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23904 HIGHWAY 99.PDFiiiiiiii iiiiii 14077 23904 HIGHWAY 99 Sri lip BUILDING PERMIT (NEW STRUCTURE) #: Nip: 4&?��E COVENANTS (RECORDED) FOR: CRITICAL AREAS MN6. DETERMINATION: Conditional Waiver F] Study Required �kWaiver CRITICAL AREAS #: DETERMINATION: Conditional Waiver El Study Required Waiver DISCRETIONARY PERMIT #S: DRAINAGE PLAN DATED: PARKING AGREEMENTS DAT EASEMENT(S) RECORD FOR: 6� PERMITS (OTHER - list permit #'s): ftb. 20(ff d4001 (P11 I v-e% Ln ZCC(o - 0 Lbo4 20C6-C1ftWftUM4 PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: SEWER LID FEE $: LID #: SHORT PLAT FILE: LOT: BLOCK: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #: GEOTECH REPORT DATED: STREET USE/ENC ROACH MENT P�RMIT-�— FOR: ::WATER METER TAP CARD DATED: OTHkER:9a)PnA W i �M[ CAA V\M tWCV,� At- -- aM =b DW4 WC�M vtw'**) -w- - 7 2% L:\TEMP\DST's\Forms\Jana's Street File Checklist 5-14-08.doc 0� EDA., 0 CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS,WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 *PERMIT MUST BE POSTED ON JOBSITE* STATUS: ISSUED ENG20080484 GREASE INTERCEPTOR PERMIT Permit Number: ENG20080484 Expiation Date: 1/5/20 10 Job Address: 23904 HIGHWAY 99, EDMONDS R I 1 1 [11111EM M---- -- TACO TIME - LYNN TAC INC. 1010 164TH SW LYNNWOOD, WA 98037 LICENSE #: EXP JOB DESCRIPTION New Grease Interceptor located on west side of building in parking area. Sewer is Olympic View Water& Sewer District. BUSINESS INFORMATION BUILDING OCCUPANCY PERMIT CAPACITY: 0 HEA LTH DEPT. PERM IT CA PA CITY: 0 DAYS/HOURS OF OPERATION: G REAS E INTERCEPTO R S MING NUM BER OF M EA LS S ERVED A T PEA K HOUR: 0 WASTE FLOW RATE: STORAGEFAC70RS: RETENTIONTIMES: MINIMUM INTERCEPTOR SIZE (LIQUID CAPACITY): 0 APPROVED INTERCEPTOR SIZE: 0 GAL. IADEMNITY. The Applicant has signed an application acceptanceform which states helshe holds the City ofEdmonds harmless from injuri , es, damages or claims ofany kind or description whalsoeverfireseen or unforeseen, that may be made against the City qf Edmonds or an ' v ofits departments or employees, including but not limited to the defense ofany legal proceedings including defense costs and atiorney.fees by reason ofgranting this permit. CALL FOR REQUIRED INSPECTIONS ENGINMUNG- (425) 771-0220 EXT. 1326 24 H RS NO -11C E REQ'D PRF,TREATMENT'TECHNICIAN- 425-672-5755 48 H RS NO 11C E RFQ'D APPLICATION APPROVAL THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE CITY ENGINEER OR HIS/HER DEPUTY: AND FEES ARE PAID, AND RECEIPT IS ACKNOWLEDGED IN SPACE PRO14DED. Printed: Monday, January 05, 2009 RELEASED BY F-1 FILECOPY F-] INSPECTOR COPY TE F—] APPLICANT COPY 0 STATUS: ISSUED ENG20080484 • Separate sewer permit required from OVWSD. • Sewer Pipe Installation and test to be inspected by Engineering Division vault orientation, sizing and installation to be inspected by wastewater treatment plant. • Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per City standards that is caused by or occurs during the permitted project. • &Grease Intercep. Pipe/Test (Engr) • EGrease Interceptor Vault, (WWTP) • EWastewaterl'reatinent Plant Final • &Engineering Final 0 STR FILE rRA5m SATE JDOV — I I I 12 . ........... w- HC, TAfO T ME OUILOIN6 p P'*441,14- (AT ALL'ENTIRANCES) L 0 0 0� Aa- Teso NOTM OLT "�.c 9.67. LAI� O.&A'S ,W- 'Y� MASI P".04 TO �md, LANDSCAPE NO AIMS 10 0�21? 6.. $OA, 6.90v.�" ft-fl" ft— A- 004 PANTIO OTMII ASNIONWIM-MM SYMBOL N"Vl - - � w kf : eb SITI! PL `WmN 7& SIAM DISARM .— R-1 - --Te LOTTeRINO, "W',XAND, AT — 2PAr�a — OPLV I . rvp. r ENA. STUL P9Pe. A a�VISADIAAIIV PARK-6 SION \tV AW- HEMICK Uffm A ARCHMICT om" Ne cc~ ol co-b""to". NA. IAW A— . .. ....... /* 61- FAD �-- PROJECr NAME AV A ....... SHWT INVE *%coVn& .CR .4 071 FLAN, mo"? NOTES A20 CONSIWI�TION P6004 PLAN A3 00 CACTEMOR e6g�. ". AD.:1 PLAA ::oREP terep CMILI- M.- SECTIONS, PCTX6* AD 0 Mrm� ILIFY r� W..0 �� M- .010 LIST CR N PoAp r� ftAA, 62 Ko':,` 'ALL", ".- as *�� DBTAILS 1.0 r1wimaT NOTES -MICABLO woe$ 2026 Z I I STATE A'A"RAID-ON'S DR�-H%G TTYU 2006 �4 1 1�% "L WAS C400 A STATE M!.V-CM I.m Wte com I ST.re .tmvas SITO ft", 2006 LAIP� OU04INNS 44M 1 STArt Aolkp4v4rS "O*K.6. PROJECT 0 2006 AAIA, STATE VINTILATIM INDOOR AS "'M � � I ol,�Al c4m NOTES, LWAL 1,40 11.1t .010 16.. S"RES, I- 61 or "Oft wwft4nok OR Nem P"T POOD ffi"T�, NIN a. mA—ad 9,511PA, TO Be nD. POWRIPrION ,� �,,,OT4PA, wAy�r. Am� �Iml WITS AARA A," 61 VATS MARZAA M. 24"D .25-2-90 8-01� AAJA DRAWN BY 1,r SPAL POSCA110TION 20AA op PROPOSID MILL%, 249 SP WVIRIP CPUlffl-rNI%) AMIAJ CHECKED BY .OAT.Ok OP N V) Mr� REVISIONS AUWAT 41 2008 ALIL NAT Pomr� D, LOT t2. Amp NA, po""D" M "O"S 8� 2. PWAYL� A4090 TO LAKIN """"I AOAI�� AREA :3110 V ANIT.AAS 10 N FLAT 110fte0l M800111=0 A �M" 10 CIA 16ATS, woo ap -4,vw M, -AV,4110- � I&A 61) "'" "' 6�_ NDIANaftr AAID NaDrafty OR STATE ��. AjQAI 21 RlWftV AT OW V 64066 aLM. AREA "PORM p, Am'm op 12 "O"OSID aMt= WSMITrALS pen .-2 -Ac Pum"AS EILWYKKAL, 1�. 06. OQG�Hll LAMPOI AREA am SP Ivan" A1.0 rr" I -0= �4 *P PRORMCP (2]J% V?l ARVAJ pme SAPPRIGI orbre. OVA API=j WATIM 52 NATO 0 "ADER �94002020,0 0 0 CP_.+ #P20 I-009r.0031 Critical Areas Checklist CA File No: Site Information (soils/ topography/ hydrology/vegetation) l.. Site Address/ Location: 11;590± 2. Property Tax Account Number: QQJ51 I oo 2-o i 2oo 3. Approximate Site Size (acres or square feet): 4. - Is this site currently developed? A yes; _ no. If yes; how is, site developed? J�F;�UWQA 1,�T LJITJ4 l9fjVC 5. Describe the general site topography. Check all that apply. .X Flat: less than 5-feet elevation change over entire site. Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal distance of 66-feet). Hilly: slopes present on site of more than 15% and less than 30% (a vertical rise of 10-feet over. a horizontal distance of 33 to 66-feet). Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal distance of less than 33-feet). Other (please describe): !9TP1=r rit r! %F 1 1 1"L= I - VILE 6. Site contains areas of year-round standing water: W Approx. Depth: 7. Site contains areas of seasonal standing water: No Approx. Depth: What season(s) of the year? 8. Site is in the floodway No floodplain NO of a water course. 9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-round? No Flows are seasonal? (What time of year? 10. Site is primarily: forested meadow ;shrubs mixed urban landscaped (lawn, shrubs etc) 6DMT4WAL 51TG 1 1. Obvious wetland is present on site: NO For City Staff Use Only 1. Plan Check Number, if applicable? - PLN-7009-00�tj c(e 4 j qrA 2. Site is Zoned? r, a — A t4,1 fr a ( C-0 km M e- r C4, a 1 60 3. SCS mapped soil type(s)? t5 -, Aldtwwood (Avloarl LAnd UMp 14)� 4. Critical Areas inventory or C.A. map indicates Critical Area on site?. N D 5., Site within designated earth subsidence landslide hazard area? N Q DETERMINATION STUDY REQUIRED WAIVER Reviewed bv: tMY�� (A_VU.,� Date: 04. 10. 0 0 of ED& #P20 0 E CRY. dmonds Development Services Department Planning Division one: 425.771.0220 0C. i%91� Fax: 425.771.0221 Ile Critical Areas Checklist contained on this form is to be filled.out by any person preparing a Development Permit Application for the City of Edmonds prior to his/her submittal of the application to the City. The purpose of the Checklist is to enable City staff to determine whether any potential Critical Areas are, or may be, present on the subject property. The information needed to complete the Checklist should be easily available from observations of the site or data available at City Hall (Critical areas inventories, maps, or soil surveys). DateReceived: City Receipt#: Critical Areas Fi.le #: 1, 0 0 8 — C)6 Critical Areas Checklist Fee: $13�.00 Date Mailed to Applicant: A property owner, or his/her authorized representative, must fill out the checklist, sign and date it, and submit it, to the City. The City will review the checklist, make a� precursory site visit, and make a determination of the subsequent steps necessary to complete a development permit application. Please submit a vicinity map, along with the signed copy of this form to assist City staff in fmding and locating the specific piece of property described on this form. In addition, the applicant shall include other pertinent information (e.g. site plan, topography map, etc.) or studies in conjunction with this Checklist to assistant staff in completing their preliminary assessment of the site. The undersigned applicant, and his/her/its. heirs, and assigns, in consideration on the processing of the application agrees to release, indemnify, , defend and libldthe City of Edmonds harmless from any and. all damages, including reasonable attorney's fees, arising from dfiy action or infraction based in whole or part upon false, misleading, inaccurate or incomplete information furnished by the applicant, his/her/its agents or employees. By my signature, I cer* that the informat . ionwd exhibits herewittv5bmitted are true and correct to the best of my knowledge and that I am authorized to ati n on the beb4frof the owner as listed below. SIGNATURE OF APPLIcANVAGENT DATE. Property Owner's Authorization By my signature, I cer* that I have authorized the above ApplicantlAgent to apply for the subject land use application, and grant my permission for the public officials and the staff of the City of Edmonds to enter the subject property for the purposes of inspection and postiWattenj4ant to this application. SIGNATURE OF OWNER A DOW. Owner/Ap.pficant APplicaut.Representative: *CA�,'�WAIT7-.Zhe?flc�- ttwz AV) a Name N�aue.. NE -50a 1C)o loto 16+1-h �5T. :�-d pt*:�6 Street Address Stieet Address L%(N1JW00r) w A,-4-, 4 4 BatEVOE WA5�4 C1 eco �2, city State Zip. City State Zip Telephone: 4K, -7+2 - M-30 Telephone: 42.5 J47 -3177 Email address (optional): A(,-JV-AM6ao1-00n1 Email Address (optional): Ki*c 1< Le m lewc �,4QM- JAN-06-2009 08:41 EDMONDS WASTE TREATMENT 425 Grease Interceptor Sizing Worksheet Facility Name: Address: 2,11 e>� I�A*A&#JS 2%0;LD Suite No.: • A Grease Interceptor permit is required ($365.00 fee). Contact the Pretreatment Technician (425-672-5755) if you have any questions and also to get signature approval on this form. • Per Edmonds City Code the minimum sized Grease Interceptor permitted is 500 gallons. Maximum sized unit is 4,000 gallons. NUMBER OF NWALS SERVED AT PEAK HOUR A 52- Based an the total number of seats and average thne per meaL Lounge and bar seadng is counted at 20%. WASTE FLOW RATE (Choose one) With Dishwashing Machine ....................... 6 gallon flow Without Dishwashing Machine ................. 5 gallon flow Single Service Kitchen* .............................. 2 gallon flow (Food Waste Disposer ........................ add I gallon flow) RETENTION TD4ES (Choose one) • Commercial Kitchen Dishwasher ............. 2.5 hours • Single Service Kitchen* .............................. 1.5 hours STORAGE FACTORS (Choose one) • Full Service Kitchen 0-12 hour operation: ........... I • Full Service Kitchen 12-20 hour operation: ......... 2 • Full Service'Kitchen 24 hour operation: .............. 3 • Single Service Kitchen*: ........................................ 1.5 • (Alternate factor for occasional use kitchen ......... B = 5 C= 1.5 D = -1 5; Minimum Interceptor Size (liguid -capaciW AxBxCxD=.1�5 *A single service kitchen refers to a restaurant where disposable dishware is used and dishwashing operations are therefore greatly reduced. ---------------------------------------- (For City use only below this line ------------------------------------- Remarks: Size Approved: 1190�0 gal. Approved by: J�A Date: C 1D9 treatment Te—chnician [Rev. Feb. 20041 TOTAL P.06 JAN-06-2009 08:41 EDMONDS WASTE TREATMENT 425 771 0255 P.04. Water go and Od Ude -6) Set Note 11 Coittractor to Adjjst (See Note, To Grade r Uk Pvd Vent R (31" nNe "12 J 2X to V Water Tight Manhole a Got Uo A Adopt PVC Cou 11 121111 (Sea 1101410) 9, Mtn or CAI Risers 42 idi�!Ie u 2�1 tiet at t -2 M note 10) b4ilding to fallow Awoo viondftoorrftdo Stainless Steel Strop for id" lawwwor and 31r Anchor Bait Installations not Is (Typical) Grout 'around i2 both sIde2 of precast botwe 2Z3 I enoth- PRECAST' CONCAM VAULT. UTILITY VAULT Cb. INC� OR EQUAL (SEE NOTE 4) SIZE ACCORow TO UNIFORM PLUMBING COOE-MOST CURRENT VERSIOhi NOTES: INSTALL OKR MANUFACTURE RF.QUIREVENM 2. LOCate.Intemeptor within close proximity of drive fb; accus by Maint. vehicle. 3. if vault to Aot dotted to aa40j precast cona. baffle then precest ConC. shall be- hold In place by (2) 3' iongle (4ft. 1") attached to VOult'wall with (4 40) 1/2' balts cftd nuts (411th Washers) 2pated 114��"C3.!�glo and kvtonses *hall be stainien steei. 4,13recoat vault and baffle shall have knockaut* t aq pipe "Inga 11 knockouts cra not prosent than pip*' 00GAIngi shall be 2 . larger then Plpo effornaltIr! 5. P09itIoA p1pe rls�rs below occens opening$ to illtow clear cc so to riser end vault ch . amber ftr sompMg Inspectleii. .6. 1.1do...Frome*. and "to shall meet District standards for Monh . alt . lids and/or d0i0ft-Outs as applicable. Z.Gon e an* thrcu�h concrete woIIq require vtoter tighi manhole 4dGPteM S601 all p" connections with 110=4 gr*4 Clew-cutf required per 019trkt standards (2.57 to T from vauft� 0. Fig wl1h.cleoit water orlar to start up of N)Mtern. 10. Rornac; 301 * cajpjing or approved m;uaL ALDERWOOD - WATER DISTRICT It. 01schorge required *to, eorn.ply with District ftchorgo 11MIU 12. Interceptors shop have venting Par Unifeern Plurnblno Code. 0' mkilmum) PRE-TREATMENT INTERCEPTOR Vault and littinge shag be water tight. 14. AN fittings @hall be denignad for grease retention. 13. Liquid depth shall not be loss than IV nor greater DATE' 4-01 G. SS-4 -Ahan 0'. per UPC H 105.2.2.. IDW APPROVED BYLed'&� DIST CT ENGINE R E D CITY OF EDMONDS 121 51h Avenue North Edmonds, WA 98020 Phone: 425.771.0220 Fax: 425.771.0221 - Web: www.ci.edmonds.wa.us DEVELOPMENT SERVICEs DEPARTMENT: PLANNING Divism ADMINISTRATIVE DESIGN REVIEW -STAFFDEasioN- BLD-2009-0418 Project Proposal Taco Time has submitted an application for an internally illuminated wall sign for their location at 23904 Highway 99. Property Owner Applicant Tony Ramirez/Michael Aleman Shoreline Sign & Awning 10 10 164h Street SW 17034 Aurora Ave. N Lynnwood, WA 98087 Shoreline, WA 98133 Design Review Process Design review for signs is considered a Type I decision subject to the requirements of ECDC 20.01.003 and ECDC 20.60 (Sign Code). Analysis: I . Location. The project site is located at 23904 Highway 99 within the CG zone. The site is designated as Highway 99 Corridor in the Edmonds Comprehensive Plan. 2. Sign type. The proposed interior illuminated wall sign is a permitted sign type in the SR-99 area. 3. Size, CG-zoned sites are permitted a maximum of 200 square feet of signage for the entire site and individual wall signs are allowed I square foot per lineal foot of attached wall. There is an existing pole sign on the site and while the exact size of that sign is unknown, it is likely less than 100 square feet. As a result, there is approximately 100 square feet of signage available for the rest of the site. The wall where the proposed sign is to be located is 35 feet long and the sign itself measures 34.65 square feet; the proposed sign complies with the square footage requirement for wall signs. 4. Color. The proposed sign is a typical Taco Time combination of a white letters on a dark green cactus - shaped background. The white letters will be lit with white LEDs and the cactus will be lit with green halo illumination. 5. Height. Wall signs may be a maximum of 14' high or the height of the face of the building. In this case, the top of the sign will be less than the height of the face of the building at approximately 18 feet. Decision: Based on the facts and conclusions of this report, staff finds that the design review for this project (File No. BLD-2009-0418) is APPROVED. I have reviewed the application for compliance with the Edmonds Community Develop t C de. t-7 -,, 7, & Mike C lugston, 'Planning Division ' Date Appeals: Design review decisions by staff are only appealable to the extent that the applicable building permit or development approval is an appealable decision under the provisions of the ECDC. Design review by staff is not in itself an appealable decision. Page I of / PLANNING DATA =FILE I -- Signs -- Name: 77 a t Site Address: 4W 7? Plan Check BLD-20&y-- LI(E 4 Project Description: JC( I # -�n Reduced Site Plan Provided: NO) ___FZoning: Comprehensive Plan Designation: iqw OC Map Page: Corner Lot: (YE-Sk- dO;' F Flag Lot: (YES ADB File (or date waived): TOTAL Area per Type of Allowed in Matrix Allowed TOTAL sign area Proposed Type of Sign zone? conditions area per Unit allowed for sign area met? unit this si n Example Wall wAnternal Yes, with Yes sq. ft.11ineal ft. attached 41 ft. attached wall 41 square feet 20 square feet IllumInation condItions Wd// Sign 9 1 35- q. Sign #2 Sign #3 T07AL Sign Area for TenatitlSlte Max Permitted: 2 00 L,� P revious Total: <' to 0 L� Proposed Total: 3 is- Sion t. Sign Type: tVat� �nitted- r Max Pen are 'Actual Height: kce-. — Sign Type: Max Permitted: Actual Height: Sign Type: Max Permitted: Actual Height:7, Slqn Ligh4gy Sign Type: Proposed: Allowed in Zone:.. -- [Sign Type: Proposed: Allowed in Zone: PLANNING DATA —Signs -- EET FILE sign Colors Proposed: -rCLCCO-f�A'e- TM,1 +_wVCk Acceptable? Requires ADB Approval? Sign Locati6n if freestanding and 3-feeL or over (unless a fence) meets setbacks? Street: r: Actual Setback5 Street: TSide: Rear: F aping fot reestanding Signs Landsc Location: Critical Areas Determination ff El Study Required El Waiver Other Plan,Review By: 0%- a�� I /?- /07 10/17/2008 12: 17 4254839*4 ANCO PAGE 03/06 Requested By and Wbfiniilt�corded Mail To! 05/06/98 09:33 p.0004 Recorded ....0JY111PfC'.VJL�W Water& Sewer Dis'trict Snoh011ish County 2M , 5'tdnio�ds Way Edfriop0, A.;;98026 .... ... . RESUB 6C�. *G 3 1 2008 BUILDING DEPARTMENT CITY OF EDMONDS Document i-'iieply'�Or t4',s'actions contained therein):, Easenieni`f. appurtenances jotr4oter main. 2. 3. 4. 00 ReferenceNumber(s) of D.'6cSWbnt6- iiiigped or released; (on page of document(0-�`.,--"'"'.. GrRntor(q) (Last name first, tb.ed,fin! nalni 4nd'-initi,91s) I Michael & Joanne Alcn)'O TW6, . Inc.) 3. 4, 5, 0 Additional 11ames on pagc�_� of document. Grantee(q) �(Last name first, then first narne'-and I . Olympic View Water & Sewer Distric�--.. .... ...... 2. 3. 4. S. 0 Additional names on page of document LeggI Description All that portion. ofjot 12 and that porflol� ofl�i�'s �'Jock 2 of Fruitland Acres to -Lake Ballinger, according to the plat thereof reco0dedin-vol of p.lats, pg. 47, Lying northerly oftbe south line of said lot 12 extended eas'rerlya d w6gierl.y:of State Highway,] records of the Auditor of the County of Snohomish, Statc of lie wQst 185,00 feet of said lot 12; Except State right of way take, D Additional legal is on page —'Qf document. Amessors's Property Tax Fareel/Account Number 4519 002 012 0008 The Auditor/Rccorder'.will rely on theJnformation provided on the form. The staff will ts'ot r6ad"thi docurnept.to, verify the accuracy or completeness of the indcxing information prcrvidcd'��erbia'% v". STREET FILE OCT-17-2008 12:33Pti TEL)4254839314 ID)CIIA RST.S&D PAGE:003 R=99% ANUU HAUE 04/Ub 0- 0 NO EXCIS15 TAX DUe $2.00 Treias urerls r �4�AYJ�90 mish Caun� Tre2so r 13 Y EASEMENT. FOR WATERMAINS Deputy ,40AND APPURTENANCES (thc"'grantor'�, for ancl in consideration of three hundred sevcnty five Zfol - Jsf'.� $4b,00), beteby dedicates, conveys, and grant-, to Qxmpk_K�Iew' its successors and assigns an eaSOment for watermains and appu�tenances thereto tift"a r! anii.up ir-the following described property situated in Snohomish County., Washingto!,4, 16� -1 66�9 bN as fotlows- ADDRESS: 23904"' 1-g- "W'*a'9-,q Y Edmonds, Wa. LEGAL: see a That said -grantee shall have the righl without' ivqfitution ih:, any suit or proceeding at law, at times as may be necessary, to enter upon said,properly and'a, oin�ing property owned by the grantor and his'or her assigns and successors to' installp lay; C06str6i�t,.eene operate and maintain mains and necessary facilities and other equipment, for t&-,purpogiv�';j seiving the property and other properties with water servic Also, the grantor grants to the grantee and to those acting under i additional area immediately adjacent to the 6ove easement asjh, of this water pipeline or the lines in the easernent. Such additioit necessary for that purpose. Immediately after the completion of t any subsequent entry upon the easement, the grantee shall restore the condition i mmediately before such co nstruction ofentry, rlhe..grantee the use of such r,e*fiTed,,fbr the construction 6s-lb be-hpld to a minitnum �stivctipil` afid installation or �Ci�ses qs-neatas may be to PLYMPIc VrF.W WATER & SEWER DIS, TRICT 23 72S Edmonds Way Edmonds, WA 98026-8991 9805060027 OCT-17-2008 12:33PM TEL)4254839314 ID)CMR RST.S&D PRGE:004 R=99% 101 1 1 1 /-UU0 I L. I L+ L) 4 0 4 H14LIU rF-�Ur_ Uzi/ tit) c gtantor covenants that no permanent structure shall be erected and no large trees or shrubs shall bp-plantoad in the area of ground foTwhich the casement in favor of Olympic View Water & Sewer as been provided herein, T' ir*� T9i s �nd the. covenants hereinshal I be covenants running with. land and shal I be binding `znd assigns of both parties hereto. ... ........ The grqnf6r,%.yafi�M� il�E'tt th�%grantor has good title to the above property and warrants the grantee title to and-4uiel,enj��r*nfb'tthe easement conveyed herein. GRANTnp,� Alm -'a BY: TTS . ......... STATE OF WASKINGT61< COUNTY OF SNOHOMPSH')-�, On this day of I.R� e22a , --, . before me the undersigned, a Notary Public, Personally appeared ;,n> /V1, —&Ga2zCCz to be ktiown to be die individual or individ.ua6, dcsc:fi�ed -in and who executed the within and foregoing instrument, and ac knowledged Wat hq,�tf� qv�hey-j signed the same as his (her or their) rree and voluntary act and dbed,for the tisd%., and,pw�osqs-lhereih mentioned. WITNESS my hand and official sel the day and"i6arAirstabpv�.. written. VUV o ,A C0 lop S A� NOTARY PUMIC. in'..azkd 'fb(�he.. Me- of Washington, residing at M.y Commission expires OLYMPIC, VIEW WA -MR & SEWER DISTRICT 23725 Edmonds Way Edmonds, WA 98026-8981 (425) 774-7769 9805060027 OCT-17-2008 12:34PM TEL)4 254839314 ID)CMR RST.S&D PAGE:005 R=99�� U/ I I ZrJUb 1.4; 1 1 1- "uLz. uul Wu EXHIBIT "A" .-...-T� e, �c'Lkth e . t--of t e east 5 feet of the north 20.5 feet of the following <fe"scribe'd"'," arc I A that portion of lot 15, block 2 of Fruitland Acres to Lake All that po�lonoflo Ballinger, 6od�rdi66 to,the plat thereof recorded in Volurne 10 of Plats, page 47, lying northerly'.'& of said lot 12 extended easterly and westerly of '. If State Highway' d-s-of-thd Auditor of the County of Snohomish, State of Washington; EXCEPT the wes086'.'60 f��t lot 12; EXCEPT State righ�-br--**aOak�oescribed as follows: Beginning at the northea-st-torridr-,of saild pircel; thence South 32 degrees 41 minutes 15 seconds West along th1q.4i�ferl'y m"argib-, o'f!State Route 99 to the beginning of a 1750.00 foot radius non-tan4pnt ptAe-6 th6left, the center of which bears North 59 degrees 30 minutes 43 second�'Wk..17kOO feet distant, thence northeasterly along the are of said 1750.00 foot radf�§.zdilrve, thro4o" central angle of 1 degree 2 minutes 11 seconds, an arc distance of 31-65 feet toffie norW- line of said parcel; thence South 88 degrees 55 minutes 58 seconds East-,461 g-sai'd ndrth line, a distance of 1.76 feet to the POINT OF BEGINNING, ... ........ . .......... 9805060027 OCT-17-2008 12:34PM TEL)4254839314 ID)CMR RST.S&D PAGE:006 R=99% .r- 0,� (11 /1" III I Y ) I td J LJ Li Q ,I J A T kb 0 LV tn STORM DRAINAGE TECHNICAL INFORMATION REPORT Fi me: EDMONDS TACO TIME 23904 HIGHWAY 99 EDMONDS, WA 98026 fiVD9WDaM DEC - 9 2008 BUILDING DEPARTMENT CITY OF EDMONDS PREPARED BY: WILLIS & WILLIS CONSULTING ENGINEERS & LAND SURVEYORS 20919 RICCI ROAD, MONROE, WA 98272 MAY 20, 2008 REVISED December 8, 2008 STREET FILE �'KUVED BY ,TER ENGINEERING />-/ I k I , PROJECT BACKGROUND The existing Taco Time building located at 23904 Highway 99 in Edmonds, WA. is to be renovated. Conversations with City of Edmonds Engineer, Jaime Hawkins, indicated that the renovation work triggers the need for the site storm drainage to conform to the 1992 Department of Ecology Stormwater Management Manual (DOE Manual) that requires the developed stormwater site runoff to not exceed the pre -developed (natural forest condition) for the water quality design storm ( 6-month) the 1 0-year and the 1 00-year design storm events. City of Edmonds Ordinance #1924 amended by Ordinance #3013 requiring storm water quality control on any new development with more than 2000 square feet of new impervious surface area is being applied to this renovation project by the City. Engineering informational materials state that detention systems designed to accommodate over 5000 square feet of impervious surface area must be designed and stamped by a licensed Engineer. This report and accompanying calculations respond to the City requirement. STORMWATER FLOW CONTROL & DETENTION SYSTEM DESIGN HydroCAD hydrology software was used to model pre-existing and post - developed conditions for the site using the SBUH hydrograph method. The pre - developed forest condition was modeled assigning a runoff factor (Cn) value of 73 per the DOE Manual Table 2.3 with a time of concentration calculated as 47 minutes to be .005 cfs for a 24-hour 2-yr storm event, .02 cfs for a 10-yr storm event, and .07 cfs for a 1 00-yr storm event. Since the 2-yr pre -developed runoff is negligible, it was considered as the 6-months storm event for design purposes. Post -developed condition (existing) was determined to have .067 acre of pervious landscape area and .373 acre of impervious area. The calculated stormwater runoff for the existing site with a time of concentration of 7.9 minutes is 0. 13 cfs; for a 2-yr storm event, 0.24 cfs for a 1 0-yr storm event, and 0.35 cfs for the 1 00-yr storm event. A closed detention system was selected in lieu of infiltration due to nature of the site use, traffic loads, and soil conditions. The shallow storm drainage system in Highway 99 right-of-way dictated that a smaller diameter horizontal manifold pipe system be utilized to detain the peak runoff from the existing site. Routing the developed hydrographs through detention with flow control to limit the site discharge to the pre -developed maximum site discharge resulted in a closed detention pipe manifold system of 550 If of 24-inch diameter pipe with an invert elevation of 437.42. The flow control manhole will contain a 6-inch diameter riser tee with a bottom orifice of Y2-inch diameter at elevation 435.42 and overflow at elevation 440.22. Some surface ponding will occur during a 1 00-yr storm event, but this will be limited to a maximum 6-inch depth. Detention system and flow control performance are shown in the calculation report, attached. WATER QUALITY TREATMENT A coalescent chamber oil/water separator is proposed downstream from the flow control structure to capture oil and prevent contaminants from entering the public storm drainage system. The Utility Vault Model No 660-CPS is capable of treating a flow rate of up to 0.92 cfs (415 gpm). This treatment flow rate exceeds the flow rates of the site. STORM DRAINAGE SYSTEM MAINTENANCE The storm detention system, catch basins, oil/water separator, and the system outlet control structure will require annual inspection and cleaning to remove debris, oil, and sediments. Removal should be accomplished by a licensed contractor using an eductor (suction truck) and all waste materials disposed of at an approved disposal facility. Cleaning should be scheduled in the fall prior to major storm events. The system inspection should include a visual inspection of the system components including shear gate and outlet orifices in the control structure, manholes, ladders, grates to confirm proper condition and operation. In addition, the licensed contractor should be on -call during emergencies to address any needed system cleaning and repairs as requested. The attached maintenance standards are guidelines to be used by the contractor. SITE DRAINAGE CHANGES The original storm drainage system for the site crossed the neighboring lot to the south to an existing catch basin along Highway 99. This pipe run will not be utilized by Taco Time but will refit with a clean out so that downstream property connections can be maintained. The Taco Time areas draining to the south will be redirected to the new proposed storm detention system. TESC Temporary erosion and sedimentation control will be provided by the contractor during all excavation and grading work until the site is finally paved. Measures such as prefabricated filter socks placed in each catch basin, covering of exposed soils with plastic sheeting, and routing of surface runoff away from excavation areas and stockpiled soils will be utilized to control sediment runoff. CMP-IV-E-9 SPEC MAN Specification for Corrugated Aluminum Pipe Aluminum Scope: This specification covers the manufacture and installation of the corrugated aluminum pipe (CAP) shown on the plans. Material: The aluminum coils shall conform to the applicable requirements of AASHTO M 197 or ASTM B 744. Pipe: The CAP shall be manufactured in accordance with the applicable requirements of AASHTO M-1 96 or ASTM B 745. The pipe sizes, gauges and corrugations shall be as shown on the plans. All fabrication of the product shall occur within the United States. Handling & Assembly: Shall be in accordance with the manufactures recommendations. Installation: Shall be in accordance with AASHTO Standard Specifications for Highway Bridges, Section 26, Division 11 * or ASTM B 788 and in conformance with the project plans and specifications. If there is any inconsistencies or conflicts, the contractor must bring them to the attention of the project engineer. It is always the contractor's responsibility to follow OSHA guidelines for safe practices. Construction Loads: Construction loads may be higher than final loads. Follow the manufacturer's guidelines. CONSTRUCTION PRODUCTS INC. Q COPYRIGHT SPECIFICATION ALUMINUM CORRUGATED PIPE DRAWN BY:jpp I REV. Ertl I SCALE: DATE: I DATE: 8-16-00 101 M4A CMP-IV-E-8 SPEC MAN Specification for Corrugated Steel Pipe ALUMINIZED Type 2 STEEL Scope: This specification covers the manufacture and installation of the corrugated steel pipe (CSP) detailed in the project plans. Material: The ALUMINIZED Type 2 STEEL coils shall conform to the applicable requirements of AASHTO M 274 or ASTIVI A 929. Pipe: The CSP shall be manufactured in accordance with the applicable requirements of AASHTO M-36 or ASTM A760. The pipe sizes, gauges and corrugations shall be as shown on the project plans. All fabrication of the product shall occur within the United States. Handling & Assembly: Shall be in accordance with NCSPA's (National Corrugated Steel Pipe Association) recommendations. Installation: Shall be in accordance with AASHTO Standard Specifications for Highway Bridges, Section 26, Division 11 or ASTIVI A 798 and in conformance with the project plans and specifications. If there are any inconsistencies or conflicts the contractor should discuss and resolve with the project engineer. It is always the contractor's responsibility to follow OSHA guidelines for safe practices. Construction Loads: Construction loads may be higher than final loads. Follow the manufacturer's or NCSPA guidelines. 1W 10wo, CONSTRUCTION PRODUCTS INC. (C) COPYRIGHT SPECIFICATION ALUMrNIZED TYPE 2 STEEL CORRUGATED STEEL PIPE DRAWN BY: jpp I REV. ErY- I SCALE- 0 AT E., 8-16-00 1 DATE: 101 1253A APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 3 - CLOSED DETENTION SYSTEMS (PIPES/TANKS) Maintenance Defect Conditions When Maintenance Is Needed Results Expected When Component Maintenance is Performed Storage Area Plugged Air Vents One-half of the cross section of a vent is blocked at' Vents free of debris and any point with debris and sediment sediment Debris and Accumulated sediment depth exceeds 10% of the All sediment and debris Sediment diameter of the storage area for Y2 length of storage removed from storage area. vault or any point depth exceeds 15% of diameter. Example: 72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than Y2 length of tank. Joints Between Any crack allowing material to be transported into All joint between tank /pipe Tank/Pipe Section facility sections are sealed Tank Pipe Bent Any part of tanktpipe is bent out of shape more than Tank/ pipe repaired or replaced Out of Shape 10% of ifs design shape to design. Manhole Cover Not in Place Cover is missing or only partially in place. Any open Manhole is closed. manhole requires maintenance. Locking Mechanism cannot be opened by one maintenance Mechanism opens with proper Mechanism Not person with proper tools. Bolts into frame have less tools. Working than Yz inch of thread (may not apply to self-locking lids.) Cover Difficult to One maintenance person cannot remove lid after Cover can be removed and Remove applying 80lbs of lift. Intent is to keep cover from reinstalled by one maintenance sealing off access to maintenance. person. Ladder Rungs King County Safety Office andfor maintenance person Ladder meets design standards Unsafe judges that ladder is unsafe due to missing rungs, allows maintenance person safe misalignment, rust, or cracks. access. Catch Basins See "Catch Basins" Standards No. 5 See 'Catch Basins" Standards No. 5 i vyzs auriace water Design Manual A-3 9/1/98 -APPENDIXA MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 4 - CONTROL STRUCTUREIFLOW RESTRICTOR Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed General Trash and Debris All trash and debris removed. Distance between debris build-up and bottom of (Includes Sediment) orifice plate Is less than 1-1/2 feet. Structural Damage Structure is not securely attached to manhole wall Structure securely attached to and outlet pipe structure should support at least wall and outlet pipe. 1,000 lbs of up or down pressure. Structure is not in upright position (allow up to Structure in correct position. 10% from plumb). Connections to outlet pipe are not watertight and Connections to outlet pipe are show signs of rust. water tight; structure repaired or replaced and works as designed. Any. holes —other than designed holes —in the Structure has no holes other structure. than designed holes. Clean.out Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight and works as designed. Gate cannot be moved up and down by one Gate moves up and down easily maintenance person. and is watertight. Chain leading to gate is missing or damaged. Chain is in place and works as designed. Gate is rusted over 500% of its surface area. Gate is repaired or replaced to meet design standards.. Orifice Plate Damaged or Missing Control device is not working properly due to Plate is in place and works as missing, out of place, or bent orifice plate. designed. Obstructions Any trash, debris, sediment, or vegetation Plate is free of all obstructions blocking the plate. and works as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having the Pipe is free of all obstructions potential of blocking) the overflow pipe. and works as designed. Manhole See 'Closed Detention Systems" Standards No. 3 See "Closed Detention Systems' Standards No. 3 Catch Basin See 'Catch Basins" Standards No. 5 See 'Catch Basins' Standards No. 5 9/l/98 1998 Surface Water Design Manual APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 5 - CATCH BASINS Maintenance Defect Conditions When Maintenance Is Needed Results Expected When Component Maintenance Is performed General Trash & Debris Trash or debris of more than 1/2 cubic foot which is No Trash or debris located (includes Sediment) located immediately in front of the catch basin immediately in front of catch opening or is blocking capacity of the basin by basin opening. more than 10% Trash or debris (in the basin) that exceeds 1/3 the No trash or debris in the catch depth from the bottom of basin to invert the lowest basin. pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking more than 1/3 of its height Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g.. methane). Deposits of garbage exceeding I cubic foot in volume Structure Damage to Comer of frame extends more than 3/4 inch past Frame and/or Top Slab curb face into the street (if applicable). Top slab has holes larger than 2 square inches or cracks wider than 1/4 inch (intent is to make sure all material is running into basin). Inlet and outlet pipes tree of trash or debris. No dead animals or vegetation present within the catch basin. No condition present which would attract or support the breeding of insects or rodents. Frame is even with curb. Top slab is free of holes and cracks. Frame not sitting flush on top slab, i.e., separation Frame is sitting flush on top of more than 314 inch of the frame from the top slab. slab. Cracks in Basin Walls/ Cracks wider than 1/2 inch and longer than 3 feet, Basin replaced or repaired to Bottom any evidence of soil particles entering catch basin design standards. through cracks, or maintenance person judges that structure is unsound. Cracks Wider than 1/2 inch and longer than I foot No cracks more than 1/4 inch at the joint of any iniett outlet pipe or any evidence wide at the joint of inletfoutlet of soil particles entering catch basin through pipe. cracks. Sedimentl Basin has settled more than I inch or has rotated Basin replaced or repaired to Misalignment more than 2 inches out of alignment. design standards. 1998 Surface Water Design Manual 9/l/98 'k-5 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILMES NO. 5 - CATCH BASINS (COMINUED) Maintenance Defect Conditions When Maintenance Is Needed Results Expected When Component Maintenance Is performed Fire Hazard Presence of chemicals such as natural gas, oil and No flammable chemicals gasoline. present. Vegetation Vegetation growing across and blocking more than No vegetation blocking opening 10% of the basin opening. to basin. Vegetation growing in inlettoutlet pipe joints that is No vegetation or root growth more than six inches tall and less than six inches present. apart. Pollution Nonflammable chemicals of more than 1/2 cubic foot No pollution present other than per three feet of basin length. surface film. Catch Basin Cover Cover Not in Place' Cover is rnissing or only partially in place. Any open Catch basin cover is closed catch basin requires maintenance. Locking Mechanism Mechanism cannot be opened by on maintenance Mechanism opens with proper Not Working person with proper tools. Bolts Into frame have less tools. than 1/2 inch of thread. Cover Difficult to One maintenance person cannot remove lid after Cover can be removed by one Remove applying 80 lbs. of lift; intent is keep cover from maintenance person. sealing off access to maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs, misalignment, Ladder meets design standards Unsafe rust, cracks, or sharp edges. and allows maintenance person Metal Grates Grate with opening wider than 7/8 inch. safe access. Grate opening meets design (if Applicable) standards. Trash and Debris Trash and debris that is blocking more than 20% of Grate free of trash and debris. grate surface. Damaged or Grate missing or broken member(s) of the grate. Grate is in place and meets Missing. design standards. NO. 6 DEBRIS BARRIERS (E.G., TRASH RACKS) Maintenance Defect Condition When Maintenance Is Needed Results Expected When Components Maintenance is Performed. General Trash and Debris Trash or debris that is plugging more than 20% of Barrier clear to receive capacity the openings in the barrier. flow. Metal Damaged/ Missing Bars are bent out of shape more than 3 inches. Bars in place with no bends more Bars. than 3/4 inch. Bars are missing or entire barrier missing, Bars in place according to design. Bars are loose and rust is causing 50% deterioration Repair or replace barrier to to any part of barrier. design standards. 9/1198 A-6 1998 Surface Water Design Manual APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 14 - OIL CONTROL FACILITIES A.) Oil/ Water SeDarators Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed. API Type OWS Monitoring Inspection of discharge water for obvious signs Effluent discharge from vault of poor water quality. should be clear with out thick Sediment Accumulation Sediment depth in bottom of vault exceeds 6- visible sheen. No sediment deposits on vault inches in depth. bottom which would impede flow through the vault and separation. efficiency. - Trash and Debris Trash and debris accumulation in vault, or pipe Accumulation inlet/ outlet, floatables and non-floatables. Oil Accumulation Oil accumulations that exceed 1 -inch, at the surface of the water Damaged Pipes Inlet or outlet piping damaged or broken and in need of repair. Access Cover Damaged/ Cover cannot be opened, one person cannot Not Working open the cover, corrosion/ deformation of cover. Vault Structure Damage- Cracks wider than 1/2-inch and any evidence of Includes Cracks in Walls soil particles entering the structure through the Bottom, Damage to cracks, or maintenance/ inspection personnel Frame and/ or Top Slab determines that the vault is not structurally sound. Baffles Baffles corroding, cracking, warping and/ or showing signs of failure as determined by maintenance/ inspection person. Access Ladder Damaged Ladder is corroded or deteriorated, not functioning properly, missing rungs, cracks, and misaligned. CPS -Type OWS Monitoring Sediment Accumulation Trash and Debris Accumulation Oil Accumulation Trash and debris removed from vault, and inlet/ outlet piping. Extract oil from vault by vactoring. Disposal in accordance with state and local rules and regulations. Pipe repaired or replaced. Cover repaired to proper working specifications or replaced. Vault replaced or repaired to design specifications. Repair or replace baffles to specifications. Ladder replaced or repaired and meets.specifications, and is safe to use as determined by inspection personnel. Cracks wider than 1/2-inch at the joint of any No cracks more than 1/4-inch inlet/ outlet pipe or any evidence of soil particles wide at the joint of the inlet/ entering the vault through the walls. outlet pipe. Inspection of discharge water for obvious signs Effluent discharge from vault of poor water quality. should be clear with no thick Sediment depth in bottom of vault exceeds 6- ' visible sheen. No sediment deposits on vault inches in depth and/ or visible signs of sediment bottom and plate media, which on plates. would impede flow through the vault and separation efficiency. Trash and debris accumulated in vault, or pipe inlett outlet. floatables and non-floatables. Oil accumulation that exceeds 1 -inch at the water surface. Trash and debris removed from vault, and inlet/ outlet piping. Extract oil from vault by vactoring methods. Clean coalescing plates by thoroughly rinsing and flushing. Should be no Visible oil depth on water. 9/1/98 &_20 1998 Surface Water Design Manual APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 14 - OIL CONTROL FACILITIES (COAITINUEq OiV Water Separators (Continued) —A.) Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance Is Performed Damaged Coalescing Plate media broken, deformed, cracked and/ or Replace that portion of media Plates showing signs of failure. pack or entire plate pack depending on severity of failure. Damaged Pipes Inlet or outlet piping damaged or broken and in need Pipe repaired and or replaced. of repair. Baffles Baffles corroding, cracking, warping and/ or showing Repair or replace baffles to signs of failure as determined by maintenance/ -specifications. inspection person. Vault Structure Cracks wider than 1/2-inch and any evidence of soil Vault replaced or repaired to Damage- Includes particles entering the structure through the cracks, design specifications. Cracks in Walls, or maintenance inspection personnel determines Bottom, Damage to that the vault is not structurally sound. Frame and/ or Top Slab Access Ladder Ladder is corroded or deteriorated, not functioning Ladder replaced or repaired and Damaged properly, missing rungs, cracks, and misaligned. meets specifications, and is safe to use as determined by inspection personnel. Cracks wider than 1/2-inch at the joint of any inlet/ No cracks more than 1/4-inch outlet pipe or any evidence of soil particles entering wide at the joint of the inlet/ the vault through the walls. outlet pipe. Catch Basin Inserts —B.) Maintenance Defect Conditions When Maintenance Is Needed Results Expected When Component Maintenance Is Performed Catch Basin Sediment When sediment forms a cap over the insert media of No sediment cap on the insert Accumulation the insert and/ or unit. media and it's unit. Trash and Debris Trash and debris accumulates on insert unit creating Trash and debris removed from Accumulation a blockage/ restriction. insert unit. Runoff freely flows into catch basin. Inspection Inspection of media insert is required. Effluent water from media insert is free of oils and has no visible sheen. Media insert -Water Catch basin insert is saturated with water, which no Remove and replace media Saturated longer has the capacity to absorb. insert Media Insert -Oil Media oil saturated due to petroleum spill that drains Remove and replace media Saturated into catch basin. insert. General Regular interval replacement due to typical average Remove and replace media at life of media insert product. regular intervals, depending on insert product. 1998 Surface Water-Desip Manual 9/l/98 X-21 STORM DRAINAGE TECHNICAL INFORMATION REPORT 10-110 EDMONDS TACO TIME u-j 23904 HIGHWAY 99 EDMONDS, WA 98026 4-7 re t-d M 4 1"') PREPARED BY: WILLIS & WILLIS CONSULTING ENGINEERS & LAND SURVEYORS 20919 RICCI ROAD, MONROE, WA 98272 Ifio MAY 20, 2008 cc_ BUILDH�Ci DEPT. -x �t -fk.� 5 1� - 21g�-zo'r �)t 03 -Irr STORM DRAINAGE TECHNICAL INFORMATION REPORT FOR EDMONDS TACO TIME 23904 HIGHWAY 99 EDMONDS, WA 98026 PREPARED BY: WILLIS & WILLIS CONSULTING ENGINEERS & LAND SURVEYORS 20919 RICCI ROAD, MONROE, WA 98272 MAY 20, 2008 P"! E 111 C� Ll _-_ ,I I v F- D BUILDHW DEPT. 2 PROJECT BACKGROUND The existing Taco Time building located at 23904 Highway 99 in Edmonds, WA. is to be renovated. Conversations with City of Edmonds Engineer, Jaime Hawkins, indicated that the renovation work triggers the need for the site storm drainage to conform to the 1992 Department of Ecology Stormwater Management Manual (DOE Manual) that requires the developed stormwater site runoff to not exceed the pre -developed (natural forest condition) for the water quality design storm ( 6-month) the 1 0-year and the 1 00-year design storm events. City of Edmonds Ordinance #1924 amended by Ordinance #3013 requiring storm water quality control on any new development with more than 2000 square feet of new impervious surface area is being applied to this renovation project by the City. Engineering informational materials state that detention systems designed to accommodate over 5000 square feet of impervious surface area must be designed and stamped by a licensed Engineer. This report and accompanying calculations respond to the City requirement. STORMWATER FLOW CONTROL & DETENTION SYSTEM DESIGN HydroCAD hydrology software was used to model pre-existing and post - developed conditions for the site using the SBUH hydrograph method. The pre - developed forest condition was modeled assigning a runoff factor (Cn) value of 73 per the DOE Manual Table 2.3 with a time of concentration calculated as 47 minutes to be .005 cfs for a 24-hour 2-yr storm event, .02 cfs for a 1 0-yr storm event, and .07 cfs for a 1 00-yr storm event. Since the 2-yr pre -developed runoff is negligible, it was considered as the 6-months storm event for design purposes. Post -developed condition (existing) was determined to have .067 acre of pervious landscape area and .373 acre of impervious area. The calculated stormwater runoff for the existing site with a time of concentration of 7.9 minutes is 0. 13 cfs for a 2-yr storm event, 0.24 cfs for a 1 0-yr storm event, and 0.35 cfs for the 1 00-yr storm event. A closed detention system was selected in lieu of infiltration due to nature of the site use, traffic loads, and soil conditions. The shallow storm drainage system in Highway 99 right-of-way dictated that a smaller diameter horizontal manifold pipe system be utilized to detain the peak runoff from the existing site. Routing the developed hydrographs through detention with flow control to limit the site discharge to the pre -developed maximum site discharge resulted in a closed detention pipe manifold system of 550 If of 24-inch diameter pipe with an invert elevation of 437.42. The flow control manhole will contain a 6-inch diameter riser tee with a bottom orifice of Y2-inch diameter at elevation 435.42 and overflow at elevation 440.22. Some surface ponding will occur during a 1 00-yr storm event, but this will be limited to a maximum 6-inch depth. Detention system and flow control performance are shown in the calculation report, attached. WATER QUALITY TREATMENT A coalescent chamber oil/water separator is proposed downstream from the flow control structure to capture oil and prevent contaminants from entering the public storm drainage system. The Utility Vault Model No 660-CPS is capable of treating a flow rate of up to 0.92 cfs (415 gpm). This treatment flow rate exceeds the flow rates of the site. SITE DRAINAGE CHANGES The original storm drainage system for the site crossed the neighboring lot to the south to an existing catch basin along Highway 99. This pipe run will be eliminated and the associated areas draining to the southerly catch basin will be redirected to the new proposed storm detention system. TESC Temporary erosion and sedimentation control will be provided by the contractor during all excavation and grading work until the site is finally paved. Measures such as prefabricated filter socks placed in each catch basin, covering of exposed soils with plastic sheeting, and routing of surface runoff away from excavation areas and stockpiled soils will be utilized to control sediment runoff. :714 VW 6 ft Map Output Page I of 2 Snohomish County, WA, Groundwater Map "R, aq VT — Ls' 4r,- I% , KOO`.' T7 ..j) II 40' e "ni VI7-' r- �51 if �E v Z' 7;, http://gis.co.snohomish.wa.uslservleticom.esri.esrimap.Esrimap?ServiceName=Overview&ClientVersion... 5/14/2008 ,Snohorpish County Online Property Information Page 1 of I 4OSnohomish Co nt Online Pro formation 38N k Legend Wighlighted Feature stmal tearrms cabs Ej Tax Parcels 19 1 Streal Addrasses IV Rural Was Townshipftrige: Grid: :MGM A 1 d �ds . 20 67'Ph6to FWint 07 Aerial Photo Disclaimer: Snohomish County disclaims any warranty of merchantability or warranty of fitness of this data for any particular purpose, either express or implied. No representation or warranty is made concerning the accuracy, currency, completeness or quality of data depicted. Any user of this data assumes all responsibility for use thereof, and further agrees to hold Snohomish County harmless from and against any damage, loss, or liability arising from any use of this data. -Printed on: 5/14/2008 http://gis.co.snohomish.wa.uslservleticom.esri.esrimap.Esrimap?ServiceName=Overview&ClientVersion... 5/14/2008 Table 2.3 Runoff Curve Numbers for Selected Agricultural, Suburban, and Urban.Areas (Sources: TR 55, 1986, and Stormwater Management Manual, 1992. See Section 2.1.1 for explanation) CNs for hydrologic soil group Cover type and hydrologic condition. A B C D Curve Numbers for Pre -Development Conditions Pasture, grassland, or range -continuous forage for grazing: Fair condition (ground cover 50% to 75% and not heavily grazed). Good condition (ground cover >75% and lightly or only occasionally grazed) 49 69 39 61 79 74 84 80 Woods: Fair (Woods are grazed but not burned, and some forest litter covers the soil). Good (Woods are protected from grazing, and litter and brush adequately cover the soil). 36 60 30 55 70 .77 79 Curve Numbers for Post-DeveloRment Conditions Open space (lawns, parks, golf courses, cemeteries, landscaping, etc.)' Fair condition (grass cover on 50% - 75% of the area). Good condition (grass cover on >75% of the area) 77 85 68 80 90 86 92 90 Impervious areas: Open water bodies: lakes, wetlands, ponds etc. Paved parking lots, roofs2, driveways, etc. (excluding right-of-way) 100 100 98 98 100 100 %78) 98 Porous Pavers and Permeable Interlocking Concrete (assumed as 85% impervious and 15% lawn) Fair lawn condition (weighted average CNs). 95 96 Good lawn condition (weighted average CNs). 94 95 97 96 97 97 Paved 98 98 98 98 Gravel (including right-of-way) 76 85 89 91 Dirt (including right-of-way) 72 82 (87) 89 Pasture, grassland, or range -continuous forage for grazing: Poor condition (ground cover <50% or heavily grazed with no mulch). Fair condition (ground cover 50% to 75% and not heavily grazed). Good condition (ground cover >75% and lightly or only occasionally grazed) 68 79 49 69 39 61 86 79 74 89 84 80 Woods: Poor (Forest litter, small trees, and brush are destroyed by heavy grazing or regular burning). Fair (Woods are grazed but not burned, and some forest litter covers the soil). Good (Woods are protected from grazing, and litter and brush adequately cover the soil). 45 66 36 60 30 55 77 73 70 83 79 77 Single family residential': Should only be used for Average Percent Dwelling Unit/Gross Acre subdivisions > 50 acres impervious area3,' 1.0 DU/GA 15 Separate curve number 1.5 DU/GA 20 shall be selected for 2.0 DU/GA 25 pervious & impervious 2.5 DU/GA 30 portions of the site or 3.0 DU/GA 34 basin 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.'5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 7.5 DU/GA 58 PUD's, condos, apartments, commercial %impervious Separate curve numbers shall businesses, industrial areas & must be be selected for pervious and & subdivisions < 50 acres computed impervious portions of the site For a more detailed and complete description of land use curve numbers refer to chapter two (2) of the Soil Conservation Service's Technical Release4o. 55, (210-VI-TR-55, Second Ed., June 1986). 2 b may ur uumpuicu ior otner comomauons or open space cover type. Where roof mnoff and driveway runoff are infiltrated or dispersed according to the requirements in Chapter 2, the average percent impervious area may be adjusted in accordance with the procedure described under "Flow Credit for Roof Downspout Infiltration" and "Flow Credit for Roof Downspout Dispersion" in Chapter 2. 3 Assumes roof and driveway runoff is directed into street/storm system. 4 All the remaining pervious area (lawn) are considered to be in good condition for these curve numbers. August 2001 Volume U/ - Hydrologic Analysis and Flow Control BMPs 2-23 2 7R F Pre -developed 2R 4 �� Hwy 99 Detention Pipe C3S� Developed Condition Drainage Diagram for Edmonds Taco Time Prepared by (enter.your company name here), Printed 5/13/08 HydroCADS 8.50 s/n 005618 0 2007 HydroCAD Software SoluUons LLC Edmonds Taco Time Prepared by {enter your company name here) Printed 5/13/08 HydroCAD@8.50 sIn005618 02007 HydroCAD Software Solutions LLC Pacie 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.440 73 Forestcondition (1S) 0.067 0.373 87 Landscape Beds (3S) 98 Pavement and Building (3S) —*Am*— TOTAL AREA = 0, 44 Edmonds Taco Time Type 1A 24-hr 2-yr storm Rainfafi= 1. 50 " Prepared by {enter your company name here) Printed 5/13/08 HvdroCAD(8)8.50 s/n005618 02007 HvdroCAD Software Solutions LLC Page 4 Time span=5.00-36.00 hrs, dt=0.05 hrs, 621 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Pre -developed Runoff Area=0.440 ac 0.00% Impervious Runoff Depth=0.13" Flow Length=190' Slope=0.0263'f Tc=47.0 min CN=73 Runoff--0.00 cfs 0.005 af Subcatchment 3S: Developed Condition Runoff Area=0.440 ac 84.77% Impervious Runoff Depth>1.06" Flow Length=359' Tc=7.9 min CN=96 Runoff--O. 13 cfs 0.039 af Reach 211: Hwy 99 Inflow--0.00 cfs 0.005 af Oufflow--0.00 cfs 0.005 af Pond 413: Detention Pipe Peak Elev=438.49' Storage=0.022 af Inflow--0.13 cfs 0.039 af Outflow=0.01 cfs 0.028 af Total Runoff Area = 0.880 ac Runoff Volume = 0.044 af Average Runoff Depth = 0.69" 67.61% Pervious = 0.607 ac 42.39% Impervious = 0.373 ac Edmonds Taco Time Type M 24-hr 2-yr storm Rainfall= 1. 50" Prepared by {enter your company name here) Printed 5/13/08 HvdroCAD@8.50 s/nOO5618 02007 HvdroCAD Software Solutions LLC Paae 5 Summary for Subcatchment IS: Pro -developed C soils Group Woods in Fair Condition Runoff 0.00 cis @ 19.26 hrs, Volume= 0.005 af, Depth= 0.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type IA 24-hr 2-yr storm Rainfall=1.50" Area (ac) CN Description 0.440 73 Forest condition 0.440 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fttft) (ft/sec) WS) 47.0 190 0.0263 0.07 Sheet Flow, forest condition Woods: Light underbrush n= 0.400 P2= 1.50" Subcatchment IS: Pre -developed Hydrograph 113 Runo 0.004: IA 24-hr 2-yr storm 0.004-: 0.0041 Rainfall=1.50" 0.004: 0.004: -1moff Area=0.440 ac 0.003- 0.003 Ru Volume=0.005 0.003 af 0.003 0.003 Unoff. Depth -0.1311 0.002 0.002 Flow Length=190' 0.002. 0.002-.! Slope=0.0263'/' 0.002� 0.001: Tc=47.0 min 0.001-' 0.001-' CN=73 0.001' 0.0011 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 36 Time (hours) Edmonds Taco Time Type IA 24-hr 2-yr storm Raintaft 1. 50 " Prepared by (enter your company name here) Printed 5/13/08 HydroCAD08.50 s/n005618 02007 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 3S: Developed Condition Runoff 0.13 cfs @ 7.94 hrs, Volume= 0.039 af, Depth> 1.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type IA 24-hr 2-yr storm Rainfall=1.50" Area (ac) CN Descrir)tion 0.067 87 Landscape Beds 0.373 98 Pavement and Building 0.440 96 Weighted Average 0.067 Pervious Area 0.373 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.8 35 0.0230 0.21 Sheet Flow, landscape bed ne corner Cultivated: Residue<=20% n= 0.060 P2= 1.50" 0.7 40 0.0300 0.92 Sheet Flow, parking lot Smooth surfaces n= 0.011 P2= 1.50" 2.7 120 0.0100 0.74 Sheet Flow, parking lot Smoothsurfaces n=0.011 P2=1.50" 0.2 14 0.0570 0.97 Sheet Flow, parking lot Smoothsurfaces n=0.011 P2=1.50" 0.2 46 0.0085 3.43 0.67 Circular Channel (pipe), 6-inch PVC pipe Diam= 6.0" Area= 0.2 sf Perim= 1.6' r-- 0. 13' n= 0.010 PVC, smooth interior 1.3 104 0.0013 1.34 0.26 Circular Channel (pipe), 6-inch pvc pipe to Hwy 99 Diam= 6.9' Area= 0.2 sf Perim= 1.6' r-- 0. 13' n= 0.010 PVC. smooth interior 7.9 359 Total Edmonds Taco Time Type 1A 24-hr 2-yr storm Rainfall= 1. 50" Prepared by (enter your company name here) PNnted 5/13/08 HydroCAD@8.50 s/nOO5618 02007 HydroCAD Software Solubons LLC Page 7 Subcatchment 3S: Developed Condition Hydrograph 0.14- 0.13- 0.12- 0.13cfs Type IA 24-hr 2-yr storm 0.11- Rainfall=1.50" 0.1: Runoff Area=0.440 ac 0.09 Runoff Volume=0.039 -af j 0.08- Runoff Depth>1.06" 0.07. 0.06- Flow Length=359' 0.05 54 Tc=7.9 min 0.041 CN=96 0.01 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 TIme (houm) Edmonds Taco Time Type 1A 24-hr 2-yr storm Rainfag=1.50" Prepared by (enter your company name here) Printed 5/13/08 HydroCAD08.50 s/n005618 02007 HydroCAD Software Solutions LLC Page 8 Summary for Reach 2R: Hwy 99 southeast corner of property Inflow Area 0.440 ac, 0.00% Impervious, Inflow Depth = 0.13" for 2-yr storm event Inflow 0.00 cfs @ 19.26 hrs, Volume= 0.005 af Outflow 0.00 cfs @ 19.26 hrs, Volurne= 0.005 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs U. Reach 2R: Hwy 99 Hydrograph 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 $6 Time (hours) N Inflow 0 oufflow Edmonds Taco Time Type IA24-&2-yrstorm Rainfafl=1.50" Prepared by (enter your company name here) Printed 5/13/08 HydroCAD@8.50 s/n005618 02007 HydroCAD Software Solutions LLC Page 9 Summary for Pond 4P: Detenfion Pipe 18-inch detention pipe Inflow Area = 0.440 ac, 84.77% Impervious, Inflow Depth > 1.06" for 2-yr storm event Inflow 0. 13 cis @ 7.94 hrs, Volume= 0.039 af Outflow 0.01 cfs @ 24.03 hrs, Volume= 0.028 af, Atten= 91 %, Lag= 965.0 min Primary 0.01 cfs @ 24.03 hrs, Volume= 0.028 af Routing by Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 438.49'@ 24.03 hrs Surf.Area= 0.025 ac Storage= 0.022 af Plug -Flow detention time= 657.0 min calculated for 0.028 af (72% of inflow) Center -of -Mass det. time= 492.9 min ( 1,242.9 - 749.9 ) Volume Invert Avail.Storage Storage Description #1 437.42' 0.040 af 24.0"D x 650.00'L Horizontal Cylinder #2 439.76' 0.006 af Custom Stage Data (Pyramidal) Listed below 0.046 af Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (acres) (acre-feet) (acre4eet) (acres) 439.76 0.000 0.000 0.000 0.000 440.26 0.036 0.006 0.006 0.036 Device Routing Invert Outlet Devices #1 Primary 435.42' 0.6" Vert. Orifice/Grate C= 0.600 #2 Primary 440.22' 6.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600 Primary OutFlow Max=0.01 cfs @ 24.03 hrs HW=438.49' (Free Discharge) 'L_1=Orifice/Grate (Orifice Controls 0.01 cfs @ 8.41 fps) 2=OrIfice/Grate (Controls 0.00 cfs) Edmonds Taco Time Type IA 24-hr 2-yr storm Rainfall= 1. 50" Prepared by (enter your company name here) Printed 5/13/08 HydroCADS8.50 s/nOO5618 @2007 HydroCAD Software Solutions LLC Page 10 Pond 4P: Detention Pipe Hydrograph 9 Inflow 0 Primary 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 26 29 30 31 32 33 34 35 36 Time (hours) Edmonds Taco Time Type A 24-hr 2-yr storm Rainfall=1.50" Prepared by (enter your company name here) Printed 5/13/08 HydroCAD@8.50 s/n005618 02007 HydroCAQ Software Solutions LLC Pci-ge 11 Elevation Primary (feet) WS) 437.42 0.00 437.44 0.01 437.46 0.01 437.48 0.01 437.50 0.01 437.52 0.01 437.54 0.01 437.56 0.01 437.58 0.01 437.60 0.01 437.62 0.01 437.64 0.01 437.66 0.01 437.68 0.01 437.70 0.01 437.72 0.01 437.74 0.01 437.76 0.01 437.78 0.01 437.80 0.01 437.82 0.01 437.84 0.01 437.86 0.01 437.88 0.01 437.90 0.01 437.92 0.01 437.94 0.01 437.96 0.01 437.98 0.01 438.00 0.01 438.02 0.01 438.04 0.01 438.06 0.01 438.08 0.01 438.10 0.01 438.12 0.01 438.14 0.01 438.16 0.01 438.18 0.01 438.20 0.01 438.22 0.01 438.24 0.01 438.26 0.01 438.28 0.01 438.30 0.01 438.32 0.01 438.34 0.01 438.36 0.01 438.38 0.01 438.40 0.01 438.42 0.01 438.44 0.01 Stage -Discharge for Pond 413: Detention Pipe Elevation Primary (feet) (Cfs) 438.46 0.01 438.48 0.01 438.50 0.01 438.52 0.01 438.54 0.01 438.56 0.01 438.58 0.01 438.60 0.01 438.62 0.01 438.64 0.01 438.66 0.01 438.68 0.01 438.70 0.01 438.72 0.01 438.74 0.01 438.76 0.01 438.78 0.01 438.80 0.01 438.82 0.01 438.84 0.01 438.86 0.01 438.88 0.01 438.90 0.01 438.92 0.01 438.94 0.01 438.96 0.01 438.98 0.01 439.00 0.01 439.02 0.01 439.04 0.01 439.06 0.01 439.08 0.01 439.10 0.01 439.12 0.01 439.14 0.01 439.16 0.01 439.18 0.01 439.20 0.01 439.22 0.01 439.24 0.01 439.26 0.01 439.28 0.01 439.30 0.01 439.32 0.01 439.34 0.01 439.36 0.01 439.38 0.01 439.40 0.01 439.42 0.01 439.44 0.01 439.46 0.01 439.48 0.01 Elevation Primary (feet) (Cfs) 439.50 0.01 439.52 0.01 439.54 0.01 439.56 0.01 439.58 0.01 439.60 0.01 439.62 0.01 439.64 0.01 439.66 0.01 439.68 0.01 439.70 0.01 439.72 0.01 439.74 0.01 439.76 0.01 439.78 0.01 439.80 0.01 439.82 0.01 439.84 0.01 439.86 0.01 439.88 0.01 439.90 0.01 439.92 0.01 439.94 0.01 439.96 0.01 439.98 0.01 440.00 0.01 440.02 0.01 440.04 0.01 440.06 0.01 440.08 0.01 440.10 0.01 440.12 0.01 440.14 0.01 440.16 0.01 440.18 0.01 440.20 0.01 440.22 0.01 440.24 0.03 440.26 0.06 Edmonds Taco Time Type A 24-hr 2-yr storm Rainfall= 1. 50 " Prepared by [enter your company name herej Printed 5/13/08 HydroCADS 8.50 s/n 005618 @ 2007 HydroCAD Software Solutions LLC Page 12 Elevation Storage (feet) (acre-feet) 437.42 0.000 437.44 0.000 437.46 0.000 437.48 0.000 437.50 0.001 437.52 0.001 437.54 0.001 437.56 0.001 437.58 0.001 437.60 0.002 437.62 0.002 437.64 0.002 437.66 0.003 437.68 0.003 437.70 0.003 437.72 0.004 437.74 0.004 437.76 0.004 437.78 0.005 437.80 0.005 437.82 0.006 437.84 0.006 437.86 0.006 437.88 0.007 437.90 0.007 437.92 0.008 437.94 0.008 437.96 0.009 437.98 0.009 438.00 0.010 438.02 0.010 438.04 0.010 438.06 0.011 438.08 0.011 438.10 0.012 438.12 0.012 438.14 0.013 438.16 0.013 438.18 0.014 438.20 0.014 438.22 0.015 438.24 0.015 438.26 0.016 438.28 0.016 438.30 0.017 438.32 0.017 438,34 0.018 438.36 0.018 438.38 0.019 438.40 0.019 438.42 0.020 438.44 0.020 Stage -Area -Storage for Pond 4P: Detention Pipe Elevation Storage (feet) (acre-feet) 438.46 0.021 438.48 0.021 438.50 0.022 438.52 0.022 438.64 0.023 438.56 0.023 438.58 0.024 438.60 0.024 438.62 6.025 438.64 0.025 438.66 0.026 438.68 0.026 438.70 0.027 438.72 0.027 438.74 0.028 438.76 0.028 438.78 0.029 438.80 0.029 438.82 0.030 438.84 0.030 438.86 0.031 438.88 0.031 438.90 0.031 438.92 0.032 438.94 0.032 438.96 0.033 438.98 0.033 439.00 0.034 439.02 0.034 439.04 0.034 439.06 0.035 439.08 0.035 439.10 0.036 439.12 0.036 439.14 0.036 439.16 0.037 439.18 0.037 439.20 0.037 439.22 0.038 439.24 0.038 439.26 0.038 439.28 0.038 439.30 0.039 439.32 0.039 439.34 0.039 439.36 0.039 439.38 0.039 439.40 0.040 439.42 0.040 439.44 0.040 439.46 0.040 439.48 0.040 Elevation Storage (feet) (acre-feet) 439.50 0.040 439.52 0.040 439.54 0.040 439.56 0.040 439.58 0.040 439.60 0.040 439.62 0.040 439.64 0.040 439.66 0.040 439.68 0.040 439.70 0.040 439.72 0.040 439.74 0.040 439.76 0.040 439.78 0.040 439.80 0.040 439.82 0.040 439.84 0.041 439.86 0.041 439.88 0.041 439.90 0.041 439.92 0.042 439.94 0.042 439.96 0.042 439.98 0.042 440.00 0.043 440.02 0.043 440.04 0.043 440.06 0.043 440.08 0.044 440.10 0.044 440.12 0.044 440.14 0.044 440.16 0.044 440.18 0.045 440.20 0.045 440.22 0.045 440.24 0.045 440.26 0.046 Edmonds Taco Time Type 1A 24-hr 10-yr storm Rainfall=2.50" Prepared by {enter your company name here) Printed 5/13/08 HydroCADS8.50 s/n005618 @2007 HydroCAD Software Solutions LLG Page 13 Time span=5.00-36.00 hrs, dt=0.05 hrs, 621 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Pre -developed Runoff Area=0.440 ac 0.00% Impervious Runoff Depth=0.57" Flow Length=190' Slope=0.0263'f Tc=47.0 min CN=73 Runoff--0.02 cfs 0.021 af Subcatchment 3S: Developed Condition Runoff Area=0.440 ac 84.77% Impervious Runoff Depth>1.94" Flow Length=359' Tc--7.9 min CN=96 Runoff--0.24 cfs 0.071 af Reach 2R: Hwy 99 Inflow--0.02 cfs 0.021 af Oufflow--0.02 cfs 0.021 af Pond 413: Detention Pipe Peak Elev=440.24' Storage=0.045 af Inflow--0.24 cfs 0.071 af Oufflow--0.03 cfs 0.039 af Total Runoff Area = 0.880 ac Runoff Volume = 0.092 af Average Runoff Depth = 1.25" 67.61% Pervious = 0.607 ac 42.39% Impervious = 0.373 ac Edmonds Taco Time Type 1A 24-hr I O-yr stonn Rainfafl=2.50 " Prepared by jenter your company name herej Printed 5/13/08 HydroCAD08.50 s/n005618 02007 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment IS: Pre -developed C soils Group Woods in Fair Condition Runoff 0.02 cis @ 8.71 hrs, Volume= 0.021 af, Depth= 0.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type IA 24-hr 10-yr storm Rainfall=2.50" Area (ac) CN Description 0.440 73 Forest condition 0.440 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/seq) WS) 47.0 190 0.0263 0.07 Sheet Flow, forest condition Woods: Light underbrush n= 0.400 P2= 1.50" Subcatchment IS: Pre -developed Hydrograph 11:1 Runoff j 0 * 022 Type IA 24-hr 10-yr-storm 0.021 0.02 Rainfall=2.50" 0 ' 019 0*018 Runoff Area=0.440 ac 0.017 0.016 Runoff Volume=0.021 af 0.015 0.014 Runoff Depth=0.67" 0.013 0.012 Flow Length=190' 0.011 0.01 Slope=0.0263'1' 0.009 0: 0,0: Tc=47.0 0.007 min 0.005 CN-73 0.004 0.003 0.002 0.001 5 6 7 10 11 12 1 23 24 25 26 27 31 32 33 34 35 36 Time (hours) Edmonds Taco Time Type 1A 24-hr 10-yr storm Rainfail=2.50" Prepared by (enter your company name here) Printed 5/13/08 HydroCADS8.50 s/n005618 02007 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 3S: Developed Condition Runoff 0.24 cfs @ 7.92 hrs, Volume= 0.071 af, Depth> 1.94" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type IA 24-hr 10-yr storm Rainfall=2.50" Area (ac) CN DescriDtion 0.067 87 Landscape Beds 0.373 98 Pavement and Building 0.440 96 Weighted Average 0.067 Pervious Area 0.373 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) WS) 2.8 35 0.0230 0.21 Sheet Flow, landscape bed ne comer Cultivated: Residue<=20% n= 0.060 P2= 1.50" 0.7 40 0.0300 0.92 Sheet Flow, parking lot Smooth surfaces n= 0.011 P2= 1.50" 2.7 120 0.0100 0.74 Sheet Flow, parking lot Smooth surfaces n= 0.011 P2= 1.50" 0.2 14 0.0570 0.97 Sheet Flow, parking lot Smooth surfaces n= 0.011 P2= 1.50" 0.2 46 0.0085 3.43 0.67 Circular Channel (pipe), 6-Inch PVC pipe Diam= 6.0" Area= 0.2 sf Perim= 1.6' r-- 0. 13' n= 0.010 PVC, smooth interior 1.3 104 0.0013 1.34 0.26 Circular Channel (pipe), 6-inch pvc pipe to Hwy 99 Diam= 6.0" Area= 0.2 sf Perim= 1.6' r-- 0. 13' n= 0.010 PVC. smooth interior 7.9 359 Total Edmonds Taco Time Type 1A 24-hr 10-yr storm Rainfafl=2.50" Prepared by {enter your company name here) Printed 5/13/08 HydroCAD@8.50 s/n005618 02007 HydroCAD Software Solutions LLC Page 16 Subcatchment 3S: Developed Condition Hydrograph 10 Runoff � Type IA 24-hr 10-yr storm 0.22- Rainfall=2.50" 0.2- Runoff Area=0.440 ac 0.18 Runoff, Volume=0.071 af 0.16- 0. 14-' Runoff Depth>1.94 0. 12 k, Flow Length=359' 0.1' Tc=7.9 min 0.08- CN=96 0.061 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (houm) Edmonds Taco Time Type 1A 24-hr 10-yr storm Rainfall=2-50n Prepared by (enter your company name here) Printed 5/13/08 HydroCADO 8.50 sin 005618 0 2007 HydroCAD Software Solutions LLC Page 17 Summary for Reach 2R: Hwy 99 southeast comer of property Inflow Area 0.440 ac, 0.00% Impervious, Inflow Depth = 0.57" for 10-yr storm event Inflow 0.02 cfs @ 8.71 hrs, Volume= 0.021 af Outflow 0.02 cfs @ 8.71 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs U. Reach 2R: Hwy 99 Hydrograph 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 26 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Inflow 0 oufflow Edmonds Taco Time Type 1A 24-hr 1 0-yr storm Rainfafi=2.50" Prepared by {enter your company name here) Printed 5113/08 HydroCAD@8.50 s/n005618 02007 HydroCAD Software Solutions LLQ Page 18 Summary for Pond 4P: Detention Pipe 18-inch detention pipe Inflow Area 0.440 ac, 84.77% Impervious, Inflow Depth > 1.94" for 10-yr storm event Inflow 0.24 ds @ 7.92 hrs, Volume= 0.071 af Outflow 0.03 cfs @ 18.55 hrs, Volume= 0.039 af, Aften= 88%, Lag= 637.9 min Primary 0.03 cfs @ 18.55 hrs, Volume= 0.039 af Routing by Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 440.24'@ 18.55 hrs Surf.Area= 0.034 ac Storage= 0.045 af Plug -Flow detention time= 760.7 min calculated for 0.039 af (54% of inflow) Center -of -Mass det. time= 519.7 min ( 1,252.9 - 733.2 ) Volume Invert Avail.Storage Storage Description #1 437.42' 0.040 af 24.0"D x 560.001 Horizontal Cylinder #2 439.76' 0.006 af Custom Stage Data (Pyramidal) Listed below 0.046 af Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (acres) (acre-feet) (acre-, feet) (acres) 439.76 0.000 0.000 0.000 0.000 440.26 0.036 0.006 0.006 0.036 Device Routing Invert Outlet Devices #1 Primary 435.42' 0.5" Vert. Orifice/Grate C= 0.600 #2 Primary 440.22' 6.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600 Primary OutFlow Max=0.03 al's @ 18.55 hrs HW=440.24' (Free Discharge) tI=OrlflceiGrate (Orifice Controls 0.01 ds @ 10.55 fps) 2=Orifice/Grate (Weir Controls 0.01 cfs @ 0.45 fps) Edmonds Taco Time Type IA 24-hr 10-yr storm Rainfall=2.50" Prepared by {enter your company name here) Printed 5/13/08 HydroCAD@8.50 s/n005618 @2007 HydroCAQ Software Solutions LLC Page 19 Pond 4P: Detention Pipe Hydrograph M inflow 13 Primary 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Edmonds Taco Time Type 1A 24-hr I O-yr storm Rainfall=2.50 " Prepared by (enter your company name here) Printed 5/13/08 HydroCAD@8.50 s/n005618 @2007 HydroCAD Software Solutions LLC Page 20 Elevation Primary (feet) (Cfs) 437.42 0.00 437.44 0.01 437.46 0.01 437.48 0.01 437.50 0.01 437.52 0.01 437.54 0.01 437.56 0.01 437.58 0.01 437.60 0.01 437.62 0.01 437.64 0.01 437.66 0.01 437.68 0.01 437.70 0.01 437.72 0.01 437.74 0.01 437.76 0.01 437.78 0.01 437.80 0.01 437.82 0.01 437.84 0.01 437.86 0.01 437.88 0.01 437.90 0.01 437.92 0.01 437.94 0.01 437.96 0.01 437.98 0.01 438.00 0.01 438.02 0.01 438.04 0.01 438.06 0.01 438.08 0.01 438.10 0.01 438.12 0.01 438.14 0.01 438.16 0.01 438.18 0.01 438.20 0.01 438.22 0.01 438.24 0.01 438.26 0.01 438.28 0.01 438.30 0.01 438.32 0.01 438.34 0.01 438.36 0.01 438.38 0.01 438.40 0.01 438.42 0.01 438.44 0.01 Stage -Discharge for Pond 4P: Detention Pipe Elevation Primary (feet) (Cfs) 438.46 0.01 438.48 0.01 438.50 0.01 438.52 0.01 438.54 0.01 438.56 0.01 438.58 0.01 438.60 0.01 438.62 0.01 438.64 0.01 438.66 0.01 438.68 0.01 438.70 0.01 438.72 0.01 438.74 0.01 438.76 0.01 438.78 0.01 438.80 0.01 438.82 0.01 438.84 0.01 438.86 0.01 438.88 0.01, 438.90 0.01 438.92 0.01 438.94 0.01 438.96 0.01 438.98 0.01 439.00 0.01 439.02 0.01 439.04 0.01 439.06 0.01 439.08 0.01 439.10 0.01 439.12 0.01 439.14 0.01 439.16 0.01 439.18 0.01 439.20 0.01 439.22 0.01 439.24 0.01 439.26 0.01 439.28 0.01 439.30 0.01 439.32 0.01 439.34 0.01 439.36 0.01 439.38 0.01 439.40 0.01 439.42 0.01 439.44 0.01 439.46 0.01 439.48 0.01 Elevation Primary (feet) (Cfs) 439.50 0.01 439.52 0.01 439.54 0.01 439.56 0.01 439.58 0.01 439.60 0.01 439.62 0.01 439.64 0.01 439.66 0.01 439.68 0.01 439.70 0.01 439.72 0.01 439.74 0.01 439.76 0.01 439.78 0.01 439.80 0.01 439.82 0.01 439.84 0.01 439.86 0.01 439.88 0.01 439.90 0.01 439.92 0.01 439.94 0.01 439.96 0.01 439.98 0.01 440.00 0.01 440.02 0.01 440.04 0.01 440.06 0.01 440.08 0.01 440.10 0.01 440.12 0.01 440.14 0.01 440.16 0.01 440.18 0.01 440.20 0.01 440.22 0.01 440.24 0.03 440.26 0.06 Edmonds Taco Time Type 1A 24-hr 10-yr storm Rainfall=2.50" Prepared by {enter your company name here) Printed 5/13/08 HydroCAD@8.50 s/n005618 @2007 HydroCAD Software Solutions LLC Page 21 Elevation Storage (feet) (acre-feet) 437.42 0.000 437.44 0.000 437.46 0.000 437.48 0.000 437.50 0.001 437.52 0.001 437.54 0.001 437.56 0.001 437.58 0.001 437.60 0.002 437.62 0.002 437.64 0.002 437.66 0.003 437.68 0.003 437.70 0.003 437.72 0.004 437.74 0.004 437.76 0.004 437.78 0.005 437.80 0.005 437.82 0.006 437.84 0.006 437.86 0.006 437.88 0.007 437.90 0.007 437.92 0.008 437.94 0.008 437.96 0.009 437.98 0.009 438.00 0.010 438.02 0.010 Stage -Area -Storage for Pond 4P: Detention Pipe Elevation Storage (feet) (acre-feet) 438.46 0.021 438.48 0.021 438.50 0.022 438.52 0.022 438.54 0.023 438.56 0.023 438.58 0.024 438.60 0.024 438.62 0.025 438.64 0.025 438.66 0.026 438.68 0.026 438.70 0.027 438.72 0.027 438.74 0.028 438.76 0.028 438.78 0.029 438.80 0.029 438.82 0.030 438.84 0.030 438.86 0.031 438.88 0.031 438.90 0.031 438.92 0.032 438.94 0.032 438.96 0.033 438.98 0.033 439.00 0.034 439.02 0.034 439.04 0.034 439.06 0.035 Elevation Storage (feet) (acre-feet) 439.50 0.040 439.52 0.040 439.54 0.040 439.56 0.040 439.58 0.040 439.60 0.040 439.62 0.040 439.64 0.040 439.66 0.040 439.68 0.040 439.70 0.040 439.72 0.040 439.74 0.040 439.76 0.040 439.78 0.040 439.80 0.040 439.82 0.040 439.84 0.041 439.86 0.041 439.88 0.041 439.90 0.041 439.92 0.042 439.94 0.042 439.96 0.042 439.98 0.042 440.00 0.043 440.02 0.043 440.04 0.043 440.06 0.043 440.08 0.044 440.10 0.044 Edmonds Taco Time Type 1A 24-hr 100-yr storm Rainfall=3.50" Prepared by (enter your company name here) Printed 5/13/08 HydroCAD@8.50 s/n005618 02007 HydroCAD Software Solutions LLC Page 22 Time span=5.00-36.00 hrs, dt=0.05 hrs, 621 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment IS: Pre -developed Runoff Area=0.440 ac 0.00% Impervious Runoff Depth=1.18" Flow Length=190' Slope=0.0263'f Tc4-7.0 min CN=73 Runoff--0.07 cfs 0.043 af Subcatchment 3S: Developed Condition Runoff Area=0.440 ac 84.77% Impervious Runoff Depth>2.82" Flow Length=359' Tc=7.9 min CN=96 Runoff--0.35 cfs 0.103 af Reach 2R: Hwy 99 Inflow--0.07 cfs 0.043 af Oufflow--0.07 cfs 0.043 af Pond 4P: Detention Pipe Peak Elev=440.28' Storage=0.046 af Inflow--0.35 cfs 0.103 af Oufflow--0.08 cft 0.071 af Total Runoff Area = 0.880 ac Runoff Volume = 0.147 af Average Runoff Depth = 2.00" 67.61% Pervious = 0.507 ac; 42.39% Impervious = 0.373 ac Edmonds Taco Time Type 1A 24-hr 100-yr storm Rainfall=3.50" Prepared by (enter your company name here) Printed 5/13/08 HydroCAD08.50 s/nOO5618 02007 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment IS: Pre -developed C soils Group Woods in Fair Condition Runoff 0.07 cfs @ 8.53 hrs, Volume= 0.043 af, Depth= 1.18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type IA 24-hr 1 00-yr storm Rainfall=3.50" Area (ac) CN Description 0.440 73 Forest condition 0.440 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 47.0 190 0.0263 0.07 Sheet Flow, forest condition Woods: Light underbrush n= 0.400 P2= 1.5011 Subcatchment IS: Pre -developed Hydrograph 10 Runoff 0.07-: Type IA 24 -hr 100-yr storm 0.065- Rainfall=3.50" 0.06-: Runoff Area=0.440 ac 0.055.: 0.06- Runoff Volume-0.043 af 0.045-: ? Runoff Depth=1.18" 0.04- I Flow Length=190' u. 0.035- Slope=0.0263'/ 0.03 0.025- Tc=47..O min 0.02-: CN=73 0.015-:: 0.01 5 6 7 8 9 1011 12 1314 1516 17 18192021 22232425262728293031 3233Mi536 Time (hours) Edmonds Taco Time Type A 24-hr I 00-yr storm Rainfall=3.50" Prepared by (enter your company name here) Printed 5/13/08 HydroCAD@8.50 s/n005618 02007H roCAD Software Solutions LLC Page 24 Summary for Subcatchment 3S: Developed Condition Runoff 0.35 cis @ 7.91 hrs, Volume= 0.103 af, Depth> 2.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Type IA 24-hr 100-yr storm Rainfall=3.50" Area (ac) CN Description 0.067 87 Landscape Beds 0.373 98 Pavement and Building 0.440 96 Weighted Average 0.067 Pervious Area 0.373 Impervious Area Tc Length Slope Velocity Capacity Description 2.8 35 0.0230 0.21 Sheet Flow, landscape bed ne corner Cultivated: Residue<=20% n= 0.060 P2= 1.50" 0.7 40 0.0300 0.92 Sheet Flow, parking lot Smooth surfaces n= 0.011 P2= 1.50" 2.7 120 0.0100 0.74 Sheet Flow, parking lot Smoothsurfaces; n=0.011 P2=1.50" 0.2 14 0.0570 0.97 Sheet Flow, parking lot Smooth surfaces n= 0.011 P2= 1.50" 0.2 46 0.0085 3.43 0.67 Circular Channel (pipe), 6-inch PVC pipe Diam= 6.U' Area= 0.2 sf Perim= 1.6' r-- 0. 13' n= 0.010 PVC, smooth interior 1.3 104 0.0013 1.34 0.26 Circular Channel (pipe), 6-inch pvc pipe to Hwy 99 Diam= 6.0" Area= 0.2 sf Perim= 1.6' r-- 0. 13' n= 0.010 PVC. smooth interior 7.9 359 Total Edmonds Taco Time Type IA 24-hr 100-yr storin Rainfall=3.50" Prepared by {enter your company name here) Printed 5/13/08 HydroCADO 8.50 s/n 005618 C 2007 HydroCAD Software Solutions LLQ Pa-ge 25 Subcatchment 3S: Developed Condition Hydrograph 0.34-:: Type IA 24-h r 1 00-yr storm 0.32-' Rainfall=3.50" 0.3z 0.28-: Runoff Area=0.440 ac 0.26-' Runoff Volume=0.103 af 0.241 0.22-: Runoff Depth>2.82'.' 0.2-: O.W Flow Length-359' 0.16: 0.14 Tc=7.9 min 0.12 CN=96 z 0.06 0.04 0.02 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 26 29 30 31 32 33 34 35 36 Time (hours) 113 Runoff k I a Edmonds Taco Time Type 1A 24-hr I 00-yr storm Rainfall=3.50" Prepared by jenter your company name here) Printed 5/13/08 HydroCADOB.50 s/n005618 02007 HydroCAD Software Solutions LLC Page 26 Summary for Reach 2R: Hwy 99 southeast corner of property Inflow Area 0.440 ac, 0.00% Impervious, Inflow Depth = 1.18" for 100-yr storm event Inflow 0.07 cfs @ 8.53 hrs, Volume= 0.043 af Outflow 0.07 cfs @ 8.53 hrs, Volume= 0.043 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Reach 2R: Hwy 99 Hydrograph I M inflow k 19) Outflowl 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Edmonds Taco Time Type 1A 24-hr 100-yr storm Rainfafl=3.50" Prepared by (enter your company name here) Printed 5/13/08 HydroCAD@8.50 s/n005618 02007 HydroCAD Software Solutions LLC Page 27 Summary for Pond 4P: Detention Pipe 18-inch detention pipe Inflow Area 0.440 ac, 84.77% Impervious, Inflow Depth > 2.82" for 100-yr storm event Inflow 0.35 cfs @ 7.91 hrs, Volume= 0. 103 af Outflow 0.08 cfs @ 10.30 hrs, Volume= 0.071 af, Atten= 76%, Lag= 143.1 min Primary 0.08 cfs @ 10.30 hrs, Volume= 0.071 af Routing by Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 440.28'@ 10.30 hrs Surf.Area= 0.036 ac Storage= 0.046 af Plug -Flow detention time= 546.6 min calculated for 0.071 af (69% of inflow) Center -of -Mass det. time= 362.4 min ( 1,088.6 - 726.2 Volume I nvert Avail.Storage Storage Description #1 437.42' 0.040 af 24.0"D x 550.00'L Horizontal Cylinder #2 439.76' 0.006 af Custom Stage Data (Pyramidal) Listed below 0.046 af Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (acres) (acre-feet) (acre-feet) (acres) 439.76 0.000 0.000 0.000 0.000 440.26 0.036 0.006 0.006 0.036 Device Routing Invert Outlet Devices #1 Primary 435.42' 0.6" Vert. Orifice/Grate C= 0.600 #2 Primary 440.22' 6.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600 Primary OutFlow Max=0.08 cfs @ 10.30 hrs HW=440.28' (Free Discharge) t1=Orifice/Grate (Orifice Controls 0.01 efs @ 10.59 fps) =0rifice/Grate (Weir Controls 0.07 cfs @ 0.77 fps) 0 v Edmonds Taco Time Type 1A 24-hr 100-yr storm Rainfall=3.50" Prepared by {enter your company name here) Printed 5/13/08 HydroCAD08.50 s/n005618 02007 HydroCAD Software Solutions LLC Page 28 Pond 4P: Detention Pipe Hydrograph 0.38-- 0 0.36-� Inflow Area=0.440 ac 0.34z: 0.327: Peak Elev=440.28' 0.3- 0.28 Storage=0.046 af - --i I M 0.22�: 0.2-: 0.18-: 0.16-: )10.08 0.121 0.1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 TIme (hours) N Inflow IR Primary Edmonds Taco Time Type 1A 24-hr I 00-yr storm Rainfall=3.50" Prepared by {enter your company name here) Printed 5/13/08 HydroCAD@8.50 s/n005618 02007 HydroCAD Software Solutions LLC Page 29 Elevation Primary (feet) (Cfs) 437.42 0.00 437.44 0.01 437.46 0.01 437.48 0.01 437.50 0.01 437.52 0.01 437.54 0.01 437.56 0.01 437.58 0.01 437.60 0.01 437.62 0.01 437.64 0.01 437.66 0.01 437.68 0.01 437.70 0.01 437.72 0.01 437.74 0.01 437.76 0.01 437.78 0.01 437.80 0.01 437.82 0.01 437.84 0.01 437.86 0.01 437.88 0.01 437.90 0.01 437.92 0.01 437.94 0.01 437.96 0.01 437.98 0.01 438.00 0.01 438.02 0.01 438.04 0.01 438.06 0.01 438.08 0.01 438.10 0.01 438.12 0.01 438.14 0.01 438.16 0.01 438.18 0.01 438.20 0.01 438.22 0.01 438.24 0.01 438.26 0.01 438.28 0.01 438.30 0.01 438.32 0.01 438.34 0.01 438.36 0.01 438.38 0.01 438.40 0.01 438.42 0.01 438.44 0.01 Stage -Discharge for Pond 4P: Detention Pipe Elevation Primary (feet) (Cfs) 438.46 0.01 438.48 0.01 438.50 0.01 438.52 0.01 438.54 0.01 438.56 0.01 438.58 0.01 438.60 0.01 438.62 0.01 438.64 0.01 438.66 0.01 438.68 0.01 438.70 0.01 438.72 0.01 438.74 0.01 438.76 0.01 438.78 0.01 438.80 0.01 438.82 0.01 438.84 0.01 438.86 0.01 438.88 0.01 438.90 0.01 438.92 0.01 438.94 0.01 438.96 0.01 438.98 0.01 439.00 0.01 439.02 0.01 439.04 0.01 439.06 0.01 439.08 0.01 439.10 0.01 439.12 0.01 439.14 0.01 439.16 0.01 439.18 0.01 439.20 0.01 439.22 0.01 439.24 0.01 439.26 0.01 439.28 0.01 439.30 0.01 439.32 0.01 439.34 0.01 439.36 0.01 439.38 0.01 439.40 0.01 439.42 0.01 439.44 0.01 439.46 0.01 439.48 0.01 Elevation Primary (feet) WS) 439.50 0.01 439.52 0.01 439.54 0.01 439.56 0.01 439.58 0.01 439.60 0.01 439.62 0.01 439.64 0.01 439.66 0.01 439.68 0.01 439.70 0.01 439.72 0.01 439.74 0.01 439.76 0.01 439.78 0.01 439.80 0.01 439.82 0.01 439.84 0.01 439.86 0.01 439.88 0.01 439.90 0.01 439.92 0.01 439.94 0.01 439.96 0.01 439.98 0.01 440.00 0.01 440.02 0.01 440.04 0.01 440.06 0.01 440.08 0.01 440.10 0.01 440.12 0.01 440.14 0.01 440.16 0.01 440.18 0.01 440.20 0.01 440.22 0.01 440.24 0.03 440.26 0.06 440.28 0.09 Edmonds Taco Time Type A 24-hr 100-yr stonn Rainfall=3.50" Prepared by {enter your company name here) Printed 5/13/08 HydroCAD@8.50 s/n005618 @2007 HydroCAD Software Solutions LLC Page 30 Elevation Storage (feet) (acre-feet) 437.42 0.000 437.44 0.000 437.46 0.000 437.48 0.000 437.50 0.001 437.52 0.001 437.54 0.001 437.56 0.001 437.58 0.001 437.60 0.002 437.62 0.002 437.64 0.002 437.66 0.003 437.68 0.003 437.70 0.003 437.72 0.004 437.74 0.004 437.76 0.004 437.78 0.005 437.80 0.005 437.82 0.006 437.84 0.006 437.86 0.006 437.88 0.007 437.90 0.007 437.92 0.008 437.94 0.008 437.96 0.009 437.98 0.009 438.00 0.010 438.02 0.010 438.04 0.010 438.06 0.011 438.08 0.011 438.10 0.012 438.12 0.012 438.14 0.013 438.16 0.013 438.18 0.014 438.20 0.014 438.22 0.015 438.24 0.015 438.26 0.016 438.28 0.016 438.30 0.017 438.32 0.017 438.34 0.018 438.36 0.018 438.38 0.019 438.40 0.019 438.42 0.020 438.44 0.020 Stage -Area -Storage for Pond 4P: Detention Pipe Elevation Storage (feet) (acre-feet) 438.46 0.021 438.48 0.021 438.50 0.022 438.52 0.022 438.54 0.023 438.56 0.023 438.58 0.024 438.60 0.024 438.62 0.025 438.64 0.025 438.66 0.026 438.68 0.026 438.70 0.027 438.72 0.027 438.74 0.028 438.76 0.028 438.78 0.029 438.80 0.029 438.82 0.030 438.84 0.030 438.86 0.031 438.88 0.031 438.90 0.031 438.92 0.032 438.94 0.032 438.96 0.033 438.98 0.033 439.00 0.034 439.02 0.034 439.04 0.034 439.06 0.035 439.08 0.035 439.10 0.036 439.12 0.036 439.14 0.036 439.16 0.037 439.18 0.037 439.20 0.037 439.22 0.038 439.24 0.038 439.26 0.038 439.28 0.038 439.30 0.039 439.32 0.039 439.34 0.039 439.36 0.039 439.38 0.039 439.40 0.040 439.42 0.040 439.44 0.040 439.46 0.040 439.48 0.040 Elevation . Storage (feet) (acre-feet) 439.50 0.040 439.52 0.040 439.54 0.040 439.56 0.040 439.58 0.040 439.60 0.040 439.62 0.040 439.64 0.040 439.66 0.040 439.68 0.040 439.70 0.040 439.72 0.040 439.74 0.040 439.76 0.040 439.78 0.040 439.80 0.040 439.82 0.040 439.84 0.041 439.86 0.041 439.88 0.041 439.90 0.041 439.92 0.042 439.94 0.042 439.96 0.042 439.98 0.042 440.00 0.043 440.02 0.043 440.04 0.043 440.06 0.043 440.08 0.044 440.10 0.044 440.12 0.044 440.14 0.044 440.16 0.044 440.18 0.045 440.20 0.045 440.22 0.045 440.24 0.045 440.26 0.046 440.28 0.046 I GEOTECHNICAL ENGINEERING EVALUATION EDMONDS TACO TIME EDMONDS, WASHINGTON PREPARED FOR MR. MERRICK LENTZ I I I 7 I I I I I 1, I N G A Main Office 17311 — 13!;h Avenue NE, A-500 Woodinville, WA 98072 (425)486-1669 FAX(425)481-2510 (425) 337-1669 Snohomish County IMay 15,2008 Mr. Merrick Lentz Merrick Lentz Architect 1800-136 1h Place NE, Suite 100 Bellevue, WA 98005 NELSON GEOTECHNICAL ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS Geotechnical Engineering Evaluaton Services Edmonds Taco Time Edmonds, Washington NGA File No. 788208 Dear Mr. Lentz: 11 I I I I F EngineehngmGeology Branch 437 East Penny Road Wenatchee, WA 98801 (509) 665-7696 FAX (509) 665-7692 We are pleased to submit the attached report titled "Geotechnical Engineering Evaluation — Edmonds Taco Time - Edmonds, Washington." This report summarizes our observations of the existing surface and subsurface conditions within the site and provides general recommendations for the proposed site development. Our services were completed in general accordance with our proposal, which you signed on April 17, 2008. The property is currently occupied by a one-story building and a paved parking lot. The proposed project plans include the removal of the existing building and constructing a new building in the approximate same location. It is our understanding that stormwater will be directed to the existing facility. We monitored the excavation of two test pits adjacent to the planned building location. Our explorations indicated that the site is generally underlain by glacial till soils. However, we encountered approximately one two feet of highly weathered soil and organic soil in one of the test pits. We have concluded that the site is generally compatible with the planned development. Foundations should be advanced through any loose and/or organic material down to the competent glacial till material interpreted to underlie the site, for bearing capacity and settlement considerations. These soils should generally be encountered one to two feet below the existing ground surface, based on our explorations. However, deeper areas of unsuitable material may be encountered in unexplored areas of the site, especially in the vicinity of the existing building. In the attached report, we have also included recommendations for foundation support, erosion control, and surface drainage. I Geotechnical Engineering Evaluation Edmonds Taco Time Edmonds, Washington May 15,2008 NGA File No.788208 Summary - Page 2 We appreciate the opportunity to provide service to you on this project. Please contact us if you have any questions regarding this report or require further information. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. F16M44V Khaled M. Shawish, PE Principal Three Copies Submitted I TABLE OF CONTENTS INTRODUCTION...................................................................................................................................... 1 SCOPE......................................................................................................................................................... I SITECONDITIONS .................................................................................................................................. 2 SURFACECONDITIONS .............................................................................................................................. 2 SUBSURFACE CONDITIONS ........................................................................................................................ 2 HYDROLOGICCONDITIONS ....................................................................................................................... 3 SENSITIVE AREA EVALUATION ........................................................................................................ 3 SEISMICHAzARD ...................................................................................................................................... 3 EROSIONHAzARD ..................................................................................................................................... 4 CONCLUSIONS AND RECOMMENDATIONS ................................................................................... 4 GENERAL................................................................................................................................................... 4 EROSION CONTROL MEASURES ................................................................................................................ 5 SITEPREPARATION AND GRADING ........................................................................................................... 5 TEMPORARYSLOPES ................................................................................................. : ................ ............. 6 FOUNDATION SUPPORT ............................................ .................................................................................. 7 STRUCTURALFILL .................................................................................................................................... 8 SLAB -ON -GRADE ...................................................................................................................................... 9 PAVEMENTS.............................................................................................................................................. 9 SITEDRAINAGE ....................................................................................................................................... 10 IUSE OF THIS REPORT .......................................................................................................................... 10 ILIST OF FIGURES Figure I —Vicinity Map Figure 2 — Site Plan Figure 3 — Soil Classification Chart Figure 4 — Test Pit Logs I I I I I NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Edmonds Taco Time Edmonds, Washington INTRODUCTION This report presents the results of our geotechnical engineering investigation and evaluation of the Edmonds Taco Time project in Edmonds, Washington. The property is located at 23904 Highway 99 as shown on the Vicinity Map in Figure 1. The purpose of this study is to explore and characterize the site's surface and subsurface conditions and to provide geotechnical recommendations for the planned site development. For our use in preparing this report, we have been provided with a site plan showing existing and proposed conditions titled "Site Plan, Project Notes, Legal Description," dated March 19, 2008, prepared by Merrick Lentz Architect. We were also provided with a site plan showing the existing conditions titled "Taco Time Edmonds," dated April 27, 2007, prepared by Mead Gilman & Associates. The property is currently, occupied by a one-story building and a paved parking lot. The proposed project plans include the removal of the existing building and constructing a new building in the approximate same location. It is our understanding that stormwater will be directed into the existing facility. The proposed site layout is shown on the Site Plan in Figure 2. SCOPE The purpose of this study is to explore and characterize the site surface and subsurface conditions, and provide general recommendations for the planned development. Specifically, our scope of services includes the following: I . Review available soil and geologic maps of the area. 2. Explore the subsurface soil and groundwater conditions within the site with backhoe- excavated test pits. Backhoe was subcontracted by NGA. 3. Perform grain -size sieve analysis on soil samples, as needed. 4. Provide recommendations for earthwork and foundation support. 5. Provide recommendations for subgrade preparation and pavements. 6. Provide recommendations for site drainage and erosion control. 7. Document the results of our findings, conclusions, and recommendations in a written geotechnical report. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Edmonds Taco Time Edmonds, Washington May 15,2008 NGA File No.788208 Page 2 - SITE CONDITIONS Surface Conditions The property is an irregular -shaped parcel covering approximately 0.4 acres, and is relatively level. The property is bounded to the north, west, and south by commercial properties, and to the east by Highway 99. An existing one-story building is located on the southeastern portion of the site. Planter areas with landscaping plants are located between the building and Highway 99, to west of the building, and also along the northern property line. The remainder of the site is paved, including the drive-thru driveway along the southern side of the building. We did not observe surface water within the site during our site visit on May 7, 2008. Subsurface Conditions Geology: The geologic units for this area are shown on the Prelimina[y Surficial Geologic Map of the Edmonds East and Edmonds West Quadrangles, Snohomish and King Counties, Washington by Mackey Smith (USGS, 1975). The site is mapped as Vashon Till (Qvt). The Vashon till deposits are described as a compact, non -sorted mixture of clay, silt, sand, pebbles, and cobbles. Our explorations generally encountered silty fine to coarse sand with gravel generally consistent with the description of the Vashon till. Explorations: The subsurface conditions within the site were explored on May 7, 2008 by excavating two test pits to depths ranging from 5.0 to 7.2 feet below the existing ground surface using a backhoe. The approximate locations of our explorations are shown on the Site Plan in Figure 2. A geologist from NGA was present during the explorations, examined the soils and geologic conditions encountered, obtained samples of the different soil types, and maintained logs of the test pits. The soils were visually classified in general accordance with the Unified Soil Classification System, presented in Figure 3. The logs of our test pits are attached to this report and are presented as Figure 4. We present a brief summary of the subsurface conditions in the following paragraphs. For a detailed description of the subsurface conditions, the logs of the test pits should be reviewed. Test Pit I was excavated to the northwest of the existing building. Below approximately 0.3 feet of asphalt, we encountered approximately 0.3 feet of crushed rock. The crushed rock was underlain by NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Edmonds Taco Time Edmonds, Washington May 15,2008 NGA File No.788208 Page 3 approximately one foot of medium dense, brown -gray, silty fine to coarse sand with gravel, trace cobbles, and iron -oxide staining. This material was underlain by dense to very dense, brown -gray, silty fine to coarse sand with gravel and trace cobbles. We interpreted these materials to be glacial till. Test Pit I was terminated in the glacial till at a depth of 5.0 feet below the existing ground surface. Test Pit 2 was excavated to the northeast of the existing building. Below approximately 0.4 feet of asphalt, we encountered approximately one foot of medium dense, orange -brown, silty fine to coarse sand with gravel. This material was underlain by approximately one foot of brown, silty fine to coarse sand with gravel and wood pieces underlain by about one foot of medium dense, orange -brown, silty fine to coarse sand with gravel. All of these materials were interpreted to be weathered glacial till. Below the weathered material, we encountered approximately three feet of medium dense brown -gray, silty fine to coarse sand with gravel, trace cobbles, and iron -oxide staining, underlain by dense to very dense, brown - gray, silty fine to coarse sand with gravel and trace cobbles. We interpreted these materials to be glacial till. Test Pit 2 was terminated in the glacial till at a depth of 7.2 feet below the existing ground surface. Hydrologic Conditions Groundwater seepage was not encountered in the explorations. However, if groundwater is encountered on this site, we would interpret the water to be perched water. Perched water occurs when surface water infiltrates through less dense, more permeable soils, and accumulates on top of a relatively low permeability material such as the dense silty sand. Perched water does not represent a regional groundwater "table" within the upper soil horizons. Perched water tends to vary spatially and is dependent upon the amount of rainfall. We would expect the amount of perched groundwater to decrease during drier times of the year and increase during wetter periods. SENSITIVE AREA EVALUATION Seismic Hazard I We reviewed the 2006 International Building Code (IBC) for seismic site classification for this project. Since medium dense to very dense glacial till soils were encountered at,depth in our explorations, the site conditions best fit the description for Site Class D. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Edmonds Taco Time Edmonds, Washington May 15, 2008 NGA File No.788208 Page 4 Hazards associated with seismic activity include liquefaction potential and amplification of ground motion by soft deposits. Liquefaction is caused by a rise in pore pressures in a loose, fine sand deposit beneath the groundwater table. The medium dense to very dense glacial material interpreted to underlie the site has a low potential for liquefaction or amplification of ground motion. Erosion Hazard The criteria used for determination of the erosion hazard for affected areas include soil type, slope gradient, vegetation cover, and groundwater conditions. The erosion sensitivity is related to vegetative cover and the specific surface soil types, which are related to the underlying geologic soil units. The Soil Survey of Snohomish Counly Area, Washington, by the Soil Conservation Service (SCS) was reviewed to determine the erosion hazard of the on -site soils. The surface soils for this site were mapped as Alderwood-Urban land complex, 2 to 8 percent slopes. The erosion hazard for this material is listed as slight. It is our opinion that the erosion hazard for site soils should be low in areas where the site is not disturbed. CONCLUSIONS AND RECOMMENDATIONS General It is our opinion from a geotechnical standpoint that the site is compatible with the planned development. Our explorations indicated that the site is generally underlain by glacial till soils. Organic soils were encountered approximately two feet below the surface in our eastern test pit. We do not anticipate that this soil will be encountered in the area of the building; however, it may impact the asphalt parking lot. We recommend this material be stripped down to the underlying competent soil. The native soils should provide adequate support for foundation, slab, and pavement loads. We recommend that the building be designed utilizing shallow foundations. Footings should extend through the undocumented fill or loose soil, and be founded on the underlying medium dense or better native soil, or structural fill extending to these soils. The medium dense or better soil should typically be encountered approximately one to two feet below the existing surface, based on our explorations. We should note that deeper areas of unsuitable soils could be encountered in the unexplored areas of the site. The soils encountered on this site are considered moisture -sensitive and may disturb easily when wet. We recommend that construction take place during the drier summer months, if possible. If construction is to NELSON GEO TECHNICAL A SSOCIA TES, INC. Geotechnical Engineering Evaluation Edmonds Taco Time Edmonds, Washington May 15, 2008 NGA File No.788208 Page 5 take place during wet weather, the soils may disturb and additional expenses and delays may be expected due to the wet conditions. Additional expenses could include the need for placing a blanket of rock spalls to protect exposed subgrades and construction traffic areas. The non -organic on -site soils could be used as structural fill provided they.could be compacted to specifications. This will depend on the moisture content of the soils at the time of construction. NGA should be retained to determine if the on -site soils can be used as structural fill material during construction. Erosion Control Measures The erosion hazard for the on -site soils is generally considered slight, but will be dependent on how the site is graded and how water is allowed to concentrate. Best Management Practices (BMPs) should be used to control erosion. Areas disturbed during construction should be protected from erosion.. Erosion control measures may include -diverting surface water away from the stripped areas and erecting silt fences and/or straw bales to prevent muddy water from leaving the site. We also recommend that stockpiles and excavation walls be covered with plastic sheeting. The erosion potential of areas not disturbed should be low. Site Preparation and Grading After erosion control measures are implemented and the building has been removed, site preparation should consist of removing loose soils, topsoil, and asphalt pavement from the building and other structural areas, including the future pavement areas, to expose medium dense or better native soils. The stripped soil should be removed from the site or stockpiled for later use as a landscaping fill. Based on our observations, we anticipate medium dense or better soil to be encountered approximately one to two feet across the site, but this depth could increase in unexplored areas of the site and under the existing building. After site preparation, if the exposed subgrade is loose, it should be compacted to a non - yielding condition and then proof -rolled with a heavy rubber -tired piece of equipment. Areas observed to pump or weave during the proof -roll test should be. reworked to structural fill specifications or over - excavated and replaced with properly compacted structural fill or rock spalls. If loose soils are encountered in the pavement areas, the loose soils should be removed and replaced with rock spalls or granular structural fill. If significant surface water flow is encountered during construction, this flow should be diverted around areas to be developed, and the exposed subgrades should be maintained in a semi -dry condition. NEL SON GEO TECHNICA L A SSO CIA TES, INC. Geotechnical Engineering Evaluation Edmonds Taco Time Edmonds, Washington May 15, 2008 NGA File No.788208 Page 6 If wet conditions are encountered, alternative site grading techniques might be necessary. These could include using large excavators equipped with wide tracks and a smooth bucket to complete site grading and covering exposed subgrade with a layer of crushed rock for protection. If wet conditions are encountered or construction is attempted in wet weather, the subgrade should not be compacted as this could cause further subgrade disturbance. In wet conditions it may be necessary to cover the exposed subgrade with a layer of crushed rock as soon as it is exposed to protect the moisture sensitive soils from disturbance by machine or foot traffic during construction. The prepared subgrade should be protected from construction traffic and surface water should be diverted around areas of prepared subgrade. The site.soils are considered to be moisture -sensitive and may disturb easily when wet. We recommend that construction take place during the drier summer months if possible. However, if construction takes place during the wet season, additional expenses and delays should be expected due to the wet conditions. Additional expenses could include the need for placing a blanket of rock spalls on exposed subgrades, construction traffic areas, and paved areas prior to placing structural fill. Wet weather grading will also require additional erosion control and site drainage measures. Most of the on -site soils may be suitable for use as structural fill, depending on the moisture and organic content of the soil at the time of construction. NGA should be retained to evaluate the suitability of all on -site and imported structural fill material during construction. Temporary Slopes Temporary cut slope stability is a function of many factors, including the type and consistency of soils, depth of the cut, surcharge loads adjacent to the excavation, length of time a cut remains open, and the presence of surface or groundwater. It is exceedingly difficult under these variable conditions to estimate a stable, temporary, cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations since he is continuously at the job site, able to observe the subsurface materials and groundwater conditions encountered and able to monitor the nature and condition of the cut slopes. The following information is provided solely for the benefit of the owner and other design consultants and should not be construed to imply that Nelson Geotechnical Associates, Inc. assumes responsibility for job site safety. Job site safety is the sole responsibility of the project contractor. NELSON GEOTECHNICAL ASSOCIATES, INC. IGeotechnical Engineering Evaluation Edmonds Taco Time Edmonds, Washington May 1'5,2008 NGA File No.788208 Page 7 For planning purposes, we recommend that temporary cuts in the on -site soils be no steeper than 1.5 Horizontal to I Vertical (1.5H:IV). If significant groundwater seepage or surface water flow were encountered, we would expect that flatter inclinations would be necessary. We recommend that cut slopes be protected from erosion. The slope protection measures may include covering cut slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not recommend vertical slopes for cuts deeper than four feet, if worker access is necessary. We recommend that cut slope heights and inclinations conform to appropriate OSHA/WISHA regulations. Foundation Support Conventional shallow spread foundations for the planned building should be placed on medium dense or better native soils, or be supported on structural fill or rock spalls extending to those soils. Medium dense soils should be encountered approximately one to two feet below ground surface based on our explorations. However, this depth may increase depending on the conditions encountered when the existing building is removed. Where undocumented fill or less dense soils are encountered at footing bearing elevation, the subgrade should be over -excavated to expose suitable bearing soil. The over - excavation may be filled with structural fill, or the footing may be extended down to the native bearing soils. If footings are supported on structural fill, the fill zone should extend outside the edges of the footing a distance equal to one-half of the depth of the over -excavation below the bottom of the footing. Footings should extend at least 18 inches below the lowest adjacent finished ground surface for frost protection and bearing capacity considerations. Foundations should be designed in accordance with the 2006 IBC. Footing widths should be based on the anticipated loads and allowable soil bearing pressure. Water should not be allowed to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation excavation prior to placing concrete. For foundations constructed as outlihed above, we recommend an allowable design bearing pressure of not more than 2,000 pounds per square foot (psf) be used for the design of footings founded on the medium dense or better native soils or structural fill extending to the competent native material. The foundation bearing soil should be evaluated by a representative of NGA. We should be consulted if higher bearing pressures are needed. Current IBC guidelines should be used when considering increased allowable bearing pressure for short-term transitory wind or seismic loads. Potential foundation settlement using the recommended allowable bearing pressure is estimated to be less than one -inch total NELSON GEOTECHNICAL ASSOCIATES, INC. I I I I I I I I I I Geotechnical Engineering Evaluation Edmonds Taco Time Edmonds, Washington May 15, 2008 NGA File No.788208 Page 8 and 1/2-inch differential between adjacent footings or across a distance of about 20 feet, based on our experience with similar projects. Lateral loads may be resisted by friction on the base of the footing and passive resistance against the subsurface portions of the foundation. A coefficient of friction of 0.35 may be used to calculate the base friction and should be applied to the vertical dead load only. Passive resistance may be calculated as a triangular equivalent fluid pressure distribution. An equivalent fluid density of 200 pounds per cubic foot (pcf) should be used for passive resistance design for a level ground surface adjacent to the footing. This level surface should extend a distance equal to at least three times the footing depth. These recommended values incorporate safety factors of 1.5 and 2.0 applied to the estimated ultimate values for frictional and passive resistance, respective ly. To achieve this value of passive resistance, the f6undations should*be poured "neat" against the native medium dense soils or compacted fill should be used as. backfill against the front of the footing. We recommend that the upper one -foot of soil be neglected when calculating the passive resistance. Structural Fill General: Fill placed beneath foundations, pavement, or other settlement -sensitive structures should be placed as structural fill. Structural fill, by definition, is placed in accordance with prescribed methods and standards, and is monitored by an experienced geotechnical professional or soils technician. Field monitoring procedures would include the performance of a representative number of in -place density tests to document the attainment of the desired degree of relative compaction. The area to receive the fill should be suitably prepared as described in the Site Preparation and Grading subsection of this report prior to beginning fill placement. Materials: Structural fill should consist of a good quality, granular soil, free of organics and other deleterious material, and be well graded to a maximum size of about three inches. All-weather structural fill should contain no more than five -percent fines (soil finer than U.S. No. 200 sieve, based on that fraction passing the U.S. 3/4-inch sieve). The use of some of the on -site soils as structural fill should be feasible, but will be highly dependent on moisture and organic contents of the material at the time construction takes place. We should be retained to evaluate proposed structural fill material prior to placement. I NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Edmonds Taco Time Edmonds, Washington May 15, 2008 NGA File No.788208 Page 9 Fill Placement: Following subgrade preparation, placement of structural fill may proceed. All fill placements should be accomplished in uniforrn lifts up to eight inches thick. Each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All structural fill underlying building areas and pavement subgrade should be compacted to a minimum of 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as determined by the ASTM D-1557 Compaction Test procedure. The moisture content of the soils to be compacted should be within about two percent of optimum so that a readily compactable condition exists. It may be necessary to over -excavate and remove wet soils in cases where drying to a compactable condition is not feasible. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction. Slab -on -Grade Slabs -on -grade should be supported on subgrade soils prepared as described in the Site Preparation and Grading subsection of this report. We recommend that all floor slabs be underlain by at least six inches of free -draining gravel with less than three percent by weight of the material passing Sieve #200 for use as a capillary break. We recommend that the capillary break be hydraulically connected to the footing drain system to allow free drainage from under the slab. A suitable vapor barrier, such as heavy plastic sheeting (6-mil minimum), should be placed over the capillary break material. An additional 2-inch thick moist sand layer may be used to cover the vapor barrier. This sand layer is optional and is intended to protect the vapor barrier membrane during construction. Pavements Pavement subgrade preparation and structural filling where required, should be completed as recommended in the Site Preparation and Grading and Structural Fill subsections of this report. We observed cracking in the pavement throughout the parking lot. In our eastern exploration, we encountered highly weathered soil and organic -rich soil within about two feet of the surface. We recommend that the existing pavement and any underlying soft or organic soil be removed and replace with competent structural fill. If the existing pavement is left in place and/or if only selected areas are over -excavated and replaced with fill, we recommend that the existing pavement be broken up to a maximum size of four inches and the new pavement subgrade areas be proof -rolled with a heavy, rubber -tired piece of NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Edmonds Taco Time Edmonds, Washington May 15,2008 NGA File No.788208 Page 10 equipment ' to identify soft or yielding areas that may require repair. We should be retained to observe the proof -rolling and recommend repairs prior to placement of the asphalt or hard surfaces. Site Drainage Surface Drainage: The finished ground surface should be graded such that runoff is directed to an appropriate stormwater collection system. Water should not be allowed to collect in any areas where footings, slabs, or pavements are to be constructed. Final site grades should allow for drainage away from the structures. We suggest that the finished ground be sloped at a minimum gradient of three percent, for a distance of at least 10 feet away from the structures. Surface water should be collected by permanent catch basins and drain lines, and be routed into an appropriate discharge system. Subsurface Drainage: If groundwater is encountered during construction, we recommend that the contractor slope the bottom of the excavation and collect the water into ditches and small sump pits where the water can be pumped from the excavation and routed to a suitable discharge point. We recommend the use of footing drains around structure. Footing drains should be installed at least one foot below planned finished floor elevation. The drains should consist of a minimum four -inch -diameter, rigid, slotted or perforated, PVC pipe surrounded by free -draining material wrapped in a filter fabric. We recommend that the free -draining material consist of an 18-inch-wide zone of clean (less than three - percent fines), granular material placed along the back of walls. Washed rock is an acceptable drain material, or a drainage composite may be used instead. The free -draining material or the drainage composite should extend up the wall to one foot below the finished surface. The top foot of backfill should consist of low permeability soil placed over plastic sheeting or building paper to minimize the migration of surface water or silt into the footing drain. Footing drains should discharge into tightlines leading to an appropriate collection and discharge point with convenient cleanouts to prolong the useful life of the drains. Roof drains should not be connected to wall or footing drains. IUSE OF THIS REPORT NGA has prepared this report for Mr. Merrick Lentz and his agents for use in the planning and design of the development planned on this site only. The scope of our work does not include services related to construction safety precautions and our recommendations are not intended to direct the contractors' NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Edmonds Taco Time Edmonds, Washington May 15, 2008 NGA File No.788208 Page I I methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. There are possible variations in subsurface conditions between the explorations and also with time. Our report, conclusions, and interpretations should not be construed as a warranty of subsurface conditions. A contingency for unanticipated conditions should be included in the budget and schedule. We recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. We should be contacted a minimum of one week prior to construction activities and could attend pre -construction meetings if requested. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering practices in effect in this area at the time this report was prepared. No other warranty, expressed or implied, is made. Our observations, findings, and opinions are Ia means to identify and reduce the inherent risks to the owner. I I I I Z4024i NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Edmonds Taco Time Edmonds, Washington May 15, 2008 NGA File No.788208 Page 12 It has been a pleasure to provide service to you on this project. If you have any questions or require further information, please call. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Bala Dodoye-Al i SW Project Geologist Khaled M. Shawish, PE Principal BD:KMS:pkw Four Figures Attached NELSON GEOTECHNICAL ASSOCIATES, INC. N 203rd St N 202nd St N 2015t St VICINITY MAP Not to Scale Edmonds, WA I, ,.dr Tel�A* I Project Number NELSON GEOTECHNICAL No. I Date I Revision By I CK ASSOCIATES, INC. Edmonds Taco Time 1 5f7/08 Original SLS BO 788208 A Vicinity Map GEOTECHNICAL ENGINEERS & GEOLOGISTS Figure 1 17311-135th A.. NE, A-500 Snohommh County (425) 337-1669 W-di-ill.. WA 98072 W—tchWC"Wn (509) 665-7696 (425) 486-1669 1 F.. 481-2510 —netsonsgootech.corn Schematic Site Plan NOT TO SCALE - - - - - - . . . . . . TP-1 TP-2 0 Planned Taco Time Building L t; fz LEGEND Property line TP-1 Number and approximate location of test pit Reference: Site Plan based on plan dated March 19, 2008, titled "Taco Time," prepared by Merrick Lentz Architect. I Project Number NELSON GEOTECHNICAL No.1 Date I Revision By I CK ASSOCIATES, INC. 788208 Edmonds Taco Time ---N�GA 1 5/7/08 Original SLS BID Site Plan GEOTECHNICAL ENGINEERS & GEOLOGISTS Figure 2 17311-135� A . NE. A-500 SnoWmish Co-ty (425) 337-1669 Woodmilla,='98072 W—�.,/Ch.lan (509) 665-7696 (425) 486-1669 1 Fax 481-2510 I I I I I I I I I I I I I I I I I UNIFIED SOIL CLASSIFICATION SYSTEM GROUP MAJOR DIVISIONS GROUPNAME SYMBOL CLEAN GW WELL -GRADED, FINE TO COARSE GRAVEL COARSE- GRAVEL GRAVEL GP POORLY -GRADED GRAVEL GRAINED MORE THAN 50 % GRAVEL GM SILTY GRAVEL OF COARSE FRACTION RETAINED ON SOILS NO. 4 SIEVE WITH FINES GC CLAYEY GRAVEL SAND CLEAN SW WELL -GRADED SAND, FINE TO COARSE SAND SAND SID POORLY GRADED SAND MORE THAN 50 % RETAINED ON MORE THAN 50 % NO. 200 SIEVE OF COARSE FRACTION SAND Sm SILTY SAND PASSES NO. 4 SIEVE SC WITH FINES CLAYEY SAND FINE - SILT AND CLAY ML SILT INORGANIC GRAINED LIQUID LIMIT CL CLAY LESS THAN 50 % SOILS ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY MH SILT OF HIGH PLASTICITY, ELASTIC SILT INORGANIC MORE THAN 50 % PASSES LIQUID LIMIT CH CLAY OF HIGH PLASTICITY, FLAT CLAY NO. 200 SIEVE 50 % OR MORE ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: 1) Field classification is based on visual SOIL MOISTURE MODIFIERS: examination of soil in general accordance with ASTM D 2488-93. Dry - Absence of moisture, dusty, dry to the touch 2) Soil classification using laboratory tests is based on ASTM D 2488-93. Moist - Damp, but no visible water. 3) Descriptions of soil density or Wet - Visible free water or saturated, consistency are based on usually soil is obtained from interpretation of blowcount data, below water table visual appearance of soils, and/or test data. Project Number NELSON GEOTECHNICAL No. Date Revision By CK 788208 Edmonds Taco Time Soil Classification Chart -__�N�GA ASSOCIATES', INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS 1 5f7/08 Original SLS BID Figure 3 17311-135� A— NE, A-500 S-h—M C.unty (425) 337-1669 W-dimill, WA 98072 W.=./Ch.1- (509) 665-7696 (425) 486-1669 1 Fax 481-2510 nelwn5g�ch mm LOG OF EXPLORATION DEPTH(FEET) Usc SOIL DESCRIPTION TEST PIT ONE 0.0-0.3 ASPHALT 0.3-0.6 CRUSHED ROCK 0.6-2.0 sm BROWN -GRAY, IRON -OXIDE STAINED, SILTY FINE TO COARSE SAND WITH GRAVEL (DENSE, MOIST) 2.0-5.0 SM BROWN -GRAY, SILTY FINE TO COARSE SAND WITH GRAVEL (DENSE TO VERY DENSE, MOIST) SAMPLES WERE COLLECTED AT 2.5 AND 5.0 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 5.0 FEET ON 5/7/08 TEST PIT TWO 0.0-0.4 ASPHALT 0.4-0.6 CRUSHED ROCK 0.6-2.2 SM ORANGE -BROWN, SILTY FINE TO MEDIUM SAND WITH GRAVEL (MEDIUM DENSE, MOIST) 2.2-3.2 BROWN, SILTY FINE TO COARSE SAND WITH GRAVEL AND WOOD PIECES (MEDIUM DENSE, MOIST) (BURIED TOPSOIL) 3.2-3.6 SM ORANGE -BROWN, SILTY FINE TO MEDIUM SAND WITH IRON -OXIDE STAINING (MEDIUM DENSE, MOIST) 3.6-6.4 sm LIGHT ORANGE -BROWN, SILTY FINE TO COARSE SAND WITH GRAVEL (DENSE, MOIST) 6.4-7.2 sm BROWN -GRAY, SILTY FINE TO COARSE SAND WITH GRAVEL (VERY DENSE, MOIST) SAMPLES WERE COLLECTED AT 1.8, 2.4, 5.3, AND 7.2 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 7.2 FEET ON 5/7/08 BD:SLS NELSON GEOTECHNICAL ASSOCIATES, INC. FILE NO 788208 FIGURE 4 � �FE C x SD FEC CYCLONE FENCE PA x FEC ::77"" 77 x =m._ X x x 0 F-4 P' OHP OHP ... PA Ln —EEC— PA- 1. C TBM—A R CATE 01 193 C14 FLOWLINE Q) TBM—B 2) pw SGN T� I[A /6, Y. PA TACO TIME BUILDING I FEC 156 —i F.F.=441.74' SGN j 001. - -ic (AT ALL ENTERANCES) GN* ui S� P A ......... z z FEC R OVER— ANG P FEC fiecIcDbCoTtcur �AecClvleqs_j�.N LZ R LA�cc bContour (AecClvl113cse)'.. eccDb(__,ontc_lur (AecCiv CR c� 13 'A\ L 35'-0" Ml 6 EStion EkC 91 6 Fdition IBC I IQ A l' Wf TWA &%- ttHK;UJQZE== 6 Edidw UPC w/wAc Anwbncm Appe"ces A, B, Q 1 6 Edown IMC w/WAC Anmdmm 5 Edition IFGC w/WAC Arnendmeab 5 Edition lFC wVAC Anwndmwu 5 Edition VIAQ WAC 51-13 C A;+;— WSEC WAC 51-11 GITY OF BUIWING I AFPROVEDDATE:__& 33LDG.OFFICKL PERMIT NU WOOD BUILDING FRAME-----, BUILDING SIDING-----\ 1.5"STAND-OFF --- MOUNT 12.� 1 .125"CONTOUR PANEL 1/4" x 6" LAG SCREWS Qty(8) WHITE ACRYLIC FACE 1"WHITE TRIMCAP ALUMINUM LETTER w/WHITE LED ILLUMINATION ILLUMINATED LETTER DISPLAY GREEN LED SCALE: I" = V-0" HALO LIGHTING REVERSE -PAN CACTUS RECEIVED DEVELOPMENT SERVICES CTR. C17Y OF EDMONDS MMONJER-11WE SIGNIMOUNTING DETAIL SCALE: I" = V-0" 9 0 91 a ow [a 0 Customer Name: Taco rime Project Add ress: 23904 Hwy 99 Edmonds, WA 98026 Date: 6122109 Design #: Mick/Taco TimelEdmonds 2009 Approved by. Date: Approved by. Date: w . . . . . . . . . . . . I V-1 10 IV FH w"aw I wwam MW PA KW MWA Hm FLAW 0 Alm^ 04MM I jM nAffM ANIA r-L-ri f4r Is Rr mm" 4WA"6&W cw mcLOWAS r ------ DETAX& rAS SHWr lDCW AW%#4LT TO MM^ PAVED DWYowr To 004M - con,ozim on" AN 12 SIGN cr ow AM or mM mvpm 0: LOQIWON x ow--- Rmw W *&"VA.T GTAI" W-W OW W-W qrFmc PAM a Lc4a am Imm IaO WAWW ----------- 7, As As CAM LOW OF Coe, W4"T ------ A TAC 0 TIME EWILVINS ovm mri HC F.F.9441.141 LM or PAN" (AT ALL ENTRANOM) qw Va MW ""'W ,or ww" am TO BE 0'. WR Va. CAIWN�Am movemm. Who oym _c9m" am To VID" L ---- -------- *24W SITE PLAN SCALE: 11" = 20' JUL 12009 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS gr� .9 v fill W, ON e ............ ............ cm c )I UJCY) ffl cp C= C-5 CA U) uj uj U- ui C) 9k 7-r-A 6 jp� 1 1. 11 w , Nw- v C), Z5 fgs %,Y;oqP .4--y r,:.,L44.z fc ZA&t 9 �z Q4'. �i,� Lh LL C3 EMPLOYEE ACCESSP 11-1011 — A x RE OF - K�2 S/AI.O N=: MSTINSP CM, 6VrrEK AND SIVEKALK SHALL EIE REMOVIMI AND RISPLAICEV AS REQUIRED BY THE CITY IINSPWTOR. THIS IRZWIRZ�MT Y41LL APPLY TO ANY EXISTINS PAMASW AND OR PAILINS SWTIONS OR ANY SWTIONS THAT AMR PAMASEV MRINS THE COVIRSE Of WNSTRZTION. EXIST. CATCH BASIN . ....... ..... ..... .. .. .. .. . . . . . . . . . . . . . . x . . .. . . . . . . . N 88-56-511, Yq -x-x-x-x x x - x X X x - — - — - — - EXISTIN& CURB TO REMAIN REMOVE PORTION OF EXISTINS CURB — - — - — - IST TO REMAIN !IN($ C;Upz SI&N: INO 110ARI 6 2/AI.O 2/Al.0 -REMOVE PORTION Or- EXISTIN& WR5 .00 BEFORE 1100 NEN PLAN rIN& AREA RE -STRIFE EX STIN657 PA X INO AREA IRE -STRIPE EXISTINS PARKINS AREA FH \/AN NEIN FLANTIN& AREA HO Qat' 0-0 (.S/Al e5) tAl.&I ^I < b STALLb @ 5--b" , I TRASH NEA CHAIN LINK & TES (2) V-11" HI6H W/ VI SLATS 111-011 61 at 11 94t-011 541-611 PROVIDE PRO PINS AT A zo/I NEA CMU ENCLOSURE OPEN 4 CL ED POSITIONS 4. (pit PER DETAILS THIS SHEET 2 STALLS @ 61-6' 4 STALLS 0 5'- IF (;ii(baq8/t8CyC0_pC0R!1IeCrj0K arealenclosure EXIST. ASPHALT TO REMAIN, I YL Oyr iteandlac Iv, I INS P� FREE EXI IN& PAVEP PRIVEMY TO REMAIN - KE FREE or- DIRT AND CONSTRUCTION DEBRIS Recyclinj CooO"tor te 12 1_1011 1-11-011 REMOVE PLAI 1TM'k$,CUIkBS AS SHOm PATCH �!tPk-T AS REOV _j STEEL CLEARANCE 5 �x INDICATE 41'CLEARA tj Ix I I Ova PORTIONS i o EXISTINS CURB *1 Ix L LL I Oj 5rALr=: 1 /2 11 = I 1_0 11 .I If+ V Lo 66 1-611 10: LM OF NEA CONC.. KALK - PLUSH v4/ ASPHALT 4 SLOPE OF PATH IS LEVEL (LESS THAN 1:20 SLOPE) 177-7 r EXIST. CATCH BASIN �,4 4 14 <4 - L&A.- 4 oviki" 'a -con,& r RE-smipa gxisnw, PARKIN& AREA ---- -- -- EXISTIN& 171 1000 6 AL. EIVRAW0 SISN SIREAdSE INT LINE OF �ANOPY OVER (Typ) 4 SM A2.0 TACO TIME BUILPIN& F.F. = 441.-14' I C) 0 01 EXISTINIS N0A4TW" r (AT ALL I=NTRANCF-S) L------------ j _j 2/AI.O 2/Al.0 LINE or- EXIST. AALLS TO BE DEMOLISHED (TYP) EXISTIN6 4--o"I IPIWZTIONAL EXIT S16N L I IN EXIST. CATCH ASIN CR F11_111111 REMOVE EXIST. Wyr-M- MfAtMv _j N 58-36151" _jMXISTIN5 TO REMAIN - — -- — - — -- 7_2:0-7"k - — - — - — - /--Al \/ kA=-rAl r=1 A(=L41k1e_ :) MATCH BUILDINCO �M o 41-011 0.0. F NI 2- #5 BARS CONT. IN15H @) EXTERIOR MATCH BUILDINCSI) 45" 0.0. \/ERT. ZOM CORNERS O.M.U. INALL ;)NO. SLAB IN/ 1.4 X IN 1.4 N.N.M., LL5 50LID :�)N &RAVE g) 45" 0.0. ALT. BEND �)TIN6 5 CONT. lu IL =A, NO SCALE 11-011 STATE DISABLED PARKING PERMIT REQUIRED NO SCAL-2 VAN ACCESSIBLE L - - - - 42" CANOPY USH WCR am lbon% SIT= roLAN. NORTH SCALE: I"=10'-O" 0-0 Ib'LI&HT POLE YV LITHONIA KAS FIXTURES W 400IN METAL HALIDE LAMP) I TYPE \/(SOUARE) I.E.�. PE PAINTEr> STRIPE cuToHr- DISTRIBUTION (TYP. 3 LOVS) METAL SI&N Y4HITE BLUE BACKCSIROUND AHITE LETTEIRZIN67 SIC-714 AT VAN SPACE 0NL%rj TYP. 211 VIA. STEEL PIPE, PAINTED Y4HITE 0 "t .0 wc 0 "0" AV* IMI or- V40RK AREA J9 RE IRINS TRAFFIC, N L. IM IR or INC, ��NTRO C, NPORM TO C, ITY EDMONDS F C �y p FIC CON QUIMEMENTS, TRO 2 STAN�L W VARVI I AN, "l FOR 50 MPH POSTED Sp�mp AN SIPEKALK 0 CLOSURE PER ICAAJL APPLIC, ION 2q, No AS FOUND IN,�ITY HANDOUT #E UNPUBLISHED WORK /4 (C)2008 MERRICK LENTZ ARCHITECT /� I 1 '0" APPRoVED AS NOTED BY E INEERINa pQ — �i= W" '_~_ 1800 - 136th Place N.E., Suite 100 Bellevue, Washington 98005 (425) 747-3177 FAX (425) 747-7149 E-Mail: mla@mlarch.com ft-opr eftpN6 fw�lw ONL� 354 REGISTER A I I D. EN STATE OF WASHINGTON APPROVED BY PLANNING -V zone 0(7- Comer Fla&_ Setbae ReQuiEd Actual PROJECT NAME Front F, + 1 1131 Sides Nj'q_ Rear W Other Height, TacoTime. 5H-.r.-T INI;)=X. A1.0 SITE PLAN, PROJECT NOTES A2.0 CONSTRUCTION FLOOR PLAN A5.0 EXTERIOR ELE\/ATIONS, ROOF PLAN A4.0 REFLECTED CEILINC7 PLAN A5.0 SECTIONS, DETAILS A6.0 RESTROOM r:Lrz\/ATIONS R ISED, PLANI APP!","'�-OVED E01.0 EOUIPMENT PLAN AND LIST E ') I CI OF EDMONDS BUDfYING DIVISION C w I e 4141 PLANS EXAWNER 91 FOUNDATION PLAN :254104 Hw') 52 ROOF FRAMIN6 PLAN EDMONDS, AA DATE 95 STRUCTURAL DETAILS, LI.0 LANDSCAPE 4 IRRI(SATION PLANS LAN41"POSCAP= NOThtE5. 1""=O% IR 0 J Co P T N 0 TEm 5. RZFER TO SHEET L-I FOR LANDSCAPE PLANTINC-7 PLAN APPLICABLE CODES 2006 15C vil ACCESSIBILIT',(.4 STATE AMENDMENTS DRAWING TITLE AND LANVS�APE IRRIC7ATION PLAN. 2006 IMC Yq/ INT'L FUEL 6AS, COVE 4 STATE AMENDMENTS 2006 INT'L FIRE CODE W STATE AMENDMENTS 2006 UNIFORM PLUMBINGI CODE vq STATE AMENDMENTS SITE &PLAN, 2006 NASHINC7TON STATE ENER6Y CODE (AAC 51-11) "Or' h"Mmm 0 J "Em C T 2006 NASH. STATE \/ENTILATION INDOOR AIR OUALITY CODE EDMONDS COMMUNITY DE\/ELOPMr:NT CODE ftm loft NOT=p, LE(SAL TACO TIME SCOPE OF AORK CONSTRUCTION Or- NE104 FAST FOOD RESTAURANT AITH 1010 164th STREET SA vRi\/E-THROUC7H. NEiAi DRAINAC7r: sysmm.To BE CONSTRUCTED. I 10T I ON LYNNY400D, AASHIN&TON claOiD-1-5120 CONTACT: ANTHONY RAMIREZ SITE AREA lcljetcl 9F DATE MARCH Ict, 2005 DRAWN BY BUILDINC7 AREA 20804 SF EXISTIN6 (PLUS 266 BF CO\/EfeV DRIN/E-THRU AREA) 2041� SF PROPOSED (PLUS 245 SF CO\IERED DRI\/r=-THRU AREA) CHECKED BY. (NET !REDUCTION OF 56 Sr) REVISIONS A1U(91UST 4, 2005 ALL THAT PORTION OF LOT 12, AN17 THAT PORTION. OF LOT 151 IMPERVIOUS AREA 15"ICIS SF EXISTIN6 BLOCK 2, MITLAND ACRES TO LAKE BALLINC7ER, ACCOR-DINS 15006 SF PROPOSED (NET REDUCTION Or- "la,01 SF) SEPTEMBER � 12, 2005 TO THE FLAT THEREOF RECORDED IN \/OLUME 10 OF FLATS, OCTOBER 50, 2005 FASE 4-7, LYINCP NORTHERLY AND INESTERLY OF STATE H1C7HAAY, RECORDS OF THE AU171TOR OF SNOHOMISH COUNTY, AASHIN(SITON. PARKINS; 2-L RE UIRED AT 1: 200 SF 6ROSS BILD6. AREA DECEMBER 5, 200a E Ul 21 PRO OSED MAY It 20041 SUBMITJALS OCCUPANCY 6ROUP :722 JULY 21, 20001 WAC FLUM51NC-7 ELECTRICAL, INCL. LTS7. CHECKLIST TYPE I HOOP FIRE SUPPRESSION SYSTEM (FOR HOOD) CONSTRUCTION TYPE \/-5 NON-SPRINKLERED j""\ LANDSCAPE AREA 52410 SF EXISTINC7 JUL 2121108 A 1.0 4044 SF PROPOSED (21.1% SITE AREA) DULDwa, DEPARWO'Lvn� SEATIN& 52 SEATS PROPOSED PARCEL NUM5F_R 00451'qOO201200 STREET FILE IN—low rL Lti 4�, 214W 1?1m='442,34� .71E 1'5�116111C(n �43 A/ A Fli, 14,1 W /47 7/ NO i, 9' MI eA4P (A10 0- 4CI 0,3 'f '3 N,5,W -45 4 to 7 1,4 'r/ /000 6AL, 14 516,Al (5tz 43 71 4? 0/1 541�11' Z/ 7A-eo 7,1A1 43�o 22 ?fl, 7 -X537) PA N �7N67ALL 1PZX-,,x 630t, CA'r-' 4r e'e 4-'�I' 0 Ile % 0\ ff7,7 IV P21.5. 5�4.59�� OA.1 E;e)2,JXfD 4,VP6-R.. 6 A470�9 -�-I<;-e7 N07' 5 /'V y 'x::-z'-'mVazF- �Zr E 'AIV Z.4V=z 9,,1'8 (��W.ObVN 0,V SaRar-Y Re��)VIREY 0,4,raA1 77UWS4,471 70;t--,-f 11C�q 42Z /V� RZe0d472-5 41rl.417-1155 If5 4 "11,V -A3 43 7, 110 43 Z 44 2 0, F, -1 6-w ev �?15 z e 0, a D' 43 7.42 wlrW 5 W441dzz 7�) X�1-4 9 rR0A4 45 -eZ CP V-3 2�� 0- �.O.Z 4-39,3 7 -;�A-%47 eff OV-3 439,9-5, aw lr-a>*01111� or- 4;*;, 5,7 '�eZ4- Y= 8), 7W 4-?"f 74J 6 Ot ZV C-C7L),5R- 1,114 )L (f AAP c)F= 440,;�D\ (A\,/ coc�-33P GALV. P�I-V�OkZ) /;'J-L71F dbufjz, Cmp IN CCEPTABLE TIGHTLINE -PB/'/.>/A, 01:Z]FIC-2 MATERIAL 351 4a SDR 35 SCH 40 N- 12 FRIO HANOM, +"LDIA, M, H, OWNC-PJC0NTR.Ac-roR IS RESPONS113LE FOR EROSION CONTROL AND DAMAGE /-OF --�ecllolv (OIL-011- VAVL-zr A/\) N 4 -5EUMI-F<3 L r- 0 A 1� C- 6 d M4501A V, 640 dIF-1-5 014 \/VA7��?-, t5,)` C 7- / ON OONTAaf (xyiA,',10 VIEW WATER WATER/SEWER DISTPICT APPROVED AS NOTED INSPECTIONS REQ'D. BY E�GINEERI *g;g SOAO& w5walaj CALL 425-771-0220 EXT. 1326 Date: RIGHT-OF-WAY CONSTRUCT[ON PERMIT 14�� AND INSP�CTION REQUIRED -vr A�Jvkz-:- z'//V//-/ "z� 4ZZ- 711R1--1:W7,:Ar �E�OSA2/t/ /5 4CCoXD4Mn5 4117W 71flsz�vlr- . ��4x;D /,Vp 1-07,1-�) AAIZ� 0/-' x CA, )AIII-11 zVe7-f�� ; A1-e-;5aZ- P,4,Rl--5 70-.M /5 vl-519oz�5- 115RdAl I -alp "—)g rza� 00OW-V 15 ee'19,14R, 0 IV52s'R 3 " "X 0, 0 � �5A Z16,6'AZVA4, 'V70- 'PR70m; U A TJ '�VIA N" —0 Vltll 'a—OWNE; (3DCDA 013CMA 0 RPDA �"=Vm on �"Itezt ATT Date: Or c //Z 01 it- 7�YR6VUWallr Idle* 0AtA7Z V 1,tll 711 7 AAAN I FbLD �3 r �kj ----------- f 'd J-- 0-1 Ile, x- p, N 1W014C-1Z 2,0 AWIZI, WHfis & wiffis Consulting, Engmieers, Land Surveyors � d1_2 22 Date -5'- 69 2� Scale r- .Designed By 'mwl Drawn By Checked By Approved By r `7 zeuv�p 4 zz "o 7 N 1z' IAI I' --a 4P V W —7 - Applkwit ahall raps IrftapIAO all damage to R FEE utliftl6a 1br ltdnWoo Improvements in afty Nght-OfVay por Cky bN 11�-;;fds that id tAused DEC 12 2008 or ftcum dUl'Ifig thi pigrMlMd Prq*oA,. 16(vo BUILDING DEPAR-111JENT CITY OF EDMONDS NAL /Y Revisions re "/ -'rew A W r \4 9EA56 /&. IDE STREET HL Drawing Number) Sheet Number 0 f I I R G20-2c 500' MAX.— TMA to MoWonal) L x x IOo'-1 JSee e 2) R .—ffWQ(R A AROEA — — — — — — — — — — — — — — — — — — — — W4-2(L) //\ W20-5(R or reverse cone toper to Black on Orange Vj W26 I ROAD END sho OAD WORK w end of work area WORK I Buffer Vehicle with AHEAD SIGN SPACING TABLE Speed x 45/50 MPH SOO'± 35/40 MPH 350't 25/30 MPH 200'± LEZEND I 13 a a Channe I I z I ng D ices <14<1 Sequential Arr S. n Typlcolapplicatton - daytime operation of short duration on a four -lone divided roadway where 'one lone Is closed, NOTES 1. Flashing warning lights and/or flags shall be used to call attention to early worning signs when specified in contract. 2. �ee Buffer Data Table. Use of buffer vehicle is recommended. It may be a work vehicle. If ,:,u ff ervehicle is used,,minimum from end of toper 0 wor k are o sho be total of "R" (roll ahead distance) plus length of vehicle, plus "B" (buffer space). f buffer vehicle is not used, minimum distance shall be "B". BUFFER DATA Buffer Space Spe.ed (MPH) 25 39 45 50 B (FT) .85 120 170 220 2BO Buffer Vehicle Roll Ahead Distance 4 Yard Dump 'Truck 21,000 LBS Stationary Operation R (FT) 100 MINIMUM TAPER LENGTH = L IN FEET Lone Width Posted Speed (MPH) (feet) 25 30 35 40 1 45 50 10 10, 'so 10, I'D 11 Its 165 225_ 550 12 125 1160 245 6001 CHANNELIZING DEVICE SPACING (FT) MPH Taper Tangent 35/50 30 60 25/30 20 40 FOR LOCAL TRAFFIC CONTROL PLAN STANDARD PLAN K-7 APPROVED FOR PUBLICATION MiU% OESIOM E. NEER 17 ar. �MI NG704 STAU 4EEPARWENT OF TRANSPORTATION OLYMPIA. WASHINOTON 4 a Q 0 CD 0 cu (D E mu) 0) 0 0 a w N r_ 0 I .2 CL NW 1-/ 4:,SE'1-/4.,' SEC. 31 1- T. 27 N-2 R 4 E.', W. M. N I to to EROSION AND SEDIMENTATION CONTROL 1. The implementation of these erosion sedimentation control (ESQ plans and the construction, maintenance, replacement , and upgrading of these facilities is the' responsibility of the permit holder/contractor until all threat of erosion and sedimentation is past. No excavation within the public right-of-way is allowed without first obtaining a street excavation permit from the City. J� 0'. n 0 2. The ESC facilities shown on this plan must be constructed prior to all grading or C U excavation in such a way as to prevent silt runoff or turbid water ftom entering CB'#5106, -TYPE I f� . RIM EL=442.34 the public drainage system. pA 5 1,�9-- .0020 3. The ESC facilities shown on this plan are the minimum requirements. During 15"CONC(W)IE=440.24 12"CONC(N)IE=440.24 construction these ESC facilities shall be upgraded as needed for storm events and 0 .04 15"CONC(S)IE=439.94 to ensure that water quality standards are met at all times. Additional ESC 445.2 facilities may be required to ensure complete siltation and turbid water runoff are 445.4 ................. SD --- SD - controlled and prevented. ....... FEC 444.6 CYCLONE FENCE 4. All erosion and sediment controls shall comply with the Department of Ecology 445.4 4475.*8'. .............. ;;;;;; 1:::: - X .... . ..... . . 443.0 FEC 44 X* - .. )�, __- . . - ... , . . . I .......... Stormwater Management Manual and City of Edmonds requirements. 3651 W ....... .... X. ............... .. .......... .............. .. 2. 5. The ESC facilities shall be monitored daily and maintained as necessary to ensure 4".8 7 70M.017"p-m- TB 442.9 ..... .. . .......... straw bales, and or fi ,-N, f their function. T ' ilter 57R_,4W e4za sm ... .442:2 emporary siltation ponds, f FIA, iber coir logs, 54 zN 00 tanks may be required as conditions warrant. zkpolea 'A 6. Any area stripped of vegetation shall be immediately stabilized with approved 5 )Ivlrl- W Z,4 5rxy 12 ESC measures (e.g. seeding, mulching, netting, erosion blankets, etc.). . P 7. The ESC facilities on inactive sites shall be inspected and maintained a minimum (IDe-eX41Z 7) iO4�,' I' 11V al Nf-/- SS;O of once a week or within 24 hours following a storm event. RIM EL=439,�6 7AI C, N all be installed at the beginning 6"'PVC(SE)IE=438.2_0. and wash pads sh M &56 1047 04 8. Stabilized construction entrances of construction to prevent tracking of debris and mud or dirt onto the public A N i roadway. KU 3 44 0. 21AI - 9. Staging of material delivery shall be accomplished in such a manner as to prevent FLOWLINE 0 < lf#CK V?4 traffic delays on public streets. All public streets shall be cleaned on a daily basis 12 en during the construction if materials are deposited on the public 0 I /A I 443 /Z or more oft street. Do not wash down the street to remove dirt and mud. 450.9.. 10. Catch basin sediment traps shall be installed in all basins receiving runoff from 11 447�4.7 exposed soil or excavation areas. The contractor shall monitor their condition and . ..... ........ .... .... ...... clean them as necessary whenever silt or sediment build up in the insert bottom 1.7 TACO TIME BUILDING exceeds 6-inch depth. Washed gravel backfill adjacent to the filter fabric fences __J F.F.=441.74' shall be re laced and the fabric cleaned if clogged by silt. ............... tk p (AT ALL ENTERAJNCES)_ of the erosion/sedimentation control elements are damaged or not 11. If any part A functioning, or if the boundary of the work exceeds the ESC facilities, thb facilities shall be repaired and expanded. L 0. 161�,,N,;`&,�*,ji" t4 ?111 12. Following completion of all construction and land disturbing activ4ies, complete V", 441.2 OVER - final stabilization and landscaping restoration and improvements, and remove all ----0440.9 HANG PA.. temporary erosion control facilities. 41 _W 441.0 FEC 440.6 .7 -445, 47.7 .2 1� CB #5062, TYPE I L=440.6-3- R!� 6 �PVF C(N .0 W)IE=437.81 6'PPVC(SE)I'E= 4,37.78 'b, 24 24 9 4 D... TB VERC HAN j. 440.5 CR 440.7 10P C 65� CE3 #5165, TYPE I RIM EL=439.33 6"PVC(N)IE=437.91 .1 2"CPEP(SE)IE=437.73, 10' MIN 2'min. a 0 ---a- a _0 TKZ f� E� X X -L L/3 r CB .�,5188, TYPE. 11 RIM EL=439.99 DnAn 'SHOULDER, 500'MAX. 12"C:)EP(NW)IE=434.79 WORK. DER WORK 12'C:1EP(NE)IE=434.49 AHEA G20-2A 12"C?EP(SE)IE=434.19 0. W21-5 W20-1 LEGEND SIGN LOCATION -TRIPOD MOUNTED SIONAL __RVEM TEMPORARY TRAFFIC CONTROL DEVICES FEXPIRES 8_E_R_23_.?_00_31 PROTECTIVE VEHICLE SHOULDER CLOSURE (WHEN SPECIFIED IN CONTRACT) (35 MPH OR LESS) LOW SPEED STANDARD PLAN K-10 a SHEET 1 OF I SHEET APPROVED FOR PURUCATION Harold J. Peterfaso 12-20-02 �A- V 30, �bFH FND. 2-1/2" BRASS DISC W/NO PUNCH IN 2" IRON PIPE. DOWN 0.40'. IN CASE. -(4/07) 0. N 88*2924" 240TH S T*.*�- S.W. 325.28' - -------------- FOUND CONC MON W1 3".BRASS DISC & "X- IN CASE. (4/07) BUFFER DATA BUFFER SPACE B SPEED IMPH) 1 25 1 30 1 35 1 40 1 45 LENGTH (feel 55.185 11201 - I - 1+1 CHANNELIZING DEVICE SPACING (FEET) MPH NGENT 35 30 1 60 25/30 20 1 40 SIGN SPACING = X (FEET) Urban Artericls 35 MPH 3501+- Urban Streets Residential Areas & 25/30 MP14 2001- Business Districts . F!signs ore block onoror,%e nless otherwise desi ",at. ui MINIMUM TAPER LENGTH (L) IN FEET Lane Width (feet) Posted Speed (mph) 25 30 35 40 10. - 12 00 0 T_ o 0 DO , I. '' a) -.0 00 Scale'A 20 LO LLJ N . PLAT OF FRUITLAND ACRES TO _J LAKE BALL INGER AS�RECORDED IN VOL. 10 OF PLATS, PAGE 47, RECORDS OF SNOHOMISH COUNTY.- WASHINGTON. Z. 0, - C*4 NAVD 88 0 0 to'. QQNJQQ NL 21 EQUIPMENJ PROC-EQUIRES V, in .00 00 A 5" ELECTRONIC TOTAL STATION WAS USED'FOR'.'f14iS FIELD P0 X LO . TRAVERSE SURVEY. ACCURACY MEETS OR EXCEEDS W.A.C. 33�- 130-090. 0 M BENCHMARKS Z ORIGINAL 0..0. BM: SNOHOMISH -COUNTY POINT ID. 0103.". POIN'r NAME. Q-407, 3-1/2" BRASS DISK IN..FACE OF BUILDING -AT. 23423 HWY. 99. EAST 0.30' OFJ NORTHWEST CORNER OF BUILDING. .165' SOvf� ky OIF'�234TH ST.' SW AND 50' EASTERLY OF CENTERLINI�.' OF NORTH", - BOUND LANES OF THE HWY. ELEV. = 407.98' TBM - A: SET "+" IN THE SOUTHERLY UPkIR''FLANGE BOLT OF FIRE HYDRANT IN NORTHEAST CORNER. -OF Sift: AT STATION ± 17+04.98. WEST SIDE OF. HWY. 99, ELEV. = 96.48' TOM' - B SET "+.".IN TOP'OF 4" BOLLARD- ON.EAST SIDE 'OF ENTERANCE TO THE DRIVE THRU. ELEV. = 94.82'. MER& 9M Do CB #5151, TYPE 1 00 RIM EL"__r1tl./4 1. THE INFORMATION DEPICTED ON THIS MAP R1tPRE$ENTS THE -RESULTS OF A- 4M 112"DI(E)IIE=438-112 SURVEY MADE ON THE DATE INDICATED AND. *�CAN'- ONLY-- -BE. CONSIDERED AS 12-DI(N)IE=437.12 INDICATING THE GENERAL CONDITION EXISTING THAT TIME. 12-CPEP(SW)IE=437.12 2. -UNDERGROUND UTILITIES -WERE LOCATED BASED-ON'THE SURFACE EVIDENCE' 1 44. OF UTILITIES (LE. PAINT MARK SAW CUTS IN";PAVEMENT; COVERS, LIDS ETC.). THE CONTRACTOR SHALL VERIFY THE EXACT- . LOCATION, ELEVATION AN . D-'."- SIZE OF. EXISTING UTILITIES PRIOR TO CONSTRUCTION'. 7AU Z 3. TREE SIZES'WERE LOCATED & SPECIES DETERMINED TO E . BEST OF OUR N & ASSOCIATES�' ABILITY. HdWEVER,-MEAD GILMA "DOES - N 411AMDAKIT TREE-S.. CON ACCURACY OF SIZE & SPECIES SHOWN HEREON."!."ANY' SIDEREO BE CRITICAL SHOULD'SE VERIrIED"BY A TRAI . NEU: AR80R.IS 4. THIS MAP 60ES NOT PURPORT TO SHOW EASEMWTS OF..REQORD,' IF ANY" 5. NO PROPERTY CORNERS WERE' SET IN CONJ'ONC'TION - WITH. THI'S SURVEY. % U 1. PLAT OF FRUITLAND ACRES TO. LAKE BALLIN.GER..:A DIED IN VOL....4 S RECOR 10 OF PLATS. PAGE 47, RECORDS OF SNOHOMI$ -WASHINGTON. ...11...POUNTY,. 2. 'RECORD OF SURVEYFOR SAHARA CONSTRUCTION;, RECORDED IN VOL. 7 OF -SURVEYS, PAGE. 259, UNDER REC6Rb.WG* �O. -7806280187, RECORDS OF SNOHOMISH. COUNTY,` WASHINGTON. 3. SURVEY FOR M.H. GREOERSON, AS RECORDEU IN.:VOL;. 26 -.OF SURVEYS.. ON PAGE 297, UNDER RECORDING NO. 88052#5002,- REt-61R SN H DS OF 0 QIAISH. COUNTY. WASHINGTON. 4. SURVEY FOR GRAMOR DEVELOPMENL INC, AS RECORDED IN VOL. 33 OF' SURVEYS, PAGE 1-34, UNDER RECORDING -NO. 90111 0750.02i.. RECORDS - OF SNOHOMISH COUNTY, WASHINGTON.. 5. SURVEY FOR NATHAN CONSTRUCTION, INC. AS: RECORDED UNDER ..RECORDING NO. 9710135001. RECORDS OF SNOHOMISH COUNTY, WASHINGTON. SURVEY FOR FAUL FLUGSTAD, AS RECORDED'UNDER RECORDING NO. 9810125004, RECORDS OF SNOHOMISH COQN WASHINGTON. > V) IM.ENP g�wbis -LEG ND:.. . 0 B BOLLARD L CIS CATCH BASIN. 0:: 80 LARD , CS CONCRETE, SLAB' CW CONCRETE WALK CATCH BASIN FEC FACE EXTRUDED CURB FH FIRE HYDRANT FIR.t HYDRANT GA. GUY ANCHOR E-- PUY'.' ANCHOR GM GAS METER Gv GAS VALVE !.:.Oj��/POWIER METER (AS NOTED). LS LIGHT'STANDARD 0 PA-` PLANTER AREA -GA S. VALVE F PM. - POWER -:METER PP POWER POLE -.-.LIQHT STANDARD A PPL- POWER -POLE W/LIGHT -10� POWER POLE(AS N PTL POWER POLE; W/XFMR OTED) LIGHT SIGN SGN SIGN SSdo SANITARY SEWER MANHOLE 0.:. SANITARY - SEWER'.'.6L4ANOUT - T8 TELEPHONE BOOTH WCR WHEELCHAIR RAMP In. WHEELCHAIR RAMP- WIVI WATER'MLTER 0 WV - WATER,VALVE EB WATER METER M VC1AD ',roA WATER VALVE X* FENCE 'LINE *AS NOTED. ASPHALT HATCH FLOWILINE GAS LINE CONCRETE HATCH OHP OVERHEAD POWER-'UNt UGP UNDERGROUND.POWER LINE, - SD STORM DRAIN LINE GRAVEL HATCH W WATER LINE - UGT'- UNDERGROUND TELEPHONE LINE . . . . . . 152434 LEGAL DE-SCRIPTION EX PIRE 9 ALL THAT PORTION OF LOT 1.2 AND THAT PORTION OF LOT(S) BLOCK 2 . FRUITLAND, ACRES TO LAKE 13ALLVNGER,- ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 10 OF PLATS, PAGE47, LYING - NORTHERLY- OF THE SOUTH LINE OF SAID LOT 12 EXTENDED EASTERLY AND WESTERLY-.- OF- HIGHWAY, RECORD$ - OF SNOHOMISH COUNTY, WASHINGTON. DrAWN- By: W.. EXCEPT -THE -WEST 185.00 FEET OF, SAID LOT 12;- ML�., WAS ALSO EXCEPT THAT PORTION DEEDED TO THE CITY, OF. LYNNWOOD BY WARR REV.` BY: MTY DEED. RECORDED UNDER AUDITOR'S FILE NO. 970�11.60429.' (ALSO KNOWN AS PARCEL B OF BOUNDARY LINE� ADJUSTMENT NO. BLA 90-r171 RECORDED'UNDER.AUDITOR'S FILE NO. 90072402116.).'�� DATE:' 4.7-27-707 a SCALE:.' RES U-6 NAAL 30' CF7C 4 2006' CIPAWING 7- i�UILDING DEPARTMENT 01TY OF EDMONDt . 07098 SHEET V OF CDNSTRULTION ENTRANCE MAINI-ENANCE UWA =- 1. QUARRY SPALLS (OR HOG FUEL) SHALL BE ADDED IF THE PAD IS NO LONGER IN ACCORDANCE WITH THE SPECIFICATIONS. 2. IF THE ENTRANCE, WHEEL WASH SYSTEM. AND STREET SWEEPING ARE NOT PREVENTING ROCK MUST COMPLETELY COVER THE TOP OF DRUM SHALL BE 6" SEDIMENT FROM BEING TRACKED ONTO PAVEMENT, THEN ALTERNATIVE 'MEASURES -TO KEEP BOTTOM AND SIDES OF THE DITCH MIN THE STREETS FREE OF SEDIMENT SHALL BE USED. ABOVE GRADE RUNOFF WITH SEDIMENT 3. ANY SEDIMENT THAT IS TRACKED ONTO PAVEMENT SHALL BE REMOVED IMMEDIATELY By MIN PROVIDE SOLID COVER SWEEPING. THE SEDIMENT COLLECTED BY SWEEPING SHALL BE REMOVED OR STABILIZED ON SITE. THE PAVEMENT SHALL NOT BE CLEANED BY WASHING DOWN THE- STREET, EXCEPT PROVIDE 1' MIN DEPTH SUMP WHEN SWEEPING IS INEFFECTIVE AND THERE IS A THREAT TO. PUBLIC SAFETY. IF AROUND DRUM NECESSARY TO WASH TH . E STREETS, THE CONSTRUCTION OF A SMALL SUMP -SHALL BE CONSIDERED. THE SEDIMENT WOULD THEN BE WASHED INTO THE SUMP.' 2:1 SLOPES - .4. ANY QUARRY SPALLS THAT ARE LOOSENED FROM THE PAD AND END UP ON.THE LEVEL BOTTOM CROSS SECTION ROADWAY SHALL BE REMOVED IMMEDIATELY. GRASS OR ROCK FILTERED RUNOFF 1Uu I MIN. A L B IUC)- 2"- 4" ROCK Liu PROVIDE 6" MIN CLEAN GRAVEL 006 'AROUND PERIMETER OF DRUM (j C_�, 'H T L THE DISTANCE POINTS A & B ARE OF EQUAL ELEVATION WRAP WITH FILTER FABRIC 0_ ucl 2' MIN. CHECK DAM SPACING 6,0. 6,0. I- 1 55 GALLON DRUM W/ 2-DIA MAINTENANCE STANDARDS WEEP HOLES rl 0 1 ANY SEDIMENT DEPOSITION OF MORE THAN 0.5 FEET SHALL BE REMOVED SO THAT THE CHANNEL NOTES: IS RESTORED TO ITS DESIGN CAPACITY. j) R=AS NOTED 25' MIN. GRADE: MAX 5% WITH POSITIVE DRAINAGE TO A SUITABLE OUTLET SUCH AS A SETTLEMENT TRAP 2, IF THE CHANNEL CAPACITY IS INSUFFICIENT FOR THE DESIGN STORM, IT MUST BE DETERMINED WHETHER THE 17 LU WIRE TIES STABILIZATION: SEED, COVER MEASURES, OR ROCK 12" THICK, PRESSED INTO SWALE BANK PROBLEM IS LOCAL (E.G., A CONSTRICTION OR BEND) OR THE CHANNEL IS UNDERDESIGNED. IF THE PROBLEM IS 12" MIN. DEPTH 6" HOGFUEL AND EXTENDING AT LEAST 8" VERTICAL FROM THE BOTTOM. LOCAL, THE CHANNEL CAPACITY MUST BE INCREASED THROUGH CONSTRUCTION OF A BERM(S) OR BY EXCAVATION. IF THE PROBLEM IS UNDERDESIGN, THE DESIGN ENGINEER SHALL BE NOTIFIED AND THE CHANNEL REDESIGNED TO WATER LEVEL SUMP PUMP AND MOTOR GEO-TEXTILE FABRIC A MORE CONSERVATIVE STANDARD TO BE APPROVED BY KING COUNTY.- 3. THE CHANNEL SHALL BE EXAMINED FOR SIGNS OF SCOURING AND EROSION OF THE BED AND BANKS. IF 4" 8" QUARRY SPALLS SCOURING OR EROSION HAS OCCURRED, AFFECTED AREAS SHALL BE PROTECTED BY RIP -RAP OR AN EROSION CONTROL BLANKET OR NET. CONCRETE BLOCKS TEMPORARY CONSTRUCTIQN NTS NTS ENTRANCE DETAIL NTS N.T.S. Interceptor Swale Rock Check Dam Moveable 55 Gallon'Drum And Pump Detail WIRE MESH -FENCE WITH 2 X 2 WOOD POST, TOE IN SHEETING IN 4.1N. X 4 IN. TRENCH FILTER FABRIC MATERIAL, STEEL POST, OR A MINIMUM OF 8 Fr. SETBACK FROM TOP EQUIVALENT. OF SLOPE, BACKFILL WITH WASHED ROCK. 2 ADAPTOR SKIRT 1 MAX TRIMi TO -WITHIN RETRIEVAL STRAP BUILDING PAD NO FILL WITHIN PUMP OR GRAVITY DRAIN CLEAN � .5. 3" OF GRATE RUN OFF TO -,48YOR04P'. 40e,4'r1,01V, CONVEY RUNOFF TO 4 FT. OF FENCE. 41 APPROVED LOCATION. 10 MAX 71 MIN 4' SETBACK 0 0 NEWLY GRAD D 0 FROM TOP OF SLOPE. DISTURBED SIDE SLOPE. Ld 1211 24" 6" SCHEDULE 40 PVC PIPE OR HOSE TF, BURY BOTTOM OF FILTER H FABRIC MATERIAL WITH WASHED GRAVEL BACKFILL. 11, FIT TYPICAL CROSS SECTION 1 10' MAX WIRE MESH FENCE WITH TR_ - I FILTER FABRIC MATERIAL. 3' MIN PUMP SEDIMENT LADEN RUN OFF TO POLYETHYLENE TANK(S) OVERFLOW BYPASS FOR PEAK STORM VOLUMES TERMINATE AT EVEL AREA, GEOTEXTILE FABRIC' FOLD UNDER 4 IN. AND STAPLE PROVIDE ENERGY DISSIPATION X ........... :::: :::I:::: OPTIONAL PUMP AT 12 IN. INTERVALS. AT TOE WHEN NEEDED. XT ::: XT NOTES: ---- -- T:: SEDIMENT BURY BOTTOM OF NOTES FILTER FABRIC AdCUMULATION 1. TIRES, SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SHEETING. P 8Ah'Z-_R I-AAR 09 1. INSERT SHALL BE INSTALLED PRIOR, TO CLEARING AND GRADINO ACTiv.-ITY, OR -UPON: MATERIAL IN 12"X�" TR�EIIH H POLYETHYLENE SEDIMENTATION TANK(S). PLACEMENT & A NEW CATCH BASIN. 2. SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12 IN. AND BE WEIGHTED OR TAPED. H PROVIDE MIIMUM OF 6,000 GAL CAPACITY. 2. SEDIMENT SHALL BE . REMOVED FROM THEYNIT WHEN IT BECOMES HALF FULL . 3. PLASTIC SHEETING SHALL HAVE A MINIMUM THICKNESS OF 6 MIL. 6' MAX NO CHEMICAL TREATMENT ALLOWED NOTES: IN WATER DISCHARGED 3. SEDIMENT REMOVAL SHALL BE -ACCOMPLISHED BY REMOVING T,HE INSERT., EMPTYING, MD _ELEVATIQ RE-INSERTING IT INTO THE CATCH BASIN. 4. DUE TO RAPID RUNOFF CAUSED BY PLASTIC SHEETING, THIS METHOD SHALL NOT BE USED UPSLOPE OF 1. FENCE SHALL NOT BE INSTALLED ON SLOPES STEEPER THAN 2 1. AREAS THAT MIGHT BE ADVERSELY IMPACTED BY CONCENTRATED RUNOFF. CATCH. BASIN. .,INSER- T. PROTECT ION QgTA 2. JOINTS IN FILTER FABRIC SHALL BE OVERLAPPED 6 INCHES AT POST. NOTES N.T.S. 5. IF EROSION AT THE TOE OF SLOPE IS LIKELY, A GRAVEL BERM, RIP -RAP, OR OTHER SUITABLE PROTECTION SHALL BE INSTALLED AT THE TOE OF SLOPE IN ORDER TO REDUCE THE VELOCITY OF RUNOFF. 3. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO WIRE FENCE. 1. THE RUNOFF SEDIMENT CONTROL SYSTEM IS TO BE OPERATED PER THE TEMPORARY EROSION SEDIMENTATION CONTROL PLAN NTS NT 1, REMOVE SEDIMENT WHEN IT REACHES 1/3 -FENCE HEIGHT. NTS Polyethylene Settling Tank Piping Diagram Weighted Plastic Sheeting' Silt Fence COVER W/WASHED GRAVEL (4" MIN COVER) PIPE LEVEL 1. FENCE SHALL NOT BE INSTALLED ON SLOPES STEEPER THAN 2:1. 10' MIN 2. JOINTS IN FILTER FABRIC SHALL BE OVERLAPPED 6 INCHES AT POST. 3. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO WIRE FENCE. 8C _11.1 4. REMOVE SEDIMENT WHEN IT REACHES 113 FENCE HEIGHT. d/ J/ d/ SUPPLEMENTAL TE NOTES - FROM E IT AT WIRE MESH FENCE WITH 2 x 2 WOOD POSV PUMP/TANK 1. ENOUGH COVER MATERIAL TO SUFFICIENTLY PROTECT ALL D . ISTURBED AREAS SHALL BE STOCKPILED ON TH S E END V1 THE BEGINNING OF THE WET SEASON. FILTER FABRIC MATERIAL. STEEL POST, OR EQUIVALENT. PLACE STRAW BALES BETWEEN *A 2. PROVIDE PERIMETER PROTECTION FOR CONSTRUCTION SITE TO ENSURE THAT SEDIMENT LADEN RUNOFF DOES NOT 0f %VA It LEAVE THE SITE. ANY RUNOFF THAT LEAVES THE SITE* SHALL BE FREE OF SEDIMENT AND DEBRIS. 2 TWO LAYERS OF SILT FENCING, AND PARKING AREAS USED BY CONSTRUCTION TRAFFIC WILL BE STABILIZED TO 11 MA NO FILL WITHIN A - //-WIRE'MESH FENCE V TH 3. UNSURFACED ENTRANCES, ROADS 4 Fr. OF FENCE. 4) FILTER FABRIC MATEfAL. MINIMIZE EROSION AND TRACKING. M ONTO PAVEMENT WILL BE REMOVED IMMEDIATELY BY SWEEPING, THE SEDIMENT 0 H k d-,0 Ir %s NEWLY GRADED 0 4- 4. ANY SEDIMENT THAT IS TRACKED EA 0900 0 /-CLEAN WIER J/ COLLECTED BY SWEEPING SHALL BE REMOVED OR STABILIZED ON SITE. THE PAVEMENT SHALL NOT BE CIL NED DISTURBED SIDE SLOPE. 01 RUNOFF 4UNAL BY WASHING STREETS. 12" 10 BURY BOTTOM OF FILTER - LT2�' 12" M FABRIC MATERIAL WITH 5. ALL PROJECTS WILL HAVE A DESIGNATED ESC SUPERVISOR WHO WILL BE RESPONSIBLE FOR ESC REVIEW, MAINTEMNCE 2 M//_ AND COMPLIANCE. WASHED GRAVEL BACKFILL. TYPICAL CROSS SECTION R ES U B Jf- 8" 6. ESC WILL BE INSPECTED A MINIMUM OF ONCE A WEEK DURING THE WET SEASON, AND WITHIN 24 HOURS OF SIGNIFICANT STORMS. WIRE MESH FENCE WITH DEC 4 2008 4" PERF PVC AVAILABLE FOR RAPID RESPONSE TO ESC PROBLEMS. iUILDING DEPARTMENT 7. THE ESC SUPERVISOR MUST BE 61) CITY 01: EDMONDS M n _1 - FILTER FABRIC MATERIAL. M.. .... COVER W/WASHED GRAVEL .. .... jL (4" MIN QOVER) 3.5' 8. PREVENT SURFACE WATER FROM ENTERING DISTURBED SOILS AND EXCAVATIONS. USE TEMPORARY BERMS 'AND SWALES TO DIRECT SURFACE WATER AWAY FROM OPEN CUTS AND WORK AREAS. --41' LAWN 'XI-T M ---I T-, A, SHOWN ON THIS PLAN MAY BE REQUIRED. THESE MAY INCLUDE, BUT ARE NOT LIMITED TO, SHALLOW PERIMETER DITCHES, 24� 9. DUE TO THE SLOPES ON THIS SITE, TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES BEYOND THOSE - BURY BOTTOM OF ov,-,e DISPERSE WATER THROUGH ESTABLISHE LOW EARTHEN BERMS, AND'TEMPORARY SUMPS IN EXCAVATIONS TO COLLECT SEEPAGE. THE CONTRACTOR SHALL HAVE FILTER FABRIC 12 VEGETATION PRIOR TO DISCHARGEW: SUFFICIENT MATERIAL AND EQUIPMENT AVAILABLE TO PROTECT ALL DISTURBED AREAS. MATERIAL IN 12"X8" TRENCH PLACE ON LEVEL GROUND. - H 6' MAX / A% LQAT 10 N MIN NTS NT TES.Ce DETAILS Supplemental TESC Notes Double Layer Silt Fence with Straw Bale M Water Dispersal System 9 lu 0 2002 E -IST CATC XIST- rATdH BASIN H 5 r- - - - - - - N 680561511, pq x CR �X-x X X x !Z MY . . . . . . X-X- EXISTIN& CURS TO REMAIN REMOVE PORTION OP EXISTINS CM EXISTIN& CM To REMAIN "TION'OF EXISTIN& CM 07 TRA5H x M-STRIME XISTIN& PARKIN& AREA RE-SIRI NEWDLANT1 N6 AREA RE SIRI EXISTIN& PARKIN(9 AV RA F=H %,%A, NEA LINK ENCLO *4416H NPA 0LANTIN& AREA U VIN L 5 X I aw Water and S 6 STALLS V-6." Design at STA"s a pproved' 6ATE EXIST. ASPHALT To REMAIN, 0 PATCH AS REQUIRW - SLOPE To EXISTINs CATCH Date INS EXISTINS PA\/W VRIVPAAY TO REMAIN - -k, KEEP REE OF VIRT AND CONSTRIJICTION DWRIS Z/100W 0 241-011 to 10 1 01 Lo 9 STALLS V-do" PLANTERS, CMS,k REMO�L S SHOP N q LINE 010 NEH COW.,. ON F 4'.Z 1 INALK foLUSH N/ ASPHALT 'o F ATCH ASPHALT -AS fto EXIST. CATC44 BASIN 4 X 0'�� %T '44 4 - - - - - - -- M. , I 1 -1 . . JAI& 4 A PAI .4 rp 1800 - 136th Plac6 N.E., Suite 100 - Bellevue, Washington 98005 (425) 747-�-3177 FAX (426).747-7149 E—Mail; mla@mlarch.com WCR 1111 2 A� 0-THE BUILDIN& ST. CATCH BASIN:'. R,� If n LINE Cr �ANopy ovm (Typi F.17. 44 1.14' (AT ALL'ENTRANCE PROJECT NAME_ foo. 000 _T m I_ ["off-W. NO AREA IX J, I LI A TO PORTIONS REMOVE 1 11 . .. o", c OF- EXISTIN& Cm U sl&N _j ime.. ,K 0 I I J' EXIST. INALL To IffAft RETAINW/KEPAIRM ONE-HR. kvo SLAL: Ll L ------- j EXIST. CATCH. BASIN pill "S�INT WCR H 71 REMOVE EXIST. ovmw.. HANO ty, ----------- OPAL_ SI n ------- - L ---------- III 0XISTINO CAMS TO REMAIN ---------- N 68f-5615111 I I I;4_6 LI SHt:=T =x ---------- ... . . . U11 - - - - - - - - - - SITE PLAN, PROJECT NOTES rair.- ALO 2:501.04 HINY' 4141' A2.0 CONSTRUCTION FLOOR PLAN 'T N X X SILT FENCE INSTALL FILTER FA13R.10 -IN EXIST.'CATCH-SASINS DURINOT'. ..CONSTRUCTION. CLEAN CATCH BASINS PRIOR. TO OPENINO Nomm-TES. REFER TO SHEET L-I FOR LANDSCAPE PLANTIN6 PLAN AND LANDSCAPE IRRIOATION PLAN. 311. WIDE PAINTEt> STRIPE S*eM50L STATE DISABLED PARKING PERMIT REQUIRED A—UNO wmx.. I VAN ACCESSIBLE Tr N RIOR EL VATIONS, ROOF PLAN IPS AA A4.0 REFLECTED cEILINev PLAN SECTIONS, DETAILS WCR A5.0 SITE "FOLAN A&.O RESTROOM ELEVATIONS' NORTH. SCALE: 111=10'-o" E01.0. -.,,--EQUIPMENT- PLAN AND LIST I&LI&HT POLE IN/ LITHONIA KAS FIXTURES W 400IN METAL HAL117M LAMP) PLAN IYFEV (SQUARE) 92 RooF-FRAmiN(sp PLAN CutbOrm DISTRIBUTION' S3 DRAWING TITLE STRUCTURAL DETAILS (TyP. 3 LOCS) 6ATION PLANS LI.O. LANVSCAPE-'l$ IRRI T UT METAL 91 67N "roo,"'ROJE COOT N L 'N`0 S, -LE"006AL MITE - SCOPE OF NORK MAJOR REMOPEL EXI SPAST Poop'fts `AURANt, K&ROUND T OANER BLUE SAC c000 STINC INHITE LETTEPINC4 16N.AT VAN SPACE ONLY, Typ. VIA. STEEL PIFE1 PAINTED MITE iQ%RK'S7' 9 I.&N Y41T 17RIVI!-THROU6H,.,. EXISTINC, DRAINA6E To BE Ret,4-1�cmp.: TACO TIME 1010 1(04th STREET SP4 SITE AREA SF LYNNHOOD, MSHINISTON 6160a"l-a120 DATE,�-MA ZH. M 2006 CONTACT: ANTHONY RAMIREZ .15UILDINC7 AREA' 2064 SF EXISTINS IlVf 425-142-6450 2041 SF PROPOSED (NET REDUCTION- OF 155 Sfe). C It,.' IMPERVIOUS AREA jawrols SF EXISTIN& is 15006 SIM PROPOSED (NEtRE0U6TION* OP 616,q Sr-) W., r LE C-_SAL PESComon' I.P'T I Aug N PARKIN& .21 REQUIRED AT 1:'200 Sr- &ROSS BLD(5. AREA . ALL THAT PORTION or- LOT 12, AND THAT PORTION OF LOT 151 .22 PROPOSEV* - BLOCK 2, FRUITLAND ACRES. To. LAKE BALLINOER, A�CCORVINsv OCC oUpANCy (5ROUIm A-2 TO THE FLAT THEREOF RECORDED IN VOLUME. 10 Or- FLATS PACE - 4*11 LYINO NORTHERLY AND. MSTERLY Or- STATE HISIHINAY, RECORDS OF THE AUVITOR'OF SNOHOMISH COUNTY, AASHINC7TON, CONSTRUCTION -TYFE V-5 NON-'SPRINKLF_0MV LANDSCAPE AREA. 92410 SF EXISTINS 4044 SP FIROPOSE17 (21.1% SITE ARt-A) SEATIN6 52 SEATS PROPOSED RECEIVED PARCEL NUMBER 004510100201200 NOV 1 2.008 Al it'd �&" my %I" BUILDING DEPT. el— Ml E s U B, DIEC 16 20 OIEC 12 2008 11 y orr ED DEPARP-AENI ��iTY OF EDMIO'NDS tS.-I'REET FILE il cz� CZP It -loll 1.71-611 0e .0 a— x 0-0 T cTRA5H "I NOTE: EXISTINS CM, dUTTEIR, AV SIVEnALLK SHALL BE PZMOVW AND REPLACED AS REQUIRM 13Y THE CITY INSPECTOR. THIS RZOIRMIlleNT AILL APPLY TO ANY EXISTINS VAMA61W AND OR PAILINO SECTIONS OR ANY SECTIONS THAT AIR 17AMA&W MRIN6 THE COURM OF CONSTYWC-TION. EXIST. CATCH BASIN ry 15 — x x — x — - — - — - — - — --- - — - — - — - — - — - . . . x — IN 850561511, PN x X — X — X . . . . . . —x . . . — — * 221.5-7' — - — - — - -X—X—>(—X- - — - — - — - EXISTIN(S CURB TO REMAIN REMOVE PORTION OP EXISTINdl, CURB EXISTINO CURB TO REMAIN . . . . . . A EXIST. CURB % PORTION OP EXISTIN& CUIQB �/ALO NEA CIMU ENCLOSURE RE -STRIPE EXISTINS PARXIN(9 AREA NEIAI PLANT NO AREA RE -STRIFE EXISTIN& *ARKIN(5 AREA FH 450 A -oil NEN PLANTIN& AREA 9- 5 STALL6 0 V-6 UNPUBLISHED WORK (C)2008 MERRICK LENTZ ARCHITECT /'10� �O �/1-0/1 - - I ESSII'\17� AIN L 161-611 . t1LjL% kao A a A J.:A kdo A arbagelfracyde collectic N are enc s re z 1p !e and 1wation approve J by 1 5 Ilt 1( 7H WL L TS Hr f9 PROVIDE I 17NSSA J \OPEN 4 CLOSED POSITIONS all STALLS @ 61-611 r(290 (rPAL. z ppycHn; Cooreheo—ra CIMU ENCLOSURE A2.o EXIST. ASPHALT TO REMAIN, r ---- -- DETAILS THIS SHEET ze). I M I EXISTIN& PAVED WRIVEMY TO REMAIN - 0 KEEP FREE Or- DIRT AND CONSTRUCTION DEBRIS ,U' IMI OP V40RK AREA 0 12 L? Re iRiNs TRAr-Fic, NTROL. z -Mv--w - j 51-611 241-011 41-011 00 C NFORM TO CITY 9 EDMONDS 10 .4 It -- I A 110 10 CtTRO QUIREMENTS, -ONC,- KALK - PLUSH w/ ASPHALT I 3 STALLS '0 '-6 LIO OF NEN C 0000), e STANDARD I LA -1 FOR 50 MPH Lo 4 —4 — — --- — — — --- — — — - SLO*'E OP PATH 15 LEVEL (LESS THAN 1-20. sLoPE) RMMO\T PLANTERS, CURSSAS SHOMN I.. POSTED SPEED SIDEKALK -T PATCH ASPHALT AS M.OlD EXIST. 7CH %SASI LINE or- CONC,:,. HALT 4 44 CLOSURE PER ICAL APPLIC ION 2el, SLOPE 4.. '4 -711 4 . N 26 4 AS POUND IN ITY HANDOUT #E fill -4 136th Place N.E., Suite 100 -A . 1 1800 onammmmm . . A L&--- 4 ------ ------ Bellevue, Washington 98005 (425) 747-3177 FAX (425) 747-7149 VXISTINS E-Mail: m1a0mlarch.com N, a I .'I : I TAOO TIME BUILr;)IN(S EARANCE S R- '4) HC INV, r-ATE 61' CLEARAII E LINI or- PANoi-y o\ImR (Typ) F.F. = 441.-14' II HG (AT ALL FENTRAN01=5) all :a� v !P (S/Al.0) je RE IPE Exlef ..IN N& EXISTIN6 "CACTLS" 3549 REGISTERE 4 Ix H 2 .0 13T 4T IREMOlm ION LINE OF EXIST. KALLS APPROVED AS NOTED 0121 EXIST N& [—A �-I ------- TO BE DEMOLISHED (TYP) BY ENGINEERING S E A E OF WASHING EXISTINS Date: 0 4-6 PlItWTIONAL CAMUS' Ix ei I --ro ft? qW150 EXIT S16N I% t 17-1 01 11 ------- EXIST. CATCH BASIN L ------- j WCR PROJECT NAME I REMOVE EXIST. L OVER- HAN& VRIVE-THROU&H LL------------ - --------- x— Ini. JEXISTINS CURB TO REMAIN N 5ao5C7l5III 162.04'1, x -x x �x %0 me. SHE'"ET [N1;)*EX A1.0 SITE PLAN, PROJECT NOTES WCR A2.0 CONSTRUCTION FLOOR PLAN A5.0 EXTERIOR ELEVATIONS, ROOF PLAN s I T= FLAN APPROVED BY PLMNING A4.o RzFLEcTev cEILINS, PLAN NORTH SCALE: 1'*0'-0 un'(� I -P, 0 g, 0 9 A5.0 SECTIONS, DETAILS A6.0 RESTROOM ELEVATIONS 0-0 I(VL16HT POLE N LITHONIA KAS FIXTURES (YV 400A METAL HALIDE LAMP) Zone Comer Fla&_ E01.0 EOUIPMENT PLAN AND LIST &ALV. METAL FLASHIN6 TYPE V (BOUARE) I.E 9. ll—1 (COLOR TO MATCH BUILDINrv) 311 WIDE PANTED STRIPE CUTOHF DISTRIBUTIN Sgbc-k� R� d Actual 91 FOUNDATION PLAN :254104 HA"( 4141 (TYP. 5 LOVS) Front llb - FRAMINS, PLAN 92 ROOF BOND BEAM0 4'-0" 0.0. STRUCTURAL DETAILS EDMONDS, Y4A AND 0 TOP N/ 2- #5 BARS CONT. Sides 55 Rear W ZIP Other LI.O LANDSCAPE 4 IRRIC7ATION PLANS '715 Hei-Wit TU000 FINISH (P EXTERIOR 'k (COLOR TO * MATCH BUILDINC7) L A N mo;* C A F Ill 6 E NOTE FRCAg;`Q*=wwCT NOTES (--5-�BARRI ER —FREE SYMBOL —#F5.f5AR5 @) 45" O.C. VERT. REFER TO SHEET L-I FOR LANDSCAPE PLANTINO PLAN APPLICABLE CODES 2006 15C A/ ACCESSIBILITY 4 STATE AMENDMENTS DRAWING TITLE AND 8" FROM CORNERS NO WALE AND LANDSCAPE IRRICPATION PLAN. zur SAS CODE 4 STA17E AMENDMENTS 200(b IMC Pi/ INT'L r :L C �� 1 -IRr 'witill �LAN, 2006 INT'L r CODE N/ STATE AMENDMENTS 2006 UNIFORM FLUMBINS, CODE vq STATE AMENDMENTS SIT= r % 200(b INASHINC7TON STATE ENERCSY CODE (AAC 51-11) METAL SI&N 2006 AASH. STATE VENTILATION INDOOR AIR OUALITY CODE 8 X 5 X 16 O.M.U. NALL EDMON175 COMMUNITY DEVELOPMENT COVE —YqHITE NOTMV, L= NE TACO TIME SCOPE OF IINORK CONSTRUCTION Or 2IN PAST FOOD RESTAURANT Y41TH 4" THK. CONr-,. SLAB N1 BLUE BACK67ROUND 1010 164th STREET SA DRIVE-THROUS71-1. NEN DRAINACIlE SYSTEM TO BE CONSTRUCTED. 1;)ESC"RIFTION b X 6 - IN 1.4 X N 1.4 N.N.M. \Q LYNNP400C, INASHINC7TON ctlDO5-7-5120 CONTACT: ANTHONY RAMIREZ SITE AREA Iclgocl SF DATE MARCH IC11 2005 STATE DISABLED 425-142-6450 DRAWN BY PARKING PERMIT --YqHITE LETTERINCS, BUILDINS, AREA 2054 SF EXISTING, (PLUS 266 sr- COVERED VRIVE-THRU AREA) REQUIRED L E Q'SAL 1:)ESC"RI IM01171 ON 20461 SF PROPOSED (PLUS 245 SF COVERED DRIVE-THRU AREA) CHECKED BY (NET REDUCTION OF 56 SF) 6ROUT CELLS SOLID REVISIONS AU(SUST 4,2006 %] tu ALL THAT PORTION OF LOT 12, AND THAT PORTION OF LOT. 151 NHEN BELON (5RADE VAN 5LOCK 2, FRUITLAND ACRES TO LAKE BALLINOER, ACCORVIN6 IMPERVIOUS AREA 15"ICIS 5F EXISTINS-0 slefrremmp' 12, 2005 16N AT VAN SPACE #5 BARS @) 45" O.C. ALT. BEND ACCESSIBI TO THE PLAT THEREOF RECORDED IN VOLUME 10 Or- FLATS 1500(o Sr- PROPOSED (NET REDUCTION Or- "7501 SF) oNLY, TYP. OCTOBER 50,2006 % PAC-7r: 41, LYIN& NORTHERLY AND AESTERLY OF STATE HICPHAAY, FOOTINry t- PARKINCS, 21 REOUIRED AT 1:2009F 6ROSS 5LD6. AREA RECORDS Or- THE AUDITOR OF SNOHOMISH COUNTY, INASHINC7TON. DECEMBER 5, 2005 —211 VIA. STEEL PIPE, :22 PROPOSED 2-#4 BARS CONT. -1 PAINTED MITE im— em down =)=t-=RRF.M SU15M I TTALS OCCUPANCY rvROUP A-2 A-1JN0 wALE HVAC FLUMBIN6 ELECTRICAL, INCL. LT67. CHECKLIST TYPE I HOOD FIRE SUPPRESSION SYSTEM (FOR HOOD) CONSTRUCTION TYPE V-B NON-SPRINKLERED LANDSCAPE AREA 52410 SF EXISTIN6 RESUB A I.c.) 4044 SF PROPOSED (2 1.1% SITE AREA) DEC - 4 2008 SEATINCS, 52 SEATS PROPOSED taUILDING DEPARTM2N"r CITY OF EDMONDS PARCEL NUM5ER 004510100201200 R PU ;-22'7-�p U s D E C BUILDING DEPARPMENT CRY OF F-MM,0NDS 47�41%64-1) RESUB DEC - 4 2008 BUILDING DEPARTMEN7 CITY OF EDMONDS XA L LS S TRASR-ENCL. SEE A1.0 FOR C9 DETAILS 001 N-) L 0 C-) LS ij� GA_ V X N 88o36',9111 W LS V y N� 880,36'-5f W 162.0-4 a E 12 �110,10ks-WiNW2 &AMI - Vd ID IRRIGATION SC44EDULE IRRIGATION WATER METER (not shown) 3/411 deduct water motor - install adjacent to domestic motor verlfg existing service line size - I" assumed TIE-IN ASSEMBLY (not shown) in order from connection 4 adjacent to Irrigation meter V Felloco 850 double check valve assambIg I" Wilkins (POO Series Pressure Reducing Valve - if needed 3/4" quick coupling valve (qcv) for winterizaton CONTROLLER A,, Rain 131rd 4 Station Modular Series Controller - ESP-4MI locate as directed in building AUTOMATIC RAIN SHUTOFF (not shown) Hunter Rain-Clik wireless rain sensor locate as directed on roof where accessible but no rain shadow ZONE VALVES - see Zone Data I" Rain 51rd Electric Zone Valves - 100-PE5 0 qcv in valve boxes as shown in Zone Data PIPE 11/2 11 Schedule 40 PVC ma In line pipe 3/411 Sc4-adulo 40 PVC lateral pipe except I" into zone valves Sleeves Schedule 40 PVC under all pavement (not shown) size to be two pipe sizes larger than pipo(s) contained place bare copper wire in all sleeves 211 wire sleeve (not shown) under all pavement and where main line not present HEADS - half unless otherwise indicated - U-serlas mag be used arcs: OuSO', T020% Fu360% Vmvarlablo angle, Cocenter (CST) use PCos as needed to control radius + Rain Bird Stream Bubbler - 1801113 or 5CST-B-FCS 0 Rain 151rd 81 Sprag - IW6-8x-PC-9 * Rain Bird 101 Sprag - IW&-10x-f=y--S * Rain Ellrd 12' Sprag - IW6-12x-PCS * Rain Bird IV Sprag - 1806-15x-PICS Operational Data 1. pp-AAUM IS DIAGRAMATIC. Common ditch where possible. 2. Existing pressure a voriF9 prior to commencing work. Design pressure m 30 psh 3. Minimum pipe cover. main a IS", laterals - 15". 4. Run 4 extra wires to the furthest valves In overg direction. 5. If the main line and valves are located other than shown, Install quick coupling valves where valves are shown on this drawing. II It is the Contractor's responsTblITtg to determine quantities and to conform to the requirements of all governing agencies. Zone Data zone !GPM qcv 1 2 11.1 16/0 gas The Irrigation drawing is diagramatio, for clarltq, �86 pipes, heads and/or valves mag be show In 3 133 no paved areas. All the valves, heads and pipes 4 13B gas shall be within the planted areas unless crossing 5 S.0 gas paved areas. The valves and crossing locations & 13.4 no shown are as close to their "real" positions as "I To possible within the constraints of the drawings. c3h �es I \QU X X --- LS 14 X TRASV ENCL. SEE A1.0 FOR C9 DETAILS 9 0 ME 12 A 221-37 ) X I— _-I . IIIIIII I ts� I FH o7 EXISTING TACO TIME SIGN .. ... ...... . TYPICAL ALL PLANTS -.PLANTING PIT TWO TIMES SIZE OF ROOT BALL PRUNE ALL DISEASED AND BROKEN BRANCHES PLANTING SOIL MIX TO BE 2/3 TOPSOIL, 1/3 ORGANIC MATTER TREE STAKES HOSE TREE 0 WIFFZE rAKING FLAN TYPICAL PLANTING DETAILS NOT TO SCALE TRr=ES 1/2" BLACK HOSE W1 2 STRAND 12GA TWISTED WIRE 3-211X211X01-011 STAKES SECURELY DRIVEN INTO GROUND. 12 A 221-37 ) X I— _-I . IIIIIII I ts� I FH o7 EXISTING TACO TIME SIGN .. ... ...... . TYPICAL ALL PLANTS -.PLANTING PIT TWO TIMES SIZE OF ROOT BALL PRUNE ALL DISEASED AND BROKEN BRANCHES PLANTING SOIL MIX TO BE 2/3 TOPSOIL, 1/3 ORGANIC MATTER TREE STAKES HOSE TREE 0 WIFFZE rAKING FLAN TYPICAL PLANTING DETAILS NOT TO SCALE TRr=ES 1/2" BLACK HOSE W1 2 STRAND 12GA TWISTED WIRE 3-211X211X01-011 STAKES SECURELY DRIVEN INTO GROUND. PLANT LIST ctr. s�m. botanical/common name TREES size/root/spacln!a/remarks 10 CR A Acer palmatum "Garriet'/Garnet, Japanese Maple 11/411 cal. min, 545, a' o4. or as, form shown, specimen F�rus caller�ana 'Chanticleer'/Chanticleer 2" cal. min, 1545, 25' oz. or as Flowering Fear shown, clear trunk to V ht, full Thuja occiclentalTs 'Emorald/Emerald Green 6' ht. min, 15413, 4' oz. or as Columnar Arborvitae shown, full S) _j F A Abolla grancliflora 'Edward Gouchsr'/Ej3. Aballa Au Arbutus unado 'Compacta'/ C. Strawbarrs-tree 1811 ht. min, 4' oz, full 24" ht.,min, 5' oz, full 15 5erberls thunberglaina `RubS Glow'/R.G..5arbarrg 'Julia 1811 ht. min, 4' oe--. ZN CJ Ceanothus Fl-ialps' 2411 ht. min, 5' ox-, full E Euon�mus forturial 'Enerald 4 Gold'/E. 4 G. EuoI I gal. can, 2' oz, full M Mahonla aquifollum Compacta'/C. Oragon-graps 1511 ht. min, 3' oz, full T N Nandina dolmestica Tloon 15aS'Alloon Bag Nandina 151, ht. min, 3' oz, full 0 0smanthus daIava9I4:>aIava9 0smanthus 1811 ht. min, 4' oz, full C R GROUNDCOVER - plant in triangular pattern ArctostapNlos I I. uva-urel/Kinnikinnick ea can, 3611 oz. Kinnikinnick w/ red pumice mulch to reduce the fire hazard from cigarettes PLANTING NOTES A_NN 1. Meet all the requirements of the CIt9 of Edmonds. 2. Remove an IS" clapth of soil in all planting areas pravfousl� covered b� pavement. Replace with planting soil mix as specified above. CALL 48 HOURS BEFORE YOU DIG t _�8 8�=36_ �7_5 7) �_l —6 M _0� 1-800-424-5555 A'� h�I LANDSCAPE FLANTIN6 FLA4�_ SCALE: 1 20'-0" UNPUBLISHED WORK (D2007 MERRICK. LENTZ ARCHITECT 1800 — 136th Place N.E., Suite 100 Bellevue, Washington 98005 (425) 747-3177 FAX (425) 747-7149 E—Mail: mla@mlarch.com PROJECT NAME �N 88 91 W 221-37 INIOU NIMUO 12 LS EXISTING TACO TIME SIGN --i G jAr � r, X X_X_ \.A. C C, J M FH 41` I STATE OF M 41 , - WASHINGTON M 7. C R REGISTERED LANDSCAPE ARCHITECT M HERMINA EHRLICH CERTIFICATE NO. 385 DRAWING TITLE DATE DECE-MBEP, 12,200-1 DRAWN BY HE CHECKED BYML N Q)/ 3-31-08 REVISIONS G. SEPTIMP, 12, 200a APPROVED BY PLANNING HERMINA OCToBr=R 50, 200a COUAXIII, I I - 10. 0'9 P-IIIIIII.4pi ir i_4 C R 0 FE E E r= F f I L A -via, - -7-oog 2-1 DESIGNS RES U an scope architecture & OC7V. 0(6 3 12008 site planning 3UILDING DEPARMAEN'l 713 north 73 street L 1 .0 CII 0F EDNIONMI seattle, wa 98103 Ph: 206-784-8604 Fx: 206-789-8955 E: hedesigns@msn.com STREET FILE cs B i 200B oF EDMOND