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HomeMy WebLinkAbout1999-04-21 Application SPR I 5 i • JOY • .`r r ,. rrtrown of Nor.th, AAdo'uer Plannino IB'oard si ..S%,�i£�fY:i .ifSS.SifS.igs„ + i s:•••N;•..+..�, �y rrrr r nn»s:r '�"' }...i;.. :.:k.i.;i,. Lf:���: ';i: i .a.,..:3�;:;,.i•/;;y mriia•rin�r� cis�,?'si3�%' ^€r#�<<>_�'i%'ss4s' �•: .f ..•�+�y`s% '�i':.•: a.':. ,..;iss;;:,•,u�si sss:.••xss�ss sirsifs r .� !a `'ss> s' "swfs•s .,! ,..a.,.{<Si:S» �.`'.�'i:K�; ..•i�i'.i�.+.JL• N� %i%' ;;> :i�` ..3. ;vs••s•UN ii/,.u•::f//.'/. .'/.. ;`-�.s:s. sx:;:s=.�mm��i � ,.� ;�.k. •i:: s::`'�y� �rs/..ii...r..,/: Please type or,print clearly. I Petitioner: 3<+N6 ;11ii!"r'IAR r � Lirvr„rrlt� ,�?vr�r 1'i12 fll���r;��7 Address: 2 LAP grF,cT- 1�U Q �% Lo?-TF,' Telephone number: (,. E. G ?, Owners of the Land: CITY' OF 1_11YJ/fE&CF 4jp,FFOF'i Lo/'rf715SrG/✓ Address: or- Lr3 rrETAICE CITY PAT)- Lfi wRE(,IC ,IVA Telephone number: - '� 8 �9 1i Number of years of ownership: 53 I 3. Location of Property - -,-,- / p ty• Z CIA Rk ;-.Y*ET PIO tr;--H /1 1120Yr:;; /A11j { Lf11111rrrya:A) F°G1=v Zoning District: i 2 2C1 STPICi. • Assessors: Map: -;:Io Lot A; 75 2B Registry of Deeds: Book =r.: �f k'aSe �t. Existing Lot: Lot Area (Sq.Ft.): ncr�;�rF' r.::�F Building Height: 3G� Street Frontage: ntr ICiFr A �. ,. ~ Side Setbacks: r �lrrzlc�7 t Front Setback: Noi A 77-1c,-.ejE Rear Setback: r,• �,c,?�,�� Floor Area Ratio: LILCAPF'L)CA rL Lot Coverage: Nc� f 'F'LIC�r? .� ,. 5. Proposed Lot: Lot Area (Sq.Ft.): Buildina Height: 3G StreetTarantaae: AV-1'4Ft_rcf, 1.- Side Setbacks: 1 Front Setback: �or ."r=rz rr Retu• Setback: t;c,'t t:: Floor Area Ratio: r -r l•., Lot 7 i; t C i oVera�e: 6. Required Lot (as required by Zoning Bylaw): Lot Area (Sq.Ft.): N/,'y Buildina Height: Street Frontage; Lv /1 Side Setbacks: r �� Front Setback: ✓vbel Rear Setback: N Floor Area Ratio: rJ ,i Lot Coverage: 11114 7. Existincr Building: Ground Floor (Sq. Ft.): .12, 15(l n of Floors: Total Sq. Ft,; L2 -SSA '=�— Height: 36 r Use: Type of Construction: ii L wALz 1. $. Proposed Building; Ground Floor (Sq. Ft.): 11.dtio of Floors:. 1 Total Sq. Ft.: 1.1 9.qo +/ Height: Use: 14ANGAR Type of Construction: s—iFE-t- wAL1_ F' 9. Petitioner and Landowner signature(s)': Every application for Site Plan review shall be made on this form which is the official form of the Planning Board. Every application shall be filed with. the Town Clerk's Otzrce. It shall be the responsibility of the petitioner to furnish all supporting documentation with this application. The dated copy of this application received by the Town Clerk or Planning Office does not absolve the applicant fronn this responsibility. The petitioner shall be responsible for all expenses for filing and legal notification, Failure to comply with application requirements, as cited herein and in the Planning Board Rules and regmrlations may result in a dismissal by the Planning Board of this application as incomplete. C 108 T M-s 4-11 Petitioner's Sign:rtut'e: Print or type name here: 1<OV& A1RCtlfiR7cff5 « � ti' o�i cMM�ssla.�/ Owner's Signature: Print or type name here: OF Ll Wir CIVCr !l rRPX T COAVV- ,;oi/ 3 �E • 6 I/I I _ f i �. TOWN OF NORTH ANDOVER I & DEPARTMENT OF ENVIRONMENTAL PROTECTION STORMWATFR MANAGEMENT FORM This form is intended to ensure that proposed stormwater control designs meet the stormwater management standards described in the DEP's Stormwater Management Policy (Nov. 1996 - REV Mar. 1997) and the Town of North Andover's Wetland Protection Regulations. The Commission requires that applicants submit this form with i the Notice of Intent, as well as supporting documentation and plans, to provide stormwater information for conservation commission review. If a particular stormwater management standard cannot be met, information should be provided to demonstrate how adequate water quality and water quantity protection will be provided by the project. Engineers should use this form to certify that the project meets the stormwater management standards as well as acceptable engineering standards. This form should be completed by checking the appropriate boxes for each standard and by signing and stamping the back of this form. Project location: 1GrJ(7, A)i?CL.g-F Zb,4Yv1rE(VC& AV/12CIP/Y IRFOR7- -z OtAYK s,@E 19 The proposed project is 1 is no (circle one) exempt from one or more of the stormwater management standards. ' If project is exempt, explain why: AvT-1j zrc,49LE- 1 pii c&F- E:,xisTiA10 NA1110!R 107-.5V97rG_ TO 9 lip Stormwater runoff volumes to be treated for water quality are based on the following calculations: - (check one that applies) 1 inch of runoff x total impervious area of post-development site for Critical Areas (e.g. outstanding Resource Waters and Ephemeral Pools), 0 0.5 inches of runoff x total Impervious area of st-development site for other resource areas. /�L! DU�J!_71f�Pft47.rGT_. 5�Jt�7� �NNJ_ ,g __F� .IL �Z r�sr P A' i_ v� L� 2L• V�!3 V�Y i NE_1 7ts�Ctf Rtm oFr- �CAuSl*OF_t71 Nv�??��ov .Vv r car✓Dr__.._... Standar 41: Untreated stormwater (See plan ATWI- ) rrFA�- vvNrcH i�rFrYr+7�11�cr_, Y_ .k� r; ;r, � I The project is designed so that new stormwater conveyances (outf`a �td arges) t` o no rme arge un reated stormwater into, or cause erosion to wetland resource afeas of the Town of North Andover. E HYI]ROCAU R�F�1�r a2 p �1L I%'!! Zv�S TNT �E DLO. COl l01 F'�RN�D1�7r1 L_OCfr 1 lGll _LLL-'V/_1710r{(:� �rNucrdi�>s dNP r' rr✓ Ti, .- rt `FZov_✓ rr,...w _.. Standard #Wz Past-development peak isc mharge rates (See plan � ) N Post-development peak discharge rates do not exceed pre-development rates on the site either at the point of discharge or downgradient property boundary. __5�EF_..1I.7M00dD JiLIOR-r �©" NIA: project site contains waters subject to tidal action, so standard is not applicable. r: a Stormwater controls have been designed for the 2-year, 10-year and 100-year, 24•hour storm. Arso TIrE_� �Fs�z �ti. - ..Y. S ..-rYl _ `r.N_ �>i?.srarhtvEN7�:..r..., Standard #3: Recharge to groundwater (See plan A ) U The annual groundwater recharge for the post-development site approximates annual recharge from existing site conditions on a sub-watershed level, ?'? -E s HRoc �✓Hcr �s s co�� r Fiovs �cr.�,r rv�Q__. . _ __..._- oa.r7 v✓fr rt E ri NrrofJ finwktE_Jti T r1ok:. �FrT.rrt; Soil types have been identified according to either time O.S. Natura Resources Conservation Service (NRCS) County Soils Survey or on-site soil evaluation. Calculations on stormwater flow are based on a soil hydrologic group of -Typr- C sar15 and total impervious area of 21SBZ '/ (square feet). J sFldRrvG�P�?t: ,C � ? Satz SFr v ---- lt Soil types at each planned point of st rmwater runoff infiltration include: -7ff GEgRat. sojG T1P(:5% Fn-Rt/,v0FF _- Tr,�Fr r rrzr�raN 1_r�c✓t 77orrs C as n t[-F r-rtj P% _c«rSl -_.P417-01V SA,NTey L !?r_(,IeQ a Infiltration Best Management Practices (BMPs) used for this project include. PR I' i�7 70R�mw.47�1? rS_�tlGavrEq R fl [{G LOUA vvAII&TNr?oUGN1�t✓o TL i���7rG�� G?�ISrr✓SL_ PRi=TR���rr���r rs 8Y ire DcTr��p2_?7�PMrU.... . cA-rclr_,�>.rn!_ r�r S�r.1�5 w_�rJ��...�f2�tNAr,E hz/�Nr�otr:_.•---- Standard 94: 80% TSS removal (See plan �} `^" - 'suit - ��__..--------•- ._...._...__. .,_..___�....._-.-_..__.._....,.... The proposed stormwater management systems will remove 80% of the post-development site's average annual load of Total Suspended Solids(TSS). ® The BMPs selected for this project include (list BMPs with TSS removal rates): FIN Paup 1 -9 , { TOWN OF NORTH ANDOVER & DEPARTMENT OF ENVIRONMENTAL PROTECTION Standard #5: Higher potential pollutant loads (See plan _I a The project sit oe /does not(circle one) contain Land Uses with Higher Potential Pollutant Loads. If site contains such land uses, describe: 171,TOFF Ff3)M mETAL ffXF OF F1-,�oFi:Sr"P Hl?NLC 1R 0 if applicable, BMPs selected for controlling stormwater in these areas are designed to prevent infiltration of untreated stormwater and include: M-PC 01-( A5y TRi1>y�P.Ek'-SU/P PR4f1v_1JG6 nos Nf`f � , .___..........__....,...-.,w_. ..-�.._ .._ Standard #6: Protection of critical areas (refer to Section It in the local Regulations) (See plan ) a The project site does/ es (circle on contain Critical Areas with sensitive resources. /a_�57 i— FORT r ,cr £tfFt� rift T;d{Tt'_i� C�r7rC.�f11r� ael- 1 rT If site contains critical areas, describe:QR7ekY CCOf 70 TH �'t. rl _ f'_lE t'(�il,� :JS�'..4:.-F34..Et.7if'r'r1E.C1;s�l,C(,t_.y off�..........__�........__....� 9 If applicable, BMPs selected for stormwa`er discljarges in these areas mcjude: TWO Standard 47: Redevelopment projects (See plan Y)A ) 11 The proposed activity is/ s n . (circle one) a redevelopment project, Note: Components of redevelopment projects which plan to develop previously undeveloped site do not fall under the scope of Standard 7. Jl� if the project is a redevelopment project, the following stormwater management standards have been met: ,D" The standards which have not been met include: �' The proposed-projectwill reduce the annual pollutant load on the site with new or expanded stormwater controls, Standard 98: Erosion/sediment,control (See plan ) K Erosion and sediment controls are incorporated into the project design to prevent erosion, control sediment movement, and stabilize exposed soils. 56t sHEFT eXILFN� C�nrpIT PEP a An Erosion and Sediment Control Plan has been developed. Carr P016_N Idf Sr12aNG��blr�rF�i7�fiTr Cor l�GL, ER0$rar✓ T _ o,�,�rN F`!Nf� s1 Standard 49: Operation/maintenance plan (See plan k) °f"` 1,' vRe Cf � pvNr✓T� CAry f? w An operation and maintenance plan for both construction ancT�post-development stormwater controls its Geeri developed. The plan includes BMP owner(s); parties responsible for operation and maintenance; schedule for inspection and maintenance; routine and non-routine maintenance tasks; and provisions for appropriate access and maintenance easements surrounding control(s) and extending to public right-of-way. pr"IVR 77 _1I Cq;_ 0[?Ifr7:!?'rz: _SN: f C 1Grr_�r.... �t r�r7 NrtJtC _FrOC r f:.-. A5 cz fz Qvr >✓c7-or �t rr _wt r1 Ca!ys rv;rrlgf.c_---- �jo2 - �fwv L�G.vGd7 (i1Nt71N _L1, -To ,4tL. —r�FT.'E57�D�/tT�T1tS.___, 4ti.. I attest under the penalties of-perjury that I have personally exam ff gi r - " ' f, am familiar with the information contained in this submittal, including any . . and all documents, accompanying this certification statement; and that ! am fully authorized to make this attestation on behalf of the project "" ,o y.► applicant. I-Agv (Stamp/Signature) �nntName Date Page 2 of 2 1 1/98 1 I � 1 Gi''iiy v� ILI �?, $O ��y(�� 4C ^ fro.+l� 'iir ( 01--mv Qqg A SHE c EDGE OF 1VAMRSHED N&MCrICp ry/r<5 SSrY /r/✓!s i /�4y �' .�-: k .t fra <rl( rev�f ff r 4�ji"�.X}!! =� R I :RESTDI NCE I DISTRICT:.: '!l •�USTRIAL:'I.D15 fRICT `.O R-2'RESIDENCE 2 Ii]STRICT:, ®..I2 f3VI)tISTRIAT 2 DISTRICT R=3 RESIDENCE 3.bISTRICT _ ® I 3 INDUSTRIAI'3 DISTRICT R-4:RESIDENCE 4 DISTRICT PNDUSTRIAL.S,bISTRICT R=5.RESIDENCE 5.;DISTRICT O VC .PILLAGE,COMMERCIAL; DISTRICT ® R=6 RESIDENCE 6 DISTRICT.. ;::VR :VILLAGE RESIIJENI7AL DISTRICT B-1.BUS1&ESS,1 DISTRICT HISTORIC.DISTRICT B-2 BUSINESS'2 DISTRICT '`' 'WATERSHED,DISTRICT B-3 BUSINESS 3 DISTRICT :FLOODPLAIN DISTRICT B 4 I3USI LESS 4 DISTRICT Ho�� - -mo rw&w,Ow6m b Oafne4 1i- - GB .GENERAL BUSINESS.DISTRICT h M 1lp.N/La I1pOd MMT'.C}R616 Watershed Map King AirCharters 2 Clark Street North Andover,Massachusetts Source: Zoning Map of North Andover,Massachusetts i i 1 i f fi:fk;'i ,to lvli ';.GV�r }-�O t-3 a E Y-t'. i t' r�n i ii.=n t ck 1 F. 1 P. 0 1 t '1 i `" NORSE ENVIRONMENTAL SE'RVIC8S INC. l 3_ '' �"► 3 Pondview Place Tyngsboro, Mass. 01879 ! TEL. 649-9932 FAX 649-7582 I i I August 17, 199.3 H-Star Engineering 9 Acton Road F Chelmsford, Mass, Re: Lawrence Airport Wetland i i 7 , Sir; The wetland for the above site was delineated on 8/13/98. The site is part of the existing airport located on what appears to be the northerly side of a drumlin. Soils in the area are typical of a drumlin, compact, basal till materials with low permeability an'd a perched water table, l The wetland on the site is primarily a wet meadow, though part of it is becoming a scrub shrub wetland with a small drainage channel running through it. A great deal of the site F has been distu[bed in the past, with remnants of a roadway visible, a large fill pile that is now completely vegetated, and a new fill pile of gravely material adjacent to the i wetland, Several small drainage pipes were noted,.with minimal flow and well defined channeling. Delineation of the wetland was by vegetative analysis, Examination of the soils was performed primarily as verification of the vegetative boundary, The soil and vegetative boundary do not appear to vary significantly, except in areas that were mowed where j,- � t•a_r•- - �r-,�.,� i rnr-�rii�-r- t,q, ; -__-__�- Y,-�----------------------P,N`-t�_.... the dominant species include Fescue, bluegrass, clover, and plantain within what n-4,;- be wetland areas, Vegetation on site includes: Arrowood Viburnum recognitum Silky Dogwood Cornus amomum Red Ossier Dogwood Cornus sto. ,ea Common Elder- Sambucus canadensis- Broadleaf Spirea Spirea latifolia Steeplebush Spirea tomentosa Cinnamon Ferri Osmunda cinnamomea Sensitive Fern Onoclea sensibilus Sedges Carex spp. Rushes Juncus spp, Hydrophilic Grasses Graminae spp. The middle of the wetland is wetter, with some marsh species including: Cat-tail Typha spp, Tussock sedge Carex stricta Smartweed Polygonum latifolia =:}i Arrow leaf Tearthumb Polycgonum sagi tum ,4} tta Spotted .1ewelWeed Impatiensw ; c �_arpensis ; h•il , ; {.t�E� r.;;. Bulrush i l Scirpus validus Joe P e Weed m spp, , Y Eu atoriu �n ,.: Paz :'��c �C-'.�'`f�v�� F i Sensitive Fern Onoclea sensibilus Goldenrod Solidago spp. ' Purple Loosestrife Lythrum salicaria There is also a fled Maple Swamp across the street from this area that Was flagged, with species in(:luding, American Eim Ulmus americana FacW- Glossy Buckthorn Rhamnus frangula I;ac Goldenrod Solidago altissima FacU- , Poison Ivy Radicans toxidendron UPI Red Maple Acer r'ubrum - Fac Sensitive Fern Onoclea sensibilis ON American Elm Ulmus americana FacW- Northern Arrowood Viburnum recognitum l"acW- Skunk Cabbage Symplocarpus foetidus ON Sphagnurn sphagnum spp. Obi Goldthread Coptis trifolia FacW It does not appear that the recent filling on site significantly altered tiie wetland area except through incidental sedimentation. There is evidence of alteration through excavation and Machine work within the wetland area downgradient of the fill. Please contact me if you l) a die uestions. Sir fly, i Steven Eriksen i . I i 1 � i��� 'Jr} � frf r, ��oFca 1 \��} �'��,r� �:.-,fr r r ;: �}y r,•14 l'.t. I ;i� i t .'/ !._ •� 1 _*.,�I r h ft J r��� r \ � -:� SY:� i i�I � 'V1�.`-.t✓r' �ti-� ,} r 3`,l� -;! i_#.-. �� -,j f _..Ck J � -�� _ .>✓ .�) ! -.�'.� r _��i 4�- � lr� i�7(//Ij }ti 1f�r��_ V L 1 L � \t, s {{--y. -' �O�C r r♦ -'tit � 1 -- i s � f � f !�k� � � r � ` S:fI�,L�;11``� �! ! sJ� �-4e�y1 �� '04f]3 S r •.��1 r y/ ,-�� t} � r � �`)� '�� \ r�.umt D 4 r �.` f r 7�n ♦ �! {' ,��,c. rr �: 4 � 'T .•j :J � '7J1j �lt _: r ,- j.; "'l \ ? AINI -2i, ✓ -' '--�,*` ..•r"! 7. - _ .. a,�d'• sa .�1� � � r. h � -�sCt IY -. ``��v�-c3 ',_'. f -.' k� r ?"' G•;�r Y f - /[r`�.�'� rJ� x� �. h ci %� ..-r �-�� General Site Location Map Lawrence Massachusetts—New Hampshire USGS 7.5x15 Minute Quadrangle Topographic Map, 1987 Publication Scale: 1.-25,000 { f f � , I -Ps k�..,,?L'K'a t. �e � �. � ���� s���,P� � n7� y�. �-vy�-.. � �v �S y -: g '•`sue ? � y3' r-rye L�``��'r_t � -•• - . -�'� ace 1� - �� ��.a � t 3Y c � `s 1�� �.5 ��c - � -i rjcr'S3ty �, � K� -~ i^ '� �ku w� >ti �1! r -���"�.7i�"+�� "t ,�2 _""t *<tom- t •�'E'�S. tea. � ,G �� .�� � a .3, S s;.n1 7r fi mr � '} � ��� Z tea'' r �i• �'a � �t �3d�i� -�',i '-�'� �` �s� 'a� '''� � � S[TE f 5 . Xv f,�Y��'C,' c'i G ^Fkryy.�44 ; s y -r..,ti� - s WX� YS -Q'D c: 47 i'sS,{ - X rUi`1 �TPlrI41 T £L -� »rasa f "c .tr. 5Z �. ''x�, ,,� v �`�3b,.+� , 1 xs� i(: �'.-� `ma's•'^—s�E t w - r M �i i€ h €� s 3 ar sac rt wort, �. > '-$ x;�x xf,r s '�'Ts�' 1Y ti, o St 7 w s � rf W is� �Fsefs ;� Yw ub� r tG sAm --� ? { „ • ss€ (y.y!^4x _ 41- r 4r" wh%P. R Ur Urban Ladd,Abutted by PaB,Se and WrB Sons Neap Source: Map 23 of Soil Survey Pa Paxton[Glacial Till] Sandy Loans,Thii Clay Filets (Class C) Essex County,Massachusetts Se Scarboro [Outwasli Plaits and Terraces] Satidy Loam (Class D) Town of North Andover WrB Woodbridge [Glacial Till] Sandy Loam (Class D) i SUBr5CT SRO C-U<rl 3< /11 '0t;; ;*.f� fc; , f" L/IwRENCE� C +T`(GF AIizPG»i �o�ninrS�lC�i f� � k Z CyARSc Si R�`G i p{0 R-rrI fi r�pOvE2r N A ��.S`�S 210/03 4.0-0026=0000.0 Lawrence City of Airport Coinrnission * Osgood Street 492 Sutton Street North Andover,MA.01845 210/03 5 A-0016-0000.A Lawrence City of Airport Commission* Executive Jet 492 Sutton Street North Andover,MA 01845 210/073.0/H Lawrence City of Airport Commission * Four Star Aviation 492 Sutton Street North Andover,MA 01845 210/73/1 Lawrence City of Airport Commission * Sutton Street 492 Sutton: Street North Andover,MA 01845 210/74B Lawrence City of Airport Commission *Eastern Microwave City of Lawrence City Hall Lawrence,MA 01840 210/74/l-1 Lawrence City of Airport Commission. * Eagle Aviation Eagle Aviation Sutton Street North Andover,MA 01845 210174/W Lawrence City of Airport Commission * Fire and Crash Lawrence City of Airport Commission City Halt Lawrence,MA 01840 210/75/1] Lawrence City of Airport Commission *N A Hangar Association Lawrence City of Airport Commission North Andover Hangar Association 189 Main Street North Reading,MA 01864 210/75/F Lawrence City of Airport Commission * Aviad Lawrnec City of Airport Commission Aviad 250 Clark Street C/O W Mansfield North Andover,MA 01845 210/751G } ! t Lawrence City of Airport Commission *JTD Trust Lawrence City of Airport Commission r JTD Trust P.O Box 995 North Andover,MA 01845 210/75/1 Lawrence City of Airport Commission * Air Traffic Lawrence City of Airport Commission City of Lawrence City Hall Lawrence, MA 01840 210/75/lA Lawrence City of Airport Commission *Four Star Aviation Lawrence City of Airport Commission Four Star Aviation 492 Sutton Street North Andover,MA 01845 210/75/1B Lawrence City of Airport Commission * Land Lawrence City of Airport.Commission Airport Commission 492 Sutton Street North Andover,MA 01845 210/78/0000100000 350 Clark Street* Clark Road Trust Clark Road Trust Joseph R&Jadith LE, VIS,TR 188 Chestnut-Street North Andover,MA 01845 210/077/0001700000 334 Clark Street * Belinsky Family Partners LMTD P Belinsky Family Partners LMTD Partnership Leon S. Belinsky, TR 24 Great Hill Drive Topsl'aeld,MA 01983-1400 210/035/0004500000 AEP Industries, Inc, Attn: Tax Department 125 Phillips Avenue South Hackensack,NJ 07606 210/035/0001500000 AEP Industries,Inc. Attn: Tax Department 125 Phillips Avenue South Hackensack,NJ 07606 210/078/000300000 i v e AEP Industries Town of North Andover 120 Main Street North Andover,MA 01845 210/035/0001400000 AEP Industries,Inc. Attn: Tax Department 125 Phillips Avenue South Hackensack,N3 07606 210/077I0000300000 Positive Start Realty,Inc. 21 Clark Street Positive Start Realty,Inc. 8 Clinton Street Woburn,MA 01801 210/077/0001300000 Francis D Sullivan Irrevocable 307 Clark Street,Lot 7 Francis D Sullivan Irrevocable Trust D M Zanni ET Al,TR 25 Myrtle Street Melrose,MA 02176 210/077/0001200000 Nfilp,Realty Trust 314 Clark Street Mile Realty Trust Kathleen B.Mile,Trustee P.O. Box 45 Lawrence,MA 01842 ' r S iy A � 0� �� .. 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' /• Predevelopment Drainage Analysis Worksheet Areas and Slopes Ku1g AirCharters 2 Clark Street North Andover,Massachusetts \ � \ / SUB \ j2 my ƒ + . - � SQg 8 ^ SUB \ r \ 2 � ? & ^ \ \«\° \ . /• «y �\�^ « � 8 2 `® . � PredevelopmentSubea hmenU King Airwhart«s 2 Clark Street North Andover,Massachusetts I ,Data for KingAircharters - PreDevelopment Page 1 . 2 YEAR STORM EVENT • Prepared by H-STAR ENGINEERING, INC. 6 Jan 99 HydroCAD 5,01 000427 (c_Z 1986-1998 Applied Microcomputer Systems WATERSHED ROUTING - O oQo 0 2UBCA7CHHFNT E] REACH A PDND LINK SUBCATCHMENT' 1 = TAXIWAY -> REACH 999 SUBCATCHMENT 2 = TAXIWAY, GRASSY AREA -> REACH 999 SUBCATCHMENT 3 TAXIWAY, GRASSY & WETLAND AREAS TO DITCH -> REACH I SUBCATCHMENT 4 = UPLAND AREA RUNOFF TO DRAINAGE DITCH -> REACH 1 SUBCATCHMENT 5 = ROOF, PAVEMENT, GRASSY, WETLAND & UPLANDS -> REACH 1 SUBCATCHMENT 6 = EXISTING PAVEMENT AT END OF DRIVEWAY -> REACH 999 SUBCATCHMENT 7 = PAVEMENT, GRASSY AREA > REACH 999 SUBCATCHMENT 8 = EXISTING ROOF, EXISTING PAVEMENT -> REACH 999 SUBCATCHMENT 9 = ROOF, PAVEMENT, GRASSY AREA, WOODS -> REACH 999 SUBCATCHMENT 10 = PAVEMENT, GRASSY & WETLAND AREAS -> REACH I. REACH I = DRAINAGE DITCH -> REACH 999 REACH 999 = DUMMY REACH FOR FLOW SUMMATION -> , . Data for KingAircharters - PreDevelopment Page 2.- 2 YEAR STORM EVENT 4Prepared by H-STAR ENGINEERING, INC. 6 Jan �99 . HydcoCAD 5,01 000427 1986-1998 AD pliedMicrocomputer s . SUBCATCHMENT 1 TAXIWAY PEAK= 1.42 CFS @ 11.97 HRS, VOLUME= . 10 AF ACRES CN SCS TR-20 METHOD .48 98 EXISTING PAVEMENT TYPE III 24-HOUR RAINFALL- 3.20 IN SPAN= 10-20 HRS, dt=.l HRS Method Co ent Tc min CURVE NUMBER (LAG) METHOD RUNOFF TO OFFSITE .7 L=45' s=,03 ' /' SUBCATCHMENT 2 TAXIWAY, GRASSY AREA PEAK= .20 CFS @ 12.07 HRS, VOLUME= .02 AF ACRES CN SCS TR-20 METHOD .04 98 EXISTING PAVEMENT TYPE III 24-HOUR . 10 74 OPEN SPACE, GOOD, TYPE C SOIL RAINFALL- 3,20 IN 81 SPAN= 10-20 HRS, dt=.l HRS eth-d Comrent Tr i n CURVE NUMBER (LAG) METHOD RUNOFF TO OFFSITE 6.8 L�185' s=.0137 '/ ' SUBCATCHMENT 3 TAXIWAY, GRASSY & WETLAND AREAS TO DITCH PEAK= 3.97 CFS @ 12.02 HRS, VOLUME= .27 AF ACRES CN SCS TR-20 METHOD .29 98 EXISTING PAVEMENT TYPE III 24-HOUR .32 98 EXISTING PAVEMENT RAINFALL- 3.20 IN .32 74 OPEN SPACE, GOOD, TYPE C SOIL SPAN= 10-20 HRS, dt=. l HRS 1.01 74 OPEN SPACE, GOOD, TYPE C SOIL 56 74 OPEC! SPACE, GOOD, TYPE C SOIL 2.50 80 Method Co m nt Tr min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO DRAINAGE DITCH 4. 1 L=200' s".0447 '/ ' Data for KingAircharters - PreDevelopment Page 3 2 YEAR STORM EVENT & Prepared by H-STAR ENGINEERING, INC. 6 Jan 99 HydroCAD.-5.010427 (.c)- j28fi-_lUa,.-.AQpliedMi r c m ut r S SUBCATCHMENT 4 UPLAND AREA RUNOFF TO DRAINAGE DITCH PEAK= 06 CFS @ 12,00 HRS, VOLUME= 0.00 AF ACRES CN SCS TR-20 METHOD .05 74 OPEN SPACE, GOOD, TYPE C SOIL TYPE III 24-HOUR RAINFALL- 3.20 IN SPANw 10-20 HRS, dt=.l HRS Method _ Comment Tc (min) CURVE NUMBER (LAG) METHOD RUNOFF FROM UPLAND TO DITCH 1.4 L=25' s=.02 SUBCATCHMENT 5 ROOF, PAVEMENT, GRASSY, WETLAND & UPLANDS PEAK= 2.39 CFS @ 12,08 HRS, VOLUME= . 18 AF ACRES CN SCS TR-20 METHOD .15 98 EXISTING ROOF TYPE III 24-HOUR .31 98 EXISTING PAVEMENT RAINFALL- 3.20 IN .09 74 OPEN SPACE, GOOD, TYPE C SOIL SPAN= 10-20 HRS, dt=. l HRS .38 74 OPEN SPACE, GOOD, TYPE C SOIL .06 98 EXISTING PAVEMENT .47 74 OPEN SPACE, GOOD, TYPE C SOIL .09 74 OPEN SPACE, GOOD, TYPE C SOIL 1 .55 82 Method Comment Tc mite CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO DRAINAGE DITCH 7.6 L=320' s=.0248 ' /' SUBCATCHMENT 6 EXISTING PAVEMENT AT END OF DRIVEWAY PEAK, .03 CFS @ 11 .96 HRS, VOLUME= 0 .00 AF ACRES CN SCS TR-20 METHOD .01 98 EXISTING PAVEMENT TYPE III 24-HOUR RAINFALL= 3.20 IN SPAN= 10-20 HRS, dt=. l HRS Method Comment Tc Imin CURVE NUMBER (LAG) METHOD PAVEMENT RUNOFF TO OFFSITE .2 L=15' s=.05 '/ ' i ` -' Data for K�ngAirc�arters PreDevelapment Page 4 � Da ' 2 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 6 Jan 99 HydroCAD 1QQ427 (c) 198L-12H AppliadMi-crocomputer Systems SUBCATCHMENT 7 PAVEMENT, GRASSY AREA PEAK= .23 CFS @ 12.00 HRS, VOLUME= .01. AF CN SCS TR-20 METHOD .04 98 EXISTING PAVEMENT TYPE III 24-HOUR .09 74 OPEN SPACE, GOOD, TYPE C SOIL RAINFALL- 3.20 IN . 13 81 SPAN= 10-20 HRS, dt=. l HRS Method omm .rat Tr (min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO OFFSITE 2.4 L=110' s=,05 ' /' SUBCATCHMENT 8 EXISTING ROOF, EXISTING PAVEMENT WEAK= 46 CFS @ 11.99 HRS, VOLUME= .03 AF _ ACRES CN , SCS TR-20 METHOD .08 98 EXISTING ROOF TYPE III 24-HOUR .07 9� EXISTING PAVEMENT RAINFALL.- 3.20 IN . 15 98 SPAN= 10-20 HRS, dt=. l HRS ethodComment Tc min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO.OFFSITE 1.5 L=110' s=.03 `/ ' SUBCATCHMENT 9 ROOF, PAVEMENT, GRASSY AREA, WOODS PEAK= 2.68 CFS @ 12.04 HRS, VOLUME= .20 AF ACRES CN SCS TR-20 METHOD .07 98 EXISTING IMPERVIOUS ROOF TYPE III 24-HOUR .05 98 EXISTING PAVEMENT RAINFALL- 3.20 IN .34 98 EXISTING PAVEMENT SPAN= 10-20 HRS, dt�. l HRS .33 79 OPEN SPACE, FAIR, TYPE C SOIL 1.38 7 WOODS, GOOD 2.17 77 CURVE NUMBER (LAG) METHOD ..._ Co�nm�nt .—Tc (min) ethod _ OVERLAND FLOW TO OFFSITE 5.7 L=330' s=.0641 '/` i k • Data for KingAircharters - PreDevelopment Page 5 2 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 6 Jan 99 HydroCAD 5,01 000427 . (c)„ .2a,f-1998 Applied Microcomputer Systems SUBCATCHMENT 1.0 PAVEMENT, GRASSY & WETLAND AREAS PEAK= 1.35 CFS @ 12.00 HRS, VOLUME= 09 AF ACRES CN SCS TR-20 METHOD .28 86 OPEN SPACE, POOR, TYPE C SOIL TYPE III 24-HOUR .03 98 EXISTING PAVEMNT RAINFALL— 3,20 IN . 16 86 OPEN SPACE, POOR, TYPE C SOIL SPAN= 10-20 HRS, dt=. 1 HRS 26 74 OPEN SPACE, GOOD, TYPE C SOIL .73 82 Method Comr-en Tr (min' CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO DRAINAGE DITCH 2.4 L=160' s~.0796 '!' `)ata for KingAircharters - Preaevelopment Page b 2 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC, 6 Jan 99 HydroCAD 5.01 0 0 _7 -(c) 1986-.199a Applied Mi rococo r Systems REACH 1 DRAINAGE DITCH Qin = 7.51 CFS @ 12.02 HRS, VOLUME= .54 AF Qout- 6.74 CFS @ 12.09 HRS, VOLUME= .54 AF, ATTEN= 10%, LAG= 4.0 MIN DEPTH END AREA DISCH (FT) , M-FT (CFS) 2' x 1.5' CHANNEL STOR-IND+TRANS METHOD 0.0 0.0 0.00 SIDE SLOPE= 1.5 '/ ' PEAK DEPTH= .53 FT .2 .3 .85 n= .025 PEAK VELOCITY= 6.5 FPS .3 .7 2.64 LENGTH= 530 FT TRAVEL TIME = 1.6 MIN .5 1,0 5,15 SLOPE= .03 FT/FT SPAN= 10-20 HRS, dt=.l HRS .6 1.6 9.36 .9 2.3 16.41 1.2 3.4 26.96 1 .5 4.5 40.02 REACH 999 DUMMY REACH FOR FLOW SUMMATION Qin = 10.99 CFS @ 12.05 HRS, VOLUME= 90 AF Qout= 10.76 CFS @ 12.06 HRS, VOLUME= .90 AF, ATTEN= 2%, LAG= 4 MIN DEPTH END AREA - DISCH FT S -FT F 60" PIPE STOR-IND+TRANS METHOD 0 ,0 0.0 0.00 - PEAK DEPTH- 23 FT .6 1.0 22.35 n= .01 PEAK VELOCITY= 21.9 FPS 1.0 2.8 93,76 LENGTH= 100 FT TRAVEL_ TIME = l MIN 1.5 5.0 209.67 SLOPE= .1 FT/FT SPAN= 10-20 HRS, dt=.1 HRS 3.5 14.7 896,40 4.0 16.8 1046.54 4.5 18.6 1141.12 4.7 19.2 1151.70 4.9 19.5 1141,06 5.0 19.6 1070,67 Data for KingAircharters PreDevelopment Page I: 10 YEAR STORM EVENT . ' Prepared by H-STAR ENGINEERING, INC. 6 Jan 99 Hy�roCAD 5,01 000427 (c) 1986-1998 Applied MicrQcomputer Sy tgm WATERSHED ROUTING Q c� 0 -� 949 -� ?SUQCATCHKEENT REACH A POND LINK SUBCATCHMENT I. - TAXIWAY -> REACH 999 SUBCATCHMENT 2 = TAXIWAY, GRASSY AREA -> REACH 999 SUBCATCHMENT 3 = TAXIWAY, GRASSY & WETLAND AREAS TO DITCH -> REACH 1 SUBCATCHMENT 4 = UPLAND AREA RUNOFF TO DRAINAGE DITCH -> REACH 1 SUBCATCHMENT 5 = ROOF, PAVEMENT, GRASSY, WETLAND & UPLANDS -> REACH I. SUBCATCHMENT 6 = EXISTING PAVEMENT AT END OF DRIVEWAY -> REACH 999 SUBCATCHMENT 7 = PAVEMENT, GRASSY AREA -> REACH 999 SUBCATCHMENT 8 = EXISTING ROOF, EXISTING PAVEMENT -> REACH 999 SUBCATCHMENT 9 = ROOF, PAVEMENT, GRASSY AREA, WOODS -> REACH 999 SUBCATCHMENT 10 = PAVEMENT, GRASSY & WETLAND AREAS -> REACH I. REACH 1 = DRAINAGE DITCH -> REACH 999 REACH 999 = DUMMY REACH FOR FLOW SUMMATION -> data for KingAi rcharters Pre9eveiopment Page 2 10 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC, 6 Jan 99 HAroCAD 5.01 OOQ427 (c) 1986--MB AppliQd MicrQcomputerems SUBCATCHMENT 1 TAXIWAY PEAK= 2.01 CFS @ 11.97 HRS, VOLUME . 14 AF ACRES CN SCS TR-20 METHOD .48 98 EXISTING PAVEMENT TYPE III 24-HOUR RAINFALL— 4,50 IN SPAT= 10-20 HRS, dt=.1 HRS Method Comment Tr, in CURVE NUMBER (LAG) METHOD RUNOFF TO OFFSITE .7 L=45' s—.03 ' /' SUBCATCHMENT 2 TAXIWAY, GRASSY AREA PEAK" .36 CFS @ 12.06 HRS, VOLUME— .03 AF ACRES CN SCS TR-20 METHOD .04 98 EXISTING PAVEMENT TYPE III 24-HOUR �klQ 74 OPEN SPACE, GOOD, TYPE C SOIL RAINFALL— 4.50 IN . 14 81 SPAN= 10-20 HRS, dt=. 1 HRS M t hod ' Comment T in CURVE NUMBER (LAG) METHOD RUNOFF TO OFFSITE 6.8 L=185' sµ.0137 ' / ' SUBCATCHMENT 3 TAXIWAY, GRASSY & WETLAND AREAS TO DITCH PEAK= 7,07 CFS @ 12.01 HRS, VOLUME" .47 AF ---ACRES CN SCS TR-20 METHOD .29 98 EXISTING PAVEMENT TYPE III 24-HOUR .32 98 EXISTING PAVEMENT RAINFALL— 4.50 IN .32 74 OPEN SPACE, GOOD, TYPE C SOIL SPAN= 10-20 HRS, dt=. 1 HRS 1 ,01 74 OPEN SPACE, GOOD, TYPE C SOIL .56 74 OPEN SPACE, GOOD, TYPE C SOIL 2.50 80 Method Comment Tc min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO DRAINAGE DITCH 4. 1 L=200' s=.0447 `/ ' ' Data for KingAircharters - PreDevelopment Page 3 10 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 6 Jan 99 HYdrQCAQ 5. 1 000427 (c). 1986-1998 AppliedMicrocomputer Systems SUBCATCHMENT 4 UPLAND AREA RUNOFF TO DRAINAGE DITCH PEAK- . 12 CFS @ 11.99 HRS, VOLUME= .01 AF ACRES CN , SCS TR-20 METHOD .05 74 OPEN SPACE, GOOD, TYPE C SOIL TYPE III 24-HOUR RAINFALL- 4.50 IN SPAN= 10-20 HRS, dt=. 1 HRS Method Comment Tc min CURVE NUMBER (LAG) METHOD RUNOFF FROM UPLAND TO DITCH 1.4 L=25' s=.02 '/' SUBCATCHMENT 5 ROOF, PAVEMENT, GRASSY, WETLAND & UPLANDS PEAK= 4.09 CFS @ 12.08 HRS, VOLUME= 31 AF ACRES CN SCS TR-20 METHOD . 15 98 EXISTING ROOF TYPE III 24-HOUR .31 98 EXISTING PAVEMENT RAINFALL- 4.50 IN .09 74 OPEN SPACE, GOOD, TYPE C SOIL SPAN= 10-20 HRS, dt=. 1 HRS .38 74, -'OPEN SPACE, GOOD, TYPE C SOIL .06 98 EXISTING PAVEMENT .47 74 OPEN SPACE, GOOD, TYPE C SOIL 09 74 OPEN SPACE, GOOD, TYPE C SOIL 1.55 82 Meth d Comment Te min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO DRAINAGE DITCH 7.6 L=320' 5=.0248 ' / ' SUBCATCHMENT 6 EXISTING PAVEMENT AT END OF DRIVEWAY PEAK= .04 CFS @ 11.96 HRS, VOLUME" 0,00 AF ACRES CN SCS TR-20 METHOD .01 98 EXISTING PAVEMENT TYPE III 24-HOUR RAINFALL- 4,50 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment _._ ... Tr (min) CURVE NUMBER (LAG) METHOD PAVEMENT RUNOFF TO OFFSITE .2 L=15' s=,05 `/' I Data for Ki ngAi rcharters - PreDevel opment Page 4 10 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 6 Jan 99 HydroCAD 5.01 000427 (c) 1986-1998 AWl„iQd Microcomputer Systems SUBCATCHMENT 7 PAVEMENT, GRASSY AREA PEAKW .40 CFS @ 12.00 HRS, VOLUME= 03 AF ACRES CN SCS TR-20 METHOD .04 98 EXISTING PAVEMENT TYPE III 24-HOUR . 09 74 OPEN SPACE, GOOD, TYPE C SOIL RAINFALL- 4,50 IN . 13 81 SPAN= 10-20 HRS, dt=. l HRS Method Comment Tr min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO OFFSITE 2.4 L=110' s=.05 SUBCATCHMENT 8 EXISTING ROOF, EXISTING PAVEMENT PEAK= 66 CFS @ 11.99 HRS, VOLUME= .04 AF ACRES CN SCS TR-20 METHOD .08 98 EXISTING ROOF TYPE III 24-HOUR 7 98 EXISTING PAVEMENT RAINFALL- 4.60 IN . 15 98 SPAN= 1.0-20 HRS, dt=. 1 HRS Me h©d Commen T min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO OFFSITE 1.5 L=110' s=.03 SUBCATCHMENT 9 ROOF, PAVEMENT, GRASSY AREA, WOODS PEAK- 5.04 CFS @ 12. 04 HRS, VOLUME= .37 AF ACRES CN SCS TR-20 METHOD .07 98 EXISTING IMPERVIOUS ROOF TYPE III 24-HOUR .05 98 EXISTING PAVEMENT RAINFALL- 4.50 IN .34 98 EXISTING PAVEMENT SPAN= 10-20 HRS, dt=. l HRS .33 79 OPEN SPACE, FAIR, TYPE C SOIL 1 .38 70 WOODS, GOOD 2. 17 77 Method Comment Tc min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO OFFSITF 5.7 L=330' s=.0641 ' /' Data for KingAircharters - PreDevelopment Page 5 1.0 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 6 Jan 99 HyLr.QCAD 5,01 0 4 7 1986-1998 AppliedMicrocomputer Svstems SUBCATCHMENT 10 PAVEMENT, GRASSY & WETLAND AREAS PEAK= 2.31 CFS @ 12. 00 HRS, VOLUME— 15 AF ACRES CN SCS TR-20 METHOD .28 86 OPEN SPACE, POOR, TYPE C SOIL TYPE III 24-HOUR ,03 98 EXISTING PAVEMNT RAINFALL— 4.50 IN . 16 86 OPEN SPACE, POOR, TYPE C SOIL SPAN~ 10-20 HRS, dt=, 1 HRS ,26 74 OPEN SPACE, GOOD, TYPE C SOIL .73 82 Meth Comment Tr min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO DRAINAGE DITCH 2.4 L=160' s=.0796 '/' 'Data for KingAircharters - PreDeveiopment Page -6 10 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 6 Jan 99 HydroCAD 5,01 4 1986-1998 Applied Microcomputer s REACH 1 DRAINAGE DITCH Qin = 13. 19 CFS @ 12,02 HRS, VOLUME= .94 AF Qout= 11.80 CFS @ 12.08 HRS, VOLUME= 93 AF, ATTEN" 11%, LAG= 3.4 MIN DEPTH END AREA DISCH F (SO-FT) FS 2' x 1.5' CHANNEL STOR-IND+TRANS METHOD 0 .0 0.0 0.00 SIDE SLOPE= 1.5 '/' PEAK DEPTH= .73 FT .2 .3 .85 n= .025 PEAK VELOCITY= 6.4 FPS .3 3 2.64 LENGTH= 530 FT TRAVEL TIME = 1.4 MIN .5 1.0 5. 15 SLOPE= .03 FT/FT SPAN= 10-20 HRS, dt=. l HRS .6 1.6 9.36 .9 2.3 16.41 1 .2 3.4 26.96 1,5 4.5 40.02 REACH 999 DUMMY RFACH FOR FLOW SUMMATION Qin = 19.42 CFS @ 12.04 HRS, V@LUME= 1.54 AF Qout= 19.29 CFS @ 12.05 HRS, VOLUME= 1.54 AF, ATTEN= 1%, LAG= .3 MIN DEPTH END AREA, DITCH (FT) (SO-FT,)___ (CFS) 60" PIPE STOR-IND+TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH= .41 FT .5 1.0 22,35 n= ,01 PEAK VELOCITY= 21.9 FPS 1.0 2.8 93.76 LENGTH= 100 FT TRAVEL TIME _ . 1 MIN 1.5 5.0 209,67 SLOPE= , 1 FT/FT SPAN= 10-20 HRS, dt=.1 HRS 3.5 14.7 896.40 4.0 16.8 .1046,54 4.5 18.6 1141. 12 4.7 19.2 1151.70 4.9 19.5 1141.06 5.0 19,6 1070,67 ' 'Data for KingAireharters - PreDevelopment Page I 25 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 6 Jan 99 Hy r CAD 5,01 0 427 I,. -1 8 Appli ed Mi c rocomput-er.-5ystems WATERSHED ROUTING Q a �`> 0 5UBCATCHMENT REACH POND � LINK SUBCATCHMENT 1 = TAXIWAY -> REACH -999 SUBCATCHMENT 2 = TAXIWAY, GRASSY AREA -> REACH 999 SUBCATCHMENT 3 = TAXIWAY, GRASSY & WETLAND AREAS TO DITCH -> REACH 1 SUBCATCHMENT 4 = UPLAND AREA RUNOFF TO DRAINAGE DITCH -> REACH 1 SUBCATCHMENT 5 ROOF, PAVEMENT, GRASSY, WETLAND & UPLANDS -> REACH I SUBCATCHMENT 6 = EXISTING PAVEMENT AT END OF DRIVEWAY -> REACH 999 SUBCATCHMENT 7 = PAVEMENT, GRASSY AREA -> REACH 999 SUBCATCHMENT 8 = EXISTING ROOF, EXISTING PAVEMENT -> REACH 999 SUBCATCHMENT 9 = ROOF, PAVEMENT, GRASSY AREA, WOODS -> REACH 999 SUBCATCHMENT 10 = PAVEMENT, GRASSY & WETLAND AREAS -> REACH I REACH I w DRAINAGE 011-CH -> REACH 999 REACH 999 = DUMMY REACH FOR FLOW SUMMATION -> 'Data for KingAircharters PreDevelopment Page 2 25 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 6 Jan 99 HydroCAD 5.01 000427 (c) 1986,-1998 Aid Microcomputer Systems SUBCATCHMENT I TAXIWAY PEAK= 2.42 CFS @ 11.97 HRS, VOLUME= 17 AF ACRES CN SCS TR-20 METHOD .48 98 EXISTING PAVEMENT TYPE III 24-HOUR RAINFALL- 5,40 IN SPAN= 10-20 HRS, dt=. l HRS Method Comment T (min) CURVE NUMBER (LAG) METHOD RUNOFF TO OFFSITE .7 L=45` s=,03 ' /' SUBCATCHMENT 2 TAXIWAY, GRASSY AREA PEAK= .47 CFS @ 12.06 HRS, VOLUME= .04 AF ACRES_.. CN SCS TR-20 METHOD ..04 98 EXISTING PAVEMENT TYPE III 24-HOUR . 10 74 OPEN SPACE, GOOD, TYPE C SOIL RAINFALL- 5.40 IN .14 81 SPAN= 10-20 HRS, dt=. 1 HRS Method Comment Tr mi CURVE NUMBER (LAG) METHOD RUNOFF TO OFFSITE 6.8 L=185' s�.0137 SUBCATCHMENT 3 TAXIWAY, GRASSY & WETLAND AREAS TO DITCH PEAK" 9.32 CFS @ 12.01 HRS, VOLUME= .62 AF ACRES CN SCS TR-20 METHOD .29 98 EXISTING PAVEMENT TYPE III 24-HOUR .32 98 EXISTING PAVEMENT RAINFALL- 5.40 IN .32 74 OPEN SPACE, GOOD, TYPE C SOIL SPAN= 10-20 HRS, dt=. l HRS 1.01 74 OPEN SPACE, GOOD, TYPE C SOIL .56 74 . OPEN SPACE, GOOD, TYPE C SOIL 2,60 80 Method mentNUMBER (LAG) METHOD OVERLAND FLOW TO DRAINAGE DITCH 4l L=200' s=,0447 ' /' '9ata for KingAircharters - PreOevelopment Page 3 25 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 6 Jan 99 HydroCAQ 5,01 0 427 c l9aE-1998 A lied i t om r st SUBCATCHMENT 4 UPLAND AREA RUNOFF TO DRAINAGE DITCH PEAK- . 16 CFS @ 11.99 HRS, VOLUME= .01 AF ACRES CN SCS TR-20 METHOD .05 74 OPEN SPACE, GOOD, TYPE C SOIL TYPE III 24-HOUR RAINFALL- 5.40 IN SPAN= 10-20 HRS, dt=.1 HRS Method Commen Tr miry CURVE NUMBER (LAG) METHOD RUNOFF FROM UPLAND TO DITCH 1 .4 L=25' s=.02 '/' SUBCATCHMENT 5 ROOF, PAVEMENT, GRASSY, WETLAND & UPLANDS PEAK 6.30 CFS @ 12. 07 HRS, VOLUME- .40 AF ACRES..._ CN SCS TR-20 METHOD . 15 98 EXISTING ROOF TYPE III 24-HOUR ,31 98 EXISTING PAVEMENT RAINFALL- 5,40 IN .09 74 OPEN SPACE, GOOD, TYPE C SOIL SPAN= 10-20 HRS, dt=,1 HRS - .38 74 OPEN SPACE, GOOD, TYPE C SOIL .06 98 - EXISTING PAVEMENT .47 74 OPEN SPACE, GOOD, TYPE C SOIL _ _,09 74 OPEN SPACE, GOOD, TYPE C SOIL 1.55 82 Method _ Comen _.....,..T. (min3 1CU/Ri{{�/V/�``//E��'' NUMBER/�(LAG) METHOD OVERLAND FLOW TO DRAINAGE DITCH 7.6 L=3 2 0' sl .0 24 8 ',' SUBCATCHMENT 6 EXISTING PAVEMENT AT END OF DRIVEWAY PEAK= 05 CFS @ 11.96 HRS , VOLUME= 0,00 AF ACRES_ CN SCS TR-20 METHOD .01 9B EXISTING PAVEMENT TYPE III 24-HOUR RAINFALL- 6,40 IN SPAN= 10-20 HRS, dt=. l HRS Method Tr (rein), CURVE NUMBER (LAG) METH OD ,_. PAVEMENT RUNOFF TO OFFSITE .--__....._ 2 L=15' S=.05 ' /' i I 'Data for KingAircharters PreDevelopment Page 4 25 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 6 Jan 99 HydroCAD 5.01 000427 (c) 1986-1998 ADDlied MiQrQcomputQr S st s SUBCATCHMENT 7 PAVEMENT, GRASSY'AREA PEAK= .52 CFS @ 12.00 HRS, VOLUME= .03 AF ACRES CN SCS TR-20 METHOD .04 98 EXISTING PAVEMENT TYPE III 24-HOUR .0,9 74 OPEN SPACE, GOOD, TYPE C SOIL RAINFALL- 5.40 IN . 13 $1 SPAN= 10-20 HRS, dt=. l HRS Method Comment T mi n CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO OFFSITE 2.4 L=110' s=.05 ' /' SUBCATCHMENT 8 EXISTING ROOF, EXISTING PAVEMENT PEAK= ,79 CFS @ 11 ,99 HRS, VOLUME~ .05 AF ACRES, CN SCS TR-20 METHOD .08 98 EXISTING ROOF TYPE III 24-HOUR .07 98_ EXISTING PAVEMENT RAINFALL- 5.40 IN .15 98 SPAN= 10-20 HRS, , dt'.1 HRS Method Comment T min CURVE NUMBER (LAG) METHOD OVERLAND -FLOW TO OFFSITE 1.5 L=110' s=.03 ' /' SUBCATCHMENT 9 ROOF, PAVEMENT, GRASSY AREA, WOODS PEAK= 6.79 CFS @ 12.03 HRS, VOLUME= .49 AF ACRES CN SCS TR-20 METHOD .07 98 EXISTING IMPERVIOUS ROOF TYPE III 24-HOUR .05 98 EXISTING PAVEMENT RAINFALL- 6.40 IN .34 98 EXISTING PAVEMENT SPAN= 10-20 HRS, dt=. l HRS .33 79 OPEN SPACE, FAIR, TYPE C SOIL 1 38 70 WOODS, GOOD 2. 17 77 Method Comment Tc min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO OFFSITE 6.7 L=330' s=.0641 '/' 1 " 'Qata for KingAircharters - PreDevelopment Page 5 25 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 6 Jan 99 Hyd roCAQ 5.01 000427 (c) 1 6-1 A bed- Microcomputer s e s SUBCATCHMENT 10 PAVEMENT, GRASSY & WETLAND AREAS PEAK= 3,00 CFS @ 12.00 HRS, VOLUME= .19 AF ACRES., ..,.. CN SCS TR-20 METHOD .28 86 OPEN SPACE, POOR, TYPE C SOIL TYPE III 24-HOUR .03 98 EXISTING PAVEMNT RAINFALL- 5,40 IN . 16 86 OPEN SPACE, POOR, TYPE C SOIL SPAN= 10-20 HRS, dt=. 1 HRS .26 74 OPEN SPACE, GOOD, TYPE C SOIL .73 82 Method Comm n . Tc min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO DRAINAGE DITCH 2.4 L=160' s=.0796 ' / ' F . `Data for KingAircharters -- PreDevelopment Page 6 25 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 6 Jan 99 I:ly!dr-QCAD 5,01. 0004?7 1256.-1998 Applied icr corn S s ems REACH 1 DRAINAGE DITCH Qin = 17.29 CFS @ 12.02 HRS, VOLUME- 1 .22 AF Qout= 15.45 CFS @ 12,07 HRS, VOLUME= 1.22 AF, ATTEN= 11%, LAG~ 3.2 MIN DEPTH END AREA DISCH FT -FT C 2' x 1.5' CHANNEL STOR-IND+TRANS METHOD 0.0 0. 0 0.00 SIDE SLOPE= 1.5 '/' PEAK DEPTH= 86 FT .2 .3 .85 n= .025 PEAK VELOCITY= 6,9 FPS .3 .7 2.64 LENGTH= 530 FT TRAVEL TIME = 1.3 MIN .5 1.0 5. 15 SLOPE= .03 FT/FT SPAN= 10-20 HRS, 'dt=. l HRS .6 1.6 9.36 .9 2.3 16.41 1.2 3.4 26.96 1.5 4.5 40.02 REACH 999 DUMMY REACH FOR FLOW SUMMATION Qin = 25.54 CFS @ 12.04 HRS, VOLUME= 2.00 AF Qout= 25.37 CFS @ 12..04 HRS, VOLUME- 2.00 AF, ATTEN= 1%, LAG= .2 MIN DEPTH END AREA- DISCH (FT) (SO-F:T) , (CFS), 60" PIPE STOR-IND}TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH- 51 FT .5 1 .0 22.36 n= .01 PEAK VELOCITY= 22.8 FPS 1.0 2.8 93,76 LENGTH= 100 FT TRAVEL TIME _ . 1 MIN 1.5 5.0 209.67 SLOPE= . 1 FT/FT SPAN= 10-20 HRS, dt, . l HRS 3.5 14,7 896.40 4.0 16.8 1046.54 4.5 18.6 1141.12 4. 7 19.2 1151.70 4.9 19.5 1141.06 5.0 19.6 1070.67 i i 1 Data for KingAircharters - PreDevelopment Page 1 50 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 6 Jan 99 HydroCAD 5,01 0004271986-19 A 1-i-ed Microcomputer Sy 5tems WATERSHED ROUTING a � 0 20 10 Fil 0SUBCATCHKENi REACH QPOND LINK i SUBCATCHMENT -1 = TAXIWAY -> REACH 999 SUBCATCHMENT 2 = TAXIWAY, GRASSY AREA -> REACH 999 SUBCATCHMENT 3 = TAXIWAY, GRASSY & WETLAND AREAS TO DITCH -> REACH 1 SUBCATCHMENT 4 = UPLAND AREA RUNOFF TO DRAINAGE DITCH -> REACH I SUBCATCHMENT 5 = ROOF, PAVEMENT, GRASSY, WETLAND & UPLANDS -> REACH 1 SUBCATCHMENT 6 = EXISTING PAVEMENT AT END OF DRIVEWAY -> REACH 999 SUBCATCHMENT 7 = PAVEMENT, GRASSY AREA -> REACH 999 SUBCATCHMENT 8 = EXISTING ROOF, EXISTING PAVEMENT -> REACH 999 SUBCATCHMENT 9 ROOF, PAVEMENT, GRASSY AREA, WOODS -> REACH 999 SUBCATCHMENT 10 = PAVEMENT, GRASSY & WETLAND AREAS -> REACH I REACH 1 = DRAINAGE DITCH -> REACH 999 REACH 999 = DUMMY REACH FOR FLOW SUMMATION -> I 'Qata for KingAiroharters PreDevelopment Page 2 • 50 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 6 Jan 99 HydroCAD. 5.010 42 1986-1998 Anplied MicrocomputerSystems SUBCATCHMENT 1 TAXIWAY PEAK= 2.83 CFS @ 11.97 HRS, VOLUME= , 19 AF ACRES CN SCS TR-20 METHOD .48 98 EXISTING PAVEMENT TYPE III 24-HOUR RAINFALL— 6,30 IN SPAN= 10-20 HRS, dt=. 1 HRS Method Comment Tc f mini CURVE NUMBER (LAG) METHOD RUNOFF TO OFFSITE 7 L=45' s�.03 SUBCATCHMENT 2 TAXIWAY, GRASSY AREA PEAK= , 58 CFS @ 12.05 HRS, VOLUME= .04 AF ACRES CN SCS TR-20 METHOD .04 98 EXISTING PAVEMENT TYPE III 24-HOUR 10 74 OPEN SPACE, GOOD, TYPE C SOIL RAINFALL— 6.30 IN 14 81 SPAN= 10-20 HRS, dt', 1 HRS M hod ComrflQnt Tc min CURVE NUMBER (LAG) METHOD RUNOFF TO OFFSITE 6.8 , L"185' s�-0137 SUBCATCHMENT 3 TAXIWAY, GRASSY & WETLAND AREAS TO DITCH PEAK= 11 .59 CFS @ lMl HRS, VOLUME= .76 AF ACRES CN SCS TR-20 METHOD .29 98 EXISTING PAVEMENT TYPE III 24-HOUR .32 98 EXISTING PAVEMENT RAINFALL— 6,30 IN .32 14 OPEN SPACE, GOOD, TYPE C SOIL SPAN= 10-20 HRS, dt=. l HRS 1.01 74 OPEN SPACE, GOOD, TYPE C SOIL 56 74 OPEN SPACE, GOOD, TYPE C SOIL 2.50 80 Me h d Comment Tr min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO DRAINAGE DITCH 4. 1 L=200' s=.0447 '/ ' ` Y 'pata for KingAircharters PreDove1opment Page 3 50 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC, 6 Jan 99 HydroCAD 5,01 , 000427 1. 86-1998 Applied Mi ro om u er Systems SUBCATCHMENT 4 UPLAND AREA RUNOFF TO DRAINAGE. DITCH PEAK= .20 CFS @ 11.99 HRS, VOLUME= 01 AF ACRES CN� - SCS TR-20 METHOD .05 74 OPEN SPACE, GOOD, TYPE C SOIL TYPE III 24-HOUR RAINFALL- 6.30 IN SPAN= 10-20 HRS, dt=.1 HRS Method Commen T min CURVE NUMBER (LAG) METHOD RUNOFF FROM UPLAND TO DITCH 1 .4 L=25' s=.02 '/' SUBCATCHMENT 5 ROOF, PAVEMENT, GRASSY, WETLAND & UPLANDS PEAK= 6.53 CFS @ 12,07 HRS, VOLUME= .50 AF ACRES.,.._ CN SCS TR-20 METHOD . 15 98 EXISTING ROOF TYPE III 24-HOUR .31 98 EXISTING PAVEMENT RAINFALL- 6.30 IN .09 74 OPEN SPACE, GOOD, TYPE C SOIL SPAN= 10-20 HRS, dt=.1 HRS .38 74 OPEC!- SPACE, GOOD, TYPE C SOIL .06 98 EXISTING PAVEMENT .47 74 OPEN SPACE, GOOD, TYPE C SOIL .09 74 OPEN SPACE, GOOD, TYPE C SOIL 1,55 82_ Method Comment T min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO DRAINAGE DITCH 7.6 L=320' s=.0248 '/' SUBCATCHMFNT 6 EXISTING PAVEMENT AT END OF DRIVEWAY PEAK= .06 CFS @ 11;96 HRS, VOLUME- 0,00 AF ACRES CN SCS TR-20 METHOD .01 98 EXISTING PAVEMENT TYPE III 24-HOUR RAINFALL- 6,30 IN SPAN= 10-20 HRS, dt�. l HRS Method Comment T min CURVE NUMBER (LAG) METHOD PAVEMENT RUNOFF TO OFFSITE .2 L=15' s=,05 '/ ' , r `Bata for KingAircharters PreDevelopment Page 4 50 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 6 Jan 99 dYlr-QCAD 5,01 0427 19 -19 8 Applied Microcomputer Systems SUBCATCHMENT 7 PAVEMENT, GRASSY AREA PEAK= .64 CFS @ 12.00 HRS, VOLUME= .04 AF ACRES N SCS TR-20 METHOD .04 98 EXISTING PAVEMENT TYPE III 24-HOUR .09 74 - OPEN SPACE, GOOD, TYPE C SOIL RAINFALL- 6.30 IN .13 81 SPAN 10-20 HRS, dt=. l HRS Me hod Comment Tc (minal CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO OFFSITE 2.4 L=110' s=.05 ' /' SUBCATCHMFNT 8 EXISTING ROOF, EXISTING PAVEMENT PEAK= .92 CFS @ 11.99 HRS, VOLUME= .06 AF --ACRES CN SCS TR-20 METHOD .08 98 EXISTING ROOF TYPE III 24-HOUR 07 98 EXISTING PAVEMENT RAINFALL- 6.30 IN . 15 98 - SPAN= 10-20 HRS, dt=. 1 HRS Method � � _ Commen Tc min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO OFFSITE I'S L=110' s=.03 '/' SUBCATCHMENT 9 ROOF, PAVEMENT, GRASSY AREA, WOODS PEAK= 8,58 CFS @ 12.03 HRS, VOLUME= .62 AF ACRES CH SCS TR-20 METHOD .07 98 EXISTING IMPERVIOUS ROOF TYPE III 24-HOUR '05 98 EXISTING PAVEMENT RAINFALL= 6.30 IN .34 98 EXISTING PAVEMENT SPAN= 10-20 HRS, dt�.l HRS .33 79 OPEN SPACE, FAIR, TYPE C SOIL 1.38 70 WOODS, GOOD 2,17 77 Method Comment Tc (min' CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO OFFSITE 5.7 L=330' s=.0641 '/' i .Data for KingAircharters - PreDevelopment Page 5 50 YEAR STORM EVENT Preparedy H-STAR ENGINEERING, INC, 6 Jan 99 r CAD 01 00�27 8 - 98 A 1[jed MicrQurnputer Systems SUBCA CH T MENT 10 PAVEMENT, GRASSY -' WETLAND AREAS PEAK= 3.69 CFS @ 12.00 HRS, VOLUME= ,23 AF ACRES CN SCS TR-20 METHOD .28 86 OPEN SPACE, POOR, TYPE C SOIL TYPE III 24-HOUR .03 98 EXISTING PAVEMNT RAINFALL- 6.30 IN . 16 86 OPEN SPACE, POOR, TYPE C SOIL SPAN- 10-20 HRS, dt=. 1 HRS 26 „74 OPEN SPACE, GOOD, TYPE C SOIL 73 82 Method Comm nt To f min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO DRAINAGE DITCH 2.4 L=160' s�.0796 r E Data for KingAircharters - PreDeveiopment Page 6 50 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 6 Jan 99 HydroCAD 5,01 OOQ427 (c) 1986-1998 AWlied Mjc m-puter stems REACH 1 DRAINAGE DITCH Qin = 21.44 CFS @ 12.02 HRS, VOLUME- 1.51 Ar Qout= 19. 14 CFS @ 12.07 HRS, VOLUME= 1.50 AF, ATTEN= 11%, LAG= 2.9 MIN DEPTH END AREA DITCH FT (SO-FT) F 2' x 1.5' CHANNEL STOR-IND+TRANS METHOD 0.0 0.0 0,00 SIDE SLOPE= 1.5 ' /' PEAK DEPTH= 98 FT .2 .3 .85 n= .025 PEAK VELOCITY= 7.4 FPS .3 .7 2.64 LENGTH= 530 FT TRAVEL TIME = 1.2 MIN .5 1. 0 5. 15 SLOPE= .03 FT/FT SPAN= 10-20 HRS, dt=. 1 HRS ,6 1.6 9.36 .9 2.3 16.41 1.2 3.4 26.96 1.5 4.5 40.02 REACH 999 DUMMY REACH FOR FLOC! SUMMATION Qin = 31.82 CFS @ 12.04 HRS, VOLUME" 2.46 AF Qout= 31.64 CFS @ 12.04 HRS, VOLUME= 2.46 AF, ATTEN= 1%, LAG= 2 MIN DEPTH END AREA , DITCH FT (SO-FT) CES , '60" PIPE STOR-IND+TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH= .56 FT .5 1.0 22.35 n= .01 PEAK VELOCITY= 25.0 FPS 1.0 2.8 93,76 LENGTH- 100 FT TRAVEL TIME _ . 1 MIN 1.5 5,0 209.67 SLOPE= . 1 FT/FT SPAN= 10-20 HRS, dt=. 1 HRS 3.5 14.7 896.40 4.0 16.8 1046.54 4.5 18.6 1141.12 4.7 19,2 1151.70 4.9 19.5 1141.06 5,0 19.6 1070.67 . " Data for KingAircharters - PreDevelopment Page I 100 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC, 6 Jan 99 HydhDCAD 5,01 000427 8 - 9 A li .d Microcomputer s m� WATERSHED ROUTING Q 0 SUSCATCHHENr [:] REACH POND � L114K SUBCATCHMENT I = TAXIWAY -> REACH 999 SUBCATCHMENT 2 = TAXIWAY, GRASSY AREA -> REACH 999 SUBCATCHMENT 3 TAXIWAY, GRASSY & WETLAND AREAS TO DITCH -> REACH I SUBCATCHMENT 4 = UPLAND AREA RUNOFF TO DRAINAGE DITCH -> REACH I SUBCATCHMENT 5 = ROOF, PAVEMENT, GRASSY, WETLAND & UPLANDS -> REACH I. SUBCATCHMENT 6 = EXISTING PAVEMENT AT END OF DRIVEWAY -> REACH 999 SUBCATCHMENT 7 = PAVEMENT, GRASSY AREA -> REACH 999 SUBCATCHMENT 8 = EXISTING ROOF, EXISTING PAVEMENT -> REACH 999 SUBCATCHMENT 9 = ROOF, PAVEMENT, GRASSY AREA, WOODS -> REACH 999 SUBCATCHMENT 10 = PAVEMENT, GRASSY & WETLAND AREAS -> REACH I REACH I = DRAINAGE DITCH -> REACH 999 REACH 999 = DUMMY REACH FOR FLOW SUMMATION > Data for KingAircharters PreDevelopment Page 2 100 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 6 Jan 99 &&oQAQ 5,01 000427c 198L1998 AppliedMicrocomputer-5ystems , SUBCATCHMENT I. TAXIWAY PEAK= 3,14 CFS @ 11.97 HRS, VOLUME= .21 AF ACRES CN SCS TR-20 METHOD .48 98 EXISTING PAVEMENT TYPE III 24-HOUR RAINFALL- 7,00 IN SPAN= 10-20 HRS, dt=. 1 HRS Method-- Comment Tr min CURVE NUMBER (LAG) METHOD RUNOFF TO OFFSITE ,7 L=45' s=,03 SUBCATCHMENT 2 TAXIWAY, GRASSY AREA PEAK- .66 CFS @ 12.05 HRS, VOLUME= .05 AF ACRES_ CN SCS TR-20 METHOD .04 98 EXISTING PAVEMENT TYPE III 24-HOUR 10 74 OPEN SPACE, GOOD, TYPE C SOIL RAINFALL- 7,00 IN .14 81 SPAN= 10-20 HRS, dt=. 1 HRS Method- Coma n Tc in CURVE NUMBER (LAG) METHOD RUNOFF TO OFFSITE 6.8 L=185' s=,0137 '/' SUBCATCHMENT 3 TAXIWAY, GRASSY & WETLAND AREAS TO DITCH PEAK= 13.38 CFS @ 12.01 HRS, VOLUME= .88 AF ACRES. CN . SCS TR-20 METHOD .29 98 EXISTING PAVEMENT TYPE III 24-HOUR .32 98 EXISTING PAVEMENT RAINFALL- 7.00 IN .32 74 OPEN SPACE, GOOD, TYPE C SOIL SPAN" 10-20 HRS, dt=, 1 HRS 1.01 74 OPEN SPACE, GOOD, TYPE C SOIL 74 OPEN SPACE, GOOD, TYPE C SOIL 2.50 80 Method Com ent Tr min CARVE NUMBER (LAG) METHOD OVERLAND FLOW TO DRAINAGE DITCH 4.1 L=200' s=,0447 ' / ' Data for KingAircharters - PreDevelopment Page 3 100 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 6 Jan 99 HydroCAQ 5.01 000427 c 1986-1998 Applied icro om ter Systems SUBCATCHMENT 4 UPLAND AREA RUNOFF TO DRAINAGE DITCH PEAK- .24 CFS @ 11.99 HRS, VOLUME= .02 AF ACRES CN SCS TR-2.0 METHOD .05 74 OPEN SPACE, GOOD, TYPE C SOIL TYPE III 24-HOUR RAINFALL- 7.00 IN SPAN= 10-20 HRS, dt=. 1 HRS Method Comment Tc min CURVE NUMBER (LAG) METHOD RUNOFF FROM UPLAND TO DITCH 1.4 L=25' s=.02 '/ ' SUBCATCHMENT 5 ROOF, PAVEMENT, GRASSY, WETLAND & UPLANDS PEAK= 7,48 CFS @ 12,07 HRS, VOLUME= .57 AF ASS CN SCS TR-20 METHOD . 15 98 EXISTING ROOF TYPE III 24-HOUR .31 98 EXISTING PAVEMENT RAINFALL- 7.00 IN .09 74 OPEN •SPACE, GOOD, TYPE C SOIL SPAN= 10-20 HRS, dt=.1 HRS .38 74 OPEN SPACE; GOOD, TYPE C SOIL .06 98 EXISTING PAVEMENT .47 74 OPEN SPACE, GOOD, TYPE C SOIL .09 74 OPEN SPACE, GOOD, TYPE C SOIL 1,55 82 Method Comment Tc min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO DRAINAGE DITCH 7.6 L=320' s=,0248 '/ ' SUBCATCHMENT 6 EXISTING PAVEMENT AT END OF DRIVEWAY PEAK= .06 CFS @ 11 .96 HRS, VOLUME= 0.00 AF ACRES CN SCS TR-20 METHOD .01 98 EXISTING PAVEMENT TYPE III 24-HOUR RAINFALL- 7.00 IN SPAN= 10-20 HRS, dt=. l HRS MQtho rol dNUMBER (LAG) METHOD PAVEMENT RUNOFF TO OFFSITE Tc (min' CURVE L=15 s=.05 / i Data for KingAircharters - Pre0evelopment Page 4 100 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 6 Jan 99 HYftCAQ 5.01 000,427 1986-1 98 A"lied Microcomputer Systems SUBCATCHMENT 7 PAVEMENT, GRASSY AREA PEAK= .74 CFS @ 12.00 HRS, VOLUME= .05 AF ACRES CN SCS TR-20 METHOD .04 98 EXISTING PAVEMENT TYPE III 24-HOUR .09 74 OPEN SPACE, GOOD, TYPE C SOIL RAINFALL— 7.00 IN . 13 81 SPAN= 10-20 HRS, dt=. l HRS Meth d Comment Tr mi n CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO OFFSITE 2.4 L=110' s=.05 ' /' SUBCATCHMENT 8 EXISTING ROOF, EXISTING PAVEMENT PEAK= 1.02 CFS @ 11.99 HRS, VOLUME= .07 AF ACRES CN SCS TR-20 METHOD .08 98 EXISTING ROOF TYPE III 24-HOUR .07 � EXISTING PAVEMENT RAINFALL— 7.00 IN 15 98 SPAN= 10-20 HRS, dt=. l HRS Method Comment Tr- mi CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO OFFSITE 1.5 L=110' s=,03 ' / ' SUBCATCHMENT 9 ROOF, PAVEMENT, GRASSY AREA, WOODS PEAK- 10.00 CFS @ 12,03 HRS, VOLUME= .72 AF ACRES CN SCS TR-20 METHOD .07 98 EXISTING IMPPRVIOUS ROOF TYPE III 24-HOUR .05 98 EXISTING PAVEMENT RAINFALL— 7.00 IN .34 98 EXISTING PAVEMENT SPAN= 10-20 HRS, dt�. l HRS .33 79 OPEN SPACE, FAIR, TYPE C SOIL 1 ,38 70 WOODS, GOOD 2,17 77 Method omme t T min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO OFFSITE 53 L=330' s=.0641 ' /' i Data for KingAircharters - PreDevelopment Page 5 100 YEAR STORM EVENT 9 Prepared by H-STAR ENGINEERING, INC. 6 Jan 99 H roCAD 5 01 00 427 U86-1998 Applied Micrn m ut r Systems E SUBCATCHMENT 10 PAVEMENT, GRASSY & WETLAND AREAS PEAK= 4,23 CFS @ 12.00 HRS, VOLUME= .27 AF ACRES CN , SCS TR-20 METHOD .28 86 OPEN SPACE, POOR, TYPE C SOIL TYPE III 24-HOUR .03 98 EXISTING PAVEMNT RAINFALL- 7 ,00 IN . 16 86 OPEN SPACE, POOR, TYPE C SOIL SPAN= 10-20 HRS, dt=. 1 HRS 26 74� OPEN SPACE, GOOD, TYPE C SOIL .73 82 M thud Comment T min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO DRAINAGE DITCH 2,4 L=160' s 0796 '/ ' Data for KingAircharters - PreDevelopment Page 6 100 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC, 6 Jan 99 H d e AD 01 00 1 8 Applied MicrocQmputer 5y5tems REACH 1 DRAINAGE DITCH Qin � 24,69 CFS @ 12.02 HRS, VOLUME= 1.73 AF gout= 22.04 CFS @ 12.06 HRS, VOLUME= 1.73 AF, ATTEN� 11%, LAG= 2.8 MIN DEPTH END AREA DISCH (FT) (SO-.FT) (CFS). 2` x 1.5' CHANNEL STOR-IND+TRANS METHOD 0.0 0.0 0.00 SIDE SLOPE= 1,5 ' / ' PEAK DEPTH= 1.07 FT .2 .3 .85 n= .026 PEAK VELOCITY= 73 FPS .3 3 2,64 LENGTH= 530 FT TRAVEL TIME = 1,2 MIN .5 1.0 6. 15 SLOPE= .03 FT/FT SPAN= 10-20 HRS, dt=. l HRS .6 1.6 9.36 .9 2.3 16.41 1.2 3.4 26.96 1.5 4.5 40.02 REACH 999 DUMMY REACH FOR FLOW SUMMATION Qin = 36.73 CFS @ 12.04 HRS, VOLUME= 2.83 AF Qout= 36.56 CFS @ 12,04 HRS, VOLUME" 2.83 AF, ATTEN= 0%, LAG= .1 MIN -DEPTH END AREA' DISCH FT (SO-FT) CFS 60" PIPE STOR-IND+TRANS METHOD 0.0 0.0 0.00 - PEAK DEPTH= .59 FT ,5 1.0 22,35 n= .01 PEAK VELOCITY= 26.3 FPS 1.0 2.8 93.76 LENGTH= 100 FT TRAVEL TIME = .1 MIN 1.5 5.0 209.67 SLOPE= . 1 FT/FT SPAN= 10-20 HRS, dt=. l HRS 3.5 14.7 896.40 4.0 16,8 1:046.54 4.5 18.6 1141. 12 4.7 19.2 1151,70 4.9 19.5 1141.06 5.0 19.6 1070,67 0.08 AC 84,02 0.05 AO 0. 0.16 AC 9--0,02. 0.24 AG Al" 0. AC 8- 02 HmW 0.32 ELM AO 0.82 AO 0. AC WETLAWD n 0, AO .05 A, AC 1.01 0--0. 0.04 AC S--@.05 r 0.64-AO 0.48 AC S-0.7 0.20 AC S--0.03 Postdevelopment Drainage Analysis Worksheet Areas and Slopes King AirCharters 2 Clark Street North Andover,Massachusetts SUB 11 SUB 9 1 S 5 SH 2 U- — U 1 — SUC3 6 _ R--5 — SUB 7 ' s 00 Postdevelopment Subeatchments King AirCharters 2 Clark Street North Andover,Massachusetts " Data for KingAircharters - PostDevelopment Page 1 2 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 ,Ian 99 H dr CAD 5.01 000427 c 19$ -19 8 Applied Microcomputer Systems WATERSHED ROUTING Q Q Q 10 - > 11 r\ -aA 12 11 0 SUBCATCHMENT REACH A PRI40 LINK SUBCATCHMENT 1 TAXIWAY REACH 999 SUBCATCHMENT 2 = TAXIWAY, GRASSY AREA -> REACH 999 SUBCATCHMENT 3 = TAXIWAY, GRASSY & WETLAND AREAS TO DITCH > REACH 1 SUBCATCHMENT 4 = UPLAND AREA RUNOFF TO DRAINAGE DITCH -> REACH 1 SUBCATCHMENT 5 = ROOF, PAVEMENT, GRASSY, WETLAND & UPLANDS -> REACH 1 SUBCATCHMENT 6 = EXISTING PAVEMENT AT END OF DRIVEWAY -> REACH 999 SUBCATCHMENT 7 = PAVEMENT, GRASSY AREA -> REACH 999 SUBCATCHMENT 8 = EXISTING ROOF, EXISTING PAVEMENT -> REACH 999 SUBCATCHMENT 9 = ROOF, PAVEMENT, GRASSY AREA, MOODS -> REACH 999 SUBCATCHMENT 10 = PAVEMENT, GRASSY & WETLAND AREAS -? REACH 1 SUBCATCHMENT 11 = PROPOSED ROOF RUNOFF -> POND 3 SUBCATCHMENT 12 = PROPOSED CONCRETE APRON -> REACH 2 SUBCATCHMENT 13 DETENTION POND 1 POND 1 SUBCATCHMENT 14 = DETENTION POND 2 -> POND 2 REACH 1 = DRAINAGE DITCH -? REACH 999 Data for Kir Aircharters - PostDevelopment Page 2 ` 2 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 HYdroCAD 5.01 0.0_0427 (c) 1986-1998 Applied Microcomputer S.ystems.,.,.... REACH 2 = PROPOSED CATCH BASIN -> REACH 3 REACH 3 = PROPOSED DMH POND 1 REACH 999 = DUMMY REACH FOR FLOW SUMMATION -> POND 1 = POND 1 -> POND 2 POND 2 = DETENTION POND 2 -> REACH 1 POND 3 = MDC TRAP -> REACH 3 • Data for KingAircharters PostDevelopment Page 3 2 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 H droCAD 5.01 000427 c 1986-1998 ADplied Microcomputer Systems . SUBCATCHMENT 1 TAXIWAY PEAK= 1..42 CFS @ 11.97 HRS, VOLUME= 10 AF . ACRES CN SCS TR-20 METHOD .48 98 EXISTING PAVEMENT TYPE III 24=HOUR RAINFALL= 3,20 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tr min CURVE NUMBER (LAG) METHOD RUNOFF TO OFFSITE .7 L=45' s=.03 ' / ' SUBCATCHMENT 2 TAXIWAY, GRASSY AREA PEAK= .20 CFS @ 12.07 HRS, VOLUME- .02 AF ACRES CN SCS TR-20 METHOD .04 98 EXISTING PAVEMENT TYPE III 24=HOUR . 10 74 OPEN SPACE, GOOD, TYPE C SOIL RAINFALL= 3.20 IN .14 81. . SPAN= 10-20 HRS, �t=. l HRS Method Comment Tc min CURVE NUMBER (LAG) METHOD RUNOFF TO OFFSITE 6.8 L=185' s=.0137 ' / ' SUBCATCHMENT 3 TAXIWAY, GRASSY & WETLAND AREAS TO DITCH PEAK= 3.97 CFS @ 12.02 HRS, VOLUME= .27 AF ACRES CN SCS TR-20 METHOD .29 98 EXISTING PAVEMENT TYPE III 24-HOUR .32 98 EXISTING PAVEMENT RAINFALL= 3,20 IN .32 74 OPEN SPACE, GOOD, TYPF C SOIL SPAN= 10-20 HRS, dt=. 1 HRS 1.01 74 OPEN SPACE, GOOD, TYPE C SOIL .50 74 OPEN SPACE, GOOD, TYPE C SOIL 2.50 80 Method Comment Tc min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO DRAINAGE DITCH 4, 1 L=200' s=.0447 'l' •Data for KingAircharters - PostDevelopment ' Page 4 • 2 YEAR STORM EVENT PreparedG, INC. 7 Jan 99 HdroCAD U5,01 5000427GI(c) 1986-1998 Applied Microcomputer Systems SUBCATCHMENT 4 UPLAND AREA RUNOFF TO DRAINAGE DITCH PEAK= .06 CFS @ 12.00 HRS, VOLUME= 0.00 AF ACRES CN SCS TR-20 METHOD .05 74 OPEN SPACE, GOOD, TYPE C SOIL TYPE III 24-HOUR RAINFALL= 3.20 IN SPAN= 10-20 HRS, dt=. 1 HRS Method Comment Tr min CURVE NUMBER (LAG) METHOD RUNOFF FROM UPLAND TO DITCH 1 .4 L=25' s=.02 ' / ' SUBCATCHMENT 5 ROOF, PAVEMENT, GRASSY, WETLAND & UPLANDS PEAK 1 ,95 CFS @ 12. 11 HRS, VOLUME= .15 AF ACRES CN SCS TR-20 METHOD . 14 98 EXISTING ROOF TYPE III 24-HOUR ' 19 98 EXISTING PAVEMENT RAINFALL= 3.20 IN .09 98 - EXISTING PAVEMENT SPAN~ 10-210 HRS, dt=. 1 HRS .38 74 OPEN SPACE, GOOD, TYPE C SOIL .32 74 - WETLAND, OPEN SPACE TYR, C SOIL . 14 74 OPEN SPACE, GOOD, TYPE C SOIL .09 74 UPLAND, GOOD, TYPE C SOIL 1.35 81 Method Comment Tc min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO DRAINAGE DITCH 9.9 L=440' s=.0262 ' / ' SUBCATCHMENT 6 EXISTING PAVEMENT AT END OF DRIVEWAY PEAK= .03 CFS @ 11.96 HRS, VOLUME= 0.00 AF ACRES CN SCS TR-20 METHOD .01 98 EXISTING PAVEMENT TYPE III 24-HOAR RAINFALL 3,20 IN SPAN- 10-20 HRS, dt=. l HRS Method Comment Tr mir) CURVE NUMBER (LAG) METHOD PAVEMENT RUNOFF TO OFFSITE .2 L=15' s=.05 '/ ' I I l • Oata for KingAircharters - PostDevelopment page 5 2 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 H dro AD 5.01 000427 (c) 19,86-1998 Applied Microcomputer s sy to s . SUBCATCHMENT 7 PAVEMENT, GRASSY AREA PEAK= .23 CFS @ 12.00 HRS, VOLUME= .01 AF ACRES CN SCS TR-20 METHOD .04 98 EXISTING PAVEMENT TYPE III 24-HOUR .09 74 OPEN SPACE, GOOD, TYPE C SOIL RAINFALL= 3,20 IN .13 81 SPAN= 10-20 HRS, dt=. l HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO OFFSITE 2.4 L~110' s=.05 '/ , SUBCATCHMENT 8 EXISTING ROOF, EXISTING PAVEMENT PEAK= .46 CFS @ 11.99 HRS, VOLUME= .03 AF ACRES CN SCS TR-20 METHOD .08 98 EXISTING ROOF TYPE III 24-HOUR . 07 98 , EXISTING PAVEMENT RAINFALL 3.20 IN 15 — SPAN110-20 HRS, d.t=. l HRS Method Comment Tc min CURVE NUMBER (LAG) METHOD OVERLAND FLOW 10 OFF-SITE 1.5 L=110' s�.03 '/ ' SUBCATCHMENT 9 ROOF, PAVEMENT, GRASSY AREA, MOODS PEAK= 2. 12 CFS @ 12.04 HRS, VOLUME= .16 AF ACRES CN SCS TR-20 METHOD .06 98 EXISTING IMPERVIOUS ROOF TYPE III 24-HOUR .33 98 EXISTING PAVEMENT RAINFALL= 3.20 IN .04 79 OPEN SPACE, FAIR TYPE C SOIL SPAN— 10-20 HRS, dt=. l HRS 1.38 70 WOODS, GOOD, TYPE C SOIL 1.81 76 Method Comment Tr min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO OFFSITE 5.6 L�330' s=.069 '/' Data for KingAircharters - PostDevelopment. Page 6 2 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 vdroCAD 5.01 000427 (c).__1-986-1998 Applied Microcomputer Systems SUBCATCHMENT 10 PAVEMENT, GRASSY & WETLAND AREAS PEAK= Lll CFS @ 12,00 HRS, VOLUME= .07 AF ACRES CN SCS TR-20 METHOD .21 79 OPEN SPACE, FAIR, TYPE C SOIL TYPE III 24-HOUR .03 98 EXISTING PAVEMNT RAINFALL= 3,20 IN ,16 86 OPEN SPACE, POOR, TYPE C SOIL SPAN= 10-20 HRS, dt=. 1 HRS .26 74 OPEN SPACE, GOOD, TYPE C SOIL .66 80 Method Comment Tc min CURVE NUMBER (LAC) METHOD OVERLAND FLOW TO DRAINAGE DITCH 2.5 L=160' s=.0829 '/' SUBCATCHMENT 11. PROPOSED ROOF RUNOFF PEAK= ,82 CFS @ 11.99 HRS, VOLUME= .05 AF ACRES CN SCSTR-20 METHOD 26 98 ROOF RUNOFF TW` , III 24-HOUR RAINFALL= 3.20 IN SPAN= 10-20 HRS, dt=. l HRS Method Comment Tr- min CURVE NUMBER (LAG) METHOD METAL ROOF RUNOFF 2,0 L=120' s=,02 ' /' SUBCATCHMENT 12 PROPOSED CONCRETE APRON PEAK= 38 CFS @ 11.99 HRS, VOLUME= .05 AF ACRES CN SCS TR-20 METHOD .25 98 PROPOSED CONCRETE APRON TYPE III 24-HOUR RAINFALL= 3.20 IN SPAN= 10-20 HRS, dt=. l HRS Method Comment Tr min CURVE !NUMBER (LAG) METHOD PAVEMENT SLOPED TOWARD CB 2,0 L=125' s=.02 ' /' r Data for KingAircharters - PostDevelopment page 7 2 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 H droCAD 5.01 000427 c 1986-1998 Applied Microcomputer Sy.,slems SUBCATCHMENT 13 DETENTION POND 1 PEAK= .08 CFS @ 11.99 HRS, VOLUME= .01 AF ACRES CN SCS TR-20 METHOD .07 74 OPEN SPACE, FAIR, TYPE C SOIL TYPE III 24-HOUR RAINFALL= 3.20 IN SPAN= 10-20 HRS, dt=. 1 HRS Method Comment Tr min CURVE NUMBER (LAG) METHOD DETENTION POND 1 .9 L=70' s=.24 SUBCATCHMENT 14 DETENTION POND 2 PEAK= . 08 CFS @ 11.99 HRS, VOLUME= .01 AF ACRES N SCS TR-20 METHOD .05 79 OPEN SPACE, FAIR, TYPE C SOIL TYPE III 24=HOUR .RAINFALL= 3.20 IN SPAN" 10-20 HRS, dt=. l HRS Method Comment Tr min CURVE NUMBER (LAG) METHOD DETENTION POND 2 .8 L=70' s=.24 , �, Data for Ki ngAi rcharters. - PostDevel opment Pace 8 2 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 H droCAD 5.01 000427 c 1986-1998 APPlied Microcom uter S s ergs REACH 1 DRAINAGE DITCH Qin = 6.61 CFS @ 12.03 HRS, VOLUME= .50 AF Qout= 5.99 CFS @ 12. 10 HRS, VOLUME= 50 AF, ATTEN= 9%, LAG= 4.2 MIN DEPTH END AREA DISCH FT (SO-FT) CFS 2' x 1,5' CHANNEL STOR IND+TRANS METHOD 0.0 0,0 0.00 SIDE SLOPE= 1.5 ' / ' PEAK DEPTH= 50 FT .2 .3 .85 n= . 025 PEAK VELOCITY= 5.3 FPS .3 .7 2.64 LENGTH= 530 FT TRAVEL TIME = 1,7 MIN .5 1.0 5, 15 SLOPE= .03 FT/FT SPAN= 10-20`. HRS, dt=. 1 HRS .6 1.6 9.36 .9 2.3 16.41 1.2 3.4 26.96 1.5 4.5 40.02 REACH 2 PROPOSED CATCH BASIN Qin = .78 CFS @ 11.99 HRS, VOLUME= . 05 AF Qout= .73 CFS @ 12.01 HRS, VOLUME= .05 AF-, ATTEN= 8%, LAG= .9 MIN DEPTH END AREA DISCH (FT)_... (SO-FT. CFS 12" PIPE STOR-IND+TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH ' .35 FT . 1 0.0 .06 n= .012 PEAK VELOCITY= 3,1 FPS .2 .1 .24 LENGTH= 146 FT TRAVEL TIME _ .8 MIN .3 .2 .53 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=. l HRS ,7 .6 2.29 .8 .7 2.67 .9 .7 2.91 .9 .8 2.94 1.0 .8 2.91 1.0 .8 2.73 REACH 3 PROPOSED DMH Qin = 1.52 CFS @ 12,00 HRS, VOLUME= .09 AF Qout= 1 .51 CFS @ 12.00 HRS, . VOLUME= .09 AF, ATTEN 1%, LAG= 0.0 MIN DEPTH END AREA DISCH FT S -FT CFS 15" PIPE STOR-IND+TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH- .39 FT . 1 . 1 . 15 n" .012 PEAK VELOCITY= 4.6 FPS. .3 .2 .61 LENGTH= 9 FT TRAVEL TIME � 0.0 MIN .4 .3 1.37 SLOPE= .01 FT/FT SPAN= 10-20 HRS, dt�. l HRS .9 .9 6.86 1.0 1.1 6,8.4 1. 1 1.2 7.46 1.2 1.2 7.53 1.2 1,2 7.46 1.3 1 .2 7.00 I Data for KingAircharters - PostDevelopment Page 9 2 YEAR STORK EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 H droCAD 5.01 000427 c 1986-1998 A -lied MicrLDcomputer Systems REACH 999 DUMMY REACH FOR FLOW SUMMATION Qin = 9.65 CFS @ 12.05 HRS, VOLUME= 82 AF Qout= 9,43 CFS @ 12.06 HRS, VOLUME= .82 AF, ATTEN= 2%, LAG= .4 MIN DEPTH END AREA DISCH FT (M.- CFS 60" PIPE STOR-IND+TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH= .21 FT .5 1.0 22.35 n= .01 PEAK VELOCITY= 21.9 FPS 1.0 2.8 93.76 LENGTH= 100 FT TRAVEL TIME = .l MIN. l.5 5.0 209.67 SLOPE= , 1 FT/FT SPAN= 10-20 HRS, dt�. l HRS 3.5 14.7 896.40 4.0 16.8 1046.54 4.5 18.6 1141.12 4.7 19.2 1151.70 4.9 19.5 1141.06 5.0 19.6 1070.67 i data for KingAircharters - PostDevelopment Page 10 2 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 H droCAD 5 O1 000427 c l 6-1998 Applied Microcomputer Systems POND 1 POND 1 Qin 1.59 CFS @ 12.00 HRS, VOLUME= . 10 AF Qout= .87 CFS @ 12.19 HRS, VOLUME= .08 AF, ATTEN= 46%, LAG= 11.5 MIN Qpri= .77 CFS @ 12.19 HRS, VOLUME= .02 AF Qsecm .09 CFS @ 12.19 HRS, VOLUME= .05 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD -..(.FT) (SF).._.,,._ (CF) (CF) PEAK STORAGE = 1601 CF 131,0 95 0 0 PEAK ELEVATION 134. 1 FT 132.0 314 204 204 FLOOD ELEVATION= 135.0 FT 133.0 605 459 663 START ELEVATION= 131.0 FT 134.0 968 786 1449 SPAN= 10-20 HRS, dt=. 1 HRS 135.0 1403 1185 2634 Tdet= 133.7 MIN ( .08 AF) ROUTE INVERT OUTLET DEVICES 1 P 134.0' 120 DEG TRAP WEIR L=5' Q=2.48 TAN(Theta/2) C2.5(H+1.44)H"1.5-1.5H^2.5 2 S 131. 0' EXFILTRATION V= .006 FPM over (SURFACE AREA - 95 SF) Primary Discharge 1=V-Notch/Trap Weir Secondary Discharge L--2=Exfi Itration POND 2 DETENTION POND 2 Qin = .81 CFS @ 12.19 HRS, VOLUME= .03 AF Qout- .21 CFS @ 12.54 HRS, VOLUME= .03 AF, ATTEN= 74%, LAG~ 21. 1 MIN Qpri= . 15 CFS @ 12.54 HRS, VOLUME= 0.00 AF Qsec= .06 CFS @ 12.50 HRS, VOLUME= .02 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) D . . (CF) (CF) PEAK STORAGE = 836 CF 131.0 132 0 0 PEAK ELEVATION 133.0 FT 132.0 386 259 259 FLOOD ELEVATION= 134.0 FT 133.0 720 553. 812 START ELEVATION= 131.0 FT 134, 0 1127 924 1735 SPAN= 10-20 HRS, dt=. l HRS 20 x FINER ROUTING Tdet= 146.3 MIN ( .03 AD ROUTE INVERT OUTLET DEVICE 1 P 133.0' 120 DEG TRAP WEIR L=5' Q=2.48 TAN(Theta/2) C2.5(H+1.44)H^1.5-1 .5H^2.51 2 S 131.0' EXFILTRATION V= .006 FPM over (SURFACE AREA - 132 SF) Primary Discharge I-1=V-Notch/Trap Weir Secondary Discharge I2=FxfiItratinn 1 i Data for KingAircharters - PostDevelopment Page 11 2 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 H dro AD 5.01 000427 c 198 -1998 Applied Microcomputer Systems POND 3 MDC TRAP Qin = 82 CFS @ 11.99 HRS, VOLUME= .05 AF Qout= .80 CFS @ 12.00 HRS, VOLUME= .04 AF, ATTEN= 2%, LAG= .5 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (,FT) (SF) (CF) (CF) PEAK STORAGE = 620 CF 129.3 84 0 0 PEAK ELEVATION= 135.5 FT 135.5 84 521 521 FLOOD ELEVATION= 137,0 FT 137 .0 84 126 647 START ELEVATION= 129.3 FT SPAN- 10-20 HRS, dt=.1 HRS Tdet= 77.8 MIN ( .04 AF) ROUTE INVERT OUTLET DEVICES 1 P 135.0' 12" CULVERT n=.012 L=17' S=.01' / ' Ke=.5 Cc=.9 Cd=.6 Data for KingAircharters - PostDevelopment Page 1 10 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC: 7 Jan 99 HydroCAD. 5,Ol 000427 (c). „1.986-1998 Applied Microcomputer Systems WATERSHED ROUTING a Q0 la � 2 OsQ� ti 3 —� IO T 0 � ❑s Q T T SUBCATCHMENT n REACH �i'(3ND UNK SUBCATCHMENT 1 = TAXIWAY -> REACH 999 SUBCATCHMENT 2 = TAXIWAY, GRASSY AREA -> REACH 999 SUBCATCHMENT 3 = TAXIWAY, GRASSY & WETLAND AREAS TO DITCH -> REACH 1 SUBCATCHMENT 4 = UPLAND AREA RUNOFF TO DRAINAGE DITCH > REACH 1 SUBCATCHMENT 5 = ROOF, PAVEMENT, GRASSY, WETLAND & UPLANDS -> REACH 1 SUBCATCHMENT 6 = EXISTING PAVEMENT AT END OF DRIVEWAY -> REACH 999 SUBCATCHMENT 7 = PAVEMENT, GRASSY AREA -> REACH 999 SUBCATCHMENT 8 = EXISTING ROOF, EXISTING PAVEMENT -> REACH 999 SUBCATCHMENT 9 = ROOF, PAVEMENT, GRASSY AREA, WOODS -> REACH 999 SUBCATCHMENT 10 = PAVEMENT, GRASSY & WETLAND AREAS -> REACH 1 SUBCATCHMENT 11 = PROPOSED ROOF RUNOFF -> POND 3 SUBCATCHMENT 12 = PROPOSED CONCRETE APRON -> REACH 2 SUBCATCHMENT 13 = DETENTION POND 1 -> POND 1 SUBCATCHMENT 14 = DETENTION POND 2 -> POND 2 REACH 1 = DRAINAGE DITCH -> REACH 999 i Data for KingAircharters - PostDevelopment Page 2 10 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 H droCAD 5.01 000427 c 1986-1998 Applied. MicrocQmputer Systems REACH 2 = PROPOSED CATCH BASIN -> REACH 3 REACH 3 = PROPOSED DMH -> POND 1 REACH 999 = DUMMY REACH FOR FLOW SUMMATION -> POND 1 = POND 1 -> POND 2 POND 2 = DETENTION POND 2 -> REACH 1 POND 3 = MDC TRAP -> REACH 3 l Data for KingAircharters - PostDevelopment Page 3 10 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 H droCAD 5.01 000427 c 1 8b-1998 Applied Microcom uter S stems SUBCATCHMENT 1 TAXIWAY PEAK= 2.01 CFS @ 11.97 HRS, VOLUME= .14 AF ACRES CN SCS TR-20 METHOD .48 98 EXISTING PAVEMENT TYPE III 24-HOUR RAINFALL= 4.50 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc min CURVE NUMBER (LAG) METHOD RUNOFF TO OFFSITE 7 L=45' s=.03 ' /' SUBCATCHMENT 2 TAXIWAY, GRASSY AREA PEAK" .36 CFS @ 12.06 HRS, VOLUME= .03 AF ACRES CN SCS TR-20 METHOD .04 98 EXISTING PAVEMENT TYPE III 24-HOUR . 10 74 OPEN SPACE, GOOD, TYPE C SOIL RAINFALL= 4.50 IN . 14 81 SPAN— 10-20 HRS, dt=. l HRS Method C mment Tc min CURVE NUMBER (LAG) METHOD RUNOFF TO OFFSITE 6.8- L=185' s=.0137 SUBCATCHMENT 3 TAXIWAY, GRASSY & WETLAND AREAS TO DITCH PEAK= 7.07 CFS @ 12.01 HRS, VOLUME= .47 AV ACMES CN SCS TR-20 METHOD .29 98 EXISTING PAVEMENT TYPE III 24-HOUR .32 98 EXISTING PAVEMENT RAINFALL 4.50 IN .32 74 OPEN SPACE, GOOD, TYPE C SOIL SPAT 10-20 HRS, dt=. l HRS 1. 01 74 OPEN SPACE, GOOD, TYPE C SOIL 56 74 OPEN SPACE, GOOD, TYPE C SOIL 2.50 80 Method Comm nt To min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO DRAINAGE DITCH 4, 1 L=200' s~.0447 '/' i c 'Data for Ki ngAi rcharters - PostDevelopment Page 4 10 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 N droCAD 5.01 000427 c 1986-1998 A lied Microcomputer Systems SUBCATCHMENT 4 UPLAND AREA RUNOFF TO DRAINAGE DITCH PERK= .12 CFS @ 11.99 HRS, VOLUME= .01 AF RCRES CN SCS TR-20 METHOD . 05 74 OPEN SPACE, GOOD, TYPE C SOIL TYPE III 24-HOUR RAINFALL 4.50 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc min CURVE NUMBER (LAG) METHOD RUNOFF FROM UPLAND TO DITCH 1.4 L=25' s=.02 '/ ' SUBCATCHMENT 5 ROOF, PAVEMENT, GRASSY, WETLAND & UPLANDS PEAK= 3.40 CFS @ 12. 10 HRS, VOLUME= .26 AF ACRES CN SCS TR-20 METHOD . 14 98 EXISTING ROOF TYPE III 24-HOUR . 19 98 EXISTING PAVEMENT RAINFALL= 4,50 IN .09 98 EXISTING PAVEMENT SPAN= 10-20 HRS, dt=.1 HRS .38 - 74 OPEN SPACE, GOOD, TYPE C SOIL` .a21 74 WETLAND, OPEN SPACE TYPE C SOIL . 14 74 OPEN SPACE, GOOD, TYPE C SOIL .09 74 UPLAND, GOOD, TYPE C SOIL 1.35 81 Method Comment Tr min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO DRAINAGE DITCH 9.9 L=440' s=.0262 ' /' SUBCATCHMENT 6 EXISTING PAVEMENT AT END OF DRIVEWAY PEAK= .04 CFS @ 11 .96 HRS, VOLUME= 0.00 AF ACRES CN SCS TR-20 METHOD .01 98 EXISTING PAVEMENT TYPE III 24-HOUR RAINFALL= 4.50 IN SPAN= 10-20 HRS, dt=. l HRS Meth d Comment Tr min CURVE NUMBER (LAC) METHOD PAVEMENT RUNOFF TO OFFSITE .2 L=15' s=.05 ' / ' I 1 Data for KingAircharters - PostDevelopment Page 5 10 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 H droCAD 6.01 QOQ427 1986-1998 Applied Microcomputer S stems SUBCATCHMENT 7 PAVEMENT, GRASSY AREA PEAK= .40 CFS @ 12,00 HRS, VOLUME= .03 AF ACRES CN SCS TR-20 METHOD .04 98 EXISTING PAVEMENT TYPE III 24-HOUR 09 74 OPEN SPACE, GOOD, TYPE C SOIL RAINFALL= 4,50 IN .13 81 SPAN= 10-20 HRS, dt=. 1 HRS Method Comment Tr min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO OFFSITE 2,4 L=110' s=.05 ' /' SUBCATCHMENT 8 EXISTING ROOF, EXISTING PAVEMENT PEAK= .66 CFS @ 11.99 HRS, VOLUME= .04 AF ACRES CN SCS TR-20 METHOD .08 _ 98 EXISTING ROOF TYPE III 24-HOUR M 98 EXISTING PAVEMENT RAINFALL= 4.50 IN .15 98 SPAN— 10-20 HRS, dt=, 1 HRS Method Comment Tr min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO OFFSITE 1.5 L=110' s=.03 ' /' SUBCATCHMENT 9 ROOF, PAVEMENT, GRASSY AREA, MOODS PEAK= 4.06 CFS @ 12.03 HRS, VOLUME= .30 AF ACRES CN SCS TR-20 METHOD .06 98 EXISTING IMPERVIOUS ROOF TYPE III 24-HOUR .33 98 EXISTING PAVEMENT RAINFALL= 4.50 IN .04 79 OVEN SPACE, FAIR TYPE C SOIL SPAN= 10-20 HRS, dt=. l HRS 1 .38 70 WOODS, GOOD, TYPE C SOIL 1 .81 76 M thod Comment Tc Oflin CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO OFFSITF 5.6 L=330' s�.069 '/' Data for KingAircharters - PostDevelo ment 10 YEAR STORM EVENT P Page 6 Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 H droCAD 5. 01 00427 c 1986-1998 ADDlied MicrocompUter Systems SUBCATCHMENT 10 PAVEMENT, GRASSY & WETLAND AREAS PEAK= 1 .96 CFS @ 12.00 HRS, VOLUME= .12 AF ACRES CN SCS TR-20 METHOD .21 79 OPEN SPACE, FAIR, TYPE C SOIL TYPE III 24-HOUR .03 98 EXISTING PAVEMNT RAINFALL= 4,50 IN . 16 86 OPEN SPACE, POOR, TYPE C SOIL SPAN 10-20 HRS, dt=.l HRS 26 74 OPEN SPACE, GOOD, TYPE C SOIL .66 80 Method Comment Tc min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO DRAINAGE DITCH 2.5 L=160' s~.0829 SUBCATCHMENT 11 PROPOSED ROOF RUNOFF PEAK= 1. 15 CFS @ 11.99 HRS, VOLUME= .07 AF ACRES CN SCS TR-20 METHOD .26 98 - ROOF RUNOFF TYPE III 24-HOUR RAINFALL= 4.50 IN SPAN" 10-20 HRS, dt=. l HRS Method Comment Tr- min CURVE NUMBER (LAG) METHOD METAL ROOF RUNOFF 2,0 L=120' s=.02 /' SUBCATCHMENT 12 PROPOSED CONCRETE APRON PEAK= 1. 11 CFS @ 11.99 HRS, VOLUME= .07 AF ACRES CN SCS TR-20 METHOD .25 98 PROPOSED CONCRETE APRON TYPE III 24-HOUR RAINFALL= 4.50 IN SPAN" 10-20 HRS, dt�. l HRS Method Comment Tr- min CURVE NUMBER (LAG) METHOD PAVEMENT SLOPED TOWARD CB 2. 0 L=125' s=.02 '/' Data for KingAircharters PostDevelopment Page 7 10 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 H droCAD 5.Q1 000427 c 1986-1998 A lied Microcomputer,,Systems SUBCATCHMENT 13 DETENTION POND 1 PEAK— . 16 CFS @ 11.99 HRS, VOLUME= .01 AF ACRES CN SCS TR-20 METHOD .07 74 OPEN SPACE, FAIR, TYPE C SOIL TYPE III 24-HOUR RAINFALL 4.50 IN SPAN= 10-20 HRS, dt=, l HRS Method Comment Tc min CURVE NUMBER (LAG) METHOD DETENTION POND 1 .g L=70' s=.24 ' /' SUBCATCHMENT 14 DETENTION POND 2 PEAK= . 14 CFS @ 11 .98 HRS, VOLUME= . 01 AF ACRE .. CN_ SCS TR-20 METHOD .05 79 OPEN SPACE, FAIR, TYPE C SOIL TYPE III 24-HOUR RAINFALL= 4,50 IN SPAN= 10-20 HRS, dt=. f HRS Method Comment Tc min CURVE NUMBER (LAC) METIIOD DETENTION POND 2 8 L=70' s�,24 '/' Data for KingAircharters - PostDevelopment Page 8 10 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 H droCAD 5.01. 000427 c 1986-L998..Applied Microcom uter Systems REACH 1 DRAINAGE DITCH Qin = 11 .99 CFS @ 12.04 HRS, VOLUME= 91 AF Qout= 11 .30 CFS @ 12.10 HRS, VOLUME= .91 AF, ATTEN= 6%, LAG= 3.6 MIN DFPTH END AREA DISCH FT (SQ-FT) (CFS) 2' x 1.5' CHANNEL STOR-IND+TRANS METHOD 0.0 0.0 0.00 SIDE SLOPE= 1.5 ' / ' PEAK DEPTH= .73 FT .2 .3 .85 n= .025 PEAK VELOCITY= 6.4 FPS .3 .7 2.64 LENGTH" 530 FT TRAVEL TIME = 1 .4 MIN .5 1.0 5. 15 SLOPE= .03 FT/FT SPAN= 10-20 HRS, dt=, l HRS .6 1.6 9.36 .9 2.3 16.41 1 .2 3,4 26.96 1 .5 4.5 40.02 REACH 2 PROPOSED CATCH BASIN Qin = 1, 11 CFS @ 11 .99 HRS, VOLUME= .07 AF Qout= 1 .03 CFS @ 12.00 HRS, VOLUME= .07 AF, ATTEN= 7%, LAG= - .8 MIN DEPTH END AREA DISCH _ �T) (SO-FT.) (CFS), 12" PIPE STOR-IND+TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH" .42 FT . 1 0,0 .06 n= .012 PEAK VELOCITY= 3.4 FPS .2 . 1 .24 LENGTH= 146 FT TRAVEL TIME = .7 MIN .3 .2 .53 SLOPE= . 005 FT/FT SPAN= 10-20 HRS, dt". 1 HRS .7 .6 2.29 .8 .7 2.67 .9 .7 2.91 .9 .8 2.94 1.0 .8 2.91 1.0 .8 2.73 REACH 3 PROPOSED DMH Qin = 2. 15 CFS @ 12.00 HRS, VOLUME= . 13 AF Qout= 2. 15 CFS @ 12.00 HRS,. VOLUME= . 13 AF, ATTEN= 0%, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 15" PIPE STOR-IND+TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH= .46 FT . 1 .1 . 15 n= '.01.2 PEAK VELOCITY= 5.2 FPS .3 .2 .61 L.ENGTH= 9 FT TRAVEL TIME = 0.0 MIN .4 .3 1,37 SLOPE= .01 FT/FT SPAN" 10-20 HRS, dt=. 1 HRS .9 .9 5.86 1.0 1. 1 6.84 1. 1 1.2 7,46 1.2 1 .2 7.53 1.2 1.2 7.46 1.3 1.2 7.00 a , Data for KingAircharters - PostDevelopment Page 9 10 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 HYdroCAD 5.01 000427 (c) 1986-1998 Applied Microcomputer Systems REACH 999 DUMMY REACH FOR FLOW SUMMATION Qin = 17, 14 CFS @ 12.05 HRS, VOLUME= 1.44 AF Qout= 17. 16 CFS @ 12.06 HRS, VOLUME= 1.44 AF, ATTEN= 0%, LAG= .4 MIN DEPTH END AREA DISCH _(FT) (SQ-FT),. (CFS) 60" PIPE STOR-IND+TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH= .38 FT .5 1.0 22.35 n= .01 PEAK VELOCITY= 21.9 FPS 1.0 2.8 93.76 LENGTH= 100 FT TRAVEL TIME = . 1 MIN 1.5 5.0 209.67 SLOPE= . 1 FT/FT SPAN= 10-20 HRS, dt=. l HRS 3.5 14.7 896.40 4.0 16.8 1046.54 4.5 18.6 1141. 12 4.7 19.2 1151.70 4.9 19.5 1141.06 5. 0 19.6 1070.67 Data for KingAircharters - PostDevelopment Page 10 10 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 droCAD 5.01 000427 c 19 6-1998 Applied Microcom uter Systems POND 1 POND 1 Qin = 2.31 CFS @ 12.00 HRS, VOLUME= . 15 AF Qout= 2.00 CFS @ 12.06 HRS, VOLUME= . 12 AF, ATTEN= 13%, LAG= 3.8 MIN Qpri= 1.91 CFS @ 12.06 HRS, VOLUME= .06 AF Qsec= . 10 CFS @ 12.06 HRS, VOLUME= .06 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD FT SF CF CF PEAK STORAGE = 1720 CF 131.0 95 0 0 PEAK ELEVATION" 134.2 FT 132.0 314 204 204 FLOOD ELEVATION= 135.0 FT 133.0 605 459 663 START ELEVATION= 131.0 FT 134.0 968 786 1449 SPAN= 10-20 HRS, dt=. l HRS 135.0 1403 1185 2634 Tdet= 93.9 MIN ( . 12 AF) ROUTE INVERT OUTLET DEVICES 1 P 134.0' 120 DEG TRAP WEIR L=5' Q=2.48 TAN(Theta/2) C2.5(H+1,44)H"1.5-1 .5H^2.51 2 S 131.0' EXFILTRATION V= .006 FPM over (SURFACE AREA - 95 SF) Primary Discharge L-I=V-Notch/Trap Weir Secondary Discharge L-2=ExfiItration POND 2 DETENTION POND 2 Qin = 2.00 CFS @ 12.06 HRS, VOLUME" .07 AF Qout= 1.46 CFS @ 12.14 HRS, VOLUME= 07 AF, ATTEN= 27%, LAG= 4.9 MIN Qpri= 1.38 CFS @ 12.14 HRS, VOLUME= .04 AF Qsec= .07 CFS @ 12. 10 HRS, VOLUME= .03 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD FTCT. SF (CF) (CF) PEAK STORAGE = 978 CF 131.0 132 0 0 PEAK ELEVATION= 133.2 FT 132.0 386 259 259 FLOOD ELEVATION= 134.0 FT 133.0 720 553 812 START ELEVATION= 131 .0 FT 134.0 1127 924 1735 SPAN= 10-20 HRS, dt�.l HRS 20 x FINER ROUTING Tdet= 66,6 MIN ( .07 AF) ROUTE INVERT OUTLET DEVICES l P 133.0' 120 DEG TRAP WEIR L=5' Q=2.48 TAN(Theta/2) [2.5(H+1 .44)H"1.5-1.5H"2.5] 2 S 131.0' EXFILTRATION V= .006 FPM over (SURFACE AREA - 132 SF) Primary Discharge L I- V-Notch/Trap Weir Secondary Discharge Data. for Ki ngAi rcharters - PostDevel opment Page 11 10 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 H droCAD 5.91 000427 c 1 86-1998 Aoplied Microcomputer System POND 3 MDC TRAP Qln = 1. 15 CFS @ 11.99 HRS, VOLUME= .07 AF Qout= 1, 13 CFS @ 12. 00 HRS, VOLUME= . 06 AF, ATTEN= 2%, LAG= .4 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD FT SF CF CF PEAK STORAGE = 530 CF 129.3 84 0 0 PEAK ELEVATION= 135.6 FT 135. 5 84 521 521 FLOOD ELEVATION= 137.0 FT 137.0 84 126 647 START ELEVATION= 129.3 .FT SPAN= 10-20 HRS, dt=. 1 HRS Tdet= 61. 1 MIN ( .06 AF) ROUTE INVERT OUTLET DEVICES 1 P 135.0' 12" CULVERT n=.012 L=17' S-.01' 1 ' Ke=.5 Cc-.9 Cd=.6 i a Data for KingAircharters - Postpevelopment. Page 1 25 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC, I H droCAD 5,01 000427 c 1986-1998 A lied MicrocoM Ater S stems Jan 99 I WATERSHED ROUTING a a a Q 12 12 II ( )SUBCATCHMENT REACH A PQ"ID � LINK SUBCATCHMENT 1 = TAXIWAY -> REACH 999 SUBCATCHMENT 2 = TAXIWAY, GRASSY AREA -> REACH 999 SUBCATCHMENT 3 = TAXIWAY, GRASSY & WETLAND AREAS TO DITCH -> REACH 1 SUBCATCHMENT 4 = UPLAND AREA RUNOFF TO DRAINAGE DITCH > REACH 1 SUBCATCHMENT 5 = ROOF, PAVEMENT, GRASSY, WETLAND & UPLANDS -> REACH 1 SUBCATCHMENT 6 = EXISTING PAVEMENT AT END OF DRIVEWAY > REACH 999 SUBCATCHMENT 7 = PAVEMENT, GRASSY AREA -> REACH 999 SUBCATCHMENT 8 = EXISTING ROOF, EXISTING PAVEMENT -> REACH 999 SUBCATCHMENT 9 = ROOF, PAVEMENT, GRASSY AREA, InOODS -> REACH 999 SUBCATCHMENT 10 = PAVEMENT, GRASSY & WETLAND AREAS > REACH 1 SUBCATCHMENT 11 PROPOSED ROOF RUNOFF -> POND 3 SUBCATCHMENT 12 = PROPOSED CONCRETE APRON -> REACH 2 SUBCATCHMENT 13 DETENTION POND I. -> POND 1 SUBCATCHMENT 14 = DETENTION POND 2 -> POND 2 REACH I. = DRAINAGE DITCH -> REACH 999 I i Data. for KingAircharters - PostDevelopment page 2 25 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. Jan 99 HYdroCAD 5.01._ 000427 (c) 1986-1998 Applied Microcomputer„ Systems REACH 2 = PROPOSED CATCH BASIN -> REACH 3 REACH 3 = PROPOSED DMH -> POND 1 REACH 999 = DUMMY REACH FOR FLOW SUMMATION -> POND 1 = POND 1 -> POND 2 POND 2 = DETENTION POND 2 -> REACH 1 POND 3 = MDC TRAP -> REACH 3 Data for KingAircharters - PostDevelopment Page 3 25 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 H droCAD 5.01 000427 c 1986-1998 A lied Microcom uter S stem SUBCATCHMENT 1 TAXIWAY PEAK= 2.42 CFS @ 11.97 HRS , VOLUME— 17 AF ACRES CN SCS TR-20 METHOD .48 98 EXISTING PAVEMENT TYPE III 24-HOUR RAINFALLM 5.40 IN SPAN= 10-20 HRS, dt=, 1 HRS Method Comment To min CURVE NUMBER (LAG) METHOD RUNOFF TO OFFSITE .7 L=45' s=.03 ' /' SUBCATCHMENT 2 TAXIWAY, GRASSY AREA PEAK= .47 CFS @ 12.06 HRS, VOLUME= .04 AF ACRES 04 CN 98 EXISTING PAVEMENT SCS TR-20 METHOD TYPE III 24-HOUR . 10 ..4 OPEN SPACE, GOOD, TYPE C SOIL RAINFALL= 5.40 IN . 14' ' 81 SPAN= 10-20 HRS, dt=. 1 HRS Method Comment Tr min CURVE NUMBER (LAG) METHOD RUNOFF TO OFFSITE 6,8 L=185' s=,0137 SUBCATCHMENT 3 TAXIWAY, GRASSY & WETLAND AREAS TO DITCH PEAK= 9.32 CFS @ 12.01 HRS, VOLUME= .62 'AF ACRES CN SCS TR-20 METHOD .29 98 EXISTING PAVEMENT TYPE III 24--HOUR .32 98 EXISTING PAVEMENT RAINFALL.= 5.40 IN .32 74 OPEN SPACE, GOOD, TYPE: C SOIL SPAN= 1.0-20 HRS, dt=.l HRS 1.01 74 OPEN SPACE, GOOD, TYPE C SOIL .56 74 OPEN SPACE, GOOD, TYPE C SOIL 2.50 80 Method Comment Tc min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO DRAINAGE DITCH 4. 1 L=200' s�.0447 ' / ' Data for KingAircharters PostDevelopment Page 4 25 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 H droCAD 5.01 000427 c 1986-1998 ADPlied Microcomputer Systems SUBCATCHMENT 4 UPLAND AREA RUNOFF TO DRAINAGE DITCH PEAK= .16 CFS @ 11.99 HRS, VOLUME= .01 AF ACRES CN SCS TR-20 METHOD .05 74 OPEN SPACE, GOOD, TYPE C SOIL TYPE III 24-HOUR RAINFALL= 6.40 IN SPAN= 10-20 HRS, dt=. l HRS Method Comment Tc fmin CURVE NUMBER (LAG) METHOD RUNOFF FROM UPLAND TO DITCH 1.4 L=25' s=.02 '/ ' SUBCATCHMENT 5 ROOF, PAVEMENT, GRASSY, WETLAND & UPLANDS PEAK= 4.44 CFS @ 12.10 HRS, VOLUME= 34 AF ACRES CN SCS TR-20 METHOD .14 98 EXISTING ROOF TYPE III 24-HOUR . 19 98 EXISTING PAVEMENT RAINFALL= 5,40 IN .09 98 - EXISTING PAVEMENT SPAN= 10-20 HRS, dt=. 1 HRS .38 74 OPEN SPACE, GOOD, TYPE C SOIL 32 74 WETLAND, OPEN SPACE TYPE C SOIL .14 74 OPEN SPACE, GOOD, TYPE C SOIL .09. 74 _ UPLAND, GOOD, TYPE C SOIL 1.35 81 Method Comment Tc min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO DRAINAGE DITCH 9.9 L=440' s=.0262 '/' SUBCATCHMENT 6 EXISTING PAVEMENT AT END OF DRIVEWAY PEAK= .05 CFS @ 11.96 HRS, VOLUME= 0.00 AF ACRES CN SCS TR-20 METHOD .01 98 EXISTING PAVEMENT TYPE III 24-HOUR RAINFALL= 5.40 IN SPAN= 10-20 HRS, dt=. I. .HRS Method Comment Tc min CURVE NUMBER (LAG) METHOD PAVEMENT RUNOFF TO OFFSITE - .2 L=15' s=.05 ' / ' Data for KingAircharters - PostDevelopment Page 5 25 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 H droCAD 5 1 000427 c 1 86-1 98 Applied Microcomputer Systems SUBCATCHMENT 7 PAVEMENT, GRASSY AREA PEAK- .52 CFS @ 12.00 HRS, VOLUME= .03 AF ACRES CN SCS TR-20 METHOD . 04 98 FXISTING PAVEMENT TYPE III 24-HOUR M 74 OPEN SPACE, GOOD, TYPE C SOIL RAINFALL- 5.40 IN . 13 81 SPAN= 10-20 HRS, dt=. l HRS Method Comment Tc fmin CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO OFFSITE 2.4 L=110' s=.05 ' / ' SUBCATCHMENT 8 EXISTING ROOF, EXISTING PAVEMENT PEAK= .79 CFS @ 11,99 HRS, VOLUME= .05 AF ACRES CN SCS TR-20 METHOD .08 98 EXISTING ROOF TYPE III 24-HOUR .07 96 EXISTING PAVEMENT RAINFALL= 5.40 IN . 15 98 SPAN= 10-20 HRS, dt=. 1 HRS Method Comment Tr min CURVE NUMBER (LAG) METHOD OVERLAND-FLOW TO OFFSITE 1 5 L�110' s=.03 ' / ' SUBCATCHMENT 9 ROOF, PAVEMENT, GRASSY AREA, WOODS PEAK= 5,51 CFS @ 12.03 HRS, VOLUME .40 AF ACRES CN SCS TR-20 METHOD . 06 98 EXISTING IMPERVIOUS ROOF TYPE III 24-HOUR .33 98 EXISTING PAVEMENT RAINFALL= 5.40 IN . 04 79 OPEN SPACE, FAIR TYPE C SOIL SPAN= 10-20 HRS, dt=.l HRS 1 .38 70 WOODS, GOOD, TYPE C SOIL 1. 81 76 Method Comment Tc min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO OFFSITE 5.6 L�330' s=.069 ' / ' t t Data for KingAircharters - PostDevelopment Page 6 25 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC, 7 Jan 99 H droCAD 5.01 000427 c 1986-1998 A lied Microcomputer-Systems SUBCATCHMENT 10 PAVEMENT, GRASSY & WETLAND AREAS PEAK= 2.57 CFS @ 12,00 HRS, VOLUME= . 16 AF ACRES CN SCS TR-20 METHOD .21 79 OPEN SPACE, FAIR, TYPE C SOIL TYPE III 24-HOUR .03 98 EXISTING PAVEMNT RAINFALL= 5.40 IN .16 86 OPEN SPACE, POOR, TYPE C SOIL SPAN= 10-20 HRS., dt=. l HRS .26 74 OPEN SPACE, GOOD, TYPE C SOIL .66 80 Method Comment Tc min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO DRAINAGE DITCH 2.5 L=160' s=.0829 SUBCATCHMENT 11 PROPOSED ROOF RUNOFF PEAK= 1.39 CFS @ 11.99 HRS, VOLUME= .09 AF ACRES CN SCS TR-20 METHOD .26 98 ROOF RUNOFF TYPE III 24-HOUR RAINFALL= 5,40 IN SPAN= 10-20 HRS, dt=. l HRS Method Comment Tc W0 CURVE NUMBER (LAG) METHOD METAL ROOF RUNOFF 2. 0 L=120' s=.02 SUBCATCHMENT 12 PROPOSED CONCRETE APRON PEAK= 1 .33 CFS @ 11.99 HRS, VOLUME= .09 AF ACRES CN SCS TR-20 METHOD .25 98 PROPOSED CONCRETE APRON TYPE III 24-HOUR RAINFALL= 5.40 IN SPAN= 10-20 HRS, dt�. l HRS Method Comment Tc min CURVE NUMBER (LAG) METHOD PAVEMENT SLOPED TOWARD CB 2. 0 L=125' s=.02 ' /' I Data for KingAircharters - PostDevelopment page 7 25 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 HLdroCAO 5.01. 000427 (c) 1986„-,1998 Applied Microcomputer Systems SUBCATCHMENT 13 DETENTION POND 1 PEAK= .22 CFS @ 11.99 FIRS, VOLUME= 01 AF ACRES CN SCS TR-20 METHOD .07 74 OPEN SPACE, FAIR, TYPE C SOIL TYPE III 24-HOUR RAINFALL= 5.40 IN SPAN= 10-20 HRS, dt=. 1 HRS Method Comment Tc (min) CURVE NUMBER (LAG) METHOD DETENTION POND 1 .9 L=70' s~.24 '/' SUBCATCHMENT 14 DETENTION POND 2 PEAK= .18 CFS @ 11.98 HRS, VOLUME= .01 AF ACRES CN SCS TR-20 METHOD .05 79 OPEN SPACE, FAIR, TYPE C SOIL TYPE III 24-HOUR RAINFALL= 5.40 IN SPAN= 10-20 HRS, dt=. l FIRS ' Method rrmment Tr- f min CURVE NUMBER (LAG) METHOD DETENTION POND 2 ,8 L=70' s=.24 '/` i Data for KingAircharters - PostDevelopment Page 8 25 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 H droCAD 5.01 000427 c 1986-1998 Applied Microcomputer Systems REACH 1 DRAINAGE DITCH Qin = 16,47 CFS @ 12. 04 HRS, VOLUME~ 1.20 AF Qout= 15.46 CFS @ 12.09 HRS, VOLUME= 1. 19 AF, ATTEN= 6%, LAG= 3.3 MIN DEPTH END AREA DISCH FT (SO-FT CFS 2' x 1.5' CHANNEL STOR-IND+TRANS METHOD 0.0 0.0 0.00 SIDE SLOPE= 1.5 ' I' PEAK DEPTH= .88 FT .2 .3 .85 n= .025 PEAK VELOCITY= 6.9 FPS ,3 .7 2.64 LENGTH= 530 FT TRAVEL TIME = 1.3 MIN .5 1.0 5. 15 SLOPE= .03 FT/FT SPAT= 10-20 HRS, dt=. l HRS .6 1.6 9.36 .9 2.3 16.41 1.2 3.4 26.96 1.5 4.5 40.02 REACH 2 PROPOSED CATCH BASIN Qin = 1.33 CFS @ 11.99 HRS, VOLUME" .09 AF Qout= 1.24 CFS @ 12.00 HRS, VOLUME= .09 AF, ATTEN= 7%, LAG= ..8 MIN- DEPTH END AREA DISCH AFT) (SO-FT)._ (CFS). 12" PIPE STOR-INO+TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH= .47 FT . 1 0.0 .06 n= .012 PEAK VELOCITY= 3.5 FPS .2 . 1' .24 LENGTH= 146 FT TRAVEL TIME " .7 MIN ,3 .2 .53 SLOPE= .005 FT/FT SPAN= 10-20 HRS, dt=. l HRS .7 .6 2.29 .8 .7 2.67 .9 .7 2.91 .9 .8 2.94 1.0 .8 2.91 1.0 .8 2.73 REACH 3 PROPOSED DMH Qin = 2.58 CFS @ 12.00 HRS, VOLUME= 16 AF Qout= 2.58 CFS @ 12.00 HRS, . VOLUME= . 16 AF, .ATTEN= 0%, LAG= 0. 0 MIN DEPTH END AREA DISCH FT (SO-FT) CFS 15" PIPE STOR-INDd-TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH .51 FT . l . 1 . 15 n= .012 PEAK VELOCITY= 5.5 FPS .3 .2 .61 LENGTH= 9 FT TRAVEL TIME = 0.0 MIN .4 .3 1.37 SLOPE= .01 FT/FT SPAN= 10-20 HRS, dt=. l HRS .9 .9 5.86 1.0 1.1 6.84 1. 1 1.2 7.46 1.2 1.2 7.53 1.2 1.2 7.46 1.3 1.2 7.00 Da.ta. for KingAircharters - PostDevelopment page g 25 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 H droCAQ 5.01 000427 c l 86-1998 A lied Microcon after S stems REACH 999 DUMMY REACH FOR FLOW SUMMATION Qin = 23. 16 CFS @ 12.05 HRS, VOLUME= 1.88 AF Qout= 23. 18 CFS @ 12.06 HRS, VOLUME= 1.88 AF, ATTEN= 0%, LAG= ,4 MIN DEPTH END AREA DISCH (FT) SQ-FT) _(CFS) 60" PIPE STOR-IND+TRAMS METHOD 0.0 0.0 0.00 PEAK DEPTH= .50 FT .5 1.0 22.35 n= . 01 PEAK VELOCITY= 22.0 FPS 1.0 2.8 93.76 LENGTH= 100 FT TRAVEL TIME _ .1 MIN 1.5 5.0 209.67 SLOPE= . 1 FT/FT SPAN= 10-20 HRS, dt=. 1 HRS 3.5 14.7 896.40 4.0 16.8 1046.54 4.5 18.6 1141. 12 4.7 19.2 1151.,70 4.9 19.5 1141.06 5.0 19.6 1070,67 Data for KingAircharters - PostDevelopment Page 10 '' 25 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 r CAD 5.01 000427 c 1986-1 98 Applied Microcomputer Systems POND 1 POND 1 Qin = 2.80 CFS @ 12.00 HRS, VOLUME= . 18 AF Qout= 2.76 CFS @ 12.03 HRS, VOLUME= . 15 AF, ATTEN= 1%, LAG= 1.7 MIN Qpri= 2.66 CFS @ 12.03 HRS, . VOLUME= 09 AF Qsec= . 10 CFS @ 12.03 HRS, VOLUME= .06 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD FT SF CF CF PEAK STORAGE = 1788 CF 131.0 95 0 0 PEAK ELEVATION= 134.3 FT 132.0 314 204 204 FLOOD ELEVATION= 135.0 FT 133.0 605 459 663 START ELEVATION= 131.0 FT 134.0 968 786 1449 SPAN= 10-20 HRS, dt=. 1 HRS 135.0 1403 1185 2634 Tdet= 80.2 MIN ( . 15 AF) ROUTE INVERT OUTLET DEVICES 1 P 134. 0' 120 DEG TRAP WEIR L=5` W.48 TAN(Theta/2) [2.5(H+1.44)H"1.5-1.5H^2.51 2 S 131.0' EXFILTRATION V= .006 FPM over (SURFACE AREA - 95 SF) Primary Discharge �-1=V-Notch/Trap Weir Secondary Discharge I-2=Exfiltration POND 2 DETENTION POND 2 Qin = 2.83 CFS @ 12.02 HRS, VOLUME= . 10 AF Qout= 2.29 CFS @ 12.11 HRS, VOLUME= . 10 AF, ATTEN= 19%, LAG= 5.4 MIN Qpri= 2.22 CFS @ 12.11 HRS, VOLUME" .07 AF Qsec . 07 CFS @ 12. 12 HRS, VOLUME= .03 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD FT SF CF CF PEAK, STORAGE = 1049 CF 131.0 132 0 0 PEAK ELEVATION= 133.3 FT 132.0 386 259 259 FLOOD ELEVATION= 134.0 FT 133.0 720 553 812 START ELEVATION= 131.0 FT 134.0 1127 924 1735 SPAN= 10-20 HRS, dt=.l HRS 20 x FINER ROUTING Tdet= 61.1 MIN ( . 1 AF) . . ROUTE INVERT___ OUTLET DEVICES 1 P . 133.0' 120 DEG TRAP WEIR L=5' - Q=2.48 TAN(Theta/2) [2.5(H+1.44)H-1.5-1.5H^2.5] 2 S 131.0' EXFILTRATION V= .006 FPM over (SURFACE AREA - 132 SF) Primary Discharge I I=V-Notch/Trap Weir Secondary Discharge L--- 2=Exfi It.rat inn Data for KingAircharters PostDevelopment Page 11 25 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 If droCAD 5 01 00 427 c 1986-1998 Applied Microcomputer systems POND 3 MDC TRAP Qin = 1 .39 CFS @ 11 ,99 HRS, VOLUME= .09 AF Qout= 1 .35 CFS @ 12.00 HRS, VOLUME= .08 AF, ATTEN= 3%, LAG= .4 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) - PEAK STORAGE = 536 CF 129.3 84 0 0 PEAK ELEVATION= 135.7 FT 135.5 84 521 521 FLOOD ELEVATION= 137.0 FT 137. 0 84 126 647 START ELEVATION= 129.3 FT SPAN= 10-20 HRS, dt=. 1 HRS Tdet= 53.5 MIN ( .08 AF) ROUTE INVERT OUTLET DEVICES 1 P 135.0' 12" CULVERT n=.012 L=17' S=. 01'/ ' Ke=.S Cc=.9 Cd-.6 r Data for Ki ngAi.rcharte.rs - Post.Deve.l opment Page 1 50 YEAR STORM EVENT Prepared by. H.-STAR. ENGINEERING, INC. 7 daa 99 HydroCAD 5,01 OQ0427 c 1986-1998 Applied Microcomputer Systems- WATERSHED ROUTING 0 0 0 £? 1 799 13 ---) l� T 12 -T> 12 Ul 0 3UBCATCHNENT REACH Q PO,'�O Q1 LINK i i SUBCATCHMENT 1 = TAXIWAY -> REACH 999 SUBCATCHMENT 2 = TAXIWAY, GRASSY AREA -> REACH 999 SUBCATCHMENT 3 = TAXIWAY, GRASSY & WETLAND AREAS TO DITCH -> REACH 1 SUBCATCHMENT 4 = UPLAND AREA RUNOFF TO DRAINAGE DITCH -> REACH 1 SUBCATCHMFNT 5 = ROOF, PAVEMENT, GRASSY, WETLAND & UPLANDS -> REACH 1 SUBCATCHMFNT 6 = EXISTING PAVEMENT AT END OF DRIVEWAY -> REACH 999 SUBCATCHMFNT 7 = PAVEMENT, GRASSY AREA -> REACH 999 SUBCATCHMFNT 8 = EXISTING ROOF, EXISTING PAVEMENT -> REACH 999 SUBCATCHMENT 9 = ROOF, PAVEMENT, GRASSY AREA, WOODS -> REACH 999 SUBCATCHMENT 10 PAVEMENT, GRASSY & WETLAND AREAS > REACH 1 SUBCATCHMENT 11 = PROPOSED ROOF RUNOFF POND 3 SUBCATCHMENT 12 = PROPOSED CONCRETE APRON -> REACH 2 SUBCATCHMENT 13 = DETENTION POND 1 -> POND 1 SUBCATCHMENT 14 = DETENTION POND 2 -> POND 2 REACH I. = DRAINAGE DITCH -> REACH 999 i Data for KingAircharters - PostDevelopment Page 2 60 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC, 7 Jan 99 HydroCAD 5,01 000427 c 1 86-1998 Ap plie Mir m ter Systems REACH 2 = PROPOSED CATCH BASIN -> REACH 3 REACH 3 = PROPOSED DMH -> POND 1 REACH 999 = DUMMY REACH FOR FLOW SUMMATION -> POND 1 = POND 1 POND 2 POND 2 = DETENTION POND 2 -> REACH 1 POND 3 = MDC TRAP -> REACH 3 Data for KingAircharters - PostDevelopment Page 3 50 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, IRC.. 7 dan. 99 HvdroCAD 5 O1 nnnA97 c 198 .-1998 Applied Microcomputer Systems SUBCATC.HRERT 1 TAXIWAY PEAK- 2.83. CFS @ 11.97. HRS, VOLUME= . 19 AF ACRE . CN SCS TR-20 METHOD .48 98 EXISTING PAVEMENT TYPE III 24'-HOUR RAINFALL- 6,30 IN SPAN= 10-20 HRS, dt=. 1 HRS M .thod Comment Tc min CURVE NUMBER (LAG) METHOD RUNOFF TO OFFSITE 7 L=45' s.=,03 SUBCATCHMENT 2 TAXIWAY, GRASSY AREA PEAK= 58 CFS @ 12,05 HRS, VOLUME= .04 AF ACRES CN SCS TR-20 METHOD. .04 98 EXISTING PAVEMENT TYPE III 24=HOUR . 10 74 OPEN SPACE, GOOD, TYPE C SOIL RAINFALL= 6.30 IN :14 gill. SPAN= 10-2Q HRS, dt".1 HRS Nethod Comment Tr- min . CURVE €UMBER (LAG) METHOD RUNOFF TO OFFSITE 6,8. L=185' s=.0137 '/ , SUBCATCHMENT a TAXIWAY, GRASSY & WITLAND AREAS. TO. DITCH PEAK= 11.59. CFS @ 12.01 HRS, VOLUME .76. AF ACRES CN SCS TR-20. METHOD .29 98 EXISTING PAVEMENT TYPE III 24=HOUR .32 98 EXISTING PAVEMENT RAINFALL- 6.30 IN .32 74 OPEN SPACE, GOOD, TYPE C SOIL SPAN= 10-20 HRS, dt;=. 1 HRS 1.01 74 OPEN SPACE, GOOD, TYPE C SOIL .56 74 OPEN SPACE, GOOD, TYPE C SOIL 2.50 80 Method Comment Tr min . CURVE NUMBER (LAG). METHOD. OVERLAND- FLOW TO DRAINAGE DITCH 4. 1 L=20.0.' s.=.0.447 ' / ' Data for KingAircharters - PostDevelopment Page 4 50 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC, 7 Jars 99 HydroCAD 5,01 000427 (c) 1986-1998 Applied Microcomputer Systems,_ SUBCATCHMENT 4 UPLAND AREA RUNOFF TO DRAINAGE DITCH PEAK= .20 CFS @ 11,99 HRS, VOLUME= .01 AF ACRES CN SCS TR-20 METHOD . 05 74 OPEN SPACE, GOOD, TYPE C SOIL TYPE III 24=HOUR RAINFALL= 6.30 IN SPAT= 10-20 HRS, dtM. l HRS Method Comment Tc min CURVE NUMBER (LAG) METHOD RUNOFF FROM UPLAND. TO DITCH 1.4 L=25' s=.02 S.UBCATC.HMENT 5. ROOF, PAVEMENT, GRASSY, WETLAND & UPLANDS PEAK= 6.50 CFS @ 12.10 HRS, VOLUME= .42 AF ACRES. CN SCS. TR-20. METHOD .14 98 EXISTING ROOF TYPE III 24=HOUR . 19 98 EXISTING PAVEMENT RAINFALL— 6.30 IN .09 98 EXISTING PAVEMENT SPAN= 10-20 HRS, dt . 1 HRS :38 74 OPEN SPACE, GOOD, TYPE C SOIL 32 74 WETLAND, OPEN SPACE TYPE C SOIL . 14 74 OPEN SPACE, GOOD, TYPE C SOIL .09 74 UPLAND, GOOD, TYPE C SOIL 1,35 81 Method Comm nt Tc. min CURVE NUMBER (LAG). METHOD OVERLAND. FLOW TO DRAINAGE DITCH 9'9 L=440.' s.=.0262 '/' SUBCATCHMENT 6 EXISTING PAVEMENT AT END OF DRIVEWAY PEAK= .06 CFS. @ 11. 96 HRS, VOLUME= 0..00 AF ACRES CN SCS TR-20 METHOD m 99 EXISTING PAVEMENT TYPE III 24=HOUR RAINFALL— 6.30 IN SPAN= 10-20 HRS,. dt=.,l HRS Method Comment Tc min CURVE NUMBER (LAG) METHOD PAVEMENT RUNOFF TO OFFSITE .2 L=15' s=.05 ' / ' i Data. for Kin.gAircharters - PostDevelopment Page 5 50 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 droCAD 5 1 000427 c 198 -19 8 Ap plied Microcomputer Systems SUBCATCHMENT 7 PAVEMENT, GRASSY .AREA PEAK= .64 CFS @ 12,00 HRS, VOLUME= .04 AF ACRES . CN SCS TR-20 METHOD ,04 98 EXISTING PAVEMENT TYPE III 24-HOUR 09 74 OPEN SPACE, GOOD, TYPE C SOIL RAINFALL= 6,30 IN . 13 81 SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tr min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO OFFSITE 2.4 L= 10' s=,05 ' /' SUBCATCHMENT 8 EXISTING ROOF, EXISTING PAVEMENT PEAK= .92 CFS @ 11.99 HRS, VOLUME= .06 AF ACRES CN SCS TR-20 METHOD .08 98 EXISTING ROOF TYPE III 24-HOUR .07 98 EXISTING PAVEMENT RAINFALL— 6,30 IN . 15 98 SPAN= 10-20 HRS, dt=, l HRS Method Comment Tr min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO OFFSITE 1.5 L=110' s=.03 '/ ' SUBCATCHMENT 9 ROOF, PAVEMENT, GRASSY AREA, WOODS PEAK= 7.00 CFS @ 12.03 HRS, VOLUME= .50 AF ACRES CN SCS TR-20 METHOD .06 98 EXISTING IMPERVIOUS ROOF TYPE III 24-HOUR .33 98 EXISTING PAVEMENT RAINFALL= 6,30 IN .04 79 OPEN SPACE, FAIR TYPE C SOIL SPAN 10-20 HRS, dt=. l HRS 1 .38 70 WOODS, GOOD, TYPE C SOIL 1.81 76 Method Comment Tr (min' CURVE NUMBER (LAG). METHOD. OVERLAND. FLOW TO. OFFSITE 5.6 L_=330' s.=,06.9 '/' Data for Kin.gAircharters - PostDevelopment Page 6 50 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 H droCAD 5.01 000427 c 1986-1998 Applied Microcomputer Systems SUBCATCHMENT 10 PAVEMENT, GRASSY & WETLAND AREAS PEAK= 3.19 CFS @ 12.00 HRS, VOLUME= .20 AF ACRES CN SCS TR-20 METHOD .21 79 OVEN SPACE, FAIR, TYPE C SOIL TYPE III 24-HOUR .03 98 EXISTING PAVEMNT RAINFALL 6.30 IN . 16 86 OPEN SPACE, POOR, TYPE C SOIL SPAT= 10-20 HRS, dt=. l. HRS .26 74 OPEN SPACE, GOOD, TYPE C SOIL .66 80 Method Comment Tr- min CURVE NUMBER (LAC) METHOD OVERLAND FLOW TO DRAINAGE DITCH 2.5 L=160' S=,0829 SUBCATCHMENT 11 PROPOSED ROOF RUNOFF PEAK= 1.62 CFS @ 11.99 HRS, VOLUME= . 10 AF ACRES CN SCS TR-20 METHOD .26 98 ROOF RUNOFF TYPE III 24-HOUR RAINFALL= 6,30 IN SPAN= 10-20 HRS, dt=. l HRS Method Comment Tr mir CURVE NUMBER (LAG) METHOD METAL ROOF RUNOFF 2.0 L=120' s=,02 /' SUBCATCHMENT 12 PROPOSED CONCRETE APRON PEAK= 1.56 CFS @ 11,99 HRS, VOLUME= .10 AF ACRES CN SCS TR-20 METHOD .25 98 PROPOSED CONCRETE APRON TYPE III 24-HOUR RAINFALL— 6.30 IN SPAN= 10-20 HRS, dt=. l HRS Method Comment Tc min CURVE NUMBER (LAC) METHOD PAVEMENT SLOPED TOWARD CB 2. 0 L125' s=.02 '/ ' Data for KingAircharters - Post0evelopment Page 7 50 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 N droCAD 5. 1 OOD427 (c) 1986„-1998 Applied Microcomputer Systems SUBCATCHMENT 13 DETENTION POND 1 PEAK= .28 CFS @ 11.99 HRS, VOLUME= .02 AF ACRES CN SCS TR-20 METHOD .07 74 OPEN SPACE, FAIR, TYPE C SOIL TYPE III 24-HOUR RAINFALL= 6.30 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tr (min CURVE NUMBER (LAG) METHOD DETENTION POND 1 .9 L=70' s=.24 ' I ' SUBCATCHMENT 14 DETENTION POND 2 PEAK= 23 CFS @ 11.98 HRS, VOLUME" .01 AF ACRES CN SCS TR-20 METHOD .05 79 OPEN SPACE, FAIR, TYPE C SOIL TYPE III 24-HOUR RAINFALL- 6.30 IN SPAN= 10-20 HRS, dt=. 1 HRS Method Comment Tr, mi^n J CURVE NUMBER (LAG) METHOD DETENTION POND 2 .g L=70' s=.24 '/' . 1 Data for KingAircharters - PostDevelopment page 8 50 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan gg H droCAD 5,01 00 427 c 1 -19 8 Applied Microcom u er SystQms REACH 1 DRAINAGE DITCH Qin = 22.19 CFS @ 12.03 HRS, VOLUME= 1.50 AF Qout= 20.11 CFS @ 12.08 HRS, VOLUME= 1,50 AF, ATTEN= 9%, LAG= 3,2 MIN DEPTH END AREA DISCH FT S .-FT CFS. . 2' x 1.5' CHANNEL S.TOR-IND+TRANS. METHOD. 0,0 0.0 0.00 SIDE SLOPE= 1.5 ` / ' PEAK DEPTH= 1.00 FT .2 .3 .85 n= .025 PEAK VELOCITY= 7.4 FPS .3 .7 2.64 LENGTH= 530 FT TRAVEL TIME = 1.2 MIN .5 1.0 5. 15 SLOPE= .03 FT/FT SPAT= 10-20. HRS., dt=. 1 HRS. .6 1.6 9.36 .9 2.3 16-41 1.2 3.4 26.96 1.5 4,5 40.02 REACH 2 PROPOSED CATCH BASIN Qin. = 1.5.6. C.FS. @ 11.99 HRS, VOLUME= 10 AF Qout= 1.45 CFS. @ 12.00 HRS., VOLUME= . 10 AF, ATTEN= 7%, LAG= ;7 MIN DEPTH END AREA DISC.H. FT . (SO.-FT). CFS:. 1.2" PIPE S.TOR-IND+TRANS- METHOD. 0.0 0.0. 0.0.0 PEAK DEPTH= .52 FT . 1 0.0 .06 n- .G12 PEAK VELOCITY= 3.6 FPS -2 .1 .24 LENGTH= 146. FT TRAVEL TIME _ .7 MIN .3 .2 .53. SLOPE= .005. FT/FT SPAN 10-20. HRS., dt=. l HRS. 3 .6. 2.29 .8 .7 2.67 .9 .7 2.91 .9 .8 2.94 1.0 .8. 2.91 1.0 .8 2.73 REACH 3. PROPOSED DMH Qin = 3.03. CFS. @ 12, 00 HRS, VOLUME= . 19 AF Qout= 3-02 CFS @ 12.00. HRS, VOLUME= 19 AF, ATTEN 0%, LAG= 0.0 MIN DEPTH END AREA DISCH -..(FT). S .-FT . CFS- . 15." PIPE STOR-IND+TRANS. METHOD. 0.0 0.0 0.00 PEAK DEPTH= .56 FT .1 1 15. n= .012 PEAK VELOCITY= 5.7 FPS. .3 .2 .61 LENGTH= 9 FT TRAVEL TIME = 0.0 MIN .4 .3. 1 ,37 SLOPE= .01 FT/FT SPAN= 10-20 HRS, dt=. 1 HRS. .9 .9 5.86 1.0. 1 .1 6.8.4 1.1 1.2 7.46 1.2 1.2 7.53. 1.2 1.2 - 7.46 1,3. 1 .2 7,00 e ' r Data for KingAircharters - PostDevelopment Page 9 50 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 HYdroCAD5.01 000427 (c) 1986-1998 Applied Microcomputer Systems REACH 999 DUMMY REACH FOR FLOC! SUMMATION Qin = 30.61 CFS @ 12. 05 HRS, VOLUME= 2.34 AF Qout= 30.45 CFS @ 12.05 HRS, VOLUME= 2.34 AF, ATTEN= 1.%, LAG= .2 MIN DEPTH END AREA DISCH FT (SO-.FT) CFS 60" PIPE STOR-IND+TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH= 55 FT .5 1.0 22.35 n= .01 PEAK VELOCITY= 24.4 FPS 1.0 2.8 93.76 LENGTH= 100 FT TRAVEL TIME = 1. MIN 1.5 5.0 209.67 SLOPE= . 1 FT/FT SPAN= 10-20 HRS, dt=. l HRS 3.5 14.7 896.40 4.0 16,8 1046.54 4.5 18.6 11.41.12 4.7 19.2 1151.70 4.9 19.5 1.141.06 5.0 19.6 1070.67 V Data for KingAircharters - PostDevelopment Page 10 50 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC, 7 Jan 99 dro AD 5.01 __000427 (c) 1986-1998 kpli.;ed Microcomputer Systems.. POND .l POND 1 Qin = 3.30 CFS @ 12.00 HRS, VOLUME= .21 AF Qout= 3.01 CFS @ 12.02 HRS, VOLUME= . 19 AF, ATTEN= 91, LAG= 1.4 MIN Qpri- 2,91 CFS @ 12.02 HRS, VOLUME= 12 AF Qsec= .10 CFS @ 12.02 HRS, VOLUME= .06 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD FT SF CF CF PEAK STORAGE = 1813 CF 131 .0 95 0 0 PEAK ELEVATION= 134.3 FT 132,0 314 �04 204 FLOOD ELEVATION= 135.0 FT 133.0 605 459 663 START ELEVATION= 131, 0 FT 134.0 968 786 1449 SPAN= 10-20 HRS, dt=. 1 HRS 135.0 1403 1185 2634 Tdet= 69.3 MIN ( . 19 AF) ROUTE INVERT OUTLET DEVICE 1 P 134.0' 120 DEG TRAP 14EIR L=5' Q=2.48 TAN(Theta/2) C2.5(H+1.44)H^1.5-1 .5H"2.51 2 S 131.0' EXFILTRATION V= .006 FPM over (SURFACE AREA - 95 SF) Primary Discharge �-1=V-Notch/Trap Weir Secondary Discharge --2=Exfi ltrati on POND 2 DETENTION POND 2 Qin = 3, 12 CFS @ 12,02 HRS, VOLUME= .14 AF Qout= 3.10 CFS @ 12.05 HRS, VOLUME= .13 AF, ATTEN~ 1%, LAG= 1 .7 MIN Qpri= 3,03 CFS @ 12,05 HRS, VOLUME= . 10 AF Qsec= .07 CFS @ 12.05 HRS, VOLUME" .03 AF ELEVATION AREA INC.STOR CUM,STOR STOR-IND METHOD (FT) (SF) _ (CF). (CF) PEAK STORAGE = 1086 CF 131 .0 132 0 0 PEAK ELEVATION= 133.3 FT 132.0 386 259 259 FLOOD ELEVATIONS 134.0 FT 133,0 720 553 812 START ELEVATION= 131 .0 FT 134.0 1127 924 1735 SPAN= 10-20 HRS, dt�, l HRS 20 x FINER ROUTING Tdet= 45.2 MIN ( . 13 AF) ROUTE INVERT OUTLET DEVICES 1 P 133.0' 120 DEG TRAP WEIR L=5' Q=2.48 TAN(Theta/2) C2.5(H+1.44)H^1,5-1.5H"2,51 2 S 131.0' EXFILTRATION V= ,006 FPM over (SURFACE AREA - 132 SF) Primary Discharge I I=V-Notch/Trap Weir Secondary Discharge L-2=Exfi 1 trati on Data for KingAircharters - PostDevelopment Page 11 50 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, MC, 7 Jan 99 H droCAD 5.01 00042-7 (C) ,1986-1998 Applied Microcomputer Systems,,,. POND 3 MDC TRAP Qin = 1.62 CFS @ 11.99 HRS, VOLUME= . 10 AF Qout= 1.58 CFS @ 12.00 HRS, VOLUME= .09 AF, ATTEN= 3%, LAG= .4 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (,CF) PEAK STORAGE = 542 CF 129.3 84 0 0 PEAK ELEVATION= 135.7 FT 135.5 84 521 521 FLOOD ELEVATION= 137,0 FT 137.0 84 126 647 START ELEVATION= 129.3 FT SPAN- 10-20 HRS, dt=. 1 HRS Tdet= 47.6 MIN ( .09 AF) ROUTE INVERT OUTLET DEVICES 1 P 135.0' 12" CULVERT n=.012 L=17' S=,01'/ ' Ke=.5 Cc=.9 Cd=.6 Data for Ki ngAi rcharters - PostDevelopment Page I 100 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 HydroCAD 5 1 000427 1986-1998 Applied Microcomputer Systems WATERSHED ROUTING J 4 3 OSUBCATCHME14T � REACH 1 \pDND � LINK SUBCATCHMENT 1 = TAXIWAY -> REACH 999 SUBCATCHMENT 2 = TAXIWAY, GRASSY AREA -> REACH 999 SUBCATCHMENT 3 = TAXIWAY, GRASSY & WETLAND AREAS TO DITCH -> REACH I SUBCATCHMENT 4 = UPLAND AREA RUNOFF TO DRAINAGE DITCH -> REACH 1 SUBCATCHMENT 5 = ROOF, PAVEMENT, GRASSY, WETLAND & UPLANDS -> REACH 1 SUBCATCHMENT 6 = EXISTING PAVEMENT AT END OF DRIVEWAY -> REACH 999 SUBCATCHMENT 7 = PAVEMENT, GRASSY AREA -> REACH 999 SUBCATCHMENT 8 = EXISTING ROOF, EXISTING PAVEMENT -> REACH 999 SUBCATCHMENT 9 = ROOF, PAVEMENT, GRASSY AREA, WOODS -> REACH 99.9 SUBCATCHMENT 10 = PAVEMENT, GRASSY & WETLAND. AREAS. -> REACH 1 SUBCATCHMENT 11 = PROPOSED ROOF RUNOFF POND SUDCATCHMENT 12 = PROPOSED CONCRETE APRON -> RFACH. 2 SUBCATCHMENT 13 = DETENTION POND 1 -> POND 1 S.UDCATCHMENT 14 = DETENTION POND 2 -> POND 2 REACR 1 = DRAINAGE DITCH -> REACH 9.9.9 1. 5 Data for KingAircharters - PostDevelopment Page' 2' 100 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 Hy dr AD 5.01 000427 c 1986-194 Applied Mi rocom a er Systems REACH 2 = PROPOSED CATCH BASIN -> REACH 3 REACH 3 = PROPOSED DMH -> POND 1 REACH 999 = DUMMY REACH FOR FLOW SUMMATION -> POND 1 = POND 1 -> POND 2 POND 2 DETENTION POND 2 -> REACH 1 POND 3 = MDC TRAP -> REACH 3 4 i i Data fo-r KirtgAircharters - PostDevelopment Page 3 100 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jars 99 H droCAD 5 01 000427 c 19a6-1998- ApDljed Mic,rocomputer Systems SUBCATCHMENT 1 TAXIWAY PEAK= 3. 14 CFS @ 11.97 HRS, VOLUME= .21 AF ACRES CN SCS TR-20 METHOD ,48 98 EXISTING PAVEMENT TYPE III 24-HOUR RAINFALL= 7. 00 IN SPAN= 10-20 HRS, dt=. l HRS Method Comment Tr min CURVE NUMBER (LAG) METHOD RUNOFF TO OFFSITE ,7 L=45' s=.03 ' /' SUBCATCHMENT 2 TAXIWAY, GRASSY AREA PEAK= .66 CFS @ 12. 05 HRS, VOLUME= .05 AF ACRES CN SCS TR-20 METHOD .04 98 EXISTING PAVEMENT TYPE III 24-HOUR .10 74 OPEN SPACE, GOOD, TYPE C SOIL RAINFALL= 7.00 IN .14 81 SPAN= 10-20 HRS, dt=. 1 HRS Method Comment T min CURVE NUMBER (LAG) METHOD RUNOFF TO OFFSITE 6.8 L=185' s=.0137 ' /' SUBCATCHMENT 3 TAXIWAY, GRASSY & WETLAND AREAS TO DITCH PEAK= 13.38 CFS @ 12.01 HRS, VOLUME= .88 AF ACRES CN SCS TR-20 METHOD .29 98 EXISTING PAVEMENT TYPE III 24-HOUR .32 98 EXISTING PAVEMENT RAINFALL= 7.00 IN .32 14 OPEN SPACE, GOOD, TYPE C SOIL SPAN= 10-20 HRS, dt=. l HRS 1.01 74 OPEN SPACE, GOOD, TYPE C SOIL 56 74 OPEN SPACE, GOOD, TYPE C SOIL 2.50 80 Method Comment Tr min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO DRAINAGE DITCH 4. 1 L=200' s=,0447 ' /' s Data. for KingAirchartcrs - PostDevelopment Page 4 100 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 H droCAD 5.01 000427c 1986-1998 A lied Microcom uter Systems SUBCATCHMENT 4 UPLAND AREA RUNOFF TO DRAINAGE DITCH PEAK= .24 CFS @ 11.99 HRS, VOLUME= .02 AF ACRES CN SCS TR-20 METHOD .05 74 OPEN SPACE, GOOD, TYPE C SOIL TYPE III 24-HOUR RAINFALL= 7.00 IN SPAN= 10-20 HRS,. dt=..I. HRS Method Comment Tr min CURVE NUMBER (LAG) METHOD RUNOFF FROM UPLAND TO DITCH. 1.4 L=25' s=.02 ' /' SUBCATCHMENT 5. ROOF, PAVEMENT, GRASSY, WETLAND & UPLANDS PEAK= 6..32 CFS. @ 12. 10 HRS, VOLUME= .49 AF ACRES CN S.C.S. TR-20. METHOD. . 14 98 EXISTING ROOF TYPE III 24--HOUR . 19 98 EXISTING PAVEMENT RAINFALL= 7.00 IN .09 9�8 EXISTING PAVEMENT SPAN= 10-20 HRS, dt=. l HRS .38 74 OPEN SPACE, GOOD, TYPE C SOIL 32 74 WETLAND, OPEN SPACE TYPE C SOIL .14 74 OPEN SPACE, GOOD, TYPE C SOIL .09 74 UPLAND, GOOD, TYPE C SOIL 1.35 81 M t.hod Comment Tr min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO DRAINAGE DITCH 9.9 L�440' s=.0262 '/ ' SUBCATCHMENT 6 EXISTING PAVEMENT AT END OF DRIVEWAY PEAK= .06 CFS @ 11.96 HRS, VOLUME" 0. 00 AF ACRES CN SCS TR-20 METHOD .01 98 EXISTING PAVEMENT TYPE III 24-HOUR RAINFALL- 7.00 IN SPAN= 10-20 HRS, dt�. l HRS Meth d Comment Tr min CURVE NUMBER (LAG) METHOD PAVEMENT RUNOFF TO OFFSITE .2 L=15' s=,05 '/' Data for KingAiroharters - PostDevelopment Page 5 100 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 ' H dr CAD 5.01 042.7 . c 1986-1 98 A lied Microcomputer Systems SUBCATCHMENT 7 PAVEMENT, GRASSY AREA PEAK= .74 CFS @ 12.00 HRS, VOLUME= .05 AF ACRES CN SCS TR-20 METHOD . 04 98 EXISTING PAVEMENT TYPE III 24-HOUR A09 74 OPEN SPACE, GOOD, TYPE C SOIL RAINFALL- 7. 00 IN . 13 81 SPAN= 10-20 HRS, dt=. l HRS Method Comment Tc min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO OFFSITE 2.4 L=110.' s.=,05 ' / ' SUBCATCHMENT 8 EXISTING ROOF, EXISTING PAVEMENT PEAK= 1.02 CFS @ 11.99 HRS, VOLUME= .07 AF ACRES CN SCS TR-20 METHOD .08 98 EXISTING ROOF TYPE III 24-HOUR 07 98 EXISTING PAVEMENT RAINFALL 7.00 IN 15 98 - SPAN- 10-20 HRS, dt=.1 HRS Method Comment Tr min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO OFFSITE 1.5 L=110' s=.03 SUBCATCHMENT 9 ROOF, PAVEMENT, GRASSY AREA, WOODS PEAK= 8.18 CFS @ 12.03 HRS, VOLUME .58 AF ACRES CN SCS TR-20 METHOD . 06 98 EXISTING IMPERVIOUS ROOF TYPE III 24-HOUR .33 98 EXISTING PAVEMENT RAINFALL- 7.00 IN .04 79 OPEN SPACE, FAIR TYPE C SOIL SPAN= 10-20 HRS, dt=.l HRS - - 1.38 70 , WOODS, GOOD, TYPE C SOIL 1 .81 76 Method Comment Tc min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO OFFSITE 5.6 L=330' s=,069 '/' Data. for KingAircharters - PostDevelopment Page b 100 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 HydroCAQ 5.01 00 427' c 1 86-1998 Applied Microcomputer Systems SUBCATCHMENT 1.0 . PAVEMENT, GRASSY & WETLAND AREAS PEAK— 3.68 CFS @ 12.00 HRS, VOLUME= .23 AF ACRES CN SCS TR-20 METHOD .21 79 OPEN SPACE, FAIR, TYPE C SOIL TYPE III 24-HOUR .03 98 EXISTING PAUEMNT RAINFALL= 7. 00 IN .16 86 OPEN SPACE, POOR, TYPE C SOIL SPAN= 10-20 HRS, dt=. l HRS .26 74 OPEN SPACE, GOOD, TYPE C SOIL .66 80 Method Comment Tr min CURVE NUMBER (LAG) METHOD OVERLAND FLOW TO DRAINAGE DITCH 2.5 L=160' S=.0829 SUBCATCHMENT 1.1 PROPOSED ROOF RUNOFF PEAK= 1 .80 CFS @ 11.99 HRS, VOLUME= . 12 AF ACRES CN SCS TR-20 METHOD .26 98 ROOF RUNOFF TYPE III 24-HOUR RAINFALL= 7,00 IN SPAN= 10-20 HRS, dt=. 1 HRS Method omm .nt T (min CURVE NUMBER (LAG) METHOD METAL ROOF RUNOFF 2.0 L=120' SUBCATCHMENT 12 PROPOSED CONCRETE APRON PEAK= 1.73 CFS @ 11.99 HRS, VOLUME= 11 AF ACRES CN SCS TR-20 METHOD .25 98 PROPOSED CONCRETE APRON TYPE III 24--HOUR RAINFALL= 7. 00 IN SPAN= 10-20 HRS, dt=. l HRS Method Comment Tr min CURVE NUMBER (LAG) METHOD PAVEMENT SLOPED TOWARD CB 2.0 L=125' s=.02 '/' i F if f .L Data far Ki.ngAi.reh.arte.rs - Post.Demelopme.nt_ Page 7 10G YEAR STORM EVENT -y _ pp p Jan 99 H _droCAD 5,01 p00427 (c) 198E-�.99$ Applied Microcomputer SY�tems Prepared y H.-STAR ENGINEERING, INC. 7 SU.BCATCHMENT 13 DETENTION POND 1 PEAK= .33 CFS @ 11.98 HRS, VOLUME= .02 AF ACRES CN SCS TR-20 METHOD .07 74 OPEN SPACE, FAIR, TYPE C SOIL TYPE III 24-HOUR RAINFALL= 7.00 IN SPAN= 10-20 HRS, dt=, l HRS Method Comment T min CURVE NUMBER (LAG) METHOD DETENTION POND 1 ,9 L=70' s=.24 ' I ' SUBCATCHMENT 14 DETENTION POND 2 PEAK= .26 CFS @ 11.98 HRS, VOLUME= .02 AF ACRES CN SCS TR-20 METHOD .05 79 OPEN SPACE, FAIR, TYPE C SOIL TYPE III 24-HOUR RAINFALL= 7.00 IN SPAN= 10-20 HRS, dt=. l HRS Method Comment; Tc min CURVE NUMBER (LAG) METHOD DETENTION POND 2 ,8 L=70` s=.24 `/` !' 4i Data for KingAirchartors - PostDevelopment Page 8 100 -YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 NYdroCAD 5, 01000427 (c) 1986-1998 Applied Micrpcomputer Systems REACH I DRAINAGE DITCH Qin = 25.61 CFS @ 12.02 HRS, VOLUME= 1.73 AF Qout= 23, 15 CFS @ 12.07 HRS, VOLUME= 1.73 AF, ATTEN= 10%, LAG= 3.0 MIN DEPTH END AREA DISCH SFT) (SQ-FT) (CFS), 2' x 1.5' CHANNEL. STOR-IND+TRANS METHOD 0.0 0.0 0.00 SIDE SLOPE= 1 .5 ' ! ' PEAK DEPTH= 1.08 FT .2 .3 85 n= .025 PEAK VELOCITY" 73 FPS .3 .7 2,64 LENGTH= 530 FT TRAVEL TIME = 1. 1 MIN .5 1.0 5. 15 SLOPE= .03 FT/FT SPAN= 10-20 HRS, dt", l HRS .6 1.6 9.36 .9 2.3 16,41 1.2 3.4 26.96 1,5 4,5 40,02 REACH 2 PROPOSED CATCH BASIN Qin = 1.73 CFS @ 11.99 HRS, VOLUME= . 11 AF Qout= 1.61 CFS @ 12.00 HRS, VOLUME= . 11 AF, ATTEN= 7%, LAG= .7 MIN DEPTH END AREA DISCH FT S -FT) . CFS 12" PIPE STOR-IND+TRANS METHOD 0,0 0.0 0.00 PEAK DEPTH= .56 FT . 1 0.0 .06 n= .012 PEAK VELOCITY= 3.7 FPS .2 1 .24 LENGTH= 146 FT TRAVEL TIME _ 3 MIN •3 .2 .53 SLOPE" ,005 FT/FT SPAN= 10-20 HRS, dt=,l HRS .7 .6 2.29 .8 .7 2.67 .9 .7 2.91. .9 .8 2.94 1.0 .8 2.91 1.0 .8 2.73 REACH 3 PROPOSED DMH Qin = 3.37 CFS @ 12.00 HRS, VOLUME= .22 AF Qout= 3.36 CFS @ 12.00 HRS, VOLUME= .22 AF, ATTLN= 0%, LAG= 0.0 MIN DEPTH END AREA DISCH -(-FT) (SQ-FT) (.CFS) 15" PIPE STOR-IN04-TRAMS METHOD 0.0 0.0 0.00 PEAK DEPTH= .60 FT •1 ' 1 . 15 n= .012 PEAK VELOCITY" 5,8 FPS .3 .2 .61 LENGTH= 9 FT TRAVEL TIME = 0.0 MIN .4 .3 1,37 SLOPF� .01 FT/FT SPAN- 10-20 HRS, dt=. l HRS .9 .9 5.86 1.0 1. 1 6,84 1. 1 1.2 7.46 1.2 1.2 7.53 1.2 1.2 7.46 1 .3 1.2 7.00 Data for KingAireharters - PostDevelopment Page 9 100 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 Hf droCAD 5, 01 000427 c 1986-1998 Applied Microcomputer Systems REACH 999 DUMMY REACH FOR FLOW SUMMATION Qin = 35.59 CFS @ 12.04 HRS, VOLUME= 2.70 AF Qcut= 35.42 CFS @ 12.04 HRS, VOLUME= 2.70 AF, ATTEN= 0%, LAG= .2 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) 60" PIPE STOR-IND+TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH= .58 FT .5 1.0 22.35 n= .01 PEAK VELOCITY= 25.9 FPS 1 .0 2.8 93.76 LENGTH= 100 FT TRAVEL TIME _ . 1 MIN 1.5 5.0 209.67 SLOPE= .1 FT/FT SPAN= 10-20 HRS, dt=.l HRS 3.5 14.7 896.40 4. 0 16.8 1046.54 4.5 18.6 1141. 12 4.7 19.2 1151 .70 4.9 19.5 1141.06 5.0 19.6 1070.67 Data for KingAircharters - PostDevelopment ' Pane 10 100 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC. 7 Jan 99 H droCAD 5.01 000427 c 1986-1998 A lied Microcom uter S stems POND 1 POND 1 Qin = 3.69 CFS @ 12. 00 HRS, VOLUME= 24 AF Qout= 3.41 CFS @ 12. 02 HRS, VOLUME= .21 AF, ATTEN= 8%, LAG= 1.3 MIN Qpri= 3.31 CFS @ 12.02 HRS, VOLUME" . 15 AF Qsec= 10 CFS @ 12.02 HRS, VOLUME= .06 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT)_.... CF CF PEAK STORAGE = 1842 CF 131.0 95 0 0 PEAK ELEVATION= 134.3 FT 132.0 314 204 204 FLOOD ELEVATION= 135.0 FT 133.0 605 459 663 START ELEVATION= 131.0 FT 134,0 968 786 1449 SPAN= 10-20 HRS, dt=. l HRS 135.0 1403 1185 2634 Tdet= 62.8 MIN ( .21 AF) ROUTE INVERT OUTLET DEVICE 1 P 134.0' 120 DEC TRAP WEIR L=5' Q=2.48 TAN(Theta/2) [2.5(H+1..44)H"1,5-1.5Hh2.51 2 S 131.0' EXFILTRATION V= .006 FPM over (SURFACE AREA - 95 SF) Primary Discharge "~ �1=V-Not.c.h./Trap We.i.r Secondary Discharge �2=Exf1 l.t.ratJ on. POND 2 DETENTION POND 2 Qi.n. = 3,55 CFS. @ 12.02 HRS, VOLUME= .16. AF Qout= 3..53 CFS. @ 12.04 HRS, VOLUME= .16 AF, ATTEN= 1%, LAG 1.3. MIN Qpri= 3..45 CFS. @ 12.04 HRS, VOLUME= .12 AF Qsec= .07 CFS @ 12.04 HRS, VOLUME" .04 AF ELEVATION. AREA INC..STOR CUM.STOR STOR-INO METHOD (FT).... SF CF . CF PEAK STORAGE = 1117 CF 131.0 132 0. 0 PEAK ELEVATION= 133.3 FT 132.0 386 259 259 FLOOD ELEVATION 134.0 FT 133.0 720 553 812 START ELEVATION 13.1 .0. FT 13.4. 0 1127 924 1735 SPAN= 10-20 HRS, dt=. 1 HRS 20 x FINER ROUTING Tdet= 39. MIN ( . 15 AD ROUTE INVERT OUTLET DEVICE . 1 P 133.0' 120 DEG TRAP WEIR L=5' Qm2.48 TAN(Theta/2) [2.5(H-�L 44)H"1.5-1.5H^2.5.1 2 S 131 .0' EXFILTRATION V= .00.6 FPM over (S.URFACE AREA - 132 SF) Primary Discharge ' 1=V-Not.c.h/Trap We.i.r Secondary Discharge I -2=EXfilt rat inn Data for KingAiroharters - PostDeveiopment Page 11 100 YEAR STORM EVENT Prepared by H-STAR ENGINEERING, INC, 7 Jan 99 H droCAD 5.01 000427 c 1 86-1998 A lied Microcom u er S stems POND 3 MDC TRAP Qin = 1 .80 CFS @ 11.99 HRS, VOLUME= . 12 AF Qout= 1 .76 CFS @ 12.00 HRS, VOLUME= . 11 AF, ATTEN= 2%, LAG= .4 MIN ELEVATION AREA INC,STOR CUM.STOR STOR-IND METHOD FT SF), (CF CF PEAK STORAGE = 546 CF 129,3 84 0 0 PEAK ELEVATION= 135,8 FT 135.5 84 521 521 FLOOD ELEVATION= 137.0 FT 137.0 84 126 647 START ELEVATION= 129.3 FT SPAN" 10-20 HRS, dt=.1 HRS Tdet= 43.9 MIN ( . l AF) ROUTE INVERT OUTLET DEVICES 1 P 135.0' 12" CULVERT n=.012 L=17' 5=. 01'/ ' Ke=.5 Cc=,9 Cd=.6 ......... ....... .............. . . 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