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WPO201900013 Plan - VSMP 2021-03-25
WPO PLAN SUBMITTAL - AMENDMENT �I W PO-2019-00013 CHARLOTTESVILLE-ALBEMARLE AIRPORT SURFACE PARKING EXPANSION AMENDED TO INCLUDE: RECONSTRUCT TAXIWAY A4 & RECONSTRUCT AIRFIELD LIGHTING & SIGNAGE SITE SUMMARY SITE ADDRESS: 100 BOWEN LOOP CHARLOTTESVILLE, VA 22901 OWNER: CHARLOTTESVILLE— ALBEMARLE AIRPORT AUTHORITY CONTACT: MELINDA CRAWFORD, EXECUTIVE DIRECTOR ADDRESS: 100 BOWEN LOOP, SUITE 200 CHARLOTTESVILLE, VA 2901 TELEPHONE NO: 434-973-8342 ENGINEER/APPLICANT: DRAPER ADEN ASSOCIATES CONTACT: E. CAMPBELL BOLTON, P.E. ADDRESS: 110 AVON STREET CHARLOTTESVILLE, VA 22902 TELEPHONE NO: 434-295-0700 TAX MAP/PARCEL ID: 03200-00-00-01000 DEED BOOK: 0570001000005A PRESENT USE: AIRPORT PROPOSED USE: AIRPORT TOTAL DISTURBED AREA: APRON/PARKING EXPANSION: 6.14 ACRES TAXIWAY RELOCATION: 4.79 ACRES ELECTRICAL IMPROVEMENTS: 3.28 ACRES TOTAL: 14.21 ACRES NOTE: CONTRACTOR TO CONTACT MISS UTILITY (811) IN ADVANCE OF PLANNED WORK. ADVANCE TIME PERIOD SHALL BE IN ACCORDANCE WITH CURRENT MISS UTILITY GUIDELINES (www.m issutilityofvirgin io.com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j Draper Aden Associates 110 Avon Street Charlottesville, VA 22902 434-295-0700 www.daa.com CHARLOTTESVILLE, VIRGINIA VICINITY MAP NOT TO SCALE PROJECT DESCRIPTION THIS SET AMENDS THE PREVIOUSLY APPROVED PARKING LOT AND APRON EXPANSION DOCUMENTS (WPO-2019-00013) TO INCLUDE IMPROVEMENTS ASSOCIATED WITH TAXIWAY A4 RELOCATION AND LIGHTING AND SIGNAGE IMPROVEMENTS ALONG THE RUNWAY AT THE CHARLOTTESVILLE—ALBEMARLE AIRPORT. THE PARKING LOT EXPANSION AND APRON EXTENSION HAVE ALREADY COMPLETED CONSTRUCTION AND BEEN STABILIZED. THE SCOPE OF WORK WITHIN THIS PACKAGE INCLUDES THE REMOVAL OF EXISTING TAXIWAY E AND REPLACING IT TO THE NORTH WITH TAXIWAY A4; REMOVAL OF ASPHALT PAVEMENT ALONG A SECTION OF THE RUNWAY; AND MISCELLANEOUS ELECTRICAL REHABILITATION INCLUDING LIGHTING, SIGNAGE, AND CONDUIT REPLACEMENT. WORK ASSOCIATED WITH THE LIGHTING AND SIGNAGE PROJECT WILL NOT BEGIN UNTIL THE TAXIWAY PHASE IS COMPLETE AND STABILIZED. ALL WORK DESCRIBED ABOVE IS ASSOCIATED WITH THE SAME COUNTY SITE PLAN AND WPO NUMBERS. JANUARY 22, 2021 DAA PROJECT #18020237-010303 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 E. CAMPBELL B Lie. No. 051495 WPO AMENDMENT SHEET LIST SHEET NUMBER SHEET TITLE C1 COVER SHEET C2 OVERALL PROJECT MAP C3 DRAINAGE PLAN -TAXIWAY C4 INITIAL EROSION & SEDIMENT CONTROL PLAN - TAXIWAY C5 FINAL EROSION & SEDIMENT CONTROL PLAN - TAXIWAY C6 EROSION & SEDIMENT CONTROL PLAN - PAVEMENT REMOVAL C7 EROSION & SEDIMENT CONTROL PLAN - PAVEMENT REMOVAL C8 EROSION & SEDIMENT CONTROL PLAN - PAVEMENT REMOVAL C9 EROSION & SEDIMENT CONTROL NOTES C10 EROSION & SEDIMENT CONTROL NOTES C11 EROSION & SEDIMENT CONTROL DETAILS C12 EROSION & SEDIMENT CONTROL DETAILS C13 DRAINAGE DETAILS C14 PRE -DEVELOPMENT DRAINAGE MAP C15 PRE -DEVELOPMENT DRAINAGE MAP - TAXIWAY C16 ULTIMATE POST DEVELOPMENT DRAINAGE C17 POST DEVELOPMENT SUB DRAINAGE MAP C18 POST -DEVELOPMENT DRAINAGE MAP - TAXIWAY C19 STORMWATER CALCULATIONS C20 STORMWATER CALCULATIONS C21 STORMWATER CALCULATIONS C22 STORMWATER CALCULATIONS NOTE: ALL SHEETS ASSOCIATED WITH THE INITIAL PARKING LOT EXPANSION AND APRON EXTENSION PROJECT ARE NOT INCLUDED WITHIN THIS PACKAGE. ONLY REVISED SHEETS AND SHEETS ASSOCIATED WITH THE NEW WORK ARE INCLUDED. REFER TO THE BASE WPO SUBMITTAL PACKAGE FOR ADDITIONAL DETAILS ASSOCIATED WITH THE PREVIOUS PHASES. DRAPER ADEN ASSOCIATES REVIEW THESE PLANS HAVE BEEN SUBJECTED TO TECHNICAL AND QUALITY REVIEWS BY: KAITLYN BARGER, E.I.T PROJECT DESIGNER E. CAMPBELL BOLTON, P.E. PROJECT MANAGER DAVID MARUSKIN, P.E. QUALITY REVIEWER WPO AMENDMENT (WPO-2019-00013) I I COVER SHEET I/22/2021 1/22/2021 1/22/2021 AIP NO. JOB NO. MULTIPLE 1 19040 DRAWN BY: SHEET KMB DESIGNED BY: ECB C 1 SCALE: I DATE: CHARLOTTESVILLE-ALBEMARLE AIRPORT 1" - 5a JANUARY 2021 w F 0 O Y Q J BENCHMARK SCHEDULE NUMBER DESCRIPTION NORTHING EASTING ELEVATION A 364 SURVEY CONTROL 3937852.910 11497138.568 617.5 CHO E SACS 3940408.748 11497730.060 612.0 CH FF SACS 3935874.430 11495832.171 629.0 CHO H PACS 3938176.324 11496755.954 619.9 X 155 SURVEY CONTROL 3936233.278 11494982.033 631.7 NOTE: INFORMATION OBTAINED FROM WWW.NGS.NOAA.GOV ON APRIL 4, 2019. RUNWAY PROTECTION ZONE 1,000'x1,750'®2,500' ` IN PART 77 APPROACH SURFACE 1,000' x 16,000' x 50,000' FIRST 10,000' - 50:1 LAST 40,000' - 40:1 GATE 15 ROFA — •_—ii%R5A N: 3935381.4439 E: 11495343.8944 10+00.00, 0.00' RT (BL 'i RSA POFA„x a QX 155 O r� Lj ` W y REC SRC RUNWAY Sti 3- LIGH I G ND 'AIRFIELD IDIiIkNCE SIGNS ELECTRICAL PHASE 4- W T 2 2 VAULT ROTATING BEACON �g I I ASI ASI SI D E F I Q Q ® PART 77 APPROACH SURFACE CE�TERY I 1,000' x 4,000' x 10,000' 34�,1 SLOPE BORR / I WASTE SITE TEMPORARY CONSTRUCTION SI ENTRANCE C Uff �► 1,000- FAR PART 77 �;W-'OVA'0=1 Jil MMI 101 r� . a .�I 1 RPZ P f 1T1T1T1T1T1 RPZ LANDMARK A G ATE1 c H NH NH N o ° Ill-_- L UCH RECONSTRUC ATT XIWAY LIGHTING AND AIRFIELD o �► , • �� " GUIDANCE SIGNS (b U PHASE 4 - WINTER 2022 � a I II n1 4r° _ In SUMMARY OF PHASES: PHASE 1 - EXPAND ECONOMY LOT EROSION & SEDIMENT CONTROL AND STORMWATER MANAGEMENT PLANS WERE PREVIOUSLY APPROVED WITH WPO-2019-00013; REFER TO ORIGINAL SUBMITTAL PACKAGE. CONSTRUCTION WAS COMPLETE IN NOVEMBER 2019 AND ALL AREAS ARE CURRENTLY STABILIZED. PHASE 2 - EXPAND AIR CARRIER APRON EROSION & SEDIMENT CONTROL AND STORMWATER MANAGEMENT PLANS WERE PREVIOUSLY APPROVED WITH WPO-2019-00013; REFER TO ORIGINAL SUBMITTAL PACKAGE. CONSTRUCTION WAS COMPLETE IN OCTOBER 2020 AND ALL AREAS ARE CURRENTLY STABILIZED. PHASE 3 - REMOVE TAXIWAY E AND CONSTRUCT TAXIWAY A4 EROSION & SEDIMENT CONTROL PLANS CONTAINED WITHIN THIS WPO AMENDMENT SET; REFER TO SHEETS C4 & C5. STORMWATER MANAGEMENT CALCULATIONS FROM THE ORIGINAL PACKAGE HAVE BEEN UPDATED WITH THIS AMENDMENT TO INCLUDE DISTURBANCE AND IMPERVIOUS AREA ASSOCIATED WITH THIS WORK. WORK ON THIS PHASE IS ANTICIPATED TO BEGIN IN SPRING 2021. PHASE 4 - RECONSTRUCT AIRFIELD LIGHTING AND SIGNAGE AND TAXIWAY A SHOULDER EROSION & SEDIMENT CONTROL PLANS FOR THE PAVEMENT REMOVAL ARE CONTAINED WITHIN THIS WPO AMENDMENT SET; REFER TO SHEETS C6 - C8. EROSION & SEDIMENT CONTROL NOTES ASSOCIATED WITH THE LIGHTING AND SIGNAGE WORK ARE INCLUDED ON THIS SHEET. STORMWATER MANAGEMENT CALCULATIONS FROM ORIGINAL PACKAGE HAVE BEEN UPDATED WITH THIS AMENDMENT TO INCLUDE DISTURBANCE AND IMPERVIOUS AREA ASSOCIATED WITH THIS WORK. WORK ON THIS PHASE IS ANTICIPATED TO BEGIN IN WINTER 2022; THIS WORK WILL NOT BEGIN UNTIL THE PHASE 3 WORK IS COMPLETED AND STABILIZED. CSA i \ J= SRE'BUILDING All EX PARK LOT PHASE 1 R WINTER 2019 PHASE 4 EROSION & SEDIMENT CONTROL NOTES: 1. WORK ASSOCIATED WITH PHASE 4 GENERALLY CONSISTS OF TWO PIECES. THE FIRST PIECE INCLUDES THE REMOVAL OF A PORTION OF THE SHOULDER OF TAXIWAY A, AS SHOWN IN THE MAP ABOVE. EROSION & SEDIMENT CONTROL PLANS ASSOCIATED WITH THIS WORK ARE CONTAINED WITHIN THIS WPO AMENDMENT SET. THE SECOND PIECE OF PHASE 4 INCLUDES ELECTRICAL, LIGHTING, AND SIGNAGE IMPROVEMENTS ALONG THE RUNWAY AND ALL TAXIWAYS. DISTURBANCE ASSOCIATED WITH THESE IMPROVEMENTS WILL BE LIMITED TO SMALL AREAS SCATTERED AROUND THE AIRFIELD. THESE INCLUDE CONDUIT TRENCHES AND EXCAVATIONS FOR CONCRETE AIRFIELD GUIDANCE SIGN FOUNDATIONS AND EDGE LIGHTING FIXTURES. ALL DISTURBED AREAS ASSOCIATED WITH THESE IMPROVEMENTS WILL BE IMMEDIATELY STABILIZED WITH TOPSOIL, PERMANENT SEEDING, AND MULCH. RUNWAY PROTECTION ZONE 1,000' *1,425' x 1,700' O LEGEND ,OM-X BENCHMARK LOCATION CSA CONTRACTOR STAGING AREA CONTRACTOR HAUL ROUTE ti O ALBEMARLE COUNTY STREAM BUFFER EXISTING FENCE — — EXISTING GLIDE SLOPE CRITICAL AREA - - - - - - - - - EXISTING LOCALIZER CRITICAL AREA — • • — • • — EXISTING PART 77 APPROACH SURFACE — - - EXISTING AIRPORT PROPERTY LINE —fl EXISTING RUNWAY OBJECT FREE AREA RPZ EXISTING RUNWAY PROTECTION ZONE RSA EXISTING RUNWAY SAFETY AREA PROPOSED CONSTRUCTION CRITICAL SLOPES STEEP SLOPES - MANAGED STEEP SLOPES - PRESERVED CRITICAL SLOPES PER ALBEMARLE COUNTY GIs (SLOPES>25% NOTE: INCLUDES SLOPES CONSTRUCTED UNDER PREVIOUSLY APPROVED SITE PLAN AMENDMENTS) 400 0 400 800 SCALE: 1 "=400' FEET WPO AMENDMENT WPO-2019-00013 WPO NO. JOB NO. �PLTH pF G MULTIPLE 20031 2700 Polo Parkway jar DRAWN BY: SHEET PJW Midlothian, Virginia 23113 DELTAAIRPORTTRACY J. SAUNDERS a OVERALL PROJECT MAP __ ----_ --_ Lic. No. 031974 DESIGNED BY: C2 phone: (804) 275-8301 � r Digitally signed by RSY / TJS 2 ADD PHASE 4 PJW RSY 1/22/21 Tracy J Saunders 1 ADD PHASE 3 PJW RSY 3/30/20 w w w. d e l t a a i r p o r t. c o m CONSULTANTS, INC. °�� 1�'w� Date: 2021.02.05 NO. REVISIONS BY APP. DATE SSIONAL ECG 07:55:49 05'00' CHARLOTTESVILLE-ALBEMARLE AIRPORT ISCALE:aoo' DpJANUARY2021 ® STORM PIPE ■ STORM INLET QO 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 GRATE INLET 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'(RUNWAYC/L) CONVENTIONAL LOCATION FROM TRAVERSE -- -- --- - -- ///--- r....................... __ 22 ---- Fr22:5-----------'--$ ---- -_L 1`—_D--���,�.� — '.ter.• _ 621$-- ---- -- --- _ /— _----- - 62i9— — — — — — — //—\6 / —_ �,;r� r` - - — - -��-----&19r5---- — — — — __ _ _ ' \/ — '' �-� -••""'�•••••� ` FER TO "GRADING & /-'�- � — —� ----------------- � \ \ 21---// // i � -'_-----szob ,--'- _, .............. ... says/RE � /- -\\ \ \\\`—/� / //% /-------- i ::.:::.... ....:.. % �S DRAINAGE" SHEET PREPARED BY —�------- \1 DELTA AIRPORT CONSULTANTS, ---�� - r--- ��- _-- INC. FOR PROPOSED GRADING s2s.s----'-------- --"-r t — — ✓ — -- /- --'- VERIFY DEPTH OF EXISTING.--�'^\\ \ 620 / / , / / ---- -- --s .�\ // — UTILITIES; PROTECT ALL UTILITIESTO REMAIN DURING EARTHWORK; COORDINATE WITH DELTA PLANS \ \ ` LIMITS OF DISTURBANCE RETURN GRADE TO —�\\ \ I --� -- EXISTING IN AREA \ \ \\ t s�es� /9 // / ( I--/ `L....' $ _-------- ---------- - /-- OF SEDIMENT TRAP- - ( I I .. .:......- --- - - - -- /-- RSA 2 _ - - F _ R A t RSA RSA ' ' .. , lj$y7:::. y -RSA _ _ _ _ _ _ _ _ RSA RSA ------ R_ RSA — — — — — — — — — — — — — � — — — — - - $i-73- - - /L--/ /-- ¢ \ \ \ 1 \ i I / / / 1 .. _ _ _ -G r' '/ ------ u / — ----i — — — — — GIs — is u�u— t i 11• — AIRCRAFT RATED — / x r — — \ — 14 %° CONCRETE MANHOLE— ` "`---_---- CONNECTION TO EXISTING / E9 114 �� > _ - _ _ / ---- _ - \ STRUCTURE; CORE STRUCTURE AND / AIRCRAFT RATED CONCRETE'" - ----- 18" CLASS V RCP $—_— / — -- ------ ---/ --' DROP INLET WITH 2'X2' GRATE 617 --� --- 13 18" CLASS IV RCP \/— — _FILL ALL GAPS AROUND PIPE WITH // / / I CD :' 1�'(i0.=:'' --- --�-- _ ---- — — -- _ ---- NONSHRINK GROUT, FLUSH TO THE — — — -sr s - — — _ _ — — 6450----------—=_----- - - _— / �� I / I — — — _ ------------- —----------- --- _ _------_— — _--- OF THE STRUCTURE. \\__� � / I ' 1 — .T:.' �.. ._ _ --- �' ao, 5+00 s�" sles- ge —INSIDE FACE ----------- i I \— _-- — ----- __ eo7 _ _ — 6+650- sa3- E33 mfa_ _ _ — rofA rofA--- — / � rofA � \ r6�A. \ < _- �._ - _----_ ______ ----- ----- --_ _------_--- -- - --- -- --��_ _ / / r I �_ \ —s a r� 2+00 - — — - —\ \ \ LIMITS OF DISTURBANCE ao; / ✓ / / I \ \ \\ \\\ ---- -- ----- r — 1 — 4+00 _ -- _--- _ ---t` _ __ �a-0--- 3+00---- _LeD- 24" RCP — :: 4 — --- --- ---------=--6+77 ' '61 19 TSA szD— — — — — TSAR - "'A --_—--T---- —µ / 9-P' TSA ` \ \T4%ti .�� TSA. "-.'.\....'.....,t.....•TSA•• _ TSA �ZSA Tom_-- G�4-6Gi2. .- �.......• .,i.'. — \ ------- --- ----- ------ - - - - - -- -- - --- ------------------------- — LOD LOD �� LOD LOD LOD ��CLOD LOD LOD �\y D\\ ,pLOD LOD6� ?CLOD LO^ LOD� LOD L __ ROfA ROfA _ — _ _— —� // _ — NOTE: CONTOURS SHOWN OUTSIDE --,/' / THE LOD ARE WITHIN AN AREA OF /`-------\_ MILL AND OVERLAY. THIS AREA IS _ -- - - - _ ,NOT CONSIDERED DISTURBANCE — — — — - �/ - — — — —— / ' / `\ FROM A CALCULATION STANDPOINT. .y. rrn j. F _ ry q.: •. O ��. FO — f0 y f F FO LJ — — .. ... - .. i rofA roFz-- I I _ J i I / I a 3 3 RE -SUBMITTAL - ADD LIGHTING AND SIGNAGE KMB I ECB 1/22/21 2 WPO RE -SUBMITTAL - RISER REVISIONS KMB ECB 10/15/20 1 WPO AMENDMENT SUBMITTAL KMB ECB 4/3120 NO. REVISIONS BY APP. DATE tfr 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. so 0 25 50 100 \\ 3. REFER TO FINAL EROSION AND SEDIMENT CONTROL PLAN FOR FINAL STABILIZATION. \4. SEDIMENT TRAPS SHALL REMAIN IN USE AS LONG AS FEASIBLE. �PL°PH OF Dr r wru ArntNurntN i �wru-zu�y-uuu�s� DELTA AIRPORT Draper ��� U E. CAMPBELL BOLTON y D RA I N G E PLAN - msvciates CONSULTANTS, INC. �� Lt°//2212195 TAXIWAY 110 Avon Street 2700 Polo Parkway # Midlothian, Virginia 23113 Charlottesville, VA 22902 434-295-0700 www.daa.com phone: (804) 275-8301 w w w. d e l t a i r p o r t. c o m ( IN FEET) 1 inch = 501t. AIP NO. MULTIPLE DRAWN BY: DESIGNED BY: 200 JOB NO. 19040 SHEET KMB ECB C3 SCALE: DATE: CHARLOTTESVILLE-ALBEMARLE AIRPORT , =50' JANUARY2021 EROSION & SEDIMENT CONTROL GENERAL NOTES: 1. REFER TO SHEET C12 FOR EROSION AND SEDIMENT CONTROL DETAILS. REFER TO SHEET C11 FOR TRAPAND 2. EROSIONTMEASURES SHALLIONS BE INSTALLLEDIAS THE FIRST STEP IN LAND DISTURBANCE AND REMAIN IN EROSION & SEDIMENT CONTROL LEGEND 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+52.42 RUNWAY 3-21 =0+00EXISTINGTAXIWAYEC1L N22-06.16-E 6801.00'(RUNWAYC/L) CONVENTIONAL LOCATION FROM TRAVERSE -1----- _ -62�8-- - ----- � �------ / ----fr2-�-g _ _ 715t�� ,_ �_----------- $; ----------------- _ _ s2as - - - - - - - - - - - " i� - " _ e'=------ �_- ___ °- 4_(T ----------t9-s s2---_------------------- ---- T DC Ds� ----------------- --- _ \ \ — — G2£SB^.i d ��'------'t--- -- �--- _ o — —\\ No. TITLE KEY SYMBOL 3.02 TEMPORARY STONE CONSTRUCTION ENTRANCE CE 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 \ \ f\`--/_ \ APPLY WITHIN- $ /// ° \ C°-J 1 \� —.LIMITS AS NEEDED, -/� J------ INITIAL PHASE----- \ : eaa� l y� e — \ ---- � (--- - DRAINAGE AREA TO ' ��\ \ \ --��— / / / �`' 6� ------ _ --------- \ - - - ST#1 1.54 ACRES- --\\ \ \ \ a / 1 ( / r -� \ -$� - ��-------- \\-` 7INITIAL PHASE-- - _ iu / I I / \ -*---INITIAL PHASE ems. e ------ _ DRAINAGE AREA TO g- - ---- DRAINAGE AREA TO ST#3 2.43 ACRES ST#2 2.15 ACRES AFTER STORM INLET IS INSTALLED, - _ _ \\ 1 \ , / PLACE FILL AS REQUIRED TO CREATE v \ 7J/\e / __ RA RSA _ - -RSA ------ SF - _ RA( __ __ ___ -_= BERM W SHOWN. RSA -------- -R3« ------RSA----- .5-- ------ RSA. \ � M DOWNSTREAM OF INLET AS --6 _ 6�T _ -6i-73 ��.— a . \ If jj / I �gy - l RSA --- — — — — — — — — — — — — — — — _ _=------- �_. - �- / u --ROE-- CLEAN WATER // 4 STORM PIPE AND INLET SHALL - - -DIVERSION DIKE _\E9 I l E I d E1 I -�-- _ IF BE INSTALLED AS THE FIRST DD---- - 13 / -/ - 1/ LIMITS OF DISTURBANCE _ ST ITEM OF CONSTRUCTION. - ---- -- --r- --- ------ _ _---- _, IP > I ° / I ----------- _ _ DD o, __ _--sao-s-- --- s�s_o- -= spa ------_----_--- ,,/ �\-------- #1qN / �� a l\\ �\ ` ST-----_-_-_------- --------- ---- - __ eo7---'--- _---__-- sJa E33 — rnFn - _ - _ TOFA -LIMITS OF DISTURBANCE rofA--- rofA \ rb w\ \#2 ----�_-- -- ----- --- _-- TeFA------------- --- ---- - -- --- -- --,may- --_- \ r -----------_---- �_644-0------ rSA — - bze'-- — — TSAR \ ��' — �, _ _ ��— --—Gi2.-- ------ / \ — — ,�a _ µ— ---------------- DD —� — ��_ rsA \, - �� rs \\ \ \\ rsA _ CE rsA SF—\------—=rsa-----Cs�Le.e-------------- \ \ •r V -- —Jl��. u \\\/\ \ \ lR— ` \ M `�u u -��_ \ �- u` � � a�' ew , W \-�.6 .t1�-- .�u"u u - �i� \ \� LOD LOD �r LOD OD �—\ �� D LOD \ — LOD LODLOD LOD LOD u -LOD CLOD_—` \ LOD LOD —LOD LOD LOD 09 � � \ \ �� \�' \6 _\ --- OfA I ROFA ROFA - — /---64f-9//--i-- � ;1 e ey: y" <.: y RgrA %i 0 �F .a — I ACCESS TO SITE THROUGH HAUL ROAD; ENTIRE SITE WITHIN SECURED AIRPORT FENCING / _F0 - - - FO _ FO FO - - TnFA TOFA . ,:• :w . �.•z- - : FO "1`D TOfA — — — TO _ — I � ::... Cam' 7 -----� \ t —ff / : 0 Er DV4 COMPLETED � - - - APRON PROJECT i a i. / SCALE 41 .a. .-e -y IP 50 25 \ •.e• m0.(•-- •j 50 Tao -� .L�.a ,.'i'••i• O L- pi <` .i j• .I:- `A a.�. �_ •L •••Ti. ''.. \ , k�I. is / J.+ . •.:� ,t•.-•v.' \ IN FEET) j,` /' ',^ ,:�:�';�• �.�-, .. � _ — \ i lnI son. rI \ \ � / �.�. •^.'ems �: y 4. %� :�.'S�.—��..L... �ti:.• ''�..' I \ ;�. �'- - _�_ -- -•�. I / INITIAL PHASE ESC CONSTRUCTION SEQUENCE - I \ I I A. INSTALL CONSTRUCTION ENTRANCE AS SHOWN ON THE PLAN. DISTURB THE MINIMUM AREA NEEDED TO INSTALL N I THE ENTRANCE. ADJUST CONSTRUCTION ENTRANCE AS REQUIRED AS CONSTRUCTION PROGRESSES. I B. INSTALL INLET PROTECTION ON ALL EXISTING INLETS AS SHOWN ON PLANS. - - �:'. ;-t a' .f... •� ': tl: , I C. INSTALL DIVERSION DIKES AND IMMEDIATELY SEED AND MULCH TO STABILIZE. D. INSTALL THE PROPOSED STORM INLET AND PIPING INSTALL INLET PROTECTION ONCE ACTIVE \ / I•,..."�'/ . j.%Tl'" - - 1` " °'`: <.' 1'. ` ..' \ 1 E. CONSTRUCT THE SEDIMENT TRAPS AND INSTALL SILT FENCE AS SHOWN ON THE DOWNHILL SIDE OF THE BERMS. 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 / �:.-: .: \: ::.;: \\�� I I ` I I TRAP (THESE ARE NOT SHOWN IN PLAN VIEW). SEDIMENT TRAPSHAVEAISHEABHDY SR AND OFOVEGDETATION EST BNIDSHED THOEPTEMPORARYTDIVERSIONTDK EH 3 I —--�/ \ ::,G. :.'°..- a. l',:. `./I'.' •:. '_ J .�._ .,_.. .°('..: /'...":�':..:•�._ a.•° .y % .!�':-\::.�..7 .:e.: _tee:;, .. _-.—.— / � � ©/ `t,9��� r Zz" If - "'.; .. IIIII I r - / / I SHALL BE REMOVED. FO I - - - - - //// //// = _ - G. INSTALL ADDITIONAL PERIMETER CONTROL MEASURES AS SHOWN ON THE PLANS OR INSTRUCTED BY THE / F— - - - - - -�- INSPECTOR/ENGINEER. 0 H. ONCE THE SEDIMENT TRAPS HAVE ESTABLISHED VEGETATION, CLEARING AND GRUBBING OF THE SITE MAY BEGIN. TOPSOIL SHOULD BE STOCKPILED AND SAVED FOR USE DURING FINAL SITE GRADING. CLEARING AND - - - I I I ` GRUBBING ACTIVITIES SHOULD BE PERFORMED AS NEEDED FOR THE NEXT CONSTRUCTION ACTIVITY AND NOT f / /// ACROSS THE ENTIRE SITE AT ONCE. - / I. BEGIN DEMOLITION OF ITEMS AS SHOWN ON THE DELTA PLANS. n / \ UGE PROCEED WITH INITIAL GRADING OF THE SITE. ALL EXCAVATED MATERIAL AND DEBRIS SHALL BE STOCKPILED �`� �� W N, N, N. \ N I IIIIIIIII I I `` p IIIII / I * OR DISPOSED OF IN A LAWFUL MANNER. ALBEMARLE COUNTY IS TO BE NOTIFIED PRIOR TO ANY HAULING TO o �� �� �� \ \ IIII II I AM VEST- II / /, OR FROM ANY OFFSITE BORROW OR WASTE AREAS. IIII II IIII I / ` N. GE� I III IIIIIII Q p ` II I - - WORRELL IIII / K. THROUGHOUT CONSTRUCTION ACTIVITIES, APPLY DUST CONTROL MEASURES ACCORDING TO VESCH STD. &SPEC. ` \ IIIIIIIII II °. I IIIIII I I \ I . 3.39. ANY AND ALL MATERIAL OR DEBRIS TRACKED ONTO A ROAD OR RUNWAY SURFACE SHALL BE IMMEDIATELY CLEANED THOROUGHLY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING II I / AND BE TRANSPORTED TO A SEDIMENT CONTROLLED DISPOSAL AREA. �� `� I IIIIIII I I I \� / '� _ �' I I I I III III / / L. APPLY TEMPORARY SEEDING AND MULCHING AS NECESSARY. UTILIZE SURFACE ROUGHENING AS NEEDED. —// Le L / N. EQ. N' 4\0N N N. N. N. .� —1 rJ. PATH OF D WPO AMENDMENT WPO-2019-00013 AIP NO. JOB NO. DELTA AIRPORT MULTIPLE 19040 rrP DRAWN BY: SHEET a es CONSULTANTS, INC. CAM LL BE-1 INITIAL EROSION & SEDIMENT KMB 3 RE -SUBMITTAL -ADD LIGHTING AND SIGNAGE KMB ECB 1/22/21 SA�soc. � Lic. No. 051495 � CONTROL PLAN -TAXIWAY DESIGNED BY: 2 WPO RE -SUBMITTAL - RISER REVISIONS KMB ECB 10/15/20 110 p ��ZZ�Z� ECB C4 1 WPO AMENDMENT SUBMITTAL KMB ECB 4/3/20 Charlottesv�leStreet 2700 Polo Parkway � Midlothian, Virginia 23113 VA ��SSIONAL E��� SCALE: DATE: NO. REVISIONS BY APP. DATE 434-295-0700 www.daa.com phone: (804) 275-8301 w w w . d e I t a i r p o r t . c o m CHARLOTTESVILLE-ALBEMARLE AIRPORT 1" = 50' JANUARY 2021 EROSION & SEDIMENT CONTROL LEGEND EROSION & SEDIMENT CONTROL GENERAL NOTES: 1. REFER TO SHEETS C11 AND C12 FOR EROSION AND SEDIMENT CONTROL DETAILS. 2. REFER TO SHEET C4 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 N 22'06`I6" E 6807 00' (RUNWAY CIL) CONVENTIONAL LOCATION FROM TRAVERSE VEGETATION. — — — — — — — — — i+i•++f.-F--i if•i - _/� /---'-���/ ��' -/ ►--------- --- - - - - -" 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 BEM B/M 3.39 DUST CONTROL DC DC 1 �__- - - -�� - - - ��-� -' - .. --._...' ...'. - - coy ■ __ - —_ __ a 22 �� 6�15 / / —_ _ _-.�-._•.... = __ — -- $' — — — — — — — -- - - - - - - - -(i?2:`•r------ /- /s, —__ --J 1`--O— JT,�.'. J-�•.•..�rr =__6449--_-- — --- 6201}- / _ \ b / p /-- — — •. '-'. '- -- ---------- --- --- ------ ----friys------ -- --------------- (� \ \ —//— / _-- -' lam• ` ■ //'__ /-���6�$- _ --� /-------- \ _i ^\ ...... .. --648-5- FINAL PHASE----- \ `!\ _�(- _ _ DRAINAGE AREA TO //�\ \-- 20 !/ /--------- - :....:': _ tAs ST#1 1.46 ACRES-- "--' \\ �\ 1 I+ l ; I l FINAL PHASE-�/FINAL PHASE DRAINAGE AREA TO - - /--- DRAINAGE AREA TO / -- L I DO ST#2 2.94 ACRES �:'.'.'.'•':::' e \ \---- 1 / ST#3 1.61 ACRES ' /� _------- __ - ■ \ ` PS TO / /-- -- / \ - __--_ --_ _ ONCE UPSTREAM AREAS ARE STABILIZED, ---_ �- - -� /- '_•,••�•-..,.,.� �� /�_/ - SEDIMENT TRAP CAN BE REMOVED. GRA E ■ ---\ \ 1 / fr1�- ------------ \ I _ / // :.;:::•::.-.�:••.�.;L :.. -' IN DITCH AND INSTALL CHECK DAMS TO _ \ r� 7 M U �-- _ _ _ _ _ _ _ _ _ _ _ _ _ - _ HELP ESTABLISH VEGETATION. ONCE y�?� _ RA RSA _ --"-RSA -------- - SF _ _ RA/ \ \ �_ _ / ,IRC I RSA i'.:R5r1::'- ----- -R-SA-______- RSA-_----- RSA. R _ _ - VEGETATION IS ESTABLISHED IN DITCH, /----- _ srT� /`------ : \ 1 / APPLY WITHIN ,yak. CHECK DAMS SHOULDBEREMOVED. H -_---------------- _ _=-----_ B/M 1 \ /f LIMITS AS NEEDED .,--- 14 I I J i _ 6 IP Dp ------ 13 - 1/ LIMITS OF DISTURBANCE-� _ -' / — ST I 1:'- '-'•':'::::----------- - ----- _ ---- — > I' 1 _ — m I — --- ----- — ---- pp — —_--------- / l ST — _ ----- —— — _ — -- -- __— -- _�s�n _ _---_—_--- \\-- __-------- -- #1y1 / ❑I , 1 I c\ - ---- — - ------ — ---- --- --- --- �T ---_---__--- spa_ E33-___---- - rnFa — TOFA �— -- \-- TOfA / z i TOfA : ` \ T11 AB#2'`�-- \`LIMITS OF DISTURBANCE _ / j pi 1 l I l s2D- �,x, --- / ♦, \ ��, —� .. •....'..•. .•.•...-... _ —�— -- _ 13rP-----------� TSA — iSA� - , IAA _w — _ TSA _ \TSi7L — TS -----... TSA CE A CD CD ---_— —1SA__------------- _ _ .ice\ .-.\ . .,`.....' —fr1da8 pp 6 - OD SF OD �:_•:.:.:5 .-. `...T:.:.:.. 6------------------------ - --- — — — — — — -stas----_--------- - ~�_ --�.'.'.'._ • i—_'�'. ,6 --_ � Lam_ — �.——.. - -i,.- _ _ _' _ _ _u _— _ _ _ _ _ _ _ _ _ LOD LOD �c\=0D LOD LOD i.i-L�LOD LOD �rLOD LOD�� _ •D •- LOD LOD6'a� CLOD � LO^���D LOD LO \ \ 8z'�7..g—\�--�—_---- OFA ROFA ROFA _ \ j — \ SEDIMENT TRAPS SHALL / /'/ / 6�c, REMAIN IN PLACE AS LONG AS - \ �---------- --/FEASIBLE (TYP ALL THREE) ---�� -\ -� ba6-=-_——��--_--------0-- - -- -LSA-- ---------\\----ISA---------------->--� — - - - - - - - u / — _TSA _ — — \ \ // — — — — — .SSA— — — — — — — — — — �S'A— r rn . •i F _ a FO _ s•. ,: y ; r � 0—� - - f0 FO TO TOFA — C — i rOFA TOFz-- 1 I : � : �• _ . : % 11 :: q. � / SCALE I 1� C ' I' - ,�' a^' • 3U 0 25 50 100 200 sa �Y / � •I ;I� ='.' COMPLETED / _ _ •.t APRON PROJECT { _tP LL' } a- Y +' \ • I:. -. 17• : {: .. �..I�. I I I / / 1 in = 50 ft. \ :.:=` .' • ... : • � `:. ..� ;� � � �.� � ESC PHASE 2 CONSTRUCTION SEQUENCE \ \ A. S ,. '" � -�: ' :; .. ' ' -; .' �. ;-�.Y �• -� a �'-'� .• =: ,�' .:,, ., , . AS SHOWN ON THE PLANS. EROSION AND SEDIMENT CONTROLS SHALL BE MAINTAINED \ \ - / •':: ":' _"'� '-- ' `' `= ''.'-: UNTIL SUCH A TIME AS A VEGETATIVE COVER IS ESTABLISHED UPHILL OF THE MEASURES. \ l ' : • _ r - 4~ ° I \ 1 / SEDIMENT TRAPS SHALL BE LEFT IN PLACE UNTIL ALL POSSIBLE UPSTREAM EARTHWORK IS \ •f •'P: /. / 'fir T.: —+ tee: �.• \ I / N. - COMPLETE AND STABILIZED. \ is i;. -•.' '�;r= a - • :.' ' . .a- •° `.- I I B. INLET PROTECTION SHALL REMAIN IN PLACE UNTIL PERMANENT STABILIZATION IS REACHED UPHILL OF THE MEASURE. \ / /:.. -..�-J.' ... OJ'- 3-'. ...:,�:...•��. e..� _nay: ."'., ..., \ �:' C. SEDIMENT TRAPS SHALL REMAIN OPERATIONAL FOR AS LONG AS CONSTRUCTION ALLOWS. / • "'"� ; {' I � J.I;� / ,.a,\ / THROUGHOUT CONSTRUCTION, UTILIZE DIVERSION DIKES AND TEMPORARY CHANNELS TO \ Q / >- - - .- .- -� / ^ ' a • •-S: . \ '� � � � � � I / � - " MAINTAIN THE SAME APPROXIMATE AREA DRAINING TO EACH TRAP. ONLY REMOVE WITH Jr. e: .`•. :.,: ,. \ \1 I I 1 \ I I I / APPROVAL OF INSPECTOR. D.INSTALL ALL ADDITIONAL MEASURES SHOWN ON THE PLANS AND AS DEEMED NECESSARY THROUGH INSPECTIONS BY THE RLD, COUNTY OR ENGINEER. J � :.:. .'., .,^ '- S'.' '.: "' :- ." :_:�:' •:'•..^.:. '. / \ - - � / �- - E. USE APPROPRIATE DUST CONTROL MEASURES FOR DISTURBED AREAS AS WELL AS I FO \ •f _-"'` I\ ( I I I /�// / /�- TEMPORARY SEEDING AND STRAW MULCHING AS NECESSARY. - - - - - _ - - / / // /' = _ / °� / - - F. PROCEED WITH TAXIWAY INSTALLATION AND FINAL GRADING. - - - - - /// /// - / l I \ \ \ ��11 I I I 1 / - \ / ` I I / / G. APPLY PERMANENT SEEDING, TOPSOIL AND STRAW MULCHING TO ALL DISTURBED AREA, I I / / / / ) / r- - - OUTSIDE OF THE HARDSCAPE. G UGE ��UGE- - _ �r - : H. REMOVE SEDIMENT TRAPS ONLY AFTER UPSTREAM AREAS ARE STABILIZED. ONLY REMOVE N. I IIIIIII I /I \ = _ III I I / / // // /� _ 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 / UGE ° \ j \ m IIII III11�111I Q / ®` \ _ - - o / / ' % NORTH OF THE RELOCATED TAXIWAY TO ASSIST WITH ESTABLISHING VEGETATION WITHIN \ I I IIII \ _ _ _ IIII I 1 / ' I I l / //�// / // , / \ \ \ - THIS CHANNEL. INSTALL BLANKET MATTING AS REQUIRE TO ESTABLISH VEGETATION. �\ its- 0' \ I II�II�IIIIII I \ o\\ \\ II IIII I I *AM VEST- / J. ALL STORMWATER PIPES AND STRUCTURES SHALL BE CLEANED OF ALL SEDIMENT BUILD UP. I II� ///, /j K. ONCE THE SITE IS STABILIZED AND WITH APPROVAL OF THE INSPECTOR, REMOVE ALL A � I III III - WORRELL I{ � // / / REMAINING EROSION AND SEDIMENT CONTROL MEASURES. h �P�TH F Dr WPO AMENDMENT WPO-2019-00013 AIPNO. JOB NO. DELTA AIRPORTMULTIPLE 19040 ET r FINAL EROSION & SEDIMENT DRAWN BY: SHEET v E. CAM BELL HOLTON'� Kt�/16 3 RE -SUBMITTAL -ADD LIGHTING AND SIGNAGE KMB ECB 1/22/21�� CONSULTANTS, ic. No. 051495 DESIGNED BY:AssociatesINC.• w� CONTROL PLAN -TAXIWAY 2 WPO RE -SUBMITTAL -RISER REVISIONS KMB ECB 10/15/20 p� 1/22/21 �yW ECB C 5 1 WPOAMENDMENTSUBMITTAL KMB ECB 4/3/20 Charlottesville, svonStree2902 2700 Polo Parkway # Midlothian, Virginia 23113 �SSIONAL SCALE: DATE: NO. REVISIONS BY APP. DATE 434-295-0700 www.daa.com phone: (804) 275-8301 w w w . d e I t a i r p o r t . c o m CHARLOTTESVILLE-ALBEMARLE AIRPORT 1" = 50' JANUARY 2021 2+0 32 50 33+00 33+50 34 00 34+50 35+00 35 50 8*9 _ 36+50 _ 37 RUNWAY 3-21 (BL "RW") 00 37+50 38+00 38 5 39+00 39+50 40 00 40+50 �10 - - - / %1 / SHEET INDEX / /---- -- ----- _- --------- LEGEND :10'RT� _ ___--- EXISTING DROP INLET EXISTING FLARED END SECTION - EXISTING ENDWALL/HEADWALL/WINGWALL O EXISTING STORM MANHOLE \ - - - - - - - _ _ / �, \ / ti S) EXISTING SANITARY MANHOLE EXISTING UNDERDRAIN CLEANOUT H 0co - -- - - _- - - LU [� EXISTING AIRFIELD GUIDANCE SIGN LU 0 O EXISTING RUNWAY LIGHT EXISTING TAXIWAY LIGHT / / W EXISTING ROADWAY SIGN J ® PROPOSED INLET PROTECTION EXISTING STORM DRAIN _ ----� - EXISTING EDGE DRAIN/UNDERDRAIN 1 1 J 1 / _SS- PROPOSED SILT SOCK R RSA RSA FiSA _ RSA - - RSA _ RSA RSA y 715A- -LOD- LIMITS OF DISTURBANCE A RSA RSA - _ / - / - _ - - - / -- \ / ' ' - J - _ - - - _ - - _ _ - - - - -ROFA- EXISTING RUNWAY OBJECT FREE AREA \ I - _ - - _ _ RSA- EXISTING RUNWAY SAFETY AREA LQD TOFA EXISTING TAXIWAY OBJECT FREE AREA L011. - i5A EXISTING TAXIWAY SAFETY AREA ' I \ ~ J / / - - - - -LOD- -LOD- - -LOD- �� - - � / + + (/ EXISTING UTILITY LINES 300' RT W / _ - / / _ / / 300' RT \ O - - --L - _ - / / 617.36 0 PROPOSED ITEM T-904 SODDING Cn (\ � / / / - -LODtpDr`- _ - - f I - _ 617.52 \ X � / / _ _ - / � kOD= - -LOD/ _ _ _ - - / +�61 .68 W o -LOD- - -LOD \ \ 5623.34 r 62,3.09 22.72 r5A ` ` s� 622.32 \ 622.O1 621.67 \ \ rs YSA r A+ + + Fsa 618 rsa 618.15 618.08 618.07 618.13 \ 621.3 620:.K 620.57 0�8 619.82 619.47 619.36 1525_ _ 1i18-$2_ 618.59 618.52 618.48 618.44 618.37 618.26 .98 + 623.66 + 623.41 - etp \ \ 62�% D311� EXISTING ELECTRICAL HANDHOLE 61g 23.02 3 \ TO nRADQNO SEPARATE PAY ITEM) - - - .6 + 622.33 21.98 \ +618.61 +8 4 + f + 1. 4 + 21.27 + 2 . 2 2 +62 + 1 2 + 619.71 + 1 +619.40 +619.16 18.93 +618.88 +618.84 +618.79 +618.72 618.59 + 1 .44 .4 * \ \ \ \y 8' (TYP) 21\ ROFA R / ROFA / / ROFA ---ROFA ROFA ROFA 7FA R9FA REGRADE TAXI)NAY SHOULDER. SEE- TAXIWAY "A" ROFA - _ _ \ / "TAXIWAY "A' TOPICAL SHOULDER GRADING" gETAIL - - - 450' RT - - - - / / 450' RT - / TSA - / -- - TSA - / J TSA - - - =� - TSA - - - TSA T TSA T�A TSA TSA - - - - - - - _ - - - I NOTES 1. ALL STATIONS AND OFFSETS GIVEN WITH RESPECT TO BASELINE "RW" (RUNWAY 3-21 CENTERLINE) UNLESS OTHERWISE NOTED. 2. REFER TO "DEMOLITION PLAN" SHEETS FOR REMOVAL OF TOfA TOFA TOfA TOfA TOfA EXISTING ELECTRICAL FIXTURES, PAVEMENT REMOVAL LIMITS, ETC. TOfA TOfA TOfA TOfA 3. REFER TO "ELECTRICAL LAYOUT' SHEETS FOR LOCATION AND 4. DIMENSION OF PROPOSED ELECTRICAL ITEMS. INSTALL SOIL STABILIZATION MAT ALONG NEW TAXIWAY A SHOULDER GRADING AS ORDERED BY THE ENGINEER (NOT SHOWN FOR CLARITY). 5. CONTRACTOR SHALL SURVEY EXISTING TOPOGRAPHY ALONG TAXIWAY A PRIOR TO PAVEMENT REMOVAL OPERATIONS TO CONFIRM EXISTING CONDITIONS. ANY DISCREPANCIES SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY. APRON 30 0 30 60 600' RT 600' RT SCALE: 1"=30' FEET 32 50 34 00 35+50 37 00 38 50 40 00 JOB NO. WPO AMENDMENT WPO-2019-00013 � � MULTIPLE 20031 2700 Polo Parkway Midlothian, Virginia 23113 (804) 275-8301 �'DELTA dk AIRP RT coNsvLraNis INc ��r� S yphone: ED Tracy J Digitally signed by EROSION & SEDIMENT CONTROL PLAN -PAVEMENT REMOVALwww.deItaairport.com DRAWN BY: PJWSHEET CV DESIGNED BY: RSYunders / TJSI I `f� Date:202102.05 ,. 07:55:56-05'00' CHARLOTTESVILLE-ALBEMARLE AIRPORT SCALE: DATE: ENO. REVISIONS BY APP. DATE RY 2021 Q 3 T m 0 n 0 M O N 3 a 2 4 0 n 0 41+00 \ 41 50 42+00 42+ 52 43 00 43+50 44+00 44 50,, 45+00 45+50 46 00 46+50 47+00 47 50 48+00 48+50 49 00 49+50 - - - - / RUNWAY 3-21 "RW") a� �1 - (BL / / ' ----- ---- SHEETINDEX / EXISTING DROP INLET EXISTING FLARED END SECTION 150' RT 150' RT � EXISTING ENDWALUHEADWALL/WINGWALL o O EXISTING STORM MANHOLE S) EXISTING SANITARY MANHOLE ' EXISTING UNDERDRAIN CLEANOUT W / - 0co \ / LU W �- - \ / / / - W 0 EXISTING AIRFIELD GUIDANCE SIGN - - Cn 0 O EXISTING RUNWAY LIGHT W -' _. \ _ i - W O0 EXISTING TAXIWAY LIGHT v EXISTING ROADWAY SIGN - - INLET PROTECTION UPROPOSED U J ) / r® EXISTING STORM DRAIN Q INSTAL NL'� PROTECTION AS ` / _ _ _ � � INSTALL - - PROTECTION AS - - f / ` J Q - - - - - - EXISTING EDGE DRAIN/UNDERDRAIN _ MDER D BY THE ENGINEER \ / i - - - - \ - ORDEREDBY THE ENGINEER _ - - - - / - _ PROPOSED SILT SOCK (TYP) / (TYP) / RS RSA RSA RSA _J / RSA RSA / RSA RSA RSA -SS -LOD- LIMITS OF DISTURBANCE _ ` -C ROfA EXISTING RUNWAY OBJECT FREE AREA _ INSTALL SILT SOCK (SEDIMENT RETENTION ROLL) \ -- - - ^ - -- \ - - - - - - - - - - - - - - - - - - - _ = �O i _ AS ORDERED BY THE ENGINEER (TYP) - / ✓ - - - / -RSA- EXISTING RUNWAY SAFETY AREA 4.Off - -� _ \ _ - - - Y -tOD= �tOB INSTALL SILT _ --LOD SOCK (SEDIMENT RETENTION ROLL) TOfA EXISTING TAXIWAY OBJECT FREE AREA -� 'O \ _ - - OD- - -LOD- - -LOD- - -LOD- _ _ 3R' RCP - -LOD- - -LOD- _ --LODE AS ORDERE BY THE ENGINEER (TYP) r 30" RCP ` / - \ - - - _ _ - oa\ _ TSA EXISTING TAXIWAY SAFETY AREA <ss 1 \ S ( -7 ` \ 1 �$ - i / f- _ _ _ - _ NN \ / (/ EXISTING UTILITY LINES 300' RT `S �' ` OO/� 1 58�� / _ _ / 300' R� _SS ( \ \ PROPOSED ITEM T-904 SODDING -LOD- - LOD- - -LOD- - )--LOD- - -LOD- - -LOD- -LOD- \ --- \ \ _ \ - - ^ / \ \ INSTALL SILT SOCK (SEDIMENT RE NTION ROLL) - - 5 - \BOO ` _ AS ORDERED BY THE ENGINEER ( P) / \ _ - l - �LOD- ADJUST EXISTING ELECTRICAL-HAQID.HOLIE i \ ADJUST EXISTING ELECTRICAL HANDHOLE TO GRADE (NO SE ARAT€ PLAY ITEM) 1 _ ` TO GRADE (NO SEPARATE PAY ITEM) // ✓ rsA r�9 618.95 619.24q 3 619.50 618.48 618.60 ° 619.63 619 T�si + 619.70 1619.55 + 619.40 rSA 619.26 618.77� �W_8.67 618.52 619.11 .99 + 18.88 \ rSA 618.55 618.62 618,§2 618.62 618.55 A4.77 - J isA I 619.61 619.8 619.9 T rSA 620.13 620.35 620.54 620.60 rsA 618.22 - 6".36 618.98 619.19 619.40 F .2 ti - \ : :619�03 6191 618.9 18.98 �619.97 '� 620.96 + 1 + 1 .7 + + + + + + + + + + + + + A4Q 4A sq + + + + + + + 620.16 + 620.30 + 62649 + 620.70 + 62 620 LUU- 1 \ LE TAXIWAY A ROFA R ROFA _ - ROFA - - ROFA E TA)CIWAY SHOULDER. SEE ROFA \ fA ROFA TAXIWAY SHOULDER. SEE ROFA ROFA REG - 6 "TAXIWAY "A" TYPICAL SHOULDER _ - - - - - - - \ "TAXI Y "A. TYPICAL SHOULDER - - _ _ - \ \ o GRADING" DETAIL _GRADIMG'-DE-TAIE- n \ 1 L 450' RT t \ 450' RT -\ _rSA TSA - TSA----- TSA---------- TSA TSA _ 75A T ----- TSA f----------------TSA ---------- � - - _ _ �----------------- -------- -------------------TSA � � NOTES I 1. ALL STATIONS AND OFFSETS GIVEN WITH RESPECT TO BASELINE I "RW" (RUNWAY 3-21 CENTERLINE) UNLESS OTHERWISE NOTED. 48" RCP 48" RCP 2. REFER TO "DEMOLITION PLAN" SHEETS FOR REMOVAL OF TOfA TOFA TOfA EXISTING ELECTRICAL FIXTURES, PAVEMENT REMOVAL LIMITS, ETC. TOfA I TOfA TOFA TOfA TOfA 3. REFER TO "ELECTRICAL LAYOUT' SHEETS FOR LOCATION AND I DIMENSION OF PROPOSED ELECTRICAL ITEMS. I I 4. INSTALL SOIL STABILIZATION MAT ALONG NEW TAXIWAY A SHOULDER GRADING AS ORDERED BY THE ENGINEER (NOT SHOWN FOR CLARITY). I I 5. CONTRACTOR SHALL SURVEY EXISTING TOPOGRAPHY ALONG I 0_ TAXIWAY A PRIOR TO PAVEMENT REMOVAL OPERATIONS TO I C) °� CONFIRM EXISTING CONDITIONS. ANY DISCREPANCIES SHALL BE I 0' REPORTED TO THE ENGINEER IMMEDIATELY. I VI I I I I I I I I 30 0 30 60 600' RT 600' RT SCALE: 1"=30' FEET I 41 50 43 00 44 50 46 00 47 50 49 00 JOB NO. O�� WPO AMENDMENT WPO-2019-00013 � � MULTIPLE 20031 ��p,T✓TH 2700 Polo Parkway DELTA AIRPORTC j��f� Midlothian, Virginia 231 13 ° TRACYJ.SAUNDERS y phone: (804) 275-8301 � Lic. No. 031974signedDESIGNED ers CONSULTANTS, TracySaunders INC.. EROSION & SEDIMENT CONTROL PLAN -PAVEMENT REMOVAL DRAWN BY: PJW SHEET C7 BY: RSY / TJS www.deItaairport.com 0;c, �`f� Date:202102.05 �SSIONAL E��l 07:56:03-05'00' CHARLOTTESVILLE-ALBEMARLE AIRPORT SCALE: DATE: DpJANUARY ENO. REVISIONS BY APP. DATE 2021 50+00 50 50 51+00 — 51+50 52 00 52+50 53+00 53 50 54+00 —-5-4+50 55 00 55+50 56+00 56 50 57+00 57+50 58 00 58+59 — RU-MAY-3-21W" "R) w (BL /��---' X� _--/---- A _ _ SHEET INDEX — \ Y \ / /------� -- // \ /---_--- _-/ LEGEND EXISTING DROP INLET EXISTING FLARED END SECTION 150'RT -- ✓—�\ /`— —�/ \-- —� —_ 150'RT _^ /� i'— —_/ EXISTING ENDWALUHEADWALLIWINGWALL / — — — — — — \ / Q EXISTING STORM MANHOLE EXISTING SANITARY MANHOLE OCO EXISTING UNDERDRAIN CLEANOUT LU ^ ` ^� i / 1 — — — _. �-- \ / ' / — \ — / — 0 EXISTING AIRFIELD GUIDANCE SIGN Cn _ — — O O EXISTING RUNWAY LIGHT CO \ W \ / EXISTING TAXIWAY LIGHT J I v EXISTING ROADWAY SIGN J — ^ / , � � 1 \ \ / NOTE: EXISTING TOPOGRAPHY DOES NOT INCLUDE THE DEMOLISH TAXIWAY ® PROPOSED INLET PROTECTION "E" /CONSTRUCT TAXIWAY "A4" PROJECT INSTALL"TN�TPROTECTION GRADING � I ® EXISTING STORM DRAIN Q — ` \ / AS ORDER D BY THE � / -- - - - - - - - EXISTING EDGE DRAINIUNDERDRAIN 5 — ENGINEER _ — —$$ PROPOSED SILT SOCK — / RSA RSA --" — 1 / RSA \ RSA RSA RSA RSA RSA RSA -—LOD- LIMITS OF DISTURBANCE S — — - \ \ / —ROFA— EXISTING RUNWAY OBJECT FREE AREA / RSA— EXISTING RUNWAY SAFETY AREA TOfA EXISTING TAXIWAY OBJECT FREE AREA Q TSA EXISTING TAXIWAY SAFETY AREA / \ N (/ EXISTING UTILITY LINES 'MOLRT I — D--30URT — — \ \ PROPOSED ITEM T-904 SODDING \ --- �— — --- .-- LOD---LOD---LOD--- \---- \ \ LOD _ ---- M P. 620.74 620.72 \ 620.66 620.54 620.45 TSA \ TSA \ 46A I TSA O TSA TSA / / TSA \ \ - \ ` O 02 + 621.10 + 621.07 620.89 +620.81 O \ IFA ROFA \ \ TAXIWAY A \ ROTA \ \ R ROFA ROFA ROFA R /—ROFA ROFA 7FA REGRADE TAXIWAY SHOULDER. SEE "TAXIWAY "A" TYPICAL SHOULDER GRADING" DETA L /�— — / / � —/ / 450'RT Jr /—�\// 1 —/ /— / /450'RT TSA TSA TSA TSA TSA TSA TSA TSA TSA / TSA — TSA --------------- -------------------- - - - - - - - - - - - - - - - - - - / NOTES 1. ALL STATIONS AND OFFSETS GIVEN WITH RESPECT TO BASELINE "RW" (RUNWAY 3-21 CENTERLINE) UNLESS OTHERWISE NOTED. 2. REFER TO "DEMOLITION PLAN" SHEETS FOR REMOVAL OF TOfA TOfA EXISTING ELECTRICAL FIXTURES, PAVEMENT REMOVAL LIMITS, TOFA TOfA TOfA TOfA TOfA TOfA TOfA ETC. 3. REFER TO "ELECTRICAL LAYOUT' SHEETS FOR LOCATION AND DIMENSION OF PROPOSED ELECTRICAL ITEMS. 4. INSTALL SOIL STABILIZATION MAT ALONG NEW TAXIWAY A SHOULDER GRADING AS ORDERED BY THE ENGINEER (NOT SHOWN FOR CLARITY). 5. CONTRACTOR SHALL SURVEY EXISTING TOPOGRAPHY ALONG TAXIWAY A PRIOR TO PAVEMENT REMOVAL OPERATIONS TO CONFIRM EXISTING CONDITIONS. ANY DISCREPANCIES SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY. 30 0 30 60 600' RT 600' RT SCALE: 1"=30' FEET 50 50 52 00 53+50 55 00 56 50 58 00 JOB NO. �p,LTH OFG WPO AMENDMENT WPO-2019-00013 � � MULTIPLE 20031 2700 Polo Parkway Midlothian, Virginia 231 13 phone: (804) 275-8301 a DELTA AIRPORT� CONSULTANTS, INC.. f� ° TRACYJ.SAUNDERS y Lic. No. 031974 acylJSau a ers EROSION &SEDIMENT CONTROL PLAN -PAVEMENT REMOVALwww.deItaairport.com DRAWN BY: PJW SHEET C V DESIGNED BY: RSY / TJS 0;c, �`f� Date:202102.05 LNO. �SSIONAL E07:56:12-05'00' CHARLOTTESVILLE-ALBEMARLE AIRPORT SCALE: DATE: REVISIONS BY APP. DATE RY 2021 DI D D 3 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. 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. 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; (11) 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. �P1TH OF D WPO AMENDMENT WPO-2019-00013 AIP NO. JOB NO. DELTA AIRPORT MULTIPLE 19040 EROSION &SEDIMENT DRAWN BY: SHEET /� KM B air A��r CONSULTANTS, 1 NC cE. CAM BELL OLTONy3 RE -SUBMITTAL -ADD LIGHTING AND SIGNAGE KMB ECB 1/22/21 S Lic. No.2 WPO RE -SUBMITTAL - RISER REVISIONS KMB ECB 10/15/20 ASSOCIa��s • ��o I/ZZ/ZI W� ECB C9 1 WPOAMENDMENTSUBMITTAL KMB ECB 4/3/20 Charlottesville, 2700 Polo Parkway # Midlothian, Virginia 23113 ��SSIONAL E��� SCALE: DATE: N1 REVISIONS BY APP. DATE 434-295-0700 www.daa.com 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 JANUARY 2021 V V D D D 3 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 CHARLOTTESVILLE-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 (FOR APPROVAL PURPOSES) - THE SUBMITTAL TO THE COUNTY IS BEING AMENDED TO INCLUDE THE ADDITION OF THE 'CONSTRUCT TAXIWAY A4' AND THE 'RECONSTRUCT AIRFIELD LIGHTING & SIGNAGE' PROJECTS. THE 'CONSTRUCT TAXIWAY A4' PROJECT INVOLVES THE REMOVAL OF AN EXISTING TAXIWAY AND REPLACING IT FURTHER TO THE NORTH TO ALIGN WITH THE APRON CONSTRUCTED IN THE PREVIOUS PHASE. THE 'RECONSTRUCT AIRFIELD LIGHTING & SIGNAGE' PROJECT INCLUDES REPLACING AIRFIELD LIGHTING AND SIGNAGE TO MEET CURRENT STANDARDS AND THE REMOVAL OF SELECT ASPHALT RUNWAY SHOULDERS. WORK ASSOCIATED WITH THE LIGHTING AND 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. THE AREAS WITHIN THE AIRFIELD ARE GENERALLY FLAT WITH SLOPES BETWEEN 1% TO 10%. 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 THE OVERALL DRAINAGE AREA MAP CONTAINED WITHIN THE WPO PACKAGE. 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 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 OR HARDSCAPE. 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 PARKING LOT AND APRON PHASES - 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. 5. CONSTRUCT PROPOSED PARKING LOT, RETAINING WALL, AND APRON. 6. MAINTAIN POSITIVE FLOW TO INLET PROTECTION THROUGHOUT CONSTRUCTION. 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 EROSION AND SEDIMENT CONTROL PLAN VIEW SHEETS WITHIN THIS PACKAGE FOR SEQUENCE OF CONSTRUCTION NOTES. LIGHTING AND SIGNAGE PHASE - REFER TO OVERALL PROJECT MAP WITHIN THIS PACKAGE FOR SEQUENCE OF CONSTRUCTION NOTES. STORM WATER MANAGEMENT THE PROJECT DISTURBS MORE THAN ONE ACRE AND WILL THEREFORE REQUIRE A VSMP CONSTRUCTION GENERAL PERMIT. SUBSEQUENT PHASES OF THIS PROJECT MAY REQUIRE A TRANSFER OF THE PERMIT OR TO OBTAIN A NEW PERMIT, DEPENDING ON SCHEDULES AND SEQUENCING. REFER TO THE FIRST 'STORMWATER CALCULATION' SHEET IN THE WPO SUBMITTAL PACKAGE FOR AN 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, FLOOD AND CHANNEL PROTECTION, THROUGH MODIFICATIONS TO THE EXISTING OUTLET STRUCTURE FOR BASIN #8. CHANNEL PROTECTION CHANNEL PROTECTION WILL BE MET THROUGH ENERGY BALANCE. FLOOD PROTECTION THE DOWNSTREAM AREA EXPERIENCES 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. �P1TH OF D WPO AMENDMENT WPO-2019-00013 AIP NO. JOB NO. DELTA AIRPORT MULTIPLE 19040 EROSION &SEDIMENT DRAWN BY: SHEET /� KM B air A��r CONSULTANTS, 1 NC cE. CAM BELL OLTONy3 RE -SUBMITTAL -ADD LIGHTING AND SIGNAGE KMB ECB 1/22/21 S Lic. No.2 WPO RE -SUBMITTAL - RISER REVISIONS KMB ECB 10/15/20 ASSOCIa��s • ��o I/ZZ/ZI W� ECB C 1 0 1 WPOAMENDMENTSUBMITTAL KMB ECB 4/3/20 Charlottesville, 2700 Polo Parkway # Midlothian, Virginia 23113 ��SSIONAL E��� SCALE: DATE: N1 REVISIONS BY APP. DATE 434-295-0700 www.daa.com 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 JANUARY 2021 3 EXISTING GROUND 70' MIN. A FILTER _/ 6" MIN. f CLOTH SIDE ELEVATION VDOT #1 COARSE AGGREGATE * MUST EXTEND FULL WIDTH OF INGRESS AND EGRESS OPERATION FILTER CLOTH 70' MIN. wncuRnru TO SEDIMENT TRAPPING DEVICE PLAN VIEW 12' MIN.* SECTION A —A 6'-7" EXISTING 5:1 `PAVEMENT MOUNTABLE BERM (OPTIONAL) 10' IMIN. EXISTING PAVEMENT 1 10MIN. 3" MIN. 3" MIN. CONCRETE 3.02 CONSTRUCTION ENTRANCE WITH OPTIONAL WASHRACK NOT TO SCALE -• •A A 1 1110• -• mr. ItIll ���1117 V II, I � ��C\►��',IIfl61`j��lllll� • STAKE FABRIC 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. FLOV CONSTRUCTION OF A SILT FENCE (WITH WIRE SUPPORT) FILTER FABRIC WIRE EXTENSION OF FABRIC AND WIRE INTO TRENCH SILT FENCE INSTALLATION DETAILS WITH WIRE BACKING NOT TO SCALE oho DROP INLET WITH GRATE l�llll-FRAME GATHER EXCESS AT —�� CORNERS PERSPECTIVE VIEWS 1 I 'SEE DETAIL A ELEVATION OF STAKE AND FABRIC ORIENTATION SPECIFIC APPLICATION 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 4 C1i NOT TO SCALE 18" MIN. GRAVEL (12"MIN. DEPTH)* RUNOFF WATER�b�b�b�b'o�b� WITH SEDIMENT SEDIMENT —5=IIIII= 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 GRAVEL AND WIRE MESH DROP INLET FILTER NOT TO SCALE /—COMPACTED SOIL FLOW 45 MIN IIIII IIIII IIIII TEMPORARY DIVERSION DIKE NOT TO SCALE 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 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 NOT TO SCALE RATE (LBS./ACRE) 50-100 60-100 50-100 2016 ROAD & BRIDGE STANDARDS C-15 E NOTES � 0 1. THE STANDARD FOR SEDIMENT RETENTION ROLLS (SRR) SHALL INCLUDE COMPOST FILTER SOCKS AND SEDIMENT TUBES, UNLESS SPECIFICALLY NOTED. 2. SRR SHALL BE INSTALLED ALONG THE GROUND CONTOUR, OR AT THE TOE OF SLOPES TO HELP REDUCE THE EFFECTS OF SOIL EROSION AND TO RETAIN SEDIMENT. SRR APPLIED AT THE TOE OF A SLOPE SHOULD BE PLACED 10' AWAY FROM THE TOE. SRR L�A SHALL NOT BE USED IN STREAMS. �2'MIN. 3. SEDIMENT TUBES USED IN SLOPE APPLICATIONS MAY REMAIN IN OVERLAP tt PLACE TO BIODEGRADE. COMPOST FILTER SOCKS SHOULD BE w REMOVED FROM SLOPES AFTER STABILIZATION IS COMPLETE. THIS MAY BE ACCOMPLISHED BY CUTTING THE SOCK OPEN AND Z� SPREADING THE FILL MATERIAL ON THE SITE. ALL NON -BIODEGRADABLE o a MATERIAL AND STAKES SHALL BE REMOVED. ao 4 4. ONLY SSR PRODUCTS LISTED ON THE APPROVED PRODUCTS LIST I �w MAY BE USED. 11 �z 5. SEDIMENT RETENTION ROLLS (SRR) USED FOR SLOPE APPLICATIONS N cwi WILL BE PAID IN ACCORDANCE WITH 603. SEDIMENT RETENTION ROLL 6. PAYMENT SHALL INCLUDE ALL MATERIALS AND LABOR NECESSARY MIN. DIAMETER 18" CAB FOR INSTALLATION, MAINTENANCE AND REMOVAL. 7. SEDIMENT SHALL BE REMOVED FROM BEHIND THE SRR WHEN IT HAS ACCUMULATED TO ONE-HALF THE EXPOSED HEIGHT OF THE STRUCTURE AND PAID FOR AS SEDIMENT REMOVAL PER CUBIC YARD. 8. SRR SHALL BE INSTALLED WITH WOODEN STAKES (MIN. 1.5" X 1.5" ACTUAL). THE STAKE SHALL BE EMBEDDED A MINIMUM OF 2'. 2'MIN. OVERLAP STAKES SHALL BE PLACED 9. MORE THAN ONE SRR IS PLACED IN A ROW IN A SLOPE 2' O.C. MAX FOR THE ENTIRE �B APPLICATION, THE TUBES SHALL OVERLAPPED A LENGTH OF THE SRR MINIMUM OF 24" TO PREVENT FLOW AND SEDIMENT FROM PASSING THROUGH THE JOINT. 10. SRR SHALL NOT BE USED ON PAVEMENT, ROCKY SOILS, OR AT ANY PLAN OTHER LOCATION WHERE THE STAKES CANNOT BE DRIVEN TO THE REQUIRED DEPTH. SEDIMENT RETENTION ROLL IN. DIAMETER 18' F� WOOD STAKE Oly� 1.5" X 1.5" MIN. 24" MIN. (TYPJ SEDIMENT RETENTION ROLL MIN. DIAMETER 18" F Olk \ InI 24" MIN. (TYPJ WOOD STAKE 1.5" X 1.5" MIN. SEDIMENT RETENTION ROLLS SHALL y BE EMBEDDED ONE THIRD THE SSR DIAMETER EXCEPT WHEN PLACED OVER STANDARD EC-2 OR EC-3. SECTION A -A SECTION B-B REFERENCE SEDIMENT RETENTION ROLL ` "' ROAD AND BRIDGE STANDARDS 303 SLOPE INTERRUPTER REVISION DATE SHEET 1OF 1 603 VIRGINIA DEPARTMENT OF TRANSPORTATION NEW 07/16 11319 2016 ROAD & BRIDGE STANDARDS �PLTH of G WPO AMENDMENT WPO-2019-00013 AIP NO. JOB NO. DELTA AIRPORT MULTIPLE 19040 r l/,,/. �� DRAWN BY: SHEET Draper Aden U E. CAM BELL BOLTON EROSION & SEDIMENT KMB y 3 RE -SUBMITTAL -ADD LIGHTING AND SIGNAGE KMB ECB 1/22/21 Associates CONSULTANTS, INC. Lic. No. 051495 w CONTROL DETAILS DESIGNED BY: 2 WPO RE -SUBMITTAL - RISER REVISIONS KMB ECB 10/15/20 110 Avon p� 22 2% �w ECB C 11 1 WPO AMENDMENT SUBMITTAL KMB ECB 413120 Charlottesville,VA22902 treet 2700 Polo Parkway Midlothian, Virginia 23113 �s�IONAL ECG~ SCALE: DATE: NO. REVISIONS BY APP. DATE 434-295-0700 www.daa.com 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 JANUARY 2021 - RSA RSA T, \ \ SF - TOFA VI \ PROTECT UTILITIES TO REMAIN -TOP OF BERM:618.0' \ .... --- 614 13 1 / 1 / s / TOP OF WET STORAGE: 615.5' / 1 371.4 1 30.7 1- 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 -..........< < ........t.. SEDIMENT TRAP #1 1 " = 10' Actual Volume of Sediment Trap #1 elevation area (S.F.) Vol. (C.F.) Vol. ICY.) 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 12 11 12031 45 613.01 11341 01 01 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) 9' XX 121 CY YY 105 CY i FLOW FLOW FLOW � /ri FLOW STORM WATER WITH SEDIMENT -LADEN RUNOFF LARGER PARTICLES REMOVED AS REQUIRED DEPTH BELOW TOP OF INLET MIN. 1' - MAX. 2 III III III II IIII III III_ � � �� � � � � � 111111111I111I11111111: IIIIIIII I III III � � III -III-' I=1I I=1I1= I 11-III-III- ' l l III -III- • I -I 11=1 11= -III_ I 7 ' III -III -I i' III111 MAX SLOPE 2:1 WEEP ` ` 11=111 HOLES FOR III-IIII l 1=III=III- DEWATERING. III -III= LARGER PARTICLES 1, SETTLE OUT 3.13A EXCAVATED DROP INLET SEDIMENT TRAP C4 C12 NOT TO SCALE 3 1 RE -SUBMITTAL - ADD LIGHTING AND SIGNAGE KMB ECB 1/22/21 2 WPO RE -SUBMITTAL - RISER REVISIONS KMB ECB 10/15/20 1 WPO AMENDMENT SUBMITTAL KMB ECB 4/3120 NO. REVISIONS BY APP. DATE Draper Aden ASs_ miate5 110 Avon Street Charlottesville, VA 22902 434-295-0700 www.daa.com -------------- RSA - �. - - - - 17---� ---- -- -- 1 JI -- -- - 616 615 1 _ I --' TOP OF INLET/WET 11 I STORAGE:616.75' 16 - 1- 1\ 42.0 fi1 68.0 \ \� TOFA`�` I �\ rOFA- LD -__ I\ TOP OF BERM:618.0' RSA -------_ --- `\ TSA TSA \ \ \ S✓tJ ---- ------ �L,OD - LOD - LOD - LOD �LOD - LOD LOD - LOD ��D - 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) 1"=20' Actual Volume of Sediment Trap #2 elevation area (S.F.) Vol. (C.F.) Vol. ICY.) Note 618.0 14086 13688 507 Top Dry/Berm 617.5 5379 8822 327 617.0 3910 6500 241 616.75 3674 5552 206 Top Wet El. 616.01 3226 29641 110 615.01 2702 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.)AN JCOARSE AGGREGATE**ELEV. B WET VOLUME 67 CY PER ELEV. B ORIGINAL GROUND WET VOLUME (XX C.Y.) CLASS I RIPRAP ELEV. C ' NOTE: CLEANOUT AT ELEV. E CROSS SECTION OF OUTLET 13 TEMPORARY SEDIMENT TRAP NOT TO SCALE DELTA AIRPORT CONSULTANTS, INC. 2700 Polo Parkway # Midlothian, Virginia 231 13 phone: (804) 275-8301 # w w w .delta i r p o r t. c o m SEDIMENT TRAP #2 ELEV. A 618.0' ELEV. B 616.8' ELEV. C 615.0' ELEV. D 618.0' ELEV. E N/A M N/A xx 1 206 CY YY 1 301 CY CLASS I RIPRAP - FILTER CLOTH COARSE AGGREGATE** ------------------ ---- DD --- TOFA---__--- iOfA- ------ 14 - - - - - - - - - - - -- ---614--- -- --------------------- TOP OF WET / -/- - - - - - - - - 18.9 STORAGE: 613.0' - 61.4 zG.6 r -------------- i J - - _i- I I I I I I I ��613 - �614 I -------___ u0 o I i� SF I I TOP OF BERM: 615.5' ------------------------ Required Size of Sediment Trap #3 *Max. Drainage area: 2.426 lAcres Wet Vol. Req'd: 163 C.Y. DryVol. Req'd: 163 ICY. Total Vol. Req'd: 325 ICY. *PHASE 1 (L)= LENGTH (IN FEET) 6 x DRAINAGE AREA IN ACRES - DIVERSION DIKE (BERM) EXCAVATED AREA ** COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5. SOURCE. VA. DSWC, PLATE 3.13-2 OUTLET (PERSPECTIVE VIEW) - ------------- I I I I I I % 1\ -- - . ,. .. - - SEDIMENT TRAP #3 ill = 10' Actual Volume of Sediment 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 1562 14781 55 610.0 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' (L) 15' xx 184 CY YY 169 CY \vr nvivr�/ (DOWNSTREAM VIEW) VDOT #1 COARSE AGGREGATE FLOW CLASS I RIPRAP - o�o 2-10 ACRES OF DRAINAGE AREA ROCK CHECK DAM NOT TO SCALE 0F v WPO AMENDMENT (WPO-2019-00013) *v MULTIPLE 19040 r CAMPBELI.BOLTON� EROSION & SEDIMENT DRAWN BY: SHEET KMB Lie. /oi�i95 CONTROL DETAILS DESIGNED BY: ECB �w C 12 SSIONAL ��G CHARLOTTESVILLE-ALBEMARLE AIRPORT SCALE: DATE: AS SHOWN JANUARY 2021 h D D 3 AIRCRAFT RATED MANHOLE FRAME AND COVER REINFORCEMENT AS REQUIRED (TYP.) d ° d a MANHOLE STEPS TO BE SET IN LINE AND CAST IN PLACE Z X N p 4" COMPACTED STONE (MIN.)-/ 7" 4'-0" 1 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. MANHOLE FRAMES AND COVERS: ASTM A 536, GRADE 60-40-18 DUCTILE OR ASTM A 48, CLASS 35 GRAY IRON. 10. MANHOLE STEPS: I" STEEL REINFORCING RODS ENCASED IN ASTM D 4101, POLYPROPYLENE. AIRCRAFT RATED PRECAST MANHOLE NOT TO SCALE AIRCRAFT RATED FRAME AND GRATE CAST INTO TOP SECTION OF INLET; MIN. 24"X24" WITH 2.5 SF OPEN SPACE REINFORCEMENT AS REQUIRED (TYP.) d x Li Rom% da x d d x ad d IS-1 x SHAPING x 0 x x 4" COMPACTED STONE (MIN.) 7" 4'-0" 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. AIRCRAFT RATED PRECAST STORM INLET C3 C1 NOT TO SCALE NOTE: BASIN MODIFICATION COMPLETED WITH EARLIER PARKING/APRON PHASE OF THE PROJECT. NO ADDITIONAL WORK ON RISER IS REQUIRED WITH TAXIWAY OR LIGHTING/SIGNAGE CONSTRUCTION. ADD RISER SECTIONS MATCHING EXISTING BASE SIZE AND SHAPE AS REQUIRED. EXISTING BASIN OUTLET STRUCTURE WITH VDOT DI-7 TYPE III GRATE REMOVE AND RESET EXISTING TOP OF STRUCTURE TO ELEVATION �T 556.06 ALONG OUTSIDE EDGE. (NOTE: CARE SHOULD BE TAKEN TO ENSURE N0 CORNERS OF THE TOP ARE LOWER THAN THE ELEVATION INDICATED) ADD RISER SECTIONS MATCHING EXISTING BASE SIZE AND SHAPE AS REQUIRED. REMOVE AND RESET EXISTING TOP OF STRUCTURE TO ELEVATION 550.00' EXISTING TOP OF STRUCTURE: 549.00' GRATE; 555.89 NOTE: FINAL INVERTS UPDATED PER ASBUILT SURVEY CURRENT TOP GRATE: 550.06' OF STRUCTURE: 550.17'-550.23' f EXISTING BASIN OUTLET STRUCTURE WITH VDOT 7\ DI-7 TYPE III GRATE l NEW 2"0 WATER QUALITY ORIFICE; INVERT: 544.57' EXISTING 6"0 WATER J QUALITY ORIFICE; L- J� TO BE PLUGGED EXISTING 18" RCP PIPE ORIGINAL PROPOSED DESIGN (NO LONGER APPLICABLE) NOTE: WITH THE INITIAL WORK, THE STRUCTURE TOP WAS RAISED, BUT ORIFICE WAS NOT MODIFIED. TOPSOIL OR PAVEMENT (SEE PLANS) DETECTABLE WARNING TAPE 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.) •m CAREFULLY COMPACTED VDOT #21A OR #21B AGGREGATE BEDDING EXISTING 6"0 WATER QUALITY ORIFICE (TO f REMAIN); INVERT 544.96' 7\ J 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 BASIN 8 RISER MODIFICATION DETAILS NOT TO SCALE FINAL BACKFILL EXTEND STONE UP TO THIS POINT. INITIAL BACKFILL (SEE NOTE 1) HAUNCHING 6" MIN. BEDDING ANY OVER EXCAVATION SHALL BE REPLACED WITH BEDDING MATERIAL & COMPACTED TO VDOT #25 OR #26 AGGREGATE NOTES: 95% STANDARD PROCTOR BEDDING MATERIAL 1. INITIAL BACKFILL SHALL BE VDOT #21A OR #21B 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 C3 C1 NOT TO SCALE SI SECTION B-B ELEVATION OF _ TREATMENT AT MANHOLES MID -POINT OF SHAPE TO LARGEST PIPE CONTOUR OF PIPE NOTES: I I 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 j3c 1 NOT TO SCALE $PITH OF D WPO AMENDMENT WPO-2019-00013 AIP NO. JOB NO. DELTA AIRPORT MULTIPLE 19040 DRAWN BY: SHEET /� 2' KM B Draper Aden CONSULTANTS, 1 NC cE. CAM BELL OLTONLic. No. 051495 DRAINAGE DETAILS 3 RE -SUBMITTAL -ADD LIGHTING AND SIGNAGE KMB ECB 1/22/21 2 WPO RE -SUBMITTAL - RISER REVISIONS KMB ECB 10/15/20 ASSOCIa��S • ��o I/ZZ/ZI W� ECB C 13 1 WPOAMENDMENTSUBMITTAL KMB ECB 4/3/20 Charlottesville, Street VA22902 2700 Polo Parkway Midlothian, Virginia 23113 ��SSIONAL SCALE: DATE: NO. REVISIONS BY APP. DATE 434-295-0700 www.daa.com phone: (804) 275-8301 # w w w .delta i r p o r t . c o m CHARLOTTESVILLE-ALBEMARLE AIRPORT NONE JANUARY 2021 RUNWAY 3-21 (6,001' X 150') p II ♦ II % II III III 8$�' _ \ ACREAGE DESCRIPTION AREA NO. 1—T 2 2 GRASS, GOOD CONDITION 23.74 6.16 (6%+) (CN: 61) GRASS, GOOD CONDITION 0 (2-6%) (CN: 61) 13.37 2.71 RESIDENTIAL AVG. LOT SIZE: 1/3 ACRE (CN: 72) 0.00 0.00 IMPERVIOUS, PAVEMENT 35.11 2.64 (CN: 98) FOREST (CN: 55) 0.89 11.10 TOTAL ACREAGE = 73.11 22.61 WEIGHTED CN VALUES = 79 62 O\@--ftL—� O—' •O\__—_...n O—�_ O• 0.---0• �• O—O_Oi ��— -� 0—-4 _ \ V "A" _--- OF?4 _ _ ---- — ROfA --_ \\ \ \ ROf= _-- _ — —ROfA � � 1 —_ — --_— \ / _ _ S _ • ) \ \ \ \ / // — / // /—I-- —--QQL1I o---------- qV AREA\NO. 1 / / 0-1 1 IIIII/ IIIII NIT 65B o 0 0 0 o ARFF FACILITY ° 1® ® CONTROL TOWE T-HANGARS I\\1II�II\+I IIIuI/II�II1\1I\II\ / IlI(\I\I1/.I/1IIl II /1I\II1\�I/\VI1I�I\I% \\l—II�1II\l \I �.:1. ►�1�/Il 1\\\ I .1`— 1/—°—�/1- l\=�1il 1 /1�/l�—/,' � i— %—i//I / ii�`pW`i�/\i!/iiS/MIT���i'\—�HiliE- AINTENANCE TERMINAL BUILDING LANDMARK HANGAR& poo °o a�oo oo AVIATION OFFICES 7 \ \/Y THANGARS #1 I I /dc NE AN ° �r7- F 6`� %�j/ � # %% / �\ °` I ,P_ —01 IRJ — _ __I % lIBASIN #s 400' \/ \ \ )/ ( c \� %\ \ ^\ .�\ \ v � `- - _\ 1 �,, T -��c R�,a R� � ° 65 B — 1 r LEGEND IL- 94B ` a ESIGN ` \ Q POINT #2/ 47C ` Cz 47D00 ♦ 0 65C AREA NO. 2 cc L 94B POINT OF OUTFALL ANALYSIS > OVERLAND FLOW — — SHALLOW CONCENTRATED FLOW - - - - CHANNELIZED FLOW DRAINAGE AREA BOUNDARY SOIL TYPE BOUNDARY 65C SOIL TYPE 100 0 100 200 Y SCALE: 1 "=100FEET �Ptizx of v WPO AMENDMENT WPO-2019-00013 AIP NO. JOB NO. DELTA AIRPORT MULTIPLE 19040 1 Or' PRE DEVELOPMENT DRAWN BY: SHEET Draper Aden CONSUL TA MI I NC U E. CAM BELL BOLTON 9B HYDROLOGIC SOIL GROUP DESCRIPTION 47C LOUISBURG SANDY LOAM, 7 TO 15% SLOPES, GROUP B 47D LOUISBURG SANDY LOAM, 15 TO 25% SLOPES, GROUP B 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 94B WEDOWEE SANDY LOAM, 2 TO 7% SLOPES, GROUP B 94C I WEDOWEE SANDY LOAM, 7 TO 15% SLOPES, GROUP B 3 RE -SUBMITTAL -ADD LIGHTING AND SIGNAGE KMB ECB 1/22/21 Associates L°c. No. 051495 DRAINAGE MAP DESIGNED BY: ° 2 WPO RE -SUBMITTAL - RISER REVISIONS KMB ECB 10/15/20 �n 0�/ZZ/2 �4 ECB C14 110 Avon Street 2700 Polo Parkway • Midlothian, Virginia 23113 1 WPO AMENDMENT SUBMITTAL KMB ECB 4/3/20 Charlottesville, VA 22902 phone: (804) 275-8301 • w w w. d e l t a i r p o r t. c o m SI ONAL CHARLOTTESVILLE-ALBEMARLE AIRPORT SCALE: DATE: r NO. REVISIONS BY APP. DATE 434-295-0700 www.daa.com 1" = 100, JANUARY 2021 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. ASPHALT-o.wuro nno :..,.: v...: ��.� N22-06'16'E 6801.00' CONVENTIONAL LOCATIOP EXISTING CONDITIONS Area (ft2) Area (ac) Imp. A (ft2) Imp. A (ac) o%Imp. Pervious A (sf) Pervious A (ac) C Tc Q2 (cfs) Q10 (cfs) 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 ASPHALT 60-0� - 6� 624.5 \ DRAINAGE DIVIDE (TYP.) PUNK PUNK -PvNK-673_-•�f°' �/ ' / RUNWA]�BBEM PUE i P RUNWAY EDGE MARKING - �� ��� �� PUE PUE < -ft� E PU �' ` �c rutPUF PtiEfKiE SOUTH LIMIT OF DRAINAGE AREA _ 8 3.e� I OUTSIDE TOPO LIMITS SET TO -6- _ - - - .5 0 �_ - t�.o� _ MATCH REHABILITATE RUNWAY - - U r� �� '� _ = - - - -620� - - - - - - - 3-21 PLANS BY DELTA AIRPORT 62 �a i �� - r - �3-62o.o- - - - - CONSULTANTS DATED MARCH 2O16 s228-- /a / / -� �' / sow - -� - CONcG A EL _ d / CONC. ftMETAL �1 �62e'S_ \ _/ J C' _/--648:5�- ACCESS-�•p (1 // J4, PU PUE PUT- PUE p�,��-�-. co BA.ucr I LIMITS OF DISTURBANCE / \ / e W /r,••x'� �� _� �A_4__ DA - 1A �� AREA: 4.70 AC. �� 1 } l was - - - REA: 9.11 AC.IMPV: 1.78 e -� ¢ 0 MPV: 3.14 AC.C: 0.53 7 0.51 UETC:5 MIN / -_��1 ¢ Fi - J` NORTH LIMIT OF DRAINAGE AREA _________Q �9f�I - _J 67+7.s - OUTSIDE TOPO LIMITS SET TO6f�5 - 1a RSA �,- - - RSA MATCH REHABILITATE RUNWAY RSA � (y7{. A Pam - PU 3-21 PLANS BY DELTA AIRPORT 13 �€ ELEGVAULT " I PUE uE PUE P� PUE � CONSULTANf DATED MOH 2O16 n TC ETC �� E PUE PUE - - - CONC. W/METAL ' - ON E I ACCESS / I -suet E C.VA%LT - / - - LIMITSOF`TURBANCE TC�tC TC�TC 24- RCP sty _ � 6 .6_ �1 IDA KER D IAR tIAGE DIVIDEBETWEEN DA-1A/B E33 -- - - - - �� o �� AND DA- REPRESENTS DIVIDE BETWEEN,--- A_ 9' PUE E� - ° \ PUE I WHAT FLOWS TO NORTH AND SOUTH. - - - - - - - - - --J-_ riz'A.'8T�.��- �l g \ D -PUE PU ` \ D \ F E C PUE PUE PUE 5 PUE Pli� LUD O� OD \Lou- q I 's \ _ NORTH DRAINAGE AREA - TAXIWAY CENT�INE MARKI�� ��I.I-�L1/� \ _ I I _ I'- WIYNEM TAXIWAYMiR MARKING - / I ASPHALT / / ASPHALT R 6g� SOUTH DRAINAGE AREA PUE PUE P1iE PUE -_ /YWE PU PU r -POl•- \/ *8 TAXIWAY CENTERLINE 4 •l. Y '4 a - E 1B u µ ARF 1T2'-Tt� _ - �� P, pi .4r •l. / f4'y ..t�4 �• J ate. A If kAIKI • - y `'� .� 10 I � ua W ti f• - 9` :4� I 9• C. Via• •a . '•a •rA. 4 O _ "Y •'S b Y y •.y' f}• �a a :1 t. /I w .. "tea. : •4 , I ! .a .4 ;a 1\ 1 .JT } 1 J{i ae. a ' •d 1 _ I f V7 a j/_ • t / S 1 I E 'P . P ./'-.' 4. ■■` a . GRAPHIC SCALE D o 0 25 50 100 200 (IN FEET) 1 inch= 50ft. *AMVEST AIP NO. JOB NO. S,TH of vj WPO AMENDMENT (WPO-2019-00013) MULTIPLE 19040 DELTA AIRPORT ��� DRAWN BY: SHEET �E. � OLTONy PRE -DEVELOPMENT KMB N Draper Aden CONSULTANTS, INC D 3 RE -SUBMITTAL - ADD LIGHTING AND SIGNAGE KMB ECB 1/22/21 Assoc>�ates ,d� - ° 2 WPO RE -SUBMITTAL - RISER REVISIONS KMB ECB 10/15/20 0 �w ECB C 15 110 Avon Street 2700 Polo Parkway Midlothian, Virginia 23113 cis �~ 1 WPO AMENDMENT SUBMITTAL KMB ECB 4/3/20 Charlottesville, VA 22902 SI SCALE: DATE: r NO. REVISIONS BY APP. DATE 434-295-0700 www.daa.com phone: (804) 275-8301 w w w. delta i r p o r t. c o m OVAL CHARLOTTESVILLE-ALBEMARLE AIRPORT 111 - 50' JANUARY 2021 ` SHALLOW CONCENTRATED FLOW ` S=1.2%; L=705LF; Tt=6.6 MINUTES CHANNEL FLOW ' PIPE DIAMETER= 24 n= 0.013; S=4.8%; L=2469LF; Tt=2.6 MINUTES ..o. ----- --- ---------- --- -------- I l rl-ITll\lr Amn SIGNAGE - - — — — — i SCATTERED AROUND - ------------------- ---------------_-- - - - - - - - -NOTE' DRAINAGE AREA TO - -_ ---�—� f / _-_------_ — _ --/_— _ ' URBANCE FOR THESE ------- _ / / -- NORTHERN STORMWATER �� )XIMATELY 7,000 SF WITH /---- - _ _ _ _ _ _ _ / TAXIWAY - x... _ / /--�--1 —�---MANAGEMENT FACILITIES IS C1 � �- --- OVERALL LIMITS TO J THE POST DEVELOPED ---- / / /RELOCATION -- �_��-_`_REDUCED. - / -/ ����` THOSE FACILITIES ARE NOT LAREASNOTSHOWN. -/-- - , /'-- / / I Q SHOWN ON THESE PLANS. �Q - RSA _ _ RSA _ _ _ — RSA RSA RSA- - - - �75A _ - ' ' - _ _ - RSA / -� _ Lap /_ — Lap ° / _ _ __—__— _�_ — (4( _ LOD _ PAVEMENT REMOVAL QD L°° l� - \ ®=—-0---- -__ \� '---_ --_--__ ____==__==__ — --------— ----_ - S, --- - LOD LOD LUU\ LODE � +rn �\ �... TAXIWAY A" 'i mm � I � EM 77 — _ — / / _ o ® — — — — -- — — — — — — — — — AREA NO. 11 �� / — _� \ I / PHASE 2 APRON = ` \ 1 ✓ - / I / 7 � ille� {y�y 7 ��� p6 yT \ O of II o o\ O O D D O \ 1-;1L�1F T ' / \ 1 \ II \ # \ TRL TOWS AI TENANCE TERMINAL / \ \ I IIIW I\\ % \� *AMVESTlitH AR & BUILDING 4D o o WORRELL T—HANGARS � ES COD o�o 0 0 0 /. \\ \° — \>' ` — — -36"RCP oo, f'%/ �II1111111 U LIMIT OF DISTURBANCE SUMMARY AREAS (ACRES) LOD -POST 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 PAVEMENT REMOVAL AND 3.28 3.214 0.069* ELECTRICAL IMPROVEMENTS 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 23.39 12.65 10.74 Ilk THIS TABLE SUMMARIZED THE LIMITS OF DISTURBANCE SHOWN ON THIS PLAN (CURRENT AND ® / # # / # /' %%i%� \\\\� N / / I / FUTURE). THE TOTAL OF THESE AREAS ARE USED IN THE ENERGY BALANCE CALCULATION. I// `IMPERVIOUS ASSOCIATED WITH ELECT RICAL WORK �I I INCLUDES NEW LIGHTS AND SIGNS AROUND THE # PHASE // AIRFIELD, WHICH ARE NOT HATCHED ON THIS SHEET IIl1\ \/l� a DUE TO THEIR SMALL INDIVIDUAL SIZES. ®IG ®BASIN #4 ® L \ \ � � � ® ---/ '�� \ II IIIII II IIII►IIII IIII�\1 �\ �\� J, __ � ',�-��ii�/r '/ I ,— / Lop \Leo \ \ o:`ap I I I I IIIIIIIIIII �lllllllIII���\ \� I _ FUTURE LONG-TERM PARKING BENCHMARK 3735 / N:393T34°A51 �=_—�-- - � 65B �� \���\�\\ >�\f\\\—\\\ —\_ \R /_mI \—l♦-0' ��\ (�\ "'C{\ \\� � - E o �/ e�" 9— 4— BCa\\ II, 41\7 ASIN #3 BASIN #9 BASIN #\8 \ — ' / 1q.T606-w1C12\ c : = - / / / >ii u " J ♦ W �♦♦ 1 0 L i z Y ' z `L J 94B L , L ` — 'I Draper Aden 3 RE -SUBMITTAL -ADD LIGHTING AND SIGNAGE KMB ECB 1/22121 Ass�ateS n 2 WPO RE -SUBMITTAL -RISER REVISIONS KMB ECB 10/15/20 110 Avon Street z 1 WPO AMENDMENT SUBMITTAL KMB ECB 413/20 Charlottesville, VA 22902 434-295-0700 www.daa.com r NO. REVISIONS BY APP. DATE 0 94B DESIGN .- Now Q POINT #2 , 1111111101 (10 47 D O 65C 65C lidAREA NO. 2 DELTA AIRPORT CONSULTANTS, INC. 2700 Polo Parkway # Midlothian, Virginia 23113 phone:(804)275-8301 # www.deltairport.com -- FUTURE SHORT-TERM PARKING ACREAGE DESCRIPTION AREA NO. 1 2 GRASS, GOOD CONDITION 18.76 6.16 (6%+) (CN: 61) GRASS, GOOD CONDITION (2-6%) (CN: 61) 12.52 2.71 RESIDENTIAL AVG. LOT SIZE: 1/3 ACRE (CN: 72) 0.00 0.00 IMPERVIOUS, PAVEMENT 42.05 2.64 (CN: 98) FOREST (CN: 55) 0.00 11.10 TOTAL ACREAGE = 73.33 22.61 WEIGHTED CN VALUES = 82 62 / — AREA #1 REPRESENTS THE TOTAL DRAINAGE AREA TO DETENTION BASIN #8 AND IS USED TO SIZE THE BASIN FOR THE 10-YEAR STORM. I 65B goo LEGEND 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 POINT OF OUTFALL ANALYSIS > > OVERLAND FLOW — — SHALLOW CONCENTRATED FLOW - - - - CHANNELIZED FLOW I� )♦ I� DRAINAGE AREA BOUNDARY SOIL TYPE BOUNDARY 65C SOILTYPE 100 0 100 200 SCALE: 1 "=100' FEET `PITH 0 D WPO AMENDMENT WPO-2019-00013 AIP NO. MULTIPLE JOB NO. 19040 D BELL OLTON� ULTIMATE POST DRAWN BY: KMB SHEET DESIGNED BY: ECB Lic. No. 051495 1/22/2l ��ww SSIONALG DEVELOPMENT DRAINAGE C16 CHARLOTTESVILLE-ALBEMARLE AIRPORT SCALE: DATE: JANUARY 2021 0 DIJ RUNWAY 3-21 RUNWAY 3-21 _ _ convevnorv.,, iacanor, - - -- --- - _//--- ----- DRAINAGE A ;;::: _,/ 1------- - DIVIDE (TYP)� ----- _ - ---_ -------------- --6236- �", ___ _ -ems---- _-_----�1f---� �__-�_-_----1_ i::•.^:. \_. /----/ ----- __-__ ¢ _ RSA RSA E9 REEL - _ 'RS/I S '-- _-RSA- -ItSA _ 41i5 _ •• Lij --� _= if �l / I I I _ - - __---____ __--------__ ___ - - - 33 _ _ - ----- :.. .. f3 �-,� sass, bats fir IWAY A" \ --�-- TAXIWAYA" / \ THIS AREA IS DRAINING TO _ - 1V _ - - _ _ _ _ _ _ - - _ _ - - \ THE EXISTING MANHOLE'�� tTc=5.0 MIN / - - - - I �---� �! � \ - - AREA=3.15 ACRES- - - - - - - ® /ar \ C=0.9 -10 � I ___ I \\ o/Ijll�,\\ � E8 2 I IIIII I I __ \ \\��_� \\I 18 IIIIII II III / *AVVEST- oo --71# woRRE II IIII IIIII �\�\� / II 111 m � \IIIII I✓a,Y//�/ 1✓/// # # /i #� II / _ \ I IIIII I j 11 I IIII l / l////// lI I III IIIIII ►II I / / / \ II (IIIIIII 11 II I IIII I I / / /////IIIIII 1 111 I \11 // / \ \ III IIII III III III / ► I \ \ \\\ \�\ \ IIII I III 1 11111111111 III /IIIIII \ \ \\\\� �\\ J / e \ 5 ii%�/IIIII �// / /%/// /� 11 \\ l 1 / / \ �, / / J ' 111 llllllllllllllll II lllWlYllXlllll -/ /IIII l%� __ __ � = J) -FUTURE PARKING EXPANSION ASSUMED TO TIE INTO STRUCTURE - - - - - _ _ _ -_- =_=_�_ /#4 IN STORM SEWER CALCULATIONS \ \ Z// - B WEN LOOP ROAD \ \ _� �g� / -� �\ '/ O 1 / BASIN Q Draper Aden 3 RE -SUBMITTAL - ADD LIGHTING AND SIGNAGE KMB I ECB 1 1/22/21 1 13�A �,� iates 110 Avon Street Charlottesville, VA 22902 434-295-0700 www.daa.com 2 WPO RE -SUBMITTAL- RISER REVISIONS KMB ECB 10/15/20 1 WPO AMENDMENT SUBMITTAL KMB ECB 413/20 NO. REVISIONS BY APP. DATE I�IIIIIII I 111\ DELTA AIRPORT CONSULTANTS, INC. 2700 Polo Parkway # Midlothian, Virginia 23113 phone:(804)275-8301 # www.deltairport.com 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 GRAPHIC SCALE 80 0 40 80 160 ( IN FEET) 1 inch = 80fl. OF D WPO AMENDMENT WPO-2019-00013 AIP NO. JOB NO. MULTIPLE 19040 QA eBELL ULTO N� POST DEVELOPMENT SUB DRAWN BY: KMB SHEET Lic. No. 051495 DRAINAGE MAP DESIGNED BY: I/ZZ/ZI ��<vw ECB C17 SSIONAL � FCHARLOTTESVILLE-ALBEMARLE AIRPORT'l SCALE: DATE: 1" = 80' JANUARY 2021 RUNWAY 3-21 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 C20 TO DEMONSTRATE ADEQUACY. IN ADDITION, ROUTING CALCULATIONS FOR BASIN #8 HAVE BEEN UPDATED ON SHEETS C21 AND C22. 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 C20 FOR CAPACITY CALCULATIONS FOR THE PROPOSED PIPE AND INLET. 1 / PUNK PUNK / POST CONDITIONS Area (ft2) Area (ac) Imp. A (ft2) Imp. A (ac) %Imp. Pervious A (sf) Pervious A (ac) C Tc Q2 (cfs) Q10 (cfs) Q100 (cfs) DA-1A 204541 4.70 60483 1.39 30.0 144058 3.31 0.48 5 11.61 12.39 69.70 DA-113 86167 1.98 59344 1.36 69.0 26823 0.62 0.71 5 7.31 7.80 1 43.86 TOTAL 6.67 119827.00 2.75 3.92 18.92 20.19 113.56 DA-2B 1 262474 1 6.03 1 86936 1 2.00 1 33.0 1 175538 1 4.03 1 0.50 1 5 1 15.57 116.611 93.43 DA-2A 1 118250 1 2.71 1 35928 1 0.82 1 30.0 1 82322 1 1.89 1 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 I� DRAINAGE DIVIDE (TYP.) - 62�5 J 1 ``,, �ee11''EE PUE PUE PUE �0 P)49 PUB? . .:.. J PU Pull �c A tPUE PtlErVIE POE Pur n / / i62�. I-823.e� - - 22 s 5 ..."T� / 5.','.... •.. / �Q�q.q / PUE PtlE- E P� DA - 1A -I - � --a2aJ AREA: 4.70 AC. - / �620 / �- - / IMPV: 1.39J5 I TC: 05 MIN f -� \ I / / ' _ �- -�- (LIMITS OF DISTURBANCE �e1- c,� 7 - ��/ m ) I REA: 2.71 AC. :.:•:• .:':',:.::. PUFF W MPV: 0.82 AC. \ ;• PUE • ::. \ -\ - 0.47 RE A: 6.03 AC. ` �� I � - - MPV: 2.00 AC. J ,ems �_ 61i3� d€ \- / 1 RSA - J61^ o - _ 0.47 E P� _PUE®/ RSA _ TC ETC E9 k8„4` / e I E / PUE 14 - - _ �- Pam- J . �--6i6:B--- 617 00 ) .::.:..... _ - - _ - �= E33 ' _ �6 : y� ..: ..: - - - -T $#8911 24" RCP � � \ I \ a/ 1 \\ ..'..1,' :.•:•:'. :`'SST' - &12.5� SZO �1 _s�s. ❑ E_ - 62g �o \ PUE ... ... .'.'.... -.'..'.�' �'.',._•�•'•-.-.. � • • •..... - - - - - - - - - - y _Z- _ • � PUE li� P' U) - /61� NORTH DRAINAGE AREA \ ` -TO TAXRVAY �,p„ �.'4� \ \ yAXIWAY'A" \ \ \ TgXIWq I� rr 6 1• 1• 1• �� t 1 1• I I I I I M J�� -ss4� SOUTH DRAINAGE AREA TO TAXIWAY7"- - _../ Pat PUE PUE ! PUE- /2WE PU PUE *8-- a / DARKER DRAINAGE DIVIDE BETWEEN DA-IA/B \ :,_"." •_ •4• r. AND DA-2 REPRESENTS DIVIDE BETWEEN WHAT FLOWS TO NORTH AND SOUTH. •4 4 M ' E V - a � 6 pi •4r •l. _ - od e. <a DA _ W f• - ti q•: C. Via• •a . •inn' ' •a rq. AREA: 1.98 AC. O.py J 1F. �MPV: 1.36 AC. b Y , m: 0.71 _ 4 :5 MIN. l - •a4. J •yam` , . •4 , n•J� I _ • �I a .JT } .4 -n .4• 1\ 1 ae• .. 1 J 14 ., ... .' , ;P �y.';--`,mot_ �• •F-- 117pf "�.r. • _ a• ems.' ' / I P A. AC. - a• i I I Y � �� GRAPHIC SCALE o ! ° 25 0 1on o0 1 in h= 0ft. L *AMVEST . � I AIP NO. JOB NO. ��tiTx of yj WPO AMENDMENT (WPO-2019-00013) MULTIPLE 19040 DELTA AIRPORT �r� DRAWN BY: SHEET H POST -DEVELOPMENT KMB AssDra�r a esn CONSULTANTS, INC. BELL OLTONty y Lic. No. 051495 DRAINAGE MAP -TAXIWAY DESIGNED BY: 3 3 RE -SUBMITTAL - ADD LIGHTING AND SIGNAGE KMB ECB 1/22121 ° 2 WPO RE -SUBMITTAL - RISER REVISIONS KMB ECB 10/15/20 p� ��ZZ/Z� �W ECB C 1 8 '- 1 WPOAMENDMENTSUBMITTAL KMB ECB 4/3/20 Cha Iottesv�leSVA22902 treet 2700 Polo Parkway Midlothian, Virginia 23113 �SSIONALSCALE: DATE: r NO. REVISIONS BY APP. DATE 434-295-0700 www.daa.com phone: (804) 275-8301 w w w. d e I t a i r p o r t. c o m CHARLOTTESVILLE-ALBEMARLE AIRPORT 1": 50' 1ANUARY 2021 D DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 02011 BMP Standards and Specifications 02013 Draft BMP Standards and Specifications ProjectName: CHARLOTTESVILLE PARKING LOT & STORMWATER IMPROVEMENTS data Input cells Date: 1/22/2021 constant values Linear Development Project? No calculation calk Site Information Post -Development Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) Check. 14.21 SUP Design Specifications ILI 2013 Draft Sty & Sling Maximum reduction required:. Llnearproject? No The site's net increase in impervious cover (acres) is:Lanml cover areas entered carreft? Post -Development TP Load Reduction for Site (lblTota►disturbed area antefadi AI Pre-ReDevelopment Land Cover (acres) A Soils a soils C Soils D Soils Totals Forest/Open Space(acres) -- undisturbed 0.00 forest/open space Managed Turf (acres) -- disturbed, graded for 11.92 yards or otherturf to be mowed/managed 0.52 2.12 9.28 Imperviousilover(acres) 0.01 0.00 2.28 2.29 14.21 Post -Development Land Cotter lacteal A Soils Bsells CSoils DSoils Totals Forest/Open Space (acres) - undisturbed, 0.00 protected forest/open space or reforested land Managed Turf (acres) -- disturbed, graded for 8.98 yards or otherturfto be mowed/managed 0.42 1.04 7.52 Impervious Cover (acres) 0.11 1.08 1 404 5.23 Area Check OK. OK. OK. oK. 14.21 Constants Runoff Coeffldents (Rv) Annual Rainfall (inches) 43 AStdk BSoils CSoils DSMIS Target Rainfall Event (inches) 1.00 ForestiOpen Space 0.02 0.03 0.04 0.05 Total Phosphorus (TPI EMC (mg/L) 0.26 Managed Turf 0.15 0.20 0.22 0.25 Total Nitrogen (TN) EMC Img/L) 1.86 Impervious Cover 0.95 0.95 0.95 0.95 Target TP Load (lb/acre/yr) 0.41 Pj (unitless correction factor) 0.90 LAND COVER SUMMARY -- PRE -REDEVELOPMENT . COVER SUMMARY POST Land Cover Summary -Pre Land Cover Summary -Past (Final) Land Cover Summary-Pbst Lond Cover5ummary-Post Pre-ReDevelopment Listed Adjusted' Post ReDev. & New Impervious Post-ReDevelopment ForesuOpen Space 0.00 Post -Development New Impervious Forest/Open Space Cover (acres) 0.00 0.00 Forest/Open Space Cover 0.00 (acres) Cover (acres) Weighted Rv(forest) 0.00 Weighted Rv(forest) 0.00 0.00 Weighted Rv(forest) 0.00 %Forest 0% 0% %Forest 0% %Forest 0% Managed Turf Cover (acres) 11.92 8.98 Managed Turf Cover 898 Managed Turf Cover 898 (acres) (acres( Weighted Rv (turf) 0.24 Weighted Ratting) 0.24 0.24 Weighted Rv (turf) 0.24 %ManagedTud 84% 80% %Managed Turf 63% %Managed Turf 80% Impervious Cover (acres) 2.29 2.29 Impervious Cover (acres) 5.23 ReDev. Impervious Cover 2.29 New Impervious Cover 2.94 (acres) lacres) Rvlimpervious) 0.95 0.95 Rvlimpervious) 0.95 Rv(impervious) 0.95 Rv(impervious) 0.95 %Impervious 16% 20% %Impervious 37% %Impervious 20% _ Total Site Area (acres) 14.21 11.27 Final Site Area (acres) 14.21 Total ReDev. Site Area 1L27 (acres) Site Rv 0.35 0.38 Final Past Dev Site Rv 0.50 Ri Sit RV 0.38 Treatment Volume and Nutrient Load Treatment Volume and Nutrient Load Post -Development Pre-ReDevelopment Treatment Volume Final Post -Development (acre-ft) 0.4165 0.3605 Treatment Volume 0.5933 t4atireReDevelopment nt Volume 0.3605 Treatment Volume 0.2328 (acre-ft) (acresill Post -Ra Devatopment (acre-ft) Post -Development Pre-ReDevelopment Treatment Volume Final Post-Dovelapment (cubic feet) 18,141 15,705 Treatment Volume 25,944 Treatment Volume 15,705 Treatment Volume (cubic 10,139 (cubic feet) (cubic feet) Post -Re pmert feet) PosbDavelIblyr) P load Pre-ReDevelopment TP Load Final Post- (Ib/YFI 11.40 9.87 Development TP Load 16.24 ad (TP) Load (TP) 9.87 6.37 (16/Yrl (Ib/Yd lab/yd• Post-ReDevelopment TP Pre ReDevelopment TP Load per acre Final Post Devslupment TP Qb/acre/yrl 0.80 0.88 Load per acre Li4 Load per acre 0.88 (Ib/acre/yr) (lb/acre/yr) Baseline TP Load (Ib/yr) Max. Reduction Required (0A1 lbs/acre/yr applied to pre -redevelopment area excluding pervious land 4.62 ISelow Pre- 20Y proposed for new Impervious cover) ReDevelopment Load) - ' AdJustedland Cawr5ummary: TP Load Reduction TP Load Reduction Pre ReDevelopmentloud cover minus pervious land cover(farest/open space or managed Required forF1.97 Required for New 5.16 turf) acreage proposedfor new impervious cover Redeveloped AreaImpervious Area lib/yr) (Ib/yr) Adjusted totalacreage is consistent with Post-ReDevelopent acreage (minus acreage Of new imperv,005 cover). Column I shows food reduction req.aonoc it for new impervious cover (based on new development load limit 0.41 !bs/acre/year). Development TP Load Reduction Required (Ib/yr) 7.14 Nitrogen Loads (Informational Purposes Only) Final Post -Development TN Load Pre-ReDevelopment TN Load (lb/yr) 91.54 (Post-ReDevelopment & New Impervious) 116.16 (lblyr) 3 RE -SUBMITTAL -ADD LIGHTING AND SIGNAGE KMB ECB 1 1/22/21 2 IWPO RE -SUBMITTAL- RISER REVISIONS KMB ECB I 10/15/20 Draper Aden Associates 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) 0.00 0.00 0.00 0.00 0.00 OK. IMPERVIOUS COVER(ac) 0.00 0.00 0.00 0.00 0.00 OK. IMPERVIOUS COVER TREATED (ac) 0.00 0.00 0.00 0.00 0.00 OK. MANAGED TURF AREA [ac) 0.00 0.00 0.00 0.00 0.00 OK. MANAGEDTURFAREATREATED(ac) 0.00 0.00 0.00 0.00 0.00 OK. AREA CHECK OK. OK. OK. OK. OK. Site Treatment Volume (:W) zs,aaa Runoff Reduction Volume and TP By Drainage Area RUNOFF REDUCTION VOLUME ACHIEVED (ft) 1 0 0 0 0 0 0 TP LOAD AVAILABLE FOR REMOVAL (Ib/yr) 0.00 0.00IL 0.00 0.00 0.00 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 1 0.00 1 7 0.00 Total Phosphorus 16.24 FINAL POST -DEVELOPMENT TP LOAD (Ildi TP LOAD REDUCTION REQUIRED (Ib/yr) li 7.14 TP LOAD REDUCTION ACHIEVED (Ib/yr) 0.00 TP LOAD REMAINING [lb 1.. 16.24 REMAINING TP LOAD REDUCnON REQUIRED (Ib/yr): 7.14 Total Nitrogen (For Information Purposes) POST -DEVELOPMENT LOAD (lb/yr) 116.16 NITROGEN LOAD REDUCTION ACHIEVED (lb/yr) 0.00 REMAINING POST -DEVELOPMENT NITROGEN LOAD (lb/yr) 116.16 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 C16. 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, TWO MORE PHASES WERE ADDED TO THE OVERALL SUBMITTAL PACKAGE AS AN AMENDMENT; THE TAXIWAY RELOCATION PACKAGE AND THE LIGHTING AND SIGNAGE IMPROVEMENTS PACKAGE. THE QUANTITY AND QUALITY CALCULATIONS FOR THE ECONOMY LOT AND APRON HAVE BEEN UPDATED TO INCLUDE THE ADDITIONAL LIMITS OF DISTURBANCE FOR THE TWO ADDITIONAL PACKAGES. 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 WAS REQUIRED TO SATISFY THE REGULATIONS. THE CALCULATIONS DEMONSTRATE WATER QUANTITY REQUIREMENTS FOR THE TAXIWAY PHASE AND THE SIGNAGE IMPROVEMENTS PHASE WILL BE SATISFIED WITH THE AS -BUILT MODIFICATIONS TO THE BASIN #8 RISER STRUCTURE. REFER TO SHEETS C15 AND C18 FOR ADDITIONAL DESCRIPTIONS OF CHANGES TO THE DRAINAGE AREAS ASSOCIATED WITH THE TAXIWAY PHASE. THE LIGHTING AND SIGNAGE IMPROVEMENTS PHASE WILL NOT ALTER THE EXISTING DRAINAGE AREAS. FOR WATER QUALITY, THE CALCULATIONS SHOW ADDITIONAL NUTRIENT CREDITS WILL NEED TO BE PURCHASED TO COVER THE ADDITIONAL DISTURBANCE ASSOCIATED WITH THE TWO ADDITIONAL PHASES. 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 C20. 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, TAXIWAY RELOCATION, AND THE LIGHTING AND SIGNAGE PHASES OF THIS PROJECT, AS WELL AS TO TWO FUTURE PARKING LOT AREAS, AS IDENTIFIED ON SHEET C16. ONE-YEAR ROUTING CALCULATIONS ON SHEET C21 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 1.068 2.187 10.69 2.51 4.18 0.371 1.13 0.19 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 Q ALLOW 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, TAXIWAY RELOCATION, AND THE LIGHTING AND SIGNAGE 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 C22 FOR THE 10-YEAR STORM AND SUMMARIZED BELOW 10-YEAR 24-HOUR STORM ROUTED THROUGH BASIN #8 IN PRE -DEVELOPED CONDITION = 33.00 CFS 10-YEAR 24-HOUR STORM ROUTED THROUGH BASIN #8 IN POST -DEVELOPED CONDITION = 27.72 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, THE LIGHTING AND SIGNAGE PROJECT AREAS, AND ADDITIONAL AREAS IDENTIFIED WITH THE AS -BUILT ECONOMY LOT AND APRON PROJECTS ADDED INTO THE VRRM SPREADSHEET, THE NEW REQUIREMENT IS 7.14 LB/YR OF PHOSPHOROUS REMOVAL. THEREFORE, AN ADDITIONAL 0.84 LB/YR OF CREDITS WILL BE PURCHASED PRIOR TO BEGINNING CONSTRUCTION ON ADDITIONAL PHASES. WATER QUALITY REQUIREMENTS ASSOCIATED WITH FUTURE PARKING LOT PROJECTS WILL BE HANDLED WITH THE FUTURE DESIGN. 12S& DELTA AIRPORT 14111111" CONSULTANTS, INC. E. CAMPBELL BOLTON y Lic. No. 051495 _ I/ZZ/21 WPO AMENDMENT (WPO-2019-00013) I AIPNO. MULTIPLE STORMWATER DRAWN BY: JOB NO. 19040 SHEET KMB CALCULATIONS DESIGNED BY: ECB CHARLOTTESVILLE-ALBEMARLE AIRPORT SCALE: DATE: NONE I JANUARY 2021 C19 1 1 1 WPO AMENDMENT SUBMITTAL I KMB I ECB 1 4/3/20 1 NO. REVISIONS BY I APP. I DATE 110 Avon Street Charlottesville, VA 22902 434-295-0700 www.daa.com 2700 Polo Parkway 4 Midlothian, Virginia 231 13 phone: (804) 275-8301 4 w w w .delta i r p o r t. c o m Ili STORMWATER CALCULATIONS -PROPOSED SYSTEM Design Storm Year = 10 STORMWATER CALCULATIONS -EXISTING SYSTEM HYDRAULIC GRADE LINE CALCULATIONS INVERT ELEVATIONS -�IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■ .1: I •III® 11 1• IIII�IIIII�III' •�Illlllrl�- �- 1 1 1 1 1 1 1 1 1 IIIII�® '®' IIII�-IIIIIIIII■IIII--IIIIII♦IIIIIIII■IIIII■IIIIIIIIII■- -�IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■ .1 11 •III�III� 111•: III' 'Illl�llll�llllll'�- �- -©IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,III'�IIIiiPi�llii.4ii 1 1 IIII'�IIII�' III I • -®_IIIIII■IIIIII■IIIIII■IIIII-IIIIII■IIII-� .. . 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IIII�IIIIIIIII■IIIIIIIII■IIIIIII■-IIIII■IIIIIIII■IIIII■IIIIIIIIII■- ®-®--_-_-_-- HYDRAULIC GRADE LINE CALCULATIONS ������������� 111 101111�IIrli�lifffiill�ll IIIIIIIIIII, • 1 : 1 � • • II� • • 1 1 I : III'�11�111.��111111111111111'Illlll'Illlll�'Illolll�'Illlllll'Illlll'Illll.�l'Illlll1111111'Illlllll1-11111111111111 I°-111111111111111111111- •�III� IIIIIIIIIII, •1• •i ®II�®®®®®111111111IIIIII'IIIIII'IIIIII'IIIIII'IIIIIIII'IIIIII'IIIIII'1111111111111,111111111-11111111111111 111-11-111111'Il-®III�II�III�II1�®II�III�®®® IIIIIIIIIII,-11111111111IIIIII,IIIIIIIII,IIIIIIII,_-IIIIII'111111111IIIIII'11111111IIIIII,IIIIII,IIIIIIII'IIIIII'IIIIII'1111111IIIIII'llllllll1-11111111111111 DROP INLET CALCULATIONS STRUCTURE DRAINAGE D FLOW TYPE INLET TYPE AREA T 2 PERIMETER T 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 WEIRFLOW 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 ®III � / / II ��®�}®•�,�'®®®® ®® II�IIIII�IIIIIIIII,IIIIIIIII,®IIiY�1i ,�,T,� ®®Il�i�i®®iilSfiTi®®® --IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII, IIIIIIIII'Illlllllllll,llllllllllll111111111111-1111111111111111111,111111111111111111111,- -®IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■III� . 1 1 II� 1 1 1 IIII� 'III®' IIIiYi®- -® 1 � 1 ®III�III�I '�� ' IIII�IIIIIIIIII■IIIIIIIII■IIIIIII■-IIIIII■IIIIIIII■IIIII■IIIIIIIIIIIII,- ®-III�IIIIGi�IIIlGlilll�lll�' III®IIIIIIIIII■IIIIIIIII■IIIIIII■-IIIIII■-111111111111111111111,- -©IIII-IIIIII■IIIIII■IIII-_IIIIII■IIIIII■III�III�III� 111• III��IIII'�®- �- 1 1 1• 1 1 1 IIIIY�III�III'�III�IIIIIIIIII■IIIIIIIII■IIIIIII■-IIIII■IIIIIIII■IIIII■IIIIIIIIII■- -©IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■III�III�IIII� 111 IIIIiiIIliY�lll�®- --111111111,111111111,111111111,111111111,111111111,111111111,111111111,111111111111,111111111111111111111111-1111111111111111111,111111111111111111111,- --111111111,111111111,111111111,111111111,111111111,111111111,111111111,111111111111,111111111111111111111111-1111111111111111111,111111111111111111111,- ®- -®IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■IIIIII■®Illii� . 1 1 1 1 IIII"'�®III®- --IIIIIII■IIIIIII■IIIIIII■IIIIIII■IIIIIIIII,IIIIIIIII,IIIIIII■IIIIIIIIIIII,IIIIIIIII■IIIIIII■-IIIII■1111111111,111111111111111111111111- --111111111,111111111,111111111,111111111,111111111,111111111,111111111,111111111111,111111111111111111111111-1111111111111111111,111111111111111111111,- -® 1 � 1 IIII�IIII� 1 1 '®' ®IIIIIIIIII■IIIIIIIII■IIIIIII■-IIIII■IIIIIIII■IIIII■-- -©IIIIIII■IIIIII■IIIIII■IIIIII■IIIIII■_IIIIII■ .III .III 11 11. 1 ®IIII�® 11 --IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIIIIII,111111111111111111111111-1111111111111111111,111111111111111111111,- --IIIIIII■IIIIIII■IIIIIII■IIIIIII■IIIIIII■IIIIIII■IIIIIII■IIIIIIIIII■IIIIIIIII■IIIIIII■-IIIII■-IIIIII■IIIIIIIIII■- CALCULATIONS ABOVE THE DARK LINE HAVE BEEN UPDATED WITH THE WPO AMENDMENT SUBMITTAL Sediment Trap Design Project: CVILLE AIRPORT_ Date: 12/28/18 Trap Dimensions Volumes Elevations Total T/Dry T/Dry Total Side Wet TOTAL TOTAL Drain. Vol Reg Length Width Depth Slope Outlet Dry Surf. DPI Wet Surf. Wet Wet Vol. Vol. Reg Dry Vol. VOL VOL Trap Top Of Top of T/ S.T.#Area Ac cu. yd Lj) 50.00 25.00 4.00 2:1 Length ft`Area(sg.ft.) 6.66 1250.00 D. (ft) 1.80 Area(sq.ft.) D. (ft) cu. d 74.11 cu. yd. 74.37 cu. vd. 77.33 PROVIDED 151.44 REQUIRED 148.74 Bottom 579.00 Wet Vol. 581.2 CleanoulDry Vol. Emb. 198.9 583.00 584.00 1 1.11 148.74 1070 2.20 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 � F c u.. �, v m [�" rs [. w a' �' - : REMARKS F w H o a .F". F .emu.. 3 3 [ti ° z a ¢ a a ° w a w a H 1 11 DI-3B 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-3B 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. 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'lii! niryr1� Ilhli{i' � n re it nmuinnnmliunumnuumg�i; I I I; ; •�rli.I U!:'I�N IIIIIIIIIxIIIxIIHII°O1 111 rlllllll I �. 111111111111111 INIillll l�llli llllll I I � �IG��! � � r 1 ii„nslnllsw• lil' �1'llh�/ A� tl� nlNl HIPo ���ll��llllll �IlI11�110�111111►II!ll!II�� 11=' ad�ri�ll1'li!�o�l�il, ;rid �ll�k IIH, 111 II II IH`i,1 Ir ,�: I ill H,';,,,;;;II ;iiilliih II1I �,� l min 1 1 1 11 1 111 11 11 1 �P1TH OF D WPO AMENDMENT WPO-2019-00013 AIP NO. JOB NO. DELTA AIRPORT MULTIPLE 19040 STORMWATER DRAWN BY: SHEET /� KM B Draper Aden CONSULTANTS, 1 NC cE. CAM BELL OLTON y3 RE -SUBMITTAL -ADD LIGHTING AND SIGNAGE KMB ECB 1/22/21 S Lic. No. 0514952 WPO RE -SUBMITTAL- RISER REVISIONS KMB ECB 10/15/20 ASSOC1ates • �16 I/ZZ/ZI W� ECB C20 1 WPOAMENDMENTSUBMITTAL KMB ECB 4/3/20 Chalo0AvonStree2902 2700 Polo Parkway I Midlothian, Virginia 23113 ��SSIONAL SCALE: DATE: NO. A 2REVISIONS BY APP. DATE 434-295-0700 www.daa.com phone: (804) 275-8301 I w w w. d e l t a i r p o r t. c o m CHARLOTTESVILLE-ALBEMARLE AIRPORT NONE JANUARY 2021 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 2.189 726.000 27.32 BASIN # LOD PRE -DETENTION 1 Year 1 1.068 729.000 10.77 BASIN #8 LOD Node Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (min) (ft3/s) (years) (ac-ft) POST 1 Year 1 2.187 807.000 2.51 PRE 1 Year 1 1.067 729.000 10.69 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 2.189 726.000 27.32 (N/A) (IN) PO -POST 1 Year 1 2.189 807.000 2.51 552.52 0.948 (OUT) PO -PRE (IN) 1 Year 1 1.068 729.000 10.77 (N/A) PO -PRE 1 Year 1 1.068 729.000 10.69 549.47 0.001 (OUT) Bentley Systems, Inc. Haestad Methods Solution 21 0121 - CHO BASIN.ppc Center 1/21/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Subsection: Unit Hydrograph Summary Label: PRE -DETENTION BASIN #8 LOD Scenario: 1 Year 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 Bentley Systems, Inc. Haestad Methods Solution 21 0121 -CHO BASIN.ppc Center 1/21/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Pondl CONNECT Edition [10.02.00.01] Page 1 of 26 Return Event: 1 years Storm Event: 1 YEAR PondPack CONNECT Edition [10.02.00.011 Page 7 of 26 Subsection: Unit Hydrograph Summary Return Event: 1 years Subsection: Unit Hydrograph Summary Return Event: 1 years Subsection: Unit Hydrograph Summary Return Event: 1 years Label: POST -DETENTION BASIN # LOD Storm Event: 1 YEAR Label: POST -DETENTION BASIN # LOD Storm Event: 1 YEAR Label: PRE -DETENTION BASIN #8 LOD Storm Event: 1 YEAR Scenario: 1 Year Scenario: 1 Year Scenario: 1 Year Storm Event 1 YEAR SCS Unit Hydrograph Parameters Storm Event 1 YEAR Return Event 1 years Unit peak time, TIP 13.447 min Return Event 1 years Duration 1,440.000 min Unit receding limb, Tr 53.787 min Duration 1,440.000 min Depth 3.0 in Total unit time, Tb 67.233 min Depth 3.0 in Time of Concentration 20.170 min Time of Concentration 20.170 min (Composite) (Composite) Area (User Defined) 23.390 acres Area (User Defined) 23.390 acres Computational Time 2.689 min Computational Time 2.689 min Increment Increment Time to Peak (Computed) 726.120 min Time to Peak (Computed) 728.809 min Flow (Peak, Computed) 27.38 ft3/s Flow (Peak, Computed) 10.82 ft3/s Output Increment 3.0D0 min Output Increment 3.000 min Time to Flow (Peak 726.000 min Time to Flow (Peak 729.000 min Interpolated Output) Interpolated Output) Flow (Peak Interpolated 27.32 ft3/s Flow (Peak Interpolated 10.77 ft3/s Output) Output) Drainage Area Drainage Area SCS CN (Composite) 77.989 SCS CN (Composite) 66.174 Area (User Defined) 23.390 acres Area (User Defined) 23.390 acres Maximum Retention 2 8 in Maximum Retention 5.1 in (Pervious) (Pervious) Maximum Retention 0.6 in Maximum Retention 1.0 in (Pervious, 20 percent) (Pervious, 20 percent) Cumulative Runoff Cumulative Runoff Cumulative Runoff Depth 1.1 in Cumulative Runoff Depth 0.6 in (Pervious) (Pervious) Runoff Volume (Pervious) 2.199 ac-ft Runoff Volume (Pervious) 1.075 ac-ft Hydrograph Volume (Area under Hydrograph curve) Hydrograph Volume (Area under Hydrograph curve) Volume 2.189 ac-ft Volume 1.068 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 78.94 ft3/s Unit peak, qp 78.84 ft3/s Bentley Systems, Inc. Haestad Methods Solution Pondl CONNECT Edition Bentley Systems, Inc. Haestad Methods Solution Pondl CONNECT Edition Bentley Systems, Inc. Haestad Methods Solution Pondl CONNECT Edition 21 0121 - CHO BASIN.ppc Center [10.02.00.01] 21 0121 - CHO BASIN.ppc Center [10.02.00.01] 21 0121 - CHO BASIN.ppc Center [10.02.00.01] 1/21/2021 27 Siemon Company Drive Suite 200 W Page 2 of 26 1/21/2021 27 Siemon Company Drive Suite 200 W Page 3 of 26 1/21/2021 27 Siemon Company Drive Suite 200 W Page 6 of 26 Watertown, CT 06795 USA +1-203-755-1666 Watertown, CT 06795 USA +1-203-755-1666 Watertown, CT 06795 USA +1-203-755-1666 Subsection: Outlet Input Data Return Event: 1 years Subsection: Outlet Input Data Return Event: 1 years Label: Composite Outlet Structure - POST Storm Event: 1 YEAR Label: Composite Outlet Structure - POST Storm Event: 1 YEAR Scenario: 1 Year Scenario: 1 Year Structure ID: Orifice - 1 Inlet Control Data Structure Type: Orifice -Circular T2 ratio (HW/D) 1.177 Number of Openings 1 Slope Correction Factor -0.500 Elevation 544.96 ft Orifice Diameter 6.00 in Use unsubmerged inlet control 0 equation below T1 Orifice Coefficient 0.600 elevation. Use submerged inlet control 0 equation above T2 Structure ID: Riser - 1 elevation Structure Type: Inlet Box In transition zone between unsubmerged and submerged Number of Openings 1 inlet control, Elevation 555.75 ft interpolate between flows at T1 & T2... Tl Elevation 546.20 ft Tl Flow 7.58 ft3/s Orifice Area 3.3 ft2 Orifice Coefficient 0.600 T2 Elevation 546.36 ft T2 Flow 8.66 ft3/s 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 In 0.013 Ke 0.200 Kb 0.018 Kr 0.000 Convergence Tolerance 0.00 ft 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 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition 21 0121 - CHO BASIN.ppc Center [10.02.00.011 21 0121 - CHO BASIN.ppc Center [10.02.00.011 1/21/2021 27 Siemon Company Drive Suite 200 W Page 13 of 26 1/21/2021 27 Siemon Company Drive Suite 200 W Page 14 of 26 Watertown, CT 06795 USA +1-203-755-1666 Watertown, CT 06795 USA +1-203-755-1666 �P1TH OF D WPO AMENDMENT WPO-2019-00013 AIP NO. JOB NO. DELTA AIRPORT MULTIPLE 19040 STORMWATER DRAWN BY: SHEET /� KM B air A��r CONSULTANTS, 1 NC cE. CAM BELL OLTONy3 RE -SUBMITTAL -ADD LIGHTING AND SIGNAGE KMB ECB 1/22/21 S Lic. No.2 WPO RE -SUBMITTAL - RISER REVISIONS KMB ECB 10/15/20 ASSOCla��S • i�o I/ZZ/ZI W� ECB C21 1 WPOAMENDMENTSUBMITTAL KMB ECB 4/3/20 Charlottesville, VA22902 treet 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 . c o m CHARLOTTESVILLE-ALBEMARLE AIRPORT NONE JANUARY 2021 10 YEAR STORM CALCULATIONS Subsection: Master Network Summary Subsection: Unit Hydrograph Summary Return Event: 10 years Subsection: Unit Hydrograph Summary Return Event: 10 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) (ft3/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 21.239 726.000 269.60 BASIN #8 PRE DETENTION 10 Year Storm 10 19.095 726.000 243.95 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) (ft3/s) Time to Peak (Computed) 726.120 min Time to Peak (Computed) 726.120 min (years) (ac-ft) Flow (Peak, Computed) 269.74 ft3/s Flow (Peak, Computed) 244.14 ft3/s POST 10 Year Storm 10 15.271 777.000 27.72 PRE 10 Year Storm 10 19.087 768.D00 33.00 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 Flow (Peak Interpolated 269.60 ft3/S Output) 243.95 ft3/S Output) 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) Drainage Area Drainage Area Elevation SCS CN (Composite) 82.217 SCS CN (Composite) 78.698 (ft) Area (User Defined) 73.330 acres Area (User Defined) 73.100 acres PO -POST 10 Year Storm 10 21.239 726.000 269.60 (N/A) (N/A) (IN) Maximum Retention 2 2 in Maximum Retention 2.7 in PO -POST 30 Year Storm 30 15.271 777.000 27.72 558.43 11.312 (Pervious) (Pervious) (OUT) Maximum Retention 0.4 in Maximum Retention 0.5 in PO -PRE (IN) 30 Year Storm 30 19.095 726.000 243.95 (N/A) (N/A) (Pervious, 20 percent) (Pervious, 20 percent) PO -PRE 10 Year Storm 10 19.095 768.000 33.00 556.65 7.559 (OUT) Cumulative Runoff Cumulative Runoff Depth 3.5 in Cumulative Runoff Cumulative Runoff Depth 3.1 in (Pervious) (Pervious) Runoff Volume (Pervious) 21.314 ac-ft Runoff Volume (Pervious) 19.168 ac-ft Hydrograph Volume (Area under Hydrograph curve) Hydrograph Volume (Area under Hydrograph curve) Volume 21.239 ac-ft Volume 19.095 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 ft3/S Unit peak, qp 246.38 ft3/S Bentley Systems, Inc. Haestatl Methods Solution PordPack CONNECT Edition Bentley Systems, Inc. Haestatl Methods Solution PondPack CONNECT Edition Bentley Systems, Inc. Haestatl Methods Solution PondPack CONNECT Edition Bentley Systems, Inc. Haestatl Methods Solution PondPack CONNECT Edition 21 0121 - CHO BASIN.ppc Center (10.02.00.01] 21 0121 - CHO BASIN.ppc Center (10.02.00.01] 21 0121 - CHO BASIN.ppc Center (10.02.00.01] 21 0121 - CHO BASIN.ppc Center [10.02.00.01] 1/21/2021 27 Siemon Company Drive Suite 200 W Page 2 of 27 1/21/2021 27 Siemon Company Drive Suite 200 W Page 3 of 27 1/21/2021 27 Siemon Company Drive Suite 200 W Page 4 of 27 1/21/2021 27 Siemon Company Drive Suite 200 W Page 7 of 27 Watertown, CT 06795 USA +1-203-755-1666 Watertown, CT 06795 USA +1-203-755-1666 Watertown, CT 06795 USA +1-203-755-1666 WateMwn, CT 06795 USA +1-203-755-1666 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 Bentley Systems, Inc. Haestatl Methods Solution 21 0121 - CHO BASIN.ppc Center 1/21/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Return Event: 10 years Storm Event: SO Year PondPack CONNECT Edition [10.02.00.011 Page 8 of 27 Subsection: Outlet Input Data Return Event: 10 years Subsection: Elevation -Area Volume Curve Return Event: 10 years Subsection: Elevation -Area Volume Curve Return Event: 10 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) (ft3) (acres) (Al*A2) (ac-ft) (ac-ft) (ft) (ft3) (acres) (Al*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 0.000 0.000 547.00 0.0 0.000 0.000 0.000 0.000 Orifice Diameter 6.00 in 548.D0 0.0 0.000 0.001 0.000 0.001 548.D0 0.0 0.000 0.001 0.000 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 0.068 551.00 0.0 0.183 0.197 0.066 0.068 Structure Type: Inlet Box 552.D0 0.0 0.750 1.305 0.435 0.503 552.D0 0.0 0.750 1.305 0.435 0.503 553.D0 0.0 1.178 2.869 0.956 1.459 553.D0 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.D0 0.0 1.744 4.920 1.640 4.453 555.D0 0.0 1.744 4.920 1.640 4.453 Orifice Area 3.3 ft3 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.D0 0.0 2.139 6.269 2.090 10.361 558.D0 0.0 2.139 6.269 2.090 10.361 Weir Coefficient 3.00 (ft^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.D0 0.0 2.525 7.381 2.460 15.088 560.D0 0.0 2.525 7.381 2.460 15.D88 Manning's n 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 Key, Charged Riser 0.000 563.00 0.0 2.872 8.470 2.823 23.218 563.D0 0.0 2.872 8.470 2.823 23.218 Weir Submergence False 564.D0 0.0 2.970 8.763 2.921 26.139 564.D0 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 0.00 ft Inlet Control Data Equation Form Form I K 0.0045 M 2.0000 C 0.0317 Y 0.6900 T3 ratio (HW/D) 1.075 Bentley Systems, Inc. Haestatl Methods Solution PondPack CONNECT Edition Bentley Systems, Inc. Haestatl Methods Solution PondPack CONNECT Edition Bentley Systems, Inc. Haestatl Methods Solution PondPack CONNECT Edition 21 0121 - CHO BASIN.ppc Center (10.02.00.01] 21 0121 - CHO BASIN.ppc Center [10.02.00.01] 21 0121 - CHO BASIN.ppc Center (10.02.00.01] 1/21/2021 27 Siemon Company Drive Suite 200 W Page 14 of 27 1/21/2021 27 Siemon Company Drive Suite 200 W Page 11 of 27 1/21/2021 27 Siemon Company Drive Suite 200 W Page 12 of 27 Watertown, CT 06795 USA +1-203-755-1666 Watertown, CT 06795 USA +1-203-755-1666 Watertown, CT 06795 USA +1-203-755-1666 �P1TH OF D WPO AMENDMENT WPO-2019-00013 AIP NO. JOB NO. DELTA AIRPORT MULTIPLE 19040 STORMWATER DRAWN BY: SHEET /� KM B air A��r CONSULTANTS, 1 NC cE. CAM BELL OLTONy3 RE -SUBMITTAL -ADD LIGHTING AND SIGNAGE KMB ECB 1/22/21 S Lic. No.2 WPO RE -SUBMITTAL - RISER REVISIONS KMB ECB 10/15/20 ASSOCla��S • IC�o I/ZZ/ZI W� ECB C22 1 WPOAMENDMENTSUBMITTAL KMB ECB 4/3/20 Charlottesville, VA22902 treet 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 . c o m CHARLOTTESVILLE-ALBEMARLE AIRPORT NONE JANUARY 2021