Loading...
HomeMy WebLinkAboutWPO202000017 Plan - VSMP 2020-03-23VSMP 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 31 a 10— INDEX CONTOUR — — 312- — — 12 INTERVAL CONTOUR 311.5 x 57 81 X SPOT ELEVATION 311.5 TC 81 TC 57 X TOP OF CURB ELEVATION �11.5 TW 81 TW 57 X TOP OF WALL ELEVATION 11. 5 B W x 81 57 X eW 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 /7N /FN CG-12 STANDARD ACCESS RAMP SIDEWALK BIKE PARKING PARKING SURFACE CROSSWALK HANDICAP ACCESSIBLE AISLE f1; r1+ HANDICAP PARKING material CONCRETE/PAVEMENT-SIDEWALK RIPRAP ASPHALT W W GRASS EC-3 MATTING EC-2 MATTING ......... ...... WETLAND TREELINE — x x — — x x — FENCE STREAM utility UTILITY EASEMENT f f UTILITY POLE ® ® LIGHT POLE —GHu OHu oHu oHu OVERHEAD UTILITY O O1 MANHOLE sanitary & sewer STORM LINE — RD RD RD — ROOF DRAIN q q DRAIN INLET DRAINAGE EASEMENT STORM DRAINAGE EASEMENT STORM SEWER EASEMENT SANITARY LINE — s — s s — SANITARY LATERAL SANITARY EASEMENT water — w w — — w w — WATER LINE 0 WATER METER WATER VALVE AND BOX FIRE HYDRANT WATER EASEMENT gas —GAS GAS —GAS —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) 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 floodplain 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. Rx.Si P COUNTY OF ALBEMARLE -rr. r3epartnient-of Communit_y r3evalopment Construction record Drawings (As -built) for VSNILP The following is a list of hiformatiort required on construction word drawings for stun-nwater facilities (reference Walter Protection Ordinance 17- 22), It is pre .r`a le that the r,-c?n,vrru(-ii,,) r r-ec orcd dra wF►t be prep rt�d b s(rmecrne either Than rho t,si ner. Please & not provide design drawings as comtructian record drawings. A. A signal and tiatW pmfcessional seal of the preparing crtgincer or surwyor. S_ The name and address of the firm and individual preparing the drawings on the title she -el_ C, The constructed location of a I I iLoin % mstx:iated wiIll each facility, and [lie in%Voutimi recc}rds to veh fy proper dimensions, maLeiials and installation. The items include, but are not hynilml to [he following: T_ inspection Records and pbotographs for pipe trenches and bedding, including under&ains_ 2. V idea} Pipe Ins pert Ion for any pipos wflich aru not. ac:ccssible or wiewable. 3. L. pdated Location with geo-coordinates of all facilities. 4, Vtr1fled 1)raInage Ama maps for the draina a area treated, and for drainage 10 the facilities, . Curnent physical and topographic survey fo-r alI earthen structure. Funds should include: a survey of the pond holtom_ Surveys should verify pond volumes are per de -sign- Corrections may he required Rc r alterations from the design. 6. Plants, location and type. 7, Plani and profllcs for all culverN. Pipes, Rlsers, Weirs and Dralrage'Sxruetums - Display the - installed type of drainage structures, culvcrVpipc sim weirs, materials, inlets or end lreatyncnt(s), inlet and outlet pmtection, alignment and invert elevations coni fared to design_ , CoImp utat Ions: l-car signiftwnI tW-vijtGons fn)rn design, provide waled coynputW ions wrijfyi.ng that the as -built condition is equivalent or better than design. 9, Ditch i.tne*s - r3kplay the cotigiructect Tocation of all ditch litres and channels, iricludiFIg typical sections and [linings. 10_ Easements - Shaw all platted easements with dead lxxok references labeled_ Facilities and drainage must hc: within plait i casernenls. 1-IFovide copie of rm-orded dmom-L ruts. 11. Guardrail. fences or other safety provisions - Display the constructed location of all sally provisions; fences, guardrail_ including the type, length and applied end treatments, compared to design. 12. Material layers — biolilter media, stone layers, sand layers, keyways and cores must be verified as to matcrial types and depths, Incllu& iligp&tion reporm hiring or test pit reports and materials ccrtiltcaIions. Biof`ilter media must k, an approved state mix, 13. Access roads —show location of access roads, surface treatnient, drainage, etc, as applicable_ 14. Compaction repurts giro: rNuircd to verify fill compaction in dams. 15. Manufacturers certifications for proprietary BMP°s certifying proper installalion 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 Travelway Impervious Total 2,458 SF 7,244 SF SF 9,702 SF 25.3% 74.7% 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 3.30 acres of disturbance is planned for this development TAX MAP 32, PARCEL 35 ALBEMARLE COUNTY, VIRGINIA VICINITY MAPSCALE : 1°=1000r AIRPORT CENTER = t. a Ifiv ul e Ai rpo rt Read Aut o Center LERJ OEERW001a t a� c SITE V 63I V%l Ad Sper �4�a��o-ar+of'a>f rw,r Walgreerls Q Prey,,P R I M (a F I E L D A 8 1 N G T 0 N PLACE The UPS StOte r * Target _ FOodt,ir�r� } FOREST RIDGE T1rnN?rw4ourt Grill ti f7t Ji',f I Map provided by Google.com SHEET INDEX C1 COVER C2 E&SC NARRATIVE C3 EXISTING CONDITIONS C4 GRADING & UTILITY PLAN C5 E&SC PLAN PH 1 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 T52l FORS T LAKES iE 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 shimp-engineering.com o U JU IN SH P a ic. 45183 v1d0 SIONAL V, VSMP PLAN ALBEMARLE COUNTY, VIRGINIA PROFFIT ROAD TOWNHOMES SOUTH SUBMISSION: 2020.03.20 REVISION: 01- 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 3.30 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 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 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 1. CONTRACTOR SHALL PROVIDE AND MAINTAIN ALL ENVIRONMENTAL CONTROL MEASURES SO AS PRESCHOOL. TO COMPLY WITH LOCAL ORDINANCES, STATE AND FEDERAL LAWS AND REGULATIONS APPLICABLE TO WATER POLLUTION IN WATERS OF THE STATE AND IN INTERSTATE WATERS. 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. 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. 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 1.16 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. 8. 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 Street Charlottesville, VA 22902 Phone:434-227-5140 sh i m p-eng ineeri ng.com O � G� U JU 1N S H P a ic. .45183 O14, sroN.A1. V, VSMP PLAN ALBEMARLE COUNTY, VIRGINIA PROFFIT ROAD TOWNHOMES SOUTH SUBMISSION: 2020.03.20 REVISION: 01 - FILE NO. E&SC NARRATIVE 18.041 SHEET C2 OF 12 C2 I I � I � I I I / I 1 I I I I I ( \ O \ Y E/ 1 ---- - - - - --- XISTING 20' UTILITY EASEMENT a Q � a � _ \ POLE a � \ - - - - - � - - - _ \ �=aQ - - XISTING SANITARY MANHOLE Estes2-5 _ z I N -P I \ II II � I 4 ' LIMITS OF DISTURBANCE 8"E • / / \ ` 2 8 -AGG�p / I \ �% � � �, (RE T \ 34-5A T.R0 RM G.6PETC EL & _ \\ �G\\ `�INELL TB \ I I �I ROB T.M. 46B4 5A \ \ % KATHLEEN K TH O.{{�. TC14EL PETCHEL &%0 \ 296686 ROB RT G. \ -- \ D.B. 1685-1 KAT i�C�'RE-TCHEL \ \� ♦�\ EX. GRAVEL \\\ o 1 \ 1069-28-W -29 PL-A-T, J' B. 4296-686 \ I DRIVEWAY TBR D-B- 43 PLAT D.B. & 12 PLAT\ ` \\ ) I I $ \ I ZONED _ D.B. 1069-2 & 29 PLAT m I D 9 -443 PLAT \ �----__ I �-C----- ` ONED R1 EX. BUILDING TO / � ■ o � \= � _ \ W \ I � I ■ I I I 1 _ PROPERTY © �_— _ \ � � BE REMOVED / � LINE I — —520 - =�� � � E 10 ABANDON BCONNECO ION \\ I _ ■ ,----_\\ ♦ �\ AT MAIN I � I / I / ♦ z � O , \ I NNW ■■ n I, I FANOWN NNW\ D ♦♦� \I ♦♦' T.M. 32- 9C� ►Ts o!i!� w 0 I IN ♦' ♦y MAPLE G OVE RBANCE ■ TREES TBR VER AYLPR I II IN ♦ ♦ CHRISTIAN CHUF�CH � � � _ _ _ _ _ � \ , �, m � I (_0TMP 32-29D D.B. 2303-626, O p ♦♦ ♦♦ MAPLE GROVE D.C. 630 THRU 633 PLAT QTRES TBR ) T.M. 32-29D ` O m I ♦� ♦� CHRISTIAN D.B. 1406-131 PLAT MAPLE GROVE 7M 32-35 �z- m ♦ ♦ CHURCH D.B. 1011-131 PLAT �x CHRISTIAN CHURCH 3.20-ACRES 1 I I ♦' D.B. 781-200 D.B. 2303-626, ♦i ALBEMARLE I ♦ D.B. 294 555 PLAT I ♦' ZONED R1 D.C. 630 THRU 633 PLAT DEVELOPMENT, LLC �I ♦ D.B. 1406-131 PLAT I ?, D.B. 1011-131 PLAT /D.B. 5160-296 A --___ D.B. 781-200 ,D.B.�512-516 PLAT PLD.$.-H4=5-55 NED R15 00 ZONEDR1 Z� \J I to�I -•4 W I ' %EES TBR - / I I I ■ I ■ lo — N ---------------------------- ITS DF DI 15' NONEXCLUSIVE RIGHTINGRESSI I A OF ND EGRESS II -- — — —— \ $ m � 1 \\ ■'' ➢ I STURBANCE m I EX. GRAVEL \ m DRIVEWAY T R 1 ■ -� S26.08'59"W 169.50 0 Dense Trees ® U- — — o�= GO ----- - - - ---e O �Z 1 \ � G 0 \ I � 0 \ I of \ \\I \ d' ` \ I 0 I \ \II l l 2 \ / 30 0 30 60 q Scale: 1 "=30' 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 shimp-engineering.com o U JU IN S H P a ic. .45183 � 0/06 o14, srONAL VSMP PLAN ALBEMARLE COUNTY, VIRGINIA PROFFIT ROAD TOWNHOMES SOUTH SUBMISSION: 2020.03.20 REVISION: 01 - FILE NO. 18.041 EXISTING CONDITIONS SHEET C3 OF 12 C3 EXISTING 20' UTILITY EASEMENT fy% XISTING SANITARY MANHOLE Estes=2-5 I / — — — - Dense Trees `\ I _ _ \ POLE / _ \ ✓ \ \--Q—OHU—OHU- 7-0HU—OHU—OHU—OHU—OHU—OHU—OHU—OHU— HU— �OHU—OHU—OHU OHU—OHU H YIVu—POLE POLE \I I I oELI o0) LIMITSOF DIS B 8"E 482.68' \ 58 -0 2 j ` � 2 \ \ 330 \ z I O ew Q EMERGENCY X I\ c> ■ LOT 31 I w o\ \ o I \ I I \ I I I I I ENTRANCE 1■ I N I - - - O FFE 527.5 awl I I� 0 SET AC \ AC E EASEME $ \ I _ _ NEW 20=ACSA - - - B4 5A {� � � I EASEMENT �v ROB `w' F� > ° 60 q 8.� pIgSAN I F 000KATHLEEN �^� � e �o LOT 30 �I � � 34 � cn 32 1\ 1 \ DI SAN---_= I �q`T 32 LOT 3 LOT 34 LG�T 35 LOT 36\ LOT 37 LOT 38 L T 39 LOT 40 / x — — — - I FFE �531.0 FFE 531.5 FE 533. FFEE\ 534. FFE 534. 32 FFE 535. FFE 534. FF 534. FFE 533. � _ _ / \ 2 LF \70 _ - - \ \ rsp I I \ \ l 0 I ) $ I STEEL I — _ — — — _ N LOT 29 \ I D I I \ / � 32s �� ■ SLEEVE FFE 527.0 I � - ■ ® / P D —J \ 30 cno I / 4 I 2� N ° _ \ LOT 28 I-� I� 1 1 2 I 1 I I / I Kid ° , _ _ PROPERTY LINE FFE 527.0 I \ Q\ i z 0 �o —� — — N p \ I \ \ \ , I rn - \ �D 3 � ,� I� `520- — - — z ACCESS EASE T _ 0 5P� w —CW °� ■ ---�__— _ LOT 27 II / EW 20' *� - FFE 527.0 I 1I2�� „i v / \ T E C w w —,w �� —� �w — �w w —w —w w —w �v — w �\ I e e e \ ♦♦' A2 15" HP ST ■ �i — ORM ® 8' �6 D SAN DI SAN -� Q \\ ♦ \ ♦♦ tvlf NNW ■ ` — — — X� \ ° 2' DI-3� PR _VATE A As "\ 2' DI-3B I LC53 \ \ g 5 1 ����15" HP STORM CS - - e �� �\ I F E now— 34 \ '♦♦ ♦♦ LIMITS O-STURV N E w / - - - - 30 I I I \y < MIL 0 \ I A3 12' DI-3C W IN ♦ ♦/I. III I A w - - - " y - AYR i I ♦�♦ '/♦�♦ TMP 32-29D N N LOT 22 �� a Fr s ° A7 II I \ FFE 53 'S ♦ ♦ MAPLE GROVE N FFE 526.0 I ; ` , ° �\ ° ° ° ° ♦4 ♦� CHRISTIAN o — — �� LOT 16\\ cn° I-- — -- x I , F0 5 95 ♦ ♦ CHURCH _-x� �, �O �\ FFE 528.0 I_ x�� LOF3` I I g I ♦♦' LOT 23 y — I o CD FFE I 1\ I F _ `< D c I FFE 526.0 h / X -x _ \ T 1 D I \*;;0\ -- - LOT 17 o Gam° I ��� 532.0 o \ I z\ �♦ ONNECT TO EXISTING LOCATBIOFIION STANDPIPE. _ N oo� I FFE 528.0 I I m \\ Ul I3�1� \\I FFE 53 o LOCATION &ELEVATION TO I I rn I �I� X r X \ \ �'n \ BE CONFIRMED. - FFE_ 52 4 - _ - I n� \ - Cl) I— 11 \ I h I \ D LOT 18 I° I NSPECTI FFO 5 2.0 I o �\ CO 1 FFE 528.0 \ z ' ' \ I I c,� q� � PO I I \ N I \ / LOT 25 C) / FFE 527.0 i a I I I I m �I ° e U, _ - LO1 I .5 I / \ I W LOT 19 \ FFE 532 \ T Cn \ ■ O �-+ _ ` > FFE 528.5 I ' N I v FO 53 .0 cn I \ ■ I U JU 1N SH P Y / LOT 26 ' " I III 6,I / z x E m ° O 1 ic. .45183 / FFE 527.0 I 26 / — \ T 13 W _ yl \ z \\ N ° • I 006 w _LOT 20 y FF N 532.5 / I I ■ CA3�Z / I I FFE-5A8: I o I I ° / n / LO 53 5 g I CD � S•IO � F,1'ZG !—� n N �qq- I DRAINAGE EASEMENT LO-T 1:0 ■ � I LOT 5 8.5 I I i FFE I \ 1 I \ T 5 - - o - - - �s FFE 53 0 -- ------ - \ g I m 533.0 VSMP PLAN _______ -- OT ,m 28 o\3•0 m ALBEMARLE COUNTY, VIRGINIA ISTURBANCE FFPROFFIT ROAD 0 S26`08'59"W 169.50' _ TOW N H O M E S Dense Trees -0�0 o SOUTH e 2� c �_s----� 0 (��` SUBMISSION: ° 2020.03.20 \ / � REVISION: / Q \ % I 01 - 0 \\ IFS 0 Z \ I� \ I � 0 \ 0I 01 0 I \ \ \II \ FILE NO. 0 18.041 GRADING & UTILITY Fl ' PLAN SHEET C4 OF 12 30 0 30 60 � q Scale: 1 "=30' C 4 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 shimp-engineering.com — -53.e —0— �2, \ \ N cP CT� C- X \ � S POLE OHU OHU CHU CHU OHU OHU — y0 am\ . O % tiG 011e, \ \ oy G\ �G. oy G 0116, �G \ � m rn cn �J /V EX. BUILDING TO BE REMOVED 0 C� TREES TBR \ BOTTOM 60'x28' I ELEV 519.0, I I SEDIMENT TRAPDAIN,AGE AREA 2.97 ACRES / nse — — U SEQUENCE OF CONSTRUCTION - PHASE 1 I'I I 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. o\ 4. CONTACT COUNTY INSPECTOR FOR APPROVAL OF FIELD CONDITIONS. \ I 5. BEGIN MASS GRADING. I \ I 6. MAINTAIN PERIMETER CONTROLS. _\ II POLE / I ruLL \I = SOIL EROSION & SEDIMENT CONTROL SYMBOLS c \I I SYMBOL N0. TITLE KEY \ 3.02 CONSTRUCTION ENTRANCE CE x X 3.05 SILT FENCE SF + / \ \ / 3.07 INLET PROTECTION P 1 ■ 3.09 TEMPORARY DIVERSION DIKE DD (RELO= AT ■ I 3.13 TEMPORARY SEDIMENT TRAP ST I [DRAWN TO SCALE] wVVELL TB ( \ I 3.18 OUTLET PROTECTION OP I r \ \ o \ 3.31 TEMPORARY SEEDING TS c \ �\ 3.32 PERMANENT SEEDING PS \ ///_�\\ _----- ■ �--�� 3.35 MULCH MU \U - \ I �--�—� 3.39 DUST CONTROL DC D R I VL WA ' ' \ \ I I DIVERSION FENCE DF I I LIMITS OF DISTURBANCE / O �G 1 0 I EX. WM TO BE REMOVE \ - ■ ABANDON CON ECTION ■ A MAIN \ -61 \ \ I 1 I I TOP WET STORAGE TOP DRY STORAGE 524.0 \ x m O — TREES TBR O� D- \ \ TT ® ----- ---- - FILL THIS AREA TO FINISH SEDIMENT TRAP PRIOR TO MAJOR SITE WORK co - 75 NONEXCLUSIVE RIGHT OF INGRESS — AND EGRESS (D.B, 505-615) � I 1 I \ \ - MILL-& I z VER'LAY PR I I 1 jSHIMP ENGINEERING Z C I LAND PLANNING I SITE DESIGN I CIVIL ENGINEERING I PROJECT MANAGEMENT jjI c I Design Focused Engineering 912 East High Street Phone: 434-227-5140 �\ Charlottesville, VA 22902 shimp-engineering.com 0 0 0 II c \ I I � c / o I I I / I ■ I c� / I o VSMP PLAN / I � ALBEMARLE COUNTY, VIRGINIA / I PROFFIT ROAD TOWN HOM ES SOUTH ■ ---------- -- -- � � I rn SUBMISSION: ■ I 2020.03.20 LIMITS OF DISTURBANCE _ \ ■ — —�--------- \ I REVISION: — — — — — EX. GRAVEL o z 01 - ■ DRIVEWAY T R ■ —� Dense Trees 0 o O � I i \ FILE NO. / IG 18.041 / \ � o�G E&SC PLAN PH 1 2 0 SHEET C5 OF 12 20 0 20 \ o � � so Scale: 1 "=20' C 5 S) 0 Iv N I SEQUENCE OF CONSTRUCTION - PHASE 2 I I 1. INSTALL ADDITIONAL SEWER MAINS AND WATERLINE. \ 0 2. INSTALL STORM PIPING AND INLETS, BUT KEEP ALL INLETS EXCEPT A10 X — — BLOCKED OFF UNTIL ROAD IS STABILIZED. INSTALL INLET PROTECTION / — — — — AROUND A10. G� 3. CONNECT PIPES A6 AND A7 WITH A MATTED CHANNEL WHERE FUTURE \ — Dense Trees I DETENTION PIPES WILL BE INSTALLED. PLACE SILT FENCE AROUND CHANNEL. \ — — 4. STABILIZE ROAD WITH STONE AND PLACE INLET PROTECTION ON —530 REMAINING INLETS. 5. ONCE ROAD IS STABILIZED, REMOVE SEDIMENT TRAP Bc DIVERSION AND \ \ I FINISH CONSTRUCTION ON LOTS 22-26. POLE \ -� I OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU HU OHU OHU OHU OHU POLE' OHU B I nw i ;�,I HU PROPOSED ROW DEDICATION 35.5' WIDTH I FROM ROAD CL I Q it I I I I I I I I I I z J L I I I w 0 0 cn I \ I I I ■ ■ ' I � I o I ■ C 0 II ■ � I Q 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 3.12 TEMPORARY DIVERSION [DRAWN TO SCALE] 3.13 TEMPORARY SEDIMENT TRAP ST 3.18 OUTLET PROTECTION OP �--�� 3.31 TEMPORARY SEEDING TS �--�� 3.32 PERMANENT SEEDING PS —0— 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: 434-227-5140 Charlottesville, VA 22902 shimp-engineering.com o U JU IN SH P > ic. .45183 r SIONAL ti�A VSMP PLAN ALBEMARLE COUNTY, VIRGINIA PROFFIT ROAD TOWNHOMES SOUTH SUBMISSION: 2020.03.20 REVISION: 01- FILE NO. E&SC PLAN PH 2 18.041 20 0 20 %0� 60 Scale: 1 "=20' SHEET C6 OF 12 C 6 STONE CONSTRUCTION ACCESS 5TO\E CUN51�tUC1101+. ACCESS , 70' MIN. - 3" SM-2A ASPHALT COURSE EXISTING PAVFMFNT : :lh. 2*AAGGr''=',_ PROFILE 70' ASPHALT PAVED WASHR CK II I I I III II "' 12' MIN * �2--% PAVEMENT AVEMENT 1 - *MUST EXTEND FULL WIDTH I I: 1 DRAIN:'':. 1 _'IV-%T OF INGRESS AND EGRESS } < --' 1.. :EVICE OPERATION PLAN 12'JIJ. POSIT,VE DRAINAGE 2% TO SEDIMENT -.�TRAPPING `DEVICE FILTER CLOTH SECTION A -A A lllilifimun water tap of 1 inch must tie lnstafted with a nvauunuil 1 inc11 balleock s1111toff valvesllpplyiiig a wash hose NNith a (halueter of 1.5 iiielies for adequate constant pressiu•e. Wash eater must be carried away from the ellhance to a1I approv e(l settl i!z area to reilloi-e se(liillent. AH sedililent shall be pre,,-ellted fro1i7 ellteiiim, sto1nn (11'alllw, (1ltches Ol' watercourse's. PAVED WASH RACK PAVED CONSTRUCTION ENTRANCE (CE) Not To Scale TABLE 3.31-C TEMPORARY SEEDING PLANT MATERIALS, SEEDING RATES, AND DATES N N W SEEDING RATE NORTHa SOUTHb PLANT 3/1 511 1115 2115 "1 9/1 SPECIES CHARACTERISTICS Acre 1000 ft2 to to to to to to 4/30 8/15 11/1 4/30 9/1 11/15 OATS 3 bu. (up to 100 lbs., 2 lbs. X - - X - - Use spring varieties (e.g., Noble). (Avena saliva) not less than 50 lbs.) RYE' 2 bu. (up to 110 lbs., 2.5 lbs. X - X X - X Use for late fall seedings, winter Secale cereale not less than 50 lbs.) cover. Tolerates cold and low moisture. GERMAN MILLET 50 lbs. approx. I Ib. - X X Warm -season annual. Dies at first (Setaria italics frost. May be added to summer nixes. ANNUAL RYEGRASS` 60 the. Ph lbs. X - X X - X May be added in mixes. Will Lolium multi-Florum) mow out of most stands. WEEPING 15 lbs. 51h ozs. - X - - X - Warm -season perennial. May LOVEGRASS bunch. Tolerates hot, dry slopes Era stis curvuIs and acid, infertile soils. May be added to mixes. KOREAN 25 lbs. approx. I'h X X - X X - Warm season annual legume. LESPEDEZA` lbs. Tolerates acid soils. May be (Lesoedeza sti ulacea added to mixes. a Northern Piedmont and Mountain region. See Plates 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 not be planted between these dates. TEMPORARY SEEDING (TS Not To Scale FLOW EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. SILT FENCE (SF) W. WIRE SUPPORT Not To Scale fi DISTANCE IS 6' MINIMUM IF FLOW IS TOWARD EMBANKMENT FLOW (2�CULVERT INLET PROTECTION (CIP) Not To Scale SIL T FENCE DR OP INLE T PROTECTION 2 X 4' WOOD FRAME DROP INLET STAKE 1T ELEVATION OF STAKE AND FABRIC ORIENTATION DETAIL A 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 IP C8 Not To Scale GRAVEL CURB INLET T SEDIMENT FIL TER GRAVEL FILTER RUNOFF WATER 12" WIRE MESH FILTERED WATER o d 4 a - o D d 0 4 IT SEDIMENT 11 D A° 11IIILII a 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 C8 Not To Scale 10% SETTLEMENT VEE-SHAPED DIVERSION (DV) Not To Scale 18" min. Compacted Soil -Flow 4.5' min. 8 DIVERSION DIKE DD C8 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 lbs/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 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 scoparium), Purpletop (Tridens flavus), Broomsedge (Andropogon virginicus), and Indian Grass (Sorghostrum nutans). PERMANENT SEEDING (PS) Not To Scale STANDARD SYMBOL DETAIL C-9 DIVERSION FENCE H- DIF MAXIMUM DRAINAGE AREA = 2 ACRES I_ 10 FT MAX. 34 IN MIN. GROUND g SURFACE II MIN. II II II 36 IN MIN. II 2% IN DIAMETER II II GALVANIZED STEEL U OR ALUMINUM CHAIN LINK FENCE POSTS COVERED WITH IMPERMEABLE SHEETING ELEVATION UV RESISTANT IMPERMEABLE SHEETING ON BOTH SIDES OF FENCE 2% IN DIAMETER GALVANIZED STEEL EXTEND IMPERMEABLE SHEETING OR ALUMINUM POSTS OR PROVIDE SOIL STABILIZATION MATTING 4 FT MIN. ALONG FLOW SURFACE FLOW 34 IN MIN. EMBED IMPERMEABLE SHEETING 8 IN MIN. INTO GROUND FOLD SHEETING OVER TOP OF FENCE AND SECURE WITH WIRE TIES SECTION CONSTRUCTION SPECIFICATIONS 1. USE 42 INCH HIGH, 9 GAUGE OR THICKER CHAIN LINK FENCING (2% INCH MAXIMUM OPENING). 2. USE 2% INCH DIAMETER GALVANIZED STEEL POSTS OF 0.095 INCH WALL THICKNESS AND SIX FOOT LENGTH SPACED NO FURTHER THAN 10 FEET APART. THE POSTS DO NOT NEED TO BE SET IN CONCRETE. 3. FASTEN CHAIN LINK FENCE SECURELY TO THE FENCE POSTS WITH WIRE TIES. 4. SECURE 10 MIL OR THICKER UV RESISTANT, IMPERMEABLE SHEETING TO CHAIN LINK FENCE WITH TIES SPACED EVERY 24 INCHES AT TOP, MID SECTION, AND BELOW GROUND SURFACE. 5. EXTEND SHEETING A MINIMUM OF 4 FEET ALONG FLOW SURFACE AND EMBED END A MINIMUM OF 8 INCHES INTO GROUND. SOIL STABILIZATION MATTING MAY BE USED IN LIEU OF IMPERMEABLE SHEETING ALONG FLOW SURFACE. 6. WHEN TWO SECTIONS OF SHEETING ADJOIN EACH OTHER, OVERLAP BY 6 INCHES AND FOLD WITH SEAM FACING DOWNGRADE. 7. KEEP FLOW SURFACE ALONG DIVERSION FENCE AND POINT OF DISCHARGE FREE OF EROSION. REMOVE ACCUMULATED SEDIMENT AND DEBRIS. MAINTAIN POSITIVE DRAINAGE. REPLACE IMPERMEABLE SHEETING IF TORN. IF UNDERMINING OCCURS, REINSTALL FENCE. MARYLAND STANDARDS AND SPECIFICATIONS FOR SOIL EROSION AND SEDIMENT CONTROL U.S. DEPARTMENT OF AGRICULTURE 2011 MARYLAND DEPARTMENT OF ENVIRONMENT NATURAL RESOURCES CONSERVATION SERVICE WATER MANAGEMENT ADMINISTRATION 10 DIVERSION FENCE DF C8 Not To Scale TYPICAL INSTALLATION AT END OF PIPE *,--ENDO STABILIZATION MAT MAY BE CONJUNCTION WITH STANDARD SION CONTROL STONE AT OUTLET PPE. BTOVERLAP WEEENN `. ROLLS t ENTRENCH EDGES OF MATERIALS 6". *TRANSVERSE CLOSED CHECK SLOT STAKING DETAIL EC-3 STAKES OR PINS ' 3' O.C. CHECK SLOT 25' O.C. OVERLAP *TRANSVERSE CHECK SLOT TO BE CONSTRUCTED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATION FOR PREFERRED INSTALLATION. TRANSVERSE OPEN CHECK SLOT V DITCH 5'-0" NOTES 1'-2° 1. STAKES SHALL BE WOOD OR METAL AS RECOMMENDED BY THE MANUFACTURER AND SHALL BE A MINIMUM OF 12" IN LENGTH. IN SANDY SOILS METAL STAKES A MINIMUM OF 18" IN LENGTH SHALL BE USED. ' 2. SOIL STABILIZATION MAT TYPE A AND B ARE TO BE IN ACCORDANCE WITH THE APPROVED PRODUCTS LIST. ,�. 3. SOIL STABILIZATION MAT SHOULD BE INSTALLED TO THE SHOULDER BREAK POINT OR EXISTING GROUND THEN EMBEDDED 6". MATERIAL ON BOTH SIDES OF THE DITCH SHALL BE INSTALLED TO THE SAME i};:i. ;seis{i'. ^j.Sia...... ELEVATIONS, • 4. IF MORE THAN 3 LINES OF MATERIAL ARE REOUIRED PARALLEL TO THE rk OF THE DITCH, MATERIAL SHALL •• � • i ••• • BE INSTALLED PERPENDICULAR TO THE CENTER LINE OF THE DITCH, STARTING AT THE LOWEST ik ELEYATION OF THE DITCH. 5. FOR SOURCES OF APPROVED MATERIALS SEE VOOT'S APPROVED PRODUCTS LIST FOR ST'D. EC-3, UPSTREAM AND DOWNSTREAM TERMINAL TYPE A OR B. SPECIFICATIONSOIL REFFERENCEERENCE STABILIZATION MAT xv=r DITCH INSTALLATION TYPE A OR B ROAD AND BRIDGE STANDARDS 244 REVISION DATE SI-EET 1 OF 3 Goo VIRGINIA DEPARTMENT OF TRANSPORTATION 113.03 SOIL STABILIZATION MAT DETAIL Not To Scale Sediment Trap Design Data Weir DA Wet D1 Wet Vol. Area 1 Dry D2 Dry Vol. Area 2 No. A B C H (ft.) Z (ft.) Length (Acs.) Vol. (ft.) Cy (sq. ft.) Vol. (ft.) Cy (sq. ft.) (ft.) (Req.) (Prov.) (Req.) (Prov.) 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 ORIGINAL Z / GROUND I�/ ELEV. EL=A Area 2 1.0' it DRY STORAGE p2 67 CU. YDJACRE EL=B Area 1 WET STORAGE 67 CU. YDJACRE D1 (EXCAVATED) FILTER CLOTH L GROUND EL=C ELEV. *SEE PLATE 3.13-1 COARSE AGGREGATE CLASS I RIPRAP CROSS SECTION OF OUTLET CLASS I RIPRAP LENGTH (IN FEET) _ 6 X DRAINAGE AREA (IN AC.) DIVD KEION 5 COARSE AGGREGATE** EXCAVATED � / �/-FILTER CLOTH AREA **COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 OUTLET (PERSPECTIVE VIEW) 12 TEMPORARY SEDIMENT TRAP ST) C$ Not To Scale 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 shimp-engineering.com O U JU IN S H P a ic. .45183 Off, sroCj NAl. V, VSMP PLAN ALBEMARLE COUNTY, VIRGINIA PROFFIT ROAD TOWNHOMES SOUTH SUBMISSION: 2020.03.20 REVISION: 01 - FILE NO. E&SC DETAILS SHEET C8 OF 12 18.041 53 5 5z 5� 51 53 53 52 52 51 51 Z4 0 .04 o rno N O CD L14O DO - N O = w o l- o ¢ 4?RoP GRADE w 0 _ N 0 - GO C)o n = z 10+50 z "�SANITARY PROFILE 11+00 11+ Z4-Z4a C9 VERT: 1"=10' HORZ: 1 "=20' 535 530 525 520 515 Z5a O CV o = O co CD rn J N + 5. co O 25 o_¢ wow w z to r7 r7 547 DO Ln 0 10+50 11+00 11+50 124 Lh z ��SANITARY PROFILE Z5-Z5a 53 53 52 52 51 51 50 C9 VERT: 1"=10' HORZ: 1 "=20' A2 A3 530 540 535 530 525 520 10+50 SANITARY PROFILE Z4-Z4b VERT: 1 "=10' HORZ: 1 "=20' A4 A5 535 NO, 525 520 515 11+5D10 HP STORM TRENCH INSTALLATION DETAIL 1 MIN. COVER TO MIN. COVER TO RIGID PAVEMENT, H FLEXIBLE PAVEMENT, H FINAL 11 BACKFILL SPRINGLINE __-__ INITIAL BACKFILL TABLE 1, RECOMMENDED MINIMUM TRENCH WIDTHS PIPE DIAM. MIN. TRENCH WIDTH 12" 30" 300mm 762mm 15" 34" 375mm 864mm 18" 39" 450mm 991mm 24" 48" 600mm 1219mm 30" 56" 750mm 1422mm 36" 64" 900mm 1626mm 42" 72" 1050mm 1829mm 48' 80" 1200mm 2032mm 60" 96" 1500mm 2438mm HAUNCH TABLE 2, MINIMUM RECOMMENDED COVER BASED ON VEHICLE LOADING CONDITIONS BEDDING 4" FOR 12"-24" PIPE 6" FOR 30"-60" PIPE �MIN TRENCH WIDTH I SUITABLE (SEE TABLE) '1 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 * VEHICLES IN EXCESS OF 75T MAY REQUIRE ADDITIONAL COVER 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, ft ARE PER THE LATEST VERSION OF AS 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 MAY BE 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"-6O" (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, 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 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. 6. MINIMUM COVER: MINIMUM COVER, H, IN NON -TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE AREAS) IS 12" (300mm) FROM CLASS CLASS II CLASS III CLASS IV PIPE DIA COMPACTED 95% 90% 85% 95% 90% 95% 12" 41 28 21 16 20 16 16 (300mm) (12.5m) (8.5m) (6.4m) (4.9m) (6.1m) (4.9m) (4.9m) 15" 42 29 21 16 21 16 16 (375mm) (12.8m) (8.8m) (6.4m) (4.9m) (6.4m) (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 26 18 14 19 14 14 (600mm) (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) (6.4m) (4.3m) (3.0m) (4.6rn (3.4m) (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 20 14 9 14 10 9 (1500mm) (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 (ys) = 120 PCF 7. FOR ADDITIONAL INFORMATION SEE TECHNICAL NOTE 2.04. 6 REV. MAXIMUM COVER HEIGHTS RWD 01/11/17 di ®2otsaos.ING REV. DESCRIPTION BY MM/DD/YY ADVANCED DRAINAGE SYSTEMS, INC. ("ADS") HAS PREPARED THIS DETAIL BASED ON INFORMATION PROVIDED TO ADS. THIS DRAWING IS - JAB INTENDED TO DEPICT THE COMPONENTS AS REQUESTED. ADS HAS NOT PERFORMED ANY ENGINEERING OR DESIGN SERVICES FOR THIS PROJECT, NOR HAS ADS INDEPENDENTLY VERIFIED THE INFORMATION SUPPLIED. THE INSTALLATION DETAILS PROVIDED HEREIN ARE GENERAL RECOMMENDATIONS AND ARE NOT SPECIFIC FOR THIS PROJECT. THE DESIGN ENGINEER SHALL REVIEW THESE DETAILS PRIOR TO CONSTRUCTION. IT IS THE DESIGN ENGINEERS RESPONSIBILITY TO ENSURE THE DETAILS PROVIDED HEREIN MEETS OR EXCEEDS THE APPLICABLE NATIONAL, STATE, OR LOCAL REQUIREMENTS AND TO ENSURE THAT THE DETAILS PROVIDED HEREIN ARE ACCEPTABLE FOR THIS 4640 TRUEMAN BLVD HILLIARD, OHIO 43026 Ilr ° ADVANCED DRAINAGE SYSTEMS. ING. O°' 01/29/09 TRENCH INSTALLATION DETAIL (HP STORM) NTS DRAWING NUMBER: STD-101 D °`� 1 OF 1 PROJECT. A6 _ Lo >LUO� U I S 0 _ N + LL) w OF- F. N- NN M 00 Lv O O m Er) En 5 - % o DETAIL ABOUT ?LE- 1 a N� H o o N _ Ln SYSTEM OUTLET ro r,) Ln c0 Ge Ln Ln CLEARANCE Z Z�; � = :!-= > 9-- - o> Z- - - > z A2-Al PRUILE TO BE SHOWN NOTE: PIPE _ z 1D 00 10+50 54 53 53 52 52 51 TORM PROFILE A2-A6 VERT: 1 "=10' HORZ: 1 "=20' A7 CD 1 I +UU CA 9 I I +Ou IZtUU U3 r- CD - r- _ + o I w Ln o 5 �o MOr7 - �o . rn 0:: w O _ o n I- � Ln 8DQ wow / z w - --- - --- o N LED - r7 - o N N. 1 z r7 DODOE() Ln ELEV. BOTTOM �- > - ADS SPEC-S >- m 7 - 10+50 O N �z i5�ST0 M PROFILE - 11+00 11+50 124 A7-A10 Z Z �HORZ:VERT: 1»10' 1 =20, TOP 524.50' TOP 522.67' RIFICE 518.99' IFICE INV. 516.72' WEIR WALL DETAIL STR. A4 SCALE: 1 "=5' 540 535 530 525 520 ADS GEOSYNTHETIC 601T NON -WOVEN GEOTEXTILE AROUND ALL STONE LAYERS #3 STONE -6" UNDERDRAIN INV. 518.0' 2.75' TORMTECH CHAMBERS SECTION DETAIL SCALE: 1 "=5' IZtOU IJtUU IJtOU 14tUU 535 530 525 520 515 510 05 14+A LD-204 Stormwater Inlet Computations Inlets on Grade Only Sag Inlets Only M 2 a) F M Z c 00 O 2 U U Q 0 CO N N Q Q E U > O to 0) �, X t>3 C 0) U c c L m p ai U CID �_ LU (1) M0- m o = 2 o _0 u7 U U D' Q U EC1 C) 0 0 c>3 0 > D_ 0 I- U7 0 O C1 C1 7 U 1 2 3 4 5 1 6 8 1 9 10 11 12 13 14 15 16 1 17 18 19 20 21 1 22 23 24 (ft) (ac) (in/hr) (cfs) (cfs) (cfs) (ft/ ft) (ft/ ft) (ft/ ft) (ft) (ft) (cfs) (cfs) (ft) (ft) (ft) A10 DI-7 0.42 0.44 0.18 6.5 1.19 - 1.188 0.020 0.04 0.040 0.16 5.08 0.18 4.0 0.73 - 0.731 0.020 0.12 3.95 A8 DI-313 12 0.92 0.80 0.73 6.5 4.77 - 4.767 0.013 0.02 0.030 8.16 0.24 77% 3.69 1.08 0.73 4.0 2.93 - 2.934 0.013 6.81 0.20 9l 0 2.68 0.26 A5 DI 12 0.94 0.61 0.58 6.5 3.75 1.08 4.822 0.013 0.02 0.030 8.20 0.25 77% 3.72 1.10 0.58 4.0 2.31 0.26 2.562 0.013 6.47 0.19 95% 2.42 0.14 A4 DI-3C 12 0.69 0.80 0.55 6.5 3.57 2.21 5.772 0.013 0.026 0.020 0.080 0.30 0.50 0.59 8.76 0.55 4.0 2.19 0.14 2.333 0.013 0.16 0.50 0.32 2.06 NSPECTION PORT GROUND ELEV. 528.25' ISOLATOR ROW 7 5' #3 STONE STONE TOP 526.75' CHAMBER TOP 525.75' BER BOTTOM 520.75' E BOTTOM 518.00' LD-229 Storm Drain Design Computations Proffit Townhomes South From Point To Point Catch A (ac) Runoff Coef Inc AC Accum AC Tot Tc (min) Tot Int (10yr) (in/hr) Tot Flow (10yr)(cfs) Up Inv El Dn Inv El Pipe Len (ft) Inv S % Pipe Dim (in) Pipe Cap (cfs) Velocity (ft/s) Flow time Inc (min) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 A10 A9 0.42 0.44 0.18 0.18 5.00 7.10 1.30 529.50 527.30 53.04 4.15% 15 14 7.2 0.12 A9 A8 0.18 5.00 7.10 1.30 524.30 523.20 77.56 1.42% 15 8 4.9 0.26 A8 A7 0.92 0.80 0.73 0.92 5.00 7.10 6.51 523.00 522.35 28.01 2.32% 15 11 9.1 0.05 A7 A6 0.92 5.00 7.10 6.51 520.94 TBD 23.58 18 A6 A5 0.00 5.00 7.10 518.00 517.48 79.86 0.65% 36 A5 A4 0.94 0.61 0.58 5.00 7.10 517.28 516.92 55.91 0.65% 36 A4 A3 0.69 0.80 0.55 5.00 7.10 5.17 516.72 516.21 77.42 0.65% 15 6 5.2 0.25 A3 A2 0.00 0.92 5.00 7.10 5.17 516.01 514.83 182.72 0.65% 15 6 5.2 0.58 A2 Al 0.92 5.00 7.10 5.17 514.63 TBD TBD TBD 151 1 1 1 1 1 1 1 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 shimp-engineering.com O � U JU 1N S H P a ic. .45183 w,qr Cj OA �I sroN.�L r, VSMP PLAN ALBEMARLE COUNTY, VIRGINIA PROFFIT ROAD TOWNHOMES SOUTH SUBMISSION: 2020.03.20 REVISION: 01 - FILE NO. PROFILES SHEET C9 OF 12 18.041 C9- ACCEPTABLE FILL MATERIALS: STORMTECH MC-4500 CHAMBER SYSTEMS OPTIONAL INSPECTION PORT 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 SOIL/ROCK 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'C' STARTS FROM THE GRANULAR WELL -GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR A-1, A-24, A-3 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (600 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 M431 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.Z3 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 FORA' 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 RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4. ONCE LAYER'C' IS PLACED, ANY SOIL/MATERIAL 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. PERIMETER STONE (SEE NOTE 6) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 12" (300 mm) MIN A1nTCC- ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS MC-3500 END CAP SUBGRADE SOILS (SEE NOTE 4) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) 'TO BOTTOM OF FLEXIBLE PAVEMENT, FOR UNPAVED t �\\ INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm). 24" " (600 mm) MIN' 12" (300 mm) MIN y 9„ (230 mm) MIN 60" (1525 mm) 7.0' (2.1 m) MAX =III=III=III=II I=III=III=III „I I' DEPTH OF STONE TO BE DETERMINED III-W III= BY SITE DESIGN ENGINEER 9" (230 mm) MIN 100"(2540 mm) 12" (300 mm) MIN 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101 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/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 STORMTECH CHAMBER IRMTECH END CAP "LET MANIFOLD FOUNDATION STONE BENEATH CHAMBERS ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE STORMTECH END CAP FOUNDATION STONE BENEATH CHAMBERS ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE _...__......_ _.__ _. _..__.._......._ . _.. _ITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS 6" (150 mm) TYP FOR SC-740, DC-780, MC-3500 & MC-4500 SYSTEMS 12" (300 mm) MIN INSERTION MANIFOLD STUB MANIFOLD HEADER MC -SERIES END CAP INSERTION DETAIL NTS STORMTECH END CAP r- i NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FOR A PROPER FIT IN END CAP OPENING. WALL :GRATED RDRAIN 12" (300 mm) MIN SEPARATION O MANIFOLD HEADER MANIFOLD STUB - MC-4500 TECHNICAL SPECIFICATION NTS CREST STIFFENING RIB CREST WEB VALLEY STIFFENING RIB UPPER JOINT Cf1RRI K'ATION FOOT L LOWER JOINT CORR. a BUILD ROW IN THIS DIRECTION 100.0" (2540 mm) 4 (12: INSI NOMINAL CHAMBER SPECIFICATIONS nn 90.2" (2291 mm) 30.7" (781 mm) 52.0" 1 INSTALLED (1321 mm) 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 ml) MINIMUM INSTALLED STORAGE 162.E CUBIC FEET 4.60 ml) WEIGHT 130.0 Ibs. (59.0 kg) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 90.2" X 59.4" X 30.7" (2291 mm X 1509 mm X 781 mm) END CAP STORAGE 35.7 CUBIC FEET (1.01 m') MINIMUM INSTALLED STORAGE* 108.7 CUBIC FEET (3.08 ml) WEIGHT 1-35.0 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 CROWN PLATE END WITH "C" END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" PART # STUB B C MC450OREPE06T 6" (150 mm) 42.54" (1.081 m) --- MC4500REPE06B --- 0.86" (22 mm) MC450OREPE08T 8" (200 mm) 40.50" (1.029 m) --- MC4500REPE08B --- 1.01" (26 mm) MC450OREPE10T 10" (250 mm) 38.37" (975 mm) --- MC4500REPE10B --- 1.33" (34 mm) MC450OREPE12T 12" (300 mm) 35.69" (907 mm) --- MC4500REPE12B --- 1.55" (39 mm) MC450OREPE15T 15" (375 mm) 32.72" (831 mm) --- MC4500REPE15B --- 1.70" (43 mm) MC450OREPE18TC 18" (450 mm) 29.36" (746 mm) --- MC450OREPE18TW MC450OREPE18BC --- 1.97" (50 mm) MC450OREPE18BW MC450OREPE24TC 24" (600 mm) 23.05" (585 mm) MC450OREPE24TW MC450OREPE24BC 2.26" (57 mm) MC450OREPE24BW MC450OREPE30BC 30" (750 mm) --- 2.95" (75 mm) MC450OREPE36BC 36" (900 mm) --- 3.25" (83 mm) MC450OREPE42BC 42" (1050 mm) --- 3.55" (90 mm) NOTE: ALL DIMENSIONS ARE NOMINAL nm) CUSTOM PRECORED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24" (300-600 mm) SIZE ON SIZE AND 15-48" (375-1200 mm) 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 'B' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. 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) INSPECTION & MAINTENANCE STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT MC-4500 CHAMBER 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PRE -CORED END CAP PART #: MC450OREPE24BC OR MC450OREPE24BW MC-4500 ISOLATOR ROW DETAIL NITS A. INSPECTION PORTS (IF PRESENT) A.I. 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 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 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B. ALL ISOLATOR ROWS B.1. 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 ii) 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-2 ADJACENT TRAVEL LANE ASPHALT PAVEMENT WIDENING 12 * EDGE OF EXISING PAVEMENT (AS DETERMINED IN FIELD) TACK COAT THE PROPOSED CONSTRUCTION JOINT EXISTING ASPHALT LAYERS PROPOSED ASPHALT LAYERS ----------------- EXISTING SUBBASE PROPOSED SUBBASE ------------------------- COMPACTED SUBGRADE CONSTRUCTION JOINT DETAIL ® REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS ® PROPOSED MINIMUM 1 V2 INCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5) x MINIMUM 12 INCHES, OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS AS DETERMINED BY CORES (SEE 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 DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF THE LAYERS OF EXISTING PAVEMENT. SUBSURFACE DRAINAGE OF THE EXISTING AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN. 3. A MINIMUM OF THREE CORES SHALL BE TAKEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AND THICKNESS OF EXISTING PAVEMENT LAYERS. THESE CORES SHALL BE SPACED NO MORE THAN 500 FEET APART. 4. THE ADJACENT TRAVEL LANE SHALL BE MILLED A MINIMUM DEPTH OF 1 V2 INCHES AND REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH THE PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAIVED BY THE ENGINEER. 5. THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE AND EFFECTIVE SURFACE DRAINAGE. 6. EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE PROJECT LIMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL OF THE ENGINEER. 7. FINAL TRANSVERSE PAVEMENT TIE-IN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315.05(c) OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS AT TIE-IN LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315.07(a) OF THE SPECIFICATIONS. �VDOT SPECIFICATION ASPHALT PAVEMENT WIDENING REFERENCE ROAD AND BRIDGE STANDARDS FOR WIDENING SUBJECT TO TRAFFIC SHEET 1 OF 1 REVISION DATE VIRGINIA DEPARTMENT OF TRANSPORTATION 315 303.02 MC-4500 END CAP TWO LAYERS OF ADS GEOSYNTHETICS 315WTM WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 10.3' (3.1 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS 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 shimp-engineering.com C1 O t-+ UJU IN .SH PY ic. .45183 �0 3�Za�2p w� SIONAy E11 VSMP PLAN ALBEMARLE COUNTY, VIRGINIA PROFFIT ROAD TOWNHOMES SOUTH SUBMISSION: 2020.03.20 REVISION: 01- FILE NO. DETAILS 18.041 SHEET C10 OF 12 C10 I O \ - ° Dense Trees \ �\ — -53.e � OFFSITE AREA I I— I c / Ii POLE _ I \ OHU H 0 H U 0 OH U H H U OH P O LE OU - eo \ G O OYGG\ cow oG o \ \ ,p % G\ \ 456.1 0s V / G Q \ \ \ \ % \ - \o (RELO= AT 9G \ t�,.��� \\ %kLL TB \ n \ \ tiG, \ o c \ ti %Gv I G �0 \ tiG a". 'GRAVEL X DRIVLWAY�t' —� ftftft o \ m waft, rTl \ b I EX. BUILDING TO I: BE REMOVED STORMWATER CALCULATIONS WATER QUANTITY POA 1 POA 2 ONSITE OFFSITE ONSITE OFFSITE ACRES 2.73 0.36 0.22 0.16 CN 64 61 65 61 POA1 ONSITE Q1 = 0.97 CFS RV = 0.104 OFFSITE Q1 = 0.08 CFS (IMPROVEMENT FACTOR NOT TO BE APPLIED TO OFFSITE AREA) NOTES 1. FLOW FOR POA 2 NOT ANALYZED BECAUSE POST DEVELOPMENT CONDITION DOES NOT DRAIN TO POA 2. 2. ALL SOILS 27B — ELIOAK LOAM — 2 TO 7% SLOPES, HSG B. WATER QUALITY ONSITE 1.06 AC WOODS 1.58 AC TURF 0.30 AC IMPERV OFFSITE WITHIN LOD (NOT SHOWN THIS SHEET) 0.34 AC TURF 0.01 AC IMPERV EX. WM TO BE REMOVE ABANDON CON ECTI \ I� I A IN \1 - 0 POA 1 0 0 w 0 I TREES TBR UI TREES TBR0 �•� \(-n c� �Loy, I —� `LO c , � \ cV O I / m O —� w O I / 1 0)o `TREES TBR `;% o I a � I 0 G / i � I / _ ------ — — EX. GRAVEL 144- 6 9 DRIVEWAY T R • c� OFFSITE AREA I \ i 0 1 \ i \ G \ G ° 20 0 20 0 I 60 Scale: 1 "=20' 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 shimp-enqineerinq.com o ,� U Jj] IN S H P a ic. .45183 SIGNAL ti�G VSMP PLAN ALBEMARLE COUNTY, VIRGINIA PROFFIT ROAD TOWN HOM ES SOUTH SUBMISSION: 2020.03.20 REVISION: 01- FILE NO. 18.041 PRE -DEVELOPMENT DRAINAGE SHEET C11 OF 12 C 11 I I i JI _ \ POSE � \ � � \ OHU U H 0 H 0 OH U H OH U OH POLE / \ � 020 x POA 1 I � o Dense Trees \ \ - -530 -0- \ \ - _ OFFSITE AREA \ -NOT 1 1�CLUDED IN WATER QU ALI Ti- CALCU LATI ON S \ .58 6.10 � 33°4 c \ LOT 31 \ I \ FFE 527.5 \ DI-7 c I \\ \ \ V 0 ° 34 32 _ \ \ LOT 30 � \ � \ 0 0 \ \ F �5�7 5\ \ LqT 32 LOT 3 LOT 34 �QT 35 LOT 36\ LOT 37 LOT 38 L T 39 LOT 40 ' \ FFE �531.0 FFE 531.5 FE 533.0 FFE 534.0 FFE 534. FFE 535.0 FFE 534.5 FF 534.0 FFE 533.5 32 N - \ ° A V A � _ - - ° LOT 29 \ \ / - 32 a FFE 527.0 / � - -x 30 LOT 28 ° \ 2 / / X3 30 a ry FFE 527.0 \ \ v 70 �I \ / o \ a =� STORMWATER CALCULATIONS WATER QUANTITY ONSITE OFFSITE TREATED UNTREATED TREATED UNTREATED ACRES 2.59 0.35 0.32 0.21 CN 86 61 61 61 POA1 Q1=0.35 CFS RV=0.282 NOTES 1. FLOW FOR POA 1 ANALYZED AS IT LEAVES THE SITE RATHER THAN AT THE OUTLET OF STORM PIPE Al FOR EASE OF CALCULATION. NO ADDITIONAL WATER IS COLLECTED AFTER STORM INLET A4. 2. FLOW FOR POA 2 NOT ANALYZED BECAUSE POST DEVELOPMENT CONDITION DRAINS TO POA 1 ONLY. 3. TIME OF CONCENTRATION FLOW PATHS NOT SHOWN. ALL ASSUMED 5 MINUTES. 4. ALL SOILS 27B - ELIOAK LOAM - 2 TO 7% SLOPES, HSG B. WATER QUALITY TREATED 0.84 AC TURF 1.75 AC IMPERV UNTREATED WITHIN LOD (FULL LOD NOT SHOWN THIS SHEET) 0.69 AC TURF 0.01 AC IMPERV I< a ° a o a c\ I LOT 27 1I ° \ \ ° ° ° v° c FFE 527.0 a a <I - \ 2 \ 0 00 o,, °°o I 25 12' DI-3 PRIVATE D A i A 12' DI-3B �� I-OT 1 ° X o o v � F E 535.5 \ o V o _ A v I -1 Jt \ 3 O34 a 0, 12' DI-3C W �o a / - \�\° MIL = \\ U, EI R WALL- \ / 2 ° 0 LAY° R a \ L� \ W FFE N C ° 535.5 I N N LOT 22 � a a a o \\ \4 a FFE 526.0 r�I \ a o_ 0 9 I x x L0� 5 �_ ° I LOT 16 ° ° FFE 53 U- O \ FFE 528.0 L0 3 5 ° X \ � cs \ o I FFE ° \ LOT 23 FFE 526.0 - - ° - I I X -v 10 LOT 17 FE 532•0 o z FFE 528.0 \ LO 535 / X X \ \ FFE o P. --___ LOT 24 _ _ o \ CC , 11 0 r Q0 / L-L E- 5L2 6T5- v 4 ° / LOT 25 / FFE 527.0 / I LOT 26 FFE 527.0 - o _ � I i i i i v° C LOT 18 ° ° x NSPECTI N n ° FFE 52 0 \\ FFE 528.0 cb PORT \\ / N ° I w v / a 0 o c9 2 ° T o .5 / o L0 32 = LOT 19 n / n FFE 5 \ 5 0 = \ FFE 528.5 / LOT a \ E 535.0 o I _ \ 26 ° LOT 13 / / ° ° I _LOT 20 y A° FE 532.5 / n ° I I - FFE-5Z�� F LO �36 4.5 -EEL LOT 140 LOT 21 FFE 53�' >-�---__ _ A I 7 I - F-EE_5 2 8.5 T o - - - - 2975 53q-•5 o c 27' � I I I I I-1 � -- ICI I- I I- I � � ° /� - - - a 15 LOT533 0 \ ° g I 28 3250 FO 534.0 ° _ 144.69 30 - _ \ OFFSITE AREA 1 G \ 0 I 0 I I\ 0\ / 0 v oti G 0 2 \ , 0 20 0 20 \ 0 I 60 Scale: 1 "=20' 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 shimp-engineering.com 0(W` o U JU IN S H P a iC. .45183 SIGNAL 'r" VSMP PLAN ALBEMARLE COUNTY, VIRGINIA PROFFIT ROAD TOWNHOMES SOUTH SUBMISSION: 2020.03.20 REVISION: 01 - FILE NO. 18.041 POST -DEVELOPMENT DRAINAGE SHEET C12 OF 12