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HomeMy WebLinkAboutWPO202200011 Plan - VSMP 2022-05-09RIO POINT WPO - 2022 - 00011 COUNTY OF ALBEMARLE, VIRGINIA SITE DATA: TAX MAP PARCEL AND OWNER INFO: PARCEL 06100-00-00-167CO D.B. 1681, PG. 174 RIO POINT LLC 123 EAST MAIN ST 5TH FLOOR CHARLOTTESVILLE, VA 22902 PARCEL 06100-00-00-16700 D.B. 1688, PG. 564 RIO POINT LLC 123 EAST MAIN ST 5TH FLOOR CHARLOTTESVILLE, VA 22902 EXISTING AREA: PARCEL 06100-00-00-167CO = 25.73 AC. PARCEL 06100-00-00-16700 = 1.58 AC. EXISTING ZONING: R4 - RESIDENTIAL AREA PROPOSED ZONING: PLANNED RESIDENTIAL DEVELOPMENT (PRD). PROPERTY SHALL STILL COMPLY WITH EXISTING ZONING OVERLAY DISTRICTS OVERLAY DISTRICT: PRESERVED SLOPES SHOWN PER ALBEMARLE COUNTY GIS, AIRPORT IMPACT AREA (AIA), FLOODPLAIN HAZARD OVERLAY DISTRICT (FH), AREAS OF MANAGED AND PRESERVED SLOPES OVERLAY DISTRICT, AND ENTRANCE CORRIDOR OVERLAY DISTRICT (EC). THESE OVERLAY DISTRICTS ARE NOT BEING REVISED AS PART OF THE PROJECT. MAGISTERIAL DISTRICT: RIO CURRENT USE: SINGLE FAMILY DETACHED (SFD) HOUSE PROPOSED USE: RESIDENTIAL SOURCE OF SURVEY, BOUNDARY, AND TOPOGRAPHY: TIMMONS GROUP 1001 BOULDERS PARKWAY SUITE 300 RICHMOND, VA23225 804-200-6500 PROJECT #: 46883 DATE: 12/11/2020 DATUM: HORIZONTAL: NAD83 VIRGINIA STATE GRID SOUTH ZONE VERTICAL: NAVD88 WETLAND IMPACTS: NONE UTILITIES: ACSA WATER AND SEWER WATERSHED: RIVANNA RIVER - MEADOW CREEK FLOODPLAIN: THERE IS A FLOODPLAIN LOCATED ON THIS SITE. FEMA MAP ID 51003CO280D DATED FEBRUARY 4, 2005. IN ADDITION, A DAM BREACH INUNDATION ZONE EXISTS ON THE PROPERTY FOR THE SOUTH RIVANNA DAM, WHICH IS A FEDERAL DAM LOCATED UPSTREAM OF THE PROPERTY. SIGNATURE PANEL: DEPARTMENT OF COMMUNITY DEVELOPMENT_ PLANNING & ZONING ENGINEERING INSPECTIONS ARCHITECTURAL REVIEW BOARD DEPARTMENT OF FIRE AND RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARTMENT OF TRANSPORTATION HEALTH DEPARTMENT APPROVAL DATE oz/o7/zoz2 O 'AO 7 d � PROJECT LOCATION QP 0 _ QY m , VICINITY MAP 1"=2000' DEVELOPER: RIO POINT LLC 123 EAST MAIN ST 5TH FLOOR CHARLOTTESVILLE, VA 22902 CONTACT: CHRISTOPHER HENRY CHENRY@STONYPOINTDG.COM ENGINEER OF RECORD: TIMMONS GROUP 608 PRESTON AVE. SUITE 200 CHARLOTTESVILLE, VA 22903 CONTACT: CRAIG KOTARSKI, P.E. TELEPHONE: (434) 327-1688 Sheet List Table Sheet Number Sheet Title C0.0 COVER C0.1 REZONING PLAN C1.0 NOTES & DETAILS C1.1 NOTES & DETAILS C1.2 NOTES & DETAILS C1.3 NOTES & DETAILS C2.0 OVERALL EXISTING CONDITIONS PLAN C2.1 EXISTING CONDITIONS & DEMOLITIONS PLAN C2.2 EXISTING CONDITIONS & DEMOLITIONS PLAN C2.3 EXISTING CONDITIONS & DEMOLITIONS PLAN C2.4 EXISTING CONDITIONS & DEMOLITIONS PLAN C2.5 EXISTING CONDITIONS & DEMOLITIONS PLAN C2.6 EXISTING CONDITIONS & DEMOLITIONS PLAN C3.0 EROSION & SEDIMENT CONTROL NOTES & DETAILS C3.1 EROSION & SEDIMENT CONTROL DETAILS C3.2 EROSION & SEDIMENT CONTROL DETAILS C3.3 EROSION & SEDIMENT CONTROL - PHASE 1 C3.4 EROSION & SEDIMENT CONTROL - PHASE 1 C3.5 EROSION & SEDIMENT CONTROL - PHASE 1 C3.6 EROSION & SEDIMENT CONTROL - PHASE 1 C3.7 EROSION & SEDIMENT CONTROL - PHASE 1 C3.8 ERIOSION & SEDIMENT CONTROL - PHASE 1 C3.9 EROSION & SEDIMENT CONTROL - PHASE 1 C3.10 EROSION & SEDIMENT CONTROL - PHASE 2 C3.11 EROSION & SEDIMENT CONTROL - PHASE 2 C3.12 EROSION & SEDIMENT CONTROL - PHASE 2 C3.13 EROSION & SEDIMENT CONTROL - PHASE 2 C3.14 EROSION & SEDIMENT CONTROL - PHASE 2 C3.15 EROSION & SEDIMENT CONTROL - PHASE 2 C3.16 EROSION & SEDIMENT CONTROL - PHASE 2 C3.17 EROSION & SEDIMENT CONTROL - PHASE 3 C3.18 EROSION & SEDIMENT CONTROL - PHASE 3 C3.19 EROSION & SEDIMENT CONTROL - PHASE 3 C3.20 EROSION & SEDIMENT CONTROL - PHASE 3 C3.21 EROSION & SEDIMENT CONTROL - PHASE 3 C3.22 EROSION & SEDIMENT CONTROL - PHASE 3 C3.23 EROSION & SEDIMENT CONTROL - PHASE 3 C4.0 OVERALL LAYOUT PLAN C4.1 LAYOUT & UTILITIES PLAN C4.2 LAYOUT & UTILITIES PLAN C4.3 LAYOUT & UTILITIES PLAN C4.4 LAYOUT & UTILITIES PLAN C4.5 LAYOUT & UTILITIES PLAN C4.6 LAYOUT & UTILITIES PLAN C4.7 LAYOUT & UTILITIES PLAN C4.8 LAYOUT & UTILITIES PLAN C5.0 GRADING & DRAINAGE PLAN C5.1 GRADING & DRAINAGE PLAN C5.2 GRADING & DRAINAGE PLAN C5.3 GRADING & DRAINAGE PLAN C5.4 GRADING & DRAINAGE PLAN C5.5 GRADING & DRAINAGE PLAN C6.0 INLET DRAINAGE AREA MAP C6.1 INLET DRAINAGE AREA MAP C7.0 PRE DEVELOPED DRAINAGE AREA MAP C7.1 PRE DEVELOPED DRAINAGE AREA MAP C7.2 POST DEVELOPED DRAINAGE AREA MAP C7.3 POST DEVELOPED DRAINAGE AREA MAP C7.4 STORMWATER CALCULATIONS C7.5 STORMWATER CALCULATIONS C7.6 STORMWATER CALCULATIONS C7.7 STORMWATER CALCULATIONS C7.8 STORMWATER CALCULATIONS C7.9 STORMWATER CALCULATIONS C7.10 EASEMENT PLAN C8.0 STORM PROFILES C8.1 STORM PROFILES C8.2 STORM PROFILES C8.3 STORM & SANITARY STRUCTURE & PIPE TABLES gm4nn 1 1�11 11�- A.. LP1.20 BIORETENTION 1A PLANTING PLAN LP1.21 BIORETENTION 2A PLANTING PLAN LP2.00 PLANT SCHEDULE AND PLANTING DETAILS L U CRAIG W.1. KOTARSKI Lic. No. 0402048507 .,,a. 05-05-22,,zv. ^� E 0 N OV N N C > E w N E . w i 3 ¢ LL o 3 LL 2 O L M ¢ J U W W J -Lri V W 7� Z F Y 3 0 En 9w w = N N 2 U > N ¢� c a, O N � M OJ J ui z 0 0 x c� 0 x F 0 w w_ U z O 0 0 N z 0 f w Q DATE 0210712022 DRAWN BY R. VAN NIEKERld DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE zw J '-' (Y < O co Lu � Q OLL 0 ° U �I Q JOB NO. 46883 L TOTAL: 72 SHEETS SHEET NO. C0.0 SITE DATA (CONTINUED): TOTAL PROJECT AREA: AREA DEDICATED TO PUBLIC RIW: TOTAL DEVELOPABLE AREA EXISTING IMPERVIOUS AREA: PROPOSED IMPERVIOUS AREA: LIMITS OF DISTURBANCE: PROPOSED USE: PARCEL 06100-00-00-167CO = 25.73 AC. PARCEL 06100-00-00-16700 = 1.58 AC. 27.31 AC. 0.82 AC. 27.31 AC - 0.82 AC = 26.49 AC. 0.212 ACRES 10.22 ACRES 18.46 ACRES RESIDENTIAL PROPOSED UNITS: 130 - ONE BEDROOM APARTMENTS 124 - TWO BEDROOM APARTMENTS 30 - THREE BEDROOM APARTMENTS 11-TOWNHOUSE 295 TOTAL UNITS SETBACKS: FRONT: 5-FEET MINIMUM, NO MAXIMUM GARAGE: 18 FEET MINIMUM (FRONT LOADING PER PLAN), NO MAXIMUM SIDE: 5-FEET MINIMUM, NO MAXIMUM BUILDING SEPARATION: 10-FEET, NO MAXIMUM NET DENSITY: OVERALL NET DENSITY CALCULATIONS (BASED ON THE ALBEMARLE COUNTY GIS COMPREHENSIVE PLAN MAPS) NEIGHBORHOOD SERVICE CENTER (3-20 UNIT/ACRE) x 5.33 ACRES = 15 UNITS (MIN.) & 106 UNITS (MAX) URBAN DENSITY RESIDENTIAL (6.01 -34 UNITS/ACRE) x 14.95 ACRES = 89 UNITS (MIN.) & 508 UNITS (MAX) PUBLIC & PRIVATE OPEN SPACE AREA (ZERO UNITS/ACRE) = 0 UNITS (MIN. & MAX) OVERALL ALLOWABLE NET DENSITY: 104 UNITS (MIN.) TO 614 UNITS (MAX.) PROPOSED DENSITY: 295 UNITS / 27.31 ACRES = 10.80 DU/AC ALLOWABLE USES: THE ALLOWABLE USES FOR THIS DEVELOPMENT SHALL BE IN ACCORDANCE WITH SECTION 18-19.3 OF THE ALBEMARLE COUNTY ZONING ORDINANCE. BUILDING HEIGHT: THE MAXIMUM MULTIFAMILY BUILDING HEIGHT FOR THE DEVELOPMENT SHALL BE A 3 STORY BUILDING WITH A BUILDING HEIGHT NOT TO EXCEED 45 FEET. FOR EACH STORY THAT BEGINS ABOVE 40 FEET IN HEIGHT OR FOR EACH STORY ABOVE THE THIRD STORY, WHICHEVER IS LESS, THE MINIMUM STEPBACK SHALL BE 15 FEET. BUILDING 1 (6 TOWNHOUSES) SHALL BE 3 STORY. BUILDING 2 (5 TOWNHOUSES) SHALL BE 2 STORY OPEN SPACE REQUIRED: PER APPLICATION PLAN ZMA201900008 COMMON OPEN SPACE AREA = 7.49 AC (MIN.) OPEN SPACE TO BE DEDICATED TO PUBLIC USE = 1.1 AC ACTIVE RECREATION AREA = 1.0 AC (MIN.) CONSERVATION AREA DEDICATED TO PUBLIC USE = 5.89 AC GREENWAY TO BE DEDICATED TO PUBLIC USE = 0.12 AC TOTAL OPEN SPACE REQUIRED = 15.6 AC MIN (58.990/61 OPEN SPACE PROVIDED: COMMON OPEN SPACE AREA = 8.10 AC OPEN SPACE TO BE DEDICATED TO PUBLIC USE = 1.1 AC ACTIVE RECREATION AREA = 1.0 AC CONSERVATION AREA DEDICATED TO PUBLIC USE = 5.89 AC GREENWAY TO BE DEDICATED TO PUBLIC USE = 0.12 AC TOTAL OPEN SPACE PROVIDED = 16.21 AC MIN (61.19%) OPEN SPACE CALCULATION: 26.49 AC - (CONSERV. AREA 5.89 AC) - (PARK 1.1 AC) - (GREENWAY 0.12 AC)) X 25% REQUIRED OPEN SPACE = 4.85 AC PROVIDED OPEN SPACE = 7.49 AC (COMMON) + 1.0 AC (ACTIVE) = 8.5 AC ACCESS: THE PROJECT CURRENTLY HAS (2) ACCESS POINTS FROM RIO ROAD THAT WILL SERVE AS ACCESS TO THE SITE. THE DEVELOPMENT IS PROPOSING AN INTERCONNECTION TO TMP 61-167A AS SHOWN ON THE APPLICATION PLAN, RIO COMMONS (SDP-2021-00045). THERE IS ALSO A PEDESTRIAN AND BICYCLE CONNECTION FROM THE PROPERTY TO THE CITY OF CHARLOTTESVILLE PROPERTY ADJACENT TO THE DEVELOPMENT. FIRE & RESCUE: THE PROJECT SHALL CONFORM WITH ALBEMARLE COUNTY FIRE AND RESCUE REGULATIONS FOR FIRE PROTECTION AND ACCESS TO THE SITE. ALL DRIVE LANES WITHIN THE APARTMENT COMPLEX THAT ARE ADJACENT TO A BUILDING ENVELOPE SHALL BE 26' IN WIDTH FOR FIRE PROTECTION OF THE 3 STORY BUILDINGS. PARKING REQUIRED: PER SECTION 18.4.12 OF THE ALBEMARLE COUNTY ZONING ORDINANCE. 1.50 x 130 ONE BEDROOM APT = 195 SPACES 2.00 x 124 TWO BEDROOM APT = 248 SPACES 2.00 x 30 THREE BEDROOM APT = 60 SPACES 2.25 x 11 TOWNHOUSES = 25 SPACES 528 TOTAL SPACES REQUIRED** PARKING PROVIDED: 2 x DRIVEWAY SPACES PER (11) TOWNHOUSE = 22 SPACES 1 x TUCK UNDER GARAGE SPACE PER (11) TOWNHOUSE = 11 SPACES 450 REGULAR PARKING SPACES 28 ADA SPACES 17 GARAGE SPACES 528 TOTAL SPACES PROVIDED ADA PARKING REQUIRED: FOR 401 - 500 TOTAL SPACES, 7 ACCESSIBLE SPACES REQUIRED, 2 OF WHICH SHALL BE VAN ACCESSIBLE = 9 TOTAL ADA PARKING PROVIDED: 28 ACCESSIBLE SPACES PROVIDED, INCLUDING 6 VAN ACCESSIBLE SPACES TRIP GENERATION: PER TRAFFIC REPORT BY RAMEY KEMP ASSOCIATES, DATED MAY 24, 2021, THE TRIP GENERATION POTENTIAL OF THE PROPOSED NEIGHBORHOOD IS AS FOLLOWS: ITE TRIP GENERATION - TYPICAL WEEKDAY - 10TH EDITION LAND USE (ITE LAND USE CODE SIZE AVERAGE DAILY TRAFFIC (VPH) AM PEAK HOUR (VPH) PM PEAK HOUR (VPH) ENTER EXIT ENTER EXIT ENTER EXIT MULTIFAMILY HOUSING (MID -RISE) (221) 328 UNITS 893 893 31 87 85 54 RECREATION SPACE REQUIREMENTS REQUIRED PROVIDED TOT LOTS: 1 TOT LOT FOR THE FIRST 30 UNITS, 1 TOT LOT ACTIVE RECREATION AREA: 1.0 AC FOR EACH ADDITIONAL 50 UNITS = 7 TOT LOTS CLUBHOUSE: 6,112 SF TOT LOT SIZE: 5,000 SF FITNESS AREA: 1,503 SF SWIMMING POOL: 1,904 SF BASKETBALL COURT: ONE-HALF COURT FOR BASKETBALL RECREATION FIELD, 3703 SF FOR EACH 100 UNITS = 3 HALF COURTS TRAILHEAD PARK: 1.1 AC HALF BASKET BALL COURT: 2,100 SF GREENWAY TRAIL: 0.65 AC TOTAL AREA REQUIRED: 5,000SF*7+2,100SF*3=41,300SF TOTAL AREA PROVIDED: 1.0 AC+1.1 AC+0.65 AC=2.75 AC = 0.95 AC ALL PROJECT AMENITIES MUST BE COMPLETED PRIOR TO 50% OF THE UNITS RECEIVING CERTIFICATES OF OCCUPANCY BUILDING TYPE #OF BLDGS. SQ.FT. TOTALSQ•FT.IN DEVELOPMENT UNITS PER BUILDING UNITS IN DEVELOPMENT 1 BDRM 2 BDRM 3 BDRM TOTAL 1 BDRM 2 BDRM 3 BDRM TOTAL B 6 30951 185706 12 9 3 24 72 54 18 144 C 2 38363 76726 8 20 0 28 16 40 0 56 D 3 38375 115125 14 10 4 28 42 30 12 84 TOWNHOUSE 11 2841 31251 0 0 1 1 0 0 11 11 CLUBHOUSE 1 6112 6112 0 0 0 0 0 0 0 0 AMENITY BUILDING 1 3322 3322 0 0 0 0 0 0 0 0 408808 34 39 8 81 130 124 41 295 Original Proffers X Amendment PROFFER STATEMENT ZMA 2019-00008 Project Name: Rio Point (formerly, Parkway Place) Tax Map and Parcel Number(s): 06100-00-00-167CO and 06100-00-00-16700 Owner(s) of Record: Rio Point, LLC, a Virginia limited liability company Date: August 3, 2021 Approximately 27.31 acres to be rezoned from R-4 Residential to PRD - Planned) Residential Development Rio Point, LLC is the sole owner (the ""Owner") of Tax Map and Parcel Numbers 06100-00-00- 167C0 and 06100-00-00-16700 (the "Property"), which is the subject of rezoning application ZMA 2019-00008, a project known as "Rio Point " (the "Project"). The Rezoning Application Plan for Rio Point Development, prepared by The Timmons Group, comprised of a cover sheet (Sheet 0), the Site Layout Plan (Sheet 1), Notes (Sheet 2 ), Grading Plan (Sheet 3), and Frontage Improvements (Sheet 4), dated April 2, 2021, last revised June 4, 2021 is referred to herein as the "Application Plan". Pursuant to Section 33.3 of the Albemarle County Zoning Ordinance, the Owner hereby voluntarily proffers the conditions listed below which shall be applied to the Property if it is rezoned to the zoning district identified above. The Owner and applicant specifically deem the following proffers reasonable and appropriate, as conclusively evidenced by the signature below. 1. Road Improvements: a Upon written request by Albemarle County, Owner sh all dedicate approximately 0.82 acres of land ("Dedicated Area") for the future John Warner Parkway and Rio Road Roundabout, road frontage improvements, and shared use pathways, as shown on the Application Plan. The Dedicated Area shall be dedicated within ninety (90) days of the request by Albemarle County. The Owner shall bear the costs of preparing the subdivision plat necessary for the dedication of the Dedicated Area to Albemarle County. The Owner shall provide a general warranty of title in the deed conveying the Dedicated Area. (b) Upon written request of Albemarle County, but no later than five (5) years following the approval of ZMA 2019-00008, the Owner shall make a cash contribution toward the future John Warner Parkway and Rio Road Roundabout (2864483-1, 121567-00004-03) authority and shall incorporate a shelter, a rest bench, pedestrian access, and signage all in accordance with minimum standards consistent with similar existing public transit stops located within the County. The Transit Stop shall be installed and completed concurrently with the Rio Road Improvements. If any portion of the Transit Stop is located on the Property, the Owner shall dedicate it to public use or grant an easement as necessary to allow for the public access and usage of the Transit Stop. (b) Notwithstanding the provisions of subparagraph (a), following approval of ZMA 2019-00008, should the County prefer that a transit stop be constructed in the location of the current bus stop on City -owned property (Tax Map 06100-00-00-16900) on the north side of Rio Road East, or (b) should the County elect to receive funds for constructing the Transit Stop in lieu of the Owner's construction of the Transit Stop, the County shall notify the Owner in writing of the election to receive a cash contribution in lieu of the Transit Stop, and the Owner shall contribute Twenty Thousand Dollars ($20,000.00) to the County's Capital Improvement Program (CIP) as a cash contribution for construction of the Transit Stop in either location. The Owner shall make the cash contribution within sixty (60) days from written request of the County. [THE REMAINDER OF THIS PAGE IS INTENTIONALLY BLANK.] (2864483-1, 121567-00004-03) 3 improvements. Within ninety (90) days of receipt of the County's request, the Owner shall contribute to the County's Capital Improvement Program (CIP) fund Seven Hundred and Fifty Thousand Dollars ($750,000.00) as a cash contribution toward such improvements. (c) Owner shall design and construct certain road improvements along Rio Road,, including turn lanes, as shown on Sheet 4 of the Application Plan (the "Proposed Road Improvements"). The Proposed Road Improvements are conceptual and are subject to change based on County and VDOT recommendations. The Owner shall substantially complete the construction of the road improvements along Rio Road in accordance with final road plans approved by County (the "Rio Road Improvements") prior to issuance of the first certificate of occupancy for the Project. The Rio Road Improvements shall be deemed "substantially complete" by one or more of the following methods, whichever occurs first: (i) the Albemarle County Engineer or its designee determines them to be complete; (ii) they are constructed and inspected and the VDOT construction bond is released, or (iii) a VDOT official otherwise confirms that they are substantially complete. 2. Trailhead Park. (a) The Owner shall construct amenities in the trailhead park within the "Open Space, +/- 1.1 Acres," as noted on sheet 1 of the Application Plan and as approved by the County Parks and Recreation Department (the "Trailhead Park"). The Owner shall substantially complete the Trailhead Park amenities, (to consist of a minimum of 12 parking spaces, benches, trail connections, landscaping, public art and a gazebo or other small structure), prior to issuance .of ,the first certificate of occupancy. (b) Upon written request by the County, the Owner shall dedicate to the County by special warranty deed of fee simple title or grant of perpetual easement, whichever is preferred by the County, for no consideration, the approximately 1.1-acre Trailhead Park; as shown on the Application Plan. Upon dedication, maintenance of the Trailhead Park will be the responsibility of the County (unless the County conveys its interest in the Trailhead Park to the City of Charlottesville, in which case the City shall ' maintain it). The Owner shall provide and maintain the public access easement to the Trailhead Park as shown on the Application Plan. The Owner must make the necessary subdivision application for dedication within ninety (90) days of receipt of the County's request and shall complete the dedication within thirty (30 ) days of receipt of final subdivision approval.. 3. Transit Stop. (a) The Owner shall construct a public transit stop (the "Transit Stop") on the Property along the frontage of Rio Road East. The Transit Stop shall be designed and constructed in coordination with, and shall be approved by, the appropriate County (2864483-1, 121567-00004-03) ` �° Signature Page for Proffer Statement for Rio Point, Z >�2019-00008, TMPs06100-00-00-167CO and 06100-00-00-16700 OWNER: RIO POINT, LLC, A Virginia limited liability company (2864483-1, 121567-00004-03) 4 L U CRAIG W. 7. KOTARSKI Lic. No. 0402048507 -,,a. 05-05-22,,;Iv. ui a! 0 0 cD 0 x 0 w w a Z 0 In > a! 0 0 t7 N Z 0 f Z a_ L1 Lu w Z 0 N w w O 1 DATE 0210712022 DRAWN BY R. VAN NIEKER DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE > Z z I� OwV < ��r� co Q Z O LL O 7 O 0,� cl/ � O0 N LIJ JOB NO. 46883 SHEET NO. C0.1 L LEGEND ROADS SEWER TRAFFIC STOP BAR ® S�S�S EXISTING SANITARY SEWER m STORM PIPE & STRUCTURE NO. DROP INLET & STRUCTURE NO. S�SAN-W--DS PROPOSED SANITARY SEWER CURB O PROPOSED SANITARY SEWER LABEL 0 CURB & GUTTER WATER DRY CURB & GUTTER - EXISTING WATER LINE PROPOSED PAVEMENT g" yy PROPOSED WATER LINE PAVED DITCH e g" yy PROPOSED VALVE - JUTE MESH DITCH -T! lI" yy PROPOSED TAPPING SLEEVE CENTERLINE OF DITCH PROPOSED FIRE HYDRANT (COMPLETE) L p Y BENCH MARK GRADING CLEARING LIMITS T R-1 VDOT STANDARD STOP SIGN TC = TOP OF CURB BC = BACK OF CURB - - 200 - -- EXISTING CONTOUR EP = EDGE OF PAVEMENT TW = TOP OF WALL 200 PROPOSED CONTOUR BIN = BOTTOM OF WALL TS = TOP OF STAIRS +240.5 EXISTING SPOT ELEVATION BS = BOTTOM OF STAIRS TC 240.5 PROPOSED SPOT ELEVATION N/A = NOT APPLICABLE TO THIS PROJECT 0 PARKING COUNT CRITICAL SLOPES El JUNE 27, 2019 ACSA GENERAL WATER & SEWER CONDITIONS 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL 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 CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION. 3. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES, AS NECESSARY. 4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. 5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). 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, 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. 9. VALVES ON DEAD END LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. 10. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 11. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). 12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 13. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 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 INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA. 16. ALL WATER, SEWER AND FIRE LINES REQUIRE NEW INSPECTION AND TESTING PROCEDURES. THE ACSA PERFORMS ANY TESTING AND INSPECTIONS OF THE PUBLIC SEWER AND WATER MAINS . THE ALBEMARLE COUNTY BUILDING INSPECTIONS DEPARTMENT ACBID DOES A VISUAL INSPECTION AND WITNESSES THE TESTING OF THE BUILDING DRAIN, WATER SERVICE PIPE AND THE SPRINKLER LEAD-IN CONNECTION. THE DEVELOPER/CONTRACTOR IS RESPONSIBLE TO RETAIN A SPECIAL INSPECTOR AS OUTLINED IN THE UPDATED ALBEMARLE COUNTY POLICY FOR SITE UTILITIES TO PERFORM THE VISUAL INSPECTION AND TESTING OF ALL UTILITIES NOT COVERED BY THE ACSA OR ACBID. THIS INCLUDES BUILDING 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. 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 7:00AM TO 9:OOPM. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND STRUCTURES/IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCE: ALL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL EVENT. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES SHALL BE REPAIRED IMMEDIATELY. SILT TRAPS SHALL BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS SHALL BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH COLLECT SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WTIHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G.) 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B) GENERAL NOTES 1. CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS FOR AS BUILT DOCUMENTATION, AS REQUIRED BY THE LOCALITY. THIS INCLUDES, BUT IS NOT LIMITED TO, TESTING, INSTALLATION DOCUMENTATION, SURVEY, ETC. ALL REQUIREMENTS SHALL BE DISCUSSED WITH THE LOCALITY PRIOR TO THE BEGINNING CONSTRUCTION. 2. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION'S SPECIFICATIONS AND STANDARDS. 3. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL OF THE PLANS BY ALL FEDERAL, STATE AND LOCAL AGENCIES. 3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO BEGINNING ANY CONSTRUCTION WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING ACCESS). 4. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION ACTIVITIES. 5. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING CURBS, SANITARY LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION. 6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY CONSTRUCTION PURPOSES, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL BE EXCAVATED BELOW PLAN GRADE AS DIRECTED BY THE OWNER'S REPRESENTATIVE, BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED IN ACCORDANCE WITH SPECIFICATIONS. 7. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS. 8. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH ASTM-C-76. PIPE WITHIN THE RIGHT OF WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH CURRENT VDOT STANDARDS AND SPECIFICATIONS. 9. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT DRAWING DETAILS FOR REVIEW. CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS. 10. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED. 11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS. 12. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED TO BE RESUBMITTED TO THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION SHALL ACCOMPANY THE REVISED PLANS AND/OR THE DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED AND APPROVED BY THE ENGINEER. 13. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT FROM THAT SHOWN ON PLAN. IF THERE APPEARS TO BE A CONFLICT, AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THIS PLAN, CALL MISS UTILITY OF CENTRAL VIRGINIA AT 1-800-552-7001. THE OWNER SHALL BE RESPONSIBLE FOR THE RELOCATION OF ANY UTILITY WITHIN EXISTING AND/OR PROPOSED RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT. 14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND CABLE TV SERVICE TRUNK LINES. (N/A) 15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE COMPLETED PRIOR TO THE PLACEMENT OF AGGREGATE BASE COURSE. 16. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE ADDITIONAL FACILITIES AS DEEMED NECESSARY. 17. VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER'S REPRESENTATIVE FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). 18. A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE REQUIRED AT THE RATE OF 0.30 GALLONS PER SQUARE YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS. 19. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE FORECAST WEATHER CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS. 20. THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER FOR INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S). 21. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL PAVEMENT STRUCTURAL FAILURES PRIOR TO STATE ACCEPTANCE. (N/A) 22. ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO CONDITIONING OF THE SUBGRADE. 23. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS AND BE IN ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS. 24. APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A PREREQUISITE FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT MAINTAINED RIGHT OF WAY. (N/A) 25. GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE OF ROAD. (N/A) 26. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM SLOPE OF 0.004 ft./ft. 27. WHERE A TYPE "B" NOSE IS SPECIFIED ON AN INLET IN CONJUNCTION WITH ROLL FACE CURB AND GUTTER OR CG-7, THERE SHALL BE A 20' TRANSITION ON EACH SIDE OF THE INLET. (N/A) 28. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE STANDARDS AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE ENGINEER, OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS. 29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE (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 ICC/ANSI Al17.1-03. 30. THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT. 31. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES. 32. ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1 STONE WEDGE PLACED AT THE END OF THE DAY 33. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED. 34. RETAINING WALLS GREATER THAN 3 FEET IN HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS EXCEEDING 4 FEET IN HEIGHT REQUIRE A STAMPED ENGINEERING DESIGN ALSO. WALLS REQUIRE INSPECTIONS AS OUTLINED IN THE USBC. 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. 36. ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER SIDEWALKS. 37. BUILDINGS OR STRUCTURES BUILT BEFORE JANUARY 1, 1985 MUST HAVE AN ASBESTOS SURVEY PERFORMED IN ORDER TO APPLY FOR A DEMOLITION 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. 38. LIGHTING NOTE: EACH OUTDOOR LUMINAIRE EQUIPPED WITH A LAMP THAT EMITS 3,000 OR MORE INITIAL LUMENS SHALL BE A FULL CUTOFF 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 SHALL NOT EXCEED ONE HALF FOOTCANDLE. FIRE PREVENTION NOTES 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. 2. AREAS WHERE SMOKING CAN OCCUR SHALL HAVE APPROPRIATE RECEPTACLES FOR DISCARDED SMOKING MATERIALS PER VIRGINIA STATEWIDE FIRE PREVENTION CODE. 3. PER THE VIRGINIA STATEWIDE FIRE PREVENTION CODE VEHICULAR ACCESS FOR FIREFIGHTING SHALL BE PROVIDED AT ALL CONSTRUCTION AND DEMOLITION SITES, PROVIDE ACCESS TO WITHIN 100 FT. OF TEMPORARY OR PERMANENT FIRE DEPARTMENT CONNECTIONS, AND HAVE NO OVERHEAD WIRING OR OTHER OVERHEAD OBSTRUCTIONS LOWER THAN 13 FT. 6 INCHES; THIS ACCESS MAY BE VIA PERMANENT OR TEMPORARY ROAD, BUT SHALL BE CAPABLE OF SUPPORTING FIRE APPARATUS IN ALL WEATHER CONDITIONS. 4. CONTRACTOR SHALL ENSURE THE STREET NUMBERS ARE ALWAYS PLAINLY VISIBLE FROM THE FRONTAGE STREET DURING CONSTRUCTION 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 ARRIVE ON SITE. 6. WASTE AND COMBUSTIBLE DEBRIS SHALL BE REMOVED FROM THE BUILDING AT THE END OF EACH DAY AND DISPOSED OF IN ACCORDANCE 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 LEVELS WHERE COMBUSTIBLE MATERIALS HAVE ACCUMULATED, IN EVERY STORAGE AND CONSTRUCTION SHED AND IN AREAS OF SPECIAL; HAZARDS, SUCH AS WHERE FLAMMABLE AND COMBUSTIBLE LIQUIDS ARE STORED OR USED, IN ACCORDANCE WITH THE VIRGINIA STATEWIDE FIRE CODE. 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. BLASTING NOTES 1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT. ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES 1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION OF DAMS. 2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES. 3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION CONTROL INSPECTOR. ALBEMARLE COUNTY ENGINEERING GENERAL CONSTRUCTION NOTES 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT OF WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT. 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND MUST BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. 5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL:VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. 8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS III. 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). Albemarle County Engineering Final Plan General Notes Pagel of 4 ALBEMARLE COUNTY FINAL PLAN GENERAL NOTES General Construction Notes 1. Prior to any construction within any existing public right-of-way, including connection to any existing road, a permit shall be obtained from the Virginia Department of Transportation (VDOT). This plan as drawn may not accurately reflect the requirements of the permit. Where any discrepancies occur the requirements of the permit shall govern. 2. All materials and construction methods shall conform to current specifications and standards of VDOT unless otherwise noted. 3. Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and shall be installed prior to any clearing, grading or other construction. 4. All slopes and disturbed areas are to be fertilized, seeded and mulched. 5. The maximum allowable slope is 2:1 (horizontal:vertical). Where reasonably obtainable, lesser slopes of 3:1 or better are to be achieved. 6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the County Engineer, or designee, it is deemed necessary in order to stabilize a drainage channel. 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices. 8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III. 9. All excavation for underground pipe Installation must comply with OSHA Standards for the Construction Industry (29 CFR Part 1926). Rivanna Water & Sewer Authority (RWSA) General Water & Sanitary Sewer Notes Last Revised: April 2016 1. All materials and methods of construction shall comply with the latest version of the General Water and Sewer Design and Construction Standards - Version 1.0, adopted in December 2015, except as modified below or modified in special notes. eP 2. RWSA shall approve all construction materials and methods of construction. A preconstruction conference shall be held with RWSA prior to the start of any work. 3. The contractor shall be responsible for notifying Miss Utility (1-800-552-7001). 4. RWSA Engineer (Victoria Fort at (434) 977-2970 ext. 205) shall be notified three business days prior to the start of construction. 5. All work is subject to inspection by RWSA staff. No tie-ins to the existing system shall be made without coordination with and the presence of RWSA staff. No work shall be conducted on RWSA facilities on weekends or holidays without special written permission from RWSA. 6. For sanitary sewer line construction RWSA may require bypass pumping for tie-ins to the existing system. All doghouse manholes must be pressure -tested before a connection is made to the system. 7. The location of existingutilities as shown on the plans is from data available at the time of design P and is not necessarily complete or accurate. The Contractor shall be responsible for the verification of the location size and depth of all existing utilities both surface and subsurface. The Contractor shall immediately notify the Engineer of any discrepancies between the plans and field conditions. The Contractor shall use due diligence to protect all utilities and structures from damage at all times, whether shown on the plans or not. Damage to any existing utilities shall be repaired by the Contractor to the original condition at no additional cost to the Owner. 8. Erosion and sediment control facilities shall not be permitted in the RWSA easement without special written permission from RWSA. No grading shall be permitted in the RWSA easement unless permitted otherwise by RWSA in writing. 9. No blasting shall be permitted within 100 feet of RWSA facilities without written permission and RWSA approval of the blasting plan. Ground monitoring during blasting and a pre -blast survey may be required. For blasting within 100 feet of any operative RWSA sewerlines, bypass pumping and/or pre- and post -CCTV may be required. RWSA may also require certification from a licensed professional engineer stating that the proposed blasting will not damage any RWSA facilities. Damage to any utilities due to blasting shall be repaired by the Contractor to the original condition at no additional cost to the Owner. 10. The contractor shall observe minimum separation requirements for utility crossings. When a crossing is made under an existing facility, adequate structural support shall be provided for the existing pipe. The area of the crossing shall be backfilled with compacted 57 stone to the springline of the existing pipe. 11. New water main installations shall be pressure tested, chlorinated, flushed and have water samples approved prior to making any permanent connection to the public water system. Approved methods of filling and flushing new water mains will be required to prevent any contamination of the public water system. 12. All easements for new RWSA facilities shall be recorded prior to placing the new facilities into service. 13. No permanent structural facilities will be pemuitted in the RWSA easement. This includes building overhangs, retaining walls, footers for any structure, drainage structures, etc. 14. Trees are not permitted in the RWSA easement. U CRAIG W.1. KOTARSKI Lic. No. 0402048507 -,,a. 05-05-22,,zv. ^� E 0 N OV N C > E w N E w i 3 Q LL y0 3 LL 2 O L M Q J U 00 W J -Lri C7 W N N v 30 �_ w U) _ N 2 U > N C vi Q, O N � M d� OJ J ui z 0 0 x M 0 x F 0 w w_ Z 0 m 0 0 CL O cc 0 N Z 0 f Z 0 a N w 0 Z 0 N w QC 9- W O DATE 0210712022 DRAWN BY R. VAN NIEKER DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE J z�Q LL ~� O2: wo w m < 06 00 `) LU c1--/1 l o O U z JOB NO. 46883 SHEET NO. C1.0 L 4 2„ R C LTI O CONIC CURB AND GUTTER CLASS 3A, (Fe=3,000 PSI) CONCRETE CONCRETE BUMPER BLOCK ANCHOR WITH 5/8" REBAR ;^ VA. SIGN FOR THE DISABLED ON 0.80 GAUGE 6" IMBEDDED 24" IN GROUND HANDICAP SIGN ALUMINUM. COLORS: GREEN BORDER & U CRAIGW 1. KOTARSKI� \/ 4 1"A, 2.0" ASPHALTIC CONCRETE SURFACE COURSE - SM-9.5A LOCATION (VAN) HANDICAP SIGN / LEGEND, BLUE SYMBOL FOR ACCESSIBILITY, WHITE BACKGROUND. Lic . No. 0402048507 05-05-22� 13" a ° ° LOCATION (TYP.) j a d ° 7 / 3.0" INTERMEDIATE BASE COURSE - BM25.0 1/ — opt SS+I- O COMPACTED n° .a ., A ° 4. RESERVED RESERVED SIGN ONAL SUBGRADE o 0 o EO FACE OF PARKING PARKING STD U POST a �� a ° 8" TYPE 21-B AGGREGATE SUBBASE COURSE CURB GALVANIZED \ r T CONTINUE 21B STONE PAINTED PER 2% MAX. 18, 18' 4" MIN. 4„ BASE FROM ADJACEN \\\\/�\/�\/�\\/�\\/�\\/�\/�\\ 4„ VDOT g PAVEMENT SECTION SPEC. PAINTED N 0 \ �\ UNDER CURB COMPACTED SUBGRADE STRIPE E s" s" z'-o° (TYPICAL) PB &TY PBA10 E DENOTES HEAVY DUTY ASPHALT PAVEMENT ON PLANS 8' 8' , TYPICAL VAN $M-$500I IIIQ-5500FIRE TOWAWAYZOPE TOW AWAY ZONE 6' D; _ — � w v 3 VDOT STANDARD CG-6 CURB &GUTTER F ACCESSIBLE ACCESSIBLE HANDICAP SPACES REGULAR SPACE T yqN POST TO BE ¢ U. o 3 w O o ^� ¢'E' No Scale DRIVEN s z 6' ABOVE ACCEDE 6' ABOVE w � — Ln O NYLOPLAST DRAIN BASIN WITH DOME GRATE FINISHED FINISHED a > o ry GRADE GRADE ZF HEAVY DUTY ASPHALT PAVEMENT SECTION TYPICAL PARKING SPACE DETAILS (1,2) INTEGRATED DUCTILE IRON GMTETG MATCH IYSI"°'°' o U) N SPACES SHALL BE IDENTIFIED BY ABOVE GRADE o a GO o No Scale No Scale SIGNS AS RESERVED FOR PHYSICALLY x v rvBID z R=%<, DISABLED PERSONS. PROVIDE ONE (1) R-7-8 ¢ m SIGN AT EACH PARKING SPACE INDICATED ON I I I_I I I _I I I_I I I —_III 0 N N > MINI MUM PIPE BUPoA DEPTH PER PIPE (SI ADPPIERANCiEsvARIAHE MANUFACTURER a°-Sm•AccaRoworoIRAN3 e 1 CONTROL JOINT SPACED AT WIDTH OF WALK (MAXIMUM) SITE PLAN. SIGN SHALL BE ALUMINUM (PAINTED WHITE) WITH GREEN LETTERS AND �^ M 11 Lu (3)VARIABLEINNERTHEIG-VRS RECOMMENDATION AVAILABLE(ACCORDINGTO NON -SLIP BROOM FINISH : :. ; v (MIN. MANUFACTURING PIANSRAxEOFT) RED. SAME AB MIN. SUMP) ` EXPANSION JOINT AT MAX INTERNATIONAL WHEELCHAIR SYMBOL. SIGN "4. °•• OF 30', WITH PREMOLDED SHALL BE PLACED ON STEEL POST 1-1/2" 0 2 LLM EXPANSION FILLER PAINTED BLACK SET IN MIN. 2' OF CONCRETE. vARIABLE SIAr DEPTFI VARIABLE WIDTH' CONIC. WALK M (SI ACCORDNGTOPLAS @' MIN e• tPMINARGV x��l MAX. CROSS SLOPE 2°k (4) VARICUSTYPESOFINLETBOUTLETALI PIERS WED OF 4•MINON g-N BASED ON MAUFACNRING RED) Ilj AVAILABLE -3YFORCORRUG4TEDHDPE 8' MIN CN BP (ADS N-+2MACOR OOALWALER(EX ACOR 91NGLE WALL), N-12 HP P/C SOR35). ID °/PVCOIW(IXSCH4q ° °� // / / / //. < 'O• C.WRRUG„FDBPoBBEDWD 40), FVDC PVCCBIEDNO ,\,�/, / \ :° >� �� .�� � , ADA PARKING SIGNS SIGN AND POST DETAIL �WATERTIGHTJOINT < n(CORRUGATED THE BACXFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER HOPESHHOWN) GRANULARMATERAL MEETING THE REQUIREMENTS OF CLASS I, CASS ILORCLASUL MIVIERAL DEFINED IN ASTMDSHAU No Scale No ScaleNS-9V *m/ RSURFAS BEDDING S HW PABDI FOR SURFACE DRAINAGE IN CE SEAL BE PIACEnaconrACTEouNIFORMLrINAccoRD,wcEwITHA9TMD2Jz,. /� 4' 3,000 PSI AIR -ENTRAINED EXISTING PAVEMENT PROPOSED PAVEMENT >FCONCRETE FN \��\//\��\��\��\��\��\��\��\��\��\��\��\\��\��\��\��\�/�\ ¢ x•- GGOMEGR T ssw eEoocT�IRO PER PSTM GRDE'B°GR z-x•61a DONE GRerESFIraMOrxE GRaN EASING WITH THE USE COMPACTED SUBGRADE 4" TYPE 21 B STONE COVER COMPACTED SUBGRADE 4" 21-B STONE d SAWCUT THROUGH a U MATCH EX. CROSS NOTE: PROPOSED J PAVEMENT MUST TIE EX. SURFACE w SLOPE UNLESS OTHERWISE z O o CONCRETE SIDEWALK JOINT DETAIL DATE OF A PVC GCOYTOP. sH DRAWING NO.. M1.111LOIs. ]- DEAN EARN To PP CIWOMMABWACIVRFOMCORMINGTORAN THIS MINT DISCUSSES SUBJECT MATTER IN WHI pYNNGY EK MATERIAL iwVErtwxANE X COURSE w SPECIFIED ON PLANS > METALS. RISERSOAENEEDEDFOR&91wONGRWDUETOSHMlNG NYLWV ASPROFRIITARYRIGxrS. THERECEIT BUFpM1.WD�R RESTRICTIONS11EDRYWXGNO.IW1-I,DIX6. OR POSSESSION OF THIS PLAINT DOES NOT CONFER, DATE IREGG RMRNTw-fW IN WITH EXISTING w & REMOVE � 0210712022 No SWIe .- MUINADE coxxECTKHsruGAwTTIp11NE$$sxM1CONFgAIro T.SFER. OR ODENSE THE LSE OF THE DESIGN DR N� [' FAi1rIDTEs6NN ASTM D3212 FORCORRUGTfD HOW IN* wIZNWGJR DUYWAU4 TSCHRI NFORMrM SHOYM HEREIN SERIES. wx NPURBROOMWE �l �x1W N-IBH1.FVCSEWERK M1 REPROOUMON0FTHISPRIxTORMYIxFOFMBTXX TITLE S-AUMIERSWNDE MCLNTEDa WANGIEVrOW TODETRNwE CgITAINU)FEREIN. GRMwuFACfuREOFOHY M1E W14x oRuxlMsxwnx DOLEWRE MINIMUMMa ARTICLE nEREFROM, FORrxsOLscLwLF+EroorxGRs WGI[BFEGIxBTAUA,ICMDETYL IS FORBIDDEN EXCET SYSPECEIG'MUTrFH - i; .A, ..y ." DENOTES CONCRETE SIDEWALK PAVEMENT ON PLANS PAVEMENT PAVEMENT PROPOSED 2' MIN. SURFACE O } TOP OF CURB 4„ 1 1 R=2" DRAWN BY e-r BPDOMEGMTESIMW:NOLOWRATU'G. PERMISSION FROM NYLWAST RAWYT wDaY " xME IHx MEET 'DF' DwMG ""-IIpW1 REv D wJ. NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN ACCORDANCE WITH I I *THE DEPTH OF CURB 2"+ COURSE R. VAN NIEKER VDOT STANDARDS. THE COLOR OF ALL FLATWORK SHALL BE MAY BE REDUCED AS "UVA CANVAS" \ \\\ \\\ ° 6 MUCH AS 3" (15" EXISTING DESIGNED BY NYLOPLAST DRAIN BASIN WITH STANDARD GRATE \�j\�j\ ' . a DEPTH) OR INCREASED AS MUCH PAVEMENT • • J. DENKO CONCRETE SIDEWALK PAVEMENT SECTION H, 2I INIE(RUTRTCH WEIRON FRAME8GATE TO MATMf LE O.D. /�\\/��\ SURFACE " AS 3" (21" DEPTH) IN ORDER THAT THE MILL EX. SURFACE COURSE BASE COURSE • No Scale CHECKED BY - +e•MwWIDTH wID3uxe .° BASE VDOT A-3 CONCRETE BOTTOM L THE CURB WILL COINCIDE SAWCUT EX. EDGE OF PAVEMENT AGGR. COURSE • • C. KOTARSKI IF MIN THICKNESS MIDEDNE MINIMUM PIPE BUEu 2.0"BITUMINOUS CONCRETE SURFACE COURSE -SM-9.5A \ \ /��� \\ \\ CONTINUE 21B STONE g BASE FROM ADJACENT WITH THE TOP OF A COURSE OF THE PAVEMENT • • SCALE PAVEMENT REPLACEMENT JOINT DETAIL No Scale °MANUFAMREE (G)VARIABLE ICCORINGTO nvnILABLE(ACCERDINcro PAVEMENT SECTION UNDER CURB SUBSTRUCTURE. IN.MANENDATOIJ pLANS/fpKEOFF) (MIN. MANUFACTURING NIADAPIEN (B,IITRAFDL)ADE: ONLY, ATESLRBOCRETESLAB UST RED, SAME AS MN suMP) AGL6 CONCRETESLABILL Musr BE 61F TYPE 21 B AGGREGATE BASE COURSE OTHERWISE, THE DESIGNED WOCON CONSIDERATION TAMING IWO AfFYDMGTo LOADING, IwTHER APERATONDEGGN FILCONORIONS, vAODDR NGIDV TRAFFIC APLICANMTRAGN FACTORS. R,ws � UB BASEJ DETH IS TO BE 18" A$ • SEED AWNGNOAOTHER SEE DRAWINGNO.TOM-110t11FORNCNTPAFFICINSTALATON. SHOWN. \/\\/�\\/�\\/�\\/�\\/�\\/�\\/��je. COMPACTED SUBGRADIE SIGNAGE NOTES: (31 VARIABLE SUN DEPTH ACCORDINGTOPLANS )Af1 @• MIN.ON F-24•, tV MIN_ onl _i• �1 1. ALL SIGNING AND PAVEMENT MARKING SHALL BE IN ACCORDANCE WITH VDOT STANDARD CG-2 CURB (4) VMCUSTYPESOFINETBWTLETAOVPTMS j 1'MIN ONS-N BASED ON MANUFACTURING REO.; AVAILABLE N-1w: P-3V FOR WRRUGATIANCOR (AEWAUL)) NNCOROUALWALL WERGEXHACOR 8'MINON3P SINGLEwuuNN-IZHPNIvcsEwERREx sDRSN), DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS THE MOST CURRENT EDITION OF EACH OF THE FOLLOWING AND ANY REVISION THERETO: am No Scale P°CDN"IER: CORRUSUGGAeCHq,wE�REDPVC A. MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. WATERTIGHT DINT THE BACKILL MATERIAL SHALL BE CRUSHEDSTONEOROIHER B. THE VIRGINIA SUPPLEMENT TO THE MANUAL ON UNIFORM TRAFFIC (CORRUGATED HO�PE��� SHOWN) GRANULnx MATERIAL MEETING THE REQUIREMENTS OF CLASS I, EXISTING PAVEMENT PROPOSED PAVEMENT CONTROL DEVICES. CLASSIHORCLA3UL FOR SURFACE DEFINED IN ASIMDSHAU SURFACE DRAINAGE INLETS CEWI HAM PLACED 8 COMPAClEO UNIFORMLY IN ACCORDANCE WITH AM DTJ21. PLACED COMPACTED C. THE VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AND BRIDGE LIGHT DUTY ASPHALT PAVEMENT SECTION a SPECIFICATIONS. t-e•-srsrsmvm ORATEssxNLEEouaIIEIROx PelwslMAve SAWCUT THROUGH o_ MATCH EX. CROSS I EX. SURFACE W D. THE 2000 INTERNATIONAL FIRE CODE. No Scale GRACEAMl6. U SLOPE UNLESS OTHERWISE 2-17 M'FRwCSMMILSEDI ALE IR MR0.h,MARISGR.DE,O 5 f S I V UMBWD GI FR DRECTLY ONTO DUN BASIN S WITH THE s-DRATLWdNTOMG@TCMMWUFKTIREOAC INGMP IETNLG. SAnExFEDFnFORWaINsa�RPl•ouETosllwlNc X COURSE WUSEOFAMEDDYSPECIFIED ON PLANS W &REMOVE 2. SIGN LOCATIONS ARE APPROXIMATE AND ARE TO BE MODIFIED IN THE FIELD TO AVOID CONFLICT WITH UNDERGROUND UTILITIES OR OTHER EXPANSION JOINT WITH REBIRIcnoxs. SEE SPAWNERS R`l.nG% THISPRINT DlsaosESYIBJECf wrTFx Ix YT1ILT DNANNGY EBC MATFAUI s13PVFXd1AAYE ONS < -M rmPOSSES ASPRCPRIErARTIDOES.TCONFRR EIEcw,GAMMs USJowM(a PREMOLDED EXPANSION 1/4" SEALANT PAVEMENT PROPOSED CONSTRUCTIONS, AND TO COMPLY WITH STANDARDS REFERENCED IN 0 D3212FN CrlUl -'ssHFum w-4 A-12HP&ZFDRcgiROrATEDxDTE IADBMIMIAVCORLWLWNL) OESxOTESIGNO WTE 1-3yY R«DGN14ffi3M3 2'MIN. T.SFEESSIONOETHISPILEE xDAPTER Pvc sEwwnu. LCENSETHE Eorrne oeslGx OR FAx xuuw s-AWaTERscW aEMO(.xr aAxrWGlEO•TosaO•. roDErvaswE rEcnxlcN wvoRwnax snawN xEREW NY O a$1 �Ii10N �R wx RgJ%irxo.NAw I .ryIOPMMumn FILLER, "ZIP STRIP" OR NON -SLIP BROOM FINISH SURFACE NOTE 1 ABOVE. MINIMUM ANGLE BEFWEENA➢W FBSGEDRARNGNSD014IWZ REPROOUCTIax OETHIS PRINTWAxr PIFONIMTRI 6-Iz-3Y STANOA9OgGTEssMNLMFFrIF]o L00D MrxG COARAINEDFEREIN, ORMWUFACruREC£OHY �� A11Ax T' oRAlxBwxwllx srAwAwfAATE EQUIV., SEAL WITH WWF 6x6 W2.9xW2.9 2" * COURSE r -TEroOTHEPs amx GFECIxsrAUAIIGI CETUL ARTICLE HEREFROMT B SxE CIIFIC WRITTEN ROCONCRETEO SNN Arm ON UGnT DUTY WINE. plLY�NOCONCRETECgRMXEFTEO Fpi MGxrdRV1UTING IPERMISION FE NC BY SPECIFIC WAHTM.N O ONLY: PERMISSION FRCMNYLCFlA4T WJ MIMM wDBw " SCALE 1°0 SIEFT IDFI DWG NO. 1[01A161Y qFY x (P SILICONE SEALANT 2" 3. ALL SIGNS AND PAVEMENT MARKINGS ARE TO BE FURNISHED AND � 10" 3,000 PSI AIR ENTRAINED e ` a T EXISTING PAVEMENT INSTALLED BY THE CONTRACTOR. ALL SIGNS TO BE FURNISHED AND INSTALLED WITH STANDARD U POST GALVANIZED BY THE CONTRACTOR. 'A•� s`' xs eARS a V. c-c TYP. *3 BARS M e' A PORTLAND IN IN i� IN IMMMMMMM < V ) _ 1.." r A '' I I I I I I �� A e - I T B KII CEMENT CONCRETE 6" TYPE 21A STONE COVER / / /y MILL EX. SURFACE COURSE BASE COURSE EDGE OF PAVEMENT AGGR. BASE SOLID WHITE LINE 2411 (TYP) STOP 7 z _ ~� J Q LU IAETER COMPACTED SUBGRADE L J O m Q 4777 �1 T NOTE: PROPOSED PAVEMENT MUST TIE 12' L� I TTTTTTT-I TTT-.... .., DENOTES CONCRETE SERVICE AREA PAVEMENT ON PLANS IN WITH EXISTING PAVEMENT STD. (VARIES) O O (n R1-1LIJ }} NOTE: STOP SIGNS TO BE30"WITH STOP BAR DETAIL Q HEAVY DUTY CONCRETE SECTION PAVEMENT REPLACEMENT JOINT DETAIL STRUCTURE SIZE AU PLAN PLAN 00 No Scale No Scale WALL THICKNESS VARIES HIGH INTENSITY SHEETING NO SCALE Z m I :. LASS AT CONCRETE "' CLASS AT CONCRETE ,:' SECTION A -A raTEs� SECTION B-B 10 I.' I ll;. ' j'1111111111 I'I�I�IIII 'i'lll'EXIST _ _ ______ _____ METAL INSPECTION FRAME W SOLID LID GRADE � (NEENAH R-7975 OR EQUIVALENT) SOLID WHITE LINE 1. THE STANDARD SAFETY SLOB CSL-O IS TO BE USED ONLY WHEN SPECIFIED IN THE PLAINS ON THE DRAINAGE SUMMARY SHEET AND/OR THE DRAINAGE DESCRIPTION. FOR MANHOLES. _ — — - - - - - - - _ III —III- J" CONCRETE COLLAR JUNCTION BOLES, AND DROP INLETS WITH HEIGHTS GREATER THAN 12 FEET, THE SPADING OF ADJACENT SAFETY SLABS SHALL BE S' TO IF WITH NO SAFETY SLAB LOCATED WITHIN a FEET OF THE TOP OR BOTTOM OF THE STRUCTURE. SAFETY SLABS SHILL NOT BE LOCATED BELOW ANY MET PIPE OF 30'• DIAMETER OR GREATER. — _ -, —_ - — —_ _ J _ _ III- III—i—III—III—III—III_ III— I —III —I -i- I I--III—III—III—III—I I � I I 1-1 I I I I—� I CRUSHED STONE BEDDING 6' 2. THE COST OF THE S.-1 IS INCLUDED IN THE COST OF THE STRUCTURE. SEE CAST IN PLACE DRAWINGS -1 I=III—III—III=III— 'N—III III I FOR FURTHER DETAILS IRE TO BE STAGGERED FROM ONE SIDE AC STRUCTURE TO THE A ACCESS WHERE OTHER WHERE MPLIC/BLE. STEPS IRE TO BE STAGGERED ACCORDINGLY. _ •3 BARS M ✓r C-C TYP. —"I—"'—" 2" ASPHALT c 6" COMPACTED VDOT 6" DI CLEANOUT 4. SAFETY SLAB MAY BE CASTASTCON OR PRECAST. CAST -IN -PLACE CONCRETE TO BE CLASS A3 W000 P50. PRECAST CONCRETE IS i0 BE A4 (4000 PSI). REINFORCING '.' ' ' ' ' ' ' ' ' •:' STEEL TO BE IN ACCORDANCE WITH AASHTO MON. •: ,i :��^.%. ,r :,i .:. : ���-, • ., #21 B STONE BASE 2' 2' 3• LESSACCOE�THAN 30" TIE ACCESSGS MAY BE °OPENNGTSHALL ER ON BE RE TC µGULIRE. EI(STRRUCTUREE WDTRUCTURE DTHHBY COMPACTED PLUG AT END (TYP.) (TYP.) 30" LONG). SUBGRADE - 95% S.P.D. OF LINE TYPICAL PRECAST UNIT �� TYPICAL CONCRETE SAFETY SLAB FOR DROP INLETS, SREFC�ERENCEN 3D2 CLASS A - TYPE 2 LOW MAINTENANCE SHARED USE PATH STRIPING AND SIGNAGE DETAIL ROOD BRIDGE STANDARDS DA MANHOLES AND JUNCTION BOXES CLEANOUT DETAIL O HET1 DF1 REVIBION DATE VIRGINIA DEPARTMENT OF TRANSPORTATION No Scale — 10e.1A No Scale No Scale JOB NO. 46883 SHEET NO. C1.1 0 m 0 3 CL 9 0 o o O 0 CLOD -Z .2O c � -6 m -6 a �W Is D- 0 0 d IY N W O w a F N 0 O '§ CL N � 2 Y MN % � W X C 0.0 But £ 2 m h 0 0 2 d� Eg a LM 06 a ROM °a 0 o � W o W .— LD � c 2 LD m W 0 C 8 ID n8 0 w c E F L 4" DIAMETEF AND VALVE �rIM:7 1\LJII\/111YLV VVIIYI ,,, I:I.VJ ON-LINE (TYPE "B") PLUG 8"MIN EMBEDMENT SPRING LINE O OF PIPE NO. 68 STONE - - REMAINING BACKFlLL SHALL NOT CONTAIN ROCK MATERIAL LARGER THAN 5" IN ANY DIMENSION -INTIAL BACKFlLL+ (6 LIFTS) * THOROUGHLY COMPACTED BY HAND OR APPROVED MECHANICAL TAMPER -HAUNCHING -BEDDING 6" max 4" min -FOUNDATION (SHALL BE REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE VHRICJ THREADED COUPLING NOTE : NIPPLE AND PVC PVC SLEEVE o CAP 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE j LUBRICATE ALL THREADS BACKFILLED ENTIRELY WITH NO. 21A STONE. 2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED THRUST BLOCK METER BOX (SEE FIG. W-7) AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 STONE SHALL BE PROVIDED' VALVE OX 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" NO. 57 STONE BEDDING OF NO. 68 STONE ' M.J. FITTING 2' PIPE SLOPED TO DRAIN IF - GRADE ALLOWS VARIES VARIES 2" BRASS PIPE TYPICAL SEWER PIPE WATER MAIN AND VALVE 2" THREADED TAP INSTALLATION IN TRENCH ARE SAME SIZE PLUG DEAD END NTs FIG. S-3 (TYPE "A") TYPICAL BLOW -OFF ASSEMBLY NTS FIG. W-8 �q DI-3q J8, 3C EXPANSION KEYED COAST. BARmJ�O BARS INT BAR zM ����Av��w• ----------------------�����.*�jt• 1 2._0,. 6'MIN. PLAN SECTION A -A 10 'MAX. D' MAX. [ -A KEYED CONST. JOINT WARPED L-VARIABLE - MAX. 20' CUTTER 211-0" B" 2•-6•• �B" 3-p• 2" APPROACH B S m M6 A GUTTER --- a I- ----- ------------- s c I I EI BAPSFBAPSE �BN 03" DIMETERWEEP HOLE FRONT ELEVATIONBAPS FBSRs B - - (GUTTER REMOVED) 5%,/,' BENT PLATE SECTION B-B TYPE A NOSE DETAIL SHALL BE USED WITH CC-3 & CG-] STNDAiDS.•••Y •.•; 1/i R ° L2,/i'X2V+"%1/,' TYPE B NOSE DETAIL SHALL BE USED WITH CG-2 & CG-6 STANDARDS, TYPE A 1 GN.VANI D TYPE B O X 4" STIR SHEAR WELDED GMVN4ZED PLATE FOR TYPE A TO BE BENT O" AN IDTC. LE OF BB•30' TO ANGLE IRON AT 2'C- CONNECTORS AM IS ANCHORED WITH ,hX 4" STUD SHEARNOSE DETAILS WELDED TO BENT PLATE AE AT 2-C-C. 2„ E47APPIR. PAVEMENT DI-3A L DII L DI-3C L WARPED PAVEMENT H ir x -- - - -- x FLyTI FLOt+' •_TO..I l 1 DETAIL WHEN USED FOR USE ON GRADES ADJACENT TO CURB FOR USE IN SAGS WITHOUT GUTTER BOTH SIDES TO BE SYMMETRICAL `VDC)T SPECIF CATON ROAD AND BRIDGE STANDARDS STANDARD CURB DROP INLET REFERENCE SHEET 1 OF 2 REVISON DATE 12" - 30" PIPE( MAXIMUM DEPTH (H) 8' z33 .... ... Gann VIRGINIA DEPARTMENT OF TRANSPORTATION 302 SEE STMDARAD SL-1 FOR APPLOMLITY OF SAFETY MARS. B STANDARD MH-1 THEE' 1 FRAME & COVER THE TOP OF MASONRY IS TO BE LEFT L ADJUSTMENT LOW TO PERMIT PROPER GRADE BY OF COVER AND FRAME TO GRAPE S THE USE OF MORTAR OR BRICK AS DIRECTED BY THE ENGINEER. 302 ST-1 •T • �A SECTION B-B BRICK CONCRETE OR CONCRETE BLOCK 45' B NOTE, MIN. 60' DIAMETER MANHOLE REQUIRED. }}} IWi1RE PVC CROSS USEAPPROVEDFLEXIBLE RUBBER GASKETED STOP COUPLING 27' PIPE STRAPS (STAINLESS STEEL) SPACED EVERY 2' VERTICALLY i-90' RESTRAINED BEND E '4 ". , 4 •�/ A A MAIN SLYER �•4i' 9 •y.4''a •s.4" PIPE PLAN PROFILE MIN. 6' BEDDING WITH NO. 68 STONE 1. HEIGHT OF THE VERTICAL DROP PIPE WILL BE DETERMINED BY THE ACSA, BUT SHALL NOT BE LESS THAN TWO (2) FEET. 2. VERTICAL DROP PIPE SHALL BE SDR 26 P.V,C, SIZED THE SAME AS THE INCOMING PIPE AND CONNECTED TO THE DROP FITTING WITH STANDARD GASKETJOINT. 3. VERTICAL DROP PIPE SHALL BE STRAPPED TO THE MANHOLE AT PIPE JOINTS. STRAPS SHALL BE MADE OF STAINLESS STEEL. 4. SHAPE INVERT AS NEEDED TO PROVIDE SMOOTH TRANSITION FROM DROP CONNECTION DISCHARGE POINT TO SPRING LINE OF MANHOLE INVERT. S. DROP CONNECTION DISCHARGE FITTING SHALL BE ORIENTED AT45 DEGREES, INTO THE FLOW. 6. VERTICAL DROP PIPE SHALL BE INSTALLED AT 90 DEGREES FROM THE ACCESS STEPS. 7. MINIMUM 72" DIAMETER MANHOLE REQUIRED FOR ASINGLE IW OR 12" DIAMETER DROP CONNECTION, OR TWO 8" DIAMETER DROP CONNECTIONS. STANDARD INTERNAL DROP CONNECTION IS-1 N.T.S. FIG. S-1-C2 �IIIIIIIII� HALF SECTION A -A (WITH FRAME AND COVER REMOVED) BRICK CONCRETE i� NOTES: 1. QUMTITES SHOWN ME FOR MANHOLE WITHOUT PIPES. THE AMOUNT DISPLACED BY PIPES MUST BE DEDUCTED TO TABLE OF QUANTITIES DEPTH BRICK MANHOLE CONCRETE CONCRETE BRICK CONCRETE CONCRETE FEET THOUSANDS CU. YMDS CU. YMDS 4 0.5 0.785 1.437 5 0.7 0.785 1.699 6 0.9 0.785 1.961 7 1.D 0.785 2.223 8 1.2 0.785 2.485 9 1A 0.785 2.747 10 1.6 0.785 3.009 11 1.9 0.970 3.455 12 2.2 0.970 1 3.817 13 2.5 0.970 1 4.179 14 2.8 0.9]0 4.541 03.1 0.9]0 T. 15 3.4 1 0.970 1 5.265 17 4.0 1.173 6.032 INCREMENT 1 0.45 0.582 OBTAIN TRUE QUANTITIES. A "•/ 2. A BASE THICKNESS OF 9" WAS USED N COMPUTING CONCRETE QUANTITIES. 3. INCREMENTS TO BE ADDED FOR EACH ADDITIONAL FOOT OF DEPTH. TRANSITION BETWEEN ' 4. MATERIALS MAY BE BRICK, CONCRETE OR TRE IMETERS WHEN APPROVED CONCRETE MANHOLE BLOCK. DIFFERDENT SIZES OF PIPES ARE ENCOUNTERED. S.BLOCKS USED THE E M THICKNESS OF SE IS BEE 5U.M T OF AN" OTHER THICKNESSES ME TO CONFORM TO WILL THICKNESS SHOWN FOR CONCRETE. 6. ALL CONCRETE TO BE CLASS AT. NOTES: SHARING OF MANHOLE AND INLET INVERTS N ACCORDANCE WITH 7. WHEN SPECIFIED ON PLMS THE THIS DRAWING IS TO APPLY TO THOSE STRUCTURES SPECIFIED INVERT IS TO BE SHAPED IN ON PLANS OR WHERE INVERT OF PPE IS MOVE INVERT OF ACCORDANCE WITH STANDARD IS-1. STRUCTURE. THE COST OF FURNISHING AND PLACING ALL MATERIALS INCIDENTAL TO THE MANHOLE OR MR INLET IS TO BE FORMED AND CONSTRUCTED MIN T IN THE SH G S 0 BE INCLUDED E BD IN ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING. PRICE FOR THE STRUCTURE. THE INVERT SHAPING IS TO CONSIST A DETAILEDMIX N CEMENT CONCRETE OONFORYING TO CLASS A3 OR CONFORMING 3 F CLASS CEXCEPT THAT 23X OF COARSE AGGREGATE MAY BE CLASS Cl, JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC. SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY, VARIES - �10't--► 1D'� 5 10' 5 _ WATER SEWER 3 A Ic o Ic LOCATION OF OTHER UTILITIES (GAS, ELECTRIC, TELEPHONE, CABLE, ETC.) EASEMENT WIDTHS, WATER OR SEWER ONLY - 20' MINIMUM WATER & SEWER 30' MINIMUM X( SEE PART 3, PARAGRAPH DI SEPARATION OF WATER & SEWER SYSTEMS, UTILITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT 90* TO THE RIGHT OF WAY, UTILITY LOCATIONS & EASEMENT WIDTHS VARIES dATER MAIN / M.J. FITTING L 4" DIP RESTRAINED JOINT FITTINGS NTS FIG. W-1 BOX TO METER BOX (SEE FIG. W-1 THRU W--7E). I COPPER 4" PLUG THREADED FOR 2" COMPRESSION FITTING NOTES: " GATE VALVE WILL BE 4" UNLESS OTHERWISE SPECIFIED BY THE ACSA. " SERVICE LINE TO CONNECT AT MAIN WITH X'I TEE ' REFER TO FIG. W-3 FOR THRUST BLOCK DETAILS ON TEE. ' REFERTO FIG. W-5 FORTHRUST BLOCK DETAILS AND DEPTH OF COVER ON GATE VALVE. W NO CONCRETE SHOULD BE POURED ON ANY PART OF THE RESTRAINED JOINT. USE PLASTIC SHEETING AS PROTECTION FOR BOLTS • USE 2500 P.S.I. CONCRETE. v- SLOPE TO DRNN TO INVENT SECTION A -A OF OUTLET PIPE METHOD OF TREATMENT IN DROP INLETS / \NN �\ SLOPE TO DRAIN I° H TOURET PIPE F UP TO 4" IN DIAMETER AND CONSIST OF STONE, BROKEN BRICK, II II �VDOT SHALL BE LEFT SMOOTHBY BIyR MEANS HAND TROWELLING. SURFACE I I I V' 1.'i •+..�'`) ° MANHOLE FOR 12 - 48 PIPE CULVERTS ROM AND BRIDGE STANDARDS OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED. VIRGINIA DEPARTMENT OF TRANSPORTATION REVISION DATE SHEET D6.1 OF 5 DETAILS OF INVERT SHAPING AS SHOWN HEREON ARE FOR EXMPLE -- PURPOSES ONLY. EACH MANHOLE OR DROP INLET IS TO BE SHAPED 01 INDIVIDUALLY TO BEST FIT THE PARTICULAR INLET AND OUTLET CONFIGURATION AND FLOW LINES. SECTION B-B PLAN METHOD OF TREATMENT IN MANHOLES XVDOT SPECIFICATI RAN) AND BRIDGE STANDARDS STANDARD METHOD OF SHAPING REFORMING SHEET 1 OF 1 REVISION DATE MANHOLE & INLET INVERTS D6.08 I 302 VIRGINIA DEPARTMENT OF TRANSPORTATION I LARGE METER SERVICE LINE NTS FIG. W-6C GALVANIZED STEEL STEP 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% (1/4" PER FOOT } �Q 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN DIAMETER OF 4". 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER OF 3 FEET. SALT TREATED FINISHED GROUND 2 x 4 MARKER PLUG END OF - MAIN LINE SECTION SERVICE LATERAL 2*7 IN LINE WYE-TEE PLAN VARIES R SEWER SERVICE LATERAL CONNECTION N.T.S. FIG. S-2 NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS THE LOCAL STANDARD. 1 LENGTH OF BRANCH VARIES 6' MIN_p72' TO 10' 18"-22 VALVEJBO 7 CU. FT. II/r /j68 STONE-1 GATE •' VALVE 81, X 6„ TEE 2500 P.S.I. CONCRETE BASE AND THRUST r°I BLOCK AGAINST UNDISTURBED STABLE SOIL. STEEL PILE RESTRAINED JOINT FITTINGS WHEN THE SOIL IS DISTURBED OR WHEN 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. 5. 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 ST-1 a4 GRADE 60, REINFORCING ROD ENCASED IN A �(MROSION RESISTANT RUBBER OR OTHER MATERIAL APPROVED BY THE ENGINEER. (DIMENSION MAY VARY WITH MANUFACTURER'S DESIGN) CORROSION RESISTANT MATERIAL R4 REINFORCING ROD CAL SECTION ( ALL STRUCTURES WITH A DEPTH OF OTHERWISE NOTED ON THE PLANS. E 4Y," FROM INSIDE FACE OF BE 18" C-C. MINIMUM FORCE OF 300 POUNDS WHEN FACE OF THE SUPPORT. ALLY ALIGNED AND UNIFORMLY SPACED FOR rTHE ENTIRE DEPTH OF ANY STRUCTURE. N PRECAST UNITS STEPS MAY BE CAST IN PLACE, MORTARED INTO HOLES PROVIDED BY THE FABRICATOR, OR DRIVEN. iF MINIMUM OF 3" EMBEDMENT STEPS DIFFERING IN DIMENSIONS, CONFIGURATION, OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THEY MEET THE MINIMUM REQUIREMENTS SHOWN HEREON AND THE CONTRACTOR HAS FURNISHED THE ENGINEER WITH DETAILS AND CERTIFIED TEST REPORTS OF THE PROPOSED SUBSTITUTE AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS. ALL STEPS INSTALLED SHALL BE PROVIDED WITH SLP-RESISTANT SURFACES SUCH AS BUT NOT LIMITED TO. CORRUGATED KNURLED, OR DIMPLED SURFACES. ALUMINUMSTEPS SHALL BE FABRICATED IN ACCORDANCE WITH ` ASTM B22 ALLOY 6005-T5. THAT PoR ON OF THE STEP ENCASED IN MASONRY SHALL BE UNIFORMLY COATED WITH A BITUMMOUSSOLVENT TYPE ASBESTOS FILLED ALUINUM PIGMENTED COMING U(W0i ING TO FEDERAL SPECIFICATION TC-C-00498A TEP STANDARD STEP VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AM BRIDGE STANDARDS REVISION DATE 1 SHEET 1 OF 1 106.09 N.T.S. FIG. W-4 PLACE 5' GALVANIZED " WITNESS " POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS D AS DIRECTED. MARKER LOCATION MAY BE SUBJECT d TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE -� o I ADJUSTABLE TRAFFIC RATED VALVE BOX W/ LID 14. Z N ,II II M.J. GATE VALVE 2500 P.S.I. CONCRETE A n 2'x 2' BEARING AREA. THRUST BLOCK 4 a. 4 o Q NOTE IN REMOTE AREAS, VA_VE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE NTS FIG. W-5 METER SIZE DIMENSION A A"' DIMENSION B DIMENSIDN C 1 L2' 3.8'' 2' 371- S'0' 5' MIN. 4' 5' MIN, 12' MIN. THGREAAN 4'TER PROPOSALS WILL BE SUBMITTED, I B I DOOR HINGES ----- - - - - -----� I I I I I I I I I I I I I I I LIFT HANDLE 11 L- - - - - - - - - - - - - - - - - TYPICAL METER VAULT N.T.S. FIG. W-7A SIDE VIEW I. C L �T OF 7r 4 � U CRAIG W.1. KOTARSKI Lic. No. 0402048507 .,,a. 05-05-22,,zv. ^� E 0 N OV N N > E v E w 3 w v ¢ LL o 3 U. - O " 2 w M ¢ U w Z ILLi J-^ O o -M 0 Lu w v 3 o J oQQ� DI O Z O �U> 1n N n � M w � d� MAD 2 i M U 0 0 M 0 O N ~ w FN FN F a 0 Z o 0 DATE In > 0210712022 0 O DRAWN BY R. VAN NIEKER DESIGNED BY • • J. DENKO • CHECKED BY C. KOTARSKI • • SCALE 75' DIAMETER DRILLED IDLE FOR TOUCH READ INITS, TOP VIEW 0 3" DIAMETER FLAT UNDERNEA�'MRFACE 24' X w 136 HATCH UM ACCESS Q ' ^ > J z w Q J H� ¢ I- O2:LLI CO w Q I..L 06 LL O O cn (A o O Z JOB NO. 46883 SHEET NO. C1.2 0 N 0 3 c a v'0 o X �Z 20 c � T F E6 E M a0 O N GO F Z 5 Z m O w 2 a 2 X F D O .L.. 2 N Cl. O1 D o .Z Y M .M.. � h X C D O D 6 £ 2 d h M C .tl1. O N O E ti M o a c Na 10 a Jo M O M V c 2 M •" M c c 0 M Ti E N c E F L ISO NEEDED FIRE FLOW CALCULATION Engineer/Architect: ITimmons Group Project Name: Rio Point Type of Construction= Type IIB,non-co mbustible Class of Const. Coef. F = 0.8 Ground Floor Area = 11020 SQ. FT. #of Stories = 3.5 Total Floor Area (AI) = 38570 SQ. FT. Fire Consideration Area: Construction Factor, CI = 2828 0.5 CI =18(F) (Ai) Rounded to Nearest250GPM = 275D Date: 4/4/2022 Calc. By: R.van Niekerk Occupancy Factor (Oi): Type of Occupancy = C-2 (worst Case) Occupancy Factor (OI) = 0.8S Exposure (X) & Communication (P): XL+PL= o X2+P2= 0 X3+P3= 0 (X + P); = 1.0 + (XI + Pi) = 1 (i=1) Max. (X=P) I =1.75 -N b f5'd f5 b' t6 'Id' X4+P4= 0 X5+PS= 0 X6+P6= 0 GR-2, 2A 27Y4" MIN - 28Y4" MAX RAIL HEIGHT 6'-3" 6'-3'• 3'-1'/i' 3'-1'/x" 3'-1%z" 3'-1%2.' II II II II II II III II GR-2 GR-2A W-3" POST SPACING) (3'-1'/z' POST SPACING) MAX DYNAMIC DEFLECTION - 3' MAX DYNAMIC DEFLECTION - 2' NOTES: GUARDRAIL LOCATIONS SHOWN ON PLANS ARE APPROXIMATE ONLY AND CAN BE ADJUSTED DURING CONSTRUCTION IF AND AS DIRECTED BY THE ENGINEER. FOR DETAILS OF POST AND BLOCKOUTS SEE SHEET NO. 501.05. *OPTIONAL GR-2A METHOD x OPTIONAL GR-2A METHOD USING NESTED RAIL RAILUSING NARDITIONAL POST FOR DETAILS OF RAL ELEMENT, RAIL SPLICE JOINT, AND BACK OF ASSOCIATED HARDWARE SEE SHEET NOS. 501.01 AND 501.02. x WHEN NESTED RAIL OR ADDITIONAL RAIL IS PLACED ON BACK OF POST RAIL ELEMENTS ARE FURNISHED SHOP CURVED FOR RADII FOR GR-2A THE POST SPACING WILL BE 6'-3". BETWEEN 5 FEET AND 150 FEET. ALL GUARDRAIL POSTS SHALL BE SET PLUMB. POST SHALL NOT BE SET WITH A VARIATION OF MORE THAN 'A" PER FOOT FROM VERTICAL. W-BEAU, BLOCKOUTS. AND POSTS SHALL BE SET AND ALIGNED WITHOUT ALTERATION OR FORCE. AS PER SECTION 505 OF THE SPECIFICATIONS. ALL GR-2 AND GR-2A RAL SHALL BE MAINTAINED AT A HEIGHT OF 27)',I" MIN - 28-Y4' MAX AS MEASURED PER STANDARD GR-INS. ALL W-BEAM RAILS SHALL BE LAPPED IN THE DIRECTION OF VEHICULAR TRAVEL FOR THE FINISHED ROADWAY. THE OPTIONAL GR-2A METHODS OF NESTING THE RAIL OR USE OF AN ADDITIONAL RAIL ON THE BACK OF THE POST FOR STANDARD GR-2A SHALL BE APPROVED BY THE ENGINEER PRIOR TO INSTALLATION. m n- um ero I eso u )ec ul g `VDOT ROAD AD BRIDGE STANDARDS Needed Fire Flow: NFF=(CI)(OI)(X+P)I = 2338 GPM SHEET 1 OF 2 REVISION DATE 501.04 OB/14 Automatic Sprinklers (Yes or No) Yes Reduction Factor (%) = 50 Reduction Value = 1169 GPM TOTAL: 1169 GPM 1 x 6 CAF 1 x 6 TRIMMEF 2 x 4 RAILS Required Fire Flow- Rounded = 1250 GPM (if <25DO nearest 250) (if > 2500 nearest 500) *Fire Hydrants Required N/A (1,500 GPM max each) x 6 METAL POSTS 10'-6" x 4 METAL POST 12' 0" CONIC. PAD VARIES 17'-0" TO 18'-0" I 1 x 6 12' S7 HINGE OUTSIDE ELEVATION 3 SIDES Occupancy Factor (Oi): Type of Occupancy = C-2 (worst Case) Occupancy Factor (OI) = 0.8S Exposure (X) & Communication (P): XL+PL= o X2+P2= 0 X3+P3= 0 (X + P); = 1.0 + (XI + Pi) = 1 (i=1) Max. (X=P) I =1.75 -N b f5'd f5 b' t6 'Id' X4+P4= 0 X5+PS= 0 X6+P6= 0 GR-2, 2A 27Y4" MIN - 28Y4" MAX RAIL HEIGHT 6'-3" 6'-3'• 3'-1'/i' 3'-1'/x" 3'-1%z" 3'-1%2.' II II II II II II III II GR-2 GR-2A W-3" POST SPACING) (3'-1'/z' POST SPACING) MAX DYNAMIC DEFLECTION - 3' MAX DYNAMIC DEFLECTION - 2' NOTES: GUARDRAIL LOCATIONS SHOWN ON PLANS ARE APPROXIMATE ONLY AND CAN BE ADJUSTED DURING CONSTRUCTION IF AND AS DIRECTED BY THE ENGINEER. FOR DETAILS OF POST AND BLOCKOUTS SEE SHEET NO. 501.05. *OPTIONAL GR-2A METHOD x OPTIONAL GR-2A METHOD USING NESTED RAIL RAILUSING NARDITIONAL POST FOR DETAILS OF RAL ELEMENT, RAIL SPLICE JOINT, AND BACK OF ASSOCIATED HARDWARE SEE SHEET NOS. 501.01 AND 501.02. x WHEN NESTED RAIL OR ADDITIONAL RAIL IS PLACED ON BACK OF POST RAIL ELEMENTS ARE FURNISHED SHOP CURVED FOR RADII FOR GR-2A THE POST SPACING WILL BE 6'-3". BETWEEN 5 FEET AND 150 FEET. ALL GUARDRAIL POSTS SHALL BE SET PLUMB. POST SHALL NOT BE SET WITH A VARIATION OF MORE THAN 'A" PER FOOT FROM VERTICAL. W-BEAU, BLOCKOUTS. AND POSTS SHALL BE SET AND ALIGNED WITHOUT ALTERATION OR FORCE. AS PER SECTION 505 OF THE SPECIFICATIONS. ALL GR-2 AND GR-2A RAL SHALL BE MAINTAINED AT A HEIGHT OF 27)',I" MIN - 28-Y4' MAX AS MEASURED PER STANDARD GR-INS. ALL W-BEAM RAILS SHALL BE LAPPED IN THE DIRECTION OF VEHICULAR TRAVEL FOR THE FINISHED ROADWAY. THE OPTIONAL GR-2A METHODS OF NESTING THE RAIL OR USE OF AN ADDITIONAL RAIL ON THE BACK OF THE POST FOR STANDARD GR-2A SHALL BE APPROVED BY THE ENGINEER PRIOR TO INSTALLATION. m n- um ero I eso u )ec ul g `VDOT ROAD AD BRIDGE STANDARDS Needed Fire Flow: NFF=(CI)(OI)(X+P)I = 2338 GPM SHEET 1 OF 2 REVISION DATE 501.04 OB/14 Automatic Sprinklers (Yes or No) Yes Reduction Factor (%) = 50 Reduction Value = 1169 GPM TOTAL: 1169 GPM 1 x 6 CAF 1 x 6 TRIMMEF 2 x 4 RAILS Required Fire Flow- Rounded = 1250 GPM (if <25DO nearest 250) (if > 2500 nearest 500) *Fire Hydrants Required N/A (1,500 GPM max each) x 6 METAL POSTS 10'-6" x 4 METAL POST 12' 0" CONIC. PAD VARIES 17'-0" TO 18'-0" I 1 x 6 12' S7 HINGE OUTSIDE ELEVATION 3 SIDES VARIES VARIES . it IIIIII IIIIIIIII TL NOTE.ALL LUMBER SHALL BE PRESSURE TREA TED INSIDE ELEVATION 3 SIDES FLARE RATES DESIGN SPEED INSIDE SHY LINE BEYOND SHY LINE MPH SHY LINE LS FLARE RATE FLARE RATE 70 9' 30:1 15:1 60 8' 26:1 14:1 50 5.5' 21:1 110 a 40 5' 16:1 8:1 4 30 4' 13:1 7:1 # SUGGESTED MAXIMUM FLARE RATE FOR SEMI -RIGID BARRIER SYSTEMS. A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE. SPECIFICATION STANDARD BLOCKED -OUT W-BEAM GUARDRAIL REFERENCE (STRONG POST SYSTEM) 221 VIRGINIA DEPARTMENT OF TRANSPORTATION 505 CONC. - STONE- 4 x 4 METAL POST UNLESS 7TED IMMER 'ING POST ELEVATION 1 x 4 CAP OVER OUTSIDE GATE VIEW J umf ILl\ YYI ILLLJ INSIDE GATE VIEW 8" B•• •' WASHER "ziB" BOLT & NUT a HOLE 2 STEEL 100 p COMM COMMON NAIL SEE NOTE 5. N e"z8"zt'-2" TREATED PINE BLOCK 0 TREATED o SOUTHERN PINE TII ^y-III 6x8 WOOD POST THE CRT POST IS FOR USE WITH THE STANDARD GR-10 TYPE IIIOR WHERE Cif SPECIFIED BY THE ENGINEER IN THE PLANS. 6"z B"xV-2" TREATED PINE BLOCK OR 0 RECYCLED MATERIAL. 6" WIDE BLOCKOUT GR-2. 2A FOR USE WHEN REPAIRING DAMAGED GUARDRAIL CONTAINING STEEL BLOCKOUTS. BLOCKOUT FOR MAINTENANCE REPAIR ONLY TREATED STRONG POST 8'-0" POST GUARDRAIL REQUIRED & Tff ♦Rq T DETAIL A*• -AA POST MAY BE HOT ROLLED OR WELDED. 3" B" GUARDRAIL INSTALLATION 4" WIDE BLOCKOUT ^ NOLES I SITES REQUIRING LONGER GUARDRAIL POSTS N ry I ry 3.. II I a 4.. NOTES: - II Wx10" BOLT 8"z8"z1'-2" II TREATED PINE wo 1 AL BOLTS, NUTS, WASHERS, AND OTHER 'ME- & NUT BLOCK OR STEEL ITEMS ARE TO BE GALVANIZED. -� �I II II RECYCLED W MATERIAL N 2. ALTERNATE TYPE POSTS AND BLOCKOUT MAY BE INTERCHANGED ANY ONE PROJECT WITH _ _ LI' I� W6x8.5 OR z H THE RESTRICTION THAT THE SAME TYPE OF II W6x9 g POST AND BLOCKOUT MUST BE USED IN ANY SINGLE RUN OF GUARDRAIL. - -_ - II OPTIONAL HOLE m 3. FOR DETAILS OF GUARDRAIL ELEMENT SPLICE II TO FACILITATE GALVANIZING JOINT, HARDWARE, ETC, SEE SHEET NOS, 5111,01 AND 501.02. 3'/z' DIA. ,1 HOLES 4. DRIVE NAIL ON BOTH SIDES WITHIN 2" OF THE TOP OR BOTTOM OF BLOCKOUT AFTER 5/e" z 18 u IuI BOLT IS INSTALLED. HOLES IN POSTS I� D BRACKETS TOBEDIA i'i CRT POST STEEL POST A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE. `�/D❑T CG-3 STANDARD BLOCKED -OUT W-BEAM GUARDRAIL ROAD AND BRIDGE STANDARDS ROAD AND BRIDGE STANDARDS 236 (STRONG POST SYSTEM, POST AND BLOCKOUT DETAILS) REVISION DATE SHEET 2 OF 2 SHEET 1 OF 1 REVISION DATE 5D1.05 2.01.02 505 VIRGINIA DEPARTMENT OF TRANSPORTATION 08/14 CC-12 NOTE' COMPONENTS OF CURB RAMPS CONSIST OF THE FOLLOWING' CG 12 A GENERAL NOTES: HYDRAULIC CEMENT SIDEWALK (DEPTH IN INCHES, AREA N SQUARE YARDS) CURB WHEN REQUIRED (CG-2 OR CG-3 IN LINEAR FEET) "5 DOWELS, 8" LONG AT 12" C-C DETECTABLE WARNING SURFACE (AREA IN SQUARE YARDS) 5 ) T EACH OF THE ABOVE ITEMS IS A SEPARATE PAY ITEM AND SHOULD . �, �,' SURFACE D.; D.; BASE SUBBASE NOTES( 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST. 3. CURB HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURB) WILL BE PAID FOR AS RADIAL CURB. 4. THE DEPTH OF CURB MAY BE REDUCED AS MUCH AS 3" (13" DEPTH) OR INCREASED AS MUCH AS 3" (19" DEPTH) IN ORDER THAT THE BOTTOM OF THE CURB WILL COINCIDE WITH THE TOP OF A COURSE OF THE PAVEMENT SUBSTRUCTURE. OTHERWISE, THE DEPTH IS TO BE 18" AS SHOWN. NO ADJUSTMENT IN THE PRICE BID IS TO BE MADE FOR A DECREASE OR AN INCREASE IN DEPTH. S. CG-3 IS TO BE USED ON ROADWAYS MEETING THE REQUIREMENTS FOR CG-7 AS SHOWN IN APPENDIX A OF THE VDOT ROAD DESIGN MANUAL N THE SECTION ON GS URBAN STANDARDS. S. WHEN THIS STANDARD IS TO BE TIED INTO EXISTING BARRIER CURB, THE TRANSITION IS TO BE MADE WITHIN 10-OR THE CHANGE IN STANDARDS CAN BE MADE AT REGULAR OPENINGS. STANDARD 4" CURB SPECIFICATION REFERENCE 105 VIRGINIA DEPARTMENT OF TRANSPORTATION 502 1. THE DE ECTPBLE WARNING SHALL BE PROVIDED BY TRUNCATED DOMES. BE SUMMARIZED FOR EACH CURB CUT RAMP. 2. ALL DETECTABLE WARNING SURFACE PRODUCTS SHALL MEET THE REQUIREMENTS SIDEWALK 12`1 MAX B OF SECTION 504 OF THE SPECIFICATIONS FOR CG-12 DETECTABLE WARNING SURFACE. RAMP 72:1 MAX DETECTABLE WARNING SUFACE PRODUCTS USED SHALL BE FROM THE MATERIALS 48:1 MAX 12:7 MAX APPROVED PRODUCT LIST NUMBER 72. '^ 3. SLOPING SIDES OF CURB RAMP MAY BE POURED MONOLITHICALLY WITH RAMP FLOOR OR BY USING PERMISSIBLE CONSTRUCTION JOINT WITH REQUIRED BARS. 4' 4. REQUIRED BARS ARE TO BE NO. 5 X 8" PLACED T CENTER TO CENTER ALONG BOTH SIDES OF THE RAMP FLOOR, MD -DEPTH OF RAMP FLOOR. MINIMUM CONCRETE COVER P/z'. 8 10`7 MAX / (SEEATABLE) (SEEABLE) TRANSITION GUT1 5. ROADWAY CURB / CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO CURB TYPE A L/ A TO 20:1 THROUGI RAMPS ARE INCLUDED IN PAYMENT FOR CURB /CURB AND GUTTER. PERPENDICULAR TO 201 TTHROUGHE RAMAN P LENGTH LGUTTER PAN MAXIMUM SLOPE 20:1 6. CURB RAPS ARE REQUIRED FOR SIDEWALKS AND SHARED USE PATHS. THE WIDTH OF Y THE CURB RAMP SHALL MATCH SIDEWALK WIDTH. WHEN CURB RAMPS ARE USED IN CONJUNCTION WITH A SHARED USE PATH, THE MINIMUM WIDTH SHALL BE THE WIDTH OF THE SHARED USE PATH. 5' IN 7. DETECTABLE WARNINGS SHALL EXTEND THE FULL WIDTH OF THE c MAX 5' -0" MIN 12:1 �C SHAPE TO MATCH FACE CURB RAMP LANDING FLOOR. �� 'l OF ROADWAY CURB 2:1 MAX 8. CURB RAMPS WILL BE INSTALLED AND LOCATED WITHIN PEDESTRIAN CROSSWALKS BACK OF CURB 48 IN SHOWN ON PLANS OR AS DIRECTED BY THE ENGINEER. CURB RAMPS SHOULD 2D:1 NOT BE LOCATED BEHIND VEHICLE STOP LINES. LIGHT POLES. FIRE HYDRANTS. DROP 48 INLETS, ETC. TYPE B 9. RAMPS MAY BE PLACED ON RADIAL OR TANGENTIAL SECTIONS PROVIDED THAT PARALLEL THE CURB OPENING IS PLACED WITHIN THE LIMITS OF THE CROSSWALK AND THAT THE LAR OPTOTTHE CURBNECTION OF THE CURB OPENING IS "MIN SECTION A -A PERP10. DETECTABLE WARNING SURFACE PANELS SHALL BE INSTALLED FLUSH WITH THE BAD( OF CURB. 1tj MAX DETECTABLE WARNING SURFACE PERMISSIBLE 11. WHERE CURB RAMPS INTERSECT A RADIAL SECTION OF CURB AT ENTRANCES 121 MAX g m CONSTRUCTION OR STREET CONNECTIONS THE DETECTABLE WARNING SURFACE SHALL HAVE 5•MR ** *yfD' JOINT A FACTORY RADIUS OR BE FELD-MODIFIED AS RECOMMENDED BY THE MANUFACTURER TO MATCH THE BACK OF CURB. SEE CG-12-INS PAGES 204.06 _ +N AND 204.07 FOR METHODS OF INSTALLING DETECTABLE WARNINGS ON A RADIUS. 4•MM AT , 2" HIGHER THAN SECTION B-B EDGEE OF PAVEMENT AT)K)K ,SAME AS TOP OF CURB NOTES: TYPE C 1. FOR GENERAL NOTES ON THE DETECTABLE WARNING SURFACE, PARALLEL & PERPENDICULAR SEE SHEET IOF 5. 2. THE REQUIRED LENGTH OF A PARALLEL RAMP IS LIMITED TO 15 FEET, TRUNCATE- DOME REGARDLESS OF THE SLOPE. .6"-2.4" C-C 3. GUTTER PAN SHALL BE A MAXIMUM SLOPE OF 20:1 AT THE RAMP OPENING. o y O O o 0 0 o z 4. DIAGONAL PLACEMENT IS NOT PERMITTED. �- N1 O O O O o O O O O O O O O O O O 0 O o 0 0 0 0 O 0 ti 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 + y 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 iv 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �? 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5OX-657.. OF BASE DIAMETER o --- --- ---- --- - d "-14" VARIABLE FULL WIDTH OF RAMP FLOOR _ BASE DIAMETER pqY LIMITS DETECTABLE WARNING TRUNCATED DOME DETECTABLE WARNING INSTALLED ON A RADIUS DETAIL DETAIL TYPE B PARALLEL APPLICATION ROADWAY GRADE IN PERCENT MINIMUM RAMP LENGTH IN FEET 4" CURB 6" CURB 0 4 6 1 5 7 2 5 8 3 6 9 4 8 12 5 10 15 6 14 15 ILK 48.1 MAX. GFW CONCRETE CURB ONE DIRECTION WITHOUT BUFFER STRIP CROSS CROSSWALK TWO DIRECTIONS SMALLER RADII WITHOUT BUFFER STRIP A N i XVDOT A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE. SPECIFICATION \VD❑T A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE N THE CENTRAL OFFI( ROAD AND BRIDGE STANDARDS CG-12 DETECTABLE WARNING SURFACE REFERENCE ROAD AND BRIDGE STANDARDS CG-12 DETECTABLE WARNING SURFACE SHEET I OF 5 REVISION DATE (GENERAL NOTES) 502 SHEET 3 OF 5 REVISION DATE TYPE B (PARALLEL) APPLICATION 204.01 04/19 VIRGINIA DEPARTMENT OF TRANSPORTATION 504 204.03 04/19 VIRGINIA DEPARTMENT OF TRANSPORTATION ONE DIRECTION WITH BUFFER STRIP IDII SPECIFICATION REFERENCE 105 502 5040 U CRAIG W. I. KOTARSKI Lic. No. 0402048507 -116. O5-05-22,Qv. ^� E 0 N OV N 6 ¢ 0 > E 'LE w LIM v3 ♦U ¢ L, 0 3 M. W O L M ¢ _ U w Z W J-UT O O q Nv H COW d Z -L q f 0 In V (n (y w 04 (ID i UD ry Z O �UaM C Uri(n O N i M � d � W J Or) CD UJ uO F- 2 Lu Q) 0 O 0 Q) x N ~ � N w F N .w O ¢ l�T) Z O O DATE 0210712022 0 O DRAWN BY R. VAN NIEKER DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE \ V / z _J J Q 0 2: w LL I on Q xx W 00 LLLL `) LU - pC C) O L DUMPSTER ENCLOSURE DETAILS N.T.S. JOB NO. 46883 SHEET NO. C1.3 ALBEMARLE COUNTY \ \ GIS CRITACAL \ \ a SLOPES - MANAGED 1 2 It \ FSHEETC2.1 _ _ _ _ s SHEET C2.2 Z6 ✓OHN WARNER PKWY � \ sue----- <— ✓ _ l I\\\ \ � _ w. TM61-167 \\\\\ \ APPROXIMATE LOCATION / / \ ` J I I \` \ \ \ \ ` \ - - - - \ — — _ - ; / ' / '� ' i / ' . / _ _ RlO POINT LLC F \ FEDERAL DAM BREAK \ 71 �/� \ - - J - / ` \\ �\ III \\\\\\ \ ` \ \ _ _ _ .._ - - _TM-6f19TC _ - '_ _ / �" / ' ' / ' ' _ _ . d _ _ _ 1.584 AC \�\ \ / INUNDATION AREA / / \ \ _ : \ ` ?w2 `- / I I , `\ \` \ \ \\\ \ \\ ' / -RlO_PD_/N_T-LL_C/ ' ' / \\\\\\I\ \ /°� cn A' I I5734AC / - / [ ok \0 0 > — / It 0 /1 ////'/r 1 '/// //./' µ// /•// '-/ /_ �/ - r /_e`\/ _/rr�/ �/�`'\/ \ �\ // ////\,\\h� / /,` / //\ \ , t I_ \\ /orIt l o /SHEET C2.3 / .4 ° ° o\ \ j/ o ° /o%o o /°\ 0 °//t 1 / \0\ ° o 0 0 \\-\\ \ °` �/ AL MARLC96yqf1/ \ \\1�IIII, I�GI/ ° ° SCRITA� 0 \�II IIII 1\T 0 0 o 1I///-/�IJ$E V D1 r , 0 O 0 \ b 1\II !I I r// I / ZONEAE o/1P I I l I 0 o i o ° ° 0 0 o ° °\ %`\° oo�I \ ° It °TM61-168&169 o CITY OF CHARLOTTESVILLE 0 DB4622 PG523 ° \ 0 o / / It 1 FLOODWAY 0 0 -- - - - _ 0 0 ° ° WATERPROTEGTION - - - - - -_- _ 0 0 ° 0 G0 RN - - - - - - - - - - 0 0 0 o/ 0 \400'STR_"01JFF&R_0 /— /° SHEET — — —— SHEETC2.6 o \ /° 0 CHARLOTTESVILLE °/ ° WALDORF SCHOOL INC. - < 0 0 / D84202PG. 453 4I I\ \\ I I/\IN IO� II�/II I �I OO 0 \j\ \\\ \\ I I I (II1 ,_0 / .; -\ \ /, _\ o o 0 _ �// t If O O O \ o o ° 06 0 o o o/ O IIIIII 0 0 0 0 0°�\\ 0 0 0 0 / TM 61-167A o / o 0 o i o 0 0 0 0 0 0 0 \ RlO COMMONS LLC 0 0 O 0 0 \ DB. 5085 PG. 669 ° 0 0 0 0 o I \ USE: RESIDENTIAL o o ° I o o ° 0 0 o i U 0 0 0 0 O o I ° ° O 0 0 0 0 \ O O O O O O O O ° I ° ° O ° o 0 o ° I / ° ° ° O O O 0 0 0 \ / O O ° O 00 I / O ° ° \ 1 O ° / 0 0 0 0 \ o / O / SCALE 1"=80' 0 80' 160' C'>LTI3 F 0/ CRMG W. J. KOTARSKI Lic. No. 0402048507 .,,b. 05-05-22 a. F Q DATE 0210712022 DRAWN BY R. VAN NIEKER DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE 1 " = 80' J VJ O zL_j� ~� O� 2:O Z O m LL Q O LL 0 X U w J w O JOB NO. 46883 SHEET NO. C2.0 c a c L LEGEND: — ----___ SCALE I"=20' SHEETC2.1^ SHEETC2.2 \ - - SD CURB INLE 0 20' 40' REMOVE TREE /,iCURB TOF- / INV IN=419.6E REMOVE STRUCTURES & _— IN_-V_O_-U_-T= _41_9.-61 HARDSCAPES ---- - - - - -- SD CURB INLETW/MHD - -__--N=42r1�'TOP=429.42' RtSAWCUTPAVEMENT — — — — — _S_-H-/;/ E-E\ INV.2-9iRCP INV.OUT=421.92'15"RCP - — - - \\ SDCURB\INLETW/MHe I\_1l 00 CP INVN=422.80'13"R\ IN�0�=42�.60' 15"R(SP ` \ \ _ \ \ \ SH-E C2 \.\ S}iEE��2.6�/ / �p INLET W/GRATE INV.OUT=416.�7' 18"RCl3- /- / / ' / / ' - i / / / \ \ • \ ` \ \ \ \ \ \ TOP=425 4§' _ _ SD CURB -INLET W/MHD PERM. DR1N\ \ ` \ \ \ \ \ \ \ \ \ \ \ \ _ _ INV OUT=422.98' 15 RCP- - _ _ ` - ` - - TOP=428.72' EASEMENT \ ,wnNV.1N=4nn85'15'ion�n, EJfLrEPTl011f 13: i ' / \ / \ _ ccS MEN o n n \ \ \ \ \ \ \ \ \ _ - _ _ INV.IN=420.85' 15"R'P / ACCESS / \ \ \ \ \ \ \ \ - - - \ - KEY MAP EASEMENT - it \ - — — — — — — — — — — — — — — PAVED WALK -FD S'C"T40 PEF�MDRAIN ' 43b EASEME(VT I - -- - -- - - -- SEEVDOT�PLAN-------------------------------------- ------------------------ PROPOSED TEMP. / SLOPE EASEMENT \ SEE 1LC10T PLAN I I I \ \ \ \ r \ \ ` \ \ \ \ - _ _ _ _ - - CENTE''RLWE JK\TRAIL \ \ �-EE\DO�PLAN \ \ \\\\\ \\ \\\ ry --_- I 'PERM. PARK_ _EASEMEIV f / - - - - -- SEE VDOTPLAN- - ' Q a N \ - ----- -----I PERM. PARK _ \ ` — — — — — — EASEMENT TM 61-167C \F0 \ - I \ 1 1 \ RIO POINT LLC ---------- \ \ \\\ \\ \\ \\ \\ \ DB 5469 PG 131 \ \ \ \ u \y I \\\ �454---- - - - - -- LLJ p6 25.734ARESLLJ \ 1 ----- - -" � ^ \ I I I \ \ \ \ \ \ \ \\ \\ \ \ \ \ TM 61-167C/ / 25.734 ACRES LLJ z TM61-167 = 1.584ACRES 456-------- - TOTAL AghEAGE=27.318ACRES '---- - - - -- _ ------ --- ' cJ \ \\ \\ \\ A28 \ \\ ALBEMAR\4,ECbUNT\YGIs \ I\\ \\--------a6s-' ALBEMARLE COUNTV GIS � \ � J/ / \ CF�ITICiAL SLOPFyS-1{�1ANAGED \ 1 CRITICAL SLOPES - PP SERVED I \ \ \ ' / \ \ \ \ \ Q \ `•fry \ / \\ \ \ \ \ \ \ \ I I , — — — — /46 fjEMOVETREES PER THIS PLAN (TYP) /<� `��� " 2 WALNUT ' I // / /'/ I / I REMOVE FENCE- A7p�\\- \\ \\ \ \ _\`� \�\ \ \\` \ II \ I r �A \ \ \ \ I /I // / /------464- --408�\ \\ \\ \\ \`\ \ `� \\ \\ ice/ \ I \ \ 1 \\ I I N a \ \I ) ' --__-402-_ y°j I 1 1 ' I 11 0 /' // 68' �� ' ' \ Oro X ,/ / / 470 24" CHERRY RE / / / / / �^/ ✓ / I I I I I / 1 / / / / / / / D MATCHL)NE SHEET CIF1.3 LTH CRAIG W. J. KOTARSKI Lic. No. 0402048507 A 05-05-22 a. CL O oc t7 F DATE 02/07/2022 DRAWN BY R. VAN NIEKER DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE 1"=20' ^Q Z O >Ld ZO CJ G w < C) o m 06 LL Q V ) 00 0 Q O V Z X W JOB NO. 46883 SHEET NO. C2.1 c a c 0 EL n c m w a c m L aN C c 0 d 0 3 a 9X 2 au) 2z 00 6 2 c EE 6 0 m w m h a0 O w Z zN Od 2 a 0 S. a 2 Y J N N 2 w 6 2 2 h w `o E m 06 a c Nv '0 :2 0 m o m � � 2 m A = c m s. E h w tE� E L 1 / 1 / 1 SD FI/ARED END SECTION II OUTLET=428.45' 1 / 1 - / 1 ALBEMARLE COUNTY GIS - / 1 CRITICAL SLOPES -MANAGED JOHN WARNER 1 PKWY SCALE 11"=20' SH T 2 \�� \ _ SHEET C2.2 \ 0 20' 40'- ��\III\\\\\\ i I /Ill/ 1\\1 =Q SHEET 2.rz - = \ \FIEET C2.6 / ' �\ \ \ \ KEY MAP LEGEND: PERM-DRAtN-- - ----- �\--------- ----- ------ - -/ _ \ _ �\ -------------- - -- —� REMOVE TREE EASEMENT---------- -- - - - - - - - - - - - - -- - - - -- -� /----SE€VDOTPLAN�� — — — — — — — — — — — — — — — — — — —------_- --- --- _\\ �REMOVE STRUC TURES & -W -- -- - - - - ----- - - - - -- HARDSCAPES ------------- -- p p _ (, t7}3 - - _ / ' �`4p53 F'rt„ - p --Z _ - - ,t GR�.f� __--_'G(��L ("`t.7r/iy 6"MAPLE PERM. PARK SD INLETW/GRATE / _ ___-- TOP=444.03' _ - - _ _ �/- - EASEM�Ni - - - _ 460 INV.OUJ=43-2.S3r15"RCP _ _ ,/ z' /'' ' / - - -PERM. DRAIN / / ' , - - EASEMENT / / / A60 _ , ' ' SEE VDOT P-LA1\- i / w . ' ' \ \ \ \ \ -A, \ \ OVERHEAD POWER LINES TO BE RELOCATED - - - - - - - IN ACCORDANCE WITH POWER COMPANY -PROPERTY LINE TO BE VACATED 0 I/ MHD 1 I TOP=441.24' — ' — _ II INV.IN=42M&=24`RCP _ _ I 1 �O�T-STRUCTURE=424.04' Z \\\ \ SD INLET W/GRATE / TOP=446.25' — — --7 \\\ INV.IN=432.05' 24"RCP 1 INVOUT=431.80'24"RCP / \ SAWCUT PAVEMENT SD CURB INLET W/MHD TOP=454.27' INV.IN=449.87' 15"RCP INV.OUT=449.84' 15"RCP -466' _ - REMOVE TREES - - - - - - \ \ \ \ r \ \\ X / / / PER THIS PLAN(TYP) EXCEPTION 8; '460 - �- - 24" HOLLY REMOVE QWEST COMMUNICATIONS Dp ® ,-" 2'x2'CONCLID CORPORATION F A fZ TM 61-167C _ - - , _ _ D8. 3613 PG. 352 \ \ \ \ � \ \I \ \\ / / � � / w' �O f�/'� RIO P_ 011't1T LLC - SHED V E SEE VDOT PLAN \\ \\ \\ \ �\ \I \ \ / / / (� I`� 467 - - TM 61-16 7 \\I mo D� 5469 PG 131 _-- a7o i o RIOPOWT LLC 25.734 ACRES i _ — 1.584 ACRES TM 61-167C .25734 ACRES — — — — I \ \ \ \ I \ \ \ / 24" MAGNOLIA 16 TM 61-167/ - 1.584 ACRES � TOTALACREAGE = 27.318 ACRES _ ----- SHRUBS/,Wi / — — — — — REMOVE SANITARY CLEANOUT 24 MAGNOLIA REMOVE STRUCTURES ® 48" MAPLE 24" CEDAR / o & HARDSCAPE PER THIS PLAN (TYP) `� / ^ SHRUBS / / ® I III III III II � I / /I i I 1 18"DEC 5 _ I 8" DEC o REMOVE OVE 1 i / "HOLLY '0 /'J WELL 1-112S Y MOUSE / 1410 REMOVE FENCE REMOVE POWER POLE° REMOVE 1 REMOVE POWER POLES L -- -� I I I II I I 24"HOLLY � / _ - HEDGE OVE �- ®36" MAPLE \ OHp SHED \ p 38" DEC 12"DEC ---- -- 1 / \ 4 I IIII I I fl, / REM VE oHa \ ---- -- - - 1 OVE - ® DECIDUOUS TREES / Yl IJ' / / / \s SHED 15"CEDAR REMOVE POW€R-POLES o /p, \ 1 REMO 18" DEC VA ■ )♦ 1♦ S )♦ )♦ )♦ )♦ )♦ )♦ S S S S S S 1♦ �/S )t, S S S S S S S )♦ )♦ )♦ )♦ )♦ )♦ 1 MATCHLIN� SEE ET C2.4 — — — _ 0= — Hp — — — / BOX 1 ;I p LTIi _ Fu � ) CRAIG W. 7. KOTARSKI Y Lic. No. 0402048507 05-05-22 a. n E 0 N OV N c > E w ai E ! Q LL o 3 LL w O L M Q J U OW v zF �x ���� U) _ N = U > � a o q' N . M d .'r OJ J (n O C7 0 x F 0 w Lu x z O 0 Low F DATE 0210712022 DRAWN BY VAN NIEKER DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE 1"=20' Q O J Q > O zwLu w Q < 0 Om06 LL Q (%) 00 O 0 O z X w JOB NO. 46883 SHEET NO. C2.1 0 0 0 3 a 90 2 o au) 2z 00 6 2 c E6 M �N a O w a Z zN od 2 a 00 o� 2 a 2 Y �° w 0 w 6 2 2 h m = 0 w `o E m 06 a c 2a 225 0 �+ o m m � � 2 m In I.= =0 m 50 h w tE � E L SHEET C2.2 SCALE 1"=20' / I / III - 1 I �` \ ` I I 1 1 1 1 1 I 1 1 1 \ / MATCHLINE SEE SHEET C2.1 / IF 0 20' 40' ,/ �,, I �1,1,1, 1,1,1,1,1,1,1s1,m m m m m mi m IF IF IF IF If IF If IF IFIf If �- If If 3 ,SHEE-rC2.4j - - If IF If If ///'�/1//ICI i �=• i' , �\ \CI / / / / If Aj IF If If I =T C2.5- // =Q / // / / / / / / / I / SHEET C2.6 / / If / � � / / / 3.4„_ 12"CHERRY \\ / / , / ' / / p REMOVE STRUCTURES \ If / / p HARDSCAPE PER // IF / / /' �' / / ' amp THIS PLAN (TYP) If 3 12„'-a°5„CEDARS / / / / / / / / / / / / / �yti ( ) If / / / / / / / �° / IF If / / 36" WHITE OAK A58 REMOVETREE , /, // / / // / // / / REMOVE STRUCTURES & HARDSCAPES / / / / as as °� / �y I / / / / 6,' IF / /' // / l 6"HOLLY / I / SAWCUT PAVEMENT O , / I I ' I / / / / 1 / / 1 I (2)12"CEDARS / / /' / / ,' 1 ®36"PARADISE / / If IF IF If IF I IF I / / / / / / / / / / / REMOVE TREES / / / / / \ / , , // �� / / / 36" CHERRY I / , / I I I IF / / / / / /' I 1 1 I 1 / / / I / I l / l / / / / 1 I I I � / , ,' f/ IFl l / ' /' If IF l 1 I I IfPER THIS PLAN (TYP) / 1 /' I r, / l / If l l l I 1-470— lIF / 1 I I I I / / / / / I I 1 /' ,' , • / ' '- — J / I I I I I / / / // / // If O 1 I 1 1 I ll l l I I\\ / I ALII3EMARl'E COUNIfY GIS / I I \ , / / ti / w / I STEP SLOPES (T`{P) I I I / / I I I I I \\ ` \ TM 61-167C / / / / , / ay ' w If I / 1 RIO POINT LLC / Z t IF \F It \DB 5469 PG 131 / IF i IF\ 25.734 ACRES, 06° TM61-167C = 25.734ACRES I I I I I 1\ \ \ , II 1 II \\ \ TM 61-10\ \ = 1.584 ACRES - - _ _ _ _ _ - / / / , I / I I I 1 1 ` \ 1 \ ` \ \ TOTAL ACREAGE = 27.318 ACRES 1 1 I I I 1 I I \ \ \ \ -' /IF ' / 4s6 \ If If III If If It If IF IF If If If If If I If /' If IF If /{ / ALBEMARLEbOUNN j' PRESERVED STEEP' ' I l I I \ \\ \ \ - - _ - - - - - /' / SLOPES OVERLAY l l ' DISTRICT ae2 If If If I //// ll / / I I 1 \ — 6If IF I I I I IIF IF l I If / I I IIf - / // -45 _456- ' If If I / I - - - - - _ _ / / \ 1 \ \ - - - - - - - - 454 - - - - - - - - - - - - - - - - - - - - - - - .. If If / I I \ \ /\ / / / ALBEMARLE 60UNTYMANAGEI7 \ \ ` \ \ ^ — 450 — STEEP SLOPES Ol/ERLAY \ � B ` DISTRICT 4 _ - - - ALBEMARLE COUNTY GIS \+ \ \ \ \\\ `\ \ ^------------------------444--__ MANAGED SLOPESPYP) - - -- \ \\ \ \ _ 4 _ - - - - - - _ _ _ / -438- 438- \ ` _ - - - MATCHLINE SEE SHEET C25 KEY MAP LEGEND: CRAIG W. J. KOTARSKI Lic. No. 0402048507 .,,b. 05-05-22 a. n E 0 N OV N c > E w a E ¢ LL o 3 0 LL t K O L M Q J U OW d u) N N v zF v� �x n< _ N = U > �Lei N � M a� OJ J CL O oc f E H 9- w O UJI OI� DATE 0210712022 DRAWN BY R. VAN NIEKERA DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE 1"=20' JOB NO. 46883 SHEET NO. C2.3 L _ -\\ _--472-----------'-/ / — MATCHLIN� T \ / MAIL I� BOX �__-- - - - - -_ ---- \ --- / � I 1 _ R GVE WALLS OHp cl J' o - _ REMOVE MAIL BOXES I 1 -I ----__-----30'_&28"DEC 468 - /i/ \\ __-- PROPERTYLINETOBEVACATED II I - - ' OVERHEAD POWER -LINES TO BE RELOCATED I y IN ACCORDANCE WITH -POWER COMPANY I� / 20" CEDAR\46 / jT 1 --- WALL /' \ II466' � ' \ 1 --' --- / EXCEPTION 8; QWEST COMMUNICATIONS CORPORATION I � DB. 3734 PG. 412 - - - - - - - - - - - - - 26" DEC /'� - - SEE VDOT PLAN - ' I 1 _ \ HOLLY \ \ .. A62 ----- ----- \ I REMOVE \ I 1 , 1 TM 61-167C RIO POINT LLC 1 DB 5469 PG 131 1 25.734 ACRES TM 1 C 25.734 ACRES TM 61-167= 1.584 ACRES 1 TOTAL ACREAGE = 27.318 ACRES \\ I I I I M- N I CLLI I U I I io To LLI U) I z 1 I II II I x IGN RELOCATES\SIGN 1 - - - - - - -458- _ O \ \ I 1 \ 1 \ 1 OVERHEAD POWER LINES TO BE RELOCATED O I IN ACCORDANCE WITH POWER COMPANY = I 1 � I \ 1 \ 1 \ \ O \ Z 1 \ 1 \ 1 \ \ O z 1 P ss. \ STREAM (TYP) - ` x \ 0 \ o - 454. \� 1 \ '456 \ ■ 452 - \ \ •450— — — — — — — \ — \ -464_ x \ \ \ MATCHLINE SHEET C2.6 I \ I\ 8 ` \ \ EXCEPTION 7; CENTRAL TELEPHONE COMPANY OR VIRGINIA DB. 3734 PG. 412 1 SEE VDdT PLAN 1 \ OVERHEAD POWER LINES TO BE RELOCATED �N ACCORDANCE WITH POWER COMPANY ( I I I II t�s♦�sssss������ s SAWCUT EXISTING PAVEMENT ALONG PROPOSED LANEIMPROVEMENTS SCALE 1"=20' 0 20' 40' REMOVE TREE REMOVE STRUCTURES & HARDSCAPES SAWCUT PAVEMENT SHEET C2.1� J SHEET C2.2 I,\ �H_EET C2.5-EE C2.6 .I C LTH F r� CRMG W. J. KOTARSKI Lic. No. 0402048507 .,,b. 05-05-22 a. n E 0 N OV N > E I- W N 3 LL o 3 0 LL K O L M Q J U cW W J —N > o rn d n N N z F v � �x �-�E 04 =� _ N = U > c '^ N � M a� OJ J ui rr 0 0 0 w a Z O 0 CL O oc x E H 9- W O I DATE 0210712022 DRAWN BY VAN NIEK DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE 1"=20' Z Q J O J Q i zw Ow C <o Om06 LL Q (n 00 LL Z O 0 Z O Z X W JOB NO. 46883 SHEET NO. C2.4 L 436-___ MATCHLINE SHEET C2.3 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1• '� 1• �\ � 1. 1• �- � � 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1• _ � -� 1. 1. 1• \� � � � E � 1. 1. 1. 1• � � � 1. 1. 1• � -� 1• � � � � � � � � � � � � - - - - - - - _ _ - _ - _ \ __---432------ ------------- \'` \'\ TM61=1�r7�------- C ----_----- \\YRIOPOINT LLC "u- _ _ DB 5469 PG-1-8r - - - -' -------------426 _'Z5.734ACRES \REMdA(E POR- ON OF fREELINE \ ---------- ------------\ \ TM61-167C = 25.734ACRES 1p \\\ TM 61-167 = 1.584 ACRES - ----------------- -- - - -- 426 -- `\ \-T6Ti4LACREAGE=27.318ACRES- \ --- 422 - - - - - - - - - - - �\ -420- - - - -_ `\ \ \ - _ - \ �� _ _ \ > ALBEMARLE COUNTY MANAGED ` \ ��� --_ 2-_ \ _ - --41 _------------\\ . '� \- - - - ,'' STEEP ,SLfJRESOVERLAY ;� 41 - --------- \\` \ - /> ----- --------'//-__-'D1SiRICT \ ' \ \ \\\ \\\ \ --408-- \ \/�-- - - - - -- -- -- 406 I 1 n ' I- - - - - - - - - - - - - - - - - - 0 i RTO COMMON-LL-C - - / �\ __-----DB- 5085 PG-669 -(SSE. RESIDENTIAL_ - - ' N w -z \ \ ALBEMARLE COUNTY \ \� PRESERVED STEEP \ SLOPES OVERLAY \ DISTRICT LEGEND: 1 ' \ REMOVE TREE ' ' REMOVE STRUCTURES & \ HARDSCAPES SAWCUT PAVEMENT i i SH T 1� _ \ SHEETC2.2 \ SCALE 1 "=20' 0 20' 40'ySHEF�TC2^4; HEET 2. SHEET C2.6 --_ KEY MAP ♦ ' p LTH _ F CRMG W. J. KOTARSKI Lic. No. 0402048507 .,,b. 05-05-22 a. ui rr O x C7 0 x F w Lu x Q z O U) 0 0 am O oc f E H z O a v In w 0 z O H w 9- w i O I V UJI OI� DATE 0210712022 DRAWN BY R. VAN NIEKERP DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE 1"=20' zw J Ow CO LL 00} H� z I..L O U JOB NO. 46883 SHEET NO. C2.5 L MATCHLINE SHEET C2.4 --__ Q \ \ > \ \ \ \ I 1 \ oN \ \ \ \ \ \ \ \ \ \ \ ALBEMAR4if COUNTY GIS MANAGED SLOPES (TYP) / / / / TM 61-167C / RIO POINT LLC DB 5469 PG -131 / ' OVERHEAD POWER LINES TO BE RELOCATED 25.734 ,4CRES IN ACCORDANCE WITH POWER COMPANY / Q I TM 61-167C = 25.734 ACRES TM61-167 = 1.584ACRES ' TOTAL ACRFAGE=27.318ACRES \ Q \ \ REMOVE SHRUBS OVERHEAD POWER ONES TO BE RELOCATED IN ACCORDANCE WITH\P\OWER COMPANY \ // RIO COMMONS LLC DB. 5085 P6. 669 / USE: RESIDENTIAL /7.108 AC 1 1 1 0 1 � 1 1 1 1 � 1 1 ' x 1 1 1 = � l a / / / / / 0 101 m co 0 0 SAWCUT EXISTING PAVEMENT ALONG PROPOSED LANEIMPROVEMENTS O LEGEND: REMOVE TREE REMOVE STRUCTURES & HARDSCAPES SAWCUT PAVEMENT 3HEETC2.1�\ SHEETC2.2 \ /EET, 2 3J /// _$HEEfC2^4; III/�IllJllll�lll\ \\_;/i///i/I� "\\I\ SCALE 1 "=20' 0 20' 40' KEY MAP J Uff F 0',�� CRAIG W. J. KOTARSKI Lic. No. 0402048507 .,,b. 05-05-22 a. ui O C7 0 x F w ti a z 0 0 0 DATE 0210712022 DRAWN BY R. VAN NIEKER DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE 1"=20' Q O J ~>0 Q zw Lu �OQ Om06 G Q V 000E LL 7 O 0 Z O U C� Z X W JOB NO. 46883 SHEET NO. C2.6 c a c 0 d 0 00 a vx oo au) 2z 00 o 2 c 2 F E- a o 0 d Z zN O d 2 a o a 2 Y J M X C 0.0 w 6 2 2 h m c 0 E M 0 m 06 a c �a 0 'a 0 m 2 o m 7, � 2 m m N 0 m 5E tE � E L EROSION AND SEDIMENT CONTROL NARRATIVE: 22. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL MEASURES CAN BE REMOVED UPON APPROVAL FROM THE E&S INSPECTOR. PROJECT DESCRIPTION THIS PROJECT INCLUDES THE CONSTRUCTION OF 11 APARTMENT BUILDINGS, 15 TOWNHOUSES AND CLUB HOUSE AND ASSOCIATED UTILITIES AND SITE WORK. LIMITS OF DISTURBANCE IS 18.46 ACRES. ADJACENT PROPERTY THE WESTERN AND NORTHERN PROPERTY LINE IS BOUND BY JOHN W WARNER PARKWAY. THE EASTERN PROPERTY LINE IS BOUND BY RIO ROAD. THE SOUTHERN PROPERTY LINE IS BOUND BY THE RIO COMMONS DEVELOPMENT, THE CHARLOTTESVILLE WALDORF SCHOOL, AND CITY OF CHARLOTTESVILLE PUBLIC OPEN SPACE. EXISTING SITE CONDITIONS CURRENTLY THE SITE HAS RESIDENTIAL HOUSE AND A VARIETY OF SHEDS AND A VACANT GRASS PASTURE. PERMITTING THE OWNER SHALL OBTAIN ALL REQUIRED STATE AND FEDERAL PERMITS INCLUDING VDEQ INDIVIDUAL PERMIT, VRMC GENERAL PERMIT, OR US ACE NATIONWIDE PERMIT (WETLAND IMPACTS) ETC. OFF -SITE AREAS NO OFFSITE AREAS WILL BE DISTURBED AS PART OF CONSTRUCTION. CRITICAL EROSION AREAS ALL CRITICAL SLOPES ARE SHOWN ON PLAN SHEETS C2.1, C2.2, C2.3, C2.4, C2.5, C2.6, C4.1, C4.2, C4.3, C4.4, C4.6. SILT FENCE WILL BE INSTALLED ON THE UPSTREAM END OF CRITICAL SLOPES WITHIN THE LIMITS OF DISTURBANCE TO DEMARCATE AND PROTECT THE SLOPES. EROSION AND SEDIMENT CONTROL MEASURES UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE CURRENT ADDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. THE MINIMUM STANDARDS OF THE VESCH SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED OR APPROVED BY A VARIANCE BY LOCAL AUTHORITIES HAVING JURISDICTION. STORMWATER RUNOFF CONSIDERATIONS ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE MAINTAINED IN ACCORDANCE WITH VESCH AND THE CONSTRUCTION SEQUENCE, INCLUDING THE INSPECTION OF ALL MEASURES AFTER ALL RAIN EVENTS. A LEVEL 1 WET POND, AND SIX BIOFILTERS WILL BE CONSTRUCTED FOR THE PURPOSE OF ADDRESSING WATER QUANTITY REQUIREMENTS. AT LEAST 75% OF NUTRIENT TREATMENT WILL OCCUR ONSITE. THE REMAINDER WILL BE PURCHASED STRUCTURAL PRACTICES: 1. TEMPORARY CONSTRUCTION ENTRANCE - 3.02 A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE PROVIDED AT THE LOCATION INDICATED ON THE PLANS. IT IS IMPERATIVE THAT THIS MEASURE BE MAINTAINED THROUGHOUT CONSTRUCTION. ITS PURPOSE IS TO REDUCE THE AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF. 2. SILT FENCE BARRIER - 3.05 SILT FENCE SEDIMENT BARRIERS SHAL L BE INSTALLED DOWNSLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT -LADEN RUNOFF FROM SHEET FLOW AS INDICATED. ITS PURPOSE IS TO INTERCEPT SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS AND PREVENT SEDIMENT FROM LEAVING THE SITE. 3. STORM DRAIN INLET PROTECTION - 3.07 STONE FILTERS SHALL BE PLACED AT THE INLET OF ALL DRAINAGE STRUCTURES AS INDICATED ON PLANS. ITS PURPOSE IS TO PREVENT SEDIMENT FROM ENTERING THE STORM DRAINAGE SYSTEM PRIOR TO PERMANENT STABILIZATION. 4. DIVERSION DIKE - 3.09 A TEMPORARY RIDGE OF COMPACTED SOIL TO DIVERT WATER FROM A CERTAIN AREA. 5. SEDIMENT TRAP - 3.13 A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELEASE TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN "WET" AND "DRY" STORAGE LONG ENOUGH FOR THE MAJORITY OF SEDIMENT TO SETTLE OUT. 5.1. MAINTENANCE OF SEDIMENT TRAP - INSPECT TRAP EMBANKMENT WEEKLY TO ENSURE IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. ADDITIONALLY THE TRAP SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF. 6. SEDIMENT BASIN - 3.14 A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELASE STRUCTURE FORMED BY CONSTRUCTING AN EMBANKMENT OF COMPACTED SOIL ACROSS A DRAINAGE WAY 7. OUTLET PROTECTION - 3.18 STRUCTURALLY LINED APRONS OR OTHER ACCEPTABLE ENERGY DISSPATING DEVICES SHALL BE PLACED AT ALL OUTLETS OF PIPES OR PAVED CHANNEL SECTIONS. 8. DUST CONTROL - 3.39 DUST CONTROL IS TO BE USED THROUGH THE SITE IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT. VEGETATIVE PRACTICES: 1. TOPSOIL (TEMPORARY STOCKPILE) - 3.30 TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL BE LOCATED ONSITE AND SHALL BE STABILIZED WITH TEMPORARY SILT FENCE AND VEGETATION. 2. TEMPORARY SEEDING - 3.31 ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE THAN 30 DAYS SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS APPLIED. 3. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE COVER BY PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL BEAUTY. 4. SOIL STABILIZATION BLANKETS & MATTING - 3.36 A PROTECTIVE COVERING BLANKET OR SOIL STABILIZATION MAT SHALL BE INSTALLED ON PREPARED PLANTING AREAS OF CHANNELS TO PROTECT AND PROMOTE VEGETATION ESTABLISHMENT AND REINFORCE ESTABLISHED TURF. MANAGEMENT STRATEGIES 1. PROVIDE SEDIMENT TRAPPING MEASURES AS A FIRST STEP IN GRADING, SEED AND MULCH IMMEDIATELY FOLLOWING INSTALLATION. 2. PROVIDE TEMPORARY SEEDING OR OTHER STABILIZATION IMMEDIATELY AFTER GRADING. 3. ISOLATE TRENCHING FOR UTILITIES AND DRAINAGE FROM DOWNSTREAM CONVEYANCES IN ORDER TO MINIMIZE PERIMETER CONTROLS. 4. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE MAINTAINED UNTIL THEY ARE NO LONGER REQUIRED TO COMPLY WITH THE CONTRACT DOCUMENTS OR STATE LAW. PERMANENT STABILIZATION ALL NON -PAVED AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING IMMEDIATELY FOLLOWING FINISHED GRADING. SEEDING SHALL BE IN ACCORDANCE WITH STD. & SPEC. 3.32, PERMANENT SEEDING. SEED TYPE SHALL BE AS SPECIFIED FOR "MINIMUM CARE LAWNS" AND "GENERAL SLOPES" IN THE HANDBOOK FOR SLOPES LESS THAN 3:1. FOR SLOPES GREATER THAN 3:1, SEED TYPE SHALL BE AS SPECIFIED FOR "LOW MAINTENANCE SLOPES" IN TABLE 3.32-D OF THE HANDBOOK. FOR MULCH (STRAW OR FIBER) SHALL BE USED ON ALL SEEDED SURFACES. IN ALL SEEDING OPERATIONS SEED, FERTILIZER AND LIME SHALL BE APPLIED PRIOR TO MULCHING. SEQUENCE OF INSTALLATION PHASE I (SEE SHEET C3.3, C3.4, C3.5, C3.6, C3.8, C3.9, C3.7, #####) 1. A PRE -CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY E&S INSPECTOR, CONTRACTOR, OWNER, AND ENGINEER. THIS MEETING SHALL TAKE PLACE AT THE COUNTY OFFICE BUILDING. CLEARING LIMITS MUST BE FLAGGED PRIOR TO THE MEETING WITH ONE (1) WEEK OF NOTICE. 2. INSTALL CONSTRUCTION ENTRANCE. SHOULD THE TEMPORARY CONSTRUCTION ENTRANCE NOT BE MAINTAINED PROPERLY OR AN EXCESSIVE AMOUNT OF SOIL BE TRACKED ONTO THE PUBLIC ROADWAY, THEN A PAVED CONSTRUCTION ENTRANCE, WATER TANKER TRUCK WITH PRESSURE WASHERS, AND SETTING AREA MAY BE REQUIRED BY THE EROSION CONTROL INSPECTOR. 3. INSTALL PERIMETER SILT FENCE AND TREE PROTECTION ALONG LIMITS OF GRADING. 4. INSTALL SEDIMENT TRAPS AND SEDIMENT BASIN PER PLAN. 5. INSTALL DIVERSIONS DIKES TO DIRECT RUNOFF TO THE TRAPS AND BASIN. CONTRACTOR TO ENSURE POSITIVE DRAINAGE. STABILIZE ALL AREAS AFTER INSTALLATION. 6. AFTER ALL MEASURES ARE IN PLACE, CONTRACTOR TO COORDINATE INSPECTIONS AS REQUIRED BY THE COUNTY OF ALBEMARLE. 7. CLEAR AND GRUB THE PROJECT AREA AND BRING SITE UP TO GRADE. A STOCKPILE AREA HAS BEEN INDICATED ON THE PLAN FOR USE BY THE CONTRACTOR. 8. SEED ALL DENUDED AREAS PER VESCH STANDARDS. PHASE II (SEE SHEET C3.17, C3.18, C3.19, C3.20, C3.22, C3.23, #####, #####) 9. AS CONTRACTOR BRING SITE UP TO GRADE - CONSTRUCTION ROAD STABILIZATION MAY BE REQUIRED IF DEEMED NECESSARY. 10. KEEP THE PHASE 1 DIVERSION DIKES IN PLACE AS LONG AS POSSIBLE. MAINTAIN POSITIVE DRAINAGE TOWARDS SEDIMENT TRAPS AND BASIN TO FULLEST EXTENT POSSIBLE. AS ONCE SEDIMENT BASIN IS BROUGHT OFFLINE, DIVERT WATER AS NECESSARY TO REMAINING TRAP OR BASIN. ENSURE THAT NO SECTION OF SILT FENCE IS OVERLOADED. 11. INSTALL UTILITY NETWORKS PER PLAN. 16. INSTALL INLET PROTECTION WHERE SHOWN ON THE PHASE II EROSION AND SEDIMENT CONTROL PLAN AND AS THE STORM SYSTEM IS CONSTRUCTED AND BECOMES OPERATIONAL. 17. ADJUST DIVERSION DIKES AND REMOVE SEDIMENT TRAP AS UPHILL DRAINAGE AREAS ARE STABILIZED AND HAS BEEN APPROVED BY ESC INSPECTOR FOR REMOVAL. 18. COMPLETE GRADING, INSTALL CURB AND GUTTER, AND BUILDING PADS. 19. ONCE THE STORM NETWORK IS FULLY ONLINE, CLOSE REMAINING SEDIMENT TRAPS. 20. ALL STORMWATER PIPING & STRUCTURES SHALL BE INSPECTED FOR SILT/SEDIMENT. IF PRESENT, SILT/SEDIMENT SHALL BE CLEANED OUT FOR THE SYSTEM TO THE SATISFACTION OF THE E&S INSPECTOR. 21. APPLY PERMANENT SOIL STABILIZATION TO AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. 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 TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. MS-5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. MS-6. SEDIMENT TRAPS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. MS-7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. MS-8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. MS-9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. MS-10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. MS-11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. MS-12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. MS-13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. MS-14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE 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 SECTION 19 OF VIRGINIA ADMINISTRATIVE CODE 9VAC25-840-40 MINIMUM STANDARDS. GENERAL EROSION AND SEDIMENT CONTROL NOTES: ES-1: UNLESS OTHERWISE INDICATED, CONSTRUCT AND MAINTAIN ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. ES-2: THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY WILL MAKE A CONTINUING REVIEW AND EVALUATION OF THE METHODS AND EFFECTIVENESS OF THE EROSION CONTROL PLAN. ES-3: PLACE ALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN CLEARING, GRADING, OR LAND DISTURBANCE. ES-4: MAINTAIN A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ON THE SITE AT ALL TIMES. ES-5: PRIOR TO COMMENCING LAND -DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFFSITE BORROW OR WASTE AREA), SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE ARCHITECT/ENGINEER AND THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY FOR REVIEW AND ACCEPTANCE. ES-6: PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE RESPONSIBLE LAND DISTURBER. (MODIFIED NOTE) ES-7: ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND -DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT. ES-8: DURING DEWATERING OPERATIONS, PUMP WATER INTO AN APPROVED FILTERING DEVICE. ES-9: INSPECT ALL EROSION CONTROL MEASURES DAILY AND AFTER EACH RUNOFF- PRODUCING RAINFALL EVENT. MAKE ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES IMMEDIATELY. SOILS INFORMATION: 21B - CULPEPER FINE SANDY LOAM, 2 TO 7 PERCENT SLOPES. 40 TO 79 INCHES TO PARALITHIC AND LITHIC BEDROCK, WELL DRAINED. HYDROLOGIC SOIL GROUP: B CONTRACTOR SHALL PROVIDE ALL INFORMATION REQUIRED FOR CONSTRUCTION RECORD DRAWINGS: 21C - CULPEPER FINE SANDY LOAM, 7 TO 15 PERCENT SLOPES. 40 TO 79 INCHES TO PARALITHIC AND LITHIC BEDROCK, WELL DRAINED. HYDROLOGIC SOIL GROUP: B 22C3 - CULPEPER FCLAY LOAM, 7 TO 15 PERCENT SLOPES. 40 TO 79 INCHES TO PARALITHIC AND LITHIC BEDROCK, WELL DRAINED. HYDROLOGIC SOIL GROUP: B 48E - PHILOMONT SANDY LOAM, 25 TO 45 PERCENT SLOPES. MORE THAN 80 INCHES TO RESTRICTIVE FEATURE, WELL DRAINED. HYDROLOGIC SOIL GROUP: A COUNTY OF ALBEMARLE a fi Department of Community Development Construction Record Drawings (As -built) for VSMP The following is a list of information required on construction record drawings for stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the construction record drawing be prepared by someone other than the designer. Please do not provide design drawings as construction record drawings. A. A signed and dated professional seal of the preparing engineer or surveyor. B. The name and address of the firm and individual preparing the drawings on the title sheet. C. The constructed location of all items associated with each facility, and the inspection records to verify proper dimensions, materials and installation. The items include, but are not limited to the following: 1. Inspection Records and photographs for pipe trenches and bedding, including underdrains. 2. Video Pipe Inspection for any pipes which are not accessible or viewable. 3. Updated Location with geocoordinates of all facilities. 4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities. 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required for alterations from the design. 6. Plants, location and type. 7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the installed type of drainage structures, culvert1pipe size, weirs, materials, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. 8. Computations: For significant deviations from design, provide sealed computations verifying that the as -built condition is equivalent or better than design. 9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical sections and linings. 10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage must be within platted easements. Provide copies of recorded documents. 11. Guardrail, fences or other safety provisions - Display the constructed location of all safety provisions; fences, guardrail, including the type, length and applied end treatments, compared to design. 12. Material layers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to material types and depths. Include inspection reports, boring or test pit reports and materials certifications. Biofilter media must be an approved state mix. 13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable. 14. Compaction reports are required to verify fill compaction in dams. 15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning. A� U CRAIG W. I. KOTARSKI Lic. No. 0402048507 .,,a. 05-05-22,,zv. ^� E 0 N OV N ur o > E w m E w i 3 Q LL Z 3 LL rYO LM Q J U OW W J -ui �; OO d trl N N L9 W 7 Z f Y 30; �� w 04 7 D J = v N 2 U > IN act o, O N � M d� CO J CDW tri M 0 O 2 M 0 x 0 w w 2 U z 0 V) 0 O CL O oc f f H z 0 a Ln w 0 z 0 Ln LU w tY 9- 2 Lu O 2 Lu Q � O IO DATE 0210712022 DRAWN BY R. VAN NIEKERP DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE N.A. zw H� < O w m L.L Q LL O° cl. O U Cn J a w 0 06 U) w 0 z J z O U z CwC G w 06 z O U) 0 w JOB NO. 46883 SHEET NO. C3.0 L XL.��T OF PIPE OUTLET CONDITIONS 70' MIN. 5:1 IXISTING SILT FENCE DROP INLET PROTECTION 1. SET THE STAKES. 2. EXCAVATE A 4"X 4" TRENCH UPSLOPE r_'�'�e NLET WITH ALONG THE LINE OF STAKES. A 3' PAVEMENT FRAME GDROP RATE 6' U A A CRAIG W. 7. KOTARSKI FILTER 8„ M A MOUNTABLE BERM CLOTH (OPTIONAL) FRAME 1.5 -� j /� j _ = � � - / = i O= 05 � 2 ✓ ✓ LL SIDE ELEVATION MAX. - - �� %�� /J IIII �'p c( �' EXISTING GROUND FLOW a 4„ S ONAL E 3do do 70' MIN. � ' 3, (/ MIN. .1II 3. STAPLE FILTER MATERIAL TO STAKES AND 4. BACKFILL AND COMPACT THE PIPE OUTLET TO FLAT WASHRACK T 10' MIN. B l GATHER EXCESS EXTEND IT INTO THE TRENCH. EXCAVATED SOIL. AREA WITH NO OPTIONAL 1 i AT u M E rn DEFINED CHANNEL PLAN VIEW 10 EXISTING 2' MIN. MIN LJ CORNERS ° N 6 PAVEMENT PERSPECTIVE VIEWS a o VDOT #1 COARSE AGGREGATE B POSITIVE j 10' MIN. DRAINAGE TO L _ _ IIII IIII w °i = La *MUST EXTEND FULL WIDTH OF INGRESS AND EGRESS OPERATION SEDIMENT I - FLOW - � W � 3 I.- LL i 3 TRAPPING DEVICE STAKE o PLAN VIEW �' - v. w O `m ^. 0 %- FABRIC SHEET FLOW INSTALLATION ¢ Z _ T 12' MIN. - 1' ' IIII (PERSPECTIVE VIEW) m o O T 3" MIN. MIN. a N SECTION A -A FILTER KEY IN 6"-9"; RECOMMENDED Mmm�3" MIN. it p.,,d J 3' I MAX. G x n InCLOTH FOR ENTIRE PERIMETER FILTER CLOTH SECTION A -A - \A , FLOW 9 a' % w p DETAILA AA B\� 0= v N z A ELEVATION OF STAKE AND FABRIC ORIENTATION - // - kO c N 5 7 \ U1 A 3do (MIN.) SPECIFIC APPLICATION / II o THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET DRAINS A m RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE THE INLET SHEET OR POINTS A SHOULD BE HIGHER THAN POINT B. 2 do REINFORCED CONCRETE DRAIN SPACE OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE TYPICAL. THE METHOD SHALL NOT W SECTION B-B APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS IN STREET OR PIPE OUTLET TO HIGHWAY MEDIANS. DRAINAGEWAY INSTALLATION ui 0 WELL DEFINED PLAN VIEW CHANNEL CE 3.02 IP 3.07-1 (FRONT ELEVATION) SF 3.05-2 Z 0 STONE CONSTRUCTION ENTRANCE STORM DRAIN INLET PROTECTION SILT FENCE (W/O WIRE SUPPORT) No Scale No Scale No Scale N F La w Np w 2 LU Q 0 %- ERNST CONSERVATION SEEDS a _ RIGHT-OF-WAY NON-NATIVE WOODS MIX - ERNMX-132 p o DATE In SECTION A -A FILTER KEY IN 6"-9"; RECOMMENDED �_ GRAVEL CURB INLET SEDIMENT FILTER -�- COMPACTED SOIL CWD TO HAVE VDOT > 0210712022 CLOTH FOR ENTIRE PERIMETER BOTANICAL NAME COMMON NAME \f STANDARD EC-2 MATTING ON UPHILL 0 PRICE/LB 18" MIN. I I I I SIDE DRAWN BY NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR o 30.00 k FESTUCA RUBRA CREEPING RED FESCUE 1.90 - t i t i t i t i l i t ~FLOW _ _ ,, _ _ R. VAN NIEKER DESIGNED BY CONCRETE. 20.00% LOLIUM PERENNE, PERENNIAL RYEGRASS, 1.85 milli Rill oilIII110=111• 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. 'FASTBALL RGL' 'FASTBALL RGL' (TURF TYPE \ J. DENKO 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 'CLIMAX' // 4.5' MIN. • CHECKED BY INCHES. 20.00% PHLEUM PRA TENSE, TIMOTHY, 1.20 'CLIMAX' • C. KOTARSKI OP 3.18-1 12.00% TRIFOLIUM HYBRIDUM ALSIKE CLOVER 3.25 DD CWD 3.09-1 • • SCALE OUTLET PROTECTION 12" GRAVEL FILTER TEMPORARY DIVERSION DIKE 10.00% AGROSTIS PERENNANS, AUTUMN BENTGRASS, 14.00 RUNOFF WATER WIRE MESH N.A. NO Scale No Scale ALBANYPINE BUSH - ALBANYPINEBUSH- FILTEREDwATER • TABLE 3.31-B NYECOTYPE NY ECOTYPE t 4' • ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS a !' "QUICK REFERENCE FOR ALL REGIONS" 8.00% AGROSTIS ALBA REDTOP 8.00 PLANTING DATES SPECIES RATE (LBS./ACRE) 100% MIX PRICE/LB BULK: $3.61 a,.. (r v SEDIMENT Al "; 0�� ■■■ ®i �DE00 on SEPT. 1 -FEB. 15 50/50 MIX OF SEEDING RATE: 40-60 LB PER ACRE CONCRETE - ■■■ CL ANNUAL RYEGRASS WOODLAND OPENINGS GUTTER CURB INLET ❑❑M (LOLIUM MULTI-FLORUM) 12 & 50-100 THE SHADE -TOLERANT GRASSES AND CLOVER ARE GOOD FOR GRAVEL SHALL BE VDOT#3, #357 OR 5 COARSE AGGREGATE. CEREAL (WINTER) RYE WOODLAND OPENINGS AND PARTIALLY SHADED SITES. MIX (SECALE CEREALE) FORMULATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE DEPENDING ON THE AVAILABILITY OF EXISTING AND NEW PRODUCTS. WHILE THE FEB. 16 - APR. 30 ANNUAL RYEGRASS 60-100 FORMULA MAY CHANGE, THE GUIDING PHILOSOPHY AND FUNCTION OF SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT LOLIUM MULTI-FLORUM ( ) THE MIX WILL NOT. CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND J MAY 1 -AUG. 31 GERMAN MILLET 50 TS (SETARIA ITALICA) 3.31 UNPROTECTED AREAS. I P 3.07- 6 PERSPECTIVE VIEW Q w TEMPORARY SEEDING PLANT MATERIALS SLOPE STABILIZATION SEED MIX STORMWATER INLET PROTECTION t d a No Scale No Scale No Scale o > TABLE 3.32-D o z _ z SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA BLOCK AND GRAVEL DROP INLET SEDIMENT FILTER Q Q TOTAL LBS. PER ACRE FILL SLOPE x y 4 [x[+A��1.E:;'. y„ "^ ' O LU V EARTHEN RIDGE m MINIMUM CARE LAWN " VNRE" !" FABRIC Q COMMERCIAL OR RESIDENTIAL 175-200 LBS. � _'T cO ETE 9" ,' LINE POST 7 KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100% IMPROVED PERENNIAL RYEGRASS 0-5°k BLOCK SCREE -_i--� - - IIII - IIII III110; 6, METAL(TIONA 1 1p GROUND LINE MAX. METAL (T)OR MAX. 5' MIN. (U>PGSTa BRACING CONCRETE FOOTING O O w KENTUCKY BLUEGRASS 0-5°� � III IIIIIII IIIIII IIIIIIIIIIII _ GENERAL SLOPE (3:1 OR LESS) _ -I -IIIIIIIII IIII II 11IIIII 0III IIII II IIpfflIIII 11IIIII I RI III II PERSPECTIVE VIEW PERSPECTIVE VIEW PLASTIC FENCE METAL FENCE �� z cl� -IIIII O= LJJ KENTUCKY 31 FESCUE 128 LBS. RED TOP GRASS 2 LBS. 2' U SEASONAL NURSE CROP ` 20 LBS. - 06 150 LBS. LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) FD 3.10-1 SF 3.10 Z ` SEE SLOPE STABILIZATION SEED MIXGRI� - VEL R 0 Q' TEMPORARY FILL DIVERSION SAFETY FENCE WIRE SCREEN FILTERED O No Scale No Scale �� WATER RUNOFF OVERFLGvv�,i ` USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES WATER �� _ Lij AS STATED BELOW: WITH SEDIMENT ::: MOL FEBRUARY 16TH THROUGH APRIL.................................. ANNUAL RYE + ..: MAY 1ST THROUGH AUGUST 15TH ............................ FOXTAIL MILLET •DROP j j j j j j AUGUST 16TH THROUGH OCTOBER ............................... ANNUALRYE INLET NOVEMBER THROUGH FEBRUARY 15TH........................ WINTER RYE SEDIMENT :. WITH GATE -I 1-I 1- " SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION OTHER PERIODS, USE UNHULLED SERICEA). IF FLATPEA IS USED IN LIEU SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD, OF CROWNVETCH, INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED WHERE HEAVY FLOWS ARE EXPECTED AND WHERE AN OVERFLOW CAPACITY GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY BE IS NECESSARY TO PREVENT EXCESSIVE PONDING AROUND THE STRUCTURE. 40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER GREATER THAN 6' ON CENTER. EVERY NINTH POST SHALL - SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE. CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE IP 3.07- 3 FENCE AS A TREE PROTECTION FENCE. TP JOB NO. 46883 PS 3 32 NO SCALE 3 38 PERMANENT SEEDING MIX FOR PIEDMONT AREA STORM DRAIN INLET PROTECTION TREE PROTECTION SHEET NO. C3.1 No Scale NO Scale No Scale L Table 11: Outlet Protection Design Table (ref. Va. Erosion and Sediment Control Handbook, spec. 3.18) OUTLET PROTECTION DESIGN * apron on level ground Outlet Hydraulics Apron L N`o 2)d o d c m n w > .4 5 x m E E CIZ`N '5 05 O z a o o 2 3 3 remarks 100 4 3.23 411.00 414.20 3.2 Max 1 12.0 22.4 20.0 pass I Wet pond outfall 200 3 37.00 414.13 422.14 8.0 Max 9.0 15.8 14.0 pass I Outfall Into wet pond 300 1.25 3.17 414.28 422.14 7.9 Max 3.8 6.8 6.0 pass AI Outfall Into wet pond 400 1.25 3.06 459.50 460.31 0.8 Max 3.8 6.8 6.0 Class AI Outfall into Bio 1C 500 1.25 1.93 456.03 454.49 0.0 Min 3.8 9.9 8.0 Class Al Outfall into Bio 1E 600 1.25 1.29 459.50 460.31 0.8 Max 3.8 6.8 6.0 Class AI Outfall into Bio 1C 700 1.5 1.65 439.50 440.70 1.2 Max 4.5 8.9 8.0 pass AI Bio 2A outtalI 800 1.5 7.84 1 446 446.83 0.8 1 Max 4.5 8.9 8.0 1 pass AI jOutfall into Bio 2A RD Outfall 1 4.55 1 443.75 444.52 0.8 1 Max 3.0 6.6 6.0 1 Class AI jOutfall into Bio 1A RD Cutfall 1 1.37 1 456 454.5 0.0 1 Min 3.0 7.5 6.0 1 Class AI jOutfall into Bio 1B Table 16: Sediment Trap design (spec 3.13) Sediment Trap design - #1 drainage area (acres) (<3) 2.59 *• trap volumes: volume elevation (ft) area (sf) voluirl cumulative (cy) o d 445 2275 a W 446 3371 104.6 104.6 447 4562 146.9 251.5 o 448 5811 192.1 443.6 0 a wet storage: wet storage required (cy) (67*DA) bottom of stone weir (ft) 173.5 447.0 Class Al 0 - 1.1 Class 1 1.1 - 1.6 Class 11 1.6 - 2.2 Class 111 2.2 - 2.8 Type II 2.8 - 4.5 Type 1 4.5- wet storage provided at this elevation (cy) 251.5 slope of wet storage sides 21 dry storage: dry, storage required (cy) (67*DA) 173.5 crest of stone weir 448.0 dry storage provided at this elevation (cy) 1921. slope of dry storage sides 2:1 Table 16: Sediment Trap design (spec 3.13) ORICLAL GROUND ELE -SEE PLATE 113-1 ,• YM48LE CREST OF STONE WEIR I DRYSTORAGE WET STORAGE (ExCAYATED> a• MAx. 1 1 1 FLTER CLOTH CRIGNAL .WHO ELN COARCE AGGREG % CLASS I R~ *"coarse aggregate shall be VDOT #3, #357 of #5 weir length (ft) (6xDA) 15.5 bottom of trap elevation (ft) 445 bottom trap dimensions: 16W27 top of dam elevation (ft) 448 top width of dam (ft) 2 top trap dimensions 18W42' Sediment Trap design - #2 drainage area (acres) (<3) 1.65 Y"R aLE trap volumes: DRON& CREST OF STONE WEIR ppy volume caouND \ elevation (ft) area (SO volume(cy) cumulative ELN. I.C. (cy) DRY STORAGE - N YARVR£ 437 1190 438 2045 59.9 59.9 439 3056 94.5 154.4 WET STORAGE 440 4123 132.9 287.3 fExcAYATED> FLTER aoTH aoranAL GNWnO RN •SEE MATE 3.13-1 COARSE AOCRE•ATE� CUSS I RRRAP wet storage: wet storage required (cy) (67*DA) 110.7 bottom of stone weir (ft) 439.0 wet storage provided at this elevation (cy) 154.4 *"coarse aggregate shall be VDOT #3, #357 of #5 slope of wet storage sides 2:1 weir length (ft) (6xDA) 9.9 dry storage: bottom of trap elevation (ft) 437 dry, storage required (cy) (67*DA) 110.7 bottom trap dimensions: 12n13' crest of stone weir 448.0 top of dam elevation (ft) 440 dry storage provided at this elevation (cy) 132.9 top width of dam (ft) 2 slope of dry storage sides 2:1 top trap dimensions 14W39 Table 15: Sediment Basin design (spec 3.14) Sediment Basin design MIN. 1' WI SPILLWAY 3' WITHOUT CREST OF EMERGENCY SPILLWAY drainage area (acres) 15.66 L basin volumes: (using 1' contour intervals) DESIGN HIGH WATER WI (25-YR. STORM ELEV.) elevation (ft) contour area (sf) volume(cy) cumulative volume Ds. ________ (Cy) 415 10677 RISER CREST 416 13047 439.3 439.3 " DRY " STORAGE DEWATERING o CE 417 15636 5312 970.5 wET STORAGE 418 18443 631.1 16016 "" 419 21467 739.1 2340.7 420 24591 852.9 3193.6 SEDIMENTET" STORAGCI.EANOE IT POINT S• WET • STORAGE RMINT TD 34 C.Y./ ACRE > 421 27816 970.5 4164.1 422 31141 1091.8 5255.9 423 34567 1216.8 6472.7 424 38093 1345.6 7818.3 425 41720 1478.0 9296.3 426 45447 16142 10910.5 wet storage: wet storage required (cy) (67*DA) 1049.2 design high water (25 year storm) 425.0 dewatering orifice elevation (ft) 418.0 top of dam (ft) 426.0 wet storage provided at this elevation (cy) 1601.6 top width of dam (ft) 10.0 available volume before cleanout (cy) (33*DA) 970.5 bottom of basin (ft) 415.0 cleanout elevation (ft) 417.0 approx. bottom dimensions: 275c218' distance from cleanout to orifice (ft) (> 1') 1.0 upstream face slope: 4:01 downstream face slope: 3:1 dry storage: Try storage required (cy) (67*DA) 1049.2 baffles: No principle spillway crest (ft) 422.0 length of flow, L (ft) 218 total storage provided at this elevation (cy) 5255.9 effective width, We (ft) 67 diameter of dewatering orifice (in) 12.0 L / We (baffles required if < 2) 3.3 diameter of flexible tubing (in) (orifice+2") 14.0 collars: No runoff. depth of water at spillway crest (ft) N/A *from hydroCAD calculations slope of upstream face (Z1) N/A slope of barrel (Sb) N/A Q 2yr 51.4 length of barrel in saturated zone (Ls) N/A Q 25yr 131.7 number collars required N/A dimension of collars N/A principle spillway: 422 available head (ft) 4.0 emergency spillway: No riser diameter (in) 54 bottom width (ft) N/A slope of exist channel (ft/ft) N/A trash rack (in) 72 minimun length of exit channel (ft) N/A barrel length (ft) 116 crest of spillway (ft) N/A head on barrel through embankment (ft) 1.4 diameter of barrel (in) 48 * Use permanent SWM riser and pipe a EO TYPICAL ORIENTATION OF •(STABILIZATION SHALLOW ON •SLOPES, ACROSS THE SLOPE. PROTECTIVE COVERINGS MAY BE APPLIED WHERE THERE IS A BERM AT THE - •• OF •' I ANCHORMATERIAL OVER THE BERM AND STEEP IT BEHIND SLOPE, COVERING PARALLEL TO THE DIRECTION = -IInII = • • • ANCHOR II,I,III-II-II-I1=1I41-1I BEFOREBRING MATERIAL DOWN TO A LEVEL AREA INSTALLATION.TERMINATING THE _ INTERVALS.DITCH FLOW END UNDER 4" AND STAPLE AT 12" IN DITCHES, APPLY PROTECTIVE COVERING - uII Lf II II II II II If n=n11USE CHECK SLOTSPARALLEL TO THE DIRECTION OF FLOW. • • AVOID -In nn nn n.l JOINING- OF POSSIBLE.DITCH IF AT ALL SOIL STABILIZATION BLANKET (TREATMENT-1 No Scale TYPICAL VESCH TREATMENT - 1 (SOIL STABILIZATION BLANKET) INSTALLATION CRITERIA 011 TAMP FIRMLY CHECKSLOT 2"04 0 fn JUNCTION SLOT r rAMF ANCHOR NOTES SLOT APPROXIMATELY 200 STAPLES REQUIRED PER 100 SQ. YDS. OF MATERIAL ROLL. ANCHOR SLOTS, JUNCTION SLOTS & CHECK SLOTS TO BE BURIED 6" TO 12". 12" MAX. 4:1 OR FLATTER 6" MAX. STEEPER THAN 4:1 EDGE AND END JOINTS TO BE SNUGLY ABUTTED,,,I I I I III I I (JUTE MESH WILL HAVE I I I STAPLED LAP JOINT IN I LIEU OF EDGE JOINT) I I I I I I 5' MAX. 4:1 OR FLATTER 3' I MAX. STEEPER THAN I I CHECK SLOT I I I I I I I L I 1 " TO21f I I I Z I I I I I I I 0D 1f VAR.-I--VAR.y 0 iC STAPLE FORMED FROM NO.11 STEEL WIRE. CHECK SLOTS AT MIN. SO GC F STAPLE MIN. LENGTH FOR SANDY SOIL. INTERVALS; NOT REO.'0 WITH ALL COMBINATION BLANKETS FIRMLY O F- TERMINAL FOLD rTAMP FIRMLY [,4„� SOIL STABILIZATION BLANKET (TREATMENT-1 No Scale L U CRAIG W.1. KOTARSKI Lic. No. 0402048507 -~a 05-05-22,,zv. m E O N OV N CZ In > E w N E w i 3 ¢ E L LL -2 3 [YO LM ¢ J U 00 W J -Lri C7LU NN v 30 U'> �_ w U)= N N 2 U > IN ¢ c Lri o+ O N � M d� W J Ui 0 0 x c� 0 x 0 w w_ 2 U Z 0 m > 0 0 (A Z 0 Z 0 r a In w 0 Z 0 N w h 2 w i O 0 Lu Q DATE 0210712022 DRAWN BY R. VAN NIEKER DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE N.A. U) J_ Q LU 0 J ON zwZ J H� Q O wDo U a Z O LL Lu CC � G cl. 0 Q Iu U Lu U) 06 Z O F O Of w JOB NO. 46883 SHEET NO. C3.2 0 m 3 Q_ 7 9 0 o o O L'z .2O A- E O c m a0 0 d O rn zN O w a 2 X o �_ o '§ o. 2 Y �N X C 0.0 m6 £ 2 g„ 12 0 = c m o E dM 06 a c 2c 10 a ii - o c 2 �N N C c $ nE w c E F_ L CURB t SCALE 1"=20' 0 20' 40' EROSION CONTROL LEGEND [� LIMITS OF CLEARING AND GMOING - lt It It It l• DRAINAGE DIVIDE - I = S SOILAREB DIVIDE - - 'E mNSTRUC O. ENTRANCE 3.02 111111101W__/ \ �\/ // o���� _---- ------------------- --, `---� / II�- ------ IP J - - - - - - _ f - S „ T.i/ / /fc ` t y4HEEfC$.6� `- /' — \ \ \\ I—/ I— SD CUR //il,i�/Ill//I DD V� P �------------- ST INV.OUT SD CURB INLET W/MHe \ \\ , _ _ \ \ \CSB ctj \ \ \ INVIN=422.80'1�"f2CP \ \ \ Q—\\\�_- INOUT=42�.60' 15"11w, \ `� ° b F °/ �HEET -4— __ \\ _�� OP �p INLET W/GRATE SHEET C3.7 �/ ��\\ SHEET 3 J \\� \��\ \\\ \ \\ \\ \\ TOP=425'4§'_ �o ° d / \\//i`\\\\\I�I\I\I/\i//� T$ - S 0 0 INV. OUT=422.98' 15 RCP- _ l i .� / PERM.DRA \\ ��� �. \ \ ° o o _�� �\\� PS / / O z \\\1 1 I EASEMENT------___ — o o/ oPio° i--_//� >/ ! fEXdEPT10W13; \ \ \ / \ \ \ \ \ - _ _ IN ° ° o/ ° i \//ii/i /// LIMITED / / SEE VDOT PLAN \ \ \ \ \ \ \ \ \ \ \ _ _ _ _ _ - o o 6- J — / MU ACCESS / / \ \ \ \ \ �\ \ \ \ \ \ \ \ _ o o KEY MAP I TP EASEMENT l \ \ \ r \ \ \ - _ _ , \ CDC SILT PENCE 3.05 ® INLET PROTECTION 3.02 DIVERSION DIKE 3.09 SEDIMEMTMP 3.13 SEDIMENT BASIN 3.14 OUTLET PROTECTION 3.18 TEMPORARVSEEDING 3.31 PERMANENT SEEDING 3.32 MULCHING 3.35 TREE PROTECTION FENCE 3.38 DUST CONTROL 3.39 — — — — — BM ARE SSTEEED PERT THAN 1:1BE AREAS STEEPER THAN STABILIZATION:] 3.36 BLANKET \ SOILTYPE:22C3 - - _ _ _ _ - \' _ _ _ _ _ - _ _ - II /-/ "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK' SMCUFICATION NUMBER `\ / SOIL TYPE.21 B EXISTING PAVED WALKWAY -- - - -- . , CIP \ VDOT PLAN CL/ \ TRAIL EASEMEf1IT ///��� / / l / / / / \ \ I \ \ l I EX PAVED WALK �_� — \ / / 1 1 ----\ ---- 1 ---------�---- ----- - \ -FLARED END SECTION IN I 1 // / / / r / --�--------- \ \\ \\= INV. INr43b.53'15"RCP EASEMENT SEE VDOT\PLAN---------------1 / I I I \ //---------`/� \ \ PROPOSED TEMP. I I \ \ ` ` - \ \ ' SLOPE EASEMENT I I I \ \ \ \ \ \ + \ \ \ \ \ \ \ 1 ' / / / ■ / SEE VDOT_PLAN I I I \ \ \ `\ \ --_ \_ \ \ - - - - - - / - - - - - - - - - _ AUK s i------ CENTERL111�EJK\TRAIL s s i s I I \ \ �EE�DO�PLAN S i i smum PERM. PARK \ II \\ \\ \\ \ \\ \ LIMITS OF DISTURBANCE = 18.46 AC _EASEME1Vi SEE VDOT PLAN 'I _ SF PERM -PART EASEMENT I\ARM \ I \ \ \ \ \ \ �► \ \ SF - 454------- DD TS cl; w --—— —— — — — — —— 456---------_I z \ ---------- --_ INN, -458- ABEMAR ECCJUNT\YGIS pL�UNTYG/S -1NDDA CPITICAL S6OPES - PRtSERVED i \AA Hw , I / �460 /' \ \\ \\ \ 'Q _ � � \ \ _ice � / / �\ _-'c—�� \ \ \ � � ♦ \ � / / / / � - - _ _ 462 I L - _ - \44y4` \ ` \ \ \ \ \ \ \ \ \ \ \ \ /\� 1 II `\ \ \\ \\ 1 ' \ •24`" WALNUT I 1 / / I/I' -----464''/ ----408\ �\\ `\ \� �\ \ �\\ \\ i� \ I \ \ II \\ �l ----_------404--\\\\ \466 402- SOILTY�E:21B \ I\ I / I / I I \ \ I / \\SOIL TYk48E, II b� P NN \ \ � I I I I I / / / / � � 4 I \ \ \ \ \ \ \ \ \ r `\ — \ \ \ 1 1 I \ I \ I I / I I I I I OI "/ CD I I I /SOIL TYPE. 21C \'\ SEDIMENT TRAP#2/ , / i I i DC I 1 r/ l // // b66/ /l / /470 - - 1.65 ACRE DRAINAGE AREA / / TOTAL STORAGE REQUIRED: 222 CY / I / 1 1 TOTAL STORAGE PROVIDED: 287 CY TOP OF DAM ELEVATION: 440.0 It�6(b / ■ y/r I i II I ST2 ,/ II a12-�c��x 24" CHERRY � r IN 12.5' / /` If ` SHED % / If 1�r s-m-im,am M)ffsmm �m /I= notmml/ai�- W= =,i/ ■ >t�>t�>t�'>isl>isl>t>tr>t� �����>t=r�>./f�>.>.>.>.>.>.>.>.�>.>.>t����>.>.>.>.>.>.�>. 71,1 I / MATCH�INESHEETC/3.5 CRAIG W. 7. KOTARSKI Lic. No. 0402048507 A 05-05-22 a. am O ce t7 z O a v rn W 0 z O H W 9- W i O F Q DATE 0210712022 DRAWN BY VAN NIEK DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE 1"=20' r LIJ Q I J > z Z < O Q LuLL U a Z O CwC � G 0 O w 0 O w JOB NO. 46883 SHEET NO. C3.3 L SHEEN - SHEET C3 4 EROSION CONTROL LEGEND \ I MHD — — ' I _ LIMIIS OF CLEARING AND CODING \ / / \ I \ "- l♦ TY j / 1 I TOP=441.24' — _- a r _ r DRAINAGE DIVIDE a� F \\\ \ �\ son ueFa DIVIDE INV.IN=42M6 2�F"RCP \ - �OT" I � l / (`E CONSTRUCTION ExlaarvcE 3.oz 3TRUCTURE=424.04' i SILT FENCE 3.05 J CRAIG W. 7. KOTARSKI / o \ Lic.No. 0401048507 wIErPRonmory 3.02 � rvgE T C3 5 ye ` \ _ % / SHEET C3.6\ _ \ /- r ,//// / / ( / / DIVERSION DIRE 3.09tS �5 \ �C�— \ �llj/�II11\\\ i�/=� / `� \\\�I i DDQLt3 ' �- - — _ \ SEDIMENTMAP 3.13 SD F ARED END SECTION 1 _ l \ ' \ \ \ \ 4 _f------------------------- — — _ 111 - \ OUTLET=428.45' L------------------o \\\\ — \\���� � -� \ O SB eDImEN El a \\�� M E l 1 ALBEMARLE COUNTY GIS — �— — — — — \\\ \ SD INLET W/GRAY 0 o \\\� _4 \\ \ `/ \ TOP=446.25' ,6 p �/ — ���_ �.�\\ \`� � / OP owner rRmecr�ory 3.1e N vi / — — — — _ \ SKEET C3.7 HUE 8== \ - .\ a 0 - - CRITICAL SLOPES - MANAGED JOHN — \\ INV.IN=432.0 0 )o /° /o _ _ _ \'\ _� \H�1�3.9/ , / > E f7 \\ ° ° q p� O — I \\\ \` /' / rEMPoORV SEEDING 3.31 I� WARNER / \\\ INV.OUT=43 0 0 0/ / /6 /,� _ ` /�J \�\\\I�III \ I / \ (I - - - - -I I �z \ \ 3 0/\ \ I TS = W v E PERMANENT SEEDING 3.32 771 O O/ \ M y 3 LL 0 O 0/�\ / \. — i/////Ui ii / MU MULCHING 3.3s L _ _ \ \ \ _ ° Q W U W Z EXURB -- —_� _ 0 00 r— I / / -- �\\ o O KEY MAP TP ra— TREE rRorernox FExcE 3se Dusr coxlaoL 3.39 - ----\---- - - - - -� - - -- - / -- __—_ IP 3cloX v% \\aim w — Cr ' _ / / � ' _ _ / ' _ _ _ _\ \\ AREASSIEEPER STABI:] TO ATIO 3.36 \ ' SD CURB INLET W/MH BM PE -DRAWN- _ — — _ _ — — — \\— _ — _ — — — — — — _ _ _ _ _ _ _— \ STAB luzsD wnn srAwumnory u) = ry Z �\----------------------- _ — _ _-- O _ _—' —' —r — -- TOP=44765' ewNREr V a� --- EASE_M_EN.T-------- - - -- - - - - - - _ _ _ _ — — _ _-- _T - =---- \\\ O - - __ / - BE€VDaTPLAN �� _ _ _ _ - - - _ _ _ _ 7��_ ' ' / _ _ \ \ \\\� \\ `� ' IP �NV.IN S =443 �0 15'I R VIRGINW EROSION AND SEGMENT CONTROL HANDBOOK"SPCUFIfAiIOH NOMBER ~ CON ON \ LLJ --- - - _ _ Q _ _ _ _ _ _ _ _ - _ _ _ _ I _ - _ _ st'��2, - - \ \ \\ � \ � Y/ \\ INVOUT=433.65' 15"RC SCALE 1"=20' - - -- ----____-- o _ - — I _ LIMIT_S9F_DISTURBAN��=1 .46AC \ \ \ \ \ V\ o"' � __ -- _ o ---- Q p Lu _I, _---- - - -- - _--- j - \ \ \ r I\\\ 0 20' 40, 0H Z 6„MAPLE SF ------ -- --- ' -- - - - - - ' ---r---- -- ---- �- �� aim Jaw �� N� / T 03' _ ----- =-- `� / ' _--_ a I _ 460 — ` \ \ \ \ \ \ \\\ > w N INV.OU1=4�32 5" ---------- _/ - / ' — \ \ \ \ 1 r \\ ~' ~ ----ter 1 I \ \ \\ = Q O S FZOT7/ _ , / / a I ' S , \\ \\ \\ \\ \ \ \, I f I s IMan `� Z o / ARM low 0 SiTYPE: 21 B / / ' — / 2 \ \ \ \ \� O O 159.T _ \ '�_— / _ __--__-462------- — --— I\ I\� I\ 1 I \\\ _ ; DATE 0210712022 DID DRAWN BY T / w R. VAN NIEKER DESIGNED BY ,� / Aag s / - - -' �\ \ \ \ \ \ \�\ J. DENKO ' 6 I _ — - , ' ' 8 \ \ \ \ \ / \ / \\ SD CURB INLET W/MHD w ON Z � Q CHECKED BY /_ R55 6 — - - ' - , _ \ \ \\ \ \\ / \\\ TOP=454.27' G KOTARSKI -Q5457 - _ - - _ - - - - \ \ \ \ \ / \\ INV.IN=449.87' 15"RCP • • Q / ' d 458 _ _ _ - _ _ - INV.OUT=449.84' 15"RCP 459 __--� SEDIMENT TRAP#1 ,- o _-46s------- '� \ \ \ \ \ \ \ ' 1\ SCALE 460 / 2.59 ACRE DRAINAGE AREA • 1 - 20 461 TOTAL STORAGE REQUIRED: 347 CY _ _ _ - \ - \\ \ \ \ \\rT'\� ' , d58 462 TOTAL STORAGE PROVIDED: 444 CY _ - _ _ - - - - - / 463 , _ TOP OF DAM ELEVATION: 448.0 EXCEPTION 8; _ _ ' - 24" HOLLY _� QWEST COMMUNICATIONS D Q R \ / ' / , - ' _ - ' v / , _ _ - ' CORPORATION \ \ \ 1 \ \ \ I ' A 1 _ _` / / / / / / / ' ' I ' - _ / - / 2'x2' CONC LID SEE VDOT PLAN \ \ \ \ \ \ 1 \ \ \\"'� / I I'S I I � _ DB. 3613 PG. 352 \ \ \ \ � \� \I1 \ / ' ,I O � / wl �� SHED _ 470 I/�" /� 24" MAGNOLIA \ \ I \ \ ' �► (n - - - - -- \ \\\\ 472- — — — — — — SHRUBS / 24"MAGNOLIA ® Cry 48"MAPLE 24" CEDAR z / d6B' Lu SHRUBS Q Z —474 I I 1 I ' / I / , LL _ / p 18"DEC /' \ Ic l SF I I O C 18" DEC T O p15" HOLLY / / / 1141ELL 1 1/2 STORY T O Y / / 1 0 MOUSE ' I I I II I I I I �I L.L O Lij / 470 LI / 1 \\ I> I �I I I I / ,,,x ell- I II II I I I II I /if z _ ' 24"HOLLY � / y \ _ _ ���.�2 � HEDGE Ic II I I '' !y \ i / I o II i I II,rAj U) ------------ / SHED , I I / ell36" MAPLE W 38" DEC 12"DEC \ O - ' OHp - / OF/P \ �/' - - - -- --- O \ DECID US TREES ' ❑ SHED 15vaCEDAR / - - - - _ PP/ \ TS I / /� I I / \ icy ' SHED _ - ' — OHp� / \ t2 r> DC 470 JOB NO. 472— _ — — — ----- '\ - - °Hp I ' i 46883 SHEET NO. MATCHLINE SEE HEET C3.6 mumI, OHp - - - - MAIL C3.4 - - , - - BOX 1 / c a m L aN C C 0 m 0 3 a 90 o � n0 �N 0Z a0 o 2 c m r_ w CIS a0 O w L') rn zN od a Fm 0 a .Z Y v w o 0,6 2 m h m c E M 0 m o a c �v !0 'a 0 m o m m , 2 CIS m m 0 c � m 5E h w t- E L EROSION CONTROL LEGEND SHEEP \ HEET C , uMITS Or CLEARING AND GRADING . . . . . DRAINAGE DIVIDEJim SOIL AREA DIVIDE - _ 1VA/1 A 1 /i i OCE CONSTRUCTION ENTRANCE 3.02 SF SILT EENa 3.05 IP INLETPRDT..N 3.07 it if/ 1 / SHEET 3.5>SFIEEfC$.6� DD DIVERSION DIKE 3.09 Iy//�///% /�11 % / 1 / i / 1 \ \ \ \rl M I /' 11/4 IIIIIIII' I I I ) \ \ /\ /// 11 � � $T SEDIMENTTRAP 3.13 ILI/IIIIIIII'�I11\ \ \\ i/ / - - - - - \ \ \ l V SEOIMEM 6iSIN 3.14 \ 1 O Op OURET PROlECf10N 3.18 O SHEET C3.7 6 = \\ - /°/ \ � _ \ \ Oo p O\ /o GHEE 3;8-=\\ = \ SHEE�� T$ TEMPORARY SEEDING 3.31 O // / O \ \ 1 p$ PER MANENTSEEDING 3.32 O OO / A� MU MULCHING 3.35 O O o 0 O 0\ J Tp Tp_ TREE PROTECTION FENCE 3.38 O KEY MAP 9 4* DC DUST CONTROL 3.39 // EASEWIENT SO / Ik TYPE: 4,i/iE '/ / BM ARERS STEEPERTG THAN 3:1 BE 3.36 1 BLANKET WITH STABILIZATION / / R! 36"Y *"VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK "SPECIFICATION NUMBER SCALE 1"=20' 0 20' 40' / // gyp' Ai6' / .Z F p // I \ LIMITS OF DIS�URBANCELF 18.46 AC I I I 1 I I l I I 1 1 I ■ 1 I I I 1 I I I I I 1 1 I l I I 1 I I II I 1\ I I 1 1 II 1 I ALBEA4ARI / PRESERVI SLOPES 0 SLOPQ l DISTRICT I I I I I ✓ I 1 I / I I I I 1 I 1 \ \ \ _ /COUNN 3 STEEP ERLAY I l 1 1 \ \ l I I 1 \ ALBEMARLEGOUNTYMANAGED \ STEP SLOPES\OVER' \ \ DISTRICT ftft —\ `/a, MATCHLINE SEE SHEET C3.3 / S on S * S//S S' S S/ S S )m S WIN ' S m,ilm m M\M/M m ' ' ' ' ' ' ' =0 / SHED Mol a Vt,DI I �' 3 4" 12" CHERRY/ (3) 12„/a 5" CEDARS / TE OAR ' A65 DD (2)12" 0FDARS 36" PARADISE / / 6 / 36" CHERRY 10 I I 2 ' \ / / 10, uwi \ -466 — SOIL TYPE: 21 B s SOIL TYPE: 21C —460 — —ass— DD----------------------- ,''// --456- --- _456-\ ' ---_ _-- —� ----- ----_-_-454--_ 8 _ 1� , \\ \ --- ----- --- --- - - - - -- -- 454 � -- � — — — — — — — — — — - 452 - - - - - - - - - - � / \ \ \ 450 -448 - - - - - - - - - - 446- - --_-----_------_ ---- -446_ \ I \ / ----_-- - - - --- - - - 444------- --_-_ \' \' Aww _ � /-----------SOiL7� YP21C \ \ 440 _ SOIL TYPE:48E --———— — — — — —— — — 7C \ \ \ \ \ MATCHLINE SEE SHEET C3.8 LTH �) CRATG W. 7. KOTARSKI Y Lic. No. 0402048507 .,,b. 05-05-22 a. M E 0 NED N C > E w a E �rWViv3 LL o 3 LL w O L Q J U W W J —N v z F v � x Q D 7 = N N = U > � a ca, oa, N � M OJ J u:D� Ln O x c� 0 x F w x z O Ln 0 O am O ce t7 F Q DATE 0210712022 DRAWN BY R. VAN NIEKER DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE 1"=20' T— Lij U) J > z Z <O Q w U a ZLL Dow O W W O ON L.I_ W JOB NO. 46883 SHEET N0. C3.5 0 EL n c m w a c m L m r 0 d 0 3 a D 00 o X n0 2N mZ a0 o 2 c EE6 m w D- 0 O Of 0 Z Z m 0 d 2 a S. a N � 2 Y m X C 0.2 N -Z2 2 h m c 0 E `o E M m 0 6 a c �a L0 'a 0 m 0 m m � � 2 m m m = =0 m s. 0 0 w tE � E L '\\ __---,472__--------'-// / I — — MATCHLINESHEET C3.4 °H'O 1 � \ // 1 v ■ jM�-r M M �M� M M M OWM�M M M M M M M M M M M M M M M M m t t T m m m m m m mi66T& im m t t m �� / now°v /MAIL _ - - _ BOX Y / _ __ __ I / -\�_ + / ° STAGING, I a68 1/ / ` STORAGE AND - / _ STORAGE AREA — — 470 — � / _ k -470� \ • ` TS � � 1 v / — — — _ _ _ 30" & 28"DEC -_ass- s = 1 low O _ /468''' SOIL TYPE: 21 B / / a 20" CEDAR ' / - - \ \ ub ' A `SOIL TYPE: 21 \ /� s\ \ \ I I ' - /' - _ WALL I\ /�' \ \--\ I EXCEPTION 8; I ` - - (?WEST COMMUNICATIONS CORPORATION I \ DB. 3734 PG. 412 I ' - - - - - - - - - 0 26" DEC /'� \ \ \ - SEE VDOT PLAN ' \ v HOLLY \ I — — — — — — — ------- All, 4 X IEEE o / TS Lcl Cli uJ U) \ I I \ W Z U ♦ I I II Q 1 I II IT 0 I I \ I I I I 1 fv N I \ ♦/j ` I \ I ` \ - EXCEPTION 7; CENTRAL TELEPHONE COMPANY OR VIRGINIA ' \ DB. 3734 PG. 412 ' 1 SEE VDdT PLAN \ l \ \ SOIL TYPE: 48E \ \ ` - - - - \ � SOIL TYPE: 21 C `\ prb SOL TYPE: 21 B \ \ \ - _ - - - - - - - \ - o SOIL TYPE:21C I — 454- \ \ \ O \ I \ , \ \ \ 443 444445 \ \ \ MATCHLINE SHEET C3.9 / T_33 S TCBa 1' II Si/iT i I /l/�IIIIIII�lIII11\\1\\ ///i � \\II SHEET C3.7 b P°/ \ 8= ° 0 /° /o SHEET 3:= ® o ° %//6�/ ° 0 O% _ 0 0 ° 0\ J _ / KEY MAP SF I EROSION CONTROL LEGEND R� R� LIMITS OF CLEARING AND GRADING t . DRAINAGE DMDE - I S SOILAREA DIVIDE - CE CONSTRUCTION ENTRANCE 3.02 SF SILT FENCE 3.05 IP ® INET PROT. 3.07 DD DIVERSION DIKE 3.09 ST SEDIMENT TRAP 3.13 SB SEDIMENT BASIN 3.14 OP OUTLET PROTECTION 3.18 TS TEMPORARY SEEDING 3.31 PS PERMANENT SEEDING 3.32 MULCHING 3.35 X—Tp— TREE PRO'KION FENCE 3,38 DC DUST CONTROL 3.39 BM AREAS STEEPER THAN I:1 TO BE STABILIZED WITH STABIuunoN 3.36 BLANKET -VIRGINIA EROSION AND SEDIMENT CONTROL HPNDBCOV SPECIFICATION NUMBER SCALE 1 "=20' 0 20' 40' LIMITS OF DISTURBANCE = 18.46 AC I I I it I I 1 I 1 I - I I mmmssmmmSol( I 1 � pUff6 FN CRAIG W. J. KOTARSKI Lic. No. 0402048507 .,,b. 05-05-22 a. TO E CD N OV N 0 c > E w a E W yl zi W o 3 0 W t K O L Q J U WM V W N N v z F v mr x oa =� i N = U > � c '^ O � N � M W J am O ce t7 DATE 0210712022 DRAWN BY R. VAN NIEKER DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE 1"=20' r U) LL J > z Z <O Q w U a Z LL Dow O W W O O�/ LL W JOB NO. 46883 SHEET NO. C3.6 c a c 0 0 3 a D v'O O o a0 2N mz a0 o 2 c m— � w m D" 0 O Of O Z m O d a F m 0 o N a rn N c Z J yvm X C 0.0 0,6 2 2 h m c 0 c E o M 0 m 06 a c !0 :2 ma 0 m m o m 6 � 2 m m N 0 c � m 5E h w _ E L O O O O O O O O O o o O 0 0 0 0 0 0 0 0 o O 0 O o O 0 O O 0 0 0 0 0 O 0 0 0 O O O 0 o p O p 0 0 0 0 O 0 o p 0 O O 0 O 0 O 0 O O ° 0 O O ° O O O O O 0 0 0 0 O O O O ° O O O O p 0 0 O O O ° ° / nly °/ O �p \-------• o o / / ° /(/ \ // / c / 0 / ° / I v / ° ° / o o / ° o / 0 / 0 N /9 / // / ° / I / 0 / 0 / p / / / O \ �/ ° \ / p / / p ° \ 0 o / o `` °\\ o / / o 0 / O / O / 0 / O / / / O / O I 0 000 O A 0 / 00 / O / \ ° / / \ / ° I / // / // o \ // o /` I o / o JJ666 / O 0 � 0 000 / / / // 00 \\/// \\\\ jL ° / / / O O O°O i� // / 00 O S 0 0 0 / / / / O° o o 0 / o 0 0 � 0 0 � \ ° O O / i / O O 0 O p / / / / 0 /^ O 0 ° 0° / ° ALBEMARLE COUNTY / ° �- - - - - - ° ° 0 / / / O o MANAGED STEEP /� \ / \ 0 ° o ° / 0 SLOPES OVERLAY / NO 0 0 °° o° DISTRICT -Q. \ 0 0 0 O 0 O O / // / / /O \\ // \� ° \� 0 0 / / /O O 0 O ° / /� /� ��� O ° 0 0 o j O — 001, ° oo ° 0 // � � /0 / / 000 0 O o < O °O o 00 p ° � 0 0 0 ° / /°0 °0 I O 00 \\ \ O° 0 0 °° ° o O 00 O O o Y O /�J'!,/ 0 0 o ° p °00 O O / / / \� // 0 0 O ro OF) U W Ll I 2 U) W z J x a LTYy U CRATG W. J. KOTARSKI Lic. No. 0402048507 .,,6. 05-05-22 a. M E 0 N 0 N C > E w a E < rWV v 3 LL o 3 K O L M Q J U W W J —N d > N N v �x < oa =� U) _ N = U > m c In 0 0+ N � M OJ J � H SCALE 1 "=20' 0 20' 40' am p O / / / O O EROSION CONTROL LEGEND 0 / / { � \ j ° O R� R� ❑MITS OF CI£ARING AND GRADING 0 / p DRAINAGE DIVIDE O ° / / ° ° SOILAREADIVIDE O / - p � \ � p ° ° yE CONSTRUQION ENTRANCE 3.02 00 / / 0 / / O o 0 ° \ / ° ° o � � / p / / o SF SILT FENCE 3.05 O O / p° O ° IP ® 911E PROTErnON 3.07 O O / / O / ° O O°° p°�\ ° o ° pp DIVERSION DIM 3.09 0 O DC O °° / / p° / \ p ° O ST SEDIMEMTRFP 3.13 ° SEDINENT MSIN 3.34 O p - 1 / O° / j./ p ° SF \ OP OU=PROMMON 3.18 ° 0 / // / / iiv� 51-170 \ TS TEMFORARYSEEOING 3.31 ° 00 0 ° /// ° ° ° HAR40TTESVILLE WALDORF SCH9� MrC. PS PERMANENTSEEDING 3.32 ° ° 0 / ° ° ' DB. 4202 PG. 453 p , MU MDLCNTNG 3.35 0 0 o 0 0000 USE: ELEMENTARY SCHOOL TREE PROTECF10N FENCE 3.38 p 0 0 \\ p DG` DUST CONTROL 3.39 0 0 0---- o 0 0 ° \ \ BM STABILIZE UM STABmZATTION 3.36 p O °\ \ / BIANKE7 O p \ ° o ° ° CONTRACTOR TO LIMIT THE AMOUNT OF O \ \ / W "VIRGIHU EROSION AND SEOIMEHi CONTROL NANOBOOK' SPECIFICATION NUMBER 0 0 ° ° \ \ \ / DISTURBANCE TO THE EXTENT SH T� SHEET C 0 0 0 O° 0 \ v CONSTRUCTION. RESTORE GRADENECESSARY FOR SANITARY R n\\\! 0 p o SEED AND STRAW. YIr 0 0 0 07 0 O 0o O ° p° ■■ I f I f �NI/� Il/III moo j Aft* 0 0 0 0 0 0 � SHEET .7 \„ZHE T ° ° O o ° KEY MAP z O a U w 0 z O w TY 9— Lu O I Lu Q DATE 0210712022 DRAWN BY VAN NIEK DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE 1" FEE 20' T— Lij U 2 J > z z <O Q Lu U z LL O O Cw � G 0 u LL1 W O O w JOB NO. 46883 SHEET NO. C3.7 L 43s-____MATCHLINESHEET C3.5.'\\\. \\\+\ \ \ \\ \------ - - - - -- 434---- - - - -- -\ \ \ U CRAIG W1 KOTARSKI 5 432-- ------- Li. No. 0401048507 ------ \,060'5-05-22,�, 0c/ 0 ONAL LIMITS OF DISTURBANCE = 18.46 AC SF , ` - - / C\-------------- -'428_ \ \ \ _ _ \ v \ \ M --\ / a 4 o E ---------25\ N --------------426---- 42 > E --_\\------- / \ \ PO \ 423\ w _ E �- - - - - - - - - - - 422 \ \ l-Lu - - - - - - - - - - - - - \ _----------- - � -�----------- pLL ---- 422------_ % i " \ \ \ \ \ w J — IA 0 \ 418 \ \ 5: -420- — — \\ \\ - \ 9 `\ \ ay NN a LLJ \\ --416- U) vry z U >Lo p LLJ ---__ -- \ \ `\ 412-------------�\ \ \- - - =P E Y 410 --------\\\ SB1 \\ �\ Lu \ - - \ - DIMENT BASIN #1 / \ - aos _ _ _ _ _ - _ _ \ \ - _ _ _ / - - \ 15.66ACRE DRAINAGE AREA \ \ TOTAL STORAGE REQUIRED: 2,098 CY 404 - TOTAL STORAGE PROVIDED: 5,256 CY \ �U / < _ \ TOP OF DAM ELEVATION: 426 F OP o - - - \ ` BOTTOM OF BASIN ELEVATION: 415 p ry Lu 413 414 \4IS 416 41) 4 q ¢ p ig �9 q20 42� 42? q23 q2q 42S q26 g2s�4?q 423 _ 422 0 DATE / DRAWN BY R. VAN NIEKER \ I -- - - - -- / --- " - - _ _ _ / / � � � - � • DESIGNED BY • J. DENKO \� // PS -__----_----- _ -- _ �'"" / �/ '/ '"" ` • CHECKED BY � • C. KOTARSKI SCALE -RI-0 COMMON-LL-C---,,,---M- -' i - - • 1"=20' -DB. 5085 PG-669--" ''" ,,-' I - ' ,� _ • SOIL�YPE: 48E -USE: RESIDENTIAL / T / - -� - - - - • \ - - - ��I�' H DC �MTRI�CTOR TO LIMIT THE AMOUNT OF SO11-TYPE:21C / _ / - - - DISTURBANCE TO THE EXTENT \ - / / \ w NECESSARY FOR SANITARY SEWER --00 U) - - CONSTRUCTION. RESTORE GRADE, \ / ' ' " w SEED AND STRAW. \ \ \ - - - - ' / / ' / ' /- v _ \\\� Q w - - _ \ _ _ _ _ \ ALBEMARLE COUNTY N.\� PRESERVED STEEP Z / — _- - - SLOPES OVERLAY :mj\ DISTRICT 0 < \\ v v� a O Lu LL / / \ EROSION CONTROL LEGEND � O 1�1 1 LIMITS OF CLEARING AND GRADING 1 1 K DRAINkGE DIVIDE / / \ SOIL ARM DIVIDE - U) 0x W CE coxsxurnox ENTRANCE 3.02 / Z SHEET \ SHEET C4 SF NGE 3.os O wLEr PRarernary 3.m �/� \/J DIVERSION DIKE 3.09 `\\\\\, 11//�_ / �// Y -y $1 SEDIMEM TRAP 3.13 w SCALE 1"=20' / �111l ill /�// i � � -�_ _ � ' � 10 t r III,��II/ / / C �=� ' $B SEDIMENT BASIN 3.14 0 20' 40' I HlEET % j 5�11,/ y� \ _ % SFIE T �, - ` ` OP � / I � � / ^ J \ I omlerPRmEalax 3.1e TEMPORARY SEEDING 3.31 \ ellllilt PERMANEM SEEDING 3.32 f I S ' \ \ / MU MULCHING 3.35 000 000 S � o SHEET C�Y /0 /o SHEE C3.8== \ - - S-LIEET C3.9 / - 1 ° °/ 6/ \\\- — \ \\\\\\1 \I�I�\ I \\ �, , TP TP— TREE PRmernox FENCE 3se i r • JOB NO. O / L _ 3 \\\ \ \\\.\ \ \ \ pc DDEr CONTROL 3.39 46883 \ � °o/ /off °° .i \_\\ \"MIII/ \ ° / 0 �` 'J! AREAS STEEMER TnnN S:I TOM 3.36 Q G�i° _/ STA.R1FUwlrESTA...ON ° IRANRE SHEET NO. ° O °\ J C3.8 O MAP ^'VIRGINIA EROSION AND SEDIMENT CONTROL HANOBOON"SPECIFlCATION NUMBER c a c aL C N 0 0 3 a D 00 ,o X o au) 2N Z 00 o 2 c m r_ � w �N a0 O Of C7 F Z 5 Z h O m 2 a 0 o N a .Z Y N w o 0,6 2 2 v, N 0 �N. V Eo M 06 o 6 a c �a !0 'a 0 m o „. m � 2 N h m 0 c � m 5E L � E L \ MATCHLINE SHEET C3.6 It�t tt��s ` 445 - - - _ 442 443,444 439 440436 �r 437 433 434 1\ 431 432 / 428 426 427 / 425 / c NJ 03 \ \ \ 248.5' / SOIL TYPE: 21C ' S01L TYRE-21B 1 \ \ \ SEDIMENT BASIN #1 \ y\ \ \ 15.66ACRE DRAINAGE AREA TOTAL STORAGE REQUIRED: 2,098 CY TOTAL STORAGE PROVIDED: 5,256 Cy _ O \ \ \ \CID\ �0.7' TOP OF DAM ELEVATION: 426 BOTTOM OF BASIN ELEVATION: 415 SF 420\ \ \ \ \ 422 421 O DID \ O _ \ CA / o FIL S F- N \\ \ `� \ \ `� \ I I / LTH F CRAIG W. J. KOTARSKI Lic. No. 0402048507 .,,b. 05-05-22 a. M E 0 N OV N � C > E ai E w 3 < w v ¢ a o 3 a O O L ¢ U wEv Z w—v3 O > o rn V W N a �¢ � W o o¢ =v x C N z O �U> c L^ H ° N i LLJ i � U 0 U 0 0 O U x F ry w W N a o 0 z o O DATE 0210712022 0 0 DRAWN BY R. VAN NIEKER DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE 1" FEE 20' w - / ' \ \ \ ` \ ` \ \ ` \ I I I I I / I SCALE I "=20' ILI / \ I EROSION CONTROL LEGEND LIMITS OF CI£ARING AND GRADING O \ I 1 I I I �J D / / I I s DRAINAGE DIVIDE - CONSTRUMON ENTRANCE 3.02 IM � ` W RIO COMMONS , LLC / OSILT RErvcE 3.05 Q NL P DB. 5085 P6. 669 ROE DN 3D2 1 - / DIVERSION DIKE 3.09 - - - - , USE: RESIDENTIAL / /' - -FEE. LIMfS OF DIST}JRBANCE = 18.46 AC / �7.108 AC � / / / / / / /' /' // ,' ,, l // ssDlmExrTRAP 3.E3 � J / / / / , SEDIMENTBASIN 3.E4 L i LJ— CID=PRmecnary 3.18 7 J TEmPORARv sEEDIxG 3.3T O a 0 L7W m / I ' I I PS• PERMANENTSEEDING 3.32 <z °- 1 1 1 MU MULCHING 3.35 O W SF I � 5 o TP TPA TREE PROTECTION FENCE 3.38 O L DC Dusr coxmoL 3.39 Q LU 1 / u `/Wn� BM STABIUZED WRH STABILIZATION 3.36 u J 1 , / BIANKET 06 W'VIRGINIA EROSION AND SEDIMENT CONOIOL HANDBOOK'SPECIFICATION NUM9ER Z 1 _ SHEET C ' Q W .i _$14EF�fC3 - _ 1 1 _ 1 SKEET C3.7 ,' — / ° M� N ° ° �6 / —\\ \ \III 11/r�/ / JOB NO. ° J \ \\\ 46883 1 oo �° o°/ ''� Il O O o 0 oPi/° �>/ /Y L 0 O// o �- / / SHEET NO. ° 1 / ° °�' C3.9 0 1 KEY MAP a c 0 EL n c m w a c m L aN C C C 0 3 a 9 0 O o n0 �z a0 0 o 2 c am 6 m d m 0 a8 0 d Z zN od 2 a F m o .L. S. a 2 Y X C 0.0 0,6 2 2 h m c 8 E `O E M 0 m 06 a c �a !0 'a 0 m o m m , � 2 m m m c c 0 m 58 0� tE � E L I I CURB SCALE 1 "=20' 0 20' 40' EROSION CONTROL LEGEND [� LIMITS OE CLEARING AND GMOING - ..... DRAINAGE DIVIDE - I Son AREADIVIDE - CE 5M CONSTRUCTION ENTRANCE 3.02 N - ------------------ --, ---; / — II ---- / , T, 12, < HEEfC$.�13- - SD CUR ------ _ `- `- Will II l\ \ _ I III/ INV71\ /III���11\I\`--/i//// INVOUT SD CURB INLET W/MHe T0�431.00' \ \ `�� _ v� 1 JJ��■FF�2 ��� - l\ \�\\ \ \ \ SB /- / / / , _ %, _ _ ' = _ - - _ _ ,I \ \ ` \ \ . \ INV0--422.80'1�7k?CP \ \ IN�OUT=42�.&0' ° b 70 /°j �PINLETW/GRATE SFIE°ETC3.1�H / _\\\�\� o /° /° EFT_. \\ SHEETC3.161 / TOP=425'4§' - o ° oP INV. OUT=422.98' 15'RCP- / 1. PERM. DRAIN_ _ _ o EASEMENT \ \ \ \ \ - - - _ _ _ _ 0 0 oii /° ! EXGdEPTl011f 13; / ' \ / \ \ \ \ / / y SEE VDOT PLAN \ \ \ � \ \ \ \ _ _ � IN o ° d/ o o / 0 o J— I LIMITED/' \/ \ `� \ \ \ \ \\ --_-___- o � ' ACCESS / / \ \ \\ \\ \\ \ `\ \. - o o EYMAP TP EASEMENT \ - - _ _ ` - saT FExcE 3.05 ® INLET PROTECTION 3.02 DMRSION DIKE 3.09 SEDIMEMTMP 3.13 SEDIMENT BASIN 3.14 OUTLET PROTECTION 3.18 TEMPORARVSEEDING 3.31 PERMANENT SEEDING 3.32 MULCHING 3.35 TREE PROTECTION FENCE 3.38 DUST CONTROL 3.39 11------ AREAS STEEPER THAN 1:1 TO BE 3.36 BM A 'UZED WITH STABILIZATION BLANKET "VIRGINW EROSION AND SEDIMENT CONTROL HANDBOOK' SPECIFICATION NUMBER - _ - - - - `I -- - - - - - - - - - --.' /'-------__ CIP _''- \ VDOT PLAN CL/ \ \ \ TRAIL EASEMEXT EX PAVED WALK ------ 1 ----------�-- - -- -- - - - - - — - — I , ' — — — — 11 \ \ -FLARED END SECT PERM. DRAIN / / \ - _ N. 1INVIN�43b.53' 15" I EASEMENT -------------I 1 / l I I I \ ---=-------------__ - --- \ \\ \' / SEE VDOT PLAN- - ' 1 / I I 1 I \ / - - - - - \ \ \ \ \ \ \ \1 PROPOSED TEMP. I I \ \\ \ \ \ I \ \ \ --- _ - - - --- - - - - --\\\ \ ` - - OP /-,$LOPEEASEMENT SEE VD-0 T PLAN CENTE''RLWE JK\TRAIL 1 \ \ �442 ' �EE\ DO�PLAN \ IMITS OF DISTURBANCE = 18.46 AC \ \ \ \ \ \ \ \ \ q _ _ - - 443 44 \ 448 _- \ 45) tjnN 1 - - -- _ \ \ Q N n \----------------- X---x__-- --- X ------ \- ----------I PE ARK ENT 454 \ \\\ 456 \ \ \ \ I I \ \ \ \ \ \ PS 457 —01 458 j- 59 '''I\\\\\\ -----456—————— ————— — --' 460 U— \ w \\\--\\ Oro \ ALBEMAR E CFJUNT\Y GIs \ \ ` \ \ \ \ - - - - - - 458 ALBEMA�LE COUNT' G/S / CI�IT/Ci1L SLOPS-1{�1ANAGED CPITICAL SCOPES - PRFtSERVEDPs Ps 408 -402--\ I \\\\ \ \ 470 i 472' I/ /' / l I I /I I I // // / MATCH SINES EET C3.127 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 LTII 67N �-% CRAIG W. 7. KOTARSKI Lic. No. 0402048507 A 05-05-22 a. M E 0 N OV N c C > E w a E H W N 3 a o 3 W K O L Q J U W ZLu H mr X �_< Q 7 L) _ N = U > c T^ N � M d � W J In 0 x c� 0 x F 0 w Lu x z O Ln 0 O CL O cc t7 z O a_ v w Cl z O H W 9- cW C Q F DATE 0210712022 DRAWN BY VAN NIEK DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE 1"=20' J// > LJ� ZJz L r < O 0Lu a 00CwC LL Z 0 ``�^^ VJ 06 O O�/ w w JOB NO. 46883 SHEET NO. C3.10 L T C'311 EROSION CONTROL LEGEND N [� UNITS OF CLEARING AND GMDING It It It It e^ry�� Tl '� . DRAINAGE DIVIDE 16 - J son ueFa Drvme - CONSTRUCTION ENTRANCE 3.02 SILT FENCE 3.05 J ClWG W. J. KOTARSKI 470 Lic. No. 0402048507 INLET PROTECTION 3.02 '605-05-22 3 bgb_>> 6 1 ysplowbGSS O 46eDD DIVERSION DIRE 3.09 s ONAL �s \ �1 65 O �\` $T SEDIMENT TRAP 3.13 � I SEDIMENT NASIN 3.14 ON o , Op OUTLET 6Ei PROTECTION 3.18 N c c O > E TEMPORMVSEEDING 3.31 E W y H W N 3 � p$ PERMANENT SEEDING 3.32 O ¢ LL o 3 MULCHING 3.35 L ¢< J U Z w - Lr+ O Tp p_ TREE PROTECTION FENCE 3.38 __ -------------� -----_ _—_-- / —_—_ ___-_---- IP O 3o'X In / / _ _ _ _ \ \ \ DC DUST coxmOL 3.39 W W — — Cr ' _ / _ ' ' _ _ ' _ _ _ \ \\ AREAS STEEPER THAN 1:1 TO EE 3.36 0 PE 1JRAtN - - - - - - - - �`- - - - - - - - - _ _ - _ , _ -- \ SD CURB INLET W/MH BM =lUZED WITH STAMUZATION U) _ N Z ---- --- ----- - --- -- - - ----------------- — _-- O _-- _ _-' -r — — \/� TOP=44765' ewnRET V > _ EASE_M_ENT------- - - - - - - - - m O - SE€17DaT PLAN �� — — _ - _ - D _ r- -` _ _ ' ' / / - - �`��� l \ INV. IN(S)=442.05' 15"R M.M."EROSION AND SEDIMENT CONTROL HANDBOOK" SPUFUCATON NUMBER ~ Ill \ — — _---- oEol \\�- p - ------------- P �{(pt--------- - ---- -------------- __-- _ I� _ / -' _---- \`\\� \\ �\ �\ \�\\ INV.OUT=433.65'15"RC SCALEI"=20' w --------- _-'�r� ,i--____---� p 0 20' 40� LDH W 0 17 _ - - - LIMITS OF DISTURBAE-18.46 AC \ \\ IP \ \ \\\ o O 6"MAPLE \ \ l \\ / / _ l -__ O SF \ / x PERM. PARK AT --------- ---- - _ _ --- - \\ w R 5" _ _ ___--__ _ W N / , _-------------------- ' ' ' / _ 460 - _ - 462- _ DATE -- 0210712022 \ \ r \ DRAWN BY 45 R. VAN NIEKER x — 45 ' DESIGNED BY It"0 r ' - \\ \ \ \ \ \ \ \ \�\ • J. DENKO 8 / \\ SD CURB INLET W/MHD • CHECKED BY ' _ _ - - _ Dry TOP=454.27' _Q —U _ - - a M \ \ \ • C KOTARSKI � INV.IN=449.87' 15"RCP _ _ , _ - _ _ _ INV.OUT=449.84' 15"RCP ' / \ \ \ I / / �\ • SCALE 1' = 20' - i \ \ \ / • _ _ _ EXCEPTION 8; PS - _ - ' O QWEST C MUNICATIONS \ \ \ 1 \\ / O �� D Q R RPORATION N \ \ \ / / ,,,� 1 _ DB. 613 PG. 352 \ \ \ \ \ / / , / / moos SEE OT PLAN 470 / - — — _ — \\ \ \ \ \ / Q Lu (n PS / '--------- \ \ \ \1 \ \ Q QO / J I� 1 IJ \ z Z O 466' / I l i i i �� O m U Q -474_ _ I I I I / / I LL Z rO CW prod / / pco O U W 0', // 1 I \ \ /06 If if II nO/ W if I 470 470 I I/ JOB NO. / ! 46883 SHEET NO. _ _ _ _ _ / MATCHLINE SEE SHEET C3.13 - - - _ _ �I' � C3.11 1 / SHEET . _ �HEE MHD I I TOP=441.24' INV.IN=42M6=24`RCP _60T. RUCTURE=424.04' \ \ SHEET C3.12 \� 464.Q N _ DO / ' SD FI/ARED END SECTION 1 61 _------------------------ `\\\ _ - _ _ lllllll `, - � \ OUT(ET=428.45' L - - - - - - - - - - - - - - - - -- _ \\ SD INLET W/GRATE " a `453' ALBEMARLE COUNTY GIS - - - _ _ _ \ `\ TOP=446.25' 0 b P / I, / 1 CRITICAL SLOPES - MANAGED - - `\\ INV.IN=432.0 SHEET C3.1 � p� /oEET15 _ 3 a'l.a JOHN WARNER i INV.OUT=43 a o ��6 /° 4243 // 1 / \ 0 1 �_----_ \\ - 0/ X'a PKWY , I 0 �, o �1 oa0/ op�/0 / \ \ / 0 0 6- EX URB — 0M 0 KEY MAP c a m L aN C r 0 d 0 3 C a D 9 0 o o a0 2N mz a0 o 2 c m w m m a0 0 w � >r O � Z v, od 2 a a w CI' 2 Y J yvm w o 0,6 2 � h m C E M 0 m 06 a c �a !0 'a 0 m o m � 2 m m m C c 0 m 5E 0 w t- E L L ' \ MATCHLINE SHEET C3.4 I j SHEEi \\ \ SHEET C ' \ _ _ � I I _•mil\\\�==_3 _ � � It���tt���-`��1•� �� ����������1•�������� �>t>t>t>t>t1•���� t >t>t>t1•�� t>t t >t \_'i (�\_— //' __-�= i\1\l �,:pLT7FI0 AA. k \/ • \ c-^ Liz � CRAIG W. 7. K0' RSKI Y I I I / /! / // • /_ ' J , Lic. No. 0402048507 /HEFT, / I/I/ ` �05-05-22 ' % 470 / — — , ' !1 \CIssIONAL� Ij II / 1 \\ \ _ 4 � I �1111III /III \ rlj 466k 11 SHEET C3.1 4 6 /o ' ��_ .\ / / N /° / SHEET �]5 = \ .�\\ SHED C3.16 � ¢ c \ o o \\\ \� \- \11 / / / > E q68 A / \ 1 O p o\ — \\ \ \\\ 1' / r / / / // // o o / /6 / o .i \ ___�\ \ \�yI1..\\_�\\I\III \ /\\/ / / / H — 3 o 00 /1, '0 0 of I \ — LL, ''..Z >\� �\\1111/ If Q L o 3 \ \\ --- I h 0 6-'r I ¢a_j U00 z 466- o W—nO / ys6'EXCEPTION8; o o LMAP Q EST COMMUNICATIONS C PORATION I 1 0 W DRAINM V) a / — — — — — — — — _ — _ DB. 3 PG. 412 LAN IEROSION CONTROL LEGEND z H rJ � / ' \ SEE VD N I E CLEARING AND GRADING WI !t !t t l• DRAINAGGE DMDE ¢ W ' - - / \ - I ru�u�u�u�u�u� SOIL AREA DIVIDE �I coxsraurnoN ENTRANCE 3.oz O U > m I \ ¢ 0 :. SILT FENCE 3.05 jp If,J molar vaorErnary 3.07 o L j U, Lu 4 / / / / / ' p60 \ I 1 DD DI ERSION DIKE 3.09 ui p / / 1 / II \ \ \ A SF I I 1 1 ST SEDIMENT TRAP 3.13 V O_ SEDIMENT BASIN 3.30 �Ir O O in OP DOM PROTEMON 3.18 TEMPORAR( SEEDING 3.31 >Lu 1 O r \ PERMANENT SEEDING 3.32 U Q o \ I ¢ vi / \ 1 z muLCHwG 3.35 X—Tp— ODATE \IrREE PROTErnox EExcE 3seO>0 02/07/2022 LCIU \ I DC Dusr coxma 3.39 } DRAWN BY w ' R. BM R. VAN NIEKER w AREAS STEEPER -AN I:1EA O 3.36 \ I BLAANKET'ED WITH STAWIIIATION U) ' \ I I DESIGNED BY Ill \ I 'VIRGINIA EROSION AND SEDIMENT CONTROL HPNDBCOV SPECIFICATION NUMBER z \ I •• J. DENKO J \ SCALE 1 "=20' x ~ ' \ • CHECKED BY g \ 0 20' 40' • C. KOTARSKI ' 65 ' \ • SCALE it I \ II • 1" - 20' \ \ PS \ \ n 7 1 I \ \ p,61k \ I \ \ \ \\ I \ LIMITS OF DISTURBANCE = 18.46 AC w (n \ EXCEPTION 7; \ / I Q \ 1 \ CENTRAL TELEPHONE COMPANY OR VIRGI T— DB. 3734 2 \ \ / EE VD OI P N \ / c \ J \ n/ \\\ \\\ q6 l SF I > LL \ a \ I Z Z < O Lu � < ILL z w ' \ ° w 06 \ I46? / AS3 ASA �6b p�M ��ti �6� \ \ 454- \ w CE CONCRETE WASHOUT o 1 \ 1 I I JOB NO. 46883 \ \ \ \ \ S S S )♦ � � � � � � S S � � S M7 )♦ I� � � � � S S )♦ )♦ "' � � SHEET N0. \ \ \ \ \ MATCHLINE HEFT C3.9 1\ 7 C3.6 L 0 O 0 0 0 0 0� �/' 0 0 0/ o / 0 0 0 O / 0 // � // ————p° 0 0 0 7— o / 1 0 0 / ° / / 0 ` / 0 / CRAIG W. J. KOTARSKI o p / ° / V / o o / Lic. No. 0402048507 0 0 0 // // / 0 a // �,6 05-05-22 O � O � o 0 0 0 / / 0 / ' S ONAL Cs o O / 0 / 0 / // / O / 0 0 / \// \\\ // ° /o \/°u ° ° ° `° 0 N ° >E° ° o C ° ° / ° o o E o0 /° / o 0 / / o °�O =J aW o 0 0 LLI O° ° w ° LLI K 0 O 0 O <JWiH LONdm MW Lr;z/ ° / O O 0 O ° I LLI ° °° °n / Z 0nQ 0 ° i0 WO�\ ° Q zp 0 O O/ p 0 /0° / / // /p \ / O I ~ COa, H O / / I N i LLJ O 00 / / //0° \ / 0 ` \\ vM ° Zp 0 / / O / \ 0- 7 O ° / / / / 0 ° \ / / o ` \ \ \ O w 0 0// / // 0 \\ / 0 W \ \ W H c ° O O O / ° \/ ° U7 O O ° / 0 0 0 ° \\ U = 2 O O / O 0 ° / / / / ° O p 00 / 0 O p / ° \\ 0 O o / 0 0 \ ° 00 / / / / ° ° \ \ ~ TV 0 0 00 / / / / 0 /^ ° \ M p ° 0 0 / / /°0 \\ o \ Lu F Lj 0 0 0 // / //o / � \'e ` Q L1 0 0 0 / / / i / \ / \�/ 0 �J 0 0 0 O ° / / DATE 0 0 0° / / oo V /_� 0 � 02/07/2022 0 0 0 / / / C / 0 O 0 0 00// ��Y DRAWN BY 0 0 0 / // / p / ° _ ° j ° R. VAN NIEKER o 0 0 0 0° / / / / — _ _ _ — — O° / 7 _ DESIGNED BY 0 ° o / r i ' / / — • J. DENKO 0 0 / < I 0 / • ° O 0 / / < I \ I �/ \ • ° 0 0 / \ \ I \ J j \ \ 0'6 CHECKED BY 0 00 000\�/o ° \ • C. KOTARSKI 0 ° 0 0° / / 0 ° • SCALE 0 / / 00 0 0 0 � • 1" FEE 20' 0 0 00 / =Q 0 o 0 0 n 0 SCALE 1 "=20' o ° / 0 20' 40, o O / / EROSION CONTROL LEGEND 0 / / ,d ❑MRS OF CIFMING AND GRADING / t It l• It DRAINAGE DIVIDE O - p SiOILN=DIVIDE - 0 0° O O o O / yE CONSTRUMON EWRANCE 3.02 o / // / 0 / W ° ° o / SF SILT FENCE 3.05 O 0 / / / 0 / 0 0 on 0 0 p° / IP RILEf PROlECf10N 3.0] 0 0 p / p O O 0- 0 o p p / ("� DD DNERSIDx DIKE 3.090 °°° / °°°/// ��/// I�I.A / ST SEDIMENTTRAP 3.13 L ° ° p / PS \ J o O 0 00 0 / �� ° O \ SB sEDmENT BAsIry 3.14 ; O p - ° / O ° SF / \ QP owner vaalErnary 3.18 O Z O p 0° / ° OY O p \ i H� Q O O 0 / / V� 51-170 \\ / / / / TS TEMFORARY SEEDING 3.31 C 0 L7 w 0 ,ri.AiR40TTES E WALDORF SCH9� MrC. PS Q �-- PERMANENT SEEDING 3.32 DB. 4202 PG. 453 MU M° HING 5 o w 0 0 /' SE: ELEMENTARY SCHOOL TPTREE vao rnary FENCE B(A O 0 0 0 _/� 0 p O O — � DG` Dusr coxmoL 3.39 Q 0 0 O U W 0 p o o p c0 p p \ pM AREAS STEEPER THAN I:1 3.36 p ° ° `� SfAB1112E0 WRH STABILIZATION 06 0 ° O ° `� BIANKET O 0 O \ \ p � W'VIRGIHU EROSION AND SEOIMEHi CONNtOL HANOBOpK'$PLS]FICATIOH WNW z z ° 0 00 CONTRACTOR TO LIMIT THE AMOUNT OF o ° 0 ° DISTURBANCE TO THE EXTENT SH T� SHEET C3 ' O 0 0 0 \ / NECESSARY FOR SANITARY SEWER 0 p 0° CONSTRUCTION. RESTORE GRADE, _ n `_ �11`;^ o ° Oo SEED AND STRAW. \\� \Ir - A - L"'r-w�I o ° \ ��\ `AA62 ° Oo �."c`J ^mac G w 0 0 0 _wv\y •il b�Np"��cD6C°��O 0 p 0 °° / ' I / •�'S76's 470 0 0 0 / r�4B4 H T 3. AG FJEET x6 6 -S . �46 ebob'S'h 0 0 0 /%i 463 u S - 6• OL 6+,S I,1 "" / 0 0 0 46, 0 0 00 1W1111�j� 1 461 5rEi� i IR60 0 o o I, I�II�l 46j 0.61 0 - < 0 0 II �� � _ 03 0 0 0 \�� oQSg "D°��A6'�4646vf�0o0461 0 0 ° SHEET 7 p jo \ _ 453'.j"'��{{1' I $HE T 15-3 0 0 0 0 ° _ ....,,�-424 - JOB NO. 0 0 0 00 0 0/ 46883 0 0 0 0 0 /c9//o° i�/—__� `\: y SHEET NO. 0 0 0 MATCHLINE SHEET ° I \///// C3.7 ° ° 0 L 0 100 KEY MAP c C N L N C N 0 3 a 7 v'O o o au) 2z 00 a o 2 C aN 6 C d mN a0 0 Of (D W.� Z zN 0 2 a F m 0 o a 2 Y h X0.2 C w 6 2 m h m 0 E o M 0 m 06 a � '0 'v 2a 0 m o ._ � 2 m h h = �0 m 5E t= � E L 449 \ 1• - - - 448 ATC LINESHEET 3.5 447 446 / / r, 1. 1� � � � -�_�_ 1• � � � � � m - - _ 445 , �r,,p,LTH OFL O \------------- - - _ 444 443442 \K�� 441 440 \`O� __ __----- -_--- _ _ - --_ _ 439 ` UCRATGW.7.K0TARSKI� 438 1 ' 9Q Lic. No. 0402048507 - - - - - - - 437 Q 436 460:2-05-22 434 433 432 \ \SNAL0 � Q LIMITS OF DISTURBANCE = 18.46 AC - - - - - 431 430\ \ / C--------------- - 426 - _ - _ 429 ` / \ - � 428 e 427m E DJ 0 mu - ---------------- - - - - -- azs / 425 N0 424 > E SF "\ " - - - - - - - - - - - - - - - - - - -424- - - - _ _ - - - - - - - - - - / 42223 wLL ,� 3 LL o - - \ \ 422- \ / \ A�rn 420 I s W L rn O \---------------- ----- \ � ¢ w sT 415 oa �� p v Ln _ - \ - -- - - -- ------ \ - - -412-- -�� �` \ P E Y \ �\ `\ ` av ul Lu ---406-____---- __- \ _ - - - - - - U / \ - 4os � � _ f / - � SEDIMENT DRAINAGE AREA \ � \ o _ _ - TOTAL STORAGE REQUIRED: 2,098 CY z 404 - -� TOTAL STORAGE PROVIDED: 5,256 CY \ 0 �U TOP OF DAM ELEVATION: 426 F q 42 BOTTOM OF BASIN ELEVATION: 415 o ry 7 - _ OP q q2 422 23 4 >419 o 1 ,---- o �____ / o 1 ' _ DATE J /A / 0210712022 i /. O \ - - - - DRAWN BY R.VAN NIEKER � I � — — _ .SF _ - - - - - - - - " ' - _ _ _ _ ' � i � / � 1 • DESIGNED BY i _ _ _ _ _ • J. DENKO L--_ CHECKED _ • C. KOTARSKI ---- _ • • —RI-0 COMMONS-LL-C - _ '— — — I ' " - SCALE i - _ 1„=20' ____-----DB- 5085 PG._669--" , ''� ,''�� I / / ,-''� N • __--USE. RESIDENTIAL ,_-------�-- 1__--,rf.908,�fC____ O - DC / DISTURBANCE TO LIMIT THE AMOUNT OF - - - TO THE EXTENT \ \ - - -w NECESSARY FOR SANITARY SEWER _ _ ' ' y 1 / - - CONSTRUCTION. RESTORE GRADE, \ - %- ' ' ' ' / / / �- w PS - SEED AND STRAW. \ - ' ' / / / M W _ \ ALBEMARLE COUNTY Q w I ► - - - - - - - - - N. \� PRESERVED STEEP Z \� SLOPES OVERLAY DISTRICT A 1 1 0 1 > z_jZ \ a O \ U w ALBEMARLE COUNTY GlS CRITICAL SLOPES -PRESERVED Q z w Lu \ EROSION CONTROL LEGEND O 1 1 1 LIMITS OF CLEARING AND GRADING1 1 K / / uaruaru�u�u� - L% DRAINAGE DIVIDE � V/1 r•uar SOILAREA DIVIDE 06 coxsaurnox ENTRANCE 3.oz SHEET SHEET C4 NGE 3.05 SF O wLEr raarernary 3.17 �/J DIVERSION DIKE 3.09 57 A. 1 A Q5cb �O� SEDIMEW TRAP 3.13 fit, SCALE 1"=20' / 1co / // p6 N 470 p -�bAfQ \ Sp SEDIMENT BASIN 3.30 0 20' 40' SHEET C3.5'v6 F16E3.Fjg6 e�96'S'y %r - 463 F S - 6'• 46b 6.S QP ourern ritr PRaax 3.1e III III 0`1 61 Ia6y TS TEMPORARY SEEDING 3.31 Kr -It �`so a `i6eZ III Q — yl ` ib`3 PS PERMANEM SEEDING 3.32 \ oA59 6vfb��o�o� 67 9_Tp_ MULCHING 3.35 SHEET C3.5 /°/E C3.8= _"�-I3 ;. D /0 �_= TREE PRmernoN FENCE 3se /6�/ °�—` O/ •'I Dc DUST CONTROL 3.39 46883 �i JOB No. °� �/ °° \ �! 0 O° / °/�O O ° / / — _ \ ' / / / BM 'S. IIZED wnn STABRI.OK 3.36 eIANKET SHEET NO. ° C3.8 O O EY MAP ^'VIRGINIA EROSION AND SEDIMENT CONTROL HANOBOON"SPECIFlCATION NUMBER c a c 0 3 a D 9 0 oo au) 2N Z 00 o 2 C E 6 � w �N D- 0 O Of C7 F Z 5 Z h O m 2 a F m 0 o N a .Z Y J N X C °o 2 2 h N 0 �N. V w `o E M 06 a � �a !0 'a 0 2 2 m h N 0 C V N 5E L � E L s - - - - MATCHLINE SHEET C3.6 / ' I Ps X — / r 0 i \ O 'c^w \ o IMY o�248f \ ` \ \ I I NN�� Co N N / N SEDIMENT BASIN #1 \ \ \ 15.66ACRE DRAINAGE AREA \ \ \ \ \ TOTAL STORAGE REQUIRED: 2,098 CY l \ \ \ \ \ 1 TOTAL STORAGE PROVIDED: 5,256 CY O _ m �0.7' TOP OF DAM ELEVATION: 426 II BOTTOM OF BASIN ELEVATION: 415 O w SB1 N \ o \ N \ O N, \\ / / O J \A \ \ 4Se \CID a � \ \SF Go z , / W W - ��. ----- rtM 61-167A` > RIO COMMONS / LLC \ \ DB. 5085 P6. 669 - USE: RESIDENTIAL / ,'' / ' /'' / /' /' ,'' LIM TS OF DIST /RBANCE = 18.46 AC \ ttLBEMARLE COUP TKG/S y P ' CRITICAL -SLOPES - MANAGED 7.108 A p / 1 1 1 ' a / 1 � 1 1 � 1 � a 0 SIPEET C3.7 0 P b 0 ��/6�/ 1 ° ° / ' w TA ° o / d/d o r ° 0 �;;C',LTII OFF �) CRMGIff l KOTARSKI Y Lic. No. 0402048507 .,,6. 05-05-22 a m E 0 N OV N C > E w a E w v 3 ¢ LL o 3 LL K O L ¢ U o z w —v O �¢ W U) x C N z �U> O c 1^ H NLLJ i a� W J U, iD � i � U O = o 0 U x F ry w O w Q O z O O DATE 0 0210712022 O DRAWN BY R. VAN NIEKER • DESIGNED BY • J. DENKO • CHECKED BY C. KOTARSKI • • SCALE 1" FEE 20' 10, =Q SCALE 1 "=20' 0 20' 40' EROSION CONTROL LEGEND R� R� LIMITS OF CLEARING AND GRADING t It l• It DRAINAGE DIVIDE - �u�u�u�u� SOIL AREA DIVIDE - CE CONSTRUMON ENTRANCE 3.02 SF SILT PENCE 3.05 W IP ® INLET FROTErnoN 3.07 DD DIVERSION DIKE 3.09 ST SEDIMENTTRAP 3.13 J SB O O SEDIMENT BASIN 3.34 Q Op OU=PROMMON 3.18 L7 Lu TS TEMBOBARY SEEDING 3.31 I� Q O ps PERMANENT SEEDING 3.32 GI MU MULCHING 3.35 LL W Tp �� TREE PROTECTION FENCE 3.30 O DL` Dusr coxmoL 3.39 Q 1 , , BM AREAS STEEPER THAN 1:1 TO BE 3.36 v STABILIZED WON STABILISATION BIANKE W'VIRGINIA EROSION AND SEDIMENT CONOIOL HANOBDDK'SPES]FICATION NUMBER Z PH T\\- SHEET C ' Q < W kiET r\A�464-y H—rFgEjT3.fig6yb r> h %< 463 6u 6S 66e 46as6SS °a 4 y - 6, 6I I j�lll<l cl R6p 46, 3 ��r3� Ik3 .SHEET d T . 3. - 424 JOB NO. 46883 SHEET NO. C3.9 EY MAP L SCALE 1"=20' 0 20' 40' EETEET C3 EROSION CONJROL LEGEND LIMITS OF CLEARING AND GMOING - .... l_ DRAINAGE DIVIDE / CURB �r Son AREA DIVIDE /- I o'� coxs7aurnox ENTRANCE 3.02 \\/ I SF SILT PENCE 3.05 JOIN - -- —- — O MIkTPDN 3.07/ GR — ------- SHEET C3.19 SHEET I _ —— - _— — — — — —— .SD CU) DD DMRSION DIKE 3.09 ITV V.II I ; ST SEDIMENTTRAP 3.13 - - \ \ SD CURB INLET W/MHe \ \ INV.OU h seDlmExr / L \ \ —� �� NASIN 3.14 T6P,-431.00' \ INVIN\=422.80'13"RCP _ — OP owner PROTECTION 3.1e _Q �OUTIN-)' "RGP -SD INLET W/GRATE SHEET # SHEET 3.22 ETC3.231 \ / ' TS TEMPOaARVSEEDING 3.31 TOP=425.46' _ _ ' 15 S INV. PERMANENT SEEDING 3.32 --RCP- /y\EASEMENT � EPTIOW13,SEE VDOT PLAN \\ \\\\ - --- IN , / I I MULCHING 3.35 j-IMlTED ACCESS KEY MAP X—Tp— TREE PROTECTION FENCE 3.38 E4SEMENT Dusr coxmoL 3.39 AREAS STEEPER THAN 1:1 TO HE 3.36 ABWITH srAWLIIAl10N BLANKET "VIRGINW EROSION AND SEDIMENT CONTROL HANDBOOK' SPECIFICATION NUMBER E— 1 I ` WALKX PAVED \ \I / -- - ----- --- �L4REDENDSECTIE IPEJ�M. DRAIN _ \INV.INr436..5, EASEMENT — --------------------- SEEVDOTPLAN—— — — — — —I T I / PROPOSED TEMP. I I ( \ — — — — —— 4$LOPE EASEMENT I SEEILCJOTPLAN ---\ I I I \ \ \\ I \ `_ \\ \\ - - - - -- / CENTE'RLIIOE JK\TRAIL U I II I \ \\ �EE\ DO�PLAN I \ LIMITS OF DISTURBANCE = 18.46 AC w _ 446 PERM. PA �� — \ \ 11 I II \\ \ \\ \\ \\ I\\ \ \ \ \ \ \ ��_ ME 7' SE pS _z --- \ _\\ \ p Pp8 v I �_ 452 I _U \ \ \ _ `I I I I \ \ Q n N �,� \ \ \ —x- x— — J� ` �I — — — — N . 5p SON - I \ rn w O \ \ \ \ / \ \ SAN—— \\` SAN SAN 1 / T. IP PE RK 4_54_ - - ,''I PS , \ \\ I I \ \ I 456 SF 458) ICF\ �ALBEMAR E CbUNT\Y GIS \ ` \ \\ N F _ —458 \ \ }\ \ ALBEMAARLE COUNTY GIS _ 4 — — — — — / ITICiAL SLOPFyS-1�1ANAGED I ti CRITICAL SLOPES - P{S�E�CRVEDPs 1 \ \ _ _ t .462 \ IP y °/ z_ _ I _ A70 \ — \ \\ \ _ \ \\ \ �/ �i\ I \ I \ I �A I \ \ I I I.. / 19 / ---4 IP '©0 a0 —406—\ 1 EV EV -- — --_ —404-- \\\ 1 \. -d IP / Eon'/' // cob 'cot°, cn 402--\ \ \\ \ \ \\ —�\ 1 / _ / b _ b I °' p, \ \ J U If If 4 .i. — o / / I / -J� I I I I I I .! li I 2 / •\-.' ,/ a °.. /.\ ., o._ <, o a°;\ <- _. ° / 472- Ar If If 41/ a I s 1 MATCHLINESHEET C3.19/ LtYj 67N CRAIG W. J. KOTARSKI Lic. No. 0402048507 A 05-05-22 a. M E 0 N OV N � > E w a E H W N 3 < V w 3 W o 3 0 W w O L Q J U W W J —N ZLu H mr �x �_LL- < 0 Q D v In = N N = V > ~ C Lei o a, N � M W J CL O ce t7 N z 0 F 0 DATE 0210712022 DRAWN BY R. VAN NIEKER DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE 1"=20' W J > zLdZ 0 wLL U LL Q O r� 7 r CL G 0 Q O W 06 O O�/ LL w JOB NO. 46883 SHEET NO. C3.17 c a c 0 d 0 3 C a 9 0 o o au) 2z 00 o 2 c m r_ T w TO a0 O w U Z zN od a � m o L S. a w s .Z Y J yvm X C mo m2 = 2 It an m c 8 E `o E M 0 m o -8 c �a !0 'a 0 m m o To 6 2 TO m A = Is m s. E h w tE � E L 0 / SCALE 1 "=20' 0 20' 40' ' SD FI/ARED END SECTION II \\ \\ OUT ET=428.45' \ \ y T I L--------------------- O l I ALBEMARLE COUNTY GIS — — — — _ _ `\\\ _z CRITICAL SLOPES -MANAGED SHEET JOHN WARNER 7 \\\\\\ INV.OUT=4 / PKWY EXURB ---- ' _ _�--- \ -- \ �\---- - - - - -- ------ _---- ' IP uJ EASEMENT---------- —— — — — ——— — — — — —— ekTp———— ———— — — — — —- SHEET C`�__1SHEET C3.18 —= EROSION CONBOLLEGEND DWNAGF CLEARING AND GMOING - A lt It It l• DRAINAGE DMOE SOIL AREa DIVIDE c0xsraurnox ENTRANCE 3.02 VA t I �0 i SF ITIFTNCE 3.05 JCRAIGW.7.ICOTARSKI� Lic. No. 0402048507 S EET C3. SHEET C3.20� I IP ® INLETPRDrecnDN 3.02 �6 05 05-22 . DD DIVERSION DIKE 3.09 otSNAL�S'' (fly i I I N ST SEDIMENTTRAP 3.13 SB SEDIMENT BASIN 3.14 O E 0 OP r4 o oMEi PaolErnOry 3.18 N Uj SHEET 3.22 ET C3.23 � E ' TS TEMPORARYSEEDING 3.31 E 1 H W N 3 PERMANEM SEEDING 3.32 _ Q W 2 3 0 t MD MULCHING 3.35 < O <JU' z wj —Ur+ O KEY MAP TP TP- TREE PROTECTION FENCE 3.38 j o N C d Lu N H y \ DC DUST CONTROL 3.39 z H U X �0 i¢ w v� o SD CURB INLET W/M BM AREASSTEEPER THAN B:I TD BE 3.36 ¢ STAR UZED WM STAON24TION ET � 'j C N Z �J �E€VODT PLAN `� _ _ _ — — — _ _ — — _ — — r _ _ — _ — — — — — — \ . �� �i NV.IN(S) '442.05' 15" "VIRGINW EROSION AND SEDIMENT CONTROL HANDBOOM'SPCUFICATIOH NUMBER ~ V a Ill ♦ x vJ //---- — — — — \\ p _ p-------- — — — — — — — — --- a — — — — — —— —___-- _— — _ I ''''—• --- `� `�� \ \\ \\ IP INV.IN(N)=433.70'15' NN W Z—�— --- ------ p----------————---------\\ INV.OUT=433.65'15"RCP DID _ - - - - \ \ \\\\ p \ p pp - _ - _ = Si -,2, - - _ ,per,_ - - _ _ - - - - - p _ I - - - _ _ ' ' -. \ \ \ \ \\\\Lu \ Z �ZES ' —T LIMITS OF DISTURBAN 18.46 AC ; \ \ \ IP \\\\ In U p 6" MAPLE SF PERM. PARK / TE------------- — -- — — — _ _ / TOP=444.03' _ ----_ — ____�� — _T-- _ \ \ / \\ o ' a — ' ------ILL] V ---------- ---- I — — • \\ \\ \ \\ W F \ RAIN _ — Rai ---- / , , , \ \\ \ \\ \ I \\\ ¢ p in 0 o , ' " / a50 SEE P4A1r DATE / \ 0210712022 O IP \ \ \ \\ \\ \\ \\ \ ,` \\\\ DRAWN BY \ R. VAN Ni _ — — 456 _ _ _ _ _ _ \ \ \ \ \ \\ DESIGNED BY _ _ ' _ _ _ �\ \ \ \ \ \\ \\\ SD CURB INLET W/MHD •• CHECKED BY TOP=454.27' • INV.IN=449.87' 15"RCP C. KOTARSKI N SAN an SAN — _ _ — — _ _ _ \� \ \ \\ \ \ / \\\ INV.OUT=449.84' 15"RCP -466 - - - - - � `\ \ \ \ \\ � / / �\ • SCALE -466, tow \ / • '460 Ps 4162, _ _ - - ' I 470ofill� co — — — — — 1� \ \ \\ •\ Ij \ I\ \ ,' c n' \ / co Ps Lu ' � / A_ °' - \ • \ \III I \ ,' / 2 _ -EV EV / EV / EV (\, 111 Q z / C) O U W / 410 \ I ` \ I I // SF � / N d�� I If I / 06 M7" -A3 - j A3 A3 _ - I °�I I Ii i I \ I Z I If I i / LLI / 472 ' 470 ' 1 2 / ' ' - / 1 A ° / ' I JOB NO. _ 1 - - -- — — 1 4.` �I 46883 72 1 / �'� �_�� ��� )♦ S )♦ )♦ )♦ )♦ )♦ '�'� .° ' S 1 1 S S S S S S S S S S )♦ )♦ )♦ SHEET NO. 1 _ _ MATCHLI E SEE SHEET C3.20 �J - - - C3.18 IH a A L N r 0 0 0 3 a 9 0 2 o au) 2z vz aO o� E E- � T w TO v, D- 0 O w Z zN od � a 0 S. a .Z Y J N = 2 Iu h m 0 E � 0 R, m a c Nv '0 'a 0 � 2 2 T V � 2 To m m 0 5E h w _ E SHEET C3. 7 SHEET C3.18 EROSION CONTROL LEGEND - , MATCHLINE SEE SHEET C3.17 LIMITS OF CLEARING AND GRADING t � (• l• !t DRAINAGE DIVIDE/� � I I IMEI� /� 1 \ � ;�.CaL2Yj 0 SOIL AREA DIVIDE - \1 f / / 'e VV r CE CDxsmurnox ExraAxcE 3.02 I - O 1 /� / I - I I / <.° / / // 1 / / 8 / 1 1 / / 'AA.0 It SF sn� rN=ry3.05 / / ° CRAIG W. 7. KOTARSKI PROTECTION If/ 1 / 1 / / Lic. No. (0402048507 Ip I.LE1PROTECTION0�-0�-22 ox 3.07 SHEETC3.19 HEET C3.2J I / // /' / // / // / : ,' // / 1 , a, DD DIVERSION DIKE 3.09 I / / / / • 7/ / �/ c. / ?.1 /Q jiylY Y / // / // "mil °, 1 ° < -'SAL''` = �r��ilj��r. �"� .QA i / _e\; y1' , 1 464 ST SEDIMENTTRAP 3.13 a I / •v / / Z / ,/ / I / / / / S`B SEDIMENT R IN 3.14 / / / / / / ° ■ / 1 .\ _ ' _ . _ .. Op OUTLETPao rnory 3.18 / / / / < / / \.° ° ` N m O SHEET##1/#ll SHEET 3.22 HEETC3.23 // // /' // / // a /SEE w / < I ° // > E TS TEMPORARY SEEDING 3.31 / I I / , / / ' / / - / / / / \ : - ° ° / 18 - E / r v ps DO PERMANENT SEEDING 3.32 / / I ' // / / / ' / /J I / / / / \ 1 ° - - - / / L O W MU MULCHING 3.35 % // // / / / / '•. /' I < / // / a.'/ / F O L M (A /. -• / ' / / _ 1 , / SAN 6QtSAN `¢�" u „�' 0 Tp Tp_ TREE PROTECTION FENCE 3.38 KEY MAP / / Z / / �� \ ° 1 ° 1PERM. FARK / / / / / / // / / N . .66 a l 1 1 ° DC DUST CONTROL 3.39 EASEMENT / / / / •� Q e / 1 / 1 \ ° Z F („) / / -A / r ' ' � tL Q BM ARF!$ STEEPER THAN 3:I TO EE 3.36 / / / / / / `i' B / / / - / 1 - <e ■ Q O STAWLIZED WITH STABILIZATION / / / , / / I A5 r 7 * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER I / / / / / / / , / - / 5U%NKF If/ I \ / , 00 \ 1 O d / ~ C H t ° 18 N ^ > SCALE I "=20' / / /' / / / / / ti }aa �a / I / / / , / / z e \ , Q Q / r / / / // / // �0i DPQ / I I J / �fI 4 IP / < ° o w 0 2'' 40' // // / ti ^J"/ pn30 /b // / I 1 // I / i IP �`� ° -e '° ° -/ .-e. - _ °. \. L0H W ro pry0 b�Q P / P / / / / / / /l lI (D/Y 1 1 / / �' l \ ° l D / "a _ If If If If If If If 0 If If If l/ PSIf If I / _ 04 °�/ N w l l / / l I 1 / <- - - / ° / .ro / ai > w N I I I 1 / I _ . a' /' C) w ~ I 1 °.� 410� _ /'// // w u °< / / 1 2 z O I I I LIMITS OF DIS*RBANCE - 18.46 AC I D / W / w DATE I I I I LLI Z I / I Z, < / / U) 0210712022 / 1 PS i 1 \ \\ 1 '\ 1 < a a / J 0 I / I / l I I 1 I I I I I l ° / - = DRAWN BY I I / l / l I 1 I I I_ I \ `\ 1 1 \ I ,/ / i R. VAN NIEKER I I l 'I ` \ \ ;\-. \ I 19 / / .A / / DESIGNED BY / / •• J. DENKO j I i I / I I I I I I I 1 I / / I I I •J�:: 1 \ \ ;.a° / - • CHECKED BY / r \ \ r 1 °: \ _ I / .°-. / �<_., ' I I I �L� \\ °` -° • C. KOTARSKI If e ° • • SCALE / / - • 1„ = 20' w \\ l \ A. - ,' • co m I I el 1' '_ - /° / - • a' c I �1 / I / I I // / / / \\ 1 I I I\ I 11 I 11 \ ` ASO a`.F _ e \ :<.° / / • / IF If If It / // / / /' I I I II I \ \ ` J IP cd Iff If // /� / ALBIf IfARLE/COUNN I I I I 1I\\ Z\ \` \ I e t�a>•sm�s s� I --_ .%' PRESERVED STEEP / I / I I \ \ /J \ \ \ < - - _ - - _ - ' - - - - - - ' I� / --- 1 / l / / / SLOPES QVERLAY / I l \ I \ \ \ - - - '46 DISTRICT / / I I I I I ` I \\ \' ' \ \ °a.. . °1 C'7 LU i I I// / Il If / Ir ' I I i I ' / \\ IP \\ \ ` 1 _ - _ _ <-------� Cn If I I I LLr In I / / I I /\ \ \ \ \ It \ ` I z ` IP Z J I I i i I // 1 \ \ \ _ _ _ "Nl -458_ _ _ - - <°, - ■',.° a-'- IP - .-<- .. �� Q O \ ` / I \ po:ILU /II I /> \\ SF \ _-- - - - - -_ eI ------------------- < -\\\ 0 O LU /1 \I -454- _ _ - o° _ e-\ \ ° �� Q �ZJ / I I / I / I / / I I _ _ - eLL I \ i 1 _ \. .e ° °. 1-. - e G �° °e\' G._�°-�,`a y. °\ - - _A.. a.- a �-.\� m _e -°� / / I / 1 _ °_ < c \ a_'-G ° .\ e A. _ '.e Z \ u <n ea_ O W / I / -/' -_�'' \\ 11 \� \ - - -- - --------.452---_ /p6'� \\\ \\ O z G /If / L \ \ \ °.. O \ 0 Q 1•-452- z z ALBEMARLE SOUNTYMANAGED \ \ 7 \ 1 450 \ 1 ---- IP -STEEPSLOPEibVERLAY \ 1----------- �--4ae---_ D1'9TRICT \ ` 1 ` - _ SAN SAN roO�SA F \ P SAN U) \ \ \ 0 0 \ \ ` \ \ \ \ \ .� a _.-.•°. \ . \\ \ \ D 1 P ..° s_ IP -444- \._ - - - - IP ` W -438. _ 448 - --- / \ \ \A JOB NO. - - - - - - 446 / \ \ 444 46883 ----__-_-_ /' � \ SHEET NO. \ \ _ _ ATCHLINE ME SHEET C3.22 \ \ \ C3.19 a TO TO aN C C TO 0 O 3 a o o no �z 00 o 2 c E 6 T w TO D.0 0 d U Z zN Od a �CE o a Z TO w "v0i X C N o N g 2 TO h O = E M 0 m 06 a c �a '0 'a 0 m 2 o To 6 � 2 TO m c c 01 m s. E h w _ E H L J \ r _ _ _ - - - - - - - - _ 1 MATCHL NE SHEET C3.18 •I >S T C3.17 SHE T C3.18 \ 72 1 a �1 \ \ n Tx Iw � CRAIG W. J. KOTARSKI Lic. No. 0401048507 I O�-05-22 EETC3. HEET 3.20j-470 1�® 31 — �� I r — °00, C6. /a \° _ 9 -� a -.°° R -ae a< A" ,\a - .a <a. ° — , ° -f < '. a_./.'a - °. 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A� ■I ¢�—v O - - 46 B 68 �� 6 J IP Ij / KEY MAP I a > o M I In EROSIONMOTS OF CONTROL CLEARING AND GRADING * O M Iu _ z Y V / I t )t )t t l♦ DRAINAGE DMDE ¢ 0 U ui V) — _ I I•:•\ SOIL AREA DIVIDE J ' n3 n3 5� _ ,.161 SEIj n3 A3 \ ' ■I I O = ar N Z �j" 1 • \ CE CONSTRUCTION ENTRANCE 3.0z = V > O Lei 18 IP N > 1 a- SF SILT FENCE 3.05 N LLI Elf < I II � M IxlaT vaaTErnary 3.m Q 19 \\ \ I II \IX NINE .I 00 DIVERSIONDIKE 3.09 \ II o O+- r �; o � IP seDInENT TRnv 3.13 L7 e A p 2 SEDIMENT BASIN 3.1a /Il V0 Jo DOM PROTECTION 3.18 � o ry TEMPORARY SEEDING 3.31 w O / a 1 < \ \ \ \ 1 ■I Lu F RxaNENTsem xG 3sz U ''e \ 1 I 1 ■I z O < \ - ° 1 I M�J muLcmwG 3.35 O .a Z \ �I �\ I DATE PS ~ ° — rI TP TP— TREE PROTECTION FENCE 3.38 > 1 < I \ I' 'i � \ 0 02/07/2022 W O1 � �� � D(A` Dusr mama 3.39 } DRAWN BY W ■I \ 3 I O R. VAN NIEKER Z a a AREAS STEEPER THAN I:1 TO O 3.36 w 1 r pSN \ , \ + BM BLANKET WITH S1AW11IAT10N J \ , ■I BLANKET .e 1 ° \ I 1 ■I � DESIGNED BY U \—VIRGINIA EROSION AND SEDIMENT CON ROL HPNDBODK- SPECIFICATION NUMBER \ r b °: � \ II I ;II I \ 3 I • J. DENKO 3 SCALE 1"=20' ° I I I Ii 0\ I 0 20' 40' • CHECKED BY C KOTARSKI SCALE NV \ \ \ \ \\ I 0 Ps Mill 4 CL D \ I I\\\1 I ZO a I \ \I 1 A y, )� _ LIMITS OF DISTURBANCE = 18.46 AC co 1 I \ Cn I ■ IP \ \ \\ LL Z I\\ \\ O J O 1 N SF I > Of < \\\ I Lu �- 1 J Z IP <° r ICI II \\ I H Q O 49 - ° on IpIm - _ - _ _ No an as on - _ - I I \ \ I Q -e <. .e a. a .a <.Q °. -\. Q e. <. °. ° a _'° °. \ \ ui UNION/ I \� \ I IP I OO r Z \ \ \ 7-7 o 0 u L L] I O SAN 462� AN SAN Qg�SAN b�SAN `\ TL�SA SAN \\ � O \� ------------------ IP O \ aJ R37.5 / CE IP \ \y CONCRETE WASHOUT \ \ > ' \ '450— i 454 IP JOB No. _ 46883 \ ' -� �- -��� �� " "' \ \ \ / ' 1 ■ \ \ I/ SHEET NO. \ \ MAT HLIN SHEET C3.23 I \ \ II C3.20 \ \ c a ._ c L aN C m C C 0 0 0 3 E a 9X o no �z 00 o 2 c m r_ N a0 O Z zN Od 2 a �m 0 o N a w CI' .Z Y J yvm N 0 0,6 2 � h m 0 m � w `o E 0 m 06 a c �a !0 'a 0 m o m N , � 2 m m m c c 01 m a— h w tE � E L / / / / / / / i / ° / 0 ° / O / O / 0 / O / o / o / o / O / O / o / O / 0 0 0 / r ) CRATG W. 7. KOTARSK1 Y Lic. No. 0402048507 05-05-22 4O �s rlj / / 'r4c w Lu ¢LL 0 3 PROPOSED TEMP. / G x SLOPE EASEMENT SEE VDOT PLAN cazi Z / a Lei PERM.,DRAIN vl EASEMENT \ SEE VDOT PLAN \ / Lu Ln /N, N, \ / LIMjTED ACCESS EASEMENT SEE O O VDO7 PLAN00 — — , ' ' ' / x __--i'----- // / / 04 0 1 / — i _ — — — — — — — / / > O / I ° ° — — — — — — — — — — — — — U O o° ° p — —— — — — —— — DATE 0 —_ —— — — — — — — — — —— ° — — ------ > ------- 02/07/2022 ° / — ——— — — 0 ———— — — — —_---------- o -- o \ / __—%/ _ __-- — -- DRAWN BY Q o'— _ — — — — —— — - — —— R.VANNIEKER I DESIGNED BY 0 / o — / i / _ _ _ _ _ _ _ _ __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ J. DENKO p ° \ I� — — — ' / / / / /� \ _C • CHECKED BY // /� ' / — -� \� • CKOTARSKI 0` 0 \\ O`/ O \ /'. / / /' /' / i' \ //�//' • SCALE \ `/ / _ O\O O \ / e / / '\ /// / / / / �' / / ' \ • \ 0 o \ \ — / / / /' / / — — — — — — SCALE 1"=20' 0 0 \ \ 0 \ 0 \ 0 \ o �\ 00 \.\ 00 x \ ` _\/y, —+// EROSION CONTROL LEGEND IL _ ' LIMITS OF CLEARING AND GRADING . s s s . DRAINAGE DIVIDE \ 0 \ / O ` ` — — — ; // / — _ SOIL AREA DIVIDE - \ ` / \ °0 - \ / _ _ _ _ _ — / / % / / / / CE coxsrRurnox EmmArvcE 3.oz CY) . o / \ o $F SILT FENCE 3.05 w�^i \ \ O 0 0 \ \ O ° O \ \ \ Ll I 1— \ . /� /v / / / / \/ ' IP ® INLET PROTECTION 3.07 T \ Q \ o _ / Q '� ° \ \ \ .— ` / / / 1 / DIVERSION DINE 3.09 \ \° I O \ \ \ ° O A \ / \ \ \ \ - / / / \ ' / / semmExr TRAP 3.13 J SEDIMEM&4SIN 3.30 Ld\0 I\ 00 \ \� \\� \\ \\ \\ \� _ jam/ -- — ———— — —/ // /// / / // / / /' \V / OP DunET PRaTErnaN 3.18 > O I \ 0 \ \ \ \ C — — \ \ b\ \ \ \ / / / / / // It / / / TEMPORARY SEEDING 3.310 / L7 Lu ~� O \ — / / 10 ° 0 \ \ \ , S s \ \ \ \ \ \ \O n \ \ \ _ _ / ' / // / \ / / / / / / I / P$ PER-NENr seeomG 3.3z ^ m lJ \� / 1..1. Q O ° \ \ \ \ \ ` ` - - \\ \° ° \ - - \ / I /\ / / / ' / I I I 1 MU MULCHING 3.35 O L o \ ° \ \\ °���� II \ 000 —� ' / // 1 / / / 1 1 I 1 O w 0 ° ° \ \ \ �_ _ \ \ >O 0� — 1IIII \ \ O 0 0 — / 1 1 1 TP Tc— TREE PROTECTION FENCE 3.38 5 0 \ \ \ oA1 \ o \ ° \ ° �Q� \ _ / ° o/ ^ % \ 1 I APPROXIMATE I 0 / I I DC Dusr coxmol 3.39 0 ° I LOCATION FeDERALI o ,o I i BM (w o o o V 1 U Q DAM �REAK INNU AREASSEPER THAN3:ITOBE 3.36 ° \ DATIOtiAREAi STABIUZEDwrtH MEUUuON o \ Q /ok 1 SIANKET °Q \ ° 1 O Q \ ° I\ n \ 11 / 11 \ \ O \ I I 1 1 1 / 1 I I 1 I ^'VI-INLA EROSION AND SEDIMENT CO— HANDBOOK" SPECIFICATION NUMBER 0 °Q \ 0 III' \ l 0 1 I 1 1/ 1 Z O \ 0 ° \\ \ \\ ° �I I , 11\ I \ o `\I \ 1 11 1 \ \ 1 I SHEET C3. 7 SHEET C3.18 1 \ 0 o ° o \ \\ % I 1 �11\I` \ \ I 1 1 \I I I \ Cn ° o O \ \ / / o /I1111 ` \ Q �\ \ .� \\ \\ \\ \ \ 0 0 \ o \ 0 / `��l, \ \ 0 \ \ \ \ \ O Q o ° \ �— b \ \ \ \ \ \ \ `\ \ SHEET C3.1 HEST 3.2QT d ° 0 \ ° 0 \ \ \ / o / \\\\\\ ` \ o\ \ \ \ ` \ \ 0 0 O \ \, 0 / \ \4 ` \ 0\\ \ \ \ \ O � ° ° / ` \ 0 o\\ \ o ° HEET ##### 0 o ° I / / \\ ° \ \w SHE C3.22 HEST C3.23 O o 00 I b \ ° ./ ru p\ / II. JOB NO. 0 o i Q 0_' 46883 \ P ° O Q \ `O �� \ ` ° / 11 _ SHEET NO. 0 0 MATCHLINE SHEET ##### \ \O ° 0 ° \ I ` o I \ / KEY MAP c a C m L aN C c O 0 O 3 a 9 0 O o n0 �z 00 o 2 c m r_ D w DO a0 O Z zN O d a S. a .Z Y J yvm N o 015 2 m h m c E ED O m a c Na !0 ' 0 a 0 o „. Do 6 � 2 m m m 0 c Is 5E h w t- � E L 436 H CTA HLINE SHEET C3.19 - 446 - - 444 \ �( �I ---------- - S _--- �� 440 \\ ,OTRSK I 2048507 440 UCRAIGW7KA Lic. No. 040----------------- 438' 05-05-22 436 �C 30- 43i . \ s�ONAL0s LIMITS OF DISTURBANCE = 18.46 AC - - I - - / / 430 / 3 � M E mu 6 \\ // -\ _----------- -_-424- -- \ \``� \ / _� \ 422 \ \ \\ HW N3 19 U. ti - \\__ o --------------------- _ _ _ _ — -�\ __-----_--_- -422---------- _ \` , _ - / \ \ Q�s` \ 420 wot _ -lK\ —420- 418 a�NN a w \---416--__ ` \ \,- / \ \\ 414 x �N z o+ > ---- _\\ _ — / \� LE CO MANA 410 ` ` - Cl \ \ o w I1.2 n _ - ---- 1 Z --408-- DIMENT BASIN #1 \ 15.66ACREDRAINAGE AREA \ 1 0 TOTAL STORAGE REQUIRED: 2,098 CY U aoa - _ _ TOTAL STORAGE PROVIDED: 5,256 CY \ 0 UU \ _ _ \ TOP OF DAM ELEVATION: 426 F <\ I - - -=x / �� cn - - - - \ , q BOTTOM OF BASIN ELEVATION: 415 ( o04 OP D , 4 422 24 I >LLl 04 Lu 1(9 q1 4j6 u o _- - - - -- — _--, `\\ 4 U o / DATE H , A w \ J / / 0210712022 cn \�-'/ _ \ �t O DRAWN BY W Z _ R. VAN NIEKER SA 1 - " / / 1 • DESIGNED BY L--- - - - —_ _ ^- / / /.'' / • J. DENKO CHECKED BY `167AI / / �' ��' �' ,,�' • GKOTARSKI S-----------------� �-_ 1 —, / • • SCALE -RI-0 COMMON-LL-C--- =-- I - 1 -DB. 5085 PG.-669 --USE. RES-IDENTIAL ,-'' T / ,-'' ,--------�-- • SF -� �\ __--,17.908AC'�-_�;''� / / / / i --- __ • DC / MT DISTURBANCE TO LIMIT THE AMOUNT OF /� DISTURBANCE TO THE EXTENT \ \ _ , / ' -� -w SON NECESSARY FOR SANITARY SEWER /— CONSTRUCTION. RESTORE GRADE, \\ / / �_ �_ SAN SEED AND STRAW. \ - / / / / FsAN PS / U M _ \ ALBEMARLE COUNTY PRESERVED STEEP SLOPES OVERLAY \ DISTRICT ' 'O \ > Of Zwz \ J I \ 1 OwO e ALBEMARLE COUNTY GlS CRITICAL SLOPES -PRESERVED m i Q Z o W EROSION CONTROL LEGEND � O 1114M OF CLEARING AND GRADING u W / rt rt rt rt r. DRAINAGE DIVIDE / (A`E SOIL ARM DIVIDE co coxsraurnox ExmarvcB 3.02 06 / SHEET SHEET C3.18 SILTEENCE 3.05 O SF 3.17 — `� IP ® wLEr PRarernary 3.07 \ O O\ DIVERSION DIKE 3.09 0 / II ST SEDIMENT TRAP 3.13 W SCALE V=20' SEDIMENT BASIN 3.30 0 20' 40' SHEET C3.19 HEET 3.20 I OP Om1Er PROTECTION 3.19 a TS TEMPORARY SEEDING 3.31 >t PS PERMANENT SEEDING 3.32 %% MU MULCHING 3.35 SHEET ##### SHEET `3.22 HEET C3.23 — TP rP— TREE PRmernory FENCE 3.38 / •_ _Z JOB NO. DDSTOONIRDL 3.39 46883 AREAS STEEPER THAN 3:I TO BE 3.36 SUNDFLLIED WITH srAeluunox SHEET NO. NET AP "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFlCATION NUMBER C3.2 ------------- c a ._ c aL C 0 3 a D 00 , cr O o au) 2N oZ a2 o 2 c m 6 w �N a0 O Of C7 F Z 5 Z m O m 2 a 0 o N a .Z Y J yvOi X C 0.0 N 6 2 2 h N C �N. V Eo M 06 06 a c �a !0 'a 0 m o 2 N h N C C V m 5E h 0 L � E L I IP \ \ ' MATCHLINE SHEET C3.20 \ )t t � -�-� t -tom t � t � '� � t 1• � 1. 1. 1• )t t t t t 1• 1• � � � � )• 1• 1. 1. 1• 1• � � t t t t t t � � � � � � � PS \ \ /O I I / I I / p Lo co co I \ 'o \ \ N N \ SEDIMENT BASIN #1 I o / / I D Z 15.66ACRE DRAINAGE AREA w v ` TOTAL STORAGE REQUIRED: 2,098 CY I t \ TOTAL STORAGE PROVIDED: 5,256 CY I o I� \ \ ` TOP OF DAM ELEVATION: 426 / BOTTOM OF BASIN ELEVATION: 415 I I \ ` w \ SB1 \ / 4. \ p \ A \ \ SF O M ---,- \'��\ i --'--, \'-- -'"�RIO COMMONS LLC W - - - -, , - ' ` , \ ' - - DB. 5085 P6. 669 U - , \ , , _ - - ' - ' ` - - - USE: F)ES1 DENTIAL' uJ - _ , , 3}LBEMARLE COUI%TKGIS - - / / / / / LIM�TS OF DISTURBANCE = 18.46 AC Z J CRITICAL -SLOPES - MANAGED7.108 ' / A H' , \ \ \ \ , � 1 1 1 1 = 1 1 1 ' = � Z 1 1 ' = O D 1 1 t O � O a 1 I / SCALE 1"=20' 0 20' 40' SHEET 7 'wwl*l / C3.17--'--�--1SHEETC3.18 4 O� n n Op kLTI CRAIG W. J. KOTARSKI Lic. No. 0402048507 .,,b. 05-05-22 a. n E 0 N OV N C > E w a E �rWViv3 ¢ LL o 3 LL < O L j U wM Z w —v O zo vx v �� �¢ W o U) = � x C N z �Uau O cm H NLLJ i M � Lu u U O C=7 � = o 0 U F ry w O Lu = Q O ¢ �1 Z O O n DATE 0 0210712022 DRAWN BY R. VAN NIEKER • DESIGNED BY • J. DENKO • CHECKED BY C. KOTARSKI • • SCALE 1"=20' • w 0 >Of W ZJz < O 0 ELu D CL a Z O 0 u W v ) 06 z O W JOB NO. 46883 SHEET NO. C3.23 a c m aL C N C L \ APPROXIMATE LOCATION / \ FEDERAL DAM BREAK \ INUNDATION AREA/ ' 1 °°� ° \ ° 0k \ i \° ° \V ° \ FSHEET C4.1 �.��� SHEET C4.2 JOHN WARNER PKWY I I / I ----- o oil \ �eo� o ° e Flo \ ° /d o\ 0 b / . / SHEET C4.3 J -`' o/Jo\ °o\\\ °O°o / /oo° Cl o - O \ \°\ °\ \ / // ° 00 \l °o/ ° ° O O\ o\ ° ° °\\ o 0/ 0\\ D' / o o 0 of I Z O o 0 �: °d �\ l �O A\ O o 1 p \ b \° / PROPOSED 0 0 0 \ SWM ° ° 0 0 / / BIOFILTER 0 0 °\ O TM 61-168 & 169 ° ° \ \ \ \ °o ° / CITY OF CHARLOTTESVILLE o \\ \ % \ o \ 4 DB. 4622 PG. 523 _ ° \ \ / \ 0 0 0 \ / / O / J I / A SEMARLE NTY ° ° FLOODWAY% ° / / ° / /S PRESER 15D 0 0 / . 000 00 ° I STEEP SLOPE 0 0 0 0 / / / o ° / ER PROTECT/ON 0 0 0 / / o ° / TYR?D,1.NANCE ° 0 o / / O o 'TREAMBUFFER ° / / ° / 0 O 0 / 0 / o / 91 o SHEET C4 7 °0 /p / / 0 o ° ° / 0 / / ° %' SHEET C4.5 o ° 0 0 0 / ° / / / /� CHARLOTTESVILLE \ \ 0 O bo° // / / o� \ / / WALDORF SCHOOL INC. — ° O \ , ° / DB. 4202 PG. 453 USE: o ° o q / / /oo \ ELEMENTARY SCHOOL I o ° I oo/ / // oo �o O 0 O 0 I 0 / Y TM61-167C RIO POINT LLC 25.926 AC i I I PROPOSED / SWM BIOFILTER LLI v 9 INS: 1 i iawl O O O / / / O a a/ C\/, \ \�' -- O O o° o ° 0 0 / 0 o l° 0 0 0 / / // oo O O 0° / / / o � /' / o ° \ \ o� ° I ° / o/ice 0° 0 0 0 / 0 o ° / ° o 0 — i O O : 0 0 0 O l 0 O 0 0 0 o I 0 0 0 0 O O 0 0 ° I 0 0 ° o ° o ° ° I ° o o 0 0 O o° O ° ° o O O o 0 ° O ° I O 0 0 0 ° I ° ° 0 o ° O 0 I / o ° o 0 0 0 O 0 0 / ° ° 0 I 0 ° o 0 0 ° o O /o ° ° 0 O ° / o /. 0 O I 'C' \ M61-1 RI POINT L C \ .582 A ✓ i SHEET C4.6 _— PROPOSED SWM WET POND _,j RIO COMMONS LLC DB. 5085 PG. 669 USE: RESIDENTIAL RIO COMMONS SDP-2021-00045 (BY OTHERS, FOR REFERENCE ONLY) SCALE 1 "=80' 0 80, 160' ;n.UII F CRMG W. J. KOTARSKI Lic. No. 0402048507 -,,b. 05-05-22 a. ui 0 c� 0 x 0 w x a Z 0 0 DATE 0210712022 DRAWN BY R. VAN NIEKER DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE 1 " = 80' Q zu -i p 2:I� w0 O CD Q / O LL O J � Q 0, N L.1_ \W O JOB NO. 46883 SHEET NO. C4.0 O N 0 3 a 00 vX Oo au) 2N OZ a° o 2 c mw m`w m 0. 0 0 w Z h od 2 a 2 m � m 0 S. a � N c Z J m m X CO N 2 = 2 2 h m c m 0 E M � m aO m c Nv m 'a 0 m o m m � 2 m m N 0 m 5E h w _ E L SEE �- , X i \11 0 / JoN- ER /N � I CONSERVATION AREA 5�.89 ACRES \ I / I / / I IALB E RLE NTY CRI CAL ES- ANA( \ RETAINING WALL 7 M 70 32 SEE NOTES: 1. CONTRACTOR TO CONFIRM WATERLINE SIZE BEFORE MAKING CONNECTION. 2. CONTRACTOR SHALL VERTICALLY RELOCATE EXISTING UNDERGROUND UTILITY LINES AS REQUIRED PER GRADING PLAN ON SHEET C5.0. 3.5 FT OF COVER SHALL BE MAINTAINED OVER EXISTING WATERLINES. LPN OSED INING WALL �� PERM. PARK 79' BUILDING TYPE D J• 152' BUILDING TYPE D BUILDING 12 TYPE D 6" GRAVITY SANITARY ADA PARKING SEWER SIGN (TYP.) LATERAL FDC I. E AVEC SCALE 1 "=20' 0 20' 40' LEGEND: CONCRETE SIDEWALK HEAVY DUTY ASPHALT \ \ \ \ LIGHT DUTY ASPHALT HEAVY DUTY CONCRETE CONSERVATION AREA MILL & OVERLAY S CURB N IMHD TOP=4 8.72' IN=42 .85'15' 50' LANDSCAPE BUFFER(TYP.) / SHEET:C4.17-� °/O0° °O0 °. 00 O SHEETC4.8 o ° / o .0 O °° ° / O ° o ° O 0 o 0° o 0 ° 0 o o ° ° 0 0 ° 0 o O. o /00 p0o/ C4.5 SHEET C4.6 E 1 FLARED END SEC7 INV.1N=430.53' 15"F / Al LTFIOF� r� 1 CRAIG W. J. KOTARSKI Lic. No. 0402048507 05-05-22 a. n E 0 N OV N c > E ai E w 3 � w i ¢ LL o 3 LL wo K L M ¢ U w z w —v O C7 W N H Ul � �i u w o oa =� = N N Z O �U> c '^ H N U � M w � iD ~ ZZ Lu cC C ui Q O nr U 0 O x ry F w w N x Q � a o 0 z o O DATE 0210712022 0 0 DRAWN BY R. VAN NIEKER / • DESIGNED BY PERM. PARK / EASEMENT ' • J. DENKO / SEE VDOT PLAN • CHECKED BY — SAN SAN in SAN 0"'" — � r � 6" GRAVITY SAN 14 SEWER LATE O POTENTIAL FUTURE i BUILDING. NOT PERMITTED UNDER THIS PLAN. f'~== IMPERVIOUS AREA HAS BEEN INCLUDED IN SWM DOMESTIC ° AMENITY --� CALCULATIONS LINE'B' AREA j 6" FUTURE e 5,488 SF DOMESTIC ADA PARKING AND FIRE SIGN (TYP.) LINE mmm ; 1.5"METER -- - VAULT e °61 a: \ \ \ C.G'6 \ \ \ \ \ \ \ \ \ \\ \\ \\ \\ \\ CG-12, \ \ \ \\\ \ ,I 9' TYP. ROAD 1 \ \ \ 6" DIP ACSA WATERLINE 6" X 6" TEE 26' PRIVATE ACCESS RE AND VALVE \ \ \ 6" TO 2" 6" X 6" TEE REDUCER AND VALVE \ \ BEND R10' R3' (TYP.) FHA \ \ \\ \ \ \ \ \ \ \ \\ \ \ \ \ \ \\ \ \ \ 990� 1 \ \ \\ \ \ \\ \ NE) \ \ \ CU \\ \\ \\ \\ a.e , a FIRE 4.2' e \ \ \ \ PRI \ \ \ FD RE LINE'B' LINE W 6, \ \ AC < \ \ Q a VA METER \ \ DOMESTIC LINE 'B' VAULT \ \ \ 6, a cc 1z BUILDING 10 \ TYPE B 143.s' \\ \1s \ 43' a \ \ \ BUILDING TYPE B a \ \\ 9'TYP. \\\ \ a-° 84.3' \\\ BUILDING TYPE B \ \ \ ��>• �>� m mmmmmmmm ow- MATCHLINE SHEET C4.3 \ \ a \ \ \\ \ LATER/ ' • C. KOTARSKI • • SCALE ' 1"=20' N e U i BUILDING 9 w PROPOSED TYPED U) RETAINING Z WALL j 90° BEND (TYP.) H FIRE LINE'A' 1140 Q R; FIRE LINE'B' 0 -! FDC Q >� O^ui 6" TO 2" 6" X 6" TEE O � OZf DUCER AND VALVE �� z O 6" X 6" TEE O AND VALVE R10' \ \\ \\ \\ \\ \\ \ \\ CG-12 a- \ 26' ` VATE \ \ CESS \ \ \ \\ \\\ 6 6 \ ° BUILDING 7 1Q \\\ TYPE B \ JOB NO. \ \ 46883 \ \ 9 SHEET N0. °. \ 4.1 a c m c ° d ° 3 a 9X 0o n� �N 0Z aO o 2 c m w m �N (L 0 O w 0: U) zN od 2 a F N o a 2 Y �" X C w o w 2 = 2 tN E �M 06 a c '0 'v 2a 0 m 2 ° m6 � 2 N h A = =s 5E h w tE � E L ■ 1 1 1 1 1 1 • OE NOTES: 1. CONTRACTOR SHALL VERTICALLY RELOCATE EXISTING UNDERGROUND UTILITY LINES AS REQUIRED PER GRADING PLAN ON SHEET C5.0. 3.5 FT OF COVER SHALL BE MAINTAINED OVER EXISTING WATERLINES. 2. A KNOX BOX SHALL BE REQUIRED FOR ANY STRUCTURE NOT MAINTAINED BY BY 24-HOUR STAFF. ARCHITECT/CONTRACTOR SHALL COORDINATE WITH THE FIRE MARSHALS OFFICE FINAL LOCATION. 3. OPEN SPACE PLANNING AND DESIGN TO BE COORDIANTED WITH AND APPROVED BY ALBEMARLE COUNTY PARKS AND RECREATION, WITH ASSISTANCE FROM OTHER COUNTY STAFF AND CITY PARKS AND RECREATION STAFF. (ZMA201900008, PROFFER 2. "TRAIL HEAD PARK") I A SD F RED END SECTION 1 SD 11 — - — - — - — - — - — - — - — - — - — - — - — - — - — l A ' T=428.45' 1 L — — — — — — — — — — — — — — — — — — — 1 ALBEMARLE COUNTY GIS 1 CRITICAL SLOPES - MANAGED JOHN WARNER � 1 1 PKWY \\ 1 \ \\� _ EX CURB Ill SCALE 1"=20' LEGEND: SHEET C4.1 SHEET C4.2 i 0 20, 40, IZI CONCRETE SIDEWALK IF x HEAVY DUTY ASPHALT SHEET C4.7 ° \\ \ Lid LIGHT DUTY ASPHALT 0 ° ° 0 0 SHEET 4.3 \\ ° 1 ° O _\\ HEAVY DUTY CONCRETE ° 1 _ ads ° 0 0 ° ° CONSERVATION AREA 0 ° OF�� CRMG W. J. KOTARSKI Lic. No. 0402048507 �,,�. 05-05-22 a. a ° -Oa o E ° 9 O u _� SHEET C4.8 00 — I; - N c / MILL & OVERLAY O 0 ° .0 SHEETC4.5 SHEET C4.6 E ;i' > E INV ° / ° o / O I I �" w 6E ° ° u 3 \ o /- °°o o o I 0 0 � ° rWVi v ¢ °° LL w0 0 0 0 0 0 0 KEY MAP w .J�. — n O awi \ \ \ \ I) W \ SD CURB INLET WIMHD _ N ------- \��: \ TOP=447.65' > `un z O r --- — _ --- INV. IN(S)=442.05'15"RCP a vI _ INV. IN(N)=433.70'15"RCP N N w \ \\ INV. OUT=433.65'15"RCPLu M a ♦ \ �T� 2 ELn u 6" MA E ♦ I ---- _� CONNECT SHARED USE SD INLET W/GRATE - --- _ _ - PATH TO EXISTING \ \\ PERM. PARK 30' - _ _ _ _ _ o PROPOSED 50' TOP=444.03' - -- _ _ - SHARE USE PATH i \ \ \ \\ j No EASEMENT - _ - -- \\ W N LANDSCAPE BUFFER INV.OUT=432.63' 15"RCP _ _-- _ \ , \\ w F \ \\ PERM. DRAIN U I ` \ \ \ \\ ¢ 1 PROPOSED EASEMENT \ \\\ o 0 20.53' SEE VDOT PLAN I I \ \ \ \\\ ; DATE STORMWATER MANAGEMENT j LEVEL 2 BIORET NTION (2A) 176.12FACILITY I ; \ \ \�\ ? 02/07/2022 ♦ \ \\ O F 28.25' W I I ♦♦ \\ \\\\ } DRAWN BY _ ♦ \ \ \ R. VAN NIEKER ILI \\ Z: 1 I I ` \ \ \ \\\\ DESIGNED BY W I \\\ \ • J. DENKO W 30' LANDSCAPE I ` \ \\ SD CURB INLET WIMHD • CHECKED BY = 8" ACSA SEWER I \ \\ U 1 BUFFER(TYP.) ` \ \ \\ T V.IN=4.2T • C KOTARSKI N SAN SAN SAN SAN 40 I 1 \\\ INV.IN=449.87' 15"RCP PARK AREA 1 INV.OUT=449.84' 15"RCP • I \ SCALE i ••�O • 1" = 20' I •• • 1 1III NJ� \ 6" GRAVITY SANITARY 6" GRAVITY SANITARY EXCEPTION 8; II O \ • SEWER LATERAL SEWER LATERAL I I QWEST COMMUNICATIONS II I \ \ I p 1I I SE VD CORPORATION III I \ I N�oRA p BUILDINGG TYPED PG. BUILDING 9 79' SEE VDOT PLAN TYPE D BUILDING 8 BUILDING TYPED I I 1 11 I C rn TYPE D I I OPEN SPACE j I \ I I —1 -401 muumuu DLINE'B' PROPOSED 1.1 ACRES DOMESTIC i y RETAINING I DEDICATED FOR PUBLIC USE. I II GJ v FIRE I90° BEND (TYP.) WALL SEE NOTE 3 ON SHEET C4.2 1.5" METER FIRE LINE B' VAULT 6" X 6" TEE I I I I \ \ 1 ��-► AND VALVE SIG 1 PARKING ADA PARKING SIGN (TYP.) SIGN (TYP.) --- I W 6" TO 2" I , . 1 e II \ z REDUCER FDC < a : I I \ �I I aq p cl 1 J CG-12 e i -a. 4� ° ° I - °. � 1 7Ld 11 1 W a: _ ° \, a.a _ \ \ \ \ \ \ \ \ \ I / F \ \ \ \ \ \ \ 6i� 6 \ \ \ \ \ \ \ \ \ \ \ \ \ • CG-12 \ \ \ \ \ \ \CZ \ \ \ \ \ 30' LANDSCAPE I I \ I I w \ \ $ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ I BUFFER(TYP.) - I / 1..1. Q y$' 19 18l I I I i i m \ \ \ \\ Tycp \\ \\ \ \\ \\ \ \\ \\ \\ \\ \ \\ \ \\ \ \\ \ \ \\ p \ LL RAN TO BE DEDICATED O 06 9' TYP. \ \ \ \ I I I I I I (0.82 ACRES)If �� z \ o ROAD 1 \\ \\ \ I I ! 1 \ I O 6' O 2PRIVATE ACCESS \ <- 6' X 6" TEE VALVE (TYP) 6" DIP ACSA WATERLINE 90" \ \ \ BEND \n✓ `NQ FHA 9' TYP. R3' (TYP.) R1 \ \ \ \ \ I I EXISTING \ I \\ \ I a PROPOSED PROPERTY LINE � PROPERTY LINER3 � 18� 2 J \ \\ \\ I \ \ I I ° \ < , \ \ \ ROAD 2 \ \ \ I I I 10, \ I FDC 6"X6"TEE will 6" TO 2" AND VALV ADA PARKING a " " E \ \ \ \ \ \ 6TO 2REDUCER ADA PARKING REDUCER \ ! SIGN (TYP.) SIGN (TYP.) \ \ \ \ • 1 1.5" METER VAULT 1.5" METER VAULT ` \ \ \ \ \ \ PROPOSED 10' CLASS A- TYPE 2 SHARED USE 84 P \ O \ \ \ \\\ °\ III BUILDING 7 BUILDING 6 BUILDINGTYPE B o \ I rll \ TYPE B 90°BEND (TYP.) TYPE B FIRE FIRE LINE'A' < ° \ \ \ \ \ I 1l \ / / MILL &OVERLAY JOB NO. 46883 ' I if LINE'B' DOMESTIC 1, . ` \ \ \ \ \ \ \ I I \ FIRE I )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ - � S S S S S S S )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ SHEET NO. DOMESTIC \ \ \ p LINE'B' MATCHLINE SEE SHEET C4.4° \ \ \ \ \ �� \ /, C4.2 a c 0 EL n c m w a C A L aN C C 0 d 0 3 a 9X o a0 2N 00 a o 2 c mw �d �N a0 0 w Z Z Ol O d 2 a 0 2§ a .Z Y J N X =O w. w z 2 v h E m 06 a c '0 :2 a ma 0 m o m m � � 2 m A = 5E h w t- � E L I SHE & C`4.�7 0� SHEET C4.3 SHEET C4.4 3 O O ° O o l ° O O O O o ° O \ ° ° O O O ° -Od O Ao V SHEE0° °/ / -o SHEET 4.5 SHEET C4.6 t o o 0 0 °° 0. o O / O O O 0 0 o/ ° ° KEY MAP NOTES: 1. CONTRACTOR SHALL VERTICALLY RELOCATE EXISTING UNDERGROUND UTILITY LINES AS REQUIRED PER GRADING PLAN ON SHEET C5.0. 3.5 FT OF COVER SHALL BE MAINTAINED OVER EXISTING WATERLINES. 2. A KNOX BOX SHALL BE REQUIRED FOR ANY STRUCTURE NOT MAINTAINED BY BY 24-HOUR STAFF. ARCHITECT/CONTRACTOR SHALL COORDINATE WITH THE FIRE MARSHALS OFFICE FINAL LOCATION. LEGEND: CONCRETE SIDEWALK HEAVY DUTY ASPHALT \ \ \ \ LIGHT DUTY ASPHALT \ HEAVY DUTY CONCRETE F,� CONSERVATION AREA F1 MILL & OVERLAY / / I Ilr III II II / SCALE 1 "=20' 0 20' 40' PRESERVED STEEP SLOPES OVERLAY DISTRICT _� ALBEMARLE COUNTY \ 50'LANDSCAPE BUFFER(TYP.) ALBEMARLE COUNTY MANAGED STEEP SLOPES OVERLAY DISTRICT rt\ v PRESERVED STEEP SLOPES OVERLAY \ DISTRICT Y \ --N32 1 PROPOSED STORMWATER MANAGEMENT FACILITY LEVEL 2 BIORETENTION (1A) FDC FIRE LINE'B' DOMESTIC N LINE'B' 90° BEND (TYP.) F 90° BEND (TYP.) FIRE LINI DOMESTIC LINE'B' FIRE LINE', 900 BEND (TYP.) FDC ;r- ADA PARKING SIGN (TYP.) ' s BUILDING 13 TYPE C 6" GRAVITY SANITARY SEWER LATERAL 1.5" METER VAU 90° BEND (TYP.) W — DOMESTIC LINE'B' J.[ FIRE LIN FIRE LINE FDC 152' BUILDING TYPE C BUILDING 14 TYPE C ADA PARKING SIGN (TYP.) 6" GRAVITY SANITARY SEWER LATERAL 79' BUILDING TYPE C PROPOSED RETAINING WALL \ \ \ \ \ MATCHLINE SEE SHEET C4.1 \ \ \ \ \ \ e wvw — — — — — — — — — — — — Mir �`���- 0/��Y' \ jl;�;�N RADAPARKING \GWa `° <.' BUILDING 7 �CRAI�3.xo'rARsxi� aN \ \ \ \ \ \ SIGN (TYP.) Lic. No. 0402048507 6"TO2""\\ FHA \\ TYPE B o0�—O5-22 \ -REDUCER \ \ =FReA\ a , \ sY c \ VAULT �� Sg, BUILDING 10 \ 6" TO 2" \ \ e: \ \ REDUCER \ \ \ \ \ \ \ \ \ \ e 6' TYPE B \\ \ "9C \ 18' \ \ � fig'TYP E VALVE 1. 411 0 Lu \ R10'- \ \ \ \ Q .. 3 a a < \ \ \ \ \ 1 \ \ \ \ K w L M \ jYP\ 9!-T". \ \ ¢ _j U w z O 22 o_�NN a 30 DX Cn \ \\ \\ 3.9' a? \ \\ 900 R10' \ \ \ \\ \ \ \ U) v N z BEND - \ \\ \ \\ \ \ 418 \ \ = U \ \ n \ \ O c > 6"DIPACSAWATERLINE ao �\ \\ FHA \\ �\ \ �\ \� \8\ \ �\ aMui \ U\\ a 7 CG12 \\ \� \\\ \ W D \ , u O -e \ Z \ \ \ ° c OL S e FDC j losz' OPEN SPACE a< \\ N BUILDING 5 0 \\ \ RO6D \ \\ 6,128 SF m6 6' TYPE B ' PRIVATn�j ACCES \ < \ \ 'X "TEE 90' BEND > O \ \ \ \ \ \ 4 VPCVE �' \ \ \ \\ \ \ \ ( \ FIRELINE'B' .. 041 \ \ -° \ D \ \ l \ . a ' DATE r, \ \ _ U\ \ \ FIRE LINE W > °' \ 'E�J \ \ DOMESTIC v 0 3.8' \ \\\ \ LINE'B' ' U } DRAWN BY \ \ \ \ \ w R. VAN NIEKER \\ \\ \ \\ \ \ \ \\ \ e .. 6"TO2" 1.5"METER w \ \ \ \ 19 REDUCER = a \\ \ \\\ \ 4.2' ..:6'a \ \ \\\ '°.< VAULT w DESIGNED BY \ J. DENKO CHECKED BY \ ' U • C. KOTARSKI T \ \ EDUCE \ \ \ \ \ z \ \ \ 2 • • SCALE < \ \ \ \ \ 26' \ \ \ \ 1" = 20' \ \ PRIVATE \ \\ ACCESS \ \\ 8 e a 18' \\ \ \ \\\ \TYPI\ i'B' °` - \ \ \ VA \ _ \ \ \ \ \ 6" GRAVITY - - m SANITARY a \ \ \ \ \ n \ \ \ \ SEWER ` e \ \\ BUILDING 11 $ \ \\\ ° LATERAL \\\ \ \ \\\ a TYPE B ADA PARKING SIGN (TYP.) o \\\ \ 91TYR \ \ \ DOG PARK \\\ \\ \\ \ \\ \ \\ 5,030 SF m 140' Z \Tl� \ v BUILDING TYPE B \ \\ \\ \\ < \\ill \\\ :° 79.4' BUILDIN G TYPE B \ \\\ \\\ \ < a J \\ \ \\ FDC \ \\ \\ - G_ FIRE \\ \ \\\ \� a \ -a L \ \ \ DOMESTIC LINE'B' CiT \ Z W 8�c \ LINE'B'\\ \\ w 1.5" METER VAULT a.. \ \ \ \ \ \ \ \ ` �� Q \ \ FIRE LINE W \ \ \ \ \ \ \N < a \ \ \ 6'.X_"ZEE O Lu m J \ R3' \ \ Q O CG-1241 O C5 oCG-12\ FHAJill R10' \ \\ \\ \ \\ \ \ \ \ \\ \\ \\ R10' \\ \\ \\ \ \\ \\ \ \\ OO 5.8' \ \\ \ \ \ \ \ \ \ \ \ RIO \\ \ \ \ \ \ \\ \ 6"TO2" 6 \\ \ \ BEND REDUCER 6" X 6" \ \ \ ROAD 1 TEE AND 6" DIP ACSA WATERLINE BEND J \ \ 16 24' PRIVATE ACCESS VALVE \ \ \ \ SAN SAN SAN S \ 8" ACSA SEWER 18 TRASH & RECYCLING ENCLOSURE 12' 22' 6 \ c ` \ N 1 Z MAINTENANCE _ — � GARAGE MANAGED STEEP ' CAR WASH AREA WITH 12 FREE STANDING SLOPES (TYP.) 30 HOSE BIB AND VACUUM GARAGES JOB NO. 14 // 46883 — — �/— SHEET NO. MATCHLINE SEE SHEET C4.5 \ / ' C4.3 c a ._ c L N c 0 0 0 3 a v'O o � n� �z 00 o 2 c m- m �N a0 0 w Z zN od 2 a o -Z 2§ a � N .ZY 2 J .0.. N X C 0.0 0,6 2 2 h m= �0 _ E M 0 m 06 a c �a !0 'a 0 m o m m —0 2 m h m 0- = c m 5E h w _ E L FIRE LINE'B' DOMESTIC LINE'B' \ \ � 111 MATCHLINE SHEET C4.2 FIRE LINE'A' \ \ \ \ \ 1 1. 1. 1. 1. 1. 1. 1. 1. 1• It 1. 1• � � � � � � � � � � � � � � � � 1• . \ \ � � � � � � t a It It It It It It �/ It 7 � DOMESTIC \ \ \ \ \ \ \ 1 LINE'B' / 6" GRAVITY ° BUILDING 7 144' BUILDING 6 ° \ \ \ \ \ \ \ \ • \. •1/ \ 1 SANITARY SEWER BUILDINGTYPEB 6.4' \\ \\ \ \\\ I I ✓ \\ LATERAL TYPE B TYPE B / 1 < a,.. ° a fig\ \\ \\ I I � ■ 6" GRAVITY SANITARY \ I I 30' LANDSCAPE / SEWER LATERAL ° \ g gyp\ \ \ ■ I SCALE 1 "=20' m m m m m 1 0 20' 40' NLTII p',�� r0 � CRMG W. J. KOTARSKI Lic. No. 0402048507 .,,b. 05-05-22 a. C6 . s F a _e s - < ° ._ n a _ _ .. _ ° e u < . - :e . \ ° ° e .. \ s _ _ - _ . <e ° - _ . - a \ _ a - a ° \ \ \ \ • \ I O > E LEGEND: = =_ E \\ \ \ \\ \ \\ \ \ \\ \ \ \ \\ \ \\ \ \ \ \ \\ \ \ \ \ \ \\ \ \\ "ONE WAY". H,V. °3 3 R10' R10' SIGN •I / CONCRETE SIDEWALK ¢ U. o CG-12 CG-12 W o t 8" ACSA SEWER :I a J � � Z SAN SAN SAN o_ M - < p ROAD 3 26 j R45' HEAVY DUTY ASPHALT > o N 1 24 26' PRIVATE ACCESS 2U' •� z � YMr CG-12 / ._ x v CG-12 6" DIP WATERLINE R3' \ \ LIGHT DUTY ASPHALT �' n w ' R3' (TYP.) ' \ 9' TYP. R10' \ 0.7.Rio, a- p /� \ \ \ \ \ I •I \ PROPOSED 100' x , .. FHA " HEAVY DUTY CONCRETE a 18\ \\ \ CG-12\ $\ \\ TYP \\ \\ \\ \ \ \ \\\ \ \ \CG-12 \ 8 \ \\ \ \\ \ \\ \\ s _- b / LANE TAPER&100' w "NO ENTRY" I N \ STORAGE LANE \ \ \ \ \ SIGN \ DCONSERVATION AREA m 4, 4° •I MILL &OVERLAY I- LU 4.4' 4.2' \ \ ACCESS :I \ MILL &OVERLAY 1 e \ \ \ EASEMENT MAXIMUM TWO I Ij / L O < \ \ \ If STORIES .I ° FDC < \ ROLL TOP CURB I \ o \ \ \ \ 52 I NI O RWSA WATERLINE CONNECTION NOTE: = 2 84' \ \ \ \ :I c7 O 1 ADA PARKING e. ° ADA PARKING SIGN (TYP.) BUILDING TYPE B \ \ I Ij �\ n 1. CONTRACTOR SHALL COORDINATE WITH 0 V SIGN (TYP.) 6' \ \ \ \ \ 21 9' :I \ �1 ''ww RWSA AND ACSA FOR THE CONNECTION F 1 6" GRAVITY SANITARY \ \. \ \ \ \ \ \ \ \ \ (TYP) I �I \ v+ TO THE EXISTING RWSA 18" WATERLINE. o N 6, SEWER LATERAL ° \ \ \ \ \ \ \ \ \ \ •I V > o a - 90° BEND TYP. \ \ \ \ •I l CONTRACTOR SHALL USE DUE LU w 04 6" GRAVITY SANITARY (TYP.) < 6�X� TEE \ \ \ \ \ \ \ \ 43.8' (TYP) I \ DILIGENCE TO PROTECT THE RWSA 18" 1 a � . \� WATERLINE DURING CONSTRUCTION SEWER LATERAL FIRE LINE'B' B V%LVE I �I EXISTING U O 1 BUILDING 5 FIRELINE'A' °' \ \\ \ O WM(TYP�AP I II PROPERTY LINE AND TAPPING. Oz \ I �\ 2. CONTRACTOR SHALL VERIFY THE o TYPE B DOMESTIC Z \ \ \ \ �� \ HORIZONTAL AND VERTICAL LOCATION, DATE 1 BUILDING 4 LINE'B' \\ \ I 'I PROPOSED THE OUTSIDE DIAMETER AND THE PIPE 02/07/2022 1.5" METER \ \ \ \ \ \ \ \ \ \ \ \ ;j j� \ PROPERTY LINE MATERIAL OF THE 18" WATERLINE PRIOR p 1 TYPE B VAULT 6' �98' I 'I \ \ TO ORDERING THE TAPPING SLEEVE. DRAWN BY 1 6" TO 2" \ 'I \ 3. RWSA SHALL BE CONTACTED 3 BUSINESS \TYp \ I R. VAN NIEKER ' 144' REDUCER \ \ BUILDING 1 I \ \ DAYS IN ADVANCE OF THE TEST PIT AND �qyy \ \ \\ \ �\\ (6) TOWNHOMES •I PTALLBEPRESENTDURINGTHETEST .e BUILDING TYPE B \ \ I .r DESIGNED BY 1 (3 STORY) 4. THE TAPPING SLEEVE SHALL BE •• J. DENKO 1 \ \ \ \ \ \ \ \ •I APPROVED BY RWSA PRIOR TO BEING \ \ \ PROPOSED 100' M TRANSITION ORDERED. • CHECKED BY �\ C. KOTARSKI 6' TYP \ �I \T I 5. THE TAPPING CONTRACTOR SHALL BE APPROVED BY RWSA R TO THE TAP. = c. 3' 3' e \\ \\ Z 6. AMINMUMOF3BUSIN SOS DAYS NOTICE • SCALE • w \ \ \ \ \ \ \ \ \ \ \ \ \ \ I II \ SHALL BE GIVEN PRIOR TO INSTALLATION • • z <': \ \\\ \ \\ \\\ \\ \\ �`� \ OF THE TAPPING SLEEVE. • 1"=20' 7. THE 18"x6" TAPPING SLEEVE AND VALVE U 1 :,` \ \ \ \ \ \ .l r\ SHALL BE INSTALLED PLUMB. p \\\ \ \ 1 \ FOLLOWING THE PLACEMENT AND • a , \ \ \ \ \ \ \ \ \ \ \ \ \ ! \ \ \ I TESTING OF THE 18"x6" TAPPING SLEEVE \ \ \ \ ROAD 2 \ \ \ \ \ \ \ \ \ \ �\ AND VALVE, A CONCRETE PAD AND \ \ 26' \ \ \ \ \ \ \ \ \ \ T�\ 0 THRUST BLOCK SHALL BE PLACED \ \ \ \ \ \ UNDER AND BEHIND THE TAPPING \ \ \ I I \ SLEEVE AND ALLOWED TO SET PRIOR TO MILL & OVERLAY MAKING THE TAP 39.43' \\ \\ > \ \ \ \ I I \\ AMENITY AREA 5,762 SF a \ WORKOUT < FACILITY 35.6' POOL < \ \ 4" SSWR F MIN. SETBACK \ HOUSE °° . 6" GRAVITY \ LATERAL FROM PROPOSED \ 84' SEWER LATERAL \ \ \ \\ (TYP.) PROPERTY LINE EXCEP N • \ POOL CENTRAL TELEPHONE COMPANY OF VIR IN�4 \ 138.2' CG-12 D8. 3734 Pg.4 2 \ 47.4' SEE VDO71 PLN 1. Z CLUBHOUSE Z I I Q e MONUMENT j MAIL < . a SIGN i \ \ \ I I w KIOSK & I ' \ J Ill < PACKAGE < \ \ H� Q ROOM ADA °a 30.8' ADA PARKING 8' I \ \ w PARKING SIGN (TYP.) \ O [D J 4 \ SIGN (TY :) e ° < �� , .' \ PROPOSED 100' RIGHT I \ \ I TURN LANE TAPER .• o :°�° ..a ° \. e G° .a°\ a <°_ °.. 1. _ a. _ <.. _ e Q a.� .a - `0a ° \°. o..a :e. .<.°. ° .<Q. ° - .qt - °a < - R5O' / \ \ t- I ' \\ I CONNECTTO O O J \ \ \\ \ \ \ \\\ CG-12 \ \\ \\ \ \\ \\ \\ \\ \\ �\ \ �� \ \ -CG- 2 �MN \ \ \ \\ \ \\ \\ \ \ \ \ \ \ \ \\ \ \\ :.:,, ( \ WATERLINE H� Z R50' I I 18" X 6" TS&V O \ \\ \ \\ \\ \ \\ \ \8 \\ \\ \ \ \ \ \\ \ \\ \\ \\ $ \ \\ I 0 CG-3 \ I R25' 6" X 6" TEE C(2 CG-12 6" DIP ACSA WATERLINE 13 c / J ROAD 1 CG-12 � o 4'PRIVATE ACCESS � SAN SAN N SAN g TYp. RT (TYP.) R17.5' 13' I / PROPOSED FULL ACCESS INTERSECTION INCLUDES 100' RIGHT TURN TAPER LANE, 100' LEFT TURN TAPER LANE WITH 100' STORAGE \ \\ \ \\ \\ \\ \\ \ \\ \ \ \ \ \ \ \ \ \ \\ \\ \ \\ \\ \ \\ \ \\\ \ \ R37.5' / CG_6 13' I CG-12 \ \ \ \ R25' R52' ..'. .. � c 1 I STOP VDOT GUARDRAIL (GR-2) t \ \ BAR 1 I R50' STOP \ \ \ 1 1 z SIGN 1 I CONNECT SHARED \ USE PATH FOR ROAD CROSSING 1 I • I JOB NO. \ \ \ I 46883 \ U / �I� )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ )♦ "' >t )♦ " " >t >t >t >t >t >t )♦ ��� I I� >t " " SHEET NO. \ CG-12 MATCHLINE SHEET C4.6 \ \ / I C4.4 a m L aN C c L cq U w w w co z J 2 H a MATCHLINE SHEET C4.3 8" ACSA SEWEI <\ I A ------- --- — SAN SPIN — — - SAN 6 14 � 1 1 1 1 FENCE AROUND WET POND 1 l / \ \ / ALBEMARLE COUNTY MAA J STEEP SLOPES OVERLAY \\ DISTRICT RIO COMMOVSL—L—C�-------- DB. 5085 PG. 669 USE: RESIDENTIAL \ //7.108 AC'— 4 q SAN - / / SCALE 1"=20' 0 20' 40' 1 / LEGEND: CONCRETE SIDEWALK ElHEAVY DUTY ASPHALT \ LIGHT DUTY ASPHALT HEAVY DUTY CONCRETE CONSERVATION AREA MILL & OVERLAY PROPOSED SWIM RIO COMMONS SDP-2021-00045 (BY OTHERS, SHOWN FOR REFERENCE ONLY) ALBEMARLE COUNTY PRESERVED STEEP SLOPES OVERLAY DISTRICT SHEET C40.7 ° o� o 0 0 0. o ° \, o 0 \ ° ° 0 ° ° ° 0 0 r0 SHEET C4.8 0 ° . o ° o ° o ° o ° o 0 0 o ° ° ° ° 0 0 ° 0 0 / 0 0 0 0 ° ° o/ ° C4.2 0 a& 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 p LTH F �) CRAIG W.1 KOTARSKI Y Lic. No. 0402048507 .,,b. 05-05-22 a. ui 0 x c� 0 x 0 w w a z O W > 0 0 w i 0 DATE 0210712022 DRAWN BY VAN NIEK DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE Z J zLd w O LU Q � O W 0s o O J JOB NO. 46883 SHEET NO. C4.5 L 1 1 1 _I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 \ FENCE AROUND WET POND \ \ \ \ 1 \\. y \ \ 131 \ \ I \ \1 \ 8" ACSA SEWER 22.50 BEND —. PROPOSED STORMWATER MANAGEMENT FACILITY LEVEL 1 WET POND GATE TO ACCESS WET POND 71' 6 FREE STANDING GARAGES 45° BEND 6" DIP WATERLINE - PROPOSED LOCATION OF INTERPARCEL VEHICULAR ROAD CONNECTION TO TMP 61-167A I / 1 sir �,�i�✓�`,?w'�: ��1� i.�.._'l ��� .2' 50 MATCHLINE SHEET C4.4 I \ � tsssssttttttttL!� �� - CG-12 MAXIMUM TWO 5' MIN. SETBACK ! \ \ y FHA STORIES FROM PROPOSED PROPERTY LINE SAN.LAT \ _ 21.56 \ (TYP) \ \ — I 0, 6' TYP 43.8'co BUILDING 2 ROAD (5) TOWNHOMES za' (2 STORY SPLIT) \ R0UBtE-TAP — Im — I D _ _ _ • \ I INGL= TAP— WM (4-Yp-)—_— 48 \ SERVICE FOR \ \\ / FUTURE CONNECTIONS ♦ // 45" BEND CONNECT TO ADJACENT DEVELOPMENT WATERLINE OR ADD BOV & PLUG FOR FUTURE • \ \ DEVELOPMENT \ 7 Q j/ - a .. / NOTES: - 1. CONTRACTOR SHALL VERTICALLY RELOCATE EXISTING UNDERGROUND UTILITY LINES AS REQUIRED PER GRADING PLAN ON SHEET C5.0. 3.5 FT OF COVER SHALL BE MAINTAINED OVER EXISTING WATERLINES. / • / n 2. A KNOX BOX SHALL BE REQUIRED FOR ANY STRUCTURE NOT MAINTAINED BY BY 24-HOUR STAFF. ARCHITECT/CONTRACTOR SHALL COORDINATE WITH THE FIRE MARSHALS OFFICE FINAL LOCATION. S P i / PROPOSED 100' STORAGE & / 100' TAPER LEFT TURN LANE / INTO MAIN ENTRANCE O MILL &OVERLAY EXISTING PROPERTY LINE PROPOSED PROPERTY LINE C - O O O O O O O 00 S O ° ° O O ° O O ° O —41 o o ro� SHEET C4.8 0 ° , o ZO ° / 00 ° ./ o 0 0 0 SCALE 1"=20' o O o o 0 0 ° o ° /' O o o.- 0 20' 40' ° o o ° 0 LEGEND: IZI CONCRETE SIDEWALK HEAVY DUTY ASPHALT \ \ \ \ LIGHT DUTY ASPHALT \ HEAVY DUTY CONCRETE CONSERVATION AREA MILL & OVERLAY C4.2 , II■{i�11 �� � I 1�rJ Ln IL ■-!*: 1, � '�■ ............i .5 SHEET C4.6 I/ p LTH CRAIG W. J. KOTARSKI Lic. No. 0402048507 .,,b. 05-05-22 a. z O a v w 0 z O w U, W O O F DATE 0210712022 DRAWN BY R. VAN NIEKER DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE 1"=20' z J z-iw �� < I- 0Lu 1121. Q O w 06 o O J JOB NO. 46883 SHEET NO. C4.6 L SHEET C4.1 SHEET C4.2 LEGEND: T- — -�; \ o o 1 o vv vv� A i ° CONCRETE SIDEWALK �� I� o I V `��0 `V 00\ V GREENWAYT /������� I \ o \ o \ DEDICAT PUBLI HEAVY DUTY ASPHALT o I \ \ o \ o S A T OF / HEF\ / / 0CRATG W7. Ka RSK 1 Y ° o o°o INS LiC. No. 0401048507 0 0 \o 0. 2 AC -05-22 T C4.7 LIGHT DUTY ASPHALT o 05o O ° ° 00 0 0 o I \\ \ \ 0 0 / `\ 0 ° ° 1 ° \ o I HEAVY DUTY CONCRETE 0 II \ \ \ ° o 0 0 0 o O \ \ \ ° . CONSERVATION AREA °° I \ \ O ° o \ \ ° o \ / / M E \ \ 0 ro 0 of \ o N o rj SHEET C4.8 0 o ISHT 4.5 HEET C4.6 \ \° \J O O MILL & OVERLAY o ° ` / Iv > E / 0 C W— o 0 0 0 ° 00 \ \\ \ ° 0 - Z CHI L M o o O 0O I o \ \ \ / o / I ¢_ �w Z KEY MAP °o ° \ ° Z H M 00 \ \\ \ 00 °° / ig:O Q LLJ ° \ ° V>D 0 O 0 cv. ° 0 o LION rn .�. o \ o \ \\ \ o. \\. o V A BREA LLJ 0 0 0 \ \ \ \ o \ O / INN DAT AREA o _ a o ° \ ° o ROTE TION — H 0 o O o l \ o \ DINA E 2 ° Lu \ \ \ ° /' \ 10 ' STRE OF O ER � ° O \ ° I 0 \ ° 0= 2 SCALE 1 "=20' / ° o \ 00 \ \\ / o I �\ \ — — — — — O O / ° o \ 0 \ \ / /° 0 0 20' 40' 0 ° \ 0 ° I I 04 °\ °\ >° o 0 ° GREENWAY TO BE °u 04 o 0 o o oDEDICATED TO \ \\ o ` o \ I PUBLIC USE I u p / ° o \ o // 0 / ` ° \ p o0 o 0 / o / I DATE \ °0 II \\\\ / \ a \ o \\\ I ? o O 0 0210712022 / ° ° ° I \ \ 0 I / o / `ice / \\ O DRAWN BY o o l / o 0 ° ° o / 0 �q 0 \ R. VAN NIEKER / o o I o I �` / `\ b - ` o / `\ I 0 0 o I\ b n \\ DESIGNED BY 0 0 ° 0 0 °� \ l / \ ` o \ o IIIII •••• • •• J. DENKO O O o \ ° o CHECKED BY ° o o 0 0 ° ° CKOTARSK I o 0 o ° 0.\0 SCALE ° ZONEAE °\°° I"=20' O o \° \000 0 0 0 ° ` \ ° ° \O ° \° 1 • ° 0\ \ O \ ° 0 0\ ° \ \ ,I\ 0 0 o ° °`\ `\ Z - I `� I ° 1 0 0 0 0 0\ IL 0 00 ° I \ 0 \ 1 °°\ / o 0 0 O O 0 0 �. TM 61-168 &169 °°°° \\\\ \\\\ �i�— \ 11 \� 0 0 \- CITY OF CHARLOTTESVILLE �\ `\� \I °o \ / ° I ° 0 \ DB. 4622 PG. 523 `\ \\ r\ °° `\ / 00 ` ` O \ \ \ \ ° 0 + I \0 ° \\\\° \/0 0 \ °° OEDGE CREEK °. ° + ~ J O O O o ° o o ° ° 0 0-0 FLOOD 0 \ Wd zw n OW0 o ° ° ° ° Q 0 \ /O c ° O O \ O o 06 / 0 O ° \ , I , / 0 00 ; \ I 0 O ° ° ° I l / TM 61-170 0 0 0 �/ / ° ° O O \ ° d / CHARLOTIFESVILLE WALDORF SCHOOL INC. 0 0 0 ///00 D8. 4202 PG. 453 o / / / / 0 USE: ELEMENTARY SCHOOL ° ° ° // / / // / O O ° / / \ // / / I o ° / O 0 I O ° O ° O / / / TM 61-167A ° O RIO COMMONS LL / ° / / O O / / i o / /i D8. 5085 PG. 6691I 0 0 0 / 0 J j USE: RESIDENj1AL o ° / ° / ° 0 0 0 / ° 0 0 // / / / ° 7.108 ACl o / / o o I 0 0 O // /// / O° /0 ° ° ° Z/m / // o ° / '/JOB NO. I 46883 o 0 0 / o Om m m m o� m m m m m m m m m m m m � /im '' �/� SHEET NO. o MATCHLINE SHEET C4.8 0 / / o O o o / / / o ° ^4.% a L aN C C C O N O 3 a 9X Oo n� �N 0Z a0 o 2 c m -6 m m 0' a0 0 d Z ZN od 2 a F m O t S. a .Z Y J yvmi X C 0.0 0,6 2 h m c E M 0 m 06 a c ma '0 'a 0 mom m � 2 m m m 0 c � m 5E h w t � E L O ° 0 �� SHEE� C4.7 0 o \� o'. ° 0 o O o .. 0 0°' O 0 o ° 0 ° 0 0, HEET .8 0 0 .0 o ° 0 ° o ° o O O O 0 0 0 o O O ° o 0 0- / O O/ 7o 10 � o O SET C4.1 SHEET C4.2 LEGEND: El CONCRETE SIDEWALK HEAVY DUTY ASPHALT Ii SHEET C4.3 all LIGHT DUTY ASPHALT HEET, 4.4 HEAVY DUTY CONCRETE °°O v CONSERVATION AREA SHEETC` .5 HEET CI .6 MILL & OVERLAY O 0 0 O 0 0 0 0 0 o o ° 2Q O 0 0 SCALE 1"=20' ° 0 0 0 20' 40' J ° ° O ° o O 0 ° O O ° O ° ° o 0 0 0 0 0 0 0 0 O O 0 O 0 0 0 0 0 0 O O 0 0 0 0 0 0 O o 0 0 0 0 0 0 o O 0 0 0 0 0 0 0 0 0 0 0 0 ° O 0 O o O 0 0 0 0 0 0 O O 0 O O o 0 0 0 0 0 0 0 0 o ° 0 0 o ° 0 0 0 0 0 0 0 O O 0 0 O o ° o O O / O O 0 O /0 0 O O O o /O o 0 0 0 0 /- 0 0 0 0 ° o /0 0 O o ° / 0 0 o / O 0 O / 0 O ° o / O ° 0 0 O / 0 0 o /0 0 0 o / O O ° 0 0 O 0 o O O o 0 0 0 0 0 / o MATCHLINE SHEET C4.7 0 / o / o O 0 o / o o ° / / EDGE OF CREEK q / _ \ / / / 0 0 / / \ _ 0 / ° / V / O FLOODWAY / o / o /o / d60 / / ZONE AE o/ °° °° O i l / o o° 00 / 0 °o o °° / °° 00 / 0 d 0° q / / 0 / / / d °/ / // / .'/ O o o o / o / ° / o 0 , / 0 ° o 0 // , j o/ o , // ° / o ° o , / / °° 0 / 0 o / ° o O , 0 ° ° ° o / O o ° ° 0 0 I O o ° ° o o ° 0 ° O o ° I ° o ° 0 0 0 O O 0 o I ° o 0 0 0 0 0 0 0 0 0 0 0 O O ° O ° o ° 0 O 0 0 0 0 O O O O o O ° ° o ° ° ° O ° 0 / ° ° ° ° O o / r \ / WATER PROTECTION ORDINANCE \ 100'STREAM BUFFER o/ / O � \ , 0 i 0 \ o \ O \ O \ o o / o o TM 61-170 CHARLOTTESVILLE WALDORF SCHOOL INC. °\ D8. 4202 PG. 453 USE: ELEMENTARY SCHOOL / o o \ o \ o \ 0 O ° 0 o \ O \ 0 o \ 0 0 o \ o \ \ O °\ o v O O \ — ° \ 0 o_ _> 0 o/ \ 6 J--`_ ° \ c � ° o \ 00 / o \ O 0 0 0 0 o \ 0 o \ 0 o 0 0 0 0 0 0 0 ° 0 2 \ o \ o ° SAN o \ O ° ° 0 o 0 o gP ° EXISTING MANHOLE / / / i / TM 61-170 SVILLE WALDORF SCH DB. 4202 PG. 453 ELEMENTARY SCHOOL 1 1 1 1 1 1 1 �1 Q ~1 W W =1 W Z J I calG 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 N 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 LTH CRMG W. J. K07ARSKI Lic. No. 0402048507 05-05-22 a. CL O cc t7 N z 0 f m AM I w 0 O w a 0 DATE 0210712022 DRAWN BY VAN NIEK DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE 1"=20' a zLd w O ED � a � 00 LL 06 O Z) O Q J JOB NO. 46883 SHEET NO. C4.8 L CURB SCALE 1"=20' 0 20' 40' J RNER _ ___------ — /I I— /--------------- ____HEETC .,,,,,,,,,`J,, ri / , `'A Y I \ S 5.2 HEET VY• ��V '- _----- — — ------------ C \ a 5.5 6HEETC5.4 KEY MAP N pUff \�1ICY, p r� CRATG W. J. KOTARSKI Lic. No. 0402048507 05-05-22 a. AVED WALK \ / 1 / - - - - - - - - - - - - - - - \\-------- - - - - -- I\ I\ I \ \ / - \\\ I r \ \ \ \ \ I \ '----------- --- --- ---- -- -- -� 444— 445 / 446 / 1 I I \ \ \ \ I I 447 I \ I1 44449 / 4504y14552 ----------"-_\\ \ \ \\____ II I II i\//vp�\ \ _ _ 453 I N p X-- x-- ,r X-- �� -- SAN =SAN 0� 45; - 84 4545456 45458 — — — — , 455 , " _ ' -FFE=456.50' \ \ I 464- —ass - A�s_ BUILDING 9 BUILDING. NOT PERMITTED — — —457- PE D UNDER THIS PLAN. ass 1/ — "as7oo TYPE IMPERVIOUS AREA HAS \ p I I \ \ \ 465 BEEN INCLUDED IN SWM ass 1 1 Lo U 1 ~ w w x w 'zz ' ' \ \ • \ \ \ \ \ \ — _ _ _ J I \ \ \ \ \ 8"\H E ROOF LEADER k- / ~ ZONNECTIONAT \ \_ �� CALCULATIONS __460 �_ T`^ 'FFE46z,7' 468.31 \ \ \ \ MINIM 1 /o SLOPE. \ \ \\ y ° F ;LEADER�62i i 8 \ \ \ Q \ \ \ \ \ \ < — — —� CONNECTION AT / /� \ \ \\ \ \\ \ \ \ 1 a N6^ _MiNMUM1%SLOPE. \ \ \ \ \ \ \ BW 1 y ... 60' a — ' \451.06' � TW I ° � / a....4 r � � — i��_- /''\\\ TIN \ \ 460.06' 1 1 /'/ ,...! LBW 443.34' \ , ° , �....� /' / PVMT A6dR.......w SWK / \ \ \ \ v2 -- \ \ ♦ \ \ \ I \ \ \ \ \ 442.89` \ 1 / It / SWK 463.30' 464_00_ _ - - �C TC \ \ \ \ 1 \\ 1 c ' - / / / y...... ..f / 463.63' �- _ t 462 4.5 464.89 ,< 466.62' - v \ \ \ \ \ 46 9' \ / \ \ \\\ / WALL 1 60.93 / / 8 - A7 \ - \ \ \ \ �/ ^\ I \ \ I.._ r\h / 19 / --_4 - 0 — — — _ _ p \ \ \ • \ \ PROPOSED RETAINING I \ > \ 1 O �/ E— EV ------------4068\\ \\\ \\ \\\ �\ \ \ \\ \\\ \�� \' WALL WITH RAILING I \ g I 1 / / _ \ \ \ \ \ - - \ \ \ .,. MAX HEIGHT: 6' Ny \ o� a / _I I TC / ' TC TC _ 464.72' - -- _ -404- - \ \ \ \ \ \ I I BW / 442.19' 'I: I II o ti .d . o� . TC / 4T1C.1 B / / / , / / / ' 465.02' 402- _ \ \ \ \ \ - \ \ \ \ \ I I I \ I I I 436.48' v `. •l I I a \-: 460.44 460.99' 214 +' W D�ca 462.21 / 464.69' 465.79' - / I I / /-TC 465.96 �' � .FFE=450.50' - FFE=461.17' //— / _ ` - - - - _ I \ \ II � `� • I I / \ \ \ \ I /, I i 1 I I / ; I I ., / 462A TC 19 I I / / / TC 466.21' ) / / / r/ / 1 1 I / / 462.71 465.19 TC 4 438.43' V I I I I SWK . I> . './.. -.a% 'Y. \ IBW / 1 I 460.48' , - c /W - ° 2TIC \ - a o ° .. c TIC \ /.. / / // 43 32' I •��� I 1 46 23' TC / c 465.02' TC TC / _ / / / , / / I / /' �• BUILDING 12 / / Tc 462.36' 462.77' / / / TC 1 II VN ... �. r. y ., <. 464.77' I , . / TYPE D ° •FFE=464 459/(2' - .95' BUILDING 10 <m BUILDING 7 SWK / / 1.�:-� ' 460.44' r ©o / / TYPE B 1 O �- TYPE B \ / a / /\ / ` / -FFE=468.15' / , , / / / / / , ♦ I 8" HOPE ROOF LEADER 8" HDPE ROOF LEADER TC c ' CONNECTION AT/ <t TC 1 / CONNECTION AT 1 464.65' 1 MINIMUM 1% SLOPF/. ° b 460.52' / , MINIMUM 1% SLOPE. ° d ° 1 TC - 1 1 465.33'SWK s 1 "m mm 17 ,/ // // MATCHLINESHEETC5. / 6455' Ln O 0 x F 0 w Lu Q z O Ln 0 O z 0 a_ v /n W Cl z 0 H W cIf cW C Q u F Q DATE 0210712022 DRAWN BY R. VAN NIEKERld DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE 1"=20' Q CL > LU Q O w [D Q ^ LL Q O°06 LL Q H� V o Z `LL V JOB NO. 46883 SHEET NO. C5.0 0 d 3 a 9 0 o o au) 2z a vO o � c m w E o m w m a0 O w Z zm Od m a 2 m F m 0 S. a 2 Y J B X C 0.0 0,6 2 m h m c E 0 m 06 a c '0 'v 2a 0 m o m m � 2 m m m = =s m s. E h w tE� E L I / SCALE 1"=20' SHEET CS. 0 I/ MHD ' I I TOP=441.24' /, 0 20' 40' _ I I INVIN=429.86'24"RCP /. O `,, `. BOT. STRUCTURE=424.04' IOOx0( I o \ a \\\\ /-,-�-/ \ SHEET C5.2 Hlu EET,,, ' SD FLARED END SECTION ---------------------- OUTLET=428.45' --- Op kLTI CRMG W. J. KOTARSKI Lic. No. 0402048507 .,,b. 05-05-22 a. O \ \ 0 rn \ \ SD INLET W/GRATE u \ ° \\\\ TOP=446.25' _ N c \\\ INV.IN=432.05'24"RCP \ \ SHEET 5.5 HEETC5.4 < E _ JOHN WARNER \\\ INV.OUT=431.80'24"RCP - a; E Lu IrIl, PKWY / a X 3 _�----- LL \\\ / EXURB / ��� �, w�u� O KEY MAP a�on°'i \- - \\- - - - - - - - - - - - - - - - - - - - _ - - _ - - _ _ - - 1 � U) �E 11J Codd --------' PERM-DRAtl-------------------- -- SD CURB INLETW/MHD TOP=447.65' �> Osz ------------------------ - - - - -- , EASEMENT INV.INS) -- p=442.0515"RCP �SE€GDDTP_A- - - - - - INVIN(N)=433.70'15"RP W -�INV.OUT=433.65'15"RCP--------- ------ ---------- �ry a ui Ae 3';HDPE SEDIME T v p \ I -------tom_- o v 6"MAPLE _ - \ \ PERFORA ED FO BAY GABI - - - - - \ I I ` \ \ \ \ / • ' \�\ j UNDERD Iti _ - - ° 1 WALLS V:=45.5' / _ -- __--- _-- \ \ \�\ p Ai- 04 / a PERM. PARK - _ - _ --------- - - - - - - =-- ----- / / / __----- / ---- T - - - �♦ \ \ \ / \ \ \\ w o "taJ EAREUEN;r' pp0 // - _ _ _ _ _ _ ---- I / / Ln 464Fa63 rc ♦` \\ \ \v I \ \ \\\ ¢ Ln L \ q, r BIORFF T. ION 2A / _ _ / 463.74' ♦ \ \ \ \ \ \\\\ O o DATE 0210712022 / LEDGE_ 2 - / � Lo _ / - - - - - - - - - - - - / DRAWN BY R. VAN NIEKER 452 -� - - 1 ' ' \ \\ W \ \\ DESIGNED BY ' / '455 q56 _ 284\\ \\\ \ dl \\ \\ /' \\\\ SD CURB INLET W/MHD •• CHECKED BY 457 _ - - - I _ ' \o \ \ \ \ �\ / \�\ TOP=454.27' N-~ AN / SAN _ _ 458 , _ - ' I - \ \ \ \ \ \ / \\\ INV.IN=449.87' 15"RCP • C. KOTARSKI Q \ \ \ INV.OUT=449.84' 15"RCP 459 _ - ' - -466 - - - - _ `\ r \ \ ' ' �\ • SCALE 458.15' _ _ `A \ \ \ ` / _ _ _ / • yhco 8" HDPE ROOF LEADER , - ' - ' - - \ 1 \ \ / / / �• h. � _ _ - ' -468 - - - CONNECTION AT - EXCEPTION 8; _ I J QWEST C MUNICATIONS q60 °�° MINIMUM-1%§LOPE. __ I / v - _ _ I - RPORATION \ a \ \ \ •FFE=a5s.5a' TO DB. 613 PG. 352 \ \ \ \ / R - ' •FFE=459.20' I \ \ / I / O � / � N �O" BUILDING9 - --- -- a5.90' SEE OTPLAN- N9\ \\ \ TYPE D Bw _ _ BUILDING 8 _ , BW - - - e 147p�- / / a5zoo' w , _ TYPE D - - _ Tw -TO \\ \• \ III \ \ I I fOn� n 464.99' TW 467.97' 4685 / 4 6.51' •FFE=467.17' - _ _ 4 ' •FFE=469.88' ° SWK 8" HDPE ROOF LE/>BEF� SWK a - 465.39' d' \ 8" HDPE ROOF/C�ADER CONNECTTION AT 467.45' < . •° L _ - ' _ _ _ _ _ - - - \ \\I \ \\ / / I / / 8" HDPE-k6OF LEADER _MINIMUM 1% SLOPE. C NNECTIONAT / --- / -'_°_ TO 9 'CONNECTION AT WJINIMUM 1°k SLOPE. MINIMUM 1%SLOPE. // �4 l 465.51' a I I \\ i / I I �W ,' Q 66 - - ----- -'---- �.° G I TO �1 TO 469 ■ 8 I 465.49' \\ a 4 5 2 \ \ \\ I \ \ / / LL VK P 220 / PVMT" ' TW SWK ° 1 82' 466.13� ' SWK t < / 468.89' ° ' 282 \ \ \ \\ / / I ,'UJI �- 466.71' ' 46 .09' 470.21' • I \ fn e _ ° �� _. < •' ae. /' a �' c - < n - \ a. ° � \ \ 1 , I y' . 1 V V � TC O W a 8' 67.6C 467.88' 19 469.41 qgg qg' ' - 4 9.5 ' 0.41' TO 0.76' I • - / •� II I I I I \I 'I i m Q _ 'EV EV / EV I ,- -4 _ III I I LL � ���x( -'� TC _-'/l K,I III I I O W / /TC 467.97 _ _ _ i// I I I fn 467.72' TC - TC 1 l I I ° \I \ / H� V 470. f' c 470.15' i I a I � � 0 Z TO I / / III I I TO .c / II II I \ u q70 470.56' 470.89'I 1\ I \ \\ I > 466.40' TC 466.14' W Aron W W W �6� W W W 4i0 4 .40' \ �10. TO \ I I I I \ I II -<I � 466.4T TO TO TC SWK SWK � /` ' 19 SWK 46784' / / / 68.5T 468.78 469.64' / =7904 470.90' d d I I II I I I II 467.63' I'- c -c, n- -°.° <. °T _d _C °a'._4,° \ _ a.\.. e - <.. a ° - a `TC _ a. ° a �' - °' a_k.. .° G < ao -� < o' 'a ° - --a'.° p-'°•. °_'<. SWK 471.18' 7- / a I I I \ P M --a� 2i- /t C° _` -a- .a ,��� 470.95' 467.11' _ . ° I - . a SWK a. 40 1 glismDN ' ' / I \ - - - - - _ - -472 < .e a' bl � o / / a l l G/ r 470 I I TO ' ' a 8" HDPE ROOF LEADER - ' SW 463.13' ' °. CONNECTION AT 4s .42' \ BUILDING 7 BUILDING 6 A ° I � MINIMUM 1%SLOPE. TO ■I TYPE B TYPE B � _ •FFE=470.50' 466.92' I ■ I 1 •FFE=468.15' I - / Q TO < I �1 L V. 466.66' TO / ■1 JOB NO. r ' assss' < 46883 a / ■ I \ S-'4� SHEET NO. MATCHLINE SEE SHEET C5.3 _ _ _ - - - - - - - - - / ■I - - - - - C5.1 a m L aN C C L SHEETC5. SHEET C5.1__�' SCALEV=20' // I I I 1 I I , - 1 I I I l / \ TC ■ / I 0�0I / / / / / MATCHLINE SEE SHEET C5.0 I 465.33' I 0 20' 40' 1•/ / '1•/ ` 1• �/ 1• 1• /` I / t �/ ` 1• m 00 m m m <, m m NJ �a®�� e 7 1 / SWK 8 I °- I\� �'=1 / / / I I I / / t <'° / / / / 1 \ / / 64.55' I I K , BUILDING 7 I CRAIGW.7.KOTARSKi� / 1l / .e I I n .1 , / .. ,/45125' / / BW / TW / W W / - W TC 1 / PVMT �..TYPE B 0. O L1c. N 0401 48507 HEET 5.2 H, „��, / , / / / I / 63.96 1 e . � 0�-05-22 - - 463 21' / 4 - / 451.00' 46000'IV / " ° 1 < °FFE=468.B / quimumiiiiii / . 7 J <. / / 464 I < S Lis CIDJ w BUILDING 10 4rW 1 / / /' / / ,' , / / _`'a51.7s a� o s .13' / / // / / � <.1 TYPE B /' I -\. .a , - dam'/ V , I .FFE=464.95' =Q , jl2" HDPE ROOF LEADER / / \ < <d M E / / / / / e 464.22' 464.26' N -I / / CONNECTION AT , / / / o / / \- Tc °V464 N SHE 5.5 HEETC5.A , ,' / ,iv1INIMUM 1%'SLOPEi / /' / // / / W / <. 464.16' N 18 > E /E Lu °. / �w °' / Q 3i 2' TC r / I wLL 0 TC - ' �1 463.96' 464.0411 / / ¢ -i u m Z _ / SAN AFSAN o - v, O Z _ , FFE=451.00' / °FFE=461.6T / I ° � b0 �° � ° � - - � a > o N 0 W a / EASEMENT ° b6ti_ 'c 463 e.. / / Ie. TC / �X V SWK / /- /' ae.. TC 463.60'1 TC / �0 )2 w I / / / / 461.58/ / / 463.46' / ' p /. p58 iS / 463.57' p Q 7 U 3 vN Z \%MT / I I \ r , / U Q O I I I I I / / / / , / / / : •_- / 461.04' I _� /'10 u C00 ° / o I TC /463. 0' .. 18 N N w \1 ° 462.28' T e-/ M SWK / f ° / 463.08,a m (n 461.47" owf a 1 -e ec - H Z 1/C TC - y A63.23' L_ / / i P ti Pry b• i / / / / l yy 461.43' \ 461.69' Tg C e ' Ln 4 \ ° I / 4 .31' 46@7' / TC- TC-? U BUILDING 13 461.41' 67 \ < / b60 463.34' o \ TYPE C TC / ��• BUILDING 5 �' / 0 o 461.3T 1 I / -,.. / ..� O U TC / TC / TYPE B I F 461.28' -v 461.65' _ / ° �C / 6'462.TC w 04 i e ° I / / TC p N 461.96' / ' 462.12 ° b ` -470- a U Q _ II I I II I I I I / / I I I I °�°.. / Q/ 46d94' O / W, °�_,. / I W O I / / O I I y / w 0210712022 DATE D / y �, , / Z / / _ > Z / 11: I <o h - / / W I / / / ��o/ _ < / w p T a °FFE=465.03' I U) O 8" HDPE ROOF LEA ER \ \ I 1\ I / / / / / I Z DRAWN BY cONNECTIONv4T / = R. VAN NIEKER MINIMUM 1% SLOPE. I I 19 /_ H I l I I 1 I 1 1 I 1 I 1 � / .° I DESIGNED BY ISEDIMENI I I :J-��. \\ \\ ° \ \\ ° // // b6�, °.:< � � I I I I P:. / / •• J. DENKO FOL EBAY GABIQN I I ` \ `\ I 8" HDPE ROOF LEADER / / / I I WALL ELEV. = 446.0' I �, : \ \° 8" HDPE ROOF LEADER CONNECTION AT CONNECTION AT o / BW \ TW \ ° _ \ � g I MINIMUM 1 /o $LOPE`'. / ° - � < > I • CHECKED BY I I I I I 1 I. 450.76' 460.47' o / o I I \ 1 \ \ MINIMUM 1 /o SLOPE. / / / / �./ -° • G KOTARSKI I I a \\ ° // Z // \. 0) 1 !4 \ 461 \ , TC • • SCALE I I i I 1 1 11 II I I\ I I I 1 1 II I 1 .�-"\ \ p��W .< `�\ ``.46g ,/ 461.71' // // / -a • 1�,=20' °°�.. ° ° /' I I I \ 1 00 1\ BW TW / 44 \ a49 63' 459.56' ..: \ 464 • 1 ' I I I 1 I 1 j.: \ e 4Ti0.34\ TC . �. /SWK -460.{35' `° _ - 461.58' ai5- I \\ J 4s4. _ BUILDING 11 / / 461.74' �� 1 BIORETENfION 1A I _ TYPE B I LEVEL2 I\\ \\ \ \ 1 il�.���� < °FFE=449.50' \FFE=460.1T a - _ _ _ _ _ - - - - - - - PVMT 460.99' 4. HDPE 1 \ I \ �':. \ \ 4s - -FFE=462.00' 361.48-00 461 ° I \ I ` _ e PERFQRATEUN V -460 / _ Z _ _ TC / < � 461.07' / Z LL CL W °, c`o > Ill / BUILDING 14 ' - - - _ ° TC ffnn V \ � 43976` - _ _ 460.24' TC . ° . -- W l 1 I I I \\ \\ \�- - - - - - \ \ \\ 1 \ TYPE C � -ass_ _ °<, ' � 460.99' - � Q Z 1 I I \ \ 1 ` I -------- - 460. 1'/� 460.83 - � TC I I I I I ) \ - PVMT 460.10' .- - - - - - _ - \ W ----�9AV- -- -.°_°I < �\ - O m Q . ° . e 460.4 - <. a LaL SWK ° -4 460.03' ° - -e ° ° - ° °-. - L-ef °� - TC 68. - - A" a " _ a -E \. - >• 459.70' -- -- -- - < 49.99' TC - - TC - TC \ O W I I I I I - - 460.18' v TC H� Z (Il I / // / / - ' - - ' \ I \ - 452- - 460.0 - 460.11' O \ v 4 9.95' _ 1 - \ O \ .82, - 452- _ _ - - \ TC - - - - - - / ` \ \ \ \ 1 1 -450- - - _ C . � 459.98' / / TC TC \ \ Q W v' 460.48' 460.65' \ 459 /rc _ _ \ \450�`n 8" HDPE ROOF LEADER - - - -448 - TC \ ; CONNECTION AT 1 TC 4 9.39' SAN an -SAN \ \ \ \ \ \ MINIMUM 1% SLOPE. I 459.00' _ 448 - _ 459.42' \ \ \ \ - - - - - - - - - - - - - - - - - - - t : _ - \ \ \ \ \ \\ \ \ \ \ \ 1 eP 6_ n. BW TW - - - - -< ° a°.. °. _ TW TC _ _ _ - _ _ _ _. 48.44 53.43' _ 442- TC 460. 1' \ eso' 459 _ \ 458 \ -457 _ � 455 454 \ - - - - - - - - - 453 - '452 451 450 449 448 JOB NO. 447 .446 46883 443 SHEET NO. MAT HLINE EE SHEET C5.5 , 442 ^G - '---- - - - - -- _ - - TC 459.47' \ a L N c 0 00 0 3 a vX oo n� Pz oZ a� o � c E w m w m h 0_ 0 0 rr w Z zN Od a 2 m F 0 o -Z S. a .Z Y m m X C N O N 2 = 2 P h E `o E M 06 a c �a !0 'a 0 m o m � 2 m01 h= s. E h w tE � E L =ET C5�\ r11 \ V W� IN n — , itSWK • _ �x f I � III F2 F—HE E T76C 5 < 0 1 4' 468t E / / �� ��C•i.ir � �. - _• I OIL]/ '` ' KEY MAP A71AI /I ►poill Tic SWK of 1� -.._ i 1 Lu BUILDING 5 66 DATE - II' BUILDING 4 1 1 TYPE 1 1 . BUILDING 1 8" HDPE ROOF LEADER AN CONNECTION AT 8" HDPE... ■ 1 CONNECTION �IF • • .: MINIMUM 1% •:• J. DENKO F •. �--FFE-466.40' CHECKED BY cn ______ 1 , _________________________________IG7_______1■1______M_______________________________________I11 ■__e __�___________ ________________� ___----mmm ---. _fir_______________fir____________--_. 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IF MOW —453 451 1 • ® ���� • •', • • . . \ , 4.i• 443 �\\� '►-445 li ,: p LTiI ®F� CRMG W. J. KOTARSKI Lic. No. 0402048507 -,,b. 05-05-22 a. TIC / ■ I 2 _ _ _ _ - - - TC MATCHLINE SHEET C5.1 I ass.aa 6.ss• r a i \ 8" HDPE ROOF LEADER 8" HDPE ROOF LEADER / — _ kb ►�/ \ CONNECTION AT BUILDING 7 ° - _ , ■ I r CONNECTION AV BUILDING 6 I I \ MINIM M 1° SLOPE. TYPE B MINIM U 1°/LOPE. •FFE=a70.50' TYPE B i7rl1 •FFE=468.15' � ^'� °-° ■ I \ II n ° 70 o a m L m C C O N O 3 a 9X o a0 2N 0Z a0 o 2 E E— � M w �N a0 O w ZJ) F 5 Z m O d 2 a a 2 Y J N w o 0,6 2 M h m � w `o E m 06 a G Nv AM- 0 •+ o m m � � 2 m N C aE h w t E � E L \ \ I IN, I \ \ ` - - - _ - - c - - ATCHLINE SHEET C5.2 448 .446 \ \ 447 \ 1♦ 1♦ 1♦ 1♦ 1♦ 1♦ 1♦ 1♦ 1♦ 1♦ 1♦ � � �� � 1♦ 1♦ 1� � _� 1♦ 1♦ 1♦ 1♦ 1♦ 1♦ 1♦ - - _ _ � \ — 445 444 443 \�^� r�,t',LTFI O�>Tr ` 442 t\ --- _ _ _ --434- _ 4^^� _ _ _ 441 \4414 \\\------ \ a --- _ _ _ _ \ 441 442. J CRAIG W J. KOTARSKI - - - 439 440 Lic. No. 0402048507 �, 438 ,05-05-22�,�, 437 osslO� \•- \t \-'-___ — � _ \�`- 431432433 \ NAL -\ --- - - - - - - - - - - 428 - �� - - _ _ _ 429430 - - \ -_-------------- - - - \ - 426' F M E \ \ / 425 \ ` N o ±� _- ------------------ - - - - -- 426 -- -- - - \ - _ _ - ----- / 424 \ \pa N \ i ¢ E 423, -424--_ `� \ ` Hw \t\ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - \ \ \ 421 \ w a 3 \` S _ 420 Qa o 3 _ w0 - - - -----422------------ - - - - -\ \` 419 \ A�rn \ ¢_ju00 Z O _ —420- --------------418------ \ \`- / / \ \ 416 �0Dx i \ \ ¢ w \ ---___--- - - - - -- \ --__ _ i \ 415 �1%aw p - - - - ` - - - - - ---4f6--__-\ \ \ / \ \ 414 U)x vN z ^- _ - - _ \ ` N > LU 410 — - - - - - � LU --408--- _ 10� 4 4S 4 4 ` ui O V _ - 40 -404-- --_ \ \ \ ` �� - \ ♦ \ 0 OO rn - ry i - - - q11 4\ 13 q1q\ 415 416 41j 416 q19 q20 q21 q22 q?3 q2q q2s o z --- \ _ - / / O i - - / - - - � � � � DATE 0210712022 o DRAWN BY R. VAN NIEKER Sp,N Sp,N v SAN SAN SAN SAN ' - - ' ' i / ' • DESIGNED BY i _ _ _ � _ � � • J. DENKO _ _ _ - - - _ _ - ' / ' • CHECKED BY ♦ TM , • C. KOTARSKI _6, 46-7A� _ — —RTO COMMONS t t / / ' ' / / ' / Z _ • SCALE -DB-. 5085 P_G._669 - , - ' ' / / / • - - _ - -USE. RESIDENTIAL , , - - - - - • ► S9 _ ------ / / i'' uY — \ ~ ------ w --I ui- a. .ne ,° � e C �� SA Za _ Q lP J Lr3 > w SA / ff nn \ SA . n , L18 Z Ld J V y \ $ ° Q Z sq o w ^ m S - 1..1. Q LL ♦A LL Q (5' O G 06 r(D� v Sq.. . O Z / \ ° Q�/ ♦ f I"1 SHEET C5.0 SHEET C5.1__� V ol / SCALE 1 "=20' I 0 20' 40' SHEET C5.2 rni pi / SHEET C5.4 HEET C5.5 I JOB NO. 46883 SHEET NO. C5.4 KEY MAP a c L m C O d 3 a 9X Oo au) 2z a vO o � c EE 6 m w m h a0 0 d Z zN od a 2 m F m 0 S. O .§ a 2 Y N X C 0.0 0,6 2 2 h O o w `o E �M 06 a c v 2 0 'a 0 �+ o m .- m � � 2 m N 0 c m 5E 0� _ E L 3 442— \ \ \ 1 I v \ —414 \ \ \ \ I I N cli \ \ \ \ WET POND 1 \ \ \ Q SENMENT F�REBAY \ \ GAkpON WA�L ELEV. F 417.0' \ \ I c I \ A \ \ I \ 415 \ \ \ \ I 1 I l 416 \\ Q \ \ \ \ \ 1 1 a 417 0 \ \ a P 1 .v. 419 a� ' 420 \ 421 ;M a 422 \ \ \ \ \ \ 4b - - - n 42-3 n \ \ \ MN 424 N Qw n \ \ \ orn j 425 - - _ - 426 I \ \ T MATCHLINE SHEET C5.3 \ 45 .59, TC C 459.34' 459. /45 5' D Ir \ FFE=470.00' / •FFE=460.00' \\ ' / In •FFE=470.00' ' • \ •FFE=460.00' BUILDING 2 / (5) TOWNHOMES \ (2 STORY SPLIT) / FFE=470.00' / •FFE=460.00' / •FFE=459.00' •FFE=468.92 I v z ' •FFE=469.00' •459.00' FFE= / C 56.38' ■ \ \ / 456. 9' a Tc \ \ TC / : • \ I 455.57' \ C\�S� 456.18' I • TIC \ _ \ \ \ \ \ \ \ \ \ 456.55' ` m 1 - l ftw _U W/�� a\ \\ \ \ \� \—` \ TICWAIIIII! 111 -- `� / \ \ \ \ 52.92' a m soft mar R O COM ON I LC - - - - ' - DB. 50 5 P6. 6 9 - - ` SE: SIDEN IAL / 4. e' a Ir RIO COMMONS SDP-2021-00045 (BY OTHERS, SHOWN FOR REFERENCE ONLY) 1 1 � o� e ' a' a• a. a e C s ' • ` ` ° 000 ' 4.4 ` ` o'a•' . a a ea a ' e ea_ •'a � N a s " P NOTE TO CONTRACTOR: 1. IF SDP-2021-00045 RECEIVES APPROVAL AND OWNER WISHES TO CONSTRUCT PROJECT, CONTRACTOR TO COORDINATE WITH THE DEVELOPER OF RIO COMMONS LLC TO ENSURE THAT THE TRAVELWAY CONNECTION IS CORRECTLY GRADED AND ALIGNED. N ■iuuniiui \� 1� C� r'. p,LTFI Off+ Jr� CRMG W. J. KOTARSKI Lic. No. 0402048507 .,,b. 05-05-22 a. n E 0 N OV N C > E ai E w a o 3 O K L U wM Z w— n O >o� ���EL EL w 0 04 c 7 C N U z O �a c '^ H NLLJ i M � a� Lu L U O C=7 � 0 O x ry F M ry w p = Q Q 0 1 z o O DATE W � 02/07/2022 0 DRAWN BY R. VAN NIEKER DESIGNED BY • • J. DENKO • CHECKED BY C. KOTARSKI • • SCALE 1"=20' Q CL > LU a OLu Q/�/ CD Q L.L LL Q O06 U' o Z 0 V JOB NO. 46883 SHEET NO. C5.5 c a c In L aN C c 0 N 0 3 a 90 o o a0 2N mZ n0 162 c m 6 N m a0 O N ZJ) F 5 Z m O d 2 a F N 0 S. a N � 2 Y J yvm X C 0.0 2 m m c N o E m 06 a c Nv m:2 0 m o m m � 2 m m �g m s. 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II�'f.■�'I • III `.i::::::::'i I / _ J TC 11 ................ ................ I / • 1__.o::iiiiiiiiiiii::::::::o�o�o: SAP �r I ++II a �'a: ��:....a.. ...r ..... i \; II�11 ,f I 11►" :=,TaT-r_r41 �i '�WW )� ":► L.'".►1iiri. .......'.{::�. .. `� � � - - �•. •���_ ==—tee � ;�� � ,, .' \\\ I III` ®� ®1 :: ` ��� : 1 : I� 1 • 1 ®1 : • �•, ' •' _ • • DATE a _ \ \ - - - s'6�-------------r----- R. VAN NIEKE 46 1 R R \• "' 264 462 DESIGNED BY \ � :-:•`.. � T � ?67 I I I •• J. DENKO i U. 248 0 _ 22 - - - - - - 252 �6^ .` _ \ Re b2g As2�! 463 265 : • CHECKED BY 0.09 - - 262 I 1• • C. KOTARSKI 266 Tc = 6MIN — _ _ 204 0.31 JIF d dqwww\ I —/ • SCALE — — — _ — — — — 0.78 e _ w 264 0.4 i 266 0.90 I 1 „ = 20' Tc=6MIN _ ----- \ , "sal - - - - - - - - - c rn • - - - T =6 N — — _ / • .i •c: // 6. � Tc = 6MIN 1 \ --————————— — — — — -- ase —---- ------ O -_-__ ------aza- - \ —ago- _ _ \\ \\ _ ,' � -• \ \ \ � � � \ \ I � / // / _ \ - / \--------- -a>e- -- _ ` \\\ - _ _ _ / \ \ - - \ o I I / / I / I - - - - - - - - - - — 410- _ - - - - - __——aoe—� � � \� --- — p1 \ \ \ — —\ `\ \ V�IETPOND I \ I I I I •� ' I — — aO Q / 0.2 _ 8 / ♦ ��- ---- Tc=6MIN 'l'fG MEN MEN \ \ \ \ \ \ uo7l I � ♦ I - i / I SCALE 1"=30' 0 30' 60' zw� i--i Of Q O2: Q o O Z o LU Z JOB NO. 46883 SHEET NO. C6.1 a L aN C C C O 0 3 a 9X O a0 2N 0Z a0 o 2 C E w � w m h a0 O w O Z Z h O d 2 a m F m 0 2§ a .Z Y � N X C 0.0 N 6 2 m m C N V E m O m a c �15 '0 'a 0 •+ o m m � 2 m �+ h � �$ 5E _ E L WATER QUALITY COMPLIANCE: LEGEND: THE DISTURBED AREA OF 18.46 ACRES WAS USED FOR THE WATER QUALITY ANALYSIS. IN THE PROPOSED CONDITION THERE WILL BE 8.35 ACRES OF MANAGED TURF, AND 10.12 ACRES OF IMPERVIOUS COVER. THE REQUIRED PHOSPHORUS REMOVAL IS 17.90 LB/YR. / // / ///�� / \\ \ \ \ \ / / / / \ \ LIMITS OF DISTURBANCE \_ \ \��_ APPROXIMATELY 13.87 LB/YR OF PHOSPHORUS SHALL BE REMOVED THROUGH THE INSTALLATION OF LEVEL 2 BIORETENTIONS, A // //// / ///-` \ DRAINAGE AREA DIVIDE AND A LEVEL 1 WET POND. THE REMAINING 4.03 LB/YR WILL BE PURCHASED FROM AN OFFSITE NUTRIENT CREDIT BANK. ONSITE \ \ J PHOSPHORUS REMOVAL TREATMENT WILL ACCOUNT FOR OVER 75% OF THE REQUIRED PHOSPHORUS REMOVAL REQUIRED. / / / / / /� �\ / I / \ \ .� TIME OF CONCENTRATION WATER QUANTITY COMPLIANCE: ANALYSISTHE 1% FOR THIS PROJECT S LOCATED JUST SOUTH WEST OF THE PROPERTY IN MEADOW CREEK. THE SITE DRAINAGE CURRENTLY LEAVES THE SITE IN THREE DIRECTIONS, NORTH TO THE STORM NETWORK IN JOHN W. WARNER PARKWAY, SOUTHWEST TO SHEET FLOW TO MEADOW CREEK, AND SOUTH TO A DEFINED CHANNEL THAT OUTFACES TO MEADOW CREEK. ALL ONSITE DRAINAGE AREAS ULTIMATELY DRAIN TO MEADOW CREEK AT THE ANALYSIS POINT. THE TOTAL DRAINAGE AREA AT THE ANALYSIS POINT IS 2,963 ACRES. THE TOTAL ONSITE DRAINAGE AREA IS 18.46 ACRES. AT THE ANALYSIS POINT THE ONSITE \ \ \ \ \ \ \ \ \ DRAINAGE AREA IS 0.6% OF THE TOTAL DRAINAGE AREA. RUNOFF WAS ANALYZED AT OUTFALLS 1 AND 2 FOR COMPLIANCE WITH ENERGY BALANCE FOR CHANNEL PROTECTION AND DETAINING THE 10-YR POST DEVELOPED PEAK FLOW RATE BELOW THE 10-YR l PRE DEVELOPED PEAK FLOW RATE. BIORETENTION BASINS WITH ADDITIONAL STORAGE CAPACITY AND A LEVEL 1 WET POND WITH ADDITIONAL STORAGE CAPACITY WERE UTILIZED TO MEET THE STORMWATER QUANTITY REQUIREMENTS AT EACH OUTFALL. / I \ / /// / / / — / � _ _ I \ 1 -711111 /\\- \\`^\ \\\\ \ I \ \ -`------- O O / // // // / I I ✓ / ,,/!/l \\_ _��-III \\\_-- 5�z Ile _ ACRES Jill\ AO 0- VCD ��/ / / //� / \ - --- - ____-______ __-- \\•\ \�� \ \ , Q / _ /- TRANSIT NOF °—__ -_-\_�� �\I \ II I cl ' Ei o / ► I / /' _ FLOWT PE-(TYP.) o / " % - - \ \ _ \ �,/ \\ �\ \ \ \ �\\l\\ \ r l / 1 ' I TNgE RAJED ° /�\/1 \�/1)1, I I I I UN )/ //10'60F LLI ° VI ° / / / / 7 / � 1♦ v //,-- A. / 0 o ° 1 /l l / ///�//,/ Il l l / 0 9 I \ °� / T 91TI f� / I \ _..,- - / -'< 0 Odl /° oTY / l/ !f //\\ i' //// //, , / /()// // 10 1 \ \\\ 10 °\ y \ oI I 1 I I , o ! EET ° OW. oo\o---- --�//� J- I /--- -8-- o /oO O o po d / / / , o /o// °o) 10 ° ° `o 1\ \1I RVELOPE ON-SITt DA ,/4 °h1\I 111IIII IIIIllAR 3.904 RES 0 I \o CN/o � 5f) ° TO 6.4,MIN. t \o\° It p \ \ \ _ 0 1l1, 1 1ll I l 1 /lI1I I1 I/ 1 I l 1I I I I I1 o ° ° III11I I = I\ '11 / !, /-- \\ - . o1 -SITEDAi° \�\ ° o o / If / 6ACR/�//1 0 I I°o p CA A= 610 o .1MIN. ° ° oI „° I° ° ° �rl __ __ ° I / I / o I 1 0 / °o /- / \ - - - - - ° I to 0 J/ l ,�� j _ ° /o \-- \\ l 0/ / l 1\ //� lllllll°III \ \ \ \ \ / / / / \ 0 p I 1 \ \ - _ O / O O / o \ \ \ \ \ _—_ b o ° \ o� 0 0 (/ /q //° 0> >t >t >t >!(I>IAM � i -_` >t >t s >t >t�� >� >� >� >�/ / s — >t �� p �— // o p r/O \ ��/ / o / J / // / MATCHLINE SEE SHEET C7.1 I 0 SCALE 1"=60' 60' 120' L I � � J / W, � 1 \ / PRE -DEVELOPED AREA = 0.258 ACRES CN = 98 D TC = 6.0 MIN. � MIS � >_ >_ s >• p LTH F �) CRMG W. J. KOTARSKI Y Lic. No. 0402048507 _,,b. 05-05-22 a. LmI z O a v to w 0 z O W fY U, W O F Q DATE 0210712022 DRAWN BY R. VAN NIEKER DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE 1" = 60' Q Q Lij L.I. > w ffwn V a Z O mLL Q Q 0 00 I —I oC z = u LL, O 0 w JOB NO. 46883 SHEET NO. Ci7.0 O m O 3 a 9 0 0o n0 �N 00 a0 o 2 �I- E_ E ° m m a0 O w zN o� 2 a a 2 Y m w o 2 2 h m = 0 E M � m 06 -86v !0 'a 0 m o N m , � 2 m In A = =s m 5E h w t- � E L LEGEND: \ °�-11t/�j/ \,o' I I 1 '1 I I I I �/ / 1/' I I / / ,'// ///// / / /� /' / //�' 'i' �/ / / OW. 1\ I l \ 1 LIMITS OF DISTURBANCE I\ � \ � P \\ \ 1 DRAINAGE AREA DIVIDE \ \ / / O� TIME OF CONCENTRATION O / o \ o \ \ \ \ #' 8 \ \ 1 I I I / / / / / / , / / / / ! i , / r I I 0\1 / / Ilo \ o\ fl\.\�,��\�\� �� \\\,111II ° o R\) °oVE\ L\O.O\N\ -— S\_ IT\ 1r_\\ \D\Ad\\` R 3.904 RES „ \o CN t 0 o TO 6.4MIN.0 \°\0 °o o °�° ° O o R eOPED O -SITE _ - \—SF kLL C NCEN\ \\V �\ DD° AEA=.16 AC $ ° C =5610 o \ W (UN T 9.1 MIN.0o ° - - - - - - -' _ \\ 1\ II \ \I II II \ oo \\ \ I \ \ I / I lI \ \/ ^/ I SCALE 1 "=60' o I / / / I I I I , _ \ ✓ 1 \ \. \ _ °j0 / �° \ \ /o/�/ lI 111 / III` \ \ \\\ \\ __- --_- - O O 0 9 /f \ \ / �!/�1llI°I a ° o 1 \\\\\ -_ ---- _ \ > > /fl II — \ -- 0 Piz p �'O°/' o / �' / /�°(/ °\� \\� _—_-__ _�.-- _ _-\\ Gd ° ° \ o�R6NSIZION 0 0 (/ / /d/p / //o I I I` o _ \ \ \ \ \ _ - - - _ \ \ \ - _ _ P- FLdV\l 0 ° ° I I 0 \\ \ \� _ _ _ _ _ \ \ \ \ \ \ I ' / - \ PRE -DEVELOPED o o0/ o0 \ \ \\ '_ \ \ \ / OFF -SITE ROAD DA: CRAIG W. J. KOTARSKI Lic. No. 0402048507 A 05-05-22 a. n E 0 N 0 N > E a E w H W N 3 ¢ a o 3 a O K L M wU ¢ o z w —v O U-)¢ W w O oQ �v i N z O �Ua'D N i M � Lu c U 0 0 0 O U x F ry w w N x Q � ¢ O Ln z O O It°° \ Ln DATE ° ° oAREA = 0.258 ACRES o Bill CN = 98 0210712022o/ °/'//° \ TC=6.0MIN.°/ o/ o0 o MATCHLINE SEE SHEET C7.0 DRAWN BY /° ff R. VAN Ni y 0 DESIGNED BY0/ J. DENKO / \ I I / ° / l° I •• •CHECKED BY oq¢ /°° o ° CKOTARSKI / ° ° / o / / / / / / / / / ' ' / / / / / / — \ \ \ _ / / / / / / / / / / / / ' ' / • SCALE o / ° /0 0 / O W�RATED / / / / /� i i / / / / / \ —\' i \ \ \ SLLO/ / ° ° / o / / / / / ( ) / / > \ / / / / ' / / / / / \ \ \ \ \ \ V FLOW ((JNPAVyb) 0 0 0 0/0 / ° ° \\ \\\ \ \ \ PRE EVELOP/D OF/F-SIT I ICOMMOI-- �/ DA: ° / E3 ACRES CN60�j�oOT64MI�o0 tl°Io I Q °° I/ to ° �_,--' TRANSITION OF o° O °/ l l l l I l I ( I I \ / 11 \ \ 1 I / FLE ') \ I \ I I I l l r\ j w _j Qi°�� iwz O j o 100' OF SHEET [0W Q // I /LL el LLI o II / / / l / / i/ / / / / / / / \� / I I °Coo r�//// / � w Lu w // JOB NO. 46883 SC7� a c L aN C C O O 3 a v'O o o no �N 0 Z a° o 2 Ew mN 0. 0 O w Z zN O d 2 a F m a 2 Y J N 0.0 0,6 2 2 h m 0 E M 0 m 06 a M Nv '0 :2 0 �oW. � 2 MN A = =s 5E h w t _ � E L LEGEND: LIMITS OF DISTURBANCE DRAINAGE AREA DIVIDE � TIME OF CONCENTRATION I\IL-- / —� SCALE 1"=60' POST -DEVELOPED DA 2C / \ \ POST -DEVELOPED DA 2A (SHEET FLOW): \ \ ` \ ` \ \ \ - = I( _ -LEVEL 2 BIORETENTION: AREA = 0.279 ACRES - - - " ) ' \ — 4 _ AREA = 1.50 ACRES CN=85-\===_ CN=76_- - -- _ -- -'_� TC 6_OMIN. -- --_ I - - TC=8.3MIN. _- !// \ / 'i, \ / //i// ` ` --- II 0\ 1 ---------- 0 TRANSITION OF FLOW TYPE (TYP.) \ \ SHALLOW CONCENTRATED FLOW - - - -- - - - - - — = \ \ \ \ \ - SHALLOW CONCENTRATED FLOW TRANSITION OF FLOW TYPE (TYP.) — / / / // ////r•� \ �°\\\El 1 JII ! I I u1 > •HEETFLOW100'OFS ° \ . j 10- 0' OF SHEET F\L! OW- \ ( � o \ POST -DEVELOPED DA 1 LEVEL O AREA= 1.161 ACRES' O CN=86% ° °— TC= .0MIN. °VI --- : - °° o \ o \ /�/ / / �i / / / I / / o I °P O °° I \ \ \ ��o / / , / / l / / f f / 1/� i/ ! / / / 39' OF SHEET FLOW / 4 \o \ \ o\\ \ \goO-olr-�'//'//// r / / / % / / w / •. FtT I I \o o-\ \ o\ �OI I I I I 1 I I I l J/fl 1'/ I I//// / / // ''////'/ / ' `'' / // / iPOST-DEVELOPED - -/...• `._ - ° POST D DA 1 B WET POND: \ 0 TRANSITION OF - I I O/ \\\ \ / \ I11\\1 l \'P \\ \I \, 1 I , I , 1 t \ \ \ 1 \ I / / / / / / / / / rt / . yd - - - _ - - OJ o \ _ \ q \ \ \ I \ ` \ \ \ \ 1 \ \ \ \ \ 1 I I I I I / . / / / / r/ , . i "' / FLOW TYPE (TYP.) CNE 80 14.499 ACRES Q 9 Q Q ^ / ° \ \ \_ \ ,\\ \ \ \ \ I I I I I I ,3 i TC=9.4MIN. / ° ° \ \Isk\� / ° \\`\\ \\ \ I I I I I I /// / SHALLOW/. /3 / ° / ° J ) ) \\ , \ \ \ I I , /� d d/ m 5 CONCENTRATED ' T \ — — — // o /� °\ \ \ \ \ \\ \,\ ill t e:;.^�R, /// FLOW / / °o IO \ °\ .. \y\ y\\ \�\,�\Y \ ��; �\�\ \ 1'1\1 \ � I I j j',/// //// � � / / / / / 1 � , l / ' / :x � / / / /•• � . ` /OI10 \OCR\'\' %\\\\`I\ \\\\ 11ll�llll IIIII //'/ /' l 1 , , I / °// //\° I-- 9/// o/ \O\\\, o \ \ \\ \ \\ \ I1� I1III\\ o 000\° 0 10 0 III111l/IfI ll °/0 I \O\ ° ° °I I I o o ° I, \ \ 1 , \ \ \\\ \ • \ \ \ \_i \_, _ _ �F.�` \_ _ - _ -_- - _/ / // ! . 4/ / ,/,/, //// //,�-�, _ { / / , -'—I/�/// ° ° I° O° o --- 1_ - -- _ �. - pNB ° I o I / \. o /0 of / L ° tl o - j1 z -- _- _ ° , 1 1 o I I o / o \ l / I°I I \\ ` POST-DEVELOPED DA 1C - o o DISTURBED/UNDETAINED ( -` _- _- _-- _- - 0 ( TO OUTFAL1 ° / 0// REA= 0.589 ACRES', o 0 O/ A _ CN=48 -I ` o o /// \ \ \ \•• r 1 o J / o J °/ ° l \ TC = 6.3 MIN. \ \ \_ o /o/ / �1 0 �/ // o////lol I I I mil\ --- 0 0 0 0 / O° O° I I \ o >t / °>� _> MI / fi■ ts MATCHLINE SEE SHEET C7.30 O/ 1 `///P/ \ \\I d1OST-DEVELOPED DA 2B - / ISTURBED/UNDETAINED TO OUTFALL 2: 1 AREA = 0.435 ACRES CN=70 TC = 6.0 MIN. 1 \� I 1 � I I ,✓ I I \ / I \I I \ I / I J / / / POST -DEVELOPED / OFF -SITE ROAD DA: AREA = 0.258 ACRES CN = 98 TC=6.0MIN. p LTH _ F CRAIG W. J. KOTARSKI Lic. No. 0402048507 05-05-22 a. am O cc 0 Z O a v w 0 Z O W 9- W O I F DATE 0210712022 DRAWN BY VAN NIEK DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE 1"=20' `///P/ \ \\I d1OST-DEVELOPED DA 2B - / ISTURBED/UNDETAINED TO OUTFALL 2: 1 AREA = 0.435 ACRES CN=70 TC = 6.0 MIN. 1 \� I 1 � I I ,✓ I I \ / I \I I \ I / I J / / / POST -DEVELOPED / OFF -SITE ROAD DA: AREA = 0.258 ACRES CN = 98 TC=6.0MIN. p LTH _ F CRAIG W. J. KOTARSKI Lic. No. 0402048507 05-05-22 a. am O cc 0 Z O a v w 0 Z O W 9- W O I F DATE 0210712022 DRAWN BY VAN NIEK DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE 1"=20' a Q ui z_a w H� Z O < w Q ^ LL m Q � Q O�Lu LL 0 O L.L Lu LU O 0- JOB NO. 46883 SHEET NO. C7.2 L 0 / ° / o\ \ \ i °� 0 0 //°/ / /� °)( II°o J /9/ o/ I I �. °0 l A //✓ / 1 °\ / o I to o ( °0�� O /// o l0 I I \ \ 0 00I 0 \ 0 00 o to \ 0\ o o \ \\ ° I �° / I o / I O 1 I° / I / ' l \ /0 O /`° o O/ O o � / / / /// o _/ o A 7 / /,1 / 1 ' o / / O� / //,° ( / ° I ° f / oo/ / //o°° °°/ I O°°O°° O\ o / o / / 00 ///o° 0/ 00/ 00 / / O° /. >t >t >t� >t >t j 0> w \ I °O / 0 / 00 ° j /f° o o °///_o o ° o0 o/° 0 o o ° O ° oO ° o / 0 /° �/°° oo o�/l I° °I 0 �0°01 00o // I/ / I0 I ° /I °1 I I I b I I I I 1 1 I I I (/ ' 1 \ , I / / / / / / / / / ' / / �' f POST -DEVELOPED DA 1B - WET POND: \ ,o \ 1 , 1 I I I 1 , \ \ \ I / / / / �W / / / / / r . TRANSITION OF FLOW TYPE (Tl P.) AREA = 14.499 ACRES CN = 80 LOW SHAL/ /r , 4 / TC_ 9.4MIN. CONCENTAD Illl, '"'$" /s/FLOW 1011111 roo j I \_\ \° o ° \\ \1 IIII I \ I C /, (II ( I I I IIIII I.� \\ \ \ 1 1 1 I\ I,, 1, I I I I I I I I I I I I I I I I. I I \` I 1 f I 1 \` •i. ,_ ._ _- / / i .` �., I i IIIII 1 II ' Y\ \ \ \;: �/' / / A \ \\ \ I I Illl/ II 1 / � ,•! I i1' I / o to III { l / I I � / I r / I \ - : _ ` •_ _ - _ O i/ ' I / ° o / / /: III II \\ POST -DEVELOPED DA 1C - \ \ — — DISTURBED/UNDETAINED \ \ TO OUTFALL 1: °// _- --- / /0 AREA = 0.589CN R48 \ \ — — — '/ e o / I I I \ \ \ TC = 6.3 MIN. 5 °� ill ° \ ---- - — it ` -- - \ ` \ POST -DEVELOPED / o \ \ \� OFF -SITE ROAD DA: — - \ - - \ / AREA = 0.258 ACRES 0 i / \ \ -_ _ _ � - - • TC = 6.0 MIN. MATCHLINE SEE SHEET C7.2 \ 'fj= � � � s />t >t �>t >_ � � >�ir i� y / >G s � s�� >t >t � -�� »">_'>t� fi f- \ M� >�r >t >t >t s � >• Po OST-DEV L PED ACRES74 .MIN. r / 1 ° lob°\ / \ 0 I/ to °� I /0 It i °J I l l .� ° / ° //� I / I / \ \\ I III ( / / ' — 0° /// % ON o /J I I I / I \ // \� I \ ( l / �/ o/ 1--- �.' SCALE V=6Y \ / LTFIO�+Jr� CRMG W. J. KOTARSKI Lic. No. 0402048507 A 05-05-22 a. Ln 0 C7 0 0 w x Q Z O 0 0 t9 W 0 I F a DATE 0210712022 DRAWN BY VAN NIEK DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE 1" = 60' a Q Lij z_a <w < z pwQ ,2LQo ED O�LU LL 0 oC o 0 LU 0 0- L I / /'\ I \ III JOB NO. 46883 SHEET NO. C7.3 DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0 BMP Design Specifications List: 2013 Draft Stds & Specs DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0 2011 BMP Standards and Specifications C- 2013 Draft BMP Standards and Specifications Project Name: Date: BMP Design Specifications List: 2013 Draft Stds & Specs Site Information Rio Point 3/7/2022 Post -Development Project (Treatment Volume and Loads) Land Cover (acres) A Soils B Soils C Soils D Soils Totals Forest/Open Space (acres) -- undisturbed, 0.00 protected forest/open sace or reforested Managed Turf (acres) -- disturbed, graded for yardsorother turf tobe 2.30 6.05 8.35 Impervious Cover (acres) 1.05 9.07 10.12 18.47 Constants Annual Rainfall (inches) 43 Target Rainfall Event (inches) 1.00 Total Phosphorus (TP) EMC (mg/L) 0.26 Total Nitrogen (TN) EMC (mg/L) 1.86 Target TP Load (Ib/acre/yr) 0.41 Pj (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) 8.35 Weighted Rv (turf) 0.19 % Managed Turf 45% Impervious Cover (acres) 10.12 Rv (impervious) 0.95 % Impervious 55% Site Area (acres) 18.47 Site Rv 0.60 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 Treatment Volume and Nutrient Loads Treatment Volume 0.9308 (acre-ft) Treatment Volume (cubic feet) 40,543 TP Load (lb/yr) 25.47 TN Load (lb/yr) 182.23 Informational Purposes Only) Site Results (Water Quality Compliance) Area Checks FOREST/OPEN SPACE (ac) IMPERVIOUS COVER (ac) IMPERVIOUS COVER TREATED (ac) MANAGED TURF AREA (ac) MANAGED TURF AREA TREATED (ac) AREA CHECK D.A. A D.A. B D.A. C D.A. D D.A. E AREA CHECK 0.00 0.00 0.00 0.00 0.00 OK. 9.41 0.71 0.00 0.00 0.00 OK. 9.40 0.60 0.00 0.00 0.00 OK. 6.84 1.23 0.00 0.00 0.00 0K. 6.27 0.90 0.00 0.00 0.00 OK. OK. OK. OK. Site Treatment Volume (ft3) 40,543 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 (Ib/yrJ D.A. A D.A. B D.A. C D.A. D D.A. E TOTAL 2,426 2,179 0 0 0 4,605 23.25 2.09 0.00 0.00 0.00 25.34 12.34 1.54 0.00 0.00 0.00 13.87 10.91 0.55 0.00 0.00 0.00 11.46 NITROGEN LOAD REDUCTION ACHIEVED [Ib/yr)11 58.05 11.25 0.00 0.00 0.00 69.29 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD (lb/yr)all TP LOAD REDUCTION REQUIRED (lb/yr) TP LOAD REDUCTION ACHIEVED (lb/yr) TP LOAD REMAINING (lb/yr): REMAINING TP LOAD REDUCTION REQUIRED (lb/yr): 4.03 Total Nitrogen (For Information Purposes) POST -DEVELOPMENT LOAD (lb/yr) 182.23 NITROGEN LOAD REDUCTION ACHIEVED (lb/yr) 69.29 REMAINING POST -DEVELOPMENT NITROGEN LOAD (lb/yr) 112.94 Site Summary Project Title: Rio Point Date: 44627 Total Rainfall = 43 inches Site Land Cover Summary Update Summary Sheet Print Preview Print A soils B Soils C Soils D Soils Totals % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 2.30 6.05 0.00 0.00 8.35 45 Impervious Cover (acres) 1.05 9.07 0.00 0.00 10.12 55 18.47 100 Site Tv and Land Cover Nutrient Loads Site Rv 0.60 Treatment Volume (ft3)40,543 TP Load (lb/yr) 25.47 TN Load (lb/yr) 182.23 Total TP Load Reduction Required Ib r 17.90 Site Compliance Summary Total Runoff Volume Reduction (ft3) 4,605 Total TP Load Reduction Achieved (lb/yr) 13.87 Total TN Load Reduction Achieved (lb/yr) 69.29 Remaining Post Development TP Load (lb/yr) 11.60 Remaining TP Load Reduction (lb/yr) Required 4.03 ---------------------------- Drainage Area Summary D.A. A D.A. B D.A. C D.A. D D.A. E Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0.00 Managed Turf (acres) 6.84 1.23 0.00 0.00 0.00 8.07 Impervious Cover (acres) 9.41 0.71 0.00 0.00 0.00 10.12 Total Area (acres) 16.25 1.93 0.00 0.00 0.00 18.18 Drainage Area Compliance Summary D.A. A D.A. B D.A. C D.A. D D.A. E Total TP Load Reduced (lb/yr) 12.34 1.54 0.00 0.00 0.00 13.87 TN Load Reduced (lb/yr) 58.05 11.25 0.00 0.00 0.00 69.29 Drainage Area A Summary Land Cover Summa A Soils B Soils C Soils D Soils Total % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 2.30 4.54 0.00 0.00 6.84 42 Impervious Cover (acres) 1.05 8.36 0.00 0.00 9.41 58 p LTH F CRAIG W. J. KOTARSKI Lic. No. 0402048507 -,,6. 05-05-22 a. m E 0 0 rn � N N N C o > E w v E W 3 LL o 3 LL - K O L M Qa J U cn W J - W ~ ) X < C < 04 =v LO i N = V > Ui 0 0' N � M OJ J 16.25 BMP Selections 0 Managed Turf Impervious TP Load from Untreated TP Downstream BMP Treatment TP Removed TP Remaining Practice Credit Area Cover Credit 3 Upstream Load to Practice Treatment to be (acres) Area (acres) Volume (ft) Practices (Ibs) (Ibs) (Ib/yr) (Ib/yr) Employed Total Impervious Cover Treated (acres) 9.40 Total Turf Area Treated (acres) 6.27 Total TP Load Reduction Achieved in D.A. (lb/yr) 12.34 Total TN Load Reduction Achieved in D.A.(lb/yr) 58.05 Drainage Area B Summary Land Cover Summary A Soils B Soils C Soils D Soils Total % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 1.23 0.00 0.00 1.23 63 Impervious Cover (acres) 0.00 0.71 0.00 0.00 0.71 37 BMP Selections 1 1.93 Managed Turf Impervious TP Load from Untreated TP Downstream BMP Treatment TP Removed TP Remaining Practice Credit Area Cover Credit Upstream Load to Practice Treatment to be (acres) Area (acres) Volume (ft3) Practices fibs) fibs) (lb/yr) (lb/yr) Emploved Total Impervious Cover Treated (acres) 0.60 Total Turf Area Treated (acres) 0.90 Total TP Load Reduction Achieved in D.A.(lb/yr) 1.54 Total TN Load Reduction Achieved in D.A.(lb/yr) 11.25 t7 N z 0 x H z O d U m W 0 z O m > W LU � IQ) DATE 0210712022 DRAWN BY R. VAN NIEKERN DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE N/A zwL I --I a O2: w m a LL OO 0 0 U JOB NO. 46883 SHEET NO. C7.4 L r0 1 tr--^^ �J CRAIG`W 3. KOTARSK1 Y PROJECT: Rio Point Designed by: J. Danko PROJECT: Rio Point DESIGNED BY: J. Danko Lic. No. 0402048507 STORM SEWER DESIGN COMPUTATIONS LOCATION: HYDRAULIC GRADE LINE ANALYSIS �,6 05-05-22 COUNTY: Albemarle Checked by: C. Kotarski Checked: C. Kotarski ®'g STORM FREQUENCY 10 INCIDENCE PROBABILITY 10 Year Checked: UNITS ENGLISH °� E 0 N OV N c ¢ o > E w ai E w i 3 ¢ u o 3 K O L r n ¢ _j U w z w - ui O >oM C7 W N H w v � U �-i�¢ W u 0 oa Dv U) x N N z �U>UD O c '^ H n N w M a � W �°w 2 U 0 c0 � U x F ry ry w O w O Q O t1 z O O 222 454 15 0.77 53.25 0.01% 0.01 4.7 0.09 0 0 0 0 0 0 0 0.09 0.11 TRUE 0.06 454.07 459.03 OK 4.97 (n DATE � 0210712022 O } DRAWN BY R. VAN NIEKER • DESIGNED BY • J. DENKO • CHECKED BY C. KOTARSKI • • SCALE N/A 268 458.57 15 0 145.67 0.00% 0 0 0 0 0 0 0 0 0 0 0 0 TRUE 0 458.57 463.05 OK 4.48 701 702 10+28.66 700 10+00.00 0.000 0.000 0.000 0.116 0.116 0.000 8.901 1.032 440.670 439.500 28.663 0.041 15.000 Circular 14.135 0.000 6.728 0.071 702 440.5 15 1.03 28.66 0.02% 0.01 6.73 0.18 0 0 0 0 0 0 0 0.18 0 TRUE 0.09 440.59 445.5 OK 4.91 vJ Z � Q J z -J U ~ < J OwQ m U CL Q LL o O � Q 0 U C z 0 0 C/) JOB NO. 46883 SHEET NO. C7.5 DRAIN. RUNOFF CA TOTAL RAIN RUNOFF INVERT ELEVATIONS LENGTH PIPE FROM POINT TO POINT AREA "A" (3) COEFF. "C"CA (4) INLET TIME (7) FALL (8) QUPPER (9) of Pipe (12) SLOPE Ft./Ft. (13) SIZE (Dia.OrSlope Span/Rise)REMARKSAcreMinutesIn/firCFSFt. In.CFSFt./Ft. (14) SHAPE Capacity (15) Friction VEL Vn Ft/Sec (16) FLOW TIMENOREFERINCE Min.(1)(2) (17) (18) TCREALCACUM ADDTL END (10) LOWER END (11) STA. REFERINCE STA. 103 104 ]02 0.000 0.000 0.000 0.000 0.000 0.000 8.901 0.000 413.000 410.736 45.103 0.050 6.000 Circular 1.361 0.000 0.000 0.000 101 102 ]00 0.000 0.000 0.000 2.267 2.267 0.000 8.901 20.176 410.736 409.529 128.694 0.009 48.000 Circular 139.081 0.000 7.899 0.272 239 240 238 0.220 0.800 0.176 0.176 0.000 6.000 6.230 1.096 464.169 460.614 177.078 0.020 15.000 Circular 9.913 0.000 5.331 0.554 237 238 236 0.440 0.770 0.339 0.572 0.057 6.554 6.072 3.472 460.510 455.860 172.955 0.027 15.000 Circular 11.471 0.002 8.209 0.351 235 236 234 0.420 0.730 0.307 1.211 0.333 6.905 5.976 7.236 455.760 455.030 73.095 0.010 18.000 Circular 11.370 0.004 6.833 0.178 233 234 232 0.420 0.770 0.323 1.639 0.105 7.083 5.929 9.716 454.930 452.955 200.497 0.010 24.000 Circular 24.321 0.002 7.323 0.456 231 232 230 0.190 0.380 0.072 1.816 0.105 6.400 6.115 11.101 452.860 450.880 75.538 0.026 24.000 Circular 39.673 0.002 ]0.852 0.116 229 230 228 0.490 0.700 0.343 2.263 0.105 6.516 6.082 13.764 450.781 450.000 78.068 0.010 24.000 Circular 24.505 0.003 8.043 0.162 227 228 226 0.200 0.870 0.174 2.437 0.000 6.678 6.037 14.713 449.900 447.500 92.375 0.026 30.000 Circular 71.620 0.001 11.501 0.134 245a 246a 244 0.000 0.000 0.000 0.000 0.000 0.000 8.901 0.000 459.687 458.750 94.099 0.010 15.000 Circular 6.980 0.000 0.000 0.000 243 244 242 0.270 0.480 0.130 0.130 0.000 6.000 6.230 0.807 458.650 457.774 58.446 0.015 15.000 Circular 8.564 0.000 4.395 0.222 241 242 226 0.300 0.430 0.129 0.316 0.057 6.222 6.166 1.946 457.670 456.080 73.507 0.022 15.000 Circular 1Q.288 0.001 6.457 0.190 225 226 224 0.180 0.900 0.162 2.915 0.000 6.812 6.001 17.491 447.068 435.543 72.030 0.160 30.000 Circul 305 306 304 0.280 0.330 0.092 0.092 0.000 0.000 8.901 0.822 448.032 445.807 44.484 0.050 12.000 Circular 8.627 0.000 6.942 0.107 303 304 302 0.450 0.870 0.392 0.484 0.000 0.107 8.829 4.273 443.650 431.503 75.918 0.160 15.000 Circular 27.985 0.004 16.520 0.077 301 302 300 0.370 0.310 0.115 0.599 0.000 0.183 8.779 5.255 424.018 413.000 9L817 0.120 15.000 Circular 24.235 0.006 15.809 0.097 805 806 804 0.000 0.000 0.000 0.000 0.000 0.000 8.901 0.000 455.873 450.000 118.010 0.050 15.000 Circular 15.607 0.000 0.000 0.000 803 804 802 0.000 0.000 0.000 0.000 0.000 0.000 8.901 0.000 449.548 447.575 90.444 0.022 15.000 Circular 10.333 0.000 0.000 0.000 809 810 808 0.280 0.900 0.252 0.252 0.000 0.000 8.901 2.243 449.000 447.360 41.463 0.040 15.000 Circular 13.914 0.001 8.343 0.083 807 808 802 0.000 0.000 0.000 0.252 0.000 0.083 8.845 2.229 447.257 446.190 213.280 0.005 15.000 Circular 4.947 0.001 3.935 0.903 801 802 800 0.430 0.840 0.361 0.832 0.219 0.986 8.286 6.892 446.090 445.500 24.191 0.024 18.000 Circular 17.768 0.004 9.438 0.043 INLET OR INLET STATION OUTLET WATER SURFACE DIA. RPE Do DESIGN DISCH. Qo LENGTH RPE Lo FRICTION SLOPE Sfo FRICTION LOSS Hf JUNCTION LOSS FINAL H Inlet Water Su Rim Comments Vo He Qi Vi QiVi Vi*2/2g Hi Angle FIB Ht 1.3 Ht 0.5 Ht 202 422.52 36 41.46 51.62 0.33% 0.17 15.37 0.92 28.13 25.99 731.1 10.49 3.67 96.1 1.64 6.23 0 TRUE 3.28 425.8 429.8 OK -3.99 224 422.78 36 28.13 44 0.15% 0.07 25.99 2.62 17.49 23.09 403.84 8.28 2.9 63.1 4.64 10.15 0 TRUE 5.14 427.92 447.38 OK -19.46 226 437.54 30 17.49 72.03 0.15% 0.11 23.09 2.07 14.71 11.5 169.22 2.05 0.72 28.88 0.72 3.51 0 TRUE 1.87 439.41 462.56 OK -23.15 228 449.5 30 14.71 92.38 0.11% 0.1 11.5 0.51 13.76 8.04 110.71 1 0.35 70.32 0.61 1.48 0 TRUE 0.84 450.34 461 OK -10.66 230 451.E 24 13.76 78.07 0.32% 0.25 8.04 0.25 11.1 10.85 120.47 1.83 0.64 68.49 1.12 2.01 0 TRUE 1.25 452.85 460.5 OK -7.65 232 452.85 24 11.1 75.54 0.21% 0.15 10.85 0.46 9.72 7.32 71.15 0.83 0.29 91.83 0.58 1.33 0 TRUE 0.82 453.67 460.33 OK -6.66 234 454.56 24 9.72 200.5 0.16% 0.32 7.32 0.21 7.24 6.83 49.44 0.72 0.25 86.01 0.51 0.97 0 TRUE 0.8 455.35 462.38 OK -7.03 236 456.23 18 7.24 73.09 0.40% 0.3 6.83 0.18 3.47 8.21 28.5 1.05 0.37 3.99 0 0.55 0.71 TRUE 0.65 456.88 463.43 OK -6.54 238 456.88 15 3.47 172.95 0.25% 0.43 8.21 0.26 1.1 5.33 5.85 0.44 0.15 22.51 0.13 0.55 0.71 TRUE 0.78 457.66 465.59 OK -7.93 240 461.61 15 1.1 177.08 0.02% 0.04 5.33 0.11 0 0 0 0 0 0 0 0.11 0.14 TRUE 0.12 461.73 468.84 OK -7.11 204 425.8 30 15.96 381.24 0.13% 0.49 12.29 0.59 12.47 21.44 267.33 7.14 2.5 73.9 4.35 7.44 0 TRUE 4.21 430.02 438.01 OK -8 206 434.E 24 12.47 49.35 0.26% 0.13 21.44 1.78 12.03 7.78 93.6 0.94 0.33 27.68 0.33 2.44 0 TRUE 1.35 435.95 458.47 OK -22.52 208 452.2 24 12.03 47.25 0.24% 0.11 7.78 0.24 10.87 7.58 82.41 0.89 0.31 41.2 0.38 0.93 0 TRUE 0.58 452.78 459.1 OK -6.33 210 452.78 24 10.87 116.82 0.20% 0.23 7.58 0.22 9 7.15 64.39 0.79 0.28 0 0 0.5 0 TRUE 0.48 453.26 460 OK -6.74 212 453.64 18 9 131.67 0.63% 0.82 7.15 0.2 8.19 6.1 49.95 0.58 0.2 0.96 0 0.4 0 TRUE 1.02 454.67 461.4 OK -6.73 214 455.06 18 8.19 234.12 0.52% 1.21 6.1 0.14 6.41 9.01 57.78 1.26 0.44 44.04 0.54 1.13 1.47 TRUE 1.94 457 460.51 OK -3.5 216 457.03 15 6.41 25.46 0.84% 0.21 9.01 0.32 5.25 8.25 43.36 1.06 0.37 45 0.53 1.21 0 TRUE 0.82 457.85 460.96 OK -3.11 218 457.85 15 5.25 191.78 0.56% 1.08 8.25 0.26 2.27 5.82 13.24 0.53 0.18 0 0 0.45 0.58 TRUE 1.37 459.22 464.98 OK -5.76 220 461.7 15 2.27 203.45 0.11% 0.21 5.82 0.13 0 0 0 0 0 0 0 0.13 0.17 TRUE 0.3 462 467.97 OK -5.97 248 433.1 15 2.05 142.53 0.09% 0.12 9.24 0.33 2.1 3.88 8.14 0.23 0.08 54.82 0.12 0.53 0 TRUE 0.39 433.49 446.25 OK -12.76 250 441.29 15 2.1 125.32 0.09% 0.11 3.88 0.06 0 0 0 0 0 0 0 0.06 0 TRUE 0.14 441.44 445.25 OK -3.81 252 435.9 18 10.88 114.23 0.91% 1.04 20.5 1.63 7.21 11.37 82 2.01 0.7 57.19 1.12 3.46 0 TRUE 2.77 438.67 461.73 OK -23.06 254 452.68 18 7.21 47.98 0.40% 0.19 11.37 0.5 7.33 5.17 37.9 0.42 0.15 35.4 0.18 0.83 0 TRUE 0.61 453.29 462.51 OK -9.22 256 461.26 18 7.33 102.32 0.41% 0.42 5.17 0.1 0 0 0 0 0 0 0 0.1 0 TRUE 0.48 461.74 464.26 OK -2.53 258 461.74 15 0 154.42 0.00% 0 0 0 0 0 0 0 0 0 0 0 0 TRUE 0 461.74 466.66 OK -4.93 260 461.74 15 0 136.76 0.00% 0 0 0 0 0 0 0 0 0 0 0 0 TRUE 0 461.74 465.12 OK -3.38 270 461.74 15 0 23.33 0.00% 0 0 0 0 0 0 0 0 0 0 0 0 TRUE 0 461.74 463.12 OK -1.38 282 461.74 15 0 192.28 0.00% 0 0 0 0 0 0 0 0 0 0 0 0 TRUE 0 461.74 465.26 OK -3.53 284 461.74 15 0 89.07 0.00% 0 0 0 0 0 0 0 0 0 0 0 0 TRUE 0 461.74 464.5 OK -2.77 262 452.48 15 2.58 70.39 0.14% 0.1 4.08 0.06 1.5 8.64 12.94 1.16 0.41 46.84 0.58 1.05 1.36 TRUE 0.78 453.26 459.74 OK -6.48 264 456.71 15 1.5 90.37 0.05% 0.04 8.64 0.29 0 0 0 0 0 0 0 0.29 0 TRUE 0.19 456.9 462.69 OK -5.79 266 458.52 15 0 100.46 0.00% 0 0 0 0 0 0 0 0 0 0 0 0 TRUE 0 458.52 462.77 OK -4.25 242 457.08 15 1.95 73.51 0.08% 0.06 6.46 0.16 0.81 4.4 3.55 0.3 0.1 90.19 0.21 0.48 0.62 TRUE 0.37 457.45 462.73 OK -5.28 244 458.77 15 0.81 58.45 0.01% 0.01 4.4 0.07 0 0 0 0 0 0 0 0.07 0.1 TRUE 0.06 458.83 464.53 OK -5.7 246a 459.75 15 0 94.1 0.00% 0 0 0 0 0 0 0 0 0 0 0 0 TRUE 0 459.75 464.44 OK -4.69 302 422.52 15 5.25 91.82 0.56% 0.52 15.81 0.97 4.27 16.52 70.58 4.24 1.48 9.23 0.55 3 0 TRUE 2.02 424.54 436.34 OK -11.8 304 432.5 15 4.27 75.92 0.37% 0.28 16.52 1.06 0.82 6.94 5.71 0.75 0.26 23.79 0.22 1.55 2.01 TRUE 1.29 433.79 453.79 OK -20 306 446.61 12 0.82 44.48 0.05% 0.02 6.94 0.19 0 0 0 0 0 0 0 0.19 0.24 TRUE 0.14 446.75 452.5 OK -5.75 802 446.7 18 6.89 24.19 0.37% 0.09 9.44 0.35 2.23 3.93 8.77 0.24 0.08 90 0.17 0.6 0.78 TRUE 0.48 447.18 454.84 OK -7.66 804 448.57 15 0 90.44 0.00% 0 0 0 0 0 0 0 0 0 0 0 0 TRUE 0 448.57 457.29 OK -8.72 806 451 15 0 118.01 0.00% 0 0 0 0 0 0 0 0 0 0 0 0 TRUE 0 451 463.61 OK -12.61 808 447.19 15 2.23 213.28 0.10% 0.22 3.93 0.06 2.24 8.34 18.71 1.08 0.38 43.44 0.46 0.9 0 TRUE 0.67 447.86 451.32 OK -3.46 810 448.36 15 2.24 41.46 0.10% 0.04 8.34 0.27 0 0 0 0 0 0 0 0.27 0.35 TRUE 0.22 448.58 453.12 OK -4.55 L_ SITE OUTFALL PEAK FLOW ANALYSIS DRAINAGE AREA NAME TOTAL AREA (AC) Tc (MIN) ON PEAK FLOW RATE (CFS) RUNOFF VOLUME (AC FT) Pre Developed Onsite Drainage Area 1 10.72 9.1 56 1.58 20.65 0.167 3.84 6.8 61 1.79 10.93 0.103 Pre Developed Onsite Drainage Area 2 3.90 6.4 56 0.65 8.48 0.061 Pre Developed Onsite Drainage Area 3 4.35 6.4 60 1.78 11.90 0.106 Pre Developed Offsite Drainage Area- Rio Commons 0.26 6.0 1 98 1 1.07 1.98 0.056 Pre Developed Offsite Drainage Area- Road Post Developed Onsite Drainage Area 1A to OF 1 Post Developed Onsite Drainage Area 113to OF 1 Post Developed Onsite Drainage Area 2A to OF 2 Post Developed Onsite Drainage Area 1C to OF 1 Post Developed Onsite Drainage Area 213to OF 2 Post Developed Onsite Drainage Area 2C to OF 2 Offsite area to pond Rio Commons to OF 1 Pre Developed Offsite Drainage Area- Road 1.16 1 6.0 86 1 3.35 7.59 1 0.163 14.50 9.4 80 28.55 74.83 1.538 1.50 8.7 76 2.48 7.21 0.129 0.59 6.3 48 0.00 0.65 0.003 0.43 6.0 70 0.53 1.85 0.026 1 0.28 6.0 61 0.00 0.00 0 4.35 6.0 74 6.92 20.91 0.336 0.26 1 6.0 98 1.07 1.98 0.056 COMBINED POST DEVELOPMENT FLOW TO OUTFALL 1 1 0.47 20.32 2.08 COMBINED POST DEVELOPMENT FLOW TO OUTFACE 2 1 0.76 2.37 0.16 RISER TOP ELEV. 422.00 ELEV. 417.00 ELEV. 410.74 DI-1 RISER STRUCTURE 102 DETAIL No Scale 100 YR WSE 423.98 10 YR WSE 422.52 _1YRWSE 421.05 DIA ORIFICE _EV. 417.00 48" DIA CULVERT ELEV. 410.74 ' SUMP 3'XT AGAINST NICER ORIFICE FOR DEBRIS SEDIMENT AND CLEAN OUT. /1fi HOLES AS SHOWN 7(TYP.) -1 1/2" X 1 1/2" X 1/$ STEEL ANOLE 1 1/2" X Ile STEEL STOCK WELDED TO BASE AS SHOWN GENERAL NOTES FOR TRASH RACK 1. STEEL TO CONFORM TO ASTM A-36. 2. ALL SURFACES OF TRASH RACK(S) MUST BE HOT DIPPED GALVANIZED AFTER FABRICATION. 3. TRASH RACK(S) TO BE FASTENED TO WALL WITH 1/2" MASONRY ANCHORS. TRASH RACK(S) TO BE REMOVABLE. 4. TRASH RACK(S) TO BE CENTERED HORIZONTALLY OVER THE OPENING. 5. FABRICATOR MAY MODIFY COMPONENTS OF TRASH RACK FRAME TO IMPROVE CONSTRUCTABILITY OF TRASH RACK. MODIFICATIONS MUST BE APPROVED BY MCDPS PRIOR TO FABRICATION. ORIFICE TRASH RACK DETAIL DETAIL TAKEN FROM MONTGOMERY COUNTY, MD WATER RESOURCES SPECIFICATIONS OUTFALL 1 ENERGY ROVEM NTFACE CHANNEL PROTECTION AND FLOOD PROTECTION CALCULATIONS IMPROVEMENT FACTOR 0.800 CHANNEL PROTECTION (ENERGY BALANCE) -1 YR Ql YR POST-DEV TOTAL = IF * (Ql YR PRE-DEV * RV, YR PRE-DEV)1RV1 YR POST-DEV + Ql YR OFFSITE 0.47 CFS <- 0.800 * ( 1.58 * 0.17 ) / 2.08 + 1.07 0.47 CFS <- 1.17 CFS OK FLOOD PROTECTION- 10 YR Detained in Bi orete nti on 1A a nd the Wet Ponc Q10 YR POST-DEVTOTAL = Q10 YR PRE-DEV Detained in the Wet Pond Detained in Bioretention 2A Undetained area to outfall 1 20.32 CFS <- 20.65 CFS 20.32 CFS 5 20.65 CFS Undetained area to outfall 2 OK Undetained area to sheetflow Detained in the Wet Pond OUTFALL 2 Detained in the Wet Pond CHANNEL PROTECTION AND FLOOD PROTECTION CALCULATIONS CHANNEL PROTECTION (ENERGY BALANCE) -1 YR QI YRPOST-DEVTOTAL = IF * (QI YRPRE-DEV * RV, YR PRE-DEV)/RVIYRPOST-DEV 0.76 CFS <- 0.800 * ( 1.79 * 0.10 ) / 0.16 0.76 CFS <- 0.95 CFS OK FLOOD PROTECTION -10 YR Q10 YR POST-DEV TOTAL = Q10 YR PRE-DEV 2.37 CF5 <- 10.93 CFS 2.37 CFS <- 10.93 CFS OK Table 14.6. Tvnical Wet Pond Maintenance Tasks and Frequencv Maintenance Items' Frequency' • Remove debris and blockages Quarterly or after major storms • Repair undercut, eroded, and bare soil areas (>1 inch of rainfall) • Mowing embankment Twice a year • Shoreline cleanup to remove trash, debris and floatables • A full maintenance inspection Annually • Open up the riser to access and test the valves • Repair broken mechanical components. if needed • Pond buffer and aquatic bench reinforcement plantings One time -during the second year following construction • Forebay Sediment Removal Every 5 to 7 years • Re air i es, the riser andspillway, as needed From 5 to 25 years 'Maintenance items and required frequency should be verified with local requirements 100-YR ELEV. 423.98 CREST ELEV. 422.00' STIR NUMBER: 102 DI-1 RISER W/ ANTI -VORTEX DEVICE INV OUT 410.74' (48" RCP) 3" ORIFICE W/ TRASHRACK 417.00' PERMANENT POOL ELEV. 417.00' POND BOTTOM 413.00' 2.02' FR 8'DIA.X1.5' CONC. BASE TOP OF DAM = 426.00 �8'� PIPE NUMBER: 101 48" OUTLET PIPE BED fj" IN CONCRETE NOTES: 1. TRASH RACK TO BE INSTALLED ON 3" ORIFICE AS SHOWN ON DETAIL ON THIS SHEET OR APPROVED EQUAL. 2. IMPERVIOUS CORE AND CUTOFF TRENCH SHOWN FOR INFORMATIONAL PURPOSES ONLY. FINAL DESIGN TO BE PROVIDED BY GEOTECHNICAL ENGINEER. 3. WARNING SIGNS PROHIBITING SWIMMING MUST BE POSTED 4. AQUATIC AND SAFETY BENCHES ARE NOT REQUIRED FOR PONDS WITH DEPTHS <4' 5. POND EMBANKMENT TO BE STABILIZED WITH TURF. NO OTHER PLANTINGS ARE PROPOSED WITHIN POND FOOTPRINT. WATER QUALITY VOLUME WQV REQUIRED: 23,158 CIF WET STORAGE VOLUME PROVIDED: 27,179 CIF CONVERSION FROM SEDIMENT BASIN TO WET POND: • CONVERT SEDIMENT BASIN TO WET POND ONLY AFTER ALL UPSTREAM DRAINAGE AREAS HAVE BEEN STABILIZED • FLUSH AND CLEAR ALL ON -SITE PAVING AND STORM DRAIN PIPE OF ANY SEDIMENTS • DE -WATER AND DREDGE BASIN • RE -GRADE AREAS TO ACHIEVE FINAL PROPOSED ELEVATIONS • REPAIR/CLEAN ALL RIP RAP OUTFLOW PROTECTION AREAS TO BE FREE AND CLEAR OF SEDIMENT • CONVERT RISER STRUCTURE FROM SEDIMENT BASIN DESIGN TO FINAL POND RISER DESIGN COMPACTION TESTS SHOULD BE PERFORMED REGULARLY THROUGHOUT THE EMBANKMENT CONSTRUCTION. • TYPICALLY, ONE TEST PER 5,000 SQ. FT. ON EACH LAYER OF FILL OR AS DIRECTED BY THE GEOTECHNICAL ENGINEER. • USE EITHER A STANDARD PROCTOR TEST (ASTM D698) OR A MODIFIED PROCTOR TEST (ASTM D1557 - USUALLY MORE APPROPRIATE FOR EARTHEN DAMS). • A NEW PROCTOR TEST IS REQUIRED IF THE MATERIAL CHANGES FROM THAT PREVIOUSLY TESTED. • THE ENGINEER SHOULD CERTIFY, ATTHE TIME OF CONSTRUCTION, THAT EACH FILL LAYER MEETS THE MINIMUM DENSITY. A GEOTECHNICAL OR CONSTRUCTION INSPECTOR SHOULD BE ON SITE DURING EMBANKMENT CONSTRUCTION TO DO THE FOLLOWING: • TEST FILL COMPACTION • OBSERVE FOUNDATION PREPARATION. • OBSERVE PIPE INSTALLATION. • OBSERVE RISER CONSTRUCTION. • OBSERVE FILTER INSTALLATION, ETC. IMPERVIOUS CORE AND CUTOFF TRENCH 1-YR ELEV = 421.05 10-YR ELEV = 422.52 100-YR ELEV = 423.98 o'C.B.N.I.T. morrowNatural Resources Toi- " 4= Chesapeake Bay Nutrient Land Trust, LLC. r January 7, 2022 I Timmons Group ATTN: Jessica Denko, P.E. 608 Preston Avenue, Suite 200 Charlottesville, VA 22903, RE: CBNLT/Reynolds Farm Nutrient Facility - Nutrient Credit Availability Project Reference: Rio Point, Albemarle County Dear Ms. Denko, h This letter is to confirm the availability of authorized nutrient credits sufficient to meet your project requirements at our Reynolds Farm nutrient facility, which is registered with the Virginia Department of Environmental Quality (DEQ). These nutrient credits are generated and managed under the terms of the Reynolds Farm Nutrient Reduction Implementation Plan dated October 16, 2019 which was authorized by VADEQ on December 1, 2020. The Reynolds Farm project has been authorized to provide nutrient credits for use in the James River watershed including HUCs 02080201, 02080202, 02080203, 02080204, 02080205 and 02080207. These credits are transferable to those entities regulated under DEQ's Stormwater Management Program in accordance with VA Code § 62.1-44.15:35. Currently the Reynolds Farm facility has 133.11 pounds of phosphorus credits available and will be able to meet the phosphorus removal requirement for your project. If we can provide further assistance please feel free to contact our office. i Sincerely, Chesapeake Bay Nutrient Land Trust, LLC By Its Manager f EarthSource Solutions, Inc. Scotto. Re & r Scott A. Reed Vice President Chesapeake Bay Nutrient Land Trust, LLC. • 5735 S. Laburnum Avenue Richmond,VA 23231,f! P: 804.222.5114 *`www.cbnit.com n AOl^kl MA0v C1 =%/. A49l1 FOREBAY BOTTOM 413.00' FOREBAY CROSS SECTION DETAIL STR NUMBER: 100 EW-1 Fu CRATG W. Jr. KOTARSKT Lic. No. 0402048507 .,,b. 05-05-22 a. n E 0 N OV N > E W a; E < w i 3 ¢ M. 3 0 U. t� K O L Q J U W W J -N d N N v E H �x _ N = U > a c rn O ^, � M a� W J V] � E Z O a iY U U1 W 0 Z O > W A- w i OU 2 1 F Q 0 DATE 0210712022 DRAWN BY VAN NIEK DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE N/A Z O > Q J z Lu ~ � U J OwQ ^ LL m Q U O LL ~ Q U 0 F_ U) LEVEL 1 WET POND No Scale L H JOB NO. 46883 SHEET NO. C7.6 VA DCR SPECIFICATION NO. 9 MAINTENANCE 9.1. Maintenance Agreements Pre -Construction Meeting The Virginia Stormwater Management regulations (4 VAC 50-60) specify the circumstances under ❑ Pre -construction meeting with the contractor designated to install the bioretention which a maintenance agreement must be executed between the owner and the VSMP authority, practice has been conducted. and sets forth inspection requirements, compliance procedures if maintenance is neglected, ❑ Identify the tentative schedule for construction and verify the requirements and schedule notification of the local program upon transfer of ownership, and right -of -entry for local program for interim inspections and sign -off. personnel. ❑ Subsurface investigation and soils report supports the placement of an bioretention • All bioretention practices must include a long term maintenance agreements consistent with practice in the proposed location. the provisions of the VSMP regulations, and must include the recommended maintenance tasks ❑ Impervious cover has been constructed/installed and area is free of construction and a copy of an annual inspection checklist. equipment, vehicles, material storage, etc. • When micro -scale bioretention practices are applied on private residential lots, homeowners should be educated regarding their routine maintenance needs by being provided a simple ❑ All pervious areas of the contributing drainage areas have been adequately stabilized with document that explains their purpose and routine maintenance needs.. a thick layer of vegetation and erosion control measures have been removed. • A deed restriction, drainage easement or other mechanism enforceable by the VSMP authority ❑ Area of bioretention practice has not been impacted during construction. must be in place to help ensure that rain gardens and bioretention filters are maintained and not converted or disturbed, as well as to pass the knowledge along to any subsequent owners. ❑ Stormwater has been diverted around the area of the bioretention practice and perimeter • The mechanism should, if possible, grant authority for the VSMP authority to access the erosion control measures to protect the facility during construction have been installed. . property for inspection or corrective action. Excavation 9.2. First Year Maintenance Operations ❑ Compare the bioretention surface and invert design elevations with the actual constructed elevations of the inflow and outlet inverts and adjust design elevations as needed. Successful establishment of bioretention areas requires that the following tasks be undertaken in ❑ Area of bioretention excavation is marked and the size and location conforms to plan. the first year following installation: • Initial inspections. For the fast 6 months following construction, the site should be inspected ❑ If the excavation area has been used as a sediment trap: verify that the bottom elevation at least twice after storm events that exceed 1/2 inch of rainfall. of the proposed stone reservoir is lower than the bottom elevation of the existing trap. • Spot Reseeding. Inspectors should look for bare or eroding areas in the contributing drainage area or around the bioretention area, and make sure they are immediately stabilized with grass ❑ For Level 2 bioretention, ensure the bottom of the excavation is scarified prior to cover. placement of stone. VA DCR SPECIFICATION NO. 9 SOIL MEDIA SPECIFICATIONS Filter Media Filter Media to contain: • 80% - 90% sand The volume of filter media based on 110% Composition • 10 k-20% soil fines of the plan volume, to account for settling 3%-5% organic matter or compaction. Available P between L+ and M per Filter Media DCR 2005 Nutrient Management The media should be certified by the Testing Criteria. supplier. Mulch Layer Use aged, shredded hardwood bark Lay a 2 to 3 inch laye mulch or stable coarse compost filter bed. Alternative Use river stone or pea gravel, coir and Lay a 2 to 3 inch lays Surface Cover jute matting, or turf cover. growth. Loamy sand or sandy loam texture, Top Soil with less than 5% clay content, pH 3 inch surface depth. For Turf Cover corrected to between 6 and 7, and an 24" NYLOPLAST BASIN WITH DOME GRATE CLEANOUT TOP = 445.5' RAMP SOIL TO LIP OF OVERFLOW STRUCTURE MIN SLOPE 3:1 BOTTOM OF IORETENTION BASIN BASIN 445.0' 445.0' on the surface of the 3" HARDWOOD BARK MULCH BOTTOM ELEV 444.75 of to suppress weed 48" BIOFILTER MIX BOTTOM ELEV 440.75' 3" NO. 8 STONE BOTTOM ELEV 440.5' 39" NO. 57 STONE Use a non -woven geotextile fabric with Apply only to the sides and directly above Geotextile/Liner a flow rate of > 110 gal./min./sq. ft. the underdrain. For hotspots and certain (e.g., Geotex 351 or equivalent) karat sites only, use an appropriate liner on bottom. Choking Layer Lay a 2 to 4 inch layer of sand over a 2 inch layer of choker stone (typically #8 or #89 washed gravel), which is laid over the underdrain stone. Stone Jacket for Underdrain 1 inch stone should be double -washed 12 inches for the underdrain; and/or Storage and clean and free of all fines e. ( g" 12 to 18 inches for the stone storage layer, Laver VDOT t157 stone). ifneeded Use 6 inch rigid schedule 40 PVC pipe Lay the perforated pipe under the length of Underdrains, (or equivalent corrugated HOPE for the bioretention cell, and install non- Cleanouts, and micro-bioretention), with 3/8-inch perforated pipe as needed to connect With Observation perforations at 6 inches on center, the storm drain system. Install T's and Y's Wells position each underdrain on a 1% or as needed, depending on the underdrain 2% slope located nor more than 20 feet configuration. Extend cleanout pipes to the • Fertilization. One-time, spot fertilization may be needed for initial plantings. mstall e y excavating or augenng (usmg a auger or s mar ooown o e Plant one tree per square feet Establish plant materials as specified in the • Watering. Watering is needed once a week during the first 2 months, and then as needed during ❑ Subgrade surface is free of rocks and roots and large voids. An voids should be refilled . 8e Y min inch feet on -center, minimum 1 inch landscaping plan and the recommended first growing season (April -October), depending on rainfall. with the base aggregate to create a level surface for the placement of aggregates and caliper). plant list. pl general, plant spacing must be sufficient • Remove and replace dead plants. Since up to 10% of the plant stock may die off in the first underdrain (if required). Shrubs a minimum of 30 inches high to ensure the plant material achieves 80% ear, construction contracts should include a care and replacement Warranty to ensure that Y � eP tY planted a minimum of 10 feet on- cover in the proposed planting areas within vegetation is properly established and survives during the first growing season following ❑ No groundwater seepage or standing water is present. Any standing water is dewatered to Plant Materials center. a 3-year period. construction. The typical thresholds below which replacement is required are 85% survival of an acceptable dewatering device. Plant ground cover plugs at 12 to 18 inches on -center; Plant container- If seed mixes are used, they should be from o plant material and 100 /o survival of trees. ❑ Excavation of the bioretention practice has achieved proper grades and the required plants at 16 to 24 inches on- grown P a qualified supplier, q should be appropriate for stormwater basin applications, and 9.3. Maintenance Inspections geometry anelevations wbottom o d elevatiithout compacting the bottf the excavation. center, depending on the initial plant size and how large it will grow. should consist of native species (unless the seeding is to establish maintained tort). It is highly recommended that a spring maintenance inspection and cleanup be conducted at each ❑ Certification of Excavation Inspection: Inspector certifies the successful completion of Available Soil Phosphorus (P). Plant -available soil P should be within the range of Low' (L+) bioretention area. The following is a list of some of the key maintenance problems to look for: the excavation steps listed above. to Medium M as defined in Table 2.2 of DCR 2005 Virginia Nutrient Management ( ) ( ) g g • Check to see if 75% to 90% cover (mulch plus vegetative cover) has been achieved in the bed, Filter Layer, Underdrain, and Stone Reservoir Placement Standards and Criteria. For the Mehlich I extraction procedure this equates to a range of 5 and measure the depth of the remaining mulch. El All aggregates, including, as required, the filter layer (choker stone &sand), the atone to 15 mg/kg P or 18 to 40 mg/kg P for the Mehlich III procedure. • Check for sediment buildup at curb cuts, gravel diaphragms or pavement edges that prevents flow from getting into the bed, and check for other signs of bypassing. reservoir layer or infiltration sump conform to specifications as certified by quarry. The filter media should contain sufficient plant available P to support initial plant • Check for any winter- or salt -killed vegetation, and replace it with hardier species. ❑ Underdrain size and perforations meet the specifications. establishment and plant growth, but not serve as a significant source of P for long term • Note presence of accumulated sand, sediment and trash in the pre-treatment cell or filter beds, leaching. The media must also be relatively loose and non -compacted to allow for adequate and remove it. ❑ For Level 2 installations: placement of filter layer and initial lift of stone reservoir layer inter -connected porosity to meet the required permeability (Ksat) specification. Saxton et al. • Inspect bioretention side slopes and grass filter strips for evidence of any rill or gully erosion, aggregates with underdrain or infiltration sump, spread (not dumped) to avoid aggregate (1986) estimated generalized bulk densities and soil -water characteristics from soil texture and repair it. segregation; or assumptions. The expected bulk density of the loamy sand soil composition described above • Check the bioretention bed for evidence of mulch flotation, excessive ponding, dead plants or ❑ Impermeable liner, when required, meets project specifications and is placed in should be in the range of 1.6 to 1.7 g/cmJ. concentrated flows, and take appropriate remedial action. accordance with manufacturers specifications. Soil porosity is the fraction of a volume of soil material t is not solid, also referred to as the void space. As the volume of fines, defined as either clay particles (less than 2 microns, or 0.002 • Check inflow points for clogging, and remove any sediment • Look for any bare soil or sediment sources in the contributing drainage area, and stabilize them ❑ Sides of excavation covered with geotextile, when required, prior to placing stone mm) p or silt articles(between 2 and 50 microns or 0.002 and 0.05 mm) within a given soil mix immediately. reservoir aggregate; no tears or holes, or excessive wrinkles are present. is increased, there is a possibility that those fines may be flushed or migrate downward through • Check for clogged or slow -draining soil media, a crust formed on the top layer, inappropriate ❑ Placement of underdrain, observation wells, and underdrain fittings (45 degree wyes, cap the soil mix with each runoff event and eventually fill or otherwise clog the void space randomly soil media, or other causes of insufficient filtering time, and restore proper filtration at the upstream end, etc.) are in accordance with the approved plans. throughout the mix and create preferential flow paths. In the short term this can lead to short characteristics. circuiting and reduced volume reduction and pollutant removal, and in the long term may clog ❑ Elevations of underdrain and outlet structure are in accordance with approved plans, or as the soil layer. This tendency is offset by addition and maintenance of appropriate amounts of Example maintenance inspection checklists for Bioretention areas can be accessed in Appendix C adjusted to meet field conditions. soil organic matter which binds soil fines into larger non -mobile aggregates. of Chapter 9 of the Virginia Stormwater Management Handbook (2010). ❑ Placement of remaininglift of stone reservoir layer as needed to achieve there required Ye q • General Filter Media Physical Composition. The mineral soil texture of the bioretention soil 9.4. Routine and Non -Routine Maintenance Tasks reservoir depth. mix should be loamy coarse sand with no more than 10% clay, no more than 20% silt + clay ❑ Certification of Filter Layer and Underdrain Placement Inspection: Inspector and at least 75% of the sand fraction should be coarse or very coarse sand. Maintenance of bioretention areas should be integrated into routine landscape maintenance tasks. If landscaping contractors will be expected to perform maintenance, their contracts should contain certifies the successful completion of the filter layer and underdrain placement steps p Y p teP • To allow for appropriate Cation Exchange Capacity (CEC) and nutrient removal, the mix specifics on unique bioretention landscaping needs, such as maintaining elevation differences listed above. should contain at least 10% soil fines (silt + clay) while meeting the overall texture needed for ponding, proper mulching, sediment and trash removal, and limited use of fertilizers Bioretention Soil Media Placement specification above. The particle size analysis must be conducted on the mineral fiaction only and pesticides. A customized maintenance schedule must be prepared for each bioretention ❑ Soil media is certified by supplier or contractor as meeting the project specifications. or following appropriate treatments to remove organic matter before particle size analysis. facility, since the maintenance tasks will differ depending on the scale of bioretention, the landscaping template chosen, and the type of surface cover. A generalized summary of common • The Filter Media should contain 3% to 5% organic matter by conventional Walkley-Black soil maintenance tasks and their frequency is provided in Table 9.9. ❑ Soil media is placed in 12-inch lifts to the design top elevation of the bioretention area. organic matter determination method or similar analysis. Soil organic matter is expressed on a Elevation has been verified after settlement (2 to 4 days after initial placement). dry weight basis and does not include coarse particulate (visible) components. • The overall particle size distribution of the mix will vary since the sand fraction may contain The most common non -routine maintenance problem involves standing water. If water remains on the surface for more than 48 hours after a storm, adjustments to the grading may be needed or ❑ Side slopes of ponding area are feathered back at the required slope (no steeper than some finer sizes as will native topsoils if utilized. As stated previously, the goal of the mixture underdrain repairs may be needed. The surface of the filter bed should also be checked for 3H:1 V). is to achieve the desired constant head permeability. Therefore, the filter media composition accumulated sediment or a fine crust that builds up after the first several storm events. There are noted above serves as the target recipe for the three ingredients, while the ultimate performance several methods that can be used to rehabilitate the filter (try the easiest things first, as listed ❑ Certification of Soil Media Placement Inspection: Inspector certifies the successful goal is to achieve a verified soil permeability or hydraulic conductivity (Ksat) of 1 to 2 inches below): completion of the soil media steps listed above. per hour (or 30 to 60 cm/day). • Open the underdrain observation well or cleanout and pour in water to verify that the underdrains are functioning and not clogged or otherwise in need of repair. The purpose of this • The following is the recommended composition of the three media ingredients: check is to see if there is standing water all the way down through the soil. If there is standing water on top, but not in the underdrain, then there is a clogged soil layer. If the underdrain and Pretreatment and Plant Installation o Sand shall consist of silica based coarse aggregate, angular or round in shape and meet stand pipe indicates standing water, then the underdrain must be clogged and will need to be the mixture grain size distribution below. No substitutions of alternate materials such snaked ❑ Placement of energy dissipators and pretreatment practices (forebays, gravel diaphragms, as diabase, calcium carbonate, rock dust or dolomitic sands are accepted. In particular, • Remove accumulated sediment and till 2 to 3 inches of sand into the upper 8 to 12 inches of etc.) are installed in accordance with the approved plans. mica can make up no more than 5% of the total sand fraction. The sand fraction may soil. ❑ also contain a limited amount of particles > 2.0 mm and < 9.5 mm per the table below, • Install sand wicks from 3 inches below the surface to the underdrain layer. Sand wicks can be Riser, overflow weir, or other outflow structure is set to the proper elevation and but the overall sand fraction must meet the specification of >75% being coarse or very d b iil tree l) d 1 t t th functional; m. coarse sand. grave storage zone to create vertical columns which are then filled with a clean open -graded coarse ❑ External bypass structure is built in accordance with the approved plans. sand material (coarse sand mix similar to the gradation used for the soil media). A sufficient number of wick drains of sufficient dimension should be installed to meet the design ❑ Appropriate number and spacing of plants are installed in accordance with the approved dewatering time for the facility. plans. • Last resort - remove and replace some or all of the soil media. ❑ All erosion and sediment control practices have been removed. Table 9.8. Suggested Annual Maintenance Activities for Bioretention Maintenance Tasks Frequency • Mowing of grass filter strips and bioretention turf cover At least 4 times a year • Sot weeding. erosion repair, trash removal, and mulch raking Twice during growing season • Add reinforcement planting to maintain desired the vegetation density As needed • Remove invasive plants using recommended control methods • Stabilize the contributing drainage area to prevent erosion • Spring inspection and cleanup • Supplement mulch to maintain a 3 inch layer Annually • Prune trees and shrubs • Remove sediment in re -treatment cells and inflow points Once every 2 to 3 years • Replace the mulch layer Every 3 years ❑ Follow-up inspection and as -built survey/certification has been scheduled. ❑ GPS coordinates have been documented for all bioretention practice installations on the parcel. Sieve Size % Passing 3/8 in 9.50 mm 100 No. 4 4.75 mm 95 to 100 No. 8 2.36 mm 80 to 100 No. 16 1.18 mm 45 to 85 No. 30 0.6 mm 15 to 60 No. 50 0.3 mm 3 to 15 No. 100 0.15 mm 0 to 4 Effective Particle size (D10) > 0.3mm Uniformity Coefficient 60/D 10 < 4.0 o Topsoil is generally defined as the combination of the other ingredients referenced in the bioretention soil media: sand, fines (silt and clay), and any associated soil organic matter. Since the objective of the specification is to carefully establish the proper blend of these ingredients, the designer (or contractor or materials supplier) must carefully select the topsoil source material in order to not exceed the amount of any one ingredient. Generally, the use of a topsoil defined as a loamy sand, sandy loam, or loam (per the USDA Textural Triangle) will be an acceptable ingredient and in combination with the other ingredients meet the overall performance goal of the soil media. o Organic matter materials used in the soil media mix should consist of well - decomposed natural C-containing organic materials such as peat moss, humus, compost (consistent with the material specifications found in Design Specification #4 Compost Soil Amendments), pine bark fines or other organic soil conditioning material. However, per above, the combined soil mix should contain 3% to 5% soil organic matter on dry weight basis (grams organic matter per 100 grams dry soil) by the Walkley-Black method or other similar analytical technique. ELEV. 437.25' SEE CLEANOUT DETAIL SHEET CIA SCHEDULE 40 MIRAFI 140N FILTER PVC UNDERDRAIN FABRIC OR EQUIVALENT. TIE INTO OVERFLOW TO BE 2' WIDE STRUCTURE CENTERED ON UNDERDRAIN NOTES 1. 36" BIOFILTER MEDIA DEPTH SHALL BE THE MINIMUM DEPTH AFTER A SETTLING PERIOD OF THREE DAYS. 2. APPROXIMATE GROUND WATER ELEVATION IS 399.5' PROVIDING MORE THAN 2' OF SEPARATION FROM THE BOTTOM OF THE BIORETENTION 3. BEDROCK WAS NOT ENCOUNTERED IN NEARBY BORE HOLES WITHIN 18' OF BOTTOM OF BIORETENTION 4. FILTER MEDIA MUST BE SUPPLIED BY A VENDOR LEVEL 2 BIORETENTION ALONG UNDERDRAIN (2A) NO SCALE 24" NYLOPLAST BASIN WITH DOME GRATE CLEANOUT TOP = 446.0' RAMP SOIL TO LIP OF OVERFLOW STRUCTURE MIN SLOPE 3:1 BOTTOM OF BIORETENTION BASIN 445.25' 3" HARDWOOD BARK MULCH BOTTOM ELEV 445.0' 42" BIOFILTER MIX BOTTOM ELEV 441.5' 3" NO. 8 STONE BOTTOM ELEV 441.25' 16" NO. 57 STONE SEE CLEANOUT DETAIL SHEET CIA SCHEDULE 40 MIRAFI 140N FILTER PVC UNDERDRAIN FABRIC OR EQUIVALENT. TIE INTO OVERFLOW TO BE 2' WIDE STRUCTURE CENTERED ON UNDERDRAIN NOTES 1. 36" BIOFILTER MEDIA DEPTH SHALL BE THE MINIMUM DEPTH AFTER A SETTLING PERIOD OF THREE DAYS. 2. APPROXIMATE GROUND WATER ELEVATION IS 399.5' PROVIDING MORE THAN 2' OF SEPARATION FROM THE BOTTOM OF THE BIORETENTION 3. BEDROCK WAS NOT ENCOUNTERED IN NEARBY BORE HOLES WITHIN 18' OF BOTTOM OF BIORETENTION 4. FILTER MEDIA MUST BE SUPPLIED BY A VENDOR LEVEL 2 BIORETENTION ALONG UNDERDRAIN (1A) NO SCALE TOP ELEV. (SEE PLAN SHEETS) TYPE 304 STAINLESS STEEL WIRE MESH FOREBAY BOTTOM (SLOPE VARIES) GROUT IN GABION WALL ADJACENT TO FOREBAY & POND BOTTOM 0 fT2' MIN FINISHED GRADE `CLEAN WASHED GRAVEL MARAFI 140N 1:1 SIDE FILTER FABRIC SLOPE OR EQUIVALENT PRETREATMENT - GRAVEL DIAPHRAGM No Scale BMP PRACTICE DOCUMENTATION NOTE CONTRACTOR SHALL NOTIFY THE TIMMONS GROUP PRIOR TO COMMENCEMENT OF CONSTRUCTION OF BMP PRACTICES INCLUDING THE BIORETENTION FILTERS AND THE WET POND. A SPECIFIC PRECONSTRUCTION MEETING BETWEEN THE CONTRACTOR, ENGINEER, INSPECTOR, AND MANUFACTURER IS HIGHLY RECOMMENDED PRIOR TO INSTALLATION OF THESE PRACTICES TO ENSURE THESE PRACTICES ARE NOT ONLY INSTALLED CORRECTLY BUT ALSO DOCUMENTED THROUGHOUT CONSTRUCTION. IT IS THE CONTRACTORS SOLE RESPONSIBILITY TO DOCUMENT THE INSTALLATION OF THESE PRACTICES AND IF THEY PROCEED WITH DOING SO IT IS DONE AT THEIR OWN RISK. CONTRACTOR SHALL TAKE NOTES, PICTURES, AND MEASUREMENTS OF ALL STRATA LAYERS WITHIN THE BIORETENTION FACILITIES DURING CONSTRUCTION. IT IS HIGHLY RECOMMENDED TO TAKE PICTURES OF EACH MEASUREMENT OF EACH STRATA LAYER OF EACH FACILITY. WITHOUT DOCUMENTING TO THIS LEVEL OF DETAIL THE CONTRACTOR RUNS THE RISK OF DIGGING THE FACILITIES BACK UP TO PROVE THE CORRECT SECTIONS WERE INSTALLED. POND/BIORETENTION BOTTOM (SLOPE VARIES) GABION BASKET NOTES: 1. INSTALL GABIONS IN ACCORDANCE w/MANUFACTURER'S SPECIFICATIONS. 2. GABION BASKETS MUST MEET ASTM A974-97. 3. GABION BASKET WIRE MESH MUST BE TYPE 304 STAINLESS STEEL GAUGE 11 OR LOWER. 4. CONTRACTOR TO PROVIDE SHOP DRAWINGS FOR APPROVAL PRIOR TO INSTALLATION. 5. FILL GABION BASKETS w/ 4" TO 8" STONE (Dm = 6"). GABION BASKET FOREBAY DETAIL NOT TO SCALE p LTH F 'v r0 � CRAIG W. Jr. KOTARSKI Lic. No. 0402048507 -,,b. 05-05-22 A-. n E 0 N OV N C > E w a E < w i 3 LL o 3 LL K O L < J U W v z H v v X oa =� _ N = U > �a, o a' N � M a� W J Uri 0 x c� 0 x F 0 w w x Q Z 0 W 0 O am O oc t7 N Z O f i Low Z O a it v rn w 0 Z O m w of 9- w O 2 w Q DATE 0210712022 DRAWN BY VAN NIEK DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE N/A U) Z O > Q zw� ~ < U J O w Q m Q U O u- }O ~ Q O U C 0 JOB NO. 46883 SHEET NO. C7.7 L BMP: WET POND - LEVEL 1 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 Proposed Condition for TR-55 HSG RCN Area (ac) % RCNxArea I (Impervious) 98 9.39 60% 920 A (Managed Turf) 61 1.91 12% 116 B (Managed Turf) 55 4.36 28% 240 TOTALS 15.66 66 RCN = 66 Managed Turf A Soi I s, Rv = Managed Turf B Soils, Rv = Impervious, Rv = Rv = Coefficients x Land Cover 0.02 0.06 0.57 0.64 Treatment Volume, Tv (Spec. No. 14, Table 14.3) Tv = [1(1.0 in) x (Rv) x (A)]+ 121 - vol ume reduced by upstream BMP Drainage Area, A = ;trea m Vol ume Treated = Treatment Volume, Tv= 682,150 3,793 sf cu ft 32,800 cu ft RRM 3.0 Column E Treatment Volume - Stage Storage for Tv El Area (sf) Incr. Volume cu ft Total Volume cu ft 413 0 0 0 414 7,630 2,543 2,543 415 10,677 9,111 11,654 416 13,047 11,842 23,496 4171 15,636 14,322 37,818 Treatment Volume, Tv = 37,818 cu ft Provided Forebay Volume Forebay Vol ume = (0.10 - 0.25 i nches per I mpv. Acre) Impervious Area to Wet Pond = 9.39 ac [0.10] 5] Impervious Runoff / Impervious Acre = 3,409 FC::11cu 8,523 ft Required Range Forebay Volume / Treatment Volume = 5,288 11 14% 1 <15% Staee Storaee for Forebay #1 El Area (sf) Incr. Volume (cu ft) Total Volume (cu ft) 414 832 0 0 415 1,534 1,165 1,165 416 1,987 1,756 2,921 417 2,768 2,367 5,288 Total Pond Volume Pond Bottom Elev.= 413.0' El Depth To Pond Bottom Area (sf) Incr. Volume cu ft Total Volume cu ft 413 0.0 0 0 0 414 1.0 7,630 2,543 2,543 415 2.0 10,677 9,111 11,654 416 3.0 13,047 11,842 23,496 417 4.0 15,636 14,322 37,818 418 5.0 18,443 17,020 54,839 419 6.0 21,467 19,936 74,775 420 7.0 24,591 23,011 97,786 421 8.0 27,815 26,186 123,972 422 9.0 31,141 29,462 153,435 423 10.0 35,467 33,281 186,715 424 11.0 38,093 36,772 223,487 425 12.0 41,720 39,893 263,380 426 13.0 45,447 43,570 306,950 Total Pond Volume = 306,950 cu ft Provided to Width Ratios Length to Width Option =2L:SW L = Length from i n I et to outlet (ft) W =Average Width (ft) L/W > 2 [Required] DID >ET+INF+RES-MB L= 209 ft W = 45 ft L/W = 4.6 O K!, Basin L to W Ratio is 2.0 or greater DP: Average design depth of the permanent pool (inches) ET: Summer evapo-transpi ration rate (inches) (assume 8 inches) INF: Monthly infiltration loss (assume7.2 @ 0.01 inch/hour) RES: Reservoir of water for a factor of safety (assume 24 inches) MB: Measured baseflow rate to the pond, if any (convert to i nches) BMP: Bio 1A - LEVEL 2 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 Proposed Condition for TR-55 HSG RCN Area (ac) % RCNxArea I (Impervious) 98 0.81 69% 79 A (Managed Turf) 61 0.02 1% 1 B (Managed Turf) 55 0.34 29% 19 TOTALS 1.16 69 RCN = 69 Site Rv (Rv Coefficients x Land Cover %) Managed Turf ASoils, Rv = 0.00 Managed Turf B Soils, Rv = 0.06 I mpervi ous, Rv= 0.66 Rv = 0.72 Treatment Volume, Tv (Spec. No. 9, Table 9.4) Tv = [1(1.25 in) x (Rv) x (A)) + 121 - vol ume reduced by upstream BMP Drainage Area, A= 50,573 sf Upstream Volume Treated = 0 cu ft *per RRM 3.0 Column E Treatment Volume, Tv = 3,793 cu ft Required Treatment Volume - Storage Depth Storage Depth (ft) Void Ratios Ponding Depth= 0.75 1.00 Depth of Media Filter= 3.50 0.25 Stone Sump Depth= 1.25 0.40 Treatment Volume, Tv = 2.13 ft Provided Treatment Volume - Surface Area Minimum Required Surface Area= 1,785 sf Surface Area Provided= 2,650 sf Forebay Volume Required Forebay Volume= 569 cf Provided Forebay Volume= 658 cf BMP: Bio 2A - LEVEL 2 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 Proposed Condition for TR-55 HSG RCN Area (ac) % RCNxArea I (Impervious) 98 0.60 40% 59 B (Managed Turf) 61 0.90 60% 55 B (Forest) 55 0.00 0% 0 TOTALS 1.50 76 RCN = 76 Site Rv (Rv Coefficients x Land Cover %) Managed Turf B Soils, Rv= 0.12 Forest B Soi Is, Rv = 0.00 Impervious, Rv = 0.38 Rv = 0.50 Treatment Volume, Tv (Spec. No. 9, Table 9.4) Tv = [1(1.25 in) x (Rv) x (A)) + 121 - vol ume reduced by upstream BMP Drainage Area, A= 65,340 sf Upstream Volume Treated = 0 cu ft *per RRM 3.0 Column E Treatment Volume, Tv = 3,400 cu ft Required Treatment Volume - Storage Depth Storage Depth (ft) Void Ratios Ponding Depth= 0.50 1.00 Depth of Media Filter= 4.00 0.25 Stone Sump Depth= 1.25 0.40 Treatment Volume, Tv = 2.00 ft Provided Treatment Volume - Surface Area Minimum Required Surface Area= 1,699.86 sf Surface Area Provided= 2,482.00 sf Forebay Volume Required Forebay Volume= 510 cf Volume Provided= 914 cf p LTH F CRAIG W. J. KOTARSKI D Lic. No. 0402048507 -,,b. 05-05-22 a. m E 0 N 0 N C Q O > E w a E < w ¢ i 3 LL 3 0 LL ot K O L r n Q J U W W J -N O U)LU N N x � -j u) _ N = U > Q Lei c � O N � M a � OJ J am O oc f E z O a_ v m w 0 Z O w 2 W O UJI OI� DATE 0210712022 DRAWN BY R. VAN NIEKERP DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE N/A L DP > (8)+( 48 > 39.2 H JOB NO. 46883 SHEET NO. C7.0 ROUTE PROJECT Rio Point DESIGNER: J. Denko DATE 12/30/2021 ROUTE PROJECT Rio Point DESIGNER J. Denko DATE 12/30/2021 - CHECKED: C. Kotarski UNITSNGLISH CHECKED: C. Kotarski UNITS:NGLISH ,.p,Uff 0 Fi LJ CRAIG W. J. KOTARSKI Lic. No. 0401048507 05-05-22 M E 0 N OV N C > E w ai E w i 3 ¢ a o 3 0 LL K O L M ¢ _j U w z w -vi O > o rn V W N H w v zHY � �� U �¢ W tL O Q 7 _ N z �U> O c ^ ]n .. U N w M a � W 1- 2Lu Ln U O C7 O F ry w p w LIJ = Q ri O ¢ t1 z O O in DATE 02��7�2�22 O } DRAWN BY R. VAN NIEKER • DESIGNED BY • J. DENKO • CHECKED BY C. KOTARSKI • • SCALE N/A 0 VJ Z O J zw� U ~ 2 J O W Q m U CL Q U o O � Q 0 U C z 0 0 C/) JOB NO. 46883 SHEET NO. C7.9 INLET O ¢ E " w W � V 3 O� W rJ W v. �� �� 3 w 3 � � `"• F W� a� T J 2 Sag Inlets Only Z � � lam• a � 6 v o � a L d 204 DI-3B 6.000 0.180 0.90 0.162 0.000'RIQ{T 0.162 4 0.648 0 0.648 0.0200 0.0208 5.138 0.000 0 0.0208 1 0.732 2.00 0.0833 0.0818 8.630 6.000 0.695 0.882 0.572 0.076 L2R2 206 DI-3C 6.000 0.200 0.87 0.174 Back/Lt. 0.000'RIG[TF 0.174 4 0.696 0 0.0200 0.0208 5.277 0.000 0 0.0208 1 2.00 Back/L,t. 0 4 0 0 Ahead/Rt. 0.696 0.0200 6 0.696 1.196 0.166 0.333 0.498498 3.196 4.792 Weir Flow 208 DI-3C 6.000 0.250 0.88 0.22 Back/Lt. 0.000'RIQ{T 0.22 4 0.88 0 0.0200 0.0208 5.762 0.000 0 0.0208 1 2.00 Back/Lt. 0 4 0 0 Ahead/Rt. 0.880 0.0200 6 0.880 1.399 0.166 0.333 0.498498 3.399 5.603 Weir Flow 210 DI-1 2.000 0.110 0.80 0.088 Bak/Lt. 0.000'RIQ{T 0.088 4 0.352 0 0.0200 0.0208 4.088 0.000 0 0.0208 1 2.00 Back/Lt. 0 4 0 0 Ahead/Rt. 0.352 0.0200 2.000 2 0.352 1.383 0.166 3.383 5.539 Weir Flow 212 DI-3C 6.000 0290 0.80 0232 Back/Lt. 0.000'RIQ{T 0.232 4 0.928 0 0.0200 0.0208 5.878 0.000 0 0.0208 1 2.00 Back/Lt. 0 4 0 0 Ahead/Rt. 0.928 0.0200 6 0.928 L449 0.166 0.333 0.498498 3.449 5.806 Weir Flow 214 DI-3B 6.000 0.360 0.65 0.234 0.000'RI($IT 0234 4 0.936 0 0.936 0.0200 0.0208 5.897 0.000 0 0.0208 1 0.669 2.00 0.0833 0.0766 10.479 6.000 0.573 0.783 0.733 0.203 L472 216 DI-3B 4.000 0.080 0.82 0.0656 Back/Lt. 0.000'RICd I'I' Q066 4 0.264 0 0.0200 0.0208 3.671 0.000 0 0.0208 1 2.00 Back/Lk. 0 4 0 0 Ahead/Rt. 0.264 0.0200 4 0.264 0.732 0.166 0.333 0.498498 2.732 2.933 Weir Flow 218 DI-3C 6.000 0.380 0.80 0.304 Back/Lt. 0.000'RIG[TC 0.304 4 1.216 0 0.0200 0.0208 6.504 0.000 0 0.0208 1 2.00 Back/Lt. 0 4 0 0 Ahead/Rt. 1.216 0.0200 6 1.216 L735 0.166 0.333 0.498498 3.735 6.952 Weir Flow 220 DI-3C 2.000 0.250 0.84 0.21 Back/Lt. 0.000'RIG[TC 0.21 4 0.84 0 O.W1 0.0208 8.796 2.000 0.22738 0.0833 4.00481 3.50 Back/Lt. 0 4 0 0 Ahead/Rt. 0.840 0.001 2 0.840 1.943 0.166 0.333 0.498498 3.943 7.782 T> 8.0 ft 222 DI-3C 6.000 0.5I0 0.75 0.3825 Back/Lt. 0.000'RIG[TF 0.383 4 1.532 0 0.0200 0.0208 7.092 0.000 0 0.0208 1 2.00 Back/Lt. 0 4 0 0 Ahead/Rt. 1.532 0.0200 6 L532 2.024 0.166 0.333 0.498498 4.024 8.111 T> 8.0 ft 224 DI-3C 6.000 0.330 0.75 0.2475 Back/Lt. 0.000'RIG[TF 0248 4 0.992 0 0.0200 0.0208 6.026 0.000 0 0.0208 1 2.00 Back/Lt. 0 4 0 0 Ahead/Rt. 0.992 0.0200 6 0.992 L515 0.166 0.333 0.498498 3.515 6.070 Weir Flow 232 DI-3B 6.000 0.240 0.74 0.1776 0.000'RICd-IT' 0.178 4 0.712 0 0.712 0.0200 0.0200 5.455 0.000 0 0.0200 1 0.705 2.00 0.0833 0.0787 9.188 6.000 0.653 0.851 0.606 0.106 L309 236 DI-1 1.000 0.300 0.43 0.129 Back/Lt. 0.000'RIIHiT 0.129 4 0.516 0 0.0200 0.0208 4.718 0.000 0 0.0208 1 2.00 Back/Lt. 0 4 0 0 Ahead/Rt. 0.516 0.0200 1.000 l 0.516 2.747 0.166 4.747 11.007 T> 8.0 ft 238 DI-1 1.000 0.270 0.50 0.135 Back/Lt. 0.000'RICd I'I' 0.135 4 0.54 0 0.0200 0.0208 4.799 0.000 0 0.0208 1 2.00 Back/Lt. 0 4 0 0 Ahead/Rt. 0.540 0.0200 1.000 l 0.540 2.832 0.166 4.832 11345 T> 8.0 ft 240 DI-3B 6.000 0.460 0.70 0.322 Back/Lt. 0.000'RICd I'I' 0.322 4 1.288 0 0.0200 0.0208 6.645 0.000 0 0.0208 1 200 Back/Lt. 0 4 0 0 Ahead/Rt. 1.288 0.0200 6 L288 L803 0.166 0.333 0.498498 3.803 7.224 Weir Flow 242 DI-3B 6.000 0.420 0.80 0.336 Back/Lt. 0.000'RICd I'I' 0.336 4 1.344 0 0.0200 0.0208 6.752 0.000 0 0.0208 1 2.00 Back/Lk. 0 4 0 0 Ahead/Rt. 1.344 0.0200 6 1.344 L855 0.166 0.333 0.498498 3.855 7.432 Weir Flow 244 DI-3B 6.000 0.420 0.73 0.3066 Back/Lt. 0.000'RIGFIT 0.307 4 1.228 0 0.0200 0.0208 6.528 0.000 0 0.0208 1 2.00 Back/Lt. 0 4 0 0 Ahead/Rt. 1.228 0.0200 6 L228 L747 0.166 0.333 0.498498 3.747 6.998 Weir Flow INLET 10, d d¢¢ W S do" O d w rryy C� E E � v" w Wx > y Os �� �y^ 3 Oy �5 aC'7 �+� � O m� �']H a _ OF% y� .. Fa:, m q H [qcl� v. Sag Inlets Only C H � 246 DI-3B 6.000 0.440 0.80 0.352 Back/Lt. 0.000'RIQ-IT 0.352 4 1.408 0 0.0200 0.0208 6.871 0.000 0 0.0208 1 2.00 Back/Lt. 0 4 0 0 Ahead/Rt. 1.408 0.0200 6 L408 L914 0.166 0.333 0.498498 3.914 7.667 Weir Flow 248 DI-3B 6.000 0.220 0.80 0.176 Back/IA. 0.000'RIQiT 0.176 4 0.704 0 0.0200 0.0208 5.300 0.000 0 0.0208 1 2.00 Back/Lt. 0 4 0 0 Ahead/ffi. 0.704 0.0200 6 0.704 I.205 0.166 0.333 0.498498 3.205 4.829 Weir Flow 250 DI-1 1.250 O.I90 0.35 0.0665 Back/Lt. 0.000'RIG-IT 0.067 4 0.268 0 0.0200 0.0208 3.691 0.000 0 0.0208 1 2.00 Back/Lt. 0 4 0 0 Ahead/Rt. 0.268 0.0200 1.250 L25 0.268 1.528 0.166 3.528 6.123 Weir Flow 402 DI-3B 6.000 0.340 0.80 0.272 0.000'RIQiT 0.272 4 1.088 0 1.088 0.0200 0.0208 6.238 0.000 0 0.0208 1 0.644 2.00 0.0833 0.0744 I1.353 6.000 0.528 0.742 0.807 0.281 I.557 406 DI-3B 6.000 O.I30 0.68 0.0884 Back/Lt. 0.000'RIG-IT 0.088 4 0.352 0 0.0200 0.0208 4.088 0.000 0 0.0208 1 2.00 Back/Lt. 0 4 0 0 Ahead/Rt. 0.352 0.0200 6 0.352 0.759 0.166 0.333 0.498498 2.759 3.041 Weir Flow 502 DI-3B 6.000 O.I80 0.86 0.1548 0.000'RIQ-IT 0.155 4 0.62 0 0.620 0.0200 0.0208 5.054 0.000 0 0.0208 1 0.739 2.00 0.0833 0.0824 8.433 6.000 0.711 0.893 0.554 Q.066 1.261 504 DI-3B 6.000 0.170 0.80 0.136 Back/Lt. 0.000'RIQ-IT 0.136 4 0.544 0 0.0200 0.0208 4.812 0.000 0 0.0208 1 2.00 Back/Lt. 0 4 0 0 Ahead/Rt. 0.544 0.0200 6 0.544 LO15 0.166 0.333 0.498498 3.015 4.066 Weir Flow 602 DI-3B 6.000 0.390 0.50 O.I95 0.000'RIQiT 0.195 4 0.78 0 0.780 0.0200 0.0208 5.507 0.000 0 0.0208 1 0.700 2.00 0.0833 0.0792 9.5IS 6.000 0.631 0.833 0.650 0.130 L375 R04 DI-1 0.30 0.057 Back/Lt. 0.057 4 0.228 0 0.0200 0.0208 3.474 0.000 0 0.0208 1 2.00 Back/Lt. 0 4 0 0 Ahead/Rt. PROMORICHT 0.228 0.0200 1.000 1 0228 L594 0.166 3.594 6.385 Weir Flow 806 DI-1 0.30 0.129 Back/Lt. 0.129 4 O.Sl6 0 0.0200 0.0208 4.718 0.000 0 0.0208 1 2.00 Back/Lt. 0 4 0 0 Ahead/Rt. 0.516 0.0200 1.000 1 0.516 2.747 0.166 4.747 11.007 T> 8.0 ft 810 DI-1 1.000 0.084 Back/Lt. 0.084 4 0.336 0 0.0200 0.0208 4.017 0.000 0 0.0208 1 2.00 Back/Lt. 0 4 0 0 Ahead/Rt. 0.336 0.0200 1.000 1 0.336 2.064 0.166 4.064 8.269 T> 8.0 ft L ° ° \ ° o 0 '. 0 0 0 \ ° ° 0 0 ° ° 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ° ° o ° 0 0 0 0 0 ° 0 0 0 °' o ° o 0 0 ° o ° o 0 0 0 0 0 0 0 0 0 0 0 0 0 I% N NIPRNYIY pK� \. -$0' LANDSCAPE BUFFER EASEMENT \/GRICRI F 1AlinTW PI IRI IC C\AIRA D Z VARIABLE WIDTH PUBLIC SWM FACILITY EASEMENT / ° ° / o \ / SPN/ — \ UH AG 00 ° 0 0 O ° / 0° ° ° ° 0 0SAN o--i o ° 0 ° O °° 00° 0 0 ° ° p$� / ° O ° / / 5 TM 61-170 ° 0 ° ° CHAR VILLE WALDORF SCHOOL INC. o ° ° DB. SE'4N PG. \ - o ° p / ELEMENTARYSCHOOL 0 0 0° ° 0 0 o 0 0 \ 0 0 ° / ° ° o If O ° 0° ° ° O / ° ° o / ° ° ° ° ° o 20' ACSA SANITARY EASEMENT (TYP) IL 20' PUBLIC STORMWATER FACILITY ACCESS EASEMENT JOHN WARNER ` 1 PKWY 30'LANDSCAPE BUFFER EASEMENT VARIABLE WIDTH PUBLIC SWIM FACILITY EASEMENT TM 61-167A RIO COMMONS LLC DB. 5085 PG. 669 USE: RESIDENTIAL 7.108AC u 0 I ,l n I I I J PUBLIC Ih u % SCALE 1"=60' \\ % \ \\ 0 60, 120' \ % I DNA / I 20' ACSA WATER EASEMENT(TYP) DR PUBLIC DRAINAGES / i EASEMENT I ° I v I I 20' PUBLIC STORMWATER FACILITY ACCESS EASEMENT NOTES: 1. VDOT WILL ONLY MAINTAIN WITHIN THE DRAINAGE EXASEMENTS TO THE EXTENT / NECESSARY TO PROTECT THE ROAD LEGEND / ■ ACSA SANITARY SEWER EASEMENT / ASCA UTILITY EASEMENT i / PUBLIC DRAINAGE EASEMENT PUBLIC STORMWATER FACILITY ACCESS EASEMENT STORMWATER FACILITY EASEMENT a / PRIVATE SITE ACCESS EASEMENT t I.TH F CRAIG W. J. KOTARSKI Lic. No. 0402048507 .,,b. 05-05-22 a. n E 0 N OV N C Q O > E w a E �rWViv3 ¢ LL 5 3 LL w O L M Q J U W W J —N d > N N v z F v � �x O7 = N = U > ~ c '^ N � M W J Ln 0 0 0 w Lu _ z O W O LLJ Q DATE 0210712022 DRAWN BY VAN NIEKER DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE �> z LLJ H� Q a- QL w �— Q w 002 LL I —I z (n O W JOB NO. 46883 SHEET N0. C7.10 0 3 a 9X o au) 2z 00 o 2 c 2 m E w � m w m 0 a0 O rr w Z zm od 2 a 0 2§ a N � 2 Y J yvmi X C w o w 2 = 2 2 h m c �0 E `o E M 0 m 06 a c v 2 0 'a 0 m o m m —0 2 m m m 0 m Ti E tE � E L a LTI30 L m a co m N O G) m U ^ N.. a0 c 5 o N („ 0) 206: 24 24 inch Rectangular 16 0 co v �? v (o +' 204: 30" Basin - Circular Grate �-^ ro t � � N cy rn N(0 65 o6 m Structure r)CRAIG W.1 K07ARSK1 Y o_ N v o w (0 uy coo = (o F STA 14+47.56 STA 14+96.90 Lic. No. 0402048507 v ao ri +o N TOP 438.01 oo o0 00 z z p TOP 458.47 d 05-05-22 + ( v a — — NV IN 432.10 247 v ) C) Cli � w o v z o � 0» > ( ) INV IN 450.60 (207) �® a� N o 0 ,o m N U F z z z INV IN 433.00 (205) 0 o v o v v o CC1414 0 Q o > NV OUT 427.86 203 INV IN 453.00 (221) L'g�, Sy c> N " a z z p O 460 �' z ( ) INV OUT 44450090 (205) L i.L O r O HOZ Z Z (0N O uy N (iH_ M N O^ 0 m CO O V cV "0 0 0 0 C7 + 0) F a� U +Nv o�ap °'o E G �Z 0 NQd> O) O 0_ O Q a_ N H O Z N v j M No ��N z 465 NCnH_ 465 > E (n N N W O) w N E +ate x W 0�Z ~ V w 3 o Q a> a LL o 3 o�p o�� �U) z w0o3� w m —v 430 430 a J z > o rn C7W N H w .S U `) w �¢ �v = N N Z �Ua� O a,Ln N > M a� o°� 2 LU 95% z COMPACTION Ui U REQUIRED o c=7 0 O x F ry w p POND DRAIN. TO BE PLUGGED x ¢ o UNLESS POND IS ¢ c j BEING DRAINED z o 0 n DATE 0210712022 0 DRAWN BY R. VAN NIEKER • DESIGNED BY • J. DENKO 9+50 10+00 11+00 12+00 9+50 10+00 11+00 CHECKED BY STR 100 - STR 102 STR 206 TO STR 222 PROFILE • C. KOTARSKI HORIZ SCALE: V=50' HORIZ SCALE: V=50' VERT SCALE: 1"=5 VERT SCALE: 1"=5 • SCALE 1 " = 50' 20 • rn m � m 2 o, N 2 N o M N 2 r; N o rn V 9+50 10+00 11+00 12+00 13+00 14+00 15+00 15+50 H N n F N, H .N O F `U O H V O O 6 STR 200 TO STR 206 PROFILE (moo O ;r, m o0 0 (No N O °oo. Lo 214: DI-3B 6 ft Throat m c"• (o or cU') (O o o 220: DI-3B 4 ft Throat HORIZ SCALE: 1"=50' ��� V m ON V m V M V Nc)(0 v- m40)O It m y F cn (D m F cn 0i � v F STA 20+26.77 m+ o v F M+ (0F STA 24+47.46 VERT SCALE: 1"=5 uy Lot y (O r O 0 (o N vz_ p O�vz p o�az p TOP460.51 pNaz 0 EcliC' p TOP467.97 0�0> > oF0> > �'HO> > INV IN456.03(215) ioF�> > a6�0Z z INV OUT 463.63 (219) 470 N U) F z z N U) Z z N (n f- z z INV OUT 455.52 (213) cj cn H z z Cm U) — 470 0 5 Q LU zwJ J ~� 2 O o O m 0 50 Q PROFILE SCALE LL O O O= NOTES: • INLET SHAPING (IS-1) IS SPECIFIED FOR ALL STRUCTURES • SAFETY SLABS (SL-1) ARE SPECIFIED FOR STRUCTURES TALLER THAN 0 12-FEET • WHERE PIPES AND STRUCTURES ARE PROPOSED IN FILL SECTIONS - 95% COMPACTION IS REQUIRED O 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 OB NO. STR 208 TO STR 220 PROFILE J 8 46883 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 SHEET N0. C8.0 REQUIRED OF ROPOSED RADE 425 425 420 420 G DE�— 415 / 415 / 410 101 410 .5' 128.69' F 103 48" RC 45.1 ' OF SANITARY � � 0.94 V. 6" H PE CRO ING � 5. 2°k 405 405 PROPO ED 460 GRADE 460 3.8' MIN. 455 455 221 53.25� O 15" HDP E 450 1 a8% 450 EXISTING GRADE 445 445 / SANITARY / CROSSING 440 SL-1 440 435 435 N rn v v R R 455 4 COMPACTION O REQUIRE tE 450 4 47.25' OF 24" HDPE 1.00% \ / \ EXISTING �45 445 \ � COMPACTION COMPACTION / EXISTI G � G E� _ 3.2' MIN. 465 465 / 95°k / \ PROPOSED COMPACTIO � 950� GRADE REQUIRED COMPACTION \ 21 REQUIRED 203.4 ' OF 460 460 3' � 1.44°k MIN. 7 S OF 455 p3E 455 �— 213 15" N Po / 2 .12'OF �2, 6/0 211 1 HDPE 131.67' OF 0.71 0 / 09 OF 18" HDPE 450 47.25' OF 24' HDPE 24" HDPE / � 1.00% (� 1.00% 445 / 445 440 440 M R h O O O O O h h h h h O O O O O O O R h 7 C 7 7 7 7 7 C 7 7 C R 7 C 7 7 C L w m w O 5T A "'� V N 7 M It u') v (y v 2 M N (p N (f U ^ - N (0 5 ���`✓/ ^ H V v r ` a L ui V U v V (O .C*4 InN,.. N °0cl) �[) v t (l (^O .N„i L u') `N-' U `N-' M V L `N^-' K , 4� O O M N U vu7 C Q) M W °0 �U .N.O ~ .N...N.^ ~ �O .N.O OM O O O °D U `-' (O O o0 00 (o u') y0 1 (D In O IN. n C u'1 (p NO m O°0 O N IN V u7 cN (o M ,'C 4=(D O G (p 0 m�NO a �O o (o m^ M m rn rn y o ao (o o CRAIG W. J. TA SKI m O r co n In m (6 V u) (V O M u7 Q iy7 LL7 N u� O O r uY (o u0 (0 � uY _ + In H O (O M+ (V a LO F •y u0 r n to u'1 °D - N t a o} r� CO H M 7 a 10 LL7 M V m N (0 1� V m 06 (o r,: V 260: DI-3 6 ft Throat m u� O a z U m + (�i ro v (o o u� v Lic. No. 0402048507 In O(ovv � °Mnr� v mM u� Bo+vH xo�vv n�vzz �m(+°N ' F (? r r F (?+mv F STA15+55.72 +M H O (? H �CDazZ m� + V ~ �N(o� ^20Vz_z_ O mv- N(�vv v(o iiu0(Oz NQD_ co � �O5-05-22 O N'n H 00� �V O o -- v� 7 n�vz ��az O aoFO» D�a F NFp» > u')0 ��aZ O (M. aa(L > u�iHO» >(v—vz O 0 Z Z_ O o — O TOP465.12 a— N(pHZ Z O 0 O 04 U) ��a—O va >> aH0> (NV�0>ZZ N(gHzzz Qd>> 6o > °ocFO>> INV IN458.77(271) �F0>> HO> 0 50 qr Z N � � Z Z cli c j U) Z N � O Z Z Z cli U) ? INV OUT 458.67 259 04 U) N (n F ? 0`1VAL 470 N m F — — 470 470 ( ) 470 PROFILE SCALE M E 0 N OV N c ¢ O > E w ai E w i 3 ¢ LL o 3 o� K O L M ¢ � U w Z w —v O > o rn C7W N H z w �� v -j`)¢ W u �¢ =v _ N z �Ua� O c '^ H N > M o W Ill J (/� D� 2 i � U 0 O x ~ N try w p rd w = Q 0 a (i 9+50 10+00 11+00 12+00 12+50 z o 0 STR 226 TO STR 244 PROFILE DATE HORIZ SCALE: 1 "=50' 0210712022 VERT SCALE: 1'1 0 } DRAWN BY ((� o rn N R. VAN NIEKER N N IN 202: MH-2 N o N t N IN O .N..N.. O H `N,, `N,, r 6 • DESIGNED BY STA 10+00.00 o v 0� v O m v, o TOP 429.80 00 v m m (o uoi o r CO o 0 0 J. DENKO INV IN 418.42 (223) N � ^ M ce) m � u? ^ Lo (_? (+` (p'I � INV IN 416.69 (203) g 0 Z Z 0 p � (D o� o� O •• CHECKED BY INV OUT 415.00 (201) 4¢o-- o_--O NHO» N��Pzzz (o"~Ozzz (�mH?Z : • C.KOTARSKI 465 N m ~ — — — 465 SCALE 9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 1" = 50' 4, STR 224 - STR 284 • HORIZ SCALE: V=50' O VERT SCALE: V=5 ca In I 0 f0 M u') H N O U M N L M `N-' L M `04 M 2 f6 M ca M O r `N-' O` O `N-O .N.. co CD �� p O C co °0 r N O W C r M O = (0 (p L6 vLO O °0O y7 00 O (o OMO uN•1 co °DO (o? °0 (off (o O m0 U-) fo CD uOj0 � mN MN It m�('M u•) "t 77 u7 V u•1� (o O 0O + (0 F m 00 u0 M O LO M O uY m M m if1 0 V m 00 . N(o - } O� H +�� H _+04 F M+M� H MO} ui(F ce)+00 C1��Z_ O V N(o M ' LL7 (o (o co (0 OOP 6 6Qa 04 0 �Im'tz0 DrVZ_O 0�7Z_O OrVZ_U CIr� N H O Z Z OQ a> > Na a> > Q a> > (oQ 0_ c+Daa dO N(nF_ _ MHO MHOZ Z c HUZ Z ce) Z z MHOZ Z v�0> 475 N U) Z Z cm U) z — NU) F— — N U)H— — N(/iF— — N (n0 Z 4 5 NOTES: • INLET SHAPING (IS-1) IS 0 SPECIFIED FOR ALL STRUCTURES • SAFETY SLABS (SL-1) ARE > W SPECIFIED FOR STRUCTURES Z J J TALLER THAN 12-FEET t--t a LL 0 Lu LL Q x C O G O O= SL-1 M h 7 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 20+50 JOB NO. 9+50 10+00 11+00 12+00 12+50 STR 228 TO STR 240 PROFILE 688 STR 202 TO STR 228 PROFILE HORIZ SCALE: 1"=50' 46883 HORIZ SCALE: 1"=50' VERT SCALE: 1'1 SHEET NO. VERT SCALE: 1 "=5 C8.1 95% PROPOSED COMPACTION GRADE REQUIRE 465 95°k 465 COMPACTION REQUIRED 3.2' MIN 460 460 245a � 43 94.10' OF � 58 45' OF �° HDPE _ � � 15 HpP� @ 1.00°k 455 511 455 � 21 % EXISTING GRADE 450 450 SANITARY CROSSING SL-1 445 445 � R N h h h h h a v o v v 95°k COMPACTIO PROPOSED REQUIRED GRADE 460 460 EXISTING 455 GRADE 455 450 22 92? r OF SL-1 DPE 445 30° °0 445 / SL-1 ti QQ��\° 440 •:Z' � 440 435 435 430 430 SL-1 425 425 ryry0 OQ�O\o 420 420 415 415 N M It h h h h h V V tl� 7 7 R i 465 � 465 i i PROPOSED GRADE � i WAT R � �- 460 CROSSI G 460 — 275 89.0T OF 259 271 15" HDPE EXISTING 136.76' F @ 0.50% GRADE 2, 257 15" HD 273 1 154.42' OF 15" HDPE 455 455 1151, �— @ 0.7 oA (� .50% / / ! 255 S NITARY CROSSING 25S 02.32' OF OF 8" HDPE 450 A� 9 PE � 0.50°k 450 9 445 SANIT Y 445 CROSS NG (L�(1,^i OQ�Oo\ 440 i8J SL-1 440 435 435 430 430 a o � a7o / / 4 5 465 95% PROPOSED / / EXISTING 3.1' / COM ACTION GRADE / GRADE REQ IRED WATER CROSSING -` 2 9 460 q 1 • 15' DPE SANITARY AT Q p1% CROSSIN � CROSSING R � 2' � 1723 N�p� 4 9°b 455 — / 233 73.09' OF 18" HDPE 00.50' OF � 1.00% / .1' 4" HDPE SANITARY � 0.99% CRO SING 450 78.07' OF 3� 1 24" HDPE 262°�° 1- � 1.00% SA ITARY CROSSING 445 445 SANITARY CROSSING 440 440 h O N O ap 0) O V O h 7 7 7 V V R R 7 V R V 7 C 7 7 L d) a c� c cocc p (p N r U U VN O C (0 4 00 00 °r0: ylli M00 N 6 mCDN u0It m R N ° O N M r m N N 0 � + H It D - D +o°vvH 00�v� v 04 M�vzz =O a� O U-) a0 0 C 0>> > qt 0> Z N(nF- N v) � Z Z Z C4 460 460 455 455 EXISTING GRADE / 450 450 PROPOSED too,� GRADE 445 445 440 440 129.32' OF 1.5'4 �`j6$olO @HDPE Q 0.50 /o �� OP / 1y N 435 435 63 CROSE ING 430 430 425 425 9+50 450 10+00 U C 0 r 11+00 12+00 STR 204 - STR 250 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 450 PROPOSED GRADE 445 445 EXISTING GRADE 440 �� 440 3 OF 7.06 A0!E 15 @ 435 435 430 430 425 425 9+50 10+00 11+00 STR 700 - STR 702 802: 24" Basin - Circular Grate- STA ??? TOP 454.84 INV IN 446.19 (807) INV IN 447.57 (803) INV OUT 446.09 (801) 800: ES-1 for 18 inch Pipe STA ??? TOP 447.42 INV IN 445.50 (801) 475 o ((I 4 ,() 0 O N (1i 0 6 c) O 0 Z x�0> 450 w(n~Z 902: DI-1 STA 10+38.39 TOP 445.42 INV IN 432.74 (EX903) INV OUT 432.74 (EX901) EX904: REPLACE INLET TOP WITH MH STA 10+53.51 TOP 446.70 INV OUT 433.01 (EX903) 450 EXISTING PROPOSED GRADE GRADE If 445 445 440 440 435 435 430 430 EX9111j 15.12' OF 38.39' F 24" RCP 24" RC P @ 1.79% @ 1.80 /o 425 425 420 420 N v L6 o a v a 13+00 9+50 10+00 11+00 STR EX900 TO EX902 PROFILE HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 3� M O f1 W p SO °� t (0 H r n o rn � 00 N 0 I O u0 LO � ~ ij� M o�•vz =O C) oC, C'.0j v0 7Qa- 'oc~iJ°z z o�0> 00 U) 475 470 470 P OPOSED 465 GRADE 465 EXIS ING GRA E 460 / 460 i 455 455 3p5 F 11$ ON �o 450 15 $� 450 S03 Of 9().4N ND PE 445I 15" n 2.180M 445 ot- 24 \A 1S'0?e @ 244 440 440 CO (0 O � R OV 10 R h R 9+50 10+00 11+00 12+00 13+00 STR 800 TO STR 806 PROFILE M N m .-. (0 O 2 M u'1 N ((0 M, CIJ .N..�M r- °p ~ CO r .N. N... N 00 0 M CD 00 00 M 00 ^ (p `..' V u0 uN'1 r (D O co O r LO Ors (`M + 0)� H U�(001� Lo mOr C7 u� V �O`L V � �O�Z 0 M +N v- F O"to + CM Cj (0 00 Qa� o�azp �HMKK Z O >> NfnOZ H0> Z (0 0Z 465 1 465 PROPOSED GRADE 460 — 460 EXISTING GRADE/ / / f 265 / F 100.46' O OF 455 — — — ' 1 " HDPE 455 1.2' 9 ' 0.500 1 $o�0 6� 6" f— WATER CROSSIN 261 3'6 450 450 15" HDP @ 0.50° 8" SANITARY SEWER 445 CROSSING 445 440 440 co h rn co v v v h � (d h d v v v v v v 9+50 10+00 11+00 12+00 STR 252 TO STR 266 PROFILE HORIZ SCALE: 1"=50' VERT SCALE: 1 "=5 13+00 m 'O o i` i` v F V N CD O r (7 N to t m� M N j o�'It ZZ0 c d7F li Z Z m 0 CD ~ M �6ov mIt M + M F Ito 66 a> N Z 0 50 PROFILE SCALE d7r, 470 PROPOSED 470 GRADE 465 1 1 1 1 465 EXISTING BADE i 460 J 460 267 145.67' OF 455 15" HDPE 455 SL-1 450 450 445 445 v � h v v v 9+50 10+00 11+00 12+00 STR 262 TO STR 266 PROFILE HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 2 o NOTES: o • INLET SHAPING (IS-1) IS SPECIFIED FOR ALL moc6�00 °'r ,� �' STRUCTURES mop • SAFETY SLABS (SL-1) ARE SPECIFIED FOR NOItZ_Z_0 m o<QL ° STRUCTURES TALLER THAN 12-FEET °°U,~z Z Z " o • WHERE PIPES AND STRUCTURES ARE 808: 15" Basin - Circular Grate NrNO PROPOSED IN FILL SECTIONS - 95% STA 12+13.28 m o COMPACTION IS REQUIRED TOP 451.32 � v INV IN 447.36 (809) o Q a >O 465 INV OUT 447.26 (807) U) 0 Z 465 EXISTING 460 GRADE 460 \ \ PROPOSED 455 455 \ r 3' \ MIN. 450 \ L 450 \ 8 , OF �— q1 APE 807 15 445 .2' 396°�O 445 15" HDP SANITARY @ 0.50° CROSSIN 440 1 440 435 435 0) CO h 00 O � � O 9+50 10+00 11+00 12+00 13+00 13+50 STR 802 TO STR 810 PROFILE n LTII Ft CRAIG W. J. KOTARSKI Lic. No. 0402048507 .,,b. 05-05-22 a. t7 Z O P a v Ui w 0 Z O > w 9- 2 i i O F 0 DATE 0210712022 DRAWN BY VAN NIEK DESIGNED BY J. DENKO CHECKED BY C. KOTARSKI SCALE 1" = 50' LU z Ld J H� Q �wO ^ LLLL m Q O 0 ~� O O JOB NO. 46883 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 L HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 SHEET NO. C8.2 STORM STRUCTURE TABLE STRUCTURE # TOP STRUCTURE HEIGHT DESCRIPTION 200 416.85 OUTFACE ES-1 for 36 inch Pipe 202 429.80 15.05' MH-2 204 438.01 10.41' 30" Basin -Circular Grate 206 458.47 17.74' 24 24 inch Rectangular Structure 208 459.10 8.03' DI-3B 6 ft Throat 210 460.00 7.66' DI-3B 6 ft Throat 212 461.40 7.81' DI-3B 4 ft Throat 214 460.51 5.16' DI-3B 6 ft Throat 216 460.96 4.53' DI-36 6 ft Throat 218 464.98 4.55' DI-3B 6 ft Throat 220 467.97 4.47' DI-3B 4 ft Throat 222 459.03 5.20' DI-3B 6 ft Throat 224 447.38 22.17' MH-2 226 462.56 15.49' DI-3B 6 ft Throat 228 461.00 11.26' DI-3B 6 ft Throat STORM PIPE TABLE PIPE # DIA FROM - TO UPSTREAM INVERT DOWNSTREAM INVERT SLOPE LENGTH DESCRIPTION 101 48" 102 - 100 410.74 409.53 0.94% 128.69 LF 48 inch RCP 103 6" 104 - 102 413.00 410.74 5.02% 45.10 LF 6" HDPE SANITARY PIPE TABLE PIPE NAME SIZE LENGTH SLOPE BEARING 49 8" 60.15 LF 1.11% N4° 43' 43"W 47 8" 218.50 LF 1.22% N25° 17' 54"W 25 8" 158.39 LF 0.50% S66° 25' 59"W 21 8" 179.62 LF 0.50% S23° 34' 01 "E 31 8" 415.86 LF 0.62% S24° 11' 31 "E 39 8" 251.24 LF 0.70% S66° 32' 07"W 37 8" 259.53 LF 0.38% S64° 35' 32"W 35 8" 108.91 LF 0.54% S31 ° 25' 27"W 23 8" 209.60 LF 0.50% S66° 25' 59"W 45 8" 420.60 LF 0.50% S66° 25' 59"W 19 8" 113.88 LF 0.50% S23° 34' 01 "E 17 8" 124.26 LF 0.50% S66° 25' 59"W 15 8" 66.82 LF 2.22% S20° 48' 07"E 13 8" 69.33 LF 17.89°k S19° 28' 21"W 7 8" 218.32 LF 0.50% S56° 21' 00"W 3 8" 150.23 LF 0.50% S68° 13' 34"W 33 8" 162.26 LF 1.22% S23° 29' 04"E 9 8" 55.15 LF 0.50% S28° 03' 20"E 51 8" 234.21 LF 3.65% S23° 54' 33"E 1 8" 190.30 LF 0.50% S34° 12' 45"W 5 8" 137.61 LF 0.50% S44° 42' 51"W 11 8" 102.36 LF 6.48% S69° 07' 16"E 29 8" 137.98 LF 6.97% S83° 31' 18"E SANITARY STRUCTURE TABLE STRUCTURE # TOP STRUCTURE HEIGHT DESCRIPTION EX 406.49 3.80' Cylinder 2 407.97 4.32' Cylinder 4 410.51 5.92' Cylinder 6 410.07 4.59' Cylinder 8 411.13 4.36' Cylinder 10 420.00 12.76' Cylinder 12 430.64 8.78' Cylinder 14 446.33 9.53' Cylinder 16 458.85 13.56' Cylinder 18 459.77 13.66' Cylinder 20 461.08 10.36' Cylinder 22 463.19 9.48' Cylinder 23 0.00 ???' Null Structure 24 465.83 5.71' Cylinder 26 467.69 6.62' Cylinder 30 440.09 8.08' Cylinder 32 448.14 8.93' Cylinder 34 445.95 4.56' Cylinder 36 452.07 9.99' Cylinder 38 454.43 11.17' Cylinder 40 458.25 10.75' Cylinder 46 461.17 12.75' Cylinder 48 456.62 5.37' Cylinder 50 455.79 3.68' Cylinder 52 466.29 4.17' Cylinder 1 �-^ �) CRAIG W. 7. KOTARSK1 Y Lic. No. 0402048507 �,605-05-22 °� E 0 N OV N C > E w a E w i 3 ¢ a o 3 oL -� K O L M ¢ _j U w z w -v O o rn C7 W N H w z H O .S U �0 �¢ W O oa =� _ N z �U> O �� N N W M o W J (/, �2 U 0 O x F ry ry w w 0 U z o O n DATE 0210712022 N N 0 ca } DRAWN BY m 0 C7 L L d R. VAN NIEKER L 2 O m Cl) 2 O L 2 u7 L m DESIGNED BY E o U o t v� U M °O N H $ o .7 ry O M c m � • J. DENKO �°0 �u0 N V LOCO rn O O CM, In 0) a mrr t m�u�� � C> � If) a m M + U') Lo C4'N ~ • CHECKED BY o H0Z o�OZ o�OZ z o�OO • • C. KOTARSKI 460 m uJ�_ mU)J -Z _ m F2Z_ _ Mrnf_ 460 • SCALE • 1 " = 50' w J m w 5 Q w zO � Q� O w U ° ED 0 50 P1 Q N PROFILE SCALE LJ� �L O }O O Q U NOTES: Z • INLET SHAPING (IS-1) IS SPECIFIED < FOR ALL STRUCTURES • SAFETY SLABS (SL-1) ARE SPECIFIED 06 FOR STRUCTURES TALLER THAN 0 12-FEET JOB NO. 9+50 10+00 11 +00 12+00 13+00 46883 STR 300 - STR 302 SHEET N0. HORIZ SCALE: V=50' VERT SCALE: 1"=5 C8.3 LU 230 460.50 9.89' 24" Basin -Circular Grate Ui 232 460.33 7.47' DI-3B 6 ft f06 LL t STORM STRUCTURE TABLE STRUCTURE # TOP STRUCTURE HEIGHT DESCRIPTION 100 414.86 OUTFACE EW-2 - 48" Pipe - 2:1 Fill Slope 102 422.00 11.82' Cylinder STORM STRUCTURE TABLE STRUCTURE # TOP STRUCTURE HEIGHT DESCRIPTION 300 414.38 OUTFACE ES-1 for 18 inch Pipe 302 436.34 12.45' 15" Basin -Circular Grate 304 453.79 10.31' DI-3B 4 ft Throat 306 452.50 4.57' 15" Basin -Circular Grate STORM STRUCTURE TABLE STRUCTURE # TOP STRUCTURE HEIGHT DESCRIPTION 700 441.17 OUTFACE ES-1 for 18 inch Pipe 702 445.50 5.00' 24" Basin -Circular Grate STORM STRUCTURE TABLE STRUCTURE # TOP STRUCTURE HEIGHT DESCRIPTION 800 447.42 OUTFACE ES-1 for 18 inch Pipe 802 454.84 8.75' 24" Basin -Circular Grate 804 457.29 7.87' 18" Basin -Circular Grate 806 463.61 7.86' DI-3C 6 ft Throat 808 451.32 4.06' 15" Basin -Circular Grate 810 453.12 4.12' 15" Basin -Circular Grate STORM PIPE TABLE PIPE # DIA FROM - TO UPSTREAM INVERT DOWNSTREAM INVERT SLOPE LENGTH DESCRIPTION 201 36" 202 - 200 415.00 413.60 2.72% 51.62 LF 36" HDPE 203 30" 204 - 202 427.86 416.69 2.93% 381.24 LF 30" HDPE 205 24" 206 - 204 440.90 433.00 16.00% 49.35 LF 24" HDPE 207 24" 208 - 206 451.07 450.60 1.00% 47.25 LF 24" HDPE 209 24" 210 - 208 452.34 451.17 1.00% 116.82 LF 24" HDPE 211 18" 212 - 210 453.76 452.44 1.00% 131.67 LF 18" HDPE 213 18" 214 - 212 455.52 453.86 0.71 % 234.12 LF 18" HDPE 215 15" 216 - 214 456.60 456.03 2.26% 25.46 LF 15" HDPE 217 15" 218 - 216 460.60 456.70 2.03% 191.78 LF 15" HDPE 219 15" 220 - 218 463.63 460.70 1.44% 203.45 LF 15" HDPE 221 15" 222 - 206 454.00 453.00 1.88% 53.25 LF 15" HDPE 223 36" 224 - 202 425.46 418.42 16.00% 44.00 LF 36" HDPE 225 30" 226 - 224 447.07 435.54 16.00% 72.03 LF 30" HDPE 227 30" 228 - 226 449.90 447.50 2.60% 92.38 LF 30" HDPE 229 24" 230 - 228 450.78 450.00 1.00% 78.07 LF 24" HDPE 231 24" 232 - 230 452.86 450.88 2.62% 75.54 LF 24" HDPE 233 24" 234 - 232 454.93 452.96 0.99% 200.50 LF 24" HDPE 235 18" 236 - 234 455.76 455.03 1.00% 73.09 LF 18" HDPE 237 15" 238 - 236 460.51 455.86 2.69% 172.95 LF 15" HDPE 239 15" 240 - 238 464.17 460.61 2.01 % 177.08 LF 15" HDPE 241 15" 242 - 226 457.67 456.08 2.16% 73.51 LF 15" HDPE 243 15" 244 - 242 458.65 457.77 1.50% 58.45 LF 15" HDPE 245a 15" 246a - 244 459.69 458.75 1.00% 94.10 LF 15" HDPE 247 15" 248 - 204 440.19 432.10 5.68% 142.53 LF 15" HDPE 249 15" 250 - 248 440.92 440.29 0.50% 125.32 LF 15" HDPE 251 18" 252 - 224 451.38 434.70 14.60% 114.23 LF 18" HDPE 253 18" 254 - 252 453.36 451.48 3.92% 47.98 LF 18" HDPE 255 18" 256 - 254 453.97 453.46 0.50% 102.32 LF 18" HDPE 257 15" 258 - 256 457.89 456.76 0.73% 154.42 LF 15" HDPE 259 15" 260 - 258 458.67 457.99 0.50% 136.76 LF 15" HDPE 261 15" 262 - 252 451.83 451.48 0.50% 70.39 LF 15" HDPE 263 15" 264 - 262 457.42 451.93 6.08% 90.37 LF 15" HDPE 265 15" 266 - 264 458.02 457.52 0.50% 100.46 LF 15" HDPE 267 15" 268 - 256 458.30 457.57 0.50% 145.67 LF 15" HDPE 271 15" 270 - 260 458.89 458.77 0.50% 23.33 LF 15" HDPE 273 15" 282 - 270 459.95 458.99 0.50% 192.28 LF 15" HDPE 275 15" 284 - 282 460.50 460.05 0.50% 89.07 LF 15" HDPE STORM PIPE TABLE PIPE # DIA FROM -TO UPSTREAM INVERT DOWNSTREAM INVERT SLOPE LENGTH DESCRIPTION 301 15" 302-300 424.02 413.00 12.00% 91.82 LF 18" HDPE 303 15" 304 - 302 443.65 431.50 16.00% 75.92 LF 18" HDPE 305 12" 306 - 304 448.03 445.81 5.00% 44.48 LF 12" HDPE STORM PIPE TABLE PIPE # DIA FROM -TO UPSTREAM INVERT DOWNSTREAM INVERT SLOPE LENGTH DESCRIPTION 701 15" 702 - 700 440.67 439.50 4.08% 28.66 LF 15" HDPE STORM PIPE TABLE PIPE # DIA FROM - TO UPSTREAM INVERT DOWNSTREAM INVERT SLOPE LENGTH DESCRIPTION 801 18" 802 - 800 446.09 445.50 2.44% 24.19 LF 18" HDPE 803 15" 804 - 802 449.55 447.57 2.18% 90.44 LF 15" HDPE 805 15" 806 - 804 455.87 450.00 4.98°k 118.01 LF 15" HDPE 807 15" 808 - 802 447.26 446.19 0.50% 213.28 LF 15" HDPE 809 15" 810 - 808 449.00 447.36 3.96% 41.46 LF 15" HDPE 455 455 EXISTING GRADE 450 3'5 450 3 , OF 445 � 445 PROPOSED RADE L-1 440 440 Q rO 435 3.5' ^ ^ 435 430 430 425 425 SL-1 420 420 O� O� '.•.r00 � 415 415 410 410 L II 1 11 \1 \ \ 4 I 1 \\ \ PLANT SCHEDULE BIORETENTION 1A BIORETENTION TREES QTY BOTANICAL NAME COMMON NAME CALIPER HEIGHT SPREAD REMARKS 1 1 \ 4. - \ AME BIO 3 AMELANCHIER ARBOREA DOWNY SERVICEBERRY 1.5" MIN 6'-8' 3-5- FULL CROWN, STRAIGHT 1 \ \ J c CENTRAL LEADER, WELL I 1 \ \ \ MATCHED SPECIMENS, I 1 \ \ NATIVE II 1 1 \ ASI BIO 4 ASIMINA TRILOBA PAWPAW 1.5" MIN 5' MIN 3-5' FULL CROWN, STRAIGHT 1 1 5 \ \ 4 4 \ 1 I 1 \ \ \ CENTRAL LEADER, WELL \ MATCHED SPECIMENS, 4 ASI BIO 11 11 \\ `\ a� NATIVE \ I II \\ \ 4\\ ; BIORETENTION PLANTING QTY BOTANICAL NAME COMMON NAME HEIGHT SPREAD CONTAINER REMARKS 190 EUP B10 1 1 \ COR BIO 3 CORYLUSAMERICANA AMERICAN HAZELNUT 24-30" 24-30" FULL 1 1 \ \ c \ SAL BID 10 SALIX HUMILIS PRAIRIE WILLOW 24-30" 24-30" FULL 5 SAL B10 1 a _ a - \\ 4 `\ BIORETENTION GROUNDCOVER QTY BOTANICAL NAME COMMON NAME SIZE CONTAINER SPACING 1 I < CHA BIO 252 CHASMANTHIUM LATIFOLIUM NORTHERN SEA OATS --- 4" POT 18" o.c. FULL EUP BIO 213 EUPATORIUM PURPUREUM JOE PYE WEED --- 4" POT 24" o.c. FULL IRI BIO 281 IRIS VERSICOLOR BLUE FLAG --- 4" POT 12" o.c. FULL 1 1 - a . - e . - o - a . - a - " d a . --a ' ° • \ LOB BIO 133 LOBELIA CARDINALIS CARDINAL FLOWER --- 4" POT 18" O.C. FULL �(23 EUP BIO 1 D D \ 4 PAN BIO 860 PANICUM VIRGATUM SWITCH GRASS --- 4" POT 12" o.c. FULL 1 .d.-a 'd• .-a\ d' d.-a 'd'. d ..o ''4\TEMPLATE: 1 1 D D D 0 0 \' II , 252 HA B 10 1 a '4 -"° '"° '4 ' v "° 'd 4 ( c TREE, SHRUB AND HERBACEOUS PLANTS: THIS IS THE TRADITIONAL LANDSCAPING OPTION FOR BIORETENTION. IT PRODUCES THE MOST NATURAL EFFECT, AND IT IS HIGHLY RECOMMENDED FOR BIORETENTION BASIN APPLICATIONS. THE LANDSCAPE GOAL IS TO SIMULATE THE STRUCTURE AND FUNCTION OF A NATIVE FOREST PLANT COMMUNITY. 4 \ 1 • D D d' 4 f 4 `\ I A 1 I - j 4 \ 1 4 1 \ \ b o b ♦ .4 \� \\ 0 A 4\ O D o- \ 4 4 , \ 133 LOB B10 ` \/ \ \ \ -:I_\ \ • b \ 5 SAL B10 \\ \ / \ a: 4 .4 ` 3 AME B10 \\ %\ \� "4 - \ 281 IRI B10 \ 1 0 0 o :0 44 J \ \\\ 860 PAN B10 \\ ° ° ,4 iii b a a .J \- b a o \ :0 \ o o 0 0 0 4 4 .4 01 \ O O O O \ o \ o \ \ \ 1 ob b _bb \ 4. 4 \ 1 .. .o .a \. / 1 1 / _ 1 1 \ \ \ 1 \ \ \ \ 4 4 4, ` 4, 5 0 20 Bioretention Basin 1 A Planting Plan 01 d a w 0 z 0 w 0 w z U 0 z 0 8 a z z o co Ul IL 220 E. Peterson Drive z Charlotte, NC 28217 a 704/333.7272 aClineDesignAssoc.com w w IL F F i Q 0 w z �QLu Q m O I Lu L J QO Z 55 co J J O Q ¢ J LL 0 M O �o � °0-p_Z W 8 ¢ 0 D o O ct U U U 0 SITE PLAN Sic UBMITTAL IL 4 T w a 0 ¢ a w 2 0 0 z T. KARRICK 9 + 2221 i��II, , PT'ARC��.��• o PROJECT:221074 5 DATE: 04.25.2022 o REVISIONS: DATE s 0 U R N J aXW W a DRAWN BY: JL CHECKED BY: JK BIORETENTION 1A a PLANTING PLAN z O w w w z LP1.20 / I i PLANT SCHEDULE BIORETENTION 2A BIORETENTION TREES QTY BOTANICAL NAME COMMON NAME CALIPER HEIGHT SPREAD REMARKS / AME BIO 7 AMELANCHIER ARBOREA DOWNY SERVICEBERRY 1.5" MIN 6'-8' 3-5' FULL CROWN, STRAIGHT CENTRAL LEADER, WELL MATCHED SPECIMENS, NATIVE ASI BIO 6 ASIMINA TRILOBA PAWPAW 1.5" MIN 5' MIN 3-5' FULL CROWN, STRAIGHT CENTRAL LEADER, WELL MATCHED SPECIMENS, NATIVE BIORETENTION PLANTING QTY BOTANICAL NAME COMMON NAME HEIGHT SPREAD CONTAINER REMARKS ARO BIO 15 ARONIA ARBUTIFOLIA RED CHOKEBERRY 24-30" 18-24" FULL CEP BIO 10 CEPHALANTHUS OCCIDENTALIS BUTTONBUSH 24-30" 24-30" FULL BIORETENTION GROUNDCOVER QTY BOTANICAL NAME COMMON NAME SIZE CONTAINER SPACING CHA BIO 122 CHASMANTHIUM LATIFOLIUM NORTHERN SEA OATS --- 4" POT 18" o.c. FULL EUP BIO 123 EUPATORIUM PURPUREUM JOE PYE WEED --- 4" POT 24" o.c. FULL / IRI BIO 86 IRIS VERSICOLOR BLUE FLAG --- 4" POT 12" o.c. FULL / LOB BIO 409 LOBELIA CARDINALIS CARDINAL FLOWER --- 4" POT 18" o.c. FULL PAN BIO 261 PANICUM VIRGATUM SWITCH GRASS --- 4" POT 12" o.c. FULL / TEMPLATE: ' TREE, SHRUB AND HERBACEOUS PLANTS: THIS IS THE TRADITIONAL LANDSCAPING OPTION FOR BIORETENTION. IT PRODUCES THE MOST NATURAL EFFECT, AND IT IS HIGHLY RECOMMENDED FOR BIORETENTION BASIN APPLICATIONS. / THE LANDSCAPE GOAL IS TO SIMULATE THE STRUCTURE AND FUNCTION OF A NATIVE FOREST PLANT COMMUNITY. / 4 - / / �5 CEP BIO 52 EUPBIO /' / / / / /' /' p /' / 116 LOB BIO � / , , � / / PAN 6 B / 21 / 5 AROBIO 85 LOB BIO / / / ' / 4 AME BIO IRIBIO ' / / / \ / / / / / . •.'. • , / / 122 :HA BIOS / /• • i ASI BIQ EUP BIO vl' 71 / / / /\/ / c. / 5 CEP BIO !/ 208 LOB BIO /h1 . / /• 3 AME BIO o0 f / o / / / / �� / / / / , / T, e M 10' 5' 0 10, 20- 0 Bioretention Basin 2A Planting Plan 01 Q a w F Q 0 z 2 Fa 0 w z J U 0 O z w m z — — — — U 0 a z 0 a a 220 E. Peterson Drive z Charlotte, NC 28217 704/333.7272 3 C1ineDesignAssoc.com °w m a. f U z z 0 0 IL LL D 0 a 0 a a 0 w z w \\ m / O W � J w a Q � Q 0 z 2E w zo w x m w z J Q J a LL ° �0.o a 0 7 z oo0� a Z 0 U 0 O - U w 0 a x U w U 7 0 SITE PLAN SUBMITTAL cc a w a z a w w x m 0 a 0 a W 0 E 1 ���NHN����� ••p L l H p 100., _ O 2 T. KARRICK 2221 PROJECT:221074 5 DATE: 04.25.2022 z0 REVISIONS: DATE s 0 U t w c m J w axW W a DRAWN BY: JL e CHECKED BY: JK BIORETENTION 2A a PLANTING PLAN z 0 w 0 w z LP1.21 TREE TO BE STRAIGHTENED PRIOR TO BACKFILLING AND GUYING; DO NOT USE TREE TRUNK AS LEVER FOR STRAIGHTENING; SEE PLANTING PLAN FOR SPECIES 'ARBOR TIE OR APPROVED NOTES EQUIVALENT STRAPPING 1. THOROUGHLY TILL IN PLANTING MIXTURE AMENDMENTS TO A MIN. MULCH AS SPECIFIED; KEEP DEPTH OF 12" IN ENTIRE BED AREA. MULCH 6" FROM TREE TRUNK 2. WORK SOIL TO A LOOSE, UNIFORM TEXTURE. REFER TO LANDSCAPE PLANS iv o PULL BACK ALL BURLAP; CLIP WIRE BASKET 3. HAND -TAMP BACKFILL TO REMOVE VOIDSIAIR POCKETS. AND SCHEDULE FOR SPECIES, O IN SECTIONS; CUT ALL TWINE OR ROPE 4. WATER IMMEDIATLY AFTER INSTALLATION UNTIL NO MORE WATER IS ABSORBED. PLANT SO THAT ROOT BALL IS m 0 AROUND TRUNK AND REMOVE LEVEL WITH PREPARED SOIL MIX 0 = SOIL MIX AS SPECIFIED 5. SEE SOIL PREPARATION AND AMENDMENT NOTES 3" MIN. MULCH AS SPECIFIED 0 w 2"4"40" UNTREATED LUMBER N (KEEP MULCH 1/2" DEEP AT LL u_ STAKES, THREE PER TREE SPACED �, CROWN, INSTALL GROUNDCOVER Ow AROUND TREE. STAKE = AFTER MULCHING) 0 O ~ �EQUALLY SHALL BE NOTCHED AT TOP EARTH SAUCER CENTERED [ °' FINISHED GRADE TO SLOPE AWAY _ AROUND TREE \ \j . - - 4" DEEP 'V" TRENCH AROUND ENTIRE BED (TYP.) AMENDEDSOIL MIX MOUNDED III�I _ -��� �l E GRADE SUBGRADE I I -III EXCAVATE NATIVE SOILS MIN. 4" - i I BELOW ROOT BALL ICI 12 X MAX WIDTH OF ROOT BALL'. m BIOSWALE PLUGS 3 X WIDTH OF ROOT BALL VARIES 2" MULCH EROSION CONTROL BLANKET NOTES I o 1. PLANT SO THAT TOP OF ROOT BALL IS 2" ABOVE FINISH GRADE. 2. SCARIFY SIDES AND BOTTOM OF PLANTING PIT. 3. BACKFILL TREE PIT WITH SPECIFIED PLANTING SOIL MIXTURE (OR AMENDED SOIL) IN 8" LAYERS, HAND -TAMPED, TO COMPACTED SUBGRADE REMOVE VOIDS. 4. WHEN PLANTING PIT IS 2/3 BACKFILLED, WATER MATERIAL. 5. AFTER PLACING AND HAND -TAMPING FINAL LAYERS, WATER AGAIN UNTIL NO MORE IS ABSORBED. Typical Ground cover Planting ^ 0 { 6. STAKE AND GUY TREES (3" CALIPER AND LARGER, OR IN WINDY CONDITIONS AS DIRECTED BY LANDSCAPE V Not to Scale ARCHITECT) 7. DO NOT WRAP TREE TRUNKS UNLESS DIRECTED BY LANDSCAPE ARCHITECT. 8. SEE SOIL PREPARATION AND AMENDMENT NOTES. IIIIII-1 I Typical Tree Planting 05 Not to Scale 1 IIIIII // / //j/ J 1 Landscape Maintenance Notes THE OWNERS OF THE PROPERTY AND THEIR AGENTS, HEIRS OR ASSIGNS SHALL BE RESPONSIBLE FOR THE INSTALLATION, PRESERVATION AND MAINTENANCE 10 PERMEABLE SOIL BACKFILL AL FEATURES SHOWN ON THIS PLAN. THE OWNERS SHALL BE RESPONSIBLE OF ALL PLANTINGS AND PHYSICAL F FOR ANNUAL MAINTENANCE OF THE VEGETATION REFER TO LANDSCAPE PLANS AND SCHEDULE TO INCLUDE BUT NOT LIMITED FOR SPECIES PLANT SO THAT ROOT BALL IS 1 I III ABOVE PREPARED SOIL MIX -I . ' . • " ' ' ; ` •.• :.:'` `.. " STALITE MEDIA 1. FERTILIZATION: AVOID ANY NITROGEN FERTILIZATION OF COOL -SEASON GRASSES SUCH AS TALL FESCUE AFTER THE FEBRUARY APPLICATION UNTIL ' SEPTEMBER. FERTILIZE LAWNS THREE TIMES PER YEAR SEPTEMBER 15, OCTOBER 31, AND FEBRUARY 15 ACCORDING TO SOIL TEST. FERTILIZE WARM SEASON 4" MIN. MULCH AS SPECIFIED ' ' !. GRASSES ONCE DURING GROWING SEASON PER SOIL TEST. (KEEP MULCH 2- FROM TRUNK) -I I . :' , : _ . . '• :. .. III _ 2. PRUNING: PURPOSE OF PRUNING IS TO IMPROVE HEATH AND VIGOR OF WOODY PLANTS, ADJUSTMENTS TO THE FOLIAGE AND BRANCHING DENSITY FOR _ FINISHED GRADE TO SLOPE AWAY VISUAL SCREENS AND MANAGING COMPETITION AND IMPROVING THE APPEARANCE OF TREES AND SHRUBS. PRUNING SHALL BE LIMITED TO REMOVAL OF N ' - DEAD WOOD OR BRANCHES FOR TREES OR FOR SIGHT DISTANCES/SAFETY REASONS FOR THE FIRST YEAR. THE ANSI A300 TREE CARE OPERATIONS I E PRUNING OF SHRUBS SHALL BE LIMITED TO THE PRUNING NECESSARY TO MAINTAIN THE NATURAL SHAPE OF THE STANDARDS SHOULD BE ADHERED TO THE _ �� \ ',v _ 4" DEEP "V' TRENCH AROUND III -I I PLANT EXCEPT FOR SHEARED HEDGES. -III / ' / I ENTIRE BED (TYPJ A. SHRUBS IN BUFFERS ALLOWED TO REMAIN FULL TO GROUND AND 6'-6' HEIGHT I / / / AMENDED SOIL MIX, MOUNDED 2 WRAP TRENCH WITH NON WOVEN FILTER FABRIC I B SHRUBS IN STREETSCAPE BUFFER TRIMMED TO CONTINUOUS SOFT HEDGES ES BELOW TREES. I 'a I- ABOVE FINISHED GRADE C. SHRUBS IN PLANTING ISLANDS KEPT TRIMMED TO 36' MAXIMUM HEIGHT. - - - - - I I I' III 6" PERFORATED DUAL WALL PIPE, WITH SOCK 3. PEST CONTROL: PRE -EMERGENT WEED CONTROL FOR LAWNS AND SHRUB BEDS MAY BE APPLIED IN FEBRUARY. CHEMICAL TREATMENT FOR INSECT -� III III -III - EXCAVATE NATIVE SOILS MIN. 4'" _ -I I #57 STONE (WASHED) INFESTATION AND DISEASE MAY BE APPLIED AND SHALL BE SPECIFIC TO THE PROBLEM.i- -III BELOW ROOT BALL - 4. MULCHING: MULCHING SHALL BE MAINTAINED AT A DEPTH OF T T IN PLANT BEDS. MULCH SHALL BE REAPPUED EVERY YEAR. NOTES - - - - - - - - NOTE: 5. MOWING: PRIMARY FESCUE LAWNS SHALL BE MAINTAINED AT A HEIGHT OF 3'. SECONDARY TURF AREAS MAY BE MAINTAINED HIGHER AND LESS 4" CLEANOUTS SHALL BE INSTALLED EVERY 50' FREQUENTLY. WARM SEASON GRASSES SHALL BE MOWED AS NEEDED DURING THE GROWING SEASON TO MAINTAIN THE RECOMMENDED HEIGHT OF THE 1. PLANT SO THAT TOP OF ROOT BALL IS 1"ABOVE FINISH GRADE. ON THE PERF. PIPE, STARTING FROM DOWNSTREAM SPECIES OF TURF GRASS. 2. SCARIFY SIDES AND BOTTOM OF PLANTING PIT. VARIES DISCHARGE STRUCTURE, ALONG THE LENGTH OF POND. 6. PLANT PROTECTION: AVOID EXCESS INTRUSION INTO THE ROOT ZONE AREA OF ESTABLISHED PLANTINGS. INSTALL TREE PROTECTION FENCING AS SHOWN 3. BACKFILL PLANTING PIT WITH SPECIFIED PLANTING SOIL MIXTURE OR AMENDED SOIL IN 6" LAYERS ( ) THE CLEANOUTS SHALL BE INSTALLED SO THE ACCESS DURING CONSTRUCTION. HAND -TAMPED, TO REMOVE VOIDS. CAP IS PROTRUDING FROM THE ADJACENT GROUND 7. WATERING: IF ANY IRRIGATION SYSTEM IS UTILIZED, THE SYSTEM SHALL BE REGULATED TO PROVIDE APPROXIMATELY 1" OF RAINFALL PER WEEK DURING 4. WHEN PLANTING PIT IS 213 BACKFILLED, WATER MATERIAL. AFTER PLACING AND HAND -TAMPING FINAL LAYERS, NEXT TO THE POND NO MORE THAN 1-1/2". THE GROWING SEASON. WATER AGAIN UNTIL NO MORE IS ABSORBED. TRANSITION FROM PE TO PVC 12-18"ABOVE 6"X4" WYE WITH 8. MAINTENANCE NOTES FOR BIORETENION BASIN PLANT MATERIALS: 6. ROOTBALL IS TO BE DISTURBED SO THAT ROOTS WILL GROW OUT INTO SOIL MIX FERNCO TRANSITION COUPLING. A. VISUALLY INSPECT AND REPAIR EROSION AROUND BIORETENSION AREAS ON A MONTHLY BASIS. 7. SEE SOIL PREPARATION AND AMENDMENT NOTES SEE PLAN. B. INSPECT MULCH COVER MONTHLY AND REPLACE ANY VOID AREA AS NEEDED. ADDITIONAL MULCH SHALL BE APPLIED IN THE SPRING WHERE NEEDED. C. REMOVE AND REPLACE ALL DEAD OR DISEASED VEGETATION TWICE ANNUALLY. TREAT ALL DISEASED SHRUBS AND TREES AS NEEDED TO INSURE PROPER GROWTH. D. ALL PLANT MATERIALS SHALL BE WATERED BY HAND FOR TWO WEEKS AFTER INSTALLATION. E. REPLACE ANY DEFICIENT STAKES OR WIRES WHENEVER NEEDED. F. REMOVE ALL TRASH WEEKLY. Bioretention Basin 07 Landscape Maintenance Notes 04 Typical Shrub Planting Not to Scale 02 No'' Scale Landscape Landscape Planting 1. Verification of total landscape material quantities as shown on the landscape plans and in the plant list shall be the responsibility of the landscape contractor. The landscape architect shall be notified of any discrepancies prior to final bidding or installation. 2. All landscape materials shall conform to the most recent American Standards for Nursery Stock established by the American Association of Nurserymen (A.A.N.). PLANT SCHEDULE 3. Soil analysis shall be obtained by landscape contractor prior to planting. See Soil Preparation and Amendment Notes AREA OF CANOPY TOTAL SPECIES AREA 4. Shrub bed area preparation is highly preferred to individually dug holes. 5. Trees with root flare covered by more than 1.5" of soil will be rejected prior to installation. ENTRANCE CORRIDOR QTY BOTANICAL NAME COMMON NAME CALIPER HEIGHT SPREAD REMARKS 6. Landscape material placed in prepared holes shall be properly backfilled prior to the end of the working day. COR REQ 16 CORNUS FLORIDA'CHEROKEE CHIEF' CHEROKEE CHIEF DOGWOOD 2" MIN. 8-10 3-5' FULL CROWN, STRAIGHT CENTRAL 124 SF 124 SF X 16 = 1984 SF 7. All saucersshall be soaked with water and mulched immediately following installation. LEADERS, WELL MATCHED SPECIMENS, 8. All prepared ground cover and annual bed installations shall be property soaked and mulched prior to the end of the day. NATIVE 9. Landscape Architect shall approve any on -site plant storage area for accessibility, shade conditions, healing -in mulch material and temporary watering methods. MAG REQ 22 MAGNOLIA VIRGINIANA SWEETBAY MAGNOLIA 2" MIN. 6'-8• 3-5' FULL CROWN, STRAIGHT CENTRAL LEADER, 113 SF 113 SF X 22 = 2486 SF 10. Ult and set the tree by root ball only. Do not lift using the tree trunk. Do not use tree trunk as a lever. WELL MATCHED SPECIMENS, NATIVE 11. All root balls removed from containers shall be scarified by hand prior to placement and back filling with prepared soils. Hand tools are not to be used to scarify QUE REQ 38 QUERCUS FALCATA SOUTHERN RED OAK 3.5" MIN. 12-14' 5-6• FULL CROWN, STRIGHT CENTRAL LEADER, 424 SF 424 SF X 38 = 16,112 SF root balls. WELL MATCHED SPECIMENS, NATIVE 12. All rope and wrapping twine shall be cut and removed from around the upper parts of the root ball. Metal basket wires and burlap shall be pulled back and tucked under the edges of the saucer rings on all trees and large shrubs. All synthetic burlap shall be removed from plant balls prior to back filling. PARKING TREES QTY BOTANICAL NAME COMMON NAME CALIPER HEIGHT SPREAD REMARKS 13. All plant beds or raised saucer rings shall be edged with smooth, continuous curves. FAG REQ 1 FAGUS GRANDIFOLIA AMERICAN BEECH 2" MIN. 107- 22 4-6• FULL CROWN, STRAIGHT CENTRAL LEADER, 227 SF 227 SF X 9 = 2,043 SF 14. All plant material shall be planted at heights as illustrated in plant details. WELL MATCHED SPECIMENS, NATIVE 1. T 'n shallperformedwithin w k fplanting. Th I n nt r shall responsible r removing II tree guying strapping k after 5 reeguyt guying a bea week o e landscape recto s a betoa eeg y gs app gandsta stakes a LIQ REQ 12 LIQUIDAMBARSTYRACIFLUA'ROTUNDILOBA' ROUND -LOBED SWEET GUM 2"MIN. 10•-12• 4-6• FULL CROWN, STRAIGHT CENTRAL LEADER, 206 SF 206 SF X 12 = 2 472 SF : the first full growing season or one year, which ever comes first. WELL MATCHED SPECIMENS, NATIVE 16. B & B as listed under'roor' in the plant list indicates balled and burlapped. QUP REQ 29 QUERCUS PHELLOS WILLOW OAK 2" MIN. 10'-12• 4-6• FULL CROWN, STRAIGHT CENTRAL LEADER, 370 SF 370 SF X 29=10,730 SF 17. Contractor shall verify locations of underground utilities prior to planting. Any exposed or uncovered lines shall be shown to general contractor prior to WELL MATCHED SPECIMENS, NATIVE backfilling. 18. All plant beds and raised saucer rings shall be graded to provide adequate drainage and shall be mulched as specified. PEDESTRIAN WAYS QTY BOTANICAL NAME COMMON NAME CALIPER HEIGHT SPREAD REMARKS 19. All materials, planting and landscape work shall conform to the current municipal authority's standard specifications and details. CDC REQ 13 CORYLUS COLURNA TURKISH FILBERT 2.5" 8-10- 3-5- FULL CROWN, STRAIGH CENTRAL LEADER, 138 SF 138 SF X 13 = 1,794 SF 20. All landscape areas that are not planted and mulched or paved shall be seeded or sodded with Rebels Tall Fescue, unless otherwise noted. WELL MATCHED SPECIMENS 21. Tree protection fence shall be installed, inspected and approved prior to the issuance of any grading or other permits. 22. First year pruning of tree crown shall be limited to removal of dead & damaged wood. SCREENING TREE QTY BOTANICAL NAME COMMON NAME CALIPER HEIGHT SPREAD REMARKS 23. The owner shall be responsible for the maintenance of all municipality required landscaping, beginning one year after date of planting, by keeping lawns mowed, CUP REQ 11 CUPRESSUS X LEYLANDII LEYLAND CYPRESS --- 4' 1-2' FULL TO GROUND, STRAIGHT CENTRAL 23 SF 23 SF X 11 = 253 SF all plants maintained as disease free, all planting beds groomed and kept weed free (except in areas of preserved existing natural vegetation i.e. thickets) and LEADER, WELL MACTHED SPECIMENS kept freow from trash, debris and other materials. ILN REQ 10 . ILEX X'NELLIE R. STEVENS' NELLIE R. STEVENS HOLLY --- 4' 1-2' FULL TO GROUND, STRAIGHT CENTRAL 44 SF 44 SF X 10 = 440 SF 24. The owner shall be responsible for the replacement any municipality required planting, which is removed or dies, beginning one year alter the date of planting. LEADER, WELL MATCHED SPECIMENS Such replacement shall occur during the nextplantingg season. 25. Trees within Public Right -of Way to be planted from October 1 st to April 30th only. STREET TREES QTY BOTANICAL NAME COMMON NAME CALIPER HEIGHT SPREAD REMARKS NYS REQ 22 NYSSA SYLVATICA TUPELO 2.5" 12-14• 3-5- 123 SF FULL CROWN, STRAIGHT CENTRAL LEADER, 123 SF X 22 = 2,706 SF WELL MATCHED SPECIMENS, NATIVE. Soil Preparation and Amendment Notes QUS REQ 30 QUERCUS SHUMARDII SHUMARD OAK 2.5 10•-12' 4-6` FULL CROWN, STRAIGHT CENTRAL LEADER, 329 SF 329 SF X 30 =9,870 SF 1. Soil samples shall betaken and submitted to an independent source for soil analysis. Results of soil analysis shall be sent to the Landscape Architect. WELL MATCHED SPECIMENS, NATIVE 2. Per recommendation of soils report; landscape contractor to supplement soil with lime, macronutrients and micronutrients. S. Contractor to amend soil with organic material and/or sand to yield the final soil ratio: SCREENING SHRUBS QTY BOTANICAL NAME COMMON NAME HEIGHT SPREAD CONTAINER REMARKS 57 SF 57 SFX76=4,332 SF 33.3%Sand/Silt ILE REQ 76 ILEX CORNUTA'BURFORDII' BURFORD HOLLY 24-30" 2-T FULL 33.3% Clay 33.3% Organic Material TOTAL PROP. CANOPY: 55,222 SF (1.26 AC) * Organic material to be Compost made solely from plant -based products. Peat moss is allowed in sandy soils 4. Native soil, Lime, Nutrients and Amendments to be tilled to a minimum width of 3-5x root ball for trees. Shrub and groundcover planting areas shall be tilled to a minimum 4' below rootball or a minimum 12' deep. Planting and Soil Notes E County of Albemarle Required Plant Schedule 01 Q a m H ¢ U N tl1 a z O m W m w z J U 0 O z z w U z O 0 zz z 2 glil6N f m W 220 E. Peterson Drive z Charlotte, NC 28217 704/333.7272 oCtineDesignAssoc.com W cc W w z Z H 0 N m LL 0 O F O W J Ir z 5 Q W F x U J �JO< 0 LL F- am O Z = O O m w a //''�� I..L O Z)U - O O w cc)a x U d w U 7 $ SITE PLAN SUBMITTAL m a w m 0 zz w a w z a w Ul x I- z z 3 a w m w r o - T. a ir KARRICK m :� 2 � 9 2221 L'V I!✓LG O o PROJECT:221074 U 3 DATE: 04.25.2022 z REVISIONS: DATE O 0 U W W Ww J a �i a DRAWN BY: JL N a CHECKED BY: JK o Plant Schedule and z Planting Details O Ww 0 w z LP2.00