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HomeMy WebLinkAboutWPO202200002 Plan - VSMP 2022-07-27ALBEMARLE 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, tip -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 OSIIA Standards for the Construction Industry (29 CFR Part 1926). General Construction Notes for Streets (This list is in addition to the General Construefion 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 C). 5. Where rural cross sections are installed, all residential driveway entrances shall conform to VDOT standard PF-1 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 CDA 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 VDOT's 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. v 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. Lt 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 an hazard to persons, physical damage to adjacent land and PP Y P .P. g J improvements, and damage to any public street because o slides, sinking, or collapse. 16. The developer shall reserve the right to install, maintain, remove or convert to permanent stormwater management facilities where applicable all erosion control measures required by this plan regardless of the sale of any lot, unit, building or other portion of the property. 17. Temporary stabilization shall be temporary seeding and mulching. Seeding is to be at 75 lbs/acre and in the months of September to February to consist a 50150 mix of Annual P 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 8olbs/100sf. Alternatives are subject to approved by the County erosion control inspector. 18. Permanent stabilization shall be lime and fertilizer, permanent seeding, and mulch. Pm g, Agricultural grade limestone shall be applied at 90lbs/1000sf, incorporated into the top 4-6 inches of soil. Fertilizer shall be applied at 10001bs/acre and consist of a 10-20-10 nutrient mix. Permanent seeding shall be applied at 180lbs/acre and consist of 95% Kentucky 31 or Tall Fescue and 0-5% Perennial Ryegrass or Kentucky Bluegrass. Straw mulch is to be applied at 80lbs/100sf. Alternatives are subject toapproved roved b the County erosion control PP J PP Y 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 -g 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 I year of the date of a (Water Protection Ordinance section 17-204G. approval. (�' ) 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. Pi and riseroints are to be watertight within stormwater management facilities. Pe J g R 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. -L\T 0 fioL Tlo,- T Ef�lL-// J! SITE DATA DEVELOPER/APPLICANT ENGINEER SOURCE OF TOPOGRAPHY MAGISTERIAL DISTRICT ZONING DISTRICT TAX MAPS/PARCELS ZONING SECTION 2 WPO PLANS 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 & SanitarySewer Notes Last Revised: Februa2011 1. All materials and methods of construction shall comply with the latest version of the General Water and Sewer Construction Specifications as adopted by the Albemarle County Service Authorityon January I5 1998 except as modified below or modified in Special Notes. ry P P 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 existingsystem. All doghouse manholes must be pressure -tested before a connection is made to Y g the system. 7. The location of existing utilities as drown on the plans is from data available at the time 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 g 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 penttitted 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 maybe 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. IQ 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 backfilled with compacted 57 stone to the springline of the existing pipe. 11. 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 RR'SA 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. IM VARlOC86 TOTAL LAND OF DEVELOPMENT = 268 AC Q Oa UJ U) Lt- Z9 to C 0 S �O NOT TO SCALE AIRPORT P0' /PREVIOUS DISTURBED AREA = 68.78 AC '• 1 111 •• I 111 •• PROPOSED DISTURBED TOTALDISTURBED LEGEND 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. ROAD AND DRAINAGE SEWER EROSION CONTROL I-t----�- EXISTING SANITARY SEWER EROSION CONTROL DEVICES AS PER VIRGINIA CULVERT OR STORM SEWER EROSION AND SEDIMENT CONTROL HANDBOOK (WITH STRUCTURE NO.)PROPOSED SANITARY SEWER STD. & SPEC. EXISTING CULVERT OR STORM SEWER PIPE T T SANITARY SEWER SERVICE PCE CONSTRUCTIGN ENTRANCE 3.02 CONNECTIONS DROP INLET & STRUCTURE NO. 3 12600.00 MANHOLE NO. W/ STATION OR 3.05 %E SILT FENCE 150500.00 COORDINATE LOCATION e O PROPOSED MANHOLE IP INLET PROTECTION WATER 3.0' EXISTING MANHOLE - - - - - - - - - EXISTING WATERLINE DD -�-1- TEMPORARY DIVERSION DIKE 3.09 PAVED DITCH PROPOSED WATERLINE S7 TEMPORARY SEDIMENT TRAP 3.13 T T PROPOSED WATERLINE JUTE MESH OR SODDED DITCH SERVICE CONNECTION 3.20 ' �► EARTH DITCH -GRASS LINED ►4 GATE VALVE ROCK CHECK DAM FIRE HYDRANT ASSEMBLY 00000 LIMITS OF CONSTRUCTION EXISTING CONTOUR 100 PROPOSED CONTOUR TEE OR TAPPING SLEEVE TS TEMPORARY SEEDING 3,31 EXISTING SPOT ELEVATIONS CROSS PS PERMANENT SEEDING 3.32 + 100A0 PROPOSED SPOT ELEVATIONS HLIND CAP Tom/ 149.42 (T/C - TOP OF CURB) MU MULCHING #1 BENCH MARK & REFERENCE NO. t REDUCER 3.35 DC DUST CONTROL VDOT STANDARD STOP SIGN -� BORE CROSSING 3.39 0 ,rhJ&1iJr" N� � 49 III T888 tr0FFIT / RO'(p LOCATION MAP: 1 "=2,000' APPLICANTS NAME. SI TE 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 ARB DEPARTMENT OF FIRE & RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARTMENT OF TRANSPORTATION HEALTH DEPARTMENT INDEX TO SHEETS 1EET # LATEST REVISION DATE CONTENTS OF SHEET C-1 07-27-22 COVER SHEET C-tA SPECIAL USE PERMIT AND ZMA PROFFERS C-1B MODIFIED APPLICATION PLAN C-2 07-27-22 EXISTING CONDITIONS & DEMOLITION PLAN C-3 07-27-22 EROSION & SEDIMENT CONTROL - PHASE I C-4 07-27-22 EROSION & SEDIMENT CONTROL - PHASE II C- 5 07-27-22 EROSION &SEDIMENT CONTROL NARRATIVE C-5A 07-27-22 EROSION & SEDIMENT CONTROL DETAILS C- 5B 07-27-22 EROSION &SEDIMENT CONTROL DETAILS C-6 07-27-22 GRADING PLAN C-6A 07-27-22 GRADING PLAN C-6B 07-27-22 GRADING PLAN C-6C 07-27-22 GRADING PLAN C-6D 07-27-22 DRAINAGE STRUCTURE SUMMARY C-7 07-27-22 HYDRAULICS C-8 07-27-22 SWM COMPLIANCE - PRE -DEVELOPMENT CONDITION C-9 07-27-22 SWM COMPLIANCE - POST -DEVELOPMENT CONDITION C-10 07-27-22 SWM COMPLIANCE CALCULATIONS - SECTION 1 C-10A 07-27-22 SWM COMPLIANCE CALCULATIONS - SECTION 2 C-11 07-27-22 CBPA COMPLIANCE PLAN C-11A 07-27-22 CBPA COMPLIANCE CALCULATIONS C-12 07-27-22 BIO-RETENTION FILTERS C-12A 07-27-22 BIO-RETENTION FILTER LANDSCAPING C-13 07-27-22 POLLUTION PREVENTION PLAN O O It j C CC)r- U ZW O Q)E W ��� CW Z ors. U � c O d Z mo a� .'4 1 W W ) O O� N W gib^ 3 G-t 6 cK 0 P4 N N0 Q�y)t O tV �0�y a o QI '3 c d E d o� �_p,LT H 0 w T c 13RIAN C. MftCHELL 1 II o Lic. No. 035724 0712712022 r FVS/ONALENG\ `a 110 C c 0 U t� c L 00 v 3 q 0 \c (J `0 � N c [� 0o lC�l 0 U v o (� "y W n d O � d s c •�, REVISIONS DATE ITEM we 05/18/22 PER COMMENTS d 07/27/22 PER COMMENTS N to 0) c 3 H 0 0 0 n r DATE 01-20- '022 SCALE c 3 O PROJECT MANAGER BRL4N C. 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' ` \ WATER. TRUCK I► � l i �' - ''------ TO SUPPLY 100 00 WA: 110 xrTE WASH AREA\`\ '0WC: /WASH CLEANUP AREA ` \ ` ` \ I VY� r VEHICLE WASH AREA \ \\ 1 -PW:-"STORAGE OF CONSTRUCTION PRODUCT & WASTY `z:. SC: SPILL CONTAINMENT KIT _/ `\ X HW: PORTABLETOILET &'HAZARDOUS -WASTE DISPOSP FM: FUELING & MAINTENANCE 1 /' ------------'' \1 t.t{.f,.l '1 1 5' BREAK II THE --SILT FENCE, ' WITH STONE It I If 00 Go Cc ' 1 1 ------ — /,p CP CID 6) CS) CIDa' f CRITICAL SLOPE GRAPHIC SCALE — PRESERVED +oo 0 50 100 20 — MANAGED (IN FEET ) P 1 inch = 100 ft. 0 0 LO / �j N O U) v Z � d' U O C: W Z �;: �XII �� U �r ' � /� ­4 0)0 Z w III P O W �e ,04 �1 N 1 y ado C a, CO 04 U O N O � a ° 0 c E rn ��pLT H p c c p � o BRIAN C. MI CHELL o Llc. No, 035724 0712712022 L 'FSS/ONALENC'\ a 110) c '�I U c O W .. t 0 q CAI G Ice) ro- r ti N q 0 O a a U 0 T ` v U Wco O L N ` o. REVISIONS DATE ITEM w` 05/1819?2 PER COMMENTS 0712712E PER COMMENTS rn c 3 0 1= a 2 DATE 01-20-2022 r SCALE c AS SHOWN o r PROJECT MANAGER BRUN C. MITCHELL, P.E. rn v DESIGNED BY BCM / LEN r CHECKED BY � c 0 PROD.,¢' c 20140065 3 0 SHEET # C - 3 t O O lfJ C\2 CC)r U O�^ U) a� ce)co 0 o CO U b.0w U is •� or- c �0 CAS ado a. �••1 00 (L) O 0 u O 4 a O 2 ZD Y Q rn c c c W 4) Vl N N c 3 F- N N O N G BRIAN C. MI CHELL o Lic. No. 035724 d I, 0712712022 r FFSSIONALENG\ a c c O U C O n+ 0., � o r O � N 0 W q� ti �N q 0 4 U O W �o m DATE REVISIONS 01-20-2022 Nait+uu 1 "=100' C 0 PROJECT MANAGER BRUN C. MITCHELL, P.E. rn .N v DESIGNED BY BCM / LEN r CHECKED BY a c 0 c .3 PROJ.# 20140065 0 =4i, 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 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 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 WEL AS SEDIMENT TRAPS 1, AND 2. 7. INSTALL ALL TREE PROTECTION AND SILT FENCE 8. CONTRACTOR SHALL CLEAR SEDIMENT TRAPS I - 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 11. 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. 0 C N O 00 U O�^Q) oo m U -- V 4 U �r •N �i � O � P ado a, rl O O 0u O 10 a BRIAN C. MISCHELI Llc, No, 035724 i rO v � q NO O DATE 0712712022 P4 REVISIONS O Sk rd C) r� i 0 W 01-20-2022 J SCALE c AS SHOWN o r PROJECT MANAGER BRUN C. MITCHELL, P.E. rn v DESIGNED BY BCM / LEN r 201 SHEET # C - 5 e r at (^SZi,Ze�e` ..� �� ���J�S���@�z���0 r ne �( iI a • I e� s/ e I• r• s e.I e i e. STONE CONSTSUC-Wr. ACCESS ASPHALT PAVED WASHRACK EXISTING 2% 2% PAVEMENT 2% 12' MIN.• ` _ I 'MUST EXTEND fLL YIiF �`POSITIVE DRAINAGE l OF INGRESS AN E.,3E:�5 TO SEDIMENT OPERATION 1 TRAPPING DEVICE 12' MIN, POSITIVE DRNNAGC 2% TO SEDIMENT TRAPPING DEVICE FILTCR ..LO II SECTION A -A I f to 1 w 1 dm a I m 4 nwwwun is er 1(f 1 mch nn . t t e ms'fa8e rrth nwww m 1 inch L BcocA hntoff aah-e -n hvls a wash hose mdl a di'Imeta of 15 inches for adequate PD 9 I .. l Wash lu 'a I I' C OII t IN prep Ile a..h Patel llll.r be Mlle( v,;q' Lmu The enhance to an Ippioi ed setthu arel to ranoe e : e(Wumt. A8 : eduueut shall be pi evelded from atemig stollil (haw:'. Latches Or W aNIC011l'Res. PAVED WASH RACK PIPE OUTLET CONDITIONS oP A A 3.18 IPE OUTTST TO FLAT JRF.A TIM NO DBrIN® RANNEL I I I ® •� . . . . rx I .• \ •-• (� IyIII - - - 1 _ - ��.ta��•. g 11111=►� 11 1 ,. --lll�r r0•0.0.0.�.�e�.�.�.�.�. I•1•1•�1�•�♦�1�•�1� ��e�. ?�. 1i I•iiiK iii♦ii♦iiiiiii �•�.� • • .� 4�1�•1 114�d1�•�•�•�•�•�♦14�4 •••♦• 44.14.1•••d14.14• I I IF � r x reP••14•d1•••1♦.•••• I�•rd1.1 gel, - r.>• - .•V A k av � ITZ i - 1 I ♦ �11�1 4, L, 1 � i 1 • - C - •11 1 1 I I ••I • of •- 1. 1 I • I JDUREl Seeptea from Distudwass of Sirm, mail hisifte fift Sualwa let Sedissi CODEFOLYS, ITBBC rl- a.a-z VDOT Raw AND BRIDGE SIANDORDS Slues,rd set Rod VA DENG ROCK CHECK DAM c0 IP SILT FENCE DROP INLET 3.20 3.07 PROTECTION 2 ACRES OR LESS OF DRAINAGE AREA: 2 x 4• WOOD FRAME now 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 STABILIZATION NAY WY BE USED N CONIIIINCTION WITH STANDARD ay EC-1 EROSENJ CONTROL STONE AT OUTLET END OF PPE. \ I I \ 3'OVERLM l BETWEEN ROLES } OANCS OR PINT ENTRENCH EDGES ES OF OF RATE.S 6" I * 8d CHECK SLOT 251D.C. I *TRANSVERSE CLOSED CHECK SLOT 1'-T' Ie+ TO B" �..�-S" OVERLAP IL'N )tin `E"5" TD B" 'TRMHSVERSE CHECK SLOT TO BE # \ THE Y�/AGTUREWSORDANCE REECOQUEN ATwN FOR PREFERRED HST&LATKIN. * TRANSVERSE OPEN CHECK SLOT V DITCH NOTES: 1. STAKES SHALL BE WOOD OR MET& AS RECOMMENDED BY THE MAM)FACIURER AND SHILL BE A Ma" OF 12" IN LENGTH. IN SANDY SOLS NET& STAKES A NNMIAI OF S" N LENGTH SHALL BE USED. ~ T. SOL STABILIZATION MAT TYPE AND B ARE TO BE N ACCORDANCE WITH THE APPROVED PRODUCTS LET. 3. SOIL STABLIZA71N MAT SHOULD BE INSTALLED TO THE SHOULDER BREAK POINT OR EXISTING ORO/D r THEN EMBEDDED a". MATERIAL ON BOTH SIDES OF THE ARCH SHALL BE INSTALLED 10 THE SAMETtt=! ELEVATIOILS. 4. IF MORE THAN 3 LINES OF MATERIAL IRE REOLF ED PARALLEL TO THE t a THE DITCH, MATERIAL SHALL BE N91&LED PERPENDICULAR TO THE CENTER LINEOF THE DITCH, STARTING AT THE LOWEST ILELEVATIN DITCH. OF THE UPSTREAM AND DOWNSTREAM TERMINAL 5. FOR SOURCES OF APPROVED MATERIALS SEE Vlore APPROVED PRODUCTS LET FOR ST'D. EC-3, TYPE A OR S. REFEREE SOIL STABILIZATION MAT DITCH INSTALLATION TYPE A ORB `VDOT ROAD AND HEETO REYExN GATE I OF SLEET OF J T44 ins 'K, 03 VRRNA DEPARTMENT OF TRANSPORTATION 6" BEND FOR 4%4" DOWNSPOUTS CONCRETE SPLASH BLOCK FINISHED GROUND BUILDING WALL TYPICAL SPLASH BLOCK DETAIL NOT TO SCALE CROP Auer WITH GRATE J� PERSPECTIVE VIEWS ELEVATION OF STAKE AND FABRIC ORIENTATION DETAIL A �- SPECIFIC APPLICATION I RIPRAP THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER PLATE 3.20-1 THAN 59) WHERE THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING T 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 Control Planning and Design Manual, 1988 PLATE 3.07-1 DD TEMPORARY DIVERSION DIKE 3.09 1 Compacted Soil 18" min. 1 1 Area to be protected Flow SOURCE: VA. DSWC 4.5' min. PLATE 3.09- SOURCE: VA. DSWC PLATE. 3.13-2 r 1W . �. •i gvlt��l t � ♦I• •y E� wdi 1�I,���•l, _ • -v. IOU!=0ru �e 1111111 `1111I _IlllllMp� IIIl �IIIIII r =�11 =1 .x SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLJCABLE AT CURB INLETS WHERE PENDING IN FRONT OF THE STRUCTURE IS NOT UKELY TO CAUSE INCONVENIENCE OR DAM4GE TO ADJACENT STRUCTURES AND UNPROTECTED ARIAS. • GRAVEL SLIM BE VDOT 13, 1357 OR 5 COARSE AGGREGUE. 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 Core Lawn Tall Faael 95-100% (Commercid or Residential) Perennial Lg��t Kentucky egrom 0-5% TOTAL175-200 Ile. Hiah Maintenance Lawn Tall Fescuel TOTAL 200-250 lbs. Tail Fescue 128 lbs. General Slope (1-1 or lea) Red Top Grass or Creeping Red Fescue Seaeand Nurse Crop2 2 lbs. 20 lbs TOTAL: 1 Tall Feectiel 108 Its. Low -Maintenance Slope Top Creeping Red T (kass a h Red Fescue 2 bee. (Steeper than 3:1) Seasonal Nurse Crop 2 20 Ibs. Crownvetch3 20 Ibs. TOTAL' 150 Ile. 1 - When selecting varities of turfgrass, use the Virginia Crop Improvement Association (VCIA) recommended turfgrass variety list. Quality seed will bear a lable indicating that they ore approved by VCIA. A current turgfgress variety list Is available at the local County Extenstion office or through VCIA at 8G4-746-4884 or at http://sudon,cee&vLeduAtmi/Turf/tu ublications2.Uml 2 - Use seasonal nurse crop in accordance with seeding dates as stated below: February 16th through April ................................................... Annual Rya 1 Foxtail Millet May let through August 5th .. ............ .... ............ .... ........ 9 9 Annual R August 16th through October ................................................. 9 9ye November through February 15th .............................................Winter Rya 3 - Substitute Sericea le edeza for Crownvetch east of Forrnville Va. Ma sP (May through September use hulled Sericea, all other periods, use unhulled Sericea). If Flat ea is used in rate to 30 Ibs sae. If Weeping Lo sass to used D / D 9 Ve9 Include in an el of low maintenance mixture cluing warmer seeding periods, Y We 9 9 Increase to 30 - 40 SOURCE VA DSWC SILT FENCE CULVERT INLET clP PROTECTION 3.08 E/DwNL msrAAKr a s' MNMNII v now D mWMD I r AI NMEM FLOW OPTIONAL STONE COMBINATION** yy JeLt/�w' .V.we�el'•.�t1 R Y� EZ-AA 1e HOOT A 11357. /s, /se aR /57 COURSE AGOMEG4TE ro REPLACE sus iE1YCE N ' IDRaESHDE 'MIEN Lsml HELOCLIY aF FIDw E ENPECIED SOURCE.' ADAPTED From MT Standard Sheets and Va. DSWC PLATE 3.08-1 TEMPORARY SEDIMENT BASIN TABLE 3.31-C TEMPORARY SEEDING PLANT MATERIALS, SEEDING RATES, AND DATES SEEDING RATE NORTH b SOUTHb PLANT 3/1 5/1 8/15 2/15 5/1 9/1 SPECIES CHARACTERISTICS Acre 1000 ftz to to to to to W 4/30 8/15 11/1 4/30 9/1 11/15 OAT(A 3 bu. (up to 100 Ibe., 2 Ibe. x - - X - - Use spring varieties (e.g. Noble). o sauw) not lase than 50 Ibe) RyEd 2 be. (up to 110 Ibe, 2.5 lbs. x - x x - x Use for late fail seedinga, winter (Saoob oerod•) not lea than 50 Ibe) cows. tolerates cold and low moiaWre. GERMAN RYEGRASS 50 lbs. approx. 1 lbs. - x - - % - Warm -anon annual. Oise at fiat (suada paiMe) frost m May be added to summer mixes. c ANNUAL RYEGRASS 60 lbs. 1 i4 lbs. % - x % - x May be added in mixes. Will Y Nm multl-flwm t� ) mow ml of mesl Mande. WEEPING 15 lbs. 5 Yt ozs. - x - - % - Wann-anon perennial. May dopes bunch. Tolerathot dry LOVEGRASS and acid, infertile sole May be (Emgroltis anula) added to mixes, KOREAN KOREA 25 lbs. approx. 1 $ Ibis % x - % X - Waml ssonal annual legue. mm LE SPEEZAc Tolerates admile. May be (L•assc �l�) • added to mixes. a 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 091 be planted between these dotes. SOURCE: VA OSWC SMALL EXCAVATED PIT ON UPPER SIDE OF STONE OUILET 10'x5'x2' DEEP FLOW ARROW ELEVATION VIEW STONE OUTLET DETAIL HIS SEDIMENT BASIN S CHEMA TI C ELEVATIONS DESIGN HIGH WATER LA25-YR. STORM ELEV.) 67 C.Y./ III - DRY a STORAGE 67 C.Y./ Ill WET STORAGE ■ lIII[ -------------------------------------- SEDIMENT CLEANOUT POINT (• TWET OO"/RAGE REDUCED SOURCE: VA. DSWC RISER CREST ELEV-436 DEWAlERING MICE BARREL PLATE. 3.14-2 BASIN # DRAIN AREA WET STOR. VOL. REQ D. WET STOR. VOL. ELEV. WET STOR. VOL. PROV. DRY STOR. VOL. REQ 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-i/4x1-1/4 x1 4 ANGLE OUTFALL BARREL OUTFALL BARREL OUTFALL BARREL OUTFALL BARREL ANT7-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 J �Ilfi \ I / QI 3 C c d d Ol ��pLT H 0 > T C U 5y BRIAN C. NIII`CHELL II cc Lic. No. 035724 0712712022 r FFSS/ONALENG\ `IL m C a) m c O ~ Z •c q Q1 O (7 (71 G 3. M O �i ti 0 V � r L. ^Y O ' ., CO Li c [� 0O U L� O O U O (� W O a N Oy a) wr N REVISIONS DATE ITEM we 05118122 PER COMMENTS ; 07/27/22 PER COMMENTS u! C C 3 0 0 0 n r DATE 01-20-2'022 rn SCALE c NOT TO SCALE 0 LC m PROJECT MANAGER BRL4N C. MITCHELL, P.E. rn In v DESIGNED BY BCM / LEN r a CHECKED BY c 0 c PROJ.# 201400, a 0 ° SHEET III ` 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 ft Bottom W = 22 ft Wet Depth = 3.0 ft Dry Depth = 2.0 ft Wet Volume Actual 4308 cf Dry Volume Actual 4592 lcf 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 ft 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 ST- 1 ;�50' � /iiii// / //ii'i/ii/i' /'�'�i'//': '�'• i �'� Iklk 01, !-4- I I I I III ,,i-I-, �Iiii'r ri ST-2 iJ��/I VV I �--- I IIII I 1 1 IIII I IIIIII�II IIIIIII111 �� ` __ \`\ \` I IIII II I IIII III it%, - �Iiii�Iilililiiillil'v`1l \1 IIIII II1I�1IIII III I I I 1\ \ \ ST-2 ;�50' II1"II,I 1 I" \ _ it IIIJI11 I \\ \\ \``� ``--- JIJill 1111/ J/ llll1IIII11111 Ji/11II1l 111 11/JI IIII I IJ11 11111J I1 / I I fill llJ`\ I\iIt r'C'J '\\\`-,--'----- 1111111111111111 /III 111 IIIII 11l ll 111\`\\ \ \ \ \ \ -'-__- - IIII11111I1111111111 `�`\\`\` y 11111111111111 /IIIIII /(IIIIII II IIII`\` _----_____ --- - //,/1111111I//IIII/11/Illlllll 1 11 1 �`\ --_ - - - - - - /, l/ /, I l l IIII IIII 1 1 1 1l l l l l l 1 !////,//l IIII IIII 111 1111111 1 , 1 ---------- ------- --- _ ////,//,l////111111111111 1 - - - -- - - - - - - - - - -------------- ST-3 --- -- ------ --- 460- ------------ I IIIII I � 55 ``-`-- ---------- if I 1 ST- 3 1 CALE 50' ST- 4 1 C-4,50' Silt Trap 5 Area= 2.46 acres Wet Volume Req'd 4450 cf 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 ft Side Slopes= 2 :1 Bottom Elev = 499.0 To Width= 43.0 Top Length= 66.0 Silt Trap M 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 lcf Dry Volume Actual 4868 lcf Stone Outlet L = 16 Ift Side Slopes= 2 :1 Bottom Elev 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 ft Wet Depth = 3.0 ft Dry Depth = 2.0 ft Wet Volume Actual 4968 cf Dry Volume Actual 5152 lcf Stone Outlet L = 16 Ift Side Slopes = 2 :1 Bottom Elev = 420.0 Top Width= 44.0 Top Length= 68.0 -43 ST- 5 SCALE 50' M�=-- 1111111� r r r 1 1 \ I I I / I I SCALE ST- 6 1 1=50' / 1 1 1 1 1 1 1\ \ 11 1 1 1 1\\\ 1 1 1 1 1 1\\\ \ LE ST- 7 1 '50' O O ►0 CQ co 0 CC)r U Z_ w O W � C:LU Z rU-I 'ifs. U Zurj VJUl LLI W " co 0N) O-44 W :b ^ 3 QI �y M H a N (n '� o W0 N �00 U r:210 �y�y QI �3 c m E d rn LT H �tp 0 w T BRIAN C. MIll`CHELL I II o Lic. No. 035724 0712712022 r FFSS/0 'lE r110 `a C c 0 }_ U N o [q - 1 0 r r, W 0 co vl ° c [� 00 U try C O U ` ' (� "y W o 0 d I! w s �I c REVISIONS DATE ITEM we 05118122 PER COMMENTS 2) 07/27/22 PER COMMENTS M e c 3 H 0 0 0 n d DATE 01-20-2'022 SCALE c NOT TO SCALE o PROJECT MANAGER BRUN C. MITCHELL, P.E. rn v DESIGNED BY BCM / LEN r ° CHECKED BY c 0 c PROJ.# 20140065 ; ° 0 C 0 0 O O�^cu U •--4 CO UFO 0 NCO 0 U U �r •N �i O � m � ,S� O ��r �b�� ado a, CO (L) 0 OU I 0 4 a BRIAN C. MISCHELI Llc. No, 035724 qo_ 0712712022 i TO q NO O REVISIONS DATE O 2 a 01-20-2022 SCALE I" = 50' PROJECT MANAGER BRUN C. MITCHELL, P.E. DESIGNED BY BCM / LEN CHECKED BY PROJ.# 20140065 SHEET # C — 6 n P b N 4 ;�� n ti zz� ti y NORTH POINTE SUBDIVISION , Hy�� SECTION 2 — WPO PLANS Z Z o ro o P RIVANNA DISTRICT N w ALBEMARLE COUNTY, VIRCINIA %� N ti m GRADING PLAN . ASK US HOW Townes SITE ENGINEERING 1 Park West Circle, Suite 108 Midlothian, Virginia 23114 Phone:(804) 748-9011 Fax: (804) 748-2590 Company Website: www.cctownes.com This drawing and the design shown is the property of Townes Site Engineering the reproduction, copying, or other use of this drawing without their written consent is prohibited and any infringement will be subject to legal action. 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II i I ii 8 ' 4 V1 zz� ti y NORTH POINTE SUBDIVISION r�Townes SECTION 2 - WPO PLANS y"�N � z H \ z r RIVANNA DISTRICT a N w� SITE ENGINEERING ALBEMARLE COUNTY, VIRGINIA TM N 4 m 1 Park West Circle, Suite 108 r- Midlothian, Virginia 23114 GRADING PLAN r " Phone:(804) 748-9011 Fax: (804) 748-2590 ASK US HOW Company Website: www.cctownes.com This drawing and the design shown is the property of Townes Site Engineering the reproduction, copying, or other use of this drawing without their written consent is prohibited and any infringement will be subject to legal action. C 2022 Townes Site Engineering 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 = 489.00 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 = 493.75 VDOT DI-3B (12ft) 14 INV OUT = 486.36 15 RIM = 493.65 VDOT DI-3B (6ft) 16 INV OUT = 486.18 RIM = 493.65 17 14 INV IN = 485.90 VDOT DI-3A 16 INV IN = 485.90 18 INV OUT = 485.80 RIM = 490.19 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 208 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 = 479.74 RIM = 483.53 25 24 INV IN = 479.23 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 = 487.95 VDOT DROP INLET 3A, 3B, 3C 38 INV OUT = 478.46 RIM = 488.14 39 38 INV IN = 478.06 VDOT DI-3B (10ft) 40 INV OUT = 477.96 41 RIM = 484.89 VDOT DI-3C (6ft) 42 INV OUT = 479.19 RIM = 484.89 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 = 485.23 49 48 INV IN = 475.49 VDOT DI-3C (6ft) 50 INV OUT = 475.39 RIM = 485.23 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 = 464.97 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 = 472.68 73 72 INV IN = 453.86 DRNG M/H 76 INV OUT = 453.76 RIM = 472.32 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 = 468.50 VDOT DI-5 819 INV OUT = 465.00 RIM = 469.26 81D INV IN = 464.80 81 81B INV IN = 464.80 VDOT DI-3C (8ft) 81F INV IN = 464.80 82 INV OUT = 462.19 81E RIM = 470.14 VDOT DI-3B (8ft) 81F INV OUT = 466.19 81C RIM = 470.77 VDOT DI-3B (10ft) 81D INV OUT = 466.77 RIM = 469.21 83 82 INV IN = 461.79 VDOT DI-3C (8ft) 84 INV OUT = 461.68 RIM = 464.20 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 = 441.50 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 = 463.53 95 95B INV IN = 459.60 VDOT DI-3B (10ft) 96 INV OUT = 456.30 95A RIM = 469.49 VDOT DI-3B (10ft) 95B INV OUT = 465.50 RIM = 463.53 97 96 INV IN = 455.90 VDOT DI-3B (8ft) 98 INV OUT = 455.80 RIM = 458.98 99 98 INV IN = 454.99 VDOT DI-3A 100 INV OUT = 454.89 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 = 475.00 107 106 INV IN = 466.72 VDOT DI-3C (6ft) 108 INV OUT = 466.62 RIM = 475.21 109 109E INV IN = 469.22 VDOT DI-3B (6ft) 108 INV IN = 465.94 110 INV OUT = 465.84 109A RIM = 477.29 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-38 (8ft) 116 INV OUT = 466.28 RIM = 473.54 117 116 INV IN = 466.00 VDOT DI-38 (8ft) 118 INV OUT = 465.90 RIM = 471.44 119 118 INV IN = 465.49 VDOT DI-3A 120 INV OUT = 465.39 121 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 = 468.43 125 124 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-38 (8ft) 136 INV OUT = 454.24 RIM = 456.44 137 136 INV IN = 452.46 VDOT DI-3B (6ft) 138 INV OUT = 452.36 STRUCTURE TABLE Structure Name STRUCTURE DETAILS STRUCTURE DESCRIPTION 139 RIM = 453.09 VDOT DI-38 (6ft) 140 INV OUT = 446.05 RIM = 453.09 141 138 INV IN = 445.76 VDOT DI-3B (6ft) 140 INV IN = 445.77 142 INV OUT = 445.66 143 RIM = 458.00 VDOT DI-5 144 INV OUT = 454.50 RIM = 450.50 145 142 INV IN = 445.31 VDOT DI-5 144 INV IN = 445.31 146 INV OUT = 445.21 RIM = 447.86 147 146 INV IN = 443.86 VDOT DI-3C (6ft) 148 INV OUT = 443.76 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 = 449.94 RIM = 453.00 157 156 INV IN = 442.01 VDOT DI-3A 158 INV OUT = 441.91 RIM = 440.63 159 158 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 STIR 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 17 486.36 485.90 84.26' 0.55% 15 IN. CL. III RCP 16 15 17 486.18 485.90 40.00' 0.70% 15 IN. CL. III RCP 18 17 19 485.80 483.92 157.34' 1.19% 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 25 479.74 479.23 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 76.02' 1.00% 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 88.17' 1.00% 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 19.90, 1.00% 15 IN. CL. III RCP 81D 81C 81 466.77 464.80 104.17' 1.89% 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 898 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 95 465.50 459.60 121.03' 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 99 455.80 454.99 115.77' 0.70% 15 IN. CL. III RCP 100 99 101 454.89 435.92 167.55' 11.32% 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 1128 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 116 115 117 466.28 466.00 40.00' 0.70% 15 IN. CL. III RCP 118 117 119 465.90 465.49 58.96' 0.70% 15 IN. CL. III RCP 120 119 123 465.39 462.66 105.26' 2.59% 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 138 137 141 452.36 445.76 67.24' 9.81% 15 IN. CL. III RCP 140 139 141 446.05 445.77 40.00' 0.70% 15 IN. CL. III RCP 142 141 145 445.66 445.31 51.17' 0.70% 15 IN. CL. III RCP 144 143 145 454.50 445.31 129.30' 7.11% 15 IN. CL. III RCP 146 145 147 445.21 443.86 85.84' 1.57% 15 IN. CL. III RCP 148 147 149 443.76 425.58 224.31' 8.11% 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 155 449.94 443.41 122.60' 5.32% 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 158 157 159 441.91 436.34 163.96' 3.40% 15 IN. CL. III RCP 160 159 161 432.01 422.13 82.35' 12.00% 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. CL. III RCP 170 169 171 503.64 502.71 28.00' 3.31% 24 IN. CL. III RCP V♦Z �W C:W Z �W OW O O ILD CQ co 0 CC)r U Ono^U O r-I O co 0 IN U CO Cd U b.0- U � O ��r CIO G, et CO O a Q± U O a O rn c c c w Vl c 3 r N CA0 N c d E d c rn c c 0 v BRIAN C. NI CHELL o ,0 0712712022 r FFSS/ONALENG\ a Lic. No, 035724 -0 U c 0 of 3 o q 0 V � m 0 0 c 0 U frO 6,4 O U (� ` ' W q 0 a "y d m DATE REVISIONS 01-20-2022 Nait+uu " C 1 = 50' o r PROJECT MANAGER BRUN C. MITCHELL, P.E. rn .N v DESIGNED BY BCM / LEN r CHECKED BY 0 c 0 c PROJ.# 20140065 ; 0 O SHEET ,¢' C-6D ` \ II' -- _ _ •tea 'iL'' _ .-1 y� `:r6a _ fir`_ ar. .a ILA --- �1ll�1;',: / ;newcx-�- Mauw.vomOWMA-ft / .�i*rQ. a�yn�s. a�-:.af��.� rw,i���� r�� � a1 �✓n �i--"�sawuw«`' i I , I FNNW ` ►. oi iOR ; mi I'•Il II I eV�Q. `� `` - _ _ � ` I��I , ��\_.es�w..am-v+..eao,.x�m�xw'a'�"e'0'� n�g �� '�_ -�� ■ ��.i IT! 3 I I 1 I I� `•*ate_ Pa.�1 .\ -1`� I / / \ 1 1 - I I 1 I \ 45 44 /40 - _ / DA EX185 jjj so� / lP _ --------- ' r' '/Ekf �/ \ 0000 '' I - 000/ ' --- -- ' _ - --- DA EX187 00/ Ut xw D DA 122 / A 125 �r = q 9A ♦� _ f ' _-- DA 105 /------------ qL ` 1 1 -- --- ' i------- DA 109- X- - /------N DA 10 - / II i _ --- / �\' ---- i l i i i \ •\ 1 i` � i i i \ a � � % i�j /!/ �I Ili\\• \` 11 11 II � � � 1\ 1 I\\ \` i1 \• J I / 00 0 0 \�•- '' 0 0 7 r 0 ' o / \ 57 STRUCTURE WARUNOFF ACRES ^c^ I 0.73 0.35 3 0.25 0.66 5A 0.62 0.59 5 0.58 0.57 7 0.33 0.68 9 1.14 0.46 11 0.45 0.58 13 1.18 0.55 15 0.27 0.72 17 0.01 0.90 19 0.13 0.67 20A 0.00 0.00 21 0.87 0.47 23 0.82 0.59 25 0.54 1 0.66 27 0.41 0.71 29 0.00 0.00 31 0.00 0.00 33 0.00 0.00 37 0.75 0.62 39 0.47 0.58 41 0.09 0.77 43 0.33 0.57 45 0.48 0.58 47 0.27 0.52 49 0.32 0.69 51 0.16 0.75 53 0.00 0.00 59 61 63 67 0.72 0.48 69 1.81 0.42 71 1.51 0.41 73 0.00 0.00 77 0.00 0.00 78A 0.00 0.00 81A 0.33 0.52 81C 1.08 0.53 81E 0.56 0.53 81 0.63 0.51 83 0.55 0.66 85 0.13 0.58 89 91 95A 95 0.39 0.57 0.64 0.62 97 0.18 0.73 99 0.32 0.75 101 0.00 0.00 102A 0.00 0.00 102C 0.00 0.00 105 0.50 0.52 107 0.38 0.58 109A 0.26 0.53 109 0.13 0.76 111 0.17 0.51 112A 0.00 0.00 115 0.14 0.77 117 0.32 0.77 119 0.11 0.74 121 0.12 0.80 123 0.26 0.51 125 0.54 0.59 127 0.00 0.00 129 0.00 0.00 133 0.40 0.65 135 0.21 0.76 137 0.05 0.78 139 0.05 0.78 141 0.11 0.68 143 0.47 0.45 145 0.31 0.53 147 0.45 0.39 149 0.47 0.45 153 0.33 0.77 155C 0.42 0.70 155A 0.16 0.64 155 0.34 0.74 157 0.03 0.90 159 0.00 0.00 161 0.00 0.00 163 0.00 0.00 165 0.00 0.00 - 1 1 cA CID m `p cp CID CID 8g GRAPHIC SCALE 100 0 50 100 200 8 8c° i 811 9 1 9� (IN FEET ) 8 1 8 1 inch = 100 ft. 0 LO C Z � � U W of 3 W z4� C; x� U F� •N 0 -4 v ` z W a .i � Q,4) w O W O � rl N N CID /� M ado 3 ° a N o U O N O u \ a4 c ° 0 M116 QI •3 c E rn ��pLT H p c C p � o BRIAN C. MI CHELL o Llc. No, 035724 07/2712022 �FSS/ONALENG\ a C N 0 U ... �0111 co.. G � s � r I/ 'o ti 0 A O O C ^M 0 Oo �I c 0 U v O LV� a C O � 0 L rn ` REVISIONS DATE ITEM w` 05/1819?2 PER COMMENTS 07127122 PER COMMENTS a� eu c 3 0 a 2 CL DATE 01-20-2022 0 5 SCALE 1 CALE c o PROJECT MANAGER BRIAN C. MITCHELL, P.E. rn v DESIGNED BY BCM / LEN r CHECKED BY c 0 PROD.# c 20140065 3 � SHEET # Li \ ` O ist -C mom 1 ----AlYAji a - - �_ /hall J \ \\goo �i V I I �Pe'L \ j ❑ \ ---/- - \ \ I \ I I 1 / 1 / / - \\ \ a/ I I I a \ J -_ -, `--------------/ \ L \ - - --- / - \ \ \ i \ ' - 4f / \ \ \ \ \ /Ill / /,/(/ / / / \ \ / \ \ J I \ / � l l r � ` �,-, __- / IN, I l / / r l / / ,-r / / x / ' cs \ - / / -I \ 1 1 \ I I I �``--- \ 1 f / / / \ \ / III 1 I// � \ � - I II l l 4fr 1� I I I I I\T I /❑'r y am \ I / / / \ 1 J ; ;; \\\\\'\ \\ ❑- -- / \ / I\ \ \ /' \ I / / / I I / \ ---- ,-'' (��� ---- - N / \ 1 \ i /'' -----, \ - ,Ij, /I r '/ I�/ JI fI\�❑ / � % lIll I(I I II 'Pltl�- --`- \ JEV\ ITb 4P\ ! 2�.124 \/ � 1 % I I I � ^` � `� � __ \ \ _/ / `\ ` \\ .c � � I � •r / , / r_- t 1 \\ i \ / `\ \ \ \ \\ \\ \ \\ \\ __- J 6.82 � L__ % \\ \\ \ \\ \\ ,J J \I \ \ � l I �� � I I ' I 1 / % /' / - _ - _ �� _ `_�` �_\ \\ � � _ � \ � -�;-: �� •• �l I j I I �I / � � I �` O � / J ✓ /.�- I / , / \ \ •• \\\\ \ \ \ \\ \ \\ ' / I � \ \ \ \ \ /' - 1 \ ' \�' i ♦ I ' I II ' I - - - _ `_ _� `\ � _,' ,/ \` ` -= � - I I I I I ���, / / � / / 1 \1 \ \ I \\\\ \\ \\\\ �\ \\ // I I 1 `1 � � I , _ �/ ,/ �' - -��\ 1 \ ___ l / , / / , , _ ,/ / / _ - - - \ _ i I I I II I I• "` / / 1 Q I I \ \ \ I I I I / ' 1 I✓Irl \ \ / l - ' r ' ii i'''''i' \ - _ _ ,� � / 'i i I I I � / \ p1 ' I i \\ I\ \\\ 7 IN 't 1/ /- r' it ` I \__ ,. _-� - - ?•[v:•{vi:: \ ,, i, � , I /ems - --- / / / , / , \ \ \ / / \ I / / 1 1 \\\ �\ __ __- �` __- 1`__ PO NT ,i /i--_ -- _i-__ ___ _ __ / , , ' ,' / 1®__a /" � • 1 ' / ' , � _ .I � I � � I \\ 1 � � � � 1 � � \\\\ � \ 'ANALYSIS ''' INT to i . 00 - \ \ \ \ ♦ �. / , . ,�--00_ '----- \ \ \.__ \ \ , , 11 I I \ \ \I - \ / , I ' � ---- Jam. , \ \ \ \ \ 1 � \ \ \ \ \ \ \ I I / \`111 t" . •'-- ' I ; ; 1♦ ' - -�61 � .% \ \ I .\\\ k h,Ip41V' N�q R 0 0 0 t� 0 �T o D 0 0 0 00� 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �• O 0 0 0 0 0 0 0-d o 0 0 a Dom• ° o 0 O 7. ° O\ o; ° q ° a ° 0� o o 0 ° o c o AP Acres 5 2.31 6 14.10 7 1.83 8 0.72 9 17.18 10 2.90 11 2.34 12 3.55 \\\ \\ /,i'-'----__-'' / I 1 I I I IA AWN',, \ II 1 \ ` \ / / I I , I \ I 1 1l 11 \ \\ ' '1 I / ` \ \ OI 1 \` `_�� / / / I I 1 \1\\\I I\1 I \1 \\ 1\\ / / /l /I 1 I �I I 11 \ 1111 pll \\ \ _ ' 1 / �///// 1 /; __-__________ FFF \ / / \ \ / // l l 1 I 1 1 I I 1 I I , 1 1 1 1 e� O \ \ / ----- l l l I I l III 1 1 1 I li' I I I I I I \ 1 111 ♦ - ,ei .� l / \I 1 II I I � ,/ ' I I I I I II 1 \ \ \ /- i' % l L / � (�/ PPP1\ I 1 1 I \ 1 / O I 1 I I III /O b/ \ I\I III \ ,1� { \\\\ \ \ 1 I I ) /- i' �`� i ' / l / i \ i / l l 1 \\\\ \\�\ - / '-i P'PI 1 i / `� i / Ill \ �� 0mY H<'/� ❑�,i / _ y ' /017NT, 112,/ `\\\ \I �.' % "7 n3`\'`❑cYSIS II CIDVCIP / / _''' __'__- �'• \ ' I / dD (P o000 o by I CID o\ �°0/ 0 -� �c9' 0 8 000pOo rm, i 1 II / / '• /\\\ ° •` I ° /' °° - \ \ 1 I ; (; GRAPHIC SCALE V ° O ° O O ° °� pp O °° �� \ \\�a 1 1 1 II ' I 1 /'" __` ° ° O° \\\ \\ �\\1 1111\ 1\ \-\ \ /' / e ' 150 0 75 150 300 \ O o°° \ ,` \\ \ ` \ \ / \ ( IN FEET ) 0 \ - / \ � � � / \\\\ \\ \ � �' ¢'- ❑ 1 inch = 150 1t. 20160290 NP-SECTA Typell24J+r 2-Yw FaiMtl-J.62• 20160290 NP-SECTA Tyh Y24Jn 10.Yev FaiMtl-S I6• 20160290 NP-SECTA rype11241,r 1MYxrFanitl-A.85" 20160290 NP-SECTA Tehh&H24Jn 2-Year ReWe 67 2016a290 NP-SECTA TypeH24-hr 10.YwFaiMtl-S I6• 20160290 NP-SECTA TY H241,r 1MYxrFanitl-A.85- 20160290 NP-SECTA TVe1124M 2-YearFan'1 -462• 2016a290 NP-SECTA npeH24Jn 10.YxrftaiMtl-S I6• 20160290 NP-SECTA TY H241,r 1MYwAwMZ4.0' PreparesEy HP Inc. PN,1M lVlWO18 v 14 XMmCPO S+Twe Paoelfi Preper�Ey HP Inc. Pr.'Diwo18 XMmCPOW1a061]Yn new0 M14 XMmCeD S+Mae Paoe48 Prepawl W HP Inc. Pr.'Diwote v 14 MNmCPO S+Mae Pace. Preper�Ey HP Ina PtlnYO 1N18 a v 4HNmG09Mwae ne17 Prepares W HP Inc. Pr. tb16R018 HvdhaO100613 Hn06]56 ®ID14 XMmCPO S+Mre Paoe 50 Prepawl W HP Inc. Pr. t116R016 v 14 MNmCPO S+Mae PmaN Prepares W HP Inc. Pr.'Diwo18 HMmCA1eaID013 Yn06356 ®ID14 MN,oCP090nwe Paean Prepares W HP Inc. Pn. 12116MI8 XMmCP0A1a061]Yn06]56 ®ID14 XMmCPO S+Mae Pane 51 Preparad W HP Inc. Pr.'Diwo18 v 14 XMmCPO S+Twe PaoeM Summary for Subcmchment Peat: PredevMl SumeneWf er Subcmchment Peat: PeedevMl Summary for Subcmchment Peat: pull APl Summary for Subcmchmem Pre3: Predev AP3 Summary for Subcalchment Pre3: Peedev AP3 Summary for Subcmchment Pee: Peede, AP3 Summary for Subcmchment Peai: Peedev AP4 Summary for Subcmchment Pre4: Pardee AP4 Summary for Subce lchment Piri. Peedev AP4 Ranch = 5u de o8 12,41 Ma, Whew- 0&6 of UMn= 0.46' Ranch = 2283 cfe@ 12.35 Ma, V61ure= 2.3 of Deal 136' Rumfl = 7059[Rry 12.Uhm V61urc= ].TJSat Dal 3.7P Ru. = 12.57de 0; 12.11 rim, Volume- 1.136 at Cech-"54' IWmfl = 34.21c6@ 12 ahm V61um= 3.153af UMn= 15Y eWmfl = 12530cfaa 12.08hm V61urc= h,.., Deal 3.W Rumfl = 5UchhO 12.22hm V61ure= O.. of owl oer Ranch = 22.16[Rry 12.18hm V61ure= 2.ra`iat URm- 1AY Ranch = 65A1chea 12.16hm V61urc= 5.350 of Deal 3BY Rurca By SCS TR�M meNM, UH=SCS, wc9Me0.CN Tme Spam 50}1MDO M1rs, Eh D W M1rs Ranch SCS TR-M-MW, UH=SCS, Wc9Me0.CH, Tme Sp°m 50}120.W M1rs, Eh 003 M1rs Rurcfl W SCS TR�M meMM, UH=6CS, Wc9Me0.CN, Tme Spam 50}120.W M1rs, Eh 005 h,s Rurca Ey SC3 0naMo], UH=6CS,whig C14.T SWnzoM1200]MgIX 005M Rurcfl W SCS TRAM-MM, UH=SCS, Wc9Me0.CH, Tme Spam 5 a 120.W M1rs, Eh ODo M1rs Rurcfl W SCS TRAM meMM, UH=SCS, Wc9Me0.CN, Tme Spam 5 a 120.W M1rs, Eh O05 hrs Rurcfl W SCS TRAM meMM, UH=SCS, Wc9Me0.CN, Tme Spam 50}12D Do M, Ek 006 M1rs Rurcfl try SCS TRAM-MM, UH=SCS, Wc9Me0.CH, Tme Spero 5 W1MDO M1rs, Eh 0M M1rs Rurcfl W SCS TRAM meMM, UH=6CS, Wc9Me0.CH, Tme Spam 5 a 120.W M1rs, Eh 003 M1rs Type II24hr 2-Year Wi,MR-36T Typen., 10.Year RaincalIS Tyle II24hr 100.YarfhawalhAW Type 112 a2-Year RainWl=382• Type II2q-I,r 1.ReinkIFS40• Type II 24hr 100.Yar RahwlAW Type 112Mr 2-Year Winkle-36T Type I12Mr 10.Year ReihcaFS40• Type II 24hr 100.Ydr RawahA W Alm (a[) CN Cemio4a, Pm la[) CN Am 05 PwBlA 05 6MM 05 605 Am (a[) 05 691 05 1580] 55 Ww]s,Gm1, XSGB 1580] 55 wt, HSGB 80wt,H5GB "L WMM, HSGB wm, HGB wm, HSGB 99wm, HSGB wm, HGB wm, XSGB 83M 61 PUWldweaelaMlrenoe Goal H5G0 93M 61 PUWmwegeMhanoe Goof HGGR 83M 61 PaeotdmegecWmce GmI H. 8 fa0.0 81 P-1 maalaMhance GwE N5G5 16§M 61 POWmbegVM4anoe,o.nd H.13 16M 61 PUWmwaulaMnanoe G.nd H.13 aB30 61 POWmbeg canoe. ocnd HBGR BBW 61 PUWmweglaMJ-oh Goof. HGGR Be. 61 PUWmhorn-aMlrh-Goad HSG13 25.1A 5] WepM1bOAwn9e 25.1A 5] WepM1bOAw,e9a 251A 5, WepM1bOAme9e 251N % WegM1kCAwn9a 25TI0 9d WepM1bOAw,e9a 25.TI0 4d WepM1bOAwn9e 16.BA 58 WephbOAme9e 16.BA SB WepM1bOAw,e9a 16BA SB WepM1bOAwne, ..1.1..W%Pery .Are. 25.120 1ca.W%PervweNea 25.120 100W%P .Ma 26.ne Iaoca%nN ear ea 25.1N 100.00%.. Nea Porviuu 25.1N 1..W%a.. 18820 ImOY16Pery .. 20 1881ca.W%.. Nea 18.fi2o 100W%Perviuua Area Tc LI= Bgo Vdociy C"'12) 0mviplic^ ene 1IM MA1 IM1iec1 dal Tc LeryN 9Fgo Vdocly CeP[RJ OmviOhn 1IM MA1 IMec1 dal Tc LeryN Scon VMouv' Cemce 0wiP1in 1IM IM1iec1 dal Tc LaryN 8kpo VeWhy Chan ily Cawip46n Ikel NA Nmc1 (N Tc LaryN woun VMoup' CemcRJ Omiinon Iminl ttMl MAII Mhec1 Idol Tc LeryN Scon Wouv' CeP[M 0eaviinen 1IM MA1 IM1iec1 dsl Tc LeryN 8kq VMocav ChahR 0awihhn Iminl 1IM1 INRI IM1iec1 Idol Tc LeryN woun Vdocly ChahR Deaviinen InttMl MAII IMec1 Idol Tc LeryN 8kq VMocav ChahR Deaviinen In1IM1 MAII IM1iec1 Idol 28.] 9W 0.P,50 .17 Sleet Fbv, an. 28.] 9W 0.P,50 D.i7 SM1ee[F ,3heMov AM 28] SW 0.AM M SM1ee[Fbv, 3h. 10B AV 0.1203 OA6 ShM FIw, 3haeMoe 10B SW 0.M DA9 .. Fbv, 3heellbv 10B 9W 0.M DA9 a. Fbv, 3heeNov TI.O 9W 0.ica0 OR SM1ee .,3heMw 1T.0 SW 0.1Ca0 O SIeN Fbv, 3h. 1T➢ SW 0.M OR .Fbv, 3heeNov Wmrk'. IIOM uMeM,sh n=010] F1=SBT .IIOM undehush n=0405 M=3eT Wmh IIOMehehush n-0103 F2 oC2' Grim: SM1ad n-0150 PL3BT Gmss:5hm1 n-0160 PY-36P Gross: Shan n-111. PY-36P .-Dame n-0240 P2=3W7 Gress: Dame n-02. P2=362• Gress: Da- n-0240 P2=38T 2. 1. 0U140 083 Stellate CMmM9MU Foe. ShWIM CpeemaleO Flox 20 1. 0U140 083 Sol CpImOV81ad Fh';, Shallow CmreaaMa Flw 20 1. 0U140 D83 BMMOy,CO,ImOV81aU Fbe. ShaIMW CgeanuMa Flow 07 1W 0. 2W BhelbaCnpanbeUE Flo SIWow Ca,mn4ette n] 1..2. 2. Shallow ConnmVaMdRave .H.Covahow&aY 0.7 1... 2. Sea= ConmmMed FMe, mlall°e CpeaMnttJ 10 1. 0.1. 1]3 BN ConmcVeMUShellOWCq,aYn dFIM 10 1..12DO 1]3 SMIIoe Cmeenachad Roe. 8halcha CgeslNettL Fane 10 1. 01. 1]3 SMII- Con... Roe. M.U. Cpea.d Flow SMIGnn.aaaa K-70rys SMt W'en Pealum KwiOtya SlatGnnchabah K-70ha Wandlnd Kv=50Ne Woodland K-50pe Woodland Kv=50pa W6omanc Kv=50pa Wootllanc Kv=50pa Woodland K-50pa 42 1,183 OeX0 48B a.W Channel Flov,, Channel Fba 42 1,183 OONA 48B 6B8 Channel Flom Channel Fow 42 1,183 ORNA 4.88 aW Channel Flov,, Channel Foa 3B 1,30 OCW3 5W 1542 Channel Flow, Channel Him 3.B 1,3W Oeae 5. 1112 Channel Flow,Claea Fow 3B 1,3W OU.'AAD SW t542 Channel Flow, CM1anW Fba 45 1,061 D.1000 38e 41 Channel Flow, Chanel Fba 45 1,061 D.tcW 3w 41 Channel Floe, Chanel Foa 45 1,061 D.1000 38e 4.T] Channel Flow. Chancel Fba .1..Pen-41r 0A2 n- 0 M Each cc Ne beach nmn eoes .1.. Perim 4s r- owAle.=19 n= 3 010 Feerotble hhon. tlaan hn- 1 Perim e42s r- O m 0 M Each cobble 6°tlom tlaan ales Acne=26 er Perim=6.r r 0. .ea=2fi n= 0 M EeM¢Bue Whoa clean styes N sr Panne=Sr row n 0 WO Eenhcache beach umn since Are8- nne r- fi sr Pafi.r 0.39 m0010 Earth-.1. hhana umn aMs Anne-12 sr Perim-fi.r r 020' a= 0 WO F Oh mMle beach umn ades Ana-12 srPerim=6r .r O20' n3 FeM..Mla hotica cl- shoes Ana=12 sr Panne 6.1 r Ole a= 3. Eenhmbble beach umn aMs M9 1.583 Tonal me 1.583 T6b1 M9 1.55+ Tend 153 1]50 Thal 153 1.750 TWal 153 11. Tom 22.5 1,481 T6bl 23.5 1A61 Tonal 22.5 1,461 Tool Subwtchmem Peet: PMdev AP1 Subwtchmem Prat: PMdev AP1 8ubufchment Pre1: PreOev AP1 Subouchnent Pee: leaden, AP3 Subwtchment Pre3: PMdev AP3 Subwtchmem Pre3: PMdev AP3 8ubufchanem Pre4: PreOev AM Subwtchment Pre4: PMdev AM Subouchment Pre4: PMdev AM M^,Pomu O 0 O O O O O O 542 ds w22.BO CM1 m]O.SS ck 129 cfs' 4L)t ch 12520 vis e5.6]ck 221fich 6541 de Type II 24hr -1- , , - Type II 24hr m Type II 24hr „ Type II 2A-hr Type 1124-hr ,m Type II 24br Type II 24hr a Type 1124-hr •° Type II 24+Ir 2-Year Rainfall=3.62" 10-Year Rainfall=5A6" n 100-Year Rainfall=8.96" „- 2-Year Rainfall=3.62" :.I 10-Year Rainfall=5.46" + 100-Year Rainfall=8.95" 2-Year Rainfall=3.62" a 10-Year Rainfall=5.46" `° 100-Year Rainfall=8.95" .:--;- - Runoff Area=25.120 ac Ir:- -'�- :-Runoff Area=25.120 ac Runoff Area=25.120 ac ° Runoff Area=25.170 ac - - - ---[:'�, Runoff Area=25.170 ac +a Runoff Area=25.170ac Runoff Area=16.820 ac Runoff Area=16.620 ac Runoff Area=16.820 ac Runoff Volume=0.966 of -Runoff Volume=2.843 of M Runoff Volume=7.735 of Runoff Volume=1.136 of Runoff Volume=3.153 of Runoff Volume=8.263 of Runoff Volume=0.702 of Runoff Volume=2.005 of Runoff Volume=5.350 of --- --- Runoff Depth=0.48"- & - ;_ - - : _`. Runoff Depth=1.36'• t Runoff Dep[h=310" ` " Runoff Depth=0.54" 9: _ Runoff Depth=1.50" 5 Runoff Depth=3.94" - Runoff Depth=0.50" & : Runoff Depth=1.43" .." _ Runoff Depth=3.82".. Flow Length=7,583' to „ , [_ [ : __ Flow Length=1,583' ¢ w Flow Length=7,583' ,. Flow Length=7,750' a Flow Length=7,750' Flow Length=1,750' Flow Length=7,461' 1: Flow Length=1,461' Flow Length=7,461' -'--; - - - --'-- - - - Tc=34.9 min- : - -[- -.--t--}--} : -- Tc=34.9 min Tc=34.9 min a Tc=15.3 min --- Tc=15.3 min Tc=15.3 min Tc=22.5 min- Tc=22.5 min Tc=22.5 min CN=57 ,: _ �',. _! ! '_i. !J_.. CN=57 A CN=57 CN=59 -. '. '. ::CN=58 a CN=59 CN=58 CN=58 :e CN=58- -:_�_! _. •_. - - • --- 0 0 LO C rn o 0 U) ZQ) �c W �CO U xr a� -Imah) Z � •,4 O W � 61 � -tial N W °r- m CID b ^J 4 3 Peal d' cd Q4 04 CO 'eaa."+ o a� o tv o�o a ° w U 0 0 01 N 0 O 0 W C CniY � Q N 01 ��pLT H 0 c C Q � O BRIAN Cr MI CHELL o Utz. No, 035724 0 0712712022 L �FSSIONAI ENG� a fll C Cc U O � "aah-I rO` 7 o N L Iti � C al:�o S 1_ I`_ •l/ 0 �LLT�4 t_ 0 01 0 0 a 0 U O � 0 O CL t c O N REVISIONS DATE ITEM we 05118122 PER COMMENTS :0 07127/P2 PER COMMENTS 03 C 3 ° 0 O T 4) a O CI a DATE r 01-20-2022 r!1 SCALE --:D 1" = 150' o PROJECT bfANAGER BRIAN C. MITCHELL, P.E. o DESIGNED BY v BCM / LEN r CHECKED BY � c 0 PRO. c itha 20140065 .3 0 SHEET # Ln C - 8 t H ❑ - C 40rpoi'rei o v (no�_FJ cc 0 C \ _ _ -- • 1� quo] I I I�I (� +•1 IIIIIIIIIIIII< I� a� , , im - -----' 11� ------ \ 9 W cd 0: 1111111111111MT1 W LM \ BY S '1 \\ ` \ \ \\ /yI \\ \ _ / L '� •tiA ll�s r V °/ l A ppp A 62 63 ` ]I 70 71 ]z \ �V ]4 ]s I pA� 9 58 s9 \`6 \ vai aI SA�B ) Av- - / / �vv-- - ` - --'- - - N i Z (D�Oc 0\I I zgeM ------_ -_- ��4 r i +O' an ---------- u Lu 0 r, II II /\. f - V �I / • i I t r DA- Q II • / / \\ \ v A I 1 ) yhBias z / 11I I I I I / F1SI II ,,' 3I / 39 40 41/Y K/ /// / -33 l 1/I 'ii1 l `I1(\ :,..':.;•.. \ \1I \ \1\ \1 1 - \\_\ \�\ -v-\v-\ --\❑-/'b~ `�TE DA TO DA 7 �^ OOSWMIBMP 1 (DA-1A) a N84 l 04N 32 'anal ou o \ \ I I \ \ \ \ / •�4'.1\, ` \ TS D pT0 D Y \ 1 f I I 3e1t I I 1 11 _ _ _ 'a - // 4 I , `\ \\\\ \\ \\ \ \ \ / / ' gL I I \ \ \ l 1 I - ❑ - I \ / �4 f l >/ / / --- -� - o Pall /// • / � � / II / - / I � ' \`-_�' \ 3J 36 \ ii' q'.` / / / , / l :•gAPI( \ \ \\ \ i / /' .. � -I --'- /'/ _\\\ O \ 1 , ,. \ -.r --' / '/`\ 7 I I ♦ 4 ee� II 1 4] f / ( 1\ \ '\ I `\ \\ \\ \ \ \\\\ \` \` / \`_ i O kk I ,IDA \\\\O E r / - �✓''I. ' A / ' � I l - k ' 7 !--'�'�' .' - ❑ \\ / _' / ' _ -� - b. . 4 - ---- - �F,PLT H • - ' __.\�-✓' ,� .\.. 1 \ / _ _ _ J, yy - ___- - 1 /_ I I ' I I \ I % lI I I ( ♦\ \ / \-----_-- ANAL ■_pp1�Q 3 1 \\ \ `11\\` \�\ I ------ ------ - ---- U BRIAN C. MI CHELL o -- ,---- - --- l - -- - - - \\ \` --' / ---- _-_--- --_ LIcr No. 035. 07127120 - / ' - 3/ - \ \ CIL _ _ I - - cb ° FSS NALEt�G o _ w / ... .., , - I ___ i''. I \ \ \ \ \ \ \ \\ `\ \ \ `\ ` 1 , l 1 I / l 11 l / � •. \�\ \\\ \\ ` /' ' I )� �l ' V I • , \ "' apt \��M // / I 1 \I L j \ ) \ \ \ \\ ,r\ \ \\ •./ / I I I I ' / , I 11 \ , 1\1 \;; -C ''''/ / / _ / O •C `--- I� \ \ \ � • \ \ \ _'. ' ' y. T � /' ' / '^111 I I \ _ I1\ 1 II \ / // I II II I I \ 11 \�\\\\ \//' _,-_ -' •� /,O/ _� I I_ai"ller JO/O/ b/ /= - \ \ 1 \`\ O \ I / - \ \ _ 1 1 / 1 111 I ✓ / I I I 1 _I 1 \\ ` // \ \ \ Eli O\ � "' -eal/ C 4 Nei •••. �I I i i i i/ ! iQ� \ 1 \ I 1I �1I I • 1 \ I \I 1 � / / / \1 \ \1 / /I / \ /`\ \ \ IIII1/1 -\`1 �r' v\\\.\\`-__`__`____/_/ l/ /J/ /, / l l \♦�_ _ __ i->�\\ --'- 'Q ® p/' - l ��✓�I ' I l/l %° \ / lC) p O w`O O °O / °p O O O O rO+7 ��II ° ° ° °3'd•a o ° p I / mod' 000/' /----- ---- \ / � � I o laiw c p 0 n/ I 0 0 \ � 0 C o CL 8\ O°\I 11 \\\ r\\`1- -�' ®\ 150 0 75 150 300 8 \ p 20160390 NP3ELT1 Type1120M 2-Yev Reirptl- U' 20150290 NPSELTI rypall24 r f0-Yev RaiMtl-S.<8- M160M NPrSELT1 Toeli 1WYw Feinha-495• / O PreperM by HP lnc Pnme]tY18Y1m8 PreParM by HP lnc Pnted't"Y1018 Preper�by HP lnc Pnlacol18Y1018 O \ \ \ L XyIMAW1o0LLn Yno6356 ®ID1d XNmGn 9onwae WWMnauc Paoa31 XMrP.IyrOLLn Yno6356 ®ID1d XMmGn Senwae 6oufima uc Peoa6d XytlmCPW to Oon Lno6356 ®ID1d XNmGn SeMre SOWBmauc papaw / I \ (yry�/ p `\\\\\ ♦ \\\ \ / • O y.r Summaryfur Link APt ANALYSISPOINTI Summaryfur lank APt. ANALYSIS POINT I Summaryfurlank AP1.ANALYSISPOINTI L O _ �\ \\ /-\\```\ `\\\� \ \ \_i J! \ )/ :YSr%R� ( IN FEET ) C Inl .- 282.W2L.]0%Imfervlwe Inflw Cepai 1.2d• W2-Yalrmnl IrawrNw= 28.2D3x.WArea ImPomkme, BMw Geri 2.60'!w ma Yanevent InlbxPm= X.-.W..]0%Im{ervwe, Irdw OepN=5.58•fw 100,Ywr. /1d / InIW 408.n@ 1532Fae, Vdume= 2.. InM = i2.aB deQ 1211 me, Vdurc= SH]Od Inlbx = BSWdiQ 1201 Frs, Vdurc= 121d8d •l Pnmary = •Mds® 19.32Na, vdumi 2TINd, likel Lg=oomm feel = 22Wc%@ 12]itae, Vamrni SS]Od, like , Lg=oomm Prall = eEini 124TM, Vd- 121MaL Nerel Lg=Doman 1 inch = 150 ft. � Pimeryoullbx=lnflm,Tlme Spur-506120D3 bn,dY-OOSbn Plmeryoul-lnM1ru,Tlme --SM12DWhmd-005hT Rlmeryoul -lnM1 ., Spur-SM12Dmbm,M=005M1m ce.a �.a*�nr0 �r� Link API: ANALYSIS POINT I Link API: ANALYSIS POINT I Link API: ANALYSIS POINT I 1MYYM IS li •IT .ym.m.pn .aw.Pw erceene, C 20160290 NPSELT.1 Type ll2dJn 10-Yw Reir/ tl-S b' 20160290 NPSELT.1 Type ll2<Jv 2-Yw FeirAatl-J 82' 20160290 NPSELT.1 Type ll2dJn 10-Yw ReiMatl-S b' 20158290 NPSELT.1 Type 1126Ar f00Yea'RaNlatl-0PS• 20160290 NPSELT.1 Type ll2<-h1 2-Yw Reirlatl-J 82' 20160290 NPSELT.1 Type ll2dJn 10-Yw ReirReTSb' 20160290 NPSELT.1 Type 1124Fr 1WYw Rein(etl--085' Prepare]by HP Inc. Pn. 12].n. Prepared HP Inc. Pn. 1L16rz018 Prepared HP Inc. Pmaw 12]1.018 Prepared by HP Inc. Pa. 1b1GrzJi6 Prepared HP Inc. Pn. 1.1win. Prepare] by HP Inc. Pn. 12/lwma Prepare] by HP Inc. Pn. IviWo18 XWmGa01nnn13 Yn06]56®ID1d XWmGO SeMwe paae6t XWMAOW1nnn13 Yn06]56®ID1d XWmGO SMwae pme33 XWMAOW1nnn13 Yn06]56®ID1d XWmGO SeMwe paaec0 XgmCPW lnne13 Yn06356 ®ID1d XvfimGn SMlwe Poce88 XWmGa01nnn1]Yn06]56®ID1d XWmGO SMMve pme3t XWMAa01nnn13 Yn06]56®ID1d XWmG09cMve pme6] XWmGa01nnn13 Yn06]56®ID1d XWmGO SMMve pane 1C0 AP Acres 5 4.82 6 8.95 7 1.49 8 0.63 9 12.07 10 4.70 11 2.26 12 3.30 SWM/BMP5 4.41 SWM/BMP6 3.31 DATE ITEM LEI 05/18/22 PER COMMENTS 07127/P2 PER COMMENTS �' rn c 0 0 0 \ 01-20-2022 Summaryfor Link API: ANALYSIS POINT I Summary for Link AP3: ANALYSIS POINT 2 Summary for Link AP3: ANALYSIS POINT 3 Summary for Link AM ANALYSIS POINT 3 Summary for Link AP4: ANALYSIS POINT 4 Summary for Link AP4: ANALYSIS POINT 4 Summary for Link AP4: ANALYSIS POINT 4 SCALE C Inlbx Nu= 26.ID3a[, 3027 Wiu[, Inflw Ceam 2.fiP b iDVurewM Inlbx Nu= dO.Tatla[. 3i 61%ImPon'iw[, I�dw CepM= 1.fi5 b2-Yearmvnl Ircoe Paea= M.Tatla[, 3]61%Irrmary u[, kdw CepM= 3.16' b n6YearewM I..= N.TZIa[, 3,rn%ImPomma.Imw Omn= 6. 1 kr iW reema InlbxNu= 8T33a[, 10.15%ImPon'iw[, Inflw CepM= O91' b2-Year m'enI 1. Nu= 9T le, 10. 15% ImPon'w4 lmax Cein= 2.15 b IDYe rewM Inflww Pau= 8T33a[, 10.15%ImPon'iau[, kdw Cep.= liel b 101Yeereven ff 3 IMbw 22.®chd$ 12]iM1n Val:me= SwON hill, Inflww 12Wds� 1293M1rs, Volume= 5592N IMbw d221dsd$ 1281M1n, Val:me= tOWTid IMbw 19512daQ 12%bn, Volume 21822e1 IMbw 5]Bch69c 123]M1rs, Volume= 0]3da1 IMbw 1]ldchd$ 1228M1n, Vd:m� 1Y.19N IMkw d012dsd$ 1225M1rs, Volume• 4W 0 = 1 150'0 Mmer, i2.IN dad 1271 ma, Valiare= 561 RIM=0%, Ig=OOmin Primary 120]dai 1293 M1rs, Volume= SSai Aftei Ig•OOmin Flmery d2 M de d$ 12Mms, Valiere= tO DT9 d, RMn=0%, Ig=OOmin Prime, 18512daQ 12%M1n, Vdume- 21S22e1, AXs=0%, Ig•OOmin Pnmery S73dai 123]M1rs, Volume= 073dd, RIM=0%, Ig•00m1n fMme, 1714 daQ 12MM1n, Vdirni 1Me, RMn=0%, Ig=OOmin Flmery 41112 de d$ 1225 M1rs, Volwre= 4.1 d, RIM=0%, Ig=OO mm FtimarywXb-able. Time Spar- 5,W120 WM1re, mT005 M1n PimarywXee,- labs, Time Span= 5 WM W M1re dr=005him PnmarywXM=1MM. Time Sian- 500-120 W mirtl 005 M1n Flimary wtnee- able. Time 9pai5,MMW me. cm, 0M her Flimaryoull -micix. Time Span- 500-120 W Fm,tl 005 me AimarywXW= ldbw. Time Span= 50D120Mhum dr=005him Primaryou mile =ldbw, Time Spain- 500A20 Whim tl 005 M1m MANAGER ANALYSIS POINT I Link API: ANALYSIS xr Link AP& ANALYSIS POINT 3 xeugru Link Atli ANALYSIS POINT 3 xyuyp Link AP& ANALYSIS POINT 3 xvargya LInk API, -ANALYSIS POINT 4 x H. Link Airlift -ANALYSIS POINT 4 xyuyp Link Airlift -ANALYSIS POINT H. p�P�RL�/OJECT BlL1t1{♦ C. MITCHELL, P.E. rn I I I 117td 2280 da ]Iflildw=AF•i�1•�118C- i' 1200 tla Inflow Area=40.720 do „ dz.zzd. 1 1__1 ILA _ plyj[J1Q74Q'',➢6- ' 1Pv.12 Ca Inflow Area=40.720 ac 598 ck - Inflow Area=9.730 RicIaFlOW /{,Ga=9.730 aC IrlFlew Area=9.730 aL DESIGNED BY v BCM LEN / I i -1 , l I F '• i -I , I 1 I I .. '..L. I I I- I '. :: I i 1 I_I_I F i I 1 I -1 I I i =1- F i t i 1 V- I S 1 1 ,.; : -_ :- � CHECKED BY in PROJ.# L- - T e 1124-hr 2-Year Rainfall=3.62" 20150290 NP SECT.1 yp - Type 1124-hr 2-Year Rainfall-3.62" 20150290 NP SECT.1 yp - T e // 24-hr 2-Year Rainfall=3.62" 20150290 NP SECT.1 yp - Type 1124-hr 2-Year Rainfall-3.62" 20150290 NP SECT.1 yp Prepared by HP Inc. Printed 12/16/2018 Prepared by HP Inc. Printed 12/16/2018 Prepared by HP Inc. Printed 12/16/2018 Prepared by HP Inc. Printed 12/16/2018 HydrOCAD®10.00-13 s/n 06356 02014 HydroCAD Software Solutions LLC Page 20 HydroCAD® 10.00-13 sln 06356 © 2014 HydroCAD Software Solutions LLC Page 23 HydroCAD® IOA13-13 In 06356 O 2014 HydroCAD Software Solutions LLC Page 26 HydroCAD® 10.00-13 sin 06356 ® 2014 HydroCAD Software Solutions LLC Pane 29 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) Hydrograph Hydrograph Primary OutFlow Max=11.94 cfs @ 12.93 hrs HW=437.05' (Free Discharge) =Barrell (Culvert) (Passes 11.94 cfs of 14125 cfs potential flow) 2=Orifice - 2 YR Controlling Structure (Orifice Controls 10.37 cfs@ 7.43 fps) Hydrograph ❑ mngu 24.49 cfs ', ', ❑ 9nma�; D mngw 3.30 cfs ❑ aama,r ❑ innam 2.07 cfs ❑ ,r 26 _ _ _ _ Inflow Area=25.450 ac Inflow Area=1.910 ac 3-Orifice -101 Controlling Structure (Orifice Controls 1.57 cfs @ 2.52 fps) Inflow Area=1.540 ac z4 =Riser ( Controls 0.00 cfs) 2 Peak EIev=446.63' 3 Peak EIev=501.21' Peak Elev=438.37' 22 S$econdary OutFlow, Max=0.00 cfs @ 5.00 hrs HW=434-00' (Free Discharge) 20 Storage=152,413 cf Storage=3,212 cf z-S=Emergency Spillway ( Controls 0.00 cfs) Storage=2,699 cf ,8 Is- _ Pond BMP 3: SWMIBMP3 (RETENTION BASIN II) _ $ z 1.80 cfs 14 � x ' Hydrograph 3 12 ° c I I I I ■inflow s cf6Peak 1- o.7s fa ■ Ri ary Inflow Area=40.310 ac �9see s., Elev=437.05' fl59.04 Storage=280,030 cf ° a °- 5 10 15 2° 25 30 35 40 45 50 55 fi° fi5 ]° ]5 80 85 90 95 100 105 110 115 120 5 10 15 2° 25 30 35 4° 45 50 55 60 85 ]0 ]5 BO 85 90 95 100 105 110 115 120 5 10 15 20 25 30 35 40 45 50 55 60 fi5 ]0 ]5 80 85 90 95 100 105 110 115 12°Time IhOurs)Tlme (M1OYrs1 _ Time (M1ours) Pond BMP 1: SWM/BMP1 (RETENTION BASIN II) Pond BMP 2: SWM/BMP 2 (BIO-RETENTION FILTER) 30 �_���,, _,,_ �,, ._ �,�_,,, -. Pond BMP 4: SWM/BMP4(BIO-RETENTION FILTER) Stage -Discharge Stage -Discharge ZS - -- ---- -- - -- --i - -- --i - -- --,-- -- - -- --,--, �0 11.96 fs ,__'_'__ __' _'____' _ __ 15 �'--`--'--'--`--'--'--`-'--�--i`-'�--� '` ' a '� J ` Stage -Discharge 450 ❑Pdmary 503 D9nmary 440 ❑Pdmery 449 10 448-Rlser _ _ _ _ _ _____.. 0.00 cfs wmmm g - 5 10 15 20 25 30 35 40 45 5° 55 60 65 ]0 ]5 80 &5 60 95 1001051101 51'HI Orifice -r r -r r ��- 502 Time theme) 445 439 44.1 _'i__-___i-__-__r ___-__r _-___'�_ g £ y� is 443 8 m 442 m - - __ `__ '___ __ = casmm wanonr 441 � - - �______, -- casmm weh)on5ge------' -___� -_' N1 439 ', _____ ___} 436 rr I 1 1 437 ea vlcuiverc) NO 4. 0 10 20 30 40 50 E0 70 80 90 100 0 1° 20 30 40 50 80 TD 80 90 0 5 10 15 20 25 3035 40 45 50 55 60 fi5 Discharge (crz) gbdMpa (chat Discharge Ictz) 20150290 NP-SECT.1 Type1124-hr 10-Year Rainfall=5.46" 20150290 NP-SECT.1 Typell24-hr 10-Year Rainfall=5.46" 20150290 NP-SECT.1 Type1124-hr 10-Year Rainfel=5.46" 20150290 NP-SECT.1 Type It 24-hr 10-Year Rainfall=5.46" Prepared ty HP Inc. Printed 12/16/2018 Prepared by HP Inc. Printed 12/16/2018 Prepared by HP Inc. Printed 12/16/2018 Prepared by HP Inc. Printed 12/16/2018 Hydro sin 01370 G2U14 HyaroCADo are Solutions LLC Page-37-Hydro Sir Ji G ZU14 Hyae)cttesare 6olutionS LLU Face 55 HydroCAD8s n y ro ) ware Solutions LLC Face og HydroCAD8sin 116356 U 2U14 Hyio are soiDtionS LLC age 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: SWMIBMP4 (BIO-RETENTION FILTER) Hydrograph Hydrograph rimary OutFlow Max=41.77 cfs @ 12.64 hrs HW=439.20' (Free Discharge) =Barrell (Culvert) (Passes 41,77 cis of 156.77 cfs potential flow) 2=Orifice - 2 YR Controlling Structure (Orifice Controls 14 32 cfs @ 10.25 fps) Hydrograph _ _ _ _ _ _ _ _ _ _ _ ❑ mne„ 53.56 cfs - -- -- -` D phm.ry D mnew 6.84 cfs D pr;mary ❑ mnew 5 4.51 cfs o pr�mo,r Inflow Area=25.450 ac s.5o cfs Inflow Area=1.910 ac 3=Orifice - 10YR Controlling Structure (Orifice Controls 14.36 cfs @ 6.58 fps) Inflow Area=1.540 ac =Riser (Weir Controls 13.09 cis @ 2 07 fps) 4-15 cfs 0 Peak EIev=447.85' Peak EIev=501.47' Peak EIev=438.61' ° T=Emerclary _ cfs ls5.00 hrs HW=434.00' (Free Discharge) lwa 4- Storage=196,296 cf Storage=3,998 cf6= (Contol0.00 encySpiltFlow s r r s000cfs) Storage=3,375 of 40 s 35 '. _ a_ ._ ._ �_ __ _ _ _ Pond BMP 3: SWM/BMP3 (RETENTION BASIN II) J- a w 10 Hisimograph 3 "z5 22.47 fs - 115.60 fs oamow z ° Inflow Area=40.310 ac o saoo"oaiy N Peak Elev=439.20' 10- �- -- --- �- -- - --- 1: ,1D ,. ,- - -- -;-- --- --- --� ---- Storage=364,250 cf 05 80 ; 1D 15 20 s 30 35 ao as N ss N 65 To Ts N fis a° 95 1N 10 no ns 12o s m 15 20 zs 30 Js 40 as 59 ss 60 65 70 75 aD es sD is 100 105 110 is 120 N - ,,O5 io 15 20 25 30 35 40 45 so is SO 65 TO A 60 65 N 110n12 9s 160165 0 5D mma(mars) Time(Immm) E - �' _''_ ��' _'';'`_ �__'__'_ Time(hours) 70 Pond BMP 1: SWM/BMPf (RETENTION BASIN II) Pond BMP 2: SWM/BMP 2 (BIO-RETENTION FILTER) 60 42.08 cfs-,----------------- ------ ----- ---- ---- Pond BMP 4: SWMIBMP4 (BIO-RETENTION FILTER) StagsDwrile ryh Stage -Discharge °ch ■ vdmary b0'T ❑ pnmary 30 449- 448 Res.,20 4a7 - 0.00 cfS 44fi- ° 5 10 15 N 25 30 35 4° 45 50 55 ro 85 ]0 ]5 60 fi5 50 95 1C0 105 ,10 115 ,20 Ort] r 502 Time Iran) _ 445 439 L 444 y 0 04J 442 441 ____r_________ ___ S 31 custom we normce i 44fi '_____ ''__________ 43e 039 437 Barrel (cn.arc) "I_ _ ° 10 20 S. 40 50 60 IT ro N 100 hill 0 10 2l1 30 40 50 60 ]0 80 90 - 0 5 10 15 20 25 3° 35 40 45 50 55 60 fi5 Discharge Ins) Discharge (ms) Discharge (na) 20150290 NP-SECT.1 Type1124-hr 100-Year Rainfall=8.95" 20150290 NP-SECT.1 Type/I 24-hr 100-Year Rainfall=8.95" 20150290 NP-SECT.1 Type 1124-hr 100-Year Raintiefl .95" 20150290 NPSECT.1 Type//24-hr 100-Year Rainfall-8.95" Prepared ty HP Inc. Printed 12/16/2018 Prepared by HP Inc. Printed 12/16/2018 Prepared by HP Inc. Printed 12/16/2018 Prepared by HP Inc. Printed 12/16/2018 HydroCAD® 10.00-13 sln 06356 ©2014 HydroCAD Software Solutions LLC Page 86 HydroCAD® 10.00-13 an 06356 © 2014 HydroCAD Software Solutions LLC Page 89 HydroCAD® 10.00-13 In 06356 © 2014 HydroCAD Software Solutions LLC Page 92 HydroCAD@ 10.00-13 s/n 06356 ® 2014 HydroCAD Software Solutions LLC Page 95 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: SWMIBMP4 (BIO-RETENTION FILTER) Hydrograph Hydrograph Primary OutFlow Max=154.64 cfs @ 12.35 hrs HW=440.56' (Free Discharge) = Barrell (Culvert) (Passes 154.64 cis of 165.77 cfs potential flow) 2=Orifice - 2 YR Controlling Structure (Orifice Controls 16.31 cfs @ 11.68 fps) Hydrograph ■ know 115.66 cfs ❑ Pmna,r a mnow 14.15 cis ❑ vr�ma,r ❑ mnow 9.67 cfs ❑ Br�ma,r ° Inflow Area=25.450 ac 13.81 cfs Inflow Area=1.910 ac 3=Orifice -10YR Controlling Structure (Orifice Controls 18.86 fs @ 8.64 fps) 6 9A Dfs Inflow Area=1.540 ac =Riser (Weir Controls 119.47 cfs @ 4.33 fps) , 110 lev=448.97' 13 PStorage=4 Pe 84' Peak EIev=438. 021 $fora ecoEtlnae OutFlow ax=39.73 cfs = a-24Q cf N 85.24 cfs 9 _ ,o 834 cf Spillway (Weir g r a' r I @ fps) 3 3RETENTION Stor a-4 067 cf g ' BMP SWMIBMP3 BASIN II -_ --i fi- __ - ��_ - 9 3 ° HYdrograph LL 50 _ _ _ _ _ - - _ - - 0 u ] e 228.61 cfs o mnow 10umow d -- - - -- - 5 Inflow Area=40.310 ac ° B"ma" ° �r o se000aan � 30 ", `, -r 240 1s - Peak EIev=440.56' 4.25 fs�. --- __ 22D Storage=420r868 cf .` 1 1D zm , IN 154.06 fs a o 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 160 105 110 115 120 5 10 15 20 25 30 35 40 45 50 55 60 65 70 TS 80 85 90 95 1W 105 110 115 1X1 160 5 10 15 20 25 30 35 4° 45 W 55 70 75 60 85 W 95 100 105 110 115 120 Time (rigors) Time (Faun) s, m rime gwurs) 140 I I I I I I I Pond BMP 1: SWM/BMP1 (RETENTION BASIN II) Pond BMP 2: SWM/BMP 2 (BIO-RETENTION FILTER) c 120.__--,--I-JI__._�I--J__;_---1--1-1--1---1--'. -1__l- 10D Pond BMP 4: SWM/BMP4 (BIO-RETENTION FILTER) Stage-Diseharga StageDischarge}--''i ----er_y__'i _--'-ei________r-________r_ ii_-; e9 40.18fsLn stage -Discharge 449 _-_-- 440 -----P- _____________z0 o 5 10 15 21 25 30 35 b 45 50 55 ro 65 ]0 T5 N 65 60 N 1N 105 110115 IM 44fi - W2 th) Tm e oars445_i 439------------ 443442-----_,----------- -------.-441 carom wemon5re44 4a6439 437 Soo 436 n 10 20 30 4 N do TD a° N 160 0 10 20 i0 40 50 fio 70 e0 s0 D 5 10 IS 20 2s 3D 35 40 4s N 55 N es Obahmps (get Daishisge (na) Dis ft rga (u9) North Pointe Section 1 SWM Compliance -Analysis Point 1 Computed Post Computed Combined Storm Pre -Development Allowable Post SWM/BMP Devlopment Runoff Post Devlopment Runoff Event Flow Development Flow Elevation From S WMBMP at Analysis Point (yr) (cfs) (Ols) (efr) (g) 1 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 Computed Post Computed Combined Storm Pre -Development Allowable Post SWMBMP Devlopment Runoff Post Devlopment Runoff Event Flow Development Flow Elevation From SWM/BMP at Analysis Point (yr) (cfs) (cfs) (cfs) 00 (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/BMP Devlopment Runoff Post Devlopment Runoff Event Flow Development Flow Elevation From SWMBMP at Analysis Point (3'r) (cfs) (cfs) (cfs) (11) (Dfs) 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 V♦Z �W �W Z �W OW O O ►0 CQ I CC)�06 U On4Isisse`W�y rml ?ti UFO Cd U srial rei 14 "b� U r-I ;ail Teseq O C»fn sl" O presse Pal �2100 � O al .--I W 0 O U 4 a O 2 c 01 E (D c rn c w C O v BRIAN C. NI CHELL o ,0 0712712022 r FFSS/ONAL - a Llc. No, 035724 v I� U c O z L r^� vl O •s, l� `4- 0 V r U `o O �l C OU O (� r ` v W l !VT O �o 7 0 a DATE REVISIONS 01-20-2022 AJliLla.a.. C NO SCALE 0- PROJECT MANAGER BRUN C. MITCHELL, P.E. o v DESIGNED BY BCbf / LEN r w+ CHECKED BY a c 0 c PROJq 20140065 ; 0 SHEE=J0f_., 20140065_NP-SECT.2 Type 1124-hr 2-Year Rainfall=3.62" 20140065_NP-SECT.2 Type It 24-hr 2-Year Rainfall=3.62" Prepared by HP Inc. Printed 1/5/2022 Prepared by HP Inc. Printed 1/5/2022 HydmCA00 10 00-13 s/n 06356 0 M14 HydmCAD Software Solutions LLC Page 1 HydroCAM 10 00-13 s/n 06356 0 M14 HydrDCAD Software Solutions LLC Page 1 Pond 10P: SWMIBMP5 (BIO-RETENTION FILTER) Pond 9P: SWM/BMP6 (BIO-RETENTION FILTER) Hydrogrsph HyUmgfaph 6 7.34 cfs�IMP 5.51 cfs iiPimaa ` Inflow Area=4.410 ac Inflow Area=3.310 ac - ' . Peak EIev=458.39' S 4.89 cfs Peak EIev=458.40' Storage=7,463 cf Storage=4,130 cf 5 4.77 cfs ° ------ 5 ,0 15 20 25 36 ]5 d0 65 56 55 60 65 ]0 ]5 D3 &5 90 95 1W 165 i10 115 120 5 10 15 20 25 36 35 00 65 50 55 BO BS 70 75 D] 05 90 95 1m 105 110 115 120 Time (hours) nme (hours) Pond 10P: SWMIBMP5 (BIO-RETENTION FILTER) Pond 913: SWM/BMP6 (BIO-RETENTION FILTER) Stage -Discharge Sage -Discharge 060 4me 059 ', ', 'i 'i ', Y 059 r______�_______ camam weir]onnce F-------------' ---- - ------ a 41. c"mom weir]orgm. ds] 0 10 20 ]0 d0 M rb M e0 9e 45] a 10 20 30 Ib 50 60 ]o 80 DischuMe (aft) Dimmer, (ns) 20140065_NPSECT.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 Hydr,,CAD810.00-13 s/n 06356 C M14 HydmM SOflware Solutions LLC Paoe 2 HydreGA001000-13 s/n 06356 © 2014 HytlroCAD Software Solutions LLC Page 2 Pond 10P: SWMIBMP5 (BIO-RETENTION FILTER) Pond 9P: SWM/BMP6 (BIO-RETENTION FILTER) Hytlrograph Hytlrograph XF- 16_ 14.79 cfs i i' mma,y IT , 11.10 cf's o v�man Inflow Area=4.410 ac 10.77 ch; Inflow Area=3.310 ac 13.72 cfa ;_ _ _ __ „ Peak EIev=458.73' Peak EIev=458.65' Storage=9,515 cf 1 -' Storage=4,994 cf ----------------- 6 ----'-----'----'--'-------'-- L 0 5 10 15 20 25 30 35 d0 d5 50 55 Bo 65 ]0 75 60 85 90 95 ,00 105 110 115 120 Time Inoursl 6 5 10 15 211 25 30 35 d0 d5 50 55 Bo 65 70 ]5 60 85 90 95 ,Po 105 110 115 120 Time (hours) Pond 10P: SWMIBMP5 (BIO-RETENTION FILTER) Pond 9P: SWM/BMP6 (BIO-RETENTION FILTER) Stage -Discharge Stage -Discharge 4m 0 Pnmen 46o- d d56 coramwar]o,re�------I ?------ ', ' 459 "' d56 ccaio"i wenoreca 417 0 10 213 10 d0 50 60 M ru 90 117 0 10 20 W 40 50 60 ]0 60 Discharge (eft) Discharge Ins) 20140065_NPSECT.2 Type1124-hr 100-Year Rainfall=8.95" 20140065_NPSECT.2 Type I/24-hr 100-Year Rainfall=8.95" Prepared by HP Inc. Printed 1/5/2022 Prepared by HP Inc. Printed 1/5/2022 HydrcCAl3010.00.13 rin 06356 ©2014 HydmCAD Software Solutions LLC Page 3 HydmCAD®10.00-13 urn W356 © M14 HydmCAD Software Solutions LLC Page 3 Pond 5FILTER) Pond P6 (BIO-RETENTION FILTER) Hytrograph Hytrograph 29 88 cfs i wia•.y - -- -- - 22 43 ds _ - o vr°�,v 26 as cfs Inflow Area=4.410 ac 22.04 cfs Inflow Area=3.310 ac Peak EIev=459.10' 2' Peak EIev=458.98' 26 " _', Storage=11,906 Cf �] : _ Storage=6,234 cf , $i - - - -- s,e - ,z - 14 10 r r 2 2 1 5 10 15 'dl E 90 95 i0 0.5 50 55 W ou M ]5 60 65 Po AS 1D] ,05 ,10 115 1211 mme Inoam) 5 10 15 . 25 90 95 W d5 W 6 69 &5 1b ]5 60 65 B] Po 1W 105 ,10 115 1911 Time ,n"aa) Pond 10P: SWMIBMP5 (SIO-RETENTION FILTER) Pond 9P: SWM/BMP6 (SIO-RETENTION FILTER) Stage-Discnmge StageDischarge d80 r I ce0 • P1,m__ &° Y w Lu458 n,cm Welr/O,l9ca ' ' ' � -� - � 41. w LUAcm WeitlOnYlca 65] 0 10 W ]0 40 W 60 M 00 W 05] 0 10 20 30 40 W 60 70 80 Dlsehege (aft) Discharge (eft) PRE -DEVELOPMENT POST -DEVELOPMENT AP Q2 V2 ELEV Q2 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. O ►o CQ CO U O .-. O U Is .,essi is aF-4 U�.�i O �i I�+g•� O 0 o a ri 00 v O 0 U O 4 a O 2 rn c c LI w 4) V1 rn r_ C 3 F_ N N 0 N G BRIAN C. MI CHELL o Lic. No. 035724 a I, 0712712022 r FFSS10NALENG\ CL N C 4) C C O I� ^' U "`G C 1 � L 'o ti U 3 L o q� N ° W I 0 U = Cj ti �N w O Ot llz� a 0 CF U w o Q r O DATE REVISIONS 01-20-2022 AJliL4a.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 PROJ.# 20140065 ; 0 =JOfA 548 CONS TIE), TI 4 W 49 1.83 0411111 a a -ten_- -._ _. .-_. .:• ya. - •y�lp1y� '1�-- A _ Ate:.,'' _ t BMW wribim IWRI All Win•. IIII�I� �i ' I I JC , � J r _ : + a a a ' Y + ' a , a a o a ' • e � a e , • • + ! 0 + • Y � • r + Y + ' , + YY °% 0.0 o% o ° °9 ®o000 a ° o O :•0.-0. 0 0 O o O O o 0 0 0 w DED TO APPLICABLE 81 1 CIO_ 0040oo°° r, �� / / / /,�'� �► �1\ S�(/ :`\ APPLICABLE SITE AREA = 131.25 ACRES 8i I 0 > 00O0000 ov // i /`/� %� F\qw� \ ,'�--- `\ \ [post = 37°% 01, 8CS)8 ! f / \ .-� � GRAPHIC SCALE °o / / L`i', / ;\ �� , \ \\ I 1 \ 1 \, \ ��:�' 1 / - J 150 0 75 I50 300 cu 8 0 IIII - o00p-%�o9Q ^ 'ham .''' _ ' /\ \ ..\ `` /\\ ( IN FEET ) 1 inch = 150 ft. low IIIIIIg iiismimH:timillmi miismi immilml - 2 SWM/BMP 2 ,\ n t BYPASS TO ' ♦ ` `\ AP 2 (DA-2A) 68 \ 59 ,62 63 66 `♦6 , 68 70 71 J3 \ \\�° 76 BYPASS 3 PARK 31 WM/BMP 4 BYPASS 4 O1 CC ■ BYPASS TO AP 4 50 . _ F i 000 `ter / ' � , II ` \ ----- -� az fl I � ` , '� ' , r ): I\ I I I\ `\ `♦ i G'"-� \ \ \ � �\`�-/ / _\`` ,/ \\` �``- 45 -_� r- 1 I I I � zo/ / as .'• \\ \ \\ `\ \\ , \\ `\ '\ / ;' � � L \ \ \ `\ /'/' _--'' //'� � . `, c r� / \ 1 \ ♦ I I I / I BYPASS 4I\\, -�/ '' r__ �`\ ♦\\ BYPA PAR 411m lb (70 00 s I \ \ \ \ \ \ \ \♦ �\ ' 1 I / l 1 I / I l l 1 I/ `\ \-\ \\\ \\ i , e S7°'P 4 �/ / cp II \ \\ \\ \\ \\ \\ `\ \\1`I 1 1 1 1 \\ \\ �\ '" /� \ CP i r now �4WAU ------- '/ // r l 1 / I I I\\ \ 1 \ / / / 1 I � 1 I I \ 1 11 1 11 \ `----' _- � �� �• `04` 0 1 / r l l 1 / ----- I l l l 1 I I l 1 11 \ ✓' ,1 I I I I I I I I -\ 11 1 1 \, --- _ ,. BI'PAS� 4 \\ O\ I I 1 I I I l ,�__�__- '--♦ l 1 I I I II 11 \I ` ; ,�I I I p I .\\ 1 11 KMJKP3 \ \ ' I I -' -- / I I I I 1 I ` \`-' '' I I I I--- --�-1 1 � —`-- - — � � i —_ � \\ ♦ I ` =7 BYPASS 5 .. ` / / / / I I `\ `\-.•' / / / / I\I\\\\\\\� ( �� // /'iyiii Jam/ // \\ \ r V SWM/BMA 3 BYPASS- ' �♦ i r / / I , `\ \\ / / I \ \ \ \ \ \ ' R -**M I' TO AP 3 (I)A-3A) CID On AREAS SUMMARY TABLE: 8cp� o - \ ®N oQ I / i _ �// / _ / o° o �c>J \ . t 1 `♦ 8 \ \ y \ 00 cP�� orb o° O � \1 � / cb / v� / / • ` 8 V 00 `b 00 000 000 9 i / / NUcp J ONSITE OFFSITE (NOT AD 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-S 3.31 46 DA-6 4.41 46 DA-7 1.97 60 0 rn o 0 'i CO o W�� W C Z C; an U Z W��11�w .� I Lc P O W nor N N CW .r i� M ado 3 1-0 a, N U o N O u \ a4 c ° 0 O 3: 0 O a M116 c E m LT H p c c p � O BRIAN C. NI CHELL o Llc. No, 035724 0 0712712022 110) L �FSSIONALENO'\ a C N C U G O �j 0O 3 11 0 nrQr4v q� ° O �N o v O 0 U O U v O o. m O � . L rn REVISIONS DATE ITEM L` 05/1819?2 PER COMMENTS 07127122 PER COMMENTS a� c 3 H 0 r a 2 CL DATE r 01-20-2022 scALE •c 1"=150' o r PROJECT MANAGER BRIAN C. MITCHELL, P.E. rn DESIGNED BY v BCM / LEN r CHECKED BY � c 0 PROJ.,¢' a)20140065 3 SHEET /f C - 11 t PERFORMANCE -BASED WATER QUALITY CALCULATION APPENDIX 51 PERFORMANCE -BASED WATER QUALITY CALCULATION APPENDIX 5D 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 601 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 of ^�� COUNTY OF ALBEMARLE (Ipost proposed BMP p (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 � amP 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. LBMp1 = [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. lex;st;ng=(total post -development impervious cover/A) x IOC 0% = acres LBMP2 = [0.05 + (0.009) x 6 )] x 3.85 x 2.28 Total = acres 0 Iexisdng 0•00 < Imter:het 16/o = 0.913 Pounds per year A. A signed and dated professional seal of the preparing engineer or surveyor. (post 37% > Imtershet 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 I,�,atershed)] X A x 2.28 (Equation S-16) LBMP4 = 10.05+(0.009) x 46 )] x 4.41 x 2.28 3. Updated Location with geo-coordinates of all facilities. = 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 cover condition (Iwatershed) or the 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 (lex;st;ng) Iwatershed = average land cover condition for specific watersh or locality or 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 hoe): whole numbers ) = 3.489 Pounds peryear 6. Plants, location and type. A =Applicable area (acres) 7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the If the locality has determined land cover conditions for individual watersheds within its land LBMpB = [0.05 + (0.009) x 46 )] x 4.41 x 2.28 installed type of drainage structures, culverUpipe size, weirs, materials, inlets or end treatment(s), jurisdiction, use the watershed specific value determined by the locality as [watershed- = 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 16o = 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 4emoved = EffgMp X LgMp (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: 1-removed = 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 (lex,geng): (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. Lpost = [0.05+(0.009 x Iwatershed)] x A x 2.28 (Equation 5-16) EffBMP = pollutatn removal efficiency of BMP (expressed in decimal form) design. 12. Material layers - biofilter 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/BMP3 = 65 x 26.859 = 17.458 pounds peryear 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 per year = acres Lpost = [0.05 + (0.009) x 37% )] x 131.25 x 2.28 Total = acres = 114.742 Pounds per year Lremoved/BMP3 = 65 x 1.820 = 1.183 pounds per year Iexist;ng = (total post -development impervious cover / A) x 101 0% STEP 6 Determine the relative poluutant removal requirement (RR). Lremoved/BMP4 = 50 x 4.661 = 2.330 pounds per year * 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 per year Lremoved/BMP6 = SO x 4.661 - 2.330 pounds per year The site informtaion determined in STEP 1 and 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 forthe site: I 4em0xea/total = vremoved/BMPl +Lremoved/8MP2 +Lremoved/BMP3 +Lremoved/BMP4 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 (I ) is less than or equal to the avera a land cover condition 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 per year impervious cover (Ipost) which is less than or equal to the average land RR = pollutant removal requirement (pounds per year) I Lpost = relative post -development total phosphorus load (pounds per cover condition (Iwatershed). 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 (Iexisting) 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 is greaterthan 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 Iezkting Oe�o < Iwatershed 16% Impervious = 26 % (post 37e% > 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 (existing Iwatershed SWM/BMP2 : Situation 4: This consists of land development where the existing percent impervious Drainage Area = 3.85 acres cover (lex;st;ng) is served by an existing stormwater management BMP (s) Impervious = 6 %= 0.231 acres that addresses water quality 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 (NOT AD[ 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 Ipost = 37% 0 LO / (j N O W v Z � d' U i` o 0 LU LU Z Q ;0 �r 'r U n O.'4 ) w )�� w(-/)W OW b4 =4 4 1 ado ,^ U/I a, CC)N "+ o O O N O U \ a4 c ° 0 M116 QI '3 c 0 rn �tp,LT H p c c p � o BRIAN C. MI CHELL o Llc. No, 035724 0712712022 �FSS/ONALENc'\ a at c N a� c U G ... �p c .6 N o co t w O ti "'Zz� N a ° or a 0 0 O 0 W o a o � � L c REVISIONS DATE ITEM we 05/1819?2 PER COMMENTS 07127122 PER COMMENTS a� c 3 0 N a 2 a DATE r 01-20-2022 SCALE c _ NO SCALE o PROJECT MANAGER 0 BRUN C. MITCHELL, P.E. rn DESIGNED BY v BCM / LEN r CHECKED BY v c 0 PROJ.# c 20140065 .3 o SHEET # C - 11A t i- PVC JAR TO / AppEp' - - - - - - _ - / i F)L1ER FA6NIC — — BOTrwELEv// , , / / ' G / W/,'CLAY E TOPS 0.0 / / V --- L-- --------- - ----------� - _ -- _v� C , ----------_ ------- ' --' _ '' /,A•' 11, ------ ----------------' _-___--'' s-------------- ------------ - i _________________ _ ------------- ___ , _ MENNEN MENNEN moommomilgo 0 0 111111FALIVNINI'M MR, , FDA FAR 0 f 100110 MIAMI sloommommon moommommon 11MMMMMMMM11 Iz I)' b''�GLYL, ,/,// /// /., -,-,i ilk,///I, III1IIII I l �� / ['•' //// I I I 1 1 \ �� �� , / �� /� , , / l/ l 1 1 1 l l l l I l l / /�j••fF�(11 ' I I � l .� �.�%�. � � I 1 I I \\ �\ ��\ � • ,/ ,/ / / , / , , / , / , 1, l / l l / l l l / l l I l 1 / , l / , � , i'j�: l l � I I I I � \\ �� ��� , ` `,20 `GAIN GE- / I \ / l l,ll,ll, Il Y • , � / I�/ I �llll�lll�lllll�lll llli/ j r- \ � � \ -___ •' , ' . ;. ,// /, / i l l// l l l l l l l l l I I l l/ / l 11�7 I l 1- , `\ - ----'„G' AAIW,/i�,pt:FM.M,1,hw�l Ig�l I 1 1 1 , 1 �----------- i/w/7`,'y'i` i �l .` �I B47 ppE------------- .-------------- VARIME WDUL-- / / /If I I I 1 T P�iFORATED ----- '�/I / / /,//',/ ,/ //,/ /// i I I 1 1 I I 11 I I I I I ` \ •. \ �C.a _____ - ____-__� -_ -.._TOP#460.if P*4 0 • 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 EXISTING GROUND I I GRASS CHANNEL 12' MAX. PONDING DEPTH TOP <--O.O% PROPOSED GRADE 30 MAX • MULCH TO BE SHREDDED HARWOOD OR HARDWOOD CHIPS - THE RECOMMENDED BIORETENTION SOIL MIXTURE IS GENERALLY CLASSIFIED AS LOAMY SAND ON THE USDA TEXTURE MULCH, .5' SOIL MEDIA PEA GRAVEL �2" WASHED GRAVEL TRIANGLE, WITH THE FOLLOWING 6' 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 8xOLN -T12XSOIFINES, AND MODIFIED DETAIL FOR -3% TO 5% ORGANIC MATTER BIORETENTION AREA X-SECTION BMP 5 AS h (NOT TO SCALE) EXISTING GROUND I I 12" MAX. PONDING DEPTH TOP <--O.OR PROPOSED GRADE' '"y '-� 3' MULCH 3:1 MAX a' PLANTING 5'SOIL MEDIA MULCH TO BE SHREDDED AS NOTED ow HARWOOD OR HARDWOOD CHIPS " PEA GRAVEL 11-3 THE RECOMMENDEDtl BIORETENTION SOIL MIXTURE IS 1 - 2' WASHED GRAVEL GENERALLY CLASSIFIED AS LOAMY I SAND ON THE USDA TEXTURE TRIANGLE, WITH THE FOLLOWING 8" PERFORATED HDPE 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 BIORETENTION AREA LIMIT A Q « � Q 1 'MIN 15MIN- a Q BERM FLOW FLOW W0111* SWALE PLAN VIEW LOW CONCRETE (NOT TO SCALE) CHECK DAM 3: 1 MAX. (TYp-) MAX. PONDED WATER DEPTH (9 INCHES) SWALE-1 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 WARE 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 ofrecormamded 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. planting 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 no 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,theplantbiologicfunctionsmaybecomeimpared,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. GRAPHIC SCALE 20 0 10 20 40 ( IN FEET ) 1 inch = 20 ft. LEGEND RNISH£D GRADE AT C/L EXIST. GROUND AT C/L SCALE: HORIZONTAL: I " = 50' VERTICAL: > " = 5' O LO v Z cc) d' U 24 0 UFOL1.1 LU C: W Z �;:r U �4 U � (1).2 La w OW�� W O i` n p, o 3 ,^ U/I a CO O "+ o U \ 4 a c o 0 M116 QI 3 y., G N N 01 �tpLT H 0 c C Q � O BRIAN C. MI CHELL o Llc. No, 035724 0712712022 �FSS/ONALENr'\ CL 110) C N Gl C U O co r �1 O q � Q) Do �tt �� w q � 0 � V W 0 o6­4� I /1 0 U 0 U v 0 a O � � L rn REVISIONS DATE ITEM LLI 05/1819?2 PER COMMENTS 0 07127122 PER COMMENTS m c 3 H O a 2 CL DATE r 01-20-2022 � ra SCALE c AS SHORN o t PROJECT MANAGER BRIAN C. MITCHELL, P.E. rn DESIGNED BY v BCM / LAN r CHECKED BY c 0 PROJ.# c 20140065 .3 SHEET # C - 12 t PRUNE ALL BROKEN, DEAD AND DAMAGED BRANCHES. `jIYFL DO NO CUT LEADER -Z'AT STAKE I] T' MIN. WEBBING x 12-MIN. THREAD CABLE THROUGH METAL WIRE GUV 1 GROMMETS TURNBUCKLE t WRAP WITH COMMERCIAL CREPE TO r - SECOND BRANCH. START AT BOTTOM �6-0/2"GALVANIZED TURNBUCKLE 12 GA. GALVANIZED GUY WIRE n 3'St12"WOOD OR METAL FLAG - PAINTED WHITE 45%0- 4 R — T-EARTH MOUND TO CREATE SAUCER 51hh '3L"r C r- l 'l T' M.N. SHREDDED PINEBARK MULCH III REMOVE BURLAP FROM TOP tiS OF BALL 4'il I f ,ll MINI 'y1 � — I PO"STAKES. PRESSURE TREATED PINE -DRIVE FLUSH WITH GRADE PREPARED TOPSOIL BACKFILL SCARIFY BOTTOM OF PIT C/L�' TREE GUYING DETAIL - T' CALIPER OR MORE NOT TO SCALE Y' EARTH MOUNDED TO FORM SAUCER +firs-rtfc. 3'-4"PINEBARK MULCH REMOVE BURLAP FROM TOP 1,3 OF BALL II yr PREPARED TOPSOIL BACKFILL SCARIFYBOTTOM OF PIT C 1B & B SHRUB / GROUNDCOVER BED I NOT TO SCALE .lilt - 1.11 MIM =lllill 1•• SHREDDED PINEBARK MULCH 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 • Remove invasive plants using recommended control methods • 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 TW: 452 \ — — - - ; BIORETENTION FILTER 5 PLANT SCHEDULE ZE SYMBOL QUANL BOTANICAL NAME COMMON NAME HEIGHT SPACING (P 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 Corpus Sericea 'Arctic Fire' Red Twig Dogwood 3gal. 4' O.C. O 12 Myrcia Cerifera Waxmyrtle 3gal. 6' O.C. /, / ;I WA_ tam � 91 BIORETENTION FILTER 6 PLANT SCHEDULE SYMBOL TOTAL BOTANICAL NAME COMMON NAME HOT SPACING ® 4 Taxodium distichum Bald Cypress 6—T 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. O 1O.0 ,. CQ co 0 CC)r U ZO n4W �.�6 W ��� �W IH Z bO PH U Z Oo� Oil: 5))W b^ 3 (�y F_ 00 a N o Q�yy) O LV Ply c C c E d _p,LT H 0 c c BRIAN C. MftCHELL I II o Lic. No. 035724 0712712022 r FFSS/ONALENG\ `IL 110) c d D, c O I� U c O w q o � N ti �N ° I� � c w W CF o U w v d O � m C c e m REVISIONS DATE ITEM c L 05118122 PER COMMENTS 07/27/22 PER COMMENTS u, C c 3 O H 0 O T d a 0 a DATE r 01-20-2'022 v, SCALE c AS SHOIYN o r PROJECT MANAGER e BRL4N C. MITCHELL, P.E. o .N DESIGNED BY v BCM / LEN r CHECKED BY a c 0 PROJ.# c 20140065 ; 0 L. =2A, PURPOSE of the Virginia Stormwater P t' 9VAC25.870.54 e g Management Program (VSMP) Pennit 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 9 P ( ) 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. ✓ 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 operator(s) 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: Shown on Date Plan Sheet Location #(s) Approved Plan REVISIONS TO LOCATIONS Shown on Operator (sj Date Plan Sheet Location Initials s ✓ 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 immediate) upon discovery of the discharge but in no case later than Y P ry 9 24 after the discovery. Written notice of the discharge must be sent to DEQ and County within five (5) days of the discovery, vir inia Ue artment of tnvironmental 9 P Qual ity P.O. Box 1105 Richmond, VA 23218 1{804)6984000 1-800-592-5482 (Toll Free in VA) (800) 468-8892 (outside normal working hours) Chesterfield County Dept. of Environmental Engineering 9800 Government Center Parkway P.O. Box 40 Chesterfield, Virginia 23832-0040 (804) 796-7106 (804) 861-0717 EQUIPMENT I 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 Source Activity Dedicated Area(s) PlanWater Location Sheet #(s) Wheel Wash Other Wash Areas REVISIONS TO LOCATIONS Shown on Activity Location of Water Plan Source Operator's DedicatedArea(s) Location Initials 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. It 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. Shown on Date Plan Location of ' catedArea(1 s Sheet #(s) __.._ Approved Plan REVISIONS TO LOCATIONS' Shown on Operator's Date Plan Location of Dedicated Areas) Initials Sheet #(s) ✓ 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. DISCHARGE FROM STORAGE. HANDLING. AND DISPOSAL 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 mason products,timber, P 9 9 P masonry 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. Date Shown on Plan Sheet # s 1 Locations) of Dedicated Area(s) for storage of construction ';.Products and materials Approved Plan REVISK)NS'TO LOCATIONS Date Shown on Plan Sheet #s Location(s) of Dedicated Area(s) for storage of construction products and materials Operator(s) Initials Date Shown on Plan Sheet Location(s) of Dedicated Area(s) for waste from L construction products and materials Approved Plan REVISIONS TO LOCATIONS Shown on Location(s) of Dedicated Area(s) for waste Operator(i Date Plan Sheet from construction products and. materials Initials" #(s) ✓ Follow all federal, state, and local requirements that apply to the use, handling and disposal of pesticides,herbicides and fertilizers. P ✓ 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 Lei., ✓ Each facility must have appropriate signage to inform users where the dedicated areas are located. Shown on Date Plan Location of Dedicated Area(s) _. Sheet #(s) REVISI¢NS TO LOCATION, Shown orr. Plant !Location of Dedicated Area(s) 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 181, MIN. 181, MIN. ~ 3' MIN. 10' MIN SECTION A ABOVE GRADE CONCRETE WASHOUT AREA STAPLE DETAIL 4" %• DIA. STEEL WIRE 2' STAPLES (2 PER STRAW BALE) I BINDING WIRE ,STRAW BALE 3' MIN. WOOD OR METAL STAKES (2 PER STRAW BALE) SECTION B —�... 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 (2' 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 Ar"J' Sheet #(s) Approved Plan REVISIONS TO LOCATIONS Shown on'' , Operator(s) Date Plan Location(s) of Dedicated Areas) Initials Sheet Alsl ✓ 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:-irdorm_users. where the dedicated area(s) are located. Date Shown on Location(s) of Dedicated Area(s) for storage and disposal of Plan hazardous and toxic wastes Sheet #(s) Approved Plan REVISIONS TO LOCATIONS Date Shown on Plan Sheet #(s) Location(s) of Dedicated Areas) for storage and disposal of hazardous and toxic wastes Operator(s) Initials Shown on Date Plan Location(s) of Dedicated Area(s) for portable toilets Sheet #(s) , Approved Plan REVISIONS TO LOCATIONS Date Shown on Plan Sheet #(s) Location(s) of Dedicated Areas) for portable toilets Operator(s) 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: ✓ Changes in qualified personnel; delegated authorities or other personnel required as a condition of the General Construction Permit, Changes in site conditions ✓ 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 Theoperator(s) shall u date the SWPPP to include: P ✓ 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 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, ✓ 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 stone 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 operators) 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 dot p Wiled in the inspection report. ACKNOWLEDGEMENTS I certify under penalty of law that the qualified personnel identified below: a. 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; C. 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, Name (print) Phone 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 o ration and maintenance also includes adequate funding and P P eq 9 adequate staffing. I/we shall take all reasonable steps to minimize or prevent an discharge in violation of P P Y 9 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 DE may, in consultation Y PP q Y Q Y� with the Administrator, take 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. OPERATORS) I DELEGATED AUTHORITY Name(print) Signature Date Additional contact information can be found in the SWPPP Binder. 0 0 to CQ �j N O v ZO it C.)O .t�4_ O - � N 1.--I4 CD � CO 6L W COO C\2 W C) Cd C) DC Z Q) •r-4 w U , Ity . N r n v .--4 rn c Z +� (� o, W we �� a) O W Or r n v C r�Cd .� iy� M Icy 1 v Cd 3 I0 CIO a N o O O `V U O a ci o Q C c d E 0 rn H O c ��EpLT c_ / T c O Y � BRIAN C, MIYCHELL a Lic. No, 035724 0712712022 t O�FSSIONALt't a c 0 c 0 U c 3 ' l� 0 rI� Q4 o 0 � Q�4 i v) � � v6) q w 0 � o Ir�L�, OV O rn [O ti C o �I O U � E-4 N L , E-, Q+ r1Or� o C4 r _ w 0 o_ O d t rn c 4) REVISIONS •31 DATE ITEM w 05/18/22 PER COMMENTS ID 07/27/22 PER COMMENTS N N 0 c 3 0 r 0 r d 0_ 0 a - DATE t 01-20-2022 y SCALE c NOT TO SCALE o PROJECT MANAGER v BRIAN C. MITCHELL, P.E. rn .N DESIGNED BY v BCM / LEN t CHECKED BY v c 0 PROD.# 20140065 0 L SHEETf -o \ C — 13 1 Z. -FW-wqFWWW �ORdI KW_�� _ �• I� • Wes_ �� /���, i w� I� � �� � I �w .�. y� �ww. � as:rr,• is � .y. �.: MENNEN � NO 7po k Elf, Old 'm IL MON X WWI - -- - - Nil � - pig � , �arQ.a� nrs-��:_s_vt�•� il��--�_��r��� I i 7Ss�G•�s��� mas..e �,. 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S� .mot 'i® FREW '`•RRIMMA �MOM MIN bion sw 1 STRUCTURE IDA RUNOFF ACRES "C" I 0.73 0.35 3 0.25 0.66 5A 0.62 0.59 5 0.58 0.57 7 0.33 0.68 9 1.14 0.46 11 0.45 0.58 13 1.18 0.55 15 0.27 0.72 17 0.01 0.90 19 0.13 0.67 20A 0.00 0.00 21 0.87 0.47 23 0.82 0.59 25 0.54 0.66 27 0.41 0.71 29 0.00 0.00 31 0.00 0.00 33 0.00 0.00 37 0.75 0.62 39 0.47 0.58 41 0.09 0.77 43 0.33 0.57 45 0.48 0.58 47 0.27 0.52 49 0.32 0.69 51 0.16 0.75 53 0.00 0.00 59 61 63 67 0.72 0.48 69 1.81 0.42 71 1.51 0.41 73 0.00 0.00 77 0.00 0.00 78A 0.00 0.00 81A 0.33 0.52 81C 1.08 0.53 81E 0.56 0.53 81 0.63 0.51 83 0.55 0.66 85 0.13 0.58 89 91 95A 95 0.39 0.57 0.64 0.62 97 0.18 0.73 99 0.32 0.75 101 0.00 0.00 102A 0.00 0.00 102C 0.00 0.00 105 0.50 0.52 107 0.38 0.58 109A 0.26 0.53 109 0.13 0.76 111 0.17 0.51 112A 0.00 0.00 115 0.14 0.77 117 0.32 0.77 119 0.11 0.74 121 0.12 0.80 123 0.26 0.51 125 0.54 0.59 127 0.00 0.00 129 0.00 0.00 133 0.40 0.65 135 0.21 0.76 137 0.05 0.78 139 0.05 0.78 141 0.11 0.68 143 0.47 0.45 145 0.31 0.53 147 0.45 0.39 149 0.47 0.45 153 0.33 0.77 155C 0.42 0.70 155A 0.16 0.64 155 0.34 0.74 157 0.03 0.90 159 0.00 0.00 161 0.00 0.00 163 0.00 0.00 165 0.00 0.00 , -, 1 ) mCP CD CP �CP CID ° 8 GRAPHIC SCALE / ° O ° ° 8 ° 100 0 50 100 200 �..� rr ° ° 0 ° 8�� 8GG /r 000° 0 8 811 r r l Cn\\\ 0 0 / 1 9 1 incIN h FEET 91 Efk 1 "=100' 8