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WPO201900013 Plan - Revision 2020-11-02
LEGEND ® STORM PIPE ■ STORM INLET O STORM MANHOLE ASPHALT PAVEMENT EXISTING STORM STRUCTURES #8114 (E9 PER AIRPORT/PARKING EXPANSION DATED JULY 2019) GRATE INLET TOP=615.05' INV IN= 611.78' (15" RCP FROM A.D.) INV OUT= 610.56' (18" RCP TO #9442-OFFSITE) #9442 STORM MH RIM=604.70' INV IN=601.38' (18" RCP FROM #8114) #8971 (E33 PER REHABILITATE RUNWAY PLANS DATED MARCH 2O16) GRATE INLET TOP=609.68' INV OUT=604.68' (24" RCP TO #9435) #9435 GRATEINLET TOP=611.96' INV IN= 602.81' (24" RCP FROM #8971) INV OUT= 602.70' (24" RCP TO A.D.) 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+25 PROPOSED STORM SEWER — Scale: H: 1 "=50', V: 5.00: 1 N22'06'16`E 6801.00•(RUNWAY CIL) N22"O6'16"E 68G1OU'(RUNWAY CONVENTIONAL LOCATION FROM TRAVERSE . CONVENTIONAL LOCATION FROM TF // /'62 ---�/ i/ ' ------ _----------/— / / — ----6-- 622 , 6a1e /,F/ _r. ------------------------------ --- --------'622..5--------------$,---` - = - //" —� ---- -- 'T. — —__—--6P'ra----------------- ---_ ------- - - - -"" — ------------ ---- / /--- `-- - -szrta - 62------------6et}.5---- // .ice �\ _ // C / /—//------.----J _ _ -"-r•` \ __-62(�0_---- '------�// r—��^�\—/—------------------- T. __ _ _ _ __ / b _ --------------- \ \ C // / /� --'-----s2o.� .- ............�.`. sus REFER TO 'GRADING & —6t. — ;.�:. / \S DRAINAGE" SHEET PREPARED BY — ___________ --__6P9.B_____ ---- VERIFY DEPTH OF EXISTING--/ UTILITIES; PROTECT ALL UTILITIES //— TO REMAIN DURING EARTHWORK; / COORDINATE WITH DELTA PLANS- �---- _ RETURN GRADE TO ----\\ \ EXISTING IN AREA OF SEDIMENT TRAP- RSA 25A TOfA ----� �-- TOfA--- - ' _ —§'LIMITS OF DISTURBANCE / '— 6"0— — — — — TSAR Doi Doi Doi A TSA 620— \ LOD LOD E LOD LDo LOD 62 9 — ROFA ROFA ReFA-_ C .' - / DELTA AIRPORT CONSULTANTS, _ -INC. FOR PROPOSED GRADING / / 6-------- /----- �— / r LIMITS OF DISTURBANCE _ _- r �'-61-7.5--" RSA '.'.'. R$xl 5 ' " - - - - - -RSA _ _ _ _ _ _ _ - RSA / RSA ------- / RSA. '-- RSA 1AIRCRAFT RATED u -- ---� — 6 / / / 1 - 4 CONCRETE MANHOLE— r R _------- _ / ` J`—CONNECTION TO EXISTING a AIRCRAFT RATED CONCRETE 14 --- - i ---- a —STRUCTURE; CORE STRUCTURE AND _ - U 617 18 CLASS V RCP , — g------- 13 J 18" CLASS IV RCP 1/— ----- -- FILL ALL GAPS AROUND PIPE WITH s DROP INLET WITH 2 X2' GRATE 1+00 --- ------ -- --- --- ---- — — -- -- ___-_ ----------- DROP � (101 - —615-b - --E1S6 _ _ NONSHRINK GROUT, FLUSH TO THE --------- ---- — -- �'— °01---5+00__--_--= ae--=_ - _INSIDE FACE OF THE STRUCTURE. _— — -- -- — ----- - - - - �__ 2oT _ —_— -- -- 6+00 3,r--- s�3 _ E33---- l�+00 3+00 — -- --- 4+00� g24" RCP - \ -' --_ --- -- --- — --- 1— — — — — — — - -- __ ca -- ---_ ------ ----------'� TSA — - '."'.'.\ -... -..-....`......7SA \ , , TSA --- �ZLA --- —_ —ISM--- — \ - _ --- --------------- _ ____________ ____ —sa45— 1g - - _--�---_ --=- - \ --- —�. - ---- ;- � _—�.-.'.'.•�; — ram•- ---- .. LOD LOD �r LOD . - LOD �tBO\ .� . D • . • •L00 \ LOD61� • LOD LO^ • .�� D — LOD- .L --------- NOTE: CONTOURS SHOWN OUTSIDE -- / ,A THE LOD ARE WITHIN AN AREA OF —_— — —_ — — — — — — — MILL AND OVERLAY. THIS AREA IS — — _ r _ — — — — — — u - — — .NOT CONSIDERED DISTURBANCE --- — — — — — ____ISA_________________y__sSA__________ - a p y :i - D \ 3 \ A \ \ T 5 NO. I REVISIONS BY I APP. I DATE % •-i v 1 't4' —FOB FROM A CALCULATION STANDPOINT. --------5A------------- A-- FO FO F — 0 F — 0 i FO TlI ----- j — TOFA — _ — — TOFA NOTES: ' \ 1. REFER TO "GRADING & DRAINAGE" SHEET PREPARED BY DELTA AIRPORT _ / \ CONSULTANTS, INC. FOR PROPOSED GRADING. GRAPHIC SCALE — 2. STORM PIPES AND STRUCTURES 13 AND 14 TO BE INSTALLED AS ONE OF / THE FIRST STEPS. REFER TO CONSTRUCTION SEQUENCE ON SHEET 15. 60 ° 3. REFER TO FINAL EROSION AND SEDIMENT CONTROL PLAN FOR FINAL STABILIZATION. ( 4. SEDIMENT TRAPS SHALL REMAIN IN USE AS LONG AS FEASIBLE. (IN FEET) 1 inch= 50fl. AIP NO. �N TH of y CONSTRUCT TAXIWAY A4 3-51-0004-PENDING DELTA AIRPORT f� DRAWN BY: U E. CAAMBELL BOLTON y D RA I N G E PLAN KMB Draper Aden CONSULTANTS, INC• bAssociates Lic. No. 051495 w TAXIWAY DESIGNED BY: o IO/l5/ZO tv ECB 110 vnnStreet o2 2700 Polo Parkway • Midlothian, Virginia 23113 ��sr10NAL SCALE: DATE: Charlottesvi-0700 lle, www.2902 m phone: (804) 275-8301 • w w w. d e l t a i r p o r t. c o m CHARLOTTESVILLE-ALBEMARLE AIRPORT la — so' OCTOBER2020 ,0 JOB NO. 19040 SHEET 14 OF 41 EROSION & SEDIMENT CONTROL GENERAL NOTES: 1. REFER TO SHEET 20 FOR EROSION AND SEDIMENT CONTROL DETAILS. REFER TO SHEET 19 FOR SEDIMENT TRAP CALCULATIONS AND DETAILS. 2. EROSION MEASURES SHALL BE INSTALLED AS THE FIRST STEP IN LAND DISTURBANCE AND REMAIN IN PLACE UNTIL ALL UPSTREAM AREAS HAVE BEEN PERMANENTLY STABILIZED OR ARE REPLACED BY OTHER MEASURES; REFER TO CONSTRUCTION SEQUENCE ON THIS SHEET. 3. EROSION AND SEDIMENT CONTROL MINIMUM STANDARDS (MS-1 THROUGH MS-19) SHALL BE FOLLOWED AT ALL TIMES. 4. UTILIZE TEMPORARY SEEDING, MULCHING, AND DUST CONTROL AS NEEDED FOR ALL DISTURBED AREAS. 5. INITIAL PHASE EROSION AND SEDIMENT CONTROL MEASURES TO REMAIN IN PLACE THROUGHOUT CONSTRUCTION. MEASURES TO REMAIN OPERATIONAL FOR AS LONG AS FEASIBLE. 6. ALL CONSTRUCTION TRAFFIC SHALL ENTER AND EXIT THE SITE USING THE APPROVED CONSTRUCTION ENTRANCE. CONTRACTOR TO SWEEP UP ANY SEDIMENT TRACKED OUTSIDE OF THE CONSTRUCTION LIMITS AND DISPOSE OF IN AN APPROVED MANOR. 7. ALL DEMOLITION ITEMS SHALL BE REMOVED FROM THE SITE AND DISPOSED OF PROPERLY; REFER TO DEMOLITION PLAN BY DELTA AIRPORT CONSULTANTS. 54.52A2 RUNWAY 3-21 =0.00EXISTINGTAXIWAYECLL N22T610E 6801.&RUNWAYC/L) CONVENTIONAL LOCATION FROM TRAVERSG 6r�5-- 1 .q� �za.�—� --- s�2e--------- / - - ♦ _ _ `-------- �y�< L-5---------- --"_ _--- __ _--.— $�_—Bg}.$— ---- —---------- J ---_ -----'---�'�� /-- `-------_:� - _-- DC _ --- es---------------------------- 62ze------------- - / / ------- _- TS ---- - 6200-" -- -- -----------�--------��-- �/ s��e-/ r/ _---1--_---- 1--- _--------- - MU ss�/� --sees----- ---� � 1\\ \\ \ -'� `/j �, /----� _ � _ • T /1 ;� // �� EROSION & SEDIMENT CONTROL LEGEND No. TITLE KEY SYMBOL 3.02 TEMPORARY STONE CONSTRUCTION ENTRANCE OE _ 0 3.05 SILT FENCE SF 3.07 STORM DRAIN INLET PROTECTION IP O 3.09 TEMPORARY DIVERSION DIKE DD 3.13 SEDIMENT TRAP ST 3.31 TEMPORARY SEEDING TS TS 3.35 MULCHING MU MU 3.39 DUST CONTROL DC DC o s \\ \ • / / t\`--/- \\ APPLY WITHIN ♦ - \ \ \ INITIAL PHASE--- // // _\-� 1 � LIMITS AS NEEDED ' --/ \_- ♦ -/ - - \ \a -- ill l e - \ - - - - - - (--- DRAINAGE AREA TO Al \------ - ° \ /-,�- ST#1 1.54 ACRES- --'`� �\ \ _ / ; ! / -- ----�� INITIAL PHA �\ ___ -1 --INITIAL PHASE - /----- ♦ /� �\ \ ` n ' I I / DRAINAGE AREA TO DRAINAGE AREA TO j- ,�0 ST#2 2.15 ACRES - ST#3 2.43 ACRES __ `►----\ / AFTER STORM INLET IS INSTALLED, --- _ -------- \ 1 , / PLACE FILL AS REQUIRED TO CREATE �1J 7 RA RSA - -RSA -- SF _ BRA/ -_= BERM W F INLET A SHOWN. RSA -" -R-Sa _I---_-_- --" -- -- ---RSA-RSA----- - -- F 1� M DOWNSTREAM 0 S / -- - - - - - - - - - - - - - - _ _ ------ 3-2� J / --~ ~ CLEAN WATER \ / 1 ~ - DIVERSION DIKE ~ ~ ~ =~ 617.0 / 14 STORM PIPE AND INLET SHALL _ ,_--_---/ `~ _---------- / _ E9 =s1 -�-~— ---' BE INSTALLED AS THE FIRST /' - - ---'- \ / — \ _ s�� -- 1 : l I ~ 1 ~ r IP DID - 13 --- --/' 1/ LIMITS OF DISTURBANCE-"---- \ / ST s / 1 ITEM OF CONSTRUCTION. _ / -- - -- --r - ___ _ ___ _ __ / - - -s�� ---- -_ IP ) I I ---------------- ___ - DD _-----sa5�----_ s so-------- _ _ -------------- #1 / : 1 i m� It f�\ 1` j ST-------- -------- ---- - _ - -o _ _ 60T_--:---_- - -sus E--__-'--- A� TnFA — _ TOFA TOFA TOFA T A- Ti7FA� — _ _ — - i6FA --- ---- -" — _ - _ - - -- - - - - - _ _LIMITS OF DISTURBANCE .#2 4 -- 33. _ <—.B-- ��.-----678-0---------- _Leo- �— � -- ---- ' \ ` \ �\ C—_�`— ''63sp_ _� ------ __ `� ST #3-----__-6r- --�or� — -- — \. ego- '— — -� \ ,rt —' --- a ` � ��. —1 � � � —� � _� _ �_ _------- — ---- S-fr13d3---------- TSA I — — TSA \ -� ,�A _ w — _ TSA TS \ \ TSA TSA - - ._--TSI�----_— --� DD CE -- - -- - - - SF '---------------saa s— ------------- - '� LOD LOD �c LOD LOD LOD BB- LOD LOD LOD LOD �tOQ\�R D LOD LOD ,��LOD�LOD LOD LOD ~ ~LOD �lOD_ — •T OfA I ROFA ROFA _ _le ` _ 1-46 \ \ / -- ' J / \ \~ ACCESS TO SITE THROUGH HAUL __-- -zsA-- --_------------_rsg_________________ rs�- - ____-- ' �TSa A // - - - - SECURED AIRPORT FENCING ROA ENTIRE SITE WITHIN f m _ F i: 0 �t—r— F y - 0 f � 0 - 0 F F 0 - U O TOFA Irn° FC ` TOFA TOFT— M. 0 Er 10 MPLETED - CO _ - i:. ')< <' / \GRAPHIC SCALE J ; LE \ / APRON PROJECT i { - w IP \ / / \ .t+ •4 — — so 25 so 20 •6 yA � 2 I a .. .;(.. o.:.a ° f .�� • it -: . h`' :.I C: / \ I . ;�, /_ ..,... ..�- �,.- <' .•;' -��. � — � 1 inch- 50ft. UENCE INITIAL PHASE ESC CONSTRUCTION SE — Q F. - - _ --•~ - a.. •.41I 1 { A. INSTALL CONSTRUCTION ENTRANCE AS SHOWN ON THE PLAN. DISTURB THE MINIMUM AREA NEEDED TO INSTALL <. ;-41- '14 t.:'>r r'=. :. -` = `' { a I \ 1 THE ENTRANCE. ADJUST CONSTRUCTION ENTRANCE AS REQUIRED AS CONSTRUCTION PROGRESSES. 1 I B. INSTALL INLET PROTECTION ON ALL EXISTING INLETS AS SHOWN ON PLANS. C.INSTALL DIVERSION DIKES AND IMMEDIATELY SEED AND MULCH TO STABILIZE. \ / 11 — ';�! :� � � �'."•' "°' �°- ` � � '�• ° '�' \ 1 1 D. INSTALL THE PROPOSED STORM INLET AND PIPING. INSTALL INLET PROTECTION ONCE ACTIVE. ... I � — � ,�� -� � . , � .� .„� �, \ \ I 1 E. CONSTRUCT THE SEDIMENT TRAPS AND INSTALL SILT FENCE AS SHOWN ON THE DOWNHILL SIDE OF THE BERMS. / r T f "'' 1 I DISTURB THE MINIMUM AREA NEEDED TO INSTALL THE TRAPS. DURING CONSTRUCTION, TEMPORARY DIVERSION DIKES SHOULD BE INSTALLED JUST UPHILL OF THE TRAP TO DIVERT ALL UPSTREAM RUNOFF AROUND THE /. ;�. •.. .. ' \ ..` \\\1 I I \ ` TRAP (THESE ARE NOT SHOWN IN PLAN VIEW). - - F. ././ IMMEDIATELY ETRAPSD AVE AALL ISHEABHY SREAS AND OFOUND THE TRAPS VEGETATION EST BNIDTHE SHED THSLOPES TEMPORARYTRAPS. DIVERSIONAFTER DKTHE IIIII I r - / / 1 SHALL BE REMOVED. - - -pi - - - - - / �e / // _ - \ e - \ I 1 I / G. INSTALL ADDITIONAL PERIMETER CONTROL MEASURES AS SHOWN ON THE PLANS OR INSTRUCTED BY THE if I ` \ _ \ IIII q I I I / - / / ` I I / / INSPECTOR/ENGINEER. ((GE UGE- - _ �, 1 1 H. ONCE THE SEDIMENT TRAPS HAVE ESTABLISHED VEGETATION, CLEARING AND GRUBBING OF THE SITE MAY �- - - \ I I I I �� / BEGIN. TOPSOIL SHOULD BE STOCKPILED AND SAVED FOR USE DURING FINAL SITE GRADING. CLEARING AND ID GRUBBING ACTIVITIES SHOULD BE PERFORMED AS NEEDED FOR THE NEXT CONSTRUCTION ACTIVITY AND NOT ACROSS THE ENTIRE SITE AT ONCE. n j UGE \ �� \ IIII I I © / ' �\O \ ` - `- IIII � I � Iil // , I. BEGIN DEMOLITION OF ITEMS AS SHOWN ON THE DELTA PLANS. \ I III IIIIIII \ ® IIIII �/ I I{I / / / J. PROCEED WITH INITIAL GRADING OF THE SITE. ALL EXCAVATED MATERIAL AND DEBRIS SHALL BE STOCKPILED \ c - 1 * / I I OR DISPOSED OF IN A LAWFUL MANNER. ALBEMARLE COUNTY IS TO BE NOTIFIED PRIOR TO ANY HAULING TO \\ \ I III111111111111I °° I A -EST— / /. ii IIII a ° p 1 IIIIII I / IIII/ OR FROM ANY OFFSITE BORROW OR WASTE AREAS. m. GE e - I III IIIIIII Q p \ ) II I - V/�R R E III // K. THROUGHOUT CONSTRUCTION ACTIVITIES, APPLY DUST CONTROL MEASURES ACCORDING TO VESCH STD. & SPEC. 3 ` °' 3.39. ANY AND ALL MATERIAL OR DEBRIS TRACKED ONTO A ROAD OR RUNWAY SURFACE SHALL BE N O�\ I IIII - o Q / _ IIIII III I {III IMMEDIATELY CLEANED THOROUGHLY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING �2 m \ IIc 1111j11111111 I / / o1\O\\ / c I I IIIIIII IIII{IIII// AND BE TRANSPORTED TO A SEDIMENT CONTROLLED DISPOSAL AREA. j/ �� \\ \ II �� IIIIIIIIIIIIII\1AP L. APPLY TEMPORARY SEEDING AND MULCHING AS NECESSARY. UTILIZE SURFACE ROUGHENING AS NEEDED. L / N. N. NIq AIP NO. JOB NO. TH of Gr CONSTRUCT TAXIWAY A4 3-51-0004-PENDING 19040 a.A DELTA AIRPORT •'V � /� �� � DRAWN BY: SHEET Draper Aden E. CADM. PBELL 051OLTON 9 INITIAL EROSION &SEDIMENT KMB 15 n Associates CONSULTANTS, INC. ��o io/�5-o w� CONTROL PLAN -TAXIWAY DESIGNED BY: ECB OF cnarlott svale,vnzz9oZ n Street 2700 Polo Parkway a Midlothian, Virginia 23113 IONAtG� SCALE: DATE: 41 r NO. REVISIONS BY APP. DATE 434-295-0700 www.daa.com phone: (804) 275-8301 0 w w w . delta i r p o r t . c o m CHARLOTTESVILLE-ALBEMARLE AIRPORT 1„ - 5o' OCTOBER2020 EROSION & SEDIMENT CONTROL LEGEND EROSION & SEDIMENT CONTROL GENERAL NOTES: 1. REFER TO SHEETS 19 AND 20 FOR EROSION AND SEDIMENT CONTROL DETAILS. 2. REFER TO SHEET 15 FOR PHASE 1 EROSION AND SEDIMENT CONTROL PLANS AND CONSTRUCTION SEQUENCE. PHASE 1 MEASURES TO REMAIN IN PLACE THROUGHOUT CONSTRUCTION. MEASURES TO REMAIN OPERATIONAL UNTIL ALL UPSTREAM AREAS HAVE BEEN PERMANENTLY STABILIZED OR ARE REPLACED BY OTHER MEASURES. 3. EROSION AND SEDIMENT CONTROL MINIMUM STANDARDS (MS-1 THROUGH MS-19) SHALL BE FOLLOWED AT ALL TIMES. 4. ALL CONSTRUCTION TRAFFIC SHALL ENTER AND EXIT THE SITE USING THE APPROVED CONSTRUCTION ENTRANCES. CONTRACTOR TO SWEEP UP ANY SEDIMENT TRACKED OUTSIDE OF THE CONSTRUCTION LIMITS AND DISPOSE OF IN AN APPROVED MANOR. 5. ALL DISTURBED AREAS OUTSIDE OF THE PAVEMENT AND GRAVEL SHALL RECEIVE TOPSOIL (MIN 4"), BE PERMANENTLY SEEDED, AND COVERED WITH STRAW MULCH. 6. UTILIZE DUST CONTROL AS NEEDED WITHIN LIMITS OF DISTURBANCE. 7. INSTALL BLANKET MATTING ON ALL SLOPES STEEPER THAN 4:1, WITHIN CHANNELS, AND IN ALL OTHER AREAS AS REQUIRED TO ESTABLISH 00' (RUNWAY C'L) 'iON FROM TRAVERSE VEGETATION. No. TITLE KEY SYMBOL 3.20 ROCK CHECK DAM CD ' 3.30 TOPSOILING TO TO 3.32 PERMENANT SEEDING PS PS 3.35 MULCHING MU MU 3.36 BLANKET MATTING 3.39 DUST CONTROL DC DC -- - - - - - - Ir Ilk ---= 6?36- _ _ _ 622 ;" 67�15 ,f -- —_ - �- ,_.:... ---------- — -- _ _ ------ ---- ---- 6S2'S---- �`—_—_------ ----- --- --------------------- 620. --- _ \ // i----- -- — _-- £?63-- - - - - - - - - - - - - - - - - - - - - - — --- -------- - ------ 62"— ------------------ — _ O-"------ _- "- -- - \ — — — — — ------------ 62..:..:..:�\---- FINAL PHASE _y - - - --- _ \ 2------'- i \-------- _----' DRAINAGE AREA TO \ \-- �/ / 6� \\---- -i- ST#1 1.46 ACRES-- --' \ \ 1 l; l ,' I l -�� FINAL PHASE ---- - -` //� — _�� FINAL PHASE / - DRAINAGE AREA TO- _- _---- DRAINAGE AREA TO j DC ST#2 2.94 ACRES / / - - S 1.61 A " �.' T#3 CRES PS TO I /'� — — \ — _--_ ONCE UPSTREAM AREAS ARE STABILIZED, -��- - �:,.;:���::'. -- �' � SEDIMENT TRAP CAN BE REMOVED. GRADE IN DITCH AND INSTALL CHECK DAMS TO \ I L...: SF - \ \ 1 \ ' 'des` lg _ / M U �' of--/ � _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _HELP ESTABLISH VEGETATION. ONCE RA RSA _ - -RSA --- r - — RA/ Rc I RSA 1'.'.R$z:: 5 ----- -RSA______ "-- RSA CHECK DVEGETATIAM ON I SHOULDLBE RDEMOVEDIN CH / Rsg '-- R — _---------------- _ — _ c}----�srz3� T `-- : ---- 1 : \ 1 APPLY WITHIN '�a+�� -- ,u -- Su — 6 -—_ B/M 1 \- / LIMITS AS NEEDED 1 r 14 617 IP :�: '' DD ------ 13 \/ LIMITS OF DISTURBANCE--- _ _ - 10 _ __ ----- _ IP #� % / ,I 1 I 11 I 11 / S °° _ T_.-_T.. --- --- __--- ------ ---- ��— _ -- — "-- _=�s�so- _'ae=== ——__—_-- \ / --- ----- --'- ` _ �J1 / I �\ \ -.-� - -- -- ----------- ---- --- _ ---- --- 00-r _ --_--_---_-- __ E33 -- -_--- - TOFd — — — TOFA —$-1 1--- TOFA--- ! i i TOFA ` \ TA .#2'TO!`AJ� 1._-- — _ _ �__-- _ _ _ --- -- _ --- --� —=\` — \\LIMITS OF DISTURBANCE- / / / °: 1_ I \ l \\ _'. T:' c'as ---- B/M — ST # '� ---- --- s �__ c _ - 2----------- -- a 619 `- _ - - 75--- 4 3 --- CD _ _ _ — T...—.. — — --------------- — ---- / TSA — ezo- — — — — ISA -A 'fr7 . UA --- — ' TSA TS% ��' —� TS-: '..'.........TSA. — ---- A -- -- ---_TSA= __ — - 2 ` .. :'. ..� ... ' �..p _ "_��..' :+v f�- u__.,� o _�.1d9 "'�'" �— - LOD LOD mac` LOD LOD LOD �'L8B', LOD LOD �!—LOD LOD 0 LOD LOD�1m�LOD LOP,��-6D LOD LO \ \ �� : .vim. OFA ROFA ROFA —— \ SEDIMENT TRAPS SHALL �a _- \ REMAIN IN PLACE AS LONG AS _ _ = -- \ "`- ------ /FEASIBLE (TYP ALL THREE) ----- �\ -= � _"_---------Q \ / --- -�A-- ---------\----- ---------------->--�------- r --- — TI;a � — � TSA — — — — � \ // � — — � — — — — �A_ — — — — — — — — — 1SA_ — — t ✓ — 1 y " . �.:. FO � FO J — roFA �r r... FO TnFA roFA TaF�— .., ..y •... ... SCALE Fr •S' 1 l"• .M•A• •1 \ •�F� f 1 • I• S�' - '�/ 50. 0 25 50 1U0 2W COMPLETED �— APRON PROJECT-tP I / \ ,` u 4 +q /' / .�.�. _ .�. �.�' '✓:-..:.`: ( — — � I 1 inch= 50fl. I ` I / ESC PHASE 2 CONSTRUCTION SEQUENCE - - \ I A. MAINTAIN PERIMETER EROSION AND SEDIMENT CONTROL MEASURES AND SEDIMENT TRAPS AS SHOWN ON THE PLANS. EROSION AND SEDIMENT CONTROLS SHALL BE MAINTAINED \ \ '_a •r':y -.: /: ::.,- ��! .'... , i;... sue. ...a 1 -'>`:° "��. ..__ •' �� _ ." �.::P '• I - ' / - �•.. \ 1 / UNTIL SUCH A TIME AS A VEGETATIVE COVER IS ESTABLISHED UPHILL OF THE MEASURES. SEDIMENT TRAPS SHALL BE LEFT IN PLACE UNTIL ALL POSSIBLE UPSTREAM EARTHWORK IS ::)`, •):.:'. `'a� :f r - - - \} . .: 1 / / COMPLETE AND STABILIZED. B. INLET PROTECTION SHALL REMAIN IN PLACE UNTIL PERMANENT STABILIZATION IS REACHED ? N" r I I 1 I / UPHILL OF THE MEASURE. C. SEDIMENT TRAPS SHALL REMAIN OPERATIONAL FOR AS LONG AS CONSTRUCTION ALLOWS. / THROUGHOUT CONSTRUCTION, UTILIZE DIVERSION DIKES AND TEMPORARY CHANNELS TO � fir' •' �- -� -�;; \ - � � \ \ I / � - " MAINTAIN THE SAME APPROXIMATE AREA DRAINING TO EACH TRAP. ONLY REMOVE WITH , . \ \1 I \ I APPROVAL OF INSPECTOR. D.INSTALL ALL ADDITIONAL MEASURES SHOWN ON THE PLANS AND AS DEEMED NECESSARY g %: "• " '- • \. ' THROUGH INSPECTIONS BY THE RLD, COUNTY OR ENGINEER. % V a i.' : - :.:,. / - - - / i �/ - E. USE APPROPRIATE DUST CONTROL MEASURES FOR DISTURBED AREAS AS WELL AS - - - - - � � II '.-; : = :' ., .. . .. } •:"-.'./': � < : ' . ... :-!. `e :• .� ��..r; a.. :r, :: > ,.._ .. - \ T / r � - / / �-- � � � - TEMPORARY SEEDING AND STRAW MULCHING AS NECESSARY. \ \ �/ - F. PROCEED WITH TAXIWAY INSTALLATION AND FINAL GRADING. T- � - G OUTSIDE OF LY THENT SEEDING, HARDSCAPE,TOPSOIL AND STRAW MULCHING TO ALL DISTURBED AREA, -� G (/GE HUGE- - J _ �, \ I 1 I I �� �j / // / /// / `� -_ ; H. REMOVE SEDIMENT TRAPS ONLY AFTER UPSTREAM AREAS ARE STABILIZED. ONLY REMOVE WITH APPROVAL OF INSPECTOR. PROCEED WITH FINAL GRADING OF AREAS WITHIN THE FOOTPRINT OF THE TRAPS. I. TEMPORARY ROCK CHECK DAMS SHALL BE INSTALLED ALONG THE OUTFALL CHANNEL NORTH OF THE RELOCATED TAXIWAY TO ASSIST WITH ESTABLISHING VEGETATION WITHIN j UGc THIS CHANNEL. INSTALL BLANKET MATTING AS REQUIRE TO ESTABLISH VEGETATION. J. ALL STORMWATER PIPES AND STRUCTURES SHALL BE CLEANED OF ALL SEDIMENT BUILD UP. T AMME'� ONCE THE OF L IS 6 - j I (IIII (IIII I \\ �� I IIIIIII III I - VVO � P� F L L / IIIII� /// / // // // K. / K REMAI ING EIROSION ANBDLISEDI, AND WITH MENTT CONT OPLPMOEASURES, THE INSPECTOR, REMOVE ALL ��LTa OF yj CONSTRUCT TAXIWAY A4 AIP 051-0004-PENDING 19040 . V DELTA AIRPORT DRAWN BY: SHEET � CAM BELL 13OLTONy FINAL EROSION & SEDIMENT KMB Draper Aden CONSULTANTS, INC. 6 Associates � Lic. No. 051495 wa CONTROL PLAN -TAXIWAY DESIGNED BY: OF o l0/l5/ZD sv ECB Charlottesville, svnn, treesVA 2 2700 Polo Parkway # Midlothian, Virginia 23113 SIONAL SCALE: DATE: 41 NO. REVISIONS BY APP. DATE 434-295-0700 www.daa.com phone: (804) 275-8301 4 w w w. delta i r p o r t. c o m CHARLOTTESVILLE-ALBEMARLE AIRPORT I" = 50' OCTOBER2020 D D D i J NO. REVISIONS BY I APP. I DATE STATE MINIMUM STANDARDS FOR EROSION CONTROL GENERAL EROSION AND SEDIMENT CONTROL NOTES ES-1: UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND THE VIRGINIA EROSION AND SEDIMENT CONTROL REGULATIONS 9VAC25-840. ES-2: THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE —CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. ES-3: ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. ES-4: A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. ES-5: PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF —SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. ES-6: THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. ES-7: ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. ES-8: DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. ES-9: THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF —PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. MINIMUM STANDARDS A VESCP MUST BE CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: MS-1 PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 14 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. MS-2 DURING CONSTRUCTION OF THE PROJECT, SOIL STOCK PILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. MS-3 A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. MS-4 SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND —DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. MS-5 STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. MS-6 SEDIMENT TRAPS AND SEDIMENT BASINS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP OR BASIN. A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. B. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM DRAINAGE AREAS GREATER THAN OR EQUAL TO THREE ACRES SHALL BE CONTROLLED BY A SEDIMENT BASIN. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT BASIN SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA. THE OUTFALL SYSTEM SHALL, AT A MINIMUM, MAINTAIN THE STRUCTURAL INTEGRITY OF THE BASIN DURING A 25—YEAR STORM OF 24—HOUR DURATION. RUNOFF COEFFICIENTS USED IN RUNOFF CALCULATIONS SHALL CORRESPOND TO A BARE EARTH CONDITION OR THOSE CONDITIONS EXPECTED TO EXIST WHILE THE SEDIMENT BASIN IS UTILIZED. MS-7 CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. MS-8 CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. MS-9 WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. MS-10 ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT —LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. MS-11 BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. MS-12 WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. MS-13 WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX—MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. Draper Aden Associates 110 Avon Street Charlottesville, VA 22902 434-295-0700 www.daa.com MS-14 ALL APPLICABLE FEDERAL, STATE AND LOCAL REQUIREMENTS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. MS-15 THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. MS-16 UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF —SITE PROPERTY. D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THIS CHAPTER. F. APPLICABLE SAFETY REQUIREMENTS SHALL BE COMPLIED WITH. MS-17 WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND —DISTURBING ACTIVITIES. MS-18 ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE VESCP AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. MS-19 PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24—HOUR DURATION IN ACCORDANCE WITH THE FOLLOWING STANDARDS AND CRITERIA. STREAM RESTORATION AND RELOCATION PROJECTS THAT INCORPORATE NATURAL CHANNEL DESIGN CONCEPTS ARE NOT MAN—MADE CHANNELS AND SHALL BE EXEMPT FROM ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN—MADE CHANNELS: A. CONCENTRATED STORMWATER RUNOFF LEAVING A DEVELOPMENT SITE SHALL BE DISCHARGED DIRECTLY INTO AN ADEQUATE NATURAL OR MAN—MADE RECEIVING CHANNEL, PIPE OR STORM SEWER SYSTEM. FOR THOSE SITES WHERE RUNOFF IS DISCHARGED INTO A PIPE OR PIPE SYSTEM, DOWNSTREAM STABILITY ANALYSES AT THE OUTFALL OF THE PIPE OR PIPE SYSTEM SHALL BE PERFORMED. B. ADEQUACY OF ALL CHANNELS AND PIPES SHALL BE VERIFIED IN THE FOLLOWING MANNER: (1) THE APPLICANT SHALL DEMONSTRATE THAT THE TOTAL DRAINAGE AREA TO THE POINT OF ANALYSIS WITHIN THE CHANNEL IS ONE HUNDRED TIMES GREATER THAN THE CONTRIBUTING DRAINAGE AREA OF THE PROJECT IN QUESTION; OR (2)(A) NATURAL CHANNELS SHALL BE ANALYZED BY THE USE OF A TWO—YEAR STORM TO VERIFY THAT STORMWATER WILL NOT OVERTOP CHANNEL BANKS NOR CAUSE EROSION OF CHANNEL BED OR BANKS. (2)(B) ALL PREVIOUSLY CONSTRUCTED MAN—MADE CHANNELS SHALL BE ANALYZED BY THE USE OF A 10—YEAR STORM TO VERIFY THAT STORMWATER WILL NOT OVERTOP ITS BANKS AND BY THE USE OF A TWO—YEAR STORM TO DEMONSTRATE THAT STORMWATER WILL NOT CAUSE EROSION OF CHANNEL BED OR BANKS; AND (2)(C) PIPES AND STORM SEWER SYSTEMS SHALL BE ANALYZED BY THE USE OF A 10—YEAR STORM TO VERIFY THAT STORMWATER WILL BE CONTAINED WITHIN THE PIPE OR SYSTEM. C. IF EXISTING NATURAL RECEIVING CHANNELS OR PREVIOUSLY CONSTRUCTED MAN—MADE CHANNELS OR PIPES ARE NOT ADEQUATE, THE APPLICANT SHALL: (1) IMPROVE THE CHANNELS TO A CONDITION WHERE A 10—YEAR STORM WILL NOT OVERTOP THE BANKS AND A TWO—YEAR STORM WILL NOT CAUSE EROSION TO THE CHANNEL, THE BED, OR THE BANKS; OR (2) IMPROVE THE PIPE OR PIPE SYSTEM TO A CONDITION WHERE THE 10—YEAR STORM IS CONTAINED WITHIN THE APPURTENANCES; (3) DEVELOP A SITE DESIGN THAT WILL NOT CAUSE THE PRE —DEVELOPMENT PEAK RUNOFF RATE FROM A TWO—YEAR STORM TO INCREASE WHEN RUNOFF OUTFALLS INTO A NATURAL CHANNEL OR WILL NOT CAUSE THE PRE —DEVELOPMENT PEAK RUNOFF RATE FROM A 10—YEAR STORM TO INCREASE WHEN RUNOFF OUTFALLS INTO A MAN—MADE CHANNEL; OR (4) PROVIDE A COMBINATION OF CHANNEL IMPROVEMENT, STORMWATER DETENTION OR OTHER MEASURES WHICH IS SATISFACTORY TO THE VESCP AUTHORITY TO PREVENT DOWNSTREAM EROSION. D. THE APPLICANT SHALL PROVIDE EVIDENCE OF PERMISSION TO MAKE THE IMPROVEMENTS. E. ALL HYDROLOGIC ANALYSES SHALL BE BASED ON THE EXISTING WATERSHED CHARACTERISTICS AND THE ULTIMATE DEVELOPMENT CONDITION OF THE SUBJECT PROJECT. F. IF THE APPLICANT CHOOSES AN OPTION THAT INCLUDES STORMWATER DETENTION, HE SHALL OBTAIN APPROVAL FROM THE VESCP OF A PLAN FOR MAINTENANCE OF THE DETENTION FACILITIES. THE PLAN SHALL SET FORTH THE MAINTENANCE REQUIREMENTS OF THE FACILITY AND THE PERSON RESPONSIBLE FOR PERFORMING THE MAINTENANCE. G. OUTFALL FROM A DETENTION FACILITY SHALL BE DISCHARGED TO A RECEIVING CHANNEL, AND ENERGY DISSIPATORS SHALL BE PLACED AT THE OUTFALL OF ALL DETENTION FACILITIES AS NECESSARY TO PROVIDE A STABILIZED TRANSITION FROM THE FACILITY TO THE RECEIVING CHANNEL. H. ALL ON —SITE CHANNELS MUST BE VERIFIED TO BE ADEQUATE. I. INCREASED VOLUMES OF SHEET FLOWS THAT MAY CAUSE EROSION OR SEDIMENTATION ON ADJACENT PROPERTY SHALL BE DIVERTED TO A STABLE OUTLET, ADEQUATE CHANNEL, PIPE OR PIPE SYSTEM, OR TO A DETENTION FACILITY. DELTA AIRPORT CONSULTANTS, INC. 2700 Polo Parkway # Midlothian, Virginia 23113 phone: (804) 275-8301 0 www.deltairport.com J. IN APPLYING THESE STORMWATER MANAGEMENT CRITERIA, INDIVIDUAL LOTS OR PARCELS IN A RESIDENTIAL, COMMERCIAL OR INDUSTRIAL DEVELOPMENT SHALL NOT BE CONSIDERED TO BE SEPARATE DEVELOPMENT PROJECTS. INSTEAD, THE DEVELOPMENT, AS A WHOLE, SHALL BE CONSIDERED TO BE A SINGLE DEVELOPMENT PROJECT. HYDROLOGIC PARAMETERS THAT REFLECT THE ULTIMATE DEVELOPMENT CONDITION SHALL BE USED IN ALL ENGINEERING CALCULATIONS. K. ALL MEASURES USED TO PROTECT PROPERTIES AND WATERWAYS SHALL BE EMPLOYED IN A MANNER WHICH MINIMIZES IMPACTS ON THE PHYSICAL, CHEMICAL AND BIOLOGICAL INTEGRITY OF RIVERS, STREAMS AND OTHER WATERS OF THE STATE. L. ANY PLAN APPROVED PRIOR TO JULY 1, 2014, THAT PROVIDES FOR STORMWATER MANAGEMENT THAT ADDRESSES ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN—MADE CHANNELS SHALL SATISFY THE FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN—MADE CHANNELS IF THE PRACTICES ARE DESIGNED TO (1) DETAIN THE WATER QUALITY VOLUME AND TO RELEASE IT OVER 48 HOURS; (II) DETAIN AND RELEASE OVER A 24—HOUR PERIOD THE EXPECTED RAINFALL RESULTING FROM THE ONE YEAR, 24—HOUR STORM; AND (III) REDUCE THE ALLOWABLE PEAK FLOW RATE RESULTING FROM THE 1.5, 2, AND 10—YEAR, 24—HOUR STORMS TO A LEVEL THAT IS LESS THAN OR EQUAL TO THE PEAK FLOW RATE FROM THE SITE ASSUMING IT WAS IN A GOOD FORESTED CONDITION, ACHIEVED THROUGH MULTIPLICATION OF THE FORESTED PEAK FLOW RATE BY A REDUCTION FACTOR THAT IS EQUAL TO THE RUNOFF VOLUME FROM THE SITE WHEN IT WAS IN A GOOD FORESTED CONDITION DIVIDED BY THE RUNOFF VOLUME FROM THE SITE IN ITS PROPOSED CONDITION, AND SHALL BE EXEMPT FROM ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN—MADE CHANNELS AS DEFINED IN ANY REGULATIONS PROMULGATED PURSUANT TO § 62.1-44.15:54 OR 62.1-44.15:65 OF THE ACT. M. FOR PLANS APPROVED ON AND AFTER JULY 1, 2014, THE FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS OF § 62.1-44.15:52 A OF THE ACT AND THIS SUBSECTION SHALL BE SATISFIED BY COMPLIANCE WITH WATER QUANTITY REQUIREMENTS IN THE STORMWATER MANAGEMENT ACT (§ 62.1-44.15:24 ET SEQ. OF THE CODE OF VIRGINIA) AND ATTENDANT REGULATIONS, UNLESS SUCH LAND —DISTURBING ACTIVITIES ARE IN ACCORDANCE WITH 9VAC25-870-48 OF THE VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) REGULATION OR ARE EXEMPT PURSUANT TO SUBDIVISION C 7 OF § 62.1-44.15:34 OF THE ACT. N. COMPLIANCE WITH THE WATER QUANTITY MINIMUM STANDARDS SET OUT IN 9VAC25-870-66 OF THE VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) REGULATION SHALL BE DEEMED TO SATISFY THE REQUIREMENTS OF THIS SUBDIVISION 19. STATUTORY AUTHORITY 62.1-44.15:52 OF THE CODE OF VIRGINIA. 311' CONSTRUCT TAXIWAY A4 AIP NO. 3-51-0004-PENDING y EROSION & SEDIMENT DRAWN BY: KMB CONTROL NOTES - TAXIWAY DESIGNED BY:ECB CHARLOTTESVILLE-ALBEMARLE AIRPORT SCALE: DATE: NONE OCTOBER 2020 JOB NO. 19040 SHEET 17 OF 41 NO. REVISIONS BY I APP. I DATE Draper Aden Associates 110 Avon Street Charlottesville, VA 22902 434-295-0700 www.daa.com EROSION CONTROL NOTES 1. THE CONTRACTOR SHALL INSTALL ALL EROSION AND SEDIMENT CONTROL DEVICES AS REQUIRED DURING CONSTRUCTION IN ACCORDANCE WITH THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, 1992, 3RD EDITION. ALL DEVICES REFERRED TO IN THESE PLANS CAN BE FOUND IN THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. 2. ALL DISTURBED AREAS SHALL BE PERMANENTLY SEEDED AND MULCHED WITHIN 7 DAYS OF REACHING FINAL GRADE. AREAS WHICH HAVE BEEN DISTURBED AND HAVE NOT REACHED FINAL GRADE, BUT WHICH ARE TO REMAIN UNDISTURBED FOR LONGER THAN 14 DAYS ARE TO BE TEMPORARILY SEEDED AND MULCHED WITHIN 7 DAYS. AS UPSTREAM AREAS ARE STABILIZED, DOWNSTREAM TEMPORARY DEVICES ARE TO BE REMOVED. 3. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PERIODICALLY INSPECT ALL SEDIMENT AND EROSION CONTROL DEVICES AND INSURE THAT THEY ARE IN GOOD WORKING ORDER. AT A MINIMUM, ALL DEVICES SHALL BE INSPECTED DAILY AND AFTER MAJOR RAINFALL EVENTS. ANY DEVICE NEEDING REPAIRS SHALL BE REPAIRED WITHIN 24 HOURS. 4. THE CONTRACTOR SHALL INSTALL ADDITIONAL EROSION AND SEDIMENT CONTROL DEVICES IF DURING THE COURSE OF CONSTRUCTION THE COUNTY DETERMINES THAT THEY ARE REQUIRED. 5. SILT SHALL BE REMOVED FROM SILT FENCES WHEN THE SILT REACHES APPROXIMATELY ONE-HALF THE HEIGHT OF THE BARRIER. 6. THE CONTRACTOR SHALL PERIODICALLY TOP DRESS THE CONSTRUCTION ENTRANCE WITH CLEAN STONE. IF THE CONSTRUCTION ENTRANCE FAILS TO REMOVE DIRT FROM THE TIRES OF VEHICLES ENTERING A PUBLIC RIGHT-OF-WAY A WASH RACK SHALL BE INSTALLED AND THE TIRES WASHED. THE CONTRACTOR SHALL BE REQUIRED TO PROVIDE ANY REQUIRED WATER FOR THE WASHING OF TIRES. DIRT TRACKED ONTO THE PUBLIC RIGHT-OF-WAYS SHALL BE REMOVED IMMEDIATELY BY THE CONTRACTOR. 7. ALL EROSION AND SILTATION MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN GRADING. 8. ALL STORM AND SANITARY SEWER LINES NOT IN STREETS ARE TO BE MULCHED AND SEEDED WITHIN SEVEN DAYS AFTER BACKFILL. NO MORE THAN FIVE HUNDRED FEET ARE TO BE OPEN AT ONE TIME. 9. ALL TEMPORARY EARTH BERMS, DIVERSIONS, AND SILT DAMS ARE TO BE MULCHED AND SEEDED FOR VEGETATIVE COVER IMMEDIATELY AFTER GRADING. STRAW OR HAY MULCH IS REQUIRED. THE SAME APPLIES TO STOCKPILES ON SITE AS WELL AS SOIL (INTENTIONALLY) TRANSPORTED FROM THE PROJECT SITE. 10. ELECTRIC POWER, TELEPHONE, AND GAS SUPPLY TRENCHES ARE TO BE COMPACTED, SEEDED AND MULCHED WITHIN FIFTEEN DAYS AFTER BACKFILL. 11. DURING CONSTRUCTION, ALL STORM SEWER INLETS WILL BE PROTECTED BY SILT TRAPS, MAINTAINED AND MODIFIED AS REQUIRED BY CONSTRUCTION PROGRESS. 12. ANY DISTURBED AREA NOT PAVED, SODDED, OR BUILT UPON BY NOVEMBER FIRST, IS TO BE SEEDED ON THAT DATE WITH OATS, ABRUZZI, RYE, OR EQUIVALENT AND MULCHED WITH HAY OR STRAW MULCH. MODIFY AS APPLICABLE DEPENDING ON PROPOSED TIME OF CONSTRUCTION. 13. THE CONTRACTOR IS RESPONSIBLE FOR APPOINTING DESIGNATED "RESPONSIBLE LAND DISTURBER" (RLD) WHO SHALL BE RESPONSIBLE FOR INSPECTING AND MAINTAINING ALL EROSION CONTROL MEASURES. THE RLD SHALL BE CERTIFIED IN VIRGINIA. 14. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 15. A PRE -CONSTRUCTION MEETING IS REQUIRED PRIOR TO ISSUANCE OF A LAND DISTURBANCE PERMIT. THE CONTRACTOR SHALL SCHEDULE THE MEETING WITH THE ALBEMARLE COUNTY EROSION CONTROL INSPECTOR ASSIGNED TO THE PROJECT. 16. ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATION 9VAC25-840. EROSION CONTROL NARRATIVE PROJECT DESCRIPTION THE SCOPE OF THIS PROJECT AT CH ARLOTTESVI LLE- ALBEMARLE AIRPORT CONSISTS OF THE CONSTRUCTION OF A NEW PARKING LOT, SIDEWALK, AND CONCRETE APRON, AS WELL AS REPLACING THE CONTROL STRUCTURE OF EXISTING DETENTION POND (BASIN #8). THE LIMITS OF DISTURBANCE FOR THIS PHASE IS 6.14 ACRES (BASED ON AS -BUILT INFORMATION). AMENDMENT - ADDITION OF TAXIWAY E RELOCATION TO THE SCOPE. THIS PHASE INVOLVES THE REMOVAL OF AN EXISTING TAXIWAY AND REPLACING IT FURTHER TO THE NORTH TO ALIGN WITH THE APRON CONSTRUCTED IN THE PREVIOUS PHASE. IT WILL DISTURB AN ADDITIONAL 4.79 ACRES. EXISTING CONDITIONS THE EXISTING SITE CONTAINS AN EXISTING PARKING LOT, A DETENTION POND, AND GRASS AREAS. SLOPES VARY FROM 2% IN THE PARKING LOT TO 33% AROUND THE EXISTING DETENTION POND. ADJACENT PROPERTIES ROUTE 29 IS LOCATED EAST OF THE AIRPORT. ROUTE 606 IS LOCATED SOUTH OF THE AIRPORT. AREAS TO THE EAST AND SOUTH OF THE SITE ARE PREDOMINATELY ZONED RURAL AREAS OR LIGHT INDUSTRIAL. OFFSITE AREAS THERE ARE NO OFFSITE AREAS PROPOSED TO BE DISTURBED; HOWEVER SHOULD THERE BE ANY OFFSITE STOCKPILES, THE CONTRACTOR SHALL HAVE A SUPPLEMENTARY E&S PLAN SUBMITTED AND APPROVED PRIOR TO ANY LAND -DISTURBING ACTIVITIES. SOILS SEE SOIL DIVIDES ON SHEET C116-2. THE PROJECT AREA INCLUDES (PER NRCS): 47C LOUISBURG SANDY LOAM. 7 TO 15 PERCENT SLOPES HYDROLOGIC SOIL GROUP - B 47D LOUISBURG SANDY LOAM, 15 TO 25 PERCENT SLOPES HYDROLOGIC SOIL GROUP - B 65B PACOLET SANDY LOAM, 2 TO 7 PERCENT SLOPES HYDROLOGIC SOIL GROUP - B 88 UDORTHENTS. LOAMY 94B WEDOWEE SANDY LOAM. 2 TO 7 PERCENT SLOPES HYDROLOGIC SOIL GROUP - B 94C WEDOWEE SANDY LOAM 7 TO 15 PERCENT SLOPES HYDROLOGIC SOIL GROUP - B DELTA AIRPORT CONSULTANTS, INC. 2700 Polo Parkway # Midlothian, Virginia 23113 phone: (804) 275-8301 0 www.deltairport.com CAMPBELL BOLTON y Lic. No. 051495 10/15/20 41i fi CRITICAL EROSION AREAS CARE MUST BE TAKEN TO PREVENT SEDIMENT BEING TRACKED ONTO ADJACENT PAVEMENT AND PUBLIC ROADS AS WELL AS DOWNSTREAM STREAMS AND WETLANDS. THERE ARE STEEP SLOPES ADJACENT TO THE EXPANSION OF THE EXISTING PARKING LOT. STOCKPILING NO STOCKPILE IS PROPOSED. STRUCTURAL PRACTICES VESCH STD. & SPEC. NUMBER SAFETY FENCE #3.01 CONSTRUCTION ENTRANCE #3.02 SILT FENCE #3.05 INLET PROTECTION #3.07 TEMPORARY DIVERSION DIKE #3.09 SEDIMENT TRAP #3.13 OUTLET PROTECTION #3.18 ROCK CHECK DAMS #3.20 TREE PRESERVATION & PROTECTION #3.38 TOPSOILING #3.30 TEMPORARY SEEDING #3.31 PERMANENT SEEDING #3.32 MULCHING #3.35 BLANKET MATTING #3.36 DUST CONTROL #3.39 MANAGEMENT STRATEGIES 1. PILE SOIL ON HIGH SIDE OF TRENCH. NO MORE THAN 300 LF OF OPEN TRENCH AT ANY GIVEN TIME. 2. CONSTRUCTION WILL BE SEQUENCED SO THAT GRADING OPERATIONS CAN BEGIN AND END AS QUICKLY AS POSSIBLE. 3. INSTALL ALL MEASURES PRIOR TO DISTURBANCE. 4. STABILIZE SITE DURING AND AT THE CONCLUSION OF CONSTRUCTION PER VESCH STDS. 5. AFTER ALL AREAS HAVE BEEN STABILIZED, AND ONLY WITH THE APPROVAL OF THE COUNTY OF ALBEMARLE EROSION CONTROL INSPECTOR, REMOVE ALL REMAINING EROSION CONTROL DEVICES. 6. PERMANENT STABILIZATION WILL BE PROVIDED THROUGH PERMANENT SEEDING, PER SPECIFICATIONS. PERMANENT STABILIZATION PERMANENT STABILIZATION WILL BE PROVIDED THROUGH PERMANENT SEEDING SPECIFICATIONS. MAINTENANCE IN GENERAL, ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CHECKED DAILY AND AFTER EACH SIGNIFICANT RAINFALL. THE FOLLOWING ITEMS SHALL BE CHECKED IN PARTICULAR: 1. CONSTRUCTION ENTRANCE WASH RACK SHALL BE CHECKED FOR ACCUMULATED SEDIMENT AND SEDIMENT SHALL BE REMOVED AS REQUIRED. 2. SILT FENCE SHALL BE CHECKED FOR UNDERMINING OR DETERIORATION OF THE FABRIC. SEDIMENT SHALL BE REMOVED WHEN IT HAS ACCUMULATED TO APPROXIMATELY ONE HALF THE SILT FENCE HEIGHT. 3. INLET PROTECTION SHALL BE CHECKED FOR CLOGGING. REMOVE SEDIMENT AS REQUIRED. 4. TREE PROTECTION SHALL BE CHECKED FOR DISPLACED POSTS OR FENCING AND REPAIRED AS REQUIRED. EROSION CONTROL SEQUENCE OF CONSTRUCTION PHASE I 1. CONTACT THE ALBEMARLE COUNTY EROSION CONTROL INSPECTOR 48 HOURS PRIOR TO SCHEDULE AN ON -SITE PRE -CONSTRUCTION MEETING. THE CERTIFIED RESPONSIBLE LAND DISTURBER (RLD) MUST ATTEND THE MEETING. DO NOT BEGIN LAND DISTURBANCE WITHOUT INSPECTOR'S APPROVAL. 2. INSTALL PERIMETER EROSION CONTROL DEVICES LOCATED WITHIN THE LIMITS OF DISTURBANCE. 3. PERFORM CLEARING AND GRUBBING AND DEMOLITION AS INDICATED. 4. ADJUST ALL EROSION CONTROL DEVICES AS NECESSARY IN ORDER TO MAINTAIN PROPER FUNCTION. PHASE 2 5. CONSTRUCT PROPOSED PARKING LOTS. 6. THE RETAINING WALL WILL BE CONSTRUCTED IN THREE SECTIONS TO ALLOW FOR PROPER OUTFALL AND FUNCTION OF THE SEDIMENT TRAP. THE REMAINING THIRD SECTION CAN ONLY BE BUILT ONCE THE SURROUNDING AREA HAS BEEN STABILIZED WITH THE GRAVEL BASE COURSE LAYER. INLET PROTECTION MUST REMAIN ON THE EXISTING GRATE INLET. 7. STABILIZE SITE DURING AND AT THE CONCLUSION OF CONSTRUCTION PER VESCH STDS. 8. AFTER ALL UPSLOPE AREAS HAVE BEEN STABILIZED, AND ONLY WITH THE APPROVAL OF THE ALBEMARLE COUNTY EROSION CONTROL INSPECTOR, REMOVE ALL REMAINING EROSION CONTROL DEVICES. TAXIWAY PHASE - REFER TO SHEETS 15 AND 16 FOR SEQUENCE OF CONSTRUCTION. STORM WATER MANAGEMENT BOTH PHASES OF THE PROJECT DISTURB MORE THAN ONE ACRE AND WILL THEREFORE REQUIRE A VSMP CONSTRUCTION GENERAL PERMIT. SEPARATE PERMITS WILL BE OBTAINED FOR THE PARKING/APRON PHASE AND THE TAXIWAY PHASE, AS TWO DIFFERENT CONTRACTORS WILL COMPLETE THE WORK. REFER TO SHEET C701-2 FOR EXPANDED STORMWATER NARRATIVE. QUALITY COMPLIANCE THE PROJECT PROVIDES QUALITY COMPLIANCE THROUGH PURCHASE OF NUTRIENT CREDITS FROM A NUTRIENT CREDIT BANK. QUANTITY COMPLIANCE THE PROJECT PROVIDES QUANTITY COMPLIANCE THROUGH A NEW MODIFIED OUTLET STRUCTURE FOR BASIN #8. CHANNEL PROTECTION CHANNEL PROTECTION WILL BE MET THROUGH ENERGY BALANCE. FLOOD PROTECTION THE PROJECT AREA DOES EXPERIENCE LOCALIZED FLOODING. FLOOD PROTECTION WILL BE MET BY DETAINING THE 10-YEAR 24-HOUR PEAK FLOW FROM THE POST -DEVELOPED CONDITION TO LESS THAN THE PRE -DEVELOPED CONDITION BY A NEW MODIFIED OUTLET STRUCTURE. CONSTRUCT TAXIWAY A4 I AIP NO. JOB NO. 3-51-0004-PENDING 1 19040 EROSION & SEDIMENT DRAWN BY: KMB SHEET CONTROL NOTES - TAXIWAY DESIGNED BY: OF ECB CHARLOTTESVILLE-ALBEMARLE AIRPORT 18 SCALE: DATE: 41 NONE OCTOBER 2020 DIJ - RSA RSA \ RSA \ 1 �\\\GTE'\ I PROTECT UTILITIES 1 - TO REMAIN 1 SF \GTE \ TOP OF BERM: 618.0' \ \ I 616 60 % I40 _ ------- t 614613 �-i TOP OF WET STORAGE: 615.5' 1 37.4 / 1 1 - TOFA - TOFA 1 6FA 'tN �.-.-------616-------.--.00 i 617 -DD 618 Required Size of Sediment Trap#1 *Max. Drainage area: 1.539 Acres Wet Vol. Req'd: 103 C.Y. Dry Vol. Req'd: 103 C.Y. Total Vol. Req'd: 206 C.Y. *PHASE 1 AND 2 SEDIMENT TRAP #1 ill = 10' Actual Volume of Sediment Trap #1 elevation area (S.F.) Vol. (C.F.) Vol. (C,Y.) Note 618.0 3125 8911 330 Top Berm 617.0 2457 6120 227 Top Dry El. 616.0 1642 4070 151 615.5 1525 3278 121 Top Wet El. 615.01 14121 25441 94 614.01 12711 1203 45 613.01 11341 01 0 Bottom SEDIMENT TRAP #1 ELEV. A 617.0' ELEV. B 615.0' ELEV. C 613.0' ELEV. D 618.0' ELEV. E 616.0' (L) 91 XX 121 CY YY 105 CY FLOW \�11,1(r//FLOW \ FLOW FLOW STORM WATER WITH LARGER PARTICLES DrMlk ACk IT I MAX SLOPE 2:1 NO. I REVISIONS -LADEN RUNOFF REMOVED AS REQUIRED DEPTH BELOW TOP OF INLET MIN. 1' -MAX. 2 i I I. I - EXCAVATED DROP INLET SEDIMENT TRAP NOT TO SCALE BY I APP. I DATE LARGER PARTICLES SETTLE OUT Draper Aden Associates 110 Avon Street Charlottesville, VA 22902 434-295-0700 www.daa.com 1 s 1 1 / - I / I / OSA - RSA RSA RSA / I 1 1 111 -- -- ---- I JI-------- - -616 615 --- r � 1 TOP OF BERM:618.0' 1 i TOP OF INLET/WET 1 , STORAGE:616.75" 16 1 1 I-----617�� - 1\ 1 �/42.0 B1 \ 1 68.0-- \ rOFA `,\ �\ T/FA' _ _----TBfA-------- 00 \\\ ,-- --- -- 615,616 \ TSA\ \ TSA TSA \ 1 \` \\sr� -ko �`00 - LOD - LOD - LOD LOD - LOD ME-111111111111111LOD - LOD -qD - LOD - LOD Required Size of Sediment Trap #2 *Max. Drainage area: 2.944 lAcres Wet Vol. Req'd: 197 IC.Y. Dry Vol. Req'd: 197 IC.Y. Total Vol. Req'd: 394 IC.Y. *PHASE 2 SEDIMENT TRAP #2 (EXCAVATED DROP INLET ST) lit =20' Actual Volume of Sediment Trap #2 elevation area (S.F.) Vol. (C.F.) Vol. (C.Y.) Note 618.0 14086 13688 507 Top Dry/Berm 617.5 5379 8922 327 617.0 3910 6500 241 616.75 3674 5552 2D6 Top Wet El. 616.01 32261 2 641 110 615.0 27021 01 0 Bottom SEE CHARTS FOR REQUIRED 3.0' MIN. EX. GRADE STORAGE CAPACITIES 2.0' 1.0' MIN. �. ELEV. D ELEV. A DRY VOLUME 67 CY PER AC. DRY VOLUME (YY C.Y.) r COARSE AGGREGATE** ELEV. B WET VOLUME 67 CY PER AC. ELEV. B ORIGINAL GROUND WET VOLUME (XX C.Y.) CLASS I RIPRAP ELEV. C NOTE: CLEANOUT AT ELEV. E CROSS SECTION OF OUTLET SEDIMENT TRAP #2 ELEV. A 618.0' ELEV. B 616.8' ELEV. C 615.0' ELEV. D 618.0' ELEV. E N/A (L) N/A XX 206 CY YY 301 CY CLASS I RIPRAP - FILTER CLOTH COARSE AGGREGATE** -------------------- DD ------------------------------------- ---------------------------------------- TOFA -Toter-- -- - - - - - - - - - - - 14 - -------------- --- ----------------- TOP OF WET STORAGE: 613.0' :• Required Size of Sediment Trap#3 *Max. Drainage area: 2.426 Acres Wet Vol. Req'd: 163 C.Y. Dry Vol. Req'd: 163 C.Y. Total Vol. Req'd: 325 C.Y. *PHASE 1 (L)= LENGTH (IN FEET) 6 x DRAINAGE AREA IN ACRES DIVERSION 71, %DIKE (BERM) EXCAVATED AREA ** COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5. SOURCE: VA. DSWC, PLATE 3.13-2 OUTLET (PERSPECTIVE VIEW) TEMPORARY SEDIMENT TRAP NOT TO SCALE DELTA AIRPORT TH OF yr�r E. CAMPBELL OLTON y CONSULTANTS, INC. Lic. No. 051495 �o ioi�5i2o �w. 2700 Polo Parkway * Midlothian, Virginia 23113 Gti phone: (804) 275-8301 # www.delta irport.Corn ��SSIONAt ---------------------- I I I I --- .613 61.4� -612� �sl TOP OF BFRM:615.5' SEDIMENT TRAP #3 low = 10' Actual Volume of Sedi ment Trap #3 elevation area (S.F.) Vol. (C.F.) Vol. (C.Y.) Note 615.5 9200 16289 603 Top Berm 614.5 4300 9539 353 Top Dry El. 614.0 3400 7614 282 613.0 1918 4955 184 Top Wet El. 612.0 1737 3128 116 611.0 15621 14791 55 610.01 13941 01 0 Bottom SEDIMENT TRAP #3 ELEV. A 614.5' ELEV. B 613.0' ELEV. C 610.0' ELEV. D 615.5' ELEV. E 614.0' W 15' XX 184 CY YY 169 CY 1 FILTER CLOTH (OPTIONAL) FLOW (DOWNSTREAM VIEW) VDOT #1 COARSE AGGREGATE CLASS I RIPRAP 1 27 1' 2-10 ACRES OF DRAINAGE AREA ROCK CHECK DAM NOT TO SCALE CONSTRUCT TAXIWAY A4 AIP NOJOB N0. 3-51-0004-PEN DING 19040 EROSION & SEDIMENT DRAWN BY: KMB SHEET 19 CONTROL DETAILS - TAXIWA DESIGNED BY: ECB OF w CHARLOTTESVILLE-ALBEMARLE AIRPORT SCALE: DATE: 41 AS SHOWN OCTOBER 2020 IT NO. EXISTING GROUND 70' MIN. A FILTER -/ 6" MIN. A CLOTH f SIDE ELEVATION 70' MIN. WASHRACK B (OPTIONAL) 12' MIN.* 0' MIN I VDOT #1 / COARSE J AGGREGATE * MUST EXTEND FULL WIDTH OF INGRESS AND EGRESS OPERATION 0 POSITIVE DRAINAGE TO SEDIMENT TRAPPING DEVICE PLAN VIEW 12' MIN.* FILTER CLOTH- SECTION A -A E 6'-7" REINFORCED SECTION B-B CONCRETE EXISTING 5:1 /-PAVEMENT MOUNTABLE BERM (OPTIONAL) 10' MIN, EXISTING PAVEMENT � 10MIN. i 3" MIN. DRAIN SPACE 3" MIN. CONSTRUCTION ENTRANCE WITH OPTIONAL WASHRACK 5 20' NOT TO SCALE REVISIONS BY I APP. I DATE 8" MIN. GRAVEL (12"MIN. DEPTH)* RUNOFF WATER �b�bb�bR ` WITH SEDIMENT 1� �J Li LiIF SEDIMENT — 1—IIIII- � mi WIRE MESH SPECIFIC APPLICATION FILTERED WATER THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY CONCENTRATED FLOWS ARE EXPECTED BUT NOT WHERE PONDING AROUND THE STRUCTURE MIGHT CAUSE EXCESSIVE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. * GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE. 3.07 GRAVEL AND WIRE MESH DROP INLET FILTER 15 20 NOT TO SCALE COMPACTED SOIL 18" MIN. FLOW IIII IIIII IIII IIIII III IIIII 45MIN IIIII IIII G 3.09 TEMPORARY DIVERSION DIKE 15 20 NOT TO SCALE 2"x4" WOOD FRAME DROP INLET WIITTHq� GRATE pig— FRAME GATHER EXCESS AT -�� CORNERS PERSPECTIVE VIEWS TAIL A ELEVATION OF STAKE AND FABRIC ORIENTATION SPECIFIC APPLICATION i J- 1'MIN. DETAIL A THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS. SILT FENCE DROP INLET PROTECTION DETAIL 5 20' NOT TO SCALE TEMPORARY SEEDING Ts TABLE 3.31-13 ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS "QUICK REFERENCE FOR ALL REGIONS" PLANTING DATES SPECIES SEPT. 1-FEB. 15 50/50 MIX OF ANNUAL RYEGRASS (LOLIUM MULTI-FLORUM) & CEREAL (WINTER) RYE (SECALE CEREALE) FEB. 16-APR. 30 ANNUAL RYEGRASS (LOLIUM MULTI-FLORUM) MAY 1-AUG. 31 GERMAN MILLET (SEfARIA ITALICAi TEMPORARY SEEDING 5 20' NOT TO SCALE RATE (LBS./ACRE) 50-100 60-100 50-100 PERMANENT SEEDING Ps TABLE 3.32-D SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA MINIMUM CARE LAWN TOTAL LBS. PER ACRE -COMMERCIAL OR RESIDENTIAL 175-200 LBS. -KENTUCKY 31 OR TURF -TYPE TALL FESCUE 95-100 LBS. -IMPROVED PERENNIAL RYEGRASS 0-5% -KENTUCKY BLUEGRASS 0-5% HIGH -MAINTENANCE LAWN 200-250 LBS. -KENTUCKY 31 OR TURF -TYPE TALL FESCUE 100% GENERAL SLOPE (3:1 OR LESS) -KENTUCKY 31 FESCUE 128 LBS. -RED TOP GRASS 2 LBS. -SEASONAL NURSE CROP *20 LBS. 150 LBS. LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1) -KENTUCKY 31 FESCUE 108 LBS. -RED TOP GRASS 2 LBS. -SEASONAL NURSE CROP *20 LBS. -CROWN VETCH **20 LBS. 150 LBS. * USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED BELOW: FEBRUARY 16TH THROUGH APRIL ANNUAL RYE MAY 1ST THROUGH AUGUST 15TH FOXTAIL MILLET AUGUST 16TH THROUGH OCTOBER ANNUAL RYE NOVEMBER THROUGH FEBRUARY 15TH WINTER RYE ** SUBSTITUTE SERICEA LESPEDEZA FOR CROWN VETCH EAST OF FARMVILLE, VA. (MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL OTHER PERIODS USE UNHULLED SERICEA.) IF FLATPEA IS USED IN LIEU OF CROWN VETCH, INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY BE ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. PERMANENT SEEDING (PIEDMONT VIRGINIA) NOT TO SCALE T62 �PLTx of GJ CONSTRUCT TAXIWAY A4 AIP 051-0004-PENDING 19040 . DELTA AIRPORT /� �DRAWN BY: SHEET v CAM BELL BOLTON y EROSION & SEDIMENT KMB Draper Aden CONSULTANTS, 0 AssociatesINC.. Lic. No. 051495 w ONTROL DETAILS - TAXIWA DESIGNED BY: ECB °F o� roi��izo �w Charlottesville, 2700 Polo Parkway # Midlothian, Virginia 23113 �SSIONAL ���~ SCALE: DATE: 4� 434-295- www.2902 m phone: (804) 275-8301 # w w w, d e l t a i r p o r t. c o m CHARLOTTESVILLE-ALBEMARLE AIRPORT NONE OCTOBER 2020 NO. REVISIONS AIRCRAFT RATED MANHOLE FRAME AND COVER REINFORCEMENT AS REQUIRED (TYP.) jr - - - - - - - - - 0 I NOTES: 1. CONTRACTOR TO SUBMIT SHOP DRAWINGS WITH CALCULATIONS SEALED BY A PROFESSIONAL ENGINEER IN THE STATE OF VIRGINIA DEMONSTRATING AIRCRAFT RATING OF STRUCTURE AND REINFORCEMENT. 2. PRECAST STRUCTURE SHALL BE MANUFACTURED TO MEET CURRENT REQUIREMENTS OF VDOT SPECIFICATIONS AND ASTM C478. 3. CONCRETE TO BE 5000 PSI MINIMUM COMPRESSIVE STRENGTH. 4. ALL REINFORCING BARS TO MEET CURRENT REQUIREMENTS OF ASTM A615. REINFORCING WIRE TO MEET ASTM A82, A496, A185, OR A497. 5. STRUCTURE TO HAVE A REINFORCING GRADE OF 60. 6. TAPERED JOINT WITH 0-RING GASKET TO MEET CURRENT REQUIREMENTS OF ASTM C443, OR DOUBLE BUTYL RUBBER SEALANT MEETING ASTM C990. 7. ANY VOID SHALL BE FILLED FLUSH WITH INSIDE FACE OF MANHOLE WITH NON -SHRINK GROUT. 8. IS-1 SHAPING REQUIRED IN ALL STRUCTURES PER VDOT STANDARDS. 9. MANHOLE FRAMES AND COVERS: ASTM A 536, GRADE 60-40-18 DUCTILE OR ASTM A 48, CLASS 35 GRAY IRON. 10. MANHOLE STEPS: J" STEEL REINFORCING RODS ENCASED IN ASTM D 4101, POLYPROPYLENE. AIRCRAFT RATED PRECAST MANHOLE e1421 NOT TO SCALE N:��_BE SET IN LINE AND xxx i MANHOLE STEPS TO " BY I APP. I DATE Draper Aden Associates 110 Avon Street Charlottesville, VA 22902 434-295-0700 www.daa.com AIRCRAFT RATED FRAME AND GRATE CAST INTO TOP SECTION OF INLET; MIN. 24"X24" WITH 2.5 SF OPEN SPACE 4" COMPACTED STONE (MIN.) 7" 4 0" REINFORCEMENT AS REQUIRED (TYP.) 7" NOTES: 1. CONTRACTOR TO SUBMIT SHOP DRAWINGS WITH CALCULATIONS SEALED BY A PROFESSIONAL ENGINEER IN THE STATE OF VIRGINIA DEMONSTRATING AIRCRAFT RATING OF STRUCTURE AND REINFORCEMENT. 2. PRECAST STRUCTURE SHALL BE MANUFACTURED TO MEET CURRENT REQUIREMENTS OF VDOT SPECIFICATIONS AND ASTM C478. 3. CONCRETE TO BE 5000 PSI MINIMUM COMPRESSIVE STRENGTH. 4. ALL REINFORCING BARS TO MEET CURRENT REQUIREMENTS OF ASTM A615. REINFORCING WIRE TO MEET ASTM A82, A496, A185, OR A497. 5. STRUCTURE TO HAVE A REINFORCING GRADE OF 60. 6. TAPERED JOINT WITH 0-RING GASKET TO MEET CURRENT REQUIREMENTS OF ASTM C443, OR DOUBLE BUTYL RUBBER SEALANT MEETING ASTM C990. 7. ANY VOID SHALL BE FILLED FLUSH WITH INSIDE FACE OF MANHOLE WITH NON -SHRINK GROUT. 8. IS-1 SHAPING REQUIRED IN ALL STRUCTURES PER VDOT STANDARDS. 9. INLET FRAMES AND GRATES: ASTM A 536, GRADE 60-40-18 DUCTILE OR ASTM A 48, CLASS 35 GRAY IRON. q42 AIRCRAFT RATED PRECAST STORM INLET NOT TO SCALE ADD RISER SECTIONS MATCHING EXISTING BASE SIZE AND SHAPE AS REQUIRED. EXISTING BASIN OUTLET STRUCTURE WITH VDOT-\\., DI-7 TYPE III GRATE EXISTING 6"0 WATER_",XI QUALITY ORIFICE; TO BE PLUGGED TOPSOIL OR PAVEMENT (SEE PLANS) DETECTABLE WARNING TAPE NEW 2"0 WATER QUALITY ORIFICE; INVERT: 544.57' ORIGINAL PROPOSED DESIGN (NO LONGER APPLICABLE) NOTE: WITH THE INITIAL WORK, THE STRUCTURE TOP WAS RAISED, BUT ORIFICE WAS NOT MODIFIED. COMPACTED GENERAL FILL* *IN PAVEMENT AREAS, BACKFILL TRENCH WITH VDOT #21A OR #21B FOR DEEP EXCAVATIONS, TRENCH MAY BE WIDENED ABOVE THIS POINT. PER OSHA STANDARDS NOT LESS THAN 12" NOR MORE THAN 24" (TYP.) •N CAREFULLY COMPACTED VDOT #21A OR #21B AGGREGATE BEDDING REMOVE AND RESET EXISTING TOP OF STRUCTURE TO ELEVATION 555.75' ALONG OUTSIDE EDGE. (NOTE: CARE SHOULD BE TAKEN TO ENSURE NO CORNERS OF THE TOP ARE LOWER THAN THE ELEVATION INDICATED) ADD RISER SECTIONS MATCH EXISTING BASE SIZE f SHAPE AS REQUIR REMOVE AND RESET EXISTING TOP OF STRUCTURE TO ELEVATION 550.00' XISTING TOP OF STRUCTURE: 549.00' EXISTING BASIN OUTLET STRUCTURE WITH VDOT DI-7 TYPE III GRATE EXISTING 18" RCP PIPE BASIN 8 RISER MODIFICATION DETAILS C11e NOT TO SCALE FINAL BACKFILL EXTEND STONE UP TO THIS POINT. INITIAL BACKFILL (SEE NOTE 1) HAUNCHING - 6" MIN. BEDDING ANY OVER EXCAVATION SHALLT BE REPLACED WITH BEDDING J MATERIAL & COMPACTED TO VDOT #25 OR #26 AGGREGATE 95% STANDARD PROCTOR BEDDING MATERIAL NOTES: 1. INITIAL BACKFILL SHALL BE VDOT #21A OR #2113 IN PAVEMENT AREAS. COMPACTED GENERAL FILL IS SUITABLE FOR CONCRETE PIPE IN NON -PAVEMENT AREAS. 2. ALL BACKFILL AND BEDDING MATERIALS AND INSTALLATION SHALL BE IN ACCORDANCE WITH P-152. 3. ALL MATERIAL SHALL BE PLACED IN 6" LOOSE LAYERS AND COMPACTED TO AT LEAST 95% STANDARD PROCTOR, UNLESS OTHERWISE NOTED. WORK IN AND TAMP THE HAUNCHING MATERIAL IN THE AREA BETWEEN THE BEDDING AND UNDERSIDE OF PIPE. 4. DO NOT PERMIT COMPACTION EQUIPMENT TO CONTACT PIPE. REMOVE ANY DAMAGED PIPE SECTIONS BEFORE PROCEEDING. 5. INSTALL DETECTABLE WARNING TAPE 12" BELOW GRASS AND LANDSCAPE AREAS AND 6" BELOW PAVEMENTS AND HARDSCAPE AREAS. STORM SEWER TRENCH BEDDING DETAIL T1421 NOT TO SCALE DELTA AIRPORT CONSULTANTS, INC. 2700 Polo Parkway # Midlothian, Virginia 23113 phone: (804) 275-8301 # w w w, d e l t a i r p o r t. c o m CAMeBEff B33 kOLT Lic. No. 051495 10119120 li EXISTING 6" 0 WATER QUALITY ORIFICE (TO f REMAIN); INVERT 544.96' CURRENT TOP OF STRUCTURE: f550.17'-550.23' EXISTING 18" RCP PIPE; INVERT 544.59' MODIFIED DESIGN NOTE: ALL EXISTING INVERTS AND ELEVATIONS PER AS -BUILT SURVEY COMPLETED IN OCTOBER 2020, AFTER CONTRACTOR'S INITIAL WORK WAS FINSIHED TRANSITION BETWEEI DIAMETERS WHEN DIFFERENT OF PIPE ARE ENCOUN SLOPE TO DRAIN TO INVERT OF OUTLET PIPE SECTION B-B TREATMENT AT MANHOLES SHAPE TO CONTOUR OF PIPE NOTES: 1. SURFACES SHALL BE LEFT SMOOTH BY HAND TROWELING. COARSE AGGREGATE SHALL NOT REMAIN EXPOSED. 2. DETAILS OF INVERT SHAPING AS SHOWN HEREON ARE FOR EXAMPLE PURPOSES ONLY. EACH MANHOLE OR DROP INLET SHALL BE SLOPE TO DRAIN SHAPED INDIVIDUALLY TO FIT THE PARTICULAR TO INVERT OF INLET AND OUTLET CONFIGURATION AND FLOW OUTLET PIPE LINES. SECTION A -A TREATMENT AT DROP INLETS METHOD OF SHAPING MANHOLE AND INLET INVERTS T1421 NOT TO SCALE CONSTRUCT TAXIWAY A4 DRAINAGE DETAILS = TAXIWAY AIP NO, JOB NO. 3-51-0004-PENDING 19040 DRAWN BY: SHEET KMB 21 DESIGNED BY: OF ECB CHARLOTTESVILLE-ALBEMARLE AIIRPORTJ SCALE: DATE: 41 NONE OCTOBER 2020 PRE -DEVELOPED DRAINAGE AREA SUMMARY: IN THE EXISTING CONDITION, THE LIMITS OF DISTURBANCE FOR THE TAXIWAY E RELOCATION PROJECT DRAINS TO THREE INLETS. THE SOUTH SIDE OF THE TAXIWAY, DA-1A, DRAINS TO INLET E9 WHICH FLOWS TO BASIN #8. DRAINAGE AREA 1B ALSO FLOWS TO BASIN #8 BY WAY OF INLET 10, WHICH WAS CONSTRUCTED DURING THE PARKING LOT/APRON EXPANSION PHASE. THE NORTH SIDE OF THE TAXIWAY, DA-2, DRAINS TO A CHANNEL ALONG RUNWAY THAT LEADS TO INLET E33. THE NORTH SYSTEM DRAINS TO EXISTING BASIN C, WHICH WAS INSTALLED WITH THE RUNWAY EXTENSION PROJECT. EXISTING CONDITIONS Area (ft2) Area (ac) Imp. A (ft2) Imp. A (ac) % Imp. Pervious A (sf) Pervious A (ac) C Tc Q2 (cfs) Q10 Ids) Q100 (cfs) DA-1A 204541 4.70 77441 1.78 38.0 127100 2.92 0.53 5 12.82 13.68 76.96 DA-113 70380 1.62 45034 1.03 64.0 25346 0.58 0.68 5 5.72 6.11 34.35 TOTAL 6.31 122475.00 2.81 3.50 18.55 19.79 111.31 DA-2 1 396728 1 9.11 1 136784 1 3.14 1 34.0 1 259944 1 5.97 1 0.51 1 5 1 23.91 1 25,52 143.52 54*52.42 RUNWAY 3.21 ASPHALT -0+00 EXISTING TAXIWAY EC/L ASPHALT N22`0696"E 6BOIA0'(RUNWAYC/L) N22'06'16"E 6801.00'/RUNWAY C,L) - CONVENTIONAL LOCATION FROM TRA VEERSE Y S EO CENTERLINE MARKING TYP CONVENTIONAL LOCATION FROM TRAVERSE sue- --� / / DRAINAGE DIVIDE (TYP.) w - ® PUNK PUNK 3.el PUE _ P __ RUNWAY EDGE MARKING y■ - - PUE PUE -�€ PU o, is FUE..A,y1p AY EDGEeMARKING y PIj R. ptj RUE I Pur SOUTH LIMIT OF DRAINAGE AREA fr23.fr� - _ J �� 5- OUTSIDE TOPO LIMITS SET TO _ _ _ MATCH REHABILITATE RUNWAY - - s2�6 �� _/ \Ja , �`D i - - SzoS- _ - - 3-21 PLANS BY DELTA AIRPORT 623-e - 2�' CONSULTANTS DATED MARCH 2O16 - - - - -624� s22�- oD °�yo - - / CONIC �IGRAVEL 4y�Q _ /.�C_4�- (� CONC. W/METAL / -6283- _/ J \ \ ✓ _/-�T}B:SJ- ACCESS�'�,p � BA PU PUE PUS PUE ai� CONc�ucT I LIMITS OF DISTURBANCE \ a ✓ -� /- - I DA - 1A f� u I -sees _---� �� DA _ �s AREA: 4.70 AC. ' �- -AREA: 9.11 AC. �- IMPV: 1.78e -� \ ¢ I MPV: 3.14 AC. - a C: 0.53 \ \ 7 - -k � m I \ : 0.51 \ __ PUE f PUE 1 TC:5 MIN / �--_- ��� ` ¢ \T-\_�-� /--� _ - I 64s3 �_ O �� a ~ eJ NORTH LIMIT OF DRAINAGE AREA - s - - C7- 1 2 - _ _ _ I m� - - - - - - _ - - - - J 6 7.s - OUTSIDE TOPO LIMITS SET TO _ _ MATCH REHABILITATE RUNWAY - RSA P G, PUE - RSA - 3-21 PLANS BY DELTA AIRPORT RSA _ I �- -r _fie / � 3 F \ �€ 1• •Er ELEcNC, n I PUE uE PUE p- PUE CONSULTANT DATED MOH 2016 - ' TIC '� k6114^ / E PUE PUE ,- -- -- CONE. W/METAL - ETC T GONE. E ACCES� / � j6�- - �6 79_� _` FLEC. VA%ULT - ^- n LIMITSOF`TURBANCE 1/ - - - I T *,0- � � � � � � � $H8911 \_24" RGP - a 1 I IM -it-a�TC- TC TC-� C 675,9. DARKER DRAINAGE NAGE DIVID BE DE DA 1 A/B E33 - �� AND DA-2 REPRESENTS DIVIDE BETWEEN,-� -� _ - &Me- z - - -� ems' PUE E- - ° PUE WHAT FLOWS TO NORTH AND SOUTH. - - - - - - - - - - - _ - - 644-5- - _ -� _ _ -_� 6ze 6 - - z - _ \ \ \ '/��F�q-�` ptiEPUE 4`5 c S PUE ' \ PlDE- ` J\ D \ L V LJ PUE �C O OD NORTH DRAINAGE AREA y TAXIWAYCENTERLINE MARK1-� 71 \I WAYNEI M t I Iiff I 1 I I N I I I= I I I I iA I I / ASPHALT / / ASPHALT SOUTH DRAINAGE AREA PUE _ PUE Wi€ 1:1Ur}617. ��- PU PUE 8 }fima +6qzps7,f� } 4Z1 +6fse6 a66 }fitssz }fits [6 }stBaS i6tea3 }fit , ii' }fiffise }fi,ee +6te]t J // \ - fire / / ", e6a a E •v 6 Dis. Diss. TAXIWAY CENTERLINE - _ -Tr M ARKING y #, r REA: 1.62 AC. O �� 1 - +,.;. + ,,,,-. +.,, MPV: 1.03 AC. n. 0.68 e / _ + .. ._ / --,,.--- e +,i_ +, +--w +GIa ✓/ ,. ` III/ / fi Ilxi. � 111�1 GRAPHIC SCALE d j1711 v so tazooO o U T1 `- / / / G1 (IN FEET) \ I I �\ \ t inch = 50 ft. e *AM VES AIP NO. JOB NO. Z,TH op Gr CONSTRUCT TAXIWAY A4 3-51-0004-PENDING 19040 V _ DELTA AIRPORT ��� DRAWN BY: SHEET Draper Aden U E lac. No. 0514950N a PRE -DEVELOPMENT S b Associates CONSULTANTS, INC. b� p �61�2o DRAINAGE MAP -TAXIWAY DESIGNED BY: ECB �o'CV Cha loft svon Stree2902 2700 Polo Parkway • Midlothian, Virginia 23113 t SCALE: DATE: illez NO. REVISIONS BY APP. DATE 434-295-0700 www.daa.com phone: (804) 275-8301 4 w w w . delta i r p o r t . Corn ONAL CHARLOTTESVILLE-ALBEMARLE AIRPORT , = so' OCTOBER2020 DS POST-DEVEOPED DRAINAGE AREA SUMMARY: THE OVERALL DRAINAGE PATTERN IN THE POST -DEVELOPED CONDITIONS IS SIMILAR TO THE PRE -DEVELOPED CONDITION. A PORTION OF THE LIMITS OF DISTURBANCE CONTINUES TO FLOW TO THE NORTH TO BASIN C AND A PORTION CONTINUES TO FLOW TO THE SOUTH TO BASIN #8. A FOURTH DRAINAGE AREA, DA-2A, WAS ADDED TO THE PROPOSED INLET #13. THIS INLET IS PIPED TO INLET E33. FOR DRAINAGE AREA 1, A TOTAL OF 17,180 SF OF IMPERVIOUS AREA IS REMOVED FROM DRAINAGE AREA 1A AND 15,800 SF OF IMPERVIOUS AREA IS ADDED TO DRAINAGE AREA 1B FOR A TOTAL NET IMPERVIOUS REMOVAL OF 1,380 SF TO THE STORMWATER SYSTEM TO THE SOUTH. HOWEVER, THE OVERALL DRAINAGE AREA TO THIS SYSTEM IS INCREASED, RESULTING IN AN INCREASED FLOW RATE. THE PIPE CALCULATIONS FOR ALL DOWNSTREAM STRUCTURES HAVE BEEN UPDATED ON SHEET C702-2 TO DEMONSTRATE ADEQUACY. IN ADDITION, ROUTING CALCULATIONS FOR BASIN #8 HAVE BEEN UPDATED ON SHEETS C703-2 AND C704-2. THESE CALCULATIONS SHOW THE IMPROVEMENTS MADE WITH THE PARKING LOT PHASE ARE ADEQUATE FOR THE TAXIWAY IMPROVEMENTS AS WELL. THE OVERALL AREA FOR DRAINAGE AREA 2 IS BEING DECREASED FROM 9.11 ACRES TO 8.74 ACRES WITH A NET DECREASE OF 13,900 SF (0.32 AC.) OF IMPERVIOUS AREA. REFER TO THE DRAINAGE AREA SUMMARY SPREADSHEET ON THIS SHEET THAT DEMONSTRATES THE FLOW RATE TO THE NORTHERN BASIN C IS IS DECREASED. THEREFORE, NO ADDITIONAL CALCULATIONS FOR THE AREA TO THE NORTH IS REQUIRED. REFER TO SHEET C702-2 FOR CAPACITY CALCULATIONS FOR THE PROPOSED PIPE AND INLET. RUNWAY 3-21 POST CONDITIONS Area (ft2) Area (ac) Imp. A (ft2) Imp. A (ac) °% Imp. Pervious A (sf) Pervious A (ac) C TIC Q2 (cfs) Q10 (Cfs) Q100 (Cfs) DA-1A 204541 4.70 60483 1.39 30.0 144058 3.31 0.48 5 1 11.61 12.39 69.70 DA-113 86167 1.98 59344 1.36 69.0 26823 0.62 0.71 5 1 7.31 7.80 43.86 TOTAL 6.67 119827.00 2.75 3.92 18.92 20.19 113.56 DA-213 1 262474 1 6.03 1 86936 2.00 1 33.0 1 175538 4.03 0.50 1 5 1 15.57 1 16.61 93.43 DI 1 118250 1 2.71 1 35928 0.82 1 30.0 1 82322 1.89 0.48 1 5 1 6.78 7.24 40.71 TOTAL 8.74 122864.00 2.82 5.92 22.35 23.85 134.13 RUNWAY 3-21 624-5 -� / / !, / / -� DRAINAGE DIVIDE (TYP.) i / _� ---� � 822-� PUNK PUNK - PUE ``,,EE P -- eEE POE POE �OE T PULP 2.�.-. PU ofc 14EPUE PtlffYiE� F'�E PUE I 6P3.6� - - - 22 s�.5 - �-620:B- - 62i:B--_-62i-rs -- � �` / / � ..�:.'r...'.::•r':'.'. - -620.0- ' _l �_ -� 1 621� -s20.s / �� \� '...... . -62ff.'5- PUE- POE P�,E °- / S DA - 1A � -62os- - \ --e2+e J c �- AREA: 4.70 AC. �620 � - - IMPV: 1.39 C: 0.48 _\ LIMITS OF DISTURBANCE I TC: 5 MIN \ I ' �JA_ �- / :':' 1 AREA: 2.71 AC. A--, _ 4 POE -, PI MPV: 0.82 AC. MIN.L.::':' AREA: 6.03 AC. �64e� - - - 1 20.�19 I �.IMPV: 2.00 AC. - - - J Pl14%%�� �o c 0.47 1 \- '� / 1 J �61? ,� o - - - �y € I / / POE PU POE- _ -6167i.0t9 sa 4 O POE P ETC7C �T' -6968-- �&1-7B� 617 _:... 4+4�5 Ejl ` �+7 _ - - s=_ she E33 ' IIIA •-. :-.:.yam �6i6-9-- - (� $ae9�1 ��� 24"Rca-- \ \ 1 ..3_•84.,.......-'l.�T..3- __ _ �� `_-(572. --�1� \ s- - 6PB-g. - ❑ E_ - 6 U o \ POE .-.' -.'., '.- _':............ "... /� --�6� - - - - - - - - _ _ - POE PDE- v Z _ _ 620 A _ - ..P.UE ...>;. - } [PU 0��Y "D" OD LO LUU- 6` NORTH DRAINAGE AREA \ TO TAXNVA- XIWAY'A" I I IW s �qX q � �- � �_��_� �_� � - - � � � � � � � � � � �7 � � � � � � � � �I I ��I I ���>! I I � I I I � I I � �/ � � I � � I I I I � I I � I I !t � I 11l-I) I I• t-t-1• I I � I I >• I 17. 1 I � I 11• I I t I I � I I � I I � � SOUTH DRAINAGE AREA TOTAXIWAY "i POE POE � a IN / DARKER DRAINAGE DIVIDE BETWEEN DA-1A/B \ : _... " '" - r a - _ AND DA-2 REPRESENTS DIVIDE BETWEEN NOR S FLO H AN WH T TO TANDSOU TH H. A W .. '4 K - •. d !' a wi, E 21 c�4n9 it g •. .d •6 0 •4 Jp. LL' U • � e' ' ro 1' j ro oe +e i. Q f y, _ V• 4 a ���-��' ate' �"• ._g . ( •P�. .f- x `•4 \ J{ l' �4 as e �.-.fir' ;4. .., � '• b � •. y . r � � � e 1 . Nq a 10 - - ICJ EA: 1.98 AC. V. 1.36 AC. _. 0.71 TC: I I ` 1 I I 1 I 941 0 -1AVIVE-S 1 Ij -r>' - f I / � v III/ 1 - -�,IC 0 (( i/ GRAPHIC SCALE 50 100 I IN FEET) 1 inch = 501t. 20, O. Ta of Gr CONSTRUCT TAXIWAY A4 AIP 3--51-0004-PENDING J0B19040 V DELTA AIRPORT �i� DRAWN BY: SHEET � � OLTONa POST -DEVELOPMENT KMB Draper Aden CONSULTANTS, I NCLie. No. 051495DRAINAGE MAP -TAXIWAY DESIGNED BY:w2Associates �o� ioii5izo w ECB (v_ Charlottesville, treetVA 2 2700 Polo Parkway # Midlothian, Virginia 23113 �SSIONAL E��'� SCALE: DATE: NO. REVISIONS BY APP. DATE 434-295-0700 www.daa.com phone: (804) 275-8301 4 w w w . delta i r p o r t . Corn CHARLOTTESVILLE-ALBEMARLE AIRPORT 1b = 50' 1 OCTOBER2020 ` SHEET FLOW --- ---- - ---' --_ - n-_ 0.15; S=3.0%; L=100LF; �.`� - _ --- - Tt=7.9 MINUTES "----' ® SHALLOW CONCENTRATED FLOW - _ _-_-_J•i-__--_ __-- �� - -- ---, 5=1.2%; L=705LF; f _ \^ --x - _ ��NOTE: DRAINAGE AREA TO x. RTHERN TER Tt=6.6 MINUTES CHANNEL FLOW //TAXIWAY �~' --, -� MOANAGEMENTOFACILITESIS ' PIPE DIAMETER= 24"; �� \ /-= J S=4 8%13L=2469LF; / RELOCATION --- --' REDUCED. OVERALL LIMITS TO -�_- / / -`/-� THOSE FACILITIES ARE NOT - Tt=2.6 MINUTES i /�--_\ �, 040 SHOWN ON THESE PLANS. - �:::= RSA— RSA RSA— - - RSA- - _ _ -- ��A I ' ' - - _ RSA ---- ' _ 00, /CK)j, 0m] - - __ C`- Lau _ — - Lap LOD L'W LOD LOD LOD IMLLOD yLO� \-- -- TA%IWAY.n. \ ' / \ t - - TO TA IVVAY'F" - Q — // ♦� / AREA NO. 1 / / Lao �I // _ PHASE ♦ \1 ✓�/ _ ,_ \ __ - -APRON \ 11 0'% I ' / # --LwD LOD / MAINTENANCE p ` - _ 1 HANGAR & N I L TOOK BUILDITERMIING OD 0 0 0 ° # V I \ WORRELL T-HANGARS \ OFFICES oG0 ob�o 0 0 0 # 1 °\ \ IIIIII —� @ / G ' , — ° 1\a Vvv r r c� � °=I` �6-RCP Pv / j.1 // / J J- ..� / w `r%/ �II11II111 U%% • \,j\�\ \ /°' ///�// , — _ �// Sao LOD 98 LIMIT OF DISTURBANCE SUMMARY AREAS (ACRES) LOD TOTAL PERV. IMP. PARKING AND APRON PROJECT 6.14 1.906 4.231 (PHASE 1 AND 2) TAXIWAY RELOCATION 4.79 3.861 0.929 FUTURE LONG-TERM PARKING LOT (ASSUMED AREAS) 6.41 1.793 4.619 FUTURE SHORT-TERM PARKING LOT (ASSUMED AREAS) 2 77 1.878 0.893 TOTAL 20.11 9.44 10.67 �j �+ .� THIS TABLE SUMMARIZED THE LIMITS OF Ililllllll II PHASE DISTURBANCE SHOWN ON THIS PLAN (CURRENT // / / //% ` / USED IN THE ENERGY BALANCE CALCULATION. I III / // //// / AND FUTURE THE TOTAL OF THESE AREAS ARE BASIN #4 - I I \ I \ �\ _ / /� © \ / / / — \ \ — — / / \ IIIIIIIITIT IIII I (IIII 1/� 11", III 1 �: PARKING \�//\ji/�/%.- // / �� c I II�I III II I I f Ill 1 I\vvyv �/ �� / i 1 \ IIII 11 III 11l\ \ / //// oIIIII IIIIIII IIII /I �1 VA A\��� - �� �- �8 // Lao �� Lm LOD LOD - LOD LO\D 111 I1,11111 IIIIIIII (I III IIIII III IIIIII �\ \� \ FUTURE =FUTURE LONG-TERM PARKING I\� SHORT-TERM ' BENCHMARK 37357:1 BrO 94B _ B N LO am vc CHI H \ A\7+ ' BASIN 9 �\ ` \-'♦ \ 1 I I I ASIN tx- # �\\\� \� \ # � � \ I P I I III I�Illlll�pllll f' � I� \ \ \ \ � l #' BASIN #s � \ 6 5 B �\` 1 Mori ROUTE 606 - DICKERSON RD � \ 11 1 1 TAXIWAY RELOCATION SUBMITTAL NO. REVISIONS 94B 4/30/2020 BY I APP. I DATE 1 Draper Aden ASsociates 110 Avon Street Charlottesville, VA 22902 434-295-0700 www.daa.com a"oft mm "m 9725�/_ / I � 94B DESIGN .- Q POINT #2 ' 00 47 D 00 65CO ' AREA NO. 2 , DELTA AIRPORT CONSULTANTS, INC. 2700 Polo Parkway # Midlothian, Virginia 23113 phone: (804) 275-8301 0 w w w .delta i r p o r t. c o m 1— _PARKING 0/_ r / II� — 9'r\\�I�Illlliiilliilll//\� - 65B soo 00111" HYDROLOGIC SOIL GROUP DESCRIPTION 47C LOUISBURG SANDY LOAM, 7 TO 15% SLOPES, GROUP A 47D LOUISBURG SANDY LOAM, 15 TO 25% SLOPES, GROUP A 54C MAYODAN LOAM, 7 TO 15% SLOPES, GROUP B 65B PACOLET SANDY LOAM, 2 TO 7% SLOPES, GROUP B 65C LOUISBURG SANDY LOAM, 7 TO 15% SLOPES, GROUP B 88 UDORTHENTS, LOAMY, GROUP D (ASSUMED) 94B WEDOWEE SANDY LOAM, 2 TO 7% SLOPES, GROUP B 94C WEDOWEE SANDY LOAM, 7 TO 15% SLOPES, GROUP B ACREAGE DESCRIPTION AREA NO. 1 2 2 GRASS, GOOD CONDITION (6%+) (CN: 61) 18.76 6.16 GRASS, GOOD CONDITION (2-6%) (CN: 61) 11.39 2.71 RES] DENTIAL AVG. LOT SIZE: 1/3 ACRE (CN: 72) 0.00 0.00 IMPERVIOUS, PAVEMENT 43.18 2.64 (CN: 98) FOREST (CN: 55) 0.00 11.10 TOTAL ACREAGE = 73.33 22.61 WEIGHTED CN VALUES = I 83 I 62 AREA #1 REPRESENTS THE TOTAL DRAINAGE AREA TO DETENTION BASIN #8 AND IS USED TO SIZE THE BASIN FOR THE 10-YEAR STORM. 0 2 Q LEGEND POINT OF OUTFALL ANALYSIS - OVERLAND FLOW SHALLOW CONCENTRATED FLOW CHANNELIZED FLOW DRAINAGE AREA BOUNDARY SOIL TYPE BOUNDARY 100 � SOIL TYPE D100 200 SCALE: 1 "=100' FEET LTx OF CONSTRUCT TAXIWAY A4 AIP NO. JOB NO. `rt,P pj 3-51-0004-PENDING 19040 DRAWN BY: SHEET CAM PBELL BOLTONa ULTIMATE POST KMB Me. No. 051495 DEVELOPMENT DRAINAGE DESIGNED BY: /o//�/ 70 ww ECB C 116-2 S&,, AL SCALE: DATE: FCHARLOTTESVILLE-ALBEMARLE AIRPORT 1 = 100' OCTOBER2020 RUNWAY 3-21 RUNWAY 3-2'I cemem`nan•', ouncm'ii:ai+*r`u`i'.,,_ NNN DRAINAGE AREA ' _-- --- o �/` --- DIVIDE (TYP)�_-- -- - - J ---- - _ _-- - _ ------ __ _-----_ _----------- j �J tiz^a-----_- � --i-\\ \ _ //� �-- �.� _ ____ O° _/----//---/�\�/-----ores---- �-_---- ----- --s•w - __ \�'--�z;!a.� _ _ __ ----- �-� _--_ _- _ -- -- -------- - , �\ / -Fibg -� _ - _ RSA RSA _ - - - - - 1 rRSO -_ - - - _ _ iSA IEl� i _ _ --- _ .....;�.. .:...........: .. ,v <.::: �.: _ -, a �--- �� rA - A" A TAXIWAY "A" \ THIS AREA IS DRAINING TO -------------_-- / \ \ THE EXISTING MANH9LE' / � - - � / - - �_- f \ ---- Tc=5.0MINA--- --- �/® / _ --- / / - - 0---------_---- \ C=0.9 - - - _ \ Nor 12 \ I E8 ==__%'_%�� /IIIIIIIII _ \\\� \�\\ \11 la I 1 \ I \ I / /� -- -- /� ll✓�/ram. Illlpll �� II \ � AvvEs-r- III y//�//// _ _ _ m7//�/�/ oo moo WORRELL \ V IIIIIIIIIIII \© v�_�a �- lrllil/ l /illilil rr/fir/�\J 1 i ,� - - - - -' / / ., l / / // I � � \ ��/ / III II11111 \✓%//%%%/ /��%/� �\� // / IIII/Di/ice -- - - \ \\\ \\\V / N \ \ / \ \ IIIII IIIIIIIIIIIIIIIIIIII /l/// II 1 \\\\ Ill \ / l / \ // // j.� III I II II III I I I I I II I I IIIIIIIIIIIIIIII IIIIIII // III \ \\\\\ + / e � I II I IIIIII I � I \\ \\\\\ � � IIII -3Q /7 � \A - -_- - - - - - - - � - - - - - _ _FUTURE PARKING EXPANSION =_ _ _ _ _ / \ i - - = �// /\ - _ ��// I ` I _ -- i i ASSUMED TO TIE INTO STRUCTURE -- \ - - !_ \ - \�`\/ � ��/ / � _l �� IN/ STORM SEWER CALCUiAl1iNS \\ \ \ \ \ I _ B WEN LOOP ROAD O / BASIN Draper Aden AsSaciateS TAXIWAY RELOCATION SUBMITTAL 1 1 14/30/2020 110 Avon Street Charlottesville, VA 22902 REVISIONS I BY I APP. I DATE 434-295-0700 www.daa.com DELTA AIRPORT CONSULTANTS, INC. 2700 Polo Parkway # Midlothian, Virginia 23113 phone: (804) 275-8301 0 w w w. d e l t a i r p o r t. c o m Structure Area C t� 1 0.00 0.00 0.0 2 0.00 0.00 0.0 2a 0.00 0.00 0.0 2b 0.00 0.00 0.0 3 0.00 0.00 0.0 4 0.84 0.90 5.0 5 1.15 0.65 5.0 6 0.00 0.00 0.0 7 0.00 0.00 0.0 8 0.98 0.73 5.0 9 0.000 0.00 0.0 10 1.978 0.71 5.0 11 0.20 0.90 5.0 12 2.380 0.90 5.0 13 0.000 0.00 0.0 14 2.715 0.48 5.0 E33 6.03 0.50 5.0 NOTE: REFER TO SHEET C702-2 FOR TAXIWAY POST DEVELOPED DRAINAGE AREAS AND CALCULATIONS 80 GRAPHICB 160 SCALE ( IN FEET) 1 inch = 801t. LTx of CONSTRUCT TAXIWAY A4 AIP NO. `tt,P pr 3-51-0004-PENDING oLTNa POST DEVELOPMENT SUB DRAWN BY: KMB lie. No. 051495 DRAINAGE MAP DESIGNED BY: l0/l5/ZO ww ECB SSIONALFCHARLOTTESVILLE-ALBEMARLE AIRPORT SCALE: DATE: 1' - 80' OCTOBER 2020 JOB NO. 19040 SHEET C117-2 1 3 D J 0 2021 BMP Standards and Specifications 0 2013 Draft BMP Standards and Specifications Project Name: CHARLOTTESVILLE PARKING LOT & STORMWATER IMPROVEMENTS Date: 10/8/2020 Linear Development Project? No Site Information I I Post -Development Project (Treatment Volume and Loads) Enter Total Disturbed, Area /acres) 4 10.93 Pre-ReDevelopment Land Cover (acres) A Soils B Soils C Soils D Soils I Totals Forest/Open Space (acres) -- undisturbed forest/open space 0.00 Managed Turf (acres) -- disturbed, graded for yards or other turf to be mowed/managed 0.52 2.12 6.53 9.17 Impervious Cover (acres) 1.76 0.01 0.00 1.75 1 10.93 1 A Soils B Soils C Soils D Soils Totals Forest/Open Space (acres) -- undisturbed, protected forest/open space or reforested land 0.00 Managed Turf (acres) - disturbed, graded for yards or other turf to be mowed/managed 0.42 1.04 4.31 5'77 Impervious Cover (acres) 0.11 1.08 3.97 5.16 I Area Checkl OK. I OK. I OIL I OK. 1 10.93 1 data input cells CLEAR ALL constant values calculation cells BMP Dest9n SPec*od0ns L(st: 2013 Linearproject? 1 No Land coverareas entered correctly? Total dlst Med area entered? Total Phosphorus (TP) EMC (mg/L) 0.26 Managed Turf0.20 0.22 0.25 Total Nitrogen (TN) EMC (mg/L) 1.86 Impervioua Cover 0.95 0.95 0.95 0.95 arget TP Load (lb/acre/yr) 0.41 IN lunitless correction factor) 0.90 Land Cover Pre-ReDevelopment Farest/Open Space Cover (acres) Weighted Rvfforest) % Forest Managed Turf Cover (apes) Weighted Rv(turO %Managed Turf Impervious Cover (acres) Rv(impervious) % Impervious Total Site Area (acres) Site Rv Pre-ReDevelopment Treatment Volume (acre-ft) Pre-ReDevelopment Treatment Volume (cubic feet) Listed 0.00 0.00 0% 9.17 0.23 sash 1.76 0.95 16% 10.93 0.35 0.00 0.00 0% 5.77 0.23 77% 1.76 0.95 23% 7.53 0.40 0.3172 1 0.2517 13,818 1 10,964 Pre-ReDevelopment TP Load 8.68 6.89 (lb/yr) Pre-ReDevelopment TP Load per acre (Ib/acre/yr) 0.79 0:9} Baseline TP Load (lb/yr) (0.41 Ibs/acre/yr applied to pre -redevelopment area excluding pervious 3.09 land proposed for new impervious cover) 'Adjusted Land Cover Summary; Pre ReDevelopment land rover minus pervious land cover (forest/opea space or managed turf) acreage proposed for new impervious cover. Adjusted total ocreMe is consistent with Post-ReDevelopment acreage (minus acreage of Dew impervious rover). Column I shows food reduction requdement far new impervious cover (based an new development load limit 0.41 f!s/cae/yead. NO. REVISIONS Land Cover Summary -Post (Find Post ReDev. & New Impervious Forest/Open Space Cover (acres) 0.00 Weighted Rvfforest) 0.00 %Forest 0% Managed Turf Cover (acres) 5 77 Weighted Rv (turf) 0.23 %Managed Turf 53% npervious Cover (acres) 5.16 Rv(Impervicus) 0.95 %Impervious 47% Final Site Area lacres) 10.93 Final Post Dev Site Rv 0.57 Final Post -Development Treatment Volume 0.5209 (acre-h) Final Post -Development Treatment Volume 22,689 (cubic feet) Final Post - Development TP Load 14.26 (lb/yr) Final Post -Development TP F Load per acre 1.30 (lb/acre/yr) TP Load Reduction Required (lb/yr) Post-ReDeveopment 1 Post -Development New Impervious Forest/Open Space 0 Cover (acres) .00 Weighted Rv(forest) 0.00 %Forest 0% Managed Turf Cow 5.77 (acres) Weighted Rv (turf) 0.23 %Managed Turf 77% ReDev. Impervious 176 New Impervious Cover 3 40 Cover (acres) (acres) Rv(Imyermus) 0.95 Rv(impervious) 0.95 %Impervious 23% Total ReDev. Site Area 7.53 (acres) ReDev Site Rv 0.40 Treatment Volume and Nutrient Load Post-ReDevalogearn Post -Development Treatmertt="Me 0.2517 Treatment Volume 0.2692 (acre-h) Post-ReDevelopment Post -Development Treatment Volume 10,964 Treatment Volume (cubic 11,725 (Cubic feet) feet Post-ReDevelopment Load (TP) 6.89 Post -Development TP 7.37 (lb/yr)* Load (Ib/yr) Past-ReDevelopment TP Load per acre 0.91 (Ib/acre/yr) Max. Reduction Required (Below Pre- 20% ReDevelopment Load) TP Load Reduction TP Load Reduction Required for 1.38 Required for New 5.97 Redeveloped Area (Ib/yr) Impervious Area (Ib/yr) 7.35 Nitrogen Loads (Informational Purposes only) Final Post -Development TN Load Pre-ReDevelopment TN Load(lb/yr) 62.11 (Post-ReDevelopment & New lmpervi (lb/yr) I BY I APP. I DATE Draper Aden Associates 110 Avon Street Charlottesville, VA 22902 434-295-0700 www.daa.com 101.98 Site Results (Water Quality Compliance) Area Checks D.A. A D.A. B D.A. C D.A. D D.A. E AREA CHECK FOREST/OPEN SPACE (ac)PF 0.00 0.00 0.00 0.0o OK. IMPERVIOUS COVER (ac) 0.00 0.00 0.00 0.00 OK. IMPERVIOUS COVER TREATED (ac) 0.00 0.00 0.00 0.00 OK, MANAGED TURF AREA (ac) 0.00 0.00 0.00 0.00 OK. MANAGED TURF AREA TREATED (ac) 0.00 0.00 0.00 0.00 OK. AREA CHECK. Site Treatment Volume (ft3)89 Runoff Reduction Volume and TP By Drainage Area TOTAL RUNOFF REDUCTION VOLUME ACHIEVED (ft) 1 0 0 0 0 0 0 TP LOAD AVAILABLE FOR REMOVAL (lb/yr) 0.00 0.00 0.00 0.00 0.00 1 0.00 TP LOAD REDUCTION ACHIEVED (lb/yr) 0.00 0.00 0.00 0.00 0.00 0.00 TP LOAD REMAINING (lb/yr) 0.00 0.00 0.00 0.00 0.00 0.00 NITROGEN LOAD REDUCTION ACHIEVED (lb/yr) 0.00 0.00 0.00 0.00 0.00 0.00 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD (lb/yr) 14.26 TP LOAD REDUCTION REQUIRED (lb/yr) 7.35 TP LOAD REDUCTION ACHIEVED (lb/yr) 0.00 TP LOAD REMAINING (lb/yr): 14.26 REMAINING TP LOAD REDUCTION REQUIRED (lb/yr): 7.35 Total Nitrogen (For Information Purposes) POST -DEVELOPMENT LOAD (lb/yr) 101.98 NITROGEN LOAD REDUCTION ACHIEVED (lb/yr) 0.00 REMAINING POST -DEVELOPMENT NITROGEN LOAD (lb/yr) 101.98 STORMWATER NARRATIVE STORMWATER CALCULATIONS WERE PREFORMED FOR THE ECONOMY LOT AND APRON EXPANSION TO MEET ALBEMARLE COUNTY REGULATIONS. STORMWATER QUANTITY CALCULATIONS ALSO INCLUDED ADDITIONAL IMPERVIOUS AREA FOR THE FUTURE SHORT AND LONG TERM LOT EXPANSION, SEE SHEET C116-2. THE STORMWATER QUANTITY REQUIREMENTS WERE ADDRESSED FOR THESE IMPROVEMENTS THROUGH MODIFICATIONS TO THE EXISTING BASIN #8 RISER STRUCTURE. STORMWATER QUALITY FOR THE ECONOMY LOT AND APRON EXPANSION WERE ADDRESSED WITH THE PURCHASE OF OFFSITE NUTRIENT CREDITS. AFTER APPROVAL OF THESE CALCULATIONS, THE TAXIWAY RELOCATION PROJECT WAS ADDED TO THE OVERALL SUBMITTAL PACKAGE AS AN AMENDMENT. THE QUANTITY AND QUALITY CALCULATIONS FOR THE ECONOMY LOT AND APRON HAVE BEEN UPDATED TO INCLUDE THE ADDITIONAL LIMITS OF DISTURBANCE FOR THE TAXIWAY PHASE. IN ADDITION, THE CALCULATIONS HAVE BEEN UPDATED TO INCLUDE AS -BUILT CONDITIONS FROM THE ECONOMY LOT AND APRON PROJECTS. THE AS -BUILT CONDITIONS SHOWED A SECOND MODIFICATION TO THE BASIN RISER WOULD BE REQUIRED TO SATISFY THE REGULATIONS. THE CALCULATIONS DEMONSTRATE WATER QUANTITY REQUIREMENTS FOR THE TAXIWAY PHASE WILL ALSO BE SATISFIED WITH THE AS -BUILT MODIFICATIONS TO THE BASIN #8 RISER STRUCTURE. REFER TO SHEETS C1 AND C2 FOR ADDITIONAL DESCRIPTIONS OF CHANGES TO THE DRAINAGE AREAS ASSOCIATED WITH THE TAXIWAY PHASE. FOR WATER QUALITY, THE CALCULATIONS SHOW ADDITIONAL NUTRIENT CREDITS WILL NEED TO BE PURCHASED TO COVER THE ADDITIONAL DISTURBANCE ASSOCIATE WITH THE TAXIWAY. WATER QUANTITY ONSITE PIPE SYSTEMS WERE ANALYZED FOR CAPACITY IN THE 10-YEAR STORM BETWEEN THE PROJECT SITE AND THE DISCHARGE INTO BASIN #8. CALCULATIONS ARE INCLUDED ON SHEET C702-2. CHANNEL PROTECTION WILL BE MET THROUGH SATISFYING THE ENERGY BALANCE EQUATION. THIS EQUATION IS APPLIED TO THE LIMITS OF DISTURBANCE FOR THE PARKING LOT, APRON, AND TAXIWAY RELOCATION PHASES OF THIS PROJECT, AS WELL AS TO TWO FUTURE PARKING LOT AREAS, AS IDENTIFIED ON SHEET C116-2. ONE-YEAR ROUTING CALCULATIONS ON SHEET C703-2 ARE USED TO COMPLETE THE TABLE BELOW. ENERGY BALANCE COMPLIANCE TABLE 1- YEAR STORM EVENT FORESTED CONDITION VOLUME PEAK QALLOW OUTFALL (AC -FT) (CFS) (CFS) VOL PEAK QALLOW COMPLIANCE? PRE POST PRE POST (AC -FT) (CFS) (CFS) 8 0.910 2.152 9.06 2.51 3.06 0,319 0.97 0.14 YES NOTE: UNDER NO CONDITION SHALL Q DEVELOPED BE GREATER THAN Q PRE -DEVELOPED NOR SHALL Q DEVELOPED BE REQUIRED TO BE LESS THAN THAT CALCULATED AS QALLOW IN THE FORESTED CONDITION SECTION ABOVE. FLOOD PROTECTION WILL BE MET THROUGH 10-10. THIS APPLIES TO THE ENTIRE DRAINAGE AREA TO BASIN #8. THE POST -DEVELOPED CONDITION INCLUDES THE IMPROVEMENTS FOR THE ECONOMY PARKING LOT, APRON EXPANSION, AND TAXIWAY RELOCATION PHASES OF THIS PROJECT, AS WELL AS AN ADDITIONAL 5.51 ACRES OF IMPERVIOUS AREA ASSOCIATED WITH THE TWO FUTURE PARKING LOTS. ROUTING CALCULATIONS ARE INCLUDED ON SHEET C704-2 FOR THE 10-YEAR STORM AND SUMMARIZED BELOW 10-YEAR 24-HOUR STORM ROUTED THROUGH BASIN #8 IN PRE -DEVELOPED CONDITION = 33.03 CFS 10-YEAR 24-HOUR STORM ROUTED THROUGH BASIN #8 IN POST -DEVELOPED CONDITION = 28.15 CFS THEREFORE, THE WATER QUANTITY REGULATIONS ARE SATISFIED FOR IMPROVEMENTS ASSOCIATED WITH THIS PROJECT, AS WELL AS 5.51 ACRES OF IMPERVIOUS AREA ASSOCIATED WITH FUTURE PARKING LOT PROJECTS (OR OTHER PROJECT(S) WITHIN THE DRAINAGE AREA). WATER QUALITY WATER QUALITY WILL BE MET THROUGH THE PURCHASE OF NUTRIENT CREDITS AT AN OFFSITE NUTRIENT BANK. THE APRON/PARKING EXPANSION PROJECT PURCHASED 6.30 LB/YR OF PHOSPHOROUS CREDITS. WITH THE TAXIWAY RELOCATION PROJECT AREAS AND ADDITIONAL AREAS IDENTIFIED WITH THE AS -BUILT ECONOMY LOT AND APRON PROJECTS ADDED INTO THE VRRM SPREADSHEET, THE NEW REQUIREMENT IS 7.35 LB/YR OF PHOSPHOROUS REMOVAL. THEREFORE, AN ADDITIONAL 1.05 LB/YR OF CREDITS WILL BE PURCHASED WITH THE TAXIWAY PHASE. WATER QUALITY REQUIREMENTS ASSOCIATED WITH FUTURE PARKING LOT PROJECTS WILL BE HANDLED WITH THE FUTURE DESIGN. DELTAAIRPORT CONSTRUCT TAXIWAY A4 CONSULTANTS, INC. 2700 Polo Parkway t Midlothian, Virginia 23113 phone: (804) 275-8301 t w w w .delta i r p o r t. c o m AIP NO. 3-51-0004-PENDING DRAWN BY: KMB CALCULATIONS DESIGNED BY: ECB CHARLOTTESVILLE-ALBEMARLE AIRPORT SCALE: DATE: NONE OCTOBER 2020 STORMWATER JOB NO. 19040 SHEET C701-2 STORMWATER CALCULATIONS -PROPOSED SYSTEM Design Storm Year= 10 STORMWATER CALCULATIONS -EXISTING SYSTEM HYDRAULIC GRADE LINE CALCULATIONS INVERT ELEVATIONS -II�III�IIIIII'�IIIIII� 1 1 III�IIII�-IIIIIIIII■IIIIIII■-IIIII■IIIII-IIIII■IIIIIIIIII■- -�IIIIII■IIIIII■IIIIII■IIII'I�I■►.�IIIIII■IIIIII■IIIIII■ ,1: 1 •III® 11 1• Illliiillll'�III' ��IIIII�- �- 111 111 111 IIII�® 'Ill' IIII�I-IIIIIIIII■IIIIIII■_IIIIIIII111111111■IIIII■IIIIIIIIII■- ©-III�III��®III 'Ill�llll�lllllllll■IIIIIIIII■IIIIIII■-I_IIIIIIII■IIIII■IIIIIIIIII■- -�IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■ .1 It .III "III 111•: IIII�' IIII�IIII�IIIII�- 0- -©IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■IIII►IyI■�IIIIII■II�®III 1 1 ° • III®III�IIIIII�- ©- I tl 111 1 11 IIII�III�IIIIGTiI�-I-I_-I_I_I_I-- -�I_IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■�Illiii�it•® 1 1 1 1 I�III•�®�- �- �- 1 1 1 •1 IIIIQiilll�lll� 'Ill' ®IIIIIIIII■IIIIIIIII■IIIIIII■-IIIII■IIIIIIII■IIIII■IIIIIIIIII■- ®-III"�.'� 1 • 1 Illiii® 1 1 °III' llll�lllllllll■IIIIIIIII■IIIIIIIII,-11111111111111;;1��111''1��,11111■IIIIIIIIII■- -�I_I_I_IIIIII■IIII-_I_ '® .1: 1 II'� 11 1 ®Illliiillll�llll�- ®-�-I-_-_-I_-- HYDRAULIC GRADE LINE CALCULATIONS IIIIIIIII■ '® 11 III"'�1111ii� 111. II•�III�II�IIIII■III■III■III■III■IIIII■III■II;I�■I�I,I�/■�III{�/■�IIIII■-IIIIIIIIII■ -I___I_II---IIIIIII,III■I-I- 1 11 �I�IIiLI"�"'�IlYiil® °®' ' '® IIIIIIIII■ •1• 1 II`�Illiillll� 111• III�III�II�IIIII■III■-III■III■IIIII■IIII♦-I-I-IIIII■-I- ®-IIIIIII■IIII■IIIIIII■IIIIII■IIIII■III■III■IIIII■III■III■III■ 1 11 10111� 1 • I�II�®� . . 1 ®-IIIIIII■III■IIIIIII■IIIIII■IIIII■III■III■IIIII■-I-III■ 111 10111�11'��'�liiffilll�lll'��'��Illiif.4.1i IIIIIIIII■�III�II�III'� 1 1., , 1' ®IIIiYilllll■__IIII■_IIIII■IIII■III■III■III■IIIII■-IIIIIIIIII■ IIIIIIII■���� 1 It 1 � • ��_----_----_-- IIIIIIIII■ 11 III'�II�® 1 1., 1 1 ®II�III,IyI'' ©-IIIIIII■III■IIIII-IIIIII■III.III,II',III■III■Illi�il�ll<�Illi _■�III■III■III�■III■IIIII■IIII■III■I.I,I�/■�III■IIIIIy■�-IIII�II,IyIII�■ 1 • � 101111�I�Iiiffiill�Ill�Yi�lllif� I�' -I_-IIIIIII■I_IIIII■II!I!��■III■IIIiYiI�®®�Il�lll�lliii���� ,y'_,y''/�__,,�I-__I-_IIIIII,III:�■I___-IIIIIIII- : •®' .1 11 -� •I�®I� 111 Il�llii✓�I�_IIIIII,I-IIII■I-�_I-I-I1�/-/�I-__IIIIIIIII. IIIIII�-IIIIIII■IIII■IIIIIII■IIIIII■IIIII■III■III■IIII�III�II�' IIIII�II'�••-III�IIII�I�I"""�II�IIIII� •®° • 1° ©-IIIIIII■IIII■IIIIIII■IIIIII■IIIII■III■III■Illf� 'll® 'II�II�IIii.T�lll�l�lliii�l�ll�® .1: 1 . 11 DROP INLET CALCULATIONS STRUCTURE DRAINAGE D (IlQ) FLOW TYPE INLET TYPE AREA (FT) PERIMETER (FT) A (ACRES) C I (INMR) Q (CFS) 14 DI-1 2.33 10.00 2.72 0.48 6.67 8.69 5.8 ORIFICE FLOW 8 DI-1 2.33 10.00 0.98 0.73 6.67 4.77 3.5 WEIR FLOW 10 DI-1 2.33 10.00 1.98 0.71 6.67 9.36 6.7 ORIFICE FLOW CURB INLET CALCULATIONS Design Storm Year = 10 Ilii7iiTi®IIIIIIIII,IIIIIIIII,©I�®®11�1i®®YSiliiT®®IIIII`� --IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIIIIII,-IIIIIIIIII,-1111111111111111111,111111111111111111111,- -©IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■III� . 1 1 II� 1 1 1 IIII�III�IIIiYi®- IIII�III�®®- ®' -III�IIIIQYiIIl"�-�IIII�' ' 1 'III®III�IIIIIIIIII■IIIIIIIII■IIIIIII■-IIIII■IIIIIIII■IIIII■IIIIIIIIII■- �- 1 1 1• 1 1 1 IIII�III�III�IIIII�IIIIIIIIII■IIIIIIIII■IIIIIII■-IIIII■IIIIIIII■IIIII■-- -©IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■IIIIIII■IIIIII■IIIi�iY�lllii�llll"^•`•- 111 III�III�'�'�III�IIIII�- ®IIIIIIIIII■IIIIIIIII■IIIIIII■-IIIII■IIIIIIII■IIIII■IIIIIIIIII■- ®- -©IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■IIIIIII■Illi�lll� . 1 1 1 1 IIII�®III'®- -® 1 ° 1 IIIIII�I� 11 '®' ®-IIII_IIIIIII■-IIIII■IIIIIIII■IIIII■-- -�I_IIIIII■IIIIII■IIIIIII■IIIIII■IIIIIII■IIIIIII■ .III .III 11 1 � 1 Illl�lllliiii® 1 1 ®-III�III"".�III�III� I I II 'I°�IIII'�IIIIIIIIII■IIIIIIIII■IIIIIII■-IIIII■IIIIIIII■IIIII■IIIIIIIIII■- ®-III�III� 11° III�III�' 'lll®�' ®IIIIIIIIII■IIIIIIIII■IIIIIII■-IIIII■IIIIIIII■IIIII■IIIIIIIIII■- ®- -�IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■IIIIIII■IIIIIII■III� •III'�II� 1 , : • ®III ' 1 IIIIIII�- -®IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■IIIIIII■IIIIIII■ •III : • 1 III , 11 • ®®IIII�IIII�- ®IIII[I{I.�IIII�■IIIIIIIII■I_-1111111111111111111,1111[[111��111-- -®IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■IIIIIII■IIIIIII■IIIIiiiGhi'lllll�- ®- 111 111 111 III®�®I-I-_-IIII--I_-- �-I-_-_-_-- Sediment Trap Design Project: CVILLE AIRPORT Date: 12/28/18 Tra CALCULATIONS ABOVE THE DARK LINE HAVE BEEN UPDATED WITH THE TAXIWAY RELOCATION PROJECT Dimensions Volumes Elevations Total T/Dry TT Total Side Wet TOTAL TOTAL Drain. Vol Reg Length Width Depth Slope Outlet Dry Surf. Wet Surf. Wet Wet Vol. Vol. Reg Dry Vol. VOL vOL Trap Top of Top of T/ S.T.#Area Ac cu. d Sft1 5111 i 1 Length ft`Area(sg.ft.) Area(sq.ft.) D. (ft) cu. d cu. d. cu. d. PROVIDED REOURED Bottom Wet Vol. CleanoutDry Vol. Emb. 1 1.11 148.74 ZOO 25.00 4.00 2:1 6.66 1250.00 1070 2.20 74.11 74.37 77.33 151.44 148.74 579.00 581.2 198.9 583.00 584.00 2 2.38 318.92 74.00 37.00 4.50 2:1 14.28 2738.00 2.00 2442 2.50 192.19 159.46 191.85 384.05 318.92 593.50 596.0 200.9 598.00 599.00 INLET 0z "� w a v, H F [� w. E x pw } V, U a F w O 5 Z F U v .. s 3 uo is �? F. �' REMARKS w F Q a p F 3 x o p z5 a ¢ C" a 0 w a a 11 DI3B 6.0 0.20 0.90 0.18 6.67 1.20 0.00 1.20 0.0200 0.0200 7 0.0 0.00 0.02 1.00 0.00 0.00 0.00 0.02 26.5 0.23 0.37 0.4 0.76 5 DI-313 6.0 1.15 0.65 0.75 6.67 4.98 0.00 4.98 0.0200 0,0200 12 0.0 0.00 0.02 1.00 0.00 0.00 0.00 0.02 48.1 0.12 0.21 1.1 3.92 SEDIMENT TRAP CALCULATIONS FOR PARKING/APRON EXPANSION PHASES SHOWN ON THIS SHEET. REFER TO SHEET 19 FOR SEDIMENT TRAPS ASSOCIATED WITH THE RELOCATED TAXIWAY. IIIIIIIII■-©®®®©�©®�_©IIII■IIIIII■IIIIII'llllll,llll■__-- IIIIIIIIIII,-11111111111111�111'lllllllll,lllllll,lll�,llll,,�llllll'llllll,lllllll,llllll,llllll'llllll'llllll'llllllll,llllll'llllll,llllll'llllll'llllllll,-IIIIIIIIIIII, IIIIIIIII■ .� 1 1 Illii® 1 1 1 Ill�i®II�IIIII■III■III■III■III■IIIII■III■11111111111■III■III.II,�■-IIIIIIIIIIIIII, ®-IIIIIII■III■IIIIIII■IIIII■IIIII■III■III■IIIII■III■III■III■ 1 1 1 101111�I�II�II�IIIiQf� '�III� I--IIIIIII■_IIIIIIIII,IIIII■IIIII■I-IIIIII,IIIIIII,IIIIII,IIIIII,IIIIII'I-I_-IIIIII,IIIIII,I-IIIIII■-IIIIIIIIIIII, IIIIIIIII■® . 11 mllliifi 111 IIIQiillli�lll�illlll■III■III■III■III■IIIII■III■III■III■III■IIIII■-IIIIIIIIII■ -�II�III�' � 111. II"�''II"'��III�IIIII■III■III■III■III■IIIII■III■III■III■III■IIIII■-- IIIIII�° -IIIIIII■III■IIIIIII■IIIII■IIIII�■III■III. 1 .1 IIIOYIiiffiilllSii� .11 .• IIIIIIIII■�II'�III:�® 1 1 1 II'"�"�III�III'��IIIII■III■III■III■III■IIIII■III■III■III■III■IIIII■-IIIIIIIIII■ .�■®III�II<�®©101111� •�II�I�I� 1 1 1 I�I�II�IIIIIII,I-I-11111111-_I-I-III■I-IIIII■-I- ®-IIIIIII■III■IIIIIII■IIIII■IIIII■III■III■IIIII■III■III■III■ 111 101111�IIiYYll�ll�ll�� . . 11 ®-IIIIIII■III■IIIIIII■IIIII■IIIII■III■III■IIIII■III■III■III■ 111 101111�IIiQi�llifitilliffiill��lll IIIIIIIII■�III"�"'�®® 1111 11 'lllii�lll'��IIIII■III■III■III■III■IIIII■III■III■III■III■IIIII■-IIIIIIIIII■ IIIIIIIIIII,� •III�II�III� 1111 11 III�IIliilllllll,IIIIII,1111111111■II:I�■[�11111111,1111111III■III■1111111111.11,��■-IIIIIIIIIIII, ®-III;I;}}IIy�I�■III■IIIIIII��■IIIII■IIIII■III■III■IIII�®®III�IIiL101111� 1 1 II�II�III•'^- °. •• •• 11 -�IIILYi�mlll.�.� 1111 11 ®�I__-___-I-__I_-IIIIIIIIII■ IIIIIIIII■� 'lll�l' III•® 111 11 I�®IIIII■III■III■III■III■IIIII■III■III■III■III■IIIII■�IIIIIIIIII■ G ~ DESIGN OF OUTLET PROTECTION FROM A ROUND PIPE FLOWING FULL MINIMUM TAILWATER CONDITION (Tw < 0.5 DIAMETER) N 9Q a80I `i : N rA Outlet 2 Min. W - Do + La III. Pie 411 Diameter, Do 1 1O.SDo a II a 0 61 T i water<4pQt° I i c IF I L� �����e I d 4 4 20 s 5� -- - •+ I .li _ lI -I; 1�1 �F 1 �,.I. - I :` ' �, 3 c I I I .1. 1 ,u , :1 u I ! r I Hr , 10: r N( 1 ' ''b ,I O IF-T -1 illt Ill' I ' ill -�_r II h `� 2 N I "� ,.l m6 IITI L f g 1 v Recommended Min.CID N r±W 3 5 10 20 50 3 100 200 ft./sec. 500 0 1000 W 0o Discharge, tN 00 CONSTRUCT TAXIWAY A4 AIP NO. JOB NO. '� \\ DELTA AIRPORT 3-51-0004-PENDING 19040 � DRAWN BY: SHEET Draper Aden CONSULTANTS, INC. STORMWATER DESIGNED BY: KMB Associates CALCULATIONS ECB C702-2 110 Avon Street 2700 Polo Parkway # Midlothian, Virginia 23113 Charlottesville, VA22902 hone: 804 275-8301 w w w. delta i r o r t. c o m CHARLOTTESVILLE-ALBEMARLE AIRPORT SCALE: DATE: NO. REVISIONS BY APP. DATE 434-295-0700 www.daa.com Pp NONE OCTOBER 2020 ENERGY BALANCE CALCULATIONS Subsection: Master Network Summary Catchments Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (min) (ft3/s) (years) (ac-ft) POST -DETENTION 1 Year 1 2.152 726.000 27.26 BASIN # LOD PRE -DETENTION 1 Year 1 0.910 729.000 9.14 BASIN #8 LOD Node Summary Label Scenario Return Event (years) Hydrograph Volume (ac-ft) Time to Peak (min) Peak Flow (ft3/5) POST 1 Year 1 2.151 798.000 2.51 PRE 1 Year 1 0.909 729.000 9.06 Pond Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum Event Volume (min) (ft3/s) Water Pond Storage (years) (ac-ft) Surface (ac-ft) Elevation (ft) PO -POST 1 Year 1 2.152 726.000 27.26 (N/A) (N/A) (IN) PO -POST 1 Year 1 2.152 798.000 2.51 552.52 0.942 (OUT) PO -PRE (IN) 1 Year 1 0.910 729.000 9.14 (N/A) (N/A) PO -PRE 1 Year 1 0.910 729.000 9.06 549.40 0.001 (OUT) 20 1008 - CHO BASIN CAD CONTOURS Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Etlltion DECREASE IMPERVIOUS.ppc Center [10.02.00.01) 10/12/2020 27 Slemon Company Drive Suite 200 W Page 1 of 22 Watertown, CT 06795 USA +1-203-755�1666 Subsection: Unit Hydrograph Summary Return Event: 1 years Subsection: Unit Hydrograph Summary Label: POST -DETENTION BASIN # LOD Storm Event: 1 YEAR Label: POST -DETENTION BASIN # LOD Scenario: 1 Year Scenario: 1 Year Storm Event 1 YEAR SCS Unit Hydrograph Parameters Return Event 1 years Unit peak time, Tp 13.447 min Duration 1,440.000 min Unit receding limb, Tr 53.787 min Depth 3.0 In Total unit time, Tb 67.233 min Time of Concentration 20.170 min (Composite) Area (User Defined) 20.110 acres Computational Time 2.689 min Increment Time to Peak (Computed) 726.120 min Flow (Peak, Computed) 27.31 ftl Output Increment 3.000 min Time to Flow (Peak 726.000 min Interpolated Output) Flow (Peak Interpolated 27.26 fil Output) Drainage Area SCS CN (Composite) 80.632 Area (User Defined) 20.110 acres Maximum Retention 2.4 in (Pervious) Maximum Retention 0.5 in (Pervious, 20 percent) Cumulative Runoff Cumulative Runoff Depth 1.3 in (Pervious) Runoff Volume (Pervious) 2.162 ac-ft Hydrograph Volume (Area under Hydrograph curve) Volume 2.152 ac-ft SCS Unit Hydrograph Parameters Time of Concentration 20.170 min (Composite) Computational Time 2.689 min Increment Unit Hydrograph Shape 483.432 Factor K Factor 0.749 Receding/Rising, Tr/Tp 1.670 Unit peak, qp 67.78 fil 20 1008 - CHO BASIN CAD CONTOURS Bentley Systems. Inc. Haesed Methods Solution PondPack CONNECT Edition 20 1008 - CHO BASIN CAD CONTOURS Bentley Systems, Inc. Haesed Methods Solution DECREASE IMPERVIOUS.ppc Center [10.02.00.01] DECREASE IMPERVIOUS.ppc Center 10/12/2020 27 Slemon Company Drive Suite 200 W Page 2 of 22 10/12/2020 27 Slemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755�1666 Watertown, CT 06795 USA +1-203-755�1666 Subsection: Unit Hydrograph Summary Return Event: 1 years Subsection: Outlet Input Data Return Event: 1 years Label: PRE -DETENTION BASIN #8 LOD Storm Event: 1 YEAR Label: Composite Outlet Structure - POST Storm Event: 1 YEAR Scenario: 1 Year Scenario: 1 Year SCS Unit Hydrograph Parameters Structure ID: Orifice - 1 Structure Type: Orifice -Circular Unit peak time, Tp 13.447 min Unit receding limb, Tr 53.787 min Number of Openings 1 Total unit time, Tb 67.233 min Elevation 544.96 ft Orifice Diameter 6.00 in Orifice Coefficient 0.600 Structure ID: Riser- 1 Structure Type: Inlet Box Number of Openings 1 Elevation 555.75 ft Orifice Area 3.3 ftl Orifice Coefficient 0.600 Weir Length 12.80 ft Weir Coefficient 3.00 (ft^0.5)/s K Reverse 1.000 Manning's In 0.000 Kev, Charged Riser 0.000 Weir Submergence False Orifice H to crest False Structure ID: Culvert - 1 Structure Type: Culvert -Circular Number of Barrels 1 Diameter 18.00 in Length 41.00 ft Length (Computed Barrel) 41.03 ft Slope (Computed) 0.040 ft/ft Outlet Control Data Manning's n 0.013 Ke 0,200 Kb 0.018 Kr 0.000 Convergence Tolerance 0.00 It Inlet Control Data Equation Form Form 1 K 0,0045 M 2.0000 C 0.0317 Y 0.6900 T1 ratio (HW/D) 1.075 20 1008 - CHO BASIN CAD CONTOURS Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition 20 1008 - CHO BASIN CAD CONTOURS Bentley systems, Inc. Hassled Methods Solution Pondleack CONNECT Edition DECREASE IMPERVIOUS.ppc Center [10.02.00,011 DECREASE IMPERVIOUS.ppc Center [10.02.00,011 10/12/2020 27 Slemon Company Drive Suite 200 W Page 5 of 22 10/12/2020 27 Slemon Company Drive Suite 200 W Page 9 of 22 Watertown, CT 06795 USA +1-203-755-1666 Watertown, CT 06795 USA +1-203-755-1666 h J O J d: J Return Event: 1 years Subsection: Unit Hydrograph Summary Return Event: 1 years Storm Event: 1 YEAR Label: PRE -DETENTION BASIN #8 LOD Storm Event: 1 YEAR Scenario: 1 Year Storm Event 1 YEAR Return Event 1 years Duration 1,440.000 min Depth 3.0 in Time of Concentration 20.170 min (Composite) Area (User Defined) 20.110 acres Computational Time 2.689 min Increment Time to Peak (Computed) 728.809 min Flow (Peak, Computed) 9.18 ftl Output Increment 3.000 min Time to Flow (Peak 729.000 min Interpolated Output) Flow (Peak Interpolated 9.14 fil Output) Drainage Area SCS CN (Composite) 66.042 Area (User Defined) 20.110 acres Maximum Retention 5.1 in (Pervious) Maximum Retention 1.0 in (Pervious, 20 percent) Cumulative Runoff Cumulative Runoff Depth 0.5 in (Pervious) Runoff Volume (Pervious) 0.916 ac-ft Hydrograph Volume (Area under Hydrograph curve) Volume 0.910 ac-ft SCS Unit Hydrograph Parameters Time of Concentration 20.170 min (Composite) Computational Time 2.689 min Increment Unit Hydrograph Shape 483.432 Factor K Factor 0.749 Receding/Rising, Tr/Tp 1.670 Unit peak, qp 67.78 fil PondPack CONNECT Edition 20 1008 - CHO BASIN CAD CONTOURS Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Etlltion [10.02.00.01] DECREASE IMPERVIOUS.ppc Center [10.02.00.01] Page 3 of 22 10/12/2020 27 Slemon Company Drive Suite 200 W Page 4 of 22 Watertown, CT 06795 USA +1-203-755�1666 _� A CONSTRUCT TAXIWAY A4 Alp NO. JOB NO. '� \\ DELTA AIRPORT 3-51-0004-PENDING E 040 � DRAWN BY: SHEET Draper Aden CONSULTANTS, INC. STORMWATER DESIGNED BY: KMB Associates CALCULATIONS ECB C703-2 110 Avon Street 2700 Polo Parkway # Midlothian, Virginia 23113 Charlottesville, VA 22902 hone: . o r t . c o m CHARLOTTESVILLE-ALBEMARLE AIRPORT SCALE: DATE: NO. REVISIONS BY APP. DATE 434-295-0700 www.daa..daa.com P 804 � � 275-8301 # w w w delta i r p NONE OCTOBER 2020 10 YEAR STORM CALCULATIONS Subsection: Master Network Summary Subsection: Unit Hydrograph Summary Return Event: 10 years Subsection: Unit Hydrograph Summary Return Event: SO years Subsection: Unit Hydrograph Summary Return Event: 10 years Label: POST DETENTION BASIN #8 Storm Event: SO Year Label: POST DETENTION BASIN #8 Storm Event: SO Year Label: PRE DETENTION BASIN #8 Storm Event: SO Year Scenario: 10 Year Storm Scenario: 10 Year Storm Scenario: 10 Year Storm Catchments Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Storm Event 10 Year SCS Unit Hydrograph Parameters Storm Event 10 Year Event Volume (min) (fta/s) Return Event 10 years Unit peak time, Tp 13.447 min Return Event 10 years (years) (ac-ft) Duration 1,440.000 min Depth 5.4 in Unit receding limb, Tr 53.787 min Total unit time, Tb 67.233 min Duration 1,440.000 min Depth 5.4 in POST DETENTION 10 Year Storm 10 21.584 726.000 273.56 BASIN #8 PRE DETENTION 10 Year Storm 10 19.174 726.000 244.93 Time of Concentration 20.170 min Time of Concentration 20.170 min BASIN #8 (Composite) Area (User Defined) 73.330 acres (Composite) Area (User Defined) 73.100 acres Node Summary Computational Time 2.689 min Computational Time 2.689 min Label Scenario Return Hydrograph Time to Peak Peak Flow Increment Increment Event Volume (min) (fta/s) Time to Peak (Computed) 726.120 min Time to Peak (Computed) 726.120 min (years) (ac-ft) Flow (Peak, Computed) 273.69 fta/s Flow (Peak, Computed) 245.11 fta/s POST 10 Year Storm 10 15.614 777.000 28.15 PRE 10 Year Storm 10 19.166 768.000 1 33.03 Output Increment 3.000 min Time to Flow (Peak 726.000 min Output Increment 3.000 min Time to Flow (Peak 726.000 min Interpolated Output) Interpolated Output) Pond Summary Flow (Peak Interpolated 273.56 fta/s Flow (Peak Interpolated 244.93 fta/s Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum Output) Output) Event Volume (min) (fta/s) Water Pond Storage (years) (ac-ft) Surface (ac-ft) Drainage Area Drainage Area Elevation (ft) SCS CN (Composite) 82.787 Area (User Defined) 73.330 acres SCS CN (Composite) 78.835 Area (User Defined) 73.100 acres PO -POST 10 Year Storm 10 21.584 726.000 273.56 (N/A) (N/A) (IN) Maximum Retention 2.1 in Maximum Retention 2.7 in PO -POST 10 Year Storm 10 15.614 777.000 28.15 558.53 11.530 (Pervious) (Pervious) (OUT) Maximum Retention 0.4 in Maximum Retention 0.5 in PO -PRE (IN) 10 Year Storm 10 19.174 726.000 244.93 (N/A) (N/A) (Pervious, 20 percent) (Pervious, 20 percent) PO -PRE 30 Year Storm 10 19.174 768.000 33.03 556.67 7.601 (OUT) Cumulative Runoff Cumulative Runoff Depth 3.5 in Cumulative Runoff Cumulative Runoff Depth 3.2 in (Pervious) (Pervious) Runoff Volume (Pervious) 21.660 ac-ft Runoff Volume (Pervious) 19.247 ac-ft Hydrograph Volume (Area under Hydrograph curve) Hydrograph Volume (Area under Hydrograph curve) Volume 21.584 ac-ft Volume 19.174 ac-ft SCS Unit Hydrograph Parameters SCS Unit Hydrograph Parameters Time of Concentration 20.170 min Time of Concentration 20.170 min (Composite) (Composite) Computational Time 2.689 min Computational Time 2.689 min Increment Increment Unit Hydrograph Shape 483.432 Unit Hydrograph Shape 483.432 Factor Factor K Factor 0.749 K Factor 0.749 Receding/Rising, Tr/Tp 1.670 Receding/Rising, Tr/Tp 1.670 Unit peak, qp 247.16 fta/s Unit peak, qp 246.38 fta/s 201008-CHO BASIN CAD CONTOURS Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Ediflon 201008-CHO BASIN CAD CONTOURS Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition 201008-CHO BASIN CAD CONTOURS Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Ediflon 201008-CHO BASIN CAD CONTOURS Bentley Systems, Inc. Haemad Methods Solution Pondloack CONNECT Edition DECREASE IMPERVIOUS.ppc Center (10.02.00.01] DECREASE IMPERVIOUS.ppo Center (10.02.00.01] DECREASE IMPERVIOUS.ppc Center (10.02.00.01 DECREASE IMPERVIOUS.ppo Center 10/17/2020 27to Siemon Company Ddve SuiteT55 W Page 1 of 22 10/17/2020 27 Siemon Company Ddve Suite 200 W Page 2 of 22 10/17/2020 27 Siemon Company Ddve Suite 200 W Page 3 of 22 10/17/2020 27 Siemon Company Ddve Suite 200 W Page 4 of 22 Watertown, CT 06795 USA +1-203-7557666 Watertown, CT 06795 USA +1-203-7557666 Watertown, CT 06795 USA 1-203-7557666 Watertown, CT 06795 USA *1-203-7557666 Subsection: Unit Hydrograph Summary Label: PRE DETENTION BASIN #8 Scenario: 10 Year Storm SCS Unit Hydrograph Parameters Unit peak time, Tp 13.447 min Unit receding limb, Tr 53.787 min Total unit time, Tb 67.233 min 201008-CHO BASIN CAD CONTOURS Bentley Systems, Inc. Haestad Methods Solution DECREASE IMPERVIOUS.ppo Center 10/12/2020 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-7551666 Return Event: SO years Storm Event: 10 Year PondPack CONNECT Edition (10.02.00.011 Page 5 of 22 Subsection: Outlet Input Data Return Event: SO years Subsection: Elevation -Area Volume Curve Return Event: SO years Subsection: Elevation -Area Volume Curve Return Event: SO years Label: Composite Outlet Structure - POST Storm Event: SO Year Label: PO -POST Storm Event: SO Year Label: PO -PRE Storm Event: SO Year Scenario: 10 Year Storm Scenario: 10 Year Storm Scenario: 10 Year Storm Structure ID: Orifice - 1 Elevation Planimeter Area Al+A2+sqr Volume Volume (Total) Elevation Planimeter Area Al+A2+sqr Volume Volume (Total) Structure Type: Orifice -Circular (ft) (ftp) (acres) (Ai*A2) (ac-ft) (ac-ft) (ft) (ft2) (acres) (Ai*A2) (ac-ft) (ac-ft) (acres) (acres) Number of Openings 1 544.96 0.0 0.000 0.000 0.000 0.000 544.96 0.0 0.000 0.000 0.000 0.000 Elevation 544.96 ft 547.00 0.0 0.000 0.000 0.0D0 0.000 547.00 0.0 0.000 0.000 0.000 0.000 Orifice Diameter 6.00 in 548.00 0.0 0.000 0.001 0.0D0 0.001 548.00 0.0 0.000 0.001 0.0D0 0.001 Orifice Coefficient 0.600 549.00 0.0 0.001 0.002 0.001 0.001 549.00 0.0 0.001 0.002 0.001 0.001 550.00 0.0 0.001 0.002 0.001 0.002 550.00 0.0 0.001 0.002 0.001 0.002 Structure ID: Riser- 1 551.00 0.0 0.183 0.197 0.066 0.06E 551.00 0.0 0.183 0.197 0.066 0.06E Structure Type: Inlet Box 552.00 0.0 0.750 1.305 0.435 0.503 552.00 0.0 0.750 1.305 0.435 0.503 553.00 0.0 1.178 2.869 0.956 1.459 553.00 0.0 1.178 2.869 0.956 1.459 Number of Openings 1 554.00 0.0 1.539 4.063 1.354 2.813 554.00 0.0 1.539 4.063 1.354 2.813 Elevation 555.75 ft 555.00 0.0 1.744 4.920 1.640 4.453 555.00 0.0 1.744 4.920 1.640 4.453 Orifice Area 3.3 ftz 556.00 0.0 1.927 5.504 1.835 6.288 556.00 0.0 1.927 5.504 1.835 6.288 Orifice Coefficient 0.600 557.00 0.0 2.041 5.952 1.984 8.272 557.00 0.0 2.041 5.952 1.984 8.272 Weir Length 12.80 ft 558.00 0.0 2.139 6.269 2.090 10.361 558.00 0.0 2.139 6.269 2.090 10.361 Weir Coefficient 3.00 (fit^0.5)/s 559.00 0.0 2.396 6.799 2.266 12.627 559.00 0.0 2.396 6.799 2.266 12.627 K Reverse 1.000 560.00 0.0 2.525 7.381 2.460 15.D88 560.00 0.0 2.525 7.381 2.460 15.088 Manning's In 0.000 561.00 0.0 2.658 7.774 2.591 17.679 561.00 0.0 2.658 7.774 2.591 17.679 562.00 0.0 2.774 8.148 2.716 20.395 562.00 0.0 2.774 8.148 2.716 20.395 Kev, Charged Riser 0.000 563.00 0.0 2.872 8.470 2.823 23.218 563.00 0.0 2.872 8.470 2.823 23,218 Weir Submergence False 564.00 0.0 2.970 8.763 2.921 26.139 564.00 0.0 2.970 8.763 2.921 26,139 Orifice H to crest False 565.00 0.0 3.068 9.056 3.019 29.158 565.00 0.0 3.068 9.056 3.019 29.158 Structure ID: Culvert - 1 Structure Type: Culvert -Circular Number of Barrels 1 Diameter 18.00 in Length 41.00 ft Length (Computed Barrel) 41.03 ft Slope (Computed) 0.040 ft/ft Outlet Control Data Manning's In 0.013 Ke 0.200 Kb 0.018 Kr 0.000 Convergence Tolerance 0.00ft Inlet Control Data Equation Farm Form I K 0.0045 M 2.0000 C 0.0317 Y 0.6900 Tl ratio (HW/D) 1.075 201008-CHO BASIN CAD CONTOURS Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition 201008-CHO BASIN CAD CONTOURS Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition 201008-CHO BASIN CAD CONTOURS Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Ediflon DECREASE IMPERVIOUS.ppc Center (10.02.00.01] DECREASE IMPERVIOUS.ppc Center (10,02.00 0 i l DECREASE IMPERVIOUS.ppc Center (10.02.00.01] 10/12/2020 27 Siemon Company Ddve Suite 200 W Page 9 of 22 10/12/2020 27 Siemon Company Ddve Suite 200 W Page 6 of 22 10/12/2020 27 Siemon Company Drive Suite 200 W Page of 22 Watertown, CT 06795 USA +1-203-7551666 Watertown, CT 06795 USA +1-203-7551666 Watertown, CT 06795 USA +1-203-7551666 CONSTRUCT TAXIWAY A4 AIP NO. JOB NO. '� \\ DELTA AIRPORT 3-51-0004-PENDING E 040 � DRAWN BY: SHEET Draper Aden CONSULTANTS, INC. STORMWATER DESIGNED BY: KMB AssociatesCALCULATIONS ECB C704-2 110 Avon Street 2700 Polo Parkway # Midlothian, Virginia 23113 Charlottesville, VAz2902 hone: 804 275-8301 # w w w . delta i r o r t . c o m CHARLOTTESVILLE-ALBEMARLE AIRPORT SCALE: DATE: NO. REVISIONS BY APP. DATE 434-295-0700 www.daa.com P p NONE OCTOBER2020