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WPO201000023 Plan - Amendment 3 Stormwater Management Plan 2013-10-30
F2 (:= INDICATES AMENDMENT No. 3 REVISED 'SHEETS SHEET NO. DRAWING NO. 1 OF 37 C-1 2 OF 37 C-2 3 OF 37 C-3 4 OF 37 C-4 5 OF 37 C-5 6 OF 37 C-6 C-7 C=37 C-7A 8 OF 37 C-8 9 OF 37 C-9 E10AOF,3=7=C—=10A l2 OF 37 C-11A 13 OF 37 w C-12 14 OF 37 C-13 15 OF 37 C-14 16 OF 37 C-14A 17 OF 37 C-14B 18 OF 37 C-15 19 OF 37 C-16 20 OF 37 C-17 21 OF 37 C-18 22 OF 37 C-19 23 OF 37 C-20 24 OF 37 C-21 25 OF 37 C-22 26 OF 37 C-23 27 OF 37 C-24 28 OF 37 C-25 29 OF 37 C-26 30 OF 37 C-27 31 OF 37 C-28 32 OF 37 C-29 33 OF 37 C-29A 34 OF 37 C-29B 35 OF 37 C-29C _N10. 3 AMENDMENT . 14 ALBEMARLE COUNTY, VIRGINIA MARCH 30 2010 COVER SHEET GENERAL NOTES, ABBREVIATIONS & LEGEND EARTHWORK SPECIFICATIONS EXISTING CONDITIONS OVERALL SWM & SHEET LAYOUT PLAN SOUTH SWM FACILITY PERMANENT NORTH SWM =ANDCALCULATIONS PERMANENT NORTH SWM INTERIM NORTH SWM FACILITY SOUTH SWM FACILITY PROFILES PERMANEN.I. .NORTH SWM FACILITY PROFILES PERMANENT NORTH SWM FACILITY PROFILES _SWIU FACILITIES &INTERIM NORTH SWM FACILITY CROSS —SECTIONS PERMANENT NORTH SWM FACILITY AND INTERIM NORTH SWM FACILITY PROFILES PRE —DEVELOPMENT DRAINAGE AREA MAP POST —DEVELOPMENT DRAINAGE AREA MAP INTERIM NORTH SWM FACILITY DRAINAGE AREA MAP PRE —DEVELOPMENT CN CALCULATIONS POST —DEVELOPMENT CN CALCULATIONS PRE —DEVELOPMENT HYDROGRAPHS SOUTH SWM FACILITY POST —DEVELOPMENT HYDROGRAPHS SOUTH SWM FACILITY PRE —DEVELOPMENT HYDROGRAPHS PERMANENT NORTH SWM FACILITY POST —DEVELOPMENT HYDROGRAPHS PERMANENT NORTH SWM FACILITY POST —DEVELOPMENT HYDROGRAPHS PERMANENT NORTH SWM FACILITY PRE —DEVELOPMENT HYDROGRAPHS INTERIM NORTH SWM FACILITY POST —DEVELOPMENT HYDROGRAPHS INTERIM NORTH SWM FACILITY SOUTH SWM FACILITY ROUTINGS PERMANENT NORTH SWM FACILITY ROUTINGS INTERIM NORTH SWM FACILITY ROUTINGS SWM NARRATIVE & NOTES DETAILS DETAILS DETAILS & STORM SEWER CALCULATIONS DETAILS MINIMUM STANDARD-19 EAST CONTRIBUTORY DRAINAGE AREA HYDIROGRAPHS 1 REVISED PER COUNTY & CITY COMMENTS, RELOCATED INTERIM JDB 31181 11 SWM FACILITY AND SOUTH SWM FACILITY 2 ADDED SHEETS C-29A, C-29B AND C-29C JDB 5120111 3 EVISED SOUTH SWM FACILITY LAYOUT PER SHOP DRAWINGS FROM JDB 819111 ONTECH; REVISED STORM PROFILES TO SOUTH SWM FACILITY PER STONEFIELD TOWNCENTER FINAL SITE PLAN, REVISED PROFILE TO INTERIM NORTH SWM FACILITY TO INCLUDE STR 38.1 NO. SHEET REVISION BY DATE (WPO# 2010-00023) .N 0 �a 2° JJ oQQ �� SQUAIRE MALL RD OOD SITE 0 SEMINOLE SQUARE SHOPPING CENTER 01 094 G�� 29/250 US BYPASS Sq� 2 N� �o 4 NEW OUTFALL ORIENTATION FOR 72" DIVERSION; REVISED NOTES JDB 918111 5 REVISED PER DCR'S COMMENTS JDB 11122111 6 REVISED LOCATION OF NORTH SWM FACILITY JDB 7124113 7 RE —SUBMITTAL TO COUNTY JDB 9120113 8 RE —SUBMITTAL TO COUNTY JDB 10110113 SHEET REVISION BY I DATE VICINITY MAP SCALE: 1"=2000' TH OF t, l� IE' ic. 0.1225 , 0 /0- /0-1 3 1��w '! ONAL EZ.i SITE DATA DEVELOP ER/APPLICANT: mot ALBEMARLE PLACE EAAP, LLC 7200 WISCONSIN AVENUE SUITE 400 BETHESDA, MD 20814 (301) 652-7400 ATTN: STEVE TEETS, L.S. EMAIL: STEEPS®EDENS.COM WW ASSOCIATES, INC 3040 AVEMORE SQUARE PLACE CHARLOTTESVILLE, VA 22911 (434) 984-2700 ATTN: HERB F. WHITE, P.E. EMAIL: HWHITE@WWASSOCIATES.NET A ^ • • b W V ASO bY Me Albemarle County C,mmunity Development Department Date o-;zclt3 Fie .vaJ Zola 0cv eI Lo " A W C J OL E �U; f_ ;SOURCE OF TITLE: 'THE PROPERTY AS SHOWN :,ON THIS PLAN IS THE PROPERTY CONVEYED UNTO ALBEMARLE PLACE EAAP, LLC, BY THAT CERTAIN DEED DULY` RECORDED IN THE CLERK'S OFFICE OF THE CIRCUIT COURT OF THE COUNTY OF ALBEMARLE, VIRGINIA IN D.B. 3483, PG. 698, AND IS INDICATED AS TAX MAP PARCELS(S) TMP 61W-3-19A, 19B, .23, and 24. TOGETHER WITH THE PROPERTY CONVEYED UNTO ALBEMARLE PLACE EAAP, LLC, BY THAT CERTAIN (DEED DULY RECORDED IN THE CLERK'S OFFICE OF THE CIRCUIT COURT OF THE COUNTY OF ALBEMARLE, VIRGINIA IIN D.B. 3810, PG. _060, AND IS INDICATED AS TAX MAP PARCEL TMP 61W-3-25. SOURCE OF BOUNDARY SURVEY: KIRK HUGHES & ASSOCIATES a DATED: APRIL 10, 2008 REVISED: APRIL 29, 2008 SOURCE OF TOPO(" r?APHY: KIRK HUGHES & ASSOCIATES DATED: APRIL 10, 2008 REVISED: APRIL 29, 2008 & BY AERIAL SURVEY, AIR SURVEY, CORP, STERLING, VIRGINIA JANUARY 28, 1996 COUNTY, STAFE: ALBEMARLE COUNTY, VA MAGISTERIAL DISTRICT: JACK JOUETT WATERSHED: MEADOW CREEK OVERLAY DISTRICT: ENTRANCE CORRIDOR TAX MAP/PARCEL: TM 61 W, PARCEL 3-19A, TM 61 W, PARCEL 3-19B, TM 61 W, PARCEL 3-23, TM 61 W, PARCEL 3-24, & TM 61 W, PARCEL 3-25 ZONING: NMD (NEIGHBORHOOD MODEL DISTRICT): TM 61 W, PARCELS 3-19A, 3-19B, 3-23, & 3-24. C-1 (COMMERCIAL): TM 61 W, PARCEL 3-25. NOTES: IFHE PURPOSE OF THIS AMENDMENT IS TO REVISE THE LOCATION OF THE PERMANENT NORTH UGD SYSTEM AND ITS ASSOCIATED PIPING TO ACCOMMODATE PLANS FOR FUTURE DEVELOPMENT. THE STORMWATER ROUTINGS FOR THE APPROVED PERMANENT NORTH UGD SYSTEM ARE NOT AFFECTED BY THIS AMENDMENT. THE DOWNSTREAM �dS-19 CALCULATIONS ARE NOT AFFECTED BY THIS AMENDMENT. THE STORMWATER MANAGEMENT FACILITIES SHOWN ON THIS PLAN DO NOT PROVIDE THE COMPLETE WATER QUALITY REQUIREMENTS FOR ALBEMARLE PLACE. FUTURE SITE PLANS WILL REQUIRE ADDITIONAL BMP'S TO MEET THE N4INIMUM STORMWATER MANAGEMENT REQUIREMENTS. THIS PLAN ASSUMES ALL GRADING ASSOCIATED WITH ALBEMARLE PLACE TOWN CENTER EROSION AND SEDIMENT CONTROL PLAN AMENDMENT NO. 3 (WPO 2009-00074) HAS BEEN COMPLETED AND IS REPRESENTED AS EXISTING CONDITIONS ON THIS PLAN. COORDINATE PLANS WITH ADJACENT ALBEMARLE PLACE EAAP, LLC PROJECTS: 1 . ALBEMARLE PLACE TOWN CENTER/EROSION AND SEDIMENT CONTROL PLAN (WP02009-00074), LATEST REVISION 2. ALBEMARLE PLACE/ROAD IMPROVEMENT PLAN RT29 AND HYDRAULIC ROAD (WP02008-00068), LATEST REVISION 3. ALBEMARLE PLACE TOWN CENTER/ACSA OFF —SITE SANITARY SEWER PLAN ENCGINEERS SURtVEYORS PLANNERS �+ _ S O+CIATES PO Box 4119 3040 Ave:ntore Square P1. Lynchburg, VA24502 Cherlmtnsville,VA22911 Phone: 434.316.6080 Phone: 434.984.2700 Nv,vw.%vNvassoclates.ne:t DESIGNED BY: PROJECT. ALBEMARLE PLACE STORMWATER MANAGEMENT PLAN ALBEMARLE COUNTY, VIRGINIA SET REV. N0. 8 DRAWN BY. Ta DRAWING NUMBER: C —' 1 TITLE: COVER SHEET DIHR BY: DMJ SHEET NUMBER: 1 of 37 WWA NUMBER: 208026.04 FILE NAME: 304209C_COl.dwg SCALE: H: AS SHOWN V. N/A DATE: 03130110 F2 9 E4 495 490 485 158 1 0 — F161] 162 _Q7163 14 to I co 495 490 485 ---1-59 CN c� Z, c� ui-- _L0 Lo- C? rri 'm Ei ---PEE —M —M 480 480 475 470 4-7,r,5 470 q— EXl__ ROUPH-GR�DE ING - - ----- 465 465 TEMP 460 460 0 AD 455 450 NORTH -UGD-- :93.5 1 _HppE_-@0 - F.-OF- EW EW= 0%_ 455 450 NEW OF klDC--gnl-,,n-/_ NEW- --1 79 5_L.F.__OF__ -- 8- 4 _U HDPE �:OE_NE� 100-50 =A5'_ -76.1 =24"-CM -�(00- P_ IF- N EVV__ .507 I Rn 39 -LF.-OF-NEW __24, _99- 21'-HDPE-@0.50%- -OF-NFW- 445 A- 4" DPf-00.5 %— 445 440 440 T_ 435 435 430 425+ 420 — Q'^..-_a r-= ;V5) > - — --to -M _- �<; -�j - C) =-= '5F Lo < > FLO— > b clic) fl- to ui z >P> o)-c" 430 tD ca) K_ U� � :_K r�� V� + 425 U) =7 Q >W�_>� z :z �_ > 420j 7 1_73: co 495 _cD 495 (D __(D -C,4 LO (P r 4 490 90 485 485 480 480 -EXISTING--- 475 _-ROUG -GRAqE 475 470 470 465 -NUI TE 465 P_ F _GO`NTRACT0R__SH_A_j:__pR(_ IDE----- RISERS -AND -STEPS AS - _—RO A rX 460 460 _NEC�SSARY-FOR,4CCESS MAN 'NLE5_7_QR_=RMFIL�fTE -AND -ORTECHS T-- F=-_ 455455 -U-FigFLGRADE. SEED _N( 0 1111111 440 6R:LEZOEN .5-L,F --OF--N W 440 -\--2R-2-L-.F- OF-N "_CIv P-00.6 % 4 6.2 - L F::10 I-- �j EW=-./- 1.5"-CLASS-V- 15- 435 —1 "_QLAS$-V--`-�/ R P-@0.50% 15-CLASS-V-RCl-@0.54%----- 435 _KI ��. 0_%___ - —_ .5__L_.--.__0F_NEW= 430 ___INV44 5 430 NEW- -R0P-Co0-.5 -1 5"-C LASS-V -RC-P-@O.50% 425 425 V) - 00. oq 420 rl 420 r_ 0000 r_ o 10+00 10+50 11+00 11 +50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 PROFILE VIEW: NEW STRM UGD-164 415 C) 415 + -4 M) T-1 F) 02 0- 57> >F>P — :=-- __ - j< > > 410 410 i!5 __rLE - - :i --1 =F—1 v)l 9+50 1 o+bo 10+50 11 +00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 PROFILE VIEW: NEW STRM UGD-167 169 485 480 1 0 q Lo _00 M�-C6 CD 7- _J 1 - a 485 8_0 8 c3l LO TEit re 1 c� (0---- 1)0 475 -M 475 F— E41STING. r-,QUGH-QRADE- �_ 470 465 470 465 EW-G AD F 460 CCE�S— =RWD- 460 455 -NEW- 455 __42— P- -.=: - - — 450 445 - — — _ = 450 445 - _� - -- - _ NORTH- UGD- _ - — L 440 435 430 425 S INW4473-1 6 7 0 -.-z 2 440 435 4__ 425 , L 10- —42"-CLLAS R F__ 0 F1 P_@2-A EW= -V F_ 7 @E -4 2-CT C L-1 - —, -C s -NEW-- p -40%- _42'-CLASS .9— -V-RCP -02-40 c; 0� 420 n C)_ 420 415 410 0)-+ (0 :D 0- :> V -C = __ 415 410 :z--- ocrce— __ __ V(f = F= C __ - -_') 405 400 ,t Z. - - t..j 00 — D V) C) 2-1 Z: __z - 0 L6 V) rI9 26 - '0`� —p-t;i 4- (q-st - c) H V) to C�- 2- r- 405- 400 Cl 00--+ K) - L:z - + — __ < -U5 0 Z t- 6 495 490 co II vi R to— C! LO C-1- to II 495 490 co CD 485 0= OM 485 480 480 475 475 470 470 N€ GRAD 465 5 460 455 460 455 450 445 450 445 LF- NEW =E= X�2_,, _36'HI)PE-00-50% )_:LFL_9ENEVU 1 1 440 435 z/2 -[RO 440 G -C.RArF C9NlKULL4l)-FILLj --PI'R-ASTM- A�+9_6-L-.F-.QF-N 3 -HDPE- @0-50,—DRY-WEIGHT MRACTEP-10-95t- DENS111Y D=698-[=7- 435 430 430 425 7_7 425 420 415 410 O� to - C) 64 c� to to II II 420 415 00 -Lr) to V U-1- II + C14 C:) CD o V) Nt -=F— + I410 NOTE: 1. OP OF MANHOLE ELEVATIONS SUBJECT TO CHANGE PER FINAL GRADING. 2. A 3' MINIMUM COVERAGE IS REQUIRED OVER THE TOP OF ALL PIPES WHEN FINAL GRADING S 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. 7. ALL STORM WATER INFRASTRUCTURE ASSOCIATED WITH THIS PLAN IS PRIVATELY OWNED AND MAINTAINED AND ARE PROVIDED WITH PUBLIC UTILITY EASEMENTS. 9+50 10+00 10+50 11+00 11 +50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 10+00 10+50 11+00 11+50 12+00 12+50 13+00 PROFILE VIEW: NEW STRM UGD- 170 PROFILE VIEW: NEW STRM 169-177 1 ADJUSTED TOP ELEVATIONS PER NEW GRADING JDB 3118111 1414♦ OF 4441T v##000 DESIGNED BY. PROJECT. SET REV. NO. 6 REVISED LOCATION OF NORTH SWM FACILITY JDB 7124113 IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST USED JDB ALBEMARLE PLACE 7 RE -SUBMITTAL TO COUNTY JDB 9120113 BE ENGINEERS DRAWN BY. STORMWATER MANAGEMENT PLAN 8 VERT: 1 " = 10' SURVEYORS TLB ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER: ER R if r-f 10' 0 10' PLANNERS TITLE: .1-2 DIHR BY. PERMANEMT NORTH SWM FACILITY PROFILES C-10 AsSOCIATES DMJ 0", 02 P0 Box 4119 3040 Avenlore Square Pl. SHEET NUMBER: ti 5 0 50' Lynchburg, VA 24502 Charlottesville, VA 22911 WWA NUMBER: FILE NAME: SCALE: ATE. c% Phone: 434.316.608U Phone: 434.984.2700 H: 1 "--50' DATE NO. SHEET REVISION BY DATE 0 -t AL HORZ: 1 50' www.w�vassociates.net .04 3042 3130110 NO• SHEET REVISION BY —1 208026 09C_ClO.dwg V. 1 "-- 10, 0 1 10 of 37 ►4 EX 15- - ----- -- 495 - - 495 o- -� yr - 490 490 ___ d -- I 485 - - - -- � ~' --- 485 480 -- - 480 475 - _- 475 _ i_1-- 470 - EXISTIN _-- _ - 470 - OUGH-- GRADE - - -- _ 465 465 -- 460 460 _ 455 NEW 455 - -NORT,UGD- 85:0-L.f 450 - - - 450 445 - - 445 440 - -- 440 _ 435 - ;V) --- 435 -- - 430 -{gym✓ —* N - 430 - - o 00 LO 425 420 0 0 y , 00 + o�- u I► z— ---- 425 420 �. z_ Z N 10+00 10+50 11+00 PROFILE VIEW: NEW STRNI UGD-EX153 495 490 ------- 178 - --- --- - o = _ o d• 1 =__ 18-4 --- 495 490 -- - --- _-- — - --------- __ __- __------ -� --o - --- - _476- -f2l - --- - - d - -- --- - --- - = - --- 485 w o �• CL �- w �- 485 � -o �- --- -- - -_ ---- -- - 480 --- - ----_ - _ _ - _ -_ 480 - -- _ - 475 475 --- -_ --- -- _ -- - -- - - 470 ---- -- - -- - 470 __ 465 - -- ---- NEW-- RAD E- --- - 465 - - - - -- - - - - --- ---- ---_ --- --- - - - 460 - - 60 _ ---- -- - -- - - 40 _ L - 1' 21-5-L-..-OF-aF-„'455 455 - --- -- 18j--HIJPE_ 18-HD E-®0 --- - = 450 =-- - - - - - - - 450 - - - - _--�. ------- -- 445 --_- _ _ EXIS 445 ------ _ _ -- I N G --- = � - 440 435 --- - -- ROU COMPACT ED-T9 DRY-WEIGHT-D -PER_ASTM -D=6 --GRAD 95-i -SITY-= 8---_ 440 435 ---- --- ---- - - - h- ` "- - - - --- - _ - - - - __ - - _ - 430 425 _ V) Ul, CD _.�-z o p O Ln 0i 11-� + , 430 425 -- -- _ - � -11-� - ---_ n ----__-- ---X r-- � -�-� = - - m - _+ -;N -+ !I - 420 z 420 Z-_ _ ----- ---N o zK z-z z - -N -- - 10+00 10+50 11+00 11+50 12+00 PROFILE VIEW: NEW STRM 163-178 EX6 - - -1 F 1.81 EX - = -_= . - _ _— -_--___ -- - -- -_ -- -- -- ---.._ - --- 485 _ _- CL =o -- 480 475 CL ~_r _u _ - -__--:- C 80 475 -- - - - __ o_ I 0 '- x o ~ -- - _ -- - --- _ - o - - _ _ - - _ _ _. 470 r -_ _ _ - - - - 470 - - _ ---- --- _EXI -RO 465 - NEW= R� - - _ - _ TINGE— GH -G AD E- - _ 465 --- -- _-- - _ _ = - - 460 460 77 - 11.2- :F. --OF NEW / _ _ - - \- - --- 455 30- -- - 455 _ ,� - -- - 450 450 QPE- OF--N ®0.50% = 1- - -15q.1-L.F.- --15�:2-L-F: -OF--NEW - --- - - - - 445 - - _----� AN 445 _-- - -- - - - _ - 440 440 -1- - - - 33.9 -L.F..-OF -NEW- --- - -- 435 - - 30"-HDPE- 0.500- 435 - - -- - - = - _ _ -- - 430 430 - - -- - -- - - 425 o 425 _ 420 - •- Z:) o II 420 -� - - _ - - _ - _ - - - - - - - 415 - - -� - - - 415 - 405 400 T =11 Q Z z z co ` V M 1 [) -- -il - o z z- U • 111_--�¢ O_ d 405 400 Fn T r7 --- t7 + - --- - -- 7 -- -11 -+ _� + - _ — - - z 7 - N - - - 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 PROFILE VIEW: NEW STRM EX26-EX136 13+50 14+00 495 - _1:8 - ---15 -- 495 -- -- - --- - a -- "o R,- 490 o 490 -- ipt _ in 485 485 _ 480 480 475 470 475 -EXI CH -GRADE TIN_ - -VACCF5 TEMP. ROA 470 —R0 - - - 465 460 465 460 - - 9:: 24- LF�OF -MP-@l.51%- N -- - - _ ___ - ---- _ _ 455 - - 455 - 1r:HDP 450 D- " 0.54%_ 450 NORTH -U _ 445 - - 445 440 440 :_ - _ 435 435 F_ - - 430 '----;- �.00 430 - - 425 420 o _ � n`li �► `t — r fD !► — 425 4—a -N + II-_- r + ---- 420 - II 9+50 10+00 10+50 11+00 PROFILE VIEW: NEW STRM UGD-183 -- - - - --- 505 �- - 505 500 - r 500 - -_ - -il - - 495 � O- ~ 495 490 490 -- 485 - - 485 480 -GRAD- 480 OUCH - 475 - - _ 475 470 - 470 465 - 465 460 25.2- 247-H .F-OF- PE=@2 EW- 0 2 % X - - 460 455 - - 455 450 - 450 NORT - ;-UGD-- 445 —N 445 440 -o 440 440 � - 430 � �r co 430 4 + o�`-435 T �1 II — 9+50 10+00 10+50 11+00 PROFILE VIEW: NEW STRNI UGD-EX151 495 o o_ 495 - _ 485 ~- 485 EXIPTING- 46GH-gRADE- 480 R — 480 475 - 475 f - 470 -- -- 470 465 6"-HD E-®2:018�- - 465 - _ - 460 - - 460 = 455 - - 455 450 - — 450 _ 445 445 440 — 440 435 — 435 430 425 Lq-o (0 -u m� o n- �17 430 425 - - Flo— 0 420 _Z 77X 420 9+50 10+00 10+50 PROFILE VIEW: NEW STRM EX6.2-EX153 NOTE: 1. TOP OF MANHOLE ELEVATIONS SUBJECT TO CHANGE PER 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. 7. ALL STORM WATER INFRASTRUCTURE ASSOCIATED WITH THIS PLAN IS PRIVATELY OWNED AND MAINTAINED AND ARE PROVIDED WITH PUBLIC UTILITY EASEMENTS. 1 ADJUSTED TOP ELEVATIONS PER NEW GRADING JDB 3/1 i8/11 14-m m OF DESIGNED BY: PROJECT: SET REV. N0. 6 REVISED LOCATION OF NORTH SWM FACILITY JDB 712�4113 l� IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED E [ EER JDB ALBEMARLE PLACE 8 7 RE -SUBMITTAL TO COUNTY JDB 9120113 rIM N S DRAWN BY: STORMWATER MANAGEMENT PLAN VERT: 1" = 10' SURVEYORS TLB ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER: 11F��VII 3 10 0 10 PLANNERS TITLE: �,C �� DI��R BY: PERMANEMT NORTH SWM FACILITY PROFILES C-10A �o //� �W sOCI.ATE DMJ SHEET NUMBER: 1! V l PO Box 4119 3040 A ventore S uare Pl. 0 ~ r'3 1� 50' 0 50' Lynchburg, VA24502 Chadoucsville,v 22911 WWA NUMBER: FILE NAME: SCALE: DATE. KS Cs Phone: 434.316.6080 Pltone: 434.984.2700 "_ ' 10A o f 3 7 NO. 1/0 I #NAL E; HORZ: 1 " = 50' www.tvwassociales•ue1 208026.04 304209C_C10A.dwg V. 1 „ 50, 03130110 SHEET REVISION BY DATE NO. SHEEN REVISION BY DATE �0 �1 V. 1 =10 E 1 1 i MEN M�=MEN1NEEMIN� NEEE� MENEEMEN! EMEMEMEM ■ MEME I mmmm mmmim MENEMENE ■ ENEE MENE! EMEM=EEME MENE 1EEM EMEMEN MEEM EMEM MMMM ��� M_� _ s ��.�_ wmmm� mmmmimmmm MEMIN EEE1E EMEM EMEM! MEEMMMMIE M MMMM NEEMENEIN MENE MENE MENIENEE MEMIN f• EEE1E=� ��� � ■ ��� ��� C ���� ���no �IM �.�= ': M ��� � � M ■ / -1 +00 0+00 1 +00 CROSS SECTION A -A SOUTH SWM FACILITY (SEE DWG. No. C-6) w N lY � 3 W � � U Of�o::: w o¢ p w o Z� o_z� 480 480 475 475 _ - RO GH-GRA E 470 -T- 470 465 465 460 460 455 455 450 450 445 - 445 EL€VT449:1 440 440 435 435 430 — - 430 425 425 cyi 420 420 -1 +00 0+00 1 +00 CROSS SECTION D—D► PERMANENT NORTH SWM FACILITY (SEE DWG. No. C-7) 1 REVISED SOUTH SWM FACILTIY SECTIONS PER NEW LOCATION JDB 3118111 2 REVISED WSE'S FOR SOUTH SWM FACILTIY JDB 5120111 3 REVISED ELEVATIONS ON ACCESS MANHOLE TOPS FOR SOUTH SWM FACILITY TO MATCH GRADING FOR STONEFIELD TOWN CENTER FINAL SITE PLAN JDB 819111 6 REVISED LOCATION OF NORTH SWM FACILITY JDB 7124113 7 RE -SUBMITTAL TO COUNTY JDB 9120113 NO. SHEET REVISION BY DATE NO. SHEET REVISION cy-1 Of w U) (n N oe CK ckf O:f z3 mo n-tr°O t2T � F-� tz3 r` o Ito ozl-3 W cn v o � rn00 of 0o w co W En co CO U to LO w cn ��- 121 n- o- v 11 w n cL a U t2 ti a. a. tz o wo¢ o o _ o _ o wo¢ Wo.¢ _ o _ o o _ o wo¢ a. cn l.r.. '_.. � ;.� � � n_ cn t__ t- F- �- 1— E- n_ to l i MENE ENEE M MEME !1 ' MENE CR CNEE it Izewlial MEE MEE MEE� _ a z am, a ■ ` >• MIN II_ ENE MENE MEN ENE MEE 0+00 CROSS SECTION B-B SOUTH SWM FACILITY (SEE DWG. No. C-6) Q- CNEEM ' A ■ MEE NEEMI = MENINMEMIE ■ 11 • • MENE�� _ p� I milli IM iIII ■�mw i ■t��� MEE FM Ill. • �. ■ 0+00 CROSS SECTION C-C SOUTH SWM FACILITY (SEE DWG. No. C-6) w w 26 w V) o o w wo �O �°- TOP OF EMBANKMENT oo= oc:) _ ELEV=460.00 Na 0 o- -�"' 0 �Q� mi� , I INNE'Em _I / 10+00 L-46 LF 42'" 14 GAUGE TYPE II ALUMINIZED CMP 0 1.50% 100YR WSE=455.59_ 1OYR WSE=452.14 _2YR WSE=448.41 WSE=440.25 _ PERFORATED ORIFICE PIPE -BOTTOM OF INTERIM SWM FACILITY = 430.0 - PLUG 6" DIP DURING CONSTRUCTION TO AVOID SEDIMENT CLOGGING. INSTALL 6" GATE 415 VALVE WITH STEM --11'x11'x5' EXTENSION CONC. BASE EMBANKMENT SECTION INTERIM NORTH SWM FACILITY (SEE DWG. No. C-8) ui V) N � c --——-----------——----— 4.0' 20.0' 4.0' !- Z W N a• U a cD t1 V N cMD a 0�0 U 4- w t!7 U to cri V cfl to (fin tY tY tz dZt¢i. O ii�t`=i Z3 � Z3 2• ' 1 �� d• <t•E� d-� d-� d-� W ^ M� M� U^ U^ �� U^ �N MM U^ U^ Z 2. � r 21 ROUGtt G DE- � � 2.0 MIN. 475 475 Viz¢ ROU I GRAD — 2.0' DEPTH GEOTEXTILE 470 470 470 - _ - 470 CLASS Al RIP -RAP FABRIC - FOREBAY WEIR DETAIL FOR ACCES INTERIM NORTH SWM 465 MANHOL 465 465 465 FACILITY (TYF} - N.T.S. 460 460 460 460 455 455 455 WA IOL E (TYP}- - T - 455 — - 450 450 - - - - - 445 445 445 - 445 - - 5650 - 440 440 440 - - 440 NOTE: 1 - 1. TOP OF MANHOLE ELEVATIONS SUBJECT TO CHANGE PER - 435 435 435 - 435 FINAL GRADING. 2• A 3MINIMUM COVERAGE IS REQUIRED OVER THE TOP OF 430 430 430 - 430 ALL PIPES WHEN FINAL GRADING IS COMPLETED, UNLESS - - — — OTHERWISE SHOWN. 425 425 425 - 425 3. STANDARD STEPS (ST-1) ARE REQUIRED FOR STRUCTURES - - � —j'W � a �v �ITH o °- _Inc: - a w -� d a s a - A DEPTH GREATER THAN 4. 420 < 1— —; - ¢ - U w cn cn 420 420 _ 0 0 o ¢ �, 0 W cn E� 0 i w 1n o U 0 -� U 0 420 4. SAFETY SLABS (SL-1) ARE REQUIRED FOR MANHOLES WITH 0 �, �, ;o o o 0 -� 0 0 L 00 M a -P oo t� - a oo r7 ,00 - 0� oo t 7 © -� cO --- 00 00 o - 00 r•7 0o r� a oo ao r'� 00 t�J � ©� o , DEPTHS GREATER THAN 12'. 415 i� o r to i� o _i �L it o �r it L o '�' 415 415 i� r tr it it "r' -"'s 415 ,� �, - to 0 Et1 ttq ,n o o to ,o 0 0 i cCl td - 5. INLET SHAPING (IS-1) IS REQUIRED FOR FLOW DROPS q0 P CV P cD W In N P�7 G75 N rf' 4-- P-i O p _© d- a tL7 p, � Cn Prj -00 B th -CV P rV -00 P co P- - cD P_ N PP 00 u i P_ - I'r� OS N + 'cF O o tti `' tom; { r '� O -P 00 GREATER THAN 4'. 410 0 r 0� r� o r 0 r 0 r 0 0 r 0 • 0 r o e> o 0 - 0 0 0 410 410 o r 0 r 0 r?r 0 0 r 0 r 0 r 0 o 0 0 0� o 0 0 0- 410 -1 +00 0+00 1-I-00 -1 +00 0+00 1 +00 6. ALL MH-1 STRUCTURES ARE 4' INSIDE DIAMETER (I.D.) UNLESS OTHERWISE NOTED. 7. ALL STORM WATER INFRASTRUCTURE ASSOCIATED WITH THIS CROSS SECTION E—E CROSS SECTION F—F PLAN IS PRIVATELY OWNED AND MAINTAINED AND ARE PERMANENT NORTH SWM FACILITY PERMANENT NORTH SWUM FACILITY PROVIDED WITH PUBLIC UTILITY EASEMENTS. (SEE DWG. No. C-7) (SEE DWG. No. C-7) r1'r�TH OF 10 U,rrnnni�n�n .rrrrrrmtirrr 0 10 NAL ,fit BY DATE / IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED VERT: 1 " = 10' 10' 0 10' ta� 50' 0 50' HORZ: 1" = 50' DESIGNED BY: JDB ENGINEERS SURVEYORS DRAWN BY: TLB AsSOCIATES.PLANNERS PO Dox 4119 3040 AvemoreSquare Pl. Lynchburg, VA 24502 Charlottesville, VA 22911 Phone: 434.316.6080 Phone: 434.984.2700 www.wwassoeiates.nel DIHR BY: DMJ WWA NUMBER: 208026.04 PROJECT. ALBEMARLE PLACE STORMWATER MANAGEMENT PLAN ALBEMARLE COUNTY, VIRGINIA TITLE: SWM FACILITIES & INTERIM NORTH SWM FACILITY CROSS -SECTIONS FILE NAME: SCALE: DATE: 304209C_C11.dwg H: 1 =50' 03130110 V: 1 =1D SET REV. NO. 8 DRAWING NUMBER: C-1 1 SHEET. NUMBER: 11 of 37 3 I\ U UI O N O ca D7 3 b C N 0 `v rf- O �O N O ca O N / at U v 4. Q) L a Q 0 00 O N Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday, Jan 14 2010, 8:20 AM Hyd. No. 1 North Pre -developed (subareas 16-20) Hydrograph type = SCS Runoff Peak discharge = 68.34 cis Storm frequency = 2 yrs Time interval = 1 min Drainage area = 46.770 ac Curve number = 74.6 Basin Slope = 0.0 % Hydraulic length = 0 it To method = USER Time of cone. (To) = 23.10 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 North Pre -developed (subareas 17-20) Hydrograph Plot Hydrograph Volume = 238,737 cult Hydrallow Hydrographs by Intelisolve Thursday, Jan 1.1 2010, 8:20 AM Hyd. No. 1 North Pre -developed (subareas 16-20) Hydrograph type = SCS Runoff Peak discharge = 143.88 cfs Storm frequency = 10 yrs Time interval = 1 rain Drainage area = 46.770 ac Curve number = 74.6 Basin Slope = 0.0 % Hydraulic length = Oft To method = USER Time of conc. (To) = 23.10 min Total precip. = 5.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday, Jan b12010, 8:20 AM Hyd. No. 3 Ex 30in Pipe pre (subareas 8-11) Hydrograph type = SCS Runoff Peak discharge = 44.69 cis Storm frequency = 2 yrs Time interval = 1 min Drainage area = 20.170 ac Curve number = 88.9 Basin Slope = 0.0 % Hydraulic length = 0 it To method = USER Time of conc. (To) = 31.10 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Ex Ex 30in Pipe pre (subareas 8-11) Hyd. No. 3 -- 2 Yr Hydrograph Plot Hydrograph Volume = 186,714 cult Q (cfs) 50.00 40.00 Hydraflow Hydrographs by Intelisolve Thursday, Jan 14 2010, 8:20 AM Hyd. No. 3 Ex 30in Pipe pre (subareas 8-11) Hydrograph types = SCS Runoff Peak discharge = 75.12 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 20.170 ac Curve number = 88.9 Basin Slope = 0.0 % Hydraulic length = Oft To method = USER Time of conc. (To) = 3 1. 10 min Total precip. = 5.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 489,118 cult Hydrograph Volume = 319,701 tuft Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday, Jan 14 2010. 8:20 AM Hyd. No. 4 Ex Ditch pre (subareas 12-14) Hydrograph type = SCS Runoff Peak discharge = 28.74 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = 10.340 ac Curve number = 92.9 Basin Slope = 0.0 % Hydraulic length = 0 it To method = USER Time of conc. (f c) = 26.90 rnin Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 110.391 cult Ex Ditch pre (subareas 12-14) Hydrograph Plot Hydraflow Hydrographs by Intelisolva Thursday, Jan 14 2010, 8:20 AM Hyd. No. 5 Rte 29 Pre North (subarea 15) Hydrograph type = SCS Runoff Peak discharge = 5.77 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = 1.060 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = Oft To method = USER Time of conc. (To) = 5.00 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 riydrograph Volume = 13,753 cult Rte 29 Pre North (subarea 15) PRE -DEVELOPED 2-YEAR STORM FLOWS Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday, Jan 14 2010, 3 20 AM Hyd. No. 4 Ex Ditch pre (subareas 12-14) Hydrograph type = SCS Runoff Peak discharge = 45.89 cis Storm frequency = 10 yrs Time interval = 1 min Drainage area = 10.340 ac Curve numlber = 92.9 Basin Slope = 0.0 % Hydraulic I(ength = Oft To method = USER Time of colnc. (I"c) = 26.90 ruin Total precip. = 5.60 in Distributiom = Type II Storm duration = 24 hrs Shape facttor = 484 Hydrograph Volume = 180,693 tuft Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday, Jan 14 2010, 8:20 AM Hyd. No. 5 Rte 29 Pre North (subarea 15) Hydrograph type = SCS Runoff Peak discharge = 8.78 cfs Storrs frequency = 10 yrs Time interval = 1 min Drainage area = 1.060 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = Oft To method = USER Time of conc. (To) = 5.00 min Total precip. = 5.60 in Distribution = Type II Storrs duration = 24 hrs Shape factor = 484 Hydrograph Volume = 21,278 cult Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday, Jan 14 2010, 8:20 AM Hyd. No. 6 Commonwealth Routing Hydrograph type = Reservoir Peak discharge = 95.65 cfs Storm frequency = 2 yrs Time interval = 1 ruin Inflow hyd. No. = 2 Max. Elevation = 483.13 it Reservoir name = Commonwealth Facility Max. Storage = 30,758 cult Storage Indication method used. Commonwealth Routing Hyd. No. 6 -- 2 Yr Hydrograph Plot Hydrograph Volume = 402,020 cult Hydraflow Hydrographs by IiAelisolve Thursday, Jan 14 2010, 8:20 AM Hyd. No. 6 Commonwealth Routing Hydrograph type = Reservoir Peak discharge = 125.97 cfs Storm frequency = 10 yrs Time interval = 1 rrlirl Inflow hyd. No. = 2 Max. Elevation = 489.24 it Reservoir name = Commonwealth Facility Max. Storage = 140,011 cult Storage Indication method ussed. Hydrograph Volume = 797,699 cult Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday, Jan 14 2010, 8:20 AM Hyd. No. 7 *North Predeveloped Release Rate Hydrograph type = Combine Peak discharge = 234.19 cis Storm frequency = 2 yrs Time interval = 1 min Inflow hyds. = 1, 3, 4, 5, 6 *North Predeveloped Release Rate Hyd. No. 7 -- 2 Yr Hydrograph Plot Hydrograph Volume = 951,616 cult Hydraflow Hydrographs by Intelisolve Thursday, Jan 14 2010, 8:20 AM Hyd. No. 7 *North Predeveloped Release Rate Hydrograph type = Combine Peak discharge = 382.97 cis Storrs frequency = 10 yrs Time interval = 1 min Inflow hyds. = 1, 3, 4, 5, 6 Hydrograph Volume = 1,808,496 cult Q (cfs) North Pre -developed Hyd. (subareas 17-20) No. 1 -- 10 Yr Ex 30in Q (cis) q (cfs) Pipe pre (subareas 8-11) Hyd. No. 3 -- 10 Yr Q (cfs) q (cfs) Ex Ditch pre (subareas Hyd. No. 4 -- 10 12-14) Yr Rte 29 Q (cfs) q (cfs) Pre North Hyd. No. (subarea 15) 5 -- 10 Yr Q (cfs) q (cfs) Commonwealth Routing Hyd. No. 6 -- 10 Yr *North Predeveloped q (cfs) Q (cfs) Hyd. No. Release Rate 7 -- 10 Yr q (cis) 160.00 160.00 80.00 _ _ ._ __ 80.00 50.00 50.00 10.00 _ 10.00 280.00 - - 280.00 420.00 - --- - - 420.00 140.00 140.00 70.00 70.00 i ----_ _.- --- - I 240.0 360.00240.00 I _ 40.00 40.00 8.00 8.00 -- I _ 120.00 : ! 120.00 60.00 60.00 r I 200.00 ..__...._ _ ..._.. ----- _ -- - _._L_-- -- - -- - {jj - 200.00 300 OD - - - - -- - -- -- - - - -- 300.00 100.00 �! ': 100.00 50.00 I 50Ap j _ . __. _ _ _... I ........... 30.00 ----- -...- - ---...._.. - ._...--- -. ..._... _._. _ -- - - 4--- - 30.00 6.00 ... ---- --r-- -- - -- - - - r.. - - -- -- --- - - - 6.00 1so.00 _..._._ _ I _ __ _ _ .._.._. 1so.00 24000 .__...... _- - 1 -- -- ------ - 240.00 80.00 -� - I ! 80.00 40.00 i 40.00 I -- 60.00 60.00 30.00 20.00 30.00 90.00 4.00 I i 120.00 - 4.00 I----- ............ _. 120.0o tso.00..._. ... . _ 180.00. ; j : .. 20.00 I ' 1 i 80.00 I80.00 20.00 120.0040.00 l i 10.00 - -- - - - -- - 1 10.00 2.OD --- ( MO -----I i -- - i r- - -- - ----- - i - 20.00 10.00 I 40.00 _ ... _ .._ . .... 40.00 60.00 II - 60.00 0.00 0 2 5 0.00 o 0 3 5 8 10 _ 0.00 0.00 0 2 5 7 9 Ii � 0.00 0.00 26 0.0 2.0 4.0 6.0 8.0 0.00 0.00 - 0 3 5 �-�-r�- _ _ o.00 0.00 0 3 5 8 10 13 �'- - ' 15 18 20 23 25 0.00 7 9 12 14 16 19 21 23 26 13 15 18 20 23 25 12 14 16 19 21 23 10.0 12.0 14.0 16.0 18.0 20.0 8 10 13 15 18 20 23 25 Hyd No. 1 - Y Time (hrs) --- Hyd Nlo. 3 Time (hrs) -Hyd No. 4 Time (hrs) -Hyd Na. 5 Time (hrs) -Hyd No. 6 - Flyd No. 2 Time (hrs) -Hyd No. 7 -Hyd No. I Time -Hyd No. 3 -Hyd No. 4 (hrs) - Hyd No. 5 --- Hyd No. 6 PRE -DEVELOPED 1 0-YEAR STORM FLOWS ®°,°�°TH OF'0l DE-SIGNEJDe. PRALBEMARLE PLACE SET REV. N0. ENGINEERS DRAWN BY: STORMWATER MANAGEMENT PLAN 8 SURVEYORSTITLE: TLB ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER: W 1�m HE �.jw t , I PLN. NERs UIFIR BY: PRE -DEVELOPMENT HYDROGRAPHS C-1 7 1 l 2�S"/ . w _ AsSOCIATESDMJ PERMANENT NORTH SWM FACILITY - 0 0 - /0 `I� �� PO Box 4119 3040 Avermore Square PI. �G SHEET NUMBER: Lynchburg, VA24502 Charlottesville, VA 22911 WWA NUMBER: FILE NAME: ALE: DATE: C31 Phone: 43-1.316.6080 Phone: 434.984.2700 NO. SHEET REVISION BY DATE N0. SII��� REVISION BY DATE 00 �10NAL �N� www.wwassoeiates.nzt 208026.04 801604C C17.dwg I: NIA 03130110 20 Of 37 ►5 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday, Jan 14 2010, 8:20 AM Hyd. No. 6 Commonwealth Routing Hydrograph type = Reservoir Peak discharge = 95.65 cis Storm frequency = 2 yrs Time interval = 1 min Inflow hyd. No. = 2 Max. Elevation = 483.13 it Reservoir name = Commonwealth Facility Max. Storage = 30,758 cult Storage Indication method used. Hydrograph Volume = 402,020 cult Commonwealth Routing Hydrograph Plot Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday, Jan 14 2010, 8:20 AM Hyd. No. 9 North Post to SWM Facility (Subareas 17A, 19A, 20, 21, 22, 23, & 27) Hydrograph type = SCS Runoff Peak discharge = 139.59 cis Storm frequency = 2 yrs Time interval = 1 min Drainage area = 57.500 ac Curve number = 93.3 Basin Slope = 0.0 % Hydraulic length = Oft Tc method = USER Time of conc. (Tc) = 33.10 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 North Post to SWM Facility Hydraflow Hydrographs by Intelisolve Thursday, Jan 14 2010, 8:20 AM Hyd. No. 17 Rte 29 Post North (subarea 15) Hydrograph type = SCS Runoff Peak discharge = 18.25 cis Storrs frequency = 2 yrs Time interval = 1 ruin Drainage area = 3.350 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 it Tc method = USER Time of conc. (Tc) = 6.00 min Total precip. = 3.70 in Distribution = Type II Storm duration) = 24 hrs Shape factor = 484 Hydrograph Volume = 43,464 cult Rte 29 Post North (subarea 15) Hydrograph Volume = 613,738 cult Hydrograph Plot Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 12 Sperry Bypass to Ex 42in (subarea 17) Hydrograph type = SCS Runoff Storm frequency = 2 yrs Drainage area = 5.350 ac Basin Slope = 0.0 % Tc method = USER Total precip. = 3.70 in Storm duration = 24 hrs Thursday, Jan 14 2010, 8:20 AM Peak discharge = 27.44 cis Time interval = 1 min Curve number = 94 Hydraulic length = 0 it Time of conc. (Tc) = 6.00 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 60.699 cult Sperry Bypass to Ex 42in (subarea 17) POST -DEVELOPED 2-YEAR STORM FLOWS Hydraflow Hydrographs by Intelisolve Thursday, Jan 14 2010, 8:20 AM Hyd. No. 18 Seminole Place Bypass (Subarea 18) Hydrograph type = SCS Runoff Peak discharge = 31.57 cis Storrs frequency = 2 yrs Time interval = 1 min Drainage area = 7.170 ac Curve nwmber = 95 Basin Slope = 0.0 % Hydraulic length = Oft Tc method = USER Time of conc. (Tc) = 11.20 min Total precip. = 3.70 in Distributiion = Type II Storrs duration = 24 hrs Shape factor = 484 Hydrograph Volume = 83,069 cult Seminole Place Bypass (Subarea 18) Hydrograph Plot Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday, Jan 14 2010, 6:20 AM Hyd. No. 15 Ex 30in Pipe to Diversion (subareas 8-11) Hydrograph type = SCS Runoff Peak discharge = 51.69 cis Storm frequency = 2 yrs Time interval = 1 min Drainage area = 20.170 ac Curve number = 88.9 Basin Slope = 0.0 % Hydraulic length = 0 it Tc method = USER Time of conc. (Tc) = 24.60 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 Ex 30in Pipe to Diversion (subareas 8-11)I Hyd. No. 15 -- 2 Yr Hydrograph Volume = 185,493 cult Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 1 iI _T-e.... ....... _.__J 0.00 0 2 5 7 9 12 14 16 19 21 23 26 - Hyd No. 15 Time (hrs) Hydraflow Hydrographs by Intelisolve Thursday, Jan 14 2010, 8:20 AM Hyd. No. 19 60-inch Diversion Pipe Hydrograph type = Combine Peak discharge = 175.41 cis Storm frequency = 2 yrs Time interval = 1 ruin Inflow hyds. = 6, 15, 16 60-inch Diversion Pipe POST -DEVELOPED 2-YEAR STORM FLOW Hydrograph Volume = 698,104 cult Hydrograph Plot Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday, Jan 14 2010, 8:20 AM Hyd. No. 16 Ex Ditch to Diversion (subareas 12-14) Hydrograph type = SCS Runoff Peak discharge = 32.44 cis Storm frequency = 2 yrs Time interval = 1 min Drainage area = 10.340 ac Curve number = 92.9 Basin Slope = 0.0 % Hydraulic length = Oft Tc method = USER Time of conc. (Tc) = 20.50 min total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 110,592 cult Ex Ditch to Diversion (subareas 12-14) Q (cfs) Hyd. No. 16 2 Yr Q (cfs) 35.00 -_... --- - - -- - --- - 35.00 30.00 _ 30.00 I 25.00 i 25.00 20.00 20.00 15.00+._................................_..............._;._.........................!..._........._....._._....... ......_...... ,._........._............._......._..__.........-_............_......_..............................................__...._._..__........... 15.00 10.00 10.00 5.00 ...._........ ......... 5.00 0.00 - -.. _. -e...-._ 0.00 0 2 5 7 9 12 14 16 19 21 23 26 Time (hrs) - Hyd No. 16 Hydraflow Hydrographs by Intelisolve Thursday, Jan 14 2010, 8:20 AM Hyd. No. 20 60in Diversion Reach to Outfall Hydrograph type = React) Peak discharge = 172.28 cis Storrs frequency = 2 yrs Time interval = 1 rain Inflow hyd. No. = 19 Section type = Circular Reach length = 1752.0 ft Channel slope = 1.5 % Manning's n = 0.013 Bottom width = 5.0 it Side slope = 0.0:1 Max. depth = 0.0 it Rating curve x = 9.906 Rating curve rn = 1.250 Ave. velocity = 8.93 ft/s Routing coeff. = 0,3210 hlodilled Att-Kin routing method used. Hydrograph Volume = 698.103 cult °' 'VH op DESfCNEDJ��: PROJECT: ALBEMARLE PLACE SET REV. N0. ENIGINEERs DRAWN BY: STORMWATER MANAGEMENT PLAN 8 � SURVEYORS - TLe ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER: V_A- - - - [E 1C F.Gv�[[ [I, PLANNERS DIFIR BY: - - TITLE: POST -DEVELOPMENT HYDROGRAPHS C-18 AsSOCIATES DMJ PERMANENT NORTH SWM FACILITY SHEET NUMBER: ri PO Box 4119 3040 Avemure square Pl. � r� ti� Lynchburg, VA24502 CharlenzSvilIc,VA22911 WWA NUMBER: FILE NAME: SCALE: DAZE: CS Phone: 4311.316.6080 Phone: 434.984.2700 H: NIA NO. S1--1EET REVISION BY DATE NO. SHEET REVISION BY DACE j0��r�ONAL 4444 4410A www.wwassociates.net- 2�8026.04 8�2604C_C18.dWg V: O�j/�jO/1 Q 21 of 37 3 U U) d- O �O M/Oy� / 3 G O� N O 'a Li Zk 0 *t- O (6 N 0 00 0 N / N U 0 Q a 00 0 N / 9 Hydrograph Plot Hydrograph Plot Hydrograph Plot Hydrograph Plot Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday. Jan 14 2010, 8:20 AM Hydraflow Hydrographs by Intelisolva Thursday, Jan 14 2010, 8:20 AM Hydraflow Hydrographs by Intelisolve Thursday, Jan 14 2010, 8:20 AM Hydraflow Hydrographs by Intelisolve Thursday, Jan 14 2010, 8:20 AM Hydraflow Hydrographs by Inlelisolva Thursday, Jan 14 2010, 8:20 Ah1 Hyd. No. 6 Hyd. No. 9 Hyd. No. 12 Hyd. No. 15 Hyd. No. 16 Commonwealth Routing North Post to SWIM Facility (Subareas 17A, 19A, 20, 21, 22, 23, & 27) Sperry Bypass to Ex 42in (subarea 17) Ex 30in Pipe to Diversion (subareas 8-11) Ex Ditch to Diversion (subareas 12-14) Hydrograph type = Reservoir Peak discharge = 125.97 cfs Hydrograph type = SCS Runoff Peak discharge = 222.02 cfs Hydrograph type = SCS Runoff Peak discharge = 43.01 cfs Hydrograph type = SCS Runoff Peak discharge = 86.71 cis Hydrograph type = SCS Runoff Peak discharge = 51.77 cfs Storm frequency = 10 yrs Time interval = 1 min Storm frequency = 10 yrs Time interval = 1 nlin Storm frequency = 10 yrs Time interval = 1 min Storm frequency = 10 yrs Time intelrval = 1 mire Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 2 Max. Elevation = 489.24 it Drainage area = 57.500 ac Curve number = 93.3 Drainage area = 5.350 ac Curve number = 94 Drainage area = 20.170 ac Curve number = 88.9 Drainage area = 10.340 ac Curve number = 92.9 Reservoir name = Commonwealth Facility Max. Storage = 140,011 tuft Basin Slope = 0.0 % Hydraulic length = 0 ft Basin Slope = 0.0 % Hydraulic length = Oft Basin Slope = 0.0 % Hydraulic, length = Oft Basin Slope = 0.0 % Hydraulic length = 0 it To method = USER Time of conc. (To) = 33.10 min To method = USER Time of cone. (To) = 6.00 min To method = USER Time of clone. (To) = 24.60 min To method = USER Time of cone. (To) = 20.50 min Storage Indication method used. Hydrograph Volume = 797,699 cutt Total precip. = 5.60 in Distribution = Type II Total precip. = 5.60 in Distribution = Type II Total precip. = 5.60 in Distribution = Type II Total precip. = 5.60 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 Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 1,000, 136 cult Hydrograph Volume = 98,449 cult Hydrograph Volume = 317,612 cult Hydrograph Volume = 181,022 cult Commonwealth Routing North Post to SWM Facility Sperry Bypass to Ex 42in (subarea 17) Ex 30in Pipe to Diversion (subareas 8-11) Ex Ditch to Diversion (subareas 12-14) Q (cfs) Hyd. No. 6 - 10 Yr Q (cfs) Q (cfs) Hyd. No. 9 -- 10 Yr Q (cis) Q (cfs) Hyd. No. 12 -- 10 Yr Q (c(s) Q (cfs) Hyd. No. 15 - 10 Yr Q (cfs) Q (cfs) Hyd. No. 16 -- 10 Yr Q (cfs) 280 240.00 50.00 r 50.00 90.00 90.00 60.00 60.00 1 210.00 210.00 80.00 80.00 240.00 - ; 240.00 -- - ! 50.00 50.00 i40.00 _.._.. -_.._ ......... ...... ----------- - ... - _...... _.._...- .... 40.00 70.00 - 70.00 i 180.00 - - -- - - _... ----- . --- -- - --- ---.. 180.00 j l I 200.00 200.00 ........ 60.00................................. ..... ; -- _............... L.. _ 60.00 40.00 .!. ......._......._... _._.. ......... .. ..... -- . - . .............. _ .. 40.00 i 150.00 - -- - - _ _ - 150.00 { i 30.00 30.00 I 160.00 -- 160,00 50.00 ........ ._ ....... .. - - .._. 5U.00 120,00 120.00 _ _ I 30.00 30.00 I ! r i I I 4 __ .. _ .......... .......... 40.00 120.00 .. _. .... , .............. _... ...... 1-.......... .. ......_...:..... _. _.. 120.00 000 _ t 1 i 90A0 20A0 ----- 20.00 I I_... I _ - - 30.00 _ 30.00 20.00 20.00 I _ _ 80.00 ! - 80.00 60.00 60.00 ' I I 20,00 I _... 20.00 10.00 - - -.. 10.00 1.. i. 40.00 ..... - _.. 40.00 10.00 .-. - _ 10.00 30.00 30.00 i 10.00 ! 10.00 _ 1 I i 0.00 _.- __.._ _ __. __ 0.00 0.00 0.00 0.00 __ __ 0.00 0.00 _ �__ _.. 0.00 0.00 ! o.00 0 3 5 8 10 13 15 18 20 23 25 0 3 5 8 10 13 15 18 20 23 25 0.0 21.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 0 2 5 7 9 12 14 16 19 21 23 26 0 2 5 7 9 12 14 16 19 21 23 26 Time (hrs) Time (hrs) Time (hrs) Time (hrs) Time (hrs) -- Hyd No. 6 -Hyd No. 2 -Hyd No. 9 -Hyd No. 12 -- Hyd No. 15 -Hyd No. 16 POST -DEVELOPED 10-YEAR STORM FLOWS Hydrograph Plot Hydrograph Plot Hydrograph Plot Hydrograph Plot Hydraflow Hydrograplhs by Intelisolve Thursday, Jan 14 2010, 8:20 AM Hydraflow Hydrographs by Intelisolve Thursday, Jan 14 2010, 8:20 AM Hydraflow Hydrographs by Intelisolve Thursday, Jan 14 2010, 8:20 AM Hydraflow Hydrographs by Intelisolve Thursday, Jan 14 2010, 8:20 AM Hyd. No. 117 Hyd. No. 18 Hyd. No. 19 Hyd. No. 20 Rte 29 Post North (subarea 15) Seminole Place Bypass (Subarea 18) 60-inch Diversion Pipe 60in Diversion Reach to Outfall Hydrograph tyipe = SCS Runoff Peak discharge = 27.76 cfs Hydrograph type = SCS Runoff Peak discharge = 49.10 cfs Hydrograph type = Combine Peak discharge = 256.66 cfs Hydrograph type = Reach Peak discharge = 254.68 cfs Storm frequency = 10 yrs Time interval = 1 ruin Storm frequency = 10 yrs Time intlerval = 1 min Storm frequency = 10 yrs Time interval = 1 min Storm frequency = 10 yrs Time interval = 1 ruin Drainage areal = 3.350 ac Curve number = 98 Drainage area = 7.170 ac Curve ntumber = 95 Inflow hyds. = 6, 15, 16 Inflow hyd. No. = 19 Section type = Circular Basin Slope = 0.0 % Hydraulic length = Oft Basin Slope = 0.0 % Hydrauliic length = 0 it Reach length = 1752.0 it Channel slope = 1.5 % To method = USER Time of conc. (To) = 6.00 min To method = USER Time of iconc. (To) = 11.20 min Hydrograph Volume=1,296,333 tuft Manning's n = 0.013 Bottom width = 5.0 It Total precip. = 5.60 in Distribution = Type II Total precip. = 5.60 in Distributtion = Type 11 Side slope = 0.0:1 Max. depth = 0.0 ft Storm duration = 24 hrs Shape factor = 484 Storm duration = 24 hrs Shape factor = 484 Rating curve x = 9.906 Rating curve m = 1,250 Ave. velocity = 13.07 ft/s Routing coeff. = 0.4372 Hydrograph Volume = 67,246 cult Hydrograph Volume = 132,842 tuft Modified Att-Kin routing rmethod used. Hydrograph Volume = 1,296,330 curt Rte 29 Post North (subarea 15) Seminole Place Bypass (Subarea 18) 60-inch Diversion Pipe 60in Diversion Reach to Outfall Q (cfs) Hyd. No. 17 -- 10 Yr Q (cfs) Q (cfs) Hyd. No. 18 -- 10 Yr Q (cfs) Q (cis) Hyd. No. 19 - 10 Yr Q (cfs) Q (cfs) Hyd. No. 20 -- 10 Yr Q (cfs) 28.00 .... _ 28.00 50.00 - - - 50.00 280.00 -;. 280.00 280.00 - 280.00 i .......... ......... -- . f ............. i ............. .._.._... ... __..._ ..._... .. ._.............._.._......_<............_....---...... 24.00 - . 24.00 240.00 ........ - 240.00 240.00 - - _................... - - 240.00 40.00 -- ��- 40.00 i i ..... 20.00 ..... - - ;.__.... 20.00 200.00 --- - - - 200.00 200.00 _...._. 200.00 i 16.00 _ . _ ._ _...... .. . L.._.. 30.00 -- - - ........ --- .-_ ......... .-- - - _..__ - - 30.00 16.00 ? 160A0 .._.__ .. 160.00 160.00 - - - 160.00 I I 12.00 .._.. - _ 1. _._.. - _.__. _ 12.00 120.00 120.00 120.00 120.00 20.00 - 20.00 8.00 - 8.00 80.00 - 80.00 80.00 80.00 i 10.00 - - -- - - - -! - -- - - -- -- _ -- - ----- 10.00 4.00 ........ - - - - .. _ . ..... _ .......... 4.00 40.00 ......_. _- _ .......__.._ 40.00 40.00 ...... 40.00 I: .... .... 0.00 0.00 0.00 -- o.00 o.00 _ o.00 a.00_-- 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 0.0 2.2 4.3 6.5 8.7 10.8 13.0 15.2 17.3 19.5 21.7 23.8 0 3 5 8 10 13 15 18 20 23 25 0 3 5 8 10 13 15 18 20 23 25 Time (hrs) Time (hrs) Time (hrs) -Time (hrs) ----- Hyd No. 17 -Hyd No. 18 -Hyd No. 19 -Hyd No. 6 -Hyd No. 15 -Hyd No. 16 -Hyd Mo. 20 ---- Hyd No. 19 POST -DEVELOPED 10-YEAR STORM FLOWS DESIGNED BY: PROJECT: SET REV. NO. o ------- - -- - -------------------- �r'' �rx f � � ALBEMARLE PLACE -------- ---- ------ JDB 8 - -- - r ENGINEERS -- -- DRAWNSTORMWATER MANAGEMENT PLAN --- -- - ------ - -- SURVEYORS TLB ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER: - - --------- , tR ,�, ` l PLANNERS TITLE: iE - POST -DEVELOPMENT HYDROGRAPHS -- - -- - - - -27 DIFIR BY: C_ 19 w�ASSOCIADMJ PERMANENT NORTH SWM FACILITY -- ----- -- - ------ -- -- - - -- - - p?1 1 - -- - 1� Box 3040 Avemore Square PI. Lynchburg, urg, VA A.2 SHEET NUMBER: 4502 c,tar,uue6vtllr,vw229u WWA NUMBER: FILE NAME: S GALE: DATE: cy 1C3 Phone: 434.316.6080 Phone: 434.984.270U H: N/A 22 of 37 N0. SPIFFY REVISION BY DATE N0. SHEET REVISION BY DATE 0 ION �dv� www�.wwassdcl�tes.net - - 208026.04 802604c_C19.dwg V: N/A ����� 3 -v U UI d- O (0 O Cal 3 C v1 a� 0 C fy N _14- r;p N 0 00 0 N / Q) U y CL 0] v Q 0 00 0 N / ►] Pond Report Hydraflow Hydrographs by Intelisolve Thursday, Oct 10 2013, 11; 11 AM Pond No. 2 - North SWM Facility Pond Data Pipe dia. = 11.50 ft Pipe length = 249.6 it No. Barrels = 1-1.0 Slope = 0.50 % Invert elev. = 447.71 it Stage / Storage Table Stage (ft) Elevation (it) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft) 0.00 447.71 00 0 0 0.64 448.35 00 1,466 1,466 1.27 448 98 00 fi 858 8.324 r 1.91 44J.62 00 � 12 218 20,542 2.55 450.26 00 15,625 36,167 3.19 450.90 00 17,942 54,109 3.82 451.63 00 19,680 73,789 4.46 452.17 00 20,953 94742 5.10 452.81 00 21,871 116:612 5.74 45345 00 22,443 139,055 6.37 454.08 00 22,735 161.790 7.01 454.72 00 22,712 184.602 7.65 455.36 o0 22.420 206,921 8.29 466.00 00 21,866 228,788 8.92 450.03 00 20,961 249,749 9.56 457.27 00 19,656 269,405 10.20 457.91 00 17,979 287384 10.84 458.55 00 15.600 302:933 11.47 459.18 00 12,169 315,153 12.11 459.82 0o 6.847 322,000 12.75 460.46 Go 1,463 323.463 Culvert! Orifice Structures Weir Structures [A] [B] [C] [DI [A] [B] [C1 101 Rise (in) = 42.00 12.00 30.00 30.00 Crest Len (it) = 22.00 0.00 0.00 0.00 Span (in) = 42.00 12.00 30.00 30.00 Crest El. (it) = 465,00 0.00 0.00 0.00 No. Barrels = 1 1 1 2 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El. (it) = 447.71 447.71 451.71 455.31 Weir type = Riser - --- --- Length (ft) = 258.20 0.00 0.00 0.00 Multi -Stage = Yes No No No Shope (%) = 3.00 0.00 0.00 0.00 N-Value = .013 .013 .013 .013 Orif. Coeff. = 0.80 0.60 0.60 0.60 Multi -Stage = n/a Yes Yes Yes Exfiltration = 0.000 inihr (Wet area) Tailwater Elev. = 0.00 it Stage (it) 100 12.00 10.00 a.00 6,00 4.00 2.00 0.00 0.00 20.00 Total Q Note: 4-WerLOrdice ouvlcr,s have been analyzed under inlet and wlvt control. `Reitrseu chadad for orifice cwdikhs Stage I Discharge 40.00 60.00 80.00 100.00 120.00 140.00 Stage (a) i4.o0 12.00 10.00 8.00 6.00 4.00 2.00 0.00 160.00 Discharge (cfs) PERMANENT NORTH SWM FACILITY REPORT Pond Report Hydraflow Hydrographs by InleliWve Thursday. Jan 14 2010, 8:20 AM Pond No. 1 - Commonwealth Facility Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (it) Elevation (it) contour area (sgft) Incr. Storage (cuff) Total storage (tuft) 0.00 473.73 00 0 0 6.27 480.00 2,122 6,652 6.652 11.27 485.00 13,277 38,498 45:150 1627 490.00 31,5 10 111,968 157,118 21.27 495.00 60,833 230,858 387.975 26.27 500.00 100,493 403,323 791.303 31.27 505.00 142,276 606,936 1,398,238 Culvert / Orifice Structures Weir Structures [Al [B] [C] [DI [A] [B] [C] [DI Rise (in) = 36.00 0.00 0.00 0.00 Crest Len (it) = 0.00 0.00 0.00 0.00 Span (in) = 36.00 0.00 0.00 0.00 Crest El. (it) = 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00 Invert El. (it) = 473.73 0.00 0.00 0.00 Weir Type = ••- Length (it) = 446.00 0.00 0.00 0.00 Multi-slage = No No No No Slope (%) = 2.110 0.00 0.00 0.00 N-Value = .013 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multi -Stage = nla No No No Exfiltration = 0.000 inlhr (Contour) Tailwater Elev. = 0.00 It Stage (It) 35.00 30.00 25.00 20,00 15.00 10.00 5.00 0.00 0.00 20.00 - Total Q Note: Culve:rOf.11ce oulllows rave Leer analyzed and e t m6l and ouuet gonad Stage / Discharge 40.00 60.00 80.00 100.00 120.00 140.00 160.00 COMMONWEALTH FACILITY REPORT Stage (ft) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 0.00 180.00 Discharge (cis) Hydrograph Plot Hydrograph Plot Hydrograph Plot Hydrograph Plot Hydraflow Hydrographs by Intelisolve Tuesday, Feb 2 2010, 9:52 AM Hydraflow Hydrographs by Intelisolve Tuesday, Feb 2 2010, 9:52 AM Hydrallow Hydrographs by Intelisolve Tuesday, Feb 2 2010, 9:52 AM Hydraflow Hydrographs by Inteliseive Tuesday, Feb 2 2010, 9:52 AM Hyd. No, 10 Hyd. No. 13 Hyd. No, 21 Hyd. No, 22 North Facility Routing Post -Development Flow to Ex 42in Pipe a Rte 29 To 72in Diversion Pipe Under Rte 29 "Adequate Outfall Hydrograph type = Reservoir Storm frequency = 2 yrs Inflow hyd. No. = 9 Peak discharge = 62.37 cis Time interval = 't min Max. Elevation = 446.41 ft Hydrograph type = Combine Peak discharge = 64.15 cfs Storm frequency = 2 yrs Time interval = 1 min Inflow hyds. = 10, 12 Hydrograph type = Combine Storm frequency = 2 yrs Inflow hyds. = 17, 18, 20 Peak discharge = 184.59 cis Time interval = t min Hydrograph type = Combine Storm frequency = 2 yrs Inflow hyds. = 10, 12, 21 Peak discharge = 218.23 of Time interval = 1 min Reservoir name _ North SWtvl Facility Max. Storage = 232,300 cuff -_.. Hydrograph Volume = 674,428 cult Hydrograph Volume = 824,636 cult Hydrograph Volume = 1,499,066 cult Storage Indication method used. Hydregraph Volume - 613,729 cult North Facility Routing Q (cfs) Hyd. No. 10 2 Yr Q (cfs) Post -Development Flow to Ex 42in Pipe @ Rte 29 Q (CIS)Hyd. No. 13 2 Yr Q (cfs) To 72in Q (cfs) Diversion Pipe Under Rte 29 Hyd. No.. 21 -- 2 Yr Q (cfs) "*Adequate Outfall Q (cfs) Hyd. No. 22 2 Yr Q (cfs) 140.00 i 140.00 70.00 - 70.00 210.00 i , 210.00 240.00 ..... ..... ... ....... 240.00 120.00 180.00 - -f- I i -� - 180.00 210.00 _ __ _ 210.00 I I -- 120,U0 60.00 - - - 60.00 I, 180.00 180.00 - 100.00 I it 100.00 50.00 50.00 150.00 I 150.00 _ _- I 150.00 _..... _ ......... 150.00 80.00 1 80.00 40,00 40.00 120.00 ( 120.00 - i I 120.00 - 120.00 a ................................................................ 60 0 ...................._..........._.......................................................... ,.._..._...._......................._..._............................._.................._L........._........._....._..........-_.............................._. 60.00 30.00 _ _ _............._......_._. _................_.. 30.00 90.00 .......................... _...................._ _ ..-._._..------...__._.... - I I 90.00 90.00 40.00 - 40.00 20.00 - 20.00 60.00 - 60.00 - i ; 60.00 60.00 20.00 _ -- 30.00 � - _ 30.00 -� - 20.00 10.00 - 10.00 30.00 - • - 30.00 0.001 0.00 0 3 5 8 10 13 15 18 20 23 25 28 0.00 - 0.00 0 3 5 8 tU 13 15 18 20 23 25 28 � _. 0.00 _ 0.00 0 3 5 8 10 13 15 18 20 23 25 28 0.00 0.00 0 3 5 8 10 13 15 18 20 23 25 .�.. 7 .. .. y Fh d No. 10 FI d No. 9 Time (hrs) .,, / / Y Fh d No. 13 Fl d No. 10 FI d No. 12 Time (hrs) FI d No. 21 Fl d No. 17 FI d No. 1II y ____ / y Fl d No. 20 Time (hrs) y Fl d No. 22 Fl d No. 10 FI d No. --- y y y 12 FI d No. 21 Time (hrs) y POST -DEVELOPMENT 2-YEAR STORM ROUTED & COMBINED FLOWS Hydrograph Plot Hydrograph Plot Hydrograph Plot Hydrograph Plot Hydraflow Hydrographs by Intelisolve Tuesday, Feb 2 2010, 9:52 AM Hydrallow Hydrographs by Intelisolve Tuesday, Feb 2 2010, 9:52 At:l Hydraflow Hydrographs by Inteliseive 'Tuesday, Feb 2 2010, 9:52 AM Hydraflow Hydrographs by Imelisolve Tuesday, Feb 2 2010. 9:52 AM Hyd, No, 10 Hyd, No. 13 Hyd. No, 21 Hyd. No, 22 North Facility Routing Post-Developnnent Flow to Ex 42in Pipe @ Rte 29 To 72in Diversion Pipe Under Rte 29 -Adequate Outfall Hydrograph type = Reservoir Peak discharge = 140.26 cfs Hydrograph type = Combine Peak discharge = 143.67 cis Hydrograph type = Combine Peak discharge = 279.98 cis Hydrograph type = Combine Peak discharge = 367.05 cis Storm frequency = 10 yrs Time interval = 1 min Storm frequency = 10 yrs Time interval = 1 ruin Storm frequency = 10 yrs Time interval = 1 min Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 9 Max. Elevation = 449.62 ft Inflow hyds. = 10, 12 Inflow hyds. = 17, 18, 20 Inflow hyds. = 10, 12, 21 Reservoir name = North SWM Facility Max. Storage = 317,596 tuft hlydrograph Volume = 1,098,276 cull Hydrograph Volume = 1,496,420 curt Hydrograph Volume = 2,594,693 cult Storage Indication method used. Hydrograph Volume = 1,000, 128 cuff North Facility Routing Post -Development Flow to Ex 42in Pipe @ Rte 29 To 72in Diversion Pipe Under Rte 29 "*Adequate Outfall C1(cfs} Hyd. No. 10 -- 10 Yr Q (cfs) Q (cfs) Hyd. No. 13 -- 10 Yr Q (cfs) Q (cfs) Hyd. No. 211 10 Yr O (cfs) Q (cfs) Hyd. No. 22 10 Yr Q (cfs) 240.00 - 240.00 160.00 160.00 280.00 280.00 400.00 1 i 400.00 210.00 210.00 140.00 - 140.00 i j _. - 350.00 240.00 240.00350.00 180.00 - i 180.00 120.00 I 120.00 300.00 300.00 i + - 200.00 1 i I 200.00 i I 150.00 __. _ 150.00 100.00 - - - __....... - 100.00 I 1 250.0U _ __ _ ._ __. f E f ...... _.. _ .. 250.00 - _ 160.00 i .......... 160.00 3 _ - 120.00 - 120.00 80.00 - i 1- 80.00 200.00 - - - 200.00 , i 120.00 .._. ............ ....._..._._.....................---....... ---...................... _._. _....................... _.__ ................... ..... _ _......... -._._.-_...... _- 120.00 L - 90.00 I_ 90.00 60.00 60.00 _ - 150.00 I 150.00 - i 80.00 - 80.00 60.00 60.00 40.00 40.00 I 100.00 i 100.00 - 30.00 -- I i 30.00 20.00 j 20.00 40.00 -- ...._i ........ ....._... - - _ ...... - 40.00 _ 50.00 1 � 50.00 f ' 0.00 0.00 0.00 - -_ 0.00 o.00 i -- __.. 0.00 0.00 0.00 0 3 5 8 11 13 16 19 21 24 27 29 0 3 5 8 11 13 16 19 21 24 27 29 0 3 5 8 10 13 15 18 20 23 25 0 3 5 8 11 13 16 19 21 24 27 Hyd No. 10 Hyd No. 9 "" y v Time (hrs) __ _ r -- v - , Hyd No. 13 Hyd No. 10 Hyd No. 12 Time (hrs) Hyd No. 21 Hyd No. 17 Hyd No. 18 --- Hyd No. 20 Time (hrs) - r - v - y --- y - - Hyd No. 22 Hyd No. 10 Hyd No. 12 Hyd No. 21 Time (hrs) - y - y POST -DEVELOPMENT 10-YEAR STORM ROUTED & COMBINED FLOWS 1.41'T W TH" of 00 DEJfGNEJDe. PRo�Ecr. ALBEMARLE PLACE SET REV. No. ENGINEERS (11A STORMWATER MANAGEMENT PLAN ----- - -- - --- - -- -- - SURVEYORS DRAWN BY. TLB ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER: -- -- - --- ----- ---- --- - - E ER f WH I PLANNERS TITLE: ic. N0. 2 5 01111? BY: PERMANENT NORTH SWM FACILITY ROUTINGS C-23 - - --- -- �vAsSOCIATESDMJ -- -- - -- y - -- - SHEET NUMBER: - - - - � PO Box 4119 3040 Avemolre Square PI. � Lynchburg, rg, V 16 4502 Phone: 43ile, VA.22911 2700 W WA NUMBER: FILE NAME: SCALE: FDA ---- -- - - --------- ---- -- - Ir "FO E� -- _-- 208026.04 9 1-I. N/A 03130110 26 of 37 -- - ----- 802604C_C23.dw -- Phone: 4 4.316---- - N0. SHEET- REVISION BY DATE NO. SHEET REVISION BY DATE ry�� NAL +� www.vnvassociales.nel - - V: N/A STEP (TYP) INV. OUT = 455.02 BOTTOM ELEV = 455.02 INV. OUT = 455A 30" 0 MANWAY COVER (TYP) PROVIDED BY CONTRACTOR TOP (1) = 485.70 TOP (2) = 485.45 5,000psi PRECAST CONCRETE CON/SPAN UNIT 27" S TORMFILTER CARTF IDGE (TYP) UNDERDIRAIN MANIFOLD) 6" FINISH FLOOR CARTRIDGE BAY INSTALLED BY CONTRACTOR POURED IN PLACE BY CONTRACTOR BOX CULVERT STORMFILTER - SECTION q-q SCALE N.T.S. SOUTH SWM FACILITY 1 ENERGY DISSIPATOR (TYP) - VAV&7 FOP (3) = 484.93 /- CONTRACTOR SHALL PROVIDE RISERS AND STEPS NECESSARY TO MATCH FINISHED GRADE INV. IN = 455.77 LEXIBLE BOOT CONNECTION OR ARGE WATER TIGHT WITH ON -SHRINK GROUT NV. IN = 457.77 BOX CULVERT STORMFILTER - PLAN A -A SCALE. N.T.S. SOUTH SWM FACILITY 1 GENERALNOTES 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. 2. DIMENSIONS MARKED WITH ( )ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. 3. FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHTS SHALL BE PROVIDED BY CONTECH www.contech-cpi.com 4. STORMFILTER WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. CONTRACTOR TO CONFIRM STRUCTURE MEETS REQUIREMENTS OF PROJECT. 5. ZPG FILTER CARTRIDGE MEDIA CONSISTS OF ZEOLITE, PERLITE, AND GRANULAR ACTIVATED CARBON. REMOVAL RATE = 50% 6. REFER TO SHEET C-9 OF THE ALBEMARLE PLACE STORMWATER MANAGEMENT PLANS FOR MATERIAL, SIZE, AND SLOPE OF INFLOW AND OUTFLOW PIPES. INSTALLATION NOTES 1. CONTRACTOR SHALL PROVIDE 6" MINIMUM COMPACTED GRAVEL BASE OF VDOT NO. 57 COARSE AGGREGATE UNDER FINISHED FLOOR. 2. CONCRETE FOR POURED IN PLACE FLOOR SHALL BE 4000 PSI CONCRETE IN ACCORDANCE WITH VDOT SPECIFICATION SECTION 219, A4 GENERAL. 3. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE STORMFILTER STRUCTURE (LIFTING CLUTCHES PROVIDED).. Nay.►IY'�9�I!' 4. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL SECTIONS AND ASSEMBLE STRUCTURE. 5. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT PIPES. MATCH OUTLET PIPE INVERT WITH OUTLET BAY FLOOR. STORMWArER 6. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION -RELATED EROSION RUNOFF. sOLUTIONs_ ALUMINUM SWIRL CHAMBER I / a. A k SEALANT i- EXTRUDED BUNA N SEAL 1'-10 V-6, \ ' WEIR I� I RIFICE INV. IN = 457.91J SEALANT BAFFLE WALL PLAN VIEW B - B PARGE WATERTIGHT WITH NON -SHRINK GROUT (TYP) 5,000psi CONCRETE REINFORCED FOR HS20 LOADING B TYP INV IN = 4F 3'-0" TOP = 484.79 TOP = 484.74 � I TOP = 484.72 FLOW CONTROL WALL 6" CONCRETE TYP V. OUT = 457.91 CONTRACTOR SHALL PROVIDE RISERS NECESSARY TO MATCH FINISHED GRADE TOP AND SIDES SEALED TO VAULT B WEIR BUTYL WEIR RUBBER L - - - AND SEALANT� ORIFICE L PLATES ORIFICE I INV. OUT = 457.91 : n E_ „ T-0" 3'-0" TYP TYP i :. ,.... ��°O o00°0000°OOodo �°00'°00°dodo°jodo°OpQo°Ouao°OOpao°c 6" MIN. COMPACTED GRAVEL BASE BOTTOM ELEV. = 454.91 SECTION A - A NOTES: 1. PEAK TREATMENT CAPACITY:4.5 CFS; SEDIMENT STORAGE: 1.8 CU YD SEDIMENT CHAMBER DIA: T MIN REMOVAL RATE = 20% 2. INLET PIPE MUST BE PERPENDICULAR TO THE STRUCTURE 3. CONTRACTOR SHALL NOT BE RESPONSIBLE FOR ASSEMBLY OF UNIT 4. MANHOLE FRAMES AND PERFORATED COVERS SUPPLIED WITH SYSTEM AND INSTALLED BY CONTRACTOR 5. CONTRACTOR TO PREPARE EXCAVATION AND PROVIDE CRANE FOR OFF-LOADING AND SETTING AT TIME OF DELIVERY 6. GRAVEL BASE SHALL BE VOOT NO. 57 COARSE AGGREGATE 7. VORTECHS SYSTEMS BY CONTECH S'TORMWATER SOLUTIONS; LINTHICUM, MD (866) 740-3318. Ll TVm_ SOUTH SWM FACILITY: �%R::r WA `, ® o I vww-m DETAIL FOR STORMWATER VORTECHS° MODEL 3000 S O LU TI O N S i c. U.S. PATENT No. 5,759,415 contechstormwater.com REVISED INVERTS AND TOPS PER NEW LOCATIONS AND GRADING 3118111 REVISED MANHOLE TOPS ON STORMFILTER AND VORTECHS FOR SOUTH SWM FACILITY JDB 819111 6 REVISED TOPS AND INVERTS ON STORMFILTER AND VORTECHS FOR NORTH SWM FACILITY JDB 7124113 7 RE -SUBMITTAL TO COUNTY JDB 9120113 N0. SHEET REVISION BY DATE NO. SHEET REVISION i NOTES: 1. ALL FRAMES AND COVERS SHALL BE IN ACCORDANCE WITH VDOT STD. IC-2. 2. STEPS SHALL BE PROVIDED IN ALL RISERS IN ACCORDANCE WITH VDOT STD. ST-1. 4. SAFETY SLABS ARE REQUIRED FOR ACCESS MANHOLES WITH DEPTHS GREATER THAN 12' IN ACCORDANCE WITH VDOT STD. SL-1 NOTES: 1. ALL FRAMES AND COVERS SHALL BE IN ACCORDANCE WITH VDOT STD. IC-2. 2. STEPS SHALL BE PROVIDED IN ALL RISERS IN ACCORDANCE WITH VDOT STD. ST-1. 4. SAFETY SLABS ARE REQUIRED FOR ACCESS MANHOLES WITH DEPTHS GREATER THAN 12' IN ACCORDANCE WITH VDOT STD. SL-1 IONAL '00Y STEP (TYP) INV. OUT = 443.19 BOTTOM ELEV = 443.19 30" 0 MANWAY COVER (TYP) PROVIDED BY CONTRACTOR ;TOP (p1s) = 0E AST CONCRETE CON/SPAN UNIT 27" S iORMFILTER CARTF IDGE (TYP) TOP (2) = 469.93 UNDERDRAIN MANIFOLD 6" FINISH FLOOR CARTRIDGE BAY INSTALLED BY CONTRACTOR POURED IN PLACE BY CONTRACTOR TOP (3) = 470.37 8' 2.75 r.. _ ENERGY DISSIPATOR (TYP) - BOX CULVERT STORMFILTER - SECTION A -A FLEXIBLE BOOT CONNECTION OR SCALE: NS.S. AITIDTU QWLJ eerll Il'V BOX CULVERT STORMFILTER - PLAN A -A SCALE' N.T.3. NORTH SWIM FACILITY 1 GENERALNOTES 1. CONTECH -TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. 2. DIMENSIONS MARKED WITH ( )ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. 3. FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHTS SHALL BE PROVIDED BY CONTECH www.contach-cpi.com 4. STORMFILTER WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. CONTRACTOR TO CONFIRM STRUCTURE MEETS REQUIREMENTS OF PROJECT. 5. ZPG FILTER CARTRIDGE MEDIA CONSISTS OF ZEOLITE, PERLIITE, AND GRANULAR ACTIVATED CARBON. REMOVAL RATE = 50% 6. REFER TO SHEET C-10 OF THE ALBEMARLE PLACE STORMWATER MANAGEMENT PLANS FOR MATERIAL, SIZE, AND SLOPE OF INFLOW AND OUTFLOW PIPES. INSTALLATION NOTES 1. CONTRACTOR SHALL PROVIDE 6" MINIMUM COMPACTED GRAVEL BASE OF VDOT NO. 57 COARSE AGGREGATE UNDER FINISHED FLOOR. 2. CONCRETE FOR POURED IN PLACE FLOOR SHALL BE 4000 PSI CONCRETE IN ACCORDANCE WITH VDOT SPECIFICATION SECTION 219, A-4 GENERAL. 3. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE STORMFILTER STRUCTURE (LIFTING CLUTCHES PROVIDED). 4. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL SECTIONS AND ASSEMBLE STRUCTURE. 5. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT PIPES. MATCH OUTLET PIPE INVERT WITH OUTLET BAY FLOOR. 6. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION -RELATED EROSION RUNOFF. /e�I�\l4'CAIJ' Vi l40il i Q%PF! 5TORMWER -_ ATO TIONS. FOP (4) = 470.65 � CONTRACTOR SHALL PROVIDE RISERS AND STEPS NECESSARY TO MATCH FINISHED GRADE / INV. IN = 445.82 lf� �- 14'-U' SEALANT EXTRUDED BUNA N SEAL 6" CONCRETE TYP ALUMINSWIRL ; {- C CHAMBER ER ORIFICE ,� - ;\ j -�-I- ' •j ; 2.5" ati �, ' \ INV. OUT = 445.85 so AWEIR �► - - - ------ UM - - -r -r a - - .. .i•' a. ..- SEALANT BAFFLE WALL FLOW CONTROL WALL INV. IN = 445.85 PLAN VIEW B - B PARGE WATERTIGHT TOP = 470.58 TOP = 470.60 TOP = 470.59 WITH NON -SHRINK _ GROUT (TYP) 5,000psi CONCRETE REINFORCED i _� CONTRACTOR SHALL PROVIDE RISERS FOR HS20 LOADING-\� NECESSARY TO MATCH FINISHED GRADE TOP AND SIDES : a I B SEALED TO VAULT B r11 WEIR BUTYL WEIR RUBBER L - - - - - - - AND_- 7•-0•• SEALANT ORIFICE IYP I PLATES r VIANV. ORIFICE INV. IN= 445i 5 ` OUT = 445.85 3.0' I I 3 -0" 3'-0" TYP TYP "TYP :.a' ------- a. O- OQ .•O•. ...DO . Do '.00. Oo .00 .�o .00. Q J'. OQ - Oo .. OtOQo . OO .Oo O.O •Oo _•OO Oo OQ °0000 �.,,°, o00 = °g000 � °0000 � °0000 r,°0000 �°Do`;o r,°dodo r,°Dodo r,°0000 r,°0000 � °c 6" MIN. COMPACTED GRAVEL BASE BOTTOM ELEV. = 442.85 - NOTES: SECTION A - A 1. PEAK TREATMENT CAPACITY: 11 CFS SEDIMENT STORAGE: 4 CU YD SEDIMENT CHAMBER DIA: 6' MIN REMOVAL RATE = 20% 2. INLET PIPE MUST BE PERPENDICULAR TO THE STRUCTURE 3. CONTRACTOR SHALL NOT BE RESPONSIBLE FOR ASSEMBLY OF UNIT 4. MANHOLE FRAMES AND PERFORATED COVERS SUPPLIED WITH SYSTEM AND INSTALLED BY CONTRACTOR 5. CONTRACTOR TO PREPARE EXCAVATION AND PROVIDE CRANE FOR OFF-LOADING AND SETTING AT TIME OF DELIVERY 6. GRAVEL BASE SHALL BE VDOT NO. 57 COARSE AGGRIEGATE. 7. VORTECHS SYSTEMS BY CONTECH STORMWATER SOLUTIONS; LINTHICUM, MD (866) 740-3318. u .� NORTH SWM FACILITY: �®AW`,,% DETAIL FOR STORMWATER VORTECHS° MODEL 7000 S O LUTI O N S wa U.S. PATENT No. 5,759,415 contechstormwater.com DESIGNED BY: PROJECT: WA JDB ALBEMARLE PLACE ENGINEERS DRAWN BY: STORMWATER MANAGEMENT PLAN SURVEYORS TLe ALBEMARLE COUNTY, VIRGINIA PLANNERS TITLE: 011-IR BY: DETAILS I-ILSSOCIATES DMJ NOTES: 1. ALL FRAMES AND COVERS SHALL BE IN ACCORDANCE WITH VDOT STD. IC-2. 2. STEPS SHALL, BE PROVIDED IN ALL RISERS IN ACCORDANCE WITH VDOT STD. ST-1. �. SAFETY SLABS ARE REQUIRED FOR ACCESS MANHOLES WITH DEPTHS GREATER THAN 12' IN ACCORDANCE WITH VDOT STD. SL-1 NOTES: 1. ALL FRAMES AND COVERS SHALL BE IN ACCORDANCE WITH VDOT STD. IC-2. 2. STEPS SHALL BE PROVIDED IN ALL RISERS IN ACCORDANCE WITH VDOT STD. ST-1. 4. SAFETY SLABS ARE REQUIRED FOR ACCESS MANHOLES WITH DEPTHS GREATER THAN 12' IN ACCORDANCE WITH VDOT STD. SL-1 PO Box 4119 3040 Avemore Square PI. SCALE: DATE: �E: Lynchbure, VA 24502 Char1°tlesviur,VA22911 WWA NUMBER: FILE NAME: Phone: 434.316.6080 Phone: 434.984.2700 H: N/A www.wwassoc;ales.net 208026.04 304209C-C26.dwg 03130110 V. N/A SET REV. NO. 8 DRAWING NUMBER: C-26 SHEET NUMBER: 29 of 37 • VOLUME = 323,499CF • MAINLINE PIPE GAUGE = 10 • WALL TYPE = SOLID + DIAMETER = 138" • FINISH = ALT2 U �I 48" Q ASSEMBLY SCALE: 1" = 30' VOLUME: 323,499 C.F. LOADING: H2OIH25 SYSTEM INV = SLOPES .5% NORTH SWM FACILITY ACCESS LADDER BE / PROVIDED ETY CONTECH NT ,mod n C RISER` [� � EXTENSION A I b " CMP FINISH IS ALT 2 QQ�)• C STANDARD CONNECTION DETAIL •� -'7T-1I2I� I TECHCO" BAND ANGLE N r- w TOP VIEW _ 6" SLIP JOINT CMP FINISH IS ALT 2 EE CMP OR HELICAL }RIVETED - CMP WITH ANNULAR ENDS q) 1 RISER STUB O -CURVED SHEET SECTION MELDED TO BAND (SAME GAGE) + 0-RING GASKET REQUIRED •C FOR SOIL TIGHTNESS "v SOFT WOOD SPACER BLOCKS 6" MINIMUM REINFORCEMENT' LENGTH, 4 REQ'D PER JOINT (MIN.). SKIP WELD V LONG ,I ON 8" CENTERS __ON SKET 0 97 (OPTIONAL) •� ---MODIFIED HUGGER BAND \` SECTION A -A NOTES' L REINFORCEMENT 1. BAND MATERIAL AND GAGE TO BE SAME AS RISER MATERIAL. -�+ 2. IF RISER HAS A TOTAL HEIGHT OF 10' OR MORE, USE A SLIP O 3. ALL RISER SLIP JOINT COMPONENTS WILL BE FIELD ASSEMBLED. {3 4. MANHOLE RISERS IN APPLICATIONS MiERE TRAFFIC LOADS ARE LZ IMPOSED REQUIRE SPECIAL DESIGN CONSIDERATIONS. RISER REINFORCEMENT SLIP JOINT DETAILS SCALE: N.T.S. SCALE: N.T.S. o NORTH AND SOUTH SWM FACILITIES Q N O U O U b U C O v) 1 REVISED DETAILS PER NEW LOCATION OF SOUTH SWM FACILITY JDB 3118/11 3 REVISED DETAIL FOR SOUTH SWIM FACILITY PER v W SHOP DRAWINGS PROVIDED BY CONTECH JDB 819111 04 6 REVISED DETAIL FOR NORTH SWM FACILITY PER SHOP CD I DRAWINGS PROVIDED BY CONTECH JDB 7124113 D� 7 RE -SUBMITTAL TO COUNTY JDB 9/20/13 NOi SHEET REVISION BY DATE NO. SHEET REVISION INV.=477.78 JRCED EAD W/ TUB 147.71 INV. = 447.71 PLATE ISER 71.39 N 147.78 SER 71.28 47.78 STUB 457.21 'INV. = 447.71 ISER (0 71.17 i 147.78 ISER 71.07 147.78 ISER 70.92 177.78 NOTES • ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. • ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF RISERS AND INLETS, SHALL BE VERIFIED BY THE ENGINEER OF RECORD PRIOR TO RELEASING FOR FABRICATION. • ALL FITTINGS AND REINFORCEMENT (COMPLY WITH ASTM A998. • ALL RISERS AND STUBS ARE 2%` xY2"' CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED. • RISERS TO BE FIELD TRIMMED TO GRiADE. KEY 0 1. RIGID OR FLEXIBLE PAVEMEN F 3 2 GRANULAR ROAD BASE 3. 12' MIN. FOR DIAMETERS THROUGH 96' 18" MIN. FOR DIAMETERS FROM 102 AND LARGER MEASURED TO TOP OF RIGID OR BOTTOM OF FLEXIBLE PAVEMENIT. 4. FILL AND BACKFILLE ABOVE VDOT 21A TO SUBGRADE. FILL AND BACKFILL TO BE PLACED IN ACCORDANCE WITH SECTION 3.10.2 OF THE EARTHWORK REQUIFRMENTS ON DRAW94G C-3 OF THESE PLANTS. 5. BACKFILL WITH VDOT 21A PER THE LATEST EDITION OF THE VDOT ROAD k BRIDGE SPECIFICATIONS V ABOVE THE CROWN OF THE PIPE PLACE IN 5` LIFTS COMPACTED TO 100% DENSITY IN ACCORDANCE: WITH ASTM D 628 AND INSPECTED BY OEOTECH. PROVIDE COMPACTION RESULTS. 6. VDOT NO.57 GRANULAR BEDDING, ;SHAPED TO FIT THE BOTTOM OF THE PIPE, 6' IN DEPTH. SUBGRADE BEDDING PREPARATION PRIOR TO PLACING THE BEDDING, THE SUBGRADE MUST BE CONSFRUCTED TO A UNIFORM AND STABLE GRADE. IN THE EVENT THAT UNSUITABLE SUBGRADE MATERIALS ARE ENCOUNTERED DURING EXCAVATION, THEY SHALL BE RENIOVED AND BROUGHT BACK TO THE GRADE WITH A FILL MATERIAL AS APPROVED BY THE ENGINEER. ONCE THE FOUNDATION PREPARATION IS COMPLETE, 6" OF A WELL -GRADED GRANULAR MATERIAL SHALL BE PLACED AS THE BEDDING. WHEN PLACING THE FIRST LIFTS OF BACKFILL IT IS IMPORTANT TO MAKE SURE THAT THE BACKFILL IS PROPERLY COMPACTED UNDER AND AROUND THE PIPE HAUNCHES. BACKFILL SHALL BE PLACED SUCH THAT THERE IS NO MORE THAN A TWO LIFT t12-) DIFFERENTIAL BETWEEN ANY OF THE PIPES AT ANY TIME DURING THE BACKFILL PROCESS. THE BACKFILL SHALL BE ADVANCED ALONG THE LENGTH OF THE DETENTION SYSTEM AT THE SAME RATE TO AVOID DIFFERENTIAL LOADING ON THE PIPE. OTHER ALTERNATE BACKFILL MATERIAL MAY BE ALLOWED DEPENDING ON SITE SPECIFIC CONDITIONS, AS APPROVED BY SITE ENGINEER. Cl-)BACKFILL DETAIL 3 SCALE: N. T.S. BY I DATE WEIR PLATE 8'-0" 15' 6" ,- 24'-D' REINFORCED 1748' STUB (Dlj BULKHEAD WI INV, = 464.57 y 042" STUB (Al) 4' 2' -- 0138' INV. = 458.07 INV. = 450.00 Oi38" INV. = 458,00 A M D H t REINFORCED 048' RISER {A2) TOP=486.51 TOP=486.70 (El) � H INV, = 458.00 N E REINFORCED 048' RISER H TOP=486.00 (El) li INV. = 450.00 REINFORCED In Tll� , - --- 1� _LIII BULKHEAD '� II 4 r 4 TOP=489.12 (Gj) r N H H H H HIF y H REINFORCED @ G 1ULKHEAD 4 ry B _ TOP=485.55 (Ei) H H HJIL H H J L ----REINFORCED E H BULKHEAD / s 4 1 015" STUB (Cl) H H H Hjj� H H k i G INV, = 458,00 -138" INV. = 458.00 C TOP=485.10 (E E F 11 I i� 302'-6" - 6 @ 38'-0„ = 229'-0' H H H Ilk H x 1"ITC 27 •.�>r� FLAT 036" STUB (F1) BAND WITH 6 INV.=485.16 GASKET (TYP) a 0138" INV. = 458.24 BILL OF MATERIALS PIECE QTY 0 CORRUGATION GAUGE FINISH LENGTH TOTAL A 1 138 5" X 1" 10 ALTZ 8'-01 8'•O" B 2 130 5" X 11. 10 ALT2 44'-6" 891-0" C 1 130 5' X 1' 10 ALT2 37'-3' 37'-3" D 1 138 SIX 11 10 ALT2 24'•D' 24'-0" E 4 138'* 5" X 1' 10 ALT2 24'-W 96'-0" F 1 138 SIX 1" 10 ALT2 24'-0' •24'-0' G 4 13B 51 X 1" 10 ALT2 13 0' 521-0' H 50 138 51X1' i0 ALT2 381-0' 1900'-W J 4 138 51 X 1' 1D ALT2 14'-O' S6'•0" K 1 136 5" X 1' 10 ALT2 28'-0' 2B'-0" L 4 138 5'X1" 10 ALT2 IT-0" 521-0' M 1 130 5" X 1" 10 ALT2 221-9" 22'--9' N 1 138 5" X 1' 10 ALT2 22%3' 22'-3' TOTAL MANUFACTURED LENGTH 2411`•3' 8" X 1/2" CARRIAGE BOLTS WITH 1/2" NU 24" 24" WIDE ( FLAT BAND BLACK VINYL/NITRO BLEND GASKET 24" WIDE X 1-1/2" THICK CORRUGA777 METAL PIPED SECTION (ALT 2 FINISH) 24" CONNECTION DETAIL H H 14'• " 13'-0' REINFORCED 048" RISER -.----61•0" TOP=490.02 (Gt) INV, = 459.46 J »-- REINFORCED G BULKHEAD 5 J L REINFORCED BULKHEAD TOP=489 58 (G1) (I ' G REINFORCED BULKHEAD a TOP=488,63 (G1) REINFORCED BULKHEAD a H K L » --REINFORCED BULKHEAD 8 4 FITTINGS AND MISCELLANEOUS PIECE QTY 0 CORRUGATION GAUGE FINISH LENGTH Al 1 42 2-213" X V2" 16 ALT2 A2 1 48 2-213"X 112' i6 ALT2 23'•1" C1 1 15 2-2I3' X 112' i6 ALT2 D1 1 49 2-213" X 112' 16 ALT2 E1 4 48 2-2t3' X 112' 16 ALT2 23'-1' Fi 1 36 2-213' X 112' 16 ALT2 G1 4 48 2-213" X 112" 16 ALT2 24'-fi' INTER. PLATFORMS 18 138 NIA 12 STEEL BULKHEADS 9 130 NIA 12 STEEL WEIR PLATE 1 138 NIA 12 STEEL BANDS 74 138 LADDERS 9 SOUTH SWM FACILITY FRAME AND COVER SHALL BE IN ACCORDANCE WITH VOOT STD. K:-2 A ACCESS CASTING TO BE PROVIDED AND INSTALLED BY CONTRACTOR, TEMPORARY COVER FOR -- CONSTRUCTION LOADS C I iv HEIGHT OF COVER T q f �. -7--0- FINISHED GRADE I I , ......... ................ ... .... .......... .......... ...... ....... BUTYL RUBBER GASKET MATERIAL fc1 CMP,RISER C - L(li r _ SUFFICIENT TO PREVENT a: ------------ SLAB FROM BEARING ON wo _________________________ RISER TO BE PROVIDED BY CONTRACTOR OB 1I"TYP.- a¢U' ASSEMBLY SCALE: 1" = 30' VOLUME: 245,234 C.F. LOADING: H2OIH25 SYSTEM INV VARIES NOTES I • ALL RISER DIMENSIONS ARE TO CENTERLINE. • ALL STUB DIMENSIONS ARE TO EDGE OF PIPE. • ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTM A998, • ALL RISERS AND STUBS ARE 2W X)' ' CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED. r RISERS TO BE FIELD TRIMMED TO GRADE. a ALL PIPE ENDS TO BE NOWREROLLED TO ACCOMODATE FLAT BANDS AND GASKETS, REINFORCING TABLE "BEARING 0 CMP A G B REINFORCING PRESSURE RISER (PSF) 24' Q) 4' 26 #5 @ 12" OCEW 2,410 4'X4' #5 @ 12" OCEW 1,780 3U" O 4'6" J2 #5@12"OCEW 2.120 4'-6' X 4'-6' #5 @ 12. OCEW 1,530 36, 05, 38" 45 @ 10" OCEW 1,890 5' X 5' 45 @ 10" OCEW 1,350 42" O 5' 6" 44 45 @ 10'. OCEW 1,720 X 5'-ti 95 @ 9" OCEW 1,210 48" O 6' 50" 1 @ 9° OCEW 1,600 6'X6' #5@8"OC`cW 1,100 CONSTRUCTION LOADS SECTION VIEW "ASSUMED SOIL BEARING CAPACITY FOR TEMPORARY CONSTRUCTION VEHICLE LOADS, AN EXTRA AMOUNT OF COMPACTED COVER MAY BE REQUIRED OVER THE TOP OF THE PIPE. . THE HEIGHT -OF -COVER SHALL MEET THE MININIUM REQUIREMENTS SHOWN IN THE TABLE BELOW. THE USE OF HEAVY CONSTRUCTION EQUIPMENT NECESSITATES GREATER PROTECTION FOR THE PIPE THAN FINISHED GRADE COVER MINIMUMS FOR NORMAL HIGHWAY TRAFFIC. /TOO OA A PIPE SPAN, AXLE LOADS (kips) INCITES 18-50 50-75 75-110 110-150 MINIMUM COVER (FT) 2.0Rl 3.0 3.0 12-42 48-72 3.0 3.5 4.0 78-120 3.0 4.0 4.0 126-144 3.5 4.5 4.5 / OB \ #4 DIAGONAL TRIM #4 DIAGONAL TRIM BAR (TYP.4 PLACES), - BAR (TYP.4 PLACES), SEE NOTE 7. SEE NOTE 7. 2' COVER (TYP) I a ' 00 Q1 1 1 ry V 1 (2) 24" TECHCO 'MINIMUM COVER MAY VARY, DEPENDING ON LOCAL CONDITIONS. THE CONTRACTOR MUST PROVIDE THE ADDITIONAL COVER REQUIRED TO BAND ANGLES AVOID DAMAGE TO THE PIPE. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE. (ALT 2 FINISH) CONSTRUCTION LOADING DIAGRAM OPENI3 OPENING IN � PROTECTION PROTECTION 4 SCALE: IN.T.S. PROTECTION SLAB FOR SLAB FOR CAS TING CASTING _ INTERRUPTED BAR REPLACEMENT, SEE NOTE 6. INTERRUPTED BAR REPLACEMENT. SEE NOTE 6. ¢ yA f pOyQl ,/ I 1 1 1 SPECIFICATION FOR CORRUGATED STEEL PIPE -ALUMINIZED TYPE 2 STEEL HANDLING AND ASSEMBLY STANDARD STANDARD REINFORCING, REINFORCING, OB SCOPE SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS SEE TABLE SEE TABLE OF THE NATIONAL CORRUGATED STEEL PIPE THIS SPECIFICATION COVERS THE MANUFACTURE AND INSTALLATION OF THE CORRUGATED STEEL ASSOCIATION(NCSPA). ROUND OPTION PLAN VIEW SQUARE OPTION PLAN VIEW PIPE (CSP) DETAILED IN THE PROJECT PLANS. INSTALLATION MATERIAL NOTES: SHALL BE IN ACCORDANCE WITH VDOT ROAD AND �� FLAT' BAND DETAIL THE ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE APPLICABLE REQUIREMENTS OF BRIDGE STANDARDS AND IN CONFORMANCE WITH 4• TRIM OPENING WITH DIAGONAL #4 BARS, EXTEND L 1 ,THE LATEST EDITION OF THE VDOT ROAD AND BRIDGE SPECIFICATIONS ITHE PROJECT PLANS AND SPECIFICATIONS. IF BARS A MINIMUM OF 12" BEYOND OPENING, BEND �3J SCALE: N.T.S. THERE ARE ANY INCONSISTENCIES OR CONFLICTS j, DESIGN LOAD HS25. BARS AS REQUIRED TO MAINTAIN BAR COVER. PIPE ITHE CONTRACTOR SHOULD DISCUSS AND RESOLVE WITH THE SITE ENGINEER. 2,EARTH COVER = 1- MAX. 5. PROTECTION SLAB AND ALL MATERIALS TO BE THE CSP SHALL BE MANUFACTURED IN ACCORDANCE WITH THE APPLICABLE REQUIREMENTS PROVIDED AND INSTALLED BY CONTRACTOR. OF THE THE LATEST EDITION OF THE VDOT ROAD AND BRIDGE SPECIFICATIONS. THE PIPE 3. CONCRETE SITRENGTH-3,500pal IN SIZES, GAGES AND CORRUGATIONS SHALL BE AS SHOWN ON THE PROJECT PLANS. IT 15 ALWAYS THE RESPONSIBILITY OF THE CONTRACTOR ACCORDANCE WITH VDOT A3.5 GENERAL 6, DETAIL DESIGN BY DELTA ENGINEERING, BINGHAMTON, NY. TO FOLLOW OSHA GUIDELINES FOR SAFE PRACTICES. +,REINFORCING STEEL =ASTM A615. GRADE 60. ALL FABRICATION OF THE PRODUCT SHALL OCCUR WITHIN THE UNITED STATES. 4 MANHOLE CAP DETAIL +,,.PROVIDE ADDITIONAL REINFORCING AROUND OPENINGS EQUAL TO THE BARS INTERRUPTED, 4 SCALE: N.T.S. HALF EACH SIDE. ADDITIONAL BARS TO BE IN THE SAME PLANE. ENGINEERS SURVEYORS PLANNERS AsSOCIATES PO Box 4119 3040 Avemore Square Pl. Lynchburg, VA 24502 Charlottesville, VA22911 Phone: 434.316.6080 Phone: 434.984.2700 www.wwassociales.net DESIGNED BY: PROJECT. SET REV. NO. JDB ALBEMARLE PLACE STORMWATER MANAGEMENT PLAN 8 DRAWN BY: TLB ALBEMARLE COUNTY, VIRCINIA DRAWING NUMBER: TITLE: DETAILS C-2 % DIHR BY: DMJ SHEET NUMBER: WWA NUMBER: FILE NAME: SCALE: DATE: 208026.04 304209C_C27.dwg H N/A V. N/A 03130110 30 of 37 E H H y y H it J L