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HomeMy WebLinkAboutWPO201800056 Plan - As-built 2021-12-22SITE DATA ADDRESS 3267 PROFFIT ROAD CHARLOTTESVILLE, VA JURISDICTION ALBEMARLE COUNTY ZONING EXISTING HIGHWAY COMMERCIAL - HC PROPOSED HIGHWAY COMMERCIAL - HC SITE AREA 1.49 AC BUILDING AREA 6,049 SF BUILDING AREA PERCENTAGE OF SITE AREA 9.32% PROP. IMPERVIOUS SURFACE COVER OF SITE 1.26 AC (84.50%) AREA PARKING REQUIRED PARKING REQUIRED 1 SPACE PER 100 SF OF RETAIL SALES AREA FOR THE FIRST 5000 SF OF RETAIL SALES AREA. RETAIL SALES AREA = 80% OF THE GROSS FLOOR AREA(GFA) 6049 " 0.8 = 4839 4839 / 100 = 48 PARKING PROVIDED 48 SPACES AREA OF PAVED PARKING AND VEHICULAR 1.00 AC (65.8%) CIRCULATION HANDICAP 2 SPACES ZONE A 25 SPACES (INCL. 2 HANDICAP) ZONE B 11 SPACES ZONE C 12 SPACES TOTAL 48 SPACES # OF TRUCK/OVERSIZED PARKING 0 REQUIRED BUILDING SETBACKS FRONT YARD(SEMINOLE TRAIL 10 FEET AND PROFFIT ROAD) SIDE YARDS(NORTH AND EAST N/A PROPERTY LINES) PROVIDED BUILDING SETBACKS FRONT YARD(SEMINOLE TRAIL ±164 FEET (SEMINOLE TRAIL) AND ±75.7 FEET (PROFFIT AND PROFFIT ROAD) ROAD) SIDE YARDS(NORTH AND EAST ±43 FEET (NORTH) AND 391 FEET (EAST) PROPERTY LINES) REQUIRED PARKING SETBACKS FRONT YARD(SEM I NOLE TRAIL N/A AND PROFFIT ROAD) SIDE YARDS(NORTH AND EAST N/A PROPERTY LINES) PROVIDED PARKING SETBACKS FRONT YARD(SEMINOLE TRAIL ±10 FEET (SEMINOLE TRAIL), i6.7 FEET (PROFFIT ROAD) AND PROFFIT ROAD) SIDE YARDS(NORTH AND EAST i6.0 FEET (NORTH), t7.5 FEET (EAST) PROPERTY LINES) REQUIRED LAND BUFFERS FRONT YARD(SEMINOLE TRAIL N/A AND PROFFIT ROAD) SIDE YARDS(NORTH AND EAST N/A PROPERTY LINES) PROVIDED BUFFERS FRONT YARD(SEMINOLE TRAIL 310 FEET (SEMINOLE TRAIL), t8.0 FEET (PROFFIT ROAD) AND PROFFIT ROAD) SIDE YARDS(NORTH AND EAST t6.0 FEET (NORTH), i7.5 FEET (EAST) PROPERTY LINES) BUILDING TYPE W5OT-FB-VA-M CANOPY CONFIGURATION STACKED CANOPY TYPE A -FRAME # OF MPD'S 6 TYPE OF MPD'S (6) 3+1 SQUARE FEET OF ASPHALT INSIDE R.O.W. (TO 3,200 SF BE SEAL COATED) SQUARE FEET OF LAWN TO BE MOWED 4,525 SF ON -SITE SQUARE FEET OF MULCH AREA 6,940 SF NOTES: 13HIS SITE ALSO LOCATED IN THE ENTRANCE CORRIDOR OVERLAY DISTRICT. 2.1 SIGN PER STREET FRONTAGE, OR 2 SIGNS PER ENTRANCE, PER LOT WITH 100 OR MORE FEET OF CONTINUOUS STREET FRONTAGE PLUS 1 SIGN PER LOT IF THE LOT IS GREATER THAN 4 ACRES AND HAS MORE THAN 1 APPROVED ENTRANCE ON ITS FRONTAGE. 5 FEET BETWEEN PROPERTY LINE AND SIGN IS REQUIRED. 3. THE "LAYOUT PLAN" (SHEET 8 OF 15 AND "COVER SHEET" (SHEET 1 OF 15) OF APPROVED FINAL SITE PLAN SDP201000029 REQUIRED 165 PARKING SPACE, AND 198 PARKING SPACES WERE PROVIDED. THE PROPOSED MODIFICATIONS SHOWN ON SDP201800048 (THE ELIMINATION OF FOUR (4) SPACES ON THE ADJOINING PROPERTY) WOULD NOT TAKE THE ADJOINING PROPERTY OUT OF COMPLIANCE WITH THE MINIMUM PARKING REQUIREMENTS IDENTIFIED IN SDP201000029. APPROVAL DATE DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNERIZONING ENGINEER INSPECTIONS ARB DEPARTMENT OF FIRE RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARTMENT OF TRANSPORTATION HEALTH DEPARTMENT CONTACT INFORMATION REFERENCES BOUNDARY & TOPOGRAPHIC/ALTA SURVEY: ALTA/NSPS LAND TITLE SURVEY, WAWA 3267 PROFFIT ROAD RIVANNA MAGISTERIAL DISTRICT ALBEMARLE COUNTY, VIRGINIA PREPARED BY BOHLER ENGINEERING. PROJECT NO. SV162083. DATED 10/27/17. REVISED 1018118 BUILDING PLAN: "WAWA MARKET, NEC FIT 29 & PROFFIT RD. CHARLOTTESVILLE, VA STORE #8659-PRF" PREPARED BY CUHACI & PETERSON. PROJECT NO. 2180068. DATED 0711212019. GEOTECHNICAL REPORT: SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING REPORT 3267 PROFFIT ROAD RIVANNA MAGISTERIAL DISTRICT ALBEMARLE COUNTY, VIRGINIA PREPARED BY ECS MID -ATLANTIC, LLC PROJECT NO. 28:2173. DATED 11/17117. GOVERNING AGENCIES COUNTY OF ALBEMARLE DEPARTMENT OF COMMUNITY DEVELOPMENT 401 McINTIRE ROAD CHARLOTTESVILLE, VA 22902 PHONE: (434) 296-5832 FAX: (434) 972-4126 UTILITIES ALBEMARLE COUNTY SERVICE AUTHORITY 168 SPOTNAP ROAD CHARLOTTESVILLE, VA 22911 TEL: (434) 977-4511 �•\ LOCATION OF SITE 3267 PROFFIT ROAD CHARLOTTESVILLE, VA 22901 RIVANNA MAGISTERIAL DISTRICT ALBEMARLE COUNTY, VIRGINIA TAX MAP: 32A-02-1 pd s e Ile t r yP 8 ?'F 4b" s SxdWe ww sad"" 4t� c 4� a"n Hwymeb W q DEVELOPER s F" NoMt itl Tmbe. F•°• '"Rtl rm6�e �Dv ' r p p0 a t� 1,dE p,"bmlieb D; LOCATION MAP COPYRIGHT ADC THE MAP PEOPLE PERMIT USE NO. 20602153-5 SCALE: 1"=2000' RC DEVELOPMENT GROUP, LLC 8605 WESTWOOD CENTER DRIVE, SUITE 410 VIENNA, VA 22182 CONTACT: MARK FONTAINE (703) 404-2346 PREPARED BY CHARLOTTESVILLE PROFFIT, LLC 1401 BROAD STREET CLIFTON NJ, 07013 CONTACT: MARK FONTAINE (703) 431-6938 28 BLACKWELL PARK LANE, SUITE 201 WARRENTON, VIRGINIA 20186 Phone: (540) 349-4500 Fax: (540) 349-0321 VA@BohlerEng.com CONTACT: JONATHAN Q. RITCHIE, P.E. N 01, I\Ikv FBI 4ill Dgitaly signed by Robert C. Harr Jr. DN: E=rham@bohlereng.com, CN=Robert C. Harr Jr., 0="13ohler Engineering VA, Robert C. Harr Jr. Reaso I haeoeveMnral this document Contact Info: rharr@bohlereng.com Date: 2021.12.21 16:43:0505'00' SH E]ET INDEX SHEET TITLE SHEET NUMBER COVER SHEET C-101 GENERALNOTES C-102 GENERAL NOTES AND LEGEND C-103 TOPOGRAPHIC SURVEY (FOR INFORMATION ONLY) C-201 DEMOLITION PLAN C-202 SITE PLAN C-301 FIRELANE PLAN G-302 TRUCK MOVEMENT PLAN G-303 GRADING PLAN C-401 UTILITY PLAN C-501 UTILITY PROFILES C-502 STORM COMPUTATIONS C-503 LANDSCAPE PLAN C-701 LANDSCAPE NOTES AND DETAILS C-702 SIGHT DISTANCE PROFILES PROFFIT ROAD C-703 SIGHT DISTANCE PROFILES SEMINOLE TRAIL C-704 LIGHTING PLAN C-705 LIGHTING DETAILS C-706 - C-707 CONSTRUCTION DETAILS C-801 - C-805 ISSUED FOR CONSTRUCTION SIGNATURE DATE SIGNATURE DATE SIGNATURE DATE THIS DOCUMENT IS NOT ISSUED BY BOHLER ENGINEERING FOR CONSTRUCTION WITHOUT (3) SIGNATURES PROJECT# REVISION DATE: REVISIONS REV DATE COMMENT BY ADDRESS COUNTY 1 10/9/18 COMMENTS JOR ADDRESS COUNTY 2 11/30/18 COMMENTS JOR ADDRESS COUNTY 3 2122119 COMMENTS JQR ADDRESS COUNTY 4 4/24/19 COMMENTS JQR ADDRESS ACSA 5 5/15/19 COMMENTS JOR ARCHITECT 6 8/21/19 COORDINATION JQR 7 9/27/19 WATERLINE FIELD JQR REVISION KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. APPROVED FOR CONSTRUCTION PROJECT No.: V162083 DRAWN BY: DSH CHECKED BY: JQR DATE: 6/2212018 SCALE: AS NOTED CAD I.D.: SD7 PROJ PROP. I SITE PLAN DOCUMENTS FOR LOCATION OF SITE SEMINOLE TRAIL AND PROFFIT ROAD ALBEMARLE COUNTY, VIRGINIA BOHLER ENGINEERING BLACKWELL PARK LANE, SUITE WARRENTON, VIRGINIA 20186 Phone: (540) 3494500 Fax: (540)349-0321 ©F NO. UbZ: 9/27/2019 SHEET TITLE: COVERSHEET SHEET NUMBER: CC-101 H �16w1620a31DRAWINGSwP AN SETSISITE PLAN PRINTED BY DHALSEY 9 26.19 Q 9.16 AM LAST SAVED BY: DHALSEY N S w = APPROX 10C. EX ROW POST I' i E V/oOPp���O p9XpJ pp� ��O�Qplp. Q�QT 5 �7I AS SNOWNHOWl WP-2 PROP. STONE SHOULDER WITH 4" 21A TOPPING ( CONTRACTOR TO FILL GRADE DIFFERENTIAL WITH 21A GRADE) EX EOP�ZZ / '�. X-CUT ELEV -545.57 UP N01 LIMITS OF / PROP. OF DISTURB61, IC197:1 PROP. STONE SHOULDER WITH 4 1A 0� / TOPPING ( CONTRACTOR TO FILL GRADE PROP"NO LEFT TURN" DIFFERENTIAL WITH 2IA GRADE) . (R3-2) SIGN PIN. 32-38 D.S.RT 04622 PGA 319 USE RETAIL STORE Al QP pF pp� 4" WHITE' LOT 2 D.B. 5127 PG 428 21VATE TEMP. OFFSITE UCTION ESMT. OF WORK ASPHALT PAVEMENT U P� o� Lo � ® \ ST \ STM N PROP. PAVEMENT -2n, 32` �j MARKING (TYP) CONTAINER .10' \ • o � 'PROP. TRASH 4 �r u / / . ♦ o )t PROP. KNOX BOX 1' x 1 \' / > • ® PROP. "ADA" �S. 0 PROP. PAVEMENT MARKING (TYP) 65 P) / ♦ ®" - / °a PROP. BOLLARD (TYP) If/ SEE DETAIL FOR � ° #�, PROP H-1 • PROP. FUEL ADA STRIPING a STM CANOPY ;a /, r 4 A 1 PROP. TRENCH DRAIN �° a yp p n PROP. CANOPY LIGHT • ®� ♦ (TYP) • '4 ' STM -: PROP %®\ to �� A-2 "- /SPEED LIMIT SIGN /25MP' - NO PARKING SIGN i PROP. SITE LIGHT (TYP) ' ,b. ° e SIGN PROP. EMERGENCY ® • - °4 � �= ' '� _®/ STE-1 M I PUMP SHUTOFF /Q � � PROP. SITE LIGHT if)a ° ,� q ° � � J TANS / / ,�� • r PROP. PLANTER , RETAIL SPACE PROP. TRASH 4 a 4" YELLOW PAINT Q 55 �C (TYP) FFE = 534 00' CONTAINER (TYP) / 36' �00661� ®� .• Oo BUILDING 6,049 1SFT t28' 48 SPACES /� w / ♦� / • : 0 33.9, .PRO . 6 20' Al / • -. PROP MOD DI-13 �, ° a 4° < 25 '4 ° TRASH v> STM CONTAINER PROP. WAWA F-3 STANDARD CURB WI STAMPED CONCRETE ` STM ryp PROP-LANDSCAPEISLAND 2R GAS'' 4 ' 9j.p PROP. BOIL P) 4 7 ° 7 30' 85.1 PER PLAT B. _ D.661 PG 744 TRAFFIC 4"YELLOW PAINT 4 4 PROP. LANDSCAPE ISLAND l I COVER `0 (TYP)N PROP. WAWA NT \ 2R STM STANDARD CURB W/ Fi STAMPED CONCRETE / ;i 4,31117 ,�07 „ 1 I 4 ,387 UP y 4s ��� m\\ \ D VpPTOWER / \ \tio0 y'Hp-\ PROX LOC. \\ 1p .� h: .934 VIRGIN/A PO MENT �� PROP ROW �W 34'71' PROP. AIR TOWER �/ GE Al, / 4- 6.3' �� 1, a, • O,c F 0.9 1176 > a� CONC\�j2, cUAB CU�EA UP IA412 PIN.- 32-37C WGN PROFFITT LLC CO WALGREEN CO REAL ESTATE TAX DEP D. B 3790 PG. 692 USE RETAIL STORE SOC/D !iH/TE L//y E APPROX LOC. 15' V/RG/N/A- POWER EASEMENT V� 08 1176 PG J67 PROP. SAWCUT 434.3' 7 107 PRI _ \ PROP. CG-6 PROP CLOSURE OF ^ CONTRACTOR TO MATCH \ EX. CURB AND GUTTER �EXI TING ENTRANCE \ \ P/N- 32A-02-1A MARTHA JEFFERSON HOSPITAL D.B. 1415 PG 057 USE MEDICAL OFFICE STAI D A SIN APPROX 'OC. C 10 Ni EASEMENT D.. 40fi� PG O ryas ADA SIGN PROP. SAWCUT T BENCHMARK �\ X-CUT (- ELEV.-52656 �— i I SIG —— src Digitally signed by Robert C. Harr Jr. DN: E=rhan@bohlereng.com, CN=Robert C. Harr Jr., 0="Bohler Engineering VA, Robert C. Harr Jr. Reason-H have revewed the document Contact Info: rharr@bohlereng.com Date: 2021.12.21 16:44:0305'00' b PROP. LANDSCAPE WALL I APPROX.. LOC. BOUNDARY LINE �\ 10' TEMP CONSTRUCTION ADJUSTMENT APPROVED EASEMENT WITH#201900000134 OB. JJ96 PG 75 376 DB 05127, PG 0428-00432 U °32?6 E. 5.54 R R 3 m 0 \ ST U�ELLOW LING ROP. LANDS APE kAL PROP. GUA IL (GR-2) ASPHALT PAAPPROX. LOC. l VEMENT 20' WATER EASEMENT ® D.B. JJ96 PG. 75 P / / SITE LIGHT TO BE PLACED WITH BASE 36" IN HEIGHT ST PROP SAWCUT / LIMITS OF DISTURBANCE) / /� / / b ab U HATCH LEGEND LIGHT (TYP) ./FRENCH DRAIN / 1 PROP. "STOP" SI N CLOD (\TLAHEAD' \ PRO . CG-3 W f-SIGN PROP"i \ z 1.6' 3.2' 14.5' RP OP. PRIVATE � / TEMP. OFFSITE C0� CONTRACTORTO REPLACE ANY DAMAGED LANDSCAPING D.B. 6 '�//• IN KIND IF DISTURBED DURING 222' // SOD CONSTRUCTION OPERATIONS. R L CAT 1 PROP. DUMPSTER PADS 5.5:= STOPSIGN PROP ROI --- UP IAD41 v' = p 33 LIMITS OF DISTURBANCE �� (®' d t S _P MH PROP. FUTURE 007 0p AAAwww � ACCESSIBLE PATH PROP. MONUMENT SIGN \ POSTED PEO PUBL/C Y'\l �1 " ° 9 \ \ SPLEO. ,TS RogpyrlY \ \ MPy PROP. CG-3 \ ISED CONCRETE ISLAND SHE=N/TE (/NE TO VD. V CO/NCGV C/JR6 NO \ X \ WV PROP. P ATE TSI PAVEMENT & ADA STRIPING STANDARD DUTY CONCRETE ° HEAVY DUTY ° CONCRETE • d PROP BUILDING (SEE ARCH DRAWINGS) STANDARD DUTY ASPHALT PAVEMENT AREA OF WP-2 OVERLAY 7(TRU32 OH _ �H A" NOTE: 1. SEE SHEET C-102 FOR GENERAL NOTES AND SHEET C-103 FOR LEGEND. 20' UDC/TY EASEMENT ------ HOSPITAL SIGN 2. CONTRACTOR TO COORDINATE STOP SIGN LOCATION WITH ACSA AND 0.9 718 PG 157 E_p� AVOID PLACEMENT OVER WATERLINE AND APPURTENANCES. FOR SIGHT DISTANCE 20 10 5 0 20 CONTINUATION SEE SHEET C-703 1 "= 20' REVISIONS REV DATE COMMENT BY ADDRESS COUNTY 1 10/9/18 COMMENTS JOR ADDRESS COUNTY 2 11/30/18 COMMENTS JOR ADDRESS COUNTY 3 2/22119 COMMENTS JOR ADDRESS COUNTY 4 4/24/19 COMMENTS JOR ADDRESS ACSA 5 5/15/19 COMMENTS JOR ARCHITECT 6 8/21/19 COORDINATION JOR 7 9/27/19 WATERLINE FIELD JOR REVISION KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. APPROVED FOR CONSTRUCTION PROJECT No.: V162083 DRAWN BY' DSH CHECKED BY: JQR DATE: 6/22/2018 SCALE: V = 20' CAD I.D.: SS7 PROJECT: PROP. SITE PLAN DOCUMENTS FOR LOCATION OF SITE SEMINOLE TRAIL AND PROFFIT ROAD ALBEMARLE COUNTY, VIRGINIA ® BOHLER ENGINEERING 28 BLACKWELL PARK LANE, SUITE 201 WARRENTON, VIRGINIA 20186 Phone: (540)349-4500 Fax: (540)349-0321 VA@BohlerEng.com OF . No. 052: 9/27/2019 SHEET TITLE: SITE PLAN SHEET NUMBER: C-3®1 SEf ITE PUN D0CUME14T$\V15ZM3$$1.m°M PRINTED BY: DHFL$EY 93619 ® 9:16 M IF$T Si BY: DHAL$EY 00 �x / N s L,4 N 3,936,050 PIN,' 32-38 AIRPORT PLAZA LLC D.B. 4622 PG. 319 USE,' RETAIL STORE IQ y0 / O / clll o ooL /�P Al � ,/ /y° ,/ F w o S APPROX, COC EASEMENT D.B. 297 G. 514 / y AS SHOWN ON PLAT ECORDED ON D.B. 6 1 PG, 744 / / O y LIMITSOFWORK PROP. S UT �, PROP OFF -SITE - GRASS 1 / LANDSCAPE / y / EASEMENT / LI ITS OF DISTURB E / X //. 53. A=52- �D 8=5� A \ \\ PROP OFFS TE 20' 1 A STORNtEASEMENT\�i \INVIN= /• / ryv \ ° PROP. 42.82 LF \ 8" PVC EASEMENT PRIVATE TEMP. OFFSITI 'RUCTION ESSM)T. _ ( 10"0 81 nn JANI IHKY JCVVCK CHJCMCIV :S D.B. 1178 PG. 511 AS SHOWN & REF. IN \ D 3396 PG. 75 4 I °©` @4.55% \/" \�/v �MH01p\nIDNNECTI •RCP"COO' LOT 2 D.B. 5127 PG 428 PROP. PRIVATE TEMP. f CONSTRUCTION ESMT. -LIMITS OF WORK PROP. SAWCUT LI- // •. \ - / INS 527.00 SA 00 / i d®0' �, ° • •,•r-�, f POP INV=529.25 Of ROP. INV=529.00\ / y / / ° v>• - RD-1 T C/o by SAN \ STM // p`r / ° • (®. ° . v / `" 'NOTECONT IN PLANTER CTOR TO, °, RD-2 ° ° TIE IN PLANTER BOX C10' S(.g�S� - PROP. 18.60 LF UNDERDRAIN TO ROOF '°e' °'° OP 42�(��4"PVC (d�2.1% DRAIN CLEAN,OOSIT; . r .. P 5.6 LF��\��PROpC` OP. STORMCE OR . ° . • •.�, STC 450i OILMlATER� 'v, . a , ° '4 :CIO PROP POWERP E Q/P A 4 v SEPARATO�' .'PROP. INV=52A.64 INVIN=531.10 PROP. PLANTER `S( r -� O / / °.: ,INV OUT= 30.90 UNDERDRAIry, y :° r- WA'yr 0 .)SEE DETAIL' CI a Or ,PROP. 38.11 .0 % o PROP. 15.3 LF ' RD-32 PVC (aj 2.02% : a d 'g. q a. NVVC4. % CO ° ® ., .°4 , 1 = 4"PVC18.6201a� ® . ' ° 53 PROP. 9.80 LF ...-` ° ° f•,• r 4"PVC 2.1% @ ° 0}s DROP °' , C e (� PROP. 1500 GALLON CONNECTION' 4 INV =-528.85 GREASE INTERCEPTOR r-y,e V=1521:60, ^; ® . NV OUT=531.87 '4 ° RD-25 ° '.° e.e° a ;, PROP. INV IN=528.25 ® ® ° r PROP. INV OUT=528.00 w ° 1 ♦ CI .° eA ° ° ® RD-24 RD-15 -/ ' • ° PROP,/, CIO P1POP. 60" R1 • RD-30 ® RD-23 r � T8 " RD-21 PROR EMERGENCY PUMP SHUTOFF TRANS. RD-27 • X-CUT �ECEV.=545,57 UP Noj NOTE: CONTRACTOR TO LOCATE GAS LINE PRIOR TO CONSTRUCTION IN THIS AREA. GAS LINE TO BE VERTICALLY AND HORIZONTALLY RELOCATED UP ffA412 PIN. 32-37C WGN PROFF17T LLC C.0 WALGREEN CO REAL ESTATE TAX DEP D.B• 3790 PG 692 USE RETAIL STORE UP APPROX LOC. 15' Ni POWER EASEMENT D.S. 1176 PG 367 ° . ° • 4: / RD-14 . '14. °'a i.. ® J& RD13 RD-10 „ ! . RETAIL SPACE FFE = 534.00' BUILDING HEIGHT=±28' 4RD-18 8 SPACES 41 RD-12 W ° f "° a. RD-17 PROP MOD DI-13 °�' 1 °,°' 4" CURB INLET °' ° 6 °° .' CONTRACTOR TO °' RD-11 PUN E Gf 'o COORDINATE EXACT WIL a ° .' , ° M ® ° BITLOCATIONS H ARCHITECTURAL PLANS ' STM CIO° . • ' .: a ° - °. . ma F-3 ° RD-- RD-0 "a • •. b' PROP 1-1/2" ° a °' IRRIGATIONLINE n �• •e• < 4 ° • ' PROP 3/4" PVC SERVICE°O °' ° GIO '. STM ° a ` °• TO YARD HYDRANT G LjGAS ELEC BTM-529.40 .4 WTR TOP = 528.40'° CLEAR -1.0' RD-10 -cam � J PROP. LAPPROX LOCATION OF - - EX GAS LINE PER i� AMERIMARK UTILITY LOCATING DATED 4/10119/// 15' EASEMENT 4" PE GAS LINE) O.B. 7735 PG 30J •• e LIMITS OF DISTURBANCE PROP FROST FREE YARD HYDRANT CURB INLET PI? 0W/ BACK FLOW PREVENTION RIM=530, 64 ge�ryvQ �g` /NV=52494 asPygtr q/OTy /'/GyT 649 A, f1l5ilo A INV A=b27.27 INV B=521.16 )FFSITE IT MARTHAI E F RS N HOSPITAL D.B.1415 PG 057 ti I I B USE,' MEDICAL OFFICE 0 APPROX LOC � 10 NTELOS EASEMENT D.B, 4063 PG, 11�L�0 IY \ I Its I I ROP. SAWCUT ST CONTRACTOR TO REPALCE BENCHMARK -A EX MANHOLE TOP WITH A DI-1 IV -CUT B _ REV.=526.56 PROP) A lkV 8=521.71 _ 1-1 TOP I I INV II RCP ROP. LANDSCAPE WAL APPROX, LOC. ° 10' TEMP CONSTRUCTION PR P' I ^� EASEMENT D.B. 3396 PG 75 U Awl �►i l III, ..�. P P All CON T / 0 T'RAISE RIM OF EX MANHOLE TO / U 0 / PgOP. SAWCUT 11150f•YHy�A•iP1 y�E1� CND tZI %A ENCASED STM / SEE ROVUTIL PROFIL/E/) // I Pr: WALL 4' PVC ICASED SAN. LE) =APPROX. LOC. 20' WATER EASEMENT 08. 3396 PG. 75 i SAN 5MH 2 INV A=519.3> INV 8=519.51 INV C=519. 16 j I,--APZ PER LOCAL SITE FLA 3" I/{! C PER FINAL SITE PLAN RTHA ✓EFFERSON HEALTH ERVICES OUTPATIENT CARE 4 CENTER ®PROFFIT ROAD BY l �RK&K DATED.- 4127109 UTILITY ]LEGEND EXISTINGN07E TYPICAL NOTE TEXT PROPOSED NOTE SAN # SANITARY LABEL SAN # STMe STORM LABEL T # SL SANITARY SEWER LATERAL eL yy UNDERGROUND WATER LINE W F UNDERGROUND ELECTRIC LINE E C UNDERGROUND GAS LINE G OH OVERHEAD WIRE �H T UNDERGROUND TELEPHONE LINE T C UNDERGROUND CABLE LINE C - - - - - - - - - - _ - - - - - - - - - STORM SEWER S SANITARY SEWER MAIN S 1cr HYDRANT *Cr O SANITARY MANHOLE STORM MANHOLE r O` / ® M WATER METER Q WV WATER VALVE • El El ElVALVE ® GAS METER p TYPICAL END SECTION HEADWALL OR ENDWALL oa� O YARD INLET O pa CURB INLET 0 CLEAN OUT 0 O ELECTRIC (E)MANHOLE O TELEPHONE MANHOLE O EB ELECTRIC BOX ❑ELECTRIC EF PEDESTAL E ® MONITORING WELL YY TEST PIT YY STM / B-2 D 2 l A-�10" / PROP, 15",RCP / ' II l SANITARDR 1 50 PGM514 1 R P. TRENCH DRAIN I ` STM I SANITARY SEWER EASEMENT B-3 - D.H. 1178 PG 511 REF. ' \ / AS SHOWN &REF. IN / p 0.B 3396 PG 75 / l I 4riHR ADE6PLUG W/ 2 PROP. SAWCUT 0' JOINT / / COMPRESSION FITTING I CCESS�SEMENT ° Gps1 )PE ' / B/661 PG 797 / 6/ IL I / ( II / TYPI - 2"METER AND V_ A. L JUUU SIIEE ACSA DETAILS W-7A AND W� / 1RIGAGON METER OX ACSA T00 _ PROP. PRIVATE / T CONFIRM METER SIZE (PER DETAIL W-6A) TEMP. OFFSITE CO"MT. PROP. I / T / LOT 2 W q IPWI( _ D.B. 5127 PG. 42� 4480 WTR BTM = 524.75 (i)90°BEND = 52..42 SAN TOP = 518.30 / / dQD = R=6.3CLEAR -6.45' LOU W _S EX HOSPITAL WIL D AND WM VAULT GV 1 ROP. PRIVATE TEMP. OFFSITE CON. O MT. _ m""yI� 0 Ili r _ ' `RW SI pFRA'OX Z1504 �vsH""'�" �9 Digitally signed by Robert C. Hart Jr. \' ByR //EAif AfU,�P,�PJ3iilip DN: E=rharr@bohlereng com, CN=Robert O'07m. �W= Llq CEA�S'O,y C. Harr it.,O "Bohler Engineering VA, .IG I SAN MH "o T O O 4�77 H LLC", L=Herndon, S=Vi mia, C=US I NOTE: CONTRACTOR TO LOCATEEXIST_re �_�� Robert C. Harr Jr. Q R1M=528.8. WATERLINE CONNECTION K'_ Reason: I have viewed this document V py !(' Contact Info: rharrgbohlereng.com 7NV A=519.28 oc INV 8=51768 Oy _ Date: 2021.12.2116:45:0405'00' INV C=517.53 �cA� II INV D=51738 20 UTILITY EASEMENT D.B. 718 PG. 151 20 10 5 0 20 1"=20' NOTE: 1 AN INTERNAL BACKFLOW PREVENTER WILL BE REQUIRED FOR THE 2" DOMESTIC z REVISIONS REV DATE COMMENT BY 1 10/9/18 ADDRESS COUNTY JQR COMMENTS 2 11/30/18 ADDRESS COUNTY JQR COMMENTS 3 2122119 ADDRESS COUNTY JQR COMMENTS 4 4124119 ADDRESS COUNTY JQR COMMENTS 5 5/15/19 ADDRESS ACSA JQR COMMENTS 6 8/21/19 ARCHITECT JQR COORDINATION 7 9127119 WATERLINE FIELD JQR REVISION KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. APPROVED FOR CONSTRUCTION PROJECT NO.: V162083 DRAWN BY: DSH CHECKED BY: JQR DATE: 6/22/2018 SCALE: 1" = 20' CAD I.D.: SS7 PROJECT: PROP. SITE PLAN DOCUMENTS FOR LOCATION OF SITE SEMINOLE TRAIL AND PROFFIT ROAD ALBEMARLE COUNTY, VIRGINIA $ETSISITE PU DOCUME MVU32083$81 OwG PRINTED BY: DHAL 9.27.19 ® 2M PM UST SAVED BY: UHRL$EY WATER LINE SERVING THE PROPOSED BUILDING. 2. CONTRACTOR TO ENSURE THAT THE HOSPITAL WATER SERVICE REMAINS ONLINE DURING ALL PHASES OF CONSTRUCTION. 540 530 520 EX CONTRACTOR TO RAISE EX MH RIM 0 PROP GRADE STM X- STM CONTRACTOR TO PF P GRADE A-3 REPLACE EX MH-1 OP WITH DI-1 TOP SIM STY x-A -/ x-A7 EXGRADE-� ,--'_-- -------- -- BTM STM 525.07 PROP HGL TOP STM 524.28' CLEAR: 0.79' II II 1.6 (MIN) PROP HGL II _ II 15.57'- _ r 15" RCP ---- L - --- 15" RCP PIPE TO BE @ 0.50°% I' CONCRETE ENCASED 18 RCP ® 0.73X N in (�I � 4 0 Q f US SvN N N 4i d, 14'N rn �m r �m �,� tiN oJ0 jz ?o mOf o d-LL LL o LL� oLL v mLL 1S of vo aMmi pchp ULL L' L' LLI a LL LL LL LL ER z 41 LL 10+00 10+50 11+00 11+50 12+00 12+50 PROP STM PROFILE (EX-A4 TO EX -AO) SCALE: 1"= 50' HORIZONTAL 1 "= 5' VERTICAL 540 530 R PROP UNDERGROUND WEIRI - STORM SYSTEM (DESIGNED BY OTHERS) •a 9" OR 520 540 540 CON' RAISE E F 530 530 520 520 STM STM A-1 X MH RIM TO STM ROP GRADE A-2 PROP GRADE GRADE 25 YR ME-U&N 3TM STM 526.6T �4 E=sza.ls FOPSTM 524.87' WEIRPI TEINV=52r.65 ,LEAR: 1.80' 2 YR ME=526.75 PROP HGL 1 YR WEE=526.22 W MIFICETOP=524]6 W MIFICE INV.=524.00 - 60" RCP @ 4.38% 20. 8'- 18" CP I� @4. 3% vmi II � o m W •` ¢ Q 1 � m.� 0 2 y N N X Z Z6 `�� y z z o g h m o o o ^ NmN�i�m��Z3 p�LLLL� N LLNZU m d,n 0W a a= _mLL + + of Fz z 0 z LL 0- 13+00 11+00 11+50 PROP STM PROFILE (A-2 TO EX SCALE: V= 50' HORIZONTAL 1"= 5' VERTICAL T T STM STM STM F-3 F-1 F-2 - - - EX GRADE E 1.5' COVER (MIN) 1.5' COVER (MIN) F 1. (MIN) e RODHGL 5 YR N5E•528.99 I YR N5E•528.15 MATE INV..527.65 92.92' YRME'526.75 "YR 64. 4' - 15" R P NSE•$2632 15" RCP @ 1.0 % IFICETOP @ .09% RC76 FICE INV."524.01 V (MIN) 0 X m LL N X o O z N F Q w 3 Z z �� X z VzS mN O J w D zD N'n U pj. 1n ZD N0 +a N0 Mpy,� `�+ O �> + + O + + C)�> > oa�z �a ¢z z a a ¢z z z 10+00 10+50 11+00 11+50 PROP STM PROF LE (F-3 TO F� SCALE: 1"= 5' VERTICAL 540 530 540 520 530 8' IN) 0] 530 DROPUNDERGROUND 3TORM SYSTEM 'DESIGNED BY OTHERS) 540 530 R PROP UNDERGROUND -Mt STORM SYSTEM (DESIGNED BY OTHERS) 520 WO WO BTM STM 52 TOP STM 52 CLEAR: 01 `EX GRADE i ---' _ PROP 3RADE V = 533.37 INV = 532.54 7'7 PROP 81'HDPE TRENCH DRAIN i @ 1.04°/ Z VC C=1.68% PROP CATCH 0OUT---531.87 BASIN z X of + io LL O � LL 12+00 10+00 10+50 11+00 PROP CANOPY TRENCH DRAIN PROFILE IZONTAL 1 "= 5' VERTICAL 520 STM STM B-1 B-2 PROP GRADE STM B-3 EX CRAOE 5 YRN5E•528.98 R ME•529.15 - V = 528.18 MATE INV.•52r.65T ffIN527 ENCH DRAIN @ 1.04°/YR W$E•526.75•rRwsE•526 zz ATCH BASIN IFICE TOP•52676 21.70' - 32.00' - IFICE INv. •5z4.00 15" RCP 15" RCP i.O8. @0.51% @0.50°% 28' PIPE TO BE 3' m CONCRETE C- ENCASED Lo � U o Z N w m Z J m U• rn O O o,� Nr E o,n ,Nn wmNmi � o LLvmrz LL„Ny� LL �z 0p ai LLMNiOZ o UM> + >o M > > 4 >> o_ Rz LLz- 6-'Mm EEMM 10+00 10+50 11+00 PROP STM PROFILE (13-3 TO ]B-1 SCALE: 1 "= 50' HORIZONTAL V= V VERTICAL 540 530 540 520 530 510 540 540 530 VYEIR I PROP UNDERGROUND- STORM SYSTEM (DESIGNED BY OTHERS) 530 Wa Wa 520 520 T STM E-6 r i STM STM E-3 STM STM STM STM E-3 E_4 E-5 E-1 E 2 PROP GRADE / / EX GRADE l � 75.60' - 1 42.59' - 15" RCP 83. 5 YR N5E=52889 IYRP9E-52a.is / 25.12'- PROP HGL RATE INV =52r.65 23.18' - 15" RCP YR W$E=526.75 'YR 5" RCP @ 0.60% W$E=526.22 9.66% IFICETOP-524]6 BTM STM 527.95' IF ;1 =524.00 4 15"RCP @ 0.90% TOP CLEAR: SAN 522.63' 5.32' BTM STM 526.67' BTM STM 530.22' TOP STM 524.87' PRO C IMPACTED FILL II TOP SAN 524.23' CLEAR: 1.80' CLEAR: 5.99' BTM STM 526.85' TOP SAN 520.78' 'I BTM STM 528.57' CLEAR: 6.07' TOP SAN 523.55' CLEAR: 5.02' N w w CV U a m w n = w w z = r F J y ? X k (7 S --�. va z m V �[ 2 �2�o n -�. z �- w w r'ito 06 m O �c W mCJNN� �H k W oo to op �yv aNvmi� UN O �_Ovmiz aoi 1D ink m zp ONE w �ONmiz UNv>ti Off= a Uri nO ohz +oa ovmizp �ovmi mOMmizzp rnLLp o adz R= o d�z z aR ? Q� a¢zzz a�zzzawM M MRZ 10+00 10+50 11+00 11+50 12+00 PROP STM PROFILE (E-6 TO E-1) SCALE: 1 "= 50' HORIZONTAL V= 5' VERTICAL SAN X- EX G E NOTE: CO TRACTOR TO ADJUST SAN RIM ELEV TI OF EXISTING SAN SAN 2 3 � STRUCTU E S SAN EX-2 1 -Rop. i I'I GRADE II i / fl I FIF SAN i I PROP LANDSCAPE III BTM STM 5', 22: WALL _ - TOP SAN CLEAR: 524.23' 5.99' 11 BTM STM 526.85' / BTM STM 527.95' TOP SAN 520.78' 526. �� CLEAR: / TOP SAN 522.63' - CLEAR: 5.32' _ 8 SAN II - PROP 22 LF METAL L\, _ __ -------- SLEEVE PER ACSA ___----" - __--- " BTM STM 528.57' DETAIL TD-21 j --"" 29 09' - TOP SAN 523.55' B" SAN DIP CLEAR: 5.02' @ 1.13% 21.52' - 57.27' - 8" SAN DIP 8"SAN DIP @1.16% @ 1.90% z z O O V U 0 0 0 � a _ Z W C,50 X Z m o - mcvl Z mom x X X a a R^ h N tD m O 4n W O 1n A N _ rA '�Ry N p o�nl N �Nh'Nr'�j zo m 0 v vNi vNi� zz0 bF�O mj LLIS LL LL oLL xQ</l LL LLLL'z z O K z z z LL z z z d d Nof Z4 K 10+00 10+50 11+00 11+50 12+00 PROP SAN PROFILE (EX-2 TO EX-1) SCALE: V= 5'HORIZONTAL 1"= V VERTICAL 12+50 13+00 540 530 520 12+50 13+00 P] 530 520 510 Digitally signed by Robert C. Harr Jr. DIN: E=rharr@bohlemng.com, CN=Robert C. Harr Jr., 0="Bohler Engineering VA, ,L=Herndon, S=Virginia, C=U3 Robert C. Harr Jr. LLC" Reason: I have reviewed this document Contact Info: rharr@bohlereng.com Date: 2021.12.21 16:46:02-OVOU NOTES: 1. ALL STORMWATER PIPE FITTINGS SHALL BE WATERTIGHT FITTINGS. 2. CONTRACTOR TO VERIFY ALL MANHOLE SIZES PRIOR TO ORDERING STRUCTURES. 3. INLET SHAPING (IS-1) SHALL BE USED IN ANY STRUCTURE WITH A4' DROP OR GREATER. REVISIONS REV DATE COMMENT BY ADDRESS COUNTY 1 10/9/18 COMMENTS JOR ADDRESS COUNTY 2 11/30/18 COMMENTS JOR ADDRESS COUNTY 3 2122119 COMMENTS JOR ADDRESS COUNTY 4 4/24/19 COMMENTS JOR ADDRESS ACSA 5 5/15/19 COMMENTS JOR ARCHITECT 6 8/21/19 COORDINATION JOR 7 9/27/19 WATERLINE FIELD JOR REVISION KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. APPROVED FOR CONSTRUCTION PROJECT NO.: V162083 DRAWN BY: DSH CHECKED BY: JQR DATE: 6/22/2018 SCALE: AS NOTED CAD I.D.: PU7 PROJECT: PROP. SITS]E PLAN DOCUMENTS FOR LOCATION OF SITE SEMINOLE TRAIL AND PROFFIT ROAD ALBEMARLE COUNTY, VIRGINIA ® BOHLER ENGINEERING 8 BLACKWELL PARK LANE, SUITE 201 WARRENTON, VIRGINIA 20186 Phone: (540)349-4500 Fax: (540)349-0321 No.052544 9/27/2019 SHEET TITLLE7: UTILITY Y PROFILES SHEET NUMBER: C-5®2 SET lTE PUN OOCUMENTBN1620&lPU1 DM PRINTED BY: UHAL 9.26.190 0:17AM r T SAVED BY: DH SFY Digitally signed by Robert C. Hart Jr. DN: E=rharr@bohlemng.com, CN=Robert C. Harr Jr., 0="Bohler Engineering VA, Robert C. Harr Jr. LLC",L=Herndon, S=Virginia, C=US Reason: I have reviewed this document Contact Info: rharr@bohlereng.com Date: 2021.12.21 16:47:03-05'00' Pipe Invert Elev. Length R Slope (%) Dia. (in) Material Upper (ft) Lower R RD-1 530.24 528.60 22.75 7.21% 6 PVC RD-2 531.00 530.24 7.91 9.60% 6 PVC RD-4 529.50 528.50 11.85 8.44% 6 PVC RD-5 531.00 529.50 12.7 11.81 % 6 PVC RD-10 528.50 528.00 10.50 4.76% 6 PVC RD-11 529.40 528.50 24.35 3.70% 6 PVC RD-12 529.90 529.40 13.88 3.60% 6 PVC RD-13 530.32 529.90 10.78 3.90% 6 PVC RD-14 531.00 530.32 18.00 3.78% 6 PVC RD-15 531.50 531.00 13.46 3.71% 6 PVC RD-16 531.50 528.50 13.72 21.87% 6 PVC RD-17 531.50 529.40 13.46 15.60% 6 PVC RD-18 531.50 529.90 12.60 12.70% 6 PVC RD-19 531.50 530.32 12.60 9.37% 6 PVC RD-20 529.86 528.50 40.00 3.40% 6 PVC RD-21 531.30 530.70 5.25 11.43% 6 PVC RD-22 531.33 529.86 22.50 6.53% 6 PVC RD-23 531.60 531.33 6.25 4.32% 6 PVC RD-24 531.87 531.33 26.00 2.08% 6 PVC RD-25 532.00 531.87 6.25 2.08% 6 PVC RD-26 531.31 529.86 69.59 2.08% 6 PVC RD-27 531.76 531.31 21.75 2.08% 6 PVC RD-28 532.50 531.76 7.60 9.74% 6 PVC RD-29 532.30 531.76 26.00 2.08% 6 PVC RD-30 532.75 532.30 7.60 5.92% 6 PVC RD-31 532.84 532.30 26.00 2.08% 6 PVC RD-32 533.00 532.94 7.60 2.08% 6 PVC Site: County: Storm Event: 24-Hour Rainfall Depth: ENERGY BALANCE Wawa Proffit Albemarle 1 Year 3.0" (See note 4) Point of Interest ID 1 Undetained Comments Pre -Development Flow (cfs) 4.74 0.87 N, Curve Number 87 92 V, Runoff Depth (in) 1.73 2.15 Drainage Area (ac)5 5 V, Runoff Volume (ac-in) 7 54 Post -Development Flow C 4 0.84 .improvement Factor N, Curve Number 94 91 V, Runoff Depth (in) 2.34 2.06 ralnage Area (ac)5 5 V, Runoff Volume (ac-in) 4.5 .5 Energy Balance (EB) Post- ev (cfs) 2.52 0.84 I.F. * Q pre * RV pre V post 2.80 Q, Post-Dev Allowable (CIS) rB Achieved es o Notes: 1. Q Post-Dev must always be less than or equal to Q Pre-Dev 2. Q Post-Dev is not required to be less than that calculated in the equation (Q forest x RV forest) / RV Post-Dev 3. I.F. = 0.8 for POls > 1.0 acre, 0.9 for POls <_ 1.0 acre 4. 24-Hour Rainfall Depth per VA SWM Handbook, Ch. 11, App. 11-13 5. RV, Runoff Volumes per VA SWM Handbook, Ch. 11, App. 11C 'NOTE: THE ALLOWABLE RELEASE RATE FOR THE 1 YEAR IS CALCULATED AS 2.80 CFS FOR P011 AND IS MET BY PROVIDING A PROPOSED RELEASE RATE OF 2.52 CFS. THE ALLOWABLE RELEASE RATE FOR THE 1 YEAR FOR THE REMAINING DISTURBED AREA IS 0.82 CFS. NO DETENTION MEASURES ARE APPLIED TO THIS DRAINAGE RESULTING IN A RELEASE RATE OF 0.84. POI 1 AND THE REMAINING UNDETAINED DISTURBED AREA REACH THE SAME ULTIMATE POI IN THE DOWNSTREAM DRAINAGE SYSTEM. THEREFORE, THE OVERDETENTION OF POI OF 2.52 CFS WITH AN ALLOWABLE RELEASE RATE OF 2.80 CFS 15 IN EXCESS OF THE ALLOWABLE RELEASE RATE. THE COMBINED ALLOWABLE RELEASE RATES FOR POI 1 AND THE UNDETAINED DISTURBED AREA IS 2.80 + 0.82 = 3.62 CFS, THE PROPOSED RELEASE RATE FOR POI AND THE UNDETAINED DISTURBED AREA 15 2.52 +0.84 = 3.36 CFS. THEREFORE, THE SITE IS COMPLIANT FOR ENERGY BALANCE AND MEETS CHANNEL PROTECTION REQUIREMENTS. 10 YEAR HEADWATER COMPUTATIONS Structure DA Drainage Area (ac) C Runoff Coefficient I Intensity (inlhr) Q 10YrFlow (cfs) Head Water R Rim I Invert Elevation (ft) 10 Yr WSE (ft) Remarks No. Type EX.A1 Ex. Grate DI-1 0.71 0.82 7.20 4.19 0.35 Rim 526.06 526.41 E4 Grate DI-1 0.35 0.73 7.20 1.84 0.35 Rim 532.63 532.98 SANITARY ARY SCHEDULE STRUCTURE STRUCTURE TOP OF UPPER LOWER PIPE PIPE PERCENT NUMBER TYPE CASTING INVERT INVERT LENGTH SIZE/ SLOPE (SAN) ELEV. (FEET) TYPE EX. MH 536.35 - - - - EX-2 - SAN-3 - 524.18 521.28 152.51 8" / PVC 1.90% MANHOLE 533.40 - - - - SAN-3 - SAN-2 - 521.18 520.85 29.09 8" / DIP 1.13% MANHOLE 532.95 - - - - SAN-2 - SANA - 520.75 520.50 21.52 8" / DIP 1.16% MANHOLE 532.85 - - - - SAN-1 - EX-1 - 520.40 519.31 57.27 8" / DIP 1.90% 10 YEAR STORM COMPUTATIONS AT IOlNS From Point To Point Drain. Area (acres) Runoff Coeff. C CA Inlet Time (min) Rainfall Intensity (in/hr) Q Invert Elev. Length (ft) Slope (%) Die. (in) in Capacity (cfs) Velocity (fps) Flow Time Q / Qfull V / Vfull Vfull Remarks rev2/20 Incr. F Incr. (cfs) Known (cfs) F (cfs) Upper (ft) Lower (ft) Incr. (min) F (min) EX.A4 A3 0.28 0.90 0.25 0.25 5.00 6.64 1.66 - - 1.66 524.94 523.41 15.57 9.83% 15 0.013 20.30 9.55 0.03 5.03 0.08 0.58 16.55 A3 EX.A2 - - - 0.25 5.03 6.63 - 1.66 523.31 522.59 143.53 0.50% 15 0.013 4.59 3.37 0.71 5.74 0.36 0.90 3.74 EX.A2 EX.A1 - - - 0.25 5.74 6.44 - - 9.03 522.49 521.66 71.88 1.15% 18 0.013 11.32 7.07 0.17 5.91 0.80 1.10 6.40 EX.A1 EX.AO 0.71 0.82 0.58 0.83 5.91 6.40 3.71 - 12.73 521.46 521.21 34.24 0.73% 18 0.013 9.00 5.09 0.11 6.02 1.41 1.00 5.09 A2 Al - - - - - - - 7.42 7.42 524.00 523.60 9.13 4.38% 60 0.013 546.61 9.69 0.02 5.02 0.01 0.35 27.84 Al EX.A2 - - - - - - - - 7.42 523.50 522.59 20.08 4.53% 18 0.013 22.42 11.15 0.03 5.05 0.33 0.88 12.69 B3 B2 0.19 0.82 0.16 0.16 5.00 6.64 1.06 - 1.06 525.58 525.42 32.00 0.50% 15 0.013 4.58 3.00 0.18 5.18 0.23 0.80 3.73 B2 131 0.12 0.90 0.11 0.27 5.18 6.59 0.73 - 1.78 525.32 525.21 21.70 0.51% 15 0.013 4.61 3.47 0.10 5.28 0.39 0.92 3.76 E6 E5 0.06 0.90 0.05 0.05 5.00 6.64 0.33 - 0.33 531.00 529.85 75.60 1.52% 15 0.013 7.99 2.93 0.43 5.43 0.04 0.45 6.51 E5 E4 0.08 0.90 0.07 0.12 5.43 6.52 0.46 - 0.79 528.85 528.70 25.12 0.60% 15 0.013 5.01 2.92 0.14 5.57 0.16 0.72 4.08 E4 E3A 0.35 0.73 0.26 0.63 5.57 6.49 1.69 0.20 4.29 528.60 528.40 23.18 0.86% 15 0.013 6.02 5.31 0.07 5.64 0.71 1.08 4.90 E3A E3 - - - 0.63 5.64 6.47 - - 4.28 528.30 527.78 83.66 0.62% 15 0.013 5.11 4.66 0.30 5.94 0.84 1.12 4.16 E3 E2 0.05 0.89 0.04 0.67 5.94 6.39 0.26 - 4.48 527.68 527.29 43.26 0.90% 15 0.013 6.15 5.43 0.13 6.07 0.73 1.08 5.01 E2 E1 - - - 0.67 6.07 6.35 - - 4.46 527.19 526.75 42.59 1.03% 15 0.013 6.58 5.75 0.12 6.19 0.68 1.07 5.36 F3 F2 0.14 0.81 0.11 0.11 5.00 6.64 0.73 0.49 1.22 528.50 527.55 92.92 1.02% 15 0.013 6.55 3.99 0.39 5.39 0.19 0.75 5.34 F2 F1 0.14 0.77 0.11 0.22 5.39 6.54 0.72 - 1.93 527.45 526.75 64.44 1.09% 15 0.013 6.75 4.70 0.23 5.62 0.29 0.86 5.50 TRENCH OW 0.37 0.67 0.25 0.25 5.00 6.64 1.66 - 1.66 531.87 531.40 21.97 2.14% 8 0.013 1.77 5.76 0.06 5.06 0.94 1.14 5.08 OW E4 - - - 0.25 5.06 6.62 - - 1.66 531.20 528.95 58.55 3.84% 8 0.013 2.38 7.29 0.13 5.19 0.70 1.07 6.80 I® YEAR HGL COMPUTATIONS Structure No. Outlet WSE Do (in) Qo Lo Sfo (%) Hf JUNCTION LOSS Final H Inlet WSE Flow Line Elev. Inlet Shaping Pre -Cast Structure Junction Loss Reduction Remarks rer2J20 Vo Ho Qi Vi Qi • Vi VIA2/2g Hi Angle K Hd Ht 1.3 Ht 0.5 Ht EX.A1 522.76 18 12.73 34.24 1.47% 0.50 5.09 0.10 9.03 7.07 63.85 0.78 0.27 - - 0.00 0.37 0.48 0.24 0.75 523.51 526.06 Yes - Yes EX.A2 523.51 18 9.03 71.88 0.74% 0.53 7.07 0.19 7.42 11.15 82.76 1.93 0.68 8 0.05 0.10 0.97 - 0.49 1.02 524.52 531.60 Yes - Yes A3 524.52 15 1.66 143.53 0.07% 0.09 3.37 0.04 1.66 9.55 15.85 1.42 0.50 72 0.62 0.88 1.42 - 0.71 0.80 525.33 530.13 Yes Yes Yes EX.A4 525.33 15 1.66 15.57 0.07% 0.01 9.55 0.35 0.35 0.46 0.23 0.24 525.57 530.14 Yes - Yes Al 524.52 18 7.42 20.08 0.50% 0.10 11.15 0.48 7.42 9.69 71.88 1.46 0.51 90 0.70 1.02 2.01 - 1.01 1.11 525.63 532.50 Yes Yes Yes A2 527.60 60 7.42 9.13 0.00% 0.00 9.69 0.36 0.36 - 0.18 0.18 527.78 532.50 Yes Yes Yes 132 528.15 15 1.78 21.70 0.08% 0.02 3.47 0.05 1.06 3.00 3.18 0.14 0.05 76 0.64 0.09 0.19 0.24 0.12 0.14 528.29 530.75 Yes Yes Yes 133 528.29 15 1.06 32.00 0.03% 0.01 3.00 0.03 0.03 0.05 0.02 0.03 528.32 528.65 Yes Yes Yes E2 528.15 15 4.46 42.59 0.48% 0.20 5.75 0.13 4.48 5.43 24.34 0.46 0.16 50 0.47 0.22 0.50 - 0.25 0.46 528.61 532.10 Yes Yes Yes E3 528.61 15 4.48 43.26 0.48% 0.21 5.43 0.11 4.28 4.66 19.95 0.34 0.12 45 0.43 0.14 0.38 - 0.19 0.40 529.00 532.40 Yes Yes Yes E3A 529.00 15 4.28 83.66 0.44% 0.37 4.66 0.08 4.29 5.31 22.80 0.44 0.15 40 0.38 0.17 0.40 - 0.20 0.57 529.57 533.30 Yes Yes Yes E4 529.57 15 4.29 23.18 0.44% 0.10 5.31 0.11 1.66 7.29 12.11 0.83 0.29 70 0.61 0.50 0.90 1.17 0.59 0.69 530.26 532.63 Yes Yes Yes E5 530.26 15 0.79 25.12 0.01% 0.00 2.92 0.03 0.33 2.93 0.97 0.13 0.05 105 0.70 0.09 0.17 0.23 0.11 0.12 530.38 532.35 Yes Yes Yes E6 530.85 15 0.33 75.60 0.00% 0.15 2.93 0.03 0.03 0.04 0.02 0.17 531.02 536.83 Yes Yes Yes F2 528.15 15 1.93 64.44 0.09% 0.06 4.70 0.09 1.22 3.99 4.86 0.25 0.09 - - 0.00 0.17 0.22 0.11 0.17 528.32 531.68 Yes Yes Yes F3 528.55 15 1.22 92.92 0.04% 0.03 3.99 0.06 0.06 0.08 0.04 0.07 528.62 532.33 Yes Yes Yes I® YEAR INLET COMPUTATIONS Inlet DA C 1 Q Qb Qt S Sx In T W Sw On Grade Inlets Only Sag Inlets Only Remarks No. Type Length (ft) Drain Area (acres) Runoff Coeff- icient Inten -sity (in/hr) Incr. Flow (cfs) Carry -over Flow (cfs) Accum. Flow (cfs) Gutter Slope (%) Pvmt Cross Slope (%) Spread On Grade (ft) Gutter Width (ft) W 1 T Gutter Cross Slope (%) SW 1 Sx Eo (App. 9C-8) a (in) S'w =a/ (12W) (%) Se=Sx +S'w (Eo) (%) Lt,Comp. Length (9C-17) (ft) L,Spec -ified Length (ft) L I Lt E Qi Qb Down Qi d h (ft) d I h Ts re°220 Eff. (9C-18) Int'x Flow (cfs) Byp. Flow (cfs) Stream Int'x Flow (cfs) Depth R Spread In Sag (ft) Str. EX.A4 Ex. Curb DI-3C 10 0.28 0.90 6.64 1.67 - - 1.67 8.33 3.80 0.015 2.77 2.00 0.72 8.33 2.19 0.99 3.09 12.86 16.49 12.9 10 0.77 0.93 1.56 - 0.11 - - - - - - - 1.19 On Grade B2 Comb DI-2A 6 LT FIT 0.03 0.09 0.90 0.85 6.64 0.18 0.51 0.69 1.00 1.00 8.00 0.015 1.52 2.25 2.00 1.32 0.89 8.33 2.08 - 0.69 0.10 0.46 0.22 In Sag E6 Curb DI-313 6 0.06 0.90 6.64 0.36 - 0.36 8.00 0.10 0.015 1.33 2.00 1.50 8.33 83.30 1.00 3.98 16.56 16.66 6.7 6 0.90 0.98 0.35 0.01 - - - - - - On Grade E5 Curb 3I-313 6 0.08 0.90 6.64 0.48 - 0.48 3.00 1.50 0.015 1.78 2.00 1.12 8.33 5.55 1.00 3.64 15.16 16.66 5.6 6 1.07 1.00 0.48 - - - - - - - On Grade E3 Curb DI-3C 6 LT FIT 0.01 0.04 0.90 0.90 6.64 0.06 0.24 - 0.30 2.10 1.00 2.00 0.015 0.88 1.69 2.00 2.29 1.18 8.33 3.52 - - - 0.30 0.06 0.46 0.12 0.68 In Sag F2 Curb DI-313 6 LT FIT 0.12 0.02 0.70 0.90 6.64 0.56 0.12 - 0.68 1.40 1.90 2.00 0.015 2.74 1.16 2.00 0.73 1.73 8.33 3.52 - - - 0.68 0.10 0.46 0.21 1.18 In Sag F3 Curb Mod. DI-13 6 LT FIT 0.06 0.08 0.90 0.90 6.64 0.36 0.48 - 0.84 3.00 2.00 2.00 0.015 1.60 1.93 2.00 1.25 1.04 8.33 3.52 - - - 0.84 0.11 0.46 0.25 1.35 In Sag REVISIONS REV DATE COMMENT BY ADDRESS COUNTY 1 10/9/18 COMMENTS JOR ADDRESS COUNTY 2 11/30/18 COMMENTS JOR ADDRESS COUNTY 3 2/22119 COMMENTS JOR ADDRESS COUNTY 4 4/24/19 COMMENTS JOR ADDRESS ACSA 5 5/15/19 COMMENTS JOR ARCHITECT 6 8/21/19 COORDINATION JOR 7 9127119 WATERLINE FIELD JOR REVISION KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. APPROVED FOR CONSTRUCTION PROJECT NO.: V162083 DRAWN BY: DSH CHECKED BY: JQR DATE: 6/22/2018 SCALE: AS NOTED CAD I.D.: DL7 PROJECT: PROR SITE PLAN DOCUMENTS FOR V_% s INS LOCATION OF SITE SEMINOLE TRAIL AND PROFFIT ROAD ALBEMARLE COUNTY, VIRGINIA ® BOHLER ENGINEERING BLACKWELL PARK LANE, SUITE WARRENTON, VIRGINIA 20186 Phone: (540)349-4500 Fax: (540)349-0321 OF . No.052: 9/27/2019 SHEET TITLE: STORM COMPUTAT1OA�t` S SHEET NUMBER: C4MO r ) SET lTEPUNMCUMENTSV162°&lDL1.0 PRINTEDBY:nHRL 826A909:17M1 r $AV DBY:DHFL PROPOSED VAULT DETAILS 183'U 60SN9 EI OC a0°e RISEE R cI ` five ROLMH DJ1 5• 15"09NBA1J BO'O NILMIEPDG2 L I I \-� C E P J M N P G I I , WW WEIR PLATE IN -j D N P K Lx �i� �i� 18'OSNBX2 M N F H I 10'-V BO'08000IFA9 X3 NSIU DYER IS BOND.TVPICAL 5tl-0' BEE RETAIL BHEETPB 15'09TUBF1 M'd THE UNDERSIGNED HEREBY APPROVES THE ATTACHED (A PAGES INOLU DING THE FOLLOWING: • PIPE STORAGE =Y,707 GF • MAINLINE PIPE GAGE is 16 • WALL TYPE =SOLID • DIAMETER is 60" • FINISH=ALT2 • CORRUGATIONII �I ASSEMBLY SCALE: 1"=10 PIPE STORAGE. 7.707 OF LOADING. H2O PIPE INV. = 524 01 C�I'ONTECH Ci'' NIMID. .a...." EMINEEKED SOLIr MS LUC OAP DELENFAON MP .., r .. ^.. . PROPOSAL �.a.y.. sp ° NES DEBAR FAN BE CUT FLUSH - 1 ALL STEEL PER TO OUTSIDE OF RAIL ASIM0.26 (BAR LENGTH -16-:i)OR BAR CAN - ECTEND BEMND RAIL;_'1 T, FABRICATION TOIERINCE: LIM' FIATBARANDREBAR MILL 318„ TONERANCRAPPLIES w R"TYP LENTERTOCENTEP� $'HOLE W±i'REBAR RUXG-3'FROM BOTTW OF RUNG SPACING n WTLD RE RUNGCN - RAILTO RISER JO O UTSIDE OFSTEE RNL 1 4' RATEARBIDERAIL SHE "AMER Lt ` M'OBULKHEI _ 4'.o' IS'OSNBLI 25.M WSE=52BM IO.YR WSE • 520.15 2.YR WSE • 52a13 UYR WSE • 62822 STUB INFORMATION PIECE STUB EVERT SYSTEM INVERT 15"0MEAl 526.75 524.00 6"m 5NR E1 T1 re 15"m STUD F1 szszl saABB 15"OSUAHA Sl6 ]5 S14 B0 15"05TUS L1 51A00 51400 RISER INFORMATION PIECE RIM ELEV. SYSTEM INVERT 30'ORISER CI 532.00 524.00 30"0 RISER DI 33123 Dd,00 30"0 RISER G1 5]2.50 52d.00 30"0 RISER HI 332.00 32d.00 30"0 RISER L3 SS2d0 S2d.00 WEIRAT 62765 ISO 0RIFICE AT 5$AI WEIR PLATE DETAIL 1113.1 N OTEB •ALL RISER AND STUB DIMENSIONSARETO CENTERLINE. .ALL ELEVATIONS. DIMENSIONS AND LOCATIONS OF RI6ER6 AND INLETS SHALL BE VERIFIES BY THE ENGINEER OF RECORD IEORI PRIOR TO RELEASING FOP FABRICATION .ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTM AAAB. • ALL RISERSANDSTURSAREZia" JA CORRUGATION AND 11 GAGE UNLESS OTHERWISE NOTED. •RISERS TO BE FIELD TRIMMED TO GRADE AS REQUIRED, BY CONTRACTOR. .QUANTITY OF PIPE SHOWIT DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EX IDTING PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL NLETANNOR CUTLET PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE Is NEEDED IT 15 TEE RESPONSIBILITY OFTHE CONTRACTOR. •ALLACCE66 CASTINGS ARE THE RESPONSIBILITYOF THE CONTRACTOR AND ARE NOT SUPPLIED BV CONTEw. 60"0 UNDERGROUND DETENTION SYSTEM-580555-010 "MA Iav201 WAWA, CHARLOTTESVILLE, VA CHARLOTTESVILLE, VA SITE DESIGNATION: UGDS ^ rxx 21 MR PE IMPERMEABLE LINER OVER TOP OF PIPE LINKS OF IF REQUIRED) TT �REg11RE0 a jE' W.-'.a.-A �• BACRFML Lf BB TVP TvOP- f� v�sEETwIUL NOTES DERAIL XOTES TYPICAL SECTION VIEW NOT TO SCALE NOTE: IF SALTINGAGENTS FOR SNOW AND ICE REMOVAL ARE USED ON OR NEARTXE PROJECT. A GROW EMBRANE BARRIER IS RECOMMENDED WITH THE SYSTEM, TINE GEOMEMBPANE LINER IS INTENDED TO HELP PROTECT THE SYSTEM FROMn1E POTENTIAL ADVERSE EFFECTS THAT MAY RESULT FROM CHANGE IN THE SUP ROUNDING ENVIROIJMENT OPEN A PE RIM OF TIME. PLEASEREFERTOTHE FOR RUEATED METAL PIPE DETENTION DESIGN GUIDE FOR ADDITIONAL NFMMATSW, NOTE:SYIEN BEER ESIENSIWS PRE USED. THE PLW T 511gJLO CUTTFROATNESEERMMS la)X'FlL1ET wELOS FROM UDDER RADs SHOW EACH SINGLE CORRUGATION \ ANDRUNGS I CRESTS WELDS EACH SCE) RILE �I.VG RI sY;' LGrro r No RISE ROINT RISER JOINT ADOES NT \ 12,Y"FILLETWELDS 'I I' LONG FROM EACHANGLE TOLADDER AML PLAN 'L I PLAN NOTES'.1 j --- TECHCOBANDANWES 1, GA O DERSLANEEMADEIN20'-0" BTMDMWEll TOP FLAGGED 1 2. ALL MATERIAL TO MEETg6TM P]6MIL TURNER JOINT O 3. LADDERTOBE HOT OIPPEOMLVgIJMEDrFRCMRUNGTO MI FABRICATION IS COMPLETEAMER IBM STANDARD LADDE NN THAIALEy/ PART NO. HALAG PROVIDE MINIMUM OF 4 ATTACHMENT/ ANGLES G W EITI ER SIDE OF LADDER RAIL) TO CONNES LADDER TO RISER E%TENSION/ RISER WLADDER AND STEPS /IF EXTENSION19REWIRED "'-.LADDER RNLSMJD RLMGs �b/ RISER W LADDER �` AND STEP& [A)kl FILLETWELMI-' G ATTAOIMENTMME O LS'x Y x K'x IV IWOAT t'-O NINIYUYCi4AJIGLES PER IN SPACING. LCNGLEGTO UDDERSECTKKN.f FACX 510E OF MAINLINE CMP PROJECT Of! WELD TOP LADDER) BM SPACING Yi¢x$,6xL3x 1, ETC, I 1-6 - MDBOTTCNOFYLEOTOEACH VERTICALLY Hey, j COIRLN MOREST IIXEBEMWE35X WLO BEUSm - LAC LW SESMMEA�OTIWAE SECTION A -A STEPS ARE HEEDED) NOTE'. THIS DRAWNc 1S INTENDED TOAPPLVT➢ LADDERS INSTALLED Iry RISERS HAVING A DIAMETER OF BE OR LARGER DU ETOSPACECONST INTSAND LIMITED ACCESSIBILITY THE PRACTOALRYANO SUITABILRV CT UTILIZING RISERS sMAUERTHAN 30° DIAMETER ANNOR INCORPORATING LADDERS IN THESE SMALLER DIAMETER RISERS SHOULD BE ADDNESSED BYTHE CHNNERAND PROJECT ENGINEER RISER LADDER DETAIL NOT TO SCALE ia'DMBOIT CONNECTION DETAIL - q ,-I T 12TECHCO SHCAN- MYVARY - , - - PLAN = 2-r4 1B L FRONT "V W WO FINING REINMWEMLM MY BE REQUIRED BASED W HEN31TOF CWERMJDLINELMDC WIW TYPICAL MANWAY DETAIL NOT TO SCALE 1 BACHFILL � MINITIAL . As As g l 5. F Z � 6 0 w AS 6 1, iT. 5 i%Y - BEDDING 3 '. IY FgNb1TMIN 2 =V +FIT G\r.{Gy {�i,.G ,(x\x \lA\nI DIAMETERCORD. COVER PROFILE 6"ID' q' Ila '14 124S" 12' 2MRx IS' SPAN' 12' 3 x 1 5' x 1' 103 1b' DIN 3 11 6' x i TEMPORAR YCOVER FOR_ _ CMP CGNSTRURION LOA05 [ PROIECTCH Lx}# FINISHED SIAN n EIGHTOF L �GRPDE T OVER C 1 , - GMK ERIM WFFI PR cmrvsraucnmN Laos FROM ON $TAB FROM KILLING ON BY RISERTOBEONTRAC FOR TEMPORANY CONSTRUCTION VEHICLE LOgD$. AN EXTRAAN.WNT OF LOMPACTEOCWER WV BE REWIRED OVER CONTRACTOR. OR. THE TOP OF THEPIPE.NOFF DRAWERSHALL MEET THE MINIMUM RE WIREMEM5R NE INE BELOW MINE RUMINESHED TIE USE OF HEgW LCN 6TRULTION EQUIPMENT NECESSITATED GREATER PROTECTION i[e n1E PIPE RUM FINISHED ST UCTI N GRADE LOVER MINIMUMISFOP NORMAL HIGHWAYTRAFFIC. ABLE L090E PIPE SPAN. INCHES (kips) 1 50.i3 75110 116130 MINIMUM COVER (FT) IU2 2D 23 3.0 SD 4bi2 3A SA 3.6 /0 iS130 3A AS d.0 0.0 12&1H 35 4.0 05 05 - INRNL FILL ENVELOPE lO 1Oe •� MCNFIM REOMEr�lla FOLLOW 11E QIM ACES OF UNTO LARD BRIDGE DESIGN SEC 13 AND CONSTRUCTION SEC 21 I MINIMUM TRENCH WM MUST ALLONROCM FOR PROPER COMPACTION OF HAUNCH MATERIALS UNDER THE PIPE. ORE MNILNM 1RDICH WOTH 02.15.1): 'MINIMUM COVER MAY VARY, DER ENDING ON LOCAL CONDITIONS . THE CCMMCTOR MUST PROVIDE TINE ADDITIONAL PIPE IS, DHC COVER REQUIRED TO AVOID DAMAGE TOTHE PRE. MN[WMCWERIBMEASUREDFROYTHETOMC EPNETO PIPE • 150.17 THE TOP OF THE MAINTAINED CONSTRUCTOR RCADWAY SURFACE. 1• MINIMUM EMB KMEWWmH IN FE FOR INITIAL FILL DJVELLPE 12A a2'. En PIPE 41':100 PIPE.IW CONSTRUCTION LOADING DIAGRAM 0.0.♦'P PIPE> 1N':O.IOP NOT TO SCALE 2 THE Fg MnCM UNCM THE PREAND 810E BACNFILL WALL BE ADEQUATE TO SUPPORT THE LOADS ACTING UPON TCOE2). 3 BEDDING MTERIAL SXALLM A REIAINELYLW EMAM ML THAT IS ROUWLYSHAPEDTO FITTXE BOTTOM OF THE PIPE, AND MINIMUM CeT ETIE CMAUWTIW OEM N n CME98, WITH THE M6xIMJM PARTICLE 912E OF ONE-HALF OFTHE CORRUGATION OEPM QBdB1.38b 31. ♦ MRRUGATE08TEEL PIPE (MR I HELSOR). SPECIFICATION FOR CORRUGATED STEEL PIPEALUMINIZEDTYPE 2STEEL SCOPE HANDUNGMDASBEMBLY MDNC{ MAIM MR .4PNCE VP SEEXOIE 7. i. 1 SLAB FOR ACCESS e. SYIH GRADE RNGSAS REQJW m,TO BE PRWIOEDANOINSrALLEO BY LlMRr1LTOR. WYBETOP LYIIIMm ARSHOWQOPRECESSEO w -- j 6 `- -DAMP RISER QD �D D BB 11'TYp.4 SECTION VIEW i NOT SUPPLIED BY CONTECH -A �B _ NONWINTRY lv� BARmYP,4PIACESA SEENOTET _ J d _J - SCPJER OIPI L -T RQ 'J . I # � � WFNINGN BLAB FOR ss I ACE33 REINFORCING TABLE —SEARING G CMP A BO REINFORCING PRESSURE RISER Ti M dm E6- .®10°OAF. 2IHI 4xd' A6®10"CLEW 1,90E d$'9 A5@10"ANEW ]Gel N' 11..B 32' AS ® IT PREW 16]0 Y' 50 3S AS®9'CCEW ]OLIO Si,5 A5®B'CCEVJ 1500 3' S A5 5'Nee. 1 00 YS Y OCEVJ ® 1 RO 0 60 Sv RE 97 OLD. 1210 II SLID B'�9' G®]'CCEVJ 1270 j �X I T --- T-- - --- !_____1 L_____1 ., `1 ' , _ I N Imo'-. .\ INTERRUPTED RAR REPLACEMENT, 4I l SEE NOTE 6. 1 5 HAUNCH ZONE MTMMLAWI BE HAND SHOVELED OR SHOVEL AICEO INTO PLACE TO ALLOW FOR PROPER COMPACnON(26,IA. STPNOMD STNi0M0 5a NITWBICRFILL FOR PIPE EMBEOMENTTO MEETM9ITOA.H, A30R M1 CLPSSIFICATION, Ofl APPflWE0 E0UAL,COMPACTED TO BOAC THIS SPECIFICATION CWERSTHE MNJUFACTUREAND SHALL BE NACCORDANCEWIIH REMIMMMTIWSWTHE RENFCCING, REINFORCING, METMU ME TABLE DD STNIDMOPBOSTON RW). MAXIMUM PARTICLE SIZE NOT TO EXCEED T02A,1,2) ALL LIFTS PLACED IN AWNTROLLED MANNER, MIS INSTALLATIONFTHE CORRUGATED STEEL PIPE (CSPI DETAILED IN THE PROJECT PLPN6. NATIONAL CORRUGATED NTEEI PIPE 0.550CIAlxAIiNCBPA) RWMMENDEDMATLIFW NOT ERCEEDM WUNCOAPACTEO LIFTHEI TO PREVENT UNEVEN LOADING AND THE LESSER OF 113 INSTALLATION ROUND OPTION PLAN NEW 9011ARE OPTION PLAN VIEW THE DIAMETER OR H' ASTIE MAXIMUM MFERENTV SIDE-TOSASGI .54). MATERIAL 8 INTIALBACKFILABWE WE MV NCIUDE ROAD EASE MATERIAL AMC ftI01D PAVEMENT IF APPLICABLED BEE TABLE ABOVE TO MILE EDTINE SHALL BE M ALLORDONCEYM UNTO STANDARD Pont NDHRMAY II NOTES I. TRIM OPENING WITH DIAGONAL N BARS. EXTEND BARS A M TOTAI HEIGFn OFCWPACIEO CODER FOR CONVENTIONAL HIGNVJAYLOADS ISMEASURED FROM TOP OF PIPE NBOTTOM OF APPLICABLE SPOT IREMENT50FM5XTO M2i40R A5TM A929. ENTSO "GREG MUSAL OR MUM OR ASTICATIONS798A FM"CE MINCT PLAN NMITICP PROJECT OR ASTMA]91 AND IN CORFORMWCF WRNTIE PROJECT PLANS 1. DESIGN IN ACCORDANCE WIH MM?O,III, MIN III OF I3'BEYWD OPENING, BEND CARS AS REQUIRED TO MAINTAIN RARCWER. FIEDBLE PAVEMEMORTOPOF RIGID PAYEIAEM (1.085), AN DSPECIFICATKKJS. IFTHEREMEONVINCMSI6TENLIMOR ENIN MDACI3`A. PIPE CCNFLICTSTHE CONTRACTO MLDDISCUS MBREWLVE WITH THE WE ENGINEER. e. PROTECTION SLABAND ALLTRACTO MATERIALS TO BE PROVIDEDAND T FNALBMRFILL MTERML SElECTIW ANOCOMPACnOY REQUIREMENTS SHALL FOLLONTIE PROTECT PLANBANO SPECIFICATI0N3 THE CWRIT THE RED IN ACCORO38 20ESIti1 LOMX9E. INSTALLED BY CONTRACTOR. PERTHE ENGINEER OF RECORD k-6Sa.n, NACE RE UIREMENEDS O 5T A780CAKE. THE APPLICABLEEISTEEAGES ITI6AL4YAYMT TO 0.EMTH C(NEft-1'MUL AND CORRUGATIONASHTOS SHALL PHEPREE,GAGE6 AND CORRUGATIIXJ95HALLBE AS SHOIW ON IDSPWSTRIII EP1 CEROGTOR FOLLOWOSIM WIDELINES iCA3AFE PRACTICES B. DETAIL DESIGN BY DELTA ENGINEERS. ARCHTEC?S PNO VINO xo1Es: CER CONSIDER FOR USE TOPREVENT MIGRATION INTO EER). THE PROJecT PLPNs. ♦. CWWEIESINENGTH=a SURVEYORS ENowsu.Nv. BSOIL • FORMNLDECTURN EL DEB TWEEVARYING PARATYPES(PRUNESENGIN MULMP 6PACINGBEM'EEN PARALLEL PIPE RUNS SHALL 6E PIPE DIAJI DILATION BPTIEPRMUCT9HALLSUCH R WITHIN THE ORPIPE DIAMETERS 2- LARGESTANDARD 12%OR REFOR RUTNOLEYGJA HT,OR 36"RESPIPEDIAMETE RSNSAND FALL UNDED LINKED STATES. MA61 3. RENFgMNG $IEEI=ASTMA615. GRADEN. TANIARGER. • LCMTgLT VO1R LCHTE(YI REPRESENTATIVE FOR NONSTANDARD 6PALING (TA01E L12dT-1 J. 6 PRb.90EAOQ0WAL RENFORCINGARWNO TYPICAL BACKFILL DETAIL OPENINGS EQMLTOTHE BARS INTERRUPTED. MANHOLE CAP DETAIL NOT TO SCALE MATERIAL SPECIFICATION IULEEwW SIDE AMIUOULBARSTOBENTHE /� /f SAME RUNE. NOT TO SCALE {�L�NTEVH• Vii�'M i.enu• GOAD UNDERGROUND DETENTION SYSTEM 1Gv ENGTNEENDapuTM)Fa uC OJv DETENTION SYSTEMS WAWA, CHARLOTTESVILLE, VA OoiOe"'ES CHARLOTTESVILLE, VA -' PROPOSAL -,Vuv cf crud -... ,_ SITE DESIGNATION_ UGDS RACER E%TFHSXXI; MTbWOSHTMN. MYVARYMo QPSRETI MNME PIPE • III I, " ��III I'II IIIIIIII II S 'Ill III ��' �, II lll,� II"MIL'. VIEW gELEVATION k'^_ OF CMP AND RISER RISERNGRMMLYCMP -'"'--- -- I PLAIN END CMP RISER PIPE _ GENERAL NOTES: CORRUGATIONS ...L - - ---. 1. OELIYERED BANG BNLE AND FASTENER TONE MY VARY BY FABRIWTdI FIANr. IAn N 'FILLETQLE - ] ILLETWE05 TO FIRCM CnM TO '�_ � � ' 2. JOINT IS TO BE ASSEMBLED PERPMXTO BRIDGE CONSTRUCTION SPECIFICATION SEC 28A2A. FROMEO FROM MRRuagnW cREsr WRRU CR '---. MCANGEETO CORRUO,TCN CREST FIELDS FAOI SIDE .,.,� -- 3, MN I MATERIAL AND CARE TO BE SAME M RISER MATERIAL. RMELD EACH SIDE) / `-� ' - - JI 4. IF RISER HAS A XEI(34TOF CODER OF 10' OR MORE, USE A SLIP JOINT. 'q 5. SANDS ARE NORMALLY FURNISHED AS FOLLON3'. Sk'LCNG Bb LONG , • II"TIREES1-PIECE --{ • N'2.PIELE6 -' ,- 1 6. ALL RISER JOINT COMPONENTS WILL BE FIELD ASSEMBLED. -.1, i. MANHOLE RISERS IN APPLICATIONS WHERE TRAFFIC LOADSARE IMPOSED REWIRE SPECIAL DESIGN LONSIDEMnM& \.".. S. DIMENSIONS SUBJECT TO MANVFACNRINGTOLERPNCES. \\ LADDER R AND RUN 12" RISER BAND DETAIL NOT TO SCALE ELEVATION CONTECH' 0"A" Ta i�A-n 60"0 UNDERGROUND DETENTION SYSTEM - 580555-010 Ew im a(w ENGIraE®sounlorNS Ec CAI DETENTION SYST13As WAWA, CHARLOTTESVILLE, VA Rae ` JLw JLV L°""'J'�• _ tr _. - PROPOSAL CHARLOTTESVILLE, VA SITE DESIGNATION: UGDS „ ,. ,P- .:H,. 121E IOIAF y HU R FLIT G43NET SINGLE BAR, BMD-� _ BOLTANBSTRM(WBS IIIIII " II I' Il l�ljl' II I�Ij AS !Illili )Rill FLAT GASKET CONNECTION DETAIL (was) 22/3"x1/2" RE -ROLLED END HEL-COR PIPE GENERAL NOTES'. 1, JONTISMBEMSEMUEOPERAALITOBRIM.ENO RUCTION SPECIFICATION SEC 2842.4. 2, BMDWMRWSMGCACWnN CMVMYBYLOCATION. CONTACT YOU R CONTECX REPRESENTATIVE FOR AVAILABILIT(. S. EW06ME SHAPEOTO MATCH THE PIPEAROI WHEN APPLICABLE. 4, BMOBMENORWUYNMISNEOMFOLLOWS'. ITZLI H' I.PIE E M'TIRUWZPIECES • 102'TNRU 1d4'SPECES 5. AMID FASTENERS ARE ATTACHED FAM SPOT WELDS. R NETS OR HAND ME DO B. ALLCYPISROOLLEDTOHAVEANNUTAR ENDCORROQATIONSOF225,10' T. DIMENSIONS USE SUBJECT TO MANTEMPT RING TOLERANCES. B. ORDER SHALL DESNNATE GASKETOPIIW.IF REWMEOGSEE DETAILS MW E). H42 HUGGER BAND DETAIL NOT TO SCALE CONTECH• I � I 6( 0 UNDERGROUND DETENTION SYSTEM - 580555-010 Er NEEMDsaunlDis LLC OA DETaATION SY51EMs WAWA, CHARLOTTESVILLE, VA CHARLOTTESVILLE, VA PRocosAL SITE DESIGNATION: UGDS THE PROPOSED PROJECT IS FOR THE DEVELOPMENT OF AN EXISTING PROPERTY TO CONSTRUCT A WAWA GAS FACILITY AND CONVENIENCE STORE WITH ASSOCIATED SITE IMPROVEMENTS. THE EXISTING PROPERTY IS A DEVELOPED COMMERCIAL SITE FEATURING A BANK WITH ASSOCIATED PARKING INFRASTRUCTURE, WHICH WILL BE DEMOLISHED WITH THIS DEVELOPMENT. WITHIN THE DISTURBED AREA, THERE ARE 0.67 ACRES OF IMPERVIOUS AREA IN THE EXISTING CONDITIONS. THE TOTAL DISTURBED AREA IS 1.95 ACRES. THE POST DEVELOPMENT CONDITIONS WILL BE 75% IMPERVIOUS (1.46 ACRES) AND 25% PERVIOUS (0.49 ACRES). THE PRE AND POST DEVELOPMENT CONDITIONS WERE BOTH ANALYZED AT 5 POINTS OF INTEREST (POI). THE ANALYZED POINTS OF INTEREST ARE LOCATED AT THE EDGES OF THE SITE IN THE NORTH, EAST, AND SOUTH CORNERS. AN EXISTING BIORETENTION FACILITY THAT SERVICES THE ADJACENT PROPERTY TO THE NORTH FOR WATER QUALITY WILL BE REMOVED WITH THIS DEVELOPMENT. THE EXISTING BIORETENTION CURRENTLY PROVIDES 2.30 LBS OF PHOSPHOROUS REMOVAL. WATER QUALITY REQUIREMENTS FOR THIS SITE WILL BE MET BY PURCHASING 1.63 LBS OF NUTRIENT OFFSET CREDITS FOR THE SITE TO BE DEVELOPED, AS WELL AS, 2.30 LBS OF ADDITIONAL NUTRIENT OFFSET CREDITS TO ACCOUNT FOR THE REMOVAL OF THE BIORETENTION FACILITY. WATER QUANTITY REQUIREMENTS WILL BE MET THROUGH THE USE OF AN UNDERGROUND STORMWATER DETENTION VAULT. THE VAULT IS AN ON -SITE DETENTION SYSTEM THAT UTILIZES A WEIR PLATE OUTFALL STRUCTURE. THIS MEASURE ATTENUATES THE POST DEVELOPMENT FLOWS TO MEET ENERGY BALANCE AND FLOOD PROTECTION REQUIREMENTS. ADDITIONALLY, THIS VAULT HAS BEEN SIZED TO ACCOUNT FOR THE REMOVAL OF THE ADJACENT BIO-RETENTION FACILITY. THE PRE AND POST -DEVELOPMENT FLOW RATES FOR THE 1-YEAR, 2-YEAR AND 10-YEAR STORM EVENTS FOR THIS SITE WERE CALCULATED USING THE SCS METHOD IN THE PROGRAM AUTOCAD HYDRAFLOW HYDROGRAPHS, AS SHOWN ON SHEETS #10 THROUGH #13. TO CALCULATE THE RUNOFF REDUCTION REQUIRED TO MEET THE ENERGY BALANCE REQUIREMENTS, CURVE NUMBERS WERE CALCULATED USING VALUES FROM SCS TABLE 2.2A, RUNOFF CURVE NUMBERS FOR URBAN AREAS. RAINFALL DEPTHS USED TO CALCULATE FLOWS WERE TAKEN FROM NOAA ATLAS 14. HE PRE -DEVELOPMENT FLOW RATES ARE SHOWN BELOW: FOR POI FOR POI POI -YEAR CFS: 3.58 1-YEAR OS: 3.03 1-YEAR CFS: 1.06 1-YEAR OS: 0.47 1-YEAR CFS: 0.11 -YEAR OS: 4.63 2-YEAR CFS: 3.81 2-YEAR OS: 1.31 2-YEAR CFS: 0.61 2-YEAR OS: 0.15 0-YEAR CFS: 7.73 10-YEAR CFS: 6.05 10-YEAR CFS: 2.04 10-YEAR CFS: 1.01 10-YEAR CFS: 0.28 THE POST -DEVELOPMENT FLOW RATES ARE SHOWN BELOW: FOR POI FOR POI POI -YEAR CFS: 2.52 1-YEAR OS: 2.76 1-YEAR CFS: 1.06 1-YEAR OS: 0.G4 1-YEAR CFS: 004 -YEAR OS: 2.89 2-YEAR CFS: 3.39 2-YEAR OS: 1.31 2-YEAR CFS: 0.05 2-YEAR OS: OJOS 0-YEAR CFS: 7.42 10-YEAR CFS: 5.22 10-YEAR CFS: 2.04 10-YEAR CFS: 0.07 10-YEAR CFS: 0.11 AS SHOWN IN THE PRE AND POST DEVELOPED DRAINAGE PLAN, THE RUNOFF FROM THE 1-YEAR, 2-YEAR AND 10-YEAR STORM EVENTS HAS BEEN REDUCED FOR ALL POPS IN THE POST -DEVELOPMENT CONDITION TO LEVELS BELOW THE PRE -DEVELOPMENT CONDITION, THEREFORE MEETING THE FLOOD PROTECTION REQUIREMENT. POI 1 CURRENTLY RECEIVES THE EXISTING BANK SITE OF 1.32 ACRES WITH A CN OF 89. THE PROPOSED DRAINAGE TO POI 1 WILL BE INCREASED TO 1.67 ACRES WITH A CN OF 94 BY COLLECTING ADDITIONAL AREAS FROM POPS 2, 4, & 5. THE ADDITIONAL RUNOFF GENERATED WILL BE REDUCED BELOW THE EXISTING RELEASE RATES FOR POI 1 WITH THE PROPOSED UNDERGROUND DETENTION FACILITY. ENERGY BALANCE COMPUTATIONS PROVIDED ON THE STORM COMPUTATIONS SHEET SHOW THAT THE PROPOSED RELEASE RATES ARE LESS THAN THE ALLOWABLE RELEASE RATES. POI 2 CURRENTLY DRAINS TO AN EXISTING BIORETENTION FACILITY, WHICH WILL BE REMOVED WITH THIS DEVELOPMENT. THE POST DEVELOPMENT AREA TO THIS POI IS REDUCED FROM 0.89 ACRES WITH CN OF 93 TO 0.71 ACRES WITH A CN OF 96. THE OUTFALL POINT FOR POI 2 IS ALTERED WITH THE PROPOSED DEVELOPMENT BY REPLACING THE EXISTING MANHOLE TOP AT STRUCTURE EX -Al WITH A PROPOSED GRATE INLET TOP. THE PARKING LOT GRADES AROUND THE PROPOSED STRUCTURE WILL BE REVISED TO ENSURE ADEQUATE DRAINAGE TO THE PROPOSED STRUCTURE. THE PROPOSED IMPROVEMENTS WITHIN THE EXISTING BIORETENTION AREA TO POI 2 DRAIN TO POI 1 UNDER PROPOSED CONDITIONS. THE ADDITIONAL FLOWS ARE OVERDETAINED WITHIN THE PROPOSED UNDERGROUND DETENTION FACILITY IN ORDER TO REDUCE THE POST DEVELOPED RELEASE RATES OF POI 2 TO LESS THAN THE EXISTING RELEASE RATES TO MEET ENERGY BALANCE PRESENTED ON THE STORM COMPUTATIONS SHEET. POI 3 CURRENTLY DRAINS TO EXISTING STORM STRUCTURE EX-A4. THE DRAINAGE AREA, POI LOCATION, AND IMPERVIOUS AREA WITHIN THE POI 3 DRAINAGE DIVIDE WILL REMAIN UNCHANGED WITH THE PROPOSED DEVELOPMENT AND WILL BYPASS THE UNDERGROUND DETENTION SYSTEM. NO CHANGES TO THE POI 3 RELEASE RATES ARE PROPOSED. POI 4 CURRENTLY RECEIVES THE SOUTHERN PORTION OF THE EAST BOUND LANE OF SEMINOLE TRAIL AND THE GREEN SPACE FRONTING THE SUBJECT SITE TOTALING 0.15 AC WITH A CN OF 89. THE PROPOSED DEVELOPMENT WILL CREATE A RIGHT TURN LANE WITH THE PROPOSED RIGHT -IN RIGHT -OUT ENTRANCE ALONG SEMINOLE TRAIL. THE PROPOSED TURN LANE AND GREEN SPACE FRONTING THE PROPOSED WAWA FACILITY AND CONVENIENCE STORE WILL DRAIN TO THE UNDERGROUND DETENTION FACILITY. THE POST DEVELOPED DRAINAGE AREA TO POI 4 IS REDUCED TO 0.01 AC WITH CN OF 98 RESULTING IN THE POST DEVELOPED RELEASE RATES BEING REDUCED BELOW THE PRE DEVELOPED RELEASE RATES. POI 5 CURRENTLY RECEIVES GREEN SPACE FRONTING THE SUBJECT SITE AND ADJACENT HOSPITAL PROPERTY WITH AN AREA OF 0.05 AC WITH A CN OF 80. THE PROPOSED DEVELOPMENT WILL INSTALL A PORTION OF THE RIGHT -IN RIGHT -OUT ENTRANCE WITHIN THIS GREEN SPACE AND ROUTE THE IMPROVED AREA TO THE UNDERGROUND DETENTION FACILITY. THE REMAINING DRAINAGE IN THE POST DEVELOPED CONDITION IS REDUCED TO 0.02 AC WITH A CN OF 80 RESULTING IN THE POST DEVELOPED RELEASE RATES BEING REDUCED BELOW THE PRE DEVELOPED RELEASE RATES. AS SHOWN ON THE ENERGY BALANCE CALCULATIONS ON THE STORM COMPUTATIONS SHEET, THE REDUCTION IN THE POST DEVELOPMENT FLOWS ARE SUFFICIENT TO SATISFY THE ENERGY BALANCE EQUATION. THEREFORE, MEETING THE CHANNEL PROTECTION REQUIREMENTS. SINCE BOTH FLOOD PROTECTION AND CHANNEL PROTECTION REQUIREMENTS HAVE BEEN SATISFIED, ALL STORMWATER QUANTITY REQUIREMENTS HAVE BEEN METAND NO FURTHER ANALYSIS OR CALCULATIONS ARE REQUIRED. BEST MANAGEMENT PRACTICES NARRATIVE SINCE THE SUBJECT SITE IS AN EXISTING COMMERCIAL SITE, WATER QUALITY REQUIREMENTS FOR THE DEVELOPMENT OF THIS SITE WERE CALCULATED USING THE VIRGINIA RUNOFF REDUCTION METHOD (VRRM) RE -DEVELOPMENT COMPLIANCE SPREADSHEET. USING THIS SPREADSHEET IT WAS DETERMINED THAT THE DEVELOPMENT OF THIS SITE WOULD REQUIRE THE TREATMENT OF AN ADDITIONAL 1.63 LB/YR OF PHOSPHOROUS REMOVAL. TO MEET THIS REMOVAL REQUIREMENT, NUTRIENT OFFSET CREDITS WILL BE PURCHASED. SINCE THE PHOSPHOROUS REMOVAL ACHIEVED BY THESE CREDITS MEETS THE AMOUNT REQUIRED BY THE VRRM NEW DEVELOPMENT COMPLIANCE SPREADSHEET, ALL STORMWATER QUALITY REQUIREMENTS FOR THIS PROJECT HAVE BEEN MET AND NO FURTHER ANALYSIS IS REQUIRED. CONCLUSION SINCE THE 1-YEAR, 2-YEAR, AND 10-YEAR FLOW RATES IN THE POST -DEVELOPED CONDITION MEET ENERGY BALANCE AND THE PHOSPHOROUS REMOVAL RATE MEETS THE VRRM NEW DEVELOPMENT PHOSPHOROUS REMOVAL REQUIREMENT. IT IS THE OPINION OF THE ENGINEER THAT THE STORMWATER QUANTITY AND QUALITY REQUIREMENTS ARE SATISFIED FOR THIS PROJECT. ADEQUATE OUTFALL NARRATIVE THE PROPOSED DEVELOPMENT BYPASSES 0.28 ACRES OF DISTURBED WATER WITH A CN OF 98, AND DETAINS THE REMAINING IMPROVEMENT AREA OF 1.67 ACRES WITH A CN OF 94. SINCE THE OVERALL FLOWS TO POI 1 FOR THE 1-YEAR, 2-YEAR AND 10-YEAR STORM EVENTS ARE REDUCED WITH THE DEVELOPMENT OF THIS SITE, AND THE DETENTION SYSTEM OVERDETAINS THE 1-YEAR TO MEET ENERGY BALANCE THIS OUTFALL POINT IS CONSIDERED ADEQUATE. AS SUCH, IT IS THE OPINION OF THE ENGINEER THAT ADEQUATE OUTFALL REQUIREMENTS HAVE BEEN MET FOR THE SUBJECT SITE. Hydrograph Report Hyde80w Hydeagapha EAUMAOn for AVtecei Civil 3M 2019 Uy Asmdspi, IND Y2020 Hyd. No. 9 Pre Dev POI 5 NOT TO SCALE C NTECH "> 60"0 UNDERGROUND DETENTION SYSTEM-580555-010 N* zl ENGNMEERM SOwnoNS LIC OAP DETENTION bY9TEM5 WAWA, CHARLOTTESVILLE, VA "'� CHARLOTTESVILLE. VA Tnw .. ,, ., «E_. PROyP09AL SITE DESIGNATION: URGES - ^^ WATER QUALITY COMPUTATIONS DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3o OMV Despn SpeciJbohons ti 2013 daft Stds & Specs Site Summary ProjectTIIk: Chxbttesville Wawa Date:43515 Thal RainhR (inl: q; Total Disturbed Acrea e: 1.95 Site Land Cover Summary Pre -Re Development Land Cover (acres) asolls BSoga CSoils OF soils TMals %oTTatal Forest/Open)acres) 0.W OGG 0.W 0.00 0.00 0 Managed Cud (acres) 0.00 0.00 0.00 120 1.20 62 bnpervbos Covar lacrasl 0.00 0.00 0.00 0.75 0.75 38 1.95 J IM Post -Re Oevelc oment Land Cover )acres) Asu1N nVaA CSolls DSola Torals %of Total Forest/Open lacres) 0.00 OAO 0.00 OLOD 0.00 0 Managed Turf lanes) OUM OLM 0.00 0.49 0.49 25 Impervbustover(acres) 0.00 0.00 OoD lA6 L46 75 1.95 100 Site TV and Land Cover Nutrient Loads Final Post-Devalopment Post- Post- Ad111stedPre- (PocPwDevMlapnMnt ReOevelapment Development ReDevebpmeM aM.limpervbull (New lmpervbusl Sib Rv 0.77 0.67 095 0.67 Treatment Volume(Ra 5.479 3.031 2,448 3,031 TIP Load (Ilai 31 1.90 154 1.90 Total TP Load RedusUARRIOWNEd(Ib/yr) 1.63 0.38 1.25 kill Final Port -Development Load )Post-R Devebpmem&New Impervious) PIN- RNDIVO]pM R IT Load 6n/yi 24.63 161 ----_.._--_--_--_.-_.._--_--_--_.._.._.. �W CAD Site Compliance Summary - - .............. JLw JEW Wa .% Retlucnon Re,si Below Pre ReOnebprnim bad d0% Total Rworf Volume Reduction Irti) 0 Total TP Load Reduction Achieved III OOD Total TN Load Reduction AMR lived llb/yr) 000 Remaining Port Development TP LOA 3 III Remaining TP Load Reduction (ib/yr) 1.63 Required as Hydrograph Report 1R.Blay, 02l 1912019 HYUreflow Hydecy. ri EXIaFMIW Or ALAi MCm13D 2019 My Autedivi 1. WOM Hyd. No. 10 Post Dev POI 5 PLe Final Posit-0evebpmeM Post-ReOevebpmeM TP ReDevebpme.' TIP Load per acre Load per; cre TP Lead per acre lib/acre/yr) PIPACrNNY,0 Ib acre 1.54 En 154 Digitally signed by Robert C. Ham Jr. Di E=Marr@bohlemng. Wm, CN=Robert C. Harr JE, 0="Bohler Engineering VA, LLD", Robert C. Harr Jr. L=Hemdon 9S=Vir inia C=US Reason I have reviewed this document Contact Info: .21 16.48:11engMm Date: 2021.12.21 16:48:1405'00' as Hydrograph Report TMOLL', 0211912019 HWNflmv HWSAMN,m ExtarWion tO ALSodTMLM 0.1 SON 2019M am KInc-Jd120 Hyd. No. 11 Post Dev to POI 4 47 TLKreFay. 02)1912019 Hydrograph type = SCS Runoff Peak discharge = 0.365 cfs Hydrograph type = SCS Runoff Peak discharge = 0.146 cis Hydrograph type = SCS Runoff Peak discharge = D.092 cfs Storm frequency = 25 yrs Time to peak = 11.93 hrs Storm frequency = 25 yrs Time to peak = 11.93 hrs Storm frequency = 25 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 755 tuft Time interval = 2 min Hyd. volume = 302 tuft Time interval = 2 min Hyd. volume = 221 tuft Drainage area = 0.050 ac Curve number = 80' Drainage area = 0.020 ac Curve number = 80` Drainage area = 0.010 ac Curve number = 98' Basin Slope = 0.0 % Hydraulic length = Oft Basin Slope = 0.0 % Hydraulic length = Oft Basin Slope = 0.0 % Hydraulic length = 0 ft To method = User Time of cone. (To) = 5.00 min To method = User Time of cone. (To) = 5.00 min To method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.72 in Distribution = Type II Total precip. = 6.72 in Distribution = Type II Total precip. = 6.72 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Storm duration = 24 hrs Shape factor = 484 Storm duration = 24 hrs Shape factor = 484 -Conpoee. (ARMILN) - [B) D30 x 80)) 10,050 ' COmpasirN (ANBICN) = I(0d20 x 80)I 10020 ' Composite (ARABICN) = [Zol0 x 98)I I GOP Pre Dev POI 6 Post Dev POI 5 Post Dev to POI 4 Q (Gi6i Hyd. No. 9 -- 25 Year Q (Cl Q (cfs) Hyd. No. 10 -25 Year Q (of 1 Q (Cfs) Hyd. NO. 11 - 25 Year Q (ofs) ME�LLLLLLLLLL��LLLL�- F, F, 1. I�INILTNILTNI�1� 1, Ei• ---------�- ----_---_-_ -�--����IIIIIIIIIII■�IIIIIIIID e ��EEEEEEEEE�LLLLLLLLLL.������� _���IIIIIIIIII�IIIIIIIIII���IIIIIIIIII�C� 111111111111� POSSESSION -----____-- IIIIIIIIIIII� F i ��®� il■ ®® i i i F E ILTN ILTN IL7• 1� 1 i of, 11 � 11 IA 11 SA a10 a 09 a 08 107 0.06 0.05 O.D4 0.03 0.02 0,01 o-oo 0.0 2.0 40 ITO e.0 10.0 12.0 14.0 16.0 ISO 20,0 220 GG 20 40 6.0 80 100 120 140 160 ISO 20.0 22.0 0.0 20 40 80 80 10.0 12.E 140 16.0 ISO 20D Time (hrs) Time (hrs) Time (hrs) - Hyd No. 9 -Hyd No. 10 -Hyd Na. 11 V] 7 E• Wa QU U A P W >aa ' so QWz M o U a c z W F FF Q �a� c. oa R�.y♦1 a w aRE F _ REVISIONS REV DATE COMMENT BY ADDRESS COUNTY 1 10/9/18 COMMENTS JOR ADDRESS COUNTY 2 11/30/18 COMMENTS JOR ADDRESS COUNTY 3 2122119 COMMENTS JOR ADDRESS COUNTY 4 4/24/19 COMMENTS JOR ADDRESS ACSA 5 5/15/19 COMMENTS JOR ARCHITECT 6 8/21/19 COORDINATION JOR KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. APPROVED FOR CONSTRUCTION PROJECT NO.: V162083 DRAWN BY: DSH CHECKED BY: JQR DATE: 7/13/2018 SCALE: N/A CAD I.D.: SD5 PROJECT: VIRGINIA STORMWATER MANAGEMENT PLAIN FOR LOCATION OF SITE SEMINOLE TRAIL AND PROFIT ROAD ALBEMARLE COUNTY, VIRGINIA ®BOHLER ENGINERRING BLACKWELL PARK LANE, SUITE WARRENTON, VIRGINIA 20186 Phone: (540)349-4500 Fax: (540)349-0321 OF No. 052: 8121 /2019 SHEET TITLE: SWIM[ AND B MIP COMPUTATIONS SHEET NUMBER: 13 BY: E F1ALSEPY 1119,19 ®7:36 AM W$T $AVEo er: oHAL$El' °° °x 0.° F N -_______-- V 01498jig 3E AREA=0.01 AC CN=98 ��' Q1=0.04 CFS °ti°h 49,;PPQ2=0.05 CFS S>N0°o�e� Q10=0.07 CFS 0 \ �y 0 lco? olle 11 /0/ LIMITS OF WORK 3-ROP.SA I LIMITS OF DISTURB/ E o xox a I � i O / / O 545 / _ , 'oo000'�;., s 0 0 0 O O O' 0000��� � 1• 542.E /0 0 0 0 i u ) �U -•��•�'a �•��8�.'- _ �_.��_ N'� VN III IIP qII i� n.� I OI OONSTRU, QNE P. OFFSIT= OIMI OF DIS� _0 0 o -ov o_o_a J • • • � • • Imo_ 0\ 4 E H/OTy spy` @p.yy �S�D SPF�n�C R On/ ..ly�Ys O POI AREA=0.02 AC CN=80 01=0.04 CFS Q2=0.06 CFS Q10=0.11 CFS 0 0 0 0 0 0 ?7'- 00O 0 0 \EMP.OFFS! Opp O O -ION ESy�\ 01 MAQ�• R5c041/HO TALO O \�/ O 0-52TO 0 uOsB 14 /CAPI� �FFl6€� O WORK /O"/ v O OOOO O''00000� 00000 � 0000�0 00 PROF. UT O 0 0 o 0P012 O �1 DP 0 OI O 0 \ ' P. LANDSC O I, � � ��.!"ill tii � 1 • • 0 II 0 I , I 0 _.. O 0"�+ O O`\ _I 011 /IL V. 0 PROP. PRIVATE TEMP. OFFSITE CON. ESMT. V LN10TE: AREA TO BE DISTURBED FOR ` ``— UTILITY TRENCHING AND WILL BE -"'r , RETURNED TO MANAGED TURF � � \ -'�� O CHANGE TO EXISTING _`��\ `PERVIOUS GROUND COVER _ + WITHIN OFFSITE UTILITY ------ `�-- \� IMPROVEMENTAREA ---=__ 20 10 5 0 20 1'= 20' C/c Digitally signed by Robert C. He Jr. DN E=rharr@bohlereng.comn9 E=rharr .com CN=Robert C Harr Jr., 0="Bohler Engineenng VA, Robert C. Harr Jr. LLC L=Hemdon, S=Virginia, C=US Reason. I have reviewed this document Contact Info: rhart@bohlemng.wm Date: 2021.12.21 16 49:09-05'00' LEGEND a }D C S � w a a GL a w .� 4 W U REVISIONS REV DATE COMMENT BY ADDRESS COUNTY 1 10/9/18 COMMENTS JOR ADDRESS COUNTY 2 11/30/18 COMMENTS JQR ADDRESS COUNTY 3 2/22/19 COMMENTS JQR ADDRESS COUNTY 4 4/24/19 COMMENTS JQR ADDRESSACSA 5 5/15/19 COMMENTS JQR ARCHITECT 6 8121/19 COORDINATION JQR KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. APPROVED FOR CONSTRUCTION PROJECT NO.: V162083 DRAWN BY: DSH CHECKED BY: JQR DATE: 7/13/2018 SCALE: 1" = 20' CAD I.D.: SW5 PROJECT: VIRGINIA STORMWATER MANAGEMENT PLAN FOR i LOCATION OF SITE SEMINOLE TRAIL AND PROFFIT ROAD ALBEMARLE COUNTY, VIRGINIA BOHLER ENGINEERING 28 BLACKWELL PARK LANE, SUITE 201 WARRENTON, VIRGINIA 20186 Phone: (540) 349-4500 Fax: (540)349-0321 VA@BohlerEng.com v SHEET TITLE: POST DEVELOPED DRAINAGE PLAN SHEET NUMBER: 9 nHFL$EY e.te.19 ®�:38 nM uSi SnvEo av: orwLSEv