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Home My WebLink AboutWPO202000017 Plan - VSMP 2021-06-17VSMP PLAN LEGEND EXISTING NEW DESCRIPTION boundaries BENCHMARK SITE PROPERTY LINE - - - - ADJACENT PROPERTY LINE VACANT PROPERTY LINE BUILDING SETBACK PARKING SETBACK ACCESS EASEMENT site text NOTES 10 10 PARKING COUNT 24 00 DIMENSIONS ground GRADING EASEMENT 310- 10- INDEX CONTOUR - - 312- - - 12 INTERVAL CONTOUR 311.5 x 81 57 X SPOT ELEVATION 311.5 TC 81 TC 5 ] X TOP OF CURB ELEVATION 11.5 TW 81 TW 5 ] X TOP OF WALL ELEVATION Y JI I .INN X 81 BW 5 7 X BOTTOM OF WALL ELEVATION RETAINING WALL STAIRS building BUILDING ROAD -EDGE OF PAVEMENT ROAD- CENTERLINE ROAD -FRONT OF CURB ROAD BACK OF CURB CG-2 STANDARD 6" CURB CG-6 STANDARD 6" CURB AND GUTTER /F-N CG-12 STANDARD ACCESS RAMP SIDEWALK BIKE PARKING PARKING SURFACE - CROSSWALK T HANDICAP ACCESSIBLE AISLE HANDICAP PARKING material 0 CONCRETE/PAVEMENT-SIDEWALK RIPRAP ASPHALT 0 GRASS EC-3 MATTING EC-2 MATTING 0 WETLAND TREELINE - x x - - x x - FENCE STREAM utility UTILITY EASEMENT ♦ ♦ UTILITY POLE ❑ ❑ LIGHT POLE -OHU DHu OVERHEAD UTILITY O MANHOLE sanitary & sewer STORM LINE Ct RD RD - ROOF DRAIN O=Lbl DRAIN INLET DRAINAGE EASEMENT STORM DRAINAGE EASEMENT STORM SEWER EASEMENT - SANITARY LINE s s - s s - SANITARY LATERAL SANITARY EASEMENT water - w w- - w w- WATER LINE 0 0 WATER METER WATER VALVE AND BOX 4- FIRE HYDRANT WATER EASEMENT gas -ens -ens - -crs -was GAS LINE PROFFIT ROAD TOWNHOMES SOUTH OWNER/DEVELOPER Albemarle Land Development LLC 1949 Northside Drive Charlottesville, VA 22911 ZONING R15 - Residential per ZMA 201800019 SETBACKS Front: Minimum 5 ft from right-of-way or edge of sidewalk if the sidewalk is outside of right-of-way Maximum 25 ft from right-of-way or edge of sidewalk if the sidewalk is outside of right-of-way Side: Minimum 5 ft, unless the building shares a common wall Rear: Minimum 20 ft Building Separation: Minimum 10 ft, unless the building shares a common wall DISTRICT Rivanna SOURCE OF TITLE DB 5160 PG 296 DB 512 PG 516 PLAT SOURCE OF BOUNDARY AND TOPOGRAPHY Boundary & topographic survey provided by: Roger W. Ray & Associates, Inc. (April 15, 2019) w/ topography provided by Axis Geospatial, LLC (March 14, 2019) The site has been field verified by Justin Shimp P.E. on June 4th 2020. BENCHMARK Datum for topography is NAVD 88 FLOODZONE According to the FEMA Flood Insurance Rate Map, effective February 4, 2005 (Community Panel 51003CO285D) this property does not lie in a fioodplain RESERVOIR WATERSHED This site is within the Powell Creek Watershed. This site is not within a watershed of a public water supply. WATER & SANITARY SERVICES Site is served by Albemarle County Service Authority. COUNTY OF ALBEMARLE reparimem of community Development Construction Record Drawings (As -built) for VSNW The following is a fist 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 die inspection records to verify proper dimensions, materials and installation. The items include, but are not limited to the following: I. 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 he 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 scaled 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 casements. Provide copies of recorded documents. 11. Guardrail, fences or other safety provisions - Display the constructed location of all safety provisions; fences, guardrail, including the type, length and applied end treatments, compared to design. 12. Material layers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to material types and depths. Include inspection reports, boring or test pit reports and materials certifications. Biofilter media must be an approved state mix. 13. Access roads -show location of access roads, surface treatment, drainage, etc, as applicable. 14. Compaction reports are required to verify fill compaction in dams. 15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning. EXISTING USE Single Family Dwelling PROPOSED USE 40 Single Family Attached Dwelling Units, 13.6 DUA LAND USE SCHEDULE (Does not include right-of-way dedication area) EXISTING Area % Building 2,458 SF 25.3% Travelway 7,244 SF SF 74.7% Impervious Total 9,702 SF 7.6% Open space 118,416 SF 92.4% Total= 128,118 SF (2.94 ac.) PROPOSED Area % Building 33,000 SF 43.2% Travelway 43,401 SF 56.8% Impervious Total 76,401 SF 59.6% Open space 51,717 SF 40.4% Total= 128,118 SF (2.94 ac.) LIMITS OF DISTURBANCE 3.34 acres of disturbance is planned for this development APPROVED by the Albemarle County Community Development Department Date 6/17/2021 jk I' 6 1 1%7i/SI TITIi WP0202000017 TAX MAP 32, PARCEL 35 ALBEMARLE COUNTY, VIRGINIA VICINITY MAPSCALE : 1rr=1000' Ad AIRPORT CENTER 9�rp nrrAd N� ii e C1 Airport Road Auto Center 's 5 DEERWOOD S Q SITE Walgreens 0 a,Gnrt S P R I N G F I E L D R,r ABINGTON The. UPS Store 0 P L A C E Target 0 ec�c Food Lion `' FOREST RIDGE TirnbeiworidGrill A 1521 FOREST LAKES a3, Map provided by Google.com SHEETINDEX C1 COVER C2 E&SC NARRATIVE C3 EXISTING CONDITIONS C4 GRADING & UTILITY PLAN C5 E&SC PLAN PH1 C6 E&SC PLAN PH2 C7 E&SC PLAN PH3 C8 E&SC DETAILS C9 PROFILES C10 DETAILS C11 PRE -DEVELOPMENT DRAINAGE C12 POST -DEVELOPMENT DRAINAGE C13 PRE -DEVELOPMENT VRRM MAP C14 POST -DEVELOPMENT VRRM MAP J SHIMP ENGINEERING LAND PLANNING I SITE DESIGN I CIVIL ENGINEERING I PROJECT MANAGEMENT Design Focused Engineering 912 East High Street Phone: 434-227-5140 Charlottesville, VA 22902 shim"ngineedng.mm 6183 Zf VSMP PLAN ALBEMARLE COUNTY, VIRGINIA PROFFIT ROAD TOWNHOMES SOUTH SUBMISSION: 2020.03.20 REVISION: 1) 2020.07.16 2) 2021.03.30 3) 2021.06.07 FILE NO. COVER 18.041 SHEET C1 OF 12 C1 PROJECT DESCRIPTION, GENERAL NOTES, EROSION & SEDIMENT CONTROL NOTES, AND SEQUENCE OF CONSTRUCTION PROJECT DESCRIPTION THIS PROJECT PROPOSES 40 SINGLE FAMILY ATTACHED UNITS ON THE SOUTHERN SIDE OF PROFFIT ROAD IN ALBEMARLE COUNTY. THE SINGLE FAMILY RESIDENCE CURRENTLY ON SITE IS TO BE REMOVED. THE TOTAL AREA OF DISTURBANCE IS 3.34 ACRES. THE PROJECT INVOLVES THE FOLLOWING WORK ACTIVITIES: 1. THE CONTRACTOR SHALL OBTAIN ALL LOCAL AND STATE EROSION AND SEDIMENT PERMITTING REQUIREMENTS AND MAINTAIN ALL EROSION AND SEDIMENT CONTROLS IN ACCORDANCE WITH THE PERMIT REQUIREMENTS. 2. INSTALLATION OF PERMANENT EROSION AND SEDIMENT CONTROL MEASURES AS SHOWN ON THE PLAN AND DETAILS. 3. GRADING AND PLACEMENT OF FILL SHALL BE IN GENERAL ACCORDANCE WITH THE PLAN. 4. ESTABLISHMENT OF PERMANENT STABILIZATION OF ALL DISTURBED AREAS. ADJACENT PROPERTIES THIS PROPERTY IS BORDERED ON THE NORTH BY PROFFIT RD; THE EAST/SOUTH BY MAPLE GROVE CHRISTIAN CHURCH; AND TO THE WEST/SOUTH BY BRIGHT BEGINNINGS PRESCHOOL. OFFSITE AREAS SOIL MAY NEED TO BE IMPORTED FROM THE SITE FROM SITES WHICH SHALL HAVE EROSION CONTROL PERMITS. SOILS THE SITE CONTAINS THE FOLLOWING SOIL TYPES: 27B - ELIOAK LOAM - 2 TO 7% SLOPES, HSG B CRITICAL AREAS THERE ARE NO CRITICAL AREAS ON SITE. EROSION & SEDIMENT CONTROLS 1. SAFETY FENCE: A PROTECTIVE BARRIER INSTALLED TO PROHIBIT UNDESIRABLE USE OF AN EROSION CONTROL MEASURE. STD. AND SPEC. 3.01. 2. CONSTRUCTION ENTRANCE: INSTALL AND MAINTAIN A CONSTRUCTION ENTRANCE, AS NECESSARY, THAT MEETS THE REQUIREMENTS OF STD. AND SPEC. 3.02 AND CONFORMS WITH THE REQUIREMENTS OF THE EROSION & SEDIMENT CONTROL PLAN. 3. SILT FENCE: INSTALL AND MAINTAIN SILT FENCE THAT MEETS THE REQUIREMENTS OF STD. AND SPEC. 3.05. THIS SILT FENCE SHALL BE INSTALLED AS SHOWN ON THE EROSION & SEDIMENT CONTROL PLAN AND ACCOMPANYING DETAILS FOR THE PURPOSE OF INTERCEPTING SILT -LADEN RUNOFF BEFORE IT IS DISCHARGED FROM THE SITE. THE SILT FENCE SHALL BE INSPECTED AND MAINTAINED TO ENSURE CONTINUED PERFORMANCE. 4. TEMPORARY SEDIMENT TRAP: A SMALL PONDING AREA, FORMED BY CONSTRUCTING AN EARTHEN EMBANKMENT WITH A STONE OUTLET ACROSS A DRAINAGE SWALE, TO DETAIN SEDIMENT -LADEN RUNOFF FROM SMALL DISTURBED AREAS FOR ENOUGH TIME TO ALLOW MOST OF THE SUSPENDED SOLIDS TO SETTLE OUT. MAXIMUM EFFECTIVE LIFE IS 18 MONTHS. STD. AND SPEC. 3.13. 5. TEMPORARY DIVERSION DIKE: A RIDGE OF COMPACTED SOIL CONSTRUCTED AT THE TOP OR BASE OF A SLOPING DISTURBED AREA WHICH DIVERTS SEDIMENT -LADEN RUNOFF TO A SEDIMENT TRAPPING STRUCTURE. MAXIMUM EFFECTIVE LIFE IS 18 MONTHS. STD. AND SPEC. 3.09. 6. TEMPORARY SEEDING: TEMPORARY SEEDING SHALL BE APPLIED TO ALL DENUDED AREAS WITHIN SEVEN (7) DAYS TO DENUDED AREAS THAT MAY OR MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN 30 DAYS. TEMPORARY SEEDING SHALL BE APPLIED IN CONFORMANCE WITH STD. AND SPEC. 3.31. 7. PERMANENT SEEDING: PERMANENT SEEDING SHALL BE APPLIED TO AREAS DELINEATED ON THESE PLANS WITHIN SEVEN (7) DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. PERMANENT SEEDING STABILIZES DISTURBED AREAS AND ENHANCES THE BEAUTY OF THE SITE. 8. MULCHING: APPLICATION OF PLANT RESIDUES OR OTHER SUITABLE MATERIALS TO THE SOIL SURFACE TO PREVENT EROSION AND FOSTER THE GROWTH OF VEGETATION. ORGANIC MULCHES (STRAW) HAVE BEEN FOUND TO BE THE MOST EFFECTIVE. 9. DUST CONTROL: CONDUCT DUST CONTROL OPERATIONS NECESSARY TO MET THE REQUIREMENTS OF STD. & SPEC. 3.39 AS REQUIRED TO CONTROL SURFACE AND AIRBORNE MOVEMENT OF DUST. 10.INLET PROTECTION: INLET PROTECTION MEASURES AROUNF THE NEW INLETS SHALL BE PROVIDED IN ACCORDANCE WITH STD. AND SPEC. 3.07. SILT FENCE, STRAW BALES OR TEMPORARY STONE APPLICATIONS SHALL BE APPLIED AS APPROPRIATE FOR CURRENT GRADE CONDITIONS. 11.0UTLET PROTECTION: RIP -RAP SHALL BE PROVIDED AT THE OUTFALL OF CONVEYANCE CHANNELS, CULVERTS, AND STORM SEWERS IN CONFORMANCE WITH STD. AND SPEC. 3.18. OUTLET PROTECTION SHALL BE INSTALLED WITH ACCOMPANYING STORM SEWERS AND SHALL BE INSPECTED AFTER EACH RAINFALL EVENT AND REPAIRED IF NECESSARY, ANT SEDIMENT BUILD UP SHALL BE REMOVED. 12.CONSTRUCTION ROAD STABILIZATION: TEMPORARY STABILIZATION WITH STONE OF ACCESS ROADS, SUBDIVISION STREETS, PARKING AREAS, AND OTHER TRAFFIC AREAS IMMEDIATELY AFTER GRADING TO REDUCE EROSION CAUSED BY VEHICLES DURING WET WEATHER, AND TO PREVENT HAVING TO REGRADE PERMANENT ROADBEDS BETWEEN INITIAL GRADING AND FINAL STABILIZATION. STD. AND SPEC. 3.03. 13.STORMWATER CONVEYANCE CHANNEL: A PERMANENT CHANNEL DESIGNED TO CARRY CONCENTRATED FLOWS WITHOUT EROSION. APPLICABLE TO MAN-MADE CHANNELS, INCLUDING ROADSIDE DITCHES, AND NATURAL CHANNELS THAT ARE MODIFIED TO ACCOMMODATE INCREASED FLOWS GENERATED BY LAND DEVELOPMENT; NOT GENERALLY APPLICABLE TO MAJOR, CONTINUOUS -FLOWING NATURAL STREAMS. STD. AND SPEC. 3.17. PERMANENT STABILIZATION AND SEQUENCE OF CONSTRUCTION THE FOLLOWING ARE THE PROPOSED MANAGEMENT STRATEGIES AND DETAILED SEQUENCE OF CONSTRUCTION: PHASE 1 1. INSTALL CONSTRUCTION ENTRANCE. 2. INSTALL SEDIMENT TRAP WITH SILT FENCE AND DIVERSIONS. 3. PLACE FILL AROUND SEDIMENT TRAP TO COMPLETE TRAP CONSTRUCTION BEFORE ANY MAJOR GRADING OCCURS ON SITE. 4. CONTACT COUNTY INSPECTOR FOR APPROVAL OF FIELD CONDITIONS. 5. BEGIN MASS GRADING. 6. MAINTAIN PERIMETER CONTROLS. PHASE 2 1. INSTALL ADDITIONAL SEWER MAINS AND WATERLINE. 2. INSTALL STORM PIPING AND INLETS, BUT KEEP ALL INLETS EXCEPT A10 BLOCKED OFF UNTIL ROAD IS STABILIZED. INSTALL INLET PROTECTION AROUND A10. 3. CONNECT PIPES A6 AND A7 WITH A MATTED CHANNEL WHERE FUTURE DETENTION PIPES WILL BE INSTALLED. PLACE SILT FENCE AROUND CHANNEL. 4. STABILIZE ROAD WITH STONE AND PLACE INLET PROTECTION ON REMAINING INLETS. 5. ONCE ROAD IS STABILIZED, REMOVE SEDIMENT TRAP & DIVERSION AND FINISH CONSTRUCTION ON LOTS 22-26. PHASE 3 1. INLET PROTECTION TO REMAIN UNTIL ALL WORK ONSITE IS COMPLETE. 2. APPLY PERMANENT SEEDING. 3. WHEN SITE IS STABILIZED, INSTALL STORMTECH CHAMBERS WITH THE GUIDANCE OF AN ADS REPRESENTATIVE. 4. CALL FOR FINAL INSPECTIONS. FINAL 1. MAINTAIN EROSION CONTROLS UNTIL SITE IS STABILIZED AND COUNTY INSPECTOR HAS APPROVED REMOVAL OF CONTROLS. CONSTRUCTION MAINTENANCE THE FOLLOWING CONSTRUCTION MAINTENANCE PRACTICES SHALL BE FOLLOWED AT THE SITE. 1. ALL E&S CONTROL MEASURES WILL BE CHECKED DAILY AND AFTER EACH SIGNIFICANT RAIN EVENT. ALL DEFICIENCIES IDENTIFIED DURING THESE INSPECTIONS SHALL BE CORRECTED AS SOON AS PRACTICABLE, 2. THE SILT FENCE BARRIER SHALL BE REGULARLY CHECKED FOR UNDERMINING, DETERIORATION OR SIGNIFICANT EROSION. SEDIMENT SHALL BE REMOVED AFTER EACH STORM EVENT AND WHEN THE LEVEL OF SEDIMENT DEPOSITION REACHES HALF THE HEIGHT OF THE CONTROL. 3. THE CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ALL MAINTENANCE REQUIREMENTS SET FORTH IN THE CURRENT EDITION OF THE VIRGINIA SEDIMENT AND EROSION CONTROL MANUAL, OTHER APPLICABLE COMMONWEALTH OF VIRGINIA REGULATIONS AND THE PROJECT SPECIFICATIONS. 4. ALL SEEDED AREAS WILL BE REGULARLY CHECKED TO ENSURE THAT A GOOD STAND OF GRASS IS MAINTAINED. 5. AREAS WITH RIP -RAP SHOULD BE REGULARLY INSPECTED TO DETERMINE IF HIGH FLOWS HAVE DAMAGED THESE CONTROLS OR CAUSED EXCESSIVE SEDIMENT DEPOSITION. ALL AREAS SHALL BE MAINTAINED IN ACCORDANCE WITH THE REQUIREMENTS OF THIS E&S CONTROL PLAN. ENVIRONMENTAL CONTROLS 1. CONTRACTOR SHALL PROVIDE AND MAINTAIN ALL ENVIRONMENTAL CONTROL MEASURES SO AS TO COMPLY WITH LOCAL ORDINANCES, STATE AND FEDERAL LAWS AND REGULATIONS APPLICABLE TO WATER POLLUTION IN WATERS OF THE STATE AND IN INTERSTATE WATERS. 2. CONTRACTOR SHALL MINIMIZE THE POTENTIAL FOR AIR POLLUTION BY THE USE OF EMISSION CONTROL EQUIPMENT ON CONTRACTOR OPERATED EQUIPMENT, SHUT -DOWN OF MOTORIZED EQUIPMENT WHEN NOT IN USE, AND ACTIVELY CONTROLLING DUST EMISSIONS THROUGHOUT THE PROJECT. EROSION & SEDIMENT CONTROL PERMITTING CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL LOCAL AND STATE EROSION AND SEDIMENT CONTROL PERMITS AND MAINTAINING ALL EROSION AND SEDIMENT CONTROLS IN ACCORDANCE WITH THE PERMIT REQUIREMENTS. GENERAL NOTES 1. THE INFORMATION AND DATA SHOWN OR INDICATED WITH RESPECT TO THE EXISTING UNDERGROUND UTILITIES AT OR CONTIGUOUS TO THE SITE ARE BASED ON INFORMATION AND DATA FURNISHED TO THE OWNER AND ENGINEER BY THE OWNERS OF SUCH UNDERGROUND FACILITIES OR OTHERS. THE OWNER OR ENGINEER SHALL NOT BE RESPONSIBLE FOR THE ACCURACY OR COMPLETENESS OF SUCH INFORMATION OR DATA. THE CONTRACTOR SHALL HAVE FULL RESPONSIBILITY FOR CONFIRMING THE ACCURACY OF THE DATA, FOR LOCATING ALL UNDERGROUND UTILITIES, FOR COORDINATION OF THE WORK WITH OWNERS OF SUCH UNDERGROUND UTILITIES DURING CONSTRUCTION, FOR THE SAFETY AND PROTECTION THEREOF AND REPAIRING ANY DAMAGE THERETO RESULTING FROM THE WORK. ALL OF THESE CONDITIONS SHALL BE MET AT NO ADDITIONAL COST TO THE OWNER. THE CONTRACTOR SHALL CONTACT "MISS UTILITIES" OF VIRGINIA AT 1-800-552-7001 PRIOR TO THE START OF WORK. 2. WHEN WORKING ADJACENT TO EXISTING STRUCTURES, POLES, UTILITIES, ETC., THE CONTRACTOR SHALL USE WHATEVER METHODS THAT ARE NECESSARY TO PROTECT STRUCTURES FROM DAMAGE. ANY DAMAGE CAUSED BY THE CONTRACTOR OR ITS SUBCONTRACTORS SHALL BE THE CONTRACTOR'S SOLE RESPONSIBILITY TO REPAIR OR REPLACE. THIS EXPENSE IS THE CONTRACTOR'S RESPONSIBILITY. 3. REPLACEMENT OR REPAIR OF DAMAGED STRUCTURES SHALL BE AT THE CONTRACTOR'S EXPENSE. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING ALL EXISTING SITE STRUCTURES FROM DAMAGE AND COORDINATING WORK SO THAT THE OWNER CAN MAKE NECESSARY ARRANGEMENTS TO MODIFY/PROTECT EXISTING STRUCTURES FROM DAMAGES, 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING ALL UTILITY OWNERS, ADJACENT LAND OWNERS WHOSE PROPERTY MAY BE IMPACTED AND THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO COMPLETING ANY OFF -SITE WORK. 6. CONTRACTOR SHALL NOTIFY AND COORDINATE ALL WORK INVOLVING EXISTING UTILITIES WITH UTILITY OWNERS, AT LEAST 72 HOURS PRIOR TO THE START OF CONSTRUCTION, 7. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). 8. THE CONTRACTOR SHALL VERIFY THE LOCATIONS OF ALL BOUNDARIES, BUILDINGS, VEGETATION, AND OTHER PERTINENT SITE ELEMENTS. CONTRACTOR SHALL IMMEDIATELY REPORT ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS AND CONTRACT DOCUMENTS TO THE OWNER AND ENGINEER. 9. CONTRACTOR SHALL SUBMIT FOR THE APPROVAL OF THE OWNER SUBMITTALS OF ALL SPECIFIED MATERIALS LISTED IN THE PLANS, TO INCLUDE SHOP DRAWINGS, MANUFACTURER'S SPECIFICATIONS AND LABORATORY REPORTS. THE OWNER'S APPROVAL OF SUBMITTALS WILL BE GENERAL AND WILL NOT RELIEVE THE CONTRACTOR FROM THE RESPONSIBILITY OF ADHERENCE TO THE CONTRACT AND FOR ANY ERROR THAT MAY EXIST. 10. CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL NECESSARY PERMITS, INSPECTIONS, BONDS, AND OTHER RELATED ITEMS IN ACCORDANCE WITH LOCAL AND STATE POLICY. STORMWATER MANAGEMENT NOTES: 1. CONCENTRATED ONSITE RUNOFF SHALL BE ROUTED VIA NEW STORM DRAINS INTO AN UNDERGROUND DETENTION SYSTEM WHICH WILL RELEASE RUNOFF AT RATES WHICH COMPLY WITH THE ENERGY BALANCE EQUATION 9VAC25-870-66-B(3). 2. WATER QUALITY WILL BE ADDRESSED BY THE USE OF STORMTECH MC-4500 CHAMBERS WITH AN ISOLATOR ROW TO ACHIEVE 40% PHOSPHOROUS REMOVAL AND BY THE PURCHASE OF NUTRIENT CREDITS. AN AMOUNT FOR 1.30 LBS/YR PHOSPHOROUS CREDITS SHALL BE PURCHASED TO MEET THE VRRM REDEVELOPMENT NUTRIENT REMOVAL REQUIREMENTS PER 9VAC25-870-63. 3. BMP COORDINATES: • STORMTECH MC-4500: 38.1306874,-78.4315852 STORMTECH INSPECTION & MAINTENANCE NOTES: INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. 1. INSPECT ISOLATOR ROW FOR SEDIMENT 1.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW 1.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE 1.2.1. MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY 1.2.2. FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE 1.3. IF SEDIMENT IS AT, OR ABOVE, 3" PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. 2. CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS 1.1 A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" OR MORE IS PREFERRED 1.2 APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN 1.3 VACUUM STRUCTURE SUMP AS REQUIRED 3. REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. 3. INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. MINIMUM STANDARDS (MS) All applicable Virginia Erosion and Sediment Control Regulations and Minimum Standards shall be adhered to during all phases of construction. These include, but are not limited to the following: 1. STABLIZATION OF DENUDED AREAS: Permanent or temporary soil stabilization shall be applied to bare areas within seven days after final grade is reached on any portion of the site. Temporary soil stabilization shall be applied within seven days to denuded areas that may not be at final grade, but will remain dormant or undisturbed for longer than 14 days. Permanent stabilization shall be applied at areas that are to be left dormant for more than 1 year. 2. STABILIZATION OF SOIL STOCKPILES: During construction of the project, soil stockpiles shall be stabilized or protected with sediment trapping measures. The applicant is responsible for temporary protection and permanent stabilization of all soil stockpiles on site as well as soil intentionally transported from the project site. 3.PERMANENT VEGETATIVE COVER A permanent vegetative cover shall be established on denuded areas not otherwise permanently stabilized. Permanent vegetation shall not be considered established until a ground cover is achieve that, in the opinion of the county Inspector, is uniform and mature enough to survive to inhibit erosion. 4. TIMING & STABILIZATION OF SILT TRAPPING MEASURES: Sediment basins and traps, perimeter dikes, sediment barriers and other measures intended to trap sediment shall be constructed as a first step in any land disturbing activity and shall be made functional before upslope land disturbance takes place. 5. STABILIZATION OF EARTHEN STRUCTURES: Stabilization measures shall be applied to earthen structures such as dams, dikes and diversions immediately after installation. 6.SEDIMENT TRAPS AND BASINS: A sediment basin shall control surface runoff from disturbed areas that is comprised of flow from drainage areas greater than or equal to three acres. The sediment basin shall be designed and constructed to accommodate the anticipated sediment loading for the land disturbing activity. The outfall device or system device shall take into account the total drainage area flowing through the disturbed area to be served by the basin. 7.CUT AND FILL SLOPES: 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. & CONCENTRATED RUN-OFF DOWN CUT OR FILL SLOPES: Concentrated runoff shall not flow down cut or fill slopes unless contained within an adequate temporary or permanent channel, flume, or slope drain structure. 9.WATER SEEPS FROM A SLOPE FACE: Whenever water seeps from a slope face, adequate drainage or other protection shall be provided. 10. STORM SEWER INLET PROTECTION: 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. 11. STABILIZATION OF OUTLETS: Before newly constructed stormwater conveyance channels are made operational, adequate outlet protection and any required temporary or permanent channel lining shall be installed in both the conveyance channel and receiving channel. 12. WORK IN LIVE WATERCOURSES: When work in a live watercourse is performed, precautions shall be taken to minimize encroachment, control sediment transport and stabilize the work area to the greatest extent possible during construction. Nonerodible material shall be used for the construction of causeways and cofferdams. Earthen fill may be used for these structures if armored by nonerodible cover materials. 13. CROSSING A LIVE WATERCOURSE: When a live watercourse must be crossed by construction vehicles more than twice in any six month period, a temporary stream crossing constructed of nonerodible materials shall be provided. 14. APPLICABLE REGULATIONS: All applicable federal, state and local regulations pertaining to working in or crossing live watercourses shall be met. 15. STABILIZATION OF BED AND BANKS The bed and banks of a watercourse shall be stabilized immediately after work in the watercourse is completed. 16. UNDERGROUND UTILITIES: Underground utilities shall be installed in accordance with the following standards in addition to other criteria: a.No more than 500 linear feet of trench may be opened at one time. b.Excavated material shall be placed on the uphill side of trenches c.Effluent for dewatering operations shall be filtered or passed through approved sediment trapping device, or both, and discharged in a manner that does not adversely affect flowing streams or offsite property. d.Material used for backfilling trenches shall be properly compacted in order to minimize erosion and promote stabilization. e.Restabilization shall be accomplished in accordance with these regulations. f. Applicable safety regulations shall be complied with. 17. CONSTRUCTION ACCESS ROUTES: Where construction vehicle access routes intersect paved public roads, provisions shall be made to minimize the transport of sediment by vehicular tracking onto paved surfaces. Where sediment is transported on to a public road surface, the road shall be cleaned thoroughly at the end of each day. Sediment shall be removed by shoveling or sweeping and transported to a sediment control disposal area. Street washing shall be allowed only after sediment is removed in this manner. This provision shall apply to individual lots as well as to larger land disturbing activities. 18.TEMPORARY E&S CONTROL MEASURE REMOVAL: All temporary erosion and sediment control measures shall be removed within 30 days after final site stabilization or after temporary measures are no longer needed, unless otherwise authorized by the local program authority. Trapped sediment and the disturbed soil areas resulting from the disposition of temporary measures shall be permanently stabilized to prevent further erosion and sediment. 19.ADEQUACY OF RECEIVING CHANNELS: Properties and waterways downstream from the development site shall be protected from sediment deposition, erosion and damage, due to increases in volume, velocity and peak flow rates of stormwater runoff for the stated frequency storm of 24-hour duration. SHIMP ENGINEERING LAND PLANNING I SITE DESIGN I CIVIL ENGINEERING I PROJECT MANAGEMENT Design Focused Engineering 912 East High S met Phone: 434227-5140 Chanottemile, VAU 02 shimp-engineenng.mm 15183 Z( VSMP PLAN ALBEMARLE COUNTY, VIRGINIA PROFFIT ROAD TOWNHOMES SOUTH SUBMISSION: 2020.03.20 REVISION: 1) 2020.07.16 2) 2021.03.30 3) 2021.06.07 FILE NO. E&SC NARRATIVE 18.041 SHEET C2 OF 12 C2 526 , /��"'-� \ \ \ \ \' GAG $� \\ ON o 44,�RZ / \ c" \ FOUND � P'2 08"E 48 � \ / \ 1 IRON % 456. ,v \ 1 / \ Dense Trees FOUND � \ ,P \ - % � \ \ \ \ \ \ 0 % / N WELD TBR �\ 1 1 _ 0 _ ROBERM G. PETCHEL & \ \\ \ \ % \ \ ^\ 1 I \ \\ ` 524 KATHLEE 0. PETCHEL \ \ \ 8 DI SA / D.B. 296-686 \ — A V 6 % \ — D.B. 1685 115'&412 PLAT \ \ G \ o / \ -6-rB 10.69 28 & 29 PLAT \ / i � \ \ EX. GRA L DRIVEWAY � 1 D.B. 9 -443 PLAT \ I �o TBR / 522 X Z NED R1 A V A \ \ \ \ SLEE ESTE / \ \\ \V A A \ 532 v v \ \ \ EX. BUILDING TO BE 1ti V \ REMOVED �i m EX. WM T i \ r1 1 O� BE REMOVED = \ I rZr1 1 ABANDON \ N AT MAIN I \ AT MAIN . 1 1 1 I O O 8" DI SAN \ a \ E\X. 8" DI S \ EX. $:' DI SAN 3 \ \ S30\ ` \ \ I \ 1 52p_ z, \�\ \ \ \�\ / \\------/ .2 I I \\ 0 I\ �\4LBEMARL a 2 = c DE LOPME rn TREES TBR \ / _ \ 1 ED 1 D.B. 439 1 K o 0 \ \ \ \ \ N r1r \ c 1 E D.B. 5115- TREES TBR • \ \ \ \ \ \ 93 z s \ \ T.M. 32-29D \ I I \ T.M. 32-35 m o MAPLE GROVE \ V 1 �^ - c } CHRISTIAN CHURCH \ 3.NI ACRES \ N < \—x \ \ ALBEMARLE BLS 0--2 DEVELOPMENT, LLC mZ \\ \ D.B. 2303-626, � \ � 1 � D.C. 630 THRU 633 PLAT D.B. 1406-131 PLAT D.B. 512-516 PL -T, I o o y \ I 1 1\ —� D.B. 1011-131 PLAT \' \ ZONED R15 I "' V c 1 D.B. 781-200 \ _ ---- D.B. 294-555 PLAT ZONED R1 O -- 522 -- —� / m r in \ c sA 00 1 1 I \ O S� J � 1 524 / �A' 0 QREES TBR ° \ _ I \1 SHIMP ENGINEERING LAND PLANNING I SITE DESIGN I CIVIL ENGINEERING I PROJECT MANAGEMENT I W Design Focused Engineering / © / 912 East High $treel Phone: 430.227-5140 Chadoaemile, VAU 02 shimp-engineering.mm Dense,T-ree 52A FOUNOD 526 S27'59'12"W 338.89' — — — — — — /---—————— — — — — —— 528---------- \\ \ \ I 1 1 M,SGIP> — I io: 43183 szs��Z 11 I 530 — iS NONEXCLUSIVE RIGHT 0 — 1 AND EGRESS SS- 52 �. 5�615)--------- I 81 144.69 1 530 _ S O S26'08'59"W 169.50' EX. GRAVEL DRIVEWA TBR c \I _ _ _ _ Dense Trees — J3o - - IRo • c q' VSMP PLAN I 520 — — — ALBEMARLE COUNTY, VIRGINIA PROFFIT ROAD TOWNHOMES 520 — — 8 SDR-2 SAN �� _ TC LI N E SOUTH 20' SANITARY EASEMENT DB 5301 PG 407 516 — — — SUBMISSION: _ 2020.03.20 \ I e 0' SANITARY EASEMENT — — _ REVISION: \\ 0 Q DB 5301 PG 396 — — — 1) 2020.07.16 1 2) 2021.03.30 T.M. 32-29 3) 2021.06.07 MAPLE GRO E CHRISTIAN CH RCH —� \ D.B. 6, THRU 6 +� I I ( D.C. 630 THRU �3 PLAN 1 I I \ I D.B. 1406-131 PLAT D.B. 1011-131 PLAT I D.B. 781— 200 , D.B. 294-555 PLAT ZONED R1 I ` FILE NO. 1 � \ 18.041 11 II II 11 II \v>/� J EXISTING CONDITIONS SHEET C3 OF 12 I I / 20 0 20 40 60 C3--1I i / / \ Scale: 1"=20' \ \ NEW 30' - 526 526 , \ \ OA \ \ \ BOLLARDS IRON IMITS F ISTU A N22'24'08"E 482.68' \ FO ND �\ 2 .58 IRON 7 2 4 F.<OPOSED ROW Dense Trees FOUND 3 \ \J34 \ \ \ 1 e i�j� - - } r- - - - - - - - - - - - - - - _ --31 / EMERGENCY ENTRAN E 1 �' ■ DEDICATION 35.5r WIDTH - - \ A4D \ I Z G CA` 2 \ 3 e°"P I Q \ _ ___{_ 20 LOT 31 \ „ L \ I I \ s� �o" - - - - - - I I I I 1 ° \ ° ■ I FROM ROAD CL \ FFE 528.00 , = ONE CAR 28 1.5 I I\ ' - 8 0' REAR SETBACK \ A \\ - so so / U \ I /- I GARAGE UNIT ° . \ 28" 29 29�' 3eo 30" I I 31 _ Al N \ -�`o- - EASEMENT Q Q / NEW 20_ACSA- , Q Q 5 8" ! \ \ EX. 8" DI SAN 524� 27 FFE0527 50 ) 9 a \ � \ \ \ I \ \ I 32 \ c ° \ \ DI SA �- 4 -ONE -CAR 27" 1.00% 127 2 6 \ \ \ I I LOT 37 LOT 38 LOi' 39 LOT 40- \ -_ GARAGE UNIT f0'-_ $ \ LOT 32 LOT 33 LOT 34 \LOT 35 LOT 36 \ I FFE 531.50 FFE 532.00 FFE 132.50 FFE 533.00 _ OPEN l� 0' & F � 532 FFE 529.50 FFE 530.00 FF 530.50 FFE 531.00 \ ONE CAR ONE CAR ONF, CAR ONE CAR I \ SPACE X�4 0. \ 1 I ON4E CAR ONE CAR ONE CAR 0 E CAR ONE CAR I GARAGE UNIT GARAGE UNIT GARAGE UNIT GARAGE UNIT3,790SF \ 2 L STEf / 2 \ X - \ na I y 1 GARAGE\UNIT GARAGE UNIT ARAGE UNIT GARA`YE UNIT GARAGE UNIT I ,` o SLEE E 1 i _ _�.. I \ I I "NO PARKING Cn rn 2�° LOT 29 1 - \ I A I . -4 -°. FFE 527.50 0 1 Z a ,a m '1 \ ONE CAR 27a 3.3 S x 2 BOLLARDS \ I GARAGE UNIT \ o� 1 MA 25' ETBA K 00 °°� - ° o0 0o m 30 31 N c - j C �Jj I \ 28 \ 29 _ J to °.- \ .� \ 28" 29 3p - -X }S � - � 2 TO EXISTI G Do - 2650 LOT 28 ° '� ., -®�. o I I \\ a \ ,° °� °�'.� /00 rn / mA " WATERLI E3 \ FFE 527.00 n� n� o� / ro� \ ONE CAR 2� 2.19% 26 2 1 I �� °� ,Hl °o a / � / D 4 \ S2� - GARAGE UNIT 1 $ J \ \ 2 1 a MIN. 5 E BA K " -_,e° 10 ' \ o � 1 2�' I- a oz �' .. -° � "NO PARKING" O y - _ 6J � o - CON°; 8 ° -NEW 30'' .ACSA IS 9"- :.ez - _-a30,' t" / N`/ \ LOT 27 ° - d2j.. „ - _ o ,-.. - _ �x ., I D ALK (T P 35 \\ a � � \ I 1 \- so W \ 2\ \ FFE ONE CARD 2-10 3.68 126m °12 So I - "o. C/ iE - �F 275z <r S - - ° 8 ��'' E 5 COG 5\ E - -,GARAGE UNIT I x4 \ CG--9 2 i "NO PAS"i{RKING ",P L\/ A9 -�. ' � 3tED NE W�V R ABLE TH � \ 5 I �" I -- W W �l ��N8" DI% WIW \ W �/ �W I Wei A4B - - - - " 8" MANA EME�NT ES \ NE 20' PRIVATE R x TE o j i 1 / 2 A4A E\ - �� - 1.84% 2 qTnpM ESWT \ 6„ D 6., \ E 8 DI 5.5_0DI O 25 n "RED PRIVATE RU.S 3d+ UN,-1 S 3424" HOPE ST HP S_v_.DI-3 5 0- 1 \o osc \ \ \ � DISTUE LO G W �. V NEW . \ ` T a IdEPY��.. WM- 31 �\ M L VERLA F n \ I \ \ 20 -40 Bq ? A3 WEIR WALLS E 3., _ �� _ � _ 5/8 zs 3 z z P 2 �j A E C 12 3 \ - - - - a L , 1 �+ F LOT 53 .00 5N o I m \ \ \ rn N LOT 22 GE NIT \ c 1 x o ru I 26" FFE D AR I. ,e D ONE CAR\Sc p .. A6 0 9. A7 .av"� r 320° 0.93 0 1 001 1 3 14% G1 1 ^1 = 2%o J. 4.32� 26 5 w \ �1 °N-1 MANIFOLD fYiHl GARAGE UNIT x rn 4 6 m r MAT} I o aaI( Y4.70% 7° LOT 16 \ 7w aACKFLOk/ �REVENTEft! FFE 528.00 yy o I TWO CAR \ I GARAGE UNIT \ 6" so 26 LOT 23 e. UNDERDRAIN'L _/ FFE 527.00 ° -- - s as ONE CAR 2% 3.10% ? 2 5 GARAGE UNIT $ N / "'ae 1 21 4 5% oo 7 LOT 17 za 7 _ I FFE 528.00 `i TWO CAR \ rc a GARAGE UNIT .n \ ti� O _ = so 26 LOT 24 FFE 527.00 "� -` \ ONE CAR �.-4-/ 1,,26. 2 I 2 5'8 I I / / - - GARAGE-UNTT 2 _a / 7 / 4.51% 27' FFE0528.50 _I /8TI WM7n '� L z TWO CAR n `� _ ) I ?< GARAGE UNIT . I99 / 2%o LOT 25 N .ate = FFE 527.50 ONE CAR 27'0 3.76% 26'- 2 6 N A GARAGE UNIT - $ `�` m vi �- / 28 y x27' 7cc " .90% FFE05219 8 50 m y .. TWO CAR h 5 4 I I GARAGE UNIT / / 27o LOT 26 I FONE \ Y e2 CARD 2.53 GARAGE UNIT $J �_ I ``- 3.86%/ / 791 A4 i�g' WM �FE05220 8 50 / - 1AGE >.8 N GA U °I v :a d .2, 31" FFE 532.00 �S J �m \ I \ GARA UNIT LOT N m \ I I II \ es �zti FF6P 5 4.51T m z \I I� .. .� 32503120/ TT 32 \ Lo510 \ FFE I \I \ \ 1- a° 6 S I ao L0534 � Z \ \ \ \ „ 31 IS 3�% 33 GARAGE NIT \ \ ■ rn \ \ �f , ORM ESTv1 ly r� o ■ \ \ LUT�11 50 � s "° B o �m \ `°• I \ 1SPE TION 32 FFE 532 I ) q c \ g3 1 GARAGE\UNIT sox .310 1 STORM ■ o� 'cn - \ 32503�PARK . I \ r o 5 a Pax 32' 312UNIT - ws No I� �-o / z ■ 1' ; GAR GE1T1 LOT 5 \ \ ■ y A N 92` a,'. ^' 33 GARAGE4U T➢ �. \ I I SHIMP ENGINEERING 'GG% X \ \ LAND PLANNING I SITE DESIGN I CIVIL ENGINEERING I PROJECT MANAGEMENT v >• 00 LO Z I Design Foused Engineering 2 912 East High Strmt Phoo:43422]-5140 Chedotknik, VA 292 shimp-¢ gihminng.mGEGARA 5 FFE 533.5 y I I a 5 32 GARAGE UNITc1 1 _ 32m6.49% � ➢ o H . I 7.5' 0 I ao 5.23% 28 LOT 144 a 7sa 31 FFE 532. S '"I a° LOT 21 '30 1 GARAGE 1�NIT T 7 r� FFE 528.5 �LO I ■ I Dense Tree I - TWO CAR I �_ S 2e FFE GE3' NIT C I r s I 524 / RON I o o - FOUND 7 7 GARAG , a - - - 526 - _ 7°Ig - - - - - - -9'S - - - - _ _ _ - - �`9'a 30 W vo T8\ , GARA- N I II i ■ r.t LO 531.50 S ') `?M I o M, J�931V1Y - - - - - - - - - - - - - 528 LIMITS UNIT p i� = c \ I Lie: 4318� - OF .28 X ., .GARAGE ' 8 LO 300,� Z( RBgIVG`E - - - -- - 528 2 d A9A1 � 9 9 2 5D � � 32 \GAE 0 ? \ / 9C . I I � / - 530 - 15' NONEXCLUSIVE RIHT G1170 5 - 2 0 ■ I I �Sj�AL SN LESS (D.B. � 615) S� - - - ' .0 % 291. r IND1 4 ° I 'I / / 4 69 530 � � S O ^_ 526�08'S9"W 169.50' - CA � I I ■ 11 , �1 3 9- / �520 - IRO c VSMP PLAN c FOUND I \\ ALBEMARLE COUNTY, VIRGINIA ----- 532 ---\ _ ' \ PROFFIT ROAD A2 ° TOWNHOMES 81, DR-26 SAN \ 0 s,s �\ MATCH L , �I �\ SOUTH / 1 I �^ � • / •alum � • � / \ 1 i 1� SUBMISSION: e e ��. NEW 20' STORMWgTER 24., HDPE STORM \e \ ��GEMENTESMT / \ °y 2020.03.20 \ r \ v �� REVISION: G 1)2020.07.16 o N// � \ �� I LIMITS 0E- �URBq ( \ I 2) 2021.03.30 3) 2021.06.07 I\ \ I 1 \i LIMITS OF \ d TMP 32-29D DISTURBANCE I \\ \ M� LE GROVE CHRISTIAN 01 / ♦ \ II' / II \\ rCHURCH AREA = 3.34 w AC A I 1 1 \ \ \ I FILE NO. �V> 18.041 11 LASS A Rll�-RA i i i \ GRADING & UTILITY PLAN 100 SHEET C4 OF 12 20 0 20 40 60 C 4 Scale: 1 "=20' �I \ IV III SEQUENCE OF CONSTRUCTION - PHASE 1 II 1. INSTALL CONSTRUCTION ENTRANCE. b 2. INSTALL SEDIMENT TRAP WITH SILT FENCE AND DIVERSIONS. 532 -- 3. PLACE FILL AROUND SEDIMENT TRAP TO COMPLETE TRAP CONSTRUCTION 534 - — — — — — BEFORE ANY MAJOR GRADING OCCURS ON SITE. — — ` — — — — _ — _ —532— — \ \ \ \ \ 4. CONTACT COUNTY INSPECTOR FOR APPROVAL OF FIELD CONDITIONS. a 536 Dense Trees \ \ I 5. BEGIN MASS GRADING. / / \ � �� i ❑\ `-- 1 \ 530 / \ \ \ 53 / \ — 1 II \ h 6. MAINTAIN PERIMETER CONTROLS. I0 \ —� PED o� II \ POLE � c / S32 O POLE OHU — OHU —I- OHU — OHU — OHU — OHU — OHU — OHU — OHU — OHU — HU — OHU — OHU — OHU OHU — OHU — OH a P U N -528, _ \ — � / POLE \ \ Ot"�\ \ II / \� , I 532 — / SOIL ERKEY OSION & SEDIMENT CONTROL SYMBOLS — 526 - \ 9�c90 / / \' /SYMBOL NO. TITLE 526, `\j LIMITS OF DISTUR M G� G \ \ r Gy 3.02 CONSTRUCTION ENTRANCE CE \ X — X —)( X X — X / \ X X 3.05 SILT FENCE SF ® \ \ ar \ �/ TS P S M U ® \ s Lr` , / yea ® 3.07 INLET PROTECTION IP \ TS PS o / \ \ O \ I 1 JLCA*E�j 3.09 TEMPORARY DIVERSION DIKEA/ [DRAWN TO SCALE] 3.13 TEMPORARY SEDIMENT TRAP%1 3.18 OUTLET PROTECTION OP 9y , N WELQ TBR \_ \ x I / `\ 0` h �3.31 TEMPORARY SEEDING% TS 15 4\ \ \ \ \ \ 9YG \ / \ \ \ O DI SA / / / / 3.35 MU3.32 LCH SEEDING \A'(/ IEJWA \ _ \\ x 1 / �--� 3.39 DUST CONTROL 1 %• _ �' DIVERSION FENCE DF \ V A A / T�R _ _ \ 2 L STEP / X \ \ \ V A SLEE E IN LIMITS OF DISTURBANCE V \ Cn \ \ A \ 532 I w \ / EX. BUILDING TO BE � / \ REMOVED v � `2If EX. WM T i \ \ BE REMOVED ABANDON = \ I \ \ C NATCMAIN I \ � TION •Imams a O 8" S N E\X. 8" DI S \ EX. 8�' DI SAN O \ \ s3 low / O \ \ N \ MILL &\OVERLAY PER \ \ \ I \ \ WP�2III 1 \ \\ \\ 'a V N I I xl \ \ \ rn © SEDIMENT TRAP DRAIN � \ Nu � \ I X I SHIMP ENGINEERING • I eorroM so'x2s' \ \ \526 LAND PLANNING SITE DESIGN CIVIL ENGINEERING PROJECT MANAGEMENT —/ k i ELEV 519 0' j - \ \ _ \ i o o \ Design Focused Engineering c \ \I AQ \ 912 East High 1 me 1 Ph one. ' 430.227 5140 L I _ T I _ �\ — � I � ChedollesvilN;, VA 22902 shimp engineenng.cOm 2Lie: .-45183 EQREE; B VSMP PLAN _ FILL THIS AREA TO FINISH SEDIMENT TRAP / PRIOR TO MAJOR SITE WORK ALBEMARLE COUNTY, VIRGINIA 2 / / / I I P R F F IT R AD I 1 O O Dense Tree I I O m 1, I TOWNHOMES SOUTH _------ — — — — — __ I Io\ SUBMISSION:szaTSOE�'�eANF R x 1, 2020.03.2015' NONEXCLUSIVE NDEGRESRIGHT 0 S-\ I 1 REVISION: S ------- 528� I '= 5�s15)---_—_— 1)2020.07.16 _ \ 530 RAVEL DRIVEWA TBR I \ / I 2) 2021.03.30 �E-- — —\— s3o — \ �� Dense Trees — — r — 532 — — I ( FILE NO. \ / I I \ \ 18.041 G E&SC PLAN PH 1 r \ \ \ I SHEET C5 OF 12 20 0 20 �, 0 � � 60 Scale: 1 "=20' ka Z+ POLE � -�I I SEQUENCE OF CONSTRUCTION -PHASE 2 \ \ NEW 30' > - 526 _ \ \ \ \ \\ / / \ \ \� 1. INSTALL ADDITIONAL SEWER MAINS AND WATERLINE. \\ - 52s, \\ \ \ / \ \ oN 0 / 2. INSTALL STORM PIPING AND INLETS, BUT KEEP ALL INLETS LIMITS OF ISTU A C N22'24'08"E 482.68' w \ FXOD 2 .58 I EXCEPT A10 BLOCKED OFF UNTIL ROAD IS STABILIZED. INSTALL FOUN n 4 -x -x x -x -x - - - INLET PROTECTION AROUND A10. 34 3. CONNECT PIPES A6 AND A7 WITH A MATTED CHANNEL WHERE 4 3 A4D 1 \ \ /BIZ G ��_3150"` So i I / ■ FUTURE DETENTION PIPES WILL BE INSTALLED. PLACE SILT FENCE ° LOT 31 ,' -� - - - - - \ 1 I ■ AROUND CHANNEL. I 27= FEE CARD 200 5�% ' 2 ' �' \I\ 28" TS P\S sQ 4- - - - - - I If I \ 4. STABILIZE ROAD WITH 1.5 INCH STONE AND PLACE INLET GARAGE UNIT �\ $I ,° �° 3n 3100 31 I N PROTECTION ON REMAINING INLETS. \ 2s 29°° 29 30°° 3� 5. ONCE ROAD IS STABILIZED, REMOVE SEDIMENT TRAP & \ 1PDIVERSION AND FINISH CONSTRUCTION ON LOTS 22-26. oLOT 30 \ `z \ \ \ 3 524 2% FEE 527.50 4 FEE 27.5 2750 1.00% 279 2 9 659\ \ LOT 37 LOT 38 LO 39 LOT 40 \ \ \ / o GARAGE UPili $ ? \ LOT 32 LOT 33\ LOT 34 LOT 35 LOT 36 \ FEE 531.50 FFE 532.00 FFE 32.50 FEE 533.00 \/ I _ _ F 529.00 FEE 529.50 FEE 530.00 F�� 530.50 FFE 531.00 ONE CAR ONE CAR ONF, CAR ONE CAR _ TS pS / / SOIL EROSION 8 SEDIMENT CONTROL SYMBOLS X X A4C \ \I I ON CAR ONE CAR ONE CAR 0 E CAR ONE CAR GARAGE UNIT GARAGE UNIT GARAGE UNIT GARAGE UNI MU I 2 L STE / GARAGE UNIT GARAGE UNIT GARA E UNIT GARAGE UNIT SYMBOL N0. TITLE KEY GARAGE\UNIT _ ) :LEE E 2%° FEE LOT 2.50 o qne n ,n \ 1 \ \ \ \ \ / so a o IV 1 \ - - 8 \ I I 3.02 CONSTRUCTION ENTRANCE CE \ 7L y = ONE CAR 27` 33 \7/ 2� 6 GARAGE UNIT \ " J \ \ \ \ 3100 / °°� /,, / o X X 3.05 SILT FENCE sF 00 00 ao 30 31 0 o y 26 \ 28so 29 29so\ 30 0 . 2 I ® 3.07 INLET PROTECTION IP T 28\ 3 3.09 TEMPORARY DIVERSION DIKE DD 2650 00 FF o527.00 0 'sa u < 1 \ rII PI �� \\ �� ! / / O� �/ 00� { /o/ /e I- 11 3.12 TEMPORARY DIVERSION \ c,+ ONE CAR 2% 2.19% 26. 2 1 \ � °�}, vi `° `° / GARAGE UNIT $ J n j \ 28 51 I [DRAWN TO SCALE] O 3.13 TEMPORARY SEDIMENT TRAP ST -27' 2 _2� 20 28 9 0 J I s e z z Se a °z 'O 1✓ = I \ 3.18 OUTLET PROTECTION OP ,a ° EW :30' .ACSA 'fzS 3r, 3.31 TEMPORARY SEEDING O 26 FEE 527.00 I - ' <2�• - - - 28 - - 9. i - =30.' S, / 35zJ ° o `� 3.32 PERMANENT SEEDING �S LOT 27 4` o AT LINE ONE CAR 2%° 3.68% 260 ° 580 I r865 26nn 2 275R h / °' S c W 3.35 MULCH 8 s I _ \GARAGE UNIT x \ �� A �F �c x-S2 A mil; / ,a. I e o I 3' I - 3.39 DUST CONTROL W �WJ W\W �Vyny W�nW VJ WW �W�iW Win No ° o. I i X I • O 2 \ \ A4A n - 1.84% 2 \ n N 31MIT5 OFDISTURBANCE RNCONVEYANCE CHANNEL SC O s" DI O E�(. 8 DI S N 8 EX. DI SO LU1 1 50 I \ 535. 5\ � \ 17\ PRIVATE RU.S3�f, I A8 \ s0 1 GARAGE UNIT v \ / S o ➢ \ \ ` 24" HOPE STORM 1 5 n, 86`'" HP TO) A5 I IS 34 S 1 52p- j - - �- - - - - /- - 83 3A E MILL VERLA o \ I \ \ \ MOM ° 31 00 \ hq 3" �, r . 1\\ / ,1 xs 3 \LOT 2 N P 200 I l \ f�Tl l ° 2 ELL A- I30 00IS I��S 3 UNIT T o 34 UN IT \ \ GAR GIL 093 eS 10 0 1-- \ 0 LOT 16 9FEE 528.00 I o X IX I I I ■■0 4.70% UN a TWO CAR GARGE LOT 3 653aorroM so'x28 GARAGE UNIT 4.5 ELEV 519.0' 1 33 CARE X nn 7. 323 Ss -e ■ ' I I I II \ ` I \ `" NSTALL SCC \ LOT 1050 �S `0 I \I \ 2 ' 4�,057 7� FFE0528.00 1'.`X Je 72fi MATTING PER 32 ` FEE UNIT TOP WET gTOR 1 / TWO CAR \ DETAIL 11 C8 LOT 4\ ® TOP DRY AGE 522.0' - /r GARAGE UNIT \ / �'1 eo 5 1 534.5�1 I17 01 STORAGE 524 0' i� \ 328° 9 53% 31 31 5 e0 3.)`% 33 GARAGE UNIT \ I ■ rn \ / k ----- 522 \41 ' 53 ° 2 2 / LOT 18 78 4.51 % FEE 528.50 753 � y < L TWO CAR GARAGE UNIT X e 2 X en 5.90% 28° LOT 19 s j 7'0 X EE FTWO - CARD" \ _ - 524 GARAGE UNIT / 63z a \ 11 -I N �y"C 9B o ■ oio \ 32 FFEOGE�NIT 2 5�S I �zJ'� aP % II c I a31 1'a GARA a 32 nn 9A / 15 ' HP STORM ( I ■ ■ \ <. 1 32 31, \S 1 1 I = I I c LOT 1250 00 532. P31X; �. 32 UNIT \ - INS o / / 8e - o I 1 SHIMP ENGINEERING GFfF ARAGE 31 I�� S T 5 LOT FFE 534.00\ NIT I IIII LAND PLANNING I SITE DESIGN I CIVIL ENGINEERING I PROJECT MNGEMENT 92 ^ 3 3GARAGE \\I Design Focused Engineering 3255� / I S � /1 912 East High 51me1 Phone: 434-227-5140 3 / r 1 ■ LOT 1 S I CharloOesAile, VA 22902 skimp-eag,neenng.mm �I o 2 '1 3.86%/ 8- F LOT 2.50 / / . &i 7s' 31 ''°. 32 GARAGE2-50 UNIT---- _ GARAGE AR -UNIT o.� / S �c.s S 32 FEE 5E3UNIT p c I I I 522 I / 5. 1% GARA in 32 °6.49% s4 94 30\ $ .O I y fib LJ 50 LOT 14 / 9 `- N I ■ '� I O.� $ ae s0 es ss 0 ■ m I 2 1 5.23% 28 FIFE 730 ,1.' 31 GARAGE2�INIT 30 I+O 5 LOT 7 Dense Tree FEE 533.50 N 524 � IRON ,0 4 r -- TWO CAR S 50� FOUND - X27 GARA _ _ / � gs' S � S 2 GE UNIT 130, 8.57 " I m M. 526 - - - - a�° GARA I ■ � II.451�3 a 535.50 S 9p I1p3 ■ -----------------528LIMlTSQF.OI 28x.4e.GARAGEUNIT 2� \2' 1�Y LOT 2 O DISTURBANCE - - - - - ® 32° \FFE 533.D0 9C' SSIOTIAL 6 / - - - _ �' A9A1 D GA GE UNIT 530 / _ NEW ■ - --- - - -528 P 2 28 'P 5.0 q 291 75 5 -- 2 . 1 P II I /-------- 28 X � I 530 SET S26°0859 W 169.50' X VSMP PLAN s3os - Ro _ II ALBEMARLE COUNTY, VIRGINIA PROFFIT ROAD / \ SOUTH A2 OMES 8" SDR-26 SAN TSpS an SUBMISSION: / X5= ` ' ■SF aan 2020.03.20 to ' ° G � Xa X x - XMgp q� STORMWgTER 24" HOPE STORM • • REVISION: I / / \\ +/ I • 0 0 1\ if• •' DES ■ � X � X _R2) 2020.07.16 0 1.03.30 0 I a ■ lmftX 3) 2021.06.07 S�� OFISTUBAIT I/ ♦� PS I I I I LIMITS OF �i I I d TMP 32-29D DISTURBANCE ti TS I M LE GROVE CHRISTIAN ♦}�I I I \ CHURCH AREA = 3.34 I FILE NO. / /*\( �4* I i \ \ \ I I / AC \-x 18.041 4I E&SC PLAN PH 2 I dCl Z SHEET C6 OF 12 `♦ I II / \ I zo o zo 4o 60 1 �� C6 N P % I � Scale: 1 "=20' 1 _ \ 530 / \ \ 530 �I 1 / 532 - SEQUENCE OF CONSTRUCTION - PHASE 3 1. INLET PROTECTION TO REMAIN UNTIL ALL WORK ONSITE IS COMPLETE. 2. APPLY PERMANENT SEEDING. 3. WHEN SITE IS STABILIZED, INSTALL STORMTECH CHAMBERS WITH THE GUIDANCE OF AN ADS REPRESENTATIVE. 4. CALL FOR FINAL INSPECTIONS. 1\ I \ II \ h \� 530 - / / TEL . 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GARAGE 2 `2 $. 32 FFE 533.00 2 i 9C / 528 _ A9A1 2 I G GA GE UNIT / - 530 -_ - 28 P 17 5 � 27 0 % 2Q3 1 / _------- 8 1 469 ■ 530 S S26°0859"W 169.50' CA I I I ■ I 530 � � c 1\ / Dense Trees IRO 0 FOUND / / e SOIL EROSION & SEDIMENT CONTROL SYMBOLS SYMBOL NO. TITLE KEY 3.02 CONSTRUCTION ENTRANCE CE X X 3.05 SILT FENCE SF ® 3.07 INLET PROTECTION IP 3.09 TEMPORARY DIVERSION DIKE DD [DRAWN TO SCALE] 3.13 TEMPORARY SEDIMENT TRAP ST 3.18 OUTLET PROTECTION OP 3.31 TEMPORARY SEEDING O 3.32 PERMANENT SEEDING �S 3.35 MULCH 3.39 DUST CONTROL DC MENOMINEE! m m MENOMINEE! LIMITS OF DISTURBANCE SHIMP ENGINEERING LAND PLANNING I SITE DESIGN I CIVIL ENGINEERING I PROJECT MANAGEMENT Design Focused Engineering 912 East High Sheet Phone: 434M7-5140 ChanoOesmile, VA 22902 skimp-eagineenng.mm ,IN 45183 IONAL F' VSMP PLAN ALBEMARLE COUNTY, VIRGINIA PROFFIT ROAD TOWNHOMES SOUTH SUBMISSION: 2020.03.20 REVISION: 1) 2020.07.16 2) 2021.03.30 3) 2021.06.07 g7,5 �/---------- 532--((//,,'-��JJ\ 1 \ � r - 532 - - FILE NO. 0 1 I \ 18.041 0\ ��o \ E&SC PLAN PH 3 / 0 \ y° 0 Z \ I z 1 Q \ I SHEET C7 OF 12 zo o zo o 1' so Scale: 1 "=20' lam/• STONE 70' MIN. CONSTRUCTION ACCESS 3" SM-2A ASPHALT TOP COURSE 2% 2% STONE CONSTRUCTION ACCESS 2% MIN. 21A AGGREGATE BASE PROFILE 70' MIN - ASPHALT PAVED / WASHRACK 2% 27 12' MIN.* r_ � *MUST EXTEND FULL WIDTH L,O -POSITIVE DRAINAGE TO SEDIMENT OF INGRESS AND EGRESS OPERATION TRAPPING DEVICE PLAN 2' MIN. 29 PAVEMENT -- PAVEMENT-` JOSH VE DRAINAGE TO SEDIMENT IRAPPING DEVICE FILTER CLOTI-IJ SECTION A -A A inin11utun water tap of 1 hlch nulst be installed with a milli lml 1 inch ballcock shutoff valve sul l}tilt, a wash hose with a diameter of 1.5 inches for adequate constant pressure. Wash water must be carried away front the enhance to an approved settling area to remove sedunent. All sedunent shall be prevented fio1II entering Storr1l drains, ditches, or watercourses. PAVED WASH RACK 'NC (SCA-E 1 YAVEQ C$ Not To Scale TABLE 3.31-C TEMPORARY SEEDING PLANT MATERIALS, SEEDING RATES, AND DATES SEEDING RATE NORTH' SOTITH6 PLANT 3/1 511 8/IS 2/15 5/I 9/1 SPECIES CHARACTERISTICS A,[ IOW III to I. to :IA to to to 4/30 4130 9/1 11/IS OATS 3 bu. (up to IW Ibs., 2 Me. X - - X - - Use spring varieties (e.g., Noble). A( v- satiwl not 1. than 5016s.) RYE" 2 11 (up to 110 lbs., 2.5 lb.. X - X X - X U. for bde fall seed P' wink' saAe carelet na less 1115016s.) cover. Tolmhn cold and low moil ore. GERMAN MILLET 5016s. eppmx. 1 lb. - X - - X - W..season --mud. Dies et first (SMaria iWiul frost May be Wdd to summer mue. ANNUAL RYEGRASS` W tbs. 11h lbs. X - X X - X May be added in mixes. Will (�i yL tm multi-Flomml mow wl of mart'Wads. WEEPING 15 Ibs. 5'h ass. - X - - X - Warm-uason pe ..W. May LOVEGRASS hooch. Tolerates hot, dry slopes m rodis g-- and acid, infertile soils. Mey be added to mixes. KOMAN 2516s. appmx. Ph X X - X X - We'm season ermud legume. LESPEDEZA` lbs. Tolerates acid soils. May be (tesoodev M --lace added to mixes. ' Northern Piedmont and Mountain region. See Plates 3.22-1 and 3.22-2. b Southern Piedmont and Coastal Plain. e May be used as a cover crop with spring seeding. it May be used as a cover crop with fall seeding. X May be planted between these dates. - May a41 be planted between these dates. 2 TEMPO] C8 Not To Scale 1992 Y SEEDING (TS a N L. 3.35 TABLE 3.35-A ORGANIC MULCH MATERIALS AND APPLICATION RATES RAM: MULCHES. NOTES: Per Acre Per 1000 sq. ft. Straw or Hay 1§ - 2 tons 70 - 90 lbs. Free from weeds and coarse (Minimum 2 matter. Must be anchored. tons for Spread with mulch blower winter cover) or by hand. Fiber Mulch Minimum 35 lbs. Do not use as mulch for 1500 lbs. winter cover or during hot, dry periods.* Apply as slurry. Corn Stalks 4 - 6 tons 185 - 275 lbs. Cut or shredded in 4-6" lengths. Air-dried. Do not use in fine turf areas. Apply with mulch blower or by hand. Wood Chips 4 - 6 tons 185 - 275 lbs. Free of coarse matter. Air- dried. Treat with 12 Ibis nitrogen per ton. Do not use in fine turf areas. Apply with mulch blower, chip handler, or by hand. Bark Chips 50 - 70 cri. 1-2 cu. yds. Free of coarse matter. Air - or yds. dried. Do not use in fine Shredded turf areas. Apply with Bark mulch blower, chip handler, or by hand. ' When fiber mulch is the only available mulch during periods when straw should be used, apply at a minimum rate of 2000 lbs./ac. or 45 lbs./1000 sq. ft. Source: Va. DSWC MULCHING 1.5 i EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. 4 SILT FENCE C$ Not To Scale W. WIRE SUPPORT SIL T FENCE DROP INLET PROTECTION 2 X 4' WOOD FRAME DROP INLET 1ME ~7 GATHER �1 EXCESS AT CDR PERSPECTIVE VIEWS ELEVATION OF STAKE AND FABRIC ORIENTATION SPECIFIC APPLICATION I l' MIN. IIIII DETAIL A THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS. 5 INLET PROTECTION IP C8 Not To Scale GRAVEL CURB INLET SEDIMENT FIL TER ., A \ 1 � y♦ r A \ � I )a 4 GRAVEL FILTER * 12^ RUNOFF WATER WIRE MESH FILTERED WATER SEDIMENT Rill I FF CONCRETE GUTTER 12' CURB INLET SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. * GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. 6 INLET PROTECTION IP C$ Not To Scale 10% SETTLEMENT �. 0.3' FREE BOARD DESIGN MW DEPTH W-11110IIIII MIN ON-6 -m- 7 VEE-SHAPED DIVERSION DV) C$ Not To Scale Compacted Soil 18" min. Flow III 4.5' min. $ DIVERSION DIKE DD oScale PERMANENT SEEDING SPECIFICATIONS February 16 through April 30: Kentucky 31 Fescue - 128 lbs/acre; Red Top Grass - 2 lbs/acre; Annual Rye - 20 Ibs/acre. May 1 through August 15: Kentucky 31 Fescue - 128 lbs/acre; Red Top Gross - 2 lbs/acre; Foxtail Millet - 20 lbs/acre. August 16 through October 31: Kentucky 31 Fescue - 128 lbs/acre; Red Top Gross - 2 lbs/acre; Annual Rye - 20 lbs/acre. November 1 through February 15: Kentucky 31 Fescue - 128 lbs/acre; Red Top Grass - 2 lbs/acre; Winter Rye - 20 lbs/acre. MULCHING SPECIFICATIONS: Straw or hay at a rate of 2 tons/acre. Must be anchored. Spread with mulch blower or by hand. LIME AND FERTILIZER SPECIFICATIONS: Lime and fertilizer needs should be determined by soil tests. Soil tests may be preformed by the Cooperative Extension Service Soil Testing Laboratory at VPI&SU, or by a reputable commercial laboratory. Information concerning the State Soil Testing Laboratory is available from CITY Extension Agents. Under unusual conditions where it is not possible to obtain a soil test, the following soil amendments will be applied: For Permanent Seeding: Seeded areas shall be limed at a rate of 2 tons per acre, and fertilized at a rate of 1,000 lbs. per acre of 10-20-10 (10 lbs. per 1,000 square feet) or equivalent. For Temporary Seeding: Seeded areas shall be limed at a rate of 2 tons per acre, and fertilized at a rate of 600 lbs. per acre of 10-20-10 (10 lbs. per 1,000 square feet) or equivalent. LOW MAINTENANCE GROUND COVER: SOUTHEAST NATIVE GRASS SEED MIX (AMERICAN MEADOWS INC.) For slopes steeper than 3:1 grade, Mix the following seeds at 30 lbs/acre each, along with EC-2 Matting: Virginia Wildrye (Elymus virginicus), Little Bluestem Grass (Schizachyrium scoporium), Purpletop (Tridens flavus), Broomsedge (Andropogon virginicus) and Indian Grass (Sorghastrum nutans). s PERMANENT SEEDING PS C$ Not To Scale TABLE 3.39-A ADHESIVES USED FOR DUST CONTROL Water Application Dilution Type of Rate Adhesive (Adhesive: Water) Nozzle Gallons/Acre Anionic Asphalt Emulsion 7:1 Coarse Spray 1,200 Latex Emulsion 12.5:1 Fine Spray 235 Resin in Water 4:1 Fine Spray 300 Acrylic Emulsion (Non -Traffic) 7:1 Coarse Spray 450 Acrylic Emulsion (Traffic) 3.5:1 Coarse Spray 350 10 DUST CONTROL DC C$ Not To Scale }DISTANCE IS 6' MINIMUM IF FLOW IS TOWARD EMBANKMENT FLOW 12 CULVERT INLET PROTECTION (CIP) C8 / Not To Scale TYPICAL WATERWAY CROSS -SECTIONS TYPICAL RIRRAP CHANNEL WITH NO STONE ONLY THE FILTER CLOTH Sul;; I FILTER CLOTH) NOTE: ALTHOUGH FILTER CLOTH IS PREFERED, A GRANULAR FILTER MAY BE SUBSTITUTED FOR FILTER CLOTH. ( FOR PHYSICAL REQUIREMENTS, SEE STD. & SPEC. 3.19, RIPRAP) NOTE: DETAIL DRAWING ADJUSTED BASED ON THE DESIGN SOURCE: SWGPLATE 3.17-1 STORMWATER CONVEYANCE CHANNEL C8 Not To Scale PIPE OUTLET CONDITIONS A A HRLA WI IN IVU ULNINLU {a - CHANNEL I LG=11F� 0% d 7- SECTION A -A FILTER CLOTH KEY IN 6"-9'; RECOMMENDED FOR ENTIRE PERIMETER NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR CONCRETE. 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 INCHES. Sediment Trap Design Data Weir DA Wet D1 Wet Vol. Area 1 Dry D2 Dry Vol. Area 2 No. A B C H (A.) Z (ft.) Length (Ars.) I" (sq. ft.) (ft.) (sq. ft.) (Req- (PCoY) (Req. (Pcov) 1 524.0 522.0 519.0 3.0 3.0 17.8 2.97 199.0 3.0 218.0 2244.0 199.0 2.0 199.0 3107.0 Q10 ms) La (ft) Do (ft) 3Do (ft) d50 (in) depth (in) Outlet Condition Al 5.86 11.0 2.00 6.00 6.0 9.0 Channel 14 � OUTLET PROTECTION TABLE (OP C$ Not To Scale ORIGINAL GROUND ELEV. *SEE PLATE 3.13-1 Area 2 DRYSTORAGE 67 CU. YDJACRE WETSTORAGE 67 CU. YDJACRE D1 \FILTER CLOTH \ ORIGINAL (EXCAVATED) GROUND EL=C ELEV. COARSE AGGREGATE** CLASS I RIPRAP CROSS SECTION OF OUTLET CLASS 1 RIPRAP LENGTH (IN FEET) _ \ / , (I X DRAINAGE AREA DIVERSION DIKE I ' COARSE AGGREGATE" EXCAVATED E AREA FILTER CLOTH **COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 OUTLET (PERSPECTIVE VIEW) 16 TEMPORARY SEDIMENT TRAP (ST) C8 )Not To Scale 3do (MIN.) 'IPE OUTLET TO WELL )EFINED CHANNEL SHIMP ENGINEERING LAND PLANNING I SITE DESIGN I CIVIL ENGINEERING I PROJECT MANAGEMENT Design Focused Engineering 912 East High Street Phone: 434-227-5140 ChadoResvilk, VAU 02 shim"rgineenng.com 15183 Z( VSMP PLAN ALBEMARLE COUNTY, VIRGINIA PROFFIT ROAD TOWNHOMES SOUTH SUBMISSION: 2020.03.20 REVISION: 1) 2020.07.16 2) 2021.03.30 3) 2021.06.07 FILE NO. E&SC DETAILS SHEET C8 OF 12 m 540 535 530 525 520 515 510 505 500 Al A2 CA 3) A4 A5 A6 ■■ Vrii�� ©�� . - � � � a�ulaaraa:Im:asml�>.Ig:•!tl■■�■�' r • • • e .. NNE • .:: �!I!!' � �� -�- !�- _ Il!' I41i�111M•� -- _ - - .J:�- ■� ■'.■��- _ . ._, �- - F-T�� h �_vianola-�•.-.n�nu LeT-7_fT�� - ■� ■.■�� I L I A ■m ■'.■IIIIIIIIIIIIIIIIIII�� -�IAI- lid �� ■� r�a� F■1:1�Ci��- •�' :Ul, - -1 �i�i -- -� • fir. ■ii�� ii . 10+00 10+50 11+00 (�1�STORM PROFILE Al -A6 C9 VER : =10 HORZ: 1"=20' fjj A8 540 535 530 525 5A 515 510 505 A9 A10 11+50 12+00 �- ■-�lS�'0191'1'1�� -i-�i fI�.. ES�i�■ ■�.zA'i49�r71�!)Etl�'i[�R.1Srm�lGii['i■•U7]�9 ■ G[�cIG1�i�119■ilii�KiF'�!lI=LZ=r_1 _ �l ■■■■■I:l11ai"-�'f1Yi�■■■■.•SL•T�Il:� rC�i■ii-i7i'i� � 10+00 10+50 2 STORM PROFILE A7-A10 C9 VERT:1"=10' HORZ: 1"=20' A7 535 530 525 520 2' M fi 515 1 11+00 11+50 ._• WA IIIII=eVrWA 111111 19 0 wra IN WIWAA IN ■I■ • • • • • • • • •' • 50 10+00 10+50 5 STORMTECH PROFILE C9 VERT:1"=10' HORZ: 1 "=20' 545 540 535 530 525 520 515 510 505 C9 OR : 11+00 535 530 525 520 515 510 11+50 12+50 540 STONE TOP 525.BC 535 CHAMBER ROW TOP 524.E 530 525 1 .00' 520 515 13+00 13+50 14+00 A6 ADS GEOSYNTHETIC 601T NON -WOVEN GEOTEXTILE 18" ADS N-12 AROUND ALL STONE LAYERS MANIFOLD 1.30' #3 STONE TOR W TOFVVCH 0 MCS 4 TYP. 6" U RDRAIN INV. 517.50' 8.33' 24" SUMD 24" SU 510 3 STORMTECH CHAMBERS SECTION DETAIL C9 SCALE: 1"=5' 505 12+00 10+00 10+50 11 +00 11 +50 s SANITARY PROFILE N-Ma C9 VERT:1"=10' A4 HORZ: 1"=20' 545 540 :6%v 00, WA9 6VIR, 515 510 505 12+00 I-3C TOP 525.77 100-YR WSE 524.68 10-YR WSE 523.27 WEIR TOP 523.40 °d a a 2-YR 1-YR WSE 521.23 WSE 520.86 4 24x5.5" ORIFICE a INV. 520.90 a d 2.3ra �- ORIFICE INV. 516.72 is PROVIDE A TRASH RACK FOR THIS ORIFICE s WEIR WALL DETAIL STR. A4 C9 SCALB:1"=5' 8' ROOFDRAIN-� 5' MH-1 M ACCESS ON EACH SIDE OF THE WEIR 38" HP PIPE 24 HP PIPE 12' DI-3 _ W/ WEIR WALL LONGG SWEEP VTR. A4 PLAN DETAIL C9 SCALE: 1"=10' 55 50 �s >0 5 0 I� 14+50 15+00 ]74 rn 53 NSPECTION PORT R UND ELEV. 528.05' 53 STO E TOP 525.80' ISOLATOR ROW TOP 524.80' 52 R W 52 TOR BOTTOM 519.8' 51 #3 STO BER BOTTOM 519.5' STONE BOTTOM 517.50' 51 15+50 16+00 246 v 5 0 5 0 5 0 16+50 ��' ■■■■� 1 !_7� . 11 l y Vaal: i =11J HORZ: 1"=20' PROFFIT ROAD TOWNHOMES SOUTH LD-229 STORM DRAIN DESIGN COMPUTATIONS F. To Catch. Ruaotf Inc Accim Tot Totsl Tula) UP Da Pipe lav Pipe Pipe Velocity Flowlive point Paint Area Coef AC AC Itnensi Flow efc invert Inver[ SI Diameter Ca i Inc (111111) io/hr BI El R % cla Na 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 All A10 0.47 0.47 0.22 0.22 500 5.17 1.14 .5 4,71% 15 1 7. 0.12 A10 A9 0.22 5.12 5.14 1.13 524.50 524.30 20.29 0."% 15 7.2 4.3 0.08 A9C A9B 033 070 023 023 5,08 5,15 1.18 527.37 526.76 88.36 069% 15 5.8 3.7 0,40 A9B AVA 0.23 5.40 5.07 1.❑ 526.56 524.90 6376 2.W% 15 11.3 5.9 0.18 A9A A9 0.23 5.18 5.12 1.18 524.90 524.00 118.88 0.76% 15 6.1 3.8 0.52 A9A1 A9A 023 075 0,17 0.17 5.00 5.❑ 0.89 525.50 524M 94.99 071% 15 5A 3.8 0.37 A9 AB OA5 5,52 5A4 2.27 524.10 523.70 53.27 0.75% 15 6.8 5.0 0.19 ---AT- A7 U35 O86 0,30 0,75 5,18 5.12 .85 38% .5 t - Detention S,sIe o Between A7 Fa A6 A6 A5' 0.26% 36 A5 A4* 517.11 516.87 94.38 025% 36 A4N A4G 0.003 0.90 U.1102 QIXY2 5.W 5.1] 0.01 524.90 524.51 39.00 LW% 6 0.2 0.5 1.26 A4G A4F 0.003 0.90 0.002 0.002 6.26 4.8] 0.01 524.41 523.80 61 1.00% 6 0.2 0.5 L9] A4F ME 0.003 0.90 0.002 0.002 6.97 4.72 0.01 523.70 523.29 41 1.00% 6 0.2 0.5 1.32 ME A4 0.002 0.002 6.32 4.86 0.01 523.19 522.90 29 1.00% 6 0.2 O.5 0.94 A4D A4C OA03 0.90 0002_ 0.002 5.110 5.❑ 0,01 524.90 524.51 39 1.W% 6 0.2 O5 1.26 A4C A4B 0.003 0.90 000'_ 0.002 6.26 4.87 0,01 5 4.41 523.80 61 1.W% b 0.5 1.97 A4B A4A 0.003 0.90 0.002 0.002 6.97 4.72 0.01 523.70 523.29 41 Lw% 6 0.2 0.5 1.32 A4A A4 0.002 0.002 6.32 4.86 0.01 523.19 522.88 31 1.00% 6 0.2 0.5 1.00 A4•* A3 L 54 Me 0.76 0.76 6.00 4.93 8.31 516]2 516.10 ]7.42 0.80% 24 21.9 6.5 0.20 A3** A2 076 5.20 5.12 8,31 515.90 514.00 267.25 0.71% 24 6.1 5.7 078 A2** AI 0,76 5.78 4.98 8.31 513.45 311.11 97.26 2.41% 24 38.0 9.7 ON "Pi -Si7,in not cnmuted as i used for smrae is the l0. r from h drocad+ the Accamilated AC=T55+0.76=8.31 PROFFIT ROAD TOWNHOMES SOUTH LD-204 Stormwater III Computations Inlets on Grade Only Sag Inlets Only gE 2 E y ° m 5 CJ ¢ U a U C ¢ U P 01 5 c u d o 8 d Er d '.2 m _ i o 9 ° tPJ y > a O tPJ 9 S p VJ F -E 5 m a a U x S 9 1 2 3 5 6 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 d) (ac) (m/hc) ("IS) (,,a) (cf.) T/9 (/9 C/9 (ft) (ft) (-fs) (ds) (ft) (ft) (ft) All DI-7 3.5 1 0.47 1 0.47 0.22 1 4.0 1 0.88 0.00 1 0.88 0.020 0.04 0.04 1 1 1 0.09 1 6.35 6.5 1.43 0.00 1.43 - 0.13 - - 8.11 A8 DI-313 12 0.35 0.86 0.30 4.0 1.21 0.62 1.82 0.020 0.08 0.02 0.03 3.36 0.26 100.0% 1.82 0.00 6.5 1.96 0.24 220 3.44 0.27 100.0% 2.20 0.00 A5 DI-3B 12 0.73 0.71 0.51 4.0 2.05 0.00 2.05 0.020 0.08 0.02 0.02 0.26 0.5 0.53 6.88 6.5 3.33 0.00 333 0.32 0.5 0.64 9.67 A4 DI-3C 12 1.05 0.72 0.76 4.0 3.04 0.00 3.04 0.026 0.08 0.02 0.02 0.27 0.5 0.53 7.06 6.5 4.94 0.00 1 4.94 0.31 0.5 0.61 9.03 A9C DI-3C 6 0.33 0.70 0.23 4.0 0.92 0.00 092 0.026 0.08 0.02 0.02 0.12 0.5 0.24 1.45 6.5 1.49 0.00 1.49 0.17 0.5 0.33 2.00 A9A1 DI-3A 4 0.23 0.75 0.17 4.0 0.69 0.00 0.69 0.020 0.08 0.03 0.05 3.21 0.19 89.8% 0.62 0.07 0.27 0.5 0.53 7.06 6.5 1.12 0.00 1.12 3.55 0.22 78.7% 0.88 0.24 0.31 0.5 1 0.61 9.03 TABLE 1, RECOMMENDED MINIMUM TRENCH WIDTHS HP STORM TRENCH INSTALLATION DETAIL o MIN. TRENCH PIPE DIAM. WIDTH 12' 30" 300mm 762mm 15" 34' 375mm 884mm 18' 39" 450mm 991mm za' 45" BOOmm 1219mm 30" 58" 750mm 1422mm 84" 900mm 1626mm 72" 1050mm 1829mm 48" 80" 1200mm 2032mm 60" 96" 1500mm 2438mm •`'-'6+^•• HAUNCH TABLE 2, MINIMUM RECOMMENDED COVER BASED ON VEHICLE LOADING CONDITIONS 4" FOR 12%24" PIPE BEDDING 6" FOR 30"-60" PIPE MIN TRENCH WIDTH SUITABLE (SEETABLE) FOUNDATION NOTES: 1. ALL PIPE SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH ASTM D2321, "STANDARD PRACTICE FOR UNDERGROUND INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW APPLICATIONS', LATEST ADDITION, SURFACE LIVE LOADING CONDITION HEAW CONSTRUCTION PIPE DIAM. H-25 (75T AXLE LOAD) " 12"-48' 12' 48" 300mm-1200mm 305mm 1219mm 60" 24" 69, 1500mm 810mm 1524mm VEHI LE IN EX E F 75T MAY RE UIRE ADDITI NAL VER WITH THE EXCEPTION THAT THE INITIAL BACKFILL MAY EXTEND TO THE CROWN OF THE PIPE. SOIL CLASSIFICATIONS TABLE 3, MAXIMUM COVER FOR ADS HP STORM PIPE, It ARE PER THE LATEST VERSION OF ASTM D2321. CLASS IVB MATERIALS (MH, CH) AS DEFINED IN PREVIOUS VERSIONS OF ASTM D2321 ARE NOT APPROPRIATE BACKFILL MATERIALS. 2. MEASURES SHOULD BE TAKEN TO PREVENT MIGRATION OF NATIVE FINES INTO BACKFILL MATERIAL, WHEN REQUIRED. 3. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED BY THE ENGINEER AND REPLACE WITH SUITABLE MATERIAL AS SPECIFIED BY THE ENGINEER. AS AN ALTERNATIVE AND AT THE DISCRETION OF THE DESIGN ENGINEER, THE TRENCH BOTTOM MAYBE STABILIZED USING A GEOTEXTILE MATERIAL. 4. BEDDING: SUITABLE MATERIAL SHALL BE CLASS I, II, III, OR IV. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. COMPACTION SHALL BE SPECIFIED BY THE ENGINEER IN ACCORDANCE WITH TABLE 3 FOR THE APPLICABLE FILL HEIGHTS LISTED. UNLESS OTHERWISE NOTED BY THE ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4- (100mm) FOR 12"-24' (300mm-600mm) DIAMETER PIPE; 6" (150mm) FOR 30•-60" (750mm-1500mm) DIAMETER PIPE. THE MIDDLE 113 BENEATH THE PIPE INVERT SHALL BE LOOSELY PLACED. PLEASE NOTE, CLASS IV MATERIAL HAS LIMITED APPLICATION AND CAN BE DIFFICULT TO PLACE AND COMPACT; USE ONLY WITH THE APPROVAL OF A SOIL EXPERT. 5. INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS I, II, III, OR IV IN THE PIPE ZONE EXTENDING TO THE CROWN OF THE PIPE. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. MATERIAL SHALL BE INSTALLED AS REQUIRED IN ASTM 02321, LATEST EDITION. COMPACTION SHALL BE SPECIFIED BY THE ENGINEER IN ACCORDANCE WITH TABLE 3 FOR THE APPLICABLE FILL HEIGHTS LISTED. PLEASE NOTE, CLASS IV MATERIAL HAS LIMITED APPLICATION AND CAN BE DIFFICULT TO PLACE AND COMPACT; USE ONLY WITH THE APPROVAL OF A SOIL EXPERT. S. MINIMUM COVER: MINIMUM COVER, H, IN NON -TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE AREAS) IS 12" (300mm) FROM CLASS I CLASS II CLASS III CLASS N PIPE DIA COMPACTED 95% 90% 85% 95% 90% 95% 12' 41 28 21 16 20 16 16 (300mm) (12.5m) (8.5m) (BAm) (4.9m) (6.1m) (4.9m) (4.9m) 15' 42 29 21 16 21 16 16 (375mm) (12.8m) (8.8m) (SAID) (4.9m) (8Am) (4.9m) (4.9m) 18• 44 30 21 16 22 17 16 (450mm) (13.4m) (9.1m) (6.4m) (4.9m) (6.7m) (5.2m) (4.9m) 24' 37 28 18 14 19 14 14 (600mm) (11.3m) (7.9m) (5.5m) (4.3m) (S.8m) (4.3m) (4.3m) 301 39 27 19 14 19 15 14 (750mm) (11.9m) (8.2m) (5.8m) (4.3m) (5.8m) (4.6m) (4.3m) 36" 28 20 14 10 14 11 10 (900mm) (8.5m) (6.1m) (4.3m) (3.0m) (4.3m) (34m) (3.0m) 42" 30 21 14 10 15 11 10 (1050mm) (9.1m) (6.4m) (4.3m) (3.0m) (4.6m) (3Am) (3.0m) 48" 29 20 14 9 14 10 10 (1200mm) (8.8m) (6.1m) (4.3m) (2.7m) (4.3m) (3.0m) (3.0m) 60" 29 r 20 14 9 14 10 9 (I600mm) (8.8m) (6.1m) (4.3m) (2.7m) (4.3m) (3.0m) (2.7m) THE TOP OF PIPE TO GROUND SURFACE. ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOTATION. FOR TRAFFIC FILL HEIGHT TABLE GENERATED USING AASHTO SECTION 12, LOAD APPLICATIONS; CLASS I OR II MATERIAL COMPACTED TO 90% SPD AND CLASS III COMPACTED TO 95%SPD IS REQUIRED. RESISTANCE FACTOR DESIGN (LRFD) PROCEDURE WITH THE FOLLOWING FOR TRAFFIC APPLICATIONS, MINIMUM COVER, H, IS 12" (300mm) UP TO 48" (1200mm) DIAMETER PIPE AND 24" (600mm) OF ASSUMPTIONS: COVER FOR 60' (1500mm) DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT NO HYDROSTATIC PRESSURE OR TO TOP OF RIGID PAVEMENT. UNIT WEIGHT OF SOIL (ya) =120 PCF 7. FOR ADDITIONAL INFORMATION SEE TECHNICAL NOTE 2.04. a REV. MAXIMUM CDVER HEIGHTS Rw0 ovum •vmannS. we REV. DESCRIPTION BY MMrDDM' OHNm ADVANCED DRAINAGE SYSTEMS. INC. ('ADS-) HAS PREPARED THIS DETAIL EASED ON INFORMATION PROVIDED TOMS. THIS DRAWING IS INTENDED TO DEPICT THE COMPONENTS AS REQUESTED. ADS HAS NOT PERFORMED ANY ENGINEERING OR DESIGN SERVICES FORTHIS a PROJECT, NOR HAS ADS INDEPENDENTLY VERIFIED THE INFORMATION SUPPLIED. THE INSTALLATION DETAILS PROVIDED HEREIN ARE GENERAL TRENCH INSTALLATION 4SID TRUEMAN BLVD RECOMMENDATIONS AND ARE NOT SPECIFIC FOR THIS PROJECT. THE DESIGN ENGINEER SHALL REVIEW THESE DETAILS PRIOR TO DBTAII, HP BTOli11 ( ) HILLIARD. ON043028 CONSTRUCTION. IT IS THE DESIGN ENGINEERS RESPONSIBILITYTO ENSURETHE DETAILS PROVIDED ED HEREINMEETSOREXCEEDSTHE APPLICABLE NATIONAL, STATE, OR LOCAL REQUIREMENTS AND TO ENSURE THAT THE DETAILS PROVIDED HEREIN ARE ACCEPTABLE FOR THIS aw,wcmoarxwceraratm.am PROTECT. DRAWING NUMBER: STD-101D s 535 530 525 520 515 SHIMP ENGINEERING LAND PLANNING I SITE DESIGN I CIVIL ENGINEERING I PROJECT MANAGEMENT Design Focused Engineering 912 East High Street Phone: 434-227-5140 Chedo6esvl1le, VAU 02 shimp-engineering.com 15183 VSMP PLAN ALBEMARLE COUNTY, VIRGINIA PROFFIT ROAD TOWNHOMES SOUTH SUBMISSION: 2020.03.20 REVISION: 1) 2020.07.16 2) 2021.03.30 3) 2021.06.07 FILE NO. PROFILES SHEET C9 OF 12 C9 A9B A9C ACCEPTABLE FILL MATERIALS: STORMTECH MC-4500 CHAMBER SYSTEMS AASHTO MATERIAL MATERIAL LOCATION DESCRIPTION COMPACTION / DENSITY REQUIREMENT CLASSIFICATIONS FINAL FILL: FILL MATERIAL FOR LAYER'D' STARTS FROM THE PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED D TOP OF THE'C' LAYER TO THE BOTTOM OF FLEXIBLE ANY SOILIROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. N/A INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. PREPARATION REQUIREMENTS. PAVEMENT SUBBASE MAY BE PART OF THE'D' LAYER AASHTO M145' INITIAL FILL: FILL MATERIAL FOR LAYER 'CSTARTS FROM THE GRANULAR WELL -GRADED SOIL/AGGREGATE MIXTURES, <36% FINES OR A-1, A-2-4, A-3 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (800 mm) PROCESSED AGGREGATE. _ THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN C ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT OR 12" j300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR SUBBASE MAY BE A PART OF THE'C' LAYER. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS - WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR LAYER. AASHTO M43' PROCESSED AGGREGATE MATERIALS. 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS AASHTO M43' B FROM THE FOUNDATION STONE ('A' LAYER) TO THE'C' LAYER CLEAN, CRUSHED, ANGULAR STONE 3.4 NO COMPACTION REQUIRED. ABOVE. A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE CLEAN, CRUSHED, ANGULAR STONE AASHTO M43' PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.23 SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. 3.4 PLEASE NOTE: 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: 'CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAILING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LQAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4. ONCE LAYER'C' IS PLACED, ANY SOILIMATERIAL CAN BE PLACED IN LAYER'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D` AT THE SITE DESIGN ENGINEER'S DISCRETION. ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B\L'AYERS PERIMETER STONE (SEE NOTE 6) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) \\ \ � � INS PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) LIDUBLEPAVEMENT. FOR UNPAVED E RUTTING FRCM VEHICLES MY CCCUR, iE COVER TIC,30' (TIED Run). 24" li 1 (600 mm) MIN' 12' (300 ri MIN y 60. (1525 mm) 7.0' (2.1 m) MAX _ -1L - =1I1= 1=1I I -III -III -I II -I - _ -III-II = L-Ih I Ld�- --II -III-III DEPTH OF STONE TO BE DETERMINED i ITT it =1TI=III-'_IITII I-I1=I I I -I I I -I I I -III I1 11I-IT - III -I I -I I1=1I 12" (300 mm) MIN ---1R= m=Nil=-19-LIi=T=NTT -Tn-ITT- BY SITE DESIGN ENGINEER 9" (230 mm) MIN MC-3500 100" (2540 mm) 12' (300 mm) MIN END CAP SUBGRADE SOILS (230 m .. MIN (SEE NOTE 4) - NOTES: 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a,'STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS' CHAMBER CLASSIFICATION 6OX101 2. MC-4500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. . • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3. • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/INAN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F 123° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. UNDERDRAIN DETAIL NTS STORMTECH CHAMBER )RMTECH END CAP 'LET MANIFOLD FOUNDATION STONE BENEATH CHAMBERS ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE STORMTECH END CAP FOUNDATION BENEATH CHAMBERS ADS GEOSYNTHETICS 601 T NON -WOVEN GEOTEXTILE _ITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS 6' CI SO mm) TYP FOR SC-740, DC-780, MC-3500 & MC-4500 SYSTEMS MC -SERIES END CAP INSERTION DETAIL NTS Ar STORMTECH END CAP 12" (300 mm) MIN INSERTION MANIFOLD STUB MANIFOLD HEADER 12"(300 mm) MIN INSERTION NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FOR A PROPER FIT IN END CAP OPENING. MC-4500 TECHNICAL SPECIFICATION NTS CREST STIFFENING RIB CREST VALLEY WEB STIFFENING RIB UPPER JOINT .� rnawllrATlnN FOOT WALL lDl'uILWJYI"YFILWU LW W1 J_ -'ORATED L LOWER JOINT CORR. a BUILD ROW IN THIS DIRECTION 100.0" (2540 mm) I~ 90.2" (2291 mm) ERDRAIN nn SECTION B-B 12" (300 mm) MIN SEPARATION MANIFOLD HEADER MANIFOLD STUB - 1 30.E 48.3" 520' (781 mm) . (1227 mm) INSTALLED INSTALLED (1321 mm) NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 100.0" X 60.0" X 48.3" (2540 mm X 1524 mm X 1227 mm) CHAMBER STORAGE 106.5 CUBIC FEET (3.01 m") MINIMUM INSTALLED STORAGE' 162.6 CUBIC FEET (4.60 m") WEIGHT 130.0 Ibs. (59.0 kg) NOMINAL END CAP SPECIFICATIONS - 35.1" SIZE (W X H X INSTALLED LENGTH) 90.2" X 59A' X 30.7" (2291 mm X 1509 mm X 781 mm) (891 mm) 1` END CAP STORAGE 35.7 CUBIC FEET (1.01 m") MINIMUM INSTALLED STORAGE' 109.7 CUBIC FEET (3.081TP) WEIGHT 135.0 Ibs. (61.2 kg) `ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS, 12" (305 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY. STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A WELDED GROWN PLATE END WITH "C" L END CAPS WITH A PREFABRICATED WELDED STUB END WITH NW" MA PART # STUB B C B MC4500REPE06T 8' (150 mm) 42.54" (1.081 m) MC4500REPE088 - 0.86" (22 mm) MC450OREPEOBT 8" (200 mm) 40.50' (1.029 m) MC450OREPEOBB - 1.01' (26 mm) MC450OREPEIOT 10' (250 mm) 38.37' (975 mm) - MC4500REPE10B - 1.33" (34 mm) MC4500REPE12T 12' (300 mm) 35.69' (907 mm) MC450OREPE126 - 1.55" (39 mm) - MG450OREPE15T iS (375 mm) 32.72" (831 mm) - MC450OREPE15B - 1.70" (43 mm) MG450DREPE19TC 18" (450 mm) 29.36' 46 mm (7 ) - MC4500REPE18TW MC450OREPE18BC - 1.9E (50 mm) MC450OREPE18BW MC450DREPE24TC 24• (600 mm) 23.05' (585 mm) - M0450GREPE24TW MG450OREPE24BC - 2.26" (57 mm) MC450OREPE24BW MG450OREPE30BC 30" (750 mm) - 2.95' (75 mm) MG450OREPE3613C 36" (900 mm) - 3.25" (83 mm) MG450OREPE42BC 42' (1050 mm) _ - 3.55' (90 mm) NOTE: ALL DIMENSIONS ARE NOMINAL nm) CUSTOM PRECORED INVERTS ARE I AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24" (300-600 mm) SIZE ON SIZE AND 15-48" (375-1200 ni ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC-4500 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (250 mm). THE INVERT LOCATION IN COLUMN'S' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. 545 540 535 530 525 520 515 510 9+50 10+00 10+50 11 +00 11 +50 12+00 1 STORM PROFILE A9-A9C C10 VERT:1"=10' HORZ: 1"=20' COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS WIT NON -WOVEN GEOTEXTILE STORMTECH HIGHLY RECOMMENDS FLEXSTORM PURE INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES CATCH BASIN OR MANHOLE SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24' [600 mm] MIN RECOMMENDED) MC-4500 CHAMBER 24" (800 mm) HOPE ACCESS PIPE REQUIRED USE FACTORY PRE -CORED END CAP PART #: MC450OREPE24BC OR MG450OREPE24BW MC-4500 ISOLATOR ROW DETAIL NTS INSPECTION & MAINTENANCE STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT A. INSPECTION PORTS (IF PRESENT) A.1. REMOVEIOPEN LID ON NYLOPLAST INLINE DRAIN A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED /L3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4. LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 RRI PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B. ALL ISOLATOR ROWS B.I. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY I!) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3. IF SEDIMENT IS AT, OR ABOVE, 3' (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2) CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45(1.1 m) OR MORE IS PREFERRED B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C. VACUUM STRUCTURE SUMP AS REQUIRED STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. wP-s 545 540 535 530 525 520 515 510 9-50 10+00 3 STORM PROFILE A9A-A9A1 C10 VERT:1"=10' HORZ: 1"=20' OPTIONAL INSPECTION PORT �r•ZT.ylil]�\IRZ•]:1J I r TWO LAYERS OF ADS GEOSYNTHETICS 315WTM WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS I Off (3.1 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS TICK COAT WE PROPOSED CONSTRUCTION JOINT EDSTNG ASPHALT LAYERS PROPOSED ASPHALT LAYERS -------- EXISTING SUBBASE PROPOSED SUBBASE COMPACTED SUBGRIGE CONSTRUCTION JOINT DETAIL ® REMOVE EXISTING ASPHALT LAYERS TO EMITTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING IAYERG ® PROPOSED MINIMUM 1Y NCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5) z MINIMUM 12 NICHES OR GREATER AS NECESSARY TO ABUT THE FILL THCIOIESS OF EUSTING ASPHALT LAYERS AS DETERMINED W CORES (SEE NOTE SI NOTES) 1. ASPHALT PAVEMENT WIDENING SHALL HAVE A PAVEMENT DESIGN N ACCORDANCE WRH CURRENT VDOT PROCEDURES AND BE APPROVED BY THE ENGINEER. 2. WE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF THE LAYERS OF METHOD PAVEMENT. SUBSURFACE DRAINAGE OF ME DARTING AND PROPOSED PAVEMENT SHALL BE ADDRESSED N THE PAVEMENT DESIGN. J. A MINIMUM OF THREE CORE SHALL SE FACED ALONG TIE CENTER OF THE IDMUNT TRAVEL LANE TO DETERMNE THE TYPE AND THID°ESS OF DURING PAVEMENT LAYERS. THESE CORES SHAL BE SPICED NO MORE THIN 500 FEET MART. 4. THE AAIACENT TRAVEL LANE SHALL BE MILLED A MINIMUM DEPTH OF 1% WKS D REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH WE PROP OSED PAVEMENT WIDENING SURFACE COURSE,UESS WAVED BY NINE A ENGINEER 5. THE ENiFFA MAY REQUIRE WE NLLlIC DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE M ACCEPTABLE PAVEMENT CROSS-ADPE AND EFFECTIVE SURFACE MANAGE. S. EUSRXG PAVEMENT MNS.TNGS AND MARKERS WITHIN ME PROJECT LINTS SHALL BE RESTORED SUBJECT TO THE APPROVAL OF THE ENGINEER. 7. FRI TRANSVERSE PAVEMENT TIE-IN SHAL CONFORM TO THE REQUIREMENTS OF SECTION 315.05(e) OF THE SPECIFICATIONS EXCEPT THAT ALL MINTS 1N LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE N ACCORDANCE WITH THE REQUIREMENTS OF SEIORON 315.07(P)OF THE SPECIFICATIONS. END -SECTION 12" - 60'' PIPE _HUB END ON OUTLET END SECTIONS SPIGOT END ON HET ENO -SECTION 1XL / X E a 4°000 PIT MINIMUM PLAN \ L B OFdd RR BN m 5T AN 1 A ( / ° T E PAY OE GFCTIFIN Y-Y FNTT VIEW END SECTION DIMENSIONS PIPE DIAMETER A R C 12.. 4" 20" 2' 0" 4''0' 2'-0" 2r 9- 2 11 2' T S-,.. 1. 1. 24.• y •• 3.-7- 2'-S' 5••1•• 4•-D•• M.. 1'-0.' 4•-8'• p_] 6•_1 •• 5•_p• J].. 1-1/2'C-101 .. 2�-0 .. 7._ 5._5. 1. 42.. Y_s. 5._3.. T-11 5..2.. S..W.. 1.. 2.-0. N" 2'-3" 5'-5"SO.. -I .. 10+50 L BMP TRASH RACK 2 5" ORII C 1 Q NOT TO SCALE 41Y Zfi: 0R �xf% WIR 520 515 510 11+00 ALTERNATE END -SECTION 12'' - 60" PIPE 1- NUB END ON OUTSET M NT SPIGOT END ON INLETLj' X _1X 7 • CONCIETE ro BE E JJ40W P4MNMd/ PL�1 C B .W dETLW MAo�e�� OFPPE 3,�SlTOk STEEL FI9NIC REIniORCEMENT J_ 4 A \ / I _0 E SE SECTION 1, X-X END VIEW END SECTION DIMENSIONS PIPE MI TER A B C D E R.. 4. T O_ 4._7. S..P. 2..0. 15 21.3 3•-10- .". 2•.R• IAA y. TL3p 5.-DILL B..r. 3..0. 21.. 5.. 2'-11.. p_2.. 5".. 3._B1 24.. DILL 3..7, q..V 5..3. 4..0.. 2r' 4•.0• i'• S•p •• 4.-5• 30^ 1.0 3-5 5.. 4B. 2..0, E.L. 2..2.. 5._2.. 7-0„ 54- 2'•3- 5•.5 2.IH 8-4•• 2.-5• 3,.y.. R.. . PAY LIE NOTES PIPE LENGTHS SAWN ON PARS ARE BASED ON EIO-SECTION DESIGN SHOWN ON THE LEFT. F THE CONTRACTOR ELECTS TO USE THE ALTERNATE DESIGN SHOWN ON THE RCM, LENGTHS WILL BE REGALED BY LIVE DIFFERENCE M OMONSON 'T)". 12+50 I/! INI PM Plntr W,Ilril n .,L na il, Y. `..:.-„I ri. Hk .I •r III,. )�.n.H I,a� �n L. P1:.ii. �nmN ��m...I •,mnl. J • ..... Nm nplln,ul ylnlr .a m NU)", .11'a.nl pL,... U " p1n1...nJ . I, II,. \In II.1.. anJ �f oVo PIASTP SOU TIM' 545 540 535 530 525 520 515 510 13+00 New Trash Rack 1" Holes 30% Opening Area Typ. Front Section 00 0 12" 0O0 00000 000000 6„ (A) Bottom Rack Side Section DETAIL SHIMP ENGINEERING LAND PLANNING I SITE DESIGN I CIVIL ENGINEERING I PROJECT MANAGEMENT Design Focused Engineering 912 East High Street Phone: 434227-5140 Charlottesville, VAU 02 shimp-engineenng.lwm 6183 Z( VSMP PLAN ALBEMARLE COUNTY, VIRGINIA PROFFIT ROAD TOWNHOMES SOUTH SUBMISSION: 2020.03.20 REVISION: 1) 2020.07.16 2) 2021.03.30 3) 2021.06.07 FILE NO. DETAILS -' Rosa AND STANDARDS ASPHALT PAVEMENT WIDENING R"E"`"°` FLARED END -SECTION FOR 12"-60" CONCRETE PIPE CULVERTS a✓OGE SHEET 1 ➢F I REVISOR DATE FOR WIDENING SUBJECT TO TRAFFIC 3E 302 VIRGINIA DEPARTMENT OF TRANSPORTATION REV'TA°' 3QT.D2 VIRGINIA DEPARTMENT OF TRANSPORTATION IGf'.01 SHEET C10 OF 12 4 SPHALT PAVEMENT WIDENING KTES-1 DETAIL '� 0 C10 NOT TO SCALE C10 NOT TO SCALE STORMWATER / 532 - - _ -532- i OFFSITE WOODS A-0 12AC OFFSITE IMP. \ \ \ TOTAL PRE53DE-V DA=3.68AC 530 �Xmmv**v P 7 GV r 1 7 7 7 7/�V 7 17'7 17 k7� s 17 17 17 17 17 0 N \ OFFSITE Tl1RF 5z8,� _ _ �� - - - - ��o Q ��o1Q �Z o �Z o__ ��e_ �- 526 000 \ \ \ N22°24'08' 4 .68' cN \ ND 2�.58 IRON�vx FOUND y�. � � n 17 r 1 III -III III III 11I I X _ �� III III III 1 1 =1f1=1IMI1 1IMIM -- o/ r' _ -III III -III IIII . F F F F F F F� I LE III III IIII I 532 III III III II��II I III III III III El F/ IEj IIIII-IIII - �� F F F F F F F1 F F - �ONSIT WDS F F F F \\ F `/� N� F 1 F \ \ "52e TOTAL ONSITE F F FDA=3� 15AG� - - - - - - - -� v F < F < F I< F T6C=16 MINUTES _� I TIN1E OF 0 522 C ��CEN ►RATIO TES _ 18.0 MINU \\\ 524/ F III I I _ 2 I F F TOTAL OF SITE F F F F F F F < F F F F F F F/ F F /F F F F F� F F F F I I I I _52� 'J,-III 526 ��_ � DA= IRON .1� MINUTEST �= 1 I / FOUND II —� I II I J ,II I I - III ONSITE TURF IIIIIIIIII A=0.2.48AC - - - - - - - - - - - _ _ _ _ �� III I _ _ IIIIIIIIIII I - III -III I - - _ _ _ _ �� 1�I III ,IIIIIIIIIIIII I ltlbtI I I ONSITE IMP. — -- =53 R 11I I I IIIIIIIIIIII I / 0 SET 6`08'S9"W 0' I A=0.31 AC — 530 — — F F F III I F UND Alum 53 2� � 1 CALCULATIONS WATER QUANTITY POA ONSITE OFFSITE ACRES 3.15 0.53 CN 64 61 ONSITE Q1 = 1.20 CFS RV = 0.12 OFFSITE Q1 = 0.13 CFS NOTES 1. ALL SOILS 27B - ELIOAK LOAM - 2 TO 7% SLOPES, HSG B. WATER QUALITY 0.37 AC WOODS 2.72 AC TURF 0.25 AC IMPERV GEND ON -SITE IMPERVIOUS ON -SITE MANAGED TURF ON -SITE WOODS OFF -SITE IMPERVIOUS ® OFF -SITE MANAGED TURF OFF -SITE WOODS TREATED SHIMP ENGINEERING LAND PLANNING I SITE DESIGN I CIVIL ENGINEERING I PROJECT MANAGEMENT Design Focused Engineering 912 East High Street Phone: 434227-5140 Chanottemile, VAU 02 shimp-engineenng.com 6183 Z( VSMP PLAN ALBEMARLE COUNTY, VIRGINIA PROFFIT ROAD TOWNHOMES SOUTH SUBMISSION: 2020.03.20 REVISION: 1) 2020.07.16 2) 2021.03.30 3) 2021.06.07 532 — — IF- FILE NO. 18.041 / PRE -DEVELOPMENT DRAINAGE 2 I Iz \ I I \ SHEET C11 OF 12 20 0 20 � 0 � , 60 ,. � C 11 Scale: 1 "-20' STORMWATER CALCULATIONS WATER QUANTITY FFSITEITREATED TURF \ �� 528 TOTA\L`OFFSTTE TREATED - � , \ I A-0 19AC - - 5 \ O I \ I - — _ A=0.32AC TOTAL ONSITE TREATED TOC=5 MINUTES (ASSUMED) A=2:86A-C - TOC=5 MINUTES (ASSUMED) -- / 36 - _ \ A=0.12AC f I ---�y/ �- �- �\� /s/-zipN_��_—sT��—❑O5�/ �2'4/❑❑❑ // \❑❑I\��—�—`o N,'I❑ ——= ❑❑°° IT5 2I6EIIDIIIII _ IIIII2 IIIII_IIIII /II1 � /III2�I I IIIIIIIIIIIIIII --III_III1I�� IIII —_IIIII� IIIII�IIIII� II_IIII�--I II —I°_�� ' WW�WWIIII_ IIII1��- IIIIII' ❑_s_�W�W❑ _WIW1�IIWW� 'I IIII y_III IIII�IIIIIIIIIIIIIIIII1I IIIwwWW��I\-1I° 1II=+I \ —IIIIIIIIII- fIIIIIIII1IIIIIIII1IIII�❑�❑�__IIII1IIIIIIII1III❑IIIIIII1IIIII❑IIII ��—❑ I �IIII I IIIIII �❑❑+_IIIIIIII1IIIII°®IIIIIIIIIIIII+_ IIIIIIII1IIIII ��--IIIIII11I II_I ��II�� =II�zWII�� 8 1-Ivi�wwW�5�II ' _2�It 8�o�, I�apII"e_w� III_ I CII IIIIIIWfiI❑IIIII_ +I1IIII❑ --II1�❑IW� -�III❑1--❑IIIIII�I-w� IIIII�II1II❑IIII � IIWII\W� M I❑I _�I1IIII� T�W III�II�❑ �1IIIIII —=❑1I1I-❑11II_❑�wW_I❑I — IIIIIIu+❑II�II�-❑1IIIIII _ �_ I1I�Jw CIIu1q W IIIII W�C—_- III � '��II��WW� ❑II ❑—❑�IIIwWW��IIN II11�I ❑ _II1III IIIII n1I �II1I�—��WWW��III+ III-LL ❑�w�WWw��1I �1I��,�Ww� ❑II—II1- \II—❑�II1WV�W��II ❑❑—❑IWWWW��_ I_Iw� I1I��W�II1t. 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A=0.02AC RV=0.4115AF s28,/ NOTES 1. FLOW FOR POA ANALYZED AS IT 526 0 LEAVES THE SITE RATHER THAN AT THE s OUTLET OF STORM PIPE Al FOR EASE TIM, OF CALCULATION. NO ADDITIONAL WATER NLIS COLLECTED AFTER STORM INLET A4.w 2. TIME OF CONCENTRATION FLOW❑ 101, PATHS NOT SHOWN. ALL ASSUMED 5 W W W W W W . W W W Ws W MINUTES. 4II —❑❑❑❑❑IIIII ALL SOILS 27B — ELIOAK LOAM 2 TO 7% SLOPES, HSG B.❑❑❑❑ ❑ ❑ I WATER QUALITY a 5�=N❑ ❑ TREATED 1.25 AC TURF —x ❑ ❑ I — I 1 I1.94 AC IMP ❑ ❑ mn CI 1I 111I ❑II I I I I❑1 1 I I❑III I �LEGEND❑❑❑,I,- ON -SITE IMPERVIOUS TREATED 11I 1I F. 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W W . =4d I 1 II 1 IVSMP PLAN ALBEMARLE COUNTY VIRGINIA❑ ❑ ❑ ❑ E TREA A=1.92Ac TOWNHOMES SOUTHI_= = L ONSITE UNTREATED SUBMISSION: ❑ ❑ 2020.03.20 /C�5 IN TIE (AJOS 'ME �❑GU RLAND REVISION: ONC ❑ 1) 2020.07.16 (77" ❑ FL W 2) 2021.03.30 00 s o 3) 2021.06.07❑ TOTALDRAINAGE AREA Lamm, 1 0 00 0-000 0 0 3.68AC OFFSITE UNTREATED TURF — 32 ,0 A=0.21AC O SI ET EtTU 532 ONSITEUNTRATEDIMP.JONSIU T AT D TUR A= .94 C �.FLOW TOTAL OFFSITE UNTREATED 0.21AE A=0.003AC A=0.29A FILE NO. TOC=18 MINUTES (CALCULATED) 18.041 POST -DEVELOPMENT DRAINAGE 001 20 0 20 40 60 SHEET C12 OF 12 Scale: 1"=20' C12 ENx aa LEGEND IMPERVIOUS L 1 WOODS NOTE: ALL SOIL HAS HSG B SHIMP ENGINEERING LAND PLANNING I SITE DESIGN I CIVIL ENGINEERING I PROJECT MANAGEMENT Design Focused Engineering 912 East High Street Phone: 434227-5140 Chadottemile, VAU 02 shimp-engineering.mm 6183 Z( VSMP PLAN ALBEMARLE COUNTY, VIRGINIA PROFFIT ROAD TOWNHOMES SOUTH SUBMISSION: 2020.03.20 REVISION: 1) 2020.07.16 2) 2021.03.30 3) 2021.06.07 FILE NO. 18.041 PRE-DEV. VRRM MAP ti 20 0 Scale: V=20' SHEET C13 OF 14 C13 LEGEND -1 ON SITE IMPERVIOUS TREATED OFFSITE WOODS TREATED DOFFSITE TURF TRATED I OFFSITE IMPERVIOUS TREATED L--- NOTE: ALL SOIL HAS HSG B SHIMP ENGINEERING LAND PLANNING I SITE DESIGN I CIVIL ENGINEERING I PROJECT MANAGEMENT Design Focused Engineering 912 East High Street Chadottemile, VA U 02 6183 Z( VSMP PLAN Phone: 434227-5140 shimp-engihmiing.mm ALBEMARLE COUNTY, VIRGINIA PROFFIT ROAD TOWNHOMES SOUTH SUBMISSION: 2020.03.20 REVISION: 1) 2020.07.16 2) 2021.03.30 3) 2021.06.07 FILE NO. 18.041 POST-DEV. VRRM MAP L Scale: 1 "=20' SHEET C14 OF 14 C14