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HomeMy WebLinkAboutWPO202200052 Plan - VSMP 2022-12-27 (2)VSMP PLAN LEGEND EXISTING NEW DESCRIPTION BOUNDARIES BENCHMARK SITE PROPERTY LINE - - - ADJACENT PROPERTY LINE - BUILDING SETBACK El PARKING SETBACK SITE TEXT 10 10 PARKING COUNT TOPOGRAPHY INDEX CONTOUR - INTERVAL CONTOUR 311.5 x� SPOT ELEVATION 311.5 TC x TOP OF CURB ELEVATION 311.5 TW x TOP OF WALL ELEVATION 311.5 BW x >�� BOTTOM OF WALL ELEVATION - ....... - STREAM STREAM BUFFER 100 YEAR FLOODPLAIN BUILDING BUILDING RETAINING WALL STAIRS EDGE OF PAVEMENT ROAD CENTERLINE FRONT OF CURB BACK OF CURB CG-12 TRUNCATED DOME SIDEWALK BIKE PARKING HANDICAP ACCESSIBLE AISLE HANDICAP PARKING MATERIAL CONCRETE RIPRAP ASPHALT EC-2 MATTING EC-3 MATTING WETLAND TREELINE X X FENCE UTILITY UTILITY POLE m C GUY WIRE OHU ONu OVERHEAD UTILITY UGu ucu UNDERGROUND UTILITY STORM O STORM MANHOLE q DROP INLET STORM SEWER - RD ROOF DRAIN SANITARY O SANITARY MANHOLE SANITARY SEWER MAIN S S SANITARY SEWER LATERAL WATER W W WATER LINE W. VALVE WS WS WATER SERVICE LINE O o WATER METER 0 o WATER METER VAULT Mt FIRE HYDRANT A FIRE DEPARTMENT CONNECTION GAS GAS GAS GAS LINE EASEMENTS CONSTRUCTION GRADING ACCESS SIGHT DISTANCE UTILITY STORMWATER FACILITY MAINTENANCE STORMWATER ACCESS - DRAINAGE SANITARY WATERLINE GASLINE NOTE: 1. THE SIZE OF THE SYMBOLS MAY VARY FROM WHAT IS SHOWN. OWNER/DEVELOPER Owner: Developer: Scottsville Community Investments LLC Southern Development LLC 142 South Pantops Drive 142 South Pantops Drive Charlottesville, VA 22911 Charlottesville, VA 22911 email: klancaster@southern-development.com phone:434-245-0894 PLAN PREPARATION Shimp Engineering, P.C. 912 East High Street Charlottesville, VA 22902 (434)227-5140 SOURCE OF TITLE DB 4065 PG 592 ZONING VR - Village Residential Special Use Permit 22-02 approved on March 21, 2022 to allow for a cluster development of 3 DUA, or 36 units, within a 12-acre portion of the property MAGISTERIAL DISTRICT Scottsville SOURCE OF BOUNDARY AND TOPOGRAPHY Boundary & topographic survey provided by Foresight Survey, P.C, September 2, 2022 Offsite topography from VGIN LIDAR data. BENCHMARK Datum for topography is NAVD 88 FLOODZONE According to FEMA Flood Insurance Rate Map, effective date February 4, 2005 (Community Panel 51003CO520D & 51003C0536F), this property is not located within a Zone AE 100-year floodplain. RESERVOIR WATERSHED This site is not within a State Dam Break Inundation Zone. This site is within the James River -Little George Creek watershed. The site is not within a watershed of a public water supply. WATER & SANITARY SERVICES This property lies within the ACSA jurisdictional area for both water and sewer and will be served by ACSA public water and sewer. GENERAL CONSTRUCTION NOTES 1. Prior to any construction within any existing right-of-way, including connection to any existing road, a permit shall be obtained from the Virginia Department of Transit VDOT . This Ian as drawn may not accurate) reflect the 9 P ( ) P Y Y requirements of the permit.Where any discrepancies occur the requirements of the permit shall govern. 2. All materials and construction methods shall conform to the current specifications and standards of VDOT unless otherwise noted. 3. Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and shall be installed prior to any clearing, grading or other construction. 4. All slopes and disturbed areas are to be fertilized, seeded and mulched. 5. The maximum allowable slope is 2:1 (horizontal:vertical). Where reasonably obtainable, lesser slopes of 3:1 or better are to be acheived. 6. Paved, rip -rap or stabilization amt lined ditch may be required when in the opinion of the County Engineer or designee it is deemed necessary in order to stabilize a drainage channel. 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices. 8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III. 9. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry (29 CFR Part 1926). GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL PLANS 1. The plan approving authority must be notified one week prior to the pre -construction conference, one week prior to the commencement of land disturbingactivity, and one week prior to the final inspection. Y, P P 2. All erosion and sediment control measures will be constructed and maintained according to minimum standards and specifications of the Virginia Erosion and Sediment Control Handbook and Virginia Regulations VR 625-02-00 Erosion and Sediment Control Regulations. 3. All erosion and sediment control measures are to be placed prior to or as the first step in clearing. 4. A copy of the approved erosion and sediment control plan shall be maintained on the site at all times. 5. Prior to commencing land disturbing activities in areas other than indicated on these plans (including, but not limited to, off -site borrow or waste areas), the contractor shall submit a supplementary erosion control plan to the owner for review and approval by the plan approving authority. 6. The contractor is responsible for installation of any additional erosion control measures necessary to prevent erosion and sedimentation as determined by the plan approving authority. 7. All disturbed areas are to drain to approved sediment control measures at all times during land disturbing activities and during site development until final stabilization is achieved. 8. During dewatering operations, water will be pumped into an approved filtering device. 9. The contractor shall inspect all erosion control measures periodically and after each runoff producing rainfall event. Any necessary repairs or cleanup to maintain the effectiveness of the erosion control devices shall be made immediately. 10. All fill material to be taken from an approved, designated borrow area. 11. All waste materials shall be taken to an approved waste area. Earth fill shall be inert materials only, free of roots, stumps, wood, rubbish, and other debris. 12. Borrow or waste areas are to be reclaimed within 7 days of completion per Zoning Ordinance section 5.1.28. 13. All inert materials shall be transported in compliance with section 13-301 of the Code of Albemarle. 14. Borrow, fill or waste activity involving industrial -type power equipment shall be limited to the hours of 7:00am to 9:00pm. 15. Borrow, fill or waste activity shall be conducted in a safe manner that maintains lateral support, or order to minimize any hazard to persons, physical damage to adjacent land and improvements, and damage to any public street because o slides, sinking, or collapse. 16. The developer shall reserve the right to install, maintain, remove or convert to permanent stormwater management facilities where applicable all erosion control measures required by this plan regardless of the sale of any lot, unit, building or other portion of the property. 17. Temporary stabilization shall be temporary seeding and mulching. Seeding is to be at 75 Ibs/acre, and in the months of September to February to consist a 50/50 mix of Annual Ryegrass and Cereal Winter Rye, or in March and April to consist of Annual Rye, or May through August to consist of German Millet. Straw mulch is to be applied at 80lbs/100sf. Alternatives are subject to approved by the County erosion control inspector. 18. Permanent stabilization shall be lime and fertilizer, permanent seeding, and mulch. Agricultural grade limestone shall be applied at 90lbs/1000sf, incorporated into the top 4-6 inches of soil. Fertilizer shall be applied at 1000lbs/acre and consist of a 10-20-10 nutrient mix. Permanent seeding shall be applied at 180lbs/acre and consist of 95% Kentucky 31 or Tall Fescue and 0-5% Perennial Ryegrass or Kentucky Bluegrass. Straw mulch is to be applied at 80lbs/100sf. Alternatives are subject to approved by the County erosion control inspector. 19. Maintenance: All measures are to be inspected weekly and after each rainfall. Any damage or clogging to structural measures is to be repaired immediately. Silt traps are to be cleaned when 50% of the wet storage volume is filled with sediment. All seeded areas are to be reseeded when necessary to achieve a good stand of grass. Silt fence and diversion dykes which are collecting sediment to half their height must be cleaned and repaired immediately. 20. All temporary erosion and sediment control measures are to be removed within 30 days of final site stabilization, when measures are no longer needed, subject to approval by the County erosion control inspector. 21. This plan shall be void if the owner does not obtain a permit within 1 year of the date of approval. (Water Protection Ordinance section 17-204G.) 22. Permanent vegetation shall be installed on all denuded areas within nine (9) months after the date the land disturbing activity commenced. (Water Protection Ordinance section 17-207B) BIRD STREET SUBDIVISION EXISTING USE Vacant Lots PROPOSED USE Single Family Residential & Single Family Attached, 3 DUA LAND USE SCHEDULE EXISTING AC % Total Impervious 0.75 6.7% Turf 7.06 62.9% Woods 3.41 30.4% Total 11.22 100.0% PROPOSED AC % Total Impervious 3.90 34.8% Turf 7.32 65.2% Woods 0.00 0.0% Total 11.22 100.0% LIMITS OF DISTURBANCE: 11.22 Acres will be disturbed for this project. 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, etc., the contractor shall use whatever methods that are necessary to protect structures from damage. Replacement of damaged structures shall be at the contractor's expense. 3. 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. 4. 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. 5. Contractor shall notify and coordinate all work involving existing utilities with utility owners, at least 72 hours prior to the start of construction. 6. Contractor shall immediately report any discrepancies between existing conditions and contract documents to the owner and engineer. 7. Contractor shall submit for the approval of the owner submittals of all specified materials listed in the pP P 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 the contractor from the responsibility of adherence to the contract and for any error that may exist. 8. All bare areas shall be scarified, limed, fertilized, seeded and mulched. 9. All trees, saplings, brush, etc. shall be removed from within the right of way and the drainage easements. 10. Visibility of all mechanical equipment from the Entrance Corridor shall be eliminated. 11. Retaining walls require separate building permits. 12. All water service lines, sanitary laterals, and sprinkler lines must be visually inspected by the Albemarle County Building Department from the main to the structure. 13. Where the flood level rim of plumbing fixtures are below the elevation of the manhole cover of the next upstream manhole in the public sewer, the fixtures shall be protected by a backwater valve installed in the building drain, branch of the building drain, or horizontal branch serving such fixtures. Plumbing fixtures having flood level rims above the elevation of the manhole cover of the next upstream manhole in the public sewer shall not discharge through a backwater valve. STORMWATER MANAGEMENT NOTES The onsite detention ponds will provide runoff reduction to meet water quantity requirements. The runoff from this development is released into natural channels in compliance with quantity regulations detailed in 9VAC25-870-66-B.3.A (channel protection for discharge to a natural channel) and 9VAC25-870-66-C.2.B flood protection). Specifically, this is achieved b routing all concentrated onsite runoff into three detention ( P ) Y 9 ponds which discharges into an onsite lake and into onsite stream channels, all of which ulimately drain into the James River. These natural channels are prone to flooding as they are within a mapped floodplain. Water Quality requirements will be provided with dedication of 17.00 acres of forest Into A Swm Forest/Open Space Easement and with the purchase of Nutrient Credits. This site drains into the James River, a tributary of Mechums River -Beaver Creek. Powells Creek is not listed as impaired for benthics, nutrients, dissolved oxygen, or chlorophyll -a, so per 9VAC25-900-91.13 nutrient credits from the same or adjacent HUC-8 can be used to addressed water quality. See letter of availability on Sheet C16. 1.46 Ibs/yr of phosphorous credits are required to meet quality requirements. BMP MAINTENANCE NOTES The detention ponds are subject to a maintenance agreement and shall be inspected seasonally by the Bird Street Subdivision HOA. Inspections should ensure primary and emergency spillways are not clogged and no erosion occurs within the pond or at the spillway outfalls. Problems shall be corrected immediately by an authorized professional. County WPO Number Pending 2022-000XX TAX MAP 130, PARCEL 43D TOWN OF SCOTTSVILLE, VIRGINIA VICINITY MAPSCALE : 1°=1000' Lurnpkr .� Restawe�; r. ®liar General O 1 e° ® Van Clef Nature Area® Scottsville Lake Mink Creek A © James Ewer SITE 9 Reeling c Rafting Scottsville Q StCt sttvr� ,Hot- i q SHEET INDEX: TOTAL 14 SHEETS C1 COVER SHEET C2 EXISTING CONDITIONS C3 SITE PLAN OVERVIEW C4 SITE LAYOUT C5 UTILITY PLAN C6 GRADING PLAN C7 STORM SEWER PROFILES C8 STORM SEWER PROFILES C9 DRAINAGE DETAILS C10 ESCP NARRATIVE C11 ESCP PHASE 1 C12 ESCP PHASE 2 C13 ESCP PHASE 3/ MITIGATION PLAN C14 ESCP DETAILS C15 SEDIMENT BASIN DETAILS C16 WATER QUALITY ANALYSIS C17 SWM FOREST/OPEN SPACE MAP C18 DRAINAGE MAPS C19 WATER QUANTITY ANALSIS IMAGE PROVIDED BY GOOGLE MAPS SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM VSMP PLAN BIRD STREET SUBDIVISION TOWN OF SCOTTSVILLE, VIRGINIA SUBMISSION: 2022.12.22 REVISION: FILE NO. 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HIGH ST. 434.227.5140 k CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM v, s ��s s 29 �- w—W—w— \ w w GNU , 90 \ — — \ — — — — 84 TION POND 2 - ---m \ \ '2s c 2 %tit 'a.L'q.': Via. n.>:'3..1�t?.'-: :f= y-`.`.` ai - ..ZST:xp•a?'=".�'•�a�. / / / 0 ,......__ - 290 r / U 183 �212Z/7Z dd 288 - SIOUAL \ _ -----/ i \ \ -- -7289.3 TOP PAM -A- 1^ — — —289.3 TOP DAM f � � � -� — — — — —�— — _ 289.3 288-289.3 286 284 ' - VSMP PLAN — \ J. -- tiF� za2 'z8o 3EP,M J \ -\�278 WATER MANAGMENT�QC/LITY )EASEMENT �\ �\ / // �� % /// � oA \ � � j, BIRD STREET SUBDIVISION TOWN OF SCOTTSVILLE, VIRGINIA SUBMISSION: \� \ /' REVISION:.22 — _ � _ 2�22 12 l FILE N0. 22.016 Sv- 15 STORM SEWER r7_�)UTILITY PLAN CONTINUED PROFILES SCALE: VERT. 1"=10', HORIZ. 1 SHAPE TO ELEVATION OF NDfONT Q LMDEST PPE. I I I I I I 1 SLOPE TO DRAM To INVERT a WEFT PPE =CTION AI IF TREATMENT IN DROP INLETS SLOPE TO DRAM TO NVERi OF • OUTLET PIPE DETAILS OF WENT EACH MAN L SHOWN NEBEW NE FOR EXAMPLE DETAILS ONLY. EACH MANHOLE H N H HET 6 TO F BE SHAPED jB��y-YFiaf INNVIDUALY TO BEST PIT THE PARTICULAR INLET AND OUTLET CONIGURATIOR AND FLOW LINES. SECTION B-B PLAN METHOD OF TREATMENT IN MANHOLES ROM AION ® TMOM05 STANDARD METHOD OF SHAPING REFERENCE SHEET + OF , flEV6wN DATE MANHOLE & INLET INVERTS 302 IO6.OB VIRCINA DEPARTMENT OF TRANSPORTATION FOR DETAILS OF ALL COMPONENT PATS AND GENERAL NOTES- PRECAST" SEE SHEETS w3.G-103M SPACER UNIT TAPER OR 0 TOP UNIT I W ----- RISER UNIT u -- - RISER WT i • � � �REOUGFR W FIBER NWT -------- ---_- Li4_ REGKER UNIT - YONOLIMD BATE -- W -- BASE -UNIT SAKI UNIT .I 1;r I I -, rl r' r -i i FWTRD FOOTING SPEPFCATION REFERENCE PRECAST MANHOLE ROAD MO BRIDGE STANDARDS ws 302 VIRGINIA OEPMTYENIT OF iRMSPWTATIW REVISION DATE SHEET 1 OF 1 IO6.OJ - a., $. W x 6- to. -�-- MAEMVE BOLTS BORAT WAGERS AND ELF LOaIw SNOTE TYPICAL B %IlE3-FgIILLY SPACED W AN B. W &C. ABLE, Atan DOOR W,NHCE. W 2'x 2'CIFM CPFIBY L SEE NOTE I ye SO BPIF L a SP.KNrt3. A YAY. PACED 8 RNLE.EQULLY ON M •EDAL B.G. B I rro. D IM. D IkC LK y TYP. WN ORCIIIAR LWCAAYI STDNMARR -+ I~W.M.NAY" NBFA LD. STCNIWATER MANAGEMENT IT , �I R6EI1 OD. YYWSUENT GRANWE RISER W.- mANADE STRUCBUE- -I-S ER O.DSTOUCTURE .�� I6ER DPDRgHI APPRDIL In oa A 8 C D E WI. II 2. 30 31 J ,I 27 24 3e 44 45 4 : R T9 0 sa ss sP s. R 53 as eo a 28 Rs J2 87 W 0 35 19 204 84 1W wI BJI/ 25 30 SO 2" Be Iw ro I n 3e 105 SOO RISER DLD49M APROx, I.D. O.D. A B C D WP. I111524 BD YC 6 1 R 46 J6 44 43 6 130 EETT J2 ad 4 1J 86 e1 933464 IOU 94 12 25 3J 2WU4 WJ 12 23 36 NI HIGH DENSITY POLYETHYLENE METAL NO ES: L A THEO, T&WE E ACCESS DOOR SHALL B PKOVEED pl ALL ]RASH RAGI(5 I. MIFVCR1Ex RATE IS i0 BE USED AREA YFtF6 M 11E PLAS. i THE TOTAL MI6Nt OF tlE TRASH RACK R tlEA1FR iXM IS LBS M COST OF FUMSNNO AND PlM1G wE MTI-VORTEX RATE R TO E THE TRASH RACK IS TO B RASED ON A SVW-1 MINI AN H' CEDEKII BE INCLUDED N 1K BD PLACE FOR llE STRUCTURE, GEATCR THAN r-2-- SIEET 4 OF S STORMWATER MANAGEMENT (SWM) DETAILS TRASH RACK SD2 FOR STORMWATER MANAGEMENT DRAINAGE STRUCTURES NEW 3103 VRNN pVAIRTLDR OF TRAAMRTA" 1M.OJ RISER TRASH RACK DETAIL NOT TO SCALE PAY LNE1 I SKIRT SECONN I I PLAN GAME � SIDETHEMELUG ROD ALTERNATE CONNECTION TYPICAL CROSS-SECTION TEE N• TER SHEET THICKNESSDIMENSIONSP A 1' TOL B MAW. H V TOL. E I TOL. W 2- TOL. C STEEL ALWNUM 12" .064" .ObO 6' Zr 24- 24- U" .06e^ F 25• .• Ur W 24" .064- .060^ . 4r 24- 2.7w, .06P' .UJ5" I Sr 2P 36- .064- -075" 14" GOT ] - W42" .064" JOW 16" 6P 84'• 1. 5•" ..019" .w5" M" N" " b" SET NOTES: - 1. TOE PLATE TO BE RUMORED TO MATCH HOLES INSKRT OF. 1L" GKVIA2ED BOLTS TO SE - - - - - PWESHED. LENGTH OF TOE PLATE 6 W • V'FOR E2" TO 3 GRAATER PPN E AW - 22" FOR 36" TD M" DIA ETER PPE. 2. SKIRT SECTION 12^ TO SO' DOSIMETER PPE TO BE MADE N ONE PIECE. - - - - - - - - - - 3. bVOREIBG am CTIO TIMES ONCENTERLINE6PIPE 0"M,AYMABYE Cp6TRUCiCD IN TWO OPEQSTS JAPED BY 1 i 4. COHIECTCR BECtwN, CORNER RATE NO TOE PLATE TO BE SAE SHEET THICKNESS M SNOUT. S.DO-SECTION AO FITTINGS ARE TO BE STEEL FOR USE WITH STEEL PPE. TOE RATE 6. END -SECTION AND FITTINGS ARE TO BE &UNAM ALLOY FOR USE BOTH &UMMUM ALLOY PPE. HOLES ON 12- CENTEN- . ].DTIER THE STEEL OR ALUMINUM END-MCTDN DETAILED MAY BE USED FOR PLASTIC PPE SIZES GOWN IN ST'D. PC -TOR M APPROVED MASTIC EN -SECTION MAY SE UI S. WHERE FILMED END -SECTION ARE TO SE USED MEN ASPHALT GOATEE AND PAVEO MET& ELEVATION PNPE, END SECTIONS DO NOT NEED TO BE CWTED OR PAM. SPECFICATIOM\/PY-IT REFERENCE FLARED END SECTION V--' 12" - 60" CORRUGATED PIPE CULVERTS ROAD AN BRIDGE srAHDAAws J0E REVISION DATE SHEET 1 OF 1 VIRGINIA DEPARTMENT OF TRANSPORTATION wz.o3 KING MATERIAL E NOTE 1) SECTIONAL ELEVATION NOTES 1. SECOND MATERIAL IS TO BE AGGREGATE SUE 25 OR 26 F FOUNDATION HM STANDING W RUNNING WATER PRESENT, THEN ASCII NJ. 51 6N&L SE USED FOR THE CEPTH SPECFED ON THE RATS OR M OINECTED BY THE ENGINEER CMRD WITH 4 INCHES OF AGGREGATE NO. 25 OR 26. 2. WIDTH OF BEDDING WATER& SHLL EXTEND A MINIMUM OF 6" BEYOND THE BASE OF THE STRUCTURE ON ALL SIDES. 3. IECHT OF STRUCTURE IN) 6 MEASURED FROM THE INVERT OF THE STRUCTURE TO THE TOP OF THE FRAME AND COVER OR CONCRETE DEPENDING ON STRUCTURE TYPE. SEE APPLICABLE MANAGE STRUCTURE STANDARD FOR DETAIL. BEDDING THICKNESS TABLE FOUNDATION BEDDING THICKNESS TYPE O) 4" FOR M I OF NORMAL EARTH 5" FOR H e Wr ROCK rPER FOOT OF K MAX. S" SPECIFIED OR THE PLANS SOFT M YIELDING OR OR M DIRECTED BY THE ENGINEER RFFFPF DRANAGE STRUCTURE BEDDING FOR DROP INLET. ROM) AND BRIDGE STANDARDS 302 MANHOLE, AND JUNCTION BOX REVISION DATE SHEET I OF 1 :Ii:.IN1A DEPARTMENT OF TR/E6PORTAHON WN.R V. .4"" MHEEFS VE BOLT. bmtwT W 9ER. IEx. Nlf. y Na- MLLBBN "A {A R / / MET„. SEE VIEW OF SOLT FRONT VIEW H TO MET& KATE SIDE VIEW DETAIL FOR DEBRIS RACK HOLDER I. COST OF DEBRIS RACKORE.,MET& RATE.MD MINE RKK HOLDER TO&& ST�RODCIT IIA[HE W PACE R.Fg11p5 RKK WY B ilBMATED' I' -D NAETd BYR YY TTFOR wMl DEx511Y RACK L�""AWST MT % CALVV SCE ttBMB J.CEBIS RKK TO at IN3ED AS END. OR CDMRALTM MAY SIASTTIQ A COMPARABLE OESNN AS M•RROYFD gY TI[ [WW,,R. {.THE LOCATION OF THE DESIRE A. HhD@ MAY BE A0.N15TED FOR VARIABLE CONCI MEN NOif,R BOLT B LASTED ON 1NE ILT& PLATE 1Ml /" W BY..1 LENGTH Is TO BE REpICED / LLD. AND WELDED i0 THE RATF. DDE �s C ACTING AND ALL HA DWALE s DODODoO 0000000 3 ❑11000E30 TOP VIEW 0000000 W oo0o000 a. TDP ToSC )EYED TU &LOW /LCE55 TO WATER W&RY Y 8RPKE RILE ROM D ❑ 0 ❑ ❑ ❑ ❑ )KIT OKVIJLIID I] t, -1 ❑O ] IJ ❑ YE xDTE3 ❑❑� ❑� b 0000 3 DAI�SOR 00000 RAW ". NJBE2 ❑000cc W •YIN I wHIGH SIDE VIEW HTAL FRONT VIEW DENSITY POLYETHYLENE DETAIL FOR DEBRIS RACK FOR WATER W.WIY ORIFICE, SHEET 2 OF a STORMWATER MANAGEMENT (SWM) DETAILS DOWNS SABA CK.ANGLE nARRU.G"RAWEMQUALITY 302 S•SWM R AM ANDCONCRETE ANN SAME,,E REV. WD3 VRPLM CFD.WMM OF TRAWP IRTATKN FT -- ORIFICE TRASH RACK DETAIL NOT TO SCALE SL-+ 05 BAITS W e• C-C M. •5 BIAS W r C-C TYP. ..TT I.......• A �. A e B • 1 1 T 1 30" OINETEA t' ...r �1 I I I TT SUCTURE AND PLAN WA.L'"L THICKNESS WINES PLAN LA55 AT CONCRETE CLASS M CONCRETE , SECTION A -A SECTION B-B NOMSK 1. THE STANDARD SAFETY SLAB (SL-M 15 TO BE USED ONLY WHEN SPECIFIED N THE PLANS ON THE DRANAE SUMMARY SHEET AND]OR THE DRAINAGE DESCRIPTION. FOR ARMHOLES JUNCTION BOXES INO DROP INLETS WITH HEIGHTS GREATER THAN V FEET TIE SPAGlIO OF ADJACENT SAFE�Y BLABS SHILL BE WTO IT WITH NO SAFETY BLAB LOC,Ino WITHIN B FEET OF THE TOP OR BOTTOM OF TIE STRUCTURE SAFETY SLABS STALL NOT BE LOCATED BELOW ANY INLET PIPE OF 30" DIAMETER OR GREATER. 2. THE COST OF THE SL-1 B W ICED N THE COST OF THE STRIwTLRE SEE CAST IN PLATE DRAWINGS FOR FURTHER DETAILS 3. ACCESS OPENINGS ARE TO BE STAGGERED FROM ONE SIDE OF STRUCTURE TO THE OTHER WHERE APPLICABLE. STEPS ALE TO BE STAGGERED ACCORDINGLY. s eAA e c c TYP. SlM ANY D. CMT-B-PLACE ET PRECAST. CMTHICOO E WNORETE TD BE {. CLASSM IS TO BE M f4W0 M. REINFORCING •..Y�. ST IN CC DANCE TH AASTE 9TE0. TO BE N ACCORDANCE WITH M91T0 N31. STER � .. .�W .. 5. ACCESS OPENINGS MAY BE 30" DAWEMR M W' SQUARE. WHEN STRUCTURE WIDTH 6 LESS THAN 30- THE ACCESS OPENING SHALL BE RECTMGU M (STRUCTURE WIDTH BY U 30'• LONG). TYPICAL PRECAST UNIT �IsTTMOAAos TYPICAL CONCRETE SAFETY SLAB FOR DROP INLETS, R stE LT" ROM Ao MANHOLES AND JUNCTION BOXES SHE + of 1 REV SION �A E MRGNA DEPAIGIENT OF TRAMDPORTAMN 302 Dg.% 'i EE STINDARM A-1 FOR AMCAW T OF SAFETY SLABS. B STANDARD MI NOTE THE TOP OF MASONRY IS TO BE LEFT 1 TL- FRAME 6 COVER SUFFIGENTLY LOAN TO PERMIT PROPER ADJUSTMENT OF COVED AND FRAME TO GRADE BY TVE lKE OF NORTH OR m BRICK AS DIRECTED BY THE EHGMEEft, _ V FLAT SLAD TOP AS OETALEG O4 STANDARD T-WH-2 MAY BY CCTITORNU WHmEN OAPPROVERED ED BY �A •.' MAMEM =a'-e'I U x -WALL THICKNESS) m SECTION 8-8 BRICK CONCRETE OR CONCRETE BLOCK AS - HALF PLAN VIEW HALF SECTION A -A (WITH FRAME AND COVER REMOVED) BRICK CONCRETE NOTES 1. QUANTITIES SOWN ARE FOR MANHOLE WITHMJT PIPES. THE AMOUNT DISMU , BY vIPES MAST BE DEDUCTED TO OBTAIN TRUE WANTITES. 2. A BASE THICKNESS OF V' WAS USED N COMPUTING CONCRETE QUANTITIES. 3.INC.RELENTS TO BE ADDED FOR EACH MORON& FOOT OF DEPTH, 4, MATERIAL$ MAY SE MICA CONCRETE OR OPPROVEp CONCRETE 4AHHME BLOCK 5.IF BLOCKS ME USED THE MINIMUM THICKNESS OF SAME IS TO BE 5" OTHER THICKNESSES ME TO CONFORM TO WALL THMCKNESS SHOWN FOR CONCRETE. S. ALL CONCRETE TO BE CLASS A3. J. WHEN SPECIFIED ON PLANS THE INVERT IS TO BE SHAPED N ACCORDANCE WITH STANDARD I5-1. THE MAATERIALS NCIDENTTAAL ARE TO THE SHAPING IS TO BE NCWDED IN THE BID PRICE FOR THE STRUCTURE. FPECIFICATIC'. REFERENCE MANHOLE FOR 12" - 48" PIPE CULVERTS ROM AND BRs HOARDS 302 VIRGINIA DEPARTMENT OF TRANSPORTATION REVISION GATE SHEET 1 OF 3 04V20 106.01 TABLE OF OUAMITIES DEPTH BRICK MANHOLE CONCRETE MANHOLE BRIG( CONCRETE CONCRETE FEET TIOUSADS CO. YARDS OU. YARDS 4 0.5 0J85 LlA 5 0.7 0.785 1.699 6 0.9 0.785 1.H, J LO 0J85 2.223 a L2 alas 2Ae5 9 1.4 0785 2.747 HE 1.6 0J85 3,009 11 IA 0.9J0 }.455 12 2.2 0.970 3.817 13 2.5 0.910 4.09 I4 2.0 0.9J0 4.541 li 3.1 0.9]0 490 M J.4 0.970 S26S 17 SO IJJ] 6.032 INEREWENT 045 0,582 DETENTION POND INSTALLATION NOTES: CONSTRUCT THE DAM OF POND WITH SUITABLE NATIVE FILL MATERIAL. ENSURE BOTTOM AREA IS EXCAVATED AS SHOWN AND CORRECT SIDE SLOPES ARE GRADED. POND STANDPIPES AND PRINCIPLE SPILLWAYS (CULVERTS) SHALL BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS. INSTALL HDPE PIPE TRENCH PER MANUFACTURERS SPECIFICATIONS. USE SUITABLE ONSITE ASTM D2321 CLASS II COARSE-GRAINDED SOILS FOR PIPE BEDDING AND BACKFILL IN LIFTS WITH MINIMUM 95% STANDARD PROCTOR COMPACTION. IF SOIL OR COMPACTION CONDITIONS VARY, CONTACT DESIGN ENGINEER IMMEDIATELY. INSTALL EMERGENCY SPILLWAY AT DESIGN ELEVATIONS AND WIDTH AND SOD OR OVERSEED WITH EC-3 MATTING IMMEDIATELY. DETENTION POND CONSTRUCTION INSPECTION GUIDELINES: CONTACT DESIGN ENGINEER OR QUALIFIED 3RD PARTY INSPECTOR FOR INSPECTION AT THE FOLLOWING POINTS: 1. INITIAL POND EXCAVATION (MAY OCCUR AFTER DEWATERING AND FINE GRADING OF SEDIMENT TRAP) 2. COMPLETION OF INSTALLATION OF POND RISER AND PIPE BEDDING FOR PRINCIPLE SPILLWAY 3. FINAL BACKFILL OF PRINCIPLE SPILLWAY 4. COMPLETION OF FINAL POND GRADING, INCLUDING EMERGENCY SPILLWAY 5. STABILIZATION OF POND CONVERSION TO PERMANENT DRY POND FROM SEDIMENT TRAP NOTES: WHERE NOTED, DETENTION PONDS WILL BE CONVERTED FROM SEDIMENT TRAP FOR PERMANENT CONDITION. SEDIMENT TRAPS WOULD HAVE BEEN CONSTRUCTED WITH SIMILAR DIMENSIONS. SEDIMENT TRAPS MUST BE COMPLETELY DEWATERED AS FIRST STEP OF CONVERSION. UPON DEWATERING, BEGIN FINE GRADING TO CONVERT TO DRY POND. INSTALL PRINCIPLE AND EMERGENCY SPILLWAY. STABILIZE EVERY PORTION OF DETENTION POND. DI-3A. 38.3C EXPANSION KEYED FOR DETAILS OF INLET JONT CONST. BARS D `= APPROACH •(,( JOR.IT (GUTTER BM G WARPED GO TER BAR C2, SUBBASE HARDWIRE BARS F CLOTH s WEEP HOLE. SEE NOTE B STEPS'SE NOTE 5 Bg.. 8.. SECTION A -A KEYED CONST. JOINT L-VARIABLE - MAX. 20- -, r WARPED GUTTER 2L1-0"- g• 2•-6•• �B g•• 3..0.. 2•• UP AC ' i BO86 A GUTTER w ' m 1- -- - -- - --� ..... T.. E-10 BARSF BARSM WW DIAMETER 0BARSE WEEP MOLE FRONT ELEVATION V g.. ,.-g. g„ BARSB 'GUTTER REMOVED) BARS i 3 sxya' BENT PLATE SECTION B-B 8 I/" R TYPE A NOSE DETAIL SHALL BE USED WITH CG-3 & CG-0 STANDARDS. .• L2%j'xN/-k/" GALVANICtD TYPE B NOSE DETAIL SHALL BE USED WITH CC-2 & CC-8 STANDARDS, W TYPE A TYPE B %" X A" STUD SHEAR CONNECTOR WELDED GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68.30- TO ANGLE RON AT 2-C-C. COM'ECTORS AND IS TO BE ANCHORED WITH /z X 4" STUD SHEAR NOSE DETAILS WELDED TO DExi PLATE AT 2-C-C. 2„ H-� H� PR.PAVEMENi 0I-3A DI-3B _ - DI-3C WARPED PAVEMENT -J _- _ x W -)•L° FLOW r D r 14F DETAIL WHEN USED FOR USE ON GRADES ADJACENT TO CURB FOR USE IN SACS WITHOUT GUTTER BOTH SEES TO BE SYMMETRICAL \V00T SPEOFICATION ROAD AND BRIDGE STANDARDS STANDARD CURB DROP INLET REFERENCE SHEET 1 of 2 REVISION DATE 12" - 30" PIPEt MAXIMUM DEPTH (IT) - 8' 233 IO609 OgA,O VIRGINIA DEPARTMENT OF TRANSPORTATION 302 Raj iANNNNANMNANnANNANNNNNNNNNNNNNNNNNI-r P-9/," DIAL SECTION A -A THE LETTERS V 0.0 T. ME OPTIONAL F LIKED THE LETTERS ME TO BE CART N THE DEPRESSICq N TOP OF COVER 1" WIDE RASED •' HIGH M SHOWN. I� I� ❑❑❑❑ A A V. D. 0. V. + El LETTERING OPTION& O ❑ ❑ ❑ ❑ FRAME AND COVER SHALL W ❑ ❑ ❑ RATED FOR TRAFFIC CG'DITIONS. APPROXIMATE WFJGHT CAST RON AME 21.39 12 COVVEER 37 ± ) LASS.. TOP SECTION B-B BOTTOM XVEDOT A COPY OF THE ORIGINAL SEALED AND SONED DRAWING IS W FILE N THE CENTRAL OFFICE, SREFEPENCEN ROAD ARE BRIDGE STANDARDS STANDARD MANHOLE FRAME AND COVER SWEET 2 OF 3 REVISION DATE r224 04/20 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 106.D2 " y COUNTY OF ALBEMARLE rtepartment of Community tkvelopmem Construction Record Drawings (As -built) for VSMP The following is a fist of information required on construction record drawings for stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the construction record drawing be prepared by someone other than the designer. Please do not provide design drawings as construction record drawings. A. A signed and dated professional seal of the preparing engineer or surveyor. B. The name and address of the firm and individual preparing the drawings on the title sheet. C. The constructed location of all items associated with each facility, and the inspection records to verify proper dimensions, materials and installation. The items include, but are not limited to the following: 1. inspection Records and photographs for pipe trenches and bedding, including underdrains. 1 Video Pipe Inspection for any pipes which are not accessible or viewable. 3. Updated Location with geo-coordinates of all facilities. 4. Verified Drainage Area maps for the drainage area treated and for drainage to the facilities. 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey of the pond bottom. Surveys should verify pond volumes are per design. Corrections may he required for alterations from the design. 6. Plants, location and type. 7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end trealment(s), inlet and outlet protection, alignment and invert elevations compared to design. 8. Computations: For significant deviations from design, provide sMW computations verifying that the as -built condition is equivalent or better than design. 9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical sections and finings. 10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage must be within plaua) easements. Provide copies of recorded documents. t L Guardrail, fences or other safety provisions - Display the constructed location of all safely provisions, fences, guardrail, including the type, length and applied end treatments, compared to design. 12. Material lavers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to material types and depths. Include inspection reports, horing or test pit reports and materials certifications. BioGller media must be an approved state mix. 13. Access roads -show location of access roads, surface treatment, drainage, etc, as applicable. 14. Compaction reports are required to verify fill compaction in dams. 15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning. SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTINQSHIMP-ENGINEERING.COM 0r r O a i . 183 t2MTI22 II Jf0�-AV11 �Y10NAL / VSMP PLAN BIRD STREET SUBDIVISION TOWN OF SCOTTSVILLE, VIRGINIA SUBMISSION: 2022.12.22 REVISION: FILE NO. DRAINAGE DETAILS 22.016 PROJECT DESCRIPTION, GENERAL NOTES, EROSION & SEDIMENT CONTROL NOTES, AND SEQUENCE OF CONSTRUCTION PROJECT DESCRIPTION THIS PROJECT IS LOCATED IN THE TOWN OF SCOTTSVILLE. THIS WILL DEVELOP 36 SINGLE FAMILY UNITS WITH ASSOCIATED INFRASTRUCTURE IN A VACANT LOT OFF BIRD ST. THE TOTAL AREA OF DISTURBANCE IS 11.22 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. EXISTING SITE CONDITIONS THE EXISTING SITE IS WITH MOSTLY MANAGED TURF WITH A POND ADJACENT PROPERTIES THE PROPERTY IS BORDERED BY RESIDENCES TO THE NORTH, EAST AND WEST, AND WITH AN ABANDONED TIRE FACTORY TO THE SOUTHWEST. OFFSITE AREAS: NO OFFSITE AREAS ARE ANTICIPATED SINCE THE SOIL VOLUMES ARE BALANCED. SOILS THE SITE CONTAINS THE FOLLOWING SOIL TYPES: HSG B HSG D CRITICAL AREAS NO CRITICAL AREAS HAVE BEEN IDENTIFIED WITHIN THE 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 BONDING 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. TO BE CONVERTED INTO A PERMANENT DETENTION POND AT THE END OF CONSTRUCTION AS DETAILED. 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. THE CLEANWATER DIVERSIONS WILL BE MADE STABLE BY THE USE OF VDOT LD-268 DESIGN STANDARDS. 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 14 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 AROUND 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. 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. PERMANENT STABILIZATION AND SEQUENCE OF CONSTRUCTION THE FOLLOWING ARE THE PROPOSED MANAGEMENT STRATEGIES AND DETAILED SEQUENCE OF CONSTRUCTION: PHASE 1 1. INSTALL PAVED CONSTRUCTION ENTRANCE ON BIRD ST ADJACENT TO EXISTING PAVEMENT. TRUCKS SHALL USE PCE AND WASH RACK BEFORE DEPARTING SITE. 2. INSTALL SEDIMENT TRAPS 1 AND 2 AND PERIMETER CONTROLS, INCLUDING PROTECTION FOR SOIL BORROW AREA, AS SHOWN ON THIS SHEET. 3. CONTACT COUNTY INSPECTOR FOR INSPECTIONS. 4. WHEN FIELD CONDITIONS ARE APPROVED, UTILIZE THE SOIL BORROW AREA TO CONSTRUCT THE SEDIMENT BASIN. 5. BUILD BASIN AND CONTACT COUNTY INSPECTOR FOR INSPECTIONS. 6. UPON BASIN APPROVAL, BEGIN MASS GRADING AND UTILITY INSTALLATION. PHASE 2 1. BEGIN MASS GRADING AND INSTALL UTILITIES. 2. BUILD NEW BETHUNE ST AND JANE STREET. 2. ACHIEVE TEMPORARY SEEDING AMD ESTABLISH REASONABLE STABILIZATION BEFORE HOUSE CONSTRUCTION. 3. MAINTAIN EROSION CONTROL USING TEMPORARY SEEDING, FINAL SEEDING, AND STONE AS VERTICAL CONSTRUCTION PROCEEDS. 4. AFTER AREAS UPSTREAM OF TRAPS 1 AND 2 ARE STABILIZED, CONTACT COUNTY INSPECTOR AND DESIGN ENGINEER TO CONFIRM SEDIMENT TRAPS CAN BE CONVERTED INTO PERMANENT POND OR BACKFILLED TO CONSTRUCT THE CUL-DE-SAC. UPSTREAM AREAS MUST BE STABILIZED. 5. THE BASIN WILL REMAIN UNTIL THE SUBDIVISION BUILDOUT IS COMPLETE AND SITE IS STABILIZED. PHASE 3 1. COMPLETE CONSTRUCTION OF JANE ST CUL-DE-SAC AND BIRD ST PAVEMENT IMPROVEMENTS. 2. WHEN SUBDIVISION IS COMPLETE AND STABILIZED, CONVERT BASIN TO PERMANENT DETENTION POND 2 BY REMOVING DEWATERING SNORKEL, INSTALLING UNDERDRAIN, AND CONFIRMING FINAL DESIGN GRADES ARE DELIVERED. 3. WHEN POND IS COMPLETE, REMOVE PERIMETER CONTROLS. 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 NARRATIVE: STORMWATER QUANTITY: THE ONSITE DRY DETENTION POND BMPS WILL PROVIDE RUNOFF REDUCTION TO MEET WATER QUANTITY REQUIREMENTS. THE RUNOFF FROM THIS DEVELOPMENT IS RELEASED INTO NATURAL CHANNELS IN COMPLIANCE WITH QUANTITY REGULATIONS DETAILED IN 9VAC25-870-66-B.3.A (CHANNEL PROTECTION FOR DISCHARGE TO A NATURAL CHANNEL) AND 9VAC25-870-66-C.2.B (FLOOD PROTECTION). CHANNEL PROTECTION IS ACHIEVED BY ROUTING ALL CONCENTRATED ONSITE RUNOFF INTO A DRY DETENTION POND WHICH DISCHARGES A NATURAL CHANNEL IN THE FLOODPLAIN OF THE JAMES RIVER AT RATES COMPLIANT WITH THE ENERGY BALANCE EQUATION. FLOOD PROTECTION IS ACHIEVED SINCE THIS DISCHARGE IS IN A MAPPED FLOODPLAIN, THUS NO PEAK FLOW RATE REDUCTION IS REQUIRED. STORMWATER QUALITY: WATER QUALITY REQUIREMENTS WILL BE PROVIDED WITH DEDICATION OF 17.00 ACRES OF FOREST INTO A SWM FOREST/OPEN SPACE EASEMENT, AND BY THE PURCHASE OF 1.46 LBS OF NUTRIENT CREDITS. THIS IS THE AMOUNT REQUIRED BY THE VRRM SPREADSHEET. THIS SITE DRAINS INTO THE JAMES RIVER -LITTLE GEORGE CREEK. THIS SECTION OF THE JAMES RIVER IS NOT LISTED AS IMPAIRED FOR BENTHICS, NUTRIENTS, DISSOLVED OXYGEN, OR CHLOROPHYLL -A, SO PER 9VAC25-900-91.13 NUTRIENT CREDITS FROM THE SAME OR ADJACENT HUC-8 CAN BE USED TO ADDRESSED WATER QUALITY. NUTRIENT CREDITS WILL BE PURCHASED FROM THE RIVANNA RIVER NUTRIENT BANK IN THE SAME 8-DIGIT HUC PRIOR TO LAND DISTURBANCE. SEE LETTER OF AVAILABILITY ON THIS SHEET. 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. STABILIZATION 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 7 days to denuded areas that may not be at final grade, but will remain dormant or undisturbed for longer than 7 days. Permanent stabilization shall be applied at areas that are to be left dormant for more than 30 days. 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 P 9 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.Excovated 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 - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTINQSHIMP-ENGINEERING.COM /r UJ > i . 183 t �o i1�22�2Z 0� 1 �SS10UAL VSMP PLAN BIRD STREET SUBDIVISION TOWN OF SCOTTSVILLE, VIRGINIA SUBMISSION: 2022.12.22 REVISION: FILE NO. ESCP NARRATIVE 22.016 C10 _--_--_, - - - - / V Av vv v v \ — v v / v v v A _ — � _ � v SOIL EROSION & SEDIMENT CONTROL SYMBOLS v SYMBOL NO TITLE KEY 3.02 CONSTRUCTION ENTRANCE CE ----- ' 3.03 CONSTRUCTION ROAD STABILIZATION CRS — 3.05 SILT FENCE SF 3.07 INLET PROTECTION IP 1 � 3.09 TEMPORARY DIVERSIONS DD RWD CWD DRAWN TO SCALE 3.13 TEMPORARY SEDIMENT TRAP ST �v �v \' , — 1 �v \ I � 4011 I i A .:�i i' w `� ' /'` v TS 3.31 TEMPORARY SEEDING TS 3.32 PERMANENT SEEDING PS v`BASIN —_ � 3.35 MULCH SEDMENTTRAP2 DRAINAGC'AREaSEDIM T MU I / / / \ \ I— _ \ 1 1 -8 O ACRES — — — _ DRAINAG AREA / ` / , \- / — 3.39 DUST CONTROL DC I I I I i I w _v vv v =1.4 ACRE � / I � I A 1 I A\ vvv /// ____ --____ =LODE LODE LODE LOD= LIMITS OF DISTURBANCE ,,------- / TRAP DRAINAGE AREA / I , /II il l I I / �/ / / r r I / , / I \ L/ c /' / „�� _ � --_ SEQUENCE OF CONSTRUCTION -PHASE 1 ` ----- ,' 1. INSTALL PAVED CONSTRUCTION ENTRANCE ON BIRD ST ADJACENT TO EXISTING PAVEMENT. — I SEDIMENT T IP1 ----\ __----_�-'"' ___"___ _ - ,'`\ ,-�° TRUCKS SHALL USE PCE AND WASH RACK BEFORE DEPARTING SITE. I / DRAINAGE AOEA \ __ =1.2ACREs/ -- - / _ 2. INSTALL SEDIMENT TRAPS 1 AND 2 AND PERIMETER CONTROLS, INCLUDING PROTECTION FOR SOIL / / _ -_ _--_---- / — ----'\ '' '' / J / 1 BORROW AREA, AS SHOWN ON THIS SHEET. 3. CONTACT COUNTY INSPECTOR FOR INSPECTIONS. 4. WHEN FIELD CONDITIONS ARE APPROVED UTILIZE THE SOIL BORROW AREA TO CONSTRUCT THE SEDIMENT BASIN. 5. BUILD BASIN AND CONTACT COUNTY INSPECTOR FOR INSPECTIONS. s ��31eA A� �— v / / i, � _—_-- \ �` ry '� _ I - 6. UPON BASIN APPROVAL, BEGIN MASS GRADING AND UTILITY INSTALLATION. ------------------ 0 u \ / / 1' / /,/ l / /, %/ /f L''I•� I�/,�.', �����1%� �'� ��a\\\ 'te /L\ . �D` �I\v \\ I __ \ CR������PATH FOR SO)L 41D------ '__--- BORROW SHIMP / �i`/ I♦ �� I I / ♦♦ ♦/ ♦ / SEDIMPIITBAS _---\'1 NGINRIN S DRA)NAGE AREA G =BA ACRES LAND PLANNING - PROJECT MANAGEMENTOy14 l // OHO V ` / i / i ♦ �' / / /' ♦� % 1 % / % / / I \ \ 0 \\ V A / / / ■' ,' ' �'' I— T 912 E. HIGH ST. 434.227.5140 ,/ / / / _ II `I \\ \ �A 1 \ \ _ / / // ` _ -_ ■ / / �� _\--- —\_ __—__----- CHARLOTTESVILLE VA, 22902 JUSTINQSHIMP-ENGINEERING.COM i I ■ ,' ■ J 1 ON\ _ Oyu ■ SOIL SORROW AREA •'' — — / —I— — — — — — — / \' \ / / / l I / l I / YI / j I i rI y�.\I �®./\rI . �`\ / /�\\ 1 , ► `¢'' -' / '__-' -\ =_ _\_ _ —`_ —\ --\— \\\ LFOR SEDIMENT BASIN. 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TITHE KEY 3.02 CONSTRUCTION ENTRANCE CE l l I— / 3.03 CONSTRUCTION ROAD STABILIZATION CRS X —X X —X — 3.05 SILT FENCE SF + 3.07 INLET PROTECTION IP I / — — ' \ _ ` O 24 f �`v _ —�'� "'" / \� �` v`v —_ / "— � � v � � / � \ \ � � _— 3.09 TEMPORARY DIVERSIONS DD RWD CWD 3.13 TEMPORARY SEDIMENT TRAP ST l I l [DRAWN TO SCALE] O 3.31 TEMPORARY SEEDING TS CONSTR CT ST SEWER AA$AF R v-- - --- �3 1 � 3.32 PERMANENT SEEDING PS SEDIME'PI,T BASIN 3.35 MULCH / l I I I I I VA v / i v �� SEDIMfi�I TRAP / I / I / _ A v DRAINAGE`AREA-� MU DRAINAG AREAI - \ ` '3.0 ACRES ' '-s s / I A v / 00�� / �--A _ NqA �� o - pC 3.39 DUST CONTROL DC wiw—v)w�� w w w w w w �w—wow W—w, w —w <—w —wow w�w ——'—__ sLOD�LOD�LOD�LOD>: LIMITS OF DISTURBANCE N@W 8" DIP WL I NEW 8 DIP IP / _ O _ _ s� /' /' uj ' N _8 a S R-22� S4AN /'s` / s \ — '-- / EW w V ® 'mA slJs sN��W HMI SDR �s N s �s Ns s s1N s s-5 ,�s �-�33 _ '� z TRAP DRAINAGE AREA Ni SAND a \— ® / P TS® v D v /I DID // Y - _ / I / - --' — --- / " / V A / III I / ISII I �o ` / ' 6 3 1 I I /__-------_— 1 / �I I % ® SEQUENCE OF CONSTRUCTION -PHASE 2 1�v 1. BEGIN MASS GRADING AND INSTALL UTILITIES. SEDIMENTT ' P 1 '^---- 3 - I DRAIN, EA a26 = _ ' „� ,' I ,' ' ,'' 4% 2. BUILD NEW BETHUNE ST AND JANE STREET. '=1.2ACREs/ \ 1 - / 2. ACHIEVE TEMPORARY SEEDING AMD ESTABLISH REASONABLE STABILIZATION BEFORE HOUSE 324__------ _ --- 324 s l '' 1 ' CONSTRUCTION. 322 -- - _ _ _ _ \ / / \ ` / \ = I 3. MAINTAIN EROSION CONTROL USING TEMPORARY SEEDING, FINAL SEEDING, AND STONE AS S 320— — — — — - - 22 ( _ 1 i VERTICAL CONSTRUCTION PROCEEDS. / pR FNG AF \ z 3,8 ________ 4. AFTER AREAS UPSTREAM OF TRAPS 1 AND 2 ARE STABILIZED, CONTACT COUNTY INSPECTOR ;�0 l — if AND DESIGN ENGINEER TO CONFIRM SEDIMENT TRAPS CAN BE CONVERTED INTO PERMANENT POND 311" ` I ' I / ' \ - ' \ OR BACKFILLED TO CONSTRUCT THE CUL-DE-SAC. UPSTREAM AREAS MUST BE STABILIZED. ------, I —/6 IIP F I 5. THE BASIN WILL REMAIN UNTIL THE SUBDIVISION BUILDOUT IS COMPLETE AND SITE IS STABILIZED O/-/(/ a =_ �\ �� a S /�/f�/1�f/1�1'""' ul \ /--� \ ,' 320 / ,6 I ` 318 / `V\ ``\A``11 1 c c I�/ 1 IIIII II IIII III I1 �� / —N314Q _ - 312 //sF g4 /s SHIMP I314 DIMj�TB\� \1 ENGINERING Z'\ 314 31j DRA)NAGE AREA LAND PLANNING -PROJECT MANAGEMENT0 =SA ACRES I ,oat; 314 I 3 I I I I Hu \ 1 / I / I / / J I`^--_ _. 1j�_-- 912 E. HIGH ST. 434.227.5140 II 1 \ 1� 1 , S 1 \ I - \ .�\ / // l _ _ / ' F /' �'" //f--- ---- --� _---------- 1 CHARLOTTESVILLE VA, 22902 JUSTINQSHIMP-ENGINEERING.COM ej� N/It PS Ts 0HU 304 OHI, v / _---- --- I / I 1 !� 1 / I / \ I /- ,° , 312 \ \ ' /_---- --_ /------------- -- ' IP --- �------------------I_ A�H�/ / — ZI / A axq _ I J — \ \\\ —� OHl(/ — — — 300 /--- /���\`\` I t6 \\ SEDI MEN T BAST ' / / TS /- / --_- %-��___�__ —O _ qt / - \ --_ / H \ \ —►' UJ S MP> ( I \ O , 3xg \ DRAINAGE ARkA / / �/ / _-__ - HU "- I _ _ ^ - / J t 183 ' \ -8.0 AC{ S' / —/" ' 310 _ /� �� --_ — — — 296 ' / \ q I 30 _ - / - / I I ■I / / ,/' --- �~ 306-- ------- --- -- — — N x�''E HE — 5Hl=�� 1 X - I/v' x- \+NSF _, ,/ OHU \ r ( \ - - / SEDIM'ZnTTRAP 1 00 / 440� I i , I I I ( / / � /�� A/;✓� ,/ vI 40 Scale: 1 0 40 :1 120 VSMP PLAN BIRD STREET SUBDIVISION TOWN OF SCOTTSVILLE, VIRGINIA SUBMISSION: 2022.12.22 REVISION: FILE NO. ESCP PHASE 2 22.016 C12 ----__-_--- \ \ _ -TMp Sao-°gE--- SOIL EROSION &SEDIMENT CONTROL SYMBOLS CLARKE N &° MARS �I�1—I�UGAN-' v v _ ------ vv ]� \ SYMBOL NO. TITLE KEY 1- G 74 9 '' B-_9 154 i l �i -- '�pNED: VILLAE_�E�SIDE��IAL _ - - , `vv vv 3.02 CONSTRUCTION ENTRANCE CE IT�ES'LNGLE7-FAMILY-,RE�7ATIAL o __ 3.03 CONSTRUCTION ROAD STABILIZATION -_----- CRS , �40� / - - _.�_ _ _L_ 3.05 SILT FENCE SF \ \ \ 3.07 INLET PROTECTION IP / / / � � l � I I I I l l I / ✓ � � / /1 � V/ � V/ 324 \ I A ___ �/ 338� s _. — � v ��` _ /�\ O 3z � \ I 1 \ / _ II \ /1 \ \ II � �— 3.09 TEMPORARY DIVERSIONS 3.13 TEMPORARY SEDIMENT TRAP ST _ [DRAWN TO SCALE] 3 31 TEMPORARY SEEDING I / I� I � ,� v v I_ I I I I I I ' `-- -----' '' I i �" -` / �-- $�► TS / 3�L33 i_ --► 3.32 PERMANENT SEEDING 1� /T �3.35 MULCH PS MU % 3.39 DUST CONTROL DC w wiw— —w w w—w w—w wy w�I war W w w w —w w7-w w —w'w W—w —w —w ✓i—w—w�ww ww �� I / /' ____ \—'— �LODLODLODLOD= LIMITS OF DISTURBANCE x I �\ /W �\ NEW 8" DIP WL I I I NEDIP.V�L N I / , __ // \Il t mod\ s s lJs s sa s s s s k �s s A/ s s\ s as. —S —Is NKW Bsa S R_—s2)i SL \ s , a IP ,, a / \ — ' —_ NE W \ �� I — w TI v __ F W v I i N 8" SDR� SAN/� / v/��'32 �_ 1 -- TRAP DRAINAGE AREA N N N� ,' / _ / __ _ -- / S TS I - I L / /- __ - s s - —�;/ I, wL ' ,-_ SEQUENCE OF CONSTRUCTION PHASE 3 --- ----- \ 326 r 1. COMPLETE CONSTRUCTION OF JANE ST CUL—DE—SAC AND BIRD ST PAVEMENT IMPROVEMENTS. —32 _—_—__—__' ` 2. WHEN SUBDIVISION IS COMPLETE AND STABILIZED, CONVERT BASIN TO PERMANENT DETENTION `——"' � ---� I , 24 s s I \ I C i POND 2 BY REMOVING DEWATERING SNORKEL, INSTALLING UNDERDRAIN, AND CONFIRMING FINAL 322 — _ _ _ — _ _ — — \ / i V\ i DESIGN GRADES ARE DELIVERED. JJ TS --------------- - - 22 ( I \ I ✓' -32 r Tl F ; /� 3. WHEN POND IS COMPLETE REMOVE PERIMETER CONTROLS. In j ——___— \` \\ ! 32 \ SBB�CC n c4'p \��^` J\ a ✓ i ,' __ 314 17 V \ ONO\33j3 �\ ��\\ �— /' 1/0 31bv / ' 71 �N'u •- \ \ �\ \�'T� /'\�312 _ \ I /I / SHIMP ma's :a �/ 1� 314 I / 314/ - /31v�NGINRINGLL s 314 0 \\ PS TS I' / / 312 /1 ,' / ` ��� Fey �— /r — LAND PLANNING -PROJECT MANAGEMENT / RAJ ONO10 0/� \ \ ! r TI 306 Jr L I _ 912 E. HIGH ST. 434.227.5140 ( --- y�J / — — — — — CHARLOTTESVILLE VA, 22902 JUSTINQSHIMP-ENGINEERING.COM ONU ' i I6 s JI PS TS ® /' ONO— __— y 1 ' / 18i I �/ i 3s — � — \ ON�I �3pg _ ,-''' 30 ,IIi�1 '� �/'' I ,- ____ -\ -_�`��___-_- 4, / / C, II I 1 I // / ,`_�� ✓ \ - - -_ - _ Jos/ _36y J — X 'll 11 _--' ---,- 1 0 PS TS _ --- _ -- —ON _ 29a -- --/ ✓ — — — \ \' ► U 1 I I I 0 \ __, _' I 31 r 'I / — �, 296 / / ��� \ \ — / l so5 --- I -- PS - - - - - - ® IZ -E ,' . /' ,'/ II ---� r ' I r—_r--� I ------ — 306--I '�--- I — ---/--------J''— —\ _ — — z V�`CJ V \ I I /''I\\ 12"NHDPEss —w w w ENO O " � 30a I 1 I / � � _� —_— 296 _ _— J\ w _y 1 w �Wrwl 8"x �T E� QQF_ � OlilT� 0 3o t / -- ---- 2g4 ---- _—Ex"a"a 294 _ - - - �3k+U\ VSMP PLAN F — _ / T — s ' _ _ w _____— _ _ _—s_� —s _ _ _ _--_���"- --_ _ a 1 BIRD STREET \ \ ,'— / p\`— �_ — — w I I Ivl " — _—_ — _ NET% , ----- x�---- --' W W IP _--_ -- -- / 292 _ � TS SUBDIVISION z94 �JANER,ENQS PTO — _ /'— ' 2�,, /,-- — CON/EOKM OSCOPE �� . 29W6 — —W �tAI N �W W IN s _ �/ s1►5 s ---'—� , ,ox, '' __,- `�-:-: -- --- � --_—__—_ / DET-ENTION POND 2 9 \ \ \ _ \ \ TOWN OF SCTTSVILL IRGINIA ' FHA 4,6.. SUBMISSION: S / x T 286_ 213 _ 2022.12.22 s ��----7289.S faP DAM——------—�--- ----- K / </ /�1 REVISION: 893 TOP OAM� . —289.3 TO DAM T / \ IV � \ _ — ✓ --- \ �'�(::�!..� — 280 ` /` 282 y , n OD SF SF �O FILE NO. L dH1�i"V x \\ \ /' ' / "� / \ \ / jil \\\ /' ✓ / f N / /, ,' �'i' / / J',' /' /'' �j 22.016 k ESCP PHASE 3 \ I\ V I 1 1 I I� A 1 1 V _ I / \ y- / / /✓ -- \\ 40 0 40 80 12- 0 — �� � ✓ / / � /S��w16(/ / / I % / // / . / I Scale: 1°=40'C13 - -- / CONSTRUCTION OF A SILT FENCE 1. SET THE STAKES. 2. EXCAVATE A 4"X 4" TRENCH UPSLOPE ALONG THE LINE OF STAKES. 6'MAX. i /J� L FLOW_4„ 3. STAPLE FILTER MATERIAL TO STAKES AND EXTEND IT INTO THE TRENCH. FLOW 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. SHEET FLOW INSTALLATIO (PERSPECTIVE VIEW) 1 SILT FENCE SF C 14 Not To Scale N Sediment Trap Design Data DA Wet Vol. D1 Wet Vol. Dry Vol. D2 Dry Vol. Weir No. A B C Ho(ft) H(ft.) Z(ft.) W(ft) (Acs.) (Req.) (ft.) Cy(Prov.) (Req.) (ft.) Cy Length (Prov.) (Prove) 1 310.0 312.0 313.5 3.5 4.5 3.0 4.0 1.20 80.4 2.0 78.80 80.4 1.5 81.1 7.0 2 306.0 688.0 311 1.00 2.0 2.0 3.0 1.40 93.8 3.00 98.1 93.8 2.0 103.3 8.0 1 Z ORIGINAL GROUND ELEV. L=C Tap Surface Area 1.0'� DRYSTORAGE D2 a H 67 CU. YDJACRE rV EL=B WET STORAGE 67 CU. YDJACRE ORIGINAL (EXCAVATED) FILTER CLOTH GROUND ELEV. EL=A Bottom Surface Area a COARSE AGGREGATE CLASS I RIPRAP CROSS SECTION OF OUTLET CLASS I RIPRAP LENGTH (IN FEET) _ 6 X DRAINAGE AREA �� (IN AC.) � DIVERSION ai- / DIKE ,;/ 1 !Z COARSE AGGREGATE EXCAVATED // FILTER CLOTH AREA / EA COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 OUTLET (PERSPECTIVE VIEW) ' 2 TEMPORARY SEDIMENT TRAP (ST ('14 / Not To Scale GRAVEL CURB INLET SEDIMENT FILTER - -------- GRAVEL FIL RUNOFF WATER SEDIMENT - CONCRETE 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 s INLET PROTECTION IP C 14 Not To Scale VDOT #1 - COARSE AGGREGATE 16" MIN. -Flow I - l�I� �1111111=1�111111111 - 6' MINIMUM t! TYPICAL GRAVEL STRUCTURE 4 K1UH'1' C 14 JNot To Scale 10% SETTLEMENT 0.3' FREE BOARI Flow TYPICAL CLEANWATER DIVERSION 5) CLEAN WATER DIVERSION ( CWD C 14 Not To Scale Compacted Soil .. 18" min ............ -Flow .� 4.5' min. TEMPORARY DIVERSION DIKE 'DIVERSION DIKE (DD) C 14 / Not To Scale EARTHEN RIDGE FILL SLOPE / 12" DEPTH WITH EC-2 MATTING 91, Flow TEMPORARY FILL DIVERSION PILL J)J C 14 Not To Scale 1992 3.35 Source: Va. DSWC TABLE 3.35-A TABLE 3.35-A ORGANIC MULCH MATERIALS AND APPLICATION RATES RATES: MULCHES: NOTES: Per Acre Per 1000 sq. ft. Straw or Hay 1� - 2 tons 70 - 9016s. 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 150016s. 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 12 MU MULCHING ItIssC 14 Not To Scale TABLE 3.31-C TEMPORARY SEEDING PLANT MATERIALS, SEEDING RATES, AND DATES b N a ce w SEEDING RATE NORTHa SOUTH, 3/1 55/1 w PLANT SPECIES 89/t CHARACTERISTICS Acre 1000 112 to to to to to to 4/30 8/IS lI/1 4I30 9/1 /15 915 5/1 IIIIS OATS 3 bu. (up to 1001bs., 2 lbs. X - - X - - Use spring varieties (e.g., Noble). (A, vtiva at less then, 50 IbsJ RYE' 2 In. (uP to 110 lbs., 2.5 lbs. X - X X - % Use far hte fell seediness, vrivter Secale r ea net less then SO lbs.) rover. Tolerates cold eed low maiature. GERMAN MILLET 50 lbs. approx. 1 III. - X - - X - W..emual. Dies m first et iuliral final. Mry be added to summer mice. ANNUAL RYEGRASSe fi01M. 1'A lbs. X - % X - X May d in be added mixes. Will (Inlium multi-Flomml mow out of most stavda. WEEPING IS lbs. 51h ou. - X - - X - We. pervvi eel. Mey LOVEGRASS bunch. Tolerates Iwq dry dope (� curvula avd acid, ivfedile its. My be III to mixes. KOREAN 25 lbs.epprox. Ph X % - X X arm - Wseesov atmud legume. LESPEDEZA` IM. Toleretea acid soils. Mey be(Lesoedev f ""•" added to mixes. a Northern Piedmont and Mountain region. See Plates 3.22-1 and 3.22-2. b Southern Piedmont and Coastal Plain. e May be used as a cover crop with spring seeding. d May be used as a cover crop with fall seeding. X May be planted between thew dates. - May nosy be planted between these dates. TEMPORARY SEEDING TS C 14 Not To Scale SILT FENCE DROP INLET PROTECTION 2 X 4" WOOD FRAME DROP INLET PERSPECTIVE VIEWS ELEVATION OF STAKE AND FABRIC ORIENTATION DETAIL A s DROP INLET PROCTION (DIP) C14 Not To Scale ERS TABLE 3.39-A ADHESIVES USED FOR DUST CONTROL Water Application Dilution Type of Rate Adhesive (Adhesive: Water) Nozzle Gallons/Acre Anionic Asphalt Emulsion 7:1 Coarse Spray 1,200 Latex Emulsion 12.5:1 Fine Spray 235 Resin in Water 4:1 Fine Spray 300 Acrylic Emulsion (Non -Traffic) 7:1 Coarse Spray 450 Acrylic Emulsion (Traffic) 3.5:1 Coarse Spray 350 6 )DUST CONTROL (DC C 14 Not To Scale STONE CONSTRUCTION ENTRANCE 70' MIN. EXISTING A 3' PAVEMENT s:1 '11 ll1- =ll1 ll1 111 � - - 1} FILTER CLOTH 6"MIN. A MOUNTABLE BERM 1 (OPTIONAL) ISIDE ELEVATION GROUND 19 70' MIN. LVDOT#1 COURSE I POSITIVE DRAINAGE AGGREGATE B TO SEDIMENT TRAPPING DEVICE `MUST EXTEND FULL WIDTH OF INGRESS AND EGRESS OPERATION PLAN VIEW SECTION A -A SECTION B-B 10 UuN�'1'1 C 14 Not To Scale 10'MIN. PAVEMENT 10' MIN. PERMANENT SEEDING SPECIFICATIONS February 16 through April 30: Kentucky 31 Fescue - 128 lbs/acre; Red Top Grass - 2 lbs/acre; Annual Rye - 20 Ibs/acre. May 1 through August 15: Kentucky 31 Fescue - 128 lbs/acre; Red Top Grass - 2 lbs/acre; Foxtail Millet - 20 Ibs/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 Ibs/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 Ibs. per acre of 10-20-10 (10 Ibs. 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 Ibs. per 1,000 square feet) or equivalent. LOW MAINTENANCE GROUND COVER: SOUTHEAST NATIVE GRASS SEED MIX (AMERICAN MEADOWS INC.) For slopes steeper than 3:1 grade, Mix the following seeds at 30 lbs/acre each, along with EC-2 Matting: Virginia Wildrye (Elymus virginicus), Little Bluestem Grass (Schizachyrium scoporium), Purpletop (Tridens flavus), Broomsedge (Andropogon virginicus), and Indian Gross (Sorghostrum nutans). 11)PERMANENT SEEDING (PS C 14 Not To Scale SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTINQSHIMP-ENGINEERING.COM VSMP PLAN BIRD STREET SUBDIVISION TOWN OF SCOTTSVILLE, VIRGINIA SUBMISSION: 2022.12.22 REVISION: FILE NO. ESC DETAILS 22.016 C1� PLANT SPECIES 89/t CHARACTERISTICS Acre 1000 112 to to to to to to 4/30 8/IS lI/1 4I30 9/1 /15 915 5/1 IIIIS OATS 3 bu. (up to 1001bs., 2 lbs. X - - X - - Use spring varieties (e.g., Noble). (A, vtiva at less then, 50 IbsJ RYE' 2 In. (uP to 110 lbs., 2.5 lbs. X - X X - % Use far hte fell seediness, vrivter Secale r ea net less then SO lbs.) rover. Tolerates cold eed low maiature. GERMAN MILLET 50 lbs. approx. 1 III. - X - - X - W..emual. Dies m first et iuliral final. Mry be added to summer mice. ANNUAL RYEGRASSe fi01M. 1'A lbs. X - % X - X May d in be added mixes. Will (Inlium multi-Flomml mow out of most stavda. WEEPING IS lbs. 51h ou. - X - - X - We. pervvi eel. Mey LOVEGRASS bunch. Tolerates Iwq dry dope (� curvula avd acid, ivfedile its. My be III to mixes. KOREAN 25 lbs.epprox. Ph X % - X X arm - Wseesov atmud legume. LESPEDEZA` IM. Toleretea acid soils. Mey be(Lesoedev f ""•" added to mixes. a Northern Piedmont and Mountain region. See Plates 3.22-1 and 3.22-2. b Southern Piedmont and Coastal Plain. e May be used as a cover crop with spring seeding. d May be used as a cover crop with fall seeding. X May be planted between thew dates. - May nosy be planted between these dates. TEMPORARY SEEDING TS C 14 Not To Scale SILT FENCE DROP INLET PROTECTION 2 X 4" WOOD FRAME DROP INLET PERSPECTIVE VIEWS ELEVATION OF STAKE AND FABRIC ORIENTATION DETAIL A s DROP INLET PROCTION (DIP) C14 Not To Scale ERS TABLE 3.39-A ADHESIVES USED FOR DUST CONTROL Water Application Dilution Type of Rate Adhesive (Adhesive: Water) Nozzle Gallons/Acre Anionic Asphalt Emulsion 7:1 Coarse Spray 1,200 Latex Emulsion 12.5:1 Fine Spray 235 Resin in Water 4:1 Fine Spray 300 Acrylic Emulsion (Non -Traffic) 7:1 Coarse Spray 450 Acrylic Emulsion (Traffic) 3.5:1 Coarse Spray 350 6 )DUST CONTROL (DC C 14 Not To Scale STONE CONSTRUCTION ENTRANCE 70' MIN. EXISTING A 3' PAVEMENT s:1 '11 ll1- =ll1 ll1 111 � - - 1} FILTER CLOTH 6"MIN. A MOUNTABLE BERM 1 (OPTIONAL) ISIDE ELEVATION GROUND 19 70' MIN. LVDOT#1 COURSE I POSITIVE DRAINAGE AGGREGATE B TO SEDIMENT TRAPPING DEVICE `MUST EXTEND FULL WIDTH OF INGRESS AND EGRESS OPERATION PLAN VIEW SECTION A -A SECTION B-B 10 UuN�'1'1 C 14 Not To Scale 10'MIN. PAVEMENT 10' MIN. PERMANENT SEEDING SPECIFICATIONS February 16 through April 30: Kentucky 31 Fescue - 128 lbs/acre; Red Top Grass - 2 lbs/acre; Annual Rye - 20 Ibs/acre. May 1 through August 15: Kentucky 31 Fescue - 128 lbs/acre; Red Top Grass - 2 lbs/acre; Foxtail Millet - 20 Ibs/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 Ibs/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 Ibs. per acre of 10-20-10 (10 Ibs. 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 Ibs. per 1,000 square feet) or equivalent. LOW MAINTENANCE GROUND COVER: SOUTHEAST NATIVE GRASS SEED MIX (AMERICAN MEADOWS INC.) For slopes steeper than 3:1 grade, Mix the following seeds at 30 lbs/acre each, along with EC-2 Matting: Virginia Wildrye (Elymus virginicus), Little Bluestem Grass (Schizachyrium scoporium), Purpletop (Tridens flavus), Broomsedge (Andropogon virginicus), and Indian Gross (Sorghostrum nutans). 11)PERMANENT SEEDING (PS C 14 Not To Scale SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTINQSHIMP-ENGINEERING.COM VSMP PLAN BIRD STREET SUBDIVISION TOWN OF SCOTTSVILLE, VIRGINIA SUBMISSION: 2022.12.22 REVISION: FILE NO. ESC DETAILS 22.016 C1� TEMPORARY SEEDING TS C 14 Not To Scale SILT FENCE DROP INLET PROTECTION 2 X 4" WOOD FRAME DROP INLET PERSPECTIVE VIEWS ELEVATION OF STAKE AND FABRIC ORIENTATION DETAIL A s DROP INLET PROCTION (DIP) C14 Not To Scale ERS TABLE 3.39-A ADHESIVES USED FOR DUST CONTROL Water Application Dilution Type of Rate Adhesive (Adhesive: Water) Nozzle Gallons/Acre Anionic Asphalt Emulsion 7:1 Coarse Spray 1,200 Latex Emulsion 12.5:1 Fine Spray 235 Resin in Water 4:1 Fine Spray 300 Acrylic Emulsion (Non -Traffic) 7:1 Coarse Spray 450 Acrylic Emulsion (Traffic) 3.5:1 Coarse Spray 350 6 )DUST CONTROL (DC C 14 Not To Scale STONE CONSTRUCTION ENTRANCE 70' MIN. EXISTING A 3' PAVEMENT s:1 '11 ll1- =ll1 ll1 111 � - - 1} FILTER CLOTH 6"MIN. A MOUNTABLE BERM 1 (OPTIONAL) ISIDE ELEVATION GROUND 19 70' MIN. LVDOT#1 COURSE I POSITIVE DRAINAGE AGGREGATE B TO SEDIMENT TRAPPING DEVICE `MUST EXTEND FULL WIDTH OF INGRESS AND EGRESS OPERATION PLAN VIEW SECTION A -A SECTION B-B 10 UuN�'1'1 C 14 Not To Scale 10'MIN. PAVEMENT 10' MIN. PERMANENT SEEDING SPECIFICATIONS February 16 through April 30: Kentucky 31 Fescue - 128 lbs/acre; Red Top Grass - 2 lbs/acre; Annual Rye - 20 Ibs/acre. May 1 through August 15: Kentucky 31 Fescue - 128 lbs/acre; Red Top Grass - 2 lbs/acre; Foxtail Millet - 20 Ibs/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 Ibs/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 Ibs. per acre of 10-20-10 (10 Ibs. 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 Ibs. per 1,000 square feet) or equivalent. LOW MAINTENANCE GROUND COVER: SOUTHEAST NATIVE GRASS SEED MIX (AMERICAN MEADOWS INC.) For slopes steeper than 3:1 grade, Mix the following seeds at 30 lbs/acre each, along with EC-2 Matting: Virginia Wildrye (Elymus virginicus), Little Bluestem Grass (Schizachyrium scoporium), Purpletop (Tridens flavus), Broomsedge (Andropogon virginicus), and Indian Gross (Sorghostrum nutans). 11)PERMANENT SEEDING (PS C 14 Not To Scale SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTINQSHIMP-ENGINEERING.COM VSMP PLAN BIRD STREET SUBDIVISION TOWN OF SCOTTSVILLE, VIRGINIA SUBMISSION: 2022.12.22 REVISION: FILE NO. ESC DETAILS 22.016 C1� 6 )DUST CONTROL (DC C 14 Not To Scale STONE CONSTRUCTION ENTRANCE 70' MIN. EXISTING A 3' PAVEMENT s:1 '11 ll1- =ll1 ll1 111 � - - 1} FILTER CLOTH 6"MIN. A MOUNTABLE BERM 1 (OPTIONAL) ISIDE ELEVATION GROUND 19 70' MIN. LVDOT#1 COURSE I POSITIVE DRAINAGE AGGREGATE B TO SEDIMENT TRAPPING DEVICE `MUST EXTEND FULL WIDTH OF INGRESS AND EGRESS OPERATION PLAN VIEW SECTION A -A SECTION B-B 10 UuN�'1'1 C 14 Not To Scale 10'MIN. PAVEMENT 10' MIN. PERMANENT SEEDING SPECIFICATIONS February 16 through April 30: Kentucky 31 Fescue - 128 lbs/acre; Red Top Grass - 2 lbs/acre; Annual Rye - 20 Ibs/acre. May 1 through August 15: Kentucky 31 Fescue - 128 lbs/acre; Red Top Grass - 2 lbs/acre; Foxtail Millet - 20 Ibs/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 Ibs/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 Ibs. per acre of 10-20-10 (10 Ibs. 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 Ibs. per 1,000 square feet) or equivalent. LOW MAINTENANCE GROUND COVER: SOUTHEAST NATIVE GRASS SEED MIX (AMERICAN MEADOWS INC.) For slopes steeper than 3:1 grade, Mix the following seeds at 30 lbs/acre each, along with EC-2 Matting: Virginia Wildrye (Elymus virginicus), Little Bluestem Grass (Schizachyrium scoporium), Purpletop (Tridens flavus), Broomsedge (Andropogon virginicus), and Indian Gross (Sorghostrum nutans). 11)PERMANENT SEEDING (PS C 14 Not To Scale SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTINQSHIMP-ENGINEERING.COM VSMP PLAN BIRD STREET SUBDIVISION TOWN OF SCOTTSVILLE, VIRGINIA SUBMISSION: 2022.12.22 REVISION: FILE NO. ESC DETAILS 22.016 C1� BIRD ST SUBDIVISION SEDIMENT BASIN SPREADSHEET Orange cells need input, white cells are calculations. Basin BASIN B Step 1: Preliminary Design Top of Dam 289.3 Downstream Toe of Dam 278.0 Barrel length (ft) 70.0 Slope of principal spillway barrel (%) 3.G; Step 2: Calculate Runoff Rational Method Drainage Area (ac) 8.0 C 0.7 12 3 125 6.6 Q2 (cfs) 25.8 Q25 (cfs) 39.6 Required Spillway Capacity with emergency spillway (cfs) 39.6 Step 3: Principal Spillway m Plate 3.14-8 Riser Diameter (in) J� Actual head (it) I 'n Achieved Standpipe Capacity Step 4: Emergency Spillway Aram Table 3.14-C Achieved Emerg. Spillway Capacity 0.0 Hv 0.0 b - Bottom width (ft) 0 S - slope of exit channel (% ft/foot) 0,01/1; X - minimum length of exit channel (ft) 0 Achieved Total Spillway Capacity (cfs) 51.0 Step 5: Basin Sizing Design Parameters Required Wet +Dry Storage (cy) Wet Storage Required Volume (cy) 536.00 Required Volume (cf) 14,472 Minimum Standpipe Invert 268 Clerical Required Volume (cy) Cleanout Max. Volume (cf) 402 Design Elevation Area (at) 282.0 1 6,140 Bottom of Wet Storage 283.0 1 7,450 Cleancut Elevation 284.0 1 8,840 Top of Wet Storage 252 Clamant Achieved Volume (cy) Wet Storage Achieved Volume (cf) 14,940 553.33 Wet Storage Achieved Volume (cy) Dry Storage Required Volume (cy) 536.00 14,472 Required Volume (cf) Maximum Top of Dry Storage 286.1 Design Elevation Area (sf) 284.0 1 8,MO Bottom of Dry Storage 285.0 11,000 286.0 13,230 Top of Dry Storage 22,035 Dry Storage Achieved Volume (cf) Dry Storage Achieved Volume (cy) 816.11 Stec 6: Find Details Upstream Toe of Data 282.0 Permanent Riser (Principle Spillway) Elevation 286.I Emergency Spillway Elevation - Max. 25-Yr WSE 287.3 Conversion to Permanent Pond Notes Remove dewatering orifice Trash rack and anti -vortex device sizing From Table 3.14-D: Diameter (in) 7? Height (in)_ Barrel Design From Retention Basin Design and Plate 3./4-B (RCP): Head on barrel (ft) 8.3 Outlet Pipe diameter (in) 24 Qva (max) 44.9 Dewatering Or}fce Design Riser Height 4.0 h (ft) 1.0 Dry Storage (cf) 22,035 Q (efs) 1.02 A (sf) 0.212 d (ft) 0.52 Dewatesing Orifice Diameter (in) 6 Flexible Tubing Diameter (in) 8 Baffles Required? YES Baffle Calculation Required L=�(2% 40.00 Length of Flow (L) (it) 8840.0 A (sf) ( Surface area of the Normal Pool) Effective Width (WJ = Area/Length 221.0 Req Lr4(2RA) 133.0 nri-Seep Collar Design From Plate 3.1 :1 Slope of upstream embankment (:1) 3.0 Saturated length of barrel 15 Number of collars required I Dimensions 4' x 4' TACKWELI ALL AROI #6 X 1 SPACER (TYPICAL A L EXAMPLE PLAN VIEWS OF BAFFLE LOCATIONS IN SEDIMENT BASINS D D/2 NO SCALE INFLOW MULTIPLE SHEETS OF 4' X V X 1/2" EXTERIOR PLYWOOD OR EQUIVALENT 4' MIN a BAFFLE DETAIL C15 Not To Scale PRESSURE RELIEF HOLES 1/2" DIA. A PLAN VIEW 1 " MIN. )RT BAR SI: REBAR MIN RISER L = TOTAL DISTANCE FROM THE POINT OF INFLOW AROUND THE BAFFLE TO THE RISER. BAFFLE MIN. 6" ABOVE RISER RIM IISER RIM ELEVATION: 286.1 BOTTOM OF BASIN: 282.0 POSTS MIN. SIZE 6" SQUARE OR T ROUND. SET AT LEAST 3INTO THE GROUND. TOP STIFFENER (IF REQUIRED) IS-X-X-ANGLE WELDED TO TOP AND ORIENTED PER- PENDICULAR TO CORRUGATIONS. TOP IS -GAGE CORRUGATED METAL OR 1/8" STEEL PLATE. PRESSURE RELIEF HOLES MAY BE OMMITTED, IF ENDS OF CORRUGATIONS ARE LEFT FULLY OPEN WHEN THE TOP IS ATTACHED. CYLINDER IS -GAGE CORRUGATED METAL PIPE OR FABRICATED FROM 1/8" STEEL PLATE. NOTES: 1. THE CYLINDER MUST BE FIRMLY FASTENED TO THE TOP OF THE RISER. 2. SUPPORT BARS ARE WELDED TO THE TOP OF THE RISER OR ATTACHED BY STRAPS BOLTED TO TOP OF RISER. SECTION A -A ISOMETRIC ANTI -VORTEX TRASH RACK 4 TRASH RACK DETAIL C15 Not To Scale 295 Va 295 E 287.3 10P DAM as rn WF 290 289.30 It __„ „_„_, 290 285 1 1 1 1285 N v� STORAGE 284.0 + SEEP CO R �_. ANOUT AT 283.0 280 z 280 OM 282.0 EL 6' INV 282.0 r 0HDRE--3'83% -U�-21BLE NBING 275 SORA7ED N N N S z CONCRETE BASE ' z PER PRECAST - 270 270 a - - MIN. 84° DIAM, z 12" HEIGHT 26510+00 11+&II 10+50 1 ) SEDIMENT BASIN PROFILE C15 )HOR: 1"=40, VERT: 1"=10' B: SEDIMENT' " CLEANOUT POINT A: BOTTOM DESIGN ELEVATIONS WITHOUT EMERGENCY SPILLWAY (RISER PASSES 25-YR. EVENT) Std. & Spec 3.14 Riser DA Wet Wet Vol. Dry Dry Vol. 25 yr Embank Side A B C Elev. (Acs.) Vol. Cy Vol. Cy WSE ment Top Slopes (Rea.) (Prov.) (Rea.) (Prov.) 282.0 283.0 284.0 286.00 8.00 536.0 553.0 536.0 287.3 422.00 289.3 3:1 2 ) SEDIMENT BASIN DESIGN TABLE C15 NOT TO SCALE RECOMMENDED DEWATERING SYSTEM FOR SEDIMENT BASINS TACK WELD PROVIDE ADEQUATE STRAPPING I1e1�771C1'Ai61�N_1, - DEPTH VARIES AS PERFORATED POLYETHYLENE' REQUIRED DRAINAGE TUBING, DIAMETER FOR" DRY " STORAGE VARIES (SEE CALCULATIONS IN APPENDIX 3.14-A) WET FERNCO-STYLE " COUPLING I STORAGE DEWATERING ORIFICE, SCHEDULE 40 STEEL STUB 1-FOOT MINIMUM, DIAMETER VARIES (SEE CALCULATIONS IN CORRUGATED METAL RISER APPENDIX 3.14-A) NOTE: WITH CONCRETE RISER, USE PVC SCHEDULE 40 STUB FOR DEWATERING ORIFICE *DRAINAGE TUBING SHALL COMPLY WITH ASTM F667 AND AASHTO M294 5 ) DEWATERING TUBE DETAIL C15 Not To Scale CAST SASE s RISER BASE DETAIL C15 Not To Scale SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTINQSHIMP-ENGINEERING.COM VSMP PLAN BIRD STREET SUBDIVISION TOWN OF SCOTTSVILLE, VIRGINIA SUBMISSION: 2022.12.22 REVISION: FILE NO. 22.016 SEDIMENT BASIN DETAILS C15 VRRM SPREADSHEET v�.IW ass v.�° pm.Mma�.. 1•msl.. -. -..... -.. O mil � .e ,. Iw l a 0u a� Rivanna River Nutrient Bank Certificate No. James-039 December 16, 2022 Scottsville Community Investments LLC 142 South Pantops Drive Charlottesville, VA 22911 email: klancaster@southern-development.com phone:434-245-0894 cc: via email: Keane Rucker keane chimp-eneineerine.com RE: Availability and Pricing of required phosphorous offset credits and associated nitrogen credits ("Nutrient Credits") from the Rivanna River Nutrient Offset Trading Bank for the following project: Purchaser: Scottsville Community Investments LLC Location Town of Scottsville 600 Bird St Charlottesville, VA 24590 HUC: James River -Little George Creek 020802031104 Project Name: Bird St Subdivision Parcel ID: TAX MAP 130, PARCEL 43D Credits required: 7.01 Ib/yr Closing date: June 1, 2023 Dear Keith and Keane, This letter is to confirm the availability to your project (referenced above) of authorized Nutrient Credits sufficient to meet the your above referenced estimated requirements of Nutrient Credits at our Rivanna River nutrient offset credit bank facility (the `Bank"). The Bank has been registered with the Virginia Department of Environmental Quality (DEQ). These Nutrient Credits are generated and managed under the terms of the Reduction Implementation Plan for the Bank dated November 2017, which was authorized by (DEQ) on September 5, 2018. The Bank has been authorized to provide Nutrient Credits for use in the James River watershed. These credits arc transferable to those entities regulated under DEQ's Storm Water Management program in accordance with VA Code 62.1-44.15:27. The sale price per pound of phosphorous is $14,500.00.This pricing is valid through June 15, 2023. 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CHANNEL PROTECTION IS ACHIEVED BY ROUTING ALL CONCENTRATED ONSITE RUNOFF INTO A DRY DETENTION POND WHICH DISCHARGES A NATURAL CHANNEL IN THE FLOODPLAIN OF THE JAMES RIVER AT RATES COMPLIANT WITH THE ENERGY BALANCE EQUATION. FLOOD PROTECTION IS ACHIEVED SINCE THIS DISCHARGE IS IN A MAPPED FLOODPLAIN, THUS NO PEAK FLOW RATE REDUCTION IS REQUIRED. STORMWATER QUALITY: WATER QUALITY REQUIREMENTS WILL BE PROVIDED WITH DEDICATION OF 17.00 ACRES OF FOREST INTO A SWM FOREST/OPEN SPACE EASEMENT, AND BY THE PURCHASE OF 1.46 LBS OF NUTRIENT CREDITS. THIS IS THE AMOUNT REQUIRED BY THE VRRM SPREADSHEET. THIS SITE DRAINS INTO THE JAMES RIVER —LITTLE GEORGE CREEK. THIS SECTION OF THE JAMES RIVER IS NOT LISTED AS IMPAIRED FOR BENTHICS, NUTRIENTS, DISSOLVED OXYGEN, OR CHLOROPHYLL —A, SO PER 9VAC25-900-91.B NUTRIENT CREDITS FROM THE SAME OR ADJACENT HUC-8 CAN BE USED TO ADDRESSED WATER QUALITY. NUTRIENT CREDITS WILL BE PURCHASED FROM THE RIVANNA RIVER NUTRIENT BANK IN THE SAME 8—DIGIT HUC PRIOR TO LAND DISTURBANCE. SEE LETTER OF AVAILABILITY ON THIS SHEET. SHIMP ENGINEERINGh LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTINQSHIMP-ENGINEERING.COM 0r r �r s > i . 183 I2Z t �o �1hZZ 4� 1 �sS10UAL VSMP PLAN BIRD STREET SUBDIVISION TOWN OF SCOTTSVILLE, VIRGINIA SUBMISSION: 2022.12.22 REVISION: FILE NO. 22.016 WATER QUALITY ANALYSIS C16 TMP 130-52A GRACE NOTES LTD UK DB 2199 PC 290 ZONED.' RURAL AREAS USE: SINGLE-FAMILY RESIDENTIAL PF' HSGD / x—x—xe� , i! �........e - H , I11SG D, E7V4,I E TMP A / °ryp� ••♦ D 4065 PG 5 Et GRACE E2 9TES LTD UK �" 9 PC 290 / /\ DB�aw� ♦OP•♦'• ZONED: RURAL AREAS u'w p• USE. SINGLE-FAMILY RESIDENTIAL♦ 8 __ USE: VACANT ♦,,........•� ,' Win``_ ' DEVELOPMENT SITE a W w r z 31 • any I ro ♦o'• g g �°� HSG B 0♦ ' ���aw I jLLJJ ���a�>^ ♦O • �arN ,n�nnnnm.L G'Z.`3..�y'z, ♦'♦♦♦ 2f ♦••♦ ryr„ryuumnumnn.V.nnnnnnn I ♦' ' �♦ _ y ♦ r4 t ur s c I _ % _ _ _ HSG -----------------� `i _ wm4iCN PC 2 'A -Q' I' AE cx p l}1' / o `�� YS PLOODPW; AE Epp— ✓-- ;Y:^-/ 0 // X—X —x —X X `17.00 ACRES SWM FOREST/ OPEN SPACE EASEMENT \ tt " I I # \ o \ I II p 0 TMP 130-43 LOWER BIRD STREET, LLC DB 4045 PC 172 39.510 AC. ZONED:LICHT INDUSTRIAL, PUBLIC USE: LICHT INDUSTRIAL, PUBLIC I I \\_1 7.ACRES SWM FOREST/ OPEN SPACE EASEMENT TMP 130-44 RIVANNA WATER & HSG B SEWER AUTHORITY DB 768 PC 27 ZONED: PUBLIC USE: WATER & SEWER INFRASTRUCTURE — Fw — FW FW — X / FW _ Fw m p1A 0 F w '- rxOu� OR4 / FW ,rf ' THE SWM FOREST AND OPEN SPACE EASEMENT IS SUBJECT TO THE GUIDANCE SET FORTH BY THE DEQ IN THE VIRGINIA STORMWATER MANAGEMENT PROGRAM. THE AREAS WILL REMAIN IN A NATURAL VEGETATIVE STATE, EXCEPT FOR ACTIVITIES AS APPROVED BY THE LOCAL PROGRAM AUTHORITY, SUCH AS FOREST MANAGEMENT, CONTROL OF INVASIVE SPECIES, REPLANTING AND REVEGETATING, PASSIVE RECREATION (E.G. TRAILS), AND LIMITED BUSH HOGGING TO MAINTAIN DESIRED VEGETATIVE COMMUNITY (BUT NO MORE THAN 4 TIMES A YEAR). _ wu� AE � ym 4AfR WNN 11'GC ^�f2WE &OG / pE TMP m Al?111_� COUNTY OF ALBEMARLE CIO FINANCE ADMINISTRATION RM 149 DB 1056 PC 124 ZONED: PUBLIC USE: TOWN PARK awe oxu� axu_�y SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTINQSHIMP-ENGINEERING.COM VSMP PLAN BIRD STREET SUBDIVISION TOWN OF SCOTTSVILLE, VIRGINIA SUBMISSION: .k 2022.12.22 REVISION: FILE NO. 22.016 4- SWM FOREST/OPEN SPACE EASEMENT MAP 100 0 100 200 300 Scale: 1"=100' C17 IMP. B ■ ■ ■•■ ` ,.. 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Wet Pond POA 3 ' A 4 56 OFFSITE TO POA 2 11 S 12S OFFSITE TO POA 4 ONSITE TO POA 5 —p 14L 13S POA 5 OFFSITE TO POA 5 Subcat Reach Aon Llnk POSTDEV ROUTING 2S H OFFSI! TO Pond DNS UNMANAGED TO POAI 19S 1$-0OFFSRE POND2. 3P 5L 10S VOLUM TOPOA3 21S ONSITE TO Pond 1 —D a a 12S Detention Pond 1 205 O PSITE pCIg7 ONSRE FAR TO D ��/ UNMA GED TO b 2VIA"C"0PES. ITETOPOND2 ONSITE UNM AGED 5 VOLUME TO POA9 VIA"D"PIPES. TO PCAA 6$ VOLUME TO POA 5 a $L --__ - ONSITE TO POA 2 1$S - P 2 Dete Icon Pond 2 _ D 22L 75 ONSITE CLOSE TO POND 2VLA LUK E OFFS' TO PoA 2 PIPES. VOLUME TO PoA3 1$$ 9P 16L }}}111 Ex. Wet Pond / PoA3 OFFS LL POA POA 4 15S / 17S �� 19L ONSITE UNMANAGED POA 4 TO PDA3 ONSITE TO POA4 Subcat Reach Aon Link PDA5 I SHP M ENGINEERINGh LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTINQSHIMP-ENGINEERING.COM VSMP PLAN BIRD STREET SUBDIVISION TOWN OF SCOTTSVILLE, VIRGINIA SUBMISSION: 2022.12.22 REVISION: FILE NO. DRAINAGE MAPS 22.016 C18 Channel Protection: Energy Balance Equation with Run-on for POA 1 Bird St Subdivision 1 Yr, 24 Hr Storm Comparison Q 1 ppst< Q I Pre, site ((RV I Pre, sae)/(RV I Post; sae))(LF.) + Q I Pre, offsite ((RV I Pre offsite)/(RV I Post oftsue)) LF. = 0.8 when LOD > 1 ac, I.F.-0.9 when LOD 5 I ac, I.F. = 1.0 when predev site is fully forested PreDev Site Fully Forested? = no I.F. = 0.8 Limits of Disturbance = 11.22 ac Onsite Offsite Pre Dev Area Onsite = 4.48 ac Pre Dev DA Offsite = 9.18 ac Post Dev Area Onsite = 1.62 ac Post Dev DA OffSite = 8.96 ac Q I ere, site = 1.37 cfs Q I Pre, offite = 6.74 cfs RV I Pre, site = 0.137 of RV 1 Pre, offit, = 0.547 of RV I Post, site = 0.169 of RV I Post, ofnte = 0.534 of Predev 1-yr Flow Rate Sum Qlpre, site +Qlpre, Offsite = 8.11 cfs Regulatory Maximum Postdev 1-yr Flow Rate Max Qlpost < 7.79 cfs Achieved Design Postdev 1-yr Flow Rate Design Qlpest = 6.14 cis Energy Balance Equation Compliance Check: Achieved Notes: 1. The assumption in the calculation above is that the site equals the landdistarbing activity (IDA). The definition for "site" is not clearly defined in the regulations, but IRAs are defined as regulated. The water quantity criteria are applied to the site as per the regulations. This nitrate can be addressed by a VSMP authority on a case by case basis or as standard policy, although more stringent application of water quantity technical criteria should appear in local ordinances for locality VSMP authorities. 2. This site discharges to an outfall within a natural channel. Since postdevelopment runoff to this outfall meets the energy balance equation, Channel Protection Requirements per 9VAC25-870-66-B.3.a are met, and channel protection requirements are satisfied. Flood Protection: Peak Flow Rate in Channel in Mapped Floodplain for Site Outfall 1 Bird St Subdivision 10 Yr, 24 Hr Storm Comparison Site outfall in mapped floodplain? = no Regulatory Maximum 10-yr Flow Rate Qlnpre = Max Qtopmt = 33.45 cis Achieved Design Postdev 10-yr Flow Rate Design Qlopost = 28.42 cfs Flood Protection Compliance Check: Achieved Notes: Channel Protection: Energy Balance Equation with Run-on for POA 3 Bird St Subdivision 1 Yr, 24 Hr Storm Comparison Q I st<_ Q I Pre, site ((RV I Pre, site)/(RV I Post, site))(I.F.) + Q I Pre, offshe ((RV 1 Pre, offsiw)/(RV I Post offsite)) I.F. = 0.8 when LOD > 1 ac, LF.eel).9 when LOD 5 1 ac, I.F. = 1.0 when predev site is fully forested PreDev Site Fully Forested? = no I.F. = 0.8 Limits of Disturbance = 11.22 ac Onsite Offsite Pre Dev Area Onsite = 7.04 ac Pre Dev DA Offsite = 58.56 ac Post Dev Area Onsite = 6.14 ac Post Dev DA OffSite = 59.71 ac Q I Pre, she = 3.06 cfs Q t Pre, orate = 32.22 cfs RV I Pre, site = 0.230 of RV 1 Pre, offite = 3.128 of RV I Pest site - 0.287 of RV I Pest, orfire = 3.261 of Predev 1-yr Flow Rate Sum Qlpre, site +Qlpre, Offshe = 35.28 cfs Regulatory Maximum Postdev 1-yr Flow Rate Max Q1Pos1 < 32.87 cfs Achieved Design Postdev 1-yr Flow Rate Design Qlpust = 30.30 cfs Energy Balance Equation Compliance Check: Achieved Notes: 1. The assumption in the calculation above is that the site equals the land -disturbing activity (LDA). The definition for "site" is not clearly defined in the regulations, but IDAs are defined as regulated. The water quantity criteria are applied to the site as per the regulations. This nuance can be addressed by a VSMP authority on a case by case basis or as standard policy, although more stringent application of water quantity technical criteria should appear in local ordinances For locality VSMP authorities. 2. This site discharges to an outfall within a natural channel. Since postdevelopment runoff to this outfall meets the energy balance equation, Channel Protection Requirements per 9VAC25-87066B.3.a are met, and channel protection requirements are satisfied. Flood Protection: Peak Flow Rate in Channel in Mapped Floodplain for Site Outfall 1 Bird St Subdivision 10 Yr, 24 Hr Storm Comparison Site outfall In mapped floodplain? = yes Regulatory Maximum 10-yr Flow Rate Qlopre = Max Qlop"t = 135.69 cfs Achieved Design Postdev 10-yr Flow Rate Design Qiopost = 138.15 cfs Flood Protection Compliance Check: Achieved Notes: 1. In this case, the site discharges to a mapped floodplain, per 9VAC25-870-66-C-3c. Since 10-year mariff is confined within the stormwater conveyance system to this point of discarge, flood protection requirements are met. Channel Protection: Energy Balance Equation with Run-on for POA 2 Bird St Subdivision 1 Yr, 24 Hr Storm Comparison Q 1pms Q I Pre site ((RV I Pre, siie)/(RV LPostsde))(I.F.) + Q I Pre, offsite ((RV I Pn offsite)/(RV I Post ofmte)) I.P. = 0.8 when LOD > 1 ac, LF.-0.9 when LOD 5 1 ac, LF. = 1.0 when predev site is fully Forested PreDev Site Frilly Forested? = no I.P. = 0.8 Limits of Disturbance = 11.22 ac Onsite Offsite Pre Dev Area Onsite = 4.68 ac Pre Dev DA Offsite = 58.56 ac Post Dev Area Onsite = 1.77 ac Post Dev DA OffSite = 58.34 ac Q I Pre, site = 1.50 cfs Q I Pre, offite - 32.22 cfs RV I Pre, site = 0.144 of RV 1 Pre, offite - 3.128 of RV I Post, site - 0.173 of RV 1 Post, orate - 3.115 of Predev 1-yr Flow Rate Sum Qlpre, site +Qlpre, Offsite = 33.72 cfs Regulatory Maximum Postdev 1-yr Flow Rate Max Qlpost 5 32.35 cfs Achieved Design Postdev 1-yr Flow Rate Design Qi"A = 31.64 cfs Energy Balance Equation Compliance Check: Achieved Notes: 1. The assumption in the calculation above is that the site equals the land -disturbing activity (IDA). The definition for "site" is not clearly defined in the regulations, but LDAs are defined as regulated. The water quantity criteria are applied to the site as per the regulations. This nuance can be addressed by a VSMP authority on a case by case basis or as standard policy, although more stringent application of water quantity technical criteria should appear in local ordinances for locality VSMP authorities. 2. This site discharges to an outfall within a natural charnel. Since postdevelopmenl mnoff to this outfall meets the energy balance equation, Channel Protection Requirements per 9VAC25-870-66-B.3.a are met, and channel protection requirements are satisfied. Flood Protection: Peak Flow Rate in Channel in Mapped Floodplain for Site Outfall 1 Bird St Subdivision 10 Yr, 24 Hr Storm Comparison Site outfall in mapped floodplain? = no Regulatory Maximum 10-yr Flow Rate Q10pre = Max Q1" = 134.41 efs Achieved Design Postdev 10-yr Flow Rate Design Qlopost = 129.93 cfs Flood Protection Compliance Check: Achieved Notes: Channel Protection: Energy Balance Equation with Run-on for POA 4 Bird St Subdivision 1 Yr, 24 Hr Storm Comparison Q IPost < Q 1 Pre, site ((RV I Pre, she)/(RV 1 Post, sits))(I.F.) + Q I Pre ottssite ((RV I Pre, offsite)/(RV 1 Post of£she)) I.P. = 0.8 when LOD > 1 ac, I.F.=0.9 when LOD:5 1 ac, I.F. = 1.0 when predev site is fully forested PreDev Site Fully Forested? = no I.F. = 0.8 Limits of Disturbance = 11.22 ac Onsite Offsite Pre Dev Area Onsite = 7.99 ac Pre Dev DA Offsite = 60.23 ac Post Dev Area Onsite = 6.51 ac Post Dev DA OffSite = 61.40 ac Q I Pre, she = 3.46 cfs Q I Pre Oita, = 32.92 cfs RV I Pre, site = 0.257 of RV 1 Pre, offite = 3.18 of RV I Pest site - 0.295 of RV 1 Pest, office - 3.308 of Predev 1-yr Flow Rate Sum Qlpre, site +Qlpre, Offsite = 36.38 cfs Regulatory Maximum Postdev 1-yr Flow Rate Max Qlpost < 34.01 cfs Achieved Design Postdev 1-yr Flow Rate Design Qtpest = 30.50 cfs Energy Balance Equation Compliance Check: Achieved Notes: 1. The assumption in the calculation above is that the site equals the land -disturbing activity (L.OA). The definition for "site" is not clearly defined in the regulations, but IDAs are defined as regulated. The water quantity criteria are applied to the site as per the regulations. This nuance can be addressed by a VSMP authority on a case by case basis or as standard policy, although more stringent application of water quantity technical criteria should appear in local ordinances For locality VSMP authorities. 2. This site discharges to an outfall within a natural channel. Since postdevelopment runoff to this outfall meets the energy balance equation, Channel Protection Requirements per 9VAC25-870-66-B.3.a are met, and channel protection requirements are satisfied. Flood Protection: Peak Flow Rate in Channel in Mapped Floodplain for Site Outfall 1 Bird St Subdivision 10 Yr, 24 Hr Storm Comparison Site outfall In mapped floodplain? = yes Regulatory Maximum 10-yr Flow Rate Q10pre= Max Qlopast = 137.15 cfs Achieved Design Postdev 10-yr Flow Rate Design Qlopost = 139.26 ch; Flood Protection Compliance Check: Achieved Notes: 1. In this case, the site discharges to a mapped floodplain, per 9VAC25-87066-C-3c. Since 10-year nmoff is confined within the stormwater conveyance system to this point of discarge, flood protection requirements are met Energy Balance Equation Peak Flow Rate Calculation Note: For POA 1 - 4, each POA contributes runoff to the next sequential point. In the energy balance equation, the area, peak flow rate, and runoff volume of both onsite and offsite areas are added to achieve values at each POA. POA 5 is an separate discharge point which does not have any runoff from 1-4. Energy Balance Equation PostDev Volume Calculation Note: Since Pond 2 has two spillways which discharge a mixed flow regime discharging to both POA 3 and POA 5, with mixed offsite and inflow runoffs, we have calulated that the runoff volume from each barrel is dictated by the runoff of the drainage system closest to each spillway system. The "C" storm sewer collection system discharges into the pond close to the riser which outlets to POA 3. Thus, for regulatory volume calculations, the runoff volume from HydroCAD Nodes 10S, 11S, & 13S is assumed to discharge to POA 3. See PostDev HydroCAD Results in the SWM Calculation Booklet. Similarly, since the "D" system storm sewer collection system discharges into the pond close to the riser which outlets to POA 5. Thus, for regulatory volume calculations, the runoff volume from 12S is assumed to discharge to POA 5. See PostDev HydroCAD Results in the SWM Calculation Booklet. Channel Protection: Energy Balance Equation with Run-on for POA 5 Bird St Subdivision 1 Yr, 24 Hr Storm Comparison Q Ipost < Q I Pre, site ((RV I the, site)/(RV I Post site))(I.F.) + Q I Pre, offsite ((RV I Pre, offsite)/(RV I Post offsia)) I.P. = 0.8 when LOD > 1 ac, LF.eeO.9 when LOD 5 1 ac, I.F. = 1.0 when predev site is fully forested PreDev Site Fully Forested? = no I.F. = 0.8 Limits of Disturbance = 11.22 ac Onsite Offsite Pre Dev Area Onsite = 2.86 ac Pre Dev DA Offsite = 8.19 ac Post Dev Area Onsite = 4.03 ac Post Dev DA OffSite = 7.01 ac Q I Pre, she = 0.88 cfs Q t Pre, oltte = 5.72 cfs RV I Pre, site = 0.083 of RV 1 Pre, offite = 0.428 of RV I Post, site - 0.292 of RV I Pest, onto = 0.417 of Predev 1-yr Flow Rate Sinn Qlpre, site +Qlpre, Offsite = 6.60 cfs Regulatory Maximum Postdev 1-yr Flow Rate Max Q1Pos1 < 6.07 cfs Achieved Design Postdev 1-yr Flow Rate Design Q1pm = 5.92 cfs Energy Balance Equation Compliance Check: Achieved Notes: 1. The assumption in the calculation above is that the site equals the land -disturbing activity (LDA). The definition for "site" is not clearly defined in the regulations, but IDAs are defined as regulated. The water quantity criteria are applied to the site as per the regulations. This nuance can be addressed by a VSMP authority on a case by case basis or as standard policy, although more stringent application of water quantity technical criteria should appear in local ordinances For locality VSMP authorities. 2. This site discharges to an outfall within a natural channel. Since postdevelopment runoff to this outfall meets the energy balance equation, Channel Protection Requirements per 9VAC25-870-WB.3.a are met, and channel protection requirements are satisfied. Flood Protection: Peak Flow Rate in Channel in Mapped Floodplain for Site Outfall 1 Bird St Subdivision 10 Yr, 24 Hr Storm Comparison Site outfall In mapped floodplain? = yes Regulatory Maximum 10-yr Flow Rate Q10pre = Max Qlopost = 28.72 cfs Achieved Design Postdev 10-yr Flow Rate Design Qiopost = 29.91 cfs Flood Protection Compliance Check: Achieved Notes: 1. In this case, the site discharges m a mapped floodplain, per 9VAC25-870-66-C-3c. Since 10-yearmaciff is confined within the stormwater conveyance system to tads point of discarge, flood protection requirements are met. SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTINQSHIMP-ENGINEERING.COM VSMP PLAN BIRD STREET SUBDIVISION TOWN OF SCOTTSVILLE, VIRGINIA SUBMISSION: 2022.12.22 REVISION: FILE NO. WATER QUANTITY ANALYSIS 22.016 C19