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HomeMy WebLinkAboutWPO202200039 Plan - VSMP 2022-09-20VSMP 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 G 10 PARKING COUNT suo� DIMENSIONS ground GRADING EASEMENT 1 0— INDEX CONTOUR — — -- — 12 INTERVAL CONTOUR 11.5 x 81 5 ] X SPOT ELEVATION 81 TC 57 X TOP OF CURB ELEVATION :1 81 5 ] X w TOP OF WALL ELEVATION 81 BW 5 � 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 /FN CG-12 STANDARD ACCESS RAMP SIDEWALK BIKE PARKING PARKING SURFACE — CROSSWALK HANDICAP ACCESSIBLE AISLE HANDICAP PARKING material < _ ° CONCRETE/PAVEMENT-SIDEWALK RIPRAP ASPHALT 0 GRASS EC-3 MATTING EC-2 MATTING WETLAND TREELINE — x x — x x — FENCE STREAM utility UTILITY EASEMENT ♦ ♦ UTILITY POLE ® 13 LIGHT POLE DHu —OH11 CHU — OVERHEAD UTILITY 0 0 MANHOLE sanitary & sewer STORM LINE RD RD — C)­ RD RD — ROOF DRAIN J O=161 DRAIN INLET DRAINAGE EASEMENT STORM DRAINAGE EASEMENT STORM SEWER EASEMENT SANITARY LINE — s s — — s S — SANITARY LATERAL SANITARY EASEMENT water —ww— —ww— WATERLINE 0 o WATER METER WATER VALVE AND BOX 4- FIRE HYDRANT WATER EASEMENT PS —DASD— —GAS— 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. j� COUNTY OF ALBEMARLE Department of Community Development M Construction Record Drawings (As -built) for VSNW 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 emslructel location of all items associated with each facility, and lire 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 far 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 site, weirs, materials, inlets or end treatmenl(s), inlet and outlet protection, alignment and invert elevations compared to design. S. Computations: For significant deviations from design, provide sealed computations verifying thal 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, boxing or test pit reports and materials certifications. Biofilter media must be an approved slate 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 � 1' • 1 1%7tiirTlTlir� WP0202000017 TAX MAP 32, PARCEL 35 ALBEMARLE COUNTY, VIRGINIA VICINITY MAPSCALE : 1e=1000' Ad AIRPORT CENTER -0r19d ry0 hip n J d �O '0 $ Airport Road Auto Center t505 DEERWOOD g Q SITE Walgreens Q Ploffit rt ; S P R I N G F I E L D ABINGTON P L A C E The UPS Store Q _ 0 +' Target Food Lion `' FOREST RIDGE A Tlrn!)eiwo(jd Grill 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 FOREST LAKES s3, SHIMP ENGINEERING LAND PLANNING I SITE DESIGN I CIVIL ENGINEERING I PROJECT MANAGEMENT Design Focused Engineering 912 East High Street Phone:434 227-5140 Chadoftesville, VA 22902 shimp-engineeriig.m. 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.OUTLET 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 nonerodble 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 Street Phom:434 227-51Q Chalotlew le, VA 22902 ship-engiihasnhg.w. 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 - A y0 -\ _ — s2s , v ��%� goo \ \ 4 — c'Q - v E'2 OS"E 48 ,ROD o FOUND 2 8 I U v \ Dense Trees v � �� 9SG G 456.1 v �, (REL oCATE)j v `'i���� N� WELQ TBR \ 0 \ T.M. 4 4-5A A � �. � \ � I cA I ROBERT G. PETCHEL & p \ 8 DI SA 4 l Sp KATHLEE 0. PETCHEL ` \ 4y D.B. 296-686 _ � � G ! A Q D.B. 1685 115BE 12 PLAT v -6-B 10j5,9 28 & 29 PLAT D.B. 9 -443 PLAT o EX. GRAVER DRIVEWAY \ 9y I 522 ` CD X Z NED R1 \ / — — I 2 L STEM _ SLEE E \ \ ��/ --- � S 532 I I w EX. BUILDING TO BE T REMOVED I A 5P EX. WM T s\ H BE REMOVED o�� ��� \� C ABNECTION ANDON MAIN \ 1 I I 8" DI SAN \ E 8" D S EX. $\' D SAN c \ I l o _ . o �o 1 z \ \ \ /I _ I w T.M. 32F 5 A \ VE 05ETREES TBR 2 D.B�179 G�D.B. -- — — — — D.B. 5115 QTRES TBR ww 0 - v v � T.M. 32-29D MAPLE GROVE T.M. 32-35 _ \ o CHRISTIAN CHURCH \ v 3.20 ACRES \ N e \ x D.B. 2303-626, ALBEMARLE B NIQ DEVVEL OPM ENT, LLC ) Ln rn Z \ c \ D.C. 630 THRU 633 PLAT D.B. 1406-131 PLAT D.B. 512-516 PLAT� I o o \ I 1 —� D.B. 1011-131 PLAT \ ZONED R15 D.B. 781-200 \ ---- --_ - -- D.B. 294-555 PLAT ZONED R1 A II n (71 _-- � \ o cn / / / — 524 - {-� �Cn \ -- 0 QREES TBR 0_ = - - -- —' /� I \ I SHIMP ENGINEERING LAND PLANNING I SITE DESIGN I CIVIL ENGINEERING I PROJECT MANAGEMENT Design Focused Engineering a S. I 912 East High Street Phom:434 22]-51Q / I +�9 I Chalotlemile, VA 22902 ship-engiaeeriig.com = 9 I I Dense ,Tree � - _ � o � I � II 524 IRON m FOUND 526 S27'59'12"W 338.89' / \ c _ ----- — — — ---- — — 528- — — — — — — — — — — I I I M: � t,ic: 45193 _----------------- 11 I �� �Zf sea 530 — � � � 15' NONEXCLUSIVE RIGHT p 8 �ND�ESS=. 505615)---------- �52 0 \ II �St®NAL / IRO 144.69 EX. GRAVEL DRIVEWA TBR c \ 530 SET S2608'59"W 169.50' Dense Trees ® —- - 530 VSMP PLAN 520 — — — — — — — ALBEMARLE COUNTY, VIRGINIA ---'S2p� PROFFIT ROAD --- TOWNHOMES 520 SOUTH 20' SANITARY EASEMENT 8" SDR-2 SANi�'' Y� TUC LINE DB 5301 PG 407 516 SUBMISSION: \ -- — � 20 \ e ' EASEMENT 2020.03.20 SANITARY EAS-�i — — — _ / \ _ REVISION: \ I 0 Q 1 DB 5301 PG 396 — — 1) 2020.07.16 0 2) 2021.03.30 T.M. 32-29 3) 2021.06.07 MAPLE GRO E CHRISTIAN CHURCH D.B. 6 6, +� \ I I I I \ I D.CD.B6 1406 THRU 31 PLAT A r I D.B. 1011-131 PLAT I I I I JI D.B. 781-200 , D.B. B 294-555 PLAT ZONED R1 I II I I I r �x FILE NO. 1 � \ 18.041 \v) `� � � � I EXISTING CONDITIONS dcl SHEET C3 OF 12 � CID I � � zo o zo ao so n I I II / \ Scale: 1"=20' C3--1I s V A NEW 30' _ 1 �� ��� I 55X _ - 526 BOLLARDS / A - 526 , A V OA \ \ LIMITS OF ISTU A CE N22'24'08"E 482.68' �; \ \ FND �\ �2 .58 IRON 7 s2 4 0 F.<OPOSED ROW Dense Trees FOUND \ ., A4D � � I . I CA 3 4 1 oSeP / e z - -- --- 3 � \ ,Z)a �8 31 \ 3�° DEDICATION 35.5 WIDTH L 2T FEE 528.00 on 1 :_L \ 0 - - - EMERGENCY ENTRAN E o ° LOT 31 � o \ s \ ■ � FROM ROAD CL - - 1 - ONE CAR 28 1.5 \ S I I\ 8 0' REAR SETBACK \ A \\ 50 = 1 I GARAGE UNIT I I `< \ 280 29� ao 30� I 31 / N c h��- EASEMENT / NEW 20_ACSA_ \ 29 30 Al \ Q Q q Q JJJ \ I \ _ 1 �\ EX. o LOT 30 5 8 V A \ \ \ I' V A 32 c \ ,�`�_f- 524 - 2� FFE 527.50 ') \ \ \ \ \ A - -01VE -CAR 27' 1.00% 1 2�9 2 s fi A A I LOT 37 LOT 38 L0� 39 LOT 40 A / � ■ ' - / / _ - - - - - - -_ GARAGE UNIT _ "'-_ g LOT 32 LOT 33 LOT 34 LOT 35 LOT 36 \ I FFE 531.50 FFE 532.00 FFE32.50 FEE 533.00 _ OPEN �529.00 FFE 529.50 FFE 530.00 F 530.50 FFE 531.00 \ ONE CAR ONE CAR ON CAR ONE CAR SPACE 8 1r F /P,4 \- �. I ONCE CAR ONE CAR ONE CAR O E CAR ONE CAR I GARAGE UNIT GARAGE UNIT GARAGE UNIT GARAGE UNITI 3,790SF \ 2 L STEM 2 \ \ X = \ I y 1 I GARAGE\ \IT GARAGE UNIT ARAGE UNIT GARA`YE UNIT GARAGE UNIT \ I I / I "NO PARKING' - o �,., SLEE E �� rn 2� LOT 29 I-� - _o �l ■' FEE 527.50 0 1 0 ,a so \ = ONE CAR 27 3.3 x 6 \ \ - --- 2 BOLLARDS \ ', ■.i \ o MA 25' ETBA K--- \ I GARAGE UNIT \ 1 ° o0 00 00 30 31 m \ � _ � A 28� 29\ n `° � 2 TO EXISTI G � I �. � II m - Ot v ws 1 WATERLI E ■ _ _ 0 i _ _ 1_ \ - 2650 00 FEE0527.00 0 „ a o I I \ I I I I I\ I I rn� I o I ro vmi-A �.. - I -■ w �S ONE CAR 2� 2.19% 26 2 � 1 I \ Nij �� 2 (6 (6 �� / �� D / \N \ l I \ 2 _ GARAGE UNIT -- \V -`.a•.- S D MIN. 5 E BA K $.x- _-X _ z z 1 use I_ ao oz _ _ Sn ARKING" �O '�RNp\uS °5 a5'.CON�°: SID WALK 7 ,z- ° wO EW 30'.ACSAS m.° :9z _.a30•' 1" / N` (TYPO \ \ \= so LOT 27 - _ - - _< r C r °J x6� / SV 6WALK - o \ 2\ FEE 527.00 0 m o °o 1 - C/ - ee z - - - - s TEE „- )) _ \ ONE CAR 2� 3.68 12E' S ° I „ a �6 25 2 e e 2T -,GARAGE UNIT I x4 CG--9 S2 i "NO PA KING ",P A9 43$%°- - \ 3tED NEW ITIV �R��JJABLE TH \ / I �"/I� 0° �. / _ .. a I 1 1 -- W W5T6RMW Wn8' Dlf� W I W W yJ W W �i Vd w E N 1 1 W I1 A4B-- - NE 20' PRIVATE _� . .. 8„ MA EMENT ES 1.84% _ _S. 0 _EStkT _- �_ - TE o 8" D*low DI �� Lo 1 A 1 v 3 - �25 �0 „ � "x6" RED \' - C FFE 5 5.50T PRIVATE RG.S3�, A 2' D- \ -x • zs s, REq \ \ A8 / 5 TY 5° 1 GARA Q \ \ .HDPE STORM 5 56�" HP S' \- DI-3 - - _ S ( p09 34 I w �� W 0 r - - - - \- ai --4- zo 31} DISTURBA E A3 - WEIR WALLS LO G SWE 'V .,= N_EVy J „ ` T ° �lE�' 31 X M L VERLA 4 S ----- -- -- hfe ��- ----- f -- - 9 Iz p P 2 LOT A E C 12 . > 1- •° � F� 53 K o N so LOT 22 TYI� G, `'� `< / l _ no b\ S 1-S 34 GAR GE NIT \ c 1 1 I 26 EEE ONE P o I . ,e a 4e � CAR 2% 4.32% 26� x 5 \ �1 aMANI O � \ GARAGE UNIT 6 ° N-1 g \ m r A T sal( Y 7 o LOT 16 \ 7m aACKFL��/ 0 4.70% FFE 528.00 \ .-->�; FREVENTI yi \-% - I TWO CAR \ 1 GARAGE UNIT \ 6• so LOT 23 26 8: UNDERDRAIN� -/ FEE 527.00 _ -� 5 5 os ONE CAR 2%0 3.10% 26s2 5 GARAGE UNIT z / I IFx I I N 21 4,057 oo 7 LOT 17 �e ze 7 _ l FEE 528.00.i. TWO CAR \ mil' GARAGE UNIT \ 26'o FFLOT 24 E a � "� p \ ONE CAR 2JO�.�7 �6" 2 � 5� � II GARS EMT 2 o.. .�< s�' 27� FEEO52850 m 75J 4R X --J /8" WM ws - n TWO CAR ton DTI P') GARAGE UNITI99 / LOT 25 2%0 N m / = FEE 527.50 ONE CAR 275 3.76% 26'- 2 6 ` N v GARAGE UNIT - S ` m v, / - .90% 28 1 y , 7's / FFEOT 50 m _x27 I TWO CAR y / - 5 4 I I GARAGE UNIT / LOT 26 22 N FONE z CARD 2750 2 53 6az / - GARAGE UNIT 0 SJ b I / °ot I 3.86% / 797 A4 �� /�P -EFE05220 8 50 / TWO-6AR- ,. x28 NE GARAGE UNIT N I , 31� FFE 532.00 �5➢m .� \ \ 9d 2 GARAGE UNIT LOT Lp N^ \ I I 11 �� IL 33 FFE 4.5 1 55 I 5 UNIT °'cp Z ? \ \ 32�3 ro L07 1050 �S \I w 32 \ \GARAGE2ON"0 LOT , \ \ °� sa 31e° S S 3q5% 33 GARAGE4 NIT ■ �. EV CD FKVss ORS+-€STv1 y � \ o \ ■ o-. \ �•O B Lo 50 SEE TION QPy 1 32 GARAGE�UNIT �S `e`P•` eo - i \ ' 1 I 9A / ■ o s s, 15.• Hp STORM � \ 1 � 0 1 ■ � "NO PARK .I \ N LOT 532.50 S 32 FIFEUNIT v, - ws N -o / \ - ■ 31 • A .2ti oo FFE 534U T� m \ ■ h 1 SHIMP ENGINEERING - In 6, _ 33 GARAGE v � . 3250 g.56% 1 S / .DO% X \ \ LAND PLANNING I SITE DESIGN I CIVIL ENGINEERING I PROJECT MANAGEMENT HH c �. T 13 /D -vl Z / 1 5/$ W N �- 1 ■ I \ I Design Focused Engineering v 3 2 FFLo E 532.50 �S I (TYP.) I \I ■ u� I \ - .3'1 RAGE UNIT / / m '° y 1 O 912 East High Sinaet Phone: 434-22]-5140 GA -� 6 I Chalotlemile, VA 22902 ship-engiihasng.m. o.Q 'z< c 1 5 $° I S 32 �ARAGE3UNITW / 30� 5 1% = 9 1 32�6.49% � / S 94 r D 1 l 1 I 7.5 I - 50 LOT 14 b ,� 9 x� N -I c ■ 1 o I�� ■ 1 i ` S x2786 75e - 31 FFE 532�NIT LOT 21 a '30 1 GARAGE LOT 7 - - - - 5�76 - �i _ 5.23% 28 FEE 528.5 I � Dense TreIRONe I - TWO CAR 25 FFE GE3 _ _ _ _ _ 524 FOUND I 710 ,27 41 ' GARAG - / , ge5 S �S TYP•) RA - - - - - X29�5- 3150 5.96% GA � I ■ 11 ,� /� �-_- - ----- -- LOT 15 ) °8 x c,J _ BOA ° ■ � i M: � o,e FFE 531UNIT S n ?O ` _ LIC: bl 5193 - - 528 uMlrs aF l! _ - - -- - �IS}U _ .28x .GARAGE g s, ��q 8 I �MCE - - - ,2 LOT 9C l / �FFEG3.00 _ _ A9A1 UNIT o 1� ■ / - 530 - 5' NONEX_ _ 5a e �� G 18 A ■ 1 ND LUSIVE RIGHT 0 _ �5 8 29 5 5 2 , ' �stONAL / LESS=B. 505-615) �_, - - - - s .0 % 1 4 69IR ■ 530 SET S2608'59"W 169.50' - CA \I ■ 11 2� 520 - IRo � � VSMP PLAN � 0 o - g I \\ ALBEMARLE COUNTY, VIRGINIA ��� ► _ _ - -- - - - 532 - \ FGUNo _ \ PROFFIT ROAD F� DR-26 SAN \ TOWNHOMES ) ��� s,s a - MATCH L �\ SOUTH I / �\ o ■ NEW 20 24" TEF_ ■ �� � � 1 \\ SUBMISSI ON: HDPE STORM MANAGEMENT ESR A - Ot2020.03.20 } V esREVISION: � -a 1)2020.07.16?LIMITSO"F DISTURBA \ I 2) 2021.03.30 1 _ 3) 2021.06.07 Lp o \\ �� I/" ♦ s� I I 11 / LIMITS OF V A I TMP 32-29D DISTURBANCE M�E GROVE CHRISTIAN CHURCH AREA 3.34 - �0 W AC/ � V A \ \ j / \ 1 1 1 \ \ \ \ I FILE NO. \�> �� ( \ \ V 18.041 1 11\ I � \ \ 1 LASS A RIP-RA1 i I I \\ \ GRADING & UTILITY PLAN 1 = 00 SHEET C4 OF 12 20 0 20 40 60 Scale:1"=20' � ■ I Imo\ IV II SEQUENCE OF CONSTRUCTION - PHASE 1 1 � V 1\ � �/ 534 ----- 52g _\ `-- — — — — — — 532— — — \ \ I- I �\ /— Dense Trees \ I — \ 53G / 530 / \ s36 - — / - 536 _ — — / TEL. POLE i �, PED O 52g \ OHU— OHU--I-OHU— OHUGHU— OHU— OHU—OHU—OHU —OHU— HU- - � OHU — OHU — OHU� OHU — OHU OH POL 526 v V A LIMITS OF DISTURBANCE ■ IFIiiiiiiiiiiiiiiiiii�000■ X —X —X —X X —X —X —X \ v TS ` \ M U \ PS MN % \ &"' \ `fit Q� \ \ % — iq % 1 \ %X _ % I I��'TAR I —� / I --- / CD v I rb � EX. BUILDING TO BE REMOVED / �Z_ ° A O o 81` DI SAN v V — � EA(. 8" DI SAl� EX. S' DI SAN — — - _ A ■ TREES TBR V A a� IB \ SEDIMENT TRAP DRAINAGE AREA 2.97 ACRES BOTTOM 60'x28' I \ ` '526 ELEV 519.0, I \ - -- --- --- L---_—_—_ I - \\\ — - —_j l� — o ��v 0 A S5 \t ;0 -� \ \� \\ REES TBRLF © M` 2 I FILL THIS AREA TO FINISH SEDIMENT TRAP RIOR TO MAJOR SITE PO/ Dense Tree I I — — — — — — — — __ �5 --- 526 — ------ -- 528 LIMITS- OF DISTURBANCE — \ / DISTUR— — — sea 0 _ / 1NDNONEXCLUSIVE RIGHT 0— // -I EGRESS(D.B.505615) --- ----- 530 Dense Trees gZ� p r — 532 — — \ \ 1. INSTALL CONSTRUCTION ENTRANCE. 2. INSTALL SEDIMENT TRAP WITH SILT FENCE AND DIVERSIONS. 532 — — — 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. \ I 5. BEGIN MASS GRADING. II \ h 6. MAINTAIN PERIMETER CONTROLS. GV I \ o w POLE N E a— U — I 532 — / SOIL EROSION & SEDIMENT CONTROL SYMBOLS SYMBOL NO. TITLE KEY 302 CONSTRUCTION ENTRANCE CE X X 3.05 SILT FENCE SF \ tP 3.07 INLET PROTECTION IP \ ` B�f' >: / 3.09 TEMPORARY DIVERSION DIKE DD I - (RFLLda A�E I / [DRAWN TO SCALE] 3.13 TEMPORARY SEDIMENT TRAP 5T N WI TB R \\I \�` I I / h� / 3:18 OUTLET PROTECTION OP I I c\ \T1 \J1 / TS T 3.31 TEMPORARY SEEDING \ \ $ DI SA / / _ 3.32 PERMANENT SEEDING �S 3.35 MULCH 19 • \ c I I 1 / / / �-�—� 3.39 DUST CONTROL I / / DIVERSION FENCE DF \ 2 L STE i SLEE E r LIMITS OF DISTURBANCE o I Il�il I \ I EX. WM T BE REMOVED \ (ABANDON I CONNECTION \ \ AT MAIN \ 1 1 \\ I I I I o I II 1 \\ c XI II 1\ =MILL &\OVERLAY I \ Ly+ \ WP�2 II a 1 \ \ \ \V, P,1 \ SHIMP ENGINEERING I \ \ LAND PLANNING I SITE DESIGN I CIVIL ENGINEERING I PROJECT MANAGEMENT o o ? Y \ \ I I I I \ 1\ \ Design Focused Engineering ` 912 East High Street Phom:434 227-5140 ✓ I G q \ \ I Chalotlemile, VA 22902 shimp-engiaeeriig.com I Lic: p 45193 \ I X \ ■ , �St®ttAL I o \ I \ = I I ■ I \I _ I I I II VSMP PLAN \ I I ALBEMARLE COUNTY, VIRGINIA / I II 1 PROFFIT ROAD I I 0 fn I TOWNHOMES II II SOUTH w \ o I N I SUBMISSION: \_ I I I 1 ■ I -- 2020.03.20 1 1 \ II 1 REVISION: 1) 2020.07.16 GRAVEL DRIVEWAY TBR I \ ■ I 2) 2021.03.30 I 3) 2021.06.07 530 J I 1 FILE NO. / I 1 18.041 E&SC PLAN PH 1 y \ I 20 0 1 \ I 60 SHEET C5 OF 12 20 0 1 C5Scale: 1 "=20' POLE -�I � SEQUENCE OF CONSTRUCTION -PHASE 2 V A NEW 30' �"�,\ / / I NI \ _ - 52s _ w c \ \ \ \ / / \ \� 1. INSTALL ADDITIONAL SEWER MAINS AND WATERLINE. / - \ \ \ 2. INSTALL STORM PIPING AND INLETS, BUT KEEP ALL INLETS - Sze_ LIMITS of ISTU ACE \ \ N22°24'o8"E 482.68' w / \\ Fo o e .s8 I/ EXCEPT A10 BLOCKED OFF UNTIL ROAD IS STABILIZED. INSTALL FOUNN 4 - -x -x x -x -x - - - INLET PROTECTION AROUND A10. 3. 34 A4D� \\ `�,ZG 2� -- --- \ 3 --------------------- = 3160HP \\ �o \ i I / ■ FUTURE DETENTION PIPES WIECT PIPES A6 AND LL ETNSTALLED. PLACETTED SILT NEL FENCE 2 \ TS _ _ _ ■ AROUND CHANNEL. ° FEE CARD 2800 s3%\' 2 ' �' I\ 2a" sQ°-- 50 o i I \ 4. STABILIZE ROAD WITH 1.5 INCH STONE AND PLACE INLET GARAGE UNIT SI 5o �° \0 31o0 31 32 N PROTECTION ON REMAINING INLETS. 28 290o 29 3000 30 / 5. ONCE ROAD IS STABILIZED, REMOVE SEDIMENT TRAP & \ I \ \ 1 \ \ All IP I �\ \I DIVERSION AND FINISH CONSTRUCTION ON LOTS 22-26. j� \ I V A \ 32 \ ,� . ■ DI SA 524 - 2700 FFE0527�50 0 \ ` \ \ \ ) -_ 4 ' -ONE L,AR 2750 1.00% 2�' 2 ` 659\ \ LOT 37 LOT 38 LOT' 39 LOT 40 \ \ \' / O \ GARAGE UNRTT $ ?8 \ LOT 32 LOT 33\ LOT 34 \\LOT 35 LOT 36 \ FFE 531.50 FFE 532.00 FFE 132.50 FFE 533.00 / _ F � 529.00 FFE 529.50 FFE 530.00 FF 530.50 FFE 531.00 \ ONE CAR ONE CAR ONF, CAR ONE CAR - TS pS /,, / SOIL EROSION & SEDIMENT CONTROL SYMBOLS A4C \ \I I ONCE CAR ONE CAR ONE CAR 0 E CAR ONE CAR GARAGE UNIT GARAGE UNIT GARAGE UNIT GARAGE UNI MU 2 L STE X .a I Y GARAGE\UNIT GARAGE UNIT ARAGE UNIT GARAGE UNIT GARAGE UNIT - - \ r SYMBOL N0. TITLE KEY SLEE E m 2i FL Csz� so o as 6 ,6 \ I \\ \ 1 // O ONE CAR 275 3.3 ,y\26 2 6 \ �- - S 50 �,� 392 CONSTRUCTION ENTRANCE CE \ / - -- 2 \ \ GARAGE UNIT \ ° \ \ \ 3100 / 5o < / o X X 3.05 SILT FENCE SF � \ 280 so 2900 5\ 3000 30 31 o o y Go 28 29 5 2 I ® 3.07 INLET PROTECTION IP \� \ J o o \ 3.09 TEMPORARY DIVERSION DIKE DD 265° LOT 28 \ I � I I- j II ao0 0 - FFE 527.00 o sg a< a+ \ r .1 1 ri! / /! .1 / rn I h r O rA - 3.12 TEMPORARY DIVERSION w ONE CAR 2i 2.19% 26 2 I �� °? ,C; \ / / _ 1 \ ro / 313 TEMPORARY SEDIMENT TRAP ST GARAGE UNIT g J \ \ 2g \ I [DRAWN TO SCALE] O ✓ 3.18 OUTLET PROTECTION OP s 6 z z se n oz \ \ \ .a 2.TjJ 2� 2.7psz 28' \ 28 q 9 0 30 .. 'a p /,O� � � � c O so LOT 27 a�2/5 ° �� 2/ 1z A ' 2g� a aEW 30� ACSAtS 9°].� lsz a _ - �30�'v S, / / M� / \ 3y I ■ \ \\� 3.31 TEMPORARY SEEDING TS a, \ o m o 6o ° _ 5 - 88 !n e z _ ] ' ao o^ 5 c LP I 7� 26 FFE 527.00 I _ / 3.32 PERMANENT SEEDING PS A T LINE ONE CAR 2� 3.68% 26' 5 1 I �6 26 2 2T 8 9 0 / o p 3 w I 3.35 MULCH - \ GARAGE UNIT �E X_S xIR per A9 ✓�� / a I \ 2 I ■ \ \ - - - \ \ \ \ - N '' ■ �-�D 3.39 DUST CONTROL f W W �hN W {�W � (nW W�nW ,�W W �W �WviW � ' N " I o I \ W I ` (J1 O I X I LIMITS OF DISTURBANCE • • C) 2 \ ,A ' n _ 1.8 2 _ \ n a \ I \ I I \ - 3.17 STORMWATER CONVEYANCE CHANNEL �C a" DI E�(. 8 DI S N � EX. DI T 1 � L0535. I \ O 3 �5\ v]"O 61 a „ PRIVATE RU.S,304 A8 / O \ 5 34 1 GARAGE UNIT I c 24" HOPE STORM s 86° HP STO _ _ _ _ _ _ - S ° "' \ 1 g2p � W a \ _ _ / _ I 83 \ 3 99 0� 3q E Mom 31 1 X MILL VERLA \ 1 \ P z = \ ' 1:5 X3 F�LEOT 2 . N I l 3 ] ao 6� S S 3400 G AR GESUNIT X I \ \\ ' D \ °.. A� a e A7 ,a .. 3200 0�%1 0 3 \\ A�g _ 5I J 4 I m so 00 \ +'o 00 \ e: w LOT 9 1� S \ \ o I I I I 7 LOT 16 7' 7 \ k, ` � + } FF 00 --� BOTTOM o I 4.70% FTWO CAR EE 528.00\ \ + X 29 .2' 1 31 GARAGE UNIT I LOT 3 \ ■ I k I ELEV 519fi0 X28' I�� \ \ \ GARAGE UNIT \ a \ /SCC 55 �A S I 33 GARAGE UNIT 0' � X -� 565 X / _ - 325032 I\Do NSTALL SCC ao \ LOT 1050 `o 2. 4� 7° FEE LOT 17 .1''x J6 7zfi MATTING PER 32 \ FFE GE2UNIT '11S p B4 ® S70R CAR \ DETAIL 11/C8 LOT I , \ TOP WET E I / GARAGGE UNIT 93 3160 S �� S I 33 FFE 534UN, TOP 522.0' - \ ■ P DRY STORAGE 524 0' I- \ \ �- 325° 2.53% �t 6] 3 c6% GARAGE \ I I / k - - - - - 522 \ O ,a U, 2 B3 2�' LOT 18 76 4.51% FFE 528.50 753 x y L TWO CAR GARAGE UNIT k X / a v I/ 601 2.t X on LOT 19FEE 5.90% 28 • 7 7�9 / CARD \ - - 524 GARAGE UNIT / / - 52 6 \ 11 Ir �� M 9B o A ■ 32 FFEO53 �S I �sT ae a31 1'; GEVUNIT GARA Sox 32 I I 66 1 X I 9A / �� / STORM 1 15 )4 ■ o ■ \ <. 32503� \\ 3 1 1 � I / I I \\ I c 00 LOT 12 532.50 DSO / � ���, / ya I 1 o 32 P31x GE UNIT wS � - \ I SHIMP ENGINEERING 31 GARA I / 92 S T 5 LOT y34.00 \ UNIT ■ I \ 1 LAND PLANNING I SITE DESIGN I CIVIL ENGINEERING I PROJECT MANAGEMENT 115 ^' 33 GARAGE I \ \ Design Focused Engineering a. 3250 5 0% S / t 6� � C I \ I \ 912 East High Street Phone: 40 =-5140 3 � / I ■ .. a LOT 1 50 / 1- S I --- CharlotlesvAle. VA 22902 shimp-engmeenng=m �o 2 ]I 3.86% 8- - LOT 20 / / ,.�', gi 70] 31. �` 32 w FFE ARAGE2UNIT / I I '° Z� = I ■ O II - ----- ---- T11A0-C-AR- c+s LOT 6 FFE S 3 50 y22 _ i GARAGE UNIT / 0° S�S 1%, 3 326.49% 5 2 GARAGEUNIT j ��3� I II S ae,� so es T 2156 315n LO 14FFF 2 0 �30 9 30 I1N o I ■ H II I �,�� 576 - �--� _ 2 I 5.23% 28 FFE 528.57 7 30 1 GARAGE SIINIT 11� SLOT 7 5 I ■ rn m �, Dense ,Tee - _ 1 4 TWO CAR ° 24 IRON +o � I 5 533.50> H 5 , c 5&� FFET 1 N FOUND - x27 GARAG - - - / ' 9a' S �{�S ]° 2 GARAGE UNI I , m I V M. '� 526 ®- - - - - - - °'- - - J / T 15 31 5.96% 66 30 I 8.57 ° I cn ■ Z ■ � I Lic. .45183 o 1 FFE 531 UNIT S e ap I W c I A�O bP (7i(ty4' _ _------ - - - - - - 528LIMLT�pF 0 ii / DISTURBANCE - - - 28x.4• . GARAGE 29 `2 - 32 FFE GE UNIT 2 ? ■ I I SI�IVAI. 8 G 9ISTU t �. -a 00 \ 533.00 9C S Ct / -- -- - -- ■ - B A9A1 2�' I '5D GA ■ / - 530 - / S ■ I_ ■ ■ 28 yO y 5 - 2 I P , I 526 P Y] .0 % 291.7 I IRON -x S26°08'59"W 169.Sic I \ ■ 7 SET - ■ 1 VSMP PLAN ' � I I ati� I -� - iw3- - 530 - Ro \\ ALBEMARLE COUNTY, VIRGINIA PROFFIT ROAD I/ - - A2 SOUTH --- � �j T�r DR-26 SAN � P S 411* _ ■ � SUBMISSION: / ' ■ 2020.03.20 v �� ■r / r x SF REVISION: 6 � _ SF � � • S S mum S ■ x xm,4pNEW s�4STORM 1E RMWATER 24 HOPE STORM / \ I \ I _ Sp1T � x 1) 2020.07.16 B'EEMOM�x �x 2)2021.03.30 0 M ■ x 3) 2021.06.07 o� �4 } I ITSS�SI m / \ DISTURBq CM @P I I LIMITS O TMP 3z-29o/4 DISTURBANCE TS M?dE GROVE CHRISTIAN F CHURCH AREA = 3.34 } FILE NO. AC -` 18.041 i�� v II 4t v II v�> 1 E&SC PLAN PH 2 I l / I i \ I I II I �I J °tip SHEET C6 OF 12 \ � II / � \ I � zo o zo ao so I C6 / 1 532 - A534 -- � �. - - - � ` - - - - - - 532- - � � � \ � - � 52a \ \ ` Dense Trees \ \ 530 / 530 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. \ 36 - - 1� PED o� to POLE - - - - - - ----OHU- -- -- -- /S3O - CHU-CHU-CHU-CHU-CHU POLESZ$ H-HUOHU-pHU-OHU CHU-OU-H - U - POLE \ � \ NEW 30' � � � I 526 - -- V A ( - i A - 526 - A 0 \ A l \ RON o B LIMITS OF ISTU A ICE N22.24'08"E 482.68' w� \ ZND 2 .sa / - _ / FOUNIRON \ 2 7 s \ �32 \ x 4 34 - - X - X / X - X - X - \ - o \ / Fa<OPOSED ROW A4D \ a p CAP 2� \� - - - - - _ - - - - _ _ _ _ _ 318°"` \ �° G / ■ bEDICATION 35.5'-,WIDTH 2° LOT31 �• L , '`� --�--- s ------ \ I 1 I ■ I FROM ROAD CL --- FFE 528.00 00 , I , 0 ONE CAR 28 1.5�%\ I\ 28� \ Q30 - - - o / GARAGE UNIT SI `z so \ U �o \\w 3100 31� I 3250 /-7 IP N c \ 1 j /� 20�ACSA- \ 28 00 29 00 30 _ O EASEMENT 52 I o LOT 30 All 5/8•, °) A \ \ \ \ 32 TS DI SA 4 - 2% FFE 527.50 A. -Oltlf -CQR 270 1.00% 2�' 2 e 6"\ \ \ LOT 37 LOT 38 LOi' 39 LOT 40 \ / o GARAGE UIZIi S ?8 \ LOT 32 LOT 33 LOT 34 LOT 35 LOT 36 \ FFE 531.50 FFE 532.00 FFE �32.50 FFE 533.00 S \/ o I \ �529.00 FFE 529.50 FFE 530.00 F� 530.50 FFE 531.00 \ ONE CAR ONE CAR ONE, CAR ONE CAR I _ _ U A4C \ I ON CAR ONE CAR ONE CAR 0 E CAR ONE CAR GARAGE UNIT GARAGE UNIT GARAGE UNIT GARAGE UNIT _ \ 52 L STE GARAGE\UNIT GARAGE UNIT ARAGE UNIT GARA`fE UNIT GARAGE UNIT I _ _ o LEE E CD rn 2%0 LOT 29 FFE 527.50 o ae e ,e 9 I \ - 5o y _ ONE CAR 2 3.3\ a6 2S 6 0 \ \ - 2 \ ■ `�F I GARAGE UNIT \ " so z . o /,.. / 0 ■ y 29° s� 3000 30 31- wsCo Iws - 2650 FFEO527 00 0 .a �` o T 28I \ n� a "01 / < 0 I �i 11 0 00 rn I c,+ ONE CAR 2% 2.19% 2e 2 `z I \ N 0? �1 to \ co! / 1 y i 0. GARAGE UNIT S \ \ \ 28 \ n Z \ 22 2� _2%z 2? 28se gal 0oz 0' \ a 17. ',a -.9z �.a° z' }° e / 0', �- so LOT 27 °' ° o °2"j. •, . 0 2% °a2g `EW 30' ACSA'S g. -' 30. ��' G, / �x •35 \ 2\ FFE 527.00 0 'm o ao z { \ ONE CAR 2i 3.68% 26' 5 ,• x4,.ii 6 �i� rDI �c27' "s x 8 5�' _ -,GARAGE UNIT I C' RED \ A �u .A9O° , 43�/v�° i / a c u\ \ ° o- NEW IV RI ABLE GWpTH - - - ows W W T6RR1W WNW W W W II' NEW 20' PRIVATE 8 MANA EMENT ESEz __°-_ - 0p q, c X A4OB, J+ c' . I - - - - I70 M ESgT _ \_.. 'S4 IE o - $,01 A4A 13+ 6 TI'�+50.1- E - 8" \ 0 12+50.0 il.84% 2� / 12 ' LOT 1 \ I I \ II \ \ _ 25 „ `o x6•RED \' \ FFE 535 5�T 0 N \ x \ o PRIVATE Ru,5S3c+ A 2' DI- 1 RAGE z' a, RED, , \ \ A5 / 5 GA I v ` 52p_ 24" HDPE ST RM - �. 5 56�' HP S-C� - - \- - DI-3 - - S a3 \ 3 1 w W a 4- Y' zo 31 00% o I \ o \ \ \ �. 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GARAGE UNIT ,° M e 3130 FFE 532.00 GARAGE UNIT LOT 3 \ I �ti I FFUN E 53 ON \ I I ! \ "5 I 33 R�GE IT I as GA \ 0 J1 \ 3231 7- on \ LOT 10 50 32 \ FARAGE2UNIT 4\ S 0 FFE 534.54 i J \ NEV 90 P,Rd,V,AfiTE 83 3 �5 fi 3c5% 33 GARAGE UNIT \ 1C '0I \ ■ 6, \ OR T I 11 �y"G 9B 0LO \ ■ I JSPE TION Q� 1' 32 FFE `�\32��5 N ° IT ''� 10 1 GARAGE\ soa .32 �'A 3 I c,+ I 9A �l ■ ' 6 U o' HP STORM 15 I ■ 320312% 9 L� LOT 12 \\ �5 � 32 FFE 532.50 w� oq IT ws Ln A 31 P3,x; GARAGE UN \ 1 \ \ ■ i1LOT ■ 941 0l oe GARFE 53 00jT I \ 1 _ '� 5 33AGE UN x 32 5� I v 9 c/ 1 66 W \ I \ \ I 8 c \ \ 313 y 32 F E 532.50 r-5 Z i (TYP.) �- \MI \ ■ - ---- UNIT � � ,° Z � I ■ � � � AG - GARE o. � II S0 GARAGE3 50 � I s 32 FFE UNIT j �p 32006.49% 5- / 5. 1% 9 I L1 I 7.5' I s0 LOT 146 �� 9 o x N I ■ I 1 f S .a sa LOT 21 es se - 31 FFE 532.00 30 o N 5 ■ ~ Dense ,Tree \ -- - 5276 - 2 5.23% 28 TWO 528. �7" 7 30 GARAGE NIT I �� OT 7 I C 524 IRON 710 ,o - FOUND x27 ' GARAG _ - - ', /I ,a 903 I5 25&- FFE GE3UNIT II , s I x29" A - - 526 _ .+ v T 59 2,.w 338.89' - - - - - -. - - - - - - - - - - - / 5 - % T. as 30 L„1 G ■ I _ 3150 5.96 J0 8.57 o R i BOA 'w _ vw�,��.� T� PS' °,'m FFE 531UNIT SP)��■ I - - - - - - - - - 528 LIMIT$- OF 0lSi�1RBA7V .28 x.4'> . GARAGE �2 �� 00 \ LOg33.00 2 i 90' CF-- 2 32 FFE _ _ GE UNIT ■ I I 530 . . � 528 _ - - - A9A1 1/�'8 I „ 5p 5 i� GA 2 c ■ \ /------------- �52a �� a .0% 2917 , I / 4 69 ■ IRON ■ I 530 SET S26°08'59"W 169.50' BOA I Dense Trees ° - - - - 5305 - - oRO Fc \ / 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 g 3.18 OUTLET PROTECTION OP ry 1� 3.31 TEMPORARY SEEDING O 3.32 PERMANENT SEEDING PS 3.35 MULCH 3.39 DUST CONTROL DC LIMITS OF DISTURBANCE SHIMP ENGINEERING LAND PLANNING I SITE DESIGN I CIVIL ENGINEERING I PROJECT MANAGEMENT Design Focused Engineering 912 East High Street Phone: 43 =-5140 Chanotleemile. VA 22902 skimp-engineenng.wm ,�Nl� 4 Z1 83�A 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 � I f - 532 FILE NO. 18.041 G \ �o E&SC PLAN PH 3 i 0 r 0 0 \ I SHEET C7 OF 12 zo - o zo o so Scale: 1 "-20' lam/• STONE CONSTRUCTION ACCESS STONE CONSTRUCTION ACCESS - ;% 70' MIN. -3" SM-2A ASPHALT TOP COURSE 2% MIN. 21A AGGREGATE BASE PROFILE 70' MIN, ASPHALT PAVED WASHRACK 2% 12' MIN.* t *MUST EXTEND FULL WIDTH `--� POSITIVE DRAINAGE TO SEDIMENT OF INGRESS AND EGRESS OPERATION TRAPPING DEVICE PLAN 12' V'IN. 2% PAVEMENT Ir------ PAVEMENT '0`31 l VE DRAINAGE TO SEDIMENT IRAPPING DEVICE FILTER CLC71'1J SECTION A -A A ntuthntun water tap of 1 inch must be installed with a nnhthntlm 1 itch ballcock shutoff vahre supplying a wash hose with a diameter of 1.5 incites for adequate constant pressure. Wash water must be carried away from the enhance to an approved settlinst area to remove sediunent. All seclirttent shallbe prevelited fiom entering stone (trains, ditches or watercourses. PAVED WASH RACK NO SCA-L 1 FAVEll C$ Not To Scale TABLE 3.31-C TEMPORARY SEEDING PLANT MATERIALS, SEEDING RATES, AND DATES SEEDING RATE NORTAa SOUTHb PLANT 3/1 511 1/15 2/15 5/1 9/1 SPECIES CHARACTERISTICS Acre Iota a Io t" to w to to 4/30 8/15 11/1 41M 911 11115 OATS 3 bu. (up to I0016s., 2IS., X - - X - - Use spring varieties (e.g., Noble). A( veoa satiw) not 1. dun 50 lbs.) RYE4 2 bu. (up to 110 Ibs., 2.5 Its. X - X X - X U. for Iste fall seeding., winter Sa a (creole) not less it. 501bs.) cover. Tolerama wId and low moidme. GERMAN MILLET 50 It.. epprox. 1 IS. - X - - X - Warm -season esuud. Die. et first !Satan, iWira) frost May be added to summer maw. ANNUAL RYEGRASS' 6011 13h lbs. X - X X - X May Is addd in mixes. Wdl (fold m' r multi -Flom-) Imow wt of rmst sands. WEEPING 15 Ibs. 51h oas. - X - - X - Wrtm-sevun perennial. May LOVEGRASS hooch. Tolerates W. dry slopes - roads curvula) as mid, infmile wits. May be adds I. mixes. KOREAN 25 It. approx. 1'h X X - X X - Warm season umual legume. LESPEDEZA` Ibs. Tolerates acid soils. May be (lraceden r ul.�.. adds to mixes. • Northern Piedmont and Mountain region. See Plans 3.22-1 and 3.22-2. b Southern Piedmont and Coastal Plain. ` May be used as a cover crop with spring seeding. d May be used as a cover crop with fall seeding. X May be planted between these dates. - May 114r be planted between these dates. 2 TEMPO] C$ Not To Scale 1992 Y SEEDING (TS a w La 3.35 TABLE 3.35-A ORGANIC MULCH MATERIALS AND APPLICATION RATES RATES: MULCHES NOTES: Per Acre Per 1000 sq. ft. Straw or Hay M - 2 tons 70 - 90 this. 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 ca. 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' WDDD FRAME DROP INLET 1ME ~7 GATHER �1 EXCESS AT CDR PERSPECTIVE VIEWS ELEVATION OF STAKE AND FABRIC ORIENTATION SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 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 -(LP) C$ Not To Scale GRAVEL CURB INLET SEDIMENT FIL TER ~` 4 "r y ~ 4 �. s a, GRAVEL FILTER * 12" RUNOFF WATER � � ... WIRE MESH I\ FILTERED WATER V) ^6 « it a.`. SEDIMENT -- CONCRETE GUTTER 12" a V CURB INLET 73 L[NI yP7\�:7LIP7YY[H�I 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 7 VEE-SHAPED DIVERSION DV) C$ Not To Scale Compacted Soil 18" min. ............. -Flow III 4.5' min. $ DIVERSION DIKE DD C$ Not To Scale PERMANENT SEEDING SPECIFICATIONS February 16 through April 30: Kentucky 31 Fescue - 128 lbs/acre; Red Top Grass - 2 lbs/acre; Annual Rye - 20 lbs/acre. May 1 through August 15: Kentucky 31 Fescue - 128 Ilbs/acre; Red Top Grass - 2 lbs/acre; Foxtail Millet - 20 lbs/acre. August 16 through October 31: Kentucky 31 Fescue - 128 lbs/acre; Red Top Grass - 2 lbs/acre; Annual Rye - 20 lbs/acre. November 1 through February 15: Kentucky 31 Fescue - 128 lbs/acre; Red Top Gross - 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 IDS. 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 scoparium), Purpletop (Tridens flavus), Broomsedge (Andropogon virginicus) and Indian Grass (Sorghastrum nutans). s PERMANENT SEEDING PS C$ Not To Scale TABLE . 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 )- C8 Not To Scale }DISTANCE IS 6' MINIMUM IF FLOW IS TOWARD EMBANKMENT FLOW 12 CULVERT INLET PROTECTION (CIP) C$ / Not To Scale TYPICAL WATERWAY CROSS -SECTIONS TYPICAL RIRRAP CHANNEL WITH NO STONE ONLY THE FILTER CLOTH IN 6 (XET IN CLDTH) 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: VA. DSWC PLATE 3.17-1 13 SCC: STORMWATER CONVEYANCE CHANNEL C8 Not To Scale PIPE OUTLET CONDITIONS A A ANLA WI In NU UvuNrU CHANNEL LG=11 FT7 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.) L(ft-) (ACS.) (ft.) (sq. ft.) (ft.) (sq. ft.) (Req.) (Prov) (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) d5D (in) depth (in) Outlet Condition Al 5.86 11.0 2.00 6.00 6.0 9.0 Channel 14 � OUTLET PROTECTION TABLE (OP C8 Not To Scale ORIGINAL GROUND ELEV. *SEE PLATE 3.13-1 Area 2 DRYSTORAGE 67 CU. YDJACRE WETSTORAGE D7 67 CU. YDJACRE (EXCAVATED) t/ \FILTER CLOTH \ GGROUNDL EL=C ELEV. COARSE AGGREGATE** CLASS I RIPRAP CROSS SECTION OF OUTLET CLASS 1 RIPRAP LENGTH (IN FEET) _ \ / ' (I X DRAINAGE AREA ON AC.) ERSION DIKE �` I / *./� COARSE AGGREGATE EXCAVATED 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 I SHIMP ENGINEERING LAND PLANNING I SITE DESIGN I CIVIL ENGINEERING I PROJECT MANAGEMENT Design Focused Engineering 912 East High Street Phone:434-227-5140 Chadoftem lie, VA 22902 shimpengineedng.00m 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 Al CA 2) A3 A4 A5 A6 v 0 M ENV. .- 1522.8-- R M M _ IOU-YR HYDRAULICtOQF-0RAIN mo INV. IN GRADE 522.90 ��Q 6 = z r -- 0 o N w - + - 100-YR HYDRAULIC30-YR-k.YBRAIa- - GRADE LINE 10-YR HYDRAULIC GRADE LINE - - _ - - - - - - - a ' _ _ - SEP RIA' 8" ADS N12 MANIFOLD z o 1- GRADE LINE - GRADE - - - _ - `- - o w o GRADE __ _ _ - - _ - - _ _ P NNo 94.38LF - 36" HE �N 34.9 LF - 36" aQ _ z N - - - - - - _ - = ------ -�--- 97.26 LF 24" HDPEQ 2.41% - - - - - I v o M a „ rn n.80% 16 rn ri PLAT6.2599 �z > Mtn Ln Mtn in � z,n in Q --- ,P to z >-W Z O Q 3 U' Z > >N>� z 1 z 0 C1 AS Z z^ I 500 10+00 10+50 11+00 (�1�STORM PROFILE Al -A6 C9 VER : =10 HORZ: 1"=20' A7 �AB� 540 535 530 525 5A 515 510 505 A9 AlO 11+50 12+00 - - -7\elm.L/T�Ti•� _ _ 8 it • • ..� 11110 10+00 10+50 11+00 2 STORM PROFILE A7-A10 C9 VERT: 1"=10' HORZ: 1 "=20' 535 0 roN 15" HP FROM A8 INTO A7 NSPECTION 1.3 FT OF I EW=G INV. IN=522,50 PORT (TYP.) STONE COVER - 530 z� / I 525 _________ ____ _ __ 18"ADS N-12 MANIFOLD MC-450O-� INTO THE ISOLATOR ROW END CAP 520 r3 11=519.80 (TYP) - 2'M i� 18 ADS N-12 515 NDERDRAIN INV. OUT TO STONE -BASE OTHER CHAMBERS SOLATOR ' MC-4! TR A6 INV.=519.50 ROW INV.- VARIAI - 51.9.80. (TYP.) 510 1 BOTTOM 517 30 10+00 10+50 11+00 s STORMTECH PROFILE C9 VERT:1"=10' HORZ: 1 "=20' 545 540 535 530 525 520 515 510 505 C9 v': HORZ: 11+50 12+50 540 STONE TOP 525.81 535 CHAMBER ROW TOP 524.51 530 525 C 0 520 515 13+00 13+50 14+00 A6 ADS GEOSYNTHETIC 601T NON -WOVEN GEOTEXTILE 18" ADS N-12 AROUND ALL STONE LAYERS MANIFOLD 1.30' TOR n , 1L�6" UNIpERDRAIN INV. 517.50' 4" SUMP #3 STONE S D 3 STORMTECH CHAMBERS SECTION DETAIL C9 SCALE: 1"=5' 505 12+00 10+00 10+50 11+00 11+50 s SANITARY PROFILE Z4-Z4a 09 VERT:1"=10' A4 HO1" RZ: =20' 545 540 06 6X 8 :6751 515 510 505 12+00 lurnLu SH C-4 TYP.)- I-3C TOP 525.77 100-YR WSE 524.68 10-YR WSE 523.27 WEIR TOP 523.40 °d e a d 2-YR 1-YR WSE 521.23 WSE 520.86 24x5.5" ORIFICE INV. 520.90 a el - 2.3" �2= ORIFICE INV. 516.72 PROVIDE A TRASH RACK FOR THIS ORIFICE 8 WEIR WALL DETAIL STR. A4 NN C9 SCALE: 1"=5' 8" ROOFDRAIN� i i 5' MH-1 W ACCESS ON EACH SIDE OF THE WEIR 38' HP PIPE 24 HP PIPE 12' DI-3 _ W/ WALL WEIR OPINION LONG SWEEP VTR. A4 PLAN DETAIL C9 SCALE: 1"=10' 55 50 ?5 )D 5 0 O- 24" SUM a 14+50 15+00 NSPECTION PORT o GROUND ELEV. 528.05' No 530= N o STONE TOP 525.80' a 41 L SO ATOR ROW TOP 524.80' 92W oN )LATOR R W 52 TOR BOTTOM 519.8' 51 #3 STO BER BOTTOM 519.5' o _E STONE BOTTOM 517.50' 510. z > Ir: CLEARANCE 15+50 " S[iIF_IF. @ 5. 16+00 1010+50 11+00 a SANITARY PROFILE Z4-Z4b C9 VERT:1"=10' HORZ: 1"=20' PROFFIT ROAD TOWNHOMES SOUTH LD-229 STORM DRAIN DESIGN COMPUTATIONS Front To Casele Runoff Inc At. TX Tael Teml UP On Pipe Iw Pipe Pipe Velocity R.11me point Point Area Cod AC AC Intensity Flow efs 1I II Slope Diaeer Inc (6Jhr El E ft % ef W 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 All AID 0.47 0.47 0.22 0.22 5.00 5.17 1,14 5 2 . 4.71% 15 1 .2 .4 112 AD A9 0.22 5.12 5.14 1.13 524M 524.30 20.29 0."% 15 7.2 4.3 0.08 AYC A9B 0.33 0.70 0.23 0.23 5.08 5,15 its 527.37 526.76 88.36 069% 15 5.8 3.7 040 A9B A9A 0.23 5.40 5.07 1.17 52fa56 524.90 63.76 2.00% 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 0.23 075 OA7 0.17 5.00 5.17 0.89 525.50 524M 94.99 0.71% 15 5.1 3.8 0.37 A9 At OA5 5.52 5.04 2.27 524.10 523.70 53.27 0,75% 15 6.8 5.0 0.18 ---AT- A7 0.35 M86 0,30 0.75 5,18 5.12 3.85 3.38% .05 Note- Detention System Between A7 P+A6 A6 A5* 026% 36 A5 A4* 517.11 516.87 94,38 025% 36 A414 A4G 0103 0.90 GO@ 0002 5.00 5,17 0.01 524.90 524.51 39.00 Lm% 6 0.2 0.5 1.26 AtG A4F O.m3 0.% DOM B m 6.M 4.87 0.01 524.41 523.80 61 1.00% 6 0.2 0.5 L97 A4F ME 0.003 0.90 0.002 0.002 6.97 4.72 0.01 523.70 523.29 41 L00% 6 0.2 0.5 1.32 ME A4 0.002 0002 6.32 4.86 0.01 523.19 52290 29 Lm% 6 0.2 0.5 0.94 A4D A4C 0.003 0.90 0.002 0.002 5A0 5.❑ OA1 524.90 524.51 39 1.W% 6 0.5 1.26 A4 A48 0.003 M90 0.002 D002 6.26 4.87 0.01 52 .41 521130 61 LW% 6 0.5 1.97 A48 A4A 0.003 TAIT 0.002 0.002 6.97 4.72 0.01 523.70 523.29 41 1.W% 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 1.054 032 096 0.76 6.00 4.93 8.31 516.72 516.10 77.42 0.90% 24 2L9 6.5 0.20 A3** A2 0.76 5.20 5.12 8,31 515M 514.00 267.25 0.71% 24 &1 5.7 0.78 A2** Al 0.76 .578 4.98 8.31 513.45 511,11 97.26 2.41% H 38.0 9.7 TINl "Pi �Sie.in nolcmn Ned as i Used for s[orae isthe10-r fmmhdmcW,the Accumilated AC=755A.76=8.31 PROFFIT ROAD TOWNHOMES SOUTH LD-204 Stormwater III Computadom Inlets on Grade Only Sag Inlets Only z rn 9 5 _ O Q w' U 5 E t7 b d z i 9 O 0 a n 0 'e f $ 9 U 0� �. 'E 1 2 3 5 6 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 00 (ac) (flu) (.5s) (c0) (di) t/9 0 C/9 (ft) (ft) ("E) (d) (ft) (ft) (ft) All DI-7 3.5 0.47 1 0.47 0.22 4.0 0.88 0.00 1 0.88 0.020 01 0.04 0.09 6.35 6.5 1.43 0.00 1.43 - 0.13 - - 8.11 A8 DI-3B 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 0.26 100/00/0 1.82 0.00 6.5 1.96 0.24 2.20 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-31C 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 4.94 0.31 0.5 0.61 9.03 A91C 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 1 89.8% 1 0.62 1 0.07 0.27 1 0.5 0.53 7.06 6.5 1.12 1 0.00 1 1.12 1 1 1 3.55 0.22 1 78.7% 1 0.88 1 0.24 1 0.31 1 0.5 0.61 1 9.03 TABLE 1, RECOMMENDED MINIMUM TRENCH WIDTHS HP STORM TRENCH INSTALLATION DETAIL �: N\ \N \//\O\4 000000000\\O MIN. TRENCH PIPE DIAM. WIDTH 12' 30" 300mm 762mm 15' 34" 375mm 864mm 8" 39" 450mm 991mm 24" 4W BOOmm 1219mm 30" 56" 750mm 1422mm 36" 64" 900mm 1626mm 42" 72" 1050mm 1829mm 48" 80" 1200mm 2032mm Co. 96 1500mm 2438mm 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 I (SEE TABLE) 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 HEAVY CONSTRUCTION PIPE DIAM. H-25 (75T AXLE LOAD)' 12"-48' 12" 48' 300mm - 1200mm 305mm 1219mm 60" 24" 60" 1500mm 610mm 1524mm VEHICLE 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 IVS 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 ALTERNATNE 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' (3DOmm-600mm) DIAMETER PIPE; 6" (150mm) FOR 30"-60" (750mm-1500mm) DIAMETER PIPE. THE MIDDLE 1/3 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, ,I, 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 D2321, 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, 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) (8Sm) (6.4m) (4.9m) (6.1m) (4.9m) (4.9m) 15" 42 29 21 16 21 16 16 (375mm) (12.8m) (8.8m) (6Am) (4.9m) (6Am) (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) PA' 37 28 18 14 19 14 14 (6001 (11.3m) (7.9m) (5.5m) (4.3m) (5.8m) (4.3m) (4.3m) 30• 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) (3.4m) (3.0m) 42" 30 21 14 10 15 11 10 (1050mm) (9.1m) (6Am) (4.3m) (3.0m) (4.6m) (3.4m) (3.0m) 48' 29 20 14 9 14 10 10 (1200mm) (8.8m) (6.1m) (4.3m) (2.7m) (4.3m) (3.Orn) (3.0m) 80' 29 20 14 9 14 10 9 (1500mm) 1 (8.Bm) (6.1m) (4.3m) (2.7m) (4.3m) (3.Om) (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' (6DOmm) 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 (ys)=120 PCF 7. FOR ADDITIONAL INFORMATION SEE TECHNICAL NOTE 2.04. B REV. MAXIMUM COVER HEIGHTS RWD 01nv17 nmis ADS, we REV. DESCRIPTION BY MMDDNY CHWD ADVANCED DRAINAGE SYSTEMS, INC. (-ADS°) HAS PREPARED THIS DETAIL EASED ON INFORMATION PROVIDED TO ADS. THIS DRAWING IS INTENDED TO DEPICT THE COMPONENTS AS REQUESTED. ADS HAS NOT PERFORMED ANY ENGINEERING OR DESIGN SERVICES FOR'WS ii►► PROJECT. NOR HAS ADS INDEPENDENTLY VERIFIED THE INFORMATION SUPPLIED. THE INSTALLATION DETAILS PROVIDED HEREIN ARE GENERAL RECOMMENDATION$ AND ARE NOT SPECIFIC FOR THIS PROJECT. THE DESIGN ENGINEER SHALL REVIEWTHESE DETAILS PRIOR TO PO CONSTRUCTION. IT IS THE DESIGN ENGINEERS RESPONSIBILITY TO ENSURE THE DETAILS PROVIDED HEREIN MEETS OR EXCEEDS THE TRENCH INSTALLATION DETAIL HP STORY ( ) 1"""'• IS4D TRUEMAN BLVD YY[]W[-` HILLIARD, OHIO 43026 ' APPLICABLE NATIONAL, STATE, OR LOCAL REQUIREMENTS AND TO ENSURE THAT THE DETAILS PROVIDED HEREIN ARE ACCEPTABLE FOR THIS PROJECT. .wau¢aoowmwearmanawe DRAWING NUMBER: STD-101D Z4b 540 535 5M 525 520 515 510 505 500 16+50 535 530 I I 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 ChaloftesNlle, VA 22902 ship-engineennig.com 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 A9A 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. NIA 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'C' STARTS FROM THE GRANULAR WELL -GRADED SOIL/AGGREGATE MIXTURES, <36% FINES OR A-1, A-2.4, A-3 BEGIN COMPACTIONS AFTER 24" (600 Tim) 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'CLAYER. 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.za 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 Tim) (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 LOAD 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 LAYERS PERIMETER STONE (SEE NOTE 6) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) UEKIBLEPAVEMENT.FCRUNPAVED RUTTING FROM VEHICLES MY OCCUR IE COVER T030' (250 mmy 24" 12" (300 mm) MIN y 60, (1525 mm) 7.0' (2.1 m) MAX -1Lil L41 - DEPTH OF STONE TO BE DETERMINED _ I-�-I -u -= - - III-11l-T-III -m-I -III- -m-I� 12" (300 mm) MIN T>' �--m �- -m - 9-m-�-n ��1-RT-m-�=n-m_m_ BY SITE DESIGN ENGINEER 9" (230 mm) MIN MC-3500 100" (2540 mm) 12' (300 mm) MIN END CAP SUBGRADE SOILS (230 mm) 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 61 2. MC4500 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/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73- F / 23' C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. UNDERDRAIN DETAIL NTS STORMTECH CHAMBER IRMTECH END CAP 'LET MANIFOLD FOUNDATION STONE BENEATH CHAMBERS ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE STORMTECH END CAP FOUNDATION STONE BENEATH -CHAMBERS i ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE . _ITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-16OLP SYSTEMS 6" (160 mm) TYP FOR SC-740, DC-780, MC-3500 & MG4500 SYSTEMS MC -SERIES END CAP INSERTION DETAIL NTS .r 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 1 UPPER JOINT CORRI]RATION FOOT WALL lLL'/uLMUJW. 7Ldu LL U W1 J_ GORATED L LOWER JOINT CO RR. - a BUILD ROW IN THIS DIRECTION f� 100.0" (2540 mm) _ 90 2" (2291 mm) .� RDRAIN nr SECTION B-B 12" (300 mm) MIN SEPARATION MANIFOLD HEADER MANIFOLD STUB - 1 30.7" 48.3" (781 mm) (1227 MI 52.0" INSTALLED INSTALLED (1321 1 NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 100.0" X 80.0" 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" I SIZE (W X H X INSTALLED LENGTH) 90.2" X 51 X 30.7" (2291 mm X 1509 mm X 781 mm) (891 mm) T� END CAP STORAGE 35.7 CUBIC FEET (1.01 m") MINIMUM INSTALLED STORAGE" 106.7 CUBIC FEET (3.08 m•) WEIGHT 135.01bs. (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 CROWN PLATE END WITH "C" L END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" PART # STUB B C B MC4500REPE06T 6'(150 mm) 42.54" (1.081 m) - MC4500REPE066 - 0.88" (22 mm) MC450GREPE08T 8" (200 mm) 40.50' (1.029 m) -.- MC450OREPEOBB -- 1.01' (26 mm) MC450OREPEIOT 10'(250 mm) 38.37" (975 mm) - MC4500REPE108 - 1.33" (34 mm) MC450OREPE12T 12' (300 mm) 35.69' (907 mm) MC450OREPE128 -- 1.55" (39 mm) - MG450OREPEIST iS (375 mm) 32.72"(831mm) - MC4500REPE15B - 1.70' (43 mm) MC450DREPE18TC 18'(4501 29.36' 46 mm (7 ) - MC4500REPE18TW MC45WREPE18BC - 1.97'(50 mm) MC450OREPE18BW MC450DREPE24TC 24" (600 mm) 23.05' (585 mm) - MC450OREPE24TW MG450OREPE24BC - 2.28" (57 mm) MC4WOREPE24BW MG450OREPE30BC 30" (750 mm) - 2.95' (75 mm) MC450OREPE36SC 38" (900 mm) - 3.25" (83 mm) MC45WREPE42BC 42' (1050 mm) _ - 3.55' (90 mm) NOTE: ALL DIMENSIONS ARE NOMINAL nm)I CUSTOM PRECORED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24" (300.600 Tim) SIZE ON SIZE AND 1548" (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC4500 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (250 mm). THE INVERT LOCATION IN COLUMN'B' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. 545 540 535 530 525 520 515 510 0 -E �• 9+50 10+00 10+50 1 STORM PROFILE A9-A9C C10 VERT: 1"=10' HORZ: 1"=20' COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T 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) 11 +00 MC4500 CHAMBER 24" (600 mm) HOPE ACCESS PIPE REQUIRED USE FACTORY PRE -CORED END CAP PART #: MC450OREPE24BC OR MC450OREPE24BW MC-4500 ISOLATOR ROW DETAIL NTS INSPECTION & MAINTENANCE STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT A. INSPECTION PORTS (IF PRESENT) A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG AA LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) 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. Wv-2 545 540 535 530 525 520 515 510 10+00 3 STORM PROFILE A9A-A9A1 C10 ORR'L: 1" 20' 11+50 OPTIONAL INSPECTION PORT 15 r•L �'.II17 � \ I .ZWT:19 TWO LAYERS OF ADS GEOSYNTHETICS 315WTM WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 10.& (3.1 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS TICK COAT 1H PROPOSED CONSTRUCTION JOINT EXISTNG ASPHALT LAYERS PROPOSED ASPHALT LAYERS --------MSTNG SUBBASE PROPOSED SUBBASE COMPACTED SUBGRADE CONSTRUCTION JOINT DETAIL ® REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS ® PROPOSED MMMUM I % NCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5) z MMMM 12 INCHES. OR GREATER AS NECESSARY TO ABUT THE FILL THICKNESS OF EXSTING ASPHALT LAYERS AS DETERMINED BY CORES ISEE NOTE 3) NOTES: 1. ASPHALT PAVEMENT WIDENING SHALL HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VDOT PROCEDURES AND BE APPROVED BY THE ENGINEER. 2. THE PAVEMENT DESCH FOR ASPHI PAVEMENT WIDENING SHALL MST OR EXCEED THE DEPTHS AND TYPES OF THE LAYERS OF EXISTNG PAVEMENT. SUBSURFACE DRAINAGE OF THE EXISTNG AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN. 3. A MINIMUM OF THEE CURES SHALL BE TAKEN ALONG WE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AND THICKNESS OF EXSTNG PAVEMENT LAYERS. TIESE CONES SHALL BE SPACED NO MORE THAN 500 FEET MART. 4. THE ADJACENT TRAVEL LANE SHALL BE MILLED A MINIMUM DEPTH OF 1% IN AND ASPHALT WITH AN /SPRT SERFAGE COARSE TO MATCH llE PROPOSED PAVEMENT WIDENING SURFACE COURSE. UNLESS WAVED BY THE ENGINEER. 5. THE ENGINEER MAY REWIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS-ADPE AND EFFECTIVE SURFACE DRANAGE.SURFACE G. EXISTING PAVEMENT MARKINGS AND MARKEn WITH] THE PROJECT UNITS SHALL BE RESTORED SUBJECT TO THE MPROVK OF THE ENGINEER. 7. FINAL TRANSVERSE PAVEMENT RE -IN SHALL CONFORM TO THEREWNEM]RS OF SECTION 315A5:c: OF THE SPECIFICATIONS EXCEPT THAT ALL JONTS AT TENN LOCATIONS SHALL BE TESTED USING A V FOOT STRAIGHTEDGE N ACCORDANCE WITH THE REWPEMDITS OF SECTION 315.07(P)OF THE ATA_ ATIo"s. END -SECTION 12" - 60'' PIPE X � AX 1 -- _J E TMMWY NL PLAN`\ j C ePPhE" BNI pt 5r �# r,elc 1 A ( F / ° T PAY LSE gviryi TN Y-Y rN0 VIEW END SECTION DIMENSIONS PIK DAMETER A R L IT 4.. 2..0.. 2- 0' 4J.0. 2'-0' '5 g. .. v- .. 4`1' .,g. 01- g. T-3. Y... {..D. 3..0, 21- 9 2- IT- TH.. 24.• 9 •• 3•-7. 2' V g••1•• A.D. 27•' p .. 4..0.. 2.. p, G.-I., 4..6. W.. 1._0.. A._g. p_J .. g._1 .. y_0. ]S.. ILLY .. 4..pi .. 5._6. 35. p_3. 5.-3.. 2._p 42•' 1'_9' 5 2-11• 9•.2" g•.g•• 45.. 2.-9 g.-0, 2._2., g.-2.. p.o.. SA 2'-3" 5'-5" -, 10+50 12+00 `Ir lnu. D11'V NLION HMIT TRASH RACK 12+50 545 540 535 530 525 520 515 510 13+00 New Trash Rack- 1" Holes • 30% Opening Area v °oo° a eoao oepo paeapo • Woe°Op°e °^o°O� •°•a O O O C)0 O 00000e° o °ooe •e`�? ° °a°°y°0°"0O°a O O O 0 0 C O O O p•BgWa °�WM°W O O C a o I NIII,•II'1, 12" OOOOOC :. 00000C II/I OOOOOC H,: O .Ali r IioLa n n ni :px ..r . qlu• O0, OC O O O C • .un.�, "un ..Pm'ne no-,. Typ. Front Section \I•rl lllll ��i11, 1' linlf. unJ n nrnln .rt 2 5" ORII C 1 Q NOT TO SCALE 545 WE 1111E Mfg. 6mi 520 515 510 11 +00 ALTERNATE END -SECTION 12'' - 60" PIPE L= H0T EH1 OWN (HET EUWD SECTTION YAO PSC MINIMUM E G PLAN .-C a�B OF PPE STEEL FABRIC REII'FORCEMENT A 11 A \ / - D E I- PAY LIVE END VIEW SECTION X-X END SECTION DIMENSIONS PIPE DVAETER A B C 0 E R. A. T OG A,-T. g..,, 2..D. 15. 5" 23.. 3.-10•' " " 2.. 61 24. p. 3. J. 2�.g.. B.q.. A,.O.. 2J"4..g. 'i.0.. y0•. 4,.B. L.r �. 8..1 .. S..g,. 33� 1. . 5._3. 2..p .. g._I .. g.-p. p.B. 5..3., ..11. B7. 5._1.. AB• 2,.0, 6.-0.. 2..2.. 1J-2. 7.-g. 54• T 3 5'-5•' 2'-11• g'.A•• J._B•• - PAY UNE NOTES: PIPE LENGTHS SHOWN ON BONS ARE BASED ON ENO-SEDESIGN SHOWN ON ME LEFT. F THE CONTRACTOR ELECTS TO USE THEALTERNATRNAT E DESIGN $CAWSEIN M1 THE DIFFERENCE TIN WILL IO REDUCED BY THE DEEEREM2 N COENSIIXI '➢". I'I.1�TIt' N9LfTitl3r � � � 00 O 12" OOO OOOOO 000000 1- 6" (A) Bottom Rack Side Section DETAIL SHIMP ENGINEERING LAND PLANNING I SITE DESIGN I CIVIL ENGINEERING I PROJECT MANAGEMENT Design Focused Engineering 912 East High Street PhoIce: 430.227-5140 Chalotlesrille, VA 22902 shimp-engineering.Lom VSMP PLAN ALBEMARLE COUNTY, VIRGINIA PROFFIT ROAD TOWNHOMES SOUTH SUBMISSION: 2020.03.20 REVISION: 1) 2020.07.16 2) 2021.03.30 3) 2021.06.07 FILE NO. DETAILS : IA `- REFER` L" E"E"LE FLARED END -SECTION FOR 12 60 CONCRETE PIPE CULVERTS I ROAD AND aiDGE STANDARDS ASPHALT PAVEMENT WIDENING II_ EI "� sHET i W I RErmON DATE FOR WIDENING SUBJECT TO TRAFFIC 7/01 VRGINIA DEPARTMENT OF TRMSPORTAHUN 3M 3DY VIRCNA CEPMTMENL OF T0.A1¢.-RTATIDN ID2DI �.D2 SHEET C10 OF 12 a SPHALT PAVEMENT WIDENING s ES-1 DETAIL '� O C10 NOT TO SCALE C10 NOT TO SCALE STORMWATER CALCULATIONS WATER QUANTITY 5S4 532 — � i � I i OFFSITE WOODS vv v A-0 12AC \ OFFSITE IMP. TOTAL PRES'DEV DA=3.68AC sU , 5s / 54_0.02AC D O v D O 0 0 j 7 0 0 0 0 0 TP7D A , o V o — 0 V 0 0 0 V 0/ 0 V V 0 V W---7 sy Do 0 V 0 0� \ OFFSITE TURF �,� ,� �: �,� - - - ��o Q �o1z ��o �o�ze���/e� zZ VOW — — 526 — 000 V 0 / 1 N22°24'08' 4 .68' W \ ND 2�.58 — — — FOUND UND I �- _ lil III Ii1 III III III lii I o --� <` , III III III III II III w III X v� <vv III III III III III f III III III III Ili - ) I 11 o6v IF III —III I - 1 1 1„ < I \ LE III III III II — III III III III LJ 532 I � I � ,� -III I sv < III III �� v v v vv 11I I II -- o� I I I v II III III III IIII I \ I < � � `v � <v � � � � �� 1 O <_ W DS < vv `v< A=6.36A& v v Sea- � < o v v < < v v < < <v v < v v< \ \ \526 cr \ \ I \ < < < < < TOTAL ONSITE fli DA=3.15AC ,v� v < T6C=1$ MINUTES < _ / < � QG < < < v v vv ,' --- �- 522 --� -,� < < TIME v w <v v / CONCEN ► RAT,10 \ < < < < < < < < -� E� <szs < v v 18.0 MIND J / < < < < < < < < < < < < < < < < III v — _ 524 < < < < < < < �' < -Ell — �------- -_/ TOTAL OFFSITF i i I _ DA=0.53AC / I 526 --524 FOUNND - - TO 18 MINUTES — I , i i k 526 IIIIIIIIII _ ONSITE TURF FIIIIIIIII vv III I _- - IIII IIIII I II I - III —III I A=0.2.48A , -- - -- I II 1IIIIIIIIIIIII III I 7 IIII IIIIIIIIIII i-111t ICI I / NIT IMP. — — - —IIIIIIIIIIIIIIIIIIIIIIIIIIII III I / 1 / �} Ali' _ 530 SET 6`08'59"W 0' — " I 2A=O.'31 AC — 530 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, CIVIL ENGINEERING, PROJECT MANAGEMENT Design Focused Engineering 912 East High Street Phom:434 227-51Q Chaloti lle, VA 22902 ship-engiaeeriig.com 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 53 532 — — � FILE NO. 18.041 � I \ / v v PRE -DEVELOPMENT r/ vv �q vv DRAINAGE Z \ I \ SHEET C11 OF 12 20 0 20 � � I 1 so ., � 11 Scale: 1 "=20' C I� I `� STORMWATER CALCULATIONS WATER QUANTITY O � O �\ 26-- � 0 TOTAL -OFFSITE TREAT / --- A=0.32AC TOTAL ONSITE TREATED TOC_ IIIRIUTES (ASSUMED) A=2.86AC TOC=5 MINUTES (ASSUMED) sE `. \ � I — �� I r � T N - POA_ 1 52p- , `>S4 _�FFSITEjITREATED TURF I A-0.19ACOFFSITE TREATED WOODS �A0.12AC o OFFSITE TREATED Q°Ao.4o cFs IMP. A=0.02AC RV=0.415 AT ------------�—----- '—� —eta N NOTES 1. FLOW FOR POA ANALYZED AS IT LEAVES THE SITE RATHER THAN AT THE T v OUTLET OF STORM PIPE Al FOR EASE — OF CALCULATION. NO ADDITIONAL WATER 34 / — IS COLLECTED AFTER STORM INLET A4. �.�32� � _ _ A a — — I � � 5� 2. TIME OF CONCENTRATION FLOW —� — — — PATHS NOT SHOWN. ALL ASSUMED 5 V MINUTES 4. ALL SOILS 27B — ELIOAK LOAM — 2 T — T / \ \ �F TO 7% SLOPES, HSG B. III` V L V _-- 32 �>\ I' - — — L�71 WATER QUALITY z8 -' TREATED 1.25 AC TURF 1.94 AC IMP / — - • LEGEND ON -SITE IMPERVIOUS TREATED III i O S US � 5 � I ON -SITE MANAGED TURF TREATED { OFF -SITE IMPERVIOUS TREATED OFF -SITE MANAGED TURF TREATED �- - - — - - - — - - - - OFF -SITE WOODS TREATED C �� ❑ p5- V A LP q q p� o �� �� ON IMPERVIOUS UNTREATED ��� ON -SITE MANAGED TURF UNTREATED �''� �V A V / — 3 \ OFF -SITE MANAGED TURF UNTREATED 17 oVIA � — 1 N I 20' DRAINAGE .EASEMENT - - - X x x x x SHIMP ENGINEERING r \52 _— LAND PLANNING SITE DESIGN CIVIL ENGINEERING PROJECT MANAGEMENT 6 , r X X I I o \ \\ Design Focused Engineering Eo � — - - _ I 912 East High Steel Phone :434-227-514D � � ChatlottesviOe, VA 22902 shimp-engineenng.com X X 1- u °,Z--- ---I� �/ N _ X X -X - X /V N I y ,I Gn 0 SI E TREATED F IFL I I h I-TOTAL/ONSITE UNTREATED A=0.30AC — — — — — — 3z� TOG MINUTES (ASSUMED) --- 33° _ O�FS� TEI TREAT - �� _ _ 3z �� SON CENHA TIN _ ED �Ff�IE _ - - _ - OVERLAND � I - ar 8 M��\1tj T apoo FLOW -- ati5 i S 530 TOTAL DRAINAGE AREA NNW_ � mm JEAN az� = OFFSITE UNTREATED TURF � �- 32 — — — 3.68AC � � r � ,� � �A=0.21AC ONSITE UNTREATED IMP. ONSITE UNTREATED TURF ONSITE TREATED TURF,, S.C.FLOW' - 532 - - A=0.003AC A=0.29AC A-0.94AC TOTAL OFFSITE UNTREATED A=0.21AC v — TOC=18 MINUTES (CALCULATED) I z 20 0 20 40 60 Scale: 1 "=20' ONSITE OFFSITE TREATED UNTREATED TREATED UNTREATED AC 2.86 0.30 0.32 0.21 CN 86 61 61 61 15183 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. 18.041 POST -DEVELOPMENT DRAINAGE SHEET C12 OF 12 C12 INaIMOM \im LEGEND 1 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 Phom:434 227-51Q Chalotlemile, VA 22902 ship-engiaeeriig.com 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 SHEET C13 OF 14 C13 Scale: 1 "=20' LEGEND ON SITE IMPERVIOUS TREATED OFFSITE WOODS TREATED OFFSITE TURF TRATED OFFSITE IMPERVIOUS TREATED 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 Phom:434 227-51Q Chalotlemile, VA 22902 ship-engiaeeriig.com 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 POST-DEV. VRRM MAP SHEET C14 OF 14 C14 Scale: 1 "=20'