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HomeMy WebLinkAboutWPO201900066 Plan - Revision WPO VSMP 2020-11-18BEAVER CREEK -MEDICAL OFFICE BUILDING NOTES TAX MAP PARCEL AND OWNER INFO: PARCEL 06000-00-00-03800 2246 - 2248 IVY ROAD LLC 2246 - 2248 IVY ROAD CHARLOTTESVILLE, VA 22903 ZONING: HC -HIGHWAY COMMERCIAL ENTRANCE CORRIDOR OVERLAY AIRPORT IMPACT AREA OVERLAY MAGISTERIAL DISTRICT: JACK JOUETT SOURCE OF SURVEY, BOUNDARY, AND TOPOGRAPHY: TIMMONS GROUP 28 IMPERIAL DRIVE STAUNTON, VA 24401 (504)885-0920 CONTACT: MICHAEL W. DORSEY CONDUCTED: 7/18/2019 AMENDMENT TO,I VSMP/WPO PLAN (WP0201900066) COUNTY OF ALBEMARLE, VIRGINIA DATUM: VERTICAL: NAVD88 HORIZONTAL: NAD83 (NA2011), VIRGINIA STATE GRID, SOUTH ZONE WATERSHED: MOORES CREEK - NOT A WATER SUPPLY WATERSHED SETBACKS: FRONT (BUILDING): 10 FT (MINIMUM) FROM ROW OR EXTERIOR EDGE OF SIDEWALK IF THE SIDEWALK IS OUTSIDE OF THE ROW; 30 FT (MAXIMUM) FRONT (PARKING): 10 FT FROM PUBLIC STREET ROW SIDE: ADJ. TO RESIDENTIAL: 50 FT (STRUCTURE), 20 FT (OFF-STREET PARKING OR LOADING SPACE) ADJ. TO COMMERCIAL: IN ACCORDANCE WITH BUILDING CODE REAR: ADJ. TO RESIDENTIAL: 50 FT (STRUCTURE), 5 FT (OFF-STREET PARKING OR LOADING SPACE)` ADJ. TO COMMERCIAL: IN ACCORDANCE WITH BUILDING CODE `SPECIAL EXCEPTION HAS BEEN APPROVED, WAIVING REAR USE BUFFER AND REDUCING REAR PARKING SETBACK STEPBACKS: 15 FT FOR EACH STORY THAT BEGINS ABOVE 40 FT IN HEIGHT OR FOR EACH STORY ABOVE THE THIRD STORY, WHICHEVER IS LESS PRESENT USE: COMMERCIAL (NEIGHBORHOOD SHOPPING CENTER) PROPOSED USE: ±26,600 SF MEDICAL OFFICE SPACE REQUIRED PARKING PER ORDINANCE: MEDICAL OFFICE: (26,600 SF x 0.8) X (1 SPACE / 200 SF) = 107 SPACES PROPOSED PARKING: 107 SPACES ADA PARKING REQUIRED: 5 SPACES (AT LEAST 1 VAN ACCESSIBLE SPACES) (PER 2012 VCC) ADA PARKING PROVIDED: 5 SPACES MAXIMUM BUILDING HEIGHT: 65 FEET PROPOSED DISTURBED AREA: 1.51 ACRES EXISTING IMPERVIOUS AREA: 1.03 ACRES PROPOSED IMPERVIOUS AREA: 1.24 ACRES AREA OF PAVED PARKING/CIRCULATION: 0.93 ACRES PROPOSED OPEN SPACE: 0 ACRES PROPOSED RECREATION AREA: 0 ACRES TRIP GENERATION LAND USE: MEDICAL OFFICE BUILDING ITE CODE: 720 AMOUNT: 26,600 UNITS: SF (GFA) WFFKDAY ADT AM PEAK HOUR PM PEAK HOUR 926 IN 58 OUT 36 TOTAL 94 IN 43 OUT 66 TOTAL 109 UTILITY DEMANDS WATER FLOW (AVERAGE DAILY DEMAND) AVERAGE FLOW RATES (FROM TABLE A 12VAC5-590-690, VDH WATERWORKS REGULATIONS): OFFICE: 250 GPD/1,000 SF = 26,600 X 250 GPD/1,000 SF = 6,650 GPD AVERAGE HOUR: 6,650 / 24 = 277 GALLONS PER HOUR MAX HOUR = 300% OF AVERAGE HOUR = 277 X 3 = 831 GALLONS PEAK DOMESTIC DEMAND = MAX HOUR X 2 = 831 X 2 = 1,662 GALLONS SEWER FLOW (AVERAGE DAILY FLOW) OFFICE: 26,600 SF X (250 GPD PER 1,000 SF) = 6,650 GPD MADISON PARK CONDOS 11/18/2020 UNIVERSITY VILLAGE CONDOS HUNTINGT0N VILLAGE /P R� The Ivy Inn Q John Paul Jones ze Wj'Rd $ © Shenandoah Joe Ivy SITE LOCATION St. Anne s-Beltield POPLAR GLEN School o 56i zso e� LEWIS MOUNTAIN RV ®St omas Aquinas Church .s Marnta,r, VICINITY MAP 1"=1000' DEVELOPER: TURNER ENTERPRISES 250 WEST MAIN STREET, SUITE 201 CHARLOTTESVILLE, VA 22902 CONTACT: JOHN THIER TELEPHONE: (434) 533-0788 ENGINEER OF RECORD: TIMMONS GROUP 608 PRESTON AVENUE, SUITE 200 CHARLOTTESVILLE, VA 22903 CONTACT: CRAIG KOTARSKI, P.E. TELEPHONE: (434) 327-1688 Sheet List Table Sheet Number Sheet Title C0.0 COVER SHEET C3.0 EROSION & SEDIMENT CONTROL NOTES C3.1 EROSION & SEDIMENT CONTROL DETAILS C3.2 EROSION & SEDIMENT CONTROL PHASE I C3.3 EROSION & SEDIMENT CONTROL PHASE II C4.0 SITE AND UTILITIES PLAN C5.0 GRADING AND DRAINAGE PLAN C6.0 STORMWATER MANAGEMENT PLAN C6.1 STORMWATER SUMMARY PLAN C6.2 STORMWATER CALCULATIONS C7.0 STORM AND UTILITY PROFILES C8.0 EASEMENT PLAN TOTAL = 12 SHEETS SIGNATURE PANEL: APPROVAL DATE DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNING & ZONING ENGINEERING INSPECTIONS ARCHITECTURAL REVIEW BOARD DEPARTMENT OF FIRE AND RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARTMENT OF TRANSPORTATION ALBEMARLE COUNTY ARCHITECTURAL REVIEW BOARD 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 GEO-COORDINATES 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, CULVERT/PIPE 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 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. 7 U✓ CRATG W. J. KOTARSKI > Lic. No. 0402048507 Lp? II/18/20 ,;% ui 0 0 (D 0 0 o' x 0 w w U Q z 0 o' 0 r LM z O U w 0 z O w K I DATE 11/18/2020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE N/A IR z H4 u0 W W U H4 LL LL Q 0z Z_ C7 w J °� Q > LU UzU) O Of 0 U LU w > W -.1a 0 L U w m J a W W U `w Q MW W JOB NO. 43567 SHEET NO. CO.0 L 0 U EROSION AND SEDIMENT CONTROL NARRATIVE PROJECT DESCRIPTION THIS PROJECT INCLUDES THE DEMOLITION OF TWO EXISTING BUILDINGS FOLLOWED BY THE CONSTRUCTION OF A NEW MEDICAL OFFICE BUILDING WITH UNDERGROUND PARKING, A SURFACE PARKING AREA, AND ASSOCIATED UTILITY AND SITE WORK. LIMITS OF DISTURBANCE TOTALS 1.51 ACRES. ADJACENT PROPERTY THE PROPERTY IS BOUND BY ROUTE 250 (IVY ROAD) TO THE NORTH, A RESTAURANT TO THE EAST, AN APARTMENT COMPLEX TO THE SOUTH. AND AN OFFICE & A FUNERAL HOME TO THE WEST. EXISTING SITE CONDITIONS THE SITE CURRENTLY CONTAINS TWO RETAIL/COMMERCIAL USE BUILDINGS AND A PAVED PARKING AREA. THERE IS A PRIVATE DRIVE ALONG THE WESTERN PROPERTY LINE AND A SHARED ENTRANCE AT THE NORTHEAST CORNER OF THE PROPERTY. OFF -SITE AREAS THERE ARE CURRENTLY NO OFF -SITE ACTIVITIES PLANNED. IF ANY OFF -SITE ACTIVITY IS DETERMINED TO BE NECESSARY, THAT SCOPE WILL BE COORDINATED WITH ALBEMARLE COUNTY PRIOR TO COMMENCEMENT. CRITICAL EROSION AREAS NONE 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. STRUCTURAL PRACTICES: 1. TEMPORARY CONSTRUCTION ENTRANCE - 3.02 A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE PROVIDED AT THE LOCATION INDICATED ON THE PLANS. IT IS IMPERATIVE THAT THIS MEASURE BE MAINTAINED THROUGHOUT CONSTRUCTION. ITS PURPOSE IS TO REDUCE THE AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF. 2. SILT FENCE BARRIER - 3.05 SILT FENCE SEDIMENT BARRIERS SHAL L BE INSTALLED DOWNSLOPE OF AREAS WITH MINIMAL GRADES TO FILTER SEDIMENT -LADEN RUNOFF FROM SHEET FLOW AS INDICATED. ITS PURPOSE IS TO INTERCEPT SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS AND PREVENT SEDIMENT FROM LEAVING THE SITE. 3. STORM DRAIN INLET PROTECTION - 3.07 STONE FILTERS SHALL BE PLACED AT THE INLET OF ALL DRAINAGE STRUCTURES AS INDICATED ON PLANS. ITS PURPOSE IS TO PREVENT SEDIMENT FROM ENTERING THE STORM DRAINAGE SYSTEM PRIOR TO PERMANENT STABILIZATION. 4. DIVERSION DIKE - 3.09 A RIDGE OF COMPACTED SOIL CONSTRUCTED AT THE TOP OR BASE OF A SLOPING DISTURBED AREA WHICH DIVERTS OFF -SITE RUNOFF AWAY FROM UNPROTECTED SLOPES AND TO A STABILIZED OUTLET, OR TO DIVERT SEDIMENT -LADEN RUNOFF TO A SEDIMENT TRAPPING STRUCTURE. MAXIMUM EFFECTIVE LIFE IS 18 MONTHS. 5. SEDIMENT TRAP - 3.13 A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELEASE TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN "WET" AND "DRY" STORAGE LONG ENOUGH FOR THE MAJORITY OF SEDIMENT TO SETTLE OUT. 6. MAINTENANCE OF SEDIMENT TRAP - INSPECT TRAP EMBANKMENT WEEKLY TO ENSURE IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. ADDITIONALLY THE TRAP SHALL BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE DESIGNATED CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF. 7. OUTLET PROTECTION - 3.18 THE INSTALLATION OF RIPRAP CHANNEL SECTIONS AND/OR STILLING BASINS BELOW STORM DRAIN OUTLETS TO REDUCE EROSION AND UNDER -CUTTING FROM SCOURING AT OUTLETS AND TO REDUCE FLOW VELOCITIES BEFORE STORMWATER ENTERS RECEIVING CHANNELS BELOW THESE OUTLETS. 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. 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 C3.2) 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. 2. INSTALL PERIMETER MEASURES ALONG ROUTE 250 (IVY ROAD) AND TREE PROTECTION AROUND THE SITE. 3. GRADE SEDIMENT TRAPS AND INSTALL DIVERSION DIKES. 4. AFTER ALL EROSION AND SEDIMENT CONTROL MEASURES ARE IN PLACE, SITE WORK CAN BEGIN. 5. BEGIN BUILDING EXCAVATION. INSTALL THE SUMP PIT AS SEEN ON SHEET C3.2. EXCAVATE SUMP PIT AS NECESSARY AS STRUCTURE EXCAVATION PROGRESSES. SUMP PIT VOLUME SHALL BE MAINTAINED THROUGHOUT THE ENTIRE EXCAVATION PROCESS. 6. INSTALL PUMP AND DEWATERING STRUCTURE TO SUMP PIT ONCE EXCAVATION DOES NOT ALLOW FOR OVER LAND OUTFALL FROM PIT. 7. REMOVE SUMP PIT ONCE EXCAVATION PIT IS STABILIZED AND CONCRETE FORM WORK AND POURING BEGINS AFTER OBTAINING PERMISSION FROM THE COUNTY E&SC INSPECTOR. 8. ROUGH GRADE PROJECT AREA. 9. SEED ALL DENUDED AREAS PER VESCH STANDARDS. PHASE II (SEE SHEET C3.3) 1. INSTALL ADDITIONAL INLET PROTECTION WHERE SHOWN ON THE PHASE II EROSION AND SEDIMENT CONTROL PLAN AS THE STORM SYSTEM IS CONSTRUCTED AND BECOMES OPERATIONAL. 2. MAINTAIN PERIMETER SAFETY AND E&SC MEASURES DURING BUILDING CONSTRUCTION. 3. FINE GRADE PROJECT AREA. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. 4. 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. 5. ONCE THE SITE UP HILL FROM THE SEDIMENT TRAP HAS BEEN STABILIZED AND APPROVED BY ESC INSPECTOR, REMOVE THE SEDIMENT TRAP AND COMPLETE FINAL GRADING AND ASPHALT WORK. 6. APPLY PERMANENT SOIL STABILIZATION TO THESE AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED. 7. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL MEASURES CAN BE REMOVED UPON APPROVAL FROM THE E&S INSPECTOR. GENERAL EROSION AND SEDIMENT CONTROL NOTES: SOILS INFORMATION: �� CRAIG W. J. KOTARSKI > ES-1: UNLESS OTHERWISE INDICATED, CONSTRUCT AND MAINTAIN ALL VEGETATIVE AND STRUCTURAL 88 - UDORTHENTS, LOAMY, 2 TO 25 PERCENT SLOPES. MORE THAN 80 INCHES TO Lic. No. 0402048507 c� EROSION AND SEDIMENT CONTROL PRACTICES ACCORDING TO MINIMUM STANDARDS AND RESTRICTIVE FEATURE, HYDROLOGIC SOIL GROUP: N/A �¢+p I /0/20 SPECIFICATIONS OF THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL 91 - URBAN LAND, 0 TO 25 PERCENT SLOPES. 10 INCHES TO DENSIC MATERIAL. SSIpNAL� REGULATIONS. HYDROLOGIC SOIL GROUP: N/A 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. o Eo a u N UI ES-3: PLACE ALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN N ao CLEARING, GRADING, OR LAND DISTURBANCE. E w a E ES-4: MAINTAIN A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ON THE SITE AT Lu w 3 ALL TIMES. a 0 o 3 U. - w 0m ES-5: PRIOR TO COMMENCING LAND -DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON ¢ � v co z THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFFSITE BORROW OR WASTE AREA), SUBMIT A o rn O SUPPLEMENTARY EROSION CONTROL PLAN TO THE ARCHITECT/ENGINEER AND THE CONTROLLINGLu aFA oN a EROSION AND SEDIMENT CONTROL AUTHORITY FOR REVIEW AND ACCEPTANCE. z F ; M � JU )x U ES-6: PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND o a LL o SEDIMENTATION AS DETERMINED BY THE RESPONSIBLE LAND DISTURBER. (MODIFIED NOTE) _ z =U>O_ ES-7: ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES ~ DURING LAND -DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT. ^ w N M � a� ES-8: DURING DEWATERING OPERATIONS, PUMP WATER INTO AN APPROVED FILTERING DEVICE. o w 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.ac M 0 x c� 0 0 H MINIMUM STANDARDS: o w w AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT = ~¢ WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: a c� MS-1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN z DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION 0 SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT > DATE WILL REMAIN DORMANT FOR LONGER THAN 14 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED 1111812020 TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. 0 MS-2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE } DRAWN BY STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE K. MELLON 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. DESIGNED BY MS-3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL • K. MELLON A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. • CHECKED BY MS-4. SEDIMENT TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP • C. KOTARSKI 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 SCALE DIVERSIONS IMMEDIATELY AFTER INSTALLATION. 1" = 20' 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 Q ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. no MS-9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE J 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. M MS-11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE LJJ OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT Lij CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. W O 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 v Z EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE 0 H� CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE � J STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. O MS-13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN U. Q ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF O z NONERODIBLE MATERIAL SHALL BE PROVIDED. z MS-14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. J ; O MS-15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE U WATERCOURSE IS COMPLETED. MS-16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: Z A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. Q OU C B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. G 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 W Q ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY. w D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO m (n MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. Q 06 F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. Z MS-17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS O 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 Lu (n 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 w ui O 0 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 ' ` w TO LARGER LAND -DISTURBING ACTIVITIES. v 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 ui 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 W ADMINISTRATIVE CODE 9VAC25-840-40 MINIMUM STANDARDS. H JOB NO. L 43567 SHEET NO. C3.0 1 LA�' I 11► ► MI., DIRI Retains the silt, sand and fines while allowing the filtered water to drain out into the drainage system. Protect the environment effectively and economically with Dirtbag®! Collect sand, silt and fines. Avoid silting streams, surrounding prop- erty and storm sewers. As more and more emphasis is put on saving our wetlands, regulations are becoming more stringent regarding the pumping of dirty water from holes around construction sites -such as foundations, pipe line construction, repairing municipal water/sewer lines, marine construction, utility, highway and site development areas. ACF can make custom Dird ags® to suit your needs. We can produce the size, dimension, or use the fabric weight you request. Use Recommendations ACF Environmental manufactures Dirtbag® using a variety of woven and nonwoven geotextile fabrics. The fabric properties on the Specifications page affirm the strength of Dirtbag® and are a result of tests conducted at on -site laboratories at the geotextile fac- tory. All test methods are ASTM or industry standards. Each standard Dirtbage has a fill spout large enough to accommo- date a 4" discharge hose. Straps are attached to secure the hose and prevent pumped water from escaping without being filtered. Strap the neck of Dirtbag® tightly to the discharge hose. To increase the efficiency of filtration, place the bag on an aggregate or haybale bed to maximize water flow through the surface area of the bag. Dirtbag® is full when it no longer can efficiently filter sediment or pass water at a reasonable rate. Flow rates will vary depending on the size of Dirtbag®, the type and amount of sediment discharged into Dirtbag, the type of ground, rock or other substance under the bag. Undermost circumstances Dirtbag® will accommodate flow rates of 750 gallons per minute. Use of excessive flow rates or overfilling Dirtbage with sediment will cause ruptures of the bags or failure of the hose attachment straps. Dirtbag must be monitored during use. 31 1.0 Description 1.1 This work shall consist of furnishing, placing and removing Dirtbae pumped sediment control device as directed by the design enginer or as shown on the contract drawings. Dirtbae pumped -silt control system is marketed by: ACF Environmental, Inc 2831 Cardwell Road Richmond, Virginia 23234 Phone: 800-448-3636. Fax: 804-743-7779 www.adenvironmental.com 2.0 Materials 2.1 Dirtbagm 2.1.1 Dirtbagm shall be manufactured using a polypro- pylene nonwoven geotextile sewn into a bag with a double needle matching using a high strength thread. 2.1.2 Each standard Dirtbagm has a fill spout large enough to accommodate a 4" discharge hose. Straps are attached to secure the hose and prevent pumped water from escaping without being filtered. 2.1.3 Dirtbag° seams shall have an average wide width strength per ASTM D-4884 as follows: Dirtbag" Style Test Method Test Method Dirtbag® 55 ASTM D-4884 1001bsJin Property Test Method Units Test Results Weight ASTM D-3776 oz/yd 8 Grab Tensile ASTMD-4632 lbs. 205 Puncture ASTM D-4833 Ibs. 110 Flow Rate ASTM D-4491 gal/min/fta 110 Permittivity ASTM D-4491 sec:' 1.5 Mullen Burst ASTM D-3786 Ibs. Inl 350 UV Resistant ASTM D-4355 % 70 AOS % Retained ASTM D-4751 US Sieve 80 All properties are Minimum Average Roll Value (MARV) except the weight of the fabric which is given for information only. Depending on soil conditions and filtration requirements, additional geotextile options are available. Please call our engineering staff for solutions. 3.0 Construction Sequence 3.1.1 To install Dirtbae on a slope so incoming water flows downhill through Dirtbae without creating more erosion. Strap the neck of Dirtbae tightly to the discharge hose. To increase the efficiency of filtration, place the bag on an aggregate or haybale bed to maximize water flow through the surface area of the bag. 3.1.2 Dirtbae is full when it no longer can efficiently filter sediment or allow water to pass at a reason able rate. Flow rates will vary depending on the size of Dirtbae, the type and amount of sediment discharged into Dirtbae, the type of ground, rock or other substance under the bag and the degree of the slope on which the bag lies. Under most circumstances Dirtbae will accommodate flow rates of 750 gallons per minute. Use of excessive flow rates or overfilling Dirtbae with sediment will cause the bag to rupture or failure of the hose attachment straps. *Must be monitored during use. 3.1.3 Dispose Dirtbag" as directed by the site engineer. If allowed, Dirtbag" may be cut open and the contents seeded after removing visible fabric. Dirtbag" is strong enough to be lifted with option al straps if it must be hauled away. Off -site dis posal may be facilitated by placing Dirtbag" In the back of a dump truck or flatbed prior to use and allowing the water to drain from the bag while in place, thereby eliminating the need to lift Dirbagm. 4.0 Basis of Payment 4.1 The payment for any Dirtbag° used during construction is to be Included In the bid of overall erosion and sediment control plan unless a unit price is requested. *ACF Environmental is not liable for failures or misue of the Dirtbag. SIMILAR PRODUCTS IN THIS FAMILY: PRODUCT PRODUCT PRODUCT • _ ~I tar LET'S GET IT DONE 800.448.3636 ❑■ i. .: a r E acfenvironmental.com PIPE OUTLET CONDITIONS A A IPE OUTLET TO FLAT ,REA WITH NO EFINED CHANNEL La �G� ; �►v��a.�• ��•: � III .6•s3��ill�•i�T•�i���i�i €- E 3do(MIN.) IPE OUTLET TO VELL DEFINED HANNEL NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR CONCRETE. 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 INCHES. Outlet Protection Summary Outlet Discharge Pipe La W ds0 d50 3Do Outfall (10-year) Diameter ft cfs ft ft ft in ft 100 1.3 2.80 3 4 0.5 6 3.75 OUTLET PROTECTION No Scale 3.18-1 SAF SAFETY FENCE No Scale v PERSPECTIVE VIEW FABRIC I PERSPECTIVE VIEW METALFENCE Sediment Trap Design Table drainage area (acres) (<3) trap volumes: elevation (ft) area (so 574.5 297.29 575 377.79 576 557.62 576.75 708.99 577 762.58 578 992.68 storage: storage required (cy) (67*DA) om of stone weir (ft) storage provided at this elevation (cy) le of wet storage sides 2:1 storage: storage required (cy) (67*DA) It of stone weir storage provided at this elevation (cy) le of dry storage sides 2:1 ST SEDIMENT TRAP No Scale SSF 0.51 17 17 41 , WET STORAGE •, LIAa \ 1 (IXGVAIED) \,XWRCURH QROUND i wsD \ ELEV •SEEUL PE 3.13-1 - COARSE ADORE"TE CUSS I RP **coarse aggregate shall be VDOT#3, #357 of#5 weir length (ft) (6xDA) 3.1 bottom of trap elevation (fl) 574.5 bottom trap dimensions: 11.502 top of dam elevation (ft) 579 top width of dam (ft) 2.5 top trap dimensions 25x46 1. SET POSTS AND EXCAVATE A 4"X4" TRENCH UPSLOPE ALONG THE LINE OF POSTS. Ifs 3. ATTACH THE FILTER FABRIC TO THE WIRE FENCE AND EXTEND IT INTO THE TRENCH. lilt �.jt�� 2. STAPLE WIRE FENCING TO THE POSTS. 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. FILTER FABRIC zIT IRE= III=1II IIIII-II =III=III- 111T;_-11 1 - / / r GRAVEL FILTER RUNOFF WATER 12' WIRE MESH FILTERED WATER I �NvTx r, CRATG W. J. KOTARSKI > STONE7o' MIN. Lic. No. 0402048507 CONSTRUCTION EXISTING ��OO I /0/20 � r ACCESS � 3 SM-2A ASPHALT TOP COURSE 2x AI PAYEMENT ysIONAL S" MiN. 2tA ACGR£GAT£ flASE PROFILE STONE - 11 ­.1. CONSTRUCTION ASPHALT PAYED ACCESS - A WASHRACK EX15DNO 2% 2% PAVEMENT 2% 12' MIN. -PO . *MUST EXTENO FULL WIDTH L. o T �` 'OSSE DRAINAGE OF INGRESS AND EGRESS TO SEDIMENT OPERATION TRAPPING DEVICE. PLAN t- 12' MIN.-{PDSDNE DRNNAGf TO SEDIMENT 2% TRAPPING DEVICE FILTER CLOTFI SECTION A -A A mini m ai wataf hp of 1 inch umst be installed with a ntubumu 1 web ballcock shltoff eNllve Thppt)vng a wash hose with a diameter of 1.5 inches for adegaate constant pressure. Wash water TRUST be carried away from the enhathce to AD approved settliuo area to ranuve sedunent. All secihnent shall be prevented from enteriaY stomt thaws, ditches or watercoRses. PAVED WASH RACK NO SCALE CE 3.02 CONSTRUCTION ENTRANCE No Scale STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD, GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST 40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO GREATER THAN 6' ON CENTER. EVERY NINTH POST SHALL CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE FENCE AS A TREE PROTECTION FENCE. TP 3.38 TREE PROTECTION No Scale TABLE 3.31-B ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS "QUICK REFERENCE FOR ALL REGIONS" PLANTING DATES SPECIES RATE (LBS./ACRE) SEPT. 1 - FEB. 15 50/50 MIX OF ANNUAL RYEGRASS (LOLIUM MULTI-FLORUM) & 50-100 CEREAL (WINTER) RYE (SECALE CEREALE) FEB. 16 - APR. 30 ANNUAL RYEGRASS 60-100 (LOLIUM MULTI-FLORUM) MAY 1 - AUG. 31 GERMAN MILLET 50 �R j (r SETARIA ITALICA _ e a.. a. e SEDIMENT II >. CONCRETE - GUTTER 12" CURB INLET ' GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO P CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. STORMWATER INLET PROTECTION No Scale 2 X 4" WOOD SILT FENCE DROP INLET PROTECTION DROP INLE FRAME GRATE T� P FR 1.5' I r -� U STAKE- FABRIC- AME ( ) TS 3.31 TEMPORARY SEEDING PLANT MATERIALS No Scale TABLE 3.32-D SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA 3.07- 6 TOTAL LBS. PER ACRE MINIMUM CARE LAWN COMMERCIAL OR RESIDENTIAL 175-200 LBS. KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100% IMPROVED PERENNIAL RYEGRASS 0-5% KENTUCKY BLUEGRASS 0-5% T WITH GENERAL SLOPE (3:1 OR LESS) KENTUCKY 31 FESCUE 128 LBS. RED TOP GRASS 2 LBS. SEASONAL NURSE CROP * 20 LBS. 150 LBS. LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) 3' KENTUCKY 31 FESCUE 108 LBS. MIN. RED TOP GRASS 2 LBS. GATHER EXCESS SEASONAL NURSE CROP * 20 LBS. AT CROWNVETCH ** 20 LBS. CORNERS 150 LBS. PERSPECTIVE VIEWS III -TIIII -+��` \ A DETAIL A ELEVATION OF STAKE AND FABRIC ORIENTATION SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 57) WHERE THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE 3.01 IP TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS. STORM DRAIN INLET PROTECTION No Scale * USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED BELOW: FEBRUARY 16TH THROUGH APRIL.................................. ANNUAL RYE MAY 1ST THROUGH AUGUST 15TH ............................ FOXTAIL MILLET AUGUST 16TH THROUGH OCTOBER ............................... ANNUAL RYE NOVEMBER THROUGH FEBRUARY 15TH........................ WINTER RYE ** SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL OTHER PERIODS, USE UNHULLED SERICEA). IF FLATPEA IS USED IN LIEU OF CROWNVETCH, INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY BE ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. 3.07-1 PS 3.32 PERMANENT SEEDING MIX FOR PIEDMONT AREA No Scale m E CD 0 rn u N UI N <o > E w (6E y � N w 3 <ao3 0 I.L. - w 0 `6 IY W L M < J U Do J -UJ l M rn ado (7 W w 3 z0 =n x 0 LL Ln 0 Q _ N = U > F < . c I^ 0 0 N � M a � CD w of M 0 x (7 0 w Ill U < z 0 > 0 0 N Z 0 < DATE 1111812020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE 1"=20' V z H� H� J W U w NJ Q L I_ O� z (D Z > C) UZ� H� 0p Z 0 u WC w G W < o Q w LLl m ' Q W Z W O W U) L 1- U w W LU W JOB NO. 43567 SHEET NO. C3.1 N 3 a 0 o o aw Iv N o a2 0 c m -- E o oh 0 0 W m tD 3 In z„ oe 2 a F- o.. 5 2 '§ n 7 y = W.. h X C d m c �0 E `o V M o a c M 10 a 0 0.2 8� C m 2 o C p W n o N N E L U EROSION CONTROL LEGEND LIMITS OF CLEARING AND GRADING - DRAINAGE DIVIDE y \ \ 4 SOIL AREA DIVIDE raj CRATGW. J. KOTARSKI > \ o Lic. No. 0402048507 —SAF SAFETY FENCE 3.01 .d� I I/I p,/2O ,cam \s ue CE CONSTRUCTION ENTRANCE 3.02 O `SSI OVAL \ \ \ \ $F X X SILT FENCE 3.05 \ \ \ \ /i4 \ \ \ \\UST \ \ o\ IP ® INLET PROTECTION 3.07 o E \\ \\ sqN N 00 yi WA TER ME TER VAULT pp DIVERSION DIKE 3.09 \ \ \ \s LIMITS OF w v E DISTURBANCE: 1.51 ACRES (2) "DIRTBAG" SEDIMENT FILTRATION SYSTEMS. TEMPORARY FILL DIVERSION 3.10 w > 3 STRAW BALES TO BE INSTALLED AROUND THE a U. o 3 ,^_ PERMANENT VDOT % o qh 14 DIRTBAG SYSTEM TO ENSURE SEDIMENT LADEN ST SEDIMENT TRAP 3.13 w U. `m ^� 0 STORMWATER DOES NOT LEAVE THE LIMITS OF t n UTILITYEASEMENT - 'QD a 1° v w z _ — SAF . , _ IigR7q �RD DISTURBANCE. o $SF \�F�7p sO, OUTLET PROTECTION 3.18 a � o _ s OP I \ q ? Z F rt d TEMPORARY SEEDING 3.31 3 p x¢ TEMP. EASEMENT FOR CONSTRUCTION / / \ \ P$ PERMANENT SEEDING 3.32 Ln = v N z OF CURB AND SLOPES AND ENTRANCE \ \ �/ l _ �� \ pq = u > � O_ SEE DB 5144 PG 303 ' - DC \ T S�M \ ��F17FNT ~ c 4 / P DI CHARG �� _ �s�' MU MULCHING 3.35 o N > REMOVABLE V \jo 4DIRECTED \ \ _ POLE O of PUMPING STATION / TO DE TERINC TO BE SPECIFIED S/ \ \ /'�D TURE I ` S \ _ , TP TP TREE PROTECTION 3.38 o w BY CONTRACTOR \ POLE- - - - Pl_ _ I \ PO _ \ /I y' OH' - _ �/— O - POLE' \ l / \ N\ \ /\ ' \ DC DUST CONTROL 3.39 o y1 I IVY _ -PPF1 / P?JL � S ` `sqN APPROXIMATE LOCATION & SIZE OF SUMP PIT. W o d/ _ _-DB_805PG 670 S/ / �PF2326� F1 ` \ \ sqN\8"* "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER O SUMP PIT LOCATION TO BE REVISED AS Q a / , { ACRES FROM RECORDS yUY CONSTRUCTION REQUIRES. CONTINUE TO co\ 22461VYROAD co y1 \ \ NOTE: COUNTY INSPECTOR MAY REQUIRE ADDITIONAL MEASURES DEPENDING ON O LOWER SUMP PIT AS SURROUNDING a ' PAVEMENT � SITE CONDITIONS. EXCAVATION PROGRESSES. PIT TO BE PUMPED i W Q _ _ " 37a.7s v, \ �� ! _ ��J" "" H DIRECTLY TO DEWATERING STRUCTURE. � I I � � � � - � PERMANENT DOl1�llVtEl�y PROPOSED GARAGE FIFE = 572' ENERGY EASEMENT a ` i > w SEE D 5134 PG 766 ! - _ \ 20qOAu RW y / / J_ ~ / �/ iy18/ (78248PG 11 SSF // rn� — o FD / `\ \ . \ / ` / /�� �� I y to DATE TMP 06000-00-00-03700 tp W I 1111812020 JOSEPH W. & MARYJANE TEAGUE O / \ i/ / Sao DB775PG154� �9/ \ DC ` ` \ 7a\\\ /\ Xs \ / DRAWN BY ZONE. HIGHWAY COMMERCIAL Y y \ / L: LA _ \ ' j` \ ` \ % �T l K. MELLON USE: COMMERCIAL (FUNERAL HOME) / ` l I 1 l 1/ ��' 573 / l DESIGNED BY II / 20"WALNUT � 7/� / I P • K. MELLON BUILDING � \ //1 1-112 STORY 5 fQNE 1 / / \ • CHECKED BY DC STONEAND W4L-L l s / \ • C. KOTARSKI AC UNITS FRAME D / ` ,l �i �3� SSF F .0 OR ■ / / `/ m/ • • SCALE s /085134 TP \ I w S�TIC TANK RD / �` yP / `s��. G 766 1 " = 20' - - - _.AA�SCAPE CE y81'-------- - - - - -I �� 1877TREE- �j /a. • _ SOIL TYPE: 88 _ SHRUB (TYP.) DD __ RD / SIGN� WASH RACK CLji POLE j I AIPS/GN SB/ \ 12„ OH - / / \ \ STONE H� DC -- - WALL R[ DC / ' R /F TMP 06000-00-00-03900 PC BE ARK I ';'.iK :'., x BUILDING SOIL TYPE: 91 582_ WEST DB1 805 PG 664ST LLC ,_g, WATER TANK jj�� RD \ /� �/ $AF ZONE:HIGHWAYCOMMERCIAL P` 2 STORY BLOC RD '> t AND STUCCO Q j p I USE: COMMERCIAL (NEIGHBORHOOD I„ I„ I SHOPPING CENTER) odd 0 1_� RD �, / l HC SIGN— I : O z TMP 06000 00-00-03600 �� �/ 300 TWIN SYCAMORES LANE LLC W = \ RD Q J cC Z DB 3995 PG 533 h - - __ �/ SIC S/Gti > O ZONE.' COMMERCIAL OFFICE W 1 Q USE: COMMERCIAL (OFFICE) STONE WEIR n J O w CO / s /� J _ 1 DC I // w a 0 TP IP 1 S ST — 1 / / / / i SPA/ / w W 6 _ / I —�- m (n CP 5 - - 6-rVC- a =-= / / $ P�j' / / I / ' Q 06 SEDIMENT TRAP OJT 1 1 r I NGELA qlG j - �- - / /_ DRAINAGE AREA: 0.51 ACRES 1 I 0 PAVE�ENT /l N/ j LIMITS OF �/ Z / TOTAL STORAGE REQUIRED: 68.3 CY I I j Nh , / / SP -`SD IN DISTURBANCE: i O TOTAL STORAGE PROVIDED: 80.5 CY I'1 �l y^A O / / / / ✓ TOP / 1.51 ACRES w `—^ 4� INV. I P RCP="81.5o v) BOTTOM OF EXCAVATION: 574.50 w TP / / /N / / O 00R I / N O II I 5� OODEN / Lu — - lPF BENT I � I SP � / SAF Ct= _5 w g5 - - BENCHMARK I / I SD INLET DD r N P ' ` TOP=576.19 I INV.IN 12 RCP=573.79 BENCHMA TREEL/NE s TP lNV OUT 12"RCP=573.72 -*Nm"mw O � ROD /F - _ W TMP 06000-00-00-04005 TP NCHMARK 04LP - - - - / - CHARLOTTESVILLE INVESTMENT TMP 06000-00-00-036AO PROPERTIES STILLFRIED LANE LLC DB 860 PG 568 DB 4709 PG 224 l ZONE: R 15 RESIDENTIAL ZONE: R1 RESIDENTIAL USE: RESIDENTIAL (MULTIFAMILY) USE RESIDENTIAL (MULTIFAMILY) I W M M 0 z Z JOB NO. SCALE 1 "=20' 43567 0 20' 40' SHEET NO. C3.2 L P ..�..... ,..., ..... O{tP EROSION CONTROL LEGEND -� *a g x 0 LIMITS OF CLEARING AND GRADING - DRAINAGE DIVIDE y SOIL AREA DIVIDE IJ CRATG W. J. KOTARSKI > Lic. No. 0402048507 $AF —SAF SAFETY FENCE 3.01 da I/I p /2O cr CE CONSTRUCTION ENTRANCE 3.02 ossIONAL0 $F X X SILT FENCE 3.05 �P ® INLET PROTECTION 3.07 o E 0 O N U N DD DIVERSION DIKE 3.09 � E w ° E FD �- TEMPORARY FILL DIVERSION 3.10 H W > 3 Q LL 1 3 ST SEDIMENT TRAP 3.13 U. t n Q j U W Z OP OUTLET PROTECTION 3.18 > oo C7 W �M TS TEMPORARY SEEDING 3.31 p x u J x< W P$ PERMANENT SEEDING 3.32 = a� N z =U >O_ F c MU MULCHING 3.35 o N > N M � O d V TP TP TREE PROTECTION 3.38 o w DC DUST CONTROL 3.39 ac vi * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER 0 x C7 NOTE: COUNTY INSPECTOR MAY REQUIRE ADDITIONAL MEASURES DEPENDING ON 0 SITE CONDITIONS. w W> w �P z 0 DATE SEE DETAIL ON SHEET C3.1 > FOR SIZING INFORMATION 1111812020 o � DRAWN BY \ K. MELLON \ \ • DESIGNED BY �P • K. MELLON \ • CHECKED BY C. KOTARSKI • • SCALE 1"=20' (I"1 z 0 J LLI o P-1 W Q U = CL LL J O. z � crf Uzi 0°w W Lu Q o Luu w L 7 J Q �x x i Z 0 W 0 Wf/ L.I_ U Lu oC w W M M of 1 1 1 z Z JOB NO. SCALE 1 "=20' 43567 0 201 40' SHEET NO. C3.3 L IF CONSTRUCTION BEGINS ON SUBJECT PROPERTY PRIOR TO �s WATER MAIN RELOCATION, CONNECTION SHOULD BE MADE TO EXISTING WATER MAIN. \ \ �SqN \ / \o o PERMANENT VDOT j UTILITY EASEMENT 8" x 6" TS&V TEMP. EASEMENT FOR CONSTRUCTION OF CURB AND SLOPES AND ENTRANCE 'I SEE DB 5144 PG 303 TMP 06000-00-00-03700 JOSEPH W & MARY JANE TEAGUE DB 775 PG 154 ZONE: HIGHWA Y COMMERCIAL USE: COMMERCIAL (FUNERAL HOM, TMP 06000-00-00-03600 300 TWIN SYCAMORES LANE LLC DB 3995 PG 533 ZONE: COMMERCIAL OFFICE USE: COMMERCIAL (OFFICE) TMP 06000-00-00-036AO STILLFRIED LANE LLC DB 4709 PG 224 ZONE: RI RESIDENTIAL USE: RESIDENTIAL (MULTIFAMILY) WATERLINE A 6" DIP BACKFLOW PREENTER I--- 6" x 6" TEE 2 'tr O WATERLINE D 2" COPPER 1.5" WATER METER VAULT 6"x4"TEE TO4" THREADED PLUG L POLE _ PP ' POLE PP 16'-WIDE DUMPSTER ENCLOSURE BOLLARD (TYP.) 6i IPF BENCHMARK 7 .y EXISTING WATER LINE (TO BE RELOCATED DURING IVY ROAD SIDEWALK IMPROVEMENTS) 8" WATER LINE TO BE CONSTRUCTED BY THE COUNTYAS PART OF THE IVY ROAD SIDEWALK PROJECT. COORDINATE SIDEWALK CONNECTION WITH IVY \ ROAD SIDEWALK PROJECT �\ /VlrRTRANCS 4S0 sgN 401 q\ T l OF ROUrF pRi S RVFS R F 1 �,�4�v?s�� CgMpRSL9 TQ �VI pR/MgRy NOTE: BVERH G \ \ \ \ \s �HS OP=568.87 NF R FRT�RCFTBp 1. A KNOX BOX SHALL BE INSTALLED. COORDINATE LOCATION lNV4"1N=565.62 (W) OCOLO/�INq 2. AIOFFICE.TH THE FIRE MARSHAL'S V NG/MILL A D O ERLAYAT ENTRANCE TRANCE WILL REQUIRE \NT 1NV4"1N=562.70 (W) DFOR/ FLAGGING OPERATION AND LAND CLOSURES ON IVY ROAD. 1NV.3"1N=564.45(SW) VF s•• \ sg4'�POLE SEE MOT DETAIL ON SHEET C1.3. o/p v lNV 6"1N=566.02 (S) 5' y 1 3. FIRE HYDRANT ASSEMBLY, FIRE SUPPRESSION AND WATER lNV OUT8"1N=562.65 (E) �� \ \ SERVICE CONNECTIONS, AND WATER METER VAULTS ARE / \ \ I ``` PO \ S \ \ SqN� NOT INCLUDED IN THE IVY ROAD SIDEWALK PROJECT TO BE Q WATERLINE C ` /1_ ---- _PPFSA \sq �_ MHS CONSTRUCTED BY THE COUNTY. 6" DIP TMP 06000-00-Vu-u,o u l h I; \ l 1 j \ \ TOP=566.26 BUILDING FOOTPRINT: k-u2246-2248IVY ROAgLLC (P R P� P lNV8"1N=559.81(W) W DB 1805 PG 670 /Nd y��qqP�F1 - 'NV.8"lN 560.30(S) 1ST FLOOR: t13,300 SF I ' 1.42ACREZFROVRECOROADDEDPIAi \�`-_164.7'\ ``l STRUcp�``, PTIE ROOCCOUNTY SIDEWALK /NVOUT=559.96(E) 2NDFLOOR: t13,300SF Q O F) \ TOTAL: ±26,600 SF REMAIN. LEGEND: CONCRETE SIDEWALK a HEAVY DUTY CONCRETE HEAVY DUTY ASPHALT LIGHT DUTY ASPHALT MILL AND OVERLAY ' 12' X 25' LOADING SPACE "NO PARKING LOADING ZONE" R5'� //fSIGN (R7-6) av v v /R12' WATERLINE B 6" DIP FHA JR151 FDC i RF 24' I:YaI 1 SD INLET TOP=576.19 OPAQUE INVIN 12"RCP=573.79 SCREENING FENCE INV OUT 12"RCP=573.79- REAR SETBACK (PARKING) PER SPECIAL EXCEPTION TMP 06000-00-00-04005 CHARL OTTES VILLE INVESTMENT PROPERTIES DB 860 PG 568 ZONE: R15RESIDENTIAL USE RESIDENTIAL (MULTIFAMILY) Q OPT hIIQ(� R25'\\ EN R SE DB 5 34 2O' ROAD Rfa� O 0 DB 248 PG. 11 18, 9' TY / D \ 1 2 STORY MEDICAL OFFICE TYP / BUILDING 24' (UNDERGROUND PARKING) ±26,600 SF ' CONCRETE WHEEL STOP (TYP.) / FLUSH CURB ALONG 73 7' % R15 ADA SPACES TYP. CURB WIPE (5) ADA PARKING / \ p 77 DOWN SIG S 4 Q 154.5' / / /l/ / TEMP. R10'/ /// / EASEMENTFOR ENTRANCE •' �� a © �/ / SEE DB 5134 PG 766 eee v a � a a 28, / MHS �► — ' j / TOP=579.44 R5' INV.8"IN PVC=573.40 24' D 5 / / / % INV OUT8"IN PVC=566.66 YP. U 8 12„ n R5 STONE R3'�/ WALL R2' . j _ D / TMP 06000-00-00-03900 RZ . / WEST END SHOPS -EAST LLC C0-2 j / DB 1805 PG 664 — ZONE: HIGHWAY COMMERCIAL I 94 R5' /� USE: COMMERCIAL (NEIGHBORHOOD R3' TYP. r TREE LINE IF OO pO MHS ROD IF TOP=580.64 BENCHMARK INV 4 "IN= 578.24 INV.IN 2-2'PVC=57779 INV.8"INPVC= 575.84 INV.OUT=575.76 SHOPPING CENTER) OF EXIS- 'SEWER HC 04-P SCALE 1 "=20' 0 20' 40' .LI'x r a CRAIG W. J. KOTARSKI a Lie. No. 0402048507 II/18/20 A M E O � o N UI N C >E W E <Luv3 Q LL 3 0 U. o w 0 m C W L d J U WM W J —i M � C7 W �M Z ~ = X 30�LL Qv ti = N = U > m ~ c o O1 00 � M w Q 0 DATE 1111812020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE 1"=20' R H� HMS W Lu U H� Q L Q J O<� Z (D (� Q> Uzi Q O :D Lu W [0 w J Q W W U W MW W JOB NO. 43567 SHEET NO. C4.0 d 0 3 c a O =x 0 nU 12z n 0 mm 0 c T E E o a w =N aC 0 Oc 4 m (D3 ti Z m O � a o N 0 d m 7 y B h X C d16 :E0 m o Ra E `o 'm 06 a c �a 10 a 0 o � N 0 N a = a O W O n o da N N N L P �S R'b'r \ \\UGT O� G EXISTING TOPOGRAPHY IN THIS AREA BASED ON \�N _ \ INFORMATION PROVIDED BY KIMLEY-HORN AND ASSOCIATES FOR THE IVY ROAD SIDEWALK PROJECT. COORDINATION REQUIRED FOR FINAL TIE-INS. PERMANENT VDOT / o _ - - c UTILITYEASEMENT STRUCTURE EX 500 TO BE INSTALLED WITH IVY ROAD SIDEWALK PROJECT. PIPE 501A REPRESENTS TEMP. EASEMENT FOR CONSTRUCTION 1 / \ / \ \ \ SqN FUTURE CONNECTION TO EX 500, NOT TO BE OF CURB AND SLOPESAND ENTRANCE `I S�3 \`\�`2 8 \ \ pqV / INSTALLED WITH BEAVER CREEK MOB PROJECT. SEE DB 5144 PG 303 ' - - 1 rj57 1 Ialb ��� S �\ 3* TMP06000-0�9Q-03800 - 2246-2248IVYRO LLC / / \ \ TIE te r° _DB 1805 PG 670 /' � � � ` h S)7 � PPF1 0 _ _ ADA / 9.42 ACRES FROM RECOR Sicr9.\Plf Q 4 _ ! I 2246 IVY ROAD % o 001 ss / I I SE DB 5 34 PG 7 p _ _ ., 700 S �rn TMP 06000-00-00-03700 I rq W �I I / / _ _ _ ` \ ` _ ` ` \ \ \ �\ 3� / \ \ 701 JOSEPH W. & MARY JANE TEAGUE 2 Q 11 I/ / . p /\ \ / s'2\ 702 701 \ DB775PG 154 �S O I 8"HDPERD2 7�_ �S) / / ZONE: HIGHWAY COMMERCIAL I GARAGE FFE: 572.0' 50 / / \ I WITH It 4EQIII 3 \ USE.' COMMERCIAL (FUNERAL HOME) N 11 8" HDPE RD 1 BUILDING FFE: 583.0' _ _ _ 11 I TH CLEANOUT f L T{ ENCH IN / / �3• _ / I \\ II \ I WITH QLEANOI T 1 7 J \ h Ss //4 \ / / 575 / TEMP. A ,(1SEMENTFOR / s / \ / \ ENTRANCE © ` \ SEE DB 5134 PG766 I 301 l 7 5Ia 302 / / 36" ACCESS RISER ' ' - - - - - _ - - - _ POLE o 1 WITH VDOT MH-1 TOP - - - PP 402 % 1 - 12" 581 STONE 01 / / WALL I � � � / j TMP 06000-00-00-03900 R /F s8z� WEST END SHOPS -EAST LLC POLE BE MARK // - - - - DB 1805 PG 664 PP \ / 582 ZONE: HIGHWAYCOMMERCIAL I ` 1 600 LF OF 36" 6" ACJA�SS RISER USE.' COMMERCIAL (NEIGHBORHOOD WITH/yDOT MH-1 TOP , SHOPPING CENTER I UNDERGROUND ) CMP STORAGE j/ 1I I .,�-583_-- -- ' zoz I ,0 o / . RD 201 � � tU 1 rn HC SIG \ ,n TMP 06000-00-00-03600 W h I N 300 TWIN SYCAMORES LANE LLC 41 = I I 5Q DB 3995 PG 533 1 I / K SIG ZONE: COMMERCIAL OFFICE USE: COMMERCIAL (OFFICE) ' / I 02 36" ACCES G RISER / „Q / I I R0 1 WITH'VDOT OJ MH-1 TOP p WEIR PLATE / / I 1 / 101 / / 36" ACCESS RISER I / j WITH VDOT MH-1 TOP , I \ / / SORB \ 100 1 - I - - IPF BENT 4 1 5 J - - - - BENCHMARK SD lNL 102 lPF �J TOP=576.19 BENCHMARK INV.IN 12'RCP=573.79 INV.OUT 12'RCP=573.72 TMP 06000-00-00-04005 TMP 06000-00-00-036A0 CHARLOTTESVILLE INVESTMENT PROPERTIES STILLFRIED LANE LLC DB 860 PG DB 4709 PG 224 I DE ZONE: R 15 RESIDENTIAL ZONE: R1 RESIDENTIAL USE. RESIDENTIAL (MULTIFAMILY) USE: RESIDENTIAL (MULTIFAMILY) I ROD /F BENCHMARK - - OKiP STORM STRUCTURE TABLE STRUCTURE # TOP STRUCTURE HEIGHT DESCRIPTION EX 500 568.31 3.71' DI-3B 14It Throat 100 577.00 3.1 V MH-1 102 576.75 2.75' DI-1 202 577.81 2.91' DI-2C 8 ft Throat 302 579.84 5.18' DI-1 402 581.96 7.16' DI-1 500B 570.79 6.38' MH-1 502 572.00 5.24' 6" Cleanout 602 577.25 2.44' DI-1 700 565.37 1.46' ES-1 for 15 inch Pipe 702 567.62 3.56' MH-1 STORM PIPE TABLE PIPE # DIA UPSTREAM INVERT DOWNSTREAM INVERT SLOPE LENGTH 101 12" 574.00 573.89 0.87% 12.62 LF 103 12" 574.50 574.00 0.82% 61.21 LF 201 12" 574.91 574.50 0.49% 82.06 LF 301 12" 574.66 574.50 0.50% 30.98 LF 401 12" 574.80 574.50 5.00% 5.93 LF 501A 15" 564.70 564.61 0.50% 18.90 LF 501 B 12" 567.04 566.23 2.00% 40.45 LF 601 12" 574.81 574.50 0.50% 62.07 LF 701 15" 564.06 563.93 0.50% 25.52 LF 703 15" 564.51 564.16 0.50% 70.32 LF RD 1 8" 576.20 574.50 5.00% 33.93 LF RD2 8" 566.95 566.23 2.99% 24.18 LF EXIST. GRADE �I i 6 � 0 PROP. GRADE DRAIN PARKING GARAGE (FFE = 572.00') 9+50 10+00 11+00 PARKING GARAGE ENTRANCE PROFILE HORIZ SCALE: 1"=50' VERT SCALE: 1'1 SCALE VI 0 20' 40' L�I'x r,) CRAIG W. J. KOTARSKI a Lie. No. 0402048507 II/0/20 fw M E O � o N UI N C > E w ° E Q LL 3 ow o w 0 m L L M Q J U w Z w J -vi O rn cc:,) a 0� Z H ? U 30�¢ w Lnx =N z xU >O_ F �N 00 N � M � 00 CC 0 x c� 0 0 w w w a z 0 cn DATE 1111812020 0 DRAWN BY K. MELLON • DESIGNED BY • K. MELLON • CHECKED BY C. KOTARSKI • • SCALE 1"=20' • • • V H� Lu W U z H� Q L maw O (D Q Q > Q Uzo QO LLJ Q /� � V W m 7 J L Q 0 Lu cl. u I..L \W/ Lu W JOB No. 43567 SHEET NO. C5.0 L O 0 ANALYSIS POINT PRE -DEVELOPED DRAINAGE AREA I c� TO ANALYSIS POINT I AREA = 0.58 AC IMPERVIOUS = 0.39 AC PERVIOUS=0.19AC 8.4 PRE -DEVELOPED DRAINAGE AREA 2 / Y TO ANALYSIS POINT 2 AREA = 0.33 Al 5 _ IMPERVIOUS = 0.09 AC PERVIOUS = 0.24 AC I t I / b 579 - / ,ws:• \ \ \ \ \ / 14 l /17/ I r I 3<5 7 f r- r r I •• ' r � g8A / ILI - `I I I - - - ANALYSIS POINT 3- I 1 C.B.N.L.T, PRE -DEVELOPED DRAINAGEARE4 3 TO ANALYSIS POINT 3 _ AREA = a 60 AC IMPERVIOUS = 0.55 AC PERVIOUS = a 05 AC PRE -DEVELOPMENT CONDITION Chesapeake Bay Nutrient Land1frust, LLC. L November 19, 2019 Timmons Group ATTN: Kim Mellon 608 Preston Avenue, Suite 200 Charlottesville, VA 22903 - RE: CBNLT / Oak Grove - Nutrient Credit Availability Project Reference: Beaver Creek Medical Office Building, Albemarle County Attention: Ms. Mellon: This letter is to confirm the availability of authorized Nutrient Credits sufficient to meet your project requirements at our Oak Grove nutrient facility, which is registered with the Virginia Department of Environmental Quality (DEQ). These Nutrient Credits are generated and managed under the terms of the Oak Grove Nutrient Reduction Implementation Plan dated May 11, 2017 which was authorized by the DEQ on August 31, 2017. The Oak Grove project has been authorized to provide Nutrient Credits for use in the James River watershed. These Credits are transferable to those entities regulated under DEQ's Stormwater Management Program in accordance with VA Code § 62.1-44.15:35. Currently our Oak Grove facility has 8.80 pounds of Phosphorus Credits available. If we can provide further assistance please feel free to contact our office. Sincerely, Chesapeake Bay Nutrient Land Trust, LLC By Its Manager EarthSomce Solutions, Inc. ScottA. Reed. Scott A. Reed Vice President Chesapeake Bay Nutrient Land Trust,LLC. • 5735 S. Laburnum Avenue • Richmond, VA 23231 • P: 804.222.5114 www.ebnit.com] n 00 Z Z SCALE 1 "=40' 0 40' 80' WATER QUALITY ANALYSIS SITE DATA PRE DEVELOPED AREA IMPERVIOUS = 1.03 AC PERVIOUS = 0.48 AC PRE DEVELOPMENT LOAD (TP) (LBNR) = 2.51 LBNR POST DEVELOPED AREA IMPERVIOUS = 1.24 AC PERVIOUS = 0.27 AC POST DEVELOPMENT LOAD (TP) (LBNR) = 2.84 LBNR MAXIMUM PERCENT REDUCTION REQUIRED FOR REDEVELOPMENT = 20% TOTAL LOAD REDUCTION REQUIRED (LBNR) = 0.85 LBNR REQUIRED REMOVAL WILL BE ACHIEVED THROUGH PURCHASING OF OFFSITE NUTRIENT CREDITS. TOP OF 36" STORAGE PIPE ELEV. = 577.50' V 10 YEAR WSE TOP OF WEIR 576.70' PLATE 575.90' 1 YEAR WSE 575.88' STEEL PLATE ELEV. ANALYSIS POINT 1 574.50' 7" ORIFICE WITH TRASH RACK INV 574.50' UNDERGROUND CMP WEIR PLATE SECTION DETAIL POST -DEVELOPED DRAINAGE AREA 2 TO ANALYSIS POINT 2 (UNDETAINED) AREA = 0.19 AC IMPERVIOUS = 0.14 AC PERVIOUS = 0.05 AC POST -DEVELOPED DRAINAGE AREA 3B 'I TO ANALYSIS POINT 3 (UNDETAINED) AREA = 0.01 AC / - IMPERVIOUS = 0 AC I PERVIOUS = 0.01 AC , ANALYST POINT 3 ea -I I I WATER OUANTITY ANALYSIS - POINT 1 DRAINAGE AREA ANALYSIS (PRE -DEVELOPMENT) PRE -DEVELOPED DRAINAGE AREA 1 AREA = 0.58 AC 0.39 AC (IMPERVIOUS) 0.19 AC (MANAGED TURF D SOILS) Te = 6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 2.10 4,617 10 YEAR 4.23 9,757 CHANNEL PROTECTION (ENERGY BALANCE ANALYSIS POINT 2 ANALYSIS POINT 1 \ 824OPR 8T4,APG )1 f 7 /I / I / \ I s \ POST -DEVELOPED DRAINAGE AREA 1 TO ANALYSIS POINT 1 (UNDETAINED) l = I AREA = 0.49 AC S - IMPERVIOUS = 0.35 AC C� _ PERVIOUS = 0.14 AC I a7, i I 584'� ro � i Nil / WEIR PLATE ^ - POST-DEVELOPED DRAINAGE AREA 3A� TO ANALYSIS POINT 3 (DETAINED) AREA = 0.82 AC IMPERVIOUS = 0.75 AC PERVIOUS = 0.07 AC POST -DEVELOPMENT CONDITION DRAINAGE AREA ANALYSIS (POST-DEVELOPMEN POST -DEVELOPED DRAINAGE AREA 1 AREA = 0.49 AC 0.35 AC (IMPERVIOUS) 0.14 AC (MANAGED TURF) Te = 6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 1.83 4,095 10 YEAR 3.62 8,451 QDEVELOPED < 0.80*(QPRE-DEVELOPED*RVPRE-DEVELOPED)/RVDEVELOPED 1.83 CFS:5 0.80"(2.10 CFS"4,617 CF)/4,095 CF = 1.89 CFS FLOOD PROTECTION: POST -DEVELOPED Q10:5 PRE -DEVELOPED Q10 3.62 CFS (POST -DEVELOPED Q10):5 4.23 CFS (PRE -DEVELOPED Q10) WATER QUANTITY ANALYSIS - POINT 2 DRAINAGE AREA ANALYSIS (PRE -DEVELOPMENT) PRE -DEVELOPED DRAINAGE AREA 2 AREA = 0.33 AC 0.09 AC (IMPERVIOUS) 0.24 AC (MANAGED TURF D SOILS) TC = 7 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 0.89 1,960 10 YEAR 2.06 4,661 CHANNEL PROTECTION (ENERGY BALANCE DRAINAGE AREA ANALYSIS (POST -DEVELOPMENT) POST -DEVELOPED DRAINAGE AREA 2 AREA = 0.19 AC 0.14 AC (IMPERVIOUS) 0.05 AC (MANAGED TURF) Tc = 6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 0.71 1,568 10 YEAR 1.41 3,267 QDEVELOPED 5 0.80*(QPRE-DEVELOPED*RVPRE-DEVELOPED)/RVDEVELOPED 0.63 CFS:5 0.80"(0.89 CFS"1,960 CF)/1,568 CF = 0.89 CFS FLOOD PROTECTION: POST -DEVELOPED Q10 <_ PRE -DEVELOPED Q10 1.41 CFS (POST -DEVELOPED Q10):5 2.06 CFS (PRE -DEVELOPED Q10) dtP _ WATER OUANTITY ANALYSIS - POINT 3 DRAINAGE AREA ANALYSIS (PRE -DEVELOPMENT) PRE -DEVELOPED DRAINAGE AREA 3 AREA = 0.60 AC 0.55 AC (IMPERVIOUS) 0.05 AC (MANAGED TURF D SOILS) Tc=6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 2.47 5,881 10 YEAR 4.61 11,369 CHANNEL PROTECTION (ENERGY BALANCE DRAINAGE AREA ANALYSIS (POST-DEVELOPMEN POST -DEVELOPED DRAINAGE AREA 3A AREA = 0.82 AC 0.75 AC (IMPERVIOUS) 0.07 AC (MANAGED TURF) TC = 6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 3.31 7,710 10 YEAR 6.25 15,159 POST -DEVELOPED - UNDERGROUND DETENTION AREA 3A Q (CFS) 1 YEAR 1.34 10 YEAR 3.48 POST -DEVELOPED DRAINAGE AREA 3B AREA = 0.01 AC 0 AC (IMPERVIOUS) 0.01 AC (MANAGED TURF) TC = 6 MIN Q (CFS) V (CUBIC -FT) 1 YEAR 0.02 44 10 YEAR 0.06 131 POST -DEVELOPED ANALYSIS POINT 3 COMBINES UG DET+ POST -DEVELOPED DRAINAGE AREA 3B Q (CFS) V (CUBIC -FT) 1 YEAR 1.35 7,754 10 YEAR 3.51 15,290 `<DEVELOPED < 0-80*(QPRE-DEVELOPED*RVPRE-DEVELOPED)/RVDEVELOPED 1.35 CFS:5 0.80'(2.47 CFS'5,881 CF)/7,754 CF = 1.50 CFS FLOOD PROTECTION: POST -DEVELOPED Q10 <_ PRE -DEVELOPED Q10 3.51 CFS (POST -DEVELOPED Q10) <_ 4.61 CFS (PRE -DEVELOPED Q10) vTx� n �ry tv t-) CRATG W. J. KOTARSKI > Lic. No. 0402048507 Lp? II/18/20 ,;% M E 0 � o N UI N C > E w ° E Q LL T, 3 o w o wO tom 1 y L M d J U 0 W J -Ui (7 FA U Z F = X 3 0 1/1 LL 04 v Ln X N = U > F C to O N N M a C) W CC M O 2 (7 0 H W 7 W U a Z O Ce 0 W Q 0 DATE 1111812020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE 1"=40' V z J H� M� W W Q U rJ/� L L a W O� Z C •� G > Q Utz 5 Q Q O -I w Q m Q G CC ' W 0 cl. ,U c/ l LU MW W JOB NO. 43567 SHEET NO. C6.0 d 0 3 c 0- 0 o CL 1N do a2 6 c m .- E o c rn D o 0 o= t7 3 to Z„ 0 � a 5 S.� 2 a d� 7 y m X = d m o `o 0 N o � a = a !p a 0 o N 0 N C m A= w o C p W n o �0 N - N L U LEGEND 4 AREA C r J CRAIGW7. KOI \ o Lic. No. 0402048507 INLET "�+ 11/0/20 `v Ste\ � � ♦ ♦ ftftftlolvnL 4 0.29 082 �\ ♦♦ of �� \\ EXDI1 E \S w v E APPROXIMATE LOCATION OF RELOCATED POLE w > 3 DUE TOIVYROADSIDEWALKPROJECT. a LL 3 o PERMANENT VDOT ♦ j \ \ �,, ` ° _ - - - c \ SaN� �Q� O t M UTILITY EASEMENT l \ V 'QD ¢<CII � v w z l ♦ I \ 9R/q ��Q� APPROXIMATE LOCATION OF SANITARY PIPE, STORM ,, - u; O APPROXIMATE LOCATION ♦ I - - - - - _ \ \Cs Gy/p UrF PIPE/STRUCTURE, CURB, AND SIDEWALK TO BE a o N FA OF EXISTING OFFSITE DI \���� ` `j \sib_ AN�y ?SDI CONSTRUCTED BYCOUNTYAS IVY ROAD SIDEWALK Z � i M 0� PROJECT. COORDINATION WILL BE REQUIRED. ¢ w i /_ N TEMP. EASEMENT FOR CONSTRUCTION o¢ L / S) \` \ r 0.19 0.63 / Ln x N z OF CURB AND SLOPES AND ENTRANCE I , \ \ i Pq = u ¢ o O_ SEE DB 5144 PG 303 ' - - 4� \ \� �� \ �A\ EX 500 \ \ \� ~ o ;z-` I / '�`\ �s'^�� \ \ SI PALE ♦ i m M cl� \ \ ! m / o I 0.16 0.90 �' P \ \ SAN/ ♦ ac ' 41 �O ° - - - �rx _ ��.�,��\\ 1\Z� \ePP1 00 _ _ �s4N�8.,P� ♦ ♦ O / x I 2 W O - - - - \ON�INl�I \ ` �\ ♦ ♦ o 11 =h ` I/ sl� 4 v R \�,� \' \ \ / s / ♦ > w co a I / E DB 5 34 P: p \ \ \ 20' ROA R \ 6 / ♦ ~ B248PG. I1 /\ �\ $ \ �— —�� ' u o O I V 1 O \ ` , O ` \700 ' cn DATE 1 / - , g / 702 - � 11/18/2020 7� x\ / / ' } DRAWN BY 1 N it 0.15 0.90 ---__ \ 11 lftft K. MELLON I ftAftI / 0.31 0.87 RD 1 .\\` / \ /P�_ DESIGNED BY c I I I Q \\\ \ �S� S)� 5 % /� EX DI 2 ' N •• K. MELLON I O O sy /' \ � APPROXIMATE LOCATION CHECKED BY / Q ✓ J 57� / \ / TEMP. • OF EXISTING OFFSITE DI • C. KOTARSKI / SEMENTFOR � � ENTRANCE 0 • • SCALE © 1 y/ ` SEE DB 5134 1"=20' PG766 � 1 r � w t i 302 ` Y y3g - - • I - �� z - - 4' I I� � �I / / 302 / se — - - PCL p PI ` 0 402 7// - \ 12 581 STONE WALL ~� R IF I HMARK \\ i/ \ \� ` 58Q� POLE - - --- / 582 PP Lu 0.05 0.88 U Z / I 402 t/ sas - _ ~� J 0 ' 202 00 0.38 0.84 / / / a / RD LL OD 202 / HCS/6N— Fr O Q h ; r � / P' // 0.20 085 Q W I 5 TRENCH y'a. CSIG I \ / • o84 1 I \ \ / Lu102 Lu 3 w � Boom LuS _ l r / / / r� J ��� I� Q� 1 I 0.20 0.82 /602 L U ct) ui � - - i 100 I Q _ I � / / / I..L IPF BENT �+ 5 J / ' LL - - BENCHMARK / `1 / � ` — L / SD INL 102 / v lPF TOP=576.19 ' BENCHMARK INV.IN 12'RCP=573.79 TREE LINE INV.OUT 12'RCP=573.72 OO ROD /F - - _ uj BENCHMARK 04P Lu I z Z JOB N0. SCALE 1°=20' 43567 I 0 20' 40' SHEET No. C6.1 L DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 BMP Design Specifications List 2013 Draft Stds & Specs Site Summary Project Title: Beaver Creek MOB Date:43691 Total Rainfall (in): 43 Total Disturbed Acreage: 1.51 Site Land Cover Summary Pre-ReDevelopment Land Cover (acres) 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) 0.00 0.00 0.00 0.48 0.48 32 Impervious Cover (acres) 0.00 0.00 0.00 1.03 1.03 68 1.51 100 Post-ReDevelopment Land Cover (acres) 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) 0.00 0.00 0.00 0.27 0.27 18 Impervious Cover (acres) 0.00 0.00 0.00 1.24 1.24 82 1.51 1 100 Site Tv and Land Cover Nutrient Loads Final Post -Development Post- Post- Adjusted Pre- (Post-ReDevelopment Development ReDevelopment ReDevelopment &New Impervious) (New Impervious) Site Rv 0.82 0.80 0.95 0.80 Treatment Volume (ft3) 4,521 3,797 724 3,797 TP Load (lb/yr) 1 2.84 1 2.39 1 0.46 1 2.39 Total TP Load Reduction Required 0.85 0.48 0.37 (lb/yr) Final Post -Development Load (Post-ReDevelopment & New Impervious) Pre- ReDevelopment TN Load (lb/yr) 20.32 17.92 Pre- Final Post- Post- ReDevelopment ReDevelopment Development TP Load TP Load per acre TP Load per acre per acre (lb/acre/yr) (lb/acre/yr) (lb/acre/yr) 1.84 1.88 1.84 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Site Compliance Summary Maximum %Reduction Required Below 20% Pre-ReDevelopment Load Total Runoff Volume Reduction (ft) 0 Total TP Load Reduction Achieved (Ib/yr) 0.00 Total TN Load Reduction Achieved (lb/yr) 0.00 Remaining Post Development TP Load (lb/yr) 2.84 Remaining TP Load Reduction (lb/yr) Required ROUTE PROJECT BEAVER CREEK DESIGNER: KAM DATE 11/16/2020 CHECKED: U NITS :NG LISH INLET Sa Inlets Onl ¢ a p u w C v v . I,c z ¢ Va' O� .wav u Fv a xl✓" Sv 'acv�a sp 102 DI-1 2.000 0 4 0 0 Back/Lt. 0.000'RIGH 0.010 0.35 0.004 Ahead/Rt. 0,004 4 0.016 0 AheadfRt, 0.016 0.0100 2.000 2 0.016 0.134 T> &0 ft 202 DI-2C 12.000 1 0.360 1 0.90 0.324 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1Back/Lt. 0.000'RIGIi 0.020 0.35 0.007 Back/Lt. 0.331 4 1.324 0 0.0100 0.0300 5.019 2.000 0.398 0.0833 2.777 3.28 Back/Lt. 0 4 0 0 Ahead/Rt. 1.324 0.0100 2.000 2 1.324 2.552 0.240 0.333 0.7207 4.658 7.088 Weir Flow 302 DI-1 2.000 0 4 0 0 Back/Lt. 0.000'RIG 0,025 0,90 0.023 Ahead/R1. 0.005 0.35 0.002 Ahead/R1. 0.024 4 0.096 0 Ahead/Rt. 0.096 0.001 2.000 2 0.096 0.444 T> 8.0 ft 402 DI-1 2.000 0 4 0 0 Back/Lt. 0.000'RIG 0.045 0.90 0.041 Ahead/Rt. 0.005 0.35 0.002 Ahead/Rt. 0.042 4 0.168 0 Ahead/Rt. 0.168 0,001 2.000 2 0.168 0.644 Weir Flow 602 DI-1 2.000 0 4 0 0 Back/Lt. 0.000TUG 0.170 0.90 0.153 Abead/Rt. 0.030 0.35 0.011 Ahead/Rt. 0.164 4 0.656 0 Ahead/Rt. 0.656 0.001 2.000 2 0.656 1.598 Weir Flow EX500 DI-3B 10.000 0.100 0.90 0.09 WRIGHT 0.090 0.35 0.032 0.122 4 0.488 0 0.488 0.0200 0.0200 1 1.940 2.000 1.031 0.0833 4.165 1.000 1 3.52 0.1466 10.1666 4.999 10.000 2.000 1.000 0.488 1 0.000 1.939 EXDI2DI-3B 116,000 1 0.250 1 0.90 0.225 O'RIGHT 0.060 0.35 0.021 0.246 4 0.984 0 0.984 0.0500 0.0200 2.514 2.000 0.796 0.0833 4.165 0.998 3.52 0.1466 0.1663 8.844 16.000 1.809 1.000 0.984 0.000 2.123 TRENC 24.000 0 4 0 0 Back/Lt. 0.000'RIGII 0.170 0.90 0.153 Abea&Rt. 0,030 0.35 0.011 1 Ahead/Rt. 0.164 4 0.656 1 0 Ahead/Rt. 0.656 0.0100 1 1 1.000 24 0.656 0.509 T> 8.0 ft LD-229 PROJECT: BEAVER CREEK D_ esigne I by: KAM STORM SEWER DESIGN COMPUTATIONS LOCATION: CHARLOTTESVILLE, ALBEMARLE COUNTY COUNTY: Charlottesville Checked by. STORM FREQUENCY 10 UNITS ENGLISH PIPE NO. FROMPOINT TO POINT DRAIN. AREA "A" Acre 3 RUNOFF COEFF. "C" 4 CA INLET TIME Minutes 7 RAIN FALL In/Hr 8 RUNOFF INVERT ELEVATIONS LENGTH of Pipe Ft 12 SLOPE Ft./Ft. 13 SIZE (Dia. Or Span/Rise) In. 14 SHAPE Number Capacity of Pipes CFS 15 Friction Slope Depth Flow, FUR. NORMAL FLOW FLOW TIME REMARKS 18 INCRE-ACCUM- MENT 5 ULATED Lateral CFS Total CFS 9 UPPER END 10 LOWER END 11 of do Ft Area of Flow, An SgFt Hun Ft. Vn Ft/Sec (1 En Ft. INCRE- MENT Minutes I ACCUMU -LATED Minutes I REFERENCE I STA. REFERENCE 2 STA. 101 102 100 0.01 0.40 0.00 0.00 5.24 6.46 0.00 3.48 574.00 573.89 12.62 0.00872 12 Circular 1 3.60 0.00850 0.79 0.67 0.30 5.23 1.22 0.04 5.28 103 UG DET OL 102 0.00 1 0.00 0.00 5.00 0.00 1 0.00 3.48 574.50 574.00 61.21 0.00817 12 1 Circular 1 3.49 1 0.00850 0.82 0.69 0.30 5.07 1.22 0.20 5.20 201 202 UG DET IN 0.38 0.87 0.33 0.33 5.00 6.54 0.00 2.17 574.91 574.50 82.06 0.00500 12 Circular I 2.73 0.00330 0.67 0.56 0.29 3.86 0.90 0.36 5.36 301 302 UG DET IN 0.03 0.80 0.02 0.02 5.00 6.49 0.00 0.16 574.66 574.50 30.98 0.00516 12 Circular 1 2.77 0.00000 0.16 0.08 0.10 1.92 0.22 0.27 5.27 401 402 UG DET_IN 0.05 0.84 0.04 0.04 5.00 6.54 0.00 0.28 574.80 574.50 5.93 0.05059 12 Circular 1 8.68 0.00010 0.12 0.06 0.08 5.03 0.52 0.02 5.02 501A EX 500 500B 0.19 0.64 0.12 0.12 5.00 6.54 0.00 0.80 564.70 564.61 18.90 0.00476 15 Circular 1 4.46 0.00020 0.36 0.29 0.21 2.75 0.48 0.12 5.12 501B TRENCH 500B 0.20 0.82 0.16 0.16 5.00 6.54 0.00 1.07 567.04 566.23 40.45 0.02002 12 Circular 1 5.46 0.00080 0.30 0.20 0.17 5.41 0.75 0.13 5.13 601 602 UG DET_IN 0.20 0.82 0.16 0.16 5.00 6.54 1 0.00 1.07 574.81 574.50 62.07 0.00499 12 Circular 1 2.73 0.00080 0.44 0.33 0.23 3.27 0.60 0.32 5.32 701 702 700 0.00 0.00 0.43 5.41 6.41 0.00 2.80 564.06 563.93 25.52 0.00509 15 Circular 1 4.61 0.00200 0.70 0.71 0.34 3.94 0.95 0.11 5.52 703 500B 702 0.00 1 0.00 1 0.43 5.13 6.50 0.00 2.80 564.51 564.16 70.32 0.00498 15 Circular 1 4.94 0.00170 0.67 0.68 0.33 4.15 0.94 028 5.41 RD1 UG DET IN 0.08 0.90 0.07 0.07 5.00 6.54 0.00 0.44 1 576.20 574.50 33.93 0.05010 8 Circular 1 193 0.00120 0.18 0.07 1 0.10 6.06 0.74 0.09 5.09 RD2 501 0.16 0.90 0.14 0.14 5.00 6.54 0.00 1 0.94 566.85 565.00 36.93 0.05009 8 Circular 1 2.93 0.00540 026 0.13 1 0.14 7.48 1.13 0.08 5.08 LD-347 PROJECT: BEAVER CREEK DESIGNED BY: KAM HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY 10 Year INLET OR JUNCTION STA. INVERT EL OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DIA. PIPE Do (trumm) DESIGN DISCH. Do (CFS/CMS) LENGTH PIPE Lo (Ft/M) FRICTION SLOPE, Sfo (FT/FT) (M/M) FRICTION LOSS Hf (Ft/M) JUNCTION LOSS SURFACE FLOW Art. Ht 1.3 Ht (FtlM) Inlet Shaping? YIN 0.5 Ht (FtlM) FINAL H (FtIM) Inlet Water Surface Elevation Top ofMH Top of Inlet Elev. APPROX. Adjustment Vo Corar. Ho t (FtlM) Vi Vi`2/2g Hi (Expn) 0.35-MAX (Vi2/29) SKEW Angle Bend Sum HL (FtlM) K H (FtlM) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 16 17 18 19 UG DET-1 N 576.000 602 574.500 1.00 576.000 12 1.073 6207. 0.00081 0.050 3266 0.041 0.000 0.000 0.000 0.0 0.00 0.000 0.041 1.073 0.054 YES 0.027 0.077 576.077 577.700 0. K. 302 574.500 1.00 576.000 12 0.157 30.96 0.00002 0.001 1.917 0.014 1 0.000 1 0.000 1 0.000 1 0.0 1 0.00 0.000 0.014 0.156 0.019 YES 0.009 0.010 576.010 579,784 0. K. LD-347 PROJECT: BEAVER CREEK DESIGNED BY: KAM HYDRAULIC GRADE LINE ANALYSIS INCIDENCE PROBABILITY 10 Year Checked: 402 574.500 1.00 576.0001112 0.275 5.93 0.00005 0.000 INVERT DEPTH OUTLET DIA. DESIGN LENGTH FRICTION FRICTION JUNCTION LOSS Adj.Ht Inlet Inlet Top ofMH LD-347 PROJECT: BEAVERCREEK HYDRAULIC GRADE LINE ANALYSIS INLET STA. EL. OF FLOW WATER PIPE DISCH. PIPE SLOPE, Sfo LOSS Contr. Hi (Expn) SKEW Bend Sum SURFACE 1.3 Shaping? 0.5 FINAL Water Top of Inlet Adjustment? DESIGNED BY: KAM Checked: INCIDENCE PROBABILITY 10 Year OR OUTFLOW OUTFLOW SURFACE Do Oo Lo (FT/FT) Hf Vo Ho Vi Vi'2/2g 0.35•MAX Angle K H HL FLOW Ht Ht H Surface Elev. - JUNCTION PIPE PIPE ELEV. (In/mm) (CFS/CMS) (FtlM) (M/M) (FtlM) (FtlM) (Vi2/2g) (FtlM) (FtlM) (FtlM) Y/N (FtlM) (FtlM) Elevation APPROX. INVERT DEPTH OUTLET DL4. DESIGN LENGTH FRICTION FRICTION JUNCTION LOSS A4. Ht Inlet Inlet Top of MH 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 16 17 1B 19 NLET STA EL OF FLOW WATER PIPE DISCH. PIPE SLOPE, Sb LOSS contr. Hi (Expo) SKEWHK Bend Sum SURFACE 1.3 Shaping? 0.5 FINAL Water Top of Inlet 700 564.860 OR OUTFLOW OUTFLOW SURFACE Do 00 Lo (FT/FT) Hf Vo Ho Vi Vi'2/2g 0.35'MAX Angle H HL FLOW Ht Ht H Surface Elev. UG DET OUT 1 1573.9801 1.00 1574.8101 12 1 3.480 1 61.21 1 0.00B50 1 0.520 1 5.165 1 0.104 1 0.000 1 0.000 1 0.000 1 0.0 1 0.00 1 0.000 1 0.104 1 0.000 1 0.104 1 YES 1 0.052 1 0.572 1575.3821 579.500 1 0. K. , P v1x n �ry tv f-) CRATG W. J. KOTARSKI > Lic. No. 0402048507 i:l? II/10/20 ,;% M E O 0 rn u N UI N C ¢ a > E g E w y 3 < w w ¢ a o 3 0 I.L. - LU L M d J U Co Z ILLJ - n w O rn ain� a LUwrh z � H K � 30r)¢ U U) w Q oa = . Lnx =N z O_ =v> F c ^ n y N > � M � a � 00 CD H tri M O x (7 0 O 2 H w w w _ ¢ U � ¢ z O fn 0 O Y DATE 1111812020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY KOTARSKI SCALE N/A n z J M� W LU U z LL O LL O ~ z_ J (D J " U Q � J U 2! I-11 0 W LLl LLJ co N� O LU () LU LL U LU LU W JOB NO. 43567 SHEET NO. C6.2 L 102: DI-1 STA 10+63.62cc ^ ^ TOP 576.75 2 N m INV IN 574.00 (103) r- V ro INV OUT 574.00 (101) 00 n 302: DI-1 In N o n n N n 100:MH-1 Noa- ° STA10+03.28 �o �o^F STA 10+76.24 E5 o � Z) TOP 579.84 � � LO O � LO 0 TOP 577.00 0- O INV OUT 574.66 301 ( ) i i Q o 4 0 INV IN 573.89 (101) N�0z vc~i��z mv�i�z SAS SRS SRS .riR5 SAS SRS 590 S90 585 EX I ST. GRADE PROP. 580 GRADE 580 \ \ 36" 575 CMP 1.7' 575 EXIST. 103 12" RCP 61.21' OF 12" HDPE @ 0.82% 570 570 12.62' OF 12" HDPE @ 0.87% 565 565 560 560 9+50 10+00 11+00 UG DETENTION - STR 100 HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 E LIP AND FIE PROP. GRADE 580 580 EXIST. GRADE .7' ii�j 36„ 575 CMP575 XISTING GAS 201 IO E. LOCATN 82.06' OF 3EPTH TO BE 12" HDPE LD VERIFIED. @ 0.49% 570 570 565 565 560 560 EXIST. GRADE PROP. / GRADE 580 i 580 I MIN. 36' 575 C P 575 301 30.98' OF 12" HDPE 570 @ 0.50% 570 565 565 560 560 585 585 EXIST. f PRADE / ROP. GRADE. 580 580 3' MIN 36" 575 CMP 575 401 5.93' OF 12" HDPE 570 @ 5.00% 570 565 565 585 EXIST. GRADE PROP. GRADE 580 580 1.5' 36„ 575 CMP 575 601 62.07' OF 12" HDPE @ 0.50% 570 570 565 565 560 560 11+50 9+50 10+00 11+00 11+50 9+50 10+00 11+00 9+50 10+00 11+00 9+50 STR 202 - UG DETENTION STR 302 - UG DETENTION STR 402 - UG DETENTION HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 VERT SCALE: 1"=5 VERT SCALE: 1"=5 APPROX. LOCATION OF EX. GAS MAIN. CONTRACTOR TO FIELD VERIFY DEPTH AND LOCATION 590 590 6" CLASS 52 DIP WATERLI E 585 585 PROPOSED GRNDE CONNECTION TO EXISTING WATERLINE. VERIFY LOCATION AND ELEVATION. 580 580 EX. GA MAIN EXISTING G DE 575 3'S 575 570 570 565 565 J m � U W W w z z 560 Q W w 560 _ J J > LL > >� W m W m W m H H (a7 (D X 555 v v m Co. to io Do 555 9+50 10+00 11+00 12+00 12+50 WATERLINE 'A' - SERVICE 595 595 590 590 PROPOSE' GRADE. 585 585 S 52 6" CLA DIP WATERLINE (STING 580 GRADE 580 3.5' M N. 575 575 570 570 z O H W z 565 z 565 w w 2 a U 560 0 560 9+50 10+00 11+00 WATERLINE 'B' - FDC SERVICE 590 590 585 585 PROPOS D GRADE EXISTING BACKFL W GRADE PREVENTER 580 580 EX. G AS MAIN 6" C LASS 52 DIP WATERLINE WATERLINE 'Dp 575 575 5' IN. 1' MIN. 570 570 565 565 z_ � Q J 5 m W z J rr 560 w W 560 Of o > ui a ~ m O X w o 555 rn io 555 702: MH-1 STA 11+13.21 m M TOP 567.62 o n Q m o INV IN 564.16 (703) S V V INV OUT 564.06 (701) ca r, rn N m N v 700: ES-1 for 15 ii 4)i U 0 o N 1r 6 7 mu') = � o � coO STA 11+38.72 c�i H o�U �o� ) TOP 565.37 co "'n 0 00 � 0z z z O INV IN 563.93 (70 0�0> InUFz 0�0>>>> LOU) ZZz 580 580 575 575 EXIST. GRADE \ PROP. 703 GRADE 70.32' OF 15" HDPE 570 @ 0.50% 570 3' MIN. 701 25.52' OF 15" RCP 501 B ' @ 0.50% 565 40.45' OF 565 12" HDPE @ 2.00% T MIN. 1' MIN. 1' IN. APPROX. LOCATION OF 8" SANITARY 560 SEWER LINE. 560 APPROX. LOCATI CONTRACTOR TO FIELD VERIFY. OF 8" EXISTING APPROX. LOCATION OF WATERLINE TO B 8" EXISTING WATERLINE RELOCATED WITF TO BE RELOCATED WITH ROAD SIDEWALK 555 IVY ROAD SIDEWALK IMPROVEMENTS. IMPROVEMENTS. CONTRACTOR TO CONTRACTOR TO COORDINATE WIl COORDINATE WITH COUNTY ON COUNTY ON LOCATION/DEPTF LOCATION/DEPTH. 10+00 11+00 11+50 9+50 STR 602 - UG DETENTION 9+50 10+00 11+00 WATERLINE 'C' - FIRE SERVICE HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 ;on 10+00 11+00 STR 502 - STR 700 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 ;on EX. GAS 585 585 PROPO ED G DE W TER METER VA LT EXISTING GRADE 580 580 2" TY E K COPPER INE 575 T 575 MIN. 1' MIN. 570 570 565 565 z_ J m � a 560 w _ 560 0 f_w IL O Q It o o > w ~w m m a w W U XQ 555 o rn o rn v m 3 555 9+50 10+00 11+00 11+50 WATERLINE 'D' - DOMESTIC SERVICE INV IN 567.54 (BLDG-2) INV OUT 567.44 (2-1) 585 EX 500: DI-3B 14 ft Throat STA 10+03.06 TOP 568.31 INV OUT 564.70 (501A) 50OB: MH-1 STA 10+42.93 iCh Pipe TOP 570.79 INV IN 566.23 (RD2) INV IN 564.61 (501A) 1) INV IN 566.23 (501B) INV OUT 564.51 (703) 5Rn 5Rn ON E i IVY i H 575 575 EXIST. GRADE PROP. GRADE 570 570 4.4' 565 ' 565 501A 18.90' OF 15" RCP 560 @ 0.50% 560 555 NOTE: EXISTING 8" WATERLINE TO BE RELOCATED PRIOR TO 555 INSTALLTION OF FUTURE CONNECTION. FUTURE CONNECTION TO BE INSTALLED BY COUNTY AS PART OF IVY ROAD SIDEWALK PROJECT. 12+00 9+50 10+00 11+00 FUTURE CONNECTION HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 2%� 1 INV IN 573.40 (EX.3-1) INV IN 567.25 (2-1) INV OUT 566.66 (1-EX.1) 585 PROPOSED EXISTING BUILDING GRADE PROPOSED GRADE 580 �I 580 W LOWER STRUCTURE TOP OF EX. MANHOLE 575 TO 577.75 575 PROPOSED If GARAGE 570 570 u 565 565 BLDG-2 13.41' OF 6" PVC @ 1.00% 560 2-1 560 19.00' OF 6" PVC @ 1.00% 555 555 9+50 10+00 11+00 11+50 SANITARY - BLDG TO MAIN 0 50 PROFILE SCALE .LI'xH 1) CRAIG W. J. KOTARSKI a Lie. No. 0402048507 II/0/20 2A M E 0 � o N UI N C Qo > E w ° E w w 3 Q a I-, 3 oLL o w 0 m Q� W L M d J U W J -u m aFAo U W U1 � 30 )x J In LL 0Q v _ N = U > F Q . c o O1 N � M a� o w t7 w Q 0 DATE 1111812020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE 1" = 30' V z H4 J H� M� W W U w LL J_ LL Oz� Q> LLJ U2 O D Q U W w Q J �N/ ' Q L.1_. 0 W w Lu cl. U W LLu 0 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 HORIZ SCALE: 1"=50' VERT SCALE: 1 "=5 HORIZ SCALE: 1"=50' VERT SCALE: 1 "=5 [no JOB NO. 43567 SHEET NO. C7.0 �S PERMANENT VDOT j \ I \ Sq Nam_ \ \ \ G G \ \ \ \ \ sqN� �,RogD UTILITYEASEMENT + \ EASEMENT TO REMAIN + + \ SgN h F?SO + I \ \ + + +1 \ MHS sqN TEMP. EASEMENT FOR CONSTRUCTION TOP=568.87 I + + + + t \ ` \ R \ \ \ p INV.4 "IN=565.62 (W) OF CURB AND SLOPES AND ENTRANCE SEE DB 5144 PG 303 I * + + + +lµ + INV.4 "IN=562.70 (W) EASEMENT TO EXPIRE UPON COUNTY + + + ' I / ��� 8, \ SAN POLE INV.3'lN=564.45 (SW) COMLETION OF IVY ROAD SIDEWALK + + + �� pia \ 1 INV.6"IN=566.02 (S) + + + I \ IMPROVEMENTS CONSTRUCTION �NV.OUT87N=562.65 (E) + ff � � �� \ TMP 06000-00-00-03700 JOSEPH W. & MARY JANE TEAGUE DB 775 PG 154 ZONE: HIGHWAY COMMERCIAL USE: COMMERCIAL (FUNERAL HOME) 20' ACSA WATERLINE EASEMENT POLE'� — PP POLE PP TMP 06000-00-00-03600 300 TWIN SYCAMORES LANE LLC DB 3995 PG 533 ZONE. COMMERCIAL OFFICE USE: COMMERCIAL (OFFICE) — _ OORB — IPF BENT �+ BENCHMARK / IPF BENCHMARK TMP 06000-00-00-036AO STILLFRIED LANE LLC DB 4709 PG 224 ZONE: R1 RESIDENTIAL USE RESIDENTIAL (MULTIFAMILY) + + +I +. /�,` s \ PERMANENT DRAINAGE EASEMENT + + + I / PO �N FOR MAINTENANCE OF DRAINAGE \ ��,/ ��,PPF50C \sqN �PIPEANDSTRUCTU MHS l + + + / TMP 06000-00-OQ-03800 j \ \ \ TOP=566.26 �* + + + I 1 2246-2248 /VYROAI7� LLC / , ` P SANS INV.87N=559.81(W) =tom + + DB 1805 PG 670 \ \ l ePF1 �N�B pV INV 87N=560.30(S) +ate + + 1 I 42 ACRES FROM RECORDER PI,A`f l / , , ` INV.OUT=559.96(E) 22461VY ROAD � �l Q Q Q 4 PERMANENT DOMINION ENERGY EASEMENT SEE DB 5134 PG 786 Q _ 20'ROAD RW / 7O EASEMENT TO REMAIN Q Q / DP HEREBY I I�/ ABANDONED j \ + +, + + +++++ I _ + fi + + + + + + + + +�+ + + + + + + +i' + + + + + + + + 1+ + + '• 24' dg5;3 WATER EMENT PG 212 ;Ile STORMWATER FACILITY EASEMENT DB 5359 PG 212 J SD INLET TOP=576.19 INV.IN 12'RCP=573.79 INV OUT 12'RCP=573.72 / TMP 06000-00-00-04005 CHARLOTTESVILLE INVESTMENT PROPERTIES DB 860 PG 568 ZONE: R 15 RESIDENTIAL USE: RESIDENTIAL (MULTIFAMILY) 10' i 1 0 7 Om / / S 20' SANITARY / SEWER EASEMENT / DB 488 PG 624 MHS TOP=580.64 INV 4 "IN= 578.24 INV IN 2-2'PVC=57779 1NV.87NPVC= 575.84 INV.OUT=575.76 I' LEGEND: ACCESS EASEMENT STORMWATER FACILITY EASEMENT STORMWATER ACCESS EASEMENT + I ACSA WATERLINE EASEMENT t } \\\\\\ PERMANENT DRAINAGE EASEMENT \\ L PERMANEN\ \ PRIVATE DRAINAGE \ VARIABLE WIDTH EASEMENT j SHARED ACCESS EASEMENT DB 5359 PG 212 TEMP. EASEMENT FOR ENTRANCE SEE DB 5134 PG 766 EASEMENT TIMING TO BE COORDINATED WITH COUNTY MHS TOP=579.44 INV.8"IN PVC=573.40 WV.OUT8"IN PVC=566.66 12" STONE WALL PORTION OF EXISTING SANITARY SEWER PIPE TO BE REPLACED IN PLACE BY ACSA. CONTRACTOR TO COORDINATE WITH ACSA. PRIVATE VARIABLE WIDTH SHARED ACCESS EASEMENT DB 5359 PG 212 TMP 06000-00-00-03900 WEST END SHOPS -EAST LLC DB 1805 PG 664 ZONE: HIGHWAY COMMERCIAL USE: COMMERCIAL (NEIGHBORHOOD SHOPPING CENTER) J ROL, — O — BENCHMARK p — — — SCALE 1 "=20' 0 20' 40' U CRAIG W. J. KO'CARSKI Lic. No. 0402048507 LIP- II/IE5 20 ,< ME 0 � o N UI N C > E Q LL :r 3 oW o w0 W L d J U WM M d � O U W ?jo'x 0 Q v ti U N x U > F om cO1 N T M co w Q 0 DATE 1111812020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE 1"=20' 0 M� W W U H� OQ (7 Q J \�_ � / a- u zz o w Q U WQLL Q CO w J a W uW LL U W MW W JOB NO. 43567 SHEET NO. C8.0 t? 3 C a O . X 20 Iu N d0 am 6 Aw E o a C m a0 0 XB 3 ti z„ 02 � a �0 o n dm 7 y h X C d �0 m e Ra E `o 'm o a � �a 10 a 0 o � N o N a = C m a o W p n o da N N N L