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WPO202000043 Plan - VSMP 2021-05-14
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SI0dIN000133VdIA8V80dA31d0J0'C0 IVISNI i Kri w(zFin1A1-qn 1113HS 1JS'30NVdiN3 (13SOdOdd I m n7m4mhqm (zw I m I 0 'taS.. 1 IN3i ,RAIX'. i.: is EROSION & SEDIMENT CONTROL NARRATIVE: PROJECT DESCRIPTION: THIS PROJECT CONSISTS OF SITE AND UTILITY WORK ASSOCIATED WITH REDEVELOPING AN EXISTING STRIP MALL INTO A SHEETZ GAS STATION AND CONVENIENCE STORE. THE DISTURBANCE AREA ASSOCIATED WITH THIS PROJECT IS ±2.59 AC (1-13,016 SF). IT IS ANTICIPATED THAT THE WORK WILL START IN SPRING OF 2021 AND LAST 9 MONTHS. EXISTING SITE CONDITIONS: THE SITE CONSISTS OF THREE DEVELOPED PARCELS THAT WILL BE COMBINED INTO ONE PARCEL. THE PARCEL TO THE EAST CONTAINS AN EXISTING COMMERCIAL STRIP MALL AND ASSOCIATED PARKING LOT, WHILE THE PARCEL TO THE WEST AND SOUTH CONTAIN A SINGLE FAMILY UNIT WITH SEVERAL OUTBUILDINGS. LAND COVER IS A COMBINATION OF PAVEMENT, GRAVEL, AND GRASS, WITH A FEW INDIVIDUAL TREE STANDS. THE MAJORITY OF SLOPES WITHIN THE PROJECT AREA RANGE FROM 5% TO 15%. THE MAJORITY OF THE SITE DRAINS TO THE NORTHEAST VIA SEVERAL SMALL SWALES AND DEPRESSIONS TO TWO EXISTING INLETS ON THE ADJACENT PROPERTY TO THE NORTH. ADJACENT AREAS: THE PROPOSED PROJECT IS ADJACENT TO TWO ARTERIAL ROADS (ROUTE 649 AND ROUTE 29) TO THE SOUTHWEST AND SOUTHEAST, A COMMERCIAL PROPERTY TO THE NORTHWEST, AND NORTHEAST, AND A VDOT STORMWATER DETENTION BASIN TO THE NORTH. THE BASIN IS ABOVE THE SITE IN ELEVATION AND WILL NOT BE ABLE TO RECEIVE SEDIMENT OR INCREASED FLOWS AS A RESULT OF THIS PROJECT. THE SITE SHARES A VEHICULAR ENTRANCE WITH THE COMMERCIAL PROPERTY TO THE NORTHEAST THAT WILL BE MAINTAINED IN THE PROPOSED CONDITION. AN INLET WITHIN THE PARKING AREA DRIVE AISLE ON THIS PROPERTY IS THE LOWEST POINT IN THE VICINITY OF THE SITE. THIS INLET MUST BE PROTECTED AT ALL TIMES FROM SEDIMENT AND INCREASED FLOWS RESULTING FROM DISTURBANCE. THE MAIN PROTECTION WILL BE A SEDIMENT TRAP WITH ASSOCIATED DIVERSIONS THAT WILL SERVE TO CONTROL SEDIMENT AND MINIMIZE PEAK FLOWS. SEE CONSTRUCTION SEQUENCE NOTES ON PLAN SHEETS FOR DETAILS. OFF -SITE AREAS: OFF -SITE AREAS THAT WILL BE DISTURBED INCLUDE IMPROVEMENTS TO THE ENTRANCES WITHIN THE RIGHT OF WAY AND ON THE ADJACENT PARCEL SHARING THE COMMERCIAL ENTRANCE ON ROUTE 29. A TEMPORARY CONSTRUCTION EASEMENT AND PERMANENT ACCESS EASEMENT HAS BEEN RECORDED (SEE SHEET C4.0 FOR EASEMENTS). UNSUITABLE MATERIALS RESULTING FROM THE PROPOSED WORK SHALL BE HAULED FROM THE SITE AND DISPOSED OF AT AN APPROVED DISPOSAL SITE PERMITTED SEPARATELY FROM THIS PROJECT. SOILS: SEE THE USDA SOIL DELINEATIONS ON SHEET C1.0 AND SOILS REPORT IN ATTACHED CALCULATION BINDER. NO HIGHLY ERODIBLE SOILS ARE PRESENT ON SITE. CRITICAL AREAS: THIS SITE DOES NOT CONTAIN ANY CRITICAL AREAS WITHIN THE PROJECT AREA WITH REGARD TO EROSION POTENTIAL. HOWEVER, THE CONTRACTOR SHOULD EXERCISE CARE WHILE STABILIZING PROPOSED FILL SLOPES OVER 25%, AND WHILE CONSTRUCTING STORMWATER MANAGEMENT FACILITIES TO ENSURE THAT SEDIMENT DOES NOT INADVERTENTLY ENTER THE STORM SEWER SYSTEM WHILE SYSTEM ELEMENTS ARE UNDER CONSTRUCTION. BMP AREAS ARE OF PARTICULAR IMPORTANCE IN THIS REGARD, AS SEDIMENT CAN CLOG SOIL MEDIA, RESULTING IN THE FAILURE OF THE PRACTICE. SEE ADDITIONAL CONSTRUCTION SEQUENCING DETAILS ON SHEETS C7.5-C7.6. THE SITE SHALL BE KEPT FREE OF TRASH AND CONSTRUCTION DEBRIS. POLLUTANT SPILLS FROM CONSTRUCTION ACTIVITIES SHALL BE ADDRESSED AS OUTLINED IN THE STORMWATER POLLUTION PREVENTION PLAN (SWPPP) BINDER ASSOCIATED WITH THIS PROJECT. ONCE CONSTRUCTION IS COMPLETE AND THE SITE STABILIZED, THE CONTRACTOR SHALL REMOVE ALL DEBRIS AND SEDIMENT FROM THE STORM SEWER AND CLEAN ALL STORMWATER AND STORM SEWER ELEMENTS AFFECTED BY CONSTRUCTION TO THE SATISFACTION OF THE ENGINEER OF RECORD. EROSION & SEDIMENT CONTROL MEASURES: REFER TO THIS SHEET FOR A LIST OF ALL PROPOSED EROSION AND SEDIMENT CONTROL MEASURES ANTICIPATED TO BE USED ON SITE. PERMANENT STABILIZATION: THE SITE WILL BE STABILIZED THROUGH THE USE OF PERMANENT SEEDING, STONE AND RIPRAP, LANDSCAPING, AND PAVEMENT. SEEDING INFORMATION, DATES AND AMENDMENTS ARE INCLUDED ON THE PLANS. SOIL TESTING SHALL BE COMPLETED BY THE CONTRACTOR PRIOR TO SEEDING TO DETERMINE THE SUITABILITY OF SOILS AND THE NEED FOR ANY SOIL AMENDMENTS TO ENSURE THAT PERMANENT SEEDING WILL GROW EFFECTIVELY. SEE LANDSCAPE PLAN FOR PROPOSED VEGETATIVE COVER DETAILS. STORM WATER RUNOFF CONSIDERATIONS: THE PROPOSED WORK INCLUDES STORMWATER MANAGEMENT FACILITIES TO CONTROL INCREASES ITN RUNOFF VOLUMES AND PEAK FLOWS TO MEET VIRGINIA STORMWATER REGULATIONS. SEE SHEETS C7.0-C7.4 FOR DETAILS. STORMWATER RUNOFF DURING CONSTRUCTION WILL BE DIRECTED THROUGH APPROPRIATE EROSION AND SEDIMENT CONTROLS TO CLEAN WATER BEFORE DISCHARGING TO AN ADEQUATE OUTFALL PROTECTED FROM EROSION AND SEDIMENT AS SHOWN ON THE PLANS. MAINTENANCE: ALL E&S MEASURES SHALL BE INSPECTED REGULARLY AS REQUIRED BY STATE STANDARDS AND MAINTAINED IN GOOD WORKING ORDER. REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. SEE THE MAINTENANCE NARRATIVE ON THIS SHEET FOR SPECIFIC MAINTENANCE ITEMS AND INSPECTION TIMES. GENERAL EROSION AND SEDIMENT CONTROL NOTES: ES-1: UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES 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 (4VAC50-30). ES-2: 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. THE NAME OF THE RESPONSIBLE LAND DISTURBER MUST BE PROVIDED TO THE PLAN -APPROVING AUTHORITY PRIOR TO ACTUAL ENGAGEMENT IN THE LAND -DISTURBING ACTIVITY SHOWN ON THE APPROVED PLAN. IF THE NAME IS NOT PROVIDED PRIOR TO ENGAGING IN THE LAND -DISTURBING ACTIVITY, THE PLANTS APPROVAL WILL BE REVOKED. ES-3: ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS SOON AS THE FIRST STEP IN CLEARING. ES-4: A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. ES-5: PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO OFF SITE BORROW OR WASTED AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. ES-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. ES-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, AFTER WHICH, UPON APPROVAL OF THE PLAN -APPROVING AUTHORITY, THE CONTROLS SHALL BE REMOVED. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE REMOVAL OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. ES-8: DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. ES-9: THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES AT LEAST EVERY 2 WEEKS AND IMMEDIATELY AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. ES-10: THE CONTRACTOR IS RESPONSIBLE FOR THE DAILY REMOVAL OF SEDIMENT THAT HAS BEEN TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE. ES-11: SEEDING OPERATIONS SHALL BE INITIATED WITHIN 7 DAYS AFTER REACHING FINAL GRADE OR UPON SUSPENSION OF GRADING OPERATIONS FOR AN ANTICIPATED DURATION OF GREATER THAN 14 DAYS OR UPON COMPLETION OF GRADING OPERATIONS FOR A SPECIFIC AREA. ES-12: THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREVENTING SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOILS WHICH MAY PRESENT HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS, OR HARM ANIMAL OR PLANT LIFE. ES-13: A VSMP IS REQUIRED FOR PROJECTS DISTURBING 2,500 SQUARE FEET OR GREATER IN A DESIGNATED CHESAPEAKE BAY PRESERVATION AREA (CBPA) OR ONE ACRE OR GREATER OUTSIDE THE CBPA. FOR MORE INFORMATION VISIT THE VIRGINIA STORMWATER MANAGEMENT PROGRAM PERMITTING WEB PAGE AT: http://www.deq.virginia.gov/Programs/Water/StormwaterManagement.aspx EROSION AND SEDIMENT CONTROL MEASURES: UNLESS OTHERWISE INDICATED, ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED IN ACCORDANCE WITH THE MINIMUM STANDARDS AND SPECIFICATIONS OF THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL REGULATIONS AND VESC HANDBOOK OR COUNTY OF ALBEMARLE STANDARDS, WHICHEVER ARE MORE STRINGENT. SAFETY FENCE - 3.01 A PROTECTIVE BARRIER INSTALLED TO PREVENT ACCESS TO AN EROSION CONTROL MEASURE OR CONSTRUCTION SITE. TEMPORARY STONE CONSTRUCTION ENTRANCE - 3.02 A STABILIZED STONE PAD WITH A FILTER FABRIC UNDERLINER LOCATED AT POINTS OF VEHICULAR INGRESS AND EGRESS ON A CONSTRUCTION SITE. CONSTRUCTION ROAD STABILIZATION - 3.03 THE TEMPORARY STABILIZATION OF ACCESS ROADS, SUBDIVISION ROADS, PARKING AREAS, AND OTHER ON -SITE VEHICLE TRANSPORTATION ROUTES WITH STONE IMMEDIATELY AFTER GRADING. SILT FENCE - 3.05 A TEMPORARY SEDIMENT BARRIER CONSISTING OF A SYNTHETIC FILTER FABRIC STRETCHED ACROSS AND ATTACHED TO SUPPORTING POSTS AND ENTRENCHED. STORM DRAIN INLET PROTECTION - 3.07 A SEDIMENT FILTER OR AN EXCAVATED IMPOUNDING AREA AROUND A STORM DRAIN DROP INLET OR CURB INLET. CULVERT INLET PROTECTION - 3.08 A SEDIMENT FILTER LOCATED AT THE INLET TO STORM SEWER CULVERTS. TEMPORARY DIVERSION DIKE - 3.09 A TEMPORARY RIDGE OF COMPACTED SOIL CONSTRUCTED AT THE TOP OR BASE OF A SLOPING DISTURBED AREA. TEMPORARY SEDIMENT TRAP - 3.13 A TEMPORARY PONDING AREA FORMED BY CONSTRUCTING AN EARTHEN EMBANKMENT WITH A STONE OUTLET. OUTLET PROTECTION - 3.18 STRUCTURALLY LINED APRONS OR OTHER ACCEPTABLE ENERGY DISSIPATING DEVICES PLACED AT THE OUTLETS OF PIPES OR PAVED CHANNELS. ROCK CHECK DAM - 3.20 SMALL TEMPORARY STONE DAMS CONSTRUCTED ACROSS A SWALE OR DRAINAGE DITCH. SURFACE ROUGHENING - 3.29 PROVIDING A ROUGH SOIL SURFACE WITH HORIZONTAL DEPRESSIONS CREATED BY OPERATING L B 0 G A TILLAGE OR OTHER SUITABLE IMPLEMENTATION ON THE CONTOUR, OR BY LEAVING SLOPES IN A ROUGHENED CONDITION BY NOT FINE -GRADING THEM. TOPSOILING - 3.30 METHODS OF PRESERVING AND USING THE SURFACE LAYER OF UNDISTURBED SOIL, OFTEN ENRICHED IN ORGANIC MATTER, IN ORDER TO OBTAIN A MORE DESIRABLE PLANTING AND GROWTH MEDIUM. TEMPORARY SEEDING - 3.31 THE ESTABLISHMENT OF A TEMPORARY VEGETATIVE COVER ON DISTURBED AREAS THAT WILL NOT BE BROUGHT TO FINAL GRADE FOR PERIODS OF 30 DAYS TO ONE YEAR BY SEEDING WITH APPROPRIATE RAPIDLY -GROWING ANNUAL PLANTS. PERMANENT SEEDING - 3.32 THE ESTABLISHMENT OF PERENNIAL VEGETATIVE COVER BY PLANTING SEED ON ROUGH -GRADED AREAS THAT WILL NOT BE BROUGHT TO FINAL GRADE FOR A YEAR OR MORE OR WHERE PERMANENT VEGETATIVE COVER IS NEEDED ON FINE -GRADED AREAS IN ACCORDANCE WITH EROSION AND SEDIMENT CONTROL TECHNICAL BULLETIN NO. 4: NUTRIENT MANAGEMENT FOR DEVELOPMENT SITES. SODDING - 3.33 STABILIZING FINE -GRADED DISTURBED AREAS BY ESTABLISHING PERMANENT GRASS STANDS WITH SOD. MULCHING - 3.35 APPLICATION OF PLANT RESIDUES OR OTHER SUITABLE MATERIALS TO DISTURBED SURFACES TO PREVENT EROSION AND REDUCE OVERLAND FLOW VELOCITIES. FOSTERS PLANT GROWTH BY INCREASING AVAILABLE MOISTURE AND PROVIDING INSULATION AGAINST EXTREME HEAT OR COLD. SHOULD BE APPLIED TO ALL SEEDING OPERATION, OTHER PLANT MATERIALS WHICH DO NOT PROVIDE ADEQUATE SOIL PROTECTION BY THEMSELVES, AND BARE AREAS WHICH CANNOT BE SODDED DUE TO THE SEASON BUT WHICH STILL NEED PROTECTION TO PREVENT SOIL LOSS. SOIL STABILIZATION BLANKETS AND MATTING - 3.36 THE INSTALLATION OF A PROTECTIVE COVERING (BLANKET) OR A SOIL STABILIZATION MAT ON A PREPARED PLANTING AREA OF A STEEP SLOPE, CHANNEL, OR SHORELINE. TREE PROTECTION - 3.38 PROTECTION OF DESIRABLE TREES FROM MECHANICAL AND OTHER INJURY DURING LAND DISTURBING AND CONSTRUCTION ACTIVITY. DUST CONTROL - 3.39 REDUCING SURFACE AND AIR MOVEMENT OF DUST DURING LAND DISTURBING, DEMOLITION, AND CONSTRUCTION ACTIVITIES. ALBEMARLE COUNTY E&S GENERAL NOTES: 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 PLANT 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 AIDDITIONAL 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 0 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/100SF. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES IS TO BE 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. MAINTENANCE: IN GENERAL, ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE CHECKED DAILY AND AFTER EACH RAINFALL EVENT GREATER THAN 0.25 INCHES. MEASURES SHOULD BE CLEANED AND REPAIRED ACCORDING TO THE FOLLOWING SCHEDULE AND THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. THE FOLLOWING WILL BE CHECKED IN PARTICULAR: 1. THE CONSTRUCTION ENTRANCES AND CONSTRUCTION ROAD STABILIZATION AREAS SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY THROUGH PERIODIC TOP DRESSING WITH ADDITIONAL STONE AND/OR WASHING AND REWORKING OF EXISTING STONE. 2. SEDIMENT DEPOSITS SHALL BE REMOVED FROM SILT FENCE AFTER EACH RAINFALL. UNDER NO CIRCUMSTANCES SHALL DEPOSITS BE ALLOWED TO ACCUMULATE ABOVE HALF THE HEIGHT OF THE FENCE. DAMAGED OR UNDERCUT SILT FENCE SHALL BE REPAIRED IMMEDIATELY. SHOULD SILT FENCE BECOME INEFFECTIVE OR REACH THE END OF THE EXPECTED USEABLE LIFE, FABRIC SHALL BE REPLACED IMMEDIATELY. UPON SILT FENCE REMOVAL, DRESS ANY SEDIMENT DEPOSITS TO CONFORM WITH EXISTING GRADE AND SEED. 3. INLET PROTECTION SHALL BE CHECKED REGULARLY FOR SEDIMENT. IF EXCESSIVE SEDIMENT IS PRESENT, OR IF EXCESSIVE PONDING OCCURS AFTER RAINFALL, THE STONE SHALL BE PULLED AWAY AND CLEANED OR REPLACED. 4. STONE USED IN CULVERT INLET PROTECTION SHALL BE INSPECTED REGULARLY FOR CLOGGING AND REPLACED AS NEEDED TO MAINTAIN FULL FUNCTIONALITY. UNDER NO CIRCUMSTANCES SHALL SEDIMENT BE ALLOWED TO ACCUMULATE ABOVE ONE-HALF OF THE HEIGHT OF THE INLET PROTECTION. ACCUMULATED SEDIMENT SHALL BE REMOVED AND UPSTREAM AREAS PERMANENTLY STABILIZED BEFORE THIS CONTROL IS REMOVED. 5. CHECK DAMS SHALL BE INSPECTED REGULARLY TO ENSURE THE CENTER OF THE DAM IS LOWER THAN THE EDGES. SEDIMENT SHALL BE REMOVED WHEN IT REACHES ONE HALF THE HEIGHT OF THE DAM. 6. ANY SOIL WITHIN TREE PROTECTION AREAS THAT IS INADVERTENTLY COMPACTED SHALL BE AERATED WITH AN IRON BAR EVERY 18 INCHES TO A DEPTH OF 12 INCHES. PHYSICAL DAMAGE TO TREES SHALL BE REPAIRED AS OUTLINED IN THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK SECTION 3.38. TREES THAT ARE STRESSED OR DAMAGED SHALL RECEIVE AN APPROPRIATE APPLICATION OF FERTILIZER TO AID RECOVERY. 7. ALL SEEDED AREAS WILL BE CHECKED REGULARLY TO SEE THAT A GOOD STAND IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND RESEEDED AS NEEDED. 8. ALL TEMPORARY EROSION AND SEDIMENT MEASURES SHALL BE DISPOSED OF WITHIN THIRTY (30) DAYS AFTER FINAL SITE STABILIZATION IS ACHIEVED AND VEGETATION IS ESTABLISHED. FINAL SITE STABILIZATION SHALL BE APPROVED BY THE OWNER AFTER THE INSPECTOR HAS DETERMINED THAT THE SITE IS STABILIZED. MANAGEMENT STRATEGIES: THE FOLLOWING SEQUENCE OF EVENTS AND EROSION CONTROL MEASURES SHALL BE INCORPORATED INTO THE CONSTRUCTION SCHEDULE FOR THIS PROJECT AND SHALL APPLY TO ALL CONSTRUCTION ACTIVITIES WITHIN PROJECT LIMITS. 1. CONSTRUCTION WILL BE SEQUENCED SO THAT TRENCHING AND EXCAVATION OPERATIONS CAN BEGIN AND END AS QUICKLY AS POSSIBLE. 2. SOIL STOCKPILES WILL BE PROTECTED WITH APPROPRIATE EROSION CONTROL MEASURES. STOCKPILES REMAINING FOR MORE THAN 14 DAYS SHALL BE TEMPORARILY SEEDED. 3. THE CONTRACTOR SHALL USE APPROPRIATE CONSTRUCTION METHODS TO MINIMIZE DISTURBANCE ALONG MANAGED SLOPES AND EXISTING STEEP SLOPES WHERE EROSION HAZARD IS HIGH. 4. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED WITH INLET PROTECTION SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM. 5. PREVIOUSLY GRASSED AREAS SHALL BE SEEDED AND STRAW MULCHED IMMEDIATELY AFTER TRENCHING OPERATION. 6. ALL THE EROSION AND SEDIMENT CONTROL MEASURES SHALL BE INSPECTED 48 HOURS AFTER EVERY RAIN EVENT GREATER THAN 0.25 INCHES AND EVERY 5 DAYS EVEN IF A RAIN EVENT DOES NOT OCCUR. REQUIRED REPAIRS SHALL BE MADE AS NEEDED TO MAINTAIN DESIGNED STANDARD. 7. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVERED IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. 8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL THE INSTALLATION AND MAINTENANCE OF ALL EROSION AND SEDIMENT CONTROL PRACTICES. MINIMUM STANDARD COMPLIANCE: MS-1 HAVE TEMPORARY AND PERMANENT STABILIZATION BEEN ADDRESSED IN THE NARRATIVE? HAVE THE PROPOSED PRACTICES BEEN SHOWN ON THE PLAN? YES SEED SPECIFICATION YES MULCHING YES GRAVEL YES MS-2 HAS STABILIZATION OF SOIL STOCKPILES BEEN ADDRESSED IN THE NARRATIVE? YES. IS SEDIMENT TRAPPING MEASURES PROVIDED? YES. MS-3 HAS MAINTENANCE OF PERMANENT STABILIZATION BEEN ADDRESSED FOR EXPOSED AREAS? YES. MS-4 ARE SEDIMENT TRAPPING FACILITIES TO BE CONSTRUCTED AS A FIRST STEP IN LDA? YES. MS-5 HAS STABILIZATION OF EARTHEN STRUCTURES BEEN ADDRESSED? YES. MS-6 ARE SEDIMENT BASINS REQUIRED WHERE NEEDED? NO. N/A. MS-7 HAS STABILIZATION OF CUT AND FILL SLOPES BEEN ADEQUATELY ADDRESSED? YES. MS-8 ARE PAVED FLUMES, CHANNELS OR SLOPED DRAINS REQUIRED WHERE NECESSARY? YES. MS-9 HAS STABILIZATION THROUGH SURFACE ROUGHENING OR OUTLET PROTECTION BEEN ADDRESSED? YES. MS-10 IS ADEQUATE INLET PROTECTION REQUIRED ON ALL OPERATIONAL STORM SEWER INLETS? YES. MS-11 HAS MAINTENANCE OF PERMANENT STABILIZATION BEEN ADDRESSED FOR CONVEYANCE AND RECEIVING CHANNELS? YES. MS-12 ARE IN STREAM CONSTRUCTION MEASURES REQUIRED SO THAT CHANNEL DAMAGE IS MINIMIZED? NO. N/A. MS-13 ARE TEMPORARY STREAM (CROSSINGS OF NON -ERODIBLE MATERIAL REQUIRED WHERE APPLICABLE? NO. N/A. MS-14 THIS REGULATION REQUIRES THAT ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES BE FOLLOWED. N/A. MS-15 HAS RESTABILIZATION OF AREAS SUBJECT TO INSTREAM CONSTRUCTION BEEN ADEQUATELY ADDRESSED? N/A MS-16 IS STABILIZATION OF UTILITY TRENCHES ADDRESSED? YES. MS-17 IS THE TRANSPORT OF SOIL AND MUD ONTO PUBLIC ROADWAYS PROPERLY CONTROLLED? (I.E. CONSTRUCTION ENTRANCES, WASH RACKS, DAILY CLEANING OF ROADWAYS, TRANSPORT OF SEDIMENT TO A TRAPPING FACILITY) YES. MS-18 HAS THE REMOVAL OF TEMPORARY PRACTICES BEEN ADDRESSED? YES. HAS MAINTENANCE OF PRACTICES BEEN ADDRESSED? (I.E. 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'` DIVERSION DIKE IP DETAIL 4 C2.4 ..//546 rr<'} J ': _ t - i IV-1A (EX. GRA TE) ,f 1! TOP. 059.43 ( SR TS MU DRAINAGE DIVIDE f lP1V OUTOl . 550.1r.5 t - EX, VDOT DRAI✓+L Es/ T ( _ O INLET PROTECTION PRfJJ. #0649-0 _-/5c3 � t t , i I % , i 1 S -3 D ' ;.. I 1 SAF ik€ r ..• . ' , <...,, ,.<. : ...'.• . • .. ,< . .. r --'• -, :f:: : , I -` , a. �,f3 - oIP .4♦ 0OP OUTLET PROTECTION DAL 5 C2 CULVERT INLET PROTE CTION 54r f •, IP DETA 2 4 b s € I � ! CHECK DAM IPDETAIL 5 C2.4/ o rf > ... .. .., .. J. E .: 3 is , CONSTRUCTION ENTRANCE ::...% x. f I ... 5 ii • SR TS MU - ,.::, �Xg , � f / fix. f r <, D-4 r SD-5 I i EC2 EC3 EROSION CONTROL MATTING -------------Eif-SPTri�VTi�=£r T�f_ & DVPS 3 /� �J'M . `,� I PR�✓.I #0649-002-/6B / i TP 114 LF: / SURFACE ROUGHENING/ TEMPORARY VA f $ CEO LF FT; SR TS MU SF 156 SEEDING AND MULCHING i' I'`,. I l✓ , `�.s' j I TOPSOILING/ PERMANENT EX. ,,'M OUT 5 SEEDING AND MULCHING lot B14p €1 EQUIPMENT r # „ I �''' f- f s , DUST CONTROL f 11 ,( T KPILIN MATERIAL STAGING AREA �' f t ( S OC G/ 48.7 I DC LAYDOWN AREA t # MANAGED STEEP SLOPES z'P N ICE- lTa Sl j f t: , ,» (MATERIALS TO BE FROM COUNTY GIS I �• `I OZ-1 0 N DAY) ATc C VERED AT END OF I l f J ff t. I : !, , 2 iy t -- --- ' (' „� - GATE IN SAFETY FENCE :.. ,. � - _. ,.. '• -•� "�/` f/ z .... ! ! : : I X-2C TOP: 546.60 s I J N W z W � V / / Q 0 0 0 0-W 0 wM CL W Q EO N W U) Q a. z Q n.. __j 0 z 0 U z W 2 r) W 0 0 z z 0 W 0 W OF �0 O 0411612021 DANIEL C. HYER Lic. No. 45596 .° ' c 51 pN AL Eta APPROVED DCH SUBMISSION NO. 6 PRO_II:,CT 1903600 TILE W 0 R K 0 LINE "{- GRADE C202 - _ �, � : �X .. .................. XX:0 : : .1 * , * ................................... 'xxx,�* .... .......... . ....... ..... . .............. ... .... . . . ......... .......... ............ .......... . ....... PNITPANIrP INIqPT ALL STORM DRAINS ON SITE.' SD-120�P-.- C it, w — ----- Ip r tl A% L-rT!/ 0 00 H I R 7 ftjT"',• SID .... ...... tEX 20'�'_SAAI. 5EkPEY F Nf TO 'g. B. 3591 e. 162-168;; TOP, .551, 9/ R. E3IAIV. IM 536) 0 3; ........ .......... s. v INV #V, 54, A J/ INV. OUT: 514 A ............. N, u LO I D) H /V, �46- D-13-'- - 1, - r-- I IP DETAIL 5/C2.4 5, V. NOTE: DO NOT BEGIN BMP CONSTRUCTION WITHOUT j tl:lr-M DETAIL 4/C2.4.. IP..l i E&S INSPECTOR APPROVAL. PROTECT FROM INFLO W �zi ...................... SD-14 AND SEDIMENTATION DURING CONSTRUCTION. . .. ....... ...... .... . ...... . ........ .. . .... . .... . . . . . SD-2 i5X. SAIV J11,11 7�r N rr ra ........... TOP- 56 0. /19; 31' 542,45 11VV. CUT- . 54?, 25 fi 4 1 DETAIL DETAIL 5/C �N CURB CUT 2 -SD-16, gg SD-11 if DETAIL 4/1 UE IAIL 5/C2.4 > 4 ... ........ .. ... ........ ......... ----- . . ...... . ......... ............. .... S MU D ............ E&S LEGEND . . ..... ... iis SF I vl� ................ ............ A 4', IJ SAFE TY FENCE 01 ,BMP A . . ... ... ... .... ..... ... . ....... on A_SA SILT FENCE ............ A. TREE PROTECTION . ..... .......... 255 LF UF .......... -7 LIMITS OF DISTURBANCE i p DIVERSION DIKE ..... .. .......... aa 54 JJ DRAINAGE DIVIDE NOTE: DO NOT BEGIN BMP CONSTRUCTION WITHOUT .......... ... iEC 4,14 t INLET PROTECTION AND SEDIMENTATION DURING CONSTRUCTION. LOD E&S INSPECTOR APPROVAL. PROTECT FROM INFLOAl ............ � N,:V . ..... .... :: # ,s�I".y ...r_, t.:.: }::,:-:"-F.._, .�o.. 3»t .., \J OUT PROTECTION D D 4 .4 DETAIL TT DETAIL 5/C2 f 0 CULVERT INLET PROTECTION CURB IT IA j V )ETAIL 5/C2.4' ---SD-3 J. f 41)�l SS A 4 CHECK DAM CURB CUT 113IP DETAIL 5/C2 548 /�'110CE CONSTRUCTION ENTRANCE IP DETAIL 5/C2. SD-6 - \_SD EROSION CONTROL MATTING SD-5 4 t/7. SFRIN TIC59, 7 5 O!V/F e' FRO,). #0614 9 002 i5b l R SURFACE ROUGHENING/ TEMPORARY (7-0 —PE VA CA TEO) S19 SEEDING AND MULCHING TOPSOILING/ PERMANENT �_ �— / I Uri " / - ,.. . / f / 6 r ' r ,X.,7N� �i/Jl: a TO PS MU� TO701-FUR SEEDING AND MULCHING 4 N co Lu F_ uj < 0 rro U) C) C)LL_ 0 ::D 0C) C) 0 CL Lu C) C) nr-- < U-i < U) 0 (f ) 0 LLJ OF O OY11612021 DANIEL C. HYER Lic. No. 45596 IONAL APPROVED DCH SUBMISSION NO. 6 PROJECT 1903600 T H E W 0 R K 0 F LINE --I- GRADE C2.3 SAFETY FENCL PERSPECTIVE VIEW .. •: � �':Yi _e'�,.:'� t ♦ ,J�.'•`.)F.�. �•1 y3>� aF.,il', � it hUSjti' f�fwa . tilt t;;t 11it • y" i' YtgtE t:lt t:•t t� t i%� u�E scar tm toot. ly1 tt11.L GROVID LK am -cm FOOPHG PERSPECTIVE VIEW PLASTIC FENCE Source: Adapted from Conwed Plastics and VDOT Road and Bridge Standards 1 3.01-1 SAFETY FENCE PERSPECTIVE VIEW METAL FENCE GRAVEL CURB INLET SEDIMENT FILTER GRAVEL FILTER' RUNOFF WATER SEDIMENT -' CONCRETE GUTTER SPECIFIC APPLICATION Plate 3.01-1 WIRE MESH FILTERED WATER CURB INLET r� THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLET'S 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. Source: Va. DSWC Plate 3.07-6 5 3.07-6 CURB INLET PROTECTION (GRAVEL) CO' 1 }TRUCTIt7ti < Y : rt t 3 M x � AHALT TOP 1 ;.ii FAE Ii F XI <ilN I i ti1T 111'�S7 PROFILE' !f3 1'.I€hd €,.;EI�xYRI� 1C ION r ASPHALT A17:F�. . r z) '* A; r jY rir 'Pt:A '>Hi -fit ,, '11W�'`� "\ ,^J, itv%5 •_a,". 1.yao._ '1'H L {s WIDTH O Cr 11CaK S` Fula E��,.`iE. iEa S` t' PLAN 1�i' }tl''�,: �lat� II'rl✓ �F%tII1,�`;<E. DO) SENMEN T SECTION A,A 111lli111I1.a1 Nvater till:! of I.111CI1111Us;t bC 111st 11 ecl V1 al, a lY iuYnuzi shi triff -kT e siw) last711cTsi;&: *h a.C16111et [ref 15 ltirllesfern a eclrla e cczx kalltp1e" 1TV11 I r1pprovecl.`Settliila area t relti,ov ;q (Iftll nt:' r�11 sec1u11e11t 4liirll Ise lare�- ltect fi i l e11te1ing>to11n r_lkaius, clitclleti or zviitel.°our +: , ,:PAVED WASH R CONSTRUCTION ENTRANCE WITH PAVED WASH RACK SILT FENCE C AIL VFR T INLET PROTECTION ENDWALL --- - --- r- -'t------ ---- - ---- TOE OF FILL CULVERT t I 1 � �1 1 I 1 1 I -__.».-�....... ----------. ..._... o * TOE OF- FILL o ,c SILT FENCE a * DISTANCE IS 6' MINIMUM IF FLOW IS TOWARD EMBANKMENT FLOW BINA TION OPTIONAL STONE CO1VY� FLOW VDOT #3, #357 OR #5 COARSE AGGREGATE TO REPLACE SILT FENCE IN " HORSESHOE " WHEN HIGH VELOCITY OF FLOW IS EXPECTED 2.5' CLASS I RIPRAP Source: Adapted from VDOT Standard Sheets and Va. DSWC 3.08-1 CULVERT INLET PROTECTION Plate 3.08-1 CONSTRUCTION OF A. SILT FENCE (WITHOUT WIRE S UPPOR T) 1. SET THE STAKES. 2. EXCAVATE A 4'X 4' TRENCH UPSLOPE ALONG THE LINE OF STAKES. 6' MAX. 'LOW 3. STAPLE FILTER MATERIAL TO STAKES AND EXTEND IT INTO THE TRENCH. 4. BACKFILL, AND COMPACT TIME EXCAVATED SOIL. 0- s!r��v �-At 3 �l,Fo,�r +yJ ���MV. V. I All r . • i POINT'S A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLATION (FRONT ELEVATION) Source: Adapted from Installation of Straw and Fabric Filter Barriers for Sediment Control, Sherwood and Wyant Plate 3.05-2 3 3.05-2 SILT FENCE TEMPORARY DIVERSION DIKE ComDacted Soil Source: Va. DSWC Plate 3.09-1 7 3.09-1 DIVERSION DIKE SEDIMENT TRAP VOLUME COMPUTATIONS ST-1 Drainage Area (Ac) IRequired Storage jElevationsl CONTOUR Incr. Incr. Cum. 1.82 1 244 CY L W Area Vol. Vol. Vol. 122 Wet Storage 534.56 Elevation (Ft) (Ft) (SF) (CF) (CY) (CY) 122 Dry Storage 536.53 531.00 44 10 438 0 0 0 Top of 537.53 532.00 48 14 671 555 21 21 embankment 533.00 52 18 930 801 30 50 534.00 56 22 1214 1072 40 90 WET Embankment 50% 536.00 64 29 1857 3071 114 204 DRY Slope (%) 537.00 68 33 2216 2037 75 1 279 8 3.13-2 SEDIMENT TRAP (STONE OUTLET) GRA VEL AND WIRE' MESH DROP INLET S'E'DIM•ENT FILTER 18i' MIN. t a���lliraa.....•. �I s SPECIFIC APPLICATION GRAVEL (12"MIN. DEPTH) aa, f € f WIRE MESH FILTERED WATER THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY CONCENTRATED FLOWS ARE EXPECTED, BUT NOT WHERE PONDING AROUND THE STRUCTURE MIGHT CAUSE EXCESSIVE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES .AND UNPROTECTED AREAS. * GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE. Source: Va. DSWC Plate 3.07-2 3.07-2 GRATE INLET PROTECTION (GRAVEL) 4 TEMPORARY SEDIMENT TRAP I' yARIABLE* ORIGINAL v Fv"^nit GROUND ELEV. 1.0` 67 CU. YD./ACRE + YAR{Af3LE L(EXCAVDATED)Y/ACRE 4' MAX. `t FILTER CLOTH ORIGINAL GROUND ELEV. *SEE PLATE 3.13-1 COARSE AGGREGATE CLASS I RIPRAP CROSS SECTION OF OUTLET CLASS I RIPRAP LENGTH (IN FEET) _ �` X (IN AC.) AREA DIVERSION .`� DIKE 14 COARSE AGGREGATE", / EXCAVATED AREA FILTER CLOTH * COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 OUTLET (PERSPECTIVE VIEW) Source: Va. DSWC Plate 3.13-2 J Q E"- w N O w ¢ � W z Z _ 01-1 O n> U Q z O �: o W a. Lu �- = � O < LL1 W ^ co�j n l Q z Q z O � J w ����I,TH OF �o o O� 11612021 _0 DANIEL C. HYER v Lic. No. 45596 � C �IONAL E�d1 APPROVED DCH Sl.JBMISSION NO. 6 PROJECT 1903600 T H E W O R D 0 L I N E I. G R A D E C2m4 2 ACRES OR LESS OF DRAINAGE AREA: PIPE OUTLET CONDITIONS A A PIPE OUTLET TO FLAT AREA WITH NO DEFINED CHANNEL PLAN VIEW L a 0 %.............> I )110)1 IJ _d SECTION A -A FILTER CLOTH KEY IN 6"-8"; RECOMMENDED FOR ENTIRE PERIMETER A A 3do (MIN.) --------------- --r d - r PIPE OUTLET TO WELL DEFINED CHANNEL PLAN VIEW Jr L a 0 % r r Ft SECTION A -A T(- FILTER CLOTH KEY IN 6"-0"; RECOMMENDED FOR ENTIRE PERIMETER NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR CONCRETE. 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 INCHES. FII (01 VDOT #1 COARSE AGGREGATE FLOW> Sri 2-10 ACRES OF' DRAINAGE AREA: FILTER CLOTH `_ (OPTIONAL) VDOT #1 C( AT G. 1-----.. min V R aw aiV fro t,LAZJ 1 ILlrIn l- 3.20-1 ROCK CHECK DAM :OUTLET P OTECTlON I� MINIMUM DIMENSIONS. _ TAIL:WATER' PI FEE DISCHARGE APRON' APRON WIDTH APR ON WIDTH CALCULATED VDOT ACTUAL RIP RAP STH_ ft SPAN LEN UPSTREAM DC1WNSTREAM CONDITION ( 1(]} d5o 1 LASS dr THICKNESS (Do) (La) (3R0), (W) �o FEET INICHES CFS FEEL; FEET FEET FEET FEEL SD-9 2:. 15 29��::....................._ 3.71 �;.15 (3 �r N/A 0.5- 1.00 _ ............................................ SD-12 _ 2 ........ 15 .....::: 2,3: ....:.. 6 3.75 -_ 0.15 ..... ...... _ :...:.... 0 .5 At 00 1.t3 D 1� _ 13 �. 7S � :3-75 D.3v rI:A O:5 1.ti NOTE: CON4PUT.ATI INS PER VESCHSTANIDARID3.18 3.18-1 OUTLET PROTECTION U TYPICAL ORIET.NTATION OF T REA THE NT - I (SOIL STABILIZATION BLANKET) gHAI I Ow ON SHALLf W SLOPES, STRIPS OF NETTING PROTECTIVE COVERINGS MAY BE APPLIED ACROSS THE SLOPE. BERM WHERE THERE IS A BERM AT THE TOP OF THE SLOPE, BRING THE MATERIAL OVER THE BERM AND ANCHOR IT BEHIND THE BERM. �- -T T ON 5T PP SLOPES, APPLY PROTECTIVE COVERING PARALLEL TO THE DIRECTION OF FLOW AND ANCHOR SECURELY. BRING MATERIAL DOWN TO A LEVEL AREA BEFORE - TERMINATING THE INSTALLATION. TURN THE END ;. UNDER 4• AND STAPLE AT 12" INTERVALS. : 12° IN DITCHES, APPLY PROTECTIVE COVERING PARALLEL TO THE DIRECTION OF FLOW. USE CHECK SLOTS AS REQUIRED. AVOID JOINING MATERIAL IN THE CENTER OF THE DITCH IF AT ALL POSSIBLE. Source: Adapted from Ludlow Products Brochure Plate 3.36-1 6 3.36-1 EC-2 ORIENTATION STAIR STEPPING GUT SLOPES DEBRIS FROM SLOPE ABOVE IS CAUGHTBY STEPS--,� I `=III-=1(I= I Tj ill II1-I �-,,.II1- 40" -50" IJ�)I1=r =I� WATER, SOIL AND FERTILIZER -III_ ARE HELD BY STEPS - PLANTS CAN BECOME ESTABLISHED ON THE STEPS. Source: Va. DSWC Plate 3.29-1 GROOVING SLOPES IIII III'j 0 Ij11 W. 1 1 1 ! I IIII I'ii� I i I i I r i-�,1 • � I �IIIII_II� Ij_ EACH LIFT OF THE FILL IS COMPACTED, BUT THE OUTER FACE OF THE SLOPE IS ALLOWED TO REMAIN LOOSE SO THAT THE ROCKS, CLODS, ETC. REACH THE NATURAL ANGLE OF REPOSE. FILL SLOPE TRI TMENT Source: Va. DSWC Plate 3,29-3 Source: Va. DSWC Plate 3.29-2 Source: Michigan Soil Erosion and Sedimentation Guide Plate 3.29-4 TABLE 3.31-B (REVISED JUNE 2003) TEMPORARY SEEDING SPECIFICATIONS QUICK REFERENCE FOR ALL REGIONS APPLICATION SPECIES APPLICATION RATES 50/50 Mix of Annual Ryegrass Sept. 1- Feb. 15 (Loliunt multi-florum) & Cereal 50-100 (Ibs/acre) (Winter) Rye (Secale create) Feb. 16-Apr. 30 Annual Ryegrass (lolium multi-florum) F,0-1010 (Ibs/acre) May 1-Aug. 31 German Millet 50 (Ibs/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. / LOOO sq. ft.) TOTE: 1. A soil test is necessary to determine the actual amount of time required to adjust the soil pH of site. 2. Incorporate li f-r ilize into t t 4-6 inches of the soil b diskin or by other means. _,the me and fertilizer r t he op y g , 3. When applying Slowly Available Nitrogen, use rates available in Erosion & Sediment Control Technical Bulletin't4 2003 Nutrient Nlanagement for Development Sites at h ://www.deq.virginia.gov/Programs; waterjStormwater Ma nageinent/Publications.aspx TABLE 3.32-D (REVISED JUNE 2003) PERMANENT SEEDING SPECIFICATIONS FOR PIEDMONT AREA v / Q W r) N O 3.29-1 SURFACE ROUGHENING (CUT SLOPES) 3.29-3 SURFACE ROUGHENING (FILL SLOPES) SEEDING SCHEDULE - PIEDMONT w Q � 3 4 5 W z z _ O z Z T YPIICAL TREATMENT - 2 SOIL' TA BILIZA TIO N MA T TING SLOPE INSTALLATION FILL SLOPE SECTION--, MIWN SOIL 15TABIL17ATION MATS SHOULD / BE INSTALLED VERTICALLY /� 5' NOTE: SLOPE SURF DOWNSLOPE FOR BEST RESULTS. �// SHALL BE S� / AND FREE 01 ROCKS, LUMI DIRT, GRASS STICKS. MAT BE PLACED I Q ON SURFACE PROPER SOIL CONTACT. Q / •sir DART SHALL BE �;,';.'• :;::: TAMPERED PRIOR TO LAYING TOP I _ I ' LAP OVER TOE BERM MAINTAIN SLOPE ANGLE TRENCH INTO BERM AND PROGRESS DOWNSLOPE SLOPE LINING_ SLOPE LINING TOP CIIf SLOPE (WET SLOPE) (DRY SLOPE) TREATMENT - 2 POLYPROPELYENE 2' NON -WOVEN (NEEDLE PUNCHED) C�0(H R0� TREATMENT - 2 GEOTEXTILE FILTER CLOTH (BEHIND 1i� SOS i'ERi PaO R �PnO�f TREATMENT - 2) OF WAS SOIL BOTTOM OF FILL SLOPE BOTTOM OF CUT SLOPE BOTTOM OF CUT SLOPE 4'OR SHOULDER BREAK POINT Source: VDOT Road and Bride Standards Plate 3.36-5 (:D 3.36-5 EC-3 SLOPE INSTALLATION Source: Va. DSWC Plate 3.38-2 8 3.38-2 TREE PROTECTION FENCING SEED LAND USE SPECIES APPLICATION RATES PER ACRE Tall Fescue' 95-100ih Minimum Care Lavm Perennial Ryegrass 0-5% (Commercial or Residential) Kentucky Bluegrass' 0-5 Total: 175-200 Ibs tii fh Maintenance Lawn fall Fescue' ..... _............................... ...................... ... - ..... -- Tall Fescue' fo4tL'L00-2b0lbs. ...... - ............. ............... _...................................... 128lbs. -"----•--..... - ......... .-----....... General SIo 'e j3jA or less) Red Top Grass of Creeping Red Fescue Seasonal Nurse Crol/ 2 lbs. 20 lbs. Total:150 lbs. Tall Fescue' 108lbs. Low-Maintenartce Slcpe Red fop Grass of Creeping Red Fescue Seasonal Nurse Crop? rirOWraYetCh; 2lbs. 20lbs. 20 lbs.. (Steeper than 3:1) . 1 Total: _50 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 n- ' n f' • or throe VCIA at 80 . 146-4884 or at list is availably at Uta focal County Extension office through httn://suda rt.csesst.ed W html/'rurf,lttirf/uubl:cations/publication32.htrn l 2. - Use seasonal nurse crop in accordance with the seeding dates as stated below: February 16"' -April ..................................... Annual Rye May 1'-August 15`"..................................... Foxtaii Millet October -................................. Annual R August 16 ..... ye -.. h - - Winter November February f •ir September use trolled seed all •tT uty �'ericea s„ tydeza for Crownvetch east of FarmviCe VA May through, 3-Subs t � ( Y 1 g other periods, use unhulled Sericea.) If Flatpea is used, increase rate to 30 Ibs./acre. If Weeping Lovegrass is used, include in any slope or lour maintenance mixture during warmer seeding periods, increase to 30 40. 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 it rate of 2 tons/acre (or 90 lbs. / 1,000 sq. ft.) NO I E: ire r H f site. necessary amount of hme required t� adjust the sot o -A sail test is uec,ssar to determine the actual q I P J 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 Technical Bulletin #4 2003 Nutrient Management for Development Sites athttp://,Asny.dpq.virginia.gov/Prograii,,slwater/Storniwater Ma nagetnenti Publieations.aspx O o W �>2W � 0 A. DC O Q w W PLACED ON, UP, i t � m Cn I OF EXAM Q - Q z Li z O W (O'er TRENCH EROSION CONTROL U _ H OF o 0-f11612021 DANIEL C. HYER Llc. No. 45596 � C S 1 ON AL End\ APPROVED DCH SUBMISSION NO. 6 PROJECT 1903600 TIDE WORD OF LINE A- GRADE C2m5 1,, 201.8 - :_I -NE LEGEND: O / O STANDARD/ACCESSIBLE PARKING COUNTS STANDARD CG-6 CG-6 SPILL CURB CG-6 TRANSITION CURB ADA PATH AND LANDING BMP SOIL MEDIA CONCRETE it (0 z uj z z LLJ fivv. OUT. 5?Z 65 _1 > . .......... .... . ' CG -6 NEW 20TORM IOR�NTIOh 30111 SEWER ESMT (TYP) FILTER B > 4 LANDSCAPED AREA A (TYP) I I ; . ..... STORM OUTFALL'...'Ji 6. A 5 DRIVE-THRU CLEARANCE BAR ....... ... . PROP.SCREEN11 G WALL TRASH I I I&W v I i . . .... DRIVE-THRU MENU BOARD EX. 20'SAJ\I. SEWER E5NT . . ... . .............. PR N, -ENCLOSUR E OP. CONC. RETAINING WALL WITH O.B_5597P.162-168 AND ORDER POINT HANDDRAIL PER DETAIL 5/C4.2 . ......... R35' STORM INLET (TYP)Og 3-, R60' QN Nc� ? �x zpv, 311 R3 Q, ....... ... . ............... > -6 (TYP), PROP. LIGHT CG J! I STEEP SL OFE R25' zl� a C) NEW CONSERVATION ESMT POLE (TYP) T N .. ........... 25' . ....... . . AREA (TYP) R �� "77 -6 SPILL CURB (TYP) X CG CG-6 TRANSITION H R30' cl ............ R3' ... ..... ..... X SAjV Ml/ CURB (TYP)' -OP.- 560.1,5 7 IAIV. ffib 542.45 PROP. .......... 11VV. OUT: 51 42,25 > MONUMENT I 12'. 6 SIGN D A H R28'; SHEETZ STORE 4 Est•EIt a 0;w. f H 6,077 SF 15 46 PARKING BOLLARD < R39.5' . ..... LLI PROP FLAGPOLE 9'X 18'FUELING HIGHWA Y CONMERCIALICI COMMERCIALWITH LIGHT SPACE (TYP) s. (CURB CUT ZONING DISTRICT DIVISION LINE I V i . " x .............. PROPERTY 4 CONCURRENT WITH FR0 E BOUNDARY 51 V J. kl TP blll_�p . . ........ .. IV& 14' '�R TA 5EA/F5' , 65- IR MACHINES 2@ , H C I I I! LL 241 BIORETENTIC i �D 0 AH 0 . ............ :D .9,11), . ................ FILTER A A, u L N' > J 1192 GR 7.75" 0;P r07 III ll I FUEL CAN&Y CAR WASH MENU I _j 10, QJ 2 J �5,2' 4 C 0; 0 0 0 LL1 ASE TRAP '5V: Lu AND TELLE 1 4,538 SF if R ............. hl�1*11:a A1,11, v jc�/5 `--15, 01 CG-6 SPILL CURB (TYP) 10 CAR WASH T1 7F ryoo < '7 11,161-20 @ 0 Lu Lr� 7�/.T jl� 6, Z RECLAMATION TANKS UO co 14'JQ ...... ...... ...... ....... 201 . ......... l,4 LR1'1'J1AL1 f6vc") E y C011`111' PROP. AT -GRADE PAVER SIDEWALK VLL4 r7t CG-6 ..... ...... .... - 36'-' co I Tc."o?:1 �z7,7 3 6.5' am, 4. . ......... CAR WASH 4 f, V, 1,024 SF E. o > EX 00TORAIN. ESMT ..................... ff 37 X . ....... .. . ... . ......................... 1N !y:DD E .... (n . . . ... .. .:: :. . A 4 Qn1. > 011 5 . . .......... IR6'126> U .......... > 4mm m 01 0 R R4' R3.10', CURB CUTS67' if /* C' X 0, CAR WASH cn TP CLEARANCE BAR -6 S 32 CGPILL CURB (TYP) '.. � - .., S, 0 Op = J ! jr } 8 fs PROP.FH m 0 NEW 20'PUBLIC s, SITE PLAN NOTES: UTILITY ESMT 11 sicey I R55' ijjii. R35' 91 A yj 1. A KNOX BOX(TM) IS REQUIRED. CONTRACTOR TO etal Bid$ R3' C -7 COORDINATE LOCATION WITH FIRE MARSHALS OFFICE. O�11612021 I-ITIE IN TO EX. R3 DANIEL C. HYER > Z= �T: -iJ 2. RADIAL CURB DIMENSIONS TAKEN AT FACE OF I ... . ... . .. Lic. No. 4559� FUEL TANK PROP. VDOT CG-12B a. A CURB/FLOWLINE. I VENT PAD r-) 7) 2 3. CURB RADII ARE 5'UNLESS OTHERWISE DIMENSIONED. RG U PROP. UNDERGROUND 0;0 00000 U8 NKS _j PAD VACUUM 4. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE MAL (3) PROP. 7. :1.1.1.1.1 . . . . . . . . . . . . . . . . . . . ENTRANCE CORRIDORS SHALL BE ELIMINATED. FUELTA WATER RELOCATED AIRPORT A ... h6t METERSLINE W� 5. WHERE CONCRETE PAVEMENT ABUTS CG-6 SPILL CURB, BUILDING/PARKING 8 ACK 1_11 . ......... DIRECTION SIGN ........ P, lu EX. HI&HI Ul� CONTRACTOR MAY EXTEND CONCRETE PAVEMENT TO APPROVED DCH 01 (ENSURE 7- MIN. TO bO' x x CURB FACE AND ELIMINATE GUTTER PAN. WHERE PIN BOTTOM OF SIGN) P7� SUBMISSION NO. :.; - - - - - - ...... STANDARD GUTTER PAN CONVEYS FLOW, STANDARD 6 . . .... R50'—/ 7177, D PROP. STEPS WITH HANDRAILS ... .................. . . ........... . . . . .......................... - - - - ------- .......... .......... ........ ............... . .. . — - — ------- .... . ..... . . ..... . ..... ...... ... . ......... CG-6 SPILL CURB . . . . . . . . . . . . . CG-6 CURB AND GUTTER SHALL BE CONSTRUCTED. ALL SEE DETAIL 4/C4.2`_ -IROJECT 99,; ......... - - - ........... . ....................... . . .. . 1903600 ............... . . ..................... . . ....... .......... ............. .. ........ .................... . .... .. ....... -7 . ................... ........................ . ............ TRANSITIONS TO CG PROP. ADA PEDESTRIAN ACCESS RAMP DRAINAGE PATTERNS SHALL REMAIN AS SHOWN ON ........... - - ----------- ............ . ... . . . . ...................... . . . . ........ TO EX. 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CURB HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURB) WILL BE PAID FOR AS RADIAL CURB. 4, THE DEPTH OF CURB MAY BE REDUCED AS MUCH AS 3" (15" DEPTH) OR INCREASED AS MUCH AS 3" (21" DEPTH)IN ORDER THAT THE BOTTOM OF CURB WILL COINCIDE WITH THE TOP OF A COURSE OF THE PAVEMENT SUBSTRUCTURE. OTHERWISE THE DEPTH IS TO BE 18" AS SHOWN. NO ADJUSYMENT IN THE PRICE BID IS TO BE MADE FOR A DECREASE OR AN INCREASE IN DEPTH, 5• CG-2 IS TO BE USED ON ROADWAYS MEETING THE REQUIREMENTS FOR CG-6 AS SHOWN IN APPENDIX A OF THE VDOT ROAD DESIGN MANUAL, IN THE SECTION ON GS URBAN STANDARDS. 4" 2" RADIUS >o'l� SURFACE DA 4A .P p D,; D.o P• D, Pp Pp P BASE 8° ACCEPTABLE ALTERNATIVE IF CURB IS EXTRUDED REFERENCE 105 502 STANDARD 6" CURB VIRGINIA DEPARTMENT OF TRANSPORTATION s" 21' R CG-2 �n SURFACE BASE SUBBASE XVDOT ROAD AND BRIDGE STANDARDS REVISION DATE SHEET 1 OF 1 201.01 2" R CG-6 NOTES: 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 2, CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST, 3. COMBINATION CURB & GUTTER HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURB) SHALL BE PAID FOR AS RADIAL COMBINATION CURB & GUTTER. 4. FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER,THE BOTTOM OF THE CURB & GUTTER SHALL BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES AND TO THE DEPTH OF THE PAVEMENT. 5. ALLOWABLE CRITERIA FOR THE USE OF CG-6 IS BASED ON ROADWAY CLASSIFICATION AND DESIGN SPEED AS SHOWN IN APPENDIX A OF THE ROAD DESIGN MANUAL IN THE SECTION ON GS URBAN STANDARDS. 1n • D 1„;p P A. P A d IN D d d P D P O P • D D D A A P P D D D D D d d d d 611 2,-0„ - THIS AREA MAY BE CONCRETE AT THE OPTION OF THE CONTRACTOR THE BOTTOM OF THE CURB AND GUTTER MAY BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES PROVIDED A MINIMUM DEPTH OF 7" IS MAINTAINED. SPECIFICATION �y�'1' REFERENCE COMBINATION 6" CURB AND GUTTER ROAD AND BRIDGE STANDARDS 105 REVISION DATE SHEET 1 OF 1 502 VIRGINIA DEPARTMENT OF TRANSPORTATION 201.03 CG-7 THIS AREA MAY BE CONCRETE AT THE OPTION OF THE CONTRACTOR NOTES: 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST. 3. COMBINATION CURB & GUTTER HAVING A RADIUS OF 300 FEET OR LESS (ALONG FACE OF CURB)SHALL BE PAID FOR AS RADIAL COMBINATION CURB & GUTTER. 4. FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER, THE BOTTOM OF THE CURB AND GUTTER SHALL BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES AND TO THE DEPTH OF THE PAVEMENT. S. ALLOWABLE CRITERIA FOR THE USE OF CG-7 IS BASED ON ROADWAY CLASSIFICATION AND DESIGN SPEED AS SHOWN IN APPENDIX A OF THE VDOT ROAD DESIGN MANUAL IN THE SECTION ON URBAN GS STANDARDS. 6. WHEN THIS STANDARD IS TO BE TIED INTO EXISTING BARRIER CURB, THE TRANSITION IS TO BE MADE WITHIN 10'OR THE CHANGE IN STANDARDS CAN BE MADE AT REGULAR OPENINGS. 7. WHEN COMBINATION MOUNTABLE CURB AND GUTTER IS USED,THE STANDARD ENTRANCE GUTTERS OR STANDARD CONNECTION FOR STREET INTERSECTIONS ARE TO HAVE THE MOUNTABLE CURB CONFIGURATION INCORPORATED. THE BOTTOM OF THE CURB AND GUTTER MAY BE CONSTRUCTED PARALLEL TO THE SLOPE OF SUBBASE COURSES PROVIDED A MIN. DEPTH OF 7" IS MAINTAINED �vDOT COMBINATION 4" CURB AND GUTTER SPECIFICATION ROAD AND BRIDGE STANDARDS SHEET 1 OF 1 REVISION DATE 105 201.04 1 VIRGINIA DEPARTMENT OF TRANSPORTATION 502 O CG-2 O CG-6 O 12V3 BARS A TO BE EQUALLY SPACED. FOR NO. OF BARS SEE TABLE BELOW. I V3 V2 ELEV. PROP. OR BARS A AND C EXISTING WALK, YARD, ETC.-� BARS A AND C io BARS B -� -/- ONE BAR B 70 BE BARS A PLACED UNDER EACH PLAN STEP AND TWO UNDER �( LANDING AS SHOWN.- S-1 OIL VI - 0.917 CU. FT. / BARS C # 4 V2 - 0.573 CU. FT. V1 y ^\^ V3 - 0.726 CU. FT. ^\ ELEV. PROP. OR EXIST. V4. 0.668 CU. FT. BARS A #4 SIDEWALK OR SHOULDER FROM PICTORIAL VIEW IT IS SEEN THAT, V4 BARS B #4'a•' V - V7 W+2V2 (N-1)+V3 (WN+1)+2V4 • A" . h 27 SECTION A -A ' SUBSTITUTING VALUES OF ELEMENTARY VOLUMES, :A* ,. • .., • 1V A. V - 0.917W+1.146(N-1)+0.726(WN+1)+1.336�'. 27 .. •'' N V - INDICATES TOTAL VOLUME OF STEPS IN CUBIC YARDS. A , V2, V3 & V4 - INDICATE ELEMENTARY VOLUMES USED IN COMPUTING V. NUMBER OF BARS A N-1-5 N-6 N-7 N-8 N-9 N-10 N-11 N-12 N-13-25 W - INDICALLSATES CLEAR WIDTH OF STEPS, IN FEET, BETWEENSIDE N - INDICATES NUMBER OF STEPS IN INSTALLATION EXCLUSIVE OF LANDING. L1 - INDICATES LENGTH OF BARS A. IN INCHES. Lt - 13.038N 8" 1 7 _ kkinil"ATCC 7 EK-ru !DC SADC O IN IAI/`llCC 1 ? _ 17W i f]I, f� W - 3' w�� ¢ 5 5 6 fi 7 7 8 W - 4' 5 6 7 7 8 8 9 10 W - 5' 04� 1 6 7 8 9 1 9 10 11 12 L3 - ENDiCATES LENGTH OF BARS C, IN INCHES. L3 - 13.038N + 18" HANDRAIL IS TO BE PROVIDED FOR STEPS HAVING THREE OR MORE RISERS, AND WILL MEET THE A LANDING IS TO BE PROVIDED WHERE 12 OR MORE STEPS ARE REQUIRED FOLLOWING CONDITIONS; MINIMUM SIZE OF LANDING TO BE W + 1 FOOT X 4 FEET. 1. ON STEPS LESS THAN 44 INCHES WIDE HAVING BOTH SIDES ENCLOSED, AT LEAST ONE HANDRAIL, PREFERABLY ON THE RIGHT SIDE DESCENDING. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 2. ON STEPS LESS THAN 44 INCHES WIDE HAVING ONE SIDE OPEN, ONE HANDRAIL ON EACH SIDE. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST. 3, ON STEPS LESS THAN 44 INCHES WIDE HAVING BOTH SIDES OPEN, ONE HANDRAIL ON EACH SIDE. FOR OTHER WIDTHS THE APPROXIMATE SPACING OF BARS A 4. ON STEPS MORE THAN 44 INCHES WIDE BUT LESS THAN 88 INCHES WIDE, ONE HANDRAIL ON IN INCHES WILL BE EQUAL TO 80:- N WITH A MINIMUM SPACING OF 6". EACH SIDE. REINFORCING BARS TO BE USED IN INSTALLATIONS OF 6 OR MORE STEPS. 5. ON STEPS 88 OR MORE INCHES WIDE, ONE HANDRAIL ON EACH SIDE, AND ONE INTERMEDIATE FOR TABULATION OF CONCRETE AND STEEL QUANTITIES SEE SHEET 2. HANDRAIL LOCATED APPROXIMATELY MIDWAY OF THE WIDTH. SPECIFICATION REFERENCESTANDARD CONCRETE STEPS FOR 11 :1 SLOPE /+ ROAD AN�BRID�GE TSTANDARDS 105 REVISION DATE SHEET 1 OF 2 504 VIRGINIA DEPARTMENT OF TRANSPORTATION 601.01 SEE ROAD PLANS MAX. 6'-0" MAX. 6' 0" GRIPPING RAIL FOR RETAINING HR 1 4/2" O.C. Y4" NPS PIPE PICKET WALL DETAILS. I O.C. 5/a" SOLID PICKET MAX. 6'-0" >- MAX. 61-0" /2" DIA. SOLID STEEL SMOOITH ROUND ROD ( ( P OR PII I I w 1" STANDARD PIPE.. GROUNDING 1 ELECTRODE ANCHOR ff BOLTS RAIL EXPANSION JOINTS AT 1`'{ 7u INTERVALS NOT EXCEEDING -tl 3" MAX. 4" O.C. (TYP.)� 30 FEET. P 3" POSTS :2" MIN. NP5 (2.375" O.D.) SCHEDULE 80 PIPE 12', RETAINING 'WALL RAILS :2" MIN. NPS (2.375" O.D.) SCHEDULE 40 PIPE IqMIN EXPANSION JOINT PICKETS : Y4" MIN. NPS (1.05" O.D.) SCHEDULE 40 PIPE - 3" MAX. OR 5/" MIN. SOLID STEEL SMOOTH ROUND ROD HR-1 TYPE II PEDESTRIAN RAILING ANCHOR BOLTS (FOR USE ALONG SIDEWALKS AND RAMPS) SEE ROADWAY PLANS 2" min. 12" OR TYPICAL SECTIONS CONCRETE STEPS FOR DISTANCE TO 11/p" NPS SCHEDULE 40 PIPE MIN POSTS 11/Z" MIN. NPS (1.90" O.D.) SCHEDULE 80 PIPE SIDEWALK OR SHARED GRIPPING RAIL RAILS 11/2" MIN. NPS (1.90" O.D.) SCHEDULE 40 PIPE USE PATH. GROUNDING 12" ZI/a" min -ELECTRODE PAIN. HR-1 TYPE I HANDRAIL (FOR USE ALONG STEPS) NOTES W, SOLID STEEL SMOOTH ROUND ROD 1. THE CONTRATOR SHALL SUBMIT DRAWINGS DETAILING ALL ASPECTS OF FABRICATION AND INSTALLATION OF RAILING, CONCRETE FOOTING TO 1 INCLUDING CONCRETE FOUNDATIONS FOR APPROVAL BY THE BE DESIGNED BASED ON GRIPPING RAIL DETAIL ENGINEER PRIOR TO INSTALLATION. SHOP DRAWINGS SHALL SOIL CONDITIONS.12"7ANCHORBOLTS (FOR USE ALONG SIDEWALKS AND RAMPS) BE SIGNED AND SEALED BY A PROFFESSIONAL ENGINEER, FAIPl. HOLDING A VALID LICENSE TO PRACTICE ENGINEERING IN GRIPPING RAIL SHALL BE INSTALLED WHEN THE COMMONWEALTH OF VIRGINIA. THE SIDEWALK OR RAMP GRADES ARE EQUAL 2. ALL RAILING COMPONENTS AND FASTENERS SHALL BE GALVANIZED IN EARTH FOUNDATION DETAIL ROILOV!LLRBE7NCIDENTAL TORTHEJTCOSTOFG (FOR USE WITH TYPE II& IIIRAILINGS) TOCACHIEVEEA UDIIFORPd COATING ONAALLNSOURFACES VENTNGAA D!S THE RAILING, DRAINAGE HOLES FOR GALVANIZING SHALL BE INCLUDED IN THE SHOP DRAWINGS. 3. ALL FASTENERS SHALL BE IN ACCORDANCE wirp-I ASTM A307, MAX. 6' U" MAX. 6' 0" ASTM A563, AND ASTM F844. ALL ANCHOR BOLTS SHALL BE IN ACCORDANCE SEE ROAD PLANS WITH AASHTO M314,GRADE 36. 41/p" O.C. Y," NPS PIPE PICKET 4„ FOR RETAINING 4. A CHEMICAL ANCHOR SYSTEM FROM VDOT'S APPROVED MATERIAL 1 •. 5 •• 4'� 4/e O.C. /8 SOLID PICKET WALL DETAILS. LIST MAY IN 1 F CAST I PLACE ANCHORSAT HA L S M BE USED ! LIEU 0 C S N L CE AND SHALL BE INCLUDED IN THE SHOP DRAWINGS. --I �-� 5. POSTS SHALL BE MITERED TO MATCH GRADE OF RAMPS, SIDEWALKS, AND STEPS. 6. HANDRAILS SHALL MATCH GRADE OF RAMPS SIDEWALKS AND STEPS. f 7. ALL POSTS AND PICKETS SHALL BE SET PLUMB. I I 8. RAILINGS SHALL BE GROUNDED AND EFFECTIVELY BONDED. i GROUNDINGINSTALLATION TO BE IN ACCORDANCE I I EAT�ERIALS 9. COMMERCIALLY AVAILABLE RAILING SYSTEMS MAY BE USED IN LIEU I I I OF DESIGNING AND FABRICATING THE RAILING. DOCUMENTATION FROM t' -ANCHOR THE MANUFACTURER VERIFYING THAT PROJECT REQUIREMENTS ARE RAIL EXPANSION JOINTS AT BOLTS MET WITH THE RAILING SYSTEM SHALL BE SUBMITTED WITH THE INTERVALS NOT EXCEEDING 3" MAX. INSTALLATION DRAWINGS AND APPROVED BY THE ENGINEER IN 30 FEET. ACCORDANCE WITH NOTE 1. V-3"- POSTS :2" MIN. NPS (2.375" O.D.) SCHEDULE 80 PIPE 10. HANDRAIL TO BE IN ACCORDANCE WITH THE LATEST EDITION OF RETAINING WALL RAILS 2" MIN. NPS f2.375" O.D.) SCHEDULE 40 PIPE THE VIRGINIA UNIFORM STATEWIDE BUILDING CODE. EXPANSION JOIIJT PICKETS f4" NPS (1.05" Q.U.) SCHEDULE 40 PIPE 11. THIS HANDRAIL IS TO BE USED ONLY AS A PROTECTION FOR _h11N. OR '/" MIN. SOLID STEEL SMOOTH ROUND ROD GROUNDING PEDESTRIANS AND SHOULD NOT BE PLACED IN ANY LOCATION HR-1 TYPE Ill BICYCLE RAILING ELECTRODE MIGHT BE SUB7STANDARD ICULAR TO ANY FORRVEHICULAR ROTECTIONIT GUTA DRAILISHOULD (FUR USE ALONG SHARED USE PATHS) BE USED. SPECIFICATION A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE. -\VDOT REFERENCE STANDARD HANDRAIL ROAD AND BRIDGE STANDARDS t05 METHOD OF LOCATING AND ERECTING REVISION DATE SHEET 1 OF 1 238 601.05 504 VIRGINIA DEPARTMENT OF TRANSPORTATION 7/11 WP-2 CG-7 ASPHALT PAVEMENT WIDENING EDGE. OF EXISING PAVEMENT (AS DETERMINED IN FIELD) TACK COAT THE PROPOSED CONSTRUCTION JOINT EXISTING ASPHALT LAYERS _ PROPOSED ASPHALT LAYERS EXISTING SUBBASE PROPOSED SUBBASE COMPACTED SUBGRADE CONSTRUCTION JOINT DETAIL CCCC7 REPROVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS PROPOSED MINIMUM 11/2 INCH THICK ASPHALT SURFACE COURSE (SEF. NOTE 5) x MINIMUM 12 INCHES, OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS AS DETERMINED BY CORES (SEE NOTE 3) NOTES: 1. ASPHALT PAVEMENTWIDENING SHALL HAVE A PAVEMENT DESIGN IN ACCORDANCE 'WI?I•1 CURRENT VDUT PROCEDURES AND BE APPROVED BY THE ENGINEER. 2, THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF THE LAYERS OF EXISTING PAVEMENT. SUBSURFACE DRAINAGE OF THE EXISTING AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN. 3, A MINIMUM OF THREE_ CORES SHALL BE TAKEN ALONG THE CENTER OF THE ADJACENT -TRAVEL LANE TO DETERMINE THE TYPE AND "THICKNESS OF EXISTING PAVEMENT LAYERS. THESE CORES SHALL BE SPACED NO MORE THAN 500 FEET APART. 4. THE ADJACENT TRAVEL LANE SHALL BE MILLED A MIPlIPAU47 DEPTH OF 1112 INCHES AND REPLACED WITH 01 ASPHALT SURFACE COURSE TO MATCH THE PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAIVED BY THE ENGINEER. 5. THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE AND EFFECTIVE SURFACE DRAINAGE. 6. EXISTING PAVEMENT MARKINGS AND MARKERS 'WITHIN THE PROJECT LIMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL OF THE ENGINEER. 7. FINAL TRANSVERSE PAVEMENT TIE-IN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315 0= THE SPECIFICATIONS EXCEPT THAT ALL JOINTS AT TIE-IN LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315 OF THE SPECIFICATIONS. XVDOT ROAD AND BRIDGE STANDARDS SHEET 1 OF 1 REVISION DATE 303.02 ASPHALT PAVEMENT WIDENING FOR WIDENING SUBJECT TO TRAFFIC VIRGINIA DEPARTMENT OF TRANSPORTATION SPECIFICATION REFERENCE 315 J N I- W Q W z Cn n C) 0 Q �� 0 o a. Lu Q O W 0/ L.L corr- Q L7 z L1G w UJI Z z cu C� J W 0 W I- Cn I- 0 n H OF o O�116 -2021 v DANIEL C. HYER 9 Llc. No. 45596 1 o E�d� N AL.L.-N APPROVED DCH SUBMISSION NO. 6 PROJECT 1903600 TH E WORK 0I= LINE -1 GRADE O S-1 O HR-1 O WP-2 I C4m2 Ili i+i�F2A1) 0 APPLY TACK COAT SEALER TO CONCRETE AT TRANSITION :CONCRETE ; `. ,ASPHALT •: L 8" AGGREGATE STONE BASE CONCRETE / ASPHALT PAVEMENT TRANSITION DETAIL N. T.S. OCATIONS: UST PADS GAS CANOPY PADS PARKING AREAS DUMPSTER • OTHER CONCRETE / ASPHALT TRANSITIONS 0 _.. m : CONCRETE / ASPHALT TRANSITION SCALE: NO SCALE S H EETZ PAVEME NT TRANSITION D ETA I L SEE LIGHTING PLAN FOR DETAIL OF LIGHTED BOLLARD SIDEWALK PAVERS (5EE ARCHITECTURAL 6" ,4004P P51 FIE3ER REINFORCED CONCRETE PLANS FOR DETAILS) ...... . PAR KING AREA i ...._- ---- ................. .............. _.1..............-._------ - --- . -; : (.. „ ..... 6' CRUSHED STONE EASE r 4 I L. ` CONCRETE _1... r.._........ ; ` ; i -- STOREFRONT BUMPER POST FLUSH SIDEWALK/PARKING AREA SCALE; NO SCALE :6onvenience 4rchitecture SITE ANI� vTOREPRONT . ............................. GUF2BINCS and _25P. C. �_ra_A T 3515heetz 'ula ; Clay>bur , PA 1662.i A .... .i :... S 1 € (S14)239-6013 A ro" OR 5" DIA. STEEL PIPE WITH GAP PROTECTED ITEM >A 6" OR 8" DIAMETER PIPE 501_LARD 5GALE: NO SCALE :Convenience 4rchitecture W_ ........................... ..................... .........._.... -- BC�LLAR© ........ .. and -2wh1w P.C. ... ............................................................. 351 sneers sbur , Ct Way, aj PA 16525 Y , g (,414)239-6013 Q 20'-4' 19`-4" OPEN Oa C.w..� •. ; :' VERTICAL REINFORCEMENT - #5 5AR5 AT 13' O.C. HORIZONTAL HORIZONTAL REINFORCEMENT- :+ (5) #5 5ARS AT 14' O.G. ON LEEWARD AND WINDWARD i FACE. 00 NOT WELD REBAR. f- `.. •,,`, .r 3' MIN. COVER. 4.1 1 11 2.55 CU, YD5. GF CONCRETE REGYD PER FOUNDATION ZOVER TURN _1" DIA.X42" LONG / ANCHOR BOLT GRADE (6) #h 5ARS ON A A21" PATTERN WITH >�(4) #3 STIRRUPS a 6a" O.C. AT TOP 15", " a J. ''- THEN 15" O.C. '' • :a A. THEREAFTER 1,32 CU. YD5, OF CONC. •.:•�.••,::.� REQ'D. PER 2, 6„� I CAISSON OPTIONAL CAISSON FOUNDATION NO SCALE _� •' yQ Sri Olt C 1•�'//'�'Y`I pia I A A �lg 9"OR11 1. CLEARANCE E�AR DETAILS NO SCAB I 6"X& X114" STEEL TUi5E I' DIA.X42" LGt4G ANCHOR DOLT NOTES SIGN CABINET CONNECTION DESIGN BY OTHERS. I~LECTRICAL DE51GN ESY OTHERS, ,OVER TURN ro"X6"X114" STEEL TUBE 3°X3"X112' U STEEL GUSSET p I" D1A.X42' LONG ANCHOR DOLT 13"Xi3"k1" STEEL BASE :FLAT NR SGA�E . 4: 4 A Q HIGH STRENGTH, <r NON -SHRINK GROUT a 4 4 ANCHOR BOLT PROJECTION DETAIL NO SCALE AIR MACHINE PAD NOTES: ----------------------------- - - - - - -- - -- ELECTRICAL NEEDS AREA 120-VAC 30-AMP #10 WIRE CIRCUITS WITH GROUND POWER CONDUIT FROM E5U€LDING TO AIR CONCRETE CURS , 4'-2 ,_. MACHINE IS TO 5E RIGID PVC WITH FIRST AND 11 .-. 11 d LAST 10' iN RIGID METAL CONDUIT AND EYS M' _ ...... ___.--- --,......_.....-.. FITTINGS AT BOTH ENDS. TERMINATED IN RECESSED ro" PVC SLEEVE UNDER AIR MACHINE. �l......_...-. _...._... u1; USE WEDGE ANCHOR 5OLTS TO MOUNT AIR O: STAND. �' N r r "I (3 5OLLARDS ARE d" X 4" X 5`, TO BE PAINTED DARK 5RONZE. FOR INFORMATION CALL I�._....... I SHERWIN WILLIAMS ALTOONA, PA STORE (514) 946-ro161 .. 1 ........_ .... MAXIMUM DISTANCE FROM FINAL GRADE TO TOP BUTTON ON AIR MACHINE TO 5E 48" ---_----------- - ---_._.' .._....... . ..... CONCRETE CURS 1 �_4�+ PLAN VIEW ,..................... ....................2,— 4" X 4" X 5' 5OLLARD TYP i �.... 314" POWER CONDUIT LOOPED FROM AIR STAND TOP OF SLAB f0" HIGH CURB {I} SLOPE r -p CV CV ..................... ................... SIDE SECTION VIEW FRONT VIEW 1 ` 4" .......�............. AIR._MA,CHINE_PAD SCALE: NO SCALE 'Convenience4rchitecture AIR MAGI -LINE ................................................................................................. iAP Di=TAILS and �1 P.C. :.. ......... ......... ...........f ..........:......zer>i^r; ............._.............._. 3515heea Way, Clay5burg, PA 16625 (814)239-6013 I Nc?TE3 I. DESIGN IS 5A6ED ON 90 TO 120 MPH 3 SECOND GUST DESIGN WIND SPEED MAX. PER IBC 200k,. EXPOSURE C. 2. FOUNDATIONS ARE 3ASED ON A SAFE LATERAL SOL DEARING PRESSURE MINIMUM OF 300 PSF PER FC)OT OF DEPTH, SOIL REPORT WAS NOT FURNISHED. ALLOWADLE SEARING: PRESSURE SHOrULD 5E VERIFIED PRIOR TO PLACEMENT OF CONCRETE. DO NOT PLACE FOUNDATION IN FILL. 3. CONCRETE SHALL 5E MIXED TO ATTAIN A MINIMUM COMPRESSIVE STRENGTiI OF 3000 P51 IN 25 DAYS, 4, SUPPORT MEMBER SHALL 5E FREE FROM DEFECTS AND SHALL MEET A5TM A500 GRADE 5 WITH A MINIMUM YIELD STRENGTH OF 4600,9 PSI FOR TUBE PLATE AND ANGLE SHALL MEET A5TM A36, 5. STRUCTURAL DOLTS SHALL E5E Z..NC COATED A325 UNLESS OTHERWISE NOTED. 6_ ANCHOR 5OLT5 SHALL OE CUT FROM A36 ROUND STOCK. EXPOSED SURFACES SHALL SSE GALVANIZED OR COATED TO PREVENT CORROSION. 1. ALL VOIDS E5ETWFEN COLUMN 5AS- PLATE AND FOUNDATION SURFACE SHALL 5E COMPLETELY R; LED WITH HIGH STRENGTH, NON -SHRINK CAROtIT. S. WELDS SHALL 5E MADE WITH E'IOXX ELECTRODES E3Y PFR&ONS QUALIFIED IN ACCORDANCE WITH AWS STANDARDS WITHIN THE PAST TWO YEARS. 5. STEEL REINFORCING DARE SHALL CONFORM TO A5TM A615 GRADE 60 WITH DEFORMATIONS IN ACCORDANCE WITH A5TM A-305. WELDING OF REINFORCING E5ARS IS PROHIBITED. 10.TR$ DESIGN I$ PROTOTYPICAL AND SHOULD NOT ESE USED FOR SITE SPECIFIC APPiICATION5 W LE35 DEEMED 5UITA5LE 5Y A COMPETENT PROFESSIONAL ENGINEER. I" HEAVY HEX NUT rl" DIA.X42" LON(3 ANCHOR -01 50LT I" HEAVY HEX NUT, TACK WELD TO BOLT ANCHOR 5OLT DETAIL NO SCALE I3"xi13t.�Ir. hh��--•—���111 5T?» EL 5A5E PLATE 1 1 /4"' DIA. 01— HOLE TYP. ro"Xfo4'7(I 14" STEEL TL11EE STEEL GU66ET BASE PLATE DETAIL NO SCALE Ill" �°X3'X1 r2" STEEL GUSSET m CHAMFER 3" GUSSETT DETAIL NO SCALE SHEETZ CLEARANCE BAR DESIGN INTENT UP TO 1 20MPH MAX. 'NT. SIGN COMPANY 6107 ffiSSELL AVENUE, ALTOONA, PENNSYLVANIA 16601 PHONE: (814) 949-0267 FAX: (614) 940-0293 1 9Y: HMA Project Number 12 0282 DATEI 04/25/12 DrawingNumber. 0 4 �tiTHOFb Gy 6/202> Of�� DANIEL C. HYER LIc. 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REMOVE ALL STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF #68 STONE, FOUNDATION IN POOR SOIL UNDER -CUT CONDITION 4' Al INITIAL BACKFILL 4 MI UNSTABLE 6" 8" B" 6" OlL MI MIN. MIN LAIN, STONE • GRANULAR FILL AS;: APPROVED BY ACSA CK' STABLE SOIL OR ROCK NOTE 1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. 2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED ABOVE THE INITIAL BACKFILL, 3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS. 4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED IN THE TRENCH, 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES, DUCTILE IRON WATER PIPE INSTALLATION & BEDDING NTS FIG. W-2 FOR ALL BENDS I O`, �°M IN 45' max L 45' max PLUG I: 1 1 FOR TEE OR 4'lYE FITTINGS -- WIDEN TRENCH TO ACCOMMODATE ANCHOR IF REQUIRED. M BEDDING - REQUIRED[) \\ I Q• SECTION 2-2 PIPE DEGREE BEND DIMENSIONS VOL. TEE AND PLUGS VOL. SIZE OF (FEET) CU.YD. (FEET) CU,YD, BEND L H T L H T 90 2,50 150 3.01 0,24 4„ 6" 45 2,00 2.25 2.60 0.15 2,0E 2.25 2.5E 0,15 22 1/2 1.50 2.00 2.52 0.10 11 1/4 1.50 2.00 2.50 0,10 90 3.66 351 3.21 0.48 811 45 2,66 2,66 2.77 0.26 22 1/2 1.66 2.16 2.69 0.13 3,16 2.91 2.66 0.32 11 1/4 1.66 2,10 2.67 0.13 90 4.83 3.83 3.42 0,83 10" & 12" 45 3.33 3.58 2.95 0.43 3.83 4.00 2.83 0.52 22 1/2 2,33 2.58 2.86 0.24 11 1/4 1.83 2.33 2.84 0.18 1, THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE : CHANGES DIRECTION, CHANGES SIZE, DEAD ENDS AND AT VALVES. 2, USE 2500 P.S.I. CONCRETE. 3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT, 4• THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF ALL THRUST BLOCKS, CONCRETE THRUST BLOCKS NTS FIG. W-3 NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS cl 1 THE LOCAL STANDARD. LENGTH OF BRANCH VARIES 6' MIN { 2' TO 10' �. 18"-22" 7 CU. FT. VALVE BOX #68 STONE f 42"MIN 6" GATE VALVE ., e TEE 250E P.S.I. CONCRETE- BASE AND THRUST ' ';� �:r''•' 1 ' > r'. ' BLOCK AGAINST UNDISTURBED STABLE SOIL. STEEL PILE WHEN THE SOIL IS DISTURBED OR WHEN WHEN JOINT FITTINGS A HYDRANT IS LOCATED IN A FILL, IN ADDITION TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADDITIONAL SUPPORT, N OTE 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE, 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4• THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH, 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION, IF REWIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T,S. FIG. W-4 1' COMRRESSION x 7/4' MALE PIPE COUPLING OR APPROVED EQUAL 1" TYPE "K" SOFT COPPER 1'xl5 NOTE NO SWEATED FITTINGS DUAL SERVICE V TYPE 'K" SOFT COPPER cr SINGLE SERVICE NOTE: 1) SADDLES SHALL BE USED ON PVC PIPE. 35- MIN. 7/0 BEND COUPLING -\ / /�,, s_ I 0 FOR USE ON ATTACHED SINGLE FAMILY RESIDENTIAL RESIDEt777AL SERVICES OR DUAL RESIDENTIAL AND IRRIGATION SERVICES, TEE K_ z' V COMPRESSION x 3/4' MALE PIPE COUPLING OR APPROVED EQUAL FOR USE ON DETACHED SINGLE FAMILY RESIDENTIAL SERVICE WHERE AN IRRIGATION METER IS NOT PROVIDED. I CAST IRON LID FINISHED GRADE -'� \-CORPORATION STOP SAND OR DUST UNDER BOX AND SETTER (2-INCH MINIMUM THICKNESS} :�tr'2i 't`,' a'•.:�`��-=�{:{ '"'-BRICH AS ';k 7>�. •• Iji•i NECESSARY a h�;+r+H t. t.^• .i`:"---..,_, 4` DIAMETER MAIN PP iF., ,n.ne•-.'. k=;* "rs LONG STONE POCKET, VDOT d�* iyy� i'.�:.'+`ti�•tuT* SPEC. 203, NO. VAOOREGATE TYPICAL SERVICE LATERAL INSTALLATION (5/8" & 1" METERS) NTS FIG, W-6A l u-4 TD-8 TO-10 1 TD-2 (DUCTILE IRON PIPE INSTALLATION) 2 TD-3 (CONCRETE THRUST BLOCKS) TD-8 (FIRE HYDRANT ASSEMBLY) TD-10 (SERVICE LATERAL) 3 4 COVER LIFT NOTCH 12 3/8" WATER CAST IRON LID NOTES: (1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS. TYPICAL METER BOXES (5/8"-1" METERS) NTS FIG. W-7 TD-13 TD-13 (111 METER BOX) U METER SIZE DIMENSION A DIMENSION B DIMENSION C 1 va. 31v 5'0' 3'8` 2' 3'I` 510' 316` 3' 5' MIN, 10' MIN. 4' 5' MIN, 1 12' MIN. GREATER THAN 4` PROPOSALS WILL BE SUBMITTED, DOOR HINGES - i I I I I I I I I I I LIFT RA IDLE L-----._......_.--.-_...---- TYPICAL METER VAULT N,T,S, FIG, W-7A SIDE. VIEW 75' DIAMETER DRILLED IDLE FOR TOUCH READ !NITS, TOP VIEW 3" DIAMETER FLAT BEARING SURFACE UNDERNEATH ?4' X 36' ALUMINUM ACCESS MATCH TD-14 7 TD-14 (LARGE METER VAULT) 44" MIN. �� 36' +► 4 ' q' 4 •. •. lir MIN. 37' MIN. + WNCNUT LOCKING ASSEMBLY le MIN. NOTES; 1. PROVIDE A 6" THICK GRAVEL BED BENEATH THE METER VAULT. 2. MINIMUM WALL THICKNESS FOR PRECAST OR POUR -IN -PLACE VAULTS SHALL BE 4 MINIMUM WALL 'THICKNESS FOR VAULTS CONSTRUCTED OF MASONARY BLOCK SHALL BE 8". 3. THE OUTSIDE OF THE VAULT BELOW GRADE SHALL BE COATED WITH AN APPROVED WATER PROOFING COMPOUND, TYPICAL METER VAULT (1 1/2" METER) NTS FIG. W-7B TD-15 $ TD-15 (1.511 METER VAULT) SEWER SERVICE LATERAL CONNECTION NOTES: 1, WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED TO 'THE MANHOLE. 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL BE CONNECTED USING A PIPE SADDLE, 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 27� (1/4" PER FOOT ) 4. ALL SEVIER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN DIAMETER OF 4"• 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER OF 3 FEET. SALT TREATED FINISHED GROUND 2 x 4 MARKER PLUG END OF - MAIN LINE - SECTION SERVICE LATERAL IN LINE WYE-TEE PLAN -_ �r VARIES SEWER SERVICE LATERAL CONNECTION N.T.S. FIG. S-2 VARIES ---jj VALVE Box TO METER BOX (SEE FIG. W-6A THRU W-7E). �.•o .•a VARIES- �2" COPPER M.J. FITTING WATER MAI 4" DIP \4" PLUG THREADED FOR 2" COMPRESSION FITTING RESTRAINED JOINT FITTINGS NOTES: + GATE VALVE WILL BE 4" UNLESS OTHERWISE SPECIFIED BY THE ACSA. + SERVICE LINETO CONNECTAT MAIN WITH X"x4"TEE, REFER TO FIG, W-3 FOR THRUST BLOCK DETAILS ON TEE. + REFER TO FIG, W-5 FOR THRUST BLOCK OETAILS AND DEPTH OF COVER ON GATE VALVE. • NO CONCRETE SHOULD BE POURED ON ANY PART OF THE RESTRAINED JOINT. USE PLASTIC SHEETING AS PROTECTION FOR BOLTS. USE 2500 P.S,I. CONCRETE, LARGE METER SERVICE LINE NTS FIG. W-6C TD-12 5 TD-12 (LARGE METER SERVICE LINE) EMBEDMENT SPRING LINE OF PIPE NO. 68 STONE REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL LARGER THAN 5" IN ANY DIMENSION --INTIAL BACKFILL' (6" LIFTS) THOROUGHLY COMPACTED BY HAND OR APPROVED MECHANICAL TAMPER --HAUNCHING -BEDDING 6" max 4" min -FOUNDATION (SHALL BE REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE ALL PIPE) NOTE 1, OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE BACKFILLED ENTIRELY WITH NO, 21A STONE, 2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 STONE SHALL BE PROVIDED' 3, WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE TYPICAL SEWER PIPE INSTALLATION IN TRENCH NTS FIG. S-3 TD-33 I U-34 9 TD-33 (LATERAL CONNECTION) 10 TD-34 (SEWER PIPE TRENCH) 9 W U� vJ Q W 0 �o �1 w Lr- Ll. Q 0 W I- m PLT H OF �rrA �o 0 006�zoz> DANIEL C. HYER Llc. No. 45596 C 51 ON AL APPROVED DCH SUBMISSION NO. 6 PROJECT 1903600 TH E WORK 0F LINE -I- GRADE C6s3 Asa pl-3A, 36, 3C F'YPANSInN JOINT , EXPANSION KEYED 10" FOR DETAILS OF INLET JOINT CONST. BARS D r' APPROACH FRAME & COVER BACK OF SIDEWALK JOINT �`'''� GUTTER SEE STANDARD IC-2, BAR GWARPED 4'; ,4;' 2" w 7- ' l/ RGUTTER . •p/N% H V/•llyH. � • .wiiiAam Iw#wwww w#w>A#is#www� wwwwll I��r�,f���rr�ri�l�r�rl�l�r�J■��� 1 IRE EI L BAR F BAR A NOTE 5 E� E EI BARS D GUTTER FACE OF CURB 8" I n , CRCK CONTROL JOINT CRACK CONTROL JOINT 4,_ f» PLAN 3'_0" SECTION A -A MIN. A 10 MAX, KEYED GONST. JOINT L-VARIABLE - MAX. 20' r CUTTER 2'-6" $" _10., 2" WARPED B 3' 0" 2" APPROACH �+ BARS A GUTTER V N 00 zs c I I �o. BARS F BARS E I y ca I I *3" DIAMETER B BARS E WEEP HALE FRONT ELEVATION BARS F 8" 1'-8" 8" sags B IZ (GUTTER REMOVED) 81. I .- 8„ 5XI/4" BENT PLATE " SECTION B-B > ' c, y� c': N C ,A TYPE A NOSE DETAIL SHALL BE USED WITH CG-3 & CG-7 STANDARDS. t/Q R "1 L2�2"X2�2"XI/q" TYPE B NOSE DETAIL SHALL BE USED WITH CO-2 & CG-6 STANDARDS. GALVANIZED TYPE A TYPE B E/2" X 4" STUD SHEAR CONNECTOR WELDED GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68*30' TO ANGLE IRON AT 2'C-C. CONNECTORS AND IS TO BE ANCHORED WITH 3/2" X 4" STUD SHEAR NOSE DETAIL�a, WELDED TO BENT PLATE AT 2'C-C. 2' �APPR. PAVEMENT DI-3A L L 1 DI-38 L DI-3C L WARPED PAVEMENT 771-7-7 -14 Phi = I Z I - FLow FLOW I SLOW > > 1 DETAIL WHEN USED FOR USE ON GRADES ADJACENT TO CURB FOR USE IN SAGS WITHOUT GUTTER BOTH SIDES TO BE SYMMETRICAL tVDOT STANDARD CURB DROP INLET SPECIFICATION ROAD AND BRIDGE STANDARDS SHEET 1 OF 2 REVISION DATE 12„ - 30" PIPE' MAXIMUM DEPTH (H) 8' 233 104.09 08/10 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 0 DI-3A B C SHAPE TO OFNPIPER- A Y d I A dd TRANSITION BETWEEN d PIPE DIAMETERS WHEN DIFFERENT SIZES OF PIPES ARE ENCOUNTERED. NOTES: SHAPING OF MANHOLE AND INLET INVERTS IN ACCORDANCE WITH THIS DRAWING IS TO APPLY TO THOSE STRUCTURES SPECIFIED ON PLANS OR WHERE INVERT OF PIPE IS ABOVE INVERT OF STRUCTURE. d SHAPE TO ELEVATION f OF MID -POINT OF LARGEST PIPE. I I I d A a SLOPE TO DRAIN TO INVERT OF OUTLET PIPE SECTION A -A METHOD OF TREATMENT IN DROP INLETS SLOPE TO DRAIN TO INVERT OF OUTLET PIPE MANHOLE OR DROP INLET IS TO BE FORMED AND CONSTRUCTED IN ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING. n THE INVERT SHAPING AS DETAILED HEREON IS TO CONSIST OF A PORTLAND CEMENT CONCRETE MIX CONFORMING TO CLASS A3 OR CLASS Cl, EXCEPT THAT 25X OF COARSE AGGREGATE MAY BE i:• i;.''' c •."' UP TO 4" IN DIAMETER AND CONSIST OF STONE, BROKEN BRICK, BROKEN CONCRETE OR BROKEN CONCRETE BLOCK. THE SURFACE ( :•�: SHALL BE LEFT SMOOTH BY MEANS OF HAND TROWELLING. NONE I I ""'' OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED. a . DETAILS OF INVERT SHAPING AS SHOWN HEREON ARE FOR EXAMPLE d d d PURPOSES ONLY. EACH MANHOLE OR DROP INLET IS TO BE SHAPED - -' INDIVIDUALLY TO BEST FIT THE PARTICULAR INLET AND OUTLET CONFIGURATION AND FLOW LINES. SECTION B-B PLAN METHOD OF TREATMENT IN MANHOLES �vooT STANDARD METHOD OF SHAPING SPECIFICATION REFERENCE ROAD AND BRIDGE STANDARDS MANHOLE & INLET INVERTS SHEET 1 OF 1 REVISION DATE 302 106.08 VIRGINIA DEPARTMENT OF TRANSPORTATION END -SECTION 12" - 60" PIPE ALTERNATE END -SECTION 12" - 60" PIPE ES-1 HUB END ON OUTLET END -SECTIONS SPIGOT END ON INLET END -SECTION HUB END ON OUTLET END -SECTIONS SPIGOT END ON INLET END -SECTION X '' X X -- "" X ...... _ - ....._ - � 4000RPSII MINIMUM � r � _ - _ - _ � 4000RPSII MINIMUM PLAN PLAN C B IAMETE C B D AMETEK F IP F PIP BAR OR STEE 3�p�0S pp� ' FFAA�� IL -S 0 F A_E STEELFABRIC REINFORCEMENTDE PAY LINE PAY LINE SECTION X-X END VIEW SECTION X-X END VIEW END SECTION DIMENSIONS PIPE DIAMETER A B C D E 12-1 41. 2'-0„ 2'-01- 4'-0„ 2'-0„ 151, 6•• 2,_3„ P_9.. 4,_0., 2,_6„ 18" 91, 2,_3„ T_9., 4'-0„ 31_01. 21" 91 " 2'-11" 2'-1" 5'-0" 3'-6" 24" 9 „ 3'-7" 21-6-16'-1" 4'-0" 27„ 10 „ 41_01- 2,_7., 61_7., 4'-6„ 30" 1,_0„ 4,_61- T-7 „ W-1 „ 33" 1,_71 „ 4'-101 2,_31 „ 7,_7 „ 5,_6., 36" V-3" 5'-3" 2'-1Q " 8'-1)(4" 6'-0'• 42" T-9" 5'-3" 2'-11" 8'-2" W-6" 48" 2,_0., 6,_0„ 2'-2„ 8'-2" 7,-0„ 54 2 -3„ 5,_5„ 2 _91 „ 8,-21 „ 7,-6„ 60" 2'-11" 5'-0" 3'-3" 1 8'-3" 8'-01. END SECTION DIMENSIONS PIPE DIAMETER A B C D E 12" 4" 2'-0" 4'-1" 6'-1" 2'-0" 15" 6" 2'-3" 3'-10" 61-1" 2'-6" 181, 9" 2'-3" 3'-10" 6'-i" 3'-0" 21" 9" 2'-11' 3'-2" 6'-1" 3'_6" 24" 10" 3'-7" 2'-8" 6'-3" 4'-0" 27„ 101 " 4,_0„ 2'-1 „ W-11 „ 41_61, 30" 1'-0" 4'-6'$ 1'-7 „ 61-1 " 33" 1'-1 " 4'-101 3'-3 �" 8`-1 5'-6" 36" 1'-3" 5'-3" 2'-10 a" 8'-1 11 6'-0° 42" 1'-9" 5'-3" 2'-11" 8'-2" 6- 48" 2'-0" 6'-0" 2'-2" 8'-2" 7'-0" 54" 2'-3" 5'-5" 2'-11" B'-4" 7'-6" 60" 2'-6" 1 5'-0" 1 3'-3" 8'-3" 8,-0„ LENGTH OF PIPE PAY LINE SHOULDER C B 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 _ CULVERT THE RIGHT. LENGTHS WILL BE REDUCED BY THE DIFFERENCE IN DIMENSION "D". SLOPE DETAIL SPECIFICATION REFERENCE FLARED END SECTION 1�" I' �,rr ROAD AND BRIDGE STANDARDS 302 12" - 60" CONCRETE PIPE CULVERTS REVISION DATE SHEET 1 OF 1 102.01 VIRGINIA DEPARTMENT OF TRANSPORTATION O ES-1 DIA. X 6" LG. ADHESIVE BOLTS W/FLAT WASHERS AND SELF LOCKING NUTS TYPICAL 8 PLACES -EQUALLY SPACED ON AN "E" DIA. B.C. LOCKABLE ACCESS DOOR W/HINGE, MIN. 2' x 2' CLEAR OPENING SEE NOTE 2 5" LG. 30LTS aSHERS AND ING NUTS. PLACES -EQUALLY I AN "E" DIA. B.C. -]�J1U1Ill'It-11I__ill_ll'INJlI�IIIAi �-CIRCULAR ! STORMWATER RISER I.D. � MANAGEMENT I RISER O.D. I DSTRUCTURE RISER DIMENSION I.D. O.D. A B C D E 24 30 ( 31 28% 7 11 27 36 44 45 411/2 13 19 40 48 6Q 58 72 59 73 5412 6712 13 17 21 28 53 66 72 86 87 80% 23 35 79 84 100 101 1 931/,1 25 39 92 96 114 115 1 1061/a 22 38 105 STI RISER O.D. SWM-DR LOCKABLE ACCESS DOOR W/HINGE, MIN. 2' x 2' CLEAR OPENING SEE NOTE 1 2" WIDE X I/4" THICK STEEL RING BOLTED TO RISER RISER DIMENSION APPROX. I.D. O.D. A B C D E SEGMENT WT. (LBS.) 24 30 30 6 7 10 27 15 46 36 44 42 6 13 18 40 22 82 48 58 55 9 13 20 53 29 1 120 60 72 68 9 17_ 26 66 36 169 72 86 81-- -9� 23 34 79 42 227 -- 84 100 94 12 25 37 92 49 290 96 114 107 12 22 36 105 56 341 HIGH DENSITY POLYETHYLENE METAL NOTES: 1. ALL METAL TRASH RACKS 36" IN DIAMETER AND LARGER OR WITH A TOTAL 3. ANTI -VORTEX PLATE IS TO BE USED WHEN SPECIFIED ON THE PLANS. WEIGHT OF 75 LBS OR GREATER SHALL HAVE A HINGED, LOCKABLE ACCESS COST OF FURNISHING AND PLACING THE ANTI -VORTEX PLATE IS TO DOOR WITH A MINIMUM 2' X 2' CLEAR OPENING. BE INCLUDED IN THE BID PRICE FOR THE STRUCTURE. 2. ALL HIGH DENSITY POLYETHYLENE TRASH RACKS 48" N DIAMETER AND LARGER SHALL HAVE A HINGED, LOCKABLE ACCESS DOOR WITH A MINIMUM 2' X 2' CLEAR OPENING. SPECIFICATION STORMWATER MANAGEMENT DETAILS TRASH RACK �vooT REFERENCE FOR SWM DRAINAGE STRUCTURES ROAD AND BRIDGE STANDARDS 302 REVISION DATE I SHEET 4 OF 5 VIRGINIA DEPARTMENT OF TRANSPORTATION 07/16 114.07 SEE STANDARAD SL-1 FOR APPLICABILITY OF SAFETY SLABS. STANDARD MH-1 NOTE FRAME & COVER -. THE 1 0 io O SECTION B-B BRICK CONCRETE OR CONCRETE BLOCK M H-1 B IS TO BE LEFT PERMIT PROPER AND FRAME TO MORTAR OR THE ENGINEER. 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 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 1 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 4.179 14 2.8 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 MANHOLE FOR 12" - 48" PIPE CULVERTS VIRGINIA DEPARTMENT OF TRANSPORTATION 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 5". OTHER THICKNESSES ARE TO CONFORM TO WALL THICKNESS SHOWN FOR CONCRETE. 6. ALL CONCRETE TO BE CLASS Al 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. DI-1 %2 SECTION CAST IRON --}-- 1/2 SECTION STEEL NOTES 2'-7„ _ CAST LUGSTOE V-3% 1/4 " L 2%2" x 2%2" x " 10'-4" LONG 1. DEPTH OF INLET (H) TO BE SHOWN ON PLANS. FOR DEPTH GREATER THAN 10'USE COLLAR T , STANDARD DI-1A B B A - A ` 1� I � 2. THE "H" DIMENSION SHOWN ON THE STANDARDS AND SPECIFIED ON THE PLANS WILL BE MEASURED FROM THE INVERT OF CAST 1 GALV. ONE WELDED THE OUTFALL PIPE TO THE TOP OF THE "H" r. IRON STEEL JOINT STRUCTURE. PLAN DIMENSIONS ARE cli APPROXIMATE ONLY FOR ESTIMATING `� 66 ± WELD ALL PURPOSES AND THE ACTUAL DIMENSIONS OPTIONAL _ BRACE RIBS 43.6 LBS CONNECTORS 3 LBS I TO COLLAR SHALL BE DETERMINED BY THE CONTRACTOR FROM FIELD CONDITIONS. L &_ a INCLUDING INCLUDING ICONNECTORS 3. WHEN SPECIFIED ON THE PLANS THE INVERT IS TO BE SHAPED IN ACCORDANCE LUGS WITH STANDARD IS-1. THE COST OF FURNISHING AND PLACING ALL MATERIALS 9/ 2'-7" 91/ SHAPING IS INTHBID THEE INCLDUD DA THE PRICE FOR 4'-2" %2' x 1%2" x 4"j I %2" x 4" STRUCTURE. PLAN LUGS STUD SHEAR 1 I 9%z' , I CONNECTORS 4• IN THE EVENT THE INVERT OF THE (GRATE REMOVED) OUTFALL PIPE IS HIGHER THAN THE BOTTOM OF THE STRUCTURE, THE INVERT SEE DETAIL A-.. .. H SHALL SHAPED EVENT MORTAR O PREVET ITAR WH SECTION B-B IN STRUCTURE. STANDINT HENDICOST OFF UATER RNISHING £ N' COLLAR DETAIL 1 „ RAISED CST MIN AND PLACING ALL MATERIALS INCIDENTAL TO INLET SHAPING IS TO BE INCLUDED 2� IN THE BID PRICE FOR THE STRUCTURE. 5. STEPS ARE TO BE PROVIDED WHEN H IS DIMENSIONS FOR DUMP NO WASTE DRAINS TO WATERWAYS 41-011 OR GREATER. FOR DETAILS SEE CAST IRON ONLY STANDARD ST-1. DETAIL B 6, THIS ITEM MAY BE PRECAST OR CAST - DETAIL A IN -PLACE. 41-2-1 HARDWARE 2'_6, 1''3° SEE DETAIL B 7. #4 X 8" SMOOTH DOWELS AT APPROXIMATELY 12" C-C TO BE CLOTH 2'-7' PLACED IN ALL AREAS ADJACENT 4" DEPTH AGGR. `#68, #78 OR - TO ABUTTING CONCRETE TO PREVENT SETTLEMENT. IN LIEU OF DOWELS w w W w 'P _ #8 x 6" YJIDTH N NINE A 2"X4" NOTCH MAY BE PROVIDED. 4 IL a n. Q. Q • c-v _ v' SEE STANDARD T-DI-3, 4 FOR L6: a IL a o 3" DIAMETER ALTERNATE DESIGN. Cj ;� ;t D . COLLAR WEEP HOLE �+ SEE NOTE 8 8. 3' DIAMETER WEEP HOLE WI/41 MESH HARDWARE CLOTH 1 MESH x z z z z 1211 PLASTIC 4" / OR GALVANIZED STEEL WIRE, MINIMUM 12"-16"-98" OR 24"WIRE DIAMETER OANCHOREDRH iv - HARDWARE CLOTH FIRMLY TO THE OUTSIDE OF THE STRUCTURE. N N iv jb A. p v v Lla tOCAST HNZE E 9 IN PLACE CONCETE IS TO BE A CLASS A3 (3000 PSI).PRECAST n-,,e• CONCRETE IS TO BE 4000 PSI. SECTION A -A �� -� 1�� 10. CHORAGE MEETING ANY TTHEAAP APPROVAL OTE METHODSF THE�ENGNEER CONCRETE QUANTITIES FOR MIN. DEPTH SEE DETAIL B �I MAY BE SUBSTITUTED FOR THE CAST IRON LUGS A5 SHOWN HEREON. 12" CONCRETE PIPE - 1.440 CU. YD. CONCRETE 15" CONCRETE PIPE - 1.528 CU. YD. CONCRETE APPROXIMATE WEIGHT }1/q ( I �4 CAST IRON GRATE 363 i$ LBS 11. DI-1 WATERWAY DUMP NO WASTE DRAINS N ALL LETTERING IS REQUIRED ON ALL DI-1 CONCRETE1811 CU. YD. CONCRETEI,,,-• -•.j _ GRATES. LOCATION OF LETTERING MAY 24" CONCRETE PIPE -1.620 CU. YD. CONCRETE SECTION C-C SECTION D-D VARY BY MANUFACTURER. D 0.469 DOEDEPTH. ADDITIONAL FOOT OF GRATE DETAIL 1VD0T STANDARD DROP INLET SPECIFICATION REFERENCE ROAD AND BRIDGE STANDARDS 12" - 2411 PIPE: MAXIMUM DEPTH (H) - 10' 233 SHEET 1 OF 1 REVISION DATE VIRGINIA DEPARTMENT OF TRANSPORTATION 302 104.01 N w Q W z _ � C� r Q �::D 0 0 n w 0 w In m fy Q C7 z r� to w z C� z uj Cn J F_ W r) F- I- H CF �O 0 Og/�6/202> U DANIEL C. HYER Llc. No. 45596 AA C ,9'1 pN AL APPROVED DCH SUBMISSION NO, 6 RROJEOT 1903600 TIDE WORD 01= L I E I. GRADE OIS-1 O SWM-DR O DI-1 I C6m4 r r , . .. .. �.. .. ..... .. . ::. .,: ..: ....... ...,:. .:. .....- .... y of . . .. ....... ........ . ... ... .. .......... ...... ...._ :. ....._. ........ .. , ...... ........ : ........., J .t , J f , :...... _ ......... ._...._ . _ ..::...... .., ;,.ten � 1 � , , • ' , 1 , ` / �a s .. ....... ......... ... _......... .... ..... ........ 1 n ..... ...... r r , .n .. / , f .............. .. ......... ........ ..... : ........ n ,: t �• 1 fr , , , d / f ,. ;",•ma s , l £ / {` : .r i , , , , : ? .. ....... . � ., , . ... .... .. . .... .... ., :. .::.... .: ::.:.. ....... .... , . .... ...,• 'Res. ... T .// ..., .... .//..., .: �' l...... .. .. ...::. ..... ....... ...... :.. ....... ........n ........... ...// - �,��./ .,t o�:'Dk?co,-.e.,.,wa? !"'L <. !„L' :>t-1, .. �r..r.. ., a.:,.'9�s"w..:l. .:., ./ / v... •i-:� .< :£ SITE AREA TO POA 1 (ALL PORTIONS OF SITE AREA DRAIN TO POA 1 _ VIA STORM SEWERS OR OVERLAND FLOW) _ SITE AREA = 2.67 AC CN = 79 Tc=6MIN f r`, / ii LEGEND rNn 0rN 00oU SHALLOW iJ.. r.✓✓r / f SITE AREA = 2.61 AC (PARCEL+OFFSITE DISTURBANCE) ONSITE IMPERVIOUS AREA ONSITE FORESTED/PROTECTED OPEN SPACE AREA TIME OF CONCENTRATION (Tc) PATH DRAINAGE DIVIDE SURFACE FLOW INDICATOR .......... j BASED ON PROJECT TYPE, DISTURBANCE AREA, EXISTING AND PROPOSED LAND COVER CONDITIONS CONDITIONS, THIS PROJECT IS REQUIRED TO REMOVE 1.40 LBS OF PHOSPHORUS PER YEAR, AS CALCULATED ON SHEET C7.2. SEE THE STORMWATER MANAGEMENT NARRATIVE ON SHEET C7.1 FOR A DESCRIPTION OF HOW THIS REQUIREMENT IS MET. QUANTITY REQUIREMENTS AS SHOWN ON THE MAP ABOVE, THE MAJORITY OF THE SITE CONSISTS OF MANAGED TURF AREAS AND GRAVEL OR IMPERVIOUS COVER. RUNOFF FROM THE SITE FLOWS TO SEVERAL EXISTING INLETS (X-8, X-9, X-2C, X213, X-2A, AND X-3) VIA SMALL SWALES AND SHEET FLOW. ALL OF THESE INLETS ARE PART OF AN EXISTING VDOT STORM SEWER SYSTEM THAT CONVERGES IN AN EXISTING MANHOLE AT POINT OF ANALYSIS 1(POA-1). AT THIS POINT, ALL RUNOFF FROM THE SITE CONVERGES WITHIN THE EXISTING STORM SEWER. SINCE THE LIMIT OF ANALYSIS AS DEFINED BY 9VAC25-870-66(B)4 OCCURS AFTER THE OUTFALL OF THE EXISTING STORM SEWER INTO FLAT BRANCH, THE QUANTITY REQUIREMENT FOR CHANNEL PROTECTION IS DEFINED BY THE ENERGY BALANCE EQUATION. PRE -DEVELOPMENT RUNOFF VOLUME AND PEAK FLOW FROM THE SITE TO POA-1 HAVE BEEN INPUT INTO THE ENERGY BALANCE EQUATION TO DETERMINE THE ALLOWABLE PEAK FLOW FOR THE SITE IN THE 1-YEAR 24-HOUR STORM. CALCULATIONS FOR THE REQUIREMENT CAN BE FOUND ON SHEET C7.1. IN ORDER TO DETERMINE IF LOCALIZED FLOODING OCCURS IN THE 10-YEAR STORM EVENT, IT WOULD BE NECESSARY TO PERFORM A HYDRAULIC AND CAPACITY ANALYSIS OF THE ENTIRE DOWNSTREAM VDOT STORM SEWER SYSTEM. TO ENSURE LOCALIZED FLOODING CANNOT OCCUR, AND TO AVOID EXCESSIVE DOWNSTREAM INVESTIGATIONS, THE APPLICANT HAS ELECTED TO RELEASE A POST -DEVELOPMENT PEAK FLOW THAT IS LESS THAN THE PRE -DEVELOPMENT PEAK FLOW. PRE -DEVELOPMENT PEAK FLOWS FROM THE SITE HAVE BEEN DETERMINED AT POA-1 TO DEFINE THIS REQUIREMENT. A COMPARISON TABLE OF PRE -DEVELOPMENT AND POST -DEVELOPMENT PEAK FLOWS CAN BE FOUND ON SHEET 07.1. 0 4 uj uj z V z L!d W z N W g W z U) n c ZD 0 0 nr-- 0 w � � Q 0 w n m � Q �,,TQ,Z,TH op O 0�116/2021 v DANIEL C. HYER a Lic. No. 45596 u:" .I CAS ZONAL E� APPROVED DCH SUBMISSION NO. 6 PROJECT 1903600 THE WORD OF LINE 1- GRADE N PRE -DEVELOPMENT STORMWATER MANAGEMENT PLAN 1 1" = 30': 7 30 60 OSTORMWATER REQUIREMENT DETERMINATION C7.0 :l , 7 s �. ....::. '' , ✓ ,,,^.- � • .. fj is i f .... ,,' ✓ j•' i v/ I ,j t f/ ' ' ✓, , ✓ : Y 1t zs J ` / i ✓ J / ,r ,t . ✓ / ! � t r• /..., %, , .,::./ .{ i`' .S`f ✓ }¢ire / �` .✓ ®.r:.•..w}� .."'°°' ..7•,....... ,• � i� "",i � l,:.f '•.:^.... .: .: :. »... , .:.r.r. ' i l ! r r % f „ / % ! r ✓ t f , CN = 67 1-YR CNADJ = 73 2-YR CNADJ = 73 10-YR CNADJ = 74 Tc=6MIN II LEGEND CHANNEL A SITE AREA = 2.61 AC (PARCEL+OFFSITE DISTURBANCE) f j ONSITE IMPERVIOUS AREA 1-00 0 00 0 ONSITE FORESTED/PROTECTED OPEN SPACE AREA � j&_SlaCLbW__*jTIME OF CONCENTRATION (Tc) PATH - - - - - - - DRAINAGE DIVIDE ENERGY BALANCE COMPUTATIONS (1-YEAR STORM) POINT OF ANALYSIS 1•F• QPRE RVPRE RVPOST QPOST-ALLOWED QPOST-ACTUAL 1 0.8 5.951 CFS 11,952 CF 15,757 CF 3.611 CFS > 3.443 CFS ENERGY BALANCE AND PEAK FLOW TABULATIONS SURFACE FLOW INDICATOR 2 N POST -DEVELOPMENT STORMWATER MANAGEMENT PLAN 1" = 30': 0 30 60 Q1i 0 SD-4 SD-3 CD z cu uj Z V Lu ROUTING MODEL DIAGRAM - 3 5> POST -DEVELOPMENT 07 DRAINAGE AREA: To BMP A O CURVE LAND COVER SOIL AREA (AC) 5 ff/f Q NUMBER r / FOREST B 0.02 55 MANAGED TURF B 0.19 61 IMPERVIOUS B 0.28 98 l / i > TOTALS: 0.49 82 ` Z DRAINAGE AREA: To BMP B CURVE LAND COVER SOIL AREA (AC) NUMBER FOREST B 0.02 55 MANAGED TURF B 0.07 61 IMPERVIOUS B 0.37 98 FOREST D 0.00 77 MANAGED TURF D 0.03 80 IMPERVIOUS D 0.15 98 TOTALS: 0.64 92 DRAINAGE AREA: To SWM C CURVE LAND COVER SOIL AREA (AC) NUMBER FOREST B 0.00 55 MANAGED TURF B 0.07 61 IMPERVIOUS B 0.54 98 FOREST D 0.00 77 MANAGED TURF D 0.15 80 IMPERVIOUS D 0.07 98 TOTALS: 0.83 92 DRAINAGE AREA: To 1 (Untreated) CURVE LAND COVER SOIL AREA (AC) NUMBER FOREST B 0.00 55 MANAGED TURF B 0.02 61 IMPERVIOUS B 0.02 98 FOREST D 0.00 77 MANAGED TURF D 0.22 80 IMPERVIOUS D 0.18 98 TOTALS: 0.44 87 j✓ , CURVE NUMBER TABULATIONS f ' 3 l DETAINED PORTIONS OF D.A. "B" POST -DEVELOPMENT ONSITE AREA TO SWM C = 0.83 AC } ° f /' 'f NOTE: ALL POST-DEVELOPM ENT AREAS HAVE BEEN CONSERVATIVELY ASSUMED TO HAVEA TIME OF CONCENTRATION OF 6 MINUTES (THE �: r CN = 92 ,. �.., 1-YR CNADJ = 90 2-YR CNAD� 90 / r / MINIMUM ALLOWED UTILIZING TR-55 METHODOLOGY). THEREFORE, NO Tc ANALYSIS HAS BEEN PERFORMED FOR POST DEVELOPMENT. �' �� ..�✓i _�, ft �el 10-YRCNADJ-90 f �,' E F CONCENTRATION Tc TABULATIONS Tc=6MIN TIME 0 QUALITY COMPLIANCE PROJECT MEETS QUALITY REQUIREMENTS BY UTILIZING TWO METHODS: ONSITE BIORETENTION AND OFFSITE QUALITY CREDIT PURCHASE. TWO LEVEL 1 THIS J Q Q / i✓ BIORETENTION FILTERS ("BMP A" AND "BMP WON THE MAP) ARE PROPOSED TO TREAT SITE RUNOFF. HOWEVER, PHOSPHORUS REMOVED FROM THESE TWO BMPs DOES NOT MEET QUALITY REQUIREMENTS FOR THIS PROJECT. THE REMAINING PHOSPHORUS REMOVAL REQUIREMENT WILL BE MET THROUGH THE PURCHASE OF f WATER QUALITY CREDITS FROM AN APPROVED VENDOR. SEE SHEET C7.2 FOR PHOSPHORUS REQUIREMENT, AMOUNT OF PHOSPHORUS REMOVED ON SITE, AND A LETTER OF AVAILABILITY FOR OFFSITE CREDIT PURCHASE FOR THE REMAINDER OF THE REQUIREMENT. FINAL CREDIT PURCHASE WILL BE MADE UPON APPROVAL. QUANTITY COMPLIANCE f % f'f % ,<1. TO MEET THE ALLOWABLE PEAK FLOWS FOR CHANNEL AND FLOOD PROTECTION REQUIREMENTS, DETENTION AND CURVE NUMBER REDUCTION IN ACCORDANCE WITH " '%j ✓' THE VRRM HAVE BEEN USED IN COMBINATION. THE SITE HAS BEEN DIVIDED INTO TWO DRAINAGE AREAS "A" AND "B", AS CAN BE SEEN ON THE MAP ON THIS SHEET. ` RUNOFF FROM THESE TWO AREAS COMBINES IN THE EXISTING VDOT STORM SEWER AT POINT OF ANALYSIS 1(POA-1). DRAINAGE AREAS "A" AND "B" ARE DIVIDED INTO ✓ ,}' SUB -AREAS TO EACH OF THE PROPOSED STORMWATER MANAGEMENT ELEMENTS, ALSO LABELED ON THIS SHEET. AS NARRATED ON SHEET C7 0 COMPLIANCE WITH CHANNEL PROTECTION REQUIRES THE USE OF THE ENERGY BALANCE EQUATION TO DETERMINE ALLOWABLE PEAK PEAK FLOW COMPARISON (from onsite areas) POINT OF PRE -DEVELOPMENT POST -DEVELOPMENT ANALYSIS Q1 Q2 Q10 Q1 Q2 Q10 1 5.951 CFS 8.363 CFS 15.760 CFS 3.443 CFS 5.218 CFS 15.280 CFS FLOW FROM THE 1-YEAR STORM. PRE -DEVELOPMENT RUNOFF VOLUME AND PEAK FLOW FROM THE SITE HAS BEEN DETERMINED AT POA-1. THIS, ALONG WITH THE POST -DEVELOPMENT RUNOFF VOLUME (INCLUDING RUNOFF REDUCTION FROM BMPs A AND B), YIELDS THE ALLOWABLE PEAK FLOW AS SHOWN ON THIS SHEET. THIS REQUIREMENT IS MET BY DETAINING A PORTION OF ONSITE FLOW WITHIN THE BMPs AND UNDERGROUND DETENTION SYSTEM "SWM C". POST -DEVELOPMENT PEAK FLOW AT POA-1 DOES NOT EXCEED THE ALLOWABLE PEAK FLOW, THEREFORE THIS SITE COMPLIES WITH CHANNEL PROTECTION CRITERIA. RUNOFF REDUCTION DETAILS CAN BE FOUND ON SHEET C7.2, AND ROUTING CALCULATIONS CAN BE FOUND IN THE ATTACHED CALCULATION BINDER. TO COMPLY WITH FLOOD PROTECTION REQUIREMENTS, THIS SITE RELEASES A POST -DEVELOPMENT PEAK FLOW IN THE 10-YEAR STORM THAT IS LESS THAN THE PRE -DEVELOPMENT PEAK FLOW AT POA-1. BECAUSE POST -DEVELOPMENT FLOW IS LOWER, NO DOWNSTREAM ANALYSIS OF THE EXISTING SYSTEM IS REQUIRED. THIS REDUCTION IS ACHIEVED VIA RUNOFF REDUCTION AND UNDERGROUND DETENTION, AS DESCRIBED ABOVE. A COMPARISON TABLE OF PRE AND POST -DEVELOPMENT PEAK FLOWS FROM THE SITE CAN BE FOUND ON THIS SHEET. 6 STORMWATER MANAGEMENT NARRATIVE N L Q L v z ! CL C) cp Q ILL ::DO 0 w tY o r m Q H OF �O O 041161-2021 DANIEL C. HYER Lic. 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F3 st;:id Sn E;Kt. 0.AWp01';f;.f4a,Ef 604is'''.uQ% o11,4 PE rx"F k3:fR lirxiF� ................N 4?QfT�iT'-ale cJ ziaat{s Po;lt{dl� I taufN #?atoad - t - - (saJae) ,€8na0 Pue-1 V ea.tV aBeute.€q 201 L I N"l- i R A 1) L: ........... TIME OF CONCENTRATION TABULATIONS NOTE. THE TIME OF CONCENTRATION COMPUTATIONS SHOWN BELOW WERE PERFORMED WITH THE HYDRAFLOW. HYDROGRAPHS PROGRAM. THE MANNINGS n VALUES FOR SHALLOW FLOW OF 0.025 AND 0.05 REPRESENT THE PROGRAM'S OUTPUT FOR A PAVEDAND UNPAVED CONDITION, RESPECTIVELY. D RAI NAG E AR EA: TO X-3 LENGTH SLOPE FLOW AREA WETTED VELOCITY TIME FLOW TYPE MANNING'S n (FT) M (S F) PERIMETER (FT) (FPS) (MIN) SHEET 100 2.00% 0.400 0.08 20.10 SHALLOW 469 8.58% 0.050 4.74 1.65 SHALLOW 134 11.19% 0.025 - - 31.90 0.07 CHANNEL 223 6.50% 0.035 0.93 6.63 2.90 1.28 TOTAL Tc 23.10 1 -A, ................... 6p a ............... X-" s rm If m"! 11 1 - "I" - 5J4.53 USE >> 23. �tir:vviTt:iyir.uiARY'CONS-TRUCTION DRAINAGE AREA TO X-2A 5,8."Ji (W XWN 1U. 2 I 'x ff: 528. OJ SAW I \ 11 :; I i I > V, /4kv.- ax. C , - , 11�1 "'; I " I , . - .., ""I = 0.70 . . .... .... TIME OF CONCENTRATION (Tc) TABULATIONS M. NT' PJ34529� Al "(1iT 'g� "q.5 ow P.,7 AREA 0.52 AC 8 Tc 5 MIN A X-4 f.*........." j .............. 5X VDO T I?15��A .............. X-5 (L-X. VD011 ES-1) TOP: 54 6 4 All INV. OUT: 538,82 D RAI NAG E AR EA TO ...... INV. OUT' 529. AREA 0.03 AC ........... . ..... C 0.86 .................... ............... ..... ... . ....... ....................... .. Tc 5 MIN ....... . ....... .............. I ..... ��xxxx*�� �v ............. . ........ .......... & A 7�F/1/ iRgg el:X 6 TOP' 534 5 1_1 -.1" AMIM .......... J wq, 00 INV, im 00 00, //y SD-8 00 00 K:* DRA NAGE AREA 0 SD-7 AREA 0.12 AC .......... N ...... . .. ..... CHAN E 132 1 1 C 0.89 Mom AWN ma Tc 5 MIN DRAINAGE AREA TO SD-13 ....... .... AREA 0.03 AC j..SWM L: . . . ........... ANNE B 7 CH L .. ........ ... C = 0.70 Tc = 5 MIN .......... .. DRAINAGE AREA TO X-3 DRAINAGE AREA TO SD-16 >D rN AREA 1.57 AC AREA 0.06 AC ....... VERT EA19) C 0.82 C 0.44 Ed 11--, .1 1 0', �\ r Div, IV Tc 23 MIN TOP' 551181 Tc 5 MIN .. ........ OUT.- 51 IUNDERGROUND SWM 4 S D- 10 DETENTION SYSTEM 7,( Lill u 14 -13 SD ........... DRAINAGE AREA TO SD-i-6 . .... 40 AREA 0.17 AC C 0.85 DRAI NAG E AREA TO CC-2 z I I - 00p 00 Tc 5 MIN AREA 0.09 AC SD-2. A C 0.80 Tc 5 MIN . ......... DRAINAGE AREA TO SD-1-6 (VIA ROOF DRAINS) . ..... .... .... AREA 0.07 AC . ......... lei, C 0.90 ............ LP: 54) . ..... T =5MIN ....... .... -16 4 < I . . ....... INAGE AREA TO SID ...... ... D-15 A AREA O.Oq AC C/) Ljj Ile sb 0 = 0.32 LL Tc = 5 MIN ::D 0 A, PORTION OF AREA TO SD-7 Lu �`�'SHEET FLOWS UNDER CANOPY ............ .. . .......... ... ..... -oo AREA 0.36 AC rf /Ivv OUT.- ............... DRAINAGE AREA TO SD-6 0 (VIA ROOF DRAINS) DRAINAGE AREA TO SDALI '100 fC = 0.85 Tc = 5 MIN f AREA 0.08 AC C 0.90 r Tc 5 MIN ... ....... ... IV-7A (5X GRA r5) DRAINAGE AREA TO X-213 .550.0, .......... ..�V. our. 5 AREA 0.39 AC C 0.66 Tc 5 MIN -2C) (INCLUDES FLOW FROM X L .. .. ... ... E AREA TO SD-3 �SD-6'' AREA 0.10 AC LJI%fnlNAGE AREA TO SD-4 DRAINAGE AREA TO (VIA ROOF DRAINS) 74, DRAINAGE AREA TO SD-5 DRAINAGE AREA TO SD-6 4 CC-1A & 113 IC, Al E4,, V,; AREA 0.14 AC C = 0.53 AREA 0.21 AC E Tc = 5 MIN AREA 0.18 AC AREA 0.10 AC C 0.82 C 0.77 fTc 5 MIN C 0.49 C = 0.90 Tc = 5 MIN Tc 5 MIN 1c=5MIN 40, fO�11612021 Lic. No. 4 DANIEL C. HYER ........... 55 #064 DRAINAGE AREA TO SID AREA 0.26 AC ............. ................. . . ..... . ............. ................ ............ C 0.77 IAL Tc 5 MIN DRAINAGE AREA TO SID .............. ..... .... AREA 0.79 AC . ..... DCH ff C 0.88 Su 071� mow- .......... To= 5 MIN SUBMISSION NO. 6 .......... 7 11�. . ............ ............ . . . ... ....... . ..... ............ . . ......... ------ .......... PROJECT .... ......... . ... . ..... . .. .. . . .......... ......... . . . ..... .. ... ....... . ................ ......... .. - ............. . ................ ........... . ........ .... . ............. ......... . ..... .. .......... ............... .......... .......... . ............. . . ........... ..... . ....... .. ...... ..... DRAINAGE AREA TO X-9 . ................... DRAINAGE AREA TO X-2C AREA 0 ... . ..... .. . C 0.87 64 AREA 0.24 AC L I N E C 0.87 Tc 5 MIN Tc 5 MIN . .......... 00 . .............. "I A DRAINAGE MAP- C7 m3 I"= 20': 0 20 40 GLi:v::iG(if;DE..L:-i; 10-YR STORM PIPE COMPUTATIONS 2-YR STORM 10-YR HYDRAULIC GRADE LINE COMPUTATIONS Line ID Drainage Area Runoff Coeff. Tc Intensity (1) Incremental Q Known Q Inv. Down Inv. Up Pipe Length Pipe Slope Pipe Size Flow Rate Pipe Capacity Velocity Velocity HGL Down HGL Up Minor Loss HGL Junction Vel. Hd Down Vel. Hd Up Hw Upstream Inlet ID Upstream InletTh*oat (Ac) (C) (min) (in/hr) (cfs) (cfs) (ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/s) (ft/s) (ft) (ft) (ft) (ft) (ft) (ft) (ft) Elev. SD-1 to SD--C 0.00 0.00 5.0 0.00 9.03 9.03 529.33 529.90 45.270 1.26 18 9.03 11.78 6.05 2.26 530.53 531.06 n/a 531.06 0.59 0.59 1.16 SD-C 537.17 SD-2 to SD-3 0.10 0.53 5.0 6.67 0.35 0.00 534.33 538.53 1 118.92 3.53 15 3.15 1 15.78 4.85 4.64 534.93 539.24 0.38 539.24 0.29 0.29 0.71 SD-3 545.71 SD-3 to SD-4 0.00 0.00 5.0 0.00 0.62 0.62 538.63 538.95 53.256 0.60 15 2.83 6.51 3.74 3.55 539.45 539.63 n/a 539.63 0.27 0.27 0.68 SD-4 546.65 SD-4 to SD-5 0.14 0.82 5.0 6.67 0.77 0.00 539.05 543.56 90.417 4.99 15 2.25 18.75 3.30 3.05 539.85 544.16 n/a 544.16 0.23 0.23 0.60 SD-5 547.50 SD-5 to SD-6 0.21 0.77 5.0 6.67 1.53 0.45 543.66 544.15 80.267 0.61 15 1.53 6.56 2.78 2.67 544.37 544.64 n/a 544.64 0.18 0.18 0.49 SD-6 547.56 SWM C to SD-7 0.12 1 0.89 5.0 6.67 0.71 0.00 532.50 532.94 4.730 9.30 15 5.59 25.60 4.56 2.90 534.93 534.95 0.16 535.11 0.32 0.32 2.17 SD-7 537.34 SD-7 to SD-8 0.03 0.86 5.0 6.67 0.17 0.00 533.04 533.38 33.440 1.02 15 4.89 8.47 3.99 2.46 535.19 535.30 0.12 535.43 0.25 0.25 2.05 SD-8 537.34 SD-8 to SD-B 0.00 0.00 5.0 0.00 4.72 4.72 533.48 533.57 14.600 0.62 15 4.72 6.59 3.85 2.35 535.44 535.49 0.23 535.72 0.23 0.23 2.15 SD-B 538.50 SD-9 to SD-10 0.17 0.85 5.0 6.67 0.96 0.00 538.17 539.60 28.536 5.01 15 2.95 18.79 4.77 3.99 538.75 540.29 0.14 540.29 0.28 0.28 0.69 SD-10 543.76 SD-10 to SD-11 0.36 0.85 5.0 6.67 2.04 0.00 539.70 540.12 1 68.990 0.61 15 2.04 6.55 3.06 2.83 540.53 540.69 1 n/a 540.69 0.22 0.22 0.57 SD-11 543.85 SD-12 to SD-13 0.03 0.70 5.0 6.67 0.14 0.00 538.10 538.94 73.647 1.14 15 2.63 8.97 3.29 2.20 539.10 539.59 n/a 539.59 0.26 0.26 0.65 SD-13 546.78 SD-13 to SD-14 0.00 0.00 5.0 0.00 0.00 0.00 539.04 539.35 50.862 0.61 15 2.49 6.55 3.64 2.85 539.78 539.98 n/a 539.98 0.25 0.25 0.63 SD-14 547.93 SD-14 to SD -A 0.00 0.00 5.0 0.00 2.49 2.49 539.45 539.82 61.100 0.61 15 2.49 6.53 3.71 2.95 540.17 540.45 n/a 540.45 0.25 0.25 0.63 SD -A 544.75 SD-15 to SD-16 0.06 1 0.82 5.0 6.67 0.76 1 0.43 1 544.42 544.61 1 32.310 0.59 15 0.76 6.44 1 2.25 2.13 544.91 1 544.95 n/a 1 544.95 0.12 0.12 0.34 SD-16 547.20 SD-18 to SD-19 0.79 1 0.88 5.0 6.67 4.63 1 0.00 1 535.46 1 536.001 12.851 1 4.20 1 15 4.63 13.24 1 4.43 3.88 536.69 1 536.87 n/a 1 536.87 1 0.40 1 0.40 0.87 SD-19 539.92 *THROAT ELEVATION REFERS TO THE ELEVATION AT WHICH RUNOFF ENTERS THE INLET, WHETHER 0.5' BELOW THE TOP ELEVATION FOR CURB I NLETS, OR ATTHE TOP ELEVATION FOR GRA I E IN LL I S. I I IJUn NU I INCLUUt LULHL DEPRESSION ADJUSTMENTS, PIPE CAPACITY AND HGL COMPUTATIONS ��j INLET COMPUTATIONS Inlet ID Inlet Type Throat Length Drainage Area Runoff Coeff. Intensity (1)2 Qto Inlet QCarryover QCaptured Q Bypass Inlet Efficiency Longitudinal Slope Road Cross Slope (Sx) Inlet Spread Ponding Depth Throat Height Local Depression 3 Grate Area Top Elev. 4 Structure Inner Dimensions-5 (ft) (ac) (C) (in/hr) (cfs) (cfs) (cfs) (cfs) N (ft/ft) (ft/ft) (ft) (ft) (in) (in) (sgft) (ft) SD-1 VDOT MH-2 .... 0.00 0.00 0.00 9.06 .... .... .... .... .... .... .... .... .... 535.63 7' DIA SD-C VDOT MH-2 (CONTROL STRC) .... 0.00 0.00 0.00 9.06 .... .... .... .... .... .... .... .... 537.17 4' DIA SD-2 VDOT DI-1 .... 0.09 0.32 6.67 0.19 0.00 0.19 0.00 100 Sag 0.150 4.46 0.03 .... 3.13 540.50 4' DIA SD-3 VDOT DI-3B 6.00 0.10 0.53 6.67 0.35 0.00 0.35 0.01 99 0.020 0.010 1.72 0.14 5.0 0.0 .... 546.21 4' DIA SD-4 VDOT MH-2 .... 0.00 0.00 0.00 0.62 .... .... .... 546.65 4' DIA SD-5 VDOT DI-3A 2.50 0.14 0.82 6.67 0.77 0.00 0.77 0.00 100 Sag 0.045 3.19 0.22 5.0 0.0 548.00 4' DIA SD-6 VDOT DI-3A 2.50 0.21 0.77 6.67 1.53 0.00 1.53 0.00 100 Sag 0.034 6.70 0.33 5.0 0.0 548.06 4' DIA SD-7 VDOT DI-313 12.00 0.12 0.89 6.67 0.71 0.00 0.70 0.01 99 0.075 0.020 1.74 0.14 5.0 0.0 .... 537.84 4' DIA SD-8 VDOT DI-3B 6.00 0.03 0.86 6.67 0.17 0.00 0.17 0.01 96 0.071 0.020 1.04 0.09 5.0 1 0.0 357.84 4' DIA SD-B CONCRETE RISER .... 0.00 0.00 0.00 4.72 .... .... 538.50 4' DIA SD-10 VDOT DI-3B 10.00 j 0.17 0.85 6.67 0.96 0.00 0.96 0.00 100 0.021 0.040 2.98 0.21 5.0 0.0 .... 544.26 4' DIA SD-11 VDOT DI-313 8.00 0.36 0.85 6.67 2.04 0.01 2.04 0.00 100 Sag 0.020 9.01 0.31 5.0 0.0 544.35 4' DIA SD-13 VDOT DI-31313 4.00 0.03 0.70 6.67 0.14 0.00 0.14 0.00 99 0.017 0.032 1.25 0.10 5.0 0.0 .... 547.28 4' DIA SD-14 VDOT MH-2 .... 0.00 0.00 0.00 0.00 .... .... .... .... .... 547.93 4' DIA SD -A CONCRETE RISER .... 0.00 0.00 0.00 2.49 .... .... 544.75 4' DIA SD-16 VDOT DI-3A 2.50 0.06 0.82 6.67 0.76 0.00 0.76 0.00 100 Sag 0.036 3.97 0.24 5.0 0.0 .... 547.70 4' DIA SD-17 VDOT DI-313 8 0.26 0.77 4.00 0.80 0.00 0.78 0.02 98 0.021 0.020 3.47 0.20 5.0 0.0 557.23 4' DIA SD-18 VDOT MH-2 .... 0.00 0.00 0.00 0.00 .... .... .... .... .... .. . 539.66 N DIA SD-19 VDOT DI-3B 14.00 0.79 0.88 4.00 2.78 0.00 2.67 0.12 96 0.032 0.040 4.71 0.32 5.0 0.5 540.25 4' DIA CC-1A CURB CUT 4 0.08 0.49 6.67 0.25 0.00 0.25 0.00 100 0.020 0.020 1.55 0.13 6.0 1.0 .... 551.34 .... CC-16 CURB CUT 6 0.10 0.49 6.67 0.31 0.00 0.31 0.00 100 0.059 0.030 1.37 0.11 6.0 1.0 .... 549.92 CC-2 CURB CUT 4 0.09 0.81 6.67 0.49 0.00 0.49 0.00 100 Sag 0.020 4.61 0.22 6.0 1.0 .... 548.07 .... X-2A1 EX. DI-1 .... 0.52 0.70 6.67 2.42 0.12 2.54 2.42 100 Sag 0.050 10.21 0.19 .... .... 3.13 533.94 .... X-2131 EX. ES-1 .... 0.39 0.66 6.67 1.72 0.00 1.72 0.00 100 Sag 0.333 4.37 0.52 .... .... .... 537.35 X-2C1 EX. DI-3B 6 0.24 0.87 4.00 0.84 0.01 0.46 0.38 55 0.039 0.023 2.57 0.18 5.0 0.0 .... 546.60 .... X-31 EX. DI-1 .... 1.57 0.44 3.70 2.56 2.63 5.19 0.00 100 Sag 0.333 4.38 0.31 .... .... 3.13 534.55 .... X-91 EX. DI-313 8 0.20 0.87 4.00 0.70 0.02 0.73 0.01 98 0.021 0.020 3.21 0.19 5.0 0.0 .... 554.73 SD-X8 CONVERT EX. INLET TO MH 0.00 0.00 0.00 1 .... I .... I .... .... I .... .... .... .... I .... 556.62 4'DI IEXISTING INLETS SHOWN CONSIDER POST -DEVELOPMENT FLOWS. ALL POST -DEVELOPMENT FLOWS TO EXISTING INLETS ARE LESS THAN EXISTING FLOWS. SEE PRE -DEVELOPMENT STORMWATER MAN ANGEMENT MAP FOR EXISTING FLOW VALUES. zA 10-YEAR DESIGN STORM INTENSITY HAS BEEN USED FOR ALL ON -SITE CURB INLETS TO ENSURE 10-YEAR PEAK FLOWS ARE ACTUALLY CONVEYED TO SWM FACILITIES ON SITE AS INTENDED. THE VDOT STANDARD 4 IN/HR INTENSITY HAS BEEN USED FOR CURB INLETS IN THE RIGHT -OF WAY. 3AN EFFECTIVE GRATE AREA OF HALF THE ACTUAL GRATE AREA HAS BEEN USED TO SIMULATE A 50% CLOGGED CONDITION. 4TOP ELEVATION REFERS TO TOPMOST PART OF STRUCTURE. 5ALL STRUCTURES (INCLUDING EXISTING STRUCTURES RECEIVING PROPOSED PIPES) SHALL HAVE INLET SHAPING PER VDOT DETAIL IS-1. INLET COMPUTATIONS U - Elev (ft) CHAN N EL A Depth (ft) Elev (ft) Depth (ft) Elev (ft) CHAN N EL B 547.00 1.25 550.00 -1 1----- 3.08 539.00 ........... 546.50 546.00 545.50 0.75 0.25 -0.25 -0.75 - 0 1 2 3 4 5 6 7 8 9 10 11 DESIGN CHANNEL CROSS SECTION ANALYSIS - 10 YR STORM 549.00 547.00 . 117 545.00 2 0 2 4 6 8 10 12 14 16 18 20 22 [6111511#1 M: M: -0.92 -1.92 538.50 538.00 537.50 537.00 536.50 536.00 Normal Wetted Critical Top Hydraulic Critical Velocity Permissible Specific Froude Label Cross -Section Friction Channel Invert Slope n Discharge Depth WSEL Flow Area Velocity Perimeter Depth Width Radius Slope Head Velocity Energy Flow Type Shape Method Lining Elevation (%) Value (ft3/s) (ft) (ft) {ft2) (ft/s) (ft) (ft) (ft) (ft) (ft/ft) (ft) (ft/s) (f0 Number CHANNEL A Trapezoidal Manning's Grass 545.75 7.50% 0.035 0.56 0.07 545.82 0.30 1.90 4.44 0.09 4.42 0.07 16.40% 0.06 3.20 0.13 1.30 Supercritical CHANNEL B Parabolic Manning's Grass 546.92 6.50% 0.035 2.57 0.19 547.11 0.93 2.76 6.63 0.22 6.60 0.14 12.84% 0.12 3.20 0.31 1.30 Supercritical CHANNEL B2 Parabolic Manning's Grass 536.87 5.75% 0.035 5.19 0.26 537.13 1.88 2.76 12.19 0.29 12.16 0.15 11.33% 0.12 3.20 0.38 1.24 Supercritical O CHANNEL CROSS SECTIONS AND COMPUTATIONS CHANNEL B2 2 0 2 4 6 8 10 12 14 16 18 20 22 Depth (ft) 2.13 1.63 1.13 0.63 0.13 -0.37 M W N Z O L� W Q z F_ Q U) C) z LL_ -� 00 C-.) W U Q C) w m Q Q � Q R• �tiTH OF O 04/96�202> v DANIEL C. HYER 9 Lic. No. 45596 V6 C d� `ql CN AL E� APPROVED DCH 31,E6M1331DN NO. 6 PROJECT 1903600 TIDE WDIA DE LINE ..l_ GRADE C7.4 CURB CUT 1A -� 4' WIDE, 1" LOCAL DEPRESSION ,i- /II CURB CUT 113 6' WIDE, 1" LOCAL _� nFPRFCCIr1N �bco �p BM P A PLAN ��^' BMP B PLAN 1 1" = 10': 0 10 20 1" = 10': 0 10 L _ Q 00 N J cr cN 0 d I- LO (D (r) r� LO 11 Ld ` I:_: 0 I c���. I < CURB CUTIB c.0F z z LEVEL 1 CHANNELA BIORETENTION FILTER 550 545 540 BMP A 550 l...... ........... ..... ............. PROP. 1" GAS CROSSING } OVERLAP WITH BMP GEOTEXTILE FABRIC 12" MIN. ��yY 61.10LF OF 15" HDPE @ 9 3�n�r�sxr6 0.61�J. SURROUND BMP WITH IMPERMEABLE 5 TO SD-14 -- LINER INSIDE GEOTEXTILE FABRIC 32.82LF OF 6" SCHD. 40 PERF. PVC @ 1.00% NOTE: ALL PIPE AND STRUCTURE CONNECTIONS SHALL BE WATERTIGHT. 0+00 0+50 1+00 1+50 2 BMP A AND CHANNEL A PROFILE H. 1 = 20. 0 20 40 V: 1" = 2': 0 2 4 545 540 BMP A (LEVEL 1) VA DEQ Spec. No. 9 Si incr Required Tv = 1104 CF From VRRM spreadsheet Storage Depth = 1.76 see below Layer Depth (tt) Vold Ratio Depth'Vr Surface Ponding 0.5 1 0.5 Soil Media 3 0.25 0.75 Choking Layer 0.33 0.32 0.1056 Gravel Storage 1 0.4 0.4 Min Depths Max Depths N/A 1 2 4 0.33 0.5 N/A N/A Provided Surface Area = 635 SF Additional Ponding Volume= 0 CF Outside soil media footprint Provided Tv = 1115 CF Surface Area *Storage Depth +Additional Ponding 5 SIZING CALCULATIONS 20 BMP B (LEVEL 1) VA DEQ Spec. No. 9 Sizing Required Tv = 1879 CF from VRRM spreadsheet Storage Depth = 1.76 see below Layer Depth (tt) Void Ratio Depth"Vr Surface Ponding 0.5 1 0.5 Soil Media 3 0.25 0.75 Choking Layer 0.33 0.32 0.1056 Gravel Storage 1 0.4 0.4 Provided Surface Area = 1083 SF Additional Ponding Volume = 0 CF Provided Tv = 1901 CF Min Depths Max Depths N/A 1 2 4 0.33 0.5 N/A N/A 545 1' WADE BERM (TYP) SEE 2/C7.6 LEVEL 1 Outside soil media footprint Surface Area *Storage Depth +Additional Ponding 540 PROP. GRADE 535 r VDOT MF / INV. IN- ! NEW 20' PUBLIC SWM INV. IN: MAINTENANCE ESMT y� / SEI (n R_ P_ ) . 537 11,1. ;_'Oo.v-t kou INV. OUT: 532.94 I\ 39� SD-B 48" DIA CONCRETE RISER WITH TRASH RACK RIM: 538.50 INV. IN: 533.67 (C/0-131) INV. IN: 533.67 (C/0-132) INV. OUT: 533.57 ,C/0-B2 6 IN CLEANOUT RIM: 538.50 INV. OUT: 533.85 I s7 I cn cc 00 m 0 NLr) ( + z M: 0 CM 0 c2 Iq tr) M LO Co _ tY C0 W z� L� 0 0 � 00 I.o In r... cap r-- LO j.. 11 [f? Z ::D ..... 1E tf? � ��..-_o M ..-o cn �r z z cn cz cz 545 BIORETENTION FILTER BMP B - 540 10-YR POND ELEV: 538.75 . SEE DETAIL 4/C7.6 FOR BMP LAYER DEPTHS AND MATERIALS x n �7 1535 r 0 SD-7 -+.- 42.15LF OF 6" SCHD. 40 PERF. PVC @ 1.00 ....... 14.60LF OF 15" HDPE @ 0.62% SURROUND BMP WITH IMPERMEABLE LINER INSIDE GEOTEXTILE FABRIC NOTE: ALL PIPE AND STRUCTURE CONNECTIONS SHALL BE WATERTIGHT. 0+00 0+50 1+00 1+10 4- BMP B PROFILE H. 1 = 20. 0 20 40 V: 1" = 2': 0 2 4 hn�.. N W F_ J L1J Q II_. L1J z O LY U) 0- > r C) z L Q O �- '__1Z z oc o o aC r L z I..L.. Q o W Q r Q120 H ��PLT OF G j O 0�116/2021 DANIEL C. HYER Lic. No. 45596 ZONAL ELr APPROVED DCH SUBMISSION NO. 6 PROJECT 1903600 TIDE W0RK 0F LINE 4- GRADE C7m5 j < BERM ELEVATION AND BIOFILTER PLANTINGS WIDTH PER PLAN LOCAL DEPRESSION' :.y...; .r PROPOSED GRADE ELEV. = A r . A\ `ELEV C CONINFLOW• CENTRATED ' DIA.. D ! s r EXISTING GRADE / s� =:f` 4 TIMES IN [ l DIA. - E ., 1,f.» �;. b Z . , .._..,, . Jr �r S WIDTH, OR AS :.. ._: . �,. 1. ski S , RIVER ROCK ENERGY DISSAPATOR s :. {,, ! ::. H WN PLAN / °; r. j-. ,::., _ ..�, , S 0 ON S/ /DIA. - F O 2' WIDE WASHED GRAVEL ' Y '..:.' / ,/ :✓ / </ :✓ '. / °-'../ '., .:� / % .,.,�90 INFLOW AS SHOWN ON PLANS - 2 BMP f ....:.:.. l i .:... 2"-4" DROP _ , NON -WOVEN GEOTEXTILE FABRIC 0 9.2. FIRST YEAR MAINTENANCE OPERATIONS SUCCESSFUL ESTABLISHMENT OF BIORETENTION AREAS REQUIRES THAT THE FOLLOWING TASKS BE UNDERTAKEN IN THE FIRST YEAR FOLLOWING INSTALLATION: • INITIAL INSPECTIONS. FOR THE FIRST 6 MONTHS FOLLOWING CONSTRUCTION, THE SITE SHOULD BE INSPECTED AT LEAST TWICE AFTER STORM EVENTS THAT EXCEED 1/2 INCH OF RAINFALL. • SPOT RESEEDING. INSPECTORS SHOULD LOOK FOR BARE OR ERODING AREAS IN THE CONTRIBUTING DRAINAGE AREA OR AROUND THE BIORETENTION AREA, AND MAKE SURE THEY ARE IMMEDIATELY STABILIZED WITH GRASS COVER. • FERTILIZATION. ONE-TIME, SPOT FERTILIZATION MAY BE NEEDED FOR INITIAL PLANTINGS. • WATERING. WATERING IS NEEDED ONCE A WEEK DURING THE FIRST 2 MONTHS, AND THEN AS NEEDED DURING FIRST GROWING SEASON (APRIL-OCTOBER), DEPENDING ON RAINFALL. • REMOVE AND REPLACE DEAD PLANTS. SINCE UP TO 10% OF THE PLANT STOCK MAY DIE OFF IN THE FIRST YEAR, CONSTRUCTION CONTRACTS SHOULD INCLUDE A CARE AND REPLACEMENT WARRANTY TO ENSURE THAT VEGETATION IS PROPERLY ESTABLISHED AND SURVIVES DURING THE FIRST GROWING SEASON FOLLOWING CONSTRUCTION. THE TYPICAL THRESHOLDS BELOW WHICH REPLACEMENT IS REQUIRED ARE 85% SURVIVAL OF PLANT MATERIAL AND 100% SURVIVAL OF TREES. 9.3. MAINTENANCE INSPECTIONS IT IS HIGHLY RECOMMENDED THAT A SPRING MAINTENANCE INSPECTION AND CLEANUP BE CONDUCTED AT EACH BIORETENTION AREA. THE FOLLOWING IS A LIST OF SOME OF THE KEY MAINTENANCE PROBLEMS TO LOOK FOR: • CHECK TO SEE IF 75% TO 90% COVER (MULCH PLUS VEGETATIVE COVER) HAS BEEN ACHIEVED IN THE BED, AND MEASURE THE DEPTH OF THE REMAINING MULCH. • CHECK FOR SEDIMENT BUILDUP AT CURB CUTS, GRAVEL DIAPHRAGMS OR PAVEMENT EDGES THAT PREVENTS FLOW FROM GETTING INTO THE BED, AND CHECK FOR OTHER SIGNS OF BYPASSING. • CHECK FOR ANY WINTER- OR SALT -KILLED VEGETATION, AND REPLACE IT WITH HARDIER SPECIES. • NOTE PRESENCE OF ACCUMULATED SAND, SEDIMENT AND TRASH IN THE PRE-TREATMENT CELL, OR FILTER BEDS, AND REMOVE IT. • INSPECT BIORETENTION SIDE SLOPES AND GRASS FILTER STRIPS FOR EVIDENCE OF ANY RILL OR GULLY EROSION, AND REPAIR IT. • CHECK THE BIORETENTION BED FOR EVIDENCE OF MULCH FLOTATION, EXCESSIVE PONDING, DEAD PLANTS OR CONCENTRATED FLOWS, AND TAKE APPROPRIATE REMEDIAL ACTION. • CHECK INFLOW POINTS FOR CLOGGING, AND REMOVE ANY SEDIMENT. • LOOK FOR ANY BARE SOIL OR SEDIMENT SOURCES IN THE CONTRIBUTING DRAINAGE AREA, AND STABILIZE THEM IMMEDIATELY. • CHECK FOR CLOGGED OR SLOW -DRAINING SOIL MEDIA, A CRUST FORMED ON THE TOP LAYER, INAPPROPRIATE SOIL MEDIA, OR OTHER CAUSES OF INSUFFICIENT FILTERING TIME, AND RESTORE PROPER FILTRATION CHARACTERISTICS. 9.4. ROUTINE AND NON -ROUTINE MAINTENANCE TASKS r DOME GRATE RAMP SOIL UP TO RIM OUTFACE PIPE UNDERDRAIN ELEV. = G I i i I' II ELEV. = H ` RISER VALU E VALU E ELEMENT NAME DIMENSION "BMP A" "BMP B" A STRUCTURE RIM (ELEV.) 544.75 538.50 C TOP OF FILTER MEDIA (ELEV.) 544.25 538.00 D RISER SIZE (DIAMETER) 48 IN 48 IN E OUTFALL PIPE SIZE (DIAMETER) 15 IN 15 IN F UNDERDRAIN SIZE (DIAMETER) 6 IN 6 IN G UNDERDRAIN INV. (ELEV.) 539.92 533.67 H OUTFALL PIPE INV. (ELEV.) 539.82 533.57 BIORETENTION RISER :...,,. WIDTH VARIES REQUIRED PLANTINGS GRAVEL FLOW SPREADER NOTES. PONDING ELEV. _ E - SEE PLAN PER LANDSCAPE PLANS 1 STABILIZE BERM AND PILLW Y WI MAINTENANCE OF BIORETENTION AREAS SHOULD BE INTEGRATED INTO ROUTINE LANDSCAPE MAINTENANCE TASKS. IF LANDSCAPING CONTRACTORS WILL BE EXPECTED TO PERFORM MAINTENANCE, THEIR CONTRACTS SHOULD CONTAIN SPECIFICS ON UNIQUE BIORETENTION LANDSCAPING NEEDS, SUCH AS MAINTAINING ELEVATION DIFFERENCES NEEDED FOR PONDING PROPER MULCHING, REMOVAL,AND SEDIMENT AND TRASH C G S LIMITED USE OF FERTILIZERS AND PESTICIDES. A CUSTOMIZED MAINTENANCE SCHEDULE MUST BE PREPARED FOR EACH BIORETENTION FACILITY, SINCE THE MAINTENANCE TASKS WILL DIFFER DEPENDING ON THE SCALE OF BIORETENTION, THE LANDSCAPING TEMPLATE CHOSEN, AND THE TYPE OF SURFACE COVER. A GENERALIZED SUMMARY OF COMMON MAINTENANCE TASKS AND THEIR FREQUENCY IS PROVIDED IN TABLE 9.9. THE MOST COMMON NON -ROUTINE MAINTENANCE PROBLEM INVOLVES STANDING WATER. IF WATER REMAINS ON THE SURFACE FOR MORE THAN 48 HOURS AFTER A STORM, ADJUSTMENTS TO THE GRADING MAY BE NEEDED OR UNDERDRAIN REPAIRS MAY BE NEEDED. THE SURFACE OF THE FILTER BED SHOULD ALSO BE CHECKED FOR ACCUMULATED SEDIMENT OR A FINE CRUST THAT BUILDS UP AFTER THE FIRST SEVERAL STORM EVENTS. THERE ARE SEVERAL METHODS THAT CAN BE USED TO REHABILITATE THE FILTER (TRY THE EASIEST THINGS FIRST, AS LISTED BELOW): 1) OPEN THE UNDERDRAIN OBSERVATION WELL OR CLEANOUT AND POUR IN WATER TO VERIFY THAT THE UNDERDRAINS ARE FUNCTIONING AND NOT CLOGGED OR OTHERWISE IN NEED OF REPAIR. THE PURPOSE OF THIS CHECK IS TO SEE IF THERE IS STANDING WATER ALL THE WAY DOWN THROUGH THE SOIL. IF THERE IS STANDING WATER ON TOP, BUT NOT IN THE UNDERDRAIN, THEN THERE IS A CLOGGED SOIL LAYER. IF THE UNDERDRAIN AND STAND PIPE INDICATES C S STANDING WATER THEN THE UNDERDR AIN MUST BE CLOGGED AND WILL NEED TO BE SNAKED. 2) REMOVE ACCUMULATED SEDIMENT AND TILL 2 TO 3 INCHES OF SAND INTO THE UPPER 8 TO 12 INCHES OF SOIL. INSTALL SAND WICKS FROM 3 INCHES BELOW THE SURFACE TO THE UNDERDRAIN LAYER. SAND WICKS CAN BE INSTALLED BY EXCAVATING OR AUGERING (USING A TREE AUGER OR SIMILAR TOOL) DOWN TO THE GRAVEL STORAGE ZONE TO CREATE VERTICAL COLUMNS WHICH ARE THEN FILLED WITH A CLEAN OPEN -GRADED COARSE SAND MATERIAL (COARSE SAND MIX SIMILAR TO THE GRADATION USED FOR THE SOIL MEDIA). A SUFFICIENT NUMBER OF WICK DRAINS OF SUFFICIENT DIMENSION SHOULD BE INSTALLED TO MEET THE DESIGN DEWATERING TIME FOR THE FACILITY. 3) LAST RESORT- REMOVE AND REPLACE SOME OR ALL OF THE SOIL MEDIA. TABLE 9.9 - ANNUAL MAINTENANCE ACTIVITIES FOR BIORETENTION MAINTENANCE TASKS FREQUENCY MOWING OF GRASS FILTER STRIPS AND BIORETENTION TURF COVER AT LEAST 4 TIMES A YEAR SPOT WEEDING, EROSION REPAIR, TRASH REMOVAL, AND MULCH RAKING TWICE DURING GROWING SEASON ADD PLANTING TO MAINTAIN DESIRED THE VEGETATION DENSITY REMOVE INVASIVE PLANTS USING RECOMMENDED CONTROL METHODS STABILIZE THE CONTRIBUTING DRAINAGE AREA TO PREVENT EROSION AS NEEDED SPRING INSPECTION AND CLEANUP SUPPLEMENT MULCH TO MAINTAIN A 3 INCH LAYER PRUNE TREES AND SHRUBS ANNUALLY REMOVE SEDIMENT IN PRE-TREATMENT CELLS AND INFLOW POINTS ONCE EVERY 2 TO 3 YEARS REPLACE THE MULCH LAYER EVERY 3 YEARS 0 BIORETENTION MAINTENANCE TASKLIST S A TH EC-3 MATTING. ::............. _ r _.._- 3.. SEE TABLE FOR DESIGN STORM ELEVATIONS i:..... q 2. REMAINING DISTURBED SLOPES SHALL BE STABILIZED WITH EC-3 MATTING. ELEV. = F i , I'. r :•,..,',, - y. }..24"GEO TEXTILE STRIP KEY IN GEOTEXTILE B CENTERED ON UNDERDRAIN 3. ALL BERM FILL MATERIAL SHALL CONSIST OF ML, CL, SC, OR GC SOILS (USCS) OR AS APPROVED BY GEOTECHNICAL ENGINEER TO CREATE MIN. 12" _ AN ACCEPTABLE EMBANKMENT AS APPLICABLE FOR THE CONDITIONS. COMPACTED FILL SHALL BE FREE OF WOOD, ROOTS, ROCKS, OR ANY y ° ° ; 0 6" PERFORATED SHEDULE OTHER NON -COMPACTIBLE SOIL. COMPACTED SOIL SHALL BE INSTALLED IN MAXIMUM 6-INCH LIFTS TO A DRY DENSITY OF 95% OF THE ELEV._ :i " 40 PVC UNDERDRAIN STANDARD PROCTOR MAXIMUM DRY DENSITY ASTM D698. ELEV. = H C fX sY W SURROUND BMP WITH IMPERMEABLE D LINER INSIDE GEOTEXTILE BIORETENTION BERM �, �`' �� ELEV. = I i £ ` i :::::::, MIN. 3" STONE BELOW INVERT. KEY IN ............. ADDITIONAL STONE AS SHOWN IF NECESSARY. CONSTRUCTION INSPECTION CHECKLIST PRE -CONSTRUCTION MEETING • PRE -CONSTRUCTION MEETING WITH THE CONTRACTOR DESIGNATED TO INSTALL THE BIORETENTION PRACTICE HAS BEEN CONDUCTED. • IDENTIFY THE TENTATIVE SCHEDULE FOR CONSTRUCTION AND VERIFY THE REQUIREMENTS AND SCHEDULE FOR INTERIM INSPECTIONS AND SIGN -OFF. • SUBSURFACE INVESTIGATION AND SOILS REPORT SUPPORTS THE PLACEMENT OF AN BIORETENTION PRACTICE IN THE PROPOSED LOCATION SECTION VALUE VALUE DIMENSION ELEMENT NAME MATERIAL "BMP A" "BMP B" A PONDING STORAGE (DEPTH) SEE PLAN 0.50 FT 0.50 FT *B FILTER MEDIA LAYER (DEPTH) SOIL MIX PER DEQ SPEC NO.9 3.00 FT 3.00 FT C CHOKER LAYER (DEPTH) 2" SAND OVER 2" WASHED GRAVEL (#8 OR #89) 0.33 FT 0.33 FT 100 FT 100 FT D STORAGE LAYER (DEPTH) VDOT#57 WASHEDSTONE (�I • IMPERVIOUS COVER HAS BEEN CONSTRUCTED/INSTALLED AND AREA IS FREE OF CONSTRUCTION E SURFACE LANDING (ELEV.) - 544.75 538.50 ' EQUIPMENT, VEHICLES, MATERIAL STORAGE, ETC. F TOP OF FILTER MEDIA (ELEV.) - 544.25 538.00 � • ALL PERVIOUS AREAS OF THE CONTRIBUTING DRAINAGE AREAS HAVE BEEN ADEQUATELY STABILIZED WITH A U 1 Q THICK LAYER OF VEGETATION AND EROSION CONTROL MEASURES HAVE BEEN REMOVED. G TOP OF CHOKER LAYER (ELEV.) GEOTEXTILE PER DEQ SPEC. NO. 9, SHEET C7.6 541.25 535.00 LU Z • AREA OF BIORETENTION PRACTICE HAS NOT BEEN IMPACTED DURING CONSTRUCTION. H TOP OF STORAGE LAYER (ELEV.) - 540.92 534.67 T • STORMWATER HAS BEEN DIVERTED AROUND THE AREA OF THE BIORETENTION PRACTICE AND PERIMETER 8.2 BIORETENTION INSTALLATION I BOTTOM OF EXCAVATION (ELEV.) INSTALLIMPERMEABLELINERINSIDEGEOTFXTILE 539.92 533.67 r..1..� IY EROSION CONTROL MEASURES TO PROTECT THE FACILITY DURING CONSTRUCTION HAVE BEEN INSTALLED. *CONTRACTOR TO INCREASE DEPTH OFFILTER MEDIA BYSO%WHEN INSTALLING TO ACCOUNT FOR SETTLEMENT. THE FILTER MEDIA LAYER v > THE FOLLOWING IS A TYPICAL CONSTRUCTION SEQUENCE TO PROPERLY INSTALL A BIORETENTION BASIN. THE DEPTH SHOWN HERE SHALL BE MET AFTER THREE DAYS OFSETTLING. IFTHIS DEPTH IS NOT MET, THE CONTRACTOR SHALL INSTALL /�'� EXCAVATION INSTALLATION OF A BIORETENTION BASIN WILL INCLUDE INTERMEDIATE INSPECTIONS AT CRITICAL STAGES OF ADDITIONAL FILTER MEDIA AT NO COST TO THE OWNER, u w z • COMPARE THE BIORETENTION SURFACE AND INVERT DESIGN ELEVATIONS WITH THE ACTUAL CONSTRUCTED CONSTRUCTION WITH INSPECTOR SIGN -OFF THAT THE PARTICULAR ELEMENTS OF THE BIORETENTION ARE ZD ELEVATIONS OF THE INFLOW AND OUTLET INVERTS AND ADJUST DESIGN ELEVATIONS AS NEEDED. CONSTRUCTED ACCORNG THE APPROVD PLANS AND SPECFICATIONS. AS AN ATERNATIVE, IF ALLWED • AREA OFBIORETENTION LEXCAVATION IS MARKED AND DTHE DSIZE AND ILOCATION CONFORMS TO PLAN. THE V MP AUTTHORITY,DTIHE CON RACTOREMA MAY ON THE EING NEEER OF RECORLD 0 OTHER IQUA IOF EDD BY BIORETENTION FILTER SECTION 0 0 • IF THE EXCAVATION AREA HAS BEEN USED AS A SEDIMENT TRAP: VERIFY THAT THE BOTTOM ELEVATION OF INDIVIDUAL TO CONDUCT THE INTERMEDIATE INSPECTIONS AND CERTIFICATIONS OF COMPLIANCE. THE 4 0- Uj THE PROPOSED STONE RESERVOIR IS LOWER THAN THE BOTTOM ELEVATION OF THE EXISTING TRAP. CONSTRUCTION SEQUENCE FOR MICRO-BIORETENTION IS MORE SIMPLIFIED. THESE STEPS MAY BE MODIFIED �-- • FOR LEVEL 2 BIORETENTION, ENSURE THE BOTTOM OF EXCAVATION IS SCARIFIED BEFORE PLACING STONE. TO REFLECT DIFFERENT BIORETENTION APPLICATIONS OR EXPECTED SITE CONDITIONS: Q • SUBGRADE SURFACE IS FREE OF ROCKS AND ROOTS, AND LARGE VOIDS. ANY VOIDS SHOULD BE REFILLED WITH THE BASE AGGREGATE TO CREATE A LEVEL SURFACE FOR THE PLACEMENT OF AGGREGATES AND STEP 1. CONSTRUCTION OF THE BIORETENTION AREA MAY ONLY BEGIN AFTER THE ENTIRE CONTRIBUTING 0 Lu UNDERDRAIN (IF REQUIRED). DRAINAGE AREA HAS BEEN STABILIZED WITH VEGETATION. IT MAY BE NECESSARY TO BLOCK tYl NO GROUNDWATER SEEPAGE OR STANDING WATER IS PRESENT. ANY STANDING WATER IS DEWATERED TO • CERTAIN CURB OR OTHER INLETS WHILE THE BIORETENTION AREA IS BEING CONSTRUCTED. THE Q AN ACCEPTABLE DEWATERING DEVICE. PROPOSED SITE SHOULD BE CHECKED FOR EXISTING UTILITIES PRIOR TO ANY EXCAVATION. • EXCAVATION OF THE BIORETENTION PRACTICE HAS ACHIEVED PROPER GRADES AND THE REQUIRED STEP 2. THE DESIGNER AND THE INSTALLER SHOULD HAVE A PRECONSTRUCTION MEETING, CHECKING Q GEOMETRY AND ELEVATIONS WITHOUT COMPACTING THE BOTTOM OF THE EXCAVATION. THE BOUNDARIES OF THE CONTRIBUTING DRAINAGE AREA AND THE ACTUAL INLET ELEVATIONS TO • CERTIFICATION OF EXCAVATION INSPECTION: INSPECTOR CERTIFIES THE SUCCESSFUL COMPLETION OF THE ENSURE THEY CONFORM TO ORIGINAL DESIGN. SINCE OTHER CONTRACTORS MAY BE EXCAVATION STEPS LISTED ABOVE. VA DCR STORMWATER DESIGN SPECIFICATION NO. 9 BIORETENTION RESPONSIBLE FOR CONSTRUCTING PORTIONS OF THE SITE, IT IS QUITE COMMON TO FIND SUBTLE DIFFERENCES IN SITE GRADING, DRAINAGE AND PAVING ELEVATIONS THAT CAN PRODUCE Table 9.8, Bioretenfion Material Specifications FILTER LAYER, UNDERDRAIN, AND STONE RESERVOIR HYDRAULICALLY IMPORTANT DIFFERENCES FOR THE PROPOSED BIORETENTION AREA. THE • ALL AGGREGATES, INCLUDING, AS REQUIRED, THE FILTER LAYER (CHOKER STONE & SAND), THE STONE DESIGNER SHOULD CLEARLY COMMUNICATE, IN WRITING, ANY PROJECT CHANGES DETERMINED RESERVOIR LAYER OR INFILTRATION SUMP CONFORM TO SPECIFICATIONS AS CERTIFIED BY QUARRY. DURING THE PRECONSTRUCTION MEETING TO THE INSTALLER AND THE PLAN REVIEW/INSPECTION • UNDERDRAIN SIZE AND PERFORATIONS MEET THE SPECIFICATIONS. AUTHORITY. • FOR LEVEL 2 INSTALLATIONS: PLACEMENT OF FILTER LAYER AND INITIAL LIFT OF STONE RESERVOIR LAYER STEP 3. TEMPORARY E&S CONTROLS ARE NEEDED DURING CONSTRUCTION OF THE BIORETENTION AREA AGGREGATES WITH UNDERDRAIN OR INFILTRATION SUMP, SPREAD (NOT DUMPED) TO AVOID AGGREGATE TO DIVERT STORMWATER AWAY FROM THE BIORETENTION AREA UNTIL IT IS COMPLETED. SPECIAL SEGREGATION; OR PROTECTION MEASURES SUCH AS EROSION CONTROL FABRICS MAY BE NEEDED TO PROTECT • IMPERMEABLE LINER, WHEN REQUIRED, MEETS PROJECT SPECIFICATIONS AND IS PLACED IN ACCORDANCE VULNERABLE SIDE SLOPES FROM EROSION DURING THE CONSTRUCTION PROCESS. WITH MANUFACTURERS SPECIFICATIONS. STEP 4. ANY PRE-TREATMENT CELLS SHOULD BE EXCAVATED FIRST AND THEN SEALED TO TRAP • SIDES OF EXCAVATION COVERED WITH GEOTEXTILE, WHEN REQUIRED, PRIOR TO PLACING STONE SEDIMENTS. RESERVOIR AGGREGATE; NO TEARS OR HOLES, OR EXCESSIVE WRINKLES ARE PRESENT. STEP 5. EXCAVATORS OR BACKHOES SHOULD WORK FROM THE SIDES TO EXCAVATE THE BIORETENTION • PLACEMENT OF UNDERDRAIN, OBSERVATION WELLS, AND UNDERDRAIN FITTINGS (45 DEGREE WYES, CAP AREA TO ITS APPROPRIATE DESIGN DEPTH AND DIMENSIONS. EXCAVATING EQUIPMENT SHOULD AT THE UPSTREAM END, ETC.) ARE IN ACCORDANCE WITH THE APPROVED PLANS. HAVE SCOOPS WITH ADEQUATE REACH SO THEY DO NOT HAVE TO SIT INSIDE THE FOOTPRINT OF • ELEVATIONS OF UNDERDRAIN AND OUTLET STRUCTURE ARE IN ACCORDANCE WITH APPROVED PLANS, OR THE BIORETENTION AREA. CONTRACTORS SHOULD USE A CELL CONSTRUCTION APPROACH IN AS ADJUSTED TO MEET FIELD CONDITIONS. LARGER BIORETENTION BASINS, WHEREBY THE BASIN IS SPLIT INTO 500 TO 1,000 SQ. FT. • PLACEMENT OF REMAINING LIFT OF STONE RESERVOIR LAYER AS NEEDED TO ACHIEVE THE REQUIRED TEMPORARY CELLS WITH A 10-15 FOOT EARTH BRIDGE IN BETWEEN, SO THAT CELLS CAN BE RESERVOIR DEPTH. EXCAVATED FROM THE SIDE. • CERTIFICATION OF FILTER LAYER AND UNDERDRAIN PLACEMENT INSPECTION: INSPECTOR CERTIFIES THE STEP 6. IT MAY BE NECESSARY TO RIP THE BOTTOM SOILS TO A DEPTH OF 6 TO 12 INCHES TO PROMOTE SUCCESSFUL COMPLETION OF THE FILTER LAYER AND UNDERDRAIN PLACEMENT STEPS LISTED ABOVE. GREATER INFILTRATION. STEP 7. PLACE GEOTEXTILE FABRIC ON THE SIDES OF THE BIORETENTION AREA WITH A 6-INCH OVERLAP ON BIORETENTION SOIL MEDIA PLACEMENT THE SIDES. IF A STONE STORAGE LAYER WILL BE USED, PLACE THE APPROPRIATE DEPTH OF #57 STONE ON THE BOTTOM, INSTALL THE PERFORATED UNDERDRAIN PIPE, PACK #57 STONE TO 3INCHES • SOIL MEDIA IS CERTIFIED BY SUPPLIER OR CONTRACTOR AS MEETING THE PROJECT SPECIFICATIONS. ABOVE THE UNDERDRAIN PIPE, AND ADD APPROXIMATELY 3 INCHES OF CHOKER • SOIL MEDIA I I 1 - S PLACED N 2 INCH LIFTS TO THE DESIGN TOP ELEVATION OF THE BIORETENTION AREA. STONE/PEA GRAVEL AS A FILTER BETWEEN THE UNDERDRAIN AND THE SOIL MEDIA LAYER. IF NO ELEVATION HAS BEEN VERIFIED AFTER SETTLEMENT (2 TO 4 DAYS AFTER INITIAL PLACEMENT). STONE STORAGE LAYER IS USED, START WITH 6 INCHES OF #57 STONE ON THE BOTTOM, AND • SIDE SLOPES OF LANDING AREA ARE TIED BACK AT THE REQUIRED SLOPE (NO STEEPER THAN 3H:1V). PROCEED WITH THE LAYERING AS DESCRIBED ABOVE. • CERTIFICATION OF SOIL MEDIA PLACEMENT INSPECTION: INSPECTOR CERTIFIES THE SUCCESSFUL STEP 8. OBTAIN SOIL MEDIA FROM A QUALIFIED VENDOR, AND STORE IT ON AN ADJACENT IMPERVIOUS COMPLETION OF THE SOIL MEDIA STEPS LISTED ABOVE. AREA OR PLASTIC SHEETING. AFTER VERIFYING THAT THE MEDIA MEETS THE SPECIFICATIONS, APPLY THE MEDIA IN 12- INCH LIFTS UNTIL THE DESIRED TOP ELEVATION OF THE BIORETENTION PRETREATMENT AND PLANT INSTALLATION AREA IS ACHIEVED. WAIT A FEW DAYS TO CHECK FOR SETTLEMENT, AND ADD ADDITIONAL MEDIA, • PLACEMENT OF ENERGY DISSIPATERS AND PRETREATMENT PRACTICES (FOREBAYS, GRAVEL DIAPHRAGMS, AS NEEDED, TO ACHIEVE THE DESIGN ELEVATION. ETC.) ARE INSTALLED IN ACCORDANCE WITH THE APPROVED PLANS. STEP 9. PREPARE PLANTING HOLES FOR ANY TREES AND SHRUBS, INSTALL THE VEGETATION, AND WATER • RISER, OVERFLOW WEIR, OR OTHER OUTFLOW STRUCTURE IS SET TO THE PROPER ELEVATION AND ACCORDINGLY. INSTALL ANY TEMPORARY IRRIGATION. FUNCTIONAL; OR. STEP 10. PLACE THE SURFACE COVER IN BOTH CELLS (MULCH, RIVER STONE OR TURF), DEPENDING ON THE • EXTERNAL BYPASS STRUCTURE IS BUILT IN ACCORDANCE WITH THE APPROVED PLANS. DESIGN. IF COIR OR JUTE MATTING WILL BE USED IN LIEU OF MULCH, THE MATTING WILL NEED TO • NUMBER AND SPACING OF PLANTS ARE INSTALLED IN ACCORDANCE WITH THE APPROVED PLANS. BE INSTALLED PRIOR TO PLANTING (STEP 9), AND HOLES OR SLITS WILL HAVE TO BE CUT IN THE • ALL EROSION AND SEDIMENT CONTROL PRACTICES HAVE BEEN REMOVED. MATTING TO INSTALL THE PLANTS. • FOLLOW-UP INSPECTION AND AS -BUILT SURVEY/CERTIFICATION HAS BEEN SCHEDULED. STEP 11. INSTALL THE PLANT MATERIALS AS SHOWN IN THE LANDSCAPING PLAN, AND WATER THEM DURING • GPS COORDINATES HAVE BEEN DOCUMENTED FOR ALL BMP INSTALLATIONS ON THE PARCEL. WEEKS OF NO RAIN FOR THE FIRST TWO MONTHS. (9 Z t�C w w Z t9 Z LU Q W Q n m �,TH OF yr o Og116/2021 U DANIEL C. HYER a Lic. No. 45596 `ql ON AL E�dl APPROVED DCH SUBMISSION NO. 6 PROJECT 1903600 T H E W O R K O F LINE I. GRADE 6 BIORETENTION CONSTRUCTION INSPECTION CHECKLIST 7 BIORETENTION CONSTRUCTION SEQUENCE S BIORETENTION MATERIAL SPECIFICATIONS ka I ■ 10 Makerral _. Speotfr;atfart . _ .. ¢� Filter Media to contain. The volume of filter media based on 110% Filter Media • 80% - 90% sand of the plan volume, to account for settling Composition . 10%-20% soil fines or compaction. • 3%-5% organic matter Available P between L+ and M per Filter Media DCR 2005 Nutrient Management The media should be certified by the Testing Criteria. supplier. Mulch Layer Use aged, shredded hardwood bark Lay a 2 to 3 inch layer on the surface of the mulch or stable coarse compost. filter bed. Alternative Use river stone or pea gravel, coir and Lay a 2 to 3 inch layer of to suppress weed Surface Cover jute matting,or turf cover.growth. Loamy sand or sandy loam texture, Top Soil with less than 5% clay content, pH 3 inch surface depth. For Turf Cover corrected to between 6 and 7, and an organic matter content of at least 2%. Use a non -woven geotextile fabric with Apply only to the sides and directly above Geotextile/Liner a flow rate of > 110 gal./min,/sq. ft. the underdrain. For hotspots and certain karst sites only, use an appropriate liner on (e.g., Geotex 351 or equivalent) bottom. Choking Layer Lay a 2 to 4 inch layer of sand over a 2 inch layer of choker stone (typically 48 or #89 washed gravel), which is laid over the underdrain stone. Stone Jacket for Underdrain 1 inch stone should be double -washed 12 inches for the underdrain; and/or Storage and clean and free of all fines (e.g., 12 to 18 inches for the stone storage layer, Layer VDOT #57 stone), if needed Use 6 inch rigid schedule 40 PVC pipe Lay the perforated pipe under the length of Underdrains, (or equivalent corrugated HDPE for the bioretention cell, and install non- Cleanouts, and micro-bioretention), with 3/8-inch perforated pipe as needed to connect with Observation perforations at 6 inches on center; the storm drain system. Install T's and Y's Wells position each underdrain on a 1% or as needed, depending on the underdrain 2% slope located nor more than 20 configuration. Extend cleanout pipes to the feet from the next pipe. surface with vented caps at the Ts and Ys. Establish plant materials as specified in the Plant one tree per 250 square feet (15 landscaping plan and the recommended feet on -center, minimum 1 inch plant list. caliper). In general, plant spacing must be sufficient Shrubs a minimum of 30 inches high to ensure the plant material achieves 80% planted a minimum of 10 feet on- cover in the proposed planting areas within Plant Materials center. a 3-year period. Plant ground cover plugs at 12 to 18 If seed mixes are used, they should be inches on -center; Plant container- from a qualified supplier, should be grown plants at 18 to 24 inches on- appropriate for stormwater basin center, depending on the initial plant applications, and should consist of native size and how large it will grow. species (unless the seeding is to establish maintained turf). 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. 4. OWNER IS RESPONSIBLE FOR PROVIDING DOCUMENTATION THAT CERTIFY STORMWATER MANAGEMENT FACILITIES HAVE BEEN CONSTRUCTED IN ACCORDANCE WITH THE APPROVED PLANS. A LICENSED ENGINEER SHALL INSPECT AND CERTIFY FACILITIES DURING CONSTRUCTION AT THE INSPECTION MILESTONES LISTED ON THE PLANS. IF A FACILITY CANNOT BE VERIFIED TO HAVE BEEN CONSTRUCTED PER THE PLANS, THE COUNTY MAY REQUIRE CCTV INSPECTION, TEST PITS, OR EXCAVATION TO VERIFY THE FACILITY AT THE OWNER'S SOLE EXPENSE. 5. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS TO THE DESIGN ENGINEER FOR APPROVAL PRIOR TO ORDERING FACILITY STRUCTURES AND PARTS. 6. A GEOTECHNICAL ENGINEER SHALL VERIFY BEARING CAPACITY OF SOIL PROFILE BELOW ALL STORMWATER FACILITIES. INSTALLATION PROCEDURE AND INSPECTION MILESTONES NOTE: CONTRACTOR SHALL READ AND ADHERE TO ALL MANUFACTURER INSTALLATION GUIDES, SPECIFICATIONS, DETAILS, AND INSTRUCTIONS. ENSURE ALL APPLICABLE DOCUMENTATION IS OBTAINED FROM MANUFACTURER AT THE TIME OF PURCHASE. NOTE: STORAGE OF MATERIALS SUCH AS CONSTRUCTION MATERIALS, EQUIPMENT, SOIL STOCKPILES, ETC. OVER THE MODULE SYSTEM AT ANY TIME IS STRICTLY PROHIBITED. 1. EXCAVATION 1.1. STAKE OUT AND EXCAVATE IN ACCORDANCE WITH OSHA REGULATIONS TO ELEVATION REQUIRED TO INSTALL SYSTEM AS SHOWN ON PLANS. EXCAVATION MUST EXTEND A MINIMUM OF 12" BEYOND MODULE FOOTPRINT IN EVERY DIRECTION. 1.2. REMOVE OBJECTIONABLE MATERIAL WITHIN WALLS AND BOTTOM OF EXCAVATION. 1.3. PREPARE SUBGRADE PER STORMTANK DESIGN MANUAL TO PROVIDE MINIMUM BEARING CAPACITY REQUIRED. 1.4. INSPECTION: GEOTECHNICAL ENGINEER SHALL VERIFY BEARING CAPACITY AT BOTTOM OF EXCAVATION. ENGINEER OF RECORD SHALL VERIFY EXCAVATION DIMENSIONS. 2. LINERS AND LEVELING BED 2.1. PLACE GEOTEXTILE AND IMPERMEABLE LINERS PER STORMTANK DETAILS. 2.2. PLACE AND CONNECT SYSTEM UNDERDRAIN PER PLANS. 2.3. PLACE STONE BASE LEVELING BED AND COMPACT. ENSURE MINIMUM STONE DEPTH AND LEVEL TOP SURFACE. 3. STORMTANK MODULES 3.1. ASSEMBLE MODULES PER MANUFACTURER SPECIFICATIONS. 3.2. PLACE GEOTEXTILE FABRIC ON TOP OF LEVELING BED TO ALLOW FOR MODULES TO BE FULLY WRAPPED ONCE INSTALLED. 3.3. NOTING ANY MODULES REQUIRING MODIFICATION (INLETS, OUTLETS, DEBRIS ROW, OBSERVATION PORTS), PLACE BOTTOM COURSE OF MODULES PER MANUFACTURER SPECIFICATIONS. 3.4. INSERT STACKING PINS IN BOTTOM COURSE. DO NOT INSTALL TOP COURSE UNTIL INSPECTION IS PERFORMED. 3.5. INSPECTION: ENGINEER OF RECORD SHALL VERIFY STONE BASE DEPTH, UNDERDRAIN INSTALLATION, AND THE ELEVATION, MODIFICATIONS, AND DIMENSIONS OF THE BOTTOM COURSE OF MODULES PRIOR TO PLACING TOP COURSE OF MODULES. 3.6. WITH APPROVAL OF INSPECTING ENGINEER, PLACE TOP MODULES, ENGAGING PINS AND ALIGNING MODULES WITH THE BOTTOM COURSE. WRAP MODULES IN GEOTEXTILE LINER PER PLANS, ENSURING NO DAMAGE TO LINERS. 3.7. INSPECTION: ENGINEER OF RECORD SHALL INSPECT GEOTEXTILE AND IMPERMEABLE LINERS PRIOR TO BACKFILLING. 4. BACKFILL 4.1. WITH APPROVAL, BEGIN BACKFILLING SIDES OF SYSTEM. BACKFILL PERIMETER EVENLY TO AVOID LATERAL LOADS FROM UNEVEN FILL, WHICH CAN CAUSE RACKING OF SYSTEM. LIFTS SHALL NOT EXCEED 12". 4.2. PLACE BACKFILL MATERIAL WITH EXCAVATOR, DOZER, OR CONVEYOR BOOM FROM NATIVE SOIL SURROUNDING THE EXCAVATION. DO NOT DIRECTLY ACCESS THE SYSTEM DURING SIDE BACKFILLING. DO NOT DUMP DIRECTLY FROM TRUCK. 4.3. COMPACT EACH LIFT OF BACKFILL MATERIAL UNTIL SIDE BACKFILL IS EVEN WITH THE MODULE TOPS. 4.4. PLACE TOP BACKFILL MATERIAL WITH LOW GROUND PRESSURE EQUIPMENT, OR PREFERRABLY CONVEYOR BOOM. DO NOT DUMP DIRECTLY FROM TRUCKS. DO NOT DRIVE ON MODULES WITHOUT A MINIMUM OF 12" COVER. 4.5. PLACE BACKFILL IN 12" LIFTS. COMPACT EACH LIFT WITH STATIC ROLLER PRODUCING LESS THAN 10 PSI PER ROLLER. 4.6. INSTALL METALLIC TAPE AROUND SYSTEM PERIMETER FOR FUTURE UTILITY DETECTION. 4.7. INSPECTION: ENGINEER OF RECORD TO INSPECT STONE BACKFILL ONCE COMPLETE, PRIOR TO BRINGING TO FINAL GRADE. 4.8. BACKFILL WITH SUITABLE FILL TO FINAL GRADE. APPLY LANDCOVER AS SHOWN ON PLANS. 4.9. FLUSH SYSTEM CLEAN AS SHOWN IN CLEANING NOTES BELOW. STORMTANK SYSTEM MAINTENANCE INSPECTION: 1. INSPECT ALL OBSERVATION PORTS, INFLOW AND OUTFLOW CONNECTIONS, AND THE DISCHARGE AREA. 2. IDENTIFY AND LOG ANY SEDIMENT AND DEBRIS ACCUMULATION, SYSTEM BACKUP, OR DISCHARGE RATE CHANGES. 3. IF THERE IS A SUFFICIENT NEED FOR CLEANOUT, CONTACT A LOCAL CLEANING COMPANY FOR ASSISTANCE. CLEANING: 1. IF A PRETREATMENT DEVICE IS INSTALLED, FOLLOW MANUFACTURER RECOMMENDATIONS. 2. USING A VACUUM PUMP TRUCK, EVACUATE DEBRIS FROM THE INFLOW AND OUTFLOW POINTS. 3. FLUSH THE SYSTEM WITH CLEAN WATER, FORCING DEBRIS FROM THE SYSTEM. 4. REPEAT STEPS 2 AND 3 UNTIL NO DEBRIS IS EVIDENT. P z GAJPLATEE 1t STEEL WVD ORIFICE TRASH RACK O 0 J u- 0 11 4L�� 0 J v_ z PLAN I 1 SWM C (UNDERGROUND DETENTION) PLAN 1" = 10': 0 10 20 SEE VDOT MH-1 DETAIL FOR STRUCTURE DIMENSIONS CONNECT UNDERDRAIN UPSTREAM OF WEIR UNDERDRAIN INFLOW WEIR INV: 534.25 - VDOT ST-1 STEPS VDOT SWM-DR ORIFICE TRASH RACK 6" DIA ORIFICE INV: 530.00 SD-C CONTROL STRUCTURE tE. , t 4' " 10-YR WSEL: 534.93 <` ' 4' s j2-YR WSEL 533 83 / f VDOT ST-1 STEPS - WEIR PLATE - MOUNT TO MANHOLE WITH GALVANIZED STEEL BRACKETS (4) OUTFLOW PIPE (BEHIND) SECTION A -A BOLT METAL PLATE SIDE VIEW OF BOLT WELDED ON TO METAL PLATE SIDE VIEW DETAIL FOR DEBRIS RACK HOLDER z M TOP VIEW TOP TO BE HINGED TO ALLOW ACCESS TO WATER QUALITY ORIFICE (SEE HOLDER DETAIL ABOVE) DIA. BARS z NOT GALVANIZED > SEE NOTE 2 O MIN l --mm ADHESIVE BOLT, OCKING HEX. NUT, WASHER. IA. HOLE M FRONT VIEW y tAIDt1VICIN I (D. B. P._) 541.06 € ---_ 1 I SWM-DR 1. COST OF DEBRIS RACK, METAL PLATE, AND DEBRIS RACK HOLDER TO BE INCLUDED IN THE BID PRICE FOR THE SWM DRAINAGE STRUCTURE. 2.7 KRIS RACK MAY BE F RICATED FROM WELDED " DIAMETER BARS OR VZ THICK HIGH DENSITY POLYETHYLENE. METAL COMPONENTS OF DEBRIS RACK MUST NOT BE GALVANIZED. 3. DEBRIS RACK TO BE HINGED AS SHOWN OR CONTRACTOR MAY SUBSTITUTE A COMPARABLE DESIGN AS APPROVED BY THE ENGINEER. 4.THE LOCATION OF THE DEBRIS RACK HOLDER MAY BE ADJUSTED FOR VARIABLE CONDITIONS. WHEN PLATE TH��/z' DIA.rIS BOLTOCATED LENGTHOIS TOEBEETA REDUCED /4 LG. AND WELDED TO THE PLATE. DEBRIS RACK HOLDER AND ALL HARDWARE IS TO BE GA.VINIZED. TOP TO BE HINGED TO A -LOW ACCESS TO WATER QUALITY ORIFICE (SEE NOTE 3) ❑❑� ❑❑❑ ❑❑ ❑❑❑d o El ❑ [[1 En3g/BDIA. HOLES SQUARE OR El El ❑ Ell(ASEE NOTE 2) ❑❑❑❑❑❑� 1'-0" MIN. rE SIDEVIEW FRONT VIEW HIGH DENSITY POLYETHYLENE METAL DETAIL FOR DEBRIS RACK (FOR WATER QUALITY ORIFICE) SPECIFICATION STORMWATER MANAGEMENT (SWM) DETAILS "�yDOT REFERENCE DEBRIS RACK, METAL PLATE, WATER QUALITY ORIFICE, CONCRETE CRADLE ROAD AND BRIDGE STANDARDS 302 (FOR SWM DRAINAGE STRUCTURES, SWM RISER PIPES AND SWM DAMS) REVISION DATE SHEET 2 OF 5 VIRGINIA DEPARTMENT OF TRANSPORTATION 114.05 O SWM-DR (ORIFICE DEBRIS RACK) m� IN I LLJ Q �— W z W U) IZ > Q o �� z o O Q oc z n Lu t J o w U m Q CC G Q I 3 m �T H OF Grp �O O 0g116/202> v DANIEL C. HYER Lic. No. 45596 I ON AL E� APPROVED DCH SUBMISSION NO. 6 PROJECT 1903600 THE WORD OF LINE --i- GRADE C7m7 GEOTEXTILE FABRIC 3/4" ANGULAR STONE DETAIL'A" UNDERDRAIN (MAX. 4" (102 MM) DIA.) (305MM) >U- oz 0 zL a SECTION B-B a. STORMTANK (BRENTWOOD INDUSTRIES) 621 BRENTWOOD DRIVE READING, PA 19611 PHONE: (610) 374-5109 www.stormtank.com OUTLET PIPE UNDER DRAIN (MAX. 4" (102 MM) DIA.) 3/4" (19 MM) ANGULAR STONE NON -WOVEN GEOTEXTILE FABRIC (PROPEX GEOTEX 601 OR APPROVED EQUAL) IMPERMEABLE LINER NON -WOVEN GEOTEXTILE FABRIC (PROPEX GEOTEX 601 OR APPROVED EQUAL) NATIVE SOIL CROSS-SECTION DETAIL "A" NOTES: 1. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 2. DO NOT SCALE DRAWING. 3. THIS DRAWING IS INTENDED FOR USE BY ARCHITECTS, ENGINEERS, CONTRACTORS, CONSULTANTS AND DESIGN PROFESSIONALS FOR PLANNING PURPOSES ONLY. THIS DRAWING MAY NOT BE USED FOR CONSTRUCTION. 4. ALL INFORMATION CONTAINED HEREIN WAS CURRENT AT THE TIME OF DEVELOPMENT BUT MUST BE REVIEWED AND APPROVED BY THE PRODUCT MANUFACTURER TO BE CONSIDERED ACCURATE. 5, CONTRACTOR'S NOTE: FOR PRODUCT AND COMPANY INFORMATION VISIT www.CADdetails.com/info AND ENTER REFERENCE NUMBER 4907-003. STORMTANK MODULE DETENTION BASIN WITH UNDERDRAIN DETAIL 4907-003 REVISION DATE 16/09019 (25 SERIES ONLY) 6 OZ. NON -WOVEN GEO-TEXTILE FABRIC (OR APPROVED EQUAL) NATIVE SOIL STORMTANK (BRENTWOOD INDUSTRIES) La 0 Z w o O O C7 v owL o 0 Lu W � [V waZ w MIN. T-0" (304.80 MM) 3/4' (19.05 MM) ANGULAR STONE 6 OZ. NON -WOVEN GEO-TEXTILE FABRIC (OR APPROVED EQUAL) IMPERMEABLE LINER DETAIL A MANUFACTURER NOTES: 1. REFERENCE CURRENT INSTALLATION INSTRUCTIONS FOR PROPER INSTALLATION PRACTICES. 2. IMPERMEABLE LINER IS REQUIRED TO BE INSTALLED AROUND BOTTOM AND SIDES OF EXCAVATION ONLY NOTES: 1. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 2. DO NOT SCALE DRAWING. 3. THIS DRAWING IS INTENDED FOR USE BY ARCHITECTS, ENGINEERS, CONTRACTORS, CONSULTANTS AND DESIGN PROFESSIONALS FOR PLANNING PURPOSES ONLY. THIS DRAINING MAY NOT BE USED FOR CONSTRUCTION. 4, ALL INFORMATION CONTAINED HEREIN WAS CURRENT AT THE TIME OF DEVELOPMENT BUT MUST BE REVIEWED AND APPROVED BY THE PRODUCT MANUFACTURER TO BE CONSIDERED ACCURATE. 5, CONTRACTOR'S NOTE: FOR PRODUCT AND COMPANY INFORMATION VISIT www.CADdetails.comCnfo AND ENTER REFERENCE NUMBER 4907-021 STORMTANK MODULE DOUBLE -STACK DETENTION BASIN CROSS-SECTION DETAIL PROTECTED BY COPYRIGHT 02019 CADDETAILS.COM LTD. CADdetails.com PROTECTED BY COPYRIGHT 02020 CADDETAILS.COM LTD. 1 CROSS SECTION AND UNDERDRAIN DETAIL 2 DOUBLE -STACK DETAIL STORMTANK (BRENTWOOD INDUSTRIES) 621 BRENTWOOD DRIVE BRENTW D READING, PA 19611 PHONE: (610) 374-5109 www.stormtank.com • WIDTH OPENING FOR PIPE '4 ;u� �' o INSTALLATION 'a D' e M i"a;+>;ia;iaia, SIDE PANEL HEIGHT iaa'sei ' ' TRACE OUTLINE OF I ;a�;4g;n�;4>;a�; o z St aaaa PIPED TO BE INSTALLED IgPr,�a, �_ P L igD,aa;d?an�f __n2 9�1'292 �_�_ aayppaaaa' SIDE PANELSAFTER f REMOVAL STEP 1 STEP 2 LOCATE AND MARK OPENING REMOVE SIDE PANELS FROM MODULES AND CUT OPENING COLUMI\ t 9�fa,28 i fF aaaa aa, SIDE PANEL abra� > a®' ga;aaaa, aaaaaa,+a, SIDE PANEL ;iai>,ia;aaaa ia;ia;i►;i�,ii; INLET PIPE (SEE DETAIL) DETAIL TRACE OUTLINE OF PIPED TO BE INSTAL_ STEP 3 STEP 2 REINSTALL SIDE PANEL INSERT PIPE (SLIP FIT) AND SECURE GEOTEXTILE FABRIC DIMENSION TABLE MODULE 20 SERIES MODULE 20 SERIES MAX. OPENING HEIGHT (MM) SINGLE PANEL MAX. OPENING WIDTH (MM) DOUBLE PANEL MAX. OPENING WIDTH (MM) 2512 15" (381.0) 30" (762.0) 2018 2518 1 " 304.8 15"(381.0) 30"(762.0) 2024 2524 57.2) 5"(381.0) 30"(762.0) 2530 15"(381.0) 30" 762.0) 2533 1 27" (685.8) 1 15" 381.0 30" 762.0 2036 2536 1 30" 762.0 15" 381.0 30" 762.0 OP PLATEN 0E PANEL INLET PIPE (BY OTHERS) MANUFACTURER NOTES: 1. REFERENCE CURRENT INSTALLATION INSTRUCTIONS FOR PROPER INSTALLATION PRACTICES. 2. INFLUENT AND EFFLUENT ORIFICE CONFIGURATIONS MAY VARY. ROUND, SQUARE, RECTANGULAR AND MULTI -STAGE ARE ACCEPTABLE, AS LONG AS MEETING DIMENSION AND LOCATION REQUIREMENTS. 3. IF OPENING IS GREATER THAN AS PERMITTED IN THE TABLE ABOVE, THE CONNECTION WILL NEED SPLIT INTO A MANIFOLD. NOTES: 1. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 2. DO NOT SCALE DRAWING. 3. THIS DRAINING IS INTENDED FOR USE BY ARCHITECTS, ENGINEERS, CONTRACTORS, CONSULTANTS AND DESIGN PROFESSIONALS FOR PLANNING PURPOSES ONLY. THIS DRAWING MAY NOT BE USED FOR CONSTRUCTION. 4. ALL INFORMATION CONTAINED HEREIN WAS CURRENT Al THE TIME OF DEVELOPMENT BUT MUST BE REVIEWED AND APPROVED BY THE PRODUCT MANUFACTURER TO BE CONSIDERED ACCURATE. 5. CONTRACTOR'S NOTE: FOR PRODUCT AND COMPANY INFORMATION VISIT www.CADdetaits.com/info AND ENTER REFERENCE NUMBER 4907-018 STORMTANK MODULE SMALL DIAMETER PLASTIC PIPE CONNECTION DETAIL 4907-018 REVISION DATE PROTECTED BY COPYRIGHT 02020 CADDETAILS.COM LTD. 5 INLET PIPE CONNECTION DETAIL RISER PIP. (BY OTHER BRENTWOOI OBSERVATOG PORT WITH LON, END INTO MODUL. REVISION DATE STORMTANK (BRENTWOOD INDUSTRIES) 621 BRENTWOOD DRIVE BRENTWAw'LOD READING, PA 19611 PHONE: (610) 374-5109 www.stormtank.com DOUBLE STACK DETAIL (25 SERIES) FINISHED SURFACE GRATE SURFACE RISER PIPE CONCRETE RING (BY OTHERS) (DESIGNED BY OTHERS) BRENTWOOD OBSERVATIONFLEXIBLE COUPLING PORT WITH LONG END INTO MODULE CONCRETE RING (DESIGNED BY OTHERS) FLEXIBLE COUPLING RIGID COUPLING (BY OTHERS) FINISHED SURFACE MAXIMUM OPENING IN MODULES TO RISER PIPE MATCH PIPE Q.D. (BY OTHERS) BRENTWOOD OBSERVATION PORT WITH LONG END INTO MODULE t - o.ncn. � ®00000v0000 vo0ovvopoo;. D,000D00004D004 i o �y >oo ®006 00®oo'a 0 4z � D;o�O�aO`o`oo`o`aD�o�o;4 w •®o�o�o 0 0�0o"o�ao�o�c� 000 1 ISOMETRIC VIEW TOP VIEW SIDE VIEW FRONT VIEW (457.2 MM) V-6° 'I (457.2 MM) ►aaa.a �I (457.2 MM) g 4D4D4D4D4D o 4D4D DID OR .- � ►4D�GDD�a0�44D�4D� CDLO ►4D�aD�aD�4D�4DD� ( �4D�4D�4D�4D�4DDF 12' (304.8 MM) SIDE PANEL 18" (457.2 MM) SIDE PANEL 24" (609.6 DIM) SIDE PANEL 1'-6. 1'-6" 457.2 MM (457.2MM) I-- 11.6. ') (457.2MM) 4D4D404D4D 'I � ..... . . . . . . . . . . . a" °. ► . . . ► a �4P�4D�4D��DadD� �4D�QD�4D�4D�4Da �QD�4�i�40�4Da4D► G N� F F ,aD�4D�d0�4D�40� �4D�dD�40�4D�4D� a40�4��aD�4D�4P� �4D,4N�4D�4D�4D► 1 "I5v- D�40-4D�4Da �4D�4D�4D�4D�4D� 4D4D4D4D4D 111 404D4 404 404 4 4 D 30' (762.0 MM) SIDE PANEL 33" (838.2 MM) SIDE PANEL 36' (914.4 MM) SIDE PANEL SIDE PANELS TO BE INSTALLED ALONG SYSTEM PERIMETER, UNLESS OTHERWISE SPECIFIED. ALL HEIGHTS TO BE CUT FROM A 36" (914.4 MM) SIDE PANEL AT PRESCRIBED LOCATIONS, EXCEPT 33" (838.2 MM) & 12" (304.8 MM) SIDE PANEL. 25 SERIES MODULE MODEL HEIGHT (MM) CAPACITY (M') NOMINAL VOID NOMINAL WEIGHT (KG 03 a a r 0 0 2536 36" (914A 13.096 CF (0.3714)1 97,00% 1 33.10 LBS. (15,01) MANUFACTURER NOTES: 1. REFERENCE CURRENT INSTALLATION INSTRUCTIONS FOR PROPER INSTALLATION PRACTICES. NOTES: 1. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 2. DO NOT SCALE DRAWING. 3. THIS DRAWING IS INTENDED FOR USE BY ARCHITECTS, ENGINEERS, CONTRACTORS, CONSULTANTS AND DESIGN PROFESSIONALS FOR PLANNING PURPOSES ONLY. THIS DRAWING MAY NOT BE USED FOR CONSTRUCTION. 4, ALL INFORMATION CONTAINED HEREIN WAS CURRENT AT THE TIME OF DEVELOPMENT BUT MUST BE REVIEWED AND APPROVED BY THE PRODUCT MANUFACTURER TO BE CONSIDERED ACCURATE. 5. CONTRACTOR'S NOTE: FOR PRODUCT AND COMPANY INFORMATION VISIT www•CADdetails.com/info AND ENTER REFERENCE NUMBER 4907-008 STORMTANK MODULE 25 SERIES DETAIL 4907-008 REVISION DATE 14/05/2020 CADdetails.com PROTECTED BY COPYRIGHT 02020 CADDETAILS.COM LTD. CADdetails.com STORMTANK MODULE DETAIL (25 SERIES) SINGLE STACK DETAIL (20 SERIES) SURFACE GRATE CONCRETE RING (DESIGNED BY OTHERS) FLEXIBLE COUPLING SINGLE STACK DETAIL MANUFACTURER NOTES: (25 SERIES) 1. REFERENCE CURRENT INSTALLATION INSTRUCTIONS FOR PROPER INSTALLATION PRACTICES. NOTES: 1. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 2. DO NOT SCALE DRAWING. 3. THIS DRAINING IS INTENDED FOR USE BY ARCHITECTS, ENGINEERS, CONTRACTORS, CONSULTANTS AND DESIGN PROFESSIONALS FOR PLANNING PURPOSES ONLY. THIS DRAINING MAY NOT BE USED FOR CONSTRUCTION. 4, ALL INFORMATION CONTAINED HEREIN WAS CURRENT AT THE TIME OF DEVELOPMENT BUT MUST BE REVIEWED AND APPROVED BY THE PRODUCT MANUFACTURER TO BE CONSIDERED ACCURATE. 5. CONTRACTOR'S NOTE: FOR PRODUCT AND COMPANY INFORMATION VISIT mwr.CADdetails.comCnfo AND ENTER REFERENCE NUMBER 4907-009 STORMTANK MODULE % OBSERVATION PORT DETAIL 4907-009 REVISION DATE CADdetails.com PROTECTED BY COPYRIGHT 02020 CADDETAILS.COM LTD. CADdetails.com 6 OBSERVATION PORT DETAIL U STORMTANK (BRENTWOOD INDUSTRIES) 621 BRENTWOOD DRIVE READING, PA 19611 REM BRENTW D PHONE: (610) 374-5109 www.stormtank.com SUMP ,� f 1 01 ffi (OPTIONAL) OPEN TO MODULES (MAX, OPENING = PRECAST CONCRETE MODULE HEIGHT - 4") CATCH BASIN A -A CROSS SECTION SIDE PANELS ARE NOT REQUIRED ON MODULES DIRECTLY ABUTTING THE CATCH BASIN STORMTANK0 MODULES '.a�.�r'sr�Fi►a�ur■ '.�� ,.4 ®� O r s QD� gm . it ►r ;. �.��.-�►. t rr j Ali ,/ rur � i�i t rr ►: '. rr '�3i CAI rrr■ �,.�3 �✓. r■ MODULE 20 SERIES PLACEMENT DETAIL NOTES: 1. PLACEMENT OF ABUTMENT UNITS MUST OCCUR FIRST. THIS IS TO ALLOW FOR CONNECTOR TAB CONNECTION WITH ADJOINING UNITS. 2. CONNECTOR TABS WILL NEED TO BE REMOVED ALONG THE CATCH BASIN FACE TO ALLOW FULL ABUTMENT. PRECAST CONCRETE „ r CATCH BASIN SECTION A -A MANUFACTURER NOTES: 1. REFERENCE CURRENT INSTALLATION INSTRUCTIONS FOR PROPER INSTALLATION PRACTICES. 2. SEE LOCAL PRECAST CONCRETE MANUFACTURERS FOR DETAILED INFORMATION ON CATCH BASIN DIMENSIONS AND MANUFACTURING. 2. INFLUENT AND EFFLUENT ORIFICE CONFIGURATIONS MAY VARY. ROUND, SQUARE, RECTANGULAR AND MULTI -STAGE ARE ACCEPTABLE, AS LONG AS MEETING DIMENSION AND LOCATION REQUIREMENTS. 3. TOP OF OPENING MUST BE A MINIMUM 2" BELOW THE TOP OF THE TOP PLATEN, WHILE THE BOTTOM OF THE OPENING MUST BE MINIMUM 2" ABOVE THE BOTTOM OF THE BOTTOM PLATEN, 4. CATCH BASIN OPENING ARE NOT INTENDED TO SPAN THE CENTER PLATENS OF A DOUBLE STACK SYSTEM, 5. WHEN INSTALLING WITH 20 SERIES MODULES, HORIZONTAL CONNECTOR TABS WILL NEED REMOVED FROM MODULE TO ALLOW FOR ABUTMENT. NOTES: 1. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 2, DO NOT SCALE DRAWING. 3. THIS DRAWING IS INTENDED FOR USE BY ARCHITECTS, ENGINEERS, CONTRACTORS, CONSULTANTS AND DESIGN PROFESSIONALS FOR PLANNING PURPOSES ONLY. THIS DRAWING MAY NOT BE USED FOR CONSTRUCTION. 4, ALL INFORMATION CONTAINED HEREIN WAS CURRENT AT THE TIME OF DEVELOPMENT BUT MUST BE REVIEWED AND APPROVED BY THE PRODUCT MANUFACTURER TO BE CONSIDERED ACCURATE. 5. CONTRACTOR'S NOTE: FOR PRODUCT AND COMPANY INFORMATION VISIT wwvr.CADdetails.comfinfo AND ENTER REFERENCE NUMBER 4907-001 STORMTANK MODULE l CATCH BASIN ABUTMENT DETAIL 4907-001 PROTECTED BY COPYRIGHT 02020 CADDETAILS.COM LTD. 7 STRUCTURE ABUTMENT DETAIL REVISION DATE 29/0412020 CADdetails.com STORMTANK (BRENTWOOD INDUSTRIES) 621 BRENTWOOD DRIVE BRENTWOOD READING, PA 19611 PHONE: (610) 374-5109 www.stormtank.com CONCRETE COLLAR CONCRETE COLLAR SURFACE GRATE r SURFACE GRATE 6" (152.4 MM) RISER I 10" (254.0 MM) RISER FLEXIBLE SADDLE" STQRMTANK®MODULE CONNECTION DEBRIS ROW PERIMETER SIDE PANELS INFLUENT PIPE { ' GEOTEXTILE FABRIC AROUND PERIMETER OF DEBRIS ROW s COLLECTED DEBRIS BUILD-UP ' (SHOWN FOR CLARITY) CROSS SECTION NOTE: GEOTEXTILE HEIGHT BASED ON HYDROGRAPH ELEVATION OF SELECTED STORM OR MINIMUM 12' (304.8 MM), WHICHEVER IS GREATER, AND CONNECTED TO PANEL WITH ZIP -TIES. GEOTEXTILE FABRIC RISER PIPE - SECURED TO SIDE PANELS (BY OTHERS) ADDITIONAL WITH ZIP TIES INTERIOR DEBRIS HEIGHT BASED ON TREATMENT ROW SIDE PANELS DESIGN EVENT FLEXIBLE COUPLING SJ RISER PIPE Fk (BY OTHERS) Fk EXTERIOR SIDE PANELS FLEXIBLE OBSERVATION SADDLE PORT PORT GEOTEXTILE FABRIC BETWEEN STONE INLET PIPE DEBRIS ROW UNITS AND MODULE ISOMETRIC MANUFACTURER NOTES: 1. 25 SERIES MODULE USED FOR ILLUSTRATION PURPOSES ONLY, DEBRIS ROW CAN BE INSTALLED IN EITHER MODULE CONFIGURATION. 2. REFERENCE CURRENT INSTALLATION INSTRUCTIONS FOR PROPER INSTALLATION PRACTICES. 3. CONCRETE COLLAR REQUIRED AROUND ACCESS BOXES TO MEET HS-20 AND HS-25 LOAD RATING (DESIGN BY ENGINEER OF RECORD). NOTES: 1. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 2. DO NOT SCALE DRAWING. 3. THIS DRAWING IS INTENDED FOR USE BY ARCHITECTS, ENGINEERS, CONTRACTORS, CONSULTANTS AND DESIGN PROFESSIONALS FOR PLANNING PURPOSES ONLY. THIS DRAWING MAY NOT BE USED FOR CONSTRUCTION. 4, ALL INFORMATION CONTAINED HEREIN WAS CURRENT AT THE TIME OF DEVELOPMENT BUT MUST BE REVIEWED AND APPROVED BY THE PRODUCT MANUFACTURER TO BE CONSIDERED ACCURATE. 5. CONTRACTOR'S NOTE: FOR PRODUCT AND COMPANY INFORMATION VISIT wvNr.CADdetails.comCnfo AND ENTER REFERENCE NUMBER 4907-002 STORMTANK MODULE DEBRIS ROW DETAIL 4907-002 REVISION DATE 29/0412020 PROTECTED BY COPYRIGHT02020 CADDETAILS.COM LTD. DEBRIS ROW DETAIL U CADdetails.com Q 2 t>� w w Z L!J N co w Lv z Q cj� W Cn C > Ld Q 00o ::D z IZ W � : Q O w a. m 0 Q H OF t'1� �O O 0111612021 U DANIEL C. HYER v LIc. No. 45596 � C sIONAL APPROVED D DCH SUBMISSION NO. 6 PROJECT 1903600 TH E WORK 0F LINE I. {TAD C7.8 z l26.99 ,39 57 W »» »,»v»................... »:..,,,..........:......., »...,.........�..... jtt{ , f tl b :: ------ s __»..._....... ........ � . LANDSCAPE LAYOUT AND MATERIALS PLAN 1 1" = 20': 0 20 40 S TA TE ROUTE 64 9 (AIRPORT RD) 8,600 ADT N 55°0236 " W !7• !!' ACCESS (1). B. ot.f�1 A F z J Q Nrloo ~ W W W z � I— Q Cn r r-) of0 z Q O �� Q o J Q o Q n m �c J Q W Q U Cn z Q J 1- `'/ r/ s MATERIALS LEGEND: TH Op P POSED ASPHALT PHA LT (36,499 SF 41 a PROPOSED CONCRETE (25,473 SF) 0411612021 O v DANIEL C. HYER ' PRESERVED LANDCOVER (2,400 SF) Lic. No. 45596 �'.; • _ V STREET TREE PLANTING STRIP i..(5,912 SF) PROPOSED MANAGED TURF (22,292 SF) 10NAL SIN INTERIOR PLANTING AREA (8,218 SF) APPROVED DCH EXISTING LANDSCAPING SUBMISSION NO. 6 PROPOSED STRUCTURES (11,646 SF) PROJECT 1903600 PROPOSED PAVER SIDEWALK (2,008 SF) PROPOSED BMP FILTER (1,718 SF) LINE GRADE i ,,• � � MILL AND OVERLAY AREA (7,458 SF) Couaty of Al4k,,owle FjAm CIkkjW --'To be piked on Lmds -upe flu'5 I. Ile WitawingliewS-61111 ajqw: U Limik Mplim, din"esto'be Sawa).; M L,mnewn and iypo of. lrotwilec ftmdiik�; or walls: Proposelt U Ail tus to be saved sWl be, marked ivith pd.at orribbon wji hvight dearly vi'alle tP 3. pre.conatrucdon conference, �Tree pitgrvAlion ood 01,9toctip.n mtmpm shpll'be reviewed v."Wl th'a rP1;,lmrtpr on S40, to, Soil E�D_sjojj ap.($ StoralLvAtgr, Paend(U Devices: swlldui vk�,'s,shill not Wvwuly affect trig' to kw, s4ved: LLr _eg mi all be 41 p bv Tm WON., pan'til, 10, Ttw ftij,". PQ ng under a I argv tra-mml I be coo A&fod z as alte matil Ye ft&' Yom. Cl ......................... CO3 (OXCE) ............. I.. I.. I.. I ........... 1 11.11 " BIORETENTION ERNST SEEDS - RETENTION BASIN FLOOR MIX - LOW MAINTENANCE ITEM NUMBER: ERNMX-126 PLANTING JUZEA�'i'- SEEDING RATE: 20-40 LBS PER ACRE . . . MIX COMPOSITION: 20.0% PANICUM CLANDESTINUM, TIOGA (DEERTONGUE, TIOGA) 15.0% POA PALUSTRIS (FOWL BLUEGRASS) 20.0% PUCCINELLIA DISTANS, FULTS (ALKALIGRASS, FULTS) 10,0% CAREX VULPINOIDEA, PA ECOTYPE (FOX SEDGE, PA ECOTYPE) 18.0% ELYMUS VIRGINICUS,'MADISON(VIRGINIA WILORYE,'MADISON,) 1,0% CAREX SCOPARIA, PA ECOTYPE (BLUNT BROOM SEDGE, PA ECOTYPE) 15.0% AGROST13 STOLONIFERA (CREEPING BENTGRASS) 1,0% JUNCUS EFFUSUS (SOFT RUSH) ........ ... ..... .. ...................... ZAA95 A VO',011b,S0RVP,OF//v P/V1 01190_00_.610�013MO cr 0 AVVI"111�)111 /Z 9c, -'11/ W �� OR AIN4, P 0, (70, /, . U200 _010 0JN0 1W hgp�: j2 6/1 zZAC, 6 /. co'l Ar A .. . .... .... . ......... J., 1. CF ...... ......... ... -oj — - - ------ ................... t. 6 CA /f --F LF "V10 �LD86 < d '50 ow'w. w%Aw LF LANDSCAPE COMPLIANCE CHART SECTION REQUIREMENTS CALCULATIONS COMPLIANCE ONE (1) LARGE STREET TREE SEMINOLE TRAIL U.S RTE 29 SHALL BE REQUIRED FOR EVERY FIFTY (50) FEET OF STREET 275 LF STREET FRONTAGE FRONTAGE. ZONING 1150 X 275 =5.5 LARGE TREES REQUIRED (PER ZONING) 32,7.9,5 SHRUBS ALONG PUBLIC 1135 X 275 =7.8 LARGE TREES REQUIRED (PER ARB) LANDSCAPING STREETS. WHEN A PARKING 8 LARGE TREES PROVIDED ALONG STREETS AREA IS LOCATED SO THAT THE PARKED CARS WILL BE VISIBLE ADJACENT TO PARKING = 59 SHRUBS PROVIDED FROM AN OFF -SITE STREET,, _SHRU BS SHALL BE IN A "+. INDICATED PLANT MATERIAL UTILIZED TO FULFIL THE SINGLE ROW PLANTED FIVE FEET REQUIREMENT ON CENTER. AIRPORT ROAD U.S RTE 649 LANDSCAPING ALONG THE FRONTAGE OF ENTRANCE 330 LF STREET FRONTAGE (USABLE) COMPLIES CORRIDOR STREETS SHOULD INCLUDE THE FOLLOWING: 1150 X 330 =6,6 LARGE TREES REQUIRED (PER ZONING) ARCH. REVIEW 1/35 X 330 =9.4 LARGE TREES REQUIRED (PER ARB) BOARD DESIGN + 9 LG. TREES PROVIDED GUIDELINES LARGE SHADE TREES SHOULD + 3 SM. TREES PROVIDED #32, A) BE PLANTED PARALLEL TO THE LANDSCAPING ENTRANCE CORRIDOR STREET. SUCH TREES SHOULD BE AT ADJACENT TO PARKING = 57 SHRUBS PROVIDED LEAST 3Y�a INCHES CALIPER (MEASURED 6 INCHES ABOVE THE GROUND) AND SHOULD BE INDICATED PLANT MATERIAL UTILIZED TO FULFIL THE OF A PLANT SPECIES COMMON REQUIREMENT TO THE AREA. SUCH TREES SHOULD BE LOCATED AT LEAST EVERY 35 FEET ON CENTER, INTERIOR PARKING LOT LANDSCAPING PARKING LOT AREA: 51,763 SF AN AREA OF AT LEAST (5) PERCENT OF THE PAVED INTERIOR LANDSCAPING (5%): 2,589 SF REQUIRED PARKING AND VEHICULAR (5.6%) 2,885 SF PROPOSED CIRCULATION AREA SHALL BE ZONING LANDSCAPED WITH TREES OR INTERIOR PLANTING AREA COMPLIES 32,7,9X SHRUBS, LANDSCAPING WITHIN A PLANT MATERIALS MAY BE A PARKING LOT LANDSCAPING PARKING AREA MIXTURE OF SHADE TEES AND SHRUBS AND SHALL INCLUDE PROPOSED NUMBER OF PARKING SPACES. 47 ONE (1) LARGE SHADE TREE (1 CANOPY TREE / 10 PARKING SPACES) PER TEN (10) PARKING REQUIRED CANOPY TREES: 5 SPACES. PROPOSED CANOPY TREES: 7 "All INDICATES PLANT MATERIAL UTILIZED TO FULFILL REQUIREMENT 'j TREE PROTECTION W FEATURES THAT MAY HAVE .......... . ........ .. &[11- C4P NEGATIVE VISUAL IMPACTS. .......... FEATURES THAT MAY HAVE flf.uzwz5' ac EXIST ADJACENT TO SITE. .0—v.NO SCREENING REQUIRED, SIMILARLY ZONED COMMERCIAL SITES ........ ... '*1'�'-'�'._-1..'11._._._11 . .................... _j 170 NEGATIVE VISUAL IMPACTS INCLUDING, BUT NOT LIMITED TO, 9 0_0 Q9`61106 So 'w; THE FOLLOWING SHALL BE ... . .... . .......... SITE FEATURES 5 ;1 ::: ?� 7 ZONING COMPLIES t, � I : 1 i SCREENED FROM ADJACENT 327�9,7 LAJ-1 RESIDENTIAL AND RURAL AREAS G SCREENIN DISTRICTS AND PUBLIC STREETS: EVERGREEN SCREENING PROPOSED ADJACENT TO REFUSE AREA 40 . . ...... . .............. . ...... ...... . ..... AA. 7 (1) LOADING AREAS,• (11) REFUSE AREAS mm ... .............. .. 5AA8 wharsbelow. C811beto YW dig. 27 PVS J.J — — - ----- --------- --- ...... — - - - -_-------- - ---- ..... .... . .... .......... . ... . ... COMMERCIAL AND INDUSTRIAL ALWAYS CALL 811 USES: IF THE SITE IS TO BE 19AAB . ... .. 1 GROSS SITE AREA: 102,514 SF TO 966MR AV6WZ? ....... ... ZONING DEVELOPED FOR .. . ........ . ....... 'To 327,9,8 COMMERCIAL OR INDUSTRIAL COMPLIES It"s fast. It's free. It's the law. 1 0 TREE USES, THE MINIMUM TREE TREE CANOPY COVER REQUIRED (10%): 10,252 SF REQUIRED (34%) 23,614 SF PROVIDED CANOPY CANOPY IS TEN (10) PERCENT. L I PL TREES IN OFFSITE PLANTING EASEMENTS ARE NOT INCLUDED IN --------------- ....................... THIS CALCULATION. .1 �R ............. NOT APPROVED FOR ................... ....... ....... .......... "M Q R. ate, u '"�4 �7H Z m vA Z ca C) P4 mm = Er, �d .. . . ....... Z cn Z U ;170 e 52o 11 In W, > O 62 REVISIONS REV DATE COMMENT DRAYMBY 'HT ;Mx 0 BY 1 8/1712020 COUNTY COMMENTS AR RY 2 8/28/2020 COUNTY COMMENTS AR . ..................................... RY 3 -1012612020 COUNTY COMMENTS AR . . ............. . 4 '11,23.2020 COUNTY COMMENTS AR 5 01.20.2021 . COUNTY COMMEN IS . . .......... — AR -- 6 04.02.2021 COUNTY COMMENTS AR LAND"'SCAPE SCHEDULE KEY SHADETREEES G11 QTY. BOTANICAL NAME ti GLEDITSIA TRIACANTHOS INEM113 COMMON NAME Tli'ORNLESS HONEYLOCUST CAL. I HT. 3 W" CAL. 114-16' CONT, CANOPY B+B 541 EACH TOTAL 5941 NS 8 NYSSA SYLVATICA SOURGUM OR TUPELO 3 VZCAL, i 14-16 5+13 181 EACH 1446 PLO 11 PLATANUS OCCMENTALIS ANERICA48YWAORE 3 UT CAL 114,16' 8-'B 1475 EACH SUBTOTAL: 30 TOW . . ........ . . . ........... . . . ORNANIENTAI TREES: CO 41 CER0CANAQENSJS REDBUD 2 iTCAL 18-119 8+8 ------ ........... OF 7 CORNUSFLORIDA DOG71000 2 WCAL18-10, 6+13 SUBTOTAL 16 16225 rj�.64;4 . . . . . . . . . ............... . .......... DECIDUOUS SHRUBS AAB CA I65 42 ARONIA ARBUTFOLIASRILLIANTISSINW CLETHRA AUNIFOLIA RED CHOKEGERRY WjIVERSWEET CLEPRA 314V HT, & SPREAD 34'HT- SPREAD 45 CA.N' 1b CAN SUBTOTAL 177 EVERGREEN! TREES AND SHRUBS ........ . ........ ... . . .............. ............... . ..._ ................. ............ . ... . . . .... . . . .................................... ...... PLS 26 PRUNUS LAUROCERASUS'SCHIPKASNI-315 COMMON CHERRYLAURE, & SPREAO 410 CAN ....... TER 34 TAKUS BACCW1 A.'REPANDENS' SPREADING ENGUSH YEW 24'HT. & SPREAD 40 CAN TOE to THIJJA OCUDENTALIS'EMERALD GREEN' RIERALD GREEN ARBORIATAE 5-9 HT SUBTOTAL 70 ORNMENTAIL GRASSES pxH 68 PENNISETUM ALOPECUROIDES HAY.EUT DWARF FOUNT0 GRASS 1 GAL, CONT. 1`16 55 PANIC , LIM 1A RGATU MSHE NA N DOAH SHENANDOAH SWITCH GRASS 1 GAL. CONT. SaT8 43 SCH.-,ZACHYRVA SCOPARIUM LITTLE BLUESTEVII 1 G& CONT SUBTOTAL . 166 1 LANDSCAPE SPECIFICATIONS 1, SCOPE OF WORK: 9. PLANTING THE LANDSCAPE CONTRACTOR SHALL BE REQUIRED TO PERFORM ALL CLEARING, FINISHED GRADING, SOIL A. INSOFAR THAT IT IS FEASIBLE, PLANT MATERIAL SHALL BE PLANTED ON THE DAY OF DELIVERY, IN THE EVENT PREPARATION, PERMANENT SEEDING OR SODDING, PLANTING AND MULCHING INCLUDING ALL LABOR, MATERIALS, THAT THIS IS NOT POSSIBLE, LANDSCAPE CONTRACTOR SHALL PROTECT UNINSTALLED PLANT MATERIAL. TOOLS AND EQUIPMENT NECESSARY FOR THE COMPLETION OF THIS PROJECT, UNLESS OTHERWISE CONTRACTED BY PLANTS SHALL NOT REMAIN UNPLANTED FOR LONGER THAN A THREE DAY PERIOD AFTER DELIVERY. PLANTS THE GENERAL CONTRACTOR. THAT WILL NOT BE PLANTED FOR A PERIOD OF TIME GREATER THAN THREE DAYS SHALL BE HEALED IN WITH TOPSOIL OR MULCH TO HELP PRESERVE ROOT MOISTURE. 2. MATERIALS A. GENERAL - ALL HARDSCAPE MATERIALS SHALL MEET OR EXCEED SPECIFICATIONS AS OUTLINED IN THE STATE B. PLANTING OPERATIONS SHALL BE PERFORMED DURING PERIODS WITHIN THE PLANTING SEASON WHEN DEPARTMENT OF TRANSPORTATION'S SPECIFICATIONS. 'HEATHER AND SOIL CONDITIONS ARE SUITABLE AND IN ACCORDANCE WITH ACCEPTED LOCAL PRACTICE. PLANTS SHALL NOT BE INSTALLED IN TOPSOIL THAT 13 IN A MUDDY OR FROZEN CONDITION. B. TOPSOIL - NATURAL, FRIABLE, LOAMY SILT SOIL HAVING AN ORGANIC CONTENT NOT LESS THAN 5%, A PH RANGE BETWEEN 4.5-7.0. IT SHALL BE FREE OF DEBRIS, ROCKS LARGER THAN ONE INCH (1"), WOOD, ROOTS, VEGETABLE C. ANY INJURED ROOTS OR BRANCHES SHALL BE PRUNED TO MAKE CLEAN-CUT ENDS PRIOR TO PLANTING MATTER AND CLAY CLODS. UTILIZING CLEAN, SHARP TOOLS. ONLY INJURED OR DISEASED BRANCHING SHALL BE REMOVED. C. LAWN - ALL DISTURBED AREAS ARE TOPE TREATED WITH A MINIMUM SIX INCH (6") THICK LAYER OF TOPSOIL, OR D. ALL PLANTING CONTAINERS AND NON -BIODEGRADABLE MATERIALS SHALL BE REMOVED FROM ROOT BALLS AS DIRECTED BY THE LOCAL ORDINANCE OR CLIENT, AND SEEDED OR SODDED IN ACCORDANCE WITH THE DURING PLANTING. NATURAL FIBER BURLAP MUST BE CUT FROM AROUND THE TRUNK OF THE TREE AND FOLDED PERMANENT STABILIZATION METHODS INDICATED WITHIN THE SOIL EROSION AND SEDIMENT CONTROL NOTES. DOWN AGAINST THE ROOT BALL PRIOR TO BACKFILLING. 1.1. LAWN SEED MIXTURE SHALL BE FRESH, CLEAN NEW CROP SEED. 1.2. SOD SHALL BE STRONGLY ROOTED, WEED AND DISEASE/PEST FREE WITH A UNIFORM THICKNESS, E. POSITION TREES AND SHRUBS AT THEIR INTENDED LOCATIONS AS PER THE PLANS AND SECURE THE APPROVAL 1,3. SOD INSTALLED ON SLOPES GREATER THAN 4:1 SHALL BE PEGGED TO HOLD SOD IN PLACE. OF THE LANDSCAPE ARCHITECT PRIOR TO EXCAVATING PITS, MAKING NECESSARY ADJUSTMENTS AS DIRECTED. D. MULCH - THE MULCH AROUND THE PERIMETER OF THE BUILDING SHALL BE A 3" LAYER OF DOUBLE SHREDDED F, PRIOR TO THE ISSUANCE OF ANY CERTIFICATE OF OCCUPANCY, THE PROPOSED LANDSCAPE, AS SHOWN ON THE BLACK CEDAR MULCH ONLY. ALL OTHER AREAS SHALL BE MULCHED WITH A 3" LAYER OF DOUBLE SHREDDED APPROVED LANDSCAPE PLAN, MUST BE INSTALLED, INSPECTED AND APPROVED BY THE APPROVING AGENCY. D UUNLESS OTHERWISE STATED ON THE LANDSCAPE PLAN. DARK BROWN HARDWOO BARK MULCH, U THE APPROVING AGENCY SHALL A T L TAKE INTO ACCOUNT SEASONAL CONSIDERATIONS IN THIS REGARD AS FOLLOWS. THE PLANTING OF TREES, SHRUBS, VINES OR GROUND COVER SHALL OCCUR ONLY DURING THE E. FERTILIZER FOLLOWING PLANTING SEASONS: 1.1. FERTILIZER SHALL BE DELIVERED TO THE SITE MIXED AS SPECIFIED IN THE ORIGINAL UNOPENED STANDARD 1.1. PLANTS: MARCH 15 TO DECEMBER 15 BAGS SHOWING WEIGHT, ANALYSIS AND NAME OF MANUFACTURER, FERTILIZER SHALL BE STORED IN A '1.2. LAWN: MARCH 15 TO JUNE 15 OR SEPT. 1 TO DECEMBER 1 WEATHERPROOF PLACE SO THAT IT CAN BE KEPT DRY PRIOR TO USE, 1.2. FOR THE PURPOSE OF BIDDING, ASSUME THAT FERTILIZER SHALL BE 10% NITROGEN, 6% PHOSPHORUS AND G. PLANTINGS REQUIRED FOR A CERTIFICATE. OF OCCUPANCY SHALL BE PROVIDED DURING THE NEXT 4% POTASSIUM BY WEIGHT. A FERTILIZER SHOULD NOT BE SELECTED WITHOUT A SOIL TEST PERFORMED BY APPROPRIATE SEASON AT THE MUNICIPALITY'S DISCRETION. CONTRACTOR SHOULD CONTACT APPROVING A CERTIFIED SOIL LABORATORY. AGENCY FOR POTENTIAL SUBSTITUTIONS. F. PLANT MATERIAL H. FURTHERMORE, THE FOLLOWING TREE VARIETIES ARE UNUSUALLY SUSCEPTIBLE TO WINTER DAMAGE. WITH 1.1. ALL PLANTS SHALL IN ALL CASES CONFORM TO THE REQUIREMENTS OF THE "AMERICAN STANDARD FOR TRANSPLANT SHOCK AND THE SEASONAL LACK OF NITROGEN AVAILABILITY, THE RISK OF PLANT DEATH IS NURSERY STOCK' (ANSI Z60.1), LATEST EDITION, AS PUBLISHED BY THE AMERICAN NURSERY & LANDSCAPE GREATLY INCREASED. IT IS NOT RECOMMENDED THAT THESE SPECIES BE PLANTED DURING THE FALL PLANTING ASSOCIATION. SEASON: 1.2. IN ALL CASES, BOTANICAL NAMES SHALL TAKE PRECEDENCE OVER COMMON NAMES FOR ANY AND ALL ACER RUBRUM PLATANUS X ACERIFOLIA PLANT MATERIAL. BETULA VARIETIES POPULOUS VARIETIES 1.3. PLANTS SHALL BE LEGIBLY TAGGED WITH THE PROPER NAME AND SIZE. TAGS ARE TO REMAIN ON AT LEAST CARPINUS VARIETIES PRUNUS VARIETIES ONE PLANT OF EACH SPECIES FOR VERIFICATION PURPOSES DURING THE FINAL INSPECTION. CRATAEGUS VARIETIES PYRUS VARIETIES 1A, TREES WITH ABRASION OF THE BARK, SUN SCALDS, DISFIGURATION OR FRESH CUTS OF LIMBS OVER 1'/4". KOELREUTERIA QUERCUS VARIETIES WHICH HAVE NOT BEEN COMPLETELY CALLUSED, SHALL BE REJECTED.PLANTS SHALL NOT BE BOUND WITH LIQUIDAMBER STYRACIFLUA TILIA TOMENTOSA WIRE OR ROPE AT ANY TIME SO AS TO DAMAGE THE BARK OR BREAK BRANCHES. LIRIODENDRON TULIPIFERA ZELKOVA VARIETIES 1.5. ALL PLANTS SHALL BE TYPICAL OF THEIR SPECIES OR VARIETY AND SHALL HAVE A NORMAL HABIT OF GROWTH: WELL DEVELOPED BRANCHES, DENSELY FOLIATED, VIGOROUS ROOT SYSTEMS AND BE FREE OF 1. PLANTING PITS SHALL BE DUG WITH LEVEL BOTTOMS, WITH THE WIDTH TWICE THE D€AmETER OF ROOT BALL. DISEASE, INSECTS, PESTS, EGGS OR LARVAE. THE ROOT BALL SHALL REST ON UNDISTURBED GRADE. EACH PLANT PIT SHALL BE BACKFILLED IN LAYERS WITH 1.6, CALIPER (MEASUREMENTS OF NURSERY GROWN TREES SHALL BE TAKEN AT A POINT ON THE TRUNK SIX THE FOLLOWING PREPARED SOIL MIXED THOROUGHLY: INCHES (6") ABOVE THE NATURAL GRADE FOR TREES UP TO AND INCLUDING A FOUR INCH (4") CALIPER SIZE. • 1 PART PEAT MOSS IF THE CALIPER AT SIX INCHES (6") ABOVE THE GROUND EXCEEDS FOUR INCHES (4") IN CALIPER, THE: e 1 PART COMPOSTED COW MANURE BY VOLUME CALIPER SHOULD BE MEASURED AT A POINT 12" ABOVE THE NATURAL GRADE. « 3 PARTS TOPSOIL BY VOLUME 1.7. SHRUBS SHALL BE MEASURED TO THE AVERAGE HEIGHT OR SPREAD OF THE SHRUB, AND NOT TO THE • 21 GRAMS'AGRIFORM' PLANTING TABLETS (OR APPROVED EQUAL) AS FOLLOWS: LONGEST BRANCH.. A) 2 TABLETS PER 1 GALLON PLANT 1.8. TREES AND SHRUBS SHALL BE HANDLED WITH CARE BY THE ROOT BALL. B) 3 TABLETS PER 5 GALLON PLANT C) 4 TABLETS PER 15 GALLON PLANT 3, GENERAL WORK PROCEDURES D) LARGER PLANTS. 2 TABLETS PER CALIPER OF TRUNK A. CONTRACTOR TO UTILIZE WORKMANLIKE INDUSTRY STANDARDS IN PERFORMING ALL LANDSCAPE CONSTRUCTION. THE SITE IS TO BE LEFT IN A CLEAN STATE AT THE END OF EACH WORKDAY, ALL DEBRIS, J. FILL PREPARED SOIL AROUND BALL OF PLANT HALF -WAY AND INSERT PLANT TABLETS. COMPLETE BACKFILL AND MATERIALS AND TOOLS SHALL BE PROPERLY STORED, STOCKPILED OR DISPOSED OF, WATER THOROUGHLY, B. WASTE MATERIALS AND DEBRIS SHALL BE COMPLETELY DISPOSED OF AT THE CONTRACTOR'S EXPENSE. DEBRIS K. ALL PLANTS SHALL BE PLANTED SO THAT THE TOP OF THE ROOT BALL, THE POINT AT WHICH THE ROOT FLARE M THE SITE. SHALL NOT BE BURIED, INCLUDING ORGANIC MATERIALS, BUT SHALL BE REMOVED 'COMPLETELY FRO S . T N T F PIT. N SOIL IS TO BE P T BEGINS, IS SET A GROUND LEVEL AND I THE CENTER q THE 0 LACED DIRECTLY ON OP OF THE ROOT BALL. 4. SITE PREPARATIONS A. BEFORE AND DURING PRELIMINARY GRADING AND FINISHED GRADING, ALL WEEDS AND GRASSES SHALL BE DUG L. ALL PROPOSED TREES DIRECTLY ADJACENT TO WALKWAYS OR DRIVEWAYS SHALL BE PRUNED AND MAINTAINED OUT BY THE ROOTS AND DISPOSED OF IN ACCORDANCE WITH GENERAL WORK PROCEDURES OUTLINED HEREIN. TO A MINIMUM BRANCHING HEIGHT OF T FROM GRADE. B. ALL EXISTING TREES TO REMAIN SHALL BE PRUNED TO REMOVE. ANY DAMAGED BRANCHES. THE ENTIRE LIMB OF M. GROUND COVER AREAS SHALL RECEIVE A XV LAYER OF HUMUS RAKED INTO THE TOP 1" OF PREPARED SOIL ANY DAMAGED BRANCH SHALL BE CUT OFF AT THE TRUNK. CONTRACTOR SHALL ENSURE THAT CUTS ARE PRIOR TO PLANTING, ALL GROUND COVER AREAS SHALL BE WEEDED AND TREATED WITH A PRE -EMERGENT SMOOTH AND STRAIGHT. ANY EXPOSED ROOTS SHALL BE CUT BACK WITH CLEAN, SHARP TOOLS AND TOPSOIL CHEMICAL AS PER MANUFACTURER'S RECOMMENDATION. SHALL BE PLACED AROUND THE REMAINDER OF THE ROOTS. EXISTING TREES SHALL BE MONITORED ON A REGULAR BASIS FOR ADDITIONAL ROOT OR BRANCH DAMAGE AS A RESULT OF CONSTRUCTION. ROOTS SHALL N. NO PLANT, EXCEPT GROUND COVERS, GRASSES OR VINES, SHALL BE PLANTED LESS THAN TWO FEET (2') FROM NOT BE LEFT EXPOSED FOR MORE THAN ONE (1) DAY, CONTRACTOR SHALL WATER EXISTING TREES AS NEEDED EXISTING STRUCTURES AND SIDEWALKS. TO PREVENT SHOCK OR DECLINE. 0. ALL PLANTING AREAS AND PLANTING PITS SHALL BE MULCHED AS SPECIFIED HEREIN TO FILL THE ENTIRE BED C. CONTRACTOR SHALL ARRANGE TO HAVE A UTILITY STAKE -OUT TO LOCATE ALL UNDERGROUND UTILITIES PRIOR AREA OR SAUCER. NO MULCH IS TO TOUCH THE TRUNK OF THE TREE OR SHRUB. TO INSTALLATION OF ANY LANDSCAPE MATERIAL, UTILITY COMPANIES SHALL BE CONTACTED THREE (3) DAYS PRIOR TO THE BEGINNING OF WORK. P. ALL PLANTING AREAS SHALL BE WATERED IMMEDIATELY UPON INSTALLATION IN ACCORDANCE WITH THE WATERING SPECIFICATIONS AS LISTED HEREIN. 5. TREE PROTECTION A. CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROTECTION OF ALL EXISTING TREES TO REMAIN. A TREE 10. TRANSPLANTING (WHEN REQUIRED) PROTECTION ZONE SHALL BE ESTABLISHED AT THE DRIP LINE OR 15 FEET FROM THE TRUNK OR AT THE LIMIT OF A. ALL TRANSPLANTS SHALL BE DUG WITH INTACT ROOT BALLS CAPABLE OF SUSTAINING THE PLANT. CONSTRUCTION DISTURBANCE, WHICHEVER IS GREATER. LOCAL STANDARDS THAT MAY REQUIRE A MORE STRICT TREE PROTECTION ZONE SHALL BE HONORED. B. IF PLANTS ARE TO BE STOCKPILED BEFORE REPLANTING, THEY SHALL BE HEALED IN WITH MULCH OR SOIL, ADEQUATELY WATERED AND PROTECTED FROM EXTREME HEAT, SUN AND WIND. B. A FORTY-EIGHT INCH (4W) HIGH WOODEN SNOW FENCE OR ORANGE COLORED HIGH-DENSITY'VISI-FENCE', OR APPROVED EQUAL, MOUNTED ON STEEL POSTS SHALL BE PLACED ALONG THE BOUNDARY OF THE TREE C. PLANTS SHALL NOT BE DUG FOR TRANSPLANTING BETWEEN APRIL 10 AND JUNE 30, PROTECTION ZONE. POSTS SHALL BE LOCATED AT A MAXIMUM OF EIGHT FEET (8') ON CENTER OR AS INDICATED WITHIN THE TREE PROTECTION DETAIL. D. UPON REPLANTING, BACKFILL SOIL SHALL BE AMENDED WITH FERTILIZER AND ROOT GROWTH HORMONE. C. WHEN THE TREE PROTECTION FENCING HAS BEEN INSTALLED, IT SHALL BE INSPECTED BY THE APPROVING E. TRANSPLANTS SHALL BE GUARANTEED FOR THE LENGTH OF THE GUARANTEE PERIOD SPECIFIED HEREIN. AGENCY PRIOR TO DEMOLITION, GRADING, TREE CLEARING OR ANY OTHER CONSTRUCTION. THE FENCING ALONG THE TREE PROTECTION ZONE SHALL BE REGULARLY INSPECTED BY THE LANDSCAPE CONTRACTOR AND F. IF TRANSPLANTS DIE, SHRUBS AND TREES LESS THAN SIX INCHES (6") DBH SHALL BE REPLACED IN KIND. TREES MAINTAINED UNTIL ALL CONSTRUCTION ACTIVITY HAS BEEN COMPLETED. GREATER THAN SIX INCHES (6") DBH MAY BE REQUIRED TO BE REPLACED IN ACCORDANCE WITH THE MUNICIPALITY'S -TREE REPLACEMENT GUIDELINES. D. AT NO -TIME SHALL MACHINERY, DEBRIS, FALLEN TREES OR OTHER MATERIALS BE PLACED, STOCKPILED OR LEFT STANDING IN THE TREE PROTECTION ZONE. 11. WATERING A. NEW PLANTINGS OR LAWN AREAS SHALL BE ADEQUATELY IRRIGATED BEGINNING IMMEDIATELY AFTER PLANTING. 6. SOIL MODIFICATIONS WATER SHALL BE APPLIED TO EACH TREE AND SHRUB 1N SUCH MANNER AS NOT TO DISTURB BACKFILL AND TO A. CONTRACTOR SHALL ATTAIN A SOIL TEST FOR ALL AREAS OF THE SITE PRIOR TO CONDUCTING ANY PLANTING. THE EXTENT THAT ALL MATERIALS IN THE PLANTING HOLE ARE THOROUGHLY SATURATED. WATERING SHALL SOIL TESTS SHALL BE PERFORMED BY A CERTIFIED SOIL LABORATORY. CONTINUE AT LEAST UNTIL PLANTS ARE ESTABLISHED. B. LANDSCAPE CONTRACTOR SHALL REPORT ANY SOIL OR DRAINAGE CONDITIONS CONSIDERED DETRIMENTAL TO B. SITE OWNER SHALL PROVIDE WATER IF AVAILABLE ON SITE AT TIME OF PLANTING, IF WATER IS NOT AVAILABLE THE GROWTH OF PLANT MATERIAL. SOIL MODIFICATIONS, AS SPECIFIED HEREIN, MAY NEED TO BE CONDUCTED ON SITE, CONTRACTOR SHALL SUPPLY ALL NECESSARY WATER. -THE USE OF WATERING BAGS IS RECOMMENDED BY THE LANDSCAPE CONTRACTOR DEPENDING ON SITE CONDITIONS. FOR ALL NEWLY PLANTED TREES. C. THE FOLLOWING AMENDMENTS AND QUANTITIES ARE APPROXIMATE AND ARE FOR BIDDING PURPOSES ONLY. C. IF AN IRRIGATION SYSTEM HAS BEEN INSTALLED ON THE SITE, IT SHALL BE USED TO WATER PROPOSED PLANT COMPOSITION OF AMENDMENTS SHOULD BE REVISED DEPENDING ON THE OUTCOME OF A TOPSOIL ANALYSIS MATERIAL, BUT ANY FAILURE OF THE SYSTEM DOES NOT ELIMINATE -THE CONTRACTOR'S RESPONSIBILITY OF PERFORMED BY A CERTIFIED SOIL LABORATORY. MAINTAINING THE DESIRED MOISTURE LEVEL FOR VIGOROUS, HEALTHY GROWTH. 1A. TO INCREASE A SANDY SOIL'S ABILITY TO RETAIN WATER AND NUTRIENTS, THOROUGHLY TILL ORGANIC MATTER INTO THE TOP 6-12". USE COMPOSTED BARK, COMPOSTED LEAF MULCH OR PEAT MOSS. ALL 12. GUARANTEE PRODUCTS SHOULD BE COMPOSTED TO A DARK COLOR AND BE FREE OF PIECES WITH IDENTIFIABLE LEAF A. THE LANDSCAPE CONTRACTOR SHALL GUARANTEE ALL PLANTS FOR A PERIOD OF ONE (1) YEAR FROM APPROVAL OR WOOD STRUCTURE. AVOID MATERIAL WITH A PH HIGHER THAN 7.6. OF LANDSCAPE INSTALLATION BY THE APPROVING AGENCY, CONTRACTOR SHALL SUPPLY THE OWNER WITH A 1.2. TO INCREASE DRAINAGE, MODIFY HEAVY CLAY OR SILT (MORE THAN 40% CLAY OR SILT) BY ADDING MAINTENANCE BOND FOR TEN PERCENT (10%) OF THE VALUE OF THE LANDSCAPE INSTALLATION WHICH WILL BE COMPOSTED PINE BARK (UP TO 30% BY VOLUME) AND/OR AGRICULTURAL GYPSUM. COARSE SAND MAY BE RELEASED AT THE CONCLUSION OF THE GUARANTEE PERIOD AND WHEN A FINAL INSPECTION HAS BEEN USED IF ENOUGH IS ADDED TO BRING THE SAND CONTENT TO MORE THAN 60% OF THE TOTAL MIX. COMPLETED AND APPROVED BY THE OWNER OR AUTHORIZED REPRESENTATIVE. SUBSURFACE DRAINAGE LINES MAY NEED TO BE ADDED TO INCREASE DRAINAGE. 1,3, MODIFY EXTREMELY SANDY SOILS (MORE THAN 85%) BY ADDING ORGANIC MATTER AND/OR DRY, SHREDDED B. ANY DEAD OR DYING PLANT MATERIAL SHALL BE REPLACED FOR THE LENGTH OF THE GUARANTEE PERIOD, CLAY LOAM UP TO 30% OF THE TOTAL MIX. REPLACEMENT OF PLANT MATERIAL SHALL BE CONDUCTED AT THE FIRST SUCCEEDING PLANTING SEASON. ANY DEBRIS SHALL BE DISPOSED OF OFF -SITE, WITHOUT EXCEPTION. 7. FINISHED GRADING A. UNLESS OTHERWISE CONTRACTED, THE LANDSCAPE CONTRACTOR SHALL BE RESPONSIBLE FOR THE C. TREES AND SHRUBS SHALL BE MAINTAINED BY THE CONTRACTOR DURING CONSTRUCTION AND THROUGHOUT INSTALLATION OF TOPSOIL AND THE ESTABLISHMENT OF FINE -GRADING WITHIN THE DISTURBANCE AREA OF THE THE 90 DAY MAINTENANCE PERIOD AS SPECIFIED HEREIN, CULTIVATION, WEEDING, WATERING AND THE SITE, PREVENTATIVE TREATMENTS SHALL BE PERFORMED AS NECESSARY TO KEEP PLANT MATERIAL IN GOOD CONDITION AND FREE OF INSECTS AND DISEASE. B. LANDSCAPE CONTRACTOR SHALL VERIFY THAT SUBGRADE FOR INSTALLATION OF TOPSOIL HAS BEEN ESTABLISHED. THE SUBGRADE OF THE SITE MUST MEET THE FINISHED GRADE LESS THE REQUIRED TOPSOIL D. LAWNS SHALL BE MAINTAINED THROUGH WATERING, FERTILIZING, WEEDING, MOWING, TRIMMING AND OTHER THICKNESS (1" t). OPERATIONS SUCH AS ROLLING, REGARDING AND REPLANTING AS REQUIRED TO ESTABLISH A SMOOTH, ACCEPTABLE LAWN, FREE OF ERODED OR BARE AREAS. C. ALL LAWN AND PLANTING AREAS SHALL BE GRADED TO A SMOOTH, EVEN AND UNIFORM PLANE WITH NO ABRUPT CHANGE OF SURFACE AS DEPICTED WITHIN THIS SET OF CONSTRUCTION PLANS, UNLESS OTHERWISE DIRECTED 13. CLEANUP BY THE PROJECT ENGINEER OR LANDSCAPE ARCHITECT. A. UPON THE COMPLETION OF ALL LANDSCAPE INSTALLATION AND BEFORE THE FINAL ACCEPTANCE, THE CONTRACTOR SHALL REMOVE ALL UNUSED MATERIALS, EQUIPMENT ANDDEBRIS FROM THE SITE. ALL PAVED D. ALL PLANTING AREAS SHALL BE GRADED AND MAINTAINED TO ALLOW FREE FLOW OF SURFACE WATER IN AND AREAS ARE TO BE CLEANED. AROUND THE PLANTING BEDS. STANDING WATER SHALL NOT BE PERMITTED IN PLANTING BEDS. B. THE SITE SHALL BE CLEANED AND LEFT IN A NEAT AND ACCEPTABLE CONDITION AS APPROVED BY THE OWNER 8. TOPSOILING OR AUTHORIZED REPRESENTATIVE. A. CONTRACTOR SHALL PROVIDE A SIX INCH (W) THICK MINIMUM LAYER OF TOPSOIL, OR AS DIRECTED BY THE LOCAL ORDINANCE OR CLIENT, IN ALL PLANTING AREAS. TOPSOIL SHOULD BE SPREAD OVER A PREPARED SURFACE IN A UNIFORM LAYER TO ACHIEVE THE DESIRED COMPACTED THICKNESS. B. ON -SITE TOPSOIL MAY BE USED TO SUPPLEMENT THE TOTAL AMOUNT REQUIRED, TOPSOIL FROM THE SITE MAY BE REJECTED IF IT HAS NOT BEEN PROPERLY REMOVED, STORED AND PROTECTED PRIOR TO CONSTRUCTION. C. CONTRACTOR SHALL FURNISH TO THE APPROVING AGENCY AN ANALYSIS OF BOTH IMPORTED AND ON -SITE TOPSOIL TO BE UTILIZED IN ALL PLANTING AREAS. THE PH AND NUTRIENT LEVELS MAY NEED TO BE ADJUSTED THROUGH SOIL MODIFICATIONS AS NEEDED TO ACHIEVE THE REQUIRED LEVELS AS SPECIFIED IN THE MATERIALS SECTION ABOVE. D. ALL PLANTING AND LAWN AREAS ARE TO BE CULTIVATED TO A DEPTH OF SIX INCHES (6" ). ALL DEBRIS EXPOSED FROM EXCAVATION AND CULTIVATION SHALL BE DISPOSED OF IN ACCORDANCE WITH GENERAL WORK PROCEDURES SECTION ABOVE. THE FOLLOWING SHALL BE TILLED INTO THE TOP FOUR INCHES (4") IN TWO DIRECTIONS (QUANTITIES BASED ON A 1,000 SQUARE FOOT AREA): 1.1. 20 POUNDS'GROW POWER' ORAPPROVED EQUAL 1.2, 20 POUNDS NITRO -FORM (COURSE) 38-0-0 BLUE CHIP E. THE SPREADING OF TOPSOIL SHALL NOT BE CONDUCTED UNDER MUDDY OR FROZEN CONDITIONS. ONLY TREES WITH ONE MAIN LEADER SHALL BE PURCHASED. DO NOT PRUNE TREE AT PLANTING UNLESS DIRECTED TO BY PROJECT LANDSCAPE ARCHITECT DO NOT STAKE OR FOLD BURLAP AWAY FROM TOP OF WRAP TRUNK ROOT BALL PREPARE WIDTH OF SET ROOT BALL FLUSH TO GRADE OR PLANTING HOLE 6 FT SEVERAL INCHES HIGHER IN OR TWICE THE WIDTH . POORLY DRAINING SOILS. OF THE ROOT BALL; WHICHEVER IS - - 4" BUILT-UP EARTH SAUCER GREATER 3" THICK LAYER OF DARK BROWN DOUBLE SHREDDED PREPARED SOIL FOR`'_` HARDWOOD MULCH TREES 1 PART PEAT MOSS 1 PART COW MANURE 3 PARTS TOPSOIL '-•�.y� ^� BEFORE PLANTING ADD 3 TO 4" OF WELL -COMPOSTED LEAVES � -i OR RECYCLED YARD HASTE TO BED AND TILL INTO TOP 6" OF PREPARED SOIL. Ili _ _ —+ 4-6° DEEPER THAN ROOT BALL 'T" I UNDISTURBE SUBGRADE E —1 l f=1 I !=1 11= �R=-,.T�""I I 1=1 E `M REMOVETHE TOP 113 OFTHE WIRE BASKET DIG WIDE, SHALLOW HOLE IF PRESENT.. ANY AND ALL TWINE SHALL BE WITH TAMPED SIDES REMOVED FROM THE TREE BEFORE BACKFILLING. BURLAP SHALL BE FOLDED TAMP SOIL SOLIDLY AROUND BACK INTO PLANTING HOLE BASE OF ROOT BALL DO NOT STAKE OR WRAP TRUNK PREPARE WIDTH OF PLANTING HOLE 6 FT OR TWICE THE WIDTH OF THE ROOT BALL; WHICHEVER IS GREATER PREPARED SOIL FOR TREES 1 PART PEAT MOSS 1 PART COW MANURE 3 PARTS TOPSOIL SUBGRADE DIG WIDE, SHALLOW HOLE WITH TAMPED SIDES TAMP SOIL SOLIDLY AROUND BASE OF ROOT BALL PLANT SHALL BE TRANSPLANTED AT *THE SAME GRADE AS IT BORE IN THE NURSERY PLOT PRIOR TO BALLING AND BURLAPPING. PLANTING MIX: - T 1 PART PEAT MOSS 1 PART COW MANURE 3 PARTS TOPSOIL PLANTING MIXTURE WILL CHANGE WITH SOIL CONDITION$ BEFORE PLANTING, ADD 3 TO 4" OF WELL -COMPOSTED LEAVES AND RECYCLED YARD WASTE TO BED AND TILL INTO TOP 6" OF PREPARED SOIL REMOVE THE TOP 113 OF THE WIRE BASKET IF PRESENT. ANY AND ALL TWINE SHALL BE REMOVED FROM THE SHRUB BEFORE BACKFILLING. BURLAP SHALL BE FOLDED BACK INTO PLANTING HOLE SET ROOT BALL ON FIRM PAD IN BOTTOM OF HOLE REFERENCE: ARCHITECTURAL GRAPHIC STANDARDS 1998 CUMULATIVE SUPPLEMENT. EVERGREEN TREE PLANTING DETAIL NOT TO SCALE — ONLY TREES WITH ONE MAIN LEADER SHALL BE PURCHASED. DO NOT PRUNE TREE AT PLANTING UNLESS DIRECTED TO BY PROJECT LANDSCAPE ARCHITECT ° o FOLD BURLAP AWAY FROM TOP OF ROOT BALL SET ROOT BALL FLUSH TO GRADE OR SEVERAL INCHES HIGHER IN o POORLY DRAINING SOILS. 4" BUILT-UP EARTH SAUCER BROWN3" THICK LAYER OF DARK DOUBLE SHREDDED HARDWOOD MULCH \ �--- - --- BEFORE PLANTING ADD 3 TO 4" OF WELL -COMPOSTED LEAVES OR RECYCLED YARD WASTE TO BED — r y r-- =1 r TILL INTO O 6 TOP AND O O F -- — �-- PREPARED SOIL. - 4-6" DEEPER THAN ROOT BALL � .1®'.�. REMOVE THE TOP 113 OF THE WIRE BASKET IF PRESENT, ANY AND ALL TWINE SHALL BE REMOVED FROM THE TREE BEFORE BACKFILLING. BURLAP SHALL BE FOLDED BACK INTO PLANTING HOLE ``—SET ROOT BALL ON FIRM PAD IN BOTTOM OF HOLE REFERENCE: ARCHITECTURAL GRAPHIC STANDARDS 1998 CUMULATIVE SUPPLEMENT. DECIDUOUS TREE PLANTING DETAIL NOT TO SCALE 8.12' REFERENCE: ARCHITECTURAL GRAPHIC STANDARDS 1998 CUMULATIVE SUPPLEMENT DECIDUOUS AND .EVERGREEN SHRUB PLANTING DETAIL NOT TO SCALE INCORPORATE 2' OF PEAT INTO 6" OF PLANTING MIXTURE, AS SPECIFIED 3" THICK LAYER OF DARK BROWN DOUBLE SHREDDED HARDWOOD MULCH - .. FINISHED GRADE -•••-----•••••••- FOR CONTAINER -GROWN SHRUBS, USE FINGER OR SMALL HAND TOOLS TO PULL THE ROOTS OUT OF THE OUTER LAYER OF POTTING SOIL; THEN CUT OR PULL APART ANY ROOTS THAT CIRCLE THE PERIMETER OF THE CONTAINER 3" THICK LAYER OF DARK BROWN DOUBLE SHREDDED HARDWOOD (MULCH FINISHED GRADE PLACE SHRUB ON FIRM SOIL IN BOTTOM OF HOLE. UNDISTURBED SUBGRADE SOIL SURFACE ROUGHENED TO BIND WITH NEW SOIL. PLANT MATERIAL SPACED AS SPECIFIED. SEE LANDSCAPE SCHEDULE FOR PROPOSED SPACING. MINIMUM W TOPSOIL I ff ' ; ' -EXISTING SUBSOIL I) :I 11=1 I I-•=1 I I �---,r I I I—) � 1=' I I I�I I—� `:• t TYPICAL PERENNIAL AND GROUND COVER PLANTING D= PROPOSED ON CENTER (O.C.) SPACING SEE LANDSCAPE SCHEDULE FOR FOR REQUIRED SPACING TYPICAL PERENNIAL AND GROUND COVER SPACING & LAYOUT PERENNIAL/GROUND COVER PLANTING DETAIL NOT TO SCALE 0 NOTE: TREE STAKING TO BE REMOVED ~ u AFTER 2 GROWING SEASONS o a DO NOT WRAP TRUNK- \ REINFORCED RUBBER HOSE ONLY TREES WITH ONE MAIN LEADER 12 " ° ° SHALL BE PURCHASED. DO NOT PRUNE '12 GAUGE GALVANIZED WIRE GUYS TWISTED �`� ° D� TREE AT PLANTING UNLESS DIRECTED ` ` o� - J - o° TO BY PROJECT LANDSCAPE ARCHIrEC'T, 2" DIA. HARDWOOD STAKES 213 TREE HT. o , 2 PER TREE 1 --SET ROOT BALL FLUSH TO GRADE EXISTING GRADE t �\ OR SEVERAL INCHES HIGHER IN + POORLY DRAINING SOILS. r PREPARED SOIL FOR TREES, 1 PART PEAT MOSS — 3" THICK LAYER OF DARK; 1 PART COW MANURE ! I=1 N �' BROWN DOUBLE SHREDDED f ++ 3 PARTS TOPSOIL I I — ( HARDWOOD MULCH, UNDISTURBED SUBGRADE -•-•_4" BUILT-UP EARTH SAUCER`s BEFORE PLANTING ADD 3 TO 4" OF+ WELL -COMPOSTED LEAVES DR RECYCLED —I =1 �. o su YARD WASTE TO BED AND TILL INTO TOP 6" a- --- I OF PREPARED SOIL. _.__ =i:;I�l1 --REMOVE THE TOP 113 OF THE'/VIRE BASKET -�' IF PRESENT. ANY AND ALL TWINE SHALL BE , Y 12 ! REMOVED FROM THE TREE BEFORE W d TAMP SOIL SOLIDLY AROUND BACKFILLING. BURLAP SHALL BE FOLDED BASE OF ROOT BALL �� BACK INTO PLANTING HOLE ----SET ROOT BALL ON FIRM PAD IN BOTTOM OF HOLE F TREE PLANTING ON ,SLOPE DETAIL REVISIONS , NOT TO SCALE REV DATE l COMMEMT DRAWN 8Y cHecxeD s� 1 8/1712020 COUNTY COMMENTS AR �+ SPECIFICATIONS +•BCr f �a /� �+ RY SEEDING �7i"'EC FI CATIONa7 2 812812020E COUNTY COMMENTS AR RY 1. MATERIAL: 3 10126120201 COUNTY COMMENTS AR 1.1. SEED MIXTURE MUST BE COMPRISED OF THE FOLLOWING VARIETIES AND AT 4 11.23.20201 COUNTY COMMENTS AR THE SPECIFIED COMPOSITION: 1.1.1. 80% - TURF TYPE TALL FESCUE SEED 5 01,20.20211 COUNTY COMMENTS AR 1.1.2. 10% - KENTUCKY BLUEGRASS SEED 1.1.3. 10%-ANNUAL RYE GRASS SEED 1.2. INSTALLATION RATES: 6 04,02,20211i COUNTY COMMENTS AR 1,2.1. SEED: LAWN SEED SHOULD BE APPLIED AT A RATE OF 7 LBS/1,000 SF 1.22 LIME: AGRICULTURAL OR PELLETIZED LIME SHOULD BE APPLIED AT I SPECIFIED RATE ACCORDING TO SOIL ANALYSIS OR 2,000 LBS PER ACRE (46 LBS11,000 SF) IF NO SOIL ANALYSIS IS PERFORMED. 1.2.3, FERTILIZER: COMMERCIAL GRADE 12-20-12 SHOULD BE APPLIED AT A RATE OF 250 LBS PER PER ACRE (5.8 LBSI 1,000 SP) 1.2.4. LIQUID OR DRY LIME: LIQUID LIME SHOULD BE APPLIED AT A RATE OF 2.5 GALLONS PER ACRE OR NEUTRA LIME DRY APPLIED AT A RATE OF 80LBS PER ACRE IN AREAS OF ACIDIC SOILS TO ASSURE GERMINATION AND INITIAL ESTABLISHMENT. 1.2.5. MULCH: WHEAT, OAT, OR BARLEY STRAW MULCH SHALL BE APPLIED AT A 4: RATE OF 80 LBS PER 1,000 SF, DO NOT INSTALL MULCH SO -THICK THAT IT COMPLETELY COVERS THE GROUND, TOPSOIL SHOULD BE VISIBLE THROUGH THE STRAW/ LAYER. ow Whats belOW. 2. EXECUTION AND PREPARATION: Call before you dig.. 2.1. A SOIL ANALYSIS SHOULD BE PERFORMED TO ASSESS THE FERTILITY NEEDS ALWAYS CALL 811 AND PH OF THE SOIL. ALL INSTALLATION AREAS SHOULD BE PREPARED TO It's fast. It's free. It's the lave. AGRICULTURAL STANDARD RECOMMENDED BY THE DEPARTMENT OF AGRICULTURE WITHIN THE STATE WHERE THE WORK IS BEING PERFORMED. AGRICULTURAL LIME OR PELLETIZED LIME SHOULD BE ADDED DURING THE q� /� GROUND PREPARATION STAGE AT THE RATE RECOMMENDED ACCORDING NOT APPROVED FOR TO SOIL ANALYSIS. 2.2, ALL WEEDS AND UNDESIRABLE PLANTS SHOULD BE REMOVED BEFORE (CONSTRUCTION PLANTING BY METHOD OF SPRAYING OR TILLAGE. A NONSELECTIVE HERBICIDE CAN BE SPRAYED ONE MONTH PRIOR TO PLANTING TO KILL ALL THIS DRA'NING IS INTENDED FOR MUNICIPAL AMOK AGENCY WEEDS AND UNDESIRABLE PLANTS THAT MAY COMPETE WITH THE NEW REVIEW 01DAPPROVAL. IT IS NOT INTENDED AS A COP4STRUCTION SEEDLINGS. TILLAGE CAN BE PERFORMED AT LEAST 4 WEEKS PRIOR TO DOCUMENT UNLESS INDICATED OTHERIMSE, PLANTING AND AGAIN 2 WEEKS AFTER THE INITIAL TILLAGE. THE TILLAGE PROCEDURE CAN BE ADVANTAGEOUS IF LARGE AMOUNTS OF ORGANIC PROJECT No.: V198402 DEBRIS ARE PRESENT ON THE INSTALLATION AREAS. DRAWN BY: ATR 2.3. PRIOR TO SEEDING, AREA IS TO BE TOPSOILED, FINE GRADED, AND RAKED CHECKED BY: RTY OF ALL DEBRIS LARGER THAN 2" DIAMETER. DATE: 02114/20 2A. AREAS TO BE PLANTED SHOULD BE ROLLED WITH A CULTI-PACKER, TURF CAD I.D.• ROLLER, OR SIMILAR DEVICE TO FIRM THE SEEDBED. THIS PROCESS HELPS ACHIEVE THE DESIRED FIRMNESS. SOIL SHOULD BE FIRMED TO 85% OF COMPACTION. PROJECT: 3. INSTALLATION: FINAL 3.1. STRICTLY COMPLY WITH MANUFACTURER'S INSTALLATION INSTRUCTIONS ��++. AND RECOMMENDATIONS. SITE PLAN 3.2. EQUIPMENT USED TO SPREAD SEED SHOULD HAVE SUFFICIENT CAPACITY TO HOLD AND AGITATE SEED EVENLY IN A CYCLONE OR DROP PATTERN. HYDROSEEDING MAY ALSO BE PERFORMED WITH THE FOR ENGINEER/ARCHITECT'S APPROVAL. 3.3. SEED MAY NEED TO BE APPLIED AT A HALF RATE IN ALTERNATING DIRECTIONS TO ENSURE AN EVEN COVERAGE OF SEED. 3.4. LIQUID LIME OR NEUTRA LIME DRY SHOULD BE TOPICALLY APPLIED TO AREAS WITH ACIDIC SOILS TO ASSIST THE SEED GERMINATION AND^' VEGETATION GROWTH DURING THE FIRST 90 DAYS. LIQUID LIME SHOULD BE APPLIED AT A RATE OF 2.5 GALLONS PER ACRE OR NEUTRA LIME DRY AT A RATE OF 80LBS PER ACRE. 3.5. FERTILIZER SHOULD BE SPREAD EVENLY OVER THE SEEDED AREAS AT THE PROPOSED RECOMMENDED RATE DETERMINED BY THE INITIAL SOIL ANALYSIS, IF NO i/ SOIL ANALYSIS IS AVAILABLE EVENLY APPLY 12-20-12 STARTER FERTILIZER DEVELOPMENT AT A RATE OF 250LBS PER ACRE (5.8LBS11000 SQUARE FEET). M V R11R 111 3.6. A ROLLED EROSION CONTROL PRODUCT CAN BE APPLIED OVER THE TOP OF SEED 1N STEEP SLOPE SITUATIONS TO HELP PREVENT SEED FROM WASHING ROUTE 29 $ AIRPORT ROAD AND REINFORCE VEGETATION THROUGH ESTABLISHMENT. (FOLLOW REC CHARLOTTESVILLE, VA PRODUCT MANUFACTURER RECOMMENDATIONS.) ALBE119ARLE COUNTY, VA 4. MAINTENANCE 4.1. FREQUENT LIGHT IRRIGATION WILL NEED TO BE APPLIED TO SEEDED AREAS IF NO NATURAL RAIN EVENTS HAVE OCCURRED WITHIN 2 WEEKS OF SEEDING. AFTER SEED GERMINATION HAS OCCURRED AND PLANTS ARE VISIBLE THE FREQUENCY OF IRRIGATION CAN BE CUT BACK WITH HEAVIER BOH ILER I APPLICATION RATES. 4.2. REPAIR ALL SEED WASHINGS AND EROSION. 28 BLACKWELL I'IlM LiVNTE,, SUITE 201 1VIU-� RENTO , VIRGINIA 201.8E Phono., (540) 349-4500 OWNER MAINTENANCE RESPONSIBILITIES 14'av (540)349-031 VA@B0h1erEng.com UPON OWNER'S (OR OWNER CONTRACTOR'S) COMPLETION OF LANDSCAPING WORK, THE OWNER IS FULLY RESPONSIBLE: FOR ALL FUTURE MAINTENANCE, CARE, UPKEEP, WATERING, AND TRIMMING OF ALL L,pLT INSTALLED VEGETATION, PLANTS, TREE, BUSHES, SHRUBS, GRASSES, GRASS, ORNAMENTAL PLANTS AND FLOWERS, FLOWERS, GROUND COVER, AND LANDSCAPING, INCLUDING ALL LANDSCAPE ISLANDS AND INCLUDES, AREAS ADJACENT OR PART OF THE LANDSCAPED AREAS, THIS RESPONSIBILITY NGLUD > BUT IS NOT LIMITED TO, -THE FOLLOWING: d • TREES ADJACENT TO WALKWAYS AND AREAS OF PEDESTRIAN TRAFFIC MUST BE MAINTAINED TO ASSURE THAT ANY BRANCHES MUST BE LIMBED UP TO A CLEARANCE HEIGHT OF 7 FT. (FROM ALL O PEDESTRIAN SURFACES) OR PRUNED BACK TO AVOID ANY INTERFERENCE WITH THE TYPICAL PATH " OF TRAVEL. • TREES WITHIN VEHICULAR SIGHT LINES, AS ILLUSTRATED ON THE LANDSCAPE. PLAN, ARE TO BE �Qs 04-16-2021 TRIMMED TO A CLEARANCE HEIGHT OF 7 FT. (FROM ALL PAVED, TRAVELED SURFACES), OR AS OTHERWISE INDICATED ON THE PLANS. Pe p,RC' • VEGETATIVE GROUND COVER, SHRUBS AND ORNAMENTAL PLANTS AND GRASSES MUST BE TRIMMED SO THAT NO PORTION OF THE PLANT EXCEEDS 30 INCHES ABOVE GRADE (OF ALL PAVED, TRAVEL SF-IE,T I1 r1T1,E: SURFACES) ALONG AND WITHIN THE SIGHT LINES OF PARKING LOTS AND INGRESS -EGRESS WAYS. • FALLEN PLANT FLOWERS, FRUIT, SEEDS AND DEBRIS DROPPINGS ARE TO BE REMOVED IMMEDIATELY FROM VEHICULAR AND PEDESTRIAN TRAFFIC AREAS TO PREVENT TRIPPING, SLIPPING OR ANY AND S /� OTHER HAZARDS. L /AR PE THESE REQUIREMENTS DO NOT AFFECT THE PLANT LIFE GUARANTEES THE LANDSCAPE CONTRACTOR IS DETAILS REQUIRED TO PROVIDE. 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