Loading...
HomeMy WebLinkAboutWPO201900066 Plan - VSMP WPO VSMP 2020-12-03BEAVER 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 iNaE 11/18/2020 UNIVERSITY VILLAGE CONDOS HUNTINGT0N VILLAGE a (A it Ro The Ivy Inn Q John Paul Jones za ��y qd © Shenandoah Joe Ivy SITE LOCATION St. Anne s-Beltield POPLAR GLEN School O �Oz xso P� s� p. LEWIS MOUNTAIN L �R u ®St Thomas Aquinas Church h'nta„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 APPROVED by the Albemarle County Communit Development Department Date 1 �1-3-20 File WP0201900066 Amendment 1 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. N t.0 (, CRATG W J. KOTARSM Lie. No. 0402048507 Oo II/18/20 t r Ui rs 0 0 c� 0 0 rr x 0 w w U Q z 0 in rY 0 Z O U U LU w 0 Z O 41 LY Ii DATE 11/18/2020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE N/A IR z H4 u0 co W U Hq LL LL a 0� Z_ CD LL] °� > LU U U) F-4 O C)U LL] w > W -.1 a 0 2:U w m J a W � W LL U `WJ Q W co JOB NO. 43567 SHEET NO. CO.O L 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 UUILCI YKUICI.IIUIV- 3.10 MrlIVJIALLAIIUIV Ur KIYKAY I.I'1ANNrL.' IMAIUNV AIVU/UK JI1LL11VU DAJIIVJ 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 UUJ I LUIV I KUL - .JJ 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. C:I"€i per„ GENERAL EROSION AND SEDIMENT CONTROL NOTES: SOILS INFORMATION: O c� CRATG W. J. KO'TARSKI .yg� 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 Lie. No. 0402048507 EROSION AND SEDIMENT CONTROL PRACTICES ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL RESTRICTIVE FEATURE, HYDROLOGIC SOIL GROUP: N/A "dQ I I /I O-Coy 0/20 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. SAIpNAL v` ,5 REGULATIONS. HYDROLOGIC SOIL GROUP: N/A 14� 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 EE o u N Vi ES-3: PLACE ALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN N ¢o CLEARING, GRADING, OR LAND DISTURBANCE. E a E ES-4: MAINTAIN A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ON THE SITE AT w Lu w ALL TIMES. a u o u w 0 m ES-5: PRIOR TO COMMENCING LAND -DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON ¢ u co z THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFFSITE BORROW OR WASTE AREA), SUBMIT A f ,�, o rn O SUPPLEMENTARY EROSION CONTROL PLAN TO THE ARCHITECT/ENGINEER AND THE CONTROLLING a y c a EROSION AND SEDIMENT CONTROL AUTHORITY FOR REVIEW AND ACCEPTANCE. z w ; omi �� 3 0 � x U n ES-6: PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND o a j LL o SEDIMENTATION AS DETERMINED BY THE RESPONSIBLE LAND DISTURBER. (MODIFIED NOTE) =v > 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 T M a� cl� 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. M 0 x c� H MINIMUM STANDARDS: o w AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT w = w Q WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: a o 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 o Ln DA1F SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT > WILL REMAIN DORMANT FOR LONGER THAN 14 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED 1111812020 TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. 0 DRAWN BY MS-2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE Y 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 • CHECKED BY EROSION. • 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 MS-7. DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. 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. MS-9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE J PROVIDED. F� 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 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 0 ' ` v Q Z EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE 1_� CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE � J STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. U. O 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 Q O z NONERODIBLE MATERIAL SHALL BE PROVIDED. Z MS-14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING (D 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. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. Q OU C c C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED W SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT Q 0 ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY. w D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO m (� MINIMIZE EROSION AND PROMOTE STABILIZATION. Q 06 E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. 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 w ui O 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 0 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 ui 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 W ACCORDANCE WITH THE STANDARDS AND CRITERIA LISTED IN SECTION 19 OF VIRGINIA ADMINISTRATIVE CODE 9VAC25-840-40 MINIMUM STANDARDS. H JOB NO. L 43567 SHEET NO. C3.0 WHIBI KI 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 Dirtbags® 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 Dirtbag® 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 Dirtbags 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 3.0 Construction Sequence 1.1 This work shall consist of furnishing, placing and 3.1.1 To install Dirtbag® on a slope so Incoming water removing Dirtbag® pumped sediment control device flows downhill through Dirtbag® without creating as directed by the design enginer or as shown on more erosion. Strap the neck of Dirtbag® tightly the contract drawings. Dirtbag® pumped -silt to the discharge hose. To increase the efficiency control system is marketed by: of filtration, place the bag on an aggregate or haybale bed to maximize water flow through the ACF Environmental, Inc surface area of the bag. 2831 Cardwell Road Richmond, Virginia 23234 3.1.2 Dirtbag® is full when it no longer can efficiently Phone: 800-448-3636 - Fax: 804-743-7779 filter sediment or allow water to pass at a reason www.acfenvironmental.com able rate. Flow rates will vary depending on the size of Dirtbag®, the type and amount of sediment 2.0 Materials discharged into Dirtbag®, the type of ground, rock or other substance under the bag and the degree 2.1 Dirtbag- of the slope on which the bag lies. Under most circumstances Dirtbag- will accommodate flow 2.1.1 Dirtbag- shall be manufactured using a polypro- rates of 750 gallons per minute. Use of excessive pylene nonwoven geotextile sewn into a bag with a flow rates or overfilling Dirtbag- with sediment double needle matching using a high strength thread. will cause the bagtorupture crfailureofthe hose attachment straps. 2.1.2 Each standard Dirtbag® has a fill spout large enough to accommodate a 4" discharge hose. Straps *Must be monitored during use. are attached to secure the hose and prevent pumped water from escaping without being filtered. 3.1.3 Dispose Dirtbag® as directed by the site engineer. If allowed, Dirtbag® may be cut open and the 2.1.3 Dirtbag® seams shall have an average wide width contents seeded after removing visible fabric. strength per ASTM D-4884 as follows: Dirtbag® is strong enough to be lifted with option al straps if It must be hauled away. Off -site dis Dirtbag' Style Test Method Test Method posal may be facilitated by placing Dirtbag® In the Dirtbags 55 ASTM D-4884 100 lbs./in back of a dump truck or flatbed prior to use and allowing the water to drain from the bag while in Property Test Method Units Test Results place, thereby eliminating the need to lift Dirbag'. Weight ASTM D-3776 oz/yd 8 Grab Tensile ASTM D-4632 lbs. 205 4.0 Basis of Payment Puncture ASTM D-4833 lbs. 110 Flow Rate ASTM D-4491 gal/min/ft2 110 4.1 The payment for any Dirtbag- used during Permittivity ASTM D-4491 sec.-' 1.5 construction is to be Included In the bid of overall Mullen Burst ASTM D-3786 Ibs.1n3 350 erosion and sediment control plan unless a unit UV Resistant ASTM D-4355 % 70 price is requested. AOS % Retained ASTM D-4751 US Sieve 80 *ACF Environmental is not liable for failures or All properties are Minimum Average Roll Value (MARV) except the misue of the Dirtbag. 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. IN THIS FAMILY: SIMILAR PRODUCTS PRODUCT PRODUCT PRODUCT AGF ■ ■ LET'S GET IT DONE 800.448.3636 ❑� f .: a+ii acfenvironmental.com PIPE OUTLET CONDITIONS SECTION A -A FILTER CLOTH • La i D%- IPE OUTLET TO FLAT REA WITH NO EFINED CHANNEL fW Td KEY IN 6'4% RECOMMENDED FOR ENTIRE PERIMETER _T ado (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 Outfall Pipe (10-year) La W d5o d50 3Do Diameter ft cfs ft ft ft in ft 100 1.3 2.80 3 4 0.5 6 3.75 OUTLET PROTECTION No Scale ), a a l a a a a A a a a SAFETY FENCE No Scale v PERSPECTIVE VIEW L� 3 41 MREI FABRIC NE POST 10 GROUND LINE MAX. BRACING CONCRETE FOOTING PERSPECTIVE VIEW METAL FENCE Sediment Trap Design Table drainage area (acres) (<3) trap volumes: elevation (ft) area (so 574.5 29729 575 377.79 0.51 volume(Gy) 6.3 CREST OF STONE WEIR ME.. \ 1 vA" y11LAg� 0 DRY STORAGE - YARMAT' 576 557.62 17.3 576.75 708.99 17.6 577 762.58 6.8 WETSTORAGE •, Gx 578 992.68 32.5 Ip1UV°'cD) croTN araaNu 1FLEER c No UEV wet storage: ,SEE Pum: 3.13-1 CD L cRE"n CIA55 1 R~ wet storage required (cy) (67'DA) 34.2 bottom of stone weir (it) 576.8 wet storage provided at this elevation (cy) 41.2 **coarse aggregate shall be VDOT#3, #357 of#5 slope of wet storage sides 2:1 weir length If) (6xDA) 3.1 dry storage: bottom of trap elevation (ft) 574.5 dry storage required (cy) (67'DA) 34.2 bottom trap dimensions: 11.502 crest of stone weir 578.0 top of dam elevation (it) 579 dry storage provided at this elevation (cy) 39.3 top width of dam (ft) 2.5 slope of dry storage sides 2:1 top trap dimensions 25x46 ST SEDIMENT TRAP No Scale 1. SET POSTS AND EXCAVATE A 4"X4" TRENCH UPSLOPE ALONG THE LINE OF POSTS. 2. STAPLE WIRE FENCING TO THE POSTS. 3. ATTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE THE WIRE FENCE AND EXTEND IT EXCAVATED SOIL. INTO THE TRENCH. _= Ir li�l I_ EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. FILTER FABRIC a I IRE`1' -III-1 I LI I I I=11 HTh SSF 3.05-1 SILT FENCE (WITH WIRE SUPPORT) No Scale GRAVEL CURB INLET SEDIMENT FILTER STONE 76' MIN. CONSTRUCTION ACCESS 3' SM-2A ASPHALT TOP COURSE EXISTING 2Y, 2% PAVEMENT 8 - G" MIN. 21A AGGREGATE BASE ROFIL STONE 70EMM. CONsrkucr1ON ASPHALT PAVED ACCESS -- I-0 WASMRAGx EXISTING 2% 27. PAVEME[T +27 12' MIN-4 •MUS[ LXIENU FULL WIDTH L o POSIVE DRAINAGE OF INGRESS AND EGRESS TO SEDIMENT OPERATION TRAPPING DEVICE PLAN PDSffIVE DRAINAGE 2x Ir0 sE IMEW Nc D rRAPPINDEVICE FILTER CLD7FI SECTION A -A A nauxuami wate hip of 1 iucb umst be hhntaHecl avitha nllrlhiiil 1 inch batcock shutoff valve supplying a wash hose with a diameter of 1.5 hhches for ade(Fhate C01IStaI1t PFCS ne Plash orate URIA be caned away from the enhance tow approved setdkg area to remove secWnent. All sednneht shall be Prevented from entenikz storm drains, clitches or watfffcotnses. PAVED WASH RACK NO SCALE CE 3.02 CONSTRUCTION ENTRANCE No Scale loan 0 -m- 76 1 C I€I p;tea CRATG W J. K07ARSM Lic. No. 0402048507 Oo II/10/20 t r m E CD o m N Vi N <o > E ° E w u S ] "ww3 <u U.-o3 O i C d j U co Z ELI-n O rn a U)o a dN ZW W m �:'�� Of 3: o (n Q U W LL o ¢ Q Ln = N >M Z O_ =v ~ C L. E rO1.I > M cl� aZt- CD H U6 0 x (7 x H t] w w w 2 Q U < Z 0 Ln > 0 0 STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD, • GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT IfLEAST 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 _ y IT (SETARIA ITALICA) A. r. SEDIMENT �II >:.'. �:. . CONCRETE GUTTER 12" It CURB INLET TEMPORARY SEEDING PLANT MATERIALS ' GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. No Scale TABLE 3.32-D SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO P CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. TOTAL LBS. PER ACRE MINIMUM CARE LAWN STORMWATER INLET PROTECTION COMMERCIAL OR RESIDENTIAL 175-200LBS. KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100% No Scale IMPROVED PERENNIAL RYEGRASS 0-5% KENTUCKY BLUEGRASS 0-5% FRAME WOOD SILT FENCE DROP INLET PROTECtUNDROPINLETWITH GENERAL SLOPE (3:1 OR LESS) RAME KENTUCKY 31 FESCUE 128 LBS. 1.5' ---- RED TOP GRASS 2 LBS. MAX. - 7 SEASONAL NURSE CROP' 20 LBS. 150 LBS. � LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) w 3 KENTUCKY 31 FESCUE 108 LBS. MIN. RED TOP GRASS 2 LBS GRAVEL FILTER 12 RUNOFF WATER WIRE MESH FILTERED WATER GATHER EXCESS SEASONAL NURSE CROP20 LBS. 0 AT CROWNVETCH " 20 LBS. CORNERS 150 LBS. PERSPECTIVE VIEWS USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES STAKE AS STATED BELOW: �' FEBRUARY 16TH THROUGH APRIL.................................. ANNUAL RYE FABRIC ` MAY 1 ST THROUGH AUGUST 15TH ............................ FOXTAIL MILLET MIN. AUGUST 16TH THROUGH OCTOBER ............................... ANNUAL RYE NOVEMBER THROUGH FEBRUARY 15TH ........................ WINTER RYE E. SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF DETAIL A FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL OTHER PERIODS, USE UNHULLED SERICEA). IF FLATPEA IS USED IN LIEU ELEVATION OF STAKE AND FABRIC ORIENTATION OF CROWNVETCH, INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED SPECIFIC APPLICATION MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY BE THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. 3.01 THE INLET SHEET OR D FLOWS RECEIVING IP TYPICAL. METHOD TAPPLY INLETS 3.07-9 PS 3.32 CONCENTRATEDFLOWS, SUCHNASNSTREETOOR HIGHIWAYEDIANSARE STORM DRAIN INLET PROTECTION PERMANENT SEEDING MIX FOR PIEDMONT AREA No Scale No Scale DATE 1111812020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY KOTARSKI SCALE 1^=20' z H� 0 H� J W U o LL J Q O� z (7 Z > 0 U� H� 00 Z 0 0 LLI w W � Q Q w LU m CO Q W i Z W W C/) U w W W L.Lj JOB NO. 43567 SHEET NO. C3.1 0 c 5 a > c t� L EROSION CONTROL LEGEND p C I €i p LIMITS OF CLEARING AND GRADINGvM .. DRAINAGE DIVIDE Y� SOIL AREA DIVIDE cJ CRATGW. J. KO'TARSKI \ \ \ o Lie. No0.0402048507 ' \sue SAF —SAF SAFETY FENCE 3.01 'd.,io I I /I C//2O ' CONSTRUCTION ENTRANCE 3.02s'TONALr'" p� \ \ \ \ \ \ \ \ \ SF �`c X SILT FENCE 3.05 24 INLET PROTECTION 3.07 o E sqN" N \ WATER METER VAULT pp w 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 .N 3 - - - 4 \_ STRAW BALES TO BE INSTALLED AROUND THE a LL PERMANENT VDOT DIRTBAG SYSTEM TO ENSURE SEDIMENT LADEN ST SEDIMENT TRAP ° ^ y� /Q 3.13 w O m UTILITYEASEMENT _ STORMWATER DOES NOT LEAVE THE LIMITS OF a J z - SAF liq DISTURBANCE. R7 /R `` OUTLET PROTECTION 3.18 a > o ry o \ Sq T Z - OP U) SSF /v d * —> '� S � W v� TEMPORARY SEEDING 3.31 3: pJ � x w _`_Asa o¢ 6 o TEMP. EASEMENT FOR CONSTRUCTION / i / \ N _ P$ PERMANENT SEEDING 3.32 � x m N z OF CURB AND SLOPES AND ENTRANCE ' \ -I DC ! % S� ' .\'\e - �� \ ` \ ��FLjFN O ~ U m O SEE DB 5144 PG 303 ` 4 I \ P DIPCHARG �, \ \ T O b 3.35 � � �s MU MULCHING O1 REMOVABLE f / \� TO IRECTED \ _ POLE PUMPING STATION / \ / TO DE kTERING TO BE SPECIFIED S/ \' _ \ P3V TURE \` ` S� / TP TP TREE PROTECTION 3.38co BY CONTRACTOR ^ POLE — FL - I I - PO \ / PPF1 OHU - = oHU-4KFS� % y� \\ / pC DUST CONTROL 3.39 T POLE\/ \ _ ' y10 IVY _ \ �PFl l PZJL APPROXIMATE LOCATION & SIZE OF SUMP PIT. W% _ _ _OB _805 PG 670 \� SIGj \ / &2326� p f1 ` \ �N�B' �� * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER SUMP PIT LOCATION TO BE REVISED AS ~ / ACRES FROM RECORDS \ uv \ �� ` \ \ T �. , 4 SAF IVY ryy_ _ \\ CONSTRUCTION REQUIRES. CONTINUE TO N/ ^ 2246_ \ LOWER SUMP PIT AS SURROUNDING / [� \ \ \ \ NOTE: COUNTY INSPECTOR MAY REQUIRE ADDITIONAL MEASURES DEPENDING ON O PAVEMENT \ SITE CONDITIONS. _ EXCAVATION PROGRESSES. PIT TO BE PUMPED ? I j M \ 574.76 \ \ \ r \ \L \ (y - PERMANENT 136PINtE tty DIRECTLY TO DEWATERING STRUCTURE. \ P ` F w PROPOSED GARAGE FIFE = 572' S - ENERGY EASEMENT \ > > w \ \ \ \ 20q OA RW - ! SEE D$ 5134 PG 766 - , _ , \ Q y _ x a DB248PG`1�1 SSF ` j//�\ \ a o \ + I Uy FD cam\ `\ \`\ / \ //\ Ln DATE TMP 06000-00-00-03700 coW I / /\ ` \ J / / > JOSEPH W. & MARY JANE TEAGUE 2 Q I / i \ ; \ / ?/ / 15,o � D 1111812020 DB775PG154� II 9/ \ DC `�\ `\ `\ 7i\\\ \ / \� o ZONE. HIGHWAY COMMERCIAL \ I I \ / / s� DRAWN BY USE: COMMERCIAL (FUNERAL HOME) N r Z LANDSCAPE - - \ _ � \ % ` \ i ,� \/ \ K. MELLON /l20"WALNUT \OHU\ I/ �; \ \ yQ�573 `\ l • DESIGNED BY K. MELLON I II / ^ \ / / sj • I I / BUILDING 1-112 STORY S�rQNE / \ `/ �\ `/ • CHECKED BY STONE AND WALL AC UNITS� y�a / \ FRAME E1 ENTFOR c • C. KOTARSKI 6 D % / �i sus/ SSF ANCE • SCALE \��\� DB5134 STIC TANK RD ` \ / yP % `sT� G 766 • 1 " = 20' TP \ CZ) 1AA�SCAPE I / / 5j/ / �• CE l SOIL TYPE: 88 s/ *51-9 — — • Ur � � DD - RD SHRUB (TYP.) SIGN—�- - j C WASH RACK _ - - POLE I -1- L, r AIIWSIGN _ - - PP i/ Set 12" _ ` // / - STONE F DC _/t WALL / TMP 06000-00-00-03900 s._ R . DC i / // R /F SOIL TYPE: 91 ' fi 582_ WEST END SHOPS -EAST LLC m PC" BE HMARK h 171 WATER TANK BUILDING RD / j / DB 1805 PG 664 W P' ' s '_,}': 2 STORY BLOC RD ` / SAF ZONE: HIGHWAY COMMERCIAL AND STUCCO e j p \ USE: COMMERCIAL (NEIGHBORHOOD u„ I Q U = SHOPPING CENTER) LL IU I II -TC7 RD HC SIGN- ! - O Q TMP 06000-00-00-03600 300 TWIN SYCAMORES LANE LLC W - - I RD P/0 �� -- (D / Z DB 3995 PG 533 �S / �/ _T WC SIGN > O ZONE: COMMERCIAL OFFICE USE: COMMERCIAL (OFFICE) STONE WEIR - - W U E I I S P.) A - \� A AV - 0 W CC r ! / \ \ I I ! I / 3 �_ C CO J I ! ° 1 DC , / / i // - Q TP s ST 1p 1 S Pt4/ w rrLL^^] a SEDIMENT TRAP GIRO 1 1 / NGELA �GN -, / / DRAINAGE AREA: 0.51 ACRES I^r PAVEMENT / /l �/ j - LIMITS OF z = TOTAL STORAGE REQUIRED: 68.3 CY 1' ^ / / SP /SDD IN DISTURBANCE: g TOTAL STORAGE PROVIDED: 80.5 CY I II �/ y° �O / / / / / TOP IP / 1.51 ACRES w 0 INV. RCP=381.50 I co 2 - BOTTOM OF EXCAVATION: 574.50 / / w —�_ R6 I TP N I/ a/ i O - IPFBENT / SPA I \ i j I O I SAF ONCEODE -5 85W / W - - BENCHMARK IP / ✓ DD I f � U o _ r S_ - _ TOP=576.19 IPF BENCHMA�C INV.IN 12'RCP=573.79 TREE LINE p u INV OUT 12"RCP=573.72 ROD W o TMP 06000-00-00-04005 TP NCHMARK OIXP - _ - - - S CHARLOTTESVILLE INVESTMENT s TMP 06000-00-00-036AO PROPERTIES STILLFRIED LANE LLC DB 860 PG568 DB 4709 PG 224 ZONE: R15RESlDENTIAL ZONE: R1 RESIDENTIAL ' USE: RESIDENTIAL (MULTIFAMILY) > USE: RESIDENTIAL (MULTIFAMILY) c O n R \ g ' W 00 W z Z - JOB NO. SCALE V=20' 43567 0 20, 40, SHEET NO. C3.2 0 5 a h 0 d 0 3 a O oo oU) 12z O0 a� 0 c E a y c m O a0 O x� C7 3 U3 Z m ° CnN' � a 02 � y ��j o O. OF 7 y N X C 0.0 016 .t. 0 B� 490 o E U N 06 a c db 10 a 0 � o N .— N c m �o C O O n8 F E L N U EROSION CONTROL LEGEND P li LIMITS OF CLEARING AND GRADING DRAINAGE DIVIDE SOIL AREA DIVIDE U CRATGW. J. KO'TARSM 507 —SAF SAFETY FENCE 3.01 160 I I/0/2O `� CE CONSTRUCTION ENTRANCE 3.02 `1'•5'rON.AL ir15"!per \ \ SF SILT FENCE 3.05 INLET PROTECTION 3.07 o E DIVERSION DIKE 3.09 a > E \ \ \ \S LIMITS OF w v E_ DISTURBANCE: 1.51 ACRES O _ FD TEMPORARY FILL DIVERSION 3.10 F- w m 3 tE PERMANENT VDOT _ SEDIMENT TRAP 3.13 w o L M UTILITYEASEMENT l SAF \ a u m z \ OP OUTLET PROTECTION 3.18 a > S ry SSF Sq (A d — — Asir_ ry� z Lu v M TEMPORARY SEEDING 3.31 a x O � Q Lu TEMP. EASEMENT FOR CONSTRUCTION � s " a v o OF CURB AND SLOPES AND ENTRANCE pqV O = > O_ qN oa =� PERMANENT SEEDING 3.32 x w N Z SEE DB 5144 PG 303 - - PS \ \ ANT O rn POLE MU MULCHING 3.35 Lu TP TREE PROTECTION 3.38 o w PS O `SAF 44/ \ `. / DC DUST CONTROL 3.39 ck� 1/ ° SAV�B"p x * "VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK" SPECIFICATION NUMBER J \ \ `\ \ \ S�9F ss� ` NOTE: COUNTY INSPECTOR MAY REQUIRE ADDITIONAL MEASURES DEPENDING ON O p - - - v v ' \ SITE CONDITIONS. i u \ it `' pr ' 70Il�INrI SSF �\ o \ z > w Lu ` ROAD RI,'' S6 dam\ R i / _ I u o 4 248 PG. I I / I �� v SE.� OP z o / m DATE 1 9 S i / D ' SEE DETAIL ON SHEET C3.1 > PS \/ S�?\ ���� ' FOR SIZING FORMATION o 1111812020 DRAWN BY I1 % i \ ��� \ K. MELLON IDESIGNED BY y 11 O �, sus �4 \ \ ' IP •• K. MELLON �IP�� �F h \ .S6 \ • CHECKED BY Q ✓ / 575 P. • C. KOTARSKI SSF �s TFOR ANCE • • SCALE 0 111 t ` 4 S'�c5y/` / G�6634 1"=20' _ PS 1- • 61 5 _ 1 POLE pp — — _ IP 581 H� I � R /F POLE BE HMARKILI PP 58 SAF w w U) SAF . � � / IP SB—PORTION OF IJMST ' c SANITARY SEIWER LL J REP��, IB SA. O o c / CONTRACTOR T O Q Q t HI co COORco A. Z W ? / Z Q> O '584 1 r U i H O Z U w / w / S / L1J J w co IP m (t 0 Q OJ % / / / LIMITS OF \ / Z / SPN i h DISTURBANCE: i IP / 1.51 ACRES w O L u - - — IPF BENT s — — BENCHMARK / / i J ( ) w — — — lPF SAF BENCHMAR I P �ID 0. w RO i � _ __7 BENCHMARK_ Otte — — _ w I(OD h co z Z - I JOB NO. I SCALE 1"=20' 43567 I 0 20' 401 SHEET NO. C3.3 L IF CONSTRUCTION BEGINS ON SUBJECT PROPERTY PRIOR TO WATER MAIN RELOCATION, CONNECTION SHOULD BE MADE TO EXISTING WATER MAIN. - \ \SAN \ PERMANENT VDOT j UTILITY EASEMENT \ \ 8" x 6" TS&V TEMP. EASEMENT FOR CONSTRUCTION OF CURB AND SLOPES AND ENTRANCE SEE DB 5144 PG 303 WATERLINE A 6" DIP BACKFLOW PREVENTER 6" x 6" TEE v� q yy r 5' i� TMP 06000-00-00-03700 O ir JOSEPH W & MARY JANE TEAGUE > ? 7 DB 775 PG 154 > i > ' ZONE: HIGHWAY COMMERCIAL WATERLINE D USE: COMMERCIAL (FUNERAL HOME) W 2" COPPER co Z 1.5" WATER i METER VAULT Z 6" x 4" TEE TO 4" n W THREADED PLUG _ POLE I PP Th'' POLE PP TMP 06000-00-00-03600 300 TWIN SYCAMORES LANE LLC �U DB 3995 PG 533 ZONE: COMMERCIAL OFFICE USE: COMMERCIAL (OFFICE) 16'-WIDE DUMPSTER ENCLOSURE BOLLARD (TYP.) 1:7 FHA R15'- i 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 ����'• 1430' pRp SaN IQQ TO _1 t4 lil 9, IRQ ygRY �??STILLFRIFD \ \ \ CSyCAMORFSLq TO �LVj�ryE pRIMARY \ BVERH G \ MHS NF N EN%RgNC Z6181 5 \ \ \ \ SAN TOP 568.87 E TO O91i INV.4"IN=565.62 (W) b \ \ F\NT lNV.4 "IN=562.70 (W) lNV.37N=564.45 (SW) \ �\ 5 e oia _� \ �v�POLE /NV.6"IN 566.02 (S) INV OUT8"IN=562.65 (E) -14 S r W / WATERLINE C PP F50C \ \ SAN PO ,B 6" DIP TMP 06000-00 8Q-0380 �\ \ \ MHS co)Q LLC (p�F 1 TOP=566.26 2246-2248IVYROA DB 1805 PG 670 1.42 ACRES FROM RECORDED P A 164.T Q 2246 IVY ROAD 91 O O O 4TDO 50'. REAR SE . -(STRUCTL R5' 12' X 25' LOADING SPACE "NO PARKING LOADING ZONE" SIGN (R7-6) °ft o av v fir-.° 9' -} . �► WATERLINE B 6" DIP 24' FDC TYP. R3' 1 24' - TYP. 4_ — — IPF BENT — BENCHMARK / _ l� SD/NLET — TOP=576.19 OPAQUE lPF BENCHMARK INVIN 12"RCP=573.79 SCREENING FENCE INV OUT 12"RCP=573.76- REAR SETBACK (PARKING) - PER SPECIAL EXCEPTION TMP 06000-00-00-04005 ' CHARL OTTES VILLE INVESTMENT TMP 06000-00-00-036A0 ' PROPERTIES STILLFRIED LANE LLC DB 860 PG568 DB 4709 PG 224 ZONE: R15RESIDENTIAL ZONE: R1 RESIDENTIAL I USE RESIDENTIAL (MULTIFAMILY) USE: RESIDENTIAL (MULTIFAMILY) 1 M F 1 libm, P L�\/ "^'� INV871N=559.81(W) Na I A/ yD ST y�PF1 INV 8"1N=560.30(S) IfRUC F \ \ TIE TO COUNTY SIDEWALK :NVOUT 559.96(E) \ UR \ PROJECT. ADA RAMP TO REMAIN. \ � TY18O 1 2 STORY MEDICAL OFFICE 9 TYP. BUILDING 24' (UNDERGROUND PARKING) ±26,600 SF CONCRETE WHEEL STOP (TYP.) FLUSH CURB ALONG ADA SPACES OCURB WIPE I I (5GADA PARKING 7 DOWN RS 1 (( 14 . ARP' RT , TYP. 0' O R25' r / 2O' ROAD DB 248 PG. 11Dv i / R15' 24' \ TYP. 11 TEMP. R10' EASEMENT FOR FNTRANCE DB 5134 PG 766 s 28' MHS TOP=579.44 INV.8"IN PVC=573.40 INV OUTS"IN PVC=566.66 5' / / / N OF EXISTINi AIRY SEWER PIF ACED —UN -PLACE 'RAC'I/FR/� ZDINATE WITH`A HC SIGN 12" STONE WALL TMP 06000-00-00-03900 WEST END SHOPS -EAST LLC DB 1805 PG 664 ZONE: HIGHWAY COMMERCIAL USE, COMMERCIAL (NEIGHBORHOOD SHOPPING CENTER) LEGEND: CONCRETE SIDEWALK HEAVY DUTY CONCRETE HEAVY DUTY ASPHALT LIGHT DUTY ASPHALT MILL AND OVERLAY NOTE: 1. A KNOX BOX SHALL BE INSTALLED. COORDINATE LOCATION WITH THE FIRE MARSHAL'S OFFICE. 2. PAVING/MILL AND OVERLAY AT ENTRANCE WILL REQUIRE FLAGGING OPERATION AND LAND CLOSURES ON IVY ROAD. SEE MOT DETAIL ON SHEET C1.3. 3. FIRE HYDRANT ASSEMBLY, FIRE SUPPRESSION AND WATER SERVICE CONNECTIONS, AND WATER METER VAULTS ARE NOT INCLUDED IN THE IVY ROAD SIDEWALK PROJECT TO BE CONSTRUCTED BY THE COUNTY. BUILDING FOOTPRINT: 1ST FLOOR: t13,300 SF 2ND FLOOR: t13,300 SF TOTAL: ±26,600 SF SCALE 1"=20' 0 20' 40, Q CRAJG W 1. KC(FARSKI a Lic. No. 0402048507 c�a II/0/20 Ari M E O o � N Vi N C > E N E W S Lu a LL U. 0 , woL Q j U c Z w � — m O m C7w z_ ° �"' '�� 3 O ¢ U w ce LL Q .N., _ N >m Z O_ =U ~ C m EN > M cl� co In M 0 x c� 0 w w w a z 0 0 0 DATE 1111812020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY KOTARSKI SCALE 1"=20' Jn H� 0 MCI W W U_ Z LL a a O ~ z U (n J>� J H 0 j 0 uj J p w < z Q W coW _1 `v� Q i W W ui L.L MW W JOB NO. 43567 SHEET NO. C4.0 0 5 a c h L Q P �S R'b'r \ \ G \ \ SAN EXISTING TOPOGRAPHY IN THIS AREA BASED ON INFORMATION PROVIDED BY KIMLEY-HORN AND ASSOCIATES FOR THE IVY ROAD SIDEWALK PROJECT. COORDINATION REQUIRED FOR FINAL TIE-INS. PERMANENT VDOT j \ � � � � o _ - - - � c �ROgO UTILITY EASEMENT STRUCTURE EX 500 TO BE INSTALLED WITH IVY ROAD SIDEWALK PROJECT. PIPE 501A REPRESENTS TEMP. EASEMENT FOR CONSTRUCTION I / / \ \ / �N� FUTURE CONNECTION TO EX 500, NOT TO BE `L S73 �� cy F INSTALLED WITH BEAVER CREEK MOB PROJECT. OF CURB AND SLOPES AND ENTRANCE 1 -. � / � \ ` \ � s�?, \ � Pq� / SEE DB 5144 PG 303 j ��5 I - - - - - �� \ I � � \ \ •TTT7���\\�\ `� P \ � \SqN 1 TMP 06000-000-GQ 03800 o I 2246-2248 IVY ROAD LLC TIE INT C W co II _ _ DB 1805PG670577 ' / �\\ J \ lr \7 'F1\ 0\ _ _ _ \ &WAY JEC�ADA 7.42 ACRES FROM RECORIUEET Ai ` RAM Q A 2246IVYROAD 01 2 W I - s7s p DOII�lNfE�y DR G. 11 7 / v SSA v TMP W. & MA00-JANE TE 1 \ Oe 1 I \ \ \ \/ \2 , , / \ 701 JOSEPH W. & MARY JANE TEAGUE _ I 702 DB775PG154 / / 87HDPERD2 7S / ` \ ZONE.' HIGHWAY COMMERCIAL � � 1 I � / GARAGE FIFE: 572.0' 50 / WITH G'LEefyOUT A / BUILDING FFE: 583.0' _ \ \ N I I / 8" HDPE RD 1 � USE. COMMERCIAL (FUNERAL HOME) L _ T ENCH IJ ;XIN II / TH CLEANOUT � - 1 \ \PATHC;LEANO�T 7 / 575 TEMP. SEMENT FOR ENTRANCE SEE DB 5134 Cy16/`y , PG766 \0 J I 301 L Q bib `-- 302- _ _ z' 36" ACCESS RISER - - _ POLE o I WITH VDOT MH-1 TOP 581 STONE 01 / / WALL I � TMP 06000-00-00-03900 R /F WEST END SHOPS -EAST LLC f POLE BE HMARK / /� - - - - DB 1805 PG 664 PP \ // 582 ZONE: HIGHWAY COMMERCIAL I ` 1 600 LF OF 36" \ 6" ACCESS RISER \ 1 USE: COMMERCIAL (NEIGHBORHOOD r l I UNDERGROUND WITH/VDOT MH-1 TOP SHOPPING CENTER ' r I / / / I CMP STORAGE 1-J�-583-- -- J ' zoz 1 ,� RO 41 I 201 00 � HC SIG \ .prc u') f; TMP 06000-00-00-03600 I J r L00 O 300 TWIN SYCAMORES LANE LLC (u = 5Q r. DB 3995 PG 533 I I - / We SIc - ZONE: COMMERCIAL OFFICE USE: COMMERCIAL (OFFICE) 84 � .....- ' I 1 02 I 1 / / 1 r 601 1 36" ACCES j RISER -y e 4 RVDOT GJRe 1 I / I-1 TOP o WEIR PLATE L / j 101 36" ACCESS RISER j WITH VDOT MH-1 TOP . Sf I CURB 1 100 IPF BENT -I 5 J - - - - BENCHMARK L SD lNL 102 / / �J TOP=576.19 BENCHMARK INV.IN 12'RCP=573.79 INV. OUT 12RCP=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 ZONE: RI RESIDENTIAL I ZONE: R I RESIDENTIAL USERESIDENTIAL USE: RESIDENTIAL (MULTIFAMILY) . AL (MULTIFAMILY) I I ROD - BENCHMARK - - OCLP STORM STRUCTURE TABLE STRUCTURE # TOP STRUCTURE HEIGHT DESCRIPTION EX 500 568.31 3.71' DI-3B 14 It Throat 100 577.00 3.11' 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 500E 570.79 6.38' MH-1 502 572.00 5.24' 6" Cleanout 7 5 - 700 565.37 1.46' ES-1 for 15 inch Pipe 702 567.62 3.56' MH-1 w ---------------- 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% 1 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 501B 12" 567.04 566.23 2.00% 40.45 LF III 6 7 F 701 15" 564.06 563.93 0.50% 25.52 LF 703 15" 564.51 564.16 0.50% 70.32 LF RD2 8" 566.95 566.23 2.99% 24.18 LF 5P,5 59.5 580 580 EXIST. GRADE 575 _575 6 PARKINC GARAGE PROP. (FFE = 51 GRADE R10' 570 570 TRENCH DRAIN 565 565 2.00) 9+50 10+00 11+00 PARKING GARAGE ENTRANCE PROFILE HORIZ SCALE: 1"=50' VERT SCALE: VI SCALE 1"=20' 0 20, 40' ;�aLili � G' 1 Q (ILMG W 1. i.0"TARSKI a Lic. No. 0402048507 6_ II/0/20 M E 0 � o N Vi N > E w °/ E Lu Q ° o LL aw O L ' d j U mo Z w _j -1i O rn a y o v a ZW M K U O V) ¢ w ce LL Q o Q = � Ln =U ��6 O_ ~ C Lr; V) EN > M cl� 00 �H U6 O x cD 0 w L w a z O Ln DATE 1111812020 O DRAWN BY K. MELLON • DESIGNED BY • K. MELLON • CHECKED BY C. KOTARSKI • • SCALE 1"=20' • • V H� 0 H� LU U z �I Q LL a_ LL Q LU O (D Q Q > Q U�� o 0 I0 W Z W Q /!Q�n L V W EDz_ J Q i LU CD Lu cl. u cl. W MW W JOB NO. 43567 SHEET NO. C5.0 0 c 5 a c h L 61 \ s4A, \ ANALYSIS POINT2� rewn« amr _\ PRE -DEVELOPED DRAINAGE AREA 1 TO ANALYSIS POINT 1 AREA = 0.58 AC ` _,J SqN� IMPERVIOUS = 0.39 AC ` Ir��n PERVIOUS=0.19 AC PRE -DEVELOPED DRAINAGE AREA 2 1 - - - - - 77 TO ANALYSIS POINT 2 ) �; `~ \ \ / 1, - - � = 0.33 AC ZAREA009IMPERVOUS=AC .24 AC _579 XPERVIOUS=0 \ \ \ / /1 I -- - -- - r 1 - 64 / 1 r i r \� n-, r •• IL 584 \J 1 f I ANALYSIS �I I / I / - X POINT 3 - - PRE -DEVELOPED DRAINAGE AREA 3 TO ANALYSIS POINT 3 AREA = 0.60AC 1 IMPERVIOUS = 0.55AC PERVIOUS = 0.05 AC PRE -DEVELOPMENT CONDITION CANIT, Tonjo rosy' Natural Resources Today" Chesapeake Bay Nutrient Land Trust, LLC. November 19, 2019 Timmons Group ATTN: Kim Mellon (,08 Preston Avenue, Suite 200 Charlottesville, VA 22903 RE: CBNLT t 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 EartbSource Solutions, Inc. SCOWA. Reed, Scott A. Reed - Vice President Chesapeake Bay Nutrient LandTrust,LLC.• 5735S. Laburnum Avenue Richmond,VA23231 P: 804.222.5114 •' w..6nl6comi SCALE 1"=40' 0 40' 80, /ANALYSIS POINT 1 ,ems WATER QUALITY ANALYSIS SITE DATA PRE DEVELOPED AREA IMPERVIOUS = 1.03 AC PERVIOUS = 0.48 AC PRE DEVELOPMENT LOAD (TP) (LB/YR) = 2.51 LB/YR POST DEVELOPED AREA IMPERVIOUS = 1.24 AC PERVIOUS = 0.27 AC POST DEVELOPMENT LOAD (TP) (LB/YR) = 2.84 LB/YR MAXIMUM PERCENT REDUCTION REQUIRED FOR REDEVELOPMENT = 20% TOTAL LOAD REDUCTION REQUIRED (LB/YR) = 0.85 LB/YR REQUIRED REMOVAL WILL BE ACHIEVED THROUGH PURCHASING OF OFFSITE NUTRIENT CREDITS. TOP OF WEIR PLATE 575.90' STEEL PLATE TOP OF 36" STORAGE PIPE ELEV. = 577.50' V 10 YE_AR_WSE 576.70' 1 YEAR WSE 575.88' ELEV. 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 PERVIOUS = 0.01 AC =\ kNALYSISt POINT 3 I 1 WATER OUANTITY ANALYSIS - POINT I 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) TC = 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 \ --- .� tv ___14) ------- 577 POST -DEVELOPED DRAINAGE REA 3A� TO ANALYSIS POINT 3 (DETAIANED) 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 5 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 Q70 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=7MIN 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=6MIN Q (CFS) V (CUBIC -FT) 1 YEAR 0.71 1,568 10 YEAR 1.41 3,267 Q•DEVELOPED 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 5 PRE -DEVELOPED Q10 1.41 CFS (POST -DEVELOPED Q10) <_ 2.06 CFS (PRE -DEVELOPED Q10) \ �1C4aa. _ ` ANALYSIS POINT 1 POST -DEVELOPED DRAINAGE AREA 1 TO ANALYSIS POINT 1 (UNDETAINED) AREA = 0.49 AC IMPERVIOUS = 0.35 AC PERVIOUS = 0.14 AC a-4 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) Te=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 QDEVELOPED 5 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 5 PRE -DEVELOPED ()to 3.51 CFS (POST -DEVELOPED Q10):5 4.61 CFS (PRE -DEVELOPED Q10) p� ,; _LEH qr� 00 I'a w U CRATGW 7.KorrARSKI Lic. No. 0402048507 LIP- 11/18/20 3 M E 0 o � N Vi N C >E vE w x 3 LL �0 O i L Q j U 0 Z w J - to O rn L U)o a dN ZLU M Y �o�'�Q U w LL Q .N U N >M Z O_ xU C Lr; (n gN > M Of 00 � H L6 M O x (7 H 0 w L w z 0 in > 0 0 DATE 1111812020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY '. KOTARSKI SCALE 1 " = 40' 0 z H� 0 J D co W Q U _Jr� L Q OZ C LJJ G > Q U QH� 0 Q O J LU w a LEI L w Q m CC ' ¢ G W 0 LU 0,U1/ w MW W JOB NO. 43567 SHEET NO. C6.0 ai c 2 m a c, c to fg d 0 3 c a 'o o tY o. U) 12Z 00 a2 0 c E E � a y c rn 0 0 D0 c C7 3 Z Z m CI N a �8 �0 8. o .§ CL OF N X C 0.0 £ 0 12l;; 0 0 Ec o , M 06 rub 'a a o � � o m v � c m 0 c � o C p N n8 Bi d E F E L P \ � i 0.29 082 \ `� N \\ EXDI1 APPROXIMATE LOCATION OF RELOCATED POLE DUE TO IVY ROAD SIDEWALK PROJECT. UT MA E NT V DOT APPROXIMATE LOCATION / ` ` \ \?- \ ` - - - - \ \ �R7q,9, UTF APPROX/MATELOCAT/ON OFSAN/TARYP/PE, STORM I PIPE/STRUCTURE, CURB, AND SIDEWALK TO BE OF EXISTING OFFSITE DI \j CONSTRUCTED BYCOUNTYAS IVY ROAD SIDEWALK PROJECT. COORDINATION WILL BE REQUIRED. TEMP. EASEMENT FOR CONSTRUCTION \ ` \ I 0.19 0.63 / 411 OF CURB AND SLOPES AND ENTRANCE L S> \� \ „ \ SEE OB 5144 PG 303 I - - ' Ih � 4 / \ EX 500 I \ 0.16 0.90 �`\ � X P a Ali RD2 � 0 I Opw ION O Waft soft O \ I I I I 1 I II I I 11 1 I II II ' 4 1 I\ II 0 1 11I \ I t \ 1 1 I — — _ of — — — POLE -- --PIP BE HMARA it POLE I PP 1 202 Z — — W ae I / -60z \ I' 0.01 0.35 � y` I 102 1 — — IPF BENT — — — BENCHMARK Ir IPF BENCHMARK �1 SD ii102 TOP 576. 19 INV.IN 12'RCP=573.79 INV.OUT 12'RCP=573.72 ' i ftft* _ ftnft I 0.15 0.90 ftft _ 50: I I l RD 1 0.05 0.88' (( 402 00 M I �I / gone 0.20, 0.82 602 SPN r / 1 1 (' PALE *%* i 1� Af 20' ROAD R 6 7020100 / 0'00 x / // \ APPROXIMATE LOCATION 5 TEMP. I OF EXISTING OFFSITE DI �s 7/ SEMENTFOR 0100 0100 ENTRANCE oop SEE DB 5134 *Aoo PG 766 0000 0100 900 010 0100 `37/ i \ I 12" ��-581 STONE WALL / 582 - J>7-583-- RD HC SIGN— 0.20 0.85 TRENCH f r1c srcr., 564 LEGEND i (}� `, AREA C k CRATGWJ.KO'TARSM5 Lie. No. 0402048507 dys ll/0/20 ro.� - IF / 1 � / I I � / / I S ROD :'1 BENCHMARK 04p 0 0 M 0 0 0 w w U Q z 0 0 Z O K U Lu w 0 Z O w Is DATE 1111812020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE 1"=20' V H� 0 H� M� W W U z Q L LL J °\ 2 U�U) z U, �°� w w W Q Q L W m a O W cn U W Q W co L SCALE 1 "=20' 0 20' 40' JOB NO. 43567 SHEET NO. C6.1 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 (ft) 4,521 3,797 1 724 3,797 TP Load (lb/yr) 2.84 2.39 0.46 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) 0.85 Required ROUTE PROJECT BEAVER CREEK DESIGNER: KAM DATE CHECKED: UNITS:NGLISH INLET Sag Inlets Only m N f~ auc�, C~Ic r < _ -� a reu �� . 5. z m d x 6 CY 102 DI -I T 0 4 0 0 0'RIG 0.010 0.35 0.004 0.004 4 0.016 0 0.016 0.0100 2.000 2 0.016 0.134 11/16/2020 >&0 ft 202 Dl-2C 2.000 0.360 0.90 0.324 Back/Lt. 0.000'RIGH 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 0.,000'RIG 0.025 0.90 0.023 0.005 0.35 0.002 rAheadRt 0.024 4 0.096 0 0.096 0.001 2 000 2 0.096 0.444 402 DI-1 2,000 0 4 0 0 Back/Lt. 0.000'RIGB 0.045 0.90 0.041 AheaM. 0.005 0.35 1 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. 0.000'RIGH 0.170 0.90 0.153 Ahead/Rt, 0.030 0.35 0.011 Ahead/Rt: 0.164 4 0.656 0 Ahead/RL 0.656 1 0.001 2.000 2 0.656 1.598 lWeirFlow EX 500 DI-3B 110.0001 10.100 0.90 1 0.09 O'RIGHT 0.090 0.35 0.032 0.122 1 4 1 0.488 1 0 1 0.488 10.0200 10.0200 1 1.940 1 2.000 1 1.031 10.08331 4.165 1 1.000 1 3.52 10.146610A6661 4.999 110.0001 2.000 1 1.000 1 0.488 1 0.000 1 1.939 EXDI3DI-3B 116.000 1 0.250 1 0.90 0,225 O'RIGHT 0.060 1 0.35 0.021 0.246 4 0,984 0 0.994 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 L000 0.984 0.000 2.123 TRENC 24.000 0 4 0 0 Back/Lt. 0.000'RIG 0.170 0.90 0.153 Ahea&%t. 0.030 0,35 0.011 Ahead/Rt. 0.164 1 4 0.656 1 0 Ahead/Rt. LD-229 STORM SEWER DESIGN COMPUTATIONS STORM FREQUENCY 10 PROJECT: LOCATION: COUNTY: BEAVERCREEK CHARLOTTESVILLE, ALBEMARLE COUNTY Charlottesville Designed by: KAM Checked by: UNITS ENGLISH PIPE NO. FROM POINT TO POINT DRAIN. AREA "A" Acre 3 RUNOFF COEFF. "C" (4) CA INLET TIME Minutes (7) RAIN FALL In/Hr (8) RUNOFF INVERT ELEVATION LENGTH of Pipe Ft 12) SLOPE Ft./Ft. (13) SIZE (Dia. Or Span/Rise) In. 14 SHAPE Number of Pipes Capacity CFS (15) Friction Slope Ft/Ft. NORMAL FLOW FLOW TAME REMARKS 18 INCRE- MENT (5) ACCUM- ULATED (6) Lateral CFS Total Q CFS (9 UPPER END (10) LOWER END 11) Depth of Flow, do Ft. Area of Flow, An SgFt Hm Ft. Vn FUSec (16 En Ft. INCRE- MINT Minutes (17) ACCUMU -LATED Minutes (1 REFERENCE 1 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 Cuter 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 0.00 3.48 574.50 574.00 1 6121 0.008171 12 Circular 1 1 3.49 1 0.00850 0.82 0.69 0.30 5.07 1.22 0.20 5.20 201 202 UGDET IN 0.38 0.87 0.33 033 5.00 654 0.00 2.17 574.91 574.50 82.06 0.00500 12 Circular 1 2.73 0.00330 0.67 0.56 0.29 3.86 0.90 0.36 5.36 301 302 UGDET 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 0.27 527 401 402 UG DET_IN 0.05 0.84 0.04 0.04 5.00 654 0.00 028 574.80 574.50 5.93 0.05059 12 Circular I 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 020 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 5A6 000080 0.30 0.20 0.17 5.41 0.75 0.13 5.13 601 602 UGDET_IN 0.20 0.82 0.16 0.16 5.00 6.54 0.00 1.07 574.81 574.50 62.07 0.00499 12 Circular 1 2.73 0.00080 0.44 0.33 0.23 327 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 0.71 034 3.94 0.95EO.28 5.52 703 500B 702 0.00 0.00 0.43 5.13 6.50 0.00 2.80 _564.51 564.16 7032 0.00498 15 Circular 1 4.94 0.00170 0.67 0.68 033 4.15 0.94 5.41 RD1 UGDETIN 0.08 090 0.07 007 5.00 654 000 0.44 576.20 574.50 33.93 0.05010 8 Circular 1 293 0.00120 018 R07 010 6.06 0.74 509 RD2 501 016 0.90 0.14 0.14 5.00 654 0.00 0.94 566.85 565.00 3693 0.05009 8 Cumilar I 293 0.00540 0.26 0.13 014 7.48 1.13 5.08 HYDRAULIC GRADE LINE ANALYSIS INCIDENCE PROBABILITY 10 Year Checked: INLET OR JUNCTION STA. INVERT EL OUTFLOW PIPE DEPTH OF FLOW OUTFLOW PIPE OUTLET WATER SURFACE ELEV. DIA. PIPE Do (In/mm) DESIGN DISCH. Do (CFS/CMS) LENGTH PIPE Lo (Ft/M) FRICTION SLOPE, Sfo (FTIFT) (M/M) FRICTION LOSS Hf (FtlM) JUNCTION LOSS SURFACE FLOW Adj. Ht 1.3 Ht (FVM) Inlet Shaping? YIN 0.5 Ht (Ft/M) FINAL H (Ft/M) Inlet Water Surface Elevation Top ofMH Top of Inlet Elm. APPROX. Adjustment Cony. Ho (FtlM) Ni Vi`9J2g Hi (Expn) 0.'MAX % (V02g) SKEW Angle K Send Sum HL (FVM) Vo H (FtlM) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 16 17 18 19 UG DET IN 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 1 0.157 1 30.98 1 0.00002 0.001 1,917 0.014 0.000 0.000 0.000 0.0 0.00 0.000 0.014 1 0.156 1 0.019 1 YES 0.009 0.010 576.010 579.784 0. K. LD-347 PROJECT: BEAVER CREEK DESIGNED BY: KAM HYDRAULIC GRADE LINE ANALYSIS Checked: INCIDENCE PROBABILITY 10 Year INVERT DEPTH OUTLET DIA. DESIGN LENGTH FRICTION FRICTION JUNCTION LOSS Adj. Ht Inlet Inlet Top of MH Cana. Hi (Expn) SKEW Bend Sum INLET STA. EL. OF FLOW WATER PIPE DISCH. PIPE SLOPE, Sfo LOSS SURFACE 1.3 Shaping? 0.5 FINAL Water Top of Inlet Adjustment? OR OUTFLOW OUTFLOW SURFACE Do Oo Lo (FT/FT) Hf Vo Ho Vi Vi"2/2g 0.35WAX Angle K H HL FLOW Ht Ht H Surface Elm JUNCTION PIPE PIPE ELEV. (In/mm) (CFS/CMS) (FVM) (M/M) (FtlM) (FtlM) (Vi2/20) (FtlM) (FtlM) (FtlM) Y/N (FtlM) (FtlM) Elevation APPROX. INLET OR GRADE LINE ANALYSIS PROBABILITY STA. PROJECT: BEAVER CREEK 10 Year INVERT EL OUTFLOW DEPTH OF FLOW OUTFLOW OUTLET WATER SURFACE DIA. PIPE Do DESIGN DISCH. Qo LENGTH PIPE Lo FRICTION SLOPE, Sb (FTIFT) FRICTION LOSS Hf JUNCTION LOSS Vo Contr. Ho Vi Vi'2/2g Hi (Expn) 0.35'MAX SKEW Angle DESIGNED BY: KAM Checked: Adj. Ht Inlet Inlet Top of MH Bend Sum SURFACE 1.3 Shaping? 0.5 FINAL Water Top of Inlet H HL FLOW Ht Ht H Surface Elev. 573.9801 1.00 1574.8101 12 1 3.480 1 61.21 1 0.00850 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. �C:I€I 0�� ems" � CRATGW J.KO'TARSKI Lie. No. 0402048507 Oo II/10/20 t r M E O 0 m u N Vi N C o > E a w x I.- 3 w w Q a o a O c d j U co 2! J - rn O a U) cc:,) rn a dN (D W ate+ M K 3 0'X V) U w J LL ce Q N U N >M Z O_ =v C (n E rO1.I > M rY a� 00 �LU tri O x (D x H to w w w = Q U � Q z O Ln 0 O Y DATE 1111812020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY KOTARSKI SCALE N/A n z H� J M� W W U z IL 0 LL a Q O ~ z J U > J UzL) lass -al 0 Of QU WJ F- UJ m c J \' Q LJ_ i 0 W (n LW LL U W W W JOB NO. 43567 SHEET NO. C6.2 c n c t� L 102: DI-1 STA 10+63.6216 o 0 o N C m ISTOP 576.75 2 N m ❑ o o C INV IN 574.00 (103) H °' m o - INV OUT 574.00 101 ( ) CD o 302: DI-1 v to r• n t In 1-0 c COr- 0 r0 0) N M y rn CD Ev m cli� o- r A003.8 03 It) o°O �rH 0 �N100:MH-1 0�0 H°° C_ 2OnSTA 10+76.24 O TOP 579.84 " O ❑ ' O u�O 0zzz Z) 0TOP577.00 NQ INV OUT574.66(301) N~� 1Q o INV IN 573.89 (101) cli U) �z ? toocZ_ U) Z Zzz LO(n SRS SRS SRS SRS .SAN SRN S90 590 585 585 580 EXIST. GRADE PROP. 580 GRADE 580 FC3MP 1.7'575 575 EXIST. 103 12" RCP 61.21, OF 12" HDPE @ 0.82% 570 570 12.62' OF 12" HDPE @ 0.87% 565 1 565 560 _F 1 560 9+50 10+00 11+00 UG DETENTION - STR 100 HORIZ SCALE: 1 "=50' VERT SCALE: 1"=5 E LID AND FIE PROP. GRADE 580 580 EXIST. GRADE 1.7' W„ 575 CMP 575 XISTING GAS 201 E. LOCATION 82.06, OF DEPTH TO BE 12" HDPE LID VERIFIED. @ 0.49% 570 570 565 565 560 1 1 560 EXIST. GRADE PROP. GRADE 580 580 3' 3' MIN. 3 qP 575 C 575 301 30.98' OF 12" HDPE 570 @ 0.50% 570 565 565 560 566 585 585 EXIST. PROP. eGRADE GRADE 580 580 3' MIN 36" 575 CMP 575 401 5.93' OF 12" HDPE 570 @ 5.00% 570 565 555 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 ran ran 6" CLASS 52 DIP WATERLINE 585 585 _ PROPOSED GRADE CONNECTION TO EXISTING WATERLINE. VERIFY LOCATION AND ELEVATION. 580 580 EX. GAS MAIN EXISTING - GRADE 575 3'S 575 570 570 565 565 m � U w w w z z 560 ¢ w w 560 x > >> LL di di> >U) w Co w m w in H H~ v x io x (D 0 X 555 v v io io io i0 00 555 9+50 10+00 11+00 12+00 12+50 WATERLINE 'A' - SERVICE 595 595 590 590 PROPOSE GRAD 585 585 6" CLA S 52 DIP WATERLINE EXISTING GRADE 580 580 3.6 MIN. 575 575 570 570 _ z O L 2. ❑ W 7 z z OU 565 565 a w w � Q a O U 560 0 560 9+50 10+00 11+00 WATERLINE 'B' - FDC SERVICE 590 590 585 585 PROPOSED GRADE EXISTING BACKFLOW GRADE PREVENTER 580 580 EX. GAS MAIN 6" CLASS 52 DIP WATERLINE WATERLINE D 575 575 3.5' IN. 1' MIN. 570 570 565 565 z O 560560 Ix a ❑ > O m Qw O o 555 H 0) i0 555 10+00 11+00 11 STR 602 - UG DETENTION 9+50 10+00 11+00 WATERLINE 'C' - FIRE SERVICE HORIZ SCALE: 1"=50' VERT SCALE: 1"=5 ron 702: MH-1 STA 11+13.21 TOP 567.62 INV IN 564.16 (703) INV OUT 564.06 (701) 700: ES-1 for 15 inch Pipe STA 11+38.72 TOP 565.37 INV IN 563.93 (701) 575 575 'EXIST. r � GRADE \ PROP. 703 r GRADE 70.32' OF r 15" HDPE r 570 @ 0.50% 570 3, r MIN. 701 25.52' OF r 15" RCP r 501 B I @ 0.50% 565 40.45' OF 565 12" HDPE r @ 2.00°k 1' MIN. 1 MIN. 1' MIN. APPROX. LOCATION OF 8" SANITARY 560 SEWER LINE. 560 CONTRACTOR TO L APPROX. LOCATION FIELD VERIFY. OF 8" EXISTING r APPROX. LOCATION OF WATERLINE TO BE 8" EXISTING WATERLINE RELOCATED WITH IVY r TO BE RELOCATED WITH ROAD SIDEWALK 555 IVY ROAD SIDEWALK IMPROVEMENTS. r IMPROVEMENTS. CONTRACTOR TO CONTRACTOR TO COORDINATE WITH r COORDINATE WITH COUNTY ON COUNTY ON LOCATIONIDEPTH. r LOCATION/DEPTH. 9+50 10+00 11+00 STR 502 - STR 700 HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 ion EX. GAS 585 MAIN 585 PROPO SED GRADE W TMETER VA LT IXIS ING GRADE 580 580 2" TY13EK COPPER INE 575 T 575 MIN. V MIN. 11 570 570 565 1565 IZIF z J 7U, m � a 560 _ 560 O a f_w Of a ❑ z ❑ z ❑ z > w w F� j O m m _ m 555 P: gi 0 0) o 0) v XQ i0 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) FRF :m -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 TOP 570.79 INV IN 566.23 (RD2) INV IN 564.61 (501A) INV IN 566.23 (501B) INV OUT 564.51 (703) SRn 575 575 EXIST. GRADE PROP. GRADE 570 570 4.4' 565 I 565 501A 18.99 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) rRF PROPOSED EXISTING BUILDING GRADE PROPOSED GRADE 580 1�I 580 LOWER STRUCTURE TOP OF EX. MANHOLE 575 TO 577.75 575 PROPOSED ICI GARAGE 570 570 �I 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 PROFILE SCALE CILMG W 1. KUFARSKI a Lic. No. 0402048507 �p II/10/20 M E 0 � o N Vi N C E w ° E Lu ¢ LL R: LL q Lu ' d j U co J - yj o, a y o 4 z�: 2°J- X O LL 0= Q � n = v N C Lr; rn O N M v t7 DATE 1111812020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE 1 " = 30' V z H� 0 J Hq Z) co W U w LL J_ LL LL 0z� Q> uz O j QLu Q W <z Lu Q m J Q Of �N/ ' O W w Lu cl. U W Lu W 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 JOB NO. 43567 SHEET NO. C7.0 �S — — PERMANENT VDOT j UTILITY EASEMENT l \ \ I \ sq \ \ 0 EASEMENT TO REMAIN 4,+ ` + �+� + / + *\ \ \ w 1ST +++,+ J MHS -r-,+_ + , \ \syA TOP=568.87 TEMP. EASEMENT FOR CONSTRUCTION I + + + + t \ \ \ k \ \ p lNV.4'%N=56562 (W) OF CURB AND SLOPES AND ENTRANCE � + + ' l \ I /F�jFNT INV.4"IN=562.70 (W) SEE DB 5144 PG 303 + + +lµ \ \ \ EASEMENT TO EXPIRE UPON COUNTY I+ + + I �� \ \ \sAA�POLE INV.3'lN=S INV.6'lN= 02 S COMLETION OF IVY ROAD SIDEWALK + 4 ( ) TMP 06000-00-00-03700 JOSEPH W. & MARY JANE TEAGUE DB 775 PG 154 ZONE., HIGHWAY COMMERCIAL USE: COMMERCIAL (FUNERAL HOME) IMPROVEMENTS CONSTRUCTION + + + I ' \ 1� \ INV.OUTB N=562.65 (E) + \ g \ PERMANENT DRAINAGE EASEMENT I+++++' PO FOR MAINTENANCE OF DRAINAGE + +1 TMP 06000-00- 6e 03800 \ l� 1+ 2246-2248IVYRONLLC + / o r `\ a - + 1 . ' DB 1805 PG 670 V I r` I 1.42 ACRES FROM RECORDED Pl Ai / 20' ACSA WATERLINE EASEMENT — — — L — — — — — — POLE I � — PP POLE PP + +, + + + + + + + + + + ++ . + + + + + + + + ,+ + + + 24' 7 + +'. + + +I I- I + + 1 � + S WATER ACCESS EASEMENT 5359 PG 212 1 � � I I I I ' 1 I J TMP 06000-00-00-03600 W = 300 TWIN SYCAMORES LANE LLC DB 3995 PG 533 ZONE: COMMERCIAL OFFICE W USE: COMMERCIAL (OFFICE) I Qe 1 , 1 11 OJRg 1 1 1 I I — — OURS 1 — — IPF BENT �- - BENCHMARK SD INLET — — TOP=576.19 — IPF BENCHMARK INV.IN 12'RCP=573.79 INV.OUT 12'RCP=573.72 STORMWATER FACILITY EASEMENT DB 5359 PG 212 TMP 06000-00-00-04005 TMP 06000-00-00-036A0 CHARLOTTESVILLE INVESTMENT STILLFRIED LANE LLC PROPERTIES DB 860 PG DB 4709 PG 224 I DE ZONE. R 15 RESIDENTIAL ZONE: R1 RESIDENTIAL USE: RESIDENTIAL (MULTIFAMILY) USE RESIDENTIAL (MULTIFAMILY) I ! \ / \ RMANENT DOMINION NERGY EASEMENT EE DB 5134 PG 786 2O' ROAD RW SEMENT TO REMAIN Q Q Q DB 248 PG. 11 HEREBY / ABANDONE / / L� L� ♦www��wwww ►wwwa 1►►w�.w I� TYR I I, 20' SANITARY SEWER EASEMENT DB 488 PG 624 / sP0� s J MHS RODIF TOP=580.64 BENCHMARK INV.4"IN= 578.24 INV.IN 2-2'PVC=57779 INV.87NPVC= 575.84 INV.OUT=575.76 r� RIPE AND STRUCTURE MHS ` -5 AA INV.8"IN=559.81(W) SAA( 8, 0 INV.87N=560.30(S) INV.OUT=559.96(E) 0 0WwW4w0w••Aw .-- 0* wwww• Cwwww♦ • - • • . i ♦:www♦ p,•Diwiww ' �/wwww ♦www/ �w•Ow• �i•Oiw MHS TOP=579.44 INV.8"IN PVC=573.40 INV.OUT67N PVC=566.66 12" STONE WALL 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. HIGHWAYCOMMERCIAL USE: COMMERCIAL (NEIGHBORHOOD SHOPPING CENTER) LEGEND: ACCESS EASEMENT STORMWATER FACILITY EASEMENT STORMWATER ACCESS EASEMENT + + + I ACSA WATERLINE EASEMENT PERMANENT DRAINAGE EASEMENT PERMANENT DRAINAGE EASEMENT \ SCALE 1 "=20' 0 20' 40' � 1 Q (ILMG W. J. YOTARSIC a Lic. No. 0402048507 6- 1 110/20 ,,,�rj vi o' 0 0 U 0 0 w w U Q z 0 in > of 0 DATE 1111812020 DRAWN BY K. MELLON DESIGNED BY K. MELLON CHECKED BY C. KOTARSKI SCALE 1"=20' MA 0 H� M� W W U H� LL LL Qa O (D J 5 J Utz F--I p Lu QU Lu w -J W Q QLu m Lu a Lu LL U W Q W JOB NO. 43567 SHEET NO. C8.0 L