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WPO202200002 Plan - VSMP 2022-10-14
ALBEMARLE COUNTY FINAL PLAN GENERAL NOTES General Construction Notes 1. Prior to any construction within any existing public right-of-way, including connection to any existing road, a permit shall be obtained from the Virginia Department of Transportation (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 current specifications and standards of VDOT unless otherwise noted. 3. Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and shall be installed prior to any clearing, grading or other construction. 4. All slopes and disturbed areas are to be fertilized, seeded and mulched. 5. The maximum allowable slope is 2:1 (horizontal: vertical). Where reasonably obtainable, lesser slopes of 3:1 or better are to be achieved. 6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the County Engineer, or designee, it is deemed necessary in order to stabilize a drainage channel. 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices. 8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III. 9. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry (29 CFR Part 1926). General Construction Notes for Streets (This list is in addition to the General Construction Notes) 1. All materials and construction must be tested and documented according to VDOT standards and specifications. 2. Surface drainage and pipe discharge must be retained within the public right-of-way or within easements prior to acceptance. All drainage outfall easements are to be extended to a boundary line or a natural watercourse. 3. Guardrail locations are approximate. Exact length, location and appropriate end treatments will be field verified at the time of construction. Additional guardrail may be required at locations not shown when, in the opinion of VDOT (for public roads) or the County Engineer (for private roads), or designee, it is deemed necessary. When guardrail is required, it shall be installed four (4) feet offset from the edge of pavement to the face of guardrail, and roadway shoulder widths shall be increased to seven (7) feet. 4. Where urban cross sections are installed, all residential driveway entrances shall conform to VDOT CG-9(A, B or Q. 5. Where rural cross sections are installed, all residential driveway entrances shall conform to VDGT standard PFA _ 6. Compliance with the minimum pavement width, shoulder width and ditch sections, as shown on the typical pavement section detail, shall be strictly adhered to. 7. Road plan approval for subdivisions is subject to final subdivision plat validation. Should the final plat for this project expire prior to signing and recordation, then approval of these plans shall be null and void. 8. All signs or other regulatory devices shall conform with the Virginia Manual for Uniform Traffic Control Devices and the Albemarle County Road Naming and Property Numbering Ordinance and Manual. 9. Traffic control or other regulatory signs or barricades shall be installed by the developer when, in the opinion of the County Engineer, or designee, they are deemed necessary in order to provide safe and convenient access. 10. The speed limits to be posted on speed limit signs are 5 mph below the design speed, or as determined by VDOT for public roads. 11. VDOT standard CD-1 or CD-2 cross -drains are to be installed under the subbase material at all cut and fill transitions and grade sag points as shown on the road profiles. 12. A video camera inspection is required for all storm sewers and culverts that are deemed inaccessible to VDOT or County inspections. The video inspection shall be conducted in accordance with VDOTs video camera inspection procedure. 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 than 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 instal] maintain remove or convert to ermanent PeP 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 lbs/acre and in the months of September to February to consist a 50150 mix of Annual P arY 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 time 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 1801bs/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 roved b the County erosion control PP J approved Y tY inspector. 19. Maintenance: All measures are to be inspected weekly and after each rainfall. Any damage or clogging to structural measures is to be repair immediately. Silt traps are to be cleaned gg g P Y P 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 17-2040.) 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) General construction notes for Stormwater Management plans 1. All dams and constructed fill to be within 95% of maximum dry density and 2% of optimum moisture content. All fill material to be approved by a geotechnical engineer. A geotechnical engineer is to be present during construction of dams. 2. Pipe and riser joints are to be watertight within stormwater management facilities. 3. For temporary sediment traps or basins which are to be converted to permanent stormwater management facilities; conversion is not to take place until the site is stabilized, and permission has been obtained from the County erosion control inspector. NORTH POINTE SUBDIVISION SECTION 2 WPO PLANS RI`,ANNA DItiTRICT a" ALBEMARLE COL;NTY, VIRO,I1�IA SITE DATA DEVELOPER/APPLICANT ENGINEER SOURCE OF TOPOGRAPHY MAGISTERIAL DISTRICT ZONING DISTRICT TAX MAPS/PARCELS ZONING GREAT EASTERN MANAGEMENT 2619 HYDRAULIC ROAD CHARLOTTESVILLE, VA 22901 DAVID MITCHELL, E.I.T. PHONE: (434) 296-4109 FAX: (434) 963-2670 E-MAIL: david®southern -classic.com TOWNES SITE ENGINEERING C/O BRIAN C. MITCHELL, P.E. 1 PARK WEST CIR., SUITE 108 MIDLOTHIAN, VA 23114 PHONE: (86) 748-9011 FAX: (86) 748-2590 E-MAIL: BMITCHELLOCCTOWNES.COM BOUNDARY & TOPOGRAPHY SURVEY PERFORMED BY LOUISA AERIAL SURVEYS DATED 01/05/2012 HORIZONTAL DATUM: NAD83 RIVANNA PD-MC (PLANNED DEVELOPMENT MIXED COMMERCIAL) 03200-00-00-023EO (PART OF) 03200-00-00-023AO 03200-00-00-023BO 03200-00-00-029CO 03200-00-00-023DO 03200-00-00-029FO 03200-00-00-023GO 03200-00-00-029HO ZMA-2000-00009 ZMA-2013-00007 ARB APPROVAL # NOT APPLICABLE PROJECT AREA ACREAGE 67.44 AC RESERVOIR WATERSHED NORTH FORK RIVANNA - JACOBS RUN FEMA MAP 51003CO145D / DATED FEB. 4, 2005 / ZONE 'X' UTILITIES CONTACT INFO: RAPPAHANNOCK ELECTRIC COOPERATIVE (REC) STEVE COATES DISTRIBUTION DESIGNER 13252 CEDAR RUN CHURCH ROAD CULPEPER, VA. 22701 PHONE: (540) 727-2116 CHARLOTTESVILLE CITY GAS PHILIP GARBER CHIEF GAS ENGINEER 305 4TH STREET NW CHARLOTTESVILLE, VA 22903 PHONE: (434) 970-3811 Rivanna Water & Sewer Authority (RWSA) General Water & Sanitary Sewer Notes Last Revised: February 2011 1. All materials and methods of construction shall comply with the latest version of the General Water and Sewer Construefion Specifications as adopted by the Albemarle County Service Authority on January 15, 1998, except as modified below or modified in Special Notes. 2. RWSA shall approve all construction materials and methods of construction. A preconstruction conference shall be held with RWSA prior to the start of any work. 3. The contractor shall be responsible for notifying Miss Utility (1-800-552-7001). 4. RWSA Engineer (Victoria Fort at (434) 977-2970 ext. 205) shall be notified three business days prior to the start of construction. 5. All work is subject to inspection by RWSA staff. No tie-ins to the existing system shall be made without coordination with and the presence of RWSA staff. No work shall be conducted on RWSA facilities on weekends or holidays without special written permission from RWSA. 6. For sanitary sewer line construction: RWSA may require bypass pumping for tie-ins to the existingstem. All doghouse manholes must be pressure -tested before a connection is made to s1' g the system. 7. The location of existing utilities as shown on the plans is from data available at the fime of design and is not necessarily complete or accurate. The Contractor shall be responsible for the verification of the location size and depth of all existing utilities both surface and subsurface. P 8 The Contractor shall immediately notify the Engineer of any discrepancies between the plans and field conditions. The Contractor shall use due diligence to protect all utilities and structures from damage at all times, whether shown on the plans or not. Damage to any existing utilities shall be repaired by the Contractor to the original condition at no additional cost to the Owner. 8. Erosion and sediment control facilities shall not be permitted in the RWSA easement without special written permission from RWSA. No grading shall be permitted in the RWSA easement unless permitted otherwise by RWSA in writing. 9. No blasting shall be permitted within 100 feet of RWSA facilities without written permission and RWSA approval of the blasting plan. Ground monitoring during blasting and a pre -blast survey may be required. For blasting within 100 feet of any operative RWSA sewerlines, bypass pumping and/or pre- and post -CCTV may be required. RWSA may also require certification from a licensed professional engineer stating that the proposed blasting will not damage any RWSA facilities. Damage to any utilities due to blasting shall be repaired by the Contractor to the original condition at no additional cost to the Owner. 10. The contractor shall observe minimum separation requirements for utility crossings. When a crossing is made under an existing facility, adequate structural support shall be provided for the existing pipe. The area of the crossing shall be baektilled with compacted 57 stone to the springline of the existing pipe. IL New water main installations shall be pressure tested, chlorinated, flushed and have water samples approved prior to making any permanent connection to the public water system. Approved methods of filling and flushing new water mains will be required to prevent any contamination of the public water system. 12. All easements for new RWSA facilities shall be recorded prior to placing the new facilities into service. 13. No permanent structural facilities will be permitted in the RWSA easement. This includes building overhangs, retaining walls, footers for any structure, drainage structures, etc. Trees are not permitted in the RWSA easement. ALL FILL AREAS TO BE INSTALLED & STRUCTURAL FILL SUITABLE FOR ROAD OR BUILDING CONSTRUCTION & TO BE TESTED BY GEOTECHNICAL PROFESSIONAL ENGINEER. CONCRETE SHALL BE CLASS A-3 PAVING CONCRETE ACCORDING TO THE CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION'S ROAD AND BRIDGE SPECIFICATIONS AND APPROPRIATE SUPPLEMENTAL SPECIFICATIONS. THE CONCRETE PAVEMENT SHALL BE PLAIN JOINTED WITH A RECOMMENDED JOINT SPACING OF 15 FEET OR CONTINUOUSLY REINFORCED CONCRETE PAVEMENT (CRCP) IS ALSO CONSIDERED AN ACCEPTABLE OPTION. IN THE EVENT OF ANY DAMAGE TO, OR DISLOCATION, OR DISTURBANCE OF ANY UNDERGROUND UTILITY LINE INCLUDING ITS APPURTENANCES, COVERING AND COATING, IN CONNECTION WITH ANY EXCAVATION OR DEMOLITION, THE PERSON RESPONSIBLE SHALL IMMEDIATELY STOP EXCAVATION AROUND THAT UTILITY LINE UNTIL THE IMPACTED UTILITY REPRESENTATIVE ARRIVES AND EVALUATES THE DAMAGE OR DISTURBANCE. IMPORTANT: IF A NATURAL GAS LINE IS DAMAGED RESULTING IN THE RELEASE OF NATURAL GAS, IMMEDIATELY SHUT DOWN ANY EQUIPMENT AND MOVE PEOPLE TO A SAFE PLACE. THEN, IMMEDIATELY DIAL 911 AND CHARLOTTESVILLE CITY GAS AT (434) 970-3800. qM � Q O� VARlOC86 r TOTAL LAND OF DEVELOPMENT = 268 AC to w �� 0 J LJ a� tn>1 NOT TO SCALE AIRPORT ®PREVIOUS DISTURBED AREA = 68.78 AC (WPO#201500073, WPO#201500078, WPO#***) Im PROPOSED DISTURBED AREA = 67.44 AC (WPO#***) TOTAL DISTURBED AREA = 136.22 AC ROAD AND DRAINAGE 1 CULVERT OR STORM SEWER (WITH STRUCTURE NO.) 7 EXISTING CULVERT OR STORM SEWER PIPE DROP INLET & STRUCTURE NO. O PROPOSED MANHOLE EXISTING MANHOLE PAVED DITCH JUTE MESH OR SODDED DITCH EARTH DITCH - GRASS LINED - - -inn - - - EXISTING CONTOUR 100 PROPOSED CONTOUR EXISTING SPOT ELEVATIONS + 100.00 PROPOSED SPOT ELEVATIONS T/� (T/C - TOP OF CURB) �Ml BENCH MARK & REFERENCE NO. t® VDOT STANDARD STOP SIGN LEGEND SEWER -}----�- EXISTING SANITARY SEWER PROPOSED SANITARY SEWER T T, SANITARY SEWER SERVICE CONNECTIONS 3 12600.00 MANHOLE NO. W/ STATION OR 150500.00 COORDINATE LOCATION WATER - - - - - - - - - EXISTING WATERLINE PROPOSED WATERLINE T T PROPOSED WATERLINE SERVICE CONNECTION GATE VALVE FIRE HYDRANT ASSEMBLY TEE OR TAPPING SLEEVE CROSS BLIND CAP REDUCER BORE CROSSING ALL HOUSES WILL REQUIRE SPLASH BLOCKS FOR DOWNSPOUTS ALL SLOPES STEEPER THAT 3:1 WILL REQUIRE A LOW -MAINTENANCE GROUND COVER Know what's below. Call before you dig. MISS UTILITY DESIGN TICKET #____ ___ & #---------- CONTRACTOR SHALL CALL MISS UTILITY AT 811 PRIOR TO THE START OF CONSTRUCTION SECTION 2 IS PART OF THE OVERALL NORTH POINTE DEVELOPMENT WHICH OBTAINED A 2009 VSMP GENERAL PERMIT AND REISSUANCE OF A 2014 VSMP GENERAL PERMIT. AS SUCH THIS PLAN HAS BEEN DESIGNED USING PART IIC TECHNICAL CRITERIA OF THE VSMP REGULATIONS. IN ADDITION, FUTURE SECTIONS OF THE NORTH POINTE DEVELOPMENT SHALL BE DESIGNED UTILIZING THE PART IIC TECHNICAL CRITERIA OF THE VSMP REGULATIONS AS LONG AS VSMP PERMIT (VAR1OC86) REMAINS IN EFFECT, WHICH IF REISSUANCE IS PERFORMED INCLUDES UP TO TWO 5 YEAR PERMIT CYCLES AND AS PER THE EMAIL CONFIRMATION FROM JOHN ANDERSON ALBEMARLE COUNTY ECONOMIC DEVELOPMENT DATED NOVEMBER 12, 2015. EROSION CONTROL EROSION CONTROL DEVICES AS PER VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK STD. & SPEC. PCE 3.02 � *:::: CONSTRUCTION ENTRANCE SF 3.05 )( SILT FENCE 3.07 IP -� INLET PROTECTION 3.09 DD>_ TEMPORARY DIVERSION DIKE ST 3.13 TEMPORARY SEDIMENT TRAP ROCK CHECK DAM 000�0 LIMITS OF CONSTRUCTION TS 3.31 TEMPORARY SEEDING PS 3.32 PERMANENT SEEDING MU 3.35 MULCHING DC 3.39 DUST CONTROL n f / OF T RO,gO LOCATION MAP: 1 "=2,000' APPLICANTS NAME GREAT EASTERN MANAGEMENT SPECIAL USE PERMIT: SP-2002-72 ZONING: ZMA-2000-00009, ZMA-2013-00007 ARB: N /A ALBEMARLE COUNTY DEPARTMENT APPROVAL: APPROVALS DATE DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNING/ZONING ENGINEER INSPECTION Mn DEPARTMENT OF FIRE & RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARTMENT OF TRANSPORTATION HEALTH DEPARTMENT INDEX TO SHEETS SHEET # LATEST REVISION DATE CONTENTS OF SHEET C-1 09-27-22 COVER SHEET C-1A SPECIAL USE PERMIT AND ZMA PROFFERS C-19 MODIFIED APPLICATION PLAN C-2 09-27-22 EXISTING CONDITIONS & DEMOLITION PLAN C-3 09-27-22 EROSION & SEDIMENT CONTROL - PHASE I C-4 09-27-22 EROSION & SEDIMENT CONTROL - PHASE II C-5 09-27-22 EROSION & SEDIMENT CONTROL NARRATIVE C-5A 09-27-22 EROSION & SEDIMENT CONTROL DETAILS C-5B 09-27-22 EROSION & SEDIMENT CONTROL DETAILS C-6 09-27-22 GRADING PLAN C-6A 09-27-22 GRADING PLAN C-6B 09-27-22 GRADING PLAN C-6C 09-27-22 GRADING PLAN C-61D 09-27-22 DRAINAGE STRUCTURE SUMMARY C-7 09-27-22 HYDRAULICS C-8 09-27-22 SWM COMPLIANCE - PRE -DEVELOPMENT CONDITION C-9 09-27-22 SWM COMPLIANCE - POST -DEVELOPMENT CONDITION C-10 09-27-22 SWM COMPLIANCE CALCULATIONS - SECTION 1 C-10A 09-27-22 SWM COMPLIANCE CALCULATIONS - SECTION 2 C-11 09-27-22 CBPA COMPLIANCE PLAN C-11A 09-27-22 CBPA COMPLIANCE CALCULATIONS C-12 09-27-22 BIO-RETENTION FILTERS C-12A 09-27-22 BIO-RETENTION FILTER LANDSCAPING C-13 09-27-22 POLLUTION PREVENTION PLAN O M LO CQ CU O w 0 Z U Nt00 24 O 0 -) CO 0 �W Z C9w ' >� ;-4•N ~ c Z .--I 4-) at W O .,4 )� O W O i� v' N m �� Cd� _ate co a N O O O `� U O \ ,Sy a c ° 0 C c d E Q o� LT H 0 c_ / T c U Y v 3RIAN C. MITCHELL t 11 a Lic. No, 035724 v 0912712022 O'SSIONALENG'10 `o 0 0 V c oic 3 W o W l�l t o m (� 0 � a o U C "NCI l�l C lyl U v �y ^y r _ w o a Et O � � n in REVISIONS DATE ITEM L` 05/18/22 COMMENTSP E R 07127122 PER COMMENTS 09127122 PER COMMENTS 3 H 0 a 2 CL t DATE 01-20-2022 SCALE c 3 _ o PROJECT MANAGER BRIAN C. MITCHELL, P.EJrn v DESIGNED BY BCM / LEN r CHECKED BY _ c o c PROD.# 20140065 ; SHEET # C - 1 t \ \ \ / — J y BUFFER II j I % 1 \♦ INJ / — _ \ \ \ I 1 / / / / / \\ 1 ! 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" i i�iii�ii� ® � 1 1 a 1 • II_®�II �"YMII 1 1�' u II III III 1 _ - 1 LE WASH AREA DISP ,)r ,�y',����w. • Vim►• r-_•�J�1/\�=w1►•---..,,•o- ., _ , 1 1 ------------------- -sv`�1►�4!A`Mvh• , , , Vlh`Mr\/rM`//►Vk�Nw-M►::` -�� gogg, ViI\40r ' `NVIW`��I►Wr:`w`NN\A ��/``V►M A i j CONTROL -►-`"�,++�.M► lM►Mr.%Mr. �/11`tl!A►� W\`!1/► NM►� . k� , 1� MM14IR- ►W�M�i''W' 1►` r!•MV► rw`M�►W``�►`jrvA1W►� V► i , VICES AS PER VIRGINIA ^ ���w� ;M`� • , I a CONTROL HANDBOOK -�r�.W\N.� 4+►,y►»�M`M!1►.,W`��r� wj,1�11,1�►~I'+r, _ w`��w`M►,w Ii�j\`�ti� Z-Q4 AVq`N►r►. `y�r Ahr • -- �,/I/ / i �! r % s• CONSTRUCTION ENTRANCE �ww,�11�.V11'•'+!rw. rc�"'AM r / IZ SILT FENCE \\ iSILT FENCE, ww�!!VMIII/M�"��.uS�Nvw� �, • :,Iro..�,;.t�.t�+e`�r, .b�cw,v\ INLET PROTECTION`\t�_�'lilj�l���'i' \ `\-. i!' ��h,•��,Zh��r�l,`w TEMPORARY DIVERSION DIKE TEMPORARY SEDIMENT TRAP ' MµNISS,�" h l MNyyl/IMIN���N�VVIMI'NM`^ '1 ROCK CHECK DAM II/IWy►�/v �1� VwMwM'JH'1WIIINr LIMITS OF CONSTRUCTION TEMPORARY SEEDING PERMANENT , 1� SEEDING MULCHING oR'I/wWAM"mu �w!►'dMIW'I'I'�'�i11�i11��'Y�•+► «w •• DUST CONTROL .. I I O m 1, J w /11 /C\2 W O V O d' U Lu Lu Z ^' t1A ) L Z O 4 N W � U La �.2 --)4�+ n O W O rl_ y y,t M a 0 a�..I N U O `V O U \ ,Sy a c ° 0 milk c E rn �5 LTH 0 c c Q O (.r Y BRIAN C. MITCHELL t 11 cc Lic. No, 035724 0912712022 FFSS/ONALENG\ 2 CL U 11� ti c O % w ~ � r q co �� L `0 W G 0 Q N q 0 CQ ° 0 4 0 U w � 2 (� o CL cp r REVISIONS ` rn DATE ITEM we 05118122 PER COMMENTS 07127122 PER COMMENTS 09127122 PER COMMENTS 3 H 0 a 2 a DATE t 01-20-2022 SCALE c AS SHOWN o r PROJECT JIANAGER BRIAN C. MITCHELL, P.E. o DESIGNED BY v BCM / Id r CHECKED BY � c 0 PROD.# cm20140065 ; SHEET # C — 3 0 LO C 0 0 O O�^Q) U "-40 UFO NCCO O cd U U :r� w �.M .'., 0 � b�� C:) a, 'i CO (L) 0 OU 0 4 a BRIAN C. MISCHELI Lic. No, 035724 ,, ,*_ 0912712022 i rO v 1 q DATE 2 MAP REVISIONS O 2 CIO M 1 r r r 47 01-20-2022 SCALE 1"-100, PROJECT MANAGER BRUN C. MITCHELL, P.E. DESIGNED BY BCM / LEN CHECKED BY PROD.# 20140065 SHEET # C — 4 CONSTRUCTION NARRATIVE PROJECT DESCRIPTION THIS PROJECT INVOLVES THE CONSTRUCTION OF A 162-LOT SINGLE-FAMILY RESIDENTIAL DEVELOPMENT THAT IS PART OF THE OVERALL NORTH POINTE DEVELOPMENT. THE PROJECT ALSO INVOLVES THE INSTALLATION OF TWO BIO- RETENTION BASINS. THE TWO PROPOSED AND FOUR EXISTING BMPS HAVE BEEN DESIGNED TO COLLECTIVELY ADDRESS THE WATER QUALITY AND QUANTITY ASSOCIATED WITH THIS RESIDENTIAL DEVELOPMENT, THE FUTURE APARTMENT SITE, AND A PORTION OF A FUTURE RESIDENTIAL DEVELOPMENT EAST OF THIS PROJECT. THE DISTURBED AREA ASSOCIATED WITH THIS PROJECT IS APPROXIMATELY 51 ACRES. THE EXISTING SITE IS MOSTLY FORESTED. THE MAJORITY OF THE SITE SLOPES NORTHWEST TO RIVANNA RIVER THE SITE CONTAINS WATERS OF THE U.S. THAT SHALL REMAIN UNDISTURBED EXCEPT FOR THE PERMITTED AREAS TO BE IMPACTED. GRAVITY SANITARY SEWER AND A 12" WATERLINE ARE AVAILABLE FOR CONNECTION AS PART OF THE NORTHPOINTE SECTION ONE PROJECT. EACH WILL BE EXTENDED TO SERVICE THIS PROJECT. ADJACENT AREAS THE SITE IS BORDERED BY GRACE BAPTIST CHURCH AND FURTURE DEVELOPMENT TO THE WEST, PRITCHETT DRIVE (VA 785) TO THE SOUTH, AND FORESTED PARCELS TO THE EAST. OFFSITE AREAS THERE IS NO OFFSITE WORK PROPOSED WITH THIS PROJECT. SOILS THE SITE IS CHARACTERIZED BY SANDY, LEAN CLAY (CL) AND SILTY, LEAN SAND ISM). CRITICAL AREAS SENSITIVE AREAS INCLUDE WETLANDS AND WATERS OF THE U.S., CONTRACTOR MUST CONTROL EROSION AND SEDIMENTATION FROM LAND DISTURBING ACTIVITIES AND PREVENT THEM FROM ENTERING WATERWAYS. THIS SITE IS SET UP TO DRAIN TO TWO SEDIMENT TRAPS AND A SEDIMENT BASIN WHICH WILL BE MAINTAINED UNTIL THE SITE IS STABILIZED. THE SITE CONTAINS STEEP SLOPES THROUGHOUT THE DISTURBED AREAS. THESE DISTURBED AREAS WILL NEED TO BE SEEDED AND STABILIZATION ACHIEVED TO PREVENT EROSION FROM OCCURRING AS THE WORK PROGRESSES. THE CONTRACTOR SHOULD ALSO TAKE CARE TO KEEP CONSTRUCTION ENTRANCES IN GOOD WORKING CONDITION IN ORDER TO NOT TRACK MUD ONTO EXISTING ROADWAYS. EROSION AND SEDIMENT CONTROL MEASURES - PHASE I 1 - ALL EROSION AND SEDIMENT CONTROL MEASURES MUST BE INSTALLED, MAINTAINED AND REMOVED IN ACCORDANCE WITH THE CRITERIA AND GUIDELINES CONTAINED IN THE CURRENT EDITION OF THE VIRGINIA EROSION & SEDIMENT CONTROL HANDBOOK. 2 - PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED 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 (UNDISTURBED) FOR LONGER THAN 14 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. 3 - WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY (VEHICULAR) TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PUBLIC ROAD SURFACE, THE ROAD SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING S14ALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. 4 - UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE 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 FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY. D - RESTAWLIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. E - APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. 5 - ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED BY ENVIRONMENTAL ENGINEERING IF WARRANTED BY FIELD CONDITIONS. 6 - THE TEMPORARY SEDIMENT TRAPS OR SEDIMENT BASIN SHALL NOT BE REMOVED UNTIL APPROVED BY ENVIRONMENTAL ENGINEERING. 7 - A VDOT LAND USE PERMIT IS REQUIRED FOR THIS PROJECT PRIOR TO ISSUANCE OF A LAND DISTURBANCE PERMIT. 8 - AT THE TIME OF THE PRE -CONSTRUCTION MEETING, TWO STANDARD SIGNS MUST BE INSTALLED ON EACH SIDE OF THE CONSTRUCTION ACCESS. THESE SIGNS SHOULD STATE EITHER "CONSTRUCTION ENTRANCE AHEAD" OR "TRUCKS ENTERING HIGHWAY". CONSTRUCTION SEQUENCE TO BE AS FOLLOWS: 1. THE OWNER MUST GIVE THE COUNTY INSPECTOR 48 HOURS NOTIFICATION TO SCHEDULE A PRE -CONSTRUCTION MEETING THAT WILL BE HELD AT COUNTY OFFICE BUILDING LOCATED AT 401 MCINTIRE ROAD FOR THE ISSUANCE OF A LAND DISTURBANCE PERMIT. 2. THE CERTIFIED RESPONSIBLE LAND DISTURBER (CRLD) MUST ATTEND THE PRE - CONSTRUCTION MEETING. 3. INSTALL CONSTRUCTION ENTRANCE ON THE ENTRANCE DRIVE AND PROFFIT ROAD LOCATIONS AS SHOWN. 4. CLEAR PRELIMINARY LIMITS OF DISTURBANCE AS NEEDED TO INSTALL SEDIMENT TRAPS AND BASINS. 5. INSTALL SEDIMENT BASIN 1 AS WELL AS SEDIENT TRAPS 1, AND 2. GRADE IN SEDIMENT BASINS AND INSTALL THE RISER, BARREL, AND OUTLET PROTECTION AS SHOWN ON PLANS. CONTRACTOR TO REFER TO THE ROAD PLANS FOR THIS PROJECT FOR DETAILS ON THE POND GRADING, INSTALLATION OF THE CLAY CORE WITHIN THE DAM, AND THE 12" DRAIN, VALVE AND CONCRETE SLAB REQUIRED FOR THE BASIN. 6. CLEAR PRELIMINARY LIMITS OF DISTURBANCE IN THIS AREA AS SHOWN NECESSARY TO INSTALL ASSOICATED TEMPORARY DIVERSION DIKES AND SILT FENCE TO DIRECT RUNOFF TO SEDIMENT BASIN 1 AS WEE AS SEDIMENT TRAPS 1, AND 2. 7. INSTALL ALL TREE PROTECTION AND SILT FENCE 8. CONTRACTOR SHALL CLEAR SEDIMENT TRAPS 1 - 2 AND SEDIMENT BASIN 1 OF SEDIMENT THAT BUILDS UP OVER TIME AND PERFORM ANY REPAIRS NEEDED FOR THE TRAPS AND BASINS TO FUNCTION PROPERLY. 9. AFTER THE INSTALLATION OF ALL SEDIMENT TRAPS, SEDIMENT BASINS, AND OTHER INITIAL EROSION CONTROL (EC) MEASURES, THE COUNTY INSPECTOR AND CRLD MUST MEET TO INSPECT EC MEASURES BEFORE PROCEEDING TO PHASE II. PERMANENT STABILIZATION THE CONTRACTOR SHALL PROVIDE GRASS STABILIZATION ON ALL DENUDED AREAS PRIOR TO TURNOVER OF THE PROJECT TO THE DEVELOPER. SEED SHALL BE APPLIED AS DICTATED IN THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK SIX BMPS HAVE BEEN DESIGNED TO COLLECTIVELY ADDRESS THE WATER QUANTITY ASSOCIATED WITH THIS RESIDENTIAL DEVELOPMENT, THE FUTURE APARTMENT SITE, AND THE PREVIOUSLY APPROVED RESIDENTIAL SECTIONS WEST OF THIS SECTION. MS- 19IS BEING ACHIEVED WITHIN THE NATURAL CHANNELS THROUGH THE STORM BEING CONTAINED WITHIN THE CHANNEL BANKS AND NOT CAUSING THE CHANNEL BEDS TO ERODE. MAINTENANCE IN GENERAL, ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CHECKED DAILY AND AFTER EACH SIGNIFICANT RAINFALL. SITE INSPECTIONS SHALL BE CONDUCTED AS SPECIFIED IN VAR10-PART II-F. ATTENTION WILL BE GIVEN TO THE FOLLOWING ITEMS: a. SEDIMENT TRAPS WILL BE CLEANED AND MAINTAINED IN ACCORDANCE WITH THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK b. THE BASIN EMBANKMENTS SHOULD BE CHECKED REGULARLY TO ENSURE THAT THEY ARE STRUCTURALLY SOUND AND HAVE NOT BEEN DAMAGED BY EROSION OR CONSTRUCTION EQUIPMENT. THE BASINS SHOULD BE CHECKED AFTER EACH RUNOFF -PRODUCING RAINFALL FOR SEDIMENT CLEANOUT. WHEN THE SEDIMENT REACHES THE CLEAN -OUT LEVEL, IT SHALL BE REMOVED AND PROPERLY DISPOSED. C. SILT FENCE SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. SEDIMENT DEPOSIT SHOULD BE REMOVED AFTER EACH STORM EVENT. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE SILT FENCE IS NO LONGER REQUIRED SHALL BE DRESSED TO CONFORM TO THE EXISTING GRADE, PREPARED AND SEEDED. D. ALL GRAVEL OUTLETS WILL BE CHECKED REGULARLY FOR SEDIMENT BUILDUP THAT WILL PREVENT PROPER DRAINAGE. IF THE GRAVEL IS CLOGGED BY SEDIMENT, THE GRAVEL WILL BE REMOVED AND CLEANED, OR IT WILL BE REPLACED. E. DIVERSION DIKES SHALL BE INSPECTED AFTER EVERY STORM EVENT AND REPAIRS MADE TO THE DIKES, FLOW CHANNELS, OUTLET OR SEDIMENT TRAPPING FACILITY, AS NECESSARY. ONCE EVERY TWO WEEKS, WHETHER A STORM EVENT HAS OCCURRED OR NOT, THE MEASURE SHALL BE INSPECTED AND REPAIRS MADE IF NEEDED. DAMAGES CAUSED BY CONSTRUCTION TRAFFIC OR OTHER ACTIVITY MUST BE REPAIRED BEFORE THE END OF EACH WORKING DAY. DUST CONTROL THE FOLLOWING TEMPORARY DUST CONTROL MEASURES SHALL BE USED DURING CONSTRUCTION: - VEGETATIVE COVER: IN AREAS SUBJECT TO LITTLE OR NO CONSTRUCTION TRAFFIC, A VEGETATIVE STABILIZED SURFACE WILL REDUCE DUST EMISSIONS. - MULCH: NOT RECOMMENDED FOR AREAS WITHIN HEAVY TRAFFIC PATHWAYS. - IRRIGATION: SITE TO BE SPRINKLED WITH WATER UNTIL THE SURFACE IS WET. REPEAT AS NEEDED. IT OFFERS FAST PROTECTION FOR HAUL ROADS AND OTHER HEAVY TRAFFIC ROUTES. IN ADDITION TO THE TEMPORARY DUST CONTROL MEASURES, PERMANENT METHODS SHALL BE APPLIED AND THEY ARE AS FOLLOWS: - PERMANENT VEGETATION: APPLY PERMANENT SEEDING (PER STD 3.32). EROSION AND SEDIMENT CONTROL MEASURES - PHASE II 1 - ALL EROSION AND SEDIMENT CONTROL MEASURES MUST BE INSTALLED, MAINTAINED AND REMOVED IN ACCORDANCE WITH THE CRITERIA AND GUIDELINES CONTAINED IN THE CURRENT EDITION OF THE VIRGINIA EROSION & SEDIMENT CONTROL HANDBOOK. 2 - PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED 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 (UNDISTURBED) FOR LONGER THAN 14 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. 3 - WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY (VEHICULAR) TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PUBLIC ROAD SURFACE, THE ROAD SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS 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. 4 - UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE 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 FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF -SITE PROPERTY. D - RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. E - APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. 5 - ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED BY ENVIRONMENTAL ENGINEERING IF WARRANTED BY FIELD CONDITIONS. 6 - THE TEMPORARY SEDIMENT TRAPS OR SEDIMENT BASIN S14ALL NOT BE REMOVED UNTIL APPROVED BY ENVIRONMENTAL ENGINEERING. 7 - A VDOT LAND USE PERMIT IS REQUIRED FOR THIS PROJECT PRIOR TO ISSUANCE OF A LAND DISTURBANCE PERMIT. 8 - AT THE TIME OF THE PRE -CONSTRUCTION MEETING, TWO STANDARD SIGNS MUST BE INSTALLED ON EACH SIDE OF THE CONSTRUCTION ACCESS. THESE SIGNS SHOULD STATE EITHER "CONSTRUCTION ENTRANCE AHEAD" OR "TRUCKS ENTERING HIGHWAY". CONSTRUCTION SEQUENCE TO BE AS FOLLOWS: 1. CLEAR AND GRUB TO FINAL LIMITS OF CLEARING. 2. INSTALL ADDITIONAL SILT FENCE AS SHOWN ON THE PLANS. 3. BEGIN SITE GRADING OPERATIONS. 4. INSTALL SANITARY SEWER. 5. GRADE ROADWAYS TO SUBGRADE. 6. INSTALL STORM SEWER PIPES AND STRUCTURES, INSTALLING INLET PROTECTION FOR THE DRAINAGE INLETS AS PROGRESSION OCCURS. 7. INSTALL WATERLINE. 8. INSTALL CURB AND GUTTER, STONE, AND PAVEMENT. 9. SEED ALL DENUDED AREAS. 10. ONCE LAND DISTURBANCE AREAS HAVE BEEN FULLY STABILIZED, CONTRACTOR SHALL REMOVE SEDIMENT TRAPS AND OTHER EC DEVICES (WITH EXCEPTION OF THE SEDIMENT BASINS) UPON APPROVAL OF ENVIRONMENTAL INSPECTOR. 11. ONCE SEDIMENT TRAPS 1 AND 2 ARE REMOVED, PERMANENT BIOFIOLTERS SHALL BE INSTALLED, RESPECTIVELY. THE SEDIMENT BASINS SHALL REMAIN AS TEMPORARY SEDIMENT BASINS UNTIL THE FUTURE APARTMENT SITE ARE CONSTRUCTED. ONCE THESE FUTURE SITES ARE STABILIZED, THE BASINS MAY BE CONVERTED TO PERMANENT SWMBMPS. O m In C CU O O U O t Q) c cd U � 4.4 t10 L) .--I co �{ �0 r cV .'y �^ �••� a' o }.aye �••1 c M O O 0u O 10 a BRIAN C. MISCHELI Lic, No, 035724 0912712022 i rO v � q i t O REVISIONS DATE O C4 C4 r� C) r! r 0 W 3 rn c .3 0 v M t `o a� t 0 0 0 a c 0 0 U 01-20-2022 J a, SCALE c AS SHOWN o r PROJECT JIANAGER BRUN C. MITCHELL, P.E. rn v DESIGNED BY BCM / LEN r CHECKED BY c 0 PROD.# c 20140065 ; 0 SHEET # � C — 5 t I • �A.. ve�.r 1 .1a-i• .•gin .. i• .. n ...-:•:. �,� STONE CONSTRUCTION ACCESS ASPHALT PAVED WASHRACK EXISTING 29 2% 12' MIN R PA VEMENT - I.• _ I VI LXI NJ �L yS L� �`o SEE DRAINAGE C 2S5 rSEDIMENT OF N R SS AN OPCur.ov TRAPPING DEVICE 12L'AMIN . A POSITIVE DRAIN GI_ O SEDMENT TRAPPING DEVIL_ nLTrP ail n SECTION A -A f to r' 1 d I M A nwwwun water D of 1 inch nn . t 1 e msfaile TTth a nwwu uu 1 mail l 9cock -hntoff aah'e n hires a wish hose with a diameter of 15 arches Sbr ode, hate PP 1 � I W u Rs . �II .n. gout nt pren Ile a..h mate nu .fleume(aw,)Lmufine enhluce to an ippio ed seahu area to rano(e _e(Muent. All -eduuent shall be pre%eared n our edema stone (ham:', ditches or watercourse.. PAVED WASH RACK %I SCA-L PIPE OUTLET CONDITIONS oP A A 3.18 RPE OU= TO FLAT RIA TIM NO DEPRR® BANNEL, --: �:..�•J: •: Imo: d III i�il: Ii1 i�'I; I�1%f��I �•.1- IF IF 'DIM-1 III L ` _ •';�`L._ _ IIIII '' -IIIII►'nTl`� • ���/� • . • .• uiur ► `� 1 _-:liar _ 90 04, r ............. • • • ..... R • ......... r I I '» r ............. • .• ... R • ......... r.•.0•.•••.••O•.0•0 • r .............. •d.• • •: 1000R dddd.0000•dd• i0iii �' iiii siiiiiiiiiiis 0041, • . • ............. a ... R .......... . .•.•.61 ee.• •.eeeee.•.e.•.me • • • • leeee.•.•.•.•.•.•.•f RiPP...�_"�.•.•.•1 gem, - -III - - .' � r. -: gyp•._ W.��+ -��� . - P, 4 __ .,. �� V i I k w r • �A�7` .n I • • D I� ■ ■ al � i / ■ 01 I�� e / • TIIZ.,.,,. - .17 r ,. SOON= mapbd from YL OM riA a.a-z VDOT ROAD AND BRIDGE STANDARDS VA DSNC ROCK CHECK DAM co IP SILT FENCE DROP INLET s.2o s.o7 PROTECTION 2 ACRES OR LESS OF DRAINAGE AREA: 2 x 4• 1V000 FRAME Source: Va. DSWC Plate 3.18-1 SOURCE: VA DSWC EC-3 MAT TO BE INSTALLED ON ALL SLOPES STEEPER THAN 3:1 EC-3 TYPICAL INSTALLATION AT END OF PIPE STAKING DETAIL SOL STABLIZATION MT MY BE USED N CONJUNCTION WITH STANDARD � EC-1 EROSION CONTROL STONE AT OUTLET END OF PIPE. I I g8 II iNmIH�T,i. w\ ARWV�. I I \ E l BETWEENEN ROLLS } OD.CS OR PINS BETWEEN .dam EDGES s E5S ill' BENCH MATERIALS " I * IId CHECK SLOT T31o.c. I *TRANSVERSE CLOSED CHECK SLOT 1'-T• ra� TO B" �..�-S" OVERLAP I"N �Rfi 5' TD B" e; rri HlI'TRANSVERSE CNECK SLOT TO BE # \ THE Y�AroCTUREWSORDANCE REECOMMENDATION FOR PREFERRED INSTALLATION. * TRANSVERSE OPEN CHECK SLOT V DITCH NOTES: 1. STAKES SHALL BE WOOD OR METAL AS RECOMMENDED BY THE MANUFACTURER AND SHALL BE A L••alAl OF 12" IN LENGTH. IN SANDY SOTS NET& STAKES A MAIM OF 18" N LENGTH SHALL BE USED. ~ 2. SOL STABLIZATgN MAT TYPE A AND B ARE TO BE N ACCORDANCE WITH THE APPROVED PRODUCTS LIST. 3. SOL SIABLIZA71 N MT SHOULD BE INSTALLED TO THE SHOULDER BREAK POAR OR EXISTING GROUND THEN EMBEDDED a". MTERML ON BOTH GOES OF THE ARCH SHALL BE NSTKLED TO THE SAE ELEVATIONS. ,:::,... 4. IF MORE THAN 3 LINES OF MTERAL ARE REQUIRED PARALLEL TO THE a OF THE DITCH, MTER& RHALL . T...., BE N97ALLED PERPENDICULAR TO THE CENTER LINE OF THE DITCH, STARING AT THE LOWEST fELEVATIN DITCH. OF THE UPSTREAM AND DOWNSTREAM TERMINAL 5. FOR SOMCES OF APPROVED MTERMDU LS SEE VDOT1 APPROVED PRODUCTS LIST FOR ST-D. EC-3, TYPE A OR S. REION REFERENCE SOIL STABILIZATION MAT DITCH INSTALLATION TYPE A OR XVDOT ROAD "DBRIDGE STNDAPOS REV6xN DATE SIEET 1 OF 3 244 ads 1u.o3 VI GINIA DEPARTMENT OF TRANSPORTATION 6" BEND FOR 4"x4" DOWNSPOUTS CONCRETE SPLASH BLOCK FINISHED GROUND BUILDING WALL TYPICAL SPLdifSH BLOCK DETAIL NOT TO SCALE PLATE. 3.20-1 DROP DUET xm GRATE PERSPECTIVE VIEWS ELEVATION OF STAKE AND FABRIC ORIENTATION DETAIL A SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 59) WHERE THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING i C.F.S.) ARE TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS. SOURCE: N.C. Erosion and Sediment Central Planning and Design Manual. 1988 PLATE 3.07-1 DD TEMPORARY DIVERSION DIKE 3.09 T Compacted Soil 18" min. 1 1 Area to be protected -Row SOURCE: VA. DSWC 4.5' min. PLATE J.09- SOURCE: VA. DSWC PLATE. 3.13-2 ::V•� .�� ate•+•+••�-w'.. �. •�gvl��q t �♦I'` ?�idr_��r�y► �i•. =1W= I11 ULU= mull=IIIII II _IIIIII�p�IIIIII �IIIIII =1- SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT UKELY TO CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. • GRAVEL SIW1 BE VDOT /3, 1357 OR 5 COARSE AGGREGATE. SOURCE VA. DSWC PLATE 3.07-I TABLE 3.32-D (Revised June 2003) SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA SEED' LAND USE SPECIES APPLICATION PER ACRE Minimum Care Lawn Tall Fescue/ 95-100% (Canmercid or Residential) Perennial Kentuckyss Ru egraea1 0-5E TOTAL 175-200 lba HWh Maintenance Lam Tall Fescuel TOTAL 200-2501bs. Tail Fescue 128 Ibs. General Slope (3:1 or less) Red Top Grass or Creeping Red Fescue Seaeond Nurse � 2 2 Ibs. 20 Ibs IOTA:: 150 Ibs Tall Fescue1 108 Ibs. Low -Maintenance Slane Red T (;roes or h Red Fescue W Creeping 2 bs. (Steeper than 3:1) 2 Seasonal Nuree Cal 20 Ibs. Cromvelch3 20 Ibs. TOTAL' 1501bs. 1 - When selectingvarities of turt rasa use the Virginia Cr Improvement 9 9 Crop P Association (VCIA) recommended turfgross variety list. Quality seed will bear a (able indicating that they are approved by VCIA. A current turgfgrass variety list is available at the local County Extenstion office or through VCIA at 804-746-4884 or at http://sudan.cee&vLeduAtmi/Turf/tu ublications2.html 2 - Use seasonal nurse crop in accordance with seeding data as stated below: February 16th through April ................................................... Annual Rye 1 ... ... Foxtail Millet May August 5th..................................... Y let through 9 9 August 16th through October ................................................. Annual Rye November through February 15th .............................................Winter Rye 3 - Substitute Sericea lespedezo for Crownvetch east of Forrnville, Va. (May through September use hulled Sericea all other eriods use unhulled Sericea . 9 D D ) If Flat ea is used increase rate to 30 Ibs. acre. If Weeping Lo rasa is used D / D rr vse Include in an slope of low maintenance mixture cluing warmer seeding periods, Y oPe 9 9 Increase to 30 - 40 SOURCE: VA DSWC SILT FENCE CULVERT INLET clP PROTECTION 3.08 BrowA L DaTANCE a e' x•IMRAII Ft a TmxwO DIra4NKMaAr ALow OPTIONAL STONE COMBINATION** ro REPIACE S0.T iEIfCE N ' IaRSEVDE '.HEN Ipgl LELOCTIY � Fl.gY 6 fxPECTED SOURCE.' ADAPTED Thom VDOT Standard Sheets and Va. DSWC PLATE. 108-1 TEMPORARY SEDIMENT BASIN TABLE 3.31-C TEMPORARY SEEDING PLANT MATERIALS, SEEDING RATES, AND DATES SEEDING RATE NORTHI, SOUTHb PLANT 3/t 5/1 8/15 2/t5 5/1 9/1 SPECIES CHARACTERISTICS Acre 1000 ft2 to to to to to to 4/30 8/15 11/1 4/30 9/1 11/15 OATo 3 bu. (up to 100 Ibs., 2 lbs. X - - X - - Use spring vorteties (e.g. Noble). (A sauw) not lea than 50 Ibs) Rid 2 bu. (up to 110 Ibs, 2.5 Ibs X - X X - X Use for late fail seeding•, winter (Seeds Owed&) not less than 50 Ibs) cover. tolerates cold and low moisture. GERMAN RYEGRASS 50 Ibs. approx. 1 Ibs. - x - - x - Warm -season annual. Dies at first Srtaria Itdko ( ) frost. May be added to summer mixes ANNUAL RYEGRASS c 60 Ibs. 1 i4 Ibs X - x X - X May be added in mixes Will Y Ium mula-flarum (U ) mow sul of most elands WEEPING 15 Ube. 5 A gZB. - x - - x - Warr-sedson perennial. May hunch. Tolerates hot, dry slopes LOVEGRASS and acid, infertile sots May be (riogroses wrMxa) added to mixes KOREAN 25 ros. approx. 1 )i lbs. X x - x x - Warr son seaal annual legume. LESPEDEZAc Tolerates ad soils. May be (Leepodem sUpulam) added to mixes. o ° Northern Piedmont and Mountain region. See Plate 3.22-1 and 3.22-2. b Southern Piemont and Coastal Plain. c May be used as a cover crop with spring seeding. Y P P 9 9 d May be used as a cover crop with fall seeding. x May be planted between these dates. - May aQt be planted between these dates. SOURCE VA OSWC riejoo. ELEVATION VIEW NITS STONE OUTLET DETAIL NTS SMALL EXCAVATED PIT ON UPPER SIDE OF STONE OUTLET lVx5'x2' DEEP FLOW ARROW SEDIMENT BASIN S CHEMA TI C ELE VA. TIONS DESIGN HIGH WATER L • (25-YR. STORM ELEV.) 67 C.Y./ AC. - DRY " STORAGE 67 C.Y./ AC. WET " STORAGE L a 1 SEDIMENT CLEANOUT POINT (w TWIET O 34w �/RAGGE REDUCED SOURCE: VA. DSWC BARREL PLATE. 3.14-2 BASIN # DRAIN AREA WET STOR. VOL. REQ D. WET STOR. VOL. ELEV. WET STOR. VOL. PROV. DRY STOR. VOL. REO'D. DRY STOR. VOL. PROV. DRY STOR. VOL. ELEV. 60TTOM ELEV. RISER CREST ELEV. DEWAT DEVICE ELEV. EMERG. SPILL. ELEV. 25-yR STORM ELEV. TOP DAM ELEV. RISER DIAM. DEWAT. DEVICE DIAM. FLEX. TUBING DIAM. ANTI- VORTEX DIAM. ANTI- VORTEX THICK GAUGE ANTI- VORTEX HEIGHT ANTI- VORTEX STIFFENER -1/4 PIPE or 1-1/4x1-114 x1 4 ANGLE OUTFALL BARREL OUTFALL BARREL OUTFALL BARREL OUTFALL BARREL ANTI -SEEP COLLARS DIAM. LENGTH INN. IN INN. OUT 1 AC. YD.3 FT. YD.3 YD.3 YD.3 FT. FT. FT. FT. FT. FT FT. IN. IN. IN. IN. GA. IN. IN. FT. FT. FT. SIZE 38.12 2554 430 6128 2554 7318 435.50 422 435.50 430 435.50 436.55 437.50 48 24 26 72 14 21 42 120.49 422 418 4 5.8X5.8 O Cn. ►fJ C0 U ZO � W � Tr•-1 O ES co 0 W W 9Cd •., w C: 16 * Zrl U it V T� C c a) Urj O.0 I LLI OW SAC in x O 1A'�, tti m W rl L Cd �� Ely 3 r a col F_ Rt N N O Q)E O a O a ° 0 MIN / QI 3 c ■ N OD �_p,LT H 0 w C U 5y BRIAN C. 41CHELL I II o Lic. No. 035724 0912712022 r FFSS/ONALENG\ CL m c al c O T_ V N ~ CE .: c �I l O 0 F� 3 "y 0 ti E. m [ N N ram,rg vt vU CT c �I O 4 0 C O O U O (� r`y W 0 a N O (� "y N r , L m a1 REVISIONS DATE ITEM CE Lu 05118122 PER COMMENTS : 07/27/22 PER COMMENTS Ln 09/27/22 PER COMMENTS c 3 O I- 0 CL 0 O r DATE 01-20-2'022 m SCALE c NOT TO SCALE 0 m PROJECT MANAGER BRL4N C. MITCHELL, P.E. rn In v DESIGNED BY BCM / LEN r a CHECKED BY c 0 c PROJ.# 201400, ; 0 SHEET # ` C -5A Silt Trap 1 Area= 1.97 acres Wet Volume Req'd 3564 cf Dry Volume Req'd 3564 cf Bottom L = 44 ft Bottom W = 22 ft Wet Depth = 3.0 ft Dry Depth = 2.0 ft Wet Volume Actual 4308 cf Dry Volume Actual 4592 cf Stone Outlet L = 12 ft Side Slopes= 2 :1 Bottom Elev = 455.0 Top Width= 42.0 Top Length= 64.0 Silt Trap 2 Area= 2.49 acres Wet Volume Req'd 4504 cf Dry Volume Req'd 4504 cf Bottom L = 52 ft Bottom W = 26 ft Wet Depth = 3.0 ft Dry Depth = 2.0 ft Wet Volume Actual 5676 cf Dry Volume Actual 5744 cf Stone Outlet L = 15 ft Side Slopes= 2 A Bottom Elev = 468.0 Top Width= 46.0 Top Length= 72.0 Silt Trap 3 Area= 2.38 acres Wet Volume Req'd 4305 cf Dry Volume Req'd 4305 cf Bottom L = 44 it Bottom W = 22 ft Wet Depth = 3.0 ft Dry Depth = 2.0 ft Wet Volume Actual 4308 cf Dry Volume Actual 4592 cf Stone Outlet L = 15 Ift Side Slopes= 2 :1 Bottom Elev = 458.0 Top Width= 42.0 Top Length= 64.0 Silt Trap 4 Area= 2.96 acres Wet Volume Req'd 5355 cf Dry Volume Req'd 5355 cf Bottom L = 52 ft Bottom W = 26 It Wet Depth = 3.0 ft Dry Depth = 2.0 ft Wet Volume Actual 5676 cf Dry Volume Actual 5744 cf Stone Outlet L = 18 ft Side Slopes= 2 :1 Bottom Elev = 458.0 Top Width= 46.0 Top Length= 72.0 Il;fl v I I 1 \ l 1 1 I I ST- I CA ; -50' In ST-2 I �Iiiiil11j1 litlii � `\ - • I IIII IIII IIIIII \` I�II1111111 1111I 111� ^ - IIIIIIIII'111111 111,1111 I� I II IIII IIjll ii'li'I\\IIIII\`/\ IIIIII 1111II11 111 �\ \\\ X\ 11 I I I lilt---- llllii ST-2 SCALE' ll/I IIIIl1 �I 11�1 11'1I/ l' /j- l \ \ Ill 1'lll I111'll ll'1I /it/ /l I�'11 j iiill111'lIII IIIII IIII�'ll�j'j%I II 110�---- - ----- 11111fIIIIIIIIIIIIIIII/IIIIII /Ill IIII/II II III I III IIII I IIIII/IIIIII 11 \\`\\ \ \ \ \ \ -____ 1 1011\ ` ` \\`♦` -_-_ 711/IIIII// I I I I I I III II I I II I I111/ 111 `�- /ll/lll/III IIII 111111/111111111 I i 1 � \, �\ -____ //,/IIII//111/I111III IIIII1111\\-__ -------- _ //,l//, l//III/11 /I III IIIIIIII IIIIII ----------- -�-------- ---- /IIII 1 \ 1 -------------- ------------ „///,/,/ ST-3 --- -- /////// --------' ------------- 455 I I 1 I 1 1 1 1 I\ `.� `.`\ `.\♦� C I IIII 1 I 1 `�`�`� -`-----'.�/�'� � ____----- I \`--- ------------ ST-3 1 CALE 50' STLE - 4 1 CA50' Silt Trap 5 Area= 2.46 acres Wet Volume Req'd 4450 if Dry Volume Req'd 4450 cf Bottom L - 46 ft Bottom W = 23 ft Wet Depth = 3.0 ft Dry Depth - 2.0 ft Wet Volume Actual 4632 cf Dry Volume Actual 4868 cf Stone Outlet L = 15 It Side Slopes= 2 :1 Bottom Elev = 499.0 Top Width= 43.0 Top Length= 66.0 Silt Trap r8 Area= 2.54 acres Wet Volume Req'd 4595 cf Dry Volume Req'd 4595 cf Bottom L = 46 ft Bottom W = 23 ft Wet Depth = 3.0 ft Dry Depth = 2.0 ft Wet Volume Actual 4632 cf Dry Volume Actual 4868 cf Stone Outlet L = 16 Ift Side Slopes= 2 :1 Bottom Elev = 440.0 Top Width= 43.0 Top Length= 66.0 Silt Trap 7 Area= 2.62 acres Wet Volume Req'd 4740 cf Dry Volume Req'd 4740 cf Bottom L = 48 ft Bottom W = 24 it Wet Depth = 3.0 it Dry Depth = 2.0 it Wet Volume Actual 4968 cf Dry Volume Actual 5152 cf Stone Outlet L = 16 ft Side Slopes = 2 :1 Bottom Elev = 420.0 Top Width= 44.0 Top Length= 68.0 �0 ST-5 ST-6 SCALE 1 "=50' -----_ 44 = -- I,Ifll _-'------------- /---- ----------------- ; --------- ' ------------ / / / /, '-'''---'_ ----- / / ST- 6 ST- 7 SCALE SCALE 1 "-50' O O lf� C\2 GI CC)U Z24 ri Fq'-' O 0 W co �W ��CU Cd Z 'ifs. U C OLu +' m W " co O -4 in W1-4 cC .b 3 P-4 F-1 F RI N 00 r1 `i N0 Qy� 0 a ►y U U 0 \ ,Sy c a ° 0 !Ij MIN QI '3 c W rn p LT H 0 w c T BRIAN C. MIS CHELL �� o Lic. No. 035724 0912712022 r FFSSIONALENG\ a c C C O T_ V N N 7 v O 3 rn ti N V c o U try C O U 1-4 O o (� W Q T0. O4) wL C1 CDATE REVISIONS ITEM ui 05118122 PER COMMENTS 07127122 PER COMMENTS rn 09/27/22 PER COMMENTS 3 Fo 0 d a 0 a L DATE 01-20-2'022 y SCALE c NOT TO SCALE o L PROJECT MANAGER BRUN C. MITCHELL, P.E. rn v DESIGNED BY BCM / LAN r a CHECKED BY c 0 c .; PROD.# 20140065 0 � SHEET �' ` C - 5B 04 w in N N C 0 F- N (V O N C O N q � � O w 47, c �L d REVISIONS DATE ITEM w z, 0 0 N J L _ 0 0 O U O O d O � _ DATE t 01-20-2022 N .�a.n.••�• 1 " = 50' C o _ PROJECT MANAGER N BRIAN C. 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O O LO CQ I lJ 00 d' U O U e� o� CO 0 W U W �� U w Z V •--1 C .--I -Il y W U .00 � O�d/� N 0 r- �1 N W M b 3 iZ�..Il N �••1 `,.yam M 04 O ► L) U 01 4 C a ° i.+ U O O rn o 2 rr^^ VJ 0 N Y a Q C E N CT 0 c_ T c o � 0 BRIAN C. MI CHELL 0 Lic, No, 035724 v ,P 091271202E OFFSSIONALENG\� `0 41 C N rn C O V C v l � N N T� O w V N Ell I q Q 0 `0 c U 0 U C� 0 C O � d CP REVISIONS O CDA ITEM we 0511812E PER COMMENTS 07127122 PER COMMENTS N 091211M PER COMMENTS c 0 O r 0 d 0 0 a DATE °' 01-20-2022 SCALE o s PROJECT MANAGER BRIAN C. MITCHELL, P.E. rn DESIGNED BY v BCM / LEN � CHECKED BY v c ° PROD.# 20140065 ; 0 SHEET # C-6C t STRUCTURE TABLE Structure Name STRUCTURE DETAILS STRUCTURE DESCRIPTION 1 RIM = 504.00 VDOT DI-5 2 INV OUT = 499.50 RIM = 503.80 3 2 INV IN = 495.35 VDOT DI-5 4 INV OUT = 495.25 RIM = 503.32 5 4 INV IN = 494.89 VDOT DI-3C (8ft) 56 INV IN = 494.90 6 INV OUT = 494.80 5A RIM = 504.13 VDOT DI-3B (8ft) 59 INV OUT - 500.10 RIM = 503.32 7 6 INV IN = 494.39 VDOT DI-3C (8ft) 8 INV OUT = 494.30 RIM = 490.00 9 8 INV IN = 485.85 VDOT DI-5 10 INV OUT = 485.10 RIM = 490.14 11 10 INV IN = 482.02 VDOT DI-3B (6ft) 12 INV OUT = 481.92 13 RIM = 493.59 VDOT DI-3B (12ft) 14 INV OUT = 485.67 15 RIM = 493.49 VDOT DI-3B (6ft) 16 INV OUT = 486.18 RIM = 493.49 17 14 INV IN = 485.21 VDOT DI-3A 16 INV IN = 485.21 18 INV OUT = 485.11 RIM = 490.18 19 12 INV IN = 481.10 VDOT DI-3B (6ft) 18 INV IN = 483.92 20 INV OUT = 481.00 RIM = 476.40 20A 20 INV IN = 470.41 DRNG M/H 20B INV OUT = 462.58 21 RIM = 486.00 VDOT DI-5 22 INV OUT = 481.54 RIM = 483.83 23 22 INV IN = 479.84 VDOT DI-3B (8ft) 24 INV OUT = 477.78 RIM = 483.19 25 24 INV IN = 477.27 VDOT DI-3C (8ft) 26 INV OUT = 475.91 RIM = 483.55 27 26 INV IN = 475.10 VDOT DI-3C (6ft) 28 INV OUT = 475.00 RIM = 475.58 29 28 INV IN = 470.23 DRNG M/H 30 INV OUT = 463.28 RIM = 459.14 31 30 INV IN = 454.04 DRNG M/H 32 INV OUT = 452.06 RIM = 460.03 33 20B INV IN = 454.92 DRNG M/H 32 INV IN = 449.56 34 INV OUT = 445.35 35 RIM = 446.79 ENDWALL 34 INV IN = 444.00 37 RIM = 489.93 VDOT DROP INLET 3A, 3B, 3C 38 INV OUT = 478.46 RIM = 489.93 39 38 INV IN = 478.06 VDOT DI-3B (10ft) 40 INV OUT = 477.96 41 RIM = 485.13 VDOT DI-3C (6ft) 42 INV OUT = 479.19 RIM = 485.13 43 40 INV IN = 477.20 VDOT DI-3C (6ft) 42 INV IN = 477.99 44 INV OUT = 477.10 45 RIM = 483.00 VDOT DI-5 46 INV OUT = 479.50 RIM = 482.50 47 46 INV IN = 477.27 VDOT DI-5 44 INV IN = 476.22 48 INV OUT = 476.12 RIM = 485.12 49 48 INV IN = 475.49 VDOT DI-3C (6ft) 50 INV OUT = 475.39 RIM = 485.10 51 50 INV IN = 474.99 VDOT DI-3C (6ft) 52 INV OUT = 474.89 RIM = 468.49 53 52 INV IN = 461.00 DRNG M/H 54 INV OUT = 460.15 55 RIM = 461.25 ENDWALL 54 INV IN = 459.00 RIM = 447.63 59 59A INV IN = 442.36 DRNG M/H 60 INV OUT = 438.27 59B RIM = 457.00 VDOT DROP INLET 5 59A INV OUT = 451.13 RIM = 435.23 61 60 INV IN = 431.00 DRNG M/H 62 INV OUT = 425.26 RIM = 423.58 63 62 INV IN = 419.00 DRNG M/H 64 INV OUT = 412.56 65 RIM = 413.75 ENDWALL 64 INV IN = 411.50 67 RIM = 483.59 VDOT DI-5 68 INV OUT = 480.20 RIM = 465.00 69 68 INV IN = 461.50 VDOT DI-5 70 INV OUT = 461.40 RIM = 459.00 71 70 INV IN = 455.50 VDOT DI-5 72 INV OUT = 454.75 RIM = 473.31 73 72 INV IN = 453.86 DRNG M/H 76 INV OUT = 453.76 RIM = 472.55 77 76 INV IN = 453.44 DRNG M/H 78 INV OUT = 453.34 STRUCTURE TABLE Structure Name STRUCTURE DETAILS STRUCTURE DESCRIPTION RIM = 447.77 78A 78 INV IN = 444.07 DRNG M/H 78B INV OUT = 429.95 79 RIM = 429.75 ENDWALL 78B INV IN = 426.95 81A RIM = 469.03 VDOT DI-5 819 INV OUT = 465.00 RIM = 469.17 81D INV IN = 462.29 81 81B INV IN = 464.80 VDOT DI-3C (8ft) 81F INV IN = 464.80 82 INV OUT = 462.19 81C RIM = 469.97 VDOT DI-3B (10ft) 81D INV OUT = 464.05 81E RIM = 470.25 VDOT DI-3B (8ft) 81F INV OUT = 466.19 RIM = 469.21 83 82 INV IN = 461.79 VDOT DI-3C (8ft) 84 INV OUT = 461.68 RIM = 463.85 85 84 INV IN = 460.00 DRNG M/H 86 INV OUT = 459.90 87 RIM = 461.25 ENDWALL 86 INV IN = 459.00 RIM = 440.19 89 89A INV IN = 435.10 DRNG M/H 90. INV OUT = 435.00 89B 89A RIM = 457.00 INV OUT = 451.41 VDOT DROP INLET 5 RIM = 429.57 91 90. INV IN = 423.60 DRNG M/H 92 INV OUT = 417.61 93 RIM = 419.26 ENDWALL 92 INV IN = 417.01 RIM = 463.19 95 95B INV IN = 457.13 VDOT DI-3B (10ft) 96 INV OUT = 456.30 95A RIM = 468.65 VDOT DI-3B (10ft) 95B INV OUT = 463.03 RIM = 463.20 97 96 INV IN = 455.90 VDOT DI-3B (8ft) 98 INV OUT = 455.80 RIM = 459.01 99 98 INV IN = 453.09 VDOT DI-3A 100 INV OUT = 452.99 RIM = 441.96 101 100 INV IN = 435.92 DRNG M/H 102 INV OUT = 429.39 RIM = 405.29 102C 102E INV IN = 401.00 DRNG M/H 102D INV OUT = 394.74 RIM = 425.29 102A 102 INV IN = 421.00 DRNG M/H 102E INV OUT = 410.74 103 RIM = 395.11 ENDWALL 102D INV IN = 393.15 105 RIM = 475.50 VDOT DI-5 106 INV OUT = 467.63 RIM = 475.01 107 106 INV IN = 466.72 VDOT DI-3C (6ft) 108 INV OUT = 466.62 RIM = 475.14 109 109B INV IN = 469.22 VDOT DI-3B (6ft) 108 INV IN = 465.94 110 INV OUT = 465.84 109A RIM = 477.18 VDOT DI-3B (6ft) 109B INV OUT = 469.92 RIM = 465.00 111 110 INV IN = 461.50 VDOT DI-5 112 INV OUT = 452.13 RIM = 452.25 112A 112 INV IN = 447.00 DRNG M/H 112E INV OUT = 438.81 113 RIM = 439.96 ENDWALL 112E INV IN = 438.00 115 RIM = 473.54 VDOT DI-3B (8ft) 116 INV OUT = 466.28 RIM = 473.54 117 116 INV IN = 464.43 VDOT DI-3B (8ft) 118 INV OUT = 464.33 RIM = 471.44 119 118 INV IN = 463.92 VDOT DI-3A 120 INV OUT = 463.82 121 RIM = 470.19 VDOT DI-3B (6ft) 122 INV OUT = 463.07 RIM = 470.19 123 120 INV IN = 462.66 VDOT DI-3B (6ft) 122 INV IN = 462.66 124 INV OUT = 462.56 RIM = 468.38 125 124 INV IN = 461.47 VDOT DI-3C (6ft) 126 INV OUT = 461.37 RIM = 458.02 127 126 INV IN = 453.20 DRNG M/H 128 INV OUT = 450.10 RIM = 456.46 129 128 INV IN = 447.00 DRNG M/H 130 INV OUT = 446.90 131 RIM - 447.96 ENDWALL 130 INV IN = 446.00 133 RIM = 461.92 VDOT DI-3B (12ft) 134 INV OUT = 454.74 RIM = 461.92 135 134 INV IN = 454.34 VDOT DI-3B (8ft) 136 INV OUT = 454.24 RIM = 456.36 137 136 INV IN = 452.46 VDOT DI-39 (6ft) 138 INV OUT = 452.36 STRUCTURE TABLE Structure Name STRUCTURE DETAILS STRUCTURE DESCRIPTION 139 RIM = 453.05 VDOT DI-3B (6ft) 140 INV OUT = 446.05 RIM = 453.05 141 138 INV IN = 445.53 VDOT DI-3B (6ft) 140 INV IN = 445.53 142 INV OUT = 445.43 143 RIM = 458.00 VDOT DI-5 144 INV OUT = 454.50 RIM = 450.50 145 142 INV IN = 443.38 VDOT DI-5 144 INV IN = 445.31 146 INV OUT = 443.28 RIM = 447.86 147 146 INV IN = 441.98 VDOT DI-3C (6ft) 148 INV OUT = 441.88 RIM = 431.62 149 148 INV IN = 425.58 VDOT DI-5 150 INV OUT = 425.32 151 RIM = 427.25 ENDWALL 150 INV IN = 425.00 153 RIM = 451.51 VDOT DI-3C (6ft) 154 INV OUT = 443.81 RIM = 451.51 154 INV IN = 443.41 155 155E INV IN = 447.16 VDOT DI-3C (6ft) 155D INV IN = 443.41 156 INV OUT = 443.31 155A RIM = 451.50 VDOT DI-5 155E INV OUT = 448.00 155C RIM = 453.68 VDOT DI-3B (10ft) 155D INV OUT = 445.87 RIM = 453.00 157 156 INV IN = 442.01 VDOT DI-3A 158 INV OUT = 441.91 RIM = 439.96 159 158 INV IN = 436.34 DRNG M/H 160 INV OUT = 432.01 RIM = 426.13 161 160 INV IN = 422.13 DRNG M/H 162 INV OUT = 414.25 RIM = 405.03 163 162 INV IN = 400.00 DRNG M/H 164 INV OUT = 392.10 RIM = 388.19 165 164 INV IN = 383.90 DRNG M/H 166 INV OUT = 378.30 167 RIM = 379.95 ENDWALL 166 INV IN = 377.99 169 RIM = 506.43 ENDWALL 170 INV OUT = 503.64 171 RIM = 505.50 ENDWALL 170 INV IN = 502.71 STORM PIPE TABLE STORM PIPE FROM STR TO STR UPPER INV LOWER INV PIPE LENGTH SLOPE PIPE SIZE 2 1 3 499.50 495.35 110.93' 3.74% 15 IN. CL. III RCP 4 3 5 495.25 494.89 35.53' 1.00% 15 IN. CL. III RCP 5B 5A 5 500.10 494.90 84.77' 6.14% 15 IN. CL. III RCP 6 5 7 494.80 494.39 40.00' 1.00% 15 IN. CL. III RCP 8 7 9 494.30 485.85 142.50' 5.93% 15 IN. CL. III RCP 10 9 11 485.10 482.02 142.50' 2.16% 24 IN. CL. III RCP 12 11 19 481.92 481.10 40.06' 2.05% 24 IN. CL. III RCP 14 13 17 485.67 485.21 84.26' 0.55% 15 IN. CL. III RCP 16 15 17 486.18 485.21 40.00' 2.42% 15 IN. CL. III RCP 18 17 19 485.11 483.92 157.34' 0.76% 15 IN. CL. III RCP 20B 20A 33 462.58 454.92 63.80' 12.00% 24 IN. CL. III RCP 20 19 20A 481.00 470.41 132.37' 8.00% 24 IN. CL. III RCP 22 21 23 481.54 479.84 142.49' 1.19% 15 IN. CL. III RCP 24 23 25 477.78 477.27 44.99' 1.13% 15 IN. CL. III RCP 26 25 27 475.91 475.10 40.74' 2.00% 15 IN. CL. III RCP 28 27 29 475.00 470.23 119.21' 4.00% 15 IN. CL. III RCP 30 29 31 463.28 454.04 76.97' 12.00% 15 IN. CL. III RCP 32 31 33 452.06 449.56 345.05' 0.72% 18 IN. CL. III RCP 34 33 35 445.35 444.00 31.50' 4.29% 24 IN. CL. III RCP 38 37. 39 478.46 478.06 40.00' 1.00% 15 IN. CL. III RCP 40 39 43 477.96 477.20 99.97' 0.76% 15 IN. CL. III RCP 42 41 43 479.19 477.99 40.00' 3.00% 15 IN. CL. III RCP 44 43 47 477.10 476.22 66.90' 1.32% 15 IN. CL. III RCP 46 45 47 479.50 477.27 116.41' 1.91% 15 IN. CL. III RCP 48 47 49 476.12 475.49 62.73' 1.00% 18 IN. CL. III RCP 50 49 51 475.39 474.99 40.00' 1.00% 18 IN. CL. III RCP 52 51 53 474.89 461.00 141.51' 9.81% 18 IN. CL. III RCP 54 53 55 460.15 459.00 28.68' 4.01% 18 IN. CL. III RCP 59A 59B 59 451.13 442.36 68.48' 12.81% 15 IN. CL. III RCP 60 59 61 438.27 431.00 60.58' 12.00% 18 IN. CL. III RCP 62 61 63 425.26 419.00 52.17' 12.00% 18 IN. CL. III RCP 64 63 65 412.56 411.50 41.52' 2.55% 18 IN. CL. III RCP 68 67 69 480.20 461.50 228.52' 8.18% 15 IN. CL. III RCP 70 69 71 461.40 455.50 124.00' 4.76% 15 IN. CL. III RCP 72 71 73 454.75 453.86 178.33' 0.50% 24 IN. CL. III RCP 76 73 77 453.76 453.44 41.37' 0.76% 24 IN. CL. III RCP 78B 78A 79 429.95 426.95 51.63' 5.81% 24 IN. CL. III RCP 78 77 78A 453.34 444.07 77.29' 12.00% 24 IN. CL. III RCP 81F 81E 81 466.19 464.80 69.01' 2.01% 15 IN. CL. III RCP 81B 81A 81 465.00 464.80 24.67' 0.81% 15 IN. CL. III RCP 81D 81C 81 464.05 462.29 104.17' 1.69% 15 IN. CL. III RCP 82 81 83 462.19 461.79 40.13' 1.00% 15 IN. CL. III RCP 84 83 85 461.68 460.00 85.49' 1.97% 15 IN. CL. III RCP 86 85 87 459.90 459.00 89.01, 1.01% 18 IN. CL. III RCP 89A 89B 89 451.41 435.10 82.72' 19.71% 15 IN. CL. III RCP 90. 89 91 435.00 423.60 44.24' 25.76% 18 IN. CL. III RCP 92 91 93 417.61 417.01 30.68' 1.95% 18 IN. CL. III RCP 95B 95A 95 463.03 457.13 121.03' 4.87% 15 IN. CL. III RCP 96 95 97 456.30 455.90 40.00' 1.00% 15 IN. CL. III RCP 98 97 99 455.80 453.09 115.77' 2.34% 15 IN. CL. III RCP 100 99 101 452.99 435.92 167.55' 10.19% 15 IN. CL. III RCP 102D 102C 103 394.74 393.15 47.69' 3.34% 15 IN. CL. III RCP 102E 102A 102C 410.74 401.00 81.17' 12.00% 15 IN. CL. III RCP 102 101 102A 429.39 421.00 69.94' 12.00% 15 IN. CL. III RCP STORM PIPE TABLE STORM PIPE FROM STR TO STIR UPPER INV LOWER INV PIPE LENGTH SLOPE PIPE SIZE 106 105 107 467.63 466.72 90.49' 1.00% 15 IN. CL. III RCP 108 107 109 466.62 465.94 67.80' 1.00% 15 IN. CL. III RCP 109E 109A 109 469.92 469.22 98.75' 0.70% 15 IN. CL. III RCP 110 109 111 465.84 461.50 101.07' 4.30% 15 IN. CL. III RCP 1129 112A 113 438.81 438.00 33.35' 2.43% 15 IN. CL. III RCP 112 111 112A 452.13 447.00 42.79' 12.00% 15 IN. CL. III RCP 116 115 117 466.28 464.43 40.00' 4.62% 15 IN. CL. III RCP 118 117 119 464.33 463.92 58.96' 0.70% 15 IN. CL. III RCP 120 119 123 463.82 462.66 105.26' 1.10% 15 IN. CL. III RCP 122 121 123 463.07 462.66 40.02' 1.00% 15 IN. CL. III RCP 124 123 125 462.56 461.47 109.87' 1.00% 15 IN. CL. III RCP 126 125 127 461.37 453.20 157.75' 5.18% 15 IN. CL. III RCP 128 127 129 450.10 447.00 259.96' 1.19% 15 IN. CL. III RCP 130 129 131 446.90 446.00 26.11' 3.45% 15 IN. CL. III RCP 134 133 135 454.74 454.34 40.00' 1.00% 15 IN. CL. III RCP 136 135 137 454.24 452.46 50.78' 3.51% 15 IN. CL. III RCP 138 137 141 452.36 445.53 67.24' 10.16% 15 IN. CL. III RCP 140 139 141 446.05 445.53 40.00' 1.30% 15 IN. CL. III RCP 142 141 145 445.43 443.38 51.17' 3.99% 15 IN. CL. III RCP 144 143 145 454.50 445.31 129.30' 7.11% 15 IN. CL. III RCP 146 145 147 443.28 441.98 85.84' 1.52% 15 IN. CL. III RCP 148 147 149 1 441.88 425.58 1 224.31' 7.27% 15 IN. CL. III RCP 150 149 151 425.32 425.00 23.21' 1.40% 18 IN. CL. III RCP 154 153 155 443.81 443.41 40.00' 1.00% 15 IN. CL. III RCP 155D 155C 155 445.87 443.41 122.60' 2.00% 15 IN. CL. III RCP 155E 155A 155 448.00 447.16 16.76' 5.00% 15 IN. CL. III RCP 156 155 157 443.31 442.01 130.05' 1.00% 15 IN. CL. III RCP 158 157 159 441.91 436.34 163.60' 3.41% 15 IN. CL. III RCP 160 159 161 432.01 422.13 82.71' 11.95% 15 IN. CL. III RCP 162 161 163 414.25 400.00 118.72' 12.00% 15 IN. CL. III RCP 164 163 165 392.10 383.90 68.35' 12.00% 15 IN. CL. III RCP 166 165 167 378.30 377.99 30.59' 1.01% 15 IN. 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Runoff Area=25.120 the -- Runoff Area=25.120 ao- Runoff Area=25.120 all Runoff Area=25.170 ac _ Runoff Area=25.170 all -- Runoff Area=25.170 all Runoff Area=16.820 the Runoff Area=16.820 a, - - Runoff Area=16.820 all Ruff Vo1ume=0.966 of ; -Runoff Volum=of Runoff Volum9of Runoff Volunni 36 of Volum=of ,Runoff Volume=8.263 of Runoff Volume=002 f Runoff Volume=5.350 of - ---- Runoff Depth=0A6"- - - -,- �, - ;_ - -, ,___ Runoff Depth=1.36" 5 - Runoff DepNl=390" Runoff Depth=0.54" ,Runoff -i=i -' !-'.-1-_. Runoff Depth=1.50" , , - -. Runoff Depth=3.96" _ Runoff Depth=0.50"_ �, - Runoff Depth=1.43" _ _ _ _ Runoff Depth=3.82" f Flow Length=1,583' ;, ; [[ ; [[ �'._. Flow Length=1,583'_ g n Flow Length=7,583' ? s Flow Length=1,750' f ---. ! f Flow Length=1,750' _�;,, 1, -'�---Flow Length=1,750' Flow Length=7,461' p -_ - '. Flow Length=1,461' Flow Length=l,461' Tc=34.9 min- _ ?_ �- j ' --, Tc=34.9 min- Tc=34.9 min Tc=15.3 min '-•- Tee15.3 min _. Tc=15.3 min Tc=22.5 min- Tc=22.5 min -- - Tc=22.5 min - CN= 7 - i_ i_ i i i i i V F I I '. CN=57 -_- __ - Cl- CN=59 -[ -E 777 .-._ CN=59 _ _', ;, CN=59 CN= 8 . , •--, CN=58 - CN= 8 ,. -;. - . ,- , -,- , ---- • ,-_.-,- 0�rrt� M L J r..l o U) 00 � U Z 2 a) all Q) E ;� W l Cl �real W C;i Z �bio r n L) V +a) Z-a-,95 - E W .� 1 A we O�-t 0: N ial b Pill Peal " .14 cd 0 co a+ N all o CL) O aL) O 4 c a ° U O 0 O CO q � y Y Q 0) Ol ��Nl H 0 c C Q � O BRIAN C. MI CHELL o 1 No, 035724 0 0912712022 FFSS/Ol,- I v \ a W C N 41 c U �l c O Q o V 0 O ti Q, Cti CI - 1 O S I_ I`_ •l/ 0 Neal -44 �IrLT��`ll � 0 o p �Z 0 a 0 U (� o ^V U o 0 � a � r c REVISIONS DATE ITEM w` 05118122 PER COMMENTS 07127122 PER COMMENTS 0 09/27/22 PER COMMENTS cc 3 O 0 O T a 0 a DATE t 01-20-2022 01 SCALE c 1" _ l50d o PROJECT MANAGER BRUN C. MITCHELL, P.E. rn DESIGNED BY v BCM / LEN r CHECKED BY � c 0 PROD.# c 20140065 ; 0 t_ SHEET # C - 8 t H 0 LO C 0 0 O O�^Q) U .� CO UFO 0 NCO cd U U :r� w �.M .'., 0 � b�� C:) a, 'i CO (L) 0 OU 0 4 a BRIAN C. MISCHELI Lic. No, 035724 ,, ,*_ 0912712022 i O q w Q) DATE 2 MAP REVISIONS O 2 01-20-2022 SCALE 1" = 150' PROJECT bf.4 VAGER BRUN C. MITCHELL, P.E. DESIGNED BY BCM / LEN CHECKED BY PROD.# 20140065 SHEET # C — 9 T ell 24-hr 2-Year Rainfall=3.62" 20150290 NPSECT.1 yp Type 1124-hr 2-Year Rainfall=3.62" 20150290 NPSECT.1 yp Type ll 24-hr 2-Year Rainfall=3.62" 20150290 NPSECT.1 yp Type H 24-hr 2-Year Rainfal1=3.62" 20150290 NPSECT.1 yp Prepared by HP Inc. Printed 12/162018 Prepared by HP Inc. Printed 121162018 Prepared by HP Inc. Printed 121162018 Prepared by HP Inc. Printed 12/162018 HydroCAD@ 10.DD-13 s/n 06356 02014 HydroCAD Software Solutions LLC Page 20 HydroCAD@ 10.00-13 sin 06356 0 2014 HydroCAD Software Solutions LLC Page 23 HydroCAD®10.00-13 sin 06356 0 2014 HydroCAD Software Solutions LLC Paae 26 HydroCAD@ 10.00-13 Wn 06356 @ 2014 HydroCAD Software Solutions LLC Paae 29 Pond BMP 1: SWM/BMP1 (RETENTION BASIN 11) Pond BMP 2: SWM/BMP 2 (BIO-RETENTION FILTER) Width (feet) 6.00 18.60 Pond BMP 4: SWM/BMP4 (BIO-RETENTION FILTER) y r0grap rare y g p rime OulFlow Max-1 cfs 12.93 him HW=437.05' Free Discharge) ry Co3 ( r9 ) =Barrell CulvertPasses 11.94 cfs o1141.25 cfs potential flow ) ( P ) Cr4 P) 2=Orifice -2 YR ControllingStructure (Orifice Controls 10.37 cfs 7.43 fps) rog n pn _ alaflow 24.49 cfs ■ Pnmary I I I I � � ! ! � � � � a mnaw 3.30 o PnmarY 5�,_-,,--,,-- � � � � � ■ mrma 2.07 cfs DPnmarY zs _ Inflow Area-25.450 ac __ � -. ---,'-r' In _ �.91 U ac -- -- --', �', ..1 Structure Orifice Controls 1.67 cfs 2.52t s � 3=Rser �P p--'I fry" In ac w rag 5 $0 r- )9 (Controls00%rsn - r- Peak Elev=446.63- 22 '; 3 Peak EIev=501.21' P k'Elev=438.37r , ' econdary utFlow ax= re W=434.00 (Free Discharge) z0 f Storage=152,413 cf Store e - g =3,212 cf -Emergent Spillway Controls 0.00 cis r r c ) - Storage�2,699 cf 1e`. - 16 - �_-�--�--'----�--�� --�� - �'--�----�------^-_.-_�-- �'� -�--�-- r r r r ,, - _- -_,- __, __, - __,, - -,- __,- __, __, __,, ________________ Pond BMP 3: SWM/BMP3 (RETENTION BASIN II) 5 _ u_�__r--r--r--r--r--r-r--�--1--•--*--r--r-T--� -� -�-- 12 € - 1.80 cfs r r r r r � i � � � � i � � � i i � � � � r r r r r H ra h y4rog p 9 - 59.04 cfs Demo« 0.76 cfs m � � � � r r � � � � r r � � � � r --- -- -- --'-- ----'---'-- -- -- --'-- -- --'-- -- -- -- -- -- = ■ Rtmary Inflow n as 6 ro a.oz gf5 4 rs 9� SS Qra a b,t(30 cf 0 0 0 5 10 15 20 25 30 35 40 45 50 55 00 fi5 ]0 15 80 85 90 95 100 105 110 111 120 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 1M d0 5 10 15 20 25 30 35 00 45 50 55 00 05 ]0 15 80 85 90 95 100 105 110 115 120 Time IM1ours) Time (houm) Time IM1ours) Pond BMP 1: SWM/BMP1 (RETENTION BASIN II) Pond BMP 2: SWMIBMP 2 (BIO-RETENTION FILTER) 30 Pond BMP 4: SWM/BMP4 (BIO-RETENTION FILTER) Stage -Discharge Stage-DiscM1arge 15 - 26 11.96 cfs 1s stage Discharge bw ❑Pnmary sm ■ Pmman ❑Primary H9 10 448 _ R'eer 0.00 cfs 447 5 10 15 20 25 30 35 40 45 50 55 EO 65 ]0 75 80 &5 60 95 100 105 HO 115120 4a6 ounce soz Time (M1mrrs) 44s $ 00 £4 _ 5 443 fr _ _ _ 0 442 m --- _ w �- � � ;------` bammm weromy r r 441 - - 56, Cua4rm WamOMrm - ------ r r r r r 441 439 -- 439- r 437 BazM(Culverf) 4. 0 10 20 30 40 50 W 70 60 N 100 500 0 10 20 w 40 50 Bo ]0 8o 40 0 5 10 15 A 25 30 35 4 A 50 85 00 85 DiscM1arge (eta) gbWae (era) Dimmume (eM1) 20150290 NPSECTA Type If 24-hr 10-Ye9r Rainfall=5.46" 20150290 NPSECT.1 Type 1124-hr 10-Year Rainfall=5.46" 20150290 NPSECT.1 Type 1124-hr 10-Year Rainfall=5.46" 20150290 NPSECTA Type H24-hr 10-Year Rainfall=5.46" Prepared by HP Inc. Printed 12/162018 Prepared by HP Inc. Printed 121162018 Prepared by HP Inc. Printed 121162018 Prepared by HP Inc. Printed 12/16/2018 HydroCADM I D.D0.13 s/n 06356 @ 2014 HydroCAD Software Solutions LLC Paae 53 HydroCAD@ 10.00-13 still 06356 0 2014 HydroCAD Software Solutions LLC Paae 56 HydroCAD@ 10.00-13 sin 06356 0 2014 HydroCAD Software Solutions LLC Paae 59 HydroCAD@ 10.00-13 Win 06356 @ 2014 HydroCAD Software Solutions LLC Paae 62 Pond BMP 1: SWM/BMP1 (RETENTION BASIN II) Pond BMP 2: SWM/BMP 2 (BIO-RETENTION FILTER) Width (feet) 5.00 18.50 Pond BMP 4: SWM/BMP4 (BIO-RETENTION FILTER) ph OutFlow= _ m 2=Or f Barren( 2 YulverR Controlling Structure Ord C77 ontrols 14 ent a 32)s Discharge)�10.25 fps) -, -, r r r 'Y roBror-, -, -r -r -r r r ■Inflav 53.56 cfs r r aPM1 y y ■Inlbw77 __ _ _ _ _ __ _ _ _, 6� '- - ' - '- - - - - -- -- -- - ■ Pnmay i- ■Influx 4.51 cfs ■ Prima _, _, _ _,__, _, m,In ,ate _ _ _ ___________ _ 111'1Qw,AfeaQ, Tp�, 3C ] - 6.50 ds IIn�f14vN Alma, 1.910 ac = Controlling Structure Controls 14.36 cis fps) 3=Rser Controls r i Inflow Alr Q,a=1 �'� - �_ _i _ � _ � _ �_ �_ (Weir 13.09 cfs @ 2.07 fps) 4.15 cfs - -�-' -� r5x0'-a4- D + ' - Pe1ak Elevk7,$5r 6 = 4 11 _ 1v }eV-' bs - - - - - - - - - �- - - - - -- - - �95 6 econdary OulFlow Max=0.00 cfs@5.00 him HW=434.00' (Free Discharge) RStOra �e �9t+ cf ' Mora = L' r r r r StOialeY3 99B cf i g Emergency Spillway (Controls 0.00 cfs) � gar c 40 5 ''375 ? 35 - - - - `-- --1-- - - T_ - Pond BMP 3: SWM/BMP3 (RETENTION BASIN 11) _ 30 r r T__T______________________T__T_________________________ Hd an Y r1g 0 �,__ __ __ __ __ _ �__ -------- 25 22.47LL r r r T F 2D _ -- -- �__�__*--r--r--r __r_r__��__�______�__�r--'� "� ---------i--i --i - --------i--i --i --r- -- -- -- -- -- r r r 1 1 115.60 cfs I In -°semen z � r r I I I r r I I I I r r ---'--'--`--`--`--`-----'-- I '20 Peak EIev=439.20' r • „° Storage=364,250 cf , 5 ,ro 0 ao 9 5 10 15 20 25 30 35 40 45 50 55 00 05 70 75 00 05 90 95 100 10.5 110 HS 120 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 00 85 M 95 100 105 110 115 12T 00 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 00 05 90 95 i00 t!i 110 115 120 Time (M1oun) Time (rrours) .E Time (M1oun) U ]0 Pond BMP 1: SWM/BMP1 (RETENTION BASIN II) Pond BMP 2: SWM/BMP 2 (BIO-RETENTION FILTER) c ro 42.08 cfs Pond BMP 4: SWM/BMP4 (BIO-RETENTION FILTER) SWge-Discharge Stage-Discnarge ro o ' Stage-0ischarytg Oro ■Pdm sN ❑Pnmary 30 440 p Primary Us 20 'i 448 R®x i i i i i 447 it r-r 446 0 5 10 15 211 25 30 35 40 45 vN 55 ro 85 70 75 00 05 50 95 1W 1051,0 H540 r CYO -r ------� r 50z ' 445 i i i r ? _3 _f r r L _a _l_____ i____ u _ r r a4a r i i i r ' 4 39 a i f ' 443 442 441 __ ----- I--- - ----- ----- ----- ----- ----- --------------- r r r r ---------------------r-----------_------ ---- 501 cuemm weinonr m cuemm weo-lonr r-----T-----,------ ago r r -_ a _•__ r 439 --- 4370 arre uve s00 43s t0 z0 an 4. 50 60 ]0 W 90 100 0 10 20 30 40 s0 80 70 80 93 0 5 10 t5 2l 25 30 40 45 50 55 fi0 fi5 D'.cmrga kcal 0imenmge Imm) DieaM1arge k*a) le 20150290 NPSECTA Type 1124-hr 100-Year Rainfall=8.95" 20150290 NPSECT.1 Type H24-hr 100-Year Rainfall=8.95" 20150290 NPSECT.1 Type H24-hr 100-Year Rainfall=8.95" 20150290 NPSECTA Type 1124-hr 100-Year Rainfall=8.95" Prepared by HP Inc. Printed 12/162018 Prepared by HP Inc. Printed 121162018 Prepared by HP Inc. Printed 121162018 Prepared by HP Inc. Printed 12/16/2018 HydroCAD@ 10.00-13 s/n 06356 0 2014 HydroCAD Software Solutions LLC Paae 86 HydroCAD@ 10.00-13 sin 06356 0 2014 HydroCAD Software Solutions LLC Paae 89 HydroCAD@ 10.00-13 sin 06356 0 2014 HydroCAD Software Solutions LLC Paae 92 HydroCAD@ 10.00-13 s/n 06356 @ 2014 HydroCAD Software Solutions LLC Paae 95 Pond BMP 1: SWMBBMPI (RETENTION BASIN II) PondBMP4 SW /BM BIO;RETENTION FILTER ( ) Width feel 5.D0 18.50 Pond BMP 4: SWtMa/�MP4 BIO-RETENTION ( ON FILTER) mph ph -Barrell (Culvert) (Passes is @ cfs of him H cfs potential flow) Discharge) rime-OutFlow Max-154.64 cfs t2.35 hrs �W=44 �.56' 'brae " 68 fps) 2 Orifice 2 YR Controlling Structure(O (Orifice Controls cfs raph f a aflm, 115 86 ef5 ■ Pnmary 14.15 cfs ��n-2, a a� ■ Pr,m., a aflW, 9.67 cfs D wiman -- ;-InflowArea=25.450ac _ _ _ _ _, _, _. 13.a1Ds lnflpwArea', !9 1 10 ac -Controls 18.86 cfs 8.64 fps) 3-R Scfs ,a 9.45 cfs rea=1 •540 ac Inflow A ' '- _ afar (Weir Controlsrol19.4 4.3(O5'e _ _ T 1,6 Eleev-n448__.97' - _ - 2r 13 - Peak Eg - = - - 4m Pe -438.8 - -t-- _'!Peak 1W-- --1--- - fm4Y� 2- f_- ss.za gfg -- ' $tOl�g� Qa a ,, � S34-Cf- Stor�`e ndar ecoEme encFlS lax=39.eVControls cfs.35hi crsW=440.56' (Free Discharge) m r Spillwayroe) 6 e� 4067 cf ,-----r-'lc- g , r r ,, __, , Pond BMP (RETENTION BASIN ) - iStor - -' - -- ,__,- ,- r-r__,- �__,_ r__r__,___,__r__,__,__r__r__,__ £ 76 _,__,__� r r r - -- -- -- ----- - ----,___,-- -- -- --,-- -- -- - ---,__ ' r r r r -' 6 Hydrognph r r r 6 r r i r r r r r r r r r r r r 5= 228.61 cfs ---- - ❑Primary Inflow 0 ac r � � r w r r r r r I I I I I I 16e: r r r - 2 0 Peak EIev"--44 0.56' 194.25 cfs _r _r _ _r _r _ 2p St0 r. rag$-420 $68 f 6 z NO - 1 , IN 154.06 cfs----- 0 0 5 m 15 20 25 30 35 40 4s 50 55 Bo 65 70 75 Bo 05 90 % 100 105 110 115 IN s 10 15 20 2s 30 3s 4o is so is 6o Bs 70 is ao as 90 95 160 165 1m 115 IN 160 5 10 is z0 25 30 35 40 45 N 55 ro 65 TO T5 60 65 90 65 160 165 im n5 izo rime theme) Time (neura) $ ,40 Time gouty) Pond BMP 1: SWM/BMP1 (RETENTION BASIN 11) Pond BMP 2: SWM/BMP 2 (BIO-RETENTION FILTER) ,m Pond BMP 4: SWM/BMP4 (BIO-RETENTION FILTER) Stage -Discharge Stage -Discharge ro Stage-DiscM1arge 4"A _____+_. __ ■Prima"- 503 ■Pnmary 40.18 c s D Pnmary 449 Ub Rser __ _ _ __�__ __�__ 20 447 0 446 5 10 15 2t 25 30 35 40 45 50 55 W ]0 75 80 85 50 Si 1N 105 1t0 t15 t20 LA Onrme sot r Time IM1aan) e gas _ 439 441 443 0 4. p d r r 441 --- 501 r r ____ ____ ____ ____ ____ __ w 4a9 _ 43s 437 (culvert) 5000 s 6 16 zo 36 4sD ro Am 96 166 10 z0 an a0 w 60 ]o eo m 6 s 10 15 m zs 30 3s 46 45 56 ss 60 6s Dbthei (ard) Discharge (cte) mmanmrga (ota) North Pointe Section 1 SWM Compliance -Analysis Point 1 Computed Post Computed Combined Storm Pre -Development Allowable Post SWMMMP Event Flow Development Flow Devlopment Runoff Elevation Post Devlopment Runoff From S WM/BMP at Analysis Point (yr) (CS) (efr) (cfs) (ft) (cfs) 2 Year 5.42 5.42 4.02 446.63 4.08 Storm 10 Year 22.8 22.8 22.47 447.85 22.69 Storm 100 Year 70.59 N/A 85.24 448.97 85.93 Storm North Pointe Section 1 SWM Compliance -Analysis Point 3 Storm Pre -Development Allowable Post Computed Post SWM/BMP Computed Combined Devlopment Runoff Post Devlopment Runoff Event Flow Development Flow Elevation From S WM/BMP at Analysis Point (yr) (cfs) (cfs) (cfs) (ft) (cfs) 2 Year 12.57 12.57 11.96 437.05 12.00 Storm 10 Year 44.71 44.71 42.08 439.20 42.22 Storm 100 Year 125.20 N/A 194.25 440.56 195.12 Storm North Pointe Section 1 SWM Compliance -Analysis Point 4 Computed Post Computed Combined Storm Pre -Development Allowable Post SWM/BN4P Devlopment Runoff Post Devlopment Runoff Event Flow Development Flow Elevation From S WM/BMP at Analysis Point (yr) (CS) (C IS) (CS) (it) (efs) 2 Year 5.67 5.67 0.76 438.37 5.78 Storm 10 Year 22.16 22.16 4.15 438.61 17.14 Storm 100 Year 65.41 N/A 9.45 438.84 40.12 Storm O CA LC) CQ I CC) O 00 i` O'�ii U Q) lo-ei, T-1 CO UFO rI CO Cn Id • r,•.r.1 U U ems! U im 0�m..t� 0 "� i� M ado a, 00 r-r U O ( OOU 4 a BRIAN C. MISCHELI Licr No, 035724 ,, ,*- 0912712022 i �vQ) i q W O Q4 DATE i t REVISIONS 01-20-2022 O 2 00 SCALE NO SCALE PROJECT bfANAGER BRUN C. MITCHELL, P.E. DESIGNED BY BCM / LEN CHECKED BY PROD.# 20140065 SHEET # C - 10 20140065 NP-SECT.2 Type 1124-hr 2-Year Rainfall=3.62" 20140065 NP-SECT.2 Type 1124-hr 2-Year Rainfall=3. 62" Prepared by HP Inc. Printed 1/5/2022 Prepared by HP Inc. Printed 1/5/2022 HydmCAM 10 00-13 s/n 06356 0 M14 HytlroCAD Software Solutions LLC Page 1 HydmCAM 10 00-13 s/n 06356 © M14 HytlroCAD Software Solutions LLC Pane 1 Pond 1OP: SWIM113IMPS (BIO-RETENTION FILTER) Pond 9P: BM ( IO-RETENTION FILTER) HytlmgrapM1 Hytlrogropti 7.34�cfs-- __,__,__� ■Iwox ■vnmmy __�_ __,__,___ - :vim 5.51 Inflow Area=4.410 ac Inflow Area=3.310 ac Peak Elev=458.39' a.eecrs Peak EIev=458.40' Storage=7,463 cf Storage=4,130 cf 41 -11 5 10 15 20 25 30 35 40 45 w 55 60 M 70 75 W 0.5 90 95 10111 110 115 120 nme (houm) 5 10 15 20 25 W 35 40 45 50 H 60 65 70 75 W 0.5 90 95 10IM 110 115 120 nom Imuml Pond 10P: SWMIBMPS (BIO-RETENTION FILTER) Pond 9P: SWMIBMPS (BIO-RETENTION FILTER) Stage -Discharge Stage -Discharge 460 D pitman ae0 D pitman 459 Y 459 & e 16 asl"Werlormae e id m anon, woo-�oreea 4n 0 10 20 30 40 50 60 70 eo 9a DlwhaRe (cn) 457 0 10 20 30 40 50 60 70 60 DI-haRe Ic7a1 20140065 NP-SECT.2 Type 1124-hr 10-Year Rainfall=5.46" 20140065 NP-SECT.2 Type 1124-hr 10-Year Rainfall=5.46" Prepared by HP Inc. Printed 1/5/2022 Prepared by HP Inc. Printed 1/5/2022 HytlroCAD® 10 00-13 s/n 06356 © 2014 HytlroCAD Software Solutions LLC Page 2 HydmCAM 10 00-13 s/n 06356 © 2014 HytlroCAD Software Solutions LLC Page 2 Pond 10P: SWMIBMPS (BIO-RETENTION FILTER) Pond 9P: SWM/BMP6 (BIO-RETENTION FILTER) Hydmgmph Hyamgmph ----,11.10 If$ ivn Inflow Area=4.410 ae- 10.77cts Inflow Area=3.310 ac sit 1s „ ,', Peak EIev=458.73' , Peak EIev=458.65' '' Storage=9,515 cf Storage=4,994 cf t13 1 r 9 _ _ - ! 7 S - 4 --- _--=-i-- --i - -- -- -- - -- -- -- -- - - -- -- -- 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 nme IM1ooral 5 11 15 211 25 30 35 40 45 50 55 60 85 70 75 80 85 90 95 1. 111 111 115 120 nme IM1ooral Pond 10P: SWMIBMPS (BIO-RETENTION FILTER) Pond 9P: SWM/BMP6 (BIO-RETENTION FILTER) Stage-Diaeharge Stage -Discharge 46. D unman 460 D unman _ 45s a a 45s e $ d • MIbIINIIIJU 7 m 458 gae�mwe ' 49 0 10 2n 30 40 So 60 70 eo 9a Dlwharee (c1a) 417 0 0 20 3a a0 So 60 70 eo Dlwharee (c1a) 20140065 NP-SECT.2 Type 1124-hr 100-Year Rainfall=8.95" 20140065 NP-SECT.2 Type 1124-hr 100-Year Rainfall=8.95" Prepared by HP Inc. Printed 1/5/2022 Prepared by HP Inc. Printed 1/5/2022 HydmCAM 1000-13 s/n 06356 © 2014 HytlroCAD Software Solutions LLC Page 3 HydmCA001000-13 s/n 06356 ®2014 HydmCAn Soft m Solutons LLC Page 3 Pond 10P: SWMIBMPS (BIO-RETENTION FILTER) Pond 9P: SWMIBMP6 (BIO-RETENTION FILTER) Hydrogmph HytrogrryM 29.88 cfs - iwimary 25 2243 ds za.aS cfs Inflow Area=4.410 ac- _,___ ? 22.04 Us --,--, -- --, --, --, -Inflow Area=3.310 ac - 22 Peak EIev=459.10' 21 Peak EIev=458.98' 24 " Storage=11,906 cf ___'- Storage=6,234 cf - , f 1 1 __ r �_ ._ -� r r ----- �__ 1z ______ __ __ __'__ __ __ __`_ -- -- -- 11----'-- -- --'-- -- -- -------'-- -- -- --'-- -- --'--- -- -- ------ -- -- -- -- -- -- ---- -- -- -- -- -- -- -- - -- -- -- 2 's s ,o as xo 2s w se w 4s w mm oa 70 7s w es eo 961m,o6,to III In as (n m1 I. as xo 25 w ss 4s 4s w wr wr 6, 1. 76 w es eo 951W 165 no III ,20 mme (n Pond 10P: SWMIBMPS (BIO-RETENTION FILTER) Pond 9P: SWM/BMP6 (BIO-RETENTION FILTER) Stage -Discharge StageDischarge 4B0 • vxmmy dB0 D pxman7 &4 Y 459 b m CUAcm Welr/Oxllce _ W Custom WeinOnlcs 457 0 10 20 m 40 50 w 70 00 s0 457 0 10 20 30 11 60 60 70 00 01wharge (eh) 01ecM1arge Iclsl PRE -DEVELOPMENT POST -DEVELOPMENT AP Q 2 V2 ELEV Q 2 V2 ELEV TOP OF BANK Allowable V 5 5.94 2.81 418.13 11.45 3.31 418.44 425 5.00 6 17.11 3.97 426.11 15.75 3.89 426.08 430 5.00 7 19.02 1.85 413.49 17.95 1.82 413.45 415 5.00 8 19.77 3.93 405.29 18.71 3.88 405.26 410 5.00 9 38.4 3.88 381.73 46.68 4.07 381.86 385 5.00 10 41.09 3.63 374.04 55.04 3.91 374.21 380 5.00 11 43.27 4.36 360.99 57.12 4.69 361.23 365 5.00 12 6.82 3.39 425.48 7.67 3.50 425.5 430 3.75 STREAMSTATS.USGS.GOV SHOWS A 108 SQUARE MILE OR 69,120 ACRE DRAINAGE AREA FOR THE NORTH RIVANNA RIVER WHERE THIS DEVELOPMENT DISCHARGES. THE COMBINED 69.37 ACRES AT ANALYSIS POINT 11 IS LESS THAN 1% OF THE 69,120 ACRES DRAINAGE AREA FOR THE NORTH RIVANNA RIVER. VJZ �W C:W Z �W OW O O in y CC)r U O�^W UFO f� U) Cd U ^ >=i Cd U•.arr t--f h= I U ho it mm O CO - ^ �i P4 21 a ri 00 ivy O M u O2..y 4 a O 2 c C c C w 4) VI 3 F_ N N 0 N ,r• BRIAN Cr MI CHELL o Lic. No. 035724 a I, 0912712022 r FFSSIONALENG\ CL N C N C C O I� ^' U 1 E-� L ►� 'o q L o q� N ° W I 0 U "2 W U o O a 0 CF w rf�1; V U o w v o a DATE REVISIONS 01-20-2022 aJVtla.a-. C NO SCALE 0- PROJECT MANAGER BRIAN C. MITCHELL, P.E. rn .N v DESIGNED BY BCM / LEN r CHECKED BY a c 0 c PROD.# 20140065 ; 0 =J00A O O lfJ C\2 co 0 CC)r U Z a� CID O 0 W �C� �W b5 U it c � c � � d Ld OW " co � in W O ate' F- a N o Qy� O a ►y � U O \ Sy c a ° 0 milrA QI �3 c c O E O rn -TH 0 w � c T C BRIAN C. MIS CHELL 1 11 o Lic. No. 035724 0912712022 r FFSS/ONALtlim `a c c c O O C V 11 •C 7 rn c ti C\2 N 0 (� a U (� 0 U w 0 (� a O � L w 01 N N REVISIONS DATE ITEM w 05118122 PER COMMENTS 07127122 PER COMMENTS N 09/27/22 PER COMMENTS c 3 0 F- w 0 T 4) d 0 O a DATE r 01-20-2022 y SCALE c 1"=150' o L PROJECT MANAGER BRUN C. MITCHELL, P.E. rn .N DESIGNED BY v BCM / LEN r CHECKED BY 0 c 0 PROD.# c 20140065 ; 0 PERFORMANCE -BASED WATER QUALITY CALCULATION APPENDIX 5E PERFORMANCE -BASED WATER QUALITY CALCULATION APPENDIX SD 3. Determine the pollutant load enteringthe proposed BMP(s) Worksheet 1 Worksheet 2 : Situation 2 Page 1 of 3 Page 1 of 4 LBMp = [0.05+(0.009 x IBMP)l x A x 2.28 (Equation 5-23) STEP 1 Determine the applicable area (A) and the post -developed impervious cover Summary of Situation 2 criteria : from calculations procedure STEP 1thru STEP 3. Worksheet 1: Where: LBMP = relative post -development total phosphorus load entering COUNTY OF ALBEMARLE (Ipost) proposed BMP (pounds per year) Department of Community Development Applicable area (A)* = 131.25 acres Applicable area (A)* = 131.25 acres (post = post -development percent impervious cover of BMP drainage area n, m Post -development impervious cover: (post=(total post -development impervious cover/A) x 100= 37% percent expressed in whole numbers) - Construction Record Drawings (As -built) for VSMP Structures = acres A = Applicable area of proposed BMP (acres) parking lot = acres The area subject to the criteria may vary from locality to locality. Therefore, The following is a list of information required on construction record drawings for roadway = acres consult the locality for proper determination of this value. LBMP, = [0.05 + (0.009) x 26 )] x 41.48 x 2.28 stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the other: Iwatershed = 16% = 26.859 Pounds per year construction record drawing be prepared by someone other than the designer. Please do not = acres provide design drawings as construction record drawings. lexisting=(total post -development impervious cover/A) x 10C 0% = acres LgMp2 = [0.05+(0.009) x 6 )] x 3.85 x 2.28 Total = acres o lexisting 0% < Imtersher 16/o = 0.913 Pounds per year A. A signed and dated professional seal of the preparing engineer or surveyor. Ippst 37% > Imtersher 16% B. The name and address of the firm and individual preparing the drawings on the title sheet. (post= (total post -development impervious cover A) x 100= 37% C. The constructed location of all items associated with each facility, and the inspection records to verify STEP 4 Determine the relative pre -development pollutant load (Lpre). LBMP3 = [0.05 + (0.009) x 41 )] x 1.91 x 2.28 proper dimensions, materials and installation. The items include, but are not limited to the following: = 1.820 Pounds peryear 1. Inspection Records andphotographs for t e trenches and bedding, including underdrains. P pipe g g * The area subject to the criteria may varyfrom locality to locality. Therefore, 2. Video Pipe Inspection for any pipes which are not accessible or viewable. consult the localityfor proper determination of this value. P P Lprelwatershed) _ [0.05+(0.009x Iwatershed)] x A x 2.28 (Equation 5-16) L 0.05+ 0.009 x 46 x 4.41 x 2.28 BMP4 = [ ( ) )) 3. Updated Location with eo-coordinates of all facilities. P g = 4.661 Pounds per year 4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities. STEP 2 Determine the average land covercondition (Iwteshed) -orthe existing Where -(watershed) =relative pre -development total phosphorus load (pounds peryear) 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey impervious cover (lexisting) Iwatershed = average land cover condition for specific watersh or localityor LBMPS = [0.05+(0.009) x 46 )] x 3.31 x 2.28 of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required the Chesapeake Bay default value of 16% (percent expressed in for alterations from the design. Average land cover condition whole e numbers) = 3.489 Pounds peryear 6. Plants, location and type. Rhoe): A =Applicable area (acres) 7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the land If the locality has determined land cover conditions for individual watersheds within its LBMpg = [0.05 + (0.009) x 46 )] x 4.41 x 2.28 installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s), jurisdiction, use the watershed specific value determined by the locality as Iwatershed- = 4.661 Pounds per year inlet and outlet protection, alignment and invert elevations compared to design. Lpre)watershed) = [0.05+(0.009) x 16% )] x 131.25 x 2.28 8. Computations: For significant deviations from design, provide sealed computations verifying that Iwatershed = 16% = 58.055 Pounds per year 4. Calculate the pollutant load removed by the proposed BMP(s): the as -built condition is equivalent or better than design. 9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical Worksheet 2 : Situation 2 sections and linings. Worksheet 1 Page 1 of 4 L emoved = EffgMp x LBMP (Equation 5-24) 10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage Page 2 of 3 must be within platted easements. Provide copies of recorded documents. STEP 5 Determine the relative post -development pollutant load (Lpost). Where: Lremoved = Post -development pollutant load removed by proposed BMP 11. Guardrail, fences or other safety provisions - Display the constructed location of all safety Existing impervious cover (I,„,,ir.,): (pounds per year) provisions; fences, guardrail, including the type, length and applied end treatments, compared to Determine the existing impervious cover of eth development site if present. 0.05+ 0.009x I 77 x A x 2.28 (Equation 5-16 Lpost = [ ( watershed)) (q ) EffBMP = pollutatn removal efficiency of BMP (expressed in decimal form) design. 12. Material layers - biofrlter media, stone layers, sand layers, keyways and cores must be verified as to Existing impervious cover: LBMP = relative post-devlopment total phosphorus load entering material types and depths. Include inspection reports, boring or test pit reports and materials Structures = Where: Lpo,t = relativepost-development total phosphorus load (pounds peryear) proposed BMP (pounds per year) certifications. Biofilter media must be an approved state mix. acres parking lot = acres (post = post -development percent impervious cover (expressed in 13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable. roadway = acres whole numbers) Lremoved/BMP, = 65 x 26.859 = 17.458 pounds per year 14. Compaction reports are required to verify fill compaction in dams. 15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning. other: A =Applicable area (acres) = acres Lremoved/BMP2 = 50 x 0.913 = 0.456 pounds peryear = acres Lpost = [0.05 + (0.009) x 37% )] x 131.25 x 2.28 Total = acres = 114.742 Pounds peryear Lremoved/BMP3 = 65 x 1.820 = 1.183 pounds peryear lexisting =(total post -development impervious cover/A) x 101 0% STEP 6 Determine the relative poluutant removal requirement (RR). Lremoved/BMPa = 50 x 4.661 = 2.330 pounds peryear * The area should be the same as used in STEP 1. RR = Lpost - Lpre(watershed) Lremoved/BMP5 = 50 x 3.489 = 1.744 pounds per year RR = 114.742 - 58.055 STEP 3 Determine the appropriate situation. = 56.688 Pounds peryear 4emovea/BMP6 - SO x 4.661 - 2.330 pounds peryear The site informtaion determined in STEP land STEP 2 provide enough information to STEP 7 Identify best management practice (BMP) for the site. determine the appropriate development situation underwhich the performance criteria will 5. Calculate the total pollutant load removed by the BMP(s): apply. Check ( ) the appropriate development situation as follows: 1. Determine the required pollutant removal efficiency for the site: Lremoved/total =Lremoved/BMP1 +Lremoved/BMP2 +Lremoved/BMP3 +Lremoved/BM P4 EFF = (RR / Lpost) x 100 Situation 1: This consists of land development where the existing percent impervious Lremoved/total = 17.46 + 0.46 + 1.18 + 2.33 cover (lexisting) is less than or equal to the avera a land cover existing g Where: EFF = required pollutant removal efficiency (percent expressed in whole q P cY (P P + 1.74 + 2.33 (Iwatershed) and the proposed improvements will create a total percent numbers) - - 25.50 Pounds peryear impervious cover (Ipost) which is less than or equal to the average land RR = pollutant removal requirement (pounds peryear) Lpost = relative post -development total phosphorus load (pounds per cover condition (Iwatersned)• 6. Verify compliance: year) IPost Iwatershed EFF = 56.688 / ###### x 100 Lremoved/total RR - 49% Worksheet 1 25.50 < 56.69 Page 3 of 3 2. Select BMP (s) from Table 5-15 and locate on the site: X Situation 2: This consists of land development where the existing percent impervious BMP 1: Water Quality Volume Calculations: cover (lexisting) is less than or equal to the average land cover condition BMP 2: (Iwatershed) and the proposed improvements will create a total percent BMP 3: Vwq (ft3)= Impervious area (ftZ) x 0.5 (in) / 12 (in./ft impervious cover (Ipost) which isgreaterthan the average land cover BMP 4. Vwq (ac.ft.) = Vwq (ft3) / 43560 ft2/ac. BMP 5: condition (Iwatershed)- SWM/BMP1: Drainage Area = 41.48 acres lexistingp% < Iwatershed 16% Impervious = 26 % (post 37% > Iwatershed 16% = 10.7848 acres _Situation 3: This consists of land development where the existing percent impervious Vwq (ft) = 19,574 ft3 cover (lexisting) is greater than the average land cover condition (Iwatershed) Required 4x Vwq = 78,298 ft3 Provided WQvolume = 101,646 ft3 lexisting Iwatershed SWM/BMP2 : Situation 4: This consists of land development where the existing percent impervious Drainage Area = 3.85 acres cover (lexisting) is served by an existing stormwater management BMP (s) Impervious = 6 % = that addresses water quality 0.231 acres If the proposed development meets the criteria for development Situation 1, than the low Vwq (ft) = 839 ft3 density development is considered to be the BMP and no pollutant removal is required. treatment volume 0.5" of runoff from impervious arei The calculation procedure for Situation 1 stops here. If the proposed development meets Provided WQvolume = 4,929 ft3 the criteria for development Situations 2, 3 or4, then proceed to STEP 4 on the appropriate worsheet. ONSITE OFFSITE (NOTAD( SITE AREA) NO. ACRES IMP. % BYPASS 1 1.74 30 BYPASS 3 1.40 27 BYPASS 4 9.52 28 BYPASS 5 41.48 26 DA-1 22.13 43 DA-1A 3.85 6 DA-2 1.91 41 DA-3 40.31 53 DA-4 1.54 39 DA-5 3.31 46 DA-6 4.41 46 DA-7 1.97 60 )EDTO APPLICABLE APPLICABLE SITE AREA= 131.25 ACRES l post= 37% O M LO CQ CU O W U Z dC.)' O i` 10� OHO LU LU Z^'i tt0 W)4 O W 4� n m �� a N o U \ 4 a o 0 0 On d O a a) M11` <2 '3 E rn T H 0 c c BRIAN C. MITCHELL t 11 o Llc. FFSSNo, 035724 09/027/22 /ONA a rn c d a� c U c �p c N__I ; .6 N q = t 0 q O � N a 0 or a 0 0 U 0 W o a o � � c REVISIONS DATE ITEM w` 05118122 PER COMMENTS 07127122 PER COMMENTS 09127122 PER COMMENTS 3 0 N a 0 a DATE t 01-20-2022 _ a, SCALE c _ NO SCALE o PROJECT MANAGER _BRIAN C. MITCHELL, P.E. rn DESIGNED BY v BCM / LEN r CHECKED BY v c _ o PROD.# c 20140065 3r o SHEET # C - 11A t �i I MENNEN MENNEN IN. MEMEMEM11"M MEMENEM1110 MENFIAME11111001114111 M 0 11FIN-0-olm rig I I MrA y.' of MARINE SIMMEMEMEME MEMEMEMEME p 44 / -' i win 4458 ce .00 •, BERM jj/jl 9 :Mill '�■.�1 � �1 PRA K �%%/1014 MONSOON,1 M JVF**j4. 'For, 00, 0111 PEI A or, zo /N0,0401 'P001F A M00 W 10 0 1 MEN.014ONEUMMENI E101AMMEMEMIN WTW /lil / l l l l��l�l�lllllllll�lll �lli� li i / / _ lull llllll llllll / l l l l / , l / � /�y'//n l/�� lll� lllllllllllll l l l4i y/ j'///�t ///PLll�j/Lir I/ Al /�// 1�1F i i ?00L 4Y)yI l I II l 1Tvv `------- J ---_- -- _ ----- --_-_- -I--- - _ -`- ------ / ER 2+00 2+34 ---- --- VARIABLE YADItL _ DISSIPATER ---- PERFORATED --- MCA .' Q - - -- • Mulch Layer • The mulch shall be uniformly applied approximately 2 to 3 inches in depth on top of planting soil. • An acceptable mulch layer shall include shredded hardwood or shredded wood clips or similar product. • Of the approved mulch products all must be well aged, uniform in color, and free of foreign material including plant material. • Mulch shall be free of weed seeds, soil, roots, grass or any other substance not consisting of either bole or branch wood or bark. NOTES: 1. SOIL EVALUATION MUST BE VERIFIED BY A QUALIFIED PROFESSIONAL FOR COMPOSITION, PLACEMENT AND DEPTH PER THE PLANTING SOIL MEDIA GUIDELINES AS PRESENTED ON THIS SHEET. 2. RAIN GARDEN CONSTRUCTION SHALL NOT COMMENCE UNTIL THE SITE IS FULLY STABILIZED AND ALL EC MEASURES HAVE BEEN APPROVED FOR REMOVAL. 3. ALL GRASSED SWALES AND SURROUNDING GRASSED AREAS SHALL BE FULLY STABILIZED AND THE RAIN GARDEN EMBANKMENTS SHALL BE SODDED PRIOR TO PLACING THE RAIN GARDEN IN TO OPERATION 4. A MINIMUM OF 3 SOIL BORING LOGS PER BASIN SHALL BE PROVIDED TO EVALUATE SOIL SUITABILITY FOR THE PROPOSED RAIN GARDENS AND TO ENSURE THAT THE SEASONAL HIGH WATER IS AT LEAST 3 FEET BELOW THE FILTER BED PRIOR TO INSTALLATION OF EACH RAIN GARDEN. 5. A DENSE COVER OF WATER -TOLERANT, EROSION -RESISTANT GRASS OR OTHER VEGETATION MUST BE ESTABLISHED. RECOMMENDED GRASSES INCLUDE, BUT ARE NOT LIMITED TO, THE FOLLOWING: KENTUCKY-31 TALL FESCUE, REED CANARY GRASS, REDTOP, AND ROUGH -STALKED BLUE GRASS, NOTE THAT THESE GRASSES CAN BE MIXED. 6. MONKEY GRASS SHALL BE PLANTED OVER MULCH LAYER TO STABILIZE THE MULCH. 7. THE ENVIRONMENTAL ENGINEERING INSPECTOR WILL BE NOTIFIED WHEN THE INITIAL GRADING IS COMPLETE AND THE UNSUITABLE EXISTING SOIL HAS BEEN EXCAVATED PRIOR TO INSTALLATION OF THE UNDERDRAIN SYSTEM. 8. THE PERIOD OF CARE AND REPLACEMENT SHALL BEGIN AFTER INSPECTION AND APPROVAL OF THE COMPLETE INSTALLATION OF ALL PLANTS AND CONTINUE UNTIL ONE YEAR AFTER STATE ACCEPTANCE. BIORETENTION AREA so iEXISTING GROUND GRASS r_12• MAX. PONDING DEPTH PROPOSED GRADE-/ MULCH 3- MULCH 3:1 MAX •" PLANTING SOIL 2.5' SOIL MEDIA • MULCH TO BE SHREDDED AS NOTED HARWOOD OR HARDWOOD CHIPS 3' PEA GRAVEL 2 MIN BI THE RECOMMENDED SOIL MIXTURE IS O GRAVELO 12• WASHED GRAVEL GENERALLY C GENERALLY CLASSIFIED AS LOAMYMIN • USDA TEXTURE SAND ON THEWITH TRIANGLE Wlni THE FOLLOWING g' PERFORATED i0 I COMPOSITION PER THE VA DEO DAYLIGHT O 1R 1X 1/2' - 2' STORMWATER DESIGN WRAPPED IN FILTER FABRIC WASHEI SPECIFICATIONS NO.9 GRAVEI -8%TO 12X SOILND TINES: AND MODIFIED DETAIL FOR -3% TO 5% ORGANIC MATTER BIORETENTION AREA X-SECTION BMP 5 (NOT TO SCALE) EXISTING -12' MAX. PONDING DEPTH me __n nr q PROPOSED GRADE 3:1 MAX IN MULCH TO BE SHREDDED HARWOOD OR HARDWOOD CHIPS •• THE RECOMMENDED BIOREIENTION SOIL MIXTURE IS GENERALLY CLASSIFIED AS LOAMY SAND ON THE USDA TEXTURE 3- MULCH 3 .5' SOIL MEDIA 3" PEA GRAVEL 12' WASHED GRAVEL TRIANGLE, Wrni THE FOLLOWING g• PERFORATED HOPE TO COMPOSITION PER THE VA DEQ DAYLIGHT O 1% 1/2' - 2' STORMWATER DESIGN WRAPPED IN FILTER FABRIC WASHED SPECIFICATIONS NO.9 GRAVEL -85% TO 89% SAND -8% TO 12% SOIL FINES: AND MODIFIED DETAIL FOR -3% To 5% ORGANIC MATTER BIORETENTION AREA X-SECTION BMP 6 (NOT TO SCALE) Bioretention Basin Adjacent to a Drainage Swale ++' PLANTING SOIL 2 F2ASNOTED IN GRAVELL II BIORETENTION AREA LIMIT A Q d � Q 1 'MIN 15' MIN - et Q BERM FLOW FLOW =010- SWALE 4 PLAN VIEW LOW CONCRETE (NOT TO SCALE) CHECK DAM 3: 1 MAX. (TYp-) MAX. PONDED WATER DEPTH SWALE-1{ (91NCHE5) 0.5 MAX. Proposed Grad _ jam-- BIORETENTION AREA SECTION A -A' (NOT TO SCALE) 11-5.DWG NOTES: 1. PLANTING SOILS SHALL BE PLACED IN MAXIMUM 12" OR LESS LAYERS AND SHALL BE LIGHTLY COMPACTED. BIORETENTION AREA PLANTING SPECIFICATIONS 1. ROOT STOCK OF THE PLANT MATERIAL SHALL BE KEPT MOIST DURING TRANSPORT FROM THE SOURCE TO THE JOB SITE AND UNTIL PLANTED 2. WALLS OF PLANTING PIT SHALL BE DUG SO THAT THEY ARE VERTICAL 3. THE DIAMETER OF THE PLANTING PIT MUST BE A MINIMUM OF SIX INCHES (6") LARGER THAN THE DIAMETER OF THE BALL OF THE TREE 4. THE PLANTING SHALL BE DEEP ENOUGH TO ALLOW 1/8 OF THE OVERALL DIMENSION OF THE ROOT BALL TO BE ABOVE GRADE. LOOSE SOIL AT THE BOTTOM OF THE PIT SHALL BE TAMPED BY HAND. 5. THE PLANT SHALL BE REMOVED FROM THE CONTAINER AND PLACED IN THE PLANTING PIT BY LIFTING AND CARRYING THE PLANT BY ITS' BALL NEVER LIFT BY BRANCHES OR TRUNK) 6. SET THE PLANT STRAIGHT AND IN THE CENTER OF THE PIT SO THAT APPROXIMATELY 1/8 OF THE DIAMETER OF THE ROOT BALL IS ABOVE THE FINAL GRADE. 7. MAKE SURE PLANT REMAINS STRAIGHT DURING BACKFILLING PROCEDURE. 8. NEVER COVER THE TOP OF THE BALL WITH SOIL. MOUND SOIL AROUND THE EXPOSED BALL. 9. TREES SHALL BE BRACED BY USING 2" BY 2" WHITE OAK STAKES. STAKES SHALL BE PLACED PARALLEL TO WALWAYS AND BUILDINGS. STAKES ARE TO BE EQUALLY SPACED ON THE OUTSIDE OF THE TREE BALL. UTILIZING HOSE AND WIRE THE TREE IS BRACED TO THE STAKES. 10. BECAUSE OF THE HIGH LEVELS OF NUTRIENTS IN STORMWATER RUNOFF TO BE TREATED, BIORETENTION BASIN PLANTS SHOULD NOT REQUIRE CHEMICAL FERTILIZATION PLANTING DATE GUIDELINES BALLED AND BURLAPPED AND CONTAINERIZED TREES AND SHRUBS SHOULD BE PLANTED BETWEEN MARCH 15 AND JUNE 30 OR BETWEEN SEPTEMBER 15 AND NOVEMBER 15. GROUND COVER EXCLUDING GRASSES AND LEGUMES CAN FOLLOW THE TREE AND SHRUB PLANTING DATES. GRASSES AND LEGUMES TYPICALLY SHOULD BE PLANTED IN THE SPRING OF THE YEAR. Maintenance/Inspection Guidelines The following maintenance and inspection guidelines are not intended to be all inclusive. Specific Facilities may require additional measures not discussed here. A schedule of recommended maintenance for bioretention areas is given in Table 3.11-5. The table gives general guidance regarding methods, frequency, and time of year for maintenance. Plantine Soil Urban plant communities tend to become very acidic due to precipitation as well as the influences of storm water runoff. For this reason, it is recommended that the application of alkaline, such as limestone, be considered once to twice a year. Testing ofthepH ofthe organic layer and soil, should precede the limestone application to determine the amount of limestone required. Soil testing should be conducted annually so that the accumulation of toxins and heavy metals can be detected or prevented. Over a period of time, heavy metals and other toxic substances will tend to accumulate in the soil and the plants. Data from other environs such as forest buffers and grass swales suggest accumulation oftoxins and heavy metals within five years ofinstallation. However, there is nq methodology to estimate the level oftoxic materials in the bioretention areas since runoff, soil, and plant characteristics will vary from site to site. As qIetoxicsubstancesaccumulate,theplantbiologicfunctionsmaybecomeimpaired,andtheplant experience dwarfed growth followed by mortality. The biota within the soil can also become void and the natural soil chemistry may be altered. The preventative measures would include the removal ofthe contaminated soil. In some cases, removal and disposal of the entire soil base as well as the plant material may be required. Mulch Bioretention areas should be mulched once the planting of trees and shrubs has occurred. Any ground cover specified as plugs may be installed once the area has been mulched. Ground cover established by seeding and\or consisting of grass should not be covered with mulch. 2D GRAPHIC SCALE p ( IN FEET ) 1 inch = 20 ft. LEGEND FINISHED GRADE AT C/L EXIST. GROUND AT CIL SCALE: HORIZONTAL: I " = 50' VERTICAL: I " = 5' O M LO C CU O v Z O d' U O � I,-, Q) .--I q,t O 0 LU C: W Z^'I U•b� tt0 r I� v ) I� •--1 c Z Z) m aI W (5.214 w to O�"t0- Wr-k4 Or,- y 03 .. ' �� 3 _a COa�+ N o U O `� O U a ° 0 M116 C NC E N O, �V-pLT H 0 c T BRIAN C. MITCHELL t 11 o Lic. No, 035724 0 0912712022 FFSS/ONALENC'\ CL 110) C N Wl c U c O co 3 r^ Q) N /1 O 6 O 0.' E-, 6� w q� o [~ I V 0 w 44 o /1 T Lt�I O 0 U 0 U CAI W v 0 CL C o � � REVISIONS DATE ITEM we 051181P2 PER COMMENTS 0712712E PER COMMENTS 09127122 PER COMMENTS cc 3 O a 2 CL DATE t 01-20-2022 SCALE c AS SHOW7V o r PROJECT MANAGER _BRIAN C. MITCHELL, P.E. o DESIGNED BY v BCM / LEN r CHECKED BY � c o PROJ.# c 20140065 ; SHEET # C - 12 t 2'Y2"STAKE 0 ', WIRE GUY Ei/ til 4 TURNBUCKLE 1 � 12.'jj- 4V20- 30" MIN 4 12.- ' CIL y TREE GUYING DETAIL - 3" CALIPER OR MORE NOTTOSCALE 3" EARTH MOUNDED TO FORM SAUCER - 3"-Q'PINEBARK MULCH ". ,.1— •r REMOVE BURLAP FROM TOP 1/3 OF BALL PREPARED TOPSOIL BACKFILL SCARIFY BOTTOM OF PIT rj B 8. B SHRUB / GROUNDCOVER BED NOT TO SCALE PRUNE ALL BROKEN, DEAD AND DAMAGED BRANCHES. DO NO CUT LEADER .11 3" MIN. WEBBING x 12-MIN. ;d f THREAD CABLE THROUGH METAL GROMMETS WRAP WITH COMMERCIAL CREPE TO SECOND BRANCH. START AT BOTTOM �G-1/0" GALVANIZED TURNBUCKLE 12 GA. GALVANIZED GUYWIRE T12 WOOD OR METAL FLAG -PAINTED WHITE ♦ —3" EARTH MOUND TO CREATE SAUCER 3" MIN. SHREDDED PINEBARK MULCH V�1_ REMOVE BURLAP FROM TOP 13 OF BALL _ IAI2'Y3'Y30" STAKES. SALT PRESSURE TREATED FINE -DRIVE FLUSH WITH GRADE PREPARED TOPSOIL BACKFILL — SCARIFY BOTTOM OF PIT 1"SHREDDED 1 \ PINEBARK MULCH II 12" Cr_ 1e MIN MIN BALLED AND BURLAPPED AND CONTAINERIZED TREES AND SHRUBS SHOULD BE PLANTED BETWEEN MARCH 15 AND JUNE 30 OR BETWEEN SEPTEMBER 15 AND NOVEMBER 15. GROUND COVER EXCLUDING GRASSES AND LEGUMES CAN FOLLOW THE TREE AND SHRUB PLANTING DATE. GRASSES AND LEGUMES TYPICALLY SHOULD BE PLANTED IN THE SPRING OF THE YEAR. Table 9.7. Suggested Annual Maintenance Activities for Bioretention Maintenance Tasks Frequency • Mowing of grass filter strips and bioretention turf cover At least 4 times a year • Sot weeding, erosion repair, trash removal, and mulch raking Twice during growing season • Add reinforcement planting to maintain desired the vegetation density As needed IF Remove invasive plants using recommended control methods IF Stabilize the contributing drainage area to prevent erosion • Spring inspection and cleanup • Supplement mulch to maintain a 3 inch layer Annually • Prune trees and shrubs • Remove sediment in re -treatment cells and inflow points Once every 2 to 3 years • Replace the mulch layer Every 3 years BMP 5 —------------- BIORETENTION FILTER 5 PLANT SCHEDULE SIZE SYMBOL QUANL BOTANICAL NAME COMMON NAME HEIGHT SPACING 11 Taxodium distichum Bald Cypress 6-7' 15' O.C. O2 Magnolia Virginiana Sweetbay Magnolia 6-7' 15' O.C. 12 Itea Virginica 'Henry's Garnett' Sweetspire 3gal. 4' O.C. 16 Cornus Sericea 'Arctic Fire' Red Twig Dogwood 3gal. 4' O.C. O 12 Myrcia Cerifera Waxmyrtle 3gal. 6' O.C. ;I / BMP 6 l l l l I l l l l � � � I/ i i I .-F .,1 J;I - I I \ \\♦ \\\ � I RR I I lI l I// l lI lII- I fill 1 l I l l 1 1 1 1�: '� I l l l l I l l' l I l I l l l' l / /.• I': 1 \\ \\\\ -\ `���_ I if 1 //l / l 1 1 --- - - - - - - - - - - - - - - - I I I I -•- � I _ __ \- - - - - - - - --- \ ,------ -/ BIORETENTION FILTER 6 PLANT SCHEDULE SYMBOL QUAD, BOTANICAL NAME COMMON NAME HEZE IGHT SPACING 4 Taxodium distichum Bald Cypress 6-7' 15' O.C. O2 Magnolia Virginiana Sweetbay Magnolia 6-7' 15' O.C. 7 Itea Virginica 'Henry's Garnett' Sweetspire 3gal. 4' O.C. 10 Corpus Sericea 'Arctic Fire' Red Twig Dogwood 3gal. 4' O.C. O 12 Myrcia Cerifera Waxmyrtle 3gal. 6' O.C. �,x 0 M rLC) CQ y CU O Z<n � � U .--I o 0 LLJ W Z �-r� bill U 1"1 'PH U .I 104-d Q W a� .� I A w �4 O W rk4 O � � m N 0.I.4�^ M 3 Co N 04 O O Oy. L) O \ 1�••1 a C ° 0 c d Q Tr 71-T H 0 c a Y -O 3RIAN C. MIYCHELL 1 11 a Lic. No, 035724 0912712022 OFFS SIGNAL ENG\� I_ w c O m C 0 V c ~ N q o' a N q> 0 w 0 N O 0 `I ~ CL CL o w C U o U v rr^^ Q 0 v1 ` d c e REVISIONS DATE ITEM we 0511812E PER COMMENTS 0712712E PER COMMENTS 09127122 PER COMMENTS 3 0 w 0 T N a 2 a DATE t 01-20-2022 SCALE c AS SHOWN o r PROJECT MANAGER _BRIAN C. MITCHELL, P.E. o DESIGNED BY v BCM / LEN r CHECKED =BY� c _ o PROD.# c 20140065 ; o SHEET # C-12A t PURPOSE of h Virginia StormwaterPermit- 9VAC25.870.54 the g Management Program (VSMP) Regulations requires that Stormwater Pollution Prevention Plan (SWPPP) be developed for all regulated land disturbing activities. The SWPPP must include, but not be limited to an approved erosion and sediment control plan, an approved stormwater management Ian and this Pollution Prevention Plan PPP for regulated land 0 P (PPP) 9 disturbing activities, and a description of any additional control measures necessary to address a TMDL as applicable. The Ian for implementing pollution prevention measures during construction activities P P 9P P 9 developed on this sheet must be implemented and updated as necessary. An PPP P P P ry Y requirements not included on this sheet must be incorporated into the SWPPP required by 9VAC25-870.54 that must be developed before land disturbance commences. This PPP identifies potential sources of pollutants that may reasonable be expected to affect the quality stormwater discharges from the construction site (both on- and off -site activities) and describes control measures that will be used to minimize pollutants in stormwater discharges from the construction site. OTHER REFERENCED PLANS SWPPP requirements may be fulfilled by incorporating, by reference, other plans. All plans incorporated by reference become enforceable under the VSMP Permit Regulations and General Permit VAR10 for Discharges of Stormwater from Construction Activities. If a plan incorporated by reference does not contain all of the required elements of the PPP, the operator must develop the missing elements and include them in the SWPPP. Independent Plans Incorporated by Reference Date Approved Stormwater Management Plans (Regional or Master) .� Spill Prevention, Control, and Countermeasure Plans Off -Site Stockpile Off -Site Borrow Area POTENTIAL POLLUTANT SOURCES The following sources of potential pollutants must be addressed in the Pollution Prevention Plan. Various controls and/or measures designed to prevent and/or minimize pollutants in stormwater discharges from the project site must be applied to the sources found on the site. Additional information concerning the following controls and/or measures may be found in the SWPPP. Deviations from the location criteria may be approved by the County's Environmental Engineering Inspector. LEAKS. SPILLS. AND OTHER RELEASES ✓ The operator(s) shall ensure procedures are in place to prevent and respond to all leaks spills and other releases of pollutants. . P ✓ The operator(s) shall ensure all leaks.. spills and other releases of pollutant are contained and cleaned immediately upon discovery. Any contaminated materials are to be disposed in accordance with federal, state, and/or local requirements. ✓ The operators) shall ensure spill containment kits containing appropriate materials (e.g., absorbent material and pads, brooms, gloves, sand, etc.) are available at appropriate locations, including, but not limited to: designated areas for vehicle and equipment maintenance, vehicle and equipment fueling; storage and disposal of construction materials, products, and waste; and storage and disposal of hazardous and toxic materials; and sanitary waste facilities. ✓ The locations of the spill containment kits are identified as described below: Date Shown on Plan Sheet #s Location Approved Plan REVISIONS TO LOCATIONS Date Shown on Plan Sheet #(s) Location ) Ih11d ✓ The operator(s) shall notify the Department of Environmental Quality of leaks, spills, and other releases that discharge to or have the potential to discharge to surface waters immediately upon discovery of the discharge but in no case later than 24 after the discovery. ✓ The operators) shall notify the Department of Environmental Quality (DEQ) of leaks, spills, and other releases that discharge to or have the potential to discharge to surface waters immediately upon discovery of the discharge but in no case later than 24 after the discovery. Written notice of the discharge must be sent to DEQ and County within five (5) days of the discovery. _ Virginia Department of Environmental Chesterfield County Qual ity ty 23218 Dept. of Environmental Engineering Richmond, VA P.O. Box 9800 Government Center Parkway P.O. Box 40 1-(804) 698-4000 1-800-592-5482 (Toll Free in VA) Chesterfield, Virginia 23832-0040 (800) 468-8892 (outside normal working (804) 796-7106 hours) (804) 661-0717 EQUIPMENT If VEHICLE WASHING ✓ Washing must be conducted in a dedicated area that is located to maximize the distance from storm drain inlets, ditches, waterbodies or wetlands but no less than 50 feet from those features. ✓ All wash water used in vehicle wheel washing must be directed to a sediment basin/trap. ✓ All vehicle washing activities other than wheel washing must have secondary containment. ✓ Each facility must have appropriate signage to inform users where the dedicated area(s) are located. Location of Shown on — Water Source Activity Dedicated Area(s) plan Location Sheet # s Wheel Wash Other Wash Areas REVISIONS TO LOCATIONS Location of Shown on Water Source Operators Activity Dedicated Areas Plan Location Initials Sheet #(s) - VEHICLE FUELING AND MAINTENANCE ✓ Conduct regular maintenance in a dedicated area that is located to maximize the distance from storm drain inlets, ditches, waterbodies or wetlands but no less than 50 feet from those features. If fueling is conducted at a dedicated area the location must be located to maximize the distance from storm drain inlets ditches waterbodies or wetlands but no less than 50 feet from those features. ✓ The dedicated areas must be designed to eliminate the discharge of spilled and leaked fuels and chemicals from vehicle fuelingand maintenance activities b Y providing seconds containment (spill berms decks spill containmentpallets, P 9 secondary (P P providing cover where appropriate, and having spill kits readily available). ✓ Each facility must have appropriate signage to inform users where the dedicated area(s) are located. IDatei. Shown on Plan Sheet # s t�oli�iT-.'_:pedicatedArea( Approved Plan REV18I15143 TO LOC 4TIONIS ! Date Shown on Plan Sheet # s Location of Dedicated Area(s) `Opera." Initta ✓ If mobile fueling will be used, the fueling must be done in an area that located to maximize the distance from storm drain inlets, ditches, waterbodies or wetlands but no less than 50 feet from those features. ✓ Spill kits must be readily available at all mobile fueling locations. ✓ On -site storage tanks must have a means of secondary containment (spill berms, decks, spill containment pallets, etc.) and must be covered where appropriate. ✓ All vehicles on site must be monitored for leaks and receive regular preventive maintenance to reduce the chance of leakage. �I E •Yy 7 I_\ : Zel � � :Z�I t�i �� CAI :L[el � : I_\ . I �I � I ► [ems_\ .1 �7 �I 691i�y_\ � OF CONSTRUCTION PRODUCTS, MATERIALS, AND WASTE ✓ Storage of construction products, materials, and waste is to be conducted in dedicated areas. ✓ The dedicated area must be located to maximize the distance from storm drain inlets, ditches, waterbodies or wetlands but no less than 50 feet from those features. Separations of less than 50 feet may be approved by the Environmental Inspector. ✓ The dedicated areas must be designed to minimize the discharge of pollutants from storage, handling, and disposal of construction products, materials and wastes including (i) building products such as asphalt sealants, copper flashing, roofing materials, adhesives, concrete admixtures: (ii) pesticides, herbicides, insecticides, fertilizers, and landscape materials: and (iii) construction and domestic wastes such as packaging materials, scrap construction materials, masonry products, timber, pipe and electrical cuttings, plastics, Styrofoam, concrete and other trash or building products.. ✓ Each facility must have appropriate signage to inform users where the dedicated area(s) are located. Shown on Location(s) of Dedicated Area(s) for storage of construction Date Plan Sheet products and materials #s �� Approved Plan 'REVISIONS TO LOCATIONS Shown on Location(s) of Dedicated Areas) for storage Operator(s) Date Plan Sheet of construction products and materials Initials #s Date Shown on. I Plan Sheet #(S) Locations) of Dedicated Area(s) for waste from construction products and materials Approved Plan REVISIONS TO LOCATIONS Date Plgn $Fleet` I_ocation(s) of Dedicated Area(s) for waste Operator(s) # s from construction products and materials Initials; ✓ Follow all federal, state, and local requirements that apply to the use, handling and disposal of pesticides, herbicides, and fertilizers. ✓ Keep chemicals on -site in small quantities and in closed, well marked containers. ✓ Clean up solid waste, including building materials, garbage, and debris on a daily basis and deposit into covered dumpsters that are periodically emptied. ✓ Schedule waste collection to prevent exceeding the capacity of onsite containers. Additional containers may be necessary depending on the phase of construction (e.g., demolition, etc.). Dispose of all solid waste at an authorized disposal site. ✓ Ensure that containers have lids or are otherwise protected from exposure to precipitation. DISCHARGES FROM OTHER POTENTIAL POLLUTANT SOURCES ✓ Discharges from other pollutant sources (e.g., water line flushing, storm sewer flushing, above ground storage tanks, etc.) not mentioned elsewhere must be addressed. ✓ Above ground oil storage tanks with a storage capacity exceeding 1,320 gallons and have a reasonable expectation of a discharge into or upon Waters of the United States are required to have a Spill Prevention Control and Countermeasure (SPCC) Plan. ✓ The discharge of contaminated flush water and material removed during flushing operations must be collected and disposed of in accordance with appropriate federal, state, and local requirements. DISCHARGES FROM CONCRETE RELATED WASH ACTIVITIES ✓ Concrete trucks are not allowed to wash out or discharge surplus concrete or drum wash water on site except in a dedicated area(s) that is located to prevent discharge to storm drain inlets ditches waterbodies or wetlands but no less than 50 feet from those features. ✓ Each facility must have a stabilized access to prevent mud tracking into the street. ✓ Each facility must have appropriate signage to inform users where the dedicated areas are located. Date Shown on Plan Sheet # s Location of DedicatedArea(s) Approved Plan Date Shown on Plan Sheet # s REV.ISSIQNS TO_LO.C�ATIQNS� Lge2iiion"' Id 09d1i itad"An6a(4' Operator's Initials ✓ Facilities must be cleaned, or new facilities constructed, once the washout area is two-thirds (2/3) full. BELOW GRADE CONCRETE WASHOUT AREA QO O O O O 0 0 4-M, 0 100 r O h0 O O O O sarroaAa� 18" �— I+ MIN. 1 3' MIN. IB" MIN. 10' MIN f SECTION A ABOVE GRADE CONCRETE WASHOUT AREA STAPLE DETAIL L, DIA. STEEL WIRE 2" STAPLES (2 PER STRAW BALE) I t_*EINDING WIRE STRAW BALE 3' MIN. J WOOD OR METAL STAKES (2 PER STRAW BALE) SECTION B I' h�MIN, SECTION C CONCRETE WASHOUT AREA NOTES ✓ The facility must be lined with 10 mil plastic lining that is free from holes, tears, or other defects that might compromise the material's impermeability. ✓ The lining must be anchored with staples I spacing) or sandbags. ✓ Side slopes must be 1:1 (horizontal. vertical) or flatter. ✓ Stone access must be provided between the street and the concrete washout area. ✓ A "Concrete Washout" sign must be installed within 30 feet of the washout facility. The sign must be no smaller than 2' tall by 4' wide. DISCHARGES OF SOAPS, DETERGENTS, SOLVENTS, AND WASH WATER FROM CONSTRUCTION ACTIVITIES SUCH AS CLEANUP OF STUCCO, PAINT, FORM RELEASE OILS, AND CURING COMPOUNDS Washing activities associated with construction activities other than vehicle and equipment washing, such as clean up of stucco, paint, form release oils, and curing compounds are to be conducted in a dedicated area. ✓ The dedicated area must be located to maximize the distance from storm drain inlets ditches waterbodies or wetlands but no less than 50 feet from those features. Separations of less than 50 feet may be approved b the Environmental Inspector. P Y PP Y P ✓ The dedicated areas must be designed to prevent the discharge of soaps, detergents, solvents, and wash water. Shown on Date Plan Location(s) of Dedicated Areal's) IShowntS TO LOCATIONS on 41 Plan ISocation(s) of Dedicated Area(s) `$heat tdsl Operator(s) Initials ✓ The dedicated area must be covered (e.g., plastic sheeting, temporary roof, etc.) to prevent contact with Stormwater. ✓ The contaminated wastewater from the dedicated area must be collected for disposal by a waste hauler or discharged to the sanitary sewer. ✓ In situations where these pollutants are or could be generated at locations other than at the designated area (e.g., concrete pours, building washing, etc.), cover (e.g., plastic sheeting, temporary roof, etc.) must be provided to prevent contact with stormwater and the contaminated wastewater from the activity must be collected for disposal by a waste hauler or discharged to the sanitary sewer. DISCHARGES OF HAZARDOUS, TOXIC, AND SANITARY WASTE ✓ Storage and disposal of hazardous, toxic and sanitary wastes are to be conducted in dedicated areas. ✓ The dedicated areas must be located to maximize the distance from storm drain inlets, ditches, waterbodies or wetlands but no less than 50 feet from those features. Separations of less than 50 feet may be approved by the Environmental Inspector. ✓ The dedicated areas must be designed to prevent the discharge of hazardous, toxic and sanitary waste by avoiding contact with precipitation ✓ Each facility must have appropriate signage to inform users:. where the dedicated area(s) are located. Shown on Location(s) of Dedicated Area(s) for storage and disposal of Date Plan hazardous and toxic wastes Sheet #(s) Approved Plan REVISIONS TO LOCATIONS Date Shown on Plan Location(s) of Dedicated Areas) for storage Operator(s) Sheet # s and disposal of hazardous and toxic wastes Initials Date _ Approved Plan Shown on Plan Sheet #(s)_ Location(s) of Dedicated Areas) for portable toilets _ REVISIONS TO LOCAA t®NS. �[ Shown on Plan `Sheet # s Location(s) of Dedicated Area(s) for portable toilets r openitol Initials ✓ Consult with local waste management authorities or private firms about the requirements for disposing of hazardous materials and/or soils that may be contaminated with hazardous materials. ✓ Never remove the original product label from the container. Follow the manufacturer's recommended method of disposal. ✓ Schedule periodic pumping of portable toilets and dispose of waste ✓ Dispose of all solid waste at an authorized disposal site. SWPPP MODIFICATIONS AND REVISIONS The operator(s) shall ensure the SWPPP is modified and/or revised to reflect: V Changes in qualified personnel; delegated authorities or other personnel required as a condition of the General Construction Permit, ! n in n Changes site conditions s 9 ! Changes in the design, construction, operation, or maintenance of the construction site that affect the potential for discharges of pollutants that are not addressed in the normal implementation of the plan; and ✓ Ineffective control measures identified during inspections or investigations conducted by the operator's qualified personnel or local, state or federal officials. Modifications/revisions to the SWPPP shall include additional or modified control measures to address the identified deficiencies. If the necessary modifications/revisions require approval by the Administrator or DEC, the modifications/revisions must be implemented no later than seven (7) calendar days following approval. If the necessary modifications/revisions do not require approval by the Administrator, the modifications/revisions must be implemented prior to the next anticipated storm event or as soon as practicable. Blocks colored blue indicate information must be provided by the Operator or Delegated Authority Blocks colored yellow indicate information must be provided by the Consultant prior to plan approval SWPPP UPDATES The operator(s) era r(s) shall u the SWPPP to include: update e ✓ A record of dates when 1) major grading activities occur. 2) construction activities temporarily or permanently cease on a portion of the site and 3 stabilization p Y p Y P ) measures are initiated ✓ Documentation of modifications and revisions to the SWPPP; ✓ Areas that have reached final stabilization where no further SWPPP or inspection requirements apply; All that are no longer under the legal control of the operator and the dates properties 9 9 P on which the operator no longer had legal control over each property; and P 9 9 P PertY. V The date, volume, and corrective/preventative actions implemented for any prohibited discharge, The operator(s) shall update the SWPPP no later than seven (7) days following any of the situations identified above. OPERATOR INSPECTIONS The operator(s) identified below shall provide for inspections of the permitted land- disturbingactivities b the qualified personnel identified below. The inspections will be Y q Pe P conducted (select one the following options). ❑ at least once every four (4) business days; or ❑ at least once every five (5) business days and no later than 48 hours following any measurable storm event. Where areas are in a stabilized condition or runoff is unlikely due to winter conditions, the inspection frequency may be reduced to once every 30 days while these conditions exist. Otherwise, the operator(s) shall resume the regular inspection frequency identified above. The operator(s) shall provide for inspections of the permitted land -disturbing activity to ensure implementation and continued maintenance of all requirements of the Stormwater Pollution Prevention Plan (Erosion and Sediment Control Plan, Stormwater Management Plan, Pollution Prevention Plan, TMDL requirements, etc.). Records of the required inspections must be maintained and included in the SWPPP binder. The qualified personnel are encouraged to use the Operator Inspection form provided in the SWPPP binder to document the required inspections. If inspections are conducted once every five (5) business days and no later than 48 hours following any measureable storm event, the location of the rain gauge used to determine the amount of rain must be included in the SWPPP and documented in the inspection report. ACKNOWLEDGEMENTS I certify under penalty of law that the qualified personnel identified below: ®. has been designated by the Operator to conduct inspections of the permitted site, b. is knowledgeable in the principles and practices of erosion and sediment control and stormwater management; D. possesses the skills to assess conditions at the permitted site for the Operator(s) that could impact stormwater quality and quantity; d. will assess the effectiveness of any erosion and sediment control measures or stormwater management facilities selected to control the stormwater discharges from the permitted site; and e. will conduct inspections in accordance with the frequency noted above in the OPERATOR INSPECTIONS section of this sheet. QUALIFIED PERSONNEL Name (print) Additional information is located in Tab 6 of the SWPPP Binder. As the Operator(s) or Delegated Authority, I/we understand that prior to initiating land disturbance. the potential pollutant sources, appropriate control measures, and all responsible parties (operator, qualified inspection personnel, contractors, etc.) required as a condition of the General Construction Permit (GCP) and the Stormwater Pollution Prevention Plan (SWPPP) must be identified. I also understand this information must be updated as necessary throughout all phases of construction until the GCP is terminated. Furthermore I/we certify under penalty of law that I/we have read and understand all requirements of the SWPPP (erosion and sediment control plan, stormwater management plan, pollution prevention plan, TMDL provisions, administrative requirements, etc.) and GCP and that the information herein is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine or imprisonment for knowing violations. I/we understand that I/we are ultimately responsible for compliance with all conditions and requirements of the SWPPP and GCP and for ensuring all contractors and subcontractors on the permitted site are aware of the conditions and requirements of the SWPPP and GCP. I/we shall comply with all conditions and requirements of the SWPPP and shall at all times operate and maintain all measures and control and related properly P appurtenances) which are installed or used to achieve compliance with the conditions of the GCP. Proper opration and maintenance also includes adequate funding and adequate staffing. I/we shall take all reasonable steps to minimize or prevent any discharge in violation of the SWPPP and/or GCP. I/we understand that if it determined by the Department of Environmental Quality (DEQ) in consultation with the State Water Control Board at any time that stormwater discharges are causing, have reasonable potential to cause, or contribute to and excursion above an applicable water quality standard the DEQ may, in consultation Y PP q Y Y� with the Administrator, lake appropriate enforcement action and require: a. Modification of control measures to adequately address water quality concerns; b. Submission of valid and verifiable data and information that are representative of ambient conditions and Indicate that the receiving water is attaining water quality standards, or C. Cessation of discharges of pollutants from construction activity and submit an individual permit application according to 9VAC25-870.410. OPERATOR(S)1 DELEGATED AUTHORITY Name(print) Si nature Date Additional contact Information can be found in the SWVIIFI binder. 0 LO CQ CU O v Z d' U O O .--I 0 N .-i � COO W CO6L O 0 C: W U U) M U DC Z .' w �� � 11-4 N r I� v 4 17 .--1 c Z .) �i aac 'a, WO .2 I A Lc O�r-4co W O� �11-4 y m N Cd .b r� p., V) d I° a N o O O L) O \ 4 a c o 0 Q 3 c d E Q rn H O c_ / T c U Y v BRIAN C. MIYCHELL I a Lic. No, 035724 v 0912712022 Lo SSIONALENG\� `o u, c 0 c 0 V c 3 yN E, rn v1 o N V � -0 0 O ti m (y QI a o U IO _I c M N � \ V QO l 0 (y r _ w o a Q O � d rn c REVISIONS 4 DATE ITEM w 05/18/22 PER COMMENTS ID 07/27/22 PER COMMENTS N 09/27/22 PER COMMENTS 3 0 r 0 4) d CL 0 `a DATE _ 01-20-2022 SCALE c NOT TO SCALE 3 0 PROJECT MANAGER BRIAN C. MITCHELL, P.E. co •N DESIGNED BY v BCM / LEN � CHECKED BY -� c 0 f PROD.# 20140065 0 L SHEET # \ C - 13 2 0 LO C rn o 0 lJ Z 00 d' U O`�4^Q) CO W N CO 0 LU — ;-4.� U"' L' Z � 0 �� a 4 W)4 O W or n N �P ." �, a a C 30 _ co a N a� 0 �u O 0 a ° 0 0 3: 0 O Cl) q M116 Q I .3 y_. C N E N O� tp,LT H 0� ` c o T C U y -0 BRIAN C. M CHELL la Lic. No. 035724 09/26/2022 SSIONALENG\ a 110) C N Rl C O U C O yam-. " L G - ! O-`LC�[~l, ~> C\2 0 0 0 O U ~ c C[ ) 0 O 0 d d 3 O �L d REVISIONS DATE ITEM ` L 06 02 2022 PER COMMENTS Q 0912612022 PER COMMENTS N N 41 C 0 0 r 0 0 T N 0 O L O_ DATE _ 01-24-2022 SCALE 1 "=100, o s PROJECT MANAGER m BRIAN C. MITCHELL, P.E. rn �N DESIGNED BY v BCM / LEN � CHECKED BY v c a .o 20140065 L SHEETf \ C - 61