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HomeMy WebLinkAboutWPO201900013 Plan - Revision 2020-04-07EXISTING STORM STRUCTURES 6 8114 (E9 PER AIRPORT/PARKING EXPANSION DATED JULY 2019) GRATE INLET 6 LEGEND TOP=615.05' INV IN= 611.78' (15" RCP FROM A.D.) INV OUT= 610.56' (18" RCP TO #9442-OFFSITE) 6 STORM PIPE 9442 STORM MH STORM INLET RIM=604.70' 6 INV IN=601.38' (18" RCP FROM #8114) QO STORM MANHOLE 8971 (E33 PER REHABILITATE RUNWAY PLANS DATED MARCH 2O16) 6 1ASPHALT PAVEMENT GRATE INLET TOP=609.68' INV OUT=604.68' (24" RCP TO #9435) 6 9435 GRATE INLET TOP=611.96' 5 INV IN= 602.81' (24" RCP FROM #8971) INV OUT= 602.70' (24" RCP TO A.D.) 0+00 0+50 1 +00 1 +50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 PROPOSED STORM SEWER — Scale: H: 1 "-50', V: 5.00: 1 25 20 15 10 05 00 95 7+00 7+25 N 22°06'16" E 6801.00' (RUNWAY C/L) N 22°06'16" E 6801.00' (RUNWAY C/L) CONVENTIONAL LOCATION FROM TRAVERSE ,, may CONVENTIONAL LOCATION FROM TRAVERSE J— — — — — — — — — — — — — — — — — r O0 k u 0f A1F dlF ^E-----•—`----°'.— K IM22i' i' RiNEs3 e 5 - - - - - - - - - - - - - o! - - - - - _ - 622 _ , , 6 5 /; — --1 — J ---- ---- g —------- --_ --- —---------- - - 6- 24-$-- ------ ------ _ --- - - -- -"------- --------------------- 620-0- —--'----- ----- i - -C ------------- -- --- ------ 622- 6---------- — — — \ _ — --- _ _ _ - - - - - - - - - - - - - - - - - - - - -620 (Y - - 6 9 5------------ REFER TO " GRADING DRAINAGE" SHEET PREPARED BY J \ — 620 DELTA AIRPORT CONSULTANTS, \ J s2e. e - - - - - - _ _ - _ - •.` \\ // / /. -- —_\ — - INC. FOR PROPOSED GRADING le VERIFY DEPTH OF EXISTING \ I / I ( ---- ---- .s-/-- I I / — ----- UTILITIES; PROTECTALLUTILITIES 1 \ J ' _— — TO REMAIN DURING EARTHWORK; COORDINATE WITH DELTA PLANS// --- /—\ LIMITS OF DISTURBANCE i 1--- RETURN GRADE TO -/-- 8" EXISTING IN AREA \ \ 11 ' I 6 9 // / ah'--/ 6 ° ------ ---I---— RSA _ , - OF SEDIMENT TRAP - _ R A / RSA RSA RSA - - 'I SA _ . _ _ _ _ _ RSA ------ PS, RSA RSAi xw_ CONCRETE MANDHOLE CONNECTION TO EXISTING 617-o- 14 E9 #1141 // , E„ , ' AIRCRAFT RATED CONCRETE ----- o - — ------- ---/ STRUCTURE; CORE STRUCTURE AND 0, 18 CLASS V RCP —_------- 13 18 CLASS IV RCP —/ 1/ ---- — ------ —_---- FILL ALL GAPS AROUND PIPE WITH DROP INLET WITH 2 X2 GRATE 617 --- 1+00 _-- ----` _-- — ----— ___ - _NONSHRINK GROUT, FLUSH TO THE s----------------- - B / i ,` —--- ao aSOT 00- r - _ E 50- 6+00 3_r ==-sa3 E33_=INSIDE FACE OF THE STRUCTURE. TOEA — _ TOFA _ TOFA -- — / I TOFA ` \ T& xA\ — 0+00 70FA--- ro' — - - - - —------- - - - _ ----- — _----- — — --- - - - -- - e3LIMITS OF DISTURBANCE--/// / `(—\ _ \\ \— 6- — - — 2+00 -p--- — 3+0-- ----4+OO g eo-— — 24 RCP— 6' "--`— _Qp— -- fo. — — _— OOl OOl 00l ' 619 ' — \ \\_\\— — _ — — — — — — _ — — _ _-- ` $-- — 14-- —-------_ __---- — — — -- —_--_--_—_-6+77 _ TSA — — —620— — — — — TSA \ 7 A 699fl TSA---- —_ — ` TSA TS TSA \\ TSA _ — TSA\ _ZSA------- — _— — -- 8-r —-_____---/ i 6z ,"5- may a— - \ .— _ - \ — --6 g --- ------ - - - - --- - iL ru .— ram r Llr ru r LYE "\— f'1t.-uc— LOD LOD OD C9D D LOD — LOD LOD' LO^ LOD —LOD LOD LOD LOAD LOD LOD i..i L9 LOD (O , y ROFA ROFA _ _ _ ^ _ NOTE: CONTOURS SHOWN OUTSIDE -- / THE LOD ARE WITHIN AN AREA OF ----- TqA g---------------- y-- — - - - - d • d d a _•—. •, _ . FO19 d, • d d d a a. I , d j•tl, ,•° dim' a . COMPLETED .a _ —r° a ' d' aI APRON PROJECT ' •• d• d d d• • •° i. I I d d• LLk Jl y/ T I ,• , . / . •• d Fw- I d d 1 g• %d • • • I . • •, • •. •d• • • °• d Id I , • •• . •° °• ' d • °• d I I 4 / • dl. P °'• d • I• I IrrI• , JlI L dA •, • I• • I••° f , . ' / I• d . I• 14 O° I• I d j .dl . I a •' /•. :. , d A I'° . d dl d1r" d• •f d % • • /. • /° d ems d . d d d . , I dT F • ° • • 4t- 4 y a • ems\ • • \ \ . 1, °\\d TSA FD DELTA AIRPORT Draper Aden Associates NSUL TAN T INC, b z 110 Avon Street 2700 Polo Parkway # Midlothian, Virginia 23113 Charlottesville, VA 22902 Y NO. REVISIONS BY APP. DATE 434-295-0700 www.daa.com phone: (804) 275-8301 w w w. delta l r p o r t. c o m MILL AND OVERLAY. THIS AREA IS NOT CONSIDERED DISTURBANCE— FROM A CALCULATION STANDPOINT. a------------ZSA_-- -- FO _FO — — _ FO_ _ _ _ FO_ FO_ — - TOFA TOFX 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. E. CAM BELL BOLTON Lic. No. 051495 o -io3izozo, ww f. CONSTRUCT TAXIWAY A4 DRAINGE PLAN - TAXIWAY GRAPHIC SCALE IIV rtt I ) 1 inch = 50 ft. AIP NO. 3-51- 0004-PENDING DRAWN BY: KMB DESIGNED BY: M CHARLOTTESVILLE- ALBEMARLE AIRPORT SCALE: I DATE: V = 50' APRIL 2020 0 JOB NO. 19040 SHEET 14 OF 41 EROSION & SEDIMENT CONTROL GENERAL NOTES: 1. REFER TO SHEET 20 FOR EROSION AND SEDIMENT CONTROL DETAILS. REFER TO SHEET 19 FOR SEDIMENT TRAP CALCULATIONS AND DETAILS. 2. EROSION MEASURES SHALL BE INSTALLED AS THE FIRST STEP IN LAND DISTURBANCE AND REMAIN IN PLACE UNTIL ALL UPSTREAM AREAS HAVE BEEN PERMANENTLY STABILIZED OR ARE REPLACED BY OTHER MEASURES; REFER TO CONSTRUCTION SEQUENCE ON THIS SHEET. 3. EROSION AND SEDIMENT CONTROL MINIMUM STANDARDS (MS-1 THROUGH MS-19) SHALL BE FOLLOWED AT ALL TIMES. 4. UTILIZE TEMPORARY SEEDING, MULCHING, AND DUST CONTROL AS NEEDED FOR ALL DISTURBED AREAS. 5. INITIAL PHASE EROSION AND SEDIMENT CONTROL MEASURES TO REMAIN IN PLACE THROUGHOUT CONSTRUCTION. MEASURES TO REMAIN OPERATIONAL FOR AS LONG AS FEASIBLE. 6. ALL CONSTRUCTION TRAFFIC SHALL ENTER AND EXIT THE SITE USING THE APPROVED CONSTRUCTION ENTRANCE. CONTRACTOR TO SWEEP UP ANY SEDIMENT TRACKED OUTSIDE OF THE CONSTRUCTION LIMITS AND DISPOSE OF IN AN APPROVED MANOR. 7. ALL DEMOLITION ITEMS SHALL BE REMOVED FROM THE SITE AND DISPOSED OF PROPERLY; REFER TO DEMOLITION PLAN BY DELTA AIRPORT CONSULTANTS. 54+52.42 RUNWAY 3-21 0+00 EXISTING TAXIWAY EE C/L N 22°O6'16" E 6801.00' (RUNWAY C/L) CONVENTIONAL LOCATION FROM TRAVERSE ors---"— / ; w _ .-. fL EUwNc ao1 ao o F5f ao _ _--- — — — — 77 xc ru _ ilE REF , A-7 2 5 — — —/-------- _- 6Z1----------- ---- ---- — --- 11 J'---- 622t3--- ___--— _— I // ///—//—= _ J TS DC --- _------ -- s2oo /—i— —`— EROSION & SEDIMENT CONTROL LEGEND No. TITLE KEY SYMBOL 3.02 TEMPORARY STONE CONSTRUCTION ENTRANCE CE 3.05 SILT FENCE SF 3.07 STORM DRAIN INLET PROTECTION IP0 3.09 TEMPORARY DIVERSION DIKE DD 3.13 SEDIMENT TRAP ST 3.31 TEMPORARY SEEDING TS TS 3.35 MULCHING MU MU 3.39 DUST CONTROL DC DC 62e.-g-_ IN,/.' APPLY WITHINVi 7 - - - LIMITS AS NEEDED - INITIAL PHASE - - \ /- 6 1 / — A (-- DRAINAGE AREA TO \ ', \ --/' / , ,6'------ _/ ST1 1.54 ACRES - -- \ . \ / / / -------_—--------\\ \ / 48. - _/— INITIAL PHASE 1 W I I / \_ _ INITIAL PHASE S I DRAINAGE AREA TO o• / \ \ ' I I / - DRAINAGE AREA TO r ST#3 2.43 ACRES ST#2 2.15 ACRES AFTER STORM INLET IS INSTALLED, 1 , PLACE FILL AS REQUIRED TO CREATE Y _ _ _ _ _ _ _ _ _ _ _ _ _ - - 64 1 =_ -_=_====L== BERM DOWNSTREAM OF INLET AS SHOWN. - -- - - -- /' RSA RSA ' — — — RSA _ \ RA KJ KJA RSA — ' " — — — —R-SA _ 1 _ _ _ _ _ _ _ — — RSA RSA CLEAN WATER MF // \ ` \ - / rye ^i rs - - = i--- / i q\ % rue k— m J / 1 14 STORM PIPE AND INLET SHALL ! -DIVERSION DIKE r—TM -- ^ —------- E 9 n61- I E E- BE INSTALLED AS THE FIRST ,____ _ ST I I I I IP DID -- 13 _ _ — —LIMITS OF DISTURBANCE _---- -------------------- I / ITEM OF CONSTRUCTION. -_ -------- DID - — — ___ IP - _ - / I cod' I ( 1 ST = --- ---- ----6 == rr1r(o- IoT " — --- —_ — - E33 W&_ — — — TOFA _LIMITS OF DISTURBANCE TOFA TOFA ` rya, 70 A_-- —_--- - _ --_ _ Iti, ------------- - - -—__--___—_ ---- _ - - - - - - - - _ __\ - 6i6.. 6— ---- _ — _ _ " — — — --- -- 614-.0------- — LaD _ ---6i _ -- " _ _ 24" RCP t _ ST # 3 ° ____ -642-5 _ !_Lon _/ , TSA _ _ — — TSA ` —tea = DD __ — ISA . .\ \ TSA CE _ TSA - ---------rsa- a- — — — — — — — — — — — — LOD LOD LOD 9 LOD LOD LOD LOD L9D\T D\ LOD LODE LOD' LOD +CLOD I LOD LOD — I LOD LOD c OFA I ROFA ROFA = ACCESS TO SITE THROUGH HAUL A-- - - - - - - - - - - ----- A---------------- r----------- . — — /. — TSA — — — — SECURED AIRPORT FENCING I ROA ENTIRE SITE WITHIN Al d . e • ' • a. , P • • . , d • • . • • a e •%: • / CO fT' Sl I _FO - 0 F0 F0 1aI . , d • Jam° — d• •d ' / ° d • _ — 0— TOFA e — — -- — --- d • / F F0 \ ( O — — TOFA TOFT d a • d A4 Af dCOMPLETEDe —:° - 10—-------- d•. - r.. ./. •° d• I 1 _ : I d . — — IP GRAPHIC SCALE dAPRONPROJECT , I , d • , I 0 • • • • ' • • ° •in Ud t g • e • e • d I • ' • • d• • • . •- d . / da• • / 50 / 25 50 100 200 I . Ir /lIL e I 111'\ TTTTTTJ// G . I d I• / • d d , • . • I • I e: • d • d \ • • • , • I • , I• • d. f • p , , . • • / I, d d— a . I • I , • .° I / A. • , • Od l• d I d, . d • • • • d. • eI . I I e a %.. ; , d , I . 'd ., • • . ° ,d 11 IN FEET ) d•. , d•, II• . /J• . d• d • Z . . / •°' ,y . / -, d dAA A• .\ . , d A. 4 / / \ I 1 inch = 50 ft. 4 4- d e •' • d = 9 — ——'—•'' e \ . I \ INITIAL PHASE ESC CONSTRUCTION SEQUENCE d d — -`•— I A. INSTALL CONSTRUCTION ENTRANCE AS SHOWN ON THE PLAN. DISTURB THE MINIMUM AREA NEEDED TO INSTALL d . a— tea! --r— — • • • —. • e _ a y ' d• \ I f ' — — _ T = d - — '=- \ d \ I \ \ I THE ENTRANCE. ADJUST CONSTRUCTION ENTRANCE AS REQUIRED AS CONSTRUCTION PROGRESSES. d • . I • . , — = /d,, '\•4 4 , . \ r I \ I \ 1 B. INSTALL INLET PROTECTION ON ALL EXISTING INLETS AS SHOWN ON PLANS. le % a _ •—•Y— , r a ,- / _.d_.. d Ta \ 4 • a \ \ \ I C. INSTALL DIVERSION DIKES AND IMMEDIATELY SEED AND MULCH TO STABILIZE. I ' I• I• • 4. / —_ — i .-.,,\ \ \"-• . • , d 11 \ \ 1 D. INSTALL THE PROPOSED STORM INLET AND PIPING. INSTALL INLET PROTECTION ONCE ACTIVE. f• d.l • I; . , / -_• '=,--'. •• \ d. ,1 , •` \ I \ E. CONSTRUCT THE SEDIMENT TRAPS AND INSTALL SILT FENCE AS SHOWN ON THE DOWNHILL SIDE OF THE BERMS. d \ \ I ~ \ \ \ \ DISTURB THE MINIMUM AREA NEEDED TO INSTALL THE TRAPS. DURING CONSTRUCTION, TEMPORARY DIVERSION d ' ° a b •- \ • x. ' \ • ' d\ \ \ I I \ I I I DIKES SHOULD BE INSTALLED JUST UPHILL OF THE TRAP TO DIVERT ALL UPSTREAM RUNOFF AROUND THE II9 4 d • •• 4_ . a • d ' d \• \\\ I I I TRAP (THESE ARE NOT SHOWN IN PLAN VIEW). I I F. IMMEDIATELY SEED ALL DISTURBED AREAS AROUND THE TRAPS AND THE SLOPES OF THE TRAPS. AFTER THE d d d • d 1 °/../ . ' 41 , •' a le .• ' •' ' .• - a, d,= \ I / // SEDIMENT TRAPS HAVE A HEALTHY STAND OF VEGETATION ESTABLISHED, THE TEMPORARY DIVERSION DIKE I e \\\\\\ SHALL BE REMOVED. FO I — — _ / I — — — — — — /// / I ` \ \ I I \ — I ( I / / G. INSTALL ADDITIONAL PERIMETER CONTROL MEASURES AS SHOWN ON THE PLANS OR INSTRUCTED BY THE II I I / INSPECTOR/ENGINEER. H. ONCE THE SEDIMENT TRAPS HAVE ESTABLISHED VEGETATION, CLEARING AND GRUBBING OF THE SITE MAY UGf _ _ GE UGE UGE— — — \\ _ / — — — I I I I j BEGIN. TOPSOIL SHOULD BE STOCKPILED AND SAVED FOR USE DURING FINAL SITE GRADING. CLEARING AND GRUBBING ACTIVITIES SHOULD BE PERFORMED AS NEEDED FOR THE NEXT CONSTRUCTION ACTIVITY AND NOT II \ _ ACROSS THE ENTIRE SITE AT ONCE. IIIII IIII111 \- \I/('I I. BEGIN DEMOLITION OF ITEMS AS SHOWN ON THE DELTA PLANS. j UGE \ 11 I 1 IIIII 11 0 / EJ \\ — I J. PROCEED WITH INITIAL GRADING OF THE SITE. ALL EXCAVATED MATERIAL AND DEBRIS SHALL BE STOCKPILED N. N. N. N. 1 1 \ I III 1 I 1111 I I \ _ \\ / — / I D I \ \ II \ I 111 1111111 \\ \ \\ — IIIII / I I / OR DISPOSED OF IN A LAWFUL MANNER. ALBEMARLE COUNTY IS TO BE NOTIFIED PRIOR TO ANY HAULING TO WASTE AREAS. N , ' I I IIIIIII I I \\ \\ \\ Q IIIIIII I I A M VE S T— / III I / K. TTHROOR ROGHOUTYOFFSITE CONSTRUCB ONOACTIIVITIES, APPLY DUST CONTROL MEASURES ACCORDING TO VESCH STD. & SPEC. GE 1IIIIIIII \\ `` \\\ J I III II III \ / — — WORRELL III / 3.39. ANY AND ALL MATERIAL OR DEBRIS TRACKED ONTO A ROAD OR RUNWAY SURFACE SHALL BE N. \ ii III 1 1111111 I ^ \ \` \ / III I I IIIII// IMMEDIATELY CLEANED THOROUGHLY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING c I / 1111111 IIII I IIIIIII/ AND BE TRANSPORTED TO A SEDIMENT CONTROLLED DISPOSAL AREA. I IIII II I III I / / L. APPLY TEMPORARY SEEDING AND MULCHING AS NECESSARY. UTILIZE SURFACE ROUGHENING AS NEEDED. I LN. N. N. N. N. TH o CONSTRUCT TAXIWAY A4 AIP NO. JOB NO. n DELTA AIRPORT,F•L F yj 3- 51-0004-PENDING 19040 DRAWN BY: SHEET E. CAM BELL INITIAL EROSION & SEDIMENT KMB Draper Aden15NS ULTANTS,I N . Lic. No. 051495 DESIGNED BY:Associates wCONTROLPLANTAXIWAYEBBof 4/ 03/ ZOZO w Charlottesville, VA 22902 110 Avon Street 2700 Polo Parkway Midlothian, Virginia 231 13 SSIONAL SCALE: DATE: 41 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 — 50' APRIL 2020 D EROSION & SEDIMENT CONTROL LEGEND O Q J r 3 J Q z UW Lu Q Q OMO O MN0N0 b z Q 0 I — — — — — — — — — — N NTIO 16" E LOCATION 0' (RUNWAY VECONVENTIONALLOCATIONFROMTRAVERSE EROSION & SEDIMENT CONTROL GENERAL NOTES: 1. REFER TO SHEETS 19 AND 20 FOR EROSION AND SEDIMENT CONTROL DETAILS. 2. REFER TO SHEET 15 FOR PHASE 1 EROSION AND SEDIMENT CONTROL PLANS AND CONSTRUCTION SEQUENCE. PHASE 1 MEASURES TO REMAIN IN PLACE THROUGHOUT CONSTRUCTION. MEASURES TO REMAIN OPERATIONAL UNTIL ALL UPSTREAM AREAS HAVE BEEN PERMANENTLY STABILIZED OR ARE REPLACED BY OTHER MEASURES. 3. EROSION AND SEDIMENT CONTROL MINIMUM STANDARDS (MS-1 THROUGH MS-19) SHALL BE FOLLOWED AT ALL TIMES. 4. ALL CONSTRUCTION TRAFFIC SHALL ENTER AND EXIT THE SITE USING THE APPROVED CONSTRUCTION ENTRANCES. CONTRACTOR TO SWEEP UP ANY SEDIMENT TRACKED OUTSIDE OF THE CONSTRUCTION LIMITS AND DISPOSE OF IN AN APPROVED MANOR. 5. ALL DISTURBED AREAS OUTSIDE OF THE PAVEMENT AND GRAVEL SHALL RECEIVE TOPSOIL (MIN 4"), BE PERMANENTLY SEEDED, AND COVERED WITH STRAW MULCH. 6. UTILIZE DUST CONTROL AS NEEDED WITHIN LIMITS OF DISTURBANCE. 7. INSTALL BLANKET MATTING ON ALL SLOPES STEEPER THAN 4:1, WITHIN CHANNELS, AND IN ALL OTHER AREAS AS REQUIRED TO ESTABLISH VEGETATION. No. TITLE KEY SYMBOL 3.20 ROCK CHECK DAM CD 3.30 TOPSOILING TO TO 3.32 PERMENANT SEEDING PS PS 3.35 MULCHING MU MU 3.36 BLANKET MATTING 3.39 DUST CONTROL DC DC OOl _ OOl OOl _ — — a 22 _ nc w a,F Af _ A[ — ia,— I—"",a acT'-g ram, K "i b2<7.5 / _ - ----- — — — — _------------------------ — 62 5---------- a---- /' - - //, — -- 1 O--J- --_ — ---_-- 1--&----------------_—___— ------Fr200------------"-'----___-------------_-- i — — , 621- i / \ \ / / , / a— is w, w, rq `ue rve eq 620 FIN SE DRAINAGE AAREA ATO / \-- 20 ST#1 1.46 ACRES - --' \\ \ 1 14 / ,' / FINAL PHASE — ---- — -- DRAINAGE AREA TO FINAL PHASE o / \ I = I 1 / DRAINAGE AREA TO DC ST#2 2.94 ACRES _ ST#3 1.61 ACRES 1 TO _ / \ — ONCE UPSTREAM AREAS ARE STABILIZED,^` -- PS — --// SEDIMENT TRAP CAN BE REMOVED. GRADE I //' p ,-'" - IN DITCH AND INSTALL CHECK DAMS TO 1 619 M U " HELP ESTABLISH VEGETATION. ONCEjVtSF _ \ \ as s Z _ _ _ _ _ - VEGETATION IS ESTABLISHED IN DITCH,/ -- RSA _ - - - RSA R A F ` RSA -R-SA _ _ _ _ - - RSA RS4i 6i-"" L--, _\` \ APPLY WITHIN B/M 1 \- / LIMITS AS NEEDED ,' p}a _— E9 # 1 \ ' ~ I ,q - 14 _ - _ _ _----- — _/ ST I E I 2' E _ _ - - 617 °' IP --__ DID ------ 13 ------ 1/ LIMITS OF DISTURBANCE — ----------- I - - - - - D33:7- ME4— — TOFA — TOFA_--`Jill/ 7 i # 2 — 7Q_FA_ 61 — - - - - - - 9FA _---- B M — - 64LIMITSOFDISTURBANCE — /// j i 1 I-\ ` l ' — _ # 3 0- T 1 way wcaCD619 l — \`-- _-- — --_— - - - - _ _ _ _ _ --—615--- —614ST — ---- __-___-------------- I ---= ====== - TSA A — — TSA TS% — Ts,,\ \ TSA CD A CD CD TSA---= — ----- 61 L /' \ ' u rq — _ F"" `'-" % — A, - O rq wi---. — _ LOD LOD y LOD LOD LOD t L LOD LOD LOD LOD — \ G\ LOD ` LOu LOD, LO^ LOD LOD LO OFA ROfA ROFA = _ a \ _ J +ReFA e-_---- --/---- """_- // SEDIMENT TRAPS SHALL --- REMAIN IN PLACE AS LONG AS — FEASIBLE (TYP ALL THREE) — — — — - A --------------A---------------- f---- - - - .— —• / — TSA — ' \ // — — _ — — — — - Yam. • ° • • d O] .. • ° r d • . • ° • d ' . 4 24" RCP — 1 e ; .% e , : — — FO / FO _ —FO — — — FO FO FO TOFA _ • e •• ' d • a e eF FOTnFA i — TOFA — — — — — — TO1. tf— e / A e I / ell l• A. ' A dl; . _l' ._p_`•- ... • .1 41, i d• l: d — ---- / GRAPHIC SCALE l •°il• a. l •e tl • .• le •°l e e , • • • l• d •l a l•• e e . • I 10 ^ J 50 0 25 50 100 200 r- ; ;I l•• .l d • •l COMPLETED e l • . 'Al , I • •l /. •. APRON PROJECT / - l I d /• _ \ • e • 1 ' •1 ° dIN FEET) tl • •l I I • e. •• e • d l l ' I e • • ° \• ° • • • l•I • • • • • F • d •• • • • d d• • • l • • J I I I / / I l • l' e l °.. d • ., d : e ° • I . .. • a 1 inch = 50ft. i ESC PHASE 2 CONSTRUCTION SEQUENCEl • ll° e e . \ — / I / A. MAINTAIN PERIMETER EROSION AND SEDIMENT CONTROL MEASURES AND SEDIMENT TRAPS 41 A- d d • —' T ° •/' - _ e ' , e • \ 1 / AS SHOWN ON THE PLANS. EROSION AND SEDIMENT CONTROLS SHALL BE MAINTAINED e 4., % ; = ; ; — -- = d • , UNTIL SUCH A TIME AS A VEGETATIVE COVER IS ESTABLISHED UPHILL OF THE MEASURES. j — _ e I / SEDIMENT TRAPS SHALL BE LEFT IN PLACE UNTIL ALL POSSIBLE UPSTREAM EARTHWORK IS f f r,•—_d _ —T =d • ,\ \ e COMPLETE AND STABILIZED. 11 T —''—' d B. INLET PROTECTION SHALL REMAIN IN PLACE UNTIL PERMANENT STABILIZATION IS REACHEDI .° % — ,_ — _ __-A • • _ d. . p '\' UPHILL OF THE MEASURE. a / v• ,'' • ° _ — \. °\ •• \ C. SEDIMENT TRAPS SHALL REMAIN OPERATIONAL FOR AS LONG AS CONSTRUCTION ALLOWS. I• •I , d r.•a jI .•' '/ e - A - —. / a"mod \ ', • ' d • • 1 / THROUGHOUT CONSTRUCTION, UTILIZE DIVERSION DIKES AND TEMPORARY CHANNELS TO I •I41 I° '/ r —, - • •, ° •' \ l \ 1 1 1 / — MAINTAIN THE SAME APPROXIMATE AREA DRAINING TO EACH TRAP. ONLY REMOVE WITH II . d % ° - •_ •— \` *\•' - • ' • • a _ • I 1 I I / / APPROVAL OF INSPECTOR. II / D. INSTALL ALL ADDITIONAL MEASURES SHOWN ON THE PLANS AND AS DEEMED NECESSARY II •• 9 4 • `— — — THROUGH INSPECTIONS BY THE RLD, COUNTY OR ENGINEER. Tr 0\ II d dL d .y . • e _ .,° , ' _ _. , • • A E. USE APPROPRIATE DUST CONTROL MEASURES FOR DISTURBED AREAS AS WELL ASl ° • • •°/ / 'r • ` 11 T I / r — / / — / ' I TEMPORARY SEEDING AND STRAW MULCHING AS NECESSARY. FO — _ I — — — — / /// j _ / I \ F. PROCEED WITH TAXIWAY INSTALLATION AND FINAL GRADING. I — — — _ /// — / \ \ 11 I I i (— / I ( I / / G. APPLY PERMANENT SEEDING, TOPSOIL AND STRAW MULCHING TO ALL DISTURBED AREA, OUTSIDE OF THE HARDSCAPE. 77/77 UGE UGE — \ 1 / / / ` — H. REMOVE SEDIMENT TRAPS ONLY AFTER UPSTREAM AREAS ARE STABILIZED. ONLY REMOVE WITH APPROVAL OF INSPECTOR. PROCEED WITH FINAL GRADING OF AREAS WITHIN THE c / IIII Illll o\ \ \ — — _ o I ` / // / // FOOTPRINT OF THE TRAPS. III IIII l I I Q ` / // / I. TEMPORARY ROCK CHECK DAMS SHALL BE INSTALLED ALONG THE OUTFALL CHANNEL UGE \ j \ IIIIIIIIIIIIII I I Q i ` \\ \ ` — — IIII o NORTH OF THE RELOCATED TAXIWAY TO ASSIST WITH ESTABLISHING VEGETATION WITHIN N N. \ IIIII I IIII I \ _\ \\ _ , IIIII / I * / THIS CHANNEL. INSTALL BLANKET MATTING AS REQUIRE TO ESTABLISH VEGETATION. I 111 l IIIIIII ° AM VEST ICI / //// / // // /// J. ALL STORMWATER PIPES AND STRUCTURES SHALL BE CLEANED OF ALL SEDIMENT BUILD UP. I K. ONCE THE SITE IS STABILIZED, AND WITH APPROVAL OF THE INSPECTOR, REMOVE ALL WOR R ELF I // / / / / /// REMAINING EROSION AND SEDIMENT CONTROL MEASURES. TH op CONSTRUCT TAXIWAY A4 AIP 3051-0004-PENDING 19040DELTAAIRPORTr DRAWN BY: SHEET E. CAMBE•fLeL BOLTON" FINAL EROSION & SEDIMENT KMBDraperAden 16CONSULTANTS, 1N Lie. No. 051495 - Assoclates w CONTROL PLAN TAXIWAY DESIGNED BY: ECB09-/03/ZO20 w of 110 Avon Street 2700 Polo Parkway # Midlothian, Virginia 23113 4 tis0 SCALE: DATE: Charlottesville, VA 22902 hone: 804 275-8301 w w w. delta i r o r t. c o m ZONAL CHARLOTTESVILLE-ALBEMARLE AIRPORT 41 NO. REVISIONS BY APP. DATE 434-295-0700 www.daa.com pp 1 - 50 APRIL 2020 STATE MINIMUM STANDARDS FOR EROSION CONTROL MS-14 ALL APPLICABLE FEDERAL, STATE AND LOCAL REQUIREMENTS PERTAINING TO WORKING IN J. IN APPLYING THESE STORMWATER MANAGEMENT CRITERIA, INDIVIDUAL LOTS OR OR CROSSING LIVE WATERCOURSES SHALL BE MET. PARCELS IN A RESIDENTIAL, COMMERCIAL OR INDUSTRIAL DEVELOPMENT SHALL NOT BE GENERAL EROSION AND SEDIMENT CONTROL NOTES CONSIDERED TO BE SEPARATE DEVELOPMENT PROJECTS. INSTEAD, THE DEVELOPMENT, MS-15 THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER AS A WHOLE, SHALL BE CONSIDERED TO BE A SINGLE DEVELOPMENT PROJECT. ES-1: UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND WORK IN THE WATERCOURSE IS COMPLETED. HYDROLOGIC PARAMETERS THAT REFLECT THE ULTIMATE DEVELOPMENT CONDITION SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO SHALL BE USED IN ALL ENGINEERING CALCULATIONS. MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT MS-16 UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING CONTROL HANDBOOK AND THE VIRGINIA EROSION AND SEDIMENT CONTROL REGULATIONS STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: K. ALL MEASURES USED TO PROTECT PROPERTIES AND WATERWAYS SHALL BE EMPLOYED 9VAC25-840. IN A MANNER WHICH MINIMIZES IMPACTS ON THE PHYSICAL, CHEMICAL AND A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. BIOLOGICAL INTEGRITY OF RIVERS, STREAMS AND OTHER WATERS OF THE STATE. ES-2: THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE L. ANY PLAN APPROVED PRIOR TO JULY 1, 2014, THAT PROVIDES FOR STORMWATER PRE —CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. MANAGEMENT THAT ADDRESSES ANY FLOW RATE CAPACITY AND VELOCITY DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. REQUIREMENTS FOR NATURAL OR MAN—MADE CHANNELS SHALL SATISFY THE FLOW C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN—MADE ES-3: ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER CHANNELS IF THE PRACTICES ARE DESIGNED TO (I) DETAIN THE WATER QUALITY THE FIRST STEP IN CLEARING. THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF —SITE PROPERTY. VOLUME AND TO RELEASE IT OVER 48 HOURS; (II) DETAIN AND RELEASE OVER A 24—HOUR PERIOD THE EXPECTED RAINFALL RESULTING FROM THE ONE YEAR, ES-4: A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN 24—HOUR STORM; AND (III) REDUCE THE ALLOWABLE PEAK FLOW RATE RESULTING MAINTAINED ON THE SITE AT ALL TIMES. ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. 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 ES-5: PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THIS CHAPTER. FORESTED CONDITION, ACHIEVED THROUGH MULTIPLICATION OF THE FORESTED PEAK ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF —SITE BORROW OR WASTE FLOW RATE BY A REDUCTION FACTOR THAT IS EQUAL TO THE RUNOFF VOLUME FROM AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN F. APPLICABLE SAFETY REQUIREMENTS SHALL BE COMPLIED WITH. THE SITE WHEN IT WAS IN A GOOD FORESTED CONDITION DIVIDED BY THE RUNOFF TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. MS-17 WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, VOLUME FROM THE SITE IN ITS PROPOSED CONDITION, AND SHALL BE EXEMPT FROM ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR ES-6: THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR MAN—MADE CHANNELS AS DEFINED IN ANY REGULATIONS PROMULGATED PURSUANT TO CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED 62.1-44.15:54 OR 62.1-44.15:65 OF THE ACT. OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE DETERMINED BY THE PLAN APPROVING AUTHORITY. 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 M. FOR PLANS APPROVED ON AND AFTER JULY 1, 2014, THE FLOW RATE CAPACITY AND ES-7: ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION VELOCITY REQUIREMENTS OF § 62.1-44.15: 52 A OF THE ACT AND THIS SUBSECTION ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER SHALL BE SATISFIED BY COMPLIANCE WITH WATER QUANTITY REQUIREMENTS IN THE FINAL STABILIZATION IS ACHIEVED. LAND —DISTURBING ACTIVITIES. 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 ES-8: DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED MS-18 ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN ACCORDANCE WITH 9VAC25-870-48 OF THE VIRGINIA STORMWATER MANAGEMENT FILTERING DEVICE. 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO PROGRAM (VSMP) REGULATION OR ARE EXEMPT PURSUANT TO SUBDIVISION C 7 OF § LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE VESCP AUTHORITY. TRAPPED 62.1-44.15:34 OF THE ACT. ES-9: THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF AFTER EACH RUNOFF —PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER N. COMPLIANCE WITH THE WATER QUANTITY MINIMUM STANDARDS SET OUT IN CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL EROSION AND SEDIMENTATION. 9VAC25-870-66 OF THE VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) BE MADE IMMEDIATELY. REGULATION SHALL BE DEEMED TO SATISFY THE REQUIREMENTS OF THIS SUBDIVISION MS-19 PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE 19. STATUTORY AUTHORITY 62.1-44.15:52 OF THE CODE OF VIRGINIA. MINIMUM STANDARDS PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED A VESCP MUST BE CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES AND METHODS: FREQUENCY STORM OF 24—HOUR DURATION IN ACCORDANCE WITH THE FOLLOWING STANDARDS AND CRITERIA. STREAM RESTORATION AND RELOCATION PROJECTS THAT MS-1 PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS INCORPORATE NATURAL CHANNEL DESIGN CONCEPTS ARE NOT MAN—MADE CHANNELS AND WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. SHALL BE EXEMPT FROM ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED NATURAL OR MAN—MADE CHANNELS: 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 A. CONCENTRATED STORMWATER RUNOFF LEAVING A DEVELOPMENT SITE SHALL BE BE LEFT DORMANT FOR MORE THAN ONE YEAR. DISCHARGED DIRECTLY INTO AN ADEQUATE NATURAL OR MAN—MADE RECEIVING CHANNEL, PIPE OR STORM SEWER SYSTEM. FOR THOSE SITES WHERE RUNOFF IS MS-2 DURING CONSTRUCTION OF THE PROJECT, SOIL STOCK PILES AND BORROW AREAS SHALL DISCHARGED INTO A PIPE OR PIPE SYSTEM, DOWNSTREAM STABILITY ANALYSES AT THE BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS OUTFALL OF THE PIPE OR PIPE SYSTEM SHALL BE PERFORMED. RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY B. ADEQUACY OF ALL CHANNELS AND PIPES SHALL BE VERIFIED IN THE FOLLOWING TRANSPORTED FROM THE PROJECT SITE. MANNER: MS-3 A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT 1) THE APPLICANT SHALL DEMONSTRATE THAT THE TOTAL DRAINAGE AREA TO THE OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE POINT OF ANALYSIS WITHIN THE CHANNEL IS ONE HUNDRED TIMES GREATER THAN CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, THE CONTRIBUTING DRAINAGE AREA OF THE PROJECT IN QUESTION; OR MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. 2)(A) NATURAL CHANNELS SHALL BE ANALYZED BY THE USE OF A TWO—YEAR STORM TO MS-4 SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER VERIFY THAT STORMWATER WILL NOT OVERTOP CHANNEL BANKS NOR CAUSE MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN EROSION OF CHANNEL BED OR BANKS. ANY LAND —DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. 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 MS-5 STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, BANKS AND BY THE USE OF A TWO—YEAR STORM TO DEMONSTRATE THAT DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. STORMWATER WILL NOT CAUSE EROSION OF CHANNEL BED OR BANKS; AND MS-6 SEDIMENT TRAPS AND SEDIMENT BASINS SHALL BE DESIGNED AND CONSTRUCTED BASED 2)(C) PIPES AND STORM SEWER SYSTEMS SHALL BE ANALYZED BY THE USE OF A UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP OR BASIN. 10—YEAR STORM TO VERIFY THAT STORMWATER WILL BE CONTAINED WITHIN THE PIPE OR SYSTEM. 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 C. IF EXISTING NATURAL RECEIVING CHANNELS OR PREVIOUSLY CONSTRUCTED MAN—MADE LESS THAN THREE ACRES. CHANNELS OR PIPES ARE NOT ADEQUATE, THE APPLICANT SHALL: B. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM 1) IMPROVE THE CHANNELS TO A CONDITION WHERE A 10—YEAR STORM WILL NOT DRAINAGE AREAS GREATER THAN OR EQUAL TO THREE ACRES SHALL BE CONTROLLED OVERTOP THE BANKS AND A TWO—YEAR STORM WILL NOT CAUSE EROSION TO THE BY A SEDIMENT BASIN. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT BASIN SHALL CHANNEL, THE BED, OR THE BANKS; OR 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 2) IMPROVE THE PIPE OR PIPE SYSTEM TO A CONDITION WHERE THE 10—YEAR STORM STORM OF 24—HOUR DURATION. RUNOFF COEFFICIENTS USED IN RUNOFF CALCULATIONS IS CONTAINED WITHIN THE APPURTENANCES; SHALL CORRESPOND TO A BARE EARTH CONDITION OR THOSE CONDITIONS EXPECTED TO EXIST WHILE THE SEDIMENT BASIN IS UTILIZED. 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 MS-7 CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL INTO A NATURAL CHANNEL OR WILL NOT CAUSE THE PRE —DEVELOPMENT PEAK MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE RUNOFF RATE FROM A 10—YEAR STORM TO INCREASE WHEN RUNOFF OUTFALLS YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE INTO A MAN—MADE CHANNEL; OR STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. MS-8 CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED 4) PROVIDE A COMBINATION OF CHANNEL IMPROVEMENT, STORMWATER DETENTION OR WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN OTHER MEASURES WHICH IS SATISFACTORY TO THE VESCP AUTHORITY TO PREVENT STRUCTURE. DOWNSTREAM EROSION. MS-9 WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER D. THE APPLICANT SHALL PROVIDE EVIDENCE OF PERMISSION TO MAKE THE PROTECTION SHALL BE PROVIDED. IMPROVEMENTS. MS-10 ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE E. ALL HYDROLOGIC ANALYSES SHALL BE BASED ON THE EXISTING WATERSHED PROTECTED SO THAT SEDIMENT —LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM CHARACTERISTICS AND THE ULTIMATE DEVELOPMENT CONDITION OF THE SUBJECT WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. PROJECT. MS-11 BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE F. IF THE APPLICANT CHOOSES AN OPTION THAT INCLUDES STORMWATER DETENTION, HE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR SHALL OBTAIN APPROVAL FROM THE VESCP OF A PLAN FOR MAINTENANCE OF THE PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL DETENTION FACILITIES. THE PLAN SHALL SET FORTH THE MAINTENANCE REQUIREMENTS AND RECEIVING CHANNEL. OF THE FACILITY AND THE PERSON RESPONSIBLE FOR PERFORMING THE MAINTENANCE. MS-12 WHEN WORK IN ALIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO G. OUTFALL FROM A DETENTION FACILITY SHALL BE DISCHARGED TO A RECEIVING MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA CHANNEL, AND ENERGY DISSIPATORS SHALL BE PLACED AT THE OUTFACE OF ALL TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL DETENTION FACILITIES AS NECESSARY TO PROVIDE A STABILIZED TRANSITION FROM THE D SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FACILITY TO THE RECEIVING CHANNEL. JFILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. H. ALL ON —SITE CHANNELS MUST BE VERIFIED TO BE ADEQUATE. m n MS-13 WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN I. INCREASED VOLUMES OF SHEET FLOWS THAT MAY CAUSE EROSION OR SEDIMENTATION TWICE IN ANY SIX—MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING ON ADJACENT PROPERTY SHALL BE DIVERTED TO A STABLE OUTLET, ADEQUATE CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. CHANNEL, PIPE OR PIPE SYSTEM, OR TO A DETENTION FACILITY. z AIP NO. JOB NO. TH OF r CONSTRUCT TAXIWAY A4 3-51-0004-PENDING 19040DELTAAIRPORTDRAWNBY: SHEET E. CAM BELL EROSION & SEDIMENT KMBDraperAden 7NULTANTS, INC.Lic. No. 051495 DESIGNED BY: AssociateswCONTROLNOTESTAXIWAYEBB OF 4/ 03/2020 w z 110 Avon Street 2700 Polo Parkway # Midlothian, Virginia 23113 Charlottesville, VA SIONAL CHARLOTTESVILLE-ALBEMARLE AIRPORT SCALE: DATE: 41 Y 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 NONE APRIL 2020 NO. REVISIONS BY I APP. I DATE Draper Aden Associates 110 Avon Street Charlottesville, VA 22902 434-295-0700 www.daa.com EROSION CONTROL NOTES 1. THE CONTRACTOR SHALL INSTALL ALL EROSION AND SEDIMENT CONTROL DEVICES AS REQUIRED DURING CONSTRUCTION IN ACCORDANCE WITH THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, 1992, 3RD EDITION. ALL DEVICES REFERRED TO IN THESE PLANS CAN BE FOUND IN THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. 2. ALL DISTURBED AREAS SHALL BE PERMANENTLY SEEDED AND MULCHED WITHIN 7 DAYS OF REACHING FINAL GRADE. AREAS WHICH HAVE BEEN DISTURBED AND HAVE NOT REACHED FINAL GRADE, BUT WHICH ARE TO REMAIN UNDISTURBED FOR LONGER THAN 14 DAYS ARE TO BE TEMPORARILY SEEDED AND MULCHED WITHIN 7 DAYS. AS UPSTREAM AREAS ARE STABILIZED, DOWNSTREAM TEMPORARY DEVICES ARE TO BE REMOVED. 3. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PERIODICALLY INSPECT ALL SEDIMENT AND EROSION CONTROL DEVICES AND INSURE THAT THEY ARE IN GOOD WORKING ORDER. AT A MINIMUM, ALL DEVICES SHALL BE INSPECTED DAILY AND AFTER MAJOR RAINFALL EVENTS. ANY DEVICE NEEDING REPAIRS SHALL BE REPAIRED WITHIN 24 HOURS. 4. THE CONTRACTOR SHALL INSTALL ADDITIONAL EROSION AND SEDIMENT CONTROL DEVICES IF DURING THE COURSE OF CONSTRUCTION THE COUNTY DETERMINES THAT THEY ARE REQUIRED. 5. SILT SHALL BE REMOVED FROM SILT FENCES WHEN THE SILT REACHES APPROXIMATELY ONE-HALF THE HEIGHT OF THE BARRIER. 6. THE CONTRACTOR SHALL PERIODICALLY TOP DRESS THE CONSTRUCTION ENTRANCE WITH CLEAN STONE. IF THE CONSTRUCTION ENTRANCE FAILS TO REMOVE DIRT FROM THE TIRES OF VEHICLES ENTERING A PUBLIC RIGHT-OF-WAY A WASH RACK SHALL BE INSTALLED AND THE TIRES WASHED. THE CONTRACTOR SHALL BE REQUIRED TO PROVIDE ANY REQUIRED WATER FOR THE WASHING OF TIRES. DIRT TRACKED ONTO THE PUBLIC RIGHT-OF-WAYS SHALL BE REMOVED IMMEDIATELY BY THE CONTRACTOR. 7. ALL EROSION AND SILTATION MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN GRADING. 8. ALL STORM AND SANITARY SEWER LINES NOT IN STREETS ARE TO BE MULCHED AND SEEDED WITHIN SEVEN DAYS AFTER BACKFILL. NO MORE THAN FIVE HUNDRED FEET ARE TO BE OPEN AT ONE TIME. 9. ALL TEMPORARY EARTH BERMS, DIVERSIONS, AND SILT DAMS ARE TO BE MULCHED AND SEEDED FOR VEGETATIVE COVER IMMEDIATELY AFTER GRADING. STRAW OR HAY MULCH IS REQUIRED. THE SAME APPLIES TO STOCKPILES ON SITE AS WELL AS SOIL (INTENTIONALLY) TRANSPORTED FROM THE PROJECT SITE. 10. ELECTRIC POWER, TELEPHONE, AND GAS SUPPLY TRENCHES ARE TO BE COMPACTED, SEEDED AND MULCHED WITHIN FIFTEEN DAYS AFTER BACKFILL. 11. DURING CONSTRUCTION, ALL STORM SEWER INLETS WILL BE PROTECTED BY SILT TRAPS, MAINTAINED AND MODIFIED AS REQUIRED BY CONSTRUCTION PROGRESS. 12. ANY DISTURBED AREA NOT PAVED, SODDED, OR BUILT UPON BY NOVEMBER FIRST, IS TO BE SEEDED ON THAT DATE WITH OATS, ABRUZZI, RYE, OR EQUIVALENT AND MULCHED WITH HAY OR STRAW MULCH. MODIFY AS APPLICABLE DEPENDING ON PROPOSED TIME OF CONSTRUCTION. 13. THE CONTRACTOR IS RESPONSIBLE FOR APPOINTING DESIGNATED "RESPONSIBLE LAND DISTURBER" (RLD) WHO SHALL BE RESPONSIBLE FOR INSPECTING AND MAINTAINING ALL EROSION CONTROL MEASURES. THE RLD SHALL BE CERTIFIED IN VIRGINIA. 14. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 15. A PRE -CONSTRUCTION MEETING IS REQUIRED PRIOR TO ISSUANCE OF A LAND DISTURBANCE PERMIT. THE CONTRACTOR SHALL SCHEDULE THE MEETING WITH THE ALBEMARLE COUNTY EROSION CONTROL INSPECTOR ASSIGNED TO THE PROJECT. 16. ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATION 9VAC25-840. EROSION CONTROL NARRATIVE PROJECT DESCRIPTION THE SCOPE OF THIS PROJECT AT 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 TOTAL LIMITS OF DISTURBANCE IS 5.72 ACRES. AMENDMENT - ADDITION OF TAXIWAY E RELOCATION TO THE SCOPE. THIS PHASE INVOLVES THE REMOVAL OF AN EXISTING TAXIWAY AND REPLACING IT FURTHER TO THE NORTH TO ALIGN WITH THE APRON CONSTRUCTED IN THE PREVIOUS PHASE. IT WILL DISTURB AN ADDITIONAL 4.72 ACRES. EXISTING CONDITIONS THE EXISTING SITE CONTAINS AN EXISTING PARKING LOT, A DETENTION POND, AND GRASS AREAS. SLOPES VARY FROM 2% IN THE PARKING LOT TO 33% AROUND THE EXISTING DETENTION POND. ADJACENT PROPERTIES ROUTE 29 IS LOCATED EAST OF THE AIRPORT. ROUTE 606 IS LOCATED SOUTH OF THE AIRPORT. AREAS TO THE EAST AND SOUTH OF THE SITE ARE PREDOMINATELY ZONED RURAL AREAS OR LIGHT INDUSTRIAL. OFFSITE AREAS THERE ARE NO OFFSITE AREAS PROPOSED TO BE DISTURBED; HOWEVER SHOULD THERE BE ANY OFFSITE STOCKPILES, THE CONTRACTOR SHALL HAVE A SUPPLEMENTARY E&S PLAN SUBMITTED AND APPROVED PRIOR TO ANY LAND -DISTURBING ACTIVITIES. SOILS SEE SOIL DIVIDES ON SHEET C116-2. THE PROJECT AREA INCLUDES (PER NRCS): 47C LOUISBURG SANDY LOAM, 7 TO 15 PERCENT SLOPES HYDROLOGIC SOIL GROUP - B 47D LOUISBURG SANDY LOAM, 15 TO 25 PERCENT SLOPES HYDROLOGIC SOIL GROUP - B 65B PACOLET SANDY LOAM, 2 TO 7 PERCENT SLOPES HYDROLOGIC SOIL GROUP - B 88 UDORTHENTS, LOAMY 94B WEDOWEE SANDY LOAM, 2 TO 7 PERCENT SLOPES HYDROLOGIC SOIL GROUP - B 94C WEDOWEE SANDY LOAM, 7 TO 15 PERCENT SLOPES HYDROLOGIC SOIL GROUP - B DELTA AIRPORT CONSULTANTS, INC. 2700 Polo Parkway # Midlothian, Virginia 23113 phone: (804) 275-8301 # w w w. delta i r p o r t. c o m eE.CAM BELL BOLTON y Lic. No. 051495 Podi, BSI ONAL E CRITICAL EROSION AREAS CARE MUST BE TAKEN TO PREVENT SEDIMENT BEING TRACKED ONTO ADJACENT PAVEMENT AND PUBLIC ROADS AS WELL AS DOWNSTREAM STREAMS AND WETLANDS. THERE ARE STEEP SLOPES ADJACENT TO THE EXPANSION OF THE EXISTING PARKING LOT. STOCKPILING NO STOCKPILE IS PROPOSED. STRUCTURAL PRACTICES VESCH STD. & SPEC. NUMBER SAFETY FENCE 3.01 CONSTRUCTION ENTRANCE 3.02 SILT FENCE 3.05 INLET PROTECTION 3.07 TEMPORARY DIVERSION DIKE 3.09 SEDIMENT TRAP 3.13 OUTLET PROTECTION 3.18 ROCK CHECK DAMS 3.20 TREE PRESERVATION & PROTECTION 3.38 TOPSOILING 3.30 TEMPORARY SEEDING 3.31 PERMANENT SEEDING 3.32 MULCHING 3.35 BLANKET MATTING 3.36 DUST CONTROL 3.39 MANAGEMENT STRATEGIES 1. PILE SOIL ON HIGH SIDE OF TRENCH. NO MORE THAN 300 LF OF OPEN TRENCH AT ANY GIVEN TIME. 2. CONSTRUCTION WILL BE SEQUENCED SO THAT GRADING OPERATIONS CAN BEGIN AND END AS QUICKLY AS POSSIBLE. 3. INSTALL ALL MEASURES PRIOR TO DISTURBANCE. 4. STABILIZE SITE DURING AND AT THE CONCLUSION OF CONSTRUCTION PER VESCH STDS. 5. AFTER ALL AREAS HAVE BEEN STABILIZED, AND ONLY WITH THE APPROVAL OF THE COUNTY OF ALBEMARLE EROSION CONTROL INSPECTOR, REMOVE ALL REMAINING EROSION CONTROL DEVICES. 6. PERMANENT STABILIZATION WILL BE PROVIDED THROUGH PERMANENT SEEDING, PER SPECIFICATIONS. PERMANENT STABILIZATION PERMANENT STABILIZATION WILL BE PROVIDED THROUGH PERMANENT SEEDING SPECIFICATIONS. MAINTENANCE IN GENERAL, ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CHECKED DAILY AND AFTER EACH SIGNIFICANT RAINFALL. THE FOLLOWING ITEMS SHALL BE CHECKED IN PARTICULAR: 1. CONSTRUCTION ENTRANCE WASH RACK SHALL BE CHECKED FOR ACCUMULATED SEDIMENT AND SEDIMENT SHALL BE REMOVED AS REQUIRED. 2. SILT FENCE SHALL BE CHECKED FOR UNDERMINING OR DETERIORATION OF THE FABRIC. SEDIMENT SHALL BE REMOVED WHEN IT HAS ACCUMULATED TO APPROXIMATELY ONE HALF THE SILT FENCE HEIGHT. 3. INLET PROTECTION SHALL BE CHECKED FOR CLOGGING. REMOVE SEDIMENT AS REQUIRED. 4. TREE PROTECTION SHALL BE CHECKED FOR DISPLACED POSTS OR FENCING AND REPAIRED AS REQUIRED. EROSION CONTROL SEQUENCE OF CONSTRUCTION PHASE I 1. CONTACT THE ALBEMARLE COUNTY EROSION CONTROL INSPECTOR 48 HOURS PRIOR TO SCHEDULE AN ON -SITE PRE -CONSTRUCTION MEETING. THE CERTIFIED RESPONSIBLE LAND DISTURBER (RLD) MUST ATTEND THE MEETING. DO NOT BEGIN LAND DISTURBANCE WITHOUT INSPECTOR'S APPROVAL. 2. INSTALL PERIMETER EROSION CONTROL DEVICES LOCATED WITHIN THE LIMITS OF DISTURBANCE. 3. PERFORM CLEARING AND GRUBBING AND DEMOLITION AS INDICATED. 4. ADJUST ALL EROSION CONTROL DEVICES AS NECESSARY IN ORDER TO MAINTAIN PROPER FUNCTION. PHASE 2 5. CONSTRUCT PROPOSED PARKING LOTS. 6. THE RETAINING WALL WILL BE CONSTRUCTED IN THREE SECTIONS TO ALLOW FOR PROPER OUTFALL AND FUNCTION OF THE SEDIMENT TRAP. THE REMAINING THIRD SECTION CAN ONLY BE BUILT ONCE THE SURROUNDING AREA HAS BEEN STABILIZED WITH THE GRAVEL BASE COURSE LAYER. INLET PROTECTION MUST REMAIN ON THE EXISTING GRATE INLET. 7. STABILIZE SITE DURING AND AT THE CONCLUSION OF CONSTRUCTION PER VESCH STDS. 8. AFTER ALL UPSLOPE AREAS HAVE BEEN STABILIZED, AND ONLY WITH THE APPROVAL OF THE ALBEMARLE COUNTY EROSION CONTROL INSPECTOR, REMOVE ALL REMAINING EROSION CONTROL DEVICES. TAXIWAY PHASE - REFER TO SHEETS 15 AND 16 FOR SEQUENCE OF CONSTRUCTION. STORM WATER MANAGEMENT THIS PROJECT DISTURBS MORE THAN ONE ACRE AND WILL THEREFORE REQUIRE A VSMP PERMIT. THE PERMIT WILL NEED TO BE AMENDED WITH THE TAXIWAY PHASE. REFER TO SHEET C701-2 FOR EXPANDED STORMWATER NARRATIVE. QUALITY COMPLIANCE THE PROJECT PROVIDES QUALITY COMPLIANCE THROUGH PURCHASE OF NUTRIENT CREDITS FROM A NUTRIENT CREDIT BANK. QUANTITY COMPLIANCE THE PROJECT PROVIDES QUANTITY COMPLIANCE THROUGH A NEW MODIFIED OUTLET STRUCTURE FOR BASIN #8. CHANNEL PROTECTION CHANNEL PROTECTION WILL BE MET THROUGH ENERGY BALANCE. FLOOD PROTECTION THE PROJECT AREA DOES EXPERIENCE LOCALIZED FLOODING. FLOOD PROTECTION WILL BE MET BY DETAINING THE 10-YEAR 24-HOUR PEAK FLOW FROM THE POST -DEVELOPED CONDITION TO LESS THAN THE PRE -DEVELOPED CONDITION BY A NEW MODIFIED OUTLET STRUCTURE. CONSTRUCT TAXIWAY A4 AIP NO. JOB NO. 3-51-0004-PENDING 1 19040 EROSION & SEDIMENT DRAWN BY: KMB SHEET CONTROL NOTES - TAXIWAY I DESIGNED BY: OF ECB CHARLOTTESVILLE-ALBEMARLE AIRPORT SCALE: 18 DATE: 41 NONE APRIL 2020 0 Q J O J Q Z U U) u1 Q Q MOMO 0 MNON0 b z Q 0 RSA RSA RSA I RSA- 1 PROTECT UTILITIES \ \ TO REMAIN ; \ SF \ °_ \\ \ \\ 6 \ TOP OF BERM:618.0 \ \ I \\ ao 00 \\ 'o-- 616------- - Q0 i / 615 614 jl I i TOP OF WET 1 I I STORAGE: 615.5' I 1 37.4 30. 7 TOFA TOFA 1 8FA 617 , DD - 618 SEDIMENT TRAP #1 ill = 10' 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: 1 206 IC.Y. NO. PHASE 1 AND 2 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 E I . 616. 0 1642 4070 151 615. 5 1525 3278 121 Top Wet El. 615. 0 1412 2544 94 614. 0 1271 1203 45 613. 0 1134 0 0 Bottom SEDIMENT TRAP #1 ELEV. A 617.0' ELEV. B 615.0' ELEV. C 613.0' ELEV. D 618.0' ELEV. E 616.0' L) 9' XX 121 CY YY 105 CY FLOW 1r/ 'FLOW f X f _ FLOW FLOW STORM WATER WITH LARGER PARTICLES SEDIMENT - LADEN RUNOFF REMOVED AS REQUIRED DEPTH BELOW TOP OF I MAX SLOPE 2:1- 3. 13A 15 19 REVISIONS INLET MIN. 1' - MAX. 2 II VWEEP III III HOLES FOR I -III -I I' I III I II IIIII1- II= 11I a DEWATERING II=11li LARGER PARTICLES IIIiilllii, SETTLE OUT EXCAVATED DROP INLET SEDIMENT TRAP NOT TO SCALE BY APP. DATE Draper Aden Associates 110 Avon Street Charlottesville, VA 22902 434- 295-0700 www.daa.com 1 / 1 / 1 /-_ -- 618.._/ I 1 / 1 / SSA RSA RSA 1 II II RSA I I ----------- 617- 616 -- - -- ----- el - I II \ 615 TOP OF BERM: 618.0' TOP OF INLET/WET STORAGE: 616.75' 61D776 42. 0 1 68. 0 i - --- TOFA T/F'd' `--- I-A------- 00 616Do--- i `or- - TSAR \ TSA TSA\` 0/ 1 MEMJ 4OD - LOD - LOD - LOD LOD LOD - LOD D - LOD - LOD Required Size of Sediment Trap#2 Max. Drainage area: 2.944 Acres Wet Vol. Req'd: 197 C.Y. Dry Vol. Req'd: 197 C.Y. Total Vol. Req'd: 394 C.Y. PHASE 2 SEDIMENT TRAP #2 EXCAVATED DROP INLET ST) 1"= 20' Actual Volume of Sediment Trap 2 elevation area (S.F.) Vol. (C.F.) Vol. (C.Y.) 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. 0 3226 2964 110 615. 0 2702 0 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.) N N COARSE AGGREGATE** ELEV. B WET VOLUME (67 CY PER AC.) ELEV. B ORIGINAL GROUND WET VOLUME XX C.Y.) CLASS I RIPRAP ELEV. C NOTE: CLEANOUT AT ELEV. E CROSS SECTION OF OUTLET SEDIMENT TRAP #2 ELEV. A 618.0' ELEV. B 616.8' ELEV. C 615.0' ELEV. D 618.0' ELEV. E N/A L) N/A XX 206 CY YY 301 CY CLASS I RIPRAP FILTER CLOTH COARSE AGGREGATE** TOFA 614 -- JH W /- Required Size of Sediment Trap #3 Max. Drainage area: 2.426 Acres Wet Vol. Req'd: 163 C.Y. Dry Vol. Req'd: 163 C.Y. Total Vol. Req'd: 325 C.Y. PHASE 1 L) = LENGTH (IN FEET) 6 x DRAINAGE AREA IN ACRES FDIVERSION DIKE (BERM) EXCAVATED AREA COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5. SOURCE: VA. DSWC, PLATE 3.13-2 OUTLET , PERSPECTIVE VIEW TEMPORARY SEDIMENT TRAP NOT TO SCALE DELTA AIRPORT 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 H OF y E. CAM BELL BOLTON - Lic. No. 051495 SSI ONAL TOP OF WET STORAGE: 613.0' SEDIMENT TRAP #3 ill = 10' Actual Volume of Sediment Trap #3 elevation area (S.F.) Vol. (C.F.) Vol. (C.Y.) Note 615. 5 9200 16289 603 Top Berm 614. 5 4300 9539 353 Top Dry El. 614. 0 3400 7614 282 613. 0 1918 4955 184 Top Wet El. 612. 0 1737 3128 116 611. 0 1562 1478 55 610. 0 13941 0 0 Bottom FILTER CLOTH OPTIONAL) VDOT # 1 COARSE AGGREGATE 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 6" DOWNSTREAM VIEW) CLASS I RIPRAP 2 7 1- 1 1-1 6T3 T-- QO QO 1, FLOW2- 10 ACRES OF DRAINAGE AREA ROCK CHECK DAM NOT TO SCALE CONSTRUCT TAXIWAY A4 AIP NO. 3- 51-0004-PENDING EROSION & SEDIMENT DRAWN BY: KMB CONTROL DETAILS - TAXIWAY DESIGNED BY: ECB CHARLOTTESVILLE- ALBEMARLE AIRPORT SCALE: DATE: AS SHOWN APRIL 2020 JOB NO. 19040 SHEET 19 OF 41 m 0L0 O 0 aJ Cm 3 a Q XQH U) WH O z 0 U) w MOM0 0 MNCD 0 z_ a 0 EXISTING 70' MIN. 3' A 5:1 PAVEMENT FILTER 6" MIN. MOUNTABLE BERM EXISTING CLOTH OPTIONAL) GROUND SIDE ELEVATION 70' MIN. WASHRACK 10' MIN. B (OPTIONAL) III ;III=11 oz II f r= 12 MIN.* 10' MIN. YIIII = LEXISTING 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 r 6'-7" _I CONCRETE -)L\_/ I I L/1 v u u CONSTRUCTION ENTRANCE WITH OPTIONAL WASHRACK a2O' NOT TO SCALE 1. SET POSTS AND EXCAVATE A 2. STAPLE WIRE FENCING TO THE POSTS. 4" X 4" TRENCH UPSLOPE ALONG THE LINE OF POSTS. i _ Wlrrll IDVP I FLOW 3. ATTACH THE FILTER FABRIC TO THE WIRE FENCE AND EXTEND IT INTO THE TRENCH. 4 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. FLOW;--'/ IIII IIII CONSTRUCTION OF A SILT FENCE WITH WIRE SUPPORT) FILTER FABRIC I I— dh WIRE EXTENSION OF FABRIC AND WIRE INTO TRENCH SILT FENCE INSTALLATION DETAILS WITH WIRE BACKING a2O' NOT TO SCALE 18" MIN. GRAVEL (12"MIN. DEPTH)* RUNOFF WATER o 0 0 0 0 0 0 0 WITH SEDIMENT WoWoWoWoWo WoWoWoWoWo 000000000 I Li SEDIMENT ill IIII - WIRE MESH SPECIFIC APPLICATION FILTERED WATER THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY CONCENTRATED FLOWS ARE EXPECTED BUT NOT WHERE PONDING AROUND THE STRUCTURE MIGHT CAUSE EXCESSIVE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE. 3. 07 GRAVEL AND WIRE MESH DROP INLET FILTER 15 20 NOT TO SCALE COMPACTED SOIL 18" MIN. FLOW 4. 5' MIN. 3. 09 TEMPORARY DIVERSION DIKE 15 20' NOT TO SCALE 2% 4" WOOD FRAME TAIL A ELEVATION OF STAKE AND FABRIC ORIENTATION SPECIFIC APPLICATION DROP INLET I 77 k_ III 1 MIN. DETAIL A SAME 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 a2O' NOT TO SCALE TEMPORARY SEEDING Ts TABLE 3.31-8 ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS QUICK REFERENCE FOR ALL REGIONS" PLANTING DATES SPECIES SEPT. 1-FEB. 15 50/50 MIX OF ANNUAL RYEGRASS LOLIUM MULTI-FLORUM) & CEREAL (WINTER) RYE ( SECALE CEREALE) FEB. 16-APR. 30 ANNUAL RYEGRASS (LOLIUM MULTI-FLORUM) MAY 1 -AUG. 31 GERMAN MILLET (SETARIA ITALICA) TEMPORARY SEEDING 5 20 ' NOT TO SCALE RATE ( LBS./ACRE) 50- 100 60- 100 50- 100 PERMANENT SEEDING Ps TABLE 3.32-D SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA MINIMUM CARE LAWN TOTAL LBS. PER ACRE COMMERCIAL OR RESIDENTIAL 175-200 LBS. KENTUCKY 31 OR TURF -TYPE TALL FESCUE 95-100 LBS. IMPROVED PERENNIAL RYEGRASS 0-5% KENTUCKY BLUEGRASS 0-5% HIGH - MAINTENANCE LAWN 200-250 LBS. KENTUCKY 31 OR TURF -TYPE TALL FESCUE 100% GENERAL SLOPE (3:1 OR LESS) KENTUCKY 31 FESCUE 128 LBS. RED TOP GRASS 2 LBS. SEASONAL NURSE CROP 20 LBS. 150 LBS. LOW - MAINTENANCE SLOPE (STEEPER THAN 3: 1 KENTUCKY 31 FESCUE 108 LBS. RED TOP GRASS 2 LBS. SEASONAL NURSE CROP 20 LBS. CROWN VETCH 20 LBS. 150 LBS. USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES AS STATED BELOW: FEBRUARY 16TH THROUGH APRIL ANNUAL RYE MAY 1ST THROUGH AUGUST 15TH FOXTAIL MILLET AUGUST 16TH THROUGH OCTOBER ANNUAL RYE NOVEMBER THROUGH FEBRUARY 15TH WINTER RYE SUBSTITUTE SERICEA LESPEDEZA FOR CROWN VETCH EAST OF FARMVILLE, VA. (MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL OTHER PERIODS USE UNHULLED SERICEA.) IF FLATPEA IS USED IN LIEU OF CROWN VETCH, INCREASE RATE TO 30 LBS./ ACRE. ALL LEGUME SEED MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY BE ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES. 3. 32 PERMANENT SEEDING (PIEDMONT VIRGINIA) 16 20 NOT TO SCALE rE. CLAM H OF CONSTRUCT TAXIWAY A4 AIP NO. JOB NO. j3- 51-0004-PENDING 19040 DELTAAIRPORTEROSION & SEDIMENT DRAWN BY: SHEET Draper Aden ELL BOLTON KMB O CONSULTANTS, 1 Lic. N. 055- Associates w ONTROL DETAILS TAXIWAY DESIGNED BY: ECB NZ 03/ZOZO,w of Charlottesville, reef 2 2700 Polo Parkway # Midlothian, Virginia 23113 SSIONAL SCALE: DATE: 41 1 NO. REVISIONS BY APP. DATE 434-295-0700 www.daa.com phone: (804) 275-8301 w w w. delta i r p o r t. c o m CHARLOTTESVILLE-ALBEMARLE AIRPORT NONE APRIL 2020 N co0 U D O aJ O 3 a a XaH U) WH O z U U) w coOcoCD coNCD O z_ a 0 AIRCRAFT RATED MANHOLE FRAME AND COVER REINFORCEMENT AS REQUIRED (TYP.) x x x x7x x x x x a I MANHOLE STEPS TO I. x BE SET IN LINE AND CAST IN PLACE d x Z X Q x N CO x x x u IS-1 d x SHAPING d O d d d d x x x x x x x 4" COMPACTED STONE (MIN.) 7„ 4 0„ 7„ NOTES: 1. CONTRACTOR TO SUBMIT SHOP DRAWINGS WITH CALCULATIONS SEALED BY A PROFESSIONAL ENGINEER IN THE STATE OF VIRGINIA DEMONSTRATING AIRCRAFT RATING OF STRUCTURE AND REINFORCEMENT. 2. PRECAST STRUCTURE SHALL BE MANUFACTURED TO MEET CURRENT REQUIREMENTS OF VDOT SPECIFICATIONS AND ASTM C478. 3. CONCRETE TO BE 5000 PSI MINIMUM COMPRESSIVE STRENGTH. 4. ALL REINFORCING BARS TO MEET CURRENT REQUIREMENTS OF ASTM A615. REINFORCING WIRE TO MEET ASTM A82, A496, A185, OR A497. 5. STRUCTURE TO HAVE A REINFORCING GRADE OF 60. 6. TAPERED JOINT WITH 0-RING GASKET TO MEET CURRENT REQUIREMENTS OF ASTM C443, OR DOUBLE BUTYL RUBBER SEALANT MEETING ASTM C990. 7. ANY VOID SHALL BE FILLED FLUSH WITH INSIDE FACE OF MANHOLE WITH NON -SHRINK GROUT. 8. IS-1 SHAPING REQUIRED IN ALL STRUCTURES PER VDOT STANDARDS. 9. MANHOLE FRAMES AND COVERS: ASTM A 536, GRADE 60-40-18 DUCTILE OR ASTM A 48, CLASS 35 GRAY IRON. 10. MANHOLE STEPS: 4" STEEL REINFORCING RODS ENCASED IN ASTM D 4101, POLYPROPYLENE. 1 AIRCRAFT RATED PRECAST MANHOLE 14 21 NOT TO SCALE AIRCRAFT RATED FRAME AND GRATE CAST INTO TOP SECTION OF INLET; MIN. 24"X24" WITH 2.5 SF OPEN SPACE o v ov`ov`ovo"v`ov`ovJ ov 4" COMPACTED STONE (MIN.)/ 7„ 4'-0„ REINFORCEMENT AS REQUIRED (TYP.) 7„ NOTES: 1. CONTRACTOR TO SUBMIT SHOP DRAWINGS WITH CALCULATIONS SEALED BY A PROFESSIONAL ENGINEER IN THE STATE OF VIRGINIA DEMONSTRATING AIRCRAFT RATING OF STRUCTURE AND REINFORCEMENT. 2. PRECAST STRUCTURE SHALL BE MANUFACTURED TO MEET CURRENT REQUIREMENTS OF VDOT SPECIFICATIONS AND ASTM C478. 3. CONCRETE TO BE 5000 PSI MINIMUM COMPRESSIVE STRENGTH. 4. ALL REINFORCING BARS TO MEET CURRENT REQUIREMENTS OF ASTM A615. REINFORCING WIRE TO MEET ASTM A82, A496, A185, OR A497. 5. STRUCTURE TO HAVE A REINFORCING GRADE OF 60. 6. TAPERED JOINT WITH 0-RING GASKET TO MEET CURRENT REQUIREMENTS OF ASTM C443, OR DOUBLE BUTYL RUBBER SEALANT MEETING ASTM C990. 7. ANY VOID SHALL BE FILLED FLUSH WITH INSIDE FACE OF MANHOLE WITH NON -SHRINK GROUT. 8. IS-1 SHAPING REQUIRED IN ALL STRUCTURES PER VDOT STANDARDS. 9. INLET FRAMES AND GRATES: ASTM A 536, GRADE 60-40-18 DUCTILE OR ASTM A 48, CLASS 35 GRAY IRON. T42 AIRCRAFT RATED PRECAST STORM INLET NOT TO SCALE TOPSOIL OR PAVEMENT SEE PLANS) DETECTABLE WARNING TAPE COMPACTED GENERAL FILL* IN PAVEMENT AREAS, BACKFILL TRENCH WITH VDOT #21 A OR #21 B FOR DEEP EXCAVATIONS, TRENCH MAY BE WIDENED ABOVE THIS POINT. PER OSHA STANDARDS NOT LESS THAN 12" NOR MORE THAN 24" (TYP.) D CAREFULLY COMPACTED VDOT #21 A OR #21 B AGGREGATE BEDDING ANY OVER EXCAVATION SHALL BE REPLACED WITH BEDDING MATERIAL & COMPACTED TO 95% STANDARD PROCTOR FINAL BACKFILL EXTEND STONE UP TO THIS POINT. INITIAL BACKFILL SEE NOTE 1) o o HAUNCHING 1 6" MIN. BEDDING VDOT #25 OR #26 AGGREGATE NOTES: BEDDING MATERIAL 1. INITIAL BACKFILL SHALL BE VDOT #21 A OR #21 B 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. T421 STORM SEWER TRENCH BEDDING DETAIL NOT TO SCALE TRANSITION BETWEEN DIAMETERS WHEN DIFFERENT OF PIPE ARE ENCOUNT SLOPE TO DRAIN TO INVERT OF OUTLET PIPE SECTION B-B TPP-ATKAP-NIT AT nA ANII-InI P-C NOTES: 1. SURFACES SHALL BE LEFT SMOOTH BY HAND TROWELING. COARSE AGGREGATE SHALL NOT REMAIN EXPOSED. 2. DETAILS OF INVERT SHAPING AS SHOWN HEREON ARE FOR EXAMPLE PURPOSES ONLY. EACH MANHOLE OR DROP INLET SHALL BE SHAPED INDIVIDUALLY TO FIT THE PARTICULAR INLET AND OUTLET CONFIGURATION AND FLOW LINES. SECTION I SLOPE TO DRAINSLOPE INVERT OF OUTLET PIPE A -A TREATMENT AT DROP INLETS T421 METHOD OF SHAPING MANHOLE AND INLET INVERTS NOT TO SCALE TH OF CONSTRUCT TAXIWAY A4 AIP NO. JOB NO. N pj 3-51-0004-PENDING 19040DELTAAIRPORTDRAINAGEDETAILS DRAWN BY: SHEET Draper Aden E. CAM BELL BOLTON KMB CONSULTANTS, 1 Lie. No. 051495 21 Associates w TAXIWAY DESIGNED BY: E C B OF 110 o /03/ZOZO,w Charlottesv leSVA22902 treet 2700 Polo Parkway # Midlothian, Virginia 23113 SSIONAL SCALE: DATE: 41 NO. REVISIONS BY APP. DATE 434-295-0700 www.daa.com phone: (804) 275-8301 w w w delta i r p o r t c o m CHARLOTTESVILLE-ALBEMARLE AIRPORT NONE APRIL 2020 PRE -DEVELOPED DRAINAGE AREA SUMMARY: IN THE EXISTING CONDITION, THE LIMITS OF DISTURBANCE FOR THE TAXIWAY E RELOCATION PROJECT DRAINS TO THREE INLETS. THE SOUTH SIDE OF THE TAXIWAY, DA-1A, DRAINS TO INLET E9 WHICH FLOWS TO BASIN #8. DRAINAGE AREA 1 B 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. RUNWAY ASPHALT - `^" "" "'^'"" N22°06'16"E 6801.00'(RUNWAYC/L) RUNWAY DASHED CENTERLINE MARKING (TYP CONVENTIONAL LOCATION FROM TRAVERSE EXISTING CONDITIONS Area (ft2) Area ac) Imp. A (ft2) Imp. A ac) Imp Pervious A sf) Pervious A ac) C Tc Q2 cfs) Q10 cfs) Q100 cfs) DA-1 A 204541 4.70 77441 1.78 38.0 127100 2.92 0.53 5 12.82 13.68 76.96 DA-1113 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 396728 9.11 136784 3.14 34.0 259944 5.97 0.51 5 23.91 25.52 143.52 ASPHALT N 22°06'16" E 6801.00' (RUNWAY CIL) CONVENTIONAL LOCATION FROM TRAVERSE DRAINAGE DIVIDE (TYP.) J W / ial PUNK NK- t 6i e 6 PUE PUE PUE / v P PUE RUNWAY EDGE MARKING i i _ i 11 E PUE RUNWAY EDGEeeMAI'MiNG P [PUE pj L n ^ ru P EPI€ I SOUTH LIMIT OF DRAINAGE AREA _ - 6 3.-e - _ 5- OUTSIDE TOPO LIMITS SET TO .5- - MATCH REHABILITATE RUNWAY - - _ \d N - i 62B5-- 3-21 PLANS BY DELTA AIRPORT 622.-&- \ - - - - - - CONSULTANTS DATED MARCH 2O16 - 622-0- a ° / / - ' CONCH GRAVEL O S f- / CONC. IMETAL 1 6z$ - ` J J / ® -6i 8 5 ACCESS .o C LIMITS OF DISTURBANCE , \ QJ PUE/ C PUE - - PUE PING coNc.4UCT I BA - 620- D A- 1 A 5 w -s 1e s D A- 2 AREA: 4.70 AC. I - AREA: 9.11 AC. 61s E IMPV: 1.78 =e - 1 _\ IMPV: 3.14 AC. PUEC: 0.53 7 I C: 0.51 - TC: 5 MIN Q "' I / \ \ f- - TC:5 MIN \ F Ise -_ O ' a ~ Q _ NORTH LIMIT OF DRAINAGE AREA 2 _ _ _ _ _ _ s- W.s OUTSIDE TOPO LIMITS SET TO 6 - A- - el // f RSA UE - - l SA -I _ MATCH REHABILITATE RUNWAY'I__ RSA 01- f € PUE !!::: P 3-21 PLANS BY DELTA AIRPORTI133- - CONC. n Pu r CONSULTANTS DATED MARCH 2O16 I1.zB ELEC. VAULT UE PUE - TC TC I Nr e PUE - PUE - - - - - - 114 PUE CONC.W/METAL 6$7.9_ T T / E4ECOVAULT e - ACCESS I _ o _ - / LIMIT F TURBANCE 6- rc 1 I _ 6 a I ( \ - -0-#$s71 \1 24^Rcp- TC TC s _ TC 6 C TC TC - 5 I \ DARKER DRAINAGE DIVIDE BETWEEN DA-1 A/B o AND DA-2 REPRESENTS DIVIDE BETWEEN _ - - - - - - - _ - PUE E- - .° DuE WHAT FLWS TO NORTH AND NTH. __ - - PUE PUE Pt} PUE PUE - - Ply OD D LO----Li6V U LUUD e \ NORTH DRAINAGE AREA TAXIWAY CENTERLINE MARKING WqY E NEM TAXIWAY CENTERLINE MARKING not ASPHALT SOUTH DRAINAGE AREA PUE PUE F! PUE} /F.41E PUF{ OLU ' 2 r- • d ' d- ° r d e e TAXIWA ENTERLINE \ e - ¢ MARKINGd• • •, • a d A. e d • e .P , d . . Oe • . dAAA e " AREA: 1.62 AC. e • .e. - e• -- '- d d -''-- -- -• e - e•- - - -- -- --- --- e • d - d ----- -- - d . d - e. IMPV: 1.03 AC. d• • • • • • dA A' + A A A d : AA p e TC:5 MIN e e tl • d .d • d 10 - - - e• a A. d , d ' T , , d d . e • e, e p d d e e ' UJ • e • e 14 d 7 • , d a e• • Q . d • ,d , O , d d •e . A d • e• •• S e • • e . • • • 6 ` ` e • • d - • e• •• • • 4 d a, • e , e e e t e d • e ` d • a e• Ad - 4e • I. •• d • • • • • e • A. e •/' • d • d• A • • e e A14 4 4 a d a pa I d •• • • • e . • _ d • P • , ` • • • d b / d e • p # 94 a e• • e . e . d • AA A A. e / I GRAPHIC SCALE p 25 50 100 200 D7 JJ N IN FEET) s 1 inch = 50ft. N. d R 9 p R S S1 AM VEST- IM1111117/ AIP NO. JOB NO. Tp x of CONSTRUCT TAXIWAY A4 FL j3- 51- 0004-PENDING 19040 DELTA AIRPORTPRE-DEVELOPMENT DRAWN BY: SHEET Draper Aden E. CAM BELL BOLTON y KMB CONSULTANTS, I N . Lic. No. 051495-DESIGNED BY:Assoclates wDRAINAGEMAPTAXIWAYECBo, 9 /03/ZOZO w 1 110 Avon Street Charlottesville, VA z29o2 2700 Polo Parkway Midlothian, Virginia 23113 SSIONAL SCALE: DATE: if NO. REVISIONS BY APP. DATE 434-295-0700 www.daa.com phone: (804) 275-8301 w w w. delta i r p o r t. c o m ,,. CHARLOTTESVILLE-ALBEMARLE AIRPORT V- 50' APRIL 2020 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 1 A AND 15,800 SF OF IMPERVIOUS AREA IS ADDED TO DRAINAGE AREA 1B FOR A TOTAL NET IMPERVIOUS REMOVAL OF 1,380 SF TO THE STORMWATER SYSTEM TO THE SOUTH. HOWEVER, THE OVERALL DRAINAGE AREA TO THIS SYSTEM IS INCREASED, RESULTING IN AN INCREASED FLOW RATE. THE PIPE CALCULATIONS FOR ALL DOWNSTREAM STRUCTURES HAVE BEEN UPDATED ON SHEET C702-2 TO DEMONSTRATE ADEQUACY. IN ADDITION, ROUTING CALCULATIONS FOR BASIN #8 HAVE BEEN UPDATED ON SHEETS C703-2 AND C704-2. THESE CALCULATIONS SHOW THE IMPROVEMENTS MADE WITH THE PARKING LOT PHASE ARE ADEQUATE FOR THE TAXIWAY IMPROVEMENTS AS WELL. THE OVERALL AREA FOR DRAINAGE AREA 2 IS BEING DECREASED FROM 9.11 ACRES TO 8.74 ACRES WITH A NET DECREASE OF 13,900 SF (0.32 AC.) OF IMPERVIOUS AREA. REFER TO THE DRAINAGE AREA SUMMARY SPREADSHEET ON THIS SHEET THAT DEMONSTRATES THE FLOW RATE TO THE NORTHERN BASIN C IS IS DECREASED. THEREFORE, NO ADDITIONAL CALCULATIONS FOR THE AREA TO THE NORTH IS REQUIRED. REFER TO SHEET C702-2 FOR CAPACITY CALCULATIONS FOR THE PROPOSED PIPE AND INLET. RUNWAY 3-21 POST CONDITIONS Area (ft2) Area ac) Imp. A (ft2) Imp. A ac) Imp. Pervious A sf) Pervious A ac) C Tc Q2 cfs) Q10 cfs) Q100 cfs) DA-1 A 204541 4.70 60483 1.39 30.0 144058 3.31 0.48 5 11.61 12.39 69.70 DA-1113 86167 1.98 59344 1.36 69.0 26823 0.62 0.71 5 7.31 7.80 43.86 TOTAL 6.67 119827.00 2.75 3.92 18.92 20.19 113.56 DA-2113 262474 6.03 86936 2.00 33.0 175538 4.03 0.50 5 15.57 16.61 93.43 DA-2A 118250 2.71 35928 0.82 30.0 82322 1.89 0.48 5 6.78 7.24 1 40.71 TOTAL 8.74 122864.00 2.82 5.92 22.35 23.85 134.13 RUNWAY 3-21 0 1 1 OT I I M I I M I I -+-I 7 6- - / \/ / DRAINAGE DIVIDE (TYP.) / PUNK 6PUE PUE PUE R P P 22 PUE of i Put - - E UE PVEPI€ PHE PUE I- - 3.e 622 62.5 - _ - - - - - - -- I 62e 20 / Pub e Ptj1- PUE PE ' ID A - 1 A 20- - - - - \ --spa--6AREA: 4.70 AC. _ - / 620 / IMPV: 1.39 - 5- \ C: 0.48 J - LIMITS OF DISTURBANCE 61ae- ITC: SMIN - \1 I DA-2A - 1IAREA: 2.71 AC. _ f - - E -,/ - P W - m IMPV: 0.82 AC. \ - \ f- _ _ _ / I I -- D C: 0.47 0 D A 213 _ J I , AREA: 6.03 AC. a 6 9 TC: 5 MIN. IMPV: 2.00 AC. - - - 6+7.5 - 61 € \ - J ' RSA TC: 5 MIN. - . _ RSA I 7 I 6 o 6. n - 6 9 / I \ / / 14 - _ PUE P- -PUE _ P TC TC T E9 #$ 114 / E e PUE O _ - - - - l ' 68-- - - - 6i4$-$- 24„ RCP # 9 _ 0 60o PUE \ \ Z \ - - - - - - - - - -- -- 1 Du 620 \ PUE PUE PHC 1 PUE Ojj O i \ L0 - NORTH DRAINAGE AREA TO TA,&AY "D" I \ s I IWAY " A;' / / TgXIW 1Y c a6-e SOUTH DRAINAGE AREA PUE PUE F PUE lE I--,' - i / DARKER DRAINAGE DIVIDE BETWEEN DA-1A/B _ tr-- A AND DA-2 REPRESENTS DIVIDE BETWEEN Yam. • •dam d . e . e . 4 4 WHAT FLOWS TO NORTH AND SOUTH. d• • . y d d d A. •/ d A. 4 • e• e ' d e• e e dJA 4 d d • • • • • d1 + 4, dpd d • • N • 4 . d f • • • d` d d • 0 dd e e• A , d d e. • . •e • n • e • • fir. • d A. 1 0 e ' e - e• d A. d d• d T I • f d a e • d - d d d ` rlHl e . , e f ` . d. F • d d p d a d AREA: 1.98 AC. d •. e . , , • , d ' , . .. d . • e , IMPV: 1.36 AC. d: • d • d d e• . , e • • d • . d . • • d • • • • , A (. d • e . • e •. d • , d • d d • G . 0.71 e. 4 ` TC: 5 MIN. e• • d T-r 11 e •• • • 4 d a, . e e e e d d • I . • • A. e . . . d ti d-• • . A•• " . • d • •• • • • • e • _ A IC 41 1 GRAPHIC SCALE o J 50 0 25 50 100 200 IN FEET) 1 inch = 50ft. n N.11 4,1F H '9 n 1TH of CONSTRUCT TAXIWAY A4 AIP NO. JOB NO. f , AL P 3-51-0004-PENDING 19040 DELTAAIRPORT3FpO rA f DRAWN BY: SHEET Draper Aden E. CAM BELL BOLTONy POST -DEVELOPMENT KMB N CONSUL TAN T INC. Lic. No. 051495 - DESIGNED BY:Associates /w DRAINAGE MAP TAXIWAY ECB o 4/03/2020 w C2 Charlottesv Ile, VA 22902 Avon Street 2700 Polo Parkway Midlothian, Virginia 23113 sSI SCALE: DATE: Y 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 °ivAL CHARLOTTESVILLE-ALBEMARLE AIRPORT - 50' APRIL 2020 N as ssNige ss rAao"MiRav as 00NFROMmrrcn I SHEET FLOW /-- -/ n= 0.15; S=3.0%; L=100LF; Tt=7.9 MINUTES -° /---'- _,-- - - SHALLOW CONCENTRATED FLOW - _ _--_ __--- _------_ ______________- go-- - n _ / - -ram -1,a - - - - S=1.2%; L=705LF; 6 - --- $ o / ° --- --- - --- _--- -_--- - - -_r Tt=6.6 MINUTES _ /_,-____1 -\, - ^ - NOTE: DRAINAGE AREA TO CHANNEL FLOW r/ NORTHERN STORMWATER 1 -- MANAGEMENT FACILITIES IS ° PIPE DIAMETER= 24"; _ i TAXIWAY - _ - --- n- 0.013; RELOCATION - -- - - '--- REDUCED. OVERALL LIMITS TO S=4.8%; L=2469LF; `/ / THOSE FACILITIES ARE NOT tea- ` r i I SHOWN ON THESE PLANS. Tt=2.6 MINUTES /-`___-- A RA - -- RSA /® - ®- RSA - _ [ [ -----_RSA- _ - --_ - RSA - \, ?S I I RSA , __ __ _-_---RSA _-_--- OB 1-C3 _ t- o-Z -- - _----_--- _sas.o-- / -- n TO TAXIWAY "D" `\ \ ' XI WAY "A" f \ o_ \ TAXIWAY "A" 111111111111111 IIIIIIIIIII. 1111111111111 IIIIIIIIIIII, IIIIIIIIIIIIIIII, 111111111111111111 IIIIIIIIIIIIIIII, IIIIIIIIIIIIIIII, / 11111111111111 III / / -" \ \ \ \mow lit TO TAXIWAY 7"- 00 i AREA NO. 1 PHASE 2 APRON I 7 J I ©© ate l<; B i \ - - - - 6N L TOW AI TENANCH TERMINAL \ IiIII I * AMVEST HANGAR &I BUILDING o o o\oH WORRELL I I \\ , - 0 0 0 0 0 #T-HANGARS OFFICES j 1 I 1 I _ I \ /// 36°` RCP 5/PVC/ f % / / l \ \` l r / II III\I \, ZzI \ 71 LIMIT OF DISTURBANCE SUMMARY AREAS (ACRES) LOD TOTAL PERV. IMP. PARKING AND APRON PROJECT 5.79 1.86 3.93 PHASE 1 AND 2) TAXIWAY RELOCATION 4.79 3.86 0.93 FUTURE LONG- TERM PARKING LOT (ASSUMED AREAS) 6.41 1.41 5.00 FUTURE SHORT- TERM PARKING LOT (ASSUMED AREAS) 2.77 1.97 0.80 TOTAL 19. 76 9.10 10.66 THIS TABLE SUMMARIZED THE LIMITS OF o // DISTURBANCE SHOWN ON THIS PLAN (CUR RENT PHASE 1ANDFUTURE). THE TOTAL OF THESE AREAS ARE 01 PARKING USED IN THE ENERGY BALANCE CALCULATION. BASIN #4 S// \ LOD = oo IIIIIIII IIII I IIIIII J IIIIII o \ \ / - - II IIIII IIIIIIIIIIIIIIIIIII I FUTURE _ z/ IVIFUTURE LONG- TERMPARKINGSHORT -TER o/ _ w"_ A =- =____ _= _ -= _ // 7_77__ 0)/ • \. _ PARKING BENCHMARK 3735 \ Zc° • • • V / \ V ° 3937340.051 • _ E: 11497548. 0 77 157- 94BoS\ \ \ ` \ \ \°\ \\ - _a_ - - / B ® N L® ROAD _ _ pf 61iiii V. cam\\\ \ \ \ ) I// /10, cIIII ---= --- - =- \\/ oI III \ 1 I 11 l \ \ \ O I I o E'.II 94B ll ACREAGE DESCRIPTIONAREA NO. 1 2 GRASS, GOOD CONDITION 6%+) (CN: 61) 18.62 6. 22 GRASS, GOOD CONDITION 0 (2-6%) (CN: 61) 11.39 2. 71 RESIDENTIAL AVG. LOT SIZE: 1/3 ACRE (CN: 72) 0.00 0.00 0 IMPERVIOUS, PAVEMENT 43. 31 2.58 CN:98) FOREST ( CN: 55) 0.00 11.10 TOTAL ACREAGE = 73. 32 22.61 WEIGHTED CN VALUES = 83 62 ORO \ I ' l llllll IIII IIIII \ / AREA #1 REPRESENTS THE TOTAL DRAINAGE III I ` ASIN #/ i/ - /i ® i/ / / \11 l l \-- BASIN 9 \ \\\\ \ 'J \ \ IIII dl III ! I / // '/ 1 // 11 AREA TO DETENTION BASIN #8 AND IS USED IIII III IIIIIIIIIIIIIIIIII I \ \ \ \ \ ` BAS IN #8 / / _ III I I 1 I I 1 / 1 I I - _ _ ITOSIZETHE BASIN FOR THE 10-YEAR STORM. 656,\\'A:IIII nowMom Mom- \ o--- 4CE 606 - D KERSO N RD © o 1 65B TNOMAW l V V DO b YNO. REVISIONS 94B . I I BY APP. DATE 1 up Draper Aden Associates 110 Avon Street Charlottesville, VA 22902 434-295-0700 www.daa.com 0 65C m00W_ AREA NO. 2 DESIGN own son POINT # 2 ' 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 65C 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 TH F D E. CAM BELL BOLTON - Lie. No. 051495 DNA L LEGEND POINT OF OUTFALL ANALYSIS OVERLAND FLOW SHALLOW CONCENTRATED FLOW CHANNELIZED FLOW DRAINAGE AREA BOUNDARY SOIL TYPE BOUNDARY 65C SOIL TYPE 100 0 100 200 SCALE: 1 "=100' FEET CONSTRUCT TAXIWAY A4 AIP NO. JOB NO. 3-51-0004- PENDING 19040 DRAWN BY: SHEET ULTIMATE POST KMB DEVELOPMENT DRAINAGE DESIGNED BY: ECB C116-2 SCALE: DATE: CHARLOTTESVILLE- ALBEMARLE AIRPORT 1 - 100 APRIL 2020 REVISIONS BY I APP. I DATE RUNWAY 3-21 RUNWAY 3-21 N22°06'16"E 6801.00'(RUNWAY 11CONVENTIONALLOCATIONFROMCTRAVERSE77 00000 DRAINAGE AREA It 77 DIVIDE ( TYP) _-_ ti --_ _--_--_---- _____ 5 --- - - 6 . 5 /J-.-- t 7 --- - - ---- - pq, r-- = -----_ 77- -/--- 626.9- _ ------------- 622- 6---- - - - - - - - - _ - s,s --- _---- s? o-5-- -// -\\\\ / /j/i / - ' // •'--/1---.\ - J_ // "' q' r_/` \-goo -- 8 RSA - - - - - - - - - _ R5= - - - Rq, - _ i \ RS I SA - - - _ _RS9 - - ?SA _------ / R 6 ter- -/ 61E 616. ma' s - - / I o-` E33 / 28° s\= 1_-\ -\\ \ __ \_\`\` - ` - - - - - - - - - - - - ` - - -----------ssPS - TAXIWAY Dr' - WAY A" -_- TAXIWAV'A" A -- A- - -\- /ate i ( I THIS AREA IS DRAINING TO- I TtiE EXISTING MANHOLE_----j \ Tc= 5.0 MINA / - ` A= 15'ACRES -- --- - ® / -_---- / _----- ---- C= 0.9 - ---= = I / 10 --- / -- It 1 - Z IIIIIII E8mow,/_=_-\\ IIIII IIIII \, / *AMVEST III /y _ _ -_ // o ° 0 ° WORREEE I ////// 1IIIIIIr // I IIII \ / // ,// / / / f60, o\\ IIIII l / I \ l / / I /ice lu III IIIIIIIIIIIIII / I //// / / /// I IIIIIIIIIIIIII (IIIII/ //l/////IIII l ((1 IIII IIII II IIII II / I I II II IIII IIIIIIIIIIIIII / / III1IIIIIIIIIIIIii 111IIIIIIIIIIIIIIIIIII \ \ \\ / I IIr ll / I W l l %///i- - FUTURE PARKING EXPANSION \ \ 1 ASSUMED TO TIE INTO STRUCTURE 4 IN STORM SEWER CALCULATIONS \ \ I sa- Loaf ///// BWENROAD It BASIN Structure Are a C t, 1 0.00 0.00 0.0 2 0.00 0.00 0.0 2a 0.00 0.00 0.0 2b 0.00 0.00 0.0 3 0.00 0.00 0.0 4 0.84 0.90 5.0 5 1.15 0.65 5.0 6 0.00 0.00 0.0 7 0.00 0.00 0.0 8 0.98 0.73 5.0 9 0.000 0.00 0.0 10 1.978 0.71 5.0 11 0.20 0.90 5.0 12 2.380 0.90 5.0 13 0.000 0.00 0.0 14 2.715 0.48 5.0 E33 6.03 0.50 5.0 NOTE: REFER TO SHEET C702-2 FOR TAXIWAY POST DEVELOPED DRAINAGE AREAS AND CALCULATIONS GRAPHIC SCALE 80 0 40 80 160 IN FEET) 1 inch = 80ft. TxAIM NO of CONSTRUCT TAXIWAY A4 . c,AI' pf 3-51-0004-PENDING DELTA AIRPORT' f DRAWN BY: E. CAM BOLTON POST DEVELOPMENT SUB Draper AdenCONSULTANTS. 1 N Lic. No. 051495Associates w DRAINAGEMAPDESIGNEDBY: 0 4/ 03/ZOZO 'w 110 Avon Street 2700 Polo Parkway # Midlothian, Virginia 23113 ` ti Charlottesville, VA 22902 phone: (804) 275-8301 # w w w. d e l t a i r p o r t. c o m SIONAL CHARLOTTESVILLE- ALBEMARLE AIRPORT SCALE: 434- 295- 0700 www.daa.com KMB x: DATE: APRIL 2020 JOB NO. 19040 SHEET C117- 2 DFQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 2011 BMP Standards and Specifications E) 2013 Draft BMP Standards and Specifications Site Results (Water Quality Compliance) Project Name: CHARLOTTESVILLE PARKING LOT & STORMWATER Date: 3/17/2020 Linear Development Project? No Site Information Post -Development Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) 10.58 Pre-ReDevelopment Land Cover (acres) A Soils B Soils C Soils D Soils Totals Forest/Open Space (acres) -- undisturbed 0.00 forest/open sace Managed Turf (acres) -- disturbed, graded for yards or otherturf to be 0.37 2.04 6.42 8. 83 Impervious Cover (acres) 0. 01 0.00 1.74 1. 75 10. 58 Post - Development Land Cover (acres) A Soils B Soils C Soils D Soils Totals Forest/ Open Space (acres) -- undisturbed, 0. 00 protected forest/open space or reforested Managed Turf (acres) -- disturbed, graded for yards or otherturf to be 0.29 1.11 4.32 5. 72 Impervious Cover (acres) 0. 09 0.93 3.84 4. 96 Area Check OK. OK. OK. OK. 10.58 Constants Annual Rainfall (inches) 43 Target Rainfall Event (inches) 1.00 Total Phosphorus (TP) EMC(mg/L) 0.26 Total Nitrogen (TN) EMC (mg/L) 1.86 Target TP Load (lb/acre/yr) 0.41 Pj ( unitless correction factor) 0.90 Runoff Coefficients (Rvl data input cells constant values calculation cells Check: BMP Design Specifications List: 2013 Draft Stds & Specs Linear project? No Land cover areas entered correctly? I Total disturbed area entered? I A Soils B Soils C Soils D Soils Forest/ Open Space 0.02 0.03 0.04 0.05 Managed Turf 0.15 0.20 0.22 0.25 Impervious Cover 0.95 0.95 0.95 0.95 LAND - PRE-REDEVELOPMENT Land Cover Summary -Pre Pre- ReDevelopment Listed Adjusted' Forest/ Open Space Cover (acres) 0.00 0.00 Weighted Rv(forest) 0.00 00 Forest 0% 0% Managed Turf Cover (acres) 8.83 5.72 Weighted Rv(turf) 0.23 0.24 Managed Turf 83% 77% Impervious Cover (acres) 1.75 1.75 Rv( impervious) 0.95 0.95 Impervious 17% 23% Total Site Area (acres) 10.58 7.47 Site Rv 0.35 0.40 Treatment Volume and Nutrient Load Pre- ReDevelopment Treatment Volume acre- ft) 0. 3108 0.2504 Pre- ReDevelopment Treatment Volume cubicfeet) 13, 537 10,909 Pre- ReDevelopment TP Load lb/ yr) 8. 51 6.85 Pre- ReDevelopmentTP Load per acre lb/ acre/yr) 080 0.92 Baseline TP Load (lb/yr) 0. 41 lbs/acre/yr a pplied to pre -redevelopment area excluding pervious land proposed for new impervious cover) 3. 06 I Adjusted Land Cover Summary: Pre ReDevelopment land cover minus pervious land cover (f orest/op en space or managed turf) acreage proposed fornew impervious cover. Adjusted total acreage is consistent with Post-ReDevelopment acreage (minus acreage of new impervious cover). Column I shows load reduction requriernent fornew impervious cover (based on new development load limit 0.41Ibs/acre/year). lax. Reduction Required Below Pre- 20% ReDevelopment Load) Post - Development Treatment Volume 10,738 cubicfeet) Post - Development TP 6. 75 Load ( Ib/yr) TP Load Reduction TP Load Reduction Required for 1. 37 Required for New 5. 47 Redeveloped Area Impervious Area lb/ yr) (lb/yr) Land Cover Summary -Post (Final) Land Cover Summary -Post Land Cover Summery -Past Post - Development New Impervious PostReDev. & New Impervious Post-ReDevelopment Forest/ Open Space Forest/Open Space Cover ( acres) 0. 00 Cover ( acres) 0. 00 Weighted Rv(forest) 0.00 Weighted Rv(forest) 0.00 Forest 0% Forest 0% Managed Turf Cover ManagedTurfCover5 72 5.72 acres) acres) New Impervious Cover Weighted Rv (turf) 0.24 Weighted Rv (turf) 0.24 9% Managed Turf 54% Managed Turf 77% Impervious Cover ReDev. Impervious acres) 4. 86 Cover ( acres) 1. 75 Rv( impervious) 0.95 acres) 3. 11 Rv( impervious) 0.95 Rv(impervious) 0.95 9% Impervious 46% Impervious 23% Total ReDev. Site Area Final Site Area (acres) 10.58 7.47 acres) ReDev SiteRv 0.40 FinalPostDevSiteRv0.56 Treatment Volume and Nutrient Load Final Post - Development Post- ReDevelopment Post -Development Treatment Volume 0. 4970 Treatment Volume 0.2504 Treatment Volume 0.2465 acre- ft) (acre- ft) (acre-ft) Final Post - Post- ReDevelopment Development 21, 647 Treatment Volume 10,909 Treatment Volume cubicfeet) cubicfeet) Final Post - Post- ReDevelopment Development TP 13. 60 Load (TP) 6.85 Load lb/ yr)* lb/ yr) Post- ReDevelopment TP FinalPost -Development TP Load per acre 1.29 load per acre 0.92 lb/ acre/yr) lb/acre/yr) Nitrogen Loads (Informational Purposes Only) Area Checks FOREST/ OPEN SPACE (ac) IMPERVIOUS COVER (ac) IMPERVIOUS COVER TREATED (ac) MANAGED TURF AREA (ac) MANAGED TURF AREA TREATED (ac) AREA CHECK D. A. A D.A. B D.A. C D.A. D D.A. E AREA CHECK 0. 00 0.00 0.00 0.00 0.00 OK. 0. 00 0.00 0.00 0.00 0.00 OK. 0. 00 0.00 0.00 0.00 0.00 OK. 0. 00 0.00 0.00 0.00 1 0.00 OK. 0. 00 0.00 0.00 1 0.00 0.00 OK. OK. OK. OK. OK. OK. Site Treatment Volume (ft) 21,647 11 Runoff Reduction Volume and TP By Drainage Area RUNOFF REDUCTION VOLUME ACHIEVED (ft3) TP LOAD AVAILABLE FOR REMOVAL (lb/yr) TP LOAD REDUCTION ACHIEVED (lb/yr) TP LOAD REMAINING (lb/yr) D. A. A D.A. B D.A. C D.A. D D.A. E TOTAL 0 0 0 0 0 0 0. 00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0.00 0.00 0.00 0.00 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) 0.00 =1 0.00 =1 0.00 0.00 11 0.00 0.00 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD (lb/yr) 13.60 TP LOAD REDUCTION REQUIRED (lb/yr) 6.84 TP LOAD REDUCTION ACHIEVED (lb/yr) 0.00 TP LOAD REMAINING (lb/yr): 13.60 REMAINING TP LOAD REDUCTION REQUIRED (lb/yr): Total Nitrogen (For Information Purposes) POST - DEVELOPMENT LOAD (lb/yr) 97.30 NITROGEN LOAD REDUCTION ACHIEVED (lb/yr) 0.00 REMAINING POST -DEVELOPMENT NITROGEN LOAD (lb/yr) 97.30 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 LONG TERM LOT EXPANSION, SEE SHEET C116-2. THE STORMWATAER QUANTITY REQUIREMENTS WERE ADDRESSED FOR THESE IMPROVEMENTS THROUGH MODIFICATIONS TO EXISTING BASIN #8. STORMWATER QUALITY FOR THE ECONOMY LOT AND APRON EXPANSION WERE ADDRESSED WITH THE PURCHASE OF OFFSITE NUTRIENT CREDITS. AFTER APPROVAL OF THESE CALCULATIONS, THE TAXIWAY RELOCATION PROJECT WAS ADDED TO THE OVERALL SUBMITTAL PACKAGE AS AN AMENDMENT. THE CALCULATIONS FOR THE PARKING/APRON HAVE BEEN UPDATED TO INCLUDE THE ADDITIONAL LIMITS OF DISTURBANCE FOR THE TAXIWAY PHASE. AS THE TAXIWAY PHASE INVOLVES A REDUCTION IN IMPERVIOUS AREA, THE CALCULATIONS DEMONSTRATE WATER QUANTITY REQUIREMENTS ARE STILL SATISFIED WITH THE PREVIOUSLY COMPLETED BASIN #8 MODIFICATIONS. REFER TO SHEETS C1 AND C2 FOR ADDITIONAL DESCRIPTIONS OF CHANGES TO THE DRAINAGE AREAS ASSOCIATED WITH THE TAXIWAY PHASE. FOR WATER QUALITY, THE CALCULATIONS SHOW ADDITIONAL NUTRIENT CREDITS WILL NEED TO BE PURCHASED TO COVER THE ADDITIONAL DISTURBANCE. WATER QUANTITY ONSITE PIPE SYSTEMS WERE ANALYZED FOR CAPACITY IN THE 10-YEAR STORM BETWEEN THE PROJECT SITE AND THE DISCHARGE INTO BASIN 8. CALCULATIONS ARE INCLUDED ON SHEET C702-2. CHANNEL PROTECTION WILL BE MET THROUGH SATISFYING THE ENERGY BALANCE EQUATION. THIS EQUATION IS APPLIED TO THE LIMITS OF DISTURBANCE FOR THE PARKING LOT, APRON, AND TAXIWAY RELOCATION PHASES OF THIS PROJECT, AS WELL AS TO TWO FUTURE PARKING LOT AREAS, AS IDENTIFIED ON SHEET C116-2. ROUTING CALCULATIONS ON SHEET C703-2 ARE USED TO COMPLETE THE TABLE BELOW. ENERGY BALANCE COMPLIANCE TABLE OUTFALL 1- YEAR STORM EVENT VOLUME AC - FT) PRE POST PEAK CFS) PRE POST QALLOW CFS) FORESTED CONDITION VOL PEAK QALLOW AC - FT) (CFS) (CFS) COMPLIANCE? BMP # 8 0.902 2.155 1.42 0.22 0.475 0.000 0.01 0.00 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 PARKING LOT, APRON, AND TAXIWAY RELOCATION PHASES OF THIS PROJECT, AS WELL AS AN ADDITIONAL 5.80 ACRES OF IMPERVIOUS AREA ASSOCIATED WITH TO TWO FUTURE PARKING LOTS. ROUTING CALCULATIONS ARE INCLUDED ON SHEET C704-2 FOR THE 10-YEAR STORM AND SUMMARIZED BELOW 10- YEAR 24-HOUR STORM PRE= 35.16 CFS 10- YEAR 24-HOUR STORM POST= 33.44 CFS THEREFORE, THE WATER QUANTITY REGULATIONS ARE SATISFIED FOR IMPROVEMENTS ASSOCIATED WITH THIS PROJECT, AS WELL AS THE IDENTIFIED FUTURE PARKING LOT PROJECTS. WATER QUALITY WATER QUALITY WILL BE MET THROUGH THE PURCHASE OF NUTRIENT CREDITS THROUGH AN OFFSITE NUTRIENT BANK. THE APRON/PARKING EXPANSION PROJECT REQUIRED AND PURCHASED 6.30 LB/YR OF PHOSPHOROUS REMOVAL. WITH THE TAXIWAY RELOCATION PROJECT AREAS ADDED INTO THE VRRM SPREADSHEET, THE NEW REQUIREMENT IS 6.84 LB/YR OF PHOSPHOROUS REMOVAL. THEREFORE, AN ADDITIONAL 0.54 LB/ YR OF CREDITS WILL BE PURCHASED FOR THE TAXIWAY PHASE. WATER QUALITY REQUIREMENTS ASSOCIATED WITH FUTURE PARKING LOT PROJECTS WILL BE HANDLED WITH THE FUTURE DESIGN. J tiTH OF CONSTRUCT TAXIWAY A4 AIP NO. JOB NO. Fpj 3-51-0004-PENDING 19040 DELTA AIRPORTDRAWNBY: SHEET E. CA BOLTON - STORMWATER Draper AdenKMBCONSULTANTS, 1 Lic. No. 0514s5 DESIGNED BY:Associates wCALCULATIONSECBC7012 o/03/ ZOZO w Charlottesville, reef 2 2700 Polo Parkway # Midlothian, Virginia 23113 SSIONAL SCALE: DATE: Y NO. REVISIONS BY APP. DATE 434-295-0700 www.daa.com phone: (804) 275-8301 # w w w . delta i r p o r t . C o m CHARLOTTESVILLE-ALBEMARLE AIRPORT NONE APRIL 2020 STORMWATER CALCULATIONS -PROPOSED SYSTEM Design Storm Year = 10 STORMWATER CALCULATIONS -EXISTING SYSTEM HYDRAULIC GRADE LINE CALCULATIONS N j D QJ POINT DOWNSTREAM STRUCTURE DRAIN AREA RUNOFF COEFF. CA INLET TIME RAIN FALL RUNOFF Q INVERT ELEVATIONS LENGTH SLOPE DIA CAPA- CITY VEL FLOW TIME REMARKS INCR ACCUM ACRES C MIN IN/HR C.F.S. UPPER LOWER FEET FT./FT. INCHES C.F.S. F.P.S. SEC 10 1.98 0.71 1.40 1.40 5.00 6.67 9.4 9 608.30 607.75 53.12 0.0104 18 10.7 6.8 7.8 9 0.00 0.00 0.00 1.40 5.13 6.62 9.4 8 607.65 606.18 145.66 0.0101 18 10.6 6.7 21.6 8 0.98 0.73 0.72 2.12 5.49 6.51 13.8 7 605.00 604.35 66.52 0.0098 36 65.9 7.4 9.0 7 1 0.00 0.00 0.00 4.26 5.76 6.43 27.4 6 1 598.50 595.00 160.34 0.0218 36 98.5 11.9 13.4 6 0.00 0.00 0.00 4.26 5.98 6.35 27.4 5 593.12 584.30 281.24 0.0314 36 118.1 13.4 20.9 5 1.15 0.65 0.75 5.01 6.33 6.25 31.3 4 582.20 581.60 20.69 0.0290 36 113.6 13.5 1.5 4 0.84 0.90 0.76 5.77 6.36 6.25 36.0 3 575.65 573.75 63.64 0.0299 36 115.2 14.3 4.4 3 0.00 0.00 0.00 595 6.43 6.23 37.0 2b 571.50 566.76 158.11 0.0300 36 115.5 14.4 11.0 2b 0.00 0.00 0.00 5.95 6.61 6.17 37.0 2a 565.76 563.51 112.57 0.0200 48 203.1 12.1 9.3 2a 0.00 0.00 0.00 5.95 6.77 6.13 37.0 1 555.51 554.25 54.71 0.0230 48 218.0 12.7 4.3 11 0.20 0.90 0.18 0.18 5.00 6.67 1.2 3 581.35 578.90 30.97 0.0791 15 18.2 8.3 3.7 12 2.38 0.90 2.14 2.14 5.00 6.67 14.3 8 612.55 608.10 370.57 0.0120 24 24.8 8.1 45.5 14 2.72 0.48 1.30 1.30 5.00 6.67 8.7 13 613.25 609.95 347.00 0.0095 18 11.1 6.9 50.1 13 0.00 0.00 0.00 1.30 5.83 6.40 8.7 E33 609.85 605.00 347.00 1 0.0140 18 13.5 1 8.1 43.0 HYDRAULIC GRADE LINE CALCULATIONS JUNCTION LOSS DROP INLET CALCULATIONS STRUCTURE DRAINAGE D IN) FLOW TYPEINLETTYPEAREA FT2)(FT) PERIMETER 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 WEIR FLOW 10 DI-1 1 2.33 1 10.00 1.98 0.71 6.67 9.36 1 6.7 1 ORIFICE FLOW CURB INLET CALCULATIONS Design Storm Year = 10 POINT DOWNSTREAM STRUCTURE DRAIN AREA RUNOFF COEFF. CA INLET TIME RAIN FALL RUNOFF Q INVERT ELEVATIONS LENGTH SLOPE DIA CAPA- CITY VEL FLOW TIME REMARKS INCR ACCUM ACRES C MIN IN/HR C.F.S. UPPER LOWER FEET FT./FT. INCHES C.F.S. F.P.S. SEC E9 4.70 0.48 2.24 2.24 5.00 6.67 15.0 E8 612.61 602.07 421.78 0.0250 18 16.6 10.6 39.7 E8 1.37 0.90 1.23 4.56 5.66 6.46 29.5 E7 1598.90 591.08 194.39 0.0402 24 1 45.4 15.3 12.7 E7 0.85 0.81 0.69 5.28 5.87 6.39 33.7 E6 582.84 581.75 120.41 0.0091 30 39.0 8.9 13.5 E6 0.34 0.74 0.25 7.26 6.10 6.32 45.9 E5 581.63 581.37 128.26 0.0020 36 LOW 6.5 19.7 E5 0.17 0.49 0.09 7.35 6.43 6.23 45.9 E4 581.14 577.87 129.84 0.0252 24 LOW 14.6 8.9 E4 0.05 0.90 0.05 7.40 6.57 6.19 45.9 E3 574.92 566.68 148.09 0.0556 24 53.4 19.1 7.8 E3 0.00 0.00 0.00 7.40 6.70 6.15 45.9 E2 566.62 565.74 114.88 0.0077 24 LOW 14.6 7.9 E2 0.31 090 0.28 8.49 6.84 6.11 51.9 El 557.59 553.47 86.07 0.0479 36 145.9 18.9 4.6 E26 2.71 0.30 0.81 0.81 5.00 6.67 5.4 E25 563.99 563.10 47.38 0.0188 18 14.4 7.5 6.3 E25 0.00 0.00 0.00 0.81 5.10 6.63 5.4 E2 559.72 558.34 62.00 0.0223 18 15.7 8.0 7.7 E10 1.21 0.90 1.09 1.09 5.00 6.67 7.2 E8 610.17 601.72 132.00 0.0640 24 62.0 13.2 10.0 E13 0.68 0.63 0.43 0.43 5.00 6.67 2.9 E12 594.83 594.53 60.17 0.0050 24 16.0 3.8 15.8 E12 0.25 0.36 0.09 0.52 5.26 6.58 3.4 Ell 1 594.42 593.42 99.75 0.0100 24 22.7 1 5.2 19.3 Ell 0.00 0.00 0.00 1.74 5.59 6.48 11.3 E6 589.12 581.75 63.06 0.1169 30 140.2 17.0 3.7 E20 0.33 0.60 0.20 0.20 5.00 6.67 1.3 E19 591.54 590.33 41.80 0.0289 15 11.0 6.0 7.0 E19 0.62 0.74 0.46 0.66 5.12 6.63 4.3 Ell 1 1 590.32 589.20 123.29 1 0.0091 15 6.2 5.4 22.8 E28 0.85 0.66 0.56 0.56 5.00 6.67 3.7 E27 595.24 594.06 95.65 0.0123 15 7.2 5.9 16.2 E27 0.00 0.00 0.00 0.56 5.27 6.58 3.7 Ell 1 1 594.01 593.23 62.95 1 0.0124 15 7.2 5.9 10.7 E29 0.08 0.30 0.02 0.02 5.00 6.67 0.2 E7 594.57 585.48 113.25 0.0803 15 18.3 4.3 26.3 Sediment Trap Design Project: CVILLE AIRPORT Date: 12/28/18 Tra Total Drain. Vol Reg S. T.#Area (Ac) cu. yd 1 1.11 148.74 2 2.38 318.92 CALCULATIONS ABOVE THE DARK LINE HAVE BEEN UPDATED WITH THE TAXIWAY RELOCATION PROJECT Dimensions T/ Dry T/Dry Total Side Length Width Depth Slope Outlet Dry Surf. T) M M T) Length ft'Area(sg.ft.) 50. 00 25.00 4.00 21 6.66 1250.00 74. 00 37.00 4.50 2:1 14.28 2738.00 INLET w ca F^ e Z O U U H w w w h t3 H a c4 O REMARKS F- W o r F ch3 O w v a 11 D1-3B 6.0 0.20 0.90 0.18 6.67 1.20 0.00 1.20 0.0200 0.0200 7 0.0 0.00 0.02 1.00 0.00 0.00 0.00 0.02 26.5 0.23 0.37 0.4 0.76 5 DI-3B 6.0 1.15 0.65 0.75 6.67 4.98 0.00 4.98 0.0200 0.0200 12 0.0 0.00 0.02 1.00 0.00 0.00 0.00 0.02 48.1 0.12 0.21 1.1 3.92 Volumes Wet TOTAL TOTA L Dry Wet Surf. Wet Wet Vol. Vol. Reg Dry Vol. VOL VOL D. ( ft) Area(sq.ft.) D. (ft) cu. d cu. yd. cu. yd. PROVIDED REQUIRED 1. 80 1070 2.20 74.11 74.37 77.33 151.44 148.74 2. 00 2442 2.50 192.19 159.46 191.85 384.05 318.92 SEDIMENT TRAP CALCULATIONS FOR PARKING/APRON EXPANSION PHASES SHOWN ON THIS SHEET. REFER TO SHEET ## FOR SEDIMENT TRAPS ASSOCIATED WITH THE RELOCATED TAXIWAY. Elevations Trap Top of Top of T/ Bottom Wet Vol. Cleanoul Dry Vol. Emb. 579. 00 581.2 198.9 583.00 584.00 593. 50 596.0 200.9 598.00 599.00 JUNCTION LOSS 0 DESIGN OF OUTLET PROTECTION FROM A ROUND PIPE FLOWING FULL `o MINIMUM TAILWATER CONDITION (Tw < 0.5 DIAMETER) 1 N C" 90 -. l d 3 0 80 ` O Outlet W = Do + La Pipe 2 Min. ,I I 1 D 1 eeu I il! Diameter, ° t,lf I' i IllIllf l T i lwater < 0.5Do PQt° 60 .4 t r l ti a r a IIl I i I1tI I'f^hl.. jklII1IFItyklakkFL1--I Vol a I -I Ili l III I gII i'Il illl 111{,I;I -} t.301 ally , II II 4: It4 4 f. , { I, " , 1 d" I r i t I j I II II - - I I ; I I I . I: r I r i ! I { i -t- -- - - II ., I- I+ f• I I 2 SF 3 I 2 d II!II E! IIIIN k, j. , 'i.! I d III IµIII 11'I„I,l I f blpi ii 10 F I I* I, III Illi t II rii + I'I- Il10 a w 0 2 N Itl -! I; { Fh ;, li I I tll Ikl illy flll I II Ili tit ii I ti 4 L i Io 1 O Recommended Min. P I w 0 3 5 10 20 50 100 200 500 1000 W Oo Discharge, ft3/sec. w 00 T'R OF CONSTRUCT TAXIWAY A4 AIP NO. JOB NO. F•L f 3- 51- 0004-PENDING 19040 DELTA AIRPORTDRAWNBY: SHEET f'' KMBDraper AdenE. CAM BELL BOLTONy STORMWATER N CONSUL TANITINC. Lic. No. 051495 DESIGNED BY:Associates /w CALCULATIONSECBC702-2 03/ZOZO wz110Avon Street 2700 Polo Parkway # Midlothian, Virginia 23113 S Charlottesville, VA 22902 phone: (804) 275- 8301 # w w w . delta i r p o r t . c o m SIGNAL CHARLOTTESVILLE-ALBEMARLE AIRPORT SC NONE DATE: 2020 Y NO. REVISIONSBYAPP. DATE 434-295-0700 www.daa.com ENERGY BALANCE CALCULATIONS Subsection: Master Network Summary 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 Catchments Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Storm Event 1 YEAR SCS Unit Hydrograph Parameters Storm Event 1 YEAR Event Volume min) ft3/s) Return Event 1 years Unit peak time, Tp 5.000 min Return Event 1 years years) ac-ft) Duration 1,440.000 min Depth 3.0 in Unit receding limb, Tr 20.000 min Total unit time, Tb 25.000 min Duration 1,440.000 min Depth 3.0 in POST -DETENTION 1 Year 1 2.155 717.000 37.50 BASIN # LOD PRE -DETENTION 1 Year 1 0.902 720.000 13.78 Time of Concentration 7.500 min Time of Concentration 7.200 min BASIN #8 LOD Composite) Area (User Defined) 19.760 acres Composite) Area (User Defined) 19.760 acres Node Summary Computational Time 1.000 min Computational Time 0.960 min Label Scenario Return Hydrograph Time to Peak Peak Flow Increment Increment Event Volume min) ft3/s) Time to Peak (Computed) 717.000 min Time to Peak (Computed) 720.960 min years) ac-ft) Flow (Peak, Computed) 37.50 ft3/s Flow (Peak, Computed) 13.93 ft3/s POST 1 Year 1 0.226 1,440.000 0.22 PRE 1 Year 1 0.865 780.000 1,42 Output Increment 3.000 min Time to Flow (Peak 717.000 min Output Increment 3.000 min Time to Flow (Peak 720.000 min Interpolated Output) Interpolated Output) Pond Summary Flow (Peak Interpolated Flow (Peak Interpolated 37.50 ft3/s Output) 13.78 ft3/sOutput) Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum Event Volume min) (ft3/s) Water Pond Storage years) ac-ft) Surface ac-ft) Drainage Area Drainage Area Elevation SCS CN (Composite) 80.961 SCS CN (Composite) 66.113 ft) Area (User Defined) 19.760 acres Area (User Defined) 19.760 acres PO -POST 1 Year 1 2.155 717.000 37.50 N/A) N/A) IN) Maximum Retention 2.4 in Maximum Retention 5.1 in PO -POST 1 Year 1 0.226 1,440.000 0.22 549.20 1.929 Pervious) Pervious) OUT) Maximum Retention 0.5 in Maximum Retention 1.0 in PO -PRE (IN) 1 Year 1 0.902 720.000 13.78 N/A) N/A) Pervious, 20 percent) Pervious, 20 percent) PO -PRE 1 Year 1 0.865 780.000 1.42 547.16 0.296 OUT) Cumulative Runoff Cumulative Runoff Depth 1.3 in Cumulative Runoff Cumulative Runoff Depth 0.5 in Pervious) Pervious) Runoff Volume (Pervious) 2.159 ac-ft Runoff Volume (Pervious) 0.904 ac-ft Hydrograph Volume (Area under Hydrograph curve) Hydrograph Volume (Area under Hydrograph curve) Volume 2.155 ac-ft Volume 0.902 ac-ft SCS Unit Hydrograph Parameters SCS Unit Hydrograph Parameters Time of Concentration 7.500 min Time of Concentration 7.200 min Composite) Composite) Computational Time 1.000 min Computational Time 0.960 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 179.11 ft3/s Unit peak, qp 186.57 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 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition 20 0318 - 2 LAA EX BASIN #8 SCS.ppc Center 10.02.00.01] 20 0318 - 2 LAA EX BASIN #8 SCS.ppc Center 10.02.00.01] 20 0318 - 2 LAA EX BASIN #8 SCS.ppc Center 10.02.00.01] 20 0318 - 2 LAA EX BASIN #8 SCS.ppc Center 10.02.00.01] 3/18/2020 27 Siemon Company Drive Suite 200 W Page 3 of 99 3/18/2020 27 Siemon Company Drive Suite 200 W Page 10 of 99 3/18/2020 27 Siemon Company Drive Suite 200 W Page 11 of 99 3/18/2020 27 Siemon Company Drive Suite 200 W Page 14 of 99 Watertown, CT 06795 USA +1-203-755-1666 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: Unit Hydrograph Summary Return Event: 1 years Subsection: Outlet Input Data Return Event: 1 years Label: PRE -DETENTION BASIN #8 LOD Storm Event: 1 YEAR Label: Composite Outlet Structure - POST Storm Event: 1 YEAR Scenario: 1 Year Scenario: 1 Year SCS Unit Hydrograph Parameters Structure ID: Orifice - 1 Structure Type: Orifice -Circular Unit peak time, Tp 4.800 min Unit receding limb, Tr 19.200 min Number of Openings 1 Total unit time, Tb 24.000 min Elevation 544.57 ft Orifice Diameter 2.00 in Orifice Coefficient 0.600 Structure ID: Riser- 1 Structure Type: Inlet Box Number of Openings 1 Elevation 550.00 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 216.00 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 0.001 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 TI ratio (HW/D) 1.075 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition 20 0318 - 2 LAA EX BASIN #8 SCS.ppc Center 10.02.00.01] 20 0318 - 2 LAA EX BASIN #8 SCS.ppc Center 10.02.00.01] 3/18/2020 27 Siemon Company Drive Suite 200 W Page 15 of 99 3/18/2020 27 Siemon Company Drive Suite 200 W Page 35 of 99 Watertown, CT 06795 USA +1-203-755-1666 Watertown, CT 06795 USA +1-203-755-1666 J D QJ Q J TH of CONSTRUCT TAXIWAY A4 AIP NO. JOB NO. f 3-51-0004-PENDING 19040DELTAAIRPORT E. CABOLTONy STORMWATER DRAWN BY: SHEET Draper Aden KMB CONSUL TAN T INC, Lic. No. 051495 DESIGNED BY:AssociatesC/w CALCULATIONS ECg C703-203/ZOZO cv z 110 Avon Street 2700 Polo Parkway # Midlothian, Virginia 23113 Charlottesville, VA 22902 phone: (804) 275-8301 # w w w . delta i r p o r t . Corn SIGNAL CHARLOTTESVILLE-ALBEMARLE AIRPORT SC NONE DATE: APRIL 2020ifNO. REVISIONS BY APP. DATE 434-295-0700 www.daa.com 10 YEAR STORM CALCULATIONS Subsection: Master Network Summary Subsection: Unit Hydrograph Summary Return Event: 10 years Subsection: Unit Hydrograph Summary Return Event: 10 years Subsection: Unit Hydrograph Summary Return Event: 10 years Label: POST DETENTION BASIN #8 Storm Event: 10 Year 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 Scenario: 10 Year Storm Catchments Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Storm Event 10 Year SCS Unit Hydrograph Parameters Storm Event 10 Year Event Volume min) ft3/s) Return Event 10 years Unit peak time, Tp 13.447 min Return Event 10 years years) ac-ft) Duration 1,440.000 min Depth 5.4 in Unit receding limb, Tr 53.787 min Total unit time, Tb 67.233 min Duration 1,440.000 min Depth 5.4 in POST DETENTION 10 Year Storm 10 21.623 726.000 273.99 BASIN #8 PRE DETENTION 10 Year Storm 10 19.295 726.000 246.40 Time of Concentration 20.170 min Time of Concentration 20.170 min BASIN #8 Composite) Area (User Defined) 73.320 acres Composite) Area (User Defined) 73.100 acres Node Summary Computational Time 2.689 min Computational Time 2.689 min Label Scenario Return Hydrograph Time to Peak Peak Flow Increment Increment Event Volume min) ft3/s) Time to Peak (Computed) 726.120 min Time to Peak (Computed) 726.120 min years) ac-ft) Flow (Peak, Computed) 274.12 ft3/s Flow (Peak, Computed) 246.59 ft3/s POST 10 Year Storm 10 18.316 768.000 33.44 PRE 10 Year Storm 10 17.369 765.000 35.16 Output Increment 3.000 min Time to Flow (Peak 726.000 min Output Increment 3.000 min Time to Flow (Peak 726.000 min Interpolated Output) Interpolated Output) Pond Summary Flow (Peak Interpolated Flow (Peak Interpolated 273.99 ft3/s Output) 246.40 ft3/s Output) Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum Event Volume min) (ft3/s) Water Pond Storage years) ac-ft) Surface ac-ft) Drainage Area Drainage Area Elevation SCS CN (Composite) 82.856 SCS CN (Composite) 79.042 ft) PO -POST 10 Year Storm 10 21.623 726.000 273.99 (N/A) N/A) Area (User Defined) 73.320 acres Area (User Defined) 73.100 acres IN) Maximum Retention 2.1 in Maximum Retention 2.7 in PO -POST 10 Year Storm 10 18.316 768.000 33.44 554.49 11.680 Pervious) Pervious) OUT) Maximum Retention 0.4 in Maximum Retention 0.5 in PO -PRE (IN) 10 Year Storm 10 19.295 726.000 246.40 (N/A) N/A) Pervious, 20 percent) Pervious, 20 percent) PO -PRE 10 Year Storm 10 17.369 765.000 35.16 553.41 9.323 OUT) Cumulative Runoff Cumulative Runoff Depth 3.6 in Cumulative Runoff Cumulative Runoff Depth 3.2 in Pervious) Pervious) Runoff Volume (Pervious) 21.699 ac-ft Runoff Volume (Pervious) 19.367 ac-ft Hydrograph Volume (Area under Hydrograph curve) Hydrograph Volume (Area under Hydrograph curve) Volume 21.623 ac-ft Volume 19.295 ac-ft SCS Unit Hydrograph Parameters SCS Unit Hydrograph Parameters Time of Concentration 20.170 min Time of Concentration 20.170 min Composite) Composite) Computational Time 2.689 min Computational Time 2.689 min Increment Increment Unit Hydrograph Shape 483.432 Unit Hydrograph Shape 483.432 Factor Factor K Factor 0.749 K Factor 0.749 Receding/Rising, Tr/Tp 1.670 Receding/Rising, Tr/Tp 1.670 Unit peak, qp 247.12 ft3/s Unit peak, qp 246.38 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 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition 20 0226 - 2 LAA EX BASIN #8 SCS.ppc Center 10.02.00.01I 20 0226 - 2 LAA EX BASIN #8 SCS.ppc Center 10.02.00.01I 20 0226 - 2 LAA EX BASIN #8 SCS.ppc Center 10.02.00.01I 20 0226 - 2 LAA EX BASIN #8 SCS.ppc Center 10.02.00.01I 2/26/2020 27 Siemon Company Drive Suite 200 W Page 3 of 85 2/26/2020 27 Siemon Company Drive Suite 200 W Page 10 of 85 2/26/2020 27 Siemon Company Drive Suite 200 W Page 11 of 85 2/26/2020 27 Siemon Company Drive Suite 200 W Page 14 of 85 Watertown, CT 06795 USA +1-203-755-1666 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: Unit Hydrograph Summary Label: PRE DETENTION BASIN #8 Scenario: 10 Year Storm SCS Unit Hydrograph Parameters Unit peak time, Tp 13.447 min Unit receding limb, Tr 53.787 min Total unit time, Tb 67.233 min Bentley Systems, Inc. Haestad Methods Solution 20 0226 - 2 LAA EX BASIN #8 SCS.ppc Center 2/26/2020 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Return Event: 10 years Storm Event: 10 Year PondPack CONNECT Edition 10.02.00.01I Page 15 of 85 Subsection: Outlet Input Data Label: Composite Outlet Structure - POST Scenario: 10 Year Storm Structure ID: Orifice - 1 Structure Type: Orifice -Circular Number of Openings 1 Elevation 544.57 ft Orifice Diameter 2.00 in Orifice Coefficient 0.600 Structure ID: Riser - 1 Structure Type: Inlet Box Number of Openings 1 Elevation 550.00 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 216.00 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 0.001 Kr 0.000 Convergence Tolerance 0.00 ft Inlet Control Data Equation Form Form 1 K 0.0045 M 2.0000 C 0.0317 Y 0.6900 T1 ratio (HW/D) 1.075 Bentley Systems, Inc. Haestad Methods Solution 20 0226 - 2 LAA EX BASIN #8 SCS.ppc Center 2/26/2020 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Return Event: 10 years Storm Event: 10 Year PondPack CONNECT Edition 10.02.00.01I Page 35 of 85 LTx OF CONSTRUCT TAXIWAY A4 AIP NO. JOB NO. f 3-51-0004-PENDING 19040DELTAAIRPORT E. CAM BELL STORMWATER DRAWN BY: SHEET Draper Aden KMB CONSUL TAN TINC, Lic. No. 051495 DESIGNED BY:Associates0/ 03/ZOZO ww CALCULATIONS EBB C704-2 z 110 Avon Street 2700 Polo Parkway # Midlothian, Virginia 23113 - Charlottesville, VA 22902 phone: ( 804) 275-8301 # w w w . delta i r p o r t . Corn SIGNAL CHARLOTTESVILLE-ALBEMARLE AIRPORT if NONE DATE: APRIL 2020 NO. REVISIONS BY APP. DATE 434-295-0700 www.daa.com