Loading...
HomeMy WebLinkAboutWPO202000037 Plan - VSMP WPO VSMP 2020-10-16VSMP PLAN FOR LEGEND EXISTING NEW 10 511.5 x i.5 TC x r5TWx 31 1.5 B W x 1 ti �1.00, 10 2 57 X 57 X 57 xW 57a' X ow Zn A_N El DESCRIPTION BOUNDARIES BENCHMARK SITE PROPERTY LINE ADJACENT PROPERTY LINE VACATED PROPERTY LINE BUILDING SETBACK PARKING SETBACK ACCESS EASEMENT SITE TEXT NOTES PARKING COUNT DIMENSION GROUND GRADING EASEMENT INDEX CONTOUR INTERVAL CONTOUR SPOT ELEVATION TOP OF CURB ELEVATION TOP OF WALL ELEVATION BOTTOM OF WALL ELEVATION RETAINING WALL STAIRS BUILDING BUILDING ROAD -EDGE OF PAVEMENT ROAD- CENTERLINE CG-2 STANDARD 6" CURB CG-6 STANDARD 6" CURB AND GUTTER CG-12 STANDARD ACCESS RAMP SIDEWALK BIKE PARKING CROSSWALK HANDICAP ACCESSIBLE AISLE HANDICAP PARKING MATERIAL 0 0 CONCRETE/PAVEMENT-SIDEWALK RIP -RAP ASPHALT 0 GRASS EC-3MATTING EC-2 MATTINMP MAINTENANCE WETLAND TREELINE -•,-x- - --x-•-x- FENCE STREAM UTILITY UTILITY EASEMENT ♦ ♦ UTILITY POLE 0 ® LIGHT POLE OVERHEAD UTILITY SANITARY & SEWER STORM SEWER "D 0 RD ROOF DRAIN _10J Do: I DRAIN INLET - - DRAINAGE EASEMENT SWM FOREST/ OPEN SPACE EASEMENT SANITARY SEWER W. LATERAL 0 (1 0 SANITARY MANHOLE - SANITARY EASEMENT WATER WATER LINE W. SERVICE o WATER METER 0 WATER VALVE It FIRE HYDRANT WATER EASEMENT GAS - - -_- -�- GAS LINE NOTE: 1. THE SIZE OF THE SYMBOLS MAY VARY FROM WHAT IS SHOWN. OWNER Tax Map 91 Parcel 15 (09100-00-00-01500): Jasper L Haynes & Mallie P Haynes P.O. Box 422 Charlottesville, VA 22902 Tax Map 91 Parcel 9 (09100-00-00-00900): David S. Witmer & Anna Marie Witmer 444 Rookwood Dr. Charlottesville, VA 22903 CONTRACT PURCHASER / DEVELOPER Blackbird of Charlottesville LLC 912 East High St Charlottesville, VA 22902 ZONING PRD per ZMA201800012 Galaxie Farm, as approved by the Board of Supervisors on December 4th, 2019. This site contains areas which lie in the steep slopes overlay district. Onsite steep slopes are shown in this plan and include both managed and preserved steep slopes. No preserved steep slopes shall be disturbed with this plan. MAGISTERIAL DISTRICT Scottsville SOURCE OF TITLE Tax map 91 Parcel 15: DB 859-143 DB 619-368 Plat Tax map 91 Parcel 9: DB 2294-204, 207 Plat SOURCE OF BOUNDARY AND TOPOGRAPHY Boundary & topographic survey provided by: Roger W. Ray & Associates, Inc. February 27, 2020 BENCHMARK Datum for topography is NAVD 88 FLOODZONE FEMA flood insurance rate map (community panel 51003C0426D), effective date February 4, 2005 shows this property is not within zone AE and no portion of the property lies within the 100-year flood plain. RESERVOIR WATERSHED This site is within the Moores Creek Watershed. This site is not within a watershed of a public water supply. WATER & SANITARY SERVICES This project lies within the ACSA jurisdictional area for both water and sewer and will be served by ACSA utilities. 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 plan as drawn may not accurately reflect the 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 (horizonfle: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 othrewise 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). STORMTECH BMP MAINTENACE NOTES Refer to Sheet C22 for maintenance procedures. 1. Inspect system via inspection ports for the Isolator Row near the inlet areas twice per year, in the summer and in the winter. Clean out debris with vac -truck during inspection. 2. Inspect all ports, inlet manholes, and outlet annually. Remedy any clogs or failures. 3. Inspect general system debris accumulation once every 2 years. If debris or sediment is noticed, clean out entire system with a vac -truck using access risers. ZMA 2018-00012 NOTES 1. For front loaded garages, the porch or building face shall be a minimum of 3 feet closer to the street as measured from the face of the garage door. 2. For those units that (1) do not front Roads "A2" or "B2", and (2) are located in Block 2, utilizing Private Road "E", shall have a minimum front setback of 3 feet from the right-of-way of Private Road "E". All other units shall have a minimum front setback of 5 feet, per Section 4.19 of the Zoning Ordinance. 3. All Blocks except 7 and 8 may be used for residential uses as noted by the unit types listed above. 4. All rear yards (except those adjoining Road "E") shall have a minimum setback of 20 feet. 5. Structures along Road "E" shall have a minimum rear setback of 5 feet. 6. No structures or lots shall be permitted in the stream buffer or on preserved slopes. No preserved slopes within the development shall be disturbed. 7. As applicable, retaining walls within the development shall meet the design standards required for the disturbance of managed slopes in Section 30.7.5 of the Zoning Ordinance. 8. Total allowable residential units shall be 65. 9. Road "C" is shown as a possible future connection to Tax Map Parcel 91-13 to be extended and dedicated upon demand of the County. 10. Road "B1" is shown as a possible future connection to Tax Map Parcel 91-10 to be extended and dedicated upon demand of the County. 11.25% of the required stormwater quality treatment shall be provided onsite. SWM FOREST / OPEN SPACE NOTE 2.78 acres of onsite area will be placed in a SWM Forest and Open Space Easement. The SWM Forest and Open Space Easement is subject to the guidance set forth by DEQ in the Virginia Stormwater Management Program. The areas will remain undisturbed in a natural, vegetated 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 four times a year). NUTRIENT CREDIT PURCHASE NOTE This plan requires the purchase of 5.59 Ib/yr phosphorous nutrient credits. GALAXIE FARM SUBDIVISION EXISTING USE Single Family Residential PROPOSED USE Residential Use 65 lots: 42 Single Family Detached & 23 Multifamily (Townhouses). LAND USE SCHEDULE EXISTING Area % Building 0.10 ac 0.7% Pavement 0.50 ac 3.6% Sidewalk 0.00 ac 0.0% Open Space 13.10 ac 95.7% Total= 13.70 ac 100.0% PROPOSED Area % Building 1.94 ac 14.2% Pavement 2.95 ac 21.5% Sidewalk 0.51 ac 3.7% Total Impervious 5.40 ac 39.4% Open Space 8.70 ac 60.6% Total= 13.70 ac 100.0% SETBACKS 1- For front loaded garages, the porch or building face shall be a minimum of 3 feet closer to the street as measured from the face of the garage door. 2- For those units that (1) do not front Roads "A2" or "B", and (2) are located in Block 2, utilizing Private Road "E", shall have a minimum front setback of 3 feet from the right-of-way of Private Road "E". All other units shall have a minimum front setback of 5 feet, per Section 4.19 of the Zoning Ordinance. 3- All rear yards (except those adjoining Road "E") shall have a minimum setback of 20 feet. 4- Structures along Road "E" shall have a minimum rear setback of 5 feet. SUBDIVISION NOTES 1. This property does not lie in a dam break inundation zone. 2. There are no known places of burial in the property. 3. This property is not within an Albermale County and/or City of Charlottesville water supply watershed or an agricultural -forestal district. 4. Stream buffers are shown on plan. 5. Parcel [15 & 91 and the residue of [91-15, & 91-09] each contain building site that complies with section 4.2.1 of the Albemarle County Zoning Ordinance. VDOT NOTES VDOTs land development south staff (540-967-3715 or 540-967-3716) shall be notified 48 hours in advance of any anticipated road/shoulder closures", "The permittee or his or her designee shall report all work zones in the VDOT right of way on a daily basis at set up and take down to VDOTS Smart Traffic Center (540-332-9500)", "Copies of all independent testing reports to be submitted to VDOT for verification", "A minimum 48 hours advance notification of a proof roll of both the subgrade and stone base is required by VDOT." "Al areas excavated below existing pavement surface and within clear zone, at the conclusion of each workday, shall be backfilled to form an approximate 6:1 wedge, against the existing pavement surface for the safety and protection of vehicular traffic." And that "Traffic shall be maintained during construction of the tie-in and mill of the adjacent travel lanes." "water lines, sewer lines, etc. crossing future VDOT maintained roads have to be sleeved with ductile iron pipe'1wo (2) times diameter of the utility line)." And "A video (3 electronic copies to VDOT) of all stormwater systems carrying VDOT runoff or runoff under a future state road is required to be submitted to VDOT for review and approval prior to paving operations. 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 disturbing activity, and one week prior to the final inspection. 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. Al 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 801bs/100sf. Alternatives are subject to approved by the County erosion control inspector. 11 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 801bs/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) CONSTRUCTION - MAINTENANCE OF ACCESS During construction, full access for the existing properties which utilize Galaxie Farm Lane shall be maintained. Refer to Sheet C113 for details on maintenance of access during construction. STREAM DISTURBANCE NOTE This project is subject to U.S. Army Corps of Engineers 2017 Nationwide Permit 18 (NWP-18) General Conditions (tics). Email coordination 9/3/20 between Applicant and Vinny Pero, USACE indicates NWP-18 requirements apply and that project is non -reporting on basis of 4.5 CY fill [below OHW]. General Conditions may be found at document available at: WPO 2020-00037 TAX MAP 91, PARCEL 15 & TAX MAP 91, PARCEL 9 ALBEMARLE COUNTY, VIRGINIA VICINITY MAP SCALE : 1"=1000' errs Qa .OAK HILL 0 ,,,< b nu s" Map provided by Google.com MILL CREEK % ` LAKESIDE INDUSTRIAL PARK � O % 53 MILL CREEK C R E E K M I L L 0 Monticelh School 30 -GALAXIE FARM LANE LYMAN HILLS LAKE REYNOVIA SITE MILL CREEK VILLAGE e HOMES III R a` AVON PARK SHEETINDEX C1 COVER SHEET C2 EX. CONDITIONS C3 SITE OVERVIEW C4 GRADING & UTILITY OVERVIEW C5 SITE LAYOUT C6 SITE LAYOUT C7 GRADING & UTILITY PLAN C8 GRADING & UTILITY PLAN C9 ESC NARRATIVE C10 ESC PHASE 1 C11 ESC PHASE 2 C12 ESC PHASE 3 C13 ESC PHASE 4 C14 ESC DETAILS C15 ESC DETAILS C16 SEDIMENT BASIN DETAILS C17 MITIGATION PLAN C18 SWM DETAILS C19 STORM SEWER PROFILES C20 BMP PLAN & DETAILS C21 BMP DETAILS C22 BMP INSTALLATION & MAINTENANCE APPROVED by the Albemarle County Community Development Department Date 10/21/2020 File WP0202000037 Carter Mountain SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 4X227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM VSMP PLAN FOR GALAXIE FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 2) 2020.10.13 3) 2020.10.16 FILE NO. COVER 18.025 C1 T.M.91-10 1 1 72D3 COUNTY OF ALBEMARLE VIRGINIA / I ,♦ IF (20,rY2/ I D.B.1979-44,46 & 47 PLAT L,' I HSG B T.M.91-813 -d COUNTY OF ALBEMARLE, VIRGINIA D.B.1979-44,46 & 47 PLAT �C,LUPE? 4 . ''! r ♦/ ILOCUS l 1 XC/ ��"� N76°25'14"E I / ��� 56 58///��x. ^_� _ v ♦-------- r i5 �� / / ! /' 60.43' 7 5 ' /I d /POLE'' / �A ¢ 'N 796 T.M.91-12A LINE DELTA RADIUS ARC TANGENT CHORD CHORD BEARING C1 1 °30'22" 5689.58 149.57 74.79 149.57 S75 40'51 "W C2 0°15'10" 5689.58 25.09 12.55 25.09 S76 48 59"W C3 6'46'23" 1472.40 174.05 87.13 173.95 S73 32 b4"W 1 1 /GONG. /CASING /. _ /� �_ tlfN----- /' ��� �°j r' �� i '! ♦� _// 20' PERMANEN ACSA --/ / /� i ,i - - - _ p0� /' ,' 7 �i i /,c^�"/ � / i i SANITARY 5 ESMT IF (2002) A , 1 3 IV' ,' / / ' / , / 9, ' 1 - � / / � �� 6' /�.�' / "F`�Q- / ' i / s / (B. B.31 95 PLAT) CLAUDE S.SHELHORSE,JR. & II I I I iI - � / 5 / VIRGINIA THOMAS SHELHORSE 58B Xl BUILDINGS (TBR ,' a a' ♦� / i / = / D.B.1049-86 ♦ TOLE y'' // /i ,/ ��' / ■ D.B.521-523 PLAT HSG B ■ C ti� v TBRr / i ' ,ao :�i/ / ', /'/ . ,y{ `♦ / 'i I / ' ' I BROKEN METAL / ♦ D.B.337-255 PLAT ♦ ` \ �// , / / 2002,1 �I � / / , h 1� P057 FOUN/ X �i ■ I AN T.M.91 11 ■ n 7211133 SCHOOL BOARD COUNTY OF �, ♦ 490-- / i AT j' �� / / p ♦ // ♦ HSG B ALBEMARLEVIRGINIA �/0" � / � it 'i i i"♦ / D.B. 5258-620 / 72D3 _ / / PR6 ANE `/' TANK HSG B 5 09 ACR'� / /.' / i / ,.1'' (• / �� / / • / / D.B.1979-46 & 47 PLAT 72B �I 0\\ \ - T.M.�31-9 / / 5' ♦ -_ � or�1 ,9 / \\ 00000--ANNA MARIE TMFR/ / %./.�( � ♦ / y / xk�'� , / \HSG B I \\ ` 49f --- DAVID S.W T E & rX i / / / / ♦ 1 / ♦/ / T • � i' � � � i i HSG B { - Y '• i �, \ \ , r`.\ � 1 � \ , r 1 - � i' � /! / / � � I _I � R. o ■ GUARD 1 ` WELL - C 5.59 / • _ 9 �, <,, bps r 0 STANDARDS.PER i $s ---- I S?, p SJ� / _ ■ / 72C3 ♦ •A v \ / '.' o�' -- _ LIED - / 6E ■ -� • �� o .\ . L \ / / / , ,' FILL WITH GROUT T.M.91-13�_■_ HSG B \ ♦R) 11 AY f' .I o USING TREMIE PIPE DRIVEWAY ��■�■ -o -- ° S o5s / (TBR a'3E"W J _ x b pAVE I ENS 30•y� \ x'\ \ I _ I _ - �' - i COUNTY SCHOOL :* a ♦ - - 9 s7 ---- l 4 BOARD OF _ * _/ '�_ / =J' L IE ARM_L / IIPAVEM�NT'2>'//I, / /„W MLIMI iii5 - --- S - , -'_ / ; / -/ ; -ram / G�h AX i� ♦ \+ BO(1N' ARY T� \ ALBEMARLE // /g• / r�r- r / .EMO \�? h' r Ei COUNTY, VIRGdy41` -�--- IQ 8'g �_ h34� / �- - __,r �� B V AT GUAR a D.B.1033-333' �R2F / �'/ �,, _�' - 1� 364 / al - a8_Ic A+ _-____- °ti' //'�1��/ r��- j _" S DR 332 _ -• r-= 1 , r + / 1--' - ` - /� ' 2 "z., �� O / / r ���- 179.19'. CY D.B.1033-�fi3- �- `, ''---T -- � 1 / I , a i i-,- 521 �„T�,J`rI ,' /� �' 1 r �8 ,. �+- D.B.619-368-PLAT I v F -a. -_. - i o' 0 /� ♦ / i S �j l i �0S43'. .r s`♦ �_�}.. tins' ,' / < , -- & 3 AG / * -- �i /3475r4- 9� ' / �I I ♦,I i ��• �0cr /+� F /�''�4 a� iI h/j♦? �GALAY'E FARM LAN �I� �� 6 .ham r�..J�i , I / / / / / 1 / / / r' / / ■�� / ` / - x' I 0: 20' ROW, 10' PAVOVrNTro I / 0� I / �i D.B/.'198-590,592/P AT / Ind , rl• • i Ir �� 'fi �x 'x 5� 4° GRHVELJ ' .I : �A.21 9-261 P UNDARY T Y r BE VAC _ p, _ _ 1-- - _ - '' �� '' / /' '' % % // r' /' l ' ��/ > ' /' ' / // • ' •� I �� ' I / fi ��-0- L� IF / . DRIVI CRY I I. t ,'D B 219 357 --- -- , ---- /h • 1 42 I D.B.619-366�8 P AT 4 I i„/ , / , , , , ' , ' .�� %.M.91- ) �9`� ,' < e�-i �•-� r / / / r /' / ' I / ,472 1 < Q� \ '{ ---'-- j' / 8.27 ACRESI / / , r-' I I h i I a � 1 / =I ,_ , / / r . _ . �' �� SHIM 576�� // rh �{ ' �' r / /' ' / ' ykAWELP HAY'N S' �` / 1 I I �_/ Ole P� / �I ,_ f J ♦ / i '• E 72D3 I / , 1 r �/20 PERMAN ENTt CSA i �' ./ _ ("D`O O N I I, 5%4 \\\ �\ / /' ,''y y1C`' ,' // / /'r / 1�/ -/� /' D.B 859,z143 - I/ \I /-' ,�- ' L }, I I SANITARY SEW ESMT = o / '/ /�W Z I , �` - / / i' S\9' `� T4C.B.3 79-9° - PLAJ� i� /* I / / / , , D. &619-368 PLdHSG B / / 4 - �1 I 1, I I I ( �• _..� /` 0 _�_ ' ; ry / ENGINEERING2. //1h00 / • �'loe/// �/ /'' - / - /-__ 'J / ■ �l fro �� I 1 I i/ 1• lye S-�P// \//'S OJ}O ' LANDPLANNING- PROJECT MANAGEMENT '♦ / /� _ _'� / �`' /1�1+/ r �C, / I / II �I % 79B I" , ,I 11 , �2G3 _� i / • O`ti / / / /' S` - -. i % ) I HSG B i - ' / i � Q- 1b /' 912 E. HIGH ST. 434.227.5140 \\ SG o ,�' /� _ \ , , �' ' _ �� CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM F v-_ / / b - I d?� �� ,. ■ - _ / i' ii'' ' �r' // i•' ��' / V / --_-_�� jl(\ �. ----- ---- --- IiiT / _ / / W ------ --- i 4i� // / kqR / 1 --' / 1 EX. BUILDINGS (mil l.J 1 ■ I r ( / i / _C," / / > X. BUILDINGS (TB ` I 1 I _ / 4l ®R) ?[WINGS�-- - i' �`''1B�Ai l ]� j I I �� //��„liit II14 7- � o Acf / / , __ I _-___ _ r > -' FENCE / 1 I 815.67 1 , _ ya.� -„ -q -. - - -�_ .-.`�'��-v�-Y`�-vti -- 4B _ _ V , I '.e /--\ r/..� a,�tia/ / / / / /, N M IMP _------------ 'q l L1C. NO 5)tN4T1A5'45"W-- ^4$92`-�-4�6 GRAVEL GRAVEL i Q. 0- j- R-' -_____-L1IM 91-B 4eo- 74-�O09'*/%OPEN SPACEPHASE IV,AVINITY b'r - r aNVAt T.M.91-1-1E T.M.91-16DAVON PROPERTIES,LLC AVINITY ESTATES,LLC 2.84' D.B2267-750 ,-68A PAT D.B.3257702D.B.4894-228 PLAT D.B. 5124 I SCOTTSVILLE ROAD LLC -- --474- D.B.4990-174 D.B.3480-44 & 45 PLAT - `,i D.B.4894-228 PLAT D.B 558-379 PLAT VSMP PLAN FOR T.M.91-16A1+ / GALAXI E FARM 12VAC5-630-450. Well Abandonment. C. Permanent abandonment. The object of proper permanent abandonment is to prevent contamination from reaching ground water resources via the well. A permanently abandoned well shall be abandoned in the following manner: 1. All casing material may be salvaged. 2. Before the well is plugged, it shall be checked from land surface to the entire depth of the well to ascertain freedom from obstructions that may interfere with plugging (sealing) operations. 3. The well shall be thoroughly chlorinated prior to plugging (sealing). 4. Bored wells and uncased wells shall be backfilled with clean fill to the water level. A two -foot -thick bentonite plug shall be placed immediately above the water level. Clean fill shall be placed on top of the bentonite plug and brought up to at least five feet from the ground surface. The top five feet of the well casing, if present, shall be removed from the bore hole. If an open annular space is present around the well casing, the annular space shall be filled with grout to the maximum depth possible, but less than or equal to 20 feet. A one -foot -thick cement or bentonite grout plug that completely fills the bore void space shall be placed a minimum of five feet from the ground surface. The remaining space shall be filled with clean fill which is mounded a minimum of one foot above the surrounding ground surface. Bored wells or uncased wells abandoned in this manner shall be treated as wells with respect to determining the minimum separation distance to sources of contamination listed in Table 3.1. The location of these wells shall be permanently marked for future location. 5. Wells constructed in collapsing material shall be completely filled with grout or clay slurry by introduction through a pipe initially extending to the bottom of the well. Such pipe shall be raised, but remain submerged in grout, as the well is filled. 6. Wells constructed in consolidated rock formations or which penetrate zones of consolidated rock may be filled with sand or gravel opposite the zones of consolidated rock. The top of the sand or gravel fill shall be at least five feet below the top of the consolidated rock and at least 20 feet below land surface. The remainder of the well shall be filled with grout or clay slurry. 7. Other abandonment procedures may be approved by the division on a case by case basis. 8. Test and exploration wells shall be abandoned in such a manner to prevent the well from being a channel for the vertical movement of water or a source of contamination to ground water. 9. When bored wells are bored and a water source is not found, and the casing has not been placed in the bore hole, the bore hole may be abandoned by backfilling with the bore spoils to at least five feet below the ground surface. A two -feet -thick bentonite grout plug shall be placed at a minimum of five feet from the ground surface. The remainder of the bore hole shall be filled with the bore spoils. LEGEND SOIL TYPE BOUNDARY RUNOFF FLOW DIRECTION 1 1 50 100 IIIIIiIIIIIiIIIIIiIIIIIiIIIIIi� � SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 2) 2020.10.13 3) 2020.10.16 FILE NO. 18.025 EXISTING CONDITIONS C2 r------------------------------------------------------------T------------------------------------------------nk SHEET C5, C7 SHEET C6, C8 PRESERVED LOT 65 SLOPES 2,014 SF 1 LOT 64 , 10,420 SF ; I/ LOT 49 1 10,42�t SF NEW 20' ACSA , 1 N SEWER.ESM I:• �':� P BLC ACCES 1 PU ICEASME ACCS E SMENT LG LOfi 48 A I 66 -SF 8,622 SF i �LV I I JsF - Flo - O/J _..,,. -..r! O'x15' TEMP. ' AN O , 4a _ ' LOT 47 �L LOT 51 LOT 62 � �' G�.! ADING ESMT 4;929 SF rL7_111SF 5,419 SF_ _1 it ,0 EPEP N 59,716 SF I / SPACE A r + % i •� / 1 POLE kllo-FT-yp-y--NEW 1 � E SAW SEWERESMT / // I'"• \\��> aTa / , 5,045 SF 1 4,830 SF , - O �• / - , <AI _ % ROW (TYP.) OW (T * - , �--------------- _L_-_L--- - -'- - LAY----ROADA2Rob* NEW _ - - • -. - - PVB��CA1 ; _�-" -- 5'j'PUBUCROW L.------------si NEW TWALL -� 'ROW (TYP.)- �`-- - - - - - - --- -,----------- 77-MAINTE CE ES --- r - - - - LANE - - --- - GALAXIE FAR ® N a csA -- - -- __- - ., LOT 53 i T 0. - - - -- , S N W R MT 3,379 SF--- 9---5.7436SF Fs: J o r/ _----- --� - _'-r--- r-----� �• ROW 2L034SF I. a �I.� li / ,oHu�on6-� os5� 1 LOT 1 LOT 2 �„ __, - - -_ -o. _ _ C O _ 3 PRIVATE Pw 8,690 SF 51232 SF \� �'- OPE SPACE C (TYP1) LOT 44 r, S REET ES11 i - - 28 03 SF •' 0 pl W r a - - LOT154 i I i r oa .. ,... LOT 43 - O p G.495 SF l �Gft ! r O - - LOT 3 1,152 SF ... ES 5,5fi9 SF I / I I I / �VK / LOT 4 e- 5,905 SF LOT 5 .- .: ' ..--�.,-.�. /.. ----------------- NEW - -- --- LOT = 5,251 SF 4,926 SF 7RETWA L 42 + LOT 6 ACCESS ES T - -- -- -- -- -- I i 1,476 SF -' -- -- - __ r 4,LO SF ----- - - - - (� -- - -- r o/ LOT 7 I 06 Sl LOT 55 -- -- - r';: or iL Q' 4,942 SF LOT 8 LOT 9 LOT 10 LOT 12 LOT LOT 1 3,494 SF_-- ..._..._ ... ■ ,' ' <p� �. C _ 1 F _ 4 SF 5,637 SF 6,313 SF 71664 1SF I 1 71,455 LOT 40 - /.� •� ��y>��. 5,q9 I �T -, 6' I F ■ v LOT 39 5,fi01 SF _ � ► r':',i cf� 4� w �. 2,887 SF + LOT 'S6 i:•j tij 0� ' - - I 4 JZ� SF I ■ - I o ROW (TYP.) - ♦ •c b •. ..-: }. . tD-T.r 7 ;:.1 I � • : OA87: 97 SF ®� ROADO -- ��i N SPACE B 54' ROW - - e ---- .. I I 1 /! r� QO CDc'�. 4 ------- w ROADC l I i a/ v Q ^� ----- -- 54' �BLI ROWSMT Gbb/ ■` --- --- j LOT 17 LOT 18 T 19 LOT11 20 LOTI, 21 -- - - -- -- - --- - - - - _ _ o/ 5,4 5 SF - ---- --- IL 6,24� 9 SF 5,42 SF _J 5,16Q SF- 4,96? SF 4L80 2SF 4L67g24 407 25Y ) LO 26 LOT LOT LOT SA qON OT 30 LOT LOT LOT LOT 4 LO 35 LOT LOT LOT'; -- - - 16 Q _- - J SF LOTI 22 SF 4,854 SF--- • SF LO _ LOT�15 LOI� 5LO L ,562 c� 3,1 6 SF 27 28 ,1� E MT 136 S 31 32 33 3,166E 3,1 -3 SF 36 37 2,957�SF 1,886 ,877 - 1,865 1,868 1,873 1,857 1,824 I...I r SF SF SF SF SF SF SF - 30, ACCESS ESMT SEWER ESMT \ ..._...-... .. ..: ...- -... ... ... ' .:. .. - -... ... ... ...� ' .� 1 a e Ii / m .. FILE '1 • � I ' r= � VI � ' f --._-__---__ -.- ---_ ,-- MANAGED u SLOPES VSMP PLAN FOR GALAXIE FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 2) 2020.10.13 3) 2020.10.16 FILE NO. 18.025 SUBDIVISION LAYOUT OVERVIEW C3 I ; SHEET C5, C7 • I , I SHEET C65 C8 -- ' 06 CISd / 1 SEfZVED/ / \ — / --�� IN go MM In l >. I •. . � / I :� • , ,r 4/ � / //,,/l r / PCB♦ / r.J �—g" 6� I / R6♦ fl —•� a0 \ / / I I I I / r —r —w f-1✓%'w , x/—w —nt _ _ _ _ QS. OqQ �, ', / / //, , ROAD A — 1 —r —r ; J' 1 6 — —28�_. � , 7— ` i I � / r' , �� r' , l 7_. / / I /••• AV A ,r / I , / / oHU � _ lac '/ / '651' r / --/— i / / _ . I- r / n� off —� Lp�K RETNJALL I GEOF\ABRIC ` 16 1 — \ arm . ` _ , / � ' / � ,/ F-- - _ r I I/ ; � sl s s � _,<41 \ / _ • F / I /\ l i5' \ \ ! O I I 1 4� � O � ,�, •. _.. '. ... +. .. � , r / / — ' ____, - II � I I / s — 'I ,I � ♦ ; 1.1 J/ rr ,/ ,,r / /� / I / \I . . �\ \ . `n� .N — — -- r• /� / .,_ ' ' E6k \ �.... �... / 74i _ ' I '1 : I I / ' /' r i T J ��\ 1 ` ��a.----1L1��- �. r w r—w—N'frl— —iy �r x r—.w a.i �_� l 'w / r' / • -14u _ - - _ �_ � — - fir'. _ I - _ ——___,.. �'.. I � � V r\ — /� / %� / �/ � � ///'// -IT I--- �w 1_ n \.\\ �\` I I _ i/ h' '� I /'O � � I — � = _w w w —x+ w r n • -Jww —w —w��r w � I % � l..l / r /!/ i I I I .f E6A / qiL i n n i 2 / II �� / y /�/ 0 0 // �— q vv _ _ —_— — __ — 1 ♦ I� / //7 dr /' '/' `v / /� / I 1 l i I I __ � I \ I �� I , � r' �I 1 / / _ — v � � � 4j �x �k 1 �w � a �/ � �. \\\\ do � B �\ \\ 0 — — — -- — \ 0-4 0— fl-B__ _ I �. , — — — — _--'----496- SLUt .� — _ • ` I � ..../� �w w J'/ % ,� ^co ��%/ !. ' — — -- -�--- --- - — — — I ✓f Erna 496 '-48 _� __ __ 494- �, � — _ - �— _1� \ I - \ • �� _ � q i /'�' i i'�/.�Fr' I i / VSMP PLAN FOR GALAXI E FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 2) 2020.10.13 3) 2020.10.16 FILE NO. 18.025 SUBDIVISION GRADING & UTILITY OVERVIEW C4 / rPRESERVED LOT 85 SLOPES � 12,014.SF l LOT 64 'NO PARKING' 10,420 SF i MUTCD R8-3. SLAB I LOT 4 9 i FFE=492 --P0-427i SF � NEW 20' ACSA 1 / 1 / /• R30.0' � SLAI SA,N SEWER ESM o-,.\ FFE=02 SLAB I FFE`=491 _ aIJEW 5'x10' ` NO P�4 KING" o PUB IC ACCESS S ESMT 18.0 - MUTC�,ni9 3 SWI�FIOREST/ 1 / / PUBLIC AC ESS ; ,I EA ENT 1" OPEN SPACE EASM NT EASEMENT III 1 \ R25.0R25.0' I 10.56 ACRIE I JI I III LOT 6� PPE- F'VD R30.0' LOT 4a o 6,263 Is P \Ti/x SLOP'I'¢F% } 8,6�2 SF LOT 150 SLAB / \ - p0%FFf� .•: 4,608 SF FFE=490 SLAB - W" FFE=500 CD"NO PARKING' �1 ♦,. BASEMENT Q a o W D FFE=500 MUTC 8 CD m a r m e a BFE=490 md / J♦ ROW np w CD a N � 20' ACSA W N Lo / 7 30'x15' TEMP. SAN SEWEFESMT z U Y 4 GRADING ESMT / -ga No PARKING" m R �I 1 /(I / I�. ♦I I// {/ �J I LOT 47 I __ 4,929 SF MUTCD R8-3LOT LOT 62 �•"- °? 4,740 SF 5,419 SF I l �,e�`P♦ �� i/ �/I ---- - SLrAB-- v r------- - - g m ~ a: / OPEN 11 CE A • qSWM FOREST/ SLAB FFE�485 D z n II � I I f T� ♦ E'ASEMENT¢2� low + Z z m • � � 59, 716 F PEN SPA / J I FFEi 495 0 o BASEMENT cn m o a m u'- 03 FFE=494 NE`W 5'x10' v> v D r 'M 0 A gIN3' ♦,...." 1 1 0.65 CRES I r BFE=}84 Ls ESMT _~ m l m '` / NEwlzo' PUBLIC 33 tF IL is II I �y 1 �1 1 \I \ 1 f I 1 1 1 1 1 1 y y D ROW YP.) b• / DRAINAGE ESMT RI -RAP OVER ♦, m m III dl$RNABRI I 1, 1 1 11 Z r r Z r r r PCl 6 NEW 20' ACSA / \ i Q I l N z z LO 61 °J SA SEWER E T qST CONC. I o 1 T- �� FNEADwALLI III / o I - LOTi46 2Qi0 LOTi 52 4,300 SF - CG-12 TYPE B TYP. 0.P 48-F-Et7C5�•• /"d\ NEW V.W, PUBLIC 5' P IMITIVE JJ \• \\ i' �o� 5 OT:461=---- -----4,fr30 SF SLAB 2 ,0 ( ) MUTCD R8 3 I DRAINAGE ESMT ULCH IN o \ I FFE 482 ® PII RIP -RAP Il� _ '' I \ (I I T r------------ \ �1 I, SLAB I SLA�oFE=491 FFE='NO PARKING" REET SIGN 160 L NI ARKING" U MUTCD R8-3. �w GR-2 `--- -----_..' MUTCD R8-3 LLI -y TOP SIGN I ROW (7 P) SH�yUI R @ 5% 205 LF I= CONNECT ROAD A TO GALAXIE ROW (TYP.) ENO PARKING' UTCD R1-1 _ STREET SIGN _ o _ - _ I l ' NEW GR-2 _ C / GUARDRAIL J E MUTCD RB-3 ;-. �' SI � WA•tK .� t I � - IU MAINTENANCE _ 6' P NTING STRIP R25.0' P- FARM LANE W. SMOOTH MILL & SIGN -V36, - - IQ OVERLAY TRANSITION. MAINTAIN - - - - _ - - - _ STOP SIGN - R25,0' - 1 LANE OF PAVEMENT WHILE 4�.14C1=1.AZ1� - MUTCD R1-1 - - - R25.0' ro /ZQ \ ; TAPER @ 2% CROSS COMPLETING CONNECTION. _ _ R25.0' - - 10' TRAVEL LANE ��• o I- T 10 T R8 - - - - - - + CG-12 _ _ - "' - 14+00 •0 13+00 ® - -. - N, - - - - 4 PS U g041 \ WI ��N SLOPE. MATCH - wP- L o TYPE B _ - o o- - - _ �- - - - - _ _ BCICROw oo r & ERLAY _ ROAD A2 0- T P.) 15+00 10' TRAVEL LANE - - - - ' PAVEMENT SECTION - 5 P7 UBLIC ROW 16 00 ®® - - - - - - - 7j T,p TO EXISTING. 4 BIKE LANE 00 7 - APeC ® - - - - - - - NEW POWER POLETRq�\NF v' ROW (TYP - - - - - - R25.0' R25.0' ® LF 6' PLANTING STRIP - - _ xr�r- P AST CON ' /^ F( <qNF R25. STR T SIGN_ STREET SIGN ST SIAE`�'A • • . - - - 150 LF R 25 MPH SIGN U D R2 1 h O _ '� MUTCD R1-9` 'G<dAR 0 U rt --" _'.L.- ,IE�A�GR-2 \\ T EQ�ADWALLS� �-�� \` ® `-�4 LF QLASS I RKING" - / TRAIL CROSS ..'...• _ • o. ,'' RIP-R,/� P MUTCD R8 o I P li L \ _ ` I _ RIP RA RAIL CROSSIN ^ / NEW 20' ACSA ® LOT 53 "NO PARKING" N "NO PARKING" • °NO PARKIN° OH - -` + ION W11OSSI J 20' PUBLIC SAN SEWER ESMT 24. 3,379 SF MUTCD R8-3 LOT 60 MUTCD R8-3 MU Cp R8-3 OHU RIMITIVE� i' _� '�/ CG-6 R25.0Q NAGE ESMT (T P.) 6,743 SF .'' NEW 35' PUBLIC QHU � H TRAIL. WIPEDOA c? x ' ` SLABDRAINAGE ESMT 1 HU -/ e � UO / LOT 45 29.0 FFE=4I85 o o SLAB 5' PR'ITIVE - h/0 O �J�, NEW Gf2+� STOP SIN 2,239 SF ( FFh�=480 R IY / a A / TOWNHOME MULCH AIL /� HU OHU _ y�-� GUARDR IL MUTCD-ei,Q�� FFE=486.0 C b 32' PRIVATE o // ORD (NO /'/ NEW 35' PUBLIC LOT 44 W D �' STREET ESMT i STU CT RE) // 7 DRAINAGE ESMT (0 1,152 SF [_� / S RUCT E) O• <c, 'NO PARKING°- - / / � Q ® TO =485.4NHOME MUTCD KING � nI Im 0 ii � _ � FFE-485.4 :.' o LOT '54 Z - LOT 43 I O 3,495�SF----- ,�I------LbT 59 I L TOWNHOME o Iq m r'-I NO PARKING' 5,569 LBSF I 103 Fl Q;LASS LOT 42 I `_ + O M N GED SLAB a z MUTCD RS-3 FFE=479 • • • f • N IONW " _-I _--- �J o `; 0 S FFE-483 . • o FA 1,152 SF < r RIP -RAP OVER 1,476 SF y!. m rn o D I - _ �- -r - SHOULD @ 5% FFE-484.7 _ TOWNHOME I o o N NO PARKING" W WATE ESM K J r �_ ------ TOWNHOME -- i - FFE=484.0 I o n m o MUTCD R8-3 N I L rr m 0 Z D D A D Pl. ____ - 1_ _ LOT 41 m m z v 3L49455F z O o NEW 28 PUBLIC --- +�� �O LOT 12 LOT 13 LOT 14 1 476 SF r Ir o ''� DRAINAGE ESMT TOWNHOME SLAB oo 2,172 SF 1,455 SF 1,879 SFI N D D n N I o� •• ••• ••• ••• �i �\ O FFE=483.4 z Z z - FFE=48172 + i - 2' Q• / LOT 40 ".:-o m m m �'„ I / v 1LOT 0 I SWIM FOIIEIST/ TOWNHOME oT !I = LOT1 58 E,N SPACE FFE=482.7 5� SF SEMENT (N SLAB 1.�0 ACRES TOWNHOMETOWNHOMETOWNHOME LOT 39 77 "NO o FFE=477 I O I �✓,(TQ� Ili FFE=486.OFFE=485.3FFE=484.6 2,887 SF LIT N { STOP SIGN I WNHOME MUTCD R8-3 - 2 .0 4,320t - io / / %,�b"O� A3` NEW 20' PUBLIC MUTCD R1-1 FFE=482.0------w ? k III DRAINAGE ESMT CG-12 ROW (TYP.) _A SLAB TYPE B . � 20. FFE=479 ,. 'NO PARKING'' ® CG-12 TYPE B (TYP.) 2C.0 1x FAO OPEN iPAOE B � Q' M . a= �o T SIGN "NO PARKING' �'`60T ,57 a'I 87,491 SIF �0 � MUTCD R8 3 I5: SIDEWALK- - • /�/ E ' ®• MUTCD R8-3 4,789 SF / sroP slcN 0 / 2J w p� 30 0 30 60 90 PLANTING STRIP 0 SLAB K l / O" 1' ------ MUTCD R1-1 �` - FFE=477 / R25.0' THE T SG rn 0' T j AVEL LAN R25.0' 3 I I I/ �� Scale: 1"=30' 17+00 ROADC 18+00 N O _ _ _ 10' TRAVEL LANE r o -0 54' PUBLIC ROW - J .RI20.0' PARKING LANE O R900A�E - o "SEWER " ESMT REVERSE �- P ANTIN STRI 24.0' 24 0 24 0'AFTER 50 A • NO PEL 0 v o - ""' I • I -I 115! �\ AlRIP]- AMUTCD R8-3 P 1 3 3 v ----- "NO PARKING' 12--- -- °- ©�m .0' MUTCD R8-3 "NO PARKING" R30.0' NEW 20' MUTCD R8-3 I // / I SWM F REST/ �I77I //•/X o'r I OPENL.. f{ACE S SAN LOT LOT 31 LOT 32 LOT 33 LOT 34 LOT 35 LOT 36 LOT 37 LOT 38 -' i/,../ �/ JOA�CHLINE - T IS SHEE _ FAS � _ IV�R. ESMT 3,136 SF 1,865 SF 1,868 SF 1,873 SF 3,166 SF 3,163 SF 1,857 SF 1,824 SF 2,957 SF 1� a \ / i/ o� 09 ACRES TOWNHOME TOWNHOME TOWNHOME TOWNHOME TOWNHOME TOWNHOME TOWNHOME TOWNHOME TOWNHOME FFE=485.0 FFE=484.3. FFE=483.6 FFE=483.0 FFE=482.3. FFE=482.0 FFE=481.3 FFE=480.6 FFE=480.0 5' PRIMITIVE CG- LONG FIRE - MULCH TRAILJ� - �. �:•.) .k ACCE S EN TRANC •. 2.... NEW 10` PRIVATE 30' ACCESS ESMT _ DRAINAGE ESMT 1'� I' ice_ - \ POLE: / LF �ILASS 1!!YY"".11 / ...'' ® 70.0' I I I I � 4 I P 20' PAVED �+ �U v ... AccEss � x \ MANAGED-.-� lr, x x .: . r c x x x - IRE • _ • - - - - - • R35.0' f I j SWM_ F REST/ = SLOPES - - - - - - KNO Aq HLINE - T IS SHEE GPEN 4ACE 1 / -;;5 sFI ET - - Di BOLLARDS - _ _ _ FASF - 1 �e m / - AL _ ----- --_ - -- -- -- -- -- 3 I / J SHIMP ENGINEERING2. LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM VSMP PLAN FOR GALAXIE FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 2) 2020.10.13 3) 2020.10.16 FILE NO. SUBDIVISION LAYOUT i 0 1 PUBLIC AC ESS I EASM NT \ R25.0R25.0' , - - RP_ I I LOT 48 0� \ / 8,6`�2 SF _ SLAB w L > FFE-500 a Y CO Y m Q U m -w W NEN�N 20' ACSA f SSEW z \ RD RD- R I I "NO PARKING LOT 47 MUTCD R8-3 l 4,929 SF if I, SLAB } + FFEF 495 N o o o� I _ r y n z y D < < n Z M ic�. ROW YP.) p > z m m Z p I r n r p O Z Z LOT 46 5,045SF�--- --- SLAB U FFE-491 ®• •. w TOP S ON Z I ROW (TYP) "NO PARKING" 1UTCD R1-1 STREET SIGN \ \ J CONNECT ROAD A TO GALAXIE END STATE MUTCD R8-3 U I MAINTENANCE I- FARM LANE W. SMOOTH MILL & SIGN-V3b� Q I OVERLAY TRANSITION. MAINTAIN ! 1 LANE OF PAVEMENT WHILE R25.0' COMPLETING CONNECTION. - - ft8 - _ _ _ _ _ R25 + - CG-12 i NP- ILL o TYPE B ERLAY ROAD A2 0- - (T p 5 P7UBLIC ROW 6+00 NEW RETW - -I-f _ - - - - MAINTENANC SMT - - _� - ROW (TY R25.0' R25.0' am - - STREET SIGN S ® } MUTCD Ri*1 G ALAXIE _x =x - - - - - OW NEW 20' ACSA FF NEW,20' PUBLIC - SAN SEWER ESMT 24.Q y DRAINAGE ESMT-(T P.). LOT 1 8,69C Sr "NO PARKING" MUTCD R8-3 1141 ® \�' "NO PARKING" MUTCD R8-3 LOT ;15 6,249 SF `------- BASEMENT FFE=523 BFE=513 LOT 2 5,232 SF ----- S4AB FFEI-525 mm x _ _ _ _ _ - _ - _ LOT 45 29l.0 FFE - -I2,239 SF TOWNHOME x r 486.0 = 10' SEG _X ='' NEW 113'x138' FFE I FF E SWM FACILITY ESMT 48 = x = x OPEN SPACE C I LOT 44 -x �•e 1,152 SF k -X --' x x x x x x -x -x x -T - x 28,603 SF ..- � TOWNHOME SHIMP I FFE=485.4 �...------------------------------- - LOT 43 1,152 SF TOWNHOME ENGINEERING LOT 3 LOT 4 LOT 5 II FFE-484.7 5,905 SF 5,251 SF 4,926 SF I�! ';u LAND PLANNING -PROJECT MANAGEMENT NEW RETWALL I LOT 42 r------- ACCESS ESMT S�AB --- - --- --- - --- - �� 1,476 SF ' TOWNHOME FFE�523 LOT 8 - - - - - i FFE 484.0 912 E. HIGH ST. 434.227.5140 BFFE 529T 4,808. SF LOT 7 LOT 41 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM BASEMENT 4,942 SF LOT 8 i� 1,476 SF BFE=519 LOT 9 LOT 10 LOT 12 LOT 13 LOT 14 = 5 094 S F TOWNHOME FFE 525 H ---------------� 5,637 SF 6,313 SF LOT 11 '� 2,172 SF 1,455 SF 1,879 SF FFE=483.4 BF�j=515 BASMENT _______ ______ 7,664 SF fl "N0 PARKING" FFEF522 _ FFEF508 BASS ENT BASEMMENT I BAS BASEMENT BAS MENT LOT 40 MUTCD R8-3 ! �` �" ___ BFEl=512 FFEr-518 FFE�515 r-___--- E 4 1,476 SF I BFE,F508 BFE!-505 BASEMENT jv TOWNHOME FFE 505 T 18' G I FFE=482.7 BFElr498 BFE=495 FFEY500 !i! p1, N E BA K (TYP.) ' BFE,-490 T TOWNHOMETOWNHOMETOWNHOME LOT 39 !!� FFE-486.OFFE-485.3FFE-484.6 2,887 SF MO. 18.0 STOP SIGN TOWNHOME �-- !! I NEW 20' PUBLIC _ FFE=4820 O !I 1 - ROW (TYP.) U Mp _ DRAINAGE ESMT MUTCD R 1 18.0' MIN. SETBAC --- CG 12 M .. (TYP.) TYPE B NO PARKING Lic. No 45183 .0'. c • MUTCD RS- 3R25+00 12io 51DEWALK ROAD - Ao IDllb�t° jv� _ 13+00 PLANTING STRIP - `sIONAL. �- - 6' ROW R905.0' - _ 14+40 R5000.0' 9 0' T AVEL LAN 15 00 16+00 - - 17+00 8% N ROAD C 0 TRAVEL LANE o v 54' PUBLIC R •..- - 1' PARKING LANE n \ t18.0' - . - • - :. 18 0' 24.0' z4.o' ' P ANTIN STRI z4.o' za.o' VSMP PLAN FOR "NOPARKING"_ R-AG-E-AR •- , � • •.- DFWAL •• " - o � - - NO PARKING" _ - - MUTCD RS-3 S BA K YP.. - - - _ _ _ - MIN. ETBACK (T P.) � IAA GALAXI E FAR - MUTCD R8-3. - - - "NO - _ 2 2 2 LOT 19 LOT :20 PARKING" - - 'NO PARKING' - - - - - - - - NO PARKI - - - - - - - - - "NO PARKING" LOT 17 LOl' 18 ' 5,475 SF 5,3671 SF LOT 21 MUTCD R8-3 ! MUTCD R8-3 MUTCD RS 3 12.q' MUTCD R8-3 SUBDIVISION LOT 16 4,85k SF 5,209 SF NEW 20"!ACSA SAN 5,42'P SF I I , ---- -------J 5,16p SF LOT l22 4,96� SF ! LOT; 23 4,80$ SF LOT!!24 ROW (TYP-) I�N W 20' LOT 34 _ BASEMENT BASEMENT ! J 4,679 SF LOT 25 LOT 26 LOT 27 LOT 28 LOT 29 AVS SAN LOT 30 LOT 31 LOT 32 LOT 33 LOT SEWER ESMT ---__ - BASEMENT ------- -- ! 3,196 SF 1,886 SF 1,877 SF 3,144 SF SETR ESMT 3,136 SF 1,865 SF 1,868 SF 1,873 SF 3,166 SF 3,16: _______� BASEMENT FFE=515 FFE 512 FFE=509 BASEMENT BASEMENT �_______ -------- 4,5�2 SF BASEMENT FFE-518 BFE-505 BFE=502 BFE=499 FFE=504 FFE=502 BASEMENT SLAB L-------- TOWNHOME TOWNHOME TOWNHOME TOWNHOME TOWNHOME TOWNHOME TOWNHOME TOWNHOME TOWNHOME TOWN ALBEMARLE COUNTY, VIRGINIA FFE=520 BFE=510 BFE=508 I BFE=494 BFE=492 FFE=50C FFE=493. SLAB FFE-488.0 FFE-487.3 FFE-486.6 FFE-486.0 FFE=485.0 FFE-484.3 FFE=483.6 FFE=483.0 FFE=482..3 FFE= J, BFE=490 FFE=491 I SUBMISSION: NEW 10' PRIVATE I 2020.017.02 DRAINAGE ESMT I REVISION: ... ... .. ... ® _ 1) 2020.09.21 ® .. _ 2) 2020.10.13 3) 2020.10.16 z- ----- MANAGED -- --- -- - - U SLOPES FILE N0. I 18.025 .0 •ot SUBDIVISION LAYOUT Og 50 ESERVED OPE/S d `i00 o i 20 / X01 _ O -0 / \ '`:` - poi iF SLAB I� g o -- \ 5p0 -- -�\ NEW 2-9\ACSA /l / �� S�!'S`fWER ESM / ao, i' yy /' Z ! / / / / / /' ✓ / r� /• H\ FE=QF2 �'�\ SLAB \ I 90° _ FFE`=491 g0 /I I w -w 6'yyG1 0 ND :w w y/ ' w - EW 5'x10' Z -v / / / / / / \\ 6 DIP WL 995 o a I // \ S-ESM o> 7 ' / / / / // /SWM//FOREST/ OR SPACE \ w-w- 3 OR EVENACREST 1 OJ 6 / / / / 20' PERMANENT ACSA f / / a r , J / f / / / / SANITARY SEWER ESMT g3 // J v / / /: / / f / / J J / (D.B.3179-90.95 PLAT) 1 A 98s �/ y / r /.' • i y / , / / J / / u \ C / SLAB 3i / / / / P ! / // /5 Opp 1 \ Ff E=5( 0 C /) I BASE NT > I _ E=490 / / AVRD - s� � 1 i� �Olm / /' /•.' / // / \ NEGJ 20' CSA -�f 1y / \I SANISEWa �EMT -I� �I �` / - / // /. '/ / / / '/ J / // •\ ��� / / I / / \\ te..a\- I as g0-// � / '� _ / // k�6' /// ff Jf / � I / // ♦ / / / � I br sly-�--3� .\ II I //�If//�J/ �T'�� SWIM E6F2EST/ --- ----- - i 4 / SLAB � A {3 I & / f / �� 5 OPEN SPACE f FFE485 o I ✓ / )_ / / � \ \ ''� FEr-495 I oo ASEf�iENT/ / / I 3 � / , /' / l �� � y/ /.� / // / � /EASEMENT 2 JBFE=#84l / NE`W 5'xt0' I- J / J / // ,/ /N'1/=l J / l / 0.65 ACRES l A i 4/ LS >✓� / / / / �33 I,6�SS II / �w�'6 - --'� / / NEW 20' PUBLIC �y / 0 y -` -wl� I / / i I g0 / / / DRAINAGE ESMT /Qf RIB'/'�2AP 0�/ER -w 3 c / / No / / / / / li4 , /� ER RAB/EN \ - /ILTER FABRIC 6 / I NEW/20' A/CSA/ 498 / / y SAN' SEW�R ESMT / /�' PR&&ST C04C. \ \ V Ida. _ 90II /'� - ,r In / / / / ' �`O HEADWALL / ... /•" 11 SLA / z / / / / J �48 4E 'S / DRAINAGE ESMT \ \ s / ----� / // --�F�- 2 3�/ 8" DR- U RIP1RAP�- �� --ill NEW V.W. PUBLIC ' / ao I�\. \ \ SLAB N ` - 3- - �/ / SL ( // // NE / o , P/ /' Y -/ - ` a / �. 62 i �- FFEr 491 I / FFE 4901 0 3____!s I U I m / / � _ F / � / NO E � - *�---' � FH 66 p_E S - I��5`,� � - -�! - - - ly / o //g, - f/g��y9��cP S6 -----_ _ - / -. "� 1 / 0 6&H' 0 758 / , , 12+09I-v w - w �- - - _ 4 BCI - i 4V -�l f--� /- BEND 5' Al 0 14 w-wT±- - s pU a / / f wP \ 1.$ /�j 8� _ � ' V-L �5 D-0 L -w -w wn - g0 RLAY85° >7� .�-.l 'iOAD A2 6"GV / 8,� DW Ci--W 1-w w ��l -Wl IW -/ W Sx6 - SHIMP �� -'� 7 P ICy�tO W 0� �w -W -w iN a°� - - / - - /- �� E� � E Redr / �. 7e - �/\ a 7-p>D 01, � / / / 8x6 TEE (2)B..GV �- _ NE PGWER PbL N x 2/,/ ENGINEERING2. - -n FiOAOHU_ .��., - 11 F �� Z3" i / i/ 912 E. HIGH ST. 4X227.5140 - NEW 20'\F\CSA // -�'$ / / I I /-,•�"`'^, y / /f OHU_0 -J �_.^---\\66 - - R•40� ,\'� yi /. CHARLOTTESMLLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM V 20' PUBLIC /8750• 1 /.' SAN SEWER ESVT HU ■ �� �� 1 o zs / WAGE ESMT .' / iw84 \ /' / - NEW 35' PUBLIC QHU - 74 / \ ---- / K�Pa DRAINAGE ESMT HU � / SLAB / � � l� i 0 FFE= /N` SLAB n� 1B -1-g `� _ -/OCI _ 1 IN >�' 3 s s s-., / JI / FF/t=4 0 / 8 �� TOWNHOME \ / QFIU r f ti / 1 8--EF-E=486.0 y w i i/../ i OHU .•'/ 0� / i / FGLE� i / I / / • / / NEW 3s' Pueuc ors o N / / c LTH w o �� / DRAINAGE ESMT %�}iA / r O / / &V v 10 TOWNHOME nIm FFE=485.4 AO►d- 8 /' 00 ' 833. 8 eQ FFOE N484.7 OP S FF �483 / I SLAB / 103 LF CLASS > O\ ti� I:.. I / / r M MP a E-0 SL / 84 _ ' FFE-479/ I J RIP -RAP OVER J " Lic. Na 45183 3 w - ,�j'„ 3 4 / oo NONwOVV ... � .. ;', - -i .20 A ...T. .--itlER FABRIC �_ _ [ / Il\ i( .O �Q• oo I �o / N I 'A- --- _ ---- z3 - -- - 65so \\e. g5 84 3 WATER SMT V I / 33 FFE=48 .0 / f- __ _ _ 42" P STM _ -r - - a_ FFE=484.0 /. • ,�-- __ / / / SIONAI LNG II � _ I / / 03 J01 - \Y •3 O III in NEW 28' PUBLIC Ei -- ro�- - '° DRAINAGE ESMT -w / FF ITOAH03.4 (N. /' - FFE AB - 3 +I, I .. ... .. 1 .. ... A\ // 3 w V/' r� • \ / / // OJ /i /`V TOWNHOME ro 5/ is s / 3 i -4j./ i \ ,I I SWM FOREST/ PACE • • �'� / / - ryr - r // N� / FFE=482.7 ao �" / j EASEMENT 3/O VSMP PLAN FOR 3 L 1.50 ACRES l \ FOWN486.0FOt J485.3FME OFEN484.6 OME I w \ i 1 I -_----- :3 w ``- =477 // I I / ` • \\-// O�J // GALAXIE FARM \ \ / I TOWNHOME J' w2 I d c. NEW 20 PUBLIC 3 FFE 482.0 I I S TERY SEWER ACSA ( - ^ 1 DRAINAGE ESMT I - f SLAB $ _ { I SANITARY SEWER ESMT 11 / - SUBDIVISION I� s FFE=47.. ' I (D.B.3179-90,g5 PLAT) // /. / O�J // / �. .. ,� _ I i I 6 s 81, '.�. -�, _Is - X- 5` y 1 P sTM 3 E3 1' SLAB /f`,/ / 30 0 30 60 90 ALBEMARLE COUNTY, VIRGINIA 777 FFE=477 ' I , I I / J SUBMISSION: w w -Ah 3wj Aw _w �w 3 , / -W -w TW W - -w -w w w NEW 3 } \ // I / / / /f/// / Scale: 1"=30' 2020 07 02 8 "DIP W -1 +'U0 R ADC 18+0 �- -w _ p u� - - - 8" DIP w w 3� a 2 I I �� I / 1 ♦ / T / / P LIC ROW - ; 0_�WL r - sw w L GV\ t w° 78° : �� 9+'�0 W N x4 REVISION: _�A , m -� _ w E I //, � � � Tf 4''Gl/ SEWER ESMT - � • 76a° fx-I22. N I - / ,/ ,/ 1)2020.09.21 l7� a o��, _ _ O _ 2) 2020.10613 I o • V 2.--► 1 0 / \ I O�J C k ♦ / !Jj OJ/ // //� / `�A\I RI�P �y\R� 4P 8" S R 6 SAN 8' SDR-2f SA KOp BLACVDOT ;. 3) 2020610616 A FILL21K 10 / OVER WL /• I / �.SWM FORE NEW 20'�--- 7 \ ' ' / / / / O/ / aid / \ OPEN sP cE/ a - �f / k / S SAN 1 746 ' k I / / / / i / / dOXVI��LCHLINE-T IS EE + �♦ 111 k < N1,4T�H m -THI: AJIER ESMT / 76 . \ \ k ` - /::./ J / / Fy -�"_�• / _ �. - _ / / / ( / / 0.09 ACR S m / / k/ y2^Gy 1VV STUB ,x¢i TOWNH ME TOWNHOME TOWNHOME TOWNHD E TOWNHOME TOWNHOME OWNHOME TOWNHOME TOWN ME �� 2 G4`� \ �k I • /F`•J O� / y/ / / // / / / \ �� �� I I J \ / % W CAP "� 14 FIL ;.l o... k / 9 a FFE=48 .0 FFE=484.3 FFE=4-83:6 FE=483. FE-48.2-T FFE-482.0 F 81!3 F�=#89.6 FFE=4 .0 7� �� k �\ ■ I -I / / / / //� / / / / }- 'y'-----_\� I I of 8 V .12x8 E N0. \ �f 2SkKoppl>//;� TEE / / 18.025 1� CIO/ \ \ fF k o / / / / / /---4T4F - NEW 10 PRIVATE O B 8'•� i -I Sig-1-11 - - - 0� - � \� .•� \ I I w1 I� C<^k ♦ I `.I / / / / / / / / / / _. � _ _ ' _---- L� __1---_._ � �\ -_/� y/jam., // / //// - 2 - e GRADING & UTILITY PLAN DRAINAGE ESMT --- -- / 482- - - - - - 8 - \ O k 4 LF LAISS --- _ �^ - _ - $ . ... .. ... of 10 LF VDOT RIAP OJ // / ' // // /// i _ -- _ _ 'Al �.5.\k 3 1 5 HDPE STM 1_ " HDPE ST T - 4-5' F4DP-E S - - 5' H RE�TDA-- Bp- \ I 1 I / AI RIP ,Z ,a / / 0 / 1/jam ---► - -�--- --_ -� 121A BACKFILL / / / / / f - 474--- ---..� '%SEND 12 12xi2 \ \\ II\ OVER WL �//� / '\��/.LCONNECT TO y-- --W- - - - ti - _ TUB • 1 \ \\ 'I • = 4B6=_- 1 /� �� / / V TEE 48f'r.- =� --- A I�1• i�x � ♦ / v ��d // � / /y �\ EX G , /12 CAP . AN --- - WM FORE / 2_ / / k / f a a14i / / - ♦ , W. MANAGED -- -- -- - ----.---.----.-- � --- _ - ---\ - - y I OPEN SP CE / /f \\ / / � 2�. STUB SLOPES -- MAT0HLINE - T ISjTqEE FASUiLNx Q ♦ f k / MATZH fN THIS SHED T --490--- c �.� �' \ I - - m� l / k 12" STUB ,vc6 - �. _ - �S / �.I to 1 - -�� \ .. �� 1'� / 1 I J �q,/ W CAP P'^`p��6ry�/ i0 o \ / W / \ H \ I so 6 DIPWL GVO w w o B�NDw w j I \ 995 o a I w —w RD 3 / \ 989 1 5 It 1 \ \SLAB ml I I \ FFE-5�0 C � 1 \ I_ \ \ NEB 20' RD R CSA sO SAN IS M_ 2F3. ��.. �.. q \ e I a V A SLAB \ AI \, FEF495 I Z \ \ Syz\ I \ —wl� y— g0463 : 1 i I r\ \ \\SLAB FFEv491 i9 / U \ 3� \ Z / M Fi \ - 5" HARE S :`------ — 86 � y wP ILL ��;' —'r\ —1.$ �\ \ 8�J0+I ERLLL ,ti 854 - try �. 16+0 6„GV I �iOAD AY � — � — T -AYE TOW �r7 p— IC\�O w —W -� 8 w NEW RE'TWALL \\ ) / �g W. tA,� \ \\TEE (2)8•GV —y— - MAIINANCE ESMT` I I Ez 'ay- -TE� \ / 53 a NEW 20' !\CSA NE / 7 / (1 I x II DRAINAOGE EBMIT l/87,50' /.•' iw84 SAN SEWER ESMT \. '\ y y� _ ----- _ I —X� \ T� I' FIFE w �-$460 TOWNHOME \\ x I�x — I NEW 113'X138' / / I % _FFE-486.0 \ / / ( / _ < SWM FACILITY ESMT MAX. 1 SEG / I — A ALL I GEOFABWC / /2 3 � v 4 -v _k x O / </ / TOWNHOME A -- - — - -X — X x a x - -x /—x / �' / / / / / / I� 44AB----- SCAB / l / FFE=485.4 SHIMP \ --F€€ �E�525 I / / I c*. / J - 0 TO NHOMM� \ � , g' ,� / ENGINEERING / / O N RETWALL ---- / / / / /ACCESS \ S ABA FFE, 523 BASEMENT FFE= "�\ // o •� • --. -I�\ ti� _ BFE=52 SEMEN7 FFE= 25 ` y r \\\ �•c _-_ - -- -- - 5 / ----FEE 522T/ / / < s \ �3'AS4MENT-� -- ASEMEN \ / ,qz s a �/ ✓ BFEa=5y / FFEr-51 / FFE / / r - -- / /, ASMENT BA NT / BFE- 8 BF 505 y / FFEF�S ±505 B MENT--- / 98 y/ FE495 / y FFEY500 q� 2 ,% 33 3P ` y � \ �� N � / ✓ / y i / / ', / � BFET490 yy / N •T T 00M 1�� SN`i • •• m BM • • �] w ;I •• • �I S :• ••• • • WIC 8400 I w 833 836 FFE=484.7 ' LAND PLANNING - PROJECT MANAGEMENT rw TOWNHOME FFE=484.0 912 E. HIGH ST. 434.227.5140 1 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM ppA J TOWNH N-w / FF 83.4 \ w r r J3 /�ti TOWNHOME /NETOWNHOME To - w —86 OFFE3FFE-484.6 I TOWNHOME \_NEW 20' PUBLIC 3 \II. FFE=482.0 O a Lic.No 45183 AINAG HDPC STN�' \ W W —wW �WW_..—w }�—W f— N i y y y —u' -- _�•� •- — - ' v. _ �O IV �6 ��Y �+ \ _ I \ �� �y N s s iT / i i w �W I� y ., /' s y 8x ON/ N ./ y y. S I V. 1 ; W yw 6jW� 'ROW . . N y �yi y i 5 - 9 300 i� — w DIPNL 8., s s -X--- X IONAI I I E9 N W i O / y y �s — /i w— W W� L l i y / Efi 3 s X i 3�' ®� -p I s • '// 410. �w —W =W w W W N W w WI �nW w �w —W —W f w W w � 16 00 _ 8 IPIP W y +�0 _ �- _ R AD_C I�� I s i�o4'PI LICR \ / I \,. o, w --- y y / y y..> p. .. � N /y. s s s � � � s s • � � 3 ° FARM VSMP PLAN FOR SUBDIVISION SD -21 A I - \ 8" S R 6 SAN \ Y C 3 / GALAXIE - -- - -- -- --- - - - - --- -- 2 y iyy / \ - -4 0 AFS NEW SAON I �__ NEW 20' A SA .., ____ i y _______ i y y i i y i i SAS EN / / SE .ESMT - ASEM z ASEMEIT y------------ - ui I \ // ---- B�4SEMENT y — SET ESMT FF 12 y EFC 509 y BAS -ME BA i _)� \\ _ EMENT�\ BASE - - FFE y y / Y 1 =518 =505 i E=50�y / BFE=49Q F - 04 =502 'ASEM SL B-----_ - �WNHOME TOWNHOME TOWNHO E T YJNHOME TOWNH ME TOWNHOME TOWNHOME TOWN HD E TOWNHOME - Tt�WN ALBEMARLE COUNTY VIRGINIA / BFE 52 I / FFE-520 - _ _ y / y y /BFE=494 BFE=492 / / - �CAg - FFIf-A 0 FFE-487.3 FFE-48 .6 FF 486.0 FFE=48 .0' FFE-484.3 FFE=4183-6 FE=483. FE=�82� FFE= ' BFE/ I I I BFE=5 BFE=--- / / y / / / y y yf I BFE=490---F��=493. FFE-491 \\ I SUBMISSION: 2020.07.02 \- 90 \ NEW 10' PRIVATE — — — -40 - --. / / ------ DRAINAGE ESMT 5o°f / \ — ---- --- -- REVISION: -_ ... ... ... .. ... ... I .. --- --482- iF 15" HDPE STM T 1 9' HDPE STM _ 1 HDPE ST - - a-5" F4DRE S - 1)2020.09.21 ---- — — — / 8�00 s X---__ \�. y -- - --- -----� - .- - - _ _ 2)2020.10.13 / 0 / / - x X X - 88� _ x x - — - -� --- -- -- - --- - --- -- Z---48�-- _ - -- _ - - ----_ — —- - - - - - - - - � r�- MANAGED SLOP_rS _—---a94-� 490- — ` -_- — ----------494-_- _ -- I49V ----492---- � FILE N0. 18.025 GRADING &UTILITY PLAN / 30 0 30 60 90 Scale: 1 "=30' PROJECT DESCRIPTION, GENERAL NOTES, EROSION & SEDIMENT CONTROL NOTES, AND SEQUENCE OF CONSTRUCTION PROJECT DESCRIPTION THIS SITE IS A FARM OFF ROUTE 20 IN ALBEMARLE COUNTY BEING DEVELOPED INTO A 65 UNIT MIXED HOUSING SUBDIVISION, THE TOTAL AREA OF DISTURBANCE IS 12.0 ACRES. THE PROJECT INVOLVES THE FOLLOWING WORK ACTIVITIES: 1. THE CONTRACTOR SHALL FOLLOW 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 TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES AS SHOWN ON THE PLAN AND DETAILS. 3. GRADING AND PLACEMENT OF FILL SHALL BE IN GENERAL ACCORDANCE WITH THE PLAN. 4. ESTABLISHMENT OF PERMANENT STABILIZATION OF ALL DISTURBED AREAS. ADJACENT PROPERTIES THIS PROPERTY IS BORDERED ON THE SOUTH BY RTE 20. THE PROPERTY IS BORDERED ON THE EAST AND NORTH BY PARTIALLY WOODED LOTS OWNED BY ALBEMARLE COUNTY WHICH INCLUDE AN ACCESS DRIVEWAY, AND ON THE WEST BY A MAINTENANCE ACCESS ROAD FOR THE AVINITY SUBDIVISION. OFFSITE AREAS NO OFFSITE SUPPORT AREAS, INCLUDING IMPORT OR WASTE SITES, ARE REQUIRED FOR THIS DEVELOPMENT. SOILS THE SITE CONTAINS THE FOLLOWING SOIL TYPES: 71B - RABUN CLAY LOAM - 2 TO 7% SLOPES, HSG B 72B3 - RABUN CLAY - 2 TO 7% SLOPES, HSG B 72C3 - RABUN CLAY - 7 TO 15% SLOPES, HSG B 72D3 - RABUN CLAY - 15 TO 25% SLOPES, HSG B 71B - MRSVL. CLAY LOAM - 2 TO 7% SLOPES, HSG B CRITICAL AREAS THE CRITICAL AREA ON THE SITE IS PERENNIAL STREAM COW BRANCH WHICH RUNS THROUGH THE SITE, CONTRACTOR TO USE EXTRA CAUTION TO PREVENT SEDIMENT FROM ENTERING THIS STREAM. EROSION & SEDIMENT CONTROLS 1. SAFETY FENCE: A PROTECTIVE BARRIER INSTALLED TO PROHIBIT UNDESIRABLE USE OF AN EROSION CONTROL MEASURE. STD. AND SPEC. 3.01. 2. CONSTRUCTION ENTRANCE: INSTALL AND MAINTAIN A CONSTRUCTION ENTRANCE, AS NECESSARY, THAT MEETS THE REQUIREMENTS OF STD. AND SPEC. 3.02 AND CONFORMS WITH THE REQUIREMENTS OF THE EROSION & SEDIMENT CONTROL PLAN. 3. SILT FENCE: INSTALL AND MAINTAIN SILT FENCE THAT MEETS THE REQUIREMENTS OF STD. AND SPEC. 3.05. THIS SILT FENCE SHALL BE INSTALLED AS SHOWN ON THE EROSION & SEDIMENT CONTROL PLAN AND ACCOMPANYING DETAILS FOR THE PURPOSE OF INTERCEPTING SILT -LADEN RUNOFF BEFORE IT IS DISCHARGED FROM THE SITE. THE SILT FENCE SHALL BE INSPECTED AND MAINTAINED TO ENSURE CONTINUED PERFORMANCE. 4. TEMPORARY SEDIMENT TRAP: A SMALL PONDING AREA, FORMED BY CONSTRUCTING AN EARTHEN EMBANKMENT WITH A STONE OUTLET ACROSS A DRAINAGE SWALE, TO DETAIN SEDIMENT -LADEN RUNOFF FROM SMALL DISTURBED AREAS FOR ENOUGH TIME TO ALLOW MOST OF THE SUSPENDED SOLIDS TO SETTLE OUT. MAXIMUM EFFECTIVE LIFE IS 18 MONTHS. STD. AND SPEC. 3.13. 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 CLEARWATER 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 30 DAYS. TEMPORARY SEEDING SHALL BE APPLIED IN CONFORMANCE WITH STD. AND SPEC. 3.31. 7. PERMANENT SEEDING: PERMANENT SEEDING SHALL BE APPLIED TO AREAS DELINEATED ON THESE PLANS WITHIN SEVEN (7) DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. PERMANENT SEEDING STABILIZES DISTURBED AREAS AND ENHANCES THE BEAUTY OF THE SITE. 8. MULCHING: APPLICATION OF PLANT RESIDUES OR OTHER SUITABLE MATERIALS TO THE SOIL SURFACE TO PREVENT EROSION AND FOSTER THE GROWTH OF VEGETATION, ORGANIC MULCHES (STRAW) HAVE BEEN FOUND TO BE THE MOST EFFECTIVE. 9. DUST CONTROL: CONDUCT DUST CONTROL OPERATIONS NECESSARY TO MET THE REQUIREMENTS OF STD. & SPEC. 3.39 AS REQUIRED TO CONTROL SURFACE AND AIRBORNE MOVEMENT OF DUST. 10.INLET PROTECTION: INLET PROTECTION MEASURES AROUNF THE NEW INLETS SHALL BE PROVIDED IN ACCORDANCE WITH STD. AND SPEC. 3.07. SILT FENCE, STRAW BALES OR TEMPORARY STONE APPLICATIONS SHALL BE APPLIED AS APPROPRIATE FOR CURRENT GRADE CONDITIONS. 11.OUTLET PROTECTION: RIP -RAP SHALL BE PROVIDED AT THE OUTFALL OF CONVEYANCE CHANNELS, CULVERTS, AND STORM SEWERS IN CONFORMANCE WITH STD. AND SPEC. 3.18. OUTLET PROTECTION SHALL BE INSTALLED WITH ACCOMPANYING STORM SEWERS AND SHALL BE INSPECTED AFTER EACH RAINFALL EVENT AND REPAIRED IF NECESSARY. ANT SEDIMENT BUILD UP SHALL BE REMOVED. PERMANENT STABILIZATION AND SEQUENCE OF CONSTRUCTION THE FOLLOWING ARE THE PROPOSED MANAGEMENT STRATEGIES AND DETAILED SEQUENCE OF CONSTRUCTION: PHASE 1A 1. INSTALL CONSTRUCTION ENTRANCE OFF RTE 20, 2. INSTALL SEDIMENT TRAPS 1 & 2 AND PERIMETER CONTROLS. 3. PREPARE SITE FOR STREAM PUMP AROUND OPERATION. 4. CONTACT COUNTY INSPECTOR FOR INSPECTIONS. 5. WHEN FIELD CONDITIONS ARE APPROVED, COMPLETE CULVERTS A & B INSTALLATION QUICKLY USING PUMP -AROUND. PHASE 113 6. AFTER CULVERTS A & B, PERIMETER CONTROLS, AND TRAPS ARE INSTALLED, CONSTRUCT ROAD A WITH MINIMAL GRADING AS SHOWN ON PHASE 1B PLAN. 7. WHEN ROAD A IS COMPLETED AND HAS FIRST COURSE OF ASPHALT POURED, REMOVE EX. ROAD. 8. CONTACT DESIGN ENGINEER AND ALBEMARLE COUNTY INSPECTOR BEFORE REMOVING TRAP 9. MAINTAIN PERIMETER CONTROLS & TRAP 2 DURING TRANSITION INTO PHASE 2. PHASE 2 1. ROAD A WILL HAVE BEEN INSTALLED AT THIS TIME. MOVE CONSTRUCTION ENTRANCE AS SHOWN. 2. MAINTAIN TRAP 2 & INSTALL NEW PERIMETER CONTROLS SHOWN HERE. 3. INSTALL STORM SEWER SYSTEM E AS SHOWN ON THIS SHEET. USE CONSTRUCTION ROAD STABILIZATION AS NEEDED TO MINIMIZE EROSION AS SEWER IS INSTALLED. DO NOT INSTALL STORM SYSTEM E CURB INLETS IN THIS PHASE - LEAVE AS RISERS ONLY. CAP OPENINGS. 4. CONTACT DESIGN ENGINEER AND COUNTY INSPECTOR BEFORE PROCEEDING TO NEXT PHASE. PHASE 3 1. ROAD A WILL HAVE BEEN INSTALLED AT THIS TIME, 2. STORM SEWER SYSTEM E WILL HAVE BEEN INSTALLED AT THIS TIME. 3. INSTALL ADDITIONAL CONSTRUCTION ENTRANCES, SEDIMENT BASIN & PERIMETER CONTROLS AS SHOWN ON THIS SHEET. REFERENCE SHEET C16 FOR BASIN DETAILS. 4. CONTACT ALBEMARLE COUNTY INSPECTOR FOR INSPECTIONS. 5. WHEN MEASURES ARE APPROVED, BEGIN MASS GRADING AND WATER/SEWER INSTALLATION. 6. CONSTRUCT ROADS B, C, & D. AS ROADS ARE BROUGHT TO GRADE, INSTALL CURB INLETS WITH INLET PROTECTION. 7. CONTACT DESIGN ENGINEER BEFORE PROCEEDING TO NEXT PHASE. 8. MAINTAIN PERIMETER CONTROLS & STABILIZATION AS NEEDED. PHASE 4 9. ROAD A, B, C, & D WILL HAVE BEEN INSTALLED AT THIS TIME. 10.UTILITIES WILL HAVE BEEN INSTALLED AT THIS TIME. 11.WHEN ALL UPSTREAM AREAS ARE STABILIZED, CONTACT ALBEMARLE COUNTY INSPECTOR FOR INSPECTIONS. 12.WHEN GENERAL SITE STABILIZATION IS APPROVED, DEWATER SEDIMENT BASIN AND BACKFILL TO COMPLETE MASS GRADING NEAR ROAD E. PROTECT AREA WITH SILT FENCE. 13.CONSTRUCT ROAD E & BMP 1. 14.CONSTRUCT ROAD F. PROTECT AREA WITH SILT FENCE. 15.MAINTAIN PERIMETER CONTROLS & STABILIZATION UNTIL ENTIRE SITE IS STABILIZED. 16.WHEN SITE IS STABILIZED, BEGIN MITIGATION MEASURES SHOWN ON SHEET C17. CONSTRUCTION MAINTENANCE THE FOLLOWING CONSTRUCTION MAINTENANCE PRACTICES SHALL BE FOLLOWED AT THE SITE. 1. ALL E&S CONTROL MEASURES WILL BE CHECKED DAILY AND AFTER EACH SIGNIFICANT RAIN EVENT. ALL DEFICIENCIES IDENTIFIED DURING THESE INSPECTIONS SHALL BE CORRECTED AS SOON AS PRACTICABLE. 2. THE SILT FENCE BARRIER SHALL BE REGULARLY CHECKED FOR UNDERMINING, DETERIORATION OR SIGNIFICANT EROSION. SEDIMENT SHALL BE REMOVED AFTER EACH STORM EVENT AND WHEN THE LEVEL OF SEDIMENT DEPOSITION REACHES HALF THE HEIGHT OF THE CONTROL. 3. THE CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ALL MAINTENANCE REQUIREMENTS SET FORTH IN THE CURRENT EDITION OF THE VIRGINIA SEDIMENT AND EROSION CONTROL MANUAL, OTHER APPLICABLE COMMONWEALTH OF VIRGINIA REGULATIONS AND THE PROJECT SPECIFICATIONS. 4. ALL SEEDED AREAS WILL BE REGULARLY CHECKED TO ENSURE THAT A GOOD STAND OF GRASS IS MAINTAINED. 5. AREAS WITH RIP -RAP SHOULD BE REGULARLY INSPECTED TO DETERMINE IF HIGH FLOWS HAVE DAMAGED THESE CONTROLS OR CAUSED EXCESSIVE SEDIMENT DEPOSITION. ALL AREAS SHALL BE MAINTAINED IN ACCORDANCE WITH THE REQUIREMENTS OF THIS E&S CONTROL PLAN. ENVIRONMENTAL CONTROLS 1. CONTRACTOR SHALL PROVIDE AND MAINTAIN ALL ENVIRONMENTAL CONTROL MEASURES SO AS TO COMPLY WITH LOCAL ORDINANCES, STATE AND FEDERAL LAWS AND REGULATIONS APPLICABLE TO WATER POLLUTION IN WATERS OF THE STATE AND IN INTERSTATE WATERS. 2. CONTRACTOR SHALL MINIMIZE THE POTENTIAL FOR AIR POLLUTION BY THE USE OF EMISSION CONTROL EQUIPMENT ON CONTRACTOR OPERATED EQUIPMENT, SHUT -DOWN OF MOTORIZED EQUIPMENT WHEN NOT IN USE, AND ACTIVELY CONTROLLING DUST EMISSIONS THROUGHOUT THE PROJECT. EROSION & SEDIMENT CONTROL PERMITTING CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL LOCAL AND STATE EROSION AND SEDIMENT CONTROL PERMITS AND MAINTAINING ALL EROSION AND SEDIMENT CONTROLS IN ACCORDANCE WITH THE PERMIT REQUIREMENTS. GENERAL NOTES 1. THE INFORMATION AND DATA SHOWN OR INDICATED WITH RESPECT TO THE EXISTING UNDERGROUND UTILITIES AT OR CONTIGUOUS TO THE SITE ARE BASED ON INFORMATION AND DATA FURNISHED TO THE OWNER AND ENGINEER BY THE OWNERS OF SUCH UNDERGROUND FACILITIES OR OTHERS. THE OWNER OR ENGINEER SHALL NOT BE RESPONSIBLE FOR THE ACCURACY OR COMPLETENESS OF SUCH INFORMATION OR DATA. THE CONTRACTOR SHALL HAVE FULL RESPONSIBILITY FOR CONFIRMING THE ACCURACY OF THE DATA, FOR LOCATING ALL UNDERGROUND UTILITIES, FOR COORDINATION OF THE WORK WITH OWNERS OF SUCH UNDERGROUND UTILITIES DURING CONSTRUCTION, FOR THE SAFETY AND PROTECTION THEREOF AND REPAIRING ANY DAMAGE THERETO RESULTING FROM THE WORK. ALL OF THESE CONDITIONS SHALL BE MET AT NO ADDITIONAL COST TO THE OWNER, THE CONTRACTOR SHALL CONTACT "MISS UTILITIES" OF VIRGINIA AT 1-800-552-7001 PRIOR TO THE START OF WORK, 2. WHEN WORKING ADJACENT TO EXISTING STRUCTURES, POLES, UTILITIES, ETC., THE CONTRACTOR SHALL USE WHATEVER METHODS THAT ARE NECESSARY TO PROTECT STRUCTURES FROM DAMAGE. ANY DAMAGE CAUSED BY THE CONTRACTOR OR ITS SUBCONTRACTORS SHALL BE THE CONTRACTOR'S SOLE RESPONSIBILITY TO REPAIR OR REPLACE. THIS EXPENSE IS THE CONTRACTOR'S RESPONSIBILITY. 3. REPLACEMENT OR REPAIR OF DAMAGED STRUCTURES SHALL BE AT THE CONTRACTOR'S EXPENSE. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING ALL EXISTING SITE STRUCTURES FROM DAMAGE AND COORDINATING WORK SO THAT THE OWNER CAN MAKE NECESSARY ARRANGEMENTS TO MODIFY/PROTECT EXISTING STRUCTURES FROM DAMAGES. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING ALL UTILITY OWNERS, ADJACENT LAND OWNERS WHOSE PROPERTY MAY BE IMPACTED AND THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO COMPLETING ANY OFF -SITE WORK. 6. CONTRACTOR SHALL NOTIFY AND COORDINATE ALL WORK INVOLVING EXISTING UTILITIES WITH UTILITY OWNERS, AT LEAST 72 HOURS PRIOR TO THE START OF CONSTRUCTION. 7. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CUR PART 1926). 8. THE CONTRACTOR SHALL VERIFY THE LOCATIONS OF ALL BOUNDARIES, BUILDINGS, VEGETATION, AND OTHER PERTINENT SITE ELEMENTS. CONTRACTOR SHALL IMMEDIATELY REPORT ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS AND CONTRACT DOCUMENTS TO THE OWNER AND ENGINEER. 9. CONTRACTOR SHALL SUBMIT FOR THE APPROVAL OF THE OWNER SUBMITTALS OF ALL SPECIFIED MATERIALS LISTED IN THE PLANS, TO INCLUDE SHOP DRAWINGS, MANUFACTURER'S SPECIFICATIONS AND LABORATORY REPORTS, THE OWNER'S APPROVAL OF SUBMITTALS WILL BE GENERAL AND WILL NOT RELIEVE THE CONTRACTOR FROM THE RESPONSIBILITY OF ADHERENCE TO THE CONTRACT AND FOR ANY ERROR THAT MAY EXIST. 10. CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL NECESSARY PERMITS, INSPECTIONS, BONDS, AND OTHER RELATED ITEMS IN ACCORDANCE WITH LOCAL AND STATE POLICY. STORMWATER MANAGEMENT NOTES: 1. A PORTION OF CONCENTRATED RUNOFF FLOWING THRU THE SITE SHALL BE ROUTED VIA NEW STORM DRAINS INTO THE STORMTECH BMP WHICH WILL RELEASE RUNOFF AT RATES WHICH COMPLY WITH THE ENERGY BALANCE EQUATION 9VAC25-870-66-B(3). 2. WATER QUALITY WILL BE ADDRESSED BY THE DEDICATION OF 2.77 ACRES LAND INTO A SWM FOREST/OPEN SPACE EASEMENT, BY THE USE OF A STORMTECH ISOLATOR ROW FILTRATION BMP WHICH PROVIDES 3.23 LB/YR OF NUTRIENT TREATMENT, AND BY THE PURCHASE OF NUTRIENT CREDITS. AN AMOUNT FOR 5.59 LB/YR PHOSPHOROUS CREDITS SHALL BE PURCHASED TO MEET THE VRRM REDEVELOPMENT NUTRIENT REMOVAL REQUIREMENTS PER 9VAC25-870-65. 3. PER THE VERY! SPREADSHEET, THE SITE MUST ACHIEVE A TOTAL PHOSPHOROUS REDUCTION OF 8.81 LB/YR. PER ZMA201800012, 25% OF TREATMENT SHALL OCCUR ONSITE. 3.23/8.79 - 36.7% IS ONSITE, SATISFYING THIS ZMA CONDITION. 4. BMP COORDINATES: • STORMTECH BMP: 37.993317',-78.495913` 5. BMP DETAILS: THE STORMTECH BMP IS A DETENTION SYSTEM THAT ALSO PROVIDES RUNOFF FILTRATION AS A MANUFACTURED TREATMENT DEVICE. THE BMP PROVIDES 40% TOTAL PHOSPHOROUS REDUCTION, AT A RATE OF 3.23 LBS/YR. BMP OFFSITE DRAINAGE NOTE: RUNOFF FROM AN OFFSITE BIOFILTER FLOWS INTO THE ONSITE STORMTECH BMP NUTRIENT REDUCTION OF THIS OFFISTE BMP IS ACCOUNTED FOR WITH THIS DESIGN. REFER TO THE SWIM CALCULATION PACKET. OFFSITE BIOFILTER DETAILS: BIOFILTER DESIGNED UNDER WP0201200087. BIOFILTER'S SWIM EASEMENT LEGAL REFERENCE: DB 4425 PG 325-334 STORMTECH BMP MAINTENANCE NOTES: 1. INSPECT SYSTEM VIA INSPECTION PORTS FOR THE ISOLATOR ROW NEAR THE INLET AREAS TWICE PER YEAR, IN THE SUMMER AND IN THE WINTER. CLEAN OUT DEBRIS WITH VAC -TRUCK DURING INSPECTION. 2. INSPECT ALL PORTS, INLET MANHOLES, AND OUTLET ANNUALLY. REMEDY ANY CLOGS OR FAILURES. 3. INSPECT GENERAL SYSTEM DEBRIS ACCUMULATION ONCE EVERY 2 YEARS. IF DEBRIS OR SEDIMENT IS NOTICED, CLEAN OUT ENTIRE SYSTEM WITH A VAC -TRUCK USING ACCESS RISERS. 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 seven days to denuded areas that may not be at final grade, but will remain dormant or undisturbed for longer than 30 days. Permanent stabilization shall be applied at areas that are to be left dormant for more than 1 year. 2. STABILIZATION OF SOIL STOCKPILES: During construction of the project, soil stockpiles shall be stabilized or protected with sediment trapping measures. The applicant is responsible for temporary protection and permanent stabilization of all soil stockpiles on site as well as soil intentionally transported from the project site. 3.PERMANENT VEGETATIVE COVER A permanent vegetative cover shall be established on denuded areas not otherwise permanently stabilized. Permanent vegetation shall not be considered established until a ground cover is achieve that, in the opinion of the county Inspector, is uniform and mature enough to survive to inhibit erosion. 4. TIMING & STABILIZATION OF SILT TRAPPING MEASURES: Sediment basins and traps, perimeter dikes, sediment barriers and other measures intended to trap sediment shall be constructed as a first step in any land disturbing activity and shall be made functional before upslope Land disturbance takes place. 5.STABILIZATION OF EARTHEN STRUCTURES: Stabilization measures shall be applied to earthen structures such as dams, dikes and diversions immediately after Installation. 6.SEDIMENT TRAPS AND BASINS: A sediment basin shall control surface runoff from disturbed areas that is comprised of flow from drainage areas greater than or equal to three acres. The sediment basin shall be designed and constructed to accommodate the anticipated sediment loading for the land disturbing activity. The outfoll device or system device shall take into account the total drainage area flowing through the disturbed area to be served by the basin. 7. CUT AND FILL SLOPES: Cut and fill slopes shall be designed and constructed In a manner that will minimize erosion. Slopes that are found to be eroding excessively within one year of permanent stabilization shall be provided with additional slope stabilizing measures until the problem is corrected. & CONCENTRATED RUN-OFF DOWN CUT OR FILL SLOPES: Concentrated runoff shall not flow down cut or fill slopes unless contained within an adequate temporary or permanent channel, flume, or slope drain structure. 9.WATER SEEPS FROM A SLOPE FACE: Whenever water seeps from a slope face, adequate drainage or other protection shall be provided. 10. STORM SEWER INLET PROTECTION: All storm sewer inlets that are made operable during construction shall be protected so that sediment -laden water cannot enter the conveyance system without first being filtered or otherwise treated to remove sediment. Y 9 11. STABILIZATION OF OUTLETS: Before newly constructed storm water 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: o.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 ENGINEERING2 LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM Ti vJ NM SfMP a c Nc. No 45183 I IDII6�t�,K�' VSMP PLAN FOR GALAXI E FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 2) 2020.10.13 3) 2020.10.16 FILE NO. ESC NARRATIVE 18.025 C9 \ p / i / / /.!� , , 6 -_ P� g T 4P ' / , i i / /'/ r' I I1 _ /RQ P� / ��� Op(' /� ,T 6 ' I / r r ' 1 l / `i0 4J /' / / 1 / �l 11 ` I WD ,a V _-___'14 \ I DEMO I I _ /GONG. N� `�' i ' ' / / / i r ,I,. ��_°v �1�� � // ''' / ` OIL,/ CASING ,/ °� O /. I\ / / / / /—\.y` I - 5'X 14 � � PUMP 1 (CLEANWATER PUMP) OGtfall r II /, -482- -_- _ . �,� - _ ' '°` / ..031 0- /- EX. ROAD i ■ -74 Tg MAIN'(AIN - k T / e _a� / TP O, STF6VS_/ 472 �C " Tn \ `---- - -- 482 15 -474 I XI - �� A I 6 $ _ Y - _ - I /I PHASE 1A SEQUENCE OF CONSTRUCTION - PHASE 1 PHASE 1A 1. INSTALL CONSTRUCTION ENTRANCE OFF RTE 20, 2. INSTALL SEDIMENT TRAPS 1 & 2 AND PERIMETER CONTROLS, 3. PREPARE SITE FOR STREAM PUMP AROUND OPERATION. 4. CONTACT COUNTY INSPECTOR FOR INSPECTIONS. 5. WHEN FIELD CONDITIONS ARE APPROVED, COMPLETE CULVERTS A & B INSTALLATION QUICKLY USING PUMP -AROUND. PHASE 1B 6. AFTER CULVERTS A & B, PERIMETER CONTROLS, AND TRAPS ARE INSTALLED, CONSTRUCT ROAD A WITH MINIMAL GRADING AS SHOWN ON PHASE 1B PLAN. 7. WHEN ROAD A IS COMPLETED AND HAS FIRST COURSE OF ASPHALT POURED, REMOVE EX. ROAD. 8. CONTACT DESIGN ENGINEER AND ALBEMARLE COUNTY INSPECTOR BEFORE REMOVING TRAP 1, 9. MAINTAIN PERIMETER CONTROLS & TRAP 2 DURING TRANSITION INTO PHASE 2. �ROFr / // b r 5'xy4'_�i/ r . ° / \ \ - MANACi'//�vry -- ------ a I�' I..I�' 1 .0 000 .472z� / a— l� � / 474' - ---------} r I /� Ir I - c `'r lit, 6 - 480— — — 4-- ` 'Val 482-- --- `. `. _ _ A I' ='- -- — .ILA MANAGED -- -- - — SLOPES ,a. GRAVEL r ' _ I / SOIL EROSION & SEDIMENT CONTROL SYMBOLS 50 0 50 100 150 SYMBOL P1G. TITLE KEY Scale: 1"=50' 3.02 CONSTRUCTION ENTRANCE CE 3.03 CONSTRUCTION ROAD STABILIZATION CRS — x — x x — x — 3.05 SILT FENCE SF 3.07 INLET PROTECTION P 3.09 TEMPORARY DIVERSIONS DD RWD� [DRAWN TO SCALE] 3.13 TEMPORARY SEDIMENT TRAP ST mam 3.18 OUTLET PROTECTION QP TS 3.31 TEMPORARY SEEDING TS PS 3.32 PERMANENT SEEDING PS ivy 3.35 MULCH MU DC 3.39 DUST CONTROL DC PUMP -AROUND DIVERSION TREE PROTECTION FENCING ' � LIMITS OF DISTURBANCE — - - - — TRAP DRAINAGE AREA r Q 0 SHIMP T / ENGINEERING2. / LAND PLANNING - PROJECT MANAGEMENT -- / 912 E. HIGH ST. 404.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM /,_ 50 0 50 100 150 PHASE 1113 Scale: 1`50' LEGEND SOIL TYPE BOUNDARY RUNOFF FLOW DIRECTION VSMP PLAN FOR GALAXI E FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 2) 2020.10.13 3) 2020.10.16 FILE NO. ESC PHASE 1 C 0 SOIL EROSION & SEDIMENT CONTROL SYMBOLS SYMBOL III- TITLE KEY CWD �p8 (�i"T SE0Eq/ / hZ�' I �h S§t ,� / � / is �l � � /� y'' t \ \ ----- �/ CWD A ` I I I I �\ // � 1 �1 to \ // / iJ ��'�°`•' //, / i i //// / � i �/ !' '/ i `oc5 � `SSG ------- rll j II I♦ 1 � i � / / i •' / � / /-'� I � i l / I / \ \ lO 00 v I a.T` _--_TRAP 2 DRAINAGE1 AREA = 1.25 AC i p 6' /' 10 � � ♦♦ ♦ \ � � I AREAS L-REMAIN 1 i 41 ♦ TS t I I STAHIUZ i / , ' / / ,' 10 , / / (.♦ / I I 4,1 1/ /4f 1 �\ It i `♦ �� �/e i 1 • /'- ' i I / p �// /' � / / /l i i ♦.d6a-,___'- Pl.,: f _� ,_" �,r / / /�/ ;. 1- A V AV ♦ ♦ i' { I I I r' __ r / / / / / / %'' r'' // ! 1 '"-" o i /'/ ,/�� i �I I � 72 /TRAw/2J _ / Dl / M� C1 r SF'J`. 3 SF - eta ` ♦ to / to / al NOTE: DA TO INLET i // R D All I i / � �,' /'/ � � � / � � ROA� ---- // i � �APROTECTION ISO.S b� s,\ \ . AC EACH ¢.$_ - _� \ _ 5� '� �/ / / -_,'•/ _ // : -I �— { /_ - / _�/�r' - - /i/1 I / _ o_ T\I ♦,r. J�I _-"� / // I .�,I � is k� ♦♦ ♦ PC e s/ r i4,/ , / / / / t0 I o--ra- a _ _ - - �SF t x 4'CRITICAL AREA NTAGING/ PARkING AA / / -- I __ _ - . / /- / / ! • , ! r , / ' l I ♦ WASH RACK-/ , r �l _ - az, I l ( l -46 Il Yl I - ♦ .. $ 3\ ` / I� ,_ I I i I I / x �-` F I I I I i' / / � / 1 `.� ♦_ '' '' r'' /b �r / il� / i / � II � ° /, ', y, � i l /l ' ' l / - /' ♦ ' / 4 6' '� fl / t is / ?� \ 5 ti /— , / / i / �� o i l / / / / / / t r 1 i / /' /-� SF t NAGE-D" `� / / � , / .G � / \ �L�PCS_ / - / ✓ I ---- — ,' 14`♦ ryp, / / / / / / , / / , / / t z r �(—�iC— �C-�C—'iC C - °r w / ^_ w ♦ !' G /' / / /' r'' / /' / / / , I ------ 1 �r I 1 Ei _ l/ / / /L ♦ / / �0. - - - - - w ` \ \ ♦ / / $J8 \ \ \\`\\ >' ','' /� 1�' r' i'' ,'' / '/ t''/ i''y / / '' /'/ / i / / r_ /'/ I l i-/ __ _ _,JI l _ / ' ! \�1 1. J \ 1 % ,' �'J�P / / l-`S76'\ `\ "-- / / rh ' r' r / ' ✓y ,/' i'' / r' /' r" r / / ,i // l ` / / I 1�! / / SHIMP i / I I' ♦ \ \ _` i P \-$J - TEp �IIATERIALS (TYI'� / hen / / '/ . -- _C , n O I 4- ♦ \ � r' ' / t I VA _--- 9 / •' / F I I ; - - - T ENGINEERING2. EXCAVATED IIMATERIALS,(TYP-)�° / E4 'J n I - I J' /' -1� ♦ ♦ `\ SF to ,, / / ,,lJ1C—Xi 3C—X—�C—fC—6 LAND PLANNING -PROJECT MANAGEMENT I I ,' - ' I I I ♦ ♦ --- --- r °0 /%r' �i / 1 �� I I / � 1t I � I / ,/ /�,;" _ / 912 E. HIGH ST. 434.227.5140 ' / II / I \\ I I ' //\\ \♦� \ `_ -'' /'' // g '' '/ '' r'� r''-- <7 �/ `\`\ -\ r Imo. I - � � � /'�/� ''^ CHARLGTTESVILLE VA 22902 JUSTIN@SHIMP-ENGINEERING.COM 1 b \ I \ `_- - - - / CY'J/ , _ !---- < % i / ' ' t // \ ♦/ \I Csltb / ,e�`t: �-- -1 _ \ -.--------- ♦� `` � ` / / \ \�\ \`♦ 1 � �J / / ,/� �/ / // �� ' / �n _-- LTR r / , - ��----�82 ____ _---------------�"- — -?-___ \ ` I 1\ 1' &'/� ' i//i /' '' i/ / ' •�. O / ' ' ' ' / 3 777 / / /' /F /i / /// Ip - 486-___♦\ ---- - -- _ '. I ``♦ / / / / / i / / J / l�s/ ` -- - r ♦� _, - --- - '' -------Aa--- �. \ I, _ p , ' \ mil, I hw / / F // -- P - - - - - --- - ---4as - - ---__ - -- -- ilimI -4as_ / \ � `♦ ♦� � �5°°/ � � _ `♦--;-__ I ��'_�� //Lic.Na 45183M I _ r i II II �I ♦\ 1v 1 li ( �,I/ / / / _ /' / - " v \ - a - - - - - --490- - - - �� F:= - _.... _ _ li li - - 1 �♦ m�/: ' /�; / ,w' v/ /i' _- P / - - -- -- - --- - I i 1 i a —-49(N_—.� --49� � _-" ____ __-4 --____ ` _ � _ � _tom — -' -\=s ._�._ �1 - j• ' �� -492----_ _ - �__ _---- 94______ _ -. - --- _ - /SJONAL Tv i 00 50 100 150 /,//Sca e: 1"=50' 1 / I 3.02 CONSTRUCTION ENTRANCE CE 3.03 CONSTRUCTION ROAD STABILIZATION CRS 3.05 SILT FENCE SF 3.07 INLET PROTECTION P 3.09 TEMPORARY DIVERSIONS DV DD 3.13 TEMPORARY SEDIMENT TRAP ST 3.18 OUTLET PROTECTION OP 3.31 TEMPORARY SEEDING TS 3.32 PERMANENT SEEDING PS 3.35 MULCH MU 3.39 DUST CONTROL DC SAFETY FENCE TREE PROTECTION FENCING LIMITS OF DISTURBANCE TRAP DRAINAGE AREA SEQUENCE OF CONSTRUCTION - PHASE 2 1, ROAD A WILL HAVE BEEN INSTALLED AT THIS TIME. MOVE CONSTRUCTION ENTRANCE AS SHOWN. 2. MAINTAIN TRAP 2 & INSTALL NEW PERIMETER CONTROLS SHOWN HERE. 3. INSTALL STORM SEWER SYSTEM E AS SHOWN ON THIS SHEET. USE CONSTRUCTION ROAD STABILIZATION AS NEEDED TO MINIMIZE EROSION AS SEWER IS INSTALLED. DO NOT INSTALL STORM SYSTEM E CURB INLETS IN THIS PHASE — LEAVE AS RISERS ONLY. CAP OPENINGS. 4. CONTACT DESIGN ENGINEER AND COUNTY INSPECTOR BEFORE PROCEEDING TO NEXT PHASE. EXCAVATED MATERIALS 2 5 TRENCH 1 EXCAVATED TRENCH DETAIL C 11 J Not To Scale SILT FENCE VSMP PLAN FOR GALAXI E FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 2) 2020.10.13 3) 2020.10.16 FILE NO. ESC PHASE 2 C� SOIL EROSION & SEDIMENT CONTROL SYMBOLS SYMBOL III- TITLE KEY I x—x —x —x— [DRAWN TO SCALE] magm TS PS DC ---4-z --_ SEQUENCE OF CONSTRUCTION - PHASE 3 1, ROAD A WILL HAVE BEEN INSTALLED AT THIS TIME. 2. STORM SEWER SYSTEM E WILL HAVE BEEN INSTALLED AT THIS TIME. 3. INSTALL ADDITIONAL CONSTRUCTION ENTRANCES, SEDIMENT BASIN, & PERIMETER CONTROLS AS SHOWN ON THIS SHEET. REFERENCE SHEET C16 FOR BASIN DETAILS. 4. CONTACT ALBEMARLE COUNTY INSPECTOR FOR INSPECTIONS. 5. WHEN MEASURES ARE APPROVED, BEGIN MASS GRADING AND WATER/SEWER INSTALLATION. 6, CONSTRUCT ROADS B, C, & D. AS ROADS ARE BROUGHT TO GRADE; INSTALL CURB INLETS WITH INLET PROTECTION. 7. CONTACT DESIGN ENGINEER BEFORE PROCEEDING TO NEXT PHASE. 8. MAINTAIN PERIMETER CONTROLS & STABILIZATION AS NEEDED. CONSTRUCTION ENTRANCE CE CONSTRUCTION ROAD STABILIZATION CRS SILT FENCE SF INLET PROTECTION P TEMPORARY DIVERSIONS DV DD FD TEMPORARY SEDIMENT TRAP rTi OUTLET PROTECTION 3.31 TEMPORARY SEEDING 3.32 PERMANENT SEEDING 3.35 MULCH 3.39 DUST CONTROL SAFETY FENCE TREE PROTECTION FENCING I r 1 ` - i 1 ' 1 , � I � I I I 1 I ' ��Ew�Eq/ � ��aP / w° 1"=50 SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM VSMP PLAN FOR GALAXI E FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 2) 2020.10.13 3) 2020.10.16 FILE NO. ESC PHASE 3 IE:lIylol C12_ SEQUENCE OF CONSTRUCTION - PHASE 3 1, ROAD A WILL HAVE BEEN INSTALLED AT THIS TIME. 2. STORM SEWER SYSTEM E WILL HAVE BEEN INSTALLED AT THIS TIME. 3. INSTALL ADDITIONAL CONSTRUCTION ENTRANCES, SEDIMENT BASIN, & PERIMETER CONTROLS AS SHOWN ON THIS SHEET. REFERENCE SHEET C16 FOR BASIN DETAILS. 4. CONTACT ALBEMARLE COUNTY INSPECTOR FOR INSPECTIONS. 5. WHEN MEASURES ARE APPROVED, BEGIN MASS GRADING AND WATER/SEWER INSTALLATION. 6, CONSTRUCT ROADS B, C, & D. AS ROADS ARE BROUGHT TO GRADE; INSTALL CURB INLETS WITH INLET PROTECTION. 7. CONTACT DESIGN ENGINEER BEFORE PROCEEDING TO NEXT PHASE. 8. MAINTAIN PERIMETER CONTROLS & STABILIZATION AS NEEDED. CONSTRUCTION ENTRANCE CE CONSTRUCTION ROAD STABILIZATION CRS SILT FENCE SF INLET PROTECTION P TEMPORARY DIVERSIONS DV DD FD TEMPORARY SEDIMENT TRAP rTi OUTLET PROTECTION 3.31 TEMPORARY SEEDING 3.32 PERMANENT SEEDING 3.35 MULCH 3.39 DUST CONTROL SAFETY FENCE TREE PROTECTION FENCING I r 1 ` - i 1 ' 1 , � I � I I I 1 I ' ��Ew�Eq/ � ��aP / w° 1"=50 SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM VSMP PLAN FOR GALAXI E FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 2) 2020.10.13 3) 2020.10.16 FILE NO. ESC PHASE 3 IE:lIylol C12_ SOIL EROSION & SEDIMENT CONTROL SYMBOLS SYMBOL ill- TITLE KEY x—x —x —x— [DRAWN TO SCALE] magm TJ PAS U DC / SEQUENCE OF CONSTRUCTION - PHASE 4 1, ROAD A, B, C, & D WILL HAVE BEEN INSTALLED AT THIS TIME. 2. UTILITIES WILL HAVE BEEN INSTALLED AT THIS TIME. 3. WHEN ALL UPSTREAM AREAS ARE STABILIZED, CONTACT ALBEMARLE COUNTY INSPECTOR FOR INSPECTIONS. 4. WHEN GENERAL SITE STABILIZATION IS APPROVED, DEWATER SEDIMENT BASIN AND BACKFILL TO COMPLETE MASS GRADING NEAR ROAD E. PROTECT AREA WITH SILT FENCE. 5. CONSTRUCT ROAD E, FIRE ACCESS ROAD, & BMP 1. 6. PROTECT DISTURBED AREAS WITH SILT FENCE. 7. MAINTAIN PERIMETER CONTROLS & STABILIZATION UNTIL ENTIRE SITE IS STABILIZED. 8. WHEN SITE IS STABILIZED, BEGIN MITIGATION PLANTINGS SHOWN ON SHEET C17. CONSTRUCTION ENTRANCE CE CONSTRUCTION ROAD STABILIZATION CRS SILT FENCE SF INLET PROTECTION P TEMPORARY DIVERSIONS DV DD TEMPORARY SEDIMENT TRAP n OUTLET PROTECTION 3.31 TEMPORARY SEEDING 3.32 PERMANENT SEEDING 3.35 MULCH 3.39 DUST CONTROL SAFETY FENCE TREE PROTECTION FENCING WA W i mW&W ZT1'717/� �1 O0.I �� I1Ylaa��1 �O\ fit/ 00 CAI � � V \\\\ »Ids IIII� I �IIIIIIIIIIIIIIIII VAN W0\\` i �wi H -_---496-- +------ ti 1 r I ! / i CWD < r / / / tZSE0ED// 7 FL4PE,� i c TP i ,' ' R� l I i /' / �s If —w 90 1-0 I ; /88 r _� 1 / — - 84 Je Al 70 1 ! / -� i'r i —M r'—9/f.-''✓'iW r/—W -'r �— — — — `� RDAQ \ o // / / / / l '/' / / 66 r- ,tea - / � I / r\ aaCE -Wa TP o� ISF / a711 SHIMP �... 4l4 '• ENGINEERING2. E3 '\ IN s t/[ 9! ���l/ 77 LAND PLANNING - PROJECT MANAGEMENT / w _ 1 / I �:1 •Tw w— _ w wT-w wow _w 1 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM I —.. v M MP a - - - . - -_ -.__- ----- 486_ IC v ����_ ._ .\ � 1 "�"` \->1 , ', I ' ; / ' \, � '+►/ -/ � /'/%' L' .Na 45183 -�-- -- "''Ail / ? a� o �O Idllb�tV �R IONAL 0 50 100 150 - - ii ' /6ca e: 1"=50' VSMP PLAN FOR I / I GALAXI E FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 2) 2020.10.13 3) 2020.10.16 FILE NO. ESC PHASE 4 it6*10241 C13- CONSTRUCTION OF A SILT FENCE (WITH WIRE SUPPORT) 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO THE POSTS. TRENCH UPSLOPE ALONG THE LINE OF POSTS. FLOW 3. ATTACH THE FILTER FABRIC TO THE WIRE FENCE AND EXTEND IT INTO THE TRENCH. 000 FLOO IN 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. 1 ) SILT FENCE (SF) W. WIRE SUPPORT C 14 Not To Scale Sediment Trap Design Data Weir DA Wet Wet Vol. Bottom Dry Dry Vol. p SA No. A B C H (ft.) Z (ft.) Length (Acs-) Re(ft)y S(ft.sq.eqftY(sq. ft-) (q) (P (R) (P 1 471.0 474.0 476.0 3.0 1.0 4.8 0.80 53.6 3.0 53.9 341 53.6 2.0 65.0 1125 2 469.0 472.0 474.0 3.0 2.0 7.5 1.25 83.8 3.0 85.0 585 83.8 2.0 91.9 1537 ORIGINAL GROUND ELEV. n -- 'SEE PLATE 3.13-1 GRAVEL CURD INLET SEDIMENT FILTER GRAVEL FILTER <12" RUNOFF WATER WIRE MESH FILTERED WATER v d � 4 /INS L1L ➢ O d - J d h d SEDIMENT CONCRETE GUTTER 2' CURB INLET SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. * GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE s INLET PROTECTION IP C 14 Not To Scale EC-3 OR SILT FENCE MATTING KEY IN 6" 10% SETTLEMENT 0.3' FREE BQARD, 7Z DEPTH W. za SOPES LELL 11111 Top Surface Area 7.0' DRYSTORAGE D2 H TYPICAL CLEANWATER DIVERSION N 67 CU. YOIACRE WET STORAGE \ 67 CU. YOIACRE \\ D1 ;^ FILTER CLOTH ORIGINAL (EXCAVATED) GROUND Bottom Surface. Area ELEV. COARSE AGGREGATE** CLASS I RIPRAP CROSS SECTION OF OUTLET CLASS I RIPRAP LENGTH (IN FEET) = 6 X DRAINAGE AREA (IN AC.) DIVERSION DIKE COARSE AGGREGATE / EXCAVATED r ! Ro�j//�\ AREA **COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 OUTLET (PERSPECTIVE VIEW) 2 TEMPORARY SEDIMENT TRAP IST C 14 Not To Scale VEESHAPED DIVERSION BETWEEN F1 & E6Z TEMPORARY DIVERSION (DV) AND a�)CLEAN WATER DIVERSION (CWD� C 15 ) Not To Scale 1992 3.35 Source: Va. DSWC TABLE 3.35-A ORGANIC MULCH MATF.RiAII C 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 1500 lbs. winter cover or during hot, dry periods.' Apply as S1DTIy. Corn Stalks 4 - 6 tons 185 - 2751bs. Gilt or shredded in 4-6" lengths. Air-dried. Do not use in fine turf areas. Apply with mulch blower or by hand. Wood Chips 4 - 6 tons 185 - 275 lbs. Free of coarse matter. Air- dried. Treat with 12 lbs nitrogen per ton. Do not use in fine turf areas. Apply with mulch blower, chip handler, or by hand. Bark Chips 50 - 70 cu. 1-2 cu. yds. Free of coarse matter. Air - or yds. dried. Do not use in fine Shredded turf areas, Apply with Bark mulch blower, chip handler, or by hand. ` When fiber mulch is the only available mulch during periods when straw should be used, apply at a minimum rate of 2000 lhs./ac. or 45 lbs./1000 sq. ft. 5 MULCHING MU C 14 Not To Scale TABLE 3.39-A ADHESIVES USED FOR DUST CONTROL Water Application Dilution Type of Rate Adhesive (Adhesive: Water) Nozzle Gallons/Acre Anionic Asphalt Emulsion 7:1 Coarse Spray 1,200 Latex Emulsion 12.5:1 Fine Spray 235 Resin in Water 4:1 Fine Spray 300 Acrylic Emulsion (Non -Traffic) Acrylic Emulsion (Traffic) 7:1 Coarse Spray 3.5:1 Coarse Spray 6 DUST CONTROL DC C 14 Not To Scale 450 350 TABLE 3.31-C TEMPORARY SEEDING PLANT MATERIALS, SEEDING RATES, AND DATES N Se m w SEEDING RATE NORTH• SO[TTHb PLANT 3/1 5/1 a/15 2/15 5/1 9/1 SPECIES CHARACTERISTICS Acre 1000 ft to to to to b to OfdO 8/IS II/1 4/30 9/1 I1/IS OATS 3 bu. (up to too Abe.. 216e. % - Ux eptivg vvridies (e.g., Noble). (gveov snivel not lase then SO IbeJ RYEa 2 bu. (up to 1IO fin., 2.5 Abe. X - X X - X Um for We ill eeediogs. winter (Secele cerol not less then SO Abe.) cover. Toleno-s coltl eed low moisture. GERMAN ME.I.61' S0 If.. approx. I lb. - X - - X - Wum-seasoe annual. Dies et rant (Seterie italics) frost MaY be added to ses®er mix®. ANNUAL RYEGRASSe fi016s. 1'h Ibs. X - % X - X May be added in mixes. Will (I�Jlam mWo-Flomml mow out of most steeds. WEEPING IS lbs. 5'A X - - X - Wum-aeasw perennial. May LOVEGRASS bunch. Tolmvrea hot, dry slopes (Emeroatis u u a and acid, iofenile soils. May be added to muse. KOREAN 25 Ibs. pp... 1'h X X - X X - Wvm ussx annual legume. LESPEDEZA` IM. Tolerates acid soils. May be (1-as +ed sbouleceat added ro mixe. • 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 these dates. - May III be planted between these dates. 7 )TEMPORARY SEEDING (TS C 14 Not To Scale I • III I '�� III I �� �� � , acted Soil I 18" min. <-Flow 4.7 min. nDIVERSION DIKE (DD) C 14 / Not To Scale STONE 70' MIN. CONSTRUCTION ACCESS 3" SM-2A ASPHALT TOP J/�"' COURSE EXISTING 2% / ?� PAVEMENT \-r'" M N. 2 - A AGGR_GAI"L BASE PROFILE 70' MIN. STCNE CONSTRUCTION ASPHALT PAVED ACCESS A WASHRACK I EXISTING I 2% 2% PAVEMENT-J No j 2% 12' MIN.* *MUST EXTEND FULL WIDTH I----�A� I PDSSEDI DRAINAGE TO SEDIMENT OF INGRESS AND EGRESS / TRAPPING DEVICE OPERATION PLAN 12' MIN. POSITIVE DRAINAGE 2% TO SEDIMENT TRAPPING DEVICE_ FILTER SECTION A -A A mininum1 water tap Of 1 inch niust be installed Atith a mininium 1 itch ballcock shutoff valve suppl}iug a wash hose with a diameter of 1.5 inches for adequate constant pressure. Wash water nnlst be carried away fiom the entrance to an approved settling area to remove sediment. All sediment shall be prevented from entelling Storm drains, ditches or watercourses. PAVED WASH RACK NO SCALE s�PAVED CONSTRUCTION ENTRANCE (CE) C 14 Not To Scale PERMANENT SEEDING SPECIFICATIONS February 16 through April 30: Kentucky 31 Fescue - 128 lbs./acre; Red Top Grass - 2 lbs/acre; Annual Rye - 20 lbs/acre. May 1 through August 15: Kentucky 31 Fescue - 128 lbs/acre; Red Top Grass - 2 lbs/acre; Foxtail Millet - 20 lbs/acre. August 16 through October 31: Kentucky 31 Fescue - 128 lbs/acre; Red Top Grass - 2 lbs/acre; Annual Rye - 20 lbs/acre. November 1 through February 15: Kentucky 31 Fescue - 128 lbs/acre; Red Top Grass - 2 lbs/acre; Winter Rye - 20 lbs/acre. MULCHING SPECIFICATIONS: Straw or hay at a rate of 2 tons/acre. Must be anchored. Spread with mulch blower or by hand. LIME AND FERTILIZER SPECIFICATIONS: Lime and fertilizer needs should be determined by soil tests. Soil tests may be preformed by the Cooperative Extension Service Soil Testing Laboratory at VPI&SU, or by a reputable commercial laboratory. Information concerning the State Soil Testing Laboratory is available from CITY Extension Agents. Under unusual conditions where it is not possible to obtain a soil test, the following soil amendments will be applied: For Permanent Seeding: Seeded areas shall be limed at a rate of 2 tons per acre, and fertilized at a rate of 1,000 Ids. 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 Grass (Sorghastrum nutans). 10 )PERMANENT SEEDING (PS C 14 Not To Scale SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM �SF�IMP a 45183 �I II`ttu�� ENt' VSMP PLAN FOR GALAXI E FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: ^/ 2oL�%o.o/%.OL REVISION: 1) 2020.09.21 2) 2020.10.13 3) 2020.10.16 FILE N0. ESC DETAILS ;PIFATiliil C14 GRA VEL AND WIRE MESH DROP INLET SEDIMENT FIL TER RUNOFF WATER WITH SEDIMENT SEDIMENI GRAVEL *(12"MIN. DEPTH) FILTERED WATER * GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE. WIRE MESH TEMPORAR Y FILL DIVERSION EARTHEN RIDGE FILL SLOPE 12" DEPTH. ADD EC-3 MATTING FOR PERMANENT o^ CONVERSION. -1:)DROP INLET PROTECTION (DIP) r2-�FILL DIVERSION (FD C15 Not To Scale C15 Not To Scale PIPE OUTLET CONDITIONS A A ANtA MIT NU UthINEU CHANNEL �L° _ II -11 d 7- SECTION A -A FILTER CLOTH KEY IN 6"-9'; RECOMMENDED FOR ENTIRE PERIMETER NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR CONCRETE. 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 INCHES. Q10 (Cfs) La (ft) Do (ft) Wo (ft) d5o (in) depth (in) Outlet Condition Al / B1 361 33.5 5.00 15.00 12.0 18.0 Channel E1 97 27.0 3.00 9.00 9.0 14.0 Channel D1 6 8.0 1.25 3.75 6.0 9.0 Channel BASIN OUTLET 36 21.0 2.00 6.00 8.0 12.0 Channel 103 LF CLASS I \ J RIP -RAP OVER 0o NONWO ... R FABRIC_------------------- ri - -- -- 103 3 _------ - -7-- ..� h%-1.ifT - cn __ ------ _----- - - - - - ----------- ---- -1 t �_--------- ------ -� - - - El -- El OUTLET 1 � 33 LF/CLASS/II / RIP -./RAP Oy R NONWP EN` / /FILTER FABRIC PV-6AST CO�C. HEAE)WALL f /' +/ 481 IFS\ / - I RIPRAP ---- x 6100' ` D 41 7' Cl -32.2'- i r 62 Bill 66 � e Al. B1. & D1 OUTLETS 3 ) OUTLET PROTECTION TABLE C15 Not To Scale BASIN OUTLET OP) & DETAILS ado (MIN.) 'IPE OUTLET TO WELL )EFINED CHANNEL I - 21.0 6.0 SEQUENCE OF CONSTRUCTION 1. PREPARE DIVERSION 1 WITH PUMP HOSE PER MANUFACTURER SPECS. HOSE SHALL BE SECURED USING SANDBAGS OR EQUIVALENT. DIVERSION 1 HOSE SHALL OUTLET INTO EX. RIP -RAP OUTLET PROTECTION. ENSURE CONDUIT IS PLACED IN RIP -RAP SUCH THAT NO EROSION OCCURS. 2. TEST PUMP & TUBING TO ENSURE FUNCTIONALITY. 3. PLACE FILTER FABRIC IN STREAM BED AND PLACE SANDBAG COFFER DAM ON FILTER FABRIC UP TO THE LEVEL OF THE TOP OF STREAM BANKS. 4. MONITOR PUMP 1 DURING CONSTRUCTION TO ENSURE STREAM DIVERSION IS SUCCESSFUL. 5. WHEN DIVERSION 1 HAS BEEN COMPLETED, INSTALL DIVERSION 2 SANDBAGS IN SAME FASHION. CONTRACTOR MAY USE OPTIONAL PUMP 2 AND DIVERSION HOSE TO PUMP SEDIMENT LADEN WATER FROM DIVERSION 2 INTO SILT SACK IF WATER BUILDS UP IN CULVERT INSTALLATION WORK AREA. 6. AFTER CULVERT HAS BEEN INSTALLED, REMOVE DIVERSIONS. INTAKE HOSE Ditch Sections Channel Bottom Top 10-Yr 10-Yr Channel Channel Channel Lining Depth (ft) Width (ft) Width (ft) Flow Flow Slope Side (cfs) Depth (ft) Slope Class I E1 Outlet Rip -rap over 2.00 7 15 96.80 1.80 1.08% 2:1 NVV fabric Key In �- Top Width - Matting 6" f Matting. = Cover with 111- Class IRip-rap -, I H I , �,BottomI Width PILE SAND PUMP & 1-11 I I1- _ - = I1-�I I1 BAGS IN BED I-III=II I-III=111=111== TO ELEVATION DISCHARGE CIF 11111H11=III-II HOSE ---- OF BANK. _ 5 E1 OUTFALL CHANNEL DETAIL C15 Not To Scale -1 I I1 l i I I1 I I1 I I -III_ I- IIIIIIII IIII IIII IIIII IIIIIIIIIII SILT FENCE FILTER FABRIC DRIP LINE UNDER SAND BAGS SECTION VIEW The Virginia Stream Restoration & Stabilization Best Management Practices Guide DETAIL 5.1: PUMP -AROUND PRACTICE Dewatering Device IVA E&S Standard and Spec. 3.26 Diversion Pump or dirt/sediment bag) Optional 6'x6'Bilt Sack Discharge Hoses P Intake Dewatering Pump Hose P (as needed) Flew Flow Work Area I +� ' -Sandbag/Stone Barrier Work Area Sump -hole Discharge Pump Length Not To Exreed Or Pool Into Veiocity That Which Can Be 12" Min Depth Dissipater Completed In One Day 2' Min Diameter Rip -Rap Outlet Protection shall PLAN function as velocity dissipater Shwing -� ' Base Flow 1 Foot Work Area (2 Foot Minimum) Cross Section Of Sandbag/Stone Diversion SECTION A -A Adapted From Maryland's Waterway Construction Gudielines TEMPSTORARY INSTREAM CONRUCTION MEASURES DECEMfIER 2003 vINCINIA DEPARTYENI Or CON3t;RVATION RRCREATION PLAN VIEW 4 )PUMP -AROUND DIVERSION DETAIL C15 Not To Scale SNOW FENCE BOARD FENCE CORD FENCE CORRECT METHODS OF TREE FENCING " "m CORRECT TRUNK ARMORING TRIANGULAR BOARD FENCE 11nm u1 C( 6 TREE PROTECTION FENCING C15 Not To Scale TYPICAL GRAVEL STRUCTURE 7 )RIGHT-OF-WAY DIVERSION (RWD C15 Not To Scale SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 4X227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM VSMP PLAN FOR GALAXI E FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 2) 2020.10.13 3) 2020.10.16 FILE NO. ESC DETAILS 18.025 C15 EM A L L TACKWELD ALL AROUND #6 X 12" SPACER BAR (TYPICAL) PLAN VIEW 54" PRESSURE RELIEF HOLES 1 /2" DIA. 11A J 8" MIN, SUPPORT BAR SI; (#6 REBAR MIN /7 2 AC -BASIN _DRAINAGE'ARFA� NAGE-B' SLOPES / J If \ \ 1473 47g TOP ORY� I E1 p 4715 ct TOP 'l 470 80ENO \ _ 60 / \ \goo / P \ 21.0 6.0 0 D 48 E�CMP STANDPIPE 4L ti 1p n / l 76.0 / If NCO _ n 475O)7pM QB I - I 77 EgNOVvwr l \ �473 TpP fC - - - 0\� J E4 I 475 O478\ \ _ ep 1 p \ li 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. vJ - SECTION A -A ISOMETRIC ANTI- VOR TEX TRASH RA C 3 � TRASH RACK DETAIL C16 Not To Scale SEDIMENT BASIN PLAN 1`20' RECOMMENDED DEWATERING SYSTEM FOR SEDIMENT BASINS PROVIDE ADEQUATE STRAPPING POLYETHYLENE CAP I TACK WELD PERFORATED POLYETHYLENE DRAINAGE TUBING, DIAMETER VARIES (SEE CALCULATIONS IN APPENDIX 3.14-A) DEPTH VARIES AS REQUIRED FOR" DRY STORAGE WET FERNCO-STYLE " COUPLING 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 41 DEWATERING TUBE DETAIL C16 Not To Scale 0 .0 495 490 485 480 475 470 465 460 x w o- o � Q p Z^�L w o V7 Q +dpSnW EX. _GRADE- R DRY. 475.0 - ® 8000 SF- .. _ © - .n T -- - TO WET: 473.0 - �S� - -CL NOUT: 471:5 8OTT0 470.0. L 61.0 LF 24" OMP @ 1,67 o F__ �o x I 11+50 11+00 10+50 TOP: 478.0 DESIGN HIGH WATER (25-YR. STORM ELEV.) MIN. 2.0' WSE: 476.0 MIN. 3.0' MIN. 0.5 1 MIN. 1.0' 67 C.Y./ AC. T 48" RISER RIM- c .G "DRY" STORAGE T C: WET TOP C �( 67 C.Y./ AC. "WE " STORAGE © 6" DEWATERING DEVICE. INV. 473.0 CMP RISER W. CONC. BASE /BOLT ISER TO BASE 5 RISER BASE DETAIL C16 Not To Scale 10+00 Riser CA Wet Wet Vol. Dry Dry Vol. 25 y r A B C Rim (Acs.) Vol. Cy Vol. Cy WSE Elev. (Req.) (Prov.) (Req.) (Prov.) 470.0 471.5 473.0 475.0 7.20 482A 4.0 482.4 486.0 476.0 2 SEDIMENT BASIN DESIGN TABLE C16 Not To Scale INFLOW EXAMPLE PLAN VIEWS OF BAFFLE LOCATIONS IN SEDIMENT BASINS NORMALPOOL qNOLE RISER 6 � BAFFLE DETAIL L = TOTAL DISTANCE FROM THE POINT OF INFLOW AROUND THE BAFFLE TO THE RISER. BAFFLE MIN. - 6"ABOVE RISER RIM RISER RIM ELEVATION: 475.0 M OF BASIN: 470.0 MIN. SIZE 4" SQUARE OR 5" ROUND. SET AT LEAST 3' INTO THE GROUND. 495 490 485 480 475 470 465 460 SHIMP ENGINEERIN 32 LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM VSMP PLAN FOR GALAXI E FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 2) 2020.10.13 3) 2020.10.16 FILE NO. SEDIMENT BASIN DETAILS Mai C16 Not To Scale C� 47+ / v — \ —\ \ —_-_\ — - — — 468-�\^ _� / ��� — — — — — — — o. a 4 a , / ` J — — — — — — — cb 1 �, �4 / 0 \ Ix\\ �G \ \-466 - `�' S �S — i //!pis — _ g �71 000 \ / E1 \ \ \ \ \ �/ o _J y / x \\ XQ 1% Alt \ \ \ ' !/All co / I+ + + —I}— —I}— —I}— I+—I-\� � �� � ++G+� / B2 \ \ \ \ _ _ \ 4�i w eRAN toim me 1 �Ill�llllli�ill / + + + I- —468- — \� \� BF I / v �ill1 a • OS \\ \ / ♦ / / ---- OHU '\ L' �, , � � �� — — —: — �l� /' �_ — �— �G `� � �s v ` _A U HU '� OHU I OHU �I y SHIMP H�� +ENGINEERING \. / LAND PLANNING -PROJECT MANAGEMENT / _ — OHU � OHU �I 72 /I — \ /j j / / — I — � ^ OHU _ /� I \ \ 6R OHU OHI� 912 E. HIGH ST. 434.227.5140 OHU J L \ \— 1 \ ` `\ — CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM OHU OHU +/ OHU OHU OHU — — — l _ I I— I— +,¢\\L62 OHU OHU \\ OHU 0 470— --I — + s i 47 + + / o tipLTH oo� > V A 70 �— --.--- —__----- ---------- ------ / --- --- 1 — — -- \\— — ----- _ — 414— — — —474- —— _ � jN �W-- _ � �731----- —�� �— —��-- L� ❑ ❑ — ❑ I ®I W T / \ O 1 i _--------- -- 1 / -- --- -480- 480— \ —\ �\ /// --_--474----------------- — — — —---482— — — — — — — — — — -- — — — — — — — — -- \ \ --— — — — — 484 — — — — — — — --- O SEEDLING (�• s.o� s.o��Q SEEDLING 6.0' 0 )PLANTING PATTERN; 6' O. CPATTERN: 6' O.C. C17 Scale: V-6' MITIGATION PLANTING LIST Planting Type Botanical Nome Common Name Quantity Large Shade Tree Quercus bicolor SwampWhite Oak 200 Large Shade Tree Quercus phellos Willow Oak 200 Large Shade Tree Acer rubra Red Maple 200 Large Shade Tree Betufa nigra Riverbirch 200 Medium Shade Tree Amelanchier laevis Smooth' Serviceberry 200 Medium Shade Tree Carpinus caroliniano American Hornbeam 200 Medium Shade Tree Chionanthus virginicus Fringetree 200 Medium Shade Tree Prunus angustifolia Chickasaw Plum 200 Small Shade Tree Viburnum cassinoides Withe Rod 200 BULK PURCHASE TOTAL 1800 BUFFER AREA DISTURBED: 45,800 SF = 1.05 ACRES DISTURBED WITHIN 100' BUFFER MITIGATION PLANTING CALCULATIONS: 91.05 AC AREA DISTURBED WITHIN STREAM BUFFER' •2.10 AC REQUIRED 2:1 RATIO REPLANTING AREA (2xl.05=2.10 AC) 91.44 AC AVAILABLE BUFFER REPLANTING AREA (NOTE: AREA NOT SHOWN WITH A HATCH IS TOO DENSELY WOODED FOR REPLANTING AND IS OMITTED) MITIGATION SOLUTION REQUIREMENTS: SEEDLING PLANTING FROM DCR RIPARIAN BUFFERS GUIDANCE MANUAL P.95 OPTION C, TABLE B: PLANT 1210 BARE ROOT SEEDLINGS/ACRE OF AVAILABLE REPLANTING AREA AT 6'x6' ON CENTER. PLANT 1750 SEEDLINGS IN 1.44 AC REPLANTING AREA. MITIGATION STRATEGY: PLANT 1210xI.44— 1750 BARE ROOT SEEDLINGS IN THE MITIGATION REPLANTING AREA. SEEDLINGS CAN BE PURCHASED IN BULK FROM THE VA. DEPT. OF FORESTRY. (ESTIMATED $140/200 SEEDLINGS) SEEDLING PLANTING INSTRUCTIONS: PLANT 1750 BARE ROOT SEEDLINGS AT 6'X'6 ON CENTER. MITIGATION SPECIES LOCATED IN LIST ON THE LEFT OF THESE NOTES. SPECIES WERE SELECTED FROM ALBEMARLE COUNTY APPROVED PLANTING LIST. CONTRACTOR CAN SUBSTITUTE SPECIES ONLY AFTER CONSULTING AN ARBORIST. CONTRACTOR SHALL BEGIN PLANTING AFTER EARTHWORK IS FINISHED AND SHALL COMPLETE PLANTINGS WITHIN 6 MONTHS OF THE FIRST HOUSE CONSTRUCTION. SEEDLINGS SHALL BE PLANTED ACCORDING TO BEST PRACTICES AS SPECIFIED BY THE USDA. MAINTENANCE INSTRUCTIONS: DEVELOPER SHALL ENTER INTO A 5—YEAR MAINTENANCE AND PERFORMANCE GARUNTEE, WHICH SHALL STIPULATE A MINIMUM SURVIVAL OF 600 PLANTS PER ACRE AFTER TWO (2) GROWING SEASONS. REQUIRED SURVIVAL FOR THIS PROJECT: 600xl.44-864 PLANTS. LEGEND 100' BUFFER DISTURBANCE MITIGATION REPLANTING (INSIDE BUFFER) + + + ++++ TREE PROTECTION FENCING STREAM BUFFER PROPERTY/LOT LINE VSMP PLAN FOR GALAXI E FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 2) 2020.10.13 3) 2020.10.16 FILE NO. MITIGATION PLAN L[*%TOTil C� IS-1 ES-2 M-1 CD-1 PAY LINE85 BASS W C CC TYP. 89 BIAS I PAY llE I CTN OF RIPE C E _ ...:.... 8 C C-C TYP. TOP OF OR PAY CURS FOR T PCK) dAETEJN O dNI •..•. WT �PAVEI OrtCH WE ELBOW mWI 15 CONNECTOR PUX. 2%N1 ' �I.. •.I�•..I�. i. .I • .•I .•�i=1.•. �' I : GW/DE • • BEcnoN - /� SURE TO E11NATDN SIDE GE OF PAVEMENT Iu-PONT E TIW¢AOED Luc I A '.. I I I I I A B T T a COMBINATION UNDERDRAIN CD-1 AT LOWER END OF CUTS LAROESi PPE. - Rao I. CENTER LINE SECTION TRAVEL LAEs �' TT I /�-_ SHAPE TO I I 1 1 W. RNEJER �: + l IwITx TYPE (SELECT MATERIAL) -st- -- s\-\ 5 / OF PIPE I• I IT EDGE OF PAVFLIRT` to PAY LIWTS FOR I ALTERNATE CONNECTION --_-•'. I I I TRENCH PLACEMENT \ W}LET PIPE TO TTS .IN LM BEGIN MTn I I I TYPICAL CROSS-SECTION a o f INEMON* •'� • %� ELBOW TOE PLATE° TTT ,.... • o c e c c e `- &, OF TTTTTTZ I " i I SORT BELTIdI MOXCED - - - �+'t� (iYRCK) FELECT MATEMK TYPE IOR[ C %. I EDGE GEMS ' •.. ' '....•'. Set c. a957 AGGREGATE 88 ID6REGATE OR CRUSm 6 , PRE BEET TTBCGEM A B n E W •... y4M IEERD 8a SMDArDN REQuIE3QRS. PLAN VIEW DIAMETER SIFEL KLIAXIIY STRICTURE SIZE AND I 1�.,'II RELTIE%TE DRAINAGE FABRIC r rm. MAXANAL r TOU f • Ta.. r rE. PLAN WALL THICKNESS VARIES PLAN 1�1 (PLACEMENT OF CO-1 COMBINATION UNDERDRAN) 9 9T TO IM'/DtT IPRVOX. IS" .06.' 7• M• ^ 4" M" .^ .oeo^ ^ sr " r OR SECTION A -A " W 4 2r " .Deo" w^ N• 12" 21 - 24" .06.- .Oea w" 41" 4 • 4• �-- PAYEIENi CIRFACE N BASE 2)"/30" " .075" 12'• 51- 24^ RIPETRANSITION AME BESTw METHOD OF TREATMENT IN DROP INLETS FLAN M" .064" - 75" W 60• 12- M" '�`'""-�• ' • •' '' o F Su BA•E IN CEMENT STABILIZED SUBBASE DIRE 5�5 OP 43" 4" S" w" er B4" M" o o a o a 9BFCT W]EMIL TYREIOR CBIAME PIPES ARE ExC011NJEREp. a8" .06." Al 18" 78" 21 o e o a o �e CLASS N CONCRETE CLASS N CONCRETE •:i l TOR LIE STABILIZED) •°•..• eoeo oe ems_ •• e7 36 . • . • ECTEXRE CRUSHED / AR" .OB4^7.079" SECTION A -A WGLLAASs STING Ne GRADATION ORS DRIN:vE GENERAL NOTES �, SECTION B-B FATRD \ 1. ULESS SPECFIC&LY INDICATED COIENATM U DERdiMI CULL NOT BE NOTES' \ NOTES: I. TE STADAD SAFETY SLAP ISL-1l IS TO BE USED ONLY WHEN SRECFm IN THE PLANS LOCATED AT THIS PONT WHEN 65TH SUBBASE AND SIIBGRADC ME STIBIUMDD. SNIPING OF MANHOLE AND MET INVERTS N ACCORDANCE WITH ON THE STANDARD S SUYISL SHEET AD/E THE USED ONLYINAGE WHENDESCSPECIFIED EDR NWE FIL THIS DRAWING w TO APPLY TO THOSE STRUCTURES SPECIFIED ` SLOPE TO GRAN - 1. TOE PLATE TO E PlM7E➢ TO WATCH HOLES N SKIRT LP �,A(" GALVANIZED WETS TO BE JUNCTION BO%ES .Ala DROP INLLIS WITH WICKS SEATER THAN 12 FEET TIE SPMIIC OF 2. TENON SILL E FILLED WITH AGGREGATE AND iHROUGHELY HAD TAPED TO STRUCPLANS TLREO" YINEE INVERT OF PIPE 6 ABOVE INVERT E CUO�ARIPE F - - , - - - RPHSED. LENGTH OF LEE PLAT E W la' FOR V- TO Sa^ DIAMETER PPE AND W R2" ADJACENT SAFEST $LIB$ SNAIL BE 8'TO 12' WITH NO SAFETY C.AS LOC,(TEp MTMN 8 FEET INSURE COPMINESS. FOR M" TO fib' DIAMETER PPE. OF THE TOP OR BOTTOM OF THE STRUCTURE. SAFETY SLABS SHALL NOT M LOCATED BELOW MANHOLE OR DROP MET B TO M FORMED AND CONSTRUCTED MY INLET PIPE OF M' DIAMETER OR GREATER. NON -PERFORATED OUTLET PIPE J' �T E PIPE ONBEAC1NGRACETPARS•L°GELE. TOTHESHOULDERHE MORE PAVEMENT (3 % N ACCORDANCE WITH APPLICABLE STANDARD OR SPECML DRAWMG. 2.901 SECTION V" TO 3a' dNEIEP PPE TO BE MADE N OIE PECE. DESIRABLE) LAME. THE INVERT SHAPING AS DETAILED HEREON w TO CONSST OF A 2. WE COST W THE %-I IS N0.UDE0 N THE COST OF THE STRUCTURE. SEE CAST N PLANE DRAWINGS B ' • 3. SKIRT SECTION FOR M" TO 54" DIAMETER PPE MAY E MADE FROM TWO SHEETS JOI ED BY FOR FURTHER DETAILS PORTEND CEMENT CONCRETE MG CONFORIMG TO CLASS N OR " CRUSHING STRENGTH 4. OR CURB AND CUTTER SECTH S.WHERE IT E !IMPOSSIBLE TO OTHERWISE PROVIDE MASS CI EKfE.PT THAT 25X OF COARE MOREOATE MAY BE / '.''.1, 2-^;., '^ _ . - I- ---- I• % NVETIxC OR BOLTING OR CENTER LM, 80" MAY BE CONSTRUCTED W 3 PECES. 3. OAGi'fHE� OPENINGS RE E. STEPSTAGGERED FROM ONE MINE OF A STRUCTURE TO THE TYPE OF PPE OUTLETS FOR dOERDRMRS. THEY ARE TO M LOCATED SO AS TO GRAIN INTO DROP UP TO 4N N DIAMETER A) CONSIST OF STONE, BROKEN BRICK • ' .',., --- - 4, CONNECIOR RECTOR CORNER RATE AND TOE PLATE TO BE SAME SHEET THICKNESS M SKINT. • Y.a 5 BANS 9 y' C-C Uri. kW.T. 4" MOIL ONEIEA kW.T. 6" NOY.CAEIEX INLETS OR MANHOLES. BNOIEN CONCRETE OR BROWN CONCRETE BLOCK THE SURFACE 4. SAFETY SUS MAY BE CASTHN-MACE OR PRECAST. CAST -IN -PLACE CONCRETE TO BE sMwW WMl PVC .N13 0.153 SHWL E LE:T SMOOTH BY MEANS OF HAD TROWELLNG. NOW I I I 0. EHIECTDN AND PIilNGS ARE f0 E STEEL FOR USE WIN STEEL PPE. CLASS N 1M00 P511. PRECAST CONCRETE M TO BEM 14000 PS). REINFORCING ' ' ' ' ' ' 5. ON SIPERFLEVATED SECTIONS TNENCX B TO E UNDER ENTIRE PAVEMENT AREA OF THE COMM AGGREGATE SWLLL REMAIN EfPOED. .. TE STEEL TO E IN ACCORDANCE WITH AALRO MOH. : /;. (•' �2 {�;. °• 9MOTX WALL PE ]0 P9 kkk )a P9 kkk " N WR£R PPE ON LOW SYIE ONLY. • • • PLATE S. FAD -SECTION AND FITTINGS ARE TO E &UMMIUM ALLOY FOR 115E My" KWINW &LOY PPE. DETAILS OF WENT SWING AS SHOWN HEREON NE FOR IXKPLE _ �' B. INVERT ELEVATION AT OUTLET G D AI CUTLET RE TO BE A E. M T-0" ABOVE .. .. .. '. PURPOSES ONLY. EMH MANHOLE OR EDP MET IS TO E SHAPED `- • 5. ACCESS OPENINGS NAY BE !O" OM,AETER OR M" SQUARE. WHEN STRUCTURE WIDTH IS INVFAT !ELEVATION OF RECEIVING MABUDE DITCH E STRUCTURE. IDIVWKLY TO BEST FIT THE PARTICULAR INLET AND CUTLET HOLES ON V• CENJEA-YIN. 7. DTHER THE STEEL OR ALLUMWAM END -SECTION DETAILED MAY E USED FOR PLASTIC PPE SIZES LESS THM M" THE ACCESS OPENING SHAL M ECTANGUVB (STRUCTURE WIDTH BY SOWN W SET. PC-1 all AN APPROVED PLASTIC END -SECTION MAY E USED. 3D" LOW), CONFIGURATION MO FLOW LEES SECTION B-B k WALL THDaE55 <IfD -NOES )' BEELOF CONNECTIONS SIZE C s' WS ETC.)TS � PAY Pi FOR OUTLET PPE NE To B. WHERE D SET DD-DO NOT ME 1T BE USED MIN ASPHALT CMIE➢ AND PAVED ETK kkk TESTED MCU TO ASTB D-2412 AT 5%OEREC110N. PLAN ELEVATION HIRE, END EcrwHS Do MOr HEED To BE MATED OR PAVED. TYPICAL PRECAST UNIT B. CUTLET RRE TO BE BECUEiY CGEECIEp TO EW-12Ot OTHER OR/LNA(E METHOD OF TREATMENT IN MANHOLES srMwnLE. War SIRE Rc" ON svECPIc"THIN v our \VOQF �EOFlC"110N �VDOT STANDARD COMBINATION UNDERDRAIN SPECPCA KN STANDARD METHOD OF SHAPING REFERENCE REFERENCE FLARED END SECTION TYPICAL CONCRETE SAFETY SLAB FOR DROP INLETS. REFERENCE ROM AD BRIDGE STADARDS REFERENCE ADM AND BRIDGE STANDARDS ROM AND BRIDE STANDARDS ROM Oro BRACE STAD/RDA MANHOLES AND JUNCTION BOXES BEET 1 OP 1 REVISION DATE (AT LOWER END OF CUTS) 232 GREET , OF , REVISION DATE MANHOLE & INLET INVERTS M2 M2 12" - 60" CORRUGATED PEE CULVERTS REVISION DATE SHEET 1 OF I SHEET 1 OF 1 EAOW DATE W2 MIT 1CU.CU VIRGI IA DEPARTMENT OF TRANSPORTATION YIREU DEPARTMENT OF TRARlOIMTATION 02" 108N NROIMA DERARTMENT OF TRANSFURTATION %18.04 VWONA DEPARTMENT OF TRANSPORTATION JO • _ A _ • EW-%tA EW-1Y N-3A 3813C FOR DETAILS OF MET EXPAIaION KEJOIN YED C 2 I I IT E%PMSION JOINT 3'-NY' FRAME 6 COVER BANK OF SIDEWALK ANT8M5 D = PPPROACH S IDUTTE EE STANDARD C-2, f G WARPED PAVEMENT O E,�Y FOR EE NOTE 1 SWETDBE f01M TED FM BANS C `... Y 8M5 C Ii - BAR 1 - SUBBASE OUTER FIL COJBNATOx UDQDRA81 ')' SlA1BA4 TOP OP CUT �Aa FORMIREEMOVAL,OT TE YINEVELED- 2 ,,,,'BMs B ¢ r : 2' _ _ = HMDWMEDIT I ICTL T SIOISDER UE WITH MORTAR ------- M /ti)I S F n g� _ MS F CLOTHWEEP HOLE. � I EDGE OF PAVEMENT N�--1-- DO NOT ID ---------_ - A A Dry` f\l o w SEE NOTE g l r INVERT a 1 "COMBINATICNNTERELINEASECTION ON FILLS 1 -4- ;IIS� TRAVEL LAIES; - 1-4 ,• _ / 1I --I jL Y- D . 21 'a' ISOMETRIC " II ARS O F GUTTER FACE OF CURB a^ W N o 8 25TEP5.'B aRRHR TYPE 15ELECT MATERIKI I -1 C"� ----- - I 2'-p.� PLAN SECTI EIXE a PAVEIETR F I NOTE s TRENCH PLACEMENT SgUIDFA °E L _ r CR K CONTROL JOINT CRANK CONTROL JOINT k'I TOE OP FELL i--PAVEMDNT SURFACE R BASE NOTES; 1. 'H" MAY E REDUCED UNTL AV' RE/GffS A MNIMIM Oi 4' WHERE N,I }p• 8 Mw. A SIABASE / U ETS OF PAY FOR ENDW&L WOULD PROTRUDE ABOVE SHOULDER LNE 6. BEVEL EDGE R REQUIRED ON THE HEADWALL AT THE MET END OF THE e e o e e e e e OUTLET PPE w'M0.Y'-o-P�o�o-a-o-o�O-o N NO CANE SHALL TOP M EN)WKL PROJECT ABOVE FLL SLOE, CLLVFAT (WHERE: THE FLOW ENTERS THE CIILVEMI. L " I'A L-vM1MLE - MM. 20' I -KEYED CONST. JOINT _ _ - o� o-o- ♦SELECT MATERIAL TYPE I ORI PLAN VIEW SHOWING PLACEMENT OF WON SUCRE, OR SHOULDER. A" X 6" %1/� ). HEADWNl AT THE OUTLET END OF THE CLELVEAT MAY E ERER SWMF INKSTEEL Ot KUMMAN OP STEEL � '.1 '• CU�EM ...... CD-2 UNDERDRAIN 2. THIS ITEM MAY BE PRECAST OR CAST N PLACE. EDGE OR BEVEL EDGE. PLAN M NCH MN MVETS ON BWT5 2'-0" e" 2-6'• 5" 3'-0" 2" •' 85) I,CGEFAiF, 8e AGGREGATE OR CTRI6HED ALUMINUM PLATE - COMPATIBLE WITH POST �----1 n �B i BARS A A'PROMH 3. ALL CAST N PULE CONCRETE TO BE CLASS N. FOR PRECAST SEE 8.ON SHALLOW FELLS WEE ENOWALLS ME 1'OR LESS BELOW SHOULDER MATERIAL 31 CUTTER GLASS57ORIal 88 GRADATION REQUIREMENTS. BEET D1D2. LGWTHEETOPPOPMO� EMOWA.L SHALL BE CONSTRUCTED PARALLEL TO THE 4.-p.. - " 1 NON -PERFORATED OUTLET PIPE m h F 4. THIS STANDARD ). BE USED WITH STRAIGHT CROSSINGS AND ILL N 'P _ 7•• OR GRIMING STRENGTH SEMSD•TO AS-). 9. Y� CHAFER MAY E PPOVDFD OR ALL EDGES AT MANUFACTURERS OPTION. U-TYRE g0./Eo , _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ TYPE E PPE S. IEADWKL TO BE WAIT N KL AREAS EXCEPT WHERE A CONFLICT x �QON' .HSAT'R1.33 LBS.IR?ORgU BARS CE _} _ _ '9 RW.T. "MALE DWETER Nit 6" NOI.gAE1FR WITH INVERT OR WNGWALLS OCCUR DIAMETER KNIBAN ALLOY 6083-TB 0 .)8 3'-0• 1 SAPS F RUMS E B ;N - - SMOOTH WKL PVC .w3 0JL Ew-t EW-IA _ CIA'/�' WEEP HOLE RUMS B W3" DIAMETER BARS EPAVEMENT SURFACE a BASE SMOOTH WALL E 70 PS kkk )0 P9 MEIN FRONT ELEVATION CARS F ,._6,. g.. o 0 o S o 0 0 o SUBBASE AT CEMENT TYPE OR SU SUBBASE ml, ENDWAL.L FOR CIRCULAR PIPE ENDWA LL FOR ELLIPTICAL PIPE r-a - - wurreR REMOVED) „/J, 3-0 SELECT b k HIKE }I9cwEss I1M - NcrEs UNDERDRAN OUTLET B 5XyN" BENT PLATE - SECTION B-B - (rniEENNT OR LIVE 9TAAIM O /DE kkk iTSRD MagDNC TO ASTM o-24U AT 5%DEFECTON. -Aa ,•.° • a L3 LAZE DIAMETER O' PPE 0.1,VERT 9� OF E34bGa N. PIPE CULVERT (xAR . I®EI MARKER DETAIL GµvMIZJED •••• MT AGGREGN , 8B AGGREGATE OR CRUSHED D" IS• WI' If' OR 24" T' OR 3a OR 36' 23°K%• ]0•xIP 34Yl2" M-X24" 4r4P' 45°IQ➢" 4P13r' 53N34• OR AGE: GLASS MEETING 88 GRADATION REOUREIRRS. SECTION A -A NOTES( / P FAQ GENERAL NOTES A a-6' aa• a-P' a-4' 1'-01, T-W A 0'-V Ol P a-10• 0'-V a-1r T-0° 1'-a' I'-0' t TYPICAL EHIWALL TO BE PLACED AT THE ENDS OF AL LNERQRAw OUTLETS. BARING LOCATIONS TYPE A ROSE DETAIL SHALL BE USED WIN CG-3 6 CG-7 STANDARDS a 1v x2'/ "XI/1' B 0'-R" P-T' T-]" i•W' T-9" r-0• B 1'-2" 1-3• I'-0• T.,. 1-P' 1'-w" f-1Y T-11• WEE D O RMAN IS TIED INTO OTHER GRAHAM STRUCTURES. ENOW&L TO BE INSTALLED HYPE B NOSE DETAL SHALL BE USED WITH CO-2 S CC-6 STANDARDS. TYPE A 1. TRENCH SHALL BE FILLED WITH AIxAEGAN AND TROIGKY HAND TAPED TO RERPERDId1LM TO ROADWAY AND FLUSH WITH THE ROPE. TYPE B /2' % 4" STUD }HEAR CONNECTOR WELDED MORE COMPACTNESS. C 1d" T-7' 1'-9' 7-2- 2'-a" 2'-0' C V-8• V-O' 2'-1' 2'-4" 2'-5' 2'-7" 218" 2'-P GALVANIZED PLATE FOR TYPE A TO E BENT ON AN ANGLE OF 68. 30' TO ANGLE RON AT 2'0-C. 2. OUTLET PIPES SNKL CO RIND NONASTV 24TEO, SMOOTH -NNE PPE, MEETING THE REQUIREMENTS CONNECTORS AND IS TO E ANCHORED WITH h" X 4" STUD SHEAR APPROACH SLAB pAVFIENT 2. CUTLET PPE SCULL BEAN AT PA EDGE OF THE TRAVEL LANE PAVE2 Z AND 0 f-OA 1'-3" T-6' r-a' 2'-0" a-0' 0 1-2" T-r f-1C" T-a' 2'-3' 2'-Y 2'-B' 2'-D- OMENSONS CLASS N E 70 PS TEsiEO ACCORDING TO ASTM zNz. NOSE DETAILS SHALL BE PLANED ON A GRIME PARA N TO THE SMOLDER SLOPE 2 %UAL Un . LD. SLOPE CONCRETE / WELDED TO BENT PLATE AT 2' C-C. F ae• D'-a" a-P' a-P aa- 0'A" F 0'-a" ad• 0'-W' O-9" 0'-P a-P 0'-9- 0'-9" L ' 2 CIIBC WARDS J. EOY8P2 MV LWUSSL ER SO.E5IR (FILAMESH SHHN.1 ES"GALV"� W �CCORDMCS OF MEWITH AASiM IIP]'i ICHMESH 2 PR. PAVEMENT BfDE UBBA¢ 3. pN AND GOTTEN SECTIONS. WHERE R 6 !IMPOSSIBLE TO OTHERWBE PROVIDE X i-J' r-1T' ]-r S-9° {'-3" 4'-9' X 2'-w• Y-!" 3'-r 3'-V' Y-0' {'-2° V-Y '-7' A;, 4 y SHALL SLOT FO A SO. STEE Cf S MOVE BE ONSTR TE PE. AD 6 A BAAREq POR RODENTS. ETC. DI.3A i L _ DI-M L DI-3C � : WARPED PAVEMENT CD-2 5 OUTLETS FOR IIMERp1A8, THEY NE TO LOCATED SO AS TO GRIN INTO BIM 2:, a ' WC' '-5" T-Y 021 THE EDT FOR THE STEEL MESH 5 TO BE CONSTRUCTED 50 THAT THE MESH CM BE REMOVED FOR ;'•;'•� CD2 •- NETS OR MNNOLES. L V-0' V-0' B-0• er ' %Y-0• Y2'-a' L 5•-6" 7.2° 61-8• 9'-2' %V-4" 10'-N" 9'-T' 12'-V' B 2:I 2'-w' '. Y-5 " 0.21 4EADUT PLIPOES y.p GATE BASE NATEMAL TYEI 41 51-3" Y-3 " O.M SZE NO. 218 111" MN. DEPTH) 4. ON SUPBELEVATED ECWw a TRENCH G TO BE UDfR ENTREE PAVEMENT AREA a 0'-Y/�' a-1314 W-211 0'-21/e' 0'-31/{ a-3�(' S T-iP r-6• 2'-w" 3'-2„ 3,_B° J,_9„ M.T, 4,.y, 4. STETHIEL ITEM MAY BE K PRECAST OR CANT T RAGE. _ _ - - - _ _ _ - - _ _ . WITH OUTLET PPE ON LOW SIDE ONLY. 5. STEEL POSTS N'D PLATES TO E PANTED OP GALVMRED N ACCORDANCE WRH THE ROM AND x z 5. HART ELEVATOR AT CURET END OF MOTET PPE TO BE A MMKDM OF T-0" ABOVE b O"T' 0'-1/4" a-1/i' a-2' O'-2Yi D'+4' a a�I/.^ a-v/. D'-g/i' p'-4" a-4y.° a-a�� 0�6• tl-0I/i' M E SPECKwAfwNS. K PANTED TE FIN L COAT SHALL BE NO. 0 &UMM M PANT OR LOW FLOW FLOW T-0" NVERT ELEVATOR OF RECEDING DRAINAGE DITCH OR STRUCTURE. W. RWHITE PART. MARC YARDS OF CONCRETE b o•-z^ o'-2yi o'-zyW' D'-y a-d/B• F14 a-4• a-4yt• I J I DETAIL WHEN USED PLACEMENT OF CD-2 UNDERDRAN AT e. M.L CONNECTIONS (ELBOWS, WYES, ETC.I WITHIN PAY UNITS FOR OUTLET PPE ARE TO 6. MARKER TO BE PLACED At OUTLET END OF ALL UDERDRAIN NST&IATKM BARING LOCATIONS BRIDGE APPROACH SLABS BE OF TE SME CRUBrD STRENGTH M TE ODUTLET PPE CONC. PPE 0.2N 0.492 O.BB] I.SM P.OB] L947 CLBC YARDS OF CONCEDE WERE LNDERWAN R TIED INTO OTHER DRAINAGE STRUCTURES. FOR USE ON GRADES ADJACENT TO CURB 7. OUTLET PPE TO E SECURELY CONNECTED TO EN'-VM OTHER DRAINAGE L.M. PPE 0.257 a.= 0.]M 1.39a 2.TM 3.1/5 CONC.PPE 0.6o2 0.855 1.2M L5CU L8R Lwi 25D P.6a1 7. MANER WILL E PAD TOR N ALCOROAICE NEW SECTION Sol OF THE ROM AND BRIDGE FOR USE IN $ADS WITHOUT GUTTER STRUCTURE. SECPCAtwXS. BOTH SINES i0 BE SYMMETRICAL SHIMP REV. )/OS SPECIFICATION SPECIFICATION �VDQF 9TOFI4„W \V�OT SPECIFICATION REFERENCE STANDARD COMBINATION UNDERDRAIN �VDOT RE HERS"� STANDARD ENDWALL FOR PIPE CULVERTS STANDARD CURB DROP INLET REFERENCE W7T.txa ROM AND BRIDGE $TADIADB ROM AND B E STANDARDS STANDARD ENDWALL FOR PIPE UNDERDRAIN ,p, ROM AND BRIDGE STANDARDS 232 (AT GRADE SAGS AND BRIDGE APPROACHES) D5 12" - 36" CIRCULAR AND 23" x 14" - 53" x 34" ELLIPTICAL PIPES RENSIox DATE SECT i a: 1 2J3 SHEET 1 of z REVISION DATE 12" - 30" PIPE: MAXIMUM DEPTH (H) - 8' z33 5m REASON DATE SHEET I or 1 302 ygGNA DEPARTMENT OF TRANSPORTATION VdiGWiA DEPARTMENT OF TH.WSPORTAiIC\ X12 05/1p VIRGINIp DEPARTMENT OF TRANSPORTATION 302 JOt NRGINIA DEPARTMENT Ci iRMEPORi/,iNN 1p8.p5 - ENGI I - e DLB IDL32 501 tD4.09 MLR�LJ MH-2 OW-1 HALF PLAN VIEW "" F-''IP THE LETTERS V.o.O.T. ARE OPTION& -- , LAND PLANNING - PROJECT MANAGEMENT 4'- ^• R . Y 1" F USED THE LETTERS ME TO E CAST N RIDE DEPESSQN N TOP OF Y ----��-----���--- COVER V' WIDE R45ED " HIGH AS ,fie V/P' • SHOWN. � FNIsx€o � a ❑ ❑ ❑ ❑ O 912 E. HIGH ST. 434.227.5140 FOR lin. V OF ALL CW sil: PARRS AND riveaslON� FR DETAILS NOTES- RIECAsr SEE SECTS .I �•' A A CHARLOTTESV LLE VA 22902 JUSTIN SHIMP-ENGINEERING.COM w3.o+-1o3.n 1 � SEE $TMDMM $L-1 FOR AP'LOANLJT! OF SAFETY SLABS. - 2- FRAME r IA -T-T- IA., ❑ ❑ ❑ ❑ ❑ ❑ ❑ STANDARD NTH_, NOTES 1 MACHINE V-B'/e" DIAL FPANIE A COVER TE TM OF NPSOMJY IS TO BE LEFT Ij SPACER UNIT CRIME A ERGEWTVE USETOF NOR M CF _-_-_T PROPERL_-_-J LET IERIM' MJUSTENi OF COVER AVID jRAME To SECTION A -A OPTIONAL SMCK AS DIRECTED BY THE ENGINEER. ❑❑❑❑RAD FOR TRAFFIC CONDITIONS. ❑ ❑ ❑ c / 4 APPROXIMATE WEI ��tipLTH TOP,LNT P s �4.I g 5" ? AT SLAB TOP AS DETAILED CAST RON I_ 9 n O01 STANDARD FT-WHM2 %-0 BY ± 12 LOS. - - QyVER 1391 ± T US. TOP --r-- .... • •.J ;•-',•.. of MCII WHEN MPBOVFD BY THE -- t BEWNG MATERML ST'O.ST-1 NcmEERHALF SECTION A-Ae lSEENOTE O IwITH FRAME AND COVER REMOVED)-r!'S ABRIK CONCRETE / _„\ V MP a NOTE 2) ME NOTE D ,•• - 4 g MINER UNIT e I �\ L.W. Na 45183 -- - 'i y --- RISEN UNIT g SECTIONAL ELEVATION s 'p„ BEVEL 4s• NOTES: 7 RELxCER �� 1. ANTI�PPHO"i.WN ARE F R MANHOLE LLICEO I PLAN , B O A fQ,• 95ER UNi- - - - - - - - - - - - - _ rc1O BY PARES MOST BE DEDUCTED TO P P'� -°. OWAH TRUE QUANTITIES, I I AOi O I V I 1 :p-0„ TABLE OF QUALITIES - �I-� MONOLITHIC REDUCE•1 LFEr NOTES BEDDING THICKNESS TABLE 2. A DIME THICKNESS OF 9' WAS USED N IO NG '- CONCRETE COMPUTING CONCRETE OUMTTES. -+�-- BASE -- -- 1. OLDOING MATERIAL IS TO E AGGREGATE SIZE 25 OR M. P FOUNDATION XAS STANJNG FOUNDATION BEDDING TIUCKNESS DEP1 BRDK MANHOLE MANHOLE ,' 1'-w" OIA t" lX NAl- N V e g,LSE LM OR RUNNING WATER RESENT. TEN MGEGATE NO. 57 SMALL BE USED FOR THE DEPTH TYPE S. INCREMENT$ TO BE ADDED FOR EACH B0.5E'UNT I SPECFED ON THE PLANS E AS DIRECTED BY THE ENGINEER. CAPPED WITH . INCHES (b) ',nV 1 " RICK CONCRETE CONCRETE MOTTIONAL FOOT OF DEPTH. 'A' DE AGGREGATE NO. 25 OR 26. q '/ " t 4 FEET THOUSANDS CU. YARDS CU. YARDS i 11 I'-B'/R" O L 1 • 1 -' NORII,L EMTx 4" FOR H l ,a F I,I' CONCRETE -� 4 G.s D7M 1.437 4_ MATENµS MAY BE BRICK, CONCRETE OR " v I'/)° SLOT yTr .1 2. NOT OF SECOND MATCHµ SHALL EXTEND A MINIMUM OF 6" BEYOND THE BASE OF e" FOR H ) D' 3 a" FOOTING APPROVED CONCRETE MANHOLE BLOCK D I I I THE STRUCTURE ON ALL SIDES. a _ 5 0.7 0.785 1.699 / MACHINE MACHNE I 6 0.9 OJB5 1.M1 5. IF BLOCKS ME USED THE MNWN ROCK I" FER FOOT OF H,MAJI.6" N/F` II I - _ _ I EIGHT OF STRUCTURE IHI I$ MEASURED FROM THE INVERT OF E STRUCTURE TO - 9 0.)55 2. 3 THICKNESS OF SAE IS E E 5" - - -�'-� T 1` OR I THE TM DE WE FRAME AND MAP OR CONCRETE DEPENDING ON STRUCTURE i . , OTHER THICNNESSE$ ME TO CONFORM TYPE SEE NWLCMLE DRAINAGE STRUCTURE STANDARD FOR OETM. SOT L AIJXMC AS DIRECTED ^N M PLMM -• CAME7ER=4'-8"a R2 A -WMl TNICNE551 • ' 9 19 0,785 3.455 S. ILL CONCRETETO WALL TOS ASS NESS GROWN RAJ. ''/•" W / I�f' R • 'm �4" ROARING FOOTING OR M DIRECTED er THE ENrxEP ° SECTION B-B 12 2.2 0A7Q P 7 7. WHEN sPECFED ON PLANS THE ------ ------ 13 2.5 0970 4J>9 INVERT IS TO BE SHAPED IN Y-7%j CIA, VSMP PLAN FOR BRICK CONCRETE DR 14 2.6 0.970 4.541 MCOPDANfE WIN SEAOMO 15-, .:' TE COST E FWNSHNG AVID RICP.0 CONCRETE BLOCK 1s 3_I ] 4 ALL MATERIALS MCDENTK TO Tff 5" 2'-0" OIA 5' Y-9 " p n 16 3.4 0.070 5.165 SHAPING 1S TO BE NCWOED IN THE ND i 17 N ICI- OM2 Rd[EFOR TESTRUCTLE. SECTION B'B BOTTOM GALAXIE FARM wcREHKTNr D.4s asez SPECIFICATION XvoorSPECIFICATION DRAINAGE STRUCTURE BEDDING FOR DROP INLET A/O�T SPECIFIC XV00T Nvoo1 A COPY OF E ORIGINAL sEKm Ma SHINED DRAWING 1s ON RE w HE CENTRAL OFFICE. EGRI:ATIDI: PRECAST MANHOLE REFERENCE REFERENCE MANHOLE FOR 12" - 48" PIPE CULVERTS ROM AND BRIDGE STANDARDS ROAD AND BRIDGE STANDARDS E EFtENC'E IRON AND BRIDGE: STANDARD ROM AND E i HEADMDS STANDARD MANHOLE FRAME AND COVER SUBDIVISION w9 REVISION DATE BEET 1 OP I MANHOLE, AND JUNCTION BOX REVISION GATE SHEET 1 OF 1 PEVNwN DATE SHEET OF ] SHEET LEE ] gEVLSION DATE IC7 M2 WIOYA DEPARTMENT O TRANSPORTATION MT 301 MRGMA DEPARTMENT OF TRANSPORTATION AMMONIA OWAAT4ENRi OF TRANSPORTATION ,(� IE.0) VIRGNIA DEPARTMENT O TRMSPORTATDN ,05.15 a.". '06.at MIS 02 Ol/20 T EW-75 PC Do✓lilt 6O° NOTES: Ewers Ew-) Pc FOR CONCRETE OR CORRUGATED METAL PIPE E°-1 1 \ WMPTES GIVEN ME rOR ONE CNDWALL DETAIL 1 DETAL 2 w IP CONCETE MSERTS M 314 • LM BELTS I,Aa► 2 PLEASE REFER TO STANDARD EW-25. SHEETS WIL05 AND 0109, NO AL DIMENSIONS PPE 1.0. N T S L L G b B M, �\• MK2 PER 9pE,MM.SPADNG ]0" 1 ,1 B NOT DAMN W TALES. A� 1'/i'ISLOPE 2:,AME �B DETAIL 3 B ALBEMARLE COUNTY 2- 5. y10 VIRGINIA / DOU LEE,. 48 3 WIS OEM MAY BE PRECAST OR CASI N RIME, i \\ \\\ �___-___P. P_______P T 4B•' y.p�. ,.. �. 6..w. 7_g„ 9'-10'. 0'.5_ 0•.p 4. OR SHALLOW FILLS. WHERE ENOW&LS ARE TOR LESS BELOW SNOULER LSE, WE 5." '- " t •- " 7'- " B`4 Tm' A LUI ✓(/` y ,�,�� 1 �±, TOP OF TE EMOWALL SMALL DIVE CONSTRUCTED PARALLEL TO THE GRADE Of ROM _ 5 I ED. T-0" 16'-6" -8" B'-1 t2'-, " O'-8 " 0'-5" A --CBE A I1� VTI'l A SUBMISSION: 5 ALL CAST IN PLACE CONCREIT TO K CLASS N. FDA PRECAST SCE SHEET wf.21 : I " T'' " lr-w" " w'-1 " ,'- " -J• 0'- " J� I r'Ri I I N w 4 \ \ `• L{ / I , a. 6-53 25 Om O-0. 14-6 '4'S/.. p..,., p. y7. S \ • ♦ \\ \\ • \ \\ W \ , 1 6. N NO CASE SHALL TOP Of EWWµL PROJECT MDVE FELL SLOPE, DITCM SLOPE. I5-7" 0'-T - I 7 SHOULDER " 2020.07.02 A 64" P-]" 2Y-D' D•-ID" 12'-8 z' 17 Ir O'-7 0' 1 NI$ STANDARD TO BE USED WITH SKEW ANGLES FROM 15- TO 37.30' I I 9D" 9'-11" ,'-B" B'-n" 0'-0' PLC! I S i 0 ` P M'-OV 0' '" '" . \ .1 \ A. COSH OF BARS FEW CRACK CONTROL TO E NMUOED N PFHM PER BO PER CUdC I I (AODT L 10 AD \ R A, YARD CONCRETE 1 B B REVISION: e EMwKL TO BALE A 1 )0• C ,I CY ' NGTE$I L CONCRETE TO BE 4000 PS MNMIM COMPRESSIVE STRENGTH. p� SECTION \ •1) 43• , 2 04 OL BARS PLAN QpACRPL 9 HEADWALL TOE BEVELED N ALL MEAN EXCEPT 1YHERE A CONFLICT M1H NVERi 1 9 1 e• a 3p• `\ `'EC CONTRO BA6 PLAN VIEW MD WNIOW&LS OCCUR 2. F RE IS TO E SKEWED, THE OEMW CURL BE ADJUSTED L I) 2020.07.2 CST WI ACCOMMODATE ANGLES OP TO 8•I B LCDNOL-NSEATB w. BEVEL EDGE F EWNTE ON LEE LWRTI. AT THE MT EMOTE CIILVFRi 1 }. TO ACCOMMODATE STEEL. N ACCORDANCE TO NR" NTM A-615 2) 2020.10.13 ! B0. ,i• 2 FO EFBARS CRANK INHERE THE FLOW ENTERS WE EDGE ER OR Eww&L N fE OUILEI END OF THL IIII•'I' I 'w•III IRDI mcm CARS). CONTRW BARS CUL VCPT YAY BE EITHER SWAM EDE OR BEVEL EDGE. T iO a CONCRETE INSERTS M Y' LM BOLTS 0 I 4 I J9 11. V. LxNAFER MAY BE PROVIDED ON &L EDGES AT YMUFKTWFEW OPi1CU JO• MIN. 2 PER SIDE. NAt SPACING M" JO• A- PPE OPENINGS N PRECAST DRAINAGE POTUNITSBE SHALL NOT 3) 2020.10.16 T I � 5 O a EXaRRG l NODES AT ANY EVEN PONT BETWEEN THE PIPE FEN CONCRETE PPE AND THE PRECAST UNIT. .' • x • SNARE r0 BE BEv4[D pq C00[NDCETC HSERTS ~ CORRWATED MET&PPE PLAN M e BOLTS 5-MAY"VARY MS INWY AC1u"W'IMRERSpC MCES�p1°'TS °EM°RICXTLL b / 11 0 _---_------ WE 0 b SwPE TO E BEVELED 6. N NO CASE SHLL TM OF ENGWALL PROTRDE ABOVE FILL FRIEND THE • I csalEx EE W 84 RAKR 8 6- C-C / I . I T I 1 rL-mow 42- o'-.y ^ 0'"3' ' MTx NORTM o SLOPE, CATCH SLOPE, E SH[NIpEIR. EMHWAY.EWH CANE R I _ , 1 1 I SECTION A -A s I I I 1 1-.__r._. ____j---_ i r _. _-rI _ _. _._._. _ _ 4 .. p..S., p..4 A �- 7. EMwKL ro E EV[LEo IN KL MEN EXCEPT wEE A SECTION A -A SECTION A -A S.G67 I SO' 0'6 7 0'-4 h'U p CONFLICT WIN AVERT M WNGWK OCCUR. I u ~ I I I 1 a a- - / a. REAL EDGE AS RECLAIMED ON THE HEADWALL AT THE MEET S 66" O'-7" 0•-y END Of THE CULVERT (WHERE THE FLOW ENTERS THE MN 3S b:4 1 -T f b_ 72Y O..T .. IX 6 SNIPE W W f 1 I 1 rA 1 7V 0.6/' a-W/7' BEVELED MM 9. HETE'15,WRWS AT EDGE oE011f�EETEAD oc HE CULVERT MAY ME NOTES: N- 00.5 " O'-7 MORTAR s ao NOT BEVEL NNERT gp. p..W/" o'n•.' DETAL A " �7 FRONT VIEW DETAIL B 10. i'j' CHAMFER YAY E PROVIDED ON ALL EOES AT H 1. FOR MULTIPLE LINE EL WIDTH 00. 08ENSOP 5 R TO GOVFItx THE PROTECTOR FILE NO. FRONT ELEVATION NOTES: SIDE VIEW 9s- o'-1r,' o -e' ANXMTLRER's MTIDN. oursloE THE CHANNEL WIDTH tWD. L CONCRETE TO BE 4000 PC MINIMUM COMPROMIIA STENCH 8'• 2. ON MY INSTALLATION REWRM CULVERT CURET PROTECTION WHERE NO ENDWALL FOR CONCRETE PIPE FOR CORRUGATED METAL PIPE T 4 W 6 C-C 2. FM STIES OF HEMW&L BEVE1. SEE SipAApp EW-25PC,SHEET tOtw. - - EARN WAv,EAW FARE W EN0.5AIL 2 15 SPEcirpMOVE. ON THE PLANS, CONSTRUCTOx D TO E N ACCORDANCE 18.025 FILL SLOPE 1V71 FILL COPE 31 FILL SLOPE Y/R-1 FILL SLOPE 21 EE EiaL A 4 MOTH ETML 2 SHOWN MOVE. FOR CIRCULAR CONCRETE OR CORRUGATED META- PIPE 3. KINFORCNG STEEL N ACCORDANCE WITH AST4 A-M IRENFORCNG BMS. CONCgETE INSERTS 3. EOTEMLE FABRIC TO BE INSTKLEO OWNER CLASS A,; ND I MATERIALS N CONCRETE INCREASE CONCRETE WLPEASE CONCRETE NCxEAE CONCRETE INCREASE M 4" LM 00.T5 IDCOPOMX£ WITH THE SPECIFICATIONS. DIMENSIONS 4. ARE OPDANGS N PRECAST DRAINAGE Wi5 SMALL HOT EXCEED ♦ INCHES AT IN OE FOR EA[n N ONE FOR EACH IN ENE FOR CACH M ONE FIR EACH PPE L-30• L-M* L-45' L-45• ANY GIVEN POINT BETWEEN THE PPE AND THE PRECAST WT. 0 S Sp TA WOKE AG01T10N& DOUBLE MDRwN& 0 5 $AT iM DOUBLE AD%TDNµ DOUBLE ADGYVWA I I EOTEXTLE 4. S • gA1ETIER OF ORDEL Y CULVERT OR SPAN FOR BOX. M I PTCK OR MEN CULVERT. To. H T S f/y1SOE 2HAOI //T,&OPE 21ICOPE O b S. dMEN5xN5 BROWN ARE 4 . ACTUAL MEASUREMENTS MAY VARY WITH ENDW&L PPE ENDWKL RIPE ENDWALL PIPE f1DwALt FIK +-- FARM H • UTAETER OF CI M CULVERT OR MBE7HEIGHT FOR BOX.ELLPTCAL ON ARCH SCUM DETAILS 12" 5'-6" N'-b- E-0' - - t0-fi" 0'-4 0'-] WAIFMTUIERS TOLERANCES. CUBIC YARDS CUSC YDS. COOK YIDS. CUBIC ,TS CUBIC YOS. MEN: YOS. CUBIC YOS. CUBIC YIDS 1 C0NCETE INSERTS MAKE. '-D' E'-4" ••1d 7-e' W-2 •-0• -5^ 0•-4^% i'" LAG BATS SECTION B-B 6. N NO CASE SILL TOP OF ENDWNL PROTRUDE ABOVE FRL SCOPE, ETCH %OE. .2" 6'-0' 6'-1f 5. ow, 1.467 5759 L449 42. 1.. b' 1 " w-, ^ 5.l64 1.461 6.021 1445 FLO J: L19i TYPICAL ECTDN CROWN ON PLANS FOR SIDE SCOPE. BOTTOM WIDTH AND DEPTH 54^ b'-8" 20'-3• -9-1 7. w'-V - U'-3 V'-4 " M'-4" 0'-)" 0'-5' (FOR DESIGN STORD OR WNGWALL ELW. 60" B`6" 9'- .. .. 7- IDR24 3.001 II. .9>1 44 2^ )'I- .[. ip"92 0 _ OUTLET PROTECTION MAMA LEHGTI (Ll tT-0'. I.- •• W-W' 0. 7" p'-5 66" R'-V' w'- - T-1 V.653 3729 W. 5D 3.693 66" 9'-54 6 if/- R.5B5 bu7 _ _ _ _M-w" 15'-)•14--8• M'-p- 0'-7- a-! 8. BEVEL FWE AS REMOED dN THE HEMNALL AT THE W1.Ei EN) O TE COVERT . 15 AI �n7 '° -_-_-_ __ _- _ 2ASS At 0.AS3 Al DITY RIPRM 5 beIWERE THE FLOW ENFERS THE CUVERT. 72• IO'-7 ,Y.g .. • 5.49 45]2 V 4.5f2 T2" 10'-5 .. m.4 .. W.b6 4 73B 16.83. 4.659 _ _ _ _ _ _ _ _-_ _ _ _ _ _ _ - _ _ �^ ^p TYPE A N6TAlATON ]x29-eIT-R]2a-P 0'r a-5 TE' ,1-0' I'- .5M 5462 1. SAM JB"• T'4 •. 1e'- Z0.DIM 5.593 22J6, 5647 ���•"�� �� SEE EIM B 0.A4I CLASSI DRY RPRM A f, 24W"'r Y' I'''"'-I"E'] 2T-N' 0'-0" O5 B. HEADWALL AT TE CUTLET EHD O THE CUVVERT MAY E EITHER SWINE EDGE 84" IV-10' ,3-B" 22DB1 5.53] , 6,486 84" 12'-2' " 20' 3' " 23.954 6.022 27.214 6.770 GROUT wNGS AW .,. TYPE S NSTALLATON SH M"'''''''''•'- ... OR EVFL EDGE .., ELEVATION E1'DWKL 10 BASE0.AS5 I 0.AS5I CRY RRNM K fR M SO'-B' IP-7 .• 26,445 5,207 M.M2 7934 90" ' u'.O'r'. 2,.-BY" 2B.395 11N 32232 5.,w gCTON D. $" CHAMFER MAY E PROVIDED ON ALL EDGES AT M.WRMTUER'S OPTOR 96" 13' 6' 15 P " M.99B 9.654 9.34E 96" I 13'+1G 23' 1 " 33,325 9,547 37.63 9.582 SECTION A -A PRECAST ENDWALLS FOR MULTIPLE PIPE CULVERTS WarS pREFCAN STANDARD ENDWALL FOR MULTIPLE PIPE CULVERTS �VO� BVD� PRECAST ENDWALLS FOR MULTIPLE PIPE CULVERTS SPECIFICATION NCEREFOERERENCIE" �Vl7QF C18 IRON Am BMOOE STANpMas PpM AD gRiDGE STMDMOS ROM NA BwE STMpM05 204CULVERT OUTLET PROTECTION ROM LID BRIDGE STANDARDS w5 42" - 96" CIRCULAR PIPES WITH 45• SKEW BENSON DATE SHEET I OF I lob 42" - 96'• CIRCULAR PIPES WITH 30° SKEW REVSKN DATE SHEET I OF I SHEET , (F I REVISION DATE 42" - 96" CIRCULAR PIPES fps 245 WAGON DATE BEET 1 aF I M2 WRGNA CIPARTMpR M TRAP PORTATXN VWOHA OEPMTI.ExT OF TRANSPORTATION wl0 303 veGNP DEPARTMENT O TRANSPORTATION qt9 w1.18 VINRNA EPMINFNT M TRANSPORTATION J02 Mu 1,3.01 530 480 Al A2: 475 470 465 460 455 4S0 480 475 470 465 460 455 10+00 10+50 11+0�0 STORM PROFILE: Al -A2 � C19 / Scale: Vert. 1"=10' Horiz. V=30' I I, K I � J o z W O o + O - EW GRADE z o U U z o o Q � o._X.-:GRADE F48 63 0 L5.33% 4 zu;E-7 O - t > z_ 0 z Bi 480 475 470 465 460 455 Aso Is J n p � O w + EW GRADE + z0 - z w - o o � - - X. GRAD1 o ptg 57 c I F 60 r HP -STORM - w i z 480 475 475 470 470 465 465 3.04 LF )PE @ 6 460 460 455 455 4 S' 450 C1. C2 C3 m 0 J ro o ro o n,90 no o g a -EW GRADEo z. 2 g p+ Q z I- w cn 15" 1.95 LF 15" .22% 0 o. HDPE o @ 0.94.% w N - z > zo >Z z z - z 10+00 10+50 i1+OG"' 10+00 �75 470 465 460 2 STORM PROFILE: B1-B2 3 STORM PROFILE: C1-C3 C19 Scale: Vert. 1"=10' Horiz. 1"=30' C19 Scale: Vert. 1"=10' Horiz. 1"=30' JVV 495 490 485 480 475 470 465 460 455 Dr D2 03 3 Np TEMPORARY - SEDIMENT TRAP GRADE �d W.p +. a n i i. p 1r - DPE 3.935- - CROSSIAI -. w0 z �6 �C>-T5"-HbP o _ o po �.L6 p 7 -._-- 8" SAN. CR-OSSING r-z o - - 10+00 10+50 11+00 4 STORM PROFILE: D1-D5 � C19 Scale: Vert. 1"=10' Horiz. 1"=30' JVV 495 490 485 y480 475 470 465 4460 11+5055 JVU 495 490 485 480 475 4 �1 - 0 F2 F4... E O K N GRADE WFy 'R,AI-i� _+ '' Z N g a w Tom- HGL PG1— � — -- - - - - CR-OSSING ROSSIN� ROSSILN -_ - 114. "iDP�t1.3 0 . 1FT.Cfl�F i vi. -_H n eE-_' p a;. 149.64�F 1:5 HD 77 - o 0 o Nmvsp - 3 Kmv� 70 »z- oo-> »LLz O O N 10+50 500 495 490 485 480 475 4 0 11+00 z 11+50 - 12+00 12+50 13+00 13+5d 5 STORM PROFILE: F1-F2 C19 Scale: Vert. 1°=10' Horiz. 1"=30' - 530 E6 b6A I — - - E7.. I I Qw m> z o — - �cD+ z ARY SEDIMENL k8ASIN GRADE @ PIPE _ — -_ Q- .E2 E5 ,.. .:. � w N� a � N - -- - m N t - LL a W m = n DL -- e X GRAD - _�. N 2 - ! �rN N. 3 ��r+i- wa z — a- �- �, . 8 WL CROSSING - --- - - HGL - - z w01- —--� maw o EW GRADE �a< o - - - z ' _ _-.N.GL--. 254-3-3- HGL A. - N. 36 HP -STORM_.. _. 197.71 LFa �K� __ -------- 71.94 LF 36" HP -STORM oN @ 1 .60% o @ o 1.62%. �� 8'_SALL�RQSSIN(; +zzz. o > Z --- »> zzz �Lpo 7443-L.1 42" HP _STORM-@ 0..81'% ocs- o— R -. 4 LF 42:' HP-STORM-@-0:8'G06 m- - z_ O> ate- _.-.. >.z II >- z I — BEANf 9 525 520 515 510 505 500 495 490 485 480 475 470 465 460 455 0+00 530 525 520 515 w 510 O 505 W ❑ 500 LL z 495 z o W 490 J LL 0 a 485 480 475 470 465 460 455 E7 m_. �3 z Q-- N N w� ei maw J 18+00 — + K d N sE_ -z a -ad- 10+50 11+00 +50 2+00 2+50 3+00 6 STORMD PROFILE: 1E1 E7 C19 Scale: Vert. 1"=10' Horiz. 1"=30' E8 E9 530 W ©- O I�- - p rFX-f p-�-N 525 m m _ —,_ EW-GRAD - -aW--o_N. 520 cn- CD 515 - t0% 3/C� OMPKCTE F i 5(921F FILL D 510 o op 505 500 20+50 21+00 21+50 2+00-.- J 495 495 490 490 485 I 485 480 I 480 475 475 470 I 470 I 465 465 460 460 455 18+50 19+00 7 SfOT NI PROFILP+.G'M E9 C19 Scale: Vert. 1"-10' Horiz. 1"-30' 15+00 15+50 16+00 z E7 — Q E6 Esz o J 495 495 505 490 490 500 485 485 495 0 480 480 490 475 475 485 470 4 0 480 16+50 E7A 17+00 M mis o m o 525K one 490 N z d. n o_m o 490 520 485 485 HGL WL - - CROSSING - 515 480 _ _ 480 O 30.08 LF 15'0 510 W 475 PE _�. 475 �0u0-i @ 2.33% K. r� 505 Q KnKn 0 W 470 I-zzz > 470 Z O --- »>- - O >zzz 500 rn ? 465 KN z 10+00 10+54�5 495 ° 8 STORM PROFILE: E6-E6A J LL C19 Scale: Vert. 1"=10' Horiz. 1"=30' 490 � a E4 E4A aa5 O N 485 480 480 475 475 470 470 465 465 460 460 1 SOON 'I �p -z3. a� to-�-- a "�Ni- o 15" HDPE o n @ 1.32% ^� � O >z z Z > >. z 48 SHIMP ENGINEERING2. 47LAND PLANNING - PROJECT MANAGEMENT 47 912 E. HIGH ST. 4X227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM 46 10+00 10+5'0'�' �tALTH 17+50 18+00 455 9 STORM PROFILE: E6-E6A o C19 Scale: Vert. 1"=10' Horiz. 1"-30' U M MP a e E7c Lic. No 45183 � 2 I mwNp m N E Q - p EW GRADE x�vi WL N m c3a N -ROSSING z- + o o_ ,.IG"R7m a wow — 27.52 LF 36"- HP-STO 5.00 LF 3 @ 1.09% _ -- - HP-STOR _ - 86.98 LF 36" HP-STDEM-9 _-v In 0 `r a av a�N rorom �� z 1 � z zzz zo»- 10+5d O >>> > >zzz >zZ? z z wL�n 22a 475 ,.. _ LJ 10 STORM PROFILE: E6E6Z Scale: Vert. V=10' Horiz. 1"=30' 505 525 500 520 495 515 ,490 510 485 505 480 500 m p m N ;n •\ ,n 8" WL SSI61 HGL o 000 oo. 15" HDPE O 1,07% 525 p Qr �O �dl�`�tV�� 520 `sfONAL �'NG 515 510 VSMP PLAN FOR 505 GALAXI E FARM D SUBDIVISION z. - o> -- o» 0 10+50 w- > Z z Z Z 10+50 11+00 11+5075 m W ALBEMARLE COUNTY, VIRGINIA STORM PROFILE: E8 E8A STORM PROFILE: E7 E7C SUBMISSION: 1 ��11 Scale: Vert. 1"=10' Horiz. 1"=30' 2020.07.02 13 STORM PROFILE: GI-G8 C19 Scale: Vert. 1"-10' Horiz, 1"-30' 495 REVISION: 1) 2020.09.21 490 2) 2020.10.13 3) 2020.10.16 485 480 475 FILE NO. 18.025 4/0 STORM SEWER PROFILES 465 go C Ilm o 0 li m Qm0^ I +cy �= a z m F- tn.m -z n vrm. JGL 6: ADS MC-45 I -STflRMT I @ 0.50% CHAMBER I INV 477.0 0000 OCOIDO o«,n hmino K K K K K K K w 495 J 490 485 480 47 w CDL, GO CD+ QCDO Fat Q 6,. PVC a z Q t- w _[PROP. CEO w rn m � GRADE INSPECTION � II PORT _ _ -11 II _ 6" T7 .PVC CEO EX. - II ---� � - GRADE u u I� ADS GEOSYNTHETICS 601T l Ij TOP STONE u l =483.00 43 STONE III 11 1 YR WSE -477.8I 1 II 10 YR WSE-4811 TYP. LETS ! �� 100-YR WSE=483. TYP. OUTLETS " (ROW - 6 ADS MC-4500 STORM ECH ROW ($ 2, 4, 8 II 2, 3-4)_ MANIFOLDS CHAMB RS WITH I OLATOR F OW INVI IN=4 8.92 ') II II li30" INV OUT 477..2u INV4700 II 42" INV. OUT 4773i - INV=477. 0 ISOLATOR II Row INLET: 30" MANIFOLD l n _INV. IN=477.25 _� �2' IDEAL BOTTOM 6" SCH. 40 PERT. PVC UNDERDRAIN #3 STONE. COMPACT _ _ FABRIC STONE=475.00 INV-475.00. INCLUDE ADDL. 3" IN 6" LIFTS PER - -OVERLAP - REQUIRE SOIL STONE SUMP- ALONG UNDERDRAIN MANUFACTURER SPEC. 2' FABRIC BOTTOM BEARING CAPACITY TRENCH (IF STONE BOTTOM = 475) OVERLAP TO BE REVIEWED SEE SECTION VIEW. 150 LF TOTAL. @ BOTTOM FA 470 -11 10+00 10+50 1STORMTECH BMP PROFILE C20 SCALE: VERT: 1 =5 HORIZ: 1 =10 ROW 1 ROW 9 ROW 8 ROW 7ROW 6 ROW 5 ROW 4 ROW 3 ROW 2 (ISOLATOR ROW) _ 1' STONE PROP. 30" HDPE FROM F1 COVER ABOVE GRADE INV. IN=477.25 7 EX. ADS GEOSYNTHETICS 601T GRADE NONWOVEN FILTER FABRIC TYP. TOP 83.60' STONE=483.00E 36" 36" 42� 3.00' C� 5.00'�OUT - CHAMBER 9.00 /�1v1�1- J\ 1L \ J /�1 (� `� INV.=477.00 8.33, ii� IDEAL BOTTOM 2' IDEAL STONE BEDDING DEPTH. 9" SPACING 4' FABRIC STONE=475.00 MAX. BOTTOM PROVIDE 3' UNLESS MANUFACTURER BETWEEN OVERLAP @ STONE-474.00 2' FABRIC UNDERDRAIN APPROVES SOIL BEARING CAPACITY. CHAMBERS OVERLAP 6" SCH. 40 PERF. PVC NOTE: INCOMING 24" PIPES NOTE: CONSULT GEOTECH ENGINEER DURING @ BOTTOM UNDERDRAIN INV=475.00. TO ROWS 2,4,6,8 NOT SHOWN. TRENCH EXCAVATION, IF SOILS HAVE �TYP. INVERT IN=478.92 BEARING CAPACITY THAT SATISFY MANUFACTURER REVIEW. BEDDING DEPTH CAN BE REDUCED TO 2'. (BOTTOM OF 475'Z \ 3 STORMTECH BMP SECTION C20 SCALE: 1D=10 FSTR. E6Z FOR REFERENCE (84' MANHOLE) 4 30' PRECAST 4" ' CONCRETE WEIR 10.20' TOP=480.90 1.92' 13"x26" ORIFICE AF> 1.08 2.17' INV- 477.90 5.90' G C� 6 87' PROVIDE REINFORCED hl �Lal 2.90 WATERTIGHT -� CONNECTION TO STR. E6Z (72" MH-1) BOTTOM @ PERSON FOR MH INV=475.00 REFERENCE s WEIR E3 DETAILS C20 SCALE: 1 =4 Wa TYPICAL SECTION IWEIEWS WY VNY WITH NNILFCTURERS DESKS GALVANIZED STEEL STEP 36" HDPE FROM BMP BEFORE WEIR INV. IN 477.27 6" SOLID PVC BMP UNDERDRAIN AFTER WEIR. INV. IN 475.0. STR. E6Z BASE INV=475.00 (84" MANHOLE) 42 HDPE FROM BMP ROW 2 BEFORE WEIR INV. IN 477.30 STAIR 2 a \ STAIR 1 -STAIR 3 PRECAST 4" CONCRETE WEIR TOP=480.90 495 490 485 I 3 480 475 470 11+00 500 495 J o 24" HDPE FROM F2 INV. IN 477.00 a9a 3 d7 �- 30" HDPE TO BYPASS MANIFOLD aas INV. OUT 478.92 MH-1 480 FRAME - & COVER 475 nN N� m oo moo- STAIR 470 »z-STR. F1 BASE 30" HDPE ooaz INV=475.50 0 ISO. ROW - zz� (60" MANHOLE) b P i NV. OUT 477.2E nn 2 INLET PROFILE &DETAIL C20 PROFILE SCALE: VERT: 1 =10 HORIZ: 1 =30 DETAIL SCALE: 1`4' E6 L6z E6Z ISOMETRIC VIEW 495 490 485 480 475 4 0 495 490 485 0 9480 M 44775 7 �zzz ojj6 10+5U0 >» > >zzz >ZZ= z ^a ZaaEa wto xx> NM�p 64� OUTLET PROFILE ,,,�36" HDPE AFTER WEIR INV. OUT 475.00 "90015. �lST:1517J�1 C20 SCALE: VERT: 1`10' HORIZ: 1"=30' H 180" - 270" RAME R 0" yu 6 STORMTECH BMP OUTLET DETAIL 7 EH MFCR. DETAILS C20 SCALE: 1"-4' C20 SCALE: 1°=4 COUNTY OF ALBEMARLE t Department of Community Development sT-1 x, GR.aL m. EREDRCNO ROD ENC.IF A COPROSIEN IeasTART R. . ON o MATEMIL AFFROVED BY THE ENGENDER. (CEENMOX Er vANr WITx MINLFILn.1ETEN DESGro CORRODER RE99TNIT YAIFMIL ., RMHPONENG RCO .AL SECTION «DIES OEPM a nBTs NRL BE 1'-0" OR DREAM UN,EED55 x GhHAINGIE NOTED ON THERN6. STEPS SWLL PROTE DE ur" PRW NONE FAQ OF N STNICTUIE WALL. W%MW STEEP WRONG TO BE tl" C-C. FORM OF30IO PWNOS MEN E%TENEm , FXWT TA'MISAFIT6 0"f' THE �Iff. WE RE TO SHE RIDRT uY MORED AND UrIGRYILY WI EGR TE wnE DEPTx of ANY sTRUCTWE. N MECMT WITS STEPS WY E CAST N PULE WATNdO INTO HNES PROVBED BY THE FIHOCATOM OR RIVEN E WEY a s EIELIETR 5113S NfE W IN CMENSICNS, DON O.P wTERIALs BE FFUY TIMSE 4pWX IL.Y &ED E IKEO MOJOED THEY EET THE W WM REOLNEEN7S SHORN HERDER NM THE ru4NIROV THE nEE FOR RECEIVED W7OR CERTIFIED TEST REPORTS OF THE PROFOYD SMTITUTE /M NM I THE E RECEIVED SMITTEN /PNIOVK FROY nE ENGINEER FOR iE USE T E U OF OF SIIO1 STEPS, ILL STEPS NSTALIN SHALL BE PRWDED WIT. SUP-RNSTIM SURFACED SUCH A5 9R NOT LIFTED TO. CORMUCTED NNMID. OR DN 9MFACES MUEw STETS SI WL BE FABRCATED N MCg10NICE WITH ASTM Best ALLOY 6005-TB. TAUT PGTRGN OF THE STEP BREADED N MMOIIRY SNNL BE UIFORLIY COATED WITH A BITIIIYOIA. SO -VENT TYPE A5TOS MED ILUMNW ASSENTED CMNG COipiMNG TO 1E3 FCgAL SPEOBCATMM T0000RWA r ALUMINUM STEP YEEB1C.tTY1 xv=r ""BCE STANDARD STEP RD/O ND Bipi STNID/R08 MGM DOINFORENT OF TRANSMUATW RVTSMH WTE SHEET 1 n t NB.D. 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 fine and individual preparing the drawings on the title sheet. C. The constructed location of all items associated with each facility, and the inspection records to verify proper dimensions, materials and installation. The items include, but are not limited to the following: 1. Inspection Records and photographs for pipe trenches and bedding, including underdrains. 2. Video Pipe Inspection for any pipes which are not accessible or viewable. 3. updated Location with geo-coordinates of all facilities. 4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities. 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey of the pond bottom. Surveys should verify pond volumes are per design. Corrections maybe required for alterations from the design. 6. Plants, location and type. 7. Plans and protlles for all culverts, Pipes, Ricers, Weirs and Drainage Structures - Display the installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end trealmcnl(s), inlet and outlet protection, alignment and invert elevations compared to design. utal v' 1 provide computations 8. Computations: For significant deviations from design, pr tdL scaled L,e mputatie ns verifying that the as -built condition is equivalent or better than design. 9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical sections and linings. 10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage A fT1T P LADDER A Tl Tl L D STEP P DIMENSION iT C T O AT must be within platted easements. Provide copies of recorded documents. 1V111V L ADDER S 1 1 D 1 L TV S 1 1V 11. Guardrail, fences or other safety provisions - Display the constructed location of all safety C20 HTS provisions; fences, guardrail, including the type, length and applied end treatments, compared to design. 12. Material layers - biofilter media, stone layers. sand layers, keyways and cores must be verified as to material types and depths. Include inspection reports, boring or test pit reports and materials certifications. Bioftller 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. 18 STORMTECH MC4500 END 12 STONE ABOVE (in) 36 STONE BELOW (In) 40 -- %STONE VOID INSTALLED SYSTEMVOLUI 35395 ABOVE ELEVATION 475.00 7677 SYSTEM AREA (III) 351 SYSTEM PERIMETER ft ( ) PROPOSED ELEVATIONS 492.00 +/- : MAXIMUM GRADE PER ENC 48Z50 mwWuMALLOWABLE GRA A OF FLE) OF RIGID 478.76 30" X IV TOP MANIFOLD (24" INVERT) 477.30 42" BOTTOM CONNECTION INVERT 477.27 36" BOTTOM MANIFOLD INVERT 477.19 24" ISOLATOR ROW CONNECTION INVERT PLACE MINIMUM 17.5' OF ADS GEOSYNTHETICS 315WTM WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS 24" PARTIAL CUT END CAP, PART# MC45001EPP24T OR MC4500IEPP24TW TYP OF ALL MC-4500 24"TOP CONNECTIONS 8" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER 1 SOLID OUTSIDE PERIMETER STONE) NOTES . MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. e DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. . THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. . THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE -SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. TIER 1 DEEP COVER SPECIAL PROVISIONS 1. INSTALLATION REQUIREMENTS SHALL BE AS SPECIFIED IN THE STORMTECH DESIGN MANUALS AND CONSTRUCTION GUIDES EXCEPT AS MODIFIED IN THESE SPECIAL PROVISIONS. 2. ATTENTION IS CALLED TO 'TABLE 1 -ACCEPTABLE FILL MATERIALS" IN THE STORMTECH CONSTRUCTION GUIDE AND ALL OTHER APPEARANCES OF THE "ACCEPTABLE FILL MATERIALS TABLE. FOR AREAS OF THE SYSTEM WITH COVER ABOVE 7 FEET (2.1 m) FOR THE MC-45DO AND ABOVE 8 FEET (2.4 m) FOR THE MC-3500, EMBEDMENT STONE SHALL BE COMPACTED WITH 3 PASSES OF A WALK BEHIND VIBRATORY PLATE COMPACTOR OR JUMPING JACK IN 12" (300 Trim) LIFTS. 3. STONE SHALL HAVE RELATIVELY FLAT SIDES AND SHARP EDGES (ANGULAR) OR RELATIVELY FLAT SIDES AND ROUNDED EDGES AND SHALL CONTAIN LESS THAN 20% FLAT OR ELONGATED PARTICLES. FLAT OR ELONGATED STONE IS UNACCEPTABLE. FOR DESCRIPTIONS OF ANGULARITY SEE ASTM D2488 "STANDARD PRACTICE FOR DESGRIPTION AND IDENTIFICATION OF SOILS (VISUAL -MANUAL PROCEDURE)". 4. STONE SHALL BE HARD AND DURABLE. IT IS THE ENGINEER'S OR CONTRACTOR'S RESPONSIBILITY TO SELECT HARD AND DURABLE STONE. STORMTECH CONSIDERS AN LA ABRASION VALUE OF LESS THAN OR EQUAL TO 30 TO BE HARD STONE. 5. FOUNDATION STONE SHALL BE MECHANICALLY COMPACTED WITH A VIBRATORY ROLLER OR VIBRATORY PLATE IN 6" (152 mm) LIFTS. 6. EMBEDMENT STONE MUST BE DUMPED IN PLACE BY A STONE SHOOTER OR CONVEYOR OR EXCAVATOR. 7. INSPECTION DURING THE INSTALLATION BY THE ENGINEER, OWNER OR OTHER REPRESENTATIVE IS RECOMMENDED. THE INSPECTION SHALL INCLUDE OBSERVATIONS OF THE CHAMBER SYMMETRY DURING BACKFILLING TO ENSURE THE CONTRACTOR'S METHODS ARE NOT CAUSING UNACCEPTABLE DISTORTION OF THE CHAMBERS. B. AN ADS FIELD TECHNICIAN WILL CONDUCT A PRE -CONSTRUCTION MEETING TO TRAIN REPRESENTATIVES OF THOSE RESPONSIBLE FOR CONSTRUCTING THE SYSTEM AND THOSE CONDUCTING THE MANDATORY INSPECTIONS OF THE INSTALLATION. 9 ) STORMTECH ADS MFCR. DRAWING C20 SCALE: 1"-20' I � � / DIY C f BMP 1: ADS STORMTECH & ISOLATOR ROW (162) MC-4500 CHAMBERS IN 7.6' #3 VDOT STONE BOTTOM OF STONE475.00 CHAMBER INVERT=477.00 TOP OF STONE483.00 - C/0 / SECTION 92.3' 77.9' 81 0' RO 9 ROW 8 ROW 7 RQ4 6 ROW 5 ROW 4 ROW ROW 2 I /\It NNN I .5 III II III I II I . 30" X 24" ADS N-12 INVERT MATCHING TOP MANIFOLD INVERT 23.05" ABOVE CHAMBER BASE (SEE NOTES) PROPOSED STRUCTURE W/ ELEVATED BYPASS MANIFOLD MAXIMUM INLET FLOW 38.0 CPS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 30" PREFABRICATED END CAP, PART# MC45001EPP30BW ISOLATOR ROW (SEE DETAIL) INSPECTION PORT 42" ADS N-12 BOTTOM CONNECTION INVERT 3.55" ABOVE CHAMBER BASE (SEE NOTES) OUTLET CONTROL STRUCTURE PER PLAN [RELOCATED] MAXIMUM OUTLET FLOW 38.0 CPS (DESIGN BY ENGINEER PROVIDED BY OTHERS) 36" X 36" ADS N-12 BOTTOM MANIFOLD INVERT 3.25" ABOVE CHAMBER BASE (SEE NOTES) (9550' / (95° / / / / RE iE aka €F i Z3 � 5 8 1 S 9 6 e b Vol RR IN o � s a ED t W0 x O nd RR oy J_ N _ " g5 SHEET 2 OF 6 SHIMP ENGINEERING2. LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA 22902 JUSTIN@SHIMP-ENGINEERING.COM VSMP PLAN FOR GALAXI E FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 TOWNHOMET 2)2020.10.13 LEE- 486.0 3)2020.10.16 FILE NO. BMP DETAILS L[NTaLTe�l C20 PROJECT INFORMATION �� ENGINEERED JIM CLARK SA6ASSIST ara5v PRODUCT 240d630124 MANAGER: JAMES.CLARK@AD&PIPECOM FOR STORNTECH 31WZMICHLGREEN INSNLOA TH O AM SALES REP: 30424E-0002 DOWNLOAD THE MICHAEL.GREEN@ADSPIPE.COM Tg; INSTALLATION APP PROJECT NO: S185267 ADVANCED DRAINAGE SYSTEMS, INC. GALAXI E FARM CHARLOTTESVILLE, VA MC-4500 STORMTECH CHAMBER SPECIFICATIONS 1. CHAMBERS SHALL BE STORMTECH MCd600. 2, CHAMBERS SHALL BE ARCH -SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN IMPACT -MODIFIED POLYPROPYLENE COPOLYMERS. 3. CHAMBERS SMALL MEET THE REQUIREMENTS OF ASTM F2418I Sa."STANDARD SPECIFICATION FOR POLYPROPYLENE(PP) CORRUGATED WALL STORMWAMR COLLECTION CHAMBERS' CHAMBER CLASSIFICATION BOX101. 4. CHAMBER ROWS SMALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION, 5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS. SECTION 12A2, ARE MET FOR t) LONG-0URATION DEAD LOADS AND 2 SHORTHOURATION LIVE LOADS BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACTANO MULTIPLE vEHICIE PRESENCES. 6. CHAMBERS SMALL BE DESIGNED TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787 'STANDARD PRACTICE FOR STRUCTURAL DESIGN OFTHERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS'. LOAD CONFIGURATIONS SHALL INCLUDE: t INSTANTANEOUS NI MIN AASHTO DESIGN TRUCK ENE LOAD ON MINIMUM COVER 2 MAXIMUM PERMANENT (I5-YR)COVER LOAD AND 3) ALLOWABLE COVER WITH EARNED If -WEEK) AASHTO DESIGN TRUCK. ) 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, IMERLOCKING STACKING LUGS. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND SACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LE33 THAN 3'. • TO ENSURE THE INTEGRITY OFTHE ARCH SHAPE DURING INSTALLATION, a) THE MGM STIFFNESS CONSTANTAS DEFINED IN SECTION 6.2.8 OF ASTM F241S SHALL BE GREATER THAN OR EGUE TO 5DO LBS/INAN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES ABOVE Is-F (23.0). CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS, 8, ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR DINNER, THE CHAMBER MANUFACTURER SHALL SUBMITA STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: • THESTRUCNRALEVALUATIONSHELBESEALEDBYAREGISTEREDPROFESSIONALENGINEER • THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATERTHAN OR EQUAL TO 1.0 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM 72187 AND BY SECTIONS 3 AND 12.12 OF THE AVSMO LRFO BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. • THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM FM18 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPTTHAT IT SHALL BE THE 7SEYEAR MODULUS USED FOR DESIGN. 9. CHAMBERS AND END CAPS SHALL BE PRODUCED ATM ISO MI CERTIFIED MANUFACTURING FACILITY. IMPORTANT - THIS PROJECT REQUIRES COMPACTION OF EMBEDMENT STONE AND REQUIREMENTS FOR STONE HARDNESS AND SHAPE WHICH ARE NOT SPECIFIED IN OTHER STORMTECH DOCUMENTS. CONTRACTORS MUST FOLLOW THE SPECIAL PROVISIONS IN THIS PLAN SET. 12 STONE ABOVE OP) % STONE BELOW (In) AID %STONE VOID -INSTALLED SYSTEM VOLUME (PERIMETER STONE INCLUDED 3lLT45 ABOVE ELEVATION 475.0) ]B7T SYSTEM AREA (B°) _ _ 351 SYSTEM PERIMETER(8) PROPOSED ELEVATIONS 492.00•F MAXIMUM GRACE PER ENGINEER'S PLAN 4B4.50 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 484.00 MINI MUM ALLOWABLE GRACE (UNPAVED NO TRAFFIC) 00 MIN IMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) _4M 484.00 MINIMUM ALLOWABLE GRACE (TOP OF RIGID PAVEMENT) _ 483.00 TOP OF STONE 482.00 TOP OF MC 4500 CHAMBER 478,76 _ 30-X24" TOP MANIFOLD (24"INVERT) 47730 42- BOTTOM CONNECTION INVERT 477.27 36- BOTTOM MANIFOLD INVERT 477.19 24- ISOLATOR ROW CONNECTION INVERT 477.00 BOTTOM OF MC4500 CHAMBER 475.00 UNDERDRAIN INVERT 4740E BOTTOM OF STONE PLACE MINIMUM 17.5' OF ADS GEOSYNTHETICS 315WTM WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS 24' PARTIAL CUT END CAP. PART# MG45MIEPP24T OR MC15001EPP24TW TYP OF ALL M"500 24- TOP CONNECTIONS 6-ADS N.12 (SIZE ISO BY EI STONE) IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-4500 CHAMBER SYSTEM 1. STORMTECH MC4500 CHAMBERS SHALT NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED PRECONSTRUCTION MEETING WITH THE INSTALLERS. 2. STORMTECH MCF1500 CHAMBERS SMALL BE INSTALLED IN ACCORDANCE WITH THE-STORMTECH MC3500/MCd50O CONSTRUCTION GUIDE'. 3. CHAMBERS ARE NOT TO BE SACKFILLEO WITH A DOZER OR EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: • STONESHOOTER LOCATED OFF THE CHAMBER BED. • BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. • BACKFILL FROM OUTSIDE THE EXCAVATION USING ALONG BOOM HOE OR EXCAVATOR 4. THE FOUNDATION STONE SMALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. S. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6. MAINTAIN MINIMUM-9' 2W mm SPACING BETWEEN THE CHAMBER ROWS. 7. INLETAND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF I7 300 mm INTO CHAMBER END CAPS. 8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN CRUSHED ANGULAR STONE MEETING THE AASHTO MCI DESIGNATION OF#3 OR". 9. STONE SHALL BE BROUGHT UP EVENLY MOUND CHAMBERS SO AS NOT TO DISTORT THE CHAMBER SHAPE. STONE DEPTFIS SHOULD NEVER DIFFER BY MORE THAN 17 (300 mm) BETWEEN ADJACENT CHAMBER ROWS, 10. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 11. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIAL BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 12. ADS RECOMMENDS THE USE OF-FLEXSTORM CATCH R' INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SUE RUNOFF. 1. STORNTECH MC4500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE-STORMTECH MC3S00/MC4SDO CONSTRUCTION GUIDE'. 2. THE USE OF EQUIPMENT OVER MCdWO CHAMBERS IS LIMITED: • NOEQUIPMENTISALLOWEDONBARECHAMBERS. . NO RUBBERUREO LOADER. DUMP TRUCK. OR EXCAVATORSARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE-STORMTECH MG350010C 500 CONSTRUCTION GUIDE'. • WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC35000AC M0 CONSTRUCTION GUIDE'. 3. FULL 36'(900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE SACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE'DUMP AND PUSH" METHOD ANAL NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1580-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. NOTES • MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. • DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. • THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARYADJUST GRADING TO ENSURE THE CHAMBER COVER REOUIRENENTSARE MET. • THIS CHAMBER SYSTEM WAS DESIGNED WITHOUTSITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUUABIUTY OF THE SOILAND PROVIDING THE BEARING CAPACITY OF THE INSIT) SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. TIER 1 DEEP COVER SPECIAL PROVISIONS ; Y J 2 J LL > W ,NMI O LL�0 a 0 O m Q Y U w 0 1. INSTALLATION REQUIREMENTS SMALL BE AS SPECIFIED IN THE STORMTECH DESIGN MANUALS AND CONSTRUCTION GUIDES EXCEPT AS MODIFIED IN THESE SPECIE PROVISIONS. K 2. ATTENTION IS CALLED TO TENSILE I- ACCEPTABLE FILL MATERIALS' IN THE STORMTECH CONSTRUCTION GUIDE AND ALL OTHER APPEARANCES OF THE S m "ACCEPTABLE FILL MATERIALS TABLE. FOR AREAS OF THE SYSTEM WITH COVER ABOVE 7 FEET (2.tm)FOR THE MCd500 AND ABOVE B FEET(24 m) FOR U u THE MC3500, EMBEDMENT STONE SHALL BE COMPACTED WITH 3 PASSES OF A WALK BEHIND VIBRATORY PLATE COMPACTOR OR JUMPING JACK IN I7 (3W mm)LIFTS. 3. STONE SHALL HAVE RELATIVELY FLAT SIDES AND SHARP EDGES(ANGULAR) OR RELATIVELY FIAT SIDES AND ROUNDED EDGES AND SHALL CONTAIN LESS THAN 20%FLAT OR ELONGATED PARTICLES. FLAT OR ELONGATED STONE IS UNACCEPTABLE, FOR DESCRIPTIONS OF ANGULARITY SEE ASTIM m D2480'STANDARD PRACTICE FOR DESCRIPTION AND IDENTIFICATION OF SOILS (VISUAL -MANUAL PROCEDURE)'. 4. $MNE SHALL BE HARD AND DURABLE. IT IS THE ENGINEERS OR CONTRACTORS RESPONSIBILITY TO SELECT HARD AND DURABLE STONE. STORMTECH CONSIDERS AN LA ABRASION VALUE OF EES5 THAN OR EGUE TO W TO BE HARD STONE. ppTl 5. FOUN RATION STONE SHALL BE MECHAN ICALLY COMPACTED WITH A VIBRATORY ROLLER OR VIBRATORY PLATE IN a'152 mm)LIFTS. 6. EMBEDMENT STONE MUST BE DUMPED IN PLACE BY A STONE SHOOTER OR CONVEYOR OR EXCAVATOR 7. INSPECTION DURING THE INSTALLATION BY THE ENGINEER, OWNER OR OTHER REPRESENTATIVE IS RECOMMENDED. THE INSPECTION SMALL INCLUDE OBSERVATIONS OF THE CHAMBER SYMMETRY DURING BACKFILLING TO ENSURE THE CONTRACTORS METHODS ARE NOT CAUSING UNACCEPTABLE DISTORTION OF THE CHAMBERS, i 8. AN ADS FIELD TECHNICIAN WILL CONDUCT A PRECONSTRUCTION MEETING TO TRAIN REPRESENTATIVES OF THOSE RESPONSIBLE FOR I CONSTRUCTING THE SYSTEM AND THOSE CONDUCTING THE MANDATORY INSPECTIONS OF THE INSTALLATION. B SP X 24-ADS N-12INVERT MATCHING TOP MANIFOLD x- ¢ INVERT 23.0Y ABOVE CHAMBER BASE ai S I 3 (SEE NOTES) pX PROPOSED STRUCTURE W/ ELEVATED BYPASS MANIFOLD 9 E 1 8 MAXIMUM INLET FLOW 30D CPS F (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 6 -J W' PREFABRICATED END CAP,PART# MC45001EPP308W ♦� LL ISOLATOR ROW B (SEE DETAIL) gP _.. INSPECTION PORT UP EI 9 p 4T A05 W12 BOTTOM CONNECTION m [ INVERT 3.W ABOVE CHAMBER BASE (SEE NOTES) ED o I �d B 6. .9 $ 3fi'PRWARUT EFABCATEDENDC, �1 OUTLET CONTROL STRUCTURE PER PLAN DRELOCATE11OI ^t b PART#MC45001EPP38BW MAMM(DESIGN BY ENGINEER PROVIDE °5 ^ 1, (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 42' PREFABRICATED END CAP, PART# MC45WIEPP428W SY X 36-ADS N-12 BOTTOM MANIFOLD � INVERI-3.25' ABOVE CHAMBER BA,SE I (SEE NOTES) 8F pp 9 F O €E SHEET 2 OF 6 C s o n Q J U LL > w W 1D o . B 03.W'I U MEWL 11p51 I II NMI I g B a $ I X API II F O €€ m p [f 6 r5( �9p6 4 �b SHEET tl� 3 OF 6 ACCEPTABLE FILL MATERIALS: STORMTECH MC-4500 CHAMBER SYSTEMS - _ w AASHTO MATERIAL > G D N t MATERIAL LOCATION DESCRIPTION COMPACTION /DENSITY REQUIREMENT 2 CLASSIFICATIONS tY J 3 FINAL ELL: FILL MATERIAL FOR LAYER') STARTS FROM THE PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED U- > 4a U w D TOP THE BOTTOMIMABOIELE NATIVE SUBGRAiPERENGEMEFVSNT PLANS. ANY SCHEMCLANS WA INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND OJ W O U PAVEMENT UNPAVEDGRADEABOVE. NOTE THAT FORRA CXECK PLANS FOR PAVEMENT SU80MDE REQUIREMENTS. PREPARATION REQUIREMENTS. R$ BASE MAY SESHED SUBBASE PAVEMENT SUBBASE MAY BE PART OF THE D'IAYER U AASHTO M145' Q J m � d FULL: FILL MATERIAL FOR LIVER 'C STARTS FROM THE GRANULAR WELL -GRAD 901L/AGGREGATE MIXTUR DEES.<35%FINES OR A-1, A-2d, A3 2A BEGIN COMPACTIONS AFTER '(NO mm) OF MATERIAL OVER (� Z AD IsINITU1L $ TOP OFTHE EMBEDMENT STONE ('B'LAYER)T021'(fiW mm) PROCESSED AGGREGATE. THE CHAMBERS ELAYERSIN U # $ C ABOVE THE TOP OF THE CHAMBER NOTETHAT PAVEMENT OR AX LIFTCHED. IN. S5%PROCTOR R 17(30DELL mmDEDM AND95 %LKTIVEMNSITTTYFOR f EUBBASEMAYBEAPARTOFTHE-C'LAYER. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS AASHTO WELL GRADED TE IA 96%RELATIVEDENSITY FOR ul w (AVER PROCESSED GGR PROCESSED AGGREGATE MATERIALS. 7, W. 9,351,4,4ff7. 6. W. b]. e, 8], W.7. 788, W. 8, 10 a i B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE CK LAYER) TO THE '17 DYER ANSHTO M431 COMPACTION REQUIRED. SEE SPECIE REQUIREMENTS ON CLEAN, CRUSHED, ANGULAR STONE ABOVE 3.4 LAYOUT PAGE o 6 A FOUNDATKN4 STONE: FILL BELOW CHAMBERS FROM THE CLEAN, CRUSHED, ANGULAR STONE AA8HT0 Mom• PLATE COMPACT OR RCLL TO ACHIEVE A FLAT SURFACE." ; SUBGRADE UP TO THE FOOT MOTTOM) OF THE CHAMBER. 3,4 99 PLEASE NOTE: 3 1. THE USUMAASHTO DESIGNATION$ARE FORGRADATIONS ONLY.THESTONE MUSTALSO BECLEAN,CRUSHED.ANGULAR.FOR EXAMPLE,ASPECIRCATION FOR#4STONEWOULDSTATE:'CLEAN,CRUSHED,ANGULARNO. 4(AASHT0 M43)STONE'. Z SSS `3 'y 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR A' LOCATION MATERIALS WHEN PLACED AND COMPACTEDW IN 9-(2mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FORo w C F COMPACTION REQUIREMENTS. ° 4. ONCE LAYER 'C'IS PLACED. ANY SOIUMATERWL CAN BE PLACED N EAYER'D' UP TO THE FINISHED GRACE MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF L WWC'OR'D' ATTHE SITE DESIGN ENGINEERS DISCRETION. s ADS GEO.SYNTHETIGS WIT NONWOVEN GEOTEXTILE ALL AROUND o o Kiii5 CLEAN, CRUSHED, ANGULAR STONE IN A B B LAYERS - PAVEMENT LAYER (DESIGNED -_ BY SITE DESIGN ENGINEER) as ! D PD FKATFOR IF FLEXIBLE PAONEA1. FOR 492.0E+1-� PERIMETER STONE -� C rvsrnuw aoMla OmESRin rOccuR I MIN' MAX ELEV. 8E 160E m1. m) (SEE NOTE 4) THIS PROJECT IT(300i p'0 m)MIN ,II B,u, - 'THIS CROSS SECTION DETAIL REPRESENTS �, � N L T EXCAVATION WALL NI REQUIREMENTS 1 MINIMUM REQ I ANTS FORINSTALLATION. ,. A I 524 mm CAN BE SLOPED OR VERTICAL I r 1 1 A.'. r � C- O a 7 I I PEETHEENS FOR p PROJECT SPECIFIC REQUIREMENTS. y p 6 4 •I I� 3 1 DEPTH STONE TO BE DETERMINED VS sg epo BY SITE DESIGN ENGINEER 9'(230 mm) MIN D MINI SE 112" (300 mm) - - g. \- MC4600 'I 1W"(2540 mm). -� '� 12'(300 mml MINI S 95 SUBGRADE SOILS-' (230mm)MINi END CAP (SEE NOTE 3) B GALAXIE FARM PROJECT SPECIFIC CROSS SECTION - - _ - _ - _ - _ - _ - _ - �c Pi 12 NOTES: IX ` 61 3b 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F241&1fia,'3TANOAR0SPECIFICATION FOR POLYPROPYLENE(PPj CORRUGATED WALL STORMWATER COLLECTION CHAMBERS'CHAMBER CLASSIFICATION BDx101 2. MCd80D CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F278T "STANDARD PRACTICE FOR STRUCTURE DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS'. is ' y pSap 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION gB FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. € 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. It 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: . TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SMALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3'. (5 • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANTAS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATERTHAN OR EQUAL TOM LBSIINAN. E SHEET 4 6 AND b)TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE TV F /23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. OF COVER PIPE CONNECTION TO END CAP WITH ADS FLEXSTORM PURE INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES ELEVATED BYPASS MANIFOLD _I SUMP DEPTH TBD By CATCH BASIN SITE DESIGN ENGINEER (24" 1600 4MIN RECOMMENDED): _ pRMARHOLE ( 24"(600 mm) HOPE ACCESS PIPE REQUIRED USE FACTORY PARTIAL CUT END CAP MC4500REPE24BC OR MC4500REPE24BW / MC-4500 ISOLATOR ROW DETAIL NTB STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT A INSPECTION PORTS (IF PRESENT) At. REMOVE/DPEN LID ON NYLOPLAST INLINE DRAIN A2 REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED AS USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A4. LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS OPTIONAL) A5. IF SEDIMENT IS AT, OR ABOVE, T (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. e. ALL ISOLATOR ROWS B.I. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW SE USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE I) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY 10 FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE 83. IF SEDIMENT IS AT, OR ABOVE, 7 (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2) CLEAN OUT ISOLATOR ROW USING THE JEVAC PROCESS A AFU(EDCULVERTCLEANINGNOZZLEWITHREARFACINGSPREAOOF45'(1.1m)ORMOREISP MRRED B. APPLY MULTIPLE PASSES OFJETVAC UNTIL BACKFLUSH WATER IS CLEAN C. VACUUMSTRUCTIIRESUMPASREQUIREO STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEII INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE $TORMTECH SYSTEM. NOTES 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. AWUSTTHE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. MC -SERIES END CAP INSERTION DETAIL NTS STORMTECH END CAP ,I I� 12-(300 mm) Y MIN SEPARATION 17 (S00 mm) MIN INSERTION MANIFOLD STUB MANIFOLD HEADEAffR Inl hr. IT(300 mm) I_ 17(300 mm) MIN SEPARATION ���III III"` MIN INSERTION STCRNrMCH NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FOR A PROPER FIT IN END CAP OPENING. UNDERDRAIN DETAIL NITS STORMTECH CHAMBER 1 UTLETMANIFOLD t 1 FOUNDATION STONE f,_ BENEATH CHAMBERS (Y) ADS GEOSYNTH CSETI WIT NON -WOVEN GEOTEXTILE SECTIONAA `, DUALWALL PERFORATED HOPE STORMTECH »,,+'r / UNDERDRAIN END CAP i FOUNDATION STONE BENEATH CHAMBERS ADS GEO.SYNTHETTCS W 1T NON -WOVEN GEOTEXTILE NUMBER AND SIZE OF UNDERDRAINS PERSITE DESIGN ENGINEER P (1 DID mm) TYP FOR 5C310 A SC-1 BOLP SYSTEMS 6' (1 W mm) TYP FOR SC-740, DC-780, MC3500 A M04500 SYSTEMS SECTION B-B CONCRETE COLLAR PAVEMENT CONCRETE SLAB 6" (150 mm) MIN THICKNESS STORMTECH CHAMBER - O �- OPTIONAL INSPECTION PORT pUp > MCd5W END CAP U WWWyO i LU J > L1 a )I�I W I!( U e a� rc U 4i TWO LAYERS OF ADS GEOSYNTHETICS 315WTM WOVEN GEOTEKTILE BETWEEN FOUNDATION STONE AND CHAMBERS 10.3' CIA m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS � IT(300 mm) MIN WIDTH'. • 9b dS CONCRETE COLLAR NOT REQUIRED G ' FOR UNPAVED APPLICATIONS B' NY T INSPECTION PORT 55 i ! pQ (PAR BODY APART RATED TRAFFIC RATED BOX WISOUD BOGWISO D S _ LOCKING COVER 4' 110E mm) p SCHED 40 PVC G®Y 4- (IN mm) 4- (IN mm) SCHED40PVC SCHED 40 WC ? p COUPLING ® E11 1 4-(INmm) O 8' T WEED 40 PVC �m,,, CORE CY IT 14 mm)0 9 HOLE IN CHAMBER O .2 (4S HOLE SAW REC'D) Btl yy o ANYVALLEY •4 1 LOCATION a€ Is NOTES: 1. INSPECTION PORTS MAYBE CONNECTED THROUGH ANY CHAMBER CONNECTION DETAIL It CORRUGATION VALLEY. NTS. BBB 2. ALLSCHEDULE4 MFUNGSTOSE SOLVENTCEMENTED(4"PVC NOT PROVIDED BY ADS). 4" PVC INSPECTION PORT DETAIL €E NTS SHEET 5 OF 6 MC4500 TECHNICAL SPECIFICATION n;Ts G Q VALLEY m STIFFENING RIB CREST 2 Of z LLF LOWER JOINT WEB 3 U CORRUGATION UPPER JOINT LL N O LZJ CORRUGATION. W IN CREST STIFFENING RIB < m 60A" 61 T U (1524 mm) CSR9 mm) 1 a 4 I FOOT 100.0"(2540mm) - �190.0-(2256 mm)I •� - BUILD ROW IN THIS DIRECTION a- a r 1 ml IN NOMINAL CHAMBER SPECIFICATIONS SIZE(W X H X INSTALLED LENGTH) 10BPXW0'X483- (2 OnvnX1624mmX1227 mm) CHAMBER STORAGE 1061CUMCFEET (301 m•) MINIMUM INSTALLED STORAGE' 182ICUSICFEET (4.00m1) WEIGHT(NOMINALI 125.0 Ma (W7 kg) NOMINAL END CAP SPECIFICATIONS SIZE DN X H X INSTALLED LENGTH) W.0'X81.SX32.8' (2286mmX1549mmX933mm) ENDCAPSTORAGE W.5 CUBIC FEET (1.12m0) MINIMUM INSTALLED STORAGE• 116S CUBIC FEET (3.29 m•) WEIGHTINOMINE) 90Bts. (40.8 k9) 'ASSUMES 17 (305 mm) STONE ABOVE, r (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS. 17 (305 ..)STONE PERIMETER IN FRONT OF END CAPSAND 40%STONE POROSITY. PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH'$' PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH T' END CAPS WITH A PREFABRICATED WELDED STUB END WITH W PART# STUB B C MC45001EPP06i B'(160 mM) 4254'(1081 mm) - MC4500IEPP06B - 0.B6'(22 mm) MG450CIEPP08T 8' am mm) 40.5P(10210 MC450pIEPP08B - i.01'(26 mm) I MC450CIEPP10T - 1P (2W mm) MAr (IRIS mm) MC45WIEPPI0B - 1.37(34 mm) I _MC450CIEPP12T 12,(g�mm) 3SW(907I n) MCA5001EPPtzB - 1.SY(39 mra) MC45001EPP15T - IT(375'run) ssOv yal mm) - MC45MIEPPISB - 170'(43 mm) MC45001EPP18T 2BST(746 nail) MG450CIEPP18M 18'(4W Inm) MC45001EPP18B NOTE: ALL IBW_ - 1.97 (30mm) 1dT 2M(BWmm) M.05'(585 mm) - 1TW RB - 22V (57 mm) IBW )BW 30'(7W mm) - 2.95'(75 mm)) iBW 9B' DI00 mm) - 325" (B3 mm) mW I dY NOW mm1 - SWRID mml : E vH -II ARIM)LB g I INSSTTALLED o C w. o_ 0 _ 38.0" (965 m) i 6A !! G g I I 1 m ,9, =9 "0� gg k 1 ¢. FQ qR y� a i� 6 CUSTOM PREFABRICATED INVERTS iz ARE AVAILABLE UPON REQUEST. •2 INVENTORIED MANIFOLDS INCLUDE 12-24" (300-600 mm) SIZE ON SIZE AND 1S48' (3751200 mm) ECCENTRIC MANIFOLDS. CUSTOM6 INVERT LOCATIONS ON THE MCISOO 444� END CAP CUM' IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES I GREATER THAN 1P (250 mm), THE g C INVERT LOCATION IN COLUMN 9' SHEEP ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. OF Galaxie Farm Chamber Model- Units- Number of Chambers- Number of End Ceps- Voids in the stone (porosity) - Base of $tale EMvatbn- Amount of Stine Above Chambers- Amount of Stone Below Chambers- MCd50) StormTech % 8 In �+Ndu4e w4m�+sMre In ra'alauom in Im rial Pa 162 1a 40 4740E 12 36 Amaofsyskm- 7677 sf Min.Ares- 6533sf min.ama Heghtof Incremental Single Incremental Incremental Incremental Incremental 11Clemental Gh, CURE,NgVe System Chamber Single Entl Cap Chambers End Cep Stone EC and Stone System Elaratlon inches cubic leaf cubic feet cubic feet cubic leaf cubic lest cubic leaf cubic feet Ifeen 108 0.00 0.00 0.00 0.00 256.90 255.90 38416.72 483.00 107 0.00 0.00 0.00 0.00 255.90 255.90 38160.82 482.92 106 0.00 0.00 0.0E 0.00 255.90 255.90 37904.92 482.83 105 O.OD 0.00 0.00 0.00 255.90 255.90 37649.02 482.75 IN 0.00 0.00 0.00 0.0E 255.90 255.90 37393.12 482.67 103 0.00 0.00 0.00 0.0E 255.9E 255.90 37137.22 482.58 102 ON 0.00 0.00 0.0E 255,90 255.90 S6881.32 48250 101 0.00 0.00 0.00 0.00 255.90 255.90 361525.42 482.42 100 0.00 0.00 0.00 ON 255.90 255.90 36369.52 482,33 99 0.00 0.00 0.00 0.00 255.90 255.90 36113.62 482.25 98 0.00 0.00 0.00 0.00 255.90 255.90 35857.72 482.17 97 0.00 0.00 0.00 0.00 255.90 255.90 35601.82 482.08 96 0.04 0.01 8.64 0.23 253.15 260.02 35345.92 482.00 95 0.12 0.03 18.81 0.61 248.13 267.55 35085.90 481.92 94 0.16 0.05 26.69 0.93 244.85 272.47 34818.35 481.83 93 021 0.07 33.81 1.19 241.90 276.90 34545.87 481.75 92 027 0.08 43.47 1.50 237.91 282.68 34268.97 481.67 91 0.45 0.11 73.35 1.90 225.80 301.05 33986.09 481.58 SO 0.67 0.13 107.77 2.38 211.84 321.99 33685.04 481.50 B9 0.80 0.16 129.44 2.90 202.96 335.30 33363.05 481.42 88 0.91 0.19 147.12 3.40 195.0 346.21 33027.75 481.33 87 1.00 0.22 102.47 3.93 189.34 35574 32681.54 481.25 86 1.09 0.25 176.16 4.44 183.66 364.26 32325.80 481.17 B5 1.16 0.28 183.48 4.95 178.52 371.96 3196154 481.08 eb 123 0.30 199.91 5.43 17376 379.11 31M9.58 481.00 B3 1.30 0.33 210.55 5.90 109.32 385.77 31210.47 480.92 82 1.36 0.35 220.49 6.38 185.15 392.02 30824.71 480.83 81 1.42 0.38 229.83 6.91 161.20 397.94 30432.69 480.75 80 1.53 238.68 7.94 15L46 403.91 29034.74 480.58 79 1.53 044 OA4 255.07 753.9E 414.00 29222.31 480.50 78 1.57 OA7 255.07 8.44 8.44 150.6E 414.0E 29222.31 480.5E 77 1.62 0.50 262.66 8.91 147.27 418.85 28808.31 480.42 76 1.67 0.52 26993 9.37 144.18 423.48 28389.46 480.33 75 1.71 0.54 27688 9.80 141.23 427.91 27965.98 480.25 74 1.75 0.57 283.51 1020 138.41 432.13 27538.07 480.17 73 1.79 0.59 289.87 10.59 735.72 436.18 27105.94 480D8 72 1.83 0.61 296.01 10.98 733.11 M0.D9 26669.77 480.00 71 1.86 0.63 301.88 11.38 130.6E 443.85 26229.68 479.92 70 1.90 0.64 307.53 11.58 128.26 447.36 25785.82 479.93 69 1.93 M68 312.96 12.19 125.84 450.99 2533B.46 479.75 68 1.96 0.70 318.18 12.60 123.59 454.37 24B87.47 479.67 67 2.00 0.72 32321 13.00 121.42 457.63 24433.10 479.58 66 2.03 0.74 328.05 13.39 119.32 460.76 23975A8 479.50 65 2.05 0.76 332.71 13.76 117.31 463.78 2351471 479.42 64 2.08 0.79 337.20 14.14 115.36 466.71 23050.93 479.33 63 2.11 0.80 341.51 14AS 113.52 469.47 22584.22 47925 62 2.13 0.82 345.68 14.76 111.72 472.17 22114.75 479.17 61 2.16 0.84 349.71 15.09 109,98 474.78 21642.59 479.08 60 2.18 0.85 363.57 15.32 108.34 477.24 21167.81 479.00 59 221 0.86 367.30 15.47 10679 479.56 20690.57 478.92 58 223 0.89 360.88 16.01 105.14 482.03 M211.01 478.83 57 225 0.8E 364.32 1628 103.66 484.28 19728.98 478.75 56 2.27 0.92 367.63 18.51 102.24 486.39 19244.72 478.67 55 2.29 0.92 370.82 16.56 100.95 488.32 18758.33 478.58 54 2.31 0.94 373,87 16.98 99.56 490.41 18270.01 478.50 53 2.33 0.96 376.80 17.21 98.29 492.31 11`)79.60 478.42 52 2.34 0.97 379.61 17.44 97.0 494.13 17287.29 478.33 51 2.36 0.98 382.31 17.66 95.91 495.88 16793.16 478.25 50 2.38 0.97 384.88 17.48 94.98 497.32 16297.28 470.17 49 2.39 1.0E 367.34 18.06 93.14 499.14 15799.98 478.08 48 2.41 1.01 389.68 18.20 92.75 500.0 15300.82 478.00 47 2.42 7.02 391.92 18.37 91.79 502.07 14600.19 477.92 46 2.43 1.03 394.05 18.55 90.86 503.46 14298.12 477.63 45 2.44 1.04 396.06 18.70 90.00 504.76 13794.66 477.75 44 2.46 7.05 397.97 18.83 89.18 505.99 13289.91 477.67 43 2.47 7.05 399.78 18.97 88.40 507.15 12783.92 477.58 42 2.48 1.05 401.48 18.91 87.74 508.13 12276.77 477.50 41 2.49 1.06 403.10 19.02 87.05 509.17 11768.64 477.42 40 2.50 1.08 404.63 19.36 86.31 510.29 11259.47 477.33 39 2.51 1.08 406.05 1949 85.68 511.23 10749.18 477.25 38 2.51 1.09 407.38 19.59 85.11 512.08 10237.95 47747 37 2.53 1.11 409.36 19.91 84.19 513.47 9725.87 477.08 38 0.00 0.00 0.0E 0.00 255.90 255.90 9212.40 4T7.00 35 0.00 0.00 0.00 OAK)255.9E 255.9E BB58.50 4]8.92 34 0.0E 0.G0 0.00 0.0E 255.90 255.90 8700.60 476.83 33 0.0E 0.00 0.00 0.0E 255.9E 255.90 8444.7E 476.75 32 0.0E 0.00 0.00 0.0E 255.90 255.90 8188.80 476.67 31 0.00 0.00 0.00 0.00 255.80 255.90 7932.90 476.5E 30 0.0E 0.00 0.00 0.00 255.90 255.90 767`7.00 476.50 29 0.00 0.00 0.00 0.00 255.90 255.90 7421.10 476.42 28 0.00 0.00 0.00 0.00 255.90 255.90 716520 476.33 27 0.00 0.00 0.00 0.00 255.90 255.90 6909.30 476.25 28 0.0E 0.0E 0.00 0.0E 255.9E 255.9E 8853A0 476.77 25 0.00 0.DO 0.00 0.00 255.90 255.90 6397.50 476.08 24 0.0E 0.00 0.00 0.00 255.90 255.90 6141.60 476.00 23 0.0E 0.0E 0.0E 0.0E 255.9E 255.8E 5865.7E 475.82 22 0.00 0.00 0.00 0.00 255.90 255.90 5629.80 475.83 21 0.00 0.00 0.00 0.00 255.90 255.90 5373.90 475.75 20 0.00 0.00 0.00 0.00 255.90 255.90 5118.00 475.67 19 0.0E 0.00 0.0E 0.0E 255.90 255.90 4862.10 475.58 18 0.0E 0.0E 0.0E O.DO 255.9E 255.90 46062E 475.50 17 0.00 ODO ODD 0.0E 255.90 255.90 4350.30 475.42 16 0.0E ODD 0.0E 0.0E 255.9E 255.90 409,IA0 475.33 15 0.00 0.00 0.00 0.00 255.80 255.90 38M.50 475.25 14 0.00 0.00 0.00 0.00 2M.90 255.90 3582.60 475.17 13 0.00 0.00 0.00 0.00 255.90 255.9E 3326.70 475.08 12 0.00 0.00 0.00 0.00 255.90 255.90 3070.80 4M.00 11 0.00 0.00 0.00 0.00 255.90 255.90 2814.90 474.92 10 0.0E 0.00 0.00 0.00 255.90 255.90 2559.00 474.83 9 0.0E 0.00 0.00 0.00 255.90 255.90 2303.10 474.75 8 0.00 0.00 0,00 0.00 255.90 255.90 204720 474.67 7 0.00 0.00 0.00 0.00 255.90 256.90 1791.30 474.58 6 D.00 0.00 0.00 0.00 255.90 255.90 1535.40 474.50 5 0.00 0.00 0.00 0.00 255.90 255.90 1279.50 474.42 4 0.0E 0.00 0.00 0.00 255.90 255.90 1023.60 474.33 3 ON 0.0E 0.00 0.0E 255.90 255.90 767.70 474.25 2 0.00 0.0E 0.00 0.0E 255.9E 255.90 511.80 474.17 1 ON 0.00 ODO 0.0E 255.90 255.90 255.9E 474.08 REQUIRED TREATMENT VOLUME=12,848 FT3 ELEVATION WHERE TREATMENT VOLUME IS PROVIDED=477.67 ELEVATION OF OVERFLOW ORIFICE=477.90 THUS, ALL 1-YR VOLUME IS TREATED BY THE ISOLATOR ROW SINCE THE OUTLET ORIFICE IS ABOVE THE TREATMENT VOLUME ELEVATION. 1 TREATMENT VOLUMES C21 SHIMP ENGINEERING2. LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM VSMP PLAN FOR GALAXI E FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 2) 2020.10.13 3) 2020.10.16 FILE NO. BMP DETAILS 18.025 C21 XbASSIST" Q �t �i ,StormTech. ANY • Table 1-Acceptable Fill Materials Figure 1-Inspection Port Detail FORSTORMTECH of i' � R!, Manifold, Scour Fabric and Chamber Assembly INSTRUCTIONS, DOWNLOAD THE ❑ � - - INSTALLATION APP Y L• ® r rE�,.,a rl=romm)aw Lwma uwuu .g 5Ph: ;,,- QFinaI Fill Fill Mazes faa)or D' Prry solVmckmamnals,ratl(e slip WA PrgMrapasteaglnrers dens. PaL61 . StormTech 6amha that6gdthe'ClayGmthe alleraglneresponsouck gaidarraemay haasBilgadmazaFaandprgwre- SNvN�1;, StormTech Construction Guide �' bommdbass paaertaanpaa] daGtaaawrtwhg�e tides m l m� N r company (-_ ,cf' - An'stredpadeabdve.NamABttlapeve- rcb9ranems. a'xa a'a'row'Fwc ILLILty l� them R(bnMy he re[Mme'0 laja "D ' // II IIIIBIIM FIIMatemlfa6ya'C' 0ranuarwep-gretledsoy AASHTOM145 6finmmpachanafernin.24'(600mroolmam- 1� corm ham to dine emhedmeof aggro emu(h •s; 135%flnm A-1A-2.4,A-3 (a Over tedamhers B macmd. Compact aldgarel REQUIRED MATERIALS AND EQUIPMENT LIST x� ,. :' smm Riayar) m 2,V'W mm1 above aBase adaggregam. Most a layers IT 000 Bona M. lib Ia min. 95% Poo m•°•M • Acceptable fill materials per Table 1 • StormTech solid end caps, pre -cored and pre -fabricated end caps gar T� ' AlampofAMcnameer, Nam met pave- payment whom materiels can AASMO M431 for de*VWell-gra1el rramv61 and 95%relace etc .A- mentsubil naybelMrtdthe'0' aye bela�indudmkaye. 3,37,4,4675,55,57, 6, daBltymrpm wtla,Drcgammalaak. xarwv.W.� • Woven and non -woven geetextiles • StormTech Chambers, manifolds and fittings "' aA',i}�' > " ��. .ew e- 67, 66,7788, 89, 9, 10 NOTE: MC-3500 chamber pallets are 77" x 90" (2.0 In x 2.3 m) and weigh about 2010 Its. (912 kg) and MC-4500 pallets are 100" x 52" (2.5 In x 1.3 m) and �" T i3. - +�'` OB anmstransmnB: Ftlfm clean. Lvud6d.aguarsrae asRO M43' NommpadBn legutBd. weigh about 840 Ibs. 381 k Unloading chambers requires 72" 1.8 m min. forks and/or tie downs (straps, chains, etc). rf -1-'" -a , slmolmang d amnas from me foundation 3,357.4 a 9 ( 9)• 9( )( ) ( P ) - Stone CA' al to lho'c'leyerabne. ma coati NDOME (AFavndstlonSt=Rllberw clean, auaed,angularshave, AASin0M43'(9axaNLn(getln9°Q301MrIiImxNAsuarg enr .o"Eeawn"e,.meNwrream IMPORTANT NOTES: Install manifolds and lay out woven scour Align the first chamber and end cap of see h Continue installing chambers by overlapping chamber end 3lammisrmmthe waraideuprome 3,357,4 two fuuw.w�esvaawaam(yaadpacmr.== r •`^°" A. This installation guide provides the minimum requirements for proper installation of chambers. Nonadherence to this guide may result in damage to chambers geotextile at inlet rows [min. 17.5 it (5.33 m)] row with inlet pipes. Contractor may choose corrugations. Chamber joints are labeled "Lower Joint - Wba lofbbeChl duringInstallation. Replacement of damaged chambers during or after backfillin Is costly and very time consuming. It is recommended that all installers are familiar at each inlet end cap. Place a continuous to postpone stone placement around end Overlap Here" and "Build this direction - Upper Joint" Be � 9 9 9� Y ry 9 PLEASE MOTE: with this guide, and that the contractor inspects the chambers for distortion, damage and joint integrity as work progresses. piece (no seams) along entire length of chambers and leave ends of rows open sure that the chamber placement does not exceed the reach 1. The listed AASMTO designations am for gradations only. The stone must also be dean, crushed, angular. For Isolators ROWS) in two layers, for easy inspection of chambers during the of the construction equipment Used to place the stone. example, a specification for q4 shone would state: "clean, crushed, angular no.4 (AASNTD Al stone". B. Use of a dozer to push embedment stone between the rows of chambers may cause damage to chambers and is not an acceptable backfill method. Any chambers backflll process. Maintain minimum 6" (150 mm) spacing between MC-3500 2, StormTech compaction requirements am met for 'W hocaDan materials when placed and compacted in 9" (230 min) damaged by using the "dump and push" method are not covered under the StormTech standard warranty. rows and 9" (230 mm) spacing between MC-4500 rows. (max) lifts using two lull coverages with a vibratory compactor For the Isolator Row place two continuous layers of ADS 3. Whem infiltration sur/aces may be comprised by compaction, for standard installations and standard design mad C. Care should betaken in the handling of chambers and end caps. End caps must be stored standing upright. Avoid dropping, prying or excessive force on chambers Woven fabric between the foundation stone and the isolator during removal from pallet and initial placement. row chambers, makingsure the fabric la flat and extends cm designs, r, a ecflatsuAacemaybe achieved by raking or dragging without compaction equipment For special load designs, contact ShomlTedr for compaction requirements. t Requirements for System Installation Manifold Insertion StormTech Isolator Row Detall width of the chamber feet. tall Figure 2 -Fill Material Locations I® 1ruvID Ir STORMTECH GOVERPPECONNE4 TOMD �prjpt, may .�,t AS GEOBYMHEKISMITNON-WOVENGEOTesTLEPIL PAVEMENT LAYES MESIONED ENDCPP CMWITHADs GEOsY ETICO OPIKKIAL INBPE4TON PORT An CLEAN. CRUSHED. PNGULM STONE IN A A B L4YEFS OE6IGNeAvINEER) Bali NON -WOVEN GEOTEMILE CHMIeER MGBOe SHOWN) ,.....u.....,........u. MANIFOLI ) rr� Y _�/ BY6TE �I MANIFOLD \ .. iPEWMEIER HTONE UWO- I ! A ].,r� wRx "gMW600-Z6'NW mm)MM MC3500-B B'120 m)MA% =(3W mmI MIN OL cu IXWVATICNWALL(GWBEBLCPEOVATION ICALIV�M1 \+2•(19d 1MNM��dMIN BEPPAATIDN MC �-�OEPm-OF STONET06E DETERMINED r MCA5p0-12•(YA mm)MIN __ _ T / � BYSf1EDF51GN ENGINEER Y(29d mm)MIN MCaSN-B"(15d mm)MIN END CAP J ML 5 NOTE: MANIFOLD STUB MUST BE LAID HORIZENI FOR sUBGRME SOILS -s" 1m. m)Mry itY (3Ce mm)MIN Excavate bed and prepare subgrade per Place non -woven geotextile over prepared soils Place clean, crushed, angular stone foundation APROPERFITIN ENDCnPOPENING. engineer's plans. and u excavation walls. 9" (230 damin. Install underdrains if required. zr (eoD BvnI NePE ACCE98 PPE REnuISED TWOrwYERs oFAw DEDarN=HEncB3sv=M wovEN 9 P m ) q Insert Inlet and Outlet manifolds a minimum 12" UBE FACTIXVYPRE-COREDENOCAP C£OTExn1EBE EENFWNWTIONUMEANDCHAMBERB Compact to achieve a flat surface. 300 mm into chamber end caps. Manifold header sump DEPTNuAbix MC38W-8.3(29m)MW WmEC NWWFMMCSMP should be a minimum 12" (300 mm) from base of BDEDESGNEWNEER MOU1500-10%(3.1 m)MIN WmECAMINUOUSFAw210STRIP t end cap. (2d'[nommIMINREGIX.IMENOFD)I 2 5 All Table 2 - Maximum Allowable Construction Vehicle Loads- 1. 36"(gWmm) of staiWaradcovermalerials merfhe ,., Initial Anchoring of Chambers - Embedment Stone Backfill of Chambers - Embedment Stone and Cover Stone chambers is required for full dump truck travel and Drum Weight dumping. cl Prosedure or Dynamic 2 During paving operations, dump truck axle loads on ®firaw `19001 32,0000421. 16,000 V11 12` 3D51 3420 [[1641 38,000 [1691 24"(600ni of covermay be necessary. Precaub'ons Malwiel fpBeHcmd 1a" l4571 2350 [113] 24' [6101 1850189j should be taken to avoid rutting of the road base layer, 39'7 1510 V21 �•� to ensure that compaction mqu(mments have been met 36" 14 and that a minimum of24"(600 dam) oftener exists Qla'BaI Fa 24`M 32.000044 16;t100[71I 12"1305J 2480[119j 2DDDO[891 over the chambers. Contact StormTech for additional IAetalel Compacted 18"145f 1T70[857- gryou g� m, for allowable by is Hie paving. 2LoaeN4mped 24,Om D071 12,000 R31 36cp1 2245 [101070 177 i60W f711 3. Ground reasure for frock dozers is me vehicle � g operating weight divided b total round contact area for both tracks. Excavators will exert higher ground 24" 1IS 8 0 1625 [25 V63 pressures based on loaded bucket weight and boom 30-V62 1135 - J extension. w" rU 1 010 18"1450J 24.000 DM 1Z;UOKI 122' 2010 5,000[221 4.Mini-excavators(<$000fbs/3,628 kg) can be used with 18" 1480 V1 oldiclmaeol at least 12" (300 dam) of stone over the chambers and 24" 10 1220 ,J ®Cel,_ 3o°r�l 1060 5t " Continue evenly backfilling between rows and around perimeter until Only after chambers have been backfilled to top of chamber and with are limited bythe bucket ground pressures /n Table Initial embedment shall be spotted along the his is ins of the chamber evenly No equipment shall be operated on the bed at this stage 11 the Installation. embedment stone reaches tops of chambers and a minimum 12" 300 mm a minimum 12" 300 mm of cover stone on to of chambers can skid based on a tall bucket at maximum boom extensor. fall= rrsld tz'.pwl t40TAllONFD N07A1LOwm 12x[3o51 noo [53) NOTAlLOWID anchoring the lower portion of the chamber. This is best accomplished with a Excavators must be located off the bed. Dump trucks shall not dump stone p ( ) ( ) p sus 1a" I457j 71s of cover stone Is In place. Perimeter stone must extend horizontally to the loaders and small LGP dozers be used to final grade cover stone and 24" 6101 a;o stone conveyor or excavator reaching along the row. directly on to the bed. Dozers or loaders are not allowed on the bed at this 5. StormTech does rmtrequlm uompacton otinifial fill at �.1 sz 5m 2 time. excavation wall for both straight or sloped sidewalk. The recommended backfill material in accordance with ground pressure limits in Table 2. 18"(450 mm) of cover. tmwever, requirements by others backflll methods are with a stone Conveyor outside of the bed or build as you Equipment must push material parallel to rows only. Never push perpendicular for6"(150mm) fittsmaynecessitam the use ofsmall ry11 NO"AJDAED uoTALLOWED NOTALLOWED NOTA1LOWED NOrAnDwm go with an excavator inside the bed reaching along the rows. Backfilling while to rows. StormTech recommends the contractor inspect chamber rows before compach mat 18"(450mm) c rcover. assembling chambers rows as shown in the picture will help to ensure that placing final backfill. Any chambers damaged by construction equipment shall 6. Storage of materials such Be construction materials, Table 3- Placement Mettgal and Descriptions Baekfill of Chambers - Embedment Stone equipment p e ui merit reach Is not exceeded. be removed and replaced. SHIMP the Sormlechspoils, system. tc.shouldnotof be located overFinal Backflll of Chambers - Fill Material Inserts Tee Detail the Stonniech sysmm.7he use of equipment over Material eecc RestrictionsWheel ���.� Load ��� Restrictions We Stormlech system not covered in Table 2 (ex. soil TableLoads T.T.. oowrMrteu mixing equipment, crarms, etc) is limited. lease contact FYMI WI Aveneryai pacerent lnemads maybe 36't9(q more rdrawm D®Istopufih pedalo to Pollutrava toreM Wrats .®eHM.,r£AT Storm Tech for more tribunal lion. hiatarial emedtoasmxtlm bM mbar o]rer regvheipayed p. roP,a, car aal�'verIs , ,Meta") IL ni,.,cam, �` E N G I N E E R I N G eroeadthe maximum llmasaTBaB 2. bWs Vedford mlyover i"900 "; " 7. Allowable hack loads based on vehicle travel only. `� mded Excevatore, shall not operate on chamber beds until Me ®ad6a RII t2rmamr positiwrcd oAbto reoxarE+ldto. Pgdaltwnbe aa+eBi am smatLGPtra7cdmas851tld Ike dynamo torceal roue 1 y f „�, „a " it LAND PLANNING -PROJECT MANAGEMENT total backfill roaches 3 feet(900 dam) over the entire Maww Sallepavamralawetlaer IaLa WMcan+Pecad Imtlelsa9wredmgratle caner aNaexampadedfitl bed.Fxcaviderm shall not operate on chamber beds unto denbMs.StooldrufaloWed. peneltmmwmachm staeVon at all 12"(309 dam) depmraccoes24'(600mm) I - l r 24'(60Dmml above top of aoeurMammisatalitimes. oerchambers.9olwtual L the total backfill roaches Sleet (WO mint) over me entire (hanhas. Epupmnimlai push wallswallsparellelmchamberrahedny bed. , mmwsazas tlmw. -Ir- - I _ - - - - �-" -' " 912 E. HIGH ST. 434.227.5140 xNFerATEaroas ®Saferar®a No equbmBdala+eb an bare dmmbers: Nowt�ko he paced No doadonchenbeir is NommrsaloAatl. _ _ "�ER� m oarN,m. �„,em ADG"Terms and Contlillats of Sale'are avallahle on the ADS webslte, a useexauambadmorkarKa Out�•elheHugep�d atlman.ITDOG M) until c.ortx,xERu=,dw � 'a+^w CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM Arm to daAl)ed amlat chain caLshbaa tlmAs dike aMn. i2"t3oo mm)o6va UNEVEN BACKFILL EVEN BACKFILL PERIMETER NOT BACKFILLED PERIMETER FULLY BACKFILLED dam° (�N,EAEc d„waEs.A.r.E www.atls-pipe.can. Advanced Drainage Systems, the ADS logo, and me staameWr4yfltlamsdaN chambers da'=ea6etl, flaBBmpaa. IN`£OLEnwmrtoolN":T"xE.oH.<oaa green stripe are registered iratlemadcs at Advanced oral to Backfill chambers evenly. Stone column height should never differ by more Perimeter stone must be brought up event' with chamber rows. Perimeter °cSTMmIx ,Aa ,,,,,cxrt -, ..Ha.,araor IowR 9 Pe eA Drainage Systems, „ I.SO ONs Inc. StormTech•and the Isolator• Raw are registered trademarks of (Prwldidso NoSlamrecn resalcaalls. Cortical restalfor miyarachisGarewiremems by arm reutiemactua Bureau than 12" 300 mm between adjacent chamber rows or between chamber must be full backfilled, with stone extended horizontal) to the excavation � "°•""I" `-'"""'R S[armTech,Inc. smna molly, commeg orpmmcAon ofsrbgra^a. ( ) 1 Y Y a Pnwmm a rows and perimeter. wall MH + Ram,y .nam"I R1081605119 C6 mreo IznlZi,,.M e•nu ra"w4 ePamml 02019 Advanced Drainage systems, Inc. Install non -woven geotextile over stone. Geotecti[e must ovedap 24" (600 mm) FaTIMSAYN road" aH•M,>o,� �w where edges meet. Compact at 24" (600 dam) of fill. Roller travel parallel with rows. mrTNUMS ccNT.crrtdlw„Eca rox,.mxE,NawaW,o.SS w•N,,.,s aParoad a.aRc,�,LrINM, . �, s1,TH Call StormTech at 888.892.2894 for technical and product Informal or visit www.stormtech.com 6 Call StormTech at 888.892.2694 for technical and product Information or visit wway.stonmech.com 3 4 U M MP a Lic. No 45183 ISOLATOR ROW STEP BY STEP MAINTENANCE PROCEDURES , Q STEP 1 NG� Inspect Isolator Row for sediment. slONAL. THE ISOLATOR® ROW ISOLATOR ROW A) Inspection ports (if present) 41111110. i. Remove lid from floor box frame INSPECTION/MAINTENANCE [i. Remove cap from inspection riser INTRODUCTION INSPECTION iii. Using a flashlight and stadia rod,measure depth of sediment and record results on maintenance log. An important component of an Stormwater Pollution Prevention iv. If sediment is at or above 3 inch depth, proceed to Step 2. If not, proceed to Step 3. Po P Y The frequency of inspection and maintenance varies by location. A Plan is inspection and maintenance. The StormTech Isolator Row °y B) All Isolator Rows Pe )! routine inspection schedule needs to be established for each individual I. Remove cover from manhole at upstream end of Isolator Row li patented technique to inexpensively enhance Total Suspended location based upon site specific variables. The type of land use (i.e. ii. Using a flashlight, inspect down Isolator Row through outlet pipe Solids (TSS) removal and provide easy access for inspection and industrial, commercial, residential), anticipated pollutant load, percent 1. Mirrors on poles or cameras may be used to avoid a confined space entry VS M P PLAN FOR maintenance. - imperviousness, climate, etc. all play a critical role in determining the 2. Follow OSHA regulations for confined space entry if entering manhole actual frequency of inspection and maintenance practices. ill. If sediment is at or above the lower row of sidewall holes (approximately 3 inches), proceed to Step 2. THE ISOLATOR ROW At a minimum, StormTech recommends annual inspections. Initially, lt not, proceed to Step 3. G A LAX I E FARM The Isolator Row is a row of StormTech Chambers, either SC-160LP, the Isolator Row should be inspected every 6 months for the first year SC-310, SC-310-3, SC-740, DC-780, MC-3500 or MC-4500 models, of operation. For subsequent years, the inspection should be adjusted STEP 2 Looking down the Isolator Row from the that is surrounded with finer fabric and connected to a closely located based upon previous observation of sediment deposition. Clean out Isolator Row using the JetVac process. SUBDIVISION manhole for easy access. The fabric -wrapped chambers provide for manhole opening, woven and Scene (s shown 9 settling and filtration of sediment as storm water rises in the Isolator between the chamber aria crone base. The Isolator Row incorporates a combination of standard manhole(s) and strategically surface, located inspection ports A) A fixed floor cleaning nozzle with rear facing nozzle spread of 45 inches or more is preferable Row and ultimately passes through the filter fabric. The open bottom - (as needed). The inspection ports allow for easy access to the system from the surtace, eliminating the need to B) Apply multiple passes of JetVac until backflush water is clean chambers and perforated sidewalks (SC-310, SC- 310-3 and SC-740 perform a confined space entry for inspection purposes. C) Vacuum manhole sump as required models) allow storm water to flow both vertically and horizontally out of If upon visual inspection it is found that sediment has accumulated, a stadia rod should be inserted to STEP 3 the chambers. Sediments are captured in the Isolator Row protecting determine the depth of sediment. When the average depth of sediment exceeds 3 inches throughout the length the storage areas of the adjacent stone and chambers from sediment of the Isolator Row, clean -out should be performed. Replace all caps, lids and covers, record observations and actions. ALBEMARLE COUNTY, tT/ , VI RGI NIA accumulation. -'`- MAINTENANCE STEP 4 SUBMISSION: Two different fabrics are used for the Isolator Row. A woven geotextile The Isolator Row was designed to reduce the cost of periodic maintenance. By "isolating" sediments to just Inspect & clean catch basins and manholes upstream of the StormTech system. fabric is placed between the stone and the Isolator Row chambers. one row, costs are dramatically reduced by eliminating the need to clean out each row of the entire storage 2020.0 /7 .02 The tough geotextile provides a media for storm water filtration and bed. If inspection indicates the potential need for maintenance, access is provided via a manhole(s) located on 1I a 1) a provides a durable surface for maintenance operations. It is also the ends) of the row for cleanout. If entry into the manhole is required, please follow local and OSHA roles for a designed to prevent scour of the underlying stone and remain intact confined space entries. REVISION: during high pressure jetting. A non -woven fabric is placed over the chambers to provide a filter media for flows passing through the -' - Maintenance is accomplished with the JetVac process. The JetVac process utilizes a high pressure water �) 2020.09.2 perforations in the sidewall of the chamber. The non -woven fabric is nozzle to propel itself down the Isolator Row while scouring and suspending sediments. As the nozzle is not required over the DC-780, MC-3500 or MC-4500 models as these StormTech Isolator Row with retrieved, the captured pollutants are flushed back into the manhole for vacuuming. Most sewer and pipe 2) 2020.10.13 chambers do not have perforated side walls. Overflow Spillway (not to scale) maintenance companies have vacuum/JetVac combination vehicles. Selection of an appropriate JetVac nozzle 4 The Isolator Row is typically designed to capture the "first flush" and will improve maintenance efficiency. Fixed nozzles designed for culverts or large diameter pipe cleaning are offers the versatility to be sized on a volume basis or flow rate basis. PElmo°rEN°eTMen preferable. Rear facing jets with an effective spread of at [east 45" are best. Most JetVac reels have 400 feet 3) 2020.10.16 An upstream manhole not only provides access to the Isolator Row but of hose allowing maintenance of an Isolator Row up to 50 chambers long. The JetVac process shall only typically includes a high flow weir such that storm water flowraters or � be performed on StormTech Isolator Rows that have AASHTO class 1 woven geotextile (as specified by volumes that exceed the capacity of the Isolator Row overtop the over TS, Hose StormTech) over their angular base stone. SAMPLE MAINTENANCE LOG flow weir and discharge through a manifold to the other chambers. -'� '= '- StormTech Isolator Row (not to scale) rBad Depth" Observations/Actions instal I') The Isolator Row may also be part of a treatment train. By treating w` THr Nord: Non -woven fabric is only raqu/md over the inlet plpe connection into the end cap mfDC-780, MC-3500 and MC-4500 chambermodels storm water prior to entry into the chamber system, the service I'rfe can OJ6i„ and is not required over the ermm IsokOrnow. 3/16/11 6.3 Ile nowe MR"e twFwllaklon. fatted rotwt 16 C1 frame at TOM be extended and pollutants such as hydrocarbons can be captured. araclas Pre-treatment best management practices can be as simple as a+<a"'=� '• -. - - '"""""""'°"'"" 9 P P .cP•nc,olaw �w�me '-= t ' � 9/24/11 6.2 e,1 ft Tome STLt fe1F TM deep sump catch basins, oil -water separators or can be innovative - FILE N 0. ECCanRC " C"�'""e 6/ao713 6.7 6.6 ft dt""My fun debris NSlbte tM ow kale a" US NV storm water treatment devices. The design of the treatment train and HG,oEa .'rava.�� laolwfoT R.., w,arnFenawce a. selection of pretreatment devices by the design engineer is often - 18.025 driven by regulatory requirements. Whether pretreatment is used or not, "w�awwm. 7/7/13 6.8 ft o m jheelled uum and vaced DOM the Isolator Row is recommended by StormTech as an effective means to minimize maintenance requirements and maintenance costs. �. BMP INSTALLATION & Note: See rile StormTech Design Manual for detailed information on GmHwnL P. N�mn�x„":`r;•a,,:x�„ >�e�•� �,,,,w„�.,,„,"„„�„ a. designing inlets for a StormTech system, including the Isolator Row. ^ s+a arreCu 10� ..Aw..„la.".®... �,w=a.=�� W;a'; �,;,a; .H:. uxw�xmao,� • - MAINTENANCE Advanced Drainage systems, Inc. 4640 T,uemm elM., Hilliard, ON U026 1-field-e21.e710 www.eas-vive.com Galaxie Farm LD-204 Stormwater Inlet Computations Inlets on Grade Only Sag Inlets Only E E " a t 8If; 2 m m E D z a m X >< �, 78 a li 0 '3 '� 5 ts (DDo rn 5 U U 2 U 5 0 0 0 :9(0 a CDro ❑ a 0 0 2 U ❑ 2 1 2 3 4 5 6 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 (ft) (ac) (in/hr) (cfs) _(cfs)_ (cfs) V) V) (P) (ft) (ft) (CFS) (Gfs) _(R) tt (it) _ F4 DI-3B 12 0.43 0.67 0.29 4.0 1.14 F000000000 1.14 0.015 0.040 0.020 0,083 3.38 0.19 100.0% 1.14 ODD 6S 1.86 1.86 5.00 0.23 100.0% 1.86 0.00 F3 DI-3B 10 0.63 0.60 0.38 4.0 1.51 1.51 0.015 0.025 0.020 0,083 5.62 0.24 100.0% 1.61 0.00 6.5 2.45 2.45 7.42 0.28 100.0% 2.46 0.00 F2 DI-7' 44 23.88 0.33 7.80 4.0 31.20 - 31.20 0,025 0.050 0.150 - 1.29 1 12L 7.09 6.5 50.71 0.00 50.71 1.78 1 7.78 8.51 -Assumes 25% clogging T E9 DI-7' 4x4 10.83 0.47 5.07 4.0 20.28 20.28 0,025 0.100 0.120 - 0.82 1.5 0.55 8.87 6.5 32.95 32.95 1.14 1.5 0.76 11.49 E8A DI-3B 12 0.47 0.72 0.34 4.0 1.35 0.00 1.35 0.015 0.065 0.040 0,063 3.12 0.19 100.0% 1.35 0.00 6.5 2.20 0.00 2.20 4.74 0.23 96.7% 2.13 0.07 E8 DI-3C 14 0.92 0.59 0.54 4.0 2.16 0.00 2.16 0.015 0.065 0.020 0,083 4.68 0.22 100.0% 2.16 0.00 6.5 3.51 0.00 3.51 6.39 0.25 92.4% 3.24 0.27 E7C 36" ES-1 - 39.08 0.29 11.14 4.0 44.55 0.00 44.55 0.025 0.150 0.042 0,083 0.61 4 115 12.16 Note: Culvert HW/D = 1.5 for 0=55.89. Inlet is satisfactory. 6.5 72.40 72.40 0.95 4 0.21 14.5E E7A DI-3B 10 0.25 0.71 0.18 4.0 0.70 0.00 0.70 0.015 0.092 0.020 0.083 1.67 0.16 100.0% 0.70 0.00 6.5 1.14 0.07 1.21 2.20 0.17 97.2% 1.18 0.03 E7 DI-3B 12 0.46 0.60 0.27 4.0 1.10 0.00 1.10 0.015 0.092 0.020 0.083 1.98 0.17 100.0% 1.10 0.00 i 6.5 1.79 0.27 2.05 5.32 0.20 95.0% 1.95 0.10 E6A DI-30 10 0.41 0.72 0.29 4.0 1.17 0.00 1.17 0.015 0.030 0.020 0.083 3.92 0.20 100.0% 1.17 0.00 6.5 1.91 0.03 1.94 5.65 0.24 98.6 % 1.92 0.03 E6 DI-3B 12 0.68 0.55 0.37 4.0 1.49 0.00 1.49 0.015 0.030 0.020 0.083 4.73 0.22 100.0% 1.49 0.00 _ 6.5 2.41 0.10 2.52 6.59 0.23 99.3 % 2.50 0.02 E5 DI-3C 10 1.27 0.59 0.74 4.0 2.97 0.00 2.97 0.015 0.012 0.020 0.083 0.21 0.5 0.42 4.11 6.5 4.82 0.02 4.84 0.29 0.5 0.58 8.11 E4 DI-3B 8 0.15 0.78 0.11 4.0 0.46 0.00 0.46 0.015 0.022 0.020 0.083 1.86 0.16 100.0% 0.46 0.00 6.5 0.74 0.02 0.76 3.01 0.19 100.0% 0.76 0.00 E4A DI-3C 8 0.41 0.72 0.29 4.0 1.18 0.00 1.18 0.015 0.022 0.020 0.083 4.63 0.22 100.0% 1.18 0.00 6.5 1.91 0.00 1.91 6.32 0.25 94.6% 1.81 0.10 G1 DI-3B 10 0.60 0.69 0.41 4.0 1.64 0.00 1.64 0.015 0.020 0.020 0.083 0.24 0.5 0.48 5.77 6.5 2.66 0.10 2.77 0.28 0.5 0.56 7.73 D3 DI-3C 8 1.19 0.51 0.61 4.0 2.44 0.00 2.44 0.015 0.010 OG20 0.083 0.30 0.5 0.60 8.63 6.5 3.97 ODD 3.97 0.34 0.5 0.69 10.82 D2 DI-3B 12 0.52 0.54 0.28 4.0 1.11 1.11 0.015 0.020 0.020 0.083 2.62 0.18 100.0% 1.11 0.00 6.5 1.80 1.80 4-20 0.21 100.0% 1.80 0.00 C3 DI-3C 6 0.29 0.82 0.24 4.0 0.95 0.95 0.015 0.006 0.020 0.083 0.25 0.5 0.49 5.97 6.5 1.55 1.55 0.28 0.5 0.57 7.82 C2 DI-3C 6 0.14 0.85 0.12 4.0 0.47 0.00 0.47 0.015 0.020 0.020 0.083 021 0.5 0.42 3.96 6.5 0.77 0GO 0.77 0.24 0.5 0.48 5.66 Road E Curb CG-7 4" Curb 0.30 0.70 0.21 4.0 0.84 0.00 0.84 0.015 0.D40 0.020 0.083 2.36 0.17 0.52 D/H" 6.5 1.37 0.00 1.37 3.97 0.21 0.62 D/H" "depth / 4" curb height _ 1 LD-204 C23 Chapter 8 - Culverts Appendix 8C-2 Inlet Control, Circular Corrugated Metal OCHART 2 Ie0 10,000 169 8.000 EXAMPLE ()) ISO 6.000 0•36-,e,.o.or..11 -5.000 0•460. 3) 144 4.000 MY � MV e' a. 134 3.000 o O.xo 5. 6. 120 0 UI 1.0 5.4 lF r 2.000 la e.l 9.3 5. 1!1 ti as 4' 108 a' '0,"f.r 3. 4, a 96 1,000 3. 900 3. e4 600 2 CULVERT B 500 Q25=347.9/2 72 aoo z 2. /� 300 / ; s - - =173.9 CFS y ? 200 �c// .34 L5 CULVERT A Z =_ 0 1.30 1.5 Q25=202.5/ 2 54 o W s =101.2 CFS ? C e0/ ❑ a � 2• 2 42 / V 50 r I'0 1.0 / ❑ ❑ 40 1.0 c _ _ HW- 38 S0 ENTRANCE u • U SCALE STIR. E7C W a 9 3a 20 (FROM LD-204, s 4 30 (2) MII V.. 11 <snf s,m 1=6.5) 0=55.9 '.1 n 27 10 OI M.paln4 & T 7 e i 24 .7 m 6 5 To ssl. 12) P PI Nel.sl 21 4 1e10n1411t I..wb Ln. u.n - .a n..v.1/1H ;neun.a rn W.'k .a 3 Dona 4 .cent., e. "'0". 0, 6 le lllu.,wbt. 2 IS .5 1.0 .5 - 12 HEADWATER DEPTH FOR C. M. PIPE CULVERTS WITH INLET CONTROL BYxEAV OF PUBLIC ROADS .MN. I%! NOTE: FOR CULVERTS A & B, RUNOFF FLOW "Q" Source: HDS-5 RESULTS FROM SOUTHERN PEIDMONT RURAL REGRESSION EQUATION -- DRAINAGE AREA ONLY. SINCE TWO (2) CULVERTS WILL BE USED, TOTAL FLOW IS DIVIDED IN HALF FOR THIS NOMOGRAPH. 1 of 1 VDOT Drainage Manual Galaxie Farm From Structure To Structure Catch. Area ac Runoff Coef Increment AC Accum. AC Total TOC min Total 10-yr Intensity in/hr Total 10-yr Flow Cfs Up Invert Elev. Down Invert Elev. Pipe Length ft Invert Slope % Pipe Diameter in) Pipe Capacity (cfs) Velocity Flow time Increment (min 1 2 3 1 4 1 5 6 1 7 8 9 10 1 11 1 12 1 13 14 1 15 1 16 17 F4 F3 0.43 0.67 0.29- _ 0.29 5.00 6.81 1.95 480.00 479.00 149.64 0.670% 15 5.7 4.2 0.59 F3 F2 0.63 0.60 0.38 0.66 5.59 6.64 4.40 478.80 478.50 39.07 0.77% 15 6.1 5.4 0.12 F2 F1` 29.79 0.33 7.80 8.46 23.50 3.83 34.59 478.30 477.00 114.73 1.13% 24 28.4 9.1 0.21 `Pipe is designed for pressure flow due to tailwater from BMP. See LD-347 Spreadsheet _ E9 E8 10.83 0.47 5.07 5.07 23.25 3.85 19.52 516.00 505.70 250.92 4.10 % 18 23.0 14.6 0.29 E13A E8 0.47 0.72 0.34 0.34 5.00 6.81 2.30 506.00 505.70 28.02 1.07% 15 7.3 5.2 0.09 E8 E7 0.92 0.59 0.54 _ 5.95 23.53 3.82 22.74 505.50 492.00 161.72 8.35% 18 32.9 20.0 0.13 EX E7B 39.08 0.29 11.14 11.14 29.02 3.38 37.69 486.00 485.90 5.00 2.00% 36 102.2 15.3 0.01 E7B E7A 0.00 0.00 0.00 11.14 29.03 3.38 37.69 485.70 484.70 86.98 1.15% 36 77.5 12.4 0.12 E7A E7 0.25 0.71 0.18 11.31 29.03 3.38 38.28 484.50 484.20 27.52 1.09% 36 75.4 12.1 0.04 E7 E6 0.46 0.60 0.27 17.54 29.16 3.37 59.17 484.00 475.50 254.33 3.340% 36 132.1 18.2 0.23 E6Z E6" `10 yr Flow from HydroCAD model 25.79 475.00 474.90 20.00 0.50% 36 51.1 7.9 0.04 E6A E6 0.41 0.72 0.29 0.29 5.00 6.81 2.00 477.70 477.00 30.08 2.33% 15 10.7 6.7 0.08 E6 E5 0.68 0.55 0.37 18.20 29.40 3.36 86.91 474.70 471.45 197.71 1.64% 36 92.5 13.9 0.24 E5 _ E4 1.27 0.59 0.74 18.94 29.63 3.34 89.08 471.25 470.25 59.92 1.67% 36 93.4 10.2 0.10 E4A E4 0.15 0.78 0.11 0.11 5.00 6.81 2.78 470.60 470.25 26.52 1.32 % 15 8.4 6.0 0.07 E4 E3 0.41 0.72 0.29 19.35 29.73 3.33 90.32 470.05 468.90 71.94 1.60% 36 91.4 10.4 0.12 E3 E2 0.00 0.00 0.00 21.39 29.85 3.33 96.96 468.70 468.10 74.43 0.81 % 42 98.1 11.2 0.11 E2 El 0.00 0.00 0.00 21.39 29.96 3.32 96.80 467.90 467.00 112.64 0.80% 42 97.5 11.8 0.16 D3 D2 1.19 0.51 0.61 0.61 5.00 6.81 4.16 469.00 468.20 61.01 1.31% 15 8.0 6.6 0.15 D2 D1 0.52 0.60 0.31 0.92 5.15 6.77 6.22 468.00 465.00 76.40 3.93% 15 13.9 11.0 0.12 C3 C2 0.29 0.82 0.24 0.24 5.00 6.81 1.62 463.00 462.70 31.95 0.949/6 15 6.8 4.5 0.12 C2 C1 0.14 0.85 0.12 0.36 5.12 6.78 2.41 462.50 _ 462.00 8.04 6.220/6 15 17.5 10.0 0.01 B2 B1 338.08 0.43 144.02 144.02 67.6 2.27 326.65 462.70 460.50 64.00 3.440% (2) 60 418.64 x2 18.8 Note: B2-Bl Flow is 25 Yr Rational Flow. Culvert is adequate to also handle 25 Yr Regression Flow: 0= 348.4 cis A2 Al 133.20 0.42 55.94 55.94 45.5 2.88 161.30 464.30 460.50 71.30 5.330% (2) 48 287.4 x2 19.0 Note: A2-A 1 Flow is 25 Yr Rational Flow. Culvert is adequate to also handle 25 Yr Regression Flow 0=190.5 cfs G4 G3"+ 3.67 0.45 1.63 1.63 16.50 4.59 7.49 varies varies varies 1.38% 15 8.2 7.6 1.08 G1 E3 0.60 0.69 0.41 2.04 17.58 4.45 9.09 469.80 468.90 75.02 1.20% 18 13.6 8.3 0.15 " Calculates the worst -case scenario (shallowest slope & max runoff) for the private storm drain "G" Sewer. Min. slope for G drains=1.38% 2 LD 229 C23 P8-t NO PROJECTION OF PIPE ABOVE GROUND LINE TOP OF FILL TOP OF FlLL TOP OF FLL OROLINE _ _ GROUND LINE = GROUND LINE x .-' I�I I rrrrF�L //rr rrr - rrr// - I I �" rrrrrr rrr rr - I rr / EARTH I ROCK ORr cl EARTH +_ o N I O N UNYIELDING SOL I.1 Aiw 0 0 BEDDING - MATERIAL �1 a MIN. 1/10 D X D X BEDDING MIN- 1116 D X D X BEDDING MW. i/10 D ` - MATERIAL MATERIAL X D X I/s' PER 1-OF H MIN. 8", MAX. 24" FOUNDATION SOFT, YIELDING, OR NORMAL EARTH FOUNDATION ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL PIPE PROJECTION ABOVE GROUND LINE 41N. 1.5 . D Mlk. L5 . D MIN. 1.5 a D MIN. 1+5 x D MIN. I-5 x tl MIN. 1.5 x D 'IlTOP OF FILL TOP OF FILL TOP OF FILL x Z - rrrrr rrirrrr = - rrrrr rrrrr .....-- - - --QxQrrrrrr :rrriir = r r rrrr ru - - rrrrrrrrrrrri rrrrrrrrrrrrri rrrrrr r r /i rr rrrr - •rrr -' - - ;� - - �': /ir 1 ui • - - /rrrrrirrrr rr/rrrrrr/i o o r O rr :. .- LINOUNO + __ LMEVNo o - rrrrirrrr a rrrrrrrrr _ GROUND :INN - DIVE N _ EARTH Eu `*- - ' - MIN. tn0 D - UNYIELDING _ MIN.1/10 D % 0 X BEDDING MATERIAL _ I/ PER - SOL fir OF H x D x - rr MIN 7/10 D BEDDING EARTH MIN. a", BEDDING MATERIAL MAX. 24" MATERIAL FOUNDATION SOFT, YIELDING, OR NORMAL EARTH FOUNDATION ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL ®BEDDING MATERIAL IN ACCORDANCE WITH ® EMBANKMENT SECTION 302 OF THE ROAD AND BRIDGE NOTES SPECIFICATIONS REGULAR BACKFLL MATERIAL IN ACCORDANCE FOR GENERA. NOTES ON PIPE BEDDING, CLASS I BACKFILL MATERIAL IN ACCORDANCE I WITH SECTION 302 OF THE ROAD AND BRIDGE SEE INSTALLATION OF PIPE CULVERTS WITH SECTION 302 OF THE ROAD AND BRIDGE AND STORM SEWERS GENERA. NOTES SPECIFICATIONS. SPECIFICATIONS. ON SHEET 107.GO. FOR ALL OTHER PIPE REGULAR BACKFLL MATERIAL rrrrr FOR PLASTIC PIPE + IN ACCORDANCE WITH SECTION 302 OF THE ROAD CRUSHED GLASS CONFORMING 70 THE MINIMUM CLASS I BACxRLL MATERIAL PLACED DIRECTLY AND BRIDGE SPECFICATIONS. SIZE REQUIREMENTS FOR CRUSHER RUN OVER PIPE AND fi" REGULAR BACKFILL MATERIAL, AGGREGATE SIZE 25 AND 26 MAY BE O OR 12" OF CLASS I BACK FILL MATERIAL, USED IN PLACE OF CLASS I BACKFLL. IN ACCORDANCE WITH SECTION 302 OF THE ROAD AND BRIDGE SPECIFICATIONS. `VDDT Y N OFFICE INSTALL. OF PIPE CULVERTS AND STORM SEWERS SPECIFICATION REFERENCE ROAD AND BRIDGE STANDARDS CIRC. PIPE BEDDING AND BACKFILL - METHOD "A1l SHEET I OF 4 REVISION DATE 07/19 VIRGINIA DEPARTMENT OF TRANSPORTATION 107.01 Galaxie Farm LD-347 Hydraulic Grade Line Junction Loss Water V, Ha Q; VI QIV; I H, Angle Ho H, 1.3"H, 0.5H, Inlet Number Outlet Water Surface DO Qo Lo S,o% H, Final H Surface Elev. Rim Elev. 1 Elev.' 2 3 4 5 6 7 (8) (9) (10) 01) (12) (13) (14) (15) (16) (17) (18) 19 20 27 F2 481.30 2.00 34.59 114.73 1.992% 2.286 9.1 0.318 4.40 5.4 23.8 0.158 11 0.059 0.535 0.696 0.348 2.634 483.93 484.00 F3 483.93 1.25 4.40 39.07 0.395% 0.154 5.4 0.113 1.95 4.2 8.2 0.097 45 0.124 0.334 0.435 0.217 0.372 484.31 485.65 F4 484.31 1.25 1.95 149.64 0.077% 0.116 4.2 0.083 1.95 0.0 0.0 0.000 0 0.000 0.083 0.108 0.054 0.170 484.48 486.15 E2 469.80 3.50 96.80 112.64 0.789% 0.889 11.8 0.541 96.96 11.2 1086.0 0.682 90 1.363 2.586 1.293 2.182 471.98 479.24 E3 471.98 3.50 96.96 74.43 0.792 % 0.589 11.2 0.487 90.32 10.4 939.3 0.588 75 1.058 2.133 1.066 1.656 473.64 476.35 E4 473.64 3.00 90.32 71.94 1.563 % 1.124 10.4 0.420 89.08 10.2 910.4 0.568 25 0.487 1.474 0.737 1.861 475.50 477.12 E4A 475.50 1.25 2.78 26.52 0.158 % 0.042 6.0 0.168 2.78 0.0 0.0 0.000 0 0.000 0.168 0.218 0.109 0.151 475.65 477.15 E5 475.65 3.00 89.08 59.92 1.520% 0.911 10.2 0.405 86.91 6.7 579.7 0.242 25 0.207 0.855 0.427 1.338 476.99 478.30 E6 476.99 3.00 86.91 197.71 1.447% 2.861 13.9 0.750 2.00 11.0 22.0 0.658 5 0.113 1.520 0.760 3.621 480.61 484.80 E6A 480.61 1.25 2.00 76.40 0.082% 0.062 11.0 0.564 2.00 0.0 0.0 0.000 0 OGDO 0.564 0.733 0.366 0.429 481.04 484.74 E7 481.04 3.00 59.17 254.33 0.671% 1.706 18.2 1.286 38.28 12.1 463.2 0.796 85 1.523 3,605 4,686 2.343 4.049 485.09 498.54 E7A 486.60 3.00 38.28 27.52 0.281% OD77 12.1 0.568 37.69 12.4 467.3 0.836 5 0.143 1,547 0.774 0.851 487.45 498.69 E7B 487.45 3.00 37.69 86.98 0.272% 0.237 12.4 0.597 37.69 15.3 576.7 1.272 50 1.817 3,687 1.843 2,080 489.53 489.60 E7C 489.53 3.00 37.69 5.00 0.272% 0.014 15.3 1.090 37.69 5.0 188.5 0.136 0 OG12 1.238 1.609 0.805 0.818 490.35 489.00 E8 493.20 1.50 22.74 161.72 3.996% 6,462 20.0 1.553 19.52 14.6 285.0 1.158 10 0.430 3,142 4.084 2.042 8.504 501.70 512.91 ERA 506.70 1.25 2.30 28.02 0.108% 0.030 5.2 0.105 2.30 0.0 0.0 0.000 0 0.000 0.105 0.136 0.068 0.099 506.80 512.98 E9 506.90 1.50 19.52 250.92 2.942% 7.383 14.6 0.993 19.52 0.0 0.0 0.000 0 0.000 0.993 1,291 0.645 8.029 514.93 520.50 G1 473.64 1.50 9.09 75.02 0.6391/ 0.479 8.3 0.267 7.49 7.6 57.0 0.314 40 0.386 0.967 1.257 0.629 1.108 474.75 475.22 'Outlet WSE Is listed as the greater of either the calculated tailwater, or the invert out+ 0.81). Note: HGL not calculated for 15" pipes conveying less than 75 %capacity. This includes Storm Sewers C. D. and G. Runoff Conditions do not Warrant HGL analysis. HP STORM TRENCH INSTALLATION DETAIL rr- MIN. COVER TO RIGID PAVEMENT, H MIN. COVER TO \ FLEXIBLE PAVEMENT, H FINAL BACKFILL SPRINGLINE ----- - INITIAL br Tf!4.i BACKFILL 7 hf Fi HAUNCH BEDDING 4" FOR 12'-24" PIPE I .. 6" FOR 30'-60" PIPE I MIN TRENCH WIDTH SUITABLE Imo- NOTES: (SEE TABLE) FOUNDATION 1. ALL PIPE SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH ASTM D2321, 'STANDARD PRACTICE FOR UNDERGROUND INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW APPLICATIONS", LATEST ADDITION, WITH THE EXCEPTION THAT THE INITIAL BACKFILL MAY EXTEND TO THE CROWN OF THE PIPE. SOIL CLASSIFICATIONS ARE PER THE LATEST VERSION OF ASTM D2321. CLASS IVB MATERIALS (MH, CH) AS DEFINED IN PREVIOUS VERSIONS OF AS7M D2321 ARE NOi APPROPRIATE BACKFILL MATERIALS. 2. MEASURES SHOULD BE TAKEN TO PREVENT MIGRATION OF NATIVE FINES INTO BACKFILL MATERIAL, WHEN REQUIRED. 3. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED BY THE ENGINEER AND REPLACE WITH SUITABLE MATERIAL AS SPECIFIED BY THE ENGINEER. AS AN ALTERNATIVE AND AT THE DISCRETION OF THE DESIGN ENGINEER, THE TRENCH BOTTOM MAY BE STABILIZED USING A GEOTEXTILE MATERIAL 4. BEDDING: SUITABLE MATERIAL SHALL BE CLASS I, 11, III, OR W. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. COMPACTION SHALL BE SPECIFIED BY THE ENGINEER IN ACCORDANCE WITH TABLE 3 FOR THE APPLICABLE FILL HEIGHTS LISTED. UNLESS OTHERWISE NOTED BY THE ENGINEER MINIMUM BEDDING THICKNESS SHALL BE 4" (1DOmm) FOR 12--24" (300mm4100mm) DIAMETER PIPE; 6" (150mm) FOR 30'460" (750mmF1500mm) DIAMETER PIPE. THE MIDDLE 113 BENEATH THE PIPE INVERT SHALL BE LOOSELY PLACED. PLEASE NOTE, CLASS IV MATERIAL HAS LIMITED APPLICATION AND CAN BE DIFFICULT TO PLACE AND COMPACT; USE ONLY WITH THE APPROVAL OF A SOIL EXPERT. 5. INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS I, II, III, OR IV IN THE PIPE ZONE EXTENDING TO THE CROWN OF THE PIPE. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. MATERIAL SHALL BE INSTALLED AS REQUIRED IN ASTM D2321, LATEST EDITION. COMPACTION SHALL BE SPECIFIED BY THE ENGINEER IN ACCORDANCE WITH TABLE 3 FOR THE APPLICABLE FILL HEIGHTS LISTED. PLEASE NOTE, CLASS IV MATERIAL HAS LIMITED APPLICATION AND CAN BE DIFFICULT TO PLACE AND COMPACT; USE ONLY WITH THE APPROVAL OF A SOIL EXPERT. 6. MINIMUM COVER: MINIMUM COVER H, IN NON -TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE AREAS) IS 12' (300mm) FROM THE TOP OF PIPE TO GROUND SURFACE. ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOTATION. FOR TRAFFIC APPLICATIONS; CLASS I OR II MATERIAL COMPACTED TO 90%SPD AND CLASS III COMPACTED TO 95% SPD IS REQUIRED. FOR TRAFFIC APPLICATIONS, MINIMUM COVER, H. IS 12" (300mm) UP TO 48' (1200mm) DIAMETER PIPE AND 24" (600mm) OF COVER FOR 60" (1500mm) DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TO TOP OF RIGID PAVEMENT. 7. FOR ADDITIONAL INFORMATION SEE TECHNICAL NOTE 2.11C 1 e ¢on.wa.lxc RF 3 LD 346 C23 TABLE 1, RECOMMENDED MINIMUM TRENCH WIDTHS PIPE DIAM. MIN. TRENCH WIDTH 12- 30" 300mm 62mm 15, 34" 375mm 864mm 18, 39" 450mm 991mm 24- 48 600mm 1219mm 30 SOmm 1422mm 38 64' 900mm 42" 1050mm 48 12438mm 1200mm 60" 1500mm TABLE 2, MINIMUM RECOMMENDED COVER BASED ON VEHICLE LOADING CONDITIONS SURFACE LIVE LOADING CONDITION HEAVY CONSTRUCTION PIPE DIAM. H-25 (75T AXLE LOAD)' 12'-48" 12" 48- 300mm-1200mm 305mm 1219mm 60" 24" 60" 1500mm) 610mm 1524mm VE ICLES IN EXCESS OF 751 MAY REQUIRE ADDITIONAL COVER TABLE 3. MAXIMUM COVER FOR ADS HP STORM PIPE it cLAss I cLAss n cLAss m cuss N PIPE DIA COMPACTED 95% 90% 85% 95% 90% 95% 12' 41 28 21 16 20 16 16 (300mm) (12.5m) (8.5m) (6.4m) (4.9m) (6.1m) (4.9m) (4.9m) 15, 42 29 21 16 21 16 16 (375mm) (12.8m) (8.8m) (6.4m) (4.9m) (6.4m) (4.9m) (4.9m) 18" 44 30 21 16 22 17 16 (450mm) (13.4m) (9.1m) (6.4m) (4.9m) (6.7m) (5.2m) (4.9m) 24" 37 26 18 14 19 14 14 (6ODmm) (11.3m) (7.9m) (5.5m) (4.3m) (5.8m) (4.3m) (4.3m) 30' 39 Z7 19 14 19 15 14 (750mm) (11.9m) (8.2m) (5.8m) I (4.3m) I (5.8m) I (4.6m) (4.3m) 36" 28 20 14 10 14 11 10 (900mm) (8.5m) (6.1m) (4.3m) (3.0m) (4.3m) (3.4m) (3.0m) 42' 30 21 14 10 15 11 10 (1050mm) (9.1m) (6.4m) (4.3m) (3.0m) (4.6m) (3.4m) (3.0m) 48' 29 20 14 9 14 10 10 (12ODmm) (8.8m) (6.1m) (4.3m) (2.7m) (4.3m) (3.0m) (3.0m) 60. 29 20 14 9 1 14 10 9 (15DOmm) (B.S-) 16 1-1 (4.3m) (2.1) (4.3m) 13 0-1 (2.7m) FILL HEIGHT TABLE GENERATED USING AASHTO SECTION 12, LOAD RESISTANCE FACTOR DESIGN (LRFD) PROCEDURE WITH THE FOLLOWING ASSUMPTIONS: NO HYDROSTATIC PRESSURE UNIT WEIGHT OF SOL Iva) = 120 PCF REV. MAXIMUM COVER HEIGHTS RIND 01/11/tT DESCRIPTION BY MMNDIYY I CHK7) mLYVERIFIEDTHE INFORMATION SUPPLIED. THEINSTAUATIONDETAII.SPROVIDED HEREIN AREGENEWLL I TRENCH INSfALIA770N SPECIFIC FOR THIS PROJECT. THE DESIGN ENGINEER SHALL REVIEW THESE DETAILS PRIOR TO Dlil'A6 (HP STORM) RESPONSIBILITYTO ENSURE THE DETALS PROVaED HEREIN MEETS OR EXCEEDS THE 4840 TRUEMAN BLVO HILLWiD, OHIO43028 w+eHua wwkae seam, lxa JAB o,aame SHIMP ENGINEERING2. LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM VSMP PLAN FOR GALAXI E FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 2) 2020.10.13 3) 2020.10.16 FILE NO. 18.025 STORM PIPE DETAILS 4 CULVERT SIZING NOMO C23 5 C23 HDPE PIPE BEDDING DETAIL 6 C23 HP -STORM (PP) PIPE BEDDING DETAIL C23