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130 WEST DAYTON ST.PDFiiiiii lill lill 13732 130 WEST DAYTON ST ADDRESS: TAX ACCOUNT/PARCEL NUMBER: U < t Z4 7 4b e � BUILDING PERMIT (NEW STRUCTURE):O COVENANTS(RECORDED)FOR: CRITICAL AREAS: � DETERMINATION: ❑Conditional Waiver ❑ Study Required giver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED:�u PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR: PERMITS (OTHER): (ODU PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: SEWER LID FEE $: SHORT PLAT FILE: SIDE SEWER AS BUILT DATED:57 / 7 SIDE SEWER PERMIT(S SOILS REPORT DATED: STREET USE / ENCROACHMENT PERMIT #: WATER METEII TAP CARD DATED: rwc LOT: / BLOCKS: LATEMP\DSTs\Forms\Street File Checklist.doc '•�..ATJ%'�.�. KSL} \''T�$. f.+.,wiv +�' TI ~{} ;S )� ,E ,+ N A _7:, a��.. ..i� F , ) � 1 ` T! br'd 4.�u,l�a+iNa.� rMAryY� f1M•flaYM-��Oi �.(�I,LI/.nTd•.WL aw•Y.r1 ».,.L. t. ...J � 1.'ia','.�:_^3 r"LiY - ____ .CITY ;LEDMONDS . OME , w DG. CONSTRUCTIONS PERMIT AF�PUCATION .01 MAra IOR Mara or A�IES. e �� •.: IeAL UJ 71 t ��aL /. �•� AL•�.•� NUTAGEA pukx RIW W WAY KA OFFICIAL sy1w MP r . rr: • NOW OE 1MAT OONSTiUCTCW PEAaT TalfOEsatEDO . A90RESe STREET USE PEAWT REQUIRED /Dow G SEE ENIINEERINO. MEW I?AfEo w rCITY . • TELEPrONE NUMBER ' SEE NW DEPT. REVIEW DATED I . 1 [r REMARKS, �U.I.E�GAL/n/1/E err ADORE" �• rvehgi• SURn.a SUPPLY "a LrLa7t ., CITY TELEPH NE NUMBER i Z Z ' s REMARKS t 3 s ATE LICENSE NUMBER CITY LICENSE NUMBER ' .. SIGN AREA ENV. REV1N11 ADS Mo . Legal Descriptionof Property include all easement s ALLOWED PROPOSED COLIPLETE 1 rV IsRow,DelOw or attach (OUf copies) . sNOREUMEs ' F VARIANCE OR CU PLANNINGREv�MI arm DA . ' p YARDS LOT CollY SIDE �1R _ 1AEMAAKS.% ® ❑ ❑ G(/ T M � % HEW RESIDENTIAL PLUMBING , ❑ ❑ ADD'ALTER }pJ NON RESIDENTIAL' MECHANICAL �• v ;y/ '\Y.id ❑ REPAIR ❑ RETAINING WALL ❑ SIGN «lNN • e EACAVAIC FENCE ElDEMOLISH ❑ ❑ CNECAtu a1' 1rvE OP cowSTRM•C111Dr�!y� COO(. tiEN. • " -35 ' f OH FILL I_ _.._ _.r..Fn WSA •� -' t' 1ioVM "M MA ' ' O PRE -MOVE INSP( ❑ SWIM MP IANCE INSP POOL SPECIAL INSPECTOR AREA OCCUPANCY.00C1rPANT ' REOUIREO GROUP 11 YES K ❑<• ❑ SEWER El NO MARKS _ SIDE WATERLINE r 50 hLS RE RXT DATsp 2-25- IrtfJN ILL. •, WmIy gcftaER of sTON1ES.' NUM{IER OF �•�(tE MVr ME■A^ VAXEX> -1 -84 F"'✓" D DWELLING Qp UNITS l NATUNE Of WON, TO hE DONE IATIACH PLOT PLAN) _11 L•� `, r/L o �{/}�� I AE1`MAL• I4-Aft— E-a 1 ) ✓�T'AUE .Cooe .I NWec_Tlop Pr=QD ' VALUATION FILE' PLAN CHECK FEE �f' 17 BUILDING fj ' ` PLUMBING r P - G 1' MECHANICAL This Permit Covers work to W Done on private property ONLY. • GRADINGIFILL Antt Construction On the public domain (curbs, sidewalks, _ driveways: marquees, -etc.) will require separate permission. Permit Application: 180 Days • Permit Limit: 1 Year -provided Work Is Started Within 180 Days "Applicant, On behalf OI his Or her spouse, heirs; Bs Slpns and 1 successors in interest, agrees to Indemnity, defend and hold harmless the City, of Edmonds, Washington, its officials, employees, and agents from any and &)I claims for damages of .� whatever nature, ar sing directly or inddectly from The Issuance -n Ch4e b of Ihls Perini[. Issuance of this permit shall not Da deemed 10' .� • modify, waive,or reduce any requirement ol,any city ordinance limit in Cily's nor any way the ability to enforce any ordinance TOTAL AMOUNT DUE Ilai - provision." I Mteby aC nOwledp0 that I havli read this application; that the / -Information given Is correct; and that I am the owner, or the duly ATTENTION APPUCATION APPROVAL - Wlhorl2ed spent of the owner. I agree to comply withcityand ' sFEr. iAwe <•�,.LH..� ._.r_.r__'!:nt _rc !n c0rp!!%: rv. _. 1H15• Pt RYrt ........,.. This application to not a 04MI until Sd thereby, no person will be employed in violation of the Labor ONL' THEA signeo by in*ii� 64 Viiei ul iva '• Clde of thi Stateot Washing to np to Workmen's Compensa. tlon Insuran a WQRA NOTto• OePutr. and fees an PO4 and uosi is aCfAnOIrleOpad inapace proL'tded. , ' a1GNAlUN[ N RAG[ �./, DAL( O wsnCT IDN `•rN•ARIMtNI ' 2F CITY OF D•FiC."111 aoNaTLatt .. -Sp E tS iOCATEO IN THE CITY �� EDMONDS aAO�pp C PA. AwLqe-__ OF' EOMON OS. LOCAL SAL," TAX ATTENTION SHOULD aE CODED 31.04. TTD.;515 DATE � .?� /Sv�/ . IT IS UNLAWFUL TO�USE OR OCCUPY A BUILDING OR STRUCTURE 'UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR ORIGINAL - FYa - YELLOW - Inapector A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC FEBo 460A ' .CHAPTER 7.: - - r CD X _ �wp _ Aawaa ' t '� • F y� ell • / , t.. � fit" ,�+� �� "AqQ, �2ECORD`OF IN5PE•� t, Date. por6heS,14 S; . ' Rcttiiriing wait- - Gva ;e• carport PLUMBING Undar�round ; Rough.in Water, scrAce `',,HEATING SYS7_EA1 . FRAMING yVAli.BOARD e FINA7: In • i ,a, fJ_. • . •I.y ='ate ; �., '.i (Pik . 1 .. .....✓In...'*H'u1:.�lr�lnwl•WO�V.1��Y1. !'✓.,1.�VYt-. ` _ Y;�, '.l.f{•� 1.'Si.� t'li+ �~�tif `�rit8j�i�i•��1� � `t��r,f t }�!f gl'jY'J�t� x� �;• S rk 77 6661 l f a City of Edmonds CRITICAL AREAS CRIECKLIST The 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 a development permit 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). An applicant, or his/her 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 finding 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 assist staff in completing their preliminary assessment of the site I have completed the attached Critical Areas Checklist and attest that the answers provided are factual, to the best of my knowledge (fill out the appropriate column below). Owner/Applicant: PR-sOR- (t-V r4 Name Street Address City State Zip Telephone Si attfr f t:y Date Applicant Representative: Name Street Address City State Zip Telephone Signature • Date c:receptionljanakaddoc (over) C ILE NO. &ical Areas Checklist -------------------------------------------------------------- Site Information (soils/topography/hydrology/vegetation) 1. Site Address/Location: , 2. Property Tax Account Number: d v — 3. Approximate Site Size (acres or square feet): 10 • �l a�C.2C_ 4. Is this site currently developed? _Zyes; no. If yes; how is site developed?�vS+�``�� 5. Describe the general site topography. Check all that apply. 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): 6. Site contains areas of year-round standing water: t`l r✓ ; Approx. Depth: 7. Site contains areas of seasonal standing water: N� ;Approx. Depth: What season(s) of the year? 8. Site is in the floodway floodplain of a water course. 2 Site contains a creek or an area where water flows across the grounds surface? Flows are year- round? Flows are seasonal? (What time of year? 10. , Site is primarily: forested meadow : shrubs ; mixed urban landscaped (lawn,shrubs etc) 11. Obvious wetland is present on site: ,.,' .•, -------=------- ----�--------------7-----.For City Staff Use Only ------------- --------- ----- ------ - - 1' Site is Zoned? atm,4 ,II!AO T: GCS mapped .swl,type(s)?,: IW 31Wetland inventory or C.A. map indicates wetland present on site? YO,5 4. Critical Areas inventory or C.A. map indicates Critical Area on site? flip 5. Site within designated. earth subsidence. landslide. hazard area?.. NO 6 Site designated on Environmentally.Sensitive Areas,Map. 1 0 ri LJ sns/98 0o0owhgik—a�anot ilm i wdseiorkhmoo Wr. 3. 4. STORM DRAINAGE REPORT for AN ADDITION to HARBOR INN HOTEL COMPLEX 130 W. Dayton prepared by John W. Mellor, P.E. 11[L iNg. SEP 10 1998 • UNDEVELOPED SITE The subject project lies directly east of the existing Harbor Inn complex. This property is completely asphalted with an average slope of 1.0% to 2.0% The acreage of the subject property is: 43, 368.5 sa ft = 0.9956 acres 43,560 The existing impervious surfaces presently on the site are used for parking: It is proposed to build an addition to the existing hotel. The addition will have a roof area of 6,434.195 sq ft. For calculation purposes the area of the new addition will have to be considered as meadow or pasture. CN values for the site: asphalt........................................................................................................... 98 meadowsor pasture....................................................................................... 85 Time of Concentration for the Onsite Runoff Refer to the enclosed map The runoff route consists of sheet flow from the face of the existing building to existing catch basin #18 Times of concentration are computed with the following equations for overland flow and open channel flow as follows: Tt = 0.42 nS"°.8 where So = slope of watercourses are (P2) (So) .4 15.48-13.00/140 = 1.77% L = length of watercourses are 140' ns= Manning's coeffs.: 0.011 for bare hard packed P2= 2yr-24hr rainfall = 1.50 Ttt = 0.42(0.011 x 14%.8 = 0.59329 = 2.406 min Tc (1.5 32T(0.0177) '4 0.24660 pervious area CN impervious area CN Tc 0.1477 85 0.8479 98 2.406 SBUH results are contained in the back of this report. DEVELOPED PROPERTY A portion of the impervious parking area surfaces will be landscaped, 770.6 + 1,831.6 + 549.1 + 553.0 = 3,704.3 sq ft or 0.08504 acres. The new structure and existing asphalt parking will cover all but 3,704.3 of the entire site. 43,368.5 - 3,704.3 = 39,664.2 sq ft or 0.91056 ac of impervious surfaces. The time of concentration used in the SBUH program for the developed site will be the same as the Tc used for the undeveloped site. pervious area CN impervious area CN Tc 0.0850 85 0.9106 98 2.406 SBUH results are at the back of this report DETENTION REQUIREMENTS The capacity requirements of detention system indicated by RDFAC is 30 cu ft. Checking Detention Capacity A section of 15" CMP pipe 20'. in length will provide 1.227 cu ft of storage per foot of pipe. Additional storage will be provided by a Type I L catch basin with a restrictor with a live storage depth of 1.35'. The Type I L catch basin adds 5.778 cu ft/ft. The storage of the entire 15" CMP detention system is 37.305 cu ft, which is sufficient to meet the required storage. Type I L CB, live storage depth 1.35 ft x 5.778 cu ft/ft ................................. 7.800 cu ft 20'(15" CMP) x 1.227 cu ft/ft ...................................................................... 24.540 cu ft Type I CB, live storage depth 1.25 ft x 3.972 cu ft/ft ................................... 4.965 cu ft 37.305 cu ft 2 • • Water Quality Water quality concerns have been addressed previously during the development of the Harbor Square Area Complex. Offsite Drainage Offsite runoff has little or no impact on this project. Check Riser Overflow Capacity The flow to check is the 100 year storm, Qioo = 0.84 cfs. From the formula QWEiR = 9.739DH3/2 ; where Q is in cfs, D is in feet(dia) and H in feet, an 6 inch riser can discharge 1.7216 cfs, with 6" of head Therefore 0.84 cfs is a conservative discharge. 3 0 0 EXISTING PARKINV HOTEL ADDITION 97.77' 15.4/ PVC @ 2.07 FR6M D NSPOUTS EXIST. //D PARKING E TION SYSTEM CB No. 16 1 CMP @ 0,5% IE 93.59---_ NEW' 1ANDSCAPI r A IN -,w -Lf4Njnt-Ar-tqu TOP elmac, ®EL. 98.03' 9.0' 6' PVC 2.0, TO EXIST. SYSTEM RA R K I N G EXISTING HOTEL NEW {ASPHALT NEW 6- CONC.1 CURB NEW 4' STRIF E > �EX CB No. 19 96.29 N 0 /ELA ING RAMP /,N,IEW ,LANDSCAPING 18.)5 ch E 7.�21 NEW X-' SIDEW4bK EXIST. AS?H LTI %4 Y EX C3 16 GE 96. IE 93.9 NEW, \eARk`tNG EXIST. ASPHALT pi X CB No. 17 GE 96.54 IE 93.86 _ •1 • S.C.S. TYPE -IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 100,24,3.00 ---------------------------------------------------------------------- ******************** S.C.S. TYPE -IA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 0.1477,85,0.8479,98,2.406 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1.0 .1 85.0 .8 98.0 2.4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .81 7.67 9375 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: HRBR100E SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 0.0850,85,0.9106,98,2.406 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A . CN A CN 1.0 .1 85.0 .9 98.0 2.4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .84 7.67 9644 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: HRBR100D SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP S.C.S. TYPE -IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 10,24,2.00 ---------------------------------------------------------------------- ******************** S.C.S. TYPE -IA DISTRIBUTION ******************** ********* 10-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 0.1477,85,0.8479,98,2.406 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1.0 .1 85.0 .8 98.0 2.4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .51 7.67 5889 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: HRBR010E SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 0.0850,85,0.9106,98,2.406 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1.0 .1 85.0 .9 98.0 2.4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .53 7.67 6112 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: HRBROIOD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP SUMMARY OF INPUT ITEMS 1) TYPE OF FACILITY: TANK 2) TANK DIAMETER(ft), STORAGE DEPTH(ft): 1.25, 1.25 3) VERTICAL PERMEABILITY(min/in): .00 4) PRIMARY DESIGN HYDROGRAPH FILENAME: HRBR100D 5) PRIMARY RELEASE RATE(cfs): .81 6) NUMBER OF TEST HYDROGRAPHS: 2 TEST HYD 1 FILENAME: HRBROIOD TARGET RELEASE(cfs): TEST HYD 2 FILENAME: HRBR100D .51 TARGET RELEASE(cfs): .81 7) NUMBER -OF -ORIFICES, RISER-HEAD(ft), RISER-DIAM(in): 2, 1.25, 6 8) ITERATION DISPLAY: NO ENTER ITEM NUMBER TO BE REVISED (ENTER ZERO IF NO REVISIONS ARE REQUIRED): 0 INITIAL STORAGE VALUE FOR ITERATION PURPOSES: 3486 CU-FT BOTTOM ORIFICE: ENTER Q-MAX(cfs) 0.55 DIA.= 4.26 INCHES TOP ORIFICE: ENTER HEIGHT(ft) 0.55 DIA.= 3.39 INCHES PERFORMANCE: INFLOW DESIGN HYD: TARGET -OUTFLOW ACTUAL -OUTFLOW PK-STAGE STORAGE .84 TEST HYD 1: .53 .81 .81 1.25 30 TEST HYD 2: .84 .51 .81 .51 .68 1.25 10 .81 30 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP T 06/21/99 09.54 FAX 2063631,788 JiVfr'l-21�79' I'10P1 Q�:Z4 2 DDG Architects RECEIVLk Q'02 ASSOCIATED JAMMEARTH AUG - 4 1A9 coRiom orrms 911, a& *Mu,s, soft too SCIEIVCESs INC DE1fELCIITYEOF EDMONDS CTR. MX (24�154U December 23, 19% Project No. ICE985100 Associated Management. Inc. 120 West Dayton, Suite 86 Edmonds, Washington 98020 Attention: Mr. Dick Beselin &4INI do6E OLAND OMM 179 Madsen. LOW NW* (� 7W9370 Wood. W4 91l110 FAX (704 780-9438 DEC � v 19% Subject: Subsurface Exploration, Geologic Hamrd,"` Z and Geoteehnical Engineering Report Proposed Harbor lnn Edon 130 West Dayton Edmonds, Washington Dear W. Beselin: We are pleased to present the enclosed copies of rite above -referenced report. This report summarizes the results of our subsurface exploration, geologic hazard, and geotechaical engineering studies and offers rmommmdations for design and development of the proposed project.. We have enjoyed working with you on this study and are confident that the recommendations Presented in this report will aid in the sum mful completion of your project. if you should have any questions or if we can be of additional help, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIIr, WJ INC. Klrkland, Washington TJPM OMI001 I U10M Id - W97 �867 f� '06/21/99 09:54 FAX 2063631788 DDG Architects I103 • I SUBSU"ACE EXPLORATION, GEOLOGIC HAZARD, AND GEOTECE NICAL ENGINEERING REPORT EDMONDS, WASHINGTON PREPARED FOR t Associated Management, Inc. 1 PROJECT NO. KE98SIOG DECENMER 1998 coMow►n o�cc M 1 Onr. hb- ftn too 9e033 ASS=lATED 14�� -770� _ Rau 142M 827-MU SC l8NCL8, INC BAnve181W ISww • OP! a 1791�d�ar lanR Nord+ �olnbrid Wand, WA 48110 fAX i �A3R Z06TT143=g ....a '06/21/99 J nor.-: 09:54 FAX 2063631788 DDG Architects 0 904 -- - A »ATION, GEOLOGIC HAZARD, AND A-W^'md"M —TCAL ENGu-aMW NG REPORT M*.RBOR MN EXPANSION 00 WEST DAYTON EDMONDS, WASMGTON December 233,1998 Project No. K 98SIOG L PROTECT AND SITE CONDITIONS This report presents the results of our subsurface exploration, geologic hazard, and geotechniccaai engineering study for the proposed Harbor Inn expansion, The proposed buu4..._ location and approximaw locations of the exploration accomplished for this study are Presented on the Site and Exploration Plan, Figure 1. In the event that any changes in the nature, design, or location of the structure are planned, the conclusions and recommendations contained in this report should be reviewed and modified, or verified, as necessary. The purpose of ties study was to provide subsurface data to be used in the design sad development of the above n enaioned project. Our study included a review of available geologic literature, drilling test borings, and performing geologic studies to assess the type, thickness, distribution, and pbysical properties of the subsurface sediments and shallow ground water conditions. Geologic hazard evaluations and engineering studies were also conducted to assess suitable geologic hazard mitigation techniques, the type of suitable foundation, allowable vertical and lateral capacities, anticipated • settlements, floor support recommendations, and drainage considerations. This report summarizes our current fieldwork and offers development recommendations based an our present uoderstanding of the project. Written authorization to proceed with this study was granted by Mr. Dick Beselin of Associated Management, Inc. Our study was accomplished in general accordance, with our scope of work letter dated October 29, 1998. This report has been prepared for the exclusive use of Associated Management, Inc. and their agents, for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generaUy accepted geotecbnaeal engineering and engineering geology practices in effect is this area at the time our report was prepared. No other warranty, expressed or implied, is made. JUN,_Z1-99 MON 09:26 2 2067714519 P.03 a 06/21/99 09:54 FAX 2063631788 DDG Architects 2.9 =JECTAND SrrE DFSCR.IP'T ON This report was completed with as understanding of the project based on discussions with Mr. ' Dick Beselin of Associated Management, Inc.; Mr. Rick Fletcher of Puget West Construction; Mr. Ed Baker of Baker Engineering; a review of a plan set entitled An Addition to Harbor Itut ' prepared by Warren Lafon Architect, dated September 1, 1998, Sheets S-1 through S-4. Job Number 0198; and a review of an undated, untitled, site stretch provided by the Donabou Design Group. In addition. we were provided with plans of the Harbor Square Building No. 9 ' prepared by Warren Won Architect, dated September 11, 1982. Sheets A 1 through A-4 and S-1 through S-4, lob Number 1581.9; and geotechnical reports for the Harbor Square Athletic Club tennis courts (dated July 15, 1996), Harbor Square Building No. 2 (dated February 2S. ' 1984). Harbor Square Building No. 8 (dated February 25, 1994), and the Harbor Inn laundry addition (dated March 3, 1996), all prepared by Hemphill Consulting Engineers. It. Is our understanding that lbe project will consist of a three-story addition to match the existing motel building. The addition will be to the southeast side of the existing motel .building. An existing concrete warehouse building, located southeast of the motel, will be partially demolished and incorporated into the addition. The north and portions of the east existing warehouse walls will be removed with the addition extending some 33 feet to the east ' and some 100 feet south of the northeast corner of the building. A triangular -shaped entrance would also be constructed at the northwest corner of the warehouse with a covered entrance/unloading area supported by two columns to the north-northeast. On the interior of the warehouse, new columns would be constructed to carry floor loads for the new addition above. Portions of the existrag exterior walls of the warehouse would carzy new floor and roof loads associated with the addie m. New column loads would range from 10 to 122 kills, with exterior wall loads at 3,300 to 3,700' helps per lineal foot. The proposed new interior floor would be a slab -or -grade monolithic concrete floor. Current plans call for the placement of up to 8 inches of sand fill on the existing warehouse slab with the new slab cast atop the fill. Exterior walls of the addition would be timber -framed with concrete masonry unit (CMU) stairwells. The existing warehouse is reportedly supported on spread footings designed with a maximrrn allowable soil bearing pressure of 2,500 pounds per square foot (psi) with a slab -on - grade floor. i The subject site is located at 130 West Dayton in Edmonds, Washington. The area of the Proposed addition presently consists of a relatively flat -lying, asphalt paved parking lot and the above -described concrete warehouse. Review of the 1953 United States'Geological Survey (USGS) 7M Minure Topographic Map for the ,Edmonds West Quvdrangle (photo revised 1968 and 1973) indicates that the subject site is located in a former marsh. Reportedly, the area was filled as part of the development of the Port of Edmonds Marina. Anecdotal information indicates that the site was used to stockpile dredge spoils in the. late 19603. The locations, height, and length of time these spoil piles were in place, however, are unknown. 2 la 05 z Ub/Z1/ay U8:54 FAX 2063631788 DDG Architects J V►.1_Z3 _77 MON 07 . ZT .2 3.0 STIRSI Rt»A - FXPLORA71ION Our field study included drilling a serles of exploration borings to Via Worm dos about the site. The various types of sediments, as well as the depths where characteristics of the sediments changed, are indicated on the exploration logs presented in the Appendix. The depths indicated on the logs where conditions changed may re presertt gridattoaal variations between sed'Mear types in the field. If changes occurred between sample intervals fn our borings, they were interpreted, Our exploration`s were approx=ate]y located in the field by ineasuring from imOwn site features shown On the previously reFerenced site sketch. The conclusions and recoa nm4ations preseud to this report are based on the exploration borutgs completed for this study and a review of previous work performed by others. The number, location, and depot of the explorations were completed within site and budgetary constraints. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It should be soled that differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may .not become fatly evident until construction. H variations are observed at that time, it may be necessary to reevaluate specific recomnnettdations in this report and make appropriate changes. 3.1 E01oracon Bo y The exploration borings were co ng rnpleted by advancing a 4ii-arch inside -diameter, hollow -stem auger with a truck -mounted drill rig. During the drilling process, samples were generally obtained at 21h- or 5-foot depth intervals. The borings were contimztously observed and logged by an engineering geologist from our firm. The exploration logs presented in the Appendix are based on the field logs, drilling action, and inspection of the samples secured. Disturbed but representative samples were obtained by using the Standard penetration Test Procedure in accordance with ASTM:D 1586. This test and sampling method consists of driving a standard 2-inch outside -diameter, split barrel sauapler a distance of I8 inches into the soil with a 140-pound ham r free_falling a distance of 30 inches. The number of blows for ' each 6-Inch interval is recorded and the number of blows required to drive the sampler the final 12 inches is known as the Standard fnetration Resistance ("N") or blow count. If a total Of 50 blows is recorded within one, 6-1nc11 itwerval, the blow count is recorded as SO blows for the number of inches of penetration. The resistance. or N value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached baring logs. The sanxples obtained from the split barrel sa representative tnplcr were classified in the Fuld and Portions plated in watertight containers_ The samples were then transported to our laboratory for further visual classification and laboratory testing, as necessary. Q 06 UoiclitOU UU:04 rAA YUb3631788 DDG 9 PION 09:2T 2 'P714318 Architects [�J07 • JUN—Z1-7 4.0 St 4CrnFAGE-orrDrrrorra Subsurface conditions at the project air were inferred ftm the meld explorations accomplished for this study and review of applicable geologic literarare. As shown on the boring exploration bo ' togs, the generally encocra[ered minor amounts of Bil soils underlain by marsh deposits consisting of interbedded sand, silt, and peat overlying gl=W sediments. The following sotto, presents more devWed subsurface information organized from the upper (Youngest) to the lower (oldest) sediment types. The subsurface conditions encomgerod in our current exploration program are relatively consistent with, but less favorable than, those presented by Hemphill Consulting Engineers in the previously referenced documents for our review. Also, since our explorations were performed with use of a drill Provided and Hemphill ConsWWg Eng1tieers' were performed with a backh,oe, our information extends much deeper. 4.1-'am'I PUI Soils Fill soils (those not naturally placed) were encountered at each of the three boring loculoos. The fill ragged in thickness from apprOximacely 2 to 3 q feet and generally consisted of wet to saturated, brown to 'gray sand with some gravel and minor amounts of silt. We anticipate the sands may Mrmcnt the anecdotal dredge spoil fills. Salt Marsh Sediments Sediments encountered below the surflcial bill soils generally consisted of very soft peat and organic silt with some sand, twigs, and clam shell fragments, interbedded with very loose to loose sand with variable- amounts --of silt, scattered wood - debris, - -and clam shell fragments. These sediments were interpreted to be representative of salt marsh sediments. The salt marsh sediments extended to depths of 14 feet, 24 feet, and 19 feet At the locations of borings EB-1, EB-2. and EB4, tespectively. Ice Contacr Sediments Sediments encountered below the salt marsh sediments generally consisted of loose to medium dam• wet, &my, silt and sand with variable amounts of gravel with interbcds of silt and saturated, clean sands. These sediments were interpreted to be representative of ice contact deposits. Ice contact deposits consist of sediment deposited in contact with glacial ice by meltwater on, under. within, or marginal to the glacier. The ice contact sediments extended to depths of 29% feet and. 31 feet in EB-1 and EB-3, respectively. In EB-2, the ice contact sediments extended beyond. the bottom of the boring which was terminated at a depth of 41'A feet. 4 66/21/99 09:54 FAX 2063631788 DDG Architects �7 iVr�-za-77 Inc)" 0�:2 2 WT24S18 Q08 -• P.08 Ablation 770 Sediments encountered below a depth of 291A to 31 feet at the locations of borings EB-1 and EB-3, generally consisted of a very dense, wet, • gray, unsorted mixture of silty sand with gravel. These sedin e,= were interpreted to be representative of ablation till. Ablation till consists of sediment tying over or encased within glacial lice that is deposited as the ice melts away. Because it is deposited directly from ft glacial ice, it lacks the sorting and stratification typical of sediments deposited In aqueous environnseats. 4.2 Holotry t Ground water seepage was encounoered in all of our explorations below a depth of ` appro7d matcly I % to 2 feet, Some of the sediments encountered below these deptbs contained substantial quantities of silt, were relatively ianpczmeable, and did not appear to be uniformly saturated. It slwuld be noted that fluctuations in the level of the ground water at the sine may occur in response to changes in season, precipitation, site use, and tidal fluctuations. S b6/21/99 09:54 FAX 2063631788 DDG Architects TU?4-21-VV Mom 0-50; _P714318 Q09 P.09 t December 23, LM Project No. IK,>398510G n. GEOLOGIC ju"AADS AND MITIGATION r The following discussion of potential geologic hazards is based on the geologic and ground water conditions as observed and discussed herein. 5.0 SE SMIC HAZARDS AND RECOMMENDEb_MMTTA MN Earthquakes occur in the Puget Lowland with great regularity. Fortunately, the vast majority of these events are small and are usually not felt by people. However, large earthquakes do occur as evidenced by the 1949, 7.2 magnitude event and the 1965. 6.5 magnitude event.. The 1949 earthquake appears to have been the largest in this area during recorded history. Evaluation of earthquake return rates indicate that an earthquake of the magnitude between 5.5 and 6.0 likely will occur within the next 8 to 12 years. Generally, there are four types of potential geologic hazards associated with large seismic events: 1) surficial ground rupture; 2) seismically induced landslides; ' 3) liquefaction; and 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. 5„1 &yficial Ground Rupture Laterally, the largest earthgtiakea that have occurred is the Puget Sound area are sub -crustal events with epicenters ranging from 50 to 70 kilometers in depth. For this reason, no surfieial faulting, or earth rupture, as a result of deep, seismic activity bas been confirmed, to date, in the area of the subject site. Therefore, it is our opinion, based on existing geologic data, that the risk of surface rupture impacting the proposed project is low. The closest mapped fault to the subject site is the South Whidbey lsland/i.ake Alice Fault, located approximately 31h miles to the northeast, 5.2 Seismically- nrhiccd_ t j jUdes The potential risk of damage to the proposed structu n seismically -induced landslides is 8 p .pow b7' Y low, due to the lack of steep slopes in the project area. Aametaction Sediments most vulnerable to liquefaction during strong seismic events consist of loose. saturated sands. Portions of the salt marsh sediments encountered below the area of the proposed building addition consist of materials that have the potential to liquefy during a 6 P�10 ..et9. 'VO/Z /yy UU:04 r'AA 2063631788 JUM_Z1--P9 MGM ev:a2 DDG Architects ra 10 seiamie event. -'Or thus project, a Jimited 4=ftc� ass uw=t was perfoim�ed using numerical methods provided by SeCd et a— Baud on a peak ground surface acceleration of 4.2g, which can be locally Usociated with a IMyear design seiwic event, HgUe&anon induced settlements of 2 to 4 incbes were determlrted, depending on the thicimew of liquefiable deposits assumed. We recommend ftt this liquefaction hazard be mitigated by utilizing a foundation that ttansfers building loads to the medium dome to very dense glacial sediments that underlie the liquefiable salt marsh deposits. Speclffc recommendations for foundation support, su imble for mitigation of liquefaction b=x ds, are provided in the Foundations section of this report. W-KCIPINIT1111 �� _ •�._ . Based on the straggraphy encountered below the subject site, it is our opinion that ay earthquake damage to the proposed structure, if founded on a deep foundation system in a=rdance with the recommendations presented In this report, wou)d be caused by the Intensity and acceleration associated Widi the event, and not aqy of the above -discussed itapects. The structural design of the building should follow UBC standards for Seismic Zone 3 (Z factor=0.3) (1997 UBC Table 16-1), and a seismic coefficient (C.) of 0.36 (1997 UBC Table 16-Q) corr+espoxtding to an Spoil type (1997 UBC Table 16-1). 7 '06/21/99 09:54 FAX 2063631788 DDG Architects -714519 P. P. 11 December 23, 1998 Project No. KEM10G M. DESIGN REC0hVkUMA7101qS .AMPAM I I "'M A19100 V • Our explorations indicate that, front a geotechnical stawpoint, the site is suitable for the proposed development, peed the Mcon=ndauons contained herein are properly followed. The existing fill soils and salt naatsh sediments that underlie the area of the proposed addition are not suitable for conventional foundation support without significant total and differential settlement. Consequently, some type of deep foundation bearing out the underlying medium dense to very d=e glacial sediments is reconunended for building support. provided the owner is willing to accept the risk of settlement and cracking of Hoar slabs, the addition may be constructed with a slab-on.gradc lower for. We do not however, recommend raising slab grades above those existing by using fills. Fill placement will induce greater long_cenn settlements. if grades are to.be raised, we recommend the use of a "sleeper" system of timber to support a structural wooden floor. 7.0 SITF PRFpAR&TM Sire preparation of the planned building addition area should fnclude removal of all existing pavement. fencing, and any other deleterious materials. Any buried utilities within the Proposed building addition area should be removed or relocated. and the resulting depressions backfilled wiith strvctural All. ��tai Fil! The area of the proposed building addition is relati site grades will approximate those existing.Consequently,� flat-Iying, and we anticipate that final we anticipate that only minimal quantities of structural fill will be required for construcdon of the proposed building Because of the soft nature of the underlying soils, fill placement above existinggrades will cause settlement. For this reason, new fills to raisin will eliminated, if possible. if placement of structural fill will be required. it should coons non - Organic soil, acceptable to the geotechnical engineer. placed in maximum 8-lrzch loose , lifts, with each lift being compacted to at least 90 percent of the modifed Proctor maximum density using ASTl1M:D 1557 as the standard. In the case of utility trench tall. the backfill should be placed and compact in accordance with current local or county codes and standards. g moo, f,�-r 1451 Lo/z1/yy U9:54 FAX 2063631788 DDG Architects Q12 JUTI-Z1-97 1'701V 09:3�2 • r-1101♦ ► • The area of the proposed building addition is underlain by substantial thicknesses of existing fill, very soft to soh organic silt and peat, and liquefaction prone very loose to loose sand. It is our opinion that support for the proposed building addition on a conventional, shallow, spread footing foundaaon would result in excessive post -construction, total and differential settlements. Additional settlement of the existing warehouse footings subject to new loads would also occur. Consequently, we recommend that foundation support for the proposed building addition, artd those areas of the existing building that will be subjected to signiACandy increased loads, be provided by a deep foundation that extends through the salt marsh deposits to the underlying medium dense to very dense glacial sediments. A deep foundation system, consi$ting of cast_in-plaw cone piles (8ugercast) or driven, small diameter pipe piles, may be used for foundation support. Augercast pries are fotm,ed by drilling ro the required depth with a continuous flight. hollow -stem auger. The use of low overhead, axtional auger equipment would be necessary on the imrior of the existing warehouse. Fluid grout is then pumped down the hollow stem, under pressure, as the auger is withdrawn. Appropriately designed, reinforcing steel cages are then lowered into the upset grout. A single reinforcing bar is often installed for the Rill length of the pile for transfer of uplift loads. Since the grout is placed under pressure, actual grout vohum used are typically 15 to 50 percent greater than the theoretical volume of the pile. The pile contractor must be required to provide a pressure gauge attd a calibrated pUMV stroke counter•, so that the actual grout volume for each pile can be determlaud. The proposed augercast piles would gain support primarny from end bearing, with some Contribution from skin friction. Recommended allowable vertical and uplift capacities for 12- inch diameter, low overhead, augercast piles are provided below in Table 1. Table 1. Augercast i°'lle Recommendations �� r 1'�e.Dlarae�er EShtQated J �� Ret0IIol11el$:' �r1`'aimbeaa � „ `" '• •�''•'• • . �� od.� ., ' ?•-' eriicat � ;U 7,t�'Capacit�, S •11 • � .« _ + -�:�a•` �,`' ... t.`'S.Kris : y. ? - M ��0(�',� • { .Q��f':l 12 25 to 40 5 30 - 10 Allowable design loads may be increased by one-third for short-term wind or seismic loading. Anticipated settletnemts of pile supported structures will generally be on the order of th inch, A lateral capacity of 3 tons per pile for fixed -headed conditions (incorporated into the pile caps and grade be -MU system). and %-inch of deflection at the ground surface can be assumed for the 9 2061714e 1e p , 13 UU/L1/99 09:54 FAX 2063631788 DDG Architects y Q13 12-inch diameter piles. Greater lateral capacities are possible for greater allowable deflections. The depth of Oxity can be assumed at IS feet for the 12-1nch diameter piles. Augercast piles should penetrate a minimum of 5 feet into the bearing soils to develop the capacities shown above, in Table 1. Based on the borings completed for this project, the depth to bearing soils in the area of the proposed building addition varies from approximately 19 feet (EB-3) to 33 feet (EB-2). For this reason, pile lengths should be expected to vary, depending upon location. For planning purposes, assume pile lengths on the order of 30 fat. Since ' completion of the piles takes place below ground, the judgement and experience of the geotechnical engineer or his field representative tnusr be used as a basis for determinWS required penetration and the acceptability of each pile. Consequently, the use of the presented pile capacities in the desip requires that all piles be inspected by a qualified geotechnical engineer or engineering geologist from our firm, who can collect and interpret the information data and examine the contractor's operation. Associated Earth. Sciences, Inc. (AESI), acting as the owner's field representative, will determine the required pile lengths, and keep records of pertinent installation data. A final summary report would then be distributed, following the completion of pile installation. Alternatively, small diameter (4- to 6-ineb diameter) driven pipe piles can be used for foundation support. Low overhead equipment is available to install these small diameter piles in 5- to 10-foot sections. Each section is welded in place as driving progresses. Allowable vertical capacities of 7 and 10 tons per pile can be assumed for the 4- and 6-inch diameter piles driven to refusal using a drop hammer delivering at least 650 foot-pounds per blow. Refltsal is defined as less than I inch of movement during I minute of sustained driving. For driven pipe Piles, a lateral capacity of 14 and 1 ton per pile can be assumed for design for a 4- and 6-inch diameter pile, respectively. AESI should observe the installation of all piles to confirm that adequate embedment has been obtained to develop the design capacities. Load testing of small diameter pipe piles may be requifedr by the City of Edmonds as part -of -foundation construction. It is our understanding that consideration is being given to raising the grade of the floor in the existing warehouse building by placing several inches of fill over the existing floor, and casting a new, 4-incb-thick floor slab over the fill. It is our opinion that the weight of the additional fill and concrete will induce significant additional settlement of the existing floor slab. Consequently, if raising the elevation of the ,floor slab within the existing warehouse is desired, we recommend that it be accomplished utilizing dimensional lumber "sleepers" and a structural timber floor rather than concrete and fill soil to reduce the additional load on the underlying settlement -sensitive soils. Two options are presented below for providing support for the proposed slab -on -grade floor for the building addition outside of the existing warehouse. Option one fully mitigates the ` potential for total and differential settlements. Option two will provide some partial C Cttiji�eatiAe 1*„a a y�-v,,, e.eea lei,,c. said �aeai%lp ,IifFPr�ntiol mAV�mrTit mitigation, but t�te o`' 10 voiztiVU Ua:54 FAA 2063631788 DDG Architects 1�I14 JUN-21-99 MON 89:3� Ask I L could occur. For each option, a capillary break layer, consisting of 4 inches of wasted pea gravel, overlain by a 6-mil (minimal thickness), plastic vapor barrier, overlain by 2 inches of sand should be provided beneath the slab to control intrusion of moisture through the concrete, It should be realized that regardless of option selected, there is risk of differential movement of floor slabs where existing and new construction abut. Reducing this risk can be accomplished by' selecting support options that most closely match existing conditions or by providing transitional reinforcement to help spread differential movement between new and existing floor areas. The structural engineer should be consulted for specific reinforcing recommendations. OntiOn One: Sirgport Of the Fleur atop A»ga Wt pc1ft Structural support of the slab -on -grade floor could be provided by augercast piles or driven pipe piles, constructed as discussed under the Foundaslons section of this report. The spacing of the piles would be determined by a structural engineer, based on the amount of reinforcement included in the floor slab design, and the amount of acceptable deflection of the slab. Ofltion Two: Floating Floors Another alternative would be to 'float" the slab on the existing fill soils located below .the pavement or on the pavement itself in the proposed building addition area. Prior to placing the vapor barrier and floor slab, the upper 22 inches of the exposed subgrade should be reeompacted to a:minimum of 90 percent of ASTM:D 1SS7. After compaction of the exposed subgrade is completed and approved, capillary break nwerial, moisture barrier, and sand layer may be placed in the floor slab cast. The floor slab should not be tied into the foundation of the building's addition, but should be free to move independently. The amount of coral and differential movement depends on the underlying soil conditions, which are variable. Consequently, the long-term performance of a floating floor slab is difficult or impossible to predict. Floating floor slabs should contain bar reinforcement to reduce differential movement across any cracks that might develop. All perimeter foundation walls should be provided with a drain at the grade beam elevation. Drains should consist of rigid. perforated PVC pipe, surrounded by washed pea gravel. The level of the perforations of the pipe should be set approximately 2 inches below the bottom of the grade beams cast atop the pile foundation. In addition, roof and surface runoff should not discharge into the footing drain system, but should be handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to the building should be sloped downward away from the structure to achieve surface drainage. All runoff should be tightlined to an approved Point of discharge. II w!� JUN-21-99 MON 09:36 2 2067714518 P. 1'.f-__ UU/21/99 09:54 FAX 2063631788 DDG Architects 915 1.0 PRQ= DESIGN MN ON MONITORING War are available to provide additional geoftcEnical consulmdon as the proJecr design develops and possibly changes from that upon which this report is based. We recomm=d that we Perform a geotechnical review of the plans prior to final design completion. In this way, our earthwork and foundation rccommendadoas will be properly interpreted and implemented in the design. We are also availablt to provide geotecbnical t:tlgineering and monitoring services during construction. The integrity of the foundation depends an proper site preparation and construction procedures. In addition, engineering decisions may have to be trade in the field in the event that variations in subsurface conditions become apparent. We have enjoyed working with you on this study, and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions or require flusher assistatu:e, please do not hesitate to call. Sincet+ely, ASSOCIATED EARTH ScuNCES, INC, Kirkland, wasbington I Timoth . Peter, P.G. - -- - - — - Project ologist Gary A. owers, P.G. Principal Attachments; Figure 1: Site and Exploration Plan Appendix: Exploration Logs Tip/►A/ILb KF%31wk I IF 12 C - *il'%01.41 , Y`g, ► I PIRCa t1 /10/ Kurt D. Merriman, P.E. Senior Geotechnical Engineer P. Z86•rT 14 �� 1 JL ry z _S'Vvy:04 rna zuosost'ras DDG Architects 916 y W. Nyton street _ Lamm ED-1 • A wommew ea dw of 0,1 saw NCATH INOT TOSCAIA i �80CiA't'�p "GAR8CM�g 1NC r vDmomm SMAW HApgOR pRW. W. Via° 2go.6?� aPIQn4 rnA LUOJ041Idd i DDG Architects APPENDIX ExpIoration Logs Q17 p,1B 206TT14O18 tL-A Loof )a- Ub/21/99 09:54 FAX 2063631788 DDG Architects 4""—Z1-79 MOH 09 : • ' [�18 EXPLORATION BGIN 13's Number EFJA LU W go STANDARD PF.NETRATION RE318TANt SEDIMENT DESCRIPTION � e�ar�IFoot 10 20 40 AC_P/Base_Course_ ' Wet. QMY SANO, some gravel, trace silt; becomes ! i saturated below 1-1/2'. (Fill T: 10 10 1 Saturated, any SAPID, trace al>R scatEened shell —. 6 I fragments. (Salt Marsh Sediments) I A 2J1 r I Saturated, brown PEAT. (Salt Marsh Sedirner i9►!s) ! { Wet, dark brownish -gray, organic SILTwith sore sand, i twigs, and ciam shell fragments: hydrogen suttlde odor. 10 (Batt Marsh Sediments) i OJ18" I .Wet, greenish -gray SILT and SAND with some gravel, . 18 ,- I trace organ;cs; hydrogen aultida odor: (lee Contact Sedkrwnts)20 ! no organics; hydrogen sulfide odor t , 25 becomes saturated with Increased sand content � I 30 Wet, gray, Silty SAND with gravel. (Ablation Tnl ! b8l5' BOH @ 31-1l2' s„b.. . OWWW" ditpk a mpr"" our ob+uvwau at m *m and bca5m d iota -TionaYtole. qedilMO bV s aoow Ifs'" a accm « kMW&V r+*6», sm iudpmeft "" we nil noomm y mprwandUw oraew ftm am Imila,.. +�•a ••.muft" br of V" a InkWainsm by ad"" d %%nn tlon pe"Wftd an eat 1W wr w Mt Reviewed RY Associated Earth Sciences, Inc. 911 Fifth Harbor Inn Expansion Avenue, Suite 100 Kirkland, Washington 98033 Edmonds, Washington Phone: 425.827 7701 Fax: 42"27-5424 Project No. KEW1013 November 1998 t 1 06/21/99 09:54 FAX 2063631788 DDG 9PIArchitects _ JUM-21-9 ON 09:V Q19 ''14�1$ ' P.19 EXPLORATION BORING LOG Number EB-2 Page 1 of 2 j So- � STANDR£t3l8TANCE MD TION SEDIMENT DESCRIPTION o Sc c� 1020 30 40 ACP/Base Course. _ _ W+et, brown SAND. some gravel, some silk becomes ... saturated and gray below 2'. (Fla) A to 5 A Wet. dark brownish -gray, organic SILT with some "a. (Solt Marsh Sediments) 1 contains darn shell fragments; hydrogen suMds odor 10 T i I (OV/1 r 1 � � i 15 i- Saturated, gray SAND, Once silt, substantbal wood dA debris; hydrogen sulfide odor. (Salt Marsh Sediments) 1 f i � ! —20 5A it j Wet, dark brown, organic SILT with scattered wood Wet, greenish -gray, silty SAND. (Sat Marsh Sediments)' �a Wet, gray SILT and SAND, some gravel, Contact 2$ T t (lee Sediments) 1 .4 gravelly i contains interbeda of SILT and saturated SAND 30 T i ♦� I ; ................._.------.......-----..__.....------......... i ; 1 oac.u�ww oonortlons dapletad �eeent ow ebaenatfone >r the tlale end tautfon or thle e�lOretory Aols. nredbed by yeeleglc 4darp►alo50na, &VV*MN anWy" and iudprtsnt ?Nay ire not w*usft wpnanrattw er other 9mw end kxmdw e. VW wd net lb►tb➢'Ad�sONa6tlroiFa�ln�MItMM+��1^�!P .R1r.l.•.�.—� g• Associated Earth Sciences, Inc. 911 FNth Avenue, Suite 100 Kirkland, Washington 98033 Phone: 425-827-7701 Fax: 42&827-5424 Harbor Inn Expansion Edmonds, Washington Project No. KE9851OG November 1998 ` UU/21/99 09.54 FAX 2063631788 iun-2},-sue non ea:4�2 .- DDG Architects �T14519 (j20 Q.2e EXPLORATION BORING LOG Number EB-2 Page 2 of 2 SEDIMENT DESCRIPTION = qq Z STANDARD KNETRAnON RESMITANCE o 3 C9 BbWWTW 10 20 40 Saturated, gray, gravelly SILT with some sand. ! ZT'' I (be Contact Sedimenm, __---------------------..--........................ -..--- ......-- 1 ! { SeRuatrd, Way SAND, trace gravel, trace silt contains lenses with sore slit (lee Contact Sediments) 40 T I l A�4 ` 130k ®41-1lZ'45 I I t �t i b0 I ' 1 • f BO f i j 1 I , --- W, 0 VmPc a IW"Wd ow ob-r Ahm s at hs time aed bradon et Miia axporawr we, namrlad by paolepk A*rpreWuna, on0AeeQnp anubmw and ju ftnW* T1wy aN net nsde"Wily n,pgsantativa oregM Wr" and beadona. ft rr@ not iO *0 t6'PW*M tY br to use of gttWWMtien BY fters of t,f umarlon pruw*d on I ft tee. Reviewed By A00oo1. a -art, �!„, i�'s' !"19iDof Inn exp8t15�on 911 Fifth Avenue, Suite 100 MEdmonds, Washington eldand, Washington 98033 w.., wracacioa P DDG Architects Q21 j EXPLORATION QORIti-;e.. Number EE-3 Z n: STANDS TP N TION SEDIMENT DESCRIPTION d ekWWFoa 10 20 30 40 _ ACP/Base Course. Wet, brown SAND_ some grave(, some slit(FfN�__�- Q i - Saturated. gray, silly BAND with scattered clam shill A-rD I fragments. (Salt Marsh Sediments) I ♦12 becomes pebbly with trace slit I A3 1 1, Saturated, brown PEAT. (Batt Marsh Sediments) ' } Wwithet, dark brownish -gray SILT wsome Me sand, trace 10 = i gravel, and scattered wood debris and shell t'rasrnents; I olts i contains thtn sand tnterbeds (<1 *). i Marsh Sedfrn").. VWet, gray. clayey SILT. (SaR Marsh Sediments) i 15 � 1/18? Saturated. brawn PEAT, hydrogen sulfide odor. (Soft Marsh Sediments) ------ _----- ............................. _.......... Wet, mottled pray. silty SAND, trace gravel. 20 12 (tee Contact Sediments) I 1 A VWt, gray, gravelly SILT and SAND, trace organics. .. 25 T 111 qce Contact Sedirnsnts) l ♦ 1 --------• ---------------.......... --............ ............ Saturated. gray, pebbly SAND, trace sit 30 ice Contact Sediments) 56 , Wet, gray, silty SAND with gravel (Ablation TN_Q 1 i BOH a 31-112' I r mh.wrea OF440M dbomd repressed our obsarvadaea at the firm and 16 a of tilt a>apl mwv Mb. mwftd by 0~ �larpe•faflon+L WVVMWhV s w"K ens �, „�+� Trey rs no neaasra'* represered .. Grafter inns eM bodges VYs,ro nos script reepor�r see preh use or Nerpr tasan by of we er Mben Dan prasenW an this rap. Reviewed By Associated Earth Sciences, Inc. Harbor Inn Expansion 511 Fifth avenue, Suite 100 Edmande. Washington a4d1ft9 �rf►lAfi'Lttt1 V'Eq$S1oG ,..-..�,;;_..Pius-..�'...�•�:,r-'--,,,i.w�•"��r G,�r�'+;{v�--�•�.�"t.,y,.r.+,...:4uw�r,.(G-r,,,,-.f`vYliN'+n�•+nr�ir�l�vt �+'�v�t'.g`�.vl �in�"�' �,... - 4 ' CITY OF EDMONDS SIDE SEWER PERMIT �g 90 1 9 9 o PERMIT [%J0 9158 Address of Construction: 130 LO I)AYTON F Y`IDAkP 5 Property Legal Description (Include all easements): a327 0 3y 096 no Owner and/or Contractor: Al'v A-Dbco= J 62 7 U, s L000 State License No. Building Permit No. cJ �l b :9(a r ' E ❑ Single Family Invasion into City Right-of-Way:gC NoLTR�EATM:1VVT ❑ Multi -Family (No. of Units ) RW Construction Permit No. ® Commercial Cross other Private Property j� No , -❑_ Yes ❑ Public Attach legal description and copy of recorded easement I certify that I have read and shall comply with all city requirements as indicated on the back of the Permit Card. & " Date * CALL DIAL -A -DIG (1-800-424-5555) BEFORE ANY EXCAVATION * _ - OFFICE USE ONLY * FOR INSPECTION CALL 771-3202; PUBLIC WORKS DEPT. Permit Fee: 2� Issued By (Zzz� Trunk Charge.—_l��0 i Date Issued:�U I�/ Assessment Fee: Receipt No.: 'o5'i y Lid No.: Partial Inspection: Reason Rejected: Comments Final Inspection Approved: Date 52"?0/0alnitial✓ Date Initial. Date Initial ** PERMIT MUST BE POSTED ON JOB SITE ** White Copy: File Green Copy: Inspector Bull Copy: Applicant Revised 3190 The City of Edmonds Side Sewer Drawing , EASEMENT NO. -----------••----••-- ..... NEW CONSTRUCTION REPAIRS ❑ LID NO ................... ASMT. NO...................t OWNER...................•--.....-•-•-•---------•--...--------•---------............................. CONTRACTOR.------•-•--.....-----........-•---.......----••---••-----------••--•----•----...... PERMIT NO. .9.1..��. JOB ADDRESS J-3 ....... .(:.j-C 5T.....-,D.A.x1o.w.............. LEGAL DESCRIPTION: LOT NO. ........ .•--............... BLOCIS NO. I N NAME OF ADDITIO .................. .. 17c:rt0 r- t,,-, FI 7" , taJL ek,s7.,,1 E�� D�✓,C. Approved: PWW-0001-11/75 (REV.11/78) DATE ... S-:7. b y BYc-''` CITY of EDMVDS 1985 For Inspection Call 771-3202 geuomo—W Address of Construction: SW SXWER PERMIT PERMIT NO. ,z--- % - %1 Ni Td,A/ EDMONDS TREATMENT PLANT Property Legal Description (Include all easements): IZ- 4 e/lc)/e T/C. "off PhAPASE Owner and/or Builder: Z_,7- Contractor & License No: ;P/1 8%G( )C,/ Single Family Residence Multi -Family Commercial ✓� (No. of Units ) (No. of fixture Units ) Invasion into City Right -of -Way: No �'`` Yes (If Yes', Right -of -Way Construction Permit required. Call One -Call -Center (1-800-424-5555) before any excavation.) Cross other Private Property: No Yes (If Yes, easement required, attach legal description and county easement number.) PLEASE READ THE IT MS LASTED ON THE BACK 4 'I certify that_I h e read and shall comply with the items listed on the back. Date Permit Fee: Issued By: i .0 Charge:Trunk 1.Issued: Receipt1-5 Assessment Fee: Partial Inspection: Comments Date Initial Final Inspection Approved: Date Ini al °�° Rejected: r Reason Date Initial ** PERMIT MUST BE POSTED ON JOB SITE ** a.� White Copy - File Green Copy - Inspector Buff Copy - Applicant Side Sewer Drawing The City of Edmonds EASEMENT NO. -------------------------------------------- NEW CONSTRUCTION REPAIRS El LID NO_ ------------------ ASMT. NO. ------ --------- OWNER -',-JaUARe h 0 -f --- ---------------- --------------------- --- PERMIT NO. --------------- CONTRACTOR ----------- �O-W—ls JOB ADDRESS --- 1.3-0 ---- ----------------------- LEGAL DESCRIPTION: LOT NO. -------------------------------------- BLOCK NO. C.I. c.*.c*\Vvt ra smf^cs 6-c,c,cAp 24 z I I.- 120( klHV PWW-000'-11/75 (REVA 1/78) EDMONDS ---------------------------------------------------- ---------------------------------------- ------------------------ TREATMENT ---PLANT I - I NAME OF ADDITION - ... - 130 W. Nb-vo m PNW5e 11 - 140TEL 45. 49' r,-CA:C^p W T f G;,c.c- cpkp — — -- — ----4 v RV.c. E'VAIrIVAG pipe App,oved-4*"'g7"" DATE By *4( 0 CITY OF EDMONDS TT ^� • PUBLIC WORKS DEPARONT FOR INSFECTION CALL Permit �V® _5 SIDE'SEWER PERMIT i7/$1-/ �Al Ext. 2,9:� Issue Date * PERMIT MUST BE POSTED ON JOB SITE EDMONDS 1. Address of Construction -3() TREATME PLANT 2. Property Legal Description (include all easements) 3. Single Family Residence Multi -Family No. of Units Commercial 4ozcz C 4. Owner and/or Builder 7TAP, 5. Contractor & License No. 6. Invasion into City Right -of -Way:. No �< Yes (If Yes Right-of- way Construction Permit Required - Call Dial Dig (A/4/2V9N4/4) before excavation). 1-800-424-5555 7. Cross other private property: Yes No Easement required - attach legal description and county easement number. READ THE FOLLOWING AND SIGN: a. Property owners must obtain a permit to install side sewers on their property. A licensed side sewer contractor must be employed to construct side sewers in the public right-of-way. w b. The side sewer contractor assumes full reponsibility for each H installation for one year. aC.Commercial establishment requires a minimum of a six inch (6") z side sewer line. o d. Side sewers may not be installed closer than thirty inches (30' to any structure. e. Side sewer lines must be laid at a minimum grade. of 2% (1.150) 0 and maximum grade of 100% (450). 0 H f. No turn in side sewer greater than 45 (1/8,bend) is allowed between cleanout. All 90 turns must be constructed of a 450 (1/8 bend) and wye with removable cap. g. No down spouts, footing drains or floor drains can be connecter to side sewer system. h. Pea gravel is required for bedding when installing sewer -lines through other than granular soil. i. Cleanouts are required at 30"-60" from each plumbing exit line and at minimum intervals of 100' along sewer line run. j. Trenches within City right-of-way must be restored to original conditions. Contractors shall be responsible for right-of-way failure due to poor compaction of fill. k. Side sewer must be left uncovered until inspected and approved by the City. . 1. Inspection during normal working hours only. Two (2) working days notice required. I i i � � 4 ,- DATE: I 'certify`t-at I have read and shall comply with the abo` PERMIT FEE: go- 00 �w ,,, ,*, ,ha,(CG�Q, 0U CONNECTION FOE: 0 * PERMIT M1 DISAPPROVED By: Date: B Date. - APPROVED By : Date T BE POSTED ON JOB SITE The City of Edmonds Side Sewer Drawing EASEMENT NO_ ----------- ------------------------------- 1". NEW CONSTRUCTION CK REPAIRS F❑LID NO- ------------------ ASMT. NO. -----------------11 - OWNER SIOURW-Assoc --- - -------------------- CONTRACTOR .... SQ-UPtftC--A5--9.Qc . ..... --------- PERMIT NO. JOB ADDRESS -13 ----- W.—I)A-t3TON ---------------------------- LEGAL DESCRIPTION: LOT NO. -'BLMcP-.-'lB ---------- BLOCK NO. EDMONDS ------------------------------------------------------------------------------------------------------------------------------ 1-7-*F?fA-T7MEf+T ---PLANT, NAMEOF ADDITION .................................................................................... C.L C.O. covalt SuRrAct C 1 '14 t C. AIN \.W PWW-00( 1 -11/75 (REV. 11/78) CAP 4rc.o. ISDP V lP%4AW i 130 W. DPt'-J TO T-4 29'—, 26' "11 t Wr LWAILS 9. -k 1-4.^". "31 4D P. 5o 79' ie 0 c cop I.S'ap Approved: DATE MY ... 1-7 ----- 1911. By *4kll:; -------- ... � o Reid, Middleton & Associates, Inc. Engineers • Surveyors • Plonners March 5, 1984 File No. 02-84-018 Mr: Rick Fletcher Puget West 180 West Dayton St. Edmonds, WA 98020 Dear Rick: The floor elevation of. 10.0 feet N.or 15.89 feet M.L.L.W, is needed for Building 8, Harbor Square, to G.V.D.be in compliance with the current FEMA Base Flood Requirements. - If you have any questions please contact our office. Sincerely, REID, MIDDLETON & ASSOCIATES, INC. Allan R. Morgan Associate Engineer ARM:sn 121 5th Avenue North, Suite 200, Edmonds, Woshington 98020 (206) 775-3434 H E M* H I L L COAILILTINGENGINEERS V FEB 2 ? 1984 STREET FILE 25 February, 1984 ISO W ,D19YrVI✓ W o cn Project No. 877 Q z o n a Puget West Corporation NP.O. Boe 669 1 m z > Eamonds, Washington 98020 W z W N Peference: Harbor Square Building No. 2 (Retail Building) o zz N Q o Subject: 1. Soil investigation . . . 2. Design and construction recommendations N W On 7 February, 1984, at the request of Kevin Hovde of PUGET WEST 0 F W m CORPORATION, Dale Hemphill of HEMPHILL CONSULTING ENGINEERS `n o o visited the site of the proposed Harbor Square Building No. 2. Q ] W c The purpose of the visit was to conduct a soil investigation to z u z W determine the required design parameters for footings and floor Q W slabs. o (7 0 N HEMPHILL reviewed data from 12 test pits conducted by others ' within the building area. Logs of the test pits indicate that on z o N o the average, the upper six feet is composed of various Cc W W D combinations of sands and gravel. The sand and gravel is z a �, Z z underlain b a layer of eat that averages Fp � y y y _ peat g..s a � roxi.mutel feet W° in thickness. The peat is then underlain by a blue gray sand. o W sss'.fPHILL conducted 1 test pit and verified similar conditions as 11 U W revealed i :,•: the previous test pit studies. Q z w H:'MPHILL determined that the peat existed in a fairly compressed W o condi tion. Kevin Hovde stated that level surveys conducted by • ' • Reid Middleton Associates revealed that the site had bee,z pre1--ded by approximately 30 feet of soils that had been dredged z z o f rom. the phase 2 of the port excavations conducted in WQ U. approximately 1969. The compressed condition of the peat z o m o; '>e'— ed by HEMPHTLL indicates that amount of preload cou]'—d have a occurred. According to research conducted by the Canadian Highway W z W W 0 Department, that much preload could have compressed the peat to Q�7approximately one half of its original thickness. z F ] N m J o tL m c 1 4612 170th PLACE N. E. 0 REDMOND, WA. 9BO52 0 (206) Bea 3924 Assuming the test pit logs and the preload data to be correct, and assuming that the preload was in place for greater than several months, then HEMPHILL recommends the following design parameters for foundations and floor slabs. Exterior continuous footings should be designed for no more than 2000 psf, and should be located a minimum of 12 inches, and a maximum of 18 inches, below the final ground surface to protect against frost conditions. OEMPHILL assumes that the width of the continuous footings would not exceed 24 inches. Interior column footings should be designed for a maximum of 2000 psf, and should be located as close to the existing surface as possible, and possibly integrated into the floor system. HEMPHILL assumes that the maximum dimension of the column footings will not exceed 5 feet. The advantages of placing the footings as close to the surface as possible allows more dissipation of the footing loads to the underlying peat. Since the interior column footings are larger, a greater percentage of the footing load will be transmitted to the peat, and therefore some differential settlement could occur between the column footings and the exterior and smaller continous footings. The differential settlment would be minimal, and mostly the result of recovery of some rebound that has occurred within the peat since the removal of the preload. HEMPHILL estimates that the preload would be approximately equal to 3,000 psf on the peat. The exterior 2 foot wide footings would exert approximately 500 psf on the peat, and the interior column footings would exert approximately 1000 psf on the peat. HEMPHILL recommends that floor slab loading be limited to 250 psf. Because of the granular nature of the soils directly beneath the floor slab damp conditions from capillary water wil'. probably not be a problem. 2 HEMPHILL If it is considered desireable to have extra safety against dampness in the floors, then a capillary break -be placed directly beneath the floor. The capillary break can be composed of minimum size 1/4 inch gravel placed directly behind the existing site soils. The capillary gravel can be covered with a plastic to prevent the concrete from the floor from intruding into the pore spaces. The plastic will also act as a moisture barrier, and will also help to prevent differential curing of the floor slab, provided that the surface of the comcrete is properly protected from moisture loss during the curing period. Dale C. Hemphill, P.E. 61 C �:_ Registered Engineer No. 14777 State of Washington 3 HEMp� \,. °°°°°°°°°O �Q'o °o°oE wasyj °°°° �c� o o � 00 ° y o ° ° o ° V ° a � O� °°O° Registeto°°°°�� IVAt i*9 H E M P H I L L BASIS OF BEARINGS DAYMN ST s "wWr AM" 'jig rA 9 t EASE AREA 04 06. IVOR 100, 1EA M AREA 91, AS, Mo. z Af, 440 so. Wr i: 2 71, ZS 7 6Q Fr It R /Y M E N T L 0 T S. LEASE AREA A4D6AVj J7,,11115 SG. -r EE tip CEASE AREA 04 D& Aa 0 3V,7ZI --a Fr 0 0, • CEASE AREA 8L Dd Ma 7 Ell 67 C53 aw -r ..tv 4 CA BE AREA JIL 06. Ala 9 y. of SCUM 4/mf Or S"rlaV tj AREA MAP BY PLANNI G HOVDE - BESELIN ARP OWD IN GOV'T. LOT 3, SEC. 23. TWP. 2? N.. ANG. SE., W.Y. CITY OF EDMONDS. sho"Ouls" COUNTY. WASHINGT I 0 Reid, Middleton 6 ASSOCiOtes, Inc.. ULJ, T.,oa RAH I Z4 WL 71; 544AI 1•50 STRE Ff FILE EDM 07-19 DAYTON ST. I ` / I v I I .4vpr"' i o ARCA D IoOFTX 3OF Poop SI z E 15'x4!y, PROJECT SITE io `'�cunO -E VICINITY MAP R NED N SCALE - l IN. = 200 FT. MAY 15 2001 S23 T27%i RY EECE It C C- ENGINEERIN 111 MAIN STREET. SUITE 10E EDMONDS, WASHINGTON 9802 PHONE (425) 778-8500 FAX (425) 7-78-5536 EX 03.11 /07/001 /zl a7" 1.5' DEE 0 F ED�o REST FILE I" DEEP CITY OF EDMONDS SIDE SEWER AS- BUILT I ADDRESS; 130 W DAYTON PERMIT NO. ENG20070361 CONTRACTOR: HOMEOWNER: SCALE: XXXXX HARBOUR INN APTS NTS DATE INSPECTEDi INSPECTED BY: DATE DRAWN: DRAWN BY: 10/23/07 1 E.SIBREL 1 10/23/07 J.COLLINS PROJECT FILE PERMIT #: q,-lo& (o 3 7 gh 1 t 8 ADDRESS: 190 _Olgy70� S 7 BUILDER/OWNER: tMf eop. / fU 0 PHONE #: 5 0 3 - 2 74 - g5-2D CELL #: 5 19- 49C9� COMMENTS: INSPECTION RECORD 7/-) - nNF1 L I�,U-T 19pmyE-o - S� CJi2 &T100 a,'JTICE, 161 V ou - oto 10 LAJUE, PrV0 S I SPeG-Ct�,b -2110 - � M 4 ,-TF-ft lE- VIS (Tr--:� SITE -ra T6 C.clb 'FPrl Uu 1441dTS b�F, U OF A�to k lF, v n5 k-cFb st-rt% -ro C,t FC - l �-6u�-:S . N- - �IWJFI eLtLp- -T was 9.-hASIEb -A s-tvIZ-7-- ftWj-�---Z i N 5'W l.t, -D . R P►-V' l& BOLTS qF,,X PCS Fc--b . 6K- - CZ &9A11F, PAP LACE -k (-Z PF�T• To 6 � NWn o-c 5ly-WE, f- M- 5-MLA-S 0 IS i )C)7 0 r,e SST • `�O�iS OOT "I 0 - 9-E�Q -812 - r- Npt�-. - O K. in c• 1890 NOTICE TO PERMITTEE AND/OR OWNER PARTIAL APPROVAL VIOLATION U) CORRECTIONS REQUIRED Permit Number q Owner f u t') Job Address 1 T NO PERMIT -STOP WORK -REMOVE CONSTRUCTION OR OBTAIN PERMIT AND MAKE WORK COMPLY WITH ALL APPLICABLE CITY CODES. CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT - STOP WORK. MAKE WORK COMPLY WITH APPROVED PLANS AND PERMIT OR REMOVE. STOP WORK - UNTIL AUTHORIZED TO CONTINUE BY CITY INSPECTOR. M CORRECTIONS LISTED BELOW MUST BE MADE: BEFORE WORK CAN BE APPROVED AND/OR THE NEXT PHASE IS STARTED; TO AVOID POSTING OF A STOP WORK ORDER, ORDER TO CORRECT, OR ABATEMENT PROCESS. F1 JOB CARD MUST BE POSTED ON SITE AND BE VISIBLE FROM STREET. I 1 APPROVED PLANS MUST BE AVAILABLE TO INSPECTOR ON SITE. LjWORK DESCRIBED BELOW HAS BEEN INSPECTED AND IS APPROVED. CONTACT INSPECTOR AND ARRANGE FOR APPOINTMENT. RECALL FOR INSPECTION. 0 7w� OEM It f i r a_ MIM Z THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES MAY BE APPLIED. FOR INSPECTIONS CALL 771-0220. LjBuilding Division Planning Department Engineering Department Fire Department CITY OF E MONDS Inspector 10 loa Date !h C. 189v CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771.0221 DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering February 1, 2000 Mr. Jeffrey S. Haynes, PE CG Engineering 111 Main Street, Suite 106 Edmonds, WA 98020 SUBJECT: Proposed Hotel Addition at 130 West Dayton Street (ADB-98-120) (Plan Review 98-311) Dear Mr. Haynes: GARY HAAKENSON MAYOR The City Engineer reviewed and approved your revised civil site design. The designed finished floor elevation of 14.67 is very close to the flood plain elevation indicated on the Flood Insurance Rate Map revised by the Federal Emergency Management Agency on February 19, 1986. Construction approval of the plans is not intended nor implied to authorize exemption to the FEMA rules or City of Edmonds Development Code 19.97. If you have any questions, do not hesitate to contact me at (425) 775-7744. Sincerely, GORDON C. HYDE Development Services Engineer GCH/cmc c: DST Mr. Joe Donohou (Fax) 206-363-1788 Mr. Dick Beselin (Fax) 425-774-8993 GAENGR\G0RDY\8120c.D0C • Incorporated August 11, 1890 • Sister Citv - Hekinan. Jar)an Parking calculations for.Harbor Square Compiled 10/30/98 Building Suite ..yton Building 101, Sq. Ft. • 1863- Tenant Rece to en Lab Standard 112 emp0.5 numeri I cS Units numericu 4 emp4 2 2- 102 SL Q-Phaima - Lab 112 emp 0.5 4 emp 4 2 2 101A 2400 Gr Hammons Manufac 11600 0.001667 4100 sq ft 4100 6.833333 7 202,203 3416 Bluewater Sys Office w/o on site customer service 1/800 0.00125 3416 sq ft 3416 4.27 4 4885 Chambers- Office w/ on site customer service 11400 0,0025, 4685 sq ft 4685 12 104 2287 BPAS Office W/o 11800400 0.0025 2287 sg ft 2287 5.7175 6 103 197 Vacant storage warehouse Illemp 1 0 emp 0 0 0 Bulding 1 total 14,496 334 Building 2 i IN Dayton 81 1032 Global Express Office w/ 11400 0.0025 1032 sq ft 1032 2.58 3 B3 1104 VMI Office w/o 11800 0.00125 1104 sq ft 1104 1.38 1 B4 504 Edmonds Ins. Inc. Office w/ 1/400 0.0025 504 sq It 504 1.26 1 B6 3240 Exec sery Office w/o 1/800 0.00125 3240 sq ft 3240 4.05 4 CS 441, Changes Office w/o 1/800 0.00125 441 ft 441 0.55125 1 Ct 1788 Mange NW Office w/o 11800 0,00125 1788 sq ft ' 1788 Z235 ' 2 400 Skore Const Office w/o 1/800 0.00125 400 sq ft 400 0.5 1 723 RA Potter Office w/o 11800 0.00125 723 sq ft 723 0,90375 1 C4 395 Strange Office w/o 11800 0,00125 395 sq ft 395 0.49375 0 A7 6910 Skippers Office w/o 11800 0.00125 6910 sq It 6910 8.6375 9 B2-- - 620 K be Salon 11600 0.001667 620 N ft 620 1.033333 1 C2 1632 Castner Dental Clinic Dental Office 1/200 0.003333 1632 pq it 1632 8.16 8 131 3353 Joe s Caf6 Restaurant 11200 0.005 3353 sq ft 3353 16.765 17 D9 2180 1st Western Officetce w/o 1/800 0.00125 2180 sq ft 2180 2.725 3 C3 1915 Harbor Room storage warehouse 1/emp 1 0 emp 0 0 0 135 1035 George Gat in Office wl 1/400 0.0025 1035 sq ft, 1035 2.5875 3 131 1321 Cascade Room storage warehouse I/emp 1 O emp 0 0 0 B5' 465 Vacant storage warehouse Ilemp 1 0 emp 0 0 0 Bulding 2 total 25,357 55 Building 3 110 IN Dayton 101 5836 Howard Manville gallery 11800 OA0125 5836 sq It 5836 T295 7 105 720 InC Chaplin Office wio 11800 0.00125 720 sq It 720 0,9 1 104 860 J-Pac Office w/o 1/800 0.00125 860 §g It 860 1.075 1 201 3315 Thoreson Acc. Office w/ 1/400 0,0025 3315 sq it 3315 8.2875 8 202 2401 Clean Sound Office w/o 11800 0.00125 2401 sq ft 2401 3.00125 3 205 2421 SCI Office w/o 11800 0.00125 2421 sq It 2421 3.02625 3 Bulding 3 total 15,553 23 Building 4 :r IN Dayton 101 3505 Marine en . Re air 1lB00 0.001667 3505 sq It 3505 5.841667 6 102A 573 IFH Office w/o 1/800 0.00125 573 sq ft 573 0.71625 1 102B 457 Moore Clark Office w/o 11800 0.00125 457 sq It 457 0.57125 1 102 1595 Vacant storage warehouse ilemp 1 0 em 0 0 0 102C 1632 Vacant storage warehouse 1/emp 1 0 emp 0 0 0 102C 224 Storage Warehouse storage warehouse 1/emp 1 0 emp 0 0 0 105 637 SKF Office w/o 1/800 0.00125 637 sq ft 637 0.79625 1 103 1300 Nazarene Office w/o 11800 0.00125 1300 sq ft 1300 1.625 2 201 2101 Kim Hansen Ent Office w/o 11800. 0M125 2101 §g ft 2101 2.62625 3 101A 1854 Chambers Office w/ 1/800 0.00125 1654 sq ft ' 1854 Z3175 2 2028 250 Vacant storage warehouse Ilemp 1 0 emp 0 0 0 202C 392 SCS Office w/o 11800 0.00125 392 sq ft 392 0.49 0 202D 468 Office w!o 11800 0.00125 458 sq ft 458 0.5725 1 202A 2021 491 _furC_ar Innova Grp Office w/o 1/800 0M125 491 sg It 491 0.61375 1 202F 458, Kohout Ins. Office w/o 1/800 0.00125 458 sg ft 458 0.5725 1 250 Pacific Rim Office w/o 1/800 0.00125 250 sq ft n 250 0.3125 0 2021 260 Brook Hansen Trans Office w/o 11800 0.00125 260 sq ft 260 0.325 0 202J 521 Vacant Office w/o 1/800 0.00125 521 sq ft 521 0.65125 1 202H 260 Jensen Dist Office w/o 11800 0.00125 260 sq ft 260 0,325 0 Bulding 4 total 13,517 20 Dayton 101C 2224 Downey Press Office w/o 11800 0.00125 2224 ft 2224 2.78 3 101A, 1028-D 2888 Clean Water Office w/o 1/800 0.00125 2888 sq ft 2888 3.61 4 103E-D 1728 GreggHammons storage warehouse 1/em 1 0 emp0 0 0 106A-D, 103A,203 12488 CET Env Office w/o 11800 0.00125 12488 sq ft 12488 15.61 16 ' 101D 728 Accent Design Warehouse 1/emp 1 2 emp 2 2 2 Page 1 of 2 0 Parking calculations for Harbor Square 40 Compiled 10/30/98 current mix of uses. ITotal Parkina Stalls Provided in the Harbor Sauare Complex 436 1 Page 2 of 2 07/.17/98 15:06 FAX 4jibLY41.1 RE, I rs 'r ammmqq July 17, 1998 File No. .21-97-024-001-01 Mr. Warren Lafon Warren Lafon Architects 123 Fourth Avenue North Edmonds, WA 99020 ao4 BILE COPY v4 (? as ke.A -4- Cad A"'a 'Ov1 r t'nsinrrst :p v) YI �+PM 17' 9 9 'T Pl tar,�rt 4) Olt Subject: Traffic Study & Traffic Revision Harbor Square Traffic Generation - Edmonds, Dear Mr. Lafon: t✓;1 I b-� K,1. at; tfe- J Co kLu C." �) t ) V� f-A M, ashington 1Ae 'V % /ten We revised the criteria used to analyze anticipated traffic generation at Harbor Square. The new parameters include a changed hotel occupancy rate of 80 percent occupancy for O`tc 100 rooms, an additional 1,800,square feet of office space (total is now 51,205 square feet), and the additi6V'of a 300 seat conference center. The traffic generation is based on average weekday vehicular trip ends. The following table, based on the ITE Trip Generation Manual, 6rA Edition, presents the anticipated average daily trip (ADT) gereration for the project: Total ADT ITE Land Trip Generation (including 4 Land Use Use Code Rate Tennis Courts) Conference Center N/A 200 Office 710 11.01/1,000 sf 564 Warehouse 150 4.96/1,OCO sf 161 Racquet (Athletic) Club 492 17.14/1,000 sf 937 Hotel 310 8.92/occupied 714 rooms Gallery N/A 51 Restaurant 832 130.34/1,000 sf 507 Tennis Courts (4) 491 31.04/6 courts l24 Tennis Courts (3) 491 31.04/6 courts Totals _ 3,258 Total ADT (including 3 Tennis Courts) 200 564 161 937 714 51 507 93 3,227 The 300 seat conference center trip generation rate is based on phone calls to three local Reid Middleicn, Inc hotels with conference facilities, since this land use was not represented in the manual. 7281341h Street SW Please refer to the attached sheet for trip generation calculation method. 0-. 5611 200 Ewrcr woshingrnn 1`� i...�, 98204 C IV F �i!. J D 199 For 425 741.3900 07/ 17/98 15: 06 FAX �13900 REID HIDDLET0114 0 203 Mr. Warren Lafon Warren Won Architects July 17, 1998 File No. 21-97-024-001-01 Page T The gallery rate is provided in our November 14, 1997 report. The athletic club rate is based on what we believe to be the most similar land use found in the manual, which is a racquet club. Please contact me if you have any questions regarding the above data. Sincerely Reid Middleton, Inc. Wendell A. Johnson, AI Project Manager v U1CpVafonVwbo rs3.doc\wai-m y Attachment Hotel Capacity Room % Conf. Room % of conf. aft. Name Title 11 *Attendee I " Trips 11 'Trips, of Conf. Room SF Capacity Used I Stay at Hotel Drive to Hotell per day 11 per day Holiday Inn (Everett) 500 4200 40 35 Sher As. Catr. Mgr. 130 206 l 124.8 337-2900 Trina Catering Mgr. 600 5332 40 35 Sher As. Catr. Mgr. 156 249.6 jt 124.8 Trina Catering Mgr. Howard Johnson Plaza (Everett) 1000 7254 6 25 Sheryl Catering Mgr. 600 960 H 283 339.3333 Embassy Suites (Lynnwood) 450 5400 60 9 Joan Catering Mgr. 245.7 393.1211 262.08 775-2500 Adjusted for 300 person capacity Average Trips per day for300 person capacity conference room = 199-92� • Total Attendees (Capacity X °%Conf. Room Capacity Used) - 35%(Stay at Hotel) 2 X (Attendee Trips to Hotel - 20°%j (Assumed 20% of Conference Attendees who comute to conference arrive with another attendee(carpool)) Trips proportioned from size of consulted facility to site of subject facility. h:ldo6cpMafontharbsgr.xls 21.97-024.001-01 Page 1 ReidMid September 15, 1998 File No. 21-97-024-001-01 Mr. Warren LaFon Warren LaFon Architects 123 Fourth Avenue North Edmonds, WA 98020 \ SEP 17 IJ'JS ENGoNEE—RiNG Subject: Traffic Study & Traffic Revision (PM Peak Hour) Harbor Square Traffic Generation - Edmonds, Washington Dear Mr. LaFon: Reid Middleton received a telephone call from Mr. Dick Beslin regarding the subject project. Mr. Beslin advised us that not all of the improvements shown in our September 8, 1998, letter to you will be constructed, and he also clarified plans for construction on the site. 1 k wA5 A Mr. Beslin state that 3,800 squ eet of new conference rooms will be created to 3 B o o re ac the exist* g 2,915 squ feet of conference rooms, yielding a net increase of �zq� �885 square feet i conference om space. The existing 2,915 square feet of conference room will be converted to offi a space. There will be a net increase of 33 new hotel rooms, which adjusted by a 70 percent occupancy rate (reported as a national average by Mr. Beslin), yields a net increase of 23 new rooms. In addition, approximately 8,000 square feet of warehouse is being converted to create these hotel rooms, resulting in a net decrease of warehouse space on the site. The table on the enclosed page has been revised to show the new anticipated PM Peak Q�ase�d aM Hour traffic volumes generated by the Harbor Square project as described by Mr. Beslin. Since confere enters are not included in the ITE Trip Generation Manual, 6`h `N Editio , nt of the ADT trips was used to forecast the PM Peak Hour trips for this trip generators. All other PM Peak Hour volumes were taken from the ITE Trip Generation Manual, 6`h Edition. Please contact me if you have any questions regarding the above data. Sincerely, Reid Middleton, Inc. Wendell A. Joh on, Al P, PLS Project Manager bjr\,cp\lafon\harbors5.doc\waj-pwm Enclosure cc: Jamal Mehmoub, City of Edmonds Engineers Planners Surveyors C(J1A?• d".) Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, Washington 98204 Ph: 425 741-3800 Fax 425 741-3900 Harbor Square Traffic Generation PM Peak Hour Land Use ITE Land Use Code Trip Generation Rate Quantity PM Peak Hour Traffic Conference Center N/A 4.6/1,000 sf * 885 sf 4.6 Office 710 1.49/1,000 sf 2,915 sf 4.34 Warehouse (minus) 150 0.61/1,000 sf 8,000 sf -4.88 Hotel 310 0.74/occupied rooms 23 occ. rooms 17.02 Total: 21.08 Mitigation ($58/tri ): $1,222.64 * Based on average conference center traffic generation rate per 1,000 square feet of conference room space as reported in table attached to July 17, 1998 letter regarding this project. Reid iddleton a �W° • Cl) Z o Z o a o N ~ C9 >W Q W Z NSW O z g in o • U) W 0 V,Z fn W W H a t4 Z W 0 R W • • • W Z 0 LU Ix U W W F- w a cn Z w Z Z z Z o W O Z 0 U W Z W W0 zoo ►- w W LL W O •o 5 a gZ x W W ZO UU Z QLLW p � w :) m J O :3 O U_U)U) V"x El�IPH►YL CONS ULTING'ENGINEERS PROJECT NUMBER 2076 03 March 1996 CLIENT Puget West Corporation Suite 101 318 SE Everett Mall -Way Everett, Washington 98208 ATTENTION Rick Fletcher REFERENCE Harbor Inn Laundry Addition Edmonds Permit Number 960104 SUBJECT Geotechnical inspection INTRODUCTION The purpose of this report is to present the results of a geotechnical inspection of the bearing soils for the Harbor Inn Laundry Addition located at Harbor Square, Edmonds. The inspection and report were authorized by Rick Fletcher of PUGET WEST CORPORATION during a page 1 of 2 pages PUGET WEST CORP conversation with Dale C. Hemphill of . HEMPHILL CONSULTING ENGINEERS (HEMPHILL). The geotechnical inspection was conducted in accordance with requirements established by the City of Edmonds. INVESTIGATION On 29 February 1996 HEMPHILL conducted probing, penetration tests, and visual classification of the proposed bearing soils for footings and slabs. HEMPHILL also reviewed test pit logs, design calculations, and recommendations for the Harbor Inn, N the athletic club, and the adjacent retail store. Based on present and past data HEMPHILL verified that the foundation and soils can support loads in excess of 1000 psf with minimal settlement. 4041 WEST LAKE SAMMAMISH PARKWAY SOUTHEAST • BELLEVUE • WASHINGTON • 98008 • 206 6441080 �m PROJECT NUMBER 2076 03 March 1996 CONCLUSIONS HEMPHILL concludes that the foundations for the Harbor Inn Laundry Facility will be capable of safely supporting the design loads of the building within the tolerable range for a wood frame structure. There could be some minor settlement during a -seismic event, but the Dale C. Hemphill P.E. Registered Engineer No. 14777 State of Washington page 2 of 2 pages building will settle evenly with the general vicinity of the site. Any liquefaction will be minor because of the shallow thickness of the underlying sandy soils; and because of the building dimensions and composite construction of the floor and footings. 1� ,A y� OF 'WASk R 147n o Fcrs�° 1 �SfCNALE�G EXPIRES 17 FEBRUARY 1998 HrE-' �� rP HrIrL L L ;ED Fst. 1890 CTTY OF EDMONDt 121 5TH AVENUE NORTH, EDMONDS, WA 98020 (425) 771-0220 RCW 197-11-965 Adoption Notice ADOPTION OF EXISTING ENVIRONMENTAL DOCUMENT Adoption of (check appropriate box) ❑ DNS 4(EIS ❑ Other Description of current proposal: Harbor Square Inn, which is one tenant of the Harbor Square Commercial Complex, is proposing a 35 room addition with conference and meeting rooms. Proponent: Harbor Square Association, Mr. Dick Beselin, Managing Partner Location of proposal, including street address if any: 130 W. Dayton Street Title of document being adopted: Harbor Square EIS Agency that prepared document being adopted: Port of Edmonds / City of Edmonds Date adopted document was prepared: January, 1980 Description of document (or portion) being adopted: An Environmental Impact Statement (EIS) for a mixed commercial development. The EIS considered a complex with a mix of uses including retail, office, hotel, an athletic club and marine manufacturing. It also anticipated a level of intensity through bulk of buildings and number of trips generated by the facility. The current proposal falls within the perameters anticipated by the original EIS, so no new environmental determination is needed. If the document being adopted has been challenged (WAC 197-11-630), please describe: The document is available to be read at (place/time):_City of Edmonds Planninq Department at 121 5th Ave. N. from 9AM-5PM Monday through Friday. We have identified and adopted this document as being appropriate for this proposal after independent review. The document meets our environmental review needs for the current proposal and will accompany the proposal to the decision maker. Name of agency adopting document: City of Edmonds Contact person, if other than responsible official: Steve Bullock Phone: 425.771.0220 Responsible official: Jeffery S. Wilson Position/Title: Planning Supervisor Phone: 425.771.0220 WAC (4/15/98) DAFILESUteportsMPA\98120EA doc 10/30/98 .Name'of Applicant: Mailing Address: CITY OF EDMONDS COMMUNITY SERVICES DEPARTMENT 4p 250 5th Ave N 771-3202 APPLICATION FOR STREET USE PERMIT KOMO Radio 100 Fourth Avenue N., Seattle, WA 98109 Telephone Number:,. 443-4010 Date: 3/31/86 (for 4/11/86) Description of Public Place or Portion thereof desired to be used: (exhibit may be:attached) The knoll by the Harbor Square Sign by the Old National Bank. Just off Dayton. Type of Use desired.to.be.made of Public Place: Remote broadcast, 5:30-10AM, ..,-Friday, April 11. The Larry Nelson Show, KOMO Radio. If applicable, attach plans and specifications for any utility or structure to be erected and/or maintained on the Public Place: �• TEMPORARY PERMIT: Unless 'otherwise designated herein, this permit is understood by applicant to be wholly of a temporary nature, that it vests no permanent right whatsoever. If the permitted .use becomes dangerous or such structure shall become insecure or unsafe or shall not be constructed, maintained or used in accordance, with the, provisions of this title, the same may be revoked and the structure and obstructions ordered removed by order of the City Engineer. If this application is for a specified period of time, the terms of said application is: INDE1AN1TY:_APplicant understands and by his signature to this application, agrees to hold the. City of Edmonds harmless from any injuries, damages or claims of any kind or description. whatsoever, foreseen or unforeseen, that may be made against the applicant or the City of Edmonds, or any of its department or employees, .including but, not limited to the defense or any legal proceedings including defence costs, court costs., and attorney fees by reason of granting this permit. In addition, applicant understands that the City shall be provided a certificate of insurance to indemnify and hold the City..of'Edmonds harmless from all claims and/or�property damage, naming the City of Edmonds as, an also insured. APPLICATI.ON.OF CHAPTER 18.70 OF THE COMMUNITY DEVELOPMENT CODE: Applicant warrants that he has. read, or had the opportunity to read, Chapter 18.70 of the Community Development Code, attached herewith, and understands that all terms of that Ordinance :are :incorporated herein as if set forth in full and this application and permi..t..therefore are subject to the terms of thati6,hapter�f the Edmonds City Code. / � , 7 %'— -51,Vo/ Applicant's Si nature ate :v� s City of Edmonds, Commune y Services Department APPLICATION FOR STREET USE PERMIT - - Page 2 Approval (and Agreement, if applicable) of Abutting Property Owners: SIGNATURE PRINTED NAME ADDRESS DATE DO NOT WRITE BELOW THIS LINE (To be completed by Issuing Agency) City Council Approval (if applA cable)(Attach Minute Entry): ADB Approval (if applicable)(Attach Minute Entry): Building Official Approval (if applicable): Signature Date Provision for Indemnity: Terms and Provision of Performance Bond, if applicable: PERMIT AUTHORIZATION BY: PERMIT NO. Remarks/Comments: r� L 44 Si nature 61 to Date Issued: '¢ /8Ano _ Permit Fee: -f25- 0 �II ®�UU ISSUE DATE (MM/DD/YY) 4/4/86 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS Johnson & Higgins of Washington NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. 1215 Fourth Ave.. Seattle, Washington 98161 C®MPAMES AFFORDING G COVERAGE COMPANY Q LETTER General Insurance Company of Ameri COMPANY LETTER Q INSURED COMPANY LETTER Fisher Broadcasting Inc. (KOMO) Fisher Companies Inc. COMPANY D LETTER 100 Fourth Avenue N. Seattle, Washington 98109 COMPANY p LETTER 0 THIS IS TO CERTIFY THAT POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERN.? OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS, AND CONDI- TIONS OF SUCH POLICIES. CO LTR TYPE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE DATE (MWDD/YY) POLICY EXPIRATION DATE (MWOD/YY) LIABILITY LIMITS IN THOUSANDS EACH OCCURRENCE AGGREGATE GENERAL LIABILITY BODILY X COMPREHENSIVE FORM C P 7 7 3 3 3 6 D 12 / 31 / 8 5 12 / 31 / 8 6 INJURY $1 , 0 0 0. $1, 0 0 0. X PREMISES/OPERATIONS UNDERGROUND X EXPLOSION & COLLAPSE HAZARD DAMAGE $ 500. $ 500. X PRODUCTS/COMPLETED OPERATIONS BUILDING A CONTRACTUAL BI 8PD COMBINED $ $ INDEPENDENT CONTRACTORS I� p q APR 8 0 X BROAD FORM PROPERTY DAMAGE 1986 X PERSONAL INJURY PERSONAL INJURY $1 , 0 0 0 . X AUTOMOBILE LIABILITY BODILY ANY AUTO INJURY (PER PERSON) $ ALL OWNED AUTOS (PRIV. PASS.) BODILY OTHER THAN ALL OWNED AUTOS (OTHER PASS INJURY (PER ACCIDENT) $ HIRED AUTOS PROPERTY NON -OWNED AUTOS DAMAGE $ GARAGE LIABILITY BI 8 PD COMBINED 1 $ EXCESS LIABILITY UMBRELLA FORM BI & PD COMBINED $ $ OTHER THAN UMBRELLA FORM STATUTORY WORKERS' COMPENSATION $ (EACH ACCIDENT) AND $ (DISEASE -POLICY LIMIT) EMPLOYERS' LIABILITY $ (DISEASE -EACH EMPLOYEE) OTHER DESCRIPTION OF OPERATIONS/LOCATIONSNEHICLES/SPECIAL ITEMS It is understood and agreed that the City of Edmonds is named as an additio insured, and held harmless from all claims and/or property damage as pertai to th P Named' 0�7 _�e_�iir�q_to Street Permit of 4 11 86. City of Edmonds SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EX- PIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO Community Services Department MAIL 3 0 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE 250 5 t h Ave. N . LEFT, BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY ON 109 COMP Y, ITS AGENTS OR REPRES TATIVES. Edmonds, Washington 98020 AUTHo DF3EP ES NR. IV _* �a ia. as 1 t' CITY OF EDMONDS ASSET INFORMATION SHEET [ J NEW • ❑ ADDITION ❑ RETIREMENT ASSET NO. 06 ?5z F ADDITION TO ASSET NO. DESCRIPTION ,r1 CC SERIAL NO. LOCATION DENO Pj{N.O J **PURCHASE ORDER NO, PURCHASE ORDER DATE COST *PROJECT NUMBER PROJECT COMPLETION DATE l/d COST B.A.R.S. ACCOUNT N0.��-OGtD • ESTIMATED LIFE r INITIATED BY DATE APPROVED BY **SUBMIT ASSET INFORMATION SHEET WITH FINAL PAYMENT REQUEST *SUBMIT ASSET INFORMATION SHEET UPON CLOSE OF PROJECT ACCOUNTING ONLY lam" DEPRECIATE MONTHLY DEPRECIATION AMOUNT ANNUAL DEPRECIATION AMOUNT • G.L. ENTRY REFERENCE DATE '� VERIFIED BY PROCESSED INITIAL UP1 DEPARTMENT FILE N 1 r Fla Zone � Carner a_ Setbacks Required Actual PROPOSED OUTDOOR POOL AND SPA Front HARBOR INN HOTEL Xz t-crL` / IP00' 6vf �-7r r� SarJ l ' i" Rear � � i�aESides tA ,,t,��.y ay A- 5%bS`t�'AA%li� ter-�G� Rear 130 W . DAYTON tort ! -1 N lh-�L�th-- 1,,/�/o raRr v1 � 5 -other WA. �+ Hip t EDMONDS, p� ,J-}-ptsri2ll�— PARKING SPACES REOT. _ I � 7 c.1c- Ot-e— t BA,7 3 ! A — S �- I PARKING SPACES PROPOSEry A > SAc v ►�" BARRIER FREE PARKING SPACES: C'hC5 ACE 56,&F44ZSM4 tf+ f-t PT, POOL TECH CONSTRUCTION - CONTRACTOR .cw f - - , - Ex -'M - D� LICENSE # PTCON 137 LR _ - - - _ _ _ - _ • '�° , °• G-4!F u (425)775-9650 is _ - AM- 7aui i.7l&fr\ _ _ _ = 5 NEW Sim P a+tpjs T f*T t _ oc , T N - .- _ QA� ST/ N G s � Svc _ ro F _ r-r_ _ _" Rants �tY� L tau4ev _ /rviPr,�wcxcS _ .. X. p N.-TD- '1J S ! - S-Tb. Rat s • t - ( - r to G _ - era Poo s p.>} _ . r'SLaZ � �G� — — _ 6 / -. -- CYtSi7MG► ltu..._l.LPGr1V rZ.i/cL�7Si�n> EJCi5TNv6. A'tb�A� 6 • Jh"a lira � - SCALE - I IN. = 10 FT. EQv� P HARBOR INN HOTEL 130 W. DAYTON EDMONDS, WA. 98020 PROPOSED OUTDOOR POOL AND SPA Pool Tech Construction 21805 98th Ave. W. Edmonds, Wa. 98020 (425)775-9650 Environmental Health Review by Joe Dominczyk Engineering Consultants NW 35717 Pacific Hwy. S. FEDERAL Way, WA 98003 253-952-7797 Phone 253-952-7799 Fax 'fir i sr� N r^ Gawss. � 6:14N OSCi s EX C- 9 &, "6—" C-- K. %S-r ry'ZC�l1 P6OL IV WWI /Ex�.Ti ar �Xlsrl-l6, �(AIt_G/nl� IF S i 44-SS-e�teY�SeD �� Sr�rClas �'G�iNli k ty L-b Lb UC i f,a New KeYL-b L`b:�.:2r�F I L. Cg —4, CA1'C p ()0� -7cir,�✓Cci e's rjC-Lr'�A�UIyL�JN�+' ` cis S� Poo`/5�.4 KAW i ON SS — 5 6z St+ALL Fp-OM stoCiwc s_ sir 0 ►� �Q 10. V r � 7,41 dkig pallCal NEiV s'nQtP N TAM-, -VgMQS 1v E*I1.77N4 ,.4i ft EXISTING ^''ECµ Nlul (� fQOPUSED PA' L New Pool 01 DEs�c.N � S NMu2tt GA5 JUL 16 2007 BU1LDWR DEPARTMENT CITY OOF/E�D�MOIVDS 5�9�07 STREET FILE GENERAL NOTES 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE 15. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. CITY OF EDMONDS STANDARDS, THE FOLLOWING SPECIFICATIONS AND CODES, FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED RULES AND REGULATIONS: ON THE PLANS. -1997 UNIFORM BUILDING CODE 16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN -1998 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE MUNICIPAL CONSTRUCTION APPROVED BY THE ENGINEER. -WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT 17. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM. 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER 18. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR TO WSDOT STANDARD PLANS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION. INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS. 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER 19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE CONSTRUCTION IS IN PROGRESS. SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF !N ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS. RECORD AND THE LOCAL GOVERNING AUTHORITY. 20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE- PLANS ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE ON A SET OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE ''RADING- AND EROSION CONTROL REQUIREMENTS. OWNER PRIOR TO PROJECT COMPLETION AND ACCEPTANCE. - -'. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. `>I,'EEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON VAL. HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM 22. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED. AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE 23.: SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY CONTOURS OR SPOT ELEVATIONS SHOWN. LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER 24. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION SLOPE FOR A MINIMUM DISTANCE OF 10 FEET. OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND 25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BEFORE TRENCHING FOR NEW UTILITIES. CG ENGINEERING ASSUMES NO BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING SI"IORING AND BRACING, AS REQUIRED. CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION 26. CONTRACTOR SHALL NOTIFY THE LOCAL FIRE MARSHAL TWENTY-FOUR (24) SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. HOURS IN ADVANCE OF ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN REPRESENTATIVE OF ANY DISCREPANCIES. APPROVAL FROM THE FIRE MARSHAL. 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO 27, COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY FIELD CONDITIONS. RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTING UTILITIES SHALL (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE BE MADE ONLY WITH THE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT SAID UTILITIES AND WITH 48 HOURS ADVANCE NOTICE. COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT. 28., EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. INSPECTED AND ACCEPTED BY OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. 13. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON 29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. DIPAENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE. PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED 30. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, STRUCTURAL FILL PER GEOTECHNICAL REPORT. PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES. 14. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS 31. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE UTILITIES WITHIN THE BUILDING. FEATURES. 32. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. 33. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM. M11:o DAYTON ST. U;�1�c�1~I-I�ITII.X•�::; I 1 NNI PROJECT SITE { i S23 T27N R3E ENGINIEeRING 111 MAIN STREET, SUITE 106 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 in EXPIRES:1 1/07/00 I ///m/ft I SHEET INDEX C1.1 COVER SHEET C2.1 TESC PLAN & NOTES C3.1 DRAINAGE PLAN & NOTES C4.1 WATER AND SEWER PLAN C5.1 SITE IMPROVEMENT PLAN o p W C5.2 SITE IMPROVEMENT DETAILS a_ M �o U c.. W� w� OWNER ° DICK BESELIN ^� ASSOCIATED MANAGEMENT;: 120 W. DAYTON, SUITE ,B-6"" 1. EDMONDS, WA 98020 D-_SIGN: cwK (425) 774-8993 Dr-:AwN: cwK CHECK: JSH JOB NO: 99100.20 DATUM DATE: 9-17-99 DATUM: MEAN LOWER LOW WATER (MLLW) BENCHMARK: NW BOLT OF STEEL YARD LIGHT POLE AT NE CORNER OF INTERSECTION OF DAYTON AND RAILROAD 1RACK. ELEVATION = 15.83 FEET z O z p z N W p W zz Q o z <c cn F_ _ V p IY . � Q m 0W ° p :2 z Q tM a W Z �I SHEET: APPROVED FOR CONSTRUCTION M i aj,cry TEMPORARY EROSION CON SrAI F- 1 = qn I 20 3y 1 1111i.:sX9p?u4.vi� s�TMt3r N u%1^ 1 .,�AiP{'fAAdu CONSTRUCTION KEYNOTES OCATCH BASIN INLET PROTECTION PER DETAIL THIS SHEET. OCLEARING LIMITS. EROSION CONTROL NOTES 1. ADJACENT ROADS SHALL BE THOROUGHLY CLEANED OF ANY SEDIMENT TRACKED FROM THE PROJECT SITE AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED BY SHOVELING OR SWEEPING AND SHALL BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT HAS BEEN REMOVED AS DESCRIBED ABOVE. 2. ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPLICATION OF BEST MANAGEMENT PRACTICES (BMP'S), INCLUDING BUT NOT LIMITED TO SOD, HYDROSEEDING, OR OTHER VEGETATION, OR MULCHING. NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO (2) DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN (7) DAYS FROM MAY 1 THROUGH SEPTEMBER 30. STOCKPILES MAY BE STABILIZED BY PLASTIC COVERING PROVIDED THAT AN APPROVED SEDIMENT BARRIER IS INSTALLED ALONG THE DOWNHILL PERIMETER OF THE STOCKPILE AND CONCENTRATED RUNOFF FROM THE STOCKPILE AREA IS PREVENTED. 3. ALL EROSION AND SEDIMENT CONTROL BMP'S SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OWNER OR THEIR REPRESENTATIVE TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. CONSTRUCTION SEQUENCE 1. FLAG LIMITS OF CONSTRUCTION. 2. INSTALL CATCH BASIN INLET CONTROL 3. SAWCUT AND REMOVE EXISTING ASPHALT, 4 EXCAVATE FOR BUILDING FOUNDATIONS. 5. STABILIZE DENUDED AREAS PER ESC NOTES. 6. INSTALL ALL UTILITIES PER PLANS. 7. ALL EROSION CONTROL MEASURES SHALL REMAIN IN PLACE UNTIL CONSTRUCTION AREAS ARE STABILIZED. 8. REMOVE ALL TESCP FACILITIES ONLY AFTER SITE IMPROVEMENTS HAVE BEEN CONSTRUCTED AND ENTIRE SITE HAS BEEN STABILIZED. t�x7s, 4�§�4h�■ it �wi��*�"��` sxn a Ar EXPIRES) 1 /07/00 I ////7/!!1 z O �- W U E3 � c' w o v W rn Y a DESIGN: CWK DRAWN: CWK CHECK: JSH JOB NO: 99100.20 DATE: 9-17-99 SECURE FABRIC TO PAVEMENT W/ 16d NAILS REMOVE & REPLACE CATCH BASIN GRATE TO INSTALL FILTER FABRIC ':�� FILTER FABRIC. EXISTING REPLACE AS NECESSARY CATCH BASIN DURING CONSTRUCTION. FILTERED WATER NOTE: V) DO NOT ALLOW COLLECTED SEDIMENT TO FALL INTO W CATCH BASIN SUMP WHEN REPLACING FILTER FABRIC. O CATCHBASIN SEDIMENT PROTECTION o Z NTS Z F 0 V) H< Z Z H — ON CL Ll . 0 00 z U o c': U• N U Z Q MID W Q = r UJ � W APPROVED FOR CONSTRUCTION Wcy DATE SHEET: CALL BEFORE YOU DIG 1-800-424-5555 i Ln o Q 0 0 r., z CD RAINAGE 'Al P. 1 = PLAN To 20 3.35 11.6 3.13 = 11.1 11.2 0 10 20 40 CONSTRUCTION KEYNOTES - STORM DRAINAGE O6" DIA PVC TIGHTLINE FOR ROOF DOWNSPOUTS. S=0.01 MIN. 4" DIA PVC TIGHTLINE FOR MIN. BUILDING FOUNDATION DRAINS. S=0.01 OTERMINATE FOOTING AND DOWNSPOUT DRAIN LINES AND CAP. MARK EACH WITH REBAR STAKE TO GRADE. {O CLEANOUT eNGINGeRING 111 MAIN STREET, SUITE 106 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 NEW 6" PVC STORM PIPE NOT USED OPATIO DRAIN PER ARCH DWGS. ADJUST CATCH BASIN RIM=14.37 ADJUST CATCH BASIN RIM=14.8 728 SlONet . "� NOTES N. W 1. ALL STORM SEWER PIPE HALL CONFORM WITH THE C TY OF EDMONDS STANDARDS AND SPECIFICATIONS. 2. PIPE SHALL BE PLACED ON STAB , OR COMPACTED GRA ATERIAL 3. BAC LL SHALL BE PLACED EQUA ON BOTH SIDES OF THE PIPE OR PIPE -ARCH IN LAYERS WITH A LO VE�EPTH , MAXIMUM DEPTH 8", THOROUGHLY TAMPING EACH LAYER. COMPACTED LAYER TEND FOR ONE DIAMETER ON EACH SIDE OF THE PIPE OR TO THE SIDE OF THE TRENCH. (REFER TO WSDOT STANDARD SPECIFICATION 7-04.3(3) AND STANDARD SPECIFICATION 2-03.3(14)C, METHOD B & C. 4. BACKFILL AROUND PIPE MUST BE COMPACTED TO A SPECIFIED AASHTO T-99 DENSITY OF 90% USE REASONABLE CARE IN HANDLING AND INSTALLATION. 5. ALL DRAINAGE PIPE COUPLINGS, FITTINGS, ADAPTERS & APPURTENANCES SHALL BE SPECIFICALLY DESIGNED FOR THE INSTALLED PIPE AND SHALL BE INSTALLED PER MANUFACTURES RECOMMENDATIONS. CATCH BASINS AND MANHOLES 1. ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE NOTED. 2. ALL CATCH BASINS WITH A DEPTH OVER 5.0 FEET TO THE FLOW LINE SHALL BE A TYPE II CB OR LARGER (MANHOLE). 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MANHOLE, INLET, AND CATCH BASIN FRAMES AND GRATES JUST PRIOR TOP NG'OF'%tIR D PAVING. 4. ALL GRATES SHALL BE DEFIR 0.1 FEET BELOW PAVEM VEL 5. ALL TYPE II CATCH BASI ANHOLES, INLET, AND CATCH BASINS LL HAVE LOCKING LIDS. 6. STANDARD LADDER S S SHALL BE PROVIDED IN ALL CATCH BASINS ND gNHB SL- EXCEEDING 5 7. CATCH BASIN GRATES SHALL BE PER CITY OF EDMONDS PUBLIC WORKS STANDARD PLANS. APPROVED FOR CONSTRUCTION i EXPIRES:11 /07/00 li//ir/ 7 71 z 0 F� U v w oa rn c w rn a N O Y DESIGN. CWK DRAWN: CWK CHECK: JSH I JOB NO: 99100.20 DATE: 9-17-99 V) I..LI 0 Z Z 0 Z �t O Z N J n, O � Z Z >>--- �' L,J 0 Z o C' p— ocy •o Z 00 Z <t m 0 .� w 0: Z <"t M m Q + t— Ld -� SHEET: ' ` �zl.�,,m'amn✓<s�.1�n1°" k�xtw�hc5i� d I CXALL BEFORE1-800-424-5555i SEWER & S(:AI F• 1 = WAT17P PI AN CALL BEFORE YOU DIG 1-800-424-5555 ELECTRICAL METER 20 IRE 13.35 11.6 KEYNOTES - WATER 2 1/2" POLYETHYLENE OR COPPER R SEES NOTE 7. 4" FW SERVICE FOR SPRINKLER SYSTEM PER FIRE DEPARTMENT REQUIREMENTS. L�j SEE NOTE 7. _l---j TERMINATE DW LINE AND CAP' MARK WITH REBAR. STAKE TO 4 I NOT USED NOT USED 4„ DI CL52 DI FW SERVICE. SEE NOTE 7. FUTURE USE. DOUBLE CHM-DElfC'TOR VALVE ASSEMBLY, POST INDICATOR VALVE AND FIRE DEPARTMENT CONNECTION PER CITY OF . E �s k SIA�DARD EPARTMENT REQ'MTS. LOCATE 00Ts10c or VD4iCLE4 7�1 TPvAVEL AREA. 1 NOT USED IS DI FITII ND THRUST BLOCK,/r PER CITY OF DS__514MRDS. S j s, 10 GATE VALVE, VALVE BOX AND EXTENSION EXPIRES:11 PER CITY OF EDMONDS STANDARDS. WATER MAIN EASEMENT AF 8212035007, R.O.S. BOOK 16, PAGE 260 WATER NOTES 1. APPROXIMATE LOCATIONS OF EXISTING UTILITIES HAVE BEEN OBTAINED FROM AVAILABLE RECORDS AND ARE SHOWN FOR CONVENIENCE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF LOCATIONS AND TO AVOID DAMAGE TO ANY ADDITIONAL UTILITIES NOT SHOWN. IF CONFLICTS WITH EXISTING UTILITIES ARISE DURING CONSTRUCTION, THE CONTRACTOR SHALL NOTIFY THE PUBLIC WORKS INSPECTOR AND ANY CHANGES REQUIRED SHALL BE APPROVED BY THE CITY ENGINEER PRIOR TO COMMENCEMENT OF RELATED CONSTRUCTION OF THE PROJECT. z O 2. NO CONNECTION TO THE EXISTING MAIN WILL BE ALLOWED EXCEPT p BY MEANS OF AN APPROVED BACKFLOW PREVENTION DEVICE o- a PRIOR TO SATISFACTORY FLUSHING, TESTING, DISINFECTION, AND RECEIPT U o 0 OF SATISFACTORY BACTERIOLOGICAL TEST RESULTS. cn c' C-' 3. TAPS ON EXISTING MAINS WILL BE MADE BY: THE CITY AT THE DEVELOPER'S EXPENSE. w 4. ALL WORK AND MATERIALS MUST CONFORM TO THE CITY OF EDMONDS STANDARDS. 5. THE CITY OF EDMONDS ENGINEERING DEPARTMENT CONSTRUCTION DIVISION MUST BE NOTIFIED AT LEAST 24 HOURS PRIOR TO COMMENCING CONSTRUCTION. w C" Q, 6. ADJUST THE DEPTH OF THE WATER LINES AS REQUIRED TO PROVIDE ADEQU f- Sfc 0 T o o CD i 7. DW AND FW METER AND LINE SIZES HAVE BEEN PRELIMINARILY SIZED FOR AGENCY REVIEW PURPOSES. ACTUAL DW AND FW METER AND LINE SIZES AND APPURTENANCES SHALL BE DETERMINED BY THE DESIGN BUILD Y CONTRACTOR AJD/OR THE MECH. ENGINEER AND MAY DIFFER FROM THOSE SHOWN ON THE PLANS. CONTRACTOR SHALL VERIFY ACTUAL REQUIREMENTS FOR DW AND FW SERVICE SIZE AND LOCATION WITH DESIGN BUILD CONTRACTOR ATD/OR THE MECHANICAL ENGINEER PRIOR TO CONSTRUCTION. WITH ACaozy APPRDV DESIGN: CWK DRAWN: CWK CHECK: JSH CONSTRUCTION KEYNOTES - SANITARY SEINER JOB NO: 99100.20 RIM - 13.13 1 CONNECTION POINT FOR BUILDING SS. DATE: 9-17-99 SW, IE = 1 1.1 VERIFY INVERT AND LOCATION WITH MECH. ENGINEER. N, IE = 1 1 .2 2 CONNECT 6-INCH SANITARY SEWER LINE TO EXISTING SEWER PER CITY OF EDMONDS STANDARDS. VERIFY SIZE, LOCATION AND DEPTH PRIOR TO CONSTRUCTION. 3 . CLEANOUT PER CITY OF EDMONDS STANDARDS. 4 6-INCH PVC SIDE SEWER a, 1 Y I -u�M�i � r*�m�;t�+*v� + 1 SANITARY SEWER NOTES 1. CONTRACTOR TO FIELD VERIFY LOCATION OF SS LINES. 2. NO PART OF THE SANITARY SEWER SHALL BE COVERED, CONCEALED OR PUT INTO USE UNTIL IT HAS BEEN TESTED, INSPECTED AND APPROVED BY THE CITY INSPECTOR. 3. APPROXIMATE LOCATIONS OF EXISTING UTILITIES HAVE BEEN OBTAINED FROM AVAILABLE RECORDS AND ARE SHOWN FOR CONVENIENCE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICA11ON OF LOCATIONS AND TO AVOID DAMAGE TO ANY ADDITIONAL UTILITIES NOT SHOWN. IF CONFLICTS WITH EXISTING UTILITIES ARISE DURING CONSTRUCTION, THE CONTRACTOR SHALL NOTIFY THE PUBLIC WORKS INSPECTOR AND ANY CHANGES REQUIRED SHALL BE APPROVED BY THE CITY ENGINEER PRIOR TO COMMENCEMENT OF RELATED CONSTRUCTION OF THE PROJECT. APPROVED FOR CONSTRUCTION DATE NJ s z O CY_ � W z o -117 � o V) '< z z >— � Oz Q V) . Es . 0 ,, 00 �z W o 3:: w O w U 161 Q = 4-- W V Z w SH EET: e GAS VAULT EXIST. ATHLETIC CLUB TJB BUJ Gm SITE IMPROVEMENT PLAN m St:AI F• 1 = 9n _ I I i.75 NC. SIDEWALK - EXIST. TH 20 0 10 20 CONSTRUCTION NOTES `1 SAWCUT EXISTING PAVEMENT. 2 NEW PAVING. 3 NEW ROADWAY SECTION PER DI SHT C5.2 4 ONE WAY, DO NOT ENTER SIGN APPROVED FOR CONSTRUCTION �. I ENGINEER DATE 111 MAIN STREET, SUITE 106 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 S tiw ��1� , 1 EXPIRES: 11 /07/0011///7/9A z Of2 �W W o� cn W� �o Qto o� rCWK CWK JSH 99100.20 DATE: 9-17-99 z 0 H 0 z 0 z F- O .Q z z i- 0z Q 00 Z <C m 0 Z <C M a Q -r T- W SHEET: z LL J LILT 0 3 Lj U r� iJ V m U 0 W U 13.5' i 12.5' APPROVED'SUBBASE NOTE:,,THESE ARE MINIMUM THICKNESS _ 24' 10' EXISTING LANDSCAPING BUFFER C.L. -BLUE BACK- GROUND W/ WHITE SYMBOL & LETTERING -1" WHITE LETTERS W/ STD. WORDING PER HANDICAP CODE REQ'MTS 2" DIA GALV. STL POST CENTERED ON HDCP. STALL - PAINT C. 12" T_ RESERVED co 0 I -BLUE BACK- GROUND W/ WHITE SYMBOL & LETTERING -1" WHITE LETTERS W/ STD. WORDING PER HANDICAP CODE REQ'MTS 2" DIA GALV. STL POST CENTERED ON HDCP. STALL - PAINT GRID FOR LAYOUT ONLY NOT TO BE PAINTED 4'-0" ® PARKING PAINT SYMBOL W/ 4" WHITE STRIPE B.F. PARKING SIGN H.C. PARKING SIGN HANDICAP SYMBOL TYPICAL ACCESS ROADWAY SECTION TYPICAL 1! BF SIGNAGE DETAILS NTS NTS o 1:20 M RAMS'- FLUSH W SLOPE P EDGE" OF PAVEMENT 4" PAINT STRIPING- 2'-0" VEP BUMPER WHITE 2 COATS " OVEF:HANG TYPICAL ) !iis�JPER OVERHANG MAAISED PAVEMENT 4 PAINT STRIPING— _ _ _ _ _ _ _ 2 SLOPE IN OFV1%4 x12 DEEPINSCOREp (TRUNCATED DOMES) WHITE ccu A Y ® DROPPED JOINT O 2" O.C. 2 COATS) A AS& RAMP TYPIC L 4" PAINT STRIPING- 2" ° o° a WHITE (2 COATS) ° °° 1.°° (� TYPICAL o ° o e ° ° 1: 48 MAX. OR 00 1 i11:20 M K. P u °° ° o o » o� o °o ° 2 8 MAX. 0 ANY DIIRECTION- 2 SLOPE IN TYP. 0 DROPPED A Y DIRECTI E CURB & RAMP s'-0. TYP. CAD DROP AREAS 6 -0 8 -0 5 -0 at -Of 6 -0" CURB & RAM AINT TOP & FACE DF RAMP SLOPE 1:12 AREAS '-4 13/1 -4 13/16 CURB TWO COATS SLIP RESISTANT TRAFFIC YELLOW 1/2" MAX RISE 6 -0" 8.0' 5.0' 16.0' 5.0' 8.0, -� RAMP SLOPE 1: 12 B.F. STALL B.F. STALL B.F. RAMP TYPICAL BARRIER FREE PARKING STALL DETAILS NTS ASPHALT PAVING- \" MAY - ASPHALTIC CONC. PAVING ROUND TOOLED EDGE- \ RADIUS EXISTING CONC. CURB AND SIDEWALK i ; : a' ::': OO v COMPACTED ROCK BASE COMPACTED NATIVE _ OR FILL SOIL BELOW SIDEWALK ROUND TOOLED EDGE- \ RADIUS CONC. CURB AND SIDEWALK 6X6XW1.4/W1.4 WWM 0$0 � ct •:?•':: ::c::::• :f ' F--- COMPACTED ROCK BASE COMPACTED NAIVE OR FILL SOIL #4 BARS TOP & 6" 4" BOTTOM CONTINUOUS EXCEPT AT EXP. JOINTS NEW SOD FINISH GRADE ROUND TOOLED EDGE CONC SIDEWALK 6X6XW1.4/W1.4 WWM 4" THICK LAYER OF STRUCT. FILL UNDER SIDEWALK COMPACTED NATIVE OR FILL SOIL TOPSOIL SUBGRADE FINISH GRADE REMOVE EXCESS ASPHALT OVERRUN PRIOR TO INSTALLING EXTRUDED CURB EXTRUDED CONC. CURB RADIUS CORNERS BONDING SLURRY yAySPPHHALLTT PAVING 0 0 o 0 12" MAX TYP Ur . NOTE: 1. WIDEN ALL INSIDE AND OUTSIDE CORNERS 2. CUT CONTROL JOINTS AT ALL CURVE RETURN POINTS.CORNERS AND NOT TO EXCEED 15'-0* ALONG STRAIGHT CURB RUNS. 5 REBAR CTSK ANCHOR - CAP W CONC - TOOL 0 SMOOTH FINISH 1" RADIUS PRECAST CONC WHEEL STOP -1'-B" RADIUS ir) I I AGENT S%BONDING � i l TTS 't N 0 0 C 0 O0 PAVING PLAN VIEW OF CORNERS 0( l �0� prQ i1q� np qua O V 000 C8 0 V N.T.S. I I I PARKING SURFACE 6J 3. TOOL ALL EDGES SMOOTH. SIDEWALK AT PARKING STALL/RDWY SIDEWALK CURB AT RAMP WALK AT PLANTER CURB AT PLANTER CURB AT BF STA LL TYPICAL CONCRETE CURB DETAILS NTS APPROVED FOR CONSTRUCTION 111 MAIN STREET, SUITE 106 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 I= EXPIRES: 11/07/00 I /1•I"194I Hlcn rn Q co o i CHECK: JSH JOB NO: 99100.20 DATE: 9-17-99 ..I <C I— W 0 z z O Lv 0 m z Lli 0 Z= > O < z z >- � �/0 0:L 0 z i� Q ^ a 0 3::Z o N � O m II_N 0 SHEET: 18" CONC W,v IEv = 10.5 18" CONC E, IE = 10.5 SANITARY SEWER EASEMENT A R? i')n7,�rx0r. R n e CFI, RIM = 1.3.25 15" W, IE = 10.7 15" NE, IE - 10.8 15" S; IE = 10.8 — --- -- CB, RIM - 13.35 10 IE = 1 1..6 I LAWN - WATER MAIN EASEMENT AF: 8212035007, R.O.S. BOOK 16, PACE 260 LAWN -Fffter46�i �rL�►a.� d l . 3 — CB, RIM = 13.13 15" SW, IE = H . I 15" N, IE = 11.2. LAWN Lot Area: 0.84 acre Tax Account Parcel #: 27032300409600 i C STRUCTION KEYNOTES -. WATERAft `<r, 1 2 1/2" POLYETHYLENE OR COPPER DOMESTIC WATER. SERVICE. A SEE NOTE 7. + III MAIN "gTI1 goo ❑2 " FW SERVICE FOR SPRINKLER SYSTEM PER FIRE DEPARTMENT QUIREMENTS.. EDMONDS WASHINGi` E NOTE 7. PHONE (475) i�18 FAX 425 �! Itasx y �,s 3 TERM ATE DW LINE AND CAP FOR FUTURE USE. 3� MARK TH REBAR. STAKE TO GRADE. k a �tik 4❑ NOT'USED ' a „ -i K? n NOT USED' a F6 4" DI CL52 DI FW VICE. SEE NOTE 7. DOUBLE CHECK DETEC VALVE ASSEMBLY, POST INDICATOR VALVE AND FIRE DEPA, YENT CONNECTION PER .CITY OF. S :y ® EDMONDS STANDARX AR ARE DEPARTMENT REQ'MTS. /PERF HRUST BLOCKONDS STANDA S.VE BOX AND EX SION ONDS STANDARDS. WA NOTES . 1. A OXIMATE LOCATIONS OF EXISTING UTILITIES HAVE BEEN OBTAINED AVAILABLE ui RECORDS ND ARE SHOWN FOR CONVENIENCE. .THE CONTRACTOR SHA RESPONSIBLE FOR I.f VERIFICAII OF LOCATIONS AND TO AVOID DAMAGE TO ANY ADDIIT L UTIL0ES NOT SHOWN. p IF CONFLICTS 'M EXISTING UTILITIES ARISE DURING CONSTRUC11 , THE CONTRACTOR SHALL NOTIFY t THE PUBLIC WOR " INSPECTOR AND ANY CHANGES REQUIRE ALL BE APPROVED BY THE CITY -- ENGINEER PRIOR 10 OMMENCEMENT OF RELATED CONS TION OF THE PROJECT. z 2. NO CONNECTOUN'TO E EXISTING MAIN WILL BE WED EXCEPT O F� BY MEANS OF AN APPR D BACKFLOW PREVEN DEVICE a g PRIOR TO SATISFACTORY FL ING, TESTING, NFECTION, AND RECEIPT `1 r 2 11 U � 8 z ; OF SATISFACTORY BACTER OL AL TEST LTS. 9 c� _ 3. TAPS ON EXISTING MAINS WI BE E BY THE CITY AT THE DEVELOPER'S EXPENSE. wit 4. ALL. WORK AND MATERIALS MU ONFORM TO THE CITY OF EDMONDS STANDARDS. 5. THE CITY OF EDMONDS ENGI RI DEPARTMENT CONSTRUCTION DIVISION MUST BE NOIIFIED :AT' LEAST .24 HO S PRIOR COMMENCING CONSTRUCTION: �„ f' 6. ADJUST THE DEPTH OF E WATER LIN AS REQUIRED TO PROVIDE ADEQUATE Iw- i' "' SEPARATION FROM PROP D STORM LINES, 7. DW AND fB7 MET AND LINE SIZES. HAVE BE PRELIMINARILY SIZED FOR AGENCY REVIEW PURPOSES. N a A ACTUAL DW AND - ETER AND LINE SIZES AND A URTENANCES SHALL BE DETERMINED BY THE DESIGN BUILD. ,.• " CONTRACTOR.AND THE MECH. ENGINEER AND MA IFFER FROM 1HOSE SHOWN ON THE PLANS. CONTRACTOR SHALL VERIFY . 11AL REQUIREMENTS FOR DW AND FW ERVICE SIZE AND LOCATION WITH DESIGN BUILD CONTRACTOR ;4� tJq THE MECHANICAL ENGINEER 0 _CONSIRUC110N. _ __- -72 DESIGN.p,t` K,r DRAWN:',�I'M, CHECK: C . STRUCTION !(EYNOTES - SANITARY SEWER JOB NO: :9 ONNEC111114 POINT FOR BUILDING SS. DATE: IFY INVERT AND. LOCATION WITH MECH NGINEER. 2 CONNE 6-INCH SANITARY SEWE NE TO EXISTING t SEWER P CITY OF EDMONDS DARDS, u , VERIFY S1Z , LOCATION AND TH PRIOR TO CONSTRUCTION. ,t 3 CLEANOLIT PER . TY EDMONDS STANDARDS. 4I i D ' v1 4 6-INCH PV IDE SE (. .t;; ai4;; F � . �Ra I rf> n , i l fAr+i SANIT SEVIER NOTES. 1. C TRACTORID FIE VERIFY LOCA ON OF SS LINES. 2 NO PART OI= 'THE SANITARY .SEWER ALL BE COVERED, CONCEALED OR PUT INTO SE UNIIL IT HAS BEEN TESTED, INSPEC AND APPROVED BY THE CITY INSPECTOR. 3. APPROXIMATE LOCATIONS OF EXISTING LITIES HAVE BEEN OBTAINED FROM AVAILABLE RECORDS AND . AIIE SHOWN FOR CONVENIEN . THE CONTRACTOR SHALL BE RESPONSIBLE FOR h't VERIFICATION OF LOCATIONS AND TO AVOID DA GE TO ANY ADDI110NAL UTILITIES NOT SHOWN. $' IF CONFLICTS WI1H EXISIING UTILITIES ARISE DUR G CONSTRUC110N THE CONTRACTOR SHALL NOITFY z =T THE PUBLIC WORKS INSPECTOR AND ANY CHANGES EQUIRED SHALL BE APPROVED BY THE CITY 0 4'szk"ty?' ENGINEER PRIOR TO COMMENCEMENT OF RELATED C TRUCTION OF THE PROJECT. .4001 O z = ;r M O z :. 1RESUBQ m O O JUL - 2 2007 z Q I,() a 3UILDING DEPARTMENT CITY OF EDMONDS DATE SHEET xb.. r?007dHf�3 RESUB JUL 16 2007 SUILDING DEPARTMENT CITY OF EDMONDS kk < r µ " J #3 @ 12 " O.C. #3 @ 12 " O.C. 1 BARS A. BARS. #3 @ _12- O.C. I y "B" BARS .� 1 -- "B" BARS #3 --' o FLOOR SLAB REINFORCEMENT 43 @ 12 " EA. WAY FLOOR SLAB REINFORCEMENT NOTE A POOLS SHALL BE AS SHOWN #3 0 12" EA. WA j HANDRAIL )l I `- / WATER N LINE ' -I r c0 15" LONG STEP (TYP) — :•;: of ., SPRING LINE Y REINFORCING FOR SP FOR SHALLOW END OF SWIMMING POOL. STEEL DETAIL SIDE VIEW STRUCTURAL SECTION 1,/4 1 -0 PERFORATED BASKET 2"O SUCTION 2" 0 EQUALIZER T VACUUM HOSE COVER WEIR I I TILE. -STA--RITE EQUALIZER SUCTION FITTING W/ (STA—RITEE08011n 0000)OR UL DETAIL AS SHOWN ON PLAN 4,_0" SLOPE . ' MIN. 3„ 1 /4"/FT. MIN. WATER LINE _F � _ ^� N SPRINGLINE s g"R 12" R POOL SECTION A' N.T.S. 1 T 1 5 EA. 94 @ ode bealr #3 @ 12 invert, Bench GENERAL NOTES POOL.TECH CONSTRUCTION POOL NOTES 1,-2" 1 Minimum reinforcing — Grade beam - 5 ea. #4 Continuous. CONFORMANCEconorm 2- Wall and floor #3 @ 12 verf. All material and construction {ctson methods bl shed by the Washington CState rDepartment WAC, 3i_ Wall over 4 ft. depth - add #3 @ 6" verf. {' B' bars) . "Water Recreation Facile p y g j .� Lap bars 40 dia. (5) #4 CONT. of Health (latest edition) as modified by the local agent haven jurisdiction. ` o DESIGN CRITERIA SPA NOTES The pool waltls assum mare in la eral earth pressned to meet the ure (equivalent tflu'ds pressure s full . Minimum reinforcing pool is empty, ' psf) on the entire height of wall and also resulting when the pool 1- Grade beam — 5 ea. C° water assuming no lateral earth resistance for the top 2-1/2 feet of the wall. PLACE STEEL ► It is further assumed that the pool shall be poured against firm undisturbed _ W ll & floor #3 @ 12 verf. ® WALL '`� soil allowing that the top 2--1/2 feet of wall may be formed and fill provided CENTERLINE in back thereof: The soil shall' have a minimum soil bearing capacity of 2,000 3_ Wall #3 @ 8" Horiz. y j f' p7.r CE t and �- Lap bars 40 dia. #3 @ 12 " O.C. psf. The pool is not designed against hydrostatic uplift when empty therefore a pressure relief valve is to be provided at the lowest point. This (TYP HOR1Z.)ed contour and type of pool eliminates the use of forms on most of the work and therefore its ,,�.,; y • .'• ,.; / use is limited to soils whichet n beunite ishplaced. The poolthe willalso be poured h Iwill retain its shape untilgcompacted granular fill. ,� ,-•x DEPTH RA against properly installed formwork backed by a .t :. • lei :V S 5'-0" 1'- 6" StIt Allructural detail remains the same regardless of size. Total width and length may not .:;\,'� .,•.PAY to RP 6 —0 - exceed 60 ft. sand, based on dry and loose volume; , 8'-61' 2% 0" G�nite:E1E. part cement, 4-1 /2 parts r►a ��.. m $ SMOOTH "B" 2, psi si @ 28 days. STOP BARS TRANSITION Portland Cement Type I or II, ASTM C-150, seven sack mix. a' CURVE C ar2sa S3tarGGliidji�WiV:, REINFORCEMENT _ -Az Ancc intnrmarliata F(1 grade, fy = 40,000 psi, ASTM A-15. #3 @ 8 in horiz. ¢ TOP VIEW JUJ MAIN DRAIN o ,. ' 2. 045* .. SUCTION , LINE ` :.-'..:..`�,;�•_ HYDRO STATIC RELIEF : PLASTER •�:.:-' ., ::. VALVE AND 18"X18"X24" .� GRAVEL SUMP WHERE REQUIRED. MAIN DTAIfi_ INLET FITTING DETAIL MAI ®R --0. 4' MIN. AS SHOWN ON PLAN SLOPE 1 /4"/FT. MIN. I .•• 811 MIN LIGHT TILE AT STEPS n I I AAIA1 SPA SECTION B N.T.S. PUOULIX14 CSVH POOL TECH CONSTRUCTION 21805 98TH AVE. WEST D EMONDS, WA 8020 HANDRAIL STEP TILE MARK 7L-F��Wll SKIMMER SPA LENGTH & WIDTH VARY 'mT RETURN A RETURN .IGHT % DRAINS HN LEHTINEN ENGINEERING 3216 Wetmore Ave. ]Everett, WA 9802.1 L0 425-252-2373 5A CC II J—E5 _ 113 \ aBovE OFFICE I��`�' As �i-cl55 wt-N iwJN,eP2oP�=�Y\ VEST. \� OFFICE 128 IQ _ M�� A es� C-,ml ©�V D Mar > R f r��-Z tAM-� . I ll�o \ \ 10r'o ®_I l_ z7 K Y !t cc ASS i'� �� sPA /tl-�->✓ Yi N H-A4 -.i-w ELEC \ �45 MI EL,NI sr✓� � �� ,4UN�i�kyl�1' 1„I HAL WAY �� RAtE JA--r R� i}�o�'`1 S Tt� /� i N t-� RE C E I V. '� I I I � �� Dabs DPCDIi►sC`�M. 17t1� ie1C� !�C�C 13�1 1�Ey �1 CC.E�S aNL�(� 114 FIXTURE ].;,0PEN TYPE F9 y F.O. . (� <<=S. (�CCCSSoc�L/St'P� A�Yk i ��rh DLStbE ( f 1,a3 ATE I N L— J --CC — s �> >;� �-� ,css o� � . i3WFLaw AZU413LI I,a7 Alf - IMP 1 - -- — pI M I� �; 118 � 45 MIN. N 2 -' Ita9 IV RATED I , 0 ,q. — — — — — OPENING --- --- UP 4 it ® 12 _.. F.E. tNr�i . �,��K S Ins SEE DE II AP.AiNA��? Pi PG <D> ita' ea'h II/A72, NB I 5 MIN. CC 14 ArJ t �i NLO YJ E FF] TYP. IN I I EEDF.O.evie by OPt:�a1ln�:l� ERT►t �s Joe DominczYk ©i►- C - I, -� 1 FIXTURE I C TYPE F9 Engineering Consultants NW ,t - OCCUPANT 35717 Pacific Hwy. S. ' I LOAM) = �4 J �, I I 0A FEDERAL Way, WA 98003 �I �l - Q•DE � < I T C i—t �5ro SF 1 � 253-952-7797 Phone d I I I I -®� {'N�O� --- f �� ' 0 253-952-7799 Fax T _ ' Rook 122 OCCUPANT _r F LOAD 43 --SS Acc` IL- r035 SF _. N`1t 15'i"I NcC C H,4 t N Lt N K- -TPaU%�f� 1�-60L SPA w — — !SA NB F.O. t GLDIhJG�1A AIw�+ u „ w / K 9)1 CA t2po t-cK ROOF D RA N tt�1��6tVIfll,I� NON -I+} I ® LEADER Goac�.taTE 7>r cK� tv l,, TENDED E X T E N D E1. _Vt=✓L I-i'-�/-�.1=•-�t.l y ADO t.l ND 1'1-DCc-�S PA /� 5TAY >n 12� 12�✓ EX15T IN I ATHLETIC, .o. FIXTURE TYPE FS C:.LUE3 Sib�WAtrK 8r-r SE L � e- fC ,yEXISTlA1G ��/Dob `t-o MA`t"C1k �ETICa F If P-.,& FLAN FT (-oT _ - I I 5c) Ar. l:E i°f � -r00 - DeP i Ft �H,A5E k 1/042 5F - l NoS��Ct+Ae t.o►� �o✓�. a r_._.. i ' I4. JUG"� `�7 �X l Nrn O& PA R. r- 1 KI G-i PLANT 5GHEDULE QTY BOTANICAL/COMMON NAME SIRE/COM"IEIgTs ACER RUi5R11M 'RED SUNSET'/ 2" CALIPER O D SUNSET MAPLE 1ST BRANCH AT 5' 3 CHAMAECYPARIS 0. 'GRACILIS'/ '1-8' HT -FULL, SLENDER HMOKI FALSECYPRESS WELL SHAPt-D -I- I CORIUS K 'CHINENSIS'/ 8-10, HT FLOWERING DOGWOOD MATCHED O 3 PRUNUS C. NEWPORT-/ 2" CALIPER NEWPORT FLOWERING PLUM 9 QUERCUS R115RA/ 2" CALIPER RED OAK ® 54 AUrUI3A J. 'PICTURATA'/ 5 GALLON AUCU5 31 AZALEA 'HMO CRIMSON'/ 2 GALLON RED -FLOWERING AZALEA FATSIA JAPONICA/ 5 GALLON O2 F FATSIA 36" HT MIN.. 28 F'RUNUS L. 'OTTO LUYKEN'/ 18-21" SP U OTTO LUYKEN LAUREL O 20 NANDINA D. 'COMPACTA'/ 5 GALLON COMPACT NANDMA �%fl , 6� Ri-Ivt�CJ `Cur IINCsH,�� IS WHITE'/ 18-21" SP U41TE FLOMM14G RHODODENDRON 43 SARCOCOCCA RUSCIFOLIA/ 5 GALLON WINTER 5OX 10 ® THUJA O. 'SMARGAARD'/ 5-b' HT EMERALD GREEN AR5ORVITAE cent 32 wflcOVERS/PEREMIALS DRYOPTERIS ERYTHROSORA/ I GALLON AUTUMN FERN 15 GAULTHERIA PROCUMBENS/ I GALLON WNTERGREEN 24" Or, 0 20 HOSTA 'GOLD STANDARD'! 1 GALLON HOSTA ARCTOSTAPHYLOS UVA-URSI/ 1 GALLON KMNIKINNICK 30" OC x • 15ERIS S. 'SNOWFLAKE'/ I GALLON k DWARF CANDYIUFT 1s" OC •• VINCA MINOR '15OWLESY i GALLON DWARF PERIWINKLE 24" OC . •• SOD LAWN f •= CONTRACTOR TO DETEFT LINE QUANTITY NEEDED Fom S►)m WITH - Do WNnNvam RIM 9'T TOP or AT NLN tSMf Hmawom HSe9MT IH CM wwFIEV FLJSNTiM V x. 141-10z eav MAt+:s' TO Remove AIR RXIMM G.+ 41 TINS 19 3DOT8,ALL ViAM. 1 SHRUB FL ANTI NO WA Z NOT TO 9 iMX 2 STRAND TWISTM 14 OUA6E — OAL. WIRE ENCASED IN 1' VIA. REINFORCED FAMBISM HOSE 2-2' X 2' WOOD STAKES DRIVEN FIRMLY INTO W06RAVE STAKE ABOVE FIRST OR AS NECtWARY FOR FIRM SUPPORT 2' MULCH, TAPER TO e:R" — 5'SAICER FOLD BACK TOP VS OF BURLAP SFWIFIEV FLANTIN6 MIX 6' G0WA01ED MOUND OF BACICFILL SOIL X MUl" FEATIOW TO Gtwm rum emmm FM 504K TOP VS OF BUM.AP ON 8 i S PL4 M Mviol 8 OR aw P96Cm or F A.NT PIT PMMIM M AM . LUT �11 2 TIMEE3 ROOTBALL DIAM. O rNEL NOTF-5 : L CONTRACTOR SHALL 5E RESPONSIBLE FOR FAMILIARIZING HIMSELF WITH ALL OTHER SITE IMPROVEMENTS PRIOR TO STARTING LANDSCAPE WORK 2. CONTRACTOO SHALL USE CAUTION WHILE EXCAVATING TO AVOID DISTURBING ANY EXISTING UTILITIES. IF ANY ARE ENCOLINDEREM CONTRACTOR IS TO PROMPTLY ADVISE GENERAL CONTRACTOR. 3. NOTIFY GENERAL CONTRACTOR IF ANY DRAINAGE PROBLEMS ARE FOUND . DURING CONSTRUCTION. 4. INSTALL A MNIM1JM OF 4" OF 3-WAY TOPSOIL IN ALL LAWN AREAS AND INCORPORATE 3-WAY TOPSOIL INTO 5ACKFILL FOR PLANT MATERIAL AS 5096 OF MIX. 5. FINISH GRADE TO BE 1/2" 5ELOW SURFACE OF ADJACENT WALKS OR TOP OF ADJACENT CURBS. CROWN PLANTING AREAS A MINIMUM OF 12" IN 5EDS 4' OR WIDER. SUI GRADE TO 5E PROVIDED BY GENERAL CONTRACTOR. 6. ALL PLANT MATERIAL SHALL CONFORM TO AAN SATNDARDS FOR NURSERY STOCK, LATEST EDITION. 1. PLANT MATERIAL QUANTITIES ARE FOR CONVENIENCE ONLY. CONTRACTOR IS RRESPONSI15LE TO VERIY QUANTITIES FOR HIMSELF SYMBOLS ON DRAWING HAVE PRIORITY OVER QUANTITIES GIVEN ON PLANT SCHEDULE. 8. FERTILIZE ALL PLANT MATERIAL WITH AGRO TRANSPLANT FERTILIZER 4-2-2 AT MANUFACTURER'S RECOMMENDED RATES. ALSO INSTALL 21 GRAM FERTILIZER TABLETS AT A RATE OF 4 PER TREE AND 2 PER 6I4RL15S. INSTALL 2 5 GRAM TABLETS PER GROUNDCOVER S. INSTALL AMNIMUM OF 2" MEDIUM FINE BARK MULCH IN ALL PLANTING BEDS_ 10. INSTALL A 30" DIAMETER CIRCLE OF DARK AROUND TRUNKS OF TREES IN LAWN AREAS. EX I aT- ATHLETIC �0 ,CIS - E3U f L T OP L AND SCAFEE FLAN SCALEE= P = 20'-0" 14 T 1 INSTALL TR1S= SO TOP OF ROOTEV61.L IS AT SAME LEVEL IT WAS IN NURSERY. USE THRM WOOD STAKES FOR TREES 5' CALIPM OR LARES. SPACE EVt ILY A OLIND Tim. T L E FL /--%N I Nc-;7 SOALEs NOT TO SCALE CZ, L1,4E� BARK MULCH ONLY _ &A 0r- ROAD TYPE. 1 I I 1 OI= I fIZOAC) I of -- AD I I I I I )ONC—IUALK TO EXIST. I-ATH PLANNING � O � z� �a U z o a c 0 ' 4 0 o tr t3� d z U U p0 IY Q VU t (� a E }Qw V) o m(pmm til o �0 I,0 mm Y d M m u� i d�- x 4 tL OL m Vi tu h T L OL V O d01 O w �i z O N N U U o m Z dlli O� d f�� O� W� a.. OW 0— 0. LL 1111M LANDSCAPE PLAN DRAWING NO.e RECIEMM S EP 2 5 2000 BUILDING DEPT. viz � �-{� :. t 1k -a -5r4 .,: s r e _ ' / { rFkt. �" f ai xF r `� E r � � " ('+ 'p/ ✓"7 � d k� x r '� � i„I;v 9 e f . � L e � , r I L•1 1 rWy 1 t" i /. r 1 F :7. 1' I 1 iY a ,a ..) . r Sy. r' ,..IAMRdr r <y -r V r r , °d 1 1�'s• z, a, r F. i S- I. O> 1 ( l t t� t� { 1. i •1 _ r z �+ r s P s s 1 .:. Ta w.,xmiR•• r 6- t a I - � Mr..� J': J r.mr.F ri r :f sr 1 i > .r r 1. t is 1, a t t F r f tltl rr�4 t f Cry ..f s n' > 4 f' "00 i r1 - r r `r n, t:- 1. p: d , "i A i �.J k ' f' 1 ;Y f% 1 I-_ I t, r S e r!f .7 7 .r j J 1 1 G-. , ff f f� CC �: 1 J Y. 1 t t 't T 2 1 1 i s "'•i ! l ( } Y t f 3 i ! l.: r d ry gg i p { ip r ti r r Si r <^l s L `1way � . ffi@ h M a - , f - / 1 5 ;X t 4, t 4 Y { F i .r F wb^ t' t, I N' I h r i 7. i , .t 1 `r n �I f {{ J r I ✓JI l'" r.7 f r r - ti <C 5 r�. .er} i�, I t 5 S,t A - : tr. f r + / ji � y T i {F 4 / L e� � r ,, e� t ,� r • i r f } I 7 G 4 L > f � t aILilt r z 1 i ,��`• ,a�� 3 r I t 1 � J� r F a 1 1 r" $1 !rt 1, 1 t p a r 1 r 1� d•. 1 t. 4 r it S: r� ; ✓ ,•' } �. �� s f.(v r Y I /i'-:,� J (�' t - Zr(� t ? � r �L. .t:11.. 7 r sr 1 r< 7 (k'"f 1-,l tt ! r� .s �) tGi ,' >• s. .ft �' 4 h t 1 Y 1 Y i rtaey ,ez[:nremo r f t { L• ,, I r e, } 1 { i i A yy ) � t e. �r < t s.t 1 d k t: I S , r r t r A f' � c`' z I , t a r ) r4 ' y�,, 'y x,r t �M1 5 l ! r A ti 'x Y 3 t t ' y , 1 `< u 4 r }v ? 7 f o- tt 1 r I v r r r c F 3 t f P• r r s a i r t d 1 f { t 1 r ry 4F, f Sl�•v. Y C: 7 Y 1 t s 3 Y h r - t5 H 1 r r Y i , t r r tt: f t �e�0►h1:l:1w►[01 0 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE 15. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. CITY OF EDMONDS STANDARDS, THE FOLLOWING SPECIFICATIONS AND CODES, FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED RULES AND REGULATIONS: ON THE PLANS. -1997 UNIFORM BUILDING CODE 16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN -1998 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE MUNICIPAL CONSTRUCTION APPROVED BY THE ENGINEER. -WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT 17. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM. 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER 18: CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR TO WSDOT STANDARD PLANS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION. INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS. 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER 19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE CONSTRUCTION IS IN PROGRESS. SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS. RECORD AND THE LOCAL GOVERNING AUTHORITY. 20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE ON A SET OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE GRADING AND EROSION CONTROL REQUIREMENTS. OWNER PRIOR TO PROJECT COMPLETION AND ACCEPTANCE. 21'. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON 'APPROVAL. HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM 22. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED. AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE 23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY CONTOURS OR SPOT ELEVATIONS SHOWN. LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER 24. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION SLOPE FOR A MINIMUM DISTANCE OF 10 FEET. OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND 25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BEFORE TRENCHING FOR NEW UTILITIES. CG ENGINEERING ASSUMES NO BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING SHORING AND BRACING, AS REQUIRED. CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION 26. CONTRACTOR SHALL NOTIFY THE LOCAL FIRE MARSHAL TWENTY-FOUR (24) SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. HOURS IN ADVANCE OF ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN REPRESENTATIVE OF ANY DISCREPANCIES. APPROVAL FROM THE FIRE MARSHAL. 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO 27. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY FIELD CONDITIONS. RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTING UTILITIES SHALL (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE BE MADE ONLY WITH THE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT SAID UTILITIES AND WITH 48 HOURS ADVANCE NOTICE. COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT. .28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. INSPECTED AND ACCEPTED BY OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. 13. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON 29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE. PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED 30. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, STRUCTURAL FILL PER GEOTECHNICAL REPORT. PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES. 14. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS 31. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE UTILITIES WITHIN THE BUILDING. FEATURES. 32. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. 33. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM. VICINITY MAP S23 T27N R3E SHEET INDEX C1.1 COVER SHEET C2.1 TESC PLAN & NOTES C3.1 DRAINAGE PLAN & NOTES C4.1 WATER AND SEWER PLAN C5.1 SITE IMPROVEMENT PLAN C5.2 SITE IMPROVEMENT DETAILS OWNER DICK BESELIN ASSOCIATED MANAGEMENT, INC. 120 W. DAYTON, SUITE_.B,=0 EDMONDS, WA 98020' (425) 774-8993 DATUM F DATUM: MEAN LOWER LOW WATER (MLLW) BENCHMARK: NW BOLT OF 'STEEL YARD LIGHT POLE AT NE CORNER OF INTERSECTION OF DAYTON AND RAILROAD TRACK. ELEVATION = 15.83 FEET 111 MAIN STREET, SUITE 106 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 A%.j S 1 EXPIRES:11 /07/001 1 13!/ov z ofL_l) �= W a� �m U o w �7_ 0 U Y Q DESIGN: DRAWN: CHECK: %LOP70[o� DATE: CWK CWK JSH 99100.20 9-17-99 Z 0 C� Z F- 0 Z :c LEI 0 Lij �t Z Z 0 Z Q V) I. N Cf CL' • a � cef Om O 0 Z Q tna <t = !- w 0 SHEET: APPROVED FOR CONSTRUCTION A>E I s 0 0 mcm CALL BEFORE Y• DIG 1-8 0V POTR AR^/Y - 1 ;; 2O EROSION CONTROL P �� t ��_��'�r ��1 N " +:rr CONSTRUCTION KEYNOTES CATCH BASIN INLET PROTECTION PER DETAIL THIS SHEET. CLEARING LIMITS. a'lyl 1' '1 111 `,+ 1. ADJACENT ROADS SHALL BE THOROUGHLY CLEANED OF ANY SEDIMENT TRACKED FROM THE PROJECT SITE AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED BY SHOVELING OR SWEEPING AND SHALL BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT HAS BEEN REMOVED AS DESCRIBED ABOVE. 2. ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPLICATION OF BEST MANAGEMENT PRACTICES (BMP'S), INCLUDING BUT NOT LIMITED TO SOD, HYDROSEEDING, OR OTHER VEGETATION, OR MULCHING. NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO (2) DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN (7) DAYS FROM MAY 1 THROUGH SEPTEMBER 30. STOCKPILES MAY BE STABILIZED BY PLASTIC COVERING PROVIDED THAT AN APPROVED SEDIMENT BARRIER IS INSTALLED ALONG THE DOWNHILL PERIMETER OF THE STOCKPILE AND CONCENTRATED RUNOFF FROM THE STOCKPILE AREA IS PREVENTED. 3. ALL EROSION AND SEDIMENT CONTROL BMP'S SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OWNER OR THEIR REPRESENTATIVE TO ENSURE CONTINUED PERFORMANCE Of THEIR INTENDED FUNCTION. CONSTRUCTION SEQUENCE 1. FLAG LIMITS OF CONSTRUCTION. 2. INSTALL CATCH BASIN INLET CONTROL. 3. SAWCUT AND REMOVE EXISTING ASPHALT. 4 EXCAVATE FOR BUILDING FOUNDATIONS. 5. STABILIZE DENUDED AREAS PER ESC NOTES. 6. INSTALL ALL UTILITIES PER PLANS. 7. ALL EROSION CONTROL MEASURES SHALL REMAIN IN PLACE UNTIL CONSTRUCTION AREAS ARE STABILIZED. 8. REMOVE ALL TESCP FACILITIES ONLY AFTER SITE IMPROVEMENTS HAVE BEEN CONSTRUCTED AND ENTIRE SITE HAS BEEN STABILIZED. SECURE FABRIC TO - PAVEMENT W/ 16d NAILS REMOVE & REPLACE CATCH BASIN GRATE TO INSTALL FILTER FABRIC (C th FILTER FABRIC. EXISTINGAS CATCH BASIN DUR NGECONSTRUCTION FILTERED WATER NOTE: DO NOT ALLOW COLLECTED SEDIMENT TO FALL INTO CATCH BASIN SUMP WHEN REPLACING FILTER FABRIC. CATCHBASIN SEDIMENT PROTECTION NTS R APPROVED FOR CONSTRUCTION NUMVIIIIIIIIIIIII 111 MAIN STREET, SUITE 106 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 �Y S W EXPIRES:11/07/00 1 //a //vo C �I cn t 0 I"o DESIGN: CWK DRAWN: CWK CHECK: JSH JOB NO: 99100.20 DATE: 9-17-99 V) w z p O z C.� z 4 O t) I-- < 'z- m <C / { — O Q m v , U z Q M a ICJ � Q = r W Z W SHEET: h w� 1 � b CB, RIM = 13.35 10 " S , IE = 11.6 V Ll, 1 %11YI - I -.-- 18" CONC W, IE = 10.5 18" CONC E, IE = 10.5 CALL BEFORE YOU DIG 1-800-424-5555 S2' 727" "" CONSTRUCTION KEYNOTES — STORM DRAINAGE 6" DIA PVC TIGHTLINE FOR ROOF DOWNSPOUTS. S=0.01 MIN. 4" DIA PVC TIGHTLINE FOR - BUILDING FOUNDATION DRAINS. S=0.01 MIN. TERMINATE FOOTING AND DOWNSPOUT DRAIN LINES AND CAP. MARK EACH WITH REBAR STAKE TO GRADE. CLEANOUT ONEW 6" PVC STORM PIPE NOT USED PA110 DRAIN PER ARCH DWGS. NOT USED NOT USED STORM DRAINAGE NOTES PM ® 1. ALL STORM SEWER PIPE SHALL CONFORM WITH THE CITY OF EDMONDS STANDARDS AND SPECIFICATIONS. 2. ALL PIPE SHALL BE PLACED ON STABLE EARTH, OR COMPACTED GRAVEL MATERIAL. 3. BACKFILL SHALL BE PLACED EQUALLY ON BOTH SIDES OF THE PIPE OR PIPE -ARCH IN LAYERS WITH A LOOSE AVERAGE DEPTH OF 6", MAXIMUM DEPTH 8% THOROUGHLY TAMPING EACH LAYER. COMPACTED LAYERS MUST EXTEND FOR ONE DIAMETER ON EACH SIDE OF THE PIPE OR TO THE SIDE OF THE TRENCH. (REFER TO WSDOT STANDARD SPECIFICATION 7-04.3(3) AND STANDARD SPECIFICA11ON 2-03.3(14)C, METHOD B do C. 4. BACKFILL AROUND PIPE MUST BE COMPACTED TO A SPECIFIED AASHTO T-99 DENSITY OF 90%a USE REASONABLE CARE IN HANDLING AND INSTALLATION. 5. ALL DRAINAGE PIPE COUPLINGS, FITTINGS, ADAPTERS do APPURTENANCES SHALL BE SPECIFICALLY DESIGNED FOR THE INSTALLED PIPE AND SHALL BE INSTALLED PER MANUFACTURES RECOMMENDATIONS. CATCH BATS AND MAMOLES 1. ALL CATCH BASINS SHALL BE TYPE -1 UNLESS OTHERWISE NOTED. 2. ALL CATCH BASINS WITH A DEPTH OVER 5.0 FEET TO THE FLOW LINE SHALL BE A TYPE II CB OR LARGER (MANHOLE). 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MANHOLE, INLET, AND CATCH BASIN FRAMES AND GRATES JUST PRIOR TO POURING OF CURBS AND PAVING. 4. ALL GRATES SHALL BE DEPRESSED 0.1 FEET BELOW PAVEMENT LEVEL 5. ALL TYPE II CATCH BASIN MANHOLES, INLET, AND CATCH BASINS SHALL HAVE LOCKING LIDS. 6. STANDARD LADDER STEPS SHALL BE PROVIDED IN ALL CATCH BASINS AND MANHOLES EXCEEDING 5 FEET IN DEPTH. 7. CATCH BASIN GRATES SHALL BE PER CITY OF EDMONDS PUBLIC WORKS STANDARD PLANS. APPROVED FOR CONSTRUCTION CI ENGINEER DATE 111 MAIN STREET, SUITE 106 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 �0s EXPIRES:11/07/001 11'3t/oo z 0 �fe U U) w� 0 a w4m c' Q N � Y Q DESIGN: CWK DRAWN: CWK CHECK: JSH JOB N0: 99100.20 DATE: 9-17-99 Z O I•-- Q) Z 0 Z � d � Z z �- OZ .. 0 LL' • � 'O Q m z Q te) m S !- LEI SHEET: V) LIB O z .,r 4 CONSTRUCTION KEYNOTES - WATER CAS VAULT 17-7 4. T/ J I..), I\1IVI - I J. i 18" CONC W, IE = 10.5 18" CONIC E, IE = 10.5 SANITARY SEWER EASEMENT AF 8212035005, R.O.S. BOOK 16, PAGE 258 I ELECTRICAL METER WATER PLAN CB, RIM = 13.25 15" W, IE = 10.7 15" NE, IE = 10.8 15" S, IE = 10.8 20 CB, RIM = 13.35 10" S, IE = 11.6 LAWN WATER MAIN EASEMENT AF 8212035007, R.O.S. BOOK 16, PAGE 260 LAWN CB, RIM = 13.13 15" SW, IE = 11.1 1511 N, IE = 11.2 t r I ' 'i i N a 2 1/2" POLYETHYLENE OR COPPER DOMESTIC WATER SERVICE. ® SEE NOTE 7. F 2 ] 4" FW SERVICE FOR SPRINKLER SYSTEM PER FIRE DEPARTMENT REQUIREMENTS. SEE NOTE 7. aTERMINATE DW LINE AND CAP FOR FUTURE USE. MARK WITH REBAR. STAKE TO GRADE. aNOT USED AA NOT USED 4" DI CL52 DI FW SERVICE. SEE NOTE 7. DOUBLE CHECK DETECTOR VALVE ASSEMBLY, POST INDICATOR VALVE. AND FIRE DEPARTMENT CONNECTION PER CITY OF ® EDMONDS STANDARDS AND FIRE DEPARTMENT REQ'MTS. NOT USED DI FITTING AND THRUST BLOCK PER CITY OF EDMONDS STANDARDS. 10 GATE VALVE, VALVE BOX AND EXTENSION PER CITY OF EDMONDS STANDARDS. 1. APPROXIMATE LOCATIONS OF EXISTING UTILITIES HAVE BEEN OBTAINED FROM AVAILABLE RECORDS AND ARE SHOWN FOR CONVENIENCE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF LOCATIONS AND TO AVOID DAMAGE TO ANY ADDITIONAL UTILITIES NOT SHOWN. IF CONFLICTS WITH EXISTING UTILITIES ARISE DURING CONSTRUCTION, THE CONTRACTOR SHALL NOTIFY THE PUBLIC WORKS INFECTOR AND ANY CHANGES REQUIRED SHALL BE APPROVED BY THE CITY ENGINEER PRIOR TO COMMENCEMENT OF RELATED CONSTRUCTION OF THE PROJECT. 2. NO CONNECTION TO THE EXISTING MAIN WILL BE ALLOWED EXCEPT BY MEANS OF AN APPROVED BACKFLOW PREVENTION DEVICE PRIOR TO SATISFACTORY FLUSHING, TESTING, DISINFECTION, AND RECEIPT OF SATISFACTORY BACTERIOLOGICAL TEST RESULTS. 3. TAPS ON EXISTING MAINS WILL BE MADE BY THE CITY AT THE DEVELOPER'S EXPENSE. 4. ALL WORK AND MATERIALS MUST CONFORM TO THE CITY OF EDMONDS STANDARDS. 5. THE CITY OF EDMONDS ENGINEERING DEPARTMENT CONSTRUCTION DIVISION MUST BE NOTIFIED AT LEAST 24 HOURS PRIOR TO COMMENCING CONSTRUCTION. 6. ADJUST THE DEPTH OF THE WATER LINES AS REQUIRED TO PROVIDE ADEQUATE SEPARATION FROM PROPOSED STORM LINES. 7. DW AND Ilk' METER AND LINE SIZES HAVE BEEN PRELIMINARILY SIZED FOR AGENCY REVIEW PURPOSES. 8 ACTUAL DW AND FY/ METER AND LINE SIZES AND APPURTENANCES SHALL BE DETERMINED BY THE DESIGN BUILD CONTRACTOR AND/OR THE MECH. ENGINEER AND MAY DIFFER FROM THOSE SHOWN ON THE PLANS. CONTRACTOR SHALL VERIFY ACTUAL REQUIREMENTS FOR DW AND FW SERVICE SIZE AND LOCATION WITH DESIGN BUILD CONTRACTOR AND/OR THE MECHANICAL ENGINEER PRIOR TO CONSTRUCTION. CONSTRUCTION KEYNOTES - SANITARY SEWER DVERIFY CONNECTION POINT FOR BUILDING SS. INVERT AND LOCATION WITH MECH. ENGINEER. CONNECT 6-INCH SANITARY SEWER LINE TO EXISTING SEWER PER CITY OF EDMONDS STANDARDS. VERIFY SIZE, LOCATION AND DEPTH PRIOR TO CONSTRUCTION. 3" CLEANOUT PI OF EDMONDS STANDARDS. 4` 6-INCH PVC SIDE SEWER SANITARY SEWER NOTES 1. CONTRACTOR TO FIELD VERIFY LOCATION OF SS LINES. 2. NO PART OF THE SANITARY SEWER SHALL BE COVERED, CONCEALED OR PUT INTO USE UNTIL IT HAS BEEN TESTED, INSPECTED AND APPROVED BY THE CITY INSPECTOR. 3. APPROXIMATE LOCATIONS OF EXISTING UTILITIES HAVE BEEN OBTAINED FROM AVAILABLE RECORDS AND ARE SHOWN FOR CONVENIENCE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF LOCATIONS AND TO AVOID DAMAGE TO ANY ADDITIONAL UTILITIES NOT SHOWN. IF CONFLICTS WITH EXISTING UTILITIES ARISE DURING CONSTRUCTION, THE CONTRACTOR SHALL NOTIFY THE PUBLIC WORKS INSPECTOR AND ANY CHANGES REQUIRED SHALL BE APPROVED BY THE CITY ENGINEER PRIOR TO COMMENCEMENT OF RELATED CONSTRUCTION OF THE PROJECT. APPROVED FOR CONSTRUCTION 2%l6' 00 DATE 111 MAIN STREET, SUITE 106 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 DESIGN: CWK DRAWN: CWK CHECK: JSH JOB NO: 99100.20 DATE: 9-17-99 Z O t� Ld Z ~ Z F- Q Z z �- o Z ,� ^ V) a� •o � � Ld o m O Z Q M m U Q = r Ld ♦w� V _ w SHEET: ELECTRICAL METER CONSTRUCTION NOTES 1 SAWCUT EXISTING PAVEMENT. "2 NEW PAVING. 3 , NEW ROADWAY SECTION PER DTL SHT C5.2. . ONE WAY, DO NOT ENTER SIGN APPROVED FOR CONSTRUCTION 2 ,g PW 111 MAIN STREET, SUITE 106 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 EXPIRES:11 /07/001 / / 51/ o o 1 0 w z Y tr Q DESIGN: CWK DRAWN: CWK CHECK: JSH JOB NO: 99100.20 DATE: 9-1 --99 z O V z O 0 v, z z O Z < ^ �C m O O Z <C M a < v- W SHEET: o CALL BEFORE YOU DIG 1.800-424-5555 m 10' VARIES 13.5' 12.5' I " EXISTING LANDSI APPROVED SUBBASE TYPICAL AC m l : � NOTE: THESE ARE MINIMUM THICKNESS Flokll,� 4" PA I T STRIPI G- WHITE 2 COA S) TYPIC L 1: t8 MAX. 0 2 SLOPE IN A Y DIRECTI N— T P. ® DRO CURB & RAM AREAS 5.0' 16.0' 5.0' 1 8.0' ASPHALTIC CONC. PAVING ROUND TOOLED EDGE— \ RADIUS EXISTING CONC. CURB AND SIDEWALK 00 N 4.•.•D 0 COMPACTED ROCK d' BASE COMPACTED NATIVE OR FILL SOIL 0 I RAMP— FLUSH W EDGE OF PAVEMENT 2'-0" BUMPER OVERHANG 4" PAINT STRIPING — WHITE (2 COATS) TYPICAL 2; A A 11-4 13/1 t-4 13/16 B.F. STALL ASPHALT PAVING— \" MAX. BELOW SIDEWALK ROUND TOOLED EDGE— \ RADIUS CONC. CURB AND SIDEWALK 6X6XW1.4/W1.4 WWM O O&� COMPACTED ROCK BASE COMPACTED NATIVE OR FILL SOIL - #4 BARS TOP & 6" 4" BOTTOM CONTINUOUS EXCEPT AT EXP. JOINTS r"I Q__1 111 MAIN STREET, SUITE 106 CD A EDMONDS, WASHINGTON 98020 0 I c MAX. OR oTo I 1 _OPE IN DIRECTION— ® DROPPED S& RAMP C.L. 12" RESERVE[ io 16 VAN ACCESSABLE .I V -BLUE BACK— GROUND W/ WHITE SYMBOL & LETTERING -1" WHITE LETTERS W/ STD. WORDING PER HANDICAP CODE REQ'MTS 2" DIA GALV. STL POST CENTERED ON HDCP. STALL — PAINT C 12" RESERVED BLUE BACK— GROUND W/ WHITE SYMBOL & LETTERING 1" WHITE LETTERS W/ STD. WORDING PER HANDICAP CODE REQ'MTS 2" DIA GALV. STL POST CENTERED ON HDCP. STALL — PAINT GRID FOR LAYOUT ONLY NOT TO BE PAINTED 4'-0" @ PARKING PAINT SYMBOL W/ 4" WHITE STRIPE B.F. PARKING SIGN H.C. PARKING SIGN HANDICAP SYMBOL TYPICAL BF SIGWGE DETAILS NTS - i IN B.F. STALL NEW SOD FINISH GRADE ROUND TOOLED EDGE CONC SIDEWALK 6X6XW1.4/W1.4 WWM 4" THICK LAYER OF I STRUCT. FILL UNDER. L — SIDEWALK 0 l COMPACTED NATIVE 0.1 OR FILL SOIL 4" PAINT STRIPING — WHITE (2 COATS) TYPICAL !"':3'PER OVERHANG RAISED PAVEMENT MARKERS, AX. OR ADVANCED WARNING STRIP i�UNCATED DOMES) IPE IN OF 1/4"x12 DEEP SCORED RECTION- JOIN' 0 2" O.C. DROPPED k RAMP 2" 0 0 00 00 - W 0 O O0 O 0 o o 0 O OOG DS o 0 o , O 0 0 p0 0 0 00 0 0 ZA*IN-1 T TOP do FACE OF RAMP SLOPE 1:12 CURB TWO COATS SUP 1/2" MAX. RISE -� RESISTANT TRAFFIC YELLOW RAMP SLOPE 1:12 B.F. RAMP FINISH GRADE REMOVE EXCESS ASPHALT OVERRUN PRIOR TO INSTALLING EXTRUDED CURB EXTRUDED CONC. CURB RADIUS CORNERS BONDING SLURRY y ASPHALT PAVING .% b 10 -*Eo.C. X. TOPSOIL 12"TYP �4 MAX I CI lRrPAnrr NOTE: -'-fir'• 1. WIDEN ALL INSIDE AND OUTSIDE CORNERS 2. CUT CONTROL JOINTS AT ALL CURVE RETURN POINTS:CORNERS AND NOT TO EXCEED 15'-0" ALONG STRAIGHT CURB RUNS. 3. TOOL ALL EDGES SMOOTH. 5 REBAR CTSK ANCHOR - CAP W/ CONC - TOOL TO SMOOTH FINISH • 4 1" 1" RADIUS PRECAST CONC WHEEL STOP -1'-6" RADIUS 7n I I BONDING AGENT - JgNT3OL ° PAVING O PAVING N o °PUN VIEW P�o( ke daj° OF CORNERS N.T.S. i 1 PARKING SURFACE SIDEWALK AT PARKING STALL/RDWY SIDEWALK CURB AT RAMP WALK AT PLANTER CURB AT PLANTER CURB AT BF STALL TYPICAL CONCRETE CURB DETAILS NTS � S EXPIRES:11/07/001 113//oo ll W Q 8 z� z z Z ILac8 v U 0y :m c r /Vl. ln, II0 0 m W O� Q Y Q DESIGN: DRAWN: CHECK: JOB NO DATE: z O F_ 0 z 0 I= 0 V V zZ >_j. O Z rct 0 ,, „„^ Y/ 0 .0 Q m O Z <C M m '< 1 v— W SH EET: CWK CWK JSH 99100.20 9-17-99 V) J W 0 Z W O 3 W O (V to U ta V / z IJ x a F0" t C N aa� �^rvzoara+� rc • t Q 0" DAYTON ST. i RMCT SITE GENERAL NOTES 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE 15. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. CITY OF EDMONDS STANDARDS, THE FOLLOWING SPECIFICATIONS AND CODES, FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED RULES AND REGULATIONS: ON THE PLANS. -1997 UNIFORM BUILDING CODE 16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN -1998 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE MUNICIPAL CONSTRUCTION APPROVED BY THE ENGINEER. -WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT .17. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM. 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER 18. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR TO WSDOT STANDARD PLANS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION. INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS. 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER 19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE CONSTRUCTION IS IN PROGRESS. SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER. ;OF IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS. RECORD AND THE LOCAL GOVERNING AUTHORITY. 20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS. ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE ON A SET OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE 4RADING AND EROSION CONTROL REQUIREMENTS. OWNER PRIOR TO PROJECT COMPLETION AND ACCEPTANCE. _ %,1. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY 6. ELEVATIONS SHOWN ARE IN 'FEET. SEE SURVEY FOR BENCHMARK INFORMATION. ��EPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON APPROVAL. HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM 22. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED. AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE 23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY CONTOURS OR SPOT ELEVATIONS SHOWN. LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER 24. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION SLOPE FOR A MINIMUM DISTANCE OF 10 FEET. OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND 25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BEFORE TRENCHING FOR NEW UTILITIES. CG ENGINEERING ASSUMES NO BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING SHORING AND BRACING, AS REQUIRED. CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION 26. CONTRACTOR SHALL NOTIFY THE LOCAL FIRE MARSHAL TWENTY-FOUR (24) SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. HOURS IN ADVANCE OF ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN REPRESENTATIVE OF ANY DISCREPANCIES. APPROVAL FROM THE FIRE MARSHAL. 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO 27. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY FIELD CONDITIONS. RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTING UTILITIES SHALL (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE BE MADE ONLY WITH THE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT .)AID UTILITIES AND WITH 48 HOURS ADVANCE NOTICE. COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT. 28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. INSPECTED AND ACCEPTED BY OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. 13. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON 29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE. PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED 30. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, STRUCTURAL FILL PER GEOTECHNICAL REPORT. PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES. 14. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS 31. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE UTILITIES WITHIN THE BUILDING. FEATURES. 32. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. 33. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM. APPROVED FOR CONSTRUCTION ENGINEGRING 111 MAIN STREET, SUITE 106 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 in CALL BEFORE YOU DIG 1-800-424-5555 WIN EXIST. ATHLETIC CLUB 18 CONC W, IE = 10.5 18" CONC E, IE = 10.5 Y EROSION CONTROL PLAN 15 W, It = 1U./ 15" NE, IE = 10.8 15" S, IE = 10.8 C 3, RIM = 13.35 1 1 )" S, IE = 11.6 C 3, RIM = 13.13 1 " SW, IE = 1 1. 1 15" N, IE = 11.2 I �LI■� III■. })+�+ tF hf p, CONSTRUCTION KEYNOTES CATCH BASIN INLET PROTECTION PER DETAIL THIS SHEET. OCLEARING LIMITS. 1. ADJACENT ROADS SHALL BE THOROUGHLY CLEANED OF ANY SEDIMENT TRACKED FROM THE PROJECT SITE AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED BY SHOVELING OR SWEEPING AND SHALL BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT HAS BEEN REMOVED AS DESCRIBED ABOVE. 2. ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPLICATION OF BEST MANAGEMENT PRACTICES (BMP'S), INCLUDING BUT NOT LIMITED TO SOD, HYDROSEEDING, OR OTHER VEGETATION, OR MULCHING. NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO (2) DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN (7) DAYS FROM MAY 1 THROUGH SEPTEMBER 30. STOCKPILES MAY BE STABILIZED BY PLASTIC COVERING PROVIDED THAT AN APPROVED SEDIMENT BARRIER IS INSTALLED ALONG THE DOWNHILL PERIMETER OF THE STOCKPILE AND CONCENTRATED RUNOFF FROM THE STOCKPILE AREA IS PREVENTED. 3. ALL EROSION AND SEDIMENT CONTROL BMP'S SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OWNER OR THEIR REPRESENTATIVE TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. CONSTRUCTION SEQUENCE 1. FLAG LIMITS OF CONSTRUCTION. 2. INSTALL CATCH BASIN INLET CONTROL 3. SAWCUT AND REMOVE EXISTING ASPHALT. 4 EXCAVATE FOR BUILDING FOUNDATIONS. 5. STABILIZE DENUDED AREAS PER ESC NOTES. 6. INSTALL ALL UTILITIES PER PLANS. 7. ALL EROSION CONTROL MEASURES SHALL REMAIN IN PLACE UNTIL CONSTRUCTION AREAS ARE STABILIZED. 8. REMOVE ALL TESCP FACILITIES ONLY AFTER SITE IMPROVEMENTS HAVE BEEN CONSTRUCTED AND ENTIRE SITE HAS BEEN STABILIZED. SECURE FABRIC TO - PAVEMENT W/ 16d NAILS REMOVE & REPLACE CATCH BASIN GRATE TO INSTALL FILTER FABRIC FILTER FABRIC. EXISTING REPLACE AS NECESSARY CATCH BASIN _ DURING CONSTRUCTION. FILTERED WATER NOTE: DO NOT ALLOW COLLECTED SEDIMENT TO FALL INTO CATCIi BASIN SUMP WHEN REPLACING FILTER FABRIC. CATCHBASIN SEDIMENT PROTECTION NTS APPROVED FOR CONSTRUCTION I DATE CoNGINIBEIRING1 111 MAIN STREET, SUITE 106 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 I EXPIRESA 1 /07/001 ttInI t `I z 0 U � W� o C5 wcn �co CHECK: JSH JOB NO: 99100.20 DATE: 9-17-99 V) W z 0 o F- 0 z O 0 V) F- < Z Z F- aN n z o <C m 1.L O O (AlN 04 Q z <C � �..l..� = r Ld _ W SH EET: a m"� aw,awu"� Pm+uP,wnror i CD O m U Cl) 3 a H L O L �V 2 I O CD 0 G) U 0 L cl... RAINAGI ^e11=• 1 - ems. A L I lidiwimilLi CALL BEF ORE YOU DIG 1-800-424-5555 20 5.35 11.6 3.13 = 11.1 11.2 U 10 20 40 CONSTRUCTION KEYNOTES — STORM DRAINAGE O6" DIA PVC TIGHTLINE FOR ROOF DOWNSPOUTS. S=0.01 MIN. 4" DIA PVC TIGHTLINE FOR BUILDING FOUNDATION DRAINS. S=0.01 MIN, TERMINATE FOOTING AND DOWNSPOUT DRAIN LINES AND CAP. MARK EACH WITH REBAR STAKE TO GRADE. ;;0 CLEANOUT 111 MAIN STREET, SUITE 106 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 (D NEW 6" PVC STORM PIPE ONOT USED OPATIO DRAIN PER ARCH DWGS. S9 $: ADJUST CATCH BASIN RIM=14.37 O O ADJUST CATCH BASIN RIM=14.8 4�tsTE�`�9~ S'I01M . NOTES 1 ALL STORM SEWER`PIPE__P HALL CONFORM WITH THE CYTY OF EDMONDS STANDARDS AND SPECIFICATIONS. 2. PIPE SHALL BE PLACED ON STAB , OR COMPACTED GRA ATERIAL. 3. BAC LL SHALL BE PLACED EQUA ON BOTH SIDES OF THE PIPE OR PIPE -ARCH IN LAYERS WITH A LO VERAGE DEPTH , MAXIMUM DEPTH 8", THOROUGHLY TAMPING EACH LAYER. COMPACTED TRENCH. REFERAYER TTo WSDOT STANDARD SPND FOR ONE DIAMETER ECIFICATIONEACH I 7-04.3(3) AND STANDARDOF THE PIPE OR TO SPECIFICATION DE SIDE OF THE 2-03.3(14)C, METHOD B & C. 4. BACKFILL AROUND PIPE MUST BE COMPACTED TO A SPECIFIED AASHTO T-99 DENSITY OF 90X USE REASONABLE CARE IN HANDLING AND INSTALLATION. 5. ALL DRAINAGE PIPE COUPLINGS, FITTINGS, ADAPTERS & APPURTENANCES SHALL BE SPECIFICALLY DESIGNED FOR THE INSTALLED PIPE AND SHALL BE INSTALLED PER MANUFACTURES RECOMMENDATIONS. CATCH BASINS AND MANHOLES 1. ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE NOTED. 2. ALL CATCH BASINS WITH A DEPTH OVER 5.0 FEET TO THE FLOW LINE SHALL BE A TYPE II CB OR LARGER (MANHOLE). 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MANHOLE, INLET, AND CATCH BASIN FRAMES AND GRATES JUST PRIOR TOP NG-IIF-CUf D PAVING. 4. ALL GRATES SHALL BE DEPR 0.1 FEET BELOW PAVEM VEL 5. ALL TYPE II CATCH BASI ANHOLES, INLET, AND CATCH BASINS LL HAVE LOCKING LIDS. 6. STANDARD LADDER S S SHALL BE PROVIDED IN ALL CATCH BASINS ND M EXCEEDING 5 ML 1 YTYby I 1 1. r- 7. CATCH BASIN GRATES SHPu_ BE PER CITY OF EDMONDS PUBLIC WORKS STANDARD PLANS; APPROVED FOR CONSTRUCTION IEXPIRES:11/07/00111/1t/!9 z O �142 U C) w oa cn a, w C" C" N � o b DESIGN: CWK DRAWN: CWK CHECK: JSH JOB NO: 99100.20 DATE: 9-1 7-99 V t Lij I- 0 z od Z 0 � 0 z Q ..I Q Z Z LLJ o Z Q V to am •0 Z 0 ©C m Q Z Ile) 0 Q + v_ SHEET: pow � e Q U m 3 1 IRE — WATER MAIN EASEMENT AF 8212035007, R.O.S. BOOK 16, PACE 260 i, RIM = 13.13 SW, IE = 1 1. 1 N, IE = 11.2 KEYNOTES - WATER 2 1/2" POLYETHYLENE OR COPPER DOM SEE NOTE 7. 4" FW SERVICE FOR SPRINKLER SYSTEM PER FIRE DEPARTMENT REQUIREMENTS. SEE NOTE 7. _ —.11 TERMINATE DW LINE AND CO -MARK WITH REBAR. STAKE TO 4. I NOT USED NOT USED 4" DI CL52 DI FW SERVICE. SEE NOTE 7. FUTURE USE. 7 I DOUBLE CtCTOR VALVE ASSEMBLY, POST INDICATOR --� VALVE AND FIRE DEPARTMENT CONNECTION PER CITY OF �NDARD EPARTMENT REQ'MTS. LOCATE 007-510E or ✓ENIcLE 7'FZi�YEL AREA.-8 ] NOT USED DI n ll ND THRUST BLOCK PER CITY 0 DS Bl 10 GATE VALVE, VALVE BOX AND EXTENSION PER CITY OF EDMONDS STANDARDS. WATER NOTES 1. APPROXIMATE LOCATIONS OF EXISTING UTILITIES HAVE BEEN OBTAINED FROM AVAILABLE RECORDS AND ARE SHOWN FOR CONVENIENCE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF LOCATIONS AND TO AVOID DAMAGE TO ANY ADDITIONAL UTILITIES NOT SHOWN. IF CONFLICTS WITH EXISTING UTILITIES ARISE DURING CONSTRUCTION, THE CONTRACTOR SHALL NOTIFY THE PUBLIC WORKS INSPECTOR AND ANY CHANGES REQUIRED SHALL BE APPROVED BY THE CITY ENGINEER PRIOR TO COMMENCEMENT OF RELATED CONSTRUCTION OF THE PROJECT. 2. NO CONNECTON TO THE EXISTING MAIN WILL BE ALLOWED EXCEPT BY MEANS OF AN APPROVED BACKFLOW PREVENTION DEVICE PRIOR TO SATISFACTORY FLUSHING, TESTING, DISINFECTION, AND RECEIPT OF SATISFACTORY BACTERIOLOGICAL TEST RESULTS. 3. TAPS ON EXISTING MAINS WILL BE MADE BY THE CITY AT THE DEVELOPER'S EXPENSE. 4. ALL WORK AND MATERIALS MUST CONFORM TO THE CITY OF EDMONDS STANDARDS. 5. THE CITY OF EDMONDS ENGINEERING DEPARTMENT CONSTRUCTION DIVISION MUST BE NOTIFIED AT LEAST 24 HOURS PRIOR TO COMMENCING CONSTRUCTION. 6. ADJUST THE DEPTH OF THE WATER LINES AS REQUIRED TO PROVIDE ADEQUUAK 7. DW AND F"' METER AND LINE SIZES HAVE BEEN PRELIMINARILY SIZED FOR AGENCY REVIEW PURPOSES. ` ACTUAL DW AND FW METER AND LINE SIZES AND APPURTENANCES SHALL BE DETERMINED BY THE DESIGN BUILD CONTRACTOR AND/OR THE MECH. ENGINEER AND MAY DIFFER FROM THOSE SHOWN ON THE PLANS. CONTRACTOR SHALL VERIFY .ACTUAL REQUIREMENTS FOR DW AND FW SERVICE SIZE AND LOCATION WITH DESIGN BUILD CONTRACTOR if.-ND/OR THE MECHANICAL ENGINEER PRIOR TO CONSTRUCTION. W )TN AOENGti, AppRD6� CONSTRUCTION KEYNOTES - SANITARY SEWER CONNECTION POINT FOR BUILDING SS. VERIFY INVERT AND LOCATION WITH MECH. ENGINEER. 2` CONNFCT 6-INCH SANITARY SEWER LINE TO EXISTING SEWER PER CITY OF EDMONDS STANDARDS. VERIFY SIZE, LOCATION AND DEPTH PRIOR TO CONSTRUCTION. 3. CLEANOUT PER CITY OF EDMONDS STANDARDS. 4 6-INCH PVC SIDE SEWER SANITARY SEWER NOTES 1. CONTRACTOR TO FIELD VERIFY LOCATION OF SS LINES. 2. NO PART OF THE SANITARY SEWER SHALL BE COVERED, CONCEALED OR PUT INTO USE UNTIL IT HAS BEEN TESTED, INSPECTED AND APPROVED BY THE CITY INSPECTOR. 3. APPROXIMATE LOCATIONS OF EXISTING UTILITIES HAVE BEEN OBTAINED FROM AVAILABLE RECORDS AND ARE SHOWN FOR CONVENIENCE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF LOCATIONS AND TO AVOID DAMAGE TO ANY ADDITIONAL UTILITIES NOT SHOWN. IF CONFLICTS WITH EXISTING UTILITIES ARISE DURING CONSTRUCTION, THE CONTRACTOR SHALL NOTIFY THE PUBLIC WORKS INSPECTOR AND ANY CHANGES REQUIRED SHALL BE APPROVED BY THE CITY ENGINEER PRIOR TO COMMENCEMENT OF RELATED CONSTRUCTION OF THE PROJECT. APPROVED FOR CONSTRUCTION I DAIS 111 MAIN STREET, SUITE 106 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 z 0 r U C> o U) V U 000 Y CL Q DESIGN: CWK DRAWN: CWK CHECK: JSH JOB NO: 99100.20 DATE: 9-17-99 Z 0 f— W 0 Z 0 Z � u"i z Z >— OZ Q H V 00 Z VJ o w p:m lia�C Q -r W V • SHEET: EXIST. i GAS VAULT EXIST. ATHLETIC CLUB I� (,M SITE IMPROVEMENT PLAN WAI F. I" nn 'a I• 0IN 11 0 10 20 ��q kts � . vPf. . CONSTRUCTION NOTES 1 SAWCUT EXISTING PAVEMENT. 2 NEW PAVING. - 3 NEW ROADWAY SECTION PER DTL SHT C5.2 4 ONE WAY, DO NOT ENTER SIGN APPROVED FOR CONSTRUCTION ENGINEERING 111 MAIN STREET, SUITE 106 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 EXPIRES: 11/07/001 /1/i-y/4ol z 0 N ~ w g U cC>.� W oC-) WC" C" �o Qto o� Y Q DESIGN: CWK DRAWN: CWK CHECK: JSH JOB NO: 99100.20 DATE: 9-17-99 z z W z W 0 Z i% 0 0 V) z z i- 3:: o z a CL a wCIO z Qm 0 W D r U Z QV) M f� 9 V6 SHEET: m U d W TYPICAL A 13.5' I 12.5' _ I _ EXISTING LANDSCAPING BUFFFR APPROVEDSUBBASEv� NOTE:,,THESE ARE MINIMUM THICKNESS SS ROADWAY SECTION 0 1:20 M RAIAP- FLUSH W SLOPE JT EDGE OF PAVEMENT 2'-0" BUMPER OVERHANG 4" PAINT STRIPING - WHITE -- --- - 2 CO S) CAL 4" PAINT STRIPING - WHITE COATS) IYP;CAL 8 MAX. Olk 2 2 SLOPE IN A Y DIRECTI N- T P. CAD DROP CURB & RAM AREAS -413/1-413/16 6'-0" 8.0' 5,0' 16.0' 5,0' 8,0' B. F. STALL TYPICAL BARRIER FRFF PARKINr. I�TAI i nFT©ii c ASPHALTIC CONC. PAVING ROUND TOOLED EDGE- \ RADIUS EXISTING CONC. CURB AND SIDEWALK COMPACTED ROCK BASE COMPACTED NATIVE OR FILL SOIL SIDEWALK AT PARKING STALL/RDWY TYPICAL CONCRETE CURB DFTAII ASPHALT PAVING- \" MAX. BELOW SIDEWALK ROUND TOOLED EDGE- \ RADIUS CONC. CURB AND SIDEWALK 6X6XW1.4/W1.4 WWM 0 v ' COMPACTED ROCK BASE COMPACTED NATIVE OR FILL SOIL #4 BARS TOP & 6" 4" BOTTOM CONTINUOUS EXCEPT AT EXP. JOINTS SIDEWALK CURB AT RAMP 0 i 0 cu O TAX. OR olo DPE IN IRECTION- P DROPPED & RAMP C.1 -BLUE BACK- GROUND W/ WHITE SYMBOL & LETTERING -1" WHITE LETTERS W/ STD. WORDING PER HANDICAP CODE REQ'MTS 2" DIA GALV. STL POST CENTERED ON HDCP. STALL - PAINT B.F. PARKING SIGN . TYPICAL BF SIGNAGE DETAILS P 8'-0' 27, At T & C A 8'-0- SLC Y DI B i AS a SLOPE 1� Ll 5'-0' 6'-0' B.F. STALL 4" PAINT STRIPING - WHITE (2 COATS) G 12" RESERVED BLUE BACK- GROUND W/ WHITE SYMBOL & LETTERING 1" WHITE LETTERS W/ STD. WORDING PER HANDICAP CODE REQ'MTS 2" DIA GALV. STL POST CENTERED ON HDCP. STALL - PAINT H.C. PARKING SIGN TYPICAL -BUMBPER OVERHANG 7RAISED PAVEMENT AX. OR PE IN ADVANCED WARNING STRIP OF 1/4'x12 DEEP SCORED MARKERS, (TRUNCATED DOMES) 2ECTION- JOINT o 2" O.C. DROPPED c RAMP ° ° oo° o0 W C Op O°° ° o O1 v! O y, O o ATOPk }, 0 T 0.00 °,6'-0' AIF RAMP SLOPE 1:12 CURB TWO COATS SUP 1/2' MAX. RISE RESiSTANT TRAFFIC YELLOW RAMP SLOPE 1:12 B.F. RAMP FINISH GRADE NEW SOD REMOVE EXCESS ASPHALT OVERRUN PRIOR TO INSTALLING EXTRUDED CURB FINISH GRADE EXTRUDED CONC CURB ROUND TOOLED EDGE RADIUS CORNERS CONC SIDEWALK C15 TSK�ANCHOR - 6X6XW1.4/W1.4 WWM CAP W CONC - BONDING SLURR% TOOL 0 SMOOTH FINISH " - ^T I— I —I I o. ASPHALT PAVING 1 ;' �• yy� HT PA i" RADIUS O _ b 10 =0' O.C. MAX. — �� 4" THICK LAYER OF PRECAST CONC = STRUCT. FILL UNDER. L _ WHEEL STOP ISIDEWALK 001 �oCAACTED OCIO RADIUS I I BONDING AGENT d ROL °°COMPACTED NATIVE °OO JOINTS OR FILL SOIL O a°0OO ° CONC. 6"MIN. 7" N O O PAVING TOPSOIL ° 0 0 °° 0 o0 SUBGRADE 12 rn'X PLAN VIEW �ou p° d�4� ° OF CORNERS O � j•� NOTE: 12 N.T S.S. I 1 1. WIDEN ALL INSIDE AND OUTSIDE CORNERS PARKING SURFACE 2. CUT CONTROL JOINTS AT ALL CURVE RETURN POINTS;CORNERS AND NOT TO EXCEED 15'-0" ALONG STRAIGHT CURB RUNS. w 3. TOOL ALL EDGES SMOOTH. WALK AT PLANTER CURB AT PLANTER CURB AT BF STALL GRID FOR LAYOUT ONLY NOT TO BE PAINTED 4'-0" ® PARKING PAINT SYMBOL W/ 4" WHITE STRIPE HANDICAP SYMBOL qPpRov0 FOR coNsTRucnoN Z 0 U o In C-) wi--: 0 C.> DRAWN: cm - CHECK: JSH JOB NO: 99100.20 DATE: 9-17-99 z 0 0 z O Z V J O z z Oz V) 0 0 �:: Z Q � 0m Z < � 0 --+ r T— Lu SHEET: V) I- w 0 �. I W mi LLJ �/0 0:L 3 Wci U V z CALL BEFORE