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WPO202100042 Plan - VSMP 2021-10-13 (2)
VS M P PLAN LEGEND EXISTING NEW DESCRIPTION BOUNDARIES BENCHMARK SITE PROPERTY LINE ADJACENT PROPERTY LINE BUILDING SETBACK ❑ PARKING SETBACK SITE TEXT 10 10 PARKING COUNT TOPOGRAPHY INDEX CONTOUR INTERVAL CONTOUR 311.5 x >2m SPOT ELEVATION 311.5 TC x >?- TOP OF CURB ELEVATION 311.5 TW x >2- TOP OF WALL ELEVATION 311.5 B W x� BOTTOM OF WALL ELEVATION STREAM STREAM BUFFER 100 YEAR FLOODPLAIN BUILDING BUILDING RETAINING WALL STAIRS EDGE OF PAVEMENT ROAD CENTERLINE FRONT OF CURB BACK OF CURB CG-12 TRUNCATED DOME SIDEWALK BIKE PARKING HANDICAP ACCESSIBLE AISLE HANDICAP PARKING l7� MATERIAL CONCRETE RIPRAP ASPHALT EC-2 MATTING EC-3 MATTING y WETLAND TREELINE X X FENCE UTILITY UTILITY POLE m m GUY WIRE oHu ORU OVERHEAD UTILITY ucu ucu UNDERGROUND UTILITY STORM O STORM MANHOLE q DROP INLET STORM SEWER RD ROOF DRAIN SANITARY O SANITARY MANHOLE SANITARY SEWER MAIN S S SANITARY SEWER LATERAL WATER W W :d WATER LINE W. VALVE WS WS WATER SERVICE LINE 0 o WATER METER 0 WATER METER VAULT FIRE HYDRANT A A FIRE DEPARTMENT CONNECTION GAS GAS GAS GAS LINE EASEMENTS CONSTRUCTION GRADING ACCESS SIGHT DISTANCE UTILITY STORMWATER FACILITY MAINTENANCE STORMWATER ACCESS DRAINAGE SANITARY WATERLINE GASLINE NOTE: 1. THE SIZE OF THE SYMBOLS MAY VARY FROM WHAT IS SHOWN. OWNER/DEVELOPER Owner: Developer: The Housing Lab LLC Bamboo Grove Development, LLC 92 Oak Forest Circle 912 East High St Charlottesville, VA, 22901 Charlottesville, VA, 22902 PLAN PREPARATION Shimp Engineering, P.C. 912 East High Street Charlottesville, VA 22902 (434)227-5140 SOURCE OF TITLE DB 5079-303 (TMP 55-68C), DB 5079-303 (TMP 55-68D) ZONING R-4 Residential The property is subject to the proffers of approved ZMA 2019-16 MAGISTERIAL DISTRICT White Hall SOURCE OF BOUNDARY AND TOPOGRAPHY Boundary & topographic survey provided by: Meridian Planning Group, LLC, February 19, 2021. Four (4) foot contours provided by: Albemarle County GIS WATER PROTECTION ORDINANCE The disturbed stream buffer(s) shown hereon shall be mitigated in accordance with the Albemarle County Water Protection Ordinance. See Sheet C11 for mitigation strategy. BENCHMARK Datum for topography is NAVD 88. Project Benchmark is Iron Pin at the Southeast Corner of the Property. FLOODZONE According to FEMA Flood Insurance Rate Map, effective date February 4, 2005 (Community Panel 51003CO229D), this property is not located within a Zone AE 100-year floodplain. RESERVOIR WATERSHED This site is within a State Dam Break Inundation Zone. This site is within Lickinghole Creek watershed, which is a public water supply. WATER & SANITARY SERVICES This property lies within the ACSA jurisdictional area for both water and sewer and will be served by ACSA public water and sewer. GENERAL CONSTRUCTION NOTES 1. Prior to any construction within any existing right-of-way, including connection to any existing road, a permit shall be obtained from the Virginia Department of Transit (VDOT). This 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 (horizontal:vertical). Where reasonably obtainable, lesser slopes of 3:1 or better are to be acheived. 6. Paved, rip -rap or stabilization amt lined ditch may be required when in the opinion of the County Engineer or designee it is deemed necessary in order to stabilize a drainage channel. 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices. 8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III. 9. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry (29 CFR Part 1926). GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL PLANS 1. The plan approving authority must be notified one week prior to the pre -construction conference, one week prior to the commencement of land 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) EXISTING USE Vacant Lots PROPOSED USE Single Family Residential & Single Family Attached Gross density of 4.85 DUA Net density of 9 DUA LAND USE SCHEDULE EXISTING SF AC % Total Impervious 0 0.00 0.0% Turf 32940 0.76 61.1% Woods 20950 0.48 38.9% Total 53890 1.24 100.0% PROPOSED SF AC % Building 6,530 0.15 12.1% Pavement 5890 0.14 10.9% Sidewalk/Concrete 1450 0.03 2.7% Total Impervious 13,870.0 0.32 25.7% Turf 29600 0.68 54.9% Woods 10420 0.24 19.3% Total 53,890.0 1.24 100.0% LIMITS OF DISTURBANCE: 1.00 Acres will be disturbed for this project. GENERAL NOTES 1. The information and data shown or indicated with respect to the existing underground utilities at or contiguous to the site are based on information and data furnished to the owner and engineer by the owners of such underground facilities or others. The owner or engineer shall not be responsible for the accuracy or completeness of such information or data. The contractor shall have full responsibility for confirming the accuracy of the data, for locating all underground utilities, for coordination of the work with owners of such underground utilities during construction, for the safety and protection thereof and repairing any damage thereto resulting from the work. All of these conditions shall be met at no additional cost to the owner. The contractor shall contact "Miss Utilities" of Virginia at 1-800-552-7001 prior to the start of work. 2. When working adjacent to existing structures, poles, etc., the contractor shall use whatever methods that are necessary to protect structures from damage. Replacement of damaged structures shall be at the contractor's expense. 3. The contractor shall be responsible for protecting all existing site structures from damage and coordinating work so that the owner can make necessary arrangements to modify/protect existing structures from damages. 4. The contractor shall be responsible for notifying all utility owners, adjacent land owners whose property may be impacted and the Virginia Department of Transportation prior to completing any off -site work. 5. Contractor shall notify and coordinate all work involving existing utilities with utility owners, at least 72 hours prior to the start of construction. 6. Contractor shall immediately report any discrepancies between existing conditions and contract documents to the owner and engineer. 7. Contractor shall submit for the approval of the owner submittals of all specified materials listed in the plans, to include shop drawings, manufacturer's specifications and laboratory reports. the owner's approval of submittals will be general and will not relieve the the contractor from the responsibility of adherence to the contract and for any error that may exist. 8. All bare areas shall be scarified, limed, fertilized, seeded and mulched. 9. All trees, saplings, brush, etc. shall be removed from within the right of way and the drainage easements. 10. Visibility of all mechanical equipment from the Entrance Corridor shall be eliminated. 11. Retaining walls require separate building permits. 12. All water service lines, sanitary laterals, and sprinkler lines must be visually inspected by the Albemarle County Building Department from the main to the structure. 13. Where the flood level rim of plumbing fixtures are below the elevation of the manhole cover of the next upstream manhole in the public sewer, the fixtures shall be protected by a backwater valve installed in the building drain, branch of the building drain, or horizontal branch serving such fixtures. Plumbing fixtures having flood level rims above the elevation of the manhole cover of the next upstream manhole in the public sewer shall not discharge through a backwater valve. STORMWATER MANAGEMENT NOTES 0.24 acres of the site will be dedicated into a VRRM compliant Stormwater Forest / Open Space Easement. The onsite BMP will provide runoff reduction to meet water quantity requirements. The runoff from this development is released into a stream in compliance with quantity regulations detailed in 9VAC25-870-66-B.3.A (channel protection for discharge to a natural channel) and 9VAC25-870-66-C.2.B (flood protection). Specifically, this is achieved by routing all concentrated onsite runoff into a dry detention pond which discharges into a tributary of Powells Creek - a natural channel. This natural channel is prone to flooding as it is a mapped stream. The Remainder Of Water Quality Requirements Will Be Provided With The Purchase Of Nutrient Credits. This Site Drains Into Powells Creek, a tributary of Mechums River -Beaver Creek. Powells Creek is not listed as impaired for benthiGs, nutrients, dissolved oxygen, or chlorophylka, so per 9VAC25-900-91.13 nutrient credits from the same or adjacent HUC-8 can be used to addressed water quality. see letter of availability on Sheet C13. BMP MAINTENANCE NOTES The Dry Detention pond is subject to a maintenance agreement and shall be inspected seasonally by the Bamboo Grove HOA. Inspections should ensure primary and emergency spillways are not clogged and no erosion occurs within the pond or at the spillway outfalls. Problems shall be corrected immediately by an authorized professional. BMP MAINTENANCE NOTES The Dry Detention pond is subject to a maintenance agreement and shall be inspected seasonally by the Bamboo Grove HOA. Inspections should ensure primary and emergency spillways are not clogged and no erosion occurs within the pond or at the spillway outfalls. Problems shall be corrected immediately by an authorized professional. BAMBOO GROVE WP02021-00042 TAX MAP 55, PARCEL 68C, & PARCEL 68D ALBEMARLE COUNTY, VIRGINIA VICINITY MAPSCALE : 1°=1000' CROZET CROSSING CHARD ACRES J\Le� L e ve .n Crozet Elementary School ern LANDS I n ANT SITE r Crozet Pizza© BARGAMIN PARK J Q r%r,,zet w Jarm,,, G pad Smoked Kitchen and Tap ® s r a REA WAYLAND PARK Thee Notched Rd �Pi° ' �K'-s, PARKSIDE VILLAGE �•'" +�. Crozet Park Community Budding 'L�(1 Claudius Crozet Park �Iy 3 e s SHEET INDEX: TOTAL 14 SHEETS C1 COVER SHEET C2 EXISTING CONDITIONS C3 SITE PLAN C4 UTILITY PLAN CS GRADING PLAN C6 STORM SEWER & ROAD PROFILES C7 STORM SEWER DETAILS C8 ESCP NARRATIVE C9 ESCP PHASE 1 C10 ESCP PHASE 2 C11 ESCP PHASE 3/ MITIGATION PLAN C12 ESCP DETAILS C13 IMPERVIOUS AREA MAP C14 DRAINAGE AND SWM CALCS APPROVED by the Albemarle County Community Development Department Date 12/07/2021 Id1i7iYd�)�[i VI PARK VIEW o IMAGE PROVIDED BY GOOGLE MAPS SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM VSMP PLAN BAMBOO GROVE ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2021.07.30 REVISION: 1) 2021.10.13 FILE NO. COVER SHEET 20.053 C1 N v I � I \ \ S83°37'22"E y \ 95.75' ` \ \ O gOsq \ \ R \ \ \\ \\ \\ \ \ 696, \ \ \ 00 \ \ TMP: 05500-00-00-067AO STEVEN GREGORY HUGHES OR JAMIE KRISTINA FORD HUGHES DB 1927 PG 72 TMP 55C-OA-1 LOEZ, ROBLERO & NOHEMI MORALES MORALESDEED BOOK/PG 05363/0774 !nc cunwN nNi WV SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM Uj p?a Lic.45183 L VSMP PLAN `" I I `n I BAMBOO GROVE / , 1p6 I \ \ _ 1 EX. 2 ' ACSA > \ \ TMP 55-68D SEWER ESMT \ \ 1 O2 \ \ \ '^ DB 1063 PG 649 \ _ 1`;h/F`THE HOUSING LAB LLC \ I \ a? DB '� 9-_2G 303 DB 5134 PG 366(PLAT)_ �\ \ I EX. 1 ' \ ESMT >06 _ _ 0.356 AC. \ \ DRAIN GE \ \ 6 DB 4 3 PG 39191 ALBEMARLE COUNTY, VIRGINIA \ SUBMISSION: 2021.07.30 >, N89°45'19"W 110.19' \ \ N8s°s4'37"w i3.os' \ REVISION: TMP: 5500-00-00-067C0 >�2\ \ \ I 1) 2021.10.13 RMANS GAP _ ] TMP: 055a0,00-00-06BA0 L DEN IFOFFICELLC AUDREY HADOW MICHIE TMP: 05500-00-00-068B0 1 5'+/- JARMANS GAP DB 4763 PG 25 I SYLVIA M HALLOCK & BENCHMARK A I R AD (RTE 691) DB 32 PG 553 ROSA JIMENEZ-VAZQUEZ N-3912903.91 E V I I DB 4321 PG 364 E-11422992.17 I FHA ELEV-698.77 DESC-IRON PIN I I FILE NO. 20.053 I I r I EXISTING CONDITIONS 30 0 30 60 90 Scale: 1"=30' Cn i i \ CREEK NE 0 PEDESTRIA AG GF - / DAM BREAK INUNDATION PUBLIC ACCESS AS SHOWN ON EASEMENT n \\ \ / ALBEMARLE GIS) (n O 'O A C = W, T �o �< om m� STREET w NAME SIGN Iwv m v N 0o r rn i NOTE: THE ONLY DISTURBANCE WITHIN THE WPO BUFFER IS TO CONSTRUCT BMP . MITIGATION SHALL BE PROVIDED BY PLANTING NATIVE TREES WITHIN BUFFER AREA. SEE SHEET C11. SHIMP ENGINEERINGh LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM 2,290 SF LOT 4% VSMP PLAN 2,030 SF LOT 5 �; J 3,120 SF 4� OP EX. 2 ' ACSA BAMBOO GROVE y° `'� �,� • - SEWER ESMT DB103PG649 LOT 6 EX. 1 DRAIN GE ESMT 20' REAR 20' REAR TBACK 20 REAR SETBACK 20' REAR SETBACK �P � DB 4 3 PG 391 4,825 SF I ALBEMARLE COUNTY, VIRGINIA SETBACK SUBMISSION: .97' 30.58' 30.65' 5 SIDE SET 2021 .07.30 REVISION: 1) 2021.10.13 L 1 5'+/- JARMANS GAP R AD (RTE 691) F-] I � I I I FILE NO. 20.053 SITE PLAN 20 0 20 40 60 Scale: 1"=20' C31 1A AP 1ON NONWOVEN FABRIC OR EQUIVALENT 1 STONE SWALE DETAIL C4 NOT TO SCALE SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM Uj p?a Lic.45183 L �- S�T STOP S GN LOT 3 j EASEME. 2,290 SF LOT 4 2,030 SF LOT s .. ,;-'� �. A2 VSMP PLAN 3,120 SF _ EX. 2 ACSA BAMBOO GROVE SEWER ESMT DB103PC649 LOT 6 I I - - EX. 1 4,825 SF DRAIN NGE ESMT DB 4 3 PG 391 ALBEMARLE COUNTY, VIRGINIA i SUBMISSION: / \ 2021.07.30 REVISION: 1) 2021.10.13 1 5'+/- JARMANS GAP ROAD (RTE 691) E . FV I � I FHA I FILE N0. 20.053 F-7 UTILITY PLAN \ I I 20 0 20 40 60 Scale: 1"=20' C41 SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM o ? Uj pa Lic. 45183 1.15 SIONAL s VSMP PLAN ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2021.07.30 REVISION: 1) 2021.10.13 FILE NO. 20.053 GRADING PLAN 20 0 20 40 60 Scale: 1"=20' 00000C 1A 710 705 700 3 69 6s 68 0 0 Du d 06 N o E-W GRADE 3 a m X. Z 3^r w SHADE zw. O O #_Tf Q-p a _ !- O U f - �2h.ln `F o INVERT TO BE FIELD VERIFIED z Lo :o � > z > z 705 700 695 690 0 w 685 z fA 10+50 11 +00 SANITARY SEWER PROFILE: 1 A-2A SCALE: VERT. 1"=10', HORIZ. 1"=30' 705 700 695 690 685 680 w 11'N 10+00 10+50 STORM SEWER PROFILE: Al-A2 1 A2 a ¢ - o i o " L n. -U/o a >¢ = N J ¢ YS U SCALE: VERT. 1"=10', HORIZ. 1"=30' B1 B2 705 700 695 w 3 w 690 0 685 2 0 0 680 z 705 E 700 695 6 692.80 690 685 g6780 67510+00 10+50 11+00 5 INSTALL DETENTION POND PER DESIGN CRITERIA LISTED ON THIS SHEET. EW GRA TOP OF �� _ o DAM - z o E�:r - 0 0 8' GRASSE D - f- 11 o SPILLWAY 692.90 6 93.-YR _ hWSE WSE O - n H 690.67 6C.00 LF Ia" HDPE o 0 0 o ® 1-.67%-._ m1 �� �- MIN, -6"x-72•' "x8"ORIFICE 0 CONCRET€ 0 0 689.00 y BASE PER > 0 z MFCR. SPEC. M I 0 11 3 STORM SEWER & BMP PROFILE: B1-B2 C6 SCALE: VERT. 1"=10', HORIZ. 1"=30' 710 705 700 695 690 685 0 11+Tcy 705 700 695 ro) 0 H 69D o 685 DRY DETENTION POND INSTALLATION NOTES: CONSTRUCT THE DAM OF POND WITH SUITABLE NATIVE FILL MATERIAL. ENSURE BOTTOM AREA IS EXCAVATED AS SHOWN AND CORRECT SIDE SLOPES ARE GRADED. POND RISER AND PRINCIPLE SPILLWAY (18" HDPE) SHALL BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS. INSTALL HDPE PIPE TRENCH PER MANUFACTURERS SPECIFICATIONS. USE SUITABLE ONSITE ASTM D2321 CLASS II COARSE-GRAINDED SOILS FOR PIPE BEDDING AND BACKFILL IN LIFTS WITH MINIMUM 95% STANDARD PROCTOR COMPACTION. IF SOIL OR COMPACTION CONDITIONS VARY, CONTACT DESIGN ENGINEER IMMEDIATELY. INSTALL EMERGENCY SPILLWAY AT DESIGN ELEVATIONS AND WIDTH AND SOD OR OVERSEED WITH EC-3 MATTING IMMEDIATELY. DRY DETENTION POND CONSTRUCTION INSPECTION GUIDELINES: CONTACT DESIGN ENGINEER OR QUALIFIED 3RD PARTY INSPECTOR FOR INSPECTION AT THE FOLLOWING POINTS: 1. INITIAL POND EXCAVATION (MAY OCCUR AFTER DEWATERING AND FINE GRADING OF SEDIMENT TRAP) 2. COMPLETION OF INSTALLATION OF POND RISER AND PIPE BEDDING FOR PRINCIPLE SPILLWAY (18" HDPE). 3. FINAL BACKFILL OF PRINCIPLE SPILLWAY (18" HDPE) 4. COMPLETION OF FINAL POND GRADING, INCLUDING EMERGENCY SPILLWAY 5. STABILIZATION OF POND CONVERSION TO PERMANENT DRY POND FROM SEDIMENT TRAP NOTES: DRY POND WILL BE CONVERTED FROM SEDIMENT TRAP FOR PERMANENT CONDITION. SEDIMENT TRAP WOULD HAVE BEEN CONSTRUCTED WITH SIMILAR DIMENSIONS (REFERENCE C9 & C12). SEDIMENT TRAP MUST BE COMPLETELY DEWATERED AS FIRST STEP OF CONVERSION. UPON DEWATERING, BEGIN FINE GRADING TO CONVERT TO DRY POND. INSTALL PRINCIPLE AND EMERGENCY SPILLWAY. STABILIZE EVERY PORTION OF DRY POND. C - - EW GRAD OUNTERSINK 3" - PIPE IN 95% S.P. - 7-:00--L 1 __HDPE 10+00 705 700 695 690 10+g05 STORM SEWER PROFILE: C SCALE: VERT. 1"=10', HORIZ. 1"=30' 700 695 690 0 685 0 z 68010+00 700 695 6 690 goo 10+SQ° 5 )STORM SEWER PROFILE: D C6 SCALE: VERT. 1"=10', HORIZ. 1"=30' u COUNTY OF ALBEMARLE Mpartment of Communav mvelopment Construction Record Drawings (As -built) for VSMP The following is a fist of information required on construction record drawings for stotmwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the construction record drawing he prepared by someone other than the designer. Please do not provide design drawings as construction record drawings. A. A signed and dated profcxsional seal of the preparing engineer or surveyor. B. The name and address of the Finn and individual preparing the drawings on the title sheet. C. The constructed location of all items associated with each facility, and the inspection records to verify proper dimensions, materials and installation. The items include, but are not limited to the following: 1. Inspection Records and photographs for pipe trenches and bedding, including underdrains. 2. Video Pipe Inspection for any pipes which are not accessible or viewable. 3. Updated Location with geo-coordinates of all facilities. 4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities. 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey of the pond bottom. Surveys should verify pond volumes are per design- Corrections may he required for alterations from the design. 6. Plants, location and type. 7. Plans and profiles for all culvert.,., Pipes, Risers, Welm and Drainage Structures - Display the installed type of drainage structures, culvcrl/pipc size, weirs, materials, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. 8. Computations: For significant deviations from design, provide scaled computations verifying that the as -built condition is equivalent or better than design. 9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical sections and linings. 10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage must be within platted casements. Provide copies of recorded documents. 11. Guardrail, fences or other safety provisions - Display the constructed location of all safely provisions; fences, guardrail, including the type, length and applied end treatments, compared to design. 12. Material lavers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to material types and depths. Include inspection reports, boring or test pit reports and materials certifications. BioGltcr media must be an approved state mix. 13. Access roads -show location of access roads, surface treatment, drainage, etc, as applicable. 14. Compaction reports are required to verify fill compaction in dams. 15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning. PLASTIC RISER TRASH RACK ORIFICE FOR 18" HDPE OUT INV. 689.00 6" WIDE x 8" HEIGHT - ORIFICE W. 12"x12" TRASH RACK. INV. 689.00 [ MIN. 6"x 72" 0 CONCRETE BASE PER MFCR. SPEC. POND RISER DETAIL SCALt: 1 =5 3:1 SIDE SLOPE 8.00' GRASSED SPILLWA` ELEVATION=692.90 DAM MATERIAL 95% STANDARD PROCTOR COMPACTED FILL CONCRETE RISER RIM=692.55 IN V689.00 3:1 SIDE SLOPE. 7 POND EMERGENCY SPILLWAY DETAIL C6 SCALE: 1"=5 P. ,A.. pI.M M LO. _ 4 - / .E BOLT$ WASHERS MW SELF LIX N R TYPICK S PLIlE5_0Q SPM ON M -V ERA B LOCI{/91E ILCE$$ IMWIRAT L SEEOE, SEExoTE+ I ,- THICH STEEL W D w. TVP. D LEL E /. 141 DR RC M MLS=ATER M.WK£IFHL �I RIAR O.D. WIMOEN]" 'TN V, o O ID. ' gIIMME BTAlIC1U12�^��OD�I TIK RSiR ]If161M MRNK. W OD B E WT.ILBS.I 24 W 3, v ] n zT zs sa a as a: u IB w x 6D xf 53 De w 6 2B w OS z ft Be eT e0 v 3S ]D u roD a+ Ra, ss aD n M xee Be IN 7 7 , z3 SB 0, m RASH DAEMON IMROK. LD. O.D. A B C D E YGLfNi WT.LL85.) xa 30 30 B ] a x] 15 K SB H 42 , u 0 w zz ez 5] M Iz0 w ]x e3 B R xB M 169 ]z ea BI D x1 a. TO ]R ax zx] e/ %O Da n xs 17 D: w xPo 90 111 qT Ix x2 W 1D5 M N1 HIGH DENSITY POLYETHYLENE METAL NOTES: 4 A M HED. LOLYIHLE T a THE SNHL K OREATE ON AN TRASH OR 2..MT OF FLATS IS D BE USED WLFN SPEtim CH TE TO i THE T.T. WEGNT OF tlE 1RAM RACK 6 1R,T THAN ]S 19S CF BE IN LU ED N ONE RO FO TK K11FVTRE' MTE 4 TO i llff R THAN NKII IS TO W RKm ON A SW41 RIIX ML M' IKf+6KN BE INb.UDFD W 1NE NO PMCE FOR TLE 41RIM:TORE. CJEATEA Tx]W r-r. SWEET a OF 5 STORMWATER MANAGEMENT (SWM)DETAILS TRASH RACK ,D2 FOR STORMWATER MANAGEMENT DRAINAGE STRUCTURES NEW SIDS W N WMTIETEE M TNI4POIITAM 1.01 RISER TRASH RACK DETAIL NUI IU SUALL N.- x Rw yy HOE i B3TA• MTE R %• FRONT VIEW sEIE YEW OE DOLT M TO LETK RATE SIDE VIEW DETAIL FOR DEBRIS RACK HOLDER TOP VIEW I. COST OF EfR85 RMC IETK RAZE K OMAR, RK MOLDER TO BE AM "D W THE DO PRICE Fdi ,HE SWY IXiKVLE BTROCTAE 3. Bb5 RA;K WY BE i ATFD IGH WELDED EIKETER Bp6 UR'C�ttE E 0, YEIIMR O LEEK MR T K GKVMiEW. S. CfBE65 TOR TO PE H"OEP E SHOWR OR CONIRAC HAY $VBS1 THE A C Eft BlE OHE L AT NFRJYED By iNf ExM1LFII a.NAV LOCAM OF nIE DEBRIS RMx IKKppt "ff / TED FOR VMMLE CONVTKK . RfuLVhCEDY'f%/S.FNO NEL 2T0 T18 .NI DFMR Na �( HOLDER MO KL MKOWME IS TO BE GKYR M I7 C7�OC70❑ TOP TO BE NPMO TO K OW ICCE55 TO WATER OVWTY MfltF ISEE NOTE 3, ❑ ❑ ❑ ❑ ❑ ❑ a ❑❑❑ ❑❑❑❑ 32jDIAE�SOR L70❑11❑ ISR xOTE xI METAL FRONT VIEW HIGH DENSITY POLYETHYLENE DETAIL FOR DEBRIS RACK ISM WATER OIKITY 01 t 1 SHEET 2 CT 5 STORMWATER MANAGEMENT (SWM) DETAILS ID OR S. D ANI STRIICRNE$ PoYR RPES AND N DRRIE REV. SIDS VRJNA WMRIEMT CE TRMSPpiiATKN IIe05 ORIFICE TRASH RACK DETAIL NOT TO SCALE DRY DETENTION POND PLAN VIEW SCALE: 1 SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM Lic. VSMP PLAN H 83 ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2021.07.30 REVISION: 1) 2021.10.13 FILE NO. SANITARY & STORM SEWER PROFILES 20.053 C6 EW-1.1A A-b 7A TB SHOE TO BE BEVELED I-- - WITH NATO I CO NOT ________ __ BEVEL B INVERT NOTES; 1. 'H" MAY BE REDUCED UNTIL •X• REACHES A MNMU.1 OF 4" HERE EMDMLL WOULD PROTRUDE ABOVE SHOULDER ERE. IN NO CASs SHILL TOP OF EMOW/LL PROJECT ABOVE FLL SLOPE, DITCH SLOPE. OR SHOULDER. 2. THIS ITEM MAY BE PRECAST OR CAST N PLACE. 3. ALL CAST N PUCE CONCRETE TO BE CLASS AT. FOR PRECAST SEE BEET 01D2. 4. THIS STANDARD TO BE USED WITH STRAIGHT CROSSINGS AND ALL SKEWSfO•TO 46•). 5. IEIDWAL TO BE BEVFIID IN AL AREAS EXCEPT WHERE A CONFLICT WITH NVERT OR WNGWALLS OCCUR Ew-1 ENDWALL FOR CIRCULAR PIPE DIAMETER OF PIPE CULVERT 12" 5• 18" 7" OR W' 3" OR 36' A 0{„ 0-8„ D,_W, 1,_D„ T-0• B 11 P-T T-y' T-W' r-0 C T-4" T-P' T-9• 2'!" 2'-9•D T-0 T-3" T-6•2'-8" V-0• F 0-6" OLEO. 0_p„ Er-r 0-9. p,-g„H 2`3" 2'-W' Y-2„ 4'_y" I-W.L V-0" 5'-0" 8'010-0'"00'-T/1' 0'-1�'e 0-2"34'le'b 011' W-F/(' 0'-T/i'0'-2yi 1 D'_3„ CUBIC YARDS OF CCMCEIE GONG. PPE 0.241 0.492 1 0.07 1.30 1 2.057 2%7 C.M.PPE 0.157 0.52E 0.738 1.J98 2.A8 3.45 F I 6. BEVEL EDGE E REQUIRED ON THE HEADWALL AT THE NET ENO M THE CULVERT (WHERE THE ROW ENTERS THE CULVERT). 7. HEIDWML AT THE OUTLET END OF THE CULVERT MAY BE EITHER SQUARE EDGE OR BEVEL EDGE. S.OI SHALLOW FILLS. WHERE ENDWALLS ARE 1.OR LESS BELOW SHOULDER EmTHE TOP OF THE ENDWALL SHALL BE CONSTRUCTED PARALLEL TO THE il OF THE ROAD. CHANTER MAY BE PROVIDED ON ALL EDGES AT MANUFACTURERS OPTION. EW-IA ENDWALL FOR ELLIPTICAL PIPE SGE OF ECLIPTICS PPE CULVERT (SPAN . RISE) 23•.M• WNIV 34•.22" W .24' 42".2P' 45'09' 49'.32" "N34• A O'-B" 0-9• 0-I0• 0 0 0-1F' 1' 0• 1'-0' 11 B 1'-2' T-5• ICU I'-B" T-P' T-KT' 1-1Y T-1T C T-8" T-n. 2-T' 2'-4" 21W 2'-7" 21W 2'-9• D 1,.2, T-7„ T-O„ 2,_0, 2y. 2�-p" y4p. 2'-M'F 0'-6" 0'-8• 0'-0' 11.E 0'-9' 0'-w' 0'-9" 0'-9• H 2-O" N-3• 3'-7• y-0' 4,-p• 4'-2' 4-5• 4'-T' L 5'-,. 7-2• 9'-a• 9'-Y• O'-2" O'-n" 121T' 12'-1F' S T-n" g.-p. g.-10. 3.-2,. 3.y. 3.-P. 4_i. 4'-0'• 0 0'-2/[" 0'-y/i 0'-y/i' OV" 0-4y,• 04y/, OHS" 0-Rya„ b 0-2" 0-21/[' O'-2Ye' 0'-]" 0-9/i 0-3yi" 0-4• 0-4W' CUBIC YARDS OF CONCRETE CONFPPE 0.502 o. HIS 1.236 1 1500 1.80 2.101 1 2.512 1 2.60E F^E STANDARD ENDWALL FOR PIPE CULVERTS m 12" - 36" CIRCULAR AND 23" x 14" - 53" X 34" ELLIPTICAL PIPES ]02 VNON[ DEPARTMENT M TRANSPORTATION FOR DETAILS OF ALL COMPONENT PARTS AND OENERA NOTES- PRECAST" SEE SHEETS 03.01-m.n UNIT ROAD AND BBRIV D�TSIINDIROS :VISION DATE I SHEET 1 OF 1 RFTAII S OF CONCRETE COVER AND GRATE ,4„ 2• DIAMETER ETER BAR a KIM LBS./FT- M ND.14 BILLET STEEL BM a 7.aB DETAILS OF GUTTER AND METHOD OF PLACEMENT IBS.AFT., USTM ASS, GRADE 60. 1. CRATE A E TO BE UTILIZED IN-MA LCOATIONS NOT NORMALLY NOTES - SUBJECT TO TRAFFIC. ELD 1. 01-7 NO GUTTERS. 2. GNATS B IS TO BE URMO N DI-JA NO GUTTER N ONE DRECMON. A- LOCATIONS NORMALLY SUBJECT TO TRAFFIC. DI-75 GUTTER IN BOTH DIRECTIONS. - A 2. JOIHT5 BETWEEN GUTTERS AND CONCRETE COVE -, S. FOR DETAILS M LOAD CARRYING E TO BE DOWELED WITH DH4 % 8" SMOOTH MET L2"X2"%$ GRATE (GRATE 9). SEE T-M-T. RODS W OPBOX. 12" C-C TO PREVENT MTTLE- /i, % 4 SHEET %IJ'g6. VENT. N LIEU OF DOWELS A 2" X Y' NOTCH NI - SPp qF,p[2/x"%IR' ONE T 4. CONCRETE COVER AND ORATE DETAIL A ARE TO BE FURNSED AS A SE PROVIDED. SEE STANDARD T-q-], 4 ALTERNATE DESIGN. CRATE �BBE TYPE SINOLE UNIT' TWE GUI OR 11 OX5'-0" BIAS DMENSIONS M CyRATE TO MI S VABLE 2IOR FLATTER. VIEW (iF011 BONS) (12 RE09.) OR 3-4" X 2-fl (CRATE St. 4, DITCH GRADE MST BE ADJUSTED TO MEET I" DIFFERENCE IN ELEVATION. SEE LONGITUI ET N 5. ALTERNATE I OF SECTION. MORNING ANSLE NON WILL BE F APPROVED AGCEPTIBLE IF APPROVED BY TIRE S F DEPTH (D) BECOMES BECOMES LETHEN {".LENGTH 'yz"I f ENG[EER' OF WINGS ISLE TO BE EXTENDED AS DIRECTED I lay.. BY THE ENGINEER. aa(. H HJN A -A SECTION El-B 6. MATE AND COLLAR ARE To BE GRATE A GAVIHIED. S. CURTAIN WILL TO BE LOCATED AT THE END OF THE PAVED ARCH SECTIONS M THE THETA M WAR SPACING 7. CONCRETE COVER MAY BE DRAIN THAT ME NOT (BUTTED BY OTHER PROXIMATE WANTITES� NCRETE RDNFORCHO ASS A3 STEEL D LHSgN TYPE q B PRECAST OR CAST N PLACE. 8. CONCRETE TO BE C1A55 N F CMi N RACE. ASKS PSI F PRECAST. DRAINAGE. 7. F NORMAL DTCH GRADE IS TOO RAT TO AL 01 FOR ADJUSTED CRUDE TO INLET A SPECIAL L ' ]• GUTTER DETAIL WILL BE REONRED ON PLANS. 1. C.Y. 83 L.S. I T' 1" 9. GRATE BARS TO BE PARALLEL TO A CH FLOW. BOTH SLOPES RAT TXE STEEN N OPE ONE INTERILAATE SAPS INSET INSET % mLET DI TYPICAL ELEVATION SEE NOTE 3 SEE GUTS f �S �i \VVVV��`�II II� SEE TEA 1SEE NOTE 3 I ^ I �oq OR RArTSP ONE STEEP SLOPE -OE RAT SLOPE BOTH SLOPES STEEP APPROXIMATE QUANTITY FOR ONE WRTAN WALL, LMGRIIONAL SECTION MEASURED FROM BOTTOMGUTTER (WHEN NLET IS LOCATED MOVE NORMAL DITCH MADD CONCRETE CLASS AT 0.24E CU. Y05. SEE NOTE S. �VO� STANDARD MEDIAN DROP INLET ROAD AND BRIDGE STANDARDS SEET 2 OF 3 REVISION DATE 12" TO 42" PIPE 04.M VIRGINIA DEPARTMENT OF TRANSPORTATION 2N W3 W2 I DM O, W OP RN L P --r- --- R ----- 0 ----- I- � i LASER Uxli - 7 RISER UNIT RISE1R IONR - TI- MONq.ITXIC REDIILER UNIT SASL P BASE__ ; BASSI U9T ilt . I r r FWTNG FW1NG FIOATION �v=r ERENCE PRECAST MANHOLE ROAD AND BRIDGE STANDARDS OS S03 VIRGINIA DEPARTMENT OF }RINSPMTATIM REVISION OATS SHEET 1 OF 106.07 SING MATERIAL E NOTE 1) SECTIONAL ELEVATION NOTES 1. WEWNG MATERIAL IS TO BE AGGREGATE SIZE 25 M 26 E FOUNDATION HAS STANDING rp1 NWE4RG WATER PRESENT, THEN AGGREGATE NO. 57 SHALL BE USED FOR THE DEPTH Kwlb W THE RIMS M AS DRECTED BY THE ENCJEER.COPED NTN 4 NCHES OF ABNEGATE MG. 25 OR 28_ 2. WRIT" M SECOND) MATERIAL SHALL EXTEND A MINIMUM OF 5" BEYOND THE BONE OF THE STRUCTURE ON AL SEES. 3. HEIGHT OF STRUCTURE IN) 5 MEASURED FROM THE NVERT OF THE STRUCTURE TO THE TOP OF THE FRAME AND COVER M CONCRETE OEPENO KI ON STRUCTURE TYPE. SEE IPPIECABLE MANAGE STRUCTURE STANDARD FOR DETN. BEDDING THICKNESS TABLE FOUNDATION BEDDING THICKNESS TYPE (b) 1" FOR N f D' NORM& EARTH y' FOR H I TY ROCN T' M9 FOOT OF H. MAX. B" AS SPECFIED ON T E PLANS SORT M TFLONC OR AS DIRECTED BY THE ENGINEER ERENCE DRAINAGE STRUCTURE BEDDING FOR DROP INLET, 302 MANHOLE, AND JUNCTION BOX VIRGINIA DEPARTMENT M TRASPOITATION BARS BAR (--A 'v KEYED CONS(. JOINT L-VARIABLE - MAx. 20' WARPED B 8 J 0 z T OPROMH BARS A GUTTER 3 PAVEMENT SlDBPSE TOP OF BOTME FILL COMBINATION UNDERDRMN 'Y DITCH LINE COMBINATION UNDERDRNN CD-2 ON FILLS CENTER LINE SECTION (WITH TYPE 1SELECT MATERIAL) TRENCH PLACEMENT �-PAVEMENT SURFACE D BASE o SUBBASE 0e o - o .0 - FSELECT MATERIAL TYPE IORI :: 057 O.TREGATE, Da ABNEGATE OR CRUSHED CE TEE 1. ° • GLASS HEETrO Da CRMAnM RIEOINDENTS F _L -.0 I ND TRAVEL V[ES CD-2 FOR PIOAI►:1'- TOE OF FLL OlMTLE2 �Y FOR PLAN VIEW SHOWING PLACEMENT OF CD-2 UNDERDRNN NON -PERFORATED OUTLET PIPE III hOR B s c I e }� BONS F EMS E "a 6ry io #W DIAMETER - BARS E FPAVEMENT SURRT N B,L4 = WEEP HOLE FRONT ELEVATION Bags F e^ r-a" a- BARS B e e o e e e e e SUBBASE M CEI•IENT EXORIZEO TAGS E (GUTTER REMOVED) N WAIL THICKNESS G TO RICHES II - �-SELECT NATERVL TTFE[M SUBSTAGE /i (CEMENT OR LINE STAI9LIZEO) 9(MW TESTED ADCOTOINC TO /STM D-2412 AT SX MRELTION. B h _ 5%/a' SENT PLATE \ SECTION B-B o0 0 o D57 IDGRECAT , 18 IfJ.AECATE OR CRUSHED MOTEXTEE GLASS MEETING 66 GRADATION REWIREIENiS. "a y4" R MiAR GENERAL NOTES TYPE A NOSE C£iNL SHALL BE USED WITH CO-3 & CC-7 STANDARDS. L2Y2"X2Y..%,�'. TYPE B NOSE DETAIL SHALL BE USED WITH CG-2 I CG-8 STANDARDS. TYPE A GALVSTUD 1. TRENCH MOLE MPA BE FILLED NTH AGGREGATE AND THROUGHLY HMO TAPED TO TYPE B /i' % 4" STUD SHEAR CONNECTOR WELDED INSURE COMPACTNESS. GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN MOLE OF 58'30' TO ANGLE IRON AT 2'C-C' 2. OUTLET PIPE SHALL BEGN AT THE EDGE M THE TRAVEL LANE PAVEMENT AND APPROACH SLAB P NJ I T ANCHORED WITH I"% 4" T SHEAR PAVEMENT CONNECTORS O S 0 BE CORED / SUDS E WELDED TO BENT PLATE AT 2'C-C. [ NOSE DETAILS SHILL BE RILED ON A GRADE PARNIEL TO THE SHOLDER SLOPE 2 X MM. (3X 2•• DESIRABLE) GRADE. PR. PAVEMENT BRIDGE SUBBASE 3. ON CUM AND GUTTER SECTICNB WHERE I IS IMPOSSIBLE TO OTHERWISE PROVIDE DI-3A i L _ DI-38 L 01-3C � -ftF-WARPED PAVEMENT CD-2 OUTLETS FOR UMERMANS, THEY NE TO BE LOCATED SO AS TO DRAIN INTO DROP GO NETS OR MANOLES. y-p• GATE g/SE NAM.A_ TYPEI 4, pi SIIPETffLEVATEO SECTIONS, TRENCH Ei TO BE L[DER ENTIRE PAVENEIIT MEAL S2E NO.2E (6 MN DEPTH) - - - _ _ - - _ _ _ NTH CURET PPE ON LOW SIDE ONLY. 5. NVERT ELEVATION AT OUTLET END OF OUTLET PPE TO BE A MINIMUM M 1'-0" MOVE (LOW FLAW rLow I 0 - NVERT ELEVATION OF RECEIVING MANAGE DITCH OR STRUCTURE. PLACEMENT OF CD-2 UNDERDRAIN AT 6. A.I. CONNECTIONS (DBOWS. WYES, ETC.) NTTN PAY LIMITS FOR OUTLET PPE ISLE TO DETAIL WHEN USED BRIDGE APPROACH SLABS BE OF THE SAE CREEPING STRENGTH AS RE ORIET PIPE. FOR USE ON GRADES ADJACENT TO CURB 7. OUTLET PPE TO BE SECURELY CONNECTED TO EYT-12M ARTIER DRAINAGE FOR USE N sncs WITHOUT GUTTER srRucrurE. "' BOTH SCES i0 BE SYMMETRICAL STANDARD COMBINATION UNDERDRAIN V SPEGFICATION XVDCTT DOT SPECIFICATION REFERENCE ROAD AND BRDGE STANDARDS STANDARD CURB DROP INLET REFERENCE ROAD AND BPDI£ STADARM SHEET 1 OF 2 REVISION DATE 12" - 30" PIPE: MAXIMUM DEPTH (H) - 8' 233 Soi (AT GRADE SAGS AND BRIDGE APPROACHES) REVISION GATE BEET 1 q' 1 104.09 08M VIRGINIA DEPARTMENT OF TRANSPORTATION 302 7N VIRGINIA DEPARTMENT OF TRANSPORTATION 1Dp pp SEE STMDMAO SL-I FOR APPLICABILITY OF SAFETY SEARS, B ST" 0 MH-I NOTES 1 FRAME W COVER THE O M MASONRY IS TO BE LEFT TL SUFFICIENTLY LOW i0 PERM; POR 1 _ ADJUSTADE MENT NTV OF COVERE OF MOPiFR� TO BRICK AS DIRECTED BY THE ENGINEER. ST-1 SECTION B-B BRICK CONCRETE OR CONCRETE BLOCK HALF PLAN VIEW HALF SECTION A -A (WITH FRAME AND COVER REMOVED) BRICK CONCRETE 5- NOTES' I. OANTTES SOWN ARE FOR MANHOLE B WITHOUT PIPES. TIE ADIUNT DISPLKED BY PIPES WEST BE DEDUCTED TO TABLE OF OUANDIIES DEPTH BRICK MANHME CONCRETE MANHOLE BRICK CONCRETE CONCRETE FEET THOUSANDS CU YARDS CU. YARDS 4 0.5 0.785 TAN 5 0.7 0.785 1.699 6 0.9 0.785 1.%1 7 CD 0.785 2M3 5 L2 OJ85 2485 9 IA 0.785 2.747 O lfi 0.785 3.DES II L9 0,970 3455 12 2.2 :9To 3.817 13 2.5 0.970 4A79 11 2.B p.2LO 4.541 IS 3.1 4. -6 3.4 0 910 5.265 11 4.0 1173 6 032 NCFEVLNT 0.45 0.582 RDARDS II REFERENCE I MANHOLE FOR 12" - 48" PIPE CULVERTS g8.I50F 1 I 302 I VIRGINIA DEPARTMENT OF TRMSPONTAT.^.A OBTAIN TRUE OANTTES. 2.A BASE TBCXAESS OF 9" WAS USED IN COMPUTING CONCRETE QUANTITIES. 3ANCREMENTS TO BE ADDED FOR EACH ADDITION& FOOT OF DEPTH. 1. 4ATERIALS MAY BE MUCK. CONCRETE OR APPROVED CONCRETE MANHOLE BLOCK. 5. IF BLOCKS ARE USED THE MINI TKKKNESS OF SAME IS TO BE Y' T OTHER THICKNESSES ME TO CONFORM TO WALL THICKNESS SHOWN FOR CONCRETE. B ALL CONCRETE TO BE CLASS M. 7. WHEN SPECIFIED ON PLANS THE INVERT IS TO BE SHOED N AGCORDMCE WITH STANDARD IS-1. THE COST OF FURNIMNG MD PLACING A.I. MATERIALS INCIDENTS TO THE SHAPING IS TO BE INCLUDED IN THE 810 FRICE FM TH£ sTRIICTURE. ROM AND BRIDGE STANDARDS ROM AND BRIDGE STMOMOS REVISION DATE SHEET 1 OF 3 SHEET 2 O 3 REVISION CA 01/20 m.0, '06 02 04/20 SECTION A -A THE LETTERS V.O.O.T. ME OPTIONAL F USED THE LETTERS ME TO BE CAST N THE DEPRES�.N TOP M COVER I" WIDE RAISED " HIGH AS SHOWN. ❑ ❑ ❑ A / ❑ ❑ ❑ ❑ 0 OP�TNINPoA�J AND COVER MA-L WE FOR TRAFFIC CONDITIONS. IROXIMATE WEIGHT CAST RON VE 239 t 12 LBS. ER 137 s 7 LBS. 8 SECTION B-B BOTTOM A COPY OF THE NGINA SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE. STANDARD MANHOLE FRAME AND COVER VIRGINIA DEPARTMENT OF TRANSPORTATIN A SPECFICATON REFERENCE 224 SU2 SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. CHARLOTTESVILLE VA, 22902 VSMP PLAN Lic. 434.227.5140 JUSTIN@SHIMP-ENGINEERI NG.COM H 83 �Z�1��1TL ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2021.07.30 REVISION: 1) 2021.10.13 FILE NO. SITE, VDOT & ACSA DETAILS 20.053 TYPE M PPE MUSING sTRENOTH N W.T. 4" MOM. gN1ETER HEW.;. 6" NqL gllElER suoorx wAL PVC .D3 0.153 SMOOTH WAIL PE 70 PSI MINN 70 PS KKN /PPROXDM3TE QUANTITIES � hA3 q-7 q-7A q-7B CLAP (W.Yos.) xAE 12n z.Na C7 PROJECT DESCRIPTION, GENERAL NOTES, EROSION & SEDIMENT CONTROL NOTES, AND SEQUENCE OF CONSTRUCTION PROJECT DESCRIPTION THIS PROJECT IS LOCATED IN CROZET IN ALBEMARLE COUNTY. THIS WILL DEVELOP 6 RESIDENTIAL UNITS WITH ASSOCIATED INFRASTRUCTURE IN A VACANT LOT OFF ORCHARD DR. THE TOTAL AREA OF DISTURBANCE IS 0.92 ACRES. THE PROJECT INVOLVES THE FOLLOWING WORK ACTIVITIES: 1. THE CONTRACTOR SHALL OBTAIN ALL LOCAL AND STATE EROSION AND SEDIMENT PERMITTING REQUIREMENTS AND MAINTAIN ALL EROSION AND SEDIMENT CONTROLS IN ACCORDANCE WITH THE PERMIT REQUIREMENTS. 2. INSTALLATION OF PERMANENT EROSION AND SEDIMENT CONTROL MEASURES AS SHOWN ON THE PLAN AND DETAILS. 3. GRADING AND PLACEMENT OF FILL SHALL BE IN GENERAL ACCORDANCE WITH THE PLAN. 4. ESTABLISHMENT OF PERMANENT STABILIZATION OF ALL DISTURBED AREAS. EXISTING SITE CONDITIONS THE EXISTING SITE IS VACANT AND ZONED FOR R-4 RESIDENTIAL DEVELOPMENT UNDER ZMA 2019-16. ADJACENT PROPERTIES THE PROPERTY IS BORDERED BY ORCHARD DR (EAST), A TRIBUTARY OF POWELL'S CREEK (NORTH), AND EXISTING SINGLE-FAMILY HOMES (SOUTH AND WEST). OFFSITE AREAS: NO OFFSITE AREAS ARE ANTICIPATED SINCE THE SOIL VOLUMES ARE BALANCED. SOILS THE SITE CONTAINS THE FOLLOWING SOIL TYPES: 17 - CRAIGSVILLE LOAM 0 TO 2% SLOPES, HSG A 258 - DYKE SILT LOAM 2 TO 7% SLOPES, HSG B 37D3 - HAYESVILLE CLAY LOAM 15 TO 25% SLOPES, HSG B CRITICAL AREAS NO CRITICAL AREAS HAVE BEEN IDENTIFIED WITHIN THE SITE. EROSION & SEDIMENT CONTROLS 1. SAFETY FENCE: A PROTECTIVE BARRIER INSTALLED TO PROHIBIT UNDESIRABLE USE OF AN EROSION CONTROL MEASURE. STD. AND SPEC. 3.01. 2. CONSTRUCTION ENTRANCE: INSTALL AND MAINTAIN A CONSTRUCTION ENTRANCE, AS NECESSARY, THAT MEETS THE REQUIREMENTS OF STD. AND SPEC. 3.02 AND CONFORMS WITH THE REQUIREMENTS OF THE EROSION & SEDIMENT CONTROL PLAN. 3. SILT FENCE: INSTALL AND MAINTAIN SILT FENCE THAT MEETS THE REQUIREMENTS OF STD. AND SPEC. 3.05. THIS SILT FENCE SHALL BE INSTALLED AS SHOWN ON THE EROSION & SEDIMENT CONTROL PLAN AND ACCOMPANYING DETAILS FOR THE PURPOSE OF INTERCEPTING SILT -LADEN RUNOFF BEFORE IT IS DISCHARGED FROM THE SITE. THE SILT FENCE SHALL BE INSPECTED AND MAINTAINED TO ENSURE CONTINUED PERFORMANCE. 4. TEMPORARY SEDIMENT TRAP: A SMALL PONDING AREA, FORMED BY CONSTRUCTING AN EARTHEN EMBANKMENT WITH A STONE OUTLET ACROSS A DRAINAGE SWALE, TO DETAIN SEDIMENT -LADEN RUNOFF FROM SMALL DISTURBED AREAS FOR ENOUGH TIME TO ALLOW MOST OF THE SUSPENDED SOLIDS TO SETTLE OUT. MAXIMUM EFFECTIVE LIFE IS 18 MONTHS. STD. AND SPEC. 3.13, TO BE CONVERTED INTO A PERMANENT DETENTION POND AT THE END OF CONSTRUCTION AS DETAILED. 5. TEMPORARY DIVERSION DIKE: A RIDGE OF COMPACTED SOIL CONSTRUCTED AT THE TOP OR BASE OF A SLOPING DISTURBED AREA WHICH DIVERTS SEDIMENT -LADEN RUNOFF TO A SEDIMENT TRAPPING STRUCTURE. MAXIMUM EFFECTIVE LIFE IS 18 MONTHS. STD. AND SPEC. 3.09. THE CLEANWATER DIVERSIONS WILL BE MADE STABLE BY THE USE OF VDOT LD-268 DESIGN STANDARDS. 6. TEMPORARY SEEDING: TEMPORARY SEEDING SHALL BE APPLIED TO ALL DENUDED AREAS WITHIN SEVEN (7 WILL DAYS TO DENUDED AREAS THAT MAY OR MAY NOT BE AT FINAL GRADE BUT L REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN 14 DAYS. TEMPORARY SEEDING SHALL BE APPLIED IN CONFORMANCE WITH STD. AND SPEC. 3.31. 7. PERMANENT SEEDING: PERMANENT SEEDING SHALL BE APPLIED TO AREAS DELINEATED ON THESE PLANS WITHIN SEVEN (7) DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. PERMANENT SEEDING STABILIZES DISTURBED AREAS AND ENHANCES THE BEAUTY OF THE SITE. 8. MULCHING: APPLICATION OF PLANT RESIDUES OR OTHER SUITABLE MATERIALS TO THE SOIL SURFACE TO PREVENT EROSION AND FOSTER THE GROWTH OF VEGETATION. ORGANIC MULCHES (STRAW) HAVE BEEN FOUND TO BE THE MOST EFFECTIVE. 9, DUST CONTROL: CONDUCT DUST CONTROL OPERATIONS NECESSARY TO MET THE REQUIREMENTS OF STD. & SPEC. 3.39 AS REQUIRED TO CONTROL SURFACE AND AIRBORNE MOVEMENT OF DUST. 10.INLET PROTECTION: INLET PROTECTION MEASURES AROUND THE NEW INLETS SHALL BE PROVIDED IN ACCORDANCE WITH STD. AND SPEC. 3.07. SILT FENCE, STRAW BALES OR TEMPORARY STONE APPLICATIONS SHALL BE APPLIED AS APPROPRIATE FOR CURRENT GRADE CONDITIONS. 11.OUTLET PROTECTION: RIP -RAP SHALL BE PROVIDED AT THE OUTFALL OF CONVEYANCE CHANNELS, CULVERTS, AND STORM SEWERS IN CONFORMANCE WITH STD. AND SPEC. 3.18. OUTLET PROTECTION SHALL BE INSTALLED WITH ACCOMPANYING STORM SEWERS AND SHALL BE INSPECTED AFTER EACH RAINFALL EVENT AND REPAIRED IF NECESSARY. ANT SEDIMENT BUILD UP SHALL BE REMOVED. CONSTRUCTION MAINTENANCE THE FOLLOWING CONSTRUCTION MAINTENANCE PRACTICES SHALL BE FOLLOWED AT THE SITE. 1. ALL E&S CONTROL MEASURES WILL BE CHECKED DAILY AND AFTER EACH SIGNIFICANT RAIN EVENT. ALL DEFICIENCIES IDENTIFIED DURING THESE INSPECTIONS SHALL BE CORRECTED AS SOON AS PRACTICABLE. 2. THE SILT FENCE BARRIER SHALL BE REGULARLY CHECKED FOR UNDERMINING, DETERIORATION OR SIGNIFICANT EROSION. SEDIMENT SHALL BE REMOVED AFTER EACH STORM EVENT AND WHEN THE LEVEL OF SEDIMENT DEPOSITION REACHES HALF THE HEIGHT OF THE CONTROL. 3. THE CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ALL MAINTENANCE REQUIREMENTS SET FORTH IN THE CURRENT EDITION OF THE VIRGINIA SEDIMENT AND EROSION CONTROL MANUAL, OTHER APPLICABLE COMMONWEALTH OF VIRGINIA REGULATIONS AND THE PROJECT SPECIFICATIONS. 4. ALL SEEDED AREAS WILL BE REGULARLY CHECKED TO ENSURE THAT A GOOD STAND OF GRASS IS MAINTAINED. 5. AREAS WITH RIP -RAP SHOULD BE REGULARLY INSPECTED TO DETERMINE IF HIGH FLOWS HAVE DAMAGED THESE CONTROLS OR CAUSED EXCESSIVE SEDIMENT DEPOSITION. ALL AREAS SHALL BE MAINTAINED IN ACCORDANCE WITH THE REQUIREMENTS OF THIS E&S CONTROL PLAN. ENVIRONMENTAL CONTROLS 1. CONTRACTOR SHALL PROVIDE AND MAINTAIN ALL ENVIRONMENTAL CONTROL MEASURES SO AS TO COMPLY WITH LOCAL ORDINANCES, STATE AND FEDERAL LAWS AND REGULATIONS APPLICABLE TO WATER POLLUTION IN WATERS OF THE STATE AND IN INTERSTATE WATERS. 2. CONTRACTOR SHALL MINIMIZE THE POTENTIAL FOR AIR POLLUTION BY THE USE OF EMISSION CONTROL EQUIPMENT ON CONTRACTOR OPERATED EQUIPMENT, SHUT -DOWN OF MOTORIZED EQUIPMENT WHEN NOT IN USE, AND ACTIVELY CONTROLLING DUST EMISSIONS THROUGHOUT THE PROJECT. EROSION & SEDIMENT CONTROL PERMITTING CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL LOCAL AND STATE EROSION AND SEDIMENT CONTROL PERMITS AND MAINTAINING ALL EROSION AND SEDIMENT CONTROLS IN ACCORDANCE WITH THE PERMIT REQUIREMENTS. PERMANENT STABILIZATION AND SEQUENCE OF CONSTRUCTION THE FOLLOWING ARE THE PROPOSED MANAGEMENT STRATEGIES AND DETAILED SEQUENCE OF CONSTRUCTION: PHASE 1 1. INSTALL CULVERT AND CONSTRUCTION ENTRANCE OFF ORCHARD DR. 2. INSTALL SILT FENCE AND CLEANWATER DIVERSION AS SHOWN ON THIS SHEET. 3. INSTALL SEDIMENT TRAP AND DIVERSION DIKES AS SHOWN ON THIS SHEET. 3. CONTACT COUNTY INSPECTOR FOR INSPECTIONS. 6. WHEN FIELD CONDITIONS ARE APPROVED, PROCEED TO PHASE 2 FOR MASS GRADING AND UTILITY INSTALLATION. PHASE 2 1. INSTALL UTILITIES COMPLETE MASS GRADING. 2. BEGIN SITE STABILIZATION BEFORE HOUSE CONSTRUCTION. STONE STABILIZATION OF THE ROAD PARKING AREA SHOULD BE ACHIEVED BEFORE VERTICAL CONSTRUCTION. 3. MAINTAIN EROSION CONTROL USING TEMPORARY SEEDING, FINAL SEEDING, AND STONE AS VERTICAL CONSTRUCTION PROCEEDS. 4. AFTER UPSTREAM AREAS ARE STABILIZED, CONTACT COUNTY INSPECTOR AND DESIGN ENGINEER TO CONFIRM SEDIMENT TRAPS CAN BE CONVERTED INTO PERMANENT POND. UPSTREAM AREAS MUST BE STABILIZED. 5. SEE PHASE 3 FOR FINAL STABILIZATION PLANS. PHASE 3 1. TRAP CAN BE CONVERTED INTO PERMANENT DETENTION POND BEFORE VERTICAL HOUSE CONSTRUCTION IS COMPLETE. IF TRAP IS CONVERTED BEFORE CONSTRUCTION IS COMPLETE, PROTECT POND WITH SILT FENCE AS SHOWN. 2. MAINTAIN PERIMETER CONTROLS AND INLET PROTECTION UNTIL FINAL STABILIZATION IS ACHIEVED. 3. CONTACT COUNTY INSPECTOR FOR FINAL INSPECTIONS WHEN SITE IS FULLY STABILIZED. GENERAL NOTES 1. THE INFORMATION AND DATA SHOWN OR INDICATED WITH RESPECT TO THE EXISTING UNDERGROUND UTILITIES AT OR CONTIGUOUS TO THE SITE ARE BASED ON INFORMATION AND DATA FURNISHED TO THE OWNER AND ENGINEER BY THE OWNERS OF SUCH UNDERGROUND FACILITIES OR OTHERS. THE OWNER OR ENGINEER SHALL NOT BE RESPONSIBLE FOR THE ACCURACY OR COMPLETENESS OF SUCH INFORMATION OR DATA. THE CONTRACTOR SHALL HAVE FULL RESPONSIBILITY FOR CONFIRMING THE ACCURACY OF THE DATA, FOR LOCATING ALL UNDERGROUND UTILITIES, FOR COORDINATION OF THE WORK WITH OWNERS OF SUCH UNDERGROUND UTILITIES DURING CONSTRUCTION, FOR THE SAFETY AND PROTECTION THEREOF AND REPAIRING ANY DAMAGE THERETO RESULTING FROM THE WORK. ALL OF THESE CONDITIONS SHALL BE MET AT NO ADDITIONAL COST TO THE OWNER. THE CONTRACTOR SHALL CONTACT "MISS UTILITIES" OF VIRGINIA AT 1-800-552-7001 PRIOR TO THE START OF WORK. 2. WHEN WORKING ADJACENT TO EXISTING STRUCTURES, POLES, UTILITIES, ETC., THE CONTRACTOR SHALL USE WHATEVER METHODS THAT ARE NECESSARY TO PROTECT STRUCTURES FROM DAMAGE. ANY DAMAGE CAUSED BY THE CONTRACTOR OR ITS SUBCONTRACTORS SHALL BE THE CONTRACTOR'S SOLE RESPONSIBILITY TO REPAIR OR REPLACE. THIS EXPENSE IS THE CONTRACTOR'S RESPONSIBILITY. 3. REPLACEMENT OR REPAIR OF DAMAGED STRUCTURES SHALL BE AT THE CONTRACTOR'S EXPENSE. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING ALL EXISTING SITE STRUCTURES FROM DAMAGE AND COORDINATING WORK SO THAT THE OWNER CAN MAKE NECESSARY ARRANGEMENTS TO MODIFY/PROTECT EXISTING STRUCTURES FROM DAMAGES. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING ALL UTILITY OWNERS, ADJACENT LAND OWNERS WHOSE PROPERTY MAY BE IMPACTED AND THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO COMPLETING ANY OFF -SITE WORK. 6. CONTRACTOR SHALL NOTIFY AND COORDINATE ALL WORK INVOLVING EXISTING UTILITIES WITH UTILITY OWNERS, AT LEAST 72 HOURS PRIOR TO THE START OF CONSTRUCTION. 7. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). 8. THE CONTRACTOR SHALL VERIFY THE LOCATIONS OF ALL BOUNDARIES BUILDINGS VEGETATION AND OTHER PERTINENT SITE ELEMENTS. CONTRACTOR SHALL IMMEDIATELY REPORT ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS AND CONTRACT DOCUMENTS TO THE OWNER AND ENGINEER. 9. CONTRACTOR SHALL SUBMIT FOR THE APPROVAL OF THE OWNER SUBMITTALS OF ALL SPECIFIED MATERIALS LISTED IN THE PLANS, TO INCLUDE SHOP DRAWINGS, MANUFACTURER'S SPECIFICATIONS AND LABORATORY REPORTS. THE OWNER'S APPROVAL OF SUBMITTALS WILL BE GENERAL AND WILL NOT RELIEVE THE CONTRACTOR FROM THE RESPONSIBILITY OF ADHERENCE TO THE CONTRACT AND FOR ANY ERROR THAT MAY EXIST. 10. CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL NECESSARY PERMITS, INSPECTIONS, BONDS, AND OTHER RELATED ITEMS IN ACCORDANCE WITH LOCAL AND STATE POLICY. STORMWATER MANAGEMENT: 0.24 ACRES OF THE SITE WILL BE DEDICATED INTO A VRRM COMPLIANT STORMWATER FOREST / OPEN SPACE EASEMENT. THE ONSITE BMP WILL PROVIDE RUNOFF REDUCTION TO MEET WATER QUANTITY REQUIREMENTS. THE RUNOFF FROM THIS DEVELOPMENT IS RELEASED INTO A STREAM IN COMPLIANCE WITH QUANTITY REGULATIONS DETAILED IN 9VAC25-870-66-B.3.A (CHANNEL PROTECTION FOR DISCHARGE TO A NATURAL CHANNEL) AND 9VAC25-870-66-C.2.B (FLOOD PROTECTION). SPECIFICALLY, THIS IS ACHIEVED BY ROUTING ALL CONCENTRATED ONSITE RUNOFF INTO A DRY DETENTION POND WHICH DISCHARGES INTO A TRIBUTARY OF POWELLS CREEK - A NATURAL CHANNEL. THIS NATURAL CHANNEL IS PRONE TO FLOODING AS IT IS A MAPPED STREAM. THE REMAINDER OF WATER QUALITY REQUIREMENTS WILL BE PROVIDED WITH THE PURCHASE OF NUTRIENT CREDITS. THIS SITE DRAINS INTO POWELLS CREEK, A TRIBUTARY OF MECHUMS RIVER -BEAVER CREEK. POWELLS CREEK IS NOT LISTED AS IMPAIRED FOR BENTHICS, NUTRIENTS, DISSOLVED OXYGEN, OR CHLOROPHYLL -A, SO PER 9VAC25-900-91.8 NUTRIENT CREDITS FROM THE SAME OR ADJACENT HUC-8 CAN BE USED TO ADDRESSED WATER QUALITY. SEE LETTER OF AVAILABILITY ON SHEET C13. MINIMUM STANDARDS (MS) All applicable Virginia Erosion and Sediment Control Regulations and Minimum Standards shall be adhered to during all phases of construction. These include, but are not limited to the following: 1. STABILIZATION OF DENUDED AREAS: Permanent or temporary soil stabilization shall be applied to bare areas within seven days after final grade is reached on any portion of the site. Temporary soil stabilization shall be applied within 7 days to denuded areas that may not be at final grade, but will remain dormant or undisturbed for longer than 7 days. Permanent stabilization shall be applied at areas that are to be left dormant for more than 30 days. 2. STABILIZATION OF SOIL STOCKPILES: During construction of the project, soil stockpiles shall be stabilized or protected with sediment trapping measures. The applicant is responsible for temporary protection and permanent stabilization of all soil stockpiles on site as well as soil intentionally transported from the project site. 3.PERMANENT VEGETATIVE COVER A permanent vegetative cover shall be established on denuded areas not otherwise permanently stabilized. Permanent vegetation shall not be considered established until a ground cover is achieve that, in the opinion of the county Inspector, is uniform and mature enough to survive to inhibit erosion. 4. TIMING & STABILIZATION OF SILT TRAPPING MEASURES: Sediment basins and traps, perimeter dikes, sediment barriers and other measures intended to trap sediment shall be constructed as a first step in any land disturbing activity and shall be made functional before upslope land disturbance takes place. 5. STABILIZATION OF EARTHEN STRUCTURES: Stabilization measures shall be applied to earthen structures such as dams, dikes and diversions immediately after installation. 6. SEDIMENT TRAPS AND BASINS: A sediment basin shall control surface runoff from disturbed areas that is comprised of flow from drainage areas greater than or equal to three acres. The sediment basin shall be designed and constructed to accommodate the anticipated sediment loading for the land disturbing activity. The outfall device or system device shall take into account the total drainage area flowing through the disturbed area to be served by the basin. 7. CUT AND FILL SLOPES: Cut and fill slopes shall be designed and constructed in a manner that will minimize erosion. Slopes that are found to be eroding excessively within one year of permanent stabilization shall be provided with additional slope stabilizing measures until the problem is corrected. & CONCENTRATED RUN-OFF DOWN CUT OR FILL SLOPES: Concentrated runoff shall not flow down cut or fill slopes unless contained within an adequate temporary or permanent channel, flume, or slope drain structure. 9.WATER SEEPS FROM A SLOPE FACE: Whenever water seeps from a slope face, adequate drainage or other protection shall be provided. 10. STORM SEWER INLET PROTECTION: All storm sewer inlets that are made operable during construction shall P 9 be protected so that sediment -laden water cannot enter the conveyance system without first being filtered or otherwise treated to remove sediment. 11. STABILIZATION OF OUTLETS: Before newly constructed stormwater conveyance channels are made operational, adequate outlet protection and any required temporary or permanent channel lining shall be installed in both the conveyance channel and receiving channel. 12. WORK IN LIVE WATERCOURSES: When work in a live watercourse is performed, precautions shall be taken to minimize encroachment, control sediment transport and stabilize the work area to the greatest extent possible during construction. Nonerodible material shall be used for the construction of causeways and cofferdams. Earthen fill may be used for these structures if armored by nonerodible cover materials. 13.CROSSING A LIVE WATERCOURSE: When a live watercourse must be crossed by construction vehicles more than twice in any six month period, a temporary stream crossing constructed of nonerodible materials shall be provided. 14. APPLICABLE REGULATIONS: All applicable federal, state and local regulations pertaining to working in or crossing live watercourses shall be met. 15. STABILIZATION OF BED AND BANKS The bed and banks of a watercourse shall be stabilized immediately after work in the watercourse is completed. 16. UNDERGROUND UTILITIES: Underground utilities shall be installed in accordance with the following standards in addition to other criteria: a.No more than 500 linear feet of trench may be opened at one time. b.Excovated material shall be placed on the uphill side of trenches c.Effluent for dewatering operations shall be filtered or passed through approved sediment trapping device, or both, and discharged in a manner that does not adversely affect flowing streams or offsite property. d.Material used for backfilling trenches shall be properly compacted in order to minimize erosion and promote stabilization. e.Restabilization shall be accomplished in accordance with these regulations. f. Applicable safety regulations shall be complied with. 17. CONSTRUCTION ACCESS ROUTES: Where construction vehicle access routes intersect paved public roads, provisions shall be made to minimize the transport of sediment by vehicular tracking onto paved surfaces. Where sediment is transported on to a public road surface, the road shall be cleaned thoroughly at the end of each day. Sediment shall be removed by shoveling or sweeping and transported to a sediment control disposal area. Street washing shall be allowed only after sediment is removed in this manner. This provision shall apply to individual lots as well as to larger land disturbing activities. 18.TEMPORARY E&S CONTROL MEASURE REMOVAL: All temporary erosion and sediment control measures shall be removed within 30 days after final site stabilization or after temporary measures are no longer needed, unless otherwise authorized by the local program authority. Trapped sediment and the disturbed soil areas resulting from the disposition of temporary measures shall be permanently stabilized to prevent further erosion and sediment. 19.ADEQUACY OF RECEIVING CHANNELS: Properties and waterways downstream from the development site shall be protected from sediment deposition, erosion and damage, due to increases in volume, velocity and peak flow rates of stormwater runoff for the stated frequency storm of 24-hour duration. SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM Lic. VSMP PLAN H 83 ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2021.07.30 REVISION: 1) 2021.10.13 FILE NO. ESCP NARRATIVE 20.053 m 17 HSG A Nunn ImIn MUNN1noun 3703\\ HSG B- TMP: 05500-00-00-067AO \ STEVEN GREGORY HUGI(EB> e JAMIE KRISTINA F D\HUGI-'E DB 1�2172 0*00 25B HSG B TMP 55C-OA-1 LOEZ, ROBLERO & NOHEMI MORALES MORALESDEED BOOK/PG 05363/0774 AlOI I" 1 CONSTRUCTION All, rEXIS-ING "_umim 5' MN. 2'A ApBR'n041- 13ASL PROFILE sONSI ?,, en N. GUNS HUCIION 0 ASPIIALT PA ED ACCESS \ r� / '+VASHPGG.c Nc, 2'1 Z% �pV4 Y4 `JI r2% '2' IA N.° - i EMUS- EXTEND -LL WIDTH /, Post Vr DR.+. NAGI OF INGRESS AND EGR°SS TO SE71VE'd- CPERATIGV - TRA=PANG ^iVIC[ PLAN i- 17' VIV- TO S DI UNAINASE TO E]UENT 01 IRAPING o-vlcl FILTra OLD-N SECTION A —A A nwniuum water tap of 1 uich nuist be unstaffed with a nwvtuum 1 inch ballcock I shutoff valve sagaplyuy a wadi hose NNith a diameter of 1.5 undies for adequate constant press ffe. Wash water must be carved away Hnm the antrance to an approved settliu'2 area to remove se&Imit, All sedineat shall be preveirted from entering donu chauns. chtches or watercourses. PAVED WASH RACK SOIL EROSION & SEDIMENT CONTROL SYMBOLS SYMBOL NO. TITLE KEY [DRAWN TO SCALE] TS �PS DC SEQUENCE OF CONSTRUCTION - PHASE 1 3.02 CONSTRUCTION ENTRANCE CE 3.03 CONSTRUCTION ROAD STABILIZATION CRS 3.05 SILT FENCE SF 3.07 INLET PROTECTION IP 3.09 TEMPORARY DIVERSIONS DD RWD CWD 3.13 TEMPORARY SEDIMENT TRAP ST 3.31 TEMPORARY SEEDING TS 3.32 PERMANENT SEEDING PS 3.35 MULCH MU 3.39 DUST CONTROL DC LIMITS OF DISTURBANCE TRAP DRAINAGE AREA 1. INSTALL CULVERT AND PAVED CONSTRUCTION ENTRANCE OFF ORCHARD DR. 2. INSTALL SILT FENCE AND CLEANWATER DIVERSION AS SHOWN ON THIS SHEET. 3. INSTALL SEDIMENT TRAP AND DIVERSION DIKES AS SHOWN ON THIS SHEET. 3, CONTACT COUNTY INSPECTOR FOR INSPECTIONS. 6. WHEN FIELD CONDITIONS ARE APPROVED, PROCEED TO PHASE 2 FOR MASS GRADING AND UTILITY INSTALLATION. SHIMP ENGINEERING2. LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM VSMP PLAN EX. DITCH W.-2 MRTTING. _ , "� - �,` /4' h� Q i ALBEMARLE COUNTY, VIRGINIA ��pp O� © MAINTAIN MIN 9" D TH /' — / SUBMISSION: — — — — — CWD 48 �� 5 - 1 � - � 2021 0 30 CWD WD \ CWD ---" ; `` �` c5i --- REVISION:? TMP: 5500-00-00-067C0 n � SA \ �\ - -_ J1k IN6Af' R 1) 2021.10.13 ;7 RMANS GAP _ _ ] TMP: 055a6�00-00-068A0 I,�\ DEN L OFFICE LLC AUDREY HADOW MICHIE TMP: 05500-00-00-068B0 1 5'+/- UARMANS GAP DB 32 PG 553 I DB 4763 PG 25 SYLVIA M HALLOCK & BENCHMARK A R AD (RTE 691)� ROSA JIMENEZ-VAZQUEZ N-3912903.91 V DB 4321 PG 364 E-11422992.17ELEFj ' I DESC \IRONBPIN w _ , SEDIMENT TRAP DRAINAGE AREA MAP_ �\ CWD DRAINAGE rI C14 Scale:l"=100' FILE NO. I AREA: 2.00 AC I / a 20.053 I C=0.47 I �- 0�0=5.1 CFS o ESCP PHASE 1 _ Jr 20 0 20 40 60 C9- Scale: 1°=20' TMP: 05500-00-00- STEVEN GREGORY HUG JAMIE KRISTINA FORD DB 1927 PG 72 I-067C P LLC ,53 SOIL EROSION & SEDIMENT CONTROL SYMBOLS SYMBOL NO. TITLE KEY [DRAWN TO SCALE] TS DC SEQUENCE OF CONSTRUCTION - PHASE 2 3.02 CONSTRUCTION ENTRANCE CE 3.03 CONSTRUCTION ROAD STABILIZATION CRS 3.05 SILT FENCE SF 3.07 INLET PROTECTION IP 3.09 TEMPORARY DIVERSIONS DD RWD CWD 3.13 TEMPORARY SEDIMENT TRAP ST 3.31 TEMPORARY SEEDING TS 3.32 PERMANENT SEEDING PS 3.35 MULCH MU 3.39 DUST CONTROL DC LIMITS OF DISTURBANCE TRAP DRAINAGE AREA 1. INSTALL UTILITIES COMPLETE MASS GRADING. 2. BEGIN SITE STABILIZATION BEFORE HOUSE CONSTRUCTION. STONE STABILIZATION OF THE ROAD PARKING AREA SHOULD BE ACHIEVED BEFORE VERTICAL CONSTRUCTION. 3. MAINTAIN EROSION CONTROL USING TEMPORARY SEEDING, FINAL SEEDING, AND STONE AS VERTICAL CONSTRUCTION PROCEEDS. 4. AFTER UPSTREAM AREAS ARE STABILIZED, CONTACT COUNTY INSPECTOR AND DESIGN ENGINEER TO CONFIRM SEDIMENT TRAPS CAN BE CONVERTED INTO PERMANENT POND. UPSTREAM AREAS MUST BE STABILIZED. 5. SEE PHASE 3 FOR FINAL STABILIZATION PLANS. 'P SHIMP ENGINEERINGh LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM o ? Uj pa Lic. 45183 1.15 S1ONAL s VSMP PLAN ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2021.07.30 REVISION: 1) 2021.10.13 FILE NO. 20.053 i ESCP PHASE 2 20 0 20 40 60 i Scale: 1 "=20' ci 0 I , MITIGATION PLANTING LIST Planting Type Botanical Name Common Name Quantity Large Shade Tree Quercus bicolor Swamp White Oak 50 Large Shade Tree Quercus phellos Willow Oak 50 Large Shade Tree Acer rubro Red Maple 50 Large Shade Tree Betula nigra Riverbirch 50 Medium Shade Tree Amelanchier loevis Smooth Serviceberry 50 Medium Shade Tree Corpinus caroliniona American Hornbeam 50 BULK PURCHASE TOTAL 300 LEGEND 100' BUFFER DISTURBANCE MITIGATION REPLANTING (INSIDE BUFFER) + + + TREE PROTECTION FENCING j STREAM BUFFER `\ PROPERTY/LOT LINE SOIL EROSION & SEDIMENT CONTROL SYMBOLS SYMBOL NO. TITLE KEY [DRAWN TO SCALE] TS DC SEQUENCE OF CONSTRUCTION - PHASE 3 3.02 CONSTRUCTION ENTRANCE CE 3.03 CONSTRUCTION ROAD STABILIZATION CRS 3.05 SILT FENCE SF 3.07 INLET PROTECTION IP 3.09 TEMPORARY DIVERSIONS DD RWD CWD 3.13 TEMPORARY SEDIMENT TRAP ST 3.31 TEMPORARY SEEDING TS 3.32 PERMANENT SEEDING PS 3.35 MULCH MU 3.39 DUST CONTROL DC LIMITS OF DISTURBANCE TRAP DRAINAGE AREA 1. TRAP CAN BE CONVERTED INTO PERMANENT DETENTION POND BEFORE VERTICAL HOUSE CONSTRUCTION IS COMPLETE. IF TRAP IS CONVERTED BEFORE CONSTRUCTION IS COMPLETE, PROTECT POND WITH SILT FENCE AS SHOWN. 2. MAINTAIN PERIMETER CONTROLS AND INLET PROTECTION UNTIL FINAL STABILIZATION IS ACHIEVED. STABILIZATION INCLUDES THE MITIGATION PLAN ON THIS SHEET. 3. CONTACT COUNTY INSPECTOR FOR FINAL INSPECTIONS WHEN SITE IS FULLY STABILIZED. NOTE: TRAIL INSTALLATION DOES NOT INVOLVE LAND DISTURBANCE. PROPOSED PRIMITIVE TRAIL ONLY REQUIRES LANDSCAPING MAINTENANCE. O 6.0' SEEDLING 6.0' 6.0' SEEDLING 6.0' O 1 PLANTING PATTERN: 6' O.C. C17 Scale: 1"=6' BUFFER AREA DISTURBED: 10,000 SF = 0.23 ACRES DISTURBED WITHIN 100' BUFFER MITIGATION PLANTING CALCULATIONS: •0.23 AC AREA DISTURBED WITHIN STREAM BUFFER •0.46 AC REQUIRED 2:1 RATIO REPLANTING AREA (2xO.23=0.46 AC) •0.23 AC AVAILABLE BUFFER REPLANTING AREA (NOTE: AREA NOT SHOWN WITH A HATCH IS TOO DENSELY WOODED FOR REPLANTING AND IS OMITTED) MITIGATION SOLUTION REQUIREMENTS: SEEDLING PLANTING FROM DCR RIPARIAN BUFFERS GUIDANCE MANUAL P.95 OPTION C, TABLE B: PLANT 1210 BARE ROOT SEEDLINGS/ACRE OF AVAILABLE REPLANTING AREA AT 6'x6' ON CENTER. PLANT 280 SEEDLINGS IN 0.23 AC REPLANTING AREA. MITIGATION STRATEGY: PLANT 1210x0.23= 280 BARE ROOT SEEDLINGS IN THE MITIGATION REPLANTING AREA. SEEDLINGS CAN BE PURCHASED IN BULK FROM THE VA. DEPT. OF FORESTRY. (ESTIMATED $80/100 SEEDLINGS) SEEDLING PLANTING INSTRUCTIONS: PLANT 280 BARE ROOT SEEDLINGS AT 6'X'6 ON CENTER. MITIGATION SPECIES LOCATED IN LIST ON THE LEFT OF THESE NOTES. SPECIES WERE SELECTED FROM ALBEMARLE COUNTY APPROVED PLANTING LIST. CONTRACTOR CAN SUBSTITUTE SPECIES ONLY AFTER CONSULTING AN ARBORIST. CONTRACTOR SHALL BEGIN PLANTING AFTER EARTHWORK IS FINISHED AND SHALL COMPLETE PLANTINGS WITHIN 6 MONTHS OF THE FIRST HOUSE CONSTRUCTION. SEEDLINGS SHALL BE PLANTED ACCORDING TO BEST PRACTICES AS SPECIFIED BY THE USDA. MAINTENANCE INSTRUCTIONS: DEVELOPER SHALL ENTER INTO A 5—YEAR MAINTENANCE AND PERFORMANCE GUARANTEE, WHICH SHALL STIPULATE A MINIMUM SURVIVAL OF 600 PLANTS PER ACRE AFTER TWO (2) GROWING SEASONS. REQUIRED SURVIVAL FOR THIS PROJECT: 600xO.23=138 PLANTS. SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM VSMP PLAN ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2021.07.30 REVISION: 1) 2021.10.13 I FILE N0. I I / 20.053 ESCP PHASE 3 I MITIGATION PLAN � Jr I I I Z 20 0 20 40 60 �� Scale: 1°=20' C 11 CONSTRUCTION OF A SILT FENCE 1. SET THE STAKES. 2. EXCAVATE A 47X 4" TRENCH UPSLOPE ALONG THE LINE OF STAKES. 6'MAX. FLOW r - 4. 3. STAPLE FILTER MATERIAL TO STAKES AND EXTEND IT INTO THE TRENCH. FLOW 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) 1 SILT FENCE SF C 12 Not To Scale Sediment Trap Design Data Weir DA Wet D1 Wet Vol. Bottom Dry Dry Vol. . To P Area No. A B C H (ft.) Z (ft.) Length (A�) Volume (ft) (yards) Area Volume (ft.) ) (yards) (sq. ft-) (ft.) (Req.) (Prov.) (sq-ft.) (Req.) (Prov.) 1 688.0 691.0 693.0 3.0 2.0 11.4 1.90 127.3 3.0 127.7 828 127.3 2.0 144.7 2438 •• I + / \ (EXCAVATED) FILTER CLOTH \ GROUND t/ ELEV. Bottom Surface Area COARSE AGGREGATE CLASS I RIPRAP CROSS SECTION OF OUTLET CLASS I RIPRAP LENGTH (IN FEET) _ 6 X DRAINAGE AREA (IN AC.) /DIVERSION DIKE rfCOAZISE7AGGRE;GA�TE�,EXCAVATEDFILTER CLOTH / AREA COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 OUTLET (PERSPECTIVE VIEW) 2 )TEMPORARY SEDIMENT TRAP IQ C 12 Not To Scale ATr%�' uu TYPICAL GRAVEL STRUCTURE 7 )RIGHT OF WAY DIVERSION (RWD C 12 Not To Scale GRAVEL CURB INLET SEDIMENT FIL TER GRAVEL FIL RUNOFF WATER SEDIMENT - CONCRETE SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. • GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE s INLET PROTECTION IP C 12 Not To Scale RO- a1110Y1=1 11=7 9A PERSPECTIVE VIEW PERSPECTIVE VIEW PERSPECTIVE VIEW PLASTIC FENCE METAL FENCE SOURCE: CONWED PLASTICS VDOT ROAD AND BRIDGE STANDARDS VA. DSWC 4 SAFTY FENCE SAF C 12 Not To Scale PLATE. 3.1 -1 1992 3.35 Source: Va. DSWC TABLE 3.35-A ORGANIC MULCH MATERIALS AND APPLICATION RATES RATES: MilI.CHES. NOTES: Per Acre Per 1000 sq. ft. Straw or Hay 1� - 2 tons 70 - 9016s. Free from weeds and coarse (Minimum 2 matter. Must be anchored. tons for Spread with mulch blower winter cover) or by hand. Fiber Mulch Minimum 35 lbs. Do not use as mulch for 1500 lbs. winter cover or during hot, dry periods.' Apply as slurry. Corn Stalks 4 - 6 tons 185 - 275 lbs. Cut or shredded in 4-6" lengths. Air-dried. Do not use in fine turf areas. Apply with mulch blower or by hand. Wood Chips 4 - 6 tons 185 - 275 lbs. Free of coarse matter. Air- dried. Treat with 12 lbs nitrogen per ton. Do not use in fine turf areas. Apply with mulch blower, chip handler, or by hand. Bark Chips 50 - 70 cu. 1-2 cu. yds. Free of coarse matter. Air - or yds. dried. Do not use in fine Shredded turf areas. Apply with Bark mulch blower, chip handler, or by hand. * When fiber mulch is the only available mulch during periods when straw should be used, apply at a minimum rate of 20001hs./ac. or 45 lbs./1000 sq. ft. s MULCHING MU C12 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 6 )DUST CONTROL (DC C 12 Not To Scale TABLE 3.31-C TEMPORARY SEEDING PLANT MATERIALS, SEEDING RATES, AND DATES N a m w SEEDING RATE NORTH' SOUTHb PLANT 3n s/t 8/15 TltS 5/1 9/1 SPECIES CHARACTERISTICS Acre 1000 R� to to to to to to 4/30 8/IS II/1 4I30 9/1 IIIIS OATS 3 bu. (up to (001bs., 2 tbs. X - - Ow sptivg varied« (e.g., Noble). (puma satival not Zees than SO IbsJ RYE' 2 bu. (up to 1IO Ibs., 2.5 Ibs. X - X X - X Use for We F.11 se Wings, xdvter fSecale cer«lel not Tess duo 50Ibs.) cov«. 7olemres cola eed low moisture. GERMAN MR.LET SO It.. appmx. 1 lb. - X - - X - Wum-eeawe umual. Dies m firs[ Betuie ibliul Rost. Mry be addW to wormer m�ea. ANNUAL RYEGRASS` b01b. 1'h Ibs. X - % X - X My be added m mixes. Will (lalium multi-0owm1 mow out of most staWa. WEEPING IS lbs. S'h X - - X - Werm-season pereaviel. Mey LOVEGRASS buvch. Tolerates hot, dry slope re mans curvula) aW acid, infeaile veils. May be addW to mix«. KOREAN 25 Ib. epprox. 1'h X X Warm seasoo amity legume. LESPEDEZA` Ibs. Tolemt« wid soils. May be I( escedev sf ulna added to mix«. a Northern Piedmont and Mountain region. See Plates 3.22-1 and 3.22-2. b Southern Piedmont and Coastal Plain. e May be used as a cover crop with spring seeding. a May be used as a cover crop with fall seeding. X May be planted between these dates. - May Ist be planted between these dates. 7 1'EMYU1 C 12 Not To Scale TYPICAL CLEANWATER DIVERSION 8 ) CLEAN WATER DIVERSION (CWD C 12 Not To Scale Soil DIVERSION DIKE (DD Not To Scale STONE CONSTRUCTION ENTRANCE 70' MIN. r EXISTING I Al 3' I PAVEMENT GROUND FILTER CLOTH 6" MIN. I Al SIDE ELEVATION iZ MIN. } E Ar MIN. ter, v. .x �J:. - VDOT41 COURSE POSITIVE DRAINAGE AGGREGATE E TO SEDIMENT TRAPPING DEVICE 'MUST EXTEND FULL WIDTH OF INGRESS AND EGRESS PLAN VIEW OPERATION SECTION A -A SECTION B-B 10 C 12 Not To Scale m' (OPTIONAL) IV MIN. 10' MIN. PERMANENT SEEDING SPECIFICATIONS February 16 through April 30: Kentucky 31 Fescue - 128 Ibs/acre; Red Top Grass - 2 Ibs/acre; Annual Rye - 20 Ibs/acre. May 1 through August 15: Kentucky 31 Fescue - 128 Ibs/acre; Red Top Grass - 2 Ibs/acre; Foxtail Millet - 20 Ibs/acre. August 16 through October 31: Kentucky 31 Fescue - 128 Ibs/acre; Red Top Grass - 2 Ibs/acre; Annual Rye - 20 Ibs/acre. November 1 through February 15: Kentucky 31 Fescue - 128 Ibs/acre; Red Top Grass - 2 Ibs/acre; Winter Rye - 20 Ibs/acre. MULCHING SPECIFICATIONS: Straw or hay at a rate of 2 tons/acre. Must be anchored. Spread with mulch blower or by hand. LIME AND FERTILIZER SPECIFICATIONS: Lime and fertilizer needs should be determined by soil tests. Soil tests may be preformed by the Cooperative Extension Service Soil Testing Laboratory at VPI&SU, or by a reputable commercial laboratory. Information concerning the State Soil Testing Laboratory is available from CITY Extension Agents. Under unusual conditions where it is not possible to obtain a soil test, the following soil amendments will be applied: For Permanent Seeding: Seeded areas shall be limed at a rate of 2 tons per acre, and fertilized at a rate of 1,000 Ibs. per acre of 10-20-10 (10 Ibs. per 1,000 square feet) or equivalent. For Temporary Seeding: Seeded areas shall be limed at a rate of 2 tons per acre, and fertilized at a rate of 600 Ibs. per acre of 10-20-10 (10 Ibs. per 1,000 square feet) or equivalent. LOW MAINTENANCE GROUND COVER: SOUTHEAST NATIVE GRASS SEED MIX (AMERICAN MEADOWS INC.) For slopes steeper than 3:1 grade, Mix the following seeds at 30 Ibs/acre each, along with EC-2 Matting: Virginia Wildrye (Elymus virginicus), Little Bluestem Grass (Schizachyrium scoporium), Purpletop (Tridens flavus), Broomsedge (Andropogon virginicus), and Indian Grass (Sorghostrum nutons). 11)PERMANENT SEEDING (PS C 12 Not To Scale NOTE: CLEANWATER DIVERSION OUTLETS INTO EXISTING DITCH IN ORCHARD DRIVE ROW. DITCH WIDTH = 15', DEPTH=8". DITCH IS ADEQUATE FOR CALCULATED 5.0 CFS 10-YR RUNOFF DURING CONSTRUCTION FROM ADDITIONAL CWD RUNOFF. SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM suz a Lic. 45183 /SlenulAT. VSMP PLAN ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2021.07.30 REVISION: 1) 2021.10.13 FILE NO. ESC DETAILS 20.053 C121 VRRM SPREADSHEET NN*NRI. Bamboo Grove ea,.lnpureell, weft 201,V202t aMPbdpn apva3stlne W! t013 DrAt5ttls espus Information Post -Development Project (Treatment Volume and Loads) Lard One, (a,.) ASH RINta Cso6 obb TOWS i,wen/Dram soxelmesl-um ADVKE. e..mo�ee.e Lm OUR, .Nxa.wece•,wa" .H o-n - el,r.rom, srM.e roe am .Id KV ...we m scoenlmul a33 032 Constants RumNCRaRchims Mall llnen.,l AbIR .R& Cea4 a3olb w.a eTue _����IDIEntCI^'w ..ITNIErocmR/G .w. wella/ay.AO c.Rs ¢nmbn S- a.pa Site Results (Water Quality Compliance) Area Checks n.A.A nA.B OA.0 nA.O D.AE II ApEq CHECH FOREST/OPEx svACT lag 0.00 om ITCH am 000 am 0.CC 00. 0.00 n00 OK OIL IMPEPVIOOS COVE R a[I IMPERVIOUS COVER TREATED Ia.I MANAGED TURF AREA ar MANAGED TURF AREA TREATED (ac) AREA CHECK 0.00 am om 0.00 om OK 0,00 am am 0,00 om qL 0,00 am am 00, O.m ON OR. OR. OK OR. Oa. Site Treatment Volume (f,S)II t,939 Runoff Reduction Volume and TP By Drainage Area D.A. C RUNOFF UMMON VOLUME ACHIEVED Ih'I 0 0 0 TP LDADAVAIWLE FOR REMOVAL IIb/yrI 0.00 am 000 TPLOAD REDUCTION ACHIEVED IIb/yrI 0.00 am 000 TP LOAD REMAINING jib /Vr) 0.00 I am am DA D DA. E TOTAL 0 0 0 a.a 0.00 0.m 0,000,00 om 0.00 Om O.m NnTNNgN LAD RFOUCFIDNAcHIEvED(Wr o.00 om om O.m Dm om Total Phosphorus FNIALPOSFDFVELOPMENTTPmADIIEjyp TPU REDUCTION REQUIRED I Ib/yr) 0,97 0.59 TPLAp REDUCTION ACHIEVED IIb/yrI TP WAD REMAINING IIb/yrl REMAINING TP LAD MDUCTON REQUIRED IIc/yr): Too 0.97 0.59 Total Nitrogen (For Information Purposes) POFr-DEVELOPMENT LOAD IIb/yrI 692 NI NL REDUCTIONA IEVED Ilb/yrI 0.00 RBREAINING rOFT-0EVFEOPMBM Nn EN WAD Ilb/yrI 6.93 DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0 OMF Design Specifications WE: 2013 Draft Stdsvg 'noff Reducton Method Workeheet Site Summary Project Title: Bamboo Grove Date:4 10] Total Rainfall= A3 inches Site Land Cover Summary A soils BSolls CSells DSells Totals %of Total Forest/Open (acres) 0A0 D.Oo 0.00 0.00 0.00 0 Managed Turf(acres) 0.o0 0.60 0.00 OAO 0.60 65 Impervious Cover(acres) 0.00 0.32 0.00 0.00 0.32 35 0.92 100 Site Tv and Land Cover Nutrient Loads Site IN, 0.46 Trammeot Valume a 1,539 TP Load (lb/yr) 0.97 TN Lead (lb/yr) 6.92 Total TP toad Reduction Required (Ib/yr) 0.59 Site Compliance Summary Total Runoff Volume Reduction IRA) 0 Total TP toad Reduction Achieved (lb/yr) 0.00 TotaITN Wad Reduction Achieved (lb/yr) 0.00 Remaining Post Development TP Wad 0.97(lb/yr) Remaining TP Wad Reduction(lb/yr) Required 0.59 Drainage Area Summary DA. A DA. B DA. C DA. D DA E Total Forest/Open(acres) 0.00 0.00 0.00 0.00 0.00 OAO ManagalTurf(acres) 0.00 0.00 0.00 0.00 0.00 0.00 Impervious Cover(aci 0.00 0.00 0.00 0.00 0.00 0.00 Total Am (acres) 0.00 0.00 0.00 0.00 om 0.00 Drainage Area Compliance Summary D.A. A D.A. B DA. C DA. D D.A. E Total TP Load Reduced (lb/yr) 0.00 0.00 om O.00 0.00 0.00 TN Load Reduced (Ib/vr) 0.00 0.00 0.D0 0.00 0.00 0.00 LEGEND IMPERVIOUS TURF ❑SWM FOREST/ OPEN SPACE VRRM COMPLIANT) E Rivanna River Nutrient Bank Certificate No. Jame"39 July 30, 2021 Nicole A Scro, Esq. Nicole Scro nscrona,nsrelaw.com RE: Request for Bid: Pricing of required phosphorous offset credits and associated nitrogen credits ("Nutrient Credits") from the Rivanna River Nutrient Offset Trading Bank for the following project: Owner: The Housing Lab LLC 92 Oak Forest Circle Charlottesville, VA 22901 Email: Christopher Fuller chrisna,thehousinelab.ore Nicole Scro nscrona,nsrelaw.com Phone:631-513-5480 Project: Bamboo Grove 1 197 Orchard Dr Charlottesville, VA 22932 HUC: Mechums River -Beaver Creek 020802040102 Albemarle Parcel ID: 05500-00-00-068CO & 05500-00-00-068DO Credits: 0.51 Ib/yr Dear Nicole, This letter is to confirm the availability to your project (referenced above) of authorized Nutrient Credits sufficient to meet the your above referenced estimated requirements of Nutrient Credits at our Rivanna River nutrient offset credit bank facility (the "Bank"). The Bank has been registered with the Virginia Department of Environmental Quality (DEQ). These Nutrient Credits are generated and managed under the terms of the Reduction Implementation Plan for the Bank dated November 2017, which was authorized by (DEQ) on September 5, 2018. The Bank has been authorized to provide Nutrient Credits for use in the James River watershed. These credits are transferable to those entities regulated under DEQ's Storm Water Management program in accordance with VA Code 62.1-44.15:27. The sale price per lb. of phosphorous is $11,500.00.The pricing is valid through October 15, Rivanna River Nutrient Offset Trading Bank, 31 Garrett Street, Warrenton, Virginia 20186 STORMWATER MANAGEMENT NARRATIVE: THE ONSITE DRY DETENTION POND BMP WILL PROVIDE RUNOFF REDUCTION TO MEET WATER QUANTITY REQUIREMENTS. THE RUNOFF FROM THIS DEVELOPMENT IS RELEASED INTO A STREAM IN COMPLIANCE WITH QUANTITY REGULATIONS DETAILED IN 9VAC25-870-66-B.3.A (CHANNEL PROTECTION FOR DISCHARGE TO A NATURAL CHANNEL) AND 9VAC25-870-66-C.2.B (FLOOD PROTECTION). SPECIFICALLY, CHANNEL PROTECTION IS ACHIEVED BY ROUTING ALL CONCENTRATED ONSITE RUNOFF INTO A DRY DETENTION POND WHICH DISCHARGES INTO A TRIBUTARY OF POWELLS CREEK AT RATES COMPLIANT WITH THE ENERGY BALANCE EQUATION. FLOOD PROTECTION IS ACHIEVED BECAUSE THE 10-YR POSTDEVELOPMENT PEAK FLOW RATE INTO THIS NATURAL CHANNEL (PRONE TO FLOODING) IS LESS THAN PREDEVELOPMENT PEAK FLOW RATE. THIS NATURAL CHANNEL IS PRONE TO FLOODING AS IT IS A MAPPED STREAM. WATER QUALITY REQUIREMENTS WILL BE PROVIDED WITH THE PURCHASE OF 0.59 LBS OF NUTRIENT CREDITS. THIS IS THE AMOUNT REQUIRED BY THE VRRM SPREADSHEET. THIS SITE DRAINS INTO POWELLS CREEK, WHICH IS A TRIBUTARY OF MECHUMS RIVER -BEAVER CREEK. POWELLS CREEK IS NOT LISTED AS IMPAIRED FOR BENTHICS, NUTRIENTS, DISSOLVED OXYGEN, OR CHLOROPHYLL -A, SO PER 9VAC25-900-91.B NUTRIENT CREDITS FROM THE SAME OR ADJACENT HUC-8 CAN BE USED TO ADDRESSED WATER QUALITY. NUTRIENT CREDITS WILL BE PURCHASED FROM THE RIVANNA RIVER NUTRIENT BANK IN THE SAME 8-DIGIT HUC PRIOR TO LAND DISTURBANCE. SEE LETTER OF AVAILABILITY ON THIS SHEET. 20 0 20 40 Scale: 1 SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN(EISHIMP-ENGINEERING.COM Lic. VSMP PLAN H 83 ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2021.07.30 REVISION: 1) 2021.10.13 FILE NO. 20.053 VRRM MAP 60 C13 ndix 60-1 Overland Flow Time .Seelye ° n.,.,v,ls,w�Mex.ae.a 1492 TD 0225L t 16 C. o -.:.,A..... In....... m.... - - l'NAVEL TIME FOR CHANNEL FLOW � (gryieb Chan) - soo IIT PaveDID tl 4amntl � 18 0o C.1 LOD 06 n. mr Zi J s r o $ I A'O G ega` "SG £ Is gawi m.nn• r tOaY : Y nee t i 6c 20 Da it r,jei 'I.Me 1M1_9 FM1 J mnn:uI vwimlo..iiJ.v lol'alrvm® reIM i � irM M <M[MMTIW R YY14 CxI1XK[ 451R r IX61 �• C Y r w. °,I rJLa na¢m p.wa�a.ap^ - Whoa Vw.PSxpP° LL "°'tl✓""�'"""" - #4 p¢a Sour- VUOT Plate 53 OVERLAND FLOW TIME "°xm.� mroaypm mixl KSkYF{�"'I LEGEND: PreDev Offsite to POA Predev Onsite to POA Bamboo Grove Pre Development Time of Concentration Nomographs REVISION DATE: 10.13-2021 ndix 6D-1 Overland Flow Time -Seelye ,.°„_„ n-• °°,°,A ° IN T-_JZ1. FIN2 nary euna.. r...,. '._e ... TRAVEL TIME FOR CHANNEL FLOW L4w"• (lumkk ckutl ji ul�ear Afti am DOD 50o sit et Pm.l Pavetl Oa=De - _ 3 - am ag I a lao ' �oorol r It Soy C510 �5 V rD e rc DO IrW 02 Z Ya ae s m Y - W B rq,mmemnva,mF,la. a.,.pvammi p 1 .e.� .I a .rM N L. . la SBur<e: VDOT TtoE4$ ,••••. OVERLAND FLOW TIME 1 al-11 °ae":v, LEGEND: PostDev Onsite to BMP Postdev Offsite to BMP Postdev Offsite Unmanaged Bamboo Grove Post Development Time of Concentration Nomographs REVISION DATE: 10-13-2021 Energy Balance Equation Summary for POA A Bamboo Grove 1 Yr, 24 Hr Storm Comparison: Oa-lay.a' I.F. • OP "RV RV ( ,� oeremF�a r,. ce,=mFaa)/ oa�amaaa Qd-h.1D1 O,._,,a-RVro,v.v)/RVr_,,ee Pre Onsite Drainage Area = 1.24 ac POAAOnsite Runoff: Post Onsite Drainage Area = 1.24 ac Q,re d-1., 0.11 (IDOL s,a' I.F. = 0.8 RVFre Pa am= 0.020(me5,6) Max Oae.aY = 0.03 cfs RV,eaelae<e = 0.056 ualte 10,11) PO ) A is in anatural channel prone to flooding. Runoff [o this point is Compliant with 9VAC25-870-66 C(2)b because the total runoff to this point Is reduced by an amount exceeding the reduction required Site complies with 9VAC25-870-66-C(2)b because the 10-yr peak runoff is reduced. 'Page mantels referenced rrom the pmlecrs SWM cakiulation packet Bamboo Grove PreDev Time of Concentration Calculations Predev Offsite to PDA 090 ft overland flow 3.3% slope 0.3 C-value 9.5 min Seelye Chart 445 ft s. c. flow -grass 8.1% slope 2.0 fps velocity 3.7 min. NEH Figure 15-4 140ft channel 9.0ft height 1.0 min. Kirpich Chart TOC= 14.2 min. _ Predev Onsite to PDA 030 ft overland flow 1.3% slope 0.3 C-value 7.1 min Seelye Chart 120 ft s. c. flow -grass 6.8% slope 1.8 fps velocity 1.1 min. NEH Figure 15-4 140ft channel 9.0ft height 1.0 min. Kirpich Chart TOC= 9.2 min, Postdev Onsite to Dry Pond 040 ft overland flow 2.0% slope 0.3 C-value 7.4 min Seelye Chart 140 ft s. c. flow -grass 4.3% slope 2.0 fps velocity 1.2 min. NEH Figure 15-4 00 ft channel 0.0 ft height 0.0 min. Kirpich Chart TOC= 8.6 min. Postdev Offsite to Dry Pond 090 ft overland flow 3.3% slope 0.3 C-value 9.5 min Seelye Chart 480 ft s. c. flow -grass 7.1% slope 2.5 fps velocity 3.2 min. NEH Figure 15-4 00 ft channel 0.0 ft height 0.0 min. Kirpich Chart TOC= 12.7 min. Postdev Offsite Unmanaged to POA 300 ft overland flow 8.D% slope 0.3 C-value 8.4 min Seelye Chart 186 ft s. c. flow -grass 8.1% slope 2.0 fps velocity 1.6 min. NEH Figure 15-4 175ft channel 13.Oft height 1.2 min. Kirpich Chart TOC= 11.1 min. Postdev Onsite Unmanaged to PDA _ Approx. 50' Flowpath: Assumed at 5.0 min. TOC= 5.0 min. meet Energy Balance Requirements, duce Flow @ POA 1 by: (CF,LwWMax Ce.) required reduction@ PDA 0.11 - 0.03 = Foote cfs required ACHIEVED REDUCTION AT PDA 1: 0.11 ch ACHIEVED PREDEV 1-YR Oprea= 1 3.42 10-YR Qpre= 1 13.37 1-YR Flow Reduction 0.11 e the 1-vr reduction is a Total Runoff POSTDEV (Pepe 5) Cost= 3.31 (Pogo lo) (me>) Opest= 12,@8.. (Meu) 1D-YR Flow Red ion 0.39 the reduction required by the Energy Balance Equatil Energy Balance Equation Compliance Note: At PDA A, since there is offsite runoff which cannot be ignored and mixes with the onsite runoff in the proposed stormwater management (SWM) system, Shimp Engineering analyzed for Energy Balance Equation (EBE) compliance by using what we call the Reduction Method. The energy balance equation specifies a certain Maximum Developed Flow Rate for onsite runoff. However, since there is no way to effectively compute the Developed onsite runoff independent of the offsite runoff mixed in the SWM system while still properly designing the BMP's and Detention ponds, we take the reduction that is required for onsite runoff, equal to the Max. Qd,.I, ed minus QPmdevemwb, and use that difference as the regulatory parameter for the total runoff draining to the POA. So for this project, the SWM design must achieved a total runoff reduction (both onsite and offsite runoff) which exceeds that reduction required by the energy balance equation for onsite runoff at each POA- This has been achieved at PDA A, which contains offsite runoff that is managed by the SWM system. Thus the conditions of the Energy Balance Equation are satisfied. The table below summarizes the results. 1 Yr Runoff Required by EBE = 0.08 cfs 1-Yr Runoff Reduction Achieved = 0.11 cfs 1 1 1 1 1 1 1 y w 1 1 I j y y I Iw y y 1 y I I YL4 w w j 11 1 I w w N3` w y 3.36 ACRES OFFSITE ` AREA TO POA w ______-__, 1 BAMBOO GROVE PRE DEVELOPMENT DRAINAGE AREA MAP v ( REVISION DATE: 10/13/2021 � t\ FLOW NALS 120' Sya FI,OO \\ w; w Y w w w \•y w♦♦ r �o____e___W '� w�2�`��. 7.2dACRES ONSITIE ' AREA TO PDA W \ `d--.al .-.4 \\w y -."\ PR&ERf`t` ..\\Y I , w w w ;w w `. w B•bUNiSARY° -.1 w w w `♦ w w w' ♦♦ w w W w I W OF w w `♦ w w w`♦♦ w w w uI w w 11 w w -Y♦ w W w♦♦♦ W w w 1_ w _ VI w w A w w w♦� w w ' w w 1 w w y W y w W♦\ V y 1 W 0, wIp o- w YI W w w 1 OF y. � 1 ' w W I w ♦\ w V w w ' T 1 1 ♦\ i W y y W\ w w w W♦\♦ W w w W \\ w 1 1w w W \ w y! w w V%\ 1 b` W y W�♦ W I W y W q W W W \\W j I 1 '.R w w W W♦♦♦♦� w w W ♦� W w w '� W 1 �- .Y\ I w \a w w w /w \♦ w W w w\\\ w w W w I- \ w 4• r:•6' w +Y Lf Wt +Y W w W ^..W. y y y.. I 1 ... �.-_.._.._ - - - - - - - - - - - - - w � J + e:'1'=5 +` \ + P w , J � 23N3 20ID4 YMYI O r i i r • Y p y r V w I y -i- - w w ♦. YH w � V y r NS,yTE `A0w].54 , I, y w y y y y y y Y 0 1' w w L Y mow' y i! PROWPERtY YI �y BbIJNbARVY w W' \ w -.w_, w w w •\ w w y,' wl w �� w w w w w w w w 1.68 ACRES OFFSITE y y y w\ AREA TO POND �,J- w w w ♦♦ w W`V! w w w`. w .Y .YI ,w w w 1 w w Wl y �Je , y W y � L -Y y 1' y I `Y�'w y y y w 1 y y y W \ w w y \\ w w Vy ' w w 3- w w 1w w w w y y w y! w y w y y\\\\y y y y y yI YI W ,•d� y w w ;Iw y w w w "A' 1 1 I y W W W W Wes' Y y y • y y y y y W W- y y -Y y y y y I W ',•' y w y y y y y y w 1.70ACRES OFFSITE+ y 6 y . • , yI y y y o'°w I W -Y UNMANAGED AREA �® w w y y W y y y y by 1 ,y y y JI y y aay y y y I y ,w y y p' y y y y y y y '• 1 y y y y y y w W Y W w y y y y I y C y y y -- --T b 0 O F-711 •` I a Scale- 1°=504 LEGEND PRE-DEV DRAINAGE AREA IMPERVIOUS TURF LWOODS (VRRM COMPLIANT) / TIME OF CONCENTRATION i FLOW PATH TOTAL PREDEV AREA TO POA: 4.60 ACRES 501 �1 BAMBOO GROVE POST DEVELOPMENT DRAINAGE AREA MAP REVISION DATE: 10/13/2021 i LEGEND POST-DEV DRAINAGE AREA IMPERVIOUS TURF WOODS (VRRM COMPLIANT) ® WOODS (ONLY FOR RUNOFF CALCULATION) TIME OF CONCENTRATION FLOW PATH TOTAL POSTDEV AREA TO PDA: 4.60 ACRES g DRAINAGE TO A2: I A=1.21 ACRES, C=0.47 TOC=SAME AS OFFSITE UNMANAGED AREA f 501 SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM OU� roh32`�� /P�1a Lic. .45183 l Slnt.rAT L"J VSMP PLAN A : ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2021.07.30 REVISION: 1) 2021.10.13 FILE NO. DRAINAGE AND SWM CALCS 20.053 C 41