Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
WPO201900013 Plan - VSMP 2021-07-01
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.conn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j Draper Allen 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 Bg 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. APPROVED by the Albemarle County Community Development Department Date 6/17/21 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) a1 I COVER SHEET 1/22/2021 1/22/2021 1/2212021 AIP NO. JOB NO. MULTIPLE 1 19040 DRAWN BY: SHEET KMB DESIGNED BY: ECB C 1 CHARLOTTESVILLE-ALBEMARLE AIRPORT SCALE: I DATE: 1" = 50' JANUARY 2021 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 CHO F SACS 3935874.430 11495832.171 629.0 CHO H PACS 3938176.324 11496755.954 619.9 X 155 SURVEY CONTROL 1 3936233.278 1 11494982.033 1 631.7 NOTE: INFORMATION OBTAINED FROM WWW.NGS.NOAA.GOV ON APRIL 4, 2019. RUNWAY PROTECTION ZONE 1,000' x 1,750' x 2,500' GATE15 - Z RCFA r 0 A RSA O o Q o N L PART 77 APPROACH SURFACE 1,000' x 16,000' x 50,000' FIRST 10,000' - 50:1 Q LAST 40,000' - 40:1 I N:3935381.4439 E: 11495343.8944 STA 10+00.00, 0.00' RT (BL "R") FAA ` ROF, ♦, I RPZ— RFZ F- v 2 � / I I y / ADSI ASI B SI E F I e i REC R C RUNWAY S. a 3- 1 LIGH I G ND I PART 77 APPROACH SURFACE 1 AIRFIELD ID NCE SIGNS CEMETERY I 1,000' x 4,000' x 10,000' ELECTRICAL PHASE 4- W T 2 2 BORR / I 34�1 SLOPE I VAULT ROTATING WASTE SITE BEACON TEMPORARY I 0 X J CONSTRUCTION SI P�- 155 �w ENTRANCE C %* 7 ROFA D LISH A EM N:3941682.3609 ROFA ' BI 1 GLIDE SLOPE EXI "A" E: 114971. 903.5907 ti DEMOLISH AND REMOVE STA 78+01.00, 0.00' RT (BL "R") RW 3 LOCALIZER QC -PSI RSA RSA RSA 1,000' FAR PART 77 PHASE 4 - WINTER 2022 EXISTING TAXIWAY "E" z5o' `,� � PRIMARY SURFACE PHASE 3 - SPRING 2021 ! ' 30+6W BASELINE-"R" 40+W 50+00 + 90+ — — NW 3-24--(6,801' x 750') — - CONSTRUCT fIIIIIIIIIIIII EXPAND AIR TAXIWAY "A4" 250' H F PSI— RSA CHO H PFAdSE 3 -SPRING 2021 RSA RSA HUI PHASE 2 - FALL 2020 ~ k111111 � LANDMARK GATE 1 0'A HNx c® RECONSTRUCTTAXIWAY XIWAY v LIGHTING AND AIRFIELD 7 ` GUIDANCE SIGNS [23 PHASE 4 - WINTER 2022In II1/I 1 o:-ru""m""""1 �I 11 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. SREBUILDING EX fEf?NOMY 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. w a a W 0 RUNWAY PROTECTION ZONE 0 1,000' x 1,425' x 1,700' ❑ 00 L O �� ❑ LEGEND ,OM-X BENCHMARK LOCATION CSA CONTRACTOR STAGING AREA CONTRACTOR HAUL ROUTE ti ALBEMARLE COUNTY STREAM BUFFER X EXISTING FENCE — — EXISTING GLIDE SLOPE CRITICAL AREA - - - - - - - - - EXISTING LOCALIZER CRITICAL AREA — • • • — • • • — EXISTING PART 77 APPROACH SURFACE — - - EXISTING AIRPORT PROPERTY LINE ROFA 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 �PLTx oF� WPO AMENDMENT (WPO-2019-00013) WPO NO. MULTIPLE JOB 20031 2700 Polo Parkway ��� DELTA AIRPORT �O l��f DRAWN BY: SHEET Midlothian, Virginia 23113 _=_ C) TRACYJ.SAUNDERS a OVERALL PROJECT MAP PJW Lic. No. 031974 DESIGNED BY: C2 2 ADD PHASE 4 PJW RSY 1/22/21 phone: (804) 275-8301 CONSULTANTS, 1 NCB Digitally signed by 1 ADD PHASE 3 PJW RSY 3/30/20 WwW.deltaairport.com w4 Traey J SaundersRSY / TJS° �' Date:2021.02.05u SSloxnt E�Gl 07:55:49-05,00, CHARLOTTESVILLE-ALBEMARL E AIRPORT SCALE:aoo' DpJAN'UARY2021 K NO. REVISIONS BY APP. DATE ® 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) #6971 (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.) — — — /J - r N22°06'16'E 6801.00'(RUNWAYC/L) CONVENTIONAL LOCATION FROM TRAVERSE / /-- 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 — — — — ---- - L �� 622 , 622'5 - __.. ---- 8, --- - _ - _ '------ 622:5--------------$r----_- 1`__1J---1� —. — ---__—--62}9----.------------'---- ---_ --- ___------- ---------- ---- 622-e---------- //--// \ \\ ` // -- _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _620-0_ _ //---- —`'— I /---- -- ---- .---- _---629.6-------------- - VERIFY DEPTH OF EXISTING --- UTILITIES; PROTECT ALL UTILITIES _ TO REMAIN DURING EARTHWORK; / COORDINATE WITH DELTA PLANS' �1-- _-- RETURN GRADE TO - - EXISTING IN AREA RSA ___On SEDIMENT TRAP- _ R�A --- - -- MEA — — _ rDFA _ \�----� _ rOFA___ LIMITS OF DISTURBANCE - - _ - / I. _ _ — �s2o— — — — — TSAR \ - ^9.�iA ��r---- _ / i'`. .,-. -----MA---------------- --------- / I i \ J O � L � T 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 4/3/20 NO. REVISIONS BY APP. DATE zs ODD LOD LOD l� FER TO GRADING & /-- says/RE / DRAINAGE" SHEET PREPARED BY " ....... _... '. // /- DELTA AIRPORT CONSULTANTS,- ��/ -INC. FOR PROPOSED GRADING / RSA RSARo 1?. 14 _ 110 a AIRCRAFT RATED CONCRETE- '-- ------ ------- - - a 18'=CLASS V RCP m DROP INLET WITH 2'X2' GRATE 617 00 I \\ ` cA ` # �\ ` T6F74 -T(T_FA� -T .'_.�. — -, — - Is R _ LOD LOD �r LOD LOD �tBtl\ r . • . ' D LOD L05D 1, L0D LO^- BB / LIMITS OF DISTURBANCE . `--'_-----/---\ -- \v/ J ------- - - - - -- ---------- -- /"-__-61-7.s / RSA RSA RSg RSA AIRCRAFT RATED --- __---- ,-- CONCRETE_M_ANHOLE— °`� r /� ® ` `—CONNECTION TO EXISTING - __=------=- _-- -/ _,-STRUCTURE; -STRUCTURE; CORE STRUCTURE AND ------ 13-/ 183_ CLASS IV RCP -/=_\/ _ Ease -- ALL GAPS AROUND PIPE WITH --- °01--_ -------____ -- ___ _ -- -- ---- -- NONSHRINK GROUT, FLUSH TO THE ----_--' _ --- _ °01 5+00- __-stso- - ae=---- _ - -___-'-=_6+00----s:_ _INSIDE FACE OF THE STRUCTURE. -�' eoT E33 9FA------- _ - - - - _ - _-- - -'--� _- --------=-�eo- 4+OO�ig - - --��y �_ 24"RCP - ---- _ 14------------------- _ ----- _ _ _ — --------- — __ — _---_====-6+77- - 1sa -----rs�----- ----------------- - - ------------------- _ �----6 ---------------------------- _---_ _-------- _-�143--. 6----N" ------ ------------ t.. R s1---------- _ LOD LOD------- _ _ I NOTES: / \ 1. REFER TO "GRADING & DRAINAGE" SHEET PREPARED BY DELTA AIRPORT — \ CONSULTANTS, INC. FOR PROPOSED GRADING. \ 2. STORM PIPES AND STRUCTURES 13 AND 14 TO BE INSTALLED AS ONE OF \ THE FIRST STEPS. REFER TO CONSTRUCTION SEQUENCE ON SHEET 15. \ 3. REFER TO FINAL EROSION AND SEDIMENT CONTROL PLAN FOR FINAL STABILIZATION. 4. SEDIMENT TRAPS SHALL REMAIN IN USE AS LONG AS FEASIBLE. a� � REfd /—�3 ROf+1 NOTE: CONTOURS SHOWN OUTSIDE -- �THE LOD ARE WITHIN AN AREA OF /`------ MILL AND OVERLAY. THIS AREA IS --NOT CONSIDERED DISTURBANCE = -- — — — —FROM A CALCULATION STANDPOINT. /��---------15A--- ------------ — 41J O — TnFA TnFA GRAPHIC SCALE DELTA AIRPORT N�,'CH OF Dr r wry AmtNumtwy� N i �ru-zu�-uuu�) +P Draper Aden U E. CA BOLTON y D RA I N G E PLAN - Associates CONSULTANTS, INC. �� Lt°//ZZ/2195 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 Ftt I ) 1 inch = 501t. AIP NO. MULTIPLE DESIGNED BY: 10 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 SEDIMENT TRAP CALCULATIONS AND DETAILS. 2. EROSION MEASURES SHALL BE INSTALLED AS THE FIRST STEP IN LAND DISTURBANCE AND REMAIN IN PLACE UNTIL ALL UPSTREAM AREAS HAVE BEEN PERMANENTLY STABILIZED OR ARE REPLACED BY OTHER MEASURES; REFER TO CONSTRUCTION SEQUENCE ON THIS SHEET. 3. EROSION AND SEDIMENT CONTROL MINIMUM STANDARDS (MS-1 THROUGH MS-19) SHALL BE FOLLOWED AT ALL TIMES. 4. UTILIZE TEMPORARY SEEDING, MULCHING, AND DUST CONTROL AS NEEDED FOR ALL DISTURBED AREAS. 5. INITIAL PHASE EROSION AND SEDIMENT CONTROL MEASURES TO REMAIN IN PLACE THROUGHOUT CONSTRUCTION. MEASURES TO REMAIN OPERATIONAL FOR AS LONG AS FEASIBLE. 6. ALL CONSTRUCTION TRAFFIC SHALL ENTER AND EXIT THE SITE USING THE APPROVED CONSTRUCTION ENTRANCE. CONTRACTOR TO SWEEP UP ANY SEDIMENT TRACKED OUTSIDE OF THE CONSTRUCTION LIMITS AND DISPOSE OF IN AN APPROVED MANOR. 7. ALL DEMOLITION ITEMS SHALL BE REMOVED FROM THE SITE AND DISPOSED OF PROPERLY; REFER TO DEMOLITION PLAN BY DELTA AIRPORT CONSULTANTS. 54.52.42 RUNWAY 3-21 =0.00EXISTING TAXIWAYE C/L N22V6'16'E 6801.00'IRUNWAYGL) CONVENTIONAL LOCATION FROM TRAVERSE �A ____________ "I3�—/�'//- I _ - - - - - - - - ;215 - - - �!'i 1 �— -------------- $ _— ------------- --------�- /� - 4•/ --- -- L —J — _--- _--62}.9-- -- ----- ----- ---- ---- r / /---\ --- —_ TS --- _ ----- _ e5------------------------------- --- -------- 6------------ /--/�—_\ • // // /� _---_—A--- - - DC - --------szo-o------------------62 \\_ EROSION & SEDIMENT CONTROL LEGEND No. TITLE KEY SYMBOL 3.02 TEMPORARY STONE CONSTRUCTION ENTRANCE CE O ` J <d 3.05 SILT FENCE SF 3.07 STORM DRAIN INLET PROTECTION IP O 3.09 TEMPORARY DIVERSION DIKE DID 3.13 SEDIMENT TRAP S 3.31 TEMPORARY SEEDING TS TS 3.35 MULCHING MU MU 3.39 DUST CONTROL DC DC APPLY WITH IN- \ \ LIMITS AS NEEDED,/- _-// \-------- \� INITIAL PHASE----- \ \a _ /'�"g l / el- \- - - - - - - - s (---- -/- --- "- DRAINAGE AREA TO//-\ \ --/� �/ / /6-------1- \-------^--\ \ /�- ST#1 1.54 ACRES- -- \\ `, \ a / ) / / ° /�--------'-� \ �---/--/ -�� ` INITIAL PHASE - a _---------1---INITIAL PHASE DRAINAGE AREA TO -� /e• , / o/ � DRAINAGE AREA TO ST#3 2.43 ACRES --- I 5 ACRES a�---- __ ?- -\ * 1 ' I- AFTER STORM INLET IS INSTALLED, ------ _ \ \ ', % PLACE FILL AS REQUIRED TO CREATE i a ; RA RSA ----RSA --- SF - _ — RA/ _- �__ ___ -_= BERMW SHOWN. RSA -- -- -- -RSA _I_------ ----- - - - -- - RSA - - -- --- -- - - __I RSA-7.5- ---- // RSA. DOWNSTREAM OF INLET AS --------------- _ _ _ -�-----s,��-- M \ \ : -� #� / / 1 _ �a�- _ - - - - - - �— - - - J- CLEAN WATER -A, _-- Eg \ ; J /�/ 1 4 „��STORM PIPE AND INLET SHALL - .DIVERSION DIKE _-- -/ -� -- ^� \ / / E I d ' I `J j --- IP BE INSTALLED AS THE FIRST DD---- - 13 / -_--/' 1/ LIMITS OF DISTURBANCE-_ / _ '- _ _ - --- p p -- -- -- - _ _ - _----------, _ \ ITEM OF CONSTRUCTION ------ - -- --- ---- --- --,-- \ : ) I � a �\------------------------- ---- _- eoT---'--- _-_-=-==-E'3-3�r�---s�_ E33-_---_-_--- f� TOFA — _ — TOFA _LIMITS OF DISTURBANCE TOFA -- _ rofA rd A ,#2 < - -- _-- - ___-- ---- TeFA----------- -_ --- ---- - -- _-- -- --_��- \ - __-�e-o--------- .991 / rSA _ - — _�ze— — — — — TSAR \ .* \ �, —\ --� —\� —_\ — - - - - _ \�— -- 8'}34----------/ Ira DID -� - ��_ TSA �Q \ 4_ . 4\ rs \�\ \ \\ rsA - CE rsA SF -1_ --r-----.CCs�>�.ec---------------- CM= \ I \ LOD LOD CLOD LOD LOD __ LOD LOD �r LOD L00 �tBp\�� D LOD LOD LOD LOD \ LOD LOD - -LOD ii-00__ ----- \ \-6?1-9 '6' \\ \\6'T \\ ��'\ ��'\ -6%c-s\--\\--- \ 1 1 \ NO-1 �(tOfA I ROFA ROfA - ——ROFA ACCESS TO SITE THROUGH HAUL RO AD; ENTIRE SITE WITHIN ---- -�A-- ----------\ \---------------------/------- ----- /.—.'�_o—— — — — — — — — -SECURED AIRPORT FENCING �s \ / 4 . — 4.;i rn • •b j _ F _ 7 FO _ —� F _ 0 y F F FO L'J — I i. —.. �� - _ - — —� TOFA • ," - FO I-1' i roFA rofT- : . •• irk - ' %.' —:: _,F — ---- \ _ _ k. \ ` /Fr / 10 f .MPLETED — — CO — — a i:. °� < :�' / \GRAPHIC SCALE r, / °..:....:% APRON PROJECT I a. I:. IP SU 25 5 ao 200 .. .• • _ I `A. f•. \ { r.. i �a �I. \ t. } Dom. J� . s.: \ �' /: .•, •. • ..:�.: .a ';:. _ / 1 inch- 50 ft. :=' / / r °:•/�`�_+`� -+•T'' �y=.�,<. I / INITIAL PHASE ESC CONSTRUCTION SEQUENCE I A. INSTALL CONSTRUCTION ENTRANCE AS SHOWN ON THE PLAN. DISTURB THE MINIMUM AREA NEEDED TO INSTALL "C °.. �a}:.'f y = — -°• ,,� \ ':4 ) I \ THE ENTRANCE. ADJUST CONSTRUCTION ENTRANCE AS REQUIRED AS CONSTRUCTION PROGRESSES. At B. INSTALL INLET PROTECTION ON ALL EXISTING INLETS AS SHOWN ON PLANS. �a.� e� ,`•.:y A C. INSTALL DIVERSION DIKES AND IMMEDIATELY SEED AND MULCH TO STABILIZE. \ / I. I I j j j I X / .y �,� \ \ \ D. INSTALL THE PROPOSED STORM INLET AND PIPING. INSTALL INLET PROTECTION ONCE ACTIVE. �.. /-T • l \"' •. . \ \ \ I I \ \ E. CONSTRUCT THE SEDIMENT TRAPS AND INSTALL SILT FENCE AS SHOWN ON THE DOWNHILL SIDE OF THE BERMS. / ' / "' \ I DISTURB THE MINIMUM AREA NEEDED TO INSTALL THE TRAPS. DURING CONSTRUCTION, TEMPORARY DIVERSION \ \ DIKES SHOULD BE INSTALLED JUST UPHILL OF THE TRAP TO DIVERT ALL UPSTREAM RUNOFF AROUND THE / \\\\I I I \ l TRAP (THESE ARE NOT SHOWN IN PLAN VIEW). — — / F.IMMEDIATELY SEED ALL DISTURBED AREAS AROUND THE TRAPS AND THE SLOPES OF THE TRAPS. AFTER THE / F ` / E A HEALTHY STAND OF VEGETATION ESTABLISHE THE TEMPORARY DIVERSION DIKE — — — — . I t'. 41. . f :/. _ — \ .i - f. \w _n { / r — / \ I I I SHALL BE REMOVED. FO I — / — — / — — — — — _ / // �� _ — G. INSTALL ADDITIONAL PERIMETER CONTROL MEASURES AS SHOWN ON THE PLANS OR INSTRUCTED BY THE ////��// — _ / ( I _ \ \ \\\I I I I 1 / — / \ I I / / INSPECTOR/ENGINEER. U_G_E { UGE UGE— — _ �', I / / H. ONCE THE SEDIMENT TRAPS HAVE ESTABLISHED VEGETATION, CLEARING AND GRUBBING OF THE SITE MAY -- II I I I �� I/ / BEGIN. TOPSOIL SHOULD BE STOCKPILED AND SAVED FOR USE DURING FINAL SITE GRADING. CLEARING AND a c GRUBBING ACTIVITIES SHOULD BE PERFORMED AS NEEDED FOR THE NEXT CONSTRUCTION ACTIVITY AND NOT c T ii ^ IIIIIIIIIIIIIIII \\ �C _ III �I \ �/ III///� CROSS ENTIRE SITE T I. BEGIN DEMOLITIONOFITEMSS SHOWN ON THE DELTA PLANS. n / UGE \ ii \ \ I IIIIIIIIIII I © �/ �` p \ — IIII �I I III I/ / / J. PROCEED WITH INITIAL GRADING OF THE SITE. ALL EXCAVATED MATERIAL AND DEBRIS SHALL BE STOCKPILED E / �` N' N. N. N. \ I I IIIIIII I I I — o / ' IIIII I * / I I OR DISPOSED OF IN A LAWFUL MANNER. ALBEMARLE COUNTY IS TO BE NOTIFIED PRIOR TO ANY HAULING TO ` \ \ IIII I AMVEST /�, I � ' `'� `�° �' IIIIII I / IIII/ OR FROM ANY OFFSITE BORROW OR WASTE AREAS. WORRELE III // K. THROUGHOUT CONSTRUCTION ACTIVITIES, APPLY DUST CONTROL MEASURES ACCORDING TO VESCH STD. & SPEC. 3.39. ANY AND ALL MATERIAL OR DEBRIS TRACKED ONTO A ROAD OR RUNWAY SURFACE SHALL BE ,\ \ III IIIIIII — o Q / ii I IIIII II I {III IMMEDIATELY CLEANED THOROUGHLY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING O c I IIIIIII I II p / \ �° I II I III // AND BE TRANSPORTED TO A SEDIMENT CONTROLLED DISPOSAL AREA. G g �\ ^ \ I IIIIIII I l I \d \ L. APPLY TEMPORARY SEEDING AND MULCHING AS NECESSARY. UTILIZE SURFACE ROUGHENING AS NEEDED. L % N I \\\\ \�`-I�� — " \ \ I I IIIIII IIIII — I \ IIIIIjI/ (// N. u-, U_-N. I N. 'D <P. N. N. N. I \\ �\ \��\ \ _ -1 5. / I I I III I PATH of yr WPO AMENDMENT WPO-2019-00013 AIPNO. JOB NO. DELTA AIRPORT MULTIPLE 19040 .p � DRAWN BY: SHEET I)ratr Aden CONSULTANTS, . CAM BELL OLTON INITIAL EROSION &SEDIMENT KMB 3 RE -SUBMITTAL - ADD LIGHTING AND SIGNAGE KMB ECB 1/22/21 S * Lic. No. 051495 CONTROL PLAN TAXIWAY DESIGNED BY: 2 WPO RE -SUBMITTAL - RISER REVISIONS KMB ECB 10/15/20��a6es INC.• �o ECB C4 1 WPO AMENDMENT SUBMITTAL KMB ECB 4/3120 Charlottesville,110 il5VA22902 treet 2700 Polo Parkway # Midlothian, Virginia 231 13 ��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' JANUARY2021 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 N22'00'16^E 6e0100'(RUNWAYCIL) CONVENTIONAL LOCATION FROM TRAVERSE VEGETATION. -----------------' No. TITLE KEY SYMBOL 3.20 ROCK CHECK DAM CD ' 3.30 TOPSOILING TO TO 3.32 PERMENANT SEEDING PS PS 3.35 MULCHING MU MU 3.36 BLANKET MATTING BEM B/M 3.39 DUST CONTROL DC DC .. R 22 , � 67.15 / / ._ - __ .-.T._ .... = __ - -- $ \ _----.----- - --- ----- I-- __-- ---- rr2r6----:"'..'. ---- 62}b--_- -- --- --- _ _-620----------- - -- -- -__--- _ _ FINAL PHASE---- t6i DRAINAGE AREA TO-- / 6 `---------_ :'::::::----- ST#1 1.46 ACRES-- -- \\\ 201 /x / ' / / ----- - FINAL PHASE DRAINAGE AREA TO- -�"� / FINAL PHASE ----- /---�\ \ `` �' I DC I I / ST#2 2.94 ACRES DRAINAGE AREA TO �. T#3 ACRES _ ONCE UPSTREAM AREAS ARE STABILIZED, _ -_---- - - - - - - \TO ` PS 1 / '�� -- --' �\ _ - - `- SEDIMENT TRAP CAN BE REMOVED. GRADE --'- _____// IN DITCH AND INSTALL CHECK DAMS TO _ frl-_----- \ \I I ` I / M U �--/ 1 D " _ - - _ _ - - - _ _ - _ _ _ _ HELP ESTABLISH VEGETATION. ONCE RA RSA _ ----RSA ---- _ RA \ _ 'iat RSA ` i.....-.I z?...: y ''------R-SA_-__- --- RSA a _�rae - SF \ / \ �s� / I ---- VEGETATION IS ESTABLISHED IN DITCH - - - - - - - - - - - - - - - _ _ - - - - - - ����- / APPLY WITHIN 6� CHECK DAMS SHOULDBEREMOVED. - - - B/M I \ /f LIMITS AS NEEDED I I _ _ _ -647$� _— _�•_/ E9 14 _ _ - - -.' - - , �— — •-' -7$' - \ ST I 1 I p EJ I r _ 6 IP / 1 DD ------ 13 -_ \/ LIMITS OF DISTURBANCE -fie-- ' �� I 1 Q I J I I r ------ ____--___ / / DID --- __ _ - - - - --6� -' - _----- - --- -_- --r'" - -_ so--- --------- -- _ - / - - - ---- 1 �� - f: �`I i I� o\ � �\ � 3, ` ^T- - ---- ----------- ---- --- - - - --- eoT---__- _-=---__��=----sl_a_ E33 ---- - _— MFa — — TOFA TOfA_ — �I TOfA \ T Aa .#2---_-- _--------_ B�M --- -- _-- - -- y 6i5.r✓ 6; --`LIMITS OF DISTURBANCE _- - /✓/ j r/ l-\ -� �T �,-. ' . - _ _� - - - - S _ o- �c _ — _== — 24' RCP — TSA I _ _ iSA' ` - IAA _ - e- rsA \T4 ` , Ts' '.'.\ .. .'.'.'..." .....'TSA. - A CD CD SF --- .--TSFL_ _— �.-e--------------- _ CE CD CD �- --- _� �C-------�� - -��- _ _ __ __ ~M - �!- 6� , aP� \-� \ _ `•'nc ''e......'. .\.ter_ _ .. ---- -- -- -------- - - - - ---- --G7 \ --- — \ I \ LOD LOD �� LOD LOD LOD ti—�--LOP � LOD LOD �r LOD LODT • D • ... LOD LOD6'��� L00--- \ \ \_6z'7-9_ ` 1 \\\ \�'y, ���j•� , .vim, .�R\� �65�� 1 ��_-_` OFA ROFA ROFA _ _ _ _ -WA ,A,SEDIMENT TRAPS SHALL / ��6 �- -----_ � u k - - REMAIN IN PLACE AS LONG AS _ = - - - r - - \--'----------' -_/FEASIBLE (TYP ALL THREE) - LSA_- ---------\\ - - - - - ---------------->--rg---------- r TSA - - - -' \ // _ - - - - TSA- - - - - - - - - -- i rn, F �•�. FO -� - FO 0 - FO TOFA _ TOFA TOf�� i pop in f0 � � I O so o zs so ioo zoo . J• — w• - MPLETED - - CO - - / APRON PROJECT I / \ •a•` u1 Cla tP •6 ~J. LL' s , O IN F ET F . 1. ., .... ... I u,. I� \ : , .... .'. .. -.: I I 1 inch = 50 fl. .a�M1 ` I / ESC PHASE 2 CONSTRUCTION SEQUENCE \ \ : i ..,. _ �. • : " , ..-: _,•; '.: �,_ _-:'.�.�.:a;<..:; ;. -. _ .. � \ I / A. MAINTAIN PERIMETER EROSION AND SEDIMENT CONTROL MEASURES AND SEDIMENT TRAPS AS SHOWN ON THE PLANS. EROSION AND SEDIMENT CONTROLS SHALL BE MAINTAINED \ \ \ - / /i, .!%'. °�: ems° •s%',.i° :�•'� -.•-'" `'-°....: �` \ ' f, . -. •' �, � °= '' �.- �_•_.,_.,, , - � :�, ••., \ I \ \ 1 / _ UNTIL SUCH A TIME AS A VEGETATIVE COVER IS ESTABLISHED UPHILL OF THE MEASURES. SEDIMENT TRAPS SHALL BE LEFT IN PLACE UNTIL ALL POSSIBLE UPSTREAM EARTHWORK IS :I`:' •�:. { : ,.:. `,< r=.:. y ....: - _: - N. COMPLETE AND STABILIZED. \ r,. _ \ I I �- ::� .Y .i ;'- •..`; / B. INLET PROTECTION SHALL REMAIN IN PLACE UNTIL PERMANENT STABILIZATION IS REACHED f I:. 1 ( I I 1 UPHILL OF THE MEASURE. r° I f(•� -- �>^ .° \ ,. \ 1 \ 1 C. SEDIMENT TRAPS SHALL REMAIN OPERATIONAL FOR AS LONG AS CONSTRUCTION ALLOWS. \ \ \. 1 1 / THROUGHOUT CONSTRUCTION, UTILIZE DIVERSION DIKES AND TEMPORARY CHANNELS TO MAINTAIN THE SAME APPROXIMATE AREA DRAINING TO EACH TRAP. ONLY REMOVE WITH APPROVAL OF INSPECTOR. I \ ` / D. INSTALL ALL ADDITIONAL MEASURES SHOWN ON THE PLANS AND AS DEEMED NECESSARY \�1 I I / THROUGH INSPECTIONS BY THE RLD, COUNTY OR ENGINEER. _ \ -a: • } '°a/' - I I ( / / F. PROCEED WITH TAXIWAY INSTALLATION AND FINAL GRADING. -62 o - - / - - - - - - - _ - - - - / //////� = J // l I \ \ \ \ �I�I ^ I I i / - / I I / / ' - G. APPLY PERMANENT SEEDING, TOPSOIL AND STRAW MULCHING TO ALL DISTURBED AREA, / / r - OUTSIDE OF THE HARDSCAPE. OGE HUGE- - J�• _ ° \ I 1 I �� I/ / // / /// / `� - : H. REMOVE SEDIMENT TRAPS ONLY AFTER UPSTREAM AREAS ARE STABILIZED. ONLY REMOVE N. I IIIIIII 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 IIIIIIIII11I I Q / ' ®`� \ ` - - IIII o / I llI // / //// // // /j / NORTH OF THE RELOCATED TAXIWAY TO ASSIST WITH ESTABLISHING VEGETATION WITHIN III THIS CHANNEL. INSTALL BLANKET MATTING AS REQUIRE TO ESTABLISH VEGETATION. N' W \ I I IIIIIII I I I \ o IIIII I * / I I / / / / / J. ALL STORMWATER PIPES AND STRUCTURES SHALL BE CLEANED OF ALL SEDIMENT BUILD UP. �� °' ' \ \ IIIII I1111j Q p ° \\ ill IIIII} I I AM VEST- / III/////// // // //j K.ONCE THE SITE IS STABILIZED, AND WITH APPROVAL OF THE INSPECTOR, REMOVE ALL s GEC—�P 1 III IIIIIII 1 I IIII III _ WORRELL I I ///// / / / / II // REMAINING EROSION AND SEDIMENT CONTROL MEASURES. Ll TH OF G WPO AMENDMENT WPO-2019-00013 AIP NO. JOB NO. DELTA AIRPORT MULTIPLE 19040 ET r+P DRAWN BY: SHEET Draer Mien CONSULTANTS, 1 NC• v E. CAM BELL HOLTONFINAL EROSION & SEDIMENT KMB 3 RE -SUBMITTAL -ADD LIGHTING ANDSIGNAGE KMB ECB 1/22/21 S..Associatesw� 2 WPO RE -SUBMITTAL -RISER REVISIONS KMB ECB 10/15/20 p� ECB 1/ZZ/Zl $W C 5 1 WPOAMENDMENTSUBMITTAL KMB ECB 4/3/20 Charlottesville, svo1nStreet 22902 2700 Polo Parkway 4 Midlothian, Virginia 23113 �sSIONAL �� SCALE: DATE: NO. REVISIONS BY APP. DATE 434-295-0700 www.daa.com phone: (804) 275-8301 w w w . d e I t a i r p o r t . c o m CHARLOTTESVILLE-ALBEMARLE AIRPORT 1" = 50' JANUARY 2021 2+0 32 50 33+00 33+50 34 00 34+50 35+00 35 50 6*9 _ 36+50 _ 37 RUNWAY 3-21 (BL "RW") 00 37+50 38+00 38 5 39+00 39+50 40 00 40+50 SHEET INDEX /�- /-----'-�-' --------�--- - ----------------------- LEGEND \ / / / _ - - - _ - - - _ - - / - ❑ EXISTING DROP INLET EXISTING FLARED END SECTION 0`R ' / / / / - - 150' RT � EXISTING ENDWALUHEADWALUWINGWALL EXISTING STORM MANHOLE - - - - - - - - _ - _ �, \ J V S� EXISTING SANITARY MANHOLE 000 EXISTING UNDERDRAIN CLEANOUT - ' ' - -- - - -- - LU EXISTING AIRFIELD GUIDANCE SIGN LU OO O EXISTING RUNWAY LIGHT 04 9 EXISTING TAXIWAY LIGHT LLJ Z v EXISTING ROADWAY SIGN PROPOSED INLET PROTECTION EXISTING STORM DRAIN _ / V EXISTING EDGE DRAINIUNDERDRAIN PROPOSED SILT SOCK - RSA RSA - - - - SA - - RSA RSA_ - -S$ -LOD- LIMITS OF DISTURBANCE R A RSA RSA / RSA - - RfA _ - - - \ / / I \ / - - - - - - / - - ROFA EXISTING RUNWAY OBJECT FREE AREA / / Q / / - _ / / / _ - _ - _ - - - - RSA- EXISTING RUNWAY SAFETY AREA TOFA EXISTING TAXIWAY OBJECT FREE AREA ' LOD-- L0� -TSA- EXISTING TAXIWAY SAFETY AREA I �� �- -_ - --� _LOD \ v J / I ' ' / - - - -LOD- -LOD- -LOD- / - - i / + U EXISTING UTILITY LINES 300'RT (E w / --�-- / _ -- - / / 3OO' / - -LOD PROPOSED ITEM T-904 SODDING - LOD- / f xw ���- LOD- __ i61 .6\8 / w a -- 617 1T-LOD---LOD �1 - - --- _T -- _/OD 62�3623.09 22.72 tSA ` / \ / / \ \ \ \ s 622.32 \ 622.D1 \ \ T5 621.67 \ SSA r A + + + +SA 618 TSA 618.15 618.0876180716 / / \ 621.3 62� 9� 620.57 0 8 619.82 619.47 619.36 15 25_ - 1W U2- 618.59 618.52 618.48 618.44 618.37 618.26 / 2 .98 + 623.66 ` \ 41 �.' 01 \ - - 2� \ 6 %AD911 T EXISTING ELECTRICAL HANDHOLE - - - - / -- - -- - - - - - - - - 624 +� 23.02 63 \ TO i3f2ADE ENO SEPARATE PAY ITEM) +622.33 21 98 \\ 71 +618.61 + + + 1. 4 + 21.27 + 2 2 2 +62 + 1 2 + 1 + 1 +619.40 +619.16 18.93 +618.88 +618.84 +618.79 +618.72 1 5 +618.44 .4 * \ \ \ \y 8' (TYP) 21\ ROFA R / ROFA / / ROFA -R FA ROFA ROFA 7FA RgFA REGRADE TAXI)NAY SHOULDER. SEE- TAXIWAY "A" ROFA - - _ \ 01 / "TAXIWAY "A' TOPICAL SHOULDER [�ETAIL / 450' RT - - - - - / / / / / - - - J 450' RT /- / - TSA _ -_ - TSA= - = ' ` TSA _ - - = TSA - - - TSA T NOTES -_ - = SA - - - - - - - - UA - TSA I TSA 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 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. 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. ALTH of t- WPO AMENDMENT WPO-2019-00013 MULTIPLE 20031 ��� 2700 Polo Parkway DELTA AIRPORT �� j��f� Midlothian, Virginia 231 13 ° TRACYJ.SAUNDERS y phone: (804) 275-8301 Lic. No. 031974 unders C'ONSVLTAN�S INC. Tracy J Digitally signed by EROSION & SEDIMENT CONTROL PLAN -PAVEMENT REMOVAL DRAWN BY: PJW SHEET C6 DESIGNED BY: RSY / TJS www.deItaair ort.com °A �ww Date: 202102.05 p , �SSIONAL E�Gl 07:55:56-05'00' CHARLOTTESVILLE-ALBEMARLE AIRPORT SCALE: DATE: NO. REVISIONS BY APP. DATE RY 2021 41+00 \ 41 50 42+00 42+5 43 00 43+50 44+00 44 50�, 45+00 45+50 46 - + RUNWAY 3-21 "RW") 00 46+50 47+00 47 50 48+00 48+50 49 00 49+50 (EIL / ' ----- ---- SHEET INDEX __ _ I 0C___7f 0 ------_� ------ LEGEND ----------� -�__-----� _��''--� --.,- - _-_---,---- ---------------- -----__ _ � _-_ - ----- ___---- EXISTING DROP INLET - ' \ / / / \ EXISTING FLARED END SECTION 150' RT / - / 150' RT EXISTING ENDWALUHEADWALUWINGWALL 00 Q EXISTING STORM MANHOLE EXISTING SANITARY MANHOLE \ ✓ \ -� ' / / EXISTING UNDERDRAIN CLEANOUT W / --� / / 000 \ LU W �- - / / / W EXISTING AIRFIELD GUIDANCE SIGN 0 O EXISTING RUNWAY LIGHT W -' .__. \ J - i - W 04 9 EXISTING TAXIWAY LIGHT J / 1 Z v EXISTING ROADWAY SIGN _- - - - / v - / - _ ® PROPOSED INLET PROTECTION 1_Tr� EXISTING STORM DRAIN Q INSTAL NCLT PROTECTION AS - - - - - INSTALL INLET PROTECTION AS - - / Q -�-- EXISTING EDGE DRAIN/UNDERDRAIN ORDER D BY THE ENGINEER - - _ - - r - ORDERED BY THE ENGINEER _ - - (TYP) \ / (TYP) _ - - _ -S$ PROPOSED SILT SOCK J -R5 4 RSA RSA RSA RSA RSA - RSA - -LOD- LIMITS OF DISTURBANCE _PS4 RSA RSA RSA / - --' - - 1 / J / l _ � _ - J � � -� / -C � - - - ROFA EXISTING RUNWAY OBJECT FREE AREA INSTALL SILT SOCK (SEDIMENT RETENTIO"OLL) \ / ' - -- - - \ - - - - - - - - - - - - - - ILO Z - AS ORDERED BY THE ENGINEER (TYP) - /' / - - - / RSA- EXISTING RUNWAY SAFETY AREA Off - - t08 - OD- - -LOD- - -LOD- - -LOD-_ -INSTALL SILT - -LOD- SOCK (SEDIMENT RETENTION ROLL) TOFA EXISTING TAXIWAY OBJECT FREE AREA -�--tOD= 30" RCP _ 1 ` / - - \ - _ - - - - 3R' RCP_ - - -LOB _ -LODE ASORDERE _ - \ BY THE ENGINEER (TYP) S L (O TSA EXISTING TAXIWAY SAFETY AREA AEEL S ,\7 ` \ ❑ O// J U EXISTING UTILITY LINES , RT `S - - - - �' \ -LOD- - -L D- - f-LOD- - -LOD- - -LOD- - -LOD- O -SS SS�� i - - - / - / ( / 300' RRR� \ + PROPOSED ITEM T-904 SODDING \ 5 _ \ - - ^ / INSTALL SILT SOCK (SEDIMENT RETENTION ROLL) - - - 0 - \<O 621/ �S ORDERED BY THE ENGINEER ( P) / - O\ f ADJUST EXISTING ELECTRICAL-HANQHdLIE i ADJUST EXISTING ELECTRICAL HANDHOLEKLOD- TO GRADE (NO SE ARAI€ PLAY ITEM) 1 _ ` TO GRADE (NO SEPARATE PAY ITEM) ( 618.77� �W_8.67 618.52 // 618.55 618.62 618 fit 618.62 618.55 44.77 6A9 619.61 619.8 619.9 620.13 620.35 620.54 620.60 rsA T'N 618.95 619.24 �q1 3 619.50 618.48 618.60 ° 619.63 619T�� + 619.70 619.55 + 619.40 rsA 619.26 619.11 99 +S618 88 \ rsA T 618.98 619.19 + 619.40 +, SA i rsA 618.22 - 6".36 ti 619 - 1 _ -� \� � 6'L�' /-� �\-� - r ✓\ Jam_--- + 1 + 6 1�1 + + + + + + + + + i i �6 :619.03 + + + + + 618.91 + 618.9 18.98 + + � 619.97% + + + + 620.16 + 620.30 J '�'620.96 + 62649 + 620.70 + 62 . '4 �. " 620 .-� ,�" µme" 4:9.5:F54 ", .� . (."". TAXIWAY A 1 ROFA R ROfA ROFA ��,� R(i, PC, ROFA FA ROFA ROFA REGRADE TAXIWAY SHOULDER. SEE - - - - - - REGRA DE TA)CIWAY SHOULDER. SEE - 6 "TAXIWAY "A" TYPICAL SHOULDER"TAXI Y "A . fyPICAL SHOULDER - SRADLNG"DEFAIE- - - - - - - - - o GRADING" DETAIL - n f ( 1 L 450' RT 450' RT TSA - - -----_.TSA--------- TSA - TSA ________________ ---------------___ram _______________ _ _ _ _ ----- _________ TSA-------------------- TSA-- -TS'1f TSA NOTES TSA ------- - TSA ______-__ - ______-________ ------------ ____ti----------________ _____ -------- TSA _____________-_________ 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 EXISTING ELECTRICAL FIXTURES, PAVEMENT REMOVAL LIMITS, TOFA I TOFA TOFA TOFA TOFA ETC. TOFA TOFA TOFA 3. REFER TO "ELECTRICAL LAYOUT" SHEETS FOR LOCATION AND I DIMENSION OF PROPOSED ELECTRICAL ITEMS. I 4. INSTALL SOIL STABILIZATION MAT ALONG NEW TAXIWAY A SHOULDER GRADING AS ORDERED BY THE ENGINEER (NOT SHOWN FOR CLARITY). I 5. CONTRACTOR SHALL SURVEY EXISTING TOPOGRAPHY ALONG I d TAXIWAY A PRIOR TO PAVEMENT REMOVAL OPERATIONS TO I C) I 0' °' CONFIRM EXISTING CONDITIONS. ANY DISCREPANCIES SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY. I � I I I I I I I I I I 30 0 30 60 600' RT 600' RT SCALE: 1"=30' FEET 41 50 43 00 44+50 46 00 47+50 49 00 JOB NO. WPO AMENDMENT WPO-2019-00013 MULTIPLE 20031 2700 Polo ParkwayDELTA AIRP RT ��f� Midlothian, Virginia 23113 S y%phone: (804) 275-8301 C'ONSVL TANS INC. racylJSau a ers ED EROSION & SEDIMENT CONTROL PLAN -PAVEMENT REMOVALwww.deItaair DRAWN BY: PJW SHEET C 1pAz DESIGNED BY: RSY / TJS ort.com � Date:202102.05 , 07:56:03-05'00' CHARLOTTESVILLE-ALBEMARLE AIRPORT SCALE: DATE: DpJANUARY NO. 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 56+59 — RUN-WAY-341 "RW") / (BL _ _ SHEET INDEX — \ Y _� —__-- // —,__— / _ _ , — LEGEND -- \\ / / // �-� ��� ❑ EXISTING DROP INLET /--------"— f — _ / — / EXISTING FLARED END SECTION 150'RT -- ✓— � \ _^ / — —.— --/ 150'RT EXISTING ENDWALUHEADWALUWINGWALL O EXISTING STORM MANHOLE U / / SQ EXISTING SANITARY MANHOLE 0co EXISTING UNDERDRAIN CLEANOUT � 1 ^ � � \ \\ W � — � �� EXISTING AIRFIELD GUIDANCE SIGN Cf) coW / / / L — / \ _ I — — _ _ — — — — — — O O EXISTING RUNWAY LIGHT J \\ • EXISTING TAXIWAY LIGHT z � / � I EXISTING ROADWAY SIGN /, i 1 \ \ / ( / NOTE: EXISTING TOPOGRAPHY DOES NOT INCLUDE THE DEMOLISH TAXIWAY ® PROPOSED INLET PROTECTION "E" / CONSTRUCT TAXIWAY "A4" PROJECT — INSTALL TIV �T PROTECTION GRADING EXISTING STORM DRAIN ® Q AS ORDER D BY THE EXISTING EDGE DRAIN UNDERDRAIN ENGINEER I —$$ PROPOSED SILT SOCK / RSA RSA — — 1 RSA RSA RSA RSA RSA RSA _ ^ RSA —LOD- LIMITS OF DISTURBANCE 5 _ _ _ ROFA EXISTING RUNWAY OBJECT FREE AREA / — RSA— EXISTING RUNWAY SAFETY AREA TOFA EXISTING TAXIWAY OBJECT FREE AREA TSA EXISTING TAXIWAY SAFETY AREA \ n (/ EXISTING UTILITY LINES -00=RT — — — — I — — �30II' RT _ — \ — — — — — — — — PROPOSED ITEM T-904 SODDING — — Z —LODE LOD— \ — —LOD— — —LOD— — \ —LOD co 1> l TSA \ 620.74 620.72\ TSA \ 620.66 620.54 620.45 \ +SA F TSA O TSA TSA / Ile TSA TSA \ \ \ _ _ \ aL02 \ / + 621.10 + 621.07 620.89 +620.81 � �0 \ 8 (TYP) — _ — — \ \ \ \ \ \ \ \ \ TAXIWAY A \ \ \ R ROFA ROFA ROFA R FA ROFA ROFA ROFA ROFA fA REGRADE TAXI AY SHOULDER. SEE / "TAXIWAY "A" TYPICAL SHOULDER — GRADING" DETA L 1,— / 450'RT —// /—� / /�/ 450'RT TSA TSATSA J 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 TOFA EXISTING ELECTRICAL FIXTURES, PAVEMENT REMOVAL LIMITS, 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). Q 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 1 53+50 55 00 56 50 58 00 JOB NO. WPO AMENDMENT WPO-2019-00013 �� MULTIPLE 20031 2700 Polo ParkwayDELTA AIRP RT��f� Midlothian, Virginia 23113 yphone: (804) 275-8301 C'ONSVLTANS INC. racylJSau a ers ED EROSION &SEDIMENT CONTROL PLAN -PAVEMENT REMOVALwww.deItaair DRAWN BY: PJW SHEET DESIGNED BY: RSY / TJSC$ p ort.com � Date:202102.05 , 07:56:12-05'00' CHARLOTTESVILLE-ALBEMARLE AIRPORT SCALE: DATE: DpJANUARY NO. REVISIONS BY APP. DATE 2021 DI D D i 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. �PSTH of v WPO AMENDMENT WPO-2019-00013 AIP NO. JOB NO. f, DELTA AIRPORT � � MULTIPLE 19040 frP EROSION &SEDIMENT DRAWN BY: KMB SHEET Draper Aden CONSULTANTS . CAM BELL BOLTON y 3 RE -SUBMITTAL -ADD LIGHTING AND SIGNAGE KMB ECB 1/22/21 Lic. No. 051495 CONTROL NOTES DESIGNED BY: Associates INC.• 'A ECB w� 2 WPO RE -SUBMITTAL - RISER REVISIONS KMB ECB 10/15/20 0� C9 1 WPOAMENDMENTSUBMITTAL KMB ECB 4/3/20 Charlottesville, nSree2902 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 l t a i r p o r t. c o m CHARLOTTESVILLE-ALBEMARLE AIRPORT NONe JANUARY 2021 V V D D D i 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. �PSTH of v WPO AMENDMENT WPO-2019-00013 AIP NO. JOB NO. f, DELTA AIRPORT � � MULTIPLE 19040 frP EROSION &SEDIMENT DRAWN BY: KMB SHEET Draper Aden CONSULTANTS . CAM BELL BOLTON y 3 RE -SUBMITTAL -ADD LIGHTING AND SIGNAGE KMB ECB 1/22/21 Lic. No. 051495 CONTROL NOTES DESIGNED BY: Associates INC.• 'A ECB w� 2 WPO RE -SUBMITTAL - RISER REVISIONS KMB ECB 10/15/20 0� `''� 0 1 WPOAMENDMENTSUBMITTAL KMB ECB 4/3/20 Charlottesville, nSree2902 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 l t a i r p o r t. c o m CHARLOTTESVILLE-ALBEMARLE AIRPORT NONe JANUARY 2021 3 70' MIN. EXISTING A 3' 5:1 PAVEMENT FILTER 6" MIN. MOUNTABLE BERM EXISTING CLOTH (OPTIONAL) GROUND SIDE ELEVATION 70' MIN. WASHRACK 10' MIN. B (OPTIONAL) I_II- 12' MIN.* 10' MIN. EXISTING PAVEMENT VDOT #1 B COARSE POSITIVE DRAINAGE 10' MIN. AGGREGATE TO SEDIMENT * MUST EXTEND FULL WIDTH TRAPPING DEVICE OF INGRESS AND EGRESS PLAN VIEW OPERATION 12' MIN.* 3" MIN. SECTION A —A 3" MIN. FILTER CLOTH E 6'-7" CONCRETE 3.02 CONSTRUCTION ENTRANCE WITH OPTIONAL WASHRACK NOT TO SCALE N7114111"In� 1 DROP INLET WITH GRATE FRAME —� GATHER EXCESS AT —�� CORNERS PERSPECTIVE VIEWS TAIL 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 C1'I NOT TO SCALE 18" MIN.} GRAVEL (12"MIN. DEPTH)* RUNOFF WATER WITH SEDIMENT 4, o —IIIII hill_ SEDIMENT =- 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 4.5' MIN. 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 CEREALS) FEB. 16—APR. 30 ANNUAL RYEGRASS (LOLIUM MULTI—FLORUM) MAY 1—AUG. 31 GERMAN MILLET (SEfARIA ITALICA) TEMPORARY SEEDING NOT TO SCALE RATE (LBS./ACRE) 50-100 60-100 50-100 2016 ROAD & BRIDGE STANDARDS C-15 E NOTES 3 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 SHALL NOT BE USED IN STREAMS. �2'MIN. ^ 9A 3. SEDIMENT TUBES USED IN SLOPE APPLICATIONS MAY REMAIN IN OVERLAP PLACE TO BIODEGRADE. COMPOST FILTER SOCKS SHOULD BE w REMOVED FROM SLOPES AFTER STABILIZATION 15 COMPLETE. of THIS MAY BE ACCOMPLISHED BY CUTTING THE SOCK OPEN AND Z� SPREADING THE FILL MATERIAL ON THE SITE. ALL NON -BIODEGRADABLE 3 o ¢ MATERIAL AND STAKES SHALL BE REMOVED. ao w 4. ONLY SSR PRODUCTS LISTED ON THE APPROVED PRODUCTS LIST �w MAY BE USED. �z 5. SEDIMENT RETENTION ROLLS (SRR> USED FOR SLOPE APPLICATIONS NU WILL BE PAID IN ACCORDANCE WITH 603. SEDIMENT RETENTION ROLL 6. PAYMENT SHALL INCLUDE ALL MATERIALS AND LABOR NECESSARY MIN. DIAMETER 18" 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' P4 WOOD STAKE Oly� 1.5" X 1.5" MIN. 24" MIN. (TYP.) SEDIMENT RETENTION ROLL MIN. DIAMETER 18" F InI oil, � II 24" MIN. (TYP.) WOOD STAKE 1.5" X 1.5" MIN. SEDIMENT RETENTION ROLLS SHALL V BE EMBEDDED ONE THIRD THE SSR DIAMETER EXCEPT WHEN PLACED OVER STANDARD EC-2 OR EC-3. SECTION A -A SECTION B-B REFERENCE I SEDIMENT RETENTION ROLL ` "' ROAD AND BRIDGE STANDARDS 304 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 .� J � l/,�r DRAWN BY: SHEET Draper Aden j 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 Wa CONTROL DETAILS DESIGNED BY: 2 WPO RE -SUBMITTAL - RISER REVISIONS KMB ECB 10/15/20 p� 2212% �W ECB C 11 1 WPO AMENDMENT SUBMITTAL KMB ECB 4/3/20 Charlottesville, onStreet 2 2700 Polo Parkway # Midlothian, Virginia 23113 �SSIONAL 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. co m CHARLOTTESVILLE-ALBEMARLE AIRPORT NONE JANUARY 2021 DI _RSA RSA \\ RSA I RSA \ 1 I I I \\6T;�'\ ` PROTECT UTILITIES \ -- ` - TO REMAIN SF RJR \ 1 \ R\ \ / �-6T6 TOP OF BERM: 618.0' 13 ♦I I I ��- TOP OF WET 1 I STORAGE: 615.5' ---/� / 37.4 30.7 / ----- SF / - TOFA i TO 6FA / 1 617 DID 618 //�✓// Required Size of Sediment Trap #1 *Max. Drainage area: 1.539 Acres Wet Vol. Req'd: 103 C.Y. Dry Vol. Req'd: 103 C.Y. Total Vol. Req'd: 206 C.Y. *PHASE 1 AND 2 SEDIMENT TRAP #1 ill = 10' Actual Volume of Sediment Trap #1 elevation area (S.F.) Vol. (C.F.) Vol. (C.Y.) Note 618.0 3125 8911 330 Top Berm 617.0 2457 6120 227 Top Dry El. 616.0 1642 4070 151 615.5 1525 3278 121 Top Wet El. 615.01 14121 25441 94 614.01 12711 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' M 9' xx 121 CY YY 105 CY i FLOW \\l\1`�fri/FLOW FLOW��l ���rri\\,\\ FLOW STORM WATER WITH LARGER PARTICLES SEDIMENT -LADEN RUNOFF REMOVED AS REQUIRED DEPTH BELOW TOP OF INLET MIN. 1' - MAX. 2 ^I II IIIIIIIIIIIIIIIII MAX SLOPE 2:1-/ WEEP HOLES FOR DEWATERING. rpLF LARGER PARTICLES SETTLE OUT 2C12 EXCAVATED DROP INLET SEDIMENT TRAP NOT TO SCALE 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 Draper Aden Associates 110 Avon Street Charlottesville, VA 22902 434-295-0700 www.daa.com r � j /----618 -% TSA RSA RSF RSA / I 11 -- -- 17-616 615---- -- `-- ----------------- I 1 I TOP OF BERM:618.0' II ___ TOP OF INLET/WET I j STORAGE:616.75' 16 1 I-----617" - 1\ i //42.0 61 ' 68.0 TOFA`, I �\ T%FA'� ------lBFA----- I I � I00 � - - - 615,616 \ rSA� \ TSA TSA Ol " ----- _ \ R_ EEMEJkOD -LOD -LOD -LOD mmim�m LOD - LOD LOD - LOD ==MEN -QD - LOD - LOD `� Required Size of Sediment Trap #2 *Max. Drainage area: 2.944 lAcres Wet Vol. Req'd: 197 IC.Y. Dry Vol. Req'd: 197 1 C.Y. Total Vol. Req'd: 394 Icy. *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.) 7 N N � ?7 COARSE AGGREGATE** ELEV. B WET VOLUME 67 CY PER AC. ELEV. B ORIGINAL GROUND WET VOLUME (XX C.Y.) CLASS I RIPRAP ELEV. C NOTE: CLEANOUT AT ELEV. E CROSS SECTION OF OUTLET tS_1 TEMPORARY SEDIMENT TRAP NOT TO SCALE DELTA AIRPORT CONSULTANTS, INC. 2700 Polo Parkway # Midlothian, Virginia 23113 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 (L) N/A XX 206 CY YY 301 CY CLASS I RIPRAP - FILTER CLOTH COARSE AGGREGATE** 7 TOFA - - - - - - - - - 14 ---- - ---------------- / 18.9 -----614-- --r- -- TSA Mh W, IMWPK��Jam_ �� m�mjw�- �= 61.4 - 1 __ TOP -�� STORAGE: 613.0' TOP OF BERM: 615.5' -------------------------------------------- 615---------- - Required Size of Sediment Trap #3 *Max. Drainage area: 2.426 Acres Wet Vol. Req'd: 163 C.Y. Dry Vol. Req'd: 163 JC.Y. Total Vol. Req'd: 325 C.Y. *PHASE 1 (L)= LENGTH (IN FEET) 6 x DRAINAGE AREA IN ACRES DIVERSION DIKE (BERM) ////////`j%/// - /// EXCAVATED AREA ** COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5. SOURCE. VA. DSWC, PLATE 3.13-2 OUTLET (PERSPECTIVE VIEW 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 15621 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 wr nvivr�/ (DOWNSTREAM VIEW) VDOT #1 COARSE FLOW AGGREGATE CLASS I RIPRAP 1 1' 2-10 ACRES OF DRAINAGE AREA ROCK CHECK DAM NOT TO SCALE `TH'0F v WPO AMENDMENT (WPO-2019-00013) -'MULTIPLE 19040 r CAMPBELi OLTONy EROSION &SEDIMENT DRAWN BY: SHEET KMB Lde. No. 01495 CONTROL DETAILS DESIGNED BY: ECB �w C 12 SSIONAL CHARLOTTESVILLE-ALBEMARLE AIRPORT SCALE: DATE: AS SHOWN JANUARY 2021 i 1I 0 u AIRCRAFT RATED MANHOLE FRAME AND COVER REINFORCEMENT AS REQUIRED (TYP.) Ir MANHOLE STEPS TO BE SET IN LINE AND CAST IN PLACE I- Z X d � N p w x i IS-1 SHAPING a F� 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. 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 (@3 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.) 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 O-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. q1 AIRCRAFT RATED PRECAST STORM INLET 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 EXISTING 6"0 WATER QUALITY ORIFICE; TO BE PLUGGED TOPSOIL OR PAVEMENT (SEE PLANS) NEW 2"0 WATER QUALITY ORIFICE; 0 INVERT: 544.57' REMOVE AND RESET EXISTING TOP OF STRUCTURE TO ELEVATION �__7- 5' 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' XISTING TOP OF STRUCTURE: 549.00' EXISTING BASIN OUTLET STRUCTURE WITH VDOT DI-7 TYPE III GRATE l J 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. 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.) •b CAREFULLY COMPACTED VDOT #21A OR #21B AGGREGATE BEDDING 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 (jC3C1' NOT TO SCALE SI GRATE; 555.89 NOTE: FINAL INVERTS UPDATED PER ASBUILT SURVEY GRATE: 550.06' EXISTING 6"0 WATER QUALITY ORIFICE (TO f REMAIN); INVERT 544.96' CURRENT TOP OF STRUCTURE: 550.17'-550.23' 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 SECTION B-B ELEVATION OF TREATMENT AT MANHOLES MID POINT OF SHAPE TO LARGEST PIPE CONTOUR OF PIPE NOTES: 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 �PSTH of v WPO AMENDMENT WPO-2019-00013 AIP NO. JOB NO. DELTA AIRPORT MULTIPLE 19040 frP � � DRAWN BY: SHEET 2 KMB Draper Aden CONSULTANTS - E. CAM BELL BOLTON y 3 RE -SUBMITTAL -ADD LIGHTING AND SIGNAGE KMB ECB 1/22/21 o Lic. No. 051495 � DRAINAGE DETAILS DESIGNED BY: Associates INC.• 'A w� ECB 2 WPO RE -SUBMITTAL - RISER REVISIONS KMB ECB 10/15/20 of ��Z2�2� �� C 13 1 WPO AMENDMENT SUBMITTAL KMB ECB 4/3120 Charlottesville,VA22902 treet 2700 Polo Parkway Midlothian, Virginia 231 13 �SSIONAL ��SCALE: DATE: NO. REVISIONS sY APP. DATE aa4-z9s-o�oo 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 RUNWAY 3-21 (6,001' X 150') p II 0 II �� II �I III 80—I I C \ - ACREAGE DESCRIPTION AREA NO. 1F 2 2 GRASS, GOOD CONDITION 23.74 6.16 (6%+) (CN: 61) GRASS, GOOD CONDITION (2-6/0) (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 _0-- ___0• O_ 0• --- — TW 'A / ROFA %� Rp --/—����\\\��—\\�\-- \- \�,_—\'\����\�-�—�lJ°��\I l //,��/1\�/\_l �/\ �1 � �\� ��I/\/\T,�_/\/�,�l\//',./I l/ .—// . /s�_� \\/\�#-; \ \1I \ \I �\ --1\; I\ 1° \- \ \°\I \\ - I\ 1\ \R- \\ ° ��A\r\I \\1 1 I \ v( '� ,�� /��L//\��•'—�-`' — � //)— // /J/�_-J®���, \lII ����J11�/'_ ) �� I°/i;' =o \^ro -°" /\ g/'a-\ —\/ r /— 1 -\�/_�/ _ �o\ __\I�'f R,A— O_ F_A R-\(_O—/�.te,\ \F/�l 1eA - - - - - - - - - - - AREA\NO. 1 J �+1\ ^ ��=`�\�_ ;' �i\l\�\ (—.�_: r�J a. /I®/%.I/ % _ ,# %=/�1/_/N 1 _v ,�1_Io _l ;\�__�/v\� — \=\\/, \,/\ / /. /_ \\\;_ ��_ )\ _ /�� \/k;1_��\\\—l—�'_\I�'� `>i\�(� +_%� IJ>(\I\__ sI �'a— I1 ,1 \' /\�\ I ��I \I/(/I`I�1�\ III\�, I+I�I\�I\I�I�I\;�IIIII\IIIII-\II ,GI\III I'�I1�. II_ 1� I \III \I/� \\I1L /\/; II lI I - I , l\I�`I -►\\ '';�'I�/I —I I�.j /0 0 li// I656 -- o 0 0 T-HANGARS 00000 PRFF FACILITY SMITH/ -CONTROL TOWER MAINTENANCE \ TERMINAL BUILDING ORREL LANDMARK — — _ OFFICES & p ° 0#0\01 — nfiob0000#AVIATION IIII`0IIl ® T-HANGARS /G, as ff uj MOM J, 0�6"RCP �151PV / _ \/II/ /\_I/lII m /✓ \s//�_/ � \7/ \° o IIIIb /, C, Ill s ,' 94B KON_------o/ 40 l�o_\ „�94B 400' 116,BASIN #s IIl I11II / l t \ — Wig ///iff/k IA f—/ I \ � ti\ 1— � 94C/l l _ 1 a�oYT�E60s�-`DkKk�ERSOl�A R\b_\\_ BQ 1 ' LEGEND 94B ` 0- ESIGN ` \ Q POINT #2/ ' , 00 47C ` 47D Soo 94B 3 RE -SUBMITTAL - ADD LIGHTING AND SIGNAGE KMB I ECB 1 1/22/21 ° 2 WPO RE -SUBMITTAL - RISER REVISIONS KMB ECB 10/15/20 D '= 1 WPO AMENDMENT SUBMITTAL KMB ECB 4/3/20 NO. REVISIONS BY APP. DATE 1 1 Draper Aden Associates 110 Avon Street Charlottesville, VA 22902 434-295-0700 www.daa.com AREA NO. 65C DELTA AIRPORT CONSULTANTS, INC. 2700 Polo Parkway • Midlothian, Virginia 23113 phone: (804) 275-8301 # www.deltairport.com 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 WEDOWEE SANDY LOAM, 7 TO 15% SLOPES, GROUP B POINT OF OUTFALL ANALYSIS V > > OVERLAND FLOW — - - SHALLOW CONCENTRATED FLOW - - - CHANNELIZED FLOW DRAINAGE AREA BOUNDARY SOIL TYPE BOUNDARY 65C SOIL TYPE 100 0 100 200 SCALE: 1 "=100' FEET of WPO AMENDMENT WPO-2019-00013 AIP NO. MULTIPLE JOB NO. 19040 �N v r� VBELL PRE DEVELOPMENT DRAWN BY: KMB SHEET CAM DESIGNED BY: Lie. No. 051495 DRAINAGE MAP iy2\i �w ECB C14 ti SSIONAL �� CHARLOTTESVILLE-ALBEMARLE AIRPORT SCALE: DATE: 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 N22"9,l 6801, CONVENTIONAL LOCAT EXISTING CONDITIONS Area (ft2) Area (ac) Imp. A (ft2) Imp. A (ac) o%Imp. PerviousA (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 23.91 125.521143.52 E_6Y9'Ia\II 65 -� �w / DRAINAGE DIVIDE (TYP.) �> _ ze_ PUNK PUNK / - / / e13- - �F1NK- ' PUEi P RUNWAY EDGE MARKING - PUE PUE -€ PU o� M ��� AYteee*.+ o SOUTH LIMIT OF DRAINAGE AREA � �23.fr� ru�PUE PtlEr�F1E��l= �0� OUTSIDE TOPO LIMITS SET TO �.5- - �^ l �_ _ MATCH REHABILITATE RUNWAY - - LT] l� _� _}� _ _-_ - = - - - - - - 3-21 PLANS BY DELTA AIRPORT sz \a _ - r - �o.o- 2��1 CONSULTANTS DATED MARCH 2O16 - - _6 - Ica ° _ - _ �� Faso - / -J1 Ai -- --621.6 / CONC: �rIGRAVEL }�'-620.'B� �ra�Q j ❑ /--G�B:S ACCESS�.o CONC UCT n / VWMETAL �628.3� /� / - J\ J PUC PUE Pl'll= PUE��"_' ean� I LIMITS OF DISTURBANCE \ / / Q -� `/- - �- ��1ae- - - - 5� - AZT \ \ � � -- A-4 DA - 1A AREA: 4.70 AC. , } a / 5 REA: 9+11 AC._ .cis"' IMPV: 1.78dye\ Q MPV: 3.14 AC.C: 0+53 k\ : 0.51 �- UE Pu_rTC:5 MIN- _O J �i�i �-� / -� NORTH LIMIT OF DRAINAGE AREA -_________ �9f� - - - - - _ s�.5 OUTSIDE TOPO LIMITS SET TO MATCH REHABILITATE RUNWAY 6,� - f 5 � {,7� RS 4 P F1 - PU - - - RSA 3-21 PLANS BY DELTA AIRPORT I -� _ 0 - 13 �€ EL- VAULT I_ PUE uE PUE P� -PUE CONSULTANTS DATED MOH 2O16 TC-ETC E PUE PUE - - - - CONC. EMETAL T ON E I ACCESS I � - �s-rze�= � _� � E C. VA LT 1 - / _ �� -n,- LIMITS OF 5 �- m- - - - - - -- -�' 16 �- 24" RCP T ETC-aTC�C TC�TC-� C `DA KER D IAR t it DIVIDE BE ETWEEN DA 1A/B - - - �Q- _ - 1 - = E33 �- - - -- _ ---saw= - \ AND DA- REPRESENTS DIVIDE BETWEEN,-J-- 4- 9' PUE E- ° \ PUE I WHAT FLOWS TO NORTH AND SOUTH. - - - - - - - - - - - \ 1 mil¢ D- - 'PUE - --- PU D \ \ E PUE Py[� PUE 5 ® PUE I O OD r� \ _ NORTH DRAINAGE AREA TAXIWAY CENTERLINE MARKING �,�r� Y EM \ TAXIWAY CENTERLINE MARKING - - - -�,_L i \ �I• W1 I I I I I= I I I \\\ I• 11 1 1 1 1= l l = l l M l l l� l l l ASPHALT / / ASPHALT -� - / I _1s� SOUTH DRAINAGE AREA - - ./ PUE PUE - PH£ PUE ,��.- E PU PU -POF- Pit e'er' ] } . j � .y3,�" h TAXIWAY CENTERLINE s. MARKING e. r. ♦4 E ..a<1 B u w RF 1 TZ'xc� _ - �� a. .. ..'.: .t A e' a. 0. pi 0 at :' 10 t• a: w P` �. I q•: a* •Y .rn o yllllr , •6 ♦aa. <l �Y F O _ "Y �.� a' i. wq O Y , m: •a. I r e.. i I 1° I •� f _ V 4 Yti . I d < • , �a J`. 1\ r 1 Y. f{ ee. a. _ I 1 1 P I N I 1 _ A. P 441 'AI GRAPHIC SCALE D o � � p 25 50 10C zoc (IN FEET) 1 inch= 50ft. * nAMVEST- . 4 I AIP NO. JOB NO. �PLTH of yr WPO AMENDMENT (WPO-2019-00013) MULTIPLE 19040 DELTA AIRPORT /� . DRAWN BY: SHEET U AMPBELL OLTONy PRE -DEVELOPMENT KMB n Draper Aden CONSULTANTS, INC D 3 RE -SUBMITTAL - ADD LIGHTING AND SIGNAGE KMB ECB 1/22/21A ssociate5 d� W - ° 2 WPO RE -SUBMITTAL - RISER REVISIONS KMB ECB 10/15/20 1`1 0 I/ZZ/Zl �w ECB C 15 110AvonStreet 2700 Polo Parkwa # Midlothian Vir inia 23113 c� ti 1 WPO AMENDMENT SUBMITTAL KMB ECB 4/3/20 Charlottesville, VA 22902 1 9 SSI 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 OVAL CHARLOTTESVILLE-ALBEMARLE AIRPORT V= 50' JANUARY 2021 -� �— lzl� W. - LIGHTING AND SIGNAGE - �' ___—_—_--_— `�— / SHALLOW CONCENTRATED FLOW ` — _ _ /' _ _ — ` / S=1.2`0; L=705LF; SMALL DISTURBED AREAS SCATTERED AROUND 1 __�` _" / --^— — ' _\^ �; _ - _�_��NOTE:DRAINAGEAREATO =_�_r / Tt=6.6 MINUTES CH;NEFLOW AIRFIELD - OVERALL DISTURBANCE FOR THESE /7 J - _ — NORTHERN STORMWATER —� �\TAXIWAY , —�-- MANAGEMENT FACILITIES IS C1 PIETER= 24", IMPROVEMENTS ARE APPROXIMATELY 7,000 SF WITH I \\\ \ \— ' - _ / _REDUCED. OVERALL LIMITS TO n= 3,000 SF OF IMPERVIOUS IN THE POST DEVELOPED ��� / �`� —��— THOSE FACILITIES ARE NOT S==2469LF; __� �;,/, RELOCATION — , ' CONDITIONS. INDIVIDUAL AREAS NOT SHOWN. --- — — — ---- - - - - '/-'- TtNUTES I - —_.�• \ \ —� i � � SHOWN ON THESE PLANS. RSA _�RSA— LIDO�— i �--_� �—�RSA� ) ` °�.•� I/ � — \ 1 / __ ��—�ao LOD wo- LOD LOD ►� � — — _> � PAVEMENT REMOVAL ,m _,--- _,�, _ _ -_ — '-=— , `^ % —�,v 1� '... 2+::�i£,:-ti?'.7r1 -------------- L — — — — — — ... ... ........ ..:..:::.....:�:ti .:as-.............. LLW \ A„�, x�wnva� rariwar'a° — _ --- \ \ \ / / x / i �� TO TAXIWAY / / \ \ Gal. a _4@—a—_—_�— \ /AREA\NO.I PHASE 2 E-17 APRON I — — - — \=- # - I \ 0110 O O O O °° O / A MAINTENANCE OOD oo\ 0 0 0 # NT0L_TOME BUILDING / #p o o # \o\ \\ Iilllll IIII��I aMVEST- HANGAR & TERMINAL WORRELL T-HANGARS OFFICESm g� IWIII I�IIIIII�I�I/I/lfw/Y/ Q Q 1/ �/ o —36`RCP Z7 �15 PV / / / \ 1 — 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 \ LOD THIS TABLE SUMMARIZED THE LIMITS OF _ DISTURBANCE SHOWN ON THIS PLAN CURRENT AND _ \ ) // FUTURE). THE TOTAL OF THESE AREAS ARE USED IN \ / \ //vy�/�%/�i�� ////�//// THE ENERGY BALANCE CALCULATION. J// °� J� \ \ \ / / \ \ I l i/�/// �i "� I /�/�///// \ 'IMPERVIOUS ASSOCIATED WITH ELECTRICAL WORK IIII I / — �;�7i �iii�/i ��l 9 I I 1 � I�I�I / / / / / /^ INCLUDES NEW LIGHTS AND SIGNS AROUND THE //// / ® \ ® / ® —# # #/ II I II II I I I I I I /// / ///// C \I PHASE 1 - jj% j//�� — / I AIRFIELD, WHICH ARE NOT HATCHED ON THIS SHEET DUE TO THEIR SMALL INDIVIDUAL SIZES. II I I II I If II BASIN #4�� vO v / —'ice/ v / v \ III IIIIIIIIIIIIII PARKING i l ° \\1�1111111111111111111111111111111ifllll�ll \ / / LOD LOD Lao Lao - LDD _ Lao I I I Ilpllll1111111111�11111 /) IIII \ \\\�\\ ,� — - \��j / / \ e— / — — —\ ,-� a li(4111i1h1!,Ilh.11 ` ��; FUTUREir�/i FUTURE LONG-TERM PARKING ' BENCHMARK 3135 n- - N:393]340.051 Eli EE1 49 ]'S2`6 4 C� \® \ Q 1�1�1 /lll���II l ( I \ / �94B j'Jrii% \ �' Ill I y O/>� ll11 I, II \ \ 47 \ ASIN #d' BASIN #9 y\ \\ \ ) � l � \ I/ IIIIIIIIIIIII"'I'�� ` � I I \ \ ` (BASIN 65B�\\ \\ I 111/ slow Z awe \ 1 I 1 I I I I1 # ) �T ROUTE 606 -DICKER 1 1 94B s 3 RE -SUBMITTAL -ADD LIGHTING AND SIGNAGE KMB ECB 1/22121 ' 2 WPO RE -SUBMITTAL - RISER REVISIONS KMB ECB 10/15/20 1 WPO AMENDMENT SUBMITTAL KMB ECB 413/20 NO. REVISIONS BY APP. DATE 1 Draper Aden ASS€�ciates 110 Avon Street Charlottesville, VA 22902 434-295-0700 www.daa.com 0 0: IN 65C AREA N� SON RD �{ DESIGN .- POINT #2 ' 47D ��00 DELTA AIRPORT CONSULTANTS, INC. 2700 Polo Parkway # Midlothian, Virginia 23113 phone:(804)275-8301 # www.deltairport.com _ ONI \ SHORT-TERM °/ PARKING �� /\\\ \_--- ACREAGE DESCRIPTION AREA NO. 1 2 GRASS, GOOD CONDITION 18.76 6.16 (6%+) (CN: 61) GRASS, GOOD CONDITION (2-15%) (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. 65B 4 Q ♦ got 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 )♦ DRAINAGE AREA BOUNDARY SOIL TYPE BOUNDARY 65C SOILTYPE 100 0 100 200 SCALE: 1 "=100' FEET N OF D WPO AMENDMENT WPO-2019-00013 AIP NO. MULTIPLE JOB N0. 19040 CAMPHELL OLTo ULTIMATE POST DRAWN BY: KMB SHEET DESIGNED BY: ECB Lie. No. 051495 1/22/2l ��sv� SSIONALG DEVELOPMENT DRAINAGE C16 CHARLOTTESVILLE-ALBEMARLE AIRPORT SCALE: 1" = 100' DATE: JANUARY 2021 RUNWAY 3-21 RUNWAY3-21 '. RONNM"ru: e DRAINAGE AREA _ - - - DIVIDE (TYP) - _ / _ - _ -- _ _ - - - - - - - - _` ----- -_-- = = _ _ ---- f_--------------- ':r•.. RSA RSA -�� Eg RSA,- _� \ \ \ \ / /RSyll I g_ S ..... .. :.. _ --hSA etn- - / /RS -_/ 14 -� =13 _-_-_---- -_-__- �'-..e= �- E33 _ '� y. -t'M e---------- --- `------------- ----_ __--__--__-_-�a+s- --- _ .::J.�•:Y... .. Y.�•L:.:d%.. •A•• TAXIWAYA" \ THIS AREA IS DRAINING TO _ - - - \ THE EXISTING MANHOLE�� :�.;.::.,- /�- - / I- _---_/ % -----------------'- Tc=5.0 MIN L / _ - _ _ - �_ o - - AREA=3.15 ACRES- - - - - _ /IIIIIIIII E8 - - /// ///�lkp--\� ,� / ® \ \ II IIII �- \ \ III III IIIIII ® Illlp II *AMVEST- III /y// � ❑ ❑ ❑ ❑ IIIICIIIIIlIII�/ /WORRELL P,, , z l �Ir \\lII// IIII fll1 I I�I WO - - /�%/ I it /�. \ \ -.cam V` # �/ ///// /�/�//////. - - � \ \\\\� l / \ it///i/�//-I / / \ � ❑\\ _ l I lll /O �\ \ \ IIIIIIIIIIIIIIIII►Illlllllj III r / \ IIII I II II IIII I ►► IIIIII \ \\\ \�\\� Jd � � �iiii� �// / + o \ 5 ii /i/ iii l 1 / %///�// l ,/// -�__-- _==°` _�_� _- _- _=-- � IIIIII/ IIII � \ ;\�\\\\\� ,'•� � L ��� //ii�\ ��� l l / /�//// � \ \ �� • - _ ���-��� - ��/�//%//j//IIIII l I \ \� -�-- � � ,z�-._ /iii/ \ /,// l / / / /�j/j// \ \ - - -= -- _ -_ _ =- = =_ =/ /l - =_- = = �i ` I - - - / / FUTURE PARKING EXPANSION - -_ _ _ _ _ _ _ _- - - - _ / - - �, / I I l _ / / ASSUMED TO 11E INTO STRUCTURE -- - /#4 IN STORM SEWER CALCULATIONS \ \ \ B WEN LObP ROAD-�-- - - -�� /® / \ _ 1 Alto _ \\ 1/ BASIN III II 11.1 I„11�1�11 Structure Area C tc 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 ea o RAPHIC SCALE 080 so IN FEET) 1 inch = 80it. op H �PSTD WPO AMENDMENT WPO-2019-00013 AIP NO. JOB NO. 'I DELTA AIRPORT r+P MULTIPLE POST DEVELOPMENT SUB DRAWN BY: SHEET 2 KMB Ass€cE�TaperAden ici es CONSULTANTS, INC. E. CAM HELL OLTON� 3 RE -SUBMITTAL - ADD LIGHTING AND SIGNAGE KMB ECB 1/22/21 lie. No. 051495 DRAINAGE MAP DESIGNED BY: ° 2 WPO RE -SUBMITTAL - RISER REVISIONS KMB ECB 10/15/20 0 1/22/21 �w ECB C 17 z 1 WPO AMENDMENT SUBMITTAL KMB ECB 413/20 Charlottesville,5VA22902 treet 2700 Polo Parkway Midlothian, Virginia 231 13 �SSIONAL SCALE: 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" = 80' JANUARY2021 D 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. RUNWAY 3-21 POST CONDITIONS Area (ft2) Area (ac) Imp. A (ft2) Imp.A (ac) %Imp PerviousA (sf) PerviousA (ac) C Tc Q2 (cfs) Q10 Ids) Q100 Ids) DA-1A 204541 4.70 60483 1.39 30.0 144058 3.31 0.48 5 11.61 12.39 69.70 DA-1B 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-213 1 262474 1 6.03 1 86936 2.00 1 33.0 1 175538 1 4.03 0.50 1 5 1 15.57 116.61193.43 DA-2A 1 118250 1 2.71 1 35928 0.82 1 30.0 1 82322 1 1.89 0.48 1 5 1 6.78 7.24 40.71 TOTAL 8.74 122864.00 2.82 5.92 22.35 23.85 134.13 RUNWAY 3-21 -sue 6- -� DRAINAGE DIVIDE (TYP.) - , m PUNK PUNK - P•n.K- bz' - �/ �t - \+E PUE PUEf+HE ee EE PUE _ �� PUE PUE PUE ROE -�� � P PUS - ..... �,�... PU of c � � 1'�E n / v-% . 621.6 p- PUE WE- PUE - DA - 1A � -620-e- - AREA: 4.70 AC. - / �620 - IMPV: 1.39 C: 0.48 I TC: 5 MIN -� I ' A _ { LIMI S OF DISTURBANCE �e1- c0i � -� � l � �� I I AREA: 2.71 AC. - #.-.-.---- ---• � � � - PUE PU IMPV: 0.82 AC. .;:' ::':':''' \ \ F I - � O •yE?-;-. '- AREA: 6.03 AC. f �sase- - - _ \ 1 2as�/9 I �. :'' ....... - MPV: 2.00 AC. - - - - J �.5 /crtl`0� / 1 _- 61 �� \- 1 RSA _6, - o - - - 0.47 _ TC.5 MIN._ - RSA - puE PUE ® PtlE TC-ETC sage �' E9 8114 E I / PUE 14 P E - - �- PUE \_ 617 61-7-5 - \ - ) 00 -:'-.'.'. '. •_-_:. ' -sass- 615 :0 E33 / -�Iflg` /� - \ 1 \ C :-:-: •....'... - - $p8941. 24"RCP - I .....:. ... - - _ - - - - g\ _PUE ... ..'_-:.......' - - - - - - - - - - -- - ti - ......... Q "� /.. �l -PUE PU - - ��-- ..... �...'............ ' - - ...... ......... ........ '.'.P.U� .UL)..-•..' .. ................per... �5.9 5 � PUE Pti!` �0 OD LO (6\1%i 5 ^ rs NORTH DRAINAGE AREA \ -TO TAXIWAY "D" I - XXIWAY 'A" ICI:I:I 7 I t�l ��� l t l \ t l / " y / ' / 1• S I I�D t 1 1• 1• 1• 1• TO TAXIWAY "F"-- -sasa� SOUTH DRAINAGE PUE PUE PH£ PU� _ /$OIE PU PU -P0� a / DARKER DRAINAGE DIVIDE BETWEEN DA-1A/6 \ \ � :,_"-" -_ - . _ • _ AND DA-2 REPRESENTS DIVIDE BETWEEN S. 4. s. _ WHAT FLOWS TO NORTH AND SOUTH. •4 - E 4' • pi °A V • •6 w +a ' DA 1B , AREA: 1.98 AC. 1F. MPV: 1.36 AC. 0 -v4 . - F • l . O Y , m: 0.71 •4• I I I a •s, / 4 i y :5 MIN. l •a4. J I / ,l •� P 4• I _ Y , , « _ J`a w4- ° 1\ r 1 1 Y. f{ ee. / ' a'.yr�' 'ate-•-c-+ •a[' - Al A • y } ,a• - s. ' / 1 P a..��.I. / C I 1 P •J : 9 o /�` Y I GRAPHIC SCALE D / E� // / / 50 / o u so ioa zoo IN FEET) a \ I I I / / /�\\ 1 inch= 50fl. 9F7,y.9V * L I AMVEST- . I AIP NO. JOB NO. 11Tx of WPO AMENDMENT (WPO-2019-00013) MULTIPLE 19040 -� DELTA AIRPORT °f r POST DEVELOPMENT DRAWN BY: SHEET I)raper Aden CONSULTANTS, INC E. CAM BELL OLTON n . Lic. No. 051495 DRAINAGE MAP -TAXIWAY DESIGNED BY: 3 RE -SUBMITTAL -ADD LIGHTING AND SIGNAGE KMB ECB 1/22/21 ° 2 WPO RE -SUBMITTAL - RISER REVISIONS KMB ECB 10/15/20 p� ��22�Z� �sv ECB C � 8 1 WPO AMENDMENT SUBMITTAL KMB ECB 4/3/20 Cha loft sv�leSVA22902 2700 Polo Parkway Midlothian, Virginia 231 13 �SSI�� SCALE: DATE: NO. REVISIONS BY APP. DATE 434-295-0700 www.daa.com phone: (804) 275-8301 4 w w w. d e I t a i r p o r t. c o m ONAL CHARLOTTESVILLE-ALBEMARLE AIRPORT V= 50' JANUARY 2021 DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 ❑ 2011 BMP Standards and Specifications 02013 Draft BMP Standards and Specifications Project Nm ae: CHARLOTTESVILLE PARKING LOT & STORMWATER IMPROVEMENTS data Input cells Date: 1/22/2021 constant values Linear Development Project? No calculation cells Site Information Post -Development Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) --) cheek: .'- 14,21 8MP Design Specifications Lest., 2023 Draft Stills & Specs Linear project? No Maximum reduction require7�� The site's net increase in impervious cover (acres) is: Land cover areas entered correctly? Post -Development Total disturbed area entered? Pre-ReDevelopment Land Cover (acres) A Soils BSdb CSoils DScib Totals Forest/Open Space (acres) -- undisturbed 0.00 forest/open space Managed Turf (Rents/ - disturbed, graded for 11.92 yards car other turf to be mowed/man ed 0.52 2.12 928 Impervlouseover(scres) 0.01 0.00 2.28 2.29 14.21 Post -Development Land Cover (acres) A SWIS Is Soils 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 other turf to 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 Coefficients (Rv) Annual Rainfall (inches) 43 A Saik B Sark C Soils D Sorb Target Rainfall Event (inches) 1.00 Forest/Open Space 0.02 0.03 0.04 0.05 Total Phosphorus ITPI EMC (mg/L) 0.26 Managed Turf 0.15 0.20 0.22 0.25 Total Nitrogen (TN) EMC firri 1.86 Impervious Cover 0.95 0.95 0.95 0.95 Target TP Load (lb/acre/yr) 0.41 Pi (unitless correction factor) 0.90 LAND COVER SUMMARY -- PRE -REDEVELOPMENT. COVER SUMMARY POST DEVELOPMENT Land Cover Summary -Pre Land Cover Summary -Post (Final) Land Carrier Sundemoryfi ost land Cover Summary -Post Pre-ReDevelopment Listed Adjusted' Post ReDev. & New Impervious Post-ReDevelopmem Post -Development New Impervious Forest/Open Space Cover (acres) 0.00 0.00 Forest/Open Space Cover 0.00 Fme VOpen Space(acres) 0.00 Cover (acres) Weighted Rvfforest) 0.00 %Forest 0% Managed Turf Cover 898 Weighted Re(forest) 0.00 0.00 Weighted Rv(farest) 0.00 %Forest 0% 0% %Forest 0% Managed Turf Cover lacres) 11.92 8.98 Managed Turf Cover S98 (acres) (acres) Weighted RV (turf) 0.24 Weighted Rv(tud) 0.24 0.24 Weighted Rv (turf) 0.24 %MamgedFurf 84% 80% %Managed Turf 63% %Managed Turf 80% t 2.29 New Impervious Cover 2.94 Impervious Cover (acres) 2.29 2.29 Impervious Cover (acres) 5.23 ReDev. Impervious Cover (acres) 0.95 20% (acres) Rv(impervious) 0.95 RP(impervious) 0.95 0.95 Rv(impervious) 0.95 Rv(impervious) %Impervious 16% 20% %Impervious 37% %Impervious Total Site Area (acres) 14.21 11.27 Final Site Area (acres) 14.21 Total ReDev. Site Area11.27 (acres) Site Rv 0.35 0.38 Final Post Deu ite Re 0.50 ROD" site Rv 0.38 Treatment Volume and Nutrient Load Treatment Volume and Nutrient Load Post -Development Pre-ReDevelopment Treatment Volume Final Post -Development Post-Rmer eDevelopK (acre-ft) 0.4165115,705 0.3605 Treatment Volume 0,5933 Treatment Volume 0.3605 Treatment Volume 0.2328 (acre -It) (acre-ft) Post -Re Development (acre-ft) Past -Development Treatment Volume Final Post -Development (cubic feet)Pre-ReDevelopment 18,141 Treatment Volume 25,944 Treatment Volume 15,705 Treatment Volume (cubic 10,139 (cubic feet) (cubic feet) teed Peet•DevelopmerNTP Load Pre-ReDevelopment TP Load Final Post- Post-ReDevelopment Qb/Yr) 11.40 9.87 Development TP Load 16.24 bad (TP) 9.87 6.37 (lbi (ib/Yrl lib/yrl' Post -ReDevelopment TP Pre ReDevelopment TP Load per acre Final Post -Development TP hb/acre/yr) 0.80 0.98 Load per acre L14 Load per acre 0.88 (lb/acre/yrl 8b/acre/yrl Baseline TP Load (I b/yr) Max. Reduction Required (0.41 lbs/acre/yr applied to pre -redevelopment area excluding pervious and 4.62 IBeI.Pre- 20% proposed for new impervious owat ReDevelopment Load) t AdlushRl Lend Cover Summary: Tie Load Reduction TP Load Reduction Pre AeDevel ydlundcover minus pervious land cover restlapen space or man aPme p ifo Required for 1.97 Required for New 5.16 turf) p{Yfage prapotedPor newfmptn4aus fault. Redeveloped Area Impervious Area Ilb/yr) (Ib/yr) Adjusted Fri acreage is consistent with Post-ReDevelopment acreage (minus acreage of new impervious cover). Cali t shows land reduction reguriement for new impervious cover loosed on new development load limit 0.411bslocrelyear). •. 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) 81.54 (Post-ReDevelopment & New Impervious) 116.16 (Ib/yr) 3 RE -SUBMITTAL -ADD LIGHTING AND SIGNAGE KMB ECB 1 1/22/21 2 IWPO RE -SUBMITTAL- RISER REVISIONS KMB ECB 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 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 F0.00 0.00 OK. MANAGED TURF AREA(ac) 0.00 0.00 0.00 0.00 0.00 OK. MANAGED TURF AREA TREATED(ac) 0.00 0.00 0.00 0.00 0.00 OK. AREA CHECK OK. OK. OK. OK. OK. Site Treatment Volume (ft3) 25,844 Runoff Reduction Volume and TP By Drainage Area RUNOFF REDUCTION VOLUME ACHIEVED (ft) 0 0 0 0 13 0 TP LOAD AVAILABLE FOR REMOVAL (Ib/yr) 0.00 0.00 0.00 0.00 0.00 0.00 TP LOAD REDUCTION ACHIEVED (Ib/yr) 0.00 0.00 0.00 0.00 0.00 0.00 TP LOAD REMAINING (Ib/yr) 0.00 0.00 0.00 0.00 0.00 0.00 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) 0.00 0.00 0.00 0.00 0.00 0.00 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD (Ib/yr) 16.21 TP LOAD REDUCTION REQUIRED (lb/yr) 7.14 TP LOAD REDUCTION ACHIEVED (lb/yr) 0.00 TP LOAD REMAINING (lb/yr): 16.24 REMAINING TP LOAD REDUCTION REQUIRED (lb/yr): 7.14 Total Nitrogen (For Information Purposes) POST -DEVELOPMENT LOAD (Ib/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 1.068 2.187 1 10.69 2.51 1 4.18 1 0.371 1.13 0.19 1 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 '06 r CONSULTANTS, INC. E. CAMPBELL BOLTON y Lic. No. 051495 _ 1/2Z121 WPO AMENDMENT (WPO-2019-00013) I AIP NO. 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 t Midlothian, Virginia 23113 phone: (804) 275-8301 r w w w .delta i r p o r t. c o m rl STORMWATER CALCULATIONS -PROPOSED SYSTEM Design Storm Year = 10 STORMWATER CALCULATIONS -EXISTING SYSTEM HYDRAULIC GRADE LINE CALCULATIONS N�®�{�®�{•��•rram.�®®®® �- 111 111 111 �® '®' �-IIIIIIIII■IIIIIII■_IIIII■IIIIIIII■IIIII■IIIIIIIIII■- _©IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,III•'�Illifii�ll� 1 1 IIII<�IIII�' Ill�i I ©- 111 111 111 ®®�IIII�-IIIIIIIII■_-_I_IIII-I-- 'III®�-IIIIIIIII■IIIIIII■-IIIIII■IIIIIIII■IIIII■IIIIIIIIII■- ®- --IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIIIII,IIIIIIIIIIII,IIIIIIIIII'-IIIIIIII,IIIIIIIIII,IIIIIIII,IIIIIIIIIIII,- --_IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIIIII,IIIIIIIIIIII,IIIIIIIIII'-IIIIIIII,IIIIIIIIII,IIIIIIII,IIIIIIIIIIII,- �- 1 1 1 • 1 ®® 11 ®®-IIIIIIIII■_-_-_-- --___IIIIIII■___----IIIIIIII'llllllll■IIIIII■-- --IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIIIII,IIIIIIIIIIII'llllllllll'-IIIIIIII,IIIIIIIIII,IIIIIIII,IIIIIIIIIIII,- --_______--IIIIIIIIII'-IIIIIIII,IIIIIIIIII,IIIIIIII,IIIIIIIIIIII,- ®-®--_-_-_-- HYDRAULIC GRADE LINE CALCULATIONS JUNCTIONLOSS � •1 �®� IIII 11 ��������������� IIIIIIIIIIII' • 1 : 1 • • • � • • 1 11: III�III�III�IIIIIIII'IIIIII,II'l'{�{1..11��,llllll��...�,lll.11.��..I,IIIIIIII,IIIIII,II�I.II.�..I, IIIIII, IIIIII,IIIIIIII,-IIIIIIIIIIIII' IIIIII�-IIIIIIIIII,IIIIII, 111- •�III� IIIIIIIIIIII' •1• •. ®�®®®®®IIIIIIII'IIIIII, 111-11-111111,III.®III�III�IIII•Q�II•^T�®II�II�®®® IIIIII,IIIIII, IIIIII, IIIIIIII, IIIIII, IIIIII, IIIIII, IIIIII,IIIIIIII,-IIIIIIIIIIIII' DROP INLET CALCULATIONS STRUCTURE DRAINAGE D (IN) FIDW TYPE INLET TYPE AREA (FTz) PERIMETER (FT) A (ACRES) C I (IN/HR) 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 F 10.00 1.98 1 0.71 1 6.67 9.36 1 6.7 1 ORIFICE FLOW CURB INLET CALCULATIONS Design Storm Year = 10 •®III I� / / /1 ��®�®!��y�,,��®®®® ®®� --IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII'IIIIIIIIIIII,IIIIIIIIIIII'IIIIIIIIII'-IIIIIIII,1111111111,111111111111111111111,- -©IIIIII■IIIIII■IIIIII■IIII.!II�■IIIIII■IIIIII■IIIIII■IIIiGi®- -® 1 � 1 ®Illll�i��l�llll'�IIIIIIIIII■IIIIIIIIIIII,_-IIIIII■IIIIIIII■IIIIII■-- -©___IIIIIII■IIIIIII■IIIIIII■_��� 1 11 • Illl�llllii�lllI'�®- �- 1 1 1• 1 1 1 � '® 'III®�-IIIIIIIII■IIIIIII■-IIIII■IIIIIIII■IIIII■IIIIIIIIII■- 0- 111 11 111 III�III� 'llll�lll�llllllllll■IIIIIIIII■IIIIIII■-IIIIII■IIIIIIII■IIIII■IIIIIIIIII■- -®______IIIIII■��� 111 ©-III 1 � 1 Ill�llll�lll�lll�lllif.�llllllllllll,llllllllllll,llllllllll,-IIIIIIII,IIIIIIIIII,IIIIIIII'Illlllllllll,- --IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIIIIII,-IIIIIIIIII,-IIIIIIII,IIIIIIIIII,_IIIIIIIIIIII,- --IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIII,IIIIIIIIIIII,IIIIIIIIIIII,IIIIIIIIII'-IIIIIIII'_IIIIIIII'llllllllllll,- ®- -®___IIIIIII■_IIIIII■_®� . 11 11 --IIIIIIIII,IIIIIII■_IIIIIII■IIIIIIIIII,IIIIIIIII,IIIIIII■IIIIIIIIIIII,-_-IIIIIIIII'Illlllllll,llllllll'Illlllllllllll,- -® 1 � 1 �� 11 '®®-IIIIIIIIIIIII,IIIIIIIIIII,-IIIIIIIII,-__- Sediment Trap Design Project: CVILLE AIRPORT Date: 12/28/18 Tra CALCULATIONS ABOVE THE DARK LINE HAVE BEEN UPDATED WITH THE WPO AMENDMENT SUBMITTAL 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. d IM i t 1>11 Length ft`Area(sg.ft.) D. (ft) Area(sq.ft.) D. (ft) cu. d cu. d. cu. d. PROVIDED REQUIRED Bottom Wet Vol. Cleanout Dry Vol. Emb. 1 1.11 148.74 50.00 25.00 4.00 2:1 6.66 1250.00 1.80 1070 2.20 74.11 74.37 77.33 151.44 148.74 579.00 581.2 198.9 583.00 584.00 2 2.38 318.92 74.00 37.00 4.50 2:1 14.28 2738.00 2.00 2442 2.50 192.19 159.46 191.85 384.05 318.92 593.50 596.0 200.9 598.00 599.00 INLET F W z z OO REMARKS a a 3 o r 94 o w n ¢ ci 3 V v d H 1 11 DI-311 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. REFER TO SHEET 19 FOR SEDIMENT TRAPS ASSOCIATED WITH THE RELOCATED TAXIWAY. IIIIIIIIIII,-IIIIIIIIII,IIIIII,IIIIIIIII,IIIIIIII'lllllll,llllll,llllll,llllllll'llllll,llllll,llllll,llllll,llllllll,llllll,llllll,llllll,llllll,llllllll,-IIIIIIIIIIII, ®--III■IIIIIII■IIIII■IIIII■III■III■IIIII■III■III■III■ 1 1 1 101111�1�11�1�11� •�IIIIf.S�i� --IIIIIIIIIII,IIIIII,IIIIIIIII,IIIIII■IIIIIIII,-IIIIII'IIIIIIII'IIIIII,IIIIII,IIIIII,IIII■_-IIIIII,IIII■I-IIIIIIII,-- -� . 11 m® 111 II"�"�Il�llli�lllll■III■III■III■III■IIIII■III■II�I■III■III■IIIII■-IIIIIIIIII■ -� "®1 �. � 111. II,.�.�IIiCi®III!I[I�■II�I■III■III■II�I■IIIII■III■III��■III■III■IIIII■-IIIIIIIIII■ ;[-�-_----_----_-- ®-IIIIIIIIII,IIIIII,IIIIIIIII,IIIIIIII'IIIIIII,IIIIII,IIIIII,III�II""'ll�®II""'lllll�llll�ll"�iYill�ll� 1• � 1 • ©-IIIIIIIIII,IIIIII,IIIIIIIII,IIIIIIII'lllllll,llllll,llllll,lll�ll'�II�®III�IIIII�IIII�II�' II�I�III�®' ' IIII IIIIIIIIIII,®"' ' . 1 • III�III'� 1 1' IIII'�®IIIIIIII'Illlll,llllll,llllll,llllll,llllllll,llllll,llllll,llllll,llllll,llllllll'-IIIIIIIIIIII, IIIIIIIIIII,�IIII'�III�III'� 1 1' ®II""'Illiillllllll'IIIIII,IIIIII,IIIIII,IIIIII,IIIIIIII,IIIIII,IIIIII,llllll,llllll,llllllll,-IIIIIIIIIIII, ®-IIIIIIIIIII,__IIIII■___II�®II�®' ®10�IIiSii�lliffii��Illl� -®III�III«�1117�i� 1 1 IIC�Y®�IIIII■IIIIII,IIIIII,IIIIII,IIIIII,IIIIIIII,IIIIII,IIII■__IIIIIIII,-IIIIIIIIII■ •�IIIi7.4Li�l� 1 1 1 ���IIIII■_IIIIII,IIIIII,III■_-IIII■--_-IIIIIIIIII■ � •. .1 m� IIII 11 ��������������� 1 1 1 •'1 1 �1 �1 1 1 11 1 1 1. •1 I �.Irll I I� 1 II P!�i'^'III (II����I1III��II 1 1• .JRI'i� ,M 1 IBIII i • I ��� ! IIIniN� YYIXI����MM11 I 1 1 • IIx IIII 11 1 �,�:.,---,�.�,. 1 II I ��� II I I I IYIP II•A� I .IL I .• 1 .� I ` .A`I'I 'ii: mnn,^n , • � ������ �II�UI� ��li� 1 I li i I nl • % iliflii��ifi�l, ii��'il !nm!I 1 u l w l 1 1 pl�� III r r IIf�',1' ijlil ��q���.."ill��•Ili �Illdllliillll!II����I!Il��,�II I IIIII�! 11111�1111!illlllill�'1Ixf�III'y�I II IIIIIIIIIIIIII 11111 III IIIIII IIII N�I 111111111111111111111111111111111111111 '•'III' ] P:: "=pi'llj�'lll�' !fI ��l�I 1��1 II nllunnilnlllln/lnullnuuuml��>Ia.,p�/±;llilt��1ry' jpIIf �ciin�a� lul ns ji� p I I m 1' I'Ip III �.• 1. Ve Ins n nnlxmm uununlluuunu. ..�-a�-ir? 1111111111111111111111111111 IIIPR::6npli �_11141 I Itlll.nilWlllNIu1H111tl11IIlII a�, • � <� Illlllllllllllllllllt,Iln•-illllllyr,illll���..alla€��I nnunnnnnn� ••nuiii:;;,miuinnr � I flu IIII nnlm!:. ixnliilntmnmmmxl II � Il��pg ,1jxi11jlmmlxl�I{ryIIllxxm�fllyx�rylxl�Il r it • 1 �niryr � 1 .liii' II re 1yq.1�'1'111'1 111111111111111111111111;11111111111!II 11111111111111111111111111111111111 IIIflII��IH111INIIItlINII1NM11111�!���� � / • 1 � ; . �l��III(: III ;IINN Illllllllxlllll Illllnlll I (IIII 11111010, i� .1 .1 �. Illlllxlxlxmlllylnl'iI'lllill'IIi�C���l��l S• • � � it IL�il,xo, �I10� : �� �II'Ix"k III Illllxl Illlllxllll 11 Illn III I II . . IIIIIIIIIIIIIII� h;=� IIII II III II �I�I,I���������IIIi;i;i;Ili;' ,��. �1. „li; �1• e� � IIII �1l nllllm,°I�I'!Ii=�il�iillilil � I�I�I=�IIIIIII .III IIII III I II I I r1 .� ap11N - .1.,W �1,,,,11jj �'ll!1'illliililili�liillill(• I III��A�Ihl�in;;;llliiiii�n- 11 11 1 1 1 11 111 1 �PSTH of v WPO AMENDMENT WPO-2019-00013 AIP NO. JOB NO. f, DELTA AIRPORT � � MULTIPLE 19040 _ f�P STORMWATER DRAWN BY: SHEET Draper Aden CONSULTANTS, 1 NC E. CAM BELL BOLTON KMB3 RE -SUBMITTAL -ADD LIGHTING AND SIGNAGE KMB ECB 1/22/21 SAssociates• w� ECB 2 WPO RE -SUBMITTAL- RISER REVISIONS KMB ECB 10/15/20 0� ��Z2�2� �sv C20 1 WPO AMENDMENT SUBMITTAL KMB ECB 4/3/20 Charlottesville, VA22902 treet 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 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 # LDO 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, TIP 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 PondPack 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, Completed) 27.38 fl Flow (Peak, Computed) 10.82 fl Output Increment 3.000 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 fl 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 78.84 ft3/S Unit peak, qp 78.84 ft3/S Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition 21 0121 - CHO BASIN.ppc Center [10.02.00.01] 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... T1 Elevation 546.20 ft T1 Flow 7.58 ft3/s Orifice Area 3.3 ftz Orifice Coefficient 0.600 T2 Elevation 546.36 ft T2 Flow 8.66 ft3/s Weir Length 12.80 ft Weir Coefficient 3.00 (11^0.5)/s K Reverse 1.000 Manning's n 0.000 Kev, Charged Riser 0.000 Weir Submergence False Orifice H to crest False Structure ID: Culvert- 1 Structure Type: Culvert -Circular Number of Barrels 1 Diameter 18.00 in Length 41.00 ft Length (Computed Barrel) 41.03 ft Slope (Computed) 0.040 ft/ft Outlet Control Data Manning's n 0.013 Ke 0.200 Kb 0.018 Kr 0.000 Convergence Tolerance 0.00 ft Inlet Control Data Equation Form Form 1 K 0.0045 M 2.0000 C 0.0317 Y 0.6900 TS 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 �PSTH Op v WPO AMENDMENT WPO-2019-00013 AIP NO. JOB NO. DELTA AIRPORT MULTIPLE 19040 _ f�P STORMWATER DRAWN BY: SHEET KMB Draper Aden CONSULTANTS, E. CAM BELL BOLTON 3 RE -SUBMITTAL -ADD LIGHTING AND SIGNAGE KMB ECB 1/22/21 y Lic. No. 051495 CALCULATIONS DESIGNED BY: Associates INC.• 'A w� ECB 2 WPO RE -SUBMITTAL - RISER REVISIONS KMB ECB 10/15/20 0� ��Z2�2� �sv C21 1 WPO AMENDMENT SUBMITTAL KMB ECB 4/3/20 Charlottesville, VA22902 treet 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 l t a 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 Label: POST DETENTION BASIN #8 Storm Event: 10 Year Scenario: 10 Year Storm Catchments Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Storm Event 10 Year Event Volume (min) (ft3/s) Return Event 10 years (years) (ac-ft) Duration 1,440.000 min POST DETENTION 10 Year Storm 10 21.239 726.000 269.60 Depth 5.4 in BASIN #8 PRE DETENTION 30 Year Storm 10 19.095 726.000 243.95 Time of Concentration 20.170 min BASIN #8 (Composite) Area (User Defined) 73.330 acres Node Summary Computational Time 2.689 min Label Scenario Return Hydrograph Time to Peak Peak Flow Increment Event Volume (min) (ft3/s) Time to Peak (Computed) 726.120 min (years) (ac-ft) Flow (Peak, Computed) 269.74 ft3/s POST 10 Year Storm 10 15.271 777.000 27.72 PRE 10 Year Storm 10 19.087 1 768.000 33.00 Output Increment 3.000 min Time to Flow (Peak 726.000 min Interpolated Output) Pond Summary Flow (Peak Interpolated 269.60 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 Elevation SCS CN (Composite) 82.217 (ft) Area (User Defined) 73.330 acres PO -POST 30 Year Storm 10 21.239 726.000 269.60 (N/A) (N/A) (IN) Maximum Retention 2.2 in PO -POST 30 Year Storm 10 15.271 777.000 27.72 558.43 11.312 (Pervious) (OUT) Maximum Retention 0.4 in PO -PRE (IN) 30 Year Storm 10 19.095 726.000 243.95 (N/A) (N/A) (Pervious, 20 percent) PO -PRE 10 Year Storm 10 19.095 768.000 33.D0 556.65 7.559 (OUT) Cumulative Runoff Cumulative Runoff Depth 3.5 in (Pervious) Runoff Volume (Pervious) 21.314 ac-ft Hydrograph Volume (Area under Hydrograph curve) Volume 21.239 ac-ft SCS Unit Hydrograph Parameters Time of Concentration 20.170 min (Composite) Computational Time 2.689 min Increment Unit Hydrograph Shape 483.432 Factor K Factor 0.749 Receding/Rising, Tr/Tp 1.670 Unit peak, qp 247.16 ft3/s 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] 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 Watertown, CT 06795 USA +1-203-755-1666 Watertown, CT 06795 USA +1-203-755-1666 Subsection: Unit Hydrograph Summary Return Event: 10 years Subsection: Outlet Input Data Return Event: 10 years Label: PRE DETENTION BASIN #8 Storm Event: 10 Year Label: Composite Outlet Structure - POST Storm Event: 10 Year Scenario: 10 Year Storm Scenario: 10 Year Storm SCS Unit Hydrograph Parameters Structure ID: Orifice -I Structure Type: Orifice -Circular Unit peak time, Tp 13.447 min Unit receding limb, Tr 53.787 min Number of Openings 1 Total unit time, Tb 67.233 min Elevation 544.96 ft Orifice Diameter 6.00 in Orifice Coefficient 0.600 Structure ID: Riser- 1 Structure Type: Inlet Box Number of Openings 1 Elevation 555.75 ft Orifice Area 3.3 ftz Orifice Coefficient 0.600 Weir Length 12.80 ft Weir Coefficient 3.00 (ft^0.5)/s K Reverse 1.000 Manning's n 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 It Length (Computed Barrel) 41.03 ft Slope (Computed) 0.040 ft/ft Outlet Control Data Manning's n 0.013 Ke 0.200 Kb 0.018 Kr 0.000 Convergence Tolerance 0.00 It Inlet Control Data Equation Form Form 1 K 0.0045 M 2.0000 C 0.0317 Y 0.6900 T3 ratio (HW/D) 1.075 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] 1/21/2021 27 Siemon Company Drive Suite 200 W Page 8 of 27 1/21/2021 27 Siemon Company Drive Suite 200 W Page 14 of 27 Watertown, CT 06795 USA +1-203-755-1666 WateMwn, CT 06795 USA +1-203-755-1666 J D S J Subsection: Unit Hydrograph Summary Return Event: 10 years Subsection: Unit Hydrograph Summary Return Event: 10 years Label: POST DETENTION BASIN #8 Storm Event: 10 Year Label: PRE DETENTION BASIN #8 Storm Event: 10 Year Scenario: 10 Year Storm Scenario: 10 Year Storm SCS Unit Hydrograph Parameters Storm Event 10 Year Unit peak time, Tp 13.447 min Return Event 10 years Unit receding limb, Tr 53.787 min Duration 1,440.000 min Total unit time, Tb 67.233 min Depth 5.4 in Time of Concentration 20.170 min (Composite) Area (User Defined) 73.100 acres Computational Time 2.689 min Increment Time to Peak (Computed) 726.120 min Flow (Peak, Computed) 244.14 ft3/s Output Increment 3.000 min Time to Flow (Peak 726.000 min Interpolated Output) Flow (Peak Interpolated 243.95 ft3/s Output) Drainage Area SCS CN (Composite) 78.698 Area (User Defined) 73.100 acres Maximum Retention 2.7 in (Pervious) Maximum Retention 0.5 in (Pervious, 20 percent) Cumulative Runoff Cumulative Runoff Depth 3.1 in (Pervious) Runoff Volume (Pervious) 19.168 ac-ft Hydrograph Volume (Area under Hydrograph curve) Volume 19.095 ac-ft SCS Unit Hydrograph Parameters Time of Concentration 20.170 min (Composite) Computational Time 2.689 min Increment Unit Hydrograph Shape 483.432 Factor K Factor 0.749 Receding/Rising, Tr/Tp 1.670 Unit peak, qp 246.38 ft3/s Bentley Systems, Inc. Haestatl Methods Solution PordPack CONNECT Edition Bentley Systems, Inc. Haestatl Methods Solution PondPack CONNECT Edition 21 0121 - CHO BASIN.ppC Center (10.02.00.01] 21 0121 - CHO BASINPX Center (10.02.00.01] 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 Subsection: Elevation -Area Volume Curve Label: PO -POST Scenario: 10 Year Storm Elevation Planimeter Area (ft) (191:2) (acres) Return Event: 10 years Storm Event: 10 Year Al+A2+sqr Volume Volume (Total) (AS*A2) (ac-fit) (ac-ft) (acres) 544.96 0.0 0.000 0.000 0.000 0.000 547.00 0.0 0.000 0.000 0.000 0.000 548.00 0.0 0.000 0.001 0.000 0.001 549.00 0.0 0.001 0.002 0.001 0.001 550.00 0.0 0.001 0.002 0.001 0.002 551.00 0.0 0.183 0.197 0.066 0.068 552.00 0.0 0.750 1.305 0.435 0.503 553.00 0.0 1.178 2.869 0.956 1.459 554.00 0.0 1.539 4.063 1.354 2.813 555.D0 0.0 1.744 4.920 1.640 4.453 556.00 0.0 1.927 5.504 1.835 6.288 557.D0 0.0 2.041 5.952 1.984 8.272 558.D0 0.0 2.139 6.269 2.090 10.361 559.00 0.0 2.396 6.799 2.266 12.627 560.00 0.0 2.525 7.381 2.460 15.DB8 561.00 0.0 2.658 7.774 2.591 17.679 562.00 0.0 2.774 8.148 2.716 20.395 563.00 0.0 2.872 8.470 2.823 23.218 564.D0 0.0 2.970 8.763 2.921 26.139 565.00 0.0 3.068 9.056 3.019 29.158 Bentley Systems, Inc. Haestatl Methods Solution PondPack CONNECT Edition 21 0121 - CHO BASIN.ppc Center (10.02.00.011 1/21/2021 27 Siemon Company Drive Suite 200 W Page 11 of 27 Watertown, CT 06795 USA +1-203-755-1666 Subsection: Elevation -Area Volume Curve Label: PO -PRE Scenario: 10 Year Storm Elevation Planimeter Area (ft) (fta) (acres) Return Event: 10 years Storm Event: 10 Year Al+A2+sqr Volume Volume (Total) (Al*A2) (ac-ft) (ac-ft) (acres) 544.96 0.0 0.000 0.000 0.000 0.000 547.00 0.0 0.000 0.000 0.000 0.000 548.00 0.0 0.000 0.001 0.000 0.001 549.00 0.0 0.001 0.002 0.001 0.001 550.00 0.0 0.001 0.002 0.001 0.002 551.00 0.0 0.183 0.197 0.066 0.068 552.00 0.0 0.750 1.305 0.435 0.503 553.00 0.0 1.178 2.869 0.956 1.459 554.00 0.0 1.539 4.063 1.354 2.813 555.D0 0.0 1.744 4.920 1.640 4.453 556.00 0.0 1.927 5.504 1.835 6.288 557.D0 0.0 2.041 5.952 1.984 8.272 55B.D0 0.0 2.139 6.269 2.090 10.361 559.00 0.0 2.396 6.799 2.266 12.627 560.00 0.0 2.525 7.381 2.460 15.088 561.00 0.0 2.658 7.774 2.591 17.679 562.D0 0.0 2.774 8.148 2.716 20.395 563.00 0.0 2.872 8.470 2.823 23.218 564.D0 0.0 2.970 8.763 2.921 26.139 565.00 0.0 3.068 9.056 3.019 29.158 Bentley Systems, Inc. Haestatl Methods Solution PondPack CONNECT Edition 21 0121 - CHO BASIN.ppC Center (10.02.00.011 1/21/2021 27 Siemon Company Drive Suite 200 W Page 12 of 27 WateMwn, CT 06795 USA +1-203-755-1666 �PyTx of G WPO AMENDMENT WPO-2019-00013 AIP NO. JOB NO. DELTA AIRPORT MULTIPLE 19040 r STORMWATER DRAWN BY: SHEET Draper Aden U E. CAM BELL BOLTON y KMB 3 RE -SUBMITTAL -ADD LIGHTING AND SIGNAGE KMB ECB 1/22121 Associates CONSULTANTS, 1 NCB t Lic. No. 051495 w CALCULATIONS DESIGNED BY: 2 WPO RE -SUBMITTAL- RISER REVISIONS KMB ECB 10/15/20 0� ��Z2�2� �sv ECB C22 1 WPO AMENDMENT SUBMITTAL KMB ECB 4/3120 Charlottesville, VA22902 treet 2700 Polo Parkway Midlothian, Virginia 231 13 �SSIONAL ���� rSCALE: 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 AIRPORTONE JANUARY 2021