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WPO201800059 Plan - VSMP 2019-08-05
511! 61 "o 0 "I" r Dewbery '1100106021, moill I VSMP DRAWING INDE��J_ 4EETS GENERAL T1 ,01 COVER SHEFF C IVI L GO.01 GENERAL NOTES CO02 EROSION AND SEDIMENT CONTROL NOTES C, 0 0 -_3 yZONING DETAILS C`1,01-CI�05 r- I TE CONDITIONS EXISTING 31 %-j C11 C,2L 14, EROSION AtID SEDIMENT CONTROL PHASE 1 C31 "I -C3,15 GRADING, DRAINAGE, AND E&S CONTROL PHA--:3E 11 PI -AN 4 STORM SEWERR PROFILE'-S C 15 0 1 T 1 EROSION AND SEDN"VIENi CONTROL DET.AJI-S C61 9NM NARRATIVE AND OUTFAIL CALCUIA.-TION'S' C6a02 OUTFALL r, AL C U GAT 10 N'S) G6.03 PS TRAfION M PRE AND PO'��T D[VELOPQED TRI11E OF CONC,",ENMA T C&OA NIA P- PRE AND POST DCArELOPMENT LA,ID USE Q C6,05 WATER QUALITY NARRATIVE AND CALCULATIONS C6,06 DRAINAGE AREA MAPS C&07 STORM SEWER CALCULATIONS C6.08 DETENTION POND CALCUIJNTIONS C6.09 DETENTION POND CALCULKTIONS C&10 DETENTION POND CALCULATIONS C6.11 POLLUTION PREVENTION PLAN D TAX MAP/PARCEL 1D: 75-63 ALBESAL E COUNTY ZONING CLASSIFICATION: RESIDENTIAL - R1 ALBS MARLS COUNTY MAGISTERIAL DISTRICT: SAMU[ L MILLER DISTRICT FEMA FLOOD INSURANCE RATE MAP: ZONE 1A, NOT WITHIN A FEMA DEFINED 100 YE,'-\R FLOOD PLAN PROPFE.R'TY NOT WITHIN AN ALBEMARLE COUN-FY AND / OR C'lw OF CHARLOTTESVILLE WATER SUPPL`( WATERSIHED ZONING OVERLAY DI'S'TRICTS - AIRPORT IMPACT AREA AND STEEP ':3'LOPEfS - MANAGED SPECIAL USE PERMIT: SP201700032 - SEE SI--IEET C0,013 -9 m CODES VIRGINIA UNIFORNI STKFrr_-WID'r_- BUILDING CODE - 2012 DEPARTMENT OF ENVIRONMENTAL QUALITY VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK -- 1992 NATIONAL ELECTRICAL CODE - 2011 A STANDARDS - 2010 LOCATION MAP CALE: NTS 5zr1W,WJjR OWNER: University of Virginia Foundation )e, OWNER ) REPRESENTKI-IVE- N al Perkins Real Estate Project Manager Golf Course Drive PI-1. ( A %1'34) 982-5304 riperkin�3@uvo,fouridn'r-ion.corr) ENGINEER: De wberry Engineers, In-11, Cameron Palmore, P.E., L.S. 4805 Lake Brook Drive Glen Allen, Virginia 23060 PH, 804.205,303E56 FAX '0004,290.7928 cpulmore0dewbarry.corn SUBMITT-AL SET NUMBER El PHELIMINARY EJ CONSTRUCTION 0 APPROVAC 0 REVISION r==i BIDDING r__1 RECORD APPROVED by th- Albemarle COUnty Cornmi, - .;)iment Department Date r1gl __ 0/cy File Dewberry Engineers Inc. HE- 4803 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 G I I V Phone: 804.290.7957 R N Fac 8042907928 vimv.dewbee ".com 0 F N IDATI VICINITY MAP J % J �71 J ri ...... .... KEY PLAN SCALE HEVISIONS —7- 4 3 06/20/19 05/10/19 ACO ACO REVISION 4 REVISION 3 2 -1 02/27/ 01/03/ REVISION 2 100% DOCUNII""111111AENTS 0-i/2-3/1"I JRC 100% DOCUMENTS N 0� OATE BY Description DIRAWN BY QLQ APPF10VED BY FQP CHECKED BY QMK time VSMP COVER SHEET DEI PHOJECT NO: 50100451 SIB ET NO. GENERAL NOTES LEES ¢ Dewberry c Pi 1. THE INFORMATION ARID DATA SHOWN OR INDICATED WITH RESPECT TO EXISTING UNDERGROUND FACILITIES AT OR CONTIGUOUS TO THE SITE IS BASED ON INFORMATION AND DATA FURN{SIiED TO THE ENGINEER BY THE OWNER. THE OVit\iER AND ENGINEER S; ;ILL NOT BE R THE'ACCURACY t \. INFORMATION R DATA, THE CONTRACTOR SHALL HAVE FULL RESPONSIBLE FOR THr OR 0� rlNY 5 SUCH fi 1, OR(v1/�T Olti O RESPONSIBILITY FOR REVIEWING AND CHECKING ALL SUCH INFORMATION AND DATA, FOR LOCATING ALL UNDERGROUND FACILITIES SHOWN OR INDICATED PRIOR TO CONSTRUCTION, FOR COORDINATION OF THE WORK WITH THE OWNERS OF SUCH UNDERGROUND FACILITIES DURING CONSTRUCTION, FOR THE- SAFETY AND PROTECTION THEREOF RESULTING FRO'mll THE WORK, ALL OF WHICH WILL BE AT NO ADDITIONAL COST TO THE OWNER, COiNTRACTOR SHALL CONTACT "MISS UTILITY" OF VIRGINIA AT 1-800-552-700"1 72 HOURS PRIOR TO THE START OF CONSTRUCTION. WORK SHAI L BE SUBJECT TO INSPECTION BY THE UNIVERSITY OF VIRGINIA FOUNDATION. THE CONTRACTOR 'Bill I BE RESPONSIBLE FOR APPLYING FOR UVA EXCAVATION PERMIT WITHIN TWO HOURS OF NOTIFYING MISS UTILITY, 2. WHEN WORKING ADJACENT TO EXISTING STRUCTURES, POLES, ETC., CONTRACTOR SHALL USE WHATEVER METHODS THAT ARE NECESSARY TO PROTECT STRUCTURES FROM DAMAGE, CONTRACTOR SHALL HAND EXCAVATE WITHIN 5' OF ALL BUILDINGS AND WALLS. REPLACEMENT OF DAMAGED STRUCTURES SHALL BE AT THE CONTRACTOR'S EXPEINSE. 3. CONTRACTOR SHALL IMMEDIATELY REPORT ANY DISCREPANCIES BETWEEN EXIST!s"iG CONDITIONS AND CONTRACT DOCUMENTS 10 THE ENGINEER. 4. THE LOCATION OF ALL EXISTING UTILITIES ACROSS THE LINES OF THE PROPOSED WORK ARE NOT NECESSARILY SF!0��'l+\J ON THE PLANS, AND WHERE SHOWN ARE ONIY APPROXIMATE. THE CONTRACTOR SHALT IOCATE ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY PRIOR TO CONSTRUCTION. 5. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CONSTRUCTION DOCUMENTS, 6. EXISTING CONDITIONS MAPPING: r r A. BOUNDARY AND TOPOGRAPHIC SURVEY PROVIDED BY KIRK HUGHES v: ASSOCIATES SURVEY DATED APRIL 2017. 7. 95% COMPACTION SHALL BE OBTAINED FOR ALL FILL AREAS, INCLUDING UNDER UTILITIES AND APPURTENANCES, COMPACTION SHALI BE ACHIEVED IN ACCORDANCE WITH AS"IM-D698, STANDARD PROCTOR DENSITY. o. A1�iY ALTER,=1T!ONS tND CONL�ECTIOi`1S .0 AiJY UTILIT( MUST BE COORDINATED THROUGH THE UNIVERSITY FOUNDATION AND UTILITY OWNER. 9. CONTRACTOR WORK DAYS AND HOURS SHALL BE FROM 8 AM TO 5PM MONDAY THROUGH FRIDAY. ANY DEVIATION FROM THIS SCHEDULE SHALL. BE APPROVED BY THE UNIVERSITY FOUNDATION. SHUTDOWNS WILL BE PERFORMED AT NIGHT AND WEEKENDS WITH 10 DAYS WRITTEN NOTICE. CONTRACTOR TO CONFIRM WORK BLACKOUT DAYS WITH OWNER PRIOR TO CONSTRUCTION, iO, CONTRACTOR SHALL PROTECT THE ACTIVE WORK AREA ';'i11 CONCRETE VEHICULAR BARRIER, R!ER, CHAIN LINK I UL WITH GREEFJ SCREEN, OR CONSTRUCTION SAFETY FENCE AS SHOWN ON THE DRAWING. 11, CONTRACTOR SHALT_ VERIFY DEPTHS OF ALL 'UTILITY CROSSINGS PRIOR TO CONSTRUCTION 12, CONTRACTOR SHALL PROVIDE CONSTRUCTION SIGNAGE AND FLAIlIvIEN AS NECESSARY. 13. CONTRACTOR SHIN L PROVIDE A PEDESTRIAN AND VEHICULAR MAINTENANCE PLAN TO THE UNIVERSITY FOUNDATION FOR APPROVAL PRIOR TO CONSTRUCTION. TI r r - PLAN ,"l. ALL CON � A�TOR LAYDOdL AR_S � 7� CA!ED �II_!, THE Lt_ 0E DI5 JBA1�_ _!a- �C rHV�xOJ THE 15, CONTRACTOR SHALL SECURE ALL OPUN EXCAVATIONS AT THE COMPLETION OF EACH WORK DAY W1 T H FENCING, BACKFII I ING OR OTHER METHOD OF COVERING TO PREVENT VEHICULAR OR PEDESTRIAN ACCESS. 16. FIRE ACCESS TO EXISTING BUILDINGS SHALL BE MAINTAINED THROUGHOUT THE PROJECT AND COORDINATED WITH THE LOCAL FIRE DEPARTiM NT, 17. CO!�JTRACTOR MAY ONLY COMPLETE TREE CLEARING AC I!VITIES FROM SEP! T MBER 16TH; 2'0 18 TO APRIL 1 4TH, 201 9. IF THE CONTRA TO WOULD LIKE Tp CLEAR OUTSIDE OF TiIIS WINDOW, THEY SHALL COMPl_ET E A FIELD SURVEY TO ENSURE NO NORTHERN LONG-EARED 3A1 ROOSTS ARE IN THE VICINITY, ANY ROOSTS FOUND MAY NOT BE DISTURBED THROUGHOUT THE DURATION OF TIE PROJECT. rr� - I. m T �.i OWNED � - �:r `"! � Lam' i -.-,T � 1 I CONTRACTOR T�'PRIOR! � i}. r. ,.I r` E rit � ,,�_JDIN� ��. ..�„ LI�„IT_U I„ 1 Dv _I,�.� ,J:�:_R rl_ � ;�,RJCI.. U I ,! � i I ! � N_D [ ,__ _OGA� 1 d, � , ! Rr�,,iTOR � _I __, i.RRIG,AF�01LIGHTING, . SITE i,1= F�DR.a �, r II�, I � DRAINS, ETC. . 19, ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HA\/'F_ A VISUAL INSPECTION PERFORMED BY THE BUILDING DEPARTMENT. 20, ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER SIDRNA.LKS, 21. RETAINING WALLS GREATER THAN N 3 FEET 11\1 HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS EXCEEDING 4 FEET IN HEIGHT REQUIRE A STAMPED ENGINEERED DESIGN ALSO, 22. ACCESSIBLE PARKING SPACES AND ACCESS AISLES SHALL NOT HAVE A SURFACE SLOPE GREATER THAN 1:48. ACCESS AISLES SHALL BE AI THE SAME LEVEL AS THE PA \IRKING SPACE THEY SERVE. 23. ADDRESS ACCESSIBILITY REQUIREMENTS IN CONJUNCTION WIT CHAPTER 11 OF THE VCC AND ANSI Al 17.1. PLANT PR OTEG"'110N 1. TREES AND VEGETATION ADJACENT TO THE ACTUAI WORK AREA OR BORROW AREA ARE TO BE PROTECTED WITH TEMPORARY FENCING (CHAIN LINK FENCE FOR TREES; CONSTRUCTION SAFETY FENCE FOR VEGETATION) TO PRESERVE EXISTING ITEMS INDICATED TO REMAIN AND TO PREVENT Jr,Plh T r GE TO PROPERTY. v_ 2. UNDERGROUND UTILITIES SHALL BE LOCATED SO THAT CONSTRUCTION WILL NOT DAMAGE OR DESTROY THE PLANTS TO REMAIN. UTILITY TRENCHING SHALL NOT BE LOCATED CLOSER THAN 1'-0" FOR EACH 1" IN DIAMETER UP TO A \UTAXIP,IUM OF 20'-0" FOR TREES TO REMAIN. DAMAGED TREES AND PLANTS SHALL BE RESTORED TO THE 4TISFACTIOiJ OF THE UNIVERSITY. 3. THE PARKING OF VEHICI ES AND STORAGE OF ANY CONSTRUCTlONJ EQUIPMENT OR MATERIALS SHALL NOT OCCUR UNDER THE' DRIP LINE OF TREES TO BE PROTECTED. GENERAL L T `O 1, SAyx, CUT AN REMOVE A! L ASPHALT AND CONCRETE TO LIMITS REQUIRED FOR PROPOSED WORK., 2. REMOVE VEGETATION, GRASS, °>f ROOTMAT IN AREAS TO RECEIVE NEW ASPHALT AND CONCRETE PAVEv1ENTS. 3. ALL PRIMARY UTILITIES DISCOVERED DURING DEMOLITION OPERA.IIONS THAT SERVE OTHER ACTIVITIES SHALL BE PROPERLY PRESERVED AND PROTECTED. 4. THE CON TRACTOR SHALL IMMEDIATELY REPORT -1-0 THE OWNER ANY UNFORESEEN OR ADVERSE CONDITIONS DISCOVERED DURING DEMOLITION OPERATIONS, 5. CONTRACTOR SHALL PROTECT EXISTING PLANT MATERIAL NOT DESIGNATED FOR REMOVAL OR RELOCATION FROM DAIMAGE DURING CONSTRUCTION. 6. CONTRACTOR SHALL KEEP ALL SURROUNDING PUBLIC ROADWAYS AND DRAINAGE SYSTEMS FREE FROM DIRT, MUD, AND CONSTRUCTION DEBRIS AT A! I TIMES. LIMITS DEMOLITION INDICATED ON PLAN ARE PMIiv11yMUfiJi. CONTRACTOR SHAI L REMOVE ASPHALT PAVEMENT, CONCRETE AND 7. LIMITS OF D_IMOLITIO . „ DI MISCELLAiNEOUS ITEMS AS NECESSARY TO FACILITATE CONSTRUCTION IN ACCORDANCE WITH STATE AND LOCAL REGULATIONS. o. CONTRACTOR SHALL BE RESPONSIBLE FOR THE REPAIR OF ANY ITEMS DAMAGED DURING THE CONSTRUCTION. r. - r STAGING EDEMOLITION EXISTING UTILITIES t T T °! ! I n ; Or NEW. 0"tJER SHALL BE GIVEN 9. CONTRACTOR ID RESPONSIBLE FOR S AGING THE OF WITH INS.A_ � I_N , v_ OWNER AMPLE WARNING PRIOR TO ANY DISCO\NTINUATION OF ANT' SERVICE. AIL -IS A GENE R A L A 'A N D S E. R C N D I T .1 WORK SHALL BE SUBJECT TO INSPECTION BY A! BEM,ARLE COUNTY SERVICE AUTHORITY INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER SERVICE AUTHORITY OFFICIALS AT THE START OF WORK. LOCATION )' EXISTING UTILITIES ACROSS THE L!i\iE OF THE PROPOSED `i'l{JR-, ARE NOT NECESSARILY SHOIA!\! ON THE PLANS AND 2. T-J, __CATION C, WHERE SHOWN, 'N ; APPROXIMATELY C� , ! HE CONTRACTOR S fl I i N H `' . t\ INITIATIVE •P r ALL UNDERGROUND LINES �lHE�,� ARE. O�a�.l CORRECT. T:;c �I-ILL_ O.� �,la OWN 111TIAI,V_ LOCATE :._� AND :STRUCTURES AS NECESSARY. 1. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDIT ION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS AS ADOPTED BY THE AL!BEvr1ARLE COUNT`( SERVICE AUTHORITY. 4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR !NOTIFYING "MISS UTILITY" (1-800-552-7001). 6. ALL ~!'DATER AND SEWER PIPES SHALL HAVE A MINIMUM OF 3.5 FT. OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND �NATERLINES, ETC. 7. ALL 'WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 8. VALVES ON DEAD-END LINES SHALL BE ROODED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LI N E. 9. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 10. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 387A WHICH AMENDS THE SAFE DRINKING WATER ACT). ALBEMARL COUNTY GENERAL CO9 � TES i FOR EROSION & ' a CONTROL 1. THE PLAN APPROVING AU I HORI T Y MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION) CONFERENCE, ONE 'MEEK PRIOR TO THE COMMENCEMENT Or I AED DISTURBING ACTIVITY, AND ONE „WEEK PRIOR TOTHE FINAL INSPECTION. n -r STANDARDS �r � r - r r- r• - ' 1 r r a ,MEASURESr !� 0 IJiI!.IMJb1 JTANDAI�DJ ! � r ICONSTRUCTED AND MAINTAINED � _D ACCORDING T r WILL B_ �ONSTnU., >. ,-; i _R0�101.. , ,_ �_DIMcN I �C�P�I RO_ 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 NT CONTROL !MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARIrv1G. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAIT SHALL BE MAINTAINED ON TF!E SITE AT ALL TIMES. 5, PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LINvl1TED TO, OFF --SITE BORROW OR 'WASTE AREAS), THE CONTRACTOR SHALL. SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAIN TO THE OWNER FOR REVIDA' AND APPROVAL BY THE PLAIN APPROVING AJTHORITY. r -r RESPONSIBLE r �l- 'rl O r _ "i 1C' D ! Oi JAL EROSIO N CONTROL MEASURES NECESSARY TO f• _ INSTALLATION Or ANY ADD! , t FOR 11NSTALJ� u CONTRACTOR I� I;c�PONSIBLc 6. THE � I PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROI MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIE�%cD. 8. DURING DE'WATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. - O 9, THE CON I RACTOR SHALL INSPECT ALL EROSION CONTROLP.IEASURErr S 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 1iMMEDIATEL Y. 10. ALL FILI MATERIAL TO BE TAKEN F ROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL `WASTE MATERIALS SHALT BE TAKEN TO 'IN 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 ALBEMARI E, 14, BORROW, FILL OR WASTE ACTIV! Y INVOLVING 1NDUSTRIAL-TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:00AM TO 9:00 PM, 15, BORROW, FILL OR WASTE ACTIVITY SHALL 8E GONDJCIED !iN A SAFE ,v1AN':1!ER THAT Lr1A,1iTA!NS LATERAL SUPPORT, IN ORDER TO It I '_! 7 =,i� J7'PC -n ER�`+"`N PHYSICAL DAMAGE TO :ADJACETNT LAND AND IMPROVEMENTS, AND DAIrIAGE TO ANY PUBLIC A.INI,,,L� ANY a ( HAZARD l � PERSONS, , S T REST BECAUSE OF SLIDES, SINKING, OR COLLAPSE. 16. THE' DEVELOPER rVELOPER SHALL RESERVE THE RIGHT _I O INSTALL, MAINTAIN, REMOVE OR CONVERT TO PER�IANENT SIORMWATER MANJra,Grlr1EIJT FACILITIES VVF1r_Rr A,PPI ICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS P!_AI\a REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY, 17. TEMPOR:ARY STABILIZATION SHALL BE TEMPORARY SEEDING ANDiMULCHING, SEEDING IS TO BE AI 75 I BS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 iMIX 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. STRIV01 !MULCH „� IS TO BE APPLIED ;-`,T 80 LBS/iOOSF. ALIERi\!ATI`JES A,RE SUBJE�! TO APPRQ`JAI BY THE COUNTY EROSION CONTROL INSPECTOR. 18, PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICUI T!_!Rr1,I GRADE r3 r S TOO A- 7 - A �o � I �Ic C' I , r Fi F '>>t`� INCHES I OF L FE TILIr� �H„__� INTO Trl__ „w.P � _ F . i_S 50 R APPLIED RPORA: ED J ! i r OSF 1i ., I F rl I A i D .=�! 90 L3:� , J0 A__. B_ IM S,0!�,r � . - - r r rig r - - nr r AND rNUTRIENTPERMANENTPP 4 ri A � r, ! i -- I � APPLIED D T ,, n, i 0 ._.0 l .J MIX. SCUD N � anH__L DE L E A � , 1 OF . ( ,. � c AI..J _JIJ��.. A 10�� LBS raR I � ,T B� r.i PL �. J y: r r 100 LBS /ACRES AND CONSIST OF 95% KENTUCKY .? T. OR TALL rr� r,Uf AIND 0 --5% PERENNIAL R (EGRASS OR Kr `� I J "KY rAv» I C' ` E APPLIED AT 80 LBS 100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL B`( THE BLUEGRASS, ST ..., IlU_1H I� ! B� f COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCF: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFAI L. ANY DAMAGE OR CLOGGING TO MEASURES IS TO BE REPAIRED IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 50% OF THE WET STORAGE .,STRUCTURAL VOLJIviE !S FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AIND DIVERSION DIKES WHICH ARE COLLECTING ECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMN,,lEDIATEI Y. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ,ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 21, THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WITHIN 1 YEAR OF THE DATE OF APPROVAL, (WATER PROTECTION ORDINANCE SECTION-17-2040) 22. PE:Rt AlvTENT VEG�:ATION SHALL BE INSTALL ED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE L7;P,1D DISTURBING ACTIVITY COMMENCED, (WAI ER PRO T ECTIONJ ORDINANCE SECTION 17--207B) 'S"H .AND R EC' 1. A DESIGNATED DUMPSIER AREA IS NOT NEEDED AND ALL WASTE ihiA-FERIAL SHALL BE COLLECTED BY STAFF FROM THE BOAR'S HEAD SPORTS CLUB AND TRANSPORTED TO A CENTRALIZED COLLECTION POINT. C,UT & FILL NOTES 1. DUE TO THE EXTENSIVE PROPOSED CUT AND FILL 'WORK, THE `A'ASTE AREAS HAVE BEEN ENSURED TO HANDLE THE VOLUME. PLEASE SEE ADJACENT UVAF GOLF COURSE PLAN FOR AREAS OF HANDLING, 2. PROPOSED CUT: 53,304 CY* PROPOSED FILL: 5,791 CY* PROPOSED NET: 47,513 CY [CUT]* *CUT & FILL VOLUMES ARE ESTIMATES AND NOT MEANT FOR CONSTRUCTION OR PRICING PURPOSES. Ir"ARI-Ki"JING` �'HL' EXISTING PARKING: "! 41 SPACES (2 HANDICAP) PROPOSED PARKING: 237 SPACE (2 HnNDIICAP) THE PROJECT WILL INCREASE THE NUMBER OF SPACES ON SITE TO ADEQUATELY ACCOMMODATE THE PROPOSED DEVELOPMENT IN ACCORDANCE WITH THE CURRENT PARKING MASTER PILAW FOR THE BOAR'S HEAD,/BIRD CREE'r` PROPERTY, B 111 DI 1 DOLE TENNIS FACILITY: TOTAL SQUARE FOOTAGE: 11,667 GSF (6,958 FIRST FLOOR, 4,709 SECOND FLOOR) BUILDING HL _1 1: .J1 H PA G EACH OUTDOOR LUMINAIRE EQ1JIPPF D i'JITH A LAMP THA EMITS 3,000 OR MORE INITIAL !_U �1ENS SHALL BE A FULL CU TOFF I ! Ili lAlR r- AND EACH SHALL BE ARRANGED OR SHIELDED TO REFLECT LIGHT AWAY FROLIi ADJOINING RESIDENTIAL DISTRICTS AND AWAY FROM ADJACEN-1 ROADS. THE SPILLOVER OF LIGHTING FROM LJ�il\JAIRES ONTO PUBLIC ROADS AND PROPERTY IN RESIDENTIAL OR RURAL AREAS ZONING DISTRICTS SHALL NOT EXCEED ONE-HALF FOOTCANDLE. FOR - . 1. 11,AN_ SEDIMENT CONTROL . _..a,1.C_.S 3.02 CONSTRUCTION ENTRAP\ICE cc* !� 3,05 SILT FENCE 4 - -I I 3.07 i I INLET PROTECTION I 0-pl) �; . �' 3.09 TEMPORARY DIVERSION DIKE E D) ,�r - Ci 3.14 TEMPORARY SEDIMENT BASIN I 3.18 OUTLET PROTI=CTIpN R- 3.31 TEMPORARY SEEDING 3.32 PERMANENT SEEDING OPS 3.35 5 r.l MULCHING 3.36 SOIL STABILIZATION BLANKETS AND MATTING 3.38 TREE PRESERVATION TO TP T P-- PROTECTION 3.39 DUST CONTROL o' 'HIGH CHAIN LINK CONSTRUCTION FENCE W/GREEN SCREEN PROPOSED LIMITS OF DISTURBANCE -A,DSCAPE TO BE DEMOLISHED TREE TO BE DEMO ISHED UTILITY/STRUCTURE TO BE DEMOLISHED /`✓` i�-^v �/ \ �/ /\/� SITE FEATURE TO BE DEMOLISHED -620- PROPOSED MAJOR CONTOUR -61 S PROPOSED MINOR CONTOUR UTILITY EASEMENT -----®- U G E PROPOSED ELECTRICAL LINE - W - - PROPOSED WATER LINE PROPOSED STORM LINE PROPOSED RETAINING/SEAT WALL EXISTING PROPERTY LINE - -- - -- - STOPPING SIGHT DISTANCE LINE --- -�- UD - PROPOSED UNDERDRAIN PROPOSED MANHOLE Iol PROPOSED CLEANOUT PROPOSED GATE VALVE 1 PROPOSED INDICATOR VALVE (PIV) PROPOSED FIRE DEPARTMENT CONNECTION (FDC) 1 PROPOSED D DRIP VALVE VAULT_I 69SP SPOT ELEVATION PROPOSED I IGHT DUTY ASPHALT PAVEMENT _ I �'✓ v v rTV ,r v- V7 - v I PROPOSED r r r, A � o v � v �� �� r,ROPOa� 1, HEAVY DUTY ,-,S, H„� , Pr�vEl<<1ENT I f i PROPOSED CONCRETE' PAVEMENT L -_1 BW=BOTTOM OF WALL MH=MANHOLE RIM TW=TOP OF WALL SP=SPOT EP= EDGE OF PAVEMENT SW=SIDEWALK EX=EXISTING TC=TOP OF CURB GR=GRATE BC=BOTTOM OF CURB HP=HIGH POINT FFE=FINISHED FLOOR ELEVATION 4805 Lake Brook Drive, Suite 200 0Ien AlIon, N/A 23060 Phone: 8049 0.7957 Fax: 004290.7923 vr1rrva.dowba rry.com F- z W �r > - LIA CC LL I Lij 3�r SEAL _ r % - x� a 4001;/121 y �'r C y •t t KEY PI -INN SCALE REVISIONS 4 06/20/19 ACO REVISION 4 3 05/10/19 ACO REVISION 3 2 02/27/19 ACO REVISION 2 1 01/03/19 AGO 100% DOCUMENTS 07/23/18JRC 100% DOCUMENTS No. 3 DATE BY Description DR;-1` VAIN 13Y APPROVED BY F CP CHECKED r'( ID M K TI ITLE DEI PROJECT NO:50100451 SHEET NO 1 2 ��u���^�� � ����«K���� ���������U NARRATIVE ��J��u����nY��H`� K�� ������UVY�K��U`� � ����U`� U K-kY���� PROJECT DESCRIPTION THIS PROJECT INCLUDES PARKING LOT IMPROVEMENTS AND A TENNIS FACILITY ADDITION OF THE EXISTING B|RDWOOD COLF COURSE. THIS INCLUDES UTILITY INFRASTRUCTURE, AND PARKING TO SERVICE THE EXISTING FACILITY. THE UTILITY INFRASTRUCTURE INCLUDES THE INSTALLATION OF STORMWATER, AND ELECTRICAL LINES, THE PROJECT AREA IS APPROXIMATELY 9.75 ACRES AND WILL D|STURB APPRUX|MATELY 9.75 ACRES. 125 ACRES OF IMPERVIOUS AREA IS BEING ADDED. EXISTING SITE CONDITIONS THE EXISTING SITE CONSISTS OF A PARKING LOT AREA AT THE EXISTING 8|RDWOOD GOLF COURSE FACILITY, THE EXISTING SIT ALSO CONS|STI, OF TREES AND GRASSY AREAS. SOILS SEE THIS SHEET FOR SOILS MAP, CONTRACTOR SHALL BE RESPONSIBLE FOR [E3T|NQ. 'EROSION AND SEDIMENT CONTROL, MAINTENANCE, AND STAB|L|ZAT|DN OF SOILS DURING CONSTRUCTION. ADJACENT PROPERTY THE EXISTING SITE IS SOUTHEAST OF BERW|CK ROAD, EAST OF WELL|NQTON DR|VE, AND WEST OF GOLF CLUBHOUSE WORK WILL BE DONE ON ADJACENT PROPERTY ALSO OWNED BY UNIVERSITY OF V|RQ|N|A FOUNDATION. ALL OFFSITE ACT/V/TIES NEED TO BE ADDRESSED BY THE VSMP PERMIT HOLDER AND APPROPRIATE INFORMATION CONTAINED IN THE rWPPP. CONTRACTOR SHALL ONLY PERFORM OFFSITE ACTIVITIES THAT ARE COVERED UNDER THE PERMIT HOLUER FDR |H|S PROJECT OR COVERED UNDER THE PERMIT OF ANOTHER PROJECT. STORMWATER RUNOFF CONSIDER A IONS AT THIS PROJECT W|LL INCREASE IMPERVIOUS AREA AND 3T0RWWAJ[R RUNOFF. STORMNA7ER CALCULATIONS CAN BE FOUND |N THE STORWWATER PLANS, SHEETS C8.01-C6.10. THERE ARE NO CRITICAL AREAS ONC|TE, THE PLAN HAS BEEN DEVELOPED TO W|N|�|ZE LAND DISTURBANCE. WHERE GRADING IS NECESSARY. ADEQUATE PRECAUT|ONS SHALL 8E TAKEN TO W|N|�|ZE EROSION AND TO CONTAIN SILT THROU0H PROPER EROSION AND SEDIMENT CONTROL PRACTICES. THE INTENT! OF THiS EROSION AND SEDIMENT CONTROL PLAN IS TO GUIDE THE CDNTRACTOR IN |WP|[WENT|NG ACCEPTA8LE MEASURES. INFRASTRUCTURE, AND MAINTENANCE PRO�RA�8 THAT WILL �|N|W|ZE THE AMOUNT OF EROSION AND R[SULT|NG SEDIMENT THAT WILL TAKE PLACE DURING THE CONSTRUCTION OF THIS PROJECT. ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICE W|LL BE CONSTRUCTED AND MAINTAINED ACCORDING TO THE MINIMUM STANDARDS AND 'SPECIFICATIONS OF THE-DINIENT CONTROL .HANDBOOK. EROSION AND SEDIMENT CONTROI_ MEASURES STRUCTURAI LEROSION AND SEDIMENT CONTROL PRACTICES CONSTRUCTION ENTRANCE (VESCH STD, &I SPEC. 302\: STABILIZED STONE PAD WITH A FILTER R\8R|C UNDERL|NER LOCATED AT POINTS OF VEHICULAR 1NGRES5 AND EGRESS. CONSTRUCTION ENTRANCES REDUCE THE AMOUNT OF MUD TRANSPORT ONTO FYVr1_D PUBLIC ROADS BY VEHICLES OR RUNOFF. CONSTRUCTION ENTRANCES SHALL BE LIMITED TO THOSE SHOWN ON THE PLANS OR OTHERWISE APPROVED BY THE SOIL EROSION OFF|CER SUPPLEIMENTAL DRAWINGS SHALL BE PROVIDED BY THE CONTRACTOR FOR APPROVAL IF ADDITIONAL ENTRANCES ARE REQUIRED. SILT FENCE STD, & SPEC. 3.05\: A TEMPORARY SEDIMENT BARRIER CONSISTING OF A FILTER FABRIC STRETCHED ACROSS AND ATTACHED TO SUPPORTING POSTS AND ENTRENCHED. SILT FENCE IS INSTALLED TO INTERCEPT AND DETAIN SMALL AWOUNTS OF SEDIMENT FROM DISTURBED AREAS DURING CONSTRUCTION IN ORDER TO PREVENT SEDIMENT FROM LEAVING THE 3|TE AND TO DECREASE THE VELOCITY OF SHEET FLOWS AND LOW-TO-MODER/TIE CHANNEL FLOWS. STORM DR|N INLET PROTECTION (VESCH STD. ?� SPEC. 307): A SEDIMENT FILTER OR AN EXCAVATED IMPOUNDING AREA AROUND A STORM DRAIN DROP INLET OR CURB INLET. STORM DRAIN INLET PROTECTION PREVENTS SEDIMENT FROM ENTERING STORM DRAINAGE SYSTEMS PRIOR TO PERMANENT STABILIZATION OF THE DISTURBED AREA. FOR USE WHERE STORM DRAIN INLETS ARE TO BE WADE OPERATIONAL BEFORE PERMANENT STAB|L|ZAJ|ON OF THE CORRESPONDING DISTURBED DRAINAGE AREA. DIFFERENT TYPES OF STRUCTURES ARE APPLICABLE TO DIFFERENT CONDITIONS. -TEMPORARY DIVERSION DIKE (VESCH STD. (k. SPEC, 309): A TEWP8RARY RIDGE OF COMPACTED SOIL C0N5T�VCTED AT THE TOP 0R BASE OF A SLOPING DISTURBED AREA. A TEMPORARY DIVERSION DIKE DIVERTS STORM RUNOFF FROM UP3LDP[ DRAINAGE AREAS AWAY FROM UNPROTECTED DISTURBED AREAS AND SLOPE TO A STABILIZED OUTLET. THIS STRUCTURE ALSO DIVERTS SEDIMENT -LADEN RUNOFF FROM A DISTURBED AREA TO A 3LD/MENT TRAPPING FACILITY SUCH AS A SEDIMENT TRAP OR SEDIMENT BASIN, TEMPORARY SEDIMENT BASIN (VESCH STD. _'� SPEC� 114): A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMIWATER RELEASE STRUCTURE FORMED BY CONSTRUCTING AN EMBANKMENT OF COMPACTED S0L ACROS3 A DRA/NACEWAY. TEMPORARY SEDIMENT BASINS ARE INSTALLED TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN WET AND DRY STORAGE LONG ENOUGH FOR THE MAJORITY OF THE SEDIMENT TO SETTLE OUT. OUTLET PROTECTION (VESCH STD. & SPEC. 3.1 STRUCTURALLY LINED APRONS OR OTHER ACCEPTABLE ENERGY DISSIPATION DEVICES PLACED AT THE OUTLE]S OF' PIPES OR PAVED CHANNEL SECTIONS. OUTLET PROTECTION PREVENTS SCOUR AT STORWWATER OUTLETS, PROTECTS THE OUTLET STRUCTURE' AND MINIMIZES THE POTENTIAL FOR DOWNSTREAM EROSION BY REDUCING THE VELOCITY AND ENERGY OF CONCENTRATED FLOWS. THIS IS APPLICABLE TO THE OUTLETS OF ALL PIPES AND ENGINEERED CHANNEL SECTIONS. TEMPORARY SEEDING (VESCH STD, & SPEC. 3.31): THE ESTBA7AREA3 BY SEEDING WITH APPROPRIATE RAPIDLY GROWING ANNUAL PLANTS. TEMPORARY SEE -DING REDUCES EROSION AND SEDIMENTATION BY 3TAB|L|Z|NQ DISTURBED AREAS THAT WILL NOT BE BROUGHT TO F|NAL GRADE FOR A PERIOD OF MORE THAN 14 DAYS. TEMPORARY SEEDING REDUCES DAMAGE FROM SEDIMENT AND RUNOFF TO DOWN STREAM OR OFF -SITE AREAS, AND TO PROVIDE PROTECTION TO BARE SOILS EXPOSED DURING C0NSTRUCT|ON UNTIL PERMANENT VEGETATION OR OTHER EROSION CONlROL MEASURES CAN BE ESTA8L|3HEO. FOR USE "AIIHERE EXPOSED SOIL SURFACES ARE NOT TO BE FINE -GRADED FOR PERIODS OF LONGER THAN 14 DAYS. SUCH AREAS INCLUDED DENUDED AREAS' SOIL STOCKP|LES, DIKES, OAW6, SIDES OF SEDIMENT BASINS, TEMPORARY ROAD8ANKS. ETC. (SEE W3»1 AND MSITT »2\� A PERMANENT VEGETATIVE COVER SHALL BE APPLIED TO AREAS THAT WILL BE LEFT DORMANT FOR A PERIOD OF W0R[ THAN ONE (1) YEAR. PERMANENT SEEDING (VESCH STD, & SPEC. 3.32 THE 'ESTABLISHMENT OF A PERENNIAL VEGETATIVE COVER ON DISTURBED AREAS BY PLANTING SEED, PERMANENT SEEDING REDUCES EROSION AND DECREASES SEDIMENT YIELD FROM DISTURBED AREAS, PERMANENT SEEDING STABILIZES DISTURBED AREAS IN A WANNER THAT IS ECONOMICAL, ADAPTABLE TO SITE COND|T0NS' AND ALLOWS SELECTION OF THE MOST APPROPRIATE PLANT WATERIAL, PERMANENT SEEDING ALSO IMPROVES WILDLIFE HABITAT AND ENHANCES NATURAL BEAUTY. FOR USE' IN DISTURBED AREAS WHERE PERMANENT` LON�-L|VED VE�ET�[|VE C0VER |S NEEDED T� �TAB|L|ZE THE SD|L� FOR U3E �HERE ROU�H-�RADED AREAS WHICH Vv|LL NOT BE BROUGHT TO F|NAL �RADE FOR A YEAR OR MORE. MULCHING (VESCH STD. & SPEC. 3_35): APPLICATION Of PLANT RESIDUES OR OTHER 3U|TABLE MATERIALS TO THE 30L SURFACE, MULCHING PREVE1\113 EROSION BY PROTECTING THE SOIL SURFACE FROM RAINDROP 1iMPACT AND REDUCING THE VELOCITY OF OVERLAND FLOW. MULCHING FOSTERS THE GROWTH OF VEGETATION BY INCREASING AVAILABLE MOISTURE AND PROVIDING INSULATION AGAINST EXTREME HEAT AND COLD, FOR USE /N AREAS WHICH HAVE BEEN PERMANENTLY SEEDED. MULCHING SHOULD OCCUR /ivIWED/AT[LY FOLLOWING SEEDING, AREAS THAT CANNOT BE SEEDED BECAUSE OF THE SEASON SHOULD BE MULCHED WITH AN ORGANIC MULCH. TREE PRESERVATION & PROTECTION (VESCH STD. & SPEC� 3.308): PROTECTION DF DESIRABLE TREES FROM MECHANICAL AND OTHER INJURY DURING LAND DISTURBING AND CONSTRUCTION ACTIVITY. TREE PRESERVATION AND PROTECTION IS USED TO ENSURE THE SURVIVAL OF THE DESIRABLE TREES WHERE THEY WILL, BE EFFECTIVE FOR [EROSION AND SEDIMENT CONTROL, WATERSHED PROTECTION, LANDSCAPE BEAUT|F|C4J)8N' DUST AND POI LUT|ON CONTROL' NOISE REDUCTION, SHADE AND OTHER ENV|RONMENTAL BENEFITS WHILE THE LAND IS BEING CONVERTED FROM FOREST TO URBAN -TYPE USES. FOR USE IN TREE-)NHA8|TED AREAS SUBJECT TO LAND DISTURBING ACTIVITIES. DUST CONTROL (VESCH STD, & SPEC. 3.39) APPLICATION OF TEMPORARY SEEDING (VESCH & SPEC. 3.31\. MULCHING (VESCH STD. & SPEC. 3.35)' IRRIGATION, SPRAY -ON ADHESIVES OR BARRIERS -TO PREVENT SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOIL SURFACES AND REDUCE THE PRESENCE OF AIRBORNE SUBSTANCES WHICH NAY PRESENT HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS OR HARM ANIMAL OR PLANT LIFE DURING LAND D|STUR8|NG' DEMOLITION AND CONSTRUCTION ACTIVITIES. SOIL STABILIZATION BLANKETS AND MATTING(VESCH STD. & SPEC� 3.38\ APPLICATION 0F TEMPORARY SEEDING (VESCH & SPEC. 3.36\ IS TO AID THE CR|T|CAL AREAS BY PROVIDING A PLASTIC NETTING FILLED WITH SO|L PRIOR TO PLANTING. PROMOTING ROOT GROWTH AND ALLOWS FOR ENHANCED ENERGY DISSIPATION. TEMPORARY AND PERMANENT STABILIZATION TEMPORARY SEEDING SHALL HE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE, BUT WILL REMAIN DORMANT FOR LONGER THAN 14 DAYS AND LESS THAN ONE YEAR THIS INCLUDES, BUT IS NOT LIMITED TO, STOCKPILES AND BORROW AREAS. PERMANENT SEEDING SHALL BE APPLIED AND A PERENNIAL VEGETATIVE COVERING SHALL BE ESTABLISHED ON DISTURBED AREAS WITHIN SEVEN DAYS OF 8E1NC BROUGHT TO FINAL GRADE ON AREAS NOT OTHERWISE PROTECTED. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS TO BE APPLIED, MULCHING SHALL BE APPLIED TO ALL PERMANENT SEEDING IMMEDIATELY UPON COMPLETION OF SEED APPLICATION. MULCH LIBERALLY DURING THE MID-SUMWER AND WINTER SEASONS. SEE V|R0N!A EROSION AND SEDIMENT CONTROL TECHNICAL BULLETIN NO. 4' FOR UPDATED SEED MIXTURES AND SCHEDULES AS WELL AS UPDATED L|W|NG, MULCH}NQ, AND FERTILIZING REQUIREMENTS. SEE V|RQNIA EROSION AND SEDIMENT CONTROL HANDBOOK STD. AND SPEC. 3.35 FOR MULCHING SPECIFICATIONS. STORMWATER RUNOFF CONSIDERATIONS THIS PROJECT WILL INCREASE IMPERVIOUS AREA AND STORMWATER RUNOFF. 3TORMWATER CALCULATIONS CAN BE FOUND IN THE STDRMVYATER PLAN SHEETS. PERMITS PROJECT DISTURBANCE IS MORE THAN 1 ACRE THEREFORE, THE CONTRACTOR SHALL 8E RESPONSIBLE FOR OBTAINING A V|RG|N|A ST0RWW4T[R MANAGEMENT PROGRAM A/SMP\ PERMIT AND MAINTAINING A ST0RWWATER POLLUTION PREVENTION PLAN /SWPPP\. THE PROJECT IS MORE THAN 1O.00O SF AND WILL REQUIRE EROSION AND SEDIMENT REVIEW APPRUVAL �����^��U�������������^�����^�K ��X��������� ��K�«����8��'UnW V]% SEDIMENT CONTROL &-�«���� MAINTENANCE ��0~&��R`����� IN GENERAL, THE PROJECT AREA SHALL BE CHECKED WITHIN 24 HOURS OF EACH RAINFALL EVENT OR 'WEEKLY IF NO RAINFALL EVENT HAS OCCURRED` WHICH EVER IS WORE FREQUENT TO EN3URE THAT ALL EROSION AND SEDIMENT CONTROL DEVICES ARE IN WORKING ORDER. EROSION CONTROL DEVICES SHALL BE WA|NTA|NED ACCORD|NC TO THE FOLLOWING SCHEDULE: 1� CONSTRUMION ENTRANCE - THE ENTRANCE SHALL BE MAINTAINED IN CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHT -OF WAY. -THIS WAY REQUIRE PERIODIC TOP DRES0NG WITH ADDITIONAL STONE OR THE WASHING AND REW0RK|NG OF EXISTING STONE AS CONDITIONS DEMAND AND REPAIR AND/OR CLEANOUT OF ANY STRUCTURES USED TO TRAP SEDIMENT. ALL WA[ERJAL5 SP|LLED. DROPPED' WASHED OR TRACKED FROM VEHICLES ONTO ROADWAYS OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY, THE USE OF WATER TRUCKS TO REMOVE MATERIALS DROPPED, WASHED OR TRACKED ONTO ROADWAYS WILL NOT BE PERMITTED UNDER ANY C|RCUIM3TANCES. 2. SILT 'FENCE� A. SEDIMENT DEPOSITS SHALL BE REMOVED WHEN DEPOSITS REACH APPROXIMATELY ONE-HALF THE HEIGHT OF THE BARRIER. B. FABRIC 3HALL BE REPLACED |F |T HAS DECOMPOSED OR BECOME INEFFECTIVE, 3� SFFl}KNG THE SEEDED AREAS SHALL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND |S MAINTAINED . AREA3 SHOULD BE FERTILIZED AND RESEEDED AS NEEDED. 4. STORM DR A J%, 1 IN' 'I PROTECTION SEDIMENT DEPOSITS SHALL BE REMOVED WHEN DEPOSITS REACH APPROXIMATELY ONE-HALF THE DESIGN DEPTH 0F THE TRAP, 5. TREE PRESERVATION `VlD MCI CTION EROSION AND SEDIMENT CONTROLS SHALL BE INSTALLED OR MAINTAINED IN A NANNER WHICH DOES NOT RESULT IN SOIL BUILDUP WITHIN TREE DRIP LINE AREAS. HEAVY EQUIPMENT, VEHICULAR TRAFFIC, OR STOCKPILES OF ANY CONSTRUCTION MATER|AL3 (\NCLUD|NC T0P SOIL) SHALL N0T BE PERW|TTED WITHIN THE DRIP LINE 8F ANY TREE TO BE RETAINED. 8. DUST CONTROL IN PLANNING AND MA|NTENANCE FOR DUST CONTROL UW|T|NQ THE AMOUNT OF SOIL DISTURBANCE AT ANY ONE TIME SHOULD BE A KEY OBJECTIVE. |EWPORARY ST�B|L|Z/�|0N MEASURES SHALL BE CHECKED REQULARLY AND RE -APPLIED AS NECESSARY TO REDUCE DUST EMISSIONS. 5. THE MEASURE SHALL 8E |NSPECTED AFTER EV[RY ST0RW AND RE��RS W�DE TO THE D|KE. FLOW CHANNEL OUT! DR SEDIMENT TRAPP|NC FACILITY AS NECESSARY. ONCE EVERY TWO WE[KS, WHETHER A STORM EVENT HAS OCCURRED OR NOT, THE DIVERSION DIKE SHALL BE INSPECTED AND REP�|RS MADE IF NEEDED. DAWACES CAUSED BY CONSTRUCTION TRAFFIC OR OTHER ACTIVITY MUST BE REPAIRED BEFORE THE END OF EACH WORKING DAY. . SEDIMENT BASIN EMERGENCY SPILLWAY SHOULD BE CHECKED REGULARLY TO ENSURE THAT ITS LINING IS WELL ESTABLISHED AND EROSION -RESISTANT. WHEN THE SEDIMENT REACHES THE CLEAN --OUT LEVEL, |T SHALL BE REMOVED AND PROPERLY DISPOSED OF. 9. SOIL STABILIZATION BLANKETS AND MATTING ALL 3D|L STABILIZATION BLANKETS AND MATTING SHOULD BE INSPECTED PERIODICALLY FOLLOWING INSTALLATION, PARTICULARLY AFTER RAINSTORMS TO CHECK FOR EROSION AND UNDERMINING, IF Y0SHOU|S DR BREAKAGE OCCURS RE -INSTALL THE WATER|AL AFTER REPAIRING DAMAGE TO THE SLOPE OR DITCH. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROND|NS AN EMPLOYEE �H0 WILL 8E RESPONSIBLE OF THE EROSION AND SEDIMENT CONTROL PLAN AND REQUIREMENTS FOR THE PROJECT THAT IS CERT|ED BTHE V|RC|N|A DEPARTMENT OF CONSERVATION 0R THE V|Rg|N|A DEPARTMENT OF ENVIRONMENTAL QUALITY AND RECREATION AS A RESPONSIBLE LAND 0STURBER (RLD)� THE NAME OF THE CONTRACTOR'S RLD AND COPY OF HIS CURRENT CERTIFICATION SHALL BE PROVIDED TO THE OWNER, ENGINEER AND EROSION & SEDIMENT CONTROL PLAN APPROVING AUTHORITY PRIOR TO ISSUANCE TO THE NOTICE TO PROCEED FOR THE PROJECT. /����� ����8^����������������������w�� ����� ����8`���K��=��� ��������H��X"� 4�L ����8�vUN��K��U`N U CONTROL 8`��_��� �`��� U ���� ES-1UNLESS 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 CONTROI HANDBOOK AND THE V|RG|N|A EROSION AND SEDIMENT CONTROL REGULATIONS /9VAC25-840\. ES-2: THE PLAN -APPROVING AUTHORITY MUST BF NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE' ONE WEEK PRIOR TO THE COMM ENCE�dENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL |NSPECT0N. 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 NAM[ IS NOT PROVIDED PRIOR TO ENGAGING IN THE LAN D-DISTURBING ACTIVITY, THE PLAN'S APPROVAL WILL BE REVOKED. ES-3: ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR 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-3: PRIOR TO COWWENC|NG LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT L|W|TED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR RENEW AND APPROVAL BY THE PL4N-APPR0V\N� AUTHORITY. ES-S: THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SED)WENTPMON AS DETERMINED BY THE PLAN -APPROVING AUTHORITY. ES-7: ALL DISTURBED AREAS ARE TO DRAIN TO APPR0VED SED|WENT CONTROL MEASURES)ATALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED, AFTER WH|CH' UPON APPROVAL OF THE PLAN -APPROVING AUTHOR|TY, THE CONTROLS SHALL BE REMOVED. TRAPPED SEDIMENT AND HE DISTURBED SOIL AREAS RESULTi�G FROM THE REMOVAL OF TEMPORARY MEASURES SHALL BEE PERWANENTLY STABILIZED T0 PREVENT FURTHER [EROSION AND SEDIMENTATION. E�-8� DURING DEY&��ER|NQ 0PERAJ0NS. �ATER SHALL BE PUWPED |NT0 AN APPRUVED FILTERING DEVICE. ES-Q: THE CONTRACTOR SHALL INSPECT ALL '-EROSION CONTROL MEASURES AT LEAST AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT OR WEEKLY. ANY NECESSARY REPAIRS' DR CLEANUP TO MAINTAIN THE EFFECT|VENESS OF THE EROSION CONTROL DEVICES SHALL BE WADE |WWED|ATELY, 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 OPERAT0NS SHALL BE INITIATED W1TH1N 7 DAYS AFTER REACHING FINAL GRADE OR UPON SUSPENSION OF GRADING OPERATIONS FOR ANTICIPATED DURATION OF GREATER THAN 14 DAYS OR UPON COiMPLET{0N OF CR&D\NG OPERATIONS FOR A SPECIFIC AREA. E3-12: THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREVENTING SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOILS WHICH WAY PRESENT HEALTH HAZARDS` TRAFFIC SAFETY PROBLEWS, OR HARMI ANIMAL OR PLANT L|F[ }R�N|�R� DISC- 0F STORW�ATER FROM CONSTRUCTION ACTIVITIES |� REOU|REDES-13: AVA AA FOR PROJECTS 01STUR8|NG 1 ACRE OR AREATR. VISIT THE VIRGIN �OR�ER NACEWENT PROGRAM PERMITTING 'WEB PACE AT FOR MORE INFORMATION. �����I����������N�������8�K8�������������� ��K���-���os`�8`� ��U»@�� �������K��8��8'0 U U���8U^��8t�K��U��U �� U���`���J�k��&�y�� 1. PERWANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE TEMPORARY SOIL STABILIZATION SHALL BE APPUED WITHIN SEVEN DAYS TO DENUDED AREAS THAT WAY NOT BE AT RNAL GRADE BUT WILL REMAIN DORMANT RJR LON�ER THAN 14 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. SPECIFIC FERTILIZER, NUTRIENT, & SEED APPLICATION MUST MEET EROSION AND SEDIMENT CONTROL /ESC\ TECHNICAL BULLETIN NO. 4 NUTRIENT MANAGEMENT FOR DEVELOPMENT PROJECTS. DOWNLOAD AT ` ' hthz//www.deq.virginio�go«/Prngmmo�Wotor/StormwoterWonogcment/Pub|iuotiona,00px|. MULCHING REQUIREMENTS MUST MEET VESC HANDBOOK MULCHING TABLE 3.35A. 2. DURING CONSTRUCTION OF THE PROJECT 'OIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL |NTENTI0NALLY TRANSPORTED FROM THE PROJECT SITE. ANY BORROW, FILL, OR WASTE SUCH AS DEMOLITION MATERIAL MUST BE PROVIDED FROM OR HAULED TO A PERMITTED, APPROVED, SUPPLY OR WASTE AREA. ALL OFFSITE ACTIVITY IS NOT PART OF THIS PERMIT/ PLAN SET AND IS ADDRESSED UNDER SEPARATE COVER. SOIL STOCKPILES ARE NOT ANTICIPATED ONS|TE. ' 3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED, PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABI ISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. 4. SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE, 5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. G. SEDIMENT TRAPS AND SEDIMENT BASINS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP OR BASIN. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC 'YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. B. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED 0F FLOW FROM DRAINAGE AREAS GREATER THAN OR EQUAL TO THREE ACRES SHALL BE CONTROLLED BY A SEDIMENT BASIN. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT BASIN SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA. THE 8UTFALL SYSTEM SHALL, �J A �|N|WU�, �A|NTA|N THE STRUCTURAL INTEGRITY OF THE BASIN DURING A 23-YEAR STORM OF 24-HOUR DURATION. RUNOFF COEFFICIENTS USED IN RUNOFF CALCULATIONS SHALL CORRESPOND TO A BARE EARTH CONDITION OR THDSE CONDITIONS EXPECTED TO EXIST WHILE THE SEDIMENT BASIN IS UTILIZED. 7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A WANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM /S CORRECTED. � EROSION AND SEDIMENT MINUUM STIANDAR2qONTu) 8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL FLUME OR SLOPE DRAIN STRUCTURE. 9WHENEVER WATER S'FPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. 10. ALL STORM SEWER INLETS THAT ARE MAD[ OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED S0 THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE 'SYSTEM WITHOUT FIRST BEING FiffERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. 11. BEFORE NEWLY CONSTRUCTED STDRMW/TER CONVEYANCE CHANNELS OR PIPES ARE WADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH -THE CONVEYANCE CHANNEI AND RECEIVING CHANNEI . i�. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND 'STABILIZE THE WORK AREA TO THE 0REA7EST EXTENT POSSIBLE DURING CONSTRUCTI0N. N0NEROD|BLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL WAY BE USED FOR THESE 13, WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES WORE THAN TWICE /N ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONEROD1181- MATERIAL SHALL BE PROVIDED. 14. ALL APPU("ABLE FEDERAL STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CR05S11NIG LIVE WAJERCOU83ES SHALL BE WE-L 15, THE BED AND BANKS OF A �AIAIITERCOUIDSF SHALL BE STABILIZED MME-DIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED, 16. UNDERGROUND UTILITY LINES SHALL BE |NSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: A� NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. EXCAVATED MATERIAL SHALL 8E PLACED ON THE UPHILL SIDE OF TRENCHES. C. EFFLUENT FROM DE0�TER�NC OPERATIONS SHALL 8E FILTERED OR PA3SED TUROU�H AN APPROVED SEDIMENT TRAPP|N� DEV|CE, OR BOTH, AND DISCHARGED IN A WANNER THAT DOES NOT ADVERSELY �FFEC[ FLDW|NC STREAMS OR OFF -SITE PROPERTY, D, WATER/AL USED FOR BACKF|LL|NG TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO W|N|W|ZE EROS|ON AND PROMOTE STABILIZATION. E. RESTAB|L|ZAT|ON SHALL BE ACCOMPLISHED |N ACCORDANCE �|TH THESE RE�ULAT|0NS. F. APPLICABLE SAFETY REGULATIONS SHALL BE COWPL/ED 0/KH. 17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC R0ADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOR0UGHLYAT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL D|SPO3AL AREA, STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT |S REMOVED IN THIS MANNER, THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. 18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 14 DAYS AFTER FINAL SITE 3TA8UZAT0N OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED' UNLESS OTHERWISE AUTHORIZED BY THE REGULATORY AUTHORITY. TRAPPED SED|W[NT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. 19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOP�vlENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOS|TION, EROSION AND DAMAGE DUETO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORNYIATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE STANDARDS AND CRITERIA FOUND IN VESC REGULATION 94VAC25-840-40 WS-19 PARTS A-N FOUND AT WEBPACE 1� CONTRACTOR TO INS -FALL EROSION AND SEDIMENT PHASE | CONTROLS. Z CONTRACTOR TO COMPLETE DEMOLITION, 3, CONTRACTOR TO CONIPLETE SITE IMPROVEMENTS. 4. CONTRACTOR TO REMOVE APPROPRIATE TEMPORARY EROSION AND SEDIMENT PHASE | CONTROLS. 5. CONTRACTOR TO INSTALL ER0S0N AND SEDIMENT PHASE II CONTROLS. 5. CONTRACTOR TO 5TAB0Z[ SITE 7. CONTRACTOR TO REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROLS. �0�������� ������������KV����*���� ��U'�K�- INSTALLATION K���~W ���`�8_y ���������8�� U 8n@�� U ���� l. CONTRACTOR TO PROVIDE DETAILED INFORMATION ON ANY INSTALLED 3T0RMWATER BWP, THIS INFORMATION SHALL INCLUDE A TOPOGRAPHIC SURVEY OF THE INSTALLATION, 6P5 COORDINATES FOR EACH FACILITY, PHOTOGRAPHS OF THE PROGRESS THROUGHOUT CONSTRUCTION INCLUDING EACH M\LE3T0NE, CONSTRUCTION LOGS, GEOTECHN|CAL TESTING REPORTS, AND SOIL REPORT CERTIFICATIONS, THIS INFORMATION TO BE TURNED OVER TO THE OWNER AS A SUBMITTAL FOLLOWING CONSTRUCTION OF THE PROJECT. 2, THE ENGINEER SHALL BE NOTIFIED OF ANY DEVIATIONS FROM THE PLANS /MM[D/ATELY. /F A DEVIATION IS REQUIRED, CONTRACTOR AND ENGINEER SHALL COORDINATE A SOLUTION THAT IS ACCEPTABLE WITHIN THE DEQ REGULATIONS. SOILS, ����F-P MAP UNIT MAPUNITNAME SLOPES NATURAL DRAINAGE CLASS CAPACITY OFTHE MOST LIMILI N1 I LAND CAPABILITY HYDROLOGICAL SYMBOL (PERCENT) �:j LAYER TO TRA N.S MIT WATERI Ksat) (NON -IRRIGATED) SOILGROUP 4D ASHE LOAM 15 TO 25 SOMEWHAT EXCESSIVELY DRAINED H 1 (S H 6E B 19C CULLEN LOAM 7to 15 WELL DRAINED HIGH 3E B 19B CULLEN LOAM 2to 7 WELL DRAINED HIGH 2E B 20D3 513 CULLEN CLAY LOAM BELVOIR LAOM 15 TO 25 2to 7 WELL DRAINED SOMEWHAT POORLY DRAINED MODERATLEY HIGH HIGH 6E 3W B D � Dewberry �F Dewberry Engineers Inc. 480-5 Lake Brook Drive, Sijite200 Glen Alien, VAAo3060 pxnno:ao4.2oo.rysr Fax: 804.290.7928 ' EAL .ml���l � � � � � ^ C^"VPAILMOx�c���� R-r-' � AEVIIS|ONS IF-2 02/27/119 - - , I nl, 0-1, No. DATE BY Descrip'ion DIRAWNBY <CLG APPROVED BY FCP CHECNEDBY D %1,1 K TITLE SEDIMENT CONTROL NOTES DE|PROJECT NO: G810O451 SHEET NO. i i 3 66E, L31KUVVUOD Sheet 1 of SP 2017-00032 Conceptual Plan L C4 a■ 0 111 RESOLUTION TO APPROVE, SPECIAL EXCEPTION FOR SP 2017-32 UVA OUTDOOR TENNIS, PERMANENT CONNECTOR ROAD, AND BIRDWOOD GOLF COURSE ADDITION WHEREAS, the University of Virginia Foundation submitted an application to amend a previously - approved special use permit (SP 201700023) for Tax Map Parcel 07500-00-00-06300 to construct a new short course to he Birdwood Golf Course and to allow unrestricted tennis facility, to add a ship c s t u o UVA outdoor ty, , permanent vehicular use of a private street between Golf Course Drive on the Birdwood property and Berwick Road on the Boar's Head Sports Club property ("SP 2017-32"); and also requested a special exception pursuant to Count Code 18-4.17.5 WHEREAS, the applicant► q p l p p t y § t i height f athletic lighting poles from thirty-five to modify County Code § 18-13.3 to increase he maximum o tgl g p ty feet to seventy feet in conjunction with SP 2017-32; and r Planning Commission considered the special WHEREAS, on June 19, 201$; the Albemarle County la g nm n p exception request and recommended approval of the request with staff -recommended conditions. NOW, THEREFORE, BE IT RESOLVED that, upon consideration of the foregoing, the staff report prepared in conjunction with the application, and its supporting analysis, and all of the factors relevant l n Co 18-4.75 8-13.3 18-33.5 and 18-33.9 the Albemarle to the special exception in Albemarle County de §§ , 1 1 County Board of Supervisors hereby approves the special exception to modify the requirement of County Code § 18-13.3, subject to the conditions attached hereto. * * * I, Claudette K. Borgersen, do hereby certify that the foregoing writing is a true, correct copy of a Resolution duly adopted by the Board of Supervisors of Albemarle County, Virginia, by a vote of five to zero, as recorded below, at a meeting held on August 1, 2018. /7 Clerk, Board of County Super I rs A-x= -ay Mr. Dill Absent Mr. Gallaway Y Ms. Mallek Y Ms. McKeel Y Ms. Palmer Y M►•. Randolph Y SP-2017-00032 UVA Outdoor Tennis, Permanent Connector Road, and Birdwood Golf Course Addition Special Exception Conditions I. All light fixtures used in conjunction with light poles utilizing the maximum allowable height granted by Special Exception must befall cut-off dimmable LED lights, as proposed by the applicants. 2. The full cut-off dimmable LED lights may only be used at the level of illumination required for televised nighttime play during such televised nighttime play, and the lights shall be dimmed during other times (such as evening practices), as proposed by the applicants. spec l exception shall only apply to the proposed 12 hard courts within the proposed tennis 3 The s ra w etur s facility; P P Y PP Y P p P 1 any future tennis courts located in the area denoted for "Future tennis courts" on Exbibit B - Tennis Facility Detail (Concept Plan Sheet 2 of e ) shall have outdoorconsistinglighting of poles which comply with the 35 foot maximum height and full cut-off luminaires, as proposed by the applicants. 4 The maximum height of the outdoor athletic lighting poles on the proposed 12 hard courts with' the ax m h m g g g 1p p p tennis facility on which the special exception lies as noted in Condition 3 shall be 70 feet. proposed tY P p �p ii �'1� RESOLUTION TO APPROVE SP 2017-32 UVA OUTDOOR TENNIS, ,PERMANENT CONNECTOR ROAD, AND BIRDWOOD GOLF COURSE ADDITION WHEREAS, (lie University of Virginia Foundation filed an application to amend a previously - approved special use permit (SP 201700023) for Tax Map Parcel 07500-00-00-06300 to construct a new UVA outdoor tennis facility, to add a short course to the Birdwood Golf Course, and to allow unrestricted permanent vehicular use of a private street between Golf Course Drive on the Birdwood property and Berwick Road on the Boar's Head Sports Club property, and the application is identified as Special Use 2 Outdoor Tennis,Permanent Connect Road an Birdwood Golf Course Addition Permit 2017-0003 UVA Ou C d ("SP 201732"); and • WHEREAS, on June 19, 2018, after a duly noticed publichearing,the Albemarle CountyPfannin g Commission recommended approval of SP 2017-32 with modified conditions; and WHEREAS, subsequent to the Planning Commission, staff worked with the applicant to modify the conditions to address the Planning Commission's concerns and to incorporate conditions that were established for previously approved special use permits; and WHEREAS, on August 1, 2018, the Albemarle County Board of Supervisors held a duly noticed public hearing on SP 2017-32. NOW, THEREFORE, BE IT RESOLVED that, upon consideration of the foregoing, the staff report prepared for SP 2017-32 and all of its attachments, the information presented at the public hearing, and the factors relevant to a special use permit in Albemarle County Code § 18-33.8, the Albemarle County Board of Supervisors hereby approves SP 2017-32, subiect to the conditions attached hereto. * * * I, Claudette K. Borgersen, do hereby certify that the foregoing writing is a true, correct copy of a Resolution duly adopted by the Board of Supervisors of Albemarle County, Virginia, by a vote of five to zero, as recorded below, at a meeting held on August 1, 2018, C6&� Clerk, Board of County Supervi Aye Nay Mr. Dill Absent — Mr, Gallaway Y _ Ms. Mallek Y Ms. McKeel Y Ms. Palmer Y Mr. Randolph Y _ 143 ■ II 1 1114"••as 11 SP 2017-32 UVA Outdoor Tennis, Permanent Connector Road, and Birdwood Golf Course Addition Conditions I. Development of the Birdwood Property shall be in general accord with the concept plan entitled "Birdwood SP 2017-00032 Concept Platt" prepared by EliseCruz, University of Virginia Foundation ("UVAF"),datedApril27,2018,which includessheets 1-4 (the "Concept Plan"), attached hereto, as determined by the Director of Planning and Zoning Administrator. To be in general accord, development and use shall reflect the following major elements shown on the Concept Plan and on each corresponding Concept Plan Detail, as noted below: A. Exhibit A - Concept Plan (Sheet 1 of 4): i. Locationsofstructures, improvements, and uses; ii. Limits of Golf Course, including 18-hole Golf Course, Par 3 Short Course, Practice Ground, Short Game area, and associated improvements; and iii. Location and alignment of Connector Road between Golf Course Drive and Bet•wick Road. B. Exhibit B -Tennis Facility Detail (Concept Plan Sheet 2 of 4): }, Location of Tennis Facility within area shown in green shading; ` ii. Location of future tennis courts within area outlined in a dashed oval and entitled, "Future tennis courts", and prohibition of high mast lighting in this area; and A- infrastructure to connect Birdwood roe TMP iii. Provision of AD compliant pedestrian infras ru property rty #75-63) with neighboring Boar's Head Spoils Club property (TMP #59132-01-15). C. Exhibit C - Golf Practice Facility Detail (Concept Plan Sheet 3 of 4): L Building location, orientation, and mass; ii. Parking lot location; iii. Installation of new landscaping for screening purposes; iv. Retention oftreesshown forpreservation;and v. Eat -then berms adjacent tothe new parking lot. D. Exhibit D - Connector Road Detail (Concept Plan Sheet 4 of 4): i. Location and alignment of Connector Road between Golf Course Drive and Berwick Road; and . ii. Pedestrian infrastructure (including sidewalks, crosswalks, and outdoor lighting) Any new construction and/or improvements at the subject property, other than the site improvements that are in general accord with the Concept Plan and with each corresponding Concept Plan Detail as determined by the Director of Planning and Zoning Administrator, shall require an amended special use permit, except for the following: • Modificationstogotfcourselayoutwithinthe boundaries ofthe existing 18-holegolfcourse, and outside of the boundaries of the Birdwood Mansion "Historic Core" and "Outer Precinct" as identified in the Birdwood Landscape Site Protection and Stewardship Strategies Plan (2015); • Construction of athletic -related accessory structures or other athletic -related improvements which primarily supportthe useofthe golf course facilities and/ortennis facilities and which occur within the general area ofthose uses. • Other minor modifications to the Concept Plan or corresponding Concept Plan Details that do nototherwise conflictwith the elements listed above maybe made to ensure compliance with the Zoning Ordinance, as determined by the Zoning Administrator. 2. Design and development of the improvements shown on Exhibit C - Golf Practice Facility Detail (Concept Plan Sheet 3 of 4) shall be subject to the following, as determined by the Planning Director or designee: "bowl" 1 within the bowl created b the terrain in that min imize.• a. Placement ofthe parking of tt t o e n s P g Y g Y grading ofthe slope to the north ofthe new park irig lot, which is to be preserved for its screen ingeffect; b. Construction ofeartheberms adjacent to the parking lotwhichare compatible withexistin topographic variation and which further reducethe visibili ofthe parking lot and parked cars from Golf Course Drive' f and planting schedule which at minimum include: c. Approved planting plan a pl r g , in naturalistic or informal arrangements which re onsistentand i. New landscaping materials planted g s a c compatible with the landscape density, and species; comp e h g p h'> ii. Ameadow orsimilar grass landscape along GolfCoutseDrive; and iii. The use of native plant materials; and d. Submittal ofa conservation plan prepared a certified reserve trees identified for p p P Y p reservation including thetre treatment f t as trees (species that are to be preserved for p g at o all h ee (spa ) p ry protection against the emerald ash borer (Agrilusplanipen nis), to be used in conjunction with any required conservation checklist, Ifall reasonable alternatives for preservation have been explored, and such trees cannot be retained due to the health ofthe tree as determined by the certified arborist, removal may occur, 3. Design and development of the improvements shown on Exhibit D - Connector Road Detail (Concept Plan Sheet 4 of 4) shall comply with the Special Exception (Grading Buffer Waiver) and all Special Exception Conditions approved by the Board of Supervisors on April 4, 2018, including but not limited to compliance with the requirements identified on the "Landscaping and Screening Exhibit" dated March 5, 2018. 4. Expansion or replacement of the Clubhouse is permissible, provided that all site plan, building permit, and all other applicable permit approvals are properly obtained. 5. No change in use of the Birdwood Mansion is permitted through this Special Use Permit Amendment. 6. Allproposed outdoor lightingforthe property shall comply with Albemarle County Code, except as otherwise modified or waived by the Board of Supervisors through the approval of a Special Exception request (as may be applicable). Tall mastlighting, (lighting that is on a pole more than 35 feet in height) shall not be permitted for tennis courts inthe area designated as "Future tennis courts" on Exhibit B - Tennis Facility Detail (Concept Plan Sheet 2 of 4), dated April 27, 2018. 7. Sound studies that demonstrate compliance with the Albemarle County Noise Ordinance, as determined bythe Zoning Administrator orher designee, shall be submitted toAlbemarle County prior to the issuance of a Certificate ofOccupancy For theTennis Facility. 8. Theowner'straffic consultant shall conduetsignalwarrant analyses fortheGolfCourseDriveandEdnam Drive intersections with U,S. Route 250 to determine if volumes indicate that any modification to intersection controls should be implemented. Such analyses shall be conducted a minimum of two times (the first shall occur twelve (12) months after the permanent opening of the connector road, and the second shall occur twenty-four (24) months after the permanent opening of the connector road), and shall be submitted to Albemarle County for review. If any modification is indicated based ontrafftc volumes collected perstandard procedures ofthe Virginia Department ofTransportation ("VDOT'), the owner's consultant will prepare and submit the requisite Signal Justification Reportevaluatingalternative intersection control toVDOTandAlbemarle County and engage in discussion aboutthe appropriate measures, ifany, to betaken at either intersection. 9. Potential future transportation improvements: a. If the signal warrant analyses referenced in condition #8 or any subsequent additional signal warrant analyses (collectively, the "Analyses") demonstrate that any change to the traffic control type or means of access are appropriate at either the intersection of Golf Course Drive and U.S. Route 250 and/or the intersection at Ednam Drive and U.S. Route 250 (collectively, the "Transportation Improvements") prior to the date that is five (5) years after the date of the permanent opening of the Connector Road, the Foundation will pay its pro rata share toward the cost of the Transportation Improvements, which pro rata share shall be based on the Analyses (the "UVAF Contribution"). b. For purposes of calculating the monetary amount of the UVAF Contribution, the cost of the Transportation Improvements shall be based on the cost of a new traffic signal and any modifications to the existing traffic signal (collectively, a "Signal") at the time the UVAF Contribution is requested by the County, even if the Transportation Improvement that is ultimately installed is something other than a Signal (such as a roundabout, or other alternative intersection control device that costs more than a Signal). However, in the event that the Transportation Improvement that is ultimately installed costs less than the cost of a Signal, the UVAF Contribution shall be based on the cost of the improvement ultimately installed, rather than the cost of a Signal. c. Upon a determination by VDOT and the Albemarle County Director of Community Development that any Transportation Improvement is required pursuant to the terms of paragraph 9(a) herein, the County shall provide written notice to the Foundation (the "Notice"), of the amount of the UVAF Contribution for the Transportation Improvements, The Foundation shall have One Hundred Twenty (I20) days from the date of delivery of the Notice to provide the UVAF Contribution, which may be in the form of a bond. If the Transportation Improvements have not been completed within five (5) years after the Foundation's delivery of the UVAF Contribution, the UVAF Contribution shall be returned to the Foundation. If the County has not delivered the Notice within five (5) years after the date of the permanent opening of the Connector Road, the Foundation shall be relieved of any obligation for the Transportation Improvements. 10. The owner shall continue to implement an Integrated Pest Management/Nutrient Management Plan to reduce adverse water quality impacts, 11. Ingress and egress along Birdwood Drive shall continue to be restricted, to the satisfaction of the Zoning Administrator, to only those residences served by Birdwood Drive and shall not be used as an access to the Indoor Golf Practice Facility or other areas of Birdwood. 12. Use of the property must adhere to the Events Management Plan as described in Proffer #4 of ZMA201700010. 13. SP201700032 shall remain valid so longas construction ofany one ofthe uses proposed herein is co►mnencedon or before August 1, 2023. O __ . Tenn > Tennis Facility Y - see sheet Z 2 far detail)---.�-- - _ I P& 3 Short Cou i e I *14 Fa Rntm C / titre[ I.od 9 .'y / r r v Possible #uure t service drivel11 inter+ -pa^ ieel4oRl"Cttbr1 . t -, � t'u �• - g! / ro _ oft, t� ._ �� r" I -1 n Birdwood µ r _',I t � , f` tr r � 3e R-1 Zoning f? ! >' T � 1 s MP7 56 3 i R pps` (� :dJ 1 * '{ EM i A ' e � ,T ;' . � { .. 'I 1 1' 3 c " x ?, ;c r ., a ` >J , i, t at rip + t r to t f i ° 'e I . Id `s .;\ - 15 % v i i' tttk"Wlg I ,, s, Bifdwood I Mansion e . ,4. I if Pr G actice Facility (see sheet 3 for detail) Connector Road (see sheet 4 for detail) Parking Lot near BirdWood Clubhouse f _\ 4 � , � . . � U.S— n / 1. .,,...,m.,m „..v., s,.., •, SJea aWaic . - , • t inch -600 (eet ,=,Hrr , ..w Prepared bv: Elise Cruz. UVA Foundatior 3 q fipni GI, zU -i t5 %/ lSheet 2 of 4 Summary of Proposed Parking /7— ,/ /n 1 `. /7' / E Options: C,, G �- t nntof R �d' i -Tennis CouKs / 1 '� 2 - 75 addHiona, spaces ♦ AlI' Y , /, . J ; '' A 1 \ , 11 y� 11 J' \ t M . OAdon e(Under ConstrutttOni: �,/ \ s'„ -.;. 4 ' / '+'. \ , ..\ Squazh Expansion \ a t , \\\ . Underway BHSC + ,:"" '� , , .�"/[ 1/ i RD OD 8 3,,�,17=00032� - Bs add,fianaf spa es HC Zoning +„ : , 1 . I�iy ''j' opt— e TMP 5gD2-01-15 //�- r ;,{ �'l� ,>j _Fax, t.X atltt`Itltttitr'0trir9 t g �. . {i',, t / , \ Pa 'Irig'.Otiant; ifait'> \ -South Tenn s Stadium i f ;. \ \ 9t additional spaces .l'a ''1. - �/ �,, 'd #f' s j (..� /' v` _ { $jY , i / A. EastT mss.adium , - ,/ e "" '" "t'^H�_ 1 1 ':" f !I ; %'`.- �y -zoaeditfonats�aces ,irC;::. i``,,, } '� ,.i' i i.;:(,i I� 'V ' op one: r i,T; * , v, I .._•. Birdwood. f //.'�, r `* �''# 1 Gol Course Lot � . /.,... I , .!e+.." $ , i " . :.I . \ , '� .. i a; W Proposed spaces 11 Ste. a,,+ • w ' #"' V. ,t: t. .All s aces] '-w11 .s�'`- \: ok.k , ; tl s', , i \ t 1 K t ,'') II 4... .%f / \ C� �11 �,\ \ '.,�tlrfW,.. :. . .,, „• o ,, / . .. \. \ 9 \ , � ., . 4 MPr587 i -.. _ I 1�_ / .. \ e. \ -`. . , �t , ,. :, ..__ -,-,. 1W � '_� _,:,',':,�_�M�`, I 1• \. � B i, , - , , ,, � \ `, ti f : \ \< „ ee , \;,,1: _ = t ❑' .a �: j. :, , t J' l , 1. n �, I o, > , q, d , - l._ __ I . ,\ .., ,,,. ,, , �. ,.._. .,�.. I x: . \ „< , .. P ore \ ure i tad tery � , f i , ,. c i .. Pinter -pall t vo ::, ,.. , ,� \ Nw° t S, -: �y i' n _. 1 G �. �i L\1 -.. t r� :Un e •' M ',igr»ec+is p 1 7 1 / i' '.`li (,. \ \` (.; , ✓ ✓ i tlf4hgihla F u an / l e' ts.,, bill, ,1 .,(i� I , ,led wlihlh the to tt § ' ll :are n . ) �� ` . RQ �, 9 ,q ad d, a d anll in bu-Mngt$j ¢a m um�12 tenniSc�urts`. \ ,• hod' 018 n2:Nre Iffi 1, is ibLrtsnotmiend QQ - o M�ttnn \. T' F �. , ,1. ,. \ ed ori'eieVlSed,p[ayand more intatfffive, Bigh rtWstti�htingfortelevised play"is of olio 'if1.. 'Is aretia'� D 3. \" � 1, IU .6h lit be trials connectlon5 WtB 'e. vide e \ ., l P� � t 1111 TMP 59D2-01-15 and.TMP Z' $3. s 1 ./ / C/ Illustr9tiveElemonts: _ \' ` - ''rF ,:\- I . 1'��: 1. The layout and alignment o the tennis corals• \ \ ttnis' I il8i (s) are illustrative oil "and subject tq nge. /'� ,1. ,r 1. _'1 ,yr, - Z. Parking options for the Tan �acility are Iusir2 iYe�oniy- `r will be provi :as ecessary, in A. e c In .e ions ship +,f%�L '(: �' ,� ( "�.�' - . this exhibit1:1- i ,." 4 n+m. ,.,c - ���(y- to Dz -.. -mac.-`.+rwr-.,.,.,3 -„ » t3olE spur ._ o BIROWOOD SIP 2017-5)0032 � �} �., .'K ,' ... ---,o , ., 7, " _ _.. ,._ _-- _ . ;. #� -`— ' `r 'sr .'k-sagt4.,avcla. rw...�r.,oalc,,..Q+r•a+µa.ra . ,, ,,*" , Golf Practice F-acfTiEy etail _: t __ __ . --_ .."_ / (' ;; IV_ r � "", , r �. �' _.� T . f , li,� .. -.. _. �iC -w -_- -" - V7.,i-e -- "Ao s t x,., b IF t ' .. i. } `� z� ' k 1. V:u"'. h, .. .., r I r „ x .. { I ,> 1 tV t -_0I `._ K .' r 11 i ' "a i a k...»,._ '.gyp _ -, 7 . r a. t rzT I, .. ., e : t ., ,...... k S. „a "' � vx ` , ". drag \ __ h 11 " , r , _..,._. il , " ( ,_...-� --. , i i ti , r1 , v L i Ii nA Indoor Go'f t pazc�nq Option , � II r 4 s ,% ,.. tyy_ p 2 I i t A, " ts.k�u ���,� 3w r.f � .�£ ,; � , , T' f Note: Prei R�w®dDapproved iSIP SPo2 •00009 Prepared by: univarsi ✓irginApril E27 2018 017 Q032 11 s "" : Sheet 4 of 4 _" _ ==C --- __, or Road Detail , _A : - I. F. a 5 b - ,_, - -. _' f r... ; . ,, __._i q e Potential i ° `m`"°"" r General location of gate. A �.1 treat Light . -,., , Knox Box will be installed. Z t! t�yplCai) -- -- Note that installation of �' ` } t l `' - , 1, gate for management of t - -- 1 t t. traffic is allowed, but not ,t .t • r PRC1P FUTURt< TPlvt t>rk ` ' TO 81,4 -111 YANSXJN required, for permanent r' I j ( 1'' tss ,`` F- _Connector Road. �"' yt V p oI ' tyu�a oa•'•bXa Bunk a * w ` , i, s : >. K vwia ''•.TMP $9p2A40fi-4- • •"�'"-., 1 L¢C' W'o, �O E/ .-TMP 54D2-046414 et, -_ ,, �.. m lY oO 'IS) Ex. Pond . i t aU� LLa r ,,a, t j.. r 2 Jw om - Erxi'WinaNis in �'o �' : r �oz t7o • poor ah 41t�h to AO.TiI r �� .~" �0 W ~ �\ , ttaP s9Dz.oLi,a 2 I-� I _::._ ,r -w _. _. --,-_,- ~ o, TMP 59D2A41-0W O'FUTI/Rl'� .,...,.. .. �`---y sx y� ` , PROP. F U'dNE _ r; n .: i •., `' ,:an.• ,- "Y rC' 0( S .., CM7 PATH «,.,,», ... ; t.T r ,. s �� a,: I - tv,tP S9D8.9iWav • t.. '' �lr Vroptised Tee box -- :TMP 59D2A9-0a-1 _ �. x \ fit, I TlE O :TMP s902•oaoes. Exls�r.ciRe\ PRn�.a PROP.1„\ — L \ / (Ntf EX. PIP, 1 Y , ..a .:`�v ell ..� y,.. _ ,... u `' / PR .,.,.. I o-,;,i r , "\ Ov rPCTUHAC a . `. a c ARC _ _ \ sal> !/ HALL - ' Potential sill . `,.. -,. - ." > t _ c _ - -- SitleWalk . ry Y� r , \ ,.:e _ i \ , �� Birdwood Parcel , , r - r _ -- I - TMP 75-83 _ ._- i ' rP U.woe fy of At"l a � ,., c , - - I Boar's Head Parcel �f / Foundatiao ` .\ t C; \\ j iTMP ti9p2 Ot t5 _ y Y �+, I t - � Unwarn,t, of Virernla / ar c uo„ Noat PrapCRios Inc. ,,,. � M j i a F ,", PRELIMINARY a t y v GRADING EXHIBIT I: : ,'> , _ _ -- I• _ " i , , . - _-_.- 1 - _. . ,,...._.. ---. _____ __ -,, _ Note: PirevviouSIY-aP Posed as SP_201z.00023 Prepared by the UVA Foundation 4ril-27, T6i8 ..2 mill Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804,290.7928 www.dewberry.com Z Illl— _J V Z Z Z W O cc D U_ < U Q - Q CL Z ® Z Z C)® Z cc > RZ Q VJ Z O a U Li! W ^ � CC 0 i !i 0(.) _J U Z O LL U C/— U/ CI ) Cr W Z 0 O T- - W Z I-- SEAL �><l ytt ' 0 �� — o r 0 ,8 ♦ o F. . .T z CAIl� a f ,. V r s�`�'0'S'•1 I -NC s�r� 0010 #0#400"',�.l KEY PLAN SCALE REVISIONS 4 06/20/19 ACO REVISION 4 3 05/10/19 ACO REVISION 3 2 02/27/19 ACO REVISION 2 1 01/03/19 ACO 100% DOCUMENTS 07/23/18 JRC 100% DOCUMENTS No. DATE I BY Description DRAWN BY CLG APPROVED BY FCP CHECKED BY DMK _ TITLE ZONING DETAILS DEI PROJECT NO: 50100451 SHEET NO. _____ 1 Yft- ___ I ------ - 2 3 4 CZ __ - ._____1___J -- ---- --- --- ------- -----.-- - __1 � - _1_______ -_ I 1�_) �, I ,\ "I �_ 511 1 , � - 3-_ 7_____.____ ��------�-�----.-�=--''.�"".".--,�. I- �_ - ____ - ___T___j---1_--- -1 _7______,��,,, Nv " � , - K, � - --- :=::::::��___ __ ��7 � � _____ �7_1___ -,- - �� I I_-- �� � _-, , Z ------ i�- - ::7-.�!��- --- ---��_ Q __ ___ - , I , ", \ '-� >I-f/ ? v __7 � ____ , - Rl 1, I K-,_ T - - 7 A - y ... 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IT � I � � " .- I , \ , \ � _ �,��_,�'_ Dewbewry Engineers Inc. - - � T, \ \ \ � < �, I / I /,�*--L�_�:��, � --, __� ",_ --�� - ) I 11 j / /___ / � \ < / j .. , _ � \ N, 1.1-1 � / - -- -- - -7;. \ �� I % \ , I -- _,,-,, - I !=--�, - , � it, //� \ ,1/ / - " , -,,, � / / 4805 Lake Brook Drive, Suke 200 � � , _� " 1�' �-- - �� , �_ �q� , I / \ ) Q �� U) I \ \ / / � , ___ _L! �_ , i Glen Allen, VA 23060 - I, - \/\� - � - - N - _tsf E;;�! Phone: 804.290.7957 1 1 _� , � e__ ��\�, \ _11K I I _� K� - - , , \ . // �/ _� � I �, I"' � I 111'1�1�1'_,___� �7_ / / / � ) I � 11 / _/ \ N\ / "�� , - 15, I � /I - / / K " _\ __�� % , -1 \ � , N q , , - , ____ � �_�_ - - I � Fax: 804,290.7928 \ " iK, -) � I - - - , / __ � ___ '1� -1 _� � \ vv,.Apm, dewberry, corn. � � 1. - - - V I 11�__ - \ ` - - IK 11 11 /� - , '�__ - -_ ,��\ ), \ ) � � � \ t � , \ I - " � I -n 6'. - ___��7 �_ , `* � 111 I I �0 I -_ -::I - _-, - � � - \ I / E L�j - \ '\ _)�� -1 / I I - � � � I I � T`0 � r4 ) _-In I ,�� " 1� 111�_ ___T� - 77�, �� , I py , \ -_ - I 11 Z W � A � '\ , ') (_� ,`� ___ 414. 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Nc" E BY Description DRAMIN BY QLG APIPRMIED BY IF- C p CHECKED BY QMK TITLP EROSION & SEMMENT CONTROL PHASEIPLAN DEI PROJEOT NO: 50100451 SHEET NO. som- Dewberry Deviberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glan Allen, VA 2'060 Phone: 804.290.7957 Fax: 804.290.79-P8 mm.dewberry.coo z Z W :—:_ 7i L L < 011 z �5 jo"k C) u Z U) z 0 11ju > 7-D LL �j W z < 0 e "3 lc_ 0 > z W— Z F- SEAL F. 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I D,,\-Frr_- BY Description QLQ APPROVILED BY Fop QMK EROSION & SEDIMENT CONTROL PHASEI PLAN DEI PROJECT NO: 50100451 C21! Dewberry Engineers Inc. 4805 Lake Brook Drive, Suk" 200 Glen Allen, N/A 23060 Phone: 804.290.7937 Fax: 804.290.7923 www.deviberry.coro. z ej z z U-1 J- k- 1—JIL < z z <1 z > < m CL Z) C) LL _j ui F- 0 z 0 F— LL aa� > z w Z F— SEA L k F. Cl ERUTK4 TIALMO:iZE Lic. No. 0 0 2 0 5- 2 7 5 k" GINA KEY PIS SCALE 01 20' 40' HORIZONTAL "CAI 1 20' REVISIONS 4 06/20/19 ACO REVISION 4 3 05/10/19 AC-O REVI31ON 3 9 1 02/27/19 01/03/19 AC` ACO REVISION 2 I '100% DOCUMENTS 07/2-5/18 JRC 100% DOCUMENTS No, DATE BY iption DRAWN BY APPROVED BY FCP CHECKED P� DMK TITLE EROSION & SEDIMENT CONTROL PHASEI PLAN DEJ PROilECT NO: 50100451 SHEET NO. C2ml4 I AWN) Dewberry Dowborry Engineers Inc. 4805 Lake Brook Drive, Suke 200 Glen Allan, VA 23060 Phone: 304.290.7957 Fax: 304' .290, 7923 vvin,411.Clcwberry.GLim KEY PLAN SCALE 0' 50' 100' HORIZONTAL SCALE 1' = 50' RIFEMSIONIS i 4 06/20/19 ;NCO REVISION 4 f� J10/19 AC-0 REVISION ;3 2 02/27/10 NCO REVISION 2 1 01/03/19 ACO 100Y. DOCUMENTS 11 ,a, I : O iaBY 1007JRC DOCUMENTS De:5(,_ ri0r URAVINBY CiG A PPR02,1EJ BY ICif 'HECKED BY QMK TITLE OVERALL GiRADING, R dAGE, EROSION PHAE 11 -d PPOilECT NO: 50100451 SHEET NO. �'3,11 %VP Dewbcory Engineers Inc, 4805 lake Brook Drive, Suite 200 Glen Allen, VA 2933060 Phone: 804.290.7957 Fax: 804.290. 928 a vvw,deviberry.com Agc— z Lj- -14 SOT ' -p PEI Ij C) LL tl z m Lij SEAI 4 dd Al v ;O :x. Uiv.. i101, 0. 020 5275, KEY PLAN SCI -E 03 20' C)' HORIZONTAL SCALE 1 ' = JCS' REVISIONS I I ; 1 I i i - , 9 /1 c1 ACO REVISION 4 I ` 022/27/1 J ACC REVISION 2 I 1/0,3/19 ACO 100Y. DOWMENTS j 07/23/18 JRC 100%. DOCUMENTS 1 D/krIE I3Y Description��'_ ��1rINIAM BY APPROVED V E- BY FC CHECKED BY QMK TIT LE SEDIMENTDRAINAGE, & EROSION & PHASE II DEI PROJECT NO:501i3045`1 SHEET NO. ' CANOW-0 (0 Dewberry _=. 011 Z Lr- ee k _ 1 1 t - y 3 KE j PU-\N SCALE 4805 Lake Brook Drive, Sufte 200 Glen Alien, V; ; 23560 Phone: 804.290.7957 Fax: 804.2901923 www.delvvberry.com z z C) C—f F— U) U 1 F. CAMER011".1 ` �-'ALMOJZE 0' 2 05 j 3 I�0 f�e� I „ = 20' REVISIONS O / i/ l ACfl `REVISION 4 3 2 >J5/10/ 3 9 02/27/19 '\C0 ,'NCO REVISION 3 REVISION ? 1 1 01/03119 ACO 100% DOCUMENTS 07/23/18 JRC -100% DOCUMENTS No. OATS BY Description APPROVED BY 'r-Cp CHECKED "BY DMK TITLE GANG, DRAINAGE, EROSION SEDIMENT 1 0L P' AS E 11 DEI PROJECT NO: -50-100451 SHEET N. I ®R D e w b e r r Dewberry Engineers Inc. 4805 Lake Brook Drive, Sulte 200 Glen Allen, A/A 23060 Phone: 804.290.7957 Fwc 804.290.7928 m1mcleviberry.Coal z w 2 :D 0 ,a z 0 F- z 0 C) SEAl x Ar F. CT PALMO R-T -0 5 I I�275 A - Olt 6 0 A V-11� 0 -N T' ,, - -�V,1404 CO- -- KEY PLAINI SCALE 01 20' 40' HORIZONTAL SCALE 1 " = 20' REWSIONS 4 3 06 /20/19 5/1011/ 19 ACO ACC RIVISION4 REVISION 3 9 02/297/19 Al-10 REVISION 2 1 01 /03/=] 9 ix-, 0 100 'Q DOCUMENTS 071/23/18 JRC 100% DOCUMENTS DA FE BYI Description DRAIJAIN BY APPROVED BY CHECKED BY TITLE Q LQ FOP QMK GRADING, DRAINAGE, & EROSION & SEDIMENT CONTROL PHASE 11 DEI PROJECT NO: 501 OOA 51 SHEET NO I Ma M 40160'4`� e 111401111" Dewlberry Dewbarlry Engineers Inc. A805 Lake Greek Drive, Suiia 200 Glen Allen, VA. 23060 Phone: 804.290.7957 Fax 004.29Oz7928 wwwdewberry.com mcr Fgt Z D 0 z Q3 z 00 Z Or= > 0 < z 0 LU It w > U- j 0 0 >- F- U. w z >Z w z 0 SEAL F. C RW-I PAIM -0 r-.Yi PTO. 0 02 0 5275 0, SCALE 01 20' 40' HORIZONTAL SCALE 1 " = 20' REVISIONS A 06/2011/19 ACO REVISION 4 3 051/10/-19 ACO REVISION 3 2 02/27/19 ACO REVISION 2 1 01/�003/19 ACO 10 0 % D 0 (C UMI T S 07/23/'18 JRC �EN 100%. MOCUMENTS O(_ ,U\ TS� —N o7F70XTE BY Description D',--4A'JVN BY QLQ APPP10VFD BY FQP CHECKED BY QMK TITLE GRADING, DRAINAGE, & EROSION & SEDIMENT CONTROL PH14,1SE 11 D;:l PROjECT NO: 50100451 SHEET NO. j HIM Q) NOR") 4 " ' Dewberry 7*400? 1-Dowborry Engineers Inc. 4805 Lake Brook Drive, Sulta, 200 Ej Uen Allan, VA 23060 Phone: 804,290.79-57 Fay: 804.9-90.79-P8 ,,Aj,4,iw. deviberry.c.orn SEAL is AW L Fl. CS MEIR-c Ks a PA-LMO-1 RE UcAN11o, 0,1010 KEY PLAN 3 C A L. E J299 VERTICAL SCALE I99 = 4) 01 20' 40' HOMZONTAL SCALE 'I" = 201 REEVISIONS 4 06/20/19 ACO REVISION 4 3 05/10/19 ACC REVISION 3 2 102/2971-19 ACC REVISION 2 -1 01/03/19 ACO I 100% DOCUIdA NENTS 0 7 // 2 3 3i JR(C 1,90% DOCIMIAEJ,ITS No. DATE BY I Description I DR-AIJAM BY APPROVED BY Fc P C H E C K E D B)l -DMK TITLE E-TORM SEWER P RL"') F! LES DEI PFROJE(3T NO: 501004,51 S H E_- ET N 0. i 3 ! I 9 IN (73 mf m 1 9`i85 20 +00 20` 50 2 +00 214,50 22+00 22+50 23+00 2.3+50 24 00 ®,Dewberry op Dewberry Engineers rocs 4805 Lake rook Drive, Suita 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 vivivi.cleviberry. com 4. 0 1� < < =� z z F5 F5 J10--% d cj a U 74 _3 aY C) UL U u ' _ , ui SEAMF. T � 1v C, 1AER PALMORE �r Lice No, 0'0-10 5275 ell :b YL f "� '-- Z ` S C ,, Cep �. VERTICAL SC A V 1"=4' 0' 20'J' 10RIZONTAL SC ALE l zn J 20' RE -VISIONS i I 05/10/19 ACO RUBIN 3 9 0'2/27/19 i ;NCO 1REV61nN 1 1 j n-1 /03/19 Ac,0 100% OOCU ,9ENTS 07/23/-10 JRC 100% OOCIUNIrENi No, 1 DATE BY Description DRAMAIN BY C LG APPROVED BY FQP CHECKED BY QMK ST EWER PROFILES FILES DEI PROJECT NO: 50100451 SDI E? T 1NO, 3 5O 2-4+0O 24+50 254-0 25-1yr.0 26+00 26+50 27.00 2 7 50 27+7:5 Dewberry Dewberry Fngine$ers Inc. 4805 Lake Brook DrIve, Suite 900 Glan Allen, VA. 23060 Phone: 804.290.7957 F-xx: 804.290-7928 wmv.deviberry.corn z 0 U) F-- z zz LLJ D r5l C) LL < 0 < C L ZN z z La 0 z c) F > :D A 0 z >_ 0 F-- ec) ul > Z Z SEAL xx E. R �w R C1 4v RALMONME 2 0 `55 27 5 Ulc� 2,41u, IVA J KEY PLAN SCALE 4) VERTICAL SCALE If' � 4' 20' 40' HORIZONTAL SCALE 1 " = 20' FIEVISIONS 4 3 2 06/20/19 05/10/19 02/27/19 A(,'O ACO ACO REVISION 4 REVISION 3 REVISION 2 1 01103 '19 ACO 100% DOCUMENTS 07/23/18 JR(; 100% DOCUMENIFS N 0. DATE BY Description DMIIIN EBY Cl-LG APKIOVE-D BY FCP CAI r- CK E D I-PY QMK TITLE TO SEWER PROFILES AEI M10JEHOT NO: SOI 00451 SHEET NO, '�% 2 Dewberry Dewbce,rry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7926 w,,vw. dewberry. com z 0 F- (D F- z zz W Z) _y C) 0 < < Q z —00 z Z ric - La -1 7 et;l z F=' C)" 0 LL 0 j Uj F-- < ME 0 � C) z U) CY) 4� 0 0 LIJ > .� Ld z SEAL , �ol�nl � E Gad MEIR(fr,' PALMORE 927" 5 -le. 20j_ P4 A KEY PUNK SCALE 01 4' 8) VERTICAL !SCALF 2112 0� 2tt 0' 40' HORIZONTAL SCALE 1 " = 2V REVISIONS _T 4 J 06/20/19 05/10/19 ACC 11 P\0 0 REVISION A REVISION 3) 9 0 2/ -9 AC REMSION _9 i o-1/a-4 / 119 07/2-3/ '18 1 AM JRC F100% DOCUMENTS 100% DOCUNIEl"I'M T�O f DATE BY Description on DWOPIN BY QLG APPROVED BBY FCP CHECKED DEW DMK TITLE STORM SEWER PROFILES DEJ PROJECT NO: -5010045-1 SHEET NO 1 1 STONE CONSTRUCTION ACCESS (VDOT #1 COURSE AGGREGATE) 70' MIN. EXISTING 3" SM-2A ASPHALT PAVEMENT 2% TOP COURSE 2% EXISTING GROUND 6" MIN. 21A AGGREGATE BASE PROFILE VIEW STONE CONSTRUCTION ACCESS (VDOT #1 ASPHALT PAVED COURSE AGGREGATE) WASHRACK 70' MIN. 70' MIN. FA EXISTING 2%_ ( 2% 12" MIN.* 2% PAVEMENT I � - * MUST EXTEND FULL WIDTH A POSITIVE DRAINAGE TO SEDIMENT OF INGRESS AND EGRESS 1 OPERATION TRAPPING DEVICE PLAN VIEW 12' MIN. 2% POSITIVE DRAINAGE TO SEDIMENT TRAPPING DEVICE 1 ILI LI\ I.iLV I I I SECTION A -A CE 3.02 .. STONE CONSTRUCTION ENTRANCE N.T.S TABLE 3.32-D (REVISED JUNE 2003) �- SEED' LAND USE SPECIES APPLICATION PER ACRE MINIMUM CARE LAWN TALL FESCUE' 95-100% (COMMERCIAL OR PERENNIAL RYEGRASS 0-5% RESIDENTIAL) KENTUCKY BLUEGRASS' TOTAL: 175-200 LBS. HIGH -MAINTENANCE TALL FESCUE' TOTAL: 200-250 LBS. LAWN GENERAL SLOPE TALL FESCUE 128 LBS. (3:1 OR LESS) RED TOP GRASS OR CREEPING RED 2 LBS. FESCUE z SEASONAL NURSE CROP 20 LBS. TOTAL: 150 LBS. LOW MAINTENANCE TALL FESCUE 128 LBS. SLOPE RED TOP GRASS OR CREEPING 2 LBS. (STEEPER THAN 3:1) FESCUE 2 SEASONAL NURSE CROP 20 LBS. CROWNVETCH 3 TOTAL: 150 LBS. 1- WHEN SELECTING VARIETIES OF TURFGRASS, USE THE VIRGINIA CROP IMPROVEMENT ASSOCIATION (VCIA) RECOMMENDED TURFGRASS VARIETY LIST. QUALITY SEED WILL BEAR A LABEL INDICATING THAT THEY ARE APPROVED BY VCIA. A CURRENT TURFGRASS VARIETY LIST IS AVAILABLE AT THE LOCAL COUNTY EXTENSION OFFICE OR THROUGH VCIA AT 804.746,4884 OR AT http://sudon.cses.vt,edu/html/Turf/turf/publications/publications2.html 2-USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED BELOW: FEBRUARY 16 - APRIL 30.................. ANNUAL RYE MAY 1 - AUGUST 15.......................... FOXTAIL MILLET AUGUST 16 - OCTOBER 31................ANNUAL RYE NOVEMBER 1 - FEBRUARY 15............ WINTER RYE 3-SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SEED, ALL OTHER PERIODS, USE UNHULLED SERICEA). IF FLATPEA IS USED, INCREASE RATE TO 30 LBS/ACRE. IF WEEPING LOUEGRASS IS USED, INCLUDE IN ANY SLOPE OR LOW MAINTENANCE MIXTURE DURING WARMER SEEDING PERIODS, INCREASE TO 30-40. FERTILIZER & LIME • APPLY 10-10-10 FERTILIZER AT A RATE OF 450 Ibs./acre (OR 10 Ibs./1,000 sq. ft.) • APPLY PULVERIZED AGRICULTURAL LIMESTONE AT A RATE OF 2 TONS/ACRE (OR 90 LBS./1,000 SQ. FT.) NOTE: 1.) A SOIL TEST IS NECESSARY TO DETERMINE THE ACTUAL AMOUNT OF LIME REQUIRED TO ADJUST THE SOIL pH OF SITE. 2.) INCORPORATE THE LIME AND FERTILIZER INTO THE TOP 4-6 INCHES OF THE SOIL BY DISKING OR BY OTHER MEANS. 3.) WHEN APPLYING SLOWLY AVAILABLE NITROGEN USE RATES AVAILABLE IN EROSION & SEDIMENT CONTROL TECHNICAL BULLETIN #4, 2003 NUTRIENT MANAGEMENT FOR DEVELOPMENT SITES AT: http://ww.dcr.state.va.us/sww/e&s.htm#pubs 18" MIN �a%��n�� �_ •. - FLOW '-� - - 4.5' MIN ®® TEMPORARY DIVERSION DIKE N.T.S. m 2 I 3 I CONSTRUCTION OF A SILT FENCE (WITHOUT WIRE SUPPORT) 2. EXCAVATE A 4"X 4" TRENCH TABLE 3.31-B SOURCE: VA, DSWC 1, SET THE STAKES, UPSLOPE ALONG THE LINE OF (REVISED JUNE 2003) STAKES. SEED APPLICATION DATES SPECIES APPLICATION RATES 50/50 MIX OF ANNUAL RYEGRASS SEPT. 1 - FEB. 15 (LOLIUM MULTI-FLORUM) & CEREAL 50-100 (Ibs./acre) (WINTER) RYE (SECALE CEREALE) FEB. 16 - APR. 30 ANNUAL RYEGRASS (LOLIUM 60-100 (Ibs./acre) MULTI-FLORUM) MAY 1 - AUG. 31 GERMAN MILLET 50 (Ibs./acre) FERTILIZER & LIME • APPLY 10-10-10 FERTILIZER AT A RATE OF 450 Ibs./acre (OR 10 Ibs./1,000 sq. ft.) • APPLY PULVERIZED AGRICULTURAL LIMESTONE AT A RATE OF 2 TONS/ACRE (OR 90 LBS./1,000 SQ. FT.) N OTE: 1.) A SOIL TEST IS NECESSARY TO DETERMINE THE ACTUAL AMOUNT OF LIME REQUIRED TO ADJUST THE SOIL pH OF SITE. 2.) INCORPORATE THE LIME AND FERTILIZER INTO THE TOP 4-6 INCHES OF THE SOIL BY DISKING OR BY OTHER MEANS. 3.) WHEN APPLYING SLOWLY AVAILABLE NITROGEN USE RATES AVAILABLE IN EROSION & SEDIMENT CONTROL TECHNICAL BULLETIN #4, 2003 NUTRIENT MANAGEMENT FOR DEVELOPMENT SITES AT: http://ww.dcr.state.va.us/swZe&s.htm#pubs TABLE 3.35-A RATES MULCHES NOTES PER ACRE PER 1,000 sq. ft. 12-2 TONS FREE FROM WEEDS AND COARSE STRAW OR (MINIMUM 2 TONS 70-90 Ibs. MATTER. MUST BE ANCHORED. HAY FOR WINTER SPREAD WITH MULCH BLOWER OR COVER) BY HAND DO NOT USE AS MULCH FOR FIBER MINIMUM 1,500 35 Ibs. WINTER COVER OR DURING HOT, MULCH Ibs. DRY PERIODS.* APPLY AS SLURRY. CUT OR SHREDDED IN 4-6" CORN LENGTHS. AIR DRIED, DO NOT STALKS 4-6 TONS 185-275 Ibs. USE IN FINE TURF AREAS. APPLY WITH MULCH BLOWER OR BY HAND. FREE OF COARSE MATTER. AIR-DRIED. TREAT WITH 12 Ibs. WOOD 4-6 TONS 185-275 Ibs. NITROGEN PER TON. DO NOT USE CHIPS IN FINE TURF AREAS, APPLY WITH MULCH BLOWER, CHIP HANDLER, OR BY HAND. FREE OF COARSE MATTER. BARK AIR-DRIED. TREAT WITH 12 Ibs. CHIPS OR 50-70 cu. yds. 1-2 cu. yds. NITROGEN PER TON. DO NOT USE SHREDDED IN FINE TURF AREAS. APPLY WITH BARK MULCH BLOWER, CHIP HANDLER, OR BY HAND. * WHEN FIBER MULCH IS THE ONLY AVAILABLE MULCH DURING PERIODS WHEN STRAW SHOULD BE USED, APPLY AT A MINIMUM RATE OF 2,000 Ibs./ac. OR 45 Ibs./1,000 sq. ft, l STAKE �F 10 MIL PLASTIC LINING - - �» _ - STRAW BADS rY r w A � �. .. A VISIBLE SIGN WASHOUT { c�rscr�r� �ee:,..�T.....a. STAKE �_�.��..� STRAW AW BALES 10 L P)ATIC LINING T I NATURAL GROUND � I � d SECTION A - A VISIBLE SIGN BELOW GROUND STA ES -.4� ,� AWFF 10 MIL PLASTIC LINING NATURAL GROUND /1 ��11 SECTION A - A WOOD MR" ABOVE GROUND 9 A FLOW 3. STAPLE FILTER MATERIAL TO STAKES AND EXTEND IT INTO THE TRENCH. r �J 4" 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) POINTS A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLATION (FRONT ELEVATION) sF 3.05 : SILT FENCE N.T.S. '1PE OUTLET TO FLAT REA WITH NO DEFINED 'HANNEL L a D 9 y I d [-� 7- SECTION A -A FILTER CLOTH KEY IN 6"-9"; RECOMMENDED FOR ENTIRE PERIMETER 3d o (MIN.) SECT i FILTER CLOTH 'IPE OUTLET TO WELL REFINED CHANNEL W d KEY IN 6"-9", RECOMMENDED FOR ENTIRE PER/METER 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. 4. HAND PLACED BROWN ROUNDED RIVERSTONE FROM SHENANDOAH ASPHALT. STONE SHALL BE A 50/50 MIX OF THE 4"-6" AND 7"-12" SIZES. OP PIPE OUTLET CONDITIONS N.T.S. GRAVEL AND WIRE MESH DROP INLET SEDIMENT FILTER 18" MIN. RUNOFF WATER GRAVEL (12" MIN. DEPTH) W/ SEDIMENT i1I�1`�•r=�i�%."���l�J►-, "�''�►"�`�" '' �''���IA ids i 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. NOTES: 1. CAP NYLOPLAST INLETS UNTIL SITE IS STABILIZED. eP 3.07 : INLET PROTECTION N.T.S. ORIGINAL GROUND ELEV. DESIGN HIGH WATER (25-YR. STORM ELEV.) 67 CU YDJACRE 67 CU YDJACRE (EXCAVATED) MIN. 1.0' "DRY" STORAGE (909.2 CY AT 535.75') "WET" STORAGE (599.8 _ CY AT 534.8') SEDIMENT CLEANOUT POINT (ELEV. 533.7') 6'x6'x24" CONCRETE BASE CROSS SECTION 0. 5' DESIGN ELEVATIONS 0 W=3' 2. 0' VARIABLE* 1� MIN. 2.0' `- FILTER CLOTH ORIGINAL GROUND ELEV. COARSE CLASS 1 AGGREGATE RIPRAP TOP OF DAM (ELEV. 539.0') RISER CREST (ELEV. 535.75) DEWATERING DEVICE ELEV. 534.8') 42" DIA. RISER 36" DIA. BARREL Sg . 3.14 . TEMPORARY SEDIMENT BASIN TEMPORARY SEDIMENT BASIN # I DESIGN DATA SHEET N.T.S. (WITHOUT EMERGENCY SPILLWAY) PROJECT: BASIN # LOCATION: LOCATION OF SEDIMENT BASIN AS SHOWN ON PLAN TOTAL AREA DRAINING TO BASIN: 7.87 ACRES BASIN VOLUME DESIGN 1.MINIMUM REQUIRED VOLUME = CU. YDS. X TOTAL DRAINAGE AREA (ACRES) 67 CU..YDS X E ACRES= 527.29 CU. YDS.( 14236.83 CU. FT.) 2.AVAILABLE BASIN VOLUME= 599.83 CU. YDS AT ELEVATION 534.8 FT. (FROM STORAGE -ELEVATION CURVE) 3. EXCAVATE 599,83 CU.YDS.TO OBTAIN THE REQUIRED VOLUME' `ELEVATION CORRESPONDING TO REQUIRED VOLUME= INVERT OF THE DEWATERING ORIFICE. 8 534.FT. 4. AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED. 33 CU..YDS X 7.87 ACRES= 259.71 CU.YDS( 7012.17 CU. FT.) 5. ELEVATION CORRESPONDING TO CLEAN OUT LEVEL = 533.66 FT. 6. DISTANCE FROM INVERT OF THE DEWATERING ORFICE TO CLEAN OUT LEVEL 1.1 FT. (MIN. = 1.0 FT.) DRY STORAGE: 7. MINIMUM REQUIRED VOLUME = 67 CU. YDS. X TOTAL DRAINAGE AREA (ACRES 67 CU.YDS X 7.87 ACRES= 527.29 CU. YDS.( 14236 83 CU. FT.) 8. TOTAL AVAILABLE BASIN VOLUME AT CREST OF RISER'= 1054.58 CU.YDS ( 28473.66 CU.FT) AT ELEVATION 535 75 FT. (FROM STORAGE - ELEVATION CURVE) MINIMUM F 134 CU.YDS / ACRE OF TOTAL DRAINAGE AREA. 9. DIAMETER OF DEWATERING ORIFICE 1 6 lin. (PART III-107) 10.DIAMETER OF FLEXIBLE TUBIING 1 8 in. (DIAMETER OF DEWATERING ORIFICE PLUS 2 INCHES). 11 CREST OF RISER- 535.75 TOP OF DAM= 539.00 DESIGN HIGH WATER- 536.82 UPSTREAM TOE OF DAM= 531.50 BASIN SHAPE 12. LENGTH OF FLOW L= 150 FT/ ( 7838 SF / 150 FT)= 2.87 EFECTIVE WIDTH IF - 2, BAFFLES ARE NOT REQUIRED BAFFLES ARE NOT REQUIRED IF < 2, BAFFLES ARE REQUIRED RUNOFF 14. Q25= 31.97 CFS FROM CHAPTER 5 6.7� A = 7.87 AC.; C = 1 0.6 ) PRINCIPAL SPILLWAY DESIGN 15. WITHOUT EMERGENCY SPILLWAY, REQUIRED SPILLWAY CAPACITY Qp = Q25 = 31.97 CFS (RISER AND BARREL) 16. WITHOUT EMERGENCY SPILLWAY: ASSUMED AVAILABLE HEAD (h) = 1 FT. (USING Q2) h = CREST OF EMERGENCY SPILLWAY ELEVATION - CREST OF RISER ELEVATION. (N/A) 17, RISER DIAMETER (Dr) = 48 IN. ACTUAL HEAD (h) = 2.5 FT. (FROM PLATE 3.14.8) 18. BARREL LENGTH (L) = 82 FT. HEAD (H) ON BARREL THROUGH EMBANKMENT = 5.07 FT. 19. BARREL DIAMETER = 36 IN. RCP (FROM PLATE 3.14-13 [CONCRETE PIPE] OR PLATE 3.14-A (CORRUGATED PIPE)). 20, TRASH RACK AND ANTI -VORTEX DEVICE DIAMETER 1 72 IN. HEIGHT = 21 IN. (FROM TABLE 3.14-D.) EMERGENCY SPILLWAY DESIGN (NIA) 21. REQUIRED SPILLWAY CAPACITY Qe = Q25 - Qp = 0.00 CFS 22. BOTTOM WIDTH b) = 25 FT. THE SLOPE OF THE EXIT CHANNEL (S) = NIA FT. / FOOT ; AND THE MINIMUM LENGTH OF THE EXIT CHANNEL (x) = NIA FT. (FROM PLATE 3.14-C.) ANTI -SEEP COLLAR DESIGN 23. DEPTH OF WATER AT PRINCIPAL SPILLWAY CREST (Y)= 4.25 FT. SLOPE OF UPSTREAM FACE OF EMBANKMENT (Z)= 3 :1. SLOPE OF PRINCIPAL SPILLWAY BARREL (Sbr 1.45% LENGTH OF BARREL IN SATURATED ZONE (Ls)= 31 FT. 24, NUMBER OF COLLARS REQD.= 3 DIMENSIONS= 4.25 (FROM PLATE 3.14-12) FINAL DESIGN ELEVATIONS 25. TOP OF DAM = 539.00 DESIGN HIGH WATER = 536.82 PRINCIPAL SPILLWAY CREST= 535.75 DEWATERING ORIFICE INVERT = 534.8 CLEAN OUT ELEVATION = 533.66 ELEVATION OF UPSTREAM TOE OF DAM OR EXCAVATED BOTTOM OF "WET STORAGE AREA" (IF EXCAVATION WAS PERFORMED) = 531.50 SEDIMENT BASIN FLOW CALCULATIONS BASIN# D.A.= 7.87 AC. Tr = 8.9 MIN. C= 0.6 Q2 = 21.72 CFS PIPE & VOLUME OF SEDIMENT BASIN DIAM. LENGTH INV.IN INV.OUT SLOPE 36 82 531.44 530.25 1.45 TOTAL VOLUME AREA ELEV h AREA VOLUME ft 531.50 ft 0.0 acres 0,0000 acre-ft) � O.D00 acre-ft 0.000 cubic R 0 cubic ids 0.00 S.FT. 0,00 532.00 0.5 0.0239 0.006 0.006 260 9.62 1039.00 533.00 1.0 0.1361 0.080 0.086 3,744 138.66 509.00 534.00 1_0 0.1598 0.148 0.234 10,188 377.34 6960.00 535.00 1.0 0 1850 0,172 -0 406 17,697 655.45 8058.00 536.00 To 0.23451 0.210 0.616 26,833 993.82 10214.00 537.00 1.0 0,2713 0.253 0.869 37,8481 1401.79 11816.00 538.00 1_0 0.3107 0.291 1,1601 50,5221 1871.19 13532.00 539.00 1.0 0.3526 0.332 1A91 64,969 2406.25 15361.00 Dewberry' Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com O E- Q 'j ® (D � z Z W Z) _Z �e O aC 2 LL <( 0 O Q a ® (5 Z ® z> Q Z O Q U co W > �- x O cc U.J O W �/'� VJ Q U _ V z Q O U_ 0 (n U) O W r � O r ® W Z SEAL Iw o F. - CfEi;Oi T : d P�"s LIVEL' -E Lic. i;o. 0 020 52,75 , ?f - KEY PLAN SCALE REVISIONS 4 06/20/19 ACO REVISION 4 3 05/10/19 ACO REVISION 3 2 02/27/19 ACO REVISION 2 1 01/03/19 ACO 100% DOCUMENTS 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLG APPROVED BY FCP CHECKED BY DMK TITLE DEI PROJECT NO: 50100451 SHEET NO. C5m01 2 3 4 i 5 LID] s PROJECT DESCRIPTION THIS PROJECT IS LOCATED AT THE BIRDWOOD GOLF FACILITY ADJACENT TO THE BOAR'S HEAD SPORTS CLUB IN THE COUNTY OF ALBEMARLE, VIRGINIA. THE PROJECT INCLUDES THE DEVELOPMENT OF A CHAMPIONSHIP TENNIS COMPLEX THAT INCLUDES NEW COURTS, STANDS, AND TENNIS BUILDING, AS WELL AS, AN UPDATED BIRDWOOD GOLF CLUBHOUSE PARKING AREA. THE SITE IS LOCATED SOUTH OF BERWICK ROAD, WEST OF THE BIRDWOOD CLUBHOUSE, AND EAST OF THE SPORTS CLUB FACILITY. THE PROJECT AREA IS APPROXIMATELY 9.75 ACRES AND WILL DISTURB APPROXIMATELY 9.75 ACRES. THIS PROJECT WILL INCREASE THE IMPERVIOUS SURFACE WITHIN THE PROJECT AREA BY 3.25 ACRES. THE POST DEVELOPMENT SITE AREA IS 50% PERVIOUS AND 50% IMPERVIOUS. THIS AREA DRAINS INTO MOORE'S CREEK AND THEN INTO THE RIVANNA RIVER. SOILS FOR THE PROJECT WERE MODELED AS TYPE C CLASSIFIED SOILS BASED ON HISTORIC DATA AND SOILS MAPPING FOR THE AREA. STORMWATER MANAGEMENT METHODS (QUALITY): THE VIRGINIA RUNOFF REDUCTION METHOD WATER QUALITY CALCULATIONS IN SHEET C6.04 INDICATE THE REQUIRED PHOSPHORUS LOAD REMOVAL FOR THE SITE BASED ON THE EXISTING AND PROPOSED IMPERVIOUS AREA WITHIN THE SITE'S DRAINAGE AREA. IT IS REQUIRED TO REMOVE 6.90 LBS/YEAR OF PHOSPHOROUS FOR THIS SITE. THIS WAS ACCOMPLISHED THROUGH THE PURCHASING OF STORMWATER CREDITS AND THE USE OF 1.1 LB/YR OF CREDITS FROM THE GOLF COURSE PROJECT (WP0201800016). STORMWATER MANAGEMENT METHODS (QUANTITY): THE CALCULATIONS COMPLETED FOR THIS REPORT ANALYZED THE 1-YEAR, 2-YEAR, AND 10-YEAR STORM EVENTS. THE SUMMARY TABLE BELOW SHOWS THE COMBINED PRE AND POST -DEVELOPED RUNOFF FOR THESE EVENTS FROM THE COMBINED SITE AT THE PROJECTS OUTFALL. ADDITIONAL AREA FROM OUTSIDE THE LOD THAT DRAINS TO THE STORMWATER CONVEYANCE SYSTEM IS INCLUDED IN THE CALCULATIONS. OUTFALL ONE LEAVES THE SITE FROM THE PROPOSED STORM SYSTEM THEN FLOWS TO SWALES WHICH LEAD TO A STREAM THAT OUTFALLS TO MOORE'S CREEK AND THEN INTO THE RIVANNA RIVER.. OUTFALL 1 PRE -DEVELOPMENT (CFS) DETAINED (CFS) 1-YEAR STORM 16.15 4.99 2-YEAR STORM 23.03 6.75 10-YEAR STORM 44.81 40.26 IN ORDER TO ACCOMMODATE INCREASED FLOW PRODUCED BY THE SITE, A DETENTION BASIN WAS DESIGNED TO DETAIN FLOW FROM THE SITE GOING TO OUTFALL 1 FOR THE 1, 2 AND 10 YEAR STORM EVENTS PRIOR TO OUTFALL 1. DETAILED DESIGN OF THE DETENTION BASIN CAN BE SEEN ON SHEETS C6.08, C6.09 AND C6.10. CHANNEL PROTECTION FOR A MANMADE CONVEYANCE SYSTEM (9VAC25-870-66.1) WAS MET AT OUTFALL 1 BY USING THE ENERGY BALANCE EQUATION, SEE COMPUTATIONS THIS SHEET. FLOOD PROTECTION REQUIREMENTS FOR THE OUTFALL WAS MET BY DECREASING THE SITE PEAK FLOW RATE FOR THE 2-YEAR 24-HOUR STORM AND 10-YEAR 24-HOUR STORM FROM PREDEVELOPMENT TO POSTDEVELOPMENT CONDITIONS. THE TABLE BELOW DETAILS THE ALLOWABLE DISCHARGE FROM THE ENERGY BALANCE EQUATION FOR THE 1-YEAR STORM COMPARED TO THE POSTDEVELOPMENT 1-YEAR DISCHARGE FROM THE SITE. OUTFALL 1 ALLOWABLE (CFS) DETAINED (CFS) 1-YEAR STORM 8.63 4.99 Qdeveloped = I.F. * (Qpre-developed*RVpre-developed)/RVdeveloped Qdeveloped = 0.8 * (16.15*0.917)/1.373 = 8.63 Qpre-developed = 16.15 cfs RVpre-developed = 0.917 of RVdeveloped = 1.373 of I.F.= 0.8 ( S P�-e 'to outfall 1 Sj s Doi t'f a I l rtY4 � Y > Post - 1 P I" lA, �- e lc- t Iasi PtO ByPSISite Afe,a v. Dewberry Figure 2.1- Pre -Development Curve Number Value Calculation TR-55 Curve Number Values for Urban Areas CN'S FOR RUNOFF IN URBAN AREAS COVER DESCRIPTION AVG. PERCENT IMPERV AREA CN FOR SOIL GROUP: A B C D COVER TYPE OPEN SPACE: (LAWNS, PARKS, ECT.) GRASS COVER < 50% 68 79 86 89 GRASS COVER 50% TO 75% 49 69 79 84 GRASS COVER >75% 39 61 74 80 IMPERVIOUS AREAS: PAVED PARKING LOTS, ROOFS, DRIVEWAYS, ECT, 98 9$ 98 98 STREETS AND ROADS: PAVED; CURBS AND STORM SEWERS 98 9$ 98 98 PAVED; OPEN DITCHES 83 89 92 93 GRAVEL 76 85 89 91 DIRT 72 82 87 89 URBAN DISTRICTS: COMMERCIAL AND BUSINESS 8S% 89 92 94 95 INDUSTRIAL 72% 81 88 91 93 VRRM DRAINAGE AREA CN SOIL TYPE ACRES PRODUCT OPEN SPACE 74 C 7.91 585.34 IMPERVIOUS AREAS 98 C 1.60 156.8 URBAN DISTRICTS TOTAL AREA 9.51 TOTAL PRODUCT 742.14 COMPOSITE CN �7"8 10-YR CA 78 78 1-YEAR PREEVELOP ENT STORM CALCULATIONS OUTFALL 1 HydroCAD - UVAF Tennis Facility (Detention Pond) Type 1l 24-hr 9 Rainfall=3.04" Prepared by DEWBERRY Printed 5/2/2019 HydroCADO 10.00-21 s/n 05760 © 2018 HydroCAD Software Solutions LLC Page 1 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentSS: DA Pre (to outfall) Runoff Area=9.510 ac 0.00% Impervious Runoff Depth=1.16" Tc=11.1 min CN=78 Runoff=16.15 cfs 0.917 of Subcatchment13S: Proposed Site Area (to Runoff Area=9.710 ac 0.00% Impervious Runoff Depth=1.70" Tc=9.4 min CN=86 Runoff=25.84 cfs 1.373 of Reach 5R: Outfall inflow=4.99 cfs 1.393 of Outflow=4.99 cfs 1.393 of Total Runoff Area = 19.220 ac Runoff Volume = 2.290 of Average Runoff Depth = 1.43" 100.00% Pervious) = 19.220 ac 0.00% Impervious = 0.000 ac HydroCAD - UVAF Tennis Facility (Detention Pond) Type 11 24-hr 9 Rainfall=3.04" Prepared by DEWBERRY Printed 5/2/2019 HydroCAD® 10.00-21 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 5S: DA Pre (to outfall) Runoff - 16.15 cfs @ 12.03 hrs, Volume= 0.917 af, Depth= 1.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type 11 24-hr 1 Rainfall=3.04" Area (ac) CN Description ' 9.510 78 9.510 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.1 Direct Entry, Subcatchment 5S: DA Pre (to outfall) Hydrograph 18- ❑ Runoff 17 16.15 cfs - 16- Type 11 24-hr 15� 14 1 Rainfall=3.04" 13 Runoff Area=9.510 ac 12 11 . Runoff Volume=0.917 of 10 Runoff Depth=1.16" 3 9- ,� 6 Tc=11.1 min CN=78 61 to 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Dewberry Figure 2.2 - Post -Development Curve Number Value Calculation TR-55 Curve Number Values for Urban Areas CN'S FOR RUNOFF IN URBAN AREAS COVER DESCRIPTION AVG. PERCENT IMPERV AREA CN FOR SOIL GROUP: A B C D COVER TYPE OPEN SPACE: (LAWNS, PARKS, ECT.) GRASS COVER < 50% 68 79 86 89 GRASS COVER 50% TO 75% 49 69 79 84 GRASS COVER >75% 39 61 74 80 IMPERVIOUS AREAS: PAVED PARKING LOTS, ROOFS, DRIVEWAYS, ECT, 98 98 98 98 STREETS AND ROADS: PAVED; CURBS AND STORM SEWERS 98 98 98 98 PAVED; OPEN DITCHES 83 89 92 93 GRAVEL 76 85 89 91 DIRT 72 82 87 89 URBAN DISTRICTS: COMMERCIAL AND BUSINESS 85% 89 92 94 95 INDUSTRIAL 72% 81 88 91 93 VRRM DRAINAGE AREA A CN SOIL TYPE ACRES PRODUCT OPEN SPACE 74 C 4.86 359.64 IMPERVIOUS AREAS 98 C 4.85 475.3 URBAN DISTRICTS *1, 2, 10 Year Values from VRRM TOTAL AREA 9.71 TOTAL PRODUCT 834.94 COMPOSITE CN* 1-YR 2-YR 10-YR CALC 86 $6 86 86 1-YEAR POSTIDIEVELOPMENT STORM CALCULATIONS OUTFALL 1 HydroCAD - UVAF Tennis Facility (Detention Pond) Type // 24-hr 1 Rainfall=3.04" Prepared by DEWBERRY Printed 5/2/2019 HydroCAD@ 10.00-21 s/n 05760 © 2018 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 13S: Proposed Site Area (to Outfall) Runoff - 25.84 cfs @ 12.01 hrs, Volume= 1.373 af, Depth= 1.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type 11 24-hr 1 Rainfall=3.04" Area (ac) CN Description 9.710 86 9.710 100.00% Pervious Area Tc Length Slope Velocity Capacity Description __(min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 Direct Entry, Subcatchment 13S: Proposed Site Area (to Outfall) Hydrograph 20 18 u 16 14 0 4 Runoff Type 11 24-hr 1 Rainfall=3.04" Runoff Area=9.710 ac Runoff Volume=1.373 of Runoff Depth=1.70" Tc=9.4 min CN=86 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) HydroCAD - UVAF Tennis Facility (Detention Pond) Type ll 24-hr 9 Rainfall=3.04" Prepared by DEWBERRY Printed 5/2/2019 H droCAD® 10.00-21 s/n 05760 ©2018 HydroCAD Software Solutions LLC Page 4 Summary for Reach 5R: outfall [40) Hint: Not Described (Outflow=Inflow) Inflow Area = 9.710 ac, 49.74% Impervious, Inflow Depth = 1.72" for 1 event Inflow = 4.99 cfs @ 11.97 hrs, Volume= 1.393 of Outflow - 4.99 cfs @ 11.97 hrs, Volume= 1.393 af, Atten 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach 5R: Outfall Hydrograph " Inflow 0 Outflow Dewberry Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax:804.290.7928 www.dewberry.com z O �-- .- O z z W 0S�e O cr t.L Q U ® Q Q _._. O ® U Cc ® -- (� z < U) z _® w J CC a W 0 ® 1 1 1 W z _ U U z < O LL U CD U) o ® 0 z I__ K SEAL a14t"+4+f •�r►.��.r `ti 0 4 m a s o F. CAMERO' Lic.'No. 0 020 5275 0,,►, I C. � ,�► r�000" A4 � k"kk KEY PLAN SCALE REVISIONS 4 06/20/19 ACO REVISION 4 3 05/10/19 ACO REVISION 3 2 02/27/19 ACO REVISION 2 1 01/03/19 ACO 100% DOCUMENTS 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description 171ILTA 1111 APPROVED BY FCP CHECKED BY DMK TITLE A , • 1 WA AkIlML DEI PROJECT NO: 50100451 SHEET NO. r � , Time (hours) HydroCAD - UVAF Tennis Facility (Detention Pond) Type I/ 24-hr 2 Rainfall=3,68" Prepared by DEWBERRY Printed 5/2/2019 HydroCAD@10.00-21 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 1 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN E Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment5S: DA Pre (to outfall) Runoff Area=9.510 ac 0.00% impervious Runoff Depth=1.64" Tc=1 1, 1 min CN=78 Runoff=23.03 cfs 1.296 of Reach 5R: Outfall Inflow=6.75 cfs 1.847 of Outflow=6.75 cfs 1.847 of Total Runoff Area = 9.510 ac Runoff Volume = 1.296 of Average Runoff Depth = 1.64" 100.00% Pervious = 9.510 ac 0.00% Impervious = 0.000 ac HydroCAD - UVAF Tennis Facility (Detention Pond) Type // 24-hr 2 Rainfafi=3.68" Prepared by DEWBERRY Printed 5/2/2019 HydroCAD@10,00-21 s/n 05760 @2018 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 5S: DA Pre (to outfall) Runoff = 23-03 cfs @ 12.03 hrs, Volume= 1.296 af, Depth= 1.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type 11 24-hr 2 Rainfall=3,68" Area (ac) CN Description 9.510 78 9.510 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) D 11.1 Direct Entry, Subcatchment 5S: DA Pre (to outfall) (1- Hydrograph 25 Q Runoff 23 Type 11 24-hr 22 20- 21; 2 Rainfall=3.68" 19 18, Runoff Area=9.510 ac 16Runoff Volume=1.296 of 3 13 14 Runoff Depth=1.64" LL 12 jjTc=11.1 min 10; 9� CN=78 - -------------- 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) HydroCAD - UVAF Tennis Facility (Detention Pond) Type // 24-hr 2 Rainfall=3.68" Prepared by DEWBERRY Printed 5/2/2019 HydroCAD® 10,00-21 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Parma 3 Summary for Reach 5R: Outfall [40] Hint: Not Described (Outflow= Inflow) Inflow Area = 9.710 ac, 49.74% Impervious, Inflow Depth = 2,28" for 2 event Inflow = 6.75 cfs @ 11.97 hrs, Volume= 1.847 of Outflow 6.75 cfs @ 11.97 hrs, Volume= 1.847 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach 5R: Outfall Hydrograph 0 U. IV 12 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Inflow 0 Outflow [0] ills. J'f� K4 LAj 1 [411 W, il I f U 'm SILIno"f HydroCAD - UVAF Tennis Facility (Detention Pond) Type // 24-hr 10 Rainfall=5,56" Prepared by DEWBERRY Printed 5/2/2019 HydroCAD@10.00-21 s/n 05760 02018 HydroCAD Software Solutions LLC Page 4 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment5S: DA Pre (to outfall) Runoff Area=9.510 ac 0,00% Impervious Runoff Depth=3.19" Tc=11.1 min CN=78 Runoff=44.81 cfs 2.531 of Reach 5R: Outfall Inflow=40.26 cfs 3246 of Outflow=40.26 cfs 3.246 of Total Runoff Area = 9.510 ac Runoff Volume = 2.531 of Average Runoff Depth = 3.19" 100.00% Pervious = 9.510 ac 0.00% Impervious = 0.000 ac HydroCAD - UVAF Tennis Facility (Detention Pond) Type // 24-hr 10 Rainfafl=5.56" Prepared by DEWBERRY Printed 5/2/2019 HydroCAD® 10.00-21 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 5S: DA Pre (to outfall) Runoff = 44.81 cfs @ 12.03 hrs, Volume= 2.531 af, Depth= 3.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type If 24-hr 10 Rainfall=5.56" Area (ac) CN Description 9.510 78 9.510 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11A Direct Entry, Subcatchment 5S: DA Pre (to outfall) Hydrograph 50 48; Q Runoff ds 44: Type 11 24-hr 42- 40-_ 10 Rainfall=5.56" 38 36 34 :, Runoff Area=9.510 ac � 32 30;Runoff Volume=2.531 of 28, 4 0 26, Runoff Depth=3.19" �: 24 0 M 22 Tc=11.1 min 20- 18 CN=78 16-, 14 12f 10- 8' 6- 4 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) HydroCAD - UVAF Tennis Facility (Detention Pond) Type // 24-hr 10 Rainfall=5.56" Prepared by DEWBERRY Printed 5/2/2019 HydroCAD010.00-21 s/n 05760 @2018 HydroCAD Software Solutions LLC Page 6 Summary for Reach 5R: Outfall [40] Hint: Not Described (Outflow=lnflow) Inflow Area = 9.710 ac, 49.74% Impervious, Inflow Depth = 4.01" for 10 event Inflow = 40.26 cfs @ 12.06 hrs, Volume= 3,246 of Outflow = 40.26 cfs @ 12.06 hrs, Volume= 3.246 af, Atten= 0%, Lag= 0.0 min Routing by Star-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach 5: Outfall Hydrograph LL Time (hours) F1_)Inflow __) 10 Outflow 3 1 '1 5 NODE 4S OUTPUT OUTFALL 1 NODE 4S OUTPUT OUTFALL 1 Dewberryie HydroCAD - UVAF Tennis Facility (Detention Pond) Type // 24-hr I Rainfall=3, 04 HydroCAD - UVAF Tennis Facility (Detention Pond) Type // 24-hr 10 Rainfal/=5.56" Dewberry Engineers Inc. Prepared by DEWBERRY Printed 5/2/2019 Prepared by DEWBERRY Printed 5/2/2019 4805 Lake Brook Drive, Suite 200 HydroCAD@ 10,00-21 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page I HydroCAD@ 10.00-21 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 5 Glen Allen, VA 23060 Phone: 804.290.7957 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Time span=0.00-48,00 hrs, dt=0.01 hrs, 4801 points Fax: 804.290.7928 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Runoff by SCS TR-20 method, UH=SCS, Weighted-CN www.dewberry.com Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment4S: Pro Bypass Site Area Runoff Area= 1.840 ac 14.67% Impervious Runoff Depth= 1. 16" Subcatchment4S: Pro Bypass Site Area Runoff Area=1.840 ac 14.67% Impervious Runoff Depth=3,19" z Tc=5.0 min CN=78 Runoff=3.96efs 0.177 of Tc=5.0 min CN=78 Runoff=10.76 cfs 0.490 of 0 Total Runoff Area = 1.840 ac Runoff Volume = 0.177 of Average Runoff Depth = 1.16" Total Runoff Area = 1.840 ac Runoff Volume = 0.490 of Average Runoff Depth = 3.19" 0 85.33% Pervious = 1.570 ac 14.67% Impervious = 0.270 ac 85.33% Pervious = 1.570 ac 14.67% Impervious = 0.270 ac < ? r1K F- 0 z z Uj HydroCAD - UVAF Tennis Facility (Detention Pond) Type // 24-hr I Rainfafl=3,04" HydroCAD - UVAF Tennis Facility (Detention Pond) Type // 24-hr 10 Rainfall=5,56" 0 Prepared by DEWBERRY Printed 5/2/2019 HydroCAD@ s/nO5760 @2018 HydroCAD Software Solutions LLC Pa_qe 2 Prepared by DEWBERRY Printed 5/2/2019 HydroCAD@ 10.00-21 05760 @ 2018 HydroCAD Software U_ < 0 < s/n Solutions LLC Page 6 Z z Summary for Subcatchment 4S: Pro Bypass Site Area Summary for Subcatchment 4S: Pro Bypass Site Area < 0 3 0 Z Runoff = 3.96 cfs @ 11.97 hrs, Volume= 0.177 af, Depth= 1.16" Runoff = 10.76 cfs @ 11.96 hrs, Volume= 0.490 af, Depth= 3.19" Z U) 0 1-4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs (D < Z 5 co Type 11 24-hr 1 Rainfall=3.04" Type 11 24-hr 10 Rainfall=5.56" CC < 0 LU Area (ac) CN Description Area (ac) CN Description > LL. 0 CC 0.270 98 Paved roads w/curbs & sewers, HSG C 1.570 74 >75% Grass Good, HSG C 0.270 98 Paved roads w/curbs & sewers, HSG C _j X cf: LL cover, 1.570 74 >75% Grass cover, Good, HSG C _j < Uj X 1.840 78 Weighted Average 1.570 85.33% Pervious Area 1.840 78 Weighted Average 1.570 0 85.33% Pervious Area z 0.270 14.67% Impervious Area 0.270 14.67% Impervious Area < 0 Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description LL (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 Direct Entry, 0 CC z C C) Subcatchment 4S: Pro Bypass Site Area Subcatchment 4S: Pro Bypass Site Area Uj Hydrograph Hydrograph > 9fi 13 ft 1 12 10 o� Q Runoff Uj z 4 �11 Type 11 24-hr 11 10 Type 11 24-hr D 1 Rainfall=3.04" 10 Rainfall=5.56" Runoff Area=1.840 ac Runoff Area=1.840 ac SEAL 3 Runoff Volume=0.177 of Runoff Volume=0.490 of Runoff Depth=1.16" 7 6 Runoff Depth=3.19" :F F. CAM R01"-, 4- 0 2 Tc=5.0 min LL 5 .Tc=50 min ?, - PALMOR, E CN=78 4 CN=78 Lic.No, 0 020 �5275 3 0' 2 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 0 115d 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 KEY PLAN Time (hours) Time (hours) HydroCAD - UVAF Tennis Facility (Detention Pond) Type // 24-hr 2 Rainfall=3.68" Prepared by DEWBERRY Printed 5/2/2019 HydroCAD@ 10.00-21 s)ln 05760 0 2018 HydroCAD Software Solutions LLC Page 3 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment4S: Pro Bypass Site Area Runoff Area=1.840 ac 14.67% Impervious Runoff Depth=1.64" Tc=5.0 min CN=78 Runoff=5.60 cfs 0.251 of Total Runoff Area = 1.840 ac Runoff Volume = 0.251 of Average Runoff Depth = 1.64" 85.33% Pervious = 1.570 ac 14.67% Impervious = 0.270 ac HydroCAD - UVAF Tennis Facility (Detention Pond) Type // 24-hr 2 Rainfall=3.68" Prepared by DEWBERRY Printed 5/2/2019 HydroCAD@10.00-21 s/n 05760 @2018 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 4S: Pro Bypass Site Area Runoff = 5.60 cfs @ 11.96 hrs, Volume= 0.251 af, Depth= 1.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type 11 24-hr 2 Rainfall=3,68" Area (ac) CN Description 0.270 98 Paved roads w/curbs & sewers, HSG C 1.570 74 >75% Grass cover, Good, HSG C 1.840 78 Weighted Average 1.570 85.33% Pervious Area 0.270 14.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 4S: Pro Bypass Site Area Hydrograph Type 11 24-hr 5 _I I A 2 Rainfall=3.68" Runoff Area=1.840 ac 4 Runoff Volume=0.251 of JT �a Runoff Depth=1.64" B, 3 0 LL k Tc=5.0 min 0 0 2 4 6 8 10 12 '14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) SCALE REVISIONS 4 3 06/20/19 05/10/19 ACO ACO REVISION 4 REVISION 3 2 1 02/27/19 01/03/19 ACO ACO REVISION 2 100% DOCUMENTS 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY QLG APPROVED BY FQP CHECKED BY DMK Iffla OUTFALL CALM -LA DEI PROJECT NO: 50100451 SHEET NO. 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U () z >_ < 0 F-- L L 0 U) U) e C 1: W - �_ z C) 0 Ir- > -e-- � W z �_ D _� �,. 41 T . SE:AL I - �� / a 1� 'W �, 4 $Aq ', "' - ;7 0, "O' V. UA-1 r-4eliji'l-11, " Ift 1� i� -*. Q , ��, _�� ;�_ PAIMOITZE, �,: 1* �, i , L i c. INk.), 0 0 2 11 - 9 25 11 I *_"_�;' ��,_ .it %. � � I - -�- -it, " - .,0 .10 -41 , IV. ;� , " � .1 A 0;;-�,',%, zl t , 'A i ", .fo� � . t ) 90404 ;�,�. 1� . V. 4 KEY PLAN SCALE 0) 60' 120' "? - SCAL'r_: 1 " = 60 REVISIONS 1 -7 4 . 06/20/19 ACO I REVISION 4 I REVISION 3 2 02/27/19 ACO I REVISION 2 1 01/03/19 ACO I I 00% DOCUMENTS 47/23/18 JRC � 1100% DOCUMENTS ,,00 DATE BY I Description � DRAWN BY QLQ B FQP CHECKED BY _QMK . TITLE DEI PROJECT NO: 50100451 Tt, = travel time (hi), it = Maniiiing's rortghness coefficient (ta-ble 3-1) L = flow length (ft) P;2 = 2-year, 24-hom, ratinfall (in) s = slope of hychatilic grade line 0and slope, ft/ft) V = average velocity fft/s) r = hychrawlic raditis (ft) and is eqLial to a/p, a � cross sectional flow area (ft2) p, = wetted peri-Meter (ft) s = slope of the hydramlic grade hiie (chamiel slope, ftlft) n = Manning's rotighness coefficie'-Qt for opeD chaju-nel -flow. SHEET NO, - , _,_ - , I 1- _� �' I � � I � 1i I '� - � i I � I I � I � .. I _91, I-, � X`111� V-i . 1 1- ---� - -- --- - - - - _ -- ---- l uIlewnerry A 11V I�I=1 =1 =1T MirMANAGED TURF = 8.12 ACRES IMPERVIOUS COVER m 1.63 ACRES m MANAGED TURF = 4.87 ACRES Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 28060 Phone: 804.290.7957 Fax: 804.290.7928 vnvvv.dewberry, m F- 9 z Uj F ? m. SEAL41 ' a� F. C7� � }x a '~ IJAIMOI E i' Y ELT+ a 0 11 KEY PLAN SCALE 0' 80' 100' SCALE. 1 " 80 REVISIONS I 4 06/20/19 ACO REVISION 4. 3 05/10/19 ACO REVISION 3 2 02/27/19 ACO REVISION 2 1 01/03/19 ACO 100% DOCUMENTS 07/23/18 ,1RC 100% DOCUMENTS No. DATE BY Description DRAWN BY C LQ APPROVED BY 1=CP CHECKED BY QMK TITLE PRE j' POST DEVELOPMENT LAND USE MAPS DEI PROJECT NO: 50.100451 SHEET NO. � � @� � D ���� ���������J�J��� U� THE TOTAL DISTURBED AREA OF THE SITE IS 8.75 ACRES. THROUGH THE USE OF THE VRRW SPREADSHEET' IT WAS DETERMINED THAT A PHOSPHORUS LOAD OF 6.90 POUNDS PER YEAR NEEDED TO BE REMOVED FROM THE SITE. THIS WAS ACCOMPLISHED THROUGH THE PURCHASING OF STORWW/TER CREDITS AND THE USE OF 1.1 LB/YR OF CREDITS FROM THE GOLF COURSE PROJECT (WP0201800016). DEQ Virginia Runoff Reduction Method Re -Development Compliance Sprea 0 2011 BIVIP Standards and Specifications L] 2013 Draft BIVIP Standards and Specifications Project Name. UVAF Tennis Facility Date: 5/1/2019 Development Linear No Site Information Post -Development Project (Treatment Volume and Loads) | Enter Total DWsturbe d Area -� Pre-ReDevelopment Land Cover (acres) TOTAL REQUIREMENT 6.90 LB/YR NUTRIENT CREDITS 5.80 LB/YR data input cells constant values calculation cells 9.75 Check: Land cover areas entered correctly? Total disturbed area entered? A Soils Bsolls C Soils D Soils Totals Forest/Open Space (acres) -- undisturbed, Mo protected forest/open space or reforested land 0.00 Managed Turf (acres) -- disturbed, graded for 8.12 yards or other turf to be mowed/managed 8.12 Impervious Cover (acres) 1.63 1.63 Post -Development Land Cover (acres) A Soils B Soils C Soil D Soils Totals Forest/Open Space (acres) -- undisturbed, 0.00 protected forest/open space or reforested land MCI Managed Turf (acres) - disturbed, graded for 4.87 yards or other turf to be mowed/managed 1 1 4.87 1 Impervious Cover (acres) 4.88 4.88 nstants | Rainfall Rainfall Event 31 Nitrogen (TN) EMC (a let TP Load (lb/acre/yr) initless correction facto Land Cover Forest/Open Space Cover (acres) Weighted Rv(forest) mpurest Managed Turf Cover (acreo) vvmg:/^dnv(m«) % Managed Turf Impervious Cover (ac,oy) wv(/mperviov4 m/mpenxvu, Total Site Area (ame,) nme*v 43 1.00 o2* 1.86 n.4/ oyO Listed Adjusted ~ 0.22 0.22 '51170 Treatment Volume and Nutrient Load Runoff Coefficients (Rv) Treatment Volume and Nutrient Load Runoff Coefficients (Rv) D Soils Land Cover Summary -Post (Final) Post Reoev.eNew Impervious 0.00 Managed Turf Cover 4.87 Weighted Rv (turf) 0,22 % Managed Turf 50% Impervious Cover (acres) 418 % Impervious Final Site Area (acres) 9.75 Final Post -Development Pre-ReDevelopment Treatment Volume Pre-ReDeveiopment Treatment Volume Final Post -Development (cubic feet) (cubic feet) Final Post- *re- Re Development TPmad per acre Final Post- Development TP Load per acre Land Cover 5ummary-Past Land Cover Summary -Post Post -Development New Impervious Forest/Open Space 0100 Cover (acres) % Forest Managed Turf Cover Weighted Rv (turf) 0.22 IReDev, Impervious Cover! New Impervious Cover % Impervious Total ReDev. Site Area 6150 Treatment Volume and Nutrient Load Post -Re Development Post -Development Treatment Volume 0.2183 iI 1 Treatment Volume 0.2S73 Post-ReDevelopment Post -Development Treatment Volume 91510 ITreatment Volume (cubic 11,208 (cubic feet) Post -Development TP Load 5.98 Load per arre Baseline rpLoad Vu/y, Max. Reduction Required ` (0.4zum/acm/rapplied mpre-redevelopment area excluding pervious land 2.67 (Wow Pre- 20% . | proposed for new impervious cover) moummovmmxLmm) | 0 | | | | 'Adjusted Land coveSummmry **ReDevelopmmrland cover minus pervious �ond cvvee fforest/operi space mmoraged '141,mfremycvropme«/fa( JeW jI,1r?Pe(*oj�Smver. Adju/u,dtotal o,mogexccosiste^cwith Pv�/-x(,Oe,elopmmtocreagcI(rnmwsacreage of oew,mpem/ousm,*r)- ool,mn/c*cwmlonureduc*vorppu'/emp°t/orvrwonprrviouamm,(bcueuo"new development load limit, u4zmv»cvvyevr), TP Load Reduction Required (lb/yr) TpLoad Reduction Required for Redeveloped Area Nitrogen Loads (informational Purposes Only) Final Post -Development TIN Load Pre-ReDevelopment TN Load (lb/yr) 54A1 (Post -Re Development & New Impervious) 93.12 TPLoad Reduction Required for New 5.71 Impervious Area (lb/yr) SHAEFER NUTRIENT BANK Permit Applicant: University of Virginia Foundation c/o Cameron Pa|nnore,P.E,LS Dewberry 4OO5Lake Brook Drive, Suite 2DO G|enAUen,VA23O6O RE: Nutrient Offset Availability Ronald Green /8roker\ Date: May lIO19 Project Reference: UVAFoundation Tennis Stadium Attention: Cameron Pa|nnoreP.E,L9 This letter is to confirm the availability ofauthorized nonpoint nutrient offsets etour Shaefer Nutrient Bank project located in Goochland County, The Shaefer Nutrient Bank project has received operational status through the Chesapeake Bay Watershed Nutrient Exchange Program (Virginia [ode 62.1-44.19:14 et seq.) of the Virginia Department of Environmental Quality. Shaefer Nutrient Bank currently has 28.34 pounds of phosphorus offsets and 127.16 pounds ofnitrogen offsets available for transfer inthe approved service area inthe James River watershed. These offsets were certified pursuant to the Chesapeake Bay Nutrient Exchange Program by Virginia Department ofEnvironnoento|Qua |ityandtheVirQiniaDepartment ofConservation andRecreation tu be used as compensation for state or local permit water quality requirements, These offsets have been generated and are transferable according to lU.I-60].8:1ofthe code ufVirginia. Per your request, the project would like to purchase 5.80 lbs./yr. of phosphorus nutrient credits or 26.04 lbs./yr. of nitrogen credits. Shaefer Nutrient Bank upon execution of a credit purchase agreement and payment shall transfer those credits to the project owner. The 5.80 phosphorus credits or 26.04 nitrogen credits will beavailable for 45days from the date ofthis letter. If we can provide further assistance please do not hesitate to contact me at 804-908-4171. Sincerely, -- Ron Green (Broker) SHAEFER NUTRIENT BANK Permit Applicant: University ofVirginia Foundation c/o Cameron Pa}rnnne,P£,LS Dewberry 48OSLake Brook Drive, Suite 200 Glen Allen, VA23O6O RE: Nutrient Credit Pricing Date: May 3,2019 Attention: Cameron Pa|more P.E.,LS Project Reference: UVA Foundation Tennis Stadium Mr.Polmore, Pursuant to your request to obtain 5.80 phosphorus credits for the above referenced project, Shaefer Nutrient Bank has the available credits necessary for this project. A price of $9,500.00 per credit for a total of $55,100.00 will be required to purchase the nutrient credits. This price shall be available for a period of 45 days from the date of this letter. Let me know if this is acceptable and I will forward a credit purchase agreement for this transfer. Thank you, Ron Green (Broker) Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phon*:eo*.uoV.rnor Fax:oo4.uyo.ry28 SEAL AP w 00 RB88K]N8 No. DATE BY Description DRAWN BY CLG APPROVED BY FCP CHECKED BY DMK DEI PROJECT NO: 50100451 SHEET NO. 1 STRUCTURE DRAINAGE AREA MAP 14 C a A UNDETAINED ONSITE RUNOFF DA - 1.54 AC. c=0.47 ,rr WE 11 0 1 Wwr VfYN1Y IV JIIYI 04 DA = 0.08 c = 0.90 SLOT DRAIN TO STM ^ _ ^ 04 2 3 4 5 Dewberry' RUNOFF REDUCTION & DRAINAGE MAP Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 `Y t +'' rF j f ,> j 1 . ,� ti,,'\., Glen Allen, VA 23060 «. f` Phone: 804.290.7957 � � "� •,, 1, T C��fjj/ , ,f�/ f/ `� � ,, � ,,�' <, >�, •^_ ..,.�..__ \ � B / / /,,d r ; ,/ �, Fax: 804.290.7928 ��'7+ \ , f f fl.., Ord ' r 1d` y ff �r '•..'•' �.,,� `\ \�t'r, �M /t•/ / r'� /, t/ Ed,,r www.dewberry.com «f �/` .x;" \ \ ''i,, ''/ � � r / ..... 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':.: . /'.., / `�\ � . , t\ �\ ° f �, , �^''f � . _ ; ''ems_... ... , �;/� �.. ., � .�,/,�, /� ,' ` . �. �,: /� _,�':�",i. ��/ ��i.. �z SCALE r' 4 1 � } ' / + i .. �� j .N t �� A I•rT I F Y1' 'i ol DETENTION POND ✓ ,; �� TOTAL ACREAGE: 7.87 AC. �,�� �, .// �, ✓ TOTAL IMPERVIOUS (CN=98): 4.56 AC. TOTAL PERVIOUS ( J CN=74): 3.31 AC.'' ,'/;f/��f'� I ` �! 9 e _ � 6 '�S \ � � i i I � � ! I � F� "�� •., .-�.... r..r�,. �.,�� ETA" 1 7 � « !!! /i 7 � "idll �' �� { 1 1� � � � S �.a � t t _ 1x 0 i � 0 1 �� \ . , i . A 1-....... v.. ":' h �': ��'"*.. a �` �"t. .�. , .. �"� �/,.<``f '.Yg "`v..-. .� .� °'4"^. .,.' - / B ,� P t i � ! / t � ti. A � ``-...,..,...' �'r,✓' 0' 80' 160' SCALE: 1 " = 80 REVISIONS 4 06/20/19 ACO REVISION 4 3 05/10/19 ACO REVISION 3 2 02/27/19 ACO REVISION 2 1 01/03/19 ACO 100% DOCUMENTS 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description DRAWN BY CLG APPROVED BY FCP CHECKED BY DMK TITLE DRAINAGE AREA MAPS DEI PROJECT NO: 50100451 SHEET NO. . 1. i g Dewberry Q1) Dewberry E-ngineers Im. 4805 Lake Brook Glen Allen, VA Drive, Sufte 200 P-3060 Phone: 804.290.7957 Fax: 804.290.7928 -4` D C) < 0 C2, z Z z 0 > L X 0 z F- L-L 01 U) 00 c1c z 0 LLJ z W z D SEAL 14 )ZI I NIA R CMAERON U P, PAIM-1.01R., T, TYa 4, Lic. 0 020-5527" fo Af NA KEY PI-J-\.N o "CAL- u RE -VISIONS 06/20/19 NCO REVISION A 3 05/10/19 ACO —ACO REVISION 3 F-2-- 022/27/—/11-9 REVISION 2 1 01/0, I ACO '100% DOCUMENTS 07/13/18 No. DATE J.1RC1 BY T '100% DOCUMENT" I Description DRAWN BY APPROVED BY ("HECKED By -1111E CLG FQP r )MK STORM SEWER CALCULATIONS DEI PROJE-IG-T NO: 50100451 SHEET NO. m7 I Dewberry op 1 C r' ter, � w " 4, `" r 5m ,1 / -gy.�x i �._ rg All POND 'i .. ,. �.:� ./ ��.., .."�.,•-.-"'�.� Yam-= :s- ...W--�--..••-,'...""""'. _,>.,`a.,y _ _, J'�'>� � 1 r \ \ r9 _ y+ r a A' .. , .r----'--' >e.u.�.-• ,> . -< � ,...'o-�""r ;�;� � C' rt�. 'µme fff { _ f _ r •, +' ts) `-' 1, ,y _. 'a ;, �"*'v, 5'� �"y +- '�". *tl /'�r_gM1 r {<,�yi�,sT°,syi-• � �y�-`°�t�<�� '.� r >^, :, 3 x. j -- 1 �j tW. 3'jl 1, vti'+'i^ i` , Pit Y / 1 ,l ,_ ,. ,y/ « t I�cl. a 5, , ..,;,� -�,� � '.,4 -'. 1,.. ✓ � "" }'Q \ 'Ti ems" Q , mac_ � ,_�_ ,,,, '°^• <'> �:. a, >, .i� �, 1 �,... a P m 5_, "<» 11A F r A 4 S t�O10 1 a. w C„J I t,� 611, � N ( < 1 %3! , 1 / �y J ORY MAINTENANCE BUILDING , e. w y X-1 3 z. O, •,, `'>. `fie - ✓" '--a.:,._ F.... 'Qc ~" GF i. <.i '>Q ''i. ',4,Q ,, 1''1 � d' ✓ i_rf -� �id . fjffj _V i� PROP. VAR1, r_. ' > !MAINTENANCE ' I BUILDING ADDITION F J _ a WIDTH PROP. VARIAOL' J/ A STORMWATER -.+'" q,-. !• ,�, fj 4''s ,q °�„°•r -'h<_.._._.....,. I � -." .. I MAI'�JA��r „ 1, ,� ", EM ENT �✓ ` .,.,., � � � 0.: r�`� ,,. 'Q "�, �,. Za �1 "'•y _,_...,.__...mow+"": i s.,�,,,v:-.�-'' � *� J/J �� ✓''_ A s ri' 1-.<...v e✓J >,a 50;) I 545 545 {yam 9 w30 DUAL WALLr-IOPE _ EXISTING CRrAAOF OF S�d�� M-'I �.100-YR VISE 537/ 85' � - �..-- -40 "' !--f� TOP WIDTH 5.0' -YR WS _ . 4 Wit`1 1 l�t-' 5251 27' _ 540 N__--- 4 � y r K" 4 7 - z _ c 535 7� 535 ay i I - (� ' }IED ��RADE 'i r a _! r 0 05% P 530Ili _ _ r� I 1�A 1 _ I � r� RIS 360) I ( 25 2 i 1 =7 A a ff 'f POND 1 Arem Elevation Area Ire r Depth Inc.Volume TOTAL rail VOLUME ( re d'1. t Y i'i T rE#- i f� r> A .� 0 00 , .� � .1 „ 0 �1 � �. 0.00 5929 3, r, _ ,, 0, �0 534.0 0.10 1.00 0.15 0. ' 9760.7 00 0 1 I 1 d�0 0.17 0.'rt s 17263.08 .1 *,.7 1fr i"l V 5 - 3 +J .1 0,21 0,6_1 � 26377dJL' _ 1-1,316 .57.0 0,27 s '1.00 0.25 0.86 37:3835 08 1350 0 .0 0.31 , 1.00 -- 0.20 1.15 50047.290 w - - - _ 1-501 530.0 0°0-55 1.00 0.03 1.483 644841.23 2 FOREBAY I D EyETION BASIN OUTLET STRUCTURE DESIGN DESIGN FREEBOARD ,. DRAINAGE TOP O1' '� _- �- e � r WATER TABLE TOP OF }� 10 �. (P 1 OO-YR 100- (R 1 r SSTRUCTURE AP_ �V�� iN�� V�l�� �� -�° �r�r�9�T��1�I`gIT •,� rPI�CTI�F�� I METHOD TYPE" I I . Fr. 11 �. r09O537,27. 1. r Or?AYiiYtl 1 F5.3OrO POST°_Y,CONOITIONS DISCHIIIRCCS, 1 YEAR 1.34 C FC YEAR 3A 9 C;FS 10 YEAR a 3>51 CPS '100 YEAR 82-3CF°C TOP OF ! A 1. !E° EV = 335.50 HDPE TRASH SH RACK RISER IEL EV = 5 36.` 0 r' TRASH RACr, OVERHANG RY 1.0' SQUARE CONCRETE RISER 9 I FIDPE TRASH RACK 5" ORIFICE Y lid. 5• � ,50 e� 1 A* r, • $ OCITLI ): • Y L j' V s r 3 1 a •i ". 4 G 3.3 1 9 - is p i �.r I i � OUT ��. ,�-� , •9 3 �J A. 9 r s 10f RJ SCALD' � U FL i 3 63 R C F) "° 1 I _ V�•' I 3•�Je I • a.a � ! u•9 .a s� � . •aea d' 6 Qe � • 599 ORIFICE [C1ifMANAGEMENT -x;lN RIfz N0 T TO SCALE E 8' NOTE REPLACE 9� ra t i'TEMPORARY 9 k i' PERMANENTRISER WITH THIS CONFIGURATION RATI N TOP OF DAM SET -FLED HEIGHT EMBANKMENT FILL SHALL CONSIST OF I CLASSIFYING S , L PER MATERIAL �lAl_, 1_A_.�IF'YIi�O CL, � A TM D-2487. EMBANKM NT AND 'FILL SHALL BE PLACED AND C01�1�, PER t `� POND 1 ! I IF, )PCCIFICATIONSI PROPOSED GROUND � 1' EXISTING GROUND EMBANKMENT CUTOFF TRENCH SHALL A=;; CON�I�T �� MATERIAL CLASSIFYING �L� M 0rI BELOW EXISTING GRADE OR 5 a - i r- t I i r' O ML PER A�33TM D2A87m BELOW PIPE, WHICIFIFVER ISDEEPER. E MEDANKM1=NT SUBGRAOE AND FILL THE TRENCH MUMS F E;X T END A-4 LIE-A'ST 'I SHALL BE PLACED AND COMPACTED FOOT INTO A STABLE, IMPERVIOUS LAYER AS PER THE "PECIFICATIO`S. OF 'SOIL AND HAVE A MINIMUM DEPTH OF P NO-jI I O <SCA11 F STORN1$d17� rER BASIN EMBAI'ElKN .N'T SECTION MOTS: 1. F l-T' R FABRIC HAIL G MIRAFI 1 �r+ �1 OR A r' EQUAL. . r � a I, A( 1 1 I MATERIAL � C L' I_ I- _ � I �. �, F"OF�y_.A �JA���. �I IA� �011,�l�i O� 1�1A,� I,l�_. �1� ��I� �.11 � �! � i�l� � �.� R ML PER ASTM D2�87. FILL SHALL E PLACED AND ���< MPACI � I� ' r �t 3 0 a / � t T } A . �� .�o��CI>-I��9�,1 �.3,� CLASS I_ RIP --RAPS 2 a 11N. DEPTH- 3r r R �v9 , L�IR. LI'�1D1 , JL,�r-� I �. BERM) ,M �H 1 t I T r•r c t tt St t r s 8 FILTER FABRIC, NOT TO SCALE SEDIMENT FOREBJAY BERM SECTION Dewbarry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen ;Alen, NIA 93060 ?none: 804290.7957 Fax: 304.9-90.7928 /vuvA,v, dewberry, rom _ _ W D __.01 Yry� �A 1, - > I 'nab AW F. IJERO PAIM0.11REs: • 1 ♦ 1S KEY PLAN SCALE 01 49 W VERTICAL SCALE 1" � 4' r)' -20' 40' I=IORILO,ATA�OfSCALE REVISION a � 1 1 I a_ 06/20/19 ,A1cO REVISION A, 3 05/10/19 ACO REVISION j I 2 02/27/19 ACO 1 REVISION 2 1 I 01/03/1�? AC0 100% DOCUMENTS Noy I DDT BY i De-sct9ptiorj MAIN BY CLG APPROVED ED BY � 3 rCP a,. 1 .� - �,Ia-IE..�r��,0 B� 1 D�1�; TITLE DETENTION PLC TN S Lit I l'OJ CT NO: 50/00451 SILLIEST NO. I WATER QUANTITY NARRATIVE 4 K 1 -YEAR STORM CALCULATIONS 1 ' Dewberry 6,10*111 19 -91 X Fool 0 WATER QUANTITY CONTROL: IN ORDER TO ACCOMMODATE THE ADDITIONAL FLOW GENERATED BY THE ADDITION OF IMPERVIOUS AREA ON THE SITE, A DETENTION BASIN WITH FOREBAY WAS DESIGNED. THE OUTFALL FOR THE DETENTION BASIN WILL IMPLEMENT AN OUTFALL STRUCTURE THAT HAS ONE (1) 5" DIAMETER ORIFICE AT 531.50' AND A TOP AT ELEV. 536.50'. THROUGH THIS DETENTION, THE FLOW RATES OF WATER LEAVING THE COMBINED SITE WERE REDUCED TO BE LOWER THAN THE PRE -DEVELOPED FLOW RATES. CHANNEL PROTECTION REQUIREMENTS FOR A MANMADE CONVEYANCE SYSTEM (9VAC25-870-66.1) WERE MET WITH THE ENERGY BALANCE EQUATION AND FLOOD PROTECTION REQUIREMENTS WERE MET BY REDUCING PEAK FLOW RATE FOR THE 2-YEAR 24-HOUR STORM AND 10-YEAR 24-HOUR STORM. THE CHART BELOW SUMMARIZES THE PRE -DETENTION AND POST -DETENTION FLOW RATES FROM THE SITE. THE POST DEVELOPMENT SITE AREA IS 50% PERVIOUS AND 50% IMPERVIOUS. THE HYDROCAD CALCULATIONS ON THIS SHEET AND SHEET 6.10 SHOW THE ROUTING OF THE DETENTION BASIN FOR THE 1, 2, 10 AND 100 YEAR STORMS. OUTFALL 1 PRE -DEVELOPMENT (CFS) DETAINED (CFS) 1-YEAR STORM 16.15 4.99 2-YEAR STORM 23.03 6.75 10-YEAR STORM 44.81 40.26 r Post1 P �Subcat> Reach FU \n Detention Basin HydroCAD - UVAF Tennis Facility (Detention Pond) Type // 24-hr I Rainfall=3.04" Prepared by Dewberry Printed 2/26/2019 HydroCADO 10.00-21 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 1 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Pond 1 P: Detention Basin Peak Elev=535.90' Storage=25,864 cf Inflow=23.12 cfs 1,216 of Outflow=1.34 cfs 1.216 of HydroCAD - UVAF Tennis Facility (Detention Pond) Type // 24-hr 2 Rainfall=3.68" Prepared by Dewberry Printed 2/26/2019 HydroCAD@10.00-21 s/n 05760 @2018 HydroCAD Software Solutions LLC Page 4 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Star-Ind+Trans method - Pond routing by Stor-Ind method Pond I P: Detention Basin Peak Elev=536.60' Storage=33,283 cf lnflow=30.03 cfs 1.596 of Outflow=3.19 cfs 1.596 of HydroCAD - UVAF Tennis Facility (Detention Pond) Type// 24-hr I Rainfall=3.04 " HydroCAD - UVAF Tennis Facility (Detention Pond) Type // 24-hr 2 Rainfall=3.68" Prepared by Dewberry Printed 2/26/2019 Prepared by Dewberry Printed 2/26/2019 HydroCAD@10.00-21 s/n 05760 @2018 HydroCAD Software Solutions LLC Page 2 HydroCAD@ 10,00-21 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 5 Summary for Pond 1 P: Detention Basin Summary for Pond 1 P: Detention Basin Inflow Area = 7.870 ac, 57.94% Impervious, Inflow Depth = 1 .85" for 1 event Inflow Area = 7.870 ac, 57.94% Impervious, Inflow Depth = 2.43" for 2 event Inflow 23.12 cfs @ 12.00 hrs, Volume= 1.216 of Inflow 30.03 cfs @ 12.00 hrs, Volume= 1.596 of Outflow = 1.34 cfs @ 13.04 hrs, Volume= 1.216 af, Atten= 94%, Lag= 61.9 min Outflow = 3.19 cfs @ 12.47 hrs, Volume= 1.596 af, Atten= 89%, Lag= 27.8 min Primary = 1.34 cfs @ 13.04 hrs, Volume= 1.216 of Primary = 3.19 cfs @ 12.47 hrs, Volume= 1.596 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 535.90'@ 13.04 hrs Surf.Area= 10,007 sf Storage= 25,864 cf Plug -Flow detention time= 203.4 min calculated for 1.216 of (100% of inflow) Center -of -Mass det. time= 203.4 min ( 1,020,2 - 816.8 ) Volume Invert Avail.Storage Storage Description #1 531.50' 64,969 cf Detention Basin (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 531.50 0 0 0 532.00 1,039 260 260 533.00 5,929 3,484 3,744 534.00 6,960 6,445 10,188 535.00 8,058 7,509 17,697 536.00 10,214 9,136 26,833 537.00 11,816 11,015 37,848 538.00 13,532 12,674 50,522 539.00 15,361 14,447 64,969 Device Routing Invert Outlet Devices #1 Primary 527.46' 36.0" Round Culvert L= 85.7' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 527.46'/ 526.17' S= 0.0151 T Cc= 0.900 n= 0.013, Flow Area= 7.07 sf #2 Device 1 531.50' 5.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 536.50' 16.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.34 cfs @ 13.04 hrs HW=535.90' (Free Discharge) t-l=Culvert (Passes 1.34 cfs of 89.69 cfs potential flow) T--2=Orifice/Grate (Orifice Controls 1.34 cfs @ 9.86 fps) 3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) HydroCAD - UVAF Tennis Facility (Detention Pond) Type // 24-hr 1 Rainfall=3.04 " Prepared by Dewberry Printed 2/26/2019 HydroCAD(R) 10.00-21 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 3 LL I ; =#q a 10 IT - �ffie �@ Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Inflow 0 P'i,na'y Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 536.60'@ 12.47 hrs Surf.Area= 11,180 sf Storage= 33,283 cf Plug -Flow detention time= 230.6 min calculated for 1.596 of (100% of inflow) Center -of -Mass det. time= 230.6 min ( 1,039.6 - 809.0 ) Volume Invert Avail.Storage Storage Description #1 531.50' 64,969 cf Detention Basin (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 531.50 0 0 0 532.00 1,039 260 260 533.00 5,929 3,484 3,744 534.00 6,960 6,445 10,188 535.00 8,058 7,509 17,697 536.00 10,214 9,136 26,833 537.00 11,816 11,015 37,848 538.00 13,532 12,674 50,522 539.00 15,361 14,447 64,969 Device Routing Invert Outlet Devices #1 Primary 527.46' 36.0" Round Culvert L= 85.7' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 527.46'/ 526.17' S= 0.0151 T Cc= 0.900 n= 0.013, Flow Area= 7.07 sf #2 Device 1 531.50' 5.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 536.50' 16.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=3.18 cfs @ 12.47 hrs HW=536.60' (Free Discharge) t-1 =Culvert (Passes 3.18 cfs of 94.09 cfs potential flow) 1:2=Orifice/Grate (Orifice Controls 1.45 cfs @ 10.65 fps) 3=Sharp-Crested Rectangular Weir(Weir Controls 1.73 cfs @ 1.05 fps) HydroCAD - UVAF Tennis Facility (Detention Pond) Type // 24-hr 2 Rainfall=3.68" Prepared by Dewberry Printed 2/26/2019 HydroCAD(E) 10.00-21 s/n 05760 (D 2018 HydroCAD Software Solutions LLC Page 6 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) F_71'n_flo- '111 L2.Primary Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804,290.7928 www.dewberry.com z 0 0 C/) 0 0 z z z W Z) V 2 0 Z) U_ 0 0 CL z 0 z 0 cc Z•Z C) > Z U) Z 0 > rr Cl) F- > IL F- 0 CC o W 0 z < 0 U_ C) • Ir W z 0 • > z W z D SEAL 14 XV4% lay& '01 F . CAMERON PALM 0-TL%1 E Lic.N'o. 0 02/0 5275 C' 00 KEY PLAN SCALE REVISIONS 4 06/20/19 ACO REVISION 4 3 05/10/19 ACO REVISION 3 2 02/27/19 ACO REVISION 2 1 01/03/19 ACO 100% DOCUMENTS 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description F0 F" I UITIM►MW VA APPROVED BY FCP CHECKED BY QMK TITLE 111 0 W I A M DEI PROJECT NO: 50100451 SHEET NO. 0 9,9 I 3 9 -9 oil 0 10-YEAR STORM CALCULATIONS HydroCAD - UVAF Tennis Facility (Detention Pond) Type 11 24-hr 10 Rainfall=5.56" Prepared by Dewberry Printed 2/26/2019 HydroCADO 10.00-21 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 1 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Pond 1P: Detention Basin Peak Elev=537,27' Storage=41,108 cf Inflow=50.39 cfs 2.757 of Outflow=36.61 cfs 2.757 of HydroCAD - UVAF Tennis Facility (Detention Pond) Type 1124-hr 100 Rainfall=9.13" Prepared by Dewberry Printed 2/26/2019 HydroCAD@ 10.00-21 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 4 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Pond 1P: Detention Basin Peak Elev=537.85' Storage=48,519 cf Inflow=88.63 cfs 5.034 of Outflow=82.38 cfs 5.034 of HydroCAD - UVAF Tennis Facility (Detention Pond) Type 1124-hr 10 Rainfall=5.56" HydroCAD - UVAF Tennis Facility (Detention Pond) Type 1124-hr 100 Rainfall=9.13" Prepared by Dewberry Printed 2/26/2019 Prepared by Dewberry Printed 2/26/2019 H dy roCAD@ 10.00-21 s/n 05760 O 2018 HydroCAD Software Solutions LLC Page 2 HydroCAD@ 10.00-21 s/n 05760 @ 2018 HydroCAD Software Solutions LLC Page 5 Summary for Pond 1 P: Detention Basin Summary for Pond 1 P: Detention Basin Inflow Area = 7.870 ac, 57.94% Impervious, Inflow Depth = 4.20" for 10 event inflow Area = 7.870 ac, 57.94% Impervious, Inflow Depth = 7.68" for 100 event 1 M Inflow - 50.39 cfs @ 12.00 hrs, Volume= 2.757 of Inflow = 88.63 cfs @ 12.00 hrs, Volume= 5.034 of Outflow - 36.61 cfs @ 12.07 hrs, Volume= 2.757 af, Atten= 27%, Lag= 4.3 min Outflow - 82.38 cfs @ 12.03 hrs, Volume= 5.034 af, Atten= 7%, Lag= 2.0 min Primary - 36.61 cfs @ 12.07 hrs, Volume= 2.757 of Primary _ 82.38 cfs @ 12.03 hrs, Volume= 5.034 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 537.27' @ 12.07 hrs Surf.Area= 12,280 sf Storage= 41,108 cf Plug -Flow detention time= 175.3 min calculated for 2.756 of (100% of inflow) Center -of -Mass det. time= 175.3 min ( 968.9 - 793.6 ) Volume Invert Avail.Stora e Storage Description #1 531.50' 64,969 of Detention Basin (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 531.50 0 0 0 532.00 1,039 260 260 53100 5,929 3,484 3,744 534.00 6,960 6,445 10,188 535.00 8,058 7,509 17,697 536,00 10,214 9,136 26,833 537.00 11,816 11,015 37,848 538.00 13,532 12,674 50,522 539.00 15,361 14,447 64,969 Device Routing Invert Outlet Devices #1 Primary 527.46' 36.0" Round Culvert L= 85.7' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 527.46' / 526.17' S= 0.0151 T Cc= 0.900 n= 0.013, Flow Area= 7,07 sf #2 Device 1 531.50' 5.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 536.50' 16.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=36.55 cfs @ 12.07 hrs HW=53727' (Free Discharge) t--1=Culvert (Passes 36.55 cfs of 98.11 cfs potential flow) 1--3=Sharp-Crested 2=Orifice/Grate (Orifice Controls 1.55 cfs @ 11.36 fps) Rectangular Weir(Weir Controls 35.00 cfs @ 2.87 fps) HydroCAD - UVAF Tennis Facility (Detention Pond) Type 1124-hr 10 Rainfall=5.56" Prepared by Dewberry Printed 2/26/2019 HydroCAD@ 10.00-21 s/n 05760 OO 2018 HydroCAD Software Solutions LLC Page 3 Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 11 Inflow ❑ Primary Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 537.85' @ 12.03 hrs Surf.Area= 13,276 sf Storage= 48,519 cf Plug -Flow detention time=131.7 min calculated for 5.033 of (100% of inflow) Center -of -Mass det, time= 131.8 min ( 909.1 - 777.3 ) Volume Invert Avail.Storage Storage Description #1 531.50' 64,969 cf Detention Basin (Prismatic)Listed below (Recalc) Elevation Surf,Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 531,50 0 0 0 532.00 1,039 260 260 533.00 5,929 3,484 3,744 534.00 6,960 6,445 10,188 535.00 8,058 71509 17,697 536.00 10,214 9,136 26,833 537.00 11,816 11,015 37,848 538.00 13,532 12,674 50,522 539.00 15,361 14,447 64,969 Device Routing Invert Outlet Devices #1 Primary 527.46' 36.0" Round Culvert L= 85.7' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 527.46' / 526.17' S= 0,0151 T Cc= 0.900 n= 0.013, Flow Area= 7.07 sf #2 Device 1 531.50' 5.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 536.50' 16.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=82.27 cfs @ 12.03 hrs HW=537.85' (Free Discharge) t-1=Culvert (Passes 82.27 cfs of 101.48 cfs potential flow) T--2=Orifice/Grate (Orifice Controls 1.63 cfs @ 11.93 fps) 3=Sharp-Crested Rectangular Weir(Weir Controls 80.64 cfs @ 3.80 fps) HydroCAD - UVAF Tennis Facility (Detention Pond) Type It 24-hr 100 Rainfall=9.13" Prepared by Dewberry Printed 2/26/2019 HydroCAD@ 10.00-21 s/n 05760 © 2018 HydroCAD Software Solutions LLC Page 6 Pond 1 P: Detention Basin Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Fi Inflow D Primary COUNTY OF ALBEMARLE Department of Community Development Construction Record Drawings (As -built) for VSMP The following is a list of information required on construction record drawings for stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the construction record drawing be prepared b_y someone other than, the designer. Please do not provide design drawings as construction record drawings. A. A signed and dated professional seal of the preparing engineer or surveyor. B. The name and address of the firm and individual preparing the drawings on the title sheet. C. The constructed location of all items associated with each facility, and the inspection records to verify proper dimensions, materials and installation. The items include, but are not limited to the following: 1. Inspection Records and photographs for pipe trenches and bedding, including underdrains. 2. Video Pipe Inspection for any pipes which are not accessible or viewable. 3. Updated Location with geo-coordinates of all facilities. 4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities. 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required for alterations from the design. 6. Plants, location and type. 7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. 8. Computations: For significant deviations from design, provide sealed computations verifying that the as -built condition is equivatent or better than design. 9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical sections and linings. 10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage must be within platted easements. Provide copies of recorded documents. 11. Guardrail, fences or other safety provisions - Display the constructed location of all safety provisions; fences, guardrail, including the type, length and applied end treatments, compared to design. 12. Material layers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to material types and depths. Include inspection reports, boring or test pit reports and materials certifications. Biofilter media trust be an approved state mix. 13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable. 14. Compaction reports are required to verify fill compaction in dams. 15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning. Dewberry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, VA 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.dewberry.com •. LL < 0 cc cr < C 0 SEAL ��o%`�?• i~ d i s 4 o F. CAMEROIN z t'A ILMtP.F '` V Z Lic. tio. 0) 020 5275 AV iY AV C t C' foo ONA'L t*0 00004# t+ KEY PLAN SCALE REVISIONS 4 06/20/19 ACO REVISION 4 3 05/10/19 ACO REVISION 3 2 02/27/19 ACO REVISION 2 1 01/03/19 ACO 100% DOCUMENTS 07/23/18 JRC 100% DOCUMENTS No. DATE BY Description I0"TATA Z11:3'1 APPROVED BY FCP CHECKED BY Q IT TITLE r • 5 DEI PROJECT NO: 50100451 SHEET NO. p, I Swflt 110UP-1 Dewnerry Dembearry Engineers Inc. 4805 Lake Brook Drive, Suite 200 Glen Allen, N/A 23060 Phone: 804.290.7957 Fax: 804.290.7928 www.cleviberry.corn u) F- z w D 0 0 C-A z z C) 0 0 T�l SEAL A �,N ipj. C ME-Ralr%4T z -PAIMOIRCE 0 40 .3 5 Z , 2 0! 15 2 7 11� KEY P1-1\N SCALE RE--VISIONi-o A06/20/19 ' A CO I REVISION 4 3 10 5/10 `19 ACO- I --R-E-VISION 2 "C 0 !1 REVISION 2 1 01/03/19 ACC 100% DOCUMSNTI�) 07/23/18 j R C 100% DOCUMENTS No - DAT I . L- BY Da S, c r i p t i o n DRAVAIN BY CLG APPROVED BY FCP CHECKED BY DMK TITLE DEI PROJECT NO: 50100451 SHEET NO.