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HomeMy WebLinkAboutWPO201900057 Plan - VSMP WPO VSMP 2020-03-26VSMP PLAN LEGEND EXISTING NEW DESCRIPTION BOUNDARIES BENCHMARK SITE PROPERTY LINE ADJACENT PROPERTY LINE VACATED PROPERTY LINE BUILDING SETBACK PARKING SETBACK ACCESS EASEMENT SITE TEXT NOTES 10 PARKING COUNT -- 1.00' - DIMENSION GROUND -- -- - GRADING EASEMENT 10 INDEX CONTOUR 12 INTERVAL CONTOUR 578'x SPOT ELEVATION -d 57XTC TOP OF CURB ELEVATION 57 XTW TOP OF WALL ELEVATION 31 'I 5 I' 57 X W BOTTOM OF WALL ELEVATION RETAINING WALL STAIRS BUILDING BUILDING ROAD -EDGE OF PAVEMENT ROAD- CENTERLINE CG-2 STANDARD 6" CURB CG-6 STANDARD 6" CURB AND GUTTER ZT1\ A_N CG-12 STANDARD ACCESS RAMP SIDEWALK BIKE PARKING CROSSWALK HANDICAP ACCESSIBLE AISLE HANDICAP PARKING MATERIAL CONCRETE/PAVEMENT-SIDEWALK o�a�o RIP -RAP ASPHALT W W W W W GRASS EC-3 MATTING EC-2 MATTING WETLAND TREELINE x - x- x- x- x- FENCE - - - - - - - - - - - - STREAM UTILITY UTILITY EASEMENT ♦ UTILITY POLE ® ® LIGHT POLE OVERHEAD UTILITY O 1D MANHOLE SANITARY & SEWER STORM SEWER RD C RD ROOF DRAIN q q DRAIN INLET DRAINAGE EASEMENT SWM FOREST/ OPEN SPACE EASEMENT SANITARY SEWER --- SANITARY EASEMENT WATER -w-w-w-w- -w-w-w-w- WATER LINE 0 0 WATER METER WATER VALVE AND BOX FIRE HYDRANT WATER EASEMENT GAS --as--- GAS LINE NOTE: 1. THE SIZE OF THE SYMBOLS MAY VARY FROM WHAT IS SHOWN. OWNER Albemarle Land Development, LLC 1949 Northside Drive Charlottesville VA, 22911 DEVELOPER Albemarle Land Development, LLC 1949 Northside Drive Charlottesville VA, 22911 PLAN PREPARATION Shimp Engineering, P.C. 912 East High Street Charlottesville, VA 22903 (434) 227-5140 ZONING R-15 Residential MAGISTERIAL DISTRICT Rivanna SOURCE OF TITLE DB 5154/753 SOURCE OF BOUNDARY AND TOPOGRAPHY Boundary & topographic survey provided by: Roger W. Ray & Associates, INC. April 15, 2019 BENCHMARK Datum for topography is NAVD 88 FLOODZONE According to FEMA Flood Insurance Rate Map, effective date February 4, 2005.(Community Panel 510003C 0145 D) this property is located with "Zone X" (unshaded). Area of minimal hazard. RESERVOIR WATERSHED This site is within the Upper Rivanna River Watershed. This site is not within a watershed of a public water supply. GENERAL CONSTRUCTION NOTES 1. Prior to any construction within any existing right-of-way, including connection to any existing road, a permit shall be obtained from the Virginia Department of Transit (VDOT). This plan as drawn may not accurately reflect the requirements of the permit.Where any discrepancies occur the requirements of the permit shall govern. 2. All materials and construction methods shall conform to the current specifications and standards of VDOT unless otherwise noted. 3. Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and shall be installed prior to any clearing, grading or other construction. 4. All slopes and disturbed areas are to be fertilized, seeded and mulched. 5. The maximum allowable slope is 2:1 (horizontle:vertical). Where reasonably obtainable, lesser slopes of 3:1 or better are to be acheived. 6. Paved, rip -rap or stabilization amt lined ditch may be required when in the opinion of the County Engineer or designee it is deemed necessary in order to stabilize a drainage channel. 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices. 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). SWM FOREST AND OPEN SPACE EASEMENT NOTE The SWM Forest and Open Space Easement is subject to the guidance set forth by DEQ in the Virginia Stormwater Management Program. The areas will remain undisturbed in a natural vegetated state except for activities as approved b the g 9 , g p pP Y local program authority, such as forest management, control of invasive species, replanting and revegetating, passive recreation (e.g., trails), and limited bush hogging to maintain desired vegetative community (but no more than four times a year). UNDERGROUND DETENTION MAINTENACE NOTES 1. Inspect the 3 trash screens at detention inlet areas twice per year, in the summer and in the winter. Clean out debris with vac -truck during inspection. Repair screens if needed. 2. Inspect weir plate orifices, trash racks, and welds annually. Remedy any clogs or failures, and replace orifice trash racks if needed. 3. Inspect general system debris accumulation once every 2 years. If debris or sediment is noticed, clean out system with a vac -truck using access risers. AMENDMENT NARRATIVE 1. This Amendment replaces the CMP detention system with an ADS Stormtech BMP. This BMP provides detention and 40% phosphorous treatment. The amended BMP produces similar stormwater management and runoff release rates as the CMP detention system. 2. Since the BMP provides nutrient treatment, the required nutrient credit purchase amount is reduced from 4.98 Ibs to 2.45 lbs. PROFFIT ROAD TOWNHOMES NORTH EXISTING USE Single Family Residential PROPOSED USE 59 New Townhouses Disturbed Area: 5.60 AC LAND USE SCHEDULE EXISTING Area % Building Pavement Sidewalk 953 SF 8630 SF 0 SF 0.3% 2.7% 0% Open Space 307,969 SF 97.0% Total= 317,552 SF (7.59 ac.) PROPOSED Area % Building 46,560 SF 14.7% Pavement 58,132 SF 18.3% Sidewalk 17,276 SF 5.4% Open space 195,584 SF 61.6% Total= 317,552 SF (7.59 ac.) 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. 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) WPO 2019000057 AMENDMENT 1 TAX MAP 32A, PARCEL 2-2 ALBEMARLE COUNTY, VIRGINIA VICINITY MAP SCALE : 1 =2000' o il o` �°pu Q I Q a a.2 6 i9 SITE ]DS llibej Ploffit Rd K'ood g,� 4 830 835 a� 832 .�` 006Q 837 834 833 SHEET INDEX C1 COVER C2 EX. CONDITIONS C3 SITE LAYOUT C4 UTILITY PLAN C5 GRADING PLAN C6 ESCP NARRATIVE C7 ESCP PHASE 1 C8 ESCP PHASE 2 C9 ESCP PHASE 3 C10 ESCP DETAILS C11 ESCP DETAILS C12 BASIN DETAILS C13 STORM PROFILES C14 BMP DETAILS C15 STORM DETAILS C16 BMP DETAILS C17 BMP INSTALLATION & MAINTENANCE APPROVED by the Albemarle County Community Development Department Date 3/27/2020 File WP0201900057 -amendment 1 HIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM .SI dP�' 'k &�S7CtI'rrAl.; � VSMP PLAN FOR PROFFIT ROAD TOWNHOMES NORTH ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2019.10.04 REVISION: 2) 2019.12.26 3) 2020.01.09 4) 2020.01.22 5) 2020.02.28 (AMEND.) 6) 2020.03.26 (AMEND.) FILE NO. COVER 19.029 C1 I I I 1 I I \ 486.9 \ 1 /CD PIPE vv yv vv �v FOUND v\ � � 484.86 v CD o I 0 vv 4 IRON FOUND 486.2 `100 vv vv A \ V A \ v 487.4 \\ v \ v A V v v A v I i v �vMANA6E\D SLOPESvv 1 / 496.7 r— T.M. 32A-2-1B �� / I / / / / vv ��� A - vv v �� v �° �,�v vvv vv v �vv - - - SOUTHERN STATES CHARLOTTESVILLE COOPERATIVE, INC. 1 / / / / i / v v — __ - v `v v `v v v _-__ M 4� / D.B. 1961-246, 250 PLAT �� < HIM ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM sI ic. o.45183 VSMP PLAN FOR PROFFIT ROAD TOWNHOMES NORTH ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2019.10.04 REVISION: 2) 2019.12.26 3) 2020.01.09 4) 2020.01.22 5) 2020.02.28 (AMEND.) 6) 2020.03.26 (AMEND.) FILE NO. 19.029 EXISTING CONDITIONS VV 305 30 0 30 60 90 Scale: 1 "=30' C2 NEW 20' PUBLIC DRAINAGE ESMT \ NEW 20' PUBLIC DRAINAGE ESMT W. L. 484.86 TW 509 RECREATION AREA BW 500 W NEW 0.40 AC SWM 408 FOREST/OPEN SPACE ESMT TW 506 TW 512 O BW 500 506 NEW SWM TW 506 FACILITY ESMT BW 496 APPROXIMATE TW 506 / NEW SWM FACILITY GEOGRID (TYP.) BW 500 ESMT ALONG BL TW 508 / BW 502 / 2500 SF / 2 TW 519 TOT LOT / TW 514 BW 515 / BW 508 / 11 / � f TW 508 TW 523 // 4-� BW 502 BW 518 TOTOT / ♦ TW 514 TW 524 FE%-- / � �`' ♦ BW 508 � BW 519 AGED SLG�ES ♦ __ �\ /;' V / TW 508 / ° / F 30 NEW T FACILITY \ // ♦ ` BW 506 NEW 20' PUBLIC </ ♦ DRAINAGE ESMT OT 0 / FPS76 F 2� NEW FACILITY 401, ° ESMT ALOIKG ROW78B FFo �Q o� oo' / ♦ / - - --- / / o \ bc 401, F,S798 F 26 T. 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HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM ic. o.45183 � FE- w ,% ' - . - w c .� 1, za / °VSMP PLAN FOR 1� F� "d? - PROFFIT ROAD E 11% vw�� ���,_— ��TOWNHOMES Aal 5,35 -- / \ ' / ' \' °FNORTH FF\ ALBEMARLE COUNTY VIRGINIA FFE, 34 / `' w� yam, 3 V V �3— - - --- 4 z? \ 3 - Ro 3 \ SUBMISSION: 5u 0 _ 2019.10.04 UW W -. / F _ E i �uou W °�' «, ' ' FE,534 `�� / �F/ U.C. — — — REVISION: a,UGIJ UGU � 34 - FFE,S34 , / ,� s3, �; 2) 2019.12.26 G'�_ucu %c _ WALL a. I uW�u UW `c"ucu -°�_U FFE,S34 ,� / o FFF,S - '� �¢� I Il 3) 2020.01.09 `UW 4 2020.01.22 ucu uou / 305� // °�' -u�,_ ,� y °� F- ,/ l 5) 2020.02.28 (AMEND.) 03 -/ °W—IJGJI -� _ °� uG'j—ua�uGu � ��, 6) 2020.03.26 (AMEND.) ucu_uW / �u u qU.C. ucu _ / eu u / r' r - - —u� uW 0 29 uo, FILE NO. °a x31 _ 19.029 °a - ucu — _ UGU Uql T) GRADING PLAN 30 0 30 60 90 Scale: 1 "=30' C5 PROJECT DESCRIPTION, GENERAL NOTES, EROSION & SEDIMENT CONTROL NOTES, AND SEQUENCE OF CONSTRUCTION PROJECT DESCRIPTION THIS SITE IS A DEVELOPED BUT MOSTLY WOODED LOT OFF PROFFIT ROAD IN ALBEMARLE COUNTY BEING DEVELOPED INTO A 59 UNIT TOWNHOME COMPLEX. THE TOTAL AREA OF DISTURBANCE IS 5.60 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. ADJACENT PROPERTIES THIS PROPERTY IS BORDERED ON THE SOUTH BY PROFFIT RD. THE PROPERTY IS BORDERED ON THE EAST, WEST AND NORTH BY DEVELOPED, PARTIALLY WOODED LOTS. OFFSITE AREAS SOIL MAY NEED TO BE IMPORTED FROM THE SITE FROM SITES WHICH SHALL HAVE EROSION CONTROL PERMITS. SOILS THE SITE CONTAINS THE FOLLOWING SOIL TYPES: 27B - ELIOAK LOAM - 2 TO 7% SLOPES, HSG B 27C - ELIOAK LOAM - 7 TO 15% SLOPES, HSG B 27D - ELIOAK LOAM - 15 TO 25% SLOPES, HSG B CRITICAL AREAS THE CRITICAL AREA ON THE SITE IS THE EXISTING CHANNEL WITHIN THE SITE. CONTRACTOR TO USE EXTRA CAUTION TO PREVENT SEDIMENT FROM ENTERING THIS CHANNEL. EROSION & SEDIMENT CONTROLS 1. SAFETY FENCE: A PROTECTIVE BARRIER INSTALLED TO PROHIBIT UNDESIRABLE USE OF AN EROSION CONTROL MEASURE. STD, AND SPEC. 3.01. 2. CONSTRUCTION ENTRANCE: INSTALL AND MAINTAIN A CONSTRUCTION ENTRANCE, AS NECESSARY, THAT MEETS THE REQUIREMENTS OF STD. AND SPEC, 3.02 AND CONFORMS WITH THE REQUIREMENTS OF THE EROSION & SEDIMENT CONTROL PLAN. 3. SILT FENCE: INSTALL AND MAINTAIN SILT FENCE THAT MEETS THE REQUIREMENTS OF STD. AND SPEC. 3.05. THIS SILT FENCE SHALL BE INSTALLED AS SHOWN ON THE EROSION & SEDIMENT CONTROL PLAN AND ACCOMPANYING DETAILS FOR THE PURPOSE OF INTERCEPTING SILT -LADEN RUNOFF BEFORE IT IS DISCHARGED FROM THE SITE. THE SILT FENCE SHALL BE INSPECTED AND MAINTAINED TO ENSURE CONTINUED PERFORMANCE. 4. TEMPORARY SEDIMENT TRAP: A SMALL PONDING AREA, FORMED BY CONSTRUCTING AN EARTHEN EMBANKMENT WITH A STONE OUTLET ACROSS A DRAINAGE SWALE, TO DETAIN SEDIMENT -LADEN RUNOFF FROM SMALL DISTURBED AREAS FOR ENOUGH TIME TO ALLOW MOST OF THE SUSPENDED SOLIDS TO SETTLE OUT. MAXIMUM EFFECTIVE LIFE IS 18 MONTHS. STD. AND SPEC. 3.13. TO BE CONVERTED INTO A PERMANENT DETENTION POND AT THE END OF CONSTRUCTION AS DETAILED. 5. TEMPORARY DIVERSION DIKE: A RIDGE OF COMPACTED SOIL CONSTRUCTED AT THE TOP OR BASE OF A SLOPING DISTURBED AREA WHICH DIVERTS SEDIMENT -LADEN RUNOFF TO A SEDIMENT TRAPPING STRUCTURE. MAXIMUM EFFECTIVE LIFE IS 18 MONTHS. STD. AND SPEC. 3.09. THE CLEANWATER DIVERSIONS WILL BE MADE STABLE BY THE USE OF VDOT LD-268 DESIGN STANDARDS. 6. TEMPORARY SEEDING: TEMPORARY SEEDING SHALL BE APPLIED TO ALL DENUDED AREAS WITHIN SEVEN (7) DAYS TO DENUDED AREAS THAT MAY OR MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN 30 DAYS. TEMPORARY SEEDING SHALL BE APPLIED IN CONFORMANCE WITH STD. AND SPEC. 3.31. 7. PERMANENT SEEDING: PERMANENT SEEDING SHALL BE APPLIED TO AREAS DELINEATED ON THESE PLANS WITHIN SEVEN (7) DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. PERMANENT SEEDING STABILIZES DISTURBED AREAS AND ENHANCES THE BEAUTY OF THE SITE. 8. MULCHING: APPLICATION OF PLANT RESIDUES OR OTHER SUITABLE MATERIALS TO THE SOIL SURFACE TO PREVENT EROSION AND FOSTER THE GROWTH OF VEGETATION. ORGANIC MULCHES (STRAW) HAVE BEEN FOUND TO BE THE MOST EFFECTIVE. 9. DUST CONTROL: CONDUCT DUST CONTROL OPERATIONS NECESSARY TO MET THE REQUIREMENTS OF STD. & SPEC. 3.39 AS REQUIRED TO CONTROL SURFACE AND AIRBORNE MOVEMENT OF DUST. 10.INLET PROTECTION: INLET PROTECTION MEASURES AROUNF THE NEW INLETS SHALL BE PROVIDED IN ACCORDANCE WITH STD. AND SPEC. 3.07. SILT FENCE, STRAW BALES OR TEMPORARY STONE APPLICATIONS SHALL BE APPLIED AS APPROPRIATE FOR CURRENT GRADE CONDITIONS. 11.OUTLET PROTECTION: RIP -RAP SHALL BE PROVIDED AT THE OUTFALL OF CONVEYANCE CHANNELS, CULVERTS, AND STORM SEWERS IN CONFORMANCE WITH STD. AND SPEC. 3.18. OUTLET PROTECTION SHALL BE INSTALLED WITH ACCOMPANYING STORM SEWERS AND SHALL BE INSPECTED AFTER EACH RAINFALL EVENT AND REPAIRED IF NECESSARY. ANT SEDIMENT BUILD UP SHALL BE REMOVED. PERMANENT STABILIZATION AND SEQUENCE OF CONSTRUCTION THE FOLLOWING ARE THE PROPOSED MANAGEMENT STRATEGIES AND DETAILED SEQUENCE OF CONSTRUCTION: STAGE 1 1. INSTALL CONSTRUCTION ENTRANCE OFF PROFFIT ROAD AS SHOWN ON C7. 2. INSTALL SEDIMENT BASIN & PERIMETER CONTROLS. 3. CONTACT COUNTY INSPECTOR FOR INSPECTIONS. 4. WHEN FIELD CONDITIONS ARE APPROVED, BEGIN MASS GRADING. 5. MAINTAIN PERIMETER CONTROLS & BASIN DURING TRANSITION INTO STAGE 2. STAGE 2 1. MOVE CONSTRUCTION ENTRANCE TO NEW LOCATION SHOWN ON SHEET C8. 2. INSTALL ADDITIONAL PERIMETER CONTROLS AS SHOWN AS GRADING PROCEEDS. 3. INSTALL UTILITIES AND GRADE ROAD AREAS. COMPLETE ROAD & UTILITY INSTALLATION AS SHOWN WITH BASIN MAINTAINED. 4. LINE INSIDE OF STORMTECH BMP WITH TEMPORARY NONWOVEN FILTER FABRIC UNTIL CONSTRUCTION IS COMPLETED. INSTALL OVERTOP PERMANENT FABRIC. 5. AS AREAS ARE STABILIZED, AND FOLLOWING NECESSARY INSPECTIONS, HOUSE CONSTRUCTION MAY BEGIN. LOTS 18-21 SHALL NOT BE CONSTRUCTED UNTIL BASIN IS REMOVED. 6. WHEN ALL UPSTREAM AREA HAS BEEN STABILIZED, BASIN CAN BE REMOVED. COORDINATE WITH DESIGN ENGINEER AND COUNTY INSPECTOR. 7. LOTS 18-21 WILL BE GRADED AND CONSTRUCTED LAST. IF NECESSARY, BASIN CAN BE SHRUNK WITH SWPPP AMENDMENT AS SITE IS STABILIZED AND STORM DRAINS ARE INSTALLED. STAGE 3 1. INSTALL SILT FENCE WHERE NEEDED FOR ANY FINAL PERIMETER GRADING (PRIMARILY FOR REMOVAL OF SEDIMENT BASIN AND DIVERSIONS ALONG THE PERIMETER) 2. CULVERT INSTALLATION SHALL OCCUR AFTER THE BASIN IS REMOVED. SET UP SAND BAGS AND PUMPS TO DIVERT ANY WATER IN THE CHANNEL DURING INSTALLATION, PER PLAN. 3. AFTER SEDIMENT BASIN IS REMOVED, LOTS 18-21 HOUSE CONSTRUCTION MAY BEGIN. 4. DURING HOUSE CONSTRUCTION, AREAS THAT ARE NOT BEING DISTURBED MUST REMAIN STABILIZED. INSTALL SILT FENCE PROTECTION FOR LOTS UNDER CONSTRUCTION. FINAL 1. MAINTAIN CONTROLS UNTIL SITE STABILIZATION AND COUNTY INSPECTOR HAS APPROVED CONTROL REMOVAL. 2. TEMPORARY FILTER FABRIC LINING AND SEDIMENT IN THE STORMTECH BMP FROM CONSTRUCTION MUST BE REMOVED OUT BY CONTRACTOR. CONSTRUCTION MAINTENANCE THE FOLLOWING CONSTRUCTION MAINTENANCE PRACTICES SHALL BE FOLLOWED AT THE SITE. 1. ALL E&S CONTROL MEASURES WILL BE CHECKED DAILY AND AFTER EACH SIGNIFICANT RAIN EVENT. ALL DEFICIENCIES IDENTIFIED DURING THESE INSPECTIONS SHALL BE CORRECTED AS SOON AS PRACTICABLE. 2. THE SILT FENCE BARRIER SHALL BE REGULARLY CHECKED FOR UNDERMINING, DETERIORATION OR SIGNIFICANT EROSION. SEDIMENT SHALL BE REMOVED AFTER EACH STORM EVENT AND WHEN THE LEVEL OF SEDIMENT DEPOSITION REACHES HALF THE HEIGHT OF THE CONTROL. 3. THE CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ALL MAINTENANCE REQUIREMENTS SET FORTH IN THE CURRENT EDITION OF THE VIRGINIA SEDIMENT AND EROSION CONTROL MANUAL, OTHER APPLICABLE COMMONWEALTH OF VIRGINIA REGULATIONS AND THE PROJECT SPECIFICATIONS. 4. ALL SEEDED AREAS WILL BE REGULARLY CHECKED TO ENSURE THAT A GOOD STAND OF GRASS IS MAINTAINED. 5. AREAS WITH RIP -RAP SHOULD BE REGULARLY INSPECTED TO DETERMINE IF HIGH FLOWS HAVE DAMAGED THESE CONTROLS OR CAUSED EXCESSIVE SEDIMENT DEPOSITION. ALL AREAS SHALL BE MAINTAINED IN ACCORDANCE WITH THE REQUIREMENTS OF THIS E&S CONTROL PLAN. ENVIRONMENTAL CONTROLS 1. CONTRACTOR SHALL PROVIDE AND MAINTAIN ALL ENVIRONMENTAL CONTROL MEASURES SO AS TO COMPLY WITH LOCAL ORDINANCES, STATE AND FEDERAL LAWS AND REGULATIONS APPLICABLE TO WATER POLLUTION IN WATERS OF THE STATE AND IN INTERSTATE WATERS. 2. CONTRACTOR SHALL MINIMIZE THE POTENTIAL FOR AIR POLLUTION BY THE USE OF EMISSION CONTROL EQUIPMENT ON CONTRACTOR OPERATED EQUIPMENT, SHUT -DOWN OF MOTORIZED EQUIPMENT WHEN NOT IN USE, AND ACTIVELY CONTROLLING DUST EMISSIONS THROUGHOUT THE PROJECT. EROSION & SEDIMENT CONTROL PERMITTING CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL LOCAL AND STATE EROSION AND SEDIMENT CONTROL PERMITS AND MAINTAINING ALL EROSION AND SEDIMENT CONTROLS IN ACCORDANCE WITH THE PERMIT REQUIREMENTS. GENERAL NOTES 1. THE INFORMATION AND DATA SHOWN OR INDICATED WITH RESPECT TO THE EXISTING UNDERGROUND UTILITIES AT OR CONTIGUOUS TO THE SITE ARE BASED ON INFORMATION AND DATA FURNISHED TO THE OWNER AND ENGINEER BY THE OWNERS OF SUCH UNDERGROUND FACILITIES OR OTHERS. THE OWNER OR ENGINEER SHALL NOT BE RESPONSIBLE FOR THE ACCURACY OR COMPLETENESS OF SUCH INFORMATION OR DATA. THE CONTRACTOR SHALL HAVE FULL RESPONSIBILITY FOR CONFIRMING THE ACCURACY OF THE DATA, FOR LOCATING ALL UNDERGROUND UTILITIES, FOR COORDINATION OF THE WORK WITH OWNERS OF SUCH UNDERGROUND UTILITIES DURING CONSTRUCTION, FOR THE SAFETY AND PROTECTION THEREOF AND REPAIRING ANY DAMAGE THERETO RESULTING FROM THE WORK. ALL OF THESE CONDITIONS SHALL BE MET AT NO ADDITIONAL COST TO THE OWNER. THE CONTRACTOR SHALL CONTACT "MISS UTILITIES" OF VIRGINIA AT 1-800-552-7001 PRIOR TO THE START OF WORK. 2. WHEN WORKING ADJACENT TO EXISTING STRUCTURES, POLES, UTILITIES, ETC., THE CONTRACTOR SHALL USE WHATEVER METHODS THAT ARE NECESSARY TO PROTECT STRUCTURES FROM DAMAGE. ANY DAMAGE CAUSED BY THE CONTRACTOR OR ITS SUBCONTRACTORS SHALL BE THE CONTRACTOR'S SOLE RESPONSIBILITY TO REPAIR OR REPLACE. THIS EXPENSE IS THE CONTRACTOR'S RESPONSIBILITY. 3. REPLACEMENT OR REPAIR OF DAMAGED STRUCTURES SHALL BE AT THE CONTRACTOR'S EXPENSE. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING ALL EXISTING SITE STRUCTURES FROM DAMAGE AND COORDINATING WORK SO THAT THE OWNER CAN MAKE NECESSARY ARRANGEMENTS TO MODIFY/PROTECT EXISTING STRUCTURES FROM DAMAGES. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING ALL UTILITY OWNERS, ADJACENT LAND OWNERS WHOSE PROPERTY MAY BE IMPACTED AND THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO COMPLETING ANY OFF -SITE WORK. 6. CONTRACTOR SHALL NOTIFY AND COORDINATE ALL WORK INVOLVING EXISTING UTILITIES WITH UTILITY OWNERS, AT LEAST 72 HOURS PRIOR TO THE START OF CONSTRUCTION. 7. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). 8. THE CONTRACTOR SHALL VERIFY THE LOCATIONS OF ALL BOUNDARIES, BUILDINGS, VEGETATION, AND OTHER PERTINENT SITE ELEMENTS. CONTRACTOR SHALL IMMEDIATELY REPORT ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS AND CONTRACT DOCUMENTS TO THE OWNER AND ENGINEER. 9. CONTRACTOR SHALL SUBMIT FOR THE APPROVAL OF THE OWNER SUBMITTALS OF ALL SPECIFIED MATERIALS LISTED IN THE PLANS, TO INCLUDE SHOP DRAWINGS, MANUFACTURER'S SPECIFICATIONS AND LABORATORY REPORTS. THE OWNER'S APPROVAL OF SUBMITTALS WILL BE GENERAL AND WILL NOT RELIEVE THE CONTRACTOR FROM THE RESPONSIBILITY OF ADHERENCE TO THE CONTRACT AND FOR ANY ERROR THAT MAY EXIST. 10. CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL NECESSARY PERMITS, INSPECTIONS, BONDS, AND OTHER RELATED ITEMS IN ACCORDANCE WITH LOCAL AND STATE POLICY. STORMWATER MANAGEMENT NOTES: 1. CONCENTRATED ONSITE RUNOFF SHALL BE ROUTED VIA NEW STORM DRAINS INTO THE STORMTECH BMP WHICH WILL RELEASE RUNOFF AT RATES WHICH COMPLY WITH THE ENERGY BALANCE EQUATION 9VAC25-870-66-B(3). 2. WATER QUALITY WILL BE ADDRESSED BY THE DEDICATION OF 0.40 ACRES OF SWM FOREST/OPEN SPACE EASEMENT AND BY THE PURCHASE OF NUTRIENT CREDITS. AN AMOUNT FOR 2.45 LBS/YR PHOSPHOROUS CREDITS SHALL BE PURCHASED TO MEET THE VRRM REDEVELOPMENT NUTRIENT REMOVAL REQUIREMENTS PER 9VAC25-870-65. 3. BMP COORDINATES: • STORMTECH BMP: 38.049256,-78.464854 4. BMP DETAILS: THE STORMTECH BMP IS A DETENTION SYSTEM THAT PROVIDES FILTERING AS A MANUFACTURED TREATMENT DEVICE. THE BMP PROVIDES 40% PHOSPHOROUS REDUCTION, AT A RATE OF 2.54 LBS/YR. UNDERGROUND DETENTION MAINTENANCE NOTES: 1. INSPECT SYSTEM VIA INSPECTION PORTS FOR THE ISOLATOR ROW NEAR THE INLET AREAS TWICE PER YEAR, IN THE SUMMER AND IN THE WINTER. CLEAN OUT DEBRIS WITH VAC -TRUCK DURING INSPECTION. 2. INSPECT ALL PORTS, INLET MANHOLES, AND OUTLET ANNUALLY. REMEDY ANY CLOGS OR FAILURES. 3. INSPECT GENERAL SYSTEM DEBRIS ACCUMULATION ONCE EVERY 2 YEARS. IF DEBRIS OR SEDIMENT IS NOTICED, CLEAN OUT ENTIRE SYSTEM WITH A VAC -TRUCK USING ACCESS RISERS. STORMTECH BMP INSTALLATION NOTES THE FOLLOWING INSTALLATION PRACTICES SHALL BE FOLLOWED AT THE SITE. 1. FOLLOW ALL MANUFACTURER GUIDELINES SPECIFIED ON SHEET C16 AND C17. 2. EXCAVATE THE STORMTECH PRACTICE TO THE DESIGN DIMENSIONS FROM THE SIDE, USING A BACKHOE OR EXCAVATOR. THE FLOOR OF THE PIT SHOULD BE COMPLETELY LEVEL, EQUIPMENT SHALL BE KEPT OFF THE FLOOR AREA TO PREVENT SOIL COMPACTION. 3. CORRECTLY INSTALL FILTER FABRIC ON THE TRENCH SIDES. LARGE TREE ROOTS SHOULD BE TRIMMED FLUSH WITH THE SIDES OF INFILTRATION TRENCHES TO PREVENT PUNCTURING OR TEARING OF THE FILTER FABRIC DURING SUBSEQUENT INSTALLATION PROCEDURES. WHEN LAYING OUT THE GEOTEXTILE, THE WIDTH SHOULD INCLUDE SUFFICIENT MATERIAL TO COMPENSATE FOR PERIMETER IRREGULARITIES IN THE TRENCH AND FOR A 6-INCH MINIMUM OVERLAP AT THE TOP OF THE TRENCH. THE FILTER FABRIC ITSELF SHOULD BE TUCKED UNDER THE STONE LAYER ON THE BOTTOM OF THE TRENCH. STONES OR OTHER ANCHORING OBJECTS SHOULD BE PLACED ON THE FABRIC AT THE TRENCH SIDES, TO KEEP THE TRENCH OPEN DURING WINDY PERIODS. VOIDS MAY OCCUR BETWEEN THE FABRIC AND THE EXCAVATED SIDES OF A TRENCH. NATURAL SOILS SHOULD BE PLACED IN ALL VOIDS, TO ENSURE THE FABRIC CONFORMS SMOOTHLY TO THE SIDES OF EXCAVATION. 4. SCARIFY THE BOTTOM OF THE STORMTECH BMP, AND INSTALL STONE PER SPECS. 5. HIGHLY RECOMMEND INSTALLING STONE USING STONE SHOOTER MACHINE. 6. PLACE STORAGE CHAMBERS AT SPECIFIED INVERT. CHAMBERS MUST BE FLAT WITH A 0% SLOPE. STORMTECH INSTALLATION CHECKLIST ❑ PRE -CONSTRUCTION MEETING WITH THE CONTRACTOR DESIGNATED TO INSTALL THE BMP HAS BEEN CONDUCTED. ❑ IMPERVIOUS COVER HAS BEEN CONSTRUCTED/INSTALLED AND AREA IS FREE OF CONSTRUCTION EQUIPMENT, VEHICLES, MATERIAL STORAGE), ETC. ❑ ALL PERVIOUS AREAS OF THE CONTRIBUTING DRAINAGE AREAS HAVE BEEN ADEQUATELY STABILIZED WITH VEGETATION. ❑ STORMWATER HAS BEEN DIVERTED AROUND THE AREA OF THE INFILTRATION PRACTICE AND PERIMETER EROSION CONTROL MEASURES TO PROTECT THE FACILITY DURING CONSTRUCTION HAVE BEEN INSTALLED. ❑ WHEN ALL THIS HAS BEEN ACHIEVED, FOLLOW INSTALLATION GUIDELINE ON SHEET C16 & C17. ❑ NOTIFY DESIGN ENGINEER WHEN PROPER GRADES AND THE REQUIRED GEOMETRY FOR BMP INSTALLATION ARE ACHIEVED. ❑ CERTIFICATION OF EXCAVATION INSPECTION: INSPECTOR SHALL CERTIFY THE SUCCESSFUL COMPLETION OF THE EXCAVATION STEPS LISTED ABOVE BEFORE INSTALLATION CONTINUES. ❑ FOLLOW-UP INSPECTION AND AS -BUILT SURVEY/CERTIFICATION HAS BEEN SCHEDULED. ❑ AS -BUILT CPS COORDINATES HAVE BEEN DOCUMENTED FOR BMP. MINIMUM STANDARDS (MS): All applicable Virginia Erosion and Sediment Control Regulations and Minimum Standards shall be adhered to during all phases of construction. These include, but are not limited to the following: 1. STABILIZATION OF DENUDED AREAS: Permanent or temporary soil stabilization shall be applied to bare areas within seven days after final grade is reached on any portion of the site. Temporary soil stabilization shall be applied within seven days to denuded areas that may not be at final grade, but will remain dormant or undisturbed for longer than 30 days. Permanent stabilization shall be applied at areas that are to be left dormant for more than 1 year. 2. STABILIZATION OF SOIL STOCKPILES: During construction of the project, soil stockpiles shall be stabilized or protected with sediment trapping measures. The applicant is responsible for temporary protection and permanent stabilization of all soil stockpiles on site as well as soil intentionally transported from the project site. 3. PERMANENT VEGETATIVE COVER A permanent vegetative cover shall be established on denuded areas not otherwise permanently stabilized. Permanent vegetation shall not be considered established until a ground cover is achieve that, in the opinion of the county Inspector, is uniform and mature enough to survive to inhibit erosion. 4. TIMING & STABILIZATION OF SILT TRAPPING MEASURES: Sediment basins and traps, perimeter dikes, sediment barriers and other measures intended to trap sediment shall be constructed as a first step in any land disturbing activity and shall be made functional before upslope land disturbance takes place. 5. STABILIZATION OF EARTHEN STRUCTURES: Stabilization measures shall be applied to earthen structures such as dams, dikes and diversions immediately after installation. 6. SEDIMENT TRAPS AND BASINS: A sediment basin shall control surface runoff from disturbed areas that is comprised of flow from drainage areas greater than or equal to three acres. The sediment basin shall be designed and constructed to accommodate the anticipated sediment loading for the land disturbing activity. The outfall device or system device shall take into account the total drainage area flowing through the disturbed area to be served by the basin. 7. CUT AND FILL SLOPES: Cut and fill slopes shall be designed and constructed in a manner that will minimize erosion. Slopes that are found to be eroding excessively within one year of permanent stabilization shall be provided with additional slope stabilizing measures until the problem is corrected. & CONCENTRATED RUN-OFF DOWN CUT OR FILL SLOPES: Concentrated runoff shall not flow down cut or fill slopes unless contained within an adequate temporary or permanent channel, flume, or slope drain structure. 9. WATER SEEPS FROM A SLOPE FACE: Whenever water seeps from a slope face, adequate drainage or other protection shall be provided. 10. STORM SEWER INLET PROTECTION: All storm sewer inlets that are made operable during construction shall be protected so that sediment -laden water cannot enter the conveyance system without first being filtered or otherwise treated to remove sediment. 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. HIM ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM �5 SI4h/" ic. o.45183 tfo0,41 , SAWAL VSMP PLAN FOR PROFFIT ROAD TOWNHOMES NORTH ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2019.10.04 REVISION: 2) 2019.12.26 3) 2020.01.09 4) 2020.01.22 5) 2020.02.28 (AMEND.) 6) 2020.03.26 (AMEND.) FILE NO. ESCP NARRATIVE 19.029 SOIL EROSION & SEDIMENT CONTROL SYMBOLS SYMBOL N 0. TITLE KEY 5 3.02 CONSTRUCTION ENTRANCE CE0 CRITICAL EA, 3.03 CONSTRUCTION ROAD STABILIZATION 484.86 —x —x —x —x (C' E �- 3.05 SILT FENCE SF JI 10 3.07 INLET PROTECTIONO p D 3.09 TEMPORARY DIVERSION DIKE 6 3.13 TEMPORARY SEDIMENT TRAP � H,\ [DRAWN TO SCALE] 6q� 19s99m& 3.18 OUTLET PROTECTION A vv f, 11>0 27C C 00 3.31 TEMPORARY SEEDING IIiiiiIIV \ 0 -- 14SG'\W PS 3.32 PERMANENT SEEDING 3.35 MULCH DD 8 pC 3.39 DUST CONTROL Cil "vo 0 SAFETY FENCE A 40, ID TREE PROTECTION FENCING BAST DAB ED SLOE LIMITS OF DISTURBANCE SF MIN. 2% SLOPE BASIN DRAINAGE AREA --FOR DIVERSIONS CRITICAL AREA 0 0 P o".0 !PSI NMI 4 49o� .6 j 966 494 4 07- 07- llx�& y 44/ 8 4u 14� N DD 8Da 41 M UQ� C11 496 "10 494 7, —2-7-B Top 1Y OUT 40 HSG-B- .................. STOCKPILE AR (C @110 � 7 A sp 10 @ �10 TS7 cio DENSE TREES TBR SEDIMENT BASIN TANK AINAG E AREA .50 ACRES Kio� DC �10 D TS 7 ci DENSE TREES TBR 5 mul C Dio J BASIN DA ( VAbIN JA PS ci Alp I I TS,QI I ) ENSE TREEm. z / ow z 40 STAGING/ mow OFAU PARKING AREA LEGEND /\-r7y GUY At WAQW ow --- 11 — — — — — — - IV /;/ 11 '\ \1 u — \ ERVICE TBR POLE TBR RACK QfuWALL DENSE TREES TBR fto -� cifu A cio nQC 4ft -W---O)vi -- / / / I" , I -� Alft / a SEQUENCE OF CONSTRUCTION - STAGE 1 (n r) \ "\ DENSE TREES TBR 10 'Inn U.C. 1. INSTALL MLL CONSTRUCTION ENTRANCE RMIN�,L OFF r- F\UF F I I ROAD AS SHOWN ON 2. INSTALL SEDIMENT BASIN & PERIMETER CONTROLS. 3. CONTACT COUNTY INSPECTOR FOR INSPECTIONS. 4. WHEN FIELD CONDITIONS ARE APPROVED, BEGIN MASS GRADING. 5. MAINTAIN PERIMETER CONTROLS & BASIN DURING TRANSITION INTO STAGE 2. PC 104 1 01111, 40M _--- 10""'— 40w— � I - I MARI,�EF 30 0 30 60 90 %w m Omni Scale: 1"=30' HIM ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM sr 5- ic. o. 45183 ow\ VSMP PLAN FOR PROFFIT ROAD TOWNHOMES NORTH ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2019.10.04 REVISION: 2) 2019.12.26 3) 2020.01.09 4) 2020.01.22 5) 2020.02.28 (AMEND.) 6) 2020.03.26 (AMEND.) FILE NO. ESCP STAGE 1 19.029 C7 i SOIL EROSION &SEDIMENT CONTROL SYMBOLS I I SYMBOL N0. TITLE KEY - a 5 3.02 CONSTRUCTION ENTRANCE / �� 3.03 CONSTRUCTION ROAD STABILIZATION CRS i //� / /MATCHLiNE,fiHIS W. L.�— �— 484.86 — X X X X— / / I/ `OA J� 1A 3.05 SILT FENCE SF//� l / °� �O�oFrTy CO 10 � 3.07 INLET PROTECTION O 3.09 TEMPORARY DIVERSION DIKE DD l TP 6 \ \ \ / I 10 \ I DRAWN TO SCALE] 3.13 TEMPORARY SEDIMENT TRAP ST \ \ / / // /l / °° c11 C J _ \ � \ I � � i' 3.18 OUTLET PROTECTION OP o 3.31 TEMPORARY SEEDING PS 3.32 PERMANENT SEEDING \ \ \ M 3.35 MULCH M U �' �o- o�NOlu i5 LINE INSIDE OF BMP WITH / \ �� ADDITIONAL TEMPORARY s CRITICAL AREA ♦ \ pC 3.39 DUST CONTROL DC V _ 96 _ ` - INSTALL STORM MH B2. A O v NONWOVEN FILTER FABRIC 9� NOT CONNECT B2-B4 / v IV DURING CONSTRUCTION. \ \ - p SAFETY FENCE / / Al ��� o � ��� UNTIL BASIN IS / ` \ REMOVED OR SHRUNK. MIN. 2% SLOPE FOR _/ \ TREE PROTECTION FENCING / / - C10 �� y DIVERSIONS. RAISE �A - - spy' V C o C �,G-� FILL DIVERSION AS � � � � �?�ACE� Ec LIMITS OF DISTURBANCE / SI �° - �pSITE IS GRADED._ <O�� \ / \ �6 2 - 0 - 5 TS Q \ j a- - -¢ - O PS go C1 4 P v OT p \ u� 1,u ' \ SO?OOq / CRITICAL AREA F \ 2 q 62 , �OT IgWI6 Tod- _ _- - - --- - - - -----_ e �4Y A4 e �O �ll�q / M _-� C / / 4 OT UT D / Q 9 w l 4u _ , 00 o 4 F w / S c1v�/ / ��; - _y\s ;yam _ 2 - _ - I �96 11 ; / _ u V w\ rn 5 49j cGF- " 16T 502 DO <Q \u w V C10 o- HIM 6it \ 1 L . \\ a R - — E NG I N EE R I NG 3, y 4 LOTS 18-21 WILL BE GRADED AND PLANNINGLAND PROJECT MANAGEMEN ,o RCONSTRUCTED LAST. BASIN CANC1\0 3� u u 'v �r u' BE SHRUNK WITH SWPPP / S F 3 OT \ L - - y 912 E. HIGH sT. 434.227.6140 / <QT �Ra ` \u �� 6 �Q / I �\ TEMPORARILY OUTLET AMENDMENT AS SITE IS V STABILIZED AND STORM DRAINS CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM / B5 `� B STORM DRAINS INTO o o ARE INSTALLED \ / BASIN WHILE BASIN , `&\u C1 � A / �� � � B5 �II�REMAINS.V 401, � v - / 40 A6 A /� i < /i 5 u V / I I /T / OT / , 4V1 C10 A 3B I 1 _ 4045183 401, 0 OUTFALL TO <Q // \ EX NATURAL � ' 646 / <Q / I�/ / 75 T / �\ A\ / -- CHAf�NEL / 0 kkl \w % / A / / 38 / / / 3 �Q/, 71 I / �Q�� Gil 0 r --- - -_ - vw / �l VSMP PLAN FOR 4OT SF r LOT ; / �� v� vw /� —/a 5 i SerPROFFIT ROAD w l l ��,w /2 y �� ��� TOWNHOMES - _ / l s8T r nor l /� v �� v o B6 // / P'S 10 / / / // r / 1 / u A — / CRITICAL AREA Q w 401, ,, _, 5 NORTH r �, \ I 2 / / / 10� 7/ a 30 4 s �,t T S '�D � o� _— �/ ,� / C11 vI \ i ALBEMARLE COUNTY, VIRGINIA 32 / ��o�r / �, / / Lo �1 y �\ l l / / B� ,\/� y O =/l , r �i v SUBMISSION: - - uq•, W��Ro W�u Ro 1 , emu «, cao � / // Q � a/• \/ — - -- - MA/,T/�HL'NE-� �p F�k\_W. L.540 484.86 \l � 201910 04PC c10 IiKI N 7QU.C. _ REVISION:O O \ C1 34 e 1111, 2) 2019.12.26 <Q/WALL / 3) 2020.01.09 ou FP c10UGU� c o , u� �� - - / / ,0 6 4) 2020.01.22 _ — -- `/ � uc_ u l / �C" 10 / � / i - 0 9d, 96, `9`9� `90 �cp c11 5 2020.02.28 AMEND. SEQUENCE OF CONSTRUCTION - STAGE 2 1 ► u«,—�W _ _ °�-uW v/ ,� T ILE ,0 �\ ucw ucu ucu — ucu 1 ¢ 6) 2020.03.26 (AMEND.) i ua � �-I` ucu u ucu / a' 1. MOVE CONSTRUCTION ENTRANCE TO NEW LOCATION SHOWN ON SHEET Cu«,W U.C. S 2. INSTALL ADDITIONAL PERIMETER CONTROLS AS SHOWN AS GRADING PR EEDS. u 4 U� FILE NO. 3. INSTALL UTILITIES AND GRADE ROAD AREAS. COMPLETE ROAD & UTILI &TALLATION AS WASH - 10 _ I 1 DETENTION OUTFALL 0 SHOWN WITH BASIN MAINTAINED. RACK W ucu UQ) C8 SCALE: 1"=30' 19.029 -u 4. LINE INSIDE OF BMP WITH NONWOVEN FILTER FABRIC UNTIL CONSTRUCTION IS COMPLETED. - —°`I' u�OW 5. AS AREAS ARE STABILIZED, AND FOLLOWING NECESSARY INSPECTIONS, HOUSE CONSTRUCTION - "'� u - - - - / u��UGU \ ESCP STAGE 2 MAY BEGIN. LOTS 18-21 SHALL NOT BE CONSTRUCTED UNTIL BASIN IS REMOVED. / 6. WHEN ALL UPSTREAM AREA HAS BEEN STABILIZED, BASIN CAN BE REMOVED. COORDINATE WITH 0A ► / - DESIGN ENGINEER AND COUNTY INSPECTOR. A ru. I 7. LOTS 18-21 WILL BE GRADED AND CONSTRUCTED LAST. IF NECESSARY, BASIN CAN BE SHRUNK ,ow - - - _ _ - 30 0 30 60 90 WITH SWPPP AMENDMENT AS SITE IS STABILIZED AND STORM DRAINS ARE INSTALLED. - - - Scale: 1 "=30'C8 I r SOIL EROSION &SEDIMENT CONTROL SYMBOLS I I I SYMBOL N0. TITLE KEY 3.02 CONSTRUCTION ENTRANCE C11 \ \ v \ 3.03 CONSTRUCTION ROAD STABILIZATION CRS � it / i �i / � ' I / �1 ' W.L. I \ '" 484.86 _ CD-- - X x X X / 1 ���tio�Fs 1 . 3.05 SILT FENCE SF � i � / � � � � � � SF C10 i C11 �F - 3.07 INLET PROTECTION IP / / j 1 ®, PUMP 2 PUMP TO _ V ( SET UP SANDBAGS & - - 1 �P TRANSFER SILTY PUMPS TO DIVERT ANY 5 3.09 TEMPORARY DIVERSION DIKE DD � I � I C2, 6 WATER FROM \ � s WATER DURING CULVERT C11 \ 3.13 TEMPORARY SEDIMENT TRAP ST \ �/ / o ORKAREA INTO 00 9 9 9 9 9 8 , C11 INSTALLATION. SEE C11 [DRAWN TO SCALE] \ � / / / �,o � � � �' � � � � s'x6'slLTsacK � � , A �\ S ' O 3.18 OUTLET PROTECTION 6'x6' NONWOVEN SILT SACK \ \ TS 3.31 TEMPORARY SEEDING PS 3.32 PERMANENT SEEDING PS / / / / SAND BAG ` \ - / - / / COFFER DAM 2� �F1 _ A h M 3.35 MULCH MU \ \�o-- -� - �6 / tial0��wM i // \ / ^L AREA \ \ \ pC 3.39 DUST CONTROL DC - — s \ \ =�/ SAFETY FENCE l TREE PROTECTION FENCING / , C10 V // 7A� C10 \ SAND BAG COFFER DAM 1. PLACE / - �0 3 - - - 2�8 / / <�T ' \ / �� ���� p 7 SAND BAGS ON FILTER FABRIC TO LIMITS OF DISTURBANCE SF � pg C10 � MINIMIZE DISTURBANCE IN STREAM <O� j / �R 08 cR BED. FABRIC CAN BE THE SAME AS USED FOR ONSITE SILT FENCE. / \ SOT / / 9 \ 16 4 t SOT __ PUMP,/ \ <0 ' 20 - _ �PUMP 1 (CLEANWATER V / T -!PSI � SIZED FOR 1000 GPM 0 2 `�CALARE_ � ' _ — - — _ ,. \ 40T � �- - "o -SOT e�F\\ /\�. � / T 4 T / OT 2 --- - - -�NDj -- A4A I T -_ < 0 - 40 79 sp J w S� I w — 40 0 IL , RaHIM so <oT �� ENGINEERING @110 S! LAND PLANNING - PROJECT MANAGEMENT Cb V3 ` 40 6 d N 912 E. HIGH ST. 434.227.5140 N — / Via% RQ \ al \�� / / / 6 40 �'� CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM J L, I / i 7 OT \ T <� 40 7 SOT 10 �'� / 3B �� � i C � � A5 o \ a' T \ 4 40 1 Q / t4- 17 , / / ,' \ / C 6 w � "�fC�I4rA 0 I � RD �Q -' T 56 9A, 0 w I - \ VSMP PLAN FOR SF - LOT l w v Cp 73 � ,a 5� PROFFIT ROAD ��, \ w oT 3 TOWNHOMES \ o s P - 0 vw 10 NORTH T _ �0 ALBEMARLE COUNTY, VIRGINIA 0 17 n 3 3 5 T \------------ 5 - _ _ SUBMISSION: y0 RD D R G 10 T o oa \ \ �\ 30 /\ �= 540 t PS � �, �� 04 T KIN A 70 � ; ' � � - REVISION: �U u 7 � �� ` Cl34 s � s �' � 2) 2019.12.26 W C� �UU <0� / WALL ' ® U LOT ,� w 9 ,r1 �, / l 3) 2020.01.09 Y ' - ucu - 4 2020.01.22 U� ucu�� - L o«,�U 10 OT �� - 5) 2020.02.28 (AMEND.) SEQUENCE OF CONSTRUCTION - ST GE 3 1 � �uW_- - °___uGu � v, 10 ,� _ - 6) 2020.03.26 (AMEND.) _ I '� UGU UGU . U UGU S� \ 1. INSTALL SILT FENCE WHERE NEEDED FOR ANY FINAL PERIMETER G AIDING (PRIMARILY FOR `ucu UGU / c10 REMOVAL OF SEDIMENT BASIN AND DIVERSIONS ALONG THE PERIME -- G uou / FILE NO. 2. CULVERT INSTALLATION SHALL OCCUR AFTER THE BASIN IS REM SET UP SAND BAGS AND °U «� 10 - 19.029 PUMPS TO DIVERT ANY WATER IN THE CHANNEL DURING INSTALLATION, PER PLAN. _ 3. AFTER SEDIMENT BASIN IS REMOVED, LOTS 18-21 HOUSE CONSTRUCTION MAY BEGIN. 4. DURING HOUSE CONSTRUCTION, AREAS THAT ARE NOT BEING DISTURBED MUST REMAIN - —uw UGU UGU ESCP STAGE 3 STABILIZED. INSTALL SILT FENCE PROTECTION FOR LOTS UNDER CONSTRUCTION. ' FINAL SEQUENCE 1. MAINTAIN CONTROLS UNTIL SITE STABILIZATION AND COUNTY INSPECTOR HAS APPROVED - - - - _ _ ---- 30 0 30 60 90 CONTROL REMOVAL. - - 2. TEMPORARY FILTER FABRIC LINING AND SEDIMENT IN THE BMP FROM CONSTRUCTION MUST BE Scale: 1"=30' REMOVED & CLEANED OUT BY CONTRACTOR. C9 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��_ III'llffl � Illp(Y I EM 520 515 510 505 500 495 490 485 480 10+00 / A FLOW III 3. ATTACH THE FILTER FABRIC TO THE WIRE FENCE AND EXTEND IT INTO THE TRENCH 4 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. r FLOW -1 EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. FILTER FABRIC - L WIRE I_I_ . SILT FENCE (SF) W. WIRE SUPPORT Not To Scale 0 I I I I oLLJ id n O Y L'i N En � n C, I I +C7;P� C= 00 Q CV 1,-EX. GRA " SCHEDULE 40 " PERFORATED PVC 8 D M: 502.0 - TOP DRY: 500.0 @ 4375 SF --TOP WET 497.6 N -- _-- @ 3064 SF - _ o @ 4.0% BOTTOM: 4 > 50.0 LF 18" own z .Q rn O U X Ln LnX 10+50 DESIGN HIGH WATER (25-YR. STORM ELEV.) WSE: 500.0 f MIN. 0.5" 11+00 520 515 510 4.50 BOTTOM STONE 505 500 495 490 485 11+5080 TOP: 502.0 MIN. 2.0' 1 MIN. 3.0' MIN. 1.0' 67 C.Y./ AC. - 48" RISER CREST= 499.0 "DRY" STORAGE C: WET TOP �( 67 C.Y./ AC. pop - "WET" STORAGE 6" DEWATERING DEVICE. INV. 497.6 B: SEDIMENT CLEANOUT POINT A: BOTTOM DESIGN ELEVATIONS WITHOUT EMERGENCY SPILLWAY (RISER PASSES 25-YR. EVENT) Riser DA Wet Wet Vol. Dry Dry Vol. yr A B G Elev. (Acs.) Vol. Cy Vol. Cy E WSE W (Req.) (Prov.) (Req.) (Prov.) 494.0 496.0 497.6 499.0 4.50 301.5 311.0 301.5 329.0 500.0 SEDIMENT BASIN DESIGN TABLE GRAVEL CURB INLET SEDIMENT FILTER GRAVEL FILTER RUNOFF WATER IEEEjllllll II I III SEDIMENT a CONCRETE GUTTER 12' SPECIFIC APPLICATION 12' WIRE MESH FILTERED WATER o d a e - �F. o - AI 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 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 1 � - 2 tons 70 - 90 lbs. Free from weeds and coarse (Minimum 2 matter. Must be anchored. tons for Spread with mulch blower winter cover} or by hand. Fiber Mulch Minimum 35 lbs. Do not use as mulch for 1500 lbs. winter cover or during hot, dry periods.' Apply as slurry. Corn Stalks 4 - 6 tons 185 - 275 lbs. Cut or shredded in 4-6" lengths. Air-dried. Do not use in fine turf areas. Apply with mulch blower or by hand. Wood Chips 4 - 6 tons 185 - 275 lbs. Free of coarse matter. Air- dried. Treat with 12 lbs nitrogen per ton. Do not use in fine turf areas. Apply with mulch blower, chip handler, or by hand. Bark Chips 50 - 70 cu. 1-2 cu. yds. Free of coarse matter. Air - or yds. dried. Do not use in fine Shredded turf areas. Apply with Bark mulch blower, chip handler, or by hand. ' When fiber mulch is the only available mulch during periods when straw should be used, apply at a minimum rate of 2000 lbs./ac. or 45 lbs./1000 sq. ft. 5 MULCHING(MU) 3 INLET PROCTION IP c10 Not To Scale �10 Not To Scale TABLE 3.39-A ADHESIVES USED FOR DUST CONTROL Water Application SAFETY FEN . -PIE �'E Dilution ) Type le Rate Adhesive (Adhesive: Water Nozzle Gallons/Acre Anionic 0 IN PERSPECTIVE VIEW J`K4V . .-•-•-•-i-•-•-•-•-•-•-ilk•!--- _.• .. WIRE w FABRIC I ;;I I ;;I ,�j LINE POST 10' MAX. I; I I;;I ,: `-' CONCRETE GROUND LINE BRACING FOOTING PERSPECTIVE VIEW PERSPECTIVE VIEW PLASTIC FENCE METAL FENCE SOURCE: CONWED PLASTICS VDOT ROAD AND BRIDGE STANDARDS VA. DSWC 4 SAFTY FENCE(SAF) C 13 Not To Scale PLATE. 3.1 -1 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 Not To Scale TABLE 3.31-C TEMPORARY SEEDING PLANT MATERIALS, SEEDING RATES, AND DATES w t� SEEDING RATE NORTH' SOUTHb PLANT 3n sn Bn5 vls sn 9/1 SPECIES CHARACTERISTICS Acre 1000 ft= to to to to to to 4/30 8/15 11/1 4130 9/l II/IS OATS 3 bu. (up to 100 Ibs., 2 lbs. X - - X - Use spring varieties (e.g., Noble). (Avena sat'va not less than so lbs.) RYE' 2 bu. (up to 1 IO lbs., 2.5 lbs. X - X X - X Use for late fall seedings, winter (Serale cerealel not less thin 50 lbs.) cover. Tolerates cold end low moislurc. GERMAN MILLET 50 Ills. approx. 1 lb. - X - - X - Wum-season annual. Dies u first ($curia italjG) frost. May be added to summer mixes. ANNUAL RYEGRASS` 60 lbs. 1'h lbs. X - X X - X May be added in mixes, Will (I.olium multi-florum) now out of most awls. WEEPING IS TEMPORARY SEEDING (TS Not To Scale TEMPORARY E _Compacted Soil :�I}tiL CONSTRUCTION ACCESS r STONE CONSTRUCTION ACCESS -r 18" min. Flow 4.5' min. s DIVERSION DIKE(DD C 10 Not To Scale 70' MIN. -j r 3" Sid-2.A ASPHALT ,_t,. - f COURSE INN `0 N. 2'A AGGRE-GAIL BASE PROFILE M N. /-ASPIHALT PAVE' WAS IIIIIIIIII2`.� 12' M k., DRAINAGI *MUST MEND FULL WIDTH � ,--POSITIVI TO SEDIMENT OF INGRESS AND EGRESS OPERATION TRAPPING DEVItF PLAN - 1 ;' ty.I` . POSITIVE DRAINAC:.I 2 f TO SEDIMENT TRAMPING OFVICF SECTION A -A A IIIi1lillni111 wtiter tap teif 1 uicll must be ui4ta'alled N�7t11 I ltvnuiiulit 1 inch lylllc°��41: 1111to t alp e *11l)17hiI1 a a li poke S�it11 7 ii�rinetei �,f 1. illcltes f��r �clequ;Ite l C�Il�t�llt 1}1 �1*�1U eF. ��Ti'1111 'rj'lti'1' Il1il;t 17e 4 nI]7Etl ,il°r'��r" fl'OIII tlle' CI1tI'i111C� tl3 fill a1�17r�7`•ecl 4ett1ul� a1ea t�, 1 t'111t.�4'� �eclullellt All �t?clullent �11�ll be p1 erellteCl f •ozll �llt�t'1]1_ �tl3lYll fl1'7ll1�, tlitcllt:: t}1 ti�'atc�1•c+t�ur;t:*. PAVED WASH RACK PAVED CONSTRUCTION ENTRANCE (CE) Not To Scale PERMANENT SEEDING SPECIFICATIONS February 16 through April 30: Kentucky 31 Fescue - 128 lbs/acre; Red Top Grass - 2 lbs/acre; Annual Rye - 20 lbs/acre. May 1 through August 15: Kentucky 31 Fescue - 128 lbs/acre; Red Top Grass - 2 lbs/acre; Foxtail Millet - 20 lbs/acre. August 16 through October 31: Kentucky 31 Fescue - 128 lbs/acre; Red Top Grass - 2 lbs/acre; Annual Rye - 20 lbs/acre. November 1 through February 15: Kentucky 31 Fescue - 128 lbs/acre; Red Top Grass - 2 lbs/acre; Winter Rye - 20 lbs/acre. MULCHING SPECIFICATIONS: Straw or hay at a rate of 2 tons/acre. Must be anchored. Spread with mulch blower or by hand. LIME AND FERTILIZER SPECIFICATIONS: Lime and fertilizer needs should be determined by soil tests. Soil tests may be preformed by the Cooperative Extension Service Soil Testing Laboratory at VPI&SU, or by a reputable commercial laboratory. Information concerning the State Soil Testing Laboratory is available from CITY Extension Agents. Under unusual conditions where it is not possible to obtain a soil test, the following soil amendments will be applied: For Permanent Seeding: Seeded areas shall be limed at a rate of 2 tons per acre, and fertilized at a rate of 1,000 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 nutans). 10 PERMANENT SEEDING PS C 10 Not To Scale HIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM ic. 0.45183 6 , �} VSMP PLAN FOR PROFFIT ROAD TOWNHOMES NORTH ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2019.10.04 REVISION: 2) 2019.12.26 3) 2020.01.09 4) 2020.01.22 5) 2020.02.28 (AMEND.) 6) 2020.03.26 (AMEND.) FILE NO. ESCP DETAILS 19.029 NOT TO SCALE 1.5' END -SECTION 12" 60" PIPE OUTLET END -SECTIONS ON INLET END -SECTION Ix gyp I t14p CONCRETE TO BE L - - E J 4000 PSI MINWM L - - PLAN�� � DI tlMETER C B OF P;PE 3 :0k F STIFF. �. �. A Ise D -PAY LIME C.FC'TIn Y-Y FNn VIFW END SECTION DIMENSIONS PIPE DIAk ETER A S C D . 12" 4-. 2.. C'. 2._0:1 4 _01 2- n s:. 2. z'. 1.-5.: 4 -C.. 21" 91 2'-11' 2' 11• Fi -0" .3 n 24.' y 3,.7,. 2,.g.� 4.1• 27.' sD 4:.D 2.. 1. 30, T-0" 4'-G" 1'-7 . 67-7"' F'-D" 33., 1 4 -10' :. 2'_31. �. 7.._, �•_6.. 42" 1'-9-' S'-3" 2'-1'." 8'-2" 6'-6" 48" 2'-0" 6'-O" 2'-2" B'-?" 7'-0' 54" 2'-3" 5'-5" 2'-9. P'-2 ," 7.-6' ED" 2._11, 5'_G'. 3'-3.'1 g._3., °'-D., ALTERNATE END -SECTION 12" - 60" PIPE ES HUB END ON OUTLET END -SECTIONS SPIGOT END ON INLET ENt7-5ECTIpN CONCRETE TO BE LLee - E ...JJJ 4000 PS1 MINIMUM PLAN C � B OIAIAETER OE PIPE s� 4r STEEL f,ASRIC FREJNF{3RCE# 1 + >_ PAY LNE END VIEW SECTION X-X END SECTION DIMENSIONS PIPE DIAMETER A S C D - 1:" 4" 2'-0.. 4.-1• 1. 1., 7. O,. 15" 5' 21. y., S-10" 1,-, 2'-S., 2.�.. B•. 21-111, 3:_2.: 5'_,�. 3•_6„ 26.E 1G,. 3.-7.' .6.. 61. 31, 4._G'. 27.' 36' 2' X.' 6,_D:: 42" „-6"2'19' B'_2•' 6._6., 46" 2'_0..2•-2.:7._O.. 54" 2'.. 3.. 5'-5.: 2.17" 5'-4" 7,_54. &0 1 2'-6- f_3" E'-3" I 6._G., -�------ - PAY LINE SHOULDER c R NOTES: PIPE LENGTHS SHOWN ON PLANS ARE BASED ON ENO -SECTION DESIGN SHOWN ON THE LEFT. IT THE CONTRACTOR ELECTS TO USE THE ALTERNATE DESIGN SHOWN ON Cl1LVERT SLOPE DETAIL L RE THE DIFFERENCE IN DIIAENSON oTHE RIGHT,pL. 8Y SPECIFIC ATIO14 RE' E RFNC.F FLARED END -SECTION FOR 12"-60" VIRCwIA DEPARTMENT OF TRANSPORTATION CONCRETE PIPE CULVERTS REV_ 1101 3t)2 SILT FENCE DROP INLET 2 X 4" WOOD FRAME PROTECTION STAKE PERSPECTIVE VIEWS ELEVATION OF STAKE AND FABRIC ORIENTATION DROP INLET PROCTION I Not To Scale AKLA WIIH NU ULFINLU CHANNEL DROP INLET n I wnNERS FILL SLOPE III 1' MIN. DETAIL A 969 PIPE OUTLET CONDITIONS A RN TEMPORARY FILL DIVERSION EARTHEN RIDGE 12" DEPTH. ADD EC-3 MATTING FOR PERMANENT CONVERSION. n M FILL DIVERSION (FD Not To Scale 0% - I� d SECTION A -A FILTER CLOTH KEY IN 6"-9"; RECOMMENDED FOR ENTIRE PERIMETER NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR CONCRETE. 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 INCHES. Q10 (Cfs) La (ft) Do (ft) 3Do (ft) d5o (in) depth (in) Outlet Condition E1 4.73 13.0 2.00 6.00 6.0 9.0 Channel F1 25.75 20.0 3.00 9.00 9.0 12.0 Channel G 1.56 4.0 1.00 3.00 6.0 9.0 Channel BASIN OUTFALL 22.53 20.0 3.00 9.00 9.0 12.0 Channel OUTLET PROTECTION TABLE (OP ME M ado (MIN.) IIPE OUTLET TO WELL )EFINED CHANNEL SEQUENCE OF CONSTRUCTION 1. PREPARE DIVERSION 1 WITH PUMP HOSE PER MANUFACTURER SPECS. HOSE SHALL BE SECURED USING SANDBAGS OR EQUIVALENT. DIVERSION 1 HOSE SHALL OUTLET INTO EX. RIP -RAP OUTLET WEIR OF SEDIMENT TRAP 3. ENSURE CONDUIT IS PLACED IN RIP -RAP SUCH THAT NO EROSION OCCURS. 2. TEST PUMP & TUBING TO ENSURE FUNCTIONALITY. 3. PLACE FILTER FABRIC IN STREAM BED AND PLACE SANDBAG COFFER DAM ON FILTER FABRIC UP TO THE LEVEL OF THE TOP OF STREAM BANKS. 4. MONITOR PUMP 1 DURING CONSTRUCTION TO ENSURE STREAM DIVERSION IS SUCCESSFUL. 5. WHEN DIVERSION 1 HAS BEEN COMPLETED, INSTALL DIVERSION 2 SANDBAGS IN SAME FASHION. USE PUMP 2 AND DIVERSION HOSE AS NEEDED TO PUMP SEDIMENT LADEN WATER FROM DIVERSION 2 INTO SILT SACK. 6. AFTER CULVERT HAS BEEN INSTALLED, PUMP SEDIMENT LADEN WATER FROM DIVERSION 2 INTO SILT SACK AND REMOVE DIVERSION. 7. AFTER DIVERSION 2 HAS BEEN REMOVED, REMOVE DIVERSION 1. PUMP SIZING PUMP 1 SHALL BE SIZED TO ACCOMMODATE A FLOW RATE OF 1000 GPM. PUMP 1 SHALL CONVEY CLEAN WATER. SIZE HOSE PER PUMP MANUFACTURER SPECIFICATION. PUMP 2 HAS NO MINIMUM FLOW RATE, HOWEVER IT SHALL BE DESIGNED TO ACCOMMODATE SILTY WATER. SIZE HOSE PER PUMP MANUFACTURER SPECIFICATION. SILT SACK SHALL BE 6'x6' 8 OZ. NONWOVEN DEWATERING FILTER BAG. PILE SAND BAGS IN BED TO ELEVATION OF BANK. INTAKE HOSE PUMP & DISCHARGE HOSE I I I III III III SILT FENCE FILTER FABRIC UNDER SAND BAGS SECTION VIEW The Virginia SLrearri Fi"esLor'aL ion Stabill-7ation Best Management Practices Guide DE I'A1L _1- PUMP -AROUND P R A CTI I• 6'x6' SILT SACK DIE di errlg Dekire OVA E& � Sl'and3rd and Sp . 3,2G D'Voes.lan Puarpl n:r dirFYsediment hag) Dlsrhar'De Flares P Intake DewaNring Pump Neese P Ills needed) - - Work Area k J I -} -Sandb.ag/Stone Barrier 'WorN, Area � SL:mIp-hole Dlsrhawrgle Pump Length) Not To Exreed GI, Pool= Into Vnlaih That Which Can 9-e IZ Mien Depth uissipafl2r lomple�t�d In Onp flay 2' Min Di weer EX. RIP -RAP OUTLET PLAN PROTECTION SHALL FUNCTION AS VELOCITY DISSIPATER E.-c Flow 4 1 Foot Work Area I2 Faat RinirRumll Lro s Siartion Of 'Sandbalg/Stflna D[varsion SECTION A -A Adapted Feprj Marylatld's WOerway Construction Gu&elines TEMPORARY IMST2kw C4hgsTi?UrcvdM ALABIRFS T, .ce:� {H 20n1 VINGNIA DEARTIIEOF -17(11�ERVA1ION 99GV17109 PLAN VIEW PUMP -AROUND DIVERSION DETAIL Not To Scale Ditch Sections Channel 10-Yr 10-Yr Channel Channel Ditch Lining Depth (ft) Flow Flow Width (ft) Side (cfs) Depth (ft) Slope EC-2 1 Matting 1.0 4.35 0.61 8 4:1 EC-2 2A Matting 1.0 1.96 0.58 6 3:1 EC-3 E 26 Matting1.0 2.57 0.70 5 2:1 EC-3 2C Matting 1.0 2.79 0.59 4 2:1 Matting Key In Width - ,Matting 6" Depth TYPICAL DITCH SECTION DETAIL Not To Scale DRIP LINE SNOW FENCE BOARD FENCE CORD FENCE CORRECT METHODS OF TREE FENCING ,,, _ ,- k,,ll ' .,, ,II 10L flink T 1015111, ow TRIANGULAR BOARD FENCE HIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM r-) S'IW ic. o.45183 �llkcbl_� , VSMP PLAN FOR PROFFIT ROAD TOWNHOMES NORTH ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2019.10.04 REVISION: 2) 2019.12.26 3) 2020.01.09 4) 2020.01.22 5) 2020.02.28 (AMEND.) 6) 2020.03.26 (AMEND.) FILE NO. ESCP DETAILS 19.029 Not To Scale TREE PROTECTION FENCING Not To Scale C 11 TACKWELD ALL AROUI\ #6 X 12' SPACER E (TYPICAL) PLAN VIEW 54" 44/ FLOW LENGTH=72'� /'. 33, Q 1441 L/W=72/33.9=2.1 - - - DD 8 B J"' \ 496C OTTO 49 / l 9� 44 M .0, 6 TOpNOUT / FLOW LENGTH=70'- - -- FT\ / L/W=70/33.9=2.1 / J�J 1600 / �60p / \LIZ 4C.' JJ - J \ J o UGo cr A N o \ O - VGli 1 ----- --- --- --- --- --- --- - - - / uGu U J U -- UGU , JJ I U (-- -- dJ C10 Oil - PRESSURE RELIEF HOLES 1 /2" DIA. A 0 " MIN. DIRT BAR SI; REBAR MIN TOP STIFFENER (IF REQUIRED) IS-X-X-ANGLE WELDED TO TOP AND ORIENTED PER- PENDICULAR TO CORRUGATIONS. TOP IS -GAGE CORRUGATED METAL OR 1/8" STEEL PLATE. PRESSURE RELIEF HOLES MAY BE OMMITTED, IF ENDS OF CORRUGATIONS ARE LEFT FULLY OPEN WHEN THE TOP IS ATTACHED. CYLINDER IS GAGE CORRUGATED METAL PIPE OR FABRICATED FROM 1/8" STEEL PLATE. NOTES: 1. THE CYLINDER MUST BE FIRMLY FASTENED TO THE TOP OF THE RISER. 2. SUPPORT BARS ARE WELDED TO THE TOP OF THE RISER OR ATTACHED BY STRAPS BOLTED TO TOP OF RISER. I Jb I SECTION A -A ISOMETRIC ANTI -VORTEX TRASH RAC TRASH RACK DETAIL Not To Scale SEDIMENT BASIN PLAN 1 "=20' RECOMMENDED DEWATERING SYSTEM FOR SEDIMENT BASINS PROVIDE ADEQUATE STRAPPING POLYETHYLENE CAP TACK WELD PERFORATED POLYETHYLENE -- DRAINAGE TUBING, DIAMETER VARIES (SEE CALCULATIONS IN \� �\ APPENDIX 3.14-A) DEPTH VARIES AS REQUIRED FOR" DRY STORAGE WET " FERNCO-STYLE " COUPLING STORAGE DEWATERING ORIFICE, SCHEDULE 40 STEEL STUB 1-FOOT MI IMUM, DIAMETER VARIES (SEE CALCULATIONS IN CORRUGATED METAL RISER APPENDIX 3.14-A) NOTE: WITH CONCRETE RISER, USE PVC SCHEDULE 40 STUB FOR DEWATERING ORIFICE *DRAINAGE TUBING SHALL COMPLY WITH ASTM F667 AND AASHTO M294 DEWATERING TUBE DETAIL Not To Scale RISER CONC. BASE YBOLT TO BASE (_5 RISER BASE DETAIL C12 Not To Scale 520 EM 515 510 505 500 495 490 485 0 0 p LLj Of Q LLJ o �Y w v~ (, + Z o� F-_� U Q N CaH�N� I- (' E � EX. GRA - SCHEDULE 40 PERFORATED PVC 8 DAM: 502.0 TOP DRY: 500.0 @ 4375 SF ; o_ TOP WET: 497.6_ C� Cy --- __ @ 3064 SF m - 0 HDPE BOTTOM: 474.7 > 50.0 LF 18 z oo .Q cwn M �z op _x 480 1 10+00 10+50 DESIGN HIGH WATER (25-YR. STORM ELEV.) WSE: 500.0 MIN. 0.5't 11+00 MIN. 2.0' MIN. 1.0' TOP: 502.0 1 MIN. 3.0' 67 C.Y./ AC. _ 40 KIJtK KIIVI= 4yy.0 "DRY" STORAGE C: WET TOP %( 67 C.Y./ AC. "WET" STORAGE 6" DEWATERING DEVICE. INV. 497.E B: SEDIMENT CLEANOUT POINT A: BOTTOM DESIGN ELEVATIONS WITHOUT EMERGENCY SPILLWAY (RISER PASSES 25-YR. EVENT) Riser DA Wet Wet Vol. Dry Dry Vol. 25 yr A B C Rim (Acs.) Vol. Cy Vol. Cy WSE Elev. (Req.) (Prov.) (Req.) (Prov.) 494.0 497.6 500.0 499.0 4.50 301.5 311.0 301.5 329.0 500.0 SEDIMENT BASIN DESIGN TABLE Not To Scale INFLOW EXAMPLE PLAN VIEWS OF BAFFLE LOCATIONS IN SEDIMENT BASINS D D/2 NO SCALE ISER -} - - D/2 L D BAFFLE SHEETS OF 4' X 8' X 1/2" EXTERIOR PLYWOOD OR EQUIVALENT 5.5' MIN 8' 520 515 510 4.50 BOTTOM STONE 505 500 495 490 485 L = TOTAL DISTANCE FROM THE POINT OF INFLOW AROUND THE BAFFLE TO THE RISER. RISER BAFFLE MIN. 6" ABOVE RISER RIM r� RISER RIM ELEVATION: 499.0 BOTTOM OF BASIN: 494.0 POSTS MIN. SIZE 4" SQUARE OR 5" ROUND. SET AT LEAST T INTO THE GROUND. HIM ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM S ic. o.[45183 C ,6 VSMP PLAN FOR PROFFIT ROAD TOWNHOMES NORTH ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2019.10.04 REVISION: 2) 2019.12.26 3) 2020.01.09 4) 2020.01.22 5) 2020.02.28 (AMEND.) 6) 2020.03.26 (AMEND.) FILE NO. BASIN DETAILS 19.029 BAFFLE DETAIL �Cl 2 Not To Scale I C 1 2_j sl-, �5 BNiS n 8" C-C TYP. C58BC C TYP. � f !� SHN'E TO ELEVATIpN OF ,�-P� � A I I I I I- I A B • T T B %/� LNsr�sr Pry. I � � I I I IT I �'- � 1 •' SHARE TO 30" DIMETER I 545 545 TT CONTOW TT OF PIPE 540 540 535 535 535 535 1717 530 530 530 530 525 525 525 525 520 520 520 520 515 515 515 110+�15 OON t ri Lo O inn > z 510 510 z z -- o » > zz 505 505 z 500 10+�L — 10+50 11+00 11+50 12+00 12+50 13+00 13+5D00 >z z= 1 STORM SEWER AI -A' 2 STORM SEWER A4-A4A C13 SCALE: 1"=5' C13 SCALE: 1"=5' 540 mo M J M L,-I J U') 535 mo N I Lo � O M p 0 0 Z Q— W 530 - M _ + o N m oo �, _ — 530 530 r� W � Ln w o w Qm z nn 525 ~ I' `,; o z cr) Of J + o 535 B5 BSA 535 525 525 3o cn =moo �� - — Z l orn NL" zU)� cn o0 2 90JF _o 520 X + 530 530 520 520 ° N �NJ�_2. 7 ° - z cn HIM z 153.34 LF 15" HDPE m z o 515 cn �Z ENGINEERING - 525 525 515 515 28.82 LF 18 j 30.77 LF o N o z HDPE @ 2.08% i \`` 15' HDPE - - LAND PLANNING -PROJECT MANAGEMENT _ _ 510 " % �' r' ' ' ' 520 520 510 510 v v �zz �z z-- v v 00� Q )v 0 0 0 Q 0 7 v v v � '� o z z 912 E. HIGH ST. 434 227.5140 6 L 1 DP @1.9% rnrn - _ z 505 of z CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM Ln ,n Ln � 515 515 505 505 — --- - -cy �7� V Q 0 0 � V V 0'7 � =7 V �7 7— OZ W 0 Z� � —�7 > ��7 �� 9� `� ����o�000a000000000-ems Zoo�z o00 �o 500 0 0 0 — 510 510 500 500 �,L �L 0 0 0 '7 v ' � � 7� �� 0 0 V '7 - N. 95% 495 o z 505 5505 495 4495 CO PACTED 10+00 10+50 10+00 10+50 FILLFILL cn — - 490 o Z f SI 485 _ _ 1c. 0.45183 4 STORM SEWER B5-B5A 5 STORM SEWER B3-B3A � tfo 480 41 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 C13 SCALE: 1 =5 C13 SCALE: 1 =5-�8-f(N.A� � 3 STORM SEWER BI -B7 C13 SCALE: 1"=5' E2 E3 520 520 VSMP PLAN FOR 520 � 520 515 515 515 515 PROFFIT ROAD TOWNHOMES 520 (Cl C2 520 510 510 510 510 NORTH 515 515 505 505 505 505 ALBEMARLE COUNTY, VIRGINIA SUBMISSION: ^ 510 bR E510 500 500 500 500 2019.1 0.04 C15) REVISION: 505 505 495 495 495 495 2) 2019.12.26 500 500 490 490 490 490 3) 2020.01.09 4) 2020.01.22 495 495 485 485It b-z 485 485 rJ) 2020,02.28 (AMEND.) 490 490 480 480 480 480 6) 2020.03.26 (AMEND.) 44 44 44 FILE NO. 485 z10+00 10+5085 475 10+00 10+50 11+0075 475 10+00 10+50 11+00 11+50 12+00 12+r50�5 19.029 6 STORM SEWER CI -C2r7-'�STORM SEWER El -E3r8-'STORM SEWER FI -F2_ STORM SEWER PROFILES C13 SCALE: 1"=5' C13 SCALE: 1"=5' C13 SCALE: 1"=5' LLJ LMPACI CF Ln C13. L BE 8' TO 12' WITH NO SAFETY SLAB LOTED WITHIN 6 FEET STRliC7LRJE` OUTLET PIPE OF THE TOP OR BOTTOM OF THE STRUCTURE. SAFETY SLABS SHALL [if F- IN C1,1 0 0 o z � I 00 �N �_ O N J m W OZ H � JQ OHO W.+ ZN� 0 O N�� x N W � ¢ � fLE�fSTORiv1-P (DETAIL 4 SHEE 14.30 LF 15" I " 6" SUMP ° �/ 36"x36"X24' r� o 0 o CON C.B_,�S RFT WALE 00 oa --- z Z o� MIN 0o z o0 1- �t2 A3 .- U p.-) O m � � N I N � � m � Q M V) � � CLJ Z (n � O M � � � w�- z cn � � �n °O w�_ � �n 0O wl-_ • r; 0 its 0 - O ° • - O N � 126.88 LF 15" - o N 1 �n �n O m ° O / HDPE 0 % 000 - m o CZ) =ooM °,n° o - o�J�� z � o c0 c~n - I-- - N � TOP=507.70 o -- - -`' W ¢ �3.87LF2.4" '=STORM • a � - O © o Q 10.81% C-4500 CHAMBERS 6" PERF PVC U D a) _ o� �z +- INV. 498.2 o 0o � �� H@11o% �� o— >� z o � I _ _ O - Z N _ o O m + o QI � 0 0 -°O� z�v~i� �'n mac' a - 0 0 0 33.12 o HDPE @ 2.42% - = �zz z z z o z — MI C FI m I oo� - p p� U ri o+� � Rio wlQ� z cn � -w�� N �n - 2g•65 LF o " HDPE 6' N � � I -oo � o M '- � +6' o � O _ 00 I � 1 F2 WW oQ N� �� g N I � W o aoo N� � � N cn W WJ O o"i H> W z H cn? ---- UNTERSL11d 5.0 � � STORM + (2) 5' ES-2: TbTAL 208.00-LF 36" H - LE 218�F� -• °' P.J9o1: Pro11NRd T-hom9s North - -L . 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So 141.80 235.40 27706.03 507.67 112 021 0.19 103.53 3.02 in.65 243.19 2755067 5W.58 111 1.00 022 114.39 3.60 132.14 249.90 27307.37 607.60 110 1 m 025 In. 88 3.95 128.10 256.01 21057.41 507.42 109 1.16 028 132.64 4.40 124.45 261.49 28801.40 507.33 108 1.23 0.30 1410.88 4.83 121.08 266.57 n!i39.91 507.25 107 1.30 0.33 1118 5.2/ 117.11 271.91 2627a.34 507.17 IGO 1.30 0.35 155.16 5.W 11/.0 Vs. 76 26002.03 507.08 IN 1.42 0.38 181.79 6.14 112.12 279.99 25726.26 507.00 104 1.47 0.41 '67.98 6.55 1091 283.97 25446.27 506.92 103 1.&3 0.44 173.67 7.05 106.90 287.82 2516230 506.83 102 1.57 0.47 179./9 7.50 104.47 29t 24874.48 506.75 101 1.62 0.50 184.84 7.92 102.16 294.W 24583.02 508.67 100 1.07 &52 in. 95 on Wo 298.N 24288.10 5N.W 99 1.71 0.54 194.84 8.71 97.86 301.40 23989.86 606.50 98 1.75 0.57 IN.51 9.W 95.84 304.41 23888.47 508.42 97 1.79 0.59 203.98 9.42 93.91 307.80 23384.05 500.33 N 1.83 0.61 M. 9.76 W." 310.10 23076.75 506.25 95 1.86 0.63 212:1 11:11 9025 312.79 22766.64 508.17 04 1.80 0." 21641 10.29 Bs.59 315.29 n4W.W 506.08 93 1.03 0.68 220.23 10.84 86.84 317.91 22138.56 506.00 W 1.N 0.70 M.91 11.20 8523 an. 33 21820.66 535.92 91 2.00 0.72 227.14 11.56 83.87 322.W 215-33 605.83 90 203 0.74 230.85 11.80 82.17 M.92 21177.66 505.75 BD 2.05 0.70 234.13 12.23 80.72 327.OB 2085274 W5.07 m 2.08 0.n MT. 29 12.57 79.32 328.18 2052566 505.N 97 2.11 0.80 240.32 12.84 78.00 331.17 20196.48 505.50 Be 213 0.82 243.26 13.12 M M 33389 19865.31 505./2 85 216 0.84 240.09 13.62 75.48 334.97 1953222 MS.39 84 2.18 0.85 24&81 13.62 74.29 336.72 1919725 05 5.25 83 221 0.8B 251.43 13.75 73.19 338.38 18800.53 505.17 W 223 0.89 253.95 14.23 71.m 3ao.18 115 15 505.08 81 225 0.90 258.37 14,47 70.93 341.77 16181.97 505.00 80 2.2T 0.92 258.71 14.68 091 343.30 17840.20 504.92 n 2.20 0.W 260.94 14.72 69.00 344.66 17496.91 604.83 76 2,31 0.94 283.10 15.09 67.W 346.16 1715224 504.75 n 2.33 0.96 265.18 15.30 67.08 347.54 16806.08 604.67 76 2.N 0.97 267.14 15.50 W21 348.05 16458.52 534.58 76 2.36 0.08 269.09 15.70 65.37 350.11 18109.67 504.50 74 2.38 0.07 270.84 15.54 64.n 35189 15759.57 504.42 73 2.39 1.00 272.57 16.05 63.82 352.44 15408.47 504.33 n 241 1.01 274.22 16.18 63.11 353.51 15056.03 504.25 71 2.42 i.02 275.80 16.33 62.42 354.54 147OZ53 504.17 70 2.4.3 1.03 M. 16.49 61.76 355.53 14347.99 W4.08 69 2.M 1.04 278.71 16.62 61.13 358.47 1399245 504.00 66 2.48 1.05 MN 16.74 60.55 357.3 13635.99 503.W 87 2.47 1.05 281.33 16.88 59.99 3" 1: 13278.B4 503.83 66 2." 1.05 n2 w 18.81 59.n M.87 120WI 503.75 65 2.49 1.06 283.66 16.91 69.04 359.61 12681.60 503.67 64 2.50 1.08 M. 17.21 MAO 380.43 12201.99 503.58 sa 2.6 1.08 285.74 17.32 56.04 381.11 11841.56 SM 50 62 2.51 1.00 P88.68 17.41 57.0 361.72 11001 503.42 61 2.53 1.11 288.07 17.70 58.96 38273 1111&73 503.33 60 O.00 O.w ON ON 179.27 IN.27 10756.00 503.28 59 0.00 0.00 0.00 ON In 179.27 10SM73 SM 17 58 am 0.00 ON ON In.27 INV 10397.47 50388 57 0.00 0.00 0.00 0.00 in.27 179.27 1W1820 503.00 % 0,OD 0.00 O.Oo 0.00 In. Z7 NV SW.W 55 0.00 0.00 0.00 D.00 179.27 179.27 B859.87 SW.09 54 ON 0.00 0.00 ON 1nV 179.27 9680.40 SW.N 53 0.00 0.00 0.00 0.00 17927 179.27 9501.13 502.67 52 0.00 0.00 0.o0 0.00 17827 179.17 9321.87 502.58 51 0.00 0.00 0.OD 0.00 179.27 in. 27 9142.60 502.50 SO 080 moo 0.00 0.00 ,79.77 170.27 8953.23 5W.42 49 O.OD 0.00 NO 0.00 17927 IN.Z7 8784.07 5W.33 48 ON O.w ON ON INV INV 8604.80 5W.25 47 O.OD 0.00 0.00 0.00 17927 179.77 8425.53 502.17 46 ON 0.00 0.00 ON INV 179.27 8246.27 5W.08 45 O.OD 0.00 0.00 0.00 17927 179.27 W87.00 502.00 44 0.00 0.00 0.00 ON 179.27 IN.27 7 OTM 501.82 43 0.00 0.00 0.00 0.00 179.27 in. 27 7708.47 501.83 42 ON 0.00 0.00 0.00 INV IN. Z1 7529.20 501.75 41 0.00 0.00 0.00 0.00 in27 179.27 7349.93 501.67 40 ON 0.00 0.00 0.00 INV INV7170.67 501.58 39 0.00 0.00 0.00 D.00 17927 17921 BW1.40 501.50 38 0.OD moo 0.00 0.00 17927 170.27 6812.13 501.42 37 0.00 0.00 080 0.00 17927 179.2/ 8832.87 501.33 36 0.00 0.00 0.so 0.00 17927 1n.27 6453.60 501.25 35 0.00 0.00 O.OD D.00 17927 in. T/ 0274.33 501.17 N0.00 0.00 0.00 D.OD 17927 179.z7 8098.07 501.08 33 O.OD 0.00 080 a.00 i7927 in. 27 5915.80 501.00 32 0.00 0.00 a.00 0.00 17821 179.27 snow 5o0.W 31 0.00 0.00 0.00 D.00 17927 17927 5557.27 500.83 30 ON O80 O.OD 0.o0 17827 In. 27 5371.00 WO.N 29 0.00 0.00 0.00 0.00 179.27 179.27 5198.73 500.67 28 0.00 0.00 0.00 0.00 INV 179.Z7 5019.47 5N.58 27 0.00 0.00 0.00 0.00 in.27 in. 27 4840.20 500.50 26 0.00 0.00 0.00 0.00 INV in. 21 46N.93 5N.42 n 0.00 0.00 0.00 0.00 17927 179.27 4481.67 500.33 24 moo 0.00 O.w ON 17927 INV 43W.40 500.25 23 0.00 ON 0.00 0.OD 17927 17927 4123.13 500.17 22 0.00 0.00 0.so 0.00 17927 INV 3943.87 500.08 21 0.00 0.00 0.00 0.00 17927 17927 3784.80 Sm.00 20 0.00 0.00 0.o0 0.00 179.27 179.27 3585.33 4%.W 19 0.00 0.00 0.00 0.00 179.27 In. 27 3406.07 499.83 18 O.OD Doo 0.00 0.00 17927 179.27 32n.80 499.75 17 0.000.00 0.00 0.00 17927 in. 27 3047.53 499.67 16 0.00 0.00 0.00 NO INV 179.27 2868.27 4W.58 1s 0.00 0.00 0.00 0.00 17927 179.x7 2689.00 499.50 14 0.00 0.00 0.so 0w INV in. Z7 2509.73 4W.a2 13 O.OD 0.00 0.00 0.00 17927 179.27 2330.47 499.33 1iQW-0W0.UGQ2TA0.9) 17 F,5T7d �4775 11 0.W 0.00 0.00 0.00 17927 179.27 1971.93 4m.17 10 0.00 0.0o 0.00 ON INV INV 172.67 4W.08 9 0.00 0.On 0.00 0.00 17927 179.27 1613.40 499.00 8 0.00 0.00 0.00 ON INV In. 143a.13 498.92 7 moo 0.00 0.00 0.00 INV in. 27 1254.87 498.83 6 0.00 0.00 0.00 ON IN. 2] INV 1075.60 a98.75 5 0.00 0.00 0.00 0.00 in. 2/ 179.27 896.33 498.67 4 0.00 0.00 0.o0 0.00 170.27 INV 717.07 498.58 3 0.00 0.00 0.00 0.00 In.27 179.2] 537.80 498.50 2 1 0.00 0.00 0.00 0.00 0.00 0.00 ON 0.00 179.27 17927 179.27 179.27 358.53 179.27 a98.a2 49B.33 520 515 510 505 500 495 490 485 480 475 m oo = D o +Y COJ �Lo O -- In Of Z (n c3 o - - - ``' Q TOP=507.70 0 3.87 LF 24" 0 O )- o - - o 10.81% Q + w n C-4500 �`Q Q CHAMBERS_ Z C-) nINV ------------ 6" PERF PVC U D n d INV. 498.25 � � rri o 24 F 00 �z > jOR N CD�1 11% Z - 00 CD H > z- Z I c _ _ > d- N 10+00 10+50 520 515 510 505 500 495 490 485 480 11+0075 STORMTECH BMP OUTLET DETAIL 520 515 510 505 500 495 4- � 6" PVC 0 0 6" PVC M a o INSPECTOT \ \ x LL Z5w ROP. a N C4 ADE 11 z PVC x W' N C/0 0 MM ASTM D-5199 0 C{tADE TOP STONE HDPE GEGMEMBRANE. N WRAP MEMBRANE ". US x �- - - - - - - - - - - - - - - - x x x' _I 24° MANIFOL xl 1-YR NSE=505.28 �-ANF.- CONNECTION ;I 10-YR WSE=507.17 INV. 505.17 x 100-YR WSE=510.74 1 (SEE PLANS) INV. 503.25 NI 1 x i xl STONE. COMPACT SCH. 40 PERF. PVC `-BOTTOM STONE IN 6" UFTS PER M_ANUF_AC_TURER SPEC. INCLUDE ADDL 3° STONE SUMP ALONG UNDERDRAIN TRENCH. 10+00 10+50 STORMTECH BMP PROFILE 520 515 510 505 500 495 4- 11+00 CONCRETE WEIR E3 TOP=507.70 CTAID 1 11.20' 8.64 5.00' MH-1 6" PVC UNDERDRAIN AFTER WEIR INV. IN 497.50 24" HP -STORM BEFORE WEIR INV. IN 503.44 -CONCRETE WEIR E3 TOP=507.70 12"x24" TRASH RACK 8"x13" ORIFICE INV. 505.14 WATERTIGTH GROUT TO STR. E3 (60" MH-1) BOTTOM @ INV. 496.50 WEIR E3 DETAILS SCALE: VERT: 1"=10' HORIZ: 1"=20' NEW SWM FACILITY ESMT 16 TW 506 BW 500 INV=503.44 �TW 512 PROPOSED LAYOUT NOTES j 114 STORMTECH MC-4500 CHAMBERS • MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. W m ® B W 506 16 STORMTECH MC-4500 END CAPS DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND = 12 STONE ABOVE ( COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. < Z w ---- 60 STONE BELOW (in) THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER ACHIEVED 0 = o \ 40 % STONE VOID REQUIREMENTS ARE MET. Z z Lu 0 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE -SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE 3 O %% p \ / 29177 ABOVE ELEV.499.25 DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE 0 > = y �, \ 6 V C 5378 SYSTEM AREA (ft2) INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. w O o ' INV=505.17 C 0 308 SYSTEM PERIMETER (ft) THE SITE DESIGN ENGINEER MUST REVIEW THE PROXIMITY OF THE CHAMBERS TO THE RETAINING WALL AND CONSIDER EFFECTS OF o ; ' �- - / POSSIBLE SATURATED SOILS ON THE RETAINING WALL'S INTEGRITY. "' g i • THE SITE DESIGN ENGINEER MUST REVIEW THE PROXIMITY OF THE CHAMBERS TO THE BUILDING/STRUCTURE. NO FOUNDATION LOADS a - PROPOSED ELEVATIONS N SHALL BE TRANSMITTED TO THE CHAMBERS. THE SITE DESIGN ENGINEER MUST CONSIDER EFFECTS OF POSSIBLE SATURATED SOILS �� 519.25 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) I EVE D LL ¢ b � 510.75 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) ON BEARING CAPACITY OF SOILS AND SEEPAGE INTO BASEMENTS. = a -- - - - VC 510.25 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) U / �� O 6 19PERF 610.25 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) CL r-) r r) 1 , A 7-1 n N I ® 506.17 1 24" TOP MANIFOLD INVERT 503.44 24" ISOLATOR ROW CONNECTION INVERT 503.44 24' BOTTOM MANIFOLD INVERT 503.25I BOTTOM OF MC4500 CHAMBER TIER 1 DEEP COVER SPECIAL PROVISIONS 1. INSTALLATION REQUIREMENTS SHALL BE AS SPECIFIED IN THE STORMTECH DESIGN MANUALS AND CONSTRUCTION GUIDES EXCEPT AS MODIFIED IN THESE SPECIAL PROVISIONS. 2- ATTENTION IS CALLED TO "TABLE 1 - ACCEPTABLE FILL MATERIALS" IN THE STORMTECH CONSTRUCTION GUIDE AND ALL OTHER APPEARANCES OF THE "ACCEPTABLE FILL MATERIALS TABLE. FOR AREAS OF THE SYSTEM WITH COVER ABOVE 7 FEET (2.1 m) FOR THE MC4500 AND ABOVE 8 FEET (2.4 m) FOR THE MC-3500, EMBEDMENT STONE SHALL BE COMPACTED WITH 3 PASSES OF A WALK BEHIND VIBRATORY PLATE COMPACTOR OR JUMPING JACK IN 12" (300 mm) LIFTS. 3. STONE SHALL HAVE RELATIVELY FLAT SIDES AND SHARP EDGES (ANGULAR) OR RELATIVELY FLAT SIDES AND ROUNDED EDGES AND SHALL CONTAIN LESS THAN 20 % FLAT OR ELONGATED PARTICLES. FLAT OR ELONGATED STONE IS UNACCEPTABLE. FOR DESCRIPTIONS OF ANGULARITY SEE ASTM D2488 "STANDARD PRACTICE FOR DESCRIPTION AND IDENTIFICATION OF SOILS (VISUAL -MANUAL PROCEDURE)". 4. STONE SHALL BE HARD AND DURABLE. IT IS THE ENGINEER'S OR CONTRACTOR'S RESPONSIBILITY TO SELECT HARD AND DURABLE STONE. STORMTECH CONSIDERS AN LA ABRASION VALUE OF LESS THAN OR EQUAL TO 30 TO BE HARD STONE. 5. FOUNDATION STONE SHALL BE MECHANICALLY COMPACTED WITH A VIBRATORY ROLLER OR VIBRATORY PLATE IN 6" (152 mm) LIFTS. 6. EMBEDMENT STONE MUST BE DUMPED IN PLACE BY A STONE SHOOTER OR CONVEYOR OR EXCAVATOR. 7. INSPECTION DURING THE INSTALLATION BY THE ENGINEER, OWNER OR OTHER REPRESENTATIVE IS RECOMMENDED. THE INSPECTION SHALL INCLUDE OBSERVATIONS OF THE CHAMBER SYMMETRY DURING BACKFILLING TO ENSURE THE CONTRACTOR'S METHODS ARE NOT CAUSING UNACCEPTABLE DISTORTION OF THE CHAMBERS. 8. AN ADS FIELD TECHNICIAN WILL CONDUCT A PRE -CONSTRUCTION MEETING TO TRAIN REPRESENTATIVES OF THOSE RESPONSIBLE FOR CONSTRUCTING THE SYSTEM AND THOSE CONDUCTING THE MANDATORY INSPECTIONS OF THE INSTALLATION. 24" PREFABRICATED END CAP, PART# MC45001EPP24TW TYP OF ALL MC4500 24" TOP CONNECTIONS 24" X 24" ADS N-12 TOP MANIFOLD INVERT 23.05" ABOVE CHAMBER BASE (SEE NOTES) PROPOSED STRUCTURE W/ELEVATED BYPASS MANIFOLD MAXIMUM INLET FLOW 19.0 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 24' PREFABRICATED END CAP, PART# MC45001EPP24BW TYP OF ALL MC4500 24" BOTTOM CONNECTIONS AND ISOLATOR ROWS INSPECTION PORT (TYP 2 PLACES) ISOLATOR ROW (SEE DETAIL / TYP 2 PLACES) PROPOSED STRUCTURE W/ELEVATED BYPASS MANIFOLD MAXIMUM INLET FLOW 16.5 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 18" X 18" ADS N-12 TOP MANIFOLD INVERT 29.36" ABOVE CHAMBER BASE (SEE NOTES) 1B" PREFABRICATED END CAP, PART# MC45001EPP18TW TYP OF ALL MC4500 18" TOP CONNECTIONS 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER / SOLID OUTSIDE PERIMETER STONE) 24" X 24" ADS N-12 BOTTOM MANIFOLD MAXIMUM OUTLET FLOW 7.0 CFS INVERT 2.26" ABOVE CHAMBER BASE (SEE NOTES) 18" X 18" ADS N-12 TOP CONNECTION INVERT 29.36" ABOVE CHAMBER BASE (SEE NOTES) PROPOSED STRUCTURE W/ELEVATED BYPASS MANIFOLD (DESIGN BY ENGINEER / PROVIDED BY OTHERS) IF ADS TM WOVEN )DING STONE AND IR FEET FOR T ALL CHAMBER S 8 w o' is lw In a 9 � o 0 I N In a za w O o �d o v= Tn N r o 0 s SHEET 2 OF 6 �j ,--6" PVC C/0 HIM ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM ." sl ic. o.45183 A -IWAL 7V' m4�� VSMP PLAN FOR PROFFIT ROAD TOWNHOMES NORTH ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2019.10.04 REVISION: 2) 2019.12.26 3) 2020.01.09 4) 2020.01.22 5) 2020.02.28 (AMEND.) 6) 2020.03.26 (AMEND.) FILE NO. BMP DETAILS 19.029 4 STORMTECH BMP PLAN C14 SCALE: 1'1=20' C141 NYLOPLAST 24" DRAIN BASIN: 2824AG _ _X NYLOPLAST DRAIN BASIN WITH INSERTA TEE 3299CGSQ (2 INTEGRATED DUCTILE IRON APPROX. DRAIN AREA = 277.53 SQ IN (1, 2) INTEGRATED DUCTILE IRON FRAME & GRATE TO *APPROX. WEIGHT OF GRATE = 66.50 LBS FRAME & GRATE TO MATCH BASIN O.D. OOOO MATCH BASIN O.D. O� DOO 18' MIN WIDTH GUIDELINE �OO QDD�O Oo 3.20 (12" - 24" BASE) 3.04 (30" BASE) 5.00 (18" - 24" BASE) 8" MIN THICKNESS GUIDELINE 4.57 (30" BASE) MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER (3) VARIABLE INVERT HEIGHTS RECOMMENDATION AVAILABLE (ACCORDING TO (MIN, MANUFACTURING PLANSITAKE OFF) TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR REO. SAME as MIN. SUMP) (5) ADAPTER GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE ANGLES DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, (ADAPTER ANGLES INSERTA TEE GASKET ` VARIABLE 0° - 360° G WATERTIGHT JOINT WATER TIGHT JOINT ACCORDING TO PLANS 22.75 23.93 VARIABLE 0° - 360° TRAFFIC LOADING, &OTHER APPLICABLE DESIGN FACTORS. (CORRUGATED HDPE SHOWN) ACCORDING TO PLANS SEE DRAWING NO. 7001-110-111 FOR NON TRAFFIC INSTALLATION. V fAy 13 X SLOT H 1.25 THRU IE !'F (3) MANIAS E SUMP DEPTH \ \ ACCORDING TO PLANS d.+ (6" MIN. BASED ON �\ MANUFACTURING RED) 1- _ - 4 VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: C IN O 2275 - - 23.93 4" - 24" FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL, ADSIHANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC ®VARIOUS TYPES OF INLET & OUTLET INSERTA TEE ADAPTERS AVAILABLE: 4" -18" FOR CORRUGATED HDPE THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER (ADS N-12/HANCOR DUAL WALL, ADSMANCOR GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), WATERTIGHT JOINT CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. PVC DWV (EX: SCH 40), PVC C900/C905, (CORRUGATED HDPE SHOWN) BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE CORRUGATED &RIBBED PVC PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER DIMENSIONS ARE FOR REFERENCE ONLY GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, ACTUAL DIMENSIONS MAY VARY CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. DIMENSIONS ARE IN INCHES 1 - INSERTA TEE ADAPTERS AVAILABLE FOR ALL 8"- 30" STRUCTURE OPTIONS BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE GRATE MEETS H-20 LOAD RATING (CUSTOM BASIN, ROAD & HIGHWAY, & CURB INLET) PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. 02 - FRAMES, GRATES, COVERS, HOODS, & BASE PLATES SHALL BE DUCTILE IRON PER QUALITY: MATERIALS SHALL CONFORM TO ASTM A536 GRADE 70.5H5 ASTM A536 GRADE 70-50-05, WITH THE EXCEPTION OF THE BRONZE GRATES PAINT: CASTINGS ARE FURNISHED WITH A BLACK PAINT 1 - GRATES/SOLID COVER SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 2 - FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL 3130 VERONA AVE 3 -DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. NYLOPLAST HAS PROPRIETARY RIGHTS, THE RECEIPT BUFORD, GA 30518 OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 04-03-06 PHN (770) 932-2443 3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING RESTRICTIONS THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL 3130 VERONA AVE NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 SEE DRAWING N0. 7001-110-065 OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 6-3-11 PHN (770) 932-2443 � LOCKING DEVICE AVAILABLE UPON REQUEST SEE DRAWING NO. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL 3130 VERONAAVE 7001-110.238 NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 DUCTILE IRON PHN 77 *WEIGHT DOES NOT INCLUDE FRAME OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE p3.Og.06 ( 0) 932-2443 RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING RESTRICTIONS. SEE DRAWING NO.7001-110-065. TRANSFER, OR LICENSE THE USE OF THE DESIGN OR NylO last FAX (770) 932.2490 40- DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO TRANSFER, OR LICENSE THE USE OF THE DESIGN OR Nvto last FAX (770) 932.2490 ASTM D3212 FOR CORRUGATED HDPE ADS N-121HANCOR DUAL WALL & r� FRAME WITH 12" BASE : APPROX. 92.00 LBS TRANSFER, OR LICENSE THE USE OF THE DESIGN OR NvlO I�.ISt FAX (770) 932-2490 TECHNICAL INFORMATION SHOWN HEREIN J www.n to last"us.com 4 -DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO REVISED BY NMH PROJECT NO.INAME y P ( ) TECHNICAL INFORMATION SHOWN HEREIN J www.n to last"us.com PVC SEWER REVISED BY NMH PROJECT NO.INAME y P TECHNICAL INFORMATION SHOWN HEREIN ✓ www.nyloplast-us.com FRAME WITH 15 BASE. APPROX. 89.00 LBS REVISED BY CCA PROJECT NO.MAME ASTM D3212 FOR CORRUGATED HDPE ADS N-12/HANCOR DUAL WALL), N-12 HP REPRODUCTION OF THIS PRINT OR ANY INFORMATION TITLE ( ) REPRODUCTION OF THIS PRINT OR ANY INFORMATION TITLE QS - ADD R ADAPTERS CAN MOUNTED ON ANY ANGLE 0° TO REPRODUCTION OF THIS PRINT OR ANY INFORMATION TITLE FRAME WITH BASE: APPROX. LBS & PVC SEWER. CONTAINED HEREIN, OR MANUFACTURE OF ANY DATE 03.14.16 241N DRAIN BASIN QUICK SPEC INSTALLATION DETAIL CONTAINED HEREIN, OR MANUFACTURE OF ANY DRAIN BASIN WITH INSERTA TEE B DATE 03.15.16 TO DETERMINE MINIMUM ANGLE BETWEEN ADD -A -BRANCH ADAPTERS SEE ET MINE RS S 98.50 CONTAINED HEREIN, OR MANUFACTURE OF ANY 2 FT X 2 FT ROAD & HIGHWAY FRAME WITH 24" BASE: APPROX. 98.50 LBS DATE 09-03-13 24" 5 -ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360°. TO DETERMINE MINIMUM ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS DRAWING NO.0110-110-012 QUICK SPEC INSTALLATION DETAIL ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS 2 PIECE GRATE ASSEMBLY ANGLE BETWEEN ADAPTERS SEE DRAWING NO.7001-110-012, IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. ©2013 NYLOPLASr DWG SIZE A SCALE 1:40 SHEET 1 OF 1 DWG NO, 7001.110.192 REV E IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. ©2011 NYLOPLASr DWG SIZE A SCALE 1:25 SHEET 1 OF 1 DWG N0. 0110.110.013 REV C FRAME WITH 30" BASE: APPROX. 110.00 LBS IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST, 02013 N (LOnAST DWG SIZE A SCALE 1:10 SHEET i OF 1 DWG N0. 7001.110.224 REV D �OT/,E 80' ZURN Z806: #1001 -1008 TRENCH DRAINS. \ 18" OFFSET FROM WALL \ i 401, ZURN TRENCH DRAIN PLAN SCALE: 1 "=20' FLEXST❑RM P/Ns 62'_'RDPX & 62'_'RDPXP INLET TYPE RDBI ROUND PRECAST OR PIPE OPENINGS WITH DR❑P-IN ' ,Iry �? • 4 _ �-� �,. : 1 _ - ( knuvoc oweclunr sae ... ai�a.wr�asr�i tRl - � DOArNOturd OtROr�N Pun Frame with P7(e+8 Field Inlet Dimensions A B Flexsform Fnaming Dims Flexsform RaOngs (607G) Pure Frame with FX+Baq Bp Capacity (fP) PCIPC+Flew Rate (CF% �lpasa (CF6) AD6 PIN Flexsterm {tam Cads A06 PM Flexstorm Item Code I" Al 62SPDRPC. RRDB-146.123FX 14.75 12,25 11.3 13.6 0.2 0.6 1.3 62SHDRPOP PLFJI48-MFXP 628PDWC FtR06-11D-15I 16 15 14.0 16.5 0.3 0.9 1.6 62SMRPCP P-RD13-1 Mi SD-FXP 62SHDRPO PNROEI-200-173-FX 20 17.25 16.3 18.6 0.5 1.1 1.9 628HDRPCP RRD6-2D0-173FXP 62MHDRPC P-RD6-210.185-1EX 21 %S 17.5 20.0 0.5 1.1 2.0 62MFDgpCp P-RD6-210-16SFXP 62LI40M FLRD13-22D.20D-FX 22 20 19.0 21.5 0.5 1.2 2.2 62M DRPCP P•RD6-22D-200-FXP 6TM"DRPC RRW-243218-FX 24.25 21.75 20.8 23.3 0.7 1.3 1 2.4 52htFDRPCp FLR1DO-243M8-FXP 62MiDRPC RRDB-248-235-FX 24.75 23.5 225 25.0 Q9 1A 2.6 62MFDRPCP PAIIIM248-235•FXp 62ARtIXiPC RRDB-2§0.240-FX 29 24 1 23.0 25.5 0.9 1.5 2.7 62MHDRpop p4DB_29C.240.FXp NOTES, 1. RATINGS SHOWN ARE FOR STANDARD 22' BAG DEPTH/ 'SHORT' 12' DEPTH BAGS ARE AVAILABLE WITH -S SUFFIX/ RATINGS REDUCED BY -50%. 2. THE FOLLOWING REQUIRES ADDITIONAL REVIEW -GRATES WITH EXTENDED BOTTOMS -ANY OBSTRUCTED INLET OPENINGS II\1 V VV I 0 TO 12" HDPE NYLOPLAST DRAIN BASIN DETAILS NTS 4" 4" a 6" DRAIN .a 4" " ZURN TRENCH DRAIN CONCRETE ENCASEMENT DETAIL Z806 SPECIFICATION SHEET ZURN® 6 (152] WIDE REVEAL FIBER REINFORCED TAG POLYMERTRENCH DRAIN SYSTEM ------ Dimensional Data (inches and [ mm ]) are Subject to Manufacturing Tolerances and Change Without Notice SPECIFYING ENGINEER 15 RESPONSIBLE FOR CONCRETE ENCASEMENT AND121222 REINFORCING BASED UPON APPLICATION B AND LOCAL CODES 5 1152 [102] MIN. 1224 [3112 4 [102 T- 120 [3048 INV RT j .%➢ 4 [102] MIN. NOTE!+ Actual Channel length is 122 112 (3112] to allow for overlap. ENGINEERING SPECIFICATION: Zurn Z806 Channels shall be 120 3048 Ion 6 152 wide and have a 4 102 throat. Modular channel sections shall be made of Fiber Reinforced Polymer (FRP). Shall have a positive mechanical connection between channel sections that will not separate during the installation and shall mechanically lock into the concrete surround every 10 [254]. Channels shall weigh less than 2.31 Ibs.[1.05kg] per linear foot, have a smooth, 1-1/2 [38] radiused self cleaning bottom with a Manning's coefficient of .009 and .75% or neutral 0% built in slope. Shall be provided with standard DGC grates that lock down to frame. Zurn 6 [152] wide reveal Ductile Iron Slotted Grate conforming to ASTM specification A536-84, Grade 80-55-06. Ductile Iron grate is rated class C per the DIN EN1433 top load classifications. Supplied in 20 [508] nominal lengths with 1/2 [13] wide slots, and 3/4 [19] bearing depth. Grate has an open area of 18.57 sq. in per ft. [39,307 sq. mm per meter]. The 1/4 [6] thick Heavy -Duty Carbon Steel Frame Assembly conforms to ASTM specification A36 with 12-4 [102] long concrete anchors per 120 [30481. Grate lockdown bars are to be integgral to the frame. The frame is supplied with a powder coated finish. All welds must be performed by a certified welder per ASTM standard AWS D1.1. Frames Shall be produced in the U.S.A. PREFIX OPTIONS (Check/specify appropriate ootions) Z Ten -foot Fiber Reinforced Polymer (FRP)* ZV Ten -foot Fiber Reinforced Vinylester SUFFIX OPTIONS (Check/specify appropriate options) Outlet Adapters Add/Each -E1 Closed End Cap -_ -U2 2 [51] No -Hub Bottom Outlet _ -E2 2 [511 No -Hub End Outlet _ -1.13 3 176] No -Hub Bottom Outlet -E3 3 [76] No -Hub End Outlet -_ -U4 4 [102] No -Hub Bottom Out -E4 4 [1021 No -Hub End Outlet _ -U6 6 [152] No -Hub Bottom Outlet --E6 6 [152) No -Hub End Outlet Frame Options -CBF Black Acid Resistant Coated Frame HD Extra -Heavy -Duty Frame Assembly with Anchor Studs Grate Options (Load Classifications are per DIN EN1433) -BDC Black Acid Resistant Epoxy Coated Ductile Grate - Class C -BDE Black Acid Resistant Epoxy Coated Ductile Grate - Class E Trench No. 'A' Shallow Inv. 'B' Deep Inv. Flow (cfs) (gpm) (IpS) 1001 3.50 [89] 4.40 [112] .196 88 6 1002 4.40 [112] 5.30 [135] .296 133 8 1002N 5.30 [135) 5.30 [135] - - - 1003 5.30 [135] 6.20 [157] .397 178 11 1004 6.20 [157] 7.10 [180] .501 225 14 1004N 7.10 [1801 7.10 [1801 - - - 1005 1 7.10 [165] 8.00 [203] .604 271 1 17 1006 8.00 [203] 8.90 [203 1 .711 319 20 1007 8.90 [226] 9.80 [249] .816 366 23 1008 9.80 [249] 10.70 [272] .922 414 26 1008N 10.70 [272] 10.70 [272] - - - 1009 10.70 [272] 11.60 [295] 1.029 462 29 1010 11.60 [295] 12.50 [318] 1.136 510 32 -BG Galvanized Ductile Iron Cast Bar Grate - Class C _ -DBG Ductile Iron Cast Bar Grate - Class C -SCD Stainless Steel Circular Decorative Grate - Class B _ -DC Ductile Iron Solid Cover - Class C -SDD Stainless Steel Diagonal Decorative Grate - Class B _ -DGC Ductile Iron Slotted Grate - Class C * - -SMG Stainless Steel Mesh Grate - Class B _ -DGE Ductile Iron Slotted Grate - Class E -SOG Stainless Steel Decorative Grate - Class B -DGE-NA Ductile Iron Slotted Grate - Class E - North American _ -GDC Galvanized Ductile Slotted Grate - Class C Miscellaneous Options -GDE Galvanized Ductile Slotted Grate - Class E --DB Bottom Dome Strainer -GG Fiberglass Grate - Class A __ _JC Joint Connector - -GHPD Galvanized Heel -Proof Ductile Grate - Class B -RC Reber Clip (Set of 2) _ Galvanized Heel -Proof Ductile Grate - Class E -SW 8.1 [2061 High Sidewall Extension Adapter (Per Pair) _-GHPDE -HPD Heel -Proof Ductile Slotted Grate - Class B -VP Vandal -Proof Lockdown -HPDE Heel -Proof Ductile Slotted Grate - Class E MADE in the U.S.A. (Load Classifications are per DIN EN1433) -HPP Heel -Proof Polyethylene Grate - Class A -AW(i m um VJ reUr�ale ass - _LID Ductile Iron Longitudinal Slotted Grate - Class B BDE-USA Black Acid Resistant Epoxy Coated Ductile Grate - -RFG Reinforced Galvanized Steel Slotted Grate - Class B Class E -RPG Reinforced Galvanized Perforated Grate - Class B -DCE-USA Ductile Iron Solid Cover - Class E --RFGC Reinforced Slotted Galvanized Grate - Class C __ -DGC-USA Ductile Iron Slotted Grate - Class C _-RFSC Reinforced Slotted Stainless Steel Grate - Class C Ductile Iron Slotted Grate - Class E -RPGC Reinforced Perforated Galvanized Grate - Class C _-DGE-USA -FG Fabricated Galvanized Steel Slotted Grate - Class A --RPGR Reinforced Galvanized Perforated Reverse Punch _ -FS Fabricated Stainless Steel Slotted Grate - Class A Anti -Slip ADA Grate - Class C -GDC-USA Galvanized Ductile Slotted Grate - Class C RPGRC Reinforced Perforated Galvanized Reverse Punch Grate -Class C -_GDE-USA Galvanized Ductile Slotted Grate - Class E --RPSC Reinforced Perforated Stainless Steel Grate - Class C _ -GHPDE-USA Galvanized Heel -Proof Grate - Class E -RPSR Reinforced Stainless Steel Perforated Reverse Punch Galvanized Steel Mesh Grate - Class B Anti -Slip ADA Grate - Class B __-GMG -HPDE-USA Heel -Proof Ductile Slotted Grate - Class E --RPSRC Reinforced Perforated Stainless Steel Reverse Punch Grate - Class C _PG Perforated Galvanized Steel Grate - Class A Galvanized Perforated Reverse Punch Decorative Grate Options Load Classifications are r DIN EN1433 ) p ( --PGR Anti -Slip ADA Grate - Class A -BCD Bronze Circular Decorative Grate - Class A as -PPC Plastic Perforated Grate - Class C -BCD Bronze Diagonal Decorative Grate - Class _ -PS Perforated Stainless Steel Grate - Class A -DOD Ductile Iron Circular Decorative Grate - Class C s _ -PSR Stainless Steel Perforated Reverse Punch Anti -Slip -DOD Ductile Iron Diagonal Decorative Grate - Class A Grate - Class A -DOG Ductile Iron Decorative Grate - Class A Decorative MADE in the U.SA. (Load Classfications are per DIN EN1433) _ -DTW Ductile Iron Tidal Wave Grate - Class C - ronze ecorativ�rs ass - -DWV Ductile Wave Decorative Grate - Class A -NBZ Nickel Bronze Decorative Grate -Class A - -HPS Heel -Proof Bronze Slotted Grate - Class A _ -USA-USA Ductile Iron Perforated ADA Grate - Class E -HPS Heel -Proof Stainless Steel Slotted Grate - Class A _ -PSR Stainless Steel Perforated Reverse Punch - -SBG Stainless Steel Bar Grate - Class E _ Anti -Slip Grate - Class A * Regularly furnished unless otherwise specified. --SWG Stainless Steel Wire Grate - Class A Zum Industries, LLC I Specification Drainage Operation Rev. AD 1801 Pittsburgh Avenue, Erie, PA U.S.A. 16502 • Ph. 855-663-9876, Fax 814-454-7929 Date: 07/18/14 In Canada I Zurn Industries Limited C.N. No. 131244 3544 Nashua Drive, Mississauga, Ontario L4V 1 L2 • Ph. 905-405-8272, Fax 905-405-1292 Prod. I DI No. Z806 www.zurn.com ZURN TRENCH DRAIN DETAILS NTS Zurn Linear Drainage Systems Z806 - Z812 Installation Instructions► Excavation Trench excavation must be 4 inches greater than the trench depth and a minimum width of either 14 or 20 inches, depending on which system is being installed. Soft and/or shifting soil substrates may cause cracking of the concrete and consequent movement of the trench. It is critical that the concrete be poured on an adequate foundation. 14 inches (356 mm) minimum f/ Z-806 20 inches (508 mm) minimum f/ Z-812 10 HIM ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM Sm1 w r ic. 0.45183 ANAL VSMP PLAN FOR PROFFIT ROAD TOWNHOMES NORTH ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2019.10.04 REVISION: 2) 2019.12.26 3) 2020.01.09 4) 2020.01.22 5) 2020.02.28 (AMEND.) 6) 2020.03.26 (AMEND.) FILE NO. STORM DETAILS 19.029 FLEXSTORM PURE DETAIL NTS C15 ENGNEEPROJRED JIE CRKINFORMATION MASS/ST,! Q Q PRODUCT 240.463-0124 4s` Om'jj4I MANAGER: JAMES.CLARK@JADS-PIPE.COM FOR STORMTECH MIKE GREEN INSTRUCTIONS, ADS SALES REP: 304-240-0082 ������� DOWNLOAD THE a " MIKE.GREEN@ADS-PIPE.COM 8 INSTALLATION APP PROJECT NO: S165835 ADVANCED DRAINAGE SYSTEMS, INC. PROFFIT RD TOWNHOMES CHARLOTTESVILLE, VA MC-4500 STORMTECH CHAMBER SPECIFICATIONS IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-4500 CHAMBER SYSTEM 1. CHAMBERS SHALL BE STORMTECH MC 4500. 1. STORMTECH MC-4500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE -CONSTRUCTION MEETING WITH THE INSTALLERS. 2. CHAMBERS SHALL BE ARCH -SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT -MODIFIED POLYPROPYLENE Z STORMTECH MC-4500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". COPOLYMERS. 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR EXCAVATOR SITUATED OVER THE CHAMBERS. 3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) STORMTECH RECOMMENDS 3 BACKFILL METHODS: CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101. • STONESHOOTER LOCATED OFF THE CHAMBER BED. • BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD BACKFILL FROM OUTSIDE THE EXCAVATION USING ALONG BOOM HOE OR EXCAVATOR. IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. LONG -DURATION DEAD LOADS AND 2) SHORT -DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6. MAINTAIN MINIMUM 9" (230 mm) SPACING BETWEEN THE CHAMBER ROWS. 6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, 300 mm INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" 7. 12"(300 INTO CHAMBER END CAPS. "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) OR #4. MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 9. STONE SHALL BE BROUGHT UP EVENLY AROUND CHAMBERS SO AS NOT TO DISTORT THE CHAMBER SHAPE. STONE DEPTHS SHOULD NEVER 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: DIFFER BY MORE THAN 12" (300 mm) BETWEEN ADJACENT CHAMBER ROWS. • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. 10. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3". 11. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIAL BEARING CAPACITIES TO THE SITE DESIGN • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN ENGINEER. SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/INAN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73" F / 23" C), CHAMBERS SHALL BE PRODUCED FROM 12. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE REFLECTIVE GOLD OR YELLOW COLORS. STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. 8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN NOTES FOR CONSTRUCTION EQUIPMENT ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: 1. STORMTECH MC-4500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-0500 CONSTRUCTION GUIDE". • 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 2. THE USE OF EQUIPMENT OVER MC4500 CHAMBERS IS LIMITED: DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. • NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE • THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. 3. FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE IMPORTANT - THIS PROJECT REQUIRES COMPACTION OF EMBEDMENT BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. STONE AND REQUIREMENTS FOR STONE HARDNESS AND SHAPE WHICH ARE NOT SPECIFIED IN OTHER STORMTECH DOCUMENTS. CONTRACTORS MUST CONTACT STORMTECH AT 1 888.892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. FOLLOW THE SPECIAL PROVISIONS IN THIS PLAN SET. 29177 519.25 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 510.75 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 510.25 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 510.25 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 510.25 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 509.25 TOP OF STONE 508.25 TOP OF MC4500 CHAMBER 505.70 118" TOP MANIFOLD / CONNECTION INVERT 505.17 24" TOP MANIFOLD INVERT 503.44 24" ISOLATOR ROW CONNECTION INVERT 503.44 24" BOTTOM MANIFOLD INVERT 503.25 BOTTOM OF MC4500 CHAMBER 499.25�UNDERDRAIN INVERT oc i� n TIER 1 DEEP COVER SPECIAL PROVISIONS 1. INSTALLATION REQUIREMENTS SHALL BE AS SPECIFIED IN THE STORMTECH DESIGN MANUALS AND CONSTRUCTION GUIDES EXCEPT AS MODIFIED IN THESE SPECIAL PROVISIONS. 2. ATTENTION IS CALLED TO "TABLE 1 - ACCEPTABLE FILL MATERIAL'S" IN THE STORMTECH CONSTRUCTION GUIDE AND ALL OTHER APPEARANCES OF THE "ACCEPTABLE FILL MATERIALS TABLE. FOR AREAS OF THE SYSTEM WITH COVER ABOVE 7 FEET (2.1 m) FOR THE MC-4500 AND ABOVE 8 FEET (2.4 m) FOR THE MC-3500, EMBEDMENT STONE SHALL BE COMPACTED WITH 3 PASSES OF A WALK BEHIND VIBRATORY PLATE COMPACTOR OR JUMPING JACK IN 12" (300 mm) LIFTS. 3. STONE SHALL HAVE RELATIVELY FLAT SIDES AND SHARP EDGES (ANGULAR) OR RELATIVELY FLAT SIDES AND ROUNDED EDGES AND SHALL CONTAIN LESS THAN 20 % FLAT OR ELONGATED PARTICLES. FLAT OR ELONGATED STONE IS UNACCEPTABLE. FOR DESCRIPTIONS OF ANGULARITY SEE ASTM D2488 "STANDARD PRACTICE FOR DESCRIPTION AND IDENTIFICATION OF SOILS (VISUAL -MANUAL PROCEDURE)'. 4. STONE SHALL BE HARD AND DURABLE. IT IS THE ENGINEER'S OR CONTRACTOR'S RESPONSIBILITY TO SELECT HARD AND DURABLE STONE. STORMTECH CONSIDERS AN LA ABRASION VALUE OF LESS THAN OR EQUAL TO 30 TO BE HARD STONE. 5. FOUNDATION STONE SHALL BE MECHANICALLY COMPACTED WITH A VIBRATORY ROLLER OR VIBRATORY PLATE IN 6" (152 mm) LIFTS. 6. EMBEDMENT STONE MUST BE DUMPED IN PLACE BY A STONE SHOOTER OR CONVEYOR OR EXCAVATOR. 7. INSPECTION DURING THE INSTALLATION BY THE ENGINEER, OWNER OR OTHER REPRESENTATIVE IS RECOMMENDED. THE INSPECTION SHALL INCLUDE OBSERVATIONS OF THE CHAMBER SYMMETRY DURING BACKFILLING TO ENSURE THE CONTRACTOR'S METHODS ARE NOT CAUSING UNACCEPTABLE DISTORTION OF THE CHAMBERS. 8. AN ADS FIELD TECHNICIAN WILL CONDUCT A PRE -CONSTRUCTION( MEETING TO TRAIN REPRESENTATIVES OF THOSE RESPONSIBLE FOR CONSTRUCTING THE SYSTEM AND THOSE CONDUCTING THE MANDATORY INSPECTIONS OF THE INSTALLATION. NOTES • MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. • DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. • THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER ACHIEVED REQUIREMENTS ARE MET. • THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE -SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. • THE SITE DESIGN ENGINEER MUST REVIEW THE PROXIMITY OF THE CHAMBERS TO THE RETAINING WALL AND CONSIDER EFFECTS OF POSSIBLE SATURATED SOILS ON THE RETAINING WALL'S INTEGRITY. • THE SITE DESIGN ENGINEER MUST REVIEW THE PROXIMITY OF THE CHAMBERS TO THE BUILDING/STRUCTURE. NO FOUNDATION LOADS I EVED SHALL BE TRANSMITTED TO THE CHAMBERS. THE SITE DESIGN ENGINEER MUST CONSIDER EFFECTS OF POSSIBLE SATURATED SOILS ON BEARING CAPACITY OF SOILS AND SEEPAGE INTO BASEMENTS. 24" PREFABRICATED END CAP, PART# MC45001EPP24TW TYP OF ALL MCA500 24" TOP CONNECTIONS 24" X 24" ADS N-12 TOP MANIFOLD INVERT 23.05" ABOVE CHAMBER BASE (SEE NOTES) PROPOSED STRUCTURE W/ELEVATED BYPASS MANIFOLD MAXIMUM INLET FLOW 19.0 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 24" PREFABRICATED END CAP, PART# MC45001EPP24BW TYP OF ALL MC4500 24" BOTTOM CONNECTIONS AND ISOLATOR ROWS INSPECTION PORT (TYP 2 PLACES) ISOLATOR ROW (SEE DETAIL / TYP 2 PLACES) PROPOSED STRUCTURE W/ELEVATED BYPASS MANIFOLD MAXIMUM INLET FLOW 16.5 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 18" X 18" ADS N-12 TOP MANIFOLD INVERT 29.36" ABOVE CHAMBER BASE (SEE NOTES) 18" PREFABRICATED END CAP, PART# MC46001EPP18TW TYP OF ALL MC-4500 18" TOP CONNECTIONS 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER / SOLID OUTSIDE PERIMETER STONE) 24" X 24" ADS N-12 BOTTOM MANIFOLD MAXIMUM OUTLET FLOW 7.0 CFS INVERT 2.26" ABOVE CHAMBER BASE (SEE NOTES) 18" X 18" ADS N-12 TOP CONNECTION INVERT 29.36" ABOVE CHAMBER BASE (SEE NOTES) PROPOSED STRUCTURE W/ELEVATED BYPASS MANIFOLD (DESIGN BY ENGINEER / PROVIDED BY OTHERS) F ADS TM WOVEN )DING STONE AND R FEET FOR T ALL CHAMBER o 6� 4.8 3 8 U o Ea 'S < -2 w�H N �s ❑o C3 N co n za a= w0 io KK _p ra �lz a� �w vY in N yy o2 SHEET 2 OF 6 U) w m N O t W Z Y O > W x 1- LUF Np7 O N o a: = o ro 3 LL U it o (L W = 26.9r 311 0° a ^ oe 5 _o nlz wo - - pg m I or m m oC �3 Gti N H o H �G m= m' ❑ oV 35.58' m o voi I n of 38.00 27.7T ti za a 2 _ w w0 io = d r a o v2 �w in N RE a� \$ o2 4 FSHEET 3 OF 6 ACCEPTABLE FILL MATERIALS: STORMTECH MC-4500 CHAMBER SYSTEMS AASHTO MATERIAL MATERIAL LOCATION DESCRIPTION COMPACTION / DENSITY REQUIREMENT CLASSIFICATIONS FINAL FILL: FILL MATERIAL FOR LAYER'D' ST?J2TS FROM THE PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED D TOP OF THE'G LAYER TO THE BOTTOM OF FLEXIBLE ANY SOIUROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. N/A INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. PREPARATION REQUIREMENTS. PAVEMENT SUBBASE MAY BE PART OF THE T' LAYER AASHTO M145' INITIAL FILL: FILL MATERIAL FOR LAYER'C' STARTS FROM THE GRANULAR WELL -GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR A-1, A-2.4, A-3 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER TOP OF THE EMBEDMENT STONE CB, LAYER) TO 24" (600 mm) PROCESSED AGGREGATE. THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN C ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT OR 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR SUBBASE MAY BE A PART OF THE'C' LAYER. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR LAYER, AASHTO M43' PROCESSED AGGREGATE MATERIALS. 3, 357, 4, 467, 5, 56, 57, 6, 67, 66, 7, 78, 8, 89, 9, 10 EMBEDMENT STONE: FILL SURROUNDING THE: CHAMBERS AASHTO M43' COMPACTION REQUIRED. SEE SPECIAL REQUIREMENTS ON B FROM THE FOUNDATION STONE ('A' LAYER) TO THE -C LAYER CLEAN, CRUSHED, ANGULAR STONE 3,4 LAYOUT PAGE. ABOVE. A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43' 3,4 PLATE COMPACTOR ROLL TO ACHIEVE A FLAT SURFACE?•3 PLEASE NOTE: 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO.4 (AASHTO M43) STONE". 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 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 FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4. ONCE LAYER'C' IS PLACED, ANY SOIUMATERAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. PERIMETER STONE (SEE NOTE 4) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 12-(300i ADS GEOSYNTHIETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) AAWW FWa PAVED MAX ELEV iRDA1 VEI•CLES EIAV QCCU0. ;, ro ar oso mmi _ (600 mm MIN' St925' . � THIS PROJECT MG-4500 SUBGRADE SOILS J (230 mm) MINI 'l END CAP (SEE NOTE 3) PROFFIT RD TOWNHOMES SPECIFIC CROSS SECTION DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MINI 12' (300 mm) MIN NOTES: 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101 2. MC-4500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION 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 3% • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBSANAN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73" F / 23" C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE STORMTECH HIGHLY RECOMMENDS FLEXSTORM PURE INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES ELEVATED BYPASS MANIFOLD CATCH BASIN OR MANHOLE 1 H" PROPOSED. SUMP DEPTH TBD BY APPROVED BY SITE DESIGN ENGINEER MANUFACTURER. (24" [600 mm] MIN RECOMMENDED) INSPECTION & MAINTENANCE STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT MC-4500 CHAMBER 24" (600 mm) HOPE ACCESS PIPE REQUIRED USE FACTORY PRE -CORED END CAP PART M MC450OREPE24BC OR MC450OREPE24BW MC-4500 ISOLATOR ROW DETAIL NTS A. INSPECTION PORTS (IF PRESENT) Al. REMOVE/OPEN LID ON NYLOPLAST MUNE DRAIN A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF IISTALLED A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG AA LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3, B. ALL ISOLATOR ROWS B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE i) MIRRORS ON POLES OR CAMERAS MAYBE: USED TO AVOID A CONFINED SPACE ENTRY I!) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2) CLEAN OUT ISOLATOR ROW 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 IS CLEAN C. VACUUM STRUCTURE SUMP AS REQUIRED STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1. INSPECT EVERY 6 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. MC-4500 TECHNICAL SPECIFICATION NITS Tn LU � m o >" Z LLT Z _J Z Y TO W i O F- WF ❑ U ❑ k o m N m w a LL 2 oLL y O U a w L w � bf �N ui m ca g a= w0 °o o Ha off a 2 -B a 8 ggm 30 SHEET 4 OF 6 U) LU OPTIONAL INSPECTION PORT o Z , MC-4500 END CAP _ z Y >Z J Q W 7 > Q ❑ I U /may 0 W R O N �m�D LL LL �s TWO LAYERS OF ADS GEOSYNTHETICS 315WTM WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 10.3' (3.1 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS w 12' (300 mm) MIN WIDTH 8 b 5 CONCRETE COLLAR NOT REQUIRED rw FOR UNPAVED APPLICATIONS CONCRETE COLLAR ffY111//11 8" NYLOPLAST INSPECTION PORT € x PAVEMENT BODY (PART# 2708AG41PKIT) OR a TRAFFIC RATED BOX W/SOLID - A LOCKING COVER ( ) SCHED 40 PVC # s CONCRETE SLAB l t 4" (100 mm) SCHED 40 PVC 4" (100 mm) 6" (150 mm) MIN THICKNESS a� r \ 4`i < �� ,' € SCHED 40 PVC m COUPLING 1 oo STORMTECH CHAMBER � - 4" (100 mm) wa 8" T J I SCHED 40 PVC °j N o °� 12. mm), CORE 4.5"(114 mm)O a= HOLE IN CHAMBER w 0 ° o (4.5" HOLE SAW REQ'D) o �Q o f a 2 ANY VALLEY " H LOCATION NOTES: 1. INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CONNECTION DETAIL w CORRUGATION VALLEY. NTS 2. ALL SCHEDULE 40 FITTINGS TO BE SOLVENT CEMENTED (4" PVC NOT rdy, o PROVIDED BY ADS). 4 a 4" PVC INSPECTION PORT DETAIL 5 SHEET 6 NTS of STIFFENING RIB( Cam, LOWER JOINT WEB CORRUGATION UPPER JOINT CORRUGATION, CREST STIFFENING 12" (300 mm) MIN INSERTION RIB 60.0" 61.0' (1524 mm)i (1549 mm)I MANIFOLD STUB II MANIFOLD HEADER FOOT( 1100.0" (2540 mm) 90.0" (2286 mm) ^I BUILD ROW IN THIS ( DIRECTION 32 8' 52.0' - (833 mm) 48.3" (1227 mm) INSTALLED (1321 mm) INSTALLED, 12" (300 MIN SEPARATION NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 100.0' X 60.0" X 48.3" (2540 mm X 1524 mm X 1227 mm) CHAMBER STORAGE 106.5 CUBIC FEET (3.01 m3) MINIMUM INSTALLED STORAGE* 162.6 CUBIC FEET (4.60 W) WEIGHT (NOMINAL) 125.01bs. (56.7 kg) NOMINAL END CAP SPECIFICATIONS 38.0' SIZE (W X H X INSTALLED LENGTH) 90.0" X 61.0" X 32.8" (2286 mm X 1549 mm X 833 mm) (965 mm) END CAP STORAGE 39.5 CUBIC FEET (1.12 m3) MINIMUM INSTALLED STORAGE" 115.3 CUBIC FEET (3.26 m3) STORMTECH WEIGHT (NOMINAL) 90 lbs. (40.8 kg) "ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS, 12" (305 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 `r END CAPS WITH A PREFABRICATED WELDED STUB END WITH 'Mr PART # STUB B C MC45001EPP06T 6" (150 mm) 42.54" (1081 mm) - MC45001EPP06B --- 0.86" (22 mm) MC45001EPP08T g" (200 mm) 40.50" (1029 mm) - MC45001EPP08B - 1.01" (26 mm) MC45001EPP10T 10' (250 mm) 38.37' (975 mrn) - MC45001EPP10B - 1.33" (34 mm) MC45001EPP12T 12" (300 mm) 35.69" (907 mrn) - MC45001EPP12B - 1.55" (39 mm) MC45001EPP15T 15" (375 mm) 32.72" (831 mrn) - MC45001EPP15B - 1.70" (43 mm) MC45001EPP18T 1B" (450 mm) 29.36" (746 mrn) - MC450DIEPPI8TW MC45001EPP1813 - 1.97" (50 mm) MC45001EPP18BW MC45001EPP24T 24" (600 mm) 23.05" (585 mrn) - MC45001EPP24TW MC45001EPP24B - 2.26" (57 mm) MC45001EPP24BW MC45001EPP30BW 30" (750 mm) 2.95" (75 mm) MC45001EPP36BW 36" (900 mm) 3.25" (83 mm) MC45001EPP42BW 42" (1050 mm) 3.55" (90 mm) NUTE: ALL DIMENSIONS ARE NOMINAL CUSTOM PREFABRICATED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24" (300-600 mm) SIZE ON SIZE AND 15-48" (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC-4500 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (250 mm). THE INVERT LOCATION IN COLUMN'B' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. MC -SERIES END CAP INSERTION DETAIL NTS T STORMTECH END CAP 12" (300 mm) MIN INSERTION NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FOR A PROPER FIT IN END CAP OPENING. UNDERDRAIN DETAIL NTS STORP STORMTECH END CAP CHf OUTLET MANIFOLD FOUNDATION BENEATH CHAMBERS ADS GEOSYNTHETICS 60' NON -WOVEN GEOTEXTII STORMTECH END CAP FOUNDATION STONE BENEATH CHAMBERS ADS GEOSYNTHETII CS 601T NON -WOVEN GEOTEXTILE . _ DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-16OLP SYSTEMS 6" (150 mm) TYP FOR SC-740, DC-780, MC-3500 & MC-4500 SYSTEMS 12" (300 mm) MIN SEPARATION MANIFOLD HEADER MANIFOLD STUB SECTION B-B Tn LU O > U Z Ld Z J Z Y o Wi o > _ F- W ❑ U ❑ k N m �o� U_ = o y O U EL w W o� a=N L WALL m FORATED Q ERDRAIN w 0 O o c �a o� a 2 �w a� a 4 SHEET 6 OF 6 HIM ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP ENGINEERING.COM S14-nl" iG. o.45183 L6 , A ��} V, WAL VSMP PLAN FOR PROFFIT ROAD TOWNHOMES NORTH ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2019.10.04 REVISION: 2) 2019.12.26 3) 2020.01.09 4) 2020.01.22 5) 2020.02.28 (AMEND.) 6) 2020.03.26 (AMEND.) FILE NO. BMP DETAILS 19.029 C15 ISAOASSIST.;, a L'. D Figure 1- Inspection Part Detail StormTech �F 1# . Manifold, Scour Fabric and Chamber Assembly Table 1 Acceptable Fill Materials g FORSTORMTECH INSTRUCTIONS, 1 ■ ' r: D AASHTr ' �• z130o ,Mw ww� DOWNLOAD THE �. INSTALLATION APP a LI d LT ■ ® ' -- CONCRE ECOLL7 ���BIDAPPOTREOUIRE° StormTech ®gtrelli tll Mabrblfa Rayer'D' Arya)ilhod(m�rfals retiuesals WA" praltarepaslEdgsipn elpYlearsplars Peved FORUNPAVEASTI CA ONB slatlslrom�lheylop�d�Vle�Clayerblhe apererlgr)tatsplasCheck islandarsmayhawestrilgatmalerialandprepela• B'NY(PARTTINBPE41I TORT - . I `•' ,' _ -,. bottom NGR110L.W..,^n�.Mrn.+a uyPSw P-•M XA pm,�..w "x`A/a^^. r„C YM N~ F +..e. U WOKIIPAR(1t STB8AG41Pgn oR •/ fi stied above. Note that Ite pave- feQlfemerlS. PAVEMENT mil StormTech Construction Guidepan_ RAFFIC RA e°eoxwrsalD LO FICROVER 4•(10p mm) BCHED40 PVC 4n00 meth 4•(1 mm) An company �► mertsmlbbase be dtlme D M GDHED OPvc y1 mom,SLXED40 PVC LLLLL��'�� ' .7. ••""' � '>Ti - `J- lH CONPLING @Md Flk IN Material for byer'C GrarularweN$aded saV AASHTO M145 Begin compaction tear m24(600 mm) of mate SlanShim the top dthe embedTrellt aggregabmtimr��35%fines A-1,A-2-4,A-3 relOvatlledgrrlbesisrPad)etl.CAmpaCtadAti0re1 BORMEcncuM,ER 4•noomm) ;t 4' a a in mmmuc. Rts b a min. % SOHED40Pvc REQUIRED MATERIALS AND EQUIPMENT LIST ) Inefs'layegb2 (1300mn)ahae prooessedaggregab.Most Layers Aoo ) 95 vmc- �T • Acceptable fill materials per Table 1 • StormTech solid end caps, pre -cored and pre -fabricated end caps r e bpatlledtamberfbbltldpaw palamedsbbasemlaterlafscan A49iTOM431 tadarslytawelgradedrrraterrdand ss%rdaura R°° I DDREsn„mm,D P w ent $bbase maybe palof me'C loyal be used in Neu d this layec 3, 357, 4, 467, 5, 56, 57, 6, dam* for proceed aggregate materia ND E IN • Woven and non -woven fittings C M BER eotextiles • StormTech chambers, manifolds and �, z as O ESAw REOD) 9 9 .�A _ � -- 67, 68, 7, 78, 8, 89.9,10 NOTE: MC-3500 chamber pallets are 77" x 90" (2.0 m x 2.3 m) and weigh about 2010 lbs. (912 kg) and MC-4500 pallets are 100" x 52" (2.5 m x 1.3 m) and ��' n '` r� ®8rtbednwttSb wFithe am cnslled angltarsbre AASHTOM43' Nomnlpactialrl)qured slnandingcharmbersfromthefoundation 3,357,4 ` ° t v" LocanoH weigh about 840 lbs. (381 kg). Unloading chambers requires 72" (1.8 m) (min.) forks and/or tie downs (straps, chains, etc). ' y I storefA hayer)blme'C'tayerabae. iL NOTES: 2' 3 •! Y' - 1. INS-IONPORTSMAYDECONNECTEDTHROUG"ANYCIrAMBER CONNECTION DETAIL CORRUGATION vuLEY. A)FIlts Bon Sbrls Eat°elow Cleam.enshed,ang IMPORTANT NOTES: angular Slone. AA41r0 M43' Place and carped im9 fYiO mrp ma(fts using 2. ALL SCHEDULEb FITTINGS OBE SOLVEM CEMEN ED (4'PVC NOT Ne Install manifolds and lay out woven scour Align the first chamber and end cap of each Continue installing chambers by overlapping chamber end Chambers from the S�A)g0 IV to the 3.357.4 two kill o ages vflh a vibratory compactor." PROMI BYAOS} A. This installation guide provides the minimum requirements for proper installation of chambers. Nonadherence to this guide may result in damage to chambers geotextile at inlet rows [min. 17.5 ft (5.33 m)] row with inlet pipes. Contractor may choose corrugations. Chamber joints are labeled "Lower Joint - Ibaaalarudtheamaroer during installation. Replacement of damaged chambers during or after backfilling is costly and very time consuming. It is recommended that all installers are familiar at each inlet end cap. Place a continuous to postpone stone placement around end Overlap Here" and "Build this direction - Upper Joint" Be piece (no seams) along entire length of chambers and leave ends of rows open sure that the chamber placement does not exceed the reach PLEASE lisle with this guide, and that the Contractor inspects the Chambers for distortion, damage and joint integrity as work progresses. Isolator® Row(s) in two layers. for easy inspection of chambers during the of the construction equipment used to place the stone. 1. The pledAASNTOdesinfor#4stone am w uldationsonty. mestoed,ang aalso ngular no. dean,(AAS T0U43)stor ►ar•For B. Use of a dozer to push embedment stone between the rows of chambers may cause damage to chambers and is not an acceptable backfill method. Any chambers backfill process. Maintain minimum 6" (150 mm) spacing between MC-3500 example, compaspecificaonrequiremen requirements met shillefor "dean, crushed, als when edandcompastone". damaged by using the "dump and push" method are not covered under the StormTech standard warranty. rows and 9" (230 mm) spacing between MC-4500 rows. 2. Smur)li usingt ofullcoverages aremebrator lompacmaterialswhenplacedandcompacteding"(230mm) For the Isolator Row place two continuous layers of ADS (maxllifis using two hd►cevereges with a vibratorycompactoc C. Care should be taken in the handling of chambers and end caps. End caps must be stored standing upright. Avoid dropping, prying or excessive force on chambers Woven fabric between the foundation stone and the isolator 3. Where inB/badimsurfacesmay becomprisedbycompaction, for standard installations and standard design load conditions,aflatsurfacemaybeachievedbyrakingordraggingwithoutcompactionequipment.Forspecialload during removal from pallet and initial placement. row chambers, making sure the fabric lays flat and extends the entire width of the chamber feet. designs, contact StomiTech for compaction requirements. Requirements for System Installation Manifold Insertion StormTech Isolator Row Detail Figure 2 -Fill Material Locations 12' (300 met) MIN INSERTION _ STORMTECH COVER PIPE CONNECTION TO END END CAP (MC-4500 SHOWN) ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE ALL PAVEMENT LAYER (DESIGNED END CAP CAP WITH ADS GEOSYNTHETICS OPTIONAL INSPECTION PORT AROUND CLEAN, CRUSHED, ANGULAR STONE IN A 8 B LAVERS BV SITE DESIGN ENGINEER) s 601T NON -WOVEN GEOTEXTILE CHAMBER (MG4500 SHOWN) • ' MANIFOLD STUB aL- \\v�\\j\\\��\ \\�\\ �\\\.:�\ \\.\ \\�\\\ \\\ �\- �\\- \ \\\r \ 0.�-\\\�\- `\�o, - •roeoi*raa-o MC3300.-'(00mmMANIFOLD TRUNK MIMC150-7.a j2�PERIMETER STONE 18'NSON .�1 mm) MA7.wggg1r(om)MINI k.10 y IXCAVATION WALL yl (CAN BE SLOPED ORVERTICAL)� '�'� AM.J500.80-(1525 mm) �, �,� MC•3500•�S (11amm) Ill I i h CATCH BASIN L OR r - MANHOLE t _ -: I' - f- = n I� - g = STONE TO BE DETERMINED 12'1300 mm) I- - _ IIdTl=1 BI T9�11 II NII III�I II III ]-111 T- I r6L LIG MIN SEPARATION MC4500. 12'(300 mm)MIN _ I� C W�1 IIL=fL 1'� II BV SnEDErIGN ENGINEER 9'(230 mm)MIN 'C MC-3500-8'(150 mm)MIN I iI-II-II lll ll ill _I END CAP MC4500 9''1230 met) MIN MC4300. 1 (25/0 mm) I r (30D met) MIN NOTE MANIFOLD STUB MUST BE LAID HORIZONTAL FOR - SUBGRAOE SOILS MG3500-e'(150 mm)MN MC.7500.77-(19W mm) rrr + APROPER FIT IN END CAP OPENING. h . ro, Excavate bed and prepare subgrade per Place non -woven geotextile over prepared soils Place clean, crushed, angular stone foundation engineer's plans. and u excavation walls. 9" 230 met min. Install underdrains if required. US24"EF 0mm)HDPE-C REDESS PIPE REQUIRED TWO TEXTILE OFWEEN OUNDATI NS ONEAN WOVEN 9 p p ( ) q Insert inlet and outlet manifolds a minimum 12" USE FACTORY PRE -CORED END CAP GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS Compact to achieve a flat surface. MG3500-8.3(2-5 m) MIN WIDE CONTINUOUS FABRIC STRIP p (300 met) into chamber end caps. Manifold header SUMP DEPTH T13D BY MC4500-10.3'(3.1 m) MIN WIDE CONTINUOUS FABRIC STRIP should be a minimum 12" (300 mm) from base of SITE DE SIGN ENGINEER t end cap. (21' j600 mm) MIN RECOMMENDED) 2 sJ NOTES: Table 2 - Maximum Allowable Construction Vehicle Loads' 1.3"(900mm) ofstabilized cover mateda►saver me Depth Initial Anchoring of Chambers - Embedment Stone ackfill of Chambers - Embedment Stone and Cover Stone chambers is required for full dump truck frave►and Hit Drum Weight dumping, Dynamic 2. During paving operations, dump truck axle loads on ill) Final F1 36' [900) 32.000 [144 16,000 r711 12' ' 3420 1641 38.OD0 [16'91 24" fflMmm) of cover may be necessary. Precautions Material Compacted 24i 1113) should be taken to avoid rutting of the road base layer, to ensure that compaction requirements have been met; 36" 1 i3i0 and that a minimum of24" (600 met) of cover exists C Initial Fill 24' pq 32,00011421 16.0001711 12" po51 248D 1119J 20.000 [891 _ over the chambers. Contact Storm Tech for additional Material Copaced 18'[45 1770 guidance on allowable axle loads during paving. 30• j((6!!1 i20 3. Ground pressure for back dozers is the vehicle 36 [9141 1070[51 operating weight divided by total ground contact area 24' P ql 24,000 [1071 12.000Iq 12' [305) 22451107) 16.000 F11Md r for both backs. Excavators will exert higher round L00'" 18 [457) 1325 [lel 9 24" [sto) 1325 pressures based on loaded bucket weight and boom 30• V62] 1131 = extension. 3619141 1010 r� 18' [450) 24,000 [107I 1Z0001531 12" (305) 2010 5,0D0 [221 • 4. Mini -excavators (<6,000/bs/3,628 kg) can be used with 18" [45> 148D M Mimic loadsarr)5 of stone over the chambers and et) 24" 10 1220 at least 1211(30o m 30' [[77621 loco s1 Continue evenly backfilling between rows and around perimeter until Only after chambers have been backfilled to top of chamber and with arellmltedbytl►emaximumgroundpressuresinTable2 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. embedment stone reaches tops of chambers and a minimum 12" 300 met a minimum 12" 300 met of cover stone on to of chambers can skid based on a full bucket at maximum boom extension. ® • 12- PM NOTALLOW NOTAiLOA� 12"[3os1 1100�31 NOTALLOW anchoring the lower portion of the chamber. This is best accomplished with a Excavators must be located off the bed. Dump trucks shall not dump stone p ( ) ( ) p Stine 18' [4s 715($4 of cover stone is in place. Perimeter stone must extend horizontally to the loaders and small LGP dozers be used to final grade cover stone and z4.161 660 stone conveyor or excavator reaching along the row. directly on to the bed. Dozers or loaders are not allowed on the bed at this 5 SiomrTechdoesnotrequirecempactionofinifialfilhat excavation wall for both straight or sloped sidewalls. The recommended backfill material in accordance with ground pressure limits in Table 2. 18"(450mm)ofcover.Nowever,requirementsbyotite►a 30� time. backfill methods are with a stone conveyor outside of the bed or build as you Equipment must push material parallel to rows only. Never push perpendicular for6"(150mm)IiHsmaynecessitateMeuseofsmall 6�[t501 ��� ��� ��� ��� ��� go with an excavator inside the bed reaching along the rows. Backfilling while to rows. StormTech recommends the contractor inspect chamber rows before compactors at18"(450mm) ofcover assembling chambers rows as shown in the picture will help to ensure that placing final backfill. Any chambers damaged by construction equipment shall 11 Storage ofmaterials such asconstruction materials, Table 3 - Placement Methods and Descriptions Raekfill of Chambers - Embedment Stone equipment reach is not exceeded. be removed and replaced. equipment McStomRachs►s,em.Thuldnot he feg/ocae equipment Roller Load Final Baekfill of Chambers - Fill Material Inserta Tee Detail Me StormTech system. The use of equipment aver the StormTech system not covered in Table 2 (ex. soil I I See Table 2 for Maximum Construction Loads .O NOT INSTALL HIM mixing equipment, cranes, etc) is limited Please contact (R)Rrlal N# AvaI111y d p1alxlr(merd metlmods may be 36' (00 rnml mnMom Dozers to push parallel to toper betel paakl to (ours ta+4� A INSERTA-TEE AT ENGINEERING SbrmTechformoreinformation. ltlalshl tsed.ANlxrsuudknbAmustnot warequiredforAM non, or* Did36"WOmm) 2t300mm) CHAMBERJOINTS PxceedtltelrladrninfrrthiinTable 2. lrudabdl%IpNa axjgac8e(teowis A 7. Viewable back loads based on vehicle travel only. lumbers ceded. Elfriavefo rs shelf note CONVEYANCE PIPE PROJECT MANAGEMENT LAND PLANNING aVF.I operate ®yam FzforplxibD,Bddlhedrecamlerded. Asphalt 9TetLGPtrLdedozers&si6d use I - .•�' T•`. - MATERIALMAYVARY - A*/ backfill reaches 3 feet (9W mm) over the entire mdww Smallmalia allaived ova tmerwhenco mpacied loadersab+,edtogra0ecaer allyactinaxnpexedfin - - e y',. (PVC, HOPE, ETC.) �IIi bed.Excevators Shall not operate on chamber beds until dra( ilm Small dozer allowed, pit s hbase reaches Am vkh at least 12" MO miry depth reaches 24"(600 mm) _ 24' (600 mm) abode by of stone Inkier bads at all trines. ter chambers Roller travel 7 I L Metotalbackfill reaches 3 feet (g00 met) over Me entire chambers. Eflup rent mst push parallel parallel b dhanber rays thy. � "r bed ID(Mateltmes R11- -1 I =n ( - f NSERA EE f I A - - 912 E. HIGH ST. 434.227.5140 ®Embedment No _� CONNECTION INSERTA TEE TO BE egrpnerlabwedoheredmarmbers. NDwtmeellmdsatowed No No �- 9 NoTARE�� REED CHARLOTTESVILLE VA, 22902 JUSTIN SHIMP-ENGINEERING.COM ADS "Terms and Conditions of Sale" are available on the ADS website, Stake Usemlca(abrastxleoomcya Metionalmust beplaced atavedonChambersurd - @ positioned off bad amfoundaim outside the &*ofthe amh.12'PWmn)Dow UNEVEN BACKFILL EVEN BACKFILL PERIMETER NOT BACKFILLED PERIMETER FULLY BACKFILLED y Y. PLACEADS GEOSYNTHEON INSER-ME TICS315WOVEN www.ads-pipe.com.AdvancedDrainage Systems, the ADS logo, and the sfinebevadly(aaround ..all chambers chanter bed sbretsinpl3m �! - - NLET)TOVERBUE EN'TER3°ONEPoRSCOUR SECY"" SIDE MEW reenstri stripe isteredtrademarksofAdvancedDraina a stems, to PROECTONAT9I.EINLETCONNECTIONS. g p g Backfill chambers evenly. Stone column height should never differ b more Perimeter stone must be brought up even) with chamber rows. Perimeter �;�- GEOTEXTILEMLISTEXTENDC(150mm) ■AX dAL1-01 HEIGHTFRo■BASEOF Y J Y g p Y ._ PAST CHAMBER FOOT CXIIMBER Inc. StormTech®and the lsolatorORow are registered trademarks of ®Fo(sgn No SbrmTedmrBstdaios.camxrorresposttefor alyanaoo(sorregm.er�sbyotnasrewekomb radebeer„g than 12" 300 met between adjacent chamber rows or between chamber must be full backfilled, with stone extended horizontal) to the excavation -=_ s^ ` INBERTATEE CRAMBER99 StormTech, Inc. Store capacity, dimiatahmg a protection d s t giade. ( ) 1 Y Y SC31D r r1w met) 4^ (+00 mm) rows and perimeter. wall. Sc-74D 1a(25)mm) VIM-) #10816 05/19 CS DC-780 0•(2s0mm> V(10omm) MC3500 1S (3D0 met) fi (150 met) Install non -woven geotextile over stone. Geotextile must overlap 24" (600 mm) NOW.. MC 500 12•r3D0mm) B•1200 met, 02019 Advanced Drainage Systems, Inc. PART NUMBERS WILL VARY BABE.ON INLET PIPE MATERIALS. INSERTA TEE FITTINGS AVAILABLE FOR SDR 28, SDR 35, SCH 40I where edges meet. Compact at 24" (600 mm) of fill. Roller travel parallel with rows. CONTACT STORMTECH FOR MORE INFORMATION. GASNETEDBSOLVENTWELD,N-12•HPSTORM,FS000RDUCTILEIRON Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 6 1 Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com smw I£:. o.45183 ISOLATOR ROW STEP BY STEP MAINTENANCE PROCEDURES ! STEP 1. Inspect Isolator Row for sediment. THE ISOLATOR° ROW ISOLATOR ROW A) Inspection ports (if present) .F INSPECTION/MAINTENANCE I. Remove lid from floor box frame ii. Remove cap from inspection riser INTRODUCTION INSPECTION iii. Using a flashlight and stadia rod,measure depth of sediment and record results on maintenance log. An important component of any Stormwater Pollution Prevention The frequency of inspection and maintenance varies by location. A III If sediment is at or above 3 inch depth, proceed to Step 2. If not, proceed to Step 3. Plan is inspection and maintenance. The StormTech Isolator Row routine inspection schedule needs to be established for each individual B) All Isolator Rows L Remove cover from manhole at upstream end of Isolator Row is a patented technique to inexpensively enhance Total Suspended location based upon site specific variables. The type of land use (i.e. ii. Using a flashlight, inspect down Isolator Row through outlet pipe Solids (TSS) removal and provide easy access for inspection and industrial, commercial, residential), anticipated pollutant load, percent 1. Mirrors on poles or cameras may be used to avoid a confined space entry VS M P PLAN F 0 R maintenance. imperviousness, climate, etc. all play a critical role in determining the 2. Follow OSHA regulations for confined space entry if entering manhole - actual frequency of inspection and maintenance practices. iii. If sediment is at or above the lower row of sidewall holes (approximately 3 inches), proceed to Step 2. THE ISOLATOR ROW ` ' � / At a minimum, StormTech recommends annual inspections. Initially, If not, proceed to Step 3. P RO F F I T ROAD The Isolator Row is a row of StormTech chambers, either SCA 60LP, the Isolator Row should be inspected every 6 months for the first year SC-310, SC-310-3, SC-740, DC-780, MC-3500 or MC-4500 models, of operation. For subsequent years, the inspection should be adjusted STEP 2 Looking down the Isolator Row from the that is surrounded with filter fabric and connected to a closely located manhole opening, woven geotextile is shown based upon previous observation of sediment deposition. Clean out Isolator Row using the JetVac process. 9 T O W N H O M E S manhole for easy access. The fabric -wrapped chambers provide for between the chamber and stone base. The Isolator Row incorporates a combination of standard manhole(s) and strategically located inspection ports A) A fixed floor cleaning nozzle with rear facing nozzle spread of 45 inches or more is preferable settling and filtration of sediment as storm water rises in the Isolator (as needed). The inspection ports allow for easy access to the system from the surface, eliminating the need to B) Apply multiple passes of JetVac until backflush water is clean Row and ultimately passes through the filter fabric. The open bottom perform a confined space entry for inspection purposes. C) Vacuum manhole sump as required chambers and perforated sidewalls (SC-310, SC- 310-3 and SC-740 NORTH models) allow storm water to flow both vertically and horizontally out of If upon visual inspection it is found that sediment has accumulated, a stadia rod should be inserted to STEP 3 the chambers. Sediments are captured in the Isolator Row protecting the storage areas of the adjacent stone and chambers from sediment determine the depth of sediment. When the average depth of sediment exceeds 3 inches throughout the length of the Isolator Row, clean -out should be performed. Replace all caps, lids and covers, record observations and actions. AL B E MARL E COUNTY, VI RG I N IA accumulation. ' MAINTENANCE STEP 4 SUBMISSION: Two different fabrics are used for the Isolator Row. A woven geotextile The Isolator Row was designed to reduce the cost of periodic maintenance. By "isolating" sediments to just Inspect & clean catch basins and manholes upstream of the StormTech system. fabric is placed between the stone and the Isolator Row chambers. The tough geotextile provides a media for storm water filtration and one row, costs are dramatically reduced by eliminating the need to clean out each row of the entire storage 2 019.10.04 provides a durable surface for maintenance operations. It is also bed. If inspection indicates the potential need for maintenance, access is provided via a manhole(s) located on 1) R> 2 t) AV designed to prevent scour of the underlying stone and remain intact the rand(s) of the row for cleanout. If entry into the manhole is required, please follow local and OSHA rules for a REVISION: during high pressure jetting. A non -woven fabric is placed over the confined space entries. chambers to provide a filter media for flows passing through the Maintenance is accomplished with the JetVac process. The JetVac process utilizes a high pressure water [� 20 2.26 perforations in the sidewall of the chamber. The non -woven fabric is nozzle to propel itself down the Isolator Row while scouring and suspending sediments. As the nozzle is 2) 9. not required over the DC-780, MC-3500 or MC-4500 models as these StormTech Isolator Row with retrieved, the captured pollutants are flushed back into the manhole for vacuuming. Most sewer and pipe chambers do not have perforated side walls. Overflow Spillway (not to scale) maintenance companies have vacuum/JetVac combination vehicles. Selection of an appropriate JetVac nozzle 4 _ 3) 2020.0 The Isolator Row is typically designed to capture the "first flush" and will improve maintenance efficiency. Fixed nozzles designed for culverts or large diameter pipe cleaning are .09 oPnDNAL offers the versatility be sized volume bass flow rate basis. SET ATMQ'T preferable. Rear facing jets with an effective spread of at least 45" are best. Most JetVac reels have 400 feet of hose allowing maintenance of an Isolator Row up to 50 chambers long. The JetVac process shall only 4) 2020.01 le r i the upstream manhole not only provides access to the Isolator Row but .22 icall includes a high flow weir such that storm water flowrates or sroRM EDH typically tYP Y 9 IBOLATORR�Y be performed on StormTech Isolator Rows that have AASHTO class 1 woven elotextile ass specified b 9 ( P Y StormTech) over their angular base stone. SAMPLE MAINTENANCE LOG volumes that exceed the capacity of the Isolator Row overtop the over 5 ND. 9 g �,- -,, ,,,, ,,,\ flow weir and discharge through a manifold to the other chambers. '\ - StormTech Isolator Row (not to scale) ' Date (,Inspector ' MANHOLE The Isolator Row may also be part Of a treatment train. By treating WITH Note: Non -woven fabric is only required over the inlet pipe connection into the end cap for DC-780, MC-3500 and MC-4500 Chamber models 6) 2020.03.26 (AMEND.) storm water prior to entry into the chamber system, the service life can OVER WFR and is not required over the entire Isolator Row. 3/16/11 6.3 ft KOK¢ New CK9EaLC4EtoK, Ftxad poCKE Cs CS frame ME U7M be extended and pollutants such as hydrocarbons can be captured. fl I 19rBL� 9/24/11 6.2 o.i fE Some grtk fetE SM Pre-treatment best management practices can be as simple as deep basins be innovative'��,�'u w74o'304+aDDYENOmR93DA*ORRDwwTMAD3 °PON IN9PE`°°"P°" 11ED9YNIICTIca9mTNDNAwrvFNeEmomlE { e FILE N 0. 6/20/13 S.$ O,5 fE ML4ck feel, del)rt9 vCStble CN maKNole wMd CK Nd sump catch oil -water separators or can EOGENTRIC� storm water treatment devices. The design of the treatment train and acalas(+sm)MwwDE �; srORMIECH CHAf■FA HEADER M°.599.M°9�9 Do •.90,• DOYM PME COImEc1Ia"TDBNowwm1AI13 Ti.. ��'` isolator Rota, r#%EKEeKwKce due selection of pretreatment devices by the design engineer is often _ '�„1'•e��l;�,„. �+„ �-"7c, GE09YmE 09m,TNDNwmENGEmDm --,; {+ 3a ,> "- 19.029 7/7/13 6,3 f E o S stem jeEEed aKd vacuumed U�M driven by regulatory requirements. Whether pretreatment is used or not, the Isolator Row is recommended by StormTech as an effective means to minimize maintenance requirements and maintenance costs. d Note: See the StormTech Design Manual for detailed information on DP„DN� STORMTECH CHAMBERS ���&��"ERaN3�A03°E°SSS+MmMwWENXR�3EwE ,.. mn,MNlt<C01A,EMXTh FDw1M110N8TOYEANDnW4.9ER9,Co<mNeGN9PA9MDwm,GMT9EaMe BMP INSTALLATION & ACCESS designing inlets for a StormTech system, including the Isolator Row. ,Da'R.+m)MIN wmE: MCdfim 24•rS )HDPEADDESSPIPEREOJI D:MD.59eM0 9,SO=,9•D�� B25(".)MIN- ,S (__)HOPEACCESSMPE RC-0UIRED:9C310 5' (t.5 m) MIN WIDE:OGTBO.eDT48 r I200nM)HOPE ACCE99 PIPE REDUIREtt 901WIP - - 4'(12mIMINWNE:5C.110,3O18RP - - MAINTENANCE . Advanced Drainage Systems, Inc. 4640 Trueman Blvd., Hilliard, ON 43026 �b. I-800-821-6710 www.ads.pipe.com