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HomeMy WebLinkAboutWPO202100001 Plan - VSMP 2021-08-11LEGEND EXISTING LJ 10 - 310 311.5 311.5 TC x 311.5 TW x 311.5 BW x NEW 10 � 1.00'...-I 10 1,0 )0 57 X 57 X 5761 Ed �I .LL.LL.y.LL.LL.LL.LL. 0 0 0 0 X 0 0 X -0- -0- m m RD - RD - q OF_�01 S W 0 ®wv GAS S W 0 WV GAS DESCRIPTION BENCHMARK SITE PROPERTY LINE ADJACENT PROPERTY LINE VACATED PROPERTY LINE BUILDING SETBACK PARKING SETBACK ACCESS EASEMENT PARKING COUNT DIMENIONS GRADING EASEMENT INDEX CONTOUR INTERVAL CONTOUR SPOT EVELVATION TOP OF CURB ELEVATION TOP OF WALL ELEVATION BOTTOM OF WALL ELEVATION RETAINING WALL STAIRS BUILDING ROAD -EDGE OF PAVEMENT ROAD- CENTERLINE ROAD -FRONT OF CURB ROAD BACK OF CURB CG-2 STANDARD 6" CURB CG-6 STANDARD 6" CURB AND GUTTER CG-12 STANDARD ACCESS RAMP SIDEWALK BIKE PARKING PARKING SURFACE CROSSWALK HANDICAP ACCESSIBLE AISLE HANDICAP PARKING CONCRETE/PAVEMENT-SIDEWALK RIPRAP ASPHALT GRASS EC-3 MATTING EC-2 MATTING WETLAND TREELINE FENCE STREAM UTILITY EASEMENT UTILITY POLE LIGHT POLE OVERHEAD UTILITY OVERHEAD UTILITY GUY MANHOLE STORM LINE ROOF DRAIN DRAIN INLET DRAINAGE EASEMENT STORM DRAINAGE EASEMENT SEWER LINE SANITARY EASEMENT WATER LINE WATER METER WATER VALVE AND BOX FIRE HYDRANT WATER EASEMENT GAS LINE 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 mat lined ditch may be required when in the opinion of the County Engineer or designee it is deemed necessary in order to stabilize a drainage channel. 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices. 8. Unless othrewise noted all concrete pipe shall be reinforced concrete pipe - Class III. 9. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry (29 CFR Part 1926). NOTES PER ZMA201900002 1) Development of TMP 61-154B shall follow the approved Code of Development as part of ZMA201900001. 2) Section 4.16 of the Albemarle County Zoning Ordinance shall apply to all recreational facilities. 3) Signange shall be provided to prohibit vehicular traffic on private street in Block 2, except for emergency vehicles; or, bollards shall be installed. 4) Notwithstanding anything herein to the contrary, all non-residential uses shall be limited in height to one (1) story, or twenty-five (25) feet. Such uses shall also be limited to a building footprint of six thousand (6,000) square feet. 5) Porches, eaves and awnings shall be considered part of the structure and shall not extend closer to the street than the required setbacks. 6) Minimum building separation shall be required per Section 4.11 of the Zoning Ordinance. 7) Any primary residential structures in Block 1 shall face Belvedere Boulevard. 8) The applicable setbacks for Block 2 shall be measured from the edge of Amenity Area D. 9) Pursuant to Section 32.7.9.7, the parking areas along the northern and southeastern boundaries of the subject property are required to be screened. In addition to Section 32.7.9.7(b), see the Code of Development for appropriate screening options. 10)Dumpsters and Dumpster Pads on the Property shall be screened pursuant to Section 4.12.19. 11)The Applicant shall be required to provide onsite treatment of 25% of the required stormwater treatment. Such techniques of treatment shall include pervious pavers, micro bioretention, or other approved measures. 12)15% of the total residential dwelling units within the project shall be Affordable Dwelling Units (the "15% Affordable Housing Requirement"). The 15% Affordable Housing Requirement may be met through a variety of housing types, including but not limited to, for -sale units or rental units. GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL PLANS 1. The plan approving authority must be notified one week prior to the pre -construction conference, one week prior to the commencement of land disturbing activity, and one week prior to the final inspection. 2. All erosion and sediment control measures will be constructed and maintained according to minimum standards and specifications of the Virginia Erosion and Sediment Control Handbook and Virginia Regulations VR 625-02-00 Erosion and Sediment Control Regulations. 3. All erosion and sediment control measures are to be placed prior to or as the first step in clearing. 4. A copy of the approved erosion and sediment control plan shall be maintained on the site at all times. 5. Prior to commencing land disturbing activities in areas other than indicated on these plans (including, but not limited to, off -site borrow or waste areas), the contractor shall submit a supplementary erosion control plan to the owner for review and approval by the plan approving authority. 6. The contractor is responsible for installation of any additional erosion control measures necessary to prevent erosion and sedimentation as determined by the plan approving authority. 7. All disturbed areas are to drain to approved sediment control measures at all times during land disturbing activities and during site development until final stabilization is achieved. 8. During dewatering operations, water will be pumped into an approved filtering device. 9. The contractor shall inspect all erosion control measures periodically and after each runoff producing rainfall event. Any necessary repairs or cleanup to maintain the effectiveness of the erosion control devices shall be made immediately. 10. All fill material to be taken from an approved, designated borrow area. 11. All waste materials shall be taken to an approved waste area. Earth fill shall be inert materials only, free of roots, stumps, wood, rubbish, and other debris. 12. Borrow or waste areas are to be reclaimed within 7 days of completion per Zoning Ordinance section 5.1.28. 13. All inert materials shall be transported in compliance with section 13-301 of the Code of Albemarle. 14. Borrow, fill or waste activity involving industrial -type power equipment shall be limited to the hours of 7:00am to 9:00pm. 15. Borrow, fill or waste activity shall be conducted in a safe manner that maintains lateral support, or order to minimize any hazard to persons, physical damage to adjacent land and improvements, and damage to any public street because o slides, sinking, or collapse. 16. The developer shall reserve the right to install, maintain, remove or convert to permanent stormwater management facilities where applicable all erosion control measures required by this plan regardless of the sale of any lot, unit, building or other portion of the property. 17. Temporary stabilization shall be temporary seeding and mulching. Seeding is to be at 75 Ibs/acre, and in the months of September to February to consist a 50/50 mix of Annual Ryegrass and Cereal Winter Rye, or in March and April to consist of Annual Rye, or May through August to consist of German Millet. Straw mulch is to be applied at 80lbs/100sf. Alternatives are subject to approved by the County erosion control inspector. 18. Permanent stabilization shall be lime and fertilizer, permanent seeding, and mulch. Agricultural grade limestone shall be applied at 90lbs/1000sf, incorporated into the top 4-6 inches of soil. Fertilizer shall be applied at 1000lbs/acre and consist of a 10-20-10 nutrient mix. Permanent seeding shall be applied at 180lbs/acre and consist of 95% Kentucky 31 or Tall Fescue and 0-5% Perennial Ryegrass or Kentucky Bluegrass. Straw mulch is to be applied at 80lbs/100sf. Alternatives are subject to approved by the County erosion control inspector. 19. Maintenance: All measures are to be inspected weekly and after each rainfall. Any damage or clogging to structural measures is to be repaired immediately. Silt traps are to be cleaned when 50% of the wet storage volume is filled with sediment. All seeded areas are to be reseeded when necessary to achieve a good stand of grass. Silt fence and diversion dykes which are collecting sediment to half their height must be cleaned and repaired immediately. 20. All temporary erosion and sediment control measures are to be removed within 30 days of final site stabilization, when measures are no longer needed, subject to approval by the County erosion control inspector. 21. This plan shall be void if the owner does not obtain a permit within 1 year of the date of approval. (Water Protection Ordinance section 17-204G.) 22. Permanent vegetation shall be installed on all denuded areas within nine (9) months after the date the land disturbing activity commenced. (Water Protection Ordinance section 17-207B) OWNER Windmill Ventures LLC 535 Foxdale Lane Charlottesville, VA 22903 DEVELOPER 999 Rio Road Development, LLC 912 E High Street Charlottesville, VA 22902 (434) 218-0513 ZONING NMD - Neighborhood Model District ZMA201900001 approved on March 4, 2020 Overlays: Entrance Corridor, Airport Impact Area Initial site plan SDP202000045 approved on 7/22/2020 DISTRICT Rio SOURCE OF TITLE DB 4505 P 218 SOURCE OF BOUNDARY AND TOPOGRAPHY Boundary and topographic information provided by Meridian Planning Group, LLC, September 25, 2020. Supplemental planimetric and topographic information for adjoining parcels provided by Albemarle County GIS . BENCHMARK Datum for topography is NAVD 1988 Visually verified by Shimp Engineering Staff on 12/23/2020 FLOODZONE According to FEMA Flood Insurance Rate Map, effective date February 4, 2005 (Community Panel 51003CO279D), this property is not located within a Zone AE 100-year floodplain. RESERVOIR WATERSHED This site is within the Meadow Creek Watershed. This site is a watershed of a public water supply. LAND USE SCHEDULE EXISTING AREA SF AC % Building 3,956 0.09 4.2% Pavement/Concrete 571 0.01 0.6% Imp. Inside Property 4,527 0.10 4.9% Managed Turf Inside Property 66,047 1.52 70.9% Woods Inside Property 12,983 0.30 13.9% Impervious in ROW 1,290 0.03 1.4% Managed Turf in ROW 6230 0.14 6.7% Woods in ROW 2,109 0.05 2.3% Total Inside Property 83,557 1.92 89.7% Total w/ ROW 93,186 2.14 100.0% PROPOSED Area SF AC % Building 18,072 0.41 19.4% Pavement/Concrete 30,657 0.70 32.9% Imp. Inside Property 48,730 1.12 52.3% Managed Turf Inside Property 34,827 0.80 37.4% Impervious in ROW 4,652 0.11 5.0% Managed Turf in ROW 4,977 0.11 5.3% Total Inside Property 83,557 1.92 89.7% Total w/ ROW 93,186 2.14 100.0% STEEP SLOPES Steep slopes (managed & preserved) are not present on this property. GENERAL NOTES 1. The information and data shown or indicated with respect to the existing underground utilities at or contiguous to the site are based on information and data furnished to the owner and engineer by the owners of such underground facilities or others. The owner or engineer shall not be responsible for the accuracy or completeness of such information or data. The contractor shall have full responsibility for confirming the accuracy of the data, for locating all underground utilities, for coordination of the work with owners of such underground utilities during construction, for the safety and protection thereof and repairing any damage thereto resulting from the work. All of these conditions shall be met at no additional cost to the owner. The contractor shall contact "Miss Utilities" of Virginia at 1-800-552-7001 prior to the start of work. 2. When working adjacent to existing structures, poles, etc., the contractor shall use whatever methods that are necessary to protect structures from damage. Replacement of damaged structures shall be at the contractor's expense. 3. The contractor shall be responsible for protecting all existing site structures from damage and coordinating work so that the owner can make necessary arrangements to modify/protect existing structures from damages. 4. The contractor shall be responsible for notifying all utility owners, adjacent land owners whose property may be impacted and the Virginia Department of Transportation prior to completing any off -site work. 5. Contractor shall notify and coordinate all work involving existing utilities with utility owners, at least 72 hours prior to the start of construction. 6. Contractor shall immediately report any discrepancies between existing conditions and contract documents to the owner and engineer. 7. Contractor shall submit for the approval of the owner submittals of all specified materials listed in the plans, to include shop drawings, manufacturer's specifications and laboratory reports. the owner's approval of submittals will be general and will not relieve the the contractor from the responsibility of adherence to the contract and for any error that may exist. 8. All bare areas shall be scarified, limed, fertilized, seeded and mulched. 9. All trees, saplings, brush, etc. shall be removed from within the right of way and the drainage easements. 10. Visibility of all mechanical equipment from the Entrance Corridor shall be eliminated. 11. Retaining walls require separate building permits. 12.All water service lines, sanitary laterals, and sprinkler lines must be visually inspected by the Albemarle County Building Department from the main to the structure. WP0202100001 TAX MAP 61, PARCEL 154B ALBEMARLE COUNTY, VIRGINIA VICINITY MAP SCALE : 1"=1000' Kangaroo Express Q Auto Doct• .,r Covenant Church 4 BELVEDERE BLVD Rio Rd E, ttesvllle, VA... SITE City Church (Central) '9p ' P Charlottesville iM T echn(cal Center c }I i c Map provided by Google.com SHEET INDEX (11 TOTAL) C1 COVER SHEET C2 EXISTING CONDITIONS & DEMO C3 UTILITY PLAN C4 GRADING PLAN C5 STORM PROFILES C6 STORM SECTIONS & DETAILS C7 ACSA DETAILS C8 EROSION NARRATIVE C9 EROSION CONTROL PLAN - PHASE 1 C10 EROSION CONTROL PLAN - PHASE 2 C11 EROSION CONTROL PLAN - PHASE 3 C12 EROSION CONTROL DETAILS C13 SWM MAPS C14 SWM MAPS & CALCS C15 PRE DEV VRRM MAP C16 POST DEV VRRM MAP & CALCS C17 ADS DESIGN DETAILS - 1 C18 ADS DESIGN DETAILS - 2 C19 BMP INSTALLATION & MAINTENANCE Tax Resources 0 81arkbum W4 e�asr Mx qy, 5 Aul Safety F SHIMP ENGINEERIN G1 LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM air* I N : . S H1A4if N i51R3 411,21�%J��/ WAY A VSMP PLAN 999 RIO ROAD ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2021.01.08 REVISION: 1) 2021.03.11 2) 2021.04.29 3) 2021.07.22 4) 2021.08.11 FILE NO. COVER SHEET 19.006 C1 (TER) EDRAINAGE TING X ESMT DB 377 VA 5LF OF 15' / FRAME I \ \ / / / / T� _ PG 36 r Q RCP TBR SHED (TBR) \ \ / / / / ��, T'MP / /1z m / / / / — — /®\L (TBR) / / \ TMP 61 154B /CP / SIG / �� `WINDMILL VEN�URES LLC �z / n� / n� 10 COFFEE o^� DB 4505 ; G 218 / I RIO ROAD EAST NN. ou =4 J' / I / / / O(TBR) 'O / — _ HP® / , —M ZONE: INEIGHBORHOOU MODEL DISTRICT V RIABLE R/W m / / (iB�) E / USE: SINGLE FAMILY RESIDENTIAL DB 3772 PGWIDTH 366 W,� W / / // 28.z TBR) , I 1.918�AC / / / / / / / / �^ ��/ / AV_. EX FFE= RWSA UTILITY ESM /� / / i (TBR) / DB 3563 PG 68 / / i 5.1 1 STORY BRICK / a #999 (TBR) a A 010 OGWD 6.0 FE=475.17 D (TB) / WELL v / / HOUSE m Ir �\ 018 HOLLY i. (TBR) 18 HE L K di ARPORT (TBR) �/ / I / / / �Ow N-69 838. 8 ASPHALT E-114 6331 (TBR) \1 ELE 468.46 IRON CK SW E5 I E1 / / -NN42°26'09"E� D 00 RW A Wlvt BE ABANDONED / / �0.3-04- \ / / / / r d� I TMP 62F-E2 S / m / 1 UrOLE TY COWNTY OF ALBEMARLE m \ ' EX. VARIABLE WITHy 6 y/ ry DB 4830 PG 20 / N ACSA UTILITY ESMT �� BENCHMARK N l 0.187 AC N / D.B.5575 PG 2A1 -242 QN-3911037. 7 TMP 62F-El 500 — -r — — — — — — — E3 / — — — S 3'21'11 W — — — SCE1493847.99_ — — — — ROBERT HAUSER HOMES INC _, I NAIL TMP 62F2—X C/O STONEHAUS I N1v / DUNLORA V LLC DB 4717 PG 703 H LINE SHIMP ENGINEERIN G1 LAND PLANNING - PROJECT MANAGEMENT 12 E. HIGH ST. 434.227.5140 HARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM VSMP PLAN 999 RIO ROAD TMP 62F2 A DB 4717 PG 703 ZONE: R4 RESIDENTIAL SHEPHERDS RIDGE I r A SHEPHERDS RIDGE AT ZONE: R4 RESIDENTIAL USE: FOREST R AD I ALBEMARLE COUNTY, VIRGINIA TMP 62F2—B DUNLORA COMMUNITY USE: UNASSIGNED 1.20 AC _ I I SHEPHERDS RIDGE AT DUNLORA FtWLER RID E I ASSOCIATION INC — — 0.10 AC — — I F 5 �s ;; SUBMISSION: COMMUNITY ASSOCIATION INC C RT 49' RN I DB 5202 PG 778 .; 2021.01.08 DB 5202 PG 778 DB 4839 PG ZONE: R4 RESIDENTIAL I N �� USE: UNASSIGNED / ... REVISION: ZONE: R4 RESIDENTIAL I USE: UNASSIGNED / ; 0.30 AC \ / I {` I 1) 2021.03.11 I I 0.61 AC — — — — . 2) 2021.04.29 \ 3) 2021.07.22 1 t�I ,; r _ PUBLICRON{RFR SURVEY I I f 4)2021.08.11 s ■N I I / E AP VE 12 r � ... ■ CURB&GUT ER, IN " 9 22 I SIDEWALK, ou 69 oz I FILE N0. ROAD LOT 14 I' < PAVEMENT AND 19.006 DRIVEWAYS IN- r THIS AR A, ARE -' ANN�REP;'OCED �.' 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UT— 69.71 VSMP PLAN 999 RIO ROAD I 4-� ALBEMARLE COUNTY, VIRGINIA SUBMISSION: I 2021.01.08 s REVISION: 1) 2021.03.11 2) 2021.04.29 3) 2021.07.22 I � PAP R 4) 2021.08.11 �•— ,E -VE Su 201 1.12�.-.-.-.-.-.- TOE = 73,121------ INV IN= tE-9:22 FILE N0. INV OU - 69 02, - - - 19.006 UTILITY PLAN 20 0 20 � o 60 Scale: 1 "=20' C 3 TMP 61-155 CHURCH OF GOD; EDGAR WAYNE ROBERTS; PETER CEFARATTI & REGINALD GATLING TRUSTEES 70o4v DB 5134 PG 222 ................ .. ZONE: COMMERCIAL OFFICE US6.91P AC IC �o �NEEN(R Np6 v a2E�J$DER6 ��/ • �8 R� PO .. .... ... .... ... .... ... ... 4g2.. ..................................................... M1.. N 4 $ 00 A7� 4 77/ -478c�I j i 6[ p 77 ..........BELVEDERE BLVD. .. �.��.��.��. �.� LOW MAINTENANCE / i 6a6 .. ....... ...... ....... .... .. . .. .. .. . .. 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ELE 468. 6 I - IRON - CK W 74 / S z DO TMP 62F—E2 CITY OF ALBEMARLE I \ / / / / � I / / l 7 / ,✓ � / / AX. WALL HEIGHT 6' / DB 4830 PG 20 BENCHMARK _ l 0.187 AC ! / aN-3911037.,87 TMP 62F-El I EMOVE BLOW- F ASSEMBLY _ _ _ _ _ _ E-11493847.99 _ _ _ _ ROBERT HAUSER HOMES INC 500 AND EXTEND 8" W RLINE 71EV�!2 L W MAINTENANCE TMP 62F2-X / 7% NAIL C 0 STONEHAUS GROUND COVER ON ALL SLOPES I DUNLORA V LLC DB 4717 PG 703 -- - - GREATER THAN 3:1 / TMP 62F2—A DB 4717 PG 703 ZONE: R4 RESIDENTIAL SH[�PHERDS RIDGE SHEPHERDS RIDGE AT ZONE: R4 RESIDENTIAL USE: FOREST ROAD TMP 62F2-8 DUNLORA COMMUNITY 120 AC SHEPHERDS RIDGE AT DUNLORA FOWLE RIDGE COMMUNITY ASSOCIATION INC COURT 49' R/1 DB 5202 PG 778 DB 48 PG 15- ZONE: R4 RESIDENTIAL USE: UNASSIGNED 0.61 AC g I � p I I I LOT 13 I /y-SL�z I1 4 I I USE: UNASSIGNED ASSOCIATION INC I 0.10 AC DB 5202 PG 778 _ _ ZONE: R4 RESIDENTIAL USE: UNASSIGNED 0.30 AC I I / I LOT 14 I 20 0 20 40 60 Scale: 1 "=20' SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM arfam I N : S H1A4if N .451R3 �Itwet tiNl VSMP PLAN 999 RIO ROAD ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2021.01.08 REVISION: 1) 2021.03.11 2) 2021.04.29 3) 2021.07.22 4) 2021.08.11 FILE NO. GRADING PLAN 19.006 C4 490 61 B2 490 490 AO CO CO CO 490 490 Al A2 A3 490 A1A A1B 480 480 485 485 485 485 485 485 O co GRADE 475 0 0 .o + 475 480 480 480 480 0 NFW 480 480 EW GRADE 470 a ¢ f NGRADE 470 475 475 475 475 475FROM 475 465 - - 465 470 470 470 470 470 470STORM -I I AIVIBERSS 4so 460 465 465 465 465 465OUT TO 465 000VER FIFILD NOTE: COORDINATE WITH 455 a 455 460Imm 460 - DESIGN ENGINEER ON 460 460 460 460 0 450 0 450 455 LOWERED BY UP TO 9'". z - 455 455 455 455 455 N Mimi 9+50 1 D-+00 10+50 11+00 445 445 MINSTORM PROFILE B1-B2 9+50 10+00 10+50 450 450 450 450 9+50 10+00 10+50 11+00 11+50 12+00 12+50 9+50 10+00 10+50 11+00 11+50 12+50 C5 HORZ: 1"=30' VERT: 1"=10' Z STORM PROFILE AO-UNDERDRAIN NOTE: THE UNDERDRAIN FROM 4 STORM PROFILE Al A-A1 B SHOULD BE NON —PRO SYSTEM 3 STORM PROFILE Al—A3 C5 HORZ: 1"=30' C5 HORZ: 1"=30' SHOULD BE NON—PREFERATED VERT: 1"=10' VERT: 1"=10' UNLESS 6" STONE SUMP IS C5 HORZ: 1"=30' PLACED UNDERNEATH VERT: 1"=10' C1 490NOTE-WITH A3 E1 B1 490 490 C1 C2 C3 C4 490 COORDINATE485 485 485 485F STONE 480 480 480 480 GRADE VDOI 475VUQI 475 475 475 470 470 470 470 465 465 465 465 INV 460 460 460 460 455 455 455 LOWERED BY UP TO 9"'.10 455 9+50 10+00 10+50 11+00 11+50 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 5 STORMTECH SC310 7 STORM PROFILE C1-C4 SHIMP C5 HORZ:1'=30' 6 STORMTECH MC3500 C5 HORZ:1'=30' VERT: 1"=10' C5 HORZ: 1"=30' VERT: 1°=10' ENGINEERING VERT: 1"=1O' LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM TNEW JU I'IN : . S Y ic. N . 45183 --------------- AAA $ 111,21 �� ��SSIONnI eN�`CrOADATInKi VSMP PLAN 8 STORM PROFILE C2-C2A 999 RIO ROAD C5 HORZ: 1"=30' VERT: 1 "=10' ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2021.01.08 REVISION: 1) 2021.03.11 2) 2021.04.29 3) 2021.07.22 4) 2021.08.11 FILE NO. 19.006 STORM PROFILES C5_1 --- 455 V.=465.30 CHAMBER BASE— Ill - L.�l�'id��l � • �11111111]111■111111111� - �Ra/1sl�� ' �t•7 21.lifr�r_- 11��/.Tf.6T■���■— III�III��1i1■ii$Q� II �7aveeamun�l��� ■— • • � A .�C�1�n■ii E��S1fi� 485 485 480 480 475 475 III III 470 465 470 5 465 - I --- -_- STONE INV.- n ¢ as 0 460 460 w 455 - � _ 455 455 455 9+50 10+00 10+50 T¢iJ z�� ¢fir a 3� r W!n +a NCO �+ O[p c0+ zcoo ¢NM J m I oo z�v¢~i M � a¢ GRADE z�v~i wco N �ap 3 a d z�v~i 0 xo� � O � � EX. DE EX. 15" RCP PIPE EX. f5'--------- RCP PIPE ------_ - 0 °M°� v� 61.OSLF - ®0.08% � 0 102.91 LF � - 6" SCH.40 PVC ®0.00% 0 � 54.55 SCH.40 P F - 6" o C 0 0.00% °M°� v� �� �z o� as �z o� � � o �z o� z I z SIGN ENGINEER TONE INVERT BASE N FIELD OBSERVATIONS 0 � OIL CON INVERT MAY BE BY UP TO 9". M � o+ � oo N � o N a¢ NEW a¢ _ RADE - MANIFOLD ---------------- STORMTECH MC-3500 - S MC- (TYP.) _ 4.44 OUT 18"ADS N-12 6"SCH.40 MANIFOLD INV. UNDERDR 63.80 - NCH ABOVE MBER BASE F 35"HDPE INTO THE CHAMBER OUT OF C1 & Al 18„ OF B1 PVC IN BASE (TYP.) ABOVE .. 0 • G • �� �Jl5�1. �/_�1 %� �..... • •• Ilia �� �.� -lil10 lid•! �11'JI a••.• .'G .,IWI�d� _ NMI �I• ., C2 C2A 490 490 � o 485 I � '+ 0 485 o 480 3 480 w � ---- 475 475 470 470 ¢ N � -,� -� 465 465 � o _ w 0 o 460 _ _ Z 460 N � a 455 455 9+50 10+00 10+50 11+00 11+50 24" MH-1 DETENTION ACCESS GROUND ELEV. 473.30"7117 \� ADS GEOSYNTHETIC 601T V� �� x NON -WOVEN GEOTEXTILE ��� AROUND ALL STONE LAYERS WOVEN GEOTEXTILE FABRIC UNDER CHAMBERS 100-YR WSE 467.09'--��,;�31__tn 10-YR WSE 465.56'-- ) C 2-YR WSE 464.62;-- = 1-YR WSE 464.38 -- 12"F 6" ADS 8" HDPE N-12 N-12 PIPE UNERDRAIN INTO MH GROUND ELEV. 474.00' STORMTECH SC-310 #3 STONE STONE TOP 468.00' CHAMBER TOP 466.98' CHAMBER BOTTOM 465.65' STONE BOTTOM 464.15' STORMTECH SC-310 SECTION C6 WQIR NEW 5' Al DOGHOUSI MH 45° FI T�tN G J o a a. N6TE9 THE U[�DERDRAIN FROM Z ° STORMTECH MC6 3500 SYSTEM ° voe up UNLESS 6' STONE SUMP IS 1 pup SC PLACED UNDERNEATH o W�Dap W W W - oc \,f u W I R �R,q /N p CD �p A2 E W 10' p A1A up DI-3B WATER GETS INTO Al A THEN TO- STORMTECH SC-310. ONCE THE CP CHAMBERS ARE FULL THE WATER S O MT SC STARTS LEAVING TO STIR. Al USING NV. OUT=46 .15 Oo THE EXISTING PIPE. THE WEIR IN I INV• STRUCTURE Al PREVENTS THE of VDOT #3 STON INV. 464.15 WATER FROM ESCAPING SITE UNTIL THE STORMTECH SC-310 IS FULL w II' L MoLmom 6" CONC. WEIR CAST - IN PLACE AFTER SITE IS STABILIZED NOTE: ALL PIPES CONNECTING TO STIR. A2 MUST BE WATER TIGHT PIPES & JOINTS Al 5FT MH-1 OF Al - 472.00 6" CONC. WEIR WALL CAST IN STAIR 5" 10-YR ORIFICE k:,--STAIR ON EACH @465.20 PLACE AFTER SITESIDE OF WEIR IS STABILIZED --TOP OF WEIR WALL @467.80 EX. 15" CMP --100-YR WSE 467.09' ORIFICE --10-YR WSE 465.56' 1.8" ORIFICE --2-YR WSE 464.62' --1-YR WSE 464.38' NEW 18" EX. 15" CMP HDPE i 1-YR ORIFICE @463.93 TRASH RACK REOUIRFD o STRUCTURE A2 HAS A WEIR THAT WORKS WITH STORMTECH MC-3500 SYSTEM. THE PIPE TO STRUCTURE Al GOES IMMEDIATELY PAST THE WEIR IN STRUCTURE Al. 6" CONC. WEIR CAST IN PLACE AFTER SITE IS STABILIZED NOTE: ALL PIPES CONNECTING TO STIR. A2 A2 MUST BE WATER TIGHT PIPES & JOINTS 4 Al WEIR C6 SCALE 1"=5' 5 A2 WEIR C6 SCALE 1"=5' n ` up 15 HDPE"��p STIR . B1 STIR C1 STIR. E1 INV. 467 . 36" MH-1 STR. A3 DI-1A TOP 476.00' ADS GEOSYNTHETIC TOP=476.44 36" MH-1 TOP=475.20 601T NON -WOVEN TOP=476.45 GEOTEXTILE AROUND GROUND ELEV. APPROX. 476.45 ---------- ___ _ALL-STONF_LAYERS _-- ---------- 18" ADS N-12 MANIFOLD ,�- � ��/� � � T INV. 20.0 H ABOVE CHAMBER BASE STONE TOP 471.8' 100-YR WSE 471.53'-- _= -_--===F____ __ - -- __________________ 2.75' �3-STONE-- 3 ST CHAMBER TOP 469.05 10-YR WSE 468.74'-- -- --- - -- � -� -- -- -� -- --- � -- -- - - -- 2-YR WSE 467.01'-- - ! -- -- - 1-YR WSE 466.32'-- _ --- - --- -- -- IviC-35 ------ - ---- ------ - -- - CHAMBER BOTTOM 465.30' ® ------1.50;--, 0 5' 6.42'-- 2.CO--- NE BOTTOM 463.80' ISOLATOR OW ISOLATOR 6" MIN. 6" PERF. SCH 24" HDPE ISOLATOR ROW NOTE: COORDINATE WITH DESIGN ENGINEER ENVELOPE IN 40 UNDERDRAIN ROW WOVEN GEOTEXTILE ON STONE INVERT BASED ON FIELD TRENCH INV.=463.80 18"ADS N-12 MANIFOLD INV. FABRIC UNDER OBSERVATIONS OF SOIL CONDITIONS. STONE 20.03-INCH ABOVE CHAMBER ISOLATOR ROWS INVERT MAY BE LOWERED BY UP TO 9". BASE (TYP.) 2 STORMTECH MC-3500 SECTION C6 SCALE: 1"=10' 4 ° ° a p Q ° a a � W W W 0 3 DETENTION SYSTEM PLAN VIEW C6 SCALE: 1"=30' A2 �--TOP OF A2 - 476.06 --100-YR WSE 471.53' --TOP OF WEIR WALL @470.40 --10-YR WSE 468.74' a --2-YR WSE 467.01' --1-YR WSE 466.32' 8.6" 10-YR ORIFICE @467.57 3" 1-YR ORIFICE @465.30 TRASH RACK REQUIRED A a . ° L X X X a 4 ° a 4. a W W W W - N A3 IN 30"- - - DDiRAIN ASIN ( ISOL TOR I ROW c I i TQ TEC MC 3500 I OI ST E INV. 46 .80 I - � E1 NEW 19, I I j I I I I I I � 11EIIIIIIII 4100,11 �ii�b7 OPLAST ASIN °F G NE MH 1ad In ° ° ° . a a SHIMP ENGINEERIN G1 LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM arfam JI.J f I N : . S H1A4if i�. N .451R3 ��'`rSltwet tiNG� VSMP PLAN 999 RIO ROAD ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2021.01.08 REVISION: 1) 2021.03.11 2) 2021.04.29 3) 2021.07.22 4) 2021.08.11 3o I FILE NO. STORM SECTIONS & DETAILS 19.006 C 6 • p oa po • p�Op00p Op OOp OOG pO OD OOppppo pp • N OOOp OOOp00 o0p•O o o Q o0 op Opo B0 N6N po 0 oP vo9 a P Bo 6,'N o o� 6NW PpP 9 ]HODIe LI' ic' 1/4- HOPE 1.411.1 1n IIUI'}: dr nrl,rr vl IJr.-Fi• dRLU I" hnlen m.d ., . nr :�ux ,.r oP•nb,. �i1dalinn• Im. m .rpe.l. T ':' • .L.cn YRh .rr -1 1. .nn 11 nu 1161 M WA ad l 1b. 1H' 4r vniw 1" 1. .- . \FvLln❑ fill, 1"nlw.l.'x mJv.0 of 'Ili r nraof /rrl1'Ivdin mvJ by b, 0 0 0 0 .1"d,� Lvr GlrvelipN r lFl,. PLASTIC WWI TRASH RACK,;-4„1..„_NN SOLI TIONS INC. 119 i-flY]-nT9 n,luRr.duryw...w 1 ORIFICE TRASH RACK DETAIL SCALE: 1"=5 New Trash Rack 111 Holes 30% Opening Area 00 00 N 00 00 00 6" Front Section N � 00 06 Side Section a-sA3e,x FOR_QETALS_ OF INLET MN ANSIO ----------- rl ------------------- . w L•VARIAgE - MM. 20' C KEYED CONST, JOINT 2..6". 6.. ]..0.. 2" O GUITRER ' B MS A ACH GUTTER I- -------------------- S I I _6. . BARS i m BRAS F BARS E W3" DIAMETERFR • BARS E ED WEEP HOLE FRONT ELEVATION Bes B (WV/i TTER REMOVED) 3.- . Sr/4" BENT RLATEZ=j SECTION B-B Li TYPE A NOSE OCTAL SHALL BE USED WITH CG-] A CG-7 STANDARDS.' _Y .r; Ile R L TYPE B NOSE OCTAL SHILL BE USED WITH CC-2 STANDARDS. TYPE A ♦ TYPE B YI" X 4" STUD BEAR CONNECTOR WELDED GKVAJ@D PLATE FOR TYPE A TO SE BENT ON AN ANGLE OF M-30' TO ANGLE RON AT 2'CC, CONNECTORS AD IS TO K ANCHORED WITH l/:" X 4" STUD SHEAR NOSE DETAILS WELDED TO BENT PLATE AT 2'C-C. AMR. PAVEMENT OUA L 01-30 L U-x L :•: ••, - WARPED PAVEMENT I h I" "W I �EaF 1 ta..l� 1 1 DETAIL WHEN USED FM u5E ON GRADES ADJACENT TO CURB FOR USE IN SAGS WITHOUT GUTTER BOTH SIDES TO BE SYMETROAL SHEET IOF STANDARD CURB DROP INLET 12" - 30" PIPE: MAXIMUM DEPTH (H) - 8' 233 •� VRGNA DEPARTMENT OF TRANSPORTATION x2 2 DI3B DETAIL C7 NOT TO SCALE I/2 SECTION CAST IRON -+•ice '/I SECTION STEEL NOTES 2'-7• LUGS TO CAST WITH E 1'-3� " L 7YI" It7/i' A 1I4' 1. DEPTH OF INLET (HE TO B SHOWN ON 10'-4" LONG PLANS. FOR DEPTH GREATER THAN 10' USE A COLLAR T- STANDARD DI -IA _ - - OPTIONAL BRACE RIBS n 4.-2.. CAST GALV. RCN STEEL 86 i 3 LBS I 43.6 LBS INCLUDING LUGS�CINCLUOING ONNECTOR 2. THE "H' DMENS%IN SHOWN ON T STANDARDS AND SPECIFIED ON THE PLANS WILL BE MEASURED FROM T INVERT OF ONE WELDED THE MET ALL PPE TO T TOP OF THE JOINT STRUCTURE. PLµ "R' DIMENSIONS ARE APPROXIMATE ONLY FOR ESTIMATING WELD ALL PURPOSES AND T ACTUAL DIMENSIONS CONNES SMALL BE DETERMINED BY THE TO COLLAR CONTRACTOR FROM MELD CONDITIONS. 3. WHEN SPECIFIED ON T PLANS THE INVERT IS TO BE SHAPED N ACCORDANCE WITH STANDARD IS -I. THE COST OF FURNISHING AND PLACING ALL MATERIALS INCIDENTAL TOT SHAPING 5 TO BE INCLUDED INT BD PRICE FOR THE PLAN /,' A 4/i' x Y'J Ai4-1' . ' STRUCTURE. (GRATE REMOVED) Lam' IL STNCHEAR 9 4. N THE EVENT THE INVERT OF THE COMETORS OU)NALL PIPE 5 HIGHER THAN T E�EEE BOTTOM OF THE STRUCTURE. THE INVERT AL A OF THE STRUCTURE SHALL BE SHAPED WITH CEMENT MORTAR TO PREVENT ry� SECTION B-B STRUCT'UOOR RE. T E COST OF FURN HUNIN G E COLLAR DETAIL �11" MIN RAISED AND PLACING ALL MATERIALS INCIDENTAL 21/.. UDED LErTURNS IN THE "PRRIICIE FORTTOIEB STRUCTURE. DIMENSIONS FOR 5. STEPS ARE TO BE PROVIDED WHEN H 5 CAST WON ORE Y DUMP NO WASTE DRAMS TO WATERWAYS 4'-0" OR GREATER. FOR DETAILS SEE STANDARD STA DETAIL B 6. THIS ITEM MAY B PRECAST OR CAST - DETAIL A +1 N-PLACE. CLOTH DETAIL B� I 1 SMOOTH DOWELS AT 7. 4P4 X APPROXIMATELY PLACED TI ALL AREAS ADJACENT RACED IN ALL RE C-C I N P-3" 4" DEPTH R I6B, 079 ID LLB T 6" WIDTH T TO ABUTTING CONCRETE TO PREVENT A 2"X4MENi. W LEY OF DOWELS A 2"X4" NOTCH MAY B PROVIDED. H ♦ - SEE STANDARDT-U-3.4 FOR ]• DIAMETER WEEP MOLE SEE NOTE 8 ii•• ALTERNRNATETEDESIGN, S. 3• DIAMETER WEEP MOLE WITH 12"X12" } PLASTID HARDWARE CLOTH MESH MINIMUM MI ECL 0 12"-IS"-tg" OR 24" FL INQUIRE M CLOTH ANCHOREDR'FI 1 ,P� 9 C+ WH����IIII��� I7It TO THERE UCTUR F THE STRUCTURE. TO T OUTSIDE OF THE STRUCTURE. 9. CAST IN PLACE CONCRETE 5 TO BE DETAIL B 1 CONCRETE SSTTO BE I�DOE) PSIPRECAS? SECTION A -A Y •' 1•' T' . 2" I -{' - � - I �- 1 O. µY ALTERNATE METHODS OF ANCHORAGE MEETING THE APPROVAL OF THE ENGINEER CONCRETE QUANTITIES FOR MIN. DEPTH Y. MAY BE SUBSTITUTED FOR THE CAST IRON LUGS AS SHOWN HEREON. 12: CONCRETE PIPE - 1.440 W. Y0. CONCRETE t5" CONCRETE PIPE - CU. YD. CONCRETE APPROXIMATE WEKR/T ,I� ���.. CAST IRON N. DUW NO WASTE DRAINS TO WATERWAY .518 M" CONCRETE PIPE - TO 0 CU. YD. CONCRETE GRA*E 363 2 18 LBS LETTERING IS REOURED ON ALL DI-1 24" CONCRETE PIPE - L817 CU. YD, CONCRETE SECTION C-C SECTION D-D GRATES. LOCATION Qi LETTERING MAY VARY BY MANUFACTURER. boITIMAL OOTDOF DEPTH. GRATE DETAIL STANDARD DROP INLET kff;V�WO? 12" - 24" PIPE: MAXIMUM DEPTH (H) - 10' 253 VIRGNA DEPARTMENT OF TRANSPORTATION 302 4 DI -IA DETAIL C7 NOT TO SCALE FRAME SECTION 13/16" r [13 1I IF (1, ) Mtie. PAam Rap -- P Ls•••7 2,1.11 A'0Y 3lTt-rov'7� l,s�Mnl-I 5 2 t/6' s W+6• A a u/1e• I / l (6imn [0'7lnNJ [�Nmn1 13Ar i •[ftn 1>s^-W1 9/16' PLR 9?ai-91]iW.t u, 4PV 114N,N] SECMCN VIEW 1/4• Lpne1 pM' K NEOr1R C19ic (» A11M11 v1e K v F , �.'- JJ mll¢ 111W' I IL �w�)�)n rAr1 oaNlaw it pnm I6mm24pY I41.AN�OJ 12b 1AptIa , T2P„>,) U R06S IINP-' l t13 ml u RA WANES mm Nm KNOl' vaAJNVEYM C NORY AA.MW449 WTEM, IN WAR FIACB,Pµ✓EJ�A p1IIW;�IY:A-r n x AAUT MW ECT M, R000lm RAL AMSE WATptrMRi FAmE ! r@VpL p4,pr 5/F„ INN > W'' NAWMLI K TRIAD to rIHJWSTAIM LOOrMO LIRl4E A9YYRY 1=.�" Mer4 NN:aaTYPICAL WATERTIGHT / a Hoes MANHOLE FRAME & COVER LOCK LUG 455FJMBLY N.T.S ilO SHE 6 WATERTIGHT MH FRAME & COVER C7 NOT TO SCALE SEE STADARAD SL-I FOR APPLCABLITY OF SAFETY SLABS. SECTION B-B BRICK CONCRETE OR CONCRETE BLOCK STANDARD PG-4 PAY LINE FOR INLET r-r_____---n ----------- In'.12-1 12" &4 - 1 1 SEE DI All t y "Y4 By - r'""'1 ----- 1 L-L_-_-_J--J . PAY LINE FOR INLET MX4'-0" BAR A N V. PC 4 REO'D, B�S�• SLGPE O,TCH i" BAPS gg C. S RED' r ' ]- DIAMETER I4X1'-0" BARS 9 6" C-C.6 WEEP HOLE D C'� (TYP.) : REO'0 1 NOTES 1. APRON IS TO BE CONSTRUCTED TO A DEPTH OF r-0" ON BACK SLOPE SIDE OF WET (01-7). ON ROADWAY SIDE. THE DEPTH IS TO BE r-O" OR TO THE SHOULDER ELEVATION. WHICHEVER IS LESSER. 2- ALTERNATE METHODS OF ANCHORING µGCE IRON WILL BE ACCEPTABLE IF APPROVED BY T ENGINEER. 3. COLLAR AND GRATE ARE TO DE GKVAN2ED IN ACCORDANCE WITH THE SPECIFICATIONS. 4. OUTSIDE DMENSIONS OF CRATE ME TO BE 3'-4" X 2'-11 4'. 5. ALL CONCRETE IS TO BE CLASS A3. 6. NORMAL DITCH IS TO B TRANSTIONED TO TIE SMOOTHLY INTO GUTTER. DITCH GRADE IS TO BE ADJUSTED AS NECESSARY TO MEET GRADE ELEVATION. 7. OUµTITIES SHOWN ARE BASED ON DEPTH H=5--0". S. THE MOUNT OF CONCRETE DISPLACED BY PIPES MUST BE DEDUCTED TO MEAN TRUE QUANTITIES. FOR EACH FOOT OF DIFFERENCE IN DEPTH H ADD OR SUBTRACT INCREMENT AS SHOWN. 9. SEE STANDARD 01-7. DI-7A AND 01-78 FOR DETAILS AND DIMENSIONS HOT SHOWN HEREON. 10. GRATE BARS ARE TO DE INSTALLED SO THEY WILL BE ALIGNED PARALLEL TO THE DITCH FLOW. APPROXIMATE I ES QUANTILE CLA55 A3 CONCRETE REINFORCING STEEL CU. YDS. LBS. 4.091 60 INCREMENT PER FOOT OF DEPTH 00-0.362 CU. YDS. CONCRETE TO BE ADDED WHEN DOUBLE CUTTER IS REO'D..L112 CU. SECTION A -A OPEN AREAS AT ENDS a PIPES Y UKETER 2" DIAMETER SOLD STEEL k97BAR '8"RS C ARE TO B BALEDE -E%TRA STRONG BAR a 10.68 LBS./FT. REOU BY WELDING. STEEL PIPE N G.41 LBS./FT. • to CONSTRUCTION WELD WELD r-p..r_p..T.pn "BIT J L 2•X2•X B lSi' % I" L Y'%2•Xjj•• U., SHEAR 55NHEE i 4. 3,_p• y CONNECTOR 'T(• HOLES TO BE DRILLED l ..X4"C1a L 2Vi X21/I"%l/4- ],_� L 2%i'X2%i'Xr/i IN L 2"X2"Xil" AT EACH END OF EACH( RIPE. SECTION B-B SECTION C-C DETAIL A ALTERNATE DETAIL A SHEET ] OF SPECIFICATION STANDARD DI-7, 7A OR 713 WITH FLUME CONNECTION 502 12" TO 36" PIPE YRGINIA DEPARTMENT OF TRMSAORTANON ID4.24 3 STD. DI-7 DETAIL C7 NOT TO SCALE HALF PLAN VIEW HALF SECTION A -A (WITH FRAME AND COVER REMOVED) BRICK CONCRETE NOTES: I. QUANTITIES SHOWN ARE FOR MANHOLE WITHOUT PIPES. THE AMOUNT DISPLACED BY PIPES MST BE DEDUCTED TO TABLE OF OANTITES DEPTH BRICK MANHOLE CONCRETE MANHOLE BRICK CONCRETE CONCRETE FEET THOUSANDS CU. YARDS CU. YA DS 4 0.5 0.785 1.437 5 0. 0.785 L699 6 .9 0.785 I.961 7 LD 6.76S 2223 6 1.2 O.T65 2.495 9 1.4 0.785 2.747 10 146 0.785 3.009 It L9 0,970 3A33 12 2.2 O.B70 3.80 13 2.5 0,970 1 4,179 14 1 2O 0.9]0 4-541 15 3.1 03 IS I 3.4 1 0.970 1 5.265 17 1 4.0 1 1,173 1 6.032 INCREMENT 1 0.45 OBTAIN TRUE CUµNTES. 2. A BASE THICKNESS OF 9' WAS USED IN COMPUTING CONCRETE QUANTITIES. 3. INCREMENTS TO BE AWED FOR EACH ADDITIONAL FOOT OF DEPTH. 4. MATERIALS MAY BE BRIM. CONCRETE OR APPROVED CONCRETE MANGLE BLOCK. 5. IF BLOCKS ARE USED THE Mll THICKNESS OF SAME IS TO B 5". TOTHER WL'S SHHEOWN CONFORM ALLTHICKNESSOR CONCRETE. 6. ALL CONCRETE TO BE CLASS A3, 7. WHEN SPECIFIED ON PLANS THEINVERT IS TO BE SHAPED N ACCORDANCE WITH STANDARD 5-L THE COST OF FURNISHING AND PLACING ALL MATERIALS INCDENTAL TO THE SHAPING IS TO BE INCLUDED IN T BID PACE FOR THE StttCCTIBE. 9SQC.1m MANHOLE FOR 12" - 48" PIPE CULVERTS REFERENT [RWEVM71101 302 VRN GA OEPARTMENi Oi TRANSPORTATIOH 5 MH-1 DETAIL C7 NOT TO SCALE (1, 2) NIEGMTEG MOURN FRUIE & COVER TO MATOI 84SN OD. NYLOPLAST DRAIN BASIN WITH SOLID COVER tr MM WIDTH GUDEDNE IF MN THICKNESS GUIDELINE SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM It Tfi` Op I, 45183 /-00 E MNMN PIPE SURML T OEPTHPIRME VSMP PLAN 13) VARUMKE INVERT RENTS MANUFACTURER AVALASEIACONDMGTO RECOAMEIHMMIN M I TRAFFIC LCADS CGRGRETE STAR DIMENSIONS ARE FOR PLANSIFPXE OFF) (MINsAuEmAmw SUG IA IL•➢TEA WIOELINPURPOSESONLY.VC TIOONCR SOCCMST RF 999 RIO ROAD BO. SANE AS MN. SUWI Ax0UF3 MIDEUNNSCMRIP INTOMY AC UALCONOCALSOLCCNOTONS. vAWANEC If TRAFFIC LOADING R OTHER APPLICABLE DESIGN FACTORS. ACMABIHBro SEE DMWING N0.1001-110111 FOR NON TRAFFIC INSTALIAPON (3) VmNBLE SUMP DEPTH 1:1 VARIOUS TYPESO NLEi& WiIET ADAPTERS 4' MIN ON F-N' ACCOROMG TO PLAtd AVAMBUE l-36'fpR CORUG.ATED HOPE 6'MM ON 30'83B 16 MN. OJ R'-24', 10'NN.ON 3P (BEGIN iTAIANCOR COAL WALL. PDSHANCOR & fY MN.ON W SINGLE WALL), W2HP. PVC SEWER ((EX: SON W). 1�r. WED ON MANUFACTURING RED) PVCDWV(ELS 4%PVCWOWC503. CORI6JGATEO&RIBBEDwc THEM FILLMATERULSWLLSELRUSHEDSTONEOROTFER GMA WMRALMEFTIWTHEPEOUREMEMSOFCLAR6l WATERTDHL JOINT ClA It. OR CUSS III MATERIAL AS DEFINED N ASTM D2J21. (CORLBS Ep HOPE SHONNn BEDDING& BACKFILL FOR SURFACE MANAGE NETS SHALL BE I..g PUACED& COMPACMO UNIFORMLY N ACORDANCE WITH ASTM W321. .r::.:O Fq SS'VLt BE wc1NEMpIPH1As1AASN@HLf N]NM t-IT-WF%NESE BEoUBURa PER ASrNAE@MCf rpM•E Fato- E Fn aNECftr [Rio IAANPAWSvnM mEUYM OD11TO' ME APAceo6v TaP. W>:orwwNC NB.mMllo-xs ). NMNM BMASMIENCMMWLFIL%5E ECCIMINGrottN1 FIt N'BIJEi0911PPMG FESTNCipK5.93RMWNGNO.TNr11JCF6 RESTRICIB$BISNENFEC®FpIflV1,110 IHHNM1r IX5fIVKAMET.10(6418 HNHCJI NMWNN NC M.AWRAA "I VERCW 11f 4-OMNAOECONE[TI(AV S11B1bIrrfMNss SWii cdFtlVl ro NVLO NEOM.Iu]Hu A41N mz1xioRcmWA.AFAR wPE NLENIT1VNCBR Duuwuu. MiONOFf I IWEOESNTNEWER DR PL�EssweaF THS MIM DCEsrorcaWw MIE A,wT RMRIWmaHI N@MP.l TS 9EWFA(f-El rM45FFA. NRLKF3FE 11E V5E OF irvE CE9GNON N_+B t iMIT6 MfMM !-bAPTERS WIBEY?MTED CN N(I.YAIEB'T03W. to". %CKKK..INFOR BCNY IEWM WypipM MIN IWOIYIYBIIYt '1 AWv,AIWNA� MINIMA ARM BETWEEN! ADAPTERS ME DFAWN3 NO=11 poll. NFAIBGJCTp OFTHS RIMMANY INEOWMTM NpE E-IS-YJS0.M[GrER59HLL14EETNAIpiL MIRG. MNTUIEDHEBEIN 0RMwVF.AC1EK0FNIY PATE W.IS" BIIAI6AMBBNNBMIBL'CVDI T-!&IPSIXpCV✓915 M6 MTEBifAMGNTWIYARIGIKISbLr. MII2EHFJEFFNN.iCR THE OI5Cl0Y5E f0011EA5 WICI. WECBMTAMAl1WIfEEi/E M CpCRETEC@1M IJHIENFORU]R WM1MINO 6FOIMONEN FICEPT9V Si£CIFCMNrtFN REAMG NFRDNtOlo' ST mnmo,a, m A ICMf HMI 1181 16f1 RIOtl 1M1.HNIB MY E 7 NYLOPLAST DRAIN BASIN C7 NOT TO SCALE ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2021.01.08 REVISION: 1) 2021.03.11 2) 2021.04.29 3) 2021.07.22 4) 2021.08.11 FILE N0. ACSA DETAILS C7 PROJECT DESCRIPTION, GENERAL NOTES, EROSION & SEDIMENT CONTROL NOTES, AND SEQUENCE OF CONSTRUCTION a1031iN■1131- 191N21 THE SITE CURRENTLY IS A GRASSED AND WOODED LOT, WITH (2) TWO ABANDONED FRAME SHEDS, AN ABANDONED FRAME CARPORT AND AN ABANDONED 1 STORY BRICK BUILDING WITH A SIDEWALK.THIS PROJECT PROPOSES (7) SEVEN MULTIFAMILY UNITS, (6) SIX TOWNHOMES, (5) FIVE SINGLE FAMILY DETACHED, AN OFFICE BUILDING NTH ASSOCIATED PARKING AND AMENITIES. THERE WILL BE A SILT FENCE AND (2) TWO SEDIMENT TRAPS TO BE CONSTRUCTED AS A PART OF THE EROSION PLAN. THE TOTAL AREA OF DISTURBANCE IS 2.24 ACRES. THE PROJECT INVOLVES THE FOLLOWING WORK ACTIVITIES: 1.THE CONTRACTOR SHALL OBTAIN ALL LOCAL AND STATE EROSION AND SEDIMENT PERMITTING REQUIREMENTS AND MAINTAIN ALL EROSION AND SEDIMENT CONTROLS IN ACCORDANCE WITH THE PERMIT REQUIREMENTS. 2. INSTALLATION OF TEMPORARY AND PERMANENT EROSION AND SEDIMENT CONTROL MEASURES AS SHOWN ON THE PLAN AND DETAILS. 3. INSTALL BMP AS SHOWN IN THIS PLAN. EXISTING SITE CONDITIONS THE SITE CURRENTLY IS A GRASSED AND WOODED LOT, WITH (2) TWO ABANDONED FRAME SHEDS, AN ABANDONED FRAME CARPORT AND AN ABANDONED 1 STORY BRICK BUILDING WITH A SIDEWALK. ADJACENT PROPERTIES THE SITE IS BOUNDED BY BELVEDERE BOULEVARD ON THE NORTHWEST SIDE, RIO ROAD ON THE SOUTHWEST SIDE, WHILE THE NORTHEAST AND NORTHWEST SIDES ARE SURROUNDED BY RESIDENTIAL HOMES AND WOODS. OFF -SITE AREAS THERE ARE NO OFFSITE ACTIVITIES. SOILS THE SITE IS COMPRISED OF: 1- 21B-CULPEPER FINE SANDY LOAM, 2 TO 7 PERCENT SLOPES, HSG: B CRITICAL EROSION AREAS THERE ARE NO CRITICAL AREAS ON THIS SITE. EROSION & SEDIMENT CONTROLS UNLESS OTHERWISE INDICATED, ALL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO THE MINIMUM STANDARDS AND SPECIFICATIONS AS SET FORTH IN THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, LATEST EDITION. THE MINIMUM STANDARDS OF THE MRGINIA EROSION AND SEDIMENT CONTROL REGULATIONS SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED OR APPROVED BY VARIANCE. TEMPORARY CONSTRUCTION ENTRANCE (CE) - 3.02 A STONE PAD WILL BE CONSTRUCTED AT THE ENTRANCE THE SITE TO PROVIDE A MEANS OF REMOVING SEDIMENT FROM THE TIRES OF CONSTRUCTION VEHICLES LEAVING THE WORK SITE. THE CONTRACTOR SHALL REMOVE ANY MUD FROM THE EXISTING ROAD SURFACE BY MEANS OF SWEEPING AND SHOVELING. STORM DRAIN INLET PROTECTION (IP) - 3.07 THE INSTALLATION OF VARIOUS KINDS OF SEDIMENT TRAPPING MEASURES AROUND DROP INLETS OR CURB INLET STRUCTURES PRIOR TO PERMANENT STABILIZATION OF THE DISTURBED AREA; LIMITED TO DRAINAGE AREAS NOT EXCEEDING ONE ACRE, AND NOT INTENDED TO CONTROL LARGE, CONCENTRATED STORMWATER FLOWS. STD. AND SPEC. 3.07. CONSTRUCTION ROAD STABILIZATION (CBS) - 3.03 TEMPORARY STABILIZATION WITH STONE OF ACCESS ROADS, SUBDIVISION STREETS, PARKING AREAS, AND OTHER TRAFFIC AREAS IMMEDIATELY AFTER GRADING TO REDUCE EROSION CAUSED BY VEHICLES DURING WET WEATHER, AND TO PREVENT HAVING TO REGRADE PERMANENT ROADBEDS BETWEEN INITIAL GRADING AND FINAL STABILIZATION. SILT FENCE (SF) - 3.05 SILT FENCING WILL BE INSTALLED AS A FIRST STEP IN CONSTRUCTION ACTIVITIES. LOCATION AND DETAILS ARE SHOWN ON THE PLANS. TEMPORARY DIVERSION DIKE (DD) - 3.09 A TEMPORARY DIVERSION DIKE SHALL BE USED TO BOTH DIVERT STORM RUNOFF FROM UPSLOPE DRAINAGE AREAS AWAY FROM UNPROTECTED DISTURBED AREAS TO A STABILIZED OUTLET AND TO DIVERT SEDIMENT -LADEN RUNOFF FROM A DISTURBED AREA TO A SEDIMENT -TRAPPING FACILITY. LOCATION AND DETAILS ARE SHOWN ON THE PLANS. TEMPORARY SEDIMENT BASIN (SB) - 3.14 A TEMPORARY BARRIER OR DAM WITH CONTROLLED STORMWATER RELEASE STRUCTURE WHICH IS FORMED BY CONSTRUCTING AN EMBANKMENT OF COMPACTED SOIL ACCROSS A DRAINAGEWAY. IT IS USED TO DETAIN SEDIMENT -LADEN RUNOFF FROM DRAINAGE AREAS 3 ACRES OR GREATER FOR ENOUGH TIME TO ALLOW MOST OF THE SUSPENDED SOLIDS TO SETTLE OUT. IT CAN BE CONSTRUCTED ONLY WHERE THERE IS SUFFICIENT SPACE AND APPROPRIATE TOPOGRAPHY. MAXIMUM EFFECTIVE LIFE IS 18 MONTHS UNLESS DESIGNED AS A PERMANENT POND BY A QUALIFIED PROFESSIONAL. DUST CONTROL (DC) - 3.39 DUST CONTROL MEASURES IN ACCORDANCE WITH STANDARD AND SPECIFICATION 3.39 SHALL BE IMPLEMENTED ONSITE TO PREVENT AIRBORNE MOVEMENT OF DUST. MEASURES INCLUDE IRRIGATION, MULCHING OR OTHER MEASURES AS OUTLINED IN THE SPECIFICATIONS. TEMPORARY SEDIMENT TRAP (ST) - 3.13 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. TEMPORARY SEEDING (TS) - 3.31 TEMPORARY SEEDING SHALL BE APPLIED TO ALL DENUDED AREAS WITHIN SEVEN (7) DAYS TO DENUDED AREAS THAT MAY OR MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN 14 DAYS. TEMPORARY SEEDING SHALL BE APPLIED IN CONFORMANCE WITH STD. AND SPEC. 3.31. SOIL STABILIZATION BLANKETS & MATTING: THE INSTALLATION OF A PROTECTIVE BLANKET (TREATMENT 1) OR A SOIL STABILIZATION MAT (TREATMENT 2) ON A PREPARED PLANTING OF A STEEP SLOPE, CHANNEL OR SHORELINE. STD. AND SPEC. 3.36. PERMANENT STABILIZATION OUTLET PROTECTION - 3.18 THE INSTALLATION OF RIPRAP CHANNEL SECTIONS AND/OR STILLING BASINS BELOW STORM DRAIN OUTLETS TO REDUCE EROSION AND UNDER -CUTTING FROM SCOURING AT OUTLETS AND TO REDUCE FLOW VELOCITIES BEFORE STORMWATER ENTERS RECEIVING CHANNELS BELOW THESE OUTLETS. PERMANENT SEEDING (PS) - 3.32 A PERENNIAL VEGETATIVE COVERING SHALL BE ESTABLISHED ON DISTURBED AREAS WITHIN 7 DAYS OF BEING BROUGHT TO FINAL GRADE ON AREAS NOT OTHERWISE PROTECTED. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS TO BE APPLIED ACCORDING TO THE PERMANENT SEED SCHEDULE AS SHOWN ON THE DRAWING. SEEDED AREAS SHALL BE LIMED WHEN NECESSARY AT A RATE OF 2 TONS PER ACRES, AND FERTILIZED AT A RATE OF 1,000 LBS. PER ACRE OF 10-20-10 (10 LBS. PER 1,000 SQUARE FEET) OR EQUIVALENT. MULCHING (MU) - 3.35 ALL SEEDED AREAS SHALL BE MULCHED WITH STRAW IMMEDIATELY FOLLOWING SEEDING OPERATIONS. STRAW MULCH SHALL BE APPLIED AT A RATE OF TWO TONS PER ACRE. SOIL STABILIZATION BLANKETS AND MATTING - 3.36 SOIL STABILIZATION MATTING SHALL BE APPLIED IN THE CONVEYANCE AREAS OF THE DESIGNED DIVERSIONS TO HELP REDUCE VELOCITIES AND AID IN THE ESTABLISHMENT OF VEGETATION. A DETAIL SHOWING THE PROPER MATERIALS AND INSTALLATION IS SHOWN ON THE PLAN. 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. 1.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. 2. 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. GENERAL NOTES 1. THE INFORMATION AND DATA SHOWN OR INDICATED WITH RESPECT TO THE EXISTING UNDERGROUND UTILITIES AT OR CONTIGUOUS TO THE SITE ARE BASED ON INFORMATION AND DATA FURNISHED TO THE OWNER AND ENGINEER BY THE OWNERS OF SUCH UNDERGROUND FACILITIES OR OTHERS. THE OWNER OR ENGINEER SHALL NOT BE RESPONSIBLE FOR THE ACCURACY OR COMPLETENESS OF SUCH INFORMATION OR DATA. THE CONTRACTOR SHALL HAVE FULL RESPONSIBILITY FOR CONFIRMING THE ACCURACY OF THE DATA, FOR LOCATING ALL UNDERGROUND UTILITIES, FOR COORDINATION OF THE WORK WITH OWNERS OF SUCH UNDERGROUND UTILITIES DURING CONSTRUCTION, FOR THE SAFETY AND PROTECTION THEREOF AND REPAIRING ANY DAMAGE THERETO RESULTING FROM THE WORK. ALL OF THESE CONDITIONS SHALL BE MET AT NO ADDITIONAL COST TO THE OWNER. THE CONTRACTOR SHALL CONTACT "MISS UTILITIES' OF VIRGINIA AT 1-800-552-7001 PRIOR TO THE START OF WORK. 2. WHEN WORKING ADJACENT TO EXISTING STRUCTURES, POLES, ETC., THE CONTRACTOR SHALL USE WHATEVER METHODS THAT ARE NECESSARY TO PROTECT STRUCTURES FROM DAMAGE. REPLACEMENT OF DAMAGED STRUCTURES SHALL BE AT THE CONTRACTOR'S EXPENSE. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING ALL EXISTING SITE STRUCTURES FROM DAMAGE AND COORDINATING WORK SO THAT THE OWNER CAN MAKE NECESSARY ARRANGEMENTS TO MODIFY/PROTECT EXISTING STRUCTURES FROM DAMAGES. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING ALL UTILITY OWNERS, ADJACENT LAND OWNERS WHOSE PROPERTY MAY BE IMPACTED AND THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO COMPLETING ANY OFF -SITE WORK. 5. CONTRACTOR SHALL NOTIFY AND COORDINATE ALL WORK INVOLVING EXISTING UTILITIES WITH UTILITY OWNERS, AT LEAST 72 HOURS PRIOR TO THE START OF CONSTRUCTION. 6. CONTRACTOR SHALL IMMEDIATELY REPORT ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS AND CONTRACT DOCUMENTS TO THE OWNER AND ENGINEER. 8. CONTRACTOR SHALL ADJUST ALL APPURTENANCES AS REQUIRED TO MATCH NEW GRADES. THE EXACT LOCATION OF APPURTENANCES SHALL BE COORDINATED WITH THE OWNER. 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 THE CONTRACTOR FROM THE RESPONSIBILITY OF ADHERENCE TO THE CONTRACT AND FOR ANY ERROR THAT MAY EXIST. EROSION & SEDIMENT CONTROL NOTES: 1. ALL VEGETATIVE AND STRUCTURAL EROSION & SEDIMENT CONTROL (E&S) PRACTICES WILL BE CONSTRUCTED AND MAINTAINED IN ACCORDANCE WITH THE MINIMUM SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATION 9VAC25-840-40. 2. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO COMMENCEMENT OF LAND DISTURBING ACTIVITY AND ONE WEEK PRIOR TO FINAL INSPECTION. THIS REQUIREMENT CAN BE WAIVED AT THE DISCRETION OF THE PLAN APPROVING AUTHORITY. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ONSITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING BUT NOT LIMITED TO, OF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTRY EROSION AND SEDIMENT CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN REVIEWING AUTHORTY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION AND SEDIMENT CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN REVIEWING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABALIZATION IS ACHEIVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALY AND AFTER EACH RUN-OFF PRODUCING STORM EVENT. ANY NECESSARY REPARIS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10.INSTALL AND MAINTAIN CONSTRUCTION ENTRANCES FOR ENTIRE PROJECT AT ALL LOCATIONS WHERE VEHICLES ENTER/LEAVE THE WORK AREA AND WHERE SOIL IS STOCKPILED. 11. MAINTAIN ALL EROSION AND SEDIMENT CONTROL UNTIL THE COMPLETION OF FINAL STABILIZATION. UNLESS OTHERWISE NOTED ON THE PLANS REMOVE ALL EROSION & SEDIMENT CONTROLS FOLLOWING THE ESTABLISHMENT OF A PERMANENT VEGETATIVE COVER AND COMPLETION OF FINAL STABILIZATION. MANAGEMENT STRATEGY AND SEQUENCE OF CONSTRUCTION THE FOLLOWING ARE THE PROPOSED MANAGEMENT STRATEGIES AND DETAILED SEQUENCE OF CONSTRUCTION. REQUIRED PERMITS MUST BE IN -HAND BEFORE WORK BEGINS: PHASE 1-A 1. INSTALL CONSTRUCTION ENTRANCE AND INLET PROTECTION ALONG BELVEDERE BLVD, 2. INSTALL SEDIMENT TRAP 1 AND ITS DIVERSIONS. 3. INSTALL SILT FENCE AROUND SEDIMENT TRAP 2 LOCATION. 4. INSTALL STORMPIPES AS SHOWN WITH MINIMUM DISTURBANCE OF SITE (CLEAR ONLY TREES REQUIRED TO BE REMOVED FOR STORM INSTALLATION). PHASE 1-B 1. INSTALL SEDIMENT TRAP 2 AND ITS DIVERSIONS, AND THE REMAINING SILT FENCE ON SITE AS SHOWN ON PLAN. 2. CONTACT THE ENGINEER AND ALBEMARLE COUNTY FOR INSPECTION AND APPROVAL OF ALL E&S CONTROL MEASURES. 3. UPON APPROVAL OF E&S CONTROL MEASURES, BEGIN WHOLESALE CLEARING, GRADING, AND STOCKPILING AND DEMOLITION OF STRUCTURES AND SIDEWALK.(CONTRACTOR SHALL NOT FILL THE AREA WHERE STORMTECH MC-3500 WILL BE LOCATED UNTIL IT'S TIME TO INSTALL THE FILTRATION SYSTEM & SHALL MAINTAIN TEMPORARY SLOPE TO ST-1 4. MAINTAIN SILT FENCE, DIVERSIONS, AND CONSTRUCTION ENTRANCE). PHASE 2 1. INSTALL CONSTRUCTION ENTRANCE AT THE NEW LOCATION AS SHOWN. 2. INSTALL RETAINING WALL AT THE SOUTH EAST CORNER. 3. INSTALL SANITARY, WATER AND THE REST OF THE STORM UTILITIES. 4. BEGIN CONSTRUCTION OF THE RESIDENTIAL UNITS ON LOTS 1-17. PHASE 3 1. REMOVE SEDIMENT TRAPS AS PERMITTED BY COUNTY INSPECTOR. 2 EXTEND PIPE (C4-C3) BY SEDIMENT TRAP 2 & INSTALL (82-81) AS SHOWN. 2. INSTALL STORMWATER DETENTION SYSTEMS. SEE SHEET C18 FOR GUIDANCE. CAST THE WEIR WALLS IN STRUCTURE Al & A2 3. BEGIN CONSTRUCTION OF THE RESIDENTIAL UNIT ON LOT 18, AND THE OFFICE BUILDING. 4. FINISH GRADING AS SHOWN ON THE PLAN. 5. PAVE THE PARKING LOT ON TOP OF STORMTECH MC-3500 & INSTALL CURBS. 7. ENSURE ROAD STABILIZATION, AND ALL E&S CONTROL MEASURES. STORMWATER MANAGEMENT: WATER QUALITY: TO ADDRESS RUNOFF QUALITY REQUIREMENTS SET FORTH IN 9VAC25-870-65, THE SITE LAND COVER INFORMATION WAS ENTERED INTO THE VRRM REDEVELOPMENT SPREADSHEET. THIS INCLUDED PRE -DEVELOPMENT AND POST -DEVELOPMENT LAND AREAS. THE VRRM SPREADSHEET, ATTACHED IN THIS PACKET, SHOWED THAT THE PROJECT REQUIRED A TOTAL PHOSPHOROUS (TP) REDUCTION OF 2.12 LB/YR. TO ACHIEVE REQUIRED TP REDUCTION, WE HAVE SELECTED A STORMTECH BMP WITH TWO ISOLATOR ROWS THAT ACHIEVES 40% TP REMOVAL TO TREAT A PORTION OF RUNOFF WHICH FLOWS THROUGH THE SITE. THE STORMTECH BMP WILL TREAT 1.15 LB/YR TP, WHICH IS EQUIVALENT TO REMOVAL OF 54.25% OF SITE. THE REMAINING 0.97 LB/YR TP REDUCTION WILL BE MET WITH A PURCHASE OF PHOSPHOROUS CREDITS FOR THAT AMOUNT. THUS, ALL RUNOFF QUALITY REQUIREMENTS FOR THIS DEVELOPMENT ARE ACHIEVED. WATER QUANTITY: THE SWM QUANTITY CALCULATIONS ANALYZE THE CONCENTRATED RUNOFF FROM THE DEVELOPMENT AT A POINT OF ANALYSIS (POA) AT THE NORTH WESTERN CORNER OF THE DEVELOPMENT PROPERTY. ALL CONCENTRATED RUNOFF FROM THE DEVELOPMENT WILL BE ROUTED TO TWO UNDERGROUND DETENTION FACILITIES AND THEN TO THE PDA. THE SITE WAS DIVIDED INTO TWO DRAINAGE AREAS (DA 1 & DA 2), EACH DRAINAGE AREA FLOWS INTO A DETENTION SYSTEM. THE FIRST DRAINAGE AREA, DA 1, IS 1.779 ACRES WHICH FLOWS INTO THE STORMTECH MC-3500 UNDERGROUND CHAMBER SYSTEM. THE SECOND DRAINAGE AREA, DA 2, IS 0.169 ACRES FLOWS INTO THE STORMTECH SC-310 UNDERGROUND CHAMBER SYSTEM. AFTER THE SITE RUNOFF FROM BOTH DA 1 & DA 2 HAS BEEN CONTAINED IN THE UNDERGROUND DETENTION SYSTEMS, BOTH DETENTION SYSTEMS RELEASE THE WATER OUT TO THE POINT OF ANALYSIS (POA) AT THE NORTH WESTERN CORNER OF THE DEVELOPMENT. THE POST-DEV RUNOFF (QPOST-DEV) FOR THE 1-YEAR STORM EXCEEDS THE MAXIMUM ALLOWABLE PEAK RUNOFF (QMAX) OF 0.13 CFS; HOWEVER, IT REMAINS APPROXIMATELY 50% BELOW THE PRE-DEV LEVEL AND WELL BELOW THE 1 CFS THRESHOLD THAT HAS BEEN CONSIDERED A POINT WHICH VARIANCES CAN BE CONSIDERED TO WAIVE THE ENERGY BALANCE REQUIREMENT. THUS, A VARIANCE REQUEST HAS BEEN SUBMITTED TO THE THE COUNTY OF ALBEMARLE ENGINEER FOR REVIEW. 9VAC25-870-66-C-2(A) REQUIRES THAT THE POINT OF DISCHARGE CONFINES THE POST -DEVELOPMENT PEAK FLOW RATE FROM THE 10-YEAR 24-HOUR STORM EVENT WITHIN THE STORMWATER CONVEYANCE SYSTEM TO AVOID THE LOCALIZED FLOODING. THIS CONDITION IS SATISFIED FOR THE 10-YEAR 24-HOUR STORM EVENT AS THE 10-YEAR RUNOFF IS CONTAINED WITHIN BOTH OF THE DETENTION SYSTEMS. PRE-DEV PEAK RUNOFF MAX. ALLOWED PEAK RUNOFF POST-DEV PEAK RUNOFF 1-YR 0.64 CFS OA4 CFS 0.28 CFS 10-YR 3.32 CFS 3.32 CFS 2.44 CFS 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. 3. ANY WASTE DISCOVERED DURING THE PROJECT SHALL NOT BE MOVED WITH OUT PRIOR AUTHORIZATION OF THE OWNER AND BE DIRECT -LOADED INTO COVERED ROLL -OFF CONTAINERS FOR TEMPORARY STORAGE PRIOR TO DISPOSAL IN A PERMITTED LANDFILL. EROSION & SEDIMENT CONTROL PERMITTING 1.CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL LOCAL AND STATE EROSION AND SEDIMENT CONTROL PERMITS AND MAINTAINING ALL EROSION AND SEDIMENT CONTROLS IN ACCORDANCE WITH THE PERMIT REQUIREMENTS. PERMANENT DETENTION PIPE MAINTENANCE 1. CHECK/CLEAR ORIFICE - SEASONALLY 2. CLEAN/REMOVE HEAVY DEBRIS FROM PIPE - SEASONALLY 3. INSPECT TRASH SCREEN & CLEAR DEBRIS - YEARLY 4. INSPECT CULVERT & CLEAR DEBRIS - YEARLY 5. INSPECT ENTIRE DETENTION PIPE SYSTEM & REMOVE SEDIMENT WITH VAC -TRUCK - EVERY 2 YEARS MINIMUM STANDARDS (MS): ALL APPLICABLE VIRGINIA EROSION AND SEDIMENT CONTROL REGULATIONS AND MINIMUM STANDARDS SHALL BE ADHERED TO DURING ALL PHASES OF CONSTRUCTION. THESE INCLUDE, BUT ARE NOT LIMITED TO THE FOLLOWING: 1. STABILIZATION OF DENUDED AREAS: PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO BARE AREAS WTHIN 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 7 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED AT AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN 14 DAYS. 2. STABILIZATION OF SOIL STOCKPILES: DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. 3. PERMANENT VEGETATIVE COVER A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVE THAT, IN THE OPINION OF THE CITY INSPECTOR, IS UNIFORM AND MATURE ENOUGH TO SURVIVE TO INHIBIT EROSION. 4. TIMING & STABILIZATION OF SILT TRAPPING MEASURES: SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. 5. STABILIZATION OF EARTHEN STRUCTURES: STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. 6. SEDIMENT TRAPS AND BASINS: A SEDIMENT BASIN SHALL CONTROL SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM DRAINAGE AREAS GREATER THAN OR EQUAL TO THREE ACRES. THE SEDIMENT BASIN SHALL BE DESIGNED AND CONSTRUCTED TO ACCOMMODATE THE ANTICIPATED SEDIMENT LOADING FOR THE LAND DISTURBING ACTIVITY. THE OUTFALL DEVICE OR SYSTEM DEVICE SHALL TAKE INTO ACCOUNT THE TOTAL DRAINAGE AREA FLOWING THROUGH THE DISTURBED AREA TO BE SERVED BY THE BASIN. 7. CUT AND FILL SLOPES: CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. 8. CONCENTRATED RUN-OFF DOWN CUT OR FILL SLOPES: CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME, OR SLOPE DRAIN STRUCTURE. 9. WATER SEEPS FROM A SLOPE FACE: WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. 10. STORM SEWER INLET PROTECTION: ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. 11.STABILIZATION OF OUTLETS: BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. 12. WORK IN LIVE WATERCOURSES: WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. 13. CROSSING A LIVE WATERCOURSE: WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX MONTH PERIOD, A TEMPORARY STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIALS SHALL BE PROVIDED. 14. APPLICABLE REGULATIONS: ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. 15. STABILIZATION OF BED AND BANKS THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. 16. UNDERGROUND UTILITIES: UNDERGROUND UTILITIES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER CRITERIA: a. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. b. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES c.EFFLUENT FOR DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFFSITE PROPERTY. d. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. e. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. f. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. 17. CONSTRUCTION ACCESS ROUTES: WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO PAVED SURFACES. WHERE SEDIMENT IS TRANSPORTED ON TO A PUBLIC ROAD SURFACE, THE ROAD SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL LOTS AS WELL AS TO LARGER LAND DISTURBING ACTIVITIES. 18.TEMPORARY E&S CONTROL MEASURE REMOVAL: ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENT. 19.ADEQUACY OF RECEIVING CHANNELS: PROPERTIES AND WATERWAYS DOWNSTREAM FROM THE DEVELOPMENT SITE SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE, DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATES OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION.LOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS: A. CONCENTRATED STORMWATER RUNOFF LEAVING A DEVELOPMENT SITE SHALL BE DISCHARGED DIRECTLY INTO AN ADEQUATE NATURAL OR MAN-MADE RECEIVING CHANNEL, PIPE OR STORM SEWER SYSTEM. FOR THOSE SITES WHERE RUNOFF IS DISCHARGED INTO A PIPE OR PIPE SYSTEM, DOWNSTREAM STABILITY ANALYSES AT THE OUTFALL OF THE PIPE OR PIPE SYSTEM SHALL BE PERFORMED. B. ADEQUACY OF ALL CHANNELS AND PIPES SHALL BE VERIFIED IN THE FOLLOWING MANNER: 1) THE APPLICANT SHALL DEMONSTRATE THAT THE TOTAL DRAINAGE AREA TO THE POINT OF ANALYSIS WITHIN THE CHANNEL IS ONE HUNDRED TIMES GREATER THAN THE CONTRIBUTING DRAINAGE AREA OF THE PROJECT IN QUESTION; OR 2) (A) NATURAL CHANNELS SHALL BE ANALYZED BY THE USE OF A TWO-YEAR STORM TO VERIFY THAT STORMWATER WILL NOT OVERTOP CHANNEL BANKS NOR CAUSE EROSION OF CHANNEL BED OR BANKS. (B) ALL PREVIOUSLY CONSTRUCTED MAN-MADE CHANNELS SHALL BE ANALYZED BY THE USE OF A TEN-YEAR STORM TO VERIFY THAT STORMWATER WILL NOT OVERTOP ITS BANKS AND BY THE USE OF A TWO-YEAR STORM TO DEMONSTRATE THAT STORMWATER WILL NOT CAUSE EROSION OF CHANNEL BED OR BANKS; AND (C) PIPES AND STORM SEWER SYSTEMS SHALL BE ANALYZED BY THE USE OF A TEN-YEAR STORM TO VERIFY THAT STORMWATER WILL BE CONTAINED WITHIN THE PIPE OR SYSTEM. C. IF EXISTING NATURAL RECEIVING CHANNELS OR PREVIOUSLY CONSTRUCTED MAN-MADE CHANNELS OR PIPES ARE NOT ADEQUATE, THE APPLICANT SHALL: 1)IMPROVE THE CHANNELS TO A CONDITION WHERE A TEN-YEAR STORM WILL NOT OVERTOP THE BANKS AND A TWO-YEAR STORM WILL NOT CAUSE EROSION TO CHANNEL THE BED OR BANKS; OR 2) IMPROVE THE PIPE OR PIPE SYSTEM TO A CONDITION WHERE THE TEN-YEAR STORM IS CONTAINED WITHIN THE APPURTENANCES; 3) DEVELOP A SITE DESIGN THAT WILL NOT CAUSE THE PRE -DEVELOPMENT PEAK RUNOFF RATE FROM A TWOYEAR STORM TO INCREASE WHEN RUNOFF OUTFALLS INTO A NATURAL CHANNEL OR WILL NOT CAUSE THE PREDEVELOPMENT PEAK RUNOFF RATE FROM A TEN-YEAR STORM TO INCREASE WHEN RUNOFF OUTFALLS INTO A MANMADE CHANNEL; OR 4) PROVIDE A COMBINATION OF CHANNEL IMPROVEMENT, STORMWATER DETENTION OR OTHER MEASURES WHICH IS SATISFACTORY TO THE VESCP AUTHORITY TO PREVENT DOWNSTREAM EROSION. D. THE APPLICANT SHALL PROVIDE EVIDENCE OF PERMISSION TO MAKE THE IMPROVEMENTS. E. ALL HYDROLOGIC ANALYSES SHALL BE BASED ON THE EXISTING WATERSHED CHARACTERISTICS AND THE ULTIMATE DEVELOPMENT CONDITION OF THE SUBJECT PROJECT. F.IF THE APPLICANT CHOOSES AN OPTION THAT INCLUDES STORMWATER DETENTION, HE SHALL OBTAIN APPROVAL FROM THE VESCP OF A PLAN FOR MAINTENANCE OF THE DETENTION FACILITIES. THE PLAN SHALL SET FORTH THE MAINTENANCE REQUIREMENTS OF THE FACILITY AND THE PERSON RESPONSIBLE FOR PERFORMING THE MAINTENANCE. G. OUTFALL FROM A DETENTION FACILITY SHALL BE DISCHARGED TO A RECEIVING CHANNEL, AND ENERGY DISSIPATORS SHALL BE PLACED AT THE OUTFALL OF ALL DETENTION FACILITIES AS NECESSARY TO PROVIDE A STABILIZED TRANSITION FROM THE FACILITY TO THE RECEIVING CHANNEL. H. ALL ON -SITE CHANNELS MUST BE VERIFIED TO BE ADEQUATE. I. INCREASED VOLUMES OF SHEET FLOWS THAT MAY CAUSE EROSION OR SEDIMENTATION ON ADJACENT PROPERTY SHALL BE DIVERTED TO A STABLE OUTLET, ADEQUATE CHANNEL, PIPE OR PIPE SYSTEM, OR TO A DETENTION FACILITY. J. IN APPLYING THESE STORMWATER MANAGEMENT CRITERIA, INDIVIDUAL LOTS OR PARCELS IN A RESIDENTIAL, COMMERCIAL OR INDUSTRIAL DEVELOPMENT SHALL NOT BE CONSIDERED TO BE SEPARATE DEVELOPMENT PROJECTS. INSTEAD, THE DEVELOPMENT, AS A WHOLE, SHALL BE CONSIDERED TO BE A SINGLE DEVELOPMENT PROJECT. HYDROLOGIC PARAMETERS THAT REFLECT THE ULTIMATE DEVELOPMENT CONDITION SHALL BE USED IN ALL ENGINEERING CALCULATIONS. K. ALL MEASURES USED TO PROTECT PROPERTIES AND WATERWAYS SHALL BE EMPLOYED IN A MANNER WHICH MINIMIZES IMPACTS ON THE PHYSICAL CHEMICAL AND BIOLOGICAL INTEGRITY OF RIVERS STREAMS AND OTHER WATERS OF THE STATE. L. ANY PLAN APPROVED PRIOR TO JULY 1, 2014, THAT PROVIDES FOR STORMWATER MANAGEMENT THAT ADDRESSES ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS SHALL SATISFY THE FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS IF THE PRACTICES ARE DESIGNED TO I. DETAIN THE WATER QUALITY VOLUME AND TO RELEASE IT OVER 48 HOURS; II. DETAIN AND RELEASE OVER A 24-HOUR PERIOD THE EXPECTED RAINFALL RESULTING FROM THE ONE YEAR, 24- HOUR STORM; AND III. REDUCE THE ALLOWABLE PEAK FLOW RATE RESULTING FROM THE 1.5, 2, AND 10-YEAR, 24-HOUR STORMS TO A LEVEL THAT IS LESS THAN OR EQUAL TO THE PEAK FLOW RATE FROM THE SITE ASSUMING IT WAS IN A GOOD FORESTED CONDITION, ACHIEVED THROUGH MULTIPLICATION OF THE FORESTED PEAK FLOW RATE BY A REDUCTION FACTOR THAT IS EQUAL TO THE RUNOFF VOLUME FROM THE SITE WHEN IT WAS IN A GOOD FORESTED CONDITION DIVIDED BY THE RUNOFF VOLUME FROM THE SITE IN ITS PROPOSED CONDITION, AND SHALL BE EXEMPT FROM ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS AS DEFINED IN ANY REGULATIONS PROMULGATED PURSUANT TO § 10.1-562 OR 10.1-570 OF THE ACT. M. FOR PLANS APPROVED ON AND AFTER JULY 1, 2014, THE FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS OF § 10.1-561 A OF THE ACT AND THIS SUBSECTION SHALL BE SATISFIED BY COMPLIANCE WITH WATER QUANTITY REQUIREMENTS IN THE STORMWATER MANAGEMENT ACT (§ 10.1-603.2 ET SEQ. OF THE CODE OF VIRGINIA) AND ATTENDANT REGULATIONS, UNLESS SUCH LANDDISTURBING ACTIVITIES ARE IN ACCORDANCE WITH 4VAC50-60-48 OF THE VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) PERMIT REGULATIONS. N. COMPLIANCE WITH THE WATER QUANTITY MINIMUM STANDARDS SET OUT IN 4VAC50-60-66 OF THE VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) PERMIT REGULATIONS SHALL BE DEEMED TO SATISFY THE REQUIREMENTS OF MINIMUM STANDARD 19. SHIMP ENGINEERIN G1 LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM IN VSMP PLAN ary a" 1.45183 1 lilt I ,4r At 1 N� 999 RIO ROAD ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2021.01.08 REVISION: 1) 2021.03.11 2) 2021.04.29 3) 2021.07.22 4) 2021.08.11 FILE NO. EROSION CONTROL NARRATIVE 19.006 IP /1BPS / (TBR)V . \ \ EX. DRAINAGE ESMT DB 377 x \TING F OF (5 PG 36 s. VA ::E Q P TBRco / ¢ v DC rn / \ \ \ \ O L/ �O / � V � / / / MD / - TM a2F- 0 \ / - / / / '� ^ 75 PSMU \ \ \ \�9. /Ts xl CJ/ / p \ \\ \\ \ \ PHASE IP / / /®�L (TBR) / / / \ N TMP 61 154B \ / PHASE 1-B :* SIG WINDMILL VENN�URES LLC �x MINIMUM DIS RBA�CE OFFEE / ON THIS SID OF- SITE / a DB 4505 �G 218 RIO ROAD EAST N Du / / / ZONE: INEIGHBORHOOU MODEL DISTRICT \ DURING PH -A V RIABLE WIDTH R/W Ix ` I / I // / I USE: SINGLE FAMIILY RESIDENTIAL \ - J / / Sr E BEON C12 DB 3772 PG 366 W' W / / 1.9181AC / // P ELIEV? �72.00 / DC x / ./ / 28.2 TBR) \ / I I / / / � /� / EX. 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X I DUNLORA COMMUNITY USE: UNASSIGNED 20 AC SHEPHERDS RIDGE AT DUNLORA ASSOCIATION INC I 0.10 AC I F WLER RID E1� DB 5202 PG 778- COMMUNITY ASSOCIATION INC CC1RT 49' R / I ZONE: R4 RESIDENTIAL DB 5202 PG 778 DB 4839 PG 5 I ZONE: R4 RESIDENTIAL USE: UNASSIGNED USE: UNASSIGNED N MATCH LINE 0.30 AC / I I 0.61 AC NOTE: STORM PIPES INSTALLATION SHOWN (EXCEPT FOR TEMPORARY PIPE NOTED) MATCHES THE FINAL PIPES. PHASE 1-A 1. INSTALL CONSTRUCTION ENTRANCE AND INLET PROTECTION ALONG BELVEDERE BLVD. 2. INSTALL SEDIMENT TRAP 1 AND ITS DIVERSIONS. 3. INSTALL SILT FENCE AROUND SEDIMENT TRAP 2 LOCATION. 4. INSTALL STORMPIPES AS SHOWN WITH MINIMUM DISTURBANCE OF SITE (CLEAR ONLY TREES REQUIRED TO BE REMOVED FOR STORM INSTALLATION). PHASE 1-B 1. INSTALL SEDIMENT TRAP 2 AND ITS DIVERSIONS, AND THE REMAINING SILT FENCE ON SITE AS SHOWN ON PLAN. 2. CONTACT THE ENGINEER AND ALBEMARLE COUNTY FOR INSPECTION AND APPROVAL OF ALL E&S CONTROL MEASURES. 3. UPON APPROVAL OF E&S CONTROL MEASURES, BEGIN WHOLESALE CLEARING, GRADING, AND STOCKPILING AND DEMOLITION OF STRUCTURES AND SIDEWALK. (CONTRACTOR SHALL NOT FILL THE AREA WHERE STORMTECH MC-3500 WILL BE LOCATED UNTIL IT'S TIME TO INSTALL THE FILTRATION SYSTEM & SHALL MAINTAIN TEMPORARY SLOPE TO ST-1 4. MAINTAIN SILT FENCE, DIVERSIONS, AND CONSTRUCTION ENTRANCE. VOTE ALL SOIL ON THIS SITE IS 21B WITH HSG: B 20 0 I ROAD g PAVEMEN DRIVEWA Si IN jI THIS EAREA ARE TO p5-11OV�I AKI PROVED 4�P .. S �_ 2�1 00112 T 1478.26 U-274 73 - 1 _s �s s s Y g / /5 I5 5 N. C7 r, rnd 1 N L'+0 DO I q V•IA$rt WIDTH A- ILITY ESMT A 49 +. PGI68_ I\_ A VED 58 .12 �i • N=4 1 s y V -. U1 01 F � i- �Pl kDVE� ), 112 - 7 .12� -_ J 9 22 )U ' 69�02 -- ' P )0 40 60 Scale: 1 `20' SOIL EROSION & SEDIMENT CONTROL SYMBOLS ►ooel [DRAWN TO SCALE] TS PS MU DC N0. TITL_L KEY 3.02 CONSTRUCTION ENTRANCE CE SF 3.05 SUPER SILT FENCE 3.09 TEMPORARY DIVERSION DIKE 3.13 SEDIMENT TRAP ST 3.07 INLET PROTECTION P 3.31 TEMPORARY SEEDING TS 3.32 PERMANENT SEEDING 3.35 MULCH 3.39 DUST CONTROL LOD LIMITS OF DISTURBANCE MATCH LINE mp ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM IN VSMP PLAN a`a" 999 RIO ROAD ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2021.01.08 REVISION: 1) 2021.03.11 2) 2021.04.29 3) 2021.07.22 4) 2021.08.11 FILE NO. 19.006 EROSION CONTROL PLAN - PHASE 1 C9 1 } / LIMITS OF ' DISTURBANCE Ip A=.2.24 AC......... ' I � � W OFF ® S E L Im � I - c m A / 2 RIO ROAD EAST V RIABLE WIDTH R/W DB 3772 PG 366 W W x I.) F a_ 70 470 6E a I � \4 .00' a BAFFLE L4.00'; i TMP 62F2-B SHEPHERDS RIDGE AT DUNLORA COMMUNITY ASSOCIATION INC DB 5202 PG 778 ZONE: R4 RESIDENTIAL USE: UNASSIGNED 0.61 AC ASSEMBLY — — LINE FA \\II LOT 8� 1,412SF LOT 9 �1,277SF LOT 0 1,334SF LOT 11 1,397SF/ LOT 12 1,406SF LLO0T 13 -f,800SF \ / 1 80 LOT 8-13 \ AFFORDABLE ATTACHED / UNITS \ / -4� BENCHMARK / QN-3911037.,67 E-11493847.99 TMP 62F2-A SHEPHERDS RIDGE AT DUNLORA COMMUNITY ASSOCIATION INC DB 5202 PG 778 ZONE: R4 RESIDENTIAL USE: UNASSIGNED 0.30 AC LLLV-4/6.b2 NAIL TMP 62F2-X DUNLORA V LLC DB 4717 PG 703 ZONE: R4 RESIDENTIAL USE: UNASSIGNED 0.10 AC TMP 62F-E1 ROBERT HAUSER HOMES INC C/O STONEHAUS DB 4717 PG 703 ZONE: R4 RESIDENTIAL USE: FOREST 1.20 AC SHEPHERDS RID R AD SOIL EROSION & SEDIMENT CONTROL SYMBOLS EI() TITI T I/L-v x -x -x -x [DRAWN TO SCALE] CONSTRUCTION ENTRANCE SUPER SILT FENCE TEMPORARY DIVERSION DIKE SEDIMENT TRAP INLET PROTECTION TEMPORARY SEEDING PERMANENT SEEDING DUST CONTROL BLANKET & MATTING SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. CHARLOTTESVILLE VA, 22902 434.227.5140 JUSTIN@SH IMP-ENGINEERING.COM VSMP PLAN 999 RIO ROAD ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2021.01.08 REVISION: 1) 2021.03.11 2) 2021.04.29 3) 2021.07.22 4) 2021.08.11 19.006 EROSION CONTROL PLAN - PHASE 2 I = LIMITS OF DISTURBANCE 0 40 .f cio 1E21111111 0 =-d99Y3-C -Q�L II.,,...11..11liII1 I LOW MAINTENANCE GROUND COVER ON Iwo ALL SLOPES GREATER THAN 3�1N HIV-.®®v��-I�.ui•�■�•s��J_ �\ QII�I'����1►� Ig Nil I DOG PARK I ♦ ♦' LOT 1-7 !� �GFp-. i���O� ��a�� �al■M�■tea■R a � 1 • �r I • 1 u i�.FEW VARIABLE WIDTH R/W ✓ 0 #3 STONE INV. 6� DB 3772 PG 366 W W / Co I 1 / 67.5'/ Imo° o ° 0f FICE F III a I 3,9� 8.5 SF Y F E 477 i N Dc n BENCH N-391i O8 E-114 E ELE 4 IRON C UTILITY POLE L W MAINTENANCE GROUND COVER ON ALL SLOPES GREATER THAN 3:1 MDH11 V VIVGV TMP 62F-E2 COL O NTY OF ALBEMARLE DB 4830 PG 20 0.187 AC TMP 62F2-B SHEPHERDS RIDGE AT DUNLORA COMMUNITY ASSOCIATION INC DB 5202 PG 778 ZONE: R4 RESIDENTIAL USE: UNASSIGNED 0.61 AC I I I I I � I I , ■ �� ■ �� /� f_ � lt�l[laril�l� MIME AAF IN B1, II ' I \\II � 7LOT I LOT 8� 1,412SF LOT 9 q,277SF L00 1,334SF LOT 11 1,397SF 12 1,406SF LLO0T 13 AOOSF FF, 478.5 Pff 478.5 FFE 478.5 FFE 478.5 FFE 477.5 FFE 477.5 "FIRE ACCESS ONLY` SIGN LOT 8-13 60 \ \ � AFFORDABLE MERG€NCY ACCESS NTRANC ATTACHED / SEE DEVAIL 31,12 UNITS / \ IRE ACCESS ONLY" Slow AA / 1 _ N i a n / / i a � CRS LOT 14 LOT 15 LOT 16 / LOT 17 ) B LOB� 18 2,111SF 2,098SF 1,970SF 2,106SF / 2,410SF FFE 480 / FFE 479.5 FFE FFE 479.5 I FFq 478 / LOT 14-18 I 479. C I _a- / / - SFD 1 X - a-78X \ w -' Nib / / l / l\ BENCHMARK / 'VN-3911037.87 - - - - - - SCE 14933884f7� - - NAIL TMP 62F2-X DUNLORA V LLC TIP 62F2-A DB 4717 PG 703 SHEPHERDS RIDGE AT ZONE: R4 RESIDENTIAL DUNLORA COMMUNITY USE: UNASSIGNED ASSOCIATION INC I 0.10 AC DB 5202 PG 778- ZONE: R4 RESIDENTIAL USE: UNASSIGNED 0.30 AC I PHASE 3 1. REMOVE SEDIMENT TRAPS AS PERMITTED BY COUNTY INSPECTOR. 2. EXTEND PIPE (C4-C3) BY SEDIMENT TRAP 2 & INSTALL (132-131) AS SHOWN. 3. INSTALL STORMWATER DETENTION SYSTEMS. SEE SHEET C18 FOR GUIDANCE. CAST THE WEIR WALLS IN STRUCTURE Al & A2 4. BEGIN CONSTRUCTION OF THE RESIDENTIAL UNIT ON LOT 18, AND THE OFFICE BUILDING. 5. FINISH GRADING AS SHOWN ON THE PLAN. 6. PAVE THE PARKING LOT ON TOP OF STORMTECH MC-3500 & INSTALL CURBS. 7. ENSURE ROAD STABILIZATION, AND ALL E&S CONTROL MEASURES. NOTE ALL SOIL ON THIS SITE IS 21B WITH HSG: B I / WP I / / I / 'WALL HEIGHT 4' �Cw / IP / / a 472 y / S AX. WALL HEIGHT 6' / I / TMP 62F-El / ROBERT HAUSER HOMES INC C/O STONEHAUS DB 4717 PG 703 / ZONE: R4 RESIDENTIAL SHEPHERDS RIDGE USE: FOREST RC/AD 1.20 AC 20 0 )0 40 60 / Scale: 1 "=20' SOIL EROSION & SEDIMENT CONTROL SYMBOLS N0, TITLE KEY 3.02 CONSTRUCTION ENTRANCE x -x -x -x 3.05 SUPER SILT FENCE SF 3.09 TEMPORARY DIVERSION DIKE [DRAWN TO SCALE] 3.13 SEDIMENT TRAP ST IP 3.07 INLET PROTECTION TS 3.31 TEMPORARY SEEDING TS PS 3.32 PERMANENT SEEDING MU 3.35 MULCH DC 3.39 DUST CONTROL g�M 3.36 BLANKET & MATTING B/M = LIMITS OF DISTURBANCE LOD SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM IMF am IN VSMP PLAN 999 RIO ROAD ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2021.01.08 REVISION: 1) 2021.03.11 2) 2021.04.29 3) 2021.07.22 4) 2021.08.11 FILE NO. 19.006 EROSION CONTROL PLAN - PHASE 3 ci 1 STONE 70' MIN. CONSTRUCTION ACCESS 3" SM-2A ASPHALT TOP COURSE EXISTING 2% 2% PAVEMENT �, 5" M,N. 21A AGGRLGAIL BASE PROFILE STONE 70' MIN. CONSTRUCTION rASPHALT PAVED ACCESS -X I V / WASHRACK EXISTING 2% 2% PAVEMFVT-' 12' MIN.* T *MUST EXTEND FULL WIDTH L-�- q� �-POSITIVE DRAINAGE OF INGRESS AND EGRESS TO SEDIMENT OPERATION TRAPPING DEVICE PLAN 12' MIN. POSIPVE DRAINAGE TO SEDIMENT 29 TRAPPING DEVICE FILTER 111_0711J _-- SECTION A -A A nunimimn water tap of 1 inch must be installed with a nu niumm 1 inch ballcock shutoff vahre sul lyiug a wash hose with a diameter of 1.5 inches for adequate constant presI acre. Wash water must be carried away from the enhance to an approved settlun, area to remove sediutent. All sednneiit shall be prevented ft-oul entering stoma (hair, ditches of watercourses. PAVED WASH RACK NO SCALE 9 � PAVED CONSTRUCTION ENTRANCE (PCE C12) Not To Scale CULVERT INLET SEDIMENT TRAP � II CLASS I RIP RAP RIPRAP HEADWALL AZ \ \� INVERT - PIPE * I l L I 11( VDOT #3, #357, OR #5 SEDIMENT STORAG // COARSE AGGREGATE y / E AREA *STORAGE REQUIREMENTS EQUIVALENT TO THAT OF TEMPORARY SEDIMENT TRAP, STD. & SPEC. 3.13 a.BARE WET STORAGE (B PERSPECTIVE VIEW (BELOWW BASE OF STONE) 67 C.Y./ACRE DRY STORAGE (BASE OF STONE TO TOP OF STONE BERM) PIPE INVERT NATURAL GROUND RIPRAP HE 1' 2' \ I AREAS TO BE DISTURBED ' (CUT, FILLED, ETC.) l I IN. i moo► FLOW `CLASS I RIPRAP VDOT #3, #357, OR #5 COARSE AGGREGATE MAX. SEDIMENT DEPTH (CLEAN OUT POINT) AT 1/2 VOLUME OF WET STORAGE AREA ELEVATION SOURCE: NORTH CAROLINA SEDIMENT CONTROL COMMISSION PLATE. 3.08-2 (a:) CULVERT INLET PROTECTION iCIPi C8 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) 7:1 Coarse Spray 450 Acrylic Emulsion (Traffic) 3.5:1 Coarse Spray 350 DUST CONTROL (DC) W 2 Not To Scale BERM ELEVATIONS ARE PER DETAIL 8 ON THIS SHEET 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. Add 20 lbs/acre Indian grass when slopes are greater than 3:1. May 1 through August 15: Kentucky 31 Fescue - 128 lbs/acre; Red Top Grass - 2 lbs/acre; Foxtail Millet - 20 lbs/acre. Add 20 lbs/acre Indian grass when slopes are greater than 3:1. August 16 through October 31: Kentucky 31 Fescue - 128 lbs/acre; Red Top Grass - 2 lbs/acre; Annual Rye - 20 lbs/acre. Add 20 lbs/acre Indian grass on slopes greater than 3:1. November 1 through February 15: Kentucky 31 Fescue - 128 lbs/acre; Red Top Grass - 2 lbs/acre; Winter Rye - 20 lbs/acre. Add 20 lbs/acre Indian grass on slopes greater than 3:1. MULCHING SPECIFICATIONS: Straw or hay at a rate of 2 tons/acre. Must be anchored. Spread with mulch blower or by hand. LIME AND FERTILIZER SPECIFICATIONS: Lime and fertilizer needs should be determined by soil tests. Soil tests may be preformed by the Cooperative Extension Service Soil Testing Laboratory at VPI&SU, or by a reputable commercial laboratory. Information concerning the State Soil Testing Laboratory is available from CITY Extension Agents. Under unusual conditions where it is not possible to obtain a soil test, the following soil amendments will be applied: For Permanent Seeding: Seeded areas shall be limed at a rate of 2 tons per acre, and fertilized at a rate of 1,000 lbs. per acre of 10-20-10 (10 lbs. per 1,000 square feet) or equivalent. For Temporary Seeding: Seeded areas shall be limed at a rate of 2 tons per acre, and fertilized at a rate of 600 lbs. per acre of 10-20-10 (10 lbs. per 1,000 square feet) or equivalent. LOW MAINTENANCE GROUND COVER: SOUTHEAST NATIVE GRASS SEED MIX (AMERICAN MEADOWS INC.) For slopes steeper than 3:1 grade, Mix the following seeds at 30 lbs/acre each, along with EC-2 Matting: Virginia Wildrye (Elymus virginicus), Little Bluestem Grass (Schizachyrium scoparium), Purpletop (Tridens flavus), Broomsedge (Andropogon virginicus), and Indian Grass (Sorghastrum nutons). 4 PERMANENT SEEDING PS C12 Not To Scale TABLE 3.31-C TEMPORARY SEEDING PLANT MATERIALS, SEEDING RATES, AND DATES N m Lw SEEDING RATE NORTH` 5 TEMPORARY SEEDING C12 Not To Scale 1992 3.35 Source: Va. DSWC TABLE 3.35-A ORGANIC MULCH MATERIALS AND APPLICATION RATES RATES: MULCHES: NOTES: per Acre Per 1000 sq. ft. Straw or Hay Ill - 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 15� 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 ;hound be used, apply at a minimum rate of 2000 lbs./ac. or 45 lbs./1000 sq. ft. 6 MULCHING MU C12 CONSTRUCTION OF A SILT FENCE (WITH WIRE SUPPORT) 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO THE POSTS. TRENCH UPSLOPE ALONG THE LINE OF POSTS. I I �l FLOW 3. ATTACH THE FILTER FABRIC TO THE WIRE FENCE AND EXTEND IT INTO THE TRENCH. 01,10 FLOW 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. SILT FENCE (SF Not To Scale 3.36 -1 TYPICAL ORIENTATION OF TREA TMENT - 1 (SOIL STABILIZATION BLANKET) r44MlIWl ON $N" I SLOPES, STRIPS C# NETHNG PROTECTIIE COKFING5 MAY RE APPLIED ACROSS THE SLOPE. BERM WHERE THERE 6 A BERM AT THE TOP OF THE SLOPE, BORIC THE MATERIAL OVER THE BERM 910 ANCHOR R BEHIND THE BERM I _ aN SLOPES, APPLY PNOT CWERNG PARALLEL TO THE ORECR04 Of FLO* AND ANCHOR SECURELY BRING MATERIAL oOPR+ TO A IETEI AREA BEFTAE 1FibIN'NC THE 01510MIATIOM It IKE END - IBDER 4' AND STARE AT 17 NTEWALS _ IN C1TC1F3, APPLY PROTECTME CQTRINC PARALLEL TO " DIRECTION OF FLOW USE CHECK SLOTS AS REOWIED AVOID JOINING MATERIAL N THE CENTER Of THE DR01 IF AT ALL POSSIBLE. TYPICAL TREATMENT - 1 (SOIL STABILIZATION BLANKET) INSTALLATION CRITERIA ANCHOR sLDT LGrE3 APPPER 1 0MATElY YS, STAPLES AL ROLL. PER 100 $0. YDS. CT AN SLOE ROIL. ANCHOR SLOTS, BE BUN SLOTS i aEc« sLBTs ro BE BURIED It TO ,t Ak IY MAX. 4:1 OR PLATTER S MVI SREPER THAN 41 J n,NcrtoH slot 70 B AND END BU I I I I 11 1 W l l _ - CIEOc YET' TO BE SNUCY (BUTTED (.CITE hESH MILL Huc I 1 ' iTPMIVI roro SEALED w ,a►tT LIEU OF EDGE JONT) 1 1 W W I I 40 w JOINT Y WIN. U&N, RRMLY 0M MESH ONLY) 1 1 1 1 AJCIIDR SLOT 5' MAX. 61 OR FLATTER 1 1 �- 3• MUI. STEEPER THAN 4:1 Y T I I F 1 1 I I I .pyE.NIfX 1LY�4..E. I 70 - TWF CHECK SLDR 11 Y Y I I 1 1 I MIM. - - vw. AA TO ,Y e' TO or MIN, PLAN VIEW STAPLING DIAGRAM STAPLE FORMED FROM NO, IF STEEL MORE. CHECK SLOTS R BLS, r STAPLE MM. LENGTH FOR SANDY SOIL 50.CEQ INTERVALS, ALS: S. STAKE MPJ L04CTN FOR OTHER SOL NOT REO.•D WITH ALL COME►NATKxfBUNKETS .ivCTsaa St OT TAMP _ f1AML� FERMIIML Fp.O . C t0 ,Y TAMP FI'OILY Source: Adapted from Ludlow Products Brochure Plate 3-1&1 1 Sources VDUTBQAX SOIL- STABILAZATCN BLANKET 3.36-1 Sediment Trap Design Data No Weir Length DA Wet D1 Wet Vol. Dry D2 Dry Vol. A B C HO(ft) H (ft.) Z (ft.) W(ft) (ft.) (Acs.) Vol. (ft) Cy Vol. (ft) Cy (Req.) (Prov.) (Req.) (Prov.) 1 470.0 468.5 466.5 2.0 3.0 3.0 4.0 7.7 1.28 85.9 2.0 87.4 85.9 1.5 174.1 2 472.0 470.5 468.5 4.0 5.0 3.5 4.5 4.0 0.67 44.8 2.0 46.3 44.8 1.5 96.6 ORIGINAL 1 Z GROUND ELEV. EL=A Area 2 DRY STORAGE D2 67 CU. YD./ACRE Avg EL=B Area 1 WET STORAGE 67 CU. YD./ACRE D1 ,^ FILTER CLOTH ORIGINAL (EXCAVATED) GROUND EL=C ELEV. *SEE PLATE 3.13-1 COARSE AGGREGATE** CLASS I RIPRAP CROSS SECTION OF OUTLET CLASS I RIPRAP LENGTH (IN FEET) = 6 * DA (IN ACRES) A_ INDIVERSION DIKE !ijCOARSE AGGREGATE EXCAVATED 11 FILTER CLOTH AREA **COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 OUTLET (PERSPECTIVE VIEW) 1992 3.13 MINIMUM TOP WIDTH (W) REQUIRED FOR SEDIMENT TRAP EMBANKMENTS ACCORDING TO HEIGHT OF EMBANKMENT (FEET) 4-- W a - x Ib w ---_-------- 1.5 0.5 2.0 1.0 2.0 2.0 2.5 1.5 3.0 2.0 2.5 2.5 3.5 2.5 No H 4.0 3.0 3.0 3.0 4.5 ss s.o ao 4.0 4.s - DVAVA1rP ,� GROUND Source: Va. DSWC Plate 3.13-1 TEMPORARY SEDIMENT TRAP 1 , L / Not to Scale GRAVEL CURB INLET SEDIMENT FILTER RUNOFF WATER SEDIMENT CONCRETE GRAVEL FILTER SPECIFIC APPLICATION 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 10:�INLET PROCTION RIP) C12 Not To Scale SOURCE: VA. DSWC PLATE 3.10-1 11 TEMPORARY DIVERSION FILL (FD) 12 Not To Scale TEMPORARY DIVERSION DIKE Compacted Soil 12 TEMPORARY DIVERSION DIKE DD C12 Not To Scale Plate 336-2 SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM aIv I N : S H1A4if N .451R3 �IMrat tiNl VSMP PLAN 999 RIO ROAD ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2021.01.08 REVISION: 1) 2021.03.11 2) 2021.04.29 3) 2021.07.22 4) 2021.08.11 FILE NO. 19.006 EROSION CONTROL DETAILS C12 Not To Scale / I / .. .... ..;. .... .,., ... .,.,.. .. .. .. .. ... ... __ CURB ..... ..... .... ..... .... ....... .............. — � / — j > / \ 2 47 47 r / �4aV o / (iHtl LL-tea'-- —y _ — W W �• W— W �W k IW W W W W W e W W W W �c� 411 �. RYpp O ca rn PRE-DEV XIM1 'LMVIOU/S AREA=�.109AC \ PRE-DEV DAB AREA=1.�,e2AC W I N TMP 61 1�4B / LL�VENTURES LOC r w w w'0 w w ��PRE-DEV MAIVI�GED �wINDM TURF AREA�1.173AC/ 4� W W W �, W W W W w W W W <W W W W W Q �D B 4505 rG 218 V W w w W RIO ROAD EAST y l✓ W I W W W/ W W W W W W/ — W W W W/ w �W W W W W W W W W W W W BONE �NDGHBGRHQOU wtOD�L DISTRICT VARIABLE WIDTH R/W W W W/ . W W W/ W W W W / W W �W W W/ W W W W W W y W W W A yUSE, SINGLE vFAMILY RESID,ENTIAL DB 3772 PG 366 1 I W/ W w w /W W W W /w w W W w �W W W .v/� w W W/ W w W I w W W w W 1,91,81A0 I / W W w/ W W W �w W / W w W/ W W W � W /�✓ W W w W W/ W W W W W W W w W w l W W W / W W W / / � // / / / / i / /V, .✓ � � W � w w W / W w � w w w w W w w/ W w w � w W W� w w w/ w w w w wl w w � / /� � � I/ / // // /��� / � w � w w � W w W w\ W W � w w W w w W w w w w / w w ✓ w / I. w W w w w w w W W / w w � / / I / � / / O . W I �W W � w w W \Y w �� W w W W w W W w w �/ W W w W/ � w W y✓ / w w W W yr- �W W / � � / � I / // / / // / ... .. m W w W ✓ w w W W W w w W W w W W w/�� w w w �/ ✓ ✓ w/ ✓ w w m/ w w ✓ I / I I / c� // ) I / O* �C> .. .. R / V / W w �W w W w W \W w W \ W w W W/ w W W✓ w W w w W�6 /W w W W/ w w W w w W w 4w Scale: 1 "=20' \.. LEGEND FA POST DEV IMPERVIOUS 00 4 ° TO STORMTECH MC-3500 7 r a a POST DEV TURF � — 41/ ° a <- TO STORMTECH MC-3500 \' a ° POST DEV IMPERVIOUS TO STORMTECH SC-310 BELVEDERE BLVD. <1 ° ° POST DEV TURF VARIABLE WIDTH R/W TO STORMTECH SC-310 DB 3772 PG 366 POST DEV TURF TO POST DEV DA TO POST DEV DA TO MC-3500 MC-3500 MC 3500 -POST DEV DA TO SC-31 0 \ AREA=1.779AC / c �r �// 4a ° ° ° ° ° ° °°°° ° ° °° ° AREA-0.591 AC �' �� � � _ ° FLOW DIRECTION 472_ _ 7 474- 475- n ° ° ° ° ° ° o ° ° ° ° °a ° ° ° ° °I° ` / / / ° / O y > a X, a °<1 71 y P URF T ° <1 ° �- I ° °° °<7 y 20 ° a y y Iy J y y y Avg AV, FA u 1% ° �° °° °° ° ° °° < -�< °° / / / // / 1 li ° °� ° ° ° a ° °°°°�°° °°°°°°° °°° °° , a MIN RIO ROAD EAST I 1y�y o ^My / — OST 0 V w RIABLE WIDTH R/W I yJ ya / — / — — ° ° ° ° ° ° ° ° ° ° ° ° DB 3772 PG I' a a 4°®°°°°°a�6°° I a^� ��°° °/°°°°°°°° / Q h- < ° ° ° AL� HEIGHT 4 �° <1 h FE 77 y a Tp I P D 0 � N / / a // 5 ° °° / ° / °° ° ° ° ° °� i ° /��° ° / y y °a ° °a ° ° ° °° ° °° °° ° �° °/ ° ° ° °� 1 I 7 �3 75. , ° � �. / R\ /.. � a AV i .• LEGEND PRE DEV IMPERVIOUS PRE DEV TURF FLOW DIRECTION I N : S H1A4if �. N .451R3 �Itwet tiNl VSMP PLAN 999 RIO ROAD ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2021.01.08 REVISION: 1) 2021.03.11 2) 2021.04.29 3)2021.07.22 4)2021.08.11 FILE NO. SWM MAPS 19.006 C13 7s L H X x D A 6 i >> - XX C4 A� 7 765a so 6eo 76 7777 oo 7 - - - n ac � �N o® P o\\ D1176 �1 D A'7�2 D, a a m o 6's 76 76 76 � 4�� 7 El�747eaLZ RIO -ROAD EAST � o 0 T H _ 0 5 7 C1 1 713 , �I VARIABLE WIDTH R/W rn v' rV #3 T Ex73 DB 3772 PG 366 A16 20 (cIOL'o o D4 76�/ooHOW d 7. I E7 / 7T IE IN .� 8G a D 3 D A 10 �n AL� HEIG �^... HT 4 ' a %I 7 A sl �� �' i A rim 93 I 76 7 z3 31 r / 1 B1 72 73 P 75 7630 ��6 .07w ooa 7 s / 723 - 131r X %AX. WALL HEIGHT 6' 999 Rio Road Inlets Drainage Area Summary Impervious C 1 10.9 Pervious C 1 10.3 Str. Type Str. No. Total Area (ft) Turf Imp. (ft) (D) C Area (ac) Ex. DI-3B AO 9,406 9,406 0 0.90 0.22 DI-7 AIA 6,982 788 6,194 0.37 0.16 DI-3B A2 16,534 12,442 4,092 0.75 0.38 36" MH-1 A3 0 0.00 0.00 36" MH-1 B1 0 0.00 0.00 DI-311 B2 2,708 2,620 88 0.88 0.06 DI -A El 16,144 13,838 2,306 0.81 0.37 36" MH-1 C1 0 0.00 0.00 DI-3B C2A 5,847 4,252 1,595 0.74 0.13 MH-1 C2 0 0.00 0.00 MH-1 C3 0 0.00 0.00 DI-7 C4 23,321 12,935 10,386 0.63 0.54 YARD DRAIN D1 3,445 1,662 1,783 0.59 0.08 YARD DRAIN D2 2,867 1,532 1,335 0.62 0.07 YARD DRAIN D3 4,392 1,562 2,830 0.51 0.10 YARD DRAIN ID4 3,180 1,062 2,119 0.50 0.07 999 Rio Road LD-204 Stann"ter Inlet Computations OJcbWO Only Sng ldeb Ody yy a g tl An Er. DI-3B 1 16 0.22 1 0.90 0.19 1 4.0 1 0.78 1 0.00 028 1 0.015 1 0.02 0.02 1 0.00 1 5.0 0A 1 1 100.0% 1 0.78 0.00 M 1.26 0.0 129 6.N 014 98.1% 1.27 0.02 AlA M-7 3.50.5 0.16 0.37 0.06 4.0 0.24 am 0.24 0.015 0.02 0.50 0.00 0.04 0.5 0.08 1.89 65 0.38 0.19 0.57 0.07 0.5 0.14 1.89 A2 Dl-3B 10 0.38 0.75 0.29 4.0 1.14 0.00 1.14 0.015 0.02 0.02 0.00 6.49 0.13 99.7% 1.14 0.00 65 1.85 0.00 1.85 7.78 0.16 89.9% 1.67 0.19 B2 DI-3B 6 0.05 0.88 0.05 4.0 0.22 am 0.22 0.015 0.01 0.01 0.00 4.68 0.07 100.0% 0.22 0.00 65 0.36 0.00 0.36 5.63 0.00 100.0% am 0.00 EI M-A 3.50.5 0.37 0.81 0.30 4.0 1.21 aw 1.21 0.015 0.03 0.01 0.00 0.11 0.5 0.23 7A4 65 1.96 0.00 1.96 0.16 0.5 0.31 9.60 C A DI-3B 6 0.13 0.74 all 4A 0.40 am 0.40 0.015 0.01 am 438 0.09 100.0% 0.40 0.00 65 a. 0.00 0.64 523 0.10 95.1% 0.61 0.03 CA DI-7 3.50.5 0.54 0.63 0.34 4.0 1.36 0.00 1.36 0.015 0.02 0.02 0.12 0.5 0.24 7.90 63 12.20 10.00 220 1 1 1 1 1 1 10.17 0.5 0.34 10.23 DI YARD DRAIN 1 0.08 0.59 0.05 4,0 0.19 am 0.19 0.015 0.05 0.02 0.00 0.08 0.5 0.15 432 63 0.30 0.00 0.30 0.10 0.5 0.20 5.68 D2 YARD DRAIN 1 0.07 0.62 0.04 4.0 0.16 0.00 0.16 0.015 0.05 0.02 0.00 0.07 0.5 0.14 3.91 65 0.27 0.00 027 0.10 0.5 0.19 5.32 D3 YARD DRAIN 1 0.10 0.51 0.05 &a 0.21 0.00 021 0.015 0.05 0.02 0.00 0.08 0.5 0.15 438 63 am 0.00 0.34 0.11 0.5 0.21 6.13 D4 YARD DRAIN 1 0.07 0.50 0.to 4.0 0.15 0.00 0.15 0.015 0.05 0.02 0.00 0.07 0.5 0.13 3.76 6.5 a'_J 0.00 1 0.24 1 1 0.09 05. 0-18 496 999 Rio Road LD-229 STORM DRAIN DESIGN COMPUTATIONS From To Catch. Runoff Inc Accunn ITOC Total Total lup IDn 1pipe Inv Pipe Pipe Velocity Flow time Point Point Area Coef AC AC Intensity Flow (cfs) invert !Iavert Len SlopeDiameter Capacity Inc (ac) (min) (Whr) El El (ft) % (in) (cfs) (WS) (min) 1 2 3 4 5 6 7 8 9 10 1 11 1 12 13 14 15 16 17 A3 A2 - - - - - - 2.61 1 465.30 1 465.00 1 28.66 1.05% 18 9.3 4.5 0.11 *10-Yr Flow from HydroCAD MC-3500 A2 Al 0.38 0.75 0.29 0.29 5.11 5.14 1.47 465.30 465.30 102.16 0.00% 18 1.6 1.0 1.68 Al AO 0.22 0.90 0.19 0.19 6.68 4.78 2.71 464.00 463.75 1 102.16 0.24% 15 10.8 7.3 0.23 **10-Yr Flow from HydroCAD MC-3500 + SC-3 10 AIB AIA - - - - 5.23 5.11 O.IO 464.15 464.02 28.71 0.5% 18 6.4 1.3 0.36 ***10-Yr Flow from HydroCAD SC-310 B2 B1 0.06 0.88 0.05 0.05 5.36 5.08 0.28 470.53 469.33 56.13 2.14% 15 8.2 3.1 0.30 C4 C3 0.54 0.63 0.34 0.34 5.30 5.09 1.73 470.15 469.75 65.95 0.61% 15 4.4 3.2 0.35 C3 C2 0.00 0.00 0.00 0.34 5.35 5.08 1.72 469.55 468.50 175.42 0.60% 15 4.3 3.3 0.88 C2 CI 0.00 0.00 0.00 0.34 5.88 4.96 3.93 468.30 467.92 37.79 1.01% 15 5.6 5.0 0.13 **** Flow from C3-C2+ Flow from C2A C2A C2 0.13 0.74 0.10 0.44 5.13 5.14 2.25 470.90 1 469.70 1 93.16 1.29% 15 6.4 4.7 0.33 999 Rio Road Energy Balance Equation Summary: POA 24 Hr 1 year Storm Comparison: Qarrrwvea< I.F. *(Qpwrrrwvra*RVro-Drrrl/Rva�rwxa Q& <(Qf.I,d*RVr.1w))Rvd..dn I.F. 0.64 0.051 1Mn QdrydoInd 0.14 ds 0.192 SITE AREA: Qn2drrel�ea ac = RVp 111111�w = RVice-4ed = Not Achieved Post-Dev Max Runoff Oly, x 0.28 efs. Site complies with 9VAC2 - 7 A Maximum Q10yr = 3.32 cfs (predev) Achieved Qloyr = 2.44 cfs LF: 1 0.8 FORLDA> 1 AC LF: 1 0.9 IFORLDA<IAC I,DA=0EErAC Pledev Hlo %laces Storm et6 I-yr rl.c�-F IL, Pos(d(-v Flowrales Storm efs 1-yr 10-yr 2.44 N7ow Reduction Check Energy Balance Equation Compliance: Not Achieved 60 POST DEV IMPERVIOUS TO STORMTECH MC-3500 NO HATCH IS TURF AREA - - INLET DRAINAGE AREA FLOW DIRECTION SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM IN VSMP PLAN 999 RIO ROAD ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2021.01.08 REVISION: 1) 2021.03.11 2) 2021.04.29 3)2021.07.22 4)2021.08.11 FILE NO. 19.006 SWM MAPS & CALCS C14 W w w W W W W w W V w w W w w W V� ✓ W v Jo �✓ m Jv v .✓ v m Jv v .✓ v m Ja m Jw v m Ja v Jo v JJ�✓✓ w ------------------- � JW W W W W W W W W W W W W W W JW W Jw W w Jw w JJW W JW W W JW W ✓ W W � VW W Y W w w w w vw w o w w w w vw w w w w w m w w w w w w w w m w w w m w w w w w w w w w w w w w w --- -_-_ � w w w w w w w w w w w w w w w w w w w w .✓ w w �✓ w w Ji w w w w w w �✓ w w .y W w w ,y w W w w w w w m .✓ w w w w w w w w w w w w w w w w .✓ .✓ w w .✓ w w w w .✓ w w w .✓ w w .✓ w w m .✓ w w w w w w -.- - w w w w w w w w w w w w w w w w w w w w w vw w w w w w ✓ w ✓ w w ✓ w w w ✓ w w vw w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w m w w w w w w w w w �✓ w w w w w w FOREST/OPEWSPACE w w w w w w w w w w w w w w w w w w w w w w w w w vw w w w w w w w w w w w w w w w w w w w w w w w w w w w aA=0.35AC IMP:iA=Ow23ACw w w w m m w w w w w w m w w w w w Jw w w w w w w w w w w w w w w w w w w w w w w w w W w w W w w w W w w W W w w W w w W w w w W w w W w w w w w w W W .✓ w w w w W w w w w w w Vw w w w w w Vw w w w w w w w w w w Jw w w w w w w W w w w w w JW w w w W w w Vw -- � w w w w m w w w w w w w w w w w w w w w w w w w w m w �. ✓ w �✓ .� w w w m w w w w w � w w w w m w � w w w w m w w m w W w w JW w w W w w JW w W w w w w w w v TMP 61-15413 WINDMILLwVE0UREIS LL`C W W W W w W W W W W W w W W w W W W w W W w W W W VW W w W W JJW W w w w W W w W w w w w W w W w w w w w w W w w w w w w W w w w w .p 4B 4�05 PG 21H w w w w w w W w w w w W w w w w w w T- w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w zzONE, NEIGHBORHOOD MODAL DISTRICT w w w w w w w w w w w w 3/W-- w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w IUSE:, SINGLE FAMIJLY RESIDZNT16L w w w w w w w w w w i6_____ w w w w w m w w w w w w m w w w w w w w w w m w w w w w w m w w w 1.91�8 AC w w w w w w w w m w w w m w w w w a _� W W w W W W W W W W W W W W ✓ W W W W W W W W W w W W W W W W � N W � JW W JW W w JW W JW W w W W w W w w w w W w w w w w w w w w w w w w Vw w w w w w Vw w w w w Jw w Jw w w w w w w w w w w w w v w w m w w w w w w w w w w w w w w w w w w w m w m w w w w w w w w w w w w w w w w w w w w w w w m w w w w w m w w w w w w m w w w m w w m w w w w w W W w J✓ w J✓ JW JW W w W W W N W W W ✓ W W W W W W N W W W W W W N W W W W W W JW W ---- W w W w N W W N W W w N w w ✓ W W W W W W W W W W W W W W W W W W W W W w W W W W W W JW W W JW W w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w w --- w w w ✓ w w w w w w w w w w w w w w w w w w w w w w w w w w w vw w w w w w w w w w w w w w w w w w - - - TMP 62F—E2 MATCH LINE — � w COUNTY OF ALBEMARLE w w w DB 4830 PG 20 _ 0.187 AC w - - - - - - - - w = f- — 7 - - .✓ w w .✓ w w w .✓ w w .✓ w w w .✓ w w w m w w w m w w w w v Ile Ile TMP 62F-El ROBERT HAUSER HOMES INC 0 0 0 0 T 621 w MATCH LINE 400, 20 0 20 40 60 Scale: 1 "-20' SOIL TYPE IS 21B HSG: B LEGEND PRE DEV IMPERVIOUS PRE DEV TURF s ` PRE DEV WOODS SHIMP ENGINEERIN G1 LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM arf am IN VSMP PLAN 999 RIO ROAD ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2021.01.08 REVISION: 1) 2021.03.11 2) 2021.04.29 3)2021.07.22 4)2021.08.11 FILE NO. 19.006 PRE DEV VRRM MAP C15 Drainage Area A .A dainage Ar<a Alanef ICveFI AM OM CM DUN Tcbb WCwx Rv AM u,eVOue,ywEanml am a0] Mvyp TUlDve9 aw ow am ImP.MammmH.m1 120 1m 0,95 Total Phosphorus Mailable fir Rmmsed In D.A. A IWW) LAID MIAMI Lan Poll. Imentm Treatment Volume in DA. A DL') a.5)9 9tomMMter Bert Management Practices (RR Is Runoff Reduction) _ Ruofl M ,dT ImeeMous Vdarafiem emaini a Total Rep Phosphorus Phosphorus Lead Urm peal Premoherms Mm m Runoff Plar2b RWmb, 6[dl[atea loverI R anon vowme TrcMmmt Removal Immuwneam PhoMmovee In Noploua ma O.atpq lamest area la[resl rmlwlrt'1 Reaumon lx'1 W Prorate Un rea Ixj volWne m'I EXI[len[Y I%I rnm[n PM mPra[drePM Pnml«Iml Ilbl I ar. npmrem o 0 o 1 am am 0.m erptalsd .,a, I".Is) m 0 0 o am am 0.m : a�mPl I.aas.a, o"Is9e[azln 0 0m am aw am 2 h. simPl - a.[a 1.1 n[xn a a Dan am aw ow ¢R.,wnrlaaanTeruns aq lk�M 0 Om am an aw weu.: ne..n War .1 noa n u Om aw ow > 2oincxm love meo-e o,,. j:�:: ntlzexPl . Me:elom. In1z¢e�PI 2A. T. asn-t,°H-1,ISlspac AN Ines N-12ore lsomas, anm„miP . a..'e:rmax...IDNPI 9An,m.M. Pmmmnaw.[Rn eAppro wnmlMSoMDP•[al AS, expo. Up rat age[m z0 0 0 0 0 aw Omis 0.wa. Ow •c�trWMl,Qmeo6NmMMNi in tlN9PTtlOM W am am ...OWseasPPpMaLR So a- Rb. Dysad.MpNarM um:auwMmuRaPH 7-7 be q.M:mWmm�mm� .. mnnnn.nn QpsMla 0 0 1 11Om aw slsare .rub,-M nrsa[mN a Is In a re pzrspawsl [ steam. en,ea,Nas.11a m IS«[Ml is 1 E 0 a a as - .sneml maevDsml. .a,m luxelren o =F [anoan:tlaeeawswlsasm m 0 0 0 0 0 0m o.W 0.w 0.w Toro IMPERPWSCOVERT no(.Q .M ARMOKR DK T MANa DWRFMUTUF D(aq O.w ARFw QEIX: qL NO TDTn RUNOFF RE W MON IN O.A A (x'I 0 TOTAI n105MMUS AVMLANEMR REMGaKIN DA An" 2.8 mliff PHOSN RUSREMOVED WITX RUNOaPRE000110NPRMlICFS IN OAABDMI O.M TOTµ PHOSPHORUS REMAINING AFTER APPMM RIMW REDUCTION PRACTICES IN DA. A PbMI LAID FEE WATER QUALM COMPLIANCE TAB FOR SITE C"MMNCE CALCURATIONS m. wtladampNnDI re Pon mGwwmNa DpsMN I se .111,ra, 1.ur, I eae1a 1 1 No pen Won Us eon mr ar2PPn*1A W.Lp,NGO WeIbMIIDP[M 0a a NaOm m fiGwMrWeaWWMnPpecatil 0E a IsOmam aw va.NurwnpP.[RM 0 0 0 Om uNwn b1n10emlTl,adAsRW 0 0 0 0 0 9s om am am om USA WelPMnaasnQ 0 0 0 0 0 n am 0.m aw aW MA. WetbdnlweRN Na,11W<RM 0 a 00 0 6 am am am a - a ao o m ame sure 1LLMe.lWmiTaMaMWSYyWas I. I 95]9 xSH ... M..ra.mrmr..nu:ban.RSo an Tweausn ingous COVERTRGTFD(ul 1.L0 ARFAmmo: rorvmaNpuEOTueTMFeTRreTEDLaaI oro MEa ONaG OIL TOTM PHOSPHORUS REMOVAL REQUIRED ON SIZE PWYri Doll TOTALPHOSPHORUSAVAIRMSEFORREMOVAL IH DAAPM'ri LAID TUMLPHOSP0 WREMOVEDWPHOUTRUHOPREDULTDX PRACTICES I HD.A. APbMI 1.is NTM PHOSPORUS REMOVED WITH RUNOP REDUCTON PRACTICES IN D.A. A IIbMI OD] MINE PHOSPHORUSL REWCTIONACHIEVED IN DA. AIIbMI 1.15 TOTM PHOSPHORUS REMAINING AMR APPLYING MR LOAD REDUCTIONS IN DR. A (11,111 1.]3 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NIT MNMMOYEDK RU REWLTIONPRACIICESIx D.AAIIO/tt) am XOROGEN REMOVED WmMUr RU REDUCTION PRa[rICE51N DA APbMI aM TMAL NITROGEN REMOVED IN DA.A Pb/11 O.M IN, Ase Pat Site Results (Water Quality Compliance) Area Checks D.A. A D.A. B D.A. C D.p. D DA. E ARMCH CK rOREST/DMNEPME(ac) 0.00 DAM am 0,00 0.00 IMPDMOUS covet 1.) 1.20 0.00 0.01) 0.00 0.00 OK. IMPERVgGGCWFRTXFATD)(ael 1.20 0.W 0.00�UL 0.00 OK. MANAGFDNRF AREA (ac) Oho 0.00 0.00 0.00 0K. MANKEDTURFAIaAT1EATED (RL) O.GO UOO LOO 0.m OL ARMOIECK OK OIL OK. 0K. Site Treatment Volume(ft3) 5,247 Runoff Reduction Volume and TIP By Drainage Area D.A. A D.A. B D.A. C D.A. D D.A. E TOTAL MBLOFp MDUC110NVOLUMEACMIEVED (Re) 0 0 Tr IQRDAVMIAME waREMDVAL ObNn z.eT o00 ���� 0.00 000 0.0o 2.87 TP tORD REISUCTK MHIEVED(Ib/Vr ias o.o0 0.00 000 0.00 1.15 Me LORD REMMNING IIb/Vr) SJ3 0.00 0.00 0.00 0.00 1.73 NI EN LORD REDUCTION ACHIEVED plaint 0.00 0.00 000 0.00 0.00 0.M 3.30 2.11 1.15 Total Phosphorus PNALI'OST-0 LOPMENTTPLOAD(Ib/Vrl TP LORD REDUCTION REQUIRED Qb/Vr) TRIA)ADREDUCTICHIMMEVED (IbAq 1P LOAD REMILINING (lb/yr): 2.15 REMAWINGwP ftmUCTtOrLREQUIREDIIbM)] Mw Total Nitrogen (For Information Purposes) POST-0EVEIOPMFM LORD (Ib/yr) 23.58 NTIROGEN LOAD REDUCTION ACHIEVED(Ib/yr) DIED UMNING MO -DEVELOPMENT NITROGEN LOAD ifthp) 23.58 BELVEDERE BLVD. VARIABLE WIDTH R/W DB 3772 PG 366 RIO ROAD EAST V RIABLE WIDTH R/W DB 3772 PG 366 OEOVIrOMORunofRedu[elm Method RPB mWpment COmpiio=SpmOaxheet - Venion3.0 02011BMPS.M.Ml.nd SPe"' lIns 02013 Draft OMP SbnMNs and 3petlflraelwm m 1 P Its Project Are: 999 RIO Rwa Dote. 412VvelopoD20 GMir Raebpmen[Pelse tt No [alalaelm [Nis Site Information Post -Development Project (Treatment Volume and Loads) ''.. Enter Total Disturbed Area( ones) i 2.2a Check: BMP D¢LOn Speeljkmioau List. 2D13Dnft SU%aSpm maximum Lore xo... me sifts net Increase,.. -dy LOIm[ope.omm enmma [mre[ery] ,/ Post •- op e ® Tololdnmrbedoreo entered? ✓ Pre ReOevelopment Land Corer(acres) --... ---- A9ah A. CSam Dairls N. r..JO. arelxrnl-uminur0etl o 35 r., e.em« es,l.0 a n MamererAunta emu,mnareareaaa tit yams P,mn.,ummmawWman a 1.M mpewemdarla 033 a. Post -Development Land Comer (qe) A3aN IeSe4 Essex D9 Toun I ... V.,- soarcla.s andlnumen, are agea Tunlaaeal3o a pW,d r a91 vuN/ma 0.9] ,. AraaEMek OR OR. M DR. 2.29 Constants mmueff Coemelents M Pnnual aarrtall lnd.d 93 F I Repr• Cfoi 03W - -- - nn.a as ma sv.ntLwLud sun rem.vooeaP, 002 Upsam Dos - -- -- WIPIm18onDPIFMC04M O.M anaeaNTurl all a3o O.z3 0.35 '. On18MC '22 a95 a9s 0.95 a9s ANN'tR IaIONmeMrI O42 IunlrmnmlMAebl am I,., '., _ I, • • -- •- • ••U.• •• r •• awMCwer Semm.O'Pre IwMCowrRmmxyhre (loot) Iwtl6wr9wwmPPod ImMebrvSwm:wrM Pramitemebemem Yn.a Muuea, MAAW .RnewlmM. PrR9tlOmebpmmt eslOnNgm.mn..'amembu. FaeNOpmspeammgaaaR Use r«•^Re."sn^v,.0. .:.u/ow•ws Ixrnl _r'.l as nvOPrerN 0.03 Ialonat ,.ap eryxi«¢st O.w _ eevllPrenl Io O.m 16% IN IN oX .,v ML ManaBxtleiurltaala[resl L. DASD na61a[ml 0.91 ua['tl!u'C. , pea WNMM avlmnl DID ago w.gmee au Rum 0,20 Wigan 1111.1) 020 e MemPe Taa aeeena nix aRm TPa Am enpsvMn( levee Dill a23 mpev.w' cwn (ave.) 133 Mow. mParvnua D. 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L VED 5 12, .58 y5 =4 1 1_0--cs _ LEGEND POST DEV IMPERVIOUS POST DEV TURF SHIMP ENGINEERIN G1 LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM IN VSMP PLAN a`3 999 RIO ROAD ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2021.01.08 REVISION: 1) 2021.03.11 2) 2021.04.29 3)2021.07.22 4)2021.08.11 FILE NO. 19.006 POST DEV VRRM MAP & CALCS C16 M] 144 M ENGINEERED PROJECT KINFORMATION v(�v(� yj PRODUCT 240-46341124 ����* /$OpFDyW�h' ❑ MANAGER: JAMES.CLARK®ADS-PIPE.CGM FOR STORMTECH 1'� MIKE GREEN INSTRUCTIONS, a Y ADS BALES REP: MIKE GREEN DOWNLOAD THE MICHAEL.GREENB)ADS-PIPE.COM ILLLP;M@ INSTALLATION APP PROJECT NO: S225444 ADVANCED DRAINAGE SYSTEMS, INC. 999 RIO ROAD CHARLOTTESVILLE, VA SC-310 STORMTECH CHAMBER SPECIFICATIONS 1. CHAMBER8SHALL BE STORMTECHSC410. 2. CHAMBERS SHALL BE ARCH -SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN. IMPACT -MODIFIED POLYPROPYLENE OR POLYETHYLENE COPOLYMERS. 3. CHAMBERS SHALL ME ET THE REQUIREM ENTS OF MIN F2922(POLETHYLENE)OR ASTM F2418-1 Sa(POLYPRO PYLENE),'STANDARD SPECIFICATION FOR CORRUGATED WALL STORMWATER COLLECTION CHAMBERS'. 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. S. THE STRUCTU RAL DESIGN OF THE CHAMBERS. THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG -DU RATION DEAD LOADS AND 2) SHORT -DURATION EWE LOADS, BASED ON THE MARTO DES ION TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. S. 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 IN CLUDE: 1) INSTANTANEOUS (-I MIN) MARTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2-. • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION. III) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 8.2.8 OF ASTM F2022 SHALL BE GREATER THAN OR EQUAL TO 400 LBSANIIN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73- F 12V C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. S. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A 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 THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.0 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD. THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE MARTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPASTIC PIPE. • THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2922 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE T6-YEAR MODULUS USED FOR DESIGN. 9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN 1809001 CERTIFIED MANUFACTURING FACILITY. IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-310 SYSTEM 1. 8TORMTECH SC-310 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE -CONSTRUCTION MEETING WITH THE INSTALLERS. 2. STORMTECH 8C310 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE-STORIITECH SC410MC-7401DC-78IT CONSTRUCTION GUIDE'. 3. CHAMBERS ARE NOT TO BE BACKFILLE O WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: • STONESHOOTER LOCATED OFF THE CHAMBER BED. • BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. • BACKFILL FROM OUTSIDE THE EXCAVATION USING LONG BOOM HOE OR EXCAVATOR. 4. THE FOUNDATION STON E SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 6. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. O. MAINTAIN MINIMUM -6.050 EST) SPACING 9 ETWEEN THE CHAMBER ROWS. T. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE WI(2040 mm). 5. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 9. ADS RECOMMENDS THE USE OF'FLEXSTORM CATCH IT' INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT I. STORMTECH SC-310 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE STORMTECH SC410NC-740MC-TSB CONSTRUCTION GUIDE'. 2. THE USE OF CONSTRUCTION EQU IPM E NT OVER SC4I O S SC-740 CHAMBERS IS LIM ITED: • NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. • NORUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE STORMTECH SC4I OMC-74MC-780 CONSTRUCTION GUIDE'. • WEIGHT LIMITS FOR CONSTRUCTION EDOIPM ENT CAN BE FOUND IN THE-STORMTECH 8C-31 OMC-740MC-700 CONSTRUCTION GUIDE'. 3. FULL 3W(000 mm)OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO THE CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY THE'DUMPAND PUSH' METHOO ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1.888492-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT :D LAYOUT -WESTERN BED NOTES BTORIITECM SC410 CHAMBERS MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. BEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. STORMTECH SC410 END CAPS • DUE TO THE ADAPTATION OF TH 18 CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD STONE ABOVE (in) COMPONENTS IN THE FIELD. • THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE -SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER N RESPONSIBLE FOR DETERMINING STONE BELOW On) G THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAYBE INCREASED OR DECREASED ONCE THIS INFORMATION I PR %STONE VOID E8 PROVIDED. THE SITE DESIGN ENGINEER MOST REVIEW THE PROXIMITY OF THE CHAMBERS MEASURES THE SLOPE AND CONSIDER EFFECTS BI POSSIBLE 3ATUMTEO COILS ON THE MAINTAINED. N TY. MBTALLED•YBTEY VOLUME (CF)(FERINETER STONE INCLUDED) • THE STORMTEA SYSTEM A DCTEDDOEB SNOT TORAGE OLUMEO ER TIMY ADSRERECOMMENDS THE USENOT PROVIDE THE OF THE ROW TO S INSPECTED.ALLSTCLECHSYSND MAINTAINED. NOT MAINTAINING -"----, -„--,-• THE SYSTEM MAY LEAD TO A CECRUBE IN STORAGE VOLUME OVERTIME. ADS RECOMMENDS THE USE OF THE ISOLATOR ROW PLUS ON ALL STORMTECH SYSTEMS. ALLOWABLE 0' ADS N-12 DUAL WALL PERFORATED HOPE UNDERMAIN (SIZE TOD BY ENGINEER I SOLID OUTSIDE PERIMETER STONE I TYP 2 PLACES) 12-PREFABRICATED END CAP, PART# SC310EPE12B TYP OF ALL SC-310 12- BOTTOM CONNECTIONS STRUCTURE MH4 PER PUN SHOWN AS 24- NYLOPLAST IRELOCATEDI MAXIMUM INLET FLOW 2.0 CIS MAXIMUM OUTLET FLOW 2.0 CF8 (M' SUMP MIN) 12-ADS N-12 BOTTOM CONNECTION INVERT 0.9- ABOVE CHAMBER BASE (SEE NOTES) PUCE MINIMUM 12.5 OF ADSPLUS125 GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS ADS N-1245- BEND ACCEPTABLE FILL MATERIALS: STORMTECH SC-310 CHAMBER SYSTEMS AASHTO MATERIAL MATERIAL LOCATION DESCRIPTION COMPACTION / DENSITY REQUIREMENT CLASSIFICATIONS FINAL FILL: FILL MATERIAL FOR LAYER -D' STARTS FROM THE TOP OF PREPARE PER SITE DESIGN ENGINEER'S PUNS. PAVED D THE 'C'LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR ANY SOILMOCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. NIA INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 9' LAYER. CHECK PUNS FOR PAVEMENT SUBGRADE REQUIREMENTS. PREPARATION REQUIREMENTS. MSHTO M145' BEGIN COMPACTIONS AFTER I2. 300 mm OF MATERIAL OVER ( ) INITIAL PILL: FILL MATERIAL FOR LAYER 'C'STARTS FROM THE TOP GRANULAR WELL -GRADED MMTUREB,sM%FINES OR q-1,A-24, A4 THE CHAMBERS IS REACHED. LAYERS IN OF THE EMBEDMENT STONE(S'DYER)TO 1S-(450 mm) ABOVE THE CESSE AGGREGATE. PROCESSED AGGREGATE. IN.95%TADDITIONAL O'(150 mm)MAX LIFTS TOA MIN. BS%PROCTOR DENSITY FOR C TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBAS E MAY BE A OR WELL GRADED MATERIAL AND 05% RELATIVE DENSITY FOR PART OF THE C' LAYER. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS PROCESSED AGGREGATE MATERIALS. ROLLER GROSS LAYER. MARTO M43' VEHICLE WEIGHT NOT TO EXCEED 12,000106153 IN). DYNAMIC 3,357,4,467,5,56, 57. S, al. fill,], Y9, 5, 89. 9, 10 FORCE NOT TO EXCEED 20.00011(80 IN). B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE CLEAN, CRUSHED, ANGULAR STONE AASHTO M43' NO COMPACTION REQUIRED. FOUNDATION STONE CA' LAYER) TO THE C' LAYER ABOVE. 3, 357.4, 407. 5. B0, 57 FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE MBHTO M43' A UP TO THE FOOT (BOTTOM) OF THE CHAMBER. CLEAN, CRUSHED, ANGULAR STONE 3.367.4.467.6.0.67 PUTS COMPACT OR ROLE TO ACHIEVER FLATSURFACE.°'° PLEASE NOTE: 1. THE LISTED MSHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAR, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR M STONE WOULD STATE: •CLEAN,CRUSHED, ANGULAR NO. 4(MARTO M43) STONE•. 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9-(150 mm)(MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS. A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECIH FOR COMPACTION REQUIREMENTS. 4. ONCE LAYER C' 18 PLACED, ANY SOILMATERIAL CAN BE PLACED IN LAYER -D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF UNION 'C' OR'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. ADS GEOSYNTHETICS 801T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN CRUSHED, ANGULAR STONE IN A A B LAYERS PE RIMETER STONE (SEE NOTE 4) EXCAVATION WALL L %O (CAN BE SLOPED OR VERTICAL) L- i1�_ "I A 12'(300 mm)MIN SC-310 6- END CAP SUBGRADE SOILS (150 mm)MIN (SEE NOTE 3) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) I 1 I ING'RVLE e8° IM ETEMAY (150 mm) e' MIN 10• (2.6m) (450 mm)MIN- MAX 1(406 SEE) 'THIS CROSS SECTION DETAIL REPRESENTS / MINIMUM REQUIREMENTS FOR INSTALLATION. PLEASE SEE THE LAYOUT SHEETS) FOR PROJECT SPECIFIC REQUIREMENTS. DEPTH OF STONE TO BE DETERMINED INC (B66 "E") By SITE DESIGN ENGINEER 6-(150 mm)MIN 12' (300 mm) MIN NOTES: 1. CHAMBERS SHALL MEETTHE REQUIREMENTS OF ASTM F2922(POLETHYLENE)OR ASTM F2418-18a (POLYPROPYLENE), 'STANDARD SPECIFICATION FOR CORRUGATED WALL STORMWATER COLLECTION CHAMBERS'. 2. SC410 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 OFTHE SUBGRADE 801LSANOTHE DEPTH FF FO UNDATION OU OATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING CHAMBERS SHALL HAVE INTEGRAL INTERLOCKING STACKING LUGS. . • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL. THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2'. • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING IN STALLATION,a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 5.2.8 OF ASTM F2822 SHALL BE GREATER THAN OR EQUAL TO "0 LBBANIIN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEN PEUTU RES (ABOVE 73- F 123- C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. \ G� 202 € OR >„ IR mST 21 A. 0 8 f ¢ `S w a5 RR <x blo 2 Fo TR I 3 SHEET 10 OF U Q U' p D Q J w U. g O w E k O or GO rn = OR m U a >MN Ij mA s 24GO 0 8 �LRE SIR _wv •1 ho E� B[ pg H 5 SHEET 10 OF MC-3500 STORMTECH CHAMBER SPECIFICATIONS 1. CHAMBERS SHALL BE STORMTECH MC-3500. 2. CHAMBERS SHALL BE ARCHNSHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT -MODIFIED POLYPROPYLENE COPOLYMERS. 3. CHAMBERS SHALL M EST THE REQUIREMENTS OF ASTM F241 SCISa, STANDARD SPECIFICATION FOR POLYPROPYLEN E(PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS' CHAMBER CLASSIFICATION 45276 DESIGNATION 88. 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. S. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE MSHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG -DURATION DEAD LOADS AND 2) SHORT -DURATION ENE LOADS, BASED ON THE MARTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 8. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2187, STAN DAR0 PRACTICE FOR STRUCTURAL DESIGN OF THERMOPASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS'. LOAD CO N FIGU NATIONS SHALL INCLUDE: 1) INSTANTANEOUS (•1 MIN) MUNI DESIGN TRUCK LINE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (I WEEK) MSHTO DESIGN TRUCK. T. REQUIREMENTS FOR HANDLING AND INSTALUTION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3'. • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 0.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 600 LBSIINAN. 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. a. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A 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 THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LINE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AMHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. • THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 8. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN NO MCI CERTIFIED MANUFACTURING FACILITY. IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM 1. STORMTECH MC4500CHAMBERS SHALLNOTSE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETEDA PRE -CONSTRUCTION MEETING WITH THE INSTALLERS. 2. SEED RMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE STORMTECH MC4500IMC-0500 CONSTRUCTION GUIDE'. 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. STD RMTECH RECOMMENDS 3 BACKFILL METHODS: • STONESHOOTER LOCATED OFF THE CHAMBER BED. • BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. • BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. S. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 0. MAINTAIN M IN IMU M-6-(150 mm) 8 PACING BETWEEN THE CHAMBER ROWS. T. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12' (300 mm) INTO CHAMBER END CAPS. B. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED. ANGULAR STONE MEETING THE MBHTO M43 DESIGNATION OF#3 OR M. 9. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 10. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 11. ADS RECOMMENDS THE USE OF'FLEXSTORM CATCH IT' INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1. STORMTECH MC4500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE'STORMTECH MC460NMP4500 CONSTRUCTION GUIDE'. 2. THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED: NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. • NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE STORMTECH MC4500A2C1600 CONSTRUCTION GUIDE'. • WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE STORMTECH MC-3600IMCJ600 CONSTRUCTION GUIDE'. 3. FULL 35'(900 RISE) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND M NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE 'DUMP AND PUSH' METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1488492-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. tOPOSED LAYOUT -EASTERN BED_ NOTES 61 STORMTECH NL4600 CHAMBERS MANIFOLD SIZE TO BE DETERMINED BY SUE DESIGN ENGINEER. SEE TECHNICAL NOTE 8.32 FOR MANIFOLD SIZING GUIDANCE. 20 STORMTECH MC4500 END CAPS 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 93 STONE ABOVE On) COUPON ENTS IN THE FIELD. tT STONE BELOW On) THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE4PECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE 40 %STONE VOID SUITABILITY OF THE BOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. 18,62T METALLED SYSTEM VOLUME(CF) ABOVE ELEVATION 03.00 (PERIMETER STONE INCLUDED) 1IXUe SYSTEM AREA DP) 2]0 SYSTEM PERIMETER IS) ! P ED ELEVATIONS - EASTERN BED 477.05 MAXIMUMALLOWABLE GRADE (TOP OF PAVEMENTIUNPAVED) 471.05 MINIMUMALLOWABLE GRADE(UNPAVEDWITH TRAFFIC) 470.66 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 470.55 MINIMUM ALLOWABLE GRACE (BASE OF FLEXIBLEPAVEMENT) 470.0 MINIMUMALLOWABLEGRADE(TOPOF RIGID PAVEMENT) 471M TOP OFSTONE IN.CESIGNTOPOFSTONEIS4]1.WSEESHEETCSB 489.05 TOP OF MC45M CHAMBER 467.50 US TOP MANIFOLD INVERT 465.VT Ill- TOP MANIFOLD INVERT 465.47 24-ISOLATOR ROW PLUS CONNECTION INVERT 465.80 BOTTOM OF MC4600 CHAMBER 609' 463.80 UNDERDRAIN INVERT HIS IN I BOTTOM OF STONE ISOLATOR ROW PLUS (BEE DETAIL I TRIP 4 PLACES) 24- PARTIAL CUT END CAP, PARTS M035001EPPUBC OR MC35MIEPPNBW V( INSPECTION PORT TRIP OF ALL MC-3500 24- BOTTOM CONNECTIONS AND ISOLATOR PLUS ROWS (IMP 4 PLACES) IS-X 18-ADS N-12 TOP MANIFOLD STRUCTURE 01 PER PLAN WIELEVATED BYPASS MANIFOLD I INVERT 20.03. ABOVE CHAMBER BABE (DESIGN BY ENGINEER I PROVIDED BY OTHERS) (SEE NOTES) 19' X IS'ADS N-12 TOP MANIFOLD I INSTALL PUMP ON 24'ACCESS PIPE MAXIMUM INLET FLOW 11.0 CIS PARTS MC350024RAMP INVERT 20.03-ABOVE CHAMBER BASE InMIT BEE NOTES) (TYP 5 PLACES) I STRUCTURE B1 PER PLAN SHOWN AS 36-NYLOPLA8T HIS PARTIAL CUT END CAP, PARTS MC35001EPPIBTC OR MC35001EPP1BTW BASIN WIELEVATED BYPASS MANIFOLD TYP OF ALL MC-350018- TOP CONNECTIONS MAXIMUM INLET FLOW 11.0 CPS 22 (24- SUMP MIN) INLET I OUTLET STRUCTURE PER PUN SHOWN AS 30- NYLOPLA8T BASIN MAXIM M OUTLET FLOW 4.0 CPS (DESIGN BY ENGINEER) ASPIRIN tll STRUCTURE PER PUN WIELEVATED BYPASS MANIFOLD MAXIMUM INLET FLOW 2A CFS (DESIGN BY ENGINEER I PROVIDED BY OTHERS) PLACE MINIMUM 17.5.OF ADSPLUS175 WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS 12' X 12-ADS N-12 TOP MANIFOLD INVERT 25.36- ABOVE CHAMBER BASE (SEE NOTES) 6' ADS N-12 DUAL WALL PERFORATED HOPE UNDERMAIN (SIZE TBD BY ENGINEER I SOLID OUTSIDE PERIMETER STONE) ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS AASHTO MATERIAL MATERIAL LOCATION DESCRIPTION COMPACTION !DENSITY REQUIREMENT CLASSIFICATIONS FINAL FILL: FILL MATERIAL FOR LAYER -D' STARTS FROM THE D TOP OF THE C' LAYER TO THE BOTTOM OF FLEXIBLE ANY SOILJROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLAINS. PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT CHECK PUNS FOR PAVEMENT SUBGRADE REQUIREMENTS. NIA INSTALLATIONS MAY HAVE STRINGENT MATERIAL AN O PAVEMENT SUBBASE MAY BE PART OF THE D' LAYER PREPARATION REQUIREMENTS. AASHTO M14W INITIAL FILL: FILL MATERIAL FOR LAYER'C'8TART3 FROM THE GRANULAR WELL -GRADED SOILIAGGREGATE MIXTURES SS36%FINES OR A-1,A-2.4,A4 BEGINCOMPACTIONSARE RATER MATERIAL OVER TOP OF THE EMBEDMENT STONE ITS' DYER) TO 24' (NO RIM) PROCESSED AGGREGATE. COMPACT ADDITIONAL LAYERS THE CHAMBERS NREACHED.COMPACT ADCITIONAL LAYERS IN C ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT OR 12-(300 mm)MAX LIFTS TO A MIN. 96% PROCTOR DENSITY FOR SUBBASE MAY BE A PART OF THE C' LAYER. MOST PAVEMENT SUBBASE MATERIALS CAN BE US E D IN LIEU OF TH IS WELL GRADED MATERIAL AND 96% RELATIVE DENSITY FOR DYER. MARTO M431 PROCESSED AGGREGATE MATERIALS. 3,357,4,481E S. 60. 67. 0, 07. 80. 7, 78. 5,09E 9,10 EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS B FROM THE FOUNDATION STONE CA' LAYER) TO THE 'C' DYER CLEAN, CRUSHED, ANGULAR STONE MSHTO M99' NO COMPACTION REQUIRED. ABOVE. 96 A FUBNOATIONBTO FILL BELOW CHAMBERSFROMTHE MSHT4N49' IT SOBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. TH CLEAN, CRUSH ED. AND ULAR STONE 4 PLATE COMPACT OR ROLL TO ACHIEVEAFUT SURFACE.0 PLEASE NOTE: 1. THE LISTED MARTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED. ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR M STONE WOULD STATE: -CLEAN.CRUSHED, ANGULAR NO. 4(AASHTO M43) STONE'. 2. STORMTECH COMPACTION REQUIREMENTS ARE NET FOR A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9-(230 mm)(MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FUT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4. ONCE LAYER V IS PLACED. ANY SOAMIATERIAL CAN BE PLACED IN LAYER WIDE TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF UYER'C' OR'D' AT THE SUE DESIGN ENGINEERS DISCRETION. PERIMETER STONE (SEE NOTE 4) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL 6-(IM ADS GEOSYNTHETICS MIT NON -WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A S B LAYERS MCI END CAP iUSTALLATICTO INCREASE COVER TO 11 I•EM mmi. SUBGRADE SOULS (160 mm)MIN 77'(1956mm) SUBG (SEE NOTE 3) S' i ( B'(IN mm) MAXMIN' m) 12'(300 M mm)MIN ( 45' "THIS CROSS SECTION DETAIL REPRESENTS (110 mm) MINIMUM REQUIREMENTS FOR INSTALLATION. PLEASE BEE THE LAYOUT SHEETS) FOR PROJECT SPECIFIC REQUIREMENTS. DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9' (230 UK) MIN 12' (300111 MIN NOTES: 1. CHAMBERS SHALL MEETTHE REQUIREMENTS OF ASTM F2418-169,'STANDARD SPECIFICATION FOR POLYPROPYLENE(PP)CORRUGATED WALL STORMWATER COLLECTION CHAMBERS' CHAMBER CLASSIFICATION 461 DESIGNATION 95. 2. MC4500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2797-STANDARD PR ACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMB ERS-. ERS'. 3. THESITE DESIGN ENGINEER IS RESPONSIBLE FORASSES8ING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SEAGRAM SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION p WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3'. • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) TH E ARCH STIFFN EBB CONSTANT AS DEFINED IN SECTION 0.2.8 OF ASTM F2418 SHALL BE O REATER THAN OR EQUAL TO 500 LBSONIIN. 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. u Y 0 C Q W .. 0 p J i D, s x O EaC U 0 k o a C'rc e IN A i m U u ONSO € $• fix jIS w0 `s Fs R tl€ RIO 22 lei�m 4 SHEET 1 OF 10 TO 9 m m i<3 <x 8 mo 1E p aA ST Or,R RIM sh :F d F. 6 SHEET 10 OF SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM IN VSMP PLAN 999 RIO ROAD ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2021.01.08 REVISION: 1) 2021.03.11 2) 2021.04.29 3)2021.07.22 4)2021.08.11 FILE NO. 19.006 ADS DESIGN DETAILS -1 C17 ct: REV1 .999 Rio Road: EASTERN BED 4� Sto nn- � Chamber Model- MC-3500 units- BR dal I+•,.-.h Number of Chambers- 61 .I Number of End Caps- 20 Voids in the stone 1porosiry)- 40 % Bea. of Stone Eleaffli- 463.05 fl 01mHtle F"In terSbein Caahoom Amount of Stone Abme Chambers- 12 in Amount of Stone Below Chambers- 27 in Amount "tone Between Chambers - 8 in Area of system - .7. sf Min. Area- 3506 of min. area Storri MC-3500 Cumulative Storage Volumes NeigM1t of Incremental Sirgle Incremenml Incremenml Incr.m.nml IDclBmenml Incremental CM1. Cumulative System Chamber Bin9M Entl Cap Chambers End Cap Slane EC and 51one System Elevation inches cubic /eef (.WeTeat cubic real curs'. faef cubic leaf cubic mat cubic feet feet tl9 a.W _ U.UV U.UV U.UU 19Y.LU _ 14Y.LU lipado:% 9lui 83 am 0.00 0.00 D.00 149.20 149.20 16587.14 469S7 82 0.00 0.00 0.00 0.00 149.20 149.20 16437.94 469.68 81 am D00 0.00 am 14920 14920 IWN 74 40R_80 SO am 0.00 0.00 0.00 149.20 149.20 16139.54 469.72 T9 am 0.00 0.00 DOD 149.20 149.20 15990.34 469.63 TO am 0.00 OAO ON 10.20 10.20 15841.14 469.55 TT am DAO 0.00 am 149.20 149.20 15691.94 469A7 TO am 0.00 0.00 0.00 149.20 149.20 15542.74 469.36 TO am DDO 0.00 DOD 149.20 149.20 15393.54 469.20 74 O.00 D.00 0.00 O.OD 10.20 10.20 15244.34 469.22 73 am DAO 0.00 0.00 148.20 149.20 15095.14 40.13 72 OAS 0.00 3.51 ON 147.78 151.33 19995.84 469.05 71 0.19 D.02 11.80 0.0 144.27 ISOM 14794.81 468.97 TO an 0.04 1T.93 0.76 141.73 100A1 14898.02 468.55 69 0.40 am 24.82 1.03 IMLSI 164.59 14477.91 4B8.m 68 am (LOT 41.92 1.35 131.89 175.16 14313.02 469.72 67 1.0 D.O9 62.73 1.78 IMAO 187.59 14137.55 468.B3 66 1.25 all 76.22 2.14 117.55 195.22 13949.m 468.m 65 1.a2 MIS Ban 2.53 113.49 202.T 13753.75 48SA7 84 1.57 0.14 ease 2.89 lease 208.51 13550.88 468.38 83 1.71 D.16 104.14 3.0 106.24 213.64 13342.47 466.20 62 1.63 0.18 111.54 3.63 103.13 215.30 131211.83 Rai 61 1.94 D.20 118.20 4.01 100.31 222.53 12810.53 468.13 SO 2.04 D.22 124.0 4.37 97.88 228.51 125BBA0 468.05 S9 2.13 0.23 130.22 4.70 95.23 230.15 12481A9 467.97 58 222 0.26 135.68 6.01 92.92 233.61 12231.34 WAS 57 2.31 0.27 140.71 5.31 90.79 236.82 11901 467.00 56 2.38 O.ZB 145.47 1 SO." 239.84 11760.91 467.T2 55 2.46 0.29 150.00 5.88 85.85 242.73 11621.07 467.63 64 2.63 0.31 154.22 0.16 8645 245.43 11278.34 467.55 53 2.69 D.32 158.22 6.42 81M 247.911 11032.91 467A7 52 2.66 0.33 1S2.O2 6.68 81.72 250,43 10784.92 467.38 51 2.12 0.35 165.62 6.94 80.18 252.74 f0584.50 467.30 50 2.77 D.36 169.05 7.20 78.70 251.95 10281.76 467.22 49 2.82 0.37 172.90 7.46 77.30 257.05 1ppZ6.B1 WAS 48 2.88 0.38 175.40 7.69 75.96 269.05 9769]8 467.05 47 2.92 DID 178.37 7.92 74.68 ZOOM 9510.71 466.97 46 2.97 0.41 181.16 8.15 73.47 262.79 Stir 3 466.88 45 3.01 0.42 183.76 8.37 72.35 264A8 SONS5 401 44 3.05 0.43 186.25 8.59 71.26 266.11 BT22A7 466.72 43 3.09 D" 188.75 8.81 "Lis 267.74 8166.36 4161 42 3.13 0.45 190.96 9.02 69.21 269.19 8188.63 466.511 41 3.17 0.46 193.11 9.22 111 270.59 1919.4/ 466,17 40 320 0.47 195.17 9.41 67.37 271.95 Tell 466.38 39 323 0.48 197.10 9.60 66.52 273.22 7376.90 466.30 38 3.26 0.49 198.95 9.78 65.71 274A4 7103.68 468.22 37 329 0.50 200.71 9.86 64.93 275.S0 Seal 466A3 30 9.9Z 0.51 M.0 f0.13 ".is 278.71 8553.81 488.06 95 3.S4 D.51 203.99 10.29 WAS 277.77 GZ76.92 455.97 34 3.37 am Male to." 62.83 278.76 5999.16 485.86 33 3.39 0.53 206.94 law WAS 279.72 572OAO 465.80 32 3A1 D.54 205.29 10.73 61.59 280.31 5140.BB 465.72 31 3.M am 209.66 taw 111 281.61 5180.07 455.63 30 9A0 0.55 210.92 law 60.44 282.34 078.0 40.0 29 3,415 DIM 212.20 11.10 Saw 253.18 4598.21 465A7 26 3.51 0.59 213.81 11.90 58.92 284.53 4313.03 455.38 27 am 0.00 0.00 DOD 149.20 149.20 4 MAO 465.20 20 am DDO 0.00 am 10.20 I49.20 3879.20 465.22 25 0.00 0.00 0.00 am 149.20 149.20 3730.00 465.13 24 am 0.00 0.00 ON 149.20 149.20 3580,80 465.05 23 am D.00 CAN am 149.20 149.20 31131.60 464.97 22 am 0.00 0.00 am 149.2D 149.20 3282AO 454.88 21 am 0.00 0.00 ON 149.20 149.20 3133.20 4611 20 am DOD 0.00 DOD 149.20 149.20 2881.W 464.33 19 am 0.00 0.00 am 149.20 149.20 2534.00 464.59 18 am 0.00 0.00 0.0 149.20 149.20 2885.80 466.55 17 am DOD 0.00 OAD 149.20 149.20 2536Ao 461.47 16 am am 0.00 am 149.20 149.20 2357.20 464.38 115 am am am 0.00 1".20 149.20 2238.00 111 14 0.00 0.00 0.00 0.00 148.20 14l 2D80.00 464.22 13 am D.OD 0.00 am 149.20 149.20 1939.60 461.13 12 am 0.00 0.00 am 149.20 149.20 17901 464.05 11 0.00 0.00 0.00 0.00 149.20 149.20 1641.20 463.97 10 am 0.00 0.00 0.00 10.20 10.20 1492.DO 463.88 I 9 am 0.00 0.00 0.00 149.20 14 W 1342.80 463.80 6 am Rao am am 149.20 149.20 1193.60 463.72 7 0.00 0.00 0.00 0.00 149.20 149.20 1044.40 463.63 6 am 0.00 0.00 0.00 149.20 140.20 895.20 463.55 5 am 0.m 0.00 am III 149.20 746.00 463A7 4 0.00 0.00 0.00 0.00 149.20 149.20 596.SD 463.38 3 0.00 0.00 0.00 0.00 1".20 149.20 447.60 4M.80 2 am am 0.00 am 149.20 1".20 296.40 IMM I am am am am 149.20 149.20 10.20 40.13 COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES ELEVATED BYPASS MANIFOLD SUMP DEPTH TBD BY SITE DESIGN ENGINEER NYLOPLABT (24.1600 mml MIN RECOMMENDED) INSTALL FLAMP ON 24- (600 ram) ACCESS PIPE PART 8: MCM0024RAMP MC-3500 CHAMBER L' (600 ram) HOPE ACCESS PIPE REQUIRED USE FACTORY PARTIAL CUT END CAP PART#: MCMOOIEPP2480 OR MC35001EPP24BW MC-3500 ISOLATOR ROW PLUS DETAIL ITS STEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENT A. INSPECTION PORTS (IF PRESENT) A.I. REMOVIMPEN LID ON NYLOPLAST INLINE DRAIN A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.9. USING A FLASHLIGHT AND STADm ROD, MEASURE DEPTH OF SEDIMENTAND RECORDON MAINTENANCE LOG AA. LOWER CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5. IF SEDIMENT IS AT OR ABOVE 9° 80 al PROCEED TO STEP 2. IF NOT PROCEED TO STEP 3. B. ALL ISOLATOREMOVE COVE ROWS B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUG B.Z. 1) ING AMIRRORS FLASHLIGHT. I OR CA ERASDOWTHE ISO TOR USED TO AV PLUS THROUGH OUTLET ENTRY I) MIRRORSONPOLESOR CAMERAS MAY INUSEDTOAVOIDACONFINEDSPACE ENTRY ILA FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY ENTERING MANHOLE 8.9. IF SEDIMENT 18 AT, OR ABOVE, 9' (80 ram) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45' (1.1 m) OR MORE IS PREFERRED B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER 13 CLEAN C. VACUUM STRUCTURE SUMP AS REQUIRED STEPS) REPLACE ALL COVERS, GRAMS, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1. INSPECT EVERY B MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. OPTIONAL INSPECTION PORT MC-350D END CAP Q Dix J 1 UJ � � p C i < O i G �° x 0 - z E ■■ S a W o c 6 GO Of "' m 2 U t W • € 6 Q B m n Io ONE LAYER OF ADSPLUS176 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 8.25' 12.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS CONCRETE COLLAR PAVEMENT - J_ CONCRETESLAB T fi• (150 ram) MIN THICKNESS STORMTECH CHAMBER 112• 4300 ran) MIN W IDTH CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS 8' NYLOPLAST INSPECTION PORT BODY (PART# 2706AG41PKIT) OR TRAFFIC RATED BOX WISOLID LOCKING COVER t.,.: 4- (100 ram) BDR 35 PIPE 4• (100 mm) INSERTA TEE TO BE CENTERED ON CORRUGATION VALLEY NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. 4" PVC INSPECTION PORT DETAIL (MC SERIES CHAMBER) NTS UNDERDRAIN DETAIL - NTS U STORMTECH STORMTECH CHAMBERS STORMTECH CHAMBER ], > END CAP ,,}.,;_ O Uj ° OUTLET MANIFOLD K w x q D U " LID � 0 J FOUNDATION STONE CO Q BENEATH CHAMBERS S is 4k U dl �s S ADS GEOSYNTHETICS NIT o n NON -WOVEN GEOTEXTILE SECTION A -A DUAL WALL 3 PERFORATED HDPET IF S RMTECH UNDERDRAIN STOEND o4 CAP B a I � � J FOUNDATION STONE A BENEATH CHAMBERS 1 1 y_ \J B A ADS GEOSYNTHETICS MIT NON -WOVEN GEOTEXTILE ;m NUMBER AND SIZE OF UNOERDRAINS PER SITE DESIGN ENGINEER W(150mll TYP FOR SC4t088C-100LPSYSTEMS 8lCilOM 04 8' (160 ram) TYP FOR SC-740, DC-780, MC-9500 S MC4500 SYSTEMS MC -SERIES END CAP INSERTION DETAIL 6 HIM $ 9 G STORMTECH ENO CAP 12' (300 ram) I MIN SEPARATION 12' 300 ram MIN INSERTION 1 l MANIFOLD STUB MANIFOLD HEADER O 24 R 'e ° ¢ 8 oz MANIFOLD HEADER H g O o -u MANIFOLD STUB ex _ E :e 12'(900 ram) I_ 12°(300mm) E� MIN SEPARATION III"` MIN INSERTION �+ ( s`. as NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FOR A PROPER FIT IN END CAP OPENING. 9 SHEET 10 OF INTEGRATED DUCTILE IRON FRAME 8 GRATE/SOLID TO MATCH BASIN O.D. m B! i� i w0 KCdo Hg is s h� 9h as 7 SHEET 10 OF NYLOPLAST DRAIN BASIN NTS 12° (610 mm) MIN (FOR AASHTO H-201 INVERT ACCORDING TO PLANSRAKE OFF VARIOUS TYPES OF INLET AND OUTLET ADAPTERS AVAILABLE: 4-30• (100-750 ram) FOR CORRUGATED HOPE WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) NOTES SC-310 TECHNICAL SPECIFICATION ITS I.� N.7-(2304 al ACTUAL LENGTH�.{ "Y JlLLnI-AI Ti16 E'L10Y-C, 1) 05.4• (2169 ram) INSTALLED LENGTH <BUILD ROW IN THIS DIRECTION START END OVERLAP NEXT CHAMBER HERE (OVER SMALL CORRUGATION) 15.6' 18.D' (398 ram) (408 ram) 9.9• III (251 ram) T A' 34 (864 ram) 'I NOMINAL CHAMBER SPECIFICATIONS SIZE IN X H X INSTALLED LENGTH) 34.0°X 16.0°X85.V (884 ram X 406 In. X 2169 ram) CHAMBER STORAGE 14.7 CUBIC FEET (0.42m•) MINIMUM INSTALLED STORAGE' 31.0 CUBIC FEET (as$..) WEIGHT 35.01ba. (16.8 L91 -ASSUMES6' 162 mm ABOVE BELOW AND BETWEEN CHAMBERS ❑ I A 1 J BEC PRE-FAB STUB AT BOTTOM OF END CAP WITH PUMP END WITH 'BR' PREFAB STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH -B- PRE-FAB STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING W ITH'T' PRE CORED END CAPS END WITH 'PC' PART 111 STUB A B C SC310EPEOOTf SC310EPEOW`PC W(150 mmj as-(244 ram) 5.8•(147 ram) - SC310EPEOBB f SCS10EPEOBBPC 0.5.(13..) SC31 OEPEOBT 1 SC310EPEOSTPC 8°(200 ram) 11.9°(302 ram) 3.S(89 mm) - SC310EPEOBB / SC310EPEOBBPC 0.8' (16 mm) SC310EPEIOTf SC310EPE10TPC 10'(250 ram) 12.7'(923 ram) !Am IN mm) - 8C310EPE10B/SC810EPE10BPC 0.7. 18mm Milian.) 1 EPE12B SC3 0 12' OD mm (9 ) 13S' 343 mm ( ) - 0.9' 3mm (R 1 SC31DEPE12BR 12-(300 ram) 18A-(343 mm) 0.9'(23mm) ALL STUBS. EXCEPT FOR THE SC310EPE12B ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OF THE STUB IS FLUSH WITH THE BOTTOM OFTHE END CAP. FORADDITIGNAL INFORMATION CONTACT STORMTECH AT 14ea.a9z4se4. FOR THE SC310EPE12B THE 1T (NO ram) STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 0.25° 0 mm). BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N42 STUB SO THAT THE FITTING SITS LEVEL. NOTE: ALL DIMENSIONS ARE NOMINAL I18-(457 ram) MIN WIDTH AASHTO H-20 CONCRETE SLAB 8' (2a3 ram) MIN THICKNESS TRAFFIC LOADS: CONCRETE DIMENSIONS ARE FOR GUIDELINE PUPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED GIVING CONSIDERATION FOR LOCAL SOIL CONDITIONS, TRAFFIC LOADING A OTHER APPLICABLE DESIGN FACTORS ADAPTER ANGLES VARIABLE 0'- 360° ACCORDING TO PLANS VARIABLE SUMP DEPTH ACCORDING TO PLANS [8-(152 ram) MIN ON 0-24-(200-600 ram). 10• 1254 rani MIN ON 30• (750 mm)) 4- (102 man) MIN ON 0-24-(200-600 ram) 6• (152 mall MIN ON 30' (750 ram) L _ BACKFILL MATERIAL BELOW AND TO SIDES �1 OF STRUCTURE SHALL BE ASTM 02321 CLASS I OR II CRUSHED STONE OR GRAVEL AND BE PLACED UNIFORMLY IN 1T (305 ram) LIFTS AND COMPACTED TO MIN OF 0% 1. B40• (200-70 mm) GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A538 GRADE 70-5045 2. 1240-(300-750 ram) FRAMES SHALL BE DUCTILE IRON PER ASTM A538 GRADE 704046 3. DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS 4. DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HOPE (ADS A HANCOR DUAL WALL) S SOIL 35 PVC 5. FOR COMPLETE DESIGN AND PRODUCT INFORMATION: W W W.NYLOPLAST-US.COM S. TO ORDER CALL: 8004214710 A PART # GRATE/SOLID COVER OPTIONS B' PEDESTRIAN LIGHT STANDARD LIGHT (200 mm1 280800 DUTY DUTYSOLID LIGHT DUTY IV PEDESTRIAN LIGHT STANDARD LIGHT (260 ram) 2810AG DUTY DUTY SOLID LIGHT DUTY 1Y PEDESTRIAN STANDARD AASNTO SOLID (300 ram) 2812AG MBHTO H-10 H-20 AASHTO H-20 IV PEDESTRIAN STANDARD AASHTO SOLID (876 ram) 2815AG AASHTO X-10 H-20 AASHTO H-20 18' PEDESTRIAN STANDARD AASNTO SOLID (450 mm) 281MG AASHTO H-10 H-20 AASHTO H-20 24- PEDESTRIAN STANDARD AASHTO SOLID (seem.) 282MG AASHTO H-10 H-20 AASHTO H-20 30- PEDESTRIAN STANDARD AASHTO SOLID (750 mm) 203OAG AASHTO H-20 H-20 AASHTO H-20 MC-3500 TECHNICAL SPECIFICATION NTS VALLEY 86.0• 12184 man) STIFFENING RIB] [CREST] INSTALLED CREST WEB ST^PEEN^NG RI^, ^ ILO,NER JOINT CORRUGATION FOOT `[[UPPER JOINT CORRUGATION BUILD ROW IN THIS DIRECTION b ICBIF�11t11T-I115S01 I- 4s.0' 45.W (1163 ram) (1143 ram) 1 TT 0- 5.0' (1956 ram) (1905 ram) NOMINAL CHAMBER SPECIFICATIONS SIZE IN X H X INSTALLED LENGTH) 77.0°X45.0°X80.V (1 NO ram X 1143 mm X 2184 mmj CHAMBER STORAGE 109.9 CUBIC FEET (3.11 ma) MINIMUM INSTALLED STORAGE' 175.0 CUBIC FEET (4.96 in -)WEIGHT 1346•. (60.81 NOMINAL END CAP SPECIFICATIONS SIZE WX H X INSTALLED LENGTH) 75.0-X 45.0-X 22.2• (1 ON raram 5B m X 1143 m X 4 ram) END CAP STORAGE 14.9 CUBIC FEET (0.42 in -)MINIMUM INSTALLED STORAGE' 45.1 CUBIC FEET (1.28 in -)WEIGHT 491b•. (22.2 NO) -ASSUMES 12-(305 ram) STONE ABOVE, 9'(229 ma STONE FOUNDATION,8•(152 ram)STONE BETWEEN CHAMBERS, B' (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY. PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH •B' PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH T END CAPS WITH A PREFABRICATED WELDED STUB END WITH'Wxr' END CAPS WITH A WELDED CROWN PLATE Eo WITH - PART STUB B C MC35001EPPOOT 8°(150mm) 99.21'(544 mm) - MC35001EPPOBB - 0.86' (17 ram) M035001EPPOOT 8- (200 ram) 31.Ir(761 mm1 - MC35001EPPORR - 0.81' (21 ram) MC35001EPP10T 10-(250 ram) 2SOV(738 mm) - MG35001EPP10B - BLOW (24 ram) MG35001EPP12T 12'(300 ram) 263V(570 ram) - M035001EPPI20 - 1.35•(34 mm) MC36001EPP15T 16'(37b ram) 8' 23.3(His mm)- MC35001EPP15B - IN'(30 ram) MG350DIEPPlUC 1S-(450 m.) 20.08'(50B ram) - MC86001EPPt8TW MC35001EPP18BC - 1.77'(46 ram) YC36001EPPISBW MWSODIEPP24TC 24- (NO ram) 14.48'(9619 ram) - MCMOO1EPP24TW MC35001EPP24BC - 2.00-(32 mm) YC85001EPP248W MC35001EPP30BG 3V(760 ram) 2.TV(70 ram) NOTE: ALL DIMENSIONS ARE NOMINAL U 36" (900 rl NYLOPLAST DRAIN BASIN s °a ITS TRAFFIC LOADS, CONCRETE BLAB DIMENSIONS Q ; ARE FOR GUIDELINE PURPOSES ONLY. ACTUAL ] C < w CONCRETE SLAB MUST BE DESIGNED TAKING INTO q K x O U CONSIDERATION LOCAL SOIL CONDITIONS, Q W C INTEGRATEDCOVER TO MA IRON FRAME B TRAFFIC LOADING, AND DRAWING NO. 70BLE ORATEISOLIO COVER TO MATCH BASIN O.O. DESIGN FACTORS. SEE DRAWING NO. T001-110-111 d. F O (BEE NOTES 1 A 2) FOR NON TRAFFIC INSTALLATION. p°I Of P G) Of q Y U' 24° (600 mm) MIN. MANUFACTURING REQUIREMENT FROM TOP OF GRATE TO TOP OF PIPE. VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANS/TAKE OFF) (SEE NOTE 3) VARIOUS TYPES OF INLET A OUTLET ADAPTERS AVAILABLE: 4-- 30• (100 - 750 ram) FOR CORRUGATED RDPE (ADS N-12MANCOR DUAL WALL, ADS/RANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SOIL 35), PVC DW V (EX: SCH 40), PVC C900/0905, CORRUGATED S RIBBED PVC (SEE NOTE 4) 18' (45D ram) MIN WIDTH GUIDELINE 8' (200 ram) MIN THICKNESS GUIDELINE 38' X 3D' (NO X 750 ram) CONE STYLE REDUCER VARIABLE SUMP DEPTH ACCORDING TO PLANS (IW (250 ram) MIN. BASED ON MANUFACTURING RED.) (SEE NOTE 3) 6' (150 ram) MIN WATERTIGHT JOINT (CORRUGATED HOPE SHOWN) THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS U. OR CLASS III MATERIAL AS DEFINED IN ASTM D2921. BEDDING 8 BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED S COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. NOTES 1. GRATESISOLID COVER SHALL BE DUCTILE IRON PER ASTM A638 GRADE 70-60-05. 2. FRAMES SHALLBE DUCTILE IRON PERASTMA536GRADE704005. 3. DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. RISERS ARE NEEDED FOR BASINS OVER 84° (2.13 m) DUE TO SNIPPING RESTRICTIONS. SEE DRAWING NO. 7001-110-065. 4. DRAINAGE CONNECTION STUB JOINTTIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HOPE (ADS NAZ/HANCOR DUAL WALL), N-12 HP. B PVC SEWER. S. ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0' TO MV. TO DETERMINE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7001-110-012. GRATE OPTION LOAD RATING PART III DWG # PEDESTRIAN MEETS H40 3099CGP 70M-110420 STANDARD MEETS H40 309MOS 7MI-110.221 SOLID COVER MEETS 1140 3088CGC 701-110422 DOME NIA 3099CGD TOD1-110425 90.0• (2208 ram) :91 •: ACTUALLENGTH g os 22.2- 5 I w INSTALLED w Ba $ J25.7• L (653 ram) W _Zf _ k� B y€a8 5 >N ran _ L f0 °o F¢ CUSTOM PARTIAL CUT INVERTS ARE go. AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE _ 12-24- (30040D..) SIZE ON SIZE AND 1548-(375-120D mm) - ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC45M END CAP CUT IN THE FIELD ARE NOT _ RECOMMENDED FOR PIPE SIZES GREATER THAN 10-(250 ram). THE 1 o INVERT LOCATION IN COLUMN S. ( h € a ARE THE HIGHEST POSSIBLE FOR SHEET THE PIPE SIZE. 0 OF SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM IN VSMP PLAN 999 RIO ROAD ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2021.01.08 REVISION: 1) 2021.03.11 2) 2021.04.29 3)2021.07.22 4)2021.08.11 FILE NO. 19.006 ADS DESIGN DETAILS - 2 C18 Manifold, Scour Fabric and Chamber Assembly Initial Anchoring of Chambers - Embedment Stone Backfill of Chambers - Embedment Stone and Cover Stone StormTech , - r n=enra 4areronly -� s StormTech Construction Guide Adivision of USas _. fill REQUIRED MATERIALS AND EQUIPMENT LIST • StormTech solid end caps and pre -cored end caps - A414AidILI 1 Y - _ '� .. _ ;- • _ • Acceptable fill materials per Tablet • StormTech chambers hit''- • Woven and non -woven geotextiles • StormTech manifolds and fittings IMPORTANT NOTES: '' m - A. This installation guide provides the minimum requirements for proper installation of chambers. Non -adherence to this guide may result in damage to chambers duringinstallation. Replacement of damaged chambers during or after backfillin is cost) and very time consuming. It is recommended that all installers are familiar P 9 9 9 Y ry 9 -'` with this guide, and that the contractor inspects the chambers for distortion, damage and joint integrity as work progresses. - Install manifolds and la out woven scour Align the first chamber and end cap of each Construct the chamber bed b overlapping the Initial embedment shall be spotted along the centerline of the chamber evenly No equipment shall be operated on the bed at this stage of the installation. Continue evenly backflling between rows and around perimeter until embedment Small dozers and skid loaders may be used to finish grading stone backfill in Y 9 P Y PP g anchoring the lower portion of the chamber. This is best accord fished with a Excavators must be located off the bed. Dump trucks shall not duo stone EL Use ofadozer to push embedment stone between the rows of chambers may cause damage to chambers and is moron acceptable backfill method. Any chambers geotextile at inlet rows [min. 125tt(3.8 m)]at row with inlet pipes. Contractor may choose to chambers lengthwise in rows. Attach chambers by 9 P P P P stone reaches tops of chambers. Perimeter stone must extend horizontally to accordance with ground pressure limits in Table 2. They must push material damaged by using the "dump and push" method are not covered under the StormTech standard warranty. each inlet end cap. Place a continuous piece postpone stone placement around end chambers overlapping the end Corrugation of one chamber on stone conveyor or excavator reaching along the row. directly ore to the bed. Dozers or loaders are not allowed on the bed at this time. the excavation wall for both straight or sloped sidewalls. Only after chambers parallel to rows only. Never push perpendicular to rows.StormTech recom- (no seams, double layer) along entire length of and leave ends of rows open for easy inspection to the end corrugation of the last chamber in the row. have been backfilled to top of chamber and with a minimum 6" If 50 min) mends that the contractor inspect chambers before placing final backfill. Any C. Care should be taken in the handling of chambers and end caps. Avoid dropping, prying or excessive force on chambers during removal from pallet and initial placement. Isolator® Row(s). of chambers during the backfill process. Be sure that the chamber placement does not of cover stone on top of chambers can small dozers be used over the chambers damaged by construction shall be removed 8 replaced. exceed the reach of the used to place the stone. construction equipment chambers for backfilling remaining cover stone. Backfill of Chambers - Embedment Stone Requirements for System Installation Final Backfill of Chambers -Fill Material StormTech Isolator Row Detail Attaching the End Caps ce n ps Isolator Row COVER .1E lSOrgTOR SONWITH LE OE09Vcoven ESTRT NOWWOVEN NWIEMLE SG]W S'Iz4 Tv IN WIDE SIRS µ - -.-.- SGa,0.S11.5mIMM WI0E51RIG x rywmM Nr an.,dy 4s. Ilk 1OR _ y c,uvnaex leo.rao a., UNEVEN ,L PT! _ � rI .UNEVEN BACKFILL I��-�11-u- ILLEDIII _ EVEN BACK PERIMETER NOT BAC PERIMETER FULLY BACKFILLED suss DI ov SITE DESIGN _ Backfill chambers evenly. Stone column height should never differ by more than Perimeter stone must be brought up evenly with chamber rows. Perimeter EacINEER 12" (300 mm) between adjacent chamber rows or between chamber rows and must be fully backfilled, with stone extended horizontally to the excavation wall o;EOTE RSOFWEENioVNOA90 CS31NEANOCI4MEERs Pperimeter. BL1RaDCTx-5naml MIN WmESRIPF scs+o-4'+zm. er.reans". Excavate bed and prepare subgrade per Place non woven geotextile over prepared soils Place clean, crushed, angular stone foundation Install non -woven geotextile over stone. Geotextile must overlap 24" (600 min) 1 ) min. where edges meet. Compact each lift of backfill as specified in the site S -74os Doran-weerea m)NDPEACCESSPPE engineer's plans. and up excavation walls. 6' (150 min) min. Install underdrains if required. Lift the end of the chamber a few inches off the 24" (600 min) inlets are the maximum size that can fit Drape a strip of ADS non -woven geotextile over the NOTE:Nww,ovEN CEorExrlLEmsR ooTSo sw,o-,rtmo.nIHDRE Access nPE round. With the curved face of the end cap into a SC-740/DC-780 end cap and must be refabri- row of chambers not required over DC-780 . This is design engineer's drawings. Roller travel parallel with rows. ISCALMON Row CNwaERS IS NOT REQUIRED. USEE„mOR.PRE.FaNRc.,EDENoc.P Compact to achieve a flat surface. 9 Pfacing] P P ( q ) outward, place the end cap into the chamber's end cared with a 24" (600 min) pipe stub. SC-310 chain- the same type of non -woven geotextile used as a Call StormTech at 888.892.2694 for technical and product information or visit wwwatormtech.com 1 corrugation. bars with a 12" (300 rum) inlet pipe must use a separation layer around the angular stone of the 2 Call StormTech at 888.892.2694 for technical and product information or visit www ratormtech.cone 9 Call StormTech at 888.892.2694 for technical and product information or visit www ritormtech.com 4 P prefabricated end cap with a 12" (300 mm) pipe stub. StormTech system. Table 1-Acceptable Fill Materials NOTES: Table 2 - Maximum Allowable Construction Vehicle both Material Location Description Figure l - Inspection Port Detail 1. 36"(900mm) otstabilizedcovermatenals overthe chambers is required for full dump truck handstand dumping. W. , Q Final Fill: Fill Material for layer'D'Any sail/rock materials, mire WA Prepare per site design engineers plans. Paved 2. During paving operations, dump truck axle loads on 18"(450 min) of '. stadsfmmthetopofthe'C'layertothe soilsorperenginmr'smars. installations may have stringent material and cover may be necessary. Precautions should be taken to avoid rutting Final Fill 36'19001 32,000[1421 16,000[711 12'13051 3420[1641 39,000[1691 bottom of flexible pavement or unpaved Check plans for pavement preparation requirement, of the road base layer, to ensure that compaction requirements have Material Compacted 18- [4571 2350 [1131 finished gmdeabove. NOW that the pauc subgrade requirement. PAVEMENT I-'e'r4s-uso"L'"mR been met, and thata minimum of18"(450 min) of cover exists over 2416101 30'[9141] 1850[891 1310[631 me nt subbase may be pad of Ilayah orreearmso a the chambers Contact StormTech for additional guidance on 36'[914 1510[72 @ Initial Fill Fill Maeual for layer Granularwellgraded superpose AASHTOM45 Begin cmpacdon ft min .12"(3a)min) of materiel lzaoamnvNnesus IN_1M 1 allowable axle loads during paving. ©Initial Fill 24'[fi001 32,000 D42] 16,000 [71] 12' [4571 20,000 [e9] been top of theEmbedmentmimra, <35%tines of processed p-1,A-2-0,A-3 over the Compact ad5%frol o0nor.F.RITE mRWDEn Mahal Compacted 18'[4571 170[R51 143D nersInFL50ranernarad stone ('e'layebto l6'(450 mm)abpw aggregate.Maiparemmisubbase or layers in 6'(150 mint max.lifls to amin.95%hoctor poOursfI T. Tx n,aAQ,aN 3. Ground pressure for dozers is the vehicle operating weight 24' [6101 SRI 1210 [581 the top of the mamba Note that materials ranceused in lieu of this AASHTO M43' censiry lm well�ratletl material and 95%nlagve cwcRETEsras uccwea. INENOc e.uwmmIMenexecalose > cru m divided by total ground contact for hacks. Excavators will 30'1762] 36'[9141 1210 [58] 1070[51] pavement subbase may be pan of the layer. 3,357.4,467.5,5657,6, density for removed vector maerials.Rolla - 'C'aya. exert higher ground pressures based on loaded bucket weight and 24'[6001 32,000[1421 16,00D[711 12'[3D51 221 20,000[891 67,te,7,78,8,89,9,10 Areas vehicle might not toexceeor 12,0001a(53 so. DymmicSEE net Nexceed 20,0001ta(09 kN) FLExpTORM CATCN IT uvraerro auem's I..ml.asr.,v boom extension. Loom/Dumped 18'[4571 1625[781 Roller gross vehicle weight not to ® Embedment Slorre:Embed- Clean, crushed angular alone AASHTO M43' No compaction required. of SPECIFIED) HOPE PIPE -''ky - 4. Mini-excepators (<8,000/bV3,628 kg) can be used with at least 12" 24'[610] 30' [7621 1325[63] 1135 [541 exceed 12,0001bs.[53 kN1 ambers team terminal size distribution 3/4-2' 3, 3574, 467, 5, 56, 57 ,nl TORECNTRECreu pill theft Stowsurroundingsa 300 min the limited b the 36'[914] 1010[48] to the foundation aom Ntha'C'layer above. (20 ruin-50 rum) OEECnION CREST CORRUGATION CREST '' of stone over chambers and are ( ) y 18'[4501 32,000 D42] 16,OW [71] 12'13D51 2010[96] „ l"J ® Foundeeon seams: wing trw Nil r �� -"'"'. crswaER store, PASHTOM43' Place and compact Tory maximum ground pressures in Table 2based onafull bucket at 18'457 14m[581 Ro svehic[89] es. he sutptisn nornInlshe diangulw w0mm)Iflt ISCr4osnowrv) Stone helm the onoifforn nominal she tlistribpi on 3/4-2' 3, 357, 4, 467, 5, 5fi, 57 mvengawkhavibraNrymmpada?' maximum boom extension. 24•[6101 106 [581 [53111]to exceed l2,WOIbs. [53 kM exceedes,000 of the grade up to the tam (hoftoml of the chambee (20 ruin-50 rum) � 30'p827 1080 [61] 5. Storage of materials such a5 construction materials, equipment, 36' 19141 950 [451 pLFASE NOTE: spoils, etc. should not be located over the StormTech System. The ®Embedment 12'13001 16,11111711 NOT ALLOWED 12'[3D5] 1540[74] 20,000[891 1. The listed AASHTO designations are lot gradations only. The stone most also be clean, crushed, angular For example, a use of equipment over the StormTech system not covered in Table 2 Slone 18'[4571 1190[571 Roller gross vende weight not to specification for 44 stone would slate: "clean, crushed, angular no. 4 MASHTO 943) stone". (ex. soil mixing equipment, cmne ,, etc) is limited. Please contact 24' 1610] 30'[762] 1010 [481 910[431 exceed 12,000Ids. [53 kN1 2. SlwmTech compaction taquiremenfs are met ror'eFlocation materials when famiadand compacted in if(150 man)(max) glfs using Stmm7ech for more information. 36'914 84040 two full cavuages with a vibtatory compactor. 6.[1501 8,0001351 NOT ALLOWED 12'[305] 1070[51] NOT ALLOWED J. where inliitralion surfaces may be comprised by compaction, for standard installations and standard design load conditions, a fiat suttees may be achieved by taking or dragging without compaction equipment. For special load designs, contact Slurnmech for 6. Allowable track loads based on vehicle travel only. Excavators shall 18'[4571 24' 16101 900 [431 8001381 compaction mquimmeaa. not operate on chamber beds until the total hackney reaches 3 feet 30 [762] 760 [361 (900 min) over the entire bed. 36'[9141 720[341 Table S - Plat $meld Methods and DescriptID s Figure 2-Fill Material Locations Matinial Location Placement Methods/ When Lead Restrictions �.i 11111111 Roller Load Restrictions OA4f+LC8VMryETIC WiTNON W NDEOTExrILENlRestrictions MO: ND CLEW CRUSHED, PHi STONE IN AB 91 'Nou nITrAVEA1.m. ar aM msl(W EaDIIEEm Final Fill A variety of placement memetls may be See Table 2 36'(900 min) minimum for Maximum Construction Oozes to push Darallel to Loads Rmler have parallel to rows - Material usetl. All construction loads inust%t cover required for dump taws usai136'( in) only until 36"(900 min) _ PEIUMETERSTIXIE )D 1 }�G t SC 11085G140-a'12A m)W% ADS'7erms and Conditions of Sale' are available on the ADS websile, exceed the rrlaximum limit in Table 2. trucks to dum over coinpdGetl cover is coinpddad cover is $V-: II "lye N�k .,1 ID.y �s=u �MA4hQ �i + 1a. OG]m-it'n.Bm)M4% Np .ads- e0pm DD chambers. rQiClled.4 rabic do. lam mint MlN' WOS0 IMIN Advanced Drainage System, the ADS logo, and the green stripe are registered Iratlerrarks of Advanced Drainage stems. g ® Initial Fill Excavator positioned off bed mcom- Asphalt can be dumped into SmaII LGP Irackduzers 8 skid Use dynamic force of roller IXCMAnoxwuL ICW BESLOPED ORVFAIIW ♦ StormTechl•and the Isolators Aow are registered trademarks of StormTech,Inc Material mended. Small excavator allowed over Small dozer paver when compacted loatlersa owetllo ggrade cover only after porepaEnd Fill SHIMP Fes'' J1 1ATJ saabosocrm-so•use lMna sw,o-'r chambers. allowed. Davemenlsubbase reaches slonewith at asl6'(150 rum) dentlefWal 2'1370mm, I, Al1 Moemm) #09011309/13 18'(450 min) shove lop of stone untleruacXs planar pv¢rchambem.Rollertrare Orcs leysr'C Is plero] clambers. Equipment mpft push paIBC parallel to chamber rods Only. -ice rvED -�ivsSTEDOFscweuc ameovmam can wyar'm brad.. 02013 Advanced Drainage Systems, Inc. I&Embedment teroesa all lima. E N G I N E E R I N G No equipment allowed on bare chain No wheel loads allowed No tracked equipment is No rollers allowed. , NNIFFER wr4oasca+a-ensa mint MlN on pwftlnmw arena Most pavamanr Slum hers. Use exPava[or or stone Conveyor Material must be placed allowed on chambers until ,zlawmml Mlry nn ON, Dcam a'ano,n„1'wN wbbaaa Wd Can positioned off bed or on foundation outitle the limits of the min. 6"(150 min) cover LAND PLANNING -PROJECT MANAGEMENT suEDRADE so Ls Lae to replacs e,e stone to evenly fur,,rountlallcham- chamber bed. stone is in place. maradaro rwul..m hers tleal least the top of chambers. a- �nEommamm ,znaomml TwP mwyar'c ono Mu» design engineers ®Foundation No StormTech restrictions. Contractor responsible for any Conditions or requirements by others relative to subgrade bearing act sca,o �ia2laeslmm� mm) aLDlanpn. Stone capacity, dewalering or protection of subgade. 912 E. HIGHS 434.227.5140 Call StormTech at 888.892.2894 for technical and product information or visit www.stormtech.com 6 Call StormTech at 888.892.2694 for technical and product information or visit www.stormtecacom 6 CHARLOTTESVILLE Vq 22902 JUSTIN@SHIMP-ENGINEERING.COM StormTech® 1.0 The Isolator® Row 2.0 Isolator Row Inspection/Maintenance StormTech• 3.0 Isolator Row Step By Step Maintenance Procedures lkhntion • RmenfDD- Water Quality Save Valuable Land and �pLT A�a,Wyyon 'fr L1 INTRODUCTION The Isolator Row is typically designed to capture the 2.1 INSPECTION Stop 1) Inspect Isolator Row for sediment StormTech Isolator Row (not to scale) si Protect Water Resources Lmm�J.~ An important component of any Stormwater Pollution "first Bush" and offers the versatility to be sized on a vol- The frequency of Inspection and Maintenance varies A) Inspection ports (if present) 1) s) UAo Prevention Plan is inspection and maintenance. The ume basis or flow rate basis. An upstream manhole not by location. A routine inspection schedule needs to be I. Remove lid from floor box frame StormTech Isolator Row is a patented technique to only provides access to the Isolator Row but typically established for each individual location based upon site ii. Remove cap from inspection riser inexpensively enhance Total Suspended Solids (TSS) includes a high flow weir such that storm water flowrates specific variables. The type of land use (i.e. industrial, - iii. Using a flashlight antl stadia rod, �~�'•�' removal and provide easy access for inspection and or volumes that exceed the capacity of the Isolator Row, commercial, residential), anticipated pollutant load, per- measure depth d sediment and L, maintenance. overtop the over flow weir and discharge through a cent imperviousness, climate, etc. all play a critical role record results on maintenance log. :•i .R J I I N 1 S a - `�- man"dold to the other chambers. in determining the actual frequency of inspection and iv. If sediment is at, or above, 3 inch ' maintenance practices. depth proceed to Step 2. If not IC- _. The Isolator Row may also be part of a treatment train. proceed to step 3. j) q. By treating storm water prior to entry into the chamber At a minimum, StormTech recommends annual inspec- B) All Isolator Rows )1 I �� system, the service life can be extended and pollutants tiare. Initially, the Isolator Row should be inspected every 1. Remove cover from manhole at 1 l�V such as hydrocarbons can be lured. Pre-treatment 6 months for the first year of operation. For subsequentIsolator y cap ups coin end of Row - best management practices can be as simple as deep Years, the inspection should be adjusted based upon ii. Using a flashlight, inspect down Isolator Row through outlet pipe d'S tiN sump catch basins, oil -water separators or can be inns -previous observation of sediment deposition. 1. Mirrors on poles or cameras may be used to avoid a confined space entry' vative storm water treatment devices. The design of The Isolator Row incorporates a combination of standard 2. Fallow OSHA regulations for confined space entry, if entering manhole -� the treatment train and selection of pretreatment devices manholes) and strategically located inspection ports iii. If sediment is at or above the lower row of sidewall holes (approximately 3 inches) processed to Step 2. by the design engineer is Dean driven by regulatoryingraddhals If not proceed to Step 3. --- requirements. Whether pretreatment is used or not, the tot needed). The inspection ports allow for easy access Examples ce partner cam not StomT h predate for Isolator Row Isolator Row is recommended by StormTech as an ro the system from the surface, eliminating the need to mairdenance. (These are trot StormTech products.) Step 2) Clean out Isolator Row using the JetVac process perform a confined space entry for inspection purposes. A) A fixed culvert cleaning nozzle with rear facing nozzle spread of 45 inches or more is preferable effective means to minimize maintenance requirements rM 5.� '•II Maintenance is accomplished with the JetVac process. B) Apply multiple passes of JetVac until backflush water is clean and maintenance costa. p The JetVac process utilizes a high pressure water noz- C) Vacuum manhole sump as required If upon visual inspection it is found that sediment has r '^' - x. `� °• "'�_ y` -. accumulated, a stadia rod should be inserted to deter - As to propel itself down the Isolator Roger while scouring Note: See the StormTech Design Manual for detailed mine the depth of sediment. When the average depth Step S) Replace all caps, lids and covers, record observations and actions `�• -s* 9 and suspending sediments. As the nozzle is retrieved, Looking down the Isolator Row from the manhole opening, woven information on designing inlets for a StormTech system, of sediment exceeds 3 inches throughout the length of VS M P PLAN the captured pollutants are flushed back into the man- Step 4) Inspect &clean catch basins entl manholes upstream of the StormTech system between the chamber and stone base e gotextile is shown . including e Isolator ow. the Isolator Row, clear out should be performed. ildithe IlRhole for vacuuming. Most sewer and pipe maintenance p y companies have vscuum/JetVac combination vehicles. Sample Maintenance Log 999 RIO ROAD 1.2 THE ISOLATOR ROW StormTech Isolator Row with Overflow S Illwa 2.2 MAINTENANCE Selection of an appropriate JetVac nozzle will improve The Isolator Row is a now of StormTech chambers, either (not to scale) The Isolator Row was designed to reduce the cost of maintenance efficiency. Fixed nozzles designed for cuISediment - SC310, SC-310-3, SC-740, DC-780, MC3500 or MC- periodic maintenance. By "isolating" sediments to just verts or large diameter pipe cleaning are preferable. OPTIONAL L . Deals Observations/Actions 4500 models, that is surrounded with filter fabric and con- FRE-mFaTMENT one row, costs are dramatically reduced by eliminating Rear facing jets with an effective spread of at least 45' " nected to a closely located manhole for easy access. The the need to clean out each row of the entire storage are best. Most JetVac reels have 400 feet of hose allow- faterics-wrapped chambers provide for settling and filtea- RM bed. ti inspection indicates the potential need for main- ing maintenance of an Isolator Row up to 50 chambers 3A5/01 , g3 ft. 'none New Installadon. Fhmd Iltt Is CI framert rode dim TECH ISOATORR tion of sediment as storm water rises in the Isolator Row ISOLATOR ROvv tenence, access is provided vie a manhole(s) located long. The JetVac process shell only be performed On g/2p/p1 62 0.1 ft. Some am felt era and ultimately passes through the filter fabric. The open on the ends) of the row for clamour. If entry into the StormTech Isolator Rows that have AASHTO class 1 g/20/08 5.8 0.5 & Mucyfeal, debris visible In role and In ry bottom chambers and perforated sidewalls (SC31D, SC- �i_ = p p• 7 r p manhole is required, please follow local and OSHA rules woven geotextile (as specified by StormTech) over Isolator row, mairl[avnce due f - _ 310-3 and SC-740 models) allow storm water to film both �"' -�i for a confined space entries. their angular base stone. 777/OS 63fG 0 Systemjettedandve UM djm ALBEMARLE COUNTY, VIRGINIA _ vertically and horizontally out of the chambers. MANHOLE - f Sediments are captured in the Isolator Row protecting Oy RFLOW bto Teeh Isolator Row (not to stele) the storage areas of the adjacent stone and chambers wow PoN. -exi SUBMISSION: _ - - from sediment accumulation. r`axn.�.m.P2Tm �r»'ms' p MNamw oP Two different fabrics are used for the Isolator Row. A J " 3` }'' StormTechas 2021.01. 08 $s `. - woven geotextile fabric is placed between the stone _ ;;,pyre and the Isolator Row chambers. The tough geotextile E� „DER REVISION: ;+ '" •. ` - provides a media for storm water filtration and provides 0¢fenfien• Refenfion• water dually a durable surface for maintenance operations. It is also 11 1) 2021.03.11 • designed to prevent scour of the underlying stone and A �VLstos o ' remain Intact during high pressure jetting. A non woven '+ • - 0 fabric Is placed over the chambers to provide a offer T 7 2) 2021.04.29 a 1 701nwootl Road, Sube3Rocky Hill Canr1a11cMOf067 media for flows assin throw h the erforations In the _ • P 9 9 P __ -t' - _ �^"°"� 860.529.8188 BBB.B922W4 IaxB66.328.0401 wwx.storn)IeGLcon 3 2021.07.22 s quire l of the chamber. The non woven fabric 0 not I I I ) ' �• �l - - S ' - required over the DG780, MC3500 or MG4500 models oPrlorvu 6i0e°"'°' "0m""'"'°` c p41q s�m"o is DPPsseraM .. q ACCESS STORMTECH CHAMBFAa m m �e.nzemP-.,e.Tw as these chambers do Inlet have perforated side walls. w,Ios.w,w w.oavr.'R.wa.,e..,,o 4)2021.08.11 ADS ererms and Conditions of Sale' are mailable on the ADS website, w ..ads-pipe.wm MM NONWOVEN FABRIC IS ONLY REQUIRED OVER THE INLET PIPE CONNECTION INTO THE END CAP FOR DG7B0. MG3500 AND Advanced Drainage Systerm, the ADS logo, and the green stripe are registered trademarks d Advanced Drainage Systems. O isolator'° Row 0&M Manual MC-400 CHAMBER MODELS AND IS REQUIRED OVER THEEM RE ISOLATOR ROW Been Building ouncitelomberl era Is areredtad Mmarl of U.S. Green Green BUIItlInA Council Member logo Is a registered traramark of the U.S. Green BUIIdInA Council. 2 Cell StormTech at BB&992.2p4 or visit our vrebsae at www.stormtech.com for technical and product iMomration. Call StormTech at 8a8.892.2894 or visit our website at www.etpmbch.com for technical and product Informstlon. 3 StormTech® Chamber System for Stormwater Management ®2013 Advanced Drainage Systems, Ira. SOM09 OW3 FILE NO. 19.006 BMP INSTALLATION & MAINTENANCE C19