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HomeMy WebLinkAboutWPO202200038 Plan - VSMP 2022-12-13SITE DATA OWNER: BREEZY HILL AT KESWICK LLC 1145 TIMBER LANE BOULDER, CO 80304 DEVELOPER: SOUTHERN DEVELOPMENT GROUP INC. 142 SOUTH PANTOPS DRIVE CHARLOTTESVILLE, VA 22911 PLAN PREPARER: ROUDABUSH, GALE, & ASSOCIATES 999 SECOND STREET, SE., STE 201 CHARLOTTESVILLE, VA. 22902 (434)-977-0205 TAX MAP PARCEL NO: 09400-00-00-008A0, 09400-00-00-00500, 09400-00-00-00600,09400-00-00-00800, 09400-00-00-004800 TOTAL PARCEL AREA: 82.33 AC (94-8A, 94-8, 94-5, 94-6, 94-1A; RA PARCELS 94-48, 94-48A) CURRENT USE: EXISTING SINGLE FAMILY DETACHED (SFD) HOMES PROPOSED USE: R1 RESIDENTIAL- 80 UNITS ADJACENT RA PARCEL W/ DEVELOPMENT RIGHTS PROPOSED IMPERVIOUS AREA 11.20 ACRES PROPOSED MANAGED TURF AREA 57.80 ACRES PRESERVED FOREST / OPEN SPACE 10.2 ACRES MAGISTERIAL DISTRICT: SCOTTSVILLE DISTRICT CRITICAL SLOPES: THERE SHALL BE NO DISTURBANCE, BUILDINGS SITES OR STRUCTURES PROPOSED, PERMITTED OR ALLOWED ON ANY EXISTING SLOPES GREATER THAN 4:1. PRESERVED SLOPES ARE SHADED & PRESERVED AS OPEN SPACE. STORMWATER MANAGEMENT: EXISTING WET POND FACILITIES -QUANTITY CONTROL ENGINEERED LEVEL SPREADERS - OPEN SPACE SHEET -FLOW WATERSHED: THE SITE LIES IN THE CARROLL CREEK, RIVANNAH WATERSHED H.U.C. #: HUC 6: JR17, HUC 8, 02080204, HUC 12: 020802040404 BOUNDARY SOURCE: THIS PLAT HAS BEEN PREPARED WITHOUT THE BENEFIT OF A TITLE REPORT ALL DEED AND PLAT REFERENCES SHOWN ARE RECORDED IN THE OFFICE OF THE ALBEMARLE COUNTY CIRCUIT COURT CLERK UNLESS NOTED OTHERWISE. A PORTION OF THIS PLAT (TMP 09400-00-00-008A0) HAS BEEN PREPARED FROM AN ACTUAL FIELD SURVEY PERFORMED BY ROUDABUSH GALE & ASSOC. ON DECEMBER 10, 2010 USING MONUMENTS FOUND TO EXIST AT THE TIME OF THIS SURVEY. A PORTION OF THIS PLAT (TMP 09400-00-00-00500, TMP 09400-00-00-00600 AND TMP 09400-00-00-001A0) HAS BEEN PREPARED FROM AN ACTUAL FIELD SURVEY PERFORMED BY ROUDABUSH GALE & ASSOC. ON NOVEMBER 2, 2005 USING MONUMENTS FOUND TO EXIST AT THE TIME OF THIS SURVEY. THE BOUNDARY FOR TMP 09400-00-00-00800 IS FROM A PLAT PREPARED BY ROUDABUSH GALE & ASSOCIATES AND RECORDED AT IDS 877 PG 21. THE BOUNDARY FOR TMP 09400-00-00-04800 IS FROM PLAT PREPARED BY ROUDABUSH GALE & ASSOCIATES AND RECORDED AT IDS 1390 PG PG 537 AND A PLAT PREPARED BY O.R. RANDOLPH AND RECORDED AT DB 300 PG 523. TOPOGRAPHY: THE BASE TOPOGRAPHIC AND PLANIMETRIC MAP WAS COMPLETED UNDER THE DIRECT AND RESPONSIBLE CHARGE OF, JOSEPH MICHAEL KOVACH FROM AN ACTUAL AIRBORNE SURVEY MADE UNDER HIS SUPERVISION; APRIL 2, 2017; THE IMAGERY AND/OR ORIGINAL DATA WAS OBTAINED ON AND THAT THIS PLAT, MAP, OR DIGITAL GEOSPATIAL DATA INCLUDES METADATA AND MEETS MINIMUM ACCURACY STANDARDS UNLESS OTHERWISE NOTED. BENCHMARK: SURVEY CONTROL POINTS, "AERIAL TARGETS' PROVIDED MAY 01, 2017 BY ROUDABUSH, GALE AND ASSOCIATES, INC. DATUM HORZ: NAVD 83; VERT: NAVD 88 FLOODPLAIN: A PORTION OF THE AREA SHOWN HEREON IS LOCATED WITHIN FLOOD HAZARD ZONE "A" FOR A 100-YEAR FLOOD AS SHOWN ON FEMA MAP NO. 5100060325D AND 51003C0475D, EFFECTIVE DATE 2/4/2005. THE REMAINING PORTION LIES WITHIN ZONE "X" DETERMINED TO BE OUTSIDE OF THE 0.2% ANNUAL CHANCE FLOODPLAIN. THIS DETERMINATION HAS BEEN MADE BY GRAPHIC METHODS, NO ELEVATION STUDY HAS BEEN PERFORMED AS A PORTION OF THIS PROJECT. STREAM BUFFER: THERE ARE STREAM BUFFERS LOCATED ON THE PROJECT SITE. NO PERMANENT IMPACTS ARE PLANNED OR ANTICIPATED HISTORICAL SIGNIFICANCE: COORDINATION WITH FOR PRESERVATION OR RELOCATION OF EXISTING STRUCTURES AND/OR ARTIFACTS SHALL BE DIRECTED BY THE OWNER. CEMETERIES: THE SUBJECT PROPERTY IS NOT LOCATED WITHIN AN AGRICULTURAL- FOREST DISTRICT. THIS SITE IS NOT LOCATED WITHIN THE WATERSHED OF A COUNTY. PUBLIC WATER SUPPLY RESERVOIR. VSMP & SWM PLAN WP0202200038 TMP 94-8A SCOTTSVILLE MAGESTERIAL DISTRICT, COUNTY OF ALBEMARLE, VA VICINITY MAP SCALE: 1 "=1000 FEET Sheet Index Sheet Number Sheet Title 1 COVER SHEET 2 GENERAL NOTES 3 SOILS & EXISTING CONDITIONS 4 CONSTRUCTION ACCESS & DEMOLITION PLAN 5 EROSION & SEDIMENT CONTROL NARRATIVE 6 EROSION & SEDIMENT CONTROL PLAN - PHASE 1 7 EROSION & SEDIMENT CONTROL PLAN - PHASE 11 8 EROSION & SEDIMENT CONTROL DETAILS 9 SEEDING & STABILIZATION NOTES 10 PRE -DEVELOPMENT DRAINAGE MAP 11 POST -DEVELOPMENT DRAINAGE MAP 12 STORMWATER OUTFALL COMPLIANCE 13 EXISTING POND #1 OUTFALL E.L.S. #1 14 SB#2 & BLUEBIRD DR. TO E.L.S. #2 15 EXISTING POND #3 OUTFALL 16 SWALLOWTAIL CROSSING & OUTFALL-E.L.S.#3 17 EXISTING POND OUTFALL #4 18 DITCHES AND EASEMENTS 19 DITCH PROFILES 20 DITCH PROFILES 21 BASIN & STORMWATER DETAILS 22 STORMWATER MANAGEMENT DETAILS 23 OUTLET PROTECTION DETAILS 24 LAND USE MAINTENANCE & DETAILS 25 DETAILS AND STORM SEWER HYDRAULICS 26 STORM PROFILES TOTAL SHEETS = 26 APPROVALS DEPARTMENT SIGNATURE DATE EPARTMENT OF COMMUNITY DEVELOPMENT INSPECTIONS ENGINEERING U U OZ p (Lo N a'-W N m N N ow - O U U Li L Q (a W h J Z J ZO Z U' U>u W ma-o V � pU� 0 L LZ O0Z 00 � u W J 2 p � co a, o W rn U U �a PyTH Op Christopher C. Mulligan Lic. No. 12/12/22 Fsv� OFESSIONAL B O �Glt, z � V J 0 z W QLLJ ~ w V) C!) J U) CC:J 0 0 � U N III mW 1r W z O � z w IL U co w � O U o z z O O U > w w o_ z 0 w } Ca J N W Q N N � N O z DRAFTER: SML DESIGNER: CCM PRODUCTION ZQD DATE: 8 SEPT 22 SCALE: N/A JOB: 487 SUB: 2022-000 SHEET: 1 OF 26 ALBEMARLE COUNTY ESC NOTES 1. SILT FENCE, SEDIMENT TRAPS AND OTHER PROTECTIVE MEASURES SHALL BE PROVIDED IN AREAS WHERE SEDIMENT FROM DISTURBED AREAS MAY LEAVE THE SITE AND MUST BE PROPERLY INSTALLED BEFORE LAND DISTURBANCE. THESE MEASURES MUST REMAIN INSTALLED AND MAINTAINED UNTIL ADEQUATE STABILIZATION IS ACHIEVED AS DETERMINED BY THE PROGRAM AUTHORITY. 2. ALL EROSION MEASURES ARE SUBJECT TO INSPECTION PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES AND CLEANUP OF SEDIMENTATION MUST BE MADE IMMEDIATELY IF EROSION CONTROL MEASURES ARE FOUND TO BE INADEQUATE, OR IN NEED OF REPAIR, BY A COUNTY INSPECTOR, YOU WILL BE NOTIFIED. A FEE OF $150 WILL BE CHARGED FOR EACH REINSPECTION THAT IS NECESSARY. 3. A TEMPORARY STONE CONSTRUCTION ENTRANCE SHALL BE PROVIDED WHEREVER TRAFFIC WILL BE LEAVING A CONSTRUCTION SITE AND WHERE THERE EXISTS THE POSSIBILITY OF TRANSPORTING MUD DIRECTLY ONTO A ROAD OR OTHER PAVED AREA. 4. ALL DENUDED AREAS ON THE SITE SHALL BE STABILIZED WITHIN SEVEN (7) DAYS OF FINAL GRADING WITH PERMANENT VEGETATION OR A PROTECTIVE GROUND COVER SUITABLE FOR THE TIME OF YEAR. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN 7 DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN THIRTY (30) DAYS. 5. A PERMANENT STABILIZATIONNEGETATIVE COVER SHALL BE ESTABLISHED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS OF THE START OF CLEARING OR GRADING. UNLESS DOCUMENTED IN WRITING TO THE PROGRAM AUTHORITY AT THE START OF LAND DISTURBANCE, THE NINE (9) MONTHS SHALL BE MEASURED FROM THE PERMIT ISSUANCE DATE. IF AN EXTENSION IS NECESSARY AND CONSTRUCTION EXTENDS FOR MORE THAN A YEAR, A PERMIT RENEWAL FEE OF $150 WILL BE REQUIRED. 6. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED, COVERED, OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. 7. ALL STORM SEWER INLETS THAT ARE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE STORM WATER CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. 8. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL NOT BE REMOVED UNTIL DISTURBED AREAS ARE STABILIZED. AFTER STABILIZATION IS COMPLETE, ALL MEASURES SHALL BE REMOVED WITHIN 30 DAYS, UNLESS OTHERWISE AUTHORIZED BY THE PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. ALBEMARLE COUNTY FINAL PLAN GENERAL NOTES GENERAL CONSTRUCTION NOTES 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT UNLESS OTHERWISE NOTED. 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. 5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL:VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. 8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS Ill. 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). GENERAL CONSTRUCTION NOTES FOR STREETS (THIS LIST IS IN ADDITION TO THE GENERAL CONSTRUCTION NOTES) 1. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF COMMUNITY DEVELOPMENT (296- 5832) 48 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. 2. UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, THE CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE SUBGRADE SOIL. THREE (3) COPIES OF THE TEST RESULTS SHALL BE SUBMITTED TO THE COUNTY. IF A SUBGRADE SOIL CBR OF 10 OR GREATER IS NOT OBTAINABLE, A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN ENGINEER AND SUBMITTED WITH THE TEST RESULTS FOR APPROVAL. 3. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE. 4. 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 THE COUNTY ENGINEER, 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. 5. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG-9(A, B OR C). 6. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT STANDARD PE-1. 7. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. 8. 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. 9. 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. 10. 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. 11. 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. 12. VDOT STANDARD CD-1 OR CD-2 CROSS -DRAINS UNDER TO BE INSTALLED UNDER THE SUBBASE MATERIAL AT ALL CUT AND FILL TRANSITIONS AND GRADE SAG POINTS AS SHOWN ON THE ROAD PROFILES. 13. 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 AND WITH A VDOT OR COUNTY INSPECTOR PRESENT. GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL PLANS 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF- PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOAM TO 9:OOPM. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAN MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE O SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO 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 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80LBS/ LOOSF. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES IS TO BE REPAIR IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. GENERAL CONSTRUCTION NOTES FOR STORMWATER MANAGEMENT PLANS 1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION OF DAMS. 2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES. 3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION CONTROL INSPECTOR. GENERAL NOTES 1. EXISTING UTILITIES THE LOCATION OF EXISTING SEWER, WATER, POWER, GAS, TELEPHONE, AND OTHER UTILITIES AND STRUCTURES WHICH ARE LOCATED ACROSS, UNDERNEATH, ALONG AND WITHIN THE LIMITS OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS, AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL NOTIFY THE UNDERGROUND PROTECTION CENTER ("MISS UTIUTY") AT 1-800-552-7001 AND, AT HIS OWN COST, VERIFY THE LOCATIONS AND ELEVATIONS OF ALL EXISTING UTILITIES WITHIN THE LIMITS OF CONSTRUCTION. HE SHALL NOTIFY THE ENGINEER IMMEDIATELY IF THERE APPEARS TO BE A CONSTRUCTION CONFLICT OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THE PLAN. THE CONTRACTOR SHALL BE LIABLE FOR ALL DAMAGE DONE TO ANY STRUCTURES OR PROPERTY THROUGH HIS CARELESSNESS OR NEGLIGENCE. ANY GRADE STAKES, HUBS, ETC. DESTROYED WILL BE REPLACED AT THE CONTRACTORS EXPENSE. THE CONTRACTOR SHALL NOTIFY THE APPLICABLE GOVERNMENTAL PUBUC WORKS, PUBLIC UTILITY DEPARTMENT/ VDOT AT LEAST 24 HOURS PRIOR TO START OF WORK ON THE PROJECT. 2. MATERIALS AND WORKMANSHIP ALL MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE LATEST EDITIONS OF: A. THE 2016 VDOT ROAD AND BRIDGE SPECIFICATIONS. B. THE 2016 VDOT ROAD AND BRIDGE STANDARDS. C. THE CURRENT 2015 REVISION TO THE 2005 WORK AREA PROTECTION MANUAL D. APPLICABLE COUNTY OF ALBEMARLE ORDINANCES AND REGULATIONS E. THE LATEST RULES AND REGULATIONS GOVERNING CONSTRUCTION DEMOLITION AND EXCAVATION AS ADOPTED BY THE SAFETY CODES COMMISSION OF THE COMMONWEALTH OF VIRGINIAAND OSHA. 3. DEVIATION FROM PLANS NO DEVIATION FROM THESE PLANS WILL BE ALLOWED WITHOUT PRIOR WRITTEN APPROVAL OF THE OWNER, ENGINEER AND AFFECTED GOVERNMENTAL AGENCIES. 4. CLEARING AND GRUBBING A. ALL GROWTH OF TREES, OTHER VEGETATION AND OBJECTIONABLE DEBRIS SHALL BE CLEARED AND GRUBBED FROM THE PROPOSED PAVED AND BUILDING AREAS AS WELL AS AREAS INDICATED TO BE GRADED ON THE PLANS. B. ALL CLEARING AND GRUBBING WITHIN THE UTILITY EASEMENTS AND SPECIAL FILL AREAS SHALL BE TO THE LENGTH AND WIDTH NECESSARY TO CONSTRUCT THE IMPROVEMENTS SHOWN ON THE PLANS. C. ALL TREES, BRANCHES, VEGETATION AND DEBRIS SHALL BE DISPOSED OF IN A LEGAL MANNER ACCEPTABLE TO THE OWNER AND ENGINEER. BURNING PERMITS WILL BE OBTAINED BY THE CONTRACTOR AT HIS EXPENSE. D. ALL TREES AND VEGETATION WHICH OBSTRUCT SIGHT DISTANCES AT ROAD INTERSECTIONS SHALL BE REMOVED SO AS TO OBTAIN THE MAXIMUM SIGHT DISTANCE AT EACH INTERSECTION 5. TOPSOIL STRIPPING CONTRACTOR SHALL REMOVE TOPSOIL TO ITS ENTIRE DEPTH FROM ALL AREAS TO BE GRADED AND OR FILLED. HE SHALL STOCKPILE OR REMOVE/REPLACE/AMEND THE TOPSOIL AT OWNERS DIRECTION. 6. GRADING A. ROADWAYS, EASEMENTS, AND SPECIAL FILL AREAS TO BE GRADED AND COMPACTED TO THE FINISHED SUBGRADE OR GRADES AS SHOWN ON THE PLANS. OWNER SHALL HAVE REPRESENTATIVE SUBGRADE CBR TEST RUN AND SHALL REPORT TO THE OWNER, ENGINEER, AND ANY AFFECTED GOVERNMENTAL AGENCIES ANY CONTINUALLY SATURATED OR POOR SOILS; IF TESTED, RESULTS WHICH SHOW A CBR OF LESS THAN 10 SHALL BE ADDRESSED AND RESOLVED TO MEET THE MINIMUM REQUIREMENTS. IN SUCH CASE ROAD PAVEMENT DESIGN MAY HAVE TO BE RE -DESIGNED TO MEET WITH THE ACTUAL SOIL CONDITIONS ENCOUNTERED. B. IF UNSUITABLE MATERIAL IS ENCOUNTERED WITHIN THE ROADWAY, PARKING AREA OR ANY SPECIAL FILL AREA, IT SHALL BE REMOVED FROM THE ENTIRE PROPOSED PAVED AREA OR FILL AREA AND REPLACED WITH SELECT BACKFILL WHICH IS SUITABLE FOR ROADWAY (OR BUILDING SITE) CONSTRUCTION AS PER VDOT REQUIREMENTS AND ANY SPECIAL REQUIREMENTS OF THE COUNTY OWNER, ENGINEER, AND ANY AFFECTED GOVERNMENTAL AGENCIES. C. FILL AND BACKFILL MATERIAL SHALL BE COMPACTED TO 95 % STD. PROCTOR DENSITY AT OPTIMUM MOISTURE 32 % UNLESS SPECIFIED OTHERWISE ON THE PLAN. D. ALL GRADING OPERATIONS SHALL BE DONE IN SUCH A MANNER SO AS TO PROVIDE POSITIVE DRAINAGE AT ALL TIMES. E. AT ALL ROAD INTERSECTIONS IN A CUT SECTION, THE BACK SLOPES AND VEGETATION SHALL BE CUT BACK SO AS TO PROVIDE THE BEST POSSIBLE SIGHT DISTANCE. F. STANDARD SPRING BOXES (SB-1) AND ROADWAY UNDERDRAIN SYSTEM (UNDER -DRAINS & CROSS -DRAINS) WILL BE INSTALLED AT LOCATIONS SHOWN ON THE ROAD PLANS OR WHEREVER FIELD CONDITIONS WARRANT. G. ALL PIPE CULVERTS AND STORM SEWER SYSTEMS WITHIN THE VDOT RIGHT OF WAY SHALL UTILIZE THE PIPE DIAMETER AND BE CONSTRUCTED OF THE SPECIFIED MATERIAL, HAVING A MINIMUM COVER AS SPECIFIED ON THE PLANS. H. BACKFILL FOR ALL UTILITIES WITHIN PROPOSED STREETS SHALL BE PLACED GENERALLY IN ACCORDANCE WITH COUNTY OF ALBEMARLE SEWER AND WATER SPECIFICATIONS(ACSA) AND SPECIFICALLY IN ACCORDANCE WITH VDOT SPECIFICATIONS FOR BACKFILLING AROUND UTILITIES AND THE FOLLOWING CRITERIA AS COORDINATED WITH THE GEOTECHNICAL REPORT I. TRENCHES SHALL BE EXCAVATED TO A MINIMUM OF 4 INCHES BELOW THE BOTTOM OF THE BARREL OF THE PIPE AND A BEDDING SHALL BE PROVIDED AND INSTALLED OF SELECT MATERIAL SUITABLE TO MEET VDOT PBA PIPE INSTALLATION REQUIREMENTS. TRENCHES SHALL NOT BE CUT OVER 16 INCHES WIDER THAN THE OUTSIDE DIAMETER OF THE PIPE UNLESS AN UNSUITABLE FOUNDATION MATERIAL IS ENCOUNTERED 7. BASE AND PAVEMENT ITEMS A. SUBGRADE MUST BE CHECKED BY AFFECTED GOVERNMENTAL OFFICIALS, AND OWNER FOR GRADE, TEMPLATE AND COMPACTION BEFORE BASE IS APPLIED. B. BASE AND PAVEMENT MATERIALS SHALL MEET ALL 'VDOTSPECIFICATIONS AND SHALL BE APPLIED IN ACCORDANCE WITH THE CURRENT 'VDOTSPECIFICATIONS. ALL MATERIALS MUST BE TESTED AND APPROVED BY'VDOTOR APPLICABLE GOVERNMENTAL AGENCY OFFICIALS PRIOR TO EMPLACEMENT. C. PAVING OPERATIONS SHALL NOT BE STARTED BETWEEN NOVEMBER 15 AND APRIL 1 WITHOUT WRITTEN AUTHORIZATION OF ALBEMARLE COUNTY OR VDOT OFFICIALS AND THE OWNER. D. WHEN USING PUG MILLED AGGREGATE BASE MATERIAL WHICH IS TESTED BY'VDOT OFFICIALS AT THE PLANT, THE TEST WILL BE GOOD FOR 90 DAYS ONLY. ADDITIONAL "IN PLACE" TEST SHALL BE MADE AFTER 90 DAYS. 8. SEEDING AND MULCHING. ETC. (TO COORDINATE WITH LANDSCAPE SPECS A. ALL FERTILIZING, SEEDING, LIMING, AND MULCHING WILL BE DONE AT THE EROSION & SEDIMENT CONTROL HANDBOOK SPECIFIED APPALACHIAN RATES UNLESS SPECIFIED OTHERWISE IN PLANS: SEE TEMPORARY, PERMANENT AND FERTILIZATIONS SPECIFICATION CHARTS 9. PERMITS A. ALL PERMITS, NECESSARY TO WORK IN PUBLIC ROADS, (ENTRANCE OR OTHERWISE) MUST BE OBTAINED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. ALL OTHER PERMITS NECESSARY TO UNDERTAKE THIS PROJECT MUST BE OBTAINED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. REFER TO COVER SHEET OF THESE CONSTRUCTION PLANS 10. DRAINAGE STRUCTURES A. ALL CURB AND GUTTER AND STORM SEWER TO BE LOCATED IN ANY GOVERNMENTAL RIGHT-OF-WAY SHALL BE COORDINATED WITH V.D.O.T. AND THE COUNTY ENGINEER PRIOR TO INSTALLATION. B. A LONGITUDINAL DROP INLET (ON GRADE) SHALL BE POURED WITH THE THROAT ON THE SAME GRADE AS THE ADJOINING CURB AND GUTTER UNLESS SPECIFICALLY NOTED OTHERWISE ON THE PLANS. C. ALL STORM SEWER SHALL BE HPDE PIPE -ASTM 949 OR ASTM, C-76, CLASS III, RCP, EXCEPT WHERE NOTED D. ALL DRAINAGE STRUCTURES SHALL BE EITHER PRECAST OR CAST -IN -PLACE CONCRETE. 11. CONSTRUCTION STAKING ALL CONSTRUCTION STAKING WILL BE AT THE CONTRACTOR'S EXPENSE UTILIZING A VIRGINIA CERTIFIED PROFESSIONAL ENGINEER OR LAND SURVEYOR UNLESS AGREED UPON BY THE OWNER IN WRITING. COPIES OF ALL SITEWORK CUT SHEETS ARE TO BE FURNISHED TO ENGINEER FOR HIS REVIEW PRIOR TO CONSTRUCTION. CONTRACTOR SHALL BE LIABLE FOR ANY ADVERSE CONSEQUENCES IF CUT SHEETS ARE NOT PROVIDED TO ENGINEER FOR HIS REVIEW PRIOR TO CONSTRUCTION. COST OF THIS REVIEW TO BE BORNE BY CONTRACTOR. �A COUNTY OF ALBEMARLE Department of Community Development P Construction Record Drawings (As -built) for VSMP The following is a list of information required on construction record drawings for stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the construction record drawing be prepared by someone other than the designer. Please do not provide design drawings as construction record drawings. A. A signed and dated professional seal of the preparing engineer or surveyor. B. The name and address of the firm and individual preparing the drawings on the title sheet. C. The constructed location of all items associated with each facility, and the inspection records to verify dimensions materials and installation. The items include but are not limited to the following: proper : g 1. Inspection Records and photographs for pipe trenches and bedding, including underdrains. 2. Video Pipe Inspection for any pipes which are not accessible or viewable. 3. Updated Location with geo-coordinates of all facilities. 4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities. g P g d, g 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required for alterations from the design. 6. Plants, location and type. 7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. 8. Computations: For significant deviations from design, provide sealed computations verifying that the as -built condition is equivalent or better than design. 9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical sections and linings. 10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage must be within platted easements. Provide copies of recorded documents. 11. Guardrail, fences or other safety provisions - Display the constructed location of all safety provisions; fences, guardrail, including the type, length and applied end treatments, compared to design. 12. Material layers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to material types and depths. Include inspection reports, boring or test pit reports and materials certifications. Biofilter media must be an approved state mix. 13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable. 14. Compaction reports are required to verify fill compaction in dams. 15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning. LEGEND EXISTING INTERMEDIATE CONTOUR - -332- - EXISTING WATERLINE W EXISTING INDEX CONTOUR -300- PROPOSED WATERLINE W PROPOSED CONTOUR 20 EXISTING FIRE HYDRANT EXISTING EDGE OF PAVEMENT EX. EP PROPOSED FIRE HYDRANT t PROPOSED EDGE OF PAVEMENT EXISTING WATER VALVE EXISTING CURB AND GUTTER . EXC&c PROPOSED WATER VALVE PROPOSED CURB AND GUTTER CG-6 PROPOSED WATER METER O TRANSITION FROM CG-6 ROLL-TOP EXISTING REDUCER 1 EXISTING STORM SEWER EX. 15" RCP PROPOSED REDUCER � PROPOSED STORM SEWER HANDICAP RAMP (CG-12) (DENOTE$ LOCATION OF $TU. VDOT M12 ANMOR JURISDICTIONAL STANDARD RAMP CONSTRUCTION) EXISTING SANITARY SEWER S PARKING INDICATOR 12 PROPOSED SANITARY SEWER (INDICATES THE NUMBER OF TYPICAL PARKING SPACES) PROPERTY LINE BENCHMARK (9 EASEMENT LINE - - - - - - - - PROPERTY BOUNDARY CENTERLINE LIMITS OF CLEARING AND/OR GRADING VEHICLES PER DAY COUNT 1,234 VPD EXISTING SPOT ELEVATION + 400.50 PROPOSED STREET NAME SIGN PROPOSED SPOT ELEVATION +400.50 EXISTING TREE DRIP LINE • rl_WWY'WY,). EXISTING SIGN -a- PROPOSED SIGN -� EXISTING TREE SANITARY MANHOLE IDENTIFIER zs PROPOSED TREE STORM DRAIN STRUCTURE IDENTIFIER 180 U n U 'GsO^ O vl DJ N a- W N m N N D_ � O W Co� O U U Li n L z (a W h J J rn r Z O > -00 V m p m a , O> ZLLI W O L 0 LZ O0gZ LLW O ir > (0 a- o- W 0)(.) m Q Wtr ��D DfG'�U O 9Chulligan�W4•�Oilt, z O UD C) z � W Q LLJ (� O "' �j J J U) < Ir J 06 z O L.LJ N W mW z O � z d w U m w � O U o z Co O O U � m j w w o_ m Co z O w m Y m J � Co N W Q N N � N O z DRAFTER: SML DESIGNER: CCM PRODUCTION ZQD DATE: 8 SEPT 22 SCALE: N/A JOB: 487 SUB: 2022-000 SHEET: 2 OF 26 / ' ice\ I �__� �—_ / \r •' I / � Y-----1 5 \ _ \ FED. DAM BREAK - 1 _ �' / 1�:::.•.•:::::;::::: INUNDATION ZONE TEMP. r( ( CONSTRUCTIONESMT \ \ / ) I Ig�gl II DB 4957 PG 588 ,•'1f:�i:i:::':�i::• \ 4 Sa.. EsN'T. / "i PG 64IOV \ I 008� \\V \ ! I O 006 _ ACCESS ESM'T 009 � i � H r �- R ,Bl(E�ER� \ \ OB 2422 PG 46-9 '�� O >� - 2t" .1N`8 , � 4? - / 2v^^" t'tr; Fes; SAN. 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". v • a cx a0 aIGtIT_Gv_V•,Ar -1 O SOILS INFORMATION: 1 B - MEADOWVILLE SILT LOAM, 2 TO 7 PERCENT SLOPES, 30-60 INCHES TO RESTRICTIVE FEATURES, MODERATELY WELL DRAINED, HYDROLOGIC GROUP: C 16 - CORDORUS SILT LOAM, 0 TO 2 PERCENT SLOPES, MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, SOMEWHAT POORLY DRAINED, HYDROLOGIC GROUP: BID 46B - GRASSLAND SILT LOAM, 2 TO 7 PERCENT SLOPES, 40-60 INCHES TO RESTRICTIVE FEATURES, MODERATELY WELL DRAINED, HYDROLOGIC GROUP: D 51 B - BUGLEY CHANNERY SILT LOAM, 2 TO 7 PERCENT SLOPES, 15-20 INCHES TO RESTRICTIVE FEATURES, SOMEWHAT EXCESSIVELY DRAINED, HYDROLOGIC GROUP:D 51 C - BUGLEY CHANNERY SILT LOAM, 7 TO 15 PERCENT SLOPES, 10-20 INCHES TO RESTRICTIVE FEATURES, SOMEWHAT EXCESSIVELY DRAINED, HYDROLOGIC GROUP:D 51 D - BUGLEY CHANNERY SILT LOAM, 15 TO 25 PERCENT SLOPES, 10-20 INCHES TO RESTRICTIVE FEATURES, SOMEWHAT EXCESSIVELY DRAINED, HYDROLOGIC GROUP:D 52D - BUGLEY VERY CHANNERY SILT LOAM, 15 TO 25 PERCENT SLOPES, 10.20 INCHES TO RESTRICTIVE FEATURES, SOMEWHAT EXCESSIVELY DRAINED, HYDROLOGIC GROUP: D 62B - BUFFSTAT SILT LOAM, 2 TO 7 PERCENT SLOPES, 40-60 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC GROUP: B 62C - BUFFSTAT SILT LOAM, 7 TO 15 PERCENT SLOPES, 40-60 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC GROUP: B 80B - LITTLEJOE SILT LOAM, 2 TO 7 PERCENT SLOPES, 40-60 INCHES TO RESTRICTIVE FEATURES, WELL DRAINED, HYDROLOGIC GROUP: B 96B - DELILA LOAM, 2 TO 7 PERCENT SLOPES, MORE THAN 80 INCHES TO RESTRICTIVE FEATURES, POORLY DRAINED, HYDROLOGIC GROUP: D -------/ Kam* \ ° "e '�� •"/ 018 - I� / \O a • 17 4\ \ I I 016 1 -- • \+ 62 1 • +}- � _ - � Ewe . .� \ ••• ' 020 � � so �-j - ---_ "'-- __ _. _�__ _sus �na>w'w•E v � � — JD T... ...A < \ I ❑ e•�: I �22 A I J/I I' 1 / GaEERD � �'w'.w � ///'''��� >E-CE -PED. � _'- EO • \ I \ _ A � � I �,. � — I O � \ 1 � I I _ t O. I ) � i 200 400 600 ALBEMARLE COUNTY STEEP SLOPES OVERLAY -MANAGED ALBEMARLE COUNTY STEEP SLOPES OVERLAY -PRESERVED EmALBEMARLE COUNTY STEEP SLOPES OVERLAY -CRITICAL WETLAND AREAS (LOCATED BY WILD GINGER FIELD SERVICES DATED JANUARY, 2021) PERENNIAL STREAM (LOCATED BY WILD GINGER FIELD SERVICES DATED JANUARY, 2021) INTERMITTENT STREAM (LOCATED BY WILD GINGER FIELD SERVICES DATED JANUARY, 2021) EAR DPLAIN (PE YCOUNTY GIS) • ....... • • • • • . SOIL LINES) PROPERTY OWNER INF❑RMATI❑N IMP 80-56A DEVALL, ROGER R. & DOROTHY V. DEVALL TRUSTEES OF DEVALL 8LIVING TRUST DB 32641PG 327 IMP 80-56A1 002 GOODE, TOBY L. OR ✓OAN P. DB 33561PG 003 003 IMP 80-568 MEANS, G. NEIL & SUSAN L. ROARK TRUSTEES OF SUSAN L. ROARK TRUST DB 33561PG 003 IMP 80-56 004 GIULIANO, GORDON R. OR ✓UL14NNE M. JACKSON DB 3693/PG 396 IMP 80-56B MEANS, G. NEIL & SUSAN L. ROARK TRUSTEES OF SUSAN L. 005 ROARK TRUST DB 33561PG 003 006 IMP 94-4 MEANS, G. NEIL & SUSAN L. ROARK TRUSTEES OF SUSAN L. ROARK TRUST DB 33561PG 003 IMP 94-3 MEANS, G NEIL & SUSAN L ROARK TRUSTEES OF SUSAN L 007 ROARK TRUST DB 33561PG 003 IMP 93A4-S5-H5 008 STANLEY MARTIN HOMES LLC DB 54951PG 635 IMP 93A4-H2 009 GLENMORE COMMUNITY ASSOCIATION INC DB 39071PG 401 IMP 93A4-✓ 010 GLENMORE COMMUNITY ASSOCIATION INC DB 4803/PG 80 IMP 94-7B 011 HAWKINS, LARRY R. DB 900/PG 114 IMP 94-7A 012 HAWKINS, CLARENCE M. & BEATRICE DB 6891PG 515 IMP 94-7 013 MILLS, AUDREY HFARNS ETAL CIO KAREN ANDERSON DB 1365/PG 285 IMP 94-BF 01 q WASHINGTON, ALICE BOYD & CHARLENE FLORENCE GRIFFIN DB 51821PG 256 IMP 94-8E 015 EWERS, PATRICIA A DB 1437/PG 498 IMP 94-8C 016 HAWKINS, CLARENCE M. OR BEATRICE B. DB 65BIPG 403 IMP 94-48A 017 BREEZY HILL AT KESWICK LLC DB 5491PG 364 IMP 94-48 018 BREEZY HILL AT KESWICK LLC DB 54931PG 364 IMP 94-49C 019 POWELL, MICHAEL W & BRENDA H POWELL IMP 94-49B 020 PAMELA WILLINGHAM IMP 94-47A 021 TANYA Y CARTER TMP 94-47 022 CARTER, KENDALL A OR TANYA Y 0 W) z O (Dou/ N 0 W N m N LU OaE N pco O U U (Lou h L Q W h N Z -00 > z W Z 0 LL Lu m Lu Z W J 2 p� coQa o co rn U co Q W $PyTx of Christopher C. Mulligan Lic. No. 12/12/22 OFESSI0NAL O E�Glt, z � V J U) i O 0 z ~ Q z D c) U z_ J � J_ U) a- W i 06 J N - W co mW m cLU m z O � w IL U w � O U Z O S j W W O_ � U Z O w } CO J DRAFTER: SML DESIGNER: CCM PRODUCTION ZOD DATE: 8 SEPT 22 SCALE: AS SHOWN JOB: 487 SUB: 2022-000 SHEET: 3 OF 26 N.\ FED. DAM BREAK INUNDATION ZONE � TEMP. CONSTRUCTION ✓ / - - / a r DB 4957 PG J _ �71 I I I m I / / .'. ...'.20•'yW. SEW. 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I / \ 41 I / / 1 1 \\ \ 1 11 1 I 1 I 1 / ,/�/ •, \ \\\\\\\\ I I I / � . `�� \\ \ \\ \ 111 \\ \ \ II \\I \\ \\1�! 1 i \ I \\\1 N\��II I111 I I ♦ �\\\ 1 I ,\\\1. 1 I \• \`\ \�\\� \\\\\\\\\ \ \ \\ �,\\, \\,\ \ 1 I I / - // // I \7 ` \ .\ \ \\\ \ \\ \. \ 1 I 1 f \' / / / -�\\\ �\\ \\ 1 1 / 1 / / ( I I / \ \ \ -as\�`\\\�I \\\ 1 / / / ♦\\ �.\\ 1 l //, f ,mod; I \ \ \� \\� \\\ \ - / \ \ / ♦\T� \\ \ , > \ //, // / / / , \ p\ \ ` a \ \`\1`1 \1 - ` IVv��AA C \��� \\ ' � � \`` \� ` \1 \ / t\/�\\11 I \ � 1 / ' ' i /% ,'�' il.,l"" \\\I ?, I \`♦\\\�JJJ\ \ \`\ \ \ \ \\ \\\` \\\\\\\\ \ \It \\\`\\0\ N\`I, XINI �-`-______`^`� "\\ \ \� l\ I/II IIII 1 1N >• \\\\, \\\\ September 2019 Page \ / \ • / '_.t-\ ^\ \\ \\\\\\\\ \ \\\\ \\=� _ ` \ i I 1 1 1 I 1\\j1 I I I I11 a 2 \ S'-1 ep[ a8 / y \ ` `\ \ \ \\ \: _� �� \ \ I 11 \' 11 I,11111 %F \ \� I\\" IN \.\ Work Beyond the Shoulder Operation / 1 J^ \ \ \ \\ \\` \ l -- _ \ � � �% / l / I 1 / \\ r "�� \ ` \ Fi ure TTC-1.1 \I `\ \\\III \ �\ IIII - `. . i / ' ' ''/ , ii 'l"•(-/� / i ii II\\11\��^ j! / `\ ` g ) \ 1I�1 / rd�\/ \III / { I 1 111:.�1!i 1\I `�, \ \ I I ,\\ \\ I I I , ,o, / I t\I \ / /� '"'/ EDGE OF PAVEMENT /-ES*l'T` DB 2 1\`,�`\I��\ �" �'� :`.\_�I,I 11 $'e3�/,/I ,1, /,I,111 ",_ '\ ; \ I,• --PG \ \ 1 1�\I,11,1I \"1 \ / 7-IT",7xirl> 5 1 lol II III / / / -'7 ✓, / + \ \\ \ I /sn <a�ik I \l 1\ \II II I f---�___�,�,, ,11I j r\1 SEE NOTES \ / 11 1 I ^\ \ \ \\`\� i `\ IN- \�III III\ \ 1 i -_ ^\� \` \\\I\I 1,/� r', 1 ,�/ ,% i /' `^ - `�\ III I / , _ \ \ 1 III 1 \ 1 1 1 \'- ' / / ``r\ \ , / I l \ . \\ ,\, 11 I II Il / ^ .\.\ I I Vx `�\� 9 \ l n l I \ \ _ '° 1 \ ` ` /PROPOSED EMERGENCY, WORK VEHICLE 1 O �- ^``� `_ t \ \ \,�,� I \ \ \ \ \ \�� v `WATER LINE CONNEI It IN '` `� / I • })- ----_ ---_ uNNNa SEE NOTE 1ROAD NO I ___ - y _� '�� .. ` ` /=�L•• ,___^^_ ,/' / /,' \♦ \ \ \ \ \ ` \ WORN SEE NOTES HEAD 2 AND 3 I I I I \ \ \ I 1: Revidoa f-ulnois � � I \ Page 6H-8 September 2019 Typical Traffic Control Work Beyond the Shoulder Operation (Figure TTC-1.1) Guidance: 1. The minimum distance between the sign and work vehicle should be 1300'-1500' on Limited Access highways, and on all other roadways 500'-800'where the posted speed limit is greater than 45 mph, and 350'-500' where the posted speed limited is 45 mph or less. sop: 2. The ROAD WORK AHEAD (W20-1) sign may be replaced with other appropriate signs such as the SHOULDER WORK (W21-5) sign. The SHOULDER WORK sign may be used for work adiaccat to the shoulder. 3. The ROAD WORK ABEAD sips my be omitted where the work space is behind a barrier- more than 4 feet behind vertical curb (Standard CG-2 and CG-6) on mbar roadways, or outside of the clear zone for all other roadways. For clear zone values see page A4 of Appendix A. 4. For short-term, short duration or mobile operations'. all signs and channelizing devices may be eliminated if a vehicle with activated li -intensity amber rotating, flashing, or' oscillating lights is used. Standard: 5. Vehicle hazard warping signals shall not be used instead of the vehicle's high -intensity amber rotating, flashing, or' oscillating lights. Vehicle hazard warning signals can be used to supplement high -intensity amber rotating, flashing, or oscillating lights. 6. If the work space is in the median of a divided highway, an advance warning sign shall also be placed on the left side of the directional roadway. 4 PROPOSED CONSTRUCTION !' ENTRANCE 1 \\`X 1 I I 1.\\ \\ `♦\ � \III, �j I \I \ 1 � t: \ I I it \\ \ A \ jIt KEYNOTE LEGEND O WORK AREA AHEAD (W20-VP1) - SEE SHEET 25 FOR SIGN DETAIL BO - END ROAD WORK (G20-2M) - SEE SHEET 25 FOR SIGN DETAIL OC - CONSTRUCTION ENTRANCE (W1142) - SEE SHEET 25 FOR SIGN DETAIL 1O TO BE REMOVED - EXISTING ROAD - NOT TO BE USED FOR CONSTRUCTION 2O TO BE REMOVED - EXISTING BUILDING & ASSOCIATED APPURTENANCES 3O TO BE REMOVED - EXISTING STRUCTURE 4O TO BE REMOVED - EXISTING OVERHEAD UTILITY & LINES 5O TO BE REMOVED - EXISTING WELL (PER VDH STANDARD) O6 TO BE REMOVED - EXISTING WALL O TO BE REMOVED - EXISTING FUEL TANK OTO BE REMOVED - EXISTING FENCE (WHERE NOT ADJACENT TO EXTERIOR PROPERTIES ONLY) 200 400 600 F�1 O GO Z 0lo N� I',- r N N m oldfl W N LU � 0(n ��N O U U Q (Lou r-- W n L a J Z Z� J �W A �O > Z W Z O Lu(D 0000 0+4 t L Z 0 j W J 2 d W 0) 0) U Q C W Z 0 � aW t U W 0 0 U Z 00 0 tr > W W d ff co z 0 co W tr Y m J co co H N � � N O z DRAFTER: SML DESIGNER: I CCM (PRODUCTION1 OD PyTH Op Df�r Christopher C. Mulligan Lic. No. 12/12/22 OFESSIONAL YtyG\� z Q O a_ UD o 0 O z :�i W Q LLJ 06 >� J U) U) W J 06 v _ a- z 0 N U W pc LLJ z O DATE: 8 SEPT 22 SCALE: AS SHOWN JOB: 487 SUB: 2022-000 SHEET: 4 OF 26 EROSION AND SEDIMENT CONTROL MINIMUM STANDARDS 1. 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 FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. CONTRACTOR SHALL ESTABLISH A STABILIZED SITE AND NOT ALLOW ANY EROSION OR SEDIMENT TO EXIT. 2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. LOCATE SOIL STOCKPILES WITH PERIMETER SILT FENCE AND UPSTREAM OF TRAPS & BASINS, AS SHOWN. 3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL GROUND COVER IS ACHIEVED THAT, IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. CONTRACTOR SHALL ESTABLISH A VEGETATIVE COVER ON ALL DENUDED AREAS 4. SEDIMENT BASINS AND TRAPS PERIMETER DIKES SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. THE SEDIMENT TRAPS & BASINS SHALL BE CONSTRUCTED AS THE FIRST STEP IN CONSTRUCTION. MINIMIZE CLEARING & GRUBBING. 5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. CONTRACTOR SHALL INSPECT EROSION CONTROL MEASURES WEEKLY & AFTER EACH RAINFALL EVENT. 6. SEDIMENT TRAPS AND SEDIMENT BASINS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP OR BASIN. THE TEMPORARY SEDIMENT BASIN SHALL BE SIZED FOR RUNOFF FROM THE ENTIRE CONTRIBUTING WATERSHED. UTILIZE CLEAN -WATER DIVERSIONS FOR LARGE OFFSITE WATERSHED; INSTALLATION STAGING AND DIVERSION DEPICTED ON EC1 & EC2. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. THERE ARE NUMEROUS SEDIMENT TRAPS PROPOSED; REFER TO THE SIZING TABLES & EROSION CONTROL PLANS FOR CONSTRUCTION. 7. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM DRAINAGE AREAS GREATER THAN OR EQUAL TO THREE ACRES SHALL BE CONTROLLED BY A SEDIMENT BASIN. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT BASIN SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA. THE OUTFALL SYSTEM SHALL, AT A MINIMUM, MAINTAIN THE STRUCTURAL INTEGRITY OF THE BASIN DURING A TWENTY-FIVE YEAR STORM OF 24-HOUR DURATION. RUNOFF COEFFICIENTS USED IN RUNOFF CALCULATIONS SHALL CORRESPOND TO A BARE EARTH CONDITION OR THOSE CONDITIONS EXPECTED TO EXIST WHILE THE SEDIMENT BASIN IS UTILIZED. THE SEDIMENT BASIN SHALL BE LOCATED AND SIZED TO RECEIVE THE LARGEST RUNOFF AREA. THE RISER AND BARREL IS TO BE CONSTRUCTED AS SHOWN ON THE INDIVIDUAL BASIN DETAILS. 8. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. THIS APPLIES TO THE PROPOSED FILL SLOPES ALONG THE PROPOSED ROADWAYS AND THE CUT/FILL SLOPES LOCATED AT THE PERIPHERY OF THE SITE. 9. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. SITE RUN-OFF WILL BE MANAGED IN A SHEET -FLOW PATTERN, DISCOURAGING CONCENTRATION OF RUNOFF ACROSS THE FILL OR STEEP SLOPE AREAS. DIVERSION DITCHES SHALL BE LOCATED TO DIRECT RUNOFF TO THE SEDIMENT TRAPPING DEVICES. ADJUST DIVERSIONS ALONG PERIMETER AS SITE GRADES APPROACH FINAL GRADES. 10. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. THERE ARE NO KNOWN CRITICAL AREAS KNOWN ONSITE, CONSULT GEOTECH IF AREAS OF SEEPAGE OR SOLID ROCK ARE ENCOUNTERED. 11. ALL STORM SEWER INLETS THAT ARE MADE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. EXISTING AND PROPOSED INLETS SHALL BE PROTECTED WITH INLET PROTECTION AS CONSTRUCTED. 12. BEFORE NEWLY CONSTRUCTED STORM WATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. APPLICABLE TO PERMANENT OUTFALL PIPES AND OVERFLOW CHANNEL EXITING FROM TRAPS OR BASINS. 13. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NON -ERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NON -ERODIBLE COVER MATERIALS. THERE ARE NO LIVE WATER COURSES WITHIN THE DISTURBED AREA ON THESE PLANS. 14. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NON -ERODIBLE MATERIAL SHALL BE PROVIDED. THERE ARE NO LIVE WATER COURSES TO BE CROSSED BY CONSTRUCTION VEHICLES. 15. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. THERE ARE NO LIVE WATER COURSES TO BE CROSSED.. 16. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. OFFSITE RUNOFF SHALL BE CONVEYED THROUGH THE PROPOSED ROADWAY WITH A CULVERT, PRIOR TO FILL. SEE EROSION CONTROL PHASE 1 PLAN. 17. 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. MATERIAL USED FOR BACK FILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. ADHERE TO THESE APPLICABLE STANDARDS FOR PRIVATE AND PUBLIC UTILITY INSTALLATION. 17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR 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 PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE 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. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. CONTRACTOR SHALL MAKE PROVISIONS TO KEEP ADJACENT ROADS CLEAN FROM SOIL BUILD-UP. 18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. CONTRACTOR SHALL STABILIZE SITE, AND OBTAIN INSPECTOR APPROVAL PRIOR TO REMOVING EC MEASURES. UPON APPROVAL OF THE ENVIRONMENTAL INSPECTOR, COVERT BASIN TO PERMANENT FILTRATION BMP"s 19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE FOLLOWING STANDARDS AND CRITERIA. STREAM RESTORATION AND RELOCATION PROJECTS THAT INCORPORATE NATURAL CHANNEL DESIGN CONCEPTS ARE NOT MAN-MADE CHANNELS AND SHALL BE EXEMPT FROM ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS: A. CONCENTRATED STORMWATER RUNOFF LEAVING A DEVELOPMENT SITE SHALL BE DISCHARGED DIRECTLY INTO AN ADEQUATE NATURAL OR MAN-MADE RECEIVING CHANNEL, PIPE OR STORM SEWER SYSTEM. FOR THOSE SITES WHERE RUNOFF IS DISCHARGED INTO A PIPE OR PIPE SYSTEM, DOWNSTREAM STABILITY ANALYSES AT THE OUTFALL OF THE PIPE OF PIPE SYSTEM SHALL BE PERFORMED. B. ADEQUACY OF ALL CHANNELS AND PIPES SHALL BE VERIFIED IN THE FOLLOWING MANNER: 1. THE APPLICANT SHALL DEMONSTRATE THAT THE TOTAL DRAINAGE AREA TO THE POINT OF ANALYSIS WITHIN THE CHANNEL IS 100 TIMES GREATER THAN THE CONTRIBUTING DRAINAGE AREA OF THE PROJECT IN QUESTION; OR (a) NATURAL CHANNELS SHALL BE ANALYZED BY THE USE OF TWO -TEAR STORM TO VERIFY THAT STORMWATER WILL NOT OVERTOP CHANNEL BANKS NOR CAUSE EROSION OF CHANNEL BED OR BANKS; (b) ALL PREVIOUSLY CONSTRUCTED MAN-MADE CHANNELS SHALL BE ANALYZED BY THE USE OF A 10-YEAR STORM TO VERIFY THAT STORMWATER WILL NOT OVERTOP ITS BANKS AND BY THE USE OF A TWO-YEAR STORM TO DEMONSTRATE THAT STORMWATER WILL NOT CAUSE EROSION OF CHANNEL BED OR BANKS; AND (c) PIPES AND STORM SEWER SYSTEMS SHALL BE ANALYZED BY THE USE OF A 10-YEAR STORM TO VERIFY THAT STORMWATER WILL BE CONTAINED WITHIN THE PIPE OR SYSTEM. C. IF EXISTING NATURAL RECEIVING CHANNELS OR PREVIOUSLY CONSTRUCTED MAN-MADE CHANNELS OR PIPES ARE NOT ADEQUATE, THE APPLICANT SHALL: 1. IMPROVE THE CHANNELS TO A CONDITION WHERE A 10-YEAR STORM WILL NOT OVERTOP THE BANKS AND A TWO-YEAR STORM WILL NOT CAUSE EROSION TO THE CHANNEL, THE BED, OR THE BANKS; 2. IMPROVE THE PIPE OR PIPE SYSTEM TO A CONDITION WHERE THE 10-YEAR STORM IN CONTAINED WITHIN THE APPURTENANCES; 3. DEVELOP A SITE DESIGN THAT WILL NOT CAUSE THE PRE -DEVELOPMENT PEAK RUNOFF RATE FROM A TWO-YEAR STORM TO INCREASE WHEN RUNOFF OUTFALLS INTO A NATURAL CHANNEL OR WILL NOT CAUSE THE PRE -DEVELOPMENT PEAK RUNOFF RATE FROM A 10-YEAR STORM TO INCREASE WHEN RUNOFF OUTFALLS INTO A MAN-MADE CHANNEL; OR 4. PROVIDE A COMBINATION OF CHANNEL IMPROVEMENT, STORMWATER DETENTION OR OTHER MEASURES WHICH IS SATISFACTORY TO THE VESCP AUTHORITY TO PREVENT DOWNSTREAM EROSION. D. THE APPLICANT SHALL PROVIDE EVIDENCE OF PERMISSION TO MAKE THE IMPROVEMENTS. E. ALL HYDROLOGIC ANALYSES SHALL BE BASED ON THE EXISTING WATERSHED CHARACTERISTICS AND THE ULTIMATE DEVELOPMENT CONDITION OF THE SUBJECT PROJECT. F. IF THE APPLICANT CHOOSES AN OPTION THAT INCLUDES STORMWATER DETENTION, HE SHALL OBTAIN APPROVAL FROM THE VESCP OF A PLAN FOR MAINTENANCE OF THE DETENTION FACILITIES. THE PLAN SHALL SHALL SET FORTH THE MAINTENANCE REQUIREMENTS OF THE FACILITY AND THE PERSON RESPONSIBLE FOR PERFORMING THE MAINTENANCE. G. OUTFALL FROM A DETENTION FACILITY SHALL BE DISCHARGED TO A RECEIVING CHANNEL, AND ENERGY DISSIPATORS SHALL BE PLACED AT THE OUTFALL OF ALL DETENTION FACILITIES AS NECESSARY TO PROVIDE A STABILIZED TRANSITION FROM THE4 FACILITY TO THE RECEIVING CHANNEL. H. ALL ON -SITE CHANNELS MUST BE VERIFIED TO BE ADEQUATE I. INCREASED VOLUMES OF SHEET FLOWS THAT MAY CAUSE EROSION OR SEDIMENTATION ON ADJACENT PROPERTY SHALL BE DIVERTED TO A STABLE OUTLET, ADEQUATE CHANNEL, PIPE OR PIPE SYSTEM, OR TO A DETENTION FACILITY J. IN APPLYING THESE STORMWATER MANAGEMENT CRITERIA, INDIVIDUAL LOTS OR PARCELS IN A RESIDENTIAL, COMMERCIAL OR INDUSTRIAL DEVELOPMENT SHALL NOT BE CONSIDERED TO BE SEPARATE DEVELOPMENT PROJECTS. INSTEAD, THE DEVELOPMENT, AS A WHOLE, SHALL BE CONSIDERED TO BE A SINGLE DEVELOPMENT PROJECT. HYDROLOGIC PARAMETERS THAT REFLECT THE ULTIMATE DEVELOPMENT CONDITION SHALL BE USED IN ALL ENGINEERING CALCULATIONS. K. ALL MEASURES USED TO PROTECT PROPERTIES AND WATERWAYS SHALL BE EMPLOYED IN A MANNER WHICH MINIMIZES IMPACTS ON THE PHYSICAL, CHEMICAL AND BIOLOGICAL INTEGRITY OF RIVERS, STREAMS AND OTHER WATERS OF THE STATE L. ANY PLAN APPROVED PRIOR TO JULY 1, 2014, THE PROVIDES FOR STORMWATER MANAGEMENT THAT ADDRESSES ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS SHALL SATISFY THE FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS IF THE PRACTICES ARE DESIGNED TO (i) DETAIN THE WATER QUALITY VOLUME AND TO RELEASE IT OVER 48 HOURS; (ii) DETAIN AND RELEASE OVER A 24-HOUR PERIOD THE EXPECTED RAINFALL RESULTING FROM THE ONE YEAR, 24-HOUR STORM; AND (III) REDUCE THE ALLOWABLE PEAK FLOW RATE RESULTING FROM THE 1.5, 2, AND 10-YEAR, 24-HOUR STORMS TO A LEVEL THAT IS LESS THAN OR EQUAL TO THE PEAK FLOW RATE FROM THE SITE ASSUMING IT WAS IN A GOOD FORESTED CONDITION, ACHIEVED THROUGH MULTIPLICATION OF THE FORESTED PEAK FLOW RATE BY A REDUCTION FACTOR THAT IS EQUAL TO THE RUNOFF VOLUME FROM THE SITE WHEN IT WAS IN A GOOD FORESTED CONDITION DIVIDED BY THE RUNOFF VOLUME FROM THE SITE IN ITS PROPOSED CONDITION, AND SHALL BE EXEMPT FROM ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS AS DEFINED IN ANY REGULATIONS PROMULGATED PURSUANT TO § 62.1-44.15:54 OR § 62.1-44.15:65 OF THE ACT. M. FOR PLANS APPROVED ON AND AFTER JULY 1, 2014, THE FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS OF § 62.1-44.15:52 A OF THE ACT AND THIS SUBSECTION SHALL BE SATISFIED BY COMPLIANCE WITH WATER QUANTITY REQUIREMENTS IN THE STORMWATER MANAGEMENT ACT (§ 62.1-44.15:24 ET SEC. OF THE CODE OF VIRGINIA) AND ATTENDANT REGULATIONS, UNLESS SUCH LAND -DISTURBING ACTIVITIES (i) ARE IN ACCORDANCE WITH PROVISIONS FOR TIME LIMITS ON APPLICABILITY OF APPROVED DESIGN CRITERIA IN 9VAC25-870-47 OR GRANDFATHERING IN 9VAC25-870-48 OF THE VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) REGULATION, IN WHICH CASE THE FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS OF § 62.1-44.15:52 a OF THE ACT SHALL APPLY, OR (ii) ARE EXEMPT PURSUANT TO § 62.1-44.15:34 C 7 OF THE ACT N. COMPLIANCE WITH THE WATER QUANTITY MINIMUM STANDARDS SET OUT IN 9VAC25-870-66 OF THE VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) REGULATION SHALL BE DEEMED TO SATISFY THE REQUIREMENTS OF THIS SUBDIVISION 19. SITE NARRATIVE DESCRIPTION: THIS DEVELOPMENT IS COMPRISED OF 82.33 ACRES AND INCLUDES MULTIPLE PARCELS. THE DEVELOPMENT PROJECT AND SUBSEQUENT LAND DISTURBANCE AREA FOR SUBDIVISION IMPROVEMENTS IS APPROXIMATELY 51.63 ACRES OF LAND DISTURBANCE AREA AND CONTAINS NUMEROUS MATURE TREES AND STREAM BUFFERS TO REMAIN IN ITS NATURAL STATE AS FOREST OPEN SPACE, EXCEPT AS TEMPORARILY IMPACTED WITH UTILITY & STORM -WATER OUTFALL INSTALLATION AND CONNECTION OF THE PRIMITIVE PEDESTRIAN TRAILS. THE EXISTING SITE IS DEPICTED ON THE EXISTING CONDITION AND PHASE 1 EROSION CONTROL PLANS. THESE PLANS PROPOSE THE CONSTRUCTION OF 82 SINGLE FAMILY HOMES, AND INCLUDES THE UTILITIES & INFRASTRUCTURE NECESSARY TO SUPPORT. TWO OF THESE SINGLE FAMILY RESIDENCES ARE LOCATED ON ADJACENT TMP 94-48 THE DISTURBED AREA CURRENTLY CONTAINS SOME STEEP SLOPES TO BE IMPACTED WITH PUBLIC RIGHT-OF-WAY AND PUBLIC UTILITIES NEEDED FOR DEVELOPMENT OF THESE PARCELS. IN PARTICULAR, ROAD CONSTRUCTION, UTILITIES, AND REQUIRED PERMANENT STORM SEWER ARE LOCATED JUST -INTO OR IMMEDIATELY ADJACENT TO THE EXISTING STEEP SLOPES, WETLANDS AND THE RESOURCE PROTECTION BUFFER. HEAVY VEGETATION REMOVAL, EARTH MOVING AND CLEARING WILL BE REQUIRED TO INSTALL THE SEDIMENT TRAPPING FACILITIES. MOST OF THE SLOPES WITHIN THE DISTURBED AREA RANGE BETWEEN 5% AND 20%; INSTALL SUPER SILT FENCE, OUTLET PROTECTION, TEMPORARY DIVERSIONS, SEDIMENT TRAPPING FACILITIES AND PERIMETER PROTECTIONS, AS APPROPRIATE. THERE ARE ADJACENT WETLANDS TO REMAIN ONSITE AND ARE TO BE PROTECTED BY SUPER SILT FENCE. BARRICADE TAPE SHALL BE UTILIZED TO DELINEATE ADJACENT PARCELS & AREAS OF NON -DISTURBANCE AND SHALL BE INSTALLED AS NEEDED TO DEFINE AND PROTECT. SEE COE PERMIT FOR SPECIFICS RELATING TO APPROVED WETLAND OR W.U.S. IMPACTS. SPECIAL ATTENTION SHALL BE PLACED UPON STABILIZATION OF ALL CUT & FILL SLOPES, ENSURING THAT ALL RUNOFF POTENTIALLY ACQUIRABLE IS DIRECTED INTO THE SEDIMENT TRAPPING FACILITIES AT ALL TIMES. THE STORM RUNOFF ANALYSIS IS QUANTIFIED FOR THE ENTIRETY OF THIS DEVELOPMENT. SUSTAINABLE MANAGEMENT OF THIS SITE INCLUDES NUMEROUS SEDIMENT BASINS AND TRAPS, SIZED TO CAPTURE MOST ALL OF THE DENUDED RUNOFF DURING CUT AND FILL OPERATIONS. UPON STABILIZATION OF THE CONSTRUCTION AREA, AND AFTER 60% OF THE RESIDENTIAL HOMES HAVE BEEN CONSTRUCTED WITHIN THE WATERSHED OF THE PERMANENT SWIM FACILITY, THE SWIM CONVERSION OF THE EXISTING SEDIMENT BASINS SHALL COMMENCE. CONVERSION OPERATIONS SHALL BE COORDINATED WITH THE ESC INSPECTOR AND MAY INCLUDE ANY OR ALL OF THE FOLLOWING: • ENGINEERED LEVEL SPREADERS SHALL NOT BE INSTALLED UNTIL THE ENTIRE CONTRIBUTING UPSTREAM WATERSHED IS STABILIZED. SWIM CONVERSION SHALL OCCUR PRIOR TO REMOVAL OF UPSTREAM E&S MEASURES • SWIM CONVERSION SHALL BE PERFORMED BETWEEN ANTICIPATED STORM EVENTS. • EXISTING PONDS WILL RECONSTRUCTED FOR MAINTENANCE, WHICH INCLUDES INSTALLATION OF AN IMPERVIOUS CLAY CORE, INSTALLATION STORM PIPE BARRELS, RISERS AND EMERGENCY SPILLWAY SECTIONS IN ADDITION TO PROVIDING RUNOFF REDUCTION AND WATER QUALITY TREATMENT, VIA (3) ENGINEERED LEVEL SPREADERS, BREEZY HILL WPO PROVIDES A TOTAL OF 10.2ACRES OF PRESERVED FOREST OPEN SPACE FOR DEDICATION AND IS RESTRICTED TO LAND DISTURBANCE. THE PRESERVED AREAS CONSIST OF THE DESIGNATED STEEP SLOPE AREAS, WPO BUFFER ALONG CARROLL CREEK AND REMOTE PERIMETER AREAS SURROUNDING THE LOTS AND REMAINING UNDISTURBED. IN CONCERT WITH CONVEYANCE OF THE ACQUIRABLE PORTION OF RIGHT-OF-WAY AND IMPROVED LOTS TO LEVEL SPREADERS, THE REMAINDER OF THE IMPROVED AREAS IS CONVEYED TO REAR YARD SWALES AND CONVEYED TO THE EXISTING OUTFALL UTILIZING OUTLET PROTECTION; THE EXISTING UNCONTROLLED OUTFALL LOCATIONS EACH ILLUSTRATE A REDUCTION IN POST -DEVELOPED RUNOFF. SOILS: THE EXISTING NATIVE AND UNDERLYING SOIL TYPE PRESENT WITHIN THE DISTURBED AREA ONSITE CONSIST PRIMARILY OF BUGLEY CHANNERY SILT -LOAM, RANGING FROM 2% TO PRESERVED STEEP SLOPES AND CODURUS SILT LOAM 0-2%; BUGLEY CHANNERY SILT -LOAM IS CLASSIFIED AS HYDROLOGIC GROUP D, ARE CONSIDERED EXCESSIVELY WELL -DRAINED, AND INCLUDE VERY LOW TO HIGH ABSORPTION RATES (Ksat). THE PROPOSED SLOPES WITHIN THE AREA OF LAND DISTURBANCE ARE GENERALLY PROPOSED AT 4:1 OR FLATTER TO MINIMIZE EROSION, BUT SLOPES EXIST AT 2:1 ALONG THE STORM -WATER MANAGEMENT FACILITIES AND ALL EXISTING SLOPES ARE PRESERVED AT GRADES STEEPER THAN 4:1 . CODORUS SILT -LOAM IS CLASSIFIED AS HYDROLOGIC GROUP B/D, AND IS GENERALLY LOCATED WITHIN THE WPO BUFFER ALONG CARROLL CREEK. THESE SOIL DESCRIPTIONS INDICATE POTENTIAL CONCERNS SUCH AS A LIMITED SOIL DEPTH DUE TO BEDROCK, DOUGHTINESS CONCERNS & THE EASE OF EROSION DUE TO RAPID PERMEABILITY AND SEEPAGE FROM STEEP SLOPE AREA. ADDITIONALLY, THESE SOILS ARE KNOWN TO BE DROUGHT AND VERY ACIDIC, REQUIRING LIME TREATMENT AT APPROPRIATE APPLICATION RATES SO AS TO PROVIDE BOTH TEMPORARY AND PERMANENT LAND COVER. SINCE THESE SOILS ARE EXCESSIVELY WELL -DRAINED AND PRONE TO EROSION, THE ONSITE SOILS ARE CLASSIFIED AS D SOILS. WATER QUALITY: THIS SITE IS LOCATED WITHIN HUC 02080204, RIVANNA RIVER WATERSHED- PORTION OF CHESAPEAKE BAY WATERSHED. A PORTION OF THE SITE, INCLUDING ADJACENT OFFSITE AREAS, DRAINS INTO THE EXISTING WET PONDS LOCATED ONSITE. THESE EXISTING PONDS(#1, #3 & #4) SHALL BE RECONSTRUCTED AND MINIMIZE FUTURE FAILURE POTENTIAL; IN ORDER TO PROVIDE THE SAME WATER SURFACE ELEVATION RECONSTRUCTION WILL REQUIRE INSTALLATION OF THE CLAY CORE, SPECIFIED RISER, OUTLET BARREL AND EMERGENCY SPILLWAY TO APPROPRIATELY MANAGE LARGER STORM EVENTS WITHOUT OVERTOPPING. THERE ARE SOME AREAS OF CONCENTRATED DRAINAGE THAT WERE UNABLE TO BE DIRECTED TOWARDS A PERMANENT FACILITY DUE TO TOPOGRAPHICAL CONSTRAINTS; THESE AREAS ARE MANAGED UTILIZING YARD SWALES AND OUTLET PROTECTION PRIOR TO A LESSER RELEASE(80% 1-YR REDUCTION TO EACH) INTO THE RECEIVING CHANNELS, THE CONTROLLED OUTFALL OR ENGINEERED LEVEL SPREADER LOCATIONS CONSIST OF ELS#1, POND 1 OUTFALL, A HENRICO COUNTY ENERGY DISSIPATER; ELS#2, ALSO A HENRICO COUNTY ENERGY DISSIPATER AND ELS#3, CONSISTING OF A TYPICAL DEQ LEVEL SPREADER. NOTE THE HENRICO ELS SPECIFICATION IS UTILIZED SINCE REDUCTIONS TO FLOWS UNDER 10 CFS WAS IMPRACTICAL AT THESE LOCATIONS. THE (3) EXISTING PONDS (PONDS 1, 3 & 4), SHALL BE PROTECTED FROM THE RECEIPT OF DENUDED RUNOFF AREAS PRIOR TO PERFORMING DAM MAINTENANCE & INSTALLATION OF AN ADEQUATE RELEASE STRUCTURE AND SPILLWAY. THE DEVELOPMENT OF SINGLE FAMILY LOTS AND ACCOMPANYING INFRASTRUCTURE WILL GENERATE APPROXIMATELY 59.76 LBS/YR OF PHOSPHOROUS. REMOVAL PROVIDED BY THESE FACILITIES IS EXPECTED TO BE 26.88 AND EXCEEDS THE REQUIRED REMOVAL BY 0.87 LBS/YR, INCLUDING RUNOFF REDUCTION AT EACH ENGINEERED LEVEL SPREADER LOCATION; OUTLET PROTECTION IS UTILIZED AT CONCENTRATED OUTFALL LOCATIONS WITH SMALLER POST DEVELOPED CDA'S AND RUNOFF.. POND#1, #3 & #4 ARE EXISTING POND FACILITIES THAT WILL BE RECONSTRUCTED WITH A NEW RISER AND BARREL, AND WILL REMAIN AS AMENITIES. THE ENGINEERED LEVEL SPREADER LOCATIONS HAVE BEEN ORIENTED TO DISCHARGE INTO THE ADJACENT B SOILS WITHIN THE FLOODPLAIN; ADDITIONALLY REAR YARD SWALES AND OUTLET PROTECTION MEASURES ARE UTILIZED FOR THE CONCENTRATED OUTFALL LOCATIONS IN THE REAR YARD LOCATIONS, AND ARE REDUCTIONS FROM PRE -DEVELOPED CONDITIONS, BEING MANAGED UTILIZING OUTLET PROTECTION INTO THE ORIGINAL CHANNEL LOCATIONS. SEE OUTFALL ANALYSIS. SEE NUMBERED OUTLET SPECIFICATION INSET DETAILS. EROSION CONTROL MEASURES: THE ESC IMPROVEMENTS CAN ADEQUATELY CONTROL EROSION AND OFFSITE SEDIMENTATION USING DUST CONTROLS, A PAVED CONSTRUCTION ENTRANCE, DIVERSIONS, SILT FENCE, TREE PROTECTION, INLET PROTECTION, OUTLET PROTECTION AND CULVERT INLET PROTECTION; LOCALIZED SEDIMENT TRAPS & BASINS ARE INSTALLED INITIALLY TO CAPTURE RUNOFF PRIOR TO DRAINING ONTO STEEP SLOPES OR THE ORIGINAL OUTFALL LOCATIONS. GRADING OPERATIONS INVOLVE EXTENSIVE CUT AND FILL OPERATIONS IN PREPARATION OF THE BASINS, ROADWAYS AND BUILDING PAD SITES. INSTALLATION OF THE TREE PROTECTION, SILT FENCE AND SEDIMENT TRAPS OR BASINS SHALL OCCUR AS THE FIRST MAJOR STEP IN CONSTRUCTION AND PRIOR TO ANY ADDITIONAL GRADING OR ADDED EARTH MOVING OPERATIONS. ANY AND ALL SEDIMENT AND EROSION SHALL BE MINIMIZED UNTIL THE FACILITIES ARE FULLY OPERATIONAL. SHOULD THE CONTRACTOR ENCOUNTER AN OVER -BURDEN OF BEDROCK DURING GRADING OPERATIONS CONSULT WITH ENGINEER AND OWNER TO INVESTIGATE DESIGN ALTERNATIVES. DRAINAGE: THE LAND DISTURBANCE WITH THIS PLAN IS LOCATED ON THE BREEZY HILL SITE CONSISTING OF GRASSED AND WOODED AREAS, A PRIVATE ROADWAY, AND AN EXISTING RESIDENCE. CONCENTRATED DRAINAGE AND IMPERVIOUS COVER FROM THE RIGHT-OF-WAY WILL BE INTERCEPTED BY CURB INLETS AND CONVEYED WITH STORM SEWER INTO THE EXISTING AND REMAINING WET POND LOCATIONS, PROVIDING PRE-TREATMENT TO CONCENTRATED RUNOFF BEFORE BEING PIPED TO THE ENGINEERED LEVEL SPREADER AND/OR EXISTING CHANNEL OUTFALL LOCATIONS. SMALL PORTIONS OF THE GRADED SITE ALONG THE DENUDED PERIMETER SHALL EXIT AS SHEET -FLOW, WHILE THE IMPERVIOUS AND CONCENTRATED REAR YARD AREAS, GENERALLY LOCATED AT THE TOE OF LAND DISTURBANCE AREAS WILL BE DIRECTED INTO THE PROPOSED LEVEL SPREADER OUTFALL LOCATIONS OR OUTLET PROTECTION, WHERE APPLICABLE; RUN OFF REDUCTION AND NUTRIENT REMOVAL IS ACHIEVED VIA 3 ENGINEERED LEVEL SPREADERS WITHIN/ADJACENT YO THE RESOURCE PROTECTION BUFFER. STORMWATER RUN-OFF: THE PROJECT AREA CONSIST OF 82.33 ACRES, MOST OF WHICH IS CURRENTLY COVERED BY GRASSED PASTURE, MATURE TREES, AN EXISTING RESIDENTIAL HOME -SITE AND SUPPORTING BUILDING STRUCTURES. UTILIZING SCS METHODOLOGY AND NOAA ATLAS 14 RAINFALL DATA, THE EXISTING 1 YEAR RUNOFF FROM THIS SITE IS ESTIMATED TO BE 96.0 cfs, WHERE THE EXISTING 2 YEAR RUN-OFF FROM THIS SITE IS ABOUT 138.2 cfs; THE PRE -DEVELOPED DISTURBED AREA CONSISTS OF STEEP SLOPE AND AREAS ADJACENT TO STEEP SLOPES, A LARGE CLEARED & GRASSED AREAS INCLUDING THE OLD HOME -SITE AND PRIVATE ROAD IMPROVEMENTS EXISTS ONSITE. THE ESTIMATED PRE -DEVELOPED CN VALUE IS 76 BASED ON THE SOIL TYPE, PAST GRADING AND HOMESTEAD IMPROVEMENTS. THE POST -DEVELOPED RUNOFF LOCATIONS ARE BEING MANAGED SO THEY WILL NOT OFFER ANY SIGNIFICANT CHANGE TO THE EXISTING RUN-OFF CONDITIONS AT EACH CONCENTRATED OUTFALL LOCATION TO THE FLOODPLAIN. AS DESIGNED, THERE WILL BE A SIGNIFICANT REDUCTION OF RUNOFF EXITING THE SITE, ESPECIALLY WITH THE PROTECTIONS ALONG THE STEEP SLOPING AREA AND CONTIGUOUS 100' WPO BUFFER LOCATION ALONG THE FLOODPLAIN & ENGINEERED LEVEL SPREADER OUTFALL LOCATIONS. DUE TO THE ONSITE SOILS, THE 1 INCH, PRE -DEVELOPED RUN-OFF IS ESTIMATED AT 1.28.cfs; THE POST -DEVELOPED 1 INCH, 24 HOUR RAINFALL RUNOFF EVENT IS 8.90 cfs. THE ESTIMATED OVERALL POST DEVELOPED CN=82 AND THE ACCOMPANYING, TYPICAL(1 YR-24 HOUR) SITE RUNOFF TO EACH CONCENTRATED OUTFALL, NOT CONTROLLED WITH AN ENGINEERED LEVEL SPREADER IS REDUCED TO LESS THAN 80% OF THE PRE -DEVELOPED CONDITION AT EACH OUTFALL LOCATION. IN ADDITION TO E.L.S AT THE CONCENTRATED OUTFALL LOCATIONS A DEDICATION OF 10.2 ACRES SHALL BE FOREST -OPEN SPACE. THE TOTAL LAND DISTURBANCE ACCOUNTED FOR IN COMPLIANCE OF THIS PROJECT IS 62.13 ACRES. REFER TO THE TREATMENT VOLUMES PROVIDED, AS WELL AS THE WATERSHED HYDROLOGIC MODELS, POND ROUTING SUMMARIES, VRRM SPREADSHEET & RUNOFF REDUCTION, LAND -USE AND STORM EVENT SUMMARY TABLES. PROPOSED STORM -WATER STRATEGIES RESULT IN A 0.87 LB/YR SURPLUS. ADJACENT AREAS: THERE ARE MULTIPLE ENVIRONMENTALLY SENSITIVE AREAS TO REMAIN ONSITE; TO INCLUDE THE ADJACENT RIVANNA RIVER AND TRIBUTARIES THERE TO; WETLANDS AND STEEP SLOPES LOCATED IMMEDIATELY ADJACENT TO THE 100' WPO BUFFER ALSO EXIST AND SHALL BE PROTECTED TO REMAIN. DISTURBED AREAS SHALL DRAIN TO AN APPROVED SEDIMENT TRAPPING MEASURE AT ALL TIMES. PERIMETER EROSION CONTROL MEASURES MUST BE PROPERLY MAINTAINED TO PREVENT UNINTENDED IMPACTS TO ANY OFFSITE AREAS, AND PREVENT ANY SEDIMENT LADEN WATER FROM ENTERING THE OFFSITE WATERSHED. SUPER SILT FENCE SHALL BE UTILIZED ALONG THE ENTIRETY OF THE 100' RPA (WPO) BUFFER AND SAFETY FENCING SHALL BE PROVIDED ALONG ADJACENT PARCEL LINES, WHERE OFFSITE CLEARING OR ENCROACHMENT IS A CONCERN. SEQUENCE OF CONSTRUCTION: PHASE 1. CONTRACTOR SHALL COORDINATE INSPECTIONS, AS REQUIRED BY THE VSMP PERMIT PRIOR TO ANY SITE CLEARING OR GRADING OPERATIONS. 2. OBTAIN COE PERMIT FROM ARMY CORP OF ENGINEERS FOR PROPOSED WETLAND IMPACTS. 3. CONTRACTOR TO INSTALL TEMPORARY CULVERT & CONSTRUCTION ENTRANCE, TREE PROTECTION, PERIMETER SILT FENCING, PREPARE STAGING AREAS AND SWPPP MEASURES -AS FIRST STEP IN CONSTRUCTION. 4. CLEARING AND GRUBBING SHALL FIRST BE LIMITED TO THAT NECESSARY TO INSTALL PERIMETER CONTROL DEVICES THE TEMPORARY SEDIMENT TRAPS BASINS EARTHEN BERM CONSTRUCTION INCLUDING OUTFALL STRUCTURES, OUTLET PROTECTION. RISER, OUTLET PROTECTION OR MODIFIED OUTLET PROTECTION AT ANY AND ALL CONCENTRATED OUTFALL LOCATIONS. 5. INSTALL ADDITIONAL PERIMETER CONTROLS: SUCH AS SILT FENCE SUPER SILT FENCE AND DIVERSION DIKES AS NECESSARY TO DIRECT UNDISTURBED AREAS AWAY FROM DISTURBANCE AS WELL AS TO DIRECT ALL SEDIMENT LATENT RUNOFF TO EACH TRAP AND/OR BASIN. 6. PHASE 1 SEDIMENT BASINS AND SEDIMENT TRAPS SHALL BE MADE FUNCTIONAL PRIOR TO ANY ADDITIONAL ONSITE GRADING OR GRUBBING OPERATIONS. PHASE II 1. COORDINATE WITH ENVIRONMENTAL INSPECTOR PRIOR TO PROCEEDING TO PHASE II . CLEAR AND GRUB THE REMAINDER OF THE SITE TO BEGIN THE EARTHWORK OPERATIONS AS NECESSARY TO ACHIEVE FINAL GRADES. LOCATE AND REPOSITION TOPSOIL IN NON-STRUCTURAL FILL LOCATIONS AS FILL OPERATIONS PROCEED. 2. PROVIDE COPY OF ARMY CORP (UASCOE) PERMIT PRIOR TO INSTALLING LARGE CULVERT TO BY-PASS OFFSITE UNDISTURBED RUNOFF, PRIOR TO INITIATING FILL OPERATIONS ACROSS LARGE RAVINE TOWARDS REAR OF ACCESS ROAD. 3. PRIOR TO ROADWAY FILL AND CONSTRUCTION, CLEAR AND INSTALL PERIMETER CONTROL MEASURES, SUCH AS SUPER SILT FENCE DEPICTED ON PH 2 ESC PLAN 4. PRIOR TO INSTALLATION OF RISER AND BARREL FOR EXISTING POND ALONG ROUTE 250, INSTALL STORM STRUCTURES AND OUTLET WITH OUTLET PROTECTION AT ENTRANCE (SEE SHEET 17) . 5. AFTER INSTALLING CULVERT, BEGIN FILLING OPERATIONS, CONSTRUCTION OF END WALLS AND REMAINDER OF STORM SEWER SYSTEM.(SHEET 16) 6. SOIL STOCKPILES SHALL BE LOCATED IN AREAS THAT WILL NOT INTERFERE WITH CONSTRUCTION PHASES AND AT LEAST 15 FEET AWAY FROM AREAS OF CONCENTRATED FLOWS OR PAVEMENT. THE SIDE SLOPES OF THE STOCKPILE WILL BE ROUGHENED BY EQUIPMENT TRACKING; AND WILL NOT EXCEED 2:1 AND SHALL HAVE SILT FENCE INSTALLED ALONG THE PERIMETER TOE. 7. DENUDED AREAS SHALL DRAIN TO AN APPROVED EROSION CONTROL MEASURE AT ALL TIMES DURING CONSTRUCTION. 8. INSTALL ONSITE UTILITIES AND COMPLETE ACCESS ROAD TOWARD RUNNING DEER, INCLUDING CLEAN -WATER DIVERSION, CULVERTS & ROADSIDE DITCH TRANSITIONS, STABILIZATION AND ROAD CONSTRUCTION. MAINTAIN CLEAN -WATER DIVERSION UNTIL ROADSIDE DITCHES ARE STABILIZED FOR CONVEYANCE. 9. INSTALL REMAINING STORM SEWER INLETS, PIPES AND CULVERTS AS NEEDED TO ENSURE THAT ALL DENUDED AREAS DRAIN TOWARD AN APPROVED SEDIMENT TRAPPING DEVICE AT ALL TIMES. 10. INSTALL INLET PROTECTION AS INLETS ARE CONSTRUCTED. 11. LIME, FERTILIZE AND APPLY TEMPORARY OR PERMANENT SEEDING TO ALL DENUDED AREAS IMMEDIATELY AFTER ACHIEVING FINAL GRADES. SOILS ON -SITE ARE NOTED TO BE POOR, RESULTING FROM EXCESSIVE ACIDITY. INCREASE TO, AND MONITORING OF THE SOIL PH VALUE SHOULD BE AN EARLY INTEGRATED STEP OF ANY SURFACE MANAGEMENT AND STABILIZATION GOALS. 12. INSTALL OUTLET PROTECTION AT EACH OUTFALL LOCATIONS, AS SHOWN. OUTLET PROTECTION SHALL BE INSTALLED PER SPECIFICATION DETAILS PRIOR TO BECOMING OPERATIONAL. SEE PERTINENT SPECIFICATIONS DETAILS ON SHEET 22 FOR EACH. 13. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO ALL DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN FOURTEEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. 14. PRIOR TO ANY REMOVAL OR ALTERATION TO ANY ESC MEASURE, COORDINATE WITH THE APPROPRIATE ESC INSPECTOR. 15. AFTER INSTALLATION OF THE REMAINING STORM SEWER MANHOLES AND CONNECTIONS TO THE OUTFALL LOCATIONS ARE COMPLETED, UPSTREAM INLETS AND STORM PIPES CAN BE PLACED ONLINE AND FINAL PAVEMENT TOPCOAT CAN BE APPLIED. BES URE TO INSTALL BY-PASS PIPES AND BY-PASS STRUCTURE OPENINGS AND STABILIZE WITH OUTLET PROTECTIONS 16. UPON STABILIZATION OF UPSTREAM DRAINAGE AREAS TO THE SATISFACTION OF THE ESC INSPECTOR, COORDINATE IMPLEMENTATION OF THE ENGINEERED LEVEL SPREADERS AND PLACE ONLINE. 17. FINAL INSPECTION CHECKLIST AND MAINTENANCE SCHEDULE FOR THE ENGINEERED LEVEL SPREADERS IS LOCATED ON SHEET 22 18. AFTER THE CONTRIBUTING AREA TO EACH TRAP OR BASIN IS FULLY STABILIZED, AND PRIOR TO APPLYING TOPCOAT ASPHALT TO THE PAVED AREAS, OBTAIN APPROVAL FROM THE EROSION CONTROL INSPECTOR TO INSTALL ENGINEERED LEVEL SPREADERS, FULLY STABILIZE PRIOR TO ANY CONVERSIONS BEGINNING. 19. CONVERT FROM ESC TO THE PERMANENT STORM -WATER MANAGEMENT PLAN. UPON STABILIZATION, DE -CONSTRUCT SEDIMENT TRAPS AND/OR CONVERT SEDIMENT BASINS AS APPROPRIATE. ENSURE UPSTREAM STABILIZATION IS COMPLETE. SEE DETAILS AND SPECIFICATIONS FOR SPECIFICS OF IMPLEMENTATION FOR EACH OUTFALL LOCATION. U 4 U 0 z O (D Gn 0H 0)N 0 0 0 = W N m aoWN U u'i D_ N co ¢ N U 0 co :> 0 W UZ iQ>s Co J>W w^ wU-na aJZF_: z M aoVwOz x7UOO LLz w mc0o O-> 0)Qa o- W rn U m ¢ 9 ) Wfr 4�PyTH Op Df - c U �/lq C �l // 9 Christopher C. Mulligan Lic. No. 12/12/22 'sv OFESSI0NAL Y'�G1Q z LU O n Q V JIr Ir > z 0 z o m Q Ir D 0- z ' ^ � y J z LLJ O � I- >� - Li N 06 W 0 W cn Ir O W � w z O � Z d w U m w � O U o z z o O U � m j w w o_ m m z O w m Y m J � m N W Q N N � N O z DRAFTER: SML DESIGNER: CCM PRODUCTION ZQD DATE: 8 SEPT 22 SCALE: N/A JOB: 487 SUB: 2022-000 SHEET: 5 OF 26 \ -- __ LI\VJIVIV VVIV IIlVL1VILf1JVIlLJ J ' WETLAND AREAS J ,v Ji CONTRACTOR SHALL COORDINATE A r - Y` /' (LOCATED BY WILD GINGER FIELD \ \ \ \ \ CLEAR WEATHER PERIOD FOR o " _ r i ' I o� SERVICES DATED JANUARY, 2021) ��i v� PROPOSED ROADWAY CROSSING WITH �I STG / a /� I v v \ \ A ENVIRONMENTAL INSPECTOR PRIOR \ �l V �// /�- - - A - ae�� m V A / �� 1 \ PERENNIAL STREAM \ SF /� /✓ - so TO INITIATING. SEE SHEET 5 FOR o SERVICES DATED JANUARY, FIELD \ \ \ \ \ SEQUENCE OF CONSTRUCTION. 67AC. LOCATED BY WILD GINGER FIELD A \ \ INTERMITTENT STREAMA v rs ♦ ST6 / v v V v v �� • DC o / P / / �— Aso TMP _8O-ssAl . c. ♦ . �� (LOCATED BY WILD GINGER FIELD \ r / //// - - - _ _ -- GOADS zT635 L.PG -OOj �P.♦ �\ A A \ -- - �" SERVICES DATED JANUARY, 2021)� �� m" � / l DB 335&/ \ A V A SPILLWAY LENGTH = 18' &' SF / SSF/ J F / SB2 OUTFACE PIPE SF / �I 100 YEAR FLOODPLAIN INV IN-340.00 o _ A �� �F PER COUNTY GIS \ \ \ " ` • INV OU) 339.50 / SEE SEDIMENT BASIN ( ) V ( �_ �\ DESIGN SHEET 8 LENGTH-55' SEE SCHEDULE SHEET 14 4�9,� 22Ac. ST5 \ //v vA 1 ;,-- -�vpDEI>Ai ROG R> OT V.IDEYA�L .. �- I i y \ \ \ \ \ / 1 / ST5 '� ` l / \ ✓ - 1RU �E\LIYIN�TRI�T i �� \ / — TMP — ` — HAWKINS—LARRY-R.- ©� A V A I A ) 'I ' �Z vv v� v I v o �A<ovvv�I EX. POND #1 '94 \ \` MINIMIZE CLEARING TO Et 11 PROVIDE BASIN &TRAP'�ILA DkEY V CONSTRUCTION ACCESHAWkl/�.C�NCE17� BEAT ICE �� S III - � / 2 I I I I I� \ ✓� � A t � —� � I Il llo � u MINIMIZE DISTURBANCE VIA \ EMERGENCY SPILLWAY V G LENGTH - 12', 77 CY CL 1 RIP -RAP w/UNDERLYING FILTER FABRIC KEYED < A o UTILIZATION OF EXISTING J A A \ CLEARED AREAS FOR - INTO NAT. GROUND, INV. = 379.00 �_ A \ \ \ w ACCESS (TYPICAL) V �, SF �\ ° y A \ \\ �\ \ SPILLWAY LENGTH = 5 9 , \ �� o � 3 SEE SEDIMENT BASIN V A V A v \ w I \ \\ \ \ \ ` , \ DESIGN SHEET 8 \ \ \ \ \ \ NOTES: vo \ V A v v V A \ CONSTRUCTION. PROPOSED PRELIMINARY LIMITS OF \ - \ L ga 1. CRITICAL SLOPES TO BE FENCED OFF PRIOR TO STARTING C_ _ \ \\ \ \ \ o ' DISTURBANCE IS CONCURRENT WITH, AND DOES NOT \ \a v \ \ \ vA ��vv - 6 \ V A \ \ TMP. PIPE #98 ENCROACH INTO THE CRITICAL SLOPES. \ / \/� - r EX. POND #3 V v y �� � - - _ � AREq \ � � � 6A l A � � � A \ (SEE NOTE \ � � � TOPSOIL STOCKPILE � � o � TMP 94-8F, A A - A v� �� - A WASH/NGTON ALICE BaY4 & V A V - _ v v� - - / / 1 A V �/ .32Ac.� BELOW) 2. SILT FENCING SHALL BE UTILIZED AT THE PERIMETER OF -" - / ST2 N _ CHARLENE FLORENCE GR/FFW ALL CLEARING & GRUBBING AREAS. TREE PROTECTION DB 82/PG 356 \ \ \ \ \\ \ 9/ / / \� / / ` ST2 I SHALL BE IMPLEMENTED ADJACENT TO SILT FENCE ON\V I A / / �I\ SF �I \ UPHILL SLOPES WHERE APPLICABLE OR AS DIRECTED TO / / \ VA PRESERVE STANDS OF TREES THAT SHALL REMAIN. A V \ \\ V� / vy — i/ 1 / _ w� , 6 ✓ / i �j / (� / / / / y 4 V \ �X fi PAVED a 11 A \ \ VAVV �- �/ v\ / / ��� ga WASH 3. PRESERVED STEEP SLOPES (>25/0) TO BE MARKED IN THE / v \ / v AV V A V II \\ \ V t G RACK FIELD BY CONTRACTOR AND SHALL BE VERIFIED BY THE \ / \ \ \ \ \ I / ALBEMARLE COUNTY ESC INSPECTOR PRIOR TO LAND �oV / � o DISTURBANCE. DB52 PG2T 1 ' I �� 1J�Or ✓ o I A V v� 1 CE ' 4. FIELD MARKERS DELINEATING PRESERVED STEEP SLOPES I ARE TO BE MAINTAINED THROUGHOUT THE COURSE OF I �� v 1 V A \ V ✓ L ��� \ / A / o \` I I PRELIMINIARY ( I I 1 ✓ // �y / , // /: / ST1 U THE PROJECT AND ARE TO BE REPLACED IF DAMAGED. \ / CLEARING LIMITS I I = J v � � � _ \ � � � c�°tl / I I �/ ✓ _ 5. NO PREMAN ENT OR TEMPORARY DISTURBANCE OF P 94- 1 1A A _ SPILLWAY LENGTH 13.8' ti� / A ✓ /� A \ / / / _ PLO sou SF / PRESERVED STEEP SLOPES IS PERMISSIBLE. FORWARD, / l ✓� UGSF H REAL 60 ROPERTY t - -SPILLWAY LENGTH = 16.6' EROSION CONTROL PLAN LEGEND LIST u/A/D / v EWER , PATRICIA ? _ / _ v L sF I �� / APRIL 30, / V i I PG 149`� �o rs / \ \ V A \ \ j// / / / / ✓ - '� \ \ W � — — 1MP 94- 3.01 SAFETY FENCE SAF 3.02 CE CONSTRUCTION ENTRANCE 3.05 SILT FENCE SF� 3.05 SUPER SILT FENCE 3.09 DID o0 DI TEMER ION DIKE RARY 3.13 ST SEDIMENT TRAP 3.14 SB SEDIMENT BASIN 3.20 CD y -1� ROCK CHECK DAM 3.31 TEMPORARY SEEDING 3.32 PERMANENTSEEDING PS ❑PHASE I LIMITS OF CLEARING & GRUBBING ®ago®ago® *REFERENCE THE LATEST VERSION OF THE VIRGINIA � � � � V � 3� �� � � v A \ \ V A I i I I✓ i / � \III V / / / / / BREEZY �+iLr r EswiGK LLc 2019 C/0 SF � 7_� OB 549G 1 I TRUSTEE EXISTING FENCE TO � � V A A A V A I I I /j ✓ A // // / .53AC. / / \ ACT AS SAFETY FENCE \ ALONG PROPERTY LINE SPILLWAY LENGTH = 10.2' EX. POND #4 ST4 W ���A:I / ST3 � ✓ v �v A I A V v � _3.8AC. v \V �r a 4B�- - � \ l i I A � SIB-1�� -_ 2.3Ac.` � wsTALLSAFETY / ti TEMPORARY PIPE #98: TMP 94-51 FENCE ALONG JUMPER, EDWARD ST4 \ PROPERTY LINE \ 76'- 15" HDPE =PIPE ALLEN Ie,Xj,L/7-X—X MAINTAIN CLEAN -WATER INVERT(IN) _ 363.00 LrsIc�LLB s_�c3sINVERT(OUT)355.50l OR STEPHANIE LYNN UNTIL 5REEzr �D4 40,ROADSIDE DITCHES ARE INSTALLED & � � � TMP �4-8 NA K/NS, I sTAeluzEDINPH.2 M.�oRe�yaRcae vv INSTALL TEMPORARY PIPE #98AND CWD D 658% � - 4-5� TMP 94-8D CLEAN -WATER DIVERSION TO DIRECT , CYNTHIA AJOHN L KUNDZ/N� I �a GffW DIRECT %- / ROADSIDE DITCH INTO PIPE #98 PRIOR TO ilv1ARY R KUNDZI SAF � \ � \ _ / 4sc\ -- - lMP s4-4 A INSTALLING THE PAVED CONSTRUCTION RUNOFF TO SOEDIMEINTCULVERT AND DIRECT KFtNDALL\ A OR 'TAN i INSTALL 15" HPDE ENTRANCE�PO RE�,DA�i�PowE Lei ENTRANCE. INSTALL OP#_ AT END OF � PIPE PRIOR TO INSTALLING CE. SHOW - - - - aumm1m-vE� BASIN UNTIL ROADSIDE CLEAN -WATER AROUND PIPE & LABEL ON PH11 ONLY PIPE# DITCHES ARE INSTALLED - DENUDED AREAS � ✓ � - AND CONSTRUCTION AREA PIPE 164C CALLOUT ON PH 2. ADD 0� IS FULLY STABILIZED /TMP INV IN 416.50 a � � ' �r�,q'y1�GA WILLING\AM CORRESPONDING OP PLATE TO SHEET 23 pert/ � V '- i � oyP� ✓ - — — ~swear owva i / / INV(OUT)=416.12 \ V A A T � � �1 TMP �4&A3 LENGTH=42' \ \ �AND CALLOUTS ON BOTH PHASES. _FL a'NN: MARTlN R 06 JODI SEE SCHEDULE SHEET 25 A // 1 100 200 300 // U U OGO Z 0 (,Do N 1 W N m N oldN d � 0 (o O U U ui n L cnuin� J z J Q ; 4400 z O o 2 co a -> z W Lu O Lu O000 U- W J2 0 j m Q a dW rnU m a Wtr PyTH Op Christopher C. Mulligan Lic. No. � 12/12/22 Fsv� OFESSI ONAL E�Glt, z U) O UD / Q � z � W Q VJ O U J J Q W cn N 06 W o W - Ir O m w z 0 � d w U w � O U U z UU O m m > w w d m m z O w m Y m J 2 m Lu N � N O z DRAFTER: SML DESIGNER: CCM PRODUCTION ZQD DATE: 8 SEPT 22 SCALE: AS SHOWN JOB: 487 SUB: 2022-000 SHEET: 6 OF 26 `�r� � -fir �� •� 1�® Its 'i�' �11 � �r �APPROX. LOCATION— ALBEMARLE COUNTY STEEP E.L.S. 3 SHALL NOT BE ENGAGED WITH �.r I SLOPES OVERLAY -MANAGED E.L.S. #3 ANY CONCENTRATED STORMWATER 1170 YEAR FLOODPLAIN E.L.S. 1 & SHALL�NOT BE ENGAGED / ' \ POA #3A (PER COON G/S) UNTIL ALL UPSTREAM AREAS ARE _ WITH ANY CONCENTRATED STABILIZED AND APPROVAL OBTAINED SHORTEN OUTFALL STORMWATER UNTIL ALL UPSTREAM FROM ESC INSPECTOR. STORM SEWER TO LOWER DITCH, POA#2 E. L. S. #2 AREAS ARE STABILIZED AND APPROVAL 315 OBTAINED FROM ESC INSPECTOR. ALBEMARLE COUNTY STEEP OP#2; EXTEND TO SEE PROFILE SHEET ,/ SLOPES OVERLAY - PRESERVED ie PERMANENT OUTFACE FOR DITCH SECTION, - DITCH 2, POA#3 UPON STABILIZATION MATERIALS & TYPE OF p/' E.L.S. # 1 �p SEE PROFILE SHEET OF UPSTREAM & LINING REQUIRED FOR DITCH SECTION, ^ ALBEMARLE COUNTY STEEP 3Z� REMOVAL OF SB#2 % i...... ♦ _ f MATERIALS & TYPE OF _ P11 7MP 80-56B SLOPES OVERLAY -CRITICAL 33°._ _ _ _ P_�' �_V/ MEANS G. NEIL & SUSAN L ROARK a. LINING REQUIRED _ SSF N8 �- - �� 144 -� :TRUSTEES, OF EA SUSAN L. ROARK TRUST 178A DITCH, POA#2A r' OB 33561PG 003 WETLAND AREAS SEE PROFILE SHEET 44A sF SF SS 3,a FOR DITCH SECTION, r- ti (LOCATED BY WILD GINGER FIELD MATERIALS & TYPE OF SERVICES DATED JANUARY, 2021) / 3so LINING REQUIREDSSFI PERENNIAL STREAM SF J (LOCATED BY WILD GINGER FIELD SSF � 146A 35 I.4-1 SSFI P � SERVICES DATED JANUARY, 2021) SSF UPPER DITCH, POA#2 91AC. SEE PROFILE SHEET FOR DITCH SECTION, INTERMITTENT STREAM \ � 142B / .. P IP ST6 - MATERIALS & TYPE OF '�. (LOCATED BY WILD GINGER FIELD SERVICES DATED JANUARY, 2021) w� SEE IMENT BASIN o I I i �0- v' •� .6o DESI S ET8 ( p IP j GOA6�� OBY L.PPOR �12JOAN,P.�\. T i LINING REQUIRED . 6/ 100 YEAR FLOODPLAIN 2 182A 6fl /- (PER COUNTY GIS) II 3.OAC. SB2 OUTFACE PIPE 3s 150 3 CSF / �£ 4% DENOTES POTENTIAL INV(IN)=340.00 - 52 P1 - - STD' INV(OUT)=339.50 146E - y ` NON-STRUCTURAL FILL LOCATIONS. LENGTH=55' w _ -_ _ _ _ \ COORDINATE W/ OWNER (TMP-94-48) SCHEDULE SHEET 14 TS PS 42C x TS PS • --- MU A �SF SSF DITCH 2, POA#1 m H 1 DEVAL , e'O POTJ�Y V DEVALL E SC MM X SEE PROFILE SHEET REgLdVI jRJDST FOR DITCH SECTION,MAT- \ L / OP10B SF r OF LEREQUIRED TYPE �� A A s '1 / SF - X DITCH 3, OA#1 142D SEE PROFILE SHEET \ SF - \ s \\ V A / -TMP A\ /' �380 TS PS ° SEE PROFILE SHEET V DITCH, POA#4 I. ? J yAWlCINS THIS ENTRANCE SHALL DITCH 1, POA#3 FOR DITCH SECTION V i - DB�9� M �ERIA S &TYPE OF BE CLOSED NOT TO SEE PROFILE SHEET MU MATERIALS &TYPE A AA \ FOR DITCH SECTION, V G LINING REQUIRED �?/ BE UTILIZED FOR o FOR DITCH SECTION x X OF LINING RE UIRED SEE PROFILE SHEET , A w P1 Q _ � - - � A MATERIALS &TYPE OF \ CON ) LS STRUCTION b o MATERIALS & TYPE OF '' 38 _- \ SSF\LINING REQUIR LINING \ A A\ o A o REQUIRED A' NG \ V A TMPA,9 4 \ \\ ✓ \ \ MF) 941 \ 1 1 V�\� 11�� l AAV\ �I V A \ Y� Q\ M/LL • A�IDkEY NS ET OP10A SF X � - � � 142E V AA / WI�lNS, CLARENCE, M. & BIEAT�ICE ' o \� f�0 K EN AND RSON � \\\ NOTES: v _ .23Ac. v v v i / � / / \D 68PIt6G �15 � / \ D 13iZ5�PG�285 1. CRITICAL SLOPES TO BE DELINEATED AND PRESERV ED SE � PRIOR TO STARTING CONSTRUCTION. PROPOSED \ f r o 118 ss� F SSF // / �\ SSF - MU DITCH 1, Sm �C 116 s PRELIMINARY LIMITS OF DISTURBANCE SHALL NOT SEE PROFILE HEET IP NI ENCROACH INTO THE CRITICAL SLOPES. / / v P \ \ o / � � � � :_ � 1 � ,. ' � o x FOR DITCH SECTION, I 4 2. SILT FENCE SHALL BE UTILIZED AT THE PERIMETER OF ALL \� o ` P1 A MATERIALS &TYPE - � � � a SSF � �' PROPOSED / J f OF LINING REQUIRED 114 m CD PAVED CE CLEARING &GRUBBING AREAS. TREE PROTECTION SHALL \ "� � � _ � �� 172 ' � � \ \ o BE IMPLEMENTED ADJACENT TO SILT FENCE ON UPHILL a �, - - \� kk z 1 w/WASH RACK SLOPES WHERE APPLICABLE OR AS DIRECTED TO /o s 174 a V A A \ MU \ SSF i \ TMP o P r SEE SEDIMENT BASIN \ PIPE #98 PRESERVE STANDS OF TREES THAT SHALL REMAIN. SF FINAL V A ' o m U� • � NAL LOCATION FOR OP 98Ac• ' 3. PRESERVED STEEP SLOPES (>25%) TO BE MARKED IN THE Y \ \ \\ \ 192 \ ` DESIGN SHEET 8 _ AFTER STABILIZATION OF#6 I �° FIELD BY CONTRACTOR AND VERIFIED BY ALBEMARLE i��� % T- - A \ VA V ��� 400I �� SF UPSTREAM & REMOVAL OF SB#1 ST2 Eg COUNTY ESC INSPECTOR PRIOR TO LAND DISTURBANCE. V A A\\ \ VA \\ SB 1 $ \ \ 4. FIELD MARKERS DELINEATING PRESERVED STEEP SLOPES \ / �/ - r \ z \ \ ' \\\\ 1 ` - 1 l; 3' 0 ARE TO BE MAINTAINED THROUGHOUT THE COURSE OF -W A HINGr FL ALICE GR/FFMI STORM SEWER TSHOIiTEN O \ 112 ' ST2 r THE PROJECT AND ARE TO BE REPLACED IF DAMAGED. __- - WA RLENE FLOR NCE GYD & \ �No / DB 82/PG 256_� A AAA \V P9 MU SF OP#6 IN SEDIMENT TS PS 5. NO PERMANENT OR TEMPORARY DISTURBANCE OF - . ' 134 130 BASIN; EXTEND TO Ip SSF 6 PRESERVED STEEP SLOPES IS PERMISSIBLE. / \ 194A PERMANENT OUTFALL �t t MU OP4, _ A (STRM 130) UPON 6. REFER TO SEQUENCE OF CONSTRUCTION & NARRATIVE ON / \ Pm ` 136 STABILIZATION OF 08 b W SHEET 3. / n - IP A DD ,130A UPSTREAM & \ - \ \ STAGING AREA REMOVAL OF SB#1 �7FS 110 102 100 i / :-_25' IN�I�ES & 7. PRIOR TO FILL AND ROAD INSTALLATION ACROSS \ / - \ PGRE S ESSM'T \ INTERMITTENT STREAM, ENSURE COE PERMIT FOR IMPACTS DB 542�PP 2S9 HAVE BEEN OBTAINED & INSTALL LARGE BY-PASS CULVERT ' �' OP9 AND END WALLS AS FIRST STEP. / - 40 138 iP 138A 132A 76AC. \ / 60 IP 140 NE �Lo \ � _ � 162 - � TMP 94-11A 80 sp �r 'y / � / _-- EROSION CONTROL PLAN LEGEND FORWARD — _ ���� e CONSTRUCTION HUGH REAL \\\9 3.02 PROPERTY P 4-8E ENTRANCE TRUST UIAID EWER$, PATRICIA \ CIP ► r -a \142 - / % �� e "-o z \ j , 196 164 CONSTRUCTION APRIL 30, / 14 PG'498� p6 - V A TS PS \ // / �o 00 _ �� TML , \\ A 3.03 ROAD STABILIZATION CRS °Rs 2019 CIO / \ DD SF �� V \ MU l � DB 54931p" "Fa' ' \ BREEZK /L2 1' KESWIQI� LLC TRUSTEE \ sF F 3 ST3 0 \ -INSTALL RISER STRUCTURE 3.05 SILT FENCE SF \ \ L V \ \ \ - oo 196 & OUTLET PIPE FOR / i \ \ _ I / i - v EXISTING POND #4 AFTER STORM DRAIN IN ® \ \\ - o 0 1 ST1 IS REMOVED 3.07 PROTECTION IP \ \ 1 I - \ � � ^ P Gr ST3 uuo ''J \ _ ' � � \ \ \ ; 71 A�p0Be� jp/. 318 OUTLET PROTECp 'P�54.00OF- � . \ / V A 00 TEMPORARY O }� _ 3.09 bAC DIVERSION DIKE DID TMP 94-51 - . SB-1 1 \ 3.13 SEDIMENT TRAP STr2iHAN/E LYNN $ �X —X \ JUMPER, EDWARD ALLEN Ill OR s4 - STEP x ( ` ENTRANCE NOT TO EEZY MILL T SI /CKS LLB m UTILIZED FOR 3.14 SEDIMENT BASIN SB ®� uR jo DB 549 G 364� V A V I5P CONSTRUCTION NA KINS, I CLARYNCE OR BETRICE B.�\_Q 3.20 ROCK CHECK DAM CD� �� \ V /V �� V - V D 658/PG 403 TMP 94-57 TMP 94-SD ) A A _ - OD%IIGHT CYNTH/A 7I / v r i AJOHN L KUNDZIN i - - - - - - - v �V 3.31 TEMPORARY SEEDING TS / �i , A Iv1ARY R KUNDZ.I ' _� DIRECT ONSITE\ \ �� P W TMP 9A4-4 A A \ V AAA \ ELL, MICHAEL- W cPc CA KFNDALL A OR �AP%YA \Y \ v K 3.32 PERMANENT SEEDING PS -- - - - \ \ - CONSTRUCTION AREA �� INSTALL 15" HPDE ENTRANCE �\ RENDA, h/ POWELL ( \ \ \ ' -- - \ RUNOFF TO SEDIMENT - -- - - CULVERT AND DIRECT V A - - - ` - _ - BASIN UNTIL ROADSIDE \ CLEAN -WATER AROUND - o . 81 oe 1 \ \ \ \ F 3.35 MULCHING MU ---<M�- � )� - DITCHES ARE INSTALLED - DENUDED AREAS �' - \ \ V A TREE PRESERVATION V ( )- \ \\ C�RTE� KEN �� \OR 3.38 - 9B- AND PROTECTION i AND CONSTRUCTION AREA PIPE 164C A / I s \ V A \ U� � __� IS FULLY STABILIZED � \ X TMP �- 1 ) \ V A UGf t Peo. INV IN -416.50 l \ \ \ \ INV(OUT) 416.12 \ \\ \\ \ \\ !� 7 = (—M WILL/NGHAM 3.39 DUST CONTROL DC - \\ �� \ I � TMP 94-46AJ / / LENGTH=42' \ \ \ \ P _ - \!4 r \ \ \ ® SEE SCHEDULEE SHEET 25 PHASE 2 LIMITS OuuoTMP��94 CLEARING &GRU,FL-YhN;MARTIN 6 46\A)J ❑ o / / *REFERENCE THE LATEST VERSION OF THE VIRGINIALOL / 100 0 100 200 300 1d�(" SCALE: 1 •'=100' 0 GO z O O � N N m W d N N 8 p(n �� O U U Q ui r (n W h L J Z_ J_ O m pma V LLZO000 z W J 2 dW U rnU �a z O w ILw t U w 0 O U o z co 00 0 co m j w w d m co z O co w m } m J � m N � N O z DRAFTER: SML DESIGNER: I CCM PRODUCTION ZQD PyTH Op DfG'� Christopher C. Mulligan Lic. No. 12/12/22 �W4• OFESS, ONAL Y" G zLLJ O� V J � z Q � W Q O CE VJ � U) O J C) J 06 0 w i Q LLJ N W o6 z W o O W LLJ DATE: 8 SEPT 22 SCALE: AS SHOWN JOB: 487 SUB: 2022-000 SHEET: 7 OF 26 PI PROFILE ASPHALT PAVED �6ASHUAC4 LM UL KC . MI- t - - �- -FJSIi ViT ORAINAG! -V 10 SEDIMENT TRAPPING D-VICi PLAN -19' YIN- POSH VL DRAINAGE Z% TO SEDIVENT ]HA -PING DEVICE SECTION A -A A MtillilmuM water tap of I inch III be Installed with a nwmMlml I inch baBcock shutoff calve s 1pphul2 a wash hose with a diameter of l9 usheR for adequate cottstmM pressure. Wash water must be cauied away 8'onT the entfance to an approved seffliLls uea fo relMoce eedhnelM. All Reduuent shall bepresented from ente1u12 Storm drams, ditches or watelcolllLes SILT FENCE MINIMUM IF FLOW IS TOWARDEMBXNKMENT FLOW STONE COMINATION -CLASS I RIPRAP -VDOT #3,#357,#5, #56, OR#57 COARSE AGGREGATE TO REPLACE SILT FENCE IN'HORSESHI MEN HIGH VELOCITY OF FLOW IS O PECTED �1CULVERT INLET PROTECTION l-rIF NOTTOSCALE 3.03 1. SET THE $TAKE$ 3. STAPIEFILTERMATERIALAND EXTEND ITINTOTHETRENCH 2. EXCAVATEA4'hYUPSLOPE &ONG THE LINE OF STAKES. 4. BACKFILLAND COMPACT THE EXCAVATED SOIL FLOW r i SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) 3'MAX A allD I'. POINTASHOULD BE HIGHERTHAN POINT B. DRAINAGE WAY INSTALLATION (FRONT ELEVATION) F: SILT FENCE DETAIL (W/O WIRE SUPPORT) JI NOTTOSCALE 31 _ ORIGIN4 � ATE ELEVATION DRY VOLUME N ORIGINAL GROUND EL=WETVOWME EIEVATICN cIPS51 FlLTERCLOTH IdPRAP EL=BOTTOM �ARSE AGGREGATE CROSS SECTION OF OUTLET •NOTE; SEDIMENTTRAP SHALL NOT PE INSPECTOR REMOVED BEFORE CGUMYINSPECIDR HASDEEMEDOUNTY ^^F^ RECOMMENDED DE WA TERING SYSTEM FOR SEDIMENT BA SINS PROVIDE ADEQUATE STRAPPING POLYETHYLENE CAP DEPTH TACK WELD VARIES AS - -- # REQUIRED PERFORATED POLYETHYLENE FOR" DRY " DRAINAGE TUBING, DIAMETER STORAGE VARIES (SEE CALCULATIONS IN APPENDIX 3.14-A) II " FERNCO-STYLE "COUPLING WETSTORAGE DEWATERING ORIFICE, SCHEDULE 40 STEEL STUB 1-FOOT MINIMUM, DIAMETER VARIES (SEE CALCULATIONS IN CORRUGATED METAL RISER APPENDIX 3.14-A) NOTE: WITH CONCRETE RISER, USE PVC SCHEDULE 40 STUB FOR DEWATERING ORIFICE *DRAINAGE TUBING SHALL COMPLY WITH ASTM F667 AND AASHTO M294 SOURCES VA. DSwC PLATE. 3A14-15 3SE AGGREGATE SH411L BE VDOT #3, #357 OR #5 ST SEDIMENTTRAP NOTTOSCALE SSF DETAIL E-3 SUPER SILT FENCE 10 FT M ' I 34 IN MIN. GROUND SURFACE MIN. 7'r 36 IN MIN. 2% IN DIAMETER GALVANIZED CHAIN LINK FENCE WITH GALVANIZED WOVEN SUT FILM GEOTEXTILE STEEL OR ALUMINUM POSTS ELEVATION CHAIN LINK FENCING WOVEN SLIT FILM GEOTEXTILE FLOW EMBED BE TEXTILE AND CHAIN LINK FENCE 8 IN MIN. INTO GROUND CROSS SECTION CONSTRUCTION SPECIFICATIONS 1. INSTALL 2% INCH DIAMETER GALVANIZED STEEL POSTS OF 0.095 INCH WALL THICKNESS AND SIX FOOT LENGTH SPACED NO FURTHER THAN 10 FEET APART. DRIVE THE POSTS A MINIMUM OF 36 INCHES INTO THE GROUND. 2. FASTEN 9 GAUGE OR HEAVIER GALVANIZED CHAIN LINK FENCE (2% INCH MAXIMUM OPENING) 42 INCHES IN HEIGHT SECURELY TO THE FENCE POSTS 'NTH WIRE TES OR HUG RINGS. 3. FASTEN WOVEN SLIT FILM GEOTEXTLE AS SPECIFIED IN SECTION H-1 MATERIALS SECURELY TO THE UPSLOPE SIDE OF CHAIN UNIX FENCE WITH TES SPACED EVERY 24 INCHES AT THE TOP AND MID SECTION. EMBED GEOTEXTILE AND CHAIN LINK FENCE A MINIMUM OF 8 INCHES INTO THE GROUND. 4. WERE ENDS OF THE GEOTEXTILE COME TOGETHER, THE ENDS SHALL BE OVERLAPPED BY 6 INCHES, FOLDED, AND STAPLED TO PREVENT SEDIMENT BY PASS. S. EXTEND BOTH ENDS OF THE SUPER SILT FENCE A MINIMUM OF FIVE HORIZONTAL FEET UPSLOPE AT 45 DEGREES TO THE MAIN FENCE ALIGNMENT TO PREVENT RUNOFF FROM GOING AROUND THE ENDS OF TIC SUPEP SILT FENCE 6. PROVIDE MANUFACTURER CERTIFICATION TO THE INSPECTION/ENFORCEMENT AUTHORITY SHOWING THAT GEOTEXTLE USED MEETS THE REQUIREMENTS IN SECTION H-1 MATERIALS. 7. REMOVE ACCUMULATED SEDIMENT AND DEBRIS WHEN BULGES DEVELOP IN FENCE OR WHEN SEDIMENT REACHES 25% OF FENCE HEIGHT. REPLACE GEOTEXTIE IF TORN. IF UNDERMINING OCCURS, REINSTALL CHAIN UNK FENCING AND GEOTEXTILE. MARYIAND STANDARDS AND SPECIFICATIONS FOR SOIL EROSION AND SEDIMENT CONTROL 3.05-2 U.S. DEPAR ANENT OF gGRICULNRET 2011 M4RYVJHD DEPARTMENT OF ENVIRONMENT A A 3E6 do PLAN VIEW PIPE OUREi TO FLAT AREA WITH NO DEFINED CHANNEL T SECTION A FILTER CLOTH KEY 6'-7; RECOMMENDED FOR ENTIRE PERIMETER A A 3(6(MIN.) PIPE OUTLET TO WELL DEFINED CHANNEL PLANVIEW LO OR- SECTION AA FILTER CLOTH KEY IN Y. 9"; RECOMMENDED FOR ENTIRE PERIMETER NOTES: 1. APRON UNING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR CONCRETE. 2. L. IS THE ENGIN OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. 3. 8 = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 INCHES. OUTLET PROTECTION 3.13-2 V F NOT TO SCALE DIVERSIONS to% SETTLEMENT 0.3- FREE BI TYPICAL PARABOLIC DIVERSION TOR SETTMEENY l 0.3' MEE BI F I I I I I TYPICAL TRAPEZOIDAL DIVERSION lOR SETTLEI(ENT ,( 0.3, FREE BOARD 1 1 1 1 1 vlblon .7 v@Itl ado TYPICAL VEE-SHAPED DIVERSION Source: Va. DSWC Plate 3.12-1 DEWATERING ORIFICE BASIN # ORIFICE FLEXIBLE INVERT DIAM. (IN) TUBE(IN) (FT) 1 6,0 8.0 374.98 2 4,0 6.0 348.30 SEDIMENT TRAPS DESCRIPTION ST 1 ST 2 ST 3 ST 4 ST 5 ST 6 ST 7 ST 8 DA 2.76 AC. 0.98 AC 130 AC 2-3D AC 3-00 AC 1.91 AC. 2-00 AC 0-60 AC. WET VOLUME REQ. 184.92 CY 65.66 CY 113.9 CY 154.1 CY 201 CY 127.97 CY 1943. CY 40.2 CY WET VOLUME PROV'D. 194.77 CY 71.00 CY 133.27 CY 176.05 CY 223.41 CY 143.71 CY 256.93 CY 61.16 CY DRY VOLUME REQ. 184.92 CY 65.66 CY 113.9 CY 154.1 CY 201 CY 127.97 CY 194.3 CY 40.2 CY DRY VOLUME PROV'D. 186.74 CY 111.15 CY 121.58 CY 16121 CY 205.05 CY 137.75 CY 205.05 CY 9827 CY TOTAL VOLUME REQ. 369.84 CY 131.32 CY 227.8 CY 308.2 CY 402 CY 255.94 CY 388.6 CYI 80.4 CY TOTAL VOLUME PROV'D. 381.51 CY 182.15 CY 254.86 CY 337.26 CY 428.46 CY 281.46 CY 461.98 CY 159.43 CY SIZE (W) 45.0 FT 47.0 FT 450 FT 500 FT 37.0 FT 340 FT 420 FT 360 FT (L) 90.0 FT 42.0 FT 56.0 FT 780 FT 1010 FT 690 FT 760 FT 480 FT (D) 6.0 FT 4,0 FT 6,0 FT 6-0 FT 60 FT 5-0 FT 6-0 FT 4_ f - FT OUTLET LENGTH 16.6 FT 5.9 FT 10.2 FT 13.8 FT 18 FT 11.5 FT 17.4 FT 3.6 FT BOTTOM TRAP EL 359.00 365.00 400.00 384.00 332.00 328.00 360.00 356.00 WET VOL. EL 363.00 367.00 404.00 388.00 336.00 332.00 364.00 358.00 DRY VOL. EL 365.00 369.00 4 )6.00 390.00 338.00 334.00 366. )0 360.00 TOP OF BANK 366.00 370.00 407A0 391.00 339A0 335.00 367.00 361.00 KEY IN FII CLOTH MESH SPECIFIC APPLICATION THIS METHOD OF INIfT PROTECTION IS APPLICABLE WHERE =VY, CONCENTRATED FLOWSARE EXPECTED BUT NOT WHERE PONDING MOUND THE STRUCTURE MIGHT CAUSE EXCESSIVE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURESAND UNPROTECTED AREAS. • GRAVEL SHALL BE VDOT #3, #357, OR #5 COARSE AGGREGATE GRAVEL AND WIRE MESH �1DROP INLET PROTECTION IF NOTTOSCALE FILTER CLOTH UNDERLINER (PREFERRED) GRANULAR FILTER 3.07 MINCOARSETHIAGGREG4E / u THICKNESSA 6 MIN. J TOE REQUIREMENTS FOR BANK STABILIZATION NOT TO SCALE 3.18 MINIMUM TOP WIDTH (W) REQUIRED FOR SEDIMENT TRAP EMBANKMENTS ACCORDING TO HEIGHT OF EMBANKMENT (FEET) SOURCE: VA. DSWC Sediment Basins DESCRIPTION SB1 SB2 DA 13.8 AC 8.23 AC TOTALVOLUMEREQ. 1849 CY 1103 CY TOTAL VOLUME PROVIDED 1852 CY 1105 CY BOTTOM BASIN EL 370.00 346.00 TOP DAM EL 380.00 353.00 RCP RISER EL 377.86 351.00 RCP RISER DIAMETER 60.0 IN 36.0 IN HOPE OUTLET PIPE INV OUT 370.00 340.00 HDPEOUTLET PIPE DIAMETER 24.0 IN 18.0 IN HDPE OUTLET PIPE LENGTH 60.0 FT 319.0 FT SED.T BASIN CLEANOUT ELEV. 372.50 347.65 H HO W 1.5 0.5 2.0 2.0 1.0 2.0 2.5 1.5 2.5 3.0 2.0 2.5 3.5 2.5 3.0 4.0 3.0 3.0 4.5 3.5 4.0 5.0 4.0 4.5 ORIGINAL GROUND ELEV. PLATE. 3.13-1 MAX. SLOPE SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY FLOWS ARE EXPECTED AND WHERE AN OVERFLOW CAPABILITY AND EASE OF MAINTENANCE ARE DESIRABLE. @TI P INLET SEDIMENT TRAP (ST) NOT TO SCALE CORRECT METHODS OF TREE FENCING CORRECT TRUNK ARMORING FENCE r r, TRIANGULAR BOARD FENCE r TREE PROTECTION FENCING DETAIL I NOT TO SCALE FERTILIZER PLACEMENT 3" MULCH W MULCH 3" MULCH PLACE FERTILIZER NEE. SPREAD EVENLY M.. SU74 RFACE OF ROOT BILL PLACE FERTILIZER HERE. SPREAD EVENLY MOUND SURFACE OF ROOT BOLL BALLED & BURLAPPED BARE ROOT PLANTS BARE ROOT PLANTS & CONTAINER PLANTS WITHOUT TAPROOT WITH TAPROOT FERTILIZER MATERIALS FERTILIZER RATES FERTILIZER MATERIALS SHILL CONFORM TO THE SECTION 244 OF THE VDOT ROAD AND BRIDGE SPECIFICATIONS. 2 OUNCES PER VINE AND GROUND COVER UP TO ONE GALLON CONTAINER. 8 OUNCES PER SHRUB BARE ROOT OR ONE GALLON CONTAINER. THE FOLLOWING (FORMATION SHILL BE SHOWN ON A TAG ATTACHED TO FERTILIZER BAG 16 OUNCES PER SHRUB. BALLED AND BURLMPED OR 2 THROUGH FIVE 1. THE NAME AND ADDRESS OF MANUFACTURER GALLON CONTAINER. 2. NAME OF MATERIAL 24 "DES PER TREE UNDER 2" CALIPER (INCLUDES MULTI -STEMMED MD EVERGREEN TREES UNDER 8") 3. NUMBER OF NET POUNDS OF READY MIXED MATEMAS N THE PACKAGE 32 OUNCES PER TREE OVER 2" CALIPER (INCLUDES MULTI -STEMMED 4. CIEMICA COMPOSITION AND ANALYSIS AND EVERGREEN TREES OVER 9'IN HEK#MT) S. GUARANTEED ANALYSIS (VA DEPARTMENT OF AGRICULTURE( THE FERTILIZER SHAL BE APPLIED 4 A SURFACE APPLICATION. SPREAD EVENLY OVER TOP OF THE ROOT BALL AND PLANT PIT SOIL PRIOR TO MULCHING. MULCHING MATERIALS FERTILIZER SHALL NOT BE MIXED WITH THE SOL MIXTURE. BARN-SHAL BE DOUBLE SHREDDED HARDWOOD BARK, IXI FREE, BROWN IN COLOR AND SHAL UOIFORM TO THE NATIONAL BMK AND SOL PRODUCER ASSOC. STANDARDS FOR CLASSIFICATION, OTHER PARTICLE SIZE, PERCENTAGE WOOD HERMULLCMATERIAL MAYCONTENT, OERETENTION BE USED WITMPROL FROMTONG' E ENGINEER. APPROVED MULCHES TYPE DOUBLE SHREDDED HARDWOOD BARK 3• FERTILIZER AND MULCH DETAIL 1201.07 SPACING BETWEEN CHECK DAMS L = THE DISTANCE SUCH THAT POINTS A AND B ARE OF EQUAL ELEVATION SOURCE: VA. DSWC PLATE. 3.20-2 3.07 GRAVELFILTER RUNOFF WATER CONCRETE GUTTER \\\ 12" `CURB INLET SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. *GRAVEL SHALL BE VDOT #3, #357, OR #5 COARSE AGGREGATE GRAVEL CURB INLET �PIPROTECTION DETAIL NOTTOSCALE SEDIMENT BASIN SCHEMATIC ELEVATIONS CREST OF EMERGENCY SPILLWAY DESIGN HIGH WATER (25-YR. STORM EMV.) MIN. 1.0' 0.5, .......... M N. 1.0' ( RISER CREST 67 C.Y. AC. T DRY ' STORAGE DENATURING EVICE RING 67 C.Y./ AC. WET STORAGE SEDIMENT CIEMOUT POINT (• 34 C.YORAGAER�DUCED DESIGN ELEVATIONS WITH EMERGENCY SPILLWAY I� DESIGN HIGH WATER (25-YR. STORM ELEV.) MIN. 2.0 0' MIN, 0.5' MIN. 1.0' 67 C.Y./ AC. DRY • STORAGE RISER CREST 67 C.Y./ AC. • WET •STORAGE DEWATEMING DEVICE SEDIMENT CLEANOUT POINT DESIGN ELEVATIONS WITHOUT EMERGENCY SPILLWAY (RISER PASSES 25-YR. EVENT) 3.38-2 I SOURCE: VA. DI SOURCE: VA. DSV =II �I II �I II �I II �I II�T��II _I IHNNL* II II II II-II-II�`M7��1� II_II_II II_ -II=11 II-.. II II II II -I I-II-11-11-I I I=11=11=11=I 4� T111 HI I II I=11=11-I I-,. 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No. 12/12/22 �W4' OFESSI0NAL E�Glt, z OJ U) Q C/_ v ' W cl 0 m z Q z 0 U) � U U) z J °6 0 LL W./5 � 06 N z W o 0 W 0 Ir m� W DATE: 8 SEPT 22 SCALE: N/A JOB: 487 SUB: 2022-000 SHEET: 8 OF 26 Erosion & Sediment Control Technical Bulletin No. 4 Nutrient Management for Development Sites ESTABLISHMENT OF VEGETATIVE COVER Developing a fertile soil is a crucial step in the establishment of vegetation, which can reduce the amount of fertilizer required to maintain good vegetative cover. A fertile soil has the capacity to supply the nutritional needs of the plants being established. Good soil quality characteristics include good soil texture, adequate nutrients available for plant growth, good moisture holding capacity, and the appropriate soil acidity/alkalinity balance (pH). The following is a discussion of the steps needed to ensure good vegetative growth. 1. Soil Tests Soil tests are extremely important and should be conducted on every site. Soil tests provide specific information on the amounts of phosphorus, potassium, calcium and magnesium available for plant uptake and recommends additional amounts as required. Soil tests are crucial for determining the amount of lime needed to obtain an appropriate soil pH for the vegetation being established. Soil test results include recommendations specific to the site and vegetation being grown. Soil tests recommend the amount of plant nutrients and lime needed to promote and maintain good plant growth. Soil tests may be performed by the Cooperative Extension Service Soil Testing Laboratory at VPI & SU, or by a reputable commercial laboratory. Also note that County Extension offices have soil testing supplies and information. Soil tests are not used to determine nitrogen needs. Nitrogen is applied based upon established requirements for the plant to be grown, season of growth, and intended use. 2. Surface Roughening Provide a rough soil surface by stair -step grading, grooving, or tracking the soil to be vegetated or by leaving slopes in a roughened condition by not fine -grading, in accordance with the 1992 Virginia Erosion & Sediment Control Handbook (Std & Spec 3.29). Seed germination is difficult with compacted soils. Rough, loose soil surfaces helps prevent the loss of lime and fertilizer due to runoff, increases water infiltration, and provides seed coverage, which aids in seed germination. 3. Soil Amendments & Soil Quality Materials such as sand, vermiculite, peat, and compost may be added to soil to modify texture, improve structure and increase the moisture holding capacity. It is also recommended to conserve existing soil quality by preserving and reapplying topsoil in accordance with the 1992 Virginia Erosion & Sediment Control Handbook (Std & Spec 3.30). Areas that have been compacted, or where duff or underlying topsoil is removed, should be amended with compost to improve soil quality. 4. Lime Adjusting the soil pH between 6.25 to 6.5 is extremely important for grass establishment, especially in the acidic soils of Virginia. A soil test is necessary to determine the actual amount of lime required to adjust the soil pH of denuded sites. However, when a soil test has not been performed, apply 2-tons/acre (90 pounds per 1,000 square feet) of pulverized agricultural grade limestone. Revised 7/17/03 Page 2 of 8 Erosion & Sediment Control Technical Bulletin No. 4 Nutrient Management for Development Sites 5. Fertilizer Never aDDly more than 1 Dound of water soluble nitrogen Der 1.000 sauare feet within a 30 day ep riod. Nitrogen should be applied based upon established requirements of the plant to be grown, season of growth, and intended use. Establishing a uniform dense vegetative cover with a good root system reduces the potential for pollution by decreasing erosion and runoff, increasing the plants ability for nutrient uptake, and reducing pesticide use. A detailed discussion on fertilizer use is provided in the `Updated Fertilizer Specifications and Rates for Establishment' section of this bulletin. 6. Incorporation Incorporate the lime and fertilizer into the top 4 - 6 inches of the soil by discing or by other means. Incorporation reduces the potential nutrient loss due to runoff, as well as significantly increasing the success of establishing a vegetative cover. When surface roughening does not occur prior to the application of lime and fertilizer, `mix' the lime and fertilizer into the soil, at least 4 inches, by the methods described in the 1992 Virginia Erosion and Sediment Control Handbook (Std & Spec 3.29). When incorporation does not occur, and fertilizer and lime is applied directly to a smooth surface, the phosphorus (P205) application rate must be reduced by half because of the limited contact area with soil and the risk of nutrients being lost in runoff. 7. Seeding Selection of plants is based on climate, topography, soils, land use and the planting season. The 1992 Virginia Erosion and Sediment Control Handbook vegetative cover standards and g g specifications 3.31 Temporary Seeding, 3.32 Permanent Seeding, 3.33 Sodding, and 3.34 Bermudagrass & Zoysiagrass, describe in detail the specifications for plant selection. In addition, attached are one -page updates to the vegetative cover standards and specifications, which provide updated fertilizer and lime rates and the seeding schedules for the different physiographic regions of Virginia. 8. Mulching The application of mulch to the soil surface for both temporary and permanent seeding, is one of . . PP P mil' P g the most effective means of controllingrunoff and erosion on disturbed land. All permanent seeding must be mulched immediately upon completion of seed application. It is especially important to mulch liberally in mid -summer and prior to winter. Mulching prevents erosion, and thereby pollution, by protecting the soil surface and fostering the growth of vegetation by increasing the moisture content and providing insulation from extreme temperatures. The 1992 Virginia Erosion and Sediment Control Handbook (Std & Spec 3.35) details the mulch specifications and includes a list of the typical materials used to mulch (for example straw, wood chips, and fiber mulch). Revised 7/17/03 Page 3 of 8 Erosion & Sediment Control Technical Bulletin No. 4 Nutrient Management for Development Sites 9. Hydroseeding H droseedin is a mechanical method of applying seed fertilizer, and mulch to land Y g > development sites in one . This method is efficient in providing an immediate cover to P �P P g denuded sites; however, the surface must be careful) repared in order for successful seed YP P germination. Hydroseed on rough, loose surfaces only. Roughen the surface prior to application of hydroseeding, per the specification above and in accordance with the 1992 Virginia Erosion & Sediment Control Handbook (Std & Spec 3.29). Although proper soil pH is crucial in establishing good vegetative cover, lime is usually not included in the hydroseed mix. Therefore, lime should be incorporated into the soil as needed when preparing the site for hydroseeding. To avoid poor seed germination as a result of seed damage during hydroseeding, it is recommended that if the machinery breaks down from 30 minutes to 2 hours, 50% more seed must be added to the tank. Beyond 2 hours, a full rate of new seed is usually necessary. UPDATED FERTILIZER SPECIFICATIONS AND RATES FOR ESTABLISHMENT Plant nutrients should be applied based upon established requirements of the plant to be grown, season of growth, and intended use, as specified in the 1992 Virginia Erosion and Sediment Control Handbook (Std & Spec 3.31, 3.32, 3.33, and 3.34). The timing and rate of fertilizer application depends on the type of grass. There are basically two types of grasses, warm and cool season grasses. Warm season grasses (Bermuda, Zoysia) are those that go dormant in the winter. Cool season grasses (Fescue, Bluegrass) are those that stay green year round. 1. Recommended Season for Applying Nitrogen Fertilizers The earliest spring application of nitrogen for cool season grasses is six weeks prior to the last average frost date (for example, February 6 for Virginia Beach and March 1 for Roanoke). The latest fall application of nitrogen for cool season grasses is six weeks after the first average frost date (for example, December 29 for Virginia Beach and December 1 for Roanoke). The earliest spring application of nitrogen for warm season grasses is the last average frost date for the region (for example, March 20 for Virginia Beach and April 15 for Roanoke). The latest fall application of nitrogen for warm season grasses is 30 days prior to the average first frost date for the region (for example, October 15 for Virginia Beach and September 20 for Roanoke). 2. Per Application Rates Phosphorus (P) and potassium (K) fertilizer requirements should be determined by a soil test. Never apply more than one (1) pound of water soluble nitrogen per 1,000 square feet within a 30 day period. The following table itemizes the fertilization rate revisions to standards and specifications 3.31 Temporary Seeding, 3.32 Permanent Seeding, 3.33 Sodding, and 3.34 Bermudagrass & Zoysiagrass Establishment. Revised 7/17/03 Page 4 of 8 Erosion & Sediment Control Technical Bulletin No. 4 Nutrient Management for Development Sites Summary of Fertilizer Snecification Revisions for Establishment of Turf 2003 Urban Nutrient Management Technical Standards & Specifications Bulletin 3.31 Temporary Seeding 10-10-10 fertilizer applied at a rate of 450 lbs. / acre or 10 lbs. / 1,000 ft2 Mixed Grasses & Legumes 10-20-10 fertilizer applied at a rate of 500 lbs. / acre or 12 lbs. / 1,000 ft2 Apply the equivalent of 100 lbs. of phosphate 3.32 Permanent Seeding Le Legume stands only (P205) and 100 lbs. of Potash (K20) per acre. NO NITROGEN N Grass stands only 10-20-10 fertilizer applied at a rate of 500 lbs. / acre or 12 lbs. / 1,000 ft2 10-10-10 fertilizer applied at a rate of 450 lbs. / acre or 10 lbs. / 1,000 ft2. NOTE: For cool 3.33 Sodding season grasses apply fertilizer in fall or spring. For warm season grasses apply the fertilizer in late spring or summer only. 10-10-10 fertilizer applied at a rate of 500 lbs. / acre or 12 lbs. / 1,000 ft2. Apply additional 3.34 Bermudagrass & Zoysiagrass Establishment phosphorus and potassium 30-60 days later based on the soil test. Apply an additional equivalent of 1 Ib./1,000 Prof nitrogen when the P & K are applied. 3. Using Fertilizer Analysis to Calculate Nitrogen Rates All fertilizer packages have three numbers present on the package (for example, 10-10-10 or 16- 4-8). These three numbers indicate the percentage of nitrogen (N), phosphorus (P205), and potash (K20) present by weight which is called the N-P-K ratio. For example, a 20 pound bag of 10-6-4 is 10 percent nitrogen (2 lb. of N), 6 percent phosphate (1.2 lb. of P205), and 4 percent potash (0.8 lb. of K20) the remaining is inert material to facilitate even application of fertilizer. The Virginia nutrient management recommendation is to apply no more than 1 lb. of nitrogen per 1,000 square feet within a 30 day period. A fertilization rate of 1 lb. of nitrogen per 1,000 square feet can be obtained for any site by using the fertilizer analyses on the bag and knowing the area of application. Revised 7/17/03 Page 5 of 8 Erosion & Sediment Control Technical Bulletin No. 4 Nutrient Management for Development Sites Fertilizer Bag Reads: Amount to Fertilizer to Apply 1 lb. of nitrogen / 1000 sq.ft. 6-2-0 16.6 lb. 10-10-10 10 lb. 16-4-8 6.2 lb. 20-5-5 5 lb. 22-3-14 4.5 lb. 29-3-7 3.4 lb. 4. Use of Slowly Available Forms of Nitrogen Fertilizer bags will state the source or category from which the nitrogen is derived. Nitrogen fertilizers have two categories: Water Soluble Nitro en i.e. all nitrogen is immediate) g g ( � g Y available); and Slowly Available Nitrogen (i.e., nitrogen is available over an extended period of time). The nitrogen source impacts how grass is fertilized and the rate and timing of application of fertilizer. Choose a fertilizer that has some amount of Slowly Available Nitrogen (SAN). Slowly available nitrogen fertilizers make nitrogen available a little at a time, the way most grasses need it, which reduces both the potential of excess nutrients in runoff and the leaching potential of excess nutrients into groundwater. Sources of SAN are usually stated on the label. It may be stated as % Water Insoluble Nitrogen (WIN), sulfur -coated urea, natural organic nitrogen or other controlled release materials used to coat the fertilizer. The % WIN is usually stated on the fertilizer container, if the % WIN is not listed, assume that all the nitrogen in the fertilizer is water soluble and immediately available. As a general guideline, if the fertilizer has 50% WIN or less, it should be applied in the same manner as readily available nitrogen. If the fertilizer is 50% WIN or greater, it should be applied as a SAN. UPDATED FERTILIZER SPECIFICATIONS AND RATES FOR MANAGEMENT 1. Application of Fertilizer for Maintenance Apply fertilizer when grass is actively growing and can utilize the nutrients. Summer is best for warm season grasses (zoysiagrass and bermudagrass) while the fall months are best for cool season grasses (tall fescue, Kentucky bluegrass, perennial ryegrass). 2. Annual Application Rates A. When applying 100% Water Soluble Nitrogen sources (those that have all the nitrogen immediately available for plant use), the following rates apply: • Never aDDly more than one (1) Dound of water soluble nitrogen Der 1.000 sauare feet within a 30 day period • No more than 3.5 lbs. of nitrogen per 1,000 square feet annually on cool season grass. • No more than 4.0 lbs. of nitrogen per 1,000 square feet annually on warm season grass. Erosion & Sediment Control Technical Bulletin No. 4 Nutrient Management for Development Sites B. When applying slowly available nitrogen (SAN, WIN, sulfur -coated urea, natural organic nitrogen or other controlled release materials), total annual nitrogen application rates may be adjusted incrementally by referring to the following figure. The maximum annual nirogen rates when using 50% or greater SAN is as follows: . No more than 5.0 lbs. of nitrogen per 1,000 square feet annually on cool season grass. . No more than 5.5 lbs. of nitrogen per 1,000 square feet annually on warm season grass. Erosion & Sediment Control Technical Bulletin No. 4 Nutrient Management for Development Sites C. When aDvlving maintenance fertilizer on established sod. Pounds of nitrogen 1 oer 1,000 sq. ft. if the fertilizer is less than 50 percent WIN Month Type of Grass Tall Fescue Perennial R e Kentucky Blue rass Bermudagrass Zoysiagrass Se tember 1 1 0 0 October 1 1 0 0 Early November 0 0 0 0 April 0 0 0 0 May 0-0.5 0-0.05 1 1 June 0 0 1 0 July/August 0 0 0 1 Yearly Lbs. N/1000 sf 2.5 2.5 1 2 2 Pounds of nitrogen per 1,000 sq. ft. if the fertilizer is more than 50 percent WIN Month Type of Grass Tall Fescue Perennial Rye Kentucky Bluegrass Bermudagrass Zoysiagrass August 15 1.5 1.5 0 0 October 1 1.5 1.5 0 0 April 0 0 1.5 1.5 May 15 0 0 0 0 June 0 0 1.5 1.5 Yearly Lbs. N/1000 sf 3 1 3 3 3 FLOW CHANNEL STABILIZATION GRADE 0.5% MIN. 10% MAX. 1. Seed and cover with straw mulch. 2. Seed and cover with Erosion Control Matting or line with sod. 3. 4"-7" stone or recycled concrete equivalent pressed into soil in a minimum 7" layer. Construction Specifications 1. All temporary swales shall have uninterrupted positive grade to an outlet. Spot elevations may be necessary for grades less than 1 %. 2. Runoff diverted from a disturbed area shall be conveyed to a sediment trapping device. 3. Runoff diverted from an undisturbed area shall outlet directly into an undisturbed stabilized area at a non -erosive velocity. 4. All trees, brush, stumps, obstructions, and other objectionable material shall be removed and disposed of so as not to interfere with the proper functioning of the swale. 5. The swale shall be excavated or shaped to line, grade and cross section as required to meet the criteria specified herein and be free of bank projections or other irregularities which will impede normal flow. 6. Fill, if necessary, shall be compacted by earth moving equipment. 7. All earth removed and not needed for construction shall be placed so that it will not interfere with the functioning of the swale. 8. Inspection and maintenance must be provided periodically and after each rain event. Erosion & Sediment Control Technical Bulletin No. 4 Nutrient Management for Development Sites C. When aDvlving maintenance fertilizer on established sod. Pounds of nitrogen per 1,000 sq. ft. if the fertilizer is less than 50 percent WIN Month Type of Grass Tall Fescue Perennial Rye Kentucky Bluegrass Bermudagrass Zoysiagrass September 1 1 0 0 October 1 1 0 0 Early November 0 0 0 0 April 0 0 0 0 May 0-0.5 0-0.05 1 1 June 0 0 1 0 Jul /Au ust 0 0 0 1 Yearly Lbs. N/1000 sfl 2.5 1 2.5 2 1 2 Pounds of nitrogen per 1,000 sq. ft. if the fertilizer is more than 50 percent WIN Month Type of Grass Tall Fescue Perennial Rye Kentucky Bluegrass Bermudagrass Zo sia rass August 15 1.5 1.5 0 0 October 1 1.5 1.5 0 0 April 0 0 1.5 1.5 May 15 0 0 0 0 June 0 0 1 1.5 1 1.5 Yearly Lbs. N/1000 sfl 3 3 1 3 1 3 TABLE 3.31-13 (Revised June 2003) TEMPORARY SEEDING SPECIFICATIONS QUICK REFERENCE FOR ALL REGIONS SEED APPLICATION DATES SPECIES APPLICATION RATES Sept. 1 -Feb. 15 50/50 Mix of Annual Ryegrass (lolium multi- florum) & Cereal (Winter) Rye (Secale cares le) 50 -100 (lbs/acre) Feb. 16 - Apr. 30 Annual Ryegrass (lolium multi-florum) 60 - 100 (lbs/acre) May 1 -Aug. 31 German Millet 50 (lbs/acre) FERTILIZER & LIME • Apply 10-10-10 fertilizer at a rate of 450 lbs. / acre (or 10 lbs. / 1,000 sq. ft.) • Apply Pulverized Agricultural Limestone at a rate of 2 tons/acre (or 90 lbs. / 1,000 sq. ft.) 1 - A soil test is necessary to determine the actual amount of lime required to adjust the soil pH of site. 2 - Incorporate the lime and fertilizer into the top 4 - 6 inches of the soil by disking or by other means. 3 - When applying Slowly Available Nitrogen, use rates available in Erosion & Sediment Control Techr # 4.2003 Nutrient Management for Development Sites at hftp://www.dcr.state.va.us/sw/e&s.htm#pubs TABLE 3.32-C (Revised June 2003) PERMANENT SEEDING SPECIFICATIONS FOR APPALACHIANIMOUNTAIN AREA SEED' LAND USE SPECIES APPLICATION RATES Tall Fescue' 90-100% Minimum Care Lawn Perennial Ryegrass2 0-10% (Commercial or Residential) Kentucky Bluegrass' 0-10% TOTAL: 200-250 lbs. Minimum of three (3) up to five (5) varieties High -Maintenance Lawn of Kentucky Bluegrass from approved list TOTAL: 125 lbs. for use in Vir inia' Tall Fescue' 128 lbs. General Slope (3:1 or less) Red Top Grass or Creeping Red Fescue Seasonal Nurse Crop 2 lbs. 20 lbs. TOTAL: 150 lbs. Tall Fescue' 108 lbs. Low -Maintenance Slope Red Top Grass or Creeping Red Fescue Seasonal Nurse Crop3 2 lbs. 20 lbs. (Steeper than 3:1) Crownvetch4 20 lbs. TOTAL: 150 lbs. 1 - When selecting varieties of turfgrass, use the Virginia Crop Improvement Association (VCIA) recommended turfgrass variety list. Quality seed will bear a label indicating that they are approved by VCIA. A current turfgrass variety list is available at the local County Extension office or through VCIA at 804-746-4884 or at htto://sudan.cses.vt.edu/htmi/Turf/turf/publications/publicabons2.htmi 2 - Perennial Ryegrass will germinate faster and at lower soil temperatures than Tall Fescues, thereby providing cover and erosion resistance for seedbed. 3 - Use seasonal nurse crop in accordance with seeding dates as stated below: March, April - May 1 e ......................... Annual Rye May 16'h - August l e ......................... Foxtail Millet August le - September, October ........... Annual Rye November- February ............................. Winter Rye 4 - All legume seed must be properly inoculated. If Flatpea is used, increase to 30lbs/acre. If Weeping Lovegrass is used, include in any slope or low maintenance mixture during warmer seeding periods, increase to 30 -40 lbs/acre. FERTILIZER & LIME • Apply 10-20-10 fertilizer at a rate of 500 lbs. / acre (or 12 lbs. / 1,000 sq. ft.) • Apply Pulverized Agricultural Limestone at a rate of 2 tons/acre (or 90 lbs. / 1,000 sq. ft.) NOTE: - A soil test is necessary to determine the actual amount of lime required to adjust the soil pH of site. - Incorporate the lime and fertilizer into the top 4 - 6 inches of the soil by disking or by other means. - When applying Slowly Available Nitrogen, use rates available in Erosion & Sediment Control Technic # 4.2003 Nutrient Management for Development Sites at http://www.dcr.state.va.us/sw/e&s.htm#pubs zU F--�i U 0 z o(D N N � w m N N D_ � 0co -� O U U Li r- L cnwn0, J Z J 01 0 z0 co>� `°o V o= Z ui a co Lu o z wC7 U000 L L Z Lu J 2 O> UQo_ o w rn U Qco e p DfG'�� O 9Mulligan Fsv�Y%G z �O C J W O - z 0 z z m Q o � IL VJ J J U) Q J °6 U) 06 N o W w mW � I_ML W z 0 � � W d g o= U w g U U o � z z o O U � o= j w w o_ o= � z 0 w o= } m J � N Q N N � N O z DRAFTER: SML DESIGNER: CM PRODUCTION ZOD DATE: 8 SEPT 22 SCALE: N/A JOB: 487 SUB: 2022-000 SHEET: 9 OF 26 1110 1 ♦♦ ♦� ��� 3 r // II TMP 80-56B 41P1 ♦ II \,. 1.15Ac ♦ I I ♦ -60 / 3sc �___� _ T-- ��._ / � I � \ \ _ MEANS, G. 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OR BEATRICE B. \ 4-aD �1 // % DI 6s8Pc 43 COLVIN,�CAROL 'F / / \_ TMP 94-� \ \ V \ i I _ \ ♦ \ \ I �- � _/ JOHN L NDZIN$ � \ I A / I I \ � \ GOODNIGHT,_ CYIITHIA J \ - I �1ARY R " �ZINS - ♦♦ TP�4-49C� jJMPA94 A OR'TANYA ,Y ` \ // / / \ \ I �� ~ - - — _ �—s•_=_i-----—-------�__�� '_` POBRENDA HHPOWE & R KEND I -- _ ♦/X 1 100 SCALE: 1 `1 C 7.61 Ac 78 100 200 300 U Oz O N 1 LOU Lu N m N old N D_ � 0co ., O U W UQ vWiuin w J z J 92 Z > -00 f �CO � , co O> z W W 0 z co or J 2 C7 m L W z o Ic W rn U co O rlfr PyTH Op DfG'� Christopher C. Mulligan Lic. No. 12/12/22 www OFE'SSI0NAL E�Glt, z �O V J CD z Q z_ CcQ Q � a- ICE � z J U) W J � ^�^ _ >0 O W i N W W LL W W Mr W z 0 � aW U w � O U o� z O S j W W O_ z O w Y Ca J co � � N o z DRAFTER: SML DESIGNER: CCM PRODUCTION ZOD DATE: 8 SEPT 22 SCALE: AS SHOWN JOB: 487 SUB: 2022-000 SHEET: 1 O OF 26 FED DAM BREAK , �� •' INUT .ATICN Z0�'E OP15A .30\� .35 / 0.35 �A DITCH #1 ow o \ \ POA #5 ,�� iJ i♦ 0.38 11 \ 020 DITCH #2 \ POA #6 -/7 y E.L.S. #1 1 DITCH #2 POA #5 DITCH #5 0.POA #3 35 0.35 o.z4000, I o.as t @ m 013 ®`i 0 35 R - ST8 � • '' '!�g E.L.S. #200000l , P11� 173A DITCH #2 POA #3A �. LOWER -DITCH POA #2 . it J p, t 0.16 a5 Oac �o.,s 146A 0.3s.� � \ \ '2�0 \ .� n 3535 oc., 142B 148 __� \. ��/ , UPPER -DITCH i \ ]1 A 0.11 DITCH #1 \� OP / /' e5 a� POA #2 2A /, 360 �/ POA #2A ii 3�0 O�sS 150 _ ./� oss \ 152 P1 -- - \ \�44% 0.27 0 2s� .ram- W ET( I 146B 0.35 Vv oa5. o.< o3z o.a5 o.a3 035 _ Isi \PEI 0.35 � �m � rlE DITCH #4 so — POA #3 i F7�� J 142D ti \ \VAV I \ DITCH #1 � POA #6 A -- o� 6 �0 // / � � A �' � / / � � _ �� ��I w ( 028 \ l — \ 77 035 6A�o EX. POND #1 I I DITCH 1 POA #4 dEi; I I(� � � �\ \\ \ \ , I II� DITCH #1 s�jj POA #3 0.35 t121) DITCH 2vPOA #1 I \� 0:35 l\ 0.35 i 192 ALBEMARLE COUNTY STEEP / \ , \ \ � \ "m $� xi► (SB1 I ` 031 0.35 J SLOPES OVERLAY - MANAGED / \ - \ VV EX. POND #3 v _ ��70 �� ALBEMARLE COUNTY STEEP SLOPES OVERLAY - PRESERVED J \ 194A Esc 13 1( 400K 035OP5 P 130A � � SLOPES BEMARLERLAYE COU CRSTEEPITICAL \ \ \ \\ \� �\ DITCH 1 o.za p51 102- � I �+ 110 o.n 60 100I \ / POA #1 154 \ "\ v V a z6 WETLAND AREAS (LOCATED BY WILD GINGER FIELD V \ A \� °813' SERVICES DATED JANUARY, 2021) O 138 PERENNIAL STREAM V\DPE� // LOCATED BY WILD GINGER FIELD qy \ isgoSERVICES DATED JANUARY, 2021) � ® 196 � INTERMITTENT STREAM n� \ s � \ > 1 J I � � � \ P6 ,\ / v \ a l �\ \\ \ (LOCATED BY WILD GINGER FIELD / \ , - 0.50 4*0 SERVICES DATED JANUARY, 2021) \ °'� _ \ \ - I I� I /� / !�"/ EX. POND #4 100 YEAR FLOODPLAIIN v ` (PER COUNTY GIS) / I \ \\� \ \\ \\ T4 I 1 �V >�I . \ �o 0.6 86� III f i ♦/� �,�����II►II,111 v� �v,�/��/}I �1 � v, � v �. —� i � � ♦ / I � � ,� I �� I v Al v � � / _��_ �v �/ \ 1 � � 1�,w , ��� I �� — — — — \ l l 10 0 1000 300 /► 000 SCALE: ]`=100; r— - 0,s � 0 35 O CO z '^ Q OJ� V1 N mN W N d N 8 Q(n 1n 5O 8 UQ vWi-JJ J Z_ � J_ ZU� W V 5 pUa 0 OZ W o z co U000 co Z W J 2 U > 0) o W rn U co Q rlfr PyTH Op DfG'� Christopher C. Mulligan Lic. No. 12/12/22 �W4• O *SIONAL E�Glt, z rO a_ V J G \ w z z Cc Qa_ I Q C) V J � � �./ J z J U) w � � J 0 0 � o N W oW 0 m z O � d W U w � 0 U o z o ° > W W O_ z O W } m� J N � N O z DRAFTER: SML DESIGNER: CCM PRODUCTION ZOD DATE: 8 SEPT 22 SCALE: AS SHOWN JOB: 487 SUB: 2022-000 SHEET: 11 OF 26 �• e; 3 � MEANS, G. NEIL & SUSAN L. ROARK TRUSTEES OF SUSAN L. ROARK TRUST — DB 3356/PG 003 - FED BREAK DAM - - INLN7ATON ZONE - A -- - TMP 80-56 LI N0, GORDON RYKSO� OR D. DAM BREAK — ����� GI JULIAN3693 396INUNDATION ZONE I / // /// ��� ` /\_ •. --•� / NOTE: 10' PUBLIC— / DITCH #2 \ '� APPRox. LOCATION-1.,/ DRAINAGE EASEMENT,;100=YF� FLOODPLAIN �=�-•DITCH #1 POA #5� ; l (PER COUNTY GIS) �;(TO BE MAINTAINED BYowPOA #5 { HOA) TO ENCLOSE ALL / LOWER -DITCH DRAINAGE DITCHES. \ E.L.S. #2 s / �. E.L.S. #3 POA #2 s4o POA #3A�� —mac �. / / \ / ® 0 4 y t ° s o I a 350 DITCH #5 "�• _\ /� •\� �MP 80SUSAN L. ROARK �z� T _ : G. NEIL & 1 1 \ \ \ \ > I POA #3 178A DITCH #2 \� -_ \ U OF SUSAN L. ROARK TRUST: \ D e, N i�' : L. S . # 1x;r�ST ►a— �� / POA #3A DB 33 / c off. DITCH #2 56 P , 8 z POA #6 ip �_ - _ = DITCH #1>m,� - ,� / , '� • � I t� \ / � b�A � ' POA #2A - "'� "� � - `��" UPPER -DITCH POA #2 N °p surEa.:; e�R a \ 188 STS o 184 3 0\ \ 180 182B e 148 �, A v p SWALLOWTgIL 1ANE o w TMP 80-56Al A 3 0 \ \ 190 �-ill�e�jry G90DE, TOBY L. OR JOAN P. � DB 3�/PG-D03 � � � ' uee ST7 f �! \aso \ DICH #4� 152 DITCH # A # 1 POA VET EAs v�v POA #6 / 142C i �\ \ 7+oo ��� 6 09 \D ALA, ROG DOIi'O Y V. VLVALL� —RUTEEStQfLI yLIVING TRUST 6 PG 3 50 ---- --- 3 --� D 1 o DITCH 3 _ ��\ \ \�\ / IM1'• 1 I --- _ W 99LA RY R. ( I 380 / \ POA #1 HAWKI I D"oplPG/174 \\\ C + I I $,a \ � , i EX. POND #1 , � � \\\� �� � — \ � I I1 �IlIII1,�'• ��� II ,F°�,,� O 3. �\ 142E ETA �•I I � � I � I � � �� /� � � A TMP 94-7A MILL DITCH #1 T \ -- HAWKINS, DDc�ENCE M. & BEATRICE v � C �POA #�3689/FG 515 \A�DITCH #3 t> o DITCH 1 i POA #3V I I POA #4 DITCH 2, i I � � w� V \ POA#1 �I I I J v A \,0,��v� —j 192/A V - <a _ r x v V —* o DITCH 1, \ \ \ _ \ a� m zMP 94=8F , � \ \ � - _ � — � � � � �POA #1 � A ALBEMARLE COUNTY STEEP / SLOPES OVERLAY - MANAGED / iWAS LENS F ALINE BGRI &\ EX. POND #3 — — J 112 ST2 CHARLENE F821PG - GRIFFIN 1 \� DB�182/PG �56 � ALBEMARLE COUNTY STEEP 194A SLOPES OVERLAY - PRESERVED ALBEMARLE COUNTY STEEP SLOPES OVERLAY - CRITICAL /� 154 � f WETLAND AREAS (LOCATED BY WILD GINGER FIELD \ L \ 140 SERVICES DATED JANUARY, 2021) TMP 94-1 1A \ \ \ \ \ 162 FORWARD, , o O 42 PERENNIAL STREAM HUGH REAL / (LOCATED BY WILD GINGER FIELD PROPERTY TMP 4_8 SERVICES DATED JANUARY, 2021) TRUST UTAID \ EWERS, PATRICIA A APRIL �, DB 14.3<PG'49 INTERMITTENT STREAM 2019 CIO LOCATED BY WILD GINGER FIELD TRUSTEE SERVICES DATED JANUARY, 2021) \ \ \ \ \ \ \\ \\\\\\\, I / ,410 \ 100 YEAR FLOODPLAI IN / V A V A\ T4 V 4rp T' (PER COUNTY GIS) I % 0_ 138 _& 138A 132A �013 104 ,.rt ST1 ( oWWiA�L LA'tis' DPE ALL s 36 ago 196 I\ I O A \ 1 i \Z- --Tm AT KE5WICK LLC $I DB �5493/PG 364 POND #4 / TAP-94-48- 5.7138 FCRES \ D9 DH13B'C S1PG : P? IPUT) - � j�� (Pun _ ��� — .� � � � � . V • �� �� �� � D o� NOTE: POND #2 WAS OMITTED TMP 94-51 JUMPER, EDWARD ALLEN Ill 0 NN I I I I o z ��\\ \\ \�\ I\ \TMsa-48A STEPHANIE LY / 1 I I I ( BREEZY HILL AT KESWICK LLC ( \ / DB 549/PG 364 \ t �kmp 94-8C r ,A \ KINS, iCLARENCE \ r \ \ T M. OR BEATRICE B. - - V A MP 94-8D\ ° DI 658/PG 403 �A �� �✓ �JOHO$ N R KUN RZINA \ —49C� TMP 94-4 A TMP�94 / \ ` POWELL, MfCHAEL -W-&� CARTER, KENDALL A R �ANYA\Y /1 BRENDA,-H POWELL 1 CARTE , iCEN OR A Y �'o F--�1 0 CO z O(OD N N LOU (L Lu N N 0 Ov! �� O U v J 1 2 Z0-00 _: -JJ � J C7 tr O> 0Tna zwW , o cl) C7 or z o ILL Z O5; Lu W J m cnQa o W U rn Q z O � a W t U w 0 O O o z OU O Tn tr > Lu W a- t z O Lu tr } Ca J H N � � N o z DRAFTER: SML DESIGNER: CCM PRODUCTION ZOD PyTx of Pfc� U C AIL O 9 Christopher C. Mulligan Lic No. 12/12/22 �W4• OAE""" ONAL E�Glt, z O � U) Q Q Q � O CcJ a_ J J n v) 3: L.L U ~ J °� O LLJ i Q N W °C W W DATE: 8 SEPT 22 SCALE: AS SHOWN JOB: 487 SUB: 2022-000 SHEET: 120F 26 1 1 j ( /4f 01Rr R EMERGENCY SPILLWAY i1 iI I I� { \ LENGTH = 12, 77 CY CL 1 RIP -RAP Z/w/UNDERLYING FILTER FABRIC KEYED NUNArIOINTO NAT. GROUND, INV.=379.00 -- h x --aTRM13 EMERGENCY SPILLWAY \ � 18.3 C.Y. CL. RIPRAP w/ / /.( \. \ I LENGTH = 20', 3:1 S-SLOPES / . //\; { 1 I UNDERLYING FILTER FABRIC E.L.S. 1 SHALL NOT BE ENGAGED WITH �Y1{/ ,( \" { \ j I 200CYCLiRIP-RAP w/UNDERLYING ,SEE OUTLET PROTECTION#12A // ( \�\, �' { { { I ) FILTER FABRIC KEYED INTO NAT. GROUND, DETAIL ON SHEET 23 - - - - - \ ANY CONCENTRATED STORMWATER /i "/r� �' \ . { 1 I BY-PASS STRUCTURE -- / 1/. 1 { {`�\. � { 100 R INV. -- -- _ // j' { .{ .{ { FLOQ7PLA I M.H. TOP = 344.30 - _ Z - - UNTIL ALL UPSTREAM AREAS ARE f I'{ { 'j ( {� I \ { ( I INV(OUT)=331.00-toELS#1 �\ \`-- ---- - EMERGENCY SPILLWAY ---- -� I (r \ - LENGTH = 20', 3:1 S-SLOPES / .. ( I { � I I \ INV(36" ORIFACE OUT) = 338.40 \ \ - �- STABILIZED AND APPROVAL OBTAINED r \ I I 60" RCP RISERw/Anti-Vortex - ---80CYCL1 RIP-RAPw/UNDERLYING /11 I I / / { { M.H. TOP - 356.50 - - - - - - - FILTER FABRIC KEYED INTO NAT. FROM ESC INSPECTOR. / 1 /l/ illl I .I ♦I l { 17.8C.Y.CLRIPRAPw/ \ \ 'INV(24"OUT) =350.00 _-- --_GROUND, INV. =363.75 \ ,� / " l ) ' I I 1 1 1 I I Ir*10b'SIRLAM { UNDERLYING FILTER FABRIC = - - - - -\\\�1`\- I 11I B(1FFER \1 SEE OUTLET PROTECTION#12 - - \ r - - - - - - - - - - - - - - - - 60" RCP RISER w/Anti-VortexyDETAIL ON SHEET 23 - - - - \ \ \\ \ '-- M.H.TOP=360.30 - / .. ✓ f / I \ \ - - - - - - - INV(24" OUT) - 356.50 `ENGINEERED LEVEL SPREADER #1 355 - - - - - HENRICO COUNTY ENERGY DISSIPATER / / . 9.3 C.Y. CL. RIPRAP w/ - _ - 48" MANHOLE " L = 50' / / UNDERLYING FILTER FABRIC \ - - - - - - - _ TOP = 344.30 20+00 p}04 ) Q(1) = 12.8 cfs J: j / SEE OUTLET PROTECTION #11 - - _ - - - INV(36" ORIFICE) = 338.68 Q(10) = 14.0 cfs / �./ / DETAIL ON SHEET 23 % INV(15" HPDE) = 331.00 4 SEE DETAIL SHEET 22 / b' ----- - I / / / / I I - - 1 I - 134 C.Y.RAP` / \ �( / / /� 1 �- - - _ - _ _ _ �- , _ I I +Hp - II 1 _ / �_�� % UNDERLYING RLTERF-AFTER STABILIZATION OF 6 1 6 .Y. CL. R w/ UPSTREAM - --- I G TER I I \� SEE O - 23 - _ - _ _ _ -B#1 _ SE DOUTLIET PROTECTION FABRIC#5 15" HPDE OUTLET / / / / // / _ - - -- - _ _ - _ REMOVAL OF S - - - DET L ON SHEET 23 UTLET PROTECTION & \ DETAIL ON SHEET \ HDPE 142D J J / / _ _ _ _ 7.6 C.Y. CL. RIPRAP w/ , ♦ I. f' J. INV(OUT)=321.00�� i // UNDERLYING FILTER FABRIC /\ SEE OUTLET PROTECTION #6 " �> RECONSTRUCT EXISTING DAM DETAIL ON SHEET 23+OO�J FULLY RECONSTRUCT EXISTING DAM SECTION f Q PER DETAILS & SPECIFICATIONS OR PROVIDE I _ / / / / / / SECTION W/CLAY CORE OR PROVIDE II - - - - \ • I - 321 yg+0 / I / ' GEOTECH CERTIFICATION TO BEACH - GEO-TECH CERTIFICATION FOR MODIFICATIONS - - - - - - - - - - - - - - i 11 + / 15" HDPE (SEE RISER & BARREL DETAILS) - - _ - - - _ _ / / / / ��� &UTILIZE EXISTING DAM SECTION 1' t0+0 I / / / / - - _ - - - - - _ , - - 2.7 C.Y. CL. RIPRAP w/ / (SEE RISER &BARREL DETAILS) \ \ Zp TOP ELEV. = 362.80' - - _ _ 1 3 / / /i �/ / / / r - - - _ _ _UNDERLYING FILTER FABRIC TOP ELEV. = 365.50- / DAM MIN. TOP WIDTH = 8' MIN. - / / \ - \, _ _ �� _SEE OUTLET PROTECTION #14 /DAM MIN. TOP WIDTH = 8' MIN. /� \ ( 48" MANHOLE /f // /// ,, / /// / // // / /'�-- /' DETAIL ON SHEET 23 � Y \ \ TOP / INV(OJT)=322.92 lit EMERGENCY SPILLWAY 48" MANHOLE RISER TOP DAM EL=365.60 375 142B LENGTH = 20', 3:1 S-SLOPES w/ ANTI -VORTEX 8MIN. DAM WIDTH STA 13+26.68 60 CY CL 1 RIP -RAP 1 48" MANHOLE RISER w/ ANTI -VORTEX TOP 334.92 WUNDERLYING FILTER DAM SECTION INVERT EL=364.00 370 o INV IN 329.00 (141 C) FABRIC KEYED INTO NAT. MIN. TOP WIDTH = 8' EMERGENCY SPILLAWAY, 142E 50 0 50 100 150 N INV OUT 322.92 (141 B GROUND, INV. = 359.75 OP ELEV.=362.50 142D LENGTH=12'; 3:1 S-SLOPES STA 18+48.02 STA 17+21.92 1 1 TOP 361.41 II Opt 2 TOP 356.50 INVERT(OUT) = 356.00 INV OUT 356.50 (141 E) SCALE: 1 "=50 365 OP1i f= 36" BY-PASS ORIFACE 48" MANHOLE INV OUT 350.00 (141 D) 0 50 10 CY CL.1 RIP RAP O STRUCTURE INVERT(OUT)=340.30 I A PROPOSED a PROFILE SCALE w/UNDERLYING 18 CY CL. 1 RIP -RAP GRADE 360 SB1 RISER 355 TOP OF RISER ELEV.= 377.86 6" DEWATERING HOLE ELEV.=374.98 400 AFl ELS#1I EMER( NATI STOr 370 365 360 355 -- i • • 1 •TOP 34.77 INV IN ,• • •• •• 0; go 9104 • ems- IN.. OP WIDTH 8" M opi (FILL IN AFTER ELS#1 AND ts UPSTREAM SITE IS STABILIZED) •• PHOIJUSED - EXISTING GRADE EV-Aa\!M I-�17l�GRADE �� ��� ■ \mil--�I/-_� I11 � LF OF • HPIDE PIPE • • • • • • FOR SEDIMENT BASIN) • • -l-- -�-- -1 LF OF SB1 OUTFALL �-57 �- -_-_-_ 10+00 11 +00 12+00 S131 PROFILE H:1"=50'; V:1"=10' Water -Tight Connections (HPDE Pipe - Manholes & Inlets): THE ADAPTER SHALL BE THE SOLE ELEMENT RELIED ON TO ASSURE A FLEXIBLE, WATERTIGHT SEAL OF THE PIPE TO THE FLEXIBLE CONNECTOR AND THROUGH THE CONNECTOR TO THE MANHOLE OR OTHER STRUCTURE. THE ADAPTER SHALL CONSIST OF A RUBBER GASKET WHICH FITS CLOSELY INTO THE CORRUGATION OF THE PIPE. THE RUBBER GASKET ELEMENT SHALL BE CONSTRUCTED SOLELY OF SYNTHETIC OR NATURAL RUBBER, AND SHALL MEET OR EXCEED THE REQUIREMENTS OF ASTM F 2510, ASTM C 1478, AND ASTM D 2321, SECTION 7.10 - MANHOLE CONNECTIONS. 350 345 340 335 330 325 320 315 310 305 FILTER FABRIC; KEY 8-18"INTO Z NATURAL GROUND STONE DEPTH=18" E.L.S. #1 HENRICO COUNTY ENERGY DISSAPATOR LENGTH = 50', SEE TYPICAL & POI 1 DETAILS ON SHEET 22 Y LU LU - RPA BUFFER ZONE -_ BSOIL TYPES U - 3-4% SLOPE J - GREATER THAN 50' 0 = TO STREAMBED Q U INSTALL 6"1 SALT -TREATED TIMBERS FOR E.L.S. UNIFORM & LEVEL TOP ELEV. = 321.10 10+00 11 +00 OUTFALL TO ADJACENT LOW STA� TOP 344.30 48".91 STRUCTURE II--�-Li--� • • • • • . I� BY-PASS • • .•:•YI--•- SEE DETAILADJACENT STREAMBED AS SHOWN)----� 111� ��= III�IIIlI�1_• ----� 76- 15" HDPE @ 1.13%� INSTALL' STEEL PLATE AT I BOTTOM OF STRUCTURE INSTALL 2' STEEL PLATE AT 154' - 15" HDPE @ 1.24% BOTTOM OF STRUCTURE ENGINEERED LEVEL SPREADER #1 HENRICO COUNTY ENERGY DISSIPATER L=50' 0(1) = 12.8 cfs Q(10) = 14.0 cfs SEE DETAIL SHEET 22 12+00 13+00 14+00 15+00 16+00 STRM 142A - 142E PROFILE H:1 "=50'; V:1 "=10' STRUCTURE SCHEDULE NOTE: ST-1 STEPS REQUIRED ON ALL INLETS GRATER THAN 4' IN DEPTH SL-1 SAFETY SLABS REQUIRED FOR INLETS GREATER THAN I T IN DEPTH STIR # DESCRIPTION TOPIINV 128 60" RCP RISER & ANTI -VORTEX 377.86 142E 60" RCP RISER & ANTI -VORTEX 362.00 142F 36" ES-1 END SECTION 356.00 142D 60" RCP RISER & ANTI -VORTEX 356.50 142C 48" RCP RISER & ANTI -VORTEX 344.30 with 36" ByPass Orifice & OP#12 338.68 142E 48" MANHOLE 334.92 7.86 5.50 6.50 13.30 12.00 17+00 - OP12A - 18.3 CY CLA RIP RAP - w/UNDERLYING - FILTER FABRIC; - KEY 8-18" INTO - NATURAL GROUND - STONE DEPTH=18" PRINCIPAL SPILLWAY: Q1 = 13.1 CFS, ELEV. = 358.68 Q2 = 21.23 CFS, ELEV. = 359.02 Q10 = 48.45 CFS, ELEV. = 359.88 Q100 = 53.26 CFS, ELEV. = 361.50 EMERGENCY SPILLWAY: .10100 = 54.47 CFS, ELEV. = 361.50 18+00 132 --_-141 SHORTEN OUTFALL STORM SEWER TO OP#6IN SEDIMENT \ _ BASIN; EXTEND TO PERMANENT OUTFALL (STRM 130) UPON STABILIZATION OF UPSTREAM & REMOVAL OF SB#1 RISER M.H. TO EXTEND 12" I I BELOW INVERT(OUT) & PRINCIPAL SPILLWAY: SHALL BE FILLED WITH Q, = 21.11 CFS, ELEV. = 361.82 FLOWABLE FILL TO INVERT Q2 -29.92 CFS, ELEV. = 362.13 (SEE DETAIL SHEET 21) Q10 = 57.26 CFS, ELEV. = 362.92 Q100 = 109.94 CFS, ELEV. = 364.56 24" HDPE @ 1.37% EMERGENCY SPILLWAY: Q100 = 14.42 CFS, ELEV. = 364.56 1010111 20+00 EXISTING POND #1, SB1, & E.L.S.#1 STORM SEWER SCHEDULE 128 0131 57 L.F. CLASS III 24 HDPE 1.75% I IWI= 370.00 INV(OUI 369.00 142E 142F 35 L.F. CLASS III 36 HDPE 1.43% I IWI= 356.50 INV(OUI 356.00 142D 142C 83 L.F. CLASS III 24 HDPE 15.06% IW(IN)= 350.00 IW(OUT)= 337.50 142C 142B 172 L.F. CLASS III 15 HDPE 1.16% INV(IN)= 331.00 INV(OUI 329.00 142B E.L.S.#1 152 L.F. CLASS III 15 HDPE 1.26% I IMI= 322.92 INV(OUI 321.00 375 370 365 360 355 350 345 340 335 330 325 320 315 310 305 300 F--1 0 GO z O(OD N LOUN m N N D_ 0 O v! u 1 cc,) U UQ Co uin w J Z I-J 4.0 Z � Co� , �O U,> z w Lu 0 w Z Lu m z w J ILL2 O> UQo o-w rnU Lu Q W ELfr Co $PyTH Op Christopher C. Mulligan Lic. No. 12/12/22 �W4• OFESSIONAL O E�Glt, z � V T J U) \ J LLj W Q Q LL vJ O J U J 0 z O N z W W x M� w W Efr Co Co Cj L w U DRAFTER: SML DESIGNER: CCM PRODUCTION ZQD DATE: 8 SEPT 22 SCALE: AS SHOWN JOB: 487 SUB: 2022-000 SHEET: 130F 26 1-1111_ n)I1�I\_� . . \' ♦I II\ /. 1 I� /�Ij /I�\ 1// . ✓'IL�t/I I .// ' ./. /",. /.tllq �'�I1 '.`I{/jIr' I-1I- l. t\.\ . . {�," \` GIII I/..Q . I� I Irl \ /\)\. . . II/ I II \ :\ \.�' 6{'\ l',�� �aI ct�IoIb .mo.3.. •/.'1\. . 9/ \ I 1 IIllI{I \ , `oI-\I { PIlII{I �jI�{{' I"l1 4{Il.4 {a�.�1 ■ III\l{N '1III LM l0I {,lIII {. 1 {. I. { 1I_4/.i/I6{I .IlI/ / /II ' l \I//lII1 1. l l/l., ' I/ j/\I I/1/' I I, 'II l 1 I /.T■/I - ' lI /IIo I1/ I 6 I I 1/1 /� DI I �l\II II / �� I�I \ I\ // \ II I \II / - \I- - \-\- \ \` \\-- \ I;�:1\--I\---\ I \I\/, - --\ \ /\I- /� - /lI\1\ -IIl 4 \\ l l\/ /\ \ \-rl 4 _l<\+/\ III II _\ g\_ � _I- IlII{I I\ \ \/ III I \ I/1i / \ _1I { /- _� /;/, --\ _- \--/- _--/�- _II {--- _5-12-4_ 6\ 1\III 1, \/ _/ l_•. I/I \,./ ,\-._\:/ . / I\i�-\ - ;I '\.:-\'-. 1`�-.\.- \ ;o`"-.' .,\.\oI ..\.:,,.\ ;\\ ,,,1.-�/+,I W \,-'(\ \ /\/- \ _/ \ \� \ .\/;/\ II _\ \o•.,�I\rn.1 .>\, c.W/h. , �./\ry'\ a�/ `-o\. \/ / -1 ' / , /\ //// / /\ //\ •I Q��o�z o J_ A1--111-_ n(II\! �I j I /I�/' II //,/// ✓ I �I/If' / 7. /' . . ".� �I'.!`\� II I\-1I-t .\ � r{. - II I1{I(�I 1�r\ \).• . � 11 II \{\ '\{`'� :��I tIo�.o�;_ / . 3�1\ .! .9./\I / 1 �I\. II{I w\ ,`I \{IIIII�I1.III' I14/ lIL410 1 .III\IIN1III IIM1I 14(.IIII 4.1/ 1{A {. I If CD 0 ENGINEERED LEVEL SPREADER #2 18 C.Y. CL. RIPRAP w/ ol ENGINEERED LEVEL SPREAD#2 Y. CL. RIPRAP w/ HENRICO COUNTY ENERGY DISSIPATER UNDERLYING FILTER FABRIC HENRICO COUNTY ENERGY DISSIPATER NDERLYING FILTER FABRIC TOP EL.=320.00; L = 50' SEE OUTLET PROTECTION #7 TOP UEE OUTLET PROTECTION #7 DETAILS ON SHEET 23 . . ON SHEET 23Q(1) = 21.2 cfs Q(10) = 550 cfs Q(10) = 55.0 cfs SEE DETAIL SHEET SEE DETAIL SHEET 22 / I 10 10+OP , Ne 144A { V, A 5-/ � I\/ -\\ \_ �\I _ \\- _- \ 1 \\ o� J. �\oI . \.,,\ •\. {\ - \ \\1' \ �\/+\ ,I CONVSEDIMENT BASIN CONVERT SEDIMENT BASIN REMOVE ANTI -VORTEX &REMOVEANTIORTEX PG DEWATERING HOLEPLUG DEW ATERIGHOLE w INSTALLDI-5&TIETOYARD r'INSTALL Di & TIE TO YARD6 SWALE TOP= 348.00 SWALE TOP= 348.00 E.L.S. 2 SHALL NOT BE ENGAGED WITHE.L.S. 2 SHALL NOT BE ENGAGED WITH .,ANY CONCENTRATED STORMWATER ANY CONCENTRATED STORMWATER UNTIL ALL UPSTREAM AREAS AREUNTIL ALL UPSTREAM AREAS ARE STABILIZED AND APPROVAL OBTAINED STABILIZED AND APPROVAL OBTAINED 3.83.8 C.Y. CL. RIPRAP\FROM ESC INSPECTOR. UNDERLYING FILTER FABRC FROM ESC INSPECTOR. ,UNDERLYING FILTER FABRIC 4 SEE OUTLET PROTECTION #2 B 1 SEE OUTLET PROTECTION #2 ETAILSONSHEET23 DETAILS ON SHEET 23 +°� Iv all'{ \ \ \�\ \ { , \\\ , 11 1j {: I I I, I � / /' - --___ / /// � ,.�\� \. I I ♦ �, \\\ j 11 11 { I I I I I 1 / � // /'- - --__ / -- {. 370 370 / � I I1 \1 \\IJ{ II II I / ,-- -- _/ / // / 1 I� \{ • \\\111 11 / t / -- _/ �l1/III 380 375 370 365 360 355 350 345 340 335 330 325 320 315 310 --------Im- STORMWATER •UTFALL GGI-- G--- NINE IGGGGGGW NINE k GGGGI • • NINE G� NINE R� NINE a� NINE W�---IGGGGGGI-�i/.'/.%/1//% NINE mGGGGGGI • 1 : NINE -GGGGGGII -----I -- w OWN REMOVE• . • • • • • 11 GGGW - • • �/A//.%/A//A%Gf'/ilk • •I • • • -GGI W- O////l%///1�--- -mmm I- �A///IFAF" f AN Ar MISS oFd dVA IN MISS oFd il III, W/'�--- % -% GGGGGGIGGGGWI--G■ -I-//////.7/'9�7---- GGGGGW�I--G■GGGGGW -I MEOW //�//dilM(FILL �\ IN AFTER ELS#2 is AND OUTFALL STORM- SYSTEM CONSTRUCTED --I---- -I-��--- --I-------1,frl----STABILIZED �GGGGII-�w.�GGGGGWGGGGGI���!:!:�::.:=I-SEWER �GGEI-�A/I.IINKON --_Si------ �-GI------ -w11 IIIIIIIIIIIIIN i--%------ LF OF • • 340.00 • . 1------ -•11---55 1------ -111--- 1------ -UII--- 1------ ��-- I------ ---- ---- ------ ---- ------ ------------ ------------ ------------ ------------ 10+00 11+00 12+00 13+00 14+00 STRM 146B - 146 PROFILE H:1 "=50'; V:1 "=10' STRUCTURE SCHEDULE NOTE: ST-1 STEPS REQUIRED ON ALL INLETS GRATER THAN 4' IN DEPTH SL-1 SAFETY SLABS REQUIRED FOR INLETS GREATER THAN I Z IN DEPTH STIR # DESCRIPTION TOP/INV H 146E 48" SB#2 RISER w/ANTI-VOTEX - CONVERT & REPLACE w/DI-5 351.00 11.00 146A 48" MANHOLE 338.42 11.42 146 48" MANHOLE 332.26 11.41 144 ES-1 END SECTION 36" HPDE T-323.58 4.33 144A 48" MANHOLE 328.00 8.60 15+00 380 375 370 365 360 355 350 345 340 335 330 325 320 315 310 305 1 1 1 MWEEM, 10 01 0 50 PROFILE SCALE 100 150 -------- 1 GGGGGG -------- • • 361.76 GGGGGG GGGGGGI----- INV OUT 1 :1 GGGG------ IGGGGW GGGG------ STA 1 IGGGGW GGGG------ • 14+71.74 IGGGGW 370 INV IN 350.50 1TOP • • - 361.62IGGGGW • INV INV IN • 350.30354.40 j! GGGGGGI--- GGGGGGI--- . 1• -- • 1 .• I-3711 GGGGGGI----TOP � G�IGGGGW 328.00 ---INV GGGG---- GGGG- --��-G��GGGGGGGIIGGGGW IN . 1--GW��GGG�GGGGGGGIIGGGGW •-_ • • .1-_-GGGWGGGGGGGIIGGGGW PROPOSED •. GGGG- • . -%- G��GGGWGGGGGGGIIGGGGW � • � TIMBERS FOR GGGGGW�GGI'r�i� GGGGGGIUNIFORM& STA 12+11.93 61 GGGGGG GGGGGG 1 ///////G 350 BUFFERZONE --F I GGGGGG _j - B SOIL TYPES GGGG- • •-%-��iiJ////��%r1--1 1 DIP GGGG- 1-%-���%/////I////�►I-1-- WATERLINE ENGINEERED LEVEL SPREADER #2 HENRICO COUNTY ENERGY DISSAPATOR �- TOP 1 1 L = 50' I- --� EXISTING ' 1 II GRADE �GGGGGW,L� • 1:1 -_-_�_ �-SEE -----� DETAIL SHEET 22 330 INV(��� • I-%--1-/I-----� -%-i�G���-----� 1 ES-1 (36) FLARED • SECTION - GGGG---I�-SIG--G�-----� GGGGGGI--IGGGG SIG-GGIG�-----GGGGGGI -IGGGGG��GGI I ■ -� ■ �-----GGGG- -IGGGG- ►�1 G GGGG-�-■ �-----GGGG- 1 WUNDERLYINGFILTER GGGGGGGIIi�i!i:G�i:�%•�!•GIGGGG�_� ----GGGGG� FABRIC;GGGGG-.:•-•-r,:•= ----•--.GG�GGGGG-i 3011 HDPE 2.1 • • ----GGGG- KEY 8" INTO - - NATURAL GROUND - ------GGGG- STONE . �i7�aae:�rHDPE _ cniinzai"c� -----GGGG- -----GGGGGGI 1 1 11 11 11 11 11 11 Water -Tight Connections (HPDE Pipe - Manholes & Inlets): THE ADAPTER SHALL BE THE SOLE ELEMENT RELIED ON TO ASSURE A FLEXIBLE, WATERTIGHT SEAL OF THE PIPE TO THE FLEXIBLE CONNECTOR AND THROUGH THE CONNECTOR TO THE MANHOLE OR OTHER STRUCTURE. THE ADAPTER SHALL CONSIST OF A RUBBER GASKET WHICH FITS CLOSELY INTO THE CORRUGATION OF THE PIPE. THE RUBBER GASKET ELEMENT SHALL BE CONSTRUCTED SOLELY OF SYNTHETIC OR NATURAL RUBBER, AND SHALL MEET OR EXCEED THE REQUIREMENTS OF ASTM F 2510, ASTM C 1478, AND ASTM D 2321, SECTION 7.10 - MANHOLE CONNECTIONS. STRM 152 - 144 PROFILE H:1 "=50'; V:1 "=10' S.B.#2 CONVERSION & E.L.S.#2 STORM SEWER SCHEDULE PIPE # BEGIN END PIPE DESCRIPTION SLOPE IN OUT 146B OP2 55 L.F. CLASS III 18 HDPE 0.91% IW(IN)= 340.00 IW(OUT)= 339.50 146B 146A 226 L.F. CLASS III 18 HDPE 5.66% INV(IN)= 340.00 IW(OIJI 327.20 146A 146 87 L.F. CLASS III 18 HDPE 4.02% INv(IN)= 327.00 IW(OUT)= 323.50 146 144A 57 L.F. CLASS III 30 HDPE 2.02% IW(IN)= 320.85 INV(OUI 319.70 144A 144 19 L.F. CLASS III 36 HDPE 0.79% IW(IN)= 319.40 IW(OIJI 319.25 0 CO z O o u� N UL w N In N D_ N 8 Ov! 5 O U U Q (Lou j J_ V 5; pUa 0 O z w Z o LL Z Lu m nj Z w J 2 O> cnQo o w rn U m a PyTH Op Christopher C. Mulligan Lic. No. 12/12/22 OFESSIONAL E�Glt, z rO N V ) i 0 Li Q 0 m J I- � /^, C) �./ / � 0 J � CE J o m \r >LJ Jxx / > W N � W m W � M� W z O � a W U w � O U o � z o S m m > w w o_ m m z O W m } m J � m H Q N � N � N O z DRAFTER: SML DESIGNER: CCM PRODUCTION ZQD DATE: 8 SEPT 22 SCALE: AS SHOWN JOB: 487 SUB: 2022-000 SHEET: 140F 26 / \ \ II \ I / / I I ) \ \\\ \ \ \ ---''- /' \ •'I• I I I I I \ \\ \\ \ / \\\ �30 /-/6v a- 00OD co oar / - - 350CY CL UNDERLYING FILTER FABRIC L \ °ice SEE OUTLET PROTECTION #9A-390 0l \ EMERGENCY SPILLWAY \ \ ILS ON SHEET 23 - \ - INVERT = 379.00; L -.... _ ' - - - - ----' _ _ ES - . .:...., :...... EMERGENCY SPILLWAY INVERT 370 \ \ P 7 L 16 3.1 SIDE SLOPES ' g p �, 45 CY CL 1 RIP RA OP - _ \ M IN = 50; - � = 170 o - - - - - L = 8', 3:1 SIDE SLOPES 1 0( \ - WUNDERLYING FILTER FABRIC; \ d p O C7 U \ \ 35 CY CLA RIP RAP w/UNDERLYING _ _ KEYED INTO FILTER FABRIC; KEYED INTO \ \ U NATURAL GROUND " 380 NATURAL GROUND STONE DEPTH=18" \ ` ` - m 154 _ \ _/o / / / / / / / / / X / I Ca STONE DEPTH-18" TOP ELEV. =371.67/^J/ / \ \\ -\ --- - \�-� %/ ' /' N.W.S.E.=375.3^= I \ TOP WIDTH =8'MIN.-' ���// d) \ \ / / / / .BOTTOM EL.=373.00// // // // /11 18 / \ \ \ (SEE RISER &BARREL DETAILS) - - I / / / I 368.7co / / to --- - J Lu \\ ----- - 370 192 / l l ///// �' - / /// /' // // / / / ��' C)g \ 11.3C.Y.CLRIPRAPw/ // // ,/ /� / // // // z_It \ \ UNDERLYING FILTER FABRIC / / / /' -420� = a \ \ /'SEE OUTLET PROTECTION#9 LZ W \ \ DETAILS ONSHEET 23 I // // // - �oZ \ 60"RCP RISER w/ \\\ / I I / / ---7 BOO I \ // / ANTI -VORTEX DEVICE \ \ / / / / / / U � Ow \ o I W \ \/ / Q` o _ 1.7 C.Y. CL. RIPRAP w/ _ / \ �p / // / / TOP ELEV. = 375.25 z w 1 o \ UNDERLYING FILTER FABRIC - - - / / 25.7 C.Y. CL. RIPRAP w/ - \ - 3 Q \ / / / / / / / / / w m h \ / UNDERLYING FILTER FABRIC _ - 6 / / I / / INV(OUT) = 368.50(24"HPDE) �- / / / / - ¢ ¢ SEE OUTLET PROTECTION #10C SEE OUTLET PROTECTION #10\ / / NV(OUT) = I\ / / \ DETAILS ON SHEET 23 - DETAILS ON SHEET 23 \ - \ 368.00(36',HPDE) \ EXISTING DAM TO BE FULLY / o \ \ \ / 1 w o RECONSTRUCTED UNLESS I / / / / o 1.7 C.Y. CL. RIPRAP w/ _ / / \ \ / / / / / \ / / / I / / 1 I/ I I \ o w / / / - PROPOSED MODIFICATIONS ARE / f/ \ / \ / O \ \ UNDERLYING FILTER FABRIC - - - - - / / /(� �� / / / J / / oo - \ / / w > -SEE OUTLET PROTECTION #10C - - - - - - / / - - - - - CERTIFIED BY A PROFESSIONAL P / Water -Tight Connections HPDE Pipe - Manholes & Inlets):z _ 60" RCP RISER w/ / - - -' GEO-TECHNICAL ENGINEER / pN / / rn Z w DETAILS ON SHEET 23 - - - - - - / / / / / / - / ANTI -VORTEX DEVICE -' / / - 1g2A / / / - _ _ - /' TOP ELEV. = 381.00; TOP WIDTH=8' / / pECK / / / / / THE ADAPTER SHALL BE THE SOLE ELEMENT RELIED ON TO ASSURE A FLEXIBLE,_ T /TOP ELEV. / c-------- { - 7 7 / / rn / / I WATERTIGHT SEAL OF THE PIPE TO THE FLEXIBLE CONNECTOR AND THROUGH THE z = / INV(OUT) = 360.00(36" HPDE) / Q O CONNECTOR TO THE MANHOLE OR OTHER STRUCTURE. THE ADAPTER SHALL - / -EXISTING DAM TO BE FULLY / / / / / / e a/ / / CONSIST OF A RUBBER GASKET WHICH FITS CLOSELY INTO THE CORRUGATION OF / / / / / / ye° // j / j' / - RECONSTRUCTED UNLESS / / / / / / oE� ° n ' / THE PIPE. _ _ - - i / / / / / / / / / h / / Z ' / / // PROPOSED MODIFICATIONS ARE // CERTIFIED BY A PROFESSIONAL / / / / m / - l THE RUBBER GASKET ELEMENT SHALL BE CONSTRUCTED SOLELY OF SYNTHETIC OR GEO-TECHNICAL ENGINEER / 3°9 NATURAL RUBBER AND SHALL MEET OR EXCEED THE REQUIREMENTS OF ASTM F TOP ELEV. = 380.67; TOP WIDTH: 8' g2 /' - / / �° / // / / / / \ /' / 2510, ASTM C 1478, AND ASTM D 2321, SECTION 7.10 - MANHOLE CONNECTIONS. 0 IT 164 10-1 \ 50 0 50 100 150 420 415 410 405 400 395 390 385 380 375 370 365 360 355 / 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 STRM 164 - 192A PROFILE STRUCTURE SCHEDULE NOTE: ST-1 STEPS REQUIRED ON ALL INLETS GRATER THAN 4' IN DEPTH SL-1 SAFETY SLABS REQUIRED FOR INLETS GREATER THAN 12' IN DEPTH STIR # DESCRIPTION TOP/I NV 194 60" Forebay RISER w/ANTI-VOTEX 375.25 194A 36" ES-1 END SECTION 367.00 192 60" RCP RISERw/AI 368.70 192A 36" ES-1 END SECTION 357.00 180 48" MANHOLE 357.51 178 48" MANHOLE w/36" Orifice @ 326.00 343.00 36" BYPASS TO EX. CHANNEL 326.00 178A 48" MANHOLE 324.06 H:1"=50'; V:1"=10' H 6.75 8.70 10.51 19.25 7.82 POND #3, SWALLOWTAIL ROAD CROSSING & E.L.S.#3 STORM SEWER SCHEDULE BEGIN END PIPE DESCRIPTION SLOPE IN OUT 194 194A 68 L.F. CLASS III 36 HDPE 2.21% IW(IN)= 368.50 INV(oUT)= 367.00 192 192A 81 L.F. CLASS III 36 HDPE 3.70% IW(IN)= 360.00 iwpur)= 357.00 180 178 72 L.F. CLASS III 18 HDPE 11.11% IW(IN)= 347.00 IN1V(OUT)= 339.00 178 178A 141 L.F. CLASS III 18 HDPE 3.77% MIMI= 323.75 INV(oUT)= 318.44 178A E.L.S.#3 67 L.F. CLASS III 18 HDPE 0.73% IW(IN)= 316.24 IN1V(OUT)= 315.75 178 OP13 39 L.F. CLASS III 36 HDPE 8.33% IW(IN)= 326.00 INV(oUT)= 322.75 176 Existing 221 L.F. CLASS III 36 HDPE 3.05% IW(IN)= 329.50 INV(o0T)= 322.75 0 50 PROFILE SCALE 350 345 340 335 330 325 320 315 sw SCALE: 1 440 435 430 425 420 415 410 405 10+00 11 +00 STRM 164C PROFILE H:1"=50'; V:1"=10' 178 ISTA 14+36.26 TOP 343.40 440 435 430 425 420 415 410 405 400 -_-_NV IN 339.00 •3.75(177) NV OUT .:: POA3A By -Pass) �� --III.--- --Ilww��1 �-- :.: 18 CY CLA RIP RAP - • FILTER FABRIC; INTO NATURAL GROUND • . - -_-_-_ 0+00 1 +00 POA#3-BY-PASS PROFILE H:1"=50'; V:1"=10' 350 345 340 335 330 325 320 315 310 p 0 Z � O (Dou� N w � N IS m N N D_ Lo O v! vi O U � U Li r- L cnwnw J Z J r- w ztr 000� `°o �> zww o z L Or L Z Lu m � u w J 2 O> mQo - jr dw rnU m Q W PyTH Op DfG'� Christopher C. Mulligan Lic. No. ,p 12/12/22 �W4• °FESSIONAL Y%G z rn 0 V_J J Q LL 0 z O C mCY)' ) J U J 06 O _ >� z i N X W w W M� W z O � d w U w � O U o z UU O m m > w w o_ m m z O w m } m J � coN H Q � N � N O z DRAFTER: SML DESIGNER: CCM PRODUCTION ZOD DATE: 8 SEPT 22 SCALE: AS SHOWN JOB: 487 SUB: 2022-000 SHEET: 150F 26 \ \ ENGINEERED LEVEL SPREADER #3 MAX. PE. GTH = 130 SCLENR=46.5, L=65' \.— 4.4 C.Y. CL. RIPRAPw/ / �— \\\�\ 2.1C.Y.CL.RIPRAPw/ �.— 9 /, ` / \. 1.7 C.Y. CL. RIPRAP w/ \ / /. UNDERLYING FILTER FABRIC / Q 1 4.50 cfs o UNDERLYING FILTER FABRIC - _ _ UNDERLYING FILTER FABRIC O_ r SEE OUTLET PROTECTION #15 SEE OUTLET PROTECTION #15A Q(10)=5.00 cfs _ + SEE OUTLET PROTECTION #8 — — — — - — — � a \ \\ \\ \\\ \\ \\ \\ \ \ DETAILS ON SHEET 23 \ SEE TYPICAL & POA#3A DETAILS ON SHEET 23 \ \ \ \\ \\\ \\ \ \ \ ) DETAILS ON SHEET 23 �\ �. DETAILS ON SHEET 22 \ \ \\ \\ \ \\\ \\\ \\ \\ \ \\ \\ _ ) \ ---- I 1.7C.Y.CL.RIPRAPw/ \\ uni_ �i �i�:i�i■► �� \ \ \ \\ \\\ \\ \ \\ \\ \ \ — — v UNDERLYING FILTER FABRIC --`— \ \ _ — — — \ — _ SEE OUTLET PROTECTION #10C J' DETAILS ON SHEET23 V. Ogg \ — — _ _ --J- _� \ E.L.S. 3 SHALL NOT BE ENGAGED WITH- LD \ / ---__ \ \ \\\ \\ \ \ / // �i \\ \\\ \\\`.\ `\�\ `'� 'ANY CONCENTRATED STORMWATER \ \ MfT UNTIL ALL UPSTREAM AREAS ARE 3<-0 === =-__- == =- -= --- C614S1�R\T�\ \ \\ / STABILIZED AND APPROVAL OBTAINED ______ _ \ \ / 350 1 I 1 I III17.8C.Y.CL.61`R Pw/\\ �lI FROM ESC INSPECTOR. __=-_--35°---- UNDERLYING FILTER FABRIC / /'-- _ / 360 I I / \ \ \ SEE OUTLET PROTECTION / / / /� DETAILS ON SHEET 23 / d -- � ) ,�,v) r• � I I �° ;- I I I I I / / � \\ I I III IIII I ( ii. \�o+i �I/i- '> le����■�a��Ica�lard�lr®s alr rases. ls.>w� .�i. •warw�e��w�l ®•�n.�rmr.r1m I zex�■nraae<��ar��r ��r�s:..—�1►lIDR.Th�iR�hD. \��Tl!is:!■■��r=+ea �` — ����111<lNl\�1■�1!�Itl�■1►��I<•J�ii�l�Li011t•11it10!11��1�■IRI�II�II��t•ii_%IIt1l�lfi,"/I�'��II���1<_O�w■eea�wlae>a~a MAIL IN �Mmw �.w�l>♦��i �i — —� 3 �� • I�-1 Ili bm�I "°w' ��>.,.,n>�i%�I�wi��il�rr��i1�»•-r+lai■►� Si��ra�ii��;���»� i� --- �:. -- r" --- ,c�� � '�E •�, `rt]•r�.�wtfll�(iS0�.71��t<EY�1ltt�►TQya�ei��lin�em � � � w _ �r�arrl�l�rs�...�■a®�mal■■r.�a�w�,.',amva�.•�a��Ir� — `*rx ��►ivlN■/1��111`�� �_%� / ���••.;•��• —� AY�MiiEiii■F■■��lirws��:�wal�la�.�� � y� � 40 - iREQUIREMENTS�,.; 385 380 375 370 365 360 355 350 345 340 335 330 325 320 315 310 305 1 1 50 100 150 ■ ■ ■ ■ ■ OUT 365.90 -----INV 3406.470 . 1 •-••• .INV OUT 50 ---lw/rrrrrr/lrrrrwlrw�iAl■���■�-- TOP , 11343.40 INV • 326.00 • • •1658.26 ------ ... ; INV IN -_ ----�_��-- ---- --- -�- ---rrw■Irr�w►.■� iriilr/ra WA Wd III ill W, IN . • PI --��-�� AN --- --- ■----��-��GRADE-■-l��rrr/®rrrr ---- ■------ r�/rrArrr/y■■w — -------- N11■�' a •`—•11----- _�Y-----_ :. - --- ---- ■-------zo, ,r®rrilrr •' G•� --- ■----��—/rrw%/%wlrrr -- ■----���/ rwif■%lwlrrrwlrrrrrrrv---------- ■----��I/ ri■%R�rrrr/./rrrrrrw■---------- � • INTO— ■----��% ■������/ rwllii■e1liiiiii/iiiiw����������� NATURAL GROUND ■---- W,WNIlrr®/r/ii/rrrrrrr/.%rrrrw�---------- • . : ■�����Wiwrii®✓ice®liiiiiiiiiii3O,1 � I■-----'�%r////rwl/lrrrrrrr/.7rrrw�---------- � ---I■�����.,!'.rr.,rw.wlilrrrrr'lrr����������� —I■�����/irati.'iiw.rrrw�rrilrr'lri����������� INSTALL 6"x6" rrraWO,j --------- S • —I A/%W7rr/.%rrrw/rrwVrrfl!/�---------- • —I ■----F//rwi ■!/lrrrw�r/.rr®r%---------- � UNIFORM—I■-- TOP 315 1 EXISTING GRADE-■�iiwr_■�viiAiiliiiiiAw����������� —I/rr I�lrrr®rr®®rrwlrrw�---------- —I■���•/rrw�I�lrrwlrrwi®rrrrrrrwil—���������� �— I—I■-- —%rw�fi.GLilrArrA/.7rrrrrrwi•----------- �� —I—I■-- 0 1—I ■ ■ _�lrrArrl�----------- MAX. SPEC. LENGTH — 1 1—I■---■�—�il��—\�rwil7w�----------- 1—I■---■OA----------- SEE TYPICAL& .....TOP 1-1.---A—�.���7��----------- 1—I■--mow_—� ■_��al_������������� ELEV. 315.50 1—I■--t—� ��.�.�7�----------- DETAILS ON 1�1■--� �� —��:::::� HDPE STRM_ ---------- ---1—I■—'i�ll� ��—��■. ---------- — SEE OUTLET PROTECTION #13 DETAILS ON SHEET 23 B SOIL TYPES GREATER THAN 1 • STREAMBED ELS BYPASS ENGINEERED LEVEL SPREADER #3 • Q(10)=5.Ocfs------------ SEE DETAIL SHEET 22 10+00 11+00 12+00 13+00 14+00 15+00 16+00 STRM 190 - 178A PROFILE H:1"=50'; V:1"=10' 17+00 18+00 19+00 20+00 OTE: SEE STORM STRUCTURES & PIPE SCHEDULES ON PREVIOUS SHEET 15 385 380 375 370 365 360 355 350 345 340 335 330 325 320 315 310 305 300 375 370 365 360 355 350 345 340 335 330 325 320 315 310 305 10 0 1 0 50 PROFILE SCALE ��_�iii/rrrrrwrwlrrr.�■� li0,®r IN �—�—/rrr/.%rrrwl/./. _�_■— �—��%rrrr/lrrrrrr �■I �—��/rrrrr/lrrrrrrr/./wlrrwl/.�■ �—_�7rrrrr�lrrrrrrrwllrrArri�■ � lrrrrrrrwl/rrwlrrrl..■— Wirrrrri lrrrrrr�'r®/rrw.■� EW-1 END �!%/rrrr% �I/rrrrrrw!///rrrr/.%lrrrw7rwM lrrrrrrr/.7w7rrrw7w�\— WALL - �I%rrrrrrw%rrrrrrr�lrrrw7rrw — 1!/WArrrrr//rw7rrw7r!= a IIrr /.% —II/Wrrrrrr/./Ari�rIW ArrwW,%• I%lrrrAr/I'_!�rArr%lrrr/��� M■lrrl_W_9iw■Ilrrw/rrl�� EXISTINGGRADE �— -- 10+00 11+00 12+00 STRM OUTFALL PROFILE H:1"=50'; V:1"=10' NTERMITTENT STREAM CROSSING (SWALLOWTAIL ROAD) 375 370 365 360 355 350 345 340 335 330 325 320 315 310 305 300 0 z 0 u� < , N N m a_ N Lo 0co -� O U UQ Co u J Z z� F:J � °o Eii 0> vj zwz o w0 090 LL Z Ofr > W J 2 UQo o W U co rn Q W Z 0 U) I W L t U Lu 0 0 U z o co Ir > Wa w Ir co z 0 Lu Ir > Ca J H Q N � N � N O Z DRAFTER: SML DESIGNER: I CCM PRODUCTION ZQD 4�P OP Christopher C. Mulligan Lic. No. \12/12/22 �W4• ESSI 0 N AL E�Glt, z O J V / ILL J J Q � z ILL m Q O C6 vJ 3: o Z J 06 o � U \ J N Q W mW W DATE: 8 SEPT 22 SCALE: AS SHOWN JOB: 487 SUB: 2022-000 SHEET: 160F 26 � .., I'F: / % '� I rig I � \ � \�-- �'�---� ���, �,__—_ _�//.� \ \ � \\_ •\ \ \ \ \/—\ � ��__—_ __— A�' 60" MH RISER w ANTI -VORTEX \ —— —� l / -' \—\, \`-------- l lI DEVICE; TOPELEV.=370.40SEE OUTLET PROTECTION #3 \ SEE OUTLET PROTECTION #4A SEE OUTLET PROTECTION #4 h I \ ET SHEET 23 — — — — — DETAILS ON SHEET 23 -DETAILS ON SHEET 23 i \ \ \ \ \ \ \ \ �� / ^ x \ / / DETAILS ON /-------- \ �H000 / — EXISTING DAM TO BE FULLY \ ^\ INSTALL RISER STRUCTURE _ \ RECONSTRUCTED PER \ --- _ 196&OUTLET PIPE FOR � �� \�_— __SPECIFICATIONSUNLESS — _--—----_—_ _— / EXISTING POND #4 AFTER _ — _ - PROPOSED MODIFICATIONS ARE— / _ STI IS REMOVED. — — — — — - >� , � ( . / / / ( / / / , / / CERTIFIED BY PROFESSIONAL GEO-TECHNICAL ENGINEER / --.-- \ ! \ \ o \ _ `-- TOPELEV. =373.75 \ \ 196 DAM MIN. TOP WIDTH = 8' MIN. (SEE RISER & BARREL DETAILS) %---- --- • — \ o / f -- — —___ III I I // �/ a+� �',// / I I Ij-----r_ ---J _--� _-----_— --------------- �\i III I 3 /__-- _ / "" / ./ /, /------- _ -----—_ — --- �_— — — — — — — — — \ N.W.S.E.=370.40 --3Ho��Ho / -//% ✓// / _ ----- --_— -- _--—— — — — — — — __ -- �_t —.y __—_——-- — __-- ---------- 3—a��3a°_3Hg3H° = aH//--�5 360 1 _ _ __ _ _ �__�/ / ��—_—_---- --- =:�7_Q -�3H0 --- -- wJ / _/ — — / '—/------- ---- — — — — _ _-- /�� I_�3H�-3H0 _ @---_3H° 3H0 H '�_--_�/_/�/�/-- /��///�/�//y//✓ jY///• ------ 3� �F\ a �0-'`- ' 311 —/i 3H0�=3H°�3� I ----__ / — �' —r 0 / i ' i _ °3H° 3FJ°--�X° /�/ / /f�i/ I / / —/ _ —/\\ // // / EMERGENCY SPILLWAY // INVERT = 372.00; / — / / — iDPE \ L = 8', 3:1 SIDE SLOPES / / / / / \ \ ✓ / / --- --- / 30 CY CLA RIP RAP W w/UNDERLYING / /�--/I ✓/ — /� ,\ \ / U FILTER FABRIC; /- �/ �� _ \ \ \v/ /KEYED INTO / / NATURAL GROUND / /// STONE DEPTH=18" 120 LL // /q I ../ I h�Ae 112/-- �/./�4+00 15+00 390 Water -Tight Connections (HPDE Pipe - Manholes & Inlets): EXISTING POND #4 STORM SEWER SCHEDULE PIPE# BEGIN END PIPE DESCRIPTION SLOPE IN OUT THE ADAPTER SHALL BE THE SOLE ELEMENT RELIED ON TO ASSURE A FLEXIBLE, WATERTIGHT SEAL OF THE PIPE TO THE FLEXIBLE CONNECTOR AND THROUGH THE 196 104 114 L.F. CLASS III 24 HDPE 0.66% IW(IN)= 360.50 IW(OUT)= 359.75 50 0 50 100 150 CONNECTOR TO THE MANHOLE OR OTHER STRUCTURE. THE ADAPTER SHALL 104 102 32 L.F. CLASS III 24 HDPE 2.34% INV(IN)= 359.55 INV(oUT)= 358.80 CONSIST OF A RUBBER GASKET WHICH FITS CLOSELY INTO THE CORRUGATION OF 102 OP4 28 L.F. CLASS III 24 HDPE 2.14% INv(IN)= 356.60 INV(our)= 356.00 SCALE: 1"=50' THE PIPE. THE RUBBER GASKET ELEMENT SHALL BE CONSTRUCTED SOLELY OF SYNTHETIC OR STRUCTURE SCHEDULE NOTE: ST-1 STEPS REQUIRED ON ALL INLETS GRATER THAN 4' IN DEPTH NATURAL RUBBER, AND SHALL MEET OR EXCEED THE REQUIREMENTS OF ASTM F SL-1 SAFETY SLABS REQUIRED FOR INLETS GREATER THAN 12' IN DEPTH 2510, ASTM C 1478, AND ASTM D 2321, SECTION 7.10 - MANHOLE CONNECTIONS. STIR # DESCRIPTION TOP/INV H 400 395 390 385 380 375 370 365 360 355 196 60" RISER w/ANTI-VOTEX 370.40 9.90 104 48" MANHOLE 364.88 5.33 102 48" MANHOLE 364.71 8.11 100 24" ES-1 END SECTI 356.00 TO SPECIFICATIONS OR PROVIDE -STA 10+51.80 -TOP 364.71 ENGINEER FOR IMPROVEMENTS -INV IN 358.80 (103) PROP. TOP ELEV. = 373.75 48�M 75 �m■� • �MM��■� . ----- -PRINCIPAL SPILLWAY: - EXISTING DAM TO BE BREACHED & -Q2 = 7.53 CFS, ELEV. = 371.29 - RECONSTRUCTED PER DAM Q10 17.92 CFS, ELEV. SPECIFICATION; CONTRACTOR TO - EXISTING POND #4 SPECIFICATIONS — _ IN � --- _ x��.al:rltila:au�u_uulmc�rlla� ■��■��� FILTER FABRIC; KEY 8" INTO NATURAL GROUND • . - : 71 STING PCIVA .�.• � ��r..1r��ir:ra.l�a�u�■�--1►I///mil � � � �lfrSJ�17611R}�IRRSSa■��—\GI/I■ � DETAILS ON SHEET 23 35 1 +00 2+00 3+00 STRM 196 - 100 PROFILE H:1 "=50'; V:1 "=10' NOTE: 4+00 PRIOR TO INSTALLATION OF RISER & OUTFALL INTO EXISTING POND #4, INSTALL STORM SEWER OUTFALL AND CONNECTING STRUCTURES, INCLUDING OUTLET PROTECTION. (STR#196-104-102 - OP#4 - STABILIZE & OPERATIONAL)) 5+00 0 5 J 5 J 5 J 5 J :4 5 J 10 0 1 0 50 PROFILE SCALE 0 GO z O (Dou� N w 0 - N m N D_ N Q (n � j 5. O U U co r- 0 Q (W n 4 � r Z ii > M -00 V OUL pUa D > Z W w 0 Z L or L Z Lu Jm LLW O 5 U Q a dW rnU m a 11LU PyTH Op DfG'� Christopher C. Mulligan Lic. No. ,p 12/12/22 0NAL Fsv� OFESSIE�Glt, z r0_n V J 0 z J Q LL Q m ' ) J cU) z J 06 0 z N x W LU mW I�.'.r W IL z 0 � DRAFTER: SML DESIGNER: CCM PRODUCTION ZOD DATE: 8 SEPT 22 SCALE: AS SHOWN JOB: 487 SUB: 2022-000 SHEET: 170F 26 000 DITCH 2, POA#5 DITCH #2 APPROX. LOCATION t•, �`�'s,R \ OP15 PROPOSED pRC : DITCH 5, POA#3 �, ' . • ' .. ,� �'\ 0 os SECTION PROPOSg� pITC " 00=Y FLOOD"-AlN o Ep �..� w DITCH #1 POA # 5 SECTION PR0 8ESCTI N ITC o� 0.16 o.35 MIN. DEPTH=8" _ - MIN. 0.35 _ _ P1 �.: • , • ; -• '-;•, (PER COUNTY GIS� �• - ` I O D PTH 12 o• 0.22 \ �'$ POA #5 \ : ^\".,:♦.- MIN. DEPTH=12' .\' DITCH 2, POA#6 ? ^ ' , •\ • , DITCH 2, POA#3A ROPOS pRC DITCH 2, POA#5 , 2 s \ / • SE oa5' �> yz=13.12 FPS PROP SF� DITC ` '`L- PRosEc�t°ori�0 LOWER -DITCH / d,o=o.34' S�C ON DITCH 5, POA#3 Vz=5.80 FPS Vz=3.71 FPS i o.15 MIN. DEPTH=E" " PG-2A _ .. PROPOSED DITC d =0.44' MIN. DEPTH=B' _ -_ /' . >• \ 0.35 MIN. DEPTH-8 `o JUTE °L LINED 2+50 TO 4+50 SECTION EC-3, TYPE A �- POA #2 R� ti '`ao �� y, ,•. 2 0;. 1 3+25 TO STR#144A MIN. DEPTH: 1+00 TO 2+27 '�� R. •. / \ 0.38 BERM TOP Vz=1.44 FPS 0.a5 4+Op//�� ? Vz=2.17 FPS 1' BERM TOP P. DITCH, POA# 1 ♦ / _ Vz=4.05 FPS , A. DITCH, POA#2 /' III d,4=osa' E P / O d,o=0.31' PROPOSED DITCH \� GRASS LINING DITCH 1, POA#5 _ o d,o=o.45' : GRASS LINING PROPOSED DITC SECTION L., I 0.20 0+00 TO 2+50 PROPOS DITC 0.42 OQ I/� I �i JUTE LINING yz=4.°2 FPS \ DITCH#2 DITCH 2, POA#3A 0+00 TO 1+25 _ SECTION / MIN. DEPTH=12" 1 I \ N 0.35 035 \ `�\LLL^^^��� JUTE LINIED POA #3A PROPOSED DITC 1' BERM TOP MIN.' DEPTH=B" ! I 0.2s 1+85 TO 2+50 cl,o=0.24' rf "1 0.35 BERM TO SE O / � 1' BERM TOP d � ' - MIN. DEPTH=12" - 0+00 TO 1+00 , SECTI0 v �`# /MIN. DEPTH=8" _ �_ - A a.. 'Q1 / \ 1 \ 0.29 0.39 _ DITCH # 5 1 78A i-�. _ 144 /3 Vz 5.08 FPS \��/// / I I \ /�. i Vz=2.12 FPS =5.0,44 p.56 V =1.38 FPS ,l 0.3s 0.35 0.31 2x�6.1 I r DITCH #2 �- _- POA #3 ��8/// GRASS LINED ,44A EG-3. TYPE A DITCH 1, POA#5 0.35 � / GRASS LINED 2+00 TO 3+25 ` - P. DITCH, POA# p35 ASS LINT DITCH 1, POA#5 0.12 d,o-0.26' GRASS LINING PROPOS DITC � I _l Vz=4.88 FPS 10+00 TO STR#144 •�'� POA #6 - DITCH 2, POA#6 0+00 TO 2+00 SECTION PROPOSED DITC 0.i]DITCH 2, POA#5 035 \� �, / 1' BERM TOP JUTE LINING ��� PROPoSg� DITC BERM TOP MIN. DEPTH=12' SECTION 0.35 PROPOSg� pITC e.o s oioc +25 TO STR#178 DITCH #� pis t r 72 MIN. DEPTH=12" SECTION MIN. DEPTH=12" _ SECTION +/I © MIN. DEPTH=B" 00, ` MIN. DEPTH=a' 0000,0023 I P1 �\ _ =SJ POA #2A / p35 ` c O.fi] ? • 008 1+00 0 0.12 035 l \ \ 2 _ z: \ V R. \ U 10=0. FPS R. 1 -. 146A 0.35 I >. 1 a r z J 86 - 0.35 0.36 - _ - ,. ,ar -0.29' .4 \ m JUTE LINING Vz=16.45 FPS \ 1� - / 0.08 V2=4.88 FPS "` 2+00 TO 5+10 Go 0,33' Vz=1.59 FPS I, 0.20 -'-- 0.16 axon I 0'-° X 1 JUTE LINED 4=os1' 0.fiz 0,52' 178 0.35 JUTE LINING 85 1' BERM TOP \ � �i 0.13 qF p.35 1 1' BERM TGP 5+10 TO 8+71 - 0.42 0+00 TO 1+85 a.35 ��'•�` / I I / �` \ \ / \ I � GRASS LINING 2+so To s+zo � ° - � 3 0 =� � I I , � , �„ 1( BERM TOP DITCH 2, POA#6 >_ 85 1' BERM TO 4� +00 0.20 0,35 I r , 1426 UP. DITCH, POA 2 1 �� $ -I� DITCH 7. POA#2A 1 0 e I I • - y �3 _ op5 PROPOSED DITC / J PROPOS _QRC 184 _ 1 / SECTION `" � � PROPOE$ED DI C 0.35 n T cc IN. DEEgP�pTH=B" 0.41 L I MIN. DEPTH-12" - igD 182B MIN. DEPTH=12" oa1 I 148 �� \ S TION \ NI Y7ZLL0�/`�% y�p, o DITCHSED DITC PROPO �R a SECTION v -z.00 FPS Vz 6.11 FPS MIN. DEPTH=12" 2 \ Vp=2.67 FPS ♦. _ r 1 \ .�..:: . EC-3, TYPE A 186 �[ 5 182 c, GRASS LINING \ \ GRASS LINED \ \ UPPER -DITCH V I ;4=0.28 ,/ 0+00 TO 0+50 09£ \• •• \ - I '� FPS �Q I ( / 150 POA #2 � 1' BERM TOP .40 \ \ DITCH #4 \\ V� o. DITCH #1 m•�' �� ., �� GRASS LINED1+2 POSED DITC 8 1■ 152 _ P1 PROPHSED DITC v 0.2] 0+00 TO 1+20 E p DITCH 2 POA 1 p \ \ \ \ a os1 POA #3 pz5 NET SECTION 146B J g °.18 SECTION w \\ POA #6 0.43 0.35 p.35 (PEI MIN. DEPTH=15" ROPOSED DITC MIN. DEPTH=12" 035 0 DITCH 1. POA#3 V _ - \ ., o. I o.43 o.a � � �SECTION °a5 , 142C `-\N/,y � ' •' � .?. .� 0ss MIN. DEPTH=12" .^ ' . s PROPOSED DITC �, �SECTION °a5 s o0 " - : . 0.6] V -6.82 FPS R. V -3 10 FPS + - 0.36'� 0 CH 4, POA#3 I I 0.5a MIN. DEPTH-12' EC5+15 TO 5+951NG 360 / V 1 68 F s \ UT LINT �� •.•'• 8 . � - E10-1.15 2 p.43 JUTE LINING ' (hu 0.36' 0+00 TO 0+50 ,` 1' BERM TOP 0 1 JUTE LINING 0.35 1' BERM TOP / �` DITCH 3. POA#1 DITCH 1, POA#6 =� 35 ' - \ - cH z Po�� PROPOSED DITC C PROPpgg� DITC v =2.24 FPS SECTION � a,o o.az' \ DITCH 1, POA#2A s+zo To 4+so PROPOSg� DITCH MIN. DEPTH 12" GRASS LINED PROPS DITC / BERM TO - PROPOSED C 142D SECTION SEC7IQN L _� DITCH 1, POA#6 1+20 TO 3+25 SON SECTIO DITCH 3 MIN. D" EPTH-12" l JI MIN. DEPTH=12" \ PROPOSEDQIDITO �6o DITCH 1, DITC "' I I I 1 BERM TOP MIN. DEPTH-15 MIN. DEPTH=15' \ 1 ; SEO'jI ITCH 7, POA#4 PROPOSED DITC d,4 ozT s `¢ / ti v,=1o.n FPS PRO S DITC , " I �- MIN. DEPTH=12" SECTION Vp-4.05 FPS i•.��- _ �� / DITCH 4, POA#3 I I `�8O POA #1 \ VVV - - ��V//,I.DEPTH=12"14 g� - - - PROPOSED RC - 0.35 v' ECTION Vp=6.14 FPS - -\ JUTE LINED 85 Vz=4.90 FPS y -8.66 FPS _ (ho=0.40' $ dio=o.65' l DITCH 1, POA#3 z- m PG-2A \\\ \ MIN. DEPTH=12" I _ R ` \` SECTIO o+oo To o+so Go=1.22- d,o=o.68' 0+5o TO 1+ao 1 EC-3, NPE A Vc, 0 FPS ,` \ \ MIN. DEPTH=12" BERM TOP �s �� PROS g�ID DITC JUTE LINING _ 0+70 TO 0+00 DITCH 1, POA#6 do-14 Vz=2.28 FPS °' r, \ 5+95. TO STR#1, / ' EC3, TYPE A 1' BERM TOP `\ c'. 4+00 TO 4+90 BERM TOP EC-3, TYPE A d,o=091` $' , Ogg MIN. DEPTH=12" 1' BERM TOP / BERM TOP o.3p P1 EX. POND #1 \�\\ PROPOSFp DITC 4+2o To 3+00 V " o.as OP12A - v,=6.91 FPS SE ON GRASS LINING 1/ a2 0.35 s. [/ 6Ac. ]Ac. o \ \ =0.52' •� BERM TO 8+99 TO 4+20 V z =0.4Y ,` V `r� / e � . \ \ do 4+00 TO 5- MIN. DEPTH-12" \ d0 � / � ��__ \ 1' BERM TOP V -5.73 FPS 1' BERM TOP 85 85 0.3a ` / � \ _ (Q 0.11 \\ \ \ EC-3, TYPE A LINING _ 1 0.1] \ / DITCH 2, POA#1 035 0.35 I / EC-B TYPE A Vz 5,58 FPS �� OITCH 2, POA#1 5. 0+50 TO 1+89 s d,o 0.80' , �, � \ \ SECTION \ � r BERM TOP '. � � v� 035 Ec 3, TYPE A \ 72 _ PROPOSED DITC ROPOSED Vz-3.96 FPS 3+25 TO 3+61 0.35 MIN. DEPTH-15" UT °,94' DITCH #1 OP10A 0351' BERM TOP \ \ - \ DITCH 1 JUTE LINED V / o I - I 142E SECTION 0 0.n \ 319BERMTOP° A ti' MIN. DEPTH=12" 0.35 � R' '` I- DITCH 1, POA#4 - //(Q'/ ` POA #3 \ p35 POA #4 PROPOSED DITC \\\ \ \ / ( / // / / ) I� I / I\ \ • \ \,� ` \ 1 \� GRASS LINED \ ,.` \ Vz=4.40 FPS / \ \ \�\ \ 1 20 h SECTION \ / / \ Vp-6.75 FPS 1 MIN. DEPTH=12' \ / 31 a BERM TOP 0.34 \ ( 1+JUTE 00 TO LINED3+00 \ 113 I POA#3I a.35 \ BERM TOP ( 035 0 DITCH #3 _ / p.32 0.36 PROPOSED ITC PICA #3 bw / 0.43 ss Vz 3.35 FPS 1 / DITCH 21 W 2+00 T064+00 \ I SECTIO'.,T`7� DITCH 2, DI JUTE LINING DEPTH=12" I I1 / POA #1 PROPOSED DITCH I 0]6 1' BERM TOP SECTION MIN. DEPTH=12" - J Q Vz-0.71 FPS \ \ \ 174 -' Vz=z.66 FPS 0.60 0.,5 JUTE LINING \\ \ ` Gc=0.39' 0.35 \ ( 2+10 TO 2+55 \ \ \ \`� ' \ ® � GRASS LINED 1' °0 TO 1+00 BERM TO ` 0+005 I 0.36 1' BERM TOP DITCH 1 POA#1 ii \ PROPOSED DITC 85 DITCH 1, PPOAp#a DITCH 3. POA#3 \ 192 \ DITCH 1. POA#1 SECTION PRO SECCTION RC PROPOSED DITC \ \\ PROPOSE, I DITC DITCH 1 MIN. DEPTH=12" \ MIN. DEPTH=12" SECTION IN �� SE ON MIN. DEPTH \ \\ \\\\ \ ,y s_ Q 11 �9O -�\ MIN. DEPTH=12" POA #1 \ \ 1 / , .'• 0.1] o Vz=265 FPS / 0.31 Vz-285 FPS ALBEMARLE COUNTY STEEP / / Vz=4.71 FPS I \� \ Vz=1.29 FPs GRASS LINING °.12 \ 0s0 d,4=0.51' -( 0.35 GRASS LINING / d,o=0.50' ) \ 1y d,o=0.38' �L I 0+00 TO 1+92 85 \ \ 0+00 TO 2+00 - SLOPESOVERLAY- MANAGED J r JUTE LINING EX. POND #3 I� \ 1 GRASS LINING L 6.9A 1' BERM TO \ 1 \ 11i ' 1BERM TOP / 1 0+00 TO 2+10 I \ i� / 0+ )0 TO 0+75 I 1' BERM TO \\ \ \ II BERM TO -/ 1 ALBEMARLE COUNTY STEEP � \ v \ 194A 0.17 / DITCH 1, POA#1 / �� � PROPOES�FD DITC T. I 0.sa pe \ 85 � SLOPES OVERLAY -PRESERVED \ \ \ \ \ 65 S ON ------ MIN. DEPTH=12" � C � 0.28 130A _ EX 25' IN�gESS�& V \ A 'A o /k` \ �o.]s 13 ost 110 o.]s 102 -36_0 100 ALBEMARLE COUNTY STEEP \ DRESS GSM'T 194 Vp=5.8866 FPS 170 56 158 d,o=o.as' 7MSLOPES OVERLAY -CRITICAL / TDB 542�G Z%9 A 154 EG 3, TYPE A LINING Q o+7s To 1+eo 0.]5 as 106 � / o � � �`^ � I 0.13�. . � / �\ L � � � BERM T os o- 138A WETLAND AREAS I \ \ \ \\ \' (LOCATED BY WILD GINGER FIELD \ L A \ ss 140 . ,Q.Q 15"Hpp 14 SERVICES DATED JANUARY, 2021) \ I \ \\ po 160 JtCNr^ \ � 162 t.a coo Si�� �� I 360 196 PERENNIAL STREAM (LOCATED BY WILD GINGER FIELD \ SERVICES DATED JANUARY, 2021) \ •� \ \ 1 I I\1 053 INTERMITTENTSTREAM 5s l / / (LOCATED BY WILD GINGER FIELD \ \ \ \ / \ 056 ' SERVICES DATED JANUARY, 2021) \ I / �\ \ \ \ \ \ \ \� I .�-- ✓ / EX. POND #4 100 YEAR FLOODPLAIN \ \ \ \\ \ up /0 (PER COUNTY GIS) � \ 1 I I I / • � �� � \ \ � \ � \ \ - 4-- - ,\ - \ \ \ \ \ ROADSIDE DITCH p \\ \ ✓ % / V A SEC ION 80 \ \ �• �� - - A A A A �� �S. MIN. DEPTH=12" 0 NOTE: POND #2 WAS OMITTED �� � � I � �� � � � \ � � ROASECTIONTCH �V4o=0.46P5 MIN. DEPTH=12"v�/, /` 1 GRASS LINING '\..... �- 1 I / III 11 < 1\ - RUNNING DEER - ry-- /� o \AL\WTAI\ 85 zQo=0.4fi S/..O \ / / I I I I I IIII LINING ^- ! 1 \ \ \ RUNNING DEER - l v � � \ , � f � � I � � � -s � 1 � � y � � v � y _ = ♦ / 1 � V � I � � � � A � � � � �/ y y y \- - � � -�41l/� NOTE: 10' PRIVATE DRAINAGE EASMENTS SHALL BE RECORDED ON PROPOSED YARD SWALES OR DITCHES AND SHALL BE MAINTAINED BY THE HOA // 1 100 200 300 SCALE: 1`100' O Z O (O In � N N m W d Lu N N M7 O v! vi � O U W OQ Lu co ILL! r- w J Z Z t J W ' O O> Z W OZ L O > JLZ Lum (0 a- o W U rn Q x Z O d W t U w O U z OU O co > W W O_ t Z O co W tr Y Da J 2 co H N � � N O Z DRAFTER: SML DESIGNER: CCM PRODUCTION ZOD PyTx of `f c� Christopher C. Mulligan Lic. No. 12/12/22 �W4' OFESSI ONAL ��GN z O � V J U) z w < W (w^ V) U) � w �V) 0 JW W N~ � W W m DATE: 8 SEPT 22 SCALE: AS SHOWN JOB: 487 SUB: 2022-000 SHEET: 180F 26 10 50 0 50 100 150 0 0 50 1 m m m m m OUTLET PROTECTION 14 PROFILE SCALE SCALE: 1"=50' 18" CL. 1 RIPRAP W/ UNDERLYING FILTER FABRIC (SEE DETAIL ON BEGIN DITCH Ca? ZERO SHEEP 23) DEPTH; TRANSITION TO UPSTREAM WIDTH: 3.0' FULL DEPTH ® 0+25 395 395 DOWNSTREAM WIDTH: 9.0' D3, POA1 — STA 4+90 APRON LENGTH: 8.0' 405 405 390 STA 4+90 390 380 380 TART OF D3, POA 400 400 385 385 375 375 395 395 380 ° 380 370 1 370 o MIN. DEPTH= 12 390 V =5. i FPS 390 375 ry. 375 365 365 d = .45 EC-3 TYPE A _ _ Ao 385 85 370 IN. DEPTH=12 370 360 360 rz 380 10- ° ° ' 38o OUTLET PROTECTION 5 365 _ = N. DEPTH 12 365 355 =3.10 FPS =0.NI 355 STA: i 18" CL. 1 RIPRAP - �00 TON0+50 ELEV:392. W/ UNDERLYING FILTER _ :- 375 375 FABRIC (SEE DETAIL ON 360 _ ' a- 360 350 350 SHEET 23) UPSTREAM WIDTH: 7.5' BERM TOP 0+00 1+00 2+00 370 DOWNSTREAM WIDTH: 18.5' 0+00 1+00 2+00 3+00 4+00 5+00 6+00 355 0+00 1+00 345 APRON LENGTH: 16.0' DITCH 1 - POA-1 PROFILE DITCH 2 - POA-1 PROFILE DITCH 3 - POA-1 PROFILE H:1"=50'; V:1"=10' H:1"=50'; V:1"=10' H:1"=50'; V:1"=10' 385 385 385 385 380 380 380 nN 380 0 375 375 375' 375 _°_ 370 MIN. D = 370 370 1' BERM TOP 370 0 _ .45' 365 = /PM360 365 365 , 365 DITC.. KI360 360 1360 z= o= 355 355 355 355 ' BERM TO _ d =0. 3 PG 350 350 350 350 345 345 345 345 340 340 340 wv JIEA 340 335 335 335 __ 335 °_ . + + nnwm< AM WIDTH. 330 330 330 bt 330 ° 325 325 325 325 320 320 320 320 315 315 0+00 1 +00 2+00 3+00 4+00 5+00 6+00 7+00 0+00 1 +00 2+00 3+00 4+00 5+00 DITCH 1 - POA-5 PROFILE DITCH 2 - POA-5 PROFILE H:1"=50': V:1"=10' H:1"=50'; V:1"=10' 400 400 370 370 395 395 365 365 390 390 360 UUILt360 385 385 355 355 178 380 380 350 350 360 STA 1 +99.73 178 TOP 343.40 STA 0+00.00 375 375 345MIN DFPTH-11" 345 355 INV IN 339.00 (179) TOP 343.40 INV OUT 323.75 (177) INV IN 339.00 (179) INV OUT 326.00 (POA3A By -Pass) NV OUT 323.75 (177) ° z- 370 Oil 370 3404 0 340 350 —� 350 350 INV OUT 326.00 (POA3A By -Pass) 350 +1+vU o MIN. - M TO 365 365 335 N 335 34 S PROP345 345 345 MIN. DEPT =12 0 o � 360 IMP 360 330 __ 330 340 V =2.17 FPS 340 340 340 d =0.31 = P EC- -0.26 TO 2+ 7 355 355 325 M T 325 335 FPM TOP 335 335 JSTREAM 335 350 350 320 320 330 1MIN fflDEPMrH=b330 330 330 345 345 315 315 325 325 325 325 340 310 320 320 0+00 1 +00 2+00 3+00 4+00 5+00 0+00 1 +00 2+00 0+00 1 +00 2+00 0+00 1 +00 DITCH - POA-4 PROFILE DITCH 5 - POA-3 PROFILE DITCH 2 - POA-3A PROFILE POA#3iBY-PASS PROFILE H:1 =50; V:1 =10 H:1 =50; V:1 =10 H:1 =50; V:1 =10 H:1 =50: V:1 =10 U U 0 z O 0 N < W N m N N D_ � 0 cn IS E co� O U U Q vwi _Ij J Z J a1 0 ZU U>m o V pUa O> Z u W 0 z C7 L u Z Lu W J 0 0 > co a' o W rn U U Q W PyTH Op DfG'� Christopher C. Mulligan Lic. 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Mulligan Lic. No. 12/12/22 Fsv� OFE'SS10NAL E�Glt, z �O V J 0 z U) m Q w J LL ���//�� J VJ J °6 _ O U N W W Z OZ � d W U U w � O U o z z O O U j w w o_ z 0 > W } f1] J Q N N � N O Z DRAFTER: SML DESIGNER: CCM PRODUCTION ZOD DATE: 8 SEPT 22 SCALE: - JOB: 487 SUB: 2022-000 SHEET: 2 O OF 26 2016 ROAD & BRIDGE STANDARDS 'No■■■■C7 A _SmEm�i SEE NOTE 1 - -.� OUTLET 1'FT COMPACTED GRAVEL COMPACTED SUBGRA NOTE 2. Notes: 1. PROVIDE "V" KNOCKOUTS FOR PIPES WITH 2" MAX. CLEARANCE TO OUTSIDE OF PIPE. MORTAR ALL PIPE CONNECTIONS. 2. JOINT SEALANT BETWEEN PRECAST SECTIONS SHALL BE PREFORMED BUM RUBBER. 3. INSTALL LOW FLOW ORIFII IF/AS SPECIFIED FOR CONVERSION. 4. UPON CONSTRUCTION OF SEDIMENT BASIN RISER, INSTALL TRASH -RACK emporary 36" Pond Riser Detail 11/21 T. 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PLAN VIEW 11_01, GEOTEXTILE DRAINAGE FABRIC (PLACEMENT OF CD-1 COMBINATION UNDERDRAIN) OR F PAVEMENT SURFACE & BASE 0 00000 0 0 0 0 0 0� SUBBASE OR CEMENT STABILIZED SUBBASE : o- o- o- o- o- F SELECT MATERIAL TYPE II OR SUBGRADE o•o•o . . o • o • o • o o (CEMENT OR LIME STABILIZED) `EOTEXTILE #57 AGGREGATE, #8 AGGREGATE OR CRUSHED DRAINAGE GLASS MEETING #8 GRADATION REQUIREMENTS. GENERAL NOTES FABRIC p-0" 1. UNLESS SPECIFICALLY INDICATEDy COMBINATION UNDERDRAIN WILL NOT BE LOCATED AT THIS POINT WHEN 60TH SUBBASE AND SUBGRADE ARE STABILIZED. 2. TRENCH SHALL BE FILLED WITH AGGREGATE AND THROUGHLY HAND TAMPED TO INSURE COMPACTNESS. NON -PERFORATED OUTLET PIPE 3. OUTLET PIPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LANE PAVEMENT AND SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER SLOPE 2 X MIN. (3 X DESIRABLE) GRADE. TYPE OF PIPE CRUSHING STRENGTH .T.4" NOM. DIAMETER .T. W.I.! 6" NON. DIAMETER SMOOTH WALL PVC 1.103 1 0.153 SMOOTH WALL PE 70 PSI )()()( 70 PSI 3(*)( 4. ON CURB AND GUTTER SECTIONS, WHERE IT IS IMPOSSIBLE TO OTHERWISE PROVIDE OUTLETS FOR UNDERDRAINS, THEY ARE TO BE LOCATED SO AS TO DRAIN INTO DROP INLETS OR MANHOLES. 5. ON SUPERELEVATED SECTIONS, TRENCH IS TO BE UNDER ENTIRE PAVEMENT AREA WITH OUTLET PIPE ON LOW SIDE ONLY. 6. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF T-O" ABOVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. N WALL THICKNESS (MIN) - INCHES 7. ALL CONNECTIONS (ELBOWS, WYES, ETC.) WITHIN PAY LIMITS FOR OUTLET PIPE ARE TO BE OF THE SAME CRUSHING STRENGTH AS THE OUTLET PIPE. MIEN TESTED ACCORDING TO ASTM D-2412 AT 5X DEFLECTION. 8. OUTLET PIPE TO BE SECURELY CONNECTED TO EW-12OR OTHER DRAINAGE STRUCTURE. STANDARD COMBINATION UNDERDRAIN SPECIFICATION REFERENCE (AT LOWER END OF CUTS) 232 REV 8/07 501 108.04 VIRGINIA DEPARTMENT OF TRANSPORTATION 701 CD- 2 LIMITS OF PAY FOR PAVEMENTSUBBASE t TOP OF CUT' OUTLET PIPE -12 TOE OF FILL SUBGRADE FILL COMBINATION UNDERDRAIN `(• DITCH (TYPICAL) TI SHOULDER LINE LINE I EDGE OF PAVEMENT COMBINATION UNDERDRAIN CD-2 ON FILLS I 90" TRAVEL LANES CENTER LINE SECTION r (WITH TYPE 1 SELECT MATERIAL) I• J EDGE OF PAVEMENT SHOULDER LINE TRENCH PLACEMENT PICPL)� �I TOE OF FILL F PAVEMENT SURFACE & BASE LIMITS OF PAY FOR oo 000000000000000 00 FSUBBASE OUTLET PIPE 0 0 0 ooeoo 0-0-0 000?o o FSELECT MATERIAL TYPEIOR)Q PLAN VIEW SHOWING PLACEMENT OF p1 ].... #57 AGGREGATE, #8 AGGREGATE OR CRUSHED CD-2 UNDERDRAIN (JpI� GLASS MEETING #8 GRADATION REQUIREMENTS. DRAJNAGEO7EX71LE E p_OI, NON -PERFORATED OUTLET PIPE FABRIC FABRIC OR E-PAVEMENT SURFACE & BASE o SUBBASE OR CEMENT II SUBBASE 0 42 0 42 0 0 42 0 92 0 0 o F STABILIZED ZED -o- o o • o • o - o - o - F SELECT MATERIAL TYPEII OR SUBGRADE (CEMENT OR LIME STABILIZED) TYPE OF PIPE CRUSHING STRENGTH .T.4" NOM. DIAMETER 6" NOM. DIAMETER SMOOTH WALL PVC 1.10.3 1 I[B-153 SMOOTH WALL PE 70 PSI NMN 70 PSI MAIN N WALL THICKNESS (MIN) - INCHES #57 AGGREGATE, #8 AGGREGATE OR CRUSHED NNN TESTED ACCORDING TO ASTM D-2412 AT 5X DEFLECTION. GEOTEXTILE GLASS MEETING #8 GRADATION REQUIREMENTS. FABRICAGE 1 G GENERAL NOTES 1. TRENCH SHALL BE FILLED WITH AGGREGATE AND THROUGHLY HAND TAMPED TO INSURE COMPACTNESS. APPROACH SLAB PAVEMENT 2. OUTLET PIPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LANE PAVEMENT AND SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER SLOPE 2 X MIN. 0% DESIRABLE) GRADE. BRIDGE CD-2 SUBBASE 3. ON CURB AND GUTTER SECTIONS, WHERE IT IS IMPOSSIBLE TO OTHERWISE PROVIDE OUTLETS FOR UNDERDRAINS, THEY ARE TO BE LOCATED SO AS TO DRAIN INTO DROP ;0_ 5'-0 INLETS OR MANHOLES. (�5-O GREGATE BASE MATERIAL TYPE I 4. SIZE N0. 21B (6" MIN. DEPTH) ON SUPERELEVATED SECTIONS, TRENCH IS TO BE UNDER ENTIRE PAVEMENT AREA WITH OUTLET PIPE ON LOW SIDE ONLY. 5. INVERT ELEVATION AT OUTLET END OF OUTLET PIPE TO BE A MINIMUM OF 1'-0" ABOVE INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. PLACEMENT OF CD-2 UNDERDRAIN AT 6. ALL CONNECTIONS (ELBOWS, WYES, ETC.) WITHIN PAY LIMITS FOR OUTLET PIPE ARE TO BRIDGE APPROACH SLABS BE OF THE SAME CRUSH14G STRENGTH AS THE OUTLET PIPE. 7. OUTLET PIPE TO BE SECURELY CONNECTED TO EW-120R OTHER DRAINAGE STRUCTURE. SPECIFICATION STANDARD COMBINATION UNDERDRAIN REFERENCE 232 (AT GRADE SAGS AND BRIDGE APPROACHES) 501 R V / 701 VIRGINIA DEPARTMENT OF TRANSPORTATION 08.05 TYPE E 12" 2'-3" 2'-3" 0.500 v; K - 115 6'i CURTAIN WALL DETAIL #4 DOWELS, 18" LONG & 5" C S� L�pE ro CURTAIN WALL LOCATED AT BEGINNING AN ENOD OFF ALL CHANNELS AND ON THE LOWER END OF EACH f' EXPANSION JOINT. CURTAIN WALL PLAN FOR TRANSITION OF PAVED MEDIAN DITCH TO MEDIAN DROP INLET GUTTER D A ALTERNATE METHOD E� L-3(W) B OF FORMING DITCHES VENT CONSTRUCTION JOINT MEDIAN 3 OPTION MEDIAN DROP DROP SECTION D-D 1" RADIUS INVERT INLET GUTTER INLET (FLAT BOTTOM)'PAY LINE APPROACH PAVED MEDIAN DITCH E�J D�j B(\ /\ A� � \/ NOTES: \/ NOTE: FOR SECTION A -A AND B-B SEE STANDARDS DI-7, 7A AND 7B. ALL DITCHES MAY BE TRADITIONAL PORTION OF PAVED DITCH TO BE PAID FOR AT THE SAME SECTION E-E CONSTRUCTED WITH VERTICAL PRICE BID PER SO. YARD FOR APPROACH PAVED MEDIAN DITCH. SIDES AT THE OPTION OF THE STANDARD PG-2A DITCHES TO BE CLASS A3 CONCRETE. CONTRACTOR. SPECIFICATION REFERENCE STANDARD PAVED DITCHES 502 VIRGINIA DEPARTMENT OF TRANSPORTATION EW-1,1APC L SEE DETAIL A � Lam, A`l L H PB-I NO PROJECTION OF PIPE ABOVE GROUND LINE TOP OF FILL TOP OF FILL TOP OF FILL GROUND LINE x GROUND LINE x GROUND LINE BE r r rrrrrr rrrrrr riiii - rrrrrr rrrr - .-'I� rir rr rrr rr ii�/ H o -II rr B r EARTH o -II rr ROCK EARTH 0 7 UNYIELDING o o I. OR,SOIL BEDDING - T MATERIAL N. i a MIN. 1/10 D a 1%10 D MIN. 1/10 D - II X D X BEDDING X D LL X BEDDING MATERIAL MATERIAL X D X PER 1' OF H MIN. 8", MAX. 24" FOUNDATION SOFT, YIELDING, OR NORMAL EARTH FOUNDATION ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL PIPE PROJECTION ABOVE GROUND LINE MIN. 1.5 x D MIN. 1.5 x D MIN. 1.5 x D MIN. 1.5 x D MIN. 1.5 x D MIN. 1.5AF x D TOP OF FILL STOP OF FILL STOP OF FILL x x rrrrrr rrrrrrr = = ro ,0, rrrrrrz riiiir/ _ - rrrrrrrriii/rr rrrrrrrrrrrrrrr - r rrrr rr/rr rrrr � -_ __ rrrrrrrrrrrrr rrrrrrrrrrrrr -_ rrrrr/rrrrr- a r GNEUND o+ r d� GROUND o \ = ::GROUND LINE; N �- II EARTH 11 �I MIN. 1/10 D ROCK OREf UNYIELDING _ MIN. 1/10 D X DIE3 X BEDDING/z' PER - SOIL - X D X MIN. 1/10 D BEDDING N. B", BEDDING MATERIAL EARTH MAX. 24" MATERIAL FOUNDATION SOFT, YIELDING, OR NORMAL EARTH FOUNDATION ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL ®BEDDING MATERIAL IN ACCORDANCE WITH EMBANKMENT SECTION 302 OF THE ROAD AND BRIDGE ® NOTES SPECIFICATIONS. FOR GENERAL NOTES ON PIPE BEDDING, WITH CLASS SECTIONBACKFILL 02 OFMATERIAL THE ROAD ACCORDANCE BRDGE AND INSTALLATION SEWERSFPPE CULVERTS GE'NERAL NOTES SPECIFICATIONS. d° d REGULAR BACKFILL MATERIAL IN ACCORDANCE ON SHEET 107.00. rrrrr FOR PLASTIC PIPE CLASS I BACKFILL MATERIAL WITH SECTION 302 OF THE ROAD AND BRIDGE CRUSHED GLASS CONFORMING TO THE IN ACCORDANCE WITH SECTION 302 OF THE ROAD SPECIFICATIONS. SIZE REQUIREMENTS FOR CRUSHER RUN AND BRIDGE SPECIFICATIONS. AGGREGATE SIZE 25 AND 26 MAY BE FOR ALL OTHER PIPE REGULAR BACKFILL MATERIAL USED IN PLACE OF CLASS I BACKFILL. rrrrr IN ACCORDANCE WITH SECTION 302 OF THE ROAD AND BRIDGE SPECIFICATIONS. `VI)I-f INSTALL. OF PIPE CULVERTS AND STORM SEWERS SPECIFICATION ROAD AND BRIDGE STANDARDS REFERENCE SHEET 1 OF 4 REVISION DATE CIRC. PIPE BEDDING AND BACKFILL - METHOD ''AI' 302 07/12 VIRGINIA DEPARTMENT OF TRANSPORTATION 303 107.01 2016 ROAD & BRIDGE STANDARDS PG-2A OUTSIDE ROAD DITCHES MEDIAN DITCH TYPE D SQ. YDS. FRO OR p jCSLOPE 5\,OPF' 6 : 1 DES. 0 5 , AM D - DEPTH W1 W2 SURFACE11 AREA N SLOPE v o ePCK PER LIN. F1 8" 2'-9" 2'-9" 0.611 K - 82 WI N11 tea' DITCH AT TOE OF FILL OR TOP OF CUT TYPE D FRONT SLOPE BACK SLOPE W1 W'2 K SQ. YDS. SURFACE AREA/LIN. FT. Al 6" 6:1 41 3'-O" 2'-1" 48 0.565 Al B" 6:1 4:1 4'-1" 2'-9" 104 .0759 A2 6" 6:1 3:1 3'-O" T-7" 42 0.509 A2 8" 6:1 3:1 4'-1" 2'4" 92 0.685 A3 6" 6:1 2:1 3'-0" T-2" 38 0.463 A3 8" 6:1 211 4'-1" 1'-6" 82 0.620 B1 6" 4:1 4:1 2'-V 2'-1" 38 0.463 B1 8" 4:1 411 2'-9" 2'-9" 82 0.611 B2 8" 4:1 3:1 2'-9" 2'-V 72 0.537 B2 10" 4:1 3:1 3'-5" 2'-8" 130 0.676 B3 8" 4:1 2:1 2'-9" V-6" 60 0.472 B3 101. 4:1 2:1 3'-5" T-10" 111 0.583 B4 B" 4.1 1%:1 2'-9" T-2" 55 0.435 84 10" 4:1 1%:1 Y-5" T-6" 101 0.546 C1 8" 3:1 2:1 2'-1" T-6" 50 0.398 C1 101. 3:1 2:1 T-B" T-10" 92 0.500 C2 101. 3:1 1%2:1 2'-8" 1'-6" 80 0.463 C3 10" 3:1 1:1 2'-8" T-2" 70 0.426 W H - D n A FRONT ELEVATION A -I #4 BARS e 6" C-C EACH WAY, EACH FACE. NOTES: 1. CONCRETE TO BE 4000 PSI MINIMUM COMPRESSIVE STRENGTH. SECTION A -A 2. IF PIPE IS TO BE SKEWED THE OPENING WILL BE ADJUSTED TO ACCOMMODATE ANGLES UP TO 45". 3. REINFORCING STEEL IN ACCORDANCE WITH ASTM A-615 (REINFORCING BARS). 4. PIPE OPENINGS IN PRECAST DRAINAGE UNITS SHALL NOT EXCEED 4 INCHES AT ANY GIVEN POINT BETWEEN THE PIPE AND THE PRECAST UNIT. S. DIMENSIONS SHOWN ARE MINIMUM. ACTUAL MEASUREMENTS MAY VARY WITH MANUFACTURER'S TOLERANCE. c 6.IN NO CASE SHALL TOP OF ENDWALL PROJECT ABOVE FILL SLOPE, OR SHOULDER. b 7. HEADWALL TO BE BEVELED IN ALL AREAS EXCEPT WHERE A CONFLICT WITH INVERT OR WINGWALL OCCUR. T 8. BEVEL EDGE IS REQUIRED ON THE HEADWALL AT THE INLET END OF THE CULVERT. SHAPE TO BE HEADWALL AT OUTLET END MAY BE EITHER SQUARE EDGE OR BEVELED. BEVELED WITH -I MORTAR 'I a 9. Y4' CHAMFER MAY BE PROVIDED ON ALL EDGES AT MANUFACTURER'S OPTION. DETAIL A EW-1PC I ENDWALL FOR CIRCULAR PIPE DIAMETER OF PIPE CULVERT D 12" 15" 18" 21" OR 24" 27" OR 30" 33" OR 36" H 2'-0" 2'-3" T-6" Y-2" N-10" 4'-4" L 4'-0" 5'-0" 6'-011 8'-0" 10.-0.. 12'-0" 0 0'-11/4" 0'1/00-2%" O21/2" 0-31/4" O'-3Y4" 0'-1" 0 0_2� O_21/z� 0'_3"b REV.7/02 09.01 #4 BARS & 12" C-C EACH WAY, EACH FACE. FLOW _ -- - _ - SEE DETAIL B DO N01 BEVEL INVERT DETAIL B PB-1 GENERAL 1. METHOD "A" PIPE BEDDING SHALL BE USED FOR ALL TYPES OF PIPE CULVERTS WITHIN THE APPLICABLE HEIGHT OF COVER RANGE NOTED IN THE STANDARD PC -1 FRCLE5 UNLESS OTHERWISE NOTED ON THE PLANS. 2. H - HEIGHT OF COVER MEASURED FROM TOP OF CULVERT TO FINISHED GRACE. 3. b - EXCAVATION DEPTH AS SHOWN ON PLANS OR i0 FIRM REARING SOIL. CIRCULAR PIPE 1. 0 - 007510E DIAMETER OF PPE. Y. a . INSIDE DIAMETER OF PIPE. 3, X - WIDTH OF CLASS I BACKFILL MATERIN BEYOND THE EXTREMITY OF THE PIPE. X - 12I " WHERE tl S LESS THAN 36". X- IB" WHERE a s 36" AND GREATER, 4. WHERE DIRECTED BY THE ENGINEER, BEDDING MATERIAL MAY BE ELIMINATED FOR NO EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE (EXCEPT PLASTIC PIPE) 30AND LESS IN DIAMETER MEN HEIGHT OF COVER 15' OR LESS, 5. REGV_AR BACKFILL MATERIAL MAY 6E USED IN LIEU OF CLASS IOACKFILL MATERIAL FOR ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE (EXCEPT PLASTIC PIPE)BY AND LESS R DIAMETER WITH HEIGHT OF COVER 15 OR LESS. 6. BEDDING MATERIAL AND CLASS IBACKMLL MATERIAL MAY BE ELIMINATED FOR SHOULDER SLOT INLET (DI-13) OUTLET PIPES INSTALLATIONS, ELLIPTICAL PIPE (. s, - OUTSIDE SPAN DIMENSION OF PIPE. 2. s2 - Ins1vE sPAn DIMErvslon OF PIPE. 3. R - COFFEE RISE DIMENSION OF PIPE, a. x - WIDTH OF CLASS IBACKFIu MATERIAL BEYOND THE EXTREMITY OF THE PIPE. X - 1z" WHERE S2 Is LE55 71M 39". % - 18" WHERE IS 36" OND CHEATER 5. DIRECTED BY iHf NCINEER. BEDDING NAifRIOL MAY BE ELIMINATED FOR WHERE NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE WHERE SO IS 38' OR LE55 AND HEIGHT OF COVER 15 OR LESS. 6. REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I SA GOOLL MATERIAL FOR ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE WHERE s215 3B" OR LESS AND HEIGHT OF COVER 15 OR LESS. PIPE ARCH 1. S - SPAN DIMENSION OF PIPE, 2. R R15E DIBUNRUN OF PIPE 3. B -mfE PC -I TABLE FOR APPLICABLE PIPE MATERIAL4, v - DTH OF CLASS I BACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE. ° - 12: WHERE 52 IS LE55 THAN 30" - IB" WHERE 52 IS 36" AND GREATER 5' WHERE DIRECTED BY THE ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE WHERE 52 I5 35' OR LESS AND HEIGHT OF COVER 15 OR LE55, 6' REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS IBACKFILL MATERIAL FOR ALL FOu DEALER TYPES FOR ROUTINE ENTRANCE PIPE WHERE s 15 35" DR LESS AND HEIGHT OF COVER 15 OR LEss. INSTALLATION OF PIPE CULVERTS AND STORM SEWERS ffEE" 60R NEw. vOn GENERAL NOTES 107.00 VIRGINIA DEPARTMENT OF TRANSPORTATION 303 TRA SH RA CK D_ A "TTI-VORTEX DEVICE PYRAMID STRUCTURES (STANDARD SIZES) DIMENSIONS IN INCHES TO THE NEAREST 1/4" *AS DISTRIBUTED BY CONTECH CONSTRUCTION PRODUCTS NATIONALLY* PYRAMID RACKS FOR CONCRETE PIPE PART NO. PIPE I.D. PIPE O.D. A 13. C. PYD-24 24 30 33 1 2 12 1 2 15 3 4 PYD-36 36 44 43 12 1 2 19 1 4 PYD-48 48 58 57 12 1 jI 20 1 4 PYD-60 60 72 68 1 2 12 1 2 20 1 2 PYD-72 72 86 84 18 27 1 2 PYD-84 84 100 94 1 2 18 32 1 2 PYD-96 96 114 113 23 39 1 2 EW-1APC ENDWALL FOR ELLIPTICAL PIPE SIZE OF ELLIPTICAL PIPE CULVERT (SPAN x RISE) S x D 23" x 14" 30" x 19" 34" x 22" 38" x 24" 42" x 27" 45" x 29" 49" x 32" 53" x 34" H 1'-10" 2'_4" 2'-7" 2'_9" 3'-1" 3'-3" 3'-6" 3'-8" L 5'-5" 7'-2" 8'-6" 9'-2" 10'-2" 10'-11" 12'-1" 12'-11" 0 0'-21/2" 0'-31/4'. O,_31/2, 0._4„ 0'-41/2" 0'-4�4" b 0,_2., 0'-21/i' 0'-2%4'- 0'-3" 0'-31/2" O IL;4A' 0,_4„ O'_41/i' PRECAST ENDWALL FOR PIPE CULVERTS SPECIFICATION REFERENCE 12''-36'' CIRCULAR AND 2311x141'-53''x341I ELLIPTICAL PIPES 105 10102 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 Bx: CUSTOMER: 900 PROJECT: MH-1 HOST STRUCTURE INSIDE DIMENSIONS PART NUMBER: TYPE OF PIPE MOUNTING TO: INSIDE DIAMTER OF PIPE: PYRAMID RACKS FOR PLASTIC OR METAL PIPE (PTor RAa¢ NA1E A Ita1w Sao Iql use ro AabWODA1E IID11Na1B love) PART NO. CORRUGATED HDPE A B C PYDP-24 12,15.18 12,15.18 33 1 2 18 21 1 4 PYDP-36 21,24,27,30 24,30 43 18 24 344 PYDP-48 33,36,42 36,42 57 18 25 3 4 PYDP-60 48,54 48 68 1 2 18 26 PYDP-72 60,66 60 84 23 1 2 33 PYDP-84 72,78 N A 94 1 2 23 1 2 38 PYDP-96 84,90,96 N/A 113 28 1 2 45 SEE STANDARAD SL-1 FOR APPLICABILITY OF SAFETY SLABS. STANDARD MH-1 NOTE: FRAME & COVER THE TOP OF MASONRY IS TO BE LEFT SUFFICIENTLY LOW TPERMIT PROPER ADJUSTMENT OF COVER AND FRAME TO GRADE BY THE USE OF MORTAR OR BRICK AS DIRECTED BY THE ENGINEER. DO 0 rJ w ow Em SHEET 1 OF 5 REV. 7/01 106.01 D /1.MEE NOW 1ME EEME '0NMI ��!!� 1!�l M �m • •' FLAT SLAB TOP AS DETAILE ON STANDARD T-MH-2 MAY SUBSTITUTED FOR TAPERED SECTION WHEN APPROVED B THE ENGINEER. 45' DATE: DRAWN BY: APP'D BY: DETAIL: HALF PLAN VIEW HALF SECTION A -A (WITH FRAME AND COVER REMOVED) BRICK CONCRETE NOTES 1. QUANTITIES SHOWN ARE FOR MANHOLE WITHOUT PIPES. THE AMOUNT DISPLACED BY PIPES MUST BE DEDUCTED TO OBTAIN TRUE QUANTITIES. 2. A BASE THICKNESS OF 9" WAS USED IN COMPUTING CONCRETE QUANTITIES. 3.INCREMENTS TO BE ADDED FOR EACH ADDITIONAL FOOT OF DEPTH. 4. MATERIALS MAY BE BRICK, CONCRETE OR APPROVED CONCRETE MANHOLE BLOCK. 5.IF BLOCKS ARE USED THE MINIMUM THICKNESS OF SAME IS TO BE 511 OTHER THICKNESSES ARE TO CONFORM TO WALL THICKNESS SHOWN FOR CONCRETE. 6. ALL CONCRETE TO BE CLASS A3. 7. WHEN SPECIFIED ON PLANS THE INVERT IS TO BE SHAPED IN ACCORDANCE WITH STANDARD IS-1. THE COST OF FURNISHING AND PLACING ALL MATERIALS INCIDENTAL TO THE SHAPING IS TO BE INCLUDED IN THE BID PRICE FOR THE STRUCTURE. SPECIFICATION REFERENCE MANHOLE FOR 12" - 48'' PIPE CULVERTS VIRGINIA DEPARTMENT OF TRANSPORTATION 302 TABLE OF QUANTITIES DEPTH BRICK MANHOLE CONCRETE MANHOLE BRICK CONCRETE CONCRETE FEET THOUSANDS CU. YARDS CU. YARDS 4 0.5 0.785 1.437 5 0.7 0.785 1.699 6 0.9 0.785 1.961 7 1.0 0.785 2.223 8 1.2 0.785 2.485 9 1.4 0.785 2.747 10 1.6 0.785 3.009 11 1.9 0.970 3.455 12 2.2 0.970 3.817 13 2.5 0.970 IF179 14 2.6 0.970 4.541 15 3.1 0.970 4.903 16 3.4 0.970 5.265 17 4.0 1.173 6.032 INCREMENT 0.45 - 0.582 U O GO Z p (o BE N N m old W d BE N N � 0 0 � � O U U Q LLI r- (nWh L N J Z J 01 0 O0 � CO ZWUI w C7 Z ILL. p j LuZ W J2 UQo d W CO 0) Q 11 Z O � Z IL w 2 BE U w 0 O U Z pU O In D j W w O_ BE (n Z O W 0 } m J �� Q N N N O z DRAFTER: SML DESIGNER: CCM PRODUCTION ZOD �PyTx of U�C/ 0 9 Christopher C. Mulligan LIE. No. 12/12/22 1�W4' CISSI ONAL E�G\� z O V ) J � o m Qz J /- L- WL H- v / J W O O U) W z N W m W Ir DATE: 8 SEPT 22 SCALE: - JOB: 487 SUB: 2022-000 SHEET: 21OF 26 Aj MINIMUM DESIGN STANDARDS CHAPTER 9 Spreader weir Dissipation Plunge pool won section section - f7 Undisturbed natural ground 6"x6'treated timber 'I.'' A1 Excavate for plunge pool Line sides & bottom with I I' class At riprap & filter cloth `Sod as required Extend weir section back to be to original grade as required Spreader weir section Dissipation t---section Plunge pool section 10' 10' 10' Top of grade ' 6'x6' treated timber iv 2 ,1 Excavate for plunge pool 0% 217 VDOT no. 3 a �- No. 5 epoxy coated Reber Rap aggregate & timber 1' 1'-5^ O.C. x 4'-0" long with galvanized steel hardware cloth 4— Stream Protection Area — Section AA Storm Water Outflow Spreader Device Design A N.T.S. HENRICO COUNTY ENVIRONMENTAL PROGRAM MANUAL 9.01 - 3 HENRICO LEVEL SPREADER #1 E.L.S. 1 SHALL NOT BE ENGAGED WITH ANY CONCENTRATED STORMWATER UNTIL ALL UPSTREAM AREAS ARE STABILIZED AND APPROVAL OBTAINED FROM ESC INSPECTOR. LEVEL SPREADER & GRAVEL DIAPHRAGMS: A PEA GRAVEL DIAPHRAGM AT THE TOP OF THE SLOPE IS REQUIRED FOR BOTH CONSERVED OPEN SPACE AND VEGETATED FILTER STRIPS THAT RECEIVE SHEETFLOW. THE PEA GRAVEL DIAPHRAGM IS CREATED BY EXCAVATING A 2-FOOT WIDE AND 1-FOOT DEEP TRENCH THAT RUNS ON THE SAME CONTOUR AT THE TOP OF THE FILTER STRIP. THE DIAPHRAGM SERVES TWO PURPOSES. FIRST, IT ACTS AS A PRETREATMENT DEVICE, SETTLING OUT SEDIMENT PARTICLES BEFORE THEY REACH THE PRACTICE. SECOND, IT ACTS AS A LEVEL SPREADER, MAINTAINING SHEET FLOW AS RUNOFF FLOWS OVER THE FILTER STRIP. REFER TO FIGURE 2.2. • THE FLOW SHOULD 'TRAVEL OVER THE IMPERVIOUS AREA AND TO THE PRACTICE AS SHEET FLOW AND THEN DROP AT LEAST 2 INCHES ONTO THE GRAVEL DIAPHRAGM. THE DROP HELPS TO PREVENT RUNOFF FROM RUNNING LATERALLY ALONG THE PAVEMENT EDGE, WHERE GRIT AND DEBRIS TEND TO BUILD UP (THUS ALLOWING BY-PASS OF THE FILTER STRIP). • A LAYER OF FILTER FABRIC SHOULD BE PLACED BETWEEN THE GRAVEL AND THE UNDERLYING SOIL TRENCH. • IF THE CONTRIBUTING DRAINAGE AREA IS STEEP (6% SLOPE OR GREATER), THEN LARGER STONE (CLEAN BANK -RUN GRAVEL THAT MEETS VDOT #57 GRADE) SHOULD BE USED IN THE DIAPHRAGM. • IF THE CONTRIBUTING DRAINAGE AREA IS SOLELY TURF (E.G., SPORTS FIELD), THEN THE GRAVEL DIAPHRAGM MAY BE ELIMINATED. CONSTRUCTION SEQUENCE FOR LEVEL SPREADER IMPLMENTATION LEVEL SPREADERS CAN BE WITHIN THE LIMITS OF DISTURBANCE DURING CONSTRUCTION. THE FOLLOWING PROCEDURES SHOULD BE FOLLOWED DURING CONSTRUCTION: • BEFORE SITE WORK BEGINS, OUTLET PROTECTION BOUNDARIES SHOULD BE CLEARLY MARKED. • ONLY VEHICULAR TRAFFIC USED FOR CONSTRUCTION SHOULD BE ALLOWED WITHIN 10 FEET OF THE OUTLET BOUNDARY. • IF EXISTING TOPSOIL IS STRIPPED DURING GRADING, IT SHALL BE STOCKPILED FOR LATER USE. • CONSTRUCTION RUNOFF SHOULD BE DIRECTED AWAY FROM THE LEVEL SPREADER USING APPROPRIATE EROSION CONTROL MEASURES AND A DIVERSION DIKE OR OTHER MEASURE. • CONSTRUCTION OF THE GRAVEL DIAPHRAGM OR ELS SHALL NOT COMMENCE UNTIL THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED AND PERIMETER E&S CONTROLS HAVE BEEN REMOVED AND CLEANED OUT. • LEVEL SPREADER APRONS REQUIRE LIGHT GRADING TO ACHIEVE DESIRED ELEVATIONS AND SLOPES. THIS SHOULD BE DONE WITH TRACKED VEHICLES TO PREVENT COMPACTION. TOPSOIL AND OR COMPOST AMENDMENTS SHOULD BE INCORPORATED EVENLY ACROSS THE AREA, STABILIZED WITH SEED, AND PROTECTED BY BIODEGRADABLE EROSION CONTROL MATTING OR BLANKETS. • STORMWATER SHOULD NOT BE DIVERTED INTO THE LEVEL SPREADER UNTIL THE UPSTREAM AREAS ARE WELL TURF COVERED IN DENSE AND WELL ESTABLISHED YARD AREAS. Q. LEVEL SPREADER CONSTRUCTIONNOTES (ELS#1 & #2) • A TRANSITION SECTION 20 FEET IN LENGTH SHALL BE CONSTRUCTED FROM THE WIDTH OF THE DIVERSION OR CHANNEL TO THE WIDTH OF THE SPREADER TO ENSURE UNIFORM OUTFLOW. THIS LAST TRANSITION SECTION WILL BLEND THE DIVERSION GRADE TO ZERO GRADE AT THE BEGINNING OF THE SPREADER. • CONSTRUCT THE LEVEL LIP IN UNDISTURBED SOIL TO A UNIFORM HEIGHT AND ZERO GRADE OVER THE LENGTH OF THE SPREADER. PROTECT THE LIP WITH AN EROSION RESISTANT MATERIAL OR MAT TO PREVENT EROSION AND ALLOW VEGETATION TO BECOME ESTABLISHED. • THE OUTLET AREA SHOULD BE A GENERALLY SMOOTH, WELL -VEGETATED AREAS NO STEEPER THAN 10 PERCENT. LIMIT GRADING TO 10' BEYOND HARD-EDGE TO PROMOTE UNIFORM SHEET FLOW EL SPREADER CONSTRUCTIONAND MAINTENANCE SPECIFICATIONS • LEVEL SPREADER LIP MATERIAL A CONCRETE OR STURDY METAL LIP SHOULD BE USED IF SALT -TREATED TIMBERS ARE NOT PERMITTED. ALL LEVEL SPREADERS. THE LIP SHOULD BE TIED INTO THE SOIL WITH AN APPROPRIATELY SIZED CONCRETE FOOTER OR SIMILAR FOOTER. • LEVEL SPREADER LIP DIMENSIONS THE LIP SHOULD EXTEND 3 TO 6 INCHES ABOVE THE EXISTING GRADE ON THE BUFFER SIDE. JUST AFTER THE LIP, A 3-FOOT WIDE, 3- TO 4-INCH THICK LAYER OF NO. 57 STONE SHOULD BE USED TO MINIMIZE EROSION DUE TO THE WATER SPILLING OVER THE LEVEL LIP. THIS GRAVEL SHOULD BE LAID ON TOP OF FILTER FABRIC THAT HAS BEEN TIED INTO THE SOIL. • LEVEL SPREADERS SHOULD BE MAINTAINED YEARLY AND AFTER STORMS GREATER THAN OR EQUAL TO A TWO YEAR, 24-HOUR EVENT. SEDIMENT AND DEBRIS SHOULD BE REMOVED FROM THE FOREBAY AND FROM THE CHANNEL BEHIND THE LEVEL LIP. • ALL TREES AND VEGETATION THAT GROW IN THE SECTION OF NO. 57 STONE SHOULD BE REMOVED. THE GRASS IN ALL SWALES SHOULD BE MAINTAINED, AND THE LEVEL SPREADER AND BUFFER SHOULD BE CHECKED FOR SIGNS OF EROSION. • EROSION THAT IS DISCOVERED IN THE BUFFER SHOULD BE ADDRESSED THROUGH THE APPLICATION OF EROSION CONTROL MAT AND THROUGH RE -GRADING IF NECESSARY. NOTE: CONCENTRATED RUNOFF LEAVING THE REAR YARD TOWARD STEEP SLOPES WITHOUT SHEET -FLOW MANAGEMENT OR STORM -WATER MANAGEMENT CONTROLS IS PROHIBITED. 20 0 a 40 .a OUTLET PROTECTION #11 CL 1 RIPRAP W/ UNDERLYING FILTER FABRIC ' SEE OUTLET PROTECTION#11 DETAILS ON SHEET 23 I 100'STREAM BUFFER i I \ INUNDATION ZONE \ 1 00'WPO BUFFER 20' DRAINAGE EASEMENT R SECTION 5. PHYSICAL FEASIBH.ITY & DESIGN APPLICATIONS 5.1 Conserved Open Space The most common design applications of Conserved Open Space are on sites that are hydrologically connected to a protected stream buffer, wetland buffer, floodplain, forest conservation area, or other protected lands. Conserved open space is an ideal component of the "outer zone" of a stream buffer, such as a Resource Protection Area (as is required in some parts of the state), which normally receives runoff as sheetflow. Care should be taken to locate all energy dissipaters or flow spreading devices outside of the protected area. Designers may apply a runoff reduction credit to any impervious or managed turf cover that is hydrologically connected and effectively treated by a protected Conserved Open Space that meets the following eligibility criteria: • The goal of establishing Conserved Open Space is to protect a vegetated area contiguous to a receiving system, such as a stream or natural channel, for treating stormwater runoff. Establishing isolated Conserved Open Space pockets on a development site may not achieve this goal unless they effectively serve to connect the surface runoff to the receiving system. Therefore, a locality may choose to establish goals for minimum acreage to be conserved (in terms of total acreage or percentage of the total project site), and the physical location (adjacent to a stream, or other criteria) in order for the cumulative conserved open space to qualify for the RRM credit. • No major disturbance may occur within the conserved open space during or after construction (i.e., no clearing or grading is allowed except temporary disturbances associated with incidental utilityconstruction, restoration operations, or management of nuisance n. P g vegetation). The Conserved Open Space area shall not be stripped of topsoil. Some light may be needed at the boundary using tracked vehicles to prevent compaction. grading Y �'Y g P � • The limits of disturbance should be clearly shown on all construction drawings and protected by acceptable signage and erosion control measures. • A long term vegetation management plan must be prepared to maintain the Conserved Open Space in a natural vegetative condition. Generally, Conserved Open Space management plans do not encourage or even allow any active management. However, a specific plan should be developed to manage the unintended consequences of passive recreation, control invasive species, provide for tree and understory maintenance, etc. Managed turf is not considered an acceptable form of vegetative management, and only the passive recreation areas of dedicated parkland are eligible for the practice (e.g., the actively used portions of ball fields and golf courses are not eligible), although conservation areas can be ideal treatment practices at the edges of turf -intensive land uses. • The Conserved Open Space must be protected by a perpetual easement or deed restriction that assigns the responsible party to ensure that no future development, disturbance, or clearing may occur within the area. • The practice does not apply to jurisdictional wetlands that are sensitive to increased inputs of stormwater runoff (e.g., bogs and fens). RIPRAP PLUNGE POOL RIPRAP APRON 00, '1 KEY LEVEL SPREADER INTO EXISTING GRADE {{I 6" X 6" TREATED I r TIMBERS OR CONCRETE LIP LENGTH OF LEVEL SPREADER - }- LIP TO BE BASED ON DESIGN FLOW _ - AND ALLOWABLE VELOCTY TOP OF LEVEL SPREADER MAX SHALL BE FLAT 1-3 IN. COURSE AGGREGATE OR OTHER LINING AS i DESIGNED FOR STABILITY PLAN VIEW DIMENSION BASED ON DESIGN DISCHARGE UNDISTURBED EXISTING GRADE 5%(20:1)ORLESS. FVEGETATED FlLTER STRIP OR CONSERVED OPEN SPACE: FIRST 10 FEET LESS 1 "'MIN THAN 2% 3' MIN II ­10' MIN _•1 MIN- DEPTH BASED ON REII IRED STONE SIZE c3,VAllpt VA DCR STORMWATER DESIGN SPECIFICATION NO. 2 SHEET FLOW TO FILTER OR OPEN SPACE Sample Construction Inspection Checklist for Sheet Flaw to Vegetated Filter Strip or Conserved Open Space: The following checklist provides a basic outline of the anticipated items for the construction inspection of sheet flow practices. Users of this information may wish to incorporate these items into a VSMP Authority Construction Checklist format consistent with the format used for erosion and sediment control and BMP construction inspections. Sheet Flow to Conserved Open Space Areas ❑ Pre -construction meeting with the contractor designated to install the sheet flow practice has been conducted. ❑ Impervious cover has been constructed/installed and area is free of construction equipment, vehicles, material storage, etc. ❑ All pervious areas of the contributing drainage areas have been adequately stabilized and erosion control measures have been removed. ❑ Area of the conserved open space has been clearly marked and protected from construction traffic with adequate signage and fencing, and is in good condition (undisturbed - other than for pruning or other vegetation management needs). ❑ Area of the conserved open space has been clearly marked and protected from construction runoff and sediment with appropriate sediment control measures (super silt fence, berms, etc.). ❑ Stormwater has been diverted for the construction of the inflow (level spreader or gravel diaphragm). P gm)• ❑ Any light grading required to establish the upper boundary of the conserved open space has been performed with light equipment and minimal impact to the existing vegetation. ❑ Construction of engineered level spreader for concentrated inflow or a gravel diaphragm or other pretreatment measure for sheet flow has been completed and the area stabilized as needed. ❑ Stormwater runoff directed into conserved open space after the area at the upper boundary has been stabilized. ❑ All erosion and sediment control practices have been removed. ❑ Follow-up inspection and as -built survey/certification has been scheduled. ❑ GPS coordinates have been documented for all conserved open spaces on the parcel. HENRICO COUNTYLEVEL SPREADER NOTES (ELS#1 & #2) • THE SPREADER WEIR SECTION SHALL BE CONSTRUCTED BY EXCAVATING A TRENCH TO THE DEPTH AND CONFIGURATION SHOWN, LAYING DOWN HARDWARE CLOTH AND BACKFILLING WITH VDOT NO. 3 AGGREGATE. THE HARDWARE CLOTH SHALL BE GALVANIZED STEEL, 1/2 INCH MESH 19 GAUGE. THE HARDWARE CLOTH SHALL BE WRAPPED AROUND THE AGGREGATE AND TIMBER AS SHOWN AND THE EDGES STAPLED TO THE TOP OF THE TIMBER EVERY 12" WITH 3/4 INCH GALVANIZED STEEL STAPLES. • THE 6" X 6" TREATED TIMBER SHALL BE LEVEL. • SPECIAL CONSIDERATIONS SHALL BE MADE WHERE A CROSS SLOPE EXISTS IN THE AREA OF CONSTRUCTION AND OUTFALL, AND WHERE THERE IS A POSSIBILITY THAT STORM WATER MAY FLOW AROUND AND BYPASS THE SPREADER WEIR. THE CONTRACTOR SHALL CONSTRUCT AN ADDITIONAL TIMBER AND AGGREGATE WEIR SECTION AS SHOWN THAT TIES BACK INTO EXISTING GRADE. • A MINIMUM OF CLEARING AND GRADING MAY BE REQUIRED DOWNSTREAM OF THE SPREADER WEIR SECTION TO INSURE FREE OVERFLOW OF STORM WATER OVER THE WEIR. GENERALLY, ALL CLEARING AND GRADING SHALL BE KEPT TO A MINIMUM, BUT WHERE REQUIRED, THE DISTURBED AREA SHALL BE PLANTED WITH SOD IN ACCORDANCE WITH THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, THIRD EDITION, 1992, STATE MINIMUM STANDARDS AND SPECIFICATIONS NUMBER 3.33. THE SOD SHALL BE SECURED WITH NETTING AND STAPLES IN ACCORDANCE WITH PLATE 3.33-2. • IF INSTALLED AT THE END OF COUNTY MAINTAINED STORM SEWER, THE DRAINAGE EASEMENT MUST ENCOMPASS THE ENTIRE ENERGY DISSIPATOR (DISSIPATION SECTION, PLUNGE POOL SECTION, AND SPREADER WEIR SECTION) AND PROVIDE AN AREA 10 FEET WIDE AROUND THE ENTIRE ENERGY DISSIPATOR TO PROVIDE FOR MAINTENANCE. • AS INDICATED IN THE DETAILS, THE DISSIPATION SECTION OF THE ENERGY DISSIPATOR IS OUTSIDE THE STREAM PROTECTION AREA (SPA). THE REMAINING COMPONENTS (PLUNGE POOL SECTION AND SPREADER WEIR SECTION) OF THE ENERGY DISSIPATOR WILL BE IN THE UPPER TWENTY (20) FEET OF THE SPA UNLESS SITE CONSTRAINTS DICTATE OTHERWISE AND THE DEPARTMENT OF PUBLIC WORKS CONCURS. Figure 2.4. Level Spreader: Pipe or Channel Flow to Filter Strip or Preserved Open Space HENRICO LEVEL SPREADER #2 OUTFALL #3A - DEO ENGINEERED LEVEL SPREADER #3 iE.L.S. 2 SHALL NOT BE ENGAGED WITH ANY CONCENTRATED STORMWATER 'UNTIL ALL UPSTREAM AREAS ARE OSTABILIZED AND APPROVAL OBTAINED yFROM ESC INSPECTOR. FZ. S. •• to VARIABLE WIDTH DRAINAGE EASEMENT j i IN DAM BREAK / INUNDATION ZONE HENRICO COUNTY / ENERGY DISSIPATER (SEE DETAIL) / 100' STREAM / 2% MAX. FIRST 10' BUFFER' \ 3%-6% FOR MIN. 40' • 1 / \ Ilk r co /UPPER / DITCH / POI // j %/ ii i Z ... t OUTLET PROTECTION #7 18 CY OF CL 1 RIPRAP W/ UNDERLYING FILTER FABRIC SEE OUTLET PROTECTION#7 DETAILS ON SHEEN 3 : 144, �/ LOWER / / DITCH � POI ZZ� / 100' W O BUFFER E.L.S. 3 SHALL NOT BE ENGAGED WITH ANY CONCENTRATED STORMWATER iIIIII,UNTIL ALL UPSTREAM AREAS ARE --STABILIZED AND APPROVAL OBTAINED FROM ESC INSPECTOR. \� V / \ OUTLET PROTECTION #8 CL 1 RIPRAP W/ UNDERLYING FILTER FABRIC \ SEE OUTLET PROTECTION#8 DETAILS ON SHEET 23 ENGINEERED LEVEL ' z SPREADER INSTALLED WITHIN 4'x8" DEEP GRAVELED TRENCH . -� (SEE DETAIL) 2% MAX. FIRST 10' / 3%-6% FOR MIN. 40' / VARIABLE WIDTH DRAINAGE / / EASEMENT / 100' WPO BUFFER / \ E.L.S. TOP ELEV. = 3T5.50 R = 46.5' ; LENGTH =65' Q(10) = 5.00 cfs / 100'STREAM BUFFER 100' WPO BU / i 7U p U 0 z O uT N Ir W N m N N d if) 0co n� O U U Li r- L Q Co W r` J Z _J (3)r Z i i> M -00 V t Z> rnLU 0 OWLl10 L LZ O00Z 0 LL Z WJ2 O > CO O_ rr jrdW rnU Q Wtr PyTx of Christopher C. Mulligan US. No. ,p 12/12/22 �W4• aFESSI0NAL E�Glt, z �O U) V J Q LLJ 0 z z m Q w a_ � rn w �+ / � Q z J °6 O w _ w � Q N W mW o W Z O � d w U w � O U o z UU O j W w d � U z O W Y m J � rn N LB Q N N � N O z DRAFTER: SML DESIGNER: CCM PRODUCTION ZQD DATE: 8 SEPT 22 SCALE: 1" = 20' JOB: 487 SUB: 2022-000 SHEET: 2 2 OF 26 oP OUTLET PROTECTION SPECIFICATIONS oP OUTLET PROTECTION SPECIFICATIONS °P OUTLET PROTECTION SPECIFICATIONS I� O C 6 CY CL I RIP -RAP 3 CY, CL RIP-RAP /KEYED 8" INTO KEYED 8" INTO 17 8 CY, L I RIP -RAP �? OP1 F 24" PIPE 010 = 1.5 cfs ATURAL GROUND aD F 15" PIPE O 14.0 cfs O NATURAL GROUND d EYED 8" INTO ch o = �Q Cj< OP11 18" MIN. DEPTH W/ 18" MIN. DEPTH W/ N ATURAL GROUND �Q o F 36" PIPE 010 = 55.0 cfs UNDERLYING F.F Q UNDERLYING F.F OP7 18" MIN. DEPTH W/ O UNDERLYING F.F APRON LENGTH = 13' APRON LENGTH = 16' 3LA _ 3' APRON LENGTH = 20' 3Dc = 3.8' 3Dc = 9.0' LA = 16' W=DI LA=15.0' LA=20.0' W=Dc+LA=17.3' oP OUTLET PROTECTION SPECIFICATIONS oP OUTLE-rP`t"1'TECTION SPECIFICATIONS oP OUTLET PROTECTION SPECIFICATIONS KEYED 8" INTO NATURAL GROUND 18" MIN. DEPTH W/ UNDERLYING F.F APRON LENGTH = 9' 3Dc = 4.5' LA = 9.0' W=Dc+LA=10.5' v F 18" PIPE 010=0.58cfs oP OUTLET PROTECTION SPECIFICATIONS �.4 CY, CL I RIP -RAP �17.8 CY, CL I RIP -RAP EYED 8" INTO KEYED 8" INTO u7 ATURAL GROUND o F 36" PIPE O - 27.0 cfs ATURAL GROUND u7 F 18" PIPE O 5.1 cfs � 10 - OP8 18" MIN. DEPTH W/ OQ 0 OP12 N 18" MIN. DEPTH W/ Q O UNDERLYING F.F UNDERLYING F.F V v APRON LENGTH = 10' APRON LENGTH = 20' 3130=9.0' 3Dc=9.0' LA = 10.0' LA = 20' W = Do + LA = 11.5' W = Do + LA = 23.0' oP OUTLET PROTECTION SPECIFICATIONS oP OUTLET PROTECTION SPECIFICATIONS 1.7 CY, CL I RIP-RAPKEYED 8"INTO NATURAL KEYED 8"INTO a c6 ROUND a F 21" PIPE 010 = 22.9 cfs ATURAL GROUND 4 o F DITCH 1, POA-4 010 - 2^4 cfs OP9 OP3 18" MIN. DEPTH W/ CO S` �`.^.MJ' T Q18" MIN. DEPTH W/ �O O /UNDERLYING F.F UNDERLYING F.F APRON LENGTH = 17.0' APRON LENGTH = 6.0' 3Dc=3.0' 3Dc=5.3 LA = 6.0' LA = 17.0' W=Dc+LA=7.0' W=Dc+LA=18.8' oP OUTLET PROTECTION SPECIFICATIONS oP OUTLET PROTECTION SPECIFICATIO m� v aKEYED 8" INTO w ATURAL GROUND J\ o 124" PIPE 010 - 26.0 cfs OP4 18" MIN. DEPTH W/ NDERLYING F.IF APRON LENGTH = 16.0' 3Dc = 6.0' LA = 16.0' W = Do + LA = 18.0' oP OUTLET PROTECTION SPECIFICATIONS jA6.5 L I P-RAgOD 8" INTOURAL GROUND O co F 15" PIPEIN. DEPTHW/CO ERLYING F.F APRON LENGTH = 13.0' 3Dc = 3.8' LA = 13.0' W=Dc+LA=14.3' �i18.8 CY, CL I RIP -RAP CKEYED 8" INTO ATURAL GROUND OQ o F 24" PIPE 010 = 37.6 cfs OP12A N 18" MIN. DEPTH W/ UNDERLYING F.F V APRON LENGTH = 22' 3Dc = 6.0' LA = 22' W=Dc+LA=24.0' NS oP OUTLET PROTECTION SPECIFICATIONS KEYED 8"INTO �C `/17 8 CY, CL I RIP -RAP CIO ATURAL GROUND a o F 36" PIPE 010 - 86.4 cfs KEYED 8" INTO Cii OP9A 18" MIN. DEPTH W/ CATURAIL GROUND F 36" PIPE 010 = 21.4 cfs UNDERLYING F.F OP13 NIN. DEPTH W/ERLYING F.F L/ APRON LENGTH = 30.0' 3D 9.0' APRON LENGTH = 20' o= 3Dc=9.0' LA = 30.0' LA = 20' W=Dc+LA=33.0' W=Dc+LA=23.0' oP OUTLET PROTECTION SPECIFICATIONS oP OUTLET PROTECTION SPECIFICATIONS 7 CY, CL I RIP -RAP t C L I RIP- APL18"MIN. TO ED 8"INTO ROUND o FDITCH 3, POA#1NURAL GROUND F 36" PIPE 010 = 71.2 cfs OP14 PTH W/OQ °' IN. DEPTH W/ Q G F.F ERLYING F.F APRON LENGTH = 25.0' APRON LENGTH = 8' 3Dc=9.0' LA 3Dc=3.0' LA=25'-8 W=Dc+LA=28.0' W=Do+LA=9.0' oP OUTLET PROTECTION SPECIFICATIONS oP OUTLET PROTECTION SPECIFICATIONS oP OUTLET PROTECTION SPECIFICATIONS KEYED W INTO OP5 CO ATURAL GROUND T Q18" MIN. DEPTH W/ (UNDERLYING F.F APRON LENGTH = 16.0' 3Dc = 7.5' LA = 16.0' W=Dc+LA=18.0' F DITCH 1, POI O - 13.0 cfs r + 18" PIPE 0 3 CY, CL I RIP -RAP KEYED 8" INTO b ATURAL GROUND OP10A T 18" MIN. DEPTH W/ Q/ UNDERLYING F IF APRON LENGTH = 9' 3Dc = 3.0' LA=9' W=Dc+LA=10.0' o F DITCH 1 &3, POA#3 010 = 5.1 cfs "' OP15 oP OUTLET PROTECTION SPECIFICATIONS oP OUTLET PROTECTION SPECIFICATIONS oP v7 6 CY, CL I RIP -RAP CKEYED 8" INTO OP6 M' ATURAL GROUND a 24" PIPE 010 = 17.5 cfs O 18" MIN. DEPTH W/ OQ o UNDERLYING F.F APRON LENGTH = 13.0' 3Dc =6.0' LA = 13.0' W=Dc+LA=21.0' oP OUTLET PROTECTION SPECIFICATIONS 6.5 CY, CL I RIP -RAP KEYED 8" INTO OP6A ATURAL GROUND 18" MIN. DEPTH W/ OQ� UNDERLYING IF F APRON LENGTH = 13.0 3Dc =3.8' LA = 13.0' W=Dc+LA=14.3' 1 CY, CL I RIP -RAP CKEYED 8" INTO ATURAL GROUND �Q o F DITCH 1, POI 010 = 3.8 cfs 00 18" MIN. DEPTH W/vi UNDERLYING F.F APRON LENGTH = 7' 3130 = 3.0' LA = 7' W=Dc+LA=8.0' OUTLET PROTECTION SPECIFICATIONS END -SECTION 12" - 60'' PIPE HUB END ON SPIGOT END OUTLET END -SECTIONS ON INLET END -SECTION i x � x _ _ CONCRETE TO BE L - - E JJJ 4000 P51 MINIMUM SECTION X-X DIAMETER OF PIPE ALTERNATE END -SECTION 12'' - 60'' PIPE ES-1 HUB END ON OUTLET END -SECTIONS SPIGOT END ON INLET END -SECTION Y - - CONCRETE TO BE LLL E JJJ 4000 PSI MINIMUM I� G PLAN I /-� E -STEEL FABRIC REINFORCEMI -- D PAY LINE END VIEW SECTION X-X END SECTION DIMENSIONS PIPE DIAMETER A B C D E 12" 4" T-O" 2'-0" 4'-0" 1 2'_D" 15" 6" 2'_3" T_9" 4'-0" T_6" 18" 9 T_3. P_9" 41_0" 31_D" 21" 91/4" 2'-11" 2' 1" 51_0" 3' 6" 24" 9112„ T_7-' 2'_6" 61_1" 4'-O" 27" 10Y4" 4'-D" 2'-1" B'-1" 4'-6" 30" T-O" 4'-6" T-7 " 6'-1 33" 1'-11/R" 4'-10Y," 2'_31 " 7'-1 " 5'-6" 36" 1'-3" 5'-3" 2'-10 8'-1 " 6'-0" 42" 1'-9" 5'-3" T-11" B'-2" 6'-6" 48" 1 2'-0" 1 6'-0" 1 2'-2" 8'-2" 7'-0" 54" 1 2'-3" 1 T-5" 12'_yl 8'_21 T-6" 60" 2'-11" 5'-0" A END VIEW END SECTION DIMENSIONS PIPE DIAMETER A B C ❑ E 12" 4" 2'-0" 4'-1" 6'-1" T-0" 15" 6" 2'-3" 3' 10" T_r 2'-6" 18" 9" 2'-3" 3'-10" 6' -1" s 0" 21" 9" 2'-11" 3'-2" 6'-1" 3'-6" 24'' 19 3'7" T-B" 6'_3" 4'_0" 27'' 10�/z" 4'-0" 2'-1�/z" 6'-11 4'-6" 30" 1'-0" 4'-6" V-7N" W-1 " T-0" 33" 1'4/2" 4'-10� " 3'_31/4" 8'_i " S_6" 36" 1'-3" 5'-3" T-10N" T-1 " 6'-0" 42" 1'-9" 5'2'-11" 8'-2" 6'-6" 48" 2'_O" 6'-0" 2'_2" 8'-2" T-0" 5'-5" 1 2'-11" 1 8'-4" 7'-6" so, 1 2'-6" 1 5'-0" 1 3'-3" 1 8'-3" 8'-0" PAY LINE c C a NOTES PIPE LENGTHS SHOWN ON PLANS ARE BASED ON END -SECTION DESIGN SHOWN ON THE LEFT. IF THE CONTRACTOR ELECTS TO USE THE ALTERNATE DESIGN SHOWN ON THE DIFFERENCE IN WILL IO REDUCED BY RT THE DIFFERENCE IN DIMENSION "D". SLOPE DETAIL SPECIFICATION REEERENDE FLARED END -SECTION FOR 12`6011 CONCRETE PIPE CULVERTS 302 VIRGINIA DEPARTMENT OF TRANSPORTATION REV. 7701 102.01 I/2 SECTION CAST IRON --+r I/2 SECTION STEEL 2'-7" NOTES LUGS TO BE CAST WITH 1'-31 " L 21/2" x 2%2" x I/i' 1. DEPTH INLET (H) BE SHOWN ON COLLAR T- 10'-4" LONG FOR 0'USE PLANS. FOR DEPTH GREATER THAN 10- 1 TL 2. STANDARD DI -IA THE DA DIMENSION SHOWN ON THE AIDS PAID SPECIFIED ON THE PLANS iV WILL B WILL BE MEASURED FROM THE INVERT OF v CAST GALE. ONE WELDED E THE PIPE THE TOP OF THE i. IRON STEEL JOINT STRUCTURE. STRUCTURE. "H" DIMENSIONS ARE " APPROXIMATE ON ONLY FOR ESTIMATING 66 + WELD ALL A PURPOSES AND THE ACTUAL DIMENSIONS OPTIONAL BRACE RIBS 43.6 LBS CONNECTORS SHALL BE DETERMINED THE 3 LBS TO COLLAR CONTRACTOR FROM FIELD CONDITIONS. O1 INCLUDING INCLUDING 3. WHEN SPECIFIED ON THE PLANS THE LUGS CONNECTORS INVERT IS TO BE SHAPED IN ACCORDANCE 9y2' 2'-7" 9%y" WITH STANDARD II THE COST OF FURNISHING AND PLACING ALL MATERIALS 4'-2" INCIDENTAL TO THE SHAPING IS TO BE INCLUDED IN THE BID PRICE FOR THE PLAN 1/2" x 11/2" x 4"J z 4" STRUCTURE. (GRATE REMOVED) LUGS STUD SHEAR 12" i 91/ CONNECTORS 4. IN THE EVENT THE INVERT OF THE OUTFALL PIPE IS HIGHER THAN THE SEE BOTTOM OF THE STRUCTURE, THE INVERT DETAIL A ♦ OF THE STRUCTURE SHALL BE SHAPED r WITH CEMENT MORTAR TO PREVENT SECTION B-B STANDING BONDING OF WATER IN THE NL� COLLAR DETAIL /" MIN RASED STRUCTURE.. COS THE COST OF FURNISHING AND PLACING ALL MATERIALS INCIDENTAL 2/2' LTTERING TO INLET SHAPING IS TO BE INCLUDED IN THE BID PRICE FOR THE STRUCTURE. DIMENSIONS FOR DUMP NO WASTE DRAINS TO WATERWAYS CAST IRON ONLY 5. STEPS ARE TO BE PROVIDED WHEN H IS 4'-0" OR GREATER. FOR DETAILS SEE STANDARD ST-1. DETAIL B DETAIL A 8. THIS ITEM MAY BE PRECAST OR CAST - IN -PLACE. �T D I HARDWARE 2'-6" SEE 7. #4 % 8" SMOOTH DOWELS AT CLOTH 1-3„ DETAL B n' C-C BE 21-71 1 y'-7" I I PLACED N ALL RE PLACED IN ALL AREAS ADJACENT JA 4" DEPTH AGGR. TO ABUTTING CONCRETE TO PREVENT I1^1I M88, A78 OR SETTLEMENT. IN LIEU OF DOWELS z 6" WIDTH H Y-VIDED. 2E "xSTANDARD PFOR s as aaEV SAETM-AD3B, 4E fMB DIAMETER COLLAR ALTERNATE DESIGN. WEEP HOLEao?w SEENOEB B. 3" DIAMETER WEEP HOLE WITH " x zz zz 12" PLASTIC HARDWARE CLOTH MESH MI MESH - Z cv GALVANIZED D STEEL WIRE, MINIMUM , - 12"-15"-18" OR 24" WIRE DIAMETER MESH WI NUMBER _ cin ioM MENEMHARDWARE H AN I CLOTH ANCHORED FIRMLY iv iv it L TO THE OUTSIDE OF THE STRUCTURE. n s 0 9, CAST IN PLACE CONCRETE IS BE > SEE CLASS A3 (3000 PSI). PRECAST ' DETAL B CONCRETE IS TO BE 4000 PSI. SECTION A -A 1%2 I 1 � I_ -� �1 _D ' 2� k r �` \ 10. ANY ALTERNATE METHODS OF ANCHORAGE MEETING THE APPROVAL OF THE ENGINEER I CONCRETE QUANTITIES FOR MIN. DEPTH 4' MAY BE SUBSTITUTED TUTED FOR THE CAST IRON LUGS AS SHOWN HEREON. 12" CONCRETE PIPE - 1.440 CU. YD. CONCRETE 15" CONCRETE PIPE - 1.528 CU. YD. CONCRETE I I APPROXIMATE IRON WEIGHT 1/9 +j CAST 11. DUMP NOTO VIS SON 18 LBS LETTERING REQUIRED ALL DI-R1WAY 18" CONCRETE PIPE - 1.620 CU. YD. CONCRETE GRATES. LOCATION OF LETTERING MAY 24" CONCRETE PIPE - 1.517 CU. YD. CONCRETE SECTION C-C SECTION D-D VARY BY MANUFACTURER. AADDDITIONAL FOOT OFEDEPTH. GRATE DETAIL STANDARD DROP INLET S RECFlCATpN REFERENCE 1211 - 2411 PIPE: MAXIMUM DEPTH (H) - 101 233 REV 8/07 777 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 104.01 cif 7 CY, CL I RIP -RAP �f 7 CY, CL I RIP -RAP CKEYED 8" INTO CKEYED 8" INTO C18" URAL GROUND o F DITCH 4, POI 010 - 0.9 cfs ATURAL GROUND o F DITCH 2, POI 010 - 1.8 cfs OP10B IN. DEPTH W/ �CQ OP15 r 18" MIN. DEPTH W/ Q °'ERLYING F.F UNDERLYING F.F APRON LENGTH = 6' APRON LENGTH = 6' 3Dc=3.0' 3130=3.0' LA = 6' LA = 6' W=Dc+LA=7.0' W=Dc+LA=7.0' oP OUTLET PROTECTION SPECIFICATIONS oP OUTLET PROTECTION SPECIFICATIONS oP OUTLET PROTECTION SPECIFICATIONS 17� �1 7 CY, CL I RIP -RAP I /� ) r CKEYED 8" INTO �1 7 CY, CL I RIP -RAP 3 CY, CL RIP -RAP ATURAL GROUND o F DITCH 5, POI O 0.8 cfs CKEYED 8" INTO KEYED 8" INTO F 15" PIPE O - 11.0 cfs OP10C r 18" MIN. DEPTH W/ OQ 0 ATURAL GROUND o -*---DITCH 2, POI 010 - 2.0 cfs ATURAL GROUND o F DITCH 1, POA#6 010 = 6.8 cfs 10 OP16 18" MIN. DEPTH W/ OQ OP17 18" MIN. DEPTH W/ OQ C0 UNDERLYING F.F UNDERLYING F.F UNDERLYING F.F APRON LENGTH = 6' 3Dc = 3.0' APRON LENGTH = 6' APRON LENGTH = 12' LA=6' 3Dc=3.0' 3Dc=3.0' W=Dc+LA=7.0' LA=6' LA=12' W=Do+LA=7.0' W=Dc+LA=13.0' 0 GO z O (Dou7 N � W N m N N 2 on (� 5 O U U ui n L z (a W n N J H­: J 0 Z0 U5co'0 > Z W W 0 Z F LU O000 4 LLZ W Jm p> mQa- <fr USrn C)m 11tr o���PVTH OF `f0 U lO C /� // 7 Christopher C. Mulligan Lic. No. ,p 12/12/22 �W4' OFESSI0NAL E�Olt, z �O V) GO J_ Q C z w Q O U) U J °� O O i ~ ` ILL r J N W O W rr W &cj z O � Z d w U m w � O U o� Z pU O � 0= > W W O_ IY m z O W 0= Y m J � m Q N N DRAFTER: SML DESIGNER: CCM PRODUCTION ZOD DATE: 8 SEPT 22 SCALE: N/A JOB: 487 SUB: 2022-000 SHEET: 2 Runoff Volume and Curve Number Calculations Enter design storm rainfall depths (in): 1-yearstorm 2-year storm 10-year storm 2.97 3.59 5.43 Use NOAA Atlas 14 (hap://hdscows.rwaa.gov/hdWpfd,1) *Notes (see below): [11 The curve numbers and runoff volumes computed in this spreadsheet for each drainage area are limited in their applicability for determining and demonstrating compliance with water quantity requirements. See VRRM Users Guide and Documentation for additional information. [21 Runoff Volume (RV) for pre- and post -development drainage areas must be in volumetric units (e.g., acre-feet or cubic feet) when using the Energy Balance Equation. Runoff measured in watershed -inches and shown lathe spreadsheet as RV(watershed-inch) can only be used in the Energy Balance Equation when the pre- and post -development drainage areas are equal. Otherwise RVwatemhed-inch must he multiplied the drainagearea. ( ) P h7 [31 Adjusted CNs are based on runoff reduction volumes as calculated in DA- tabs. An alternative CN adjustment Calculation for Vegetated Roofs is included in BMP specification No. S. Drainage Area Curve Numbers and Runoff Depths* Curve numbers (CN ClVadil and runoff depths (RVoevewceaare computed with and without reduction practices. Drainage Area A A Soils B Soils C Soils D Soils Total Area (acres): 21.80 Forest/Open Space-- undisturbed, protected Area (acres) 0.00 0.00 0.00 0.00 Runoff Reduction Forest/open space orreforested land CN 30 55 70 77 Volume[1 26,386 Managed Turf --disturbed, graded for yards mother Area (acres) 0.00 0.00 0.00 15.74 turf to be mowed/managed CN 39 61 74 80 Area (acres) Impervious Corer 0.00 0.00 0.00 6.06 CN 98 98 98 98 CN DA.A BS 1-year storm 2-year storm 10-year storm RVDeveloped (Watershed -inch) with no Runoff Reduction* 1.56 2.09 3.77 RVDe..loPed (Watershed -inch) with Runoff Reduction* 1.23 1 1.76 3.43 Adjusted CN* I 80 1 81 82 *See Notes above Drainage Area B A Soils B Soils Forest/Open Space -- undisturbed, protected forest/open space orreforested land Area (acres) 0.00 30 0.00 55 CN Managed Turf -- disturbed, graded for yards or other turf to be mowed/managed Area (acres) 0.00 1 39 0.00 61 CN Impervious Cover Area (acres) 0.00 98 0.00 98 CIN RVDeveloped (watershed -inch) with no RVDa..bpad (watershed -inch) with 1-year storm f Reduction* 1.49 f Reduction* 1.19 ijusted CN* 79 Nnroc nhnrm Drainage Area C Forest/Open Space -- undisturbed, protected Area (a Forest/open space orreforestedland CN Managed Turf-- disturbed, graded for yards or other Aea(a turf to be mowed/managed CN Impervious Cover Area (in RVDeveloped (Watershed -inch) with no RVDeveloped (Watershed -inch) with r storm 2.01 1.71 Bo A Soils B Soils 0.00 0.00 30 55 0.00 0.00 39 61 0.00 0.00 1-year storm 2-year storm lion* 2.32 2.92 YIOn* 1.74 2.34 CN* 87 1 88 *See Notes above Drainage Area D Forest/Open Space -- undisturbed, protected Area (a Forest/open space orreforested land CN Managed Turf --disturbed, graded for yards or other Area (ai turf to be mowed/managed CN Impervious Cover Area (a CN RVDeveloped (Watershed -inch) with no RVDeveloped (Watershed -inch) with A Soils B Soils 0.00 0.00 30 55 0.00 0.00 39 61 0.00 98 0.00 98 C Soils D Soils 0.00 0.00 70 77 0.00 5.95 74 80 0.00 1.70 98 98 CN DA. a 84 near storm 3.67 3.36 81 C Soils D Soils 0.00 0.00 70 77 0.00 0.33 74 80 0.00 1.00 98 98 CIN 94 near storm 4.73 4.15 89 C Soils D Soils 0.00 0.00 70 77 0.00 0.62 74 80 0.00 1.85 98 98 EN 90 lion* 2.32 2.92 4.73 lion* 1.74 234 4.15 CN* 87 88 89 Total Area (acres): 7.65 Runoff Reduction Total Area (acres): 1.33 Runoff Reduction Total Area (acres): 2.46 Runoff Reduction Volume (ft'): S.190 r data antsput values alk Project Name: BREEZY HILL -75.6 Acres Date: 11/14/202275.61 at.+6.72 at. �2.33 constant values BMP Design speciificotions List: 2013 Draft Stds & Specs calculation cells (Site Information Post -Development Project (Treatment Volume and Loads) Land Cover (acres) e•a/an,e„Wmlwear-u„u,aauiucu, mtectedforest/o enz aceorreforested 3.47 6.73 Managed Tud (acres) -disturbed, graded for yards orother turf to be 2.20 58.73 Impervious (nver(ames) am 10.35 ' Fores[/apm5parearmsmust bepmhaed in aemrdanre with Me Virginia RunojlReduation Method Cortstants Runoff Coefficients Be Annual Rainfall(ind,es) 43 Target Rainfall Event (inches) l.m Total PhoWhoma BFP) EMC(mg/Q Q26 otal Mtrogen mB E W (mg/L) 1.86 argetwWad(Ib/acre/yr) Q41 P)(unidess correction factor) p-9p Forest/Open Space Cover (acres) M20 Weighted Rv(forest) 0.04 %Forest 12% Managed Turf Cover(arms) 60.93 Weighted Rv(turn 0.25 Managed%Turf 74% Impervious Cover(acres) 11.20 Rv(inpervious) 0.95 %Impervious 14% Site Area (acres) 82.M Site Rv 0.32 Totals 10.20 60.93 11.20 A Soils BSolls CSolls DSoils ForesVOpen Space 0.02 0.03 1M 0.05 Managed Turt 0.15 0.20 0.22 0.25 Impervious Cover 0.951 0.95 1 0.95 0.95 Treatment Volume facre-h) 2.1836 Treatment Volume (cubic feet) 95,117 TP Load ill 59.76 TN Load IIb/yd 427.53 Site Results (Water Quality Compliance) Area Checks FOREST/OPEN SPACE (ac) IMPERVIOUS COVER (ac) IMPERVIOUS COVER TREATED (ac) MANAGED TURF AREA (ac) MANAGED TURF AREA TREATED (ac) AREA CHECK Site Treatment Volume (ft3) Runoff Reduction Volume and TP By Drainage Area RUNOFF REDUCTION VOLUME ACHIEVED (ft3 ) TP LOAD AVAILABLE FOR REMOVAL (lb/yr) TP LOAD REDUCTION ACHIEVED (lb/yr) TP LOAD REMAINING (lb/yr) D.A. E AREA CHECK 0 0.00 0.00 0.00 0.00 ON. 6.00 1.70 1.00 1.85 0.00 OK. 6.06 1.70 1.00 1.85 0.00 OK. 15.74 5.95 0.33 0.62 0.00 OK. 15.74 5.95 0.33 0.62 0.00 OK. OK. OK. OK. OK. OK. D.A. A D.A. D D.A. E TOTAL 8,447 2,806 5,190 0 42,830 22.10 rV26,386 7.08 2.35 4.35 0.00 35.88 16.56 5.30 1.76 3.26 0.00 26.88 5.54 1.77 0.59 1.09 0.00 9.00 NITROGEN LOAD REDUCTION ACHIEVED (lb/yr)ll 118.47 37.92 12.60 23.30 0.00 192.29 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD (lb/yr) 59.76 TP LOAD REDUCTION REQUIRED (lb/yr) 26.01 TP LOAD REDUCTION ACHIEVED (lb/yr) 26.88 TP LOAD REMAINING (lb/yr): 32.88 REMAINING TP LOAD REDUCTION REQUIRED (Ib/yr): 0.00 ** ** TARGET TP REDUCTION EXCEEDED BY 0.87 LB/YEAR ** Total Nitrogen (For Information Purposes) POST -DEVELOPMENT LOAD (Ib/yr) 427.53 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) 192.29 REMAINING POST -DEVELOPMENT NITROGEN LOAD (Ib/yr) 235.24 DI-3A,3B,3C -FOR DFTAII S OF INI FT EXPANSION KEYED JOINT CONST. g.•t niip 11 III 'AF rrrrrrrrrrrrrrrrrrrrrrrrrrrra 11■■■■■■■■[J■■■■■■■■■■■■■■■■■■■ ' -Y-alai at Mum �' �' III r• a I\,�_ 11 . "a • . •a a 6' MIN. PLAN 6' MIN. 10MAX. HARDWARE CLOTH WEEP HOLE. SEE NOTE 8 I I SECTION A -A hA 10 MAX. KEYED CONST. JOINT L-VARIABLE - MAX. 20' I- 2'-10" WARPED �a�� 2'_6" B 8�� 3'-0� x 2" APPROACGUTTEH N M BARS A GUTTER m N N � ro PARS I_ ___ .$e J ----r-- BARS F BARS E B iv m *3 k 3" DIAMETER BARS E J WEEP HOLE FRONT ELEVATION BARS a AA��/ (GUTTER REMOVED) BARS F 3'-0" atl /4" g �g 5XI/4" BENT PLATE SECTION B-B 2•. N A R TYPE A NOSE DETAIL SHALL BE USED WITH CG-3 b CG-7 STANDARDS. a L21/2"X21/2"XI/4" TYPE B NOSE DETAIL SHALL BE USED WITH CG-2 STANDARDS. GALVANIZED TYPE A TYPE B /J X 4" STUD SHEAR CONNECTOR WELDED GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68*30' TO ANGLE IRON AT T C-C. CONNECTORS AND IS TO BE ANCHORED WITH �1/2" X 4" STUD SHEAR NOSE DETAILS WELDED TO BENT PLATE AT 2'C-C. 2„ - APPR. PAVEMENT DI-3A DI-3B L DI-3C L WARPED PAVEMENT _ _ - - _ - _ _ SLOW FLOW FLOW O" l l on DETAIL WHEN USED FOR USE ON GRADES ADJACENT TO CURB FOR USE IN SAGS WITHOUT GUTTER BOTH SIDES TO BE SYMMETRICAL SHEET 1 OF 2 STANDARD CURB DROP INLET 6PECIHCATI°" REFERENCE 12" - 30'' PIPE: MAXIMUM DEPTH (H) = 8' 233 104.09 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 TABLE OF QUANTITIES DI-3A,3B,3C TYPE AREA of SLOT REINFORCING STEEL Concrete BARS A BARS B BARS C BARS D BARS E BARS F BARS G WEIGHT Ft. Sq. Ft. Cu. Yds. No. Lin. Ft. No. Lin. Ft. A't No. Lin. Ft. dIE No. Lin. Ft4X No. Lin. Ft.* No. Lin. Ft.* No. Lin. Ft.* Lbs. DI-3A 2'-6" 1.15 2.26 - - - - 1 5'-7" 3 3'-2" - - - - 6 T-p" 22 4' 1.83 2.59 5 1'-6" 2 6_7" to 6-10" 3 5'-7" 3 3'-2" 4 1'-6" 3 1'-6" 4 1'-p" 64 6' 2.75 3.02 5 3'-6" 6 V-7" to 6'-10" 3 5'-7" 3 3'-2" 4 3'-6" 3 1'-6" 4 1'-0.. ill 8' 3.67 3.46 5 5'-6" 10 U-7" to 6'-10" 3 5'-7" 3 3'-2" 4 5'-6" 3 1'-6" 4 V_O.. 158 DI-313 10, 4.58 3.90 5 T-6" 14 6'-7" to 6'-10" 3 5'-7" 3 3'4" 4 7'-6" 3 V-6" 4 1'-0" 204 12' 5.50 4.34 5 9'-6" 18 6-7" to 6'-10" 3 5'-7" 3 3'4" 4 9'-6" 3 V-6" 4 1'-0" 251 14' 6.42 4.78 5 11'-6" 22 6'-7" to 6'-10" 3 5'-7" 3 3'-2" 4 11'-6" 3 V 6" 4 T-O" 298 16, 7.33 5.22 5 13'-6" 26 6'-7" to 6'-10" 3 5'-7" 3 3'-2" 4 13'-6" 3 1'-6" 4 1'-0" 345 18, 8.25 5.66 5 15'-6" 30 6'-7" to 6'-10" 3 5'-7" 3 3'-2" 4 15'-6" 3 1'-6" 4 1'-0.. 391 20' 9.17 1 6.09 5 17'-6''34 6'-7" to 6-10" 3 5'-7" 3 3'-2" 4 17'-6" 3 1'-6" 4 1'_O.. 438 6' 2.75 3.01 10 T-9" 4 6'-7" to 6'-10" 5 5'-7" 3 3'-2" a V-9" 6 11•6" 2 1'-0.. ill 8' 3.67 3.45 10 2'-9" 8 6'-7" to 6'-10" 5 5'-7" 3 3'_2" a 2'_9" 6 V-6" 2 1'-O" 158 10' 4.58 3.89 10 T-9" 12 6'-7" to 6'-10" 5 5'-7" 3 3'-2" 8 3'-9" 6 V-6" 2 1'-O" 205 12' 5.50 4.33 10 4'-9" 16 V-7" to 6'-10" 5 5'-7" 3 3'-2" 8 4'-9" 6 V-6" 2 1'-0" 252 DI-3C 14' 6.42 4.77 10 5'-9" 20 6'-7" to 6'-10" 5 5'-7" 3 3'-2" 8 5'-9.. 6 1'-6" 2 T-p" 298 16, 7.33 5.21 10 6'-9" 24 6'-7" to 6'-10" 5 5'-7" 3 3'-2" 8 6'-9" 6 1'-6" 2 1'-O" 345 18, 8.25 5.65 10 T-9" 28 6-7" to 6-10" 5 5'-7" 3 3'-2" 8 7'-9" 6 1'-6" 2 T-O" 392 20' 9.17 6.09 10 8'-9" 32 6'-7" to 6-10" 5 5'-7" 3 3'-2" 8 8'-9" 6 V-6" 2 1'-0.. 439 NOTES 1. DEPTH OF INLET (H) TO BE SHOWN ON PLANS. 7. # 4 X 8" SMOOTH DOWELS AT APPROXIMATELY 15. THIS AREA MAY BE EARTHEN, IN WHICH CASE 12'' C-C TO BE PLACED IN ALL AREAS ADJACENT THE EXPANSION JOINTS WILL APPLY ONLY TO 2. THE "H" DIMENSION SHOWN ON THE STANDARDS TO ABUTTING CONCRETE TO PREVENT CURB AND GUTTER. AND SPECIFIED ON THE PLANS WILL BE SETTLEMENT. MEASURED FROM THE INVERT OF THE OUTFALL 16. CONCRETE QUANTITIES SHOWN ARE FOR DEPTH PIPE TO THE TOP OF THE STRUCTURE. S. 3" DIAMETER WEEP HOLE TO BE LOCATED TO (H) OF 5'-2" WITHOUT PIPES. THE AMOUNT PLAN "H" DIMENSIONS ARE APPROXIMATE ONLY DRAIN SUBBASE MATERIAL. WEEP HOLE WITH DISPLACED BY PIPES MUST BE DEDUCTED TO FOR ESTIMATING PURPOSES AND THE ACTUAL 12"X12" PLASTIC HARDWARE CLOTH 1/4" MESH OBTAIN TRUE QUANTITIES. FOR INLETS OF DIMENSIONS SHALL BE DETERMINED BY THE OR GALVANIZED STEEL WIRE, MINIMUM WIRE DIFFERENT DEPTHS ADD OR SUBTRACT 0.32 CONTRACTOR FROM FIELD CONDITIONS. DIAMETER 0.03", NUMBER 4 MESH HARDWARE CUBIC YARDS OF CONCRETE FOR EACH FOOT CLOTH ANCHORED FIRMLY TO THE OUTSIDE OF DEPTH. 3. WHEN SPECIFIED ON THE PLANS THE INVERT IS OF THE STRUCTURE. TO BE SHAPED IN ACCORDANCE WITH STANDARD 17. LENGTH OF ANGLE IRON AS SHOWN ON SHEET 1 IS-1. THE COST OF FURNISHING AND PLACING ALL 9. ALL REINFORCING STEEL SHALL HAVE A MIN. OF 2 IS TO BE L+16" AT 4.10 LBS./FT.. MATERIALS INCIDENTAL TO THE SHAPING IS TO BE COVER OF 2". INCLUDED IN THE BID PRICE FOR THE STRUCTURE. 18. * DENOTES LENGTH OF ONE (1) BAR. 10. ALL REINFORCING STEEL TO BE CUT CLEAR OF IN THE EVENT THE INVERT OF THE OUTFALL ALL OPENINGS BY 2". 19. ALL REINFORCING BARS TO BE*5. 4. PIPE IS HIGHER THAN THE BOTTOM OF THE STRUCTURE, THE INVERT OF THE STRUCTURE 11. CAST -IN PLACE CONCRETE IS TO BE CLASS A3 20. WHEN INLET IS USED IN 4'-0" MEDIAN, BACK OF SHALL BE SHAPED WITH CEMENT MORTAR TO (3000 PSI). PRECAST CONCRETE IS TO BE INLET IS TO BE SHAPED TO CONFORM TO PREVENT STANDING OR PONDING OF WATER 4000 PSI. PROPOSED CURB. IN THE STRUCTURE. THE COST OF FURNISHING AND PLACING ALL MATERIALS INCIDENTAL TO 12. LENGTH OF SLOT (U WILL, IN EVERY CASE, BE THE SHAPING IS TO BE INCLUDED IN THE BID SHOWN ON PLANS. PRICE FOR THE STRUCTURE. 13. IF INLET IS CONSTRUCTED IN MEDIAN CURB OR 5. STEPS ARE TO BE PROVIDED WHEN H WITH INTEGRAL CURB, GUTTER IS TO BE OR GREATER. FOR DETAILS SEE STANDARD STRD ST-1. OMITTED (SEE DETAIL). 5. THIS ITEM MAY BE PRECAST OR CAST -IN -PLACE. 14. STANDARD INLETS MAY HE CONSTRUCTED WITH CONCRETE BLOCKS IN ACCORDANCE WITH THE DETAILS SHOWN ON STANDARD DRAWING DI-MB. Sheet 2 of 2 SRELIEF °" REFERSTANDARD CURB DROP INLET ENCE 233 1211 - 30'' PIPE: MAXIMUM DEPTH (H) = 8' 302 VIRGINIA DEPARTMENT OF TRANSPORTATION 104.10 8" 2'-3" a" 3'-7" PLAN VIEW # 5 12" c-c NOTES 1. DEPTH OF INLET (I) TO BE SHOWN ON PLANS. 9. ALL REINFORCING STEEL SHALL HAVE A MIN. COVER MAXIMUM DEPTH (H) TO BE 20'. FOR DEPTHS OF 211. LESS THAN 9' USE STANDARD 01-2A, 23 OR 2C. 10. ALL REINFORCING STEEL TO BE CUT CLEAR OF ALL 2. THE "H" DIMENSION SHOWN ON THE STANDARDS OPENINGS BY 2". AND SPECIFIED ON THE PLANS WILL BE MEASURED FROM THE INVERT OF THE OUTFALL PIPE TO THE 11. CAST -IN- PLACE CONCRETE IS TO BE CLASS A3 TOP OF THE STRUCTURE. PLAN "H" DIMENSIONS (3000 PSI). PRECAST CONCRETE IS TO BE 4000 PSI. ARE APPROXIMATE ONLY FOR ESTIMATING PURPOSES AND THE ACTUAL DIMENSIONS SHALL 12. LENGTH OF SLOT (L)WILL, IN EVERY CASE, BE BE DETERMINED BY THE CONTRACTOR FROM FIELD SHOWN ON PLANS. CONDITIONS. 13. THIS STANDARD INTENDED FOR USE IN CURB 3. WHEN SPECIFIED ON THE PLANS THE INVERT IS TO AND GUTTER SITUATIONS ONLY. BE SHAPED IN ACCORDANCE WITH STANDARD I5-1. THE COST OF FURNISHING AND PLACING ALL 14. IF OPTIONAL CONSTRUCTION JOINT IS USED IT IS MATERIALS INCIDENTAL TO THE SHAPING IS TO BE TO BE KEYED. ALL SPLICES IN BARS V TO BE INCLUDED IN THE BID PRICE FOR THE STRUCTURE. A MINIMUM OF 40 DIAMETERS (20"). 15. FOR PLAN VIEW OF INLET SEE STANDARD DI-2A, 4. IN THE EVENT THE INVERT OF THE OUTFALL PIPE 2B, 2C. IS HIGHER THAN THE BOTTOM OF THE STRUCTURE, THE INVERT OF THE STRUCTURE SHALL BE SHAPED 16. FOR DESCRIPTION AND LOCATION OF DIMENSION L WITH CEMENT MORTAR TO PREVENT STANDING OR SEE SHEET 104.03. BONDING OF WATER IN THE STRUCTURE. THE COST FURNISHING AND PLACING ALL MATERIALS 17. FOR NUMBER OF BARS A-F REQUIRED AND LENGTHS INCIDENTAL TO THE S INHPPING IS TO BE INCLUDED SEE SHEET 104.04. IN THE BID PRICE FOR THE STRUCTURE, 19. QUANTITIES SHOWN ARE FOR MINIMUM INLETS OF 5. STEPS ARE TO BE PROVIDED. FOR DETAILS SEE EACH TYPE. FOR INLETS OF GREATER DEPTHS STANDARD ST-1. (H) OR LONGER SLOTS (L) INCREMENTS SHOWN 6. THIS ITEM MAY BE PRECAST OR CAST -IN -PLACE. PER FOOT MUST BE ADDED. THE AMOUNT OF CONCRETE AND STEEL DISPLACED BY PIPES MUST BE DEDUCTED TO OBTAIN TRUE QUANTITIES. 7. #4 X B" SMOOTH DOWELS AT APPROXIMATELY 12" C-C TO BE PLACED IN ALL AREAS ADJACENT TO 19. FOR DETAILS AND DIMENSIONS OF CURB, SLOT, BEAM, ABUTTING CONCRETE TO PREVENT SETTLEMENT. COLLAR AND GRATE, DROPPED GUTTER LINE, AND IN LIEU OF DOWELS A 2" X 4" NOTCH MAY BE REINFORCING AND STRUCTURAL STEEL NOT PROVIDED. SEE STANDARD T-DI-3, 4 FOR DETAILED SEE STANDARD DI-2A. ALTERNATE DESIGN. 8. 3" DIAMETER WEEP HOLE IS TO BE LOCATED TO DRAIN SUBBASE MATERIAL. WEEP HOLE WITH 12" X 12" PLASTIC HARDWARE CLOTH /4" MESH OR GALVANIZED STEEL WIRE, MINIMUM WIRE DIAMETER APPROXIMATE QUANTITIES FOR MINIMUM 9' DEPTH INLET TYPE DIMENSION L REINFORCING CONCRETE SEE NOTE 16 STEEL DI- Lin. Ft. Lbs. Cu. Yds. 2AA 2'-2" 609 2.77 23B 4'-0" 647 3.06 2CC 6'-0" 685 3.38 INCREMENTS TO BE ADDED FOR EACH ADDITIONAL FEET OF H L Cu. Yds. Conc. Lbs. Steel Cu. Yds. Cones Lbs. Steel 0.28 64 - - 0.28 64 0.16 17 0.28 64 0.16 17 SCHEDULE OF REINFORCING STEEL SEE NOTE 17 INCREMENTS TO BE ADDED FOR EACH ADDITIONAL FEET OF H L Cu. Yds. Conc. Lbs. Steel Cu. Yds. Cones Lbs. Steel 0.28 64 - - 0.28 64 0.16 17 0.28 64 0.16 17 SCHEDULE OF REINFORCING STEEL SEE NOTE 17 SCHEDULE OF REINFORCING STEEL SEE NOTE 17 BARS H BARS H1 BARS V NO REQ'D. LENGTH NO REQ'D. LENGTH NO REQ'D. LENGTH 4(15H+1)+8 N-2" 4(1.SH+ll+B 3'-3" 36 H-(T-4'9 STANDARD CURB DROP INLET SPECIFICATION REFERENCE 12" - 24'' PIPE: DEPTH (H) = 9' to 20' 233 104.05 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 TABLE OF QUANTITIE L REINFORCING STEEL TYPE CONCRETE I BARS A 1 BARS A-1 1 BARS B BARS B-1 Ft. Cu. Yda. No. Ltn. Ft.31F No. Lin. Ft. RIE No. Lin. Ft.RIE No. 1 Lin. ro-Pe v,_o„ 17, 1 1 1c1 3'-0" I a I'4-a"I _ DI-2B DI-2C 1. DEPTH OF INLET (H) TO BE SHOWN ON PLANS. NOTE 9. ALL REINFORCING STESHALL HAVE A 21. MINIMUM HEIGHT = PIPE DA .+2'-6" WHEN PIPES MINIMUM COVER OF 2". ARE LOCATED UNDER EXTENDED SLOT OF INLET. 2. THE "H" DIMENSION SHOWN ON THE STANDARDS AND SPECIFIED ON THE PLANS WILL BE MEASURED 10. ALL REINFORCING STEEL TO BE CUT CLEAR OF 22. DUMP NO WASTE DRAINS TO WATERWAYS LETTERING FROM THE INVERT OF THE OUTFALL PIPE TO THE ALL OPENINGS BY 2". IS REQUIRED ON ALL DI-2 GRATES. LOCATION OF TOP OF THE STRUCTURE. PLAN "H" DIMENSIONS LETTERING MAY VARY BY MANUFACTURER. ARE APPROXIMATE ONLY FOR ESTIMATING PURPOSES 11. CAST -IN PLACE CONCRETE IS TO BE CLASS A3 AND THE ACTUAL DIMENSIONS SHALL BE DETERMINED (3000 PSI). PRECAST CONCRETE IS TO BE BY THE CONTRACTOR FROM FIELD CONDITIONS. 4000 PSI. I/ " MIN RAISED WHEN SPECIFIED ON THE PLANS THE INVERT IS 12. LENGTH OF SLOT (L) WILL, IN EVERY CASE, BE LETTERING 3. TO BE SHAPED IN ACCORDANCE WITH STANDARD SHOWN ON PLANS. IS-1. THE COST OF FURNISHING AND PLACING ALL DUMP NO WASTE DRAINS TO WATERWAYS MATERIALS INCIDENTAL TO THE SHAPING IS TO BE 13. THIS STANDARD IS INTENDED FOR USE IN CURB INCLUDED IN THE BID PRICE FOR THE STRUCTURE. AD GUTTER SITUATIONS ONLY. DETAIL A IN THE EVENT THE INVERT OF THE OUTFALL PIPE 14. STANDARD INLETS MAY BE CONSTRUCTED WITH 4. IS HIGHER THAN THE BOTTOM OF THE STRUCTURE, CONCRETE BLOCKS IN ACCORDANCE WITH THE THE INVERT OF THE STRUCTURE SHALL BE SHAPED DETAILS SHOWN ON STANDARD DRAWING DI-MB. 2'-6" SEE WITH CEMENT MORTAR TO PREVENT STANDING OR PONDING OF WATER IN THE STRUCTURE. THE COST 15. THIS AREA MAY BE EARTHEN, IN WHICH CASE DETAIL A OF FURNISHING AND PLACING ALL MATERIALS INCIDENTAL TO THE SHAPING IS TO BE INCLUDED THE EXPANSION JOINTS WILL APPLY ONLY TO CURB AND GUTTER. F F IN THE BID PRICE FOR THE STRUCTURE.M. CONCRETE QUANTITIES SHOWN ARE FOR DEPTH STEPS ARE TO BE PROVIDES WHEN H W) OF 5'-2" WITHOUT PIPES. THE AMOUNT OR GREATER. FOR DETAILS SEE STARDARD ST-1. A ST- DISPLACED BY PIPES MUST BE DEDUCTED TO5. V OBTAIN TT UANTI FOR INLETS ITEM MAY BE PRECAST OR CAST -IN -PLACE. TTHIS DIFFERENT DEPTHS ADD OR SUBTRACT 0.28 ADD CUBIC YARDS OF CONCRETE FOR EAGi FOOT. 6. 12 4 X 8" SMOOTH DOWELS AT APPROXIMATELY SEE 12" TI BE PLACED IN AI.L AREAS AI)JACENT 17. LENGTH ARGLE IRON AS SHOWN OH1 SHEET DETAIL A 7. AC-CBU TO ABUTTING CONCRETE TO PREVENT 1 OF 2 IS TO BE L 16" AT 4.10 CBS./FT. IS - 45e SETTLEMENT. GRATE 18. At DENOTES LENGTH OF ONE (1) BAR. 3" DIAMETER WEEP HOLE To BE LOCATED TO 150 ± 7 LBS CAST IRON it 8. DRAIN SUBBASE MATERIAL. WEEP HOLE WITH 19. ALL REINFORCING BARS TO Bl 12'X72" PLASTIC HARDWARE CLOTH 11 " MESH OR GALVANIZED STEEL WIRE MINIMUM WIRE 20. GRATE TO BE INSTALLED SO SLOTS WILL DIRECT DIAMETER 0.03", NUMBER 4 SAESH HARDWARE WATER TOWARD THE INLET THROAT. SEILLCTION F-F CLOTH ANCHORED FIRMLY TO THE OUTSIDE OF THE STRUCTURE. SPECIFICATION STANDARD CURB DROP INLET Sheet 2 of 2 REFERENCE 1211-241I PIPE: MAXIMUM DEPTH (H)-91 233 REV 8/0 302 VIRGINIA DEPARTMENT OF TRANSPORTATION 104.04 T-D1-5 B B 5'-4"� A E� TE AL A SECTION A -A SECTION B-B 2" DIAMETER BAR a 10.58 LBS./FT. OR 14 BILLET STEEL BAR D B B L2Y2' x 2Y2" x N/4" 7.65 LBS./FT. ( ASTM A615, GRADE 60). DITCH PLAN MEDIAN PLAN WELD WELD x 4" STUD SEAR CONNECTOR T #5 x 5'-DBARS DETAIL A 20 ER 1 CONCRETE .*'•,. !., COVER 1/z" MIN.t•:/4" U PER U IER H <' COLLAR DIMENSIONS TO BE DITCH LINE MEDIAN DITCH GRATE DIMENSIONGw3 AND GRATE COLLAR SECTION SECTION (GALVANIZED) (GALVANIZED) • TOLERANCE + 1/2" 5 PVsO� ON i REV. 7/ 103.07 GRATE BAR SPACING CHART MAXIMUM GRATE DIMENSION TYPE a b A I 1Yz" 3" A llC 1" 1" ST'D COVER DIMENSIONS AND QUANTITIES PG-2 TYPE W1 W2 W3 W4 D D1 D2 X Z A1,A2,A3 3'-OYz" 2'-0y"" 2'-Os/Is" T_Oaw 6" 4" 3" 14-P 2P_2n B1,92,93,94, Cl ,C2,C3 2'_9" 2'-9'' 1'-63{s" 1'-6%" 8" 4Y2" 4Ak. 16" 2'-8" E 2'_3" 2'_3�� 1'_gI/I6" 1'-8�6 �� 12�� 9�� 9�� 19�� 2�_6�� 0 / \ • / \ NOTES: 1. SEE GENERAL NOTES -PRECAST FOR ADDITIONAL DETAILS. 2. CONCRETE SHALL BE 4000 PSI MINIMUM. 3. REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ASTM-A 615. 4. CONCRETE COVER AND GRATE ARE TO BE FURNISHED AS A SINGLE UNIT. 5. DIMENSIONS SHOWN ARE MINIMUM. ACTUAL DIMENSIONS MAY VARY WITH MANUFACTURER. 6. GRATE BARS ARE TO BE INSTALLED SO THEY WILL BE ALIGNED PARALLEL TO THE DITCH FLOW. WHERE PAVED DITCHES ARE REQUIRED, 7. WHERE DITCH SLOPES DO NOT MATCH THOSE OF INLET COVER, THE AREA ADJACENT THEY ARE TO BE DOWELED OR KEYED TO THE INLET IS TO BE GRADED TO PROVIDE A SMOOTH TRANSITION. TO CONCRETE COVER AS DIRECTED 8. DI-5 IS TO BE UTILIZED IN LOCATIONS NOT NORMALLY SUBJECT TO TRAFFIC. BY THE ENGINEER. SPECIRCATON RITEl EWE STANDARD PRECAST TOP UNITS 105 VIRGINIA DEPARTMENT OF TRANSPORTATION 233 302 U n U O Z to '^ V1 - to � N m W d N N to 0(n -� O U W U¢ 0Wiu n J 0) 0 J Z H J ' N LLzLUUOo Z L L(D U > W J 2 (a a- dW (n rnU Q O W Z O � OL W 2 Cc U LU 0 0 U 0 Z Z 0 0 U � BE j W W OL (n Z 0 CID Y m J 2 CID LU Q N � N O Z DRAFTER: SML DESIGNER: CCM PRODUCTION ZOD �o���PyTH Op Df�r Christopher C. Mulligan Lic. No. 12/12/22 �W4• OX,'*81ONAL E�Glt, z O /) J V) Q _ - LLJ 0 z p � W Q w U � Q z ��/� V ) Li J °6 z - O Q III N D W o z LU J 1__L DATE: 8 SEPT 22 SCALE: N/A JOB: 487 SUB: 2022-000 SHEET: 24 OF 26 STORM SEWER DESIGN ROUDARUSH. GALE A ASSOCIATES. INC. 10 YEAR FREQUENCY ENGINEERS, SURVEYORS AND LANDPLANNERS 914MONTICELLO ROAD-CHARLOTESV&LE, V/ROIN/A 22902 Phone: (INI 917-0205-Fax: (434)2965220-EMAIL WFO@g0UDABUSHC0M NAME: Bream JabN: 487 DGN: CM Date: 11/17IN22 ROOM TO as C CA TicRAIWALL MINOW INVERT lwm LENGTH SLOPE NAM. CAPACITY VELOCITY MMTIME r A. PNM PoIM (ACRES) ;.R. JAMUM MIMRB INIM CPS UPPER LW162 PEST % INCHES CFS F.P.S. MN 1W INS an 0.75 0.21 1.91 SM 6.67 12.71 SON 36320 36.00 1.25% 18 11.74 61 am compoine in IN 030 0.75 0.23 2.13 5.09 6.64 14.14 363.00 Milan 13300 2.44% 18 16.41 10.w 0.21 Inlet Pipe IN 1.78 0.35 0.82 0.62 12.00 law 3.11 M3.50 man 3100 12.50% 15 M.83 12.90 ON Low Area Drain IN IN 0.2E 0.75 0.20 5.08 12.04 AN 2538 Man New 32.00 2.34% 24 34.62 11.89 ON 102 100 0.17 0.75 0.13 5.21 12.08 AN 25.98 358.60 seem 28.00 2.14% 24 M.10 11.53 ON OW 2.79 BB IN ( ) 98( 1) SNOUT) 2.02 0.75 1.52 1.52 Sm 6.6] 10.10 383.00 355.50 78.00 91 15 20.28 16.91 0.07 Temp. Entrance R P Pe 80P4A 114 112 0.83 0.65 0.99 5.11 6.W 372.58 3fa0 0.71% 15 0.11 SAG 114 112 0.50 aQ 0.42 0.99 5.11 8.63 6.57 6.5] W2.B0 3]2.38 370.40 182.00 1.09% 15 6.13 61 6.31 6.31 0.48 SAG 1.26 26 0.50 1% 101 2.78 8.50 17.92 360.50 358.]5 118.00 0.84% 24 18.03 5J4 0.34 SWMNyOutComroU 112 110 0.31 0.50 0.16 1.15 S59 8.47 7.42 370.30 368.35 144.00 1.W% 15 7.51 6.12 0.39 110 has 0.51 0.50 0.26 1.70 See 6.35 10.78 395.25 Basin ]2.00 2.08% 18 15.15 9.19 0.13 OWall 0.82 COMPOSite IN 118 an 0.75 0.24 0.24 5.00 6.67 1.60 W5.25 375.05 3100 0.67% 15 5.27 an 0.13 118 116 a07 0.80 0.06 0.30 5.13 6.82 1.8E 374.85 374AI 46.00 am% 15 6.31 4.57 0.17 0.39 132A iW 5.30 0.35 IN 1.86 5.00 61 12.36 MGM Mam 40.00 5.75% 15 15.48 1385 an In 13GA a59 0.75 a,A 2.30 5.00 61 15.31 WILDO 375.70 26.00 111 15 19.20 17.18 0.03 130A In OAS 0.75 aM 2.64 5.03 6.6E 17.54 W2.00 371.00 109.00 am% 24 21.66 7.59 0.24 2C ES4 &OP6 6.34 Ou Fall 142 140 O.W 0.75 ON 0.65 5.00 61 4.35 401.50 40127 27.00 am% 15 5.96 an am Composite 140 IN 0.0E 0.75 0.05 0.70 Sol 61 4.0 401.07 3W.49 250.00 5.43% 15 15.05 10.8E 0.38 INS INA 2.00 0.43 D.W DAD 15.00 4.55 3.64 389.a0 333.75 4B.00 la94% 15 2135 12.90 aw Open End Pipe IMA IN 200 aQ am 1.60 15.06 4.54 7.26 383.55 382.21 81 1.63% 15 8.25 7.55 0.18 IN IN 0.15 0.60 aM 2.39 15.24 4.51 IaTr 3W.01 374.94 121.00 5.84% 15 15.61 13.56 0.15 IN 134 0.00 0.00 0.00 2.39 15.39 4.49 lan 374.74 374.00 84.00 am% 18 9.85 ass 0.25 01136 6.08 164C(IN) la4C(OUT) ON 0.75 an DAB Six 6.67 4.50 416.5 416.12 42.00 a.m% 15 6.14 5.40 0.13 open end culvert INB FILM an I am 1.90 8.00 5.81 11.04 404.25 403.51) 41.00 1.83% 15 11 7.12 0.10 open end culvert 164A IN 2.00 0.35 aM 2.60 12.0D 5.00 13.00 4a1M 401 M 20.00 sm% 15 18.26 15.96 O.M open end culvert 161 162 am 0.50 0.27 2.87 12.02 5.00 14.31 401.50 400.93 27.00 4.44% 18 M.13 13.19 0.03 162 IN OA3 0.75 0.10 296 12.06 4.99 14.78 40.10 39600 125.00 3.28% 18 19.01 11.75 0.18 10.00 160 IN 0.15 0.75 0.11 3.08 12.23 4.9E 15.25 395.80 391 2.88% 18 17.82 11.24 0.19 DNate 158 IN 0.25 0.75 0.19 326 12.42 4.0 16.08 =.00 391.00 WIND 3.33% 18 19.17 12.04 O.W 156 In 0.13 0.75 0.10 336 12.4E AN 18.54 381.06 379.00 68.00 3.03% 18 18.27 11.68 0.10 3.19 152 In 1.50 0.75 1.13 1.13 5.00 6.67 7.50 354.90 354.40 30.00 1.67% 15 8.34 7.66 0.07 1So 1A8 1.5 0.75 1.13 2.25 S.W 6.64 14.95 354.20 350.50 108.00 3.43% 18 19.43 11.96 0.15 148 1A6 1 0.75 an 3.00 sm 0.59 19.78 350.30 326.03 152.00 15,97% 18 41.95 23.90 0.11 See ELS42 Outtall 4.00 174 172 0.47 0.75 0.35 0.35 sm 8.87 2.35 382.00 381.79 30.00 0.70% 15 sQ 4.33 0.12 in In 0.17 0.75 0.13 0.48 5.12 6.63 3.18 381.59 376.43 3Mao 1.]2% 15 8.47 6.49 I 0.64 in 154 3.84 TQ 5.8E 22.89 WON 374.60 M.00 4.W% 21 34.18 15.08 ON OP9 in In 0.41 0.75 0.31 0.31 8.M 5.81 1.70 355.00 354.70 27.00 1.11% 15 6.81 AM 0.10 IN IN 0.42 0.75 0.32 1.74 am 5.86 9.84 354.50 350.41 l5aM 293% 18 17.34 10.10 0.25 176 Existin, 21.10 01 BA4 8.44 25.00 3.54 29.88 M9.50 N2.75 167.00 AN% 36 Islas 15.24 0.18 182B 18M 1.40 0.75 1.05 1.05 12.00 5.00 5.25 351.25 Most 30.20 1.13% 15 6.85 law 0.08 INA iW 1.40 0.75 1.05 2.10 12.08 4.99 10.47 35law 34800 87.90 2.84% 15 10.89 10.17 0.14 In IN all 0.75 0.08 3.92 12.23 4.96 19.42 N7M 34(am 27.00 4.W% 18 21.19 13.59 0.03 IN In all 0.75 0.08 5.73 12.26 4.96 28.40 34150 Milan ]2.00 10.42% 18 Base 21.28 0.08 178 17M ON 0.75 an 6.25 12.32 4.95 17.10 Man 3NA4 isaw 3.90% 16 2175 12.93 0.17 OP8 25.62 IN IN 082 0.75 D.62 D.62 8.M 5.81 3.57 356.40 Wall 4B.00 a.m% 15 5.10 4.45 0.18 in IN 087 0.75 D.50 1.12 8.18 an 6.44 SEEN 35'aw 281.aD a,15% 15 12.a0 9.98 0.47 1,69 ROUDABUSH, GALE& ASSOCIATES, INC. HYDRAULIC GRADELINE 10YFARFMUMN ENONEERS, SURVEYORS AUTO"M FIANNERS 914 MONTICELLO ROAD- CWIRLOTESVILLE, VROMM 22902 Phone:(434) Wilms -Far: HNNE)-5220-EMALL ftPO@ UDASVSH.COM NAME Breezy HAl Job#: 487 Skew Factor= VOLT K Factor (a 9, Fig. 99) DGN: CM Bah: 11/17I2022 I.. gRLET Ohi OUREr PIP FRICTION nORION R OUEr CONTRACT INLETRIFE INLET PIPE >li FLET SHEv >NNO JUNCTION INFLOW INSFAR FINAL IV�IRFM AN ILEX .1. W06D/ PIPEOA OOUTLET YHARG LENGTH SLOPE LOSS RPEV6 LOSSES osclww vELOCITY LOSS UP LOSS FACTOR LOSS LOSS INC. PM Ge 54% HEAD ILEX 32120 wse In 322.20 30 5500 SIN 0.0180 1.02 1354 071 1878 2390 472,76 3,10 010 0.88 4,70 5,73 327.93 332.26 In 327.93 16 19,76 INN 0. 0055 5.39 2390 222 law 11.98 17907 0,78 0m 1.47 4,47 9.8E 337.79 WIN IN 351.70 16 1495 108.00 a.MM 2.19 1198 ON 7SO 7.88 5745 032 070 ON 151 370 35540 miK 152 355.G 15 750 Woo a. has 040 7Be 023 am 0NO am 023 0M ME 03 MI76 3720o U-P4.M 130A 372.M 24 17.54 109.00 00060 0.6E 7.59 022 1531 17,18 253.05 1.60 0.10 0.46 2.29 2.94 37554 364.77 132 376.70 15 1531 26.00 00562 1.46 17,18 1,15 12.3E 13.M 171.29 IN 0No 2.19 3.0 380.35 364.77 IMA 381.70 15 12.36 109.00 0Mes 3.99 7.59 022 am am 0.No 0.22 4.M 381 388.00 37590 5e 170 376. C0 21 2289 3503 00009 073 003 aOn 1654 Iran 1024 074 0M Oil 085 159 37758 38651 72 377% 15 3.18 300 OJ 01 4 073 649 016 235 4M 1016 0.10 0w 017 0a 117 37674 309.87 174 382.79 15 2.35 33.00 OW13 0.N an 0.07 0.00 0.07 0.11 382.90 388.87 IN No 20 18 last N.00 00248 1.69 11.68 0.53 16C8 12.04 19167 am ON 0.00 1.M am 38320 398.93 IN 392.20 16 1606 saw 002M 0.70 12.04 0.5E 1525 11,24 171S1 069 am 1.37 262 3.33 WI 398.93 IN Men 18 1525 125M OM11 2.64 11.24 On 1478 1175 17366 075 ON 1,16 2.G 5.0 4W 56 4M.30 IQ 400.5E 18 1476 125M 001% 246 1175 054 14,31 1319 18876 O55 0To IN 3.37 5.85 40541 40709 IN 405.41 16 1431 2780 OWN 0.50 1319 am 0No 0BE 1.18 407.59 407 61 81,0180 1M 351.81 18 984 15a.00 a. Dow 1.32 1010 on 1,79 4.68 an OA2 On 024 075 2U Mass MI 32 IN 355.70 15 179 27M a.OWB 0.N 4BE an aM am am 0M 0M am Din a.11 MEN 362.21 31975 IRA 319.75 16 2640 72.00 0W31 5.26 21,28 1,76 am am am am 013 0No 1,76 7.02 3M77 320.97 In 319.75 18 17.10 136.00 00265 3.60 12.98 ON Mn 21,28 604.32 246 013 0.91 4.03 7.0 327.38 343.40 1N 340.20 18 26.40 72.00 0W31 5.26 21,28 1,76 1942. 1359 Nagar 1M am 0No 2.76 8.02 34&22 357.51 182 347.90 18 1942 2700 0042 a92 1359 072 29M 1524 4153E 126 0M 018 2.16 3No no 98 Me03 INA Mines 15 ON 000 0ro allo 0IS) ONO OCO Oro 003 ONO 0M 0On 0Or 000 wo 98 35751 162E 351.91 15 1047 87N 00063 231 1017 040 9N mm W44 055 0M 0ro 104 3N M525 320 97 3720o U-P4M IN 375.20 18 1073 84 001N aSo 558 012 1077 13% 146.04 1Or 0% 1So 3On 3So 37988 387M INA 385.05 15 726 82 00126 1N 755 022 726 7M Sam 031 0To 0W 115 218 M726 Ins 387.2E 15 3M 48 0OA2 0.15 12W aAS 0So aOn 0To 0GO 0AS 0PC we06 In 379.OR 15 1077 121 0M78 3.37 1356 071 726 108E TEST ON OTO 1,28 2N 6.GO M508 No 48 1" 358.49 15 4.M 250 0.0051 1.26 108E 0A6 4M 5.23 2276 015 0m ON OW 2.19 no 68 410.OR 142 402.27 15 4.35 27 a.O045 0.12 523 all 0.00 all a.23 402.50 410.09 am. 100wae 1N 357. GO 24 2598 28 a.0132 0.37 11.53 OM 2538 11.89 JOIN 077 028 061 IN 2.27 :0 mg..87 384.71 1W 303.G 24 2536 32 0.0126 0.40 11.69 am 14,14 1037 lease am am 1,17 2w 2,71 mail MAN IN No 11 16 1414 133 00181 241 1037 042 1271 12,71 tern am am 1.76 aM 5.46 369.57 369.27 IN 380.57 16 1271 36 00146 053 664 017 am 0.17 070 Mg 27 37044 110 3fi9.27 18 10.78 72 OWNS 076 919 0.M 7,42 6,12 4541 0.20 am 0.41 art 1.m 370.96 373.9E 112 370.8E 15 7.42 144 00132 1.9E 612 0.15 657 6,31 41.A5 0.22 O.M 0.43 am 2.69 3736E 379.98 114 373. E6 15 6.57 182 00103 1.88 631 0.15 a84 3.84 1472 E.CB 0.. am 0.. 2.18 37584 379.57 Ile 375.84 1 15 3.84 31 0. Was 0.11 4.74 0.in 0No 0.09 0.20 37&03 379.74 118 370.% 15 196 M00 O. COfd 0M 457 am 1W 3T9 803 OOP OTO 016 031 0w 37132 37932 In 371.M 15 1So an 00 O. COCB 002 379 aOR 003 OCO 0On 006 00] 37139 37939 INLET COMPUTATION - 4 INCHES PER HOUR PSECTION: M1weROJECT: PhavoBramay Hill 1 DESIGNER: ccm ROUDABUSH, GALE& ASSOCIATES, INC. ENGINEERS, SURVEYORS AND LAND PLANNERS 04 MONTICELLO ROAD -CHARLOTESV9IE, VIRGINIA 22902 Phone,0"97174205-Fex:(434)29642M-EMALLNFOOROUDABUSNOOM BREEN HILL SUBDIVISION Jobk: 487 DGN: CM Date: 1111712022 h93a-rype A -nose LOCAL O..ISSION 21NCHE5 hPAn'11 ai INLET L STATION M CA C C CA Te CA IMBISTY 01ne1 -1 OrGUTTER SCATTER -CAME GUIR w Wn ew Swarm Fn a Sw= .(A.)- LIM15)(N) LILT GUTR FLOP/ EM18) h 01(caP) 01 nips/a Oa WAIT SPREAD SPREAD GUTR GUTR (min) GUTR III C. C. FLOW SLOPE SLOPE SPREAD R FTIFT L(1Yw) Smr W 'Ec Perini C H n SAG GRADE Fi CARRYOVER AT MG on RSARK8 iM 8.0 0.17 0.17 0.15 On 0.13 0.14 4.0 0.61 0.67 1.11 O.MO amm 3.3 2 0.602 Own 4.0 a99 as 0.148 0.103 6.8 1.2 0.19 1.000 0.4E sn 0.12 3.49 sag 1" 8.0 0.26 0.26 0.15 0.76 0.20 0.20 4.0 0.78 0.61 1.39 O.MO 0.0208 3.6 2 asset Own 4.0 0.0 3.6 0.148 0.1M 8.2 1.0 0.20 am 0.4E 7.40 0.14 AN sag 106 2.5 0.30 0.30 0.15 aw 0.23 0.24 4.0 am 0.9E 0.080 0.0208 2.3 2 OAN 0.0833 4.0 ON 3.6 0.148 0.103 13.1 0.2 0.17 0.318 0.4E ON 0.16 0.61 IN 2.5 0.28 0.28 0.]5 0.75 021 0.21 4.0 0.84 0.84 am 0.0208 22 2 am own 4.0 ON 3.5 0.146 0.103 12.7 02 0.17 0.326 0.48 0.27 0.15 0.57 110 2.5 0.51 0.51 ON ON 026 0.41 4.0 1.M IN saw 0.0208 3.5 2 0.571 own 4.0 ON 3.5 0.146 0.102 10.8 02 020 0.378 0.4 am 0.17 0.0 112 2.5 0.31 0.31 ON am 0.16 0.16 4.0 an 0.62 saw 0.0208 2.4 2 0.821 own 4.0 ON 3.5 0.146 0.103 8.7 0.3 0.18 0.456 0.4 0.28 0.12 0.34 114 12.0 0,83 0.83 ON aw 0.42 0.66 4.0 1.8E 2.66 0.020 0.0208 4.6 2 0.435 OWN 4.0 35 0.148 Out 29.1 0.4 0.22 1.000 0.4E law 0.13 4N Sag 116 8.0 0,43 0.43 ON am 0.28 0.28 4.0 1.12 1.12 O.MO 0.0208 3.3 2 0.601 OWN 4.0 3.5 0.148 0.021 24.7 0.3 0.19 0.50E 0.4E 887 0.12 3.64 Sag 118 2.5 0,07 0.07 am am am 0.06 4.0 0.22 O.W 0.8E 0.030 0.0208 2.8 2 0.705 OWN 4.0 aw 3.5 arm aide 5.4 0.5 0.18 0.671 0.4E am 0.16 0.28 IN 2.5 0.32 0.32 On ON 024 0.26 4.0 0.9E au 1.3E 0.030 0.0208 3.4 2 0.593 own 4.0 age 3.5 0.146 0.102 10.0 02 020 OA(D an am 020 0.77 IN 13M 8.0 0.45 0.45 On ON au 0.36 4.0 1.35 1." 0.010 0.0208 3.8 2 0.522 own 4.0 3.5 0.146 awl 21.7 0.4 020 0.563 an 7.32 0.14 4.42 sip 132 12.0 0.59 0.59 0.75 am am 0.47 4.0 1.77 1.89 0.010 0.0208 4.2 2 OAM OWN 4.0 3.5 arm 0.021 24.3 0.5 0.21 01 0.4E low 0.13 4.31 sip 136 M.H. 0.00 138 2.5 0.15 0.15 ON am am 0.12 4.0 0.3E a`18 0.062 0.0208 1.9 2 1.039 OWN 4.0 aw 3.5 arm aide 8.2 0.3 0.16 0.479 0.4E 1.82 0.17 am 0.19 140 2.5 0.06 0.06 On 0.75 am 0.05 4.0 0.18 0.18 am 0.0208 1.4 2 1.416 own 4.0 ON 3.5 0.146 0.103 5.8 0.4 0.12 0." an 1AS 0.12 am 0.0E 142 2.5 0,87 0.87 On ON am 0.70 4.0 2.61 2.78 am 0.0208 3.9 2 0.508 own 4.0 age 3.5 0.146 0.102 17.8 0.1 021 0.238 an 3.53 am am IN 1" M.H. 1" 12.0 1.00 1.00 0.75 0.75 0.75 0.75 4.0 3.00 2.06 5.06 0.030 0.0208 5.5 2 ONE OWN 4.0 3.5 arm 0.021 42.2 0.3 0.24 01 0.4E 15.45 0.27 10.87 Sag IN 12.0 1.50 1.50 0.75 0.75 1.13 1.13 4.0 4.50 4.50 0.03E 0.0208 5.1 2 am OWN 4.0 0.87 3.5 arm 0.093 21.5 0.6 0.23 0.771 0.4E 14.8E 3.47 0.25 1.03 162 12.0 1.50 1.50 0.75 0.75 1.13 1.13 4.0 4.50 4.50 able 01 5.1 2 am OWN 4.0 0.87 3.5 0.14E 0.093 21.5 0.6 0.23 0.771 0.4E 14.86 3.47 0.25 1.03 IN 8.0 0,13 0.1E 0.15 0.76 0.10 0.10 4.0 0.39 am a69 am 0.0208 2.3 2 O.B78 00833 4.0 0.98 3.5 0.14E 0.103 8.2 1.0 0.17 am an Sea On am am IN 2S 0,25 025 0.15 am 0.19 0.20 4.0 0.76 020 1.00 am OMO8 2.6 2 0.764 OMM 4.0 on 35 0.14E 0.103 10.8 0.2 0.18 0.37 0.4 2S2 0.3E 0.17 on 160 2.5 0,15 0.15 0.15 0.76 0.11 0.11 4.0 an 0.16 0.61 0.03E 0.0208 2.4 2 am amn 4.0 On 3.6 0.14E 0.1M 7.7 0.3 0.17 0.50E 0.4E 2.17 0.31 0.12 aw 162 2.5 0.13 0.13 0.75 am 0.10 0.10 4.0 on 0.42 am 0.0208 1.9 2 1.035 own 4.0 1.00 3.5 0.146 0.104 7.9 0.3 0.16 0.494 0.41.87 0.19 an 0.20 1" 8.0 0.53 0.53 ON am 0.27 0.27 4.0 IN 1.06 am 0.0208 2.7 2 0.729 own 4.0 ON 3.5 0.146 0.1M 12.2 0.7 0.18 am 0.48 6.75 aw 0.12 0.16 170 MH TM 8.0 0.17 0.17 0.15 On 0.13 0.14 4.0 0.51 am 0.54 O.MO 0.0208 2.5 2 0.786 0.0833 4.0 ON 3.6 0.148 0.1M 6.8 1.2 are 1.000 0.4E 6.29 0.51 0.07 am 174 8.0 0.47 0.47 0.15 0.76 aw 0.35 4.0 1.41 ON 2.00 O.MO 0.0208 4.1 2 01 Own 4.0 0.9E 3.6 0.148 0.101 10.6 0.8 0.21 0.N2 0.4E 8.34 1.84 0.18 0.16 1]8 M.H. IN 8.0 0.10 0.10 0.]5 0.75 am 0.08 4.0 am 0.55 ON 0.025 0.0208 2.9 2 am own 4.0 ON 3.5 0.146 ON4 6.1 1.3 0.19 am 0.48 6.26 0.10 2.66 sag IN 8.0 0.10 0.10 0.]5 ON am 0.08 4.0 am ON 0.90 0.025 0.0208 3.0 2 0.671 own 4.0 ON 3.5 0.146 0.094 6.1 1.3 0.19 am 0.4 6.35 0.10 2.80 Sam IBM 2.5 1,40 1.40 0.15 0.76 1.0 1.05 4.0 4.20 4.20 O.M5 0.0208 5.3 2 0.3T7 OWN 4.0 am 35 0.1,16 am 18.9 0.1 0.24 am 0.4E 4.14 4.16 045 ON 182B 2.5 1,40 1.40 0.15 0.76 1.05 1.05 4.0 4.20 4.20 O.M5 0.0208 5.3 2 0.3T7 OWN 4.0 ON 3.5 arm am 18.9 0.1 0.24 am 0.4E 4.14 4.16 a`15 ON IN 8.0 0.42 0.42 0.75 0.75 am 0.32 4.0 1.26 1.26 0.030 0.0208 3.3 2 0.611 OWN 4.0 ON 3.5 arm 0.1M 11.3 0.7 0.19 1.000 0.4E 7.15 128 0.13 am 186 8.0 0.41 0.41 0.75 0.75 0.31 0.31 4.0 1.23 1.23 0.030 0.0208 3.2 2 0.616 OWN 4.0 ON 3.5 arm 0.1M 11.1 0.7 0.19 1.000 0.4E 7.09 1.ZJ 0.13 am IN 8.0 0.67 0.67 am 0.75 0.54 0.50 4.0 2.14 2.01 O.MO 0.MC8 4.1 2 0.A82 Own 4.0 ON 3.5 arm 0.101 12.6 0.6 0.21 0.837 0.All 8.54 1.BJ 0.19 ON IN 8.0 0.82 0.82 am 0.75 0.6E 0.62 4.0 IN 2.46 O.M 0.MC8 4.5 2 0.447 OWN 4.0 an 3.5 arm 0.101 13.7 0.6 0.22 ant 0.A6 9.13 2.M 0.21 am SEWER DESIGN ROUDABUSH, GALE & ASSOCIATES, PIC. ENGINEERS, SURVEYORS AND LAND PLANNERS 914 MONTICELLO ROAD -CHARLOTESVa1E, VIRGINIA 22902 Phone: (434) 9U,0205 -Fax: (434)29B4i220. EMAIL /NFO&ROLVABUSH. COM NAME: BTee� Job#: 487 WIN CM Date: ll/lV2022 10 YEAR FREQUENCY 142E 142F 19.90 0.40 7.98 ].98 5.OD 5.43 37.64 356.50 956.W 35.00 1.43% W 79.68 11.35 0.05 FbaY-Ex. iM,OPNI2A 142D 142C 0.00 ].96 5.as 5.43 40.85 350.00 17.50 Be No 1506% 24 87.75 28.03 0.05 311 Ori1Ce BYFa Ss-0P11 14M lQ13 5.43 14.OD 331.OD 329.OD 172.W 1.16% 15 6.96 5.W 0.51 Low flow to ELS#1 142B E.L.S.41 18.90 0.40 7.9E ].96 25.00 5.43 14.OD 322.82 321.OD 152.OD 1.N% 15 7.2E 5.91 DI Barrel Outlet Control Henrico ED{.L.S. :WER DESIGN ROUDABUSH, GALE&ASSOCIATES, NC. 10 YEAR FREQUENCY ENGINEERS, SURVEYORS AND LAND PLANNERS 914 MONTICELLO ROAD- CHARLOTESVBIE, VIRGN/A 22902 Phone: (434) 9TT0205-Fax: (434)29"2M-EMAIL NFOCROUDABUSHCOM NAME: Bm� Jow: 487 DON: CM Date: I111V2022 140 146A 8.24 0.40 3.30 3.ea 5.00 5.43 17.90 34000 327.E 5.66% 18 24.99 15.18 0.25 Riser-0IS Conversion 146A 146 0.00 3.30 5.25 S.d3 1].go 32].No 323.So ].110 4.02% 18 21.0E 13.27 0.11 �2'N 146 144A 4.00 0.75 3.00 630 5.36 5.43 55.00 MILES 319.70 57.00 2.02% 30 58.23 13.54 G07 144A 144 1.2] 0.40 0.51 6.80 5.43 5.43 Saw 319.A0 319.25 18.00 0.78% 36 58.23 9,52 am Henrico EcE.L.S. #2 SEWER DESIGN ROUDABUSH, GALE B ASSOCIATES, it 10 YEAR FREQUENCY ENGINEERS, SURVEYORS AND LAND PLANNERS 914 MONTICELLO ROAD - CHARLOTESV/LLE, VIRGINIA 22902 Phone: (434) NTT-0205-Fax. (434)NMIZ220 - EMAIL NFO@ROLDABUSHCOM NAME: Bream Job#: 487 WIN: CM Date: ll/1N2M2 FROM TO G C CA Tc RAINFALL I4M-0W IASI INVE3R LENGTH SLOPE NAM. CAPACITY VELOCITYMMTME REMARKS POW PoIM (ACM) INCR JACCUM MINUTES IWHt CPS IEPet LOWER R£T % ICE CIS F.P.S. MIN IN INA 19.W O.AO 7.9E8.00 5.43 B8.38 368.50 367.00 Nao 2.21% 36 99.01 15.69 0.07 RIA,-Ec#IDP#9A 192 192A 0.00 7.9E B.W 5.43 ]1.19 3�.00 357.00 81.00 3]0% 36 128.30 18.62 0.07 WIE IN 178 4.86 0.85 4.13 4.13 14.W 5.43 26.A5 347.00 339.00 TICO 11,11% 18 35.00 21.49 0.06 outlet Barrel Control 178 17M 0.GO 4.13 14.5E 5.43 5.05 323]5 318.44 141.00 3.77% 18 20.37 9.57 0.25 Ms By-Paaa Me rloow 178A E.L.S.013 0.00 4.13 14.80 5.43 5.05 316.24 315.75 67.00 0.73% 18 8.0 5.M 0.21 Del EL.S. 178 OP13 5.43 21.41 326.00 322.75 39.00 8.33% 35 192.45 17.76 aGl. 9/-Paas olarall Rue 176 Existing 21.10 0.40 8.44 8.44 25.00 5.43 45.83 328.50 322]5 221.07 3.05% 35 116.49 15.71 0.23 Ba. Rtmtnt Channel SEWER DESIGN ROUDABUSH, GALE B ASSOCIATES, NC. 10 YEAR FREQUENCY ENGINEERS, SURVEYORS AUTO LAND PLANNERS 914 MONTICELLO ROAD - CHARLOTESV/LLE, VIRGINIA 22902 Phone: (434) NTT-0205-Fax. (IIN)2NBd220-EMAIL INF0@20UDABUSH COM NAME: BNMY Hit Job#: 487 DGN: CM Dale: 111IV2M2 F1EM TO p0 C CA Tr MINFALL PL40FF IM/BLT INVB[r LENGTH SLOPE M. WIPACRY VELOCITY FLOW THE FB4ARxS INCR ACCIM POINT POINT (ACRES) MRMES IWIR CFS UPPER LOWER FET % INCHES an F.P.S. MIN 196 04 6.04 0.to 2.42 2.42 5.00 5.43 17.92 350.50 359.75 114.00 0.66% 24 18.34 5.84 0.33 Ex. #4 IN 102 3.18 RM 2.39 4.80 5.33 6.5E 25.3E 359.55 358.80 32.00 2,34% 24 34.62 11.E 0.04 102 OrP4 4.80 5,37 (a54 25.9E 356.60 356.00 28.00 2,14% 24 33.10 11.53 a. 2011 Virginia Standard Highway Signs Book r /Ar�' N1, - - OFF CONSTRUCTION E F ------- -- - - G ENTRANCE F A K XL1 G H W11-V2 CONSTRUCTION ENTRANCE A B C D E F G H J K L 38 0.60 0.875 1 2.25 6 5 B 3 7 D 32 222 Var. 1 48 0.75 1.25 1 3 10 5 B 4 8 D 385 26.E Var. TTC SIGN COLORS: LEGEND - BLACK BACKGROUND -FLUORESCENT ORANGE (RETROREFLECTNE) RECONSTRUCTED DAM SECTION 1 VARIES VAR Q EXIST. GRADE STR At L STATION 100 102 8.0 104 8.0 106 2.5 108 2.5 110 2.5 112 2.5 114 12.0 116 8.0 118 2.5 120 2.5 122 124 SB#1 RISER 130 130A 8.0 132 12.0 132A 134 136 M.H. 138 2.5 140 2.5 142 2.5 144A M.H. 146 M.H. 146A M.H. 146B M.H. 148 12.0 150 12.0 152 12.0 154 156 8.0 158 2.5 160 2.5 162 2.5 164 8.0 170 M.H. 172 8.0 174 8.0 176 178 8.0 178A 8.0 180 8.0 182 8.0 8.0' IMPERVIOUS CLAY CORE 182A 2.5 / (COEFFICIENT OF PERMEABILITY 182E 2.5 EQUAL TO 1 X 10 CM/SEC. OR LESS) 184 8.0 186 8.0 2.0' 1 184 8.0 2 186 8.0 uAR. 1 1 1 4' MIN. ------_---- ----- 4 0' EMBANKMENT MATERIAL (SELECT BORROW COMPACT TO 957- MAX. DENSITY NOTES: AS DETERMINED BY THE MODIFIED PROCTOR METHOD ASTM D-1557) 1. STRIP AND SALVAGE TOPSOIL FROM EXISTING GRADE WITHIN THE TOE OF SLOPES PRIOR TO CONSTRUCTING THE EARTH DAM EMBANKMENT. 2. PLACE SALVAGED TOPSOIL ON EARTH DAM SIDE SLOPES, SEED, FERTILIZE AND MULCH IN ACCORDANCE WITH VOOT SECTION 603. 3. MATERIAL EXCAVATED FROM THE CLAY CORE AREA MAY BE USED AS EMBANKMENT MATERIAL IF APPROVED BY THE ENGINEER. 4. THE CONTRACTOR SHALL MAKE A DETERMINATION AS TO THE SOIL CONDITIONS THAT EXIST AT THE SITE. IF UNSUITABLE SOILS ARE ENCOUNTERED (CBR OF 4 OR LESS), THE CONTRACTOR SHALL UNDERCUT THE EMBANKMENT BASE A TOTAL OF 4' BELOW GRADE WITHIN THE TOE OF SLOPES AND PLACE SELECT BORROW MATERIAL. 5. THE CONTRACTOR SHALL CONSTRUCT THE EARTH DAM EMBANKMENT IN ACCORDANCE WITH VDOT STANDARD SPECIFICATIONS FOR CONSTRUCTION SECTION 303. STRUCTURE SCHEDULE NOTE: ST-1 STEPS REQUIRED ON ALL INLETS GRATER THAN W IN DEPTH SL-1 SAFETY SLABS REQUIRED FOR INLETS GREATER THAN 12' IN DEPTH STR # DESCRIPTION TOP/INV H 128 60" RCP RISER & ANTI -VORTEX 377.86 7.86 142E 60" RCP RISER 8r ANTI -VORTEX 362.00 5.50 142F 36" ES-1 END SECTION 356.00 142D 60" RCP RISER & ANTI -VORTEX 356.50 6.50 142C 48" RCP RISER & ANTI -VORTEX 344.30 13.30 with 36" ByPass Orifice & OP#12 338.68 142B 48" MANHOLE 334.92 12.00 STRUCTURE SCHEDULE NOTE: ST4 STEPS REQUIRED ON ALL INLETS GRATER THAN 4' IN DEPTH SL-1 SAFETY SLABS REQUIRED FOR INLETS GREATER THAN 12' IN DEPTH 146B 48" SB#2 RISER w/ANTI-VOTEX - CONVERT & REPLACE w/DI-5 351.00 11.00 146A 48" MANHOLE 338.42 11.42 146 48" MANHOLE 332.26 11.41 144 ES-1 END SECTION 36" HPDE T-323.58 4.33 144A 48" MANHOLE 328.00 8.60 STRUCTURE SCHEDULE NOTE: ST-1 STEPS REQUIRED ON ALL INLETS GRATER THAN 4' IN DEPTH SL-1 SAFETY SLABS REQUIRED FOR INLETS GREATER THAN ITIN DEPTH STR # DESCRIPTION TOP/INV H 194 60" Forebay RISER w/ANTI-VOTEX 375.25 6.75 194A 36" ES-1 END SECTION 367.00 192 60" RCP RISER w/AI 368.70 8.70 192A 36" ES-1 END SECTION 357.00 180 48" MANHOLE 357.61 10.51 178 48" MANHOLE w/36" Orifice @ 326.00 343.00 19.25 36" BYPASS TO EX. CHANNEL 326.00 178A 48" MANHOLE 324.06 7.82 STRUCTURE SCHEDULE NOTE: ST-1 STEPS REQUIRED ON ALL INLETS GRATER THAN 4' IN DEPTH SL-1 SAFETY SLABS REQUIRED FOR INLETS GREATER THAN ITIN DEPTH STR # DESCRIPTION TOP/INV H 196 60" RISER w/ANTI-VOTEX 370.40 9.90 104 48" MANHOLE 364.88 5.33 102 48" MANHOLE 364.71 8.11 100 24" ES-1 END SECTI 356.00 M � A � B;"I"ROAD WORK E AHEAD 11� W20-VP2 MOWING AHEAD Overlay F MOWING W20-VPi ROAD WORK AHEAD Overlay for W20-Vl through W2048 Signs A B C D E F G H J 78 9 1.5 6 C 67.3 51.9 74 58b 75 A ENU ROAD WORK G20-2 M END ROAD WORK A B C D E F G H J 48 24 0.375 0.625 1.5 4 6 C 12.1 40.3 60 24 0.375 0.625 1.5 4 6 D 1 14.3 47.1 F G F G F NOTE: ST-1 STEPS REQUIRED ON ALL INLETS GRATER THAN 4' IN DEPTH DESCRIPTION TOP/FLOW NOSE H 24"VDOT ES-1 356.60 VDOT DI-3C 364.71 TYPES' 8.11 VDOT DI-3C 364.88 TYPES' 5.33 VDOT DI-3A 369.27 TYPE'B' 6.27 VDOT DI-3A 370.44 TYPE'B' 6.79 VDOT DI-1 373.96 Grate 8.71 VDOT DI-1 379.98 Grate 9.68 VDOT DI-3C 379.57 TYPi 7.19 VDOT DI-3C 379.74 TYPES' 6.94 VDOT DI-3A 379.32 TYPE'B' 4.47 VDOT DI-3A 379.39 TYPi 4.14 VDOT ES-1 TYPi 60" TEMP MH 379.73 TYPi 9.73 24"VDOT ES-1 371.00 VDOT DI-3C 384.77 TYPi 12.77 VDOT DI-3C 384.77 TYPi 6.77 VDOT DI-5 388.00 Ditch Grate 5.00 VDOT ES-1 374.00 VDOT MH-1 387.35 TYPi 12.61 VDOT DI-3A 393.48 TYPE'B' 11.47 VDOT DI-3A 410.09 TYPi 9.02 VDOT DI-3A 410.09 TYPi 8.59 VDOT DI-5 328.00 8.60 VDOT MH-1 332.26 TYPE'B' 11.41 VDOT MH-1 338.42 TYPi 11.42 VDOT DI-5 351.00 TYPI 11.00 VDOT DI-3C 358.28 TYPE'B' 7.98 VDOT DI-2B 361.62 TYPE'B' 7.42 VDOT DI-38 361.76 TYPI 6.86 VDOT ES-1 379.00 VDOT DI-3AA 396.93 TYPE'B' 15.87 VDOT DI-3A 396.93 TYPE'B' 4.93 VDOT DI-3A 402.30 TYPES' 6.50 VDOT DI-3A 407.09 TYPi 6.99 VDOT DI-3B 407.61 TYPi 6.11 VDOT M11-1 386.51 10.28 VDOT DI-3B 388.87 TYPES' 7.28 VDOT DI-38 388.87 TYPi 6.87 NO STRUCTURE VDOT DI-5 343.40 Ditch Grate 19.65 VDOT MH-1 320.97 4.73 VDOT DI-2AA 357.51 TYPi 11.01 VDOT DI-2A 358.03 TYPi 10.23 VDOT DI-2A 359.53 TYPi 9.03 VDOT DI-38 359.53 TYPE'B' 8.28 VDOT DI-3B 361.32 TYPi 6.82 VDOT DI-3B 361.84 TYPi 6.84 VDOT DI-2B 361.32 TYPi 6.82 VDOT DI-3B 362.21 TYPi 7.21 STORM SEWER SCHEDULE RIPTION SLOPE 102 100 28 L.F. CLASS III 24 HOPE 2.14% IW(IN)= 356.60 lNV(OUI 356.00 104 102 32 L.F. CLASS III 24 HDPE 2.34% IW(IN)= 359.55 INV(OUI 358.80 106 104 133 L.F. CLASS III 18 HDPE 2.44% IW(IN)= 363.00 lNV(OUI 359.75 108 106 36 L.F. CLASS III 18 HDPE 1.25% IW(IN)= 363.65 lNV(OUI 363.20 98 98 76 L.F. CLASS III 15 HDPE 9.87% IW(IN)= 363.00 lW(OUI 355.50 110 108 72 L.F. CLASS III 18 HDPE 2.08% IW(IN)= 365.25 INV(OUI 363.75 112 110 144 L.F. CLASS III 15 HDPE 1.35% IW(IN)= 370.30 INV(OUI 368.35 114 112 182 L.F. CLASS III 15 HDPE 1.09% IW(IN)= 372.38 INV(OUI 370.40 116 114 31 L.F. CLASS III 15 HDPE 0.71% IW(IN)= 372.80 INV(OUI 372.58 120 118 30 L.F. CLASS III 15 HDPE 0.67% IW(IN)= 375.25 INV(OUI 375.05 118 116 46 L.F. CLASS III 15 HDPE 0.96% IW(IN)= 374.85 INV(OUI 374.41 130A 130 109 L.F. CLASS III 24 HDPE 0.92% IW(IN)= 372.00 lW(OUI 371.00 132 130A 26 L.F. CLASS III 15 HDPE 8.85% IW(IN)= 378.00 lW(OUI 375.70 132A 132 40 L.F. CLASS III 15 HDPE 5.75% IW(IN)= 383.00 lW(OUI 380.70 138B 138A 48 L.F. CLASS III 15 HDPE 10.94% IW(IN)= 389.00 INV(OUI 383.75 138A 138 82 L.F. CLASS III 15 HDPE 1.63% IW(IN)= 383.55 lNV(OUI 382.21 138 136 121 L.F. CLASS III 15 HDPE 5.84% IW(IN)= 382.01 INV(OUI 374.94 136 134 84 L.F. CLASS III 18 HDPE 0.88% IW(IN)= 374.74 lNV(OUI 374.00 138 136 121 L.F. CLASS III 15 HDPE 5.84% IW(IN)= 382.01 INV(OUI 374.94 140 138 250 L.F. CLASS III 15 HDPE 5.43% IW(IN)= 401.07 lNV(OUI 387.49 142 140 27 L.F. CLASS III 15 HDPE 0.85% IW(IN)= 401.50 lNV(OUI 401.27 148 146 152 L.F. CLASS III 18 HDPE 15.97% IW(IN)= 350.30 lNV(OUI 326.03 150 148 108 L.F. CLASS III 18 HDPE 3.43% IW(IN)= 354.20 lNV(OUI 350.50 152 150 30 L.F. CLASS III 15 HDPE 1.67% IW(IN)= 354.90 lW(OUI 354.40 156 170 68 L.F. CLASS III 18 HDPE 3.03% INIIII = 381.06 lNV(OUI 379.00 158 156 30 L.F. CLASS III 18 HDPE 3.33% lNV(IN)= 392.00 lW(OUI 391.00 160 158 125 L.F. CLASS III 18 HDPE 2.88% INIIII = 395.80 lNV(OUI 392.20 162 160 125 L.F. CLASS III 18 HDPE 3.28% lNV(IN)= 400.10 lW(OUI 396.00 164 162 27 L.F. CLASS III 18 HDPE 4.44% INIIII = 401.50 lNV(OUI 400.30 164C4N 164C-OUT 48 L.F. CLASS III 18 HDPE 0.90% IW(IN)= 416.50 lW(OUI 416.12 164A 164 20 L.F. CLASS III 15 HDPE 8.00% IW(IN)= 403.30 INV(OUI 401.70 164B 164A 41 L.F. CLASS III 15 HDPE 1.83% IW(IN)= 404.25 lNV(OUI 403.50 170 154 35 L.F. CLASS III 21 HDPE 4.66% INV(IN)= 376.23 lNV(OUI 374.60 172 170 300 L.F. CLASS III 15 HDPE 1.72% IW(IN)= 381.59 INV(OUI 376.43 174 172 30 L.F. CLASS III 15 HDPE 0.70% IW(IN)= 382.00 INV(OUI 381.79 176 Existing 167 L.F. CLASS III 36 HDPE 4.04% IW(IN)= 329.50 lNV(OUI 322.75 178 178A 136 L.F. CLASS III 18 HDPE 3.90% IW(IN)= 323.75 INV(OUI 318.44 180 178 72 L.F. CLASS III 18 HDPE 10.42% IW(IN)= 346.50 lW(OUI 339.00 182 180 27 L.F. CLASS III 18 HDPE 4.07% IW(IN)= 347.80 lW(OUI 346.70 184 180 150 L.F. CLASS III 18 HDPE 2.73% IW(IN)= 354.50 lNV(OUI 350.41 186 184 27 L.F. CLASS III 15 HDPE 1.11% IW(IN)= 355.00 lW(OUI 354.70 188 184 281 L.F. CLASS III 15 HDPE 3.45% IW(IN)= 365.90 INV(OUI 356.20 190 188 48 L.F. CLASS III 15 HDPE 0.62% IW(IN)= 366.40 lNV(OUI 366.10 U IT U O Z O UO H T- N rr w N 0) N N d � O(n Old rr �� C) U U LLi n L g (a Lul r - J Z J Z�-00 V O> Z w L L J O Z WC7 OUOO IF"+r�l LuZ w9x O > CO 0_ V1 LU 0)x w lT Q WIr D `f�cU // 7ChulliganFsv�Olt, z U, O U Q � z = ED Q %� W V ) U) J U) J 06 o O � Co Q N W W Q m� W W CIO 5 Z O � Z d Jul U � DRAFTER: SML DESIGNER: CCM PRODUCTION OD DATE: 8 SEPT 22 SCALE: N/A JOB: 487 SUB: 2022-000 SHEET: 2 410 IMMMM 410 405 405 420 420 I IMMMM 405 lM 405 400 400 415 415 INV IN 400IMMMM 400 395INV IN 75 395 410 410 395 TOP 379.913 395 390 390 405 10 TOP 384. 405 OUT 00 390STA 390 385IMMMM 385 400INV 400 385PROPOSED MMMMM 385 380IMEME 380 395IMMMM 395 71 380INV359.75 5) 380 375 375 390STA TOP 390 EXISTING 375 OUT 359.55 375 370 370 385INV GRADE 385 44 370 370 365MMMMIIM�E 365 380 380 WATERLINE 365 440 365 360 360 375 375 360 360 355 355 370 370 WATERLINE 355 355 350 350 365 365 lMMMIMMMl 350 350 345 345 360 360 345 345 340 340 355 KEY 8" INTO 355 IMMMM — FILTER FABRIC; IMMMM —NATURAL GROUND KEY 8" INTO IMMMM 340IMMMM NATURAL GROUND 340 335 335 350— 350 IMMMM 335 330 345 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 10+00 10+00 11+00 12+00 13+00 STRM 120 - 100 PROFILE STRM 104A - 104 PROFILE STRM 132 - 130 PROFILE H:1"=50'; V:1"=10' HT'=50'; V:1"=10' HT'=50'; V:1"=10' 435 435 430 430 430 425 425 425 420 421 420 420 415 TOP 389.38 138 415 415 410 MMMIIMI 410 410 405 MMMIIMI lMMMMMMMMM 405IMMIMEMME 405 400 IMMEMIl 40t 400IMMIMEM 400 395 MEN DPE @ 10.86% IMMMIII 395 395 390 (IN)=389.00 390 390 385 SIDE ITCH 385 385 380 1381, SSA 380 380 82' - EXISTING GRADE 375 375 370 374, 370 370 365 365 365 360 364 360 10+00 11 +00 12+00 13+00 14+00 15+00 10+00 11 +00 STRM 142 - 134 PROFILE STRM 138A - 138 PROFILE H:1"=50'; V:1"=10' HT'=50'; V:1"=10' 10 50 0 50 100 150 0 0 50 SCALE: 1 "=50' PROFILE SCALE �!�— • • ' 1 • ��■—� 1 —��! _�_�_!—_��_�_ ���I • • ��-- mil•---���a��— ����� ��—� �•�---III •��ltC�i!—� ���I ��!—���—�—�■�---III ■��.�_■i—� ���I �_—_�_■�—_--III■�■��■ ■—�_ ���1� ��!—��il---�■� - I • n 1 •' • III■1��■�■�■—� _ �—/� �. ►I/�--<CfldH7�a11J=(7lMbTT� -----�'lldN7�a11J=nlI1F'1y6S- • • ••••• • Imo■ ��� —�i1—!■� Imo■ ��—� —�■�1■!�� Imo■ 1-----��/���!■��iii�i Imo■ • 1������I/wwL�s��■C�-■!ii Imo■ •• • 1--��—i///wwl� �—I�■� Imo■ • • 1--��—/%%//w/� i�—�■� �■� • Imo■ I�■■�-1--��7 1--��7/% •• ' ����■� ��■ 1 � • ��■ �■■�-1--�—%/ww/www//' �■■�-1—��—/%Iw//www//.1 �■■ Ili/w//www///%/■//i///�i/---'�'-�"_•�-�-__`_•. — I�■■ 1�//w/.///www//wI%/►./w/��//.%�----- I�■■ .. %/www/ww/../www//w%%/./iw//wl.�----- �■■ �\I�■i�I/www%%/.%%/wwr------ � I— I�■■�—ice■I ----- I�■■tom—■I_ ----- ` 1 11 11 1 — �IIVww///IilJGi�7• •1 ■Till—� �117wlS���■ III ' � I— • 1 = �III.1iI-- iielar:iii9znie111>Ir'ia �— �-1 ��I/w//ww/III �■���� U U OZ O 0 uD N < W N m N N (L � 0co n� O U U Li r-L Q Co W h 0 Z� co CO co'1O 0> Z W Z 0 LLZO000 Lu Z W J 2 O> CnQa o W rn U Q W $PyTH Op Christopher C. Mulligan Lic. No. ,p 12/12/22 �W4• OFESSIaNAL E�Glt, z O V\J 0 z cn m Q Lu J U Ef a_ J °6 � —0 O a- U) N W W rr m Z O � � w d � � U w g O U U z z o O U —> W W fl z O > w } fll J (n N W Q N N � N O Z DRAFTER: SML DESIGNER: CCM PRODUCTION ZOD DATE: 8 SEPT 22 SCALE: - JOB: 487 SUB: 2022-000 SHEET: 2 6 OF 26