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1st E 11720 Valley Garbage Service Add to Shop & Interior Remodel Office Rrojcot5tatas. Acdve �'l��ll�irt�� nL` �iST fs '11�� ��«Y� �u����� �OU(�23 Rard �'Itut��Al��� �orapani�pn �Cas: �t�w tia�# st���an� 5�1�-93 �kyi�r rce�ttz�a rt��� U��n� :�u!l��pt �RAA0�0�2� TC�sfmiral R��'t�h�=; Pt+�rimin� Re^��l�w: ���'2�0� 10sG� tvpr: BId��Pre��n.4�ucd�n. l,at AIJg� Sqµat+e Ceo� �D�1� Et�s�etw�� 1 P2'�AC� 1'�ct l:,ot�: N�. Aoc�s. �ar,L� c�Ar,�. �c�.�c� �nn fia �ap z� ��aR �:�a�on�L oF���. Sit�AxiJrc� 61S"��.1i�6.S.02ST�.1�:.�M,E>BAWRT411,'V�'-UNiQN �►PliaanB !#tw� �S al P�RCEL(�i�: ��r� ��vitt Mi�k�n �+mdi�iQas lr�ta�led: 4�2`! t.OS�f EW C�C� �vt �1�!'I�KII�2� �►DtCICd1'I"Q� Ffl�ad Zone �ic� Q� I B:�P. t'r St �Wt�� SQut� S[�O�iCA►�C, W'� �20� S�rar Sattr+ce �e �h�l ��p4) 3.`�S 7��8 Nirc�IN#►� I pixme l�i�i F1 �a�r VAt.t�� ��RL3A� 7211 I �t ��Lv 5Pt�6�.a��� 1��, H��36- Ea�nFec I'1iOrt� Af an E �a�r �S�t!4� 92t# �A�O T.1r�FiCON�'Ct+t� 133�� I��nt AY SPAFC,A�: ti�A ��2�� Iiuitdi»� Pfi. �7� 3f3�� 'y Il�tan� i�l�: ��'f-22qs C�putscf: �'�t0� �RA�..R [�flti�� P'�c Date Subm�n+�d Uesce��ti�q ��O�a ���D6 �SU��3�trs��' IniBals Fr►'g•hedd'f�j��r�ilRy �1�La �us�i �ur�! ftcl �Nfiti�t�en �ng �aed, I�rut��� Fltu� Attni�►s 1�gDtxrl,�that �ng A�r �e�s R�tt�i�wf Iin�Fiaat Fta� �r�►le�ci kag J�iontv F�as tLa�v�d �c�► w�4ccnunbn� d �fo!!cn l� riu6�i+c i 3d`tri;i'�ur ts►�l�t�blit 1 �i ,6 �ltmplcttt� 9t' �?e�l5�tttbr s�8�1t� y Lk�,�a Dev�ntioa� pa�� h,r�uty v E r .r a 6 l r 0 o j d 1 �uanc�, t�►r d�irutg� itam a3��uiasc�l A ��leartn� I�ate I]eaisian .��1j� F�tl f:t�Ut[ .A��ld Ap�t�l+� t�D�Cl�isi�tl /►p�p D�a (°�t Appld�.�ourt App�aLatito��ouncbcarisi�n A t�n �'�nd App1'�t d y S�imnad ti4ylt►n� taSeari (S�r�'? Smnaped 3�8 �L�t Pimis Vi, Ssate�r�►.�S�n�y;) r �l�� s -�`r i f.� j ����`�!E, �C►�� i Praject Number. 00000829 [nv: 1 Application Date: 10/11/2000 PAge 1 of 2 TSIS IS 1VOT A PERMIT Penalties will be assessed for commeacing work without a permit Pro�ect In�'or�»ation: Permit Use: 50 X 100 TRUCK REPAIR SHOP Contact: EWING MICKEN Address: 6116 N G ST C- S- Z: SPOKANE WA 99205 Setbacl:s: Front 49 Left: Right: Rear: 15 Phone: (509) 328-7628 Group Name: Site In�'ormation _Projec:t Name: Plat Key: 00089Z Name: FUX SUB. T[2.167 OPP. District: S Parcel Number. 45211.0513 Block: Lot: SiteAddress: 11720 E 1ST AYE Owner: Name: VALLEY GARBAGE SERVICE SPOKAN�E, WA 99216 Address: 11720 E 1ST AYE Location:: SPO SPOKANE, WA 99Z16 Zorung: B-3 Regional Business Water District: 999 UNKNOWN I�iold: Area: 0 Sg Ft Vl�idth: 32S Depth: 119 Rig6t Of Way (ft): 0 Nbr of Bldgs: 2 Nbr of Dwellings: 0 Review In�'ormation: De�urtment Review BU1LDiNG Revie�v Coordinator Reie�sed By: Hold Reasons: Permit Conditions: BUII.DING Plan Review -Rele�sed By: Hold Reasons: Permit Conditions: PLANIYING Landuse Review Released By: i Hold Reasons: Perntit Conditions: ENGINEER Site Dra�nage Rev�ew Rele�sed By: Hold Reasons: /����r/ Permit Conditions: l�-��Ob FIRE DiSTRICT Fire District Review R�� g Hold Reasons: Perntit Conditions: Permits: I S e 59��y�s' i S.� o ic N r C o u t� -r Y �DIVI5IUN OF �EIVCINGL'RING AND �R�AUS A DIV1SlON OR THC PUDIJC WOIiKS DG{'AKTMCNT Wflllam A. J�ltn�; i'.E., County L:n�in�er I O� ,1 ��]Ct]C�IYI�NT TO PAY I'��S �1 LNCIN��it'S AGR��MCN1'.NUMB�R This abreement bet�ween S�iokane County ancl ,�LC- cs 5��� ��'�N Y �ti�h�s�. �"rere�! ��ii tlie �ro�ec't is cSl_� !/�i�'�llff'C��.� �vn �r�.''y is enterccl .into this day of ,�9�� .Tliis asreement is �applicable to tlie �roject kno�vi� �s: 72C� t�- r C,t/�� �5 Zd� T h a t t l� e i n d i v i d u a s! a n d n r t i e s m e d I� e r e n a s� i� i v i n� a n i i l t e r e s t i�� t l� e a b o v e d e s c r ib ed pr o��ert y or �ro ject :i�ree to tl�e follo�ving.: 1. Reimliucse S�iokane County for ��roject revie�v ai�d iiispection fees as speci�ied in Cliapter �9.14� of tlie .S�okane County Code. Tlie fees� will be ,basecl `.on ��ctual �sal�ry costs incurred by, SpokAne Councy. f,or �roject revie�vs And or inspectioi�s pl��s �a ten pereent ucluiinistrative chArse, nnd �vill be bilted montlil,y as �ccruecl. Any billins' amounts due, including any ex�enses incurred in �tl�e ccitlectioii af�an ove�due �account� must be� p�id prior to tl�e Cou�ity's accepta�ce of tl�e �roject for filing. lf a,nroject is approvecl and/or filed witli a balauce�still owin� ciie unpai� ,balance sl�all be ��1id �witliin 30 days of tlie invoiCe d1te�. �2. "Tl�e iinversigned ��rees �l�at cl�ese fees. �re due Ancl Payable upon receipt of �the billin� ��s snecitied above. 3�. Any ii�v,oices r�ot pAid witl�in 30 days of ei�e. invoice date will be considered delinquent. 1f �any oe�tstanding� balance. orr the �c�ount for tl�is �roject is not pajd witliin 30 il�ys of tlie invoice date� i�o fi�rtl�er reviews of tlie �roject docume���ts will be conclucted until ti�e entire Account bala�ice is ��aicl. Auy b�lance on Ihe account for this �roject not paicl withjn,GS. days of the iuvoice d��te inay result in �leg�l action or cl�e initi�tiom of otl�er collection proceclures� �including referrai to a coll'ectioii agency. Tl�e S�ocisor �vill �e liable for ai�y ancJ all expenses incurrec! b.y tl�e County for tiie ;coliection of overdue ��accounls. �t. The montl�ly, b,'illing shoul� be .sent to �lie.��tteniioi� �of:� �NAMC: �iC�C.. c�T�'t!� AD'DRCSS: �!D. �1� I S��J� C�ITY, STATC: tSP1S,F,'�dL'y' GcJ,A Z1P CODE: �L�d PI�IONC° 1J: �5�1 �i'��t� �'li� Pl N._2: �AX M: �Z� 1 ui�clerst�ncl that faiture to p�y tl�ese fees mly�result�in delay in eonipletion or approval of tiie projeet-or otlier� possible sanctions. O[f' this .fee asreement 'is caT�pietecl �.by sonieone other than the .Sponsor (i.e., the. project owner or �a ,nrincipal in tl�e firn� �sponsorin�. tt�e project), sucl� as tlie� �n�ineer' desisnin� tl�e project� tlien` written� autliorization from tl�e Sponsor specificAlly aiitliorizing tlie Aseiit lo cxccutc tl�is I'ec Agrcciuc��t is.�att�tcl�ed to tl�is ree �A�reerYient. S1G,Nt1TUR� 13y: `�i u.�_ �S'�rS 8 (PRINT NAMC) Itr'1'UItN Y1;LLOW COPY 'I'O SI'OKANC C4tlN'1'Y CNGIN��ItS ��n�,F«�r��.���,� ��s����� 1.OZG ��1'� lZco�d�ti�siy Avc Sl�oicn�tc 1VA �'12G0-01�� (SOI) 477 3G00 l��.l': (SA)), �377=2243 '1'1)D: (SU�) 32d-3,1fiG� Project 7'�ca�sm��at Division of Buildiiig and Gode Enforcement Nefv p�oject 1026� ff! Broa�lwayt Aveiiue ������E�' Previous pre-ap�r ►neetin�; Spokane, �i'ff 992b0 N d 0 3 2000 TrQnsmitta! Date: T/�ursday,, Novenrber 02 2OOD� Plan, 'revisio�is Site Add�ess: 11720 E 1 ST AVE ��ct Number: 00000828' Par.cel Number: 45211.0513 Zoning: B-3 Fire District: FD 01 Water District: UNKNOWN Applicant: EWtNG� MICKEN Owner: VALLEY GARBAGE SERVICE 6116 N G ST 11720 E 1 ST AVE SPOKANE'WA 99205 SPOKANE, WA� 99216 (509;�)�.328-7628 Contact: EW�ING,MICKEN Occupant: VALLEY GARBAGE 611'6NGST SPOKANE 'WA 992�5 (509) 328-7628, Contractor. PANCO CONSTRUCTiON �4rch Fngineer: P O BOX 13388 SPOKANE, WA 99213=3388 (509) 922-0600 P'roject� Description: INTERIOR REMODEL OF OFFICE Buitding Landuse Engineer U�lities Health Fire Dist Assessor l AGREEMENT �T.O PAY FEES SPECIAL' iNSPECTION` �CRITICAL MATERIALS LIST Tiiis transn:ittal is being circulated olong wi�fi tl�e indicated docr�nre»ts for your review. Timely revie�v of the informalion is important. Please notify the-Project Coordinator as well.as.,tlie applieant and/or contact of a�iy major deficie►icies -If the�doeuments meet with your approval please notify tlie Project Coordinator as soon as possible suclt=that we ��ay incdude your sign-off on �t%ie pernrit application. Project'Coordinator: FRAZIER, CAROL Pleone: (509)477 3675 Fax: (509)�77 7198 .o P C� i �_c� I, ,S� P O K A N E, C O U N T Y. ONiSION OF �ENCIIVEERING��►ND'ROADS A�DIVISIOtv OF 'rHE�•Pue�tC Woxjcs DEpAtt'rMENT William A. Johns, P.fi:, Counry Engirieet October- -1�2, Z000 Lwing�lV�i�cken Ewing M. Micken Architects 6116 N: "G" Street Spokane,. WA �99205 Re:: Drainage Submiftal Valley �Garbage Service @.11720 E. .1 st Ewing, .I, just received a revised site and updated �drain.age, report for�the�truck repair.shop and. oew pavement area.. I still have� not� received �the Ag,r.eeement �to� Pay-Fees� form to allow� �the review to proceed, and�another'blank form is being enclosed. Also, neither the original dr �ainage plan.�shown �on�.Sheet General "B" nor��the�drainage�map. included in the updated drainage -report make it apparent to me�tas to w}uch site�drainage facilities'�are existing� and which are to be const=ucted, if�any. A elarified drainage plan b,y Techcon is needed �for the constniction plan review �and per-mitting purposes. I can be reached at, 47?-725�7 or b.y fax� at _477-765-5. Sincerely,, Gary� W. Nyberg, PIan�Re,yiew�Engineer ;gvwi/g:/comin/B00023:submittal,dac 1026� �W.;�Br�dway Ave: o Spokane, �WA 99260-0170 •�(509)�477-36�0 -FAX: ,(509) 477-?,635 (2nd Flaor) 4T7-�478 (3rcl'•Flaor) o,-'�'pp (509) 477r7133 P�oject T�a�nsmitta: Div�sion of Bullding a�d Code Enforcernent New projed 1026 �roadway Avenue Spokane, �A 99260 Previous pre meeting Tra�rsmrrtal Dute: Ti�esdQy, Oetober 10, 2000 P1Qn revisions Site Address: 11720 E 1 ST AVE Project IVumber. 00000829 Parce! Number: 45211.0513 Zoning: B-3 Fire Dis�rict: FD 01 Water District: UNKNOWN Applicant: EWING MICKEN Owner: VALLEY GARBAGE SERVICE 6116 N G ST 11720 E 1 ST AVE SPOKANE WA 99205 SPOKANE, WA 99216 (509) 328-7628 Con�act: EWING MICKEN Occupant: 6116NGST SPOKANE WA 99205 (509) 328-7628 Contractor: PANCO CONSTRUCTION Arch Engineer. EWING MICKEN P O BOX 13388 6116 N"G" ST SPOKANE, WA 99213-3388 SPOKANE WA 99209 (509) 922-0600 5093287628 Pioject Description: 50 X 100 TRUCK REPAIR SHOP Building l.anduse Engin�e� Utilities Healt� Fire Dist Assessor 1 REVISED SITE PLANS x X x �t REVISED CONSTRUCTION x T1ii.S transmittRl is bein� eirculated alo�ig wi[h t/re indicoted docunrents for your review. Timely revi�w of tlee information is inrportont. Pleose notify �he Proje�t �oardi►tot�r as rwell as t/te app/irant and/or contact of any m�jor de��iei�cies. If tl�e docunre�rts n�eet wi11� }�our approL•al plense notify t/�e Project Coordinatar a� �oon os possible sucli t1:at we may inelude your sign-off on tlre permit application. Project Coordinator: FRAZIER, C'AR�L ti'L`�'"'� P/ione: 509 477-367SFirx: 509 477-7198 Project Number: 00000829 lnv: I App�ication Date: 10/09/2000 Page l of 2 T.HIS IS NOT A PER1i�IIT Penalties will be assessed for commencing work v�ithout a permit Pro�ect In�'or�nation: Permit Use: 50 X 100 TRUCK REPAIR SHOP Contact: EWING MICKEN Address: 6116 N G ST C- S- Z: SPOKANE WA 99205 Setbacks: Front 49 Left: Right: Rear: 15 Phone: (509) 32&7628 Group Name: Site In�ormation: Project Name: Plat Key: 000892 Name: FOX SUB. TR.167 OPP. District: S Parcel Number: 45211.0513 Block: Lo� SitcAddre-ss: 11720 E 1ST AYE Owner: Name: VALLEY GARBAGE SERVICE SPOKANE, WA 99216 Address: 11720 E 1ST AVE Location:: SPO SPOKANE, WA 99216 Zoning: B-3 Regional Busioess Water District: 999 UNKNOWN Hold: Area: 0 Sq Ft Width: 325 Depth: 119 Right Of Way (ft): 0 Nbr of Bldgs: 2 Nbr of DweUings: 0 Review bi�'ormat�'o�i: DeQartment Review IiU:[LDING Review Coordinator �e1�-��$ Hold Reasons: Permit CondiNons: BUILDING Plan Review Released By: Hold Reasons: Permit CondiNons: PLANNING Landuse Review Ttel�a�sed By: Hold Reasons: a Peimit GondiNons: ENGINEER Site Drainage Revie�v Relzased By: Nold Reasons: Pernvt Conditions: FIRE DISTRICT Fire District Revie�v Released By: Hold Reasons: Pern�it Conditions: Perntits: z. :ij�= s �ta,�: S� c9.�g Csa-�vV�t ���I CE �F 'rHE COZT1�� �E1���1lT�ER, o S�O�1� CO�J1�T'1'Y, W��I1lTGTO1�T Project: VALLEY GARBAGE SERVQC� EX'ANSION 14ddress: 11720 E�..1 st Ta� ��ir�el 45211.0513 �erav�it� �ype/#: Coo�merc�ol Building No. �0000082� Engineer's File �00023 Cont�e�: Evving IVlicken, E.IUI. �llicken Arch�ects Revievver: Gar� Nyberg, 477-7257 Meeting �D�te/Time: 02/22/00 11:00 a.rv�. The. Developrnent Services Department has, completed a preliminary review of the above-referenced project. The. following, items must be �received cind accepted prior to release�of the building permit: ITEANS OF SPECIAL IM�ORTAPICE ARE IN BOLD PRINT 1. An 'Agreement to Pay Fe,es' must be co,mpleted and received by the County. �Engineers prior to review of the civil plans 8� project. (Se� �yellow fomn� enclosed) 2. A stte drainage plc�n �8� reporf prepared b�► Alan Cay, P.E. has been recelded. The contact regarding fhe road �8� storm ,drainage plan review and accepfance is Gary Nyberg of� Development Serv,ices, at 477-7257. 3: The subject property is within the following special regulatory zones which may �affect the developme.nt plan: The �4qu�fer. Sensltive Anea(ASA) which r�quires treatrr�ent of stormwater runoff by grassy swales frorn developed surfaces subject to con#amtnants. The.,urban PM 10 Non-Attainment Zone which requires dust-contr.ol�surfacing on vehicular p�arking areas and traveled ways. (See SCAPA Comments) 4. An Approach Permit must be obtained �at the permit center for� any� new� or altered �access points to 1 st. The permit contact is�Sylvia LigN�tfoot at� 477-7-175. In su.mma .ry., the following items must be received vnd appro�ed prior to the County Engineers �releasing their p.ortion .of the perrnit: 1���'��Pg1�P1t t0 �C9�/ F��S Drainage �lan 8� Report rlec�se dfi�ect all submrttc�ls �o Carol f�a�er at th�e �ermi$ Cent�r. Spokane�,C,ounty Engineers Py�e-� I "ra�sjnittal. -1Vleeti�:g Date�Time Da��sion��o �ual,di�g �ajial Code. ��aforcejneftt FEB 22 11:00 f Tra�:s�nittal:l)ate: Thrarsday, Febri�ary 10, 2.0'00 Site Address: 11720.�E.1 ST AVE Pro%ect Number: 00000829 �.Q �Parcel Murr�ber: 4'S211, 0513 Zoning: B-3 Fire.Distrlct: �FD 0�1 Waier District: UNKN,OWN Applicant:,, EW.ING .MI.CKEN (509)� 328-7628 V�� �EB y Contact: EW�ING MICKEN� (509) 328-7628' S�K ?OQ(j 6 116��N G ST A E ���N�1' ENGINE Eq SPOKANE WA� 99205 Occupant: Permif�Use: �42 X 45�ADDITION TO EXISTING SHOP -_PCC.2/,22/00 11:00 �;�L�.e,r O s�e::Mm �s:t �a� ��ri`� Notes. Comments: .PAVING BETWEEN OFFlCE S.HOP/RESTRIPING,PARKING LOT 1'ra�rser�it�ec� to ���l�e� �follo�nrir�g Plan Review �Spokane County Air Pollui`ion Landuse� Water�District Fire District`� f City of Spokan,e Water Di.vision of Engirr,eering City� of Spokane Sewer Division� of U,tilities Wa Dept of T,ransportation Environmental Heal�h District L;iberty Lake Sewer Coordinator Cfrazier Page 1 oj r Project Number: 00000829 Inv: 1 Application Date: 02/10/ZO Page 1 of 2 '�HIS IS NOT A PERMI�' ]Penalties will be assessed for �coramencing wor.k without a��permit Pro�ect In�'ormat�on: Permit Use: 42 X 45 ADDITION�TO EXISTJNG SHOP�= PCC Contach EWING �VIIOKEN ��Y} 2/22/00 11:00 Address: 6116 N G ST�� Setbacks: Front 40 LeR: N Right: b Resu: 20 C� S�- Z SPOKAI�E:'WA 99205 `.`.�'d Phone: (S09) 328-7b28 Site Iiz�'ormation: Plat Ksy: 000892 Name: FOR �SUB. TR.lb7 OPP. .District: F Parcel Nualber. 45211.0513 SiteAddress: 11720 E 1ST AVE Qvvner: Name: VALLEY GARBAGE SERVICE SPOKANE, WA 99216 Addtess: 1I720 E 1ST AVE Location:: SPO SPOKANE, WA 99216 Zoning: B-3 Regional Business t� WAter District: 999 iJNKNOWN Hold: Area: 0 Sq Ft Width: 325 Depth: 119 Right Of Way (ft): 0 Nbr of Bldgs: 2 Nbr of Dwellings: 0 Reviefv Iti�'or�nation: DeQartment Revieiv BUILDING Review Coordinator Comments: BUILDING Pian Review Cominents: PLANI�IIl�TG Landuse Review Co�nents: ENGINEER Site Drainage Review Comnients: F1RE DISTRICT Ftire District Review Comments: Permits: Project Number. 00000828 Inv: 1 Application Date: OZ/10/20 Page 1 of Z THIS IS NOT A PERNIIT Fenalties �►ill be assessed for commencing work witbout a permit Pro,�ect Irt�'ormation: Pemait Us�: YNTERIOR REMODEL OF OFFICE Contac� EWING iVIICKEN Address: 6116 N G ST Setbacks: Front Left: Right: Reaz: C='S Z SPOIi;ANE WA 99205 Phone: (509) 328-?628 Site In�'ormation: Plat Key: 000892 Name: FOX SUB. TR167 OPP. District: F Parcel Nomber. 45211.OSI3 SiteAddtess: 11720 E 15T AYE Owner: Naa�: VALLEY GARBAGE SERVICE SPOKANE, WA 99216 Address: 11720 E 1ST AVE Location:: SPO SPOKANE, WA 99216 Zoning: B-3 Regional Business Water District: 999 UNKIYOWN Hold: Area: 0 Sq Ft Width: 325 Depth: 119 Right 4f Way (ft): 0 Nbr of Bldgs: 2 Nbr of DweUi.Qgs: U Review In�'ormation: Department Review �[JII�D7NG Revie�v Coordinator Comments: BUII.DING Plan Review Comments: Perr�iits: i� `rf�a� 4t t.-� 'i r �`j' r "r;Y' �t�j �py'�'01 �GF�.S ��C" �la�, j� f D `i� N .1 �i� r 1:'��.1�•: r F'.f: V i r ���oz r� H, a i' J y t� f S R�4t roi �,r �a ap ,i 1 K yaT�� L i i ,r t z �i o fa�,r„�:�, o �s �rs�' e� j i j Y r r q�`� L1 �f f.• ,`1L .a L .l..C. y �.�i r t"_ �q'�� Z d���, f o ti. .�a A `t.7 T�r•� l 4 i. t i� t 1� t '`'F� r`�� `•!i�' .i'?; �'t� i 7' ���.,�L 'e b�;., 8 E i� t 2 y r y S ic t y� S I I �.r 1 �i� r° ��r i+JI,F Y-"`%��•;��1r?��::�-.�IIr`1-;s:�_tG� =��'�_„r. t�^ i 1 a ?�_:l�; Y -r t ;T.. d, =t, z �c �--w t _.�,.ti" y _:'C c. r r T r,T C 1. �.s�- L a i �11 .C '1'... �t" il Y �1� r..� v �a z i I. ^�-s_- a �':1� �"F�� v v �c s .x T i 1. d t_ •�:y` Y s .�osz.S.4-•����e� a •-'::_a'a-�-..'ti r«.�=_'S� �3' r'' �l S-3,' y �Yf �cx r M z �rj� -1�� T� t I 'z` 4 i �i, I.* -a r -.'G�'` �c „��s .r_ s• t_: .s`�' r ..�_t z x Fs 4 .r� l/ i..' f.. i �s _r �`p: o., ��:s 1 }a i ='L -r" �_r�. ���Y 4i'`��� /U '1 �e �•d s �f r�rl���'�`� c:- F a l, d.t �s�+- �_t' `n�- z\`.'i` L t' r -=3'� #�d}r' ._Z '¢ti_ .��YrY x p ��j a r{ s r Hr �'Y 'h a JL z +N: :r' r t 1 y i y :,,Y S�� 7 L r a s, S •t =-l 4�" O :.t' j i 2 ��-�'�-r 7 7 �Zli VG�7.•� J i ��«NCL�� ca ='.z :.���`-_.►�a� 3 i+- �s_=..tj r �"�+t •'{�Z`+s `tT j r= 4 ^.�.�.�--l� i"T SP -e,',r- j ---��-s-�f 7 _�7 1 Y^ -f.l �I `�l ♦�'s`�. �S 1 C�� '7`'' �s:`� �c ii'.� a.-�a r �f �I'.:� ��n�� w�` 1 i�b z t �T'- r� ,3 �x.. `,sf N` ,�'"4,.� ,1"�� ���.1 :l .yey��.'����_ �:�f7i,T=�-�.�s �,�'�►+=�'-j•- ���--~"'-Z:-' =I� ^�1�" ia a� _,#T`'� s�=�3���� _t� '3i` �r.= ='a�,:rTzs�=,y� Y*. �YT �aJ�; �i� �1 =l:z�:$G �T:� i,' i� �w` s ;th r 1' �i 4 R• a `a 1 y 7,� �a=?`?'�u'�; -c' :a' ''`--"�'�="�-3� -.�.'�.-z t ���I�i.T^...�-k. 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It.is Intended for referenoe use only: Legal�.documents sh'ouid be obtained'from, the. appropriate agency,. t 1- a �L.� tt a g 1- -*t S M R g 1 tOZ~ •a r 0 i M M A 1 ,t� g �t ��it� r. 1 4 n► j '!�►b�'� 0► 1 Q�` L� s �er�'�'; ttS 0�� i oa� a w r 1 O S'�' 6 d t� 1 i+ 4. D r� T�� t�,,r t- f 1 i a C, Z «;�,•:`'Y,•«� Y� r ;.•r :4 �n O!� ty 1 y a �M �,Q a,t�--- r 4, Q 0� Z x Q� ��,�t� s� �4� •--��Z� .r t' n���� 1' �1 a4 j Q.,4 t� t9 Qa Q .w m o �ri,�l �i�'4� f 2 �t1�� oo� �i v L �t�c?M j i i t l 9! e� 1�` t; j e '�IOl�TS SI'I'E I)��INAG� :�POR'T �PEI� .I, At Valley G�rba�ge 11720 F�rst Avenue Spok�ne, VV�shington Prepared For O�F(CIAI PU6�iC C�u�,tJ�������� SPOKANE.COUNTY ENGINEEF'� �Fk :;E PANCO CONSTRUCTION S ok�ne WA p ���JECT SUBN�t'rTA�. A By RETUR� TO COUNTY ENG�iV� �TECHCON,, INC. East 1230 �ront Avenue Spok�ne, WA 99202-2148 Tet(509) 536-0406 Fas (509) 536-0565 Professionaf Enginecrs Certified Environmenti�l Speci�lists Project'Manager.s s����� 4 `v;`s� k�� ��'t j a h,. y;i y ..,r 1 ;w v Q: 1:;�1 �C' C;j,.��/��t� r;- 3` ����+L 3 j `C�� �XPIAES 7 c7/ i t e 1 DRAINAGE REPORT PANCO CONSTRUCTIUN 11720 E. FIRST AVENUE SPOK;ANE COUNTY, WASHINGTON Propased improve�nents to the Valley Garbage site at 11720 East First Avenue trigger the need for storm water runoff disposal improvements by Spoka.ne County regulation. The calculation sheets following this narrative include details of the analysis showing that the proposed drainage improvements arc adeyuate to control runoff on the site for a 10-year event, and safely discharge runoff for larger events at a rate equivalent to or less than the discharge rate in the pre-developed condition for the site. Key assumptions made for the site include assuming that the soils are Garrison gravely lnam with an effective penneability equal to or greater than one inch per hour (1.0"/hr.). Another key assumption is that the intensity-duration-frequency (IDF) curves f�r the site conform to the IDF curves for S�okane as published in Chart 34 of the Wasbington State Department of Transportation (WSDOT) Hydraulics Manual. The two drainage are�s in the development inClude new asphalt parking and drive areas and existing and new raof area. The parking area drainage on the east side of the site includes existing metal roof and is shown as "Parking Drainage" on Plan Sheet A 1. The western drainage area is shown as "West Roof Drainage" nn Plan Sheet A 1. The SCS TR55 method analysis was performed using SMADA sof�ware produced by the University of Central Florida. In the swale area on the south side of the site draining the parking and eastern roof areas, the controlling volume requirement is derived from the SCS TR55 unit hydrograph approach. The swale area more than meets Spokane County's minimum requirement for 208 infiltration area and on storage volume. The existing hydrologic canditions for the site are developed. The calculated peak runofffor the pre- developed site, using the SCS method, follows: Q=(P 0.2S) (P O.SS�, where: Q= runoff in cfs, P= t�tal storm rainfall, S= potential abstraction in inches S= l OQ0/CN -10 CN curve number In this case, the CN 70, since the soil group is Garris�n, an "B" hydrologic soil. Valley-wide, the land use was approximately the saune as pasture in fair condition, thus the 70 rating. S= 4.29 P= 3.04 inches in 24 hours fpr a l 0Q year storm. 1 Q= l.030 inches over the site. The entire site drainage.bastn is�approximately 0.7�1 �acres, since the drainage is�bounded on the north by First Avenue, which has its_o.wn��drainage system, the east.and west edges of the�site are adjacent property also�owned by Valley Garbage,�and on the�south is an abandoned railroad grade. Ttierefore the:total pre-developed runoff from a 100 .year event is predicted to be 2,656 cubic feet. For the peak runoff; the-hydraulic length is� 1,7,0 feet; which equates to �an equivalent area of"0.71 acres. Using the��Type�Il stonn curve, ;the estimated. peak_runoff for a CN70�is 1.0� cfs/in of runoff., This equates� to 1.03 ,cfs al lowable neak r,unoff for- .the 100=year event. For a 10 year__storm,'�P 2.1_2, �and Q= 0.287 inches� over the°site; ,th�refore tbe �al lowable peak runoff is 0:29 cfs: for a�10 year storm. The preclicted peak disch'arge amount is O�cfs for the site, unless a nxnoff-over-�ice.condition develops that fills �over 78.0 cubic,,feet of storage (the swalc plus �the two drywells. on:site); 'in which case� up to 1.2 cfs wo.uld be discharged from the site. Valley Gartiage �Site Improvements 11720 �E. First for Panco Construction Alan, E.. Gay, P.E., Civil Engineer TechCon�� Inc. 31-Jan-00 Site Hydrology Study Oesign to 10 year storm�(for review by Spokane'Co. Public Wortcs). .Use conservaUve'S min. intensity i= 3:2 iNhr Disposal Capacity: Garrison Gravely, Loam Estimated�True Infiltration�,Capacity q= 0.36 in/tir Ratio�of i/q 8.888889 Maximum Storage Depth: `6 in. 'I U' yea�, one -tiour iritensity: �0:6"�in/hr 10:year, 24 hour total: 2.12 in: Type A .drywell ,capacaty: 4.33 FEET 0.3 cfs 54.45 cf. Type B�drywell �capacity: 8.67 FEET 1� cfs 108.91.cf: East Basin �(Dratns to'Swale on�South side of�site) Roof Impervious Area: 2492.1 (sheet metal, roofl Asphatt-Area: 12102.4 �Other Impervious: '1698� Total Improved Impervfous_Surface Area: 16292:5 .squa��e �feet'. Ualize�biofiltration�swales (grassy),for, disposal. Assume antecedant.saturated_soil conditions: Utilize Spokane County Type A dry.wells for�overflow: Include'storage vblume.of drywells as well �as� drywell infiltration capacity. Available Grassy Ar�ea: 3743 square feet Planned Depressed In�f�iltration �Area: 1121:4 square feet cultivated_surface Additional�aveilable�infiltration volume on side�slopes: Assume .3:1 slopes 1�.5 feet��wide strip around depression Swale.Edge�Area:, 493:6, square feet Total Available=for Infiltration: 1615 square feet� 684�:10 ft3 Total, Required Under�County �Standard: b04.2667� ft3 OK Hydrology Check:� vghyd2-A-1 I Valley Garbage Site Improvements 1172U E. First for Panco Construction Alan E. Gay, P.E., Civil Engineer TechCon� Inc. 31-Jan-00 Rational Method: SCS Method: Peak Runoff� 10-year storm, Q=CIA 24 hour storm Impervious Surface C: 0.9 Tc 3.2 minutes Pervious Surface C: 0.4 Total Area 0.459952 acres 10-year intensity: 3.2 in/hour Area Impervious: 16292.5 square feet SCS curve No. 91 Area Pervious: 3743 square feet 10-year 24 hour stomn: Peak Q: 1.19 cfs 2.12 inches SCS Type II Storm Peak Infiltration Rate: 0.36 inlhour SCS 100 Hydrograph Pervious Surface. non-swale: 2128 square feet simulate capacity of drywells as Peak Q, perv, non-swale: 0.75 foot diameter orifices 0.06 cfs Infiltration capacity, pero, non swale: Capacity is adequate. 0.02 cfs Hydraulic Capacrty of Drywells is 0.3 cfs Hydraulic Capacity of Grass Infiltration is Peak Q, �emainder. 0.01 cfs total: 0.31 cfs 1.17 cfs P�ak flow: 0.63 cfs NG Swale Infiltration Capaclty: Is Peak Level<= 1.0 feet? Yes OK 0.01 cfs peak level: 0.86 feet Drywell Capacity: 0.30 cfs Storage Required. 5 minute Storm: 256.80 cubic feet Storage Available, Swale Only: 684.10 cubic feet OK Swate plus drywell: 738.55 cubic feet OK Peak Runoff, 100-year storm: (5 minute) 100-year intensity: 5.1 iNhour Peak Cl: 1.89 cfs 558.26 cubic feet OK West Roof Bastn (Drains to Drywell on north side of West Building) Roof Impervious Area: 4590 (sheet metat roo� Asphalt Area: 0 Other Impervious: 0 Total Improved Impervious Surface Area: 4590 square feet Utilize biofiltration swales (grassy� for disposal. Assume antecedant saturated soil conditions: Utilize Spokane County Type A drywells for overflow. Include storage volume of drywells as well as drywell infiltration capacity. Available Grassy Area: 3395 square feet additional pervious: 0 square feet total pervious: 3395 square feet Pianned Depressed Infiltration Area: vghyd2•A-2 Valley Garbage Site improvements 11720 E. First for Panco Construction Alan E. Gay, P.E., Civil Engineer TechCon� Inc. 31-Jan-00 0 square feet cultivated surface Additional available infiltration volume on side slopes: Assume 3:1 slopes 3 feet wide strip around depression Swale: 0 square fee� 1/2 available for storage 0 square feet credit Total Available for Infiltration: 0 square fee 0.00 ft3 Total Required Under County Standarci: 0 ft3 OK Hydrology Check: Ra�onal Method: SCS Method: Peak Runoff, 10-year storm, Q=CIA 24 hour storm Irnpervious Surface C: 0.9 Tc 2.6 minutes Pervious Surface C: 0.4 Total Area 0.18331 acres 1Q-year intensity: 3.2 in/hour Area Impervious: 4590 square feet SCS curve No. 8fi Area Pervious: 3395 square feet 10-year 24 hour storm: Peak Q: 0.40 cfs 2.12 inches SCS Type II Storm Peak Infiltration Rate: 0.36 in/hour SCS 100 Hydrograph Pervious Surface, non-swale: 3395 square feet simulate capacity of drywells as Peak Q, perv, non-swale: 0.75 foot diameter orifices 0.10 c�s �nflttration capacity, perv, non swale: Capacity is adequate. 0.03 cfs Hydraulic Capacity of Drywells is 0.30 cfs Hydraulic Capacity of Grass Inflltration is Peak Q, remainder. 0.00 cfs totat: 0.30 cfs 0.37 cfs Peak flow: 0.3 cfs OK Swale Infiltration Capacity: 0.00 cfs Drywell Capacsty: 0.30 cis (TYPE A) Storage Required, 5 minute Storm: 22.48 cubic feet Storage Available� Swale Only: 0 cubic feet OK 6" Swale plus drywell: 54.45 cubic feet OK Peak Runoff, 100-year storm: (5 minute) 100-year intensity: 5.1 in/hour Peak Q: 0.64 cfs 184.31 cubic feet NG swale +drywell 54.45 cubic feet NG some overtiow of drywell is expected for storms of the 100-year magnitude. vghyd2-A-3 Valley Garbage Site Improvements 11720� E. Frst foc Panco Construction� Alan E: Gay, P.E., Civil Engineer TechCon� Inc. •31-Jan-00 Hydraulics 1. Roof Drainage, East End,, East Buildirig Total Roof: 2492.�1 sq.ft. Drain each comer of roof. Pipe to,the south on�.either side of building. NorthEast: 329.0277765 sq:ft. MidEast: 329.0277765 sq.ft. Southeast: 460� sq.ft. Northwest: 265.3333333 sq,ft: MidWestN: 26,53333333 sq.ft: MidWestS: 383.3888889 sq.ft. Southwest: 460 sq.ft. TC: 2 minute Raional I: 3:2 inches/h�„ �10-yr storm 4.6 inches/hr, 50-yr storm C:- 0.9 Q1'0: 0.165 cfs C250: 0:237 cfs East side downpipes: q50: 0.044 cfs use� 3" galv., �oute�iriside total q50: 0:1�06 cfs� 1a: East Side'Drain pipe to�Junction: 89 LF 24 inch min.. burial Crown up: 97.53� ie: �97:20 Crown dowr �95 ie: 94.67 s=: 0.028,, ft/� Use PVC Q.013 =n 4 inch pipe req. 0.321 cfs OK 1b. Roof Drainage.'West End; East Building Total Roof: 24,92.1 ,sq.ft. Drain each come� �of roof. Pipe' to.,the �south .on e'ither side'+of building. West�Side T �1374:�06� sq.ft. TC: 2 minute Raiorial I: 3.2 inches/hr, 10-yr storm 4.6�� inches/hc, '50-yr, storm C: 0.9 West side downpipes: MidWN q50: 0.025 cfs use�3"'galv., route.inside MidWS q50 0.036 cfs use 3" �galv.�, route� inside Southwest: 0.044 cfs vghyd2-B-1 Valley,Gartiage Site Improvements 11720� E. First for Panco�,Construction Alan E. Gay;. P.E., Civil Engineer TechCon, inc. 31-Jan=00� 'total q50: 0.105 cfs West•Side Drain pipe to Junctibn: 53' LF 24 inch min. burial C�own up: 97.35 ie: 97:02 Ci�own dowr 95 ie: 94.67 s= 0.044. ft/ft Use PVC 0.013 =n 4 inch pipe.req. 0:401 cfs OK combined'flow, east and west,,east buidling: 0:212 cfs Combined pipe�from� junction,�to Drywell: 18 LF 24 inch min. burial Crown� up: 95,�� ie: �94.67 Crown� dowr 92:5 ie: 92:17 s= 0.139 ftlft Use PVC 0:013 =n 4 inch pipe req., 0.709 cfs OK 2. Roof D�ainage, East End, West B'uilding Tota) Roof: .4590 sq.�. Drain�each comer of �oof. Pipe�,to the south�on either side'�of��building. NorthEast:. 1440 sq.ft. Southeast: 1800 sq.ft. WestSide: 1350 sq:ft. TC: 2. minute Raional I: 3.2 incheslhr, 10-yr storm 4:6 inches/tir, ;,50-yr storm C: 0.9' Q10: 0:303 cfs Q50: 0:436 cfs Northeast downpipe: q50: 0.137 cfs use�3" �galv. Southeast downpipe q50: 0.171 cfs 2a. East �Side`D�ain pipe to �North Junction 60: LF 24 inch min. burial Crown up: 94 ie: 93'.67 Crown dowr 93.4 ie: 93':07 vghyd2-B-2 Valley Garbage Site Improvements 11720 E. First for Panco�_Construction Alan E. Gay, P.E., Civil Engineer TechCon, Inc. 31-Jan-0O s= 0:010 ft/ft Use. PVC 0.013 =n 4 inch pipe �r,eq. 0.190 cfs OK Northea§ttoJCT 14 LF 2.4 inch min., burial. Ccown up: 94 ie:: 93:67 C�own dowr 93:4 ie:. 93:07 s= 0.043. ft/ft U§e PVC 0.013. �=n� 4 inch pipe req. 0.394 cfs OK JCT to� Orywell 9 LF- 24 inch min. �burial Crovm up: �93.4' ie: 93:07, Crown dowr 93.1 ie: 92-.77 s= 0:033 ft/ft Use PYC 0:0,13� =n 4 inch pipe, req. 0.347 cfs OK 2b. Roof Orainage,�West End; West Building Total Roof: 1350 sq.ft. Drain each come� of roof. Pipe to the north on�either side of building. TC: 2 minute Raional I:� 3.2 inches/hr, �10-yr�storm 4.6 inches/hr, �50-yr-storm C:t 0.9, Q10: .0.089 cfs Q50: �0:128 cfs U1lest�..Side Drain pipe �to Dry.well: 83 LF 24 inch min. bu�ial Crown up: 95 �ie: 94:67 Crown dowr 93.5 ie: 93.17 s= '0.018 ft/ft Use PVC �0:013 =n 4, inch pipe req. 0.256 cfs OK vghyd2-B-3 TR-55 WORKSH�ET 3 Time of �Concentration or Travel Time Project� Valley Garbage 2 By- AEG Date 12-10-99 Location: Western Property Checked: Date Circle One: Present Developed Circle One: Tc Tt through subarea Notes: Space for as many as two segment�s per flow type can be used for-each worksheet: tnlcude a map, schematic, �or descriptiion of flow segments. SHEET �(Applicab�le to Tc only) Segment ID HC parking 1. Surface-Descriprion (table, 3-1) asphalt 2�. Manning's ro,ughness coeff.,n-�(table. 3.-1�)...... .02 .0. 3. Flow Length, L(total L<= 300 ft) ft� 109 4: Ten=y,r 24-hr rainfall, P2 in 2�:1 0. 5. Land slope�,s ..................:............ft/ft .O.O�l2 0. 6: Tt-= 0.007(nL)^.8lP2^.5 s^:4 Compute.Tt.... hr 0.0529 0. 0.0529 SHALLO.W CONCENTRATED FLOW S'eginent [D swale edge 7. Surface ,Descri tion� aved or un aved ass P �P P gr Flow Length, L ft 4 9. Watercourse Slope, s ........................ft/ft� 0.3333 0: 10. Average Velocity,,v�(from figwe) .....�.......ft/s 1. U. 1 l. Tt L(3600V) Compute Tt.... hr 0.001:1 0. 0.0011 CHAI�NEL FL'OW� Segment ID 12. Cross Sectional F�lo.w Area .................�ft^2 0. ,0. 13." Wetted Perimeter, Pw ft 1�4. H.ydraulic Radius�r =-a/Pw ft� 15. Charinel Slope, �s� ..................�.........ft/ft 0. 0. 16. Manning'•s roughness coeff.,n 0. 17. V=1.49 r^2/3 s^ 1/2 n Compute V,....... f�/s 0. Q. 1.8. Flow Length, L........... ft 19. Tt L{3600V) Compute Tt.... hr 0. 0. 0. 20. Watershed or subarea Tc .or Tt .add �Tc in steps 6,11, and 19 hr 0.054� e:\clieiitslpanco1va11eygarb2leastt55:txt SIrFADA 6. 0 for Windows Watershed Information �,later-shect Total Area (acres) :0.4600 Impervious: Area '(acres) :0.3790 Time �of .Concent�ration �(minj :3.2 Zmpervious DirectlyConnected :98.00' ;Add'itianal Abst-ractio_n Over Pervious Area r(inchesJ :,0,�.10� Over �Impezvi'ous Area (inches) :0.01 Infiltration Charactera.stics:_ Max� Irifi!ltr�t=lon Capaciey lin) :999.00 SCS Cur.ve' Nucnber for Pervious, :�61 Initial t�bstraction Factor :0,.2U e: �clienes\"paiico;\valleygarb2�'eastZ shd �Vatershed I� dro. ��a h y 0.8 0.6 Fl�ow (cfs) 0.4 0:�2�. o.o 0 5� 10 15 2'0 2�5. Ti�ne (hours) Hydrograph Type :SCS 1�0 Hydrograph Time Time Rain C Rain Infiltration Excess E�fCess Outflo�r (hr) HHMM (in) (in) (in) (in1 (cfs) icfs) o.�so 000is o.00A o.004 o.00a o.000 o.000 o.000 0.500 00030 0.006 0.014 0.000 0.000 0.001 0.000 0.750 00045 0.006 0.01? 0.000 0.005 O.On9 0.006 1.000 00100 O.Q06 0.023 0.000 0.005 0.009 0.009 1.250 00115 O.Q06 0.029 0.000 0.005 0.009 0.020 1.500 00130 0.006 0.035 0.000 O.OQ5 0.009 0.009 1.750 00145 0.006 U.042 O.ODO 0.005 0.009 Q.009 2.000 00200 0.006 0.049 0.000 0.005 0.009 0.009 2.250 00215 O.U06 0.054 0.000 0.405 0.409 i7.009 2.500 00230 O.OQ6 0.061 0.000 0.005 �.009 O.U09 2.75fl 00245 O.OQ6 U.067 0.000 U.005 0.009 0.009 3.000 00300 0.006 0.073 0.000 0.005 0.009 O.OU9 3.250 Q0315 0.006 0.079 O.U00 0.005 0.009 Q.009 3.500 00330 0.006 0.066 0.000 0.005 0.009 0.009 3.750 00345 0.006 0.092 0.000 0.005 O.OQ� 0.009 A.00Q Q0400 0.008 O.lOQ 0.001 d.007 0.012 U.O11 9.254 OA915 0.008 0.105 0.002 O.Q07 0.012 0.012 4.500 00430 0.006 0.117 0.002 0.007 0.012 0.013 9.750 00445 0.006 0.125 �.002 6.007 0.012 0.012 5.000 00500 0.008 0.139 0.002 0.007 0.012 0.012 5.250 00515 0.008 0.1�12 0.002 O.Q07 O.Q12 0.412 5.500 00530 0.008 0.150 0.002 0.007 0.012 4.012 5.750 Q0545 0.008 0.159 0.002 0.007 0.012 0.012 �.000 00600 0.008 0.167 0.002 O.Q07 0.012 0.012 5.250 00615 0.010 0.177 O.OQ2 0.008 0.015 0.019 6.5�0 00630 0.010 0.186 0.002 0.008 0.015 0.015 6.7�0 AQ645 O.O1Q 0.198 0.002 O.On� 0.015 0.016 �.000 00700 0.010 0.209 �.002 0.008 0.015 0.015 7.25d 00715 0.010 0.219 0.002 0.008 0.015 0.015 7.500 0073q 0.010 0.230 0.002 0.008 0.015 0.015 7.750 00745 0.010 0.2�0 0.002 O.00B 0.015 0.415 8.000 00800 0.010 0.250 0.002 0.008 0.015 0.015 8.250 00815 0.013 0.2�3 0.003 0.010 0.01� 0.017 8.50A 0083Q O.OIS 0.278 Q.Q03 O.OI2 0.02C 0.020 8.750 00895 O.OIS 0.292 0.003 A.012 0.02� 0.022 9.000 00300 0.015 �.307 0.003 O.OI2 0.022 0.022 9.250 00°15 0.017 0.323 0.003 0.013 0.025 0.023 9.500 00930 0.017 0.3A0 0.00� 0.013 0.025 0.025 9.750 00945 0.019 0.359 0.009 0.015 0.028 0.027 10.00 01000 U.019 0.378 0.009 0.015 n.028 0.028 10.25 01015 0.021 0.3�9 0.004 0.017 0.031 0.030 10.5Q 01030 0.025 0.924 Q.005 0.020 0.037 0.039 10.75 07045 0.031 0.455 0.006 0.025 0.096 0.043 11.00 01100 0.038 0.993 0.008 0.030 0.056 �.052 11.25 01115 0.049 Q.536 0.009 0.035 0.065 0.062 11.5A Q1130 0.054 0.591 0.011 0.043 0.�80 0.075 11.75 01145 0.217 0.808 0.099 0.173 0.321 0.225 12.OQ 01200 0.5?6 1.384 0.117 0.959 0.852 0.633 12.25 0121� 0.092 1.976 0.018 0.074 Q.138 0.930 12.50 Q1230 0.058 1.534 0.011 0.097 O.Q88 0.185 12.75 Q1245 0.046 1.582 0.009 0.039 0.073 0.009 13.00 01300 0.038 1.620 0.007 fl.031 Q.057 0.059 13.25 01315 0.031 1.65I O.On6 0.025 0.098 0.050 13.50 01330 0.02'/ 1.678 0.005 0.022 0.091 0.043 13.75 01345 0.023 1.701 0.004 0.019 0.035 0.037 1�1.00 01�100 0.021 1.722 0.4Q9 0.017 O.Q32 0.033 14.25 01915 0.019 1.791 0.003 0.016 0.029 0.029 19.50 AZ930 0.017 1.757 U.003 O.OlA 0.025 0.027 14.75 01445 0.015 1.7'i2 0.003 O.C�12 O.U22 0.023 15.00 01500 0.015 1.786 0.003 Q.O1� 0.022 0.022 15.2� A1515 0.015 1.801 0.003 0.012 0.022 0.022 15.50 01530 0.013 1.814 0.00?_ 0.010 0.019 0.021 15.75 01545 0.013 1.826 U.Q02 0.010 O.Q19 0.019 16.OQ 01600 0.013 1.839 0.002 0.010 O.Ot9 0.019 16.25 O1fi15 A.013 1.851 0.002 Q.O10 0.019 0.019 16.50 01634 0.013 1.864 O.Q02 0.010 0.019 0.019 16. 75 01645 0. O10 1. 8'74 0. 002 0. C109 0. 016 0. (317 17.QQ 01700 0.010 1.885 0.002 O.Oa9 0.016 0.016 17.25 01715 0.010 1.895 0.002 0.009 Q.016 0.016 17.50 01730 0.010 1.9Q5 0.002 0.009 0.016 0.016 17.75 01745 a.010 1.916 0.002 0.009 A.016 0.016 18.00 01800 0.008 1.924 0.001 0.007 p.013 0.019 18.25 01815 0.008 1.933 0.001 0.007 0.013 0.013 18.50 O1B30 O.On8 1.991 0.001 0.007 0.013 O.QI3 1@.75 OI84S Q.008 1.949 0.001 0.007 0.013 0.013 19.00 01900 0.008 1.956 0.001 0.007 0.013 0.013 19.25 01915 0.008 1.956 0.001 0.007 0.013 0.013 19.50 01.930 0.008 ]..974 0.001 0.007 0.013 d.033 19.75 01995 0.008 1.983 0.001 0.007 0.013 Q.013 20.00 02000 0.006 1.9�9 0.001 0.005 q.Ol.O 0.011 2a.25� OZO15 0.006 1.995 0.001 0.005 O.Oln 0.010 20.50 02030 0.006 2.001 0.001 0.005 0.010 D.009 20.75 020�5 0.006 2.008 0.001 0.005 0.010 0.010 21.00 02100 0.006 2.019 0.001 0.005 '0.010 0.010 21.25 02115 0.006 2.020 0.001 Q.005 0.010 0.010 21.50 02130 0.006 2.025 0.001 0.005 0.010 O.O1Q 21.75 02145 0.006 2.033 0.001 0.005 0.010 O.fl10 22.00 02200 0.006 2.039 0.001 0.005 0.010 0.010 22.25 02215 0.006 2.045 0.001 0.005 O.O1Q O.Oln 22.50 02230 O.Op6 2.Q52 0.001 0.005 0.010 0.010 22.75 02245 0.006 2.058 0.001 0.005 0.010 0.010 23.00 02300 0.006 2.Ob9 0.001 O.QOS 0.010 0.010 23.2� 02315 0.006 2.070 0.001 0.005 0.010 Q.O10 23.50 02330 O.Op6 2.077 0.001 Q.005 0.010 0.010 23.75 02345 0.006 2.0@3 0.001 O.OaS 0.010 0.010 24.00 00000 0.004 2.087 0.001 O.00A O.Q07 0.008 29.25 00015 0.000 2.087 0.000 0.000 0.000 0.003 2.087 0.385 1.675 1.675 Totals for. Watershed in inches over 0.46 �cres Rational Coefficient 0.81b Peak Flow (cfs) Q0.63 e:�clients\panco�valleygarb2\east2.hyd e 1�011C1 �OL1�111- o.g 0.6 1 j� Pond Flow In F Ow 0.4 (cfs) 0:2 I Pond Flow Out r' 0.0 �i 1 0� 5 1'0�� 1'S 2'0� 25 T--ime (hou�rs) 1 •�Time Znflow Outflow Stage 5toraqe� (hr) (cfs) (cfs) (ft) (ac-ft) 0.25 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 O.OQ 0.75 0.01 0.00 0.00 0.00 1.00 0.01 0.00 O.QO 0.00 1.25 0.01 0.00 O.OA 0.00 1.50 4.01 0.00 O.QU 0.00 1.75 Q.O1 0.00 0.00 0.00 2.00 0.01 0.00 0.00 Q.00 Z.�s o.o� o.00 n.00 o.00 2.SQ 0.01 0.00 0.00 0.00 2.75 0.01 O.OQ 0.0� 0.00 3.00 0.01 0.00 0.�0 0.00 3.25 0.01 0.00 0.00 O.Oq 3.50 O.Q1 �.00 0.00 d.00 3.75 0.01 0.00 0.00 0.00 4.00 0.01 0.0� 0.00 O.OQ �.25 0.01 0.00 0.00 0.00 4.50 0.01 �.00 0.01 0.00 4.75 0.01 0.00 0.01 0.00 s.00 o.ai o.00 o.oi o.00 5.25 0.01 0.00 0.0] 0.00 5.�0 0.01 0.0� 0.01 0.00 5. 75 Q.O1 0.00 0. f12 0. 00 6.00 0.01 O.Od 0.02 0.00 6.25 U.O1 0.00 0.02 0.�0 6.50 0.02 0.00 0.03 0.00 6.75 0.02 O.AO 0.03 0.00 7.00 0.02 0.00 0.03 0.00 7.25 0.02 0.00 0.04 U.00 7.50 0.02 q.Ofl O.Q4 0.00 7.75 0.02 �.06 0.0� O.OQ a.00 0.02 0.00 O.QS O.Od 8.25 0.02 0.00 0.06 0.00 8.50 0.02 O.OQ 0.06 0.00 8.75 0.02 0.00 0.07 0.00 9.00 0.02 0.00 O.OB 0.00 9.25 0.02 0.00 0.09 0.00 9.50 0.02 0.00 0.10 0.00 9.75 0.03 0.00 0.11 0.00 10.00 0.03 0.00 0.13 Q.00 10.25 0.03 0.00 0.14 0.00 10.50 0.03 0.00 0.16 0.00 10.75 O.OA 0.00 0.18 0.01 i1.00 0.05 0.00 0.2L 0.01 11.25 0.06 0.00 0.29 0.01 11.50 0.07 0.00 0.28 0.01 1I.75 0.22 0.00 0.41 0.01 12.00 0.63 0.05 0.69 0.02 12.25 0.93 O.I9 O.a4 0.03 12.50 Q.18 O.Y6 0.86 0.03 12.75 0.01 0.10 0.81 0.03 13.00 0.06 0.08 0.73 0.03 I3.25 0.05 0.08 0.77 0.03 13.50 0.04 0.07 0.74 0.03 13.75 0.04 0.06 0.72 0.03 14.00 Q.03 0.05 0.71 0.02 L4.25 0.03 0.05 0.63 0.0?_ 19.SQ 0.03 0.04 0.68 0.02 1Q 75 0. 02 0. i33 0. 66 0. 02 15.00 0.02 0.03 0.65 O.a2 15.2S 0.02 0.03 O.b4 0.02 15.50 0.02 0.02 0.63 0.02 15.75 0.02 O.Q2 O.S2 Q.0?_ 16.00 0.02 0.02 0.62 0.02 16.25 0.02 0.01 0.61 0.02 16.S0 0.02 0.01 d.51 0.02 16.75 0.02 Q.O1 0.60 0.02 17.t?0 0.02 O.Q1 0.60 Q.O� 17.25 0.02 O.dl Q.59 Q.Q2 17.50 0.02 O.U1 0.59 0.02 �7.75 O.Q2 0.01 0.59 0.02 18.00 0.01 O.d1 0.58 0.02 18.25 0.�1 0.01 0.5Q 0.02 18.50 0.01 0.01 0.57 0.02 1a.75 0.01 0.01 0.57 0.02 19.00 0.01 0.01 0.56 O.U2 19.25 0.01 0.01 U.56 0.02 19.50 0.01 0.01 0.55 0.02 19.75 O.Ol 0.01 0.55 0.02 2D.00 0.01 0.00 0.55 0.02 20.25 0.01 0.00 0.59 0.02 20.50 0.01 0.00 0.59 O.Q2 .20r.7,5, 0:01 0.00 0.5 0.02 -21.00 0.01 0.00 0.53� 0.02 2L.25, 0.01 0.,00 ,0°.53 0.02 21.50 0.01 0.00 0,.52� 0.02 21.75 Ua:01 0.00 0.52;' 0:�02 22'.00 0:.01 0.00 •Q.52• 0.02 22�.�25 0'.O1 0.00 0�.51 0.02 22:50 0.01 0.00 ,0.51 0..02 22'.75 0.01 0.00 0.51 0:.02 23'.00, '0':O1 0.�00 0.51 0.02 23�.2�5 `0:01 0:'00 0.50 0..02 23 50 0. 01 O..Od ,O SQ� 0�. 02 23.75 0,.01 0.00 0.50 0..02 29 ..00, '0 O1 0. 00 0,. 50 0. 02 24�.25 0.00 0.,00 0.49 0.02 =24.50 0':0,0 0.00 0.�48 0.02 �Max: 0'.63 0.16 ,0�.86 0.•03 Initial Pond VoI'ume 000.000 ac-f�t Tota:l. Inflow :Vo�.iune 000.064 ac-ft Tota�l 'Outflow Volume 000.029 ac-ft Tota�l Pei;col�a Volume 000,.,025 ac-ft einal Poncl Volume ,(stagel: 00'0,.015 ac-ft Firi'al Pond Vo.luine (ca•lc) 000.015 ac-tt Difference ;(error) 000.001 ac-ft e:'\clients\�panco\val'ley,�arb2\eas't2 rte iR-SS �QRKSH�ET 3 Ti.�e of Concentration or Ttavel �`ifne Project :�aliey Garbage II By AEG Date 1-27-60 Lo�ation: ivest Buildiag Roaf Checked: Date Circle ane: Present Developed Circle One: �c Tt through subarea Atotes: Space for as snany as two seqment� per flow type can be used for each ararksheet Inicude a map, schertiatic, or description of flow seqmentis. SA�ET FLOW (Applicable to Tc only) Segment ID East Roof l. Surface D�scriPtion (table 3-1) metal 2. Manniag's rouqhness coeff.,n (table 3-1)...... .(�15 0. 3. Flow I,engCh, I, (total L<= 300 ft) ft 23 4. Ten-yr 24-hr rainfall, P2 in 2.1 0. 5. Land slope ,s ...............................f�/ft 0.3333 0. 6. Tt 0.007�n7.)^.8/P2^.5 s^.4 Compute Tt.... hr 0.0031 0. 0.0031 SHALLOW COiJCEAJTI�ATED FLOW Seqment Ib �Y7 qutter Sur�ace Description (pavest or unPaved) PvC B. E'low Length, L ft 30 9. Watercourse Slope, s ........................ft/ft 0.02 0. 10. Average Veloci�.y, v(from figure? ............ft/s 2. Q. 11. Tt L/(3600V) Compute Tt.... hr 8.�092 0. 0.0042 CHANNEL ELOW Segment ID Drainpip� 12. Cross Sectional Flow Area, .................Ft^2 0.2 0. 13. Wetted Perimeter, Pw f� 1.6 14. Hydrauli� Radius r= a/Pw Yt .1 15. Channel Slvpe, s ............................ft/ft O.Q18 0. 16. Manning's roughnes� coeff.,n .013 0. 17. Y=1.49 r^�/3 s^1/2 n Compute V..........ft/s 3.76 0. 18. Flow Length, L �t 83 19. Tt L/(3600V) Compute Tt.... hr 0.0961 0. 0.0061 20. Watershed or subarea Tc or Tt .add Tc in steps 6,11, and 19 hr 0.013 e:\clients\panco�valleygarb2\west2t55.txt 3MA�►A 6�.0 �for Windows 'Watershed Information Watershed�Totel•Atea ,(acres) :0.18-3'0 Imper�ious Area ('acres 0 .,1050 =Time of-Concentration (min) :1.0 Impervi�ou`s Directly Connected :100.00 Additi.onal A�straction Over Pervious Atea (inchesy :0.10 "Over Impervious'�Atea (inches) :0:01 Infi�ltra'ti:on Cha•racteristics: Max Infiltration�Capacity (in�) :999.00 SC3 Curve_ Nuniber for� Pervious 61 Initial Abstraction Factor :•0.20 e:\cli�ts\panco\valleygarb2\west2.shd {r� .d a. p :3 -f +0.25. '0:2a ,W 0 F�� (�gs�} o.lo 1 2s 2a a.:o5�� t�► r lo 0:�� 5 hou cs 'T1Yn _p� HydrQgrgph Type :3CS 100 Hydrograph `ime Time Rain C Rain Infiltration Excess ExcQss •Outflow ;hr} HtiMM (in) (in) (in? (in) (cfs) (cfs� ).250 00015 0.004 0.009 0.000 0.000 0.00� 0.000 ).500 00030 0.006 0.010 0.000 0.000 0.000 0.000 1.750 00045 0.006 0.017 Q.000 0.004 0.003 0.004 ..000 00100 0.006 0.023 0.000 0.004 0.003 0.003 ..250 0011S 0.006 0.029 0.000 0.009 0.003 0.003 ..500 00130 O.QO& 0.036 0.000 0.009 0.003 �.Q03 ..750 00195 O.00b 0.042 0.000 0.0�4 0.003 Q.003 :.000 00200 0.006 0.048 0.000 0.009 0.003 0.003 :.250 00215 O.Q06 0.055 0.000 0.004 Q.003 0.003 :.504 00230 O.00S 0.061 0.00� 0.009 0.003 0.003 :.750 00295 0.006 0.067 0.000 O.A09 0.003 0.003 �.OpO 00300 0.006 0.0'I3 0.000 4.009 O.Q03 O.OQ3 �.250 OA315 0.006 0.080 0.000 0.009 0.003 0.003 :.500 00330 O.00Ea 0.086 0.000 0.009 0.003 0.003 :.750 00345 0.006 �.092 0.000 0.009 0.003 0.003 z.000 00900 0.408 0.101 0.000 0.005 0.004 0.009 ..250 004I5 0.008 0.209 0.004 0.005 O.00Q 0.004 .500 00430 0.008 0.118 0.009 0.005 0.009 0.049 .750 00445 0.008 0.126 0.004 0.005 0.004 0.004 �.000 00500 0.008 0.139 0.004 0.005 �.004 0.004 �.Z50 00515 0.008 0.193 0.009 0.005 0.009 O.Q04 �.500 00530 0.008 O.1S1 0.004 0.005 0.004 0.004 �.750 0�545 0.008 0.160 0.004 0.005 0.004 0.004 �.000 00600 4.008 Q.168 0.009 0.005 0.004 0.004 �.250 00615 0.011 0.178 0.004 0.006 0.004 0.005 •.500 00630 0.011 0.189 0.004 O.00S 0.004 0.004 �.750 00695 0.010 0.199 0.004 0.006 0.009 0.004 .000 00700 0.011 0.210 0.009 0.006 O.Oa4 0.004 .250 00715 0.010 0.220 0.009 0.006 0.004 0.009 .500 04730 0.021 0.231 0.004 0.006 0.004 0.009 .750 00745 0.011 0.291 0.009 0.006 0.004 4.009 .000 008�0 0.010 0.252 0.004 0.006 O.OQ9 a.009 .250 OOB15 0.013 0.2b� 0.005 0.00? 0.005 0.006 .S�O OOB30 0.025 0,279 U.006 O.A08 O.OQ6 0.007 .750 00845 0.015 0.299 0.006 0.008 O.A06 O.a06 .000 00900 0.0°15 0.309 0.006 0.008 0.006 O.00C .250 00915 0.01? 0.325 0.007 0.010 0.00? 0.00? .500 00930 0.017 0.392 0.007 0.010 0.007 0.007 .T50 00945 0.019 0.3b1 0.008 0.011 0.008 0.006 0.00 01000 0.019 0.380 0.008 0.011 0.008 O.D08 0.25 01015 O.U21 0.401 0.009 0.012 0.009 0.009 0.50 01030 0.025 0.426 0.011 0.019 0.011 0.011 0.75 01045 0.032 0.958 0.013 0.018 0.013 0.019 1.00 01100 0.038 0.496 0.016 Q.022 0.016 0.017 1.25 01115 0.044 0.540 0.019 0.025 0.019 0.020 1.50 O1Z30 0.055 0.594 0.023 0.031 0.023 0.025 1.75 01195 0.218 0.813 0.093 Q.125 0.092 0.117 2.d0 01200 0.580 1.392 0.24? 0.333 0.245 0.299 2.25 01215 0.092 1.485 0.039 0.054 0.090 0.032 2.50 01230 0.059 1.543 0.029 0.035 0.026 0.021 2.75 01245 0.048 1.592 0.019 0.029 A.021 0.020 3.00 01300 0.038 1.630 0.015 0.023 0.017 0.015 3.25 01315 0.031 1.661 0.012 O.U19 0.014 0.013 3.50 01330 0.027 1.6B8 0.011 0.01? O.Al2 0.012 3.75 01345 0.023 1.711 0.009 0.019 0.410 0.010 4.00 01400 0.021 1.732 0.008 0.413 0.010 0.009 4.25 01415 0.019 1.751 0.007 0.012 0.009 O.OA8 4.50 01430 8.OI7 1.768 �.006 0.010 0.008 O.Q07 4.75 01445 U.015 1.783 O.00f 0.009 0.00? 0.006 5.00 01500 0.015 1.798 0.006 0.009 O.Q07 0.007 5.25 01515 0.015 1.812 O.00G 0.009 0.007 0.007 5.50 01530 0.013 1.825 O.00S 0.006 0.006 0.005 5.75 01595 0.013 1.837 0.005 0.008 0.006 0.006 6.00 01600 0.013 1.850 0.005 0.008 0.006 0.006 6.25 01515 0.013 1.863 0.005 0.008 0.006 0.006 6.50 01630 0.013 1.875 0.005 0.008 0.006 0.006 6.75 02645 0.010 1.886 0.004 0.007 0.005 0.009 7.00 01700 0.010 1.896 0.004 0.007 q.005 0.005 7.25 01715 0.010 1.907 0.004 0.007 a.005 0.005 7.50 01730 0.010 1.917 0.009 0.007 0.005 0.005 7.75 01745 0.010 1.928 0.004 0.007 0.005 0.005 8.00 01800 0.008 1.936 0.003 0.005 O.Q09 0.009 8.25 41815 O.OQB 1.945 0.003 0.005 0.004 0.004 8.50 01830 0.00� 1.953 0.003 0.005 0.004 0.004 8.75 01845 0.008 1.961 0.003 0.005 0.009 0.004 9.00 01900 Q.008 1.970 0.003 0.005 0.004 0.004 9.25 01915 0.008 1.978 0.003 0.005 0.004 0.004 3.50 01930 0.008 1.987 0.003 0.005 0.004 0.004 .9.T5 01945 0.008 1.995 0.003 0.005 0.009 0.009 !O.OtJ O�OQa O.Ob6 2.001 0.002 0.004 a.003 A.003 !0.25 02015 0.006 2.008 0.002 0.009 0.003 0.003 :0.50 02030 0.006 2.019 0.002 0.004 0.,003 0.003 :0.75 02095 0.00� 2.020 0.002 0.004 0.003 0.003 '1.00 02200 0.006 2.026 0.002 0.004 0.003 0.003 '1.2g 02115 b.006 2.033 0.002 0.004 0.003 0.003 :1.50 02130 0.006 2.039 0.002 0.004 0.003 0.003 :1.75 02195 0.006 2.045 0.002 0.004 0.003 0.003 '2.00 02200 O.Q06 2.052 0.002 0.004 0.003 0.003 :2.25 02215 0.006 2.058 0.002 0.004 0.003 0.00� :2.50 02234 0.006 2.0&4 0.002 0.004 0.003 0.003 :Z.?5 02245 0.006 2.071 0.002 0.009 0.003 0.003 :3.00 02300 0.006 2.077 0.002 0.004 0.003 0.003 :3.25 02315 0.006 2.083 0.002 0.004 0.003 0.003 :3.�0 02330 0.�06 2.089 0.002 0.004 d.003 0.003 :3.75 02395 0.006 2.095 0.002 0.004 0.003 0.003 '4.00 00000 0.004 2.100 0.001 0.003 0.002 0.002 :4.25 00015 0.000 2.100 0.000 0.000 A.000 0.001 2.100 0.821 5.230 1.230 Totals for Watershed in inches over 0.18 acres :ational Coefficient 0.609 Peak Flow (cfs) 00.30 •:�clients�panco\valleyqarb2\west2.hyd Stagd S`�orage ;Weir_ 1•Q Weir 2' Q Discharge �(ft) (a�=ft) (cfa) (cfs), (cfs�, 0.'00 0..,0,0 0.00� 0'.00 0:00 1.,00 0'.�00 0.19 0�.00 0..19 a.,00 o.00 o�.ao o.00 0.20 3.00 0.01 0.25 0.00 0.25 4.00 0.,01 0.30' 0.00 0':30 5.00 0..02 0.33 0.00 0.33• Weir. Nuiaberl 'Type :�Gi�•rcular Orifice Thi"s• circula,r, orifi_ce is a �Equation Q= C*A*2g^.•S�K"n simulation used to 'iepresent 'Weir Invert: (•ft) 0.10 drywell capacity for Ga�rrf.son C: 0.�60 n';. ;0. 50 grevelly 1'oam' at 0.,30 cfs when Orifice Diain�eter (ft) 0.20 the barrel 'rs full '?,('4' dep,th) �:\cl�ients�panco.�val•leygarb2\west2.pnd Y utl�!� d 0:30 n. d F o il� Pon 0.2� II, i�. �j 4 L i C� y put -Flp� p�nd F�o r:�, ;cfs�} o.l� C. 25 0 •Q 20, 4 1 O: r b �our'�� :a .os. Time 1 L r N� OPE��IOl�TS SITE I� AGE �P�R'I' -At V�Qley��Garb�ge 11720 E. �irst Avenue. Spok�ne, W�shington Prepared I+'-or 0��1�,��� P�.►�,��� =a�.��: �r�P�7: ra.T �SPQKhNE CGUNTY E��"Git���t;'S OrFI� PANCO� CONSTRUCTION Spokane, �?VA PROJECT SiJB�+�TTAL Bl'� R�TUR� TO COUt�!?Y ENGtP�E� TEC�CON, East 1230, �ron"t Avenue S:pokane, W-A 99202-2148 Tel(509) 536-0406 Fax (509) 536-0565 Professional. Engineers Certified Environmental Specialists Project Managers' e E. F as �t�. R S �NAL� G ���•lV'00 IEf(PfRES 7-- O/ I s 2 DRAINAGE REPURT PANCO CONSTRUCTION 11720 E. FIRST AVENUE SPUKANE COUNTY, WASHINGTON Proposed improvements to the Valley Garbage site �t 11720 East First Avenue trigger tl�e need far storm water runoff disposal improvements by Spakane �ounry regulatian. The calculation sheets following this narrative include details of the analysis showing tbat the proposed draina�e improvements are adequate to control runoff oa the site for a 10-year event, and safely diseharge runoff for larger events at a rate equivalent to or less than the discharge rate in the pre-developed condition for the site. Key assumptions made for the site include assuming that the soils are Garrison gravely loam v�ith an effective penneabiliry 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 conform to the IDF curves for Spokane as published in Chart 34 ofthe Washington State Department of Transpartation (WSDOT) Hydraulics Manual. The three drainage areas in the d�velapment inclucie new asphalt parking and drive areas and existing and new roof area. The parking area drainage on the west side of the site includes existing metal roof and is shown as "Mid Drainage" on Plan Sheet A 1. The southwestern drainage area is shown as "West Roof Drainage" on Plan Sheet Al. The eastern drainage area is shawn as "East Roof Drainage" on Plan Sheet A 1. The SCS TRSS method analysis was performed using SMADA software produc� by the University of Central Florida. In the swale area on the south side of the site draining the western and eastern roof ar�as, the controllin� volume requirement is derived from the S�S TR55 unit hydrograph approach. The swale areas more than meet Spokane County's minimum requirement for 20� infiltration area and on-site storage volume. The existing bydrologic conditions for the site are developed. The calculated peak runoff fur the pre- developed site, using the SCS method, follows: Q=CP Q.2S}' (P O.8S), where: Q= runoff in cfs, P= total storrn raiafall, S= potential abstraction in inches S 1000/CN -10 �N curve number In this case, the CN 70, since the soil �roup is Garrison, an "B" hydrologic soil. Valley-wid�, the land use was ap�roximately the same as pasture in fair condition, thus the 70 rating. S= 4.29 P= 3.04 inches in 24 hours for a 1 UO year stnrm. s Q 1-.030 inches��over�the site. The entire site drainage basin',is approximatel.y-,0:71 acres, since the drainage is bounded on_,the north �by First A�enue, which has its own dr�nage.sy,stem, the east and west edges of the sife are adjacent property also ovv�ned by Valley Gartiage; and on the�south is an abandoned�railroaci grade. T}lerefore the t�tal pre-developed runoff from a 100. year event is predicted �to be 2,656 cubic feet. For tiie peak runof_f; the hydraulic �len'gth is -170� �feet, which equates to an� equivalent area� of 0.71 acres. �Using�the�Tyne II storm'curve the.estunated peak runoff for.a-CN7,0 is 1.0 cfs/in ofrunoff. fihis equates to 1.03� cfs allowable.peak r�anoff�for t�ie� 100-year event. �For�a 14•year storm, P= 2:12, arid Q=�0.287 inches over�the.site; therefore the.allowable�peak runoff is.4.29 cfs for a l 0 year �storm. The predicted peak c�ischarge amount is 0 cfs for the site, unless a runoff.over--i�ce condition develoPs�that filts over 780 cubic feet of storage (the�swale plus the two drywells on site),: in which case.up to 1:2 cfs� would be discharged from the �site. i 1 Vallay Gar�age S+te Improvemencs 11720 E First far Panco Construction Alan E. Cay, P.E., Civil Engineer TechCon� Inc. 10-Aug-0O Site Hydroloyy Study Des3gn to 10 year storm (for review by Spokane Co. Publrc Works). Use conservative 5 min. intensfty f= 3.2 in/hr Disposat Capacity Gams�n Gravely loam Esiimated Tdue Iniiltration Capacily q= 0.36 iNhr RaUo of i/q �.�88889 Max�mum Starage Deplh: 6 in. 10 year, on8 hour intensity: 0.6 inlhr 10 yaar, 24 hour total: 212 in. Type A drywell capacity: 4.33 FEET 0.3 cfs 54.45 cf. Type B drywell capacity: 8.67 FEET 1 cfs 108.91 cf. Mid Basin (Drains to Swale in Northwest Corner of site) Roof Impervious Area: 240a (sheol metal roo� Asphalt Area: 4772 Other Impervtous: 0 Total Improv2d Impervious Surface Area: 7172 squarefest Utiliz+e biafiltratian swales (grassy) for disposal. Assume ante�edant saturated saft condillons: Utilize� Spokane County Type A drywells for overflow. I�lude storage votume oi drywells as well as drywe0 infiltratian capacity. Available Grassy Area: 1840 square feet Pianned Depressed iMiltraUon Area: 408 square feet culllvated surface Additianal available irtfittratlan volume on side stopes: Assume 3:1 siapes 1.5 feet wlde strip around depresslon �vale Edge Area: 138 square feet Tot�l Available for Infillration: 544 square feet 237.50 ft3 Total Requlred Under County Standard: 198.8333 R3 OK Hydrosogy Check: Rational Method: SCS Method: Peak Runaff, 10-year storm, O=CIA 24 hour storm Impervious Surface C: 0.9 Tc 4.6 minutes Perviaus Surfac� C: 0.4 Total Area 0.206887 acres 10-year fntensity: 3.2 iNhour Area Impervious: 7172 square feet SCS curve No. 90 Area Pervious: 1840 square teet 1Q-year 24 hour slorm: Pe�k O: 0.53 cfs 2.12 inches SCS Type II Storm Pe�k Infiltration Rate: 0.36 in/hour SCS 10� Hydrograph Pervious Surface, non-swale. 1296 square feet simulate capacity of drywells as Peak O, parv, non-swale: 0.75 foot diameler orifices 0.04 cis vghyd2-A-1 VaUey Garbage S]te Impravements 11720 E. �ir5t for P�rtco Constructian Alart E. Gay, P.E., Clvil Enginser TechCon. Inc. 10-Aug-�0 Infi!tration ca�acity, perv, non swale: Capaaiy is adequate. 0.01 cfs Hydraulic Capaaty cf Drywells is 0.3 cfs Hydreulic Capa�ity of Grass Infiltrat�an is Peak O, remainder. 0.00 cfs tatal: 0.30 cfs 0.52 cfs Peak flow: 0.23 cfs OK Slnrale Infiltrat�on Capacfty: Is Peak Levelc= 1 A feet? Yes OK 0.00 cts peak level: 0.86 feet Drywell Capaciry: 0.30 cfs Stora�e Requ�red, 5 minute Storm: 63.87 cubic feet Storage Available, Swaie Only: 237.5A cubic fzel OK S1�v�le plus dryw811: 291.95 cubic feet OK Peak Runofl, 1QD-year sloRn: (5 minute) 10D-year intensity: 5.1 inlhour Peak 0.84 cfs 157.97 cubfc faet OK West Parking (Orains to Swale on soutfiwest edge of site) Roaf Imper+iious Area: 2500 (sheet metal roof� Aspflalt Area: 1767 Other Impenrtous: 0 Total Improved impervious Surfa� Area: 4257 squarefest Utflizs bicfiltration swales (grassy) for di5posal. Assume antet;edant salurated soit conditions: Utillze Spckane County Ty�e A drywel�s far over(law. Include starage volum� of drywelis as w�ll as drywell infiltreUan capacity. Ava(labfe Grassy Ar�ea: 851.25 square teet ad�tianal perviou� 0 square feet cotal {�rvious: 851.25 square feet Piarmed Depressed IntilVation Area: 190 square feet cultivated surfa�e Additional avaitable infittration volume on side stopes: Assume 3:1 sl�s 1.5 feei wirle strip around depnession Swale: 155.35 square feet: 1/2 avaitabis for storage Total Avaflabte tor InfiltraUo�: 345.38 square fee� 133.84 ft3 Total Requtrad Under County Standerd: 73.825 ft3 OK Hydrotagy Check: RaGonat Method: SCS Method: Peak Runaff, 10-year storm, 0=CIA 24 haur storm Impervfous Svrface C: 0.9 Tc 2.6 minutes Pervious Surface C: 0.4 Totat Area 0.11748� acr�as 10-yeef IntetESlty: 3.2 �Nhour Area Impervious: 4�7 square feet SCS cunre No. 93 Area Pervious: 851.25 square feet 10-year 24 hour storm: Peak Q: 0.31 cis 212 inches SCS Typs ii Storm Peak Infiltration Rate: 0.35 in/hour SCS 10a Hydrograph Perviaus Surface, norrswafe: 505.89 square f�l sfmulate capacity of dryweils as Peak O, perv, non•swale: 0.75 foot diameter oriflces 0.01 cis Infiltration cap�city, pero, non swale: Cap�city is adequate. O.OQ cfs Hy�raulic Capacity of Drywelis is 0.30 cfs HydrauNc Capacfty of Grass Infiitralfon is vghyd2-A-2 i i Valisy Gart�age Site Improvements 117�0 E First for Panco ConsVuction Alan E. Gay, P.E., Civii Engineer TechCon, Inc. 10-Aug-40 Psak Q, nemainder: 0.00 cfs tobJ: 0.30 cfs 0.30 cfs Peak ftaw: 0.16 cfs OK S�►ale Infittration Capaaly. Peak level: 0.84 faei 0.00 cfs Ory4vell Capacily: 0.30 cfs (TYPE A) Storage Required, 5 minute Storm: 0.01 cub:c feet Storage Avaitabfe, Swale Onty: 133.84 cubsc feet OK 6" Snrate plus drywell: 188.29 cublc teet OK Peak RunoN, 100-year storm. (5 minute) 100-year intensity: 51 (Nhour Peak Q: 0.49 cfs 54.72 cubic feet OK West Roof Basin (D�ains to Drywell on no�th side of West Bullding) Roof Impervious Area: 4708 (sheet metat roo� Asphalt Area: �879.25 Other Impervious: 0 Totai Improved Impervtous Surface Area: 10587.25 square feet Utitize bioflltratlon swales (grassy) for disposal. Assume antecedant saturated soil conditbns: Util'�ze S�oka�e Caunty Type A drywslts for overfiaw. Inciude storage v�lume of drywaiis as well as drywell infiltration cap�city_ Available Grassy Ar+ea: 1788.75 square feet addittonal pervious: 0 square feet rotal perv�ous: 1788.75 square feet Planned Depressed Infltration Area: 591 square f�8t cultivate� surface Additional availaDte infiltration valume on side slopes: Assume 3:1 sloRes 1.5 feet wide strip around depresston Slnrate: 440.82 square fee� tl2 avadable tor storage Tata1 Available for infiltraiion: 1031.82 squate (ee 405.71 ft3 Total Required Under County Standard: 244.9688 ft3 OK Hydrology Cl�eck: Rattanal Method: SCS Method: Peak RunoN, 1Q-ysar storm. �=�IA 24 hour starm Impen�ious Surfa�s C: 0.9 Tc 2.6 minutes Pervious Surfa� C: 0.4 Tot�l Area 0.284114 acres 10-year tntensity: 32 in/haur Area Imperv�aus: 10587.25 square feet SCS curve No. 84 Area Pervzous: 1788.75 squ�re feet 10-year 2R heur storm: Peak C1: 0.75 cfs 212 inches SCS Type II Starm Reak Infiltratian Rate: 0.� In/ttow SCS 100 Hydrograph Pervious Surface, nan�wale: 758.93 square feet simulate c�pacity of drywelis as Peak Q, perv, non-swale: 0.75 foot diameter uri�ee� o.a2 �rs Infiltrat�nn capacity, perv, non swate: Capacfty is adequate. 0.01 cfs Hydraulic Capa�ity of Drywells is 0.30 c#s Hydraulic Capacity af Grass Infiltratian Is Peak remairtrler. 0.01 cfs total: 0.31 cfs 0.75 cfs Peak (low� 0.275 cfs OK Swale Infiltration Capacity: Peak fevel: 0.83 feet vghyd2-A-3 P Valley Garbage Site Improvements 11720 E. Frst for Panc� Construction Alan E. Gay, P.E, Civii Engineer TechCon, Inc. 10-Aug-0O 0.01 cfs Drywell Capadry: 0.30 cfs (TYPE A) Storage Required, 5 minute Storm: 131.29 cubic feet Storage Avaltabie, Swala Only: 405J05 cub�� feet OK 6° Swa�a plus drywe�l: 480.16 cubic fest OK Peak Runoff, 100-year storm: (5 minute) 100-year intensity: 5.1 iNhaur Peak Q: 1.2a cfs 265.34 cubic feet OK Pre-0evelopment Flow Roaf Imperviaus Anea: 0 (sheet metal roof) Asphatt Area: U Othsr Impenrfous: 0 Tolal Impraved Impervious Surface Ar�ea: 0 sQuare feet Utiliz� �foflltratRon swales {grassy) far disposal. Assume anteoedant saturated sail conditions: Utiliz� Spokane County Type A drywells for overflow. Indude storage vatume of drywells as well es drywetl iMiltratEon capacity. Available Grassy Anea: 31070 s�uar�fe8t addltional pervEous: 0 squane fest total pervious: 31070 squarB fest Ptanned Depressed Infilt�ation Area: 0 squara feet CutGveted 5urfsce Total Required Under County Standard: 0 ti3 OK Hytlrology Check: R�tional Method: Peak Runoff, 10-year storm, Q=CIA Impervious Surface C: 0.9 Pervious Surface C: 0.4 10-year intensity: 3.2 In/hour Area Imperviaus: 0 square feet Area Penrious: 3107A square feet Peak O: 0.91 cis Peak (nfiltratifln Ftate: 0.36 iNhour Pervious Surface, non-swale: 31070 s�uare feet Peak Q, p�rv, non-swale: 0.91 Cfs InfillraUon ca�acfty, perv, rtan swale: O.Z6 cfs Peak remainder. 0.65 cfs Slnrate Infiltraticn Ca�adty: Q.00 cfs �rywe11 Capactty: 0.00 cfs Peak Runoff, 100-yeat storm. (5 minute) 1Q11-year intens�ty: 5.1 iNhour Peak Q: 1.46 cis vghyd2-A-4 Valley Garbage Site Improvements 11720 E. First for Panco Construction Alan E. Gay, P.E., Civil Engineer TechCon, Inc. 10-Aug-0O Hydraulics 1. Roof Drainage, West Building (Mid D�ainage) Totat Roof: 2400 sq.ft. Drain north corners of roof. Pipe to the south on either side of building. NorthEast: 1200 sq.ft. Northwest: 1200 sq.fl. TC: 1 minute Raional I: 3.2 inches/hr, 10-y� storm 4.6 inches/hr, 50-yr slorm C: 0.9 Q10: 0.159 cfs Q50: 0.228 cfs East side downpipes: q50: 0.114 cfs use 3" galv., route inside total q50: 0.228 cfs 1a. East Side Drain pipe: 3 LF 0 inch min. burial Crown up: 97.83 ie: 97.50 C�own dow� 96.98 ie: 96.65 s= 0.283 ft!ft Use PVC 0.013 =n 4 inch pipe �eq. 1.013 cfs �K 1 b. Roof O�ainage, West Side, Wesl 8uilding West Roof: 1200 sq.ft. TC: 1 minute Raional 1: 3.2 inches/t�r, 10-yr starm 4.6 inches/hr, 50-yr sto�m C: 0.9 West side downpipes: total q50: 0.114 cfs West Side Drain pipe to Swale: 25 LF 24 inch min. burial Crown up: 95.5 ie: 95.17 Crown dowr 93.15 ie: 92.82 s= 0.094 ft/ft Use PVC 0.013 =n 4 inch pipe req. 0.583 cfs OK 2. Roof Orain�ge, West End, Shop 8uilding Total Roof: 5Q00 sq.ft. Drain each north comer of roof. Pipe to the south on west side of building. West Side 2500 sq.ft. East Side 2500 sq.ft. TC: 2 minute Raional I: 3.2 inches/hr, 10-yr storm 4.6 inches/hr, 50-yr storm C: 0.9 Q10: 0.331 cfs vghyd2-B-1 Valley Garbage Site Improvements 11720 E. �rst for Panco Construction Alan E. Gay. P.E., Civil Engineer TechCon� Inc. 10-Aug-0O Q50: 0.475 cfs Nort�west downpipe: q50: 0.238 cfs use 3" galv. 2a. Drain pipe to Southwest Swale 53.5 LF 24 inch min. burial Crawn up: 97.4 ie: 97.07 Crown dowr 96.33 ie: 96.00 s= 0.020 ftift Use PVC 0.013 =n 4 inch pipe req. 0.269 cfs OK 3. Roof Drainage, East End, Shop Building 8 East Building Total Roof: 5000 sq.ft. Shop Building Total Roof: 2208 sq.ft. East Building Drain to comers shown. Pipe to the south between buildings. Easl Shop: 2500 sq.ft. Nonh Side: 256 sq.ft. Easl Building East Side 976 sq.ft. East Building West Side 976 sq.ft. East Building TC: 2 minute Raional I: 3.2 inchesThr, 70-yr stonn 4.6 inches/hr, 50-yr storm C: 0.9 Q10: 0.165 cfs East Side Shop Q50: 0.238 cfs East Side Shop Nonheast shop downpipe: q50: 0.238 cfs use 3" galv. Q10: 0.017 cfs North Side, East 8uilding Q50: 0.024 cfs North Side, East Building Norihwest East 8uilding downpipe: q50: �.024 cfs use 3" galv. Q10: 0.065 cfs East Side, East Building C150: O.Q93 cfs East Side, East Building Northwest East Building downpipe: q50: 0.093 cfs use 3" galv. Q10: 0.065 cfs West Side, East Buitding Q50: 0.093 cfs West Side, East Building Narthwest East Buitding downpipe: q50: 0.093 cfs use 3" galv. 3a. Drain pipe to Junctionl trom Northeast Carner Shop downpipe 52 LF 24 inch min. burial Crown up: 97.4 ie: 97.07 Crown dow� 96.55 ie: 96.22 s= 0.016 ft/ft Use PVC 0.013 =n 4 inch pipe req. 0.243 cfs OK; req.= 0.238 cfs 3b. Drain pipe to Junction 2 f�om Northwest corner of East Building downpipe 36 LF vghyd2-8-2 a Valley Garbage Site Improvements 1'1720 E:.First for Panco ,Construction Ala�ri, E. Gay, P.E., Civil Engineer TechCon� Inc. 10-Aug-UO 24 inch min.; burial Crown'up: 98 ie: 97.67 Crown dowi 97,.64 ie: 97.31 s= 0.010 ft/ft ��Use PVC 0.013 =n 4 inch pipe req. 0.190 cfs OK;,req.= 0.024 cfs 3c. D�ain pipe to Junc6on 3 from Junction 2„west side East Building 46 LF 24 inch min., burial Crown,up: 97.64 ie: 97:31 Crown:dowi 97.18 ie: 96:85 s= 0.010 ft!ft •Use PVC� 0.0�13 =n 4 inch pipe �eq. 0.190 cfs OK; req.= 0.117 cfs 3d.. Orain pipe�to Junction-3 from,Sflutheast,comer of East Building'downpipe: 40 L' F 24 inch min. burial' Craviin up:; 98 ie: 97.67 Crawn dowi 97.18 ie: 9.6.85 s= 0:020 Nft Use PVC. 0.013 =n 4 inch pipe req. Q.272 cfs OK; req.= 0:093 cis 3e. Drain;pipe to Junctian 1 from Junction 3 40 LF 2,4 inCh min. burial Crown�up: 97.18 ie: 96.85 �Crown;dowi 96.55 ie: 96:22 s= 0.016 fUft Use PVC 0.013 =n 4 inch pipe req. 0.239 cfs �OK; req.= �0.21U cfs �3f. Drain pl'pe to�Southeast DryweU from,Junction 1 11 L' F 24 inch min. �burial� C�own.up: 96.55 ie: 96.22 �Crown dowr 93.50 ie: 93.17 �s= 0.277 ft/ft Use�PVC U.013 =n 4 inch'pipe req. 1.002 cfs OK; req:= 0.447, cfs �vghyd2-B-3 ld/�� I�ralna�e TR-5�5 C.alc�lat%o� o. ����nt-ou�ts Tp-55 WORKSHCET 3 Time of Can�Pntrat�on or Travel Time �ro�ecr_ Valiey �arbage 2 B�� A�� Date E/9/QO Location: Middle r1W clrainag� Checked: C��te Circie �ne: PresenC �eveloped Circle One: Tc Tt through subarea Ivotes: 5pace for as many as Cwa seqmellts per flow type can be used for each worksheet. Inlcude a rt�ap, schen�ati�, or description �f flow segments. SN�ET FLOW (Applicable to Tc only) 5egmen� IA N.C. 1. Surface Desr_ription (talale 3-1) asphalfi 2. Manning's roughness coeff.,n (table 3-1)...... .n3 0. 3. Flow Length, L(total L<= 300 ft) ft 116 9. Ten-yr 24-hr rainfall, P2 in 2.1 0. 5. Land slope ,s ...............................ft/ft 0.01� A. 6. Tti a 0.007(riL)^.6/�2^.5 s^.4 Compute Tt.... hr 0.0768 A. 0.0'76B SHAI.I.pW CONCE:NTRATED FLflW Seqm�nt ID 7. Surface Description (paved or unPaved) 8. �'lo� Length, L ft 9. wazercourse S?ape, s ........................ft/ft 0. 0. 1D. Average Velocity, v tfrom figure) ............ft/s 0. 0. li. Tt L(3600V) Com�ute Tt.... hr 0. 0. 0. CNA1dNEL fiLOW �egment ID 12. Cross Sectional E'low Area, .................ft�2 0. 0. 13. wetted P�rimeter, Fw ft 14. Hydraulic Radius r= a/Pw €t 15. Chann�l Slope, s ............................ft/ft 0. 0. 16. Manning's roughneas coeff.,n 0. 17. V='1.49 r"2/3 s^1/2 a� Compute V..........fh/s 0. 0. 16. Flow Length, L f� 19. Tt L(3600V) Compute `I'k.... ht D. Q. 0. 20. Watershed or subarea Tc or Tt .add Tc in 9C�ps 6,11, and 19 hr 0.077 d:\clients\panco\valleygar�2\vgcent53.txt SMA'DA' 6.0' for Windows yJ'�t�r"sf►�ti ZnCo�✓mat�.on Water-shed T�tal �Azea (acres) Q. Tmpervious �Area (acresj :0.,1650 'Time` of �'Cc�ncentraC_ion (min) :4.6 a- Impervio,us. [3zrectly Connected :100'.00 Additional Abstractio�� 'Over P,ervi.ous Area (�in'ches) :0.10 :Over Tmperviaus.Area ,(inches) :0.01 rniil;txat=ion Chatacteristi�cs: Max Inf.i�]:'t�rara.an Capacity ('in•) 999. 00 �SCS��Eurve Namber far Pervious :61 -laitia'1- Atistra'ction F,actor :0.20 d:��clients�\�panco\vall.eygarb2\mid. shd �ate�-shed H dro �a h Y 0.25 0.20 Flow o. i s (c fs) 0.10 0.05 O�.00 f'1 t i� 0 :5 -1'0 l:'S 2'0 2'S T.in�e� (h�ours) Nyrlr�agr�ph Type :SCS 1Q0 tlydroqrd��ti Timc Time Ra1n C Ra�n In£il*:c�Cic�n k:::cess Ercesq �ut ils5w (hr� fIMMM fic�1 f.inj (i�) tiri) (ef�;) �cfs) C.250 OOOiS 0.009 A.00� 0. (40� O.00d A. at�O (1. 000 O.�UO 000�0 O.Q06 A.Q:O 0.000 0.000 O.QUU �.000 0.750 QU095 O.b06 f1.0�7 O.U�O (�.OUS 0.009 0.002 1.000 OU100 0.006 0.023 0.400 0.005 �.Oa9 O.OQ3 1.250 nU115 O.pO�a d.A?9 0.000 0.005 O.bd9 0.009 1.500 00130 O.n06 Q.0�6 O.Of�Q 0.005 0.404 O.OQ9 1.75Q OOlAS O.OU6 O.C192 0.000 O.QOS O.OQ9 O.Q�OA 2.OU0 OA200 O.QaG 0.04Q 0.000 O.Q05 0.009 d.A09 2.250 Q0215 O.A06 0.055 0.000 0.005 0.009 0.004 2.500 Q0230 0.006 0.�61 O.Q00 0.005 0.004 Cl.009 2.750 00295 0.006 0.067 0.000 0.005 O.Q04 0.00� 3.Q00 D03QQ O.OQ6 0.07� 0.000 O.OAS 0.404 0.004 3.250 00315 O.d06 0.000 0.000 O.QOS O.QO� 0.009 3.500 Q0330 0.006 0.086 0.000 O.QD5 U.Od�] O.QOA 3.750 00395 Q.flt95 O.Q�2 O.QOQ 0.005 a.��04 0.009 9.000 00400 0.408 O.lOI d.QQ(l Q.A07 O.p06 0.005 4.2�Q 00415 O.OQB 0.109 0.002 0.007 0.006 0.005 4.500 0�430 Q.008 0.118 0.002 O.n07 0.00� 9.OQ6 4.750 00995 0.009 0.126 0.002 O.f107 O.pOfi O.00a 5.000 00500 0.048 0.139 0.002 0.007 0.006 O.00S 5.250 00515 O.Qt38 0.143 0.002 0.007 O.UU6 0.006 5.500 00530 0.408 0.151 O.Q02 0.007 0.006 0.006 5.750 00595 0.008 0.160 0.002 0.00? 0.40G 0.006 fi.000 04600 0.008 0.168 0.002 0.007 O.OQ6 O.Q06 6.250 00615 0.021 0.178 O.On2 0.008 0.007 0.00� 6.500 00630 0.011 0.189 0.002 O.QOS 0.007 O.QA7 6.750 00695 0.010 0.199 0.002 0.006 0.007 O.Q07 7.000 U0700 0.011 0.210 O.On2 0.008 0.�0'7 0.007 7.250 00715 0.0.10 A.22a Q.002 0.008 0.007 O.dU7 7.500 00730 0.011 0.231 0.002 O.00Q 0.007 0.007 7.750 Q0745 O.U11 0.2�12 0.002 O.00II 0.007 0.007 8.000 008Q0 O.Q10 p.252 0.�02 A.008 O.OQ7 0.007 8.250 00815 0.013 0.26� O.AQ3 0.0]0 0.008 0.008 8.500 00830 O.A15 0.279 0.003 0.012 0.010 0.009 8.750 OU84S O.UlS U.299 �.003 0.012 0.010 0.009 9.000 00300 0.015 0.309 0.003 p.01?. Q.O1A 0.010 9.250 00915 0.01'7 0.325 O.Q03 0.013 �.Ol.l Q.O1� 9.500 00930 0.01.7 0.342 O.Q03 0.013 Q.O11 0.011 9.750 00995 0.019 0.361 0.004 0.015 n.013 A.OJ.2 ��.no OloOO a.019 0.390 0.00� 0.015 1�.013 O.oi2 10.25 01015 0.021 0.901 0.004 0.017 0.014 0.013 10.5U Q103A 0.0�5 0.426 0.005 0.020 0.017 0.015 10.75 O10A5 0.032 0.958 A.OQ6 0.025 0.021 O.Olg 11.00 01100 0.038 0.996 0.008 0.030 0.025 0.022 11.25 01115 0.044 0.540 0.009 0.035 O.Q2� 0.026 11.50 01130 0.055 0.594 Q.1111 Q.044 0.036 0.031 I1.75 01195 0.218 0.613 0.099 0.174 0.195 0.083 12.00 a1200 0.580 1.392 0.118 0.�362 0.386 0.225 12.25 01215 0.092 1.485 0.018 0.074 0.062 0.182 12.50 01230 0.059 1.543 0.011 0.047 0.090 0.124 12.75 01245 0.098 1.592 0.009 0.039 0.033 0.064 13.00 01300 O.D38 1.630 0.007 0.0�1 d.026 0.019 13.25 01315 Q.031 1.661 O.QQ6 0.026 0.0?1 0.02S 1.3.50 01330 0.027 1.668 n.t105 n.U22 0.019 0.021 13.75 013�15 0.023 1.711 0.009 O.Olg O.ql6 0.01� 19.00 01900 O.t121 1.732 0.004 0.017 U.019 O.OIfi 14.25 01915 0.019 i.a51 0.003 O.d15 q.013 0.014 14.50 01430 0.017 1.768 0.003 0.019 0.411 0.013 19.75 01495 0.015 1.783 0.003 0.012 0.010 O.Oli 15.OQ 01500 0.015 1.796 Q.003 0.012 0.010 0.010 15.25 01525 0.015 1.812 O.Q03 0.012 0.010 U.O10 15.50 01530 0.013 1.825 0.�0� Q.A1Q Q.009 0.009 15.75 01545 O.a13 1.837 0.002 0.010 0.009 0.009 16.00 01600 0.013 1.850 0.002 0.010 0.009 Q.009 16.25 01515 0.013 1.863 0.002 O.OYO 0.009 0.009 16.50 Q1630 0.013 1.875 0.002 0.010 0.009 O.OU9 16.75 t31645 0.010 1.88� 0.002 0.�09 Q.�07 0.00� 17.00 01700 0.01� 1.�96 0.002 0.069 O.Q07 0.�08 17.2� 0.1715 O.Q10 1.907 0.002 0.00� 0.007 0.007 17.50 01730 Q.O10 1.917 O.AQ2 0.009 O.U(27 0.007 17.75 01745 0.010 1.928 O.C►�2 Q.OQ9 Q.aG7 0.007 18.OQ 01800 0.008 1.936 0.�01 Q.Q07 0.�06 0.007 1�.25 01815 0.008 1.945 0.001 0.007 ft.['�p�i A.AQS 16.50 Q1830 0.008 1.953 d.001 U.007 O.An6 0.006 18.�5 01845 0.008 1.961 0.001 U.007 O.�d� O.O�f� 19.00 A1900 (1.Q0� 1.970 0.001 O.d07 0.006 O.AOG 13.�5 U1915 0.008 1.978 0.001 0.007 O.nOo O.qO� 19. 50 01930 (1. 008 1. 987 0. OG1 0. 007 0.�106 Q.O�ti 1y.75 Q1�45 O.QOB 1.995 �.001 0.007 0.€�O6 O.O�f 2�.00 A2C�OQ O.OUb 2.001 d.U01 0.005 Q.flQ� 0.005 2Q.25 pzU15 Q.006 2.008 O.OQ] O.A�S �.OU4 q.��5 z0.50 02030 Q.00� 2.014 0.�01 0.405 O.qp4 A.AO� �p.7S 02p95 0.00� �.�7_0 0.001 0.005 �.00�� 0.004 21.Q0 02�U0 q.Q06 �.p?_� O.OQ1 O.U05 O.OQ4 0.009 ?1.25 02115 �.006 ?..Q33 0.001 �.��5 0.004 0.004 21.50 Q2130 0.006 2.039 0.001 0.005 0.004 0.044 21.75 0?.145 0.005 2.045 0.001 0.005 0.004 O.q04 22.00 0220a O.00b 2.052 0.001 O.Oa5 O.OA4 0.004 22.25 02215 O.Q06 2.058 0.001 0.005 O.OA4 0.009 22.50 02230 0.006 2.064 0.001 0.005 0.009 Q.004 22.75 02245 0.006 2.071 0.001 fl.005 O.DQ4 0.004 23.00 02300 0.006 2.077 0.001 0.005 0.004 0.009 23.25 02315 0.006 2.083 0.00]. O.AdS O.Q04 0.004 23.50 0233Q 0.006 2.089 0.001 0.005 0.004 0.004 23.75 02345 0.006 2.096 0.001 0.005 0.009 0.004 24.00 OOOQO 0.00� ?..100 0.001 O.00A 0.003 0.004 24.?S OOOIS 0.000 2.100 0.�00 0.000 0.000 0.002 29.50 00030 0.000 2.100 0.000 0.000 0.000 0.001 2.100 0.391 1.680 1.680 Totals for Watershed in inches over 0.21 acres Rational Coefficient 0.8�4 Peak Flow (cfs) 00.23 d:\clients�panco\valleygarb2\midl.hyd Stage �Sto�age t�eir 'L t Weir 2� D'lscharge fft) ;(ac-�Et1� �{cEs1' GcFs�) !(cfsj 0�.,00� U,. �0 0. 00 0. UO ;0.0.0, 'U�. 2,0�� Q. 00 0.�00 0. Uf1 �0. 00 ,0�: `�10' 0,. QO 0. 00 0. 00 U. 00 0.5D 0�.00 Q.00 0.00 •0.,0,0; 0. 60 0: O1 0. O1 0.�0� �0,. t?]. 0:80 �,.'0.1 0.09 0.00 Q.09` 1-:��00 0•.'0'1 0.33 0.00 0'.,33� Wzir Nu�ciberl Type Gircular �rifice E:quation Q C`A;2g^.S•N^n Weir Iiivert f t) 0,. 50 C: O. E:0 n: Q.5,0 Orifice Diam�ter (ft) 0,.75 ,d`: \cl'ients\�aanco\Sialleygarb2\mid.pnd Time Inflow Outflow Stage Stvrage (hr) �cfs) (cfs) (ft) (ac-ft� 0.25 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 o.�s a.on o.00 a.00 a.ao 1.00 O.UO 0.00 Q.Oq 4.QQ 1.25 0.00 O.UO U.OD U.00 1.50 Q.00 O.UO U.00 0.00 1.75 0.00 0.00 �.01 0.00 2.00 �.QO O.QO Q.O1 0.00 2.25 O.QO Q.QO O.Q1 O.�n 2.50 0.00 0.00 Q.Q 1 O.QO 2.75 0.00 O.QO 0.01 0.00 3.UU 0.00 0.00 O.Q2 0.00 3.25 0.00 0.00 0.02 O.QO 3.50 0.00 0.00 0.02 0.00 3.75 0.00 0.00 0.02 0.00 4.00 0.00 O.QO 0.02 0.00 4.25 0.01 0.00 0.�3 Q.00 4.50 0.01 0.00 0.03 Q.QO 4.75 O.U1 O.UO Q.04 0.00 5.00 0.01 0.00 0.04 0.00 5.25 0.01 0.00 Q.OS O.OQ 5.50 0.01 0.00 0.05 0.00 5.75 0.01 0.00 0.06 0.00 6.00 0.01 0.00 0.06 0.00 fi.25 0.01 O.QQ 0.07 0.00 G.50 O.OI 0.00 0.07 0.00 6.75 0.01 0.04 0.08 0.00 7.00 0.01 0.00 0.09 0.00 7.25 0.01 O.OQ O.d9 0.00 7.50 O.OI 0.00 0.10 O.OU 7.75 0.01 0.00 0.11 0.00 8.00 0.01 0.00 0.12 0.00 8.25 0.01 0.00 0.12 0.00 8.50 0.01 0.00 4.14 (�.00 8.75 0.01 0.00 O.15 0.00 9.00 0.01 0.00 0.1 G 4.QQ 9.25 0.01 0.00 0.17 Q.00 9.50 1 0.00 U.19 0.00 9.75 0.01 0.00 0.21 0.00 1 U.00 O.0 1 U.00 0.22 0.0� 10.25 0.01 0.00 0.24 0.00 10.5U O.UI O.OQ 0.27 0.00 10.75 U.02 0.(l0 0.29 O.OU 11.U0 0.02 0.00 0.33 0.00 11.25 O.d3 0.00 0.37 0.00 11.50 0.03 0.00 0.43 0.00 11.75 0.08 0.01 0.58 0.01 12.00 0.23 0.10 U.81 0.01 12.25 0. 8 0.16 0.86 0.01 12.SQ 0.12 0.13 0.83 0.01 12.75 0.06 0.08 0.78 0.01 13.00 0.02 0.05 0.71 0.01 13.25 0.02 0.04 0.67 0.01 13.SQ O.U2 U.03 0.65 0.01 13.75 0.02 0.02 0.63 0.01 14.00 0.02 0.02 O.d2 0.01 14.25 0.01 0.01 0.61 0.01 14.50 0.01 0.01 0.60 0.01 l 4.75 0.01 0.01 0.60 0.01 15.00 0.01 0.01 0.59 0.01 15.25 O.OI 0.01 0.58 0.01 15.50 O.A 1 0.01 0.58 0.01 15.75 0.01 0.01 0.57 0.01 16.00 0.01 0.01 0.56 0.01 16.25 0.01 0.01 0.56 0.01 16.50 0.01 0.01 U.56 0.01 16.75 0.01 0.01 0.55 0.01 17.00 0.01 0.00 0.55 0.01 17.25 0.01 0.00 0.54 0.01 17.50 0.01 0.00 0.54 0.01 17.75 0.01 0.00 0.54 0.01 18.00 0.01 0.00 0.54 U.OI 18.25 U.U1 0.00 0.53 O.nl 18.50 0.01 0.00 0.53 0.01 18.75 0.01 0.00 0.53 �.01 19.00 0.01 O.UU 0.52 0.01 19.25 U.O1 0.00 0.52 0.01 19.50 0.01 Q.00 0.52 0.01 19.75 0.01 0.00 0.52 0.01 20.00 0.01 0.00 0.52 0.01 20.25 0.00 O.OA 0.51 0.01 20.SU 0.00 0.00 0.51 O.Q1 20.75 O.UO 0.00 0.51 0.01 21.00 0.00 U.00 0.51 0.01 21.25 O.QO 0.00 0.51 U.O1 21.50 0.00 0.00 �.51 p.01 2 i.�s o�.00 o.00� o.so o:o�i z2.00 o.00 o:oo o.s.o o.o 22.25, 0.00 O.UO O.SU� .0:01 -22.50 0.00� 0:00 0.50 0':O1 22.7, 5 �:00 0.00 0.50 0:0 l 23.00 �0:00 0.00 0.50 0.0�1 �23.25 U.00� 0.00, 0:50� 0.,01 23.50 .0�.00. :0.00� 0.50 0:01 23.75� 0.40 :.0.00 0.50 O:OI '24.00 0.00 �0.00 0:50 0:00� 24:25 0.00 0.00 0.50 0.00 24.50 0.00 0.00 0.49 0.00 24.75, 0.00 �0.00 0.48 0.00 Ma�c: 0.2�3 0.16 0:86 0.01 Iniiial Pond Volu�ne 000.000 ac-ft Total; nflow Volum�e, 004.029 ac-ft Total �_utflov�� Volume 0'OO.0 16� ac-ft Total Percolation Volume�: 000:008 ac-ft Final -Pond Volume (stage): OO�.O�QS ac-ft �Final'.Pond �Volume. (calc) 000:005 ac-ft� Difference (err'or) 000.000 'ac-ft D:\ClientslP-ANCQ�ValleyGarb2lmid.rte.txt �est. R�of ��°a���:�� ��R�-��� ����l��la�io� 0 Pr�nt�ou�� TR-`. rJORKSHFFT Tlrtse c�f C�rtcerit,rakioti or 'Pravel Time Project Valley �arbage 2 �y AEG DaLP 8/�/�0 l,o�;�tior�: w�st Roof and Parl�ina �rainage�;hecke�: Dak� �ir�le lJn�: Present Dev�lo�ed Circ:l� One: Tc Tt through subarea Moles: SpaGe for as many as two seqments p�� tlow type can be used for each worksheet. Inlcude a map, schematic, or description of flo� segments. SHEET FLOA (Rpplicable to Tc only) �egment ID W. gazking 1. Surface Description (tabJ.e 3-1) asphalt 2. Monning's raughness coeff.,n (table 3-1)..._.. .03 0. 3. E'low Lertc�th, L(tot�l L<= 3D0 ft) ft 6� Q. Ten-yr 2�-hr raa.nfall, F2 in 2.1 0. 5. Land slope ,s ...............................ft/£t 0.01 0. 6. T� 0.007(nL)°".�/P2^.5 s".4 Compuce Tt.... hx 0.052 0. 0.052 SEiALLOw CONC�NTEtA��D FLOW SegrnenC 1D 7. 5urface [Iescra.ptiAn (paved or unpaveci) S. Flow Leng�h, L ft 9. Watercourse Slope, s ........................ft/ft 0. 0. 10. Average Velocity, v(from figure) ............ft/s 0. 0. 11. Tt L(3600V) Compute Tt.... hr 0. 0. 0. CHANNEL FL047 Segment ID 12. �ross SecCional E'low Area, .................ft'°2 0. 0. 13. Wetted Perimeter, Pw ft 14. Hydraul2c Radius r= a/Pw ft 15. Channel Slope, s ............................ft/ft 0. 0. 16. Manning's roughness coef�.,n 0. 17. v=1.�19 r^2/3 s^1/2 n Compute V..........ft�/s D. Q. 18. Flow Length, L ft 19. Tt L(3600v) Compute Tr.... hr �l. 0. Q. 20. Watershed or subarea Tc or Tt .add Tc in steps 6,11, aad 19 tir Q.05� d:\clients\gan�o\val�.eygarb2\vgwrparkt�3.txt SMADA 6:.0 Fo.r Winciows Wuter-snec�� 7n�nrmation Watershed Total Area �(acres} :0-.1170 �Impervioi�s �rea (�acres :0'.0980 Tin�e .of �Concentiratiori (min) :3.1� Impervious �Direct].y Connected :10U.0�0 .Additional ��A}�straction� Ovex Pervi.ous: Ar�a �inches) :Q.?0� Over Imnervi'ous A'rea i�iches 0�. 01 infiltration� Char-ac�teristics: Max 'IrifilGratlon, Capacity iin) :999.0�0 SCS .Curve Nuinber for Pervious :61 Initia �A1J9�raC Factor :0.20 d \�cl'ients \panco�\va l leygar�2 \ti�park shd d�r�_ r�p �d rs�. ���,t� 0�.20 0.15 l �1 0.10 �cfs) 0.05 20. 2; 0:00' 15 0 Tlme ��.4urs� Hydroqra�h Typt 1.Un Hydrograph �ime �ime Rain t� R�in Infiltrati�c� Ex�ess �r:cess Au�t��w fhr) Hl�MM (in) (in) (in) (ln; (cfs} (cfsJ 0.250 a0015 0.004 O.�a4 C�.000 C.J00 Q.O�JO O.Otl� 0.50(� q003� D.AAf 0.010 0.000 Q.000 O.OQO O.U00 Q.750 C30d95 p.00`o 0.01? 0.000 p.005 0.002 n.001. 1.OQ0 60100 0.006 0.023 O.O�n O.A05 0.002 U.00� 1.250 UU115 0.006 0.0�9 0.000 Q.005 0.002 0.002 L.500 0013t� 0.006 0.03fi O.OQO 0.005 0.�02 0.002 1.75Q OQ].45 a.00� O.OS2 O.OGO 0.005 0.007 0.0�2 2.000 002QQ Q.006 Q.048 0.0�0 Q.005 0.002 Q.(1A2 2.250 00215 0.006 0.055 0.000 0.005 O.QQ2 n.002 2.50a 0(?230 A.U06 0.061 0.00� n.005 0.002 O.Q42 2.750 00245 Q.006 0.(l67 O.�OQ O.aqS O.Up2 0.002 3.OQ0 04300 0.006 0.073 0.000 0.00� 0.002 Q.Q02 3.250 00315 Q.006 0.060 A.000 0.005 O.UO2 0.002 3.5Q0 00330 0.006 0.086 O.�J00 4.QA5 0.002 �.002 3.750 00345 0.006 0.092 0.000 O.bdS O.OQ2 U.002 9.000 00900 O.OaB 0.101 0.000 U.00� q.003 0.003 4.250 00415 O.00l8 0.109 Q.001 O.U07 d.0(�3 0.003 4.500 00430 0.006 0.118 0.0a1 0.007 0.003 O.Q03 4.750 00445 0.008 0.126 0.�01 0.007 0.00� O.Q03 5.000 00500 0.008 0.23� 0.001 Q.Q07 O.OQ3 0.003 5.250 00515 0.008 Q.143 O.a01 0.007 Q.Q03 0.003 5.500 OQ530 0.00� 0.151 0.001 O.OU7 0.003 0.003 5.750 Q05Q5 0.008 0.160 Q.OQ1 O.f107 U.003 0.0�3 �.000 00600 0.008 0.168 0.001 0.007 O.Od� 0.003 6.250 �0615 0.011 0.1�8 O.Q02 O.OQ9 4.009 0.009 6.500 00630 t�.Q17. 0.185 0.002 O.A09 0.009 0.009 6.750 QOtnS 0.010 0.199 U.002 O.Q09 O.Q04 0.009 7.000 0070Q O.Oil 0.2�0 0.002 0.009 0.009 0.009 7.250 OU715 0.01.0 0.220 O.Q02 0.009 O.OQ4 O.n09 7.500 OU730 0.01.1 0.231 0.002 0.�09 0.004 0.00� 7.75U 00�45 0.011 0.292 O.00Z 0.009 O.Q04 0.004 8.000 OOB00 0.010 0.252 0.002 0.009 0.00�7 0.009 8.250 00815 0.�13 0.265 0.002 0.0?1 0.005 0.005 8.500 00830 0.015 �.273 0.002 0.012 O.d06 0.00� 6.7a0 Q0845 O.O1S 0.�99 0.002 O.OI2 0.006 0.�06 9.000 00900 0.015 0.309 Q.002 0.012 0.006 D.006 9.250 00315 0.017 0.325 O.AA3 0.014 O.U07 O.00fi 9.500 00930 0.017 0.342 0.003 0.014 0.00! Q.A07 9.75p ClQ945 O.Q19 0.361 Q.003 0.016 O.OQ7 0.007 lO.OQ Q100Q 0.019 0.380 0.003 O.Q16 0.007 O.U07 10.25 O101S 0.02I 0.441 0.003 O.Q1$ Q.OQ8 0.008 10.50 01030 O.D25 �.426 0.0�9 0.021 0.�10 0.009 10.75 010�5 0.032 0.459 0.005 0.026 0.012 O.OI1 I1.00 01100 0.038 0.996 0.006 0.032 Q.O15 0.014 11.25 01115 0.099 0.5�40 0.007 0.037 0.01�7 O.Q16 11.50 01130 0.055 0.594 0.009 0.046 0.022 0.019 11.75 01195 n.218 0.813 0.035 O.1E33 O.�J86 0.057 12.00 012�0 0.580 1.392 0.099 0.48� 0.229 0.159 12.25 01215 0.�92 1.965 O.OIS Q.a"l8 0.037 O.lOfi 12.Sq 01230 0.059 1.543 O.Q09 0.05Q 0.023 0.050 12.75 012�T5 Q.048 1.592 0.007 Q.041 0.019 0.023 13.00 01300 0.038 1.630 0.�06 0.032 0.015 0.017 13.25 01315 O.U31 1.6b1 0.005 0.027 0.013 G.414 13.50 Q1330 O.Q27 ?.688 Q.009 0.023 0.011 �.01� 13.75 0].3�5 O.Q23 1.711 O.Uq3 0.020 0.009 Q.01U 14.OU Q1400 0.021 1.732 4.003 0.018 Q.00Q 0.009 19.25 01415 0.019 1.751 0.003 O.Olb 0.008 O.OUB 29.SU n1430 O.Q17 1.7a8 0.002 0.019 O.OQ7 0.007 19.75 014�15 0.015 1.743 0.002 0.013 O.aQG 0.006 15.00 01500 0.015 1.798 0.002 0.013 D.OQb O.OA6 15.25 OI515 0.015 7.912 0.002 0.013 0.006 O.00E 15.50 0153� O.U1� 1.825 0.002 Q.O11 0.005 0.005 1�.75 01545 �.013 1.837 0.002 0.011 O.OU5 0.00� 16.Q0 O�5Q0 0.013 1.850 Q.OQ2 O.dll O.OdS 0.005 I6.25 01515 O.Q13 1.853 Q.002 O.OII 0.005 0.005 16.50 01630 0.013 1.875 0.002 0.011 A.005 0.005 36.75 01695 O.OlU 1.886 0.001 O.OQ9 O.00A �.005 17.00 017QQ 0.010 1.896 O.OA1 0.009 O.U09 0.009 1l.2S 01715 0.010 1.907 0.0�1 0.f��9 O.OQ� 0.0�9 17.50 01730 0.010 1.917 0.001 0.009 Q.00�3 0.009 17.75 017�5 U.GIq 1.928 0.00? �.009 U.Oa4 O.Q04 18.00 01800 0.008 1.936 0.001 0.007 0.003 0.004 1�3.2� 016]5 0.008 1.945 0.0�1 0.007 d.�03 �i.004 18.50 01830 O.QOS 1.953 O.AQ1 0.007 0.003 0.003 18.75 01F3�5 0.008 1.961 fJ.ADI p.007 �.003 a.On3 19.00 01900 Q.OA9 1.970 0.001 O.UQ7 0.0�3 0.003 19.25 01915 Q.OQB 1.978 0.0o1 a.007 0.003 0.0(�3 19.5p GI930 0.008 1.987 n.OQ1 p.OQ? Q.003 Q.003 19.75 01945 Q.008 3.995 O.n�l 0.007 Q.003 0.003 ?.�.0[l 02U�0 O.00f� 2.001 p.Ot�] A.005 O.QO� C3.(IU3 zc:.�� ��ois o.006 Z.aos o.00i o.00� n.an� o.ao3 20.50 02Q30 q.0Q6 7_.U14 0.001 0.0�5 0.003 0.003 20.�5 Q2�4� Q.OQ� 2.�?.f) 0.001 G.UCS A.�Q3 0.003 21.00 d7100 �.006 2.Q2o O.VO1 q.OQ`a 0.003 O.UO3 '21.25 02115 0.00� 2.033 O.DOl. 0.005 0.003 U.OQ� 21.5A D2134 0.006 2.039 0.001 0.005 0.003 0.003 2]..75 02145 0.006 2.045 0.001 0.005 �.003 O.Q03 22.00 02200 0.006 2.052 O.OQ1 0.005 0.003 O.QQ3 22.25 02215 0.006 2.05$ 0.00� O.QOS 0.003 O.Oq3 22.50 02230 0.006 2.064 0.001 O.�GS 0.003 U.OQ3 22.75 02295 0.006 2.0"I1 O.QO1 0.005 0.003 0.003 23.�0 02300 0.006 2.077 O.OQ1 O.QO� 0.003 0.003 23.25 02315 0.006 2.083 O.U01 0.005 0.003 0.003 23.50 0233d O.Q06 2.089 0.001 0.005 0.003 0.003 23.75 �2345 0.006 2.096 0.001 0.005 0.003 0.003 ?.4.00 00000 0.004 2.10a O.d01 O.00A p.002 0.002 24.25 QOfl15 �.000 2.100 0.000 0.000 O.OAO 0.001 24.50 00030 0.000 2.100 0.000 0.000 0.000 0.040 2.lOD 0.31� 1.?G2 1.7b2 Totals for Watershed in inch�s aver 0.1?. acres Rational CoeFficient 0.851 Peak Flow (cfs} 00.1.6 d:\clients\panco\valleyg�rb2lwpark.hyd SCage Storage t�ieir 1� =�tei•r 2 Q !7'isch'arq� {ft'�) �(ac-ft)� t�cfg) (cfs') (cfs), 0'..00 0.00 O.OU 0.00 0�.00 0.25, 0.:�00 0.00 0.00 0.00 o'. so o�. o0 0:�oo o..00 �o:. ao CJ�.75� 0:00 b.06 0.00 0:.06 1..OQ 0.01 0.33 0.00 0.33 Neir t�umberl Type 'Circul'ar Orifice Equa"t�ian Q C*A�2g^.5*H^n Weir Invert fk 0. 50� C: 0.60 �n: 0.5�� Orifice' �D'iameter (ft) 0.75 F7eix Number2 Type Rect Ido End Contractions Equation �Q' B*C*H^n Weir �I�nvert {�ft�) ,0:5,0 C: 3.33 n: 1.50� d:\clients�panco\val�leyqarb2\Frpark.pnd Time tnflow Outflow Stage Storage (hr) (cfs) (cfs) (ft) (ac-ft) 0.25 O.OQ Q.OQ 0.00 0.40 0.50 O.OU 0.00 0.00 0.00 0.75 0.00 0.00 0.01 Q.00 1.00 0.00 0.00 0.02 0.00 1.25 0.�0 0.00 0.03 0.00 1.50 0.00 4.OQ 0.05 0.00 1.75 0.00 Q.00 0.06 0.00 2.00 U.OU 0.00 0.07 0.00 2.25 U.00 0.00 0.09 0.00 2.50 0.00 0.00 0.10 0.00 2.75 0.00 0.00 0.11 0.00 3.00 0.00 0.00 0.13 0.00 3.25 0.00 0.00 0.14 0.00 3.50 0.00 0.00 0.15 O.OU 3.75 0.00 0.00 0.16 0.00 4.04 Q.00 0.00 0.18 0.00 4.25 0.00 0.00 0.20 0.00 4.50 0.00 0.00 0.21 0.00 4.75 0.00 0.00 0.22 Q.00 5.00 0.00 0.00 0.23 0.00 5.25 0.00 0.00 0.24 Q.00 5.50 0.00 0.00 U.25 0.00 5.75 0.00 0.00 0.26 0.00 6.00 0.04 0.00 0.27 0.00 6.25 0.00 0.00 0.29 0.00 b.50 0.00 0.00 0.30 0.00 6.75 0.00 0.00 0.31 O.Oa 7.00 0.00 0.00 0.33 0.00 7.25 0.00 0.00 0.34 0.00 7.54 0.00 0.00 0.35 0.00 7.75 0.00 0.40 0.3 7 0.00 8.00 0.00 0.00 0.38 0.00 8.25 0.00 0.04 0.39 O.QO 8.50 0.01 0.00 0.4I 0.00 8.75 0.41 0.00 0.42 0.00 9.00 0.01 0.00 0.44 0.00 9.25 U.O1 0.00 0.45 0.00 9.50 0.01 0.00 0.47 O.QO 9.75 0.01 0.00 0.49 0.00 10.00 0.01 0.00 n.51 O.On 10.25 0.01 0.00 0.52 0.00 �o.so o.�� o.00 o.s3 o.nc� i a.�s n.� o.00 o.ss �.oQ 11.OQ Q.OI 0.01 U.57 0.00 11.25 0.02 0.01 0.58 O.QQ 11.50 0.02 0.01 0.61 0.00 11.75 O.Ob 0.04 O.b7 0.00 12.00 0.16 0.14 0.$4 O.QO 12.25 Q.11 0.11 0.81 0.00 12.50 0.05 0.06 U.73 0.00 12.75 0.02 0.03 0.66 0.00 13.00 O.U2 O.Q2 0.63 0.00 13.25 0.01 0.01 0.61 0.00 13.50 O.0 1 0.01 0.6Q 0.00 13.75 0.01 0.01 0.60 0.00 l 4.00 0.01 0.01 0.59 0.00 14.25 0.01 O.OI 0.58 0.00 14.50 0.01 O.O l 0.57 0.00 14.75 0.01 0.01 0.56 0.00 15.U0 0.01 0.01 O.SG 0.00 15.25 0.01 O.OU p.55 0.0� 15.50 0.01 0.00 U.54 0.00 15.75 0.01 0.00 0.54 0.00 16.00 0.01 O. p.54 0.00 16.25 O.U1 0.0� Q.53 U.00 16.50 0.01 O.UO 0.53 Q.00 16.75 U.00 0.00 0.53 0.00 17.00 0.00 0.00 0.53 0.00 17.25 0.(�0 0.00 0.53 0.00 17.SA 0.00 0.00 0.52 0.00 17.75 0.00 0.00 0.52 0.00 18.00 0.00 0.00 0.52 0.00 18.25 0.00 0.00 0.52 0.00 15.50 0.00 0.00 Q.52 0.00 18.75 0.00 0.00 0.52 0.00 19.00 0.00 0.00 0.51 O.00 19.25 Q.00 0.00 0.51 U.QO 19.50 U.00 0.00 0.51 0.00 19.75 O.QO 0.00 0.51 U.dO 20.00 O.On 0.00 0.51 0.00 2Q.25 0.00 0.00 0.51 �.44 20.50 0.00 Q.UO 0.51 0.00 20.75 0.00 0.40 0.51 0.00 21.00 0.00 0.00 0.51 0.00 21.25 0.00 0.00 0.51 Q.00 21.50 U.00 0.00 Q.50 0.00 l 2�1.75 0.00 O.UO 0.50. 0.00 22.00 0.00 0.00 �0.5.0 0.0,0 22�.25 0.00 0.00 0.50� 0..00 22.50 0.00 0:00 0.50 0:00 22.75 0.00 0.00 0.50 0.00 �23.00 0.00 0:00 �0.50 0.00 23:25 O.UO O.QO 0.50 0.0�0 23.�5,0 O.OD U.00 0.50 0.0.0 �2�3.75 0.00 0.00 0.50 0.00 24.00� 0:00� 0:00 0.50 0:00 ,24:2�5 0.00 0.00� 0.50 0:00�� 24:50 0:00 0.00 ,0.49 0.,00 24.75 0:00 U:OQ 0.48 4.00 Max: �0.16 �0.14 0.-84 0.00 Initial Pond Volume 000.000: ac-ft Total �Inflow Volu�ne 400.017 ac=ft Total (Outflow Volume 000.01�2 ac-ft �Total �Percolation Volume 0�0 `004 ac-ft Final Pond Volume (stage): UO�O.OU2 ac-ft, Final Pond Volume (calc) 000.0,01 �.ac-ft Difference (error) 000.000 ac-ft D:�Clients�PANCO\Va.l�ey, Garb2\WPA�RK.RTE Ea�st Ro��f Drai�a�e ��-�5 Ca��c�'lat���n �o. -�rIln.t�o.uts L 'PFt-5� W+�RKSF[iET Time of Concerstratioa� or Trav�l l�ime Prn�ect Valley Garb�qe 2 3y AE�� Ual,�� A/9/00 Lo�ation: Ea�� Ruuf and Parking Dra3.nageChec�ced: p��p Circle One: Present Developed �ircle One: Tc Tr_ through subarea Notes: Space for as m�ny as two segments per Flow type �an 1�� used for each worksheet. InlcudE a map, schematic, or deseription of flow segments. SHEET EL4W (�1p�licable to Tc anlyj Segment TD E. parking 1. Sur.face Descxipeinn �table 3-1) �spha].� 2. Manning's rouqhness coeff.,n (table 3-1)...... .03 0. 3. F1ow Lenqrh, L(tOtai L<= 300 ft) �t 129 9. Ten-yz 24-hr rainfall, P2 i� 2.1 0. 5. Land slope ,s ...............................ft/ft O.�OCS 0. 6. Tt O.ad7{nL)".8/P2".� s^.9 Compute Tt.... hr 0.1036 0. Q.1036 SHALLOW COMCENTRATED FLOR Seyment ID 7. Suzface Description (paved or unpaved) 8. F1ow Leng�h, L ft 9. Watercourse Slope, s ......................_.ft/ft 0. 0. 10. Av�rage Velocity, v(from figure) ............ft/s U. Q. 11. Tk Li3600V) Com�ute Tt.... hr 0. 0. 0. CHR.NNEI, EL�t� Segment IA 12. Cross Sectianal Flow Area, .................ft^2 0. 0. I3. Wetted �erimeter, Pw xt 14. Hydraulic Radius r- a/Pw ft L5. Channel Slope, a ............................ft/ft 0. 0. 16. Manning's roughness coeFf.,n 0. 17. v=1.A9 r^2/3 9^1/2 n Compute V..........ft/� Q. 0. 18. E'low Length, L ft 19. �t L(3600V) Comoute Tt.... hr 0. A. 0. 2Q. Watershed or subarea Tc or Tt .a�d Tc in steps 6,11, and 19 hr O.1QQ d:\clients�panco\valleygarb2\vgerparkt53.txt Si��At?A 6.0 for �SJind'oies l�tatershed .F-nforaa�ki:on Water"shed-ToCal Area (acres) :0.2910 impervious Area :0.2990 Time of Concentr-aCion '(min) :6.2 Impervxous Directly Connected :100.00 Addi��ior"ta•1: At�stract ion 4ver- -P.ervious -Area� i�nches 0 10 Qrrer Lnpervious Area (inches'�) :0:�01 Infiltra,cion �Characteristics,: Max I�nf-iltXarion Copacity ii•n) :999.00� SCS Curve Number for �Pervi�ous :61 Initial Abst�raction ,Factor r0.2a d :'\cl�.ierit_s'\panco\v,alleygarb2 \eas t2 shd �Vaters�hed �I_ �dro� a, �h y 0.30 0.25 0.20 �'IOW (CfS� 4.15 0.1�0 0:05 O.00 0 1 1�5 2�0 2�5 Tlme (hou�s) Hydrograph Ty�e :SGS 100 E�ydrograph Time Time ftain C Rain Zi�filtr�tl.ran E:xc�ss �::fcess Outtlow (hr? H:iMM (in) tin) (�.n) (ln) (�fs) 4�fs) 4.250 00015 Q.004 0.004 O.00A O.OQO 0.0l�0 p.pa0 0.50(� q0030 0.006 0.010 0.000 Q.000 O.O�I 0.000 0.750 000�1� 0.006 0.017 0.000 Q.005 Q.006 0.002 1.Q00 QU100 0.006 0.023 O.OQQ C.OqS O.00E 0.004 1.250 OO11S 0.00� 0.029 0.000 0.005 O.a66 O.UQ5 1.500 00130 O.QQ6 0.036 0.000 0.005 0.(l06 0.005 1.750 00145 0.006 0.092 O.U00 0.005 O.J�6 0.006 2.000 00200 0.006 0.048 0.000 0.005 0.006 0.(�Of 2.250 Q0215 0.006 0.055 0.000 0.005 �.006 O.OQ6 z.5Q0 00230 O.00o 0.061 O.OQO 0.005 0.006 0.006 2.750 OQ245 0.006 O.U57 0.000 0.005 �.OA6 O.UQ� 3.000 00300 0.006 0.073 0.000 0.005 0.�06 0.006 3.250 00315 0.006 0.0�0 O.OQO Q.005 O.OpF: 0.006 3.500 p033Q 0.006 0.0�6 O.b00 0.005 Q.006 0.006 3.750 00345 O.OAb 0.092 0.000 0.005 0.006 O.Onfi 9.000 O(J4A0 0.008 0.101 O.00Q 0.007 0.008 0.007 4.250 00415 0.008 0.109 0.001 0.007 0.006 Q.OQ8 4.500 C10430 0.008 0.118 4.001 0.007 0.008 O.Q08 9.750 OQ445 O.OAB 0.126 0.001 0.007 U.006 O.OQB 5.OQ0 00500 0.008 0.139 A.001 0.007 O.QQ6 0.008 5.250 00515 O.U08 0.143 0.001 O.Q07 0.008 O.q08 5.5Q0 00530 O.OQB 0.151 0.�01 O.Q07 0.008 0.008 5.750 00595 0.008 0.160 0.001 O.Q07 0.008 Q.�008 5.000 OOS00 0.0�8 0.168 0.001 O.A07 0.008 0.008 6.254 00615 0.011 0.1?8 O.UO2 Q.009 0.011 0.009 fi.500 OOo'30 O.OiI 0.189 0.002 0.009 0.0'll 0.010 6.750 006�5 0.010 0.199 0.002 Q.009 0.011 0.010 7.000 00700 0.011 0.210 O.Q02 0.009 0.011 0.0]0 7.250 00�15 0.010 0.220 0.002 O.Q09 0.011 0.011 7.500 00730 0.011 0.231 Q.002 0.009 0.011 0.011 7.750 00745 0.011 0.242 O.dU? 0.009 0.011 0.0�1 B.QOQ 00800 Q.010 0.252 0.002 0.009 0.011 0.011 8.250 008.L5 0.013 0.265 0.002 0.01.1 Q.013 0.011 8.5U0 Q0fl30 0.015 0.279 0.002 0.013 0.0]5 0.013 g.750 00845 0.01� 0.294 0.002 0.01� O.OiS 0.014 9.00d 0090p 0.015 0.309 0.002 O.U13 0.015 0.019 9.250 00915 0.01? 0.325 0.002 O.Ul4 0.0?7 0.015 9.500 00930 0.017 0.392 O.Q02 0.01� 0.017 O.Qlp 9.750 00945 0.019 0.361 0.003 0.016 O.U19 0.0].7 ].0.00 01000 0.019 0.380 0.003 0.016 0.019 0.018 1Q.25 01015 0.021 0.40.t O.Q03 0.(118 0.021 0.019 10.50 OI030 0.025 0.426 O.Q04 0.022 0.025 U.022 20.75 A1045 0.032 0.958 0.005 0.027 0.032 0.025 11.00 01100 0.036 0.496 0.005 0.032 0.038 0.030 11.25 01115 0.04� O.SdO 0.006 0.038 0.094 O.Q35 11.50 01130 0.055 0.599 0.008 0.097 0.055 0.049 11.75 oiaas 0.218 0.813 0.032 0.187 0.219 0.105 12.00 01260 0.580 ]..392 0.084 0.496 Q.582 0.275 !2.25 01215 0.092 1.485 0.013 0.079 0.0?3 0.242 12.50 01230 0.059 1.543 0.008 A.051 0.059 0.199 12.75 01245 0.098 1.592 0.007 0.092 0.049 O.1R2 13.00 013d0 0.038 1.630 O.00S 0.033 0.038 0.086 13.25 01315 0.031 1.661 0.009 0.027 O.p32 0.042 13.50 01330 0.027 1.6�8 0.009 0.024 0.�28 0.036 13.75 01345 0.023 1.711 O.OQ3 0.020 0.024 0.030 1a.00 01400 0.02t 1.732 0.003 0.018 O.Q21 0.026 14.25 01415 0.019 1.751 0.002 O.OI6 0.019 0.023 19.5d 01430 0.017 1.768 O.OQ2 O.O1S A.017 0.020 1�.75 OI995 O.O1S 1.783 O.OQ2 0.013 0.015 O.Q18 15.00 01500 0.015 1.798 0.002 0.013 0.015 O.OIG 15.25 01515 0.015 1.812 0.002 0.013 0.015 0.03.6 15.Sd O1S34 0.013 1.625 O.OQ2 0.011 O.fl13 0.014 15.75 01545 0.013 1.837 0.002 0.011 0.013 0.014 16.00 01600 0.013 1.850 0.002 0.011 0.013 Q.013 16.25 01615 0.013 1.863 0.002 0.011 0.013 O.Q13 16.50 01630 0.013 1.875 O.OQ2 O.Q11 n.013 O.Q1� 16.75 016A5 Q.O10 1.8$b 0.001 0.009 0.011 0.0:12 17.00 0170Q O.Q10 1.89� O.OQ1 0.009 0.011 0.012 17.25 01715 0.010 1.907 A.001 O.tld9 0.011 Q.011 17.SU 01730 0.010 1.917 0.001 0.009 0.011 0.011 17.75 01745 O.OlU 1.928 0.601 0.009 0.011 O.tlll 18.Q0 0180� 0.008 1.936 0.001 0.007 0.009 0.010 1�.25 �71615 O.QOfl 1.945 0.001 0.007 0.009 O.Op� 18.50 d183fl 0.008 1.953 0.001 0.007 �.009 0.�09 16.75 016415 0.00$ 1.961 Q.n01 O.OU`! O.QJ9 0.009 19.OQ 01900 0.008 1.970 0.001 Q.007 O.OQ9 0.009 19.25 0191� 0.008 1.978 0.001 O.00l7 D.009 0.004 19.50 4133Q Q.008 1.987 �D.001 �.007 O.OU9 Q.009 19.75 01945 0.008 1.995 �.001 O.On7 0.009 0.009 20.OQ 02000 0.006 2.001 0.001 r�.00G O.QA? 0.008 a�.z5 c�orS o.00� �.noe o.nai a.ou� o.a�� �.o�� 2o.5u U7b3o �.a06 2.aiq o.00i o.aa6 o.aa� o.AO� �4.�� oaoas o.fla� Z.oza �.00i o.o�� �.00� �.ao� 21.00 02100 Q.flO� 2.07.ti 0.001 0.00� Q.Q07 O.00b 21.25 02115 p.��� 2.033 O.p01 O.�nb n.007 0.007 21.50 02130 O.OQ6 2.039 a.001 0.006 0.007 d.007 21.75 02145 0.00� 2.Q4� 0.001 0.0�6 0.007 0.007 22.00 n2200 �.006 ?..052 Q.001 0.005 0.007 0.00� 22.25 02215 0.0�6 2.058 O.GO1 O.U06 0.007 0.007 22.50 02'230 0.006 2.Ob� 0.001 0.006 �.007 Q.Q07 22.75 a2245 0.00� 2.071 0.001 0.006 0.007 �.Od7 23.00 Q�300 0.006 2.077 0.401 0.006 0.007 O.p07 2�.25 02315 O.Q06 2.083 Q.401 O.n06 0.007 Q.007 23.50 02330 0.006 2.089 0.001 0.0�6 0.007 0.007 23.75 02345 O.OQ'o 2.096 0.001 O.OQ6 0.007 0.007 24.00 00000 0.009 2.100 0.000 O.QO� 0.009 Q.006 24.25 OOU15 0.000 2.100 0.000 0.000 0.000 0.049 2�.50 00030 0.000 2.100 0.000 0.000 0.000 0.002 24.75 00095 0.000 2.lOQ O.OQO 0.000 0.000 d.001 2.1Q0 0.276 1.798 1.798 Totals far Wat�rshed in inches over 0.29 acres Rational Coefficient Q.858 Peak Flow (cfsl 00.28 d:\cli�nts�panco\valleygar�2\east2.hyd 5,t�g'e Stora'qe we�r �1 Q Weir 2 Q Dis�harge '('f•t) (,ec-E�:� (cfs�' Rcfs,) fcis) 0.00 Q,:�O 0-.AO U:00 0.00 Q. 20 0. 0'0 ��0�. 00, 0: 00 0.�00, 0. 50' .0? O1 '0'. DO' 0. 00 0.�00 0.60' ,0;.01 �0�.01 0,.00 0.0_�1 0.�80 :0°.02 �0!.09� 0.00 Q.'09 1.00 0�.03 �0.33 0.00 0.33' Weir ,tJumbeil Type C�-rcular ,Ora:fa:ce Eaiiation Q C*A�'•2g Wei�r Invert (,ft��) O �C 0. 60 n: 0. 5'0' Orifi•ce Diameter (ft)' 0.75 d: �cl�ients\panco,\val•leY9arb2'\east2.-�nd Time Inflow Outflow Stage Storage (hi') (cfs) (cfs) (ac-ft) 0.25 4.00 O.UO 0.00 0.00 o.so o.00 o.uo o.00 o.00 o.�s o.00 o.�� o.00 o.00 �.00 o.00 o.00 o.00 o.00 1.25 0.01 O.QO O.UU 0.00 1.50 0.01 O.QO Q.00 0.00 1.75 0.01 0.00 4.00 0.00 2.00 0.01 0.00 0.01 O.pO 2.25 0.01 0.00 0.01 0.00 2.50 0.01 0.00 0.01 0.00 2.75 0.01 0.00 0.01 0.00 3.00 0.01 0.00 0.42 0.00 3.25 O.Q1 0.00 0.02 0.00 3.50 0.01 0.00 0.02 0.00 3.75 0.41 0.00 0.02 0.00 4.00 0.01 0.00 O.d2 0.00 4.25 0.01 0.00 0.03 0.00 4.50 0.01 0.00 O.U3 0.00 4.75 0.01 0.00 O.U� 0.00 5.00 0.01 0.00 4.04 0.00 5.25 0.01 O.OU 0.05 0.00 5.50 0.41 0.00 Q.OS 0.00 5.75 0.01 0.00 0.06 0.00 6.00 0.41 0.00 0.06 0.00 6.25 0.01 0.00 0.07 0.00 6.50 0.01 0.00 0.07 0.00 6.75 0.01 0.00 0.08 0.00 7.00 0.01 0.00 0.09 0.00 ?.25 0.01 0.00 O.U9 0.00 7.50 0.01 O.OQ 0. l U 0.00 �.�s o.o i o.oa o. i l o.00 8.00 0.01 0.00 0.11 0.00 8.25 O.OI 0.00 0.12 0.00 8.50 0.01 0.00 0.13 U.00 $.75 0.01 0.00 0.14 0.00 9.00 0.01 O.UO 0.15 0.00 9.25 0.02 0.00 0.17 0.00 9.50 U.02 0.00 4.18 0.00 9.75 0.02 0.00 0.19 0.00 1 �.00 0.02 O.OU 0.21 0.00 10.25 O.U2 0.00 0.22 0.00 10.50 U.02 n.OU 0.24 0.00 10.75 0.03 0.00 0.26 0.00 11.U0 0.03 O.op 0.28 O.QQ 11.25 0.04 0.00 0.31 0.01 I1.50 0.04 U.00 0.35 0.01 11.75 Q.10 0.00 0.44 0.01 12.00 0.28 0.02 0.63 0.01 12.25 0.24 �.Q7 0.76 0.02 12.50 0.19 0.12 0.82 0.02 12.75 0.14 p.12 0.83 0.02 13.00 0.09 0.10 0.81 0.02 13.25 0.04 0.08 0.77 0.02 13.50 0.04 0.07 0.74 0.02 13.75 0.03 0.05 0.71 0.02 14.00 0.03 0.04 0.69 0.01 14.25 0.02 0.04 0.67 0.01 14.SQ A.Q2 0.03 0.65 0.01 14.75 A.02 0.02 d.64 O.U1 15.00 0.02 0.02 0.63 0.01 15.25 0.02 U.02 0.62 O.nl 15.50 0.01 0.01 0.61 0.01 15.75 0.� 1 0.01 0.60 O.0 1 16.Q0 0.01 0.01 0.60 0.01 16.25 0.01 0.01 0.59 0.01 16.50 0.01 0.01 0.59 0.01 1 b.75 0.01 0.01 0.59 O.0 1 17.0� 0.01 0.01 0.�8 0.01 17.25 0.01 0.01 0.58 0.01 17.50 0.01 0.01 0.57 0.01 17.75 0.01 0.01 0.57 0.01 18.40 0.01 0.01 0.56 0.01 18.25 0.01 O.OI 0.56 U.OI 18.50 0.01 U.O1 U.56 0.01 18.75 0.01 0.01 0.55 0.01 19.00 0.01 0.00 0.5 S U.41 19.25 0.01 U.00 Q.54 0.01 19.50 0.01 O.OQ Q.54 0.01 19.75 0.01 U.OU 0.54 Q.OI 20.00 0.01 �.00 0.54 0.01 20.25 0.01 0.00 0.53 0.01 20.�0 0.01 �.00 0.53 0.01 20.75 0.01 0.04 0.52 0.01 21.00 0.01 0.00 0.52 O.OI 21.25 0.01 0.00 0.52 q.01 21.50 4.01 0.00 U.52 0.01 4 21.7�5� O.Q�I 0.00 0.51 0.01 22 .0.0 �0.01 0.00 0.51 �.0:01 22.2�5 0:01 0:00 0:5.1 0:01 22.50 0:01 0.00 0.�51 0.01 22.75 0:,0:1 0.0.0 0:50' 0.01 23.�,0- Q.O 1 0.00 0.50 0.0�1 23.25 0.0�1 0:00 0:50 O.OI 23.50 0:0�1 0.00 0.50 0.01 23.75 Q.0�1 4�00 U.5.0 0.01, 24.00 0.01 0:00 0.49 0.01 24.25 0.04 0.00 �0.49' "0.01 24:50 0.00 0.00 0.48 0.01� 2.4.75 0.00 0.00 0:47 �0.0,1 25:00 0.00 0:00 0:47� 0.01 Max: 0�.28 0.12 0.83 0:02 Initial Pond Volume 000.000 ac-ft Total Inflow Volume �000.044.�ac-ft Total Outflow Volume 000:020 ac-ft� Total Percolation Volume 000.0�16 ac-ft Fi.nal Pond Volume (stage): 000:008 ac-ft �inal Pond �Volume (cal�c) 000..0,08 ac-ft Dii�erence (error) OOO.OUO ac-ft- D,:1Client�slPANCO\ValleyGarb21EAST2. 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