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Home My WebLink AboutWPO201400087 Plan - As-built 2023-01-03MERIDIAN PLANNING GROUP, LLC 440 Premier Circle, Suite 200 Charlottesville, VA 22901 (P) 434.882.0121 WP0201 00087 � VSMP AS-BUI T P AN FOR OFTS AT __\4 ADOWCR K RtO MAGtSTERtAL DtSTRtCT ALBEMARLE COUNTY, VtRGtNtA COURT CONDOS OOKMILL ONDOS R E E N B R I E R -lottesville gh School 9 DUNLORA RIVERRUN`,. -171 . -T STONEHENGE P'enPark W I L L O, W SITE LOCATION'.-. HEIGHTS 1445 McIntire Perk. Wildwood LOCUST GROVE 020 ri Darden VICINITY MAP SCALE � 1 "=2000' SHEET INDEX C-100 ......... COVERSHEET C-200 ......... AS -BUILT PLAN C-303 ......... STORM SEWER PROFILES C-400 ......... AS -BUILT DRAINAGE AREA MAP C-401 ......... AS -BUILT HYROLOGIC CALCULATIONS ��KLTH SUR'�Oy K EI C EI F VSMP AS -BUILT SURVEY FOR TMP: 61A-15 LOFTS AT MEADOWCREEK RIO MAGISTERIAL DISTRICT ALBEMARLE COUNTY, VA FILE: LOFTS-AB-UTIL.DWG SHEET: 1 of 6 DATE: DECEMBER 9, 2022 REV: DECEMBER 29, 2022 GEO-COORDINATES FOR STRUCTURE #10 N: 4217876.4' E: 5125641.3' i11 V_ PRIVATE VARIABLE WIDTH STORMWATER MANAGEMENT EASEMENT & ACSA ACCESS EASEMENT DB 4635 PG 115 INV: 462.10 RIM: 467.32 INV OUT: 462.92 MERI` PLANNING GROUP, LLC 440 Premier Circle, Suite 200 Charlottesville, VA 22901 (P) 434.882.0121 1 W%�tlYy�\r Ovu\;tl4,.t�. q tl�Nr\. tl`HN. tl`• .A\y tl`•UVv tl`R •,,A \,vtl`\w\vtlty � ♦n\ •� VIP �• • • \ .�tl,.�\.tl\ \,V. \\�\r1\, • �� I •H�•.V•�•.tln•l�v A fire •.I O .\eYo ovald TMP061AO-00-00-02500 CATHOLIC DIOCESE OF RICHMOND, WALTER F SULLIVAN BISHOP, ETAL DB 1836 PG 444 S24.26'46"W 386.96' no 4-STORY APARTMENT BUILDING 06 VARIABLE WIDTH PRIVATE STORMWATER MANAGEMENT EASEMENT DB 4635 PG 115 TMP 061AO-00-00-01500 LOFTS AT MEADOWCREEK, LLC DB 4683 PC 178 2.598 AC. 113180 S.F. /i N J ET 4 STORY BRICK & FRAME APARTMENT BUILDING WITH H PARKING GARAGE ASP ALT PRIVATE VARIABLE 80 WIDTH STORMWATER MANAGEMENT QP EASEMENT / DB 4635 PG 115 & 616 F / � LP a LP EKEa' �82a / SAP GSQ�P �k LP 20' PRIVATE STORMWATER MANAGEMENT \ EASEMENT +� DB 4635 PG 115 `CS HCP SIGN I (L16) IS RLINE P`'e f IS (L18) IS cNT WV IS "� o (L14) FH 10' 'IS' 4 �9i �< a WVj (L20) IS (L13) L8 S ,IGN TR: 08 RIO ROAD STATE ROUTE 631 VARIABLE WIDTH R/W NLTH 0" o� G� o y c� TIMOTH� R n S J F\\1 BUS SHELTER TMP 61A-16 JOSEPH B OR LORI D WOOD DB 1962 PC 77 S24'29'29"W 60.61' BLOCK WALL W/ METAL FENCE HO TMP 061AO-00-00-01400 STANLEY C CHANC DB 4221 PG 317 1 1 1 40P .1 SCALE: 1"=20p DENOTES AS -BUILT CONDITIONS VSMP AS -BUILT SURVEY FOR TMP: 61A-15 LOFTS AT MEADOWCREEK RIO MAGISTERIAL DISTRICT ALBEMARLE COUNTY, VA FILE: LOFTS-AB-UTIL.DWG SHEET: 2 of 6 DATE: DECEMBER 912022 REV: DECEMBER 29, 2022 SWM VARIES BOLTS, SELF BOLTS,,S i/12 D LHEX. _ p NUTS.FLAT D WASHERS w F WATER > I ITY a 4" I OORRI�FCE DX (SEE FLOW I FOR R3SI w) CONCRETE CRADLE HOLES N SWM DAM METAL PLATE DETAIL (NOT CAVAAZED) CONC. SWM DAM ROUND OR SQUARE 12" MAX. 6" MIN, OPENING THROUGH SWM DNA. 0 0 PIPE SIZE INCHES CRADLE BOTTOM WIDTH (INCHES) CRADLE !EIGHT (INCHES) CRADLE TOP WIDTH (INCHES) INCREMENT IN CUBIC YAR65, PER LINEAR FOOT OF PPE 12 34 14 32 0.093 15 38 15.75 35.5 0.110 18 42 T7.5 39 0.129 24 50 21 46 0.168 30 58 26 53 0.233 36 66 31 T 0.307 42 74 36 67 0.390 I CONCRETE SHALL BE CLASS A3 X BUT NOT LESS THAN 6" pI p BOTTOM X X F THE PIPE IS LAD IN AN EXCAVATED TRENCH, THEN OF BASIN THE SIDE WALLS MAY CONFORM TO THE TRENCH SHARE (E THE TRENCH MAY BECOME THE CRADLE FORM). _ J DETAIL FOR METAL PLATE AND SIDE VIEW OF SWM CONCRETE CRADLE IS TO BE INSTALLED DOER THE ENTIRE LENGTH OF CULVERT AT EACH STORMWATER MANAGEMENT BASIN WATER QUALITY ORIFICE DAM WITH DEBRIS CONCRETE CRADLE IS TO BE PAD FOR AS MISCELLANEOUS TYPICAL SWM DAM CONCRETE AND SUMMARIZED IN CUBIC YARDS FOR EACH PIPE LOCATION METAL PLATE MUST BE CURVED TO FIT CIRCULAR ROUND OR SQUARE CONC. SWM RISER VATS WHERE APPLICABLE. SWM 12" MAX. 6" MIN. PINNACEPIPE OPENING THROUGH WALL STRUCTURE 2 VIES .N j"' ]�i" DEBRIS I RALK (4) 1/ ". ADHE_ IVE BOLTS,SELF .e. r p LOCKING / \ F"ELATNUTS. WATER' of BOTTOM C) 10 OF BASIN 4" QUALITYc WASHERS> I _I ORIFICE (SEE PLANS z o \ / 0 1 Ir'—META., \ / FOR SIZE) ,I�— ' RATE'', L--- (_, (4)1'i DIM -I�_—__—LL fHQUS N DETAIL FOR METAL PLATE AND SIDE VIEW WITH DEBRIS RACK METAL PLATE DETAIL WATER QUALITY ORIFICE (NOT GALVANIZED) TYPICAL SWM DRAINAGE STRUCTURE XVDOT STORMWATER MANAGEMENT (SWM) DETAILS REFFEDRENNCE ROAD AO BRIDGE STANDARDS DEBRIS RACK, METAL PLATE, WATER QUALITY ORIFICE, CONCRETE CRADLE (FOR SWM DRAINAGE STRUCTURES SWIM RISER PIPES AND SWM DAMS) VIRGINIA DEPARTMENT OF TRANSPORTATION 3 SHEET 3 OF_5 REVISION DATE VSI_ X 6" I.G. VE BOLTS W/FLAT WASHERS AND SELF LOCKING NUTS TYPICAL 8 PLACES -EQUALLY SPACED. ON A4 "E" DM B.C. LOCKABLE ACCESS DOOR W/HINGE, MIN, 2' . 2' CLEAR OPENING SEE NOTE 1 S" LG. BOLTS MSHERS AND INC NUTS. PLACES -EQUALLY I AN "E" DIA B.C. CIRCULAR STORMWATER rcgLrc Lu. _ I MANAGELENT RISER O.D. DRAINAGE STRUCTURE RISE7i DIMENSION APPROX. I.D. O.D. A I B C D E WT. (LBS.) 24 30 31 28■// 7 11 27 24 36 44 45 41 z 13 19 40 58 48 58 59 54 13 21 53 86 60 72 73 67 , 17 28 66 135 72 86 87 80 23 35 79 204 84 100 101 937/ 25 39 92 266 96 114 115 1061/4 22 38 105 305 E" SU, MAN. RISER I.D. _I RISER O.D. FIELD VERIFY ELEVATION OF SANITARY SEWER WITH TEST PITS PRIOR TO CONSTRUCTION AND ORDERING OF MATERIALS. MAINTAIN A MINIMUM OF 12" CLEARANCE BETWEEN SANITARY SEWER AND STORM PIPE. SWM-DR CKABLE ACCESS OR W/WNGEI 2' . 2' EAR OPENING. E NOTE 1 WIDE X/." ICK STEEL IG BOLTED I RISER TYP. ANT STORMWATER MANAGEMENT DRAINAGE STRUCTURE RISER DIMENSION I APPROX. I.D. O.D. A I B C D I E I SEGMENT I WT. (LBS.) 24 30 30 6 7 10 27 15 46 36 44 42 6 13 18 40 22 82 48 58 55 9 13 20 53 29 120 60 72 68 9 17 26 66 36 169 72 86 BI 9 23 34 79 42 227 84 100 94 12 25 37 92 49 290 96 1N 107 12 22 36 105 56 341 HIGH DENSITY POLYETHYLENE METAL NOTES 1. A HINGED. LOCKABLE ACCESS DOOR SHALL BE PROVIDED ON ALL TRASH RACKS 2. ANTI -VORTEX PLATE IS TO BE USED WHEN SPECIFIED ON THE PLANS. IF THE TOTAL WEIGHT OF THE TRASH RACK IS GREATER THAN 75 LEIS OR COST OF FURNISHING AND PLACING THE ANTI -VORTEX PLATE IS TO IF THE TRASH RACK IS TO BE PLACED ON A SWM-1 WITH AN "H" DMENSION BE INCLUDED IN THE BID PRICE FOR THE STRUCTURE. GREATER THAN 7'-2". SPECIFICATION STORMWATER MANAGEMENT DETAILS TRASH RACK REFERENCE VDOT FOR SWM DRAINAGE STRUCTURES ROAD AND BRIDGE 30Z REVISION DATE SHEET HEFT 4 4 OF OF 5 VIRGINIA DEPARTMENT OF' TRANSPORTATION 114.07 MERIDIAN PLANNING GROUP, LLC 440 Premier Circle, Suite 200 Charlottesville, VA 22901 (P) 434.882.0121 _ • __i_rR" air—_rr� II__ • __rr_H,J'_111i■f 7 rJrrrr�r_ ___ __r.-r.■:ra'_-� ram__ �__ ■ � Yl _T-f ST'IY[ y `I t7X(.l"rTr1 _I'— __� ___ ■�YIIriYWYrlil!`"+7i>Ii1 __i'iw__® r_w�ls•.>_ �r�� __ram__ Ile No L _�R� ii■IBiI ®_tS_7•H 411111ms-Or1i7_: 1 't._MEMO ��S�r_��iil IM Lr_ 10+00 10+50 11+00 11+50 PROFILE VIEW: STORM-1 NLTH p o� G� o c TIM SUFN slaw00000 _____�FI�iC�i__�.i _ i______S7_■y:IFYIII:IeIs _ • ��n • �il� _ ___l�_r-rNFrr�_■�i___t lrl _ C�l d__L C ]Ld =010011111111111 _d�a - �_ r _ rau_r .a■��Ir��wlsar_low R>•_rrrrrolrrrf� n_YF•L•�_r_rfr F•�_rH+`�H�y • i____�-•!<r:__! i____rYrrYlrrr__7__ i____L194" i____F7L77Fi_'-1[-� i____Iii�Y__�lirrrr■��rrF_II■ �J1�_CJ[_i___I�IJ_i_rrrr�I • ��__rr__r___rr_rrrl.____I�I __ __t•_I!I��'___rr_rIi___III rr_Ilr __rr_rrrNoC1C N ____ir_r__■___ _ ____i�r__■ ____i�r__■ i r ■ All/ rrrrrlh J_U11!,M__rr_I�___III___ . F III_ -Ir Ilr__�_iii__i�_ _i___r_r__■WAffil1■ EEN0111I_rr___rrr\�r!��_ _____r_r__':r� _____r_r_rrrrlf�rll_ RETA.'.I■_■11r___■Ilr�'/Ai.L• 11■ __rr___rJ�llr__� __ __ / _____r_r_rrlilll_ _____r_r_rr�lll__ - II■_■Ilrr___!^II��1�1•Mlf�l II■irlllr__�.��■Il�rrrrrr�rR'Niu' __ ___ 1 _e � .>:ii ®_____dr_irll_i��ll■_■11��—Ji��+�a_! _____r_rrrrrrrl_rll�� F>r�7___r_r__rll_i_f>•I1•�'11r�'F7,1■.7L:i,11_rr___i �■_■�___rrrr_rrrrlF�_!IRS.��BiiT-lf�i��Y++�■!'�!r'Ci7L!1).'_i__i_I___ � �___dr��—Irll_r:4):■Ililli_.•:•�.a"'I>•!9^�l;.il■iVii71.ir61�_i__i_I__ .III■Illllllllri.11rr_��l�*.S_iiiJl_i __ __ �n ____� r_�i� _■Irr�lwwna f+�.ri � � I z„!• r' ^ , '-'___ �____I _ __ �+_w__� rrrrrfr ____rrrr-llrrrrrl./A■ ewii�■.; I a� 1■ 1•i•+lr �7-�.':.I�+■Ilr�rrrw �____ �____I __i _l�.1T'>—_ ■ 11.11■M r.1:,,y rr_____ rr_____I _ __ IIItI •iC,O■ _rrrrFs•__ ■■.I a ,1, i_ ■■_____ 1•__it-1 i___ _I � __ __ _rrrrrrY.'`-'-'y\_—i_IIIit1�715�1/I■■____■ ___r\�rrrrll_IIIt.'".3i`r7C`.�7■____■__r_________IM ___rrr►�rrl�rrr_IIIrrY/_ 1I;'ft\f1R`.',:Ago ____ ■_C"*.C�L'a '"^'"`ir____i____L��__ �____ : I__ I_r �IfTLIB■____■__rr_____i____IPq�I__ ___rrrrlli��lllr.'Jf-'►y_■____■__r___t•i__i�'?f!Y __ice r= 7 I__ _ __��FarrF> i I l lrli■ __i_ ■__ rr____ _ rll�i il 440 _wwwiw-.-mar__■____ rr_� - w■ ram■ �■ • ��___■ 1 I�1�___■ ___■diii - �� oil • _____rrrrli.ri['ii• :� - r`d—i+ll�ll)•I':!Itir1111_lam aIr",r_ 10+00 10+50 11+00 11+50 12+00 12+50 13+00 PROFILE VIEW: STORM-2 13+50 14+00 14+50 15+00 15+50 NOTES: 1. STRUCTURE TOPS SHOWN ARE APPROXIMATE. ADJUST TOPS IN THE FIELD TO FINAL GRADING. 2. A 3' MINIMUM COVERAGE IS REQUIRED OVER THE TOP OF ALL PIPES WHEN FINAL GRADING IS COMPLETED UNLESS SHOWN OTHERWISE. 3. STANDARD STEPS (ST-1) ARE REQUIRED FOR STRUCTURES WITH A DEPTH GREATER THAN 4'. 4. SAFETY SLABS (SL-1) ARE REQUIRED FOR MANHOLES WITH DEPTHS GREATER THAN 12'. 5. INLET SHAPING (IS-1) IS REQUIRED FOR FLOW DROPS GREATER THAN 4'. 6. ALL MH-1 STRUCTURES ARE 4' INSIDE DIAMETER (I.D.) UNLESS OTHERWISE NOTED. PROJECT: THE LOFTS AT MEADOWCREEK FINAL SITE PLAN ALBEMARLE COUNTY, VIRGINIA TITLE: STORM DRAIN PROFILES FILE NAVE: DISCIPLINE: SCALE: DATE: 300105C—PP-2.dwg CIVIL H: 1 `50, V: 109130114 '=10 SET REV. NO. 5 DRAWING NUMBER: C-25 SHEET NUMBER 29 of 30 IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED VERT: 1" = 10' 10' 0 10' 50' 0 50' HORZ: 1 " = 50' 1 1 1 61 91 SCALE: 1"=30p DENOTES AS -BUILT CONDITIONS VSMP AS -BUILT SURVEY FOR TMP: 61A-15 LOFTS AT MEADOWCREEK RIO MAGISTERIAL DISTRICT ALBEMARLE COUNTY, VA FILE: LOFTS-AB-UTIL.DWG SHEET: 3 of 6 DATE: DECEMBER 9, 2022 REV: DECEMBER 29, 2022 Pond Report 1� 3 PEA GRAVEL vRIP RAP GRAVEL FLOW SPREADER DETAIL NOT TO SCALE BIORETENTION SOIL MIXTURE IN ACCORDANCE TO VIRGINIA BMP CLEARINGHOUSE SPECIFICATIONS, LATEST EDITION TOP OF MULCH c sn n ni -eo DEPTHS WERE PROVIDED BY CONTRACTOR II�IIL�In�II�III�IIL�I�-ll�lll- .eaiil�l ._..._...anu1.._..._.::aiil• III�III�IIL��=III�II��IIL��r .._. ••-°•aiiul.._..:_...anl•1.._..: III�III�III -::_ I MEN MEN 011114 X-011-Iffill-01 FILTER STONE VDOT NO. 57 AGGREGATE PROVIDE MINIMUM 6" SUMP BELOW UNDERDRAIN BOTTOM OFJ L6" DIAI BIORETENTION PERFORATED FACILITY=425.00 UNDERDRAIN 1 -� BIORETENTION FILTER C-20 NOT TO SCALE GULCH 3❑ REFER TO C-200 FOR LOCATION OF NEW 12" HOPE EMERGENCY SPILLWAY 4' DIA. RCP OUTLET STRUCTURE 433.77 W TRASH RACK OP=433.30 4" ORIFICE WITH BMP 429.63 CAGE INV=429.50 N TOP OF EMBANKMENT =436.50 436.70 IMPERVIOUS � CORE �E7 2❑ 15" HOPE OUTFALL PIPE CUTOFF - TRENCH CONCRETE CRADLE 12" MAX PONDING DEPTH q1 BIORETENTION FACILITY ROUTING SUMMARY DESIGN STORM PRE -DEVELOPED FLOWS (CFS) POST -DEVELOPED COMBINED FLOWS (CFS) 2yr 2.64 2.51 1.57 10yr 6.73 5.35 3.89 IF SOD CANNOT BE INSTALLED UPON PLACEMENT OF SOIL MIX, INSTALL PERIMETER SILT FENCE AT TOP OF UNSTABILIZED EMBANKMNET SLOPES (TYP) HERBACEOUS PLANTING x REFER TO LANDSCAPE C-20 C-20 PLANS FOR BIORETENTION TOP OF FILTER PLANTINGS MULCH x ELEV.=428.5 428.30 0 -- 11 3 - •- •COURSE • TEMPORARY EXCAVATED SUBGRADE SLOPES MAY BE INSTALLED NEAR VERTICALLY TO ENSURE A MINIMUM BOTTOM DEPTH OF 4' IS MAINTAINED FOR THE DRAINAGE COURSE. ALL SLOPES ABOVE MULCH LAYER TO BE NO STEEPER THAN 3:1, UNLESS OTHERWISE SHOWN ON PLANS BIORETENTION FILTER FACILITY DETAIL NOT TO SCALE REFER TO C-401 FOR HYROLOGIC CALCULATIONS. 100YR WSE 434.38 Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2014 by Autodesk, Inc. v10.3 Pond No. 1 - Biofilter Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 428.50 ft Stage / Storage Table Stage (ft) Elevation 0.00 428.50 (ft) Contour area 2,079 (sgft) 428.5 430 1.50 430.00 430.0 2,877 2,271 3.50 432.00 432.0 4,034 3,428 5.50 434.00 434.0 5,342 4,507 7.50 436.00 436.0 6,868 5,745 8.00 436.50 436.5 7,230 6,076 Culvert / Orifice Structures [A] [B] [C] [PrfRsr] Incr. Storage (cuft) 0 0 3,700 2,026 6,878 5,699 9,345 7,935 12,177 10,252 3,524 2,955 Weir Structures Total storage (cuft) 0 0 3,700 2,026 10,578 7,725 19,923 15,660 32,100 25,912 35,623 28,867 Thursday, 04 / 9 / 2015 [A] [B] [C] [D] Rise (in) = 15.00 4.00 Inactive 0.00 Crest Len (ft) = 12.57 Inactive 0.00 0.00 Span (in) = 15.00 4.00 12.00 0.00 Crest El. (ft) = 433.30 434.00 0.00 0.00 No. Barrels = 1 1 2 0 Weir Coeff. = 3.33 2.60 3.33 3.33 Invert El. (ft) = 424.00 429.50 434.00 0.00 Weir Type = 1 Broad --- --- Length (ft) = 78.70 0.00 20.00 0.00 Multi -Stage = Yes No No No Slope (%) = 0.51 0.00 1.00 n/a N-Value = .010 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.500 (by Contour) Multi -Stage = n/a Yes No No TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). MERIDIAN PLANNING GROUP, LLC 440 Premier Circle, Suite 200 Charlottesville, VA 22901 (P) 434.882.0121 r�NLTH SUR�Ey •' 01 30P 60P •• SCALE: I"=30P DENOTES AS -BUILT CONDITIONS VSMP AS -BUILT SURVEY FOR TMP: 61A-15 LOFTS AT MEADOWCREEK RIO MAGISTERIAL DISTRICT ALBEMARLE COUNTY, VA FILE: LOFTS-AB-UTIL.DWG SHEET: 4 of 6 DATE: DECEMBER 9, 2022 REV: DECEMBER 29, 2022 F( i/ 0 ON- MERIDIAN PLANNING GROUP, LLC 440 Premier Circle, Suite 200 Charlottesville, VA 22901 (P) 434.882.0121 / - 3 627 z $ 465. \ m POINT OF ANALYSIS I II I I I •� I I ' I I , I TR: 03 =� _ S 04 ST�. 011 j Ou If CO N 12" HOPE Spillway 17.69' @ 0.50% Upper Invert =436.0 Lower Inve=435.91 CO P if DA-N 0 II A=1.44 Ac I TC=15.43 Min I CN=67 I -c ET f PLTH p" y TIMOTH R n SURD OR �\ 71.0' h�o 05 -- OLLARD ; S� TB LARD , BL N �S R: 06 DA-M J' A=2.62 Ac LR I I I TC= 5.96 Min ; LPJ` CN=77 Ld CL OHE 0 I— OHE - } .%t s4p s� RIO ROAD w STE. RTE. 631 (R/W VARIES) \ W ON- _-- \oHf 9 z 0 r 48 .87 g 0 J —m/a— - w d 30' 0' 30' 60' 90 SCALE: I"=30' DENOTES AS -BUILT CONDITIONS VSMP AS -BUILT SURVEY FOR TMP: 61A-15 LOFTS AT MEADOWCREEK RIO MAGISTERIAL DISTRICT ALBEMARLE COUNTY, VA FILE: LOFTS-AB-UTIL.DWG SHEET: 5 of 6 SHEET DATE: DECEMBER 912022 C-4�� REV: DECEMBER 29, 2022 Hydrograph Report 2 Hydrograph Report 3 5 Hydrograph Report Pond Report 4 Rydrai Hydrogreple Emsnebn for Autotleak®Civil 3D®by Aubdeak, Inc. v2023 Fraay, 12111 Hyd. No. 2 DA-N Hydrograph type = SCS Runoff Peak discharge = 1.568 cis Stone frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 4,798 cuft Drainage area = 1.440 ac Curve number = 67 Basin Slope = 0.0 % Hydraulic length = Oft Tc method = User Time of colic. (To) = 15.40 min Total precip. = 3.66 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 O (cfs) 2.00 1.00 DA-N Hyd. No. 2 - 2 Year O (crs) 2.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) - Hyd No. 2 7 Hydrograph Report Hom .Ho.gWhseP Wf«Autodsk®CNI13Daby Aubdwk,Ina V1023 Friday, 121912fn2 Hyd. No. 2 DA-N Hydrograph type = SCS Runoff Peak discharge = 3.890 cfs Stone frequency = 10 ym Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 11,116 cult Drainage area = 1.440 ac Curve number = 67 Basin Slope = 0.0 % Hydraulic length = Oft Tc method = User Time of Cont. (Tc) = 15.40 min Total precip. = 5.53 in Distribution = Type II Stone duration = 24 hrs Shape factor = 484 O (ds) 4.00 3.00 2.00 1.00 DA-N Hyd. No. 2 -10 Year O (c s) 4.00 3.00 2.00 1.00 0.00 oco 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 2 Time (hrs) - MERIDIAN PLANNING GROUP, LLC 440 Premier Circle, Suite 200 Charlottesville, VA 22901 (P) 434.882.0121 Flydri Flydrographs ENaeiun faA dad Civil 300 byAutodeak, Inc. M23 Fdd,,, 1219/2022 Hyd. No. t DA-M Hydrograph type = SCS Runoff Peak discharge = 6.893 cis Stone frequency = 2 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 13,824 cult Drainage area = 2.620 ac Curve number = 77 Basin Slope = 0.0 % Hydraulic length = Oft Tc method = User Time of Cont. (Tc) = 5.96 min Total precip. = 3.66 in Distribution = Type II Stone duration = 24 hrs Shape factor = 484 DA-M O (eh) Hyd. No. 1 - 2 Year O (cfs) 7.00 5.00 5.00 4.00 3.00 2.00 1.00 0 00 7.DO 6.00 5.00 4.00 3.00 2.00 1.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) - Hyd No. 1 6 Hydrograph Report RAW.RA.,aphsF .ionfar Autodeke CNI130aby Autodek,Inc.2023 Friday, 1219/2022 Hyd. No. 1 DA-M Hydrograph type = SCS Runoff Peak discharge = 13.51 cfs Stone frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 27,392 tuft Drainage area = 2.620 ac Curve number = 77 Basin Slope = 0.0 % Hydraulic length = Oft Tc method = User Time of Cont. (To) = 5.96 min Total precip. = 5.53 in Distribution = Type II Storm duration = 24 his Shape factor = 484 DA-M 0 O Hyd. No. 1 -10 Year O (cra) 14.00 14.00 12.00 12.00 10.00 10.00 5.00 8.00 5,00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hrs) - Hyd No. 1 Hydrograph Report 10 Hydnlloe Hyd.,.O.e Wnkr AuW.d eCMI 304byAutodek, Inc. a=s Fddry, 1219/21122 Hyd. No. 1 DA-M Hydrograph type = SCS Runoff Peak discharge = 26.81 cis Stone frequency = 100 ym Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 55,852 tuft Drainage area = 2.620 ac Curve number = 77 Basin Slope = 0.0 % Hydraulic length = Oft Tc method = User Time of cone. (To) = 5.96 min Total precip. = 9.07 in Distribution = Type II Stone duration = 24 hrs Shape factor = 484 DA-M O (cfs) Hyd. No. 1 -100 Year 0 (cts) 28.00 24.00 20.00 16.00 12.00 8.00 4.00 0.00 28.00 24.00 20.00 18.00 12.00 e.00 4.00 0.00 0.0 2.o 4.0 So 8.0 too 12.0 14.0 1&0 18.o 20.0 22.0 - Hyd No. 1 Time (hrs) Hydrograph Report Rydre9ae aydnprepha ederuian for Autotleeka CMl 3De by Auhtleek, Inc. J 023 FMI 121912M Hyd. No. 3 DA-M RTD Hydrograph type = Reservoir Peak discharge = 0.595 cfs Stone frequency = 2 yrs Time to peak = 12.50 hrs Time interval = 2 min Hyd. volume = 13,754 cuft Inflow hyd. No. = 1 - DA-M Max. Elevation = 431.56 ft Reservoir name = lofts pond Asbld Max. Storage = 6,259 cuft storwe haimm memos wed. oadlowle,clwe.eenNallon DA-M RTD 0 (cts) Hyd. No. 3 - 2 Year O (Ci 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0 00 7.00 e,00 5.00 4.00 3.00 2.00 1.00 0.00 0 4 8 12 16 20 24 28 32 36 40 44 48 52 - Hyd No. 3 - Hyd No. 1 ® Total storage used = 6,259 tuft Time (hrs) Hydrograph Report Ilydri tlydrogrepbs E#emion fx Autotlenke Civil 31 by Autodesk, Inc. v2023 Friday, 1219/2022 Hyd. No. 3 DA-M RTD Hydrograph type = Reservoir Peak discharge = 0.905 cfs Stone frequency = 10 yrs Time to peak = 12.63 hrs Time interval = 2 min Hyd. volume = 27,322 tuft Inflow hyd. No. = 1 - DA-M Max Elevation = 433.63 It Reservoir name = lofts pond Asbld Max. Storage = 13,948 tuft storage lndirsdw methcd wed. 0i include egnrNbn. DA-M RTD Hydrograph Report 12 Hydraflox Hydnerachs Extension for Autedeeke CMI 30a by kAodek, Inc v2023 Fddry, 1219/2022 Hyd. No. 3 DA-M RTD Hydrograph type = Reservoir Peak discharge = 3.056 cfs Stone frequency = 100 yrs Time to peak = 13.23 his Time Interval = 2 min Hyd. volume = 55,782 tuft Inflow hyd. No. = 1 - DA-M Max Elevation = 435.38 ft Reservoir name = lofts pond Asbld Max. Storage = 26,612 cult staxi Indication memoe used Ci Include eneadon. RAwRAmgwhseemlonfpAutotleske Clvll30aby Autodek, Inc Y2023 Friday, 1219/2022 Hyd. No. 4 DA-M RTD + DA-N Hydrograph type = Combine Peak discharge = 1.568 cls Stone frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 4,798 cuft Inflow hyds. = 2, 3 Contrib. drain. area = 1.440 ac O (ets) 2.00 - 1.00 DASH RTD + DA-N Hyd. No. 4 - 2 Year O (efs) 2.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 4 - Hyd No. 2 - Hyd No. 3 Time (hire) 9 Hydrograph Report Ilydiallae tydrogmphs Evransicn for Autodielcl ei13De by AiAxack, Inc. d2023 Friday, 12I912022 Hyd. No. 4 DA-M RTD + DA-N Hydrograph type = Combine Peak discharge = 3.890 cfs Stone frequency = 10 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 24,674 tuft Inflow hyds. = 2, 3 Contrib. drain. area = 1.440 ac O (cfs) 4.00 3.00 2.00 1.00 DA-M RTD + DA-N Hyd. No. 4 - 10 Year O (da) 4.00 3.00 2.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 Time (hrs) - Hyd No. 4 - Hyd No. 2 - Hyd No. 3 Hydreflow Hydrographs Extension for Autodesi Civil 3DO by Autodeek, Inc. v2023 Friday, 12 / 9 12022 Pond No. 1 - lofts pond Asbld Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation=428.50 8 Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqe) [net. Storage (cult) Total storage (cult) 0.00 428.50 430 0 0 1.50 430.00 2,271 1,844 1,844 3.50 432.00 3,428 5,659 7,503 5.50 434.00 4,507 7,910 15,413 7.50 436.00 5,745 10,226 25,639 8.00 436.50 6,076 2,955 28,593 8.50 437.00 6,800 3,217 31,810 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 15.00 4.00 12.00 0.00 Crest Len (ft) = 12.57 Inactive Inactive Inactive Span (in) = 15.00 4.00 12.00 0.00 Crest El. (ft) = 433.77 0.00 0.00 0.00 No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 424.12 429.63 436.00 0.00 Weir Type = 1 Rect Rect -- Length (ft) = 78.70 0.00 20.00 0.00 Multi -Stage = Yes No No No Slope (%) = 0.51 0.00 1.00 Na N-Value = .100 .130 .130 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Ezfrl.(in/hr) = 0.500 (by Contour) Multistage = we Yea No Yes TIN Elev. In) = 0.00 Nate:Culww OmaumaAsamomWu wderinbt(k)aMmW(m)[a W. WelrrheachedredfaroMwwnditbne(Ic)andwwoMenm(a), Drainage Area ASoils BSoils CSoils DSoi is Forest/Open Space- undisturbed, protected Area (acres) 0.00 0.03 0.00 0.00 forest/open space or reforested land CN 30 55 70 77 Managed Turf -disturbed, graded for yards or other turf Area (acres) 0.00 1.42 0.00 0.00 to be mowed/managed CN 39 61 74 80 Impervious Cover Area (acres) 0.00 1.17 0.00 0.00 CN 98 98 98 98 CN(D.A. A) 77 1-year storm 2-year storm 10-year storm RVDeveloped (wotershed-inch) with no Runoff Reduction* 1.09 1.55 3.07 RVDeveloped (watershed -inch) with Runoff Reduction* 1.09 1.55 3.07 Adjusted CN* 77 77 77 *See Notes above Drainage Area ASoils BSoils CSoils DSoi is Forest/Open Space- undisturbed, protected Area (acres) 0.00 0.21 0.00 0.00 forest/open space or reforested land CN 30 55 70 77 Managed Tu rf-disturbed, graded for yards or other turf Area (acres) 0.00 0.94 0.00 0.00 to be mowed/managed CN 39 61 74 80 Impervious Cover Area (acres) 0.00 0.28 0.00 0.00 CN 98 98 98 98 CN(D.A. 6) 67 1-year storm 2-year storm 10-year storm RVDeveloped (watershed -inch) with no Runoff Reduction* 0.60 0.94 2.18 RVDe.-ewpad (watershed -inch) with Runoff Reduction* 0.60 0.94 2.18 Adjusted CN* 67 67 67 Total Area (acres): 2.62 Runoff Reduction Volume Iftal: 0 Total Area (acres): 1.44 Runoff Reduction Volume (ft31: 0 30' 0' 30' 60' g0' SCALE: 1 "=30' DENOTES AS -BUILT CONDITIONS ��pLTH p G/ -1- VSMP AS -BUILT SURVEY FOR c g a TMP: 61A-15 TIMOTH D LOFTS AT MEADOWCREEK N 2065 RIO MAGISTERIAL DISTRICT ALBEMARLE COUNTY, VA y�� FILE: LOFTS-AB-UTIL.DWG D SURVE SHEET: 6of 6 SHEET DATE: DECEMBER 9, 2022 C-401 REV: DECEMBER 29, 2022