (ACBID) DOES A VISUAL INSPECTION 14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND CABLE TV SERVICE TRUNK LINES. (N/A) AND WITNESSES THE TESTING OF THE BUILDING DRAIN, WATER SERVICE PIPE AND THE SPRINKLER LEAD-IN CONNECTION. THE 15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE COMPLETED PRIOR TO THE 1. All materials and methods of construction shall comply with the latest version of the General DEVELOPER/CONTRACTOR IS RESPONSIBLE TO RETAIN A SPECIAL INSPECTOR AS OUTLINED IN THE UPDATED ALBEMARLE COUNTY POLICY FOR SITE 16. PLACEMENT OF AGGREGATE BASE COURSE. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE ADDITIONAL FACILITIESP Water and Sewer Designand Construction Standards - Version 1.0, adopted in December 2015, UTILITIES TO PERFORM THE VISUAL INSPECTION AND TESTING OF ALL UTILITIES NOT COVERED BY THE ACSA OR ACBID. THIS INCLUDES BUILDING AS DEEMED NECESSARY. except as modified below or modified In Special notes. SEWERS, WATER, AND FIRE LINE BRANCHES BETWEEN THE MAIN AND THE METERS)/BUILDING(S). THE SPECIAL INSPECTOR'S REPORT MUST BE SUBMITTED AND APPROVED BY THE ALBEMARLE COUNTY ENGINEERING DEPARTMENT PRIOR TO A CERTIFICATE OF OCCUPANCY BEING ISSUED. 17 . VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD 2. RWSA shall approve all construction materials and methods of construction. A preconstruction 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). conference Shall be held with RWSA prior to the start of any work. 18. A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE REQUIRED AT THE RATE OF 0.30 GALLONS PER 3. The contractor shall be responsible for notifying Miss Utility (1-800-552-7001). GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL SQUARE YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS. 4. Victoria Fort at Engineer RWSA En /434 ) 977-2970 ext. 205 ) shall be notified three business days ( 19. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE FORECAST WEATHER g \ 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS. prior to the Start of construction. 1i PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 20. THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSES FOR DEPTH TEMPLATE AND PERFORMED THE - 5. All work is subject to inspection b RWSA staff. No tie-ins to the existing system shall be made J P Y g Y 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM 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). without coordination with and the presence of RWSA staff. No work shall be conducted on STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. 21. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL PAVEMENT STRUCTURAL RWSA facilities On weekends Or holidays without special written permission from RWSA. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 22 FAILURES PRIOR TO STATE ACCEPTANCE. (N/A) ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO CONDITIONING OF THE 6. For sanitary sewer line construction: RWSA may require bypass pumping for tie-ins to the 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. suBGR existing system. All doghouse manholes must be pressure -tested before a connection is made to 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT 23. CERTIFICATION AND SOURCE OF MATERIALS ARE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS AND BE IN LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TIONS, AND ROAD AND BRIDGE STANDARDS. ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, the system. Y TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 24. APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A PREREQUISITE 7. The location of existing utilities as shown on the plans is from data available at the time of design 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. FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT MAINTAINED RIGHT OF WAY. (N/A) and is not necessarily Complete or accurate. The Contractor Shall be responsible for the 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING 25. 26. GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE OF ROAD. (N/A) ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM SLOPE OF 0.004 ft./ft. Verification Of the location, size and depth of all existing utilities, both surface and subsurface. ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 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' The Contractor shall immediately notify the Engineer of any discrepancies between the plans and 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING 28. TRANSITION ON EACH SIDE OF THE INLET. (N/A) CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE STANDARDS cond itions. ditions. The Contractor shall use due diligence to protect all utilities and structures from g EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE ENGINEER, damage at all times, whether shown on the plans or not. Damage to any existing utilities shall be MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS. repaired by the Contractor to the original condition at no additional cost to the Owner. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF 29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE (PARKING SPACES, ACCESS AISLES, AND ACCESSIBLE ROUTES) AND WITHIN ALL NEW STRUCTURES SHALL COMPLY WITH THE 2015 UNIFORM STATEWIDE BUILDING CODE, 2015 VIRGINIA CONSTRUCTION CODE, AND 8. Erosion and sediment control facilities shall not be permitted in the RWSA easement without 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. ICC/ANSI Al17.1-03. Special written permission from RWSA. No grading Shall be permitted in the RWSA easement 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 3 31. . THE CLEAR ZONE IS TO FREE OF STORED MATERIALS AND PARKED EQUIPMENT. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES. Unless permitted Otherwise by RWSA in writing. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOAM TO 9:OOPM. 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 9. No blasting shall be permitted within 100 feet of RWSA facilities without written permission and 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, OR ORDER TO 33. END OF THE DAY VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED. RWSA approval of the blasting plan. Ground monitoring during blasting and a re -blast survey Pp g P g g g P Y MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND STRUCTURES/IMPROVEMENTS, AND DAMAGE TO 34. RETAINING WALLS GREATER THAN 3 FEET IN HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS EXCEEDING 4 FEET IN HEIGHT may be required. For blasting within 100 feet of any operative RWSA sewerlines, bypass 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 REQUIRE A STAMPED ENGINEERING DESIGN ALSO. WALLS REQUIRE INSPECTIONS AS OUTLINED IN THE USBC. pumping and/or pre- and post -CCTV may be required. RWSA may also require certification MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE 35. ACCESSIBLE PARKING SPACES, ACCESS ISLES, AND ACCESSIBLE ROUTE SHALL BE INSTALLED IN ACCORDANCE WITH ICC ANSI A117.1-09 AND THE 2015 VIRGINIA CONSTRUCTION CODE. from a licensed professional engineer Stating that the proposed blasting will not damage any 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 36. ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER SIDEWALKS. RWSA facilities. Damage to any utilities due to blasting shall be repaired by the Contractor to MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH 37. BUILDINGS OR STRUCTURES BUILT BEFORE JANUARY 1, 1985 MUST HAVE AN ASBESTOS SURVEY PERFORMED IN ORDER TO APPLY FOR A DEMOLITION the original condition at no additional cost to the Owner. AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE PERMIT. ASBESTOS REMOVAL PERMITS ARE REQUIRED IF POSITIVE FOR SUCH FROM ALBEMARLE COUNTY AND VDOLI. CONTACT VDOU FOR THEIR ADDITIONAL REQUIREMENTS AND PERMITS FOR DEMOLITION PROJECTS AT 540-562-3580 X131. 10. The contractor Shall observe minimum separation requirements for utility crossings. When a 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 38. LIGHTING NOTE: EACH OUTDOOR LUMINAIRE EQUIPPED WITH A LAMP THAT EMITS 3,000 OR MORE INITIAL LUMENS SHALL BE A FULL CUTOFF crossingis made under an existing facility, adequate structural support shall be provided for the g Ty� q supp LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED LUMINAIRE AND SHALL BE ARRANGED OR SHIELDED TO REFLECT LIGHT AWAY FROM ADJOINING RESIDENTIAL DISTRICTS AND AWAY FROM ADJACENT ROADS. THE SPILLOVER OF LIGHTING FROM LUMINAIRES ONTO PUBLIC ROADS AND PROPERTY IN RESIDENTIAL OR RURAL AREAS ZONING DISTRICTS existing pipe. The area of the crossing shall be backfilled with compacted 57 stone to the 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 SHALL NOT EXCEED ONE HALF FOOTCANDLE. springline of the existing pipe. TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 11. New water main installations Shall be pressure tested, chlorinated, flushed and have water 19. MAINTENANCE: ALL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL EVENT. ANYDAMAGEOR CLOGGING TO FIRE PREVENTION NOTES samples approved nor to making an connection to the waters stem. STRUCTURAL MEASURES SHALL BE REPAIRED IMMEDIATELY. SILT TRAPS SHALL BE CLEANED WHEN 50 /o OF THE WET STORAGE permanent public p pp P g Y li p Y VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS SHALL BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF Approved methods of filling and flushing new water mains will be required to prevent any GRASS. SILT FENCE AND DIVERSION DYKES WHICH COLLECT SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED 1. SMOKING SHALL BE PROHIBITED IN AREAS WHERE SMOKING CONDITIONS MAKE SMOKING A HAZARD AND THESE AREAS SHALL BE DESIGNATED WITH NO SMOKING SIGNS PER VIRGINIA STATEWIDE FIRE PREVENTION CODE. contamination of the public water System. IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS OF FINAL SITE 2. AREAS WHERE SMOKING CAN OCCUR, SHALL HAVE APPROPRIATE RECEPTACLES FOR DISCARDED SMOKING MATERIALS PER VIRGINIA 12. All easements for new RWSA facilities shall be recorded prior to placing the new facilities into STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL STATEWIDE FIRE PREVENTION CODE. Service. INSPECTOR. 3. PER THE VIRGINIA STATEWIDE FIRE PREVENTION CODE, VEHICULAR ACCESS FOR FIREFIGHTING SHALL BE PROVIDED AT ALL 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WTIHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER CONSTRUCTION AND DEMOLITION SITES, PROVIDE ACCESS TO WITHIN 100 FT. OF TEMPORARY OR PERMANENT FIRE DEPARTMENT 13. No permanent structural facilities will be permitted in the RWSA easement. This includes PROTECTION ORDINANCE SECTION 17-204G.) CONNECTIONS, AND HAVE NO OVERHEAD WIRING OR OTHER OVERHEAD OBSTRUCTIONS LOWER THAN 13 FT. 6 INCHES; THIS ACCESS MAY building overhangs, retaining walls, footers for any structure, drainage structures, etc. 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND BE VIA PERMANENT OR TEMPORARY ROAD, BUT SHALL BE CAPABLE OF SUPPORTING FIRE APPARATUS IN ALL WEATHER CONDITIONS. 14. Trees in the RWSA DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B) 4. CONTRACTOR SHALL ENSURE THE STREET NUMBERS ARE ALWAYS PLAINLY VISIBLE FROM THE FRONTAGE STREET DURING CONSTRUCTION are not permitted easement. PER THE VIRGINIA STATEWIDE FIRE CODE. 5. AN APPROVED WATER SUPPLY FOR FIREFIGHTING OPERATIONS SHALL BE IN PLACE AND AVAILABLE AS SOON AS COMBUSTIBLE MATERIALS Albemarle County Engineering ARRIVE ON SITE. Final Plan General Notes 6. WASTE AND COMBUSTIBLE DEBRIS SHALL BE REMOVED FROM THE BUILDING AT THE END OF EACH DAY AND DISPOSED OF IN ACCORDANCE Page I of WITH THE VIRGINIA STATEWIDE FIRE CODE. 7. FIRE EXTINGUISHERS SHALL BE PROVIDED, WITH NOT LESS THAN ONE APPROVED FIRE EXTINGUISHER AT EACH STAIRWELL, ON ALL FLOOR ALBEMARLE COUNTY LEVELS WHERE COMBUSTIBLE MATERIALS HAVE ACCUMULATED, IN EVERY STORAGE AND CONSTRUCTION SHED AND IN AREAS OF SPECIAL; FINAL PLAN GENERAL NOTES HAZARDS, SUCH AS WHERE FLAMMABLE AND COMBUSTIBLE LIQUIDS ARE STORED OR USED, IN ACCORDANCE WITH THE VIRGINIA STATEWIDE FIRE CODE. General Construction Notes 8. OPERATIONS INVOLVING THE USE OF CUTTING AND WELDING SHALL COMPLY WITH THE VIRGINIA STATEWIDE FIRE PREVENTION CODE AND SHALL REQUIRE A PERMIT FROM THE ALBEMARLE COUNTY FIRE MARSHAL'S OFFICE. 9. THE THREADS FOR THE FIRE DEPARTMENT USE MUST BE C & O THREADS 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 BLASTING NOTES the permit. Where any discrepancies occur the requirements of the permit shall govern. 2. All materials and construction methods shall conform to current specifications and standards of VDOT unless otherwise noted. 1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT. 3. Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and shall be installed prior to any clearing, grading or other ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES 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, 1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL lesser slopes of 3:1 or better are to be achieved. MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION OF DAMS. 6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the 2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES. County Engineer, or designee, it is deemed necessary in order to stabilize a drainage 3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT FACILITIES; channel. CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic CONTROL INSPECTOR. 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). JESSICA R �� ENQ. D Uc, No, 57291 >_I O/13/22 ,: M E O U N � N C > E w v E w w 3 ¢ LL % 3 LL O W 0 0^y q W L M QLL� U00 W Jco -N .. rn C7W NV w 30'x m LL X > 0� EO1 N 00 W M a� t7 Z O E H Z O� F w U U) a O Z r O Z U o w U DATE 0711812022 DRAWN BY R. vanNiekerk DESIGNED BY J. DENKO CHECKED BY J. DENKO SCALE N/A UJ V 9 0 > J Q � w Jm 0 w Q 06 LL C) U) Ce lJ J Q� O U Z LL LU m JOB NO. 48033 SHEET NO. C 1.1 L 0 42 U N 0 SIGNAGE NOTES: SITE PLAN LEGEND VARIABLE WIDTH' 1. ALL SIGNING AND PAVEMENT MARKING SHALL BE IN ACCORDANCE WITH NON -SLIP BROOM FINISH MAX. CROSS SLOPE 2% p1,? N O,c `7P THE MOST CURRENT EDITION OF EACH OF THE FOLLOWING AND ANY PROPOSED EXISTING ��� p�y THERE ���\ A. MANREVIUAL UNIFORM TRAFFIC CONTROL DEVICES. B. THE VIRGINIA SUPPLEMENT TO THE MANUAL ON UNIFORM TRAFFIC \��\�// ��\\ PROPERTY LINE w WATER JESSICA R. DENKO s ��j��j�/�/ ® POST/BOLLARD G GAS 57291 CONTROL DEVICES. /��j� Uc No, C. THE VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AND BRIDGE SPECIFICATIONS. /�� 4' 3,000 PSI AIR -ENTRAINED / SIGN STORM 'O,P O�I �J�22 t14' D. THE 2000 INTERNATIONAL FIRE CODE. CONCRETE OAFS COMPACTED SUBGRADE 4" TYPE 21 B STONE COVER SAN SANITARY BUMPER BLOCK SIONAL 2. SIGN LOCATIONS ARE APPROXIMATE AND ARE TO BE MODIFIED IN THE ® SATELLITE DISH UGr COMM DUCT BANK FIELD TO AVOID CONFLICT WITH UNDERGROUND UTILITIES OR OTHER DENOTES CONCRETE SIDEWALK PAVEMENT ON PLANS CONSTRUCTIONS, AND TO COMPLY WITH STANDARDS REFERENCED IN ® TRAFFIC CONTROL BOX UGP ELECTRIC DUCT BANK NOTE 1 ABOVE. NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN E ,;.; '. .' •.';;,.; :..:'; ,' ,,; '.• ACCORDANCE WITH ALBEMARLE COUNTY O UNKNOWN MANHOLE ■ CATCH BASIN N 3. ALL SIGNS AND PAVEMENT MARKINGS ARE TO BE FURNISHED AND ::. 9., a STANDARDS. ----------- STORM SEWER STORM MANHOLE a E > E INSTALLED BY THE CONTRACTOR. ALL SIGNS TO BE FURNISHED AND E INSTALLED WITH STANDARD U POST GALVANIZED BY THE CONTRACTOR. ® STORM SEWER MANHOLE SANITARY MANHOLE w N 3 � u v 3 CONCRETE SIDEWALK PAVEMENT SECTION NO SCale O® ® CATCH BASIN O SANITARY CLEAN OUT o a o 3 24" S T 0 P�P) SOLID WHiiigmf CATCH BASIN WITH DOME GRATE z FIRE HYDRANT wO `mom ¢� J U N 00 EXPANSION JOINT WITH PREMOLDED EXPANSION a > o N P ~ 1/4" SEALANT ® TRENCH DRAIN { FDC a FILLER, "ZIP STRIP" OR NON SLIP BROOM FINISH c7 w z I- ;; MI. w 12' EQUIV., SEAL WITH WWF 6x6 W2.9xW2.9 ---�N--- SANITARY SEWER METER .m x V) U w STD. (VARIES) SILICONE SEALANT 2" ® SANITARY SEWER MANHOLE SETBACK-AT/FP STANDOFF a o.0 mLL O O U R1-1 � = v ry z , 10" 3,000 PSI AIR ENTRAINED PORTLAND lz — — — W— — — WATER LINE ® WATER VALVE F a NOTE: STOP SIGNS TO BE 30" WITH STOP BAR DETAIL CEMENT CONCRETE ® WATER MANHOLE 0 GAS VALVE ° ^�! > HIGH INTENSITY SHEETING NO SCALE w M 0 0 0 0 0 0 0 0 6" TYPE 21A STONE COVER ® WATER VALVE • BOLLARD SOLID WHITE LINE �� j�j�\/�1 COMPACTED SUBGRADE (CBR 11.2) WATER LINE MARKER STREET SIGN v W J � ~ vi FIRE HYDRANT ❑ GAS METER 6' ° , DENOTES CONCRETE SERVICE AREA PAVEMENT ON PLANS • MONITORING WELL LIMITS OF DISTURBANCE 0 O ---c--- GAS LINE GUARDRAIL x 0 A GAS METER X FENCE O _ HEAVY DUTY CONCRETE SECTION N 2' 2' 0 GAS VENT XXX MAJOR CONTOUR o w No Scale (TYP.) (TYP.) 4 GAS MARKER XXX MINOR CONTOUR ---ucT--- COMMUNICATIONS/TELEPHONELINE �-Q SITE LIGHT O TELEPHONE/COMMUNICATIONS MANHOLE XO PARKING SPACE COUNT w U Z O w N ~ o R= Y4" CONTROL JOINT SPACED AT WIDTH OF WALK :� •.... , ..° NOTE SCORING TO FOLLOW TYPICAL PATTERN AS REFERENCED IN SITE SPECIFICATIONS 4-, UNLESS OTHERWISE DETAILED IN STRIPING AND SIGNAGE DETAIL No Scale DATE j FB ERVED PAM PARKING LANDSCAPE PLANS. GRADING m TELEPHONE PEDESTAL TC = TOP OF CURB 0 0711812022 DRAWN BY EXPANSION JOINT AT MAX OF 30', WITH PREMOLDED EXPANSION FILLER EXISTING PAVEMENT PROPOSED PAVEMENT EP = EDGE OF PAVEMENT 0 COMMUNICATIONS VAULT TW = TOP OF WALL BW = BOTTOM OF WALL — — —uGP— — — ELECTRIC LINE R. vanNiekerk CONIC. WALK IL SAWCUT THROUGH IL TS=TOP OF STAIRS MATCH EX. CROSS DESIGNED BY SLOPE UNLESS OTHER B BOTTOM F STAIRS WISE N/A NOT APPLICABLE TO THIS PROJECT T • HIILTY P��TY PLA w COURSEW SPECIFIED ON PLANS III ELECTRIC •W-$%ORE J. DENKO REMOVE • CHECKED BY TOW AWAY ZOE TOWAWAYZON: o " . °' PAVEMENT PROPOSED m ELECTRIC METER I 2'MIN. SURFACE Fl UTILITY POLE • J. DENKO 2"+ COURSE • • SCALE VACC 6' ABOVE E 6' ABOVE EXISTING DECIDUOUS TREE N/A FINISHED FINISHED PAVEMENT CONIFEROUS TREE • GRADE GRADE COMPACTED SUBGRADE 4" 21-B STONE SPACES SHALL BE IDENTIFIED BY ABOVE GRADE SIGNS AS RESERVED FOR BUSH • CONCRETE SIDEWALK JOINT DETAIL PHYSICALLY DISABLED PERSONS. PROVIDE ONE (1) R-7-8 SIGN AT EACH PARKING MILL EX. SURFACE COURSE SPACE INDICATED ON SITE PLAN. SIGN SHALL BE ALUMINUM (PAINTED WHITE) GUARDRAIL BASE COURSE No Scale WITH GREEN LETTERS AND INTERNATIONAL WHEELCHAIR SYMBOL. SIGN SHALL SAWCUT EX. --x-- FENCE BE PLACED ON STEEL POST 1-1/2" O PAINTED BLACK SET IN MIN. 2' OF CONCRETE. 1.5" ASPHALTIC CONCRETE SURFACE COURSE - SM-9.5 EDGE OF PAVEMENT AGGR. BASE — — xxx— — MAJOR CONTOUR VA. SIGN FOR THE DISABLED ON 0.80 GAUGE 5.0" INTERMEDIATE BASE COURSE - BM25.0 NOTE: PROPOSED PAVEMENT MUST TIE - - - -xxx- - - - MINOR CONTOUR IN WITH EXISTING PAVEMENT ALUMINUM. COLORS: GREEN BORDER & LEGEND, BLUE SYMBOL FOR ACCESSIBILITY, 6" TYPE 21-A/B AGGREGATE 0 SOIL BORING WHITE BACKGROUND. SUBBASE COURSE SURVEY CONTROL MONUMENT \;�\\;��\��\;�\\;�\\;��� PAVEMENT REPLACEMENT JOINT DETAIL PARKING SIGNS FOR THE DISABLED COMPACTED SUBGRADE � SURVEY CONTROL POINT No Scale No Scale DENOTES HEAVY DUTY ASPHALT PAVEMENT ON PLANS 23'-0" 1 x 4 CAP OVER HEAVY DUTY ASPHALT PAVEMENT SECTION DOORS ONLY CONCRETE BUMPER BLOCK ANCHOR WITH 5/8" REBAR 1 1 x 6 6" HASP SIDING (wn V No Scale IMBEDDED 24" IN GROUND HANDICAP SIGN LOCATION (VAN) 2.0" BITUMINOUS CONCRETE SURFAC(PLACED ECOURSE - IN TWO LIFTS) 9 5 5' 2.83' 2,g3' 2.83' 6' 2.83' 2.83' 2.83' 1 x 6 BOLLARD (TYP.) TR/MMER HANDICAP SIGN LOCATION (TYP.) 8" TYPE 21A/B AGGREGATE BASE COURSE CONC. 4 x 4 METAL POST (TYP.) 1 x 6 CAP O - PAD < J 0 0 0\/\\\/\\\/\\\/\\\/\\\/\\\/\\\/\�j� EOP FACE OF COMPACTED SUBGRADE 6 x 6 METAL POSTS 5' 12' STRAP HINGE w � Q Q w CURB PAPER D 2%MAX. 18 18 DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANSL J co VDOT 4" w Q 4„ SPEC. PAINTED U) STRIPE LIGHT DUTY ASPHALT PAVEMENT SECTION ° 5' 8' 11' 8' (TYPICAL) 11.5' (TYP.) w No Scale 8' {�� PLAN VIEW � z z TYPICAL VAN uU O ACCESSIBLE ACCESSIBLE—ILJ 4 x 4 METAL POST UNLESS 12" CANE BOL TS 2 6 RAIL Z HANDICAP SPACES REGULAR SPACE x OTHERWISE NOTED (TYP.) ON PLAN 1 x 6 TRIMMER OUTSIDE ELEVATION 3 SIDES OUTSIDE GATE VIEW TYPICAL PARKING SPACE DETAILS e ° . 6 ° EP/ FC 3'-0" 5"-0" 5'-0" l x 6 SIDING l x 6 CAP 1 x 6 CAP 1 x 4 CAP uj ir1 LJJ No Scale �T OR AS SHOWN IN PLAN. SLOPE NOT TO EXCEED 1:12� 0 WHEN ALONG SIDEWALK r a . a. ° 1 x 6 TRIMMER 3._0» 1/4" SAG ROD EXIST GRADE METAL INSPEC710N FRAME W/ SOLID LID 4, ,•�. • EP/ FC WITH TURNBUCKLE OR SHOWN (NEENAH R-1975 OR EQUIVALENT) J.CONCRETE COLLAR 3' 2 x 4 CROSS BRACE CRUSHED STONE BEDDING 6" DI CLEANOUT 1' AS ON PLAN WHEN NOT ALONG SIDEWALK CONC. —� 2 x 4 sroNE—" � 2 x 4 RAILS FRAME CURB WIPE DOWN DETAIL 3'-0" No Scale CON PLUG AT END OF LINE INSIDE ELEVATION 3 SIDES 3" CASTER WHEELS JOB NO. h— 12 NOTE- ALL LUMBER SHALL POST ELEVATION BE PRESSURE TREATED INSIDE GATE VIEW 48033 CLEANOUT DETAIL DUMPSTER PAD & ENCLOSURE DETAIL SHEET NO. C1.2 No Scale No Scale L COVER LIFT NOTCH 12 3/8" WATER CAST IRON LID 18" METER BOX 6" EXTENSION PIPE SLOT (2 PLACES) NOTES: (1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS. TYPICAL METER BOXES (5/8"-1" METERS) NTS FIG. W-7 LW1S71Y4 SEWER SERVICE LATERAL CONNECTION NOTES: 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED TO THE MANHOLE 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL BE CONNECTED USING A PIPE SADDLE. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% Q (1/4" PER FOOT ) 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN DIAMETER OF IV. 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER OF 3 FEET. SALT TREATED FINISHED GROUND 2 x 4 MARKER PLUG END OF Li MAIN LINE C45VOW ON SERVICE LATERAL 7UNEWYE-TEELAN VARIES R SEWER SERVICE LATERAL CONNECTION N.T.S. FIG. S-2 TD-33 VE BOX 4" DIAMETER BRA4RESTRAINED REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL AND VALVE 36"MIN LARGER THAN 5" IN ANY DIMENSION M.J. PLUG 24 MI INTIAL BACKFILL* IES 8"MIN (6 LIFTS) EMBEDMENT * THOROUGHLY COMPACTED SPRING LINE OF PIPEN0. BY HAND OR APPROVED MECHANICAL TAMPER WATER MAININT FITTINGS 68 STONEHAUNCHING BEDDING 6" max 4" min OUNDATION SHALL BE ON—LINE REQUIRED WHEN SOIL (TYPE "B") CALL PIPE) ARE UNSTABLE THREADED COUPLING PVC SLEEVE BRASS NIPPLE AND PVC o CAP LUBRICATE ALL THREADS THRUST BLOCK METER BOX (SEE FIG. W-7) VALVE OX NO. 57 STONE M.J. FITTING 2" PIPE SLOPED TO DRAIN IF = GRADE ALLOWS VARIES VARIES 2" BRASS PIPE WATER MAIN AND VALVE 2" THREADED TAP ARE SAME SIZE PLUG DEAD END (TYPE "A") TYPICAL BLOW —OFF ASSEMBLY NTS FIG. W-B NOTE : 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE BACKFILLED ENTIRELY WITH NO. 21A STONE. 2.FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 STONE SHALL BE PROVIDED' 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE ' TYPICAL SEWER PIPE INSTALLATION IN TRENCH NTS FIG. S-3 PLACE V GALVANIZED " WITNESS " POST WITH 2.r-' CAPPED ENDS PAINTED BLUE IN REMOTE AREAS E AS DIRECTED. MARKER LOCATION MAY BE SUBJECT m n a TO HIGHWAY DEPARTMENT APPROVAL m \ E FINISHED GRADE twt s `"+ E o ii Ew UY �° E I II '"I ADJUSTABLE TRAFFIC RATED NvJ-E m VALVE BOX W/ LID II z U _ a eSEz E<Ld ^'wa,��-EzO L LVE E� , E N rn u E MF N E E obp \_E:FZnu WATER LINE 2500 P.S.I. ' CONCRETE 8 A 2'x 2' BEARING AREA. THRUST BLOCK •, q A e a NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE NTS FIG. W-5 TD-9 NOTE: HYDRANT MUST BE EQUIPPED W77H CHARLO1lES- VILLE THREADS WHICH IS QTHE LOCAL STANDARD. t LENGTH OF BRANCH VARIES 6' MIN 2, TO 10' (2701 18"-2ALVE BO 7 CU, FT. #68 STONE-t GATE V VALVE •. i,; TEE e" TEE 2500 P.S.I. CONCRETE • I.• \ :'.• BASE AND THRUST li,•y!i BLOCK AGAINST UNDISTURBED STABLE SOIL STEEL PILE WHEN THE SOIL IS DISTURBED OR EN RESTRAINED JOINT FITTINGS A HYDRANT IS LOCATED IN A FILL, IN ADDITION TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADDITIONAL SUPPORT. NOTE 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. S. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T.S. FIG. W-4 TD-8 z o^ or o E E of 'DE o f w E a y In nib" NrD nu Mm IL N Q Lt I 1 2 O O TYPICAL MANHOLE FRAME & COVER C N.T.S FIG S-1-D METER SIZE DIMENSION A DIMENSION B DIMENSMN C 11/2, 3'1' 510, 3'8' 2' 3'1' 3' 5' MIN, 4' S' MIN. 12' MIN. GREATER THAN 4' PROPOSALS WILL BE SUBMITTED. B DOOR HINGES so I I I I I I � I I I I I I LIFT HANDLE L- - - - - - - - - - - - - \- TYPICAL METER VAULT N.T.S. FIG, W-7A SIDE VIEW 75' DIAMETER DRILLED IDLE FOR TOUCH READ ,NITS. TOP VIEW 3" DIAMETER FLAT BEARING SURFACE UNDERNEATH 24' X 36' ALUMINUM ACCESS HATCH • PRECAST •• • 1 ACCORDANCE SECTIONWITH PART V. • 1 j/ SET DOGHOUSE BASE EXISTING SANITARY ON CONCRETE BLOCKS SEWER PIPE DOGHOUSE OPENING • BE PREFORMED MANUFACTURER OR 1 .BEDDINGSOLID SAW CUT TO FIT PIPE OUTSIDE DIAMATER PLUS So. Nm 68 STONE BEDDING �� •� CONCRETE BLOCKS �'Nr CENTER W/RISER DOGHOUSE MANHOLE WALL (4 EACH) MANHOLE ABOVE BASE SHALL FILL DOGHOUSE OPENING AROUND EXISTING PIPE BE CONSTRUCTED AS SHOWN WITH 3,000I CONCRETE ON FIGURE S-1-A •e ITIEUT .r .. -LOW COACRETE WRAP EXISTING PIPE WITH E IN BEYOND I p" NEOPRENE GASKET OF STRUCTURE•.. oBEFORE FILLING THE OPENING : • ••• , I MATERIAL I�iIw�3,���}:•yv/ 2 NIL, ­-V"' CORROSIVE STRAPS, I ON //ow"•ice. . • OPENING .:y �•'1 12" MIN. CAST -IN PLACE 111 PSI CONCRETE BASE FOUNDATION SECT NOTES: CONSTRUCT1. •' FROM • ALLOW FLOW TO THE EXISTING PIPE. 2. POUR A SHELF TO THE LOWEROF 3. CUT • REMOVE THE TOP HALF OF • WITHIN 6" OF • BEEN FORMED, AND THE MH HAS BEEN FULLY TESTED IN ACCORDANCE• TYPICAL BASE SHOWING "DOGHOUSE" INSTALLATION V COMPRESSION • 3/4' MALE PIPE OR APPROVED EQUAL TEE NOTE NO SWEATED FnNGS DUAL SERVICE 1" TYPE W 90FT COPPEN SINGLE SERVICE NOTE: 1) SADDLES SHALL BE USED ON PVC PIPE. ` 30- MIN. /` 1/6 BEND COUPLING-\ co 0 FOR USE ON ATTACHED SINGLE FAMILY RESIDENTIAL SERMCES OR DUAL RESIDENRAL AND IRRIGATION SERWCES. 2' R 1' COMPRESSION x 3/4• MALE PIPE COUPLING OR APPROVED EQUAL FOR USE ON DETACHED SINGLE FAMILY RESIDENTIAL SERWCE WHERE AN IRRIGATION METER IS NOT PROMDED. CAST IBM MD FINISHED GRADE METER BO% J `CORPORAPON STCP S`�\ k•,i'4' —BRICK AS NECESSARY f4` SAND OR DUST UNDERkNi✓�° BOX AND SETTER (T-INCH 4• DIAMETER DRAIN PIPE, 12• i ', "i 4.r; Y.. LONC STONE 5VDOT MINIMUM 1HICKNE55) y5.�?,0���4.•. �d:fK ��A SPEC. 203, NO. 0. 57 AOOREGATE TYPICAL SERVICE LATERAL INSTALLATION (5/8" & 1" METERS) NTS FIG. W-6A TD=10 / JESSU R• DENKO Ucr No, 57291 >_I O/13/22 ,: M E O u N � N C > E a E w I- N >i HVi LL t 3 0 M. O w O `mLu ,^H V 0000 z wN-ri 0 (!l T F L7w �� a w 30V�)Q U) oaf o0 ry ur)i v V 1l IS z 0 x > z ~ 0 Wry w M OIf a� 00 LO oli x (7 0 F 0 w N w aW LDATE z 0 i 00 0711812022 LM DRAWN BY R. vanNiekerk DESIGNED BY J. DENKO CHECKED BY J. DENKO SCALE N/A Lu 9 0 > J_ ' ^ w Q ILL. a 2:LLJ W 0 Q (W v , LL o r06 vJ w Q� � O O 7 Z i Lu �� co JOB NO. 48033 SHEET NO. C1.3 E E L HOTEL MINI SELF STORAGE NYLOPLAST DRAIN BASIN ISO NEEDED FIRE FLOW CALCULATION Engineer/Architect: ITimmons Group I Date: 9/23/2022 Project Name: Berkmar Hotel JCalc. By: R.van Niekerk Type of Construction = Type IIB, non-combustible Class of Const. Coef. F = 0.8 Ground Floor Area= 10155 SQ. FT. #ofStories = 4 Total Floor Area (Ai) = 40620 SQ. FT. Fire Consideration Area: Construction Factor, Ci = Ci=18(F)(Ai)D.s Roundedto Nearest250 GPM = upancy Factor (Oi): Type of Occupancy = C-2 (Worst Case) Occupancy Factor (OI) = 0.85 ISO NEEDED FIRE FLOW CALCULATION Engineer/Architect: ITimmons Group I Date: 1 9/23/2022 Project Name: I Berkmar Self Storage Calc. By: I R.van Niekerk Type of Construction = Type IIB, non-combustible Class of Const. Coef. F = 0.8 Ground Floor Area = 21924 Q. FT. # of Stories = 4 Total Floor Area (AI) = 87696 SQ. FT. Fire Consideration Area: Construction Factor, Ci = 4264 Ci=18(F)(Ai)0" Roundedto Nearest250GPM = 3000 :upancy Factor (Oi): Type of Occupancy = C-2 (Worst Case) Occupancy Factor (Oi) = 0.85 & Communication (P): Exposure (X) & Communication (P): X7+P7= 0X4+P4= 0 X1+P7= 0X4+P4= 0 X2+P2= 0X5+P5= 0 X2+P2= 0X5+P5= 0 X3+P3= 0X6+P6= 0 X3+P3= 0X6+P6= 0 n (x+P)i=1.0+ (Xi + Pi) = 1 (t=1) Max. (X=P)I =1.75 n=Number of Sides of Subject Building Needed Fire Flow: I NFF = (Ci)(Oi)(X+P)I = Automatic Sprinklers (Yes or No) Reduction Factor (%) = Reduction Value = 2550 GPM Yes 50 1275 GPM TOTAL: 1275 GPM Required Fire Flow- Rounded = 1250 GPM (if <2500 nearest 250) (if > 2500 nearest 500) *Fire Hydrants Required 1� (1,500GPM max each) n (x+P))=1.0+ (Xi + Pi) = 1 (L=1) Max. (X=P)I=1.75 n=Number of Sides of Subject Building Needed Fire Flow: NFF=(CI)(OI)(X+P)I = Automatic Sprinklers (Yes or No) Reduction Factor (%) = Reduction Value = 2550 GPM Yes 50 1275 GPM TOTAL: 1275 GPM Required Fire Flow- Rounded = 1250 GPM (if <2500 nearest 250) (if > 2500 nearest 500) *Fire Hydrants Required (1,500 GPM max each) 0 TTINTEGRATED DUCTILE IRON FRAME & GRATE TO MATCH BASIN O.D. I MINIMUM PIPE BURIAL (3)VARIABLE INVERT HEIGHTS DEPTH PER PIPE AVAILABLE (ACCORDING TO MANUFACTURER PLANSITAKE OFF) RECOMMENDATION QVARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4"- 30" FOR CORRUGATED HDPE (ADS N-12, ADS SINGLE WALL, HANCOR DUAL WALL), SDR 35, SCH 40 DWV, CORRUGATED & RIBBED PVC WATERTIGHT JOINT (CORRUGATED HOPE SHOWN) 10- r- 30' GRATESISOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536 GRADE 705005, WITH THE EXCEPTION OF THE 6'-15' BRONZE GRATES Q- 12--30' FRAMES SHALL BE DUCTILE IRON PER ASTM ASM GRADE 70-50-05 (a)- DRAIN BASIN TO BE CUSrOM MANUFACTURED ACOORDINGTO PLAN DETAILS RISERS ARE NEEDED FOR BASINS OVER 84' DUE TO SHIPPING RESTRICTION& SEE DRAWING NO.7001-110065 O- DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TOASTM D3212 FOR CORRUGATED HDPE (ADS & HANCOR DUAL WALL)& SDR 35 PVC ®- ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360°. TO DETERMINE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 70D1-110012 70DI-1t0-013, &70D1-110014. 6 - GRATES SHALL MEET H-10 LOAD RATING FOR 1Y-24' PED 7 - GRATES SHALL MEET H-20 LOAD RATING FOR 30' PED & 12'-V STD & SOLID & - ALL BRONZE GRATES, DROP IN GRATES, & 8' & 1V PEDISTD GRATES & SOLID COVERS ARE RATED FOR LIGHT DUTY APPLICATIONS ONLY 9 - DOME GRATES HAVE NO LOAD RATING QS ADAPTER ANGLES ARWBLE 0'- 36L ACCORDING TO PLANS A 18" MIN WIDTH GUIDELINE 8' MIN THICKNESS GUIDELINE TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. (2) VARIABLE SUMP DEPTH ACCORDING TO PLANS 4' MIN ON 8"-24" (6- MIN ON 8--24', 10-MIN ON 301 6" MIN ON 3T THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS it MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. A PARTS GRATE OPTIONS 8' 2808AGAPEDESTRIANSTANDARD NISTANDARD SOLID BRONZE DOME DROP IN 10" 2810AGANISTANDARD SOLID BRONZE DOME DROP IN 12" 2812AG N STANDARD SOLID BRONZE DOME DROP IN 15' 2815AG N STANDARD SOLID BRONZE DOME DROP IN 18" 2818AG N STANDARD SOLID NIA DOME DROP IN 24' 2824AG N STANDARD SOLID NIA DOME DROP IN 30' 2830AG N STANDARD SOLID NIA DOME NIA VDOT DETAILS LEGEND STANDARD TITLE PAGE DI-3A, 3B, 3C STANDARD CURB DROP INLET (12" TO 30" PIPE: MAXIMUM DEPTH (H) = 8') 104.09 DIMENSIONS, NOTES, AND QUANTITIES 104.10 MH-1 MANHOLE FOR 12" TO 48" PIPE CULVERT 106.01 STANDARD MANHOLE FRAME AND COVER 106.02 STANDARD MANHOLE FRAME AND COVER 106.04 SL-1 TYPICAL CONCRETE SAFETY SLAB FOR DROP INLETS, MANHOLES AND JUNCTION BOXES 106.14 PB-1 INSTALL. OF PIPE CULVERTS AND STORM SEWERS CIR. PIPE BEDDING AND BACKFILL - METHOD "A" 107.01 CG-6 COMBINATION 6" CURB AND GUTTER 201.03 CG-2 STANDARD 6" CURB 201.01 IS-1 STANDARD METHOD OF SHAPING MANHOLE & INLET INVERTS 106.08 CG-9B STANDARD ENTRANCE GUTTER 203.02 CG-12 CG-12 DETECTABLE WARNING SURFACE (GENERAL NOTES) 204.01 CG-12 DETECTABLE WARNING SURFACE (TYPE A, PERPENDICULAR APPLICATION) 204.02 CG-12 DETECTABLE WARNING SURFACE (TYPE B, PARALLEL APPLICATION) 204.03 FPIP2 DETECTABLE WARNING SURFACE (TYPE C, PARALLEL & PERPENDICULAR LICATION) 204.04 WP-2 ASPHALT PAVEMENT WIDENING 303.02 DI-1 STANDARD DROP INLET 12" - 24" PIPE 104.01 RW-2 CONCRETE GRAVITY RETAINING WALL - LEVEL BACKFILL 401.01 NOTE: IT IS THE CONTRACTOR'S RESPONSIBILITY TO REFERENCE CURRENT DETAILS IN THE VDOT ROAD & BRIDGE STANDARDS. JESSO R• DENKO Uc• No. 57291 >_I O/13/22 ,: VI 0 (7 0 2 F 0 w w 2 ¢ z 0 in 0 0 r z O (n F W V N a O z r O z U > O lu V IY DATE 0711812022 DRAWN BY R. vanNiekerk DESIGNED BY J. DENKO CHECKED BY J. DENKO SCALE N/A LU CD 9 0 > J ' ^ w Q LJLQ 2: Lu Jm 0 w Q 06 LL O Cn Ce � LLJ Q O G U Z L_L LU co JOB NO. 48033 SHEET NO. C1.4 L 6 42 m U 0 E STORM DROP INLET GRATE = 513.6' -15"RCP lO = 509.2' r SAWCUT EXISTING PP REMOVE PORTION i OF GUTTER/CURB STORM DROP INLET GRATE = 507.95' 15" RCP /0 = 502.0' ALB EMARLECOUN Y MANAGED STEEP SL E OVERLAY DISTRICT BERKMAR DRIVE VAR/ABLE WIDTH WW ILL & OVERLAY 20' DB: D8:14dt I I TMP 45-112G N/F/ HG LAND, LLC. DB: 4687 PG:15 DB: 3463 PG:483 (PLAT) 20' PUBLIC DRAINAGE �O EASEMENT�O' DB:4825 PG:147 I I APPROX 30' I ELECTRIC EASEMENT- DB:1538 PG:732 20' PUBLIC DRAINAGE EASEMENT 4:4825 PG:147 20'ACSA SANITARY SEWER EASEMENT TO BE CENTERED ON AS BUILT LOCATION OF SEWER LINE DB:5232 PG:243 SSMH TOP: 482.75 11: 478.40 10: 478.33 - 15' / 1, / STORM DROP INLET / GRATE=57L20' 15" RCP l0 = 513.27'- \ � T 3i al j REMOVE EXISTING \ / STORM PIPE 551. 1/ �0 0� I\ _\ 10: 508.0 (8"PVC) \ \S2g N� 522 \ . ALBEMARLE COUNTY I YH R MANAGED STEEP \ 30" OAK WMH ' SLOPES OVERLAY I /. DISTRICT 524 A NO I PORTION OF \CEMETERYDB 255 2 / EXISTING \ PG:555 (SEE NOTE#7) m / CEMETERY TO BE L _ -522� / PROTECTED \ DURIN 520 / cONSTf UCTION H I / I \ APPROX. LOCATION OF TOP: 526.55 . 50'X50' CEMETERY DB: 251 \ PG:505 DB: 243 PG: 381 /h 507.6 (8" PVC) \ (SEE NOTE #6) 10: 50725 (8 CL 518 W ` \ _ `""/ N L \ / 516, \ I / cp cs F J12 D PO R � \ o N / 12" S-PwgLLAR P AR zl cro 610 o b -S33°20'45"W / p / / � IN 31 T / -- 478 --- - ------ - ----- ---1 - / -RA ---- ----- -/ - - _, ` ?I�G i UP 20'ACSA SANITARY SEWER _ - - - - - - - -� -� ' ` 48 7 �i" - EASEMENT TO BE CENTERED ON AS - - - - - - - - $67 j -� 3 \ BUILT LOCATION OF SEWER LINE SSMH - - - 486 1 _ 80-�� pyC- - - - - i - - - - - - - _ G p APPROXIMATE DB:5464 PG:559 TOP. 509.9 O O - - .----------�-��� -- LOCATION OF 11: 500.1 (8" PVC) C - - - CURB LINE ' - ��' "o EXISTING SANITARY SEWER LINE /0. 499.95 (8" PVC) ' • ' RD RD RD ® RD ®® TMP 45-112C N/F KEGLERS OF CHARLOTTESVILLE BOINLINGALLEY DB:996 PGA98 MATCHLINE 'a ► i P' �mv 1 v 0�9w4' pP��! Y0�4w lOq�l� c G HAND HOLE a v ^' �7 ti O m 8" DIP SANITARY SEWER LINE �APPROX/MATE LOCATION OF: RWSA WATERL EXISTING 12"CAST IRON RWSA WATERLINE 20'ACSA SANITARY SEWER EASEMENT TO BE CENTERED ON AS BUILT LOCATION OF SEWER LINE DB:5232 PG:243 SSMH TOP: 512.6 /k 505.30 (8" PVC) /0. 505.05 (8" PVC) UNDERGROUND ELECTRIC LINE �ti o4 v v m TMP 45-112B N/F B PROPERTIES, LLC. DB: 1723 PG:690 c/ DB: 4857 PG:576 (PLAT) ti APPROX 15' WATERLINE iEMENT O8: 460 PG:638 -­ SSMH TOP. 513.3 ll: 502.75 (8 PVC) 10: 502.55 (8 PVC) m 0 SCALE 1"=30' 30' 60' LEGEND: / REMOVE HARDSCAPE & / GRAVEL REMOVE CONCRETE CLEAR AND GRUB WOODED AREA ® REMOVE ASPHALT MILL & OVERLAY "PIPE REMOVE TREE - - - SAWCUT MATCHLINE �l /I 1 � 1 I / I I I - 506 - / I ll ll 504 - ? �1 �502-\ I L* l 500 49 1 � 8� 496 - _ REMOVE / EXISTING PAVED '494 - I--- ASPHALT /ROAD 1492 - TMP 45-112D 1 N/F SCHEINEL-CHARLOTTESVILLE 490 DB: 1089 PG:334 / DB: 643 PG: 480 DB: 407 PG: 65 / -488 / 486 / / bSA - TMP 45-112B1 N/F MALLOY PROPERTIEIS III LLC �82 _ If DB: 4863 PG:471 / JESSICA DENKO uc. No. g 7291 M E O O\ U N � N C > E v E w ¢Lu V00 Z w „j -'i 0 U) rn o ry F Z Z f a uj 2:3:o x tun 2:oa6" o0 ry i v Z OZ x�> ~ °� > W M Lu Lu 00 � H N 0 2 c� 0 0 w N W w N M- 2 Q o Z 0 DATE V) 00 0711812022 DRAWN BY R. vanNiekerk DESIGNED BY J. DENKO CHECKED BY J. DENKO SCALE 1 "=30' / a0 / / O Z / J w O / r n O w L LL w 06 468/ (W� -1 ° 467. V l i LL O SSMH - - �66 ° SSMH - _ _ Q 0 -� 0-- 1 �� O � U Lu -462 UTE 29 C/) 0 US RO w NOTES: -- -- -- 1. THIS PLAT HAS BEEN PREPARED WITH THE USE OF A TITLE REPORT ISSUED BY OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY WITH A COMMITMENT DATE OF MARCH 1, 2021 AT 8:00 AM, FILE NO: 21004167. 2. EASEMENTS MAY EXIST OTHER THAN THOSE SHOWN ON THIS PLAT. 3. THIS PLAT HAS BEEN PREPARED FROM AN ACTUAL FIELD SURVEY COMPLETED MAY 14, 2021, USING MONUMENTS FOUND TO EXIST AT THE TIME OF THIS SURVEY. 4. THE AREA SHOWN HEREON IS LOCATED IN ZONE "X" AREA DETERMINED TO BE OUTSIDE THE 0.2% ANNUAL CHANCE FLOOD PLAIN AS SHOWN ON FEMA MAP NO 51003CO28OD, EFFECTIVE DATE FEBRUARY 4, 2005 AND FEMA MAP NO 51003CO278D, EFFECTIVE DATE FEBRUARY 4, 2005. THIS DETERMINATION HAS BEEN MADE BY GRAPHIC METHODS, NO ELEVATION STUDY HAS BEEN PERFORMED AS A PORTION OF THIS PROJECT. 5. VERTICAL DATUM IS NAVD 88. - 6. A CEMETERY WAS OBSERVED ON TMP 45-112E DURING THE PROCESS OF THIS SURVEY. APPROXIMATE LOCATION IS SHOWN ON PLAT. JOB No. 7. 50'x5O' CEMETERY LOT IS SHOWN CENTERED UPON THE LOCATED CEMETERY, DUE TO AMBIGUOUS NATURE OF PLAT DB:243 PG:381. 8. A SMALL PORTION OF THE 50'x50' CEMETERY WAS NOT CONVEYED BY A DEED RECORDED IN D6:255 PG:555. LOCATION OF THIS 48033 PORTION IS APPROXIMATE DUE TO AMBIGUOUS NATURE OF SAID PLAT. 9. PROPERTIES ARE LOCATED IN THE AIRPORT IMPACT AREA PER ALBEMARLE COUNTY GIS. SHEET No. 10. UNDERGROUND UTIUTIES ARE SHOWN AS PER MISS UTILITY OF VIRGINIA TICKET NO. A109902032-OOA. C2 0 11. PARCELS ARE SUBJECT TO THE CRITICAL SLOPE OVERLAY. 0 m 0 3 D 0 vX o cD -z 20 o 2 c A2 a - O Ir w � 3 Z 0 2 2 a a mg o� $r o .3 n dm 2 Y J N X C 0.0 da 0 = 128 d2 E a 8M 06 a c �a 10 a 0 � o m a c m N C � o c o sE c E L EROSION AND SEDIMENT CONTROL NARRATIVE PROJECT DESCRIPTION THIS PROJECT INCLUDES THE CLEARING OF AN EXISTING WOODED AREA, AS WELL AS THE CONSTRUCTION OF A MULTISTORY HOTEL, COMMERCIAL SELF -STORAGE FACILITY, PARKING AREA, AND OTHER ASSOCIATED SITE WORK. THE LIMITS OF DISTURBANCE IS 5.00 ACRES. ADJACENT PROPERTY THE PROJECT SITE IS BOUND BY BERKMAR DRIVE TO THE WEST, COMMERCIAL BUILDING TO THE NORTH, EAST AND SOUTH. EXISTING SITE CONDITIONS THE EXISTING SITE IS CURRENTLY WOODED AREA. OFF -SITE AREAS NO OFF -SITE AREAS WILL BE DISTURBED AS A PART OF THIS PROJECT. CRITICAL EROSION AREAS NO CRITICAL EROSION AREA EXIST. 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. EROSION AND SEDIMENT CONTROL MAINTENANCE 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. 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 - 3.05 SILT FENCE SEDIEMENT BARRIERS SHALL BE INSTALLED DOWNSLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SETTLEMENT LADEN RUNOFF FROM SHEET FLOW AS INDICATED. ITS PURPOSE IS TO 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 TEMPORARY RIDGE OF COMPACTED SOIL TO DIVERT WATER FROM A CERTAIN AREA. 5. OUTLET PROTECTION - 3.18 STRUCTURALLY LINED APRONS PLACED AT THE OUTLETS OF PIPES OR CHANNEL SECTION TO PREVENT SCOUR AND PROTECT THE OUTLETS STRUCTURE. 6. DUST CONTROL - 3.39 DUST CONTROL IS TO BE USED THROUGH THE SITE IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT 7. TEMPORARY 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. 7.1 MAINTENANCE OF SEDIMENT TRAP - INSPECT TRAP EMBANKMENT WEEKLY TO ENSURE IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. 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. VEGETATIVE PRACTICES: 8. 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. 9. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE COVER BY PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL BEAUTY. 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 1. A PRE -CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY E&S INSPECTOR, CONTRACTOR, OWNER, AND ENGINEER. THIS MEETING SHALL TAKE PLACE AT THE COMMUNITY DEVELOPMENT OFFICE. CLEARING LIMITS MUST BE FLAGGED PRIOR TO THE MEETING WITH ONE (1) WEEK OF NOTICE. 2. INSTALL CONSTRUCTION ENTRANCE AND SILT FENCE. 3. INSTALL INLET PROTECTION ALONG BERKMAR DRIVE DOWNHILL FROM SITE TO PREVENT SEDIMENT LADEN RUNOFF FROM ENTERING THE NETWORK PRIOR TO DEMOLITION OF FRONTAGE CURB AND GUTTER AND BEFORE CONSTRUCTION OF RIGHT TURN LANE BEGINS. SILT FENCE ALONG FRONTAGE BACK OF CURB NEEDS TO BE INSTALLED. 4. AFTER ALL EROSION AND SEDIMENT CONTROL MEASURES ARE IN PLACE, BUILD TEMPORARY STORM NETWORK 115-119 AND PERMANENT STORM NETWORK 104 THROUGH 110 AS SHOWN ON SHEET C3.2. INSTALL INLET PROTECTION AS SHOWN. PROVIDE ADEQUATE TEMPORARY COVER TO PROTECT PIPES. 5. CLEAR AND GRADE SEDIMENT TRAPS. INSTALL DIVERSION DIKES. 6. TEMPORARY SEED ALL DENUDED AREAS PER VESCH STANDARDS. DUST CONTROL AND MULCHING ARE TO BE PERFORMED DURING THIS PHASE. PHASE II 7. ROUGH GRADE PROJECT AREA. 8. INSTALL PROPOSED STORMWATER INLETS AND PIPING. INSTALL INLET PROTECTION AS SHOWN ON PHASE II. ALL STORMWATER PIPING AND STRUCTURES SHALL BE INSPECTED FOR SILT/SEDIMENT. IF PRESENT SILT/SEDIMENT SHALL BE CLEANED OUT OF THE SYSTEM TO THE SATISFACTION OF THE E&S INSPECTOR. 9. FINE GRADE PROJECT AREA. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. 10. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. SILT FENCE MUST BE MAINTAINED THROUGH GRADING AND CONSTRUCTION. 11. ONCE ALL CONTRIBUTING DRAINAGE AREAS TO THE SEDIMENT TRAPS HAVE BEEN STABILIZED AND APPROVED BY AN ESC INSPECTOR, REMOVE SEDIMENT TRAPS AND STABILIZE THE AREA. SILT FENCE BELOW THE SEDIMENT TRAP MUST REMAIN IN PLACE UNTIL THE ENTIRE SITE IS STABILIZED AND APPROVED BY AN ESC INSPECTOR. 12. INSTALL REMAINING STORM DRAIN SYSTEM. REMOVE TEMPORARY STORM NETWORK 115-119 FROM PHASE I. 13. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL MEASURES CAN BE REMOVED UPON APPROVAL FROM THE E&S INSPECTOR. GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOAM TO 9:0013M. 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) 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. SOILS INFORMATION: 27B - ELIOAK LOAM, 2 TO 7 PERCENT SLOPES, MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC SOIL GROUP: B 27C - ELIOAK LOAM, 7 TO 15 PERCENT SLOPES, MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC SOIL GROUP: B 34C - GLENELG LOAM, 7 TO 15 PERCENT SLOPES, MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC SOIL GROUP: B 34D - GLENELG LOAM, 15 TO 25 PERCENT SLOPES, MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC SOIL GROUP: B 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 30 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 BASINS AND 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 AND SEDIMENT BASINS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP OR BASIN. 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. B. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM DRAINAGE AREAS GREATER THAN OR EQUAL TO THREE ACRES SHALL BE CONTROLLED BY A SEDIMENT BASIN. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT BASIN SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA. THE OUTFALL SYSTEM SHALL, AT A MINIMUM, MAINTAIN THE STRUCTURAL INTEGRITY OF THE BASIN DURING A 25-YEAR STORM OF 24-HOUR DURATION. RUNOFF COEFFICIENTS USED IN RUNOFF CALCULATIONS SHALL CORRESPOND TO A BARE EARTH CONDITION OR THOSE CONDITIONS EXPECTED TO EXIST WHILE THE SEDIMENT BASIN IS UTILIZED. 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 MET. 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 THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, CHAPTER 8 PAGES 20-24. JESS0 R- DENKO Uc. N0. >_I O/13/22 ,: M E 0 0 rn U N � N 0 ¢ o > E w v E w w a 3 ¢ V 3 W O w o m D W L ¢<� Vof"lo J - ui co .. rn C7W NV w 30'x LL O Q v = N N Fva� o� EO1 N W M a� o w • • • am O ce E H z 0 F w V QO z r 0 z U > 0 w V DATE 0711812022 DRAWN BY R. vanNiekerk DESIGNED BY J. DENKO CHECKED BY 1. DENKO SCALE N/A J_ Q W 0 L1J UU) `D LLJ OC H Q O 0 < J /1 w LL 2 J co LJJ a O (n " U }O � Q z Z O LLJ U 0 Lu Cn co z _0 U) 0 LLJ JOB NO. 48033 SHEET NO. C3.0 L PIPE OUTLET CONDITIONS GRAVEL CURB INLET SEDIMENT FILTER 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TABLE 3.31-B plT N OF `j� \_�- TRENCH UPSLOPE ALONG THE LINE OF TO THE POSTS. ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS �y1�' POSTS. A 6' "QUICK REFERENCE FOR ALL REGIONS" Dom✓`./ r JESSICA R. DENKO PLANTING DATES SPECIES RATE (LBS./ACRE) Uc. No. 57291 / SEPT. 1 - FEB. 15 50/50 MIX OF ANNUAL RYEGRASS ado doE ,o 10/15/22 Q III _-� III -III-'' FLOW -111 - �11=III=" 1- LOLIUM MULTI-FLORUM ( ) . G\ �F F.� SS10 - 1-111 4 50-100 PIPE OUTLET TO FLAT AREA WITH NO N AL CEREAL (WINTER) RYE 3. ATTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE (SECALE CEREALE) PLAN VIEW DEFINED CHANNEL 12" THE WIRE FENCE AND EXTEND IT EXCAVATED SOIL. m E GRAVEL FILTER* INTO THE TRENCH. FEB. 16 -APR. 30 ANNUAL RYEGRASS 60-100 o rn o RUNOFF WATER WIRE MESH (LOLIUM MULTI-FLORUM) N _ FILTERED WATER -11 1 - AUG. 31 GERMAN MILLET 50 La IMAY w a E (SETARIA ITALICA) 0 %- = y ~ v 3 FLOW llllli �_ - - w ¢ u-3 TEMPORARY SEEDING PLANT MATERIALS _ R _ -=1 ITi1111TI1il-'' _ - III=III-III -� o O - 0 �' L N� Scale SEDIMENT 1 O:: '. .v"",•°;• -lLdl-' -I "' W M Q J V °° Z TABLE 3.32-D CONCRErE .- EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. SECTION A -A FILTER KEY IN 6"-9"; RECOMMENDED a+ o rn O EL F GUTTER CURB INLET SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA CLOTH FOR ENTIRE PERIMETER a> o N 1n ry c7 w M a .-� z w 12" FILTER FABR w z i' V = '' CII 2: GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. TOTAL LBS. PER ACRE OJ Q W O I- III -III WIR 1I' MINIMUM CARE LAWN A a cJ SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT -III 1 �- COMMERCIAL OR RESIDENTIAL 175-200 LBS. � = v If v Z CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO IP CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND 3.07- 6 SF 1Ti ITI-I it - - 3.05-1 KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100% A ado (MIN.) F a � u, O U) j ° IMPROVED PERENNIAL RYEGRASS 0-5k y > O UNPROTECTED AREAS. KENTUCKY BLUEGRASS 0-5% w v w STORMWATER INLET PROTECTION CONSTRUCTION OF A SILT FENCE a° GENERAL SLOPE (3:1 OR LESS) PIPE OUTLET TO 00 00 No Scale No Scale KENTUCKY 31 FESCUE 128 LBS. WELL DEFINED RED TOP GRASS 2 LBS. CHANNEL vi SEASONAL NURSE CROP * 20 LBS. PLAN VIEW 150 LBS. BLOCK AND GRAVEL DROP INLET SEDIMENT FILTER LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) O 70' MIN. 5:1 EXISTING KENTUCKY 31 FESCUE 108 LBS. A3' PAVEMENT RED TOP GRASS 2 LBS. La O - RETE WIRE SEASONAL NURSE CROP * 20 LBS. _ s" M SCREEN BLOCK CROWNVETCH '* 20 LBS. (- . FILTER AT MOUNTABLE BERM _._-- 'r 150 LBS. CLOTH (OPTIONAL) •, 0 % - w w N SIDE ELEVATION ��� ' USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES L = a EXISTING GROUND :.. AS STATED BELOW: a o FEBRUARY 16TH THROUGH APRIL.................................. ANNUAL RYE SECTION A -A FILTER KEY IN 6"-9"; RECOMMENDED Z r 70' MIN. --- � ---� MAY 1ST THROUGH AUGUST 15TH ............................ FOXTAIL MILLET CLOTH FOR ENTIRE PERIMETER p DATE WASHRACK T 10' MIN. �` AUGUST 16TH THROUGH OCTOBER ............................... ANNUAL RYE 5 B OPTIONAL E NOVEMBER THROUGH FEBRUARY 15TH........................ WINTER RYE QI 0711812022 1D EXISTING-� 2' MIN. MIN PAVEMENT RAV . :11Kiff " SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF NOTES: 1 . APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR O } DRAWN BY FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL CONCRETE. FILTER VDOT#1 COARSE AGGREGATE B 1 POSITIVE T'o' MIN. WIRE DRAINAGE TO L SCREEN FILTERED OTHER PERIODS, USE UNHULLED SERICEA). IF FLATPEA IS USED IN LIEU OF CROWNVETCH, INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING R. vanNiekerk PLATES 3,111-3 AND 3,18-4. MUST EXTEND FULL WIDTH OF SEDIMENT I WATER TRAPPING DEVICE INGRESS AND EGRESS OPERATION OVERFLOWS _.-A:: RUNOFF _ ` MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY BE PS ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 �P 3.18-1 INCHES. • DESIGNED BY PLAN VIEW J. DENKO WATER WITH SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. • PERMANENT SEEDING MIX FOR PIEDMONT AREA OUTLET PROTECTION CHECKED BY SEDIMENT 12' MIN. • 3" MIN. DROP DROP • J. DENKO No Scale No Scale 3" MIN. INLET SEDIME WITH • • DESIGN CRITERIA SCALE FILTER CLOTH SECTION A -A GATE SLOPE SLOPE LENGTH SILT FENCE LENGTH • N/A SLOPE STEEPNESS (MAXIMUM) (MAXIMUM) 6,-7, SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS 0-10% 0-10:1 UNLIMITED UNLIMITED APPLICABLE WHERE HEAVY FLOWS ARE EXPECTED AND WHERE AN • =, IP OVERFLOW CAPACITY IS NECESSARY TO PREVENT EXCESSIVE 2 X 4" WOOD SILT FENCE DROP INLET PROTECTION DROP INLET 10-207 10: 1-5: 1 200 FEET 1,500 FEET '; '' PONDING AROUND THE STRUCTURE. 3.07- 3 WSPACE FRAME WITH GRATE 20-33b 5:1-3:1 100 FEET 1,000 FEET ` GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE. FRAME 33-500 3: 1-2: 1 100 FEET 500 FEET REINFORCED CONCRETE DRAIN STORM DRAIN INLET PROTECTION MAX. - f ~ 507+ 2:1 + 50 FEET 250 FEET SECTION B-B �. CL No Scale CE 3.02 Sediment Trap design #1 = 3, �`> 10' NOTE: FENCE POST SPACING I MAX._j drainage area (acres) (<3) 1.78 :� %7/ .-� MIN. GATHER SHALL NOT EXCEED 10' CENTER TO CENTER J ONE CONSTRUCTION ENTRANCE mpwlumes: a , �.xT" m» "� EXCESS cumulative �1° No Scale elevation (R) area (sf) wlume(cy) wlume(cy) 10AT � �� �� 33" MIN. Q 491 1948 CORNERS GROUND 6" MIN. 492 2361 79.8 79.8 TEMPORARY RIGHT-OF-WAY DIVERSIONS 493 3039 100.0 179.8 494 3279 117.0 296.8 wrrsmns„e ' SURFACE w 0 COMPACTED SOIL 495 3785 130.8 427.6 t°f"`"1O) 496 4322 150.1 s7r7 PERSPECTIVE VIEWS " 2 1/2DIAMETER �� MIN. 36" MIN. w 06 .,,,,E „r, „„ "w"" r ...GALVANIZED 18" MIN. STAKE ALUMINUM POSOTS `J W FLOW_ wet storage: I II wet storage required Icy) (67 DA) FABRIC 1 CHAIN LINK FENCE WITH ONE LAYER OF FILTER CLOTH COVER O 493.5 1LLL � -�' bottom of stone weir (R) 493.0 wet storage provided at this elevation Icy) 179.8 "coarse aggregate shall be VDOT#3, #357 of#5 l 11 MIN it - - O Q Z � 2 1/2" DIAMETER GALVANIZED OR i - slope of wet storage sides 2:1 weir length (ft)(6xDA) 10.7 '�;y A FILTER CLOTH ALUMINUM POSTS ` 1 J 4MIN. dry storage: bottom oftrap elevation(ft) 491 .5' 0x dry storage required Icy) (671DA) 119.5 bottom trap dimensions: 439' crest of stone weir 495.0 top of dam eleRation(ft) 496.0 DETAIL A CHAIN LINK FENCE w J ct[ Q O dry storage provided at this elevation Icy) 247.8 top width of dam (R) 4.5 POST AND 2ND slope of dry storage sides 2:1 top trap dimensions (IM61' FLO 33" MIN. LAYER OF wy J co Z CWD DD ST1 T FILTER CLOTH w Q O 3.09-1 3.13 ELEVATION OF STAKE AND FABRIC ORIENTATION SPECIFIC APPLICATION EMBEDED FILTER CLOTH MINIMUM 16"MIN.1ST INTOOGROUND LAYER OF FILTER p U z TEMPORARY DIVERSION DIKE SEDIMENT TRAP #1 THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE CLOTH Z Z No Scale No Scale INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN Q =) O Lu Sediment Trap design m 5% WHERE THE INLET SHEET OR OVERLAND FLOWS NOT ( CONSTRUCTION SPECIFICATIONS � U drainage area (acres) (<3) 2.53 :{ EXCEEDING 1 C.F.S.) ARE TYPICAL. THE METHOD SHALL NOT APPLY SUCH mpwlumes: CREST OF STORE WEIR „ „E TO INLETS RECEIVING CONCENTRATED FLOWS, AS IN STREET FENCING SHALL BE 42 INCHES IN HEIGHT AND CONSTRUCTED IN cumulative a" elevation (R) area (sp wlume(cy) wlume Icy) - OR HIGHWAY MEDIANS. ACCORDANCE WITH THE LATEST MARYLAND STATE HIGHWAY DETAILS FOR Lu 482 936 DRY STORAGE CHAIN LINK FENCING. THE SPECIFICATIONS FOR A 6 FOOT FENCE SHALL BE W Cn 483 1146.31 38.6 38.6 484 1362.91 46.5 85.0 IP 3.07-1CO USED, SUBSTITUTING 42 INCH FABRIC AND 6 FOOT LENGTH POSTS. C46 486 1814.95 63.0 202.6 WET STORAGE ,., , (IXNV11E0) 488 1614.95 63.0 202.8 "„ �,",„ ,,,,, 1. THE POLES DO NOT NEED TO SET IN CONCRETE. 0 Z 487 2292.13 76.1 278.7 \.. ."" STORM DRAIN INLET PROTECTION 2. CHAIN LINK FENCE SHALL BE FASTENED SECURELY TO THE FENCE O 488 2794.44 94.2 372.9 •."".1A,-, E.�wn POSTS WITH WIRE TIES OR STAPLES. 489 3319 113.2 486.1 No Scale 3. FILTER CLOTH SHALL BE FASTENED SECURELY TO THE CHAIN LINK Cn FENCE WITH TIES SPACED EVERY 24" AT THE TOP AND MID p SECTION. wet storage: wet storage required Icy)(67'DA) 169.3 4. FILTER CLOTH SHALL BE EMBEDDED A MINIMUM OF 6" INTO THE Lu bottom of stone weir (fit) 486.0 GROUND. wet storage provided at this elevation(cy) 202.6 "coarse aggregate shall be VDOT#3,#357 of#5 5. WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER, THEY slope of wet storage sides 1:1 weir length (1)(6xDA) 15.2 SHALL BE OVERLAPPED BY 6" AND FOLDED. dry storage: bottom oftrap elevation(ft) 482 6. MAINTENANCE SHALL BE PREFORMED AS NEEDED AND SPLIT dry storage required (cy)(67'DA) 169.3 bottom trap dimensions: 98'x10, BUILDUPS REMOVED WHEN "BULDGES" DEVELOP IN THE SILT FENCE. crest of stone weir 488.0 top of dam elevation (ft) 489.0 dry storage provided at this elevation(cy) 170.3 top width of dam(ft) 4.5 7. STONE REINFORCEMENT SHALL BE USED TO SUPPLEMENT SSF IN slope of dry storage sides 21 top trap dimensions 981x11c AREAS OF CONCENTRATED FLOWS SSF ST2 3.13 3.05 - SEDIMENT TRAP #2 SUPER SILT FENCE DETAIL JOB No. No Scale 48033 No Scale SHEET NO. C3.1 L 0 2 U 0 E up MATCHLINE �I ,STORM DROP /NLET STORM DROP INLET BERKMAR DRIVE \ GRATE= 51720' \ 15" RCP lO = 513.27' GRATE=513.6' -tip �,�� \SOB. l" l - -15"RCP IOIO = 509.2' VAR/ABLE W/DTH R/W \ SS SOIL TYPE: I rP s, BM=51791 \ l / I "P 6� CORDI' 40' 10:508.0(8"PV 27C-506-f�,;;'; IS C2 PD G \ \ SF ^p - \sue 5>8_ RORAIL \ \ \ \ \ \ I \ �t-CC SF �S 20'SPRINT \ EASEMENT \ `�' 50!GS-' / / 15" RCP TOP 4 - 1 \ D8:1436 PG:555 20' ELECTRIC / HW=513.60' C , y EASEMENT 10=511.35' STORMDROPINLET D8:1434 PG:75 �L / (2)24"F \ \ co 27C -52b^� GRATE = 507.95' \ cT \ \ "W=° \ ; .;0;. ALBEMARLE COUNTY , I YH R IF o\ 10=5\ \ o.\MANAGED STEEP15" RCP lO = 502.0' --sr 30"OAK �WMH N SLOPES OVERLAY �, •� I N \ A V DISTRICT �O a- A r - - _ - - . SF \ \ \TS / / h1�o \ - 1 \ `'o , \ - CEMETENRYDB'2 5 2 / r �502- ! ' ALBEMARLECOUN Y / I I ✓ MANAGED STEEP SL E DC MU OVERLAY DISTRICT PG555 (SEEN` 7) m I" c / \ \71 _ a DD \ \ / IYl/ \ \ \ \ \ \ o \ ♦�,§ \ 520 l �� I 500 .CD IP \ \,:526.55APPROX LO ATIONOF TOP CEMRYDB50X50'251 I �o 11: 507.6 8"PVC rm - - �S / 0�� / / / \ I \ ♦ PG' K E #� 381 /0: 50725 (8" PVC 518 r 498 (SEE - \ ♦ / I 8" DIP / STAGING, �♦ \ / SANITARY L� STORAGE AND / t;� ♦♦ SEWER LINE I rr \S STOCKPILE AREA / '/ P 45-112� ♦ 496 - �- \ / r - - \ °s 27� / I �50 / BERKM HOLDINGS LLC -� � *0\ / S APPROXIMATE / / 731 AC. / � �_ _ -516� r RWATIONOF2 I / \ \ \ _ _ _ / I / \ n'brL T 1 1 I m RWSA WATERLI'494--, - s° SEDIMENT TRAP #1 / \ ♦ 3 ^ D AOaRo - l EXISTING A CAST / \ � `t\ Xi RON RWSA 0` \ 'I%ArF rRF -/ \ r WATERLINE , 1492 \ 1.72 ACRE DRAINAGE AREA / ♦ \ a / - - TOTAL STORAGE REQUIRED: 230 51 CY o So ' TOTAL STORAGE PROVIDED: 428 CY ( I `� ♦� l r TMP 45-112D / TMP 45-112G SSF °� Coo TOP OF DAM ELEVATION: 496.0 0♦I \ TS t - - _ JPOPLOAR �� / 20'ACSA SANITARY N/F SCHEWEL-CHARLOTTESVILLE l _ 490 N/F/ HG LAND, LLC I ass ol I N / SEWER EASEMENT TO D8: 1089 PG:334 DB: 4687 PG:15 -a96 I ♦ \ OC MU 2" LAR BE CENTERED ON AS / A 492 494 I \ ♦ PO LAR l \ r BUILT LOCATION50 2 DB: 643 PG: 480 / DB: 3463 PG:483 (PEA „� ♦ \ �- � r SEWER LINE DB -4$$ - m 79' I ♦ f 510 POPLA' PEAR r PG:243 DB: 407 PG: 65 ' - - LIMITS OF y DISTURBANCE: 32' 5.00 AC \ ST1 N ♦♦� \ \3sz\ a"w / / \ �s o , 486 / 20' PUBLIC DRAINAGE �O 492 1 \ \ ` \ IL Ty P�,: EASEMENT a9a 4 DB:4825 PG:147 UP 496 �I� s �o ♦♦ \ / ��� - 496 ♦ \ \ - _ / s as- TMP 45-112B 1 494 \ I P SSMH / / ♦ N/F MALLOY PROPERTIEIS III LLC O / ♦♦ rLky \ \ 30" r Ik 505.30 (8" PVC) DB: 4863 PG:471 Q� l ♦ 130 \ I /0. 505.05 (8" PVC) - - / ; TMP 45-112 BERKMAR HOLDINGS LLC / .! G119 / SSF �� ♦ \� 2.686 AC. WV uP / 118 ♦ o / �$ I 490 v W HAND l HOLE ST2 \ INSTALL TEMPORARY PIPES \ \ \409g OA UNDERGROUND a D 1 AND STRUCTURES 119,118, / / / / / l/ r ELECTR/CL/NE E r / a 117, 116, 115, TO RELAY o E s r 1 CLEAN WATER FROM G s BERKMAR OVERLOOK TO (D APPROX 30' 117 OUTFACE ELECTRIC NT DB:1 38 PG 732 N \4", TS I m N TMP4 'PUBLIC DRAINAGEEASEMENT v�SEDIMENT TRAP#2�' / 45-1128 r D8:4825 PG:147 l + , _/ / I I I 'I �� 2.53 ACRE DRAINAGE AREA OC N/FB PROPERTIES, LLC.4�g,�-� / TOTAL STORAGE REQUIRED: 339 CY DB: 1723 P :690 / IT TOP OF DAM ELEVATION: 488.0 20'ACSA SANITARY SEWER 98 TOTAL STORAGE PROVIDED: 373 CY / r DB: 4857 PG4 76 (PLAT) _ 7 co TI l I I I ✓ ., !' r EASEMENT TO BE CENTERED ON ` ON: M U AS BUILT LOCATION OF SEWER LINE DB:5232 PG243 \g9 Aj SOIL TYPE:. 116 /SH/ / ¢/ 5 � / SOIL TYPE: 34-QMH �/ 26 / / SO TYPE: 11- 511.7 SPVG) l � / �;F l �y,0 / TOP:482.75 \ 06 / NgV ( �) Oy C / 11 / 08 Il: 478.40 115 96 2 7� w / 1/ 1 APPROX 15' lO: 478.33 �4$ // / 119661 / 9 �/ / ;' ' 1 WATERLIN EAEMENr DBE460 ----484�\�046. 1 7 1' -- �/s -- ----T- ----- ' '. �♦ �P SSMH-S33-k464. F N 313." 4',T „W / CWD 1 G SCALE 1"=30' / 6/ LIN �S6 SMH _ I--478---\ - - - RA =---- SF -- ------ - / --/ ----1 -- J-- - ---- ---- - 0 30' 60' s UP ' 20'ACSA SANITARY SEWER �/ UP ,tl`� G EROSION CONTROL LEGEND \ EASEMENT TO BE CENTERED ON AS g$1 - �\ BUILT LOCATION OF SEWER LINE SSMH /' LIMITS OF CLEARING AND GRADING - 8O -�_ 1'bC - - - - - - a86 ? DRAINAGE DIVIDE _ _ G d' APPROXIMATE D8:5464 PG:559 TOP: 509.9 - -_- - - - - - �L ` -� - . L`�B'ai� LrocaTl�'J1RlION oA1l� / lY. 500.1 (8" PVC) .� •� O I�' .� �?I - � � SOIL AREA DIVIDE RD CU BLINE RD ® q SEWER LINE /0: 499.9 ($"PVC) SAF -SAF- SAFETY FENCE 3.01 RD '� b \\\ V �' ti 0 ® RD ® CONSTRUCTION ENTRANCE 3.02 �462 TE 29 RIPRAP OUTLET PROTECTION u TM 45-112C ' SF)� SILT FENCE 3.05 S O / 0.5' AVG DIA. RIPRAP�•. .1 CLASS Al N/F GLERS OF •� • • �/ P ® INLET PROTECTION 3.07 WIDTH 1=5.0' CHARLOTTESVILLE O O /'.: / DD +- DIVERSION DIKE 3.09 WIDTH 2 = 14.0' BOWLING ALLEY DB:996 PG:198 / / \ / LENGTH = 12.0' / / SB SEDIMENT BASIN 3.14 DEPTH = 1.0' / OP OUTLET PROTECTION 3.18 \ r; TS TEMPORARY SEEDING 3.31 PERMANENT SEEDING 3.32 \ za 512- -�' ,, N+u MULCHING 3.35 TP- TREE PROTECTION FENCE 3.38 / Oc DUST CONTROL 3.39 NOTE:AFTER ALL ESC ITEMS SHOWN ARE INSTALLED AND MATCHLINE U enn AREAS STEEPER THAN 3:1 TO BE 3.36 INSPECTED BY THE CITY E&S INSPECTOR, INSTALL S8 NT PIPE BANKETED WITH STABI ZATION 7O F PROPOSED TEMPORARY PIPES AND STRUCTURES 115-119 m m AND PERMANENT PIPES AND STRUCTURES 100-114. "'VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK' SPECIFICATION NUMBER / JESS0 R. DENKO Uc• No. 57291 >_I O/13/22 ,: M E O U N � N C > E w v E Lu Q LL IN 3 p LL j V 'mo z ,a -u O (n rn F o ry a Z LLJ 30V)x N oa =LL Lu o O i ry z m > O Z ~ ory > O0 W M Lu 00 x c� 0 F � N Lu w N V p ~ a o z 0 DATE 0 0711812022 } DRAWN BY R. vanNiekerk • DESIGNED BY • J. DENKO • CHECKED BY • J. DENKO SCALE 1 "=30' • W Q ^1 pC O o 'z U) O QU J co w Q Z /) LL LL] �/�Z 0 Q p LL] O U) 06 LL Z Lu co O 0 L.I_ LL] JOB NO. 48033 SHEET NO. C3.2 L 0 2 U 0 E UP l l I♦ MATCHLINE t STORM DROP/NLET STORM DROP INLET BERKMAR DRIVE \ GRATE= 513.27' \ 15" RCP lO = 513.2T GRATE = 513.6' - ti l �� -15' RCP lO = 509.2' VAR/ABLE WIDTH R/W a lT 7 SS , I BM=51791 l / I `7 s� CORDI' I 10: 508.0 (8"PV -506- , / Is \ / I 1 CZ Ip 'ff���� ����t������t J• L U SLINE 0 D \ SF �° L CE SF0. s 20' SPRINT �sj \ \ EASEMENT / \S _ '�r \ \ 504 - - -� 1 MU G:555 20'ELECTRIC �. \ v�p EASEME DC �I •• STORM DROP INLET DB:1434 PG'75 520 CO 5�_ u 'r \ \ 5^ TS ALBEMARL Y YH `O'';• \ 1 o 518 cs� \ \ 1 MANAGED STEEP \ 'WMH / r. GRATE = 507.95' � �, \ R IF 15" RCP /0 = 502.0' M U \ N PES OVERLAY , _ n / 1 516/ DI / ^0 � \ V"7o � ��� _502-� ALBEMARLE COON Y S, \ �. MANAGED STEEP SL E 1 I \ TE DB: 2 m / OVERLAYDISTRICT 1 \ \ 5 514 s 2 ° 7) \slo� / m \ \ 08 0 1 \ \ \ \ \ _N ,I �H 5 / I I `n l APPROX. LOCATION OF �o Q % TOP:526.55 �` 507CEMETERY /I: 8 m 1 P(3:5Gr505 DB: 243 PG:381 507.E (8" (SEE NOTE #6) /0: 50725 (8" VC 1 8" DIP \ B- STAGING, / 1 \ �� \ / SANITARY STORAGE AND / I / N 1 �� ` - - / SEWER LINE STOCKPILE AREA APPROXIMATE / 1 1 LOCATION OF 2 - j�/ / / l \ , \ �- I X RWSA WATERLI - 500 1 0 / EXISTING 12"CAST WATERLINE SSF \ 1 'A9a I �I�� TMP 45-112D _496- I I o \ \ N / 1 20'ACSA SANITARY N/F SCHEWEL-CHARLOTTESVILLE rn 496 I� \ / / SEWER EASEMENT TO DB: 1089 PG:334 BE CENTERED ON AS 494 \ l \ 1 BUILT LOCATION OF 492 10) / 1 SEWER LINEDB:5232 DB: 643 PG: 480 79, 1 PG:243 DB: 407 PG: 65 O ) PHASE II OVERALL / 1 32' � \ ST1 � N` ��� GRADING OF THE SITE / �SOp o � � 20'PUBLIC DRAINAGE �O LIMITS OF EASEMENT 00' q \ I I CONTRACTOR TO CHECK AR i 496-, �. `494 4 I 6- IP ISTURB 00 AC y \ / �S 1 FOR SEDIMENT DAILY & CLEAR A RWD D6:4825 PG:147 UP � O \ l SSMH ANY NECESSARY BUILD-UP Aa - TMP 45-112B1 TOP: 512.6 N/F MALLOY PROPERTIEIS III LLC //.• 505.30 (8" PVC) Ae2 ��_ DB: 4863 PG:471 /0: 505.05 (8" PVC) / \ 19 / �; l I/ Pr G _ / / VDOT #1 COARSE AGGREGATE. a IUP / 18" MIN HEIGHT. 6' WIDE. DD N / / / s DC MU / ////l HAND L T / 504 \ - \ % / I I / HOLE l - // l 1 UNDERGROUND ELECTR/CL/NE O G S 502 0' / �rn Q / vl I APPROX 30' 1 117 / / ti ELECTRIC EASEMENT 1 000 / / to I I DB:1538 PG:732 1 00 // �y I l I I N � / O / l 500 20' PUBLIC DRAINAGE EASEMENT 1 10' (D / / DB:4825 PG:147 1 1 1 1 98' 00 ItIT 7 20'ACSA SANITARY SEWER 1 / 498 / / / / 49$ EASEMENTTO CENTERED ON BUILT\g9 AS BUILTLOCATION OF SEWER d LINE DB:5232 PG:243 v o 116 °- 0 496 � v 488'� / T 510.0� SSMH ( / 161 / / / ll. 501.85 (8" PVC) TOP: 482.75 \ 0r / N61 z / 10: 6 1.7 (8'PV�) 11: 478.40 96 / w ]� APPROX 15' /0: 478.33 / WATERLI \ / DD /. / /60'1 009 �OCCJ /90oi p�cD / 1 EASEM :460 46 - a 484�- OP ` / / / 1 _ l 1 0467.V l \\ - - - - - - - - - - SF 69. 16' - - - - - - - 244. SSMH _ IF N -S33'20'45"V[4,� 77 (i SCALE 1"=30' / / 4`' - / - LINE313./ / 9'S 66H- - --__ uP 0 0 G i \ UP 20'ACSA SANITARYSEWER / EROSION CONTROL LEGEND 1 _- --- - - - - - -- / 48 _ EASEMENT LOCATION OF SEWER LINE S SSMH ' _ - - P _ d LIMITS OF CLEARING AND GRADING - 80 - - - - 486 CP / - - - (0 _ B �a��r APPROXIMATE DB:5464 PG:559 / TOP: 509-9 O I, / / DRAINAGE DIVIDE LOCATION OF 11: 500.1 8" PVC I1 0 �2 SOIL AREA DIVIDE RD RD CURB LINE RD ® -bq SEWER LINE /0. 499.95(8"PVC.) •• SAF -SAF- SAFETY FENCE 3.01 y Vco ® RD Pa �� ® �v�` / : CE ® CONSTRUCTION ENTRANCE 3.02 -462 O U TE 29 CO ��r ��(`� SF)� SILT FENCE 3.05 US R Pa i;l 15, Pa /� xy P� O�V� POsi99. 2 • • • �% / IP ® INLET PROTECTION 3.07 DIVERSION DIKE 3.09 BOWLINGALLEY / / / Op OUTLET PROTECTION 3.18 / TS TEMPORARY SEEDING 3.31 PERMANENT SEEDING 3.32 MULCHING 3.35 \ 512. - - / TP Tn- TREE PROTECTION FENCE 3.38 DUST CONTROL 3.39 AREAS STEEPER THAN 3:1 TO BE 3.36 STABILIZED WITH STABILIZATION BLANKET MATCHLINE N SRO I F� 8 NT PIPE • ^VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER */Io m m JESS0 R. DENKO Uc• No. 57291 >_I O/13/22 M E 0 N � N C > E w a E Lu Q LL o 3 p LL wO `mom ¢_j U0000 z w w - L'i O (n rn F a w ry a z LLJ Zf :h! 30V-)Q N oa o O i u ry z O z ~ 0 > OU Lu W M Lu 00 a � UU 0 x C7 0 F 0 N W w N U ~ a o z 0 (1) DATE 0 0711812022 } DRAWN BY R. vanNiekerk • DESIGNED BY • J. DENKO • CHECKED BY • J. DENKO SCALE • 1 "=30' • vJ Lu v a_ O O LLJ > Z O -1 L.2U J m F LJJ a Z O W O 5./) 06 �W O W O W JOB NO. 48033 SHEET NO. C3.3 L 0 42 rn E 0 U 0 UP ii ������������������ �tti• MATCHLINE '�pVtN op _ 11/6 BERKMAR DRIVE , �,,,�s It VAR/ABLE W/DTH WW T 5?D� SOB / I JESSICA R. DENI( r ,s I Uc« No. 57291 \ �'% ss 'O�o10/15/22 _TIM_ _ /0: 508.0 (8" PVC) - 506 - � i I Is - C2 76 U OUN LINE 520 I I / E h� / h mu CE s \ \ 0 \ \ �� \ \ Is \ � � > M U 22 \ 504 — �1 w v E Is W > a STORM DROP INLET s 0 52- ¢ LL o 3 GRATE = 507.95' o ' S 515 5 PS �• vHsa L 15" RCP /0 = 502.0' \ M U I P \ WN / ` i5 O , M SF 1 DC �p `502 U LU ^� � a w I PS — It I- ==x � z 510 /rn\ F \ \ I I Lu 4' Uqv > ��° ZO a c \ fn \ / / Q tri (!1 0 OU 4 STORY PROPOSED HOTEL 10,155 SF/FLOOR IP _ 40,620 GSF lh. 507.6 (8" VC) m °' J p 10: 507.25 (8" VC 18 S 5p I \ \ 8" DIP / STAGING, I / 1 31 \ / SANITARY \ STORAGE AND / / N i SEWER LINE \ I STOCKPILE AREA O - �`' ERK H L rH. —.. — / s v PROXIMATE 2 m \ - 4 51 LOCH I OF C. c e e \ � �( � RWSA WATERLI \ p hcn/ EXISTING 12"CAST _ _ _ RON RWSA Z N \ 1 \ \ 1 WATERLINE _ Lu F M \ OD TMP 45-112G SSF \ a ~ i II 1 s�i / \ l TMP 45-112D / Q o N/F/HG LAND, LLC. �''1 _4 — — I I \ \ \ N / N/F SCHEWEL-CHARLOTTESVILLE l _ O DATE 4 DB: 1089 PG:334 > DB: 4687 PG:15 A Z. ,� `��, DB: 643 PG: 480 / 489 0711812022 DB: 3463 PG:483 (PLAT) \ — i > Q 1 / _ O DB: 407 PG: 65 — — } DRAWN BY R. vanNiekerk IP � N s s„W s„ � / IP 6 \\ BM \ ` IP • DESIGNED BY 28 P EASEMENT AGE �o°O LIMITS OF �� ~ Z I CONTRACTOR TO CHECK AREA // 4 • J. DENKO ISTURBANGE: DB:4825 PG:147 UP — FOR SEDIMENT DAILY & CLEAR 5.00 AC a .. ,,;.; \ °s \ / ANY NECESSARY BUILD-UP q6� RWD 48 , \ TMP 45-11281 • CHECKED BY IP > , SSMH N/F MALLOY PROPERTIEIS III LLC / Is TOP: 5126 • J. DENKO IP °' % ll. 505.30 (8" PVC) a82 \ DB: 4863 PG: 471 • • l MP 411 S I / lO: 505.05(8"PVC) / \ SCALE =30 sAN 5- SA a s BERKMA OL 11 LL % / I G / _ VDOT #1 COARSE AGGREGATE. 1 0 G / / 18" MIN HEIGHT. 6' WIDE.UP • o VVL ° MU I / HAND - - - PS I / N HOLE / a T \ 505 A98 UNDERGROUND ELECTRICLINE of 2 i 11111 3N0 / 4 STORY SELF STORAGE FACILITY �6 / o' \ 500 / / / 1 STORY BELOW GRADE, 3 STORIES \ / o� IP / ABOVE GRADE / o I 1 / / 21,924 SF /FLOOR a l TMP 45-112B l wr^ 20' PUBLIC DRAINAGE EASEMENT / V ) DB:4825PG:147 / / 87,696 GSF I I N/F B PROPERTIES, LLC.- 4 500 l / DB: 1723 PG:690 / w = r 9a / II DB: 4857 PG:576 (PLAT) / _ _ (D w 7 SEMENT SANITARY BECENTERED T 1 U / / \\ 1 I V EASEMENT TO TI CENTERED R I I !� I I P ti AS BUILT LOCATION OF SEWER 1 1 j l\ 11 WWI 1 j 1 J LINE DB:5232 PG243 1 I V9 / / , 1 I� / co TIT / O / 2- n 0 � z' 0 496 488' � nyy''bb 510 \ 11 i 1 T' y041 I T 1; 1T t 1 SSMH 6q 85 Ill;l ��l I I I TOP: 482.75 B M 6 gq 1 G�rPi 1 1 i l l l i 1 l ¢�O Q 11: 478.40 I P 0 w 1 I l \a .9 / it �/lI1/ / l LL � U J 10:478.33 ,�a1���� � 61 II/;;/11�/ BM ---LLJ W Q LL SSMH O w l ON S3 045 _---- -Gr`�etN 4 SCALE 1"=30, � /6 6 - _ z _ H 5 s I \ - - - _478-- - - - _ _ — — RA I o� - - - - - - - - - 49fi 9749i8499O 500- - - uP - - 0 30' 60' �_— U U] 494 95 / EROSION CONTROL LEGEND 1 x 492493 W — / � � LIMITS OF CLEARING AND GRADING - 80 PbC _ - - - i - - - - - - 4861' 3 - _ SF 491 SSMH / m " DRAINAGE DIVIDE / - - - G p 490, TOP: 509-9 4 z 9 O 0 2 SOIL AREA DIVIDE - - 11: 500.1 (8" PVC) (� `� coJ _0 RD CURB LINE RD ® `-`-- b7 q SEWER LINE /0: 499.95(8"PVC.) SAF —SAF— SAFE FENCE 3.01 W �/1 RD co REMOVE EXISTING RETAINING WALL AND TIE V � 9 -462 vO/ ® RD 0 c� ® INTO BOTTOM OF WALL ELEVATIONS aC / cE ® CONSTRUCTION ENTRANCE 3.02 S O C SF X SILT FENCE 3.05 ■ � �G w TMP 45-112C /y��+� /A��/ A N/F KEGLERS OF ' / P ® INLET PROTECTION 3.07 CHARLOTTESVILLE DIVERSION DIKE 3.09 BOWLING ALLEY DB:996 PG:198 OUTLET PROTECTION 3.18 I TS TEMPORARY SEEDING 3.31 PS PERMANENT SEEDING 3.32 MU MULCHING 3.35 512- / TP Tn TREE PROTECTION FENCE 3.38 — DUST CONTROL 3.39 JOB NO. O BE STAAREAS ZED WITH STABILIZSTEEPER THAN 3:1ATTION 3 36 48033 BLANKET MATCHLINE 'JJO FJ�B NT PIPE •^VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER SHEET NO. rl m m m C3.4 L m m m 0 42 rn U 0 ERKMAR DRIVE OVERLAYVARIABLE Wl MILL & V�lI/1I/I/��i . • ddd. R i \ \ 20' S T / EASEMENT �BB�Frt3GPG: "` ' ELECTR� PRO OSED EASEMENT STORM DROP INLET PROPE T LIN DB:1434 PG:75 GRATE = 507.95' 10' B IL IN 15" RCP lO = 502.0' SETBA L E ALBEMARLE COON Y MANAGED STEEP SL E OVERLAY DISTRICT a m r z m \ TMP 45-112G N/F/ HG LAND, LLC. DB: 4687 PG:15 DB: 3463 PG:483 (PLAT) 20' PUBLIC DRAINAGE O EASEMENT00' DB:4825 PG:147 PROPOSED up PROPER LINE LIFT GATE OPERATOR (TYP.) APPROX 30' I ELECTRIC EASEMENT DB:1538 PG:732 20' PUBLIC DRAINAGE EASEMENT DB:4825 PG:147 1 1 IT 7 20' ACSA SANITARY SEWER EASEMENT TO BE CENTERED ON AS BUILT LOCATION OF SEWER N LINE DB:5232 PG:243 0 O 8" PVC RD RD CURB LINE RD / STORM DROP /NLET / GR4 TE = 517.20' / 15"RCPIO=513.27'- -T / a!i SHARE USE PATH - / / FUTURE CONSTRUCTION / 20' TO EXISTING R BY OTHERS / 05, T� / �/ / / // / 10'ASPHALIF EXISTING SIDEWALK (TYP.) PROPERTY LINE CEMETERY / ZONE UNDERGROUN AS LINE R30' \ \ A \ / I _. m 0 CG-12 I I I I 10' BUILDDI G SETBACK LINE - \ \ \ \ \ \ \ v E R30' STOP SIGN \ w R/WTOBE \\� � ~v w 3 4.5' PROPOSED DEDICATED o ¢ U. 0 3 WLK ALBEMARLE COUNTY / CONNECT TO ¢ V z W PROPERTY LINE W I w U.`m ^� SLOPES OVERLAY •I a s I / EXISTING ,w., o O F 5' SIDEWALK — — GRAVEL ROAD a > N " a z PORTION OF l — — R2$' C7 w -+ W I 5 / zF ?M V g 0/ SE O #7) / '' � V) a W O _ I F O ED ETAINING o a o a) 203' AL M HEIGHT 4' /Ln Z 4 STORY PROPOSED HOTEL 52, I IfI I / W O 61' 10,155 SF/FLOOR APPROX. LOCATION OF l / 2 40,620 GSF 50X50'CEMETERYDB: 251 17.3$' PG:505 DB: 243 PG: 381 �p (SEE NOTE #6) ~ (D 187 ADA PARKING SIGN (TYP.) / F 4.5' CG-12 (TYP.) E SIDEWALK y y WH L STOP (TYP.) O x BERKI H DI —e / S APPROXIMATE — — I / x �. l LOCATION OF 20' (7 731 C. CG-14' / RWSA WATERLINE l p co / I / z I 9' (TYP.) 18' (TYP. 8' (TYP.) 9' (TYP.) :.: '.::: I 25' w W N TRANSITION FROM 30' S (NP') DUMPSTER 18' (TYP.) x ¢ m- TO 26' WIDE DRIVE ISLE 26' 11, (TYP.) PAD 3 TMP 45-112D a / z 20'ACSA SANITARY N/F SCHEWEL-CHARLOTTESVILLE SEWER EASEMENT TO D8: 1089 PG:334 / ; DATE I BE CENTERED ON AS / 5 BUILT LOCATION OF 0711812022 De: 643 PG: 480 0 26' : ':;': : '. :.''' SEWER LINE D8:5232 / O 9' (TYP.) 18' (TYP.) 2 , PG:243 DB: 407 PG: 65 } DRAWN BY Li —8"W 8"W 24' 8"W / / / R. vanNiekerk 26' (n I / DESIGNED BY ATCHLINE / JESS0 R. D Uc• No. 57291 >_I O/13/22 ,: ADA PARKING • SIGN (TYP.) / J. DENKO / SIDEWALK / TMP 45-11281 • CHECKED BY 25' / I N/F MALLOY PROPERTIEIS Ill LLC DB: 4863 PG:471 • J, DENKO R3' 0:..;...... ... •' SCALE SAN P 45-11 SAN s R3' PROPOSED / / CONNECT TO 1 "=30' 9. (TYP.) BE 'MAR HOLDINGLLC PROPERTY LINE / G / / EXISTING • 26' 26' / 4 G 18' (TYP.) PAVED ROAD / UP � / R10' PD / / VV 9.5' SIDEWALK CG-12 (TYP.) 8' DO NOT ENTER SIGN I l 9 (IfYP.) HAND HOLE � R10' IL YP ) 11 UNDERGROUND (TY ) ELECTR/CL/NE b3 J O YIELD SI N 25, / / � O 5aN0 4 STORY SELF STORAGE FACILITY 1 STORY BELOW GRADE, 3 STORIES ABOVE GRADE 110, 21,924 SF / FLOOR l TMP 45-112B 87,696 GSF l N/F B PROPERTIES, LLC. 20' DB: 1723 PG:690 w DB: 4857 PG:576 (PLAT) / l 205' S N — SAN — SAN — SAN SAN S G — — — — — — — — — — — — — — — — )- - G a U UP 20' ACSA SANITARY SEWER UP , G 72"RL.P EASEMENT TO BE CENTERED ON AS / 481.3 - BUILT LOCATION OF SEWER LINE G p DB:5464 PG:559 (, TMP 45-112C N/F KEGLERS OF APPROX 15' WATERLINE 'EMENT DB: 460 PG:638 SCALE 1"=30' 0 30' 60' CHARLOTTESVILLE C m CONCRETE SIDEWALK BOWLING ALLEY DB:996 PG:198 HEAVY DUTY ASPHALT LIGHT DUTY ASPHALT / HEAVY DUTY CONCRETE / MILL & OVERLAY MATCHLINE UP IF g < / O W Z / LL 2: 0= Jm� / LJJ Q D ° 467.1' / O O SSMH / } / 4.8' _ LL Q / °S H _ Q A — O — U LU US ROUTE 29 JOB NO. 48033 SHEET NO. C4.0 L BERKMAR DRIVE VARIABLE WIDTH R, /T \ G — / PL) IF STORM DROP INLET GRATE = 507.95' 15" RCP lO = 502.0' ALBEMARLE COON Y MANAGED STEEP SL E OVERLAYDISTRICT 1 a m r Z m TMP 45-112G N/F/ HG LAND, LLC. DB: 4687 PG:15 DB: 3463 PG:483 (PLAT) 20' PUBLIC DRAINAGE �O EASEMENT�O' DB:4825 PG:147 I I APPROX 30' I ELECTRIC EASEMENT DB:1538 PG:732 20' PUBLIC DRAINAGE EASEMENT 8:4825 PG:147 20' ACSA SANITARY SEWER EASEMENT TO BE CENTERED ON AS BUILT LOCATION OF SEWER LINE DB:5232 PG:243 SSMH TOP: 482.75 ll: 478.40 /0: 478.33 - CURB LINE RD RD RD / STORM DROP INLET / GRATE =51Z20' 15" RCP lO = 513.27'— / a!i SM=51791 CORDI' 20'SPRINT EASEMENT -DB.Wf43&PG:555 20'ELECTRIC EASEMENT DB:1434 PG:75 BOV WATERLINE 3: 8" STUBOUT _) 6" X 6" TEE lO: 508.0 (8" PVC) )UN AS LINE \ \ A\ J9 900 BENDi ... ' IF VAULT METER . 45° """"' \ VAULT TEE BEND 6"x4" TEE & 4" GV, THREADED ALBEMARLE COON I PLUG TRANS.I ION TO 3" COPPER AR 7 W W wMH FDIC SLOPES OVERLAY l' VICE Ion / A PORTION OF55 � CLEANOUT (TYP.) i 450 BEND FIRE LINE A I I L .ti.. SANITARY SEWER 3" DOMESTIC / LATERAL (TYP.) 4 STORY PROPOSED HOTEL LINE SSM I l 10,155 SF/FLOOR APPROX. LOCATION OF TOP: 5 50�C50'CEMETERY :3 1 REDUCE TO 6" 40,620 GSF PG 505 D8: 243 PG 381 1/: 507.6 (8"rvi, l `yo I /)1 WATERLINE (SEE NOTE#6) /0:507.25(8" W AFTER TEE 8^DIPWv i • �, wawa m Sommommommommom P1V_\I•:7�I01 I = •�� �'e�ll 0 J 4 STORY SELF STORAGE FACILITY 1 STORY BELOW GRADE, 3 STORIES ABOVE GRADE 21,924 SF / FLOOR 87,696 GSF CLEANOUT (TYP.) SANITARY SEWER LATERAL (TYP.) 8"W FIRE LINE A J / 1.5" METER VAULT - J 3" DOMESTIC LINE FDC 0 WATERLINE 1 8"W 8"W REDUCE TO 6" / WINTERLINE� AFTER TEE I 6"x6" TEE 90' BEND f 6" GV - 6"x4" TEE & 4" GV THR PLUG T FHA — 6 — — — — — — — 69.16' — — — — — — — — — — — — — — — — 244.48' I S N — SA NE — SAN 313° W ' T 64 (-1 an SAN SAN G a I - - - - - - - - - - I a o U )- - G 6P 20' ACSA SANITARY SEWER UP G 72"RC EASEMENT TO BE CENTERED ON AS 4(91.3 BUILT LOCATION OF SEWER LINE SSMH / _ Gd `` APPROXIMATE LOCATIONOF DB:5464 PG:559 TOP:5 O �Lo EXISTING SANITARY ll.' S00.1 (8" PVC) SEWER LINE lO: 499.95 (8" PVC) C a TMP 45-112C •� N/F KEGLERS OF CHARLOTTESVILLE BOWLING ALLEY DB:996 PG:198 I I g MATCHLINE / If I/ / / / SANITARY SEWER LINE / s / ti APPROXIMATE LOCATION OF: l RWSA WATERL I/ EXISTING 12" CAST RON RWSA / WATERLINE / 20'ACSA SANITARY SEWER EASEMENT TO BE CENTERED ON AS BUILT LOCATION OF SEWER LINE DB:5232 PG:243 22.5° BEND CONNECT TO EXISTING WATERLINE 12" X 6" TS&V.CONTRACTOR TO DIG TEST PIT TO VERIFY DEPTH OF LINE. SSMH IS TOP:512.E Ik 505.30 (8" PVC) /0. 505.05 (8" PVC) G G HAND HOLE UNDERGROUND ELECTRIC LINE o h �ti / m l TMP 45-112B �l N/F B PROPERTIES, LLC. DB: 1723 PG:690 DB: 4857 PG:576 (PLAT) Is APPROX 15' WATERLINE 3EMENT DB: 460 PG:638 SSMH TOP: 513.3 lk 502.75 (8"PVC) IO. 502.55 (8"PVC) SCALE 1"=30' 0 30' 60' CONCRETE SIDEWALK HEAVY DUTY ASPHALT LIGHT DUTY ASPHALT HEAVY DUTY CONCRETE MILL & OVERLAY MATCHLINE NOTE: WET TAP ON RWSA WATERLINE CONTRACTOR SHALL COORDINATE WITH RWSA AND ACSA FOR THE CONNECTION TO THE EXISTING RWSA 12" WATERLINE. CONTRACTOR SHALL USE DUE DILIGENCE TO PROTECT THE RWSA XX" WATERLINE DURING CONSTRUCTION AND TAPPING. CONTRACTOR SHALL VERIFY THE HORIZONTAL AND VERTICAL LOCATION, THE OUTSIDE DIAMETER AND THE PIPE MATERIAL OF THE 12" WATERLINE PRIOR TO ORDERING THE TAPPING SLEEVE. RWSA SHALL BE CONTACTED 3 BUSINESS DAYS IN ADVANCE OF THE TEST PIT AND SHALL BE PRESENT DURING THE TEST PIT. THE TAPPING SLEEVE SHALL BE APPROVED BY RWSA PRIOR TO BEING ORDERED. THE TAPPING CONTRACTOR SHALL BE APPROVED BY RWSA PRIOR TO THE TAP. A MINIMUM OF 3 BUSINESS DAYS' NOTICE SHALL BE GIVEN PRIORTO INSTALLATION OF THE TAPPING SLEEVE. THE 12"X6" TAPPING SLEEVE AND VALVE SHALL BE INSTALLED PLUMB. FOLLOWING THE PLACEMENT AND TESTING OF THE 12"X6" TAPPING SLEEVE AND VALVE, A CONCRETE PAD AND THRUST BLOCK SHALL BE PLACED UNDER AND BEHIND THE TAPPING SLEEVE AND ALLOWED TO SET PRIOR TO MAKING THE TAP. NO PERMANENT CONNECTIONS TO THE POTABLE WATER SYSTEM ARE ALLOWED UNTIL THE NEW WATERLINES ARE TESTED, DISINFECTED, AND READY FOR SERVICE. SEE RWSA GENERAL NOTES ON SHEET Cl.l. TMP 45-112D N/F SCHEWEL-CHARLOTTESVILLE DB: 1089 PG:334 DB: 643 PG: 480 DB: 407 PG: 65 4F / h / m a O / I / /G467.V / SSMH / / 4.8' / °S H 1 US ROUTE 29 TMP 45-112B 1 N/F MALLOY PROPERTIEIS III LLC DB: 4863 PG:471 / JESS0 R. DENIM Uc• No. 57291 M E 0 u N � N C > E v E w �W .v.w3 Q IL 3 O LL w o m � V oMo Z w w —u 0 rn F ULu "� zF °'. a � w g 30�x N oa 6LL o 0 ry u) x v Z OZ x�> F OV ° ry > W M Lu Lu 00 M� O x 0 � N W w N 2 Q ti Q O Z 0 DATE V) 0 0711812022 DRAWN BY R. vanNiekerk } • DESIGNED BY • J. DENKO • CHECKED BY J. DENKO • SCALE 1 "=30' FT Lu OQ Y Q J? } W a LLL}L z < = G O uj I..L co JOB NO. 48033 SHEET NO. C4.1 L 0 42 E 0 U 0 UP / S MATCHLINE �/ 10H or`� STORM DROP INLET GRATE = 517.20' BERKMAR DRIVE _ 15"RCP 10=513.27' _ VAR/ABLE WIDTH R/W lT S2p� s�8 / l JESSICA R. DENKO r uc. NO. 57291 �sy S7& S =517.91 / l TC 'rS10NA�F'� . SWK 518.79' 52gWK SWK SINK -506- l / 5•.. --- �� 522.58' SINK 1 / �6 TC^ 110 UND GROUNDOI 1 522.75' S20 i - 516.93 _INE SWK rn 124 / TC TC TC - - 517.99' / \ ` 1 rn 0 - - - / 514.76' �-d G �6 516.1 �1 517.21' / 5 h h 516.94'. snis' - s \ S \ �-� \ \ \ \ \ a 0 / rC \ \ 20' SPP T - 23 \ \ \ / 514.49' \ EASEMENT / pr�0 SWK S2 SWK \ \ 504 - - - 1 W v E \ 572 B6�h/26PG:"` ELECTRIC 516.801 2 523.58' • _ \ - TW 524.09' \ ~ Lu w 3 TC 'BW 520,56',',' SWK •• w STORM DROP INLET S 34 PG.75 516.54' YARD a 52�' swK ¢ a i; 3 GRATE = 507.95' �o 515 5 517 ' 52s.17' sza.sz' w O S s r•1 15"RCP l0 = 502.0' 516 I \ WMH / Q Lu U z \ - TW 522.19' - - g w 1 -ir; O p s 118 TVV 518.13' BIN 518.26' / - - - 4A0 > oo N r F 502 \ c0 w ^ a w a I i zF CII 2: \ 1 \ TW 518.01" m 3: o to x N BW 514.10' T521sa' �� vLL � W OTIN \ p a 5 BIN 51627' ¢ O 2� 15 p \ \ [MAX 1 4' U-) x v ry z A ` \ ° HDPE RO F \-FFE=514.20' \ D EADEI CON4ECTION O Z z 4 OSED HOTEL / / v L m I \ sow / hp0 108 116 STORY PRO 51837' \ $ 10,155 SF/FLOOR I a� \ \ 115 40,620 GSF SEE SHEET C5.1 °' J r- �-- -- 518I 498 WV/ / cq a YAW 1 , s1a.11' / cn \ / I DRAIN TC 514.91' / I - O 496-� TC APPROXIMATE _ \ / rc 51 514.75' LOCATION OF 20' - / 510.79' e o o RWSA WATERLINE - O o SS / 122 TC I\ \ DITCNAGE TC 515.18' ROISTING NRWSA CAST \ / 509.40' 510.29' \ �L - - - _ - u14TERL/NE / - - > W N w \ -� \ 5 6.08' 1TIC 492 V s J l rc TMP 45-112D a 20'ACSA SANITARY N/F SCHEWEL-CHARLOTTESVILLE / 4 / 0 4 I rn TC TC 513.40' N SEWER EASEMENT TO (n DATE D8: 1089 PG:334 /l i I 508.89' BE CENTERED ON AS / > SS BUILTLOCATIONOF DB: 643 PG: 480 489 0711812022 106 _ TC p / ETC TC 88, SEWER LINE DB:5232 / - - O sow TOP 0.73 D�IDITCE 508.12' �TC513.05' 10 PG:243 De: 407 PG: 65 - DRAWN BY ro INV OU 96.11 (10 I � / 487 L R.vanNiekerk A 8 8„W 8„ / \. 135 / 130 D I \ \ s09 / �so8 TC / 134 / - • DESIGNED BY 20'PUBLIC DRAIN AGE 20 SINK ( Z 512.82' / EASEMENT �O- 1 505.86' 114 rC 507.14'\ I / ^ \ 4i5 133 • J. DENKO D6:4825 PG:147 UP TC O 50479' TC 506.18 �$G 484 - TMP 45-11281 • CHECKED BY .. ;.. :- TC 506.71' PVMT ` 1 •�.. 129 l I ( 482.s1' N/F MALLOY PROPERTIEIS Ill LLC • 10 j'. ` TC TC rn / I J. DENKO r 0) Q TC 506.3T 506.7T �8F PVMT - // DB: 4863 PG:471 • SCALE - - - 482.90' 111=30' SAN TC 504.41' SEESA SHE C5.1 TC 505.78' 506 90' \ s'O / 5 2 TC / I G / \ \ m O TO / 505.74' U1 P G / / • 504.20' / SOS, TC TC / UP • / 5 5008.61' 511.32' soy TC ., 507.04' VVL 501.16' / J SWK PVMT SWK \ O TC HAND - /I 506.07' 506.07' 506.08' T1 I511.36' HOLE I N / OF49T :43_ \ yg8\ 505 I /^ 511.49' /) / �I UNDERGROUND / a C� t� d.CL O •O ELECTR/CLINE m Ili a r•7 co T 5(3N0 / / STORY RY SELF STORAGE FACILITY A�6 APPROX30' 1 STORY BELOW GRADE / 4 -� h , 3 STORIES ELECTRIC EASEMENT Sop \ (D I / I DB:1538PG:732 128 / ABOVE GRADE 20' PUBLIC DRAINAGE EASEMENT / / 21,924 SF / FLOOR o / D8:4825 PG:147 1 / 87,696 GSF L _ / / J / / 500 I ¢ / w ITIC T 498 / CONNECT ROOF / / / CONN CT ROO L 2 5 0.97, z 7 20'ACSA SANITARY SEWER LEADER TO / + / EASEMENT TO BE CENTERED ON STRUCTURE 101 /I ADER TO TC rQ ASBUILT LINED :5232 G:243OF R N , / STRUCTURE 1�2 ' N LINE D6:5232 PG243 � ` A90- / / O / / z a. C96 488'� � / / <n i � Q w 132 � L Ld RIPRAP SSMH g 495.62' 6 / / / rc / - Q TOP; 482.75 6 q 0q assss' / l g�0 " 0.5' AVE DIA 102 a 0 q bq TC / f J APPROX 15' Q z_ lh. 478.40 i CLASS Al 9 q 495.87' / W WATERLINE WIDTH 1 _ lO: 478.33 6 _ - w WIDTH2=14' 100 TC495.53'- / 111 pp /I EASEMENT 466� J m LENGTH=12' �� 0 \ w Q C) - -484-- 4g5 46T 1' / ' ^ LL DEPTH=1' - - - - - - 496 497 498- - - - - - - - - s SSMH _ _ I v , 06 -499-500 S N SA 501 /66� 0 4.8' _ - z v _ I P 500 503 yp S H _ _ � z 50y '1 -- 478--- RA---- ----- -- - ---49g499 - - - - - yp9 - --- --- s _ 0 _ - - 497- UP GUP _ - - 480 SSMH 493 127; _ TOP:513.3 -_ -_ - - 01.3 7 - 491 92 / ll. 502.75 (8"PVC) 80 -� Pt/C ----� _--------486--- Gp_- 48 490 488 0 0 /0: 502.55 (8"PVC) L RD CURB LINE RD ® - ��' C'o LLJ RD ® RD ® ® ® REMOVE EXISTING RETAINING WALL AND TIE V a co -462 ® RD ® ® ®® ® INTO BOTTOM OF WALL ELEVATIONS `w aC !1S ROUTE 29 • / '1 Co / \ rw BOWLING ALLEY ItI 512 MATCHLINE N �p0 a3 SCALE 1"=30' JOB NO. 0 30' 60' 48033 SHEET NO. C5.0 L 504.20' I SWK PVMT D \ 505.88' 505.73' I m D / D p TC 504.41' SAN SAN SAN \ \ — SAN PVMT 505.27' 50 S05.74' 5 505.78' 4�4 q /< 44Q 74 4 4 a/ 4 SWK— PVMT) 506.07' 506.07' `SWK 506.08' I TC 506.37' Q�. SWK- 513.90' v � V000� OD D 513.08' 513.43' 513.90' 513.90' 513.43' — / 0 — PVMT — 513.22' SCALE V=10' 0 10' 20' JESSICA - Uc• No. 57291 >_I O/13/22 ,: M E O 0 O U N � N C Q O > E w v E w w 3 Q LL 3 p LL — w0 `mom D W L M Q� j Voo W J —N M (7W NV w 30 )x 9W 6 LL p Q = v (n = N =v>� F Q . C EO1 N � M W J O W � H V1 M 0 0 2 F p W ti 2 Q z 0 K 0 O LM z 0� Z W U In a 0 z r 0 z U > 0 w U DATE 0711812022 DRAWN BY R. vanNiekerk DESIGNED BY I DENKO CHECKED BY 1. DENKO SCALE 1 "=10' LU V 0<\ �7 V , w J L Jm Q L W a ^ ' V / r Lu Lu Q=) J O Q w LL LU �� co JOB NO. 48033 SHEET N0. C5.1 E E L li , Q10 = 27.27 CFS PER WP020190050 MATCHLINE �I '1�.V'tN op BERKMAR DRIVE=--_-�S° % I o I JESSICA R. DENKO VAR/A WIDTH R/W 0.36 0.8 \ , \5?0� , 0c �, 57291 #1240.32 0.84 #108 ss I 'O�ol O/13/22 �FSS10 N AL41 lO: 508.0 (8"PVC) 50 / I Is s / I 1 D GROUN A LINE y20 I I 50. \ w v E 5 3 STORM DROP INLET ^ T'134 PG:75 0.23 0.45 a \ . Q LL o 3 515 + #120 H `m COUN ��.... YH IF .y w 0 GRATE = 5502. 0' \ o . S 15" RCP lO = 502.0' \\`i 16 AGED S WMH / Q L-uj V oMo Z _ 0.05 0.59 SLOPES I \ N �j W _ ui O I>oN ALBEMARLE COLINPY \ 1 $1$ PORTION A .-502 C7 w ry � a LLZ1 MANAGED STEEP SL���pppE \ / 0 ` rn '�'"'`,1.7 �'� - 5: O #7) m / ` ¢ Q O OVERLAYDISTRICT \ �2 5 'T 10 1 4' �_ �ry Z v a l 0.01 0.64 #116 " ti `n 0 m S \ 4 STORY PROPO #120 (R I / .q N ry W U bp6 10,155 SF/FLOOR APPROX. LOCATION OF AM.07070 TO 115 =W4MP: \ \ _ _{ter >_\� 0 ir s �Px�iIGE^ Y�24L �M. 070 0 °j w / PG:50 G.' 381 s0 , 50° 0.01 0.6 0.11 0.90 /O: 50725 (8" vc 8" DIP 498 , 3.20 0.80 - - 1 #122(1) #122(R) i `'t j SANITARY #133 / SEWER LINE = s��� 496 - O R HOL w,y. y �, y. ��.:•:y., S APPROXIMATE LOCATION OF 2 (D \ 0.73 0.42 I C'' ' X RWSA WATERLI O �49 _ ° #106 \ 4J0 / o O I I EXISTING 12"CAST 0'20 0'80 4 0 RON RWSA #13.9 w N \ \ 1 WATERLINE i 492 � F M o TMP 45-112G \ 130 \s�� JV. TMP 45-112D o ri N/F/HG LAND, LLC. _a - - I / 20'ACSA SANITARY N/F SCHEWEL-CHARLOTTESVILLE 4 DB: 4687 PG:15 I rn \ \ N 8 CEENTERED ON A8 DATE DB: 1089 PG:334 > c Z ��� BUILTLOCATIONOF DB: 643 PG: 480 489 j 0711812022 DB: 3463 PG:483 (PLAT) A _ -C)lso I I \ \ 510� p 1 SEWER P 24D8:5232 DB: 407 PG: 65 - - - DRAWN BY 487 R. vanNiekerk #114 / \s08 \ / 135 1 - - _ ` • DESIGNED BY 20' PUBLIC DRAINAGE 200 y ( / / 4 133 EASEMENT �' rn 6� I / - I • J. DENKO DB:4825 PG:147 UP O \ \ os \ 1 SSMH nan 484 _ \ TMP 45-112B1 CHECKED BY % 1 9 / N/F MALLOY PROPERTIEIS III LLC • J. DENKO 1 Is TOP:5126 : • ll.• 50530 (8" PVC) nag � � / DB: 4863 PG: 471 T rn I mu Ll 1�/ 10:505.05(8"PVC) / \ SCALE m 0.36 0.90 BERKMA OLDINGS LL 1 -30 s0 #128 / / / • J . r HAND l HOLE - r- N 'IT\ (go l b/ UNDERGROUND XM d. a) O ,0 I / ■ /ij / ELECTRICLINE T WNO / APPROX 30' - 4 STORY SEI STORAGE FACILITY �o o ELECTRIC EASEMENT $0p / / 1 STORY BELOW GRADE, 3 STORIES \ I / (D' / y I DB:1538 PG:732 / ABVE GRADE i o T 20'PUBL/C DR41NAGEEASEMENT 21,9 SF/FLOOR / a• 0.1 0.90 TMP 45-112B � DB:4825PG:147 / 0.24 0.90 696 GSF 28 0.90 I #126 N/F B PROPERTIES, LLC. 4g #102(R) A� J 0./ 500 DB: 1723 PG:690 w IT 8 / / #112 R � ./ � DB: 4857 PG:576 (PLAT) Q 7 20' ACSA SANITARY SEWEREASEMENT TO BE CENTERED / ( ) V AS BUILT LOCATION OF SEWERN / / o LINE DB:5232 PG:243 490 \V90 / -7 / , / / Ia 496 488') b / 90. 510 / 132 O w SSMH 6 / l 000D .85 (8" P / / w 1.7 (8'P C g� V / cC Q TOP.482.75 d rn p6 / NO / / O 11: 478.40 a / APPROX 15' Q /0: 478.33 0.14 0.84 / / 0 0.52 0.64 / / ' WATERLINE l _ _ - LL z cq Lu # 102 # 112 EASEMENT O8: 460 8 w \ / 111 p0 PG:638 46 W Q Q �\ t/ \ ' ^ w - - - -4$4<\ 496 - - - - - / 467.1' / cr) \ V / p z - - - 497 SSMH Q 499_500 _ S3 045 - \ INE 3. 4' T 501 503 /66/ 0 4.8' - - - - z 0 I _ P 500 5p5 5pT Is l� S H , � _-- 478--- - - - RA ----- ----- -- - - -49`9 - - - 5p9 - --- - - _ O G �/ 494 95496 97- uP I / SSMH ui -_------_--_-_� C 49492493 1 3 SSMH TOP' 3 80 -� PbC_-_-i _-_----L-486� /--- G -__ T 490"' TOP:509.9 5(8"PVC) z _ 4884EXISTI SANITARY 11: 500.1 (8" PVC) % 2.55 (8"PVC) W RDco RD CURB LINE RD ® �w Cq SEWER LINE /0. 499. 95(8"PVC) (v' REMOVE EXISTING RETAINING WALL AND TIE V rn -462 O �� /�� ® RD ® INTO BOTTOM OF WALL ELEVATIONS SCALE 1"=30' US TMP 45-112C •,0 30' so' N/F KEGLERS OF CHARLOTTESVILLE BOWL/NGALLEY DB:996 PG:198 LEGEND: I / RE C INLET g 5 III Tr = TIME OF CONCENTRATION / *ALL Tc = 6 MIN. - JOB NO. \ / = DRAINAGE DIVIDE 48033 MATCHLINE U s,� FHB NTPI _ - - - ROOF/YARD DRAIN & PIPES SC5 2 I 0 rn U 0 E \\I��;I� _ � JESSICA R. DENKO r Uc. No. 5729110/15/2 O�FSS/ONAL��6 \E� I I I I '/ / ' \ --- -----\ DRAINAGE AREAS FROM APPROVED ALBEMARLE E _ a\\ I \ �.� _ _ �� CHARLOTTESVILLE SPCA PLAN WPO-2018-00030: N A) SPCA AREA 5 OFFSITE v E \I \�\ `\`\1 I/'///,'�AREAw2)312AC ~vw3 / i IMPERVIOUS= 1.23AC o LL o 3 / // i/ // PERVIOUS = 0.98 AC w O SPCA AREA 4 OFFSITE _ - - - - \ \�- - _ \ \' - _ / \ \ ,�� //,�////�'�� //i/" FOREST=0.102AC a J v N zz 1 \ , - ./ IIII/// 'i/ - _ CN=81 o rn 0 F a TOTAL ` \ - / ''/////` Tc=Burin a In w M a z (UNDETAINED TO ANALYSIS \ - - - - \ \ / / , IIII/ '// / ,/ , / < , _ z � „ � � 'N 0POINT) L B) SPCA AREA G ONSITE px (EX LLin OAREA=1592AC j aIMPERVIOUS=1.33AC -AREA= 0.20 AC U z PERVIOUS=2.65AC -_ IMPERVIOUS = 0.15AC av Or 0 z 1 / FOREST= 11.94AC \, , ' \�\\\ _ ) PERVIOUS = .OPRE-DEVELOPED DRAINAGE o WCN=62 FOREST= 0.00AC Tc=8min AREA. FROM APPROVED PLAN: / / \ \ _ _ - - - w - \ I \ BERMAR OVERLOOK DAB. B. \ . _ _ , - ' ' \ \ \ \ `\ \ ` ` ,� _ CN = 89 a / / \ I - / \ \ \ \ \ \ I _ Tc = 6min w / PRE -DEVELOPED DRAINAGE ' / I I 1 r \ \ ` \l l / / ' \ \ C) SPCA AREA F ONSITE (SWM A) 1 Y / I I I I _ 1 i 1 ` �� TOTAL AREA = 7.43 AC ` / / ) \ \ ` � 1 AREA. LOUPE TERRACE `' / I 1 1 I I / ` ' I ` \ \ CN = 79.2 - \ , \ ` / i / / / PHI & PH2 (OFFSITE) ` / I I \ \ r / r I \ , / , IMPERVIOUS a52AC , SDP-2008-00094 / I I I I \ 1 I \ \ I ` \ TC = 72 min \ I / / / \ \\` ' \ I I I I \ I I `` . _ I / I / / PERVIOUS = 0.41 AC I I I o (WP0201900050) A \ �-� ` PRE -DEVELOPED DRAINAGE / / I I ` \ , / � CN = 82 I I x TOTAL AREA = 1.29 AC / , I I I I I C / \ / ` \ / / ' / / / \ \ ` , / \ \ AREA. FROM APPROVED PLAN: / I \ \ / Tc = 6min I III 0 IMPERVIOUS = 0.79 AC I / / I / , \ ` \ \ \ B . \ \ I _ / ` \ . BERMAR OVERLOOK DA C. ` I I O PERVIOUS = 0.50 AC / / \ ' , / / / \ \ _ \ \ A ` \ \ ` / \ (OFFSITE / ( ` ' / D)SPCA AREA E ONSITE (TOTAL) CN=84 r // l ' r�\1D \ lI ,' ' \ \ % o / , Tc = 6min / R ) \ \ / (UNDETAINED - TO ANAL YSIS POINT) \ 1 ~ ' ` ` / ` BE l ` ' / AREA = 0.31 AC > N _ I r' / I I I 1 \ \ \ \ \ I / pV - TOTAL AREA = 0.90 AC _ \ (/\�/� IMPERVIOUS =0.00 AC - � Lu M CN = 65.8 _ V _' -� - �J PERVIOUS _-_ Q \ 1 \ TC = 6min o - - CN - ' I I 1 I I \ \� _ _ _` - (WP0201900050) z PRE -DEVELOPED DRAINAGE _ I I / \ E ` I - - � ` � - � - �/ i . I _ _ - � � Tc = 7 min o AREA. WOODBROOK - - I\/ I \ I - _ - \ _ - - - ' - ' PRE -DEVELOPED DRAINAGE _ _ - (n DATE CROSSING (OFFSITE) I I H , \ \ \ 'i r - _ \ I ON / \ - AREA. FROM APPROVED PLAN: - - � E) SPCA AREA J ONSITE (TOTAL) ' SDP-1998-00076 \ / \ ` _ / I \ �� � C ILD ' \ \ 'FOUNDATIONS CHILD - - _ _ ` . \ (UNDETAINED - TO ANALYSIS POINT) 0 07/18/2022 \ \ \ F `l ` \\ \ �I ` / DEVELOPMENT CENTER ` \ AREA = 0 05AC > / TOTAL AREA = 1.50 AC J _ _ _ _ / \ \ \ - I \ \ / \ `' �i I I \ \ DE TER - \ ` \ \ \ / ' SDP 2004-00010. (OFFSITE) - \ \ \ \ - - IMPERVIOUS =0.00 AC IMPERVIOUS = 0.82 AC - - ' \ \ \ �_ \ ` _ _ \ / ' - - \ _ _ PERVIOUS = 0.05 AC - PERVIOUS = 0.68 AC J \ 's "� -E _ - ` - _ - - '�� ` - % '_ _ / TOTAL AREA = 0.87AC \ \ \ _ - CN = 61 - \ ` - - - -- _ CN = 81 \ - - - - - - - - - - - IMPERVIOUS = 0.37 \ \ - - -- Tc = 6 min i - _ • Tc = 6min PERVIOUS = 0.5 ` • r--------` - - -`L4L- -- CN=77 \ _ '� �_--F)SPCA AREA HONSITE PRE -DEVELOPED DRAINAGE r - - - - \ _ - - - - - ) / r - � \ 100' \ ' Tc = 6 MlN _ (TO SWM 8 • AREA. UVA CREDIT UNION �- -i _r p/KMA R/ D / i ' - \ \ ` \ _ -, \ SHE T d , I _ _ _ _ ' - - - ��� _ AREA = 0.42 AC - (OFFSITE) \ \ / B C f T� / \ I - ` a 0 \ FL �� PRE -DEVELOPED DRAINAGE - / • _ _ IMPERVIOUS SDP-1996-00089 \ \ \ \ \ I\\ \ C ` �_ _ - \ O \ /' \ - ' \ SHALL\O - ' AREA. BERKMAR DRIVE (OFF SITE) PERVIOUS = 0.05AC -. ' CONCENTRA FOREST = 0.00 AC _ - • TOTAL AREA = 4.06 AC \ \ / / \\ \ \ \ ` \ \ \ \ - - W (UNPAVED) - \ I TOTAL AREA = 0.9 AC / / / \� I \ CN = 94 = _ _ • IMPERVIOUS = 1.60 AC I I \ UVA ` \ \ ` , ` I Tc = 6 min PERVIOUS=2.46AC I I CREDIT \ \� \\`\, \\ I / ` ---_ �Tc=6min CN = 76 J-_------- UNION , G) SPCA AREA 6 OFFSITE Tc=6min l • I/ / (EXBIOFACILITY) ` - - \ , \ I \ \ \ \ I I, - CHANNEL 1 I I I I \ AREA = 0.29 AC l , / / PRE -DEVELOPED DRAINAGE III \ IMPERVIOUS = 0.00 AC HARVEST / ` \ / FLOW ' ! - I I \ \ - I ' . \ // / AREA. BERKMAR SELF STORAGE ON SITE ; \ \ \ \ PERVIOUS = 0.16AC / sz.. - - ` \ \ FOREST = 0.13 AC I \ \ \ \ TOTAL AREA = 4.34 AC - \ / / - ' \ Tc=6min Tc = 16.7 min / / I I I - ` �} - - 1 - PRE -DEVELOPED DRAINAGE \ \ ` I I / III / H) SPCA AREA l ONSITE 0 0 / � D / 111 1 I I _ �i / _ - - I / I I� � \ - l IIII I (EX BlO FACILITY) III III I I / ' /7 / C� o I I / BE AREA. HARVEST MOON I I \ / IIII AREA = 0.15AC / I I 1 / I I (OFFSITE) I I \ / III I / PRE -DEVELOPED DRAINAGE 1 I / LIVIN II \ _ / IIII IMPERVIOUS=O.00AC �l v I I I I WPO-2016-00011 I 0 M I I I I - I \ PERVIOUS = 0.15AC I I \ �I I AREA. KEGLERS (OFFSITE) I I \ � / 1 I �I cz::D o O O O LOWES I \ ( SDP-1987-00071 \ \ \ 11 \ \ I \ _ /, I I I PRI Tc = 6 min 0 Q \ I I I I I V I I / TOTAL AREA = 4.17AC 0 0 0 0 0 0 o O I I I II l TOTAL = 5.61 AC \ II I / PERVIOUS IMPERVIOUS=2.41 AC76 C III. \ \ - - - - - / / I / O - I CHE � / I I O\O I / CN 77- - - - - -- 0 O l o O I I Tc=6min ` - - Tc=6min ' -- l l \ III I � � I I lI' 0 0 o PRE -DEVELOPED DRAINAGEAREA II O\o 0 0 \ \ ` \ \ I/ ' / ' I I /' ❑ I I \ o ' (OFFSITE) p 0 LOWES CALCULATIONS PACKET (� (1 SDP-1995-00087 11 I r �/ a ) \ _ - - - V \ �MAL�OY III ) I ! / FORD\ O O TOTAL AREA = 17.70 AC I CN=92 I I a Tc = 15 min I n ,IIIIII / - - -- / \ Cry �-------- � __ _ , \\ \SCALE 1'/ 150' \ \ \ _ _ - - _ -' -- - -- \\ \ \ HIC FILA O i �- /I i , ---- \ / r- -- --- l `-- 50,\ \I\\if \ I 1 DRAWN BY R. vanNiekerk DESIGNED BY J. DENKO CHECKED BY J. DENKO SCALE 1 "=150' CaC G Lu `J w Q O < w V / LLJ J Q Z LL. 2:a Jm� ''w^^ V / LL O 0 w O u w oC � o �w W III JOB NO. 48033 SHEET NO. C6.0 L 0 rn U 0 E -_-_ / i � / / I I I i � / \ ' � . \.\�-�.�III I11 IIII � "/i ��//i_ `\�_ ` \\\\ )/' 1 -__- __-_-� � ____� _`\• �--- / /\\� \�\\i IIIIII �%i -ice! - 1�\\\-- / \ \ DRAINAGE AREAS FROM APPROVED ALBEMARLE - / / � - � �1,, - - - - � � II \ \\\ _ _ _ - _\ \\ ` \• / / � I 1 _ _ -� // �' // � � / _ _- -�_� \\\ \ \ `\ CHARLOTTESVILLE SPCA PLAN WPO-2018-00030: ' vvv \ \ \ \ A) SPCA AREA 5OFFSITE / (EX SWM) AREA = 2.312 AC C PERVIOUS=0.98AC/ SPCA AREA 4 OFFSITE FOREST=0.102AC / / = / / / / // // TOTAL \ ` \ \ \ \\\ \ \ \\ v //'/' I I / / / `\ / //'// /� - Tc=8min (UNDETAINED TO ANALYSIS 'POINT) \ ifs \ \ \ \\ \ \ \ / / / / /// '// /'/ / ` _ _ I ) / \ \ \ \\ \ / � , � I / / / / L �- _ _ = B) SPCA AREA G ONSITE _ AREA = 15.92 AC ` \ \ \ \ ` \ \` \ / ' ' / / ' / // / / / / /// / I - - - - - (EX SWM) , \ \ \ \ \\ / III I+ l\1--_--_-- _- AREA =0.20AC IMPERVIOUS=1.33AC \ \ _- \ \� \ \\\ `\ \ \�� /'\\ � � 1 PERVIOUS = 2.65 AC \ _ / 1 I I 1 \ / \\ _ - -- / \_ � \ ` \ ` \\\` � ' �' 1 II\\\ \ \ `_ ------ IMPERVIOUS = 0.15 AC FOREST =11.94AC - ` ` ` / ' I \\\\ \ -- - -- ' \ \ � / / I \ \ � PERVIOUS = 0.05 AC CN = 62 - \ POST -DEVELOPED DRAINAGE \ \ \ - / / / I I \ \ \ \\ \\ ` \ ` - - - FOREST = 0.00 AC Tc = 8min ` I 1 \ AREA. FROM APPROVED PLAN: \ BERMAR OVERLOOK DA B. \ \ - _ , , - CN = 89 \ \ - - / \ \\ \ \ \ \ \ \\ `` - Tc = 6 min 1 II \ / / (OFFSITE) _ / \ / � \ \ \ \ \ � \ \� / // - C) SPCA AREA F ONSITE (SWM A) 1 PRE -DEVELOPED DRAINAGE ` / I I 1 1 t� _' \ •, / ` \ ` I \ \ \ \ \ ' / / AREA. LOUPE TERRACE PH1 I 1 I ' \ I I ` \ \ TOTAL AREA = 6.78 AC - \ / , / I , \ \ \ \ / / / / AREA = 0.93 AC I / . / 1 1 I CN , / I \ \\/ / / I I & PH2 I I �i I \ ` \ _ 1 / / / / 1 (OFFSITE)( ) i � 1 � \ \ \ � IMPERVIOUS = 0.52 AC 7.2 min SDP-2008-00094 / I I 1 1 1 I I \ \ 1 I I `� ` \ ` I� WP0201900050 ` \ \ I / ' / I \ \ \ \\ / ' i PERVIOUS = 0.41 AC . ` / A ( ) POST -DEVELOPED DRAINAGE / \ / 'CN 82 TOTAL AREA = 1.29 AC / / I I I C \ / \ , / / I I \ \ \�\ / AREA. FROM APPROVED / I \ \ / Tc = 6min I I / \ IMPERVIOUS = 0.79 AC\\` \ \ \ \ ' _ / \ ` \ .PLAN: BERMAR OVERLOOK / / / ` \\ '' ' / 1 \ /' / ' / / g 1 / ' D)SPCA AREA E ONSITE (TOTAL) PERVIOUS = 0.50 AC ' ' \ \ \ \ \ \ � ' \ ` ' / 1 / / \ A / DA C. (OFFSITE) 1 \ \ / (UNDETAINED - TO ANALYSIS POINT) 1 \ / / ` / AREA = 0.31 AC Tc = 6min / I ! ` \ � IMPERVIOUS =0.00 AC / / ' \ \ \ \ � �\ \i / / / \ I , \ ` \ \ \ I / pV _ TOTAL AREA = 0.90 AC - - - � ----/' / I \ / // _ I I I / \ \ 1\�\ - \-CN-65.8 \ - _ - I I I \ ` 1 1 \ / - - \ \ PERVIOUS = 0.31 AC / / ., /, \ \ ` _. \ 1 I I I I I ) � t __ � 1 TC=6min � � CN 61 -- - PRE -DEVELOPED DRAINAGE I I 1 I I ` \� - - - / / \ \ - (WP0201900050) - - \ E \ 1 - �. - - - t - Tc=7min AREA. WOODBROOK _ - �/ I \ I _ - 1 - - ' - - ! - \'PRE -DEVELOPED DRAINAGE /CROSSING OFFSITE ` 1 I \ \ 1 I \ \ _ / _ _ \ ( ) / 1 H ' \ _ �- _ ` \ \ I ON / \ AREA. FROM APPROVED PLAN: - - E) SPCA AREA J ONSITE (TOTAL) I \ SDP-1998-00076 \ 1 \ / r \ \ I \ / \ /a\ \ \ -{ C ILD I \ FOUNDATIONS CHILD DEVELOPMENT _ _ \ (UNDETAINED - TO ANALYSIS POINT) _ l 1 \ AREA = 0.05 AC D \ \ / CENTER SDP-2004-00010. (OFFSITE) \ HI � \ � 1 ` G / \ \ \\ - I \ \ \ /' - \ - - IMPERVIOUS =0.00 AC TOTAL AREA = 1.50 AC � \ � � 1 I � \ E TER � ' \ \ \ / \ \ � \ - - IMPERVIOUS = 0.82 AC - - \ \ �_'-�_ \ _ _ _�\ / / ' TOTAL AREA = 0.87 AC \ ' - . _ _ PERVIOUS = 0.05 AC PERVIOUS = 0.68 AC -E - - / - - - - __ _ _ -_ _ IMPERVIOUS = 0.37 _ - CN = 61 - II l - - - - CN = 81 J \ \I - - - - - - PERVIOUS = 0.5 \ \ - Tc = 6 min - - \\ Tc=6min _-- - - - -- _ - - CN=77 Tc = 6 MIN \ _ _ _ '- F) SPCA AREA H ONSITE _ - ` PRE -DEVELOPED DRAINAGE / r I - - - - - \ \ - - _ - - - - - - - - - _ _ _ _ //� ` _ (TO SWM B) AREA. UVA CREDIT UNION \ '� E�KMgR/ , / \ \ , \ / I - _ _ _ = AREA = 0.42 AC - B / \ I a 0 - PRE -DEVELOPED DRAINAGE - / (OFFSITE) \ / - ` � - IMPERVIOUS =0.37 AC \ \ ' 1 ' - - - - ' ' / t SDP-1996-00089 \ \\ I\\ \ \` - ` O - ' \ PERVIOUS = 0.05 AC \\ \ AREA. BERKMAR DRIVE (OFF SITE) FOREST = 0.00 AC - - _ TOTAL AREA = 4.06 AC V V \\ \ \ \ \ \ \ - - \ I TOTAL AREA = 0.9 AC / / \ N I CN = 94 _ IMPERVIOUS = 1.60 AC I 1 ` \ / / UVA \ \ \ ` - ` I - _ _ - - _ _ Q CN = 85 Tc = 6 min / PERVIOUS = 2.46 AC I I CREDIT \ \ \\\ \ \ ` \ I / - ` - _ - \ Tc = 6 min / f '/'// ' CN = 76 i J - -\ UNION \ \\ \\ \\ \ \ / - - 1 I / / Tc = 6 min ` - _ _ I \ \\ \ \ I - l II b I III I' 11 \ / I /' / EX B O FACG) SPCA ILITY) A 6 OFFSITE / / I � _ _ _ � POST -DEVELOPED DRAINAGE \ I I ( ) / AREA. BERKMAR SELF \ 1 \, III I I\ \ AREA = 0.29 AC / HARVEST / ` I \ I I I � \ / STORAGE (ON SITE) \ _ III \ \ IMPERVIOUS = 0.00 AC / 1y1()ON \ \ I \ I , \ I I 1 \ \ PERVIOUS = 0.16 AC FOREST = 0.13 AC TOTAL AREA = 4.34 AC '^CN=88 \ \\/\//�\� -/ CN=60 ,Tc=6min Tc = 9.6 min H) SPCA AREA I ONSITE �- - / ' PRE -DEVELOPED DRAINAGE o 0 0 \ o 0 0 0 'I D ' IIII111 111 C= O I I ' / I AREA. HARVEST MOON II \ \ l / II III I AREAIO FA ILI Y) .KEGLERS - ` I l LIVIN I WPO-(OFFS01 I \ - / I I ' I I IMPERVIOUS =0.00 AC WPO-2016-00011 I I I - I \ - ' PERVIOUS = 0.15 AC /BOWLING I I I \ / 1 11 \ / I� CN = 61 0 0 `---__ Q ` IIIIIII I I IV ALLEY \\ I / \\ _ ,/III PRITc=6min b - - _ O O O LOWES I I I / / I - / TOTAL AREA = 4.76 AC I o --_ I I t l I I I / IMPERVIOUS = 1.76 AC I I I o 0 / D POST -DEVELOPED DRAINAGE \ PERVIOUS = 2.41 AC I ` _ _ _ - I CHE r _ 0 ' O O IIII IIIyl� AREA. KEGLERS (OFFSITE) O \O I / - - / - - CN = 77 \ - - _ _ _ _ - -1 I / 1 1TOTALAREA=5.61AC / /i,. Tc�6mn V CN=84 POST -DEVELOPED DRAINAGE II `' ! ' Oho \ - 0 AREA. LOWES (OFFSITE) IIII 1 TOTAL AREA = 15.40 AC �II II r' �/- a I - - \ _ - V I I I / /' / - - \ �MAL80 CN Y I 1 - \ \ ~ / = 92 k FOR / 77 /-------- - - - - -- -- - - -- ------ r 0 p p \ \v I I HIC FILA -'O l/',/-- -- ' / J ! ---- \ i �r -- - - - - --- 1 / \ \ \ S ALE1'=150' \\ \\ ETA •_� -__� ^\\\\' /_ _ / I ISEMINU!- j - - -1 I 1\ \\ \ \\ t' ` /1 1 \ I 0 \) / 150• \ \ 00' \ //% LEGEND: DRAINAGE AREA DIVIDE TIME OF CONCENTRATION JESSO R. DE o Uc• No. 57291 >_I O/13/22 ,: M E 0 � u N � N = > E v E w Q ri , 3 p LL wO `mom ¢_j U000 z w .J. - ui O (n a Lrn ry v z z LU a 3Uj 0�x N oaf oO ry In = z O z ~ m O0 ° W M LU 00 M O x (D 0 F p w w N ~ U a p o z 0 DATE 0 0711812022 Y am O ce c9 LM DRAWN BY R. vanNiekerk DESIGNED BY J. DENKO CHECKED BY J. DENKO SCALE 1 "=150' Q LLJ Q V LLJ �Ld 'a V/ _i Z Q Jm� ¢ 0 (L.0 �/ / pIn w Qoo v J Lu LU 0 co v^0 0- JOB NO. 48033 SHEET N0. C6.1 ROUTE PROJECT Berkmar Self Storage DESIGNER: Y. Tao CHECKED: DATE 10/13/2022 UNITS:NGLISH INLET z d Q do c w E ci Z U tii U a > ti O �w a qw1 P4 w �U�' F. a m �+ 7 w m 0 U w Q a F W �' F 3 q 3 vim] F F ti 0 oe `° CaJ q. o " G - q F •^� `w-' U C7 w a q' Fi iL L% a Z wa _ r. m U ¢ w W' r..! F. w a > 'E V Sag Inlets Only �. " a o ff ti •-• U 0 y7 ma^ 102 DI-3C 8.000 0.140 0.84 0.1176 Back/Lt. 0.000'RIGHT 0.118 5.042 0.595 0.671 0.0721 0.0231 4.610 0.000 0 0.0231 1 2.00 Back/Lt. 0 5.042 0 0 Ahead/RL 1.266 0.0721 8 1.266 1.571 0.185 0.500 0.37 3.571 5.668 Weir Flow 106 DI-1 4.000 0.730 0.42 0.3066 YLEFT 0.307 5.042 1.548 0 1.548 0.0503 0.0503 3.895 2.000 0.51348 0.0208 0.41352 0.798 1.29 0.0000 0.0503 21.965 4.000 0.182 0.864 1.337 0.211 1.643 108 DI-3A 6.000 0.320 0.84 0.2688 ULEFT 0.269 5.042 1.356 0 1.356 0.0709 0.0208 2.504 2.000 0.79872 0.0833 4.00481 0.998 3.50 0.1458 0.1663 12.245 6.000 0.490 0.702 0.952 0.404 2.125 112 DI-3B 6.000 0.520 0.65 0.338 ULEFT 0.338 5.042 1.704 0 1.704 0.0953 0.0208 5.221 2.000 0.38307 0.0208 1 0.725 2.00 0.0833 0.0812 22.649 6.000 0.265 0.425 0.725 0.979 1.303 114 DI-3C 12.000 0.750 0.75 0.5625 Back/Lt. 0.000'LEFT 0.563 5.042 2.839 0 0.0225 0.0208 8.284 2.000 0.24143 0.0208 1 2.00 Back/Lt. 0 5.042 0 0 Ahead/Rt. 2.839 0.0225 12 2 839 2.210 0.250 0.500 0.5 4.210 8.853 Weir Flow 116 DI-1 1.250 0.010 0.64 0.0064 YRIGHT 0.006 5.042 0.03 0.056 0.086 0.0676 0.0208 2.489 0.000 0 0.0208 1 0.845 2.00 0.0833 0.0912 3.291 1.250 0.380 0.864 0.074 0.012 0.621 118 DI-1 1.000 0.050 0.59 0.0295 YRIGHT 0.03 5.042 0.151 0.015 0.166 0.0744 0.0208 3.127 0.000 0 0.0208 1 0.643 2.00 0.0833 0.0743 5.047 1.000 0.198 0.662 0.110 0.056 0.781 120 DI-1 2.000 0.210 0.50 0.105 URIGHT 0.105 5.042 0.529 0 0.529 0.0160 0.0208 6.437 0.000 0 0.0208 1 0.630 2.00 0.0833 0.0733 5.224 2.000 0.383 0.748 0.396 0.133 1.607 122 DI-1 1.000 0.010 0.67 0.0067 YRIGHT 0.007 5.042 0.035 0.003 0.038 0.0475 0.0208 1.958 0.000 0 0.0208 1 0.852 2.00 0.0833 0.0918 2.093 1.000 0.478 0.871 0.033 0.005P0.489124 DI-3B 6.000 0.360 0.87 0.3132YRIGHT 0.313 5.042 1.578 0 1.578 0.0163 0.0208 5.381 2.000 0.37168 0.0833 4.00481 0.860 3.50 0.1458 0.1462 9.071 6.000 0.661 0.858 1.353 0.225 126 DI-3A 2.000 0.100 0.90 0.09 Back/Lt. 0.000'RIGHT 0.09 5.042 0.454 0 0.0200 0.0208 1.790 2.000 1.11732 0.0833 4.00481 3.50 Back/Lt. 0 5.042 0 0 Ahead/Rt. 0.454 0.0200 2 0.454 1.289 0.166 0.333 0.498498 3.289 5.163 Weir Flow 128 DI-3B 8.000 0.260 0.90 0.234 YRIGHT 0.234 5.042 1.18 0.209 1.389 0.0640 0.0208 5.211 0.000 0 0.0208 1 0.725 2.00 0.0833 0.0813 18.436 8.000 0.434 0.641 0.890 0.499 1.301 130 DI-3B 4.000 0.170 0.88 0.1496 YRIGHT 0.15 5.042 0.756 0.404 1.160 0.0363 0.0208 3.065 2.000 0.65253 0.0833 4.00481 0.987 3.50 0.1458 0.1647 9.435 4.000 0.424 0.629 0.730 0.430 2.265 133 DI-1 2.000 0 4 0 0 Back/Lt. 0.000'RICTFn 0.200 0.80 0.16 Ahead/RL 0.16 4 0.64 0 Ahead/RL 0.640 0.001 2.000 2 0.640 1.572 WeirFlow 135 DI-1 2.000 0 4 0 0 Back/Lt. 0.000'RI 0.200 0.80 0.16 Ahead/RL 0.16 4 0.64 1 0 Ahead/Rt. 0.640 1 0.001 2.000 2 0.640 1.572 T > 8.0 ft BERKMAR STORM NETWORK HYDRAULIC GRADE LINE ANALYSIS INCIDENCE PROBABILITY 10 Year PROJECT: DESIGNED BY: Checked: INLET OR JUNCTION INLET STATION OUTLET WATER SURFACE B-EV. DIA. PIPE Do (In) DESIGN DISCH. 00 (CFS) LENGTH RPE Lo (R) FRICTION SLOPE, Sic (FT/FT) FRICTION LOSS HF (Ft) JUNC11ON LOSS FINAL H (Ft) Inlet Water Surface Bevation Rim Bev Comments Vo He (Ft) Qi Vi QIVI Vi*2/2g Hi Angle HD Fit 1.3 Fit 0.5 Ht 102 10+23.57 487.69 24 41.01 14.97 2.80% 0.42 28.7 3.2 39.34 19.65 773.16 6 2.1 53.99 3 8.29 0 TRUE 4.57 492.26 494 OK -1.74 128 11+06.01 492.26 24 39.34 82.38 2.58% 2.12 19.65 1.5 38.16 12.15 463.52 2.29 0.8 8.2 0.3 2.6 0 TRUE 3.42 495.68 498.66 OK -2.98 104 1 12+05.76 495.68 1 24 38.16 1 95.95 1 2.42% 2.33 1 12.15 0.57 36.5 16.72 610.43 4.34 1.52 84.54 2.87 4.96 0 TRUE 4.81 1 500.49 500.94 1 OK -0.46 130 11+20.31 500.49 24 36.5 119.97 2.22% 2.66 16.72 1.09 28.8 10.74 309.39 1.79 0.63 88.93 1.25 2.97 0 TRUE 4.15 504.63 506.3 OK -1.67 108 14+53.71 504.63 24 28.8 127.97 1.38% 1.77 10.74 0.45 1 27.27 1 21.5 1 586.3 1 7.18 1 2.51 1 0.67 1 0 1 2.96 1 0 1 TRUE 3.25 507.88 510.39 OK -2.52 116 14+64.93 507.88 8 2.03 37.64 2.42% 0.91 12.43 0.6 1.43 1 6.29 1 8.97 1 0.61 1 0.22 1 72.24 1 0.41 1 1.23 1 0 1 TRUE 1.52 509.4 512.63 OK -3.23 118 15+01.68 509.4 8 1.43 36.75 1.19% 0.44 6.29 0.15 1.27 1 5.72 1 7.26 1 0.51 1 0.18 1 83.21 1 0.34 1 0.67 1 0 1 TRUE 0.77 510.17 513.62 OK -3.45 120 15+05.03 510.17 8 1.27 32.7 0.94% 0.31 5.72 0.13 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0.13 1 0.17 1 TRUE 0.39 510.56 512.95 OK -2.39 112 1 12+58.53 1 492.26 1 15 1 3.88 1258.831 0.31% 1 0.8 1 4.48 1 0.08 1 0.8 1 9.19 1 7.36 1 1.31 1 0.46 1 53.74 1 0.66 1 1.19 1 1.55 1 TRUE 1 1.57 1493.83 1 495.59 1 OK -1.75 126 1 13+19.42 1 493.83 1 15 1 0.8 1 60.9 1 0.01% 1 0.01 1 9.19 1 0.33 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0.33 1 0.43 1 TRUE 1 0.22 1494.05 1 510.28 1OK -16.22 106 1 12+01.66 1 500.49 1 18 1 2.73 124.35 1 0.06% 1 0.01 1 8.84 1 0.3 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0.3 1 0.39 1 TRUE 1 0.21 1 500.7 1 500.73 1 OK -0.03 114 1 13+26.39 1 504.63 1 15 1 5.21 131.01 1 0.55% 1 0.17 1 6.26 1 0.15 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0.15 1 0.2 1 TRUE 1 0.27 1 504.9 1 506.66 1 OK -1.76 110 1 15+63.74 1 507.88 1 24 1 27.27 1110.031 1.24% 1 1.36 1 21.5 1 1.79 1 0 1 0 1 0 0 1 0 1 0 1 0 1 1.79 1 0 1 TRUE 1 2.26 1510.14 1 517.39 1 OK -7.25 122 1 10+31.00 1 509.4 1 8 1 0.66 1 31 1 0.25% 1 0.08 1 6.6 1 0.17 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0.17 1 0 1 TRUE 1 0.16 1509.57 1 512.71 1 OK -3.15 132 10+74.88 461 15 1.96 74.88 0.08% 0.06 4.84 0.09 1.99 10.72 21.29 1.78 0.62 26.42 0.53 1.25 0 TRUE 0.68 461.68 469.59 OK -7.91 133 1 12+53.13 1 461.82 1 15 1 1.99 1178.251 0.08% 1 0.14 1 10.72 1 0.45 1 1 1 7.05 1 7.02 1 0.77 1 0.27 1 89.61 1 0.54 1 1.25 1 1.63 1 TRUE 1 0.96 1462.78 1 484.38 OK -21.6 135 1 12+84.13 1 477.67 1 15 1 1 1 31 1 0.02% 1 0.01 1 7.05 1 0.19 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0.19 1 0.25 1 TRUE 1 0.13 1 477.8 1 484.38 OK -6.58 BERKMAR STORM NETWORK STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 Channel Report Hydraflow Express Extension for Autodesk®AutoCADS Civil 3D® by Autodesk, Inc. Thursday, Sep 22 2022 Grass Ditch Triangular Highlighted Side Slopes (z:1) = 2.00, 4.00 Depth (ft) = 0.31 Total Depth (ft) = 1.00 Q (cfs) = 1.060 Area (sgft) = 0.29 Invert Elev (ft) = 500.94 Velocity (ft/s) = 3.68 Slope (%) = 7.80 Wetted Perim (ft) = 1.97 N-Value = 0.030 Crit Depth, Yc (ft) = 0.38 Top Width (ft) = 1.86 Calculations EGL (ft) = 0.52 Compute by: Known Q Known Q (cfs) = 1.06 Elev (ft) Section Depth (ft) 502.00 1.06 501.50 0.56 501.00 0.06 500.50 -0.44 500.00 -0.94 0 1 2 3 4 5 6 7 8 PROJECT: LOCATION: COUNTY: Reach (ft) Designed by: Checked by: UNITS ENGLISH PIPE NO FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. "C" (4) CA TOTAL INLET TIME Minutes (7) RAIN FALL In/Hr (8) RUNOFF Q CFS (9) INVERT ELEVATIONS LENGTH of Pipe Ft. (12) SLOPE FtJFt. (13) SIZE (Dia. Or Span/Rise) In. (14) SHAPE Capacity CFS (15) Friction Slope Ft./Ft. VEL Vn Ft/Sec (16) FLOW TIME Min. (17) REMARKS (18) INCRE-ACCUM MENT (5) ULATED (6) ADDTL CA UPPER END (10) LOWER END (11) REFERENCE (1) STA. REFERENCE (2) STA. 119 120 15+05.03 118 15+01.68 0.230 0.450 0.104 0.230 0.126 8.750 5.526 1.268 508.701 508.047 32.704 0.020 8.000 Circular 1.850 0.009 5.724 0.095 incl. Roof drain 117 118 15+01.68 116 14+64.93 0.050 0.590 0.030 0.259 0.000 8.845 5.505 1.426 507.947 507+070 36.754 0.024 8.000 Circular 2.021 0.012 6.291 0.097 121 122 116 0.010 0.670 0.007 0.106 0.099 6.000 6.230 0.659 508,507 507.070 31.003 0.046 8.000 Circular 2.817 0.003 6.598 0.078 incl. Roof drain 115 116 14+64.93 108 14+53.71 0.010 0.640 0.006 0.371 0.000 8.943 5.483 2.035 506.967 502.670 37.638 0.114 8.000 Circular 4.421 0.024 12.433 0.050 109 110 15+63.74 108 14+53.71 0.000 0.000 0.000 4.623 4.623 7.200 5.898 27.266 510,210 500.555 110.034 0.088 24.000 Circular 72.585 0.012 21.503 0.085 incl. WP0201900050 107 108 14+5171 130 13+25.74 0.320 0.840 0.269 5.263 0.000 8.993 5A72 28.797 500.455 498.596 127.971 0.015 24.000 Circular 29.536 0.014 10.744 0.199 129 114 11+51.31 130 11+20.31 0.750 0.780 0.585 0.585 0.000 0.000 8.901 5.207 501,180 500+870 31.008 0.010 15.000 Circular 6.996 0.006 6.262 0.083 113 130 13+25.74 104 12+05.76 0.170 0.880 0.150 5.997 0.000 6.500 6.087 36.503 498.496 493.980 119.975 0.038 24.000 Circular 47.543 0.022 16.723 0.120 105 106 12+01.66 104 12+05.76 0.730 0.420 0.307 0.307 0.000 0.000 8.901 2.729 496,110 495+090 24.347 0.042 18.000 Circular 23.287 0.001 8.843 0.046 103 104 12+05.76 128 11+06.01 0.000 0.000 0.000 6.304 0.000 6.620 6.053 38.160 493.877 492.920 95.951 0.010 24.000 Circular 24.466 0.024 12.147 0.132 127 128 11+06.01 102 10+23.48 0.260 0.900 0.234 6.538 0.000 6.751 6.017 39.341 492,820 488+341 82.384 0.054 24.000 Circular 57.139 0.026 19.653 0.070 125 126 13+19A2 112 12+58.53 0.100 0.900 0.090 0.090 0.000 0.000 8.901 0.801 497.637 490.150 60.896 0.123 15.000 Circular 24.531 0.000 9.192 0.110 Ill 112 13+25.74 102 10+23.57 0.520 0.640 0.333 0.689 0.266 8.250 5.640 3.885 490.050 488+753 258.827 0.005 15.000 Circular 4.953 0.003 4.478 0.963 incl. Roof drain 101 102 10+23.48 100 10+08.51 0.140 0.840 0.118 7.560 0.216 9.213 5A25 41.011 488.241 486.092 14.969 0.144 24.000 Circular 92.845 0.028 28.698 0.009 incl. Roof drain 134 135 12+84.13 133 12+53.13 0.200 0.800 0.160 0.160 0.000 6.000 6.230 0.997 478.156 476+672 31.000 0.048 15.000 Circular 15.307 0.000 7.045 0.073 133 133 12+53.13 132 1 10+74.88 1 0.200 1 0.800 PAW 0.320 1 0.000 1 6.073 1 6.209 1 1.987 1 476.572 1 460.820 1 178.250 1 0.088 1 15.000 1 Circular 20.798 i 0.001 10.715 0.277 131 132 10+74.88 1 EX Str 1 10+00.00 1 0.000 1 0.000 1 0.000 1 0.320 1 0.000 1 6.351 1 6.129 1 1.961 1 460.722 1 460.000 1 74.878 1 0.010 1 15.000 1 Circular 6.870 1 0.001 1 4.838 1 0.258 JESSO R. DENKO Uc• No. 57291 >_I O/13/22 ,: M E 0 0 N � N 0 ¢o > E w a E � I.-U > a) ¢ LL V 3 w O W 0 f6 ^y 0 W L M ¢�_j Uoo W J -N M on 0LU N V a� 30'x LL _ > N F ¢ . EO10 N W M a� o w � H am O ce E E z O� F w cJ U) a Q z r O Z U > O w U Lu to o DATE 0711812022 DRAWN BY R. vanNiekerk DESIGNED BY J. DENKO CHECKED BY J. DENKO SCALE N.A (W � V O O ; LLL � J J? U LI_I a LL }O W Q } O U N i N �LU F- L�/L� 0 W vJ JOB NO. 48033 SHEET NO. C6.2 L LINE DB:4825 PG: 147 VARIABLE WIDTH EASEMENT I FOR DETENTION POND DB: 1119 PG: 577 DB: 996 PG: 200 - I \ lr> I I 4 III ( t o A I 1 SWM\ I \ FACILITY ID 0021.01 I I I I I I g I I I I I I I I I I I \\\\\ \ APPR X. RP I I"a If l l l I I I rn n 1 I o R PLkEIN 18 I I I I I) I I II I R( P �VITI/I 15"/RC PIPE. 11-451.6/ / I I I 11 I I 1I�\ ✓/ A/ // I \ I I I I I i/ / / / V ����//// AYD 2/FOQ f T RI R \ \ \ \ \ I I I I 11R M. f EW RIS�R r�EI9HT.147z.11/ / l � I 470 \ \ I �_ _I//-41g I A \ co -480� 482.821' �i / �� _� ♦ ----474- - ��O RISER \ -A ' TOP RIM: 470.11 1/. 452.8 (18" RCP) /0. 452.3 (36" RCP) Z SSMH TOP: 482.50 10: 476.60 25' DETENTION DOND EASEMENT DB: 1454 PG: 637 20'ACSA SANITARY SEWER EASEMENT TO BE CENTERED ON AS BUILT LOCATION OF SEWER LINE DEL5232 PG:243 RIPRAP SSMH TOP: 482.75 0.5' AVE DIA lI: 478. CLASS Al WIDTH 1= 5' lO: 478.33 W I DtR'2-t4' LENGT-K=JZ44 4� P UP -> -474-- --`480 �1 ~490 -"PVC_ _i_-__=- -48 Gp ate_, / _486 _ RD RD CURB LINE RD RD RD RD I I / / I BOWLING ALLEY I h) II I I I I s3 II I �p0 / SCALE 1"=30' II \� TMP 45-112C 0 30' 60' IKEGLERS OF I CHARLOTTESVILLE De: 996 PG:198 I 20' ACSA SANITARY SEWER EASEMENT TO BE CENTERED ON AS BUILT LOCATION OF SEWER LINE DB:4734 PGA58 1W .8 (36" SSMH TOP: 483.43 11: 474.73 10: 474.53 THIS PROJECT INCLUDES THE CONSTRUCTION OF A HOTEL, A MINI STORAGE FACILITY, REQUIRED PARKING LOT, AND ASSOCIATED UTILITIES. CURRENTLY THIS SITE DRAINS TO THE EXISTING DRY DETENTION BASIN, SWM FACILITY ID 0021.01, WHICH IS LOCATED DOWNHILL TO THE SOUTH OF THE SITE, BETWEEN THE BOWLING ALLEY AND LOWES HOME IMPROVEMENT STORE. THIS POND WILL BE USED FOR STORMWATER QUANTITY MEASUREMENTS. THE POND IS WITHIN DEED OF EASEMENT (ESTABLISHED RIGHT OF COUNTY TO MAINTAIN), DB-PG: 1786-0734. FOR MORE INFORMATION, PLEASE SEE COUNTY OF ALBEMARLE DEED OF EASEMENT WITH KEGLERS OF CHARLOTTESVILLE, AND DETENTION POND EASEMENT PLAT, DB-PG: 1786-0737; PLAT BY WILEY AND WILSON, LYNCHBURG, APRIL 15, 1994. ALBEMARLE SWM FACILITY DATABASE STATES EXISTING DRY DETENTION BASIN WATERSHED IS 61.87 AC. WITH 21.37 AC. IMPERVIOUS. PLAN APPROVAL DATE IS 11119/87. FACILITY IS LISTED IN COUNTY SWM DATABASE (CO -OWNED BY) KEGLERS OF CHARLOTTESVILLE AND LOWES INVESTMENT CORP #341. PRE -DEVELOPED CONDITIONS WERE ESTABLISHED FROM THE SURVEY PERFORMED BY ROUDABUSH, GALE AND ASSOCIATES IN JUNE 2022. FOR STORMWATER QUANTITY ANALYSIS, THE PRE- AND POST -DEVELOPMENT FLOW FROM THE SITE WAS USED TO DETERMINE THE ALLOWABLE FLOW LEAVING THE POND. SEE THIS SHEET FOR CALCULATIONS. POST -DEVELOPMENT STORMWATER RUNOFF FORM THE PROPOSED DEVELOPMENT WILL BE COLLECTED VIA A STORMWATER PIPE NETWORK AND BE DIRECTED TO A CHANNEL TO THE SOUTH SIDE OF THE SITE. THE CHANNEL CONVEYS FLOW TO THE KEGLERS REGIONAL POND. IN THE EXISTING CONDITIONS, THIS CHANNEL IS CURRENTLY USED TO DIRECT OVERLAND FROM FROM THE PROJECT SITE, AS WELL AS, BERKMAR OVERLOOK TO THE POND. THE PROPOSED STORMWATER NETWORK DOES CAPTURE WATER FROM THE BERKMAR OVERLOOK DEVELOPMENT. FOR ENERGY BALANCE AND FLOOD PROTECTION TO BE SATISFIED, THE EXISTING 18" RCP PIPE WITHIN THE POND IS PROPOSED TO BE REPLACED WITH A 15" PIPE AND THE TOP OF RISER NEEDS TO BE INCREASED TO 472.11. CALCULATIONS ON THIS SHEET SHOWS COMPLIANCE WITH VIRGINIA WATER QUANTITY REQUIREMENTS. FOR WATER QUALITY REQUIREMENTS, 4.44 LBS/YR OF NUTRIENT CREDITS WILL BE PURCHASED FROM A DEQ-APPROVED NUTRIENT CREDIT BANK. PEAK FLOW ANALYSIS DRAINAGE AREANAME TOTAL AREA (AC) Tc (MIN) CN PEAK FLOW RATE (CFS) 1 YR 10 YR 1-YR RUNOFF VOLUME (AC -FT) Pre Developed Onsite Drainage Area Pre Developed Offsite Drainage Area: Wood Brook Crossing SDP-1998-00079 Loupe Terrace Phase 1 & 2 SPD2008-00094 UVA Credit Union SDP-1996-00089 Road runoff Lowes SDP-1995-00087 Keglers SDP-1987-00071 Harvest Moon WPO-2016-00011 Child Development Center SDP-2004-00010 Berkmar Overlook B WPO-2019-00050 Berkmar Overlook C WPO-2019-00050 SPCA WPO-2018-00030: Area 5 (Ex SWM) Area G (Ex SWM) Area F (SWM A) Area E Area J Area H (to SWM B) Area 6 (EX BID) Area I (EX BIO) Area 4 4.34 16.7 62 1.40 8.87 0.124 1.50 6.0 81 3.55 9.00 0.165 1.29 6.0 84 3.51 8.30 0.164 4.06 6.0 76 7.38 21.32 0.345 0.90 6.0 85 2.56 5.91 0.12 17.70 15.0 92 48.73 98.83 2.16 5.61 6.0 84 15.27 36.09 0.712 4.14 6.0 77 8.03 22.54 1 0.374 0.86 6.0 77 1.67 4.70 0.078 7.43 7.2 79 15.20 40.64 0.739 0.90 6.0 66 0.79 3.34 0.041 2.61 8.0 81 5.07 12.94 0.254 0.20 6.0 89 0.67 1.42 0.032 0.93 6.0 82 2.31 5.72 0.107 0.31 7.0 61 0.14 0.88 0.009 0.05 6.0 61 0.02 0.15 0.002 0.42 6.0 94 1.64 3.19 0.082 0.29 6.0 60 0.12 0.82 0.008 0.15 F1592 6.0 61 0.07 0.44 0.00S 8.0 62 7.96 1 45.62 0.532 COMBINED PRE DEVELOPMENT FLOW AT OUTFALL 29.40 1 100.14 Post Developed Onsite Drainage Area Pre Developed Offsite Drainage Area: Wood Brook Crossing SDP-1998-00079 Loupe Terrace Phase 1 & 2 SPD2008-00094 UVA Credit Union SDP-1996-00089 Road runoff Lowes SDP-1995-00087 Keglers SDP-1987-00071 Harvest Moon WPO-2016-00011 Child Development Center SDP-2004-00010 Berkmar Overlook B WPO-2019-00050 Berkmar Overlook C WPO-2019-00050 SPCA WPO-2018-00030: Area 5 (Ex SWM) Area G (Ex SWM) Area F (SWM A) Area E Area J Area H (to SWM B) Area 6 (EX BID) Area I (EX BID) Area 4 ADD 2' TO EXISTING RISER. PROPOSED TOP 472.11 EXISTING TOP 470.11 � I � I � I I EXISITING i REPLACE 18" PIPE WITH 15" RCP 10: 452.3 (36" RCP) I _z ___-- EXISITING 11: 452.8 (18" RCP) PROPOSED CHANGES TO POND STRUCTURES No Scale COMBINED POST DEVELOPMENT FLOW A: 4.34 9.6 88 12.09 5.05 0.613 1.50 6.0 81 3.55 9.00 0.165 1.29 6.0 84 3.51 8.30 0.164 4.06 6.0 76 7.38 21.32 0.345 0.90 6.0 85 2.56 5.91 0.12 17.70 15.0 92 48.73 98.83 2.16 5.61 6.0 84 15.27 36.09 0.712 4.14 6.0 77 8.03 22.54 0.374 0.86 6.0 77 1.67 4.70 0.078 7.43 7.2 79 15.20 40.64 0.739 0.90 6.0 66 0.79 3.34 0.041 2.61 8.0 81 5.07 12.94 0.254 0.20 6.0 89 0.67 1.42 0.032 0.93 6.0 82 2.31 5.72 0.107 0.31 7.0 61 0.14 0.88 0.009 0.05 6.0 61 0.02 0.15 0.002 0.42 6.0 94 1.64 3.19 0.082 0.29 6.0 60 0.12 0.82 0.008 0.15 6.0 61 0.07 0.44 0.005 15.92 8.0 62 7.96 45.62 1 0.532 r OUTFALL 21.93 98.96 POST FLOW ENERGY BALANCE ALLOWED PER ENERGY IMPROVEMENT BALANCE* FACTOR (CFS) 0.800 124.92 OUTFALL CHANNEL PROTECTION AND FLOOD PROTECTION CALCULATIONS CHANNEL PROTECTION (ENERGY BALANCE) -1 YR FOR ONSITE AREAS QI YR POST-DEVALLOW = IF * (Ql YR PRE-DEV * RVl YR PRE-DEV)/RVIYR POST-DEV = 0.800 * ( 1.40 * 0.124 ) / 0.613 = 0.23 CFS APPLYING Q1 YR POST-DEVALLow TO THE POND ROUTING: Ql YR POND ALLOW = Q1 YR PRE-DEV POND - Ql YR PRE-DEV ONSITE + Ql YR POST-DEV ALLOW 29.40 1.40 + 0.23 = 28.23 CFS 21.93 CFS <- 28.23 CFS OK FLOOD PROTECTION- 10 YR Q10 YR POST -DEV POND < Q10 YR PRE-DEV POND 98.96 CFS <_ 100.14 CFS OK / JESS0 R• DENKO Uc• No. 57291 >_I O/13/22 ,: M E 0 u N � N Q O > E w v E � w w IL 3 Q tjO 3 p LL w 0 m D W = M Q�_j U00 J - uj co (DLUNV v� 30x oa =LL U-) = N =v>� L, E00 N W M a� M 0 x c� 0 F 0 w w x z 0 W 0 O 0 LM z 0� W U QO z r 0 z U) O w U Of DATE 0711812022 DRAWN BY R. vanNiekerk DESIGNED BY J. DENKO CHECKED BY J. DENKO SCALE 1 "=30' Q 0 w Q (rLu V � O O ; Q J J LLLJ �U Jm_j LJJ a Q U 0 � � z Q=Jw o W z m < w O U) JOB NO. 48033 SHEET NO. C6.3 L A DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0 2011 BMP Standards and Specifications O 2013 Draft BMP Standards and Specifications Project Name: Date: Berkmar Self Storage 10/13/2022 BMP Design Specifications List: 2013 Draft Stds & Specs Site Information Post -Development Project (Treatment Volume and Loads) Land Cover (acres) A Soils I B Soils C Soils I D Soils I Totals I Forest/Open Space (acres) -- undisturbed, protected forest/open sace or reforested 0.00 Managed Turf (acres) -- disturbed, graded for vards or other turf to be 2.54 2.54 Impervious Cover (acres) I 2.46 I 2.46 5.00 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 TargetTP Load (Ib/acre/yr) 0.41 Pj (unitless correction factor) 0.90 Land Cover Summary Forest/Open Space Cover (acres) 0.00 Weighted Rv (forest) 0.00 % Forest 0% Managed Turf Cover (acres) 2.54 Weighted Rv (turf) 0.20 % Managed Turf 51% Impervious Cover (acres) 2.46 Rv (impervious) 0.95 % Impervious 49% Site Area (acres) 5.00 Site Rv 0.57 Runoff Coefficients (Rv) 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 DEVELOPMENTST Treatment Volume and Nutrient Loads Treatment Volume 0.2371 (acre-ft) Treatment Volume (cubic feet) 10,327 TP Load (lb/yr) 6.49 TN Load (lb/yr) 46.42 InformationaLEi sOnl ose ECOSYSTEM SERVICES, LLC 1102 Carlton Avenue Charlottesville, VA 22902 540.578.4296 www.ecosystemservices.us jonAecosystemsery ice sms July 7, 2022 Riki van Niekirk Project Engineer TIMMONS GROUP 608 Preston Avenue, Suite 300 Charlottesville, VA 22903 RE: Nutrient Offset Credit -Credit Availability Letter Project: Berkmar Self Storage and Hotel Project TMP: 04500-00-00112EO and 04500-00-0011200 Project Address: Berkmar Drive, Charlottesville, VA 22903 Project HUC: 02080204 Bank HUC: 02080204 Bank Address: 1705 Lambs Road, Charlottesville, VA 22901 Dear Riki, We appreciate the opportunity to provide a credit availability letter for 5.00 pounds of phosphorus for the above referenced project. This letter is to certify that as of today, July 7, 2022, Ivy Creek Nutrient Bank has 163.65 pounds of phosphorus (TP), 251.83 pounds of nitrogen (T% and 51,603.97 pounds of TSS available fortransferto those entities requiring offsets in accordance with the Chesapeake Bay Watershed Nutrient Credit Exchange Program (VA Code § 62.1-44.19:14 et seq.). Those offsets are also transferable in accordance with the Virginia stormwater offset program (VA Code § 62.1-44.15:35) and the Virginia Soil and Water Conservation Board's Guidance Document on Stormwater Nonpoint Nutrient Offsets approved on July 23, 2009, to those regulated entities qualifying for nutrient credits. We can certainly accommodate your needs and could offer to fulfil the order of 5.00 pounds of phosphorus. Z'?/ ;� C> jESSICA R. DENK0 Uc. No. 57291 %L, 1 O/1 5/22 Please feel free to contact us with any questions. I hope we have the opportunity to work together on this m DATE project. d Iq y 9 ( . 0711812022 O i > p Sincerely, � i �,1 � � ���i ��9i�, p I p; DRAWN BY �l�.r'�� Ecosystem Services LLC h ! 119'1°�ryry� 1 l iC �1�. , �� _ iW r " I �,�'� i R.vanNiekerk By �' �Y ��✓yiF )f DESIGNED BY ilq J. DENKO 011Q ,° CHECKED BY Jonathan R. Roller, AOSE PSS CNMP Qi ( �� 4 of i;� Op �� u�u, Manager -Authorized Representative J. DENKO • • SCALE stem Services A 1102 Carlton Avenue, Charlottesvitle, VA I • 1 "=30' Page 1 of 1 Site Results (Water Quality Compliance) Area Checks FOREST/OPEN SPACE (ac) IMPERVIOUS COVER (ac) IMPERVIOUS COVER TREATED (acj MANAGED TURF AREA (acj MANAGED TURF AREA TREATED (acj AREA CHECK D.A. A D.A. B D.A. C D.A. D D.A. E AREA CHECK 0.00 0.00 0.00 0.00 0.00 O K. 0.00 0.00 0.00 0.00 0.00 OK. 0.00 0.00 0.00 0.00 0.00 O K. 0.00 0.00 0.00 0.00 0.00 OK. 0.00 0.00 0.00 0.00 0.00 OK, Site Treatment Volume (ft) 1o,3z7 Runoff Reduction Volume and TP By Drainage Area RUNOFF REDUCTION VOLUME ACHIEVED (ft3) 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 0 0 0 0 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0.00 0.00 0.00 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) 0.00 0.00 0.00 0.00 0.00 0.00 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD (lb/yr) 6.49 TP LOAD REDUCTION REQUIRED (lb/yr) 4.44 TP LOAD REDUCTION ACHIEVED (lb/yr) 0.00 TP LOAD REMAINING (Ib/yr): 6.49 REMAINING TP LOAD REDUCTION REQUIRED (lb/yr): 4.44 Total Nitrogen (For Information Purposes) POST -DEVELOPMENT LOAD (lb/yr) 46.42 NITROGEN LOAD REDUCTION ACHIEVED (lb/yr) 0.00 REMAINING POST -DEVELOPMENT NITROGEN LOAD (lb/yr) 46.42 am O cc t7 N Z 0 f H I.0 V 9 0 a ,^ w V, J LL :f J LU LLJ a U)ILL O Q O U LL LU m IOB NO. Q Z) 0 (Y LLI i U) 0 Q J Q U Z 2 W Q z a W >Q C> G ry 0 U) 48033 SHEET NO. C6.4 E E L RIPRAP 12'x 14'x 1' cc 0 r N d L H 0 00 LL7 M V - r; 0)U C ^ °� .. O O � � W O Q) �'' �'.' O N �... ��..,� 0 �..� u7 0 " mo+ O 00 o0 O) 00 00 M Mao? °0 00 O ^ a0 M 00 H O) 0, It �gNAMa m U,) 00 a0 O qr 00 CO �Oa NF0» 2, zz0 p�r'ZZO W O9*z �aJF?? 0F0>>> MFOZZZ o Qa- �U) z z �m�-- o z r9n c~iJ FO N o 0) 0 O co co OUi 0 _ M �� O m N 0 0 F o�Lnzz� O N �COM LO LO 21LO0 oya 0Z r9n �co�z z f0 0 L ^ o J � N 515 � o r� 515 Cl)+ W � ~ vv / morn p�v Z Z 0 WAT R o O > > > CROSSING-- 400��510 U) I— Z Z Z 510 PROPOSED GRADE f 505 °� F 505 / 3.2' / o�, Z� 1 o,0. A� / / 500 / 500 000 10 1412 DPE 24' / @. 1 32% 495 / 113 F SL-1 495 VpE N�aolo i 1 2' Z[t @3. 103 95.70 O 490 490 ,30 @Q01/o SWR 121 OF O l$9 CROSSING joe I° 485 485 101 21.20' F 36" HDPE EXISTING @ 5.29 GRADE 480 480 of M 9+50 10+00 11+00 12+00 13+00 STR 100 TO STR 110 HORIZ SCALE: V=50' VERT SCALE: 1"=5 m ^ o o n _ u7 N N J 0 J _ N aDr MM M O 00 r- F 47 O O UN71� N V M+ U7 V V ~ �M O Qom_ V m p0aZZz0 O'n6 M't M+OH mN0V0? p1u00 a- OU) Z IT 0�ITZZ flQCL O NOZ NFO>> Z Z ril ri �fnHZ Seri 510 510 / / / 505 505 EXISTING / GRADE 500 PROPOSED 500 GRADE 495 495 / 4.7' / b Q o\o 490 /_ / -- 490 HOPE @ 1.09% 250.63' OF 15" 111. 485 485 480 480 tl G V V h h h m o L O � F O v o9 06 0 00 m�ug06ov M 00 � M H o�U,)zz0 aoi�0» > ��FZZ Z ,;gn 114: DI-3C 12 ft Throat STA 13+23.89 TOP 506.81 INV OUT 501.18 (129) im 515 515 PROPOSED GRADE 510 510 505 505 EXISTING GRADE 500 500 2 129 31.98' OF 15" HDPE SSWR @ 0.97% 495 CROSSING 495 490 490 485 485 h EX.100 STA 10+00.00 TOP 507.95 INV IN 502.00 (E101) 520 O CR v , EX. 102 o m � STA 10+42.80 uO 0 TOP 513.97 NIF0> INVOUT509.22(E101) �0F? 520 515 515 510 I 510 505 d � �� 'O °\° 505 500 500 NOTES: • INLET SHAPING (IS-1) IS SPECIFIED FOR ALL STRUCTURES • SAFETY SLABS (SL-1) ARE SPECIFIED FOR STRUCTURES TALLER THAN 12-FEET A MINIMUM OF 3 BUSINESS DAYS' NOTICE SHALL BE GIVEN TO RWSA PRIOR TO INSTALLATION OF THE TAPPING SLEEVE. PLEASE SEE THE NOTE ON SHEET C4.1 UTILITY PLAN SHEET FOR MORE INFORMATION REGARDING THE CONNECTION TO THE RWSA WATERLINE DEMO EXISTING STRUCTURE 102 AND INSTALL NEW STRUCTURE 124. CONNECT EXISTING RCP PIPE TO NEW STRUCTURE. EXISTING RCP PIPE E101 TO BE PARTIALLY DEMOLISHED 14+00 15+00 16+00 9+50 10+00 11+00 9+50 10+00 11+00 STR 130 TO STR 114 EXISTING HARVEST MOON NETWORK HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 116: 18" Basin - Circular Grate STA 14+66.52ca TOP 513.42 0 m ^o 0 INV IN 507.07 (117) m ui M t o INV IN 507.07 (121) 00 ~ v INV OUT 506.97 (115) U N 00 M00 M M 1 if1 °� 0 O M .. .. O) Na co a M(�oo "' 1111: 12" Basin Grate in S?NOO 00 Co + 0' O) xNC"t 106:DI-1 a ' ' p��zz STA 14+98.75 120: 24" Basin - Circular Grate m a � � u-5 i600F ���zz Q a - - O STA 12+04.39 n--0 0 � 0 > > > TOP515.14 INV IN 508.05 STA15+09.15 TOP 513.48 00 It � "' z Z 0 122: 12" Basin - Circular Grate H- O > > > m TOP 500.73 m � z z ? (119) INV OUT 507.95 (117) INV OUT 508.70 (119) 6 Q a j > > 0 Z Z z STA 10+30.62 INV OUT 496.11 (105) TOP 511.03 515 515 520 520 525 INV OUT E�51 (121) 510 510 505 505 PROPOSED GRADE 500 500 495 495 e� 1 @fo 490 490 485 485 � O) N O PROPOSED GRADE 515 515 WATER EXISTING CROSSING GRADE / 510 510 11 117 44.7 OF 1 24, OF 8„ HOE 505 DPE 1 60)6 505 %L115 @27 0 500 1 4 .30' OF 500 8" HDPE 12.59% SANITARY 495 CROSS NG 495 490 490 � � P O� O0o ^� h u7 u7 u7 520 520 515 515 510 510 PROPOSED GRADE 121 3062 PE 505 " NO °�° 505 500 500 495 495 O � h cvj u7 5 0 1 0 50 PROFILE SCALE 4ESS DICA - Uc• No. 57291 >_I O/13/22 ,: M E O U N � N 0 > E w a E w w UM Q 3 p LL 0 wO `mom D W L M Q�_j U00 W Jco -N .. rn C7W NV w 30'x oa =LL = > N Lr, 0 00 W M E H z 0 F W U aO z r 0 z U O w U DATE 0711812022 DRAWN BY R. vanNiekerk DESIGNED BY J. DENKO CHECKED BY 1. DENKO SCALE 1 "=50' LU r'1 9 O > w w J J LL Q J co Q a ''w^^ V / LL Cez O O U) LL LU co JOB NO. 48033 L 9+50 10+00 11+00 12+00 STR 102 TO STR 126 HORIZ SCALE: 1 "=50' VERT SCALE: 1"=5 13+00 13+50 9+50 10+00 11+00 11+50 STR 104 TO STR 106 HORIZ SCALE: 1 "=50' VERT SCALE: V=5 9+50 10+00 11+00 Yard 1 PROFILE HORIZ SCALE: V=50' VERT SCALE: 1"=5 12+00 12+50 9+50 10+00 11+00 Yard 2 PROFILE HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 SHEET NO. C8.0 pl? N OF JESSO R. DE"" > Uc, No, 57291 1 O/13/22 �FSS10 AL M E O O rn U N N C > E w a E w w 3 Q a o 3 p U. - wO `mom � V oMo Z w w -ui O rn F C7in �� a w w v 30=x N oa o O i o ry Z o Z ~ Nry w o W M a� o w vi O x M M M M O cli co 133: DI-1 = 0 o a.0)00 m STA 12+53.13 A p � t � � 0i� F TOP 484.38 > w N �d2 ���ZD INV IN476.67(134) �O Fri W�2 cNn.�OZ z INV OUT 476.57(133) �Mv a O o 490 �O~-- �°�+v� 490 z O i/I DATE j 0711812022 N o m O L N J L N J } DRAWN BY N � O 000 M M 7 n P LO 0) R. vanNiekerk DESIGNED BY p�tZ_Z_Z0 p1a Z_ZO Naa>>>> Naa>> > • J. DENKO o��zzzz �zzz 510 510 510 510 • CHECKED BY • J. DENKO SCALE • 1 "=50' • • 5 0 0 50 PROFILE SCALE .�j CF `J 0 > Lu j J J LL !Y Q J co 'w^ Q a (� v, LL r/ z O STORAGE BUILDING ROOF LEADER 1 PROFILE STORAGE BUILDING ROOF LEADER 2 PROFILE 9+50 10+00 Access road Storm P11+00 IROFILE 2+00 13+00 13+50 p � HORIZ SCALE: V=50' HORIZ SCALE: V=50' HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 VERT SCALE: 1"=5 VERT SCALE: 1"=5 �.0 JOB NO. 48033 SHEET NO. C8.1 STORM STRUCTURE TABLE STRUCTURE # TOP STRUCTURE HEIGHT DESCRIPTION EX Str 463.00 N.A DI-1 100 489.34 3.46' ES-1 for 36 inch Pipe 102 495.13 7.91' DI-3C 8 ft Throat 104 501.28 7.40' MH-1 106 500.73 4.62' DI-1 108 512.13 11.68' DI-3B 6 ft Throat 110 517.36 7.16' MH-1 112 495.62 5.57' DI-3B 6 ft Throat 114 506.81 5.63' DI-3C 12 ft Throat 116 513.42 6.46' 18" Basin -Circular Grate 118 515.14 7.19' 12" Basin -Circular Grate 120 513.48 4.78' 24" Basin -Circular Grate 122 511.03 2.52' 12" Basin -Circular Grate 124 513.98 6.13' DI-3B 6 ft Throat 126 510.46 12.82' DI-3A 128 499.95 8.09' DI-3B 8 ft Throat 130 506.57 8.08' DI-3B 4 ft Throat 132 469.59 8.87' MH-1 133 484.38 7.81' DI-1 135 484.38 6.22' DI-1 505 505 PROP SED 500 GRAD 500 PIPE FROM ROOF I SELF STORAGE UILDING FF 495.43 495 495 492.42 490 490 RL 32. 0' OF 6" HDPE 485 485 480 480 M rn v STORM PIPE TABLE PIPE # DIA FROM - TO UPSTREAM INVERT DOWNSTREAM INVERT SLOPE LENGTH DESCRIPTION RL2 6" - 112 493.41 493.11 1.13% 27.10 LF 6" HDPE RL1 6" - 102 492.42 492.10 1.00% 32.20 LF 6" HDPE EX101 15" 124 - 507.85 502.12 16.92% 33.83 LF 15" PVC 101 36" 102 - 100 487.21 486.09 5.29% 21.20 LF 36" HDPE 103 36" 104 - 128 493.88 491.96 2.01 °k 95.70 LF 36" HDPE 105 18" 106 - 104 496.11 494.48 6.69% 24.35 LF 18" HDPE 107 24" 108 - 130 500.46 498.60 1.32% 141.29 LF 24" HDPE 109 24" 110 - 108 510.21 500.56 9.97% 96.81 LF 24" HDPE 111 15" 112 - 102 490.05 487.31 1.09% 250.63 LF 15" HDPE 113 24" 130 - 104 498.50 493.98 3.78% 119.50 LF 24" HDPE 115 8" 116 - 108 506.97 501.89 12.59% 40.30 LF 8" HDPE 117 8" 118 - 116 507.95 507.07 2.72% 32.24 LF 8" HDPE 119 8" 120 - 118 508.70 508.05 1.46°k 44.73 LF 8" HDPE 121 8" 122 - 116 508.51 507.07 4.69% 30.62 LF 8" HDPE 125 15" 126 - 112 497.64 490.15 12.30% 60.86 LF 15" HDPE 127 36" 128 - 102 491.86 487.31 5.75% 78.97 LF 36" HDPE 129 15" 114 - 130 501.18 500.87 0.97% 31.98 LF 15" HDPE 131 15" 132 - EX Sir 460.72 460.00 0.96% 74.88 LF 15" HDPE 133 15" 133-132 476.57 460.82 8.84% 178.25 LF 15" HDPE 134 15" 135 - 133 478.16 476.67 4.79% 31.00 LF 15" HDPE 505 505 PROPOSED GRADE 500 500 PIPE FROM ROOF I SELF STORAGE BUILDING FFE 95.43 495 495 493.41 490 490 RL2 27.10' OF 6" HDPE 485 485 480 480 h o cNo h� rn v O��O M�O> a Z � � F 485 485 480 480 / ''1 475 475 470 470 465 465 i 460 �- 460 74.88' 15" HOPE 0.96 /o 455 455 450 450 v v v L