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1st E 12122 Valley Garbage Add Inter Remodel/Parking Lot �N�C��T���' �u- �RUY +s �5�+ T o��sT PtxffeCL,Sutq!$ .lfitiw� ���E.Pm�� Bnitdin�s �Ie 8991 'ids�t,ticl Nla�,�►t�av�d �ompt��iart'�"il�s: T�a�Y R,Oad.Stnt�claztis �M1S �S t►��yiar�: R�int� �it�: ��enria�: Auildi�g Iaep�z Q991�Q8712 Te�i�niaal Ravi�w: 1'h'rlitttlnary 1t�vi�w: 8�7J'I�l1999 Ty� S�tQ{IU�Cd FOE t..argc [��t ❑;�itdg. �Squtu� F,o�t I7ttic Rrctiv�d: �J/17�i3�9 �No_ �Eo. Aares: 0.�6 PCOj�Ci v,�caRB�� �nn.��o� ��zan� r.���vc �.oT Site qls'1� �2.122 s. �7'.1�. 4T1�, W'. �tN�s► R01�r� Rsmg� TowuShip-Scatiurr: -?3 -21, PARCE4�S): (�t�20� Aprl[cunt C�ont�it�on� �►ileds �i�211:R131 ;'�n M`ial��n Fioat! 2flnc Na .E1�ItLG 1��,{WIC ARCI��TECT�S Wnlier Suurt� 6t I b�; G 5t �we� 5ourac .��bt�l�, wA 9�0� �ha�l DL�t l�ire D�St 1 (St19) 3'8 76�8' phatic �ist Ocvaer VA 'LL' �Y Gr�.W3:4C�E •1?�l� �Ol�k�v SF'17lC.�i�„ S��► 9�4�- �nginecs Alru� Guy '1'�CM(�N"l�C 12�30�E. �cont .Av �Sr. ��QM�f `�1�1 77;SVL �uil�'mg Pt� d?7.3G�3 !��wjning Pti: 477-3�Q5 Conta.� CAR�L' .FI�ZiER •P on� Fa�c �3 �.9�.1536-�16 (5l39� �536-0565 Date Submi�te n�.scri��,on 1:ruti�Ls h�ad Techiricnliy C�n�lec� �ngt�teed �M�ar,�l°Rd.l�tit�.gavon F_n� Ne�s! Plans .Gn� N�d Tru�c �'�nntysis kn��Ne�� Otb�r F�t�Puy F�xsR�ce',.ved Eng.f•"ma� pIa�tFces Co�mpl�t�d ��-I�riortEj��Fe�"s Rs�aay�rafl�. C�py tu A���Rupeln� I ]!�olicc° t� Fubli4 f Nptic� to Fut�lia 1' 3� 6 C:ampletcd or h'cc� ta�t� si�� Dtsi�n Dev�nc�tt .1�'ac�+i �{a-0ut) i f r r I r t 1 J 1 I onp quantte� f�' 1 I r drair+a$e i_tom�eatailnted� t�e�tusg i�at;e Qc�i�te Anyt l7�.� C�ttid Apptli 9CC` A�tpt�ttud ta BCG Dacision �p I?�n �ond Appl,� Caart A�p�c�led�to CaitR l�cci��tm �t�p �i� �C�nd Appli� Stac�rd�,h►I�1ttr� ta'�rr�mry �'S�ndY� 1 J S��d ,'��g �1�t pts�s �a s��+ry ��dy:► w- p o �G� .s� �Project Nwnbcr 99008712 -Inv: 1 Applicatidn Date: 9/23l99 Page 1 of 2 �T�I�S �S N�'� A P�E�'I' Penai�ies v�►ill be assessed for comffiencn�ig �vork wit�out a perrnet PJro�ect�I»�'or�ratio�: u Permit Us�: INTEBIOR R�MODEL (OFF'ICE) /�PARKIN� Contact: EWING MICI�IV LOT -�VALLEY GARBAGE Address:: 61�16 �N G ST Setbacks: Fro�t� 50 Left: 20 Rig6t: Rear: 61 C- S• Z SPOKANE WA�99245 Phone: (509) 328-7618 ,STite In�'ormation: X:r;{ 'aaa�• .�,�u ;co.�:a�ssxx��s�cero�. �w��+ Plat Key: 001839 Name: OPP.TR 1-354 District:• F Pat+cel� Number: 45211.0131 SiteAddres"s: 1212Z E iST AVE, Owaer: Name: �AII.I.EY GARBAGE SPOKANE, WA 99206 Addi+es.s: IlZ1Z2.��E �1ST AVE. L,ocation:: SPO SPOKAN�, WA 99Z06 Zoning: I 2 Light Hndustrial Water District: Hold: Area: 29,547 Sq Ft Wid�h: 201 Depth: 147 Right Of �Way (ft): 0 Nbr of Bldgs: 1 Nbr of Dwellings: 0 Revierv In�'or.mat�'on.• b,,,r,,�,,.�,.,�,..,,��,���> ��M����r�;�. .M Department Rev�ew 'BUII.DING _Review Coordinator �Comments: BUII�DING Plan �Review Comments:�r ��JII.DING I,anduse Review CommenLS: �NGINEER Site�Draint►ge �Review Comtitents: S�ib�r�� ��'��o�' rb i,�a���� o� FIRE DIS'I'RICT �ire Rev�ew Comments: Permi W ts� ���N\\NN�M1 M NMNANW�MAMHHM�\l1NNAKWMNNAYS�NAIW�MVWW�LVM Project Number: 99008712 Inv: r �iplication Dai� 9/17/99 Page 1 of Z �'�S IS NCI�'' �t� PERI�II�' �en�lti`es �vill be �ssess�cl for �co��enc�g��o�k��►ithout a per�ai� PJro�ect-l��'or_matio�:. Permit Use: aN1'EltIOR-IItEMODEL�(OlE'F'IGE) PARI�1� Contact: EWIPTG A�ICKEN L(DT VAY.LEY GARBAGE� Address: 6116 N G ST Setbacks: Fmnt 50 I.eft: ZO �-Right: �.R�ac: �61 C-�S Z SPOIi:ANE WA 99205 a Phone: (509) 328-7628 Site.ln�'ornuitaon: Plat Key: 001839 Name: OPP:TR 1-354 District: F Paroel Number: �5211.0131 SiteAddress: 121Z2 E iST AVE�, Ovvner. Name: VALLEY GAItBAGE' SPOKANE, WA 99206 Add�s: 121ZZ E 1ST tlVE Location:: Sg'O �SPOKANE, W,A 99206 �Zoning. I 2 Ligbt Industrial Water-District: Hold: z9,sa� �s.q �c w�atn: zoi ���c�: �a� Right Of Way (ft) o N6r of.Bldgs: 1 Nbr of Dwellings: O Re�iew I�i�'orm�ion: De�artment Review- BU�LDING Review� Coord'anator Comments: -BIIILDING -Plan Re��ew� Comments: �BIIII�DING Landose Review Comments: ENGINEER Site Di�aiDage Review Comments: FIRE DISTRICT Ftire Dist�rict Review Comments:- Pernu#s: ..�����r� «��z�,,....,�. N Project_Number 99008-712�� Inv: 1 Application- nace �9/17/99 Page�2 of 2 '�IS��IS NOT A P�1�I'I' Penal��.s wil� �i�-ass�sseil �o� co�affien��g �vork witbout:� pe��it� Buildiirg Pe�riuit Contractor: PANCO� COPTSTRUCTION� Firm: PANCO�COAISTRUCTION Addt+ess:� P O BOX 13388 Phone: .(509)-922=0G00 SPOI�NE, WA '99213-3388 o.�� Bullding Cheracteristics Consc Category: Remod�t 1�1tir Of Dwelliags: Occupant:Load: Building �Stories: Bldg`W x D: x Building'Sq��Ft: �3950 Sprinklers: �0 Req Pazking: Handicap Parking: Critical Maierials: This Appli_cation; Total P�oject: DescriQtiom, G_,_pr 1�►�e Not� S Ft Valuadon So Fg Vsluation, OFFICE B. VN REMODEL 0 $97,750.00 0 $97�,750.00 Totals: 0 $97;750.00 0 ,$9"l,�50.00 Item Descripdoo Units UnitD�c Fee Amount CONIlV�RCIAL VALUATION 1 Y OR�BLANK $880.0� PI;AN REVIEW FEE 1 Y OR�BLANK $572.00 CONlMERGIAL �SURCHARGE t=. �1 Y bR BLANK $3 I9.44 STATE. SURCHARGE 1 Y OR BLANK $4:50 Permit Total �ees: $1,775:94 pQV �lif�i[t ;S'U�IEIItQF}�: Operator: ��CIQl' Priated,By: CKF Print Date: 9/1�7/99 Permit 'I� Fee Araount. Im�oicce Amoant Amount Paid Amoiint� Owin� Build.ing Pecmit $1,775:94 $1,775.94 $0.00 $1;775.94� $1;775.94 $1,775.94 $0.00 $�1;775:94 _Notes: f r R�G�IVED SEP 1 1 f999 P�o�ect �T'�a���i�tal S E COUNTY ENGINEER Di��a��o� o, f '���ld��� �lan�i�� Fr. aday, �'eptembeP I 7, 1999' Site Address; 12122 E 1ST AVE Projeci.Alumber: �99008712 Parcel Mumtier: 45211.0131 Zoning: I-2 Fine Dis�ttict: FD 01 �4pp!lcan�• -EWING MICKEN .(509) 328-7628 Contacf: EWING IIAICKEN (509) 328-7628 6,116NGST SPOKANE WA 99205 Permlt �lse: INTERIOR REMODEL (OFFiCE)-/ PARKING LOT -.VALLEY GARBAGE BuOding Lsnduse_ Ertgtnest Utilitte's Hea�h Fire Otst �,Assessor, V x x Goc� x x a�� ��i.� Comments OFFICE FOR�VALLEY Coordinatoc Cfrazier GARBAGEJNEW PARKING LOT Page 1 oj�l �ROAD N° 2'3,i Z 7 �i o I �9b�"� -1v��5`s c= r �4- SPK�4GuE f �r C� O .e �s. r i ,.�,�o9�e,:e,4 ��r�p9• ���e .t 6 'l� :y y io ws,� r ag 1� 16�6 I 6 5� I f,' e t� �b� .b S 68 t��' �6 �oi' 1� �4 �.S i c rr„�� b T P{�5T Ye._� �OL r� o�� 1 9 �e '�'i ,1 8 �7' �t6� I I T' L„� .1_ t 34 9� I ���1�'*111t� D 4 r t- 4 2 3 .t 0 t.2 ��;l�i•� N :lR� 'T'T f. 8 6 r� G _�p �14' Kl l• !9 '�.q'9`" BL at,�?r Z� t s .1 e' _e No� I o S�6.Div: �0 4 :'l�. �o: �zd�` a %4 i: .a:+- t 2 ia�, w� z �s a Z e i f 7� t J `1 i s.� o I r� s 9 s• •io s :l 69 a ".i q y 6 �f) .a1► 0 i ��11 Parcel: 45211.0131 Ow�er: VALL' EY GARBAGE SERVICE� INC. CoOwner: �Owner Address i r 11720 E� 1 ST AVE� SPOKANE WA• 99206-5344 f� Site Address .�--�'J- 12122_E 1 ST. AVE SPO I �Y Legal Desc�ipfion OPPORTUNITY EXC E70FT L17 8165 O St. ,1st C �Y--- J y', i i i I i II I 3rd �$h_ �c ti-=�-�----�, �o Notice:, This is not a legal dacument. Data depicted on �this map�is�generel 8 subject:to constant reVision:, It is fnte�ded forreference only. Legai documents•sHould be�obtained from,the.approp�late agency:. P i• i I i i f At V�ll�y Garlb�ge 12122 E. F�st Avenue Spok�ne, �?Vasbuagton Pirepared For ����li�A F r P�vco Co�s�uuc�orr. ua�ac n��u���.� S�O���@',�L� �PUhANE CQUNTY E�iGli�lcER'� 01=F� �1 By PRC�lECT SUBMITTAL ��l�� C iv Ilv j �l 'I'�cs o c R�TU�� T� �C��.=��'� �Ati:;�at:�� �Esst 1230 �Front� Avenae Spokane, WA 99202-2148 Tel(5,09) 536-0406 Faa (509) 536-0565 Professtonal �ngineers� Certiiied EDV�'r"onenenfsl Specfialfsts s�'Pioject Msnagers E' G 4+ O Wq y 1- w s ,��j i s� S ��NAI.:�' 9-� q �ItPIRES C�,/. •r I)1�;�IN�iGE ��ORT PA1�1C0 �O1VS'I'��TC'�ION Y2�122 E. k'IRSZ' AVEN�JE SPO�;A� COUN'I'Y; �VAS�TGT'OIeT Proposed impro�ements to ttie Valley Garb,age site at 12122 First Avenue trigger the need for stonn water runoff disposal impr_ovements by. Spokane County regulation. �The calculation sb�eets�following tbis:nanative include�details of.the�analysis.showiag that the proposed drain.age improvements are.adequate to control runoffon the,site�for a 10-year event, and safely discharge niiloff for larger events at a rate equivalent �to or less than the di_scharge rate in the pre-developed condition for the site. Key assumptions made for the �site include assu.ming that the soils. are Garrison �gravely loam with an effective.peimeability,-equal to�or greater than one�inch per hour (1.0"/hr.). ;Another key assumption is that the intensity-duration-frequency (IDF�) curves for the site conforna�to die IDF� curves for Spokane as pulilished in Chart 34 of the� Wasbington State Department of Transportat'ion (WSDO'I��� Hydraulics Manual: The�two drainage: areas �in �,the development both include e�sting and aew aspbalt parking� and drive areas. T'tie �smaller, eastern area, includes the existing metal roof. The remaining:north di�ainage-area is shown as `�Torth Drainage" on Plan Sheet-A1, and the small�eastern drainage ace,a is shown as "East Drainage" on Plan Sheet.Al. The SCS TR55 method�analysis was�perfonned using SMADA software produced by�the University of Central Florida In both� of the_swales, the controlling, volume requi'rement is derived from the Spok�ne County Requirement� for a�minimum of of rainfall runoff in a maximum depth of 6" retained� in the �swale �ar�ea.. Both� of ttie� swales meet� or ezceed the Spokane �County's��m'inimum requirement for 208 -infiltration.area and .on-site:storage: volume. The existing hydrologic� cond.itions for the site are developed. The. calculated peak runoff for the pra-developed site nsing the: SCS'�method, follo,ws: Q=(P 0.2S� (P 0.8S), where: �Q runoff in cfs, P=� total storrn rainfall S' =�potential abstraction in inches S' =1000/CN -10 CN curve number In this case,�the CN�= 70, since_the soil�group�is Garrison, an `B" hydrologic soil. The land use. is apgroximately•the same as. pasture in fair condition, �thus .the 70 rating. S� =-4�:29� P= 3:04 inches in'24 hours for a 100 year storm. Q= 1.030 inc�ies over the.site. T�ie entire site drainage. basin is �approximately the 1.26 acres, since the drainage is bounded `on the north� by First Avenue, which hes��its own drainage �system, the east and west=edges of the site are adjacent -property also owned by Valley� Garbage, and on::the soutli is' an abandoned railroad grade: T'b�erefore tlie "total pre-developed runo -fffrom�a 100 year event; is� predicted,to be 4,711 cubic�feet. For the� peak runoff,.:the hy,draulic length is .52 feet,� whicli equetes to an equivalent �area of 1.26 acres. Using 'the Type. II storm curve,, the estimated�peak runoff for a C1v70 is 1.7 cfs/in of runoff. This �equates to 1.75 cfs allowable for the 100-year, event. For a 10 year storm, P= 2.12, �and Q=� 0.287` inches over the site;: therefore the allowable peak runoff-is 0.49 cfs for a 10 year storm. The predicted,peak discharge amouat is�0.cfs for the site, unless a runo'ff-over- ice condition develops� that fills over 600 cubic. feet� of storage, -ui� which case�up to 1 cfs would be discharged from tlie.site. i Valley�Garbage Site�lmprovements 12122 E. First for Panco Constructton Alan E. Gay� P.E:, Civil Engineer TechCon. inc. �31-Aug=99 Site Hydrology Study Design to,.10 year: stonn' (fior review by Spokane Co. �Public Works). Use conservative�5 min. intensity i= 3.2 in/hr Disposal .Capacity: Garrison Gravely Loam' Estimated Tnie Infiitra�on CapaGty q=- 1 in/hr Ratio of, Uq 3.2 Maxtmunn Storage: Depth: 6 in: ��10 year, o"ne hour intensity: 0.6 iNhr 10 year,�24 hourtotai: 2.12 In. Type A�drywell capacity: 4.33 FEET 0.3 cfs 54:45 cf. Type.B drywell capacity.: 8.67 �FEET 1 cis 106.91 cf. Main Basin (Orains to Swale�on Northwest side�of site)�, Roof Impenrious Anea:� 0 (sheet.metal, roof� Asphalt Area:. �10204�.5 Other Impervious: 250 Total Impr+oved Irinpenr�ous SurFace:A'rea: 1Q454.5 square feet �U�lize btofiltration swales ,(grassy) for�disposal: Assume antecedant saturated� soil condi�ons: Utllize.Spokane County, Type A,drywells�for overRow. 'Inalude�storage volume of drywells�as weil as drywell infiftrat;on capacity. Available Grassy Area: 1�575 square feet Planned Depressed Inflltration Area: 850 square feet culavated surface Addi�onal available infiltration volume on side� slopes: �Assume 3:1 slopes 3 feet wide�.sVip around depression Sw�le Edge;Area: 411 square•f�eet 1/2 available for�storage 205.5 square feet,credit Total Availabie for Inflitration: 1055:5 square fee� 527:75 ft3 �Total;Required Under.Coun,ty-Stendand: 425:1�875� ft3 OK Hydrology,Check: vghyd-A-1 r e Valfey Garbage Site improvements 12122 E..First �for Panco Construc�ion Alan E: Gay,�P.E.� Civil�Engineer TechCon, lnc. 31-Aug-9.9 Rational Method: SCS Method: :Peak Runoff, 10-year storm� �Q=CIA 24 hour storm Impervious Su'rface �C: �,0.9 Tc 4.2.minutes Pervious��Su�face C: 0.4 Total Anea 0.276159, acres ��10-year�intensity: 3.2 in/hour :Ar�ea Impervious:- 10454.5 square feet SCS curve�No. 93 �Area Pervious: 1575 square feet 10-year 24 hour=storm: Peak Q: 0.74 cfs �2:12 inches SCS Type II Storm Peak Inftifration F.tate: 1. in/hour� SCS 100 Hydrogreph Pervious Surface� non-swale: 519.5 square feet simulate{capacity of drywefls as Peak�Q, perv, non-swale: :0:75 foot.tliameter�orifices 0:02 cfs Infiltratlon capacity. perv. non sw�le: Capacfty is adequate. .0'.01 cfs Hydreulfc�Capacity,of Drywelis is 0:3 cfs Hydraulic Capacity of Grass Inflltratlon .is Peak Q� remainder. 0.03 cfs fotal: 0.33� cfs 0.73 cfs :Peak<flow: 0':33 cfs NG Swale Inflftration �Capacity: .Is. Peak Level<= 1.0 feet? Yes OK 0.03 cfs Drywell Capacity,: 0.30 cfs Storage Required, 5 minute Storm: 118.88 cubic feet Storage-Available, �Swale Only: 527:75 cubic feet O1C 'Swate�plus�dryinrell: 582.20 cutiic�fieet 'OK Peak Runoff;100=year�storm: (5 minute)" 100-year intensity,: 5:1 iNhour Peak Q: 1.18 cfs 340:25 cubic�feet OK NorthEast Basin �(Drains to Swale on Eest side of Building) Roof Impervious Area: 3950 (sFieet metal� roo� Asphait�Anea: 620 Other Impervious: �0 Total .Improved Impervious �Surface Ar.ea: 4570 square feet Utiliie biofiltraaon swales (grassy) f�or disposal. Assume antecedant satureted �soil oondi�ons: Utflize Spokane County Type A drywells for overflow. Include,storage volume of d'rywelis as well�as drywell inflltratlon capacity. Available Gfessy Area:� 23.1 square �feet addit�onal, pervious: 0 square feet total penrious: 231 square feet Planrted Depressed infiltration Area: vghyd-A-2 o Valley�,�Garbage, Sfte Improvemenis 12122 E. First �for Panco' ConsUuc�on Alan E. Gey� P.E.� Cjvll Engineer� TechCon� Inc. 31 Aug-99 60 squar�e feet cultivated surface Addi�onal �available infllfiation volume on �side slopes: Assume 3:1 ��slopes 3 feet wide strip around depression .Swale: �138 square fee� 1f2 available=foc�storage 69 squar+e feet cr.�edit Total; Availatile` for Infiitretion: 129 square fee� 64.5 ;ft3 Total Required Under County Standard: �25.83333 ft3 OK Hydr+ology Chedc: Rational Method: �SCS Method: Peak Runoff 10-year storm�, Q=CIA 24 hour stortn Impervious Su�fac� C: 0.9 Tc�= 5:3 minutes Pervious'Surface-C: 0.4 Total �Area 0:114216 .acres 14-year intensity: 3.2 in/hour Ar'ea Impervious: 4570 square feet SCS curve No: 97 Area �Pervious: 231, squar�e feet 10-yea� 24 �hour storm: �Peak�Q: 0.31 cfs 2.12 inches SCS Type II Storm Peak Iriflltration Rate: 1 in/hour .SCS 100 Hydrograph Pervious Surface, non-swale: 102 square feet �simulate capacity�of�drywells as Peak Q perv; non-swale: 0.75 foot�diameter�arifices 0.00 cfs Infiltrafion perv. non swale: �Cepacity;is adequate. 0.00 cfs Hydraulic Capaaty of Drywells is 0.30 cfs, Hydraulic Capac�ty of'Gras"s Inflltra�on is Peak Q� remainder: 0.00 cfs total: 0.30�_cfs� 0.31 cfs Peak flow: 0:24 cfs OK Swale Infiltrat�on Capaaty.: 'Is�Peak Level<=1.0 feet? Yes OK 0.00 cfs Drywell. Capecity: 0.30 cfs (TYPE A�) Storage Required� 5 minute Storm: 0.60 cubic;feet �Storage Available; ��Swate Only: 64.5 cubic�feet OK 6° Swale plus drywell: 118.95 cubic=feet. OK Peak Runoff� �100-year storm: (5 minute) 100-yea� intensity: 5.1 in/ttour- Peak Q: 0..49 cfs �145.63 cubic fieet'. NG 1' depth swale +drywell �153.45 c�ibic;feet OK vghyd-A-3 Valley Garbage Site Improvements 12122 E. First for Panco Constructlon Alan E.��Gay; P.E., Civil Engineer, TechCon, Inc. 31=Aug-99 1. Roof Drainage Total Roofi 3950 sq:ft. Drain .Each End.of roof in� one drain to, east� TC,: 2 minute Raional I:. 3.2 inches/.hr, 10-yi� storm 4:6 inches/hr,.50-y� _storm C: 0.9 Q10: 0:261 cfs, Q50: 0.375 cfs Each�down pipe will take one haff of roof: q50: 0.375 cfs use:3" galv., route inside� q50l2= 0.188 cfs Dr,ain pipe �to Dr.ywell: 15 'LF 24 inch min. burial C�own up: 98 �ie: 97.666fi7 Crown dowr 93:9 �e: 93:56667 s=� 0.273 ft/f� Use PVC 0.013 =n 4 �inch pipe req. 0.995 cfs OK, 2. Drain-Channel to West Swale: Niaximum Rational Flow: 0'.74 cfs� Channel Slope: 99.330 ft. invert up 98.1 ft. invert down Length: 142 ft. Slope: 0.009' ft/ft Depth: 3 inches �deep Width: 4 ft. Area: 0.5- sq.ft. Wetted Per.imeter: 4 ;ft.. Manning's�n 0.020 Manning's.flow: 0.8fi���c#s OK vghyd=B=1 SMADA� 6�.�0 for Windows Watershed Znforination Watershed Total Area (ecres) :0.2760� �'tiipenious Area' �-a'cres), :0.2400' �Time of:Concentration (min)� :4.2' 8 Impervious_ Dir-ectly ;Connected :100'.00 Addi'tional: Abstract'ion 'Over� Pezvious Area inches 0.1'�0 'Over' Impervious•,Area (inches,) :0�.01 Infiltration�Characteristics:, Max Infiltrat=ion Capacity�(in)' :999.00 SCS�Curve 'for Pervious: :61 Initial Abstraction Factor :0.20 e :,\clients�panco\va shd hed �I. d.ro �r p `�tTaters Y o.� 0.3 Flow �(cfs) 0 2 o.� r 1�5 -ZU GS 0.0 1'0 �T1111� ��OUr'S Hydrograph Tyge :SCS 100 Hydrograph Tiune Time Rain C Rain Infiltration Excess Excess Outflow (hr) IiHI�l (in) (in) (in) (in) (cfs) (cfs) r -----------------j--------------------------------------------------------- 0.250 00015 0.009 0.004 0.000 0.000 0.000 0.000 0.500 00030 0.006 0.010 0.000 0.000 0.000 0.000 0.750 00095 0.006 0.017 0.000 0.005 0.006 0.003 1.000 00100 0.006 0.023 0.000 0.005 0.006 0.005 1.250 00115 0.006 0.029 0.000 0.005 0.006 0.006 1.500 00130 0.006 0.035 0.000 0.005 0.006 0.006 1.75Q 00145 0.006 0.042 0.000 0.005 0.006 0.006 2.000 00200 0.006 0.048 0.000 0.005 0.006 0.006 2.250 00215 0.006 0.054 0.000 0.005 0.006 O.00b 2.500 00230 0.006 0.061 0.000 0.005 0.006 0.006 2.750 00245 0.006 0.067 0.000 0.005 0.006 0.006 3.000 00300 0.006 0.073 0.000 0.005 0.006 0.005 3.250 00315 0.006 0.079 0.000 0.005 O.00b 0.006 3.500 00330 0.006 0.086 0.000 0.005 0.006 0.006 3.750 00345 0.006 0.092 0.000 0.005 0.006 0.006 9.00Q 00400 0.008 0.100 0.000 0.007 0.008 0.007 9.250 00415 0.008 0.109 0.001 0.007 O.00B 0.008 4.500 00430 0.008 0.117 0.001 0.007 0.008 0.008 4.750 00995 0.008 0.125 0.001 0.007 0.008 0.008 5.000 00500 0.008 0.134 0.001 0.007 0.008 Q.008 5.250 00515 0.008 0.142 0.001 0.007 0.008 0.008 5.500 00530 0.008 0.150 0.001 0.007 O.00B 0.008 5.750 00545 0.008 0.159 0.001 0.007 0.008 0.008 6.000 00600 0.008 0.167 0.001 0.007 0.008 0.008 6.250 00615 0.010 0.177 0.�01 0.009 0.010 0.009 6.500 00630 O.Q10 0.168 0.001 0.009 0.010 0.010 6.750 00695 0.010 0.198 0.001 0.009 0.010 0.010 7.000 00700 d.010 0.209 0.001 0.009 0.010 0.010 7.250 00715 0.010 0.219 0.001 0.009 0.010 0.010 7.500 00730 0.010 0.230 0.001 0.009 0.010 0.010 7.750 00745 0.010 0.240 0.001 0.009 0.010 0.010 8.000 00800 0.010 0.250 0.401 0.009 0.010 0.010 8.250 00815 0.013 0.263 0.002 0.011 0.012 0.011 8.500 00830 0.015 0.278 0.002 0.013 0.014 0.013 8.750 00895 O.Q15 0.292 0.002 0.013 0.019 0.014 9.000 00900 0.015 0.307 0.002 0.013 0.014 0.019 9.250 00915 0.017 0.323 0.002 0.015 0.016 0.015 9.500 00930 0.017 0.340 0.002 0.015 0.016 0.016 9.750 00995 0.019 0.3S9 0.002 0.016 0.018 0.017 10.00 01000 0.019 0.376 0.002 0.016 O.O1B O.Q18 10.25 01015 0.021 0.399 0.003 0.018 0.020 0.019 10.50 01030 0.025 0.429 0.003 0.022 0.024 0.022 10.75 01045 0.031 0.455 0.004 0.027 0.030 0.026 11.00 01100 0.038 0.993 0.005 0.033 0.036 0.031 11.25 01115 0.044 0.536 0.006 0.038 0.042 0.037 11.50 01130 0.054 0.591 0.007 0.047 0.053 0.045 11.75 01195 0.217 0.808 0.026 0.189 0.210 0.122 12.00 01200 0.576 1.384 0.075 0.501 0.557 0.332 12.25 01215 0.092 1.976 0.012 0.080 0.089 0.258 12.50 01230 0.058 1.534 0.007 0.051 O.Q57 0.165 12.75 01295 0.048 1.582 0.006 O.OA2 0.097 0.081 13.00 Q1300 0.038 1.620 0.005 0.033 0.037 0.046 13.25 d1315 0.031 1.651 0.004 0.028 0.031 0.037 13.50 01330 0.027 1.678 0.003 0.024 0.027 0.031 13.75 01345 0.023 1.701 0.003 0.020 0.023 0.026 19.00 01900 0.021 1.722 0.002 0.018 0.020 0.023 14.25 01915 0.019 1.741 0.002 0.017 0.018 0.020 19.50 01430 0.017 1.757 0.002 0.015 0.016 0.018 19.75 01445 0.015 1.772 0.002 0.013 0.019 0.016 15.00 01500 0.015 1.786 0.002 0.013 0.014 0.015 15.25 01515 0.015 1.801 0.002 0.013 0.014 0.014 15.50 01530 0.013 1.814 0.001 0.011 0.012 0.013 15.75 01595 0.013 1.826 0.001 0.011 0.012 0.013 16.00 01600 0.013 1.839 0.001 0.011 0.012 0.012 16.25 01615 0.013 1.851 0.001 0.011 0.012 0.012 16.50 01630 0.013 1.969 0.001 4.011 0.012 0.012 16.75 016�5 0.010 1.874 0.001 0.009 0.010 0.011 1T.00 01700 0.010 1.885 0.001 0.009 0.010 0.011 17.25 01715 0.010 1.895 0.001 0.009 0.010 0.010 17.50 01730 0.010 1.905 0.001 0.009 0.010 0.010 1?.75 01745 0.010 1.916 0.001 0.009 0.010 0.010 18.00 01800 0.008 1.924 0.001 0.007 O.00A 0.009 18.25 01815 0.008 1.933 0.001 0.007 0.008 0.009 18.50 01830 0.008 1.991 0.001 0.007 0.008 0.008 18.75 01895 0.008 1.949 0.001 0.007 0.008 0.008 19.00 Q1900 0.008 1.958 0.001 0.007 0.008 0.008 19.25 01915 0.008 1.966 0.001 0.007 0.008 0.008 19.50 01930 0.008 1.974 0.001 0.007 0.008 0.006 19.75 Oi945 0.008 1.983 0.001 0.007 0.008 0.008 20.00 02000 0.006 1.989 0.001 0.006 0.006 0.007 20.25 02015 0.006 1.995 0.001 O.OQ6 0.006 0.007 20.50 02030 0.006 2.001 0.001 0.006 0.005 0.006 20.75 02045 0.006 2.008 0.001 0.006 0.00� 0.006 21.00 02100 0.006 2.019 0.001 0.006 0.006 0.006 21.25 02115 0.006 2.020 0.001 0.006 0.006 0.006 �1.50 �2I30 0.006 2.02b 0.001 0.006 0.006 0.006 21.75 02145 0.006 2.033 0.001 0.006 0.006 O.00b 22.00 02200 0.006 2.039 0.001 O.Q06 0.006 0.006 22.25 02215 0.006 2.045 0.001 0.006 0.006 0.006 22.50 02230 0.006 2.052 0.001 0.006 0.006 0.006 22.75 022�5 0.006 2.058 0.001 0.006 0.006 0.006 23.00 02300 0.006 2.069 0.001 0.006 0.006 0.006 23.25 02315 0.006 2.070 0.001 0.006 0.006 0.006 23.50 02330 Q.006 2.077 0.001 0.006 0.006 0.006 23.75 02345 0.006 2.083 0.001 0.006 0.006 0.006 29.00 OOQ00 0.004 2.087 0.000 0.004 0.004 0.005 29.25 00015 0.000 2.087 0.000 0.000 0.000 0.003 24.50 00030 0.000 2.087 0.000 0.000 0.000 0.001 2.087 0.250 1.815 1.815 Totals for Aatershed in inches over 0.28 acres Rational Coefficient 0.880 Peak Flow (cfs) 00.33 e:\clients�panco�valleyqarbage�main.hyd 3tage 'Storage :Weir 1 Q� �Weir 2 Q Di'sctiarge ,(ft�) (ac-ft) �(cfs) (C�9 (,cfs) 0.�00 `0. 0'0'� Oti 00 0. 00 0. 00� 0.20 �0.'00,� 0.,00 0,.00 0�.00�' 0. 40 0�. O1 0.'00 0. 0,0 �0'. 00�' 0.50 0.01� 0.�00 �0.00� �O�.AO�� 0. 60 0. al_ 0. 01� '0. 00 0'. O1 0.80 �0'.02 0.�09 'A.00' ,0'.,09�' 1.:00 �0.02 0.33 ';0.00'. �0.33 Weir ��NumYierl �Type Circul'�ar ,Or-ifice Equation' Q C•A*2g^.5*H^rn 67eir Imrert� (ft)� 0.50 C: 0.'60, n':• 0.50 Orifice Diameter ��(�ft), 0.75 e":\clients\panco�valleygertiaqe�ma'in:pnd t� d 0:4 �d �clow 1 Po �1 4:3 �1 �1 Flo� put :0.2 j 1 �Gf ,0.� y �.-y.j 2 r 20 �l 15 p.a 0 O�Y T��� Time Inflow Outflow Staqe Storaqe (hx) (cfs) (cfs) (ft) (ac-ft) 0.25 0.00 0.00 0.00 0.00 r 0.50 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 I.00 0.00 0.00 0.00 0.00 1.25 0.01 0.00 0.00 0.00 i.so o.oi o.00 o.00 o.00 1.75 0.01 0.00 0.00 0.00 2.00 0.01 0.00 0.00 0.00 2.25 0.01 0.00 0.00 0.00 2.50 0.01 0.00 0.00 0.00 2.75 0.01 0.00 0.00 0.00 3.00 0.01 0.00 0.00 0.00 3.25 0.01 0.00 0.00 0.00 3.50 0.01 0.00 0.00 0.00 3.75 0.01 0.00 0.00 0.00 9.00 0.01 0.00 0.00 0.00 4.25 0.01 0.00 0.00 0.00 4.50 0.01 0.00 Q.00 0.00 4.75 0.01 0.00 0.00 0.00 5.00 0.01 0.00 0.00 0.00 5.25 0.01 0.00 0.00 0.00 5.50 0.01 0.00 0.00 0.00 5.75 O.Q1 0.00 Q.00 0.00 6.00 0.01 0.00 0.00 0.00 6.25 0.01 0.00 0.00 0.00 6.50 0.01 0.00 0.00 0.00 6.?5 0.01 0.00 0.00 0.00 7.00 0.01 0.00 0.00 0.00 7.25 0.41 0.00 0.00 0.00 7.50 0.01 0.00 0.00 0.00 7.75 0.01 0.00 0.00 0.00 5.00 0.01 0.00 0.00 0.00 8.25 0.01 0.00 0.00 0.00 8.50 0.01 0.00 0.00 0.00 e.�s o.oi o.00 o.00 o.00 9.00 0.01 0.00 0.00 0.00 9.25 0.02 0.00 0.00 0.00 9.50 0.42 0.00 0.00 0.00 9.75 0.02 0.00 0.00 0.00 10.00 0.02 0.00 0.00 0.00 10.25 0.02 0.00 0.00 0.00 10.50 0.02 0.00 0.00 0.00 10.75 0.03 0.00 0.01 0.00 11.00 0.03 0.00 0.02 0.00 11.25 0.09 0.00 0.04 0.00 11.50 0.05 0.00 0.07 0.00 11.75 0.12 0.00 0.16 0.00 12.00 0.33 0.00 0.49 0.01 12.25 0.26 0.02 0.63 0.01 12.50 0.17 0.06 0.72 0.02 12.75 0.08 0.06 0.72 0.02 13.00 0.05 0.05 0.70 0.02 13.25 0.09 0.04 0.67 0.01 13.50 0.03 0.03 0.65 0.01 13.75 0.03 0.02 0.63 0.01 14.00 0.02 0.01 0.61 0.01 14.25 0.02 0.01 0.60 0.01 19.50 0.02 0.01 0.59 0.01 14.75 0.02 0.01 0.57 Q.Ol 15.00 0.01 0.01 0.56 0.01 15.25 0.01 0.00 0.54 0.01 15.50 0.01 0.00 0.53 0.01 15.75 0.01 0.00 0.52 0.01 16.00 0.�1 0.00 0.51 0.01 16.25 0.01 0.00 0.50 0.01 16.50 0.01 0.00 0.49 0.01 16.75 0.01 0.00 0.98 0.01 17.00 0.01 0.00 0.47 0.01 17.25 0.01 0.00 0.95 0.01 17.50 0.01 0.00 0.49 0.01 17.75 0.01 0.00 0.43 0.01 18.00 0.01 0.00 0.92 0.01 18.25 0.01 0.00 0.41 0.01 18.50 0.01 0.00 0.39 0.01 18.75 0.01 0.00 0.38 0.01 19.00 0.01 0.00 0.36 0.01 19.25 0.01 0.00 0.35 0.01 19.50 0.01 0.00 0.39 0.01 19.75 0.01 0.00 0.32 0.01 20.00 0.01 0.00 0.31 0.01 20.25 0.01 0.00 0.30 0.01 20.5Q 0.�1 0.00 0.28 0.01 20.75 0.01 O.OU 0.27 0.01 �21.00 0.01 0.00 0.25 0.01 21.25 O.Ql O.OD 0.24 0.00 21.50 0.01 0.00 0.22 0.00 21.75 0.01 0.00 0.21 0.00 22.00 0.01 0.00 0.19 0.00 22.25 0.01 0.00 0.18 0.00 22.50 0.01 0.00 0.16 0.00 22.75 0.01 0.00 0.15 0.00 23.00 0.01 0.00 0.13 O.OQ 23.25 0.01 0.00 0.12 0.00 23.50 0.01 0.00 0.10 0.00 23.75 0.01 0.08 0.09 0.00 24.00 0.01 0.00 0.07 0.00 24.25 0.00 0.00 O.Ob 0.00 24.50 0.00 0.00 0.09 0.00 24.75 0.00 0.00 0.02 0.00 Max: 0.33 0.06 0.72 0.02 Initial Pond Volume 000.000 ac-ft Total Inflow Volume 000.042 ac-ft Total Outflow Volume 000.007 ac-ft Total Percolation Volume 000.035 ac-ft C Final Pond Volume (staqe): 000.000 ac-ft Final Pond Volume (calc) 000.000 ac-ft Difference (error) 000.000 ac-ft e:�clients\panco\valleyqarbage�main.rte SMAD'A- 6.0 for Wind'ows- Watershed'� Inforntation� �atershed' To,tal �Area (acres�) 0.1100 Imperviou8 Are'a ('acres�) :'0,.1050 Time �of Cbncentration- �(miri) :2'.0 Imperqious D3.rectly Connected. :100.'00 �Actditional Abstraction Over �Per-vious Area inches :'Q.10<� Ov,,er �Imper-vious Area (inches)� :0.01 Infiltration:�Characteri"stics: Max �Infiltration Capacity, �(in•) :�999.00 SCS Curve: �Nuinber. 61 initiel Abstraction Factor :0�.20 e,:�clierits�pancq�palleygarbage�east.shd �Tatershed H dro�� a h Y o:2s. 0�20. 0..15.,� Flow� (cfs) o:lo o:os� o�.00 1�0� 1�5 2'0 2�5 -0.05 Tune (hours) Hyd.rograph Type :SC5 100 Hydrograph Time Time Rain C Rain Infiltration Excess Excess Outflow �hr) HHMM (in) (in) (in) (in) (cfs) (cfs) 0.250 00015 0.009 0.009 0.000 0.000 O.00Q 0.000 0.500 00030 0.006 0.010 0.000 0.000 0.000 0.000 0.750 00045 0.006 0.017 0.000 0.006 0.003 0.002 1.000 00100 0.006 0.023 0.000 0.006 0.003 0.003 1.250 00115 0.006 0.029 0.000 0.006 0.003 0.003 1.500 00130 0.006 0.035 0.000 0.006 0.003 0.003 1.750 00195 0.006 0.042 0.000 0.006 0.003 0.003 2.000 00200 0.006 0.048 0.000 0.006 0.003 0.003 2.250 00215 O.00b 0.059 0.000 0.006 0.003 0.003 2.500 00230 0.006 0.061 0.000 0.006 0.003 0.003 2.750 00245 0.006 0.067 0.000 0.006 0.003 0.003 3.000 00300 0.006 0.073 0.000 0.006 0.003 0.003 3.250 00315 0.006 0.079 0.000 0.006 0.003 0.003 3.500 00330 0.006 0.086 0.000 0.006 0.003 0.003 3.750 00345 0.006 0.092 0.000 0.006 0.003 0.003 4.000 00900 0.008 0.100 0.000 0.008 O.00C 0.003 4.250 00915 0.008 0.109 0.000 0.008 0.004 0.004 4.500 00430 0.008 0.117 0.000 0.008 0.004 0.004 4.750 00445 0.006 0.125 0.000 0.008 0.004 0.004 5.000 00500 0.008 0.134 0.000 0.008 0.004 0.004 5.254 00515 0.008 0.142 0.000 0.008 0.004 0.004 5.500 00530 0.008 0.150 0.000 0.008 0.004 0.004 5.750 00545 0.006 0.159 0.000 0.008 0.009 0.009 6.000 00500 0.008 0.167 0.000 0.008 0.004 0.004 6.250 00615 0.010 0.177 0.000 0.010 0.004 0.004 6.500 00630 �.010 0.188 0.000 0.010 0.009 0.005 6.750 OQ695 0.010 0.198 0.000 0.010 0.004 0.004 7.004 00700 0.010 0.209 0.000 0.010 O.OQ4 0.009 7.250 00715 0.010 0.219 0.000 0.010 0.006 0.004 7.500 00730 U.O10 0.230 0.000 0.010 0.004 0.004 7.750 00�45 0.010 0.240 0.000 0.010 Q.004 0.009 8.000 00800 0.010 0.250 0.000 0.010 0.004 0.004 8.250 OOB15 0.013 0.263 0.001 0.012 0.005 O.U05 8.500 00830 O.OlS 0.278 0.001 0.014 0.006 0.006 8.750 00895 0.015 0.292 0.001 0.014 0.006 0.006 9.000 00900 0.015 0.307 0.001 0.014 0.006 0.006 9.250 00915 O.OI7 0.323 0.001 0.016 0.007 0.007 9.500 00930 0.017 0.340 0.001 0.016 0.007 0.007 9.750 00945 O.Q19 0.359 0.001 0.018 0.008 0.008 10.00 01000 O.OI9 0.378 0.001 0.018 0.006 0.008 10.25 01015 0.021 0.399 0.001 0.020 0.009 0.009 10.50 01030 0.025 0.424 0.001 0.024 0.011 0.011 10.75 01045 0.031 0.455 0.001 0.030 0.013 0.013 11.00 01100 0.036 0.493 0.002 0.036 0.016 0.016 11.25 01115 0.044 0.536 0.002 0.042 0.019 0.019 11.50 01130 0.059 0.591 0.002 0.052 0.023 0.023 11.75 01145 0.217 0.808 0.010 0.207 0.092 0.086 12.00 01200 0.576 1.384 0.026 0.550 0.244 0.295 12.25 0�215 0.092 1.476 0.004 0.088 0.039 0.095 12.50 01230 0.058 2.534 0.003 0.056 0.025 0.022 12.75 01295 0.098 1.582 0.002 0.096 0.020 0.018 13.00 01300 0.038 1.620 0.002 0.036 0.016 0.015 13.25 01315 0.031 1.651 0.001 0.030 0.013 0.013 13.50 01330 0.027 1.678 0.001 0.026 0.012 0.011 13.75 01345 0.023 1.701 0.001 0.022 0.010 0.010 19.00 01400 0.021 1.722 0.001 0.020 0.009 0.009 19.25 01915 0.019 1.791 0.001 0.016 0.006 0.008 14.50 01430 0.017 1.75� 0.001 0.016 0.007 0.007 14.75 01445 0.015 1.772 0.001 0.019 0.006 0.006 15.00 01500 Q.015 1.786 0.001 0.019 0.006 0.006 15.25 01515 0.015 1.801 0.001 0.014 0.006 0.006 15.50 01530 0.013 1.819 0.000 0.012 0.005 0.005 15.75 01545 0.013 1.826 0.000 0.012 0.005 0.005 16.00 01600 0.013 1.839 0.000 0.012 0.005 0.005 16.25 01615 0.013 1.851 0.000 0.012 0.005 0.005 16.50 01630 0.013 1.869 0.000 0.012 0.005 0.005 16.75 01695 0.010 1.674 0.000 0.010 0.004 0.005 17.00 01700 0.010 1.885 0.000 0.010 0.004 0.009 17.25 01715 0.010 1.895 0.000 0.010 0.004 0.004 17.50 01730 0.010 1.905 0.000 0.010 0.009 0.004 17.75 01745 0.010 1.916 0.000 0.010 0.004 0.009 18.00 01800 0.008 1.924 0.000 0.008 0.004 0.004 18.25 01815 0.008 1.933 0.000 0.008 0.004 0.003 18.50 01830 0.008 1.941 0.000 0.008 0.009 O.00A 18.75 01845 0.008 1.999 0.000 0.008 �.009 0.004 19.00 01900 0.008 1.958 0.000 0.008 0.004 0.009 19.25 01915 0.008 1.966 0.000 0.008 O.Q09 0.004 19.50 01930 0.008 1.974 0.000 0.008 0.004 0.009 19.75 01995 0.008 1.983 0.000 0.008 0.009 0.009 20.00 02000 0.006 1.989 0.000 0.006 Q.003 0.003 20.25 02015 0.006 1.995 0.000 0.006 0.003 0.00� �0.50 02030 0.006 2.001 0.000 0.006 O.OU3 0.003 20.75 02045 0.006 2.008 0.000 O.Q06 0.003 0.003 21.00 02100 0.006 2.019 0.000 0.006 0.003 0.003 21.25 02115 0.005 2.020 0.000 0.006 0.003 0.003 21.50 02130 O.00b 2.026 0.000 0.006 0.003 Q.003 21.75 02145 0.006 2.033 0.000 0.006 0.003 0.003 22.00 02200 0.006 2.039 0.000 0.006 0.003 0.003 22.25 02215 0.006 2.045 0.000 0.006 0.003 0.003 22.50 02230 0.006 2.052 0.000 0.00� 0.003 0.003 22.75 02245 0.006 2.058 0.000 0.006 0.003 0.003 23.00 02300 0.006 2.069 0.000 0.006 0.003 0.003 23.25 02315 0.006 2.070 0.000 0.006 0.003 0.003 23.50 02330 0.006 2.077 0.000 0.006 0.003 0.003 23.75 02345 0.006 2.083 0.000 0.006 0.003 0.003 24.p0 00000 0.009 2.087 0.000 0.004 0.002 0.002 24.25 00015 0.000 2.087 0.000 0.000 0.000 0.000 2.087 O.OB7 1.985 1.986 Totals for qatershed in inches over 0.11 acres Rational Coefficient 0.958 Peak FloW (cfs� 00.24 e:\clients\panco\valleyqarbage�east.hyd �tage �3torage Weir 1! Q Weiz 2 Q Discharge .,(�ft); (�ac-ft�) (cfs)� ('cfs); (cfs) 0:00� 0'.00 0:00 0.00 0:.00 0. 20 ,0,'. �00 �,0. 00' 0. 00 0:-00 0:-50. ;0'.0;0 '0•.00 0.00 0:00 1.�00 '0'•.00 �0.33' 0.00 0.33 We ir tdum}ierl �Type, Cixculer Orifice Equation Q C*A*`�2g^.5*H"n Weir Invert (ft.) 0.50 •C: �:0.: b0 n: 0.'S,0' �Orif•ice .Diameter (-ft), 0.75 e: \clieiits\panco�,vall'eygarbage\east-.,pnd ��011C� �0�,1�111 g o:2s� 0:20 I 0.15_ Pond Flow-In Flow I cfs �o:l-.o o�.os. Pond'Flow Out 0��00 .l��- ��1�0: 1�5 2�U 2�5 -0:05 Ti.me� vur-s) Time InfloW Outflow Stage Storage a (hr) (cfs) (cfs) (ft) (ac-ft) 0.25 0.00 O.DO 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.20 0.00 1.00 0.00 0.00 0.21 0.00 1.25 0.00 0.00 0.21 0.00 1.50 0.00 0.00 0.22 0.00 1.75 A.00 0.00 0.22 0.00 2.00 0.00 0.00 0.22 0.00 2.25 0.00 0.00 0.23 0.00 2.50 0.00 0.00 0.23 0.00 2.75 0.00 0.00 0.23 0.00 3.00 0.00 0.00 0.24 0.00 3.25 0.00 O.OQ 0.24 0.00 3.50 0.00 0.00 0.29 0.00 3.75 0.00 0.00 0.25 0.00 4.00 0.00 0.00 0.25 0.00 9.25 0.00 0.00 0.26 0.00 4.50 0.00 0.00 0.2? 0.00 4.75 0.00 0.00 0.28 0.00 5.00 0.00 0.00 0.29 0.00 5.25 0.00 0.00 0.29 0.00 5.50 0.00 0.00 0.30 0.00 5.75 0.00 0.00 0.31 0.00 fi.00 0.00 0.00 0.32 0.00 6.25 0.00 0.00 0.33 0.00 6.50 0.00 0.00 0.39 0.00 6.75 0.00 0.00 0.35 0.00 7.00 0.00 0.00 0.36 0.00 7.25 0.00 0.00 0.38 0.00 7.50 0.00 0.00 0.39 0.00 7.75 0.00 0.00 0.40 0.00 8.00 0.00 0.00 0.91 0.00 8.25 0.01 0.00 0.42 0.00 8.50 0.01 0.00 0.44 0.00 8.75 0.01 0.00 0.97 0.00 9.00 0.01 0.00 0.49 0.00 9.25 0.01 0.00 0.50 0.00 9.50 0.01 0.00 0.51 0.00 9.75 0.01 0.00 0.51 0.00 10.00 0.01 0.01 0.51 0.00 10.25 0.01 0.01 0.51 0.00 10.50 0.01 0.01 0.51 0.00 10.75 0.01 0.01 0.52 0.00 11.00 0.02 0.01 0.52 0.00 12.25 0.02 0.02 0.52 0.00 11.50 0.02 0.02 0.53 0.00 11.75 0.09 0.08 0.62 0.00 12.00 0.24 0.29 0.86 0.00 12.25 0.09 0.09 0.64 0.00 12.SQ 0.02 0.00 0.42 0.00 12.75 0.02 0.00 0.49 0.00 13.00 0.02 0.01 0.52 0.00 13.25 0.01 0.01 0.51 0.00 13.50 0.01 0.01 O.SI 0.00 13.75 0.01 0.01 0.51 0.00 ia.00 o.ai o.oi o.s�. o.00 14.25 0.01 0.00 0.51 0.00 19.50 0.01 0.00 0.51 0.00 19.75 0.01 0.00 0.50 0.00 15.00 0.01 0.00 0.50 0.00 15.25 0.01 0.00 0.50 0.00 15.50 0.01 0.00 0.50 0.00 15.75 0.01 0.00 0.50 0.00 16.00 0.01 0.00 0.50 0.00 16.25 0.01 0.00 0.50 0.00 16.50 0.01 0.00 0.50 4.00 15.75 0.00 0.00 0.50 0.00 i�.00 o.00 o.00 o.so o.00 17.25 0.00 0.00 0.50 0.00 17.50 0.00 0.00 0.50 0.00 17,75 0.00 0.00 0.50 0.00 18.00 0.00 0.00 0.50 0.00 18.25 0.00 0.00 0.50 0.00 18.50 0.00 0.00 0.50 0.00 18.75 0.00 0.00 0.50 0.00 19.00 0.00 0.00 0.50 0.00 19.25 0.00 0.00 0.50 0.00 19.50 0.00 0.00 0.50 0.00 19.75 0.00 0.00 0.50 0.00 20.00 0.00 0.00 0.50 0.00 20.25 0.00 0.00 0.50 0.00 20.50 0.00 0.00 0.49 0.00 20:7,5 0.00 0.00 0.�49 0.;00 21-.0'0 0..00 0.00� 0'.'49 0.00 2`1.25 0.,00 0. 0�.49 0:'00 21.50 0•:00 0,.,00,' �0. 0:0;0 Q 21.75 0:00 0:00, '0,.98 0.,0�0, 22 0,0 0. 00 0. 00 0,: 9 8 0..00 22.25 0.,00 0.00 0.48 0:00 22:50 0.'00 0.00; 0:,48 0:=0.0 22:7�5 0.00 0.00 0•.4'8 0•.'00 23.00 0.00 0.00 U•.46 0."OU 23.25 0.00 0.00' 0.47 0.�00 23.50 0.',00 0.�0�0, 0.,4�? 0.:00 23.75 0.00 0.�00 0.,47 U.00 24..,00 0.00 0.00� 0.'46 0.'0,0 24.25 0.�00 0.00 0.45 0.'.�0' 24.'S0 0.00 0.00 0.93 0.,00 Max: 0.�24 0.29' 0.86 0.�00 .Initial �Pond� volume= 0'00:000 ac-ft Tota'1 Inflow Vol�une� '000: 018 ac-ft Total Outflow Vol.ume� 000:012 .ac-ft Total Percolation Volume 000.006 ac-ft Final Pond.Volume (stage)�: 000.001 ac-ft lFinal P,ond Volume �(cal'c), '000.001 -ac-ft Difference (error•j OOO:OOO.ac-ft e: �'cl�fents,�panco,��valley,qarbage�'eas,t rte