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WPO202000037 Plan - VSMP 2020-09-22
VSMP PLAN FOR LEGEND EXISTING 4 011_����1 10 10 1.00, --310--- 0- 2- 311.5 x 57 X 311.5 TC x 57 XTc 311.5 TW x 57 XW 311.5 B W x 57 XN ZEL A_N 0 RD ()-- RD q Oq 0 FHA 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 CONCRETE/PAVEMENT-SIDEWALK RIP -RAP ASPHALT GRASS EC-3MATTING EC-2 MATTINMP MAINTENANCE WETLAND TREELINE FENCE STREAM UTILITY UTILITY EASEMENT UTILITY POLE LIGHT POLE OVERHEAD UTILITY SANITARY & SEWER STORM SEWER ROOF DRAIN DRAIN INLET DRAINAGE EASEMENT SWIM FOREST/ OPEN SPACE EASEMENT SANITARY SEWER W. LATERAL SANITARY MANHOLE SANITARY EASEMENT WATER WATER LINE W. SERVICE WATER METER WATER VALVE FIRE HYDRANT WATER EASEMENT GAS - - -_ GAS LINE NOTE: 1. THE SIZE OF THE SYMBOLS MAY VARY FROM WHAT IS SHOWN. - L T"-"- 0 FHA 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 PRO 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 51003CO426D), 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 (horizontle: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. 9 9 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 "132", 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 SWIM Forest and Open Space Easement. The SWIM 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 6.57 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 & 9] 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 VDOT's 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 VDOT'S 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." "All 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 "two (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 laced prior to or as the first step in clearing. P P P 9 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. Al fill material to be taken from an approved, designated borrow area. 11. All waste materials shall be taken to an approved waste area. Earth fill shall be inert materials only, free of roots, stumps, wood, rubbish, and other debris. 12. Borrow or waste areas are to be reclaimed within 7 days of completion per Zoning Ordinance section 5.1.28. 13. All inert materials shall be transported in compliance with section 13-301 of the Code of Albemarle. 14. Borrow, fill or waste activity involving industrial -type power equipment shall be limited to the hours of 7:00am to 9:00pm. 15. Borrow, fill or waste activity shall be conducted in a safe manner that maintains lateral support, or order to minimize any hazard to persons, physical damage to adjacent land and improvements, and damage to any public street because o slides, sinking, or collapse. 16. The developer shall reserve the right to install, maintain, remove or convert to permanent stormwater management facilities where applicable all erosion control measures required by this plan regardless of the sale of any lot, unit, building or other portion of the property. 17. Temporary stabilization shall be temporary seeding and mulching. Seeding is to be at 75 Ibs/acre, and in the months of September to February to consist a 50/50 mix of Annual Ryegrass and Cereal Winter Rye, or in March and April to consist of Annual Rye, or May through August to consist of German Millet. Straw mulch is to be applied at 80lbs/100sf. Alternatives are subject to approved by the County erosion control inspector. 18. Permanent stabilization shall be lime and fertilizer, permanent seeding, and mulch. Agricultural grade limestone shall be applied at 90lbs/1000sf, incorporated into the top 4-6 inches of soil. Fertilizer shall be applied at 1000lbs/acre and consist of a 10-20-10 nutrient mix. Permanent seeding shall be applied at 180lbs/acre and consist of 95% Kentucky 31 or Tall Fescue and 0-5% Perennial Ryegrass or Kentucky Bluegrass. Straw mulch is to be applied at 80lbs/100sf. Alternatives are subject to approved by the County erosion control inspector. 19. Maintenance: All measures are to be inspected weekly and after each rainfall. Any damage or clogging to structural measures is to be repaired immediately. Silt traps are to be cleaned when 50% of the wet storage volume is filled with sediment. All seeded areas are to be reseeded when necessary to achieve a good stand of grass. Silt fence and diversion dykes which are collecting sediment to half their height must be cleaned and repaired immediately. 20. Al 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 C10-C13 for details on maintenance of access during construction. WPO 2020-000XX TAX MAP 91, PARCEL 15 & TAX MAP 91, PARCEL 9 ALBEMARLE COUNTY, VIRGINIA VICINITY MAP SCALE: 1"=1000' 5t71 st OAK HILL MILL CREEK INDUSTRIAL PARK nTa 113 Map provided by Google.com 31e LAKESIDE o O A g MILL CREEK C R E E K M I L L Q Monticello High School '�aeN.a zo GALAXIE • LYMAN HILLS LAKE-REYNOVIA FARM LANE SITE Carter Mountain MILL CREEK VILLAGE HOMES III. 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 SHIMP ENGINEERIN G12. LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM Lic. . smd4p a 4 183 1 B VSMP PLAN FOR GALAXIE FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 FILE NO. COVER 18.025 C1 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 S73.32'54"W r" I � /' II i ♦ T.M.91-10 72D3 COUNTY OF ALBEMARLE,VIRGINIA / IF (2002) D.B.1979-44,46 & 47 PLAT �,' HSG B we a� , COUNTY OF ALBEMARLE,VIRGINIA D.B.1979-44,46 & 47 PLAT SEFOEEy LOCUST 2002 \ „., 5L PE,S 36" MARKED ,r, -° / FJ �`-♦ - , X/11 N76.25'14"E I ),c�,rj8 % I�//'60.43' �a� 79B (7/ TB % F:-'i' / / /6Y ♦' / /% HSG B /CASING O/ ,'' i / i ' i / ' i / ' / I` l o tl CS / / r / / ' 20' PERMANEN ACSA // / CLAUDE S.SHELHORSE,JR. & M' - i ' �' / ED/ % / SANIT 1R s ESMT PE , � R / , , , / / / (D B.31� ,95 PLAT) XI BUI GS (TBR`__ \ I `- / / i / / i I' '� / / / / // 't`' ♦ ■ ♦ VIRGINIA THOMAS SHELHORSE ` 58B D.B.1049-86 POLE ` ♦ HSG B 1 1 ' ' / i I 1 i i " z ! 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BUILDINGS (TBo/m 013 /' j (' \___±_! _� N F,LJ W BUILDINGS R) \ � \ _ / / � � 4j8\ \\� \�' 7 / / I I I \� • / i /',' 1 ,� ,// / // / 6 -- ��---------------- -- - _ 486---- \ j y♦ 2F r / /,vr /r / ' r �(/ / FE E i II / 915.67 I' 1` ---x - - -- - �..r..v.-f,��---�� --- - --- ---- --�_s __ _ , I _ X\/I1,� ,.! /.. /// ..S P D -482 '___ - -- -_.. - MANAGED- _ _ -- \\ \ \ ✓ �x =' /'/ N49 1�'[k5"1,1r cj7G ----- 48g-- r --486 IT - --- 1 \ �,. / / , , /,/ Llc. .4�183 c SLOPES T oi-.: - GRAVEL, �\ 1_ - -- - X j CON _�, 390 - -� _ y 1 - - - - 1, - _ _ NQ'CO'S + ♦ ` HI 1.M.91 A-B I o \ l I, i 1 ■ Aso - - - ------ --ass--- s¢------ - sa - - -_ _ _ - _ � . 92 OPEN SPACE,PHASE IV,AVINITY I �5 i - it W ° '` ,.,� �'"" ..r• , - _ - -4 `` ,`� ` CY-51434----.�`_ _ - i / S 0'09sS�ONAL ENS AVON PROPERTIES,LLC T.M.91-1-1E T.M.91-16D AVINITY ESTATES,LLC SCOTTSVILLE ROAD HOLDINGS,LLC --------�- • - D.B.2267-750 D.B. 5124-678-A PLAT / D.B.3257-702 _ _ k D.B.4894-228 PLAT I - (474-z- ���/ " D.B.4990-174 ,' D.B.3480-44 & 45 PLAT I � -_ � ` � 1y D.B.4894-228 PLAT D.B 558-379 PLAT VSMP PLAN FOR T.M.91-16A1+ I I 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 0 50 100 150 GALAXIE FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 FILE NO. Mal EXISTING CONDITIONS I SHEET C6, C8 LOT 2,01 LOT 64 �� �.,�•� 10,420 SF 10,LOT 4SF NEW 20' ACSA N SEWER _ESM 1 P BLIC ACCES I PU C ACCE S E SMENT EASME T ; LOT g3 -� 8LOT 6^24SF LOT150 6,263•SF .h/ CIA-4-,&08 SF iO 1'! Im �'. AN 4 LOT 47 �L LOT 51 LOT 62 4,929 SF ' ' ' 4�740 SF 5,419_SF_ II — — i 0 TYP.' I I NE LO_T,� 52 4,30E}-SF- �� 4,830 SF ROW (TYP �', .,.,,...:..,• _ \--\ --- - _ ---- - ---- --------- -- -- - RLLL ROAD A2 _ AY NEW TWALL ��V _-- - - SZ'PUBLICROW "------------ / -- MAIN TE CE ES - ki, �;YF.) � ---- - . \ ---- - Chu LANE l '. _ .. • ,. • Q /I� 7 S N W x -_ , -., -- r---- ; ----� / / I 2,239 L039SF �.,... CIA ]RI OPE SPACE C ( ROW - LOT 2 x �x . — _ _* — 5,-- TYP.) 1,152 SF LO---- ---- ELOT 1 O PVAT 0 SF- - - 2 SF _" -- 28 03 SF--_-- / 1,152 SF X N ES -L& LOT 3 f _ 1 LOT 43 15 A(gg5 SF 5 5695SF I LOT 4 LOT 5 1 6 I ^'-- - 5,905 SF___ 5,251 SF 4,926 SF TNEW RETWA L LOT 42 {a'-------�'— i �— -- ACCESS ES T — — — — — ! 1,476 SF - - - -- 1 — — — — 1 4,808 6SF LOT 7- ___1 4,942 SF 5,094 LOT S F LOT 9 LOT 10 LOT 11 LOT 12 LOT LOT 1- \ 1 3 SF 14 SF SE LO 640E r i 5,637 SF 6,31 7 66 I- I , •. ` - H 1LOT 39 I I 5L60 Do 887 SF 1 LOT f:56 I - �. - - - - - I 4 320' sr i +.' . ROW TYP. • 1 ROAD C --- •::,. - ,. t•+'.,_1. - 14,789 SF -I I i • —_�- 54'ROW ----_— -- -- e _ ROAD_ C 1 '•.. .,.. -- — ---- - - - - —- 54' �BLI ROW ,- — SMT ' SF 4,8541SF Q -5 02 18 5, 7 SF SLo6?2SF 516p_ SF_ 4LOTI22 4L80 ..SE LOT! OT LOT 17 LOT 21 2SF ROW (TY.) f20'15 L5 5 2,9 SF{� SF 23 4L674 r 25 LO 26 LOT LOT AN OT 30 LOT LOT LOT LOT 4 LO 35 LOT LOT LOT`-----3,1 6SF 27 28 136 S 31 32 33 3,166 SF 3,1 3 SF 36 37 2,9574,562-SF- MT 1 I I -- 1,SF6 ,SF7 1'SF5 1 SF8 1,8F3 1'SF7 1 SF NEW 20' /I/ ACCCESS / ESMT \ SEWER ESMT \ r----- ® -- — — --- --- ---- — --- --- — -- —, 1 I I •.\ ��':�� L— — — — — — — — E x � SLOPES o- I _ � 50 SHEET C5, C7 RESERVED 65 SLOPES 4 SF, .r * ° RESERVED �P�'/ SLOPES / 0'x15' TEMP. AIDING ESMT /OPEN SPACE A pQ1\O / 59,716 SF 1° �c a� POLE W 20 CSA /' // ♦ \\ aT N SE ER ESM�' ypa \♦\ ? / / / \ ROW --------------- 45�P-0—AD / 4S OHu j ,� sJ / �;;, oH�o o r +. r,7 •, / Il�ll --- 0 50 100 150 GALAXIE FARM SUBDIVISION ALBEMARLE SUBMISSION: FILE NO. 18.025 SUBDIVISION LAYOUT OVERVIEW C3 Scale: 1 I SHEET C69 C8 / / , y I O s , I � a 4 .., , i ✓'. 4 4, _.J /BO/ 0 / -�--�_ / r r O -S o% R9AD A -- — — — �— t b 28.�$�� � — — _ -� �r IT t _/ i' -- — / /I �•_ \ T\ ,:' 821 /� ' 7 ,\ 18 -S r � I / _ --- .. ,. C � O . K RETWALI GEOEABRIC! / _ --------------------- IT — r r �' t �I /4J - r do a - , /O / • I % \\I � r.�`\ �\\ N � � _ —_— e. ,. <°, /' r' E6I — — — II a I — � — — — , � 14'r / — � � •' I I I / I ; \ -�"\ \ W W N—/ �r -frA— —Y Lr N r—Wy'— i •' r ,,./. _ -' 4 — t —s,— I s I ;i I I �* I I pY CY I-"1` � � r�0 /AI �N '�/ r N - .:... r•.. ./ I iW W W --�W ROW , 1\`\ I EB �'\ n I \ \ \ � \�\\ \ 'c. A "Ok/ O/ii i1 i 7i`I • �(—r W i-N'/M JTN W W W—M� N—V W )�W—r \�N �""— — rr N— —N \\ 3 •• I I I � \ n ' r r I � " r r- f, i — Ilk 1 I zi r _ - - - --_ - - go IN ------------------ - ---- - --- --- -- -- 77 SLOPES / __ — POLE r — —490- y �J 6 —� --- ---- — — _ - �--- _ -i ' 50 SHEET CS, C7 �ySERkEEYY 2 SLOPFyS d REY EfjVEp' 0 '� i/ �L 7.E /' ' l i i/ vir'/5/z // �• 62 66 _ / 84r �—t--- 45'p �AL� OHU All An/ Pu0 v 0 50 100 150 GALAXIE FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 FILE NO. 18.025 SUBDIVISION GRADING & UTILITY OVERVIEW C4 Scale: 1 i i' PRESERVED -: SLOPES j LOT 65 12,014 SF r NPA y LOT 64 "O / RKING' - - 10,420 SF MUTCD R8-3 SLAB . I 9 i FFE=492SIF LOT 4 -I NEW 20' ACSA R30.0' \ro SLA 54N SEWER ESM FFE=02 SLAB o FFE-491 ,A (� ` o s:I PUB IC ACCESS S ESMT 9 18 0 MUTCD �2Ki9N3 I I SWv FIOREST/ I I 1/1 I I I EA ENT OPEII SPACE PUBLIC AC ESS; EASEMENT EASM NT 0 56 ACR I _ � R25.0' R25.0' � I I I I I I rf I/ I I I III R30.0' PRES RVED � LOT 48 6,2LOT636SF °r7,x �SLOIP I 8,6 2 SF LOT :50 SLAB p0/FF �I p I 4,6081 SF FFE=4 SLAB -- 9G ------ FFE=500 C o BASEMENT "NO PARKING" / `�\• �' 00 D FFE=500 MUTCD R8-3 d25 ROWn.> BFE-490 V .' .` .0 NEW 20' ACSA I O/4�. SAN SEWE�ESMT Q / �`� / // GRADING ESMT / "NO PARKING"R LOT 47 MUTCD R8-3 LOT 62 �%=� °' I _ / �G'�`� 4,929 SF LOT s1 5,419 ST / e�P� / ' .• 4,74o SF � r I - � . ` I I I I / i ,. r------- - -----� SI�rAB----- m a a a / OPEN SPQ� CE A SWM FOREST/ r '%/ , SLAB 1 + FFEF485 m 11 1 1 1 1 % j 59,7116 $F I I`� gPEN SPA¢q I /' 'rl1 �J 1 I % FFEF495 S o BASEMENT '- "NO A KING" / oa FFE=494 1 r r Z`� / ` 0 65 M CRES u! rn o o rn �`! N a MUT�n R8-3 1 I/ / BFE=� 84 T 4• m z °. I 33 cL�ds II P�LE J�' I r r .o = ,, I m zr NEW 20' PUBLIC -1 - y o RI RAP OVER m D D D D .m ROW YP.) DRAINAGE ESMT �I !� -� b z z A 1 1 III dILIZ ABRI l,�►I \� p�Jl 1 I I/ I / r r PCl 6 NEW 20' ACSA D n vi LO 61 o S SEWER E T P� P P,ST CONC. o A m m A T (A _ f I EADWALLI �L I I I I I I / I I °? 4,300 SF____ O, PARKING' is NEW V. W, PUBLIC 5' P�IMITIVE \� LOT! 46 2b'0 LOTi 52 SLAB CG-12 TYPE B (TYP.) MUTCD R8-3 F' 48 CttCSs / �� 5,04g-SF--------4,fr34 SF 2 '0 o RIP-RAPDRAINAGE ESMT ULCH TR ILO \• FFE=48z < 6® 1 ®�_I__ SLAB . •. SLAB ',. _ / - I� Lj'11 \•5 ti e- I� I� ,:; ,: :. FFE=491 FFE=490 MUOTCD R8N3 v I NEW GRL2 _ , MUTCDAR8IN3 ( ) of SH�I ®S% 205�0� REET SIGN - U _ r TOP SIGN ° / ROW T P 0 L % NEW LF 1 Z ROW (TYP f NO PARKING UTCD Ri 1 STREET SIGN / j I p �. = CONNECT ROAD A TO GALAXIE END STATE ,, MUTCD R8-3 ° 6 . <. 5' SI WA'�K I _ - - _ DRAT 1 MAINTENANCE , ... 6' P NTING STRIP ° e R25.0' - - -/ _ �! j ; FARM LANE W. SMOOTH MILL & ,SGIN _ / �, - GUARDRAIL I� OVERLAY TRANSITION. MAINTAIN SIGN V3bL, - - _-4�.IKELANF - - - - - MUTCD R1-1 R25.0' T / - T - ♦ --, ` \ - - -, i I�V 1 LANE OF PAVEMENT WHILE _ //- _ i COMPLETING CONNECTION. _ _ 8 _ - R25.0' N R25.0' - - - - 10' TRAVEL LANE N - • _ _ L - - 13+00 1 00 4 OqD \ 1 - - - - - / / - - - - - TAPER O 27 CROSS WP ROAD _�- - - 5+00 0' TRAVEL LANE o 14+00 ®o- - - // - _ _ _®_ N _ 5 PUB A� y SLOPE. MATCH - - _ - - - - - `�C\ PAVEMENT SECTION l� ROw I o0 7 ; 5 P7UBLIC K 6+00 ®® \ 1 �0 T�q 1Qe / TO EXISTING. 4 81KE LANE / __ 7 'F4 2 • _ _ _ - NEW POWER POLE / ' I T/�q \NF 0 /-- ROW (TY - R25. 0' R25.0' LF 6' PLANTING STRIP • - f( <q R25. _ .. _ '° P C�AST CON 2,\\ H o STR T SIGN TOP SIGN IW R Q� }. v, STREET SIGN .. GUAR SI�E°WALK. / 'r O 0 U I I I I I�UARD AIL I I �• 4 LF LAS9JO NO P RA KING"--` I C �F�� 25 MPH SIGN�AU D R2-1 & ® U / E GR-2 E�ADWALNo f,,� TRAIL CROSSING IGN WIT-15P v • • o / RIP- P MUTCD RS I I I I 11 I\ I I I RIP ggg I µII I _ NEW 20' ACSA .: LOT 53 NO PARKING" �, 'NO PARKING" // "NO PARKING' OH� pRIMITIV �^ V 20' PUBLIC OW SAN SEWER ESMT 24. 3,379 SF MUTCD R8-3 LOT 60 MUTCD RS-3 /I UItCp R8-3 I , OHU ULCH TR �� ���•�1y R25.0'px 11NAGE ESMT (T P.) = 6,743 SF I ^ I III I I NEW 35' PUBLIC IBHU�� 71 �•' y. `'�-�-q I I I I G� 70 SLAB - /JI DRAINAGE ESMT : ONU / HU `I /y6 GUARDRLL i LOT 45 2 .0 FFE=4M85 ----- - SLAB �j�� F r " 1 / 2,239 sF o F4=48o I I I I III III I I II " I' C I I I I 0��, I I NEW G�Z STOP SIN a TOWNHOME `� `� X MUTCD / FFE=486.0 C 0 0 32' PRIVATE //I I NEW 35' PUBLIC I�1RD O I Ind, I I �o off' / LOT 44 00 D "' ST ET ESMT DRAINAGE ESMT "PARKING": 72 0 ^�0v 1,152 SF Ems,/ - S UCT E) dti O• �, / TOWNHOME NO PARKING" n MUTCD RS-3. o FFE=485.4 N o LOT i54 PI v y♦ LOT 43 13,495-�F----- I/ P Oa n D -----5,6695SF I I 103 LASS I I III I I ��I I Ai'.� A Q 1,152 SF Itlt < I I �I I I I I III III + M N GED SLAB < I TOWNHOME o ;*o m "NO PARKING" SLAB O\ o `; 0 S FFE=483 r RIP AP OVER 11 FFEOT482.7 °'' 'v O I z MUTCD R8-3 FFE=479 r-_----- O SHOUL O 59 D A --L� rrEA -- ------------ I I I. ,1 I I I I I I I 9 ; o o - - WATE ESM - - - - - -- -- 1,476 SIF y; o� = rn cn o I I --- FIFE-484.0 m.. D A D m: N MUTCD R8-3 I I \ �. TOWNHOME - NO PARKING' - __ - m z D D z� AT I Q N _ ----T LOT 41 < < `--- -- - w m m z n 3,494 SF O d NEW 28' PUBLIC co 1,476 SF z r Ir c� "� DRAINAGE ESMT I 1 1 LOT 12 LOT 13 LOT 14 K 2,172 SF 1,455 SF 1,879 ST TOWNHOME �, a n n SLAB o - - - - - - - 6VJMI FOREST FFE=483.4 z z z 11 A A FFNE=I OPEN PACE Rm m mLOT 40 CEs, 476 sITI LOT/58 TOWNHOME easF I I ,zFFE=482.7 PQQ s` TOWNHOMETOWNHOMETOWNHOME LOT 39 _ I I SLAB FFE=486.OFFE=485.3FFE=484.6 2.887 SF NO LIT 6 o FFE=477 N. �1 STOP SIGN TOWNHOME MUTCD R8-3 2 .0 4,320 6F io f ,.. b h 1 MUTCD RI-1 = I .0 { iJ ��4d CG-12 FFE-482.0 � � ----- I N d, � '�- O a1 TYPE B ROW (TYP.) SLAB I I I I I I I I I fti I I I I J I I '� ei (TT PPE. 20.'" FFE 479 IN . I6 O� / w / 'NO PARKING"® 12 (TYP) ♦� j I _ - MUTCD - 3 + E B NO PARKING" �'��QT �57 NEWT 1IOI PUBLIC I �` / ,j� PEN �F�A�E B I I I I O 40 7 CG TYPE 2 .0 7 i5:`SIDEWALK ° INAG 9 S . g,. T SIGN O II I -` • o MUTCD RS-3 4,785 SF I I DRA E ESMT j PLANTING STRIP STOP SIGN o cOi I SLAB I I I I I I I I I I1 I I,i. ✓ I I I I CT I `� iQ' ��7 30 0 30 60 90 MUTCD R1-1 NNN - - - - R25.0' THE T?SGI1 rn FFE-477 : ! 7 o' T AVEL LAN •® - R25.0' 3 I I I I I I I I I 1 I I I I I �07. o' Scale: 1"=30' 17+00 ro ROAD C 18+00 - - - - o� r pj 10' TRAVEL LANE o � 54' PUBLIC ROW OW R20.0' �O' PARKING LANE R900.0'J - 00 • • SEWER ES o _ I 24 0REVERSE A_ 24.0 240 AFTERPANTIN STRI DET R25 SHIMP ENGINEERING2. LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM L1c. 83 vIP SI�a 4 1 o % 2l � VSMP PLAN FOR GALAXIE FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 DE,WAL . , :.. a /'r ♦ I { ' \�� - - - a MUTCD RS 3 I I I I I I I I { °d I I I /I I A\ 19 �I Pf1 - - - - - - - NO PARKING"a o/ / •`/ I \� /%7../ / MUTCD R8-3 NO PARKING" I 3 3 MUTCD R8-3 R30.0' . \ /( // I 0 / I x x --SWM F REST/ NEW 20' OPEN LOT 34 1 I �� � I S SAN LOT 30 LOT 31 LOT 32 LOT 33 LOT 35 LOT 36 LOT 37 LOT 38 /. / MATCHLINE-T ISSHEE x _ MATCHLiN THIS EET I R ESMT LOT 0 1,865 SF 1,868 SF 1,873 SF 3,166 SF 3,163 SF 1,857 SF 1,824 SF 2 957 SF \ I I I I I I I _ I I I I _ _ _ _ _ I I ♦ �/ 7 F o ACRES /I I..{ J FFE=48 .0 FFE=48.3 FFE=48.6 FFE=48 .0 FFE=48.3 FFE-48.0 FFE-48.3 FFE-48 .6 FFE-48.0 I I I I I I - I I / I I I / / -..,,T _ � k O.2' ®•..� FILE NO. 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 ° �. �_ I ;I 5' PRIMITIVE \ - I MULCH TRAIL CG- LONG FIRE / 1 ACC S ENTRAN / 30' ACCESS ESMT - I NEW 10' PRIVATE .0 I DRAINAGE ESMT / �, ! I•.;..I POLE � !�IAl-Aq 1 SUBDIVISION LAYOUT Mal PUBLIC R25,0'I R25.0' LOT 48 8,6�2 SF cd I SLAB FFE-500 C W a°n 0v m Nt 20' ACSA h SAN SEWER ESMT "NO PARKING' LOT 47 I MUTCD R8-3 4,929 SF fo SLAB + \ / FFEF495 I _ o � -Iy n n 'M ROW YP.) \ / - z r r z r z z 20.0 I of I LOT146 , 5,045-&I-- - --- SLAB U I FFE-491 • .'•. w I I TOP SIGN Z ROW (TYP.) "NO PARKING" JUTCD Ri-1 STREET SIGN J CONNECT ROAD A TO GALAXIE END STATE MUTCD R8-3 (=) I MAINTENANCE FARM LANE W. SMOOTH MILL & � SIGN I-V3b I OVERLAY TRANSITION. MAINTAIN 1 LANE OF PAVEMENT WHILE _ COMPLETING CONNECTION. - - 8 - _ _ _ _ _ R25.0' ro R25.0' - &P ERLAY ILL - - ROAD A2 - o - '- -T � - P7 UBLIC ROW 1s+oo NEW RETW ROW TY - - R25.0' MAINTENANC SMT \ \ - - '(" ® R25..O' T SIGN TOP SIGN STREE�k - -� -� -_- � -- GALAXIE x --x x - - OW NEW 20 AGSA •.. �; �® e. LO _ - - __s --- NEW 20' PUBLIC SAN SEWER ESMT 24.0 x S DRAINAGE ESMT I (T P.) LOT 45 29.0 FFE �X \x x -X -x - - - - - - - - - - - -I / TOWNHOME S �x 10' SEG LOT 1 -x -x NEW 113'x138' I / FFE=486.0 LOT 2 BLMC L':- x -x SWIM FACILITY ESMT / ' 8,690 SF 5,232 SF �x _x - : - x -x - OPEN SPACE C I LOT 44 ® -x x x -x x x -x x x -x -x -x -x -x x 28,603 SF ® FFE=48ME STAB S AB SHIMP F SE 525 F SE 525 FFE=485.4 ice~ ------------ LOT 43 TOWNHOME ENGINEERING2. LOT 3 LOT 4 LOT 5 '', FFE=484.7 5,905 SF 5,251 SF 'i LAND PLANNING -PROJECT MANAGEMENT 4,926 SF LOT 42 "NO PARKING" MUTCD R8-3 ml "NO PARKING MUTCD R8-3 LOT 115 6,245 SF 1 BASEMENT FFE=523 BFE=513 NEW RETWALL ' ACCESS ESMT --- --- --- --- --- II SF SCAB----- T,476 FFEL 523 LOT 6 I FFE=484.0 912 E. HIGH ST. 434.227.5140 ., •.. BASEMENT FFE=529 4,808 SF LOT 7 LOT 41 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM .,. BFE=519 BASEMENT 4,942 SF LOT 8 5,094 SF LOT 9 LOT 10 a I LOT 12 LOT 13 LOT 14 i 1,476 SF ME d - � - ____FFE=525 BFE,'=515 � 5,637 SF 6,313 SF LOT 11 I 2,172 SF 1,455 SF 1,879 SF FFE=483.4 FFE=48 "NO BASEMENT 7,664 SF �I PARKING FFEF522 BASEMENT BASEMENT LOT 40 R48.0' ° MUTCD R8 3 BFEi=512 FFEF518 FFEF515 r------- -------� 1,476 SF BFEF508 BFEF505 BAS MENT E BASE ENT BASEMMENT ,I 1 TOWNHOME I I I I FFEF508 BFEF498 FFEA505 3FE4495 FFE=F ii I FFE=482.7 LT500 BFET490 lii TOWNHOMETOWNHOMETOWNHOME LOT 39 NO 0 �iI FFE-486,OFFE-485.3FF S 2,887 IF 18 0' TOP SIGN MU FFE 482.0 ' MUTCD Ri-1 CG-12 TYPE B ROW TYP. '• S P .. (TYP.) 'NO ° P " ° ..' _ - PARKING Lic. .4 183 R25.0' : _ -< . - MUTCD R8-3 12+00 '_ .., _ SI .. ...a ... DEWALK.. _o.: ®:•.. 921� D ROAD C -11+0o P _ _ - _ T- a 'PLANTING STRIP Er` �SSIONAL _-� ROW R90 564! _ 13+00 ------ - 14+@0 - R5000.0 15+00j 0'10+00 AVEL LAN �O _ - 16+00 17+00 N> ROAD_C 0 0 - - - TRAVEL LANE - - - - -0 _ 54' PUBLIC R o • .... d. .. .. '.' �3' PARKING LANE � O ...: ` ' '. `' ..... .. 18.0' 24 0' 2a.o' P ANTIN STRI 2a.o' z4.o J VSMP PLAN FOR "NO PARKING,. ..:., ..p .. o. -. - - MUTCD R8-3 - - - - - - 18 0 .. ° b :. DEdN;AL a "NO PARKING" - - - GALAXIE FAR _ MUTCD R8-3. - ':. _ - - - "NO PARKING' - - - _ _ NO PARKI � 2 2 "NO LO11 18 LOT 19 LOT 20 MUTCD RS-3 - "NO PARKING" - - - - --- - MUTCD R8 3 12.0 - -- --- PARKING" --- I LdT 17 5,421P SF 5,475 SF 5,367i SF LOT 21 LOT'22 i i MUTCD R8-3 MUTCD R8-3 SUBDIVISION LOT i6 4,SSF} SF 5,2109 SF NEW 20'IACSA SAN 1 I 1 -------J ------- J 5,16Q SF 1 4,96� SF LOL23 4,80 SF LOT 124 f�OW (TYP.) NEW 20' LOT 34 I I J BASEMENT BASEMENT L------- I 4,674 SF LOT 25 LOT 26 LOT 27 pr LOT 28 LOT 29 "!'S SAN LOT 30 LOT 31 LOT 32 LOT 33 LOT � SEWER EMT ...... 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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 71D - 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 CLEANWATER DIVERSIONS WILL BE MADE STABLE BY THE USE OF VDOT LD-268 DESIGN STANDARDS. 6. TEMPORARY SEEDING: TEMPORARY SEEDING SHALL BE APPLIED TO ALL DENUDED AREAS WITHIN SEVEN (7) DAYS TO DENUDED AREAS THAT MAY OR MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN 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 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 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 CFR PART 1926). 8. THE CONTRACTOR SHALL VERIFY THE LOCATIONS OF ALL BOUNDARIES, BUILDINGS, VEGETATION, AND OTHER PERTINENT SITE ELEMENTS. CONTRACTOR SHALL IMMEDIATELY REPORT ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS AND CONTRACT DOCUMENTS TO THE OWNER AND ENGINEER. 9. CONTRACTOR SHALL SUBMIT FOR THE APPROVAL OF THE OWNER SUBMITTALS OF ALL SPECIFIED MATERIALS LISTED IN THE PLANS, TO INCLUDE SHOP DRAWINGS, MANUFACTURER'S SPECIFICATIONS AND LABORATORY REPORTS. THE OWNER'S APPROVAL OF SUBMITTALS WILL BE GENERAL AND WILL NOT RELIEVE THE CONTRACTOR FROM THE RESPONSIBILITY OF ADHERENCE TO THE CONTRACT AND FOR ANY ERROR THAT MAY EXIST. 10. CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL NECESSARY PERMITS, INSPECTIONS, BONDS, AND OTHER RELATED ITEMS IN ACCORDANCE WITH LOCAL AND STATE POLICY. STORMWATER MANAGEMENT NOTES: 1. A PORTION OF CONCENTRATED RUNOFF FLOWING THIRD 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 2.78 ACRES LAND INTO A SWM FOREST/OPEN SPACE EASEMENT, BY THE USE OF A STORMTECH ISOLATOR ROW FILTRATION BMP WHICH PROVIDES 2.22 LB/YR OF NUTRIENT TREATMENT, AND BY THE PURCHASE OF NUTRIENT CREDITS. AN AMOUNT FOR 6.56 LB/YR PHOSPHOROUS CREDITS SHALL BE PURCHASED TO MEET THE VRRM REDEVELOPMENT NUTRIENT REMOVAL REQUIREMENTS PER 9VAC25-870-65. 3. PER THE VRRM SPREADSHEET, THE SITE MUST ACHIEVE A TOTAL PHOSPHOROUS REDUCTION OF 8.79 LB/YR. PER ZMA201800012, 25% OF TREATMENT SHALL OCCUR ONSITE. 2.22/8.79 - 25.3% 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 2.22 LBS/YR. 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. STABLIZATION OF DENUDED AREAS: Permanent or temporary soil stabilization shall be applied to bare areas within seven days after final grade is reached on any portion of the site. Temporary soil stabilization shall be applied within seven days to denuded areas that may not be at final grade, but will remain dormant or undisturbed for longer than 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 outfall device or system device shall take into account the total drainage area flowing through the disturbed area to be served by the basin. 7.CUT AND FILL SLOPES: Cut and fill slopes shall be designed and constructed in a manner that will minimize erosion. Slopes that are found to be eroding excessively within one year of permanent stabilization shall be provided with additional slope stabilizing measures until the problem is corrected. & CONCENTRATED RUN-OFF DOWN CUT OR FILL SLOPES: Concentrated runoff shall not flow down cut or fill slopes unless contained within an adequate temporary or permanent channel, flume, or slope drain structure. 9.WATER SEEPS FROM A SLOPE FACE: Whenever water seeps from a slope face, adequate drainage or other protection shall be provided. 10.STORM SEWER INLET PROTECTION: All storm sewer inlets that are made operable during construction shall be protected so that sediment -laden water cannot enter the conveyance system without first being filtered or otherwise treated to remove sediment. Y 9 11. STABILIZATION OF OUTLETS: Before newly constructed stormwater conveyance channels are made operational, adequate outlet protection and any required temporary or permanent channel lining shall be installed in both the conveyance channel and receiving channel. 12. WORK IN LIVE WATERCOURSES: When work in a live watercourse is performed, precautions shall be taken to minimize encroachment, control sediment transport and stabilize the work area to the greatest extent possible during construction. Nonerodible material shall be used for the construction of causeways and cofferdams. Earthen fill may be used for these structures if armored by nonerodible cover materials. 13.CROSSING A LIVE WATERCOURSE: When a live watercourse must be crossed by construction vehicles more than twice in any six month period, a temporary stream crossing constructed of nonerodible materials shall be provided. 14. APPLICABLE REGULATIONS: All applicable federal, state and local regulations pertaining to working in or crossing live watercourses shall be met. 15.STABILIZATION OF BED AND BANKS The bed and banks of a watercourse shall be stabilized immediately after work in the watercourse is completed. 16.UNDERGROUND UTILITIES: Underground utilities shall be installed in accordance with the following standards in addition to other criteria: a.No more than 500 linear feet of trench may be opened at one time. b.Excavated material shall be placed on the uphill side of trenches c.Effluent for dewatering operations shall be filtered or passed through approved sediment trapping device, or both, and discharged in a manner that does not adversely affect flowing streams or offsite property. d.Material used for backfilling trenches shall be properly compacted in order to minimize erosion and promote stabilization. e.Restabilization shall be accomplished in accordance with these regulations. f. Applicable safety regulations shall be complied with. 17.CONSTRUCTION ACCESS ROUTES: Where construction vehicle access routes intersect paved public roads, provisions shall be made to minimize the transport of sediment by vehicular tracking onto paved surfaces. Where sediment is transported on to a public road surface, the road shall be cleaned thoroughly at the end of each day. Sediment shall be removed by shoveling or sweeping and transported to a sediment control disposal area. Street washing shall be allowed only after sediment is removed in this manner. This provision shall apply to individual lots as well as to larger land disturbing activities. 18.TEMPORARY E&S CONTROL MEASURE REMOVAL: All temporary erosion and sediment control measures shall be removed within 30 days after final site stabilization or after temporary measures are no longer needed, unless otherwise authorized by the local program authority. Trapped sediment and the disturbed soil areas resulting from the disposition of temporary measures shall be permanently stabilized to prevent further erosion and sediment. 19.ADEQUACY OF RECEIVING CHANNELS: Properties and waterways downstream from the development site shall be protected from sediment deposition, erosion and damage, due to increases in volume, velocity and peak flow rates of stormwater runoff for the stated frequency storm of 24-hour duration. SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@$HIMP-ENGINEERING.COM Lic. VSMP PLAN FOR smd4p a 41183 l :4¢ ���' 1 6N GALAXIE FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 FILE NO. ESC NARRATIVE 18.025 C9 3EFOED/ --4 / / I , , CIO MANAGED , �— SLOPES — �,� GRAVEL � -- ti`-- i 1 \ x_ - --�--474- I /I I50 0 50 100 150 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. 482,___ / �Ci'/�\ \+ sL IZJFS /�-/—/ // / x^x // v �r.:rl // ' ', �Pr / /1AAo� / r ---------- _/ 11 I I -- - i '/'' I / ,• / 114 N r I � r \ \Y /O J j i —480---���.--�� 482--------- \ -------- >ffi ♦ / - / / / / / / y`^�— €tdE --- 4g2 ---�,�\\ \ ��\ II � � I / �♦ � / I orJ�'�� , ' /' --- -- --- ----486--_--, n� ` s i.I��'V -I �' �+ / �U► �' , "�`° ,f":. i MANAGED - / _ x Q SLOPES �-__ se_y —GRAVEL / -- 1 _474- 474-- - SOIL EROSION & SEDIMENT CONTROL SYMBOLS SYMBOL NC. -iT�E KEY 3.02 CONSTRUCTION ENTRANCE CE 3.03 CONSTRUCTION ROAD STABILIZATION CRS —x —x x —x — 3.05 SILT FENCE SF 3.07 INLET PROTECTION IP 3.09 TEMPORARY DIVERSIONS DD RWD(( [DRAWN TO SCALE] 3.13 TEMPORARY SEDIMENT TRAP ST 3.18 OUTLET PROTECTION OP TS 3.31 TEMPORARY SEEDING TS PS 3.32 PERMANENT SEEDING PS Ivy 3.35 MULCH MU pC 3.39 DUST CONTROL DC PUMP -AROUND DIVERSION o 0 TREE PROTECTION FENCING LIMITS OF DISTURBANCE - - - — TRAP DRAINAGE AREA 50 0 50 100 150 PHASE 1B Scale: 1`50' LEGEND SOIL TYPE BOUNDARY - RUNOFF FLOW DIRECTION SHIMP ENGINEERIN G12. 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 FILE NO. ESC PHASE 1 18.025 C 1 Q SOIL EROSION & SEDIMENT CONTROL SYMBOLS SYMBOL NO. 1-1 TLE KEY —x —x —x —x — [DRAWN TO SCALE] TS �PS — �J DC I"1 I"I / 1 � / 1 s �. 1RE,E RK/ED/j if I 1U /" 11 / \��__-__TRAP 2 DRAINAGE AREA = 1.25 AC90 10 s \ I i AREAS L-REMAIN / O, l I STA81N2 r /, i , /% // /41° //� r i i I p/--\ /6 P'OL€1- ' 1 � / 4 A O ` / / / �` _ -✓ r / / All /TRAP s / D1 , M� CI 74 -` '"x", i � ,A86--✓ � SF t / v v � tam _ / /' Oulfall IP ' ' ' / / ' NOTE: Dd FO INLET R D PROTECTION IS oz AC EACH / o° // �— T I s / o- - / - \ ' / / \ \ / /�6' /' , '//s / / CRITICAL AREA SF e PARklN AREA � OX�aI WASH RACK �82-_ PO✓Lrdl/ i p SF �^ NAGE-D" yl , ------------ 0-- 71( , * -�i4 ry O SIC /5 / / / / // i / ,' /' /' / / /- / / ` SIC / SHIM P ?v/. pTED MATERIALS (TY�4 / yn / / /' / / ,/ / ---' P + ( -- - _ EXCAVATED MATERIALS �4 // ' °�- - E4 " �// ENGINEERING JF t ` �/' / ,''h °`U ,'' ,'' / ,' � /-1<?4C-X-j(iX-)(�X-x�x �'�C-9C�iC-%--�C�-iC�f-- I i , I ��/ ' / LAND PLANNING - PROJECT MANAGEMENT Ok/ /'' // '' �`e �// ��/ E _ JF �X�1 , I -TP , - - Sy E6 ��\ J ��\ jam/ 1 i' j i / ' 912 E. HIGH ST. 434.227.5140 I /.A9g/' ' / ,' `\ / -\ /� - ; % �?/ /i, �'/ ''-- CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM -------- '' / ' ' .' �' / .' kyw ,.'' �''/ / �' i� ' / / _ ---- \\ I� \`-------- ----.® I / /. _ ^N I I \ / / � l I I I 1 I 1 - ._---------. LT 484 _ 480- 482-------- _ _ _ x 486-___ •________ - -_— -_--------------4$ - ,\ 1,\ I 6 +'� _ __ --48& - - - __— ___ 4t36 ',,..11� >t i>�i�isi>LI/fl\ "1 I \x\x /JW\• ' .va '\� i /�/// MANAGED x Lic. .4S183 49& a,.— — _ _ SLOPES -- — _ — — 496 T ILs /ONAL ENO \ 0 50 100 150 //'/Sca e: 1"=50' VSMP PLAN FOR I / I GALAXIE FARM SUBDIVISION 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. 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 EXCAVATED MATERIALS SILT FENCE 2 5 1=III=III=1 I � =1 I I=1 I I=1 I IO I 11=III=III= IIIIIIII I I O I III=III-III- -IIIIIIIII-III- I -TRENCH I II I C I I � II O I1 I II 1101 I I -III :III 1 EXCAVATED TRENCH DETAIL C 11 J Not To Scale ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 FILE NO. ESC PHASE 2 Mal C� SOIL EROSION & SEDIMENT CONTROL SYMBOLS SYMBOL NO. 1-1 TLE KEY 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 [DRAWN TO SCALE] TS PS � DC / Sit" \ I 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. TEMPORARY DIVERSIONS DV DD FD TEMPORARY SEDIMENT TRAP rTi OUTLET PROTECTION TEMPORARY SEEDING PERMANENT SEEDING MULCH 3.39 DUST CONTROL SAFETY FENCE / �SE0EQ/ 7 r SLOP i yip i O / / T/ p/ , I �. / 7 , v — / ---- a -- / / RE ER ED'�c FD i / i //z / ♦ \ ~' rPAS I l / / ,o \\ \\ ct \\ C I ��- I _ TRAP 2 DRAINAGE Ir \\ 5a \ O / \ TS , _ /'� AREA=1.25 AC ( Obi/ , ' '4"1�� �/' i //i //zj%f i/ / Cl�'1�♦ // ` Ci/ 1 //, FzP1\ / / - CE / �� It OLIP i Il III 1O,TRA I 2 ,A86-✓' / , I i i'� / '�/ / i 0 Oulfa11 TOidLET �� / R / D AI' PkgT T N IS O.S �n vA vEA 11 ���1♦. / /a9 / _ �i� / Sky J PC N ,o Off all / i I � , x / 1 , i2 ------ \` I �`� AC,�6A 1 POLE RAIN '6' Tp / J/PS MAINAG - "SLOE - 0 , 5_ - --- _/ , m / -- - El tam I'm ?6.0 7 I I 21 0 6.0 I ��' l ,/ !Cj \ \\ \ oo..:ep.l ;ISHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT TTP ROAD G_ '� I • i/ n i �, / // IP �\ III ' p' I �I / / i/ _ ' 912 E. HIGH ST. 434.227.5140 \ l� - a I • FD /� f / CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM --- - ---- \�� \r 6'TEMPORARY CLASS Al 5 RIP- \--\ -482-------- ._ ---- Is 8c- -___ ---------- ---- ---- =-486- POLE 'a''I'�'sl it 1 -I `+max / =W r�\,le / ' va�16 / / — — I \ / / ; Lia 4 �3 _ _ i• 1--1 �`� m n�� / C 494 _. __ - • - ___ — _ 48& _ Aw-47- \ /ONAL E 0 50 100 150 ///,8ca e: 1"=50' VSMP PLAN FOR I / I GALAXIE FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 FILE NO. ESC PHASE 3 18.025 C12 SOIL EROSION & SEDIMENT CONTROL SYMBOLS SYMBOL Nu. I TIT F KEY h / 3.02 CONSTRUCTION ENTRANCE21 SEWbEq/ / -s0 SLOPES / y�o p / 3.03 CONSTRUCTION ROAD STABILIZATION CRS I ,-'' i �� / / i // / 'r1 / X —X —X —X — 3.05 SILT FENCE ® 3.07 INLET PROTECTION P \ ,I�" 3.09 TEMPORARY DIVERSIONS DV DD CWD [BRAWN TO SCALE] 3.13 TEMPORARY SEDIMENT TRAP ST .-.-.• �/ `I - / ' // ' %' ,' %' ` % / /, // / RE�ERVED 3.18 OUTLET PROTECTION OP v s0 I i� / 9° - 88 db / T/,,�{/� 3.31 TEMPORARY SEEDING PS 3.32 PERMANENT SEEDING / M 3.35 MULCHist p(, 3.39 DUST CONTROL DC I i / g4 I // 4��a 'S 5// i i/ l °/ / pSit -- / SAFETY FENCE / - /"/ / ♦`° ? i TREE PROTECTION FENCING y. A Q it / ( /I -- LIMITS OF DISTURBANCE I � I d -?- /z' s2���' 1 � p R i k RLAYS \ 1 �66 w-_____ .�2 - i 40P /�- _, _.. �_/ �-- � / � , / / i�r \ i ' _ _ / i 0 \ � / k�y'I � /' Ii / I / s / � /' Mu�a,u� -Y \�� 66 46 7' '' �C�// �•: i ONU 7—/— '/ _/ II / //'_ / _� 11 1 ' I -/ / r / —/-- - , // 1 ;• _ ` S s_ •. / /'' / /r I / I` —'j oMu i>t`>ti ✓ I / ^4t 2 TI I /i�iRX--7fY�' �/ / / i / / / / w \ /F •� / / l �` - psi. _ `� / , / p. / ' I 1. — x K RETIAIA11 / GEOF/ABRICI , o , :>• -o ro / ,�� / x I " I / ti°v / / , , - _ -- - --- , i % 0s •�. s s�L s- A AGED" � / Q , 1 � ��� � //Z I �. / // � � �� � I � I v o� ES //, -' I� I �« ISF e ,1 , I � __ _ , / / , I — `. ,/ ... ::>.• __��,y0 / � / / / , , / r / , i r \ / I I !-&10 , II �__ 11 E' 'T'-FTr '�►. //,/ / ,/ i'' �`Y %_'-� /I SHIMP _ s I t« / w\ hry � \ r� N � — ;.. '.:,/. 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I w / � _ , I••I O / / / / CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM lly I r � � I 5 kj LT -- --- MA a / \ / - - - - _Y - ----- -- � a <\ t f is III -I I F° / c: v^N° / // ' / Lic. 4S183 0 /' / _ - -- _ , -�- 48ff AGED _ -4t36 1 / ` " 2_ '\w °A� i i / - � _ SLOPES �_ , •a„_. — ' ' � � -> l - x` m� / \r ' �►� m ----4— `= - - - -- —.. _. --1. --.. — 1 _ \ \ ♦ I I a +✓ /'� a �w / - 94-_—_�-- — - — —498 ( �3j'� — — 496 -- �-y_ ` ? t '- — — - - - - \ t--.-43+4- _ - �' • i /i i SS/ONAL E i / / 0 50 100 150 1 / ///,8ca e: 1"=50' VSMP PLAN FOR I GALAXIE FARM SUBDIVISION 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. ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 FILE NO. ESC PHASE 4 18.025 C13 �1T�1JI��IY:/IIIIT/Y[I1J��1/-��7/IY/I/I�11iA[�17� (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. 4 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. 0000000�� FLOW 1 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 D1 Wet Vol. Bottom Dry D2 Dry Vol. To SA P No. A B C H (ft.) Z (ft.) Length (Acs.) Vol. (ft.) Cy SA (sq. Vol. (ft') Cy (sq. ft.) (ft) (Req.) (Prov.) ft.) (Req.) (Prov.) 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. 1z i>+tea *SEE PLATE 3.13-1 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 /1 / EXCAVATED ! / /\FILTER CLOTH AREA �� **COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 OUTLET (PERSPECTIVE VIEW) 2 TEMPORARY SEDIMENT TRAP ST C 14 Not To Scale GRAVEL CURB INLET SEDIMENT FIL TER _--- GRAVEL FILTE RUNOFF WATER SEDIMENT CONCRETE GUTTE fL SPECIFIC APPLICATION 2" WIRE MESH FILTERED WATER CURB INLET 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 3 INLET PROTECTION IP C 14 Not To Scale TYPICAL CLEANWATER DIVERSION EC-3 OR SILT FENCE MATTING KEY IN 6" 10% SETTLEMENT 0.3' FREE BOARD___� DEPTH W. 2:1 VEESHAPED DIVERSION BETWEEN F1 & E6Z TEMPORARY DIVERSION (DV) AND :4:::) CLEAN WATER DIVERSION (CWD) C 15 I Not To Scale 1992 3.35 Source: Va. DSWC TABLE 335-A ORGANIC MULCH MATERIALS AND APPLICATION RATES RATES: MULCHES: NOTES: Per Acre Per 1000 sq. ft. Straw or Hay 1§ - 2 tons 70 - 90 lbs. Free from weeds and coarse (Minimum 2 matter. Must be anchored. tons for Spread with mulch blower winter cover) or by hand. Fiber Mulch Minimum 35 lbs. Do not use as mulch for 1500 lbs. winter cover or during hot, dry periods.* Apply as slurry. Corn Stalks 4 - 6 tons 185 - 275 lbs. Cut or shredded in 4-6" lengths. Air-dried. Do not use in fine turf areas. Apply with mulch blower or by hand. Wood Chips 4 - 6 tons 185 - 275 lbs. Free of coarse matter. Air- dried. Treat with 12 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 20001bs./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 SEEDING RATE NORTH* SOUTH' PLANT 3/1 5/1 8/15 2/15 5/1 911 SPECIES CHARACTERISTICS Acm IODO 0 to to to to to to 4/30 8/15 11/1 41" 9/1 11/15 OATS 3 bu. (up to 100 Rx. 2 Ron. X - - X - - Use spring varieties (e.a., Noble). (A,, native not Irss unto 5011 11 2 Int. (up to 1101bs., 2.5 It.. X - X X - X U. for We fall odingo, winter Swale cereal el not leas tlu t 50 IN.) cover. Tolerates cold and low nmis[um. GERMAN MIL= 50 lot. approx. 1 At. - X - - X - Wum-sessoe annual. Dies a first Scoma ablaut most. May be added to sunnoer ou.. ANNUAL RYEGRASS' (50 lbs. Ph lbs. X - X X - X May be added in an... Will (Lolium multi-Floroml mow out of most stands. WEEPING 15 lbs. 51h ou. - X - - X - W.-xawn parmnial. May LOVEGRASS bunch. Totemtea hot, dry xlopea (Eraamstis curvula and acid, infertile it.. May 6e added to mixes. KOREAN 2511 approx. 11h X % - X X - Warm season annual legume. LESPEDEZA` lbs. Tolerates acid veils. May be ( cedSM Iadded to mixes. a Northern Piedmont and Mountain region. See Plates 3.22-1 and 3.22-2. It Southern Piedmont and Coastal Plain. ` May be used as a cover crop with spring seeding. d May be used as a cover crop with fall seeding. X May be planted between these dates. ' May ny1 be planted between these dates. • III ' • , �' acted Soil I 18" min. Flow 4.5' min. DIVERSION DIKE (DD) C 14 / Not To Scale STONE 70' MIN. CONSTRUCTION ACCESS 3" SM-2A ASPHALT TOP COURSE 2% f 2% STONE CONSTRUCTION ACCESS -� \-5" MINI. 2'A AGGREGAIL BASE PROFILE 70' MIN. ASPHALT PAVED WASHRACK EXISTING PAVEMENT 2% 1 211 PAVEMENTS 2% 12' MIN.* I t POSITIVE DRAINAGE *MUST EXTEND FULL WIDTH LID I TO SEDIMENT OF INGRESS AND EGRESS + TRAPPING DEVICE OPERATION PLAN 12' MIN. 2% SITIVE DRAINAGE SEDIMENT 1PPING DEVICE FILTER CLOTH SECTION A -A A mnimiiiiian water tap of 1 inch must be installed pith a mvuitmmn 1 inch ballcock shutoff valve supplying a wash hose with a diameter of 1.5 inches for adequate constant pressure. NVash water must be carried away from the entrance to an approved settling area to remove sediment. All Sediment shall be prevented from entering stoma drains, ditches or watercourses. PAVED WASH RACK NO SCALE PAVED CONSTRUCTION ENTRANCE (CE) 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 Ibs/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 lbs. per 1,000 square feet) or equivalent. LOW MAINTENANCE GROUND COVER: SOUTHEAST NATIVE GRASS SEED MIX (AMERICAN MEADOWS INC.) For slopes steeper than 3:1 grade, Mix the following seeds at 30 Ibs/acre each, along with EC-2 Matting: Virginia Wildrye (Elymus virginicus), Little Bluestem Grass (Schizachyrium scoparium), Purpletop (Tridens flavus), Broomsedge (Andropogon virginicus), and Indian Grass (Sorghostrum nutans). 1 o ) PERMANENT SEEDING ( PS C 14 Not To Scale SHIMP ENGINEERIN 32 LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM . SI�vIP a L1c. 4 183 o % 2l; ` rvC ;rS/flAret E� VSMP PLAN FOR GALAXIE FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.01.02 REVISION: 1) 2020.09.21 FILE NO. ESC DETAILS Mal C14 GRAVEL AND WIRE MESH DROP INLET SEDIMENT FIL TER GRAVEL (12"MIN. DEPTH) 01�11111111illiwrl off Iiasl�y al dtnttl av177. SEDIMENT WIRE MESH FILTERED WATER * GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE 2 AGGREGATE. TEMPORAR Y FILL DI VERSION --EARTHEN RIDGE 12" DEPTH. ADD EC-3 MATTING FOR PERMANENT 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 IVU UthITAW CHANNEL c L ox RMMI"i-ll 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 MIS) La (ft) Do (ft) 3Do (ft) d50 (in) depth (in) Outlet Condition Al / 131 361 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 1 103 LF CLASS I \ J RIP -RAP OVER 0o NONWOVEN -----_------ - F-CCTE FABRIC----T--------- -_-- 03.3 ri---------7--- ----_--- _ ---------- f- --- 'EI'--------- El OUTLET 33 LF/CLASS// II / RIP AP OyER NONWOVEN /FILTER FABRIC P PPE AST C/OKC. HEADWALL T 48/L.F-- &EL S : �I RIPRAP °61oa, _-- 41 7' ��- - cl 62- Al, B1, & D1 OUTLETS 3 ) OUTLET PROTECTION TABLE C15 Not To Scale BASIN OUTLET OP) & DETAILS I ado (MIN.) 'IPE OUTLET TO WELL TFINED CHANNEL I 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 NW fabric Top Width Matting. Cover with Class I Rip -rap 1 hl%_ ,- ill, \►,Width ���/ Key In Matting 6" PILE SAND PUMP & - 1111-111III-III-III=I111 1 -BAGS IN BED III-ITO ELEVATION DISCHARGE-11- HOSE OF BANK. _(5 E1 OUTFALL CHANNEL DETAIL _ C15 Not To Scale -III-III IIIIIIIIII I I- I IIIII I I IIIIIII I I- �IIIIIIIIIIIIII III IIIIIIIIII IIIIIIIIIIIIIIIII 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 r Diversion Pump or dirt/sediment bag) Optional 6'x6'Silt Sack 1 Discharge Hoses P Intake Dewatering Pump Hose P (as needed) ` F Flow \ Flow Work Area ' -Sandbag/Stone Garner Work Area Sump -hole Discharge Pump Length Not To Exceed Or Pool Into Velocity That Which Can Be 17" Min Depth Dissipater Complleted In One Day 2' Min Diameter Rip -Rap Outlet Protection shall PLAN function as velocity dissipater Sheeting 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 TEMPORARY IASTREAM CONSTRUCTION MEASURES DECEMBER 2003 VIRGINIA DEPARTMENT Or CONSERVATION RECREATION PLAN VIEW 4 PUMP -AROUND DIVERSION DETAIL C15 Not To Scale SNOW FENCE BOARD FENCE CORD FENCE CORRECT METHODS OF TREE FENCING CORRECT TRUNK ARMORING ROM 1 TRIANGULAR BOARD FENCE vrnm u1 C( 6 TREE PROTECTION FENCING C15 Not To Scale TYPICAL GRAVEL STRUCTURE 7 )RIGHT-OF-WAY DIVERSION C15 Not To Scale SHIMP ENGINEERIN G12. LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM Lic. . smd4p a 41183 1 Slot) VSMP PLAN FOR GALAXIE FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 FILE NO. ESC DETAILS 18.025 C15 TACKWELD ALL AROU� #6 X 12 SPACER E (TYPICAL) PLAN VIEW 54" PRESSURE RELIEF HOLES 1/2" DIA. A M 11 MIN. )RT BAR SI; REBAR MIN TOP STIFFENER (IF REQUIRED) IS—X—X—ANGLE WELDED TO TOP AND ORIENTED PER- PENDICULAR TO CORRUGATIONS TOP IS GAGE CORRUGATED METAL OR 1/8" STEEL PLATE. PRESSURE RELIEF HOLES MAY BE OMMITTED, IF ENDS OF CORRUGATIONS ARE LEFT FULLY OPEN WHEN THE TOP IS ATTACHED. CYLINDER IS GAGE CORRUGATED METAL PIPE OR FABRICATED FROM 1/8" STEEL PLATE. NOTES: 1. THE CYLINDER MUST BE FIRMLY FASTENED TO THE TOP OF THE RISER. 2. SUPPORT BARS ARE WELDED TO THE TOP OF THE RISER OR ATTACHED BY STRAPS BOLTED TO TOP OF RISER. SECTION A -A ISOMETRIC ANTI -VORTEX TRASH RACK 3 � TRASH RACK DETAIL C16 Not To Scale 1 ) SEDIMENT BASIN PLAN C16) 1 "=20' RECOMMENDED DEWATERING SYSTEM FOR SEDIMENT BASINS PROVIDE ADEQUATE STRAPPING POLYETHYLENE CAP DEPTH _ VARIES AS TACK WELD _ EQUIRED PERFORATED POLYETHYLENE FOR" DRY " _ DRAINAGE TUBING, DIAMETER STORAGE - VARIES (SEE CALCULATIONS IN APPENDIX 3.14-A) 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 f DRAINAGE TUBING SHALL COMPLY WITH ASTM F667 AND AASHTO M294 a DEWATERING TUBE DETAIL C16 Not To Scale 0 .0 CMP RISER W. CONC. BASE /BOLT ISER TO BASE s RISER BASE DETAIL C16 Not To Scale 495 490 485 480 475 470 465 460 EM ' 1 VWA' � Ir • j. �4 �E7 � 11 +50 11+00 10+50 10+00 TOP: 478.0 f MIN. 3.0' 48" RISER RIM= 475.0 6" DEWATERING DEVICE. INV. 473.0 B: SEDIMENTS CLEANOUT POINT A BOTTOM DESIGN ELEVATIONS WITHOUT EMERGENCY SPILLWAY (RISER PASSES 25—YR. EVENT) Riser DA Wet Wet Vol. Dry Dry Vol. 25 y r A B C Rim (Aos.) Vol. Cy Vol. Cy WSE Elev. (Req.) (Prov.) (Req.) (Prov.) 470.0 471.5 473.0 475.0 7.20 482.4 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 NO SCALE RISER NORMAL POOL D NORM"' 1- SHEETS OF 4' X F X 112" EXTERIOR PLYWOOD OR EQUIVALENT 5.5' MIN 6 BAFFLE DETAIL C16 Not To Scale L = TOTAL DISTANCE FROM THE POINT OF INFLOW AROUND THE BAFFLE TO THE RISER. RISER BAFFLE MIN. - 6"ABOVE RISER RIM RISER RIM ELEVATION: 475.0 BOTTOM OF BASIN: 470.0 POSTS MIN. SIZE 4" SQUARE OR 5" ROUND. SET AT LEAST T INTO THE GROUND. 495 490 485 480 475 470 465 460 SHIMP ENGINEERIN G12. LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM . SI� L1c. 4 183 vIP a % o 2l; `��v¢" : rsln?V A t E�u VSMP PLAN FOR GALAXIE FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 FILE NO. SEDIMENT BASIN DETAILS 18.025 C16 IkA s — -76 \ —_ S nI \ _ —470 _ _ S \ _+ `lam + + + + � —468� ' \ $ _ Oy S _ / a �_ �S _ S _ z \ \\\\ \ \\ --7 S \ \ / E ,000 _ 00000 �/ i \\` \\` \\` \\`/ •\ yG \ \ 32 A* 'lIl Altl /C/o 6RAlV I � / + + + + + —468 —' + / \\\ \\` BRANdH +• i —� _\ \ \ \ \ \ 'llI INI I I I I I I I l♦ I I I I S �► / I + + + + + +/ + �+ I l 4jo\ + + + + + �� \ + +00e \ \ \ _ ,� \ �s \ \\ \ \\\ + + —I� `\ • — CD 7. Ix. V7 \ \•\\\� _ If vo OHU + + + + + + + _+ _ _+_ _�- \ OH OHU > SHIMP G �, n \ \ U HU I „j I e 1 \\� �°�"� 1+ //}I(/ �'— —�-� + + + + + — — H�,� o \� \ j.:J �— ��+ —+ ENGINEERING / ,/✓ / \ \ LAND PLANNING - PROJECT MANAGEMENT OHU \ OH 72 OHU \.'✓ OH� /— I / \,\ 6 \ 912 E. HIGH ST. 434.227.5140 OHU I OHU CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM OHU OHU 7 OHU \� " I OHU OHU _ — _ — \ \ OH _ I 0 OHU _ U -� 470� -F + 100� /� 41 + + + + +/ �� 16 �F70 \_ I � �—472--_------ __----- — — — — — — _ -- \\ -------------- - — —474- Ir---476----- _ _ _-_- _----------478-------- --_ _ — — — — — — — — — — — — — — 484------- — — — _ O 6.0' SEEDLING SEEDLING 60' O O 1 )PLANTING PATTERN: 6' O.C. C17 Scale: V-6' MITIGATION PLANTING LIST Planting Type Botanical Name Common Name Quantity Large Shade Tree Quercus bicolor Swamp White Oak 200 Large Shade Tree Quercus phellos Willow Oak 200 Large Shade Tree Acer rubra Red Maple 200 Large Shade Tree Betula nigra Riverbirch 200 Medium Shade Tree Amelanchier laevis Smooth Serviceberry 200 Medium Shade Tree Carpinus caroliniana 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 -474— ----------------- BUFFER AREA DISTURBED: 45,800 SF = 1.05 ACRES DISTURBED WITHIN 100' BUFFER MITIGATION PLANTING CALCULATIONS: •1.05 AC AREA DISTURBED WITHIN STREAM BUFFER •2.10 AC REQUIRED 2:1 RATIO REPLANTING AREA (2xl.05=2.10 AC) •1.44 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 1210xl.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. 0 20 40 LEGEND 100' BUFFER DISTURBANCE MITIGATION REPLANTING (INSIDE BUFFER) + TREE PROTECTION FENCING STREAM BUFFER PROPERTY/LOT LINE . smd4p a Lic. .41183 o :rS/flAr et. E VSMP PLAN FOR GALAXIE FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA 60 SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 FILE NO. MITIGATION PLAN Mal Qj7] Is-1 ES-2 SL-1 w-1 NS BANS a BINC-C TYP. PAY LINEe5B L C TYP. TOP Oi CUi PAY OURS FOR I � PAY LINE I E 1N Qi PIPE C E •�.: . rI gIAETEW WT �PAVEMRTT OUTLET MW 4WE 5. �9 gKETEfl CCNIECTOR UI I WANNOX. 2VP1 ].. L._:'I�:'•I�•.'I- IIF • I • ICI �I• ..::::.I:•'.. .: I;:•- .nc L ASE gTON UNE ELBOW / / I % SHAPE TO ELEVATON SUCH" SIDE EDGE OF PAVEMENT of No�akr ai TNEADED LUG I A '. I I I I I A B _FT : e COMBINATION UNDERDRAN CD-1 AT LOWER END OF CUTS LARGEST PPE. - Roo I, CENTER LINE SECTION TRAVEL LANES CONTOUR TO I L : I I 3O' DIAETER �: y l (NTH TYPE ISELECT MATERIAL) _ - - _ •c _ 5• . 4s - - THINK i�i�rT " of PIPE I ALTERNATE CONNECTION I ____ `^ I I� TRENCH PLACEMENT EDGE OF PAVEMENT -PAY LIMITS FW •'. I I I I I _I TT SIGLI.pER LINE \ BEGIN 'NTH as• OUTLET PIPE TO I TYPICAL CROSS-SECTION - DF ____ TT F PAVEMENT SURFACE M BASE , ELBOW / ' I REIKORCED TOE PLATE I I I I I I 1 1 I TTT-.,�: •� •.P . o o P. `- �� t% (TYPICAL)TEE a fLL FSELECT RATEPoAL TTPE Id2I J.1 e =be a o05) AGGREGATE, NB MGRECATE OR CRUSHED %. SKINT OWN EDGE . e. o - DIMENCACHS WE S T 11ALXEE55 A S X E W ••. . •.••.. GLASS MEETING Me GRADATION REQUIREMENTS. PLAN VIEW DIAMETER sIEEL KWNUY i' TOL. YA1f. 1" TOL. T ` i0.. 2• OL. L PLAN STRUCTURE LLTHICKNESS v� PLAN GECTEmLE DR"X"x FAa"'c (PLACEMENT OF CD-1 COMBINATION UNDERDRNN) 9 TO TO INVERT PRO%. IS" .W4" .DING' T- 1. 4" Of FINE u• .06•` .0e0^ 0• 3r a OR SECTION A -A K W 4 2r 4- .Wo" w^ M" 1- 24" .064` .Oep• ION 4r 4" F- PAVEMENT SURFACE M BASE TRANSITION BETWEEN 11"/SO" P .p)5" 12" 5r PIPE DIAMETERS WHEN METHOD OF TREATMENT IN DROP INLETS PLAN M' .M4^ .0]5" 14- e0` 3B" �•�~• �•''•-• F SUBBASE OR CENT STABILIZED SUBBASE DIFFERENT SAS OF 42" 4" . 55" %., or e4" 36" o o a o 0 0 _gLECT MATENVL TVPEIOR SIBGRroE PIPES ME CHOW ERED. a8" .064" .OS" 1e" )e" " 241 __ �e / CLASS A3 CONCRETE CLAS5 A] CONCETE •' NET AGGREGATE NB AGGREGATE OR CRUSHED 5•" .O6a"/.0)9" .OS" B" BP' 2" 56" (CEMENT ON LIME STABILIZED) III .0e4"e0)9° .w5v.1 s" 1 er' 1 ' s6" SECTION A -A ::,•••• 0(LASS MEETING NS GRADATION REQUIREMENTS. NOTES: SECTION B-B F GENERAL NOTES 1. LNLESSOCATE SAT THIS PO INDICATED BOTH SUBBASE OND SUB N WILL NOT BE NOTES: NOTES 1. THE STANDARD SAFETY SLro IA-1l IS TO BE USED ONLY WHEN SPECIFIED IN THE RANG LOCATED AT THIS POINT WHEN 60TH SUBBASE AND SUBCRIOE ME STABILIZED. SHARING WI NNHOLE AND TO AVERTS R TURFS S E WITH 1 _ ON WE DRAINAGE SUMMARY' SHEET AND/CR THE DRAINAGE DESCRIPTION. FOR MANHOLES THIS ORAWNG G TO APPLY TO THOSE STRUCTURES SPECIFIED $APE TO DRAM _ _ _ _ _ _ 2. TRENg1 SHILL BE FILLED WITH IGgiEGATE AND THROUGHLY HAND TAMPED TO ON PLAK9 W WARE INVERT OF PPE IS ABOVE INVERT OF ` TO AVERT OF , L TOE RATE TO N[ RNOIEO TO HATCH HOLES N SNORT I.P. �(" GKVINQCD BOLTS TO SU JUNCTION BOXES MO DROP INLETS WITH HEIGHTS GREATER THAN 12 FEET THE SPACING OF INSUIE wrPACTXLSS. FINISHED. LENDtH M TOE RATE 6 W 1O' FOR O" TO 30^ DIAMETER PPE AND W 22" roJAdli GME�T YAKS BRILL BE B'TO 12'WITH NO SAFETY SLAB LOL(Ow WITHIN 8 FEET STRUCTURE. OUTLET PIPE FOR W TO So' DIIETER PPE. OF THE TOP OR BOTTOM OF THE STRUCTURE. SAFETY SEARS SHALL NOT BE LOCATED BELOW MANHOLE OR DROP MEET 6 TO BE FORMED AND CONSTRUCTED / MY (NET PIPE OF W' DIAMETER OR GREATER. NON -PERFORATED OUTLET PIPE 3' SHADE TTBE PLACED SHALL BEGIN NM DE PARALieL TOTTHE HE T"SOULDEERR SLOPE 2X EW N 3 X 2. SKINT SECTION 12" TO 3d' gANETER WE TO BE MADE N ONE PIECE. T ACCORDANCE WIT" APPLICABLE STANDARD OR SPECIAL DRAWING. DURABLE) CANOE. THE AVERT SHAPING N DETAILED HEREON IS TO CONSIST CLASS OF A 2. WE LOST M THE SL-1 IS INCLUDED IN THE LOUT OF ME STRUCTURE. SEE CAST N RICE DRAWINGS • e ' • 3. STINT SECTION FOR N" TO CENTER qME. PPE MAY SE WOE TEDM TWO SHEETS JOINED BY FOR FURTHER DETAILS CLASS CEMENT CONCRETE MIN CONFORMING TO ELM$ AT OR CRUSIWD STRENGTH 4. ON CUPS AND GUTTER SELTONS. WIRE IT 6 LPOSSBLE TO OIHERWIST PROVIDE CLANS C, EXCEPT THAT 25% OF COARSE AGGREGATE MAY IC I':!;:15.^: " ` • I I• MATING OR BOLTING ON CE"lER ENE. ISM "AY BE CONSTRUCTED N J FECES. 3. OVER WERE AS ME TO BE T PS STAGGERED BE S ONEAGG SIDE AC STRUCTURE TO THE TYPE OF PPE OUTLETS FOR UNDERDR/N5. THEY ME TO BE LOCATED SO M TO gLVN INTO DROP UP TO Y N 01/IETER AND CONSIST OF STONE, BROKEN BRICK, . • • ':!":i'.•V'•'': :''I . - - - - - - - - - - / CONECtgR SECMR. CORNER RATE AD TOE PLATE TO BE SALE SWEET THICKNESS AS SKINT. OTHER INHERE APPLICABLE. STEPS ME TO BE STAGGERED ACCORDINGLY. N 5 BANS N C C-C Tri. kM.T. Y' NW. DRIFTER Nw,T. 6" NW. ONEIER INLETS ON MANHOLES. BROKEN CONCRETE ON BROKEN CONCRETE BLOCK. THE SURFACE J. SHALL BE LEFT SMOOTH BY MEANS OF HAND TROWELLING. NONE I I `P:": • 4. SAFETY SLAB MAY BE C/STiN-RACE OR PIECAST. CfST-IN-PLACE CONCRETE TO BE SLwOTX WALL PVC .N13 0.16.i 5. W sIPERELEVATfD SELTDNS, TRENdI 6 TO BE INDRR ENTRE PAVEIENL AREA OF THE COMM AGGREGATE SHALL REMAIN EXPOSED, • 5. E1D-SECTON AND FITTINGS ARE TO BE STEEL FOR USE WITH STEEL WE. CLASS M Iww MI). PRECMT CONCRETE IS TO BE M 14000 PS). RENFONCIND SNOOIN WALL PE TO Psi MAN 70 P9 WNW WITH ORET WE ON LOW SIDE ONLY. ....... . ..... TOE STEEL TD BE IN ACCORDANCE WITH AASRO ND1. ,M :�. . •, .E:�•r, • • • ' • PLATE 6. FWD -SECTION AND NOTHINGS /AE TO BE KUNMM ALLOY FOR USE WITH KWNW ALLOY M. DETAILS OF NVERT SNIPING OL SHOWN HEREON ME FOR EXAMPLE - • ' / W. IN ELEVATION AT WTLET END OF OUTLET PIPE TO BE A MINIMUM OF T-0• MOVE s. LESS OPEMOS E A BE SO" ENING SHALE OR BE SWANS, WHEN STRwU E WIDTH IS PURPOSES ONLY. D FL W LINES OR MOP INLET IS TO BE 91/FED - ), SHOWN THE STEEL OR NA APPR AD KASTIX DETAILED MAY BE USED iqt RASLO WE SIZEg LESS THAN ]0" THE ACCESS OPENING SHNL BE RECTANGULAR (STRUCTURE WIDTH BY ALL ELEVATION OF RECEIVING MANAGE HIN P OR STRUCTURE. INDIVIDUALLY TO BEST fT WE PARTICULAR INLET AND OUTLET HOLES ON IY' CENTER -MAX. SHOWN IN ST'D. PC-1w AN APROVD PLMTK END-SECTOx MAY BE i15ED. 3D" LONG). CONFIGURATION MO FLOW LINES. ). ALL F ME RUSHING HATES,ETC.)S ME PAY LAIRS FOR OUTLET PPE NE TO SECTION B-B 0. WHERE FLARED END-SECT%N ARE TO E USED N1TN }SPINET COATED ND PAVED METAL N WALL 1TNgGESR (AND -NOES � OF THE SANE CRUSHING STRENGTH M TIE CURET FIR, PLAN PIPE END SECTONS DO NOT NEED TO BE COATED OR PAM. TYPICAL PRECAST UNIT k""TESTED ACCORDING TO MTM D-2412 AT 5XCEFLECTION. S. OUTLET PIPE TO BE SECURELY CONNECTED TO EW-12M OTHER DRAINAGE METHOD OF TREATMENT IN MANHOLES ELEVATION sTPowTUFE. \VDDT STANDARD METHOD OF SHAPING REF"RENNCE" �aE FLARED END SECTION X�� Do S TYPICAL CONCRETE SAFETY SLAB FOR DROP INLETS, -EaR" RpMAo RD NOMDB STANDARD COMBINATION UNDERDRNN era' ROM AND BRIDGE STANDARDS ROM AMID BPIDM STANDARDS Roan AND BIND¢ STANDARDS (AT LOWER END OF CUTS) 2J2 SHE T 1 OF 1 REVION DATE MANHOLE & INLET INVERTS wz w2 12" - 60" CORRUGATED PIPE CULVERTS REVISION DATE SHEET T M 1 SHEET 1 OF 1 IEVBON GATE MANHOLES AND JUNCTION BOXES w2 SHEET 1 O' 1 REVISION DATE BO tOfi.00 VIRGINIA DEPARTMENT OF TRANSPORTATION VNKBNA DEPARTENT OF TRANSPORTATION N)2G3 wg N VAGINA DEPARTMENT OF TRAVSFORATIM wB.O{ VIRGINIA DEPARTMENT OF 11AANSPgtTATDN JO I A Ew-t A EW-12 DI-3A 38, 3C EXPANSION KEYED art I 1 NA" FOR DETAILS OF MET JOINT CONST. CMS PROPCA IT V, EXPANDED STEEL EXPANSION .DINT J'-� SEEKST& COVER IC-2. ABACK OF SICEWa K j JOINT "J GGUTTER ��X O{A LINTS OF PAY FOR w GUTTER SRBAV£ TOP OF WE cD",E x MESH (FLATTENED) BM G WHIP PAVEMENT WTLfi WE D 9EE NDTE 1 SEAL SLOT METAL BANS G 4' 2- n _ IPERNITTED FOR EMY n R.; T.•':. UBgRME V� 12 T TOE aF FLL SAME TO BE FORK RENOVKI , BANS C C..C„C„ ¢ F BM C2., - SUBS FLL COMBNATIOX UMEIDRA! •1• TEYWCAL,� TII SNgILOER LINE \ BEVEL£0------- 2" IF I}IWI BMSB ___ HMDWME L WITH MORTAR T O Y t-5 AIRS F u i CLOTH LINE E MS F I EWE CE PAVEMENT I - WEEP HOLE. �1- - W NET A A \ N O w SEE NOTE B -� -"r- A COMBINATION UNDERDRNN CD-2 ON FILLS El �'TRAWL ' HART B I =e•• <n":R ENTER LINE SECTION-_L_-8-- 4- ------- OWN nl- / �- m �� �- U _- ------ Y 0" 2'-0" "' :. •.:.•.. TYPE 15ELELT IMTERIALIEDGE OF I 1 F II II BAR F BAR A }STTTESSSE I J SHOULDER UNE PAVEMENT II II Bags D FACE OF CURB N 2,_„ TRENCH PLACEMENT L c 1 1• ISOMETRIC N "' GUTTER a a" - ,) •.I CR K CONTROL JOINT CRACK CONTROL JOINT Kli+l TOE OF RL I 2'-0" •• -PAVEMENT SURFACE M BANE NOTES: 1. •'H" MAY BE REDUCED UNTL 'XN REHIRES A MINIMUM OF 4" WHERE }6' B' MIN. PLAN 'MIN SECTION A -A SUBBAE / UNITS OF PAY FOR ENO WALL WOULD PROTRUDE MOVE SHOULDER LINE. 6. SEVEL EWE IS REWIRED W THE HEADWALL AT THE NET ENO OF THE •MAX o 0 0 0 0 o a a CUTLET P� r� IO HIM.-000�o-o-o-o-o-:ao-o-o- DITCH NO CASE STALL TOP ER ENDWNI PROJECT MOVE RL SLOPE, CULVERT (WHERE THE FLOW ENTERS THE L VERT M. L •, A L-VARIABLE - MAX. 20' f- KEYED CONST. JOINT _ _ _ _ _ _ _ _ SELECT MATERIAL TYPE IOiI PLAN VIEW SHOWING PLACEMENT OF DITCH SLOPE. OR SHOULDER. 4" % B" % '.6 _ ).EDGE OR AT THE OUTLET END M THE CULVERT MAY DE FRIER SQUARE W ...... " COTTER CD-2 UNDERDRNN 2. THS ITDA MAY DE PRECAST OR CANT IN PLACE. EDGE OR BEVEL EDGE. PLAN 0"Ne AM RIVETS DICOMPATIBLE BOLTS EL 2'-O" B" 2'-6" 8" 3'-O" 2" •��:: 957 IGGTEWTE, NB AGGREGATE OR CRUSHED N.UMNW MATE COTERIAL E WHIN POUT �1 N �B ii BANS A APPROACH 3. ALL CANT N RILE CONCRETE TO BE CLASS M. FOR PRECAST SEE B. ON SHALLOW GILLS E WHERE ENDWALLS ARE 1'W LESS BELOW SHOULDER MATERIAL gI WTTfR CLASS MFEING AB (9UDATION REQUIREMENTS. SKEET STANDARD CNE THOEFTW OF HE ENDWALL SMALL BE CONSTRUCTED PAROLEE TO THE 1.,0.. _ BE NON -PERFORATED OUTLET PIPE 4-1-4 W^'^ ABRD a. SKI STADND TO BE USED WITH STRAIGHT CROSSINGS NO ALL - - H ^> O F GROWING STRENGTH SEWSw'TO 45'). 9. Y� wMPER MAY BE PROWDED ON All EDGES AT MANUFACTURERS OPTION. U-TYPE ROLLED 1 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _• :,j•' DR TYPE 5. HEAD ALL TO BE BEVELED N ALL AREAS EXCEPT WHERE A CONFLOT H ATLI33 LSSTEEL PWT OR B S G--* - - J Ri OF WE NW.T. " NOM. DUAFOER NW.T. B" HOME DIETER WITH AVERT OR WNGWKLS OCCUR gMETER ALMINW ALLOY 3'-01. BARS F BANS E _R ry 6 - - - www WAIL PVC .V3 O.Ri3 ISM/". 0 �)e -I W3" DIMETEg BANS E LBS/R, �-PAVEMENT SURFACE N BANE SMwTX WALL PE TO PS kkk 70 P9 NNN Ew-I Ew-u r WEEP HDLE FRONT ELEVATION SUNS F •• f-8" 8" EMS e e SHAME ON CEMENT STMIMED SUBBASE ra a" o D o e (GUTTER REMOVED( ;-p" _ _ _ k WALL TNCKIfSS (HINT - NC16 1'/i'FSELECT MATERIAL TYPEI OR SUWRME ENDWALL FOR CIRCULAR PIPE ENDWALL FOR ELLIPTICAL PIPE UNDERDRNN OUTLET - -•(CEMENT OR LINE L,_ 1 I9��"� 5X'/." SENT KATE- SECTION B-B DIAMETER OF WE CULVERT 9QE OF ELPIICII R£ CULVERT (SPAN K RISEN MARKER DETAIL 8" . r N5) IGGREGA NS AGGREGATE OR CRUSHEDILIZEO MAN TESTED ACCORDING TO MTM P2412 AT 5X OSlECIDN. A. CEMEXRE GLASS IEETND NB GRADATION REQUIREMENTS. 12. 1. 11F 2T' OR 24" P' W JIY Y' OR MI' 23".14- 3Ok1P 34" 2 38•.2V' 42•x4]" 45".2W 49'.32" WN34• _ MANAGE SECTION A A NOTES / R FABRIC GENERAL NOTES A O.-S. O'-B• d-W, d-tt' 1'-0" T-d' A 0'-P' O-9• d-w• 0' M" d-tt' T-0' 1'-0" I'-0• t TYPICAL ENDWKL TO BE PLACED AT THE ENDS OF ALL UNDERDRNN OUTLETS, BARRING LOCATIONS TYPE A ROSE DETAIL SHALL BE USED WITH CG-3 6 CC-) STANOMDS � L2h"X2'/ "X'/;' B O'-N" Y-P }-3" T-I" }_,N r-0• B 1'-2" T-3• 1'-0• 1'-8" P-P' T-1. }-11' T-1r WHERE DWERMANR 6 TED IWO OTHER MANAGE STRUCTURES, ENDWKL TO BE INSTALLED TYPE B NOSE DETAIL SHALL BE USED WITH CO-2 & CC-6 STMOMOS, a TYPE A GALVANI D 1. TRENCH SMALL BE FILLED WITH AGGREGATE AND TIROUGIIY HAND TAPED TO PERRNDOULM TO ROADWAY AND FLUSH WITH THE SLOPE. TYPE B/2' X 4" STUD SEEM CONNECTOR WELDED INSURE COMPACTNESS. C T-4" }-,N 1'_GN 2'-2• 2'-0" 2'-9" L 1'-8" 1'-T• 2'-T' 2'-4'• 2'-5• 2'-)" 2'-S• 2'-0• GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 6B•30' TO MOLE RON AT 2'C-C. 2. CUTLET PIPES SHALL BE RDD EAMPERFORATED. SMOOTHBORE WE. MOVING THE REQUIREMENTS CONNECTORS ND IS TO BE ANCHORED WITH %S' X 4" STUD $HEM APPROACH SLAB PAW ENT 2. OUTLET PIPE SHALL BEGUN AT THE EDGE OF THE TRAVEL LANE PAVEMENT AND D T-0' I'-3" 1'-e- 2'-0- 2'-0" 3'-0" 0 1'-2" T-)" T-w" 2'-d' 2'-3' 2'-S• 2'-0" 2'-w" CLASS u M )0 P9 TESTED ACCORDING TO MTM za1z. NOSE DETALS SMALL BE PLACED ON A GRADE PMNIEL TO THE SHOULDER SLOPE 2 X MN ON E M. SLOPE q!•IE"5D"5 CONCRETE WELDED TO BENT PLATE AT 2-C-C 2„ DESFVEI GRACE. F d-6- 01 q-0" 0'-B• V-9' 0'-9" F 0'-S' 01 o'-P' d-9" 01 0'-W' o' 0'-9" L N LUBC YARDS 3. EXPANDED STEEL MESH (FLATTENED) SMALL HAVE OPENINGS OF APPROX. Vj' X T' AND WEIGH APPROX. �H{-NPR. PAVEMENT 2:t Y-Y 1'-2 Ott 0.82 CBS. PER SO. FT. MESH SMALL BE GALVAN2ED IN ACCORDANCE WITH MTM A-123. THE MESH BRIE SUBBASE 3. ON CURB AND CUTTER SECTIONS, WHERE R IS IMPOSSIBLE TO OTHERWISE PROVIDE . 6 41ALL EXTEND A YN411M OF I" MOVE THE O.O. OF THE PIPE AND IS A BANKER FOR ROpfNi$ ETC. 01-3A i L_ DI-3B L DI-}C, ,. WARPED PAVEMENT w-2 OUTLETS FOR IREEN61RNN5, THEY ,VE TO BE LOCATED SO M TO gRIN HMO g10P N r-Y' 2'-tt' Y-2" Y-9• 4'-l' Y-9" H 2'-w• Y.T• 3'-P 3'-9" 4•-0• 4E2" 415- Y-T' �•" 4n 4'-s^ P-} 0.28 THE SLOT FOR THE STEEL MESH 6 TO BE CONSTRUCTED SO THAT THE MESH CAN BE REMOVED FM w_2 - VETS OR MNHOLES. L {'-O• 5'-ON 6'-O -ON w'-0' 12'-O' L 5 Y T-2• 8-0 9'-2• w'-2' w'-N' 12'-1' 12 tt 2:1 2'-10' P-5' " 0.21 UEANWT Pl%POSES. 5'-0" GREGATE BASE MATERIAL TYPEI O 0'-T/i, N,-1% d_2„ O,-2Vfi' 0'-Y/i 0'-}}•�' S 1'-N„ 2'-6• P,_w• },_2„ 3,_g• 3'_9" 4,_Y, a,_5„ g., 4n 5'-3" I'-0 0.33 - - _ _ _ - _ _ - SIZE No I6 YIN. DEPTH) 4. W SU OUTLET WE SECTONS, TRENCH 5 TO BE UNDER ENTIRE PAVEMENT AREA a. THIS ITEM MAY BE KATES OR CANT T RILE. _ _ _ HWINA CUTLET PPE W LOW SIDE ONLY, 5. STEEL POSTS AND RATES TO BE PANTED w GALVANIZED N ACCOROANDE WITH THE ROAD AND S. - x AVERT ELEVATION AT OUTLET END OF OUTLET PPE STRUCTURE. U U MINIMUM OF 1. 0" MOVE b 0'-}' 0'-T/;' o'-P/t' d-2• 0'-2V:' 0'-Y' O 0'-7/X" 0'-Y/i 0'-Y/i' 0'-4" 0'-4VI" 0'-{�'i' 0'-S" diVi' BADGE SPECIFICATIONS. If PANTED THE FINK COAT sNN1 BE NOT KWN.Y PANT OR x � = � � FLOW � _ELSW 1'-D" AVERT ELEVATION OF RECEIVING ORNNM£ OTgI OR STRUCNRE. W. n WHITE FAIT. CUBIC YARDS OF CONCRETE b o'-z•' o'-,Y o'-zyr• 0•-3'• O'-SY2• d-31'i o'-4- d 22e,' PLACEMENT OF CD-2 UNDERDRNN AT e. BE CONNECTIONS RUSHING WYES,GTH WITHIN PAY LT FOR CURET WE ME r0 B. MANNER TO BE RACED AT OUTLET END O' AIL ONERDRAIN NSIKLATONS BMRNG LOCATIONS I DETAIL WHEN USED BRIDGE APPROACH SLAB$ BE M THE SANE CRUSHING STRENDTH M WE OUTLET PIPE CNC.PPE 0.241 0.492 0.07 1.319 2.057 2.94] CLEIG YARDS OF CONCRETE WHERE LTDERMAN IS TED INTO OTHER MANAGE STRUCTURES. FOR USE ON GRACES ADJACENT TO CURB EW-12gR OTHER MANAGE ). OUTLET PPE TO BE SECURELY CONNECTED TO C.N. PPE 016] 0621 0.739 1.JPo 2.1BB 3.N5 CONC.PPE O.SW 0.886 1.13e Lbw L811 2.01 R.N2 2.e01 ). WARNER WALL OL PAID FOR M ACCORDANCE WITH SECTION 501 M THE ROM AND BRIDGE FOR USE IN SAGS WITHOUT GUTTER srRIDruNE. SPECIFICATIONS BOTH SIDES i0 BE SYMMETRICAL SHIMP REV. //03 SPEOFILATION SPEgFICATION VI�T lvovr Yf(%IdTM �Voo-r SPECIFICATION REFERENCE STANDARD COMBINATION UNDERDRAIN REFERENCE STANDARD ENDWALL FOR PIPE CULVERTS STANDARD CURB DROP INLET REFERENCE ROM AND (RIDGE STANDARDS STANDARD ENDWALL FOR PIPE UNDERDRAIN VLE;Ex6 ROAD AND BRIDGE STANDARDS ROAD AND BROKE STANDARDS 105 12" - 36" CIRCULAR AND 23" x 14" - 53" x 34" ELLIPTICAL PIPES REVISION DATE SHEET 1 M 1 iv SHEET I of z REVISION DATE 12" - 30" PIPE: MAXIMUM DEPTH (IT) - 8' 233 501 (AT GRADE SAGS AND BRIDGE APPROACHES) REVISION DATE SHEET I OF 1 302 ANSI DEPARTMENT OF TRMSPORTALKN VIRGINIA DEYMTWEW OF TRMSPORTALC'. 303 08110 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 ]01 VIRGINIA DEPARTMENT OF TRANSPORTATION 108.05 E N G I N E E R I N G w1.01 w1.32 Spi 104.09 YH-2 2. OSB-1 HALF PLAN VIEW ITT ""' 'I^- THE LETTERS I DO.T ARE OPTIONAL LAND PLANNING - PROJECT MANAGEMENT 4'-e'• R • YK TH[I: IF TO SE ye p/A' CAST TN THE DEPRTHE ESSION EIN TOR OF ---III-----���� COVER IN WIDE RAISED )/" HIGH AS }/i SHOWN. El I Rn.r.HfD RICE E. HIGH ST. 434.227.5140 FOR DETAILS E KL CAST" COMPONENT PANTS AND FIVEUTIUN� ❑ ❑ O GENETIC NOTES- PRECAST" SEE SHEETS ,� A A CHARLOTTESVILLE VA, 22902 JUSTIN SHIMP-ENGINEERING.COM SEE STANDRAD M-1 FOR APPLICABILITY OF SAFETY SEARS. B B iE` STANDARD hN-I NOTE 1 MACHINE V' B'//' DIA FTME R LOVER THE TOP OF MASONRY IS TO BE LEFT J7 'R'A'.ER UNIT GRADE BY THE UCOVERE OF MORTAR OR TO L I DRUM LETTERING ❑ roJUSTMENr OF COVER AND FAME TO -- - SECTION A -A OPTIONAL a BRICK M DIRECTED BY WE ENGINEER, O ❑ FRAME AND COVER SHALL BE ❑ r 2'-d' •.. RATED FOR TRAFFIC CONDITIONS. LT O MPROXNA.- W__ OP. WT e TO R NN 4 - �GwI gn c FLAT SLAB TOP AS DETAILED KO CAST PION ` SUBSTITUTED FOR TAPERED ---- ••. '4 .J • N STANDARD T-MH-2 MAY B COVE 12 LES CBS. TOP r' O V Y SECTION V THE ENG PROVED By ----- �sTO ST-1 S --r-- 0 a NNA SOUND MATERIAL : M"EfH (WITH F S C (ION A -A /�! _\\ 1 ' 0 II (SEE NOTE 0 n.� ->•l e'i�- "g„ 6�" BRICK YE CONCRETE / _..II..L S p a w • ISE: NOTE 21 (SEE NOTE 21 ')� --' -- Y RISEN uNt RISEN UNIT g SECTIONAL ELEVATION R BEVEL 45• NOTES: \ 1_I ] REOICDt �` b 1. QUANTITIES SHOWN ARE FOR MANHOLE B / PLAN ` B O Q' c. 183 GSFR AUNT _ _ _ _ _ _ _ _ - r� - • WITHOUT PIPES. THE MgNr DISPLACED ---- ai BY PIPES MOST BE DEDUCTED TO :I R - �m OBTAIN TREE QUANTITIES. I �" . Y/i' SLOT D (R - -r MONOLITHIC REODrn IINr NOTES BEDDING THICKNESS TABLE - „. •• :1'-0" ABLE WMTITIES 2 A BASE THICKNESS OF W' WAS USED A E'S �CA T OF --I'r-- BASE -- -- 1. SEDNNG MATERIAL IS TO BE AGGREGATE SINE 25 OR 26 F FOUNDATION XM STANDING 1 DEPTH MUCH M"NOLE LO"LRETE COMPUTING CONCRETE MOTIVES. S%ANAL ` P OR RUNNING WATER PRESENT. TIE" AGGREGATE NO. 57 SHALL BE USED FOR THE DEPTH FOUNDATION BEDDING THICKNESS MANHOLE 3 INCREE£NTS TO BE ADDED FOR EACH T. P-w" DIA 1" EASE UNIT I WT SPECIFIED ON THE PLANS OR M MELTED BY THE ENGINEER. GIPPED WITH • NLIES TYPE (b) „ ON" CONCRETE CONCRETE ACOMONAL FOOT OF DEPTH, M AGGREGATE N0. 23 W 26. i/„ {. FEET THOUSANDS CU. YARDS CU. YARDS ) "' I'-BVi" DIA - - 1 MORMK EARTH 4" FOR H ( V p y CONCRETE -� 4 0.5 pJ85 1,43T 4_ MATERIALS MAY BE BRICK. CONCRETE OR �" . }/j SLOT yTr 2. WIDTH OF SEWING MI SHILL EMEND A MINIMUM O: 6" BEYOND THE BASE OF e" FOR X) V E ♦° FWTING APPROVED CONCRETE SHINGLE BLOCK O I I I T I THE STRUCTURE W ALL SwES. w 5 0.7 0.785 1.699 MACHINE MARINE - - I ROCK r PER iWT OF H, NO.6" 6 0.9 0.785 TWO 5. IF BLOCKS ME USED THE MINIMUM V/t, R HEIGHT OF STRUCTURE MI 6 MEASURED FROM E HART M THE STRUCTURE TO ) to 0.)85 2323 THICKNESS OF SAME IS TO BE 5" THE TOP OF ME FRAME AND COVER OR CONCRETE DEFENDING ON STRICTURE i OVER THICKNESSES ME TO CONFORM TYPE, SEE APPLICABLE WANK£ STRUCTURE STANDARD FOR OCTAL. M SPECIFIED ON THE PLANS A ' ' •" •' 8 1.2 F785 2.465 TO WALL THICKNESS SHOWN FOR : f GOOTWG FwTNG M M OINECTEO BY THE ENGINEER 1/ D SOFT L WELDNC It gKRETER=4'-8"•(2 . WALL rHILKME$$1 w 1.6 0.785 785 y.ON7 47 CONCRETE. D L9 0.97E A55 B. ALL CONCRETE TO BE CLASS U. •A" R I SECTION B-B 12 2.2 0.910 3.81) 2. WHEN SPECIFIED ON PLANS THE ------------- IS 2.5 0.970 4.179 N9fRT IS TO BE SHARED IN Y_)%- DIA VSMP PLAN FOR BRICK CONCRETE OR 14 2.0 0.9)a 4sn ACCORDANCE WITH STANDARD IS-1. N; THE COST Of FURMSHNG ND RANG CONCRETE BLOCK 15 3.1 ) 4. ALL L MIMICS INCIDENTAL TO THE S. 2'-011 CIA- 5' T-9 " DIA 16 ].4 0.910 9.265 SHARING IS TO BE INCLUDED IN THE 010 ,] 4.p 1.1)] fi.p32 PRICE FOR THE STRUCTURE. SECTION B-B BOTTOM GALAXIE FARM INCREMENT OAS 0.582 �T SPECIFICATION �VDOT SREFERENCE" `V=r SPECIFICATION I II \V�T `VI. O, A COPY OF THE ORIGINAL SEALED AND SIGNED MANTIC IS ON ME W THE CENTRAL OFFICE SPRE�IRCATKN REFERENCE PRECAST MANHOLE DRAINAGE STRUCTURE BEDDING FOR DROP INLET. ROM YEA BRIDGE STANDARDS Roro AND ERE« STANDARDS MANHOLE AND JUNCTION BOX MANHOLE FOR 12' - 48 PIPE CULVERTS ROOD AND BRIDGE O60DS"EEAD No BRIDGE srMOMos STANDARD MANHOLE FRAME AND COVER SUBDIVISION ENCE p5 VRONIA 0l9IRilOIT OF TRN6PORfATXN REVISION GATE SHEET 1 M I 302 302 . GEVISNIH PATE SHEET 1 OF 1 302 VIRGINIA DEPARTMENT OF TRANSPORTATION REVIS11 OAIE SHEET 1 t 3 T [ OF } REVISION DATE 224 ,pN,O) VIRGINIA DEPARTMENT Q TRANSPORTATION w66 D4/20 OU2U VIRGINIA DEPARTMENT OF TRANSPWTATION arp * EW-75 PC DoM 61c 60D 1 WAWS: KS OVEN ME FOR ONE ENDWKL Ew Ls Ewa Pc FOR CONCRETE OR CORRUGATED METAL PIPE DETAIL 1 DETAIL 2 EG 1 NGER --- NOT GIVEN N TABLES, " i 5 B B w IP ICEL�1 TE SIDE YAL SPI4 -LAS WITS K TU \ \Y I4/[/N' 2 PLEASE REFER TO STANDARD EW-2S.SHEETS ML08 ND 0109.RO ALL DIMENSIONS A PPE I,D. 'VI:I ROPE 2:t L D b �B DETAIL 3 PER QGV ` 48 3 TINS ITEM MAY K PRECAST ON CAST N PLACE 42"".. 6'-P' I'-' 6'-D" W-10. GO._ " '- ALBEMARLE COUNTY, VIRGINIA �_ _ _ � _ _ _ ! r- - -' C 48„ g,.p„ 1 ..0, g..O., T•-g' 9'-10" 0'-5- 0'-P \ \ C ON SHALLOW 01 WHERE ENDWKLS ME VOR LESS BELOW SHM DER LINE THE Sv' -s^ 1'- " >'- 8`♦ mD" 0•-5 " 0'-4 " A I •� [.UI V�/F iY ) \ \ TOP OF THE E"OWAL SHALL BVE CONSTRUCTED PARALLEL TO THE GRACE OF ROAD _ 5 So. T-O" W-6" --8' P-3" A -( A M SUBMISSION: ` NN `TIN 1 �f I fi .. T,.].. 1p-V ., V I ., ti,. ._p 0..5 „ I I Aj N \ W 5. Kt CAST IN RACE CONCRETE i0 BE CLANS M. FOR PRECAST SEE SHEET 019. ' )r' 5'R" N'-¢" V-2" K11_D„ ,.•W/N' p,q- O'-y i, W '� I A:I� N \ • NN ♦♦ NN . ♦♦ \FHA• 1 1 ( S. IN NO CASE SHALL TOP OF ENDWKL PREECT MOVE FILL SLOPE. DITCH MORE. OR )B" 8'-0 ' - tT-0'• I'- 15'�P' 0'-r' - I m I "� II \ \ \ SHOIR.MR ' \ Z Y 7 • . �_ H X 0v' W_y' 21 v IT-9" V M I 2020.01 .02 'O� H •� \ ' ' }. THIS STMICANO TO BE USED WITH SKEW ANGLES FROM 15• TO 3)•3D'. I BO" 9'-+P' t2'-D" p'-It" O'-)" •¢ MpLI{ PLAN! M \ S~ \I �� MN. COST OF RAGS FOR CRACK CwWM TO SE INCLUDED N PACE PER BD PER CURL --I -, '' ` 35'-0" '- ^ 10-6' 1'- " 'J" 0' " '" P REVISION: {gGE1Iq"Oli Nm ,ND\ L 6 /• I �' / YANG CONCRETE I B B pA • SEGIION TO SASE \ K 4l 16• 3 E♦ DEFORMED CRAK ]0•C y9. HEMWKI 10 E BEVELED N ALL MEAN EXCEPT WHERE A CMFLKI WON NVERI 1 ' NOTES( I. CONCRETE TO BE aOW PS MwIWN CONPIIESSV STRENGTH. L L E' • 30• •\ �'EI CONTROL BARS PLAN VIEW AND wNGWKLS OCCUR. 2. F PIPE IS TO BE SKEWED THE OPENING WILL BE ADJUSTED •. R 1) 2020.09.21 •L `\ ED• LwNGETE B0 K. BEVEL EDGE 6 RECUREO ON THE HEADWALL AT THE NET END M THE CULVERT TO ACCOMMODATE MOLES UP TO W. �I �" LL/AGG J 1 %4 MRORMED CRAK 1WHERE THE FLOW ENTERS THE CULARTI. HCMWKL AT THE WiLET END OF THE I I B HIV-✓ yV J. REINFORCING STEEL IN ACWOMILE WITH MTN A-615 CONTROL BANS CULVERT MAY BE EITHER SQUARE EDGE OR BEVL OWE. A� IMNFORCAG BASSI. I T �Q II. �- CHAMFER MAY BE PROVIDED W ALL EDGES AT MANUFACTURERS OPTICAL • CONCRETE INSERTS Y Y4" LAG BOLTS W. 0 4, WE OPENINGS IN PRECMT MANAGE OUTS SHALL NOT - T I S� S 0 NN.2 PIER SOL. MM. SPACING J0" EXCEED 4 INCHES Al MY GIVEN PONT BETWEEN THE PIPE ' _ • ___ -_ SHAPE i0 BE gCvfL[D 1O PRE L ETE AGENTS AND THE PRECAST UNIT- ~• /I FOR CONCRRETE A_ x LA P1pE LLA MOLTS 6. OEENSIONS SHOWN ME WNNW. ACNK MEMUREYEMS DEOTE%TEE / CORRUGATED ME _ PLAIN MAC VARY WITH MANOACTUPER'S TOLERANCES FMRC .. fA It 0 ___-_------ W 0 b SAME i0 QE BEVELED 6. N NO CASE SHALL TOP OF EMOWKL PROTRUDE ABOVE FILL RAISING cEDTE%TEE _ A4 B"25 . 6• u r i A I 6•S93 1 11 NTH MOETM G KOPE.giCH MOFE.gt SHOLLCER. EIOIWAY. EACH FACE I I N 111 FLOW Q" 0a 5. 0. x _ , I IT ---I- -- - r -- 1 T1 ---"rl ---------- - Tg�" 0'-5" o'4 A �- ). WEroLNl TO BE SCALED OR IN ALL MEAN EXCEPT WHERE A SECTION A -A SECTION A -A SECTION A -A m = b% +-' - - A-� - L-rI _ ------- gg.. BOST " Oa-s .. Z'p, D • • REAL E E A NEQUI M WNWE H OCCUR. __�. __ G D o e _ _ I I 1 I I 1 0o ? 0.5" _ B. BEVEL EDGE CU ART (W ON THE HEroWALI AT TIE INLET END O THE CUILVRT (WEENIE THE FLOW ENTERS ENTERS i MN JS I fbJY -- I - - T r 72_ p.. ),/.� 0 _ WLVERTG. W i Q Ulm B91EVELElI°WIT�Ii • NOTES: I I U I 78 0 8'/ O•N/" 9. EITHER SQUARE EOGEBORvro WLVEILT MAY BE N" O'-BY.- 0'-}" MORTAR s FRONT VIEW 00 NOi BfVL INVfpT w.' G'- „ o'-)' '. DETAIL A DETAIL B 10, N" CHAFER WY BE MOVING ON ALL CODES AT " H � 1. FOR MULTIPLE LINE INSTKLATONS,CNENSON S 6 TO GOVERN THE PROTECTOR FILE NO. FRONT ELEVATION NOTES: SIDE VIEW 96" 0-* 0-0 0'-6" YNALATIRFA'S OFTEN. a WTSIDE THE CHANNEL WIDTH 00) t CONCRETE TO ME 40DO PS MIDAl1M COMPRESSIVE STRENGTH. e" 2. ON ANY INSTALLATION REQUIRING CULVERT OUTLET PROTECTION WHERE NO ENDWKL FOR CONCRETE PIPE FOR CORRUGATED METAL PIPE T •a 9 • e• L- 18.025 2. FOR DETAILS OF MEADWKL BEVEL SE£ STANDARD EW-2SPC.S EET WIM. FILL SLOPE IIV,:I RL POPE rT FILL SLOPE T/,I RL SLOP 2'1 EAN WAY, EACH FACE SEE LETHAL A ,q MTH NESUTNLO2"SHOW�N CIrEVE.ON RE PLANS. CONBIRUCTON 6 TO BE N ACCORDANCE FOR CIRCULAR CONCRETE OR CORRUGATED METAL PIPE 3. KIFORMK STEEL N ACCORDANCE WITH ARTY A-M (RENFORCNG BANS). CONCRETE NSER19 3. GEOTUTLE FAMIC TO BE INSTALLED UNDER CLASS A.;AND I MATERIALS N CONCRETE INCREASE CONCRETE MCREME CONCRETE INCREASE CONCRETE INCREASE Y Y' LA B0.T5 ACCORDANCE WITH THE SPECFICATIONS. OOEN90N5 4. PIPE ORCHARDS N PRECAST MANAGE OUTS BOLL NOT EXCEED 4 WINES AT IN DUE FUR EACH N ONE FGH EACH IN ONE FOR EACH N ONE FOR EACH WE L-JO• L-30• L-45• L-a3• MY OVEN PONT BETWEEN THE PRE AND THE PRECAST ANT. D S Sm Tm DOUBLE ADDITIONAL DOBLE AwITIONAL 0 S SJD Im DOUBLE ADDITIONAL DOUBLE ACOHIONAL GEOMULE 4, S MM METER OF CIRCULAR CULVERT OR SPAN FOR BOX ELLPTKK OR ARCH CULVERT. 10- H T S P/,:ISGIE 2.1AOR %IYOPE 2:1sm O b 5. DINLNGOS SHOWN ARE MINPnI. ACTUAL IEASUREYEMS WY VARY WITH ENDwKI PPE ENDWKL RR ENDwxt FIRE ENDwALL RR + FABRIC H gANETER OF CIRCULAR CULVERT ON PoSEAIRGMT FOR BOX.ELIPTOAL OR NICX SCUM DETAILS 11, 5'-6" N'-b" 8'-d' - - ld-6" 0'-1 0'-0 M ANIFACTWER'S TOLERACES. CUBIC YARDS CUBIC YOS. CUBK YES. URIC YDS. CUBE YGS. CUBC YMS. CUBIC YDS. CUBIC SUDS C CRETE INSERTS CUVVERT. 48" B''0" R'-1" B'•NY T-0" a W2 •-D" •' •• d-4" 8. N IRO [ME SHALL i0p M EADWAII NIOTRIUDE MOVE iLL ROPE. dTCH ROPE. 42" 6'-CC B'-I} .. .. GRUB 1.462 5 T59 L449 42" 5'-1 " 6'-i •' WA " 5.364 L 454 6.021 1.445 • LW BOLTS FL B-B •USE TYPICAL SECTION SHOWN ON RMLS FOR SIDE SLOPE• BOTTOM WIDTH AND DEPTH 54" CEO d• )-B^ 8 1 U 6Y D•, U• ). ON SWKLGTO BE YVELED N ALL (REM EXCEPT WHERE A CONFLICT M1H INVENT 4W > =B" B^Id f0. " I12y 2 ])6 2J 9 LJ50 54" 6' i' Pqp p-0 e.]3T [ 4W 9�}]I 2 JB2 I� SECTION NA%MEwWTLFr (NLYIES OF CANNEL W HATCH IX61NG ORON ON NATUNAL CRIXRD. x M� .. " 6fi" T) 2E 0 P• CO Y >Z ♦ tl-4 0-) 0-SI ]2" B'-I• 25'-1Y' W- IY-d' ON WNCWKL wWW. W 1' V' - 'YFw.224 3001 ,�4r - _5 1_ 1092L3•. ., ,T..N„ N.p., 0.-W 11.4 2.9T 54 e'- R 66" o=v w'-9 D+ 6437 45U 17 4.51 g6" e'-3 z' 9'i D'-1}/- ❑,StlS 3. B2I 15 J54 ]n] JB" 8'- ' 27'-w" 1T-0^ 11'-w" 4'-)' 14'-8' B'-0` 0'-2^ 0'-5 B. BEVEL EDGE FL REQUIRED ON THE LVERTE I AT THE NET END OF WE CULVERT _ ry W,LSS At OL,LSS Al DRY RIPRM 0 IPA 1B WHERE THE ROW ENTERS THE COVERT(. TB IY 0" I 6d L 4.552 O 4.51 )2" 9^ 10'-5 ' p'.4 .. I6.666 4 )Je 18.834 4.659 _ _ _ _ _ _ _ _ ------- Tr 2 10 2• R e • 2W-6" lT-O 12'-e N'-P' 15'-B" 20'-6' 0'-)" Oh N.558 5NOW t SAM 2e" W-] 19-9 " 20.055 5.693 22.T61 564T ��� SEE DETAIL B GLANS I CLASSI DRY RFRAP 14 Ape 24 O 9'-1P' JT.B' 12 -S" W-)- IT -IT M'-0 2Y-11' 0'J" O- B HEADWALL AT WE OUTLET END M THE CULVERT MAY K EITHER SHAME Cp2 84" tY-10 D'-0' 22.081 6.53) t 6.48 81" Tp'-6/" 20'-]' ' 23.954 6.822 2T.2.4 6J20 CAOUT WINGS MID V-0,. TYPE B NSTALLARW SH 96" 10'-T SS'-8" u'-6` M'-5 ;' '-1• 9'-e :• 23'-{" 0'_y O_ ,. OR BEVEL EDGE. _. ,..• ELEVATION ENDWKL TO BASE CLASS I CLANS X DRY PNRM 19 } 36 90" 12'-a- N•T 26,445 B.20T .M1.30T L934 90" IYJ A" 13'-0'R" 2P-e'/'• 2B.]95 BJ24 ]2.332 8.16 SECT"N Pe D. �" CHKEEP MAY E PROVIDED ON ALL EDGES AT MAVFACTUIERS OPTON. WE D'-W I5'-0' " 30.990 9.fi5a VI e" I IS' 10 23.1 J3.32B 9.64) 3)BW 0.SB2 SECTION A -A $AUK`` I PRECAST ENDWALLS FOR MULTIPLE PIPE CULVERTS �VDCT SREFEENC01J STANDARD ENDWALL FOR MULTIPLE PIPE CULVERTS XVDOT �VDDT PRECAST ENDWALLS FOR MULTIPLE PIPE CULVERTS-%EETION SPEgIRENCE �v=r REFERENCE REFERENCE REFERENCE REFERENCE CULVERT OUTLET PROTECTION C18;-_jROAD MD g60GE STANOMMS ROM AMID BRIDGE STANDMOS NOro AND BRIDGE STANDM05 1M ftOro AD BPoDIE STANOANW w5 42" - 96" CIRCULAR PIPES WITH 45" SKEW REVISION PATE s1EEr 1 0' 1 105 42" - 96" CIRCULAR PIPES WITH 30' SKEW REVISION DATE SHEET 1 OF 1 SWEET I M 1 REVISION DATE 42 - 96 CIRCULAR PIPES 105 245 REVISION DATE SKEET I ON 1 JD2 WR6NA DEPARTMENT OF TRANSPORTATION VIRGINIA DEPARTMENT OF TRANSPORTATION DRl 302 VRQNA DEPARTMENT OF TRANSPORTATION 101I9 wt18 VIRGINA OLPMTAIENT OF TRANSPORUTIDN 302 iW 113.01 530 525 520 515 510 505 500 495 490 485 480 475 470 465 460 455 480 Al A2 475 470 465 460 455 450 480 475 470 465 460 4455 10+00 10+50 11+00 0 STORM PROFILE: Al —A2 C19 )Scale: Vert. 1"=10' Horiz. 1"=30' I J o z z + ¢ z — 77 0 LF 48 M 3% o z a 1 > 480 475 470 465 460 455 450 10+00 10+50 1 1W, 465 460 g455 11+0050 475 470 465 3.04 LF )PE 0 6 460 455 450 C1 J C3 rn mm L1F_l1GiT'J1Gi ��aWil�l■1ii -is ��II�III v 1. NEI- NEW_- NEW_— [ m ©gym 10+00 rn 475 ¢ 470 465 460 a4555 10+5II 0 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' 500 495 490 485 480 475 470 465 460 455 a ) STORM PROFILE: D1D5 C19 Scale: Vert. 1"=10' Horiz. 1"=30' 500 495 490 485 480 475 470 0 ro m — M D O + 11 - w _ a w ti - 3m¢ HG1 q ;I J 1 60 0 0 4.LF 24 o m �N OO N rn ~ W n - p >= _ 10+50 11+00 z 11+50 - 12+00 12+50 13+00 134 »az O O N s STORM PROFILE: F1—F2 C19 Scale: Vert. 1°=10' Horiz. 1"=30' 530 E6 E6A m o mm M W O M O 525 omo� oM� 490 520 F/5 485 N 515 480 z — 3 cO w 510 w m 475 M D J 505 w 470 Z p w 500 w 465 �11�11� �IIQ�� IIC �95Ong • •: !� �IIII�LTS�■1� NEI NEI- 490 485 480 475 470 5 z 10+00 w w 10+50 F � W N m V 495 0 8 STORM PROFILE: E6E6A W M LL C19 Scale: Vert. 1"=10' Horiz. 1"=30' — 490 a E4 E4A WL CROSSING o N m m ... Y lril•� _ ■NEI- NEW _ NNE SOONER Am SENSE li7. ■— i.�C— NOW- IN ��II���IC JIM �uv�� im e _ 1 - "' 110 13 0 10 170011 tllz��f1■i !E —t �1��+i!1tiMll-11■! �' ��w -ate■ o i ■ - li onVA\1 t��.�� INN —_—_11�_ 11te7 �11Y?Ai3Af ■__ m� 11— 111 •w IT�1IE NNE ONI �QFi ■ MOM NONN1 11 .■.� .. 9NII��e7 i �7GiTi i1 ■ • OKI MEMO NEW.NEW.i1■—MEN DJ �i� —W ■ MEN mm NONNI 530 525 520 515 W 510 O Q OJ 505 W 0 500 W z 495 0 w 490 J 0 !r a 485 480 475 470 465 460 455 �iel^JF_�ie]Fi� Lam• Q�Q� 112111100000 NNNI-�� �14�l11l7i11� M11�11� M11�-i e� NEW- 500 495 490 485 480 475 540 0 48 SHIMP ENGINEERING2 47t LAND PLANNING - PROJECT MANAGEMENT 47C 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM 46 > _ - 10+00 10+5(YV z 455 Q U+UU IU+SU 11+UU 11+5U IY+UU 12+5U 1.5+UU 1.5+511 14+11U 14+5U PROFILE: E1E7 C 19 )Scale: / Scale: Vert. 1"=10' Horiz. 1"=30' 18+00 18+50 19+00 7 S 1 O' �M PROFIL +OOE ! EJ YJJ 'v V v V 'VV 'vV yv C19 Scale: Vert. 1"=10' Horiz. 1"=30' 530 525 520 515 510 505 500 5'0 15+UU 15+5U Ib+UU z E7 E6 E6Z J 495 490 485 480 475 MEW man EVEN NEW .■ ME M■ MroMEN 495 4 0 80 505 490 500 485 495 DO 480 490 475 485 470 z z z mo » - 10+5(7 74 --- O >>> > >zzz >zzZ Z r¢ Z d d 0 > 475 1 b+SU E7A M41 111111111 ROM—NowME I �IIt1•Z�II�i�I:SN Lnl�� M11■111i� �11■:f��u■11�� :� =E1 �11��11� NEW— i9 �P]NNE NEI. SEEN, NEI- t N Mtp W 10 STORM PROFILE: E6 E6Z C19 Scale: Vert. 1"-10Horiz. 1"-30' ,7+50 18g0 STORM PROFILE: E6—E6A C19 Scale: Vert. 1"=10' Horiz. 1"-30' S p a Lic. . 4183 525 !mil 520 �SsAL B 515 510 VSMP PLAN FOR 505 GALAXIIEFARM 480 500 0» 0 10+500 SUBDIVISION zzz Z 10+50 11+00 11+5%75 W ALBEMARLE COUNTY, VIRGINIA 11 STORM PROFILE: E7E7C 12 STORM PROFILE: E8E8A SUBMISSION: C19 Scale: Vert. 1"=10' Horiz. 1"=30' C19 Scale: Vert. 1"-10' Horiz. 1"-30' 2020.07.02 G6 G7 G8 REVISION: 505 525 500 520 495 515 ,,490 510 485 505 . _ iIII �._ NISSEN 11�fi ■ 7 i�IRe1I1C ��!_ f NEI- �� �ppmmmmmmaR z o _ v�mrn -_ M in Z - O < + (n om M M� NN pJ m _ ¢ m- Z �¢¢ 0 N — w K a Z O N K O .97 LF 15" HDPE 1.47% o 0 LF 15" H 0 PE O 1.39% N 0 �, 2.25 LF 15" HDPE 1.38 0 . of 0 .71 LF 15" HDPE @ 1.41% oo 00 of � � a z z - o 0> �z O> _ o> >Z z z f >z - z 12+00 12+50 13+00 13+5C 14+00 14+50 15+00 13 STORM PROFILE: G1—G8 C19 Scale: Vert. 1"=10' Horiz. 1"=30' 495 1) 2020.09.21 490 485 480 475 FILE NO. 18.025 470 STORM SEWER PROFILES 465 15+50 16+04SO C� w 495E 480 475 470 m � „ GRADE S00 490 INSPECTION 11 N 6" PVC II 11 495 C/0 EX.II II o 24" HDPE FROM F2 1� ADS GEOSYNTHETICS 601T N ii 490 INV. IN 477.00 w - I� TOP STONE u 485 30" HDPE TO l=aa3.00 #3 STONE II 485 BYPASS MANIFOLD - _ INV. OUT 478.92 - - IMI �"iymmmmm EM W II 100-YR WSE=483. 3 t MH-1 y i 480 FRAME Ifll I' 480 & COVER I I If II ISOLATOR 475 II ROW INLET: �rn OO r STAIR 30" MANIFOLD ro jINV IN=477 475 470 ooz STR. F1 BASE 30" HE »az INV=475.50 TO ISO. ROW + NV OUT 477 25 2' FABRIC O BOTTOM IDEAL BOTTOM STONE=475.00 BEARING CAPACITY TO BE REVIEWED 6" SCH. 40 PERF. PVC UNDERDRAIN #3 STONE. COMPACT ooN (60 MANHOLE) INV-475.00. INCLUDE ADDL. 3" IN 6" LIFTS PER STONE SUMP -ALONG --UNDER RAIN NIAl" �SPC� 2' FABRIC TRENCH IF STONE BOTTOM[ = 475 OVERLAP 2 INLET PROFILE oo,, & DETAIL SEE SECTION VIEW. 150 LF TOTAL. 470 C20 PROFILE SCALE: VERT: 1 -10 HORIZ: 1 -30 10+00 10+50 11+00 DETAIL SCALE: 1"-4' 1 STORMTECH BMP PROFILE E6 E6Z E6Z ISOMETRIC vlEw SCALE VERT: 1 =5 HORIZ 1 =10 C20 a9s ROW 1 ROW 9 ROW 8 ROW 7 ROW 6 ROW 5 ROW 4 ROW 3 ROW 2 (ISOLATOR ROW) 490 _ 1' STONE PROP. 30 HDPE FROM F1 _ COVER ABOVE GRADE INV. IN=477.25 7.00' GRADE ADS GEOSYNTHETICS 601T TYP. TOP 485 NONWOVEN FILTER FABRIC STONE=483.00 83.60' 36" 36' 42' 3.00' 480 L-_-_-! 5.00' 8.33' �UOU��C/OUT `` J CHAMBER 9,00' �; INV.-477.00 475 IDEAL BOTTOM 2'IDEAL STONE BEDDING DEPTH 9" SPACING 470 0� �iri;aL•�I� C�� 6 . "ME M..�. M..; �.�� 1111[e=�1ta�Y�aIsI 91 1 -e 495 STANDARD VDOT MH COVER 490 STAIR 485 WEIR 00 (ABOVE ELEVATION 475.00)-D"-•-••-•�••-•••�-�--- 3534s 1 7677 SYSTEM AREA (ft 1 484.50 477.30 42" BOTTOM CONNECTION INVERT 477.27 38" BOTTOM MANIFOLD INVERT 477.19 24" ISOLATOR ROW CONNECTION INVERT PLACE MINIMUM 17.6 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 MC45001EPP24TW TYP OF ALL MCA500 24" TOP CONNECTIONS 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER / SOLID OUTSIDE PERIMETER STONE) 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 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 I 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-4500 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 mm) 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 DESCRIPTION AND IDENTIFICATION OF SOILS (VISUAL -MANUAL PROCEDURE)". 4. STONE SHALL BE HARD AND DURABLE. IT IS THE ENGINEERS 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 BYASTONE 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. 8. 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. 1480 `- _ _ -STAIR ON _ EACH SIDE OF WEIR 36" PREFABRICATED END CAP, 475 _ PART# MC45001E7 PP36BW 42" PREFABRICATED END CAP, PART# MC45001EPP42BW 0 4' FABRIC STONE=475.00 MAX. BOTTOM PROVIDE 3' UNLESS MANUFACTURER BETWEEN �zzz"� ZD 10+50 0>>> -_ -- OVERLAP 0 STONE=474.00 2' FABRIC 0>>> ORIFICE UNDERDRAIN APPROVES SOIL BEARING CAPACITY. CHAMBERS OVERLAP >zzz z >zzz Z CJ -ao_ s STORMTECH ADS MFCR. DRAWING NOTE: INCOMING 24" PIPES NOTE: CONSULT GEOTECH ENGINEER DURING @ BOTTOM w< a 6" SCH. 40 PERF. PVC UNDERDRAIN INV=475.00. TO ROWS 2,4,6,8 NOT SHOWN. TRENCH EXCAVATION. IF SOILS HAVE w Nn� C20 SCALE: 1"=20' TYP. INVERT IN-478.92 BEARING CAPACITY THAT SATISFY MANUFACTURER REVIEW, BEDDING DEPTH CAN BE REDUCED TO 2'. (BOTTOM OF 475' 4 T T OUTLET TLET PROFILE II / C� 3 STORMTECH BMP C� SECTION C20 SCALE: VERT: 1"=10' HORIZ: 1"=30' / C20 SCALE: 1T=10' STIR E6Z FOR REFERENCE (84" MANHOLE) I4 30' PRECAST 4" ' I CONCRETE WEIR 10.20' 1 TOP=480.90 13"x26" ORIFICE 2.17' INV. 477.90 PROVIDE REINFORCED WATERTIGHT CONNECTION TO STIR. E6Z (72" MH-1) BOTTOM PERSON FOR MH INV-475.00 REFERENCE ��WEIR E3 DETAILS C20 SCALE: F=4 ye p GALVANIZED STEEL STEP 36" HDPE FROM BMP BEFORE WEIR INV. IN 477.27 6" SOLID PVC' BMP UNDERDRAIN AFTER WEIR. INV. IN 475.0" y STIR. E6Z BASE INV=475.00 (84" MANHOLE) 42 HDPE FROM BMP ROW 2 BEFORE WEIR INV. IN 477.30 STAIR 2 STAIR 1 STAIR 3 PRECAST 4" CONCRETE WEIR TOP=480.90 �36" HDPE AFTER WEIR INV. OUT 475.00 180° 8 270' RAME R 0' yu s STORMTECH BMP OUTLET DETAIL E6Z MFCR. DETAILS C20 SCALE: 1°=4 C20 SCALE: 1"-4' COUNTY OF ALBEMARLE - Department of Community nevelopment ST-, N, dADE ED'ANT-... Roo ENC.Nm A CDRRDSDN REDBTNIi RLIBRER tit 0T MATEBYL IFPROYED BY ME &DINE Nf. 'C.ENOON wY VW WITH NWIfItTUERS DEsaD CORRMDN REsnTYn YAlEfiI1 •A RNNEORtlIG RLO 'AL SECTION NOTEB, STEPS N1LL BE N N1 A Q ,•-0^ ql DREATFA WLEss OTHERWISE x0TF0 ON THE PLMR. ER MUSSWISE NOTEDONT N "I V/ Y 'f ILL BOOM SHILL PROUME V/" FRON INYDE FACE OF STRUCTURE WALL. YA%YLV SIFP SP/QIC TO WT SHM.L�MRNBTAHC A NNWM FORCE OF ]UI POUNDS'MNM EXIFNOD Vy0 FRdI THE F/ OF ME SIFPoRT. STEPS ARE TO BE A"ICNIY ATONED AND UiOMIKY SPACED FOR THE ENTM MI'M OF MY 5MVCTME. N FMCABT AIM STEPS WAY BE CAST N PLkC M%TNdD NTO HOIES PROVIDED BY THE FABRCATOR M OAIVEN ♦ WPY LF Y ENBEOENT STEPS OfiEMNC IN EMENAONB, CONFlOIRAMDM OR NATERVLB FROM THOM SONN NAY [LSO BE OBEO NROVIO THEY MEET THE MRWM MOMENENTS SHOWN HVFECN AND TIE fANMIDTOR XIS THE FNBREEfl WITH OETNLS CERTIFIED TEST WORTS OF THE PROPOSED WMITTUTE AND IW E U RECEIVED NRITTEN MADYK FRJA1 IRE EIKAKER FIXt THE 16E *ACV OF Slid STEPS. ILL EPs SEo BE PROACED YF'-REsm/M A Y NO CRF SUFFICES RCN /5 BUT NOT IIfFEO T0, Q]IMDATED NM.NIID. " DR oIMPUD suRFACEs. NAIWA STEM BHYL BE F.YMBCATEO IN ACCORDANCE WITH AST. B.LKLOY BOOS-TS THAT M"M OF THE STEP ENCASED N MASONRY SU11 BE FN FOMuuIlINMEamNMTEDBCOTAT�irG CCNFO hdNNG TO kmw�m SPECRCATnN TC-C-DO4BA ALUMINUM STEP BPECMCM R VD T REFERENCE STANDARD STEP ROIO AND BRIDGE BTM'OIADS MEW MPMTLENT OF TRANSPORTATION RFNSI]N DALE BNFET 1 6 1 DB.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 nod provide design drawings as construction record drawings. A. A signed and dated professional seal of the preparing engineer or surveyor. B. The name and address of the firm and individual preparing the drawings on the title sheet. C. The constructed location of all items associated with each facility, and the inspection records to verify proper dimensions, materials and installation. The items include, but are not limited to the following: 1. Inspection Records and photographs for pipe trenches and bedding, including underdrains. 2. Video Pipe Inspection for any pipes which am not accessible or viewable. 3. Updated Location with geocoordinates of all facilities. 4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities. 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required for alterations from the design. 6. Plants, location and type. 7. Plans and protlies for all culverts, Pipes, Ricers, Weirs and Drainage Structures - Display the installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end trealment(s), inlet and outlet protection, alignment and invert elevations compared to design- 8. Computations: For significant deviations from design, provide scaled computations verifying that the as -built condition is equivalent or better than design. 9. Ditch lines - Display the constructed k"ion 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 MIN . LADDER STEP DIMENSION must be within platted casements. Provide copies of recorded documents. 11. Guardrail, fences or other safety provisions - Display the constructed location of all safety C20 NTS 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, horing or test pit reports and materials certifications. Biof titer media must be an approved slate mix. 13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable. 14. Compaction reports arc required to verify fill compaction in dams. 15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning. INS o j F1 r- ------ �J---1- - - - - - - `.` 2-• 2 2f -2) /oIQ I/ I BMP 1: ADS STORMTECH & ISOLATOR ROW (162) MC-4500 CHAMBERS IN 7.6' #3 VDOT STONE O7 11 VI / / BOTTOM OF STONE475.00 CHAMBER INVERT=477.00 TOP OF STONE=483.00 I J--- o -- {.- c,o SECTION 92.3' 77.9' / 81,0 83.6' RO 9 ROW 8 ROW 7 RQW 6 ROW 5 ROW 4 ROW 1 ROW 2 I / i III III' / 3' 3 5'r ) g 3' 'r _ C J 150 LF 6" PERFORATED PVC E6 j UNDERDK'AIN. INSTALL / io STORMTECH BMP PLAN C20 SCALE: C" 20' 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 CFS (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 CFS (DESIGN BY ENGINEER PROVIDED BY OTHERS) 36' X 36" ADS N-12 BOTTOM MANIFOLD INVERT 3.25" ABOVE CHAMBER BASE (SEE NOTES) 855 / � I 850 $� MW IE N � IE El€ o 0� w 9 Z. po � Jo � m � o x Wo no FQ W J_ = D n" 535 SHEET 2 OF 6 SHIMPG2ENGINEERIN LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH T. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM . SI�vIP a LIC. 4 183 � SS/fmAret E�� VSMP PLAN FOR GALAXIE FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 TOWNHOMET EEE= 486.0 E FILE NO. BMP DETAILS C20 PROJECT INFORMATION ENGINEERED JIM CLARK PRODUCT 24&124 S �.WlT� a D x MANAGER: JAMES.CURK@ADSPIPE.CO FOR STORMTECH . r MICHAEL GREEN INSTRUCTIONS, F��F ADS SALES REP: 3042400082 EN®ADSPIPE.CO F���/` H INSTTANLLAI/ON APRMICHAEI_GREa ••� PROJECT NO: S186267 ADVANCED DRAINAGE SYSTEMS, INC. GALAXIE FARM CHARLOTTESVILLE, VA MC-4500 STORMTECH CHAMBER SPECIFICATIONS 1. CHAMBERSSHAL1-BESTORMTECHMC4500. 2. CHAMBERS SHALL BE ARCH -SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN,IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS. 3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a.'STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS' CHAMBER CLASSIFICATION SDI. 4. CHAMBER RCWS SHALL 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 [RFD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12 ME MET FOR: 1) LONG -DURATION DEAD LOADS AND 2) SHORT -DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6, CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, 'STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS - LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN)AAMTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUMPERMANENT(7SYR)COVERLOADMD3)ALLOWABLECOVERWITHPARKED(1-W MI AASHTODESIGNTRUCK 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING CHAMBERS SHALL HAVE INTEGRAL INBUOCKING STACKING LUGS. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3'. • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT M DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EGO& TO S00 LBS/1 WIN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73- F / 23- CL CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8. ONLY CHAMBERS THAT ME APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMITA STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: • THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. • THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT ME SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 195 FOR DEAD LOAD AND 1.75 FM LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AA ETO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. • THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM 1115 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75EYEM MODULUS USED FOR DESIGN. 9. CHAMBERS AND END CMS SHALL BE PRODUCED AT AN ISO 9001 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. IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-4500 CHAMBER SYSTEM 1. STORMTECH MC4500CHAMBEMSHALLNOTBEINSTALLEDUWILTHEMANUFACTURERSREPMSENTATNEHASCOMPLETEDA PRE -CONSTRUCTION MEETING WITH THE INSTALLERS. 2. STORMTECH MC4500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE'STORMFECH MC3500IMC4500 CONSTRUCTION GUIDE'. 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: • STONESHOOTER LOCATED OFF THE CHAMBER BED. • BACKFILL AS ROWS ME 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 SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. S. MAINTAIN MINIMUM-9' 230 orm SPACING BETWEEN THE CHAMBER ROWS. 7. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF IT 300 mm)INTO CHAMBER END CMS, S. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN. CRUSHED, ANGULM STONE MEETING THE AAMTO mea DESIGNATION OF IS OR#4. 9. STONE SHALL BE BROUGHT UP EVENLY MOUND CHAMBERS SO AS NOT TO DISTORT THE CHAMBER SHAPE. BEFORE DEPTHS SHOULD NEVER DIFFER BY MORE THAN I2 300 nerm BETWEEN ADJACENT CHAMBER ROWS. 10. BEFORE MUST BE PLACED O THE TOP CENTER OF THE CHAMBER TO ANCHOR ME CHAMBERS IN PLACE AND PRESERVE ROWSPACING. 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 FE INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. 1. STORMTECH MC4500 CHAMBERS MALL BE INSTALLED IN ACCORDANCE WITH THE'STORMTECH MG350WCBIW0 CONSTRUCTION GUIDE'. 2. THE USE OF EQUIPMENT OVER MC4500 CHAMBERS IS LIMITED: • NOEQUIPMENTISALLOWEDONBARECHAMBERS. • NO RUBBERTIRED LOADER, DUMP TRUCK, O EXCAVATOMARE ALLOWED UNTIL PROPER FILL DEPTHS ME REACHED IN ACCORDANCE WITH THE-STORMTECH M03500IMC4500 CONSTRUCTION GUIDE'. • WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE 'STORMTECH MC3500Mr1Cd500 CONSTRUCTION GUIDE'. 3. FULL W(900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE O 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 DAMAGED BY USING THE 'DUMP AND PUSH- METHOD ARE NM COVERED UNDER THE STORMTECH STANDARD WARRANTY, CONTACT STORMTECH AT 1A88-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. 2ROPOSED LAYOUT 1@ STORMIECH MCdSWCHAMBERS 18 STORMTEO MC4500 END CAPS 12 STONE ABOVE (in) 38 STONE BELOW (H) AID %STONE VOID INSTALLED SYSTEM VOLUME (PERIMETER STONE INCLUDED 9534E ABOVE ELEVATION 475.00) 7BA sysreM AREA (n') 351 SYSTEMPEmMere" i) NOTES • MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER SEE TECHNICAL NOTE S.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 COMPONENTSIN IF NECFIELD. LPIGN TO INFER MUST REVIEW THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE THE MI • 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 SEEMING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED OWE THIS INFORMATION IS PROVIDED. TIER 7 DEEP COVER SPECIAL PROVISIONS � a LL W_ § J 1 y ,U k U O O 0 w U i O 1. INSTALLATION REQUIREMENTS SHALL BE M SPECIFIED IN THE STORMTECH DESIGN MMIIALS AND CONSTRUCTION GUIDES EXCEPT AS MODIFIED IN PROPOSED ELEVATIONS THESE SPECIAL PROVISIONS. a 4B2.00+/. MAXIMUM GRADE PER ENGINEERS PUN 2. ATTENTION IS CALLED TO TABLE I- ACCEPTABLE FILL MATERIALS• IN THE STORWECH CONSTRUCTION GUIDE AND ALL OTHER APPEARANCES OF THE 48IS0 MINI MUM ALLOWABLE GRACE (UNPAVED WITH TRAFFIC) 'ACCEPTABLE FILL MATERIALS TABLE. FOR AREAS OF THE SYSTEM WITH COVER ABOVE 7 FEET (2.ion) FOR THE MC-45M AND ABOVE 8 FEET(2A m) FOR U 481.00 MIN IMUMALLOWABLE GRADE (UNPAVED NO TRAFFIC) THE MC3500,EMBEDMENT STORE SHALL BE COMPACTED WITH 3 PASSES OF A WALK BEHIND VIBRATORY PLATE COMPACTOR OR JUMPING JACK IN IT ,I&L00 483,00 MINI MUM ALLOWABLE GRACE (BASE OF FLEXIBLE PAVEMENT) ALLOWABLE GRACE (TOP OF RIGID PAVEMENT) MINIMUTOP 3. (300 mm)LIFTS. FLAT AND (ANGULAR) OR IVELY FLAT SIDESAND ROUNDED EDGES SHALL �VTTOR OR ELONGATED m g STONES UNAGES ELONLY GATED PIDES LES STISpryp%LAARTICLES. F� CCEPTABLE.FORDESCRIPTIONS OF ANGUULLART' SEE ASTMD 483.00 482.00 STONE TOP OF STONE TOP OF MC-O500 CHAMBER D2488'STANDARD PRACTICE FOR DESCRIPTION AND IDENTIFICATION OF SOILS (VISUAL#IANUAL PROCEDURE)'. 478.76 30-X24" TOP MANIFOLD(24"INVERT) 4. STONE SHALL BE HARD AND DURABLE. IT IS THE ENGINEERS OR CONTRACTORS RESPONSIBILITY TO SELECT HARD AND DURABLE STONE. STORMTECH CONSIDEMMUMRASIONVALUEOFL WTHANOROUALTOWTOBEHMDSTONE. 4na0 42' BOTTOM CONNECTION INVERT S. FOUNDATION STONE SHALL BE MECHANICALLY COMPACTED WITH A VIBRATORY ROLLER OR VIBRATORY PLATE IN 61(152 mm)LIFTS. pop 41`127 36' BOTTOM MANIFOLD INVERT S. EMBEDMENT STONE MUST BE DUMPED IN PLACE BYA STONE SHOOTER OR CONVEYOR OR EXCAVATOR. 477.19 24- ISOLATOR ROW CONNECTION INVERT 7. INSPECTION WRING THE INSTALLATION BY THE ENGINEER, OWNER OR OTHER REPRESENTATIVE IS RECOMMENDED. THE INSPECTION SHALL INCLUDE - 1ILE 477.00 BOTTOM OF MC4500 CHAMBER OBSERVATIONS OF THE CHAMBER SYMMETRY DURING BACIffILLING TO ENSURE THE CONTRACTORS METHODS ARE NOT CAUSING UNACCEPTABLE p 475.00 UNDERDRAIN INVERT DISTORTION OF THE CHAMBERS. 474.00 1BOTTOM OF STONE S. AN ADS FIELD TECHNICIAN WILL CONDUCTA PRE -CONSTRUCTION MEETING TO TRAIN REPRESEMATNES OF THOSE RESPONSIBLE FOR tlYE I CONSTRUCTING THE SYSTEM AND THOSE CONDUCTING THE MANDATORY INSPECTIONS OF THE INSTALLATION. G W X2e ADS N-12INVERT MATCHING TOP MANIFOLD INVERT 23.05' ABOVE CHAMBER BASE ai PLACE MINIMUM 17.5' OF ADS GEOSYNTHETIC3 315WTM WOVEN (SEE NOTES) GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET pg FOR WOUR PROTECTION AT ALL CHAMBER INLET ROWS PROPOSED STRUCTURE W/ ELEVATED BYPASS MANIFOLD 19 a 8 MAXIMUM INLET FLOW 38.0 CPS �q5 (DESIGN BY ENGINEER / PROVIDED BY OTHERS) a bbp i_ i 2/'PARTIAL CUT END CAP PANT#MGSOBIEPP2AT OMGSOOIEPP2dTW G @ I TYP OF ALL MC450029'TOP CONECTION9 yy Wp 30' PREFABRICATED END CAP, PART# MC95001EPP30BW 8' ADS N-12 DUAL WALL PERFORATED HDPE UNDERD NE) I LAT R ROW @@ B p SO O 0 S 8� SIZE TBD BY ENGINEER/SCUD OUTSIDE PERIMETERSTONE ( ) (SEE DETAIL) � 8 PP INSPECTION FORTEr Er • p 42• ADS WI2 BOTTOM CONNECTION [S INVERT 3.55• MOVE CHAMBER BASE (SEE NOTES) 3fi' PREFABRICATO END CAPInd , V OUTLET CONTROL STRUCTURE PER PLAN [RELOCATED] a x PART# MC45001EPP38BW MAXIMUM OUTLET FLOW 38.0 CFS (DESIGN BY ENGINEER PROVIDED BY OTHERS) •E 42' PREFABRICATED END CAP, b PART# MC45WIEPP42BW 36' X ar ADS N-12 BOTTOM MANIFOLD N € INVERT 32T ABCVE CHAMBER BASE I (SEE NOTES) I SHEE 2 OF 6 (T93 3 U O yn W to P LY J to Q J Q LU N to W 11, Q � 0 R 83.80 U # Q L € O 61.oa aa I Il�a� 0 I F�g�B J b Bo w0 Ya pd XB BE x b � I E I€ I3 SHEET 3 OF 6 ACCEPTABLE FILL MATERIALS: STORMTECH MC-4500 CHAMBER SYSTEMS AASHTO MATERIAL MATERIAL LOCATION DESCRIPTION COMPACTION /DENSITY REQUIREMENT CLASSIFICATIONS IY Uj FIMIL FILL FILL MATERIAL FOR LAYER IT STARTS FROM THE PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED D TOP OF THE'O LAYER TO THE BOTTOM OF FLEXIBLE ANY SOIUCK MMATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. NIA INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PAVEMENT ORUNPAVED FINISHED GRACE ABOVE. NOTE THAT CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. PREPARATION REQUIREMENTS. R PAVEMENT SUBBASE MAY BE PART OF THE D'LAYER O AASHTO M10.5' d$ GRANULAR WELL SOIUAGGREGATE MIXTURES, 135% FINES OR BEGIN COMPACTIONS AFTER 2A'(BOO OF MATERIAL OVER QINITIA l FILLDMETS FOR LAVER BC' STARTS FROM ME -GRADED M1,A-2d, A3 mm) S TOP OF THE TBOVE THE EMBEDMHECHAMERNOTfW ER)T024VEMENm) PROCESSED AGGREGATE. THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAVERS IN U # O ABOVETHETOPOFTHECHAMBEVILAETHAT PAVEMENT O 1YELLmm)MAX LIFTS TO AMIN. SUBBASE MAY BEAPARTONTHE'C LAYER. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS A8HT0 M93• D% RELATIVEDENSITY FOR WELL GRADED DENSITY FOR W E LAYER. ESSEDALANO95%RELATRIALS. PROCESSED AGGREGATE MATERIALS. 3, 357, 4, 061, 5, 58, 5], 8, 8l, 88, ], ]$ B. Be. 9, 10 CLEAN, CRUSHED, ANGULAR STONE B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE CM LAYER) TO THE 'a LAVER AASHTOM4T COMPACTION REQUIRED. SEE SPECIAL REQUIREMENTS ON ABOVE. 3.4 LAYOUT PAGE Y FOUNOADON FILL THE b A STONE: BELOW CHAMBERS FROM SUBGRADE UP TO THE FOOT (BOTTOMS OF THECHAMBER. CIFAN, CRUSHED, ANGULAR STONE AASHTO MIT 30 PLATE COMPACT OR ROLL TO ACHIEVEAFUTSURFACE •N 9 PLEASE NOTE: Y s B a THEUSTEHCOMPATIONDESIGNATIONS FOR STONE MUST BECLEAN, CRUSHED, A INGATION FOR N WOULD STA7E:'CUTANOMPACTO ANOUTAR N0.4 MSHTO M435TONE'. ( ) w € TWOFULLCOVEOE CTEDANGULAR. a-(23)EXMAX)IMUSPLE. ARE MET FONS RWLOC.TIO WHELSON COMPACTION EQUIRMNTS MET FOR LOCATION MATERIALS AND COPACTEDIN T(230 RYCOPACTOR. 2. TH 2 FYRAKIN ORDRAAGES MAY BE CARE INFILTRATION BY FOR STANDARD SIGIED WHSTOERE ACHIEVED GIN WITHOUT 9. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS. A FLAT SURFACE MY BE ACHIEVO BY RAKING OR DRAGGING WfRIWi COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS. CONTACT STORMTECH FOR SURFACE COMPACTION REQUIREMENTS. 4. ONCE LAYER'C IS PLACED, ANY SOIUMATERIAL CAN BE PLACED N LAVER'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER D' O'D' ATTIRE SITE DESIGN ENGINEER'S DISCRETION. 9 0 119 ALL MOUND ADS MOSINEMETICSCLEAN, BRUSHED, 11p AOVENGEOTEXTILE CLEAN, CRUSHED, ANGULAR STONE IN ASBLAYERS PAVEMENT UYERENGINEERED BY SITE DESIGN ENGINEER) g 6 S 16 a 52 00+/ D Ns.ATTO a .o���A. bsz.oD./- �i^s PERIMETER$TONE .4._I a- $N.� iNGeen ELaVEeT ow ns mm. P4' MAX 5 C1 (SEE NOTE 4) (600mm)MIN' THIS PROJECTIT (300 FBI MINB♦'THIS �EX CRONES SECTION DETAIL REPRESENTS VCA ATION WALL(CAN BE SLOPED OR VERTICAL)MINIMUMRETHELAENTSFORINS)FOR N.PROJECT EETHELAYOUTRE ENTS. gF SPECIFIC REQUIREMENTS. APROJECT DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9' 230 mm MIN - - 1T (300 mm) MINI 9' I >( / MC45W SUBGRADE SOILS) (230 mm)MIN 100'y2540 mm) --iT (300 mm)MIN 3� END CM (SEE NOTE 3) Bem 3 GALAXIE FARM PROJECT SPECIFIC CROSS SECTION as F O a NOTES: IT 11 b 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-18a'STANDARD SPECIFICATION FOR POLYPROPYLENE PIP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS' CHAMBER CLASSIFICATION 611x101 at 2. MC4S00 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS'. 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY)OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION B FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. a I€ /. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. il 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANOUNG, CHAMBERS SHALL. HAVE INTEGRAL, INTERLOCKING STACKING LUGS. a BB • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN T.N • M ENSURETHE INTEGRETY OFTHEMCH SHAPE DURINGINSTALUTION,a)THEMCH STIFFNESSCONSTANEAS DEFINED IN SECTION 8.2.8 OFASTM F2418 SHALL BE GREATERTHAN OREGUALTO S00 LBS/IIMN. N SHEET 4 6 AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73- F 123' C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. OF COVER PIPE CONNECTION TO END CM WITH ADS FLEXSTORM PURE INSERIES IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES ELEVATED BYPASS MANIFOLD SUMP DEPTH MD BY CATCH BASIN SITE DESIGN ENGINEER MMANHOLE (24" 1600 mm] MIN RECOMMENDED) MC45W CHAMBER 24'(IN Fort) HOPE ACCESS PIPE REQUIRED USE FACTORY PARTIAL CUT END CAP PART #. MC4500REPE24BC OR MCASOOREPE24BW MC-4500 ISOLATOR ROW DETAIL NTS STEPI) INSPECT ISOLATOR ROW FOR SEDIMENT A INSPECTION FORTS (IF PRESENT) Al. REMOVEIAND LID ON NYLOPIEXSTO M FILTINE ER INAIN STALLED A.S. REMOVE FLASHLIGHT FLEX STORM FILTERE INSTALLED A.3. LOWER FLASHLIGHT AND STADIA ORHOMORVISULIINSEC SEDIMENT AND RECORD O(OTIO MAINTENANCE LOG AA. LOWER ACT IS AT, OR ABOUTONROWFONCEED INSPECTION OF NOT, DIMENT PROCEED TO STEP OPTIONAL A.S. IF SEDIMENT LSAT, OR MOVE, T (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B. ALL REMOVE COVER ROWS B2. REMOVE COVER FRO STRUCTURE AT UPSTREAM END OF ISOLATOR ROW B2. 1)USING A MIRRFL7SHLIGHT, INSPECTDOWNTHE ISOLATONROW THROIGFINEDSOUTLET PIPE 11 MIRRORSONFOLESORCAMERM MANBEUSEDTOAVOIDACONTERINGPANHOLEN IF FOLLOW OS AT. OR MOVE. .FOR .) PROCEED TO ENTRY IFNOT. PROCEED TO S B3. IF SEDIMENT IS AT, OR ABOVE, 3' (BON mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2 CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS A. APULED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD O LEA (1.1 m)OR MORE IS PREFERRED B. APPLY MULTIPLE URE SU OF AS BACKFLUSH WATER 13 CLEAN C. VACUUM STRUCTURE SUMP AS REWIRED STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECHSYSTEM. NOTES 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENTACWMULATION AND HIGH WATER ELEVATIONS. 2. CONDUCT JETTING AND%%CTORING ANNUALLY ORWHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. 12'(300mm)MININSERTION MANIFOLD STUB N AIFOLD HEADER 1T [300 mm) MIN SEPARATION STORMTECH MC -SERIES END CAP INSERTION DETAIL NTS rt STORMTECH END CAP 1T (300 mm) MIN INSERTION NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FORA PROPER FIT IN END CAP OPENING. UNDERDRAIN DETAIL NTS STORMTECH CHAMBER UTLETMMIFOW FOUNDATION STONE BENEATH CHAMBERS ,. DN HEADER STUB ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE SECTION AA DUALWALL ---- ----L PERFORATED HOPE STORMTECH UNDEURAIN END CAP \ B B /` B FOUNDATION STONE A BENEATH CHAMBERS V _A ADSGECSVNTHETICS601T JJJ NON-WCVEN MOTEX TILE NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER 4' (100 arm) TYP FOR SC310 8 SC-1(0LP SYSTEMS SECTION B-B 6-(1W mm) TYP FOR SG740, DC-780, MC-35008 MC-4500 SYSTEMS OPTIONAL INSPECTION FORT - MC-1500 END CM TWO LAYERS OF ADS GEOSYNTHETICS 315WTM WOVEN GE0MXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 109' (3.1 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS 12' (300 mm) MIN WIDTH CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPUCATIONS CONCRETE COLLAR �T IF NYLOPUST INSPECTION PORT PAVEMENT BODYIC RAEE7Box WIKIT)OR TRAFFIC RATED BOX W/SOLID I' 4'(IWmm) �� g _L COpNGCOVER SCHEDbPVC 3 � CONCRETE SLAB 1 4' HE mm) P (100 41D fl"11.SII mm1 MIN THICKNESS I SCHED ION PVC $CHED /O PVC STORMTECH CHAMBER COUPLING 8 1 3 4' (IN mm) CT SCHED 40 PVC Er m,Re Iti (200 mm1 CORE 4.5'(114 arm )0 HOLAM E IN CHAMBER 2 .0 B (I HOLE SAW READ) 00 5b I ANYVALlE1' II LOCATION bw NOTES: N€ 1. IMMMIONMWSMAYBEMNNECMED UGHAWCHAMBER CONNECTION DETAIL I CORRUGATIONVALLEY. NB 2. ALLSCHEDULEM FITTINGSTOBE SOLVENTCEMENTED(4' PVC NOT PROVIDED BY ADS). gK 4" PVC INSPECTION PORT DETAIL €' NTS SHEET 5 OF 6 1 MC-4500 TECHNICAL SPECIFICATION EX NTS VALLEY a m t A CRESTI W Q WEB UPPER JOINT CORRUGATION W O U 0 CREST E STIFFENING O RIB SDP' (1526 mm) (1569 mm) aa p� OT 100A'U5410 mm) 90.0-(2286 moll a BUILD ROW IN THIS Ci DIRECTION b op '. 48.3' (833 mm) (1227 FBI 5 1 m(132 INSTALLED v€I INSTALLED m) 4 3 NOMINAL CHAMBER SPECIFICATIONS B 9u $ SIZE(W X H X INSTALLED LENGTH) 100A"X60.0"X488" U540mm X15Z1mmX1227mm) ! 3 CHAMBER STORAGE 106,6CUBICFEET DAD m") MINIMUM INSTALLED STORAGE' 162.5 CUBIC FEET (4.15 m•) 3 B WEIGHT(WMINAL) 126.01Es. (56.7 kg) I a $ NOMINAL END CAP SPECIFICATIONS SIZE(W X H X INSTALLED LENGTH) 90TX61A'X3ZB' (2286mmX1549mmX833mm) (985 mm) i END CAP STORAGE 39.5 CUBIC FEET D A 2 m•) MINIMUM INSTALLED STORAGE• 115.3 CUBIC FEET (3.26m") WEIGHT(NOMINAL) 90Its. (4O.8 ka) 'ASSUMES IT(30MA 5 mm)STONE ABOVE, STONE FOUNDATION AND BETWEEN CHBER3, {{ EEER 5 1T(305mn) STONE PERIMETER IN FRONT OF END CMS AND 40%STONE POROSITY. Ell,�` R PARTIAL OUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH TE 3 PARTIAL CUT HOLES AT TOP OF END CAP FORPANT NUMBERS ENDING WITH•1"no Bpd B END CMS WITH A PREFABRICATED WEUSTIR END SEND WITH VE }_ PART# STUB B C MC45001EPPoBT 8• (150 mm) I2S4' (1061 mm) MC460MEPPOBB - O.BB'- mm) MC46001EPPoBT 3• (200 mm) I0.50' (1029 mm) MC46001EPPOBB - 1.01' (26 mm) MC16001EPP10T 10` (260 mm) 38.37' INS mm) MC45001EPP10B - 1.33' (34 mm) MC45001EPP12T 1Y 900 mm) MINE (90T mm) MC45001EPP12B - 1.5E (99 mm) MC45001EPP15T 15'(375 mm) 92.77(831 mm) MC4500IEPPISB - T77(43 mm) MC45001EPP1BT Is-(450 mm) 291(7M mm) - MC45001EPPiBTW MC4500IEPPIBB - 1.87'(50 mm) MC450UIEPPIBBW MC45001EPP24T 24•(mmm) 23.OS ON mm) - MC15001EPP24TW MC4500IEPP24B - 22W (67 mm) MC4500IEPP24BW MC4500IEPP30BW W(]50 mm) - 2.95•(75 FBI MC4500IEPPSWW W (900 mm) - 32S (83 FBI MC4500IEPP42BW 42'0050 rem) - 3.SS(90 mm) NOTE: IS _ i i! y� O R >r Be gg L $Q �Od Wp 68S yy< ab CUSTOM PREFABRICATED INVERTS ME AVAILABLE UPON REQUEST. i'X •2 INVENTORIED MANIFOLDS INCLUDE 1242 (3004100 mm) SIZE ON SIZE d w AND iS/8' (3]51100 mm) N E ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC4500 END CAP CUT IN THE FIELD ME NOT RECOMMENDED FOR PIPE SIZES 3 B55 GREATER THAN IT(250 mm). THE Bp INVERT LOCATION IN COLUMN 'B' € SHEET ME THE HIGHEST POSSIBLE FOR THE PIPE SIZE. OF 6 Galaxie Farm Chamber Model - Units - NumberofChambels- NumberofEnd Caps - Voids in Me atone (porl - Base of Stine Elevation - Amount of SWne Above Chambers - Amount of Stine Belo. Chambers - Area of system - A! AA {J StormT6bft MC4500 - Imperial F1VrHcXfI IAl Al081111 M2 Ums 18 ao % d]6.00 8 + IMutle Nrlm3a Store In plalMrore 12 In 38 In ]fill sf Min. Area - 6533 sf min. area Heightof Ilncmental Single) Incremental I Incremental Incremental Incremental Incremental Ch, I Cumulative System Chamber Single End Cep Chambers End Cap Stone EC and Stona System Elevation 107 0.00 0.00 0.00 0.00 255.90 255.90 38160.82 482.92 106 0.00 0.00 0.00 0.00 255.90 255.90 37904.92 482.83 105 0.00 0.00 DOG 0.00 255.90 255.90 37649.02 482.75 1N ON 0.00 0.00 0.00 255.90 255.90 37393.12 482.67 103 ON 0.00 ON 0.00 255.80 255.90 3713722 482.58 102 ON 0.00 0.00 0.00 255.80 255.90 36881.32 482.50 101 ON 0.00 0.00 0.00 255.90 255.90 36625.42 482.42 100 0.00 0.00 0.00 0.00 255.90 255.90 36369.52 482.33 99 0.00 0.00 000 0.00 255.90 255.90 36113.62 482.25 98 0.00 0.00 0.00 0.00 255.90 255.90 35657.72 482.17 97 0.00 0.00 0.00 0.00 255.90 255.90 35601.82 482.08 96 0.04 0.01 6.64 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 28.69 0.93 244.85 272.47 34818.35 481.83 93 0.21 0.07 33.81 1.19 241.90 276.90 34545.87 481.75 92 0.27 0.08 43A7 1.50 237.91 282.88 34288.97 481.67 91 0.45 0.11 73.35 1.90 225.80 301.05 33986.09 481.58 90 0.67 0.13 107.T7 2.38 211.84 321.99 33685.04 481.50 89 0.80 0.16 129A4 2.90 202.96 335.30 33363.05 481.42 88 0.91 0.19 147.12 3.40 195.69 346.21 33027.75 481.33 87 1.00 022 162.47 3.93 181 355.74 3268154 481.25 86 1.09 025 176.15 4.44 183.66 3M.26 32325.80 481.17 85 1.16 028 188.48 41.9E 178.52 371.95 31961b4 481.08 84 1.23 0.30 199.91 5.43 173.76 379.11 31569be 481.00 83 1.30 0.33 210M 5.90 169.32 385.77 31210.47 480.92 82 1.36 0.35 220.49 6.38 185.15 392.02 3M24.71 480.83 81 1.42 0.38 229.83 6.91 181.20 397.94 30432.69 480.75 80 1.47 0A1 238.68 7.37 157.48 403.53 300M.74 480.67 79 1.53 0,14 247.07 7.94 153.90 408.91 29631.22 480.58 78 1.57 OA7 255.07 8.44 150.50 414.00 29222.31 480.50 77 1.62 0.50 262.66 8.91 147.27 418.85 28808.31 480.42 76 1.67 0.52 26903 9.37 144.18 423.48 28389.46 480.33 75 1.71 0.54 276.88 9.80 141.23 427.91 27965.98 480.25 74 1.75 0.57 283.51 10.20 138.41 432.13 27538.07 480.17 73 1.79 0.59 289.87 10.59 135.72 436.18 27105.94 480.03 72 1.83 0,61 296.01 10.98 133.11 mom26669.77 480.GO 71 1.08 0.63 301.88 11.38 130.60 M3.85 26229.68 479.92 70 1.90 0.64 307.53 11.58 128.26 M7.36 25785.82 479.83 69 1.93 0.68 312.95 12.19 125.M 450.99 25338.46 479.75 68 1.96 0.70 318.16 12.60 123.59 454.37 24887.47 479.67 67 2.00 0.72 323.21 13.00 121.42 457.63 24433.10 479.5E 66 2.03 0.74 328.05 13.39 119.32 460.76 23975.48 479.50 65 2.05 0.76 332.71 13.76 117.31 463.78 23514.71 479.42 64 2.08 0.79 337.20 14.14 115.36 466.71 2305Q93 479.33 63 2.11 0.80 341.51 14A5 113.52 469.47 2258422 479.25 62 2.13 0.82 345.68 14.76 111.72 472.17 22114.76 479.17 61 2.16 0.84 349.71 15.09 109.98 474.78 21642.59 479.08 60 2.0..8E 3.18.32 108..34 4.2.1 47. 00 59 2.21 0.86 357.30 15,17 108.79 479.56 20690.57 478.92 58 2.23 09380.88 j:JO1 105.16 482.03 20211.0478.83 57 2.2E 0,0 364.2 ,28 034M.728.98 478.75 52.20.92 37.63 16.510.24 486.39 19244]2478.5 SHIMP 5 2.9 0.9370.816.6 190.95 49.2 18750.33 47.58 M 2.31 0.94 373.87 18.98 99.56 490.41 18270.01 478.50 53 2.33 0.96 376.80 7.21 98.29 492.31 17779.60 478.42 ENGINEERING-2. 52 2.34 OW 37.61 17.44 97.08 494.13 17287.29 478.33 51 2.36 0.98 382.31 17.66 95.91 495.86 16)93.16 478.25 LAND PLANNING - PROJECT MANAGEMENT 50 2.38 0.97 WHIM 17A8 94.9E 497.32 1629728 478.17 49 2.39 t00 387.M 18.06 93.74 499.14 15799.96 478.OR 48 2.41 IJOI 389M 18.20 92.75 500.63 1M00.82 478.00 47 2.42 IJ02 391.92 18.37 91.79 502.07 14800.19 477.92 46 2.43 1.03 394.05 18.55 90.66 503.46 14296.12 477.83 912 E. HIGH ST. 434.227.5140 45 2.44 1.04 396.06 18.70 90.00 504.76 13794.66 477.75 4a 2.46 1.05 307.97 18.83 89.18 505.99 13289.91 477.67 CHARLOTTESVILLE VA, 22902 JUSTIN SHIMP-ENGINEERING.COM 43 2.47 1.05 399.78 18.97 88.40 507.15 12783.92 477.58 42 2.48 1.05 401A8 18.91 87.74 508.13 12276.77 477.50 61 2.49 1.06 403.10 19.02 87.05 509.17 11768.64 477.42 60 2.50 1.08 404.63 19.36 86.31 510.29 11259.47 477.33 39 2.51 1.08 406.05 19.49 85.68 511.23 10749.18 477.25 38 2.51 1.09 407.38 19.59 85.11 512.08 10237.95 477.17 37 2.53 1.11 409.36 19.91 $4.19 613.47 9725.87 477.05 36 0.00 0.00 0.00 0.00 256.90 255.90 212AO 477.00 35 0.00 0.00 0.00 0.00 255.90 255.90 :956.50 476.92 M ON 0.00 0.00 0.GO 255.SO 255.90 8700.60 476.83 LT 33 ON 0.00 ON 0.00 255.90 255.90 9444.70 476.75 32 0.00 0.00 OJ0) 0.00 255.90 255.90 8188.80 476.67 31 ON 0,00 0.00 0.00 255.90 255.90 7932.90 476.W �O 30 0.00 0,00 0.00 0.00 255.90 255.90 76T7.00 476.50 29 0.00 0.00 0.00 0.00 255.90 255.90 7421.10 476.42 28 0.00 0.00 ODD 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 ee• 26 0.00 0.00 0.00 0.00 255.90 255.90 6653AO 476.17 •� 25 0.00 0 00 0.00 0.00 255.90 255.90 6397.50 476.08 S P > 24 0.00 000 0.00 0.00 255.90 255.90 6141.60 476.00 LiC. .4 183 23 0.00 0.00 0.00 0.00 255.90 255.90 58B5.70 475.92 22 0.00 0.00 0.00 0.00 255.90 255.90 5629.0 475. 21 0.00 0.00 0.00 0.00 255.90 255.90 5373.:0 475.7575 G 20 0.00 0.00 0.00 0.00 255.90 255.90 5118.00 475.67 O 19 0.00 0.00 0.00 0.00 255.90 255.90 4862.10 475.58 N 18 0.00 0.00 0.00 0.00 255.90 255.90 460620 075.50 FS 17 0.DO 0.00 0.00 0.00 255.SO 255.90 435030 475.42 S10NAL E 16 ON 0.00 0.00 0.00 255.90 255.90 4094,110 475.33 15 ON 0.00 0.00 0.00 255.90 255.90 3836.50 475.25 14 0.00 0.00 0.00 0.00 255.90 255.90 3582.60 475.17 13 0.00 000 0.00 0.00 255.90 255.90 3326.70 475.08 12 0.00 000 DOD 0.00 255.90 255.90 3070.80 475.00 11 0.00 000 000 0.00 255.90 255.90 2814.90 474.92 10 0.00 0 00 LOU 0.00 255.90 255.90 2559.00 474.83 9 0.00 0 KI DAD 0.00 255.90 255.90 2303.10 474.75 8 0.00 0.00 0 KI 0.00 255.90 255.90 204720 474.67 7 0.00 0.00 0.00 0.00 255.90 255.90 1791.30 474.58 6 0.00 0.00 0.00 0.00 255.90 255.90 1535AO 474.50 VSMP PLAN FOR 5 0.00 0.00 0.00 0.00 255.90 255.90 1279.60 474.42 4 0.00 0.00 0.00 0.00 255.90 255.90 1023.00 474.33 3 0.DO 0.00 0.00 O 0.DO 255.SO 255.90 511 80 474.2E GALAXIE FARM 2 0.DO 0.00 0.BID 0.00 255.SO 255.90 255.90 474.17 1 O.110 0.00 0.110 0.00 255.90 255.90 255.90 474.08 SUBDIVISION 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 ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 FILE NO. BMP DETAILS 18.025 C21 X#asS►Sr� p � p �� f Table 1-Accepable Fill Materials Figure 1-Inspection Port Detail FOR STORSMt�CH�h � r-�rl� Manifold, Scour Fabric and Chamber Assembly g INSTRUCTIONS, Ile • �' r' , ' ' Iw°nmrxxmm, DOWNLOAD THE L011Vu ' raxwFtev�uxx°r�+rm INSTALLATION APP ❑YY L' • ,„``;' QRroI Rl FM Matealio aye'D' Nrys01l4ak maeals, media We WA, Prepare per site design engineers plans . Paved �"N'm""" r FOEMIwMnx.urmw R �rmiiTec� ,I. 4Y� slart9 ban the top ahfe'C'layer In the a pereglneers plan. Check installations may have stringent material and prepare ..ver vm+ ce StormTech Construction Guide {ry�}}�•� �/�7 = bobmaARddlepaaataLn6ed paRMPaemrt dgae lion requirements nNmmlxx " 1 amo ;�.°oo ararr�i/M ' meat Subbase my Nan of r�iremems. An ANO ComtMny ' roam subbase may be pan me'0'laya. „,ss ""rmN.°""0.,e II,-�Iy/`�m,'oei•.w -r ©Yahal.1i iII Maternal ter layerC Granulerwell graded saiV PA6Hr0 M145 ea.3in compaction after min 24"i600 mm) of mate "E°tl� �, r' slemhom mefop rn he embedment agifil mires 035%fines A-1 A24A3 rid aver me chambers G reached Compact amifiona u` REQUIRED MATERIALS AND EQUIPMENT LIST �* - - stace(3layer) to 2a[s°° mm] above aMmc daggregate Most ar layers in 12(3Do mm) mar. This m a min 85%Prot- ..ww,�,C»,•w. 7I �,mmN • Acceptable fill materials per Table 1 • StormTech solid end caps, pre -cored and pre -fabricated end caps - .,�, - thetopalhechambg. Naematicose pmmentmbbmmaLmisren AASHTO M431 to densiryrorwid[Tradei mar Bud 85%relame Immm1 cqr TWOmbbem may be part ofine'C' layer be Used in lieu of this layer. 3, 357,4,467,5,56,57,6, dxsltyfor processed aggregate materials. • Woven and non -woven geotextiles •StormTech chambers, manifolds and fittings % "- _ s7.s6,7 7e a.fis.s.1D Ya NOTE: MC-3500 chamber pallets are 77" x 90" (2.0 m x 2.3 m) and weigh about 2010 lbs. (912 kg) and MC-4500 pallets are 100" x 52" (2.5 m x 1.3 m) and �= Oa mberorendSlaw Rilme Cloncmaed,anguersbne AASHITI NDcanpecaonrequired. p'{IIIL'll �'°ry ` y weigh about 840 lbs. (381 kg). Unloading chambers requires 72" (1.8 msurrmnding chambers from me foundation 33574 ) (min.) forks and/or tie downs (straps, chains, etc). iiLstone lw' hayed to To C' laserabae.NORS �N�N DUAL nA fwndaron Slone: All below CIml, eroded agulesbne, AASHTO M43' Race antl compact in V C30dam) mar lob Long gHVP1EY To,¢ewvu".ENWTE31PPN N as IMPORTANT NOTES: Install manifolds and lay out woven scour Align the first chamber and end cap of each Continue installing chambers by overlapping chamber end 3�amberslmm me slbgrade up to me 3,357.4 two full coverages with a vibratory compacroLr3 °F°^' °"� 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 ft (5.33 nr row with inlet pipes. Contractor may choose corrugations. Chamber joints are labeled "Lower Joint - torn lhoalxn)athe ammber. duringInstallation. Replacement of damaged chambers during or after backfillin [s costa 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 Y 9 PLEASE NOTE. 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 AASHTO designations are for gradations only. The stone must also be clean, crashed angular. For Isolators' Rovi in two layers. for easy inspection of chambers during the of the Construction equipment used t0 place the Stone. example, a specification for#4 stone would state: "clean, crushed, angular no.4 (AASHTO Moll 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 backfill process. Maintain minimum 6" (150 mm) spacing between MC-3500 2 StormTech compaction requirements are met for A' location materials when placed and compactedin 9"RX mm) damaged by using the "dump and push" method are not covered under the StormTech standard warranty. rows and 9" (230 dam) spacing between MC-4500 rows. (max) lifts using two full coverages with a vibratory compactor. For the Isolator Row place two continuous layers of ADS 3. Where infiltration surfaces may be comprised by compaction, for standard installations and standard design load 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, making sure the fabric lays flat and extends conditions, a flat surface maybe compaction requirements. raking ents.or grog without compaction equipment. For special load the entire width of the chamber feet. designs, contact StormTech for compaction requirements. Requirements for System Installation Manifold Insertion StormTech Isolator Row Detall Figure 2 -Fill Material Locations r� 12'(WOmm)MININSEWI0N STORMTECH COVER PIPE CONNECTION TO END ENDCM IMC<600 aHOwlq PDS GEOSYNTHETCSWIT NONNroVEN GEOTEARLE ALL �ppVEMENT LAVER RESIGNED ENDCAP C WlI ADSGEOSYNTHEnCB OPTIgIQ INSPECTION PORT ARE=CLEAN. CRUSHED, ANGULAR STONE IN AdBIAVER3 ever TSGN ENGNEER) y 801T NON -WOVEN GEOTEXTILE t• MpNIFOL4TRUNK CH MR(MC-130p SHOWN) i 4 y \ MANIFOLD D i xc•au dam rcc" �Wmmf MIN MGYAO-S.V (3A mf Mp.0 !!A.''svz1+C +SSSIIy d, ',1.. PERIMETER STONE B MCs6W-Y.'(6W mm)MIN MCi500 Ttl(R.1 mf MpX To•"nw, 11HPV me"AvwwT.zaaux"mm �_�.�. ra.zrr.exz wrrxczw..�z.azs... J- l-mrnmcwe„Taw rw , MC 36CU Ins! O 2 (3W mmi MIN i i EXGVATICN WILLL "' (GW BE BLCPEDORVEATICAy 5 MCLW060'ry6a6mm) _ Mcas6o .s(11"o GTCBP9N O r I x_- � A w'NHOLE L OEPDIOFSTONETOBE DETERMINED Milroocano I- MGWO-1]'gaarn fMlN i -rsl BY Site DESIGN ENGINEER a- SON Ni MIN MC35W- v oisommf MIN ENO CAP MC45C0 9"1230 mm)MN MCLWr-1W D540 dam) t NOTE. MANIFOLD STUB MUST BE LAD HORIZONI FOR "GINATIARL3 MW3W 6"It50 mmfMry MC 3300--/ (950 mmf 10'136U mmfMIN Excavate bed and prepare subgrade per Place non -woven geotextile over prepared soils Place clean, crushed, angular stone foundation ^PROPER FIT IN END CAP OPENING. engineer's plans. and u excavation walls. 9" 230 mm min. Install underdrains if required. z.•(MONW)HOPEACCEss PIPEREGURm Two urERe oFADS DEoarNmEncaaswrM WaavEry g P P ( ) q Insert Inlet and Outlet manifolds a minimum 12" USE FACTORY PRECOREDEND GP GEOTEX,IIE BETWEEN FOUNDATION STONE AND CHAMBERS MR Compact to achieve a flat surface. (300 mm) into chamber end caps. Manifold header sump DEPTH TED aY MD �_ 1OZ(1AS gone mSMwN WIDEIDE CON CONTIIASNUOUS FABRIMMCC STRIP should be a minimum 12" (300 dam) from base of sITE DESIGN ENGINEER ,O.S (S., )Min wiOE CANrinuous FA&tic STRIP t end cap. (ZO-IBODm,nf MIN RECOMMENDED) ,2 5 NOTES Table 2 - Maximum Allowable Construction Vehicle Loadse 1.36"(900 min) of stabilized covermaterials over the ,., Initial Anchoring of Chambers - Embedment Stone Backtill of Chambers - Embedment Stone and Cover Stone chambers is required for full dump truck travel and Drum Weight dumping Width Presequire or Dynamic ForceY I 2. During paving operations, dump truck axle loads on t FkEIRII 36"[900] 32,OOD ilq 16,000[71i 12'p05] 3420[164] 38POD[169] _ 24"(600mm) of cover may be necessary. Precautions Maisel Connected 24" jfi10n1 12 0 [ 1 should be taken to avoid rutting of the road base layer, 3J" [764 1510 850 SRI - to ensure that compaction requirements have been met 36" 1 1310 - and that aminimum of24"(600 mm) of ED ver exists ©Yirol Rll 24"[6001 32,OOD[142I 16,000 p11 12"P05] 2480[11% 2Br[891 over the chambers. Contact StormTech for additional MaMdM Cernacad 18" [457] 1770 [RRJ guitlaiire on allowable axle loads during paving. 24" Ifi101 1430 [Beg 3. Smund pressure for track dozers is the vehicle W pST i 1070151j operating weight divided by total ground contact area 2P[60D1 24,ODD[1071 12,000[531 12"p0i 224521 0[1071 16,000 P1l - for both tracks. Excavators will exert higher round i TPai 18" [4571 1625 V81 4 9 24" [610) 1325 [631 ' r' pressures based on loaded bucket weight and boom 30" [7q 1135 [54) extension. 36" 914 1010 19'I4501 24.000[1071 12,0°0[531 12"[3051 2010W 5,ODD[221 mi 4. MFni-excavators (<8,00011s/3,628 kg) can be used with 18" [4571 1480 VlJ (aaimc loa1soryf at least 12" (300 mm) of stone over the chambers and 24" [610] 1220 M -t 3o^psel 1060 [511 Continue evenly backfilling between rows and around perimeter until Only after chambers have been backfilled to top of chamber and with are limited by ure maximum ground pressures in Tablet Initial embedment shall be spotted along the centeriine of the chamber evenly No equipment shall be operated on the bed at this stage of the installation. embedment stone reaches to s of chambers and a minimum 12" 300 mm a minimum 12" 300 mm of cover stone on to of chambers can skid basedon a hzllbucket at maximum boom extension. ®9lrbeulr6 12-POO] N01`91Owm NOTAILOWED 12°P05] 1100 M NOrALLOwm 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 am 18"[457] 715 [Sect 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 za"[61o1 660 M 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 not require compaction of initial fill at 37�g time. excavation wall for both straight or sloped sidewals. The recommended backfil) material in accordance with ground pressure limits in Table 2. 18"(450 mm) of cover. However, requirements by others s'p5o1 NOTP110rrID NOTAIiowID NOT'[764 D NOTniiOwm NOTu11nyTb backfil) 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 fors°/150 dam) lift may necessitate the use of small go with an excavator inside the bed reaching along the rows. Backfilling while to rows. StormTech recommends the contractor inspect chamber rows before compactors at 18"(450 mm) of cover. assembling chambers rows as shown in the picture will help to ensure that placing final backfil[. Any chambers damaged by Construction equipment shall 6. Storage of materials such as construction materials, Table 3 - Placement Methods and Descriptions Baekfill of Chambers - Embedment Stone equipment reach is not exceeded. be removed and replaced. H I M P Me StormTech ss,em.she ld use of be equipment over Final Backflll Of Chambers -Fill Material Inserts Tee Detail Me StormTech system. The use of equipment over Placement ons Me StormTech system not covered in Table 2 (ex. soil eConstructionLoads mixing equipment, cranes, etc) is limited.. Please contact ®lirel Rl Aaleyof pagerm6 records may be 36'I900mmiminimum Dozers to push parallel tie Rhatorapadaromws °00 k"Nff StormTech for more m/ormation. ) - �Y ENGINEERING Material Led. All DTrsmfckmI bads nnat not m+er required for dump rit may At 36"I900 mm ,rwmm.r ._ exceed me marimum limbs in Table 2 hicksto lumpaver Inmpaced covens M.c P P P P PI?' ? 1• P - +*c 7. Allowable track loads based on vehicle travel only. recched. - p {'-sig•�. A y chambers. �! Excavators shallnot operate on chamber beds until the ®Initial Rl Ex(avadrpmAerwoffbodmmrurwded. Asphau can bemmpm into Smaf LEE o-ackdozers(aslad) dUeederamigh c�s0oer u JI MPEP EYANCE a' LAND PLANNING - PROJECT MANAGEMENT total backfil/ re aches 3 fire 1(900 dam) over the entire material SmallexaYaerakAYelaEr pacirwhencompacmd hadersenavellogradelmer of aftercanpectetl fill - L z x - ,y a" `A. I^'O °I dMrrbas.Smaldonsabwed. peremem subtese recchza aarewAhat leasul2" 0°mm PC bed.Excavertors shallnot operate on chamber beds until 24""mmi above hpa sroreurverbacksatallAmes. aerchambers Rolkrtreuel) the totalbackfilimaches 3 feet(900 mm) over the entire chambers. Equipment most push parallel leraw to chamber manly l11�tIbed.. droesaatmes- `• ° xs.NECION " 912 E. HIGH ST. 434.227.5140 ®nrte8raa No equipment allowed On bare chambers. No Wheel bads allowed. No hacked equipment a NoOksabned. �.,,,o- "*-, -coxx.mox M _ I ITESEE ADS 'Tens antl Cgntlftlons of Sale' am avallade on the ADS website, stm usetecavnormsmnemnveyor Mammal most be paced aficeedonchamberaunol _ CEo3„mHmC. I.wwEN CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM posmoned oh bed or on foundation Culfive lmib lime amin. l2"(300 mm)over UNEVEN BACKFILL EVEN BACKFILL PERIMETER NOT BACKFILLED PERIMETER FULLY BACKFILLED r" w t`[ ter ` _IE.' nF„rEraE°°„E®Emp-TFE www.ads-plpe.cen. Advanced Drainage Systems. the ADS logo, and the more to Weary fill Band all chambers chamber bed. share a in place. - - IxLE,fwFa..owxC.roHEWRWwB SECTOR AA anxa .I green stripe are istered trademarks of Advanced Drain toalwstme top of chambers. Backfill chambers evenly. Stone column height should never differ by more Perimeter stone must be brought up evenly with chamber rows. Perimeter °•°�"^'E „w,�. per registered age Systems, F,,.Dirmi Inc.StemTechw and the Isolator• Raw are registered trademada of ®rwr6stion No StormTech rsmcaans camactorrs iUe V anycandilize a reguiremenls byobes rean,l: tosubgrade liming than l2" 300 dam between adjacent chamber rows or between chamber must be full backfi led, with stone extended horizontal) to the excavation - '""� ores"""W assmarressaaaacce 5[emTech,Inc. stm WMcM, dewammg a protected ofsubgmde. ( ) 1 Y Y WM IPDW mm) "nWmm) rows and perimeter. wall.is" +•wNm,y .nmmmf 91081605n9fS rmm +vRmmmf wum,me v pv.M E•D®mmf 02019 Advanced Drainage Systems, Inc. Install non -woven geotextile over stone. GeoteM[le must overiap 24" (600 dam) +=Rmmm,�x��M� e, where edges meet. Compact at 24" (600 mm) of fill. Roller travel parallel with rows. wRINUMSESWILLHFoa ARWmFINLIJINPI �w�,USNE�wwA INIAS HMIns }-,T Call StormTech at 888.892.2894 for technical and product information or visit www.stormtech.com 6 Call StormTech at BSBAM2.2894 for technical and product information or vise www.stor lex:h.com SHd4P a Lic. 41839 ISOLATOR ROW STEP BY STEP MAINTENANCE PROCEDURES Zl i18 wQ o STEP 1 �"� Nt E'S. C' Inspect Isolator Row for sediment. SAL E THE ISOLATOR xV vv ISOLATOR ROW A) Inspection ports (if present) - ),F INSPECTION/MAINTENANCE I. Remove lid from floor box frame H. Remove cap from inspection riser INTRODUCTION i INSPECTION / ill. Using a flashlight and stadia rom d,easure depth of sediment and record results on maintenance log. iv. If is 3 inch depth, to Step 2. If Step 3. An important component of any Storrmwater Pollution Prevention The frequency of Inspection and maintenance varies by location. A sediment at or above proceed not, proceed to Plan is inspection and maintenance. The StormTech Isolator Row routine inspection schedule needs to be established for each individual B) All Isolator Rows I. Remove cover from manhole at upstream end of Isolator Row is a patented technique to inexpensively enhance Total Suspended P q P Y P location based upon site specific variables. The type of land use ii. Using a flashlight, inspect down Isolator Row through outlet pipe Solids (TSS) removal and provide easy access for inspection and industrial, commercial, rce. anticipated pollutant load, percent - " 1. Mirrors on poles or cameras may be used to avoid a confined space entry VSM P PLAN FOR maintenance. e, etc. all play < actual frequ esc, climate, etc. all playa critical role in determining the 2. Follow OSHA regulations for confined space entry if entering manhole actual frequency of inspection and maintenance practices. M. 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, If not, proceed to Step 3. G A LAX I E FARM The Isolator Row is a now of StormTech chambers, either SCA 60LP, 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 th f R t l I th do wn own e Isolator ow from e that is surrounded with filter fabric and connected to a closely located Lookingbased manhole opening, woven is shown upon previous observation of sediment deposition. Clean out Isolator Row Loin the JetVac process. 9 SUBDIVISION manhole for easy access. The fabric -wrapped chambers provide for andgeorshine between the chamber aria smne base. The Isolator Row incorporates as of standard and strategically located inspection ports cleaning nozzle with rear facing nozzle spread of 45 inches or more is preferable B AA settling and filtration of sediment as storm water rises in the Isolator allow for a the system (as needed). The inspection parts allow for easy access to the system from the surface, eliminating the need to plldm multiple ) Apply unanh passes of JetVac until backflush water is clean Row and ultimately passes through the filter fabric. The open bottom perform a confined space entry for inspection purposes. C) Vacuum manhole sump as required chambers and perforated sidewalls (SC-310, SC- 310-3 and SC-740 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 of the Isolator Row, clean -out should be Replace all caps, lids and covers, record observations and actions. ALBEMARLE COUNTY, VI RGI N IA the storage areas of the adjacent stone and chambers from sediment performed. accumulation. MAINTENANCE STEP 4 SUBMISSION: Two different fabrics are used for the Isolator Row. A woven g ile 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. bees. fabric [s placed between the stone and the Isolator Row chambers. The tough geotextile provides a media for storm water filtration and one row, costs are dramatically reduced by eliminating the need to clean out each now of the entire storage 7 2020.0 / 02 provides a durable surface for maintenance operations. It is also bed. If inspection indicates the potential need for maintenance, access is provided via a manhole(s) located on m ,)q • designed to prevent scour of the underlying stone and remain intact the ends) of the now for cleanout. If entry into the manhole is required, please follow local and OSHA rules for a REVISION: during high pressure jetting. A non -woven fabric is placed over the confined space entries. 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 1) 2020.09.21 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 chambers de 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 oPnoNu offers the versatility, be sized volume basis flow rate basis. e-T"�1MEN1 preferable. Rear facing jets with an effective spread of at least 45" are best. Most JetVac reels have 400 feet le ro i the but upstream manhole not only provides accessm the Isolator Row but of hose allowing maintenance of an Isolator Row up to 50 chambers long. The JetVac process shall only typically high flow weir such that storm water , typically includes sDIA,DR ROW be performed on StormTech Isolator Rows that have AASHTO class 1 woven geotextile (as specified by StormTech) over their angular base stone. SAMPLE MAINTENANCE LOG the volumes that exceed the capacity of the Isolator Row overtop the over a overtop v a flow weir and discharge through a manifold to the other chambers. "_- ''--" - `-' -' ` 9 9 - _ - StormTech Isolator Row (not to scale) I. DepthObservations/Actions OLE The Isolator Row ma also be art of a treatment train. B treatin N'PNX WITH Y P Y 9 Note: Nan -woven Fabric is Doty required over the inlet pipe connecb'on into the end cap for DC-780, MC-3500 and MC-4500 chamber models climent (2) storm water prior to entry into the chamber system, the service life can O1Q"Fir LJ-L� and is not required over the entire tsotaftrRow 3/a6/aa 6.3 0worts M. MutwllwkWM. Fxwed b cI f%me wt TOM r be extended and pollutants such as hydrocarbons can be captured. srwd• e/uF/>.>. s.s e.i fE sewlw yTu (aTt sM Pre-treatment best management practices can be as simple as deep basins, -water be innovative _w_p_Nm,w.N.,m, _AN - - �"4•w w�„x..N°wx.. �ra;wNW_ FILE NO. ♦�l 6/Ae/13 6.8 e.6 ft Mucky feel, z+wlbris vresoldt. W mwuMole wKA fw W sump catch oil separators or can acwTRlc storm water treatment devices. The design of the treatment train and pw,.winLwg,1 HEADER ONNAGNMESED-NDRANall ieolwro. Row, mW..twL.c due selection of pretreatment devices by the design engineer is often >� ®•m+�'m®x•°•"�x�° -- 18.025 ' driven by regulatory requirements. Whether pretreatment is used or not, ><� "/sec ENS fk o Lnm eHxd ani vw<uumeA Tom the Isolator Row is recommended by StormTech as an effective means to minimize maintenance requirements and maintenance costs. I Wass _ Note: See the StormTech Design Manual for detailed information on xmrNA_ 61OWAR-`" a "-- Hmmm M " BMP INSTALLATION & designing inlets for a StormTech system, including the Isolator now. ° -I»'...®... ,w�. ,=.,Ax=_,eo ,Uw, , Q _- e-9,v.,®w4,an,mav el,tmlwxv,¢wa,o Ynov ___lllallllllmow . - iIN'Li" MAINTENANCE 6d Drainage saraInc. 40TrNmaBIIHianON 43028 1-s-e21471 0 vNiwwosdsoice.C.. Galaxie Farm LD-204 Stormwater Inlet Computations Inlets on Grade Only Sag Inlets Only E Z m 2 0 T 0 'e E $ O a U .�`,1 - E J U O > 5 O qq 5 r Q Do co O m (7 _O X m a M 0 m `� c n r ut (i 5. is C $ w Z9 O. V ` O m O ❑ S p = £ U _ o fn g .2 M 1 2 3 4 5 6 8 9 10 I 11 12 13 14 15 16 17 18 19 20 21 22 23 24 (ft) (so) (in/hr) (ofs) lots) I IT) V) V) (ft) (10 (cfs) (ofs) (0) (ft) (8) F4 DI-3B 12 0.43 0.67 0.29 4.0 1.0 1.14 0.015 0.040 0.020 0.083 3.38 0.19 100.0% 1.14 0.00 6.5 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 1.61 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% 2.45 0.00 F2 DI-7' 44 23.88 0.33 7.80 4.0 31.20 0.00 31.20 0.025 0.050 0.150 1.29 9 7.09 6.5 50.71 0.00 60.71 1.78 1 1.78 8.51 'Assumes 25% clogging 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 0,083 3.12 0.19 100.0% 1.35 0.00 6.5 2.20 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 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 0.15 12.16 Note: Culvert HW/D= 1.5 for 0=55.89. Inlet is satisfactory. 6.5 72.40 72.40 0.85 4 0.21 14.58 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 i _ 6.5 1.14 0.07 1.21 2.20 0.17 97.2% 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% _1.18 1.10 0.00 _ _ 6.5 1.79 0.27 2.05 5.32 0.20 95.0% 1.95 0.10 _ ESA_ DI-3C 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% 1.920.03 _ 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 0.0 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 0.20 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% 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. 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 0.020 0.083 0.30 0.5 0.60 8.63 6.5 3.97 0.00 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-30 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 0.21 0.5 0.42 3.96 6.5 0.77 0.00 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 0.040 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 BO 10,000 IBB S,coo EXAMPLE (1) Ise -6,000 D•56IIw) 6 (2) - 5,ouo 0.44.r. 3) 44 4,000 NW • NW 6. 6. 13Q 7 3,000 6. 120 d (1)1.6 5.4 - 2.000 ID t.l 6.3 s. 4' 13) 6t 4.6 Ice > •0 1..1 3. a. a e BOO 5. 64 m - 600 2 CULVERT B 500 --' 400 Q25=347.9�2 W 7Q 2-Q / e 1.50 300 _ =173.9 CFS U � Ls y // u 200 ` / .34 CULVERT A Z = 7.30 s 1.5 Qys 202.5�2 54 0 `W. f =101.2 CFS ° a o > ¢ sow a J = 42 �u so r I'0 L0 ❑ O 40 d ¢ ti 36 30 HD ENTRANCE m SCALE TYPE STR. E7C a Z s 35 20 (FROM LD-204. o o ° B I1.,.G 1. ."ter j 30 .(2) Mm ` W 1=6.5) Q=55.9 I...... n 27 10 +(3) H.Lu'mf ° T .7 $ B i 24 T m 6 5 T.......1.12) ML])...... I 21 4 W4.M.,l, 1. feel. (I), n. n1.g111 ineu Ma Il.. 3 0 .n4 4 .R.1.............. .6 B ill..lrU.6. 2 L 1s .s 1.0 Ls 12 HEADWATER DEPTH FOR C. M. PIPE CULVERTS WITH INLET CONTROL WWAU 0. PV4L10 ROADS. N. 1145 NOTE: FOR CULVERTS A & B, RUNOFF FLOW '1Q" 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 LD-229 Storm Drain Design Computations Galaxie Farm From To Catch. Runoff Increment Accum. Total Total Tota110-yr Up Down Pipe Invert Pipe Pipe Velocity Flow time Stmcture Structure Area Coef AC AC TOC Intensity Flow Invert Invert Length Slope Diameter Capacity Increment ac min in/hr cfs Elev. Elev. ft %4 in Cfs fl/s min 1 1 2 1 3 1 4 1 5 1 6 7 1 8 9 1 10 1 11 L 12 13 1 14 j 15 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 0.770/6 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. 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 E8A 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 E713 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 EM 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.W 0.27 17.54 29.16 3.37 59.17 484.00 475.50 254.33 3.340/4 36 132.1 18.2 111111111111111111110.23 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 JIIIIIIIIIIIIIIIIIIIIIQ.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 1.670/4 36 93.4 10.2 D.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 .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 E1 0.00 0.00 0.00 21.39 29.96 3.32 96.80 467.90 467.00 112.64 0.80% 2 97.5 11.8 .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% 5 8.0 6.6 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 0.94% 15 6.8 4.5 0.12 0.14 0.85 0.12 0.36 5.12 6.78 2.41 462.50 462.00 8.04 6.22% jEjr1f5 17.5 10.0 IIIIIIIIIIIIIIIEW011 B1 338.08 0.43 144.02 144.02 67.6 2.27 326.65 462.70 460.50 64.00 3.440/4 (2) 60 418.64 x2 18.8 Note: B2-BI Flow is 25 Yr Rational Flow. Culvert is adequate to also handle 25 Yr Regression Flow: O= 348.4 cf6 Wr Al 133.20 0.42 55.94 55.94 45.5 2.88 161.30 464.30 460.50 71.30 5.33% (2) 48 287.4 x2 19.0 Note: A2-A I Flow is 25 Yr Rational flow. Culvert is adequate to also handle 25 Yr Regression Flow 0=190.5 cfa 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 Gl 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 "Go Sewer. Min. slope for G drains=1.38% 2 LD-229 C23 PS-1 NO PROJECTION OF PIPE ABOVE GROUND LINE TOP OF FILL TOP OF FILL TOP OF FILL - - GROUND LINE x GROUND LINE _ GROUND LINE m ' - EARTH = //r r/ ROCK OR -II h r/ EARTH - - I + UNYIELDING ❑ ` I1 N n SOIL o _ q BEDDING - - ' MATERIAL O _ �I = v MIN. 1/10 D % D X BEDDING MIN- 1/10 D X D X BEDDING MW. 1/10 D 11 - MATERIAL MATERIAL X D X '/{' 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 MIN. 1.5 . D MIN. 1.5 . D MIN. L5 . D MIN_ !-5 . D MIN. L5 X D MIN. 1.5 X 0 TOP OF FILL TOP OF FILL TOP OF FILL - rrrrrr rirrr,- ;?, :::! _ r/rrr rrN�..�:::.�.:- - rrrrrr rrr.�iir. -- _ ..." rrrr rrr - - rrirrirrririr rrrrrrrrrrrrrr rrr/rrrrrrrrr rrrrrrirririi - - ........ // rrr . ' •:�: r' • N � r/rrrrrrrr/ rrrrrr/rrri _ rr ri .��.•}. :?•: LINE - _ rrr rr o+ _ / .Y y605�• GROUND �6d67 LINE + = r//r/r/rr d r/r/rrr/i _ GINS - _ ❑ r _ -LINE _ - - _ EARTH NL-ROCK OR- % LLF - MIN. 1/10 D - UNYIELDING _ TT MIN t/10 D BEDDING EARTH MIN tn0 D % DIla % BEDDING MATERIAL _ '- -` jI OFEH X D X SOL MIN. 811, 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 BACKFILL MATERIAL IN ACCORDANCE FOR GENERAL NOTES ON PIPE BEDDING, CLASS I BACKFILL MATERIAL IN ACCORDANCE I AN WITH SECTION 302 OF THE ROAD D BRIDGE SEE INSTALLATION OF PIPE CULVERTS WITH SECTION 302 OF THE ROAD AND BRIDGE AND STORM SEWERS GENERAL NOTES SPECIFICATIONS. SPECIFICATIONS. ON SHEET 107.00. rrrr/ FOR PLASTIC PIPE ' rrrrr FOR ALL OTHER PIPE REGULAR BACKFLL MATERIAL CRUSHED GLASS CONFORMING TO THE IN ACCORDANCE WITH SECTION 302 OF THE ROAD MINIMUM CLASS I BACKFILL MATERIAL PLACED DIRECTLY AND BRIDGE SPECIFICATIONS. SIZE REQUIREMENTS FOR CRUSHER RUN O OVER PIPE AND 6" REGULAR BACKFILL MATERIAL, AGGREGATE SIZE 25 AND 26 MAY BE OR 12" OF CLASS I BACK FILL MATERIAL, USED IN PLACE OF CLASS I BACKFILL. IN ACCORDANCE WITH SECTION 302 OF THE ROAD AND BRIDGE SPECIFICATIONS. XVDOT V N IHL N INSTALL. OF PIPE CULVERTS AND STORM SEWERS SPECIFICATION REFERENCE ROAD AND BRIDGE STANDARDS CIRC. PIPE BEDDING AND BACKFILL - METHOD "All Vh;NIA DEPARTMENT OF TRANSPORTATION 5�3 SHEET I OF 4 1 REVISION DATE 07/19 107.01 Galaxie Farm LD-347 Hydraulic Grade Line Junction Loss Water V, H. OI VI QIVI HI Angle Ho H, 1.3'H, 0.51-It Inlet Number Outlet Water Surface Do Q0 Lo S,A% H, Final H Surface Elev. Rim Elev. 1 BEV.' 2 3 4 5 6 7 (8) (9) (10) 01) 0Z)i (13) (14) (15) (16) (17) (18) 19 20 21 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 0.42 11.338 476.99 478.30 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 EIIA 480.61 1.25 2.00 76.40 0.0829/ 0.062 11.0 0.564 2.00 0.0 0.0 0.000 0 0.000 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% 0.077 12.1 0.568 37.69 12.4 467.3 0.836 5 0.143 1.647 0.774 0.851 487.45 498.69 E7B 487.45 3.00 37.69 86.98 0.2729/6 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 0.012 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 E8A 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 rNltHG 473.64 1.50 9.09 75.02 0.639% 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 is listed as the greater of either the calculated tailwater, or the !men out+ 0.8D. ot calculated for 15" pipes conveying less than 751/ capacity. This includes Storm Sewers C, D, and G. Runoff Conditions do not warrant HGL analysis. HP STORM TRENCH INSTALLATION DETAIL MIN. COVER TO RIGID PAVEMENT, H SPRINGLINE -� 4" FOR 12•-24" PIPE I 6' FOR 30'410" PIPE I MIN TRENCH WIDTH NOTES: 1� (SEE TABLE) MIN. COVER TO \ FLEXIBLE PAVEMENT, H FINAL BACKFILL INITIAL BACKFILL HAUNCH BEDDING SUITABLE 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 ASTM D2321 ARE NOT APPROPRIATE BACKFILL MATERIALS. 2. MEASURES SHOULD BE TAKEN TO PREVENT MIGRATION OF NATIVE FINES INTO BACKFILL MATERIAL, WHEN REQUIRED. 3. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED BY THE ENGINEER AND REPLACE WITH SUITABLE MATERIAL AS SPECIFIED BY THE ENGINEER. AS AN ALTERNATIVE AND AT THE DISCRETION OF THE DESIGN ENGINEER, THE TRENCH BOTTOM MAY BE STABILIZED USING A GEOTEXTILE MATERIAL. 4. BEDDING: SUITABLE MATERIAL SHALL BE CLASS I, 11, III, OR IV. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER COMPACTION SHALL BE SPECIFIED BY THE ENGINEER IN ACCORDANCE WITH TABLE 3 FOR THE APPLICABLE FILL HEIGHTS LISTED. UNLESS OTHERWISE NOTED BY THE ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4" (100mm) FOR 12"-24" (300mm-600mm) DIAMETER PIPE; 6" (150mm) FOR 30"-60" (750m n-1500mm) DIAMETER PIPE. THE MIDDLE 113 BENEATH THE PIPE INVERT SHALL BE LOOSELY PLACED. PLEASE NOTE, CLASS IV MATERIAL HAS LIMITED APPLICATION AND CAN BE DIFFICULT TO PLACE AND COMPACT; USE ONLY WITH THE APPROVAL OF A SOIL EXPERT. 5. INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS I, II, III, OR IV IN THE PIPE ZONE EXTENDING TO THE CROWN OF THE PIPE. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER MATERIAL SHALL BE INSTALLED AS REQUIRED IN ASTM 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 2.04. 2-ADS. IN6 INDEPENDENTLY VERIFIED THE INFORMATION SUPPLIED. THE INSTALLATION DETAILS PROVIDED HEREIN ARE GENERAL )ARE NOT SPECIFIC FOR THIS PROJECT. THE DESIGN ENGINEER SHALL REVIEW THESE DETAILS PRIOR TO 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" 58" SOmm 1422mm 36" 64" 900mm 1626mm 42" 72" 1050mm 1829mm 48" 80' 1200mm 2032mm 80" 98' 1500mm 2438mm 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 ' VEHICLES IN EXCESS OF 75T MAY REQUIRE ADDITIONAL COVER TABLE 3, MAXIMUM COVER FOR ADS HP STORM PIPE, 0 CLASSI CLASS II CLASS III CLASS N PIPE DIA COMPACTED 95% 90% 85% 95% 90% 95% 12" 41 28 21 16 20 16 16 (3DDmm) (12.5m) (8.5m) (6Am) (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) (13Am) (9.1m) (6.4m) (4.9m) (6.7m) (5.2m) (4.9m) 24" 37 26 18 14 19 14 14 (600mm) (11.3m) (7.9m) (5.5m) (4.3m) (5.8m) (4.3m) (4.3m) 30' 39 27 19 14 19 15 14 (750mm) (11.9m) (8.2m) (5.8m) (4.3m) (5.8m) (4.6m) (4.3m) 36" 28 20 14 10 14 11 10 (900mm) (8.5m) (6.1m) (4.3m) (3.0.3m) m) (4 (3.4m) (3.0m) 42• 30 21 14 10 15 11 10 (1050mm) (9.1m) (6.4m) (4.3m) (3.Om) (4.6m) (3.4m) (3.Om) 48• 29 20 14 9 14 10 10 (120Dmm) (8.8m) (6.1m) (4.3m) (2.7m) (4.3m) (3.0m) (3.0m) 60" 29 20 14 9 14 10 9 (1500mm) (8.8m) (6.1m) (4.3m) (2.7m) (4.3m) (3.0m) (2.7m) FILL HEIGHT TABLE GENERATED USING AASHTO SECTION 12, LOAD RESISTANCE FACTOR DESIGN (-RFD) PROCEDURE WITH THE FOLLOWING ASSUMPTIONS: NO HYDROSTATIC PRESSURE UNIT WEIGHT OF SOIL (vs) = 120 PCF REV. MAXIMUM COVER HEIGHTS 1 RIND 1 01/11/17 REV. DESCRIPTION BY I MWDD01'Y I CHKD TRENCH (HP STORM) 4410 TauErww elvo DENCH DIS 970R1e) NILLIARD,ONI0 BLVD - JAB o,rzwoe I NTS I SHIMP ENGINEERING2. LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM Lic. VSMP PLAN FOR . smd4p a 41183 I E` GALAXIE FARM SUBDIVISION ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.07.02 REVISION: 1) 2020.09.21 FILE NO. 18.025 STORM PIPE DETAILS a CULVERT SIZING NOMO C23 C23 HDPE PIPE BEDDING DETAIL 6 C23 HP -STORM (PP) PIPE BEDDING DETAIL C23