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307 BELL ST.PDFiiiiiiiiii lill 10297 307 BELL ST ADDRESS: TAX ACCOUNT/PARCEL NUMBER: BUILDING PERMIT (NEW STRUCTURE): COVENANTS (RECORDED) CRITICAL AREAS:. q � -6 � o '!� I — DETERMINATION: E] Conditional Waiver 0 Study Required [/Waiver DISCRETIONARY PERMIT #'S: AN) I LL,- IS6,,DD DRAINAGE PLAN DA PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED PERMITS (OTHER):)q&=j�2(fif40c-f-) %nl lk/.Waq�\ jggjt)cffl(UPPAA) jgqgpWW;,�/jgvAk rl.P"4 0 0 - I I �cKo5OZ,7itled6 2-00k LIL�Q�(FLI ite- E, + LIFi V--p- V I r\ k-61� Z-005 br�--34'51cjn) PLANNING DATA CHOCKLIST DATED: SCALED PLOT PLAN DATED: o,pliad W wmlf h\ck�w tbjj�jq4 SEWER LID FEE $: SHORTPLAT SIDE SEWER AS BUILT DATED.:�4 k-4 0 7 2,1 SIDE SEWER PERMIT(S) #: GEOTECH REPORT DATED: jjjjjjq� , . �11,fjw LID #: LOT: LZ BLOCK: STREET USE / ENCROACHMENT PERMIT #: i -Liwi-1-01 .1 WATER METER TAP CARD DATED: L\TEMP\DSrs\Fomis\Street File Checklist.doc awr * I I I=- I � ww City Edinonds - Water Departnjt TAP CARD Meter No. Re ading: Sizes/-s 3/4 )(4 RE6 - 3-3 -5 9 0 (0 z 2- Mfgrs. Nowm. 622,499OG StyleS&,�,v) Purchaser: Serv. Add. 30 7 Ojr� Billing Address: Name -00L),G Street' ��Edmonds- -- Water* Departi,,,.nt TAP CARD No. 70';� Reading: —20c� ISize No. 6OF31 jags P — S e. e- A u,5 S P, iser: ;&A WLVJ S ZOC)O �—�—C_ �dd. Addre Fg,lnaiL 2 , . 20-�— city Date:11/4/03 Receipt: Meter Size-�7/9,'e374� `4 4'1 Meter$ �ize: Connection $ Street Cut $ Permit # Meter Location Cc- "7(-- C D o6 R o K,� - '� SeYvice Material: 4�( 12. 1 Pressure lbs. Date of Work LIAEO 3 Proj. No: OPM By,ed�� Remarks: 43 t $ 3 Receipt: Meter $ O?C) Permit on —on, Material: lbs. GPM Wbrk4-TLCj63*By:,B.w�, LOCATE REQUEST NUMBER LOCAI��.,. DATE CALLED: FOREMAN/ CREW FOTURE SERVICE: NO COMMENTS BORE: CUT: DRAWING I - - LOCK- DATE: 132E5a:) INITIAL: ACCOUNT: 15;- oocrq V METER SHOP ROUTE/SEQUENCE FOREMAN UTILITY BILLING Vi .� 63 SUPPLIER: S GA TREATMENT PLANT -E B V= /L SIZE LOCK 0 RESIDENTIAL UNLOCKED 0 APARTMENT UNITS OFFICE UNITS COMMERCIAL UNITS SPRINKLER OTHER LOCATE REQUEST NUMBER ...DATE CALLED: iAN/CREW FUTURE SERVICE: NO �NTS io � ING BORE: CUT: LOCK- DATE: 4�2-4r03 INITIAL: �Bwj OG ACCOUNT: ROUTE/SEQUENCE SHOP SUPPLIER: �N TREATMENTPLANT B L T -A2 SIZE LOCK 0 RESIDENTIAL UNLOCKED 0 APARTMENT- UNITS OFFICE UNITS COMMERCIAL UNITS SPRINKLER OTHER 01C, Fp ERMrT EXPIRE j I CITY OF EDMONDS USEC PERMIT ,)w ZON 0 NUMBER 7NSTRUCTION PERMIT APPLICATION Joa ESS 'DO - OWNER NAMENAVE OF BUSINESS 61 m- 1) 7-obo 4 Z C, PLAt HANIFISUEO.'s-ON No, i UL 4. I LID IC MAILINGADOCIESS PUeUC P*HT CC WAY PER OCCICIAL S PEET MAP 4'0 C'TY Z.P.k, tf=-ONc EvSrLNG P SED N -ET;l SIiE No, OF FO(TUPES PIN FIEW"Em YES NO 0 ADDRESS 4 -PPAJ &CAI� =wRACTOR RESPOWSLE MR EROSION CowRouvolwou 4Z 5 77v-r azx!�6011 CITY' ZIP TELEPHONE molruAte (f &7mrrtof f 70 (1) PAI,%, h&ZLWP (7) ADDRESS fLv DATE Z'F TILI- 1 CITY BONO STATE LICENSE NUMBER, EXPIPAn0N!OAJ;l? INSPECnO. NO POSTED 00 L[Nq Cos 0171 QO ARE- Agm 'J" T� PAOPEFI� TAX ACCOUNT PARCEL NO. SXII ALLO.TED OPOSEG ..EIGH ALL 0 P I . - 5; j l_�, �� M:" Z,-,4 73 le e-i 15' 61, .E AEOLARIEDSETBACKS11"T..) LOT CCVEAAr SET M NEW 0 RESJDE4TMl. --vtoo-c- ONIED PROPOSED CRONT SIDE REAR t/p E c ADDITION 53 CO-MEACUL o C �LIANICE OR Co. m,NNGE OF USE 0 0 REMODEL g APARTMENT 0 SIO'I RE -AIR ci CE%CE C3 01 015wo Clos 0 DEMOLISH 0 TANK o OTHER 56 Ib I o< 'fI WA' A -L 0 RENEWAL q CC..PO (3 I - Vp qq(, 0 11 O-Irl z T R 9 ("PE OF USE. BUSINESS iL;e� L CIH MID BY ="icno" CIEJ CMICAL AREAS SPEC-LiNSPECTOA JAPEA OCCUPANT- PEOUCREO LOAD WASIE a(VES qDESCRIBE WORK TO 06 DONE V�s PER USC I OWFINAL 11134CTIOI�'Rg= S� SIC PROGRESS INSPECTIONS C�x off 5A 6 -7z AifmLf 16 tj SPIA C. sr- 24 /2,6 VALUATION FEE PLAN C04CK FEE GLAZING % Le SLOPE% BUR.O.Al PLAN CHECK NO: ESTEDDATE A "o 60 airs s o THIS PERMIT AUTHORIZES ONLY THIS; PERMIT COVERS WORK TO ' ir " "- __ ' ' FIRM op". T' DOMAIN ON .. S.A.0 1 ,C JA IT S.� �.0 ... GE -4 rA7A%U6'n1W I 62W EFIMIT AIA PERMIT LIMIT'. I YEA DYICFIKISSTARIED�- I -DAIS R - PFC'DE SEE BACK .9 PINK PERMIT FOR MORE 04710AMAY10" ES .PnICAHT A HER SPOUSE. HEIRS ASSIGNS 0 SMCESOPS .ONBEHALCOF-SO c� NTEFE T. A REES TO;NDEMNICY. DEFEND AND "OLD HARMLESS THE ci�. 0; NGTON. TSOPFICIALS.E.PLOIEES.�ID-GE.-SP.L - DMON S. WASH I A -0 LANDSCAPING I.S-ECTIO.1 LLob ALL CLA US FOR AMAG SorWHATEVER URE ARDSINIGO-CTLYO-RPFF Y ISSUANCE OF �.S PEAWT SHALL NOT BE DEPCW x FROM THE ISSUANCE OF THIS PERU'. a DEEMED To MODIFY. WANE OR A EDLICS ANY REOUI,,EvE�. OF A" CrYY OQDNANCE 10 _C1 PLAN CHE RECEIPT '11,7 uOqLIVITI.NAWWA��EC�SABIU�TOE%FORU&%�0;0�CE�MSION: THE NFOP�ATKXN TOTALA VOLF,_ DUE 'CATION APPROVAL I HEREBY ACKNOWLEDGE THAT; AH,WE READ THIS APPLICATION. -7 NEI, 01 A GIVEN 15 CORRECT. AND THAT M �E OW -EOMY UTI-OmZEDAGENTOF EG�Tt%C CMiT.VC, THEO.NER. I AGREE TOCC.-LY.T. CI!1 -0 STATE LAWS R - CALL APPI TlON. AND IN DOING THE WORK AUTHORIZED- ME.E81. NO PERSON WILLSE EVPtOY�D IN =LATION OF THE LABOR 'CODE OF T.� STATE OF WASHINGTON P-LATING TO WOR<.E�SCO.pENSA� FOR INSPECTION 7mc, E DATE _�NSURANC��CICW,821. -57 oi StG�A= OATFs,4ED If (425 P17 771-0220- EXT/333 - 0 E 8' 0 ATTENTIOW, CUP' CC 'C ITISUNLXVVFULTOUSEOR1 Upy A Elul G OR STRUCTURE UNTIL 77. APPPOVAL OR A CERTIFI- A FINAL INSPECTION RAS B A E A� 109 OPIGtNAL-C:X - YELLOW- INSPECTOR -FAX PINK. OWNER GOLO-ASSESSOA IEE�ITUE.. UBC SECTION CATE OF OCCUPANCY HAS BEEN U �ok CA FILE NO L-' Critical Areas Checklist - - - - - -- - -- - -- - -- --- — — — — — — — — — — — — — — — — -- -- — — — — — — — — — — -- — — — — — — — — -- — Site Information (soil shopo graphy/hydro logy/vegetatilr 1 . Site Address/Location: �5�_ / / 2. Property Tax Account Number: 3. Approximate Site Size (acres or square feet): 4. Is this site currently developed? yes; �o If yes; how is site developed? 5. Describe the general site topography. Check all that apply. I/ Flat: less than 5-feet elevation change over entire site. Rolling: slopes on site generally less than 15% (a vertical rise of I 0-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 3 0% present on site (a vertical rise of I 0-feet over a horizontal distance of less than 33-feet). Other (please describe): 6. Site contains areas of year-round standing water 1AJ0 Approx. Depth: 7. Site contains areas of seasonal standing water: Approx. Depth: What season(s) of the year? 8. Site is in the floodway Ilk— floodplain- of a water course. 9. Site contains a creek or an area where water flows across the grounds surface? Flows are year- round? A/D Flows are seasonal? (What time of year? 10. Site is primarily: forested meadow shrubs mixed urban landscaped (lawn,shrubs etc) !P4 11. Obvious wetland is present on site: b'8TERMINATION — .61 1__. —.1 1-1/al 0 City of Edmonds RECEIVED,. APR 0 3 1998 GUMMUNI I Y se -VICES "RIW CRITICAL AREAS CHECKLIST 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'deten-nination 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: Name,_J Street Address city State Zip T Signature Applicant Representative: Name Street Address City State Zip Telephone Signature c:reception\jana\cac1.doc Date (over) V Cornerston %O,Geotechnical, Inc. March 14, 2001 Mr. Douglas Spee 307 Bell Street Edmonds, Washington 98020 Geotechnical Letter Proposed P and Bell Street Mixed -Use Project Edmonds, Washington CG File No. 1079 Dear Mr. Spee: PO Box 17PO Woodinville, WA 98072 Phone: 425-844-1977 Fax: 425-844-1987 MAR 15 2001 DEVELOPMENT SERVICES This letter is written to provide additional geotechnical design parameters and to address the Ci1hy of Edmond's review comments regarding your planned project. You have provided page 9 of iO from Jeannine Graf at the City of Edmonds, dated December 27, 2000, and page I of a letter from the City of Edmonds, dated December 20, 2000. Also, your structural engineer has requested that we provide vertical load capacities for the piles along the north property line adjacent to the existing building. We, as Nelson-Couvrette & Associates, Inc. (NCA), prepared a geotechnical report, dated November 11, 1999. NCA has recently dissolved, and we have continued on this project as your geotechnical consultant. The following items address concerns in the "Foundation Comment" subsection of the Jeanne Graf, City of Edmonds letter. /item #2, #3 and #6d Ground water was recorded in the boring explorations B-1 and B-2 at 5.8 and 8.5 feet, respectively. Ground water was not encountered in B-3. The water appears to be perched, or pocketed over less penneable soils, Geotechnical Letter Proposed 3d and Bell Street Mixed -Use Project March 14, 2001 CG File No. 1079 Page 2 You have recently excavated test pits near the northern shoring wall with a shoring contractor. You and a shoring contractor have informed us that there is only a small zone,of water, with a very low flow of seepage into the test pit excavation. We also understand the test pit side walls maintained a vertical cut during excavation. We understand that you are planning dewater prior to installing the shoring wall. You plan to lower the water by installing sump pumps at several locations. Youhave initially discussed locations with the shoring contractor to avoid location conflicts with the piles. You have also indicated that additional dewatering will be used if this does not adequately lower the water table. We have discussed our availability during construction to help consult with you on dewatering. We have provided several dewatering concepts in the geotechnical report that could be considered. You have informed us that a permanent drainage system will be installed behind the walls with a positive flow to a discharge point. Based on our discussions with you about the encountered ground water, a subsurface drainage system as recommended in our geotechnical report should adequately control the ground water. Therefore, the current design of the walls without hydrostatic forces seems reasonable. V/Item #4 Liquefaction is a process, which causes sediments below the water table to temporarily lose strength and behave as a viscous liquid. This can occur during seismic shaking, such as an earthquake, where the loose sand deposit collapses and decreases in volume, which results in settlement. If the deposit does not drain, the pore water pressure increases. A "quick" condition can occur when the pore pressure equals the effective overburden pressure. Under this condition, the soil is temporarily transformed into a near liquid state and loses its load bearing capacity. This condition is most likely to occur in a loosely compacted, clean sand deposit. The geotechnical borings indicate that the soil near the bottom of the planned building foundation consists of large amount of fines (material passing the No. 200 sieve). Also, the soil density below the footings is dense to very dense, except for a couple of zones that are medium dense. Based on the soils classification and density encountered in our borings, it is our opinion that the Cornerstone Geotechnical, Inc. Geotechnical Letter Proposed 3d and Bell Street Mixed -Use Project March 14, 2001 CG File No. 1079 Page 3 site soils have a very low potential of experiencing liquefaction and liquefaction -induced settlement during a significant earthquake event. We also are not aware of any liquefaction problems in the area of the site that resulted during the recent Nisqually 6.8 magnitude earthquake. Therefore, reinforcement measures in addition to typical foundation recommendations are not necessary. /item #6b The City has requested that we provide a copy of memorandums so that they can review them. NCA has prepared one memorandum and we have attached it to this document. It shows different loading conditions expected on the:shoring wall. The structural engineer has included these design parameters in his calculations. The other memorandums are prepared by Mr. Michael Nouwens and document NCA's telephone conversations. We have been asked to summarize the geotechnical recommendations that were provided. 1. The site will be drained so. the foundation will not need to be designed for buoyancy/hydrostatic forces, as stated in item 2. 2. A lateral deflection of I inch at the top of the piles is acceptable; however, there might be some cosmetic damage to adjacent structures. If this cosmetic damage is not desired then limit pile deflection to '/2 inch at the tops of the piles. We understand the piles near the existing structure have been redesigned to vertically support the building to reduce vertical movement and potential cracking. 3. The memorandum from Michael Nouwens describes that the NCA engineer recommended a temporary maximum vertical cut of 3 feet with a 1.5 Horizontal to I Vertical backslope. In my opinion this could be an unstable condition with the existing clean sands on a typical temporary basis. We understand that you have elected to buttress all the 3-foot cuts with two rows of ecology blocks and create a more stable condition. The ecology blocks are an acceptable alternative to adequately support the 3-foot vertical cut. Cornerstone Geotechnical, Inc. Geotechnical Letter Proposed P and Bell Street Mixed -Use Project March 14,2001 CG File No. 1079 Page 4 4. If slope cuts are used behind the shoring wall, a surcharge of one half the height of the slope multiplied by the active pressure coefficient should be added. We recommend a soil unit weight of should be at least 125 pounds per cubic foot and an active pressure coefficient of .27 or greater. 5. Use soil type Sd- for seismic design considerations, as stated in UBC. 6. A value of 55H kips per cubic foot (kcf) for coefficient of lateral subgrade reaction can be used in design of piles for resisting lateral pressures. The "H" is measured from the excavation elevation down to the bottom of the piles. Therefore, the subgrade reaction value increases linearly with the embedded pile depth. The above parameters are verbal geotechnical comments made during the design phase to your structural engineer. These parameters are appropriate for design. /Item #6c We recommended in our geotechnical report that the lagging between the piles could be designed for one half of the equivalent fluid weight. The piles have a diameter of 2.5 feet and are spaced every 6 to 8 feet. Each pile directly helps to stabilize a zone of soil that is equal to two to three times the pile diameter, which greatly reduces the load directly on the lagging. This is sometimes referred to as "soil bridging" and the lagging pressures are more local to the face rather than the entire active pressure wedge. Item #6f - Vertical Pile Loads We understand that the masonry building located on the north side of your planned building will be underpinned with the temporary shoring system. Currently the plans show shoring piles 2.5 feet in diameter with an embedment of more than 10 feet. Your structural engineer has indicated that he needs at least 10 to 15 tons of bearing capacity. It is our opinion that the subsurface conditions will more than adequately support these pile loads, providing the drilled hole is cleaned of loose material in excess of 2 inches deep. ONE, Cornerstone Geotechnical, Inc. Geotechnical Letter Proposed 3d and Bell Street Mixed -Use Project March 14, 2001 CG File No. 1079 Page 5 Closure Our evaluation is based on a review of the provided documents as described in this letter. We recommend that we be retained during construction to evaluate the site conditions and determine conformance with project plans, design, and specifications. If conditions differ from those anticipated, additional recommendations or design changes will be provided. Within the limitations of scope, schedule, and budget for our work, we have strived to take care that our work has been completed in accordance with generally accepted practices followed in this area at the time this letter was prepared. No other conditions, expressed or implied, should be understood. We appreciate the opportunity to be of service to you. If there are any questions concerning this report or if we can provide additional services, please call. Sincerely, Comerstone Geotechnical, Inc. PIANO R JEXPIRES 08/16/QJ Rick B. Powell, PE Senior Engineer RBP:CPC:nt Three Copies Submitted cc: Micheal Nouwens Attachments: Hand Calculations (Three Pages) Cornerstone Geotechnical, Inc. e— cp FILE N (P(o 4-9 9 JOB BY DATE 1 5- SHEET--�— OF -3 'N a k4 0 0 2.0 rl -7,1 -C \A Q 'oo I -lH �+o u —7- P 4 (774 C.2 dv-� 7 ca c \A LA 40 A 1—. JOB T) C% FILE NO.. 2- 6- (f C+9 By C-- DATE I SHEET-L�- OF 1-� 2,�Cjob Ila Z/ H c CS-1- V-,r A L�k Q, A f4:. > :ci V\vx (P. VIA' V11 AA: Q Vvi 6. t4- o C_dl, i, r) k (p YN 2- -d RECEiVED 140V 16 2000 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS GEOTECHNICAL ENGINEERING EVALUATION PROPOSED 3" & BE LLSTREET MIXED -USE PROJECT EDMONDS, WASHINGTON FOR MR. DOUGLAS SPEE NELSON- COUVRE7TE. & ASSOCIATES, INC. CONSULTING GEOTECHNICAL ENGINEERS, GEOLOGISTS AND ENVIRONMENTAL SCIENTISTS NELSON- COUVRE7TE & AssoclATEs, INC. CONSULTING GEOTECHNICAL ENGINEERS, GEOLOGISTS ANo ENVIRONMENTAL SCIENTISTS 17311-135th Avenue NE, A-500 Woodinville, WA 98072 (425) 4816-1669 * Fax 481-2510 November 11, 1999 Mr. Douglas Spee 307 Bell Street Edmonds, Washington 98020 Geotechnical Engineering Evaluation Proposed 3rd and Bell Street Mixed Use Project Edmonds, Washington NCA File No 266499 Dear Mr. Spee: Snohomish County (425) 337-1669 Wenatchee/Chelan (509) 784-2756 www.nelson-couvrette.com INTRODUCTION This report summarizes the results of our geotechnical engineering evaluation of your planned mixed -use building project in Edmonds, Washington. The site is located at 307 Bell Street, as shown on the Vicinity Map in Figure 1. You have retained us to explore the subsurface conditions within the site, and provide a geotechnical evaluation of the planned development. For our use in completing this study, we have been provided with a set of architectural drawings for the planned structure prepared by Weber and Thompson Architects, dated November 12, 1998. The project plans include the construction of an approximately 120-foot by 120-foot, three-story building with underground parking. The building footprint will occupy the majority of the site. Excavation for the underground parking is expected to be 10 to 12 feet below existing grade. The excavation will potentially undermine an existing automotive repair shop located along the northern side of the site, an existing alley along the eastern side of the site, the existing Bell Street and 3rd Avenue sidewalks, and a 11 Geotechnical Engineering Evalation Proposed 3rd and Bell Street Mixed Use Project November 11, 1999 NCA File No. 266499 Page 2 power pole located at the southeastern comer of the lot. It is our understanding that a temporary construction easement for work within the sidewalk areas will be obtained from the City, and that shoring of the sidewalks would not be necessary. The excavation sides adjacent to the existing repair shop, the alley and the power pole are planned to be shored during construction for safety purposes and to minimize the potential for undermining these structures. SCOPE The purpose of this study is to explore the subsurface soils and hydrologic conditions, and provide recommendations for shoring and retaining wall design, along with general recommendations for site grading and foundation support. Specifically, the services to be provided by NCA are as follows: I . Review available soils and geologic maps of the area. 2. Visit the site and observe current conditions. 3. Explore the near -surface soils and hydrologic conditions with three, 25-foot deep borings. 4. Provide recommendations for site grading. 5. Provide recommendations for shoring design. 6. Provide recommendations for foundation support. 7. Provide recommendations for retaining wall design. 8. Provide general recommendations for site dewatering and drainage. 9. Summarize our observations, findings, conclusions and recommendations in a written report. SITE CONDITIONS Surface Conditions The relatively flat -lying site is located on the northeastern comer of 3rd Avenue and Bell Street, and measures approximately 120 feet by 120 feet. The site is currently occupied by an office building, a garage, a residence, two carports, and various landscaping and lawn areas., NELsON-COUVRETTE & AssocIA TES, INC. Geotechnical Engineering EvAdation Proposed 3rd and Bell Street Mixed Use Project November 11, 1999 NCA File No. 266499 Page 3 Subsurface conditions Geology: The site is shown on the Geologic Map of the Edmonds East and Part of the Edmonds West Ouadrangles, Washington, by James P. Minard (U.S.G.S. 1983). The geologic unit mapped for this site is the Whidbey Formation. The Whidbey Formation is a pre Fraser unit described as bedded, compacted and commonly oxidized typically medium to coarse grained. Our explorations encountered undocumented fill and the Whidbey Formation. Subsurface: The subsurface conditions within the site were explored on August 30, 1999 by drilling three, 25-foot-deep borings using a subcontracted drill rig. The approximate locations of the explorations are indicated on the Site Plan in Figure 2. The locations of the explorations were dictated, to a large degree, by site accessibility. One boring was located in the northeastern comer of the site near the repair shop. One other boring was located near the exiting power pole, in the southeastern comer of the site. A third boring was located in the south-central portion of the site, north of the existing office buildi ng. Borings were not completed in the western half of the site due to. access restrictions. The explorations were located in the field by a geologist representing this firm, who maintained logs of the conditions encountered, and obtained representative samples of the different soils encountered in the excavations. These samples were used for further examination of the subsurface conditions in our laboratory. The soils were classified in general accordance with the Unified Soil Classification system, a copy of which is presented on Figure 3. The boring logs, edited to reflect examination of soil samples in our laboratory, are shown in Figures 4 through 6. We present a brief summary of the subsurface conditions in the following paragraphs. For a more detailed description of the site soils, the boring logs should be reviewed. We encountered a surficial undocumented fill layer in all of the borings. This fill layer was approximately 3 feet in thickness in Borings I and 2, and approximately 6 feet in Boring 3. We interpreted the fill in Boring 3 to be part of a near by sewer trench backfill. The fill encountered in Borings I and 2 consisted of loose to medium dense, brown silty fine san d with trace gravel and roots. In Boring 3, the fill consisted of very loose to loose, rust -brown and brown fine to medium sand with gravel, trace organics, varying amounts of silt and scattered debris. NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering Proposed 3rd and Bell Street Mixed Use Project November 11, 1999 NCA File No. 266499 Page 4 Underlying the fill, in all of borings, Nve encountered native, medium dense to very dense, light brown to gray, with rust -mottling, fine to coarse sand with varying silt and gravel contents, to full depths explored. We have interpreted this unit to be part of the Whidbey Formation. In Boring 3, the driller encountered a layer of cobbles between 8 and 13 feet below existing surface elevation. Ground Water Conditions: Ground water levels were measured at the time of drilling. Monitoring wells were not installed in the borings. Measurements taken during drilling provide an estimate of free ground water elevations. However, due to the variations in permeability, the true ground water elevation may not be evident. Drilling through a highly permeable layer with water, into a less permeable layer may not show ground water conditions as the highly permeable layer becomes effectively sealed from the conditions inside the exploration auger. In Boring 1, we measured ground water at 5.8 feet below the current surface elevation. In Boring 2, we measured ground water at about 8.5 feet below current surface elevation. Ground water was not observed in Boring 3. Ground water observed in Borings I and 2 was encountered within relatively clean sand layers. Silty sand underlying these layers was noted to be only moist. The siltier soils may not allow enough flow to allow observation of the ground water levels over a short period of time, such as during drilling. It would be conservative, with respect to design, to assume that the ground water elevation is constant across the site at about 5.5 feet below the ground surface. The alternative interpretation is that the ground water is a "perched" water condition. Perched water is a condition that develops where surface water that infiltrates through the upper more permeable soils is restricted by less permeable soils at depth. The ground water would be more pocketed where the pockets could be drained somewhat over time, instead of being a more regional ground water feature. CONCLUSIONS AND RECOMMENDATIONS General It is our opinion that the planned development is feasible from a geotechnical standpoint. The key design aspect w ill be ground water elevations and quantities. If ground water elevations are truly high, then permanent drains will need to be incorporated around the structure. Elevations must be such that this water can be drained into the storm drain system. This could potentially provide a year-round flow. The alternative is to raise the elevations of the parking garage. It is recommended that test pits be excavated NELSON-COUVRETTE & ASSOCIATES, INC. Geo-Itechnical Engineering Etuation Proposed 3rd and Bell Street Mixed Use Project November 11, 1999 NCA File No. 266499 Page 5 during the wetter portion of the year to evaluate ground water conditions, including extent of the water and potential volumes of flow. We consider this very important, as the ground water levels could significantly impact design and costs associated with the underground parking. If minor or no ground water in encountered in the test pits, ground water could possibly be handled with conventional sump and pump systems during construction. However, if moderate to significant amounts of ground water are encountered, it might not be possible to excavate the on -site soils without dewatering wells. A dewatering well system should be designed based on the amount of water anticipated in the excavation and thickness of the permeable layer. The design of the dewatering system is typically the responsibility of the contractor The alternative to installing a pennanent underground drain is to design the structure to withstand buoyant forces. This would require a special foundation system that incorporates seals, and would also require the building and slabs to be designed to resist uplift. We recommend using ground water levels a minimum of 2 feet above the levels observed in the explorations for design using buoyant forces. The site is underlain at a shallow depth by competent native soils, which will provide good foundation support. We recommend that the building foundations be extended through any undocumented fill and/or loose material, and bear on undisturbed medium dense or better native soils. Alternatively, after removing- the loose material, the foundations can be supported on structural fill extending to the competent native soils. The excavation for the underground parking potentially will undermine the adjacent structures, if the excavation walls are left unsupported. To help protect the existing repair shop, alley, and power pole, we recommend that the excavation walls along these elements be retained with some sort of a shoring system. For this project, we expect shoring would consist of steel soldier piles placed in drilled holes, with wood lagging bridging between the piles. The piles would act as cantilever beams to laterally support the exposed cut, which in turn would support the adjacent structures. It is usually difficult to work around power poles when installing shoring. The close proximity of the drill rig mast to the pole can create dangerous conditions. Also, piles drilled near the pole may remove NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering Evalution Proposed 3rd and Bell Street Mixed Use Project November 11, 1999 NCA File No. 266499 Page 6 lateral support of the pole. It may be prudent to remove the pole prior to construction. This may be further evaluated after shoring and excavation plans are determined. Vibrations induced by the shoring equipment and other construction machinery may cause cracking and/or damage to the adjacent structures. Acceptable movement of shoring walls may also cause settlement and cracking of adjacent structures. We recommend that adjacent structures be surveyed for cracks prior to construction. This survey would include photo documentation of all exposed walls and foundations. We also recommend that elevation surveys be established on these structures, sidewalks and curbs, to evaluate potential movement. These surveys shoul d be recorded to 0.01 feet. This data would be used to evaluate potential claims and/or alternative construction methods. Site Preparation and Grading Prior to the start of construction, we recommend that test pits be excavated on site to determine the elevation and magnitude of ground water. The methods of site preparation, grading and dewatering would be based on this data. If it is determined that dewatering wells are required, these should be designed and installed prior to starting the excavation for the parking garage. The standard method for site preparation would be to excavate the underground parking after the piles for the shoring system have been installed. The timber lagging would be installed between the piles as the excavation proceeds. The exposed footing and slab subgrades would then be compacted to a dense, non -yielding condition. Depending on the ground water and natural moisture content of the exposed soils, this may or may not be possible. If ground water is encountered in the excavation or near the surface of the excavation, compaction of the subgrade could result in disturbance of the native soils. We expect that dewatering of the subgrade soils to a minimum of two feet below the excavation bottom will be needed to achieve proper compaction. Even at that, the soils may be too wet for proper compaction. The alternative to the above typical method is to create less disturbance at the bottom of the excavation such that the native soils are not disturbed and do not need to be compacted. Depending on the condition of the exposed soils, a blanket of rock spalls or railroad ballast may be needed across the base of the excavation to minimize disturbance due to construction traffic. The thickness of the blanket may vary. We recommend using a minimum thickness of I foot for estimating purposes. The requirements for dewatering would still need to be evaluated for this method. NELSON-COUVRETTE &ASSOCIATES, INC. Geotec'hnical Engineering Evlauation Proposed 3rd and Bell Street Mixed Use Project November 11, 1999 NCA File No. 266499 Page 7 Depending on winter high ground Nvater levels, it may be more economical to complete the excavation during the dryer summer season. This would allow for the minimum amounts of water to,be hand led. However, if it is determined that a full dewatering system is required no matter what time of year, the additional costs of winter time construction, may not be as much. The majority of the on -site soils have a high silt content. These soils are considered moisture sensitive, and will disturb easily when wet. The cost of disposing of these types of soils during the winter months should also be considered. Temporary Cut Slopes Temporary cut slope stability is a function of many factors, such as the type and consistency of soils, depth of the cut, surcharge loads adjacent to the excavation, length of time a cut remains open, and the presence of surface or ground water. It is exceedingly difficult under these variable conditions to pre- establish a "safe and maintenance- free" temporary cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations. since he is continuously at the job site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface materials and ground water conditions encountered. We anticipate temporary cuts on the order of 10 to 12 feet in height, along a large potion of the site perimeter, for construction of the underground basement. For planning purposes, we recommend that temporary cuts in the native medium dense or better soils be no greater than 1.5 Horizontal to 1.0 Vertical (1.5H:I.OV). If ground water seepage is encountered, we would expect the cut slopes will be unstable at these inclinations and that flatter inclinations would be necessary unless this is considered as part of the dewatering design. We recommend. that cut slopes be protected from erosion. Measures taken may include covering cut slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not recommend vertical slopes for cuts deeper than 3 feet, if worker access is necessary. We recommend that cut slope heights and inclinations conform to appropriate local, state and federal regulations. Structural Fill . General: Generally speaking, all fill placed beneath buildings, pavements or other settlement sensitive structures should be placed as structural fill. We would expect structural fill on this project to be associated with basement wall backfill and utilities. For the purpose of this report, structural fill is defined as material that is placed in accordance with prescribed methods and standards and is monitored by an experienced geotechnical professional or soils technician. Field monitoring procedures would NELSON-COUVRETTE & ASSOCIATES, INC. Geotec'hnical Engineering Eva4 Itation Proposed 3rd and Bell Street Mixed Use Project November 11, 1999 NCA File No. 266499 Page 8 include the performance of a representative number of in -place density tests to document the attainment of the desired degree of relative compaction. The area to receive fill should be free of loose soils and i I water. Areas to receive structural fill should be evaluated by us prior to fill placement Materials: Imported structural fill should consist of a good quality, free -draining granular soil, free of organics and other deleterious material, and be well graded to a maximum size of about 3 inches. Imported, all-weather fill should meet these requirements, and also should contain no more than about 5 percent fines (soil greater than a U.S. No. 200 Sieve), based on that fraction passing the U.S. 3/4-inch sieve. The use of on -site soil as structural fill would be dependent on moisture content control. Some drying of the native soils may be necessary in orderto achieve compaction. During warm sunny days, this could be accomplished by spreading the material in thin lifts and compacting. However, site space constraints may limit the areas that could be used for spreading the material. Some aeration and/or addition of moisture may also be necessary. We expect that compaction of the native soils to structural fill specifications would be difficult, if not impossible, during wet weather. If fill,is to be placed in wet or underwater areas, we recommend the use of a crushed rock material. We consider the best material suited for this is I- to 2-inch railroad ballast. The benefit of this material is that it does not need to be compacted and its performance as a bearing material is not impacted by water. Fill Placement: Following subgrade preparation, placement of the structural fill may proceed. All fill should be placed in 8- to 10-inch thick uniform lifts. Each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All structural fill should be compacted to 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as determined by the ASTM D 1557 compaction test procedure. The moisture content of the soils to be compacted should be within about 2 percent of optimum, so that a readily compactable condition exists. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction. f NELSON-COUVRETTE & ASSOCIATES, INC. F Geotechnical Engineering Evaluation Proposed 3rd and Bell Street Mixed Use Project November 11, 1999 NCA File No. 266499 Page 9 Foundations The planned structure foundations should be supported on the medium dense or better native soils or structural fill extending to this material. If wet conditions are encountered, the native subgrade should be covered with a blanket of crushed rock to prevent disturbance of the subgrade soils. If fill is placed within the foundation areas, it should be placed and compacted according to structural fill specifications. The type of fill should be based on the conditions exposed in the excavation. Where native soils are exposed, water should not be allowed to pond in foundation areas. If ground water is encountered in the excavation it should be pumped out of these areas and semi -dry conditions maintained. If severe ground water is encountered, dewatering of the subgrade might become essential to allow subgrade preparation. This is further discussed in the Drainage subsection of this report. Areas that are disturbed during the excavation or deemed unsuitable for foundation support should be overexcavated and replaced wit h compacted structural fill or crushed rock, depending on subgrade conditions. For foundations supported on compacted structural fill or medium dense or better native soils, we recommend using an allowable bearing capacity of 2,000 pounds per square foot (psf). This value may be increased by one-third when considering short-term loading such as wind or seismic conditions. Footings should extend a minimum of 18 inches below finished adjacent grade for frost protection. Footings should also be sized according to the anticipated wall or column loading, and the above soil bearing value. Minimum footing widths of 18 and 24 inches are recommended for all continuous and isolated footings, respectively. The above value may be increased depending on foundation size and the condition of the subgrade exposed during construction. If higher bearing values are required, we are available to review site specific conditions. Slabs -on -Grade The subgrade for the planned slab -on -grade should be prepared as outlined in our Site Preparation and Grading subsection. Areas of fill or native soils that are observed to weave during compaction should be overexcavated and replaced with structural fill. If compaction of the slab subgrade is not attainable due to wet soil conditions, the subgrade should be covered with a protective layer of crushed rock or clean gravel. The thickness of the rock layer will depend on subgrade conditions at the time of NELSON-COUVRETTE &ASSOCIATES, INC. Geotechnical Engineering EvRon Proposed 3rd and Bell Street Mixed Use Project November 11, 1999 NCA File No. 266499 Page 10 construction. We recommend that at least 12 inches of free -draining material be placed under the slab - on -grade to act as a capillary break and drainage layer. A series of perforated drainpipes should be embedded within the capillary break material to allow the interception of ground water. We recommend a 15-foot-horizontal spacing for these pipes. They should be routed to the storm drain system or some other suitable disposal area. The capillary break material should be separated from the slab by a vapor barrier, such as plastic sheeting. A 2-inch-thick sand blanket may be used to cover the vapor barrier to aid in curing the concrete. The capillary break material should be connected to the footing drains to provide positive drainage. Lateral Pressure and Retaining Walls The underground garage walls will act as reiaining walls. The lateral pressure acting on retaining walls is dependent on the nature and density of the soil behind the wall, the amount of lateral wall movement, which can occur as backfill is placed, and the inclination of the backfill. For walls that are free to yield at the top at least one -thousandth of the height of the wall, soil pressures will be less than if movement is limited,by such factors as wall stiffness or bracing. We recommend that yielding walls supporting horizontal backfill be designed using an equivalent fluid density of 35 pounds per cubic foot (pcf). Non - yielding walls should be designed using an equivalent fluid density of 50 pcf. These lateral soil pressures assume a level backfill and do not include the effects of surcharges, such as traffic loads or other surcharge loads. Sloping backfill can significantly increase these pressures. The effects of sloping backfill and surcharges should be considered, if appropriate. We can provide recommendations for surcharge loads as they become apparent, if desired. The above loads also assumed drained conditions. If drains do not extend the full height of the wall, the wall should be designed for submerged forces up to the level of the bottom of the drainage system. In this case, the above active and at rest pressures should be increased to 80 and 90 pounds per cubic foot (pcf), respectively. This includes the weight of the water. All backfill for retaining walls should be compacted to between 90 and 92 percent of the maximum dry density as determined in accordance with ASTM D 1557. Care should be taken to prevent the buildup of excess lateral soil pressures due to overcompaction of the backfill behind the wall. This can be accomplished by placing the backfill located within 18 to 24 inches of the wall, in lifts not exceeding 8 inches in loose thickness, and compacting this zone with hand -operated, vibrating plate compactors. NELSON-COUVRETTE &ASSOCIATES, INC. Geotechnical Engineering Evalt Proposed 3rd and Bell Street Mixed Use Project November 11, 1999 NCA File No. 266499 Page I I Lateral loads can be resisted by friction between the foundation and subgrade or the passive earth pressure acting on the below -grade foundation. For the latter, the foundation must be placed "neat" against the undisturbed soil, or backfilled with a clean, free -draining, compacted structural fill. We recommend that a lateral soil pressure be calculated by using an equivalent fluid weight of 250 pcf. An allowable coefficient of friction between footings and the subgrade of 0.4 may be used. These values include a factor of safety of 1.5. The passive pressure should be reduced to 125 pcf where underwater. The total weight of the structure should also be r educed by any buoyant forces (if drains below the footings and slab are not used) when calculating friction resistance. Temporary and/or Permanent Shoring To reduce the potential of undermining the adjacent repair shop, alley and power pole, the excavation for the underground parking adjacent to these elements will need to be shored. For this project, we expect shoring would consist of steel soldier piles placed in drilled holes, with wood lagging between the piles. The piles would act as cantilever beams to laterally support the exposed cut, which in turn would support the adjacent structures. The piles would extend below the bottom of the excavation a certain distance sufficient to create the cantilever effect, and provide resistance for the wall lateral loads. If properly designed and constructed, this system should be expected to limit settlements of the adjacent structures to levels causing esthetic damage or less. The solider pile wall can act as a temporary shoring system while the underground parking is being installed, or it can be made permanent with some minor changes (such as using pressure treated wood for lagging and allowing for some corrosion of the piles), and thus replacing portions of the structural components of the basement walls. The lateral loads acting on the shoring systems should be similar to the values given in the Lateral Pressure and Retaining Walls sub -section. Typically, drains are not installed behind solider pile walls. Sufficient gap is provided between the lagging and a drainage composite is placed on the face of the wall. The entire wall is covered with plastic prior to pouring the building wall against it. Active wall pressures should act on the center -to -center pile spacing above the excavation line, and on one pile diameter below the excavation line. The passive resistance should be calculated based on two effective pile diameters or the center -to -center pile spacing, whichever is less. One half of the wall pressure may be used for the design of the timber lagging. NELSON-COUVRETTE &ASSOCIATES, INC. Geotechnical Engineering tuation Proposed 3rd and Bell Street Mixed Use Project November 11, 1999 NCA File No. 266499 Page 12 Site Drainage. Surface Drainage: The finished ground surface should be graded, such that storm water is directed off of the site. Water should not be allowed to stand in any area where footings, slabs or pavements are to be constructed. Final site grades should allow for drainage away from the improvements. We suggest that the finished ground be sloped at a gradient of 3 percent minimum for a distance of at least 10 feet away from the building. Surface drains should be maintained separately and not be interconnected with tfoundation or wall drains. Subsurface Drainage: The methods needed for subsurface drainage on this site will depend on ground water levels encountered at the time of construction, and the expected high ground water levels on site. We recommend that backhoe test pits be excavated during the winter to evaluate high ground water levels. These water levels will also have to be established just prior to construction in order to evaluate the need and types of dewatering that may be required. Conventional sump and pump systems could be effective for ground water control only if a few inches of ground water are encountered in the basement excavation, or if the water is perched and represents only a "pocketed" volume of water. Even at this, additional expenses should be expected, such as covering the excavation with clean gravel or rock. If substantial amounts of ground water are encountered, a more effective method for ground water handling would be the use of deep wells. A deep -well system consists of a larger diameter hole with a pump placed at the bottom of the well. The depth, size and spacing of the wells will depend on the thickness of the water bearing soils and whether lower impermeable zones exist within the deposit. The well spacing will -have -to be faifly close due to the-rela"tively impermeable soils encountered below the planned underground garage excavation. Even at this, this method might not be very effective due to these silty soils. The best and most effective method for dewatering is to use well points. Well points consist of several small diameter wells located around the excavation. These wells are connected to a manifold pipe, which pumps th e water using a vacuum system. The well point system is usually more expensive to install and maintain. A permanent drainage system should be planned around the exterior of the basement walls. An 18-inch- wide blanket of pea gravel should be installed behind all retaining walls and footings. The pea gravel may be replaced with a drainage composite, only if it can be demonstrated that the composite will handle NELSON-COUVRETTE & ASSOCIATES, INC. Geo�technical Engineering El Ration Proposed 3rd and Bell Street Mixed Use Project November 11, 1999 NCA File No. 266499 Page 13 ) the volume of water expected after evaluation of wintertime ground water levels. A perforated pipe should be placed at the base of the free -draining material. The pipe should be placed at least 12 inches below the top of the slab -on -grade floor. The pipe should be routed to an appropriate discharge point. Also, a series of drainpipes should be embedded in the free -draining blanket recommended under the slab -on -grade, and routed to the discharge system. The success of the permanent drain system will depend. in part, on the available fall between the bottom of the excavation and the permanent discharge system. This should be evaluated in coordination with the City of Edmonds prior to finalizing plans. Monitoring We recommend that we be retained to monitor the earthwork phase of developm�nt, including excavation, shoring, and installation of drainage systems. As part of our services, we would evaluate earthwork activities to determine if they comply with project plans and specifications, and our recommendations. USE OF THIS REPORT We have prepared this report for use by Spee West Construction and their agents, for their use in planning of this project. The data and report should be provided to prospective contractors for their bidding and estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of subgrade conditions. The scope of our work does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractors' methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. There ar e possible variations in subsurface conditions. We recommend that project planning include contingencies in budget and schedule, should areas be found with conditions that vary from those described in this report. Within the limitations of scope, schedule and budget for our work, we strive tha t our xvork has been completed in accordance with generally accepted practices followed in this area at the time this report was prepared. No other conditions, expressed or implied, should be understood. I A I NELSON-COUVRETTE & ASSOCIATES, INC. i Geotechnical Engineering Efvauation Proposed rd and Bell Street Mixed Use Project November 11, 1999 NCA File No. 266499 Page 14 We appreciate the opportunity to be of service to you. If there are any questions concerning this report or if we can provide additional services, please call. Sincerely, NELSON-COUVRETTE & ASSOCIATES, INC. a /�M. Shawish, PE led Project Engineer FE �—XPI R E S�� Charles P. Couvrette, PE Principal Engineer SS:KMS:CPC:nt Four Copies Submitted Six Figures NELSON-COUVRETTE & ASSOCIATES, INC. Vicinity Map F G H 454 2 1; A- T 7.7 RY i9isr Puget Sound 7� fqRE DELL 0 196 rH 00 8ROOKMERE CA PE 6AR&1`1� S1 RA 2M --------- - 5 DALEY Project SPRAG Site I D MN I M I MAPLE 1ALDER I z .0 21M ............... U.J PINE POINT EDWARDS .21M 21M BELLA COOLA IE E 220 \WC�OD NnsoN-COUVRETrE &ASSOCIATES, INC. 3rd and Bell Street FIGURE Mixed Use Project CoNsuLTING GEomcwca ENGINEERS, GEOLOGISTS FILE NO. DATE ,*-� AND ENVIRONMENTAL SCIENTISTS 266499 1 November 1999 CompanyVr,adraftingl999\ooreldrawtvicindyL'664vic.cor. ss, 9/10/99 __"IFIED SOIL CLASSIFICATAW SYSTEM Mr GROUP 14W MAJOR DIVISIONS SYMBOL GROUPNAME COARSE-. GRAVEL CLEAN GRAVEL GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL GRAVEL WITH FINES GP POORLY -GRADED GRAVEL GRAINED SOILS MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 GM SILTY GRAVEL GC CLAYEY GRAVEL SIEVE SAND CLEAN SAND SW WELL -GRADED SAND, FINE TO COARSE SAND MORE THAN 50% RETAINED ON NO. 200 SIEVE MORE THAN 50% OF COARSE FRACTION PASSES NO. 4 SIEVE SP POORLY -GRADED SAND SAND WITH FINES SM SILTY SAND SC CLAYEY SAND FINE - SILT AND CLAY INORGANIC ML SILT GRAINED CL CLAY SOILS LIQUID LIMIT LESS THAN 50% ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT MORE THAN 50 % CH CLAY OF HIGH PLASTICITY, FAT CLAY PASSES NO. 200 SIEVE LIQUID LIMIT ORGANIC OH ORGANIC CLAY, ORGANIC SILT 50% OR MORE HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS * 1) Field classification is based on visual examination of soil in general Dry- Absence of moisture. dusty, dry accordance with ASTM D 2488-93. to the touch * 2) Soil classification using laboratory Moist- Damp, but no visible water tests is based on ASTM D 2487-93. Wet- Visible free water or saturated, 3) Descriptions of soil density or usually soil is obtained from consistency are based on below water table interpretation of blowcount data, visual appearance, of soils, and/or test data. Modifications have been applied to ASTM methods to describe sit and clay content. KEY TO BORING LOG SYMBOLS Ground water level 0 Blows required to drive sample 12 in. using SPT NEIS11C11,11 I A111C111, 'IC CONSLILT NG GEO TE( CONSULTING GEOTEVINICAL ENGINEERS. GEOLOGISTS AND ENVIRONMENTAL SCIENTISTS — Letter symbol for soil type M Contact between soil strata — (Dashed iine indicates approximate contact between soils) IML — Letter symbol for soil type MC (E % Moisture �wepant of "er' (Weignt of 1.ry sod) DO = Dry Density SOIL CLASSIFICATION SYSTEM AND BORING LOG KEY FIGURE 3 car SOIL DESCRIPTION I -ROW W IX Sta9rd Penetration Resistance 6 _j CL Z W :If :3 1.— (140 lb. weight, 30" drop) B-1 C/) :5; < 0 < CL Ix 3: W 0 Blows per foot Surface Elevation: 60 Feet =i Cn 0 1.0 zo 30 40 50 Brown silty fine sand with trace gravel and roots (loose to medium dense, moist) (EflIJI fine to Light brown to gray, slightly rust -stained Sp medium sand with trace gravel (medium dense, ....... .......... .. ................... moist to wet) (Whidbey Formation) V Gray rust -stained silty fine sand with trace SM gravel (medium dense to very dense, moist to 10 . ............... ....... .. .... ....... ...... wet) (Whidbey Formation) -W.th fine to medium sand lenses 15-- ...... . : ...... ............ -Grades to fine to medium sand with silt and 20 - -------............ ...... . 6 trace gravel - - - - - - - - - - - - - - - - - - - - Light brown fine to medium sand with silt and SP 14=50/4" trace gravel (very dense, moist) (Whidbey Formation) ------- --------------------- Gray rust -stained silty fine to medium sand with SM 25 - - ----- ....... ........ ............... ....... 1`4=50/6 fine to medium sand lenses and trace gravel (very dense, moist) (Whidbey Formation) Bottom of boring at 26.5 feet on 8/30/99 Ground water encountered at 5.8 feet on 8/30/99 ....................... LEGEND Depth 2- O.D. split spoon sample Liquid limit Impervious seal P Sample pushed driven. 0 Moisture content Water level TV Torvane reading, . tons/fe 3- O.D. thin -wall sample + Plastic limit Piezometer Up PP Pocket penetrometer reading, tonsfie NOTE: The stratification lines represent the approximate boundaries be en soil types and the transition may be qradual. 3rd and Bell Street FIGURE NELsoN-COUVRETTE &ASSOCIATES, INC. Mixed Use Project 4 CONSULTING GEOTECHNICAL ENGINEERS, GEOLOGISTS FILE NO. DATE AND ENVIRONMENTAL SCIENTISTS 1 — __ 266499 I November 1999 I _.j r- 11 SOIL DESCRIPTION W W Mandard Penetration Resistance 6 _j 0- Z uj 3� Z) (140 lb. weight, 30" drop) B-2 C6 2 < 0 a. X 111 40 Blows per foot zi U) 0 0 Surface Elevation: 60 Feet 10 Z0 30 40 50 Brown silty fine sand with trace gravel (loose, moist) fliji Light brown to gray, rust -stained, fine to coarse SW sand with trace gravel and varying amounts of — -------------.. .... ...................... silt (medium dense to dense, moist to wet) (Whidbey Formation) 8130/99 -Grades to fine sand with silt 10 — ------- ................ ...................... — — — — — — — — — — — — — — — — — — — — — — — — — — - Light brown to gray, slightly rust -stained, silty — — - SM fine to medium sand with trace gravel (medium dense to dense, moist) (Whidbey Formation) 15 . ...... ................ . ............. ....... -Wth a fine to medium sand layer from about 15.0 to 16.5 feet 20 . ........................ -Wth fine to medium sand lenses 25 ........ ................... ... N=84/11" Bottom of boring at 26.5 feet on 8/30/99 Ground water seepage encountered at 8.5 feet on 8/30/99 ....................... LEGEND Depth 2" O.D. split spoon sample Liquid limit Impervious seal P Sample pushed drtven. E Moisture content Water level TV Torvane reading, 3- O.D. thin -,all sample tonsW + Plastic limit Piezometer Up PP Pocket penetrometer reading, tonsfie NOTE: The stratification lines represent the approximate boundaries between soil types and the transition may be gradual. 3rd and Bell Street FIGURE NELSON-COUVRETTE &ASSOCIATES, INC. Mixed Use Project 5 I CoNsuLT7NG GEOTEcHNIcAL ENGINEERS, GEOLOGISTS FILE NO. DATE AND ENVIRONMENTAL SCIENTISTS 266499 November 1999 Company\ncadraMngl999\coreldraw\borelogsIZ654bi.cdr; ss, 9/10/99 SOIL DESCRIPTION B-3 Surface Elevation: 60 Feet Ashpalt and crushed rock ---------- A 1% -in finiz to medium sand C/) 0 X ct� StarWd. Penetration Resistance LU _J a- Z UJI :) (140 lb. weight, 30" drop) m < ir— 0 a. W Lu 0 Blows per foot cn 0 0 10 20 30 40 50 must-urown can lu with gravel, trace organics, varying amounts of silt and scattered debris (very loose to loose, moist) 0-11) Light brown to gray, slightly rust -stained, silty SM fine sand with varying amounts of gravel (medium dense to very dense, moist) (Whidbey Formation) -With medium to coarse sand seams from about 8.0 to 9.0 feet and cobbles from about 8.0 to 13.0 feet 3: -Interbedded with medium to coarse sand ghtly rust -stained, fine to medium sand SP Gray, sli with silt (very dense, moist) (Whidbey Formation) -Increased rust staining Bottom of boring at 26.5 feet on 8/30/99 Ground water seepage not encountered 54 ..... \ -------- : .......... 10 4 .............. : ....... ...... N-5U/2' N= . ... - .: ....... I ............ ..... ...... 154- 2 0 ........ ............ . . ... 25-t ..... ....................... I .............. N=88 .............. ; ....... : ....................... LEGEND Depth 2" O.D. split spoon sample * Liquid limit impervious seal P Sample pushed driven. 0 Moisture content Water level TV Torvane reading, tonsW 3- O.D. thin -wall sample + Plastic limit Piezometer Up PP Pocket penetrometer reading, tonsKe NOTE: The stratification lines represent the approximate boundaries between soil types and the transition may be gradual. FIGURE 3rd and Bell Street 6 NELSON-COUVRETTE &ASSOCIATES, INC. Mixed Use Project I I CONSULnNG GEOTECHNICAL ENGINEERS, GEOLOGISTS FILE NO. DATE AND ENVIRONMENTAL SCIENTISTS 266499 pany�ncad I November 1999 .9/10/99 Corn rafting 1 999%coreldrawftrejogs'2664bl.0dr. SS PLANNING DATA Multi4enant Building Business Licen'se Information BUILDING NAME: ADB FILE #: L[:eL- q F> SITE ADDRESS: ZONING: 12,)a. -BU3tN&SS-NAME-: SUITE NO.- USE(S) PROPOSED: I!Eb LOWED?: Legal Nonconforming Land Use Determination s.ued(Y/N) CUP File: PARKING: Use: No. Spaces Required: Q - i:� x (flo& area, # emp,loyees, etc.) BUSINESS NAME: �V WTE NO. D: USE(S) PROPOSE, ALLOWED?: Legal Nonconforming L Use Determination lss,ued(Y/N) CUP File: PARKING: Use: <:::all C2 [j . No. Spaces Required: X (floor area, # employees, etc.) BUSINESS, NAME: J�-J-Q Sq ITE NO. i Q -'-D- USE(S) PROPOSED: \'\ Q$='QQ �g OCQQ i 14 9 Cj:�--&Tx+-7XaOWED?: Legal Nonconforming Land Use Determination Issued(Y/N) CUP File: PARKING: Use: No. Spaces Required: x C4Q f h4- (floor area, # employees, etc.) BUSINESS NAME: I D C.--Cg- SUITE NO. USE(S) PROPOSED: --vne Q ALLOWED?: Legal Nonconforming Land Use Determination Issued(Y/N) CUP File: PARKING: Use: No. Spaces Required: Z (.Qoe3 x Z4 -1,7S (floor area, # employees, etc.) BUSINESS NAME: SUITE NO. USE(S) PROPOSED: ALLOWED?: Legal Nonconforming Land Use Determination Issued(Y/N) CUP File: PARKING: . Use: No. Spaces Required: x (floor area, # employees, etc.) BUSINESS NAME: SUITE NO. USE(S) PROPOSED: ALLOWED?: Legal Nonconforming Land Use Determination Issued(Y/N) CUP File: PARKING: Use: No. Spaces Required: x (floor area, # employees, etc.) PARKING: Total Required: 'Actual Provided: LA OTHER: Li 066 -7 Plan Review By: LALaUwyN^PLANDAC—BU5Lic a - The APPLICATION _- �� e�K�x 8��*��nmmmm�or� -�-- ~ ---~ ---- ~rAB�u8mv�x�u .---.---.________ ��/ O �o��0O OWNER ........... &r��_Id_D7�_I��l��______---.---.----� ---------..................... ................................. ---------------- PIEsmUr No . ............... NAMEOF AMrrzON......................................................................................................................................... � � Dye Tested On Sewez, 1972 PLANNING DATA STJME:TF:14] -- 5igns -- gn Colors Proposed: 9 CX%,,P4 Acceptable? Requires ADB Approval? D Sign � Location �[ A if freestanding and 3-feet or over (unless a fence) meets setbacks? �RequiredSeffiacks Street: Side: Side: Rear: Actual-.5etbadt5' Street: Side: Side: Rear: signs Size: Location: Critical Areas Determination El Study Required El waiver Other Plan Review By: PLANNING DATA FILE - - signs - - Name: 70 V, Date: 3 Site Address: 3 9 -7 Q Plan Check BLD-20 Project Description: Reduced Site Plan Provided: (YES NO) Zoning: Comprehensive Plan Designation: 'r�)t, --,A Map Page: Corner Lot: Yl) / NO) Flag Lot: (YES ADB File # (or date waived): TOTAL Area per Type of Type of Sign Allowed in zone? Matrix conditions met? Allowed area per unit Unit TOTAL'sign area allowed for this sign Proposed sign area Example Wall wlinternal illumination Yes with condItIons Yes /t attached wall 41 it. at(ached wall 41 square feet 20 square feet Sign # 1 It, I T Sign #2 Sign #3 TOTAL Sign Area for TenanVSMe Max Permitted: Previous Total: ':3 Proposed Total: Sign Height Sign Type: Max Permitted: Actual Height: Sign Type: Max Permitted: Actual Height: Sign Type: Max Permitted: Actual Height: Sign Ligh&7g Sign Type: Proposed: Allowed in Zone: Sign Type: Proposed: Allowed in Zone: 9 Chrisman, Lyle From: Chrisman, Lyle Sent: Tuesday, March 06, 2007 2:17 PM To: 'T — G — Burke@MSN.com' Cc: Sims, Don; McConnell, Jeanie; Hawkins, Jaime; Sibrel, Ed; Lemcke, Pam Subject: Intersection of 3rd Ave and Bell Street-Spee Bldg Mr. Burke: In response to the questions in your letter dated February 22, 2007, we do not have any documentation with regard to any request or use of a painter's bucket as a temporary means to support the stop sign. The MUTCD, WSDOT nor the City have standards for temporary sign supports. As long as the sign is placed in the right position and not impeding ' pedestrian travel or obstructing vehicular movement, can be readily seen (both night and day) and cannot be readily removed or tipped over, the contractor can use whatever method he chooses to support the sign 0 BURKE LAW OFFICES INCIP.S. THOMAS G. BURKE ATTORNEY AT LAW -F�-G-BLIRKE@MSN.COM 11-ANNIE L KENYON PARALEGAL February 22, 2007 Ci+_y of Edmonds Engineering division nd 121 5'h Avenue North — 2 Floor Edmonds, WA 98020 RE: Intersection of 3rd Avenue and Bell Street Dear Sir or Madam: OF COUNSEL: BRIAN K. SNURE CLARK B. SNURE RECOVED-1 FEB 2 6 2007 ENGINEERING DIVIS101`1 2,1'2A I am enclosing a copy of the traffic plan -that was submitted by Douglas Spee dated May 1, 2002. In addition, I have received photos from Mr. Spee showing the traffic intersection in question. I have also enclosed a copy of these photos for your reference. In December 2002, the existing stop sign had been removed and placed in cement in a painter's bucket. That bucket was placed along the street.. Did the City of Edmonds have any documentation that this action was requested in advance., any notice after the fact, and is this an appropriate way for securing and placing a stop sign? Would you kindly contact me to discuss? Thank you kindly for your consideration. Very Truly Yours, Thomas GS__L__-" TGB/jlk Zampardo. 2007-02-22. City of Edmonds Engineering.doc 612 South 227'h Street * Des Moines, Washington 98198 + Telephone 206-824-5630 * Fax 206-824-9096 777� -g;,; I On - I.' .-Tf' I — Awl, Eg It z m M4 vpH rj FEE; I'Z NT .0-42 -77,v 0 0 Edmonds 2000.==..�� ,d Ll.,Ily �c.,,�, LLC RFCEIVED May 1, 2002 MAY TO: Jeannie, City of Edmonds Engineering e4agFRING. DIVISIOt4 FROM: DOUG SPEE RE: Bell Street Mixed Use Here is my traffic control plan for crossing 3r' Ave. with comments from DOT. Very Truly Yours, P.O. BOX 1563 Edmonds, WA 98020 (206)264-7733 FAX (206)625-0770 0�/01./26b2 o9:17 FAX 206 4 440 4 TRAFFIC SERVICES EST b4ill/N002 14;12 20L-077a SPE5 WE Cis 1&002 PAGE 82/1 I AtAkA-P �14 Dj W%* U, t I y ot. -po ap - ep 7b X-P CZ. 44 w rK- *-�j i mp lj)L O�jc- 77#w-a- sell lko 0. fkl4w-k%,%ZNO J,, VA_ 61Z )s f 1, 4 -A 14 V4 tjo R-Jt .4 MCI 1;� '114 rij/ Ul/ Z-UU4. - - - - - - 0/01/202 09.:17 FAX. 206 440 TRAFFM SFOt�t� WJ uu I IP �j FAX To:_ DougSP§e - FAX: 206-62!rO770 5/1/07" Date: *14M of. _Phone: 20 .284-7 s ) peWest ConstructioaL --7-33 Froin: �"0-48�04 of.— WSDOT Phone: 206-440-4469 P,e: T -affic Control plan for storm Une re t. No, of Pages: 2 . ( iRludi m.camerl Comments: ments Qji yQur tiaffic control pt aTk -and ha�-vso� ;nr.l,,Aed tllp_ fOU0wing conlMents, these ire cOMMMUs we M:puld typically makc on a — Cc material, 'CD. chapter VL-fizire TA-27, pDd WS QT 'Work Zone Iraffic Control Guidelines' (W4-44), TCP- 1, page 16- 1. No WSDOT re Jew done for Bell St; if ihic .frpet ---- during construction �jc— traffic coMol 2. Channetizirig devi-ces are jageded to delineate the work - see marked D Ian. I Sip pacWg on S& 524, south of I/S, will prob t me bloc& en spaci 4. 1 ols, for an Ah dirpr ti r Decemhcr -'I)' fli 0 0 Paae 6H-59 0 Figure 614-27. Closure at Side of Intersection (TA-27) - 9F B 9F A 30 m (100 ft) MAX. P F 30 rn (100 B -d A MAX. f 30 m (100 ftL MAX. See Note 2 for flagger information Mr Typical Application 27 1 A B ,446*, ije A w B Note: See Tables 61-1-2 and 61-1-3 for the meaning of the symbols and/or letter codes used in this figurc- 14r. a499 TO 310 June 2001 LaLL. 9r, W4UaW QALAg- 19 SeCL 6H.01 T— rqwAb%.001 64 F.- %-00 &0001 P" I P" )ZOW r cat 301 BELL STREET EDMONDS, UJA W020 LEGAL DESCRIPTION: BASEMENT: 301 BELL ST: LOT 12 BLOCK 5 PLATOF EDMONDS IST LEVEL: Cq ACC41RDIW-s TO PLAT HEREOF: RECORDED IN VOLUME I OF W* FLATS, PAGE 2(o, RECORDS OF SNOHOMISH COUNTY, UJA A Vlf d 2ND LEVEL 210 3RD AVE. N- LOT. 11 BLOCK 5 FLAT OF- EDMONDS 3RDLEVEL ACCOFRDIW-z TO FLAT HEREOF R!ECORDED IN VOLUME I OF: PLATS, PAGE 26, SNOHOMISH COUNTY, WA. if ALL cWt,3f.PLS v31-M A.LL*-y A-C-CeW -To SS .,gjvlclNlTY MAP tJo-nF'rcr> -a #'-s IN ftl>ghwe or- cLosuge. * wTlN'pmcz 4 1�719e- lz tjl�6 Ifq fowa4m — T � 0 z 7� 7,44 EDMONDS, UJA NOT TO SCALE KN�t -To ft D 0 0W r'4beWK* tA k, n % 1w A3 3L W. No 9A, I., j Ak%Mf,,L5 -ro 51,09zo IW 4 /-/ - SAN SAN N 60*47'58- W 310.96-MEAS. 4�A,r BELL ST. RECORDt'R'S C E RT I SURVEYOR'S CERTIFICATE Su, filed forrecord this .......... day of ......... 2000 at ...... M. This map correctly represents a survey made by me In bo6k of at page at the request of or under my direction In conformance with the requirements of the Survey Recording Act at the ................................................. request of PAY9.9M. ....... ; ............ in 0.�N 2000 ....... ......................... ...... .............. MGR. SUPT. OF RECORDS CERTIFICATE NUMBER .... 2*7 .......... APPROVED BY ENGINEERING .j- HceNrJV6 Date: Date: To: From: Subject: MEMORANDUM 7 March, 2003 Street File- 307 Bell St. Lyle Chrisman, Engineering Program Manager 4�w Size of sewer, lateral for the Spee Bldg at 307 Bell St. (ED-148) Background info: During the permit review process of the subject application with Public Works, we determined the size of the sewer lateral to the property line had to be 8" because the facility served 18 units. In addition, the applicant would have to install a sewer manhole at the connection point to the main. The applicant was informed of this requirement, during the review and subsequently indicated the sewer manhole on the drawings.. In early February 2003, Mr Spee informed me the location of utilities in the alley would prevent him from installing the required manhole. According to the approved civil drawings, there did not appear to be any conflict. On February 20, 2003, Mr. Spee submitted a letter accompanied by an as -built drawing showing the actual location of the utilities, fixture calculations and an excerpt from the UPC that indicates a 6" line will handle the capacity. Based on his finding, the applicant is requesting permission not to install the manhole and be allowed to install a 6" sewer lateral. Discussion: We reviewed section C1.4.1 of the Department of Ecology's Manual for sewer design and based on that information, it appears a 6" line would handle the 18 units. In addition to the manual, we reviewed the City's Water Comp Plan which used 2.6 persons / unit for single family and that for commerical (which is less) to determine connection fees. Based on those figures a 6" lateral would be sufficient to serve the building. I discussed this and what we did for another development who had the same problem and was less than a block away, with Jim Waite of Public Works. Because the situation mirrors the problems at 126 3 d Ave N. the builder/owner at the subject address will be allowed to install a 6 inch lateral and will be required to sign a maintenance agreement as did the ower of 126 3rd Ave N. City of Edmonds VAletters\spee-sewer literal memo.doc Edmonds 2000,0 6 LLC February 18, 2003 TO: City of Edmonds Development Services Department ATTN: Lyle Chrisman FROM: DOUG SPEE A Washington Limited Liability Company RECEIVED FEB 202003 ENGINEERING DIVISION RE: Edmonds Mixed Use 307 Bell Street Permit No. 01-256 Sewer Connection NWM;;P_1 Thank you for getting back to me on my request to use a six inch connection to the 8 inch sewer main. I understand that you are requesting a load calculation on the demands of the plumbing system so that the size of main can be determined to be adequately sized. I also understand that you need accurate information on existing underground conditions. Plumbing Demand Load: The 1997 Uniform Plumbing Code assigns a plumbing unit to each type of fixture. The fixture count times the unit establishes a total DFU (Drainage Fixture Unit Value) for each type of fixture. The total for the building is then compared with the designated DFU capacity of various pipe sizes to establish a size of pipe to handle the building. I have tallied the Residential and Commercial fixtures on the UPC chart and arrive at a total DFU of 330. The capacity of a 6 inch pipe is 720. An eight inch pipe is 2 ' 640! My building's combined plumbing system generates less than half of what a 6 inch pipe can handle. Please refer to the attached pages from the UPC. 2. Existing Conditions: I have field measured the existing underground conditions on the attached plan view of the alley. Excavation for a sewer manhole will involve exposure of existing gas and power mains. If the manhole must be centered on the sewer line then the manhole will overlap the underground power. Please review. this information at your earliest convenience. I much prefer a six inch connection to the main without a manhole. Very Truly Y( )284-7733 FAX(206)625-0770 EDMONDS200OLLC@aoLcom r4w4l,�-r -ZUVV LA-.C, . 02409 10:27am P. 001 0 Table 7-3 14-410E UNIFORM PLUMBING CODE TABLE 7-3 Drainage Fixture Unit Values (DFU) Min, Size Private Public Trap and Individual 3 or more . General Heavy -Use individual Fixtures Trap ArM7 Dwelling Dwellings Use Assembly BarSink ................................................................................................... 1-1/2" 1.0 1.0 BarSink ................................................................................................... Bathtub or Combination Bath/Shower ..................................................... 1-1/2-2 1-1/2' 3.0 3.0 2.0 �5_4 )ejt? Bidet, 1-1/4"trap ......................... ........................................................... 1-1/4" 1.0 1.0 Clinical Sink, 3" trap ........................................................... .................... clothes Washer, domestic, 2' standpip95 ............... ........................ 3� 2' 3.0 6.0 3.0 A b 3.0 5-4 Denial Unit, cuspidor ...................................... : .......... ... I ......................... 1.0 Dishwasher, domestic, with independent drain ........................................ 1. 1/2" 2.0 2.0 2.0 Drinking Fountain or Watercooler...... .......................................................... 1-114" 0.5 Food-wasle-grinder, commercial ........................... _ ............................... 2' 3.0 Floor Drain, emergency .................. I .......................................... I .............. 0.0 Kitchen Sink, domesUc, with one 1-1/2"Irap ........................................... 1-1/2-2 2.0 2.0 2.0 Kitchen Sink, domestic, with food -waste -grinder ..................................... 1-112"2 2.0 2.0 2.0 Kitchen Sink, domestic, with dishwasher ............................... ..... I .......... Kitchen Sink, domestic, w/grinder and dishwasher .................................. 1-1/2.-2 1-1t2',2 3.0 3.0 3.0 31.0�4 3.0 3.0 Laundry Sink, one or two compartments ............................................... _ 1-1/2" 2.0 2.0 2.0 Laundry Sink, with discharge from clothes washer ................................. 1-1/2" 2.0 2.0 2.0 C' Z> Lavatory, single..� .......................... ** ................... *"*'* .... *'**"* ... * .......... ... 1-1/4" 1.0 1.0-4,40 1.0 1.0 Lavatory in sets of two or three ............................................................... 1-1/2" 2.0 2.0 2.0 2.0 MobileHome, trap .............................................................................. f .... 3' 12.0 12.0 MopBasin, 3" trap ..................................................... ............................. 3' 3.0 Receptor, indirect waste, 1-112' trapi,3 ................................................... 1-112" (1) Receptor, indirect waste, 2" trap 1,4 ......................................................... 2' (1) 1j; I ........................................................... Receptor, indirect waste, 3" trap ServiceSink, 2" trap ................................................................................. 2" 3.0 Service $ink, 3" trap ........................... . .. .. . . . .... ............................... Shower Stall, 2" trap.) .............................................................................. 3" 2" 2.0 3.0 2.0:,412- 2.0 Showers, group, per head (continuous use) ................... ? ....................... 2" 5.0 Sink, commercial, 1-1/2" trap, with food waste ....................................... 1-1/2'2 3.0 Sink, service, flushing rim ................................................ : ........................ 3' 6.0 Sink, general, 11- 1/2' trap ......................................................................... 1-1/2 2.0 2.0 2.0 Sink, general, 21' trap ............................................................................... 2' 3.0 3.0 3.0 Sink, general, 3" trap ............................................................................... 3' 5.0 Urinal, 1.0 GPF ........................... ....... _;.? ................................................. 4.0 5.0 Urinal, greater than 1.0 GPF ... ........... L. I ....... I ........................................ 5.0 6.0 Urinal, 1-1/2" trap .................................................................................... 1-112,,2 4.0 5.0 Washfountain, 1-112"trap ........................................................................ 1-1/2" 2.0 Washfountain, 2' trap .............................................................................. 2" 3.0 Wash Sink, each set of faucets ............................................................... Water Closet, 1.6 GPF Gravity Tanks ..................................................... 3: 3.0 2.0 3.0 5D 4.0 6.0 Water Closet, 1.6 GPF Flushometer Tank6 ............................................ 3. 3,5 3.5 5.0 8.0 Water Closet, 1.6 GPF Flushometer Valve6 ........................................... X 3.0 3.0 4.0 6.0 Water Closet, 3.5 GPF Gravity Tank6 .................................................... 3" 4.0 4.0 6.0 8.0 Water Closet, 3.5 GPF Flushometer Valvo6 ........................................... 3" 4.0 4.0 6.0 8.0 Whirlpool Bath or Combination Bath/Shower .......................................... 2" 3.0 3.0 I Indirect waste receptors shall be sized based on the total drainage capacity of the fixtures that drain thereinto, In accordance with Table 7-4. 2Provide a 2"(51 mm) minimum branch drain beyond the trap arm. 3For refrigerators, coffee ums, water stations, and similar low demands. 4For commercial sinks, dishwashers, and similar moderate or heavy demands. 5BUildings having a clothes washing area with clothes washers In a battery of three (3) or more, clothes washers shall be rated at six (6) fixture units each for purposes of sizing common horizontal and vertical drainage piping. 6Water closets shall be computed as six (6) fixture units when determining septic tank sizes based on Appendix K of this Code. 7Trap sizes shall not be increased to the p9int where the fixture discharge may be Inadequate to maintain their self -scouring properties. 06 60 02/19/09 10:97am P. 001 4 Table 7-3 s�) .7 eie&L 57 7X 60A,A X't epici #(_' individual Fixtures 4 /5 6 TABLE 7-3 Dirainage Fbftre Unit Values (OFU) min. size Trap and Trap Arm7 BarSink ................................................................................... * ... * ... *"** ... 11-M, BarSink .................................................................... 1-1/2-2 Bathtub or Combination Bath/Shower ..................................................... Bidet, 1-1/4' trap ........................................................ , ..... *-***-,* ...... ** .... ClinicalSink, 3* trap ................................................................................ 3' Clothes Washer, domestic, 2' standpipe*5 ..................... ......................... 2' DentalUnit, cuspidor ............................................................................... Dishwasher, domestic, with independent drain ....................................... Drinking Fountain or Watercooler ............................................................ 1-1/4* Food -waste -grinder, commercial ............................................................. 2' Floor Drain, emergency ........................................................................... 1 1/2' 2 Kitchen Sink, domesft, with one 1-1/2" trap ........................................... 1 -1/2*2 Kitchen Sink, domestic, with food-waste-grInder ..................................... I(Itchen Sink, domestic, with dishwasher ................................................ 1-1/2-2 1.1,W2 Kitchen Sink, domestic, w/grinder and dishwasher ................................. Laundry Sink, one or two compartments ................................................. 1-1/2* Laundry Sink, with discharge from cloom washer ................ . ............... Lavatory, single ............................................ . ................. . ................. * ... * Lavatory in sets of two of three ............................................................... 1-1/2' MobileHome. trap ........................................................... **** ...... 3' MopBasin, 3' trap ............................................................. ***' 3' Receptor, indirect waste, 1-1/2' trapl,3 ................................................... 1-1/2' Receptor, indirect waste. 2' trapl,4 ......................................................... 2" Receptor, indirect waste, 3" trapi ........................................................... 3' ServiceSink, 2' trap ................................................................. * .............. 2' ServiceSink. X trap ................................................................... * ............ 3 ShowerStall, 2' trap ............................................................. * ......... 2' Showers, group, per head (continuous uss) ................................. ......... 2' Sink, cornmercial, 1-1/2' trap, with food waste ..................... ................. 1.1/2-2 Sink. service, flushing rim ..................................................................... .. 3' Sink. general, 1-1/2' trap ......................................................................... 1-W Sink, general, 20 trap ................................................................. " ...... 2' Sink. general, X trap ................................................................ * ..... 3' Urinal, 1.0 GPF ..................................... ; . ..................... .......................... Urinal, greater Man 1.0 GPF ........................ . .......................................... 1-1/2,2 Urinal, 1-1/2' trap ..................................................................... *****' Washfountain, 1 -11 IV trap ...................................................................... * 1-1/2' Washlountain, 2' trap .............................................................. , ..... * 2' Wash Sink, each set of faucets ............................................................ .. Water Closet, 1.6 GPF Ora-* Tank8 ..................................................... 3' Water Closet, 1.6 GPF Flushornater Tank6 ............................................ 3' Closet, 1.6 GPF Flushometer Valveii 3' Water ........................................... Water Closet, 3.5 GPF Gravity TankS .................................................... 3' Water Closet, 3.5 GPF Flushometer ValveG ........................................... 3, Whiflpool Bath or Combination BaftVShcwer .......................................... T UNIFORM PLUMBING CODE Private Public IrdMW 3ormore Cwwal HeavY-Use Dwelling Dwellings Use Asser" 1.0 1.0 2.0 3.0 3.0 1.0 1.0 6.0 3.0 3.0 3.0 1.0 2.0 2.0 2.0 0.5 3.0 0.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 3.0 3.0 3.0 3.0 3.0 2.0 2.0 2.0 2.0 1.0 2.0 1.0 2.0 1.0 Y. 11, 1.0 2.0 2.0 2.0 2.0 12.0 12.0 3.0 (1) (1) (1) 3.0 3.0 2.0 2.0 2..0 5.0 3.0 6.0 2.0 2.0 2.0 14 3.0 3.0 3.0 5.0 4.0 5.0 5.0 6.0 4.0 5.0 2.0 3.0 2.0 3.0 3.0 4.0 r. 6.0 3.5 3.5 5.0 8.0 3.0 3.0 4.0 6.0 4.0 4.0 .6.0 8.0 4.0 4.0 6.0 8.0 3.0 3.0 I Indirect waste receptors shall be sized based on the total drainage capacity of the fix1lures that drain therein to, in accordance with Table 7-4. 2 Provide a 2'(51 mm) minimum branch drain beyond the trap arm. 3For refrigerators, coffee ums, water stations, and similar low demands. 4For commercial sinks, dishwashers, and similar moderate or heavy demands. 5Bulldlngs having a clothes washing area with clothes washers In a battery of three (3) or MCF6, clothes washers shall be rated at six (6) fixture units each for purposes at sizing common horizontal and vertical drainage piping. 6Water closets shall be computed as six (6) fixture units when detenTgning septic tank sizes based on Appendix K of tbis Code. 7'Trap sizes shall not be increased to the point where the. fixture discharge may be inadequate to maintain their self -scouring properties. 60 02/19/03 10:27am P. 002 Table 7-5 — 705.1 UNIFORM PLUMBING CODE TABLE 7-5 Maximum Unit Loading and Maximum Length of Drainage and Vent Piping Size of Pipe, Inc mm 1-1/4 32 1-1/2 38 2 . 51 2-1/2 64 3 76 4 5 127 6- 152 8 203 10 254 12 305 Maximum Units Drainage Piping' 1 22 163 323 484 256 6 600 5600 8400 Vertical 1 1 83 143 354 2165 42 5 �7205 6405 AAAn5 n9nns Horizontal 11 Maximum Length Drainage Piping Vertical, feet 45 65 85 14B 21 1 2 300 390 510 50 (m) (14) (20) (26) (45) (65) (91) (119) (155) Horizontal ( I -4—ent Piping (See note) Horizontal and Vertical 1 83 24 48 84 256 600 1380 360\0 Maximum Units Maximum Lengths, feet 45 60 120 180 212 300 390 510 750 1_� 14 1181 (371 55 65 91 (119) (1 55L 228 I Excluding trap arm. 2 Except sinks, urinals and dishwashers. 3 Except six -unit traps or water closets. 4 Only four (4) water closets or six -unit traps allowed an any vertical pipe or stack; and not to exceed thre (3) water closets or sIx-unit traps on any horizontal branch or drain. ne-eighth (118) inch per foot (10.4 mrn/m) stop , multiply 5 Based on one-iourth (11 /4) inch per loot (20.9 minim) slope. For o horizontal fixture units by a factor of 0.8. Note: The diameter of an individual vent shall not be less than one and one-fourth (1 -1/4) inches (31.8 mm) nor I ss than one-half (1/2) the diameter of the drain to which It is connected. Fixture unit load values for drainage and vent pipi 9 Shall a be computed from Tables 7-3 and 7-4. Not to exceed one-third (1/3) of the total permitted length of any vent ay be installed in a horizontal posItlom When vents are increased one (j) pipe size for their entire length, length limitations specified in this table do not apply. 705.0 Joints and Connections 705.1 Types of Joints 705.1.1 Caulked Joints. Caulked joints for cast iron bell -and -spigot soil pipe and other similar joints shall be firmly packed with oakum or hemp and filled with molten lead to a depth of not less than one (1) inch (25.4 mm). The lead shall be caulked thoroiighly at the inside and outside edges of the joint. After caulking, the finished joint shall not extend more than one - eighth (1/8) inch (3.2 mm) below the rim of the hub. No paint, varnish, or other coatings shall be permitted on the joining material until after the joint has been tested and approved. Caulked joints in cast iron bell -and -spigot water piping shaD be made with non -toxic materials. 705.1.2 Cement Mortar Joints. Except for repairs and connections to existing lines constructed with such joints, cement mortar joints are prohibited on building sewers. 705.1.3 Burned Lead Joints. Burned (welded) lead joints shall be lapped and the lead sliall be fused together to form a uniform weld at least as thick as the lead being joined. 705.1.4 Asbestos Cement Sewer Pi e Joints. joint-, in asbestos cement pipe shall be a sleeve coupling of the same composition as tHe pipe or of other approved materials, and Sealed with rubber rings or joined by an approved type compression coupling. joints betwe.el, asbestos cement pipe and other approved pig , shall be made by means of an approved aclapte coupling. 705.1.5 Packing Addit. - es - - - - Lited. The addition of leak sealing additiv s to joint packing is prohibited. 705-1.6 Molded Rubber Coupling Joints. When pipe is joined by means of 41cled rubber coupling joints, such joints shall conform to approved standards and shall not e considered as slip joints. When required, app opriate rubber bushings shall be used to low for any I ia et difference in piping material d ers' 705.1.7 Elastomeric Gasket d and Rubber- e Ring Joints. Elastomeric gas eted and rubber - ring joints shall comply w)/th the applicable Installation Standard listed Y Appendix 1. 705.1.8 Shielded Coupling Joints. When piping systems are joined/by means of shielded 62 <` 7 2- 0 6J.25 0 65 CINDER SZ OCY WAZ Z A 44AYA AWAIS RE. 55. 57.74 .67.22 12. 75.. ,o,p V. 62 16: ,6WAAAW GARAGE EXHAUS A LE 56. FAN LQWIQN:�'--'�, /F 55 N 572. IT . 5 7. 2 <.v o sr 'PKA iX. IN I SZ, 48. A P a?A1NoU /f, 55.66P J.1 spir #rsr "I.—M A 5 ED Gf OF i A5Ph 16, L4J . I rIP4 N �141 :�'. ,N �o 1�s .OkERMAX0 _qA81 L4- , 00116WA)T ARAF77C HAOM 7, . FR REQ9kf1Y6'8A.7N IN BAmvivr ?(60W.WW p 4R,-46r (7kPE' 1,_M , 56 VJlj'WL M VING L A 0) of C.& NEW SAW aEAj4Na1r V I W11 OMINO CMER 0 GO -7 0 Entqlsign (1) 30" 36" Suspend from bottom, black'dibond' (aluminum skinned plastic) removable sign with white text 1/2" n Text color: brass polished or blasted Background color: alum / bronze Typestyle: france Naval bronze cut out letters w ith bead blast or polished finish Reverse bolt and epoxy to fine satin brushed 1/4" aluminum plate, which is brushed vertically & with a painted border. (PMS 8602/MAP 41-314) Attach to concrete slab, left of south entry, with concealed 1/4" x 3" studs and adhere with epoxy cement. Six studs, each corner and center, 2" from edges. Use 1/2" spacers to hold out from the wall. APPROVED BY PLANNING' 06 B�E IR 5-5/8" x 3/8" naval brass, 1A - polished with bead blasted in fill At Edmonds 13-3/4" x 1/4" bead blasted naval brass D�LNS design � Fabrication P. 206-362-2323 F 206-361-9217 PROJECT: Belair Apartments Edmonds 2600 LLC Account Manager/Graphics: TB Date: 8/27/03 Notice: This is an orignal unpublished drawing submitted in connection with a project planned for you by DPA Signs. It is not to be copied reproduced, exhibited or shown to any one outside your organization without written permission of DPA Signs. SUBMITTAL OAccepted REVIEW 0 Corrections as Noted 0 Rejected By: Date: South Elevation DPJtNS design � Fabrication P. 206-362-2323 F. 206-361-9217 APPROVED AS NOTED BY E INEERING A jg�J:p—LL Date: 1�115-1=3 PROJECE. Belair Apartments Edmonds 2000 LLC Account Manager/Graphics: TB Date: 8/27/03 Notice: This is an original unpublished drawing, submitted in connection with a project planned for you by DPA Signs. It is not to be copied reproduced, exhibited or shown to any one outside your organization without written permission of DPA Signs. 6" ] 10" Top of sign is flush to top of door trim centered on column 3611 UXAI'V-D 0 t'J -MqK1tf- 'F�PN SUBMITTAL DAccepted REVIEW 0 Corrections as Noted 0 Rejected By. Date: 00.0e, - 000. 117C �19 () ;) 0 CITY OF EDMONDS it, 121 5TH AVENUE NORTH - EbMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221 Website: www.d.edmondsma.us DEVELOPMENT SERVICES DEPARTMENT Planning - Buildinb - Engineering November 25, 2002 Mr. Doug Spee Edmonds 2000 LLC P.O. Box 1563 - Edmonds, WA 98020 RE: Edmonds Mixed Use, 307 Bell Street — Traffic Control Dear Doug: This is in response to your letter to Jeannine Graf dated November 21,.2002. GARY HAAKENSON MAYOR The ultimate objective of the City in requiring thatyou implement proper traffic control procedures at your construction site is to ensure the safety of your construction workers and the safety of the traveling public (vehicle, bicycle, and pedestrian). To clarify our requirements for traffic control, I refer you to our City of Edmonds development information handout entitled "Traffic Control Requirements". You have previously been provided a copy of this handout, but another copy is attached for your reference. This handout includes standard traffic control plans from the December 2000 edition of the Manual on Uniform Traffic Control Devices (MUTCD) for various traffic control situations that are typically encountered in the City of Edmonds. The handout also states that you are required to "adopt one of the traffic control plans that is appropriate for the proposed work or to submit a site -specific traffic control plan for review and approval by the City of Edmonds". I encourage you to review our "Traffic Control Requirements" handout and implement one (or more) of the standard traffic control plans most suitable to your project situations, or prepare and submit a site -specific plan for our review and approval. Based upon our understanding of your project, it appears to us that the standard plans most appropriate for your situations are Figure 6H- 10, Lane Closure on Two -Lane Road Using Flaggers (TA- 10), Figure 6H- 13, Temporary Road Closure (TA- 13), and Figure 6H- 18, Lane Closure on Minor street (TA- 18). The December 2000 edition of the MUTCD also includes brief notes on the application of these, as well ashumerous other standard traffic control plans. Incorporated August 11, 1890 Please note that all three of these standard traffic control plans involve u,se of flaggers. Although the diagram for TA-18 does not show flaggers, the notes for this. typical application in the December 2000 NIUTCD require that "where motor vehicle traffic cannot effectively self-reguilate, one or two flaggers shall be used . ..... Traffic on 3 d Avenue and on Bell Street is such that it cannot effectively self -regulate. Also regarding TA- 18, please note that neither P Avenue nor Bell Street is considered a low volume road. However, with the use of flaggers as noted above, this standard plan is acceptable to the City for short duration street obstructions such as material or equipment deliveries. Our "Traffic Control Requirements" handout does not include a standard approved plan for . the delivery/loading situations you describe in your letter such that' ' 'if flashing lights are on the truck and no forklift hoisting is required, then no. flaggers are required if the time duration is under 30 minutes". In addition, we have not been able to find an approved standard plan for such a situation or indication that such traffic control is approved in the December 2000 MUTCD. Therefore, even if such a situation may be acceptable to L&I, it does not appear to be approved by the MUTCD and is not presently approved by the City of Edmonds. Until such time as you submit and we approve a site -specific traffic control plan, you will be required to implement one ormore of the standard plans in our "Traffic Control Requirements" handout. Our interpretation is that all of the standard traffic control plans applicable to your project situations require use of flaggers. We are pleased that you now have certified flaggers on -site, that you will have them on - site continuously for use in each situation where the road is obstructed by your - operations, and that we have been able to lift the STOP WORK order. However, we believe that the'STOP WORK order was properly issued. We will, therefore, keep it in our files as part of the permanent project record. if . you have any questions, please don't hesitate to call Darrell Smith, Traffic Engineer, or me at 425 7710220. ASincere IDK. GEBERT, PE City Engineer Cc: Duane Bowman, Development Services Director Jeannine Graf, Building Official Darrell.Smith, Traffic Engineer Danielle Gilbert, Engineering Technician E&no'hds 2000 W . LLC RECEIVED A Washington Limited Liability Company NOV 2 2 2002 ENGNEENNG DIVISION November 21, 2002 TO: City of Edmonds Development Services Department ATTN: Jeannine L.. Graf FROM: DOUG SPEE RE: Edmonds Mixed Use 307 Bell Street RECEIVED NOV 2 12002 DEVELOPMENT SERVICES This morning 's act by the City of Edmonds to stop all work on my project stemmed from an incident yesterday involving the pick up of a rental tool without the use of flaggers. As was promised in our meeting of November 19 with the Engineering staff, Danielle Gilbert also contacted L and I to come to the site. Their inspector, Harvey Bell came by while we were shut down. He spoke with my estimator, Mike Linn about the specific issues of short term street pickups and deliveries. He.informed Mike that itflashing lights are on the truck and no forklift hoisting is required, then no flaggers are. required if the tit-ne' duration is under 30 minutes. This rule clearly answers my questions to you earlier today as to why the garbage service and other various delivery and pick up services do not have to equip their trucks with flaggers. It also applies to the pick up of -the wood waste container at 5PM on November 18. This confirmation by an L and I inspector about the flagging requirements for pickups and deliveries does not support the City of Edmonds Engineering staff's justification to shut down my project today . I need to be in total sync with the Engineering staff on this L and I rule, as it significantly applies to my ability to legally get this project finished without more stop work orders. Please rescind my stop work order and clear the record of it. I fully intend to obey the rules of L and 1. 'these were not broken in the incident that triggered the stop work order. I am still planning to hold a flagging class next Monday afternoon at my office. still post signs for deliveries to enter the alley or to call my office so that trucks do not stop in the road. Very Truly Yours I Cc: Dave Gebqrt Danielle GilAe� Darrell Smith P.O. BOX 1563 Edmonds, WA 98020 (206)284-7733 FAX (206)625-0770 EDMONDS200OLLC@aol.com 0 MEMORANDUM Date: 'November 19,2002 To: File Cc: Doug Spec, SpeeWest Construction IC-/-5y 6.f, &0 Duane Bowman, Don Fiene, Jeannine Graf, Darrell Smith, Lyle Chrisman, Jeanie McConnell, Danielle Gilbert From.Akl-ave Gebert, City Engineer d Subject: SpeeWest Construction, Traffic Control Violations — 3 and Bell St, Attachment: E-mail from Dave Gebert, City Engineer, dated November 19,2002, 1:57 PM This is a summary of meeting with Doug Spec, SpeeWest Construction, at 4:30PM on November 19, 2002, Attendees: Dave Gebert, City Engineer Darrell Smith, Traffic Engineer Danielle Gilbert, Engineering Technician Doug Spec Dave Gebert explained that, on November 18, 2002, at approximately 5:OOPM, there was another violation of traffic'control procedures on the project site at P and Bell. Violation consisted of eq . uipment operating in and obstructing the street on 3rd Ave. without flaggers, lighting, signage, etc. Then again, at approximately 1:40PM on November 19, 2002, yet another traffic control violation was noted. See attached e-mail. The City has noted numerous previous similar violations of traffic control procedures on the project, called them to the attention of Doug Spec on the numerous occasions,. and written a correction notice on October 29, 2002. In addition, Dave Gebert spoke to Doug Spec at the time the correction notice was issued. City of Edmonds 531 Development Services Department Engineering Division Dave emphasized that it is absolutely essential that the traffic control procedures be followed at all times for the subject project. Dave explained that the City will take the following actions to ensure compliance with required traffic control procedures: • An Order to Correct Violation has been issued. on November 19, 2002, requiring compliance with approved traffic control procedures. • If there are any future violations of traffic control procedures throughout the duration of the project, the City will: o Issue a Notice of Violation which will carry with it an immediate $100.00 fine, and additional $100.00 fine for each subsequent violation. o Contact the Washington State Department of Labor and Industries. o Issue a STOP WORK order. Doug acknowledged that the traffic control violations had occurred. He will get additional personnel trained and certified a's flaggers and ensure proper traffic 'control procedures are followed at all times on the project. Gebert, David From: Gebert, David Sent: Tuesday, November 19, 2002 1:57 PM To: Gilbert, Danielle; McConnell, Jeanie; Chrisman, Lyle; Fiene, Don; Bowman, Duane; Graf, Jeannine; Smith, Darrell Subject: SpeeWest - traffic control violation This afternoon at about 1:40 PM I drove by the SpeeWest site at 3rd and Bell on my way back to the office. Once again, the contractor had equipment operating in the street on Bell, with traffic blocked. Although there was a person holding a STOP/SLOW paddle, he had no reflective clothing on and did not appear to be confident or very knowledgeable in traffic control procedures. I asked him if he had a flagger card. He said that he did not have a flagger card, that he was "just helping out". As soon as I got back to the office (about 1:45) 1 called and left a voice mail for Doug Spee that we had again noted a traffic control violation, that I must speak with him, that I would like him to come in and meet with me to discuss the actions the City will be taking to ensure compliance. I told him that today we issued an Order to Correct Violation that is the first step toward possible civil penalties. Again, I asked him to call me and come in to meet with me. Dave Feb�21 02 08:52a Sara H�jatt 360-939-0733 'P.1 0 Is'r R LE - -3 0-1 66LL� ST HYiACFT CONS-Ff;�UCTION INC. FAC51MILE TRANSMITTAL SHEET TO: M FROM. GAT2A kPIA-7 FAX NUMDER: L�7c; --)-] 1 0,1711 GOMPANY: c vf� o � E�m o t� b :�> PHONE NUMBER: 41�--Il 1 -bll-() R E (D DATE: -7-t /0 ?- �-OTAL NO. OF PAGES INCLUDING COVER: �3 - 0 ORGENT 0 FOR REVIEW PLEASE COMMENT 0 PLEASE REPLY NOTES/COMMENT5: pl/K� -4tL oadt e va" - -TW ew-e- c 1. 6U rC t7(A-CM tt- V.0 Uk vvu IN16W p m, A-4 d o -R�,t VL ra bo224 RECEI�F FIEIB 2001 2020 316"_1 51--KEE'-F NW 0 5TANWOOD,WA 9b292 PHONE: 360-629-7736 a FAX: 360-939-0735 e CL E4 -15� , 9+ rE� PKFI - 1, 7�-;;) I-/- ) ovfxK-ow 0"- 156-11 LF C) 5 - 2.0 IF, VAVL--T OOT U) Y- lb 410 7"; T0 LL cr) CD 41 4.) m fu L I M N Ln co 0 N cu -0 LL r7 pROJECT DATA 14 �t BUILDING ADORM: 301 BELL StRttT EDMONDS, WA 138020 BASEMENT: LEGAL DESCRIPTION: IST LEVEL: 30-1 IBELL ST: LOT 12 5LOCK 5 FLAT.OF EDMONDS ACCOfRDING TO FLAT WEREOF RECORDED IN VOLUME I OF - FLATS, PAGE 26, RECORDS OF SNOWOMISW COUNTY, WA 2ND LEVEL 210 3RD AVE. N.: LOT. 11 BLOCK 5 FLAT OF- EDMONDS 3RD LEVEL ACCORDING TO PLAT WEREOF RECORDED IN VOLUME I OF FLATS, FAGE 2(o,.SNOWOMISW COUNTY, WA. tj -:�gVICINITY MAP T � 0 z "t P v ALL c>V3#,-3fR-S \A)%-M AJLLA�,y PK-C49i;6 -TO SE, tJ011FIlED -M#IZ-5 IN ftl>4WK%CZ OF C4,OSUW,- �*TJN 'Fmcrc- A vi-Fte, -& OV-S�vfttlm EDMONDS, WA NOT TO SCALE December 0 Page 6H-59 I I Figure 6H-27. Closure at Side of Intersection (TA-27) Gym Naom B A 4— 139,tG 5T F F B ' A 30 m (100 ft) MAX. I t ROADVOW;�� 1jL IN *-A B �3 (0 rn (�l 0 0 ft) M X. AX. t. I . . 30 m (100 ft) P MAX. 1v or See Note 2 for flagger information Typh Q4 A .16 -al Application 27 Note: See Tables 6H-2 and 61-1-3 for the meaning of the symbols and/or letter codes used in this figure. Jr- 5r0,LL- 9r, \A)01244� 1-5 (-LOC'F, TC) June 2001 Fw, -A Sect. 6H.01 r CO 00 CD C13 C) cc o C� cr) 7z E CD C 'D M C 'a E 0 0 c 0 0) (D = = 0) CL < cn 0 cn 0 �5 W4 1;1,11,1� cu V1. f 0), ca -ia ac U) 0 CL ,A co ------------- Cl) co 4jilk N CL CL C! M: C�4 4j c 05/01/2002 13:03 2066250770 SPEE WEST CONST PAGE 01 Edmonds 2000 A WaShl ngton L(mited Liability company I LLC May 1, 2002 RECEIVED MAY 2 -1 1002 Lir-r-DING DIVIS10N TO: Jeannie, City of Edmonds Engineering EMA FROM: DOUG SPEE RE: Bell Street Mixed Use Here is my traffic control plan for crossing 3 rd Ave. with comments from DOT. Very Truly Yours, Dou p 1( p.O. BOX 1563 Edmonds, WA 98020 (206)264-7733 FAX (206)625-0770 05/01/2002 13:03 2066250770 05/01./2&.b2 o9:17 FA,% 206 440 1 . a4/21/2Be2 14;12 2#077el 4 . FIA19-ev Lj"/) sl )00 V 3 SPEE WEST CONST PAGE 02 TRAFFIC SERVICES 002 . SPEE WEST PAGE 62/( ep;,t t) -3p - p e-PA, P 406 Wr- I rtA 157 OUT-- i n6l sfov-�- ;66, .4 A"I rr COV law 05/01/2002 13:03 2066250770 05/01/,2'N2 n: 17 FAX 206 440 SPEE.WEST CONST PAGE C. UUL TRAFFIC SERVICES 2,0— 9z;b �J— FAX 5 /1/ Date: )F : 206-62!rO770 To: D?)ig-S-p-�.O— AX of.. S)teWest Qon5��Phone: 84 7�33 From: AM -440-4804 Phone: 206-440-44L9 of.- WSDOT P,e: laffic Control Plan M5241k —BellSt- No. of PageG:-2 iia �over --Linld-�ad Commen ts, Caffic control Pla-g and have, F�so nm ts �we i �Wil (d, tt �ijc all I Y m ak c 0 —na n * �tbese �are co�r7 Linoboed the �cfflo '�CO �eMts ro'ect projoct such 9S this (if it was -a WS ) lviqLVL_fLMe TA-27jDd WSDQI'Wo-rk— RgferenCetm VYJL Zone TraTf—lcC—ontrol (3uJdelme—s_N ,54 441_ CP Ma' I —e L No W§D--OT revigw done for Bell St; if this strqetis left gpcndj�n�ncon�.scti�onc. traffic c 2. eeded to delineate the work ar�A--s2LM! 11 probably need to be aALusted to fi the blq�c I 52ac D _jU on Sj� �524 s�uih of I/S, wi. bl 4. 1 added a � �age�read' symM silm for eagh direct-101 591 PLANNING DATA New Commercial / Mulffamily Proiects SITE ADDRESS: ZONING: t4r-'� USE(S) PROPOSED: ALLOWED?: LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED (Y/N) CUP File: To Allow What Uses?: ADB FILE #: PARKING: Use: HIA L, I 'FA No. Spaces Required: ItA t-h I - X 7 —(floor area,# employees, etc.)= Use: A�o +4 No. Spaces Required: -7%- '.114--o— X (floor area, # employees, etc.) = h4p�r use: Iln No. Spaces Required: �,176 (floor area, # employees, etc.) = Use: No. Spaces Required: 4 X (floor area, # employees Total Required: 60;1 bi Actual Provided: SETBACKS: Required Setbacks: Front: L�-' Left Side: Right Side: Rear: Actual Setbacks: Front: cl Left Side: 10 Right Side:f 'Rear: Street map checked for additional setback required? _(Yes/No) MAXIMUM FLOOR AREA: Maximum Allowed: 2-9, Actual: BUILDING HEIGHT: Maximum Allowed: Actual Height: Modulation Allowed?: Modulation Height: Datum Point: Datum Elevation: Elevator Penthouse > 3 feet over height limit? If so,VAR# LANDSCAPING: Matches ADB approved: 0 Bid Provided? Bond Amount (100% bid): CRITICAL AREAS #: SEPA DETERMINATION: z SHORELINE REQUIRED?. Continued ... VQ 1Afibrary\^P1andatNewConim.doc E 40 DATE: PLAN CHK#- NAME OF BUILDING PERMIT APPLICANT: PROJECT DESCRIPTION: ADB FILE #: - 91-- Iq ( OR DATE WAIVED: PLANS MATCH APPROVED PLAN: SUBDIVISION: LOT AGGREGATION REQUIRED. ?�: - REDUCED SITE PLAN (8.5X1 1) PROVIDED FOR STREET FILE? OTHER: Plan Review By: 1Ahbrary\^P1andatNewComm.doc ERICH 0. *rIETZE AND AsSOCIATES, 10 Engineers and Consultants 18530 76th Avenue West Suite B Edmonds, WA 98026 425-771-6212 FAX 425-775-0236 DC Mr. Don Fiene NAR I � 2901 March 8, 2001 City of Edmonds DEVELOPMENT SE-13VICES CTR. 121 5th Avenue North CITY OF: EDMoIVDS Edmonds, WA 98020 Subject: Revised Drainage Plan for Mixed Use Building - Edmonds 2000, LLC at Third and Bell Dear Don: The proposed mixed -use building is located on a lot approximately 0.33 acres in size. There is an existing house and associated development that are presently used for office purposes. All existing development on -site and all curb, gutter, and walk along the site perimeter will be removed and be replaced. The new building will cover the entire site. All parking will be underground so there is no requirement for water quality treatment of runoff from the developed site. The small amount of water that may occur in the garage will be from rain or snowmelt carried in by cars. Area drains in the garage will collect such drainage and discharge it to the building side sewer. In the case of the basement garage, a pump will deliver such water to the side sewer by means of a receiving basin that will permit gravity flow to the side sewer. The existing site and surrounding off -site areas are essentially flat. There is no appreciable runoff to the site or from the site to surrounding areas. The runoff that does occur from the existing site drains to a public storm drain in Bell Street that ultimately discharges to Puget Sound. For this reason, the design criteria for the detention system will be the I 0-year and I 00-year storms. There will be no runoff from the site to adjacent private property after development. All runoff from the developed site will be to the public storm drain after being detained. A portion of the existing public storm drain downstream of the site will be replaced at a lower grade. The detention system is designed for the 10-year and 100-year storms. The existing site was modeled as if the site consists of meadows. Calculations for the proposed design are attached to this letter. Respectfully submitted, ERICH 0. TIETZE AND ASSOCIATES, INC. 4�:A 0 . � Erich 0. Tietze, P.E. President LMN-M-3 -�5 - i -s-. - a -2— 1 0 LOU() 4 -N S.C.S. TYPE -!A RAINFALL HSTRIEUTION ENTER: FREO(YEAR). DURAT'-ONJ I HOUR ), PREC 1P( INCHES) io ------------------ 1 2 . 0 ---------------------------------------------- S-C-5- lyPE-lA DISTRIBUTION 10-YEAR 24-HOUR STORM !1** 2.00' TOTAL PREC'P. ---------------------------------------------------------------------- ENIER: A(PERV), CN(PERV), M _, I '( 'MPERV ), CN( T MPERV), TC FOR EASIN NO. E5 0.0 98 16.7 DATA PPINT-OUT: AREA( ACRES PERVIOUS T HPERVIOUS TC( MINUTES A CN A CN $5.0 .0 98.0 16.7 PEAK-Q(CFS T-PEAK(HRS) VOL(CU-FT) 05 7.83 950 ENTH ld:)[Path1filenamet.ext) FOR STORAGE OF COMPUTED HYDROCPApH: S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ',YEAR DURAHON(HOUR), PRECIP(INCHES) 100 24 ---------------------------------------------------------------------- S.C.$. TYPE -IA DISTRIBUTION 100-YEAR 24-HOUR STORM U** 3.00' TOTAL PRECIP. ---------------------------------------------------------------------- ENTER: A(PERV),.CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. I 0.1^3 es 0.0 98 16.7 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS IC(MINUTES) A CN A CN .3 .3 85.0 .0 98.0 16.7 PEAK-Q(CFS) �ePEAK(HRS) VOL(CU-FT) 1896 .11 7.83 1 ENTER (d:)[path)filenzme(.ext) FOR STORAGE OF COMPUTED HYDROGRAPH: SpeeEx.4100 L 0 e- cX A 0 Sj..S. lY?E-lA r...N;A'.L NSTR7BUTION E N i E R v r I � ...4R [1UPA, ON( HOUR ), P.REC- P( INCH i 0 2.0 ----------------------------------------------------------------------- S.C.S. TYPE -!A DISTRIBUTION 1.3111 I'll *.Izlt *T*zTxlzt 10-YEAR 24-HOUIR STOPM lllz 7.00' TOTAL PRECIP. --------------------------------------------- ------------------------- -C FOR EASIN I HR: A,PERV), MPERV), A( ,'ERV CKI�PERV 0.0 ?6 0_3 98 .1.5 DA iA PP.'NT-Oi,T: y AREAi ACRES PEWOUS A 86.0 3 ie.0 1.5 PEAK-Qt*''-;s) 14-PEAK(HRS) VOL(CU-FT) 7.67 2126 20 ENTER h,,:)[path)filename[.ext) FOR STORAGE OF COMPUTED HYDROGRAPH: SpeeDe.!,', S.C.$. TYPE -IA RAINFALL DISTRIBUTION ENTER. FREQ(YEAR), DURATION(HOUR), PRECIPONCHES) 3.0 100 24 ---------------------------------------------------------------------- S.C.$. TYPE -IA DISTRIBUTION ***;*ttss !OO-YEAR 24-HOUR STORM ;sss 3.0V TOTAL PRECIP, ---------------------------------------------------------------------- ENTER: APERV), CN(PERV), A(IMPERV), rN(IMPERV), TC FOR BASIN NO, I 0.0 86 0.33 98 1.5 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .0 86.0 .3 98.0 1.5 PEAK-Q(CFS) /�-PEAK(H I RS) VOL(CU-FT) 7.67 .,o 3317 ENTER [d*j(pzth)filerame[.ext) FOR STORAGE OF COMPUTED HYDROGRAPH spee-ve.10- 1*1 7. k-A QC 1 L I Y ROU,1INE -1: F ,,, i "', -t ".F.1 R.i'q FACILITY: POND 4 - INFILTRATION POND 2 - TANK 5 - INFILTRATION TANK - V41JLT 6 - GRAVEL TRENCH/BED BEFORE OVERFLOW -.ORAGE DEPTH(ft �NTER: EFF-� 5 PRIMA PH: .NiER OF MRY DESIGN INFLOW HYDROCRAP 7NFLOW PEAK .30 CFS ENTER PRIMAR' '.-ES.-IGN RELEASE RATE(cfs): E NTER NUMBER -V-F INFLOW HYDPOGRAPHS TO BE 1E.STEO FOR PERFORMANCE (.5 MAXIMUM): i ENTER Id:)[pa;-.�l-,)f:Lleiame[.ex"'I OF HYDROGRAPH 1: iped'e.lo E' T -E;EASE RATE(cfs): 'oiARGE., 0. ENTER: NUMBER OF ORIFICESI RISER-HEAD(ft), RI SER-DIAMETER( i 2 5.45 ' 6 R TASER OVERFLOW DEPTH FOR PRIMARY PEAK INFLOW = .16 FT SPECIFY ITERA4ION DISPLAY: Y - YES, N - NO n SPECIFY: R - REVIEW/REVISE INPUT. C - CONTINUE c INITIAL STORAGE VALUE FOR ITERATION PURPOSES: 1305 CU-FT EOTTOM"ORIFICE: ENTER Q-MAX(cfS) 0.0635 //o' . - ' OTA,= 1.-00 INCHES ,OP ORIFICE: ENTER HEIGHT(ft) 3.6'j DIA.= 1.13 INCHES PERFORMANCE: INFLOW TARGET -OUTFLOW ACTUAL -OUTFLOW, PK-STAGE STORAGE DESIGN HYD: .30 .11 .11 5.45 .583-- 0 ' HYD 1: .20 .05 .05 3.44 350 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP .0 k Aj . a EXPIAES 0 -2, v 3 & A)i 5'L.-3,t Vol :.- 5-9:3cv V) p" U 68 A,�o-k U44-- 17 I-F V� Pt 6 4 F . .............. 6 9- 91Y Q p,47. 67 Al Z. 3 PAC E -11 kyj NMI -I IVA TOTAL HEAD IN FT. /lo HP MOTOR 24 INS 22 �EMINE MMIMM 20MMEMEN MOMMOMMEN NEEME muessoommom No No MENEM MINE-4,90MMEMEM 0 l��mom -. . MENil REEMEMEN MEMO 14 MENNI011 'MOM mmmms MEMENOWIEN ME 10 FULL LOAD wl. WEEMIMME AMPS AT 1 d 115 V. MEMEMEM 9.4, AT 230 V. 4.7 6 WEEMME I mom ON LOAD MEN MOEN ME AT 3 d 230 V.- MENEM 000 AM mom No ME MEN MUMMME NEEMOMME "Mom MEMMEN ift 120 140 160 J.S. GALLONS PER MINUTE ce MODEL: SP40A 45/16 NOTE: CASTING DIM..MAY VARYt 1/h" ERICH 0. TIETZE AND AsSOCIATES, INC. Engineers and Consultants 18530 76th Avenue West Suite B Edmonds, WA 98026 425-771-6212 FAX 425-775-0236 Mr. Don Fiene September 25, 2000 Citv of Edmonds 121 5th Avenue North RECEIVED Edmonds, WA 98020 Subject: Drainage Plan for Edmonds 2000, L.L.C. Mixed Use Building NOV 16 2000' DEVELOPMENT SERVICES CTR. Dear Don: CITY OF EDMONDS The proposed mixed -use building site is a total of approximately 0.33 acres. There is an existing house and associated development, which are presently used for office purposes. All existing development will be removed. The mixed -use building will cover the entire site. The 10-year and 100-year storms were used for detention sizing. <!� The enclosed plans were developed in accordance with the Department of Ecology Stormwater Management Manual for the Puget Sound Basin and the City of Edmonds Stormwater Management Ordinance. Since the total exposed pavement area is less than 5,000 square feet, biofiltration facilities are not required. The existing site was modeled as if it consists of meadow. Calculations for the proposed design are attached to this letter. A section of existing city storm drain must be replaced in order to gravity flow runoff from the detention chamber to the storm drain. This need has received preliminary approval from Lyle Chris.sman. The existing curb and gutter on the site frontage will be retained. The existing sidewalks will be removed and be replaced. Respectfully submitted, ERICH 0. TIETZE AND ASSOCIATES, INC. 9-, .. -& o Erich 0. Tietze, P.E. President C0.0 T�\ — Cf�., le- A(Q t feJA444A./4 (12-1 U 1 COO Ny" tl J_-J'0-'f% J C. _J t ?CP/ 4 1 -A,7z d, d J. 0 1 _A-,-vz4 C'r de PO4 1) 7' C, L 0��_�cf L S.C.S. TYPE -!A RAINFALL HSTRIEUTION ENTER: FREQ(YEAR), DURATION(HOUP), PRECIP(INCHES) io 24 2.0 ----------------------------------------------------------------------- S.C.$. TYPE-1A C)ISTR!,5UTION *xT*zz*Tx 10-YEAR 24-HOUR STORM *x** 2-00' TOTAL PRECTP. jXjj**j** I ---------------------------------------------------------------------- ENTER: A(PEPV), CN(PERV), A(_MPERV), "N(IMPERV), IC FOR EASIN NO. 0.33 85 0.0 98 16.7 DATA PPINT-OUT: AREA(ACRES) PERVIOUS T WERVIOUS TC(MINUTES) A CN A C N .3 .3 8 5 . C, .0 98. 0* 16.7 REAK-Q(CFS/)T-PEAK(HRS) VOL(CU-FT) '05 7.83 950 ENTER [d:)1Path)filename(.ext) FOR STORAGE OF COMPUTED HYDROGPAPH: S.C.$. TYPE-iA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR.), DURATION(HOUR), PRECIP(TINCHES). 100 24 3 . 0 ---------------------------------------------------------------------- S.C.S. TYPE-1A DISTRIBUTION 100-YEAR 24-HOUR STORM **** 3.00' TOTAL PRECIP. ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. I 0.33 e5 0.0 98 16.7 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .3 85.0 .0 98.0 16.7 PEAK-Q(CFS) 'VPEAK(HRS) VOL(CU-FT) .11 v 7.83 1896 ENTER [dI[PatWilenamet.ext) FOR STORAGE OF COMPUTED HYDROGRAPH: SpeeEx.1100 e_1 C., JA 0 V/ A R A, I KFALL DlST RT, BUT !ON lP( 14 'ES DURATION(HOUR), PREC* . Ch 2.0 10 ------------------------------------------------------------------ S.C.S. TYPE -!A DISTRIBUTION !O-YEAR 24-HOUR STORM Tl** 2.00' TOTAL PRECIP. *itzi 11 . L --------------------------------------------------------------------- V CN ENTER: A,PERV), CNkPERV), A� E IhPERV ;C FOR BASIN NO. I 86 0.- 1.5 0.0 DAT A PRI NT-OUIT 7 Mpp Rl� PERV HIS — 1.5 86.0 .3 98.0 -FT) PEAK-Q(l^FS) f-T-PEAK(HPS) VOL(CU 7 .67 21.26 ENTER [-,,:j[path)filename[.extj FOR STORAGE OF COMPUTED HYDROGRAPH: SpeeDe.10 f S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 100 24 3.0 ------------------------------ --------------------------------------- S.C.S. TYPE -IA DISTRIBUTION 100-YEAR 24-HOUR STORM ;*** 3.00' TOTAL PRECIP. ******z** ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(TMPERV), ,^N(IMPERV), TC FOR BASIN NO. 1 1.5 0.0 86 0.33 98 DATA PRINT-OUT: IMPERVIOUS TC(MINUTES) AREA(ACRES) PERVIOUS A CH A CN .3 .0 86.0 .3 98.0 1.5 PEAK-Q(CFS) PEAK(HRS) VOL(CU-FT) '0 7.67 3317 -OF COMPUTED HYDROGRAPH. ENTER [d:)(pathjfilename[.exQ FOR STORAGE Spee-ve JVI_ L F—A �.':D FACILITY ROUTINE _-EL it Y FACILITY: i1FE R/D r i i - POND 4 - INFILTRATION POND 2 - TANK 5 - !NFILTRAIION 1ANK - VAULT 6 - GRAVEL TRENCH/BED C77 DEPTH(ft) BEFORE OVERFLOW -_NTER: EFF".- -NTER [d:', (',atnjf i1name[.2Xt) OF PRIMARY DESIGN INFLOW HYDROCRAPH: E 7 �rRiMARY NFLOW PEAK .30 CFS PRI�IA:)"' HECN RELEASE RATE(cfs): ENTER NUMBER 'V--F INFLOW HYDROGRAPHS TO BE TESTED FOR PERFORMANCE (.5 MAXIMUM): i -.NTER (d:1 (pathjf:11eiame(.ext1 OF HYDROGRAPH 1: 10 ENTER TARGET RELEASE RATE(cfs): 0.05 ENTER: NUMBER OF ORIFICES, RISER-HEAD(ft), RISER-DIAMETER(in) 2 5.45 6 RISER OVERFLOW DEPTH FOR PRIMARY PEAK INFLOW = .16 FT SPECIFY ITERATION DISPLAY: Y - YES, N - NO n SPECIFY: R - REVIEW/REVISE INPUT, C - CONTINUE c INITIAL STORAGE VALUE FOR ITERATION PURPOSES: 1305 CU-FT BOTTOM ORIFICE: ENTER 0-MAX(cfs) 0.0635 D"A.: 1.00 INCHES ,OP ORIFICE: ENTER HEIGHT(ft) 3.65 DIA.= 1.13 INCHES PERFORMANCE: INFLOW TARGET -OUTFLOW ACTUAL -OUTFLOW PK-STAGE STORAGE DESIGN HYD: .30 .11 .11 5.45 --583-- TEST-HYD 1: .20 .05 .05 3.44 350 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP Ok 0. C. VIA 0. 15569 01 �QYONffw I rtXPIRES '3 -- ( 5- -0 -2- 1.1 V o., �� 134' -A- '� 9 Vol 5-8:3cr UAA 9t pA C.>kj VM e 68 Lo xD%u-. 6 6et 4F 671. J::r PRZ, ARC ... ........ PAGE J�AYDR-O-MFIW SECTION 210 DIMENSIONAL DRAWINGS MODEL: SP40A t 45/16 ul� NOTE: CASTING DIM. MAY VARY t 1/8" 04/05/1999 13: b:A 2mbb,21)" / /H i W1 ' �i 1 A IN' I Of ED-if 121sM AVENUE NOR11i, EI)MONI)S, WA 49020 (425) 7710220 CITY OF EDMONDS RCW 197-11-970 DeterminaUori of Nonsignificance (DNS) �//06/ I A(ji 0,21 RECEIVED iNHTlGA'l+:D DF.TFRMINATION OF NONSIGNIFICANCF: NOV 16 2000 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS L - �r_-_-T FILE Description of proposal: Consauction of a �J,Hh'/ squaie foot, ; story mixed use building with underground parking garage with space for 36 cars S,000 cubic yalds of giading Is expected A single family residence and a I - story office buildingcu:rrently occupythe 14,400squaie foot property. Siteaddresses are 307 Bell Street and 210 ;'d Avenue North. 'Me property is zoned Community Business — lic (City offidmorids I -'Ile No. ADB -98 19 1) Proponent: Doug Spec 307 Bell Street Edmonds. WA 98020 Location of proposal, including street address if any Lead agency: CITY OF"l-H)MONI)IS ;07 BrI I Street & 71 () 0 A vcnue North, Edmonds The lead agency for this proposal has detvTnuried that it does not have a probable significant adverse IMP&C.1 on the enViroriment. An envLronuiental Impact statement is riot wtitiurd tinder RCW 43 ?l (HOU)(c). This dccision was made after review of a completed environmental checklist and other uilotination ori file with tliv Irad agracy. 'rhis information is available to the public on request. Them 15 no comment period for this I)NS. xx This DNS is issued under 197 11 340(2): the lead agency will not act on (his proposal for 14 day% from the date below. Comments must be submitted by: Respon,sible Official: Jeffrey S. Wilson Positionfritle: Planning Super visor, Dvpartment ot'Developinpilt Sei vicrs .. Planning Division Phone: (425) 771 0220 Address: Citv of Edmonds, 121 ich Avenue North. I-Anionds, WA 99020 --- — -- Signature:. Date: Wz� 14'1 1-11elol"? XIN You may appeal chis (Icteinuriation to i�obeit (1lave, I'lamilog Manager, -it U,1 )th Avenue North. Edmonds WA 9802.0. no later than J�M, hy fifinp a written appeal citine the reasons. You should be prepared !o makir %pecific tactual nblections. Contact letfiey S. Wilson to read or ask about the procedures for SEPA appeals ty I t I'dillt IIAS Community Sri vi( I'S Posted oil ACt .19 -it the Iditionds Publik- L.ibimy, ?9, Building. and the Edmonds Post Office. Ax Distribute !(,, ("liecked" Agencies mi ihc- irvei se %ide (it This tm Ill. alone. with a �:opy ofthe Checklist. Mailed to the ioilowingalon.y with the Environmental Checklist: DNS DOC 4ZN9 SEPA Llcl/ Ob/ I J J J 1 1 f 'I I V)i 1 4 AA XX Environmentai Review Section Washington Slate l)epj. ofTiansVortation TSM&NI-and Deve'.10Pel Department of FX0109Y I � 700 Dayton Avenue North p-0. Box 47103 Sea"Ic. WA 98 1 v; olympia, WA 98504 !701 xx EdrnondsSchool i)istnct No. 15 xx Community Transit Attn.- ri jet Cjrl%.t ail, planni ng and Pi oprrry AM.- Brent Russell Manalycr 7100 Hardeson Rd 2()4*11.0 68th Aventle West Everett, WA 98203 I.ynnwood, WA 98016-7400 _2gL jM17171GATION MEASUR-ES INCORPORAIII-D IN'I'WHIE PROPOSAL. 1. TRAFMCMITIGAUONfNTHFAMotfN'I'OF$58PI�.RNEWPI-"AKPM'rRIP'I'()WARJ)SI-I)TURJ'.- B4PRoVEMENTS TO THE INIT-RSEC'110N OF ()TH AVI: ' NUENORTHAND MAIN STREFY AN ESTIMATED 28 NEW TRIPS WH.1, BE GENERA11-1) F-ROWFHE PROPOSI-D STRUCIVRE. MMGA-nON IN'FHE AM0UNI'()F$l,624'I'(.) BF. PAID PRIOR TO WILDING PERMFFISSUANCE. Attachments —i — PC- File No. ADB--98-191 Date # 0 610, page Ifi7l SEPA Notebook Posit it' I ax Note F Pee—, yo— Cm Go.10"pt. phone it FHK# lax 0 PaRe ',it ,I)II-98-1910FIS 00C VW99 SFPA Em= February 10, 1999 File No. 25-98-02 1 -00 1 -01 FEB 12 1999 Mr. Douglas K. Spee "ImItI1,60 an Spee West Construction Co. 307 Bell Street Edmonds, WA 98020 RECEIVED Subject: Third & Bell Street Mixed Use Project Traffic Study FEB 16 1999 ENGINEERING Dear Mr. Spee: We investigated the anticipated traffic generation and distribution for the Third & Bell Street Mixed Use Project. The project consists of: • Eighteen apartment units. • General office space. • Bagel shop. The Institute of Transportation Engineers (ITE) Trip Generation Manual, 6th Edition, was used to determine the trip generation rates for the apartment units and general office space. However, since the ITE Trip Generation Manu�l, 6th Edition, does not include bagel shops or a similar facility, weekday PM peak hour counts were taken at two area bagel shops. These were: The Great.American Bagel Pacific Bagel 17425 Highway 99 1254-E State Avenue Lynnwood, WA Marysville, WA Table 1 shows the count data and resulting trip generation rate. Table 1: Bagel Shop Weekday PM Peak Hour Trip Generation Counts Facility Area Trips Trips per 1000 sf Entering Exiting Total The Great American Bagel 3,000 sf 10 10 20 6.67 Pacific Bagel 2,600 sf 7 7 14 5.38 1 . Average 6 6- 6.03 7'6 FEB 12 1999 no Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425 741-3800 Fo—x'4-25 7-41 �3900 Mr. Douglas K. Spee Spee West Construction Co. February 11, 1999 File No. 25-98-021-001-01 Page 2 Table 2, based on the ITE Trip Generation Manual, 6th Edition, and observed trip generation, presents the anticipated weekday PM peak hour trip generation for the project. Table 2: Weekday PM Peak Hour Trip Generation ITE Average Total Percent Percent Trips Trips Code Rate Trips Entering E g Entering Exiting Apartment 220,/ 0.62 11 67% 7 4 trips/unit General Office 710 1.49 4 17% no 1 3 trips/1000 sf BagelShop NA 1 6.03 13 50% 50% 6 7 trips/1000 sf Total I 1 1 14 The net result of this project i 208 ew weekday PM peak hour trips, 14 entering and 14 departing. Access to the two project parking areas is via Third Avenue North and an alley along the east side of the project. Figure I presents the anticipated distribution of the new trips. Most municipalities do not require further analysis if ten or fewer weekday PM peak hour trips are added to an intersection. Because 18 new trips are added to the at Main Street and Third Avenue North signalized intersection, a level of service (LOS) analysis was conducted for existing conditions (1999), year 2000 without the project, and year 2000 with the prop' using ,�ct the TRANSYT-7F traffic model (TRANSYT-7F analysis enclosed). �(Y erc,%Ig, annual growth rate for traffic was used. Table 3 shows the results of the analysis. Table 3: Main Street/Third Aven e North LOS Analysis 7 Year OS Average Delay 1999 C 17.9 see/veh 2000 without the project C 18.1 sec/veh 2000 with the project C 18.3 sec/veh M LOS C represents an average vehicle delay of 15 to 25 seconds. Pe addition of 18 vehicles to the intersection adds an average delay of 0.2 seconds. �This is a negligible impact on the intersection and should not require mitigation. ) 1"5 0 P, ReidpAiddleton Mr. Douglas K. Spee 0 0 Spee West Construction Co. February 11, 1999 File No. 25-98-021-001-01 Page 3 Please contact Patrick McGrady or me if you have any questions. Thank you for allowing Reid Middleton, Inc. to be of service. Sincerely, Reid Middleton, Inc. Bill D. Goodwin, P.E. Director, Surface Transportation Group vff\st\98\02 Ispe6study.doc Enclosure ReidpAiddlet FIGURE 1: TRIP DISTRIBUTION Release 7.2 February 1994 T R A F F I C S I G N A L S Y S T E M 0 P T I M I Z A T 1 0 N P R 0 G R A M Sponsored by: Developed by: U.S. Department of Transportation University of Florida Federal Highway Administration Transportation Research Center Software Maintenance and User Support Furnished by: Center for Microcomputers in Transportation (McTrans) Transportation Research Center, University of Florida 512 Weil Hall, Gainesville, FL 32611-65B5 USA (904) 392-0378 TRANSYT/7 (C) British Crown Copyright. TRANSYT-7F Copyright 1980-1994, University of Florida. All Rights Reserved. Date of Run: 2/ 4/99 Start Time of Run: 13:42:43 Data File: 99MN3.TIN ------------------------------------------------------ I N P U T D A T A R E P 0 R T F 0 R R U N I ------------------------------------------------------ FIELDS: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- LINE RUN TITLE CARD NO. TITLE 1) MAIN STREET & 3RD AVENUE N,.1999, (99MN3) NETWORK CONTROL CARD SEC/ SEC/ LINE CARD MIN MAX CYCLE STEP STEP LOST GREEN STOP OUTPUT INITIAL PERIOD SEC(0) SPD(0) ENGL(0) PNCH NO. TYPE CYCLE CYCLE INCR. CYCLE NORMAL TIME EXTEN. PENALTY LEVEL TIMINGS LENGTH PERCQ) TIME(I) METR(1) DECK 2) 1 60 120 5 3 1 0 0 -1 0 0 60 0 0 0 0 106 ... WARNING + THE SEC/STEPS FACTOR IN FIELD 6 IS TOO SMALL FOR CYCLE LENGTHS ABOVE 60 SECONDS. IT WILL BE INCREASED TO ALLOW A MAXIMUM OF 60 STEPS/CYCLE. 7 --- NOTE - A STOP PENALTY OF 1-11 WILL RESULT IN AUTOMATIC CALCULATION OF THE PI TO MINIMIZE FUEL CONSUMPTION. LINK SPECIFIC DELAY OR STOP WEIGHTS ON CARD TYPE 37 & 38 WILL STILL BE APPLIED, HOWEVER. I TRANSYT-7F.MAIN STREET & 3RD AVENUE N, 199 )9MN3) PAGE 2 FIELDS: 1 2 3 4 5 6 7 a 9 10 11 12 13 14 15 16 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --- 14 --- NOTE - INITIAL TIMING FLAG SET TO 'I' FOR CYCLE RANGE EVALUATION. LINE CARD LIST OF NODES JO BE OPTIMIZED NO. TYPE 3) 2 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LINE CARD NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NO. TYPE LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU R16HT 4) 3 5 2 9 1 6 10 7 4 12 3 8 11 0 0 0 LINKS HAVING SHARED LANES LINE CARD FIRST SET ......................... SECOND SET ........................ THIRD SET ....................... NO. TYPE 5) 7 102 105 OP� 0 0 106 101 0 0 0 0 0 0 0 0 SYSTEM MASTER DATA LINE CARD MASTER SYSTEM DEFAULTS SYSTEM EXTERNAL SYSTEM FUEL VEHICLE DRIEN- DESIRED Z OF SAT MB9 INFLAT FUEL VEHICLE NO. TYPE NODE YELLOW ALL -RED SATFLOW SPEED PDF FACTOR LENGTH TATION SPLITS 2-CYC -WEIGHT RATE COST OCC. 6) 10 1 4 1 1700 30 35 100 25 0 95 25 40 too 125 120 ------------------ INTERSECTION ------------------ CONTROLLER TIMING DATA LINE. CARD NODE OFFSET/ INTERVAL DURATIONS (SECS. OR PERCENT) ............................................. DOUBLE NO. TYPE NO. YLD.PT. REF INT INTI INT2 INT3 INT4 INT5 INT6 INT7 INTB INT9 INTIO INT11 CYCLE 7) 13 1 0 0 3 3 1 3 3 1 3 3 1 0 0 0 PHASE TIMING DATA LINE CARD NODE START VARIAB. YELLOW ALL -RED MINIM. PHASE NO. TYPE NO. INTVL INTVL INTVL INTVL SECS. LINKS MOVING IN THIS PHASE ................................. TYPE 8) 21 1 1 1 2 3 7 102 -105 106 -101 0 0 0 0 0 9) 22 1 4 4 5 6 7 104 0 0 0 0 0 0 0 0 10) 23 1 7 7 8 9 7 - 108 0 0 0 0 0 0 0 0 LINK DATA LINE CARD LINK LINK SAT. TOTAL MID-BLK. FIRST INPUT LINK.... SECOND INPUT LINK.... THIRD INPUT LINK.... QUEUE NO. TYPE NO. LENGTH FLOW VOL. VOL. NO. VOL. SPDITT NO. VOL. SPD/TT NO. VOL. SPDITT CAP. TRANSYT-7F:MAIN STREET & 3RD AVENUE N, 1999 19NN3) PAGE 3 it FIELDS: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 11) 28 105 400 0 40 0 0 0 0 0 0 0 0 0 0 0 LINK DATA (CONTINUED) LINE CARD LINK ADD START GREEN ADJUST. FOURTH INPUT LINK OPPOSING LINKS AND PERCENTAGES ............... PERM NO. TYPE NO. LOST -TIME EXTENS. MFR SNEAKERS NO. VOL. SPD/TT LINK I X LINK 2 X LINK 3 X MODEL 12) 29 105 0 0 0 0 0 0 0 106 100 0 0 0 0 0 LINK DATA LINE CARD LINK LINK SAT. TOTAL MID-BLK. FIRST INPUT LINK... SECOND INPUT LINK.... THIRD INPUT LINK.... QUEUE NO. TYPE NO. LENGTH FLOW VOL. VOL. NO. VOL. SPD/TT NO. VOL. SPD/TT NO. VOL. SPD/TT CAP. 13) 28 102 400 1600 225 0 0 0 0 0 0 0 0 0 0 0 14) 28 101 400 0 47 0 0 0 0 0 0 0 0 0 0 0 LINK DATA (CONTINUED) LINE CARD LINK ADD START GREEN ADJUST. FOURTH INPUT LINK OPPOSING LINKS AND PERCENTAGES ............... PERM NO. TYPE NO. LOST -TIME EXTENS. MFR SNEAKERS NO. VOL. SPD/TT LINK I X LINK 2 X LINK 3 % MODEL 15) 29 101 0 0 0 0 0 0 0 102 too 0 0 0 0 0 LINK DATA LINE CARD LINK LINK SAT. TOTAL MID-BLK. FIRST INPUT LINK.... SECOND INPUT LINK.... THIRD INPUT LINK.... QUEUE NO. TYPE NO. LENGTH FLOW VOL. VOL. NO. VOL. SPD/TT NO. VOL. SPD/TT NO. VOL. SPD/TT CAP. 16) 28 106. 400 1600 200 0 0 0 0 0 0 0 0 0 0 0 17) 28 104 400 1600 204 0 0 0 0 0 0 .0 0 0 0 0 18) 28 10B 400 1600 140 0 0 0 0 0 0 0 0 0 0 0 RUN CARD LINE CARD DI PI - PROS HOE FILES NO. TYPE TYPE TYPE WEGHT LINK SYST 19) 52 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 --- 72 --- NOTE A CARD TYPE 52 CAUSES RUN TO BE OPTIMIZED USING THE DEFAULT NORMAL OPTIMIZATION STEP SIZES.. IF CARD TYPE 4 WAS CODED, IT IS IGNORED. THE ABOVE WILL BE PROCESSED AFTER THE uBEST" CYCLE LENGTH HAS BEEN SELECTED. --- 70 --- NOTE NO ERRORS DETECTED. TRANSYT�7F PERFORMS FINAL PROCESSING. IF ANY ERRORS ARE DETECTED, FURTHER PROCESSING IS SUSPENDED. TR.ANSYT-7F;MAIN STREET & 3RD AVENUE N, 1999 i9MN3) PAGE 4 FIELDS: 1 2 3 4 5 6 7 8 9 to 11 �12 13 14 15 16 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --- 74 --- NOTE - THERE ARE A TOTAL OF I NODES AND 6 LINKS, INCLUDING BOTTLENECKS, IF ANY, IN THIS RUN. --- 77 --- NOTE.- THERE WERE A TOTAL OF I WARNING MESSAGES ISSUED IN THE ABOVE REPORT. u TRANSYT-7f:MAIN STREET & 3RD AVENUE N, I 99NN3) PAGE 5 ------------------------------------ CYCLE EVALUATION SUMMARY PERFORMANCE ------------------------------------ CYCLE STEP AVERAGE PERCENT FUEL DISUTILITY NUMBER PERFORMANCE LENGTH SIZE DELAY STOPS CONSUMPTION INDEX SATURATED INDEX (sed (steps) (sec/veh) Q) (gal/hr) LINKS ------------------------------------------------------------------------------ 60 20 16.58 68 8.7 6. 1 0 6.0602 65 22 16.71 67 8.7 6.0 0 6.0236 70 23 18.24 67 9.0 6.3 0 6.2956 75 25 19.06 67 9.1 6.4 0 6.4495 80 27 19.86 64 9.1 6.5 0 6.4691 B5 28 20.77 65 9.4 6.7 0 6.6726 90 30 22.25 65 9.6 6.9 0 6.8965 95 32 22.74 65 9.7 7.0 0 7.0130 too 33 23.19 65 9.8 7.1 0 7.0762 105 35 24.85 66 10.1 7.4 0 7.4334 110 37 25.88 65 10.2 7.5 0 7.5454 115 38 26.50 65 10.3 7.6 0 7.6318 120 40 27.62 64 10.5 7.8 0 7.8199 BEST CYCLE LENGTH = 65 SEC. CYCLE SENSITIVITY = 8.8 X 80 --- NOTE - TRANSYT-7F OPTIMIZES THE SYSTEM USING THE BEST CYCLE LENGTH AND HILL -CLIMB STEP SIZES AS INDICATED BY CARD TYPE 52. - - - ------ - - - -------------------------------- MAIN STREET & 3RD AVENUE N, 1999, (99NN3) 65 Seconds, 60 Steps Page 6 (PERFORMANCE WITH OPTIMAL SETTINGS) NODE LINK FLOW SAT DEGREE TOTAL TRAVEL TIME -------- DELAY ------- AVERAGE" UNIFORM MAX BACK 9UEUE FUEL EFFECT. LINK NO. NO. FLOW OF SAT TRAVEL TOTAL AVG UNIFORM RANDOM TOTAL DELAY STOPS EST. CAP. CONSUM GREEN NO. (vph) (vphg) (%) (veh-mi)(yeh-h)(sec/0 (veh-h) (sec/veh) (vph;%) (veh/lk)(Yeh/lk) (gal) (sec) --------------------------------------------------- ------------------------------------------------------------------------------ NB THRU 225 1600P 37 17.06 1.24 19.9 .65 .02 .67 10.7 129.0( 57%) 3 13 1.90 31 102 LEFT 40 102S 9 3.03 .22 19.4 .11 .00 .11 10.2 23.0( 57%) 102 102S .33 31 105 ,SB THRU 200 1600P 36 15.16 1.10 19.7 .57 .01 .59 10.6 113.1( 57%) 2 13 1.67 31 106 LEFT 47 106S 11 3.56 .27 20.4 .15 .00 .15 11.3 28.0( 60%) 106- 106S .41 31 101 EB THRU 204 .1600 64 15.46 2.05 36.1 1.30 .22 1.53 27.0 173.0( 85%) 3 13 2.70 13 104 WB THRU 140 1600 63 10.61 1.56 40.2 .99 .21 1.21 31.0 123.2('88%) 2 13 2.00 9 108 1 856 MAX = 64 64.89 6.43 3.79 .46 4.25 17.9 509.2( 69%) 9.01 DI 6.3 ---------------------------------------------------------------------------------------------------------------------------------- All MOEs are in units per hour. I.. MAIN STREET & 3RD AVENUE N, 1999, (99MN3) 0 CYCLE: 65 Seconds, 60 Steps Page 7 SYSTEM -WIDE PERFORMANCE: ALL NODES ---------------------------------- SYSTEM PERFORMANCE MEASURES UNITS TOTALS Total Travel veh-mi/hr 65 Total Travel Time veh-hr/hr 6 Total Uniform'Delay veh-hr/hr 4 Total Random Delay veh-hr/hr 0 Total Delay veh-hr/hr 4 Average Delay sec/veh 17.9 Passenger Delay pax-hr/hr 5 Stops: Total veh/hr 589 Percentage 1 69 System Speed mph 10.1 Fuel Consumption gal/hr 9 Operating Cost $/hr 59 Performance Yndex DI 6.3334 Performance Index (Pl): Disutility Index (DI): Disutility Index Excess Fuel Consumption No. of Simulations = 75, Links = 426 Elapsed Time = 1.2 sec. MAN WEET t 3RD AVENUE N, 1999, (99MN3) LINE CARD TERMINATION CARD NO. TYPE 20) 90 0 0 0 0 0 0 0 0 0 --- 92 --- NOTE - END OF JOB! ru". 65 Seconds, 60 Steps Page 8 0 0 0 0 0 0 Release 7.2 (TRANSYT-7F) February 1994 T R A F F I C S 1 6 N A L S Y S T E M 0 P T I N I Z A T 1 0 N P R 0 6 R A N Sponsored by: Developed by: U.S. Department of Transportation University of Florida * Federal Highway Administration Transportation Research Center * Software Maintenance and User Support Furnished by: Center for Microcomputers in Transportation,(McTrans) Transportation Research Center, University of Florida 512 Weil Hall, Gainesville, Fl. 32611-6585 USA (904) 392-0378. TRANSYT/7 (C) British Crown Copyright. TRANSYT-7F Copyright 19BO-1994, University of Florida. All Rights Reserved. I Date of Run: 2/ 9/99 Start Time of Run: 18: 8:16 Data File: 00MN3.TIN ------------------------------------------------------ I N P U T D A T A R E P 0 R T F 0 R R U N I ---------------------------------------------- ------- FIELDS: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- LINE RUN TITLE CARD NO. TITLE 1) MAIN STREET & 3RD AVENUE N, 2000 W/O PROJECT, (OOMN3) NETWORK CONTROL CARD SEC/ SEC/ LINE CARD MIN MAX CYCLE STEP STEP LOST GREEN STOP OUTPUT INITIAL PERIOD SEC(0) SPD(0) EN 6L(0) PNCH NO. TYPE CYCLE CYCLE INCR. CYCLE NORMAL TIME EXTEN. PENALTY LEVEL TIMINGS LENGTH PERC(l) TIME(l) METRQ) DECK 2) 1 65 120 5 3 1 0 0 -1 0 0 60 0 0 0 0 106 ... WARNING + THE SEC/STEPS FACTOR IN'FIELD 6 IS TOO SMALL FOR CYCLE LENGTHS ABOVE 60 SECONDS. IT WILL BE INCREASED TO ALLOW A MAXIMUM OF 60 STEPS/CYCLE. 7 --- NOTE - A STOP PENALTY OF 1-11 WILL RESULT IN AUTOMATIC CALCULATION OF THE PI TO MINIMIZE FUEL CONSUMPTION. LINK SPECIFIC DELAY OR STOP WE16HTS ON CARD TYPE 37 & 38 WILL STILL BE APPLIED, HOWEVER. - - - ------------------------------ TRANSiT-7F:MAIN STREET &'3RD AVENUE N, 200 0 PROJECT, (OOMN3) PAGE 2 FIELDS:' 1 2 3 4 5 6 7 8 9 10 12 13 14 15 16 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 14 --- NOTE - INITIAL TIMING FLAG SET TO 'I' FOR CYCLE RANGE EVALUATION. LINE CARD LIST OF NODES TO BE OPTIMIZED NO., TYPE 3) 2 1 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 LINE CARD N.ORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NO. TYPE LEFT THRU RIGHT LEFT THRU R16HT LEFT THRU RIGHT LEFT THRU R16HT 4) 3 5 2 9 1 6 to 7 4 12 3 8 11 0 0 0 LINKS HAVING SHARED LANES LINE CARD FIRST SET ..................... .... SECOND SET ........................ THIRD SET ....................... NO. TYPE 5) 7 102 105 0 0 0 106 101 0 0 0 0 0 0 0 0 SYSTEM MASTER DATA LINE CARD MASTER SYSTEM DEFAULTS SYSTEM EXTERNAL SYSTEM FUEL VEHICLE ORIEN- DESIRED X OF SAT MB9 INFLAT FUEL VEHICLE NO, TYPE NODE YELLOW ILL -RED SATFLOW SPEED 11F FACTOR LENGTH TATIIN SPLITS 2-CYC WE16HT RATE COST ICC, 6) 10 1 4 1 1700 30 35 100 25 0 85 25 40 100 125 120 ------------------ INTERSECTION .1 ------------------ CONTROLLER TIMING DATA LINE CARD NODE OFFSET/ INTERVAL DURATIONS (SECS. OR PERCENT) ............................... ......... DOUBLE NO. TYPE NO. YLD.PT. REF INT INTI INT2 INT3 INT4 INT5 INT6 INT7 INT8 INT9 INTIO INT11 CYCLE 7) 13 1 0 0 3 3 1 3 3 1 3 3 1 0 0 0 PHASE TIMING DATA LINE CARD NODE START VARIAB. YELLOW ALL -RED MINIM. PHASE NO. TYPE NO. INTVL INTVL INTVL INTVL SECS. LINKS MOVING IN THIS PHASE ................................. TYPE 8) 21 1 1 1 2 3 7 102 -105 106 -101 0 0 0 6 0 9) 22 1 4 4 5 6 7 104 0 0 0 0 0 0 0 0 10) 23 1 7 7 a 9 7 108 0 0 0 0 0 0 0 0 LINK DATA LINE CARD LINK LINK SAT. TOTAL MID-BLK. FIRST INPUT LINK.... SECOND INPUT LINK.... THIRD INPUT LINK.... 9UEUE NO. TYPE NO. LENGTH FLOW VOL. VOL. NO. VOL. SPD/TT NO. VOL. SPD/TT NO. VOL. SPD/TT CAP. TRANS�T-7:MAIN STREET & 3RD AVENUE N, 200 0 PROJECT, (OOMN3) PAGE 3 FIELDS: 1 2 3 4 5 6 7 0 9 10 11 12 13 14 15 16 11) __2B -105 -400 --- 0 __41 --- 0 --- 0 --- 0 --- 0 --- 0 --- 0 --- 0 --- 0 --- 0 --- 0 7- 0 LINK DATA (CONTINUED) LINE CARD LINK ADD START GREEN ADJUST. FOURTH INPUT LINK OPPOSING LINKS AND PERCENTAGES ............... PERM NO. TYPE NO. LOST -TIME EXTENS. MFR SNEAKERS NO. VOL. SPD/TT LINK I X LINK 2 % LINK 3 X MODEL 12) 29 105 0 0 0 0 0 0 0 106 100 0 0 0 0 0 LINK DATA LINE CARD LINK LINK SAT. TOTAL MID-BLK. FIRST INPUT LINK.... SECOND INPUT LINK.... THIRD INPUT LINK.... QUEUE NO. TYPE NO. LENGTH FLOW VOL. VOL. NO. VOL. SPD/TT NO. VOL. SPD/TT NO. VOL. SPD/TT CAP. 13) - 2B 102 400 1600 232 0 0 0 0 0 0 0 0 0 0 0 14) 28 101 400 0 48 0 0 0 0 0 0 0 0 0 0 0 LINK DATA (CONTINUED) LINE CARD LINK ADD START GREEN ADJUST. FOURTH INPUT LINK OPPOSING LINKS AND PERCENTAGES ............... PERM NO. TYPE NO. LOST -TIME EXTENS. MFR SNEAKERS NO. VOL. SPD/TT LINK I X LINK 2 LINK 3 MODEL 15)' 29 101 0 0 0 0 0 0 0 102 100 0 0 0 0 0 LINK DATA LINE CARD LINK LINK SAT. TOTAL MID-BLK. FIRST INPUT LINK.... SECOND INPUT LINK.... THIRD INPUT LINK.... QUEUE NO. TYPE NO. LENGTH FLOW VOL. VOL. NO. VOL. SPD/TT NO. VOL. SPD/TT NO. VOL. SPD/TT CAP. 16) 28 106 400 1600 206 0 0 0 0 0 0 0 0 0 0 0 17) 28 104 400 1600 210 0 0 0 0 0 0 0 0 0 0 0 18) 28 108 400 1600 145 0 0 0 0 0 0 0 0 0 0 0 RUN CARD LINE CARD Di PI PROS NO. TYPE TYPE TYPE WEGHT 19) 52 1 0 0 0 0 0 0 0 --- 72 --- NOTE - A CARD TYPE 52 CAUSES RUN TO BE OPTIMIZED USING THE DEFAULT NORMAL OPTIMIZATION STEP SIZES. IF CARD TYPE 4 WAS CODED, IT IS IGNORED. THE ABOVE WILL BE PROCESSED AFTER THE DBEST" CYCLE LENGTH HAS BEEN SELECTED. --- 70 --- NOTE - NO ERRORS DETECTED. TRANSYT-7F PERFORMS FINAL PROCESSING. IF ANY ERRORS ARE DETECTED, FURTHER PROCESSING IS SUSPENDED. NOE FILES LINK SYST 0 0 0 0 0 0 1 TRANSYT-7F:MAIN STREET & 3RD AVENUE N, 200 0 PROJECT, (OOMN3) is PAGE 4 FIELDS: 1 ---- 2 ---- ---- 3 4 ---- 5 ---- 6 ---- ---- 7 8 ---- 9 10 11 12 ---- ---- ---- ---- 13 14 15 16 ---- ---- ---- ---- --- 74 --- NOTE - THERE ARE A TOTAL OF I NODES AND 6 LINKS, INCLUDING BOTTLENECKS, IF ANY, IN THIS RUN. --- 77 --- NOTE - THERE WERE A TOTAL OF I WARNING MESSAGES ISSUED IN THE ABOVE REPORT. I TRANSYT-7F:MAIN STREET & 3RD AVENUE N, 20 PROJECT, (00MN3) PAGE 5 ----------------------- 4 ------- CYCLE EVALUATION SUMMARY PERFORMANCE ------------------------------------ CYCLE STEP AVERAGE PERCENT FUEL DISUTILITY NUMBER PERFORMANCE LENGTH SIZE DELAY STOPS CONSUMPTION INDEX SATURATED INDEX (sed (steps) (sec/veh) W (gal/hr) LINKS ------------------------------------------------- ---------------------------- 65 22 17.97 66 9.2 6.4 0 6.3918 70 23 18.44 67 9.3 6.5 0 6.5192 75 25 19.30 68 9.5 6.7 0 6.7362 so 27 19.52 67 9.5 6.7 0 6.7390 95 28 20.71 67 9.7 7.0 0 6.9612 90 30 2230 65 10.0 7.2 0 7.2199 95 32 23.30 66 10.1 7.4 0 7.3561 100 33 23.45 65 10.1 7.3 0 7.3470 105 35 25.19 67 10.5 7.7 0 7.7341 110 37 2539 67 10.6 7.9 0 7.8504 115 38 26.95 65 10.7 8.0 0 7.9508 120- 40 28.13 65 10.9 8.2 0 8.1689 ------------------------------ ------------------------------------------------ BEST CYCLE LENGTH = 65 SEC. CYCLE SENSITIVITY = 0.1 X --- 80 --- NOTE - TRANSYT-7F OPTIMIZES THE SYSTEM USING THE BEST CYCLE LENGTH AND HILL -CLIMB STEP SIZES AS INDICATED BY CARD TYPE 52. MAIN STREET & 3RD AVENUE N, 2000 W/O PROJE600MN3) 1 65 Seconds, 1 60 Steps Page 6 (PERFORMANCE WITH OPTIMAL SETTINGS> 16 NODE LINK FLOW SAT DEGREE TOTAL TRAVEL TIME -------- DELAY ------- AVERAGE UNIFORM MAX BACK 9UEUE FUEL EFFECT. LINK NO. NO. FLOW OF SAT TRAVEL TOTAL AVG UNIFORM RANDOM TOTAL DELAY, STOPS EST. CAP. CONSUM GREEN NO. (vph) (vphg) Q) (veh-mi)(veh-h)(sec/v) (veh-h) (sec/veh) (vph;%) (veh/lk)(Yeh/lk) (gal) (sec) ---------------------------------------------------------------------------------------------------------------------------------- NB THRU 232 1600P 40 17.59 1.33 20.6 .72 .02 .74 11.5 137.7( 59%) 3 13 2.02 30 102 LEFT 41 102S 9 3.11 .23 19.9 .12 .00 .12 10.8 24.3( 59%) 102 102S .35 30 105 SB THRU 206 1 600P 3B 15.62 1.17 20.5 .63 .02 .65 11.3 121.5( 59%) 2 13 1.7B 30 106 LEFT 48 106S 12 3.64 .28 21.1 .16 .00 .16 12.0 29.5( 61%) 106 106S .43 30 101 EB THRU 210 1600 66 15.92 2.15 36.8 1.35 .27 1.61 27.7 179.6( 86%) 3 13 2.82 13 104 WB THRU 145 1600 59 10.99 1.51 37.6 1.00 .14 1.14 28.4 125.6( 87%) 2 13 1.98 10 108 1 882 MAX = 66 66.96 6.67 3.98 .45 4.43 18.1 618.1( 70%) 9.38 DI 6.6 All MOE5 are in units per hour. MAIN STREET & 3RD AVENUE N, 2000 W/O. PROJE 16,OOM N3) 6 : 65 Seconds, 60 Steps Page 7 SYSTEM -WIDE PERFORMANCE: ALL NODES ---------------------------------- SYSTEM PERFORMANCE MEASURES UNITS TOTALS Total Travel veh-mi/hr 67 Total Travel Time veh-hr/hr 7 Total Uniform Delay veh-hr/hr 4 Total,Random Delay veh-hr/hr 0 Total Delay veh-hr/hr 4 Average Delay sec/veh 18.1 Passenger Delay pax-hr/hy 5 Stops: Total veh/hr 610 Percentage % 70 System Speed mph 10.0 Fuel Consumption gal/hr 9 Operating Cost $/hr 61 Performance Index ----------------------------------- DI 6.6201 ------ Performance Index (Pl): Disutility Index (DI): Disutility Index Excess Fuel Consumption No. of Simulations = 81, Links = 460 Elapsed Time = 1.2 sec. MAIN STRUT & 3RD AVENUE N, 2000 W/O PROJ OOMN3) LINE CARD TERMINATION CARD NO. TYPE 20) 90 0 0 0 0. 0 0 0 0 --- 92 --- NOTE - END OF JOB' 65 Seconds, 60 Steps Page 8 0 0 0 0 0 0 0 Release 7.2 (TRANSYT-7F) February 1994 T R A F F I C S 1 6 N A L S Y S T E M 0 P T I M I Z A T 1 0 N f f P R 0 6 R A M Sponsored by: Developed by: U.S. Department of Transportation University of Florida * Federal Highway Administration Transportation Research Center * Software Maintenance and User Support Furnished by: Center for Microcomputers in Transportation (McTrans) Transportation Research Center, University of Florida 512 Weil Hall, Gainesville, Ft. 32611-6585 USA (904) 392-0378 TRANSYT/7 (C) British Crown Copyright, TRANSYT-7F Copyright 1980-1994, University of Florida. All Rights Reserved. Date of Run: 2/ 9/99 Start Time of Run: 18:15:18 Data File: 00MN3F.TIN ------------------------------------------------------ I ------------------------------------------------------ N P U T D A T A R E P 0 R T F 0 R R U N I FIELDS: 1 2 3 4 ---- ---- ---- ---- 5 6 7 8 9 to 11 ---- ---- ---- ---- ---- ---- ---- 12 13 14 15 ---- ---- ---- ---- ---- 16 eLINE RUN TITLE CARD NO. TITLE 1) MAIN STREET & 3RD AVENUE N, 2000 W PROJECT, (00MN3F) NETWORK CONTROL CARD SEC/ SEC[ LINE CARD MIN MAX CYCLE STEP STEP LOST GREEN STOP OUTPUT INITIAL PERIOD SEC(0) SPD(0) ENGL(0) PNCH NO. TYPE CYCLE CYCLE INCR. CYCLE NORMAL TIME EXTEN. PENALTY LEVEL TIMINGS LENGTH PERC(I) TIME(l) METR(I) DECK 2) 1 65 120 5 3 1 0 0 -1 0- 0 60 0 0 0 0 >)> 106 ... WARNING + THE SEC/STEPS FACTORIN FIELD 6 IS TOO SMALL FOR CYCLE LENGTHS ABOVE 60 SECONDS.,+IT WILL BE INCREASED TO ALLOW A MAXIMUM OF 60 STEPS/CYCLE. 7 --- NOTE - A STOP PENALTY OF 1-11 WILL RESULT IN AUTOMATIC CALCULATION OF THE PI TO MINIMIZE FUEL CONSUMPTION. LINK SPECIFIC DELAY OR STOP WEIGHTS ON CARD TYPE 37 & 38 WILL STILL BE APPLIED, HOWEVER. TRWYT-7R:MAIN STREET & 3RD AVENUE N, 200 PROJECT, (OOMN3F) PAGE 2 FIELDS: 1 2 3 4 5* 6 7 8 9 10 11 12 13 14 15 16 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --- 14 --- NOTE - INITIAL TIMING FLAG SET TO 'I' FOR CYCLE RANGE EVAL UATION. LINE CARD LIST OF NODES TO BE OPTIMIZED NO. TYPE 3) 2 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LINE CARD NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NO. TYPE LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU R16HT 4) 3 5 2 9 1 6 10 7 4 12 3 8 11 0 0 0 LINKS HAVING SHARED LANES LINE CARD FIRST SET ......................... SECOND SET ......................... THIRD SET ....................... NO. TYPE 5) 7 102 105 0 0 0 106 101 0 0 0 0 0 0 0 0 SYSTEM MASTER DATA LINE CARD MASTER SYSTEM DEFAULTS SYSTEM EXTERNAL SYSTEM FUEL VEHICLE ORIEN- DESIRED X OF SAT MB9 INFLAT FUEL VEHICLE NO. TYPE NODE YELLOW ALL -RED SATFLOW SPEED PDF FACTOR LENGTH TATION SPLITS 2-CYC WEIGHT RATE COST OCC. 6) 10 1 4 1 1700 30 35 100 25 0 85 25 40 too 125 120 ------------------ INTERSECTION I ------------------ CONTROLLER TIMING DATA LINE CARD NODE OFFSET/ INTERVAL DURATIONS (SECS. OR PERCENT) ............................................. DOUBLE NO. TYPE NO. YLD.PT. REF INT INTI INT2 INT3 INT4 INT5 INT6 INT7 INTO INT9 INTIO INT11 CYCLE 7) 13 1 0 0 3 3 1 3 3 1 3 3 1 0 0 0 PHASE TIMING DATA LINE CARD NODE START VARIAB. YELLOW ALL -RED MINIM. PHASE NO. TYPE NO. INTVL INTVL INTVL INTVL SECS. LINKS MOVING IN THIS PHASE ................................. TYPE 8) 21 1 1 1 2 3 7 102 -105 106 -101 0 0 0 0 0 9) 22 1 4 4 5 6 7 104 0 0 0 0 0 0 0 0 10) 23 1 7 7 8 9 7 108 ol 0 0 0 0 0 0 0 LINK DATA LINE CARD LINK LINK SAT. TOTAL MID-BLK. FIRST INPUT LINK.... SECOND INPUT LINK.... THIRD INPUT LINK.... QUEUE NO. TYPE NO. LENGTH FLOW VOL. VOL. NO. VOL. SPD/TT NO. VOL. SPD/TT NO. VOL. SPD/TT CAP. TRAN8YT-7F:MAIN STREET & 3RD AVENUE N, 200 IROJECT, (00MN3F) PAGE 3 FIELDS: 1 2 3 4 5, 6 7 8 9 10 11 12 13 14 15 16 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 11) 28 105 400 0 41 0 0 0 0 0 0 0 0 0 0 0 LINK DATA (CONTINUED) LINE CARD LINK ADD'START GREEN ADJUST. FOURTH INPUT LINK OPPOSING LINKS AND PERCENTAGES ............ "' PERM NO. TYPE NO. LOST -TIME EXTENS. MFR SNEAKERS NO. VOL. SPD/TT LINK I X LINK 2 x LINK 3 X MODEL 12) 29 105 0 0 0 0 0 0 0 106 100 0 0 0 0 0 LINK DATA LINE CARD LINK LINK SAT. TOTAL MID-BLK. FIRST INPUT LINK.... SECOND INPUT LINK.... THIRD INPUT LINK.... QUEUE NO. TYPE NO. LENGTH FLOW VOL. VOL. NO. VOL. SPD/TT NO. VOL. SPD/TT NO. VOL. SPD/TT CAP. 13) 2B 102 400 1600 235 0 0 0 0 0 0 0 0 0 0 0 14) 28 101 400 0 53 0 10 0 0 0 0 0 0 0 0 0 LINK DATA (CONTINUED) LINE CARD LINK ADD START GREEN ADJUST. FOURTH INPUT LINK OPPOSING LINKS AND PERCENTAGES ............... PERM NO. TYPE NO. LOST -TIME EXTENS. MFR SNEAKERS NO. VOL. SPD/TT � LINK I X LINK 2 % LINK 3 % MODEL 15) 29 101 0 0 0 0 0 0 0 102 100 0 0 0 0 0 LINK DATA LINE CARD LINK LINK SAT. TOTAL MID-BLK. FIRST INPUT LINK.... SECOND INPUT LINK.... THIRD INPUT LINK.... QUEUE NO. TYPE NO. LENGTH FLOW VOL. VOL. NO. VOL. SPD/TT NO. VOL,. SPD/TT NO. VOL. SPD/TT CAP. 16) 28 106 400 1600 210 0 0 0 0 0 0 0 0 0 0 0 17) 28 104 400 1600 212 0 0 0 0 0 0 0 0 0 0 0 18) 28 108 400 1600 149� 0 0 0 0 0 0 0 0 0 0 0 RUN CARD LUIC LIKKU UL ri rKuh NO. TYPE TYPE TYPE WEGHT 19) 52 1 0 0 0 0 0 0 0 --- 72 --- NOTE - A CARD TYPE 52 CAUSES RUN TO BE OPTIMIZED USING THE DEFAULT NORMAL OPTIMIZATION STEP SIZES. IF CARD TYPE 4 WAS CODED, IT IS IGNORED. THE ABOVE WILL BE PROCESSED AFTER THE "BEST" CYCLE LENGTH HAS BEEN SELECTED. --- 70 --- NOTE - NO ERRORS DETECTED. TRANSYT-7F PERFORMS FINAL PROCESSING. IF ANY ERRORS ARE DETECTED, FURTHER PROCESSING IS SUSPENDED. nuc HLCO LINK SYST 0 0 0 0 0 0 1 TRANSYT-7F:MAIN STREET & 3RD AVENUE N, 200 PROJECT, (OOMN3F) PAGE 4 FIELDS: 1 ---- 2 ---- ---- 3 4 ---- 5 6 ---- ---- 7 8 ---- ---- 9 10 11 12 13 14 15 16 ---- ---- ---- ---- ---- ---- ---- ---- --- 74 --- NOTE - THERE ARE A TOTAL OF I NODES AND 6 LINKS, INCLUDING BOTTLENECKS, IF ANY, IN THIS RUN. --- 77 --- NOTE - THERE WERE A TOTAL OF I WARNING MESSAGES ISSUED IN THE ABOVE REPORT. --------------------- - TP,AN`SYT-7F:MAIN STREET & 3RD AVENUE N, 2016 ROJECT, (OOMN3F) PAGE 5 CYCLE EVALUATION SUMMARY PERFORMANCE ------------------------------------ CYCLE STEP AVERAGE PERCENT FUEL DISUTILITY NUMBER PERFORMANCE LENGTH SIZE DELAY STOPS CONSUMPTION - INDEX SATURATED INDEX (sed ----------------------------------------------------------------------------- (steps) (sec/veh) W (gal/hr) LINKS 65 22 18.24 66 9.4 6.6 0 6.5765 70 23 18.64 67 9.5 6.7 0 6.6964 75 25 19.56 68 9.7 6.9 0 6.9276 00 27 19.77 67 93 6.9 0 6.9356 85 28 20.73 67 9.9 7.1 0 7.0986 90 30 22.55 67 10.2 7.4 0 7.4140 95 32 23.49 66 10.4 7.5 0 7.5432 100 33 23.65 65 10.4 7.5 0 7.5403 105 35 25.37 67 10.8 7.9 0 7.9352 110 37 26.00 67 10.9 8.1 0 8.0760 115 38 26.77 67 11.0 8.2 0 8.1959 120 ----------------------------------------------------------------------------- 40 29.88 67 11.4 9.6 0 0.5674 BEST CYCLE LENGTH = 65 SEC. CYCLE SENSITIVITY = 8.5 X --- 80 --- NOTE - TRANSYT-7F OPTIMIZES THE SYSTEM USING THE BEST CYCLE LENGTH AND HILL -CLIMB STEP SIZES AS INDICATED BY CARD TYPE 52. MAIN STREET & 3RD AVENUE N, 2000 W PROJEC 0 MN3F) 65 Seconds, 60 Steps Page 6 (PERFORMANCE WITH OPTIMAL SETTINGS> NODE LINK FLOW SAT DEGREE TOTAL TRAVEL TIME -------- DELAY ------- AVERAGE UNIFORM MAX BACK QUEUE FUEL EFFECT. LINK NO. NO. FLOW OF SAT TRAVEL TOTAL AVG UNIFORM RANDOM TOTAL DELAY STOPS EST. CAP. CONSUM GREEN NO. (vph) (Yphg) (%) (veh-mi)(veh-h)(sec/0 (veh-h) (sec/veh); (vph;%) (veh/lk)(veh/lk) (gal) (sec) ------------------------------- --------------------------------------------------------------------------------------------- NB THRU 235 1600P 40 17.81 1.35 20.7 .73 .02 75 11.5 139.7( 59%) 3 13 2.05 30 102 LEFT 41 102S 9 3.11 .22 19.7 .12 .00 .12 10.6 23.7( 58%) 102 102S .35 30 105 SB THRU 210 1600P 40 15.92 1.20 20.6 .65 .02 .67 11.5 124.6( 59X) 2 13 1.83 30 106 LEFT 53 106S 13 4.02 .31 21.4 .19 .00 .18 12.2 32.6( 61%) 106 106S .48 30 101 EB THRU 212 1600 66 16.07 2.0 37.1 1.36 .28 J.64 27.9 181.7( 86%) 3 13 2.86 13 104 WB THRU 149 1600 61 11.30 1.58 38.1 1.03 .17 1.20 29.9 129.2( 87%) 2 13 2.05' 10 108 1 900 MAX = 66 68.23 6.05 4.07 .49 4.56 18.3 631.3( 70%) 9.61 DI 6.8 ---------------------------------------------------------------------------------------------------------------------- ----------- All MOEs are in units per hour. MAIN'STREET & 3RD AVENUE N, 2000 W PROJEC MN3F) 0 : 65 Seconds, 60 Steps Page 7 SYSTEM -WIDE PERFORMANCE: ALL NODES ---------------------------------- SYSTEM PERFORMANCE MEASURES UNITS TOTALS Total Travel veh-mi/hr 68 Total Travel Time veh-hr/hr 7 Total Uniform Delay veh-hr/hr 4 Total Random Delay veh-hr/hr 0 Total Delay veh-hr/hr 5 Average Delay sec/veh 18.3 Passenger Delay pax-hr/hr 5 Stops: Total veh/hr 631 Percentage X 70 System Speed mph 10.0 Fuel Consumption gal/hr 10 Operating Cost $/hr 63 Performance Index ------------------------------------------ DI 6.7911 Performance Index (Pl): Disutility Index 01): Disutility Index Excess Fuel Consumption No. of Simulations = 76, Links = 434 Elapsed Time = 1.3 sec. I MAIX SJREET & 3RD AVENUE N, 2000 W PROJEC MN3F) 65 Seconds, 60 Steps Page 8 LINE CARD TERMINATION CARD NO. TYPE 20) 90 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 --- 92 --- NOTE - END OF JOB' City of Edmon4p RIGHT-OF-WAY CONSTRUCTION PERMIT Permit Number-94 Issue Date: A. Address.or Vicinity of Construction: -'s kA�9_ 890 9 13. Type of Work (be sp . ecific�: 6UAh CL4L 6K 'gd&gW4 4. g!me C. Contractor: Mailing Address: NO U)^7-J-AA-F /jyt -7 __A/Phone: a '?,Y State License #: '�&Pw C—C. 6 1 M F= Liability Insurance: AIA Bond: $ D. Building Permit # (if applicable): Qao&6?,3 Side Sewer Permit # (if applicable): E. to, Comm . ercial Subdivision, El City Project [:] Utility (PUD, GTE, VING, CABLE, WATER) El Multi -Family Single Family n Other INSPECTOR: INSPECTOR: F. Pavement or Concrete Cut: Yes 0No G. Size of Cut: — x H. Chargq_$ APPLICANT TO READ AND SIGN INDEMNITY: Applicant understands and by his signature to this application, agrees to hold the City ofEdmondg harmless from injuries, damages, or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds, or any of its departments or employees, including or not limited to the defense ofany legalproceedings including defense costs, and attorney fees by reason ofgranting thispermit. THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPECTION AND ACCEPTANCE OF THE WORK ESTIMATED RESTORATION FEES WILLBE HELD UNTIL THE FINAL STREET PATCH IS COMPLETED BY CITY FORCES, AT WHICH TIMEA DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THEAPPLICANT. Construction drawing of proposed work required with permit application. A 24 hour notice is required for inspection; Please call the Engineering I?ivision, 771-0220. Work and material is to be inspected during progress and at completion. Restoration is to be in accordance with City Codes. Street shall be kept clean at all times. Traffic Control and Public Safety shall be in accordance with City regulations as required by the City Engineer. All street cut ditches shall be patched with asphalt or City approved material prior to the end of the working day; NO EXCEPTIONS. I have read the above statements and understand the permit requirements and the pink copy of thepermit will be available on si at all times for inspection purposes. Signature: Date: (Contractor or Agefit) CALL DIAL -A -DIG PRIOR TO BEGINNING WORK FOR CITY USE ONLY APPROVED BY: RIGHT 6F WAY DEPOSIT TIME AUTHORIZED: VOID AFTER —DAYS DISRUPTION FEE/FUND III: SPECIAL CONDITIONS: -Anww�en' �_�VJ106STORATION FEE: ;110W e" A6 PE . RMIT FEE - TOTAL FEE: COMMENTS: RECEIPT FEE: DATE: ISSUED BY: NO WORK -SHALL BEGIN PRIOR TO PERMIT ISSUANCE Eng. Div. 1994 i i I w 0 Z LLJ I CY) r] 9 I I EXISTING REPAIR SHOP EXISTING COVERED L -- - - - - - ARPORT B-1 EXISTING RESIDENCE GRAVEL DRIVEWAY -------------- C6EXISTING VERED CARPORT -------- -------------- LL--- < X B-2 W -J -J EXISTING X X GARAGE I B-3 -X- -X- . -X- . -X- X - X - -X- - -X - - - - - - - - ,qinFWAI K Reference: Site Plan created from measurements taken in the field using a 100-foot measuring tape and.existing objects. Accuracy is to the degree implied by these methods.. BELL STREET EXISTING UTILITY POLE Site Plan I N LEGEND B-1 NUMBER AND APPROXIMATE LOCATION OF BORING ------ PROPERTY BOUNDARY —X—.—X CHAIN-LINKFENCE WOODEN FENCE 0 20 40 S cale 1 20' NELSON-COUVRETTE & ASSOC . IATES, INC. 3rd and Bell Street FIGURE CONSUL77NG GEOTECHNICAL ENGINEERS, GEOLOGISTS Mixed Use Project - AND ENVIRONMENZAL SCIENTISTS FILE NO. 266499 1 DATE 2 November 1999 I CwnpanyV4CADraftingl999�o"kVa*AsitepWn%2%4sp.cdr. ss, 9110w 0 0 Erosion and Sedimentation Control (ESC) Checklist 1 Will work entail, Yes No a Grading Permit? X a Clearing Permit? > 500 lineal feet of trench excavation? work in a Critical area? If all answers to 1 are no, ESC plan not required. Otherwise continue below. 2 A) Separate Plan depicting ESC devices B) Limits of disturbed area C) Perimeter control, protection of adjacent areas D) Existing & Proposed Contours E) Location of construction entrance and detail F) Identify Drainage features, streams, wetands,seeps, swales,,etc G) Show cut & fill slopes, indicating top/bottom of slopelcatch lines H) Conveyance System 1) Locate drainage pipes, ditches, swales, cut-off trenches 2) Temporary Pipe Inverts, or minimum slope & cover 3) Grades, dimensions, location, flow direction for ditches/swales 4) Bypass details for off -site runoff 5) Locations and outlets for Dewatering systems J) Provide ESC notes 1) Stabilization of exposed areas (verbatim by code) 2) Other measures as needed to limit sediment impacts 3) Inspection & Maintenance of ESC devices & CBs 4) Seeding, mulching, matting requirements 5) Stockpiling location & protection 6) Street sweeping 7) Construction access 8) Vehicle cleaning to prevent tracking 9) Dust Control 10) Other K) Construction Sequence 1) Preconstruction Meeting 2) Call for Utility Locations 3) Review ESC notes 4) Flag Clearing Limits 5) Installation of ESC devices 6) CB protection 7) Grading Activities 8) Reference stabilization of exposed area requirements 9) Utility Activities 10) Removal of ESC devices only after Stabilization 11) Other L) Other Complete Incomplete Comments X X X I X Show Proposed Contours Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable Not applicable X X X X X X X X X X X X X X X X W ZD z CYD KNU, 'To ft L 00 9(j>rf1WK\(- I bo I Of IW"Q RAllePRILS -TO CHENOWETH. IRON -BAR Still SAN SAR. N 60*47'59' W 310.96 -MEAS. M ww� Ono C� BEL`L" ST. 7 &--f oli�k i 1A 4t > 1914Tlige- WWj�, -rO M L P. M wtw 164E., R E C 0 R DLER'S C E RWI SU RVEY0R'S,r,±R T1 F! CATE filed for record this .......... day of ......... 2000 at ...... M This map correctly represents a survey made by me In brio, k ...... of ...... at page� ..... at the request of or under my direction/in conformance with the requirements of the Survey Recording Act at the ................................................ t LD T? T request Of VNMX.'M..-rh. ............ in e�7.11 zuuu ................... ....... ......... I ....... MGR. SUPT. OF RECORDS CERTIFICATE NUMBER .... 2�§7 ............ LXR-TION 04:� -re/wF, APPROVED BY ENGINEERING WeN rJf t Date: -3 Sul 6�4 _e I I ... -VAft. m 7, Permit No:( A a le City of Edmonds RIGHT-OF-WAY CONSTRUCTION PERMIT Issue Date: 11115/o t A. Address or Vicinity of Construction: 14 B. Type of Work (be specific): Wrl (.,I C. Contractor: Contact: Zbc-� MailingAddress7 .hone: ZP 60 -j State License #: Y14 0 'q'q 5 PT Liability Insurance:�?�_^; //Bond: bob 0, D. Building Permit# (if applicable): Side Sewer Permit # (if applicable): E. Commercial E] Subdivision. Cif�Project F] EUC(PUD, GTE, PSE, CHAMBERS, OV-WD) F1 Multi -Family Family F-1 Otl�er Single NSPECTOR- G. SIZE OF CUT. x H. Charge: S F. PAVE MENT: E] YES Fj-NO CONCRETE CUT: YES F1 NO IDEAINITY. Applica�'nt understands by hislher signature to this application helshe holds the City ofEdmonds harmlessfirom injuges, damages'or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of.Edmonds,*9r any of its departments or employees, including but not limited to the defense of any legal proceedings* including defense costs and attorneyfees by reason ofgranting this permit. THE CONTRACTOR, IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLO THE .,FINAL INSPECTION AND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS Tli COMPLETE6BY CITY FORCES, AT WHICH TIME.A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE.TO THE APPLICAI�. Traffic control and public safety shall' be in accordance with City regulations as requiredlbytlie'City Engineer. Every flagger must be trained as required.by (WAC)'296-155-305 and mtis.t have certification verifying completion of the required training in their possession. Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City - approved material prior- to the end of the workday - NO EXCEPTIONS. Three sets of construction drawings of proposed work are required with the permit application. I HAVE READ T Er TS AND UNDER I STAND THE PERMIT REQUIREMENTS ANDACKNOWLEDGE jH;E,4 B 0 VE S TA T PI 0� I THATIMUS. TE N Y O�LTWE YERM1r4JVA LABLE ON SITE A T ALL TIMES FOR INSPECTIONS '.'Signa,ture: d, CAILL or Agent) DIG (1 FOR CI9Q Approved by,: Time Authorized': Void Afte Special Conditions: PRIOR Dato! 5 0 G WORK Right-of-way F ee: Disruption Fee/Fund'111: Restoration Fee: jotal,Fee: Receipt No: Issued by:, TPON COMPLETION OF PERMITTED WORK9 AN ENGINEERING FINAL' INSPECTION IS REQUIRED PER CHAPTER 18.00 OF THE EDMONDS COMMUNITY DEVELOPMENT CODE. FINAL APPROVAL OF PERMITTED WORK, INSPECTORS SIGNATURE' DATE:_� 3 �or insp�Ftion requirements see Engineering Information Handout. 12'6"wide T 24"overall height i l--- Twide ---i P u� r SKIN CLINIC. T 1'8" height I ATTACHMENT DETAIL T 12" i Thissign will haveaframe madeofwelded aluminum. The aluminum is 1"x 1"x 1/8" tubing.The sign facewill beAruba Sunbrella. The graphics will bewhitevinyl. lum. 'ame tube EK Screw / 16" x 1 " wide 7 bracket rick The sign will be attached between 2 brick columns using brackets and concrete anchors. Two anchors will be placed on each side of the sign as well as 2 anchors at the top of the sign going through stucco into wood studs. Cky of Fftosh BM6g Depoftent APPROVE-D PLAN 4 12.5' i **Sign will be installed in building setback and will not hang over city property. CITY OF EDMONDS BUILDING DEPARTMENT APPROVED DATE. BLDG. OFFICIAL PERMIT NUMBER 1--- 2'---+-- 3.5-------4 s 3.5' i - 2'----1 ENGINEERING DIVISION APPT,VFZDJS NOTEP N 11, Date: Cal Zi W . U A,tcp cvfA I" -�10611 0%�M a4.1. --7 STREET FILE RECEIVED INIAY 2 0 2013 DEVELOPMENT SERVICES COUNTER 0-7 &D6 601V-57- :lz--/Vl Z� _Q� A) () r(--r 7 * % 1 9 valAuffl& ly^93 EFFECTIVE 7-1-93 WORK _L�A,107- D D P. L S: S Al_�_ '0 -3 -17 -cl 1 1. /Z-O 0 WSEC 1994 EFFECTIVE 4-1-94 I it- �5170 -4 14c, ZONE SETBACKS: FRONT-_-_._ SIDE-_- .. .............. .. REAR OTHER HEIGHT '7��7 . 7 ca _4� As 'CVP— 55"Xleerc- 11 C6LA=,�- 7-V 2- "Ka sic-r-) 3 ( e *0 ME, 67�� C"J RECEIVED 3 1994 P El �01 elT <CS(O �U VT E R U� 465 nM 551 1 1 ARORL - 92d ISr R 00,9 RAMMING ORIkF RAMP SCALE- /0'//,- 5' V 11.9.95 PROP. LINE 119.92 55 70 65 60 NEW A 55 50 45 k, rl� 467 - 8ASEM9*7 PARMING aq1W RAM*O SC4MF.r--9rw - 10 5* 1/ 11.9.95 PROP. LINE —118.58 EME OF 011-lAl lAl MY + GO I L f 1 11995 56.63 56.64 rT-i f-+-f L-L.J 00 Cl) IWWOW & — RERMCEEX. CUM, alr1ZW IfAZXS �-�L I Af I I..YIY UP ICY-11 Z-49ulp. ROOY LO99r M" 0 65 CINOER Z?Z 00/i` WAZ Z 70 65 M-1 55 50 -05 I. Y7 M .0RO.R. LINE, 14 SRWIFICA 77ONS I L SEAL MIAM. Ai F0017NO LZRAIMS W14N 7HE PROREWY SMALL 8E PkC, ASMO-2729 F00771VGORAI,41SI#a7YRIGI-Ir-6F-WAy SMALL 8E PkV, WR J5, ASW Z7-,YOY4 ALL DOWSPOUr LINES, SCRUPPERS AND ARFASMAINS AWSr CONNFOY�pr2l SY57M. Z?A"E#r OARAGE INLE75 SMALL 8F CYIR8 INZERS rA SM PM B-25 6Y? EOUAL,) ALL INLEU IN HA -9WENr OARAGE MALL 06WNEOr rO IIV,,4 ALL MAINS IN ISr RR OARA6F SMALL CMNEOr rO 51,OE SEMR. A WD PLANS MMSr RE S17E MOVEWR CaMR1077ON IS IN PR06RESS ALL ZYMM1077ON 5)VALL 9F TO APPLICAME COVES AND SrANDARDS 01) RM A OF FX MRS, 6V77ER AND IYALIKS rO $rMV WER RM V WNO. RA SIN srf ro6w 7AVS SH;v CO rEX RZOOY WAMI-1 SION (A? REV,41,#,V,) 7 _ 11 ,557REET SION R E ( r 0 rO REW441N) c:) c:) CU .—I c\j CD _0 2 :R-1 Cl ul cr) I C-1 (D :3-- cu (1) C2. u') In 4-) C) c- a_ 4-) C) a_ a.) ro LLI 24 " AW fRAMF -4, AA117 1"LoCW PLAN W-W SCALYE- I" - 2' N07ES ma r wAu P110 RISEN 7EE 0117ZEr P/PF FASEYENr WALL I fRWAIE AAl0 LADOER 6Y? S7ERS OFF= SO al&8-0010V SPACE IS aEAR OF R130'R 2 oommor A r zEAsr rwo xx'. ogo a.46E suppoRr swwourr AlvaloRno ro cummvw WALL (AIAX -Tt-0- WRMOAL SlOWYNO). F A Z M RES-) -W1Ae.--"fQRZj a L I/ WN rR COM t -a afkl P- T) (W aErAl CE (�� --L I IVO SCALE E,V 5Z)IWH 19E 152.59 J/r 45'�Y; r INSrALL SAW COLLAR A 6"INLEr SrAWWRO 09 FRAME PIPES AND GRA 7F. fLANGE MR ORDONV. z ooR RE 47. 90 SKAII aOOR -qA8 4. rO SrCRAf #A' 7ER REWMNO RAMN L OCA ED OWMOZ- 12 RISER HLOG(SEE)"UN) INLEr hWSF 2" POLM7 77MUNE ORMEWA Y f HAD07- SEC776W /7/,Of- #/' Cl-lf-Cff OAL kE, Cyr S7D OLN 8-26 11NIONS1 GA;F 0AL W OAS Z INE A TTA CHZ -D TO SOUTI-1 FACZ- OF WZZ. ROYOW AN, 0 RE 00A ZE i 9A 5' L /Nf" 0 h -T- N 6050:.TJ" H/ GO 0 0 65 CINZ )Z R 9Z 0 C11 r WA \Z-Z 5 47 6 p -1g 9-5 56 6J ---------- --- r------------------------------ I-1WROYA71C PUMP NOOZZ POr--'La -444 44 J SP40A, 58 GWP 016J' IVII, 0. 4 hP Sl#af- PlIASE, 50 C=F, //0 V&r, 2"DIS6WWR49E, c A" ar g AtJrOYA 770 PRESSURE Siff rOV IN —4 /MR H )? SEr rO JTO INONES �;Ilif�lllo—v"SOA "vv ", A IrIU 56 2" F,00 &- f12 -v MOO r --- T— P/ Y #IN. J.- 77ON----, FDC AEx sloz-Elo ZIIWJT SICIV (TO REW541N) 5"owzer I-SrAN,0Af,009ft?A&F N AMO QFA /Z.- RANOZ- 140 ORDOW AZOOR .4 6 A' A& A 'w IV -24 MW AR 22 MIN. ffIL L EX. S 17?ZlCr cv) CAST-N RA EA CF, AR NO SOAZZ- A REPLACE 165LF6FEX. 12-SO, S-081Z.� P/PF &A 7ERIAL SMALL HE R67NF 06WO OR PVC, SOR 35, AS7YO-JO.Y4 -V-1 2k- A 6RO&M9 LEkU AKOOR SLAB - EL 572 ROMMO MAN11OZE 00WR MAR-WEV , ORAIN - H//1 0061VO 80L IS RE 56 85 L -56 5-1- ROL �F7Hn ENE ER LADD 0kD?1-Z0jWfLEV. - .45 ORNRCE 01A. I - 118 E 51.65 DES16W WA rVR SURFACE, too �R S70RA( - R 5J. 45 Y PIPE SUPP6 Y? 7S (SEE NO 7F 2) 70 IN. INSrALL SAW COLLAR SASEMENr PARKIVO ro OU77-Er FIRE /Z06R SUS-ZZ .4 Z �4 . . ....... X g!-10"W X 8t--4'n& L7 //,0,) /-Z 06W 6RA M- W711 2'X 2' 00VCRVE-DF7DV)7aV 11AZIL r (SEZ- SZR11074524L DWS) MINMED A02ESS,000R OU 7L Er PIPE (SY00 71-1 PIPE) /f' 48. 00 & A' 114 OAL V. MEML SARS) ma r sor. a - 48.2 Nh 6 P W RIM -W 7FE .9 &//V. PVC MO CAP W771 N07ES &A. ORIR6F I fRAME A#,0 LADOER OR S&PS O)WSEr SO OV&S-00MV SPACE IS aFAR OF RISECR 4'SWARE SUMP - 'x. - -r ON A A 2 PRO W, 01 A r zz A- sr 7 wo . y ago GA GE s zosooR r sRA a, rf AMOVORED rO CaVORE-IF WALL (M'AX. Jt-0- kfR770AL SPACINO NO SCALE a ocxr im J-C/-/ 5IGN (7-0 RENVIN,) NEW 1-112jw WM-R -q-hWCl-"AN,0 ME -70 F. 2 " WA 7ER SON MCE 7 0 HE 0-0- 8" 01/ 02F SA CffRL 8-,V 8'�V lj� & 4 V 1164 Ex T 51ON (rO REMAIN) vqo Qm wo L- - --- - - r--- i k ---------- r-v C'. 5 7 (RE&O W) EX 3 HR PARA-INC SION (rO SERE Y-O kf V) A, OkERMANO AHOW EX COMMUNITr TRAIV517- 516AI I (rO REVAIN)A, M017: CONIVE-Cr ALL SCRUPPER4 DOW-W0111-S AND AREA 6241111S 70DEMEN770V OAMLr. ORAIN DRAIN PIPE ANO CONIVECrORS SWALL SE CONSIRZIC17MO PER PLZIM81NO CWF. (MF PLIIM811VG PLAN.) A LOCA77F E' 'F E -N VA L W A SSEN& r a V HA SEM&A (r I- Z OOR W L ly A LL At NExr roaEm-7amw mai r WALL. 0 D Er LS Mr S k� �W P A/ SEE- SRR1#:,1,V(ZZR,0ES16YV FORAFMILS &// FRAME & COkER RE 56 95 Sr0RAfDF7Z7V7?OV RE0#1 IN RASEYENr (3ZFDFrA&S) A -2- X S/ OR 5IGN (rO REMAIN) EX CITY L91RECTORv 51ON rO REMAIN --------------------- rd ROOF A CCESS- hlA TCH L------------------------ j Z INE OF NO)F.- SZDO anow, SEE Sl-lff'-r 0-2 FOR OARAGE T,vPICAZ DRAINAarbWSINS AW PIPIA40. ---------------------- a f-11A TOR ROOF S100S 00W A r OWUNO R06W 572 (8EZ OW.) ------------ SCURP,ER 0 RMWOUSE- L== & 00 ROOF- 7YR ---------------- I A I Z-)( 3 HOUR IDARYWO SION (rO REMAIN) I I I 60.45 1 (��Kqy) J rE k�m oty SrORYHA' MR -Mfla7WNG Z?ASfIV fRow Pump IN zusimoNr OARAa-' (nPE 1 09, W/ S01-1,0 L LID) RE - 57. IE 55 f NEW 6" Z�� XE S110E Rl MEW aEANOUT 0 W11 OCATV0 L. AA IPMOL F kki cokER 0 60 OF EA, A SPI-IAZ T zt t 60 I I 8 IZ- �8 0 A WF j?A L - 5918 _9 SEEDEMIL FO-R NEOCaV6' HAWK CURY RAMP OKAOES IAMOD ErAILS 57.:�4& Ai 5850 S,9 M. 50 Iff.9 50 '010, AR -04 A IIAN,01-10W FQ? ClrrS' Ng 010F 1-78ER OP77C CA&E LF, 5"PACI FrG DRAIN "'�"--BELL ST. SrORM, S-2. 0Z 77W)ZINE -60 \Rf�_5724 -57- E ;�g 4 Z-x 72 5TORIW— - - — - - SOT EZ 4666elCRIFr) 11, r 1111 1 ��'Je, At �2LINSMLL Q� SAIWO COLLAR 1E 4 6: so r OF —8" SAN- - 9"' SAN A/ 6OV7�59" W 910,96 MSAS kfR776AL OARIY.- ................................................ /VO/F- 6VF8A6W1-7U -WALL EXISANO RAILROAD S91W /N R0#FR POLE SJY 7HE S. N07F- CALL P118LIC HVRffS A r 425-77i-02.Y5 CORIVER OF LA FA W CaVOYIN111M. ELEVA 7701V 52.92 f= SE A LEAN 7WO SA6W W N07E- CON6 PETE PAI VE Z S YA Y EA 7S r TO L 00A 7E 171E RbER OP)76' 6A6LE ON 9L-ZL A PLACED PER 017Y OF ZDMOMOS almER A-,gaHAL r mnmv Immsf-cmay. ShRfEr WEN CALLIMG FOR UM17Y L 00A 7ES LEGAL DESCRIP96W.- SrANVARV CVFZ?A0`rRU AFrAlL. 001VORZ-7F PANELS -9VALL 8 7W CA&E /5 L 00A M20 APPROX. J FT 8DVIM0 Pt A r mwof , Rz rm ozv vol- myr i oF PLA 72� PAGE 26, Al -00� 05 -A- -1%--k RE'06ROS OF -WOVaV/-W COUNTY, WASI INOrOV. SPMIFICA 77ONS SrORM Z?,E ALMY. QW,0 . ..... Ai AS7N 9-2729. F0017NG DRAMIS IN 61'7Y RIWr-OF-WAY SWALL gf-PkV, JVR J5, ASW Z7-JOJ4. ALL DOWSPOUr LINES, SCRUPPERS ANO AREAS DRAINS MUSr awyoc 191- 110 r*' amwr INLE7s &VALL ar almo lm= (wAoorA S7V PLIV 8-25 OR EMAL) ALL INLEI-S IN 8ASEMENr 6AM46E SMALL CONNECr rO INf2. ALL DRAI#s IN Isr AKR GARAOE -WALL conmnor ro swE -wom. A 67/7- NVENEWR COIVS17FI10770V IS /# PR06RESS ALL C5WS7Rl10776W -WALL 9E 70' APPLICASLE COVESAND SrAND.4RDS N6W7H 6)?WW10 SCALE 0 5 10 20 IN = lop EDMONDS 2000 L.L.C. 307 BELL STREET, EDMONDS WA 98020 CRAL91NO 001- 4YIWE-5 CUT — 5,400 CY FIL L — / VOM - AR z"nIWA6,70 f-OR CONS17FUCTION -61-7-Y ENGINEER OA /F GRADING AND UTILITY PLAN -Y/-Q/ol BELL STREET MIXED USE BLDG. 4120101 goglol 307 BELL STREET, EDMONDS, WA (-"'A U ERICH 0. TIETZE AND AssoCIATES, INC. IPENGINEERS AND CONSULTANTS C-3 18530 76TH AVENUE WEST SUITE B EDMONDS, WA 98026 425-771-6212 FAX 425-775-0236 11 % URNnoo amd. 5HORING NOTES 100Z 6 MdV GENE R A L - It (3 3 Ln The following appl� unless otherwise noted an plans F- LU LJ CODE REQUIREMEN : ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE UNIFORM BUILDING CODE, 1997 EDITION. N WESF-R+THOMPSON rL A A 0 H IT 8 0 T 8 REFERENCE DOCUMENTS: lu A. GEOTECHNICAL ENGINEERING EVALUATION 266499, BY NELSON-COU1,RETTE AND ASSOCIATES, INC., DATED NOVEMBER 11, 1999, AND PHONE =4 MEMORANDUMS DATED FEBRUARY 9, 2000 AND FEBRUARY 17, 2000 AND MARCH 15, 2000. 425 Pontius Ave N B. SHEET A2.2 BY WEBER+THOMPSON ARCHITECTS DATED NOVEMBER 12, 1999. SWte200 al DESIGN LOAD5: THE SOIL PRESSURE DIAGRAMS SHOWN ON THIS SHEET WERE USED FOR THE SHORING DESIGN. Seattle WA 98109 206 344 VOO SUBMIML SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER PRIOR TO ANY FABRICATION OR CONSTRUCTION FOR ALL STRUCTURAL ITEMS f 206 749-5005 INCLUDING THE FOLLOWING: STRUCTURAL STEEL, MISCELLANEOUS METAL, TENDONS, ANCHORS, GROUTS, AND CONCRETES. PROPOSED DEMOLITION AND SHORING SEQUENCE SHALL BE ALSO SUBMITTED TO THE ENGINEER FOR REVIEW. SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE ARCHITECT AND Ll BUILDING DEPARTMENT. % P= M I C H_ A R L INSPEQ11O : THE GEOTECHNICAL ENGINEER SHALL CONTINUOUSLY MONITOR ALL DRILLING FOR PILE PLACEMENT AND SHALL MAINTAIN A RECORD OF N 0 U W R N S ACTIVE PRE65URE 3D x (H + D) pcF PASSIVE PRESSURE 250 ,�`D pof ACTIVE PRE56URE 35 x (H + D) Pcf PA661VE PRE66URE 250 x D pof SOIL CONDITIONS ENCOUNTERED. wfl MODULUS OF 6UBGRADE REACTION 55H krF MODULUS OF 5UBGRADE REACTION 5�11 krF INSPECTION BY A QUALIFIED TESTING AGENCY SHALL BE PERFORMED FO-!"?, CONCRETE AND STEEL PLACEMENT, STEEL FABRICATION AND WELDING. 8 t r U c t U r a FILE LOADING DIAGFZAM`�: Pit P3, P, PILE LOADING DIAGRAM: P2 con Salton to ALL SPECIAL INSPECTIONS SHALL BE IN ACCORDANCE WITH UBC SECTION 1701. SPECIAL INSPECTORS SHALL BE WABO CERTIFIED. 1841% THIRD PLACR NW SHORILINS, W A 9817 7 UTILIa LOCATION: THE SHORING CONTRACTOR�.SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND AND ABOVEGROUND UTILITIES PRIOR 7 TO DRILLING PILE HOLES, TIEBACK ANCHORS, OR ."CUTTING OR DIGGING IN STREETS OR ALLEYS. THE STRUCTURAL AND GEOTECHNICAL ENGINEERS TEL 206 S468446 SHALL BE NOTIFIED OF ANY INTERFERENCE WITH PROPOSED PILE LOCATIONS. SEE SURVEY DRAWINGS FOR ITEMS SUCH AS EXISTING POWER POI E NEAR PAX 206 S46 633.5 SE CORNER OF PROPERTY. :_T PROJECT: EXISTING CONDITION : CONTRACTOR SHALL VERIFY ALL DIMENSIONS A1110 LOCATION OF EXISTING STRUCTURES PRIOR TO FABRICATION AND INSTALLATION OF ANY STRUCTURAL MEMBERS. CONTRACTOR SHALL NOTFrY ENGINEER OF ALL DISCREPANCIES IN DIMENSIONS AND FIELD CHANGES PRIOR TO FABRICATION AND INSTALLATION. N BELL STREET GEOTECHNICAL: SEE GEOTECHNICAL REPORT FOR MORE COMPLETE INFOR. ATION ON PROCEDURES FOR PILE PLACEMENT SEQUENCING, SHORING MONITORING, EXCAVATION, LAGGING, AND DRAINAGE, ETC. MEMED USIS 1% LONCRETE: CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF CHAPTER 19 OF THE UNIFORM BUILDING CODE. CONCRETE STRENGTHS SHALL BE VERIFIED BY STANDARD CYLINDER TESTS, UNLESS APPROVED OTHERVISE. LEAN CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OF rc = 500 psi AND SHALL CONTAIN NOT LESS THAN 1 1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE. NQN-SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACIV0 AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST 3,000 PSI. CUEW: SIRUMRAL STEEL FABRICATION AND ERECTION SHALL BE BASED ON THE A.I.S.C. -SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF EDMOM19 STRUCTURAL STEEL FOR BUILDINGS," LATEST EDITION, IN ADDITION TO THE 1997 UNIFORM BUILDING CODE. 2000 LLC W-SHAPES - ASTM A992 PLATES, ANGLES - ASTM A36 ACTIVE PRE55URE 35 x (H + D) pof PA661VE PRESSURE 250 x D Pcr LAG SCREWS - 1991 NDS SECTION 9.1.1 MODULUS OF SUBGRADE REAC710N 5�11 kd 307 BSM STREST WELDIN SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS AND SHALL BE PERFORMED BY WABO CERTIFIED WELDERS. ONLY PREQUALIFIED -rRAM._, P4 P(P� -0 WELDS (AS DEFINED BY AWS) SHALL BE USED. LOW HYDROGEN ELECTROP!,:S OR PROCESSES SHALL BE USED. USE MATCHING FILLER METALS PER MMONDS,WASKINOTON r6 PILE LOADING DIAC T ST EuFRON OF Alf'ra D1.1 TA B1 r -1.1 LA I ES TOP OF FILE SAWN LUMBE SHALL CONFORM TO "GRADING AND DRESSING RULES,' Vk�r COAST LUMBER INSPECTION BUREAU, LATEST EDITION. TIMBER LAGGING PER PLAN -3 SHAH BE HEM -FIR #2, PRESSURE TREATED WITH WATERBORNE PRESERVAIIVES IN ACCORDANCE WITH AWPB LP-22 TO A MINIMUM RETENTION OF 0.4 LBS/CU FT. TREATED LUMBER SHALL BE IDENTIFIED BY THE QUALITY M RK OF AN INSPECTION AGENCY WHICH HAS BEEN ACCREDITED BY AN REFER TO 17 /5wlj ACCREDITATION BODY WHICH COMPLIES WITH THE REQUIREMENTS OF TH(' AMERICAN LUMBER STANDARD COMMITTEE TREATED WOOD PROGRAM, OR SLOPED BACKFILL LAGGING PER PLAN FOR CALLOUT6 EQUIVALENT. WHERE NOTED IN -COMMOI I. PROPERTY LINE. ------ FILE PER PLAN. ON PLAN. CENTER IN HOLE. CONCRETE PILE PLACEMENT LOLERANCE EXCAVATION ELEVATION 0" INSIDE PERPENDICULAR TO SHORING LINE PER PLAN. 1" OUTSIDE PERPENDICULAR TO SHORING LINE COMMEW DATE 3" ALONG SHORING LINE BUDO PERMIT 7 NOV 00 4 4' A. PERMrr CORR. 9 MA.R 01 4. HQLE DRILLING AND GENERAL EXCAVATION SHALL BE PERFORMED WITHOUT LOSS OF GROUND AND WITHOUT ENDANGERING PREVIOUSLY INSTALLED PILES -V RE PERM. 0011R. I I APR 01 TIMBER LAGGING OR EXISTING �TRUCTURES, THIS MAY INVOLVE CASING THE HOLES OR OTHER METHODS OF PROTECTION FROM CAVING. REFER TO THE GEOTECHNICAL PER PLAN. REPORT FOR RECOMMENDED HOLE DRILLING PROCEDURE. 1117 .1 LEAN CONCRETE PER GEN. NOTES PILE, PLACEMEN ALTERNATE PILES SHALL BE PLACED AND COMPI ETED 50 THAT AT LEAST 24 HOURS IS ALLOWED FOR THE CONCRETE TO SET PRIOR 3-24 L 4 x 4 x EA. SIDE. TO DRILLING ADJACENT PILES. AUGERCAST PILE AND PLACE LAGGING SNUG TIMBER LLGGIN SHAH BE INSTALLED AS SOIL EXCAVATION PROCEEDS. CONTRACTOR SHALL LIMIT THE AMOUNT OF EXPOSED SOIL WITHOUT LAGGING CLIEW APPIFIOVALS: TO AVOID LOSS OF SOIL. MAXIMUM HEIGHT OF UNLAGGED CUT FACE SEALL BE AS DIRECTED BY THE SOILS ENGINEER. LAGGING IS TO BE PLACED UP SECTION PER PLAN. 1/4 3-24 AGA11,16T PILE WHERE BURN IHOLES THROLIG14 INDICATED ON I&SHI.I. IMMEDIATELY AFTER EXCAVATION IS COMPLETE. NO PORTION OF AN EXCIAVATED FACE IS TO BE LEFT UNSUPPORTED BETWEEN WORK SHIFTS. VOIDS Aqxovad' PILE RE-5 TO ALLOW FOR PA66AGE OF BETWEEN LAGGING AND SOIL SHALL BE BACKFILLED WITH FREE-DRAINIIINGY MATERIAL. DRAINAGE BEHIND THE WALL MUST BE MAINTAINED. Dealon SChenvam PILE TIP HORIZ WALL REINF. AFTER LEV 2 PT EDGE OF WATERPROOFING %ORING, MQNITORING- A SYSTEMATIC PROGRAM OF OBSERVATION SHALL BE CONDUCTED DURING THE PROJECT EXECUTION TO DETERMINE ANY EFFECT ckwan Developmem SLA13 I�N PLACE, E3UI;;a4 OFF PORTION OF PER ARCHt OF CONSTRUCTION ON ADJACENT FACILITIES AND STRUCTURES IN ORDER TO PROTECT THEM FROM DAMAGE OR DISPLACEMENT. REFER TO THE Perma Omwir1w PER PLAN PILE EXTENDING INSIDE OF CONC. WALL. GEOTECHNICAL REPORT FOR MONITORING RECOMMENDATIONS. FIELD DAIA AND MEASUREMENTS ARE TO BE SUBMITTED TO STRUCTURAL AND aid Orawimas 12 GEOTECHNICAL ENGINEER FOR REVIEW. Corotr� DmvAngs ALL SLOPES SHALL BE PROTECTED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER. L CONTRAC SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM HIS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUFr'_RVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTION OF ANY TRADE CONTRACTOR. THE STRUCTURAL 4 ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR RV -.PORT ANY HEALTH OR SAFETY DEFICIENCIES TO THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. BUILDING LINE. EEXP:IRIS 11/27/0, .10 -01 (2) ROWS OF 2' SOR FILE PEP, PLAN. ECOLOGY BLOCKS L 4 x 4 x 3/s W1 x 3" LAGS AS DIRECTED BY SHORING .4. 6 012 " oc, (SPACE 0 31/2 or, SOILS ENGINEER. LAGGING illiER FLM 05PTHS > 4'49, NOTES & DETAMS SHIM LAGGING TIGHT AGAINST SHEM"r NO. RECEIVED 15T TWO UF PILES FROM CORN5R, TYP. APR 19 2001 PERMIT COUNTER ff 'm 7 10 PRCUEEOT NO. 9814 WHERE GEOTECHNICAL ENGINEER PERMITS UNSUPPORTED VERTICAL CUT ALONG NORTH PROPERTY LINE, SOLDIER PILES CAN BE ELIMINATED BEGINNING FROM GRID A 6U MAW TIP ELEV. TOP ELEV. PI 28.5' 585, P2 Q2 565, P3 25B' 56B, P4 26V 56.51 P5 30.51 56.51 Pb 32.51 565, 1*1 2 6 B' 56.5 MAR< 9 61ZE AUGER 51ZE P(O W 14 x 43 3011 � W 21 x 50 30110 PI W 21 x 62 30110 P4 W 21 x 13 301t 0 PI, P2, P3 W 21 x 83 3011 0 M F 0 R I N G ` L A N SCALE: 1/8" = V-011 F ALONG EAST SHORING WALL, SLOPE GRADE UP AT IBH: IV FROM ELEV. %B' AT TOP OF PILE. VERIFY NO INTEI;RFERENCE W1 EXISTING UTILITIES, ETC. 1. SEE SHEET SHIJ FOR GENERAL SHORING NOTES. AiD DETAILS. FILE TYPE PER SCHEDULE 2. GRADE ELEVATIONS SHOWN OUTSIDE OF BUILDINY13 FOOTPRINT ARE BASED ON T1405E SHOWN ON THE ARCRITECTURAL =XX7 DRAWINGS. IF ELEVATIONS IN FIELD ARE I= "'0 BE DIFFERENT THAN THOSE SHOWN, THE CONTRACTOR SHALL EX15TING EXTERIOR GRADE ELEVATION CONTACT T14E ENGINEER MOR TO EXCAVATION, DRILLING, FABRICATION AND INSTALLATION FOR P0551BLE (FRIOR TO TEMPORARY SLOPE CUT) SHORING REDESIGN. =XXTj EXCAVATION GRADE ELEVATION 3. GRADE ELEVATION$ SHOWN INSIDE OF BUILDNG FOOTPRINT ARE BASED ON SLAB ELEVATIONS AND FOOTING SLOPE TEMPORARY SLOPE CUT (15H:IV MAX) ELEVATION$ SHOWN ON ARCH'L AND STRUCTURAI.1 FOUNDATION PLAN$ AND DETAILS ON 632. IF EXCAVATION E)IFFER5 FROM TWAT SHOWN ON PLAN, THE CaITRACTOR SHALL CONTACT THE ENGINEER FOR P05615LE SHORING I/F-RIFY SLOPE W1 GEOTECH. ENGINEER REDESIGN. 4. T14E CONTRACTOR SHALL VERIFY THE EXTENT 40 LOCATIONS OF SITE UTILITIES (UTILITY LOCATOR SERVICE AT I-WO-424-��.55 CAN BE USED) ANY UTILITIES VIAT DIFFER FROM TW06E 5HOZI ON PLAN OR THAT COULD INTERFERE WITH THE SHORING SCHEME SHOWN SHALL BE BROUGHT TO T14E ATTENTION OF TH9 ENGINEER FOR POSSIBLE SHORING REDESIGN. 5. CONTRACTOR SHALL COORDINATE TOP OF PILE ELEVATIONS, WITH EXTERIOR GRADES FOUND IN FIELD, TOP OF PILE ELEVATIONS MAY NEED TO BE SLIGHTLY ADJUSlED TO MATCH ACTUAL GRADE& WESER+THOMPSON A R 0 H I T E 0 T S PLLO 425 Pontius Ave N Suite 200 Seattle WA 98109 0 208 344 6700 f 206 749-5005 info@wtrktects.com I C H A E L P.1 i !,I � N 0 U W E N Ell ; — - - - ' S t r u c t u r a I C o n a u I t a n t s 18413 THIRD PLACE NW SHORELINE, WA 981 77 T B L 1 0 6 5 4 6 8 4 4 6 F A X 2 0 6 5 4 6 6 3 3 5 PROJECT: BELL STREET MIXED USE CLIENT: EDMONDS 2000 LLC 307 BELL STREET EDMONDS, WASUNGTON REVISION: COMMENT DATE BLDG PERMIT 7 NOV 00 PERMIT CORR. 9 MAR 01 REV. PERM. CORR. 11 APR 01 CLIENT APPROVALS: Approved: Design Schematics Design Development Permit Drawings Bid Drawings Construotion Drawings TEMPORARY SHORING PLAN SHEET Na. 4 (ABOVE) 1'. -Z K itu Au _j tu a F Li X rtm61-16HL V A/ A :z WEBER+THOMPSON A R 0 H I T. E. 0 T S FiLLC. SFM BUILDINS ARZA 5~ARYI 425 Pontius Ave N Suite 400. UNIT UNIT I-Y UNIT AREA PECK STOP.ASE PECK, STORASE NO. TOTAL UNIT ARE . A - Seattle WA 98109 AREAN AREA: OF 0.206.344-5700:- (LI!VrLR-I) (LEVEL R-2) f 206344 5717 A 1200' 550 014 2 2400 info@wtrktects.com .241 112 2 IcTO4 0 25/213/5TUPY 1525 552 111 .2 2134213 105 112 115 114 2514 F 213/25 102 .260 255 2364 0/6410 ]BAS '72cl Clot cll 2 .1458 100' -2 rt6 215/213 .1,240 ao aa .2 24aO TOTAL UNIT AREA MOO 16 200'14 PROJECT: -AREA summAFty sy noom 6 PAAKINS'LEVEL PARKIN& (LEVEL P-1) BELLSTREET SUBTarAL MIXFD'USR,.,- COMMERCIAL LEVEL PARKIN6 (COMMERCIAL - LEVEL) COMMERCIAL+SPAaE "All COMMERCIAL SPACE HB11 IOal ;2,051 OFFICE SPACE "C" (SPEEMST-CONSTRUCTION) COMMON AREA 5TORAOE / UTILITY CLIENT: - OUTDOOR SPACE �(CoVEpEo ENTRY PLAZA) SMTOTAL 505. 11�2610 FIRST FLAWR RESIVEWIAL EDMONDS:. TOTAL UNIT AREA 2000 LLC - 10,025 TOTAL DECKAREA, (COVERED) COMMON CORRIVop, *756. SMTOTAL - 307-19IEtl STREET WCOND FLOOR RMIDMTIAL EDMONDS, WA TOTAL UNIT AREA .10,02a TOTAL PECK AFMA, (COVEfZED) COMMON CORRIVoR, (covr=pep) - -15a SUBTOTAL TOTAL PROJ.W.T, 5wARE FOOTAse'(Pm ma. mr. or- nom ARtEA) 441,402. S.F RE\ASION. A&B,P. COR'RECTIONS 03..05.*Ol MWILDINCR HE-I&H-T-4-ALWLATION5 R-1 0C4_UPANQY SE C-ORNER --ELEVATION (50.14' SECTION 502.2.2. TABLE 6-1 V NE CORNER - ELEVATION 51.140 NON-. ELECTRIC RESISTANCE HEATIN& NH CORNER - ELEVATION 51.52' 5Y`I CORNER: '.ELEvATioN 57.15, &LAZINe..FLOOP, AREA 24 &LAZINC7 U-VALUE' a :'0.45 TOTAL HEIC7HT: 252.5a VOOR U-VALUE 6.40' AVERA(SE &RAVE 56.2' = 232.56 4 ROOF'/ CEILIN& INSULATION MAX. ALLOJ�IEV HEIC714T 25.0' CLIENT, APPROVALS: MOVULATIN6 Poor- s.o, ADDITIONAL HT FOP ViALLS ABOVE- 6RADE'INSULATION P,-Icj MAXIMUM+ ELEVATION aa.2' Y4ALL5 5ELOYq,&R,&0E'(INTERIOR)', PI-11 Approvml: ;NALL5 BELOK&RAtE(EXTERIoR) P1_dO+ FLOOR INSULATION Desian Schbrnati.cs LEVEL R-I (P.T.SLAB) PI-10 'Design Development Permit b.rawings.+ Li ad Drawings .06nstructioribravvings BM'000LIPAN SECT .2 TABLE 6 1. V NON- ELECTRIC'RESISTANCE -7 . 11 � � I F1 -7 T-- rk6l� __% HEATI.N.0 ..PLAN 0 Uj D. 0. w W b.HE RECEIVED z MAY 11 2001 CIT 0 cy 0 DEVELOPMENT SERVIdS CTR. APPROVED 8Y PLANNING Y OF EDMONDS �2 LCC (5L PROJECT NO. 9814 tirREET FILIE FA9814spee\981W -1.dw9, 03ANY9001 O&W 3 R STRE :ET FILE 1-1 C) Lr) CD C) CD CD Cu EO (a rn t--n -N& r_ ru 0- m 4-J tn CD cu w C2. U) W 4J u al CD C_� 0- -0 C) CD ui 70 65 50 NVY A 55 50 r143- "If 65 m 55 � no 45 SP4ECIFICA 17ONS' F0077NO ORAINS W14N 7W PROPER7Y SIZALL 8F PkV, A57Y,0-2729. Foo77NqoRA1Ns1NarrA1wr-oF-wAr S-1-1ALL ar PM, SVR J5, AS71WO-JO.Y4 )V.C-- cl,�PIIPIOAWC ALL io-ocliffivIsSmOu'-fir LIINFFS SICRIU4PPERS Amo ARFAs oRAINs musr 001VNE-Cf ?Z�)' !�!,`iA8AQF SK57EY. ��Jj, rg_A"�EN�rOX�IVAGE �IIVLE�I-SSI�IALL c � v` R",'6' ImEns (moor SID PLIV 8-26 01F6060L.) All INLETS IN RASSMElYr GARAGE SHALL CCYVNflCr rO IN ALL mwns IN irsrcZR GARAGE- SMALL comccir ro slor simR. A �PPi�?OkEV �PLA�NSYU�Sr S17E 10VLENEkER CaVS17FIX170N IS IN PROGRESS ALL CONS7R110770N SNALL BE rO APPLICARLE CODES AND SrANDAROS 70 55 NZ 55 RV "F/ FL PAR "IN 9RI k 100 SCALE- 1 11 - 5' 1/ 11.9.95 PROP. LINE 11.9.92 55.67 6J25 V + GO no 0 g.5 C11VoE1? g� OCA- wA z Z IT] td k. 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EXHAU L_Aj "I m RAGE, A 6 Z, OF J, - v -,� -.� -"� , -, , , �� t , . . .." - 6� ... - 1. . x EX K, 56 6_7 fr.- 5,7.2-1- i,,,,.SMAGE-;i:(TYP) EX 5 REPL A CE :�A -55.2 NEW 6 WO PARA i'N" 03 Q CUR, 9, 00 4� 11VAL11(s N R ANo: INSrALL 0 _VDIF _q_ AER meo g _'k N �-n ,A 6m N 'TC NEW CLEA 00r V.- v CO3YUE1 IAL 7 W11 00(INO u 4 rT-1 CO WR V, 111 --- 1,dA1,P1-1f7jr X., g .0 54 ii, a C01PIRUNITY FR,41VSIT h a. c EX rO SrORY XAZZle SION All, IL ... . . ..... (rO RRM N) K) WN0 BA,.,,, v 2 2'. -2 ..... .... N 'GARAGIE�EXHA RL W TAW-bUtTING, L LILIYT (SZF RRSrAZ Qj P., Al 7—, 00 — X 5' fg. 74'f ge V 1%4 W EX SPICE10 ZIVIT 5 n (rO REMAIN) MID 51 ,yj . - i;��,,..'.,�'.','.��',-.'�,,'.-%-,��.�-'-,"�,!��,'--,,,.',��tI �, - //a a f, - `z�_ "'. V, H. A -7 Y, '14 2 GO 4. _wj R oo FOR-.�COMMERCIAL' j mnE Plr L 00A 776WS- np. Q� ALL 8E A94 C5WL WEE 6 RA 7ES SH unm r IANr # '74,1`1 a J, s g g!"go AR -;�i M AN Z Hw/ `11N�.".�-, k�l R�lg COUP. NO Row DOWSPall-S AND AREA DRAINS .2 g� N vg 00"`,� St COYMERCIAL r0,00EN770N VAI&r. DRAIN SPEC HEST ".3 DRAIN ANo 0 SHALL 9F CaY57R11CW PER XZ v w REMOVI: L098r 4?9: c WE. EX j 1101-IR 10A1?1,(1N0 5/o/v R PL WSW 0 60 6YI77ER CURA5 PUIM81NO PLAN.) REMAIN) M�I_A�i` V1,"" . "'It. `-iol - I ZL (ro IOU 'N 0, pp 'q� Z?z OCAI LL" u A E U c) 5loN (ro mwAIN) v 5T CA 0/0 51ON 51ON 57RL4,C7 (TO TW gf� N TOR r SIGN �5_ 17'r PIREC EY C (rO REMAIN) '31 `r0 RCYA A) "sk ....... ..... �6 1898- S""m TRANSFORMER 41 64 0 E" P: kv . . . . . . . . . . 0 %aoc o RIV T� 7, n'. 06,m� g '0 7 04J. two& !-g k, g. vlll� 51, iia .01 �j cz� .4. a 2, V) w 4, 44 11ky 60 X N S N-z- "N HAN101-la-0 f 0/7 01WS Zh 00 -� �2O 65 - 12. J5 J2. 00 RAM, S. EL E C 7RICA L ROOM WA. -7 MANHOLE IV J_ §34 f 7SER OPI 0 OA&E (ABOVE) A M 5 BE' LL ST. 3,11"Rov 5!R8 C 44 ---1211 70RIPl— - - 570RU S70RY 0EMN Ryly /Ewyo ME- PL A OF M20 50 4 N 60'47��8 111967 EX C1498, OIJ77FR NEW CONO HIALli( PE 49- SEE 51-IfEr 0-i F6w A111,0 WALAS A P4RoV11V0 SrALL r 55 0 DRAIN ROPLAaewiw 1 61. Lu SIWIPING 8.5X96' SA IIA/01-la-D FOR 67WS rj 8" SAN— -I - — -- — -- — -- — -- — -- — 8" SAN — - — - — - — - — - c/Z 178ER OP770 CA&E W ,%, _k MR" Q_ Nul v- Q 22 00 0<- I r4.' I D 56T "fEr c_j FOR I WA 151T FZ 0OR PARKING AND STREET PLAN OR A ROYOW REPLAOF EX. 60. VO,77H 4120101 AIN REFLACEMENr 6YJR8, 6U77ER & IYALIKS 6PARI-110. SCALE SCALE- it 10' rOW 06 17 BELL STREET MIXED USE BLDG. 51.9101 67Y EN67NEE-R 5 W,4 307 BELL STREET, EDMONDS, WA El I W /7- 0 k2_'��O T_ DI 4 ?A 0 0ZNG /jo to, 5u � mil BELL ST 5A,5E1VZ N 55 569 0 il-1- 4�0 61. 60 1 ERICH 0. TIETZE AND AssoCIATES, INC. E. I" - 10' QqA_ EDMONDS 2000 L.L.C. ENGINEERS AND CONSULTANTS C-2 -8yl _8" 307 BELL STREET, EDMONDS WA 98020 -6212 FAX 425-775-0236 EXPIRES 3-15-02 18530 76TH AVENUE WEST SUITE B EDMONDS, WA 98026 425-771 EV&Z- OF OkERHEXO SZA8 PRO) rIL 4 E 8A 5 EVAFNr— PARfflNG ORI SCAIE: I" - 10' H; 5' 1/ 11.9 95 PROP. LINE 4 J7 TO PROP. 118.58 LlIVE 119.95 Go no 0. 65 CWOER 9Z 00A- WAZ Z I kr a 1-1 C> C=) c\j CD 4J (n m 1 C-3 En CL) C3. U) Lo 4-J 0 0- U-1 �l 4 ma r IYALL 24 0 W/ fRAME k. AW 00 WR —7 — — — — — — — — — — — — — — — — — — 4,1 4 ............ r ------------- 6 " F VO R1,51 44 6 oil zz z -r PIP, r A P6Y_ W7HWN LADDER &,4 JI r SUMP WALL 1 .11 I . 41 Ir WALL 8ASEMENr A A *'A 4 A i ----------------------- PLAN MET SCALE- I" - 2' /vo/Ts I fRAME AA1,0 LAVVER 6W SITPS 07SE'r 50 alyg-,Ooxv SPACE IS aFAR OF RI-qR. 2. PRO tlDE A r LEAST 7WO j,�r 0.90 aA ar- sj1pp6wr z?RA mrr AlvolloRED rO C6WCRFx IYALL (MAX -Tt-O*q KR770AL SPACINV L L 4 L) 0 2N_ M N TR-a FL ow rRIC PO aCl 17' POP- (MV aETAI NO SCALE' EX 501WH INSrAll SANO COLLAR RZ- El OR04IND LEkU -AZOOR SZAS - E-Z 572 FCUIE7h�ZENE EZ -56 5Y LADVER 4. OES16GWV 7ER SURFA Cf,_ 100 W Sr O/Fh( - EZ 5_1 45 46 " INLEr SWAIMOARV CY fRAIVE 101IOE-S AIMO GRA 7E aA/VGF 640 OR,00MV. fzcm RE 47.90 SLAS /Z ooR A A. SZA,6 rO SrCRW IVA 7ER Rmytfw �6 8ASIN L 06A 7M 0117-SVE 47'. 56 6J 12 RISER HL OG (SEE PL AIV) Niv :INL 7jEr 8A SE 2" FOL)a 7 VA HMEME il r��lw s,z pav w0onforr PIPE W1 CHEOgr VAL kE, CUT S7D PLIV 8-26 11NIONS1 OA 7F VAL W A J 11WROVA PC PUMP NOOR r a 44. 44 SP40A, 68 GAP Ole ly, 7VI 1 0 4 HF, 51111GL E FNA SE, 60 oraF, /10 Var, 2`915WARGE,_ IN& p-m-m—p A urow 770 PRE-sstlW sHf r0V e SE-r rO JO INOXIES wv VOU 504 L E 567 M lt,,14 MILL Ex w rT-1 L.LJ 20 swor #IN. 77ON—,, A'Ex slocEo 1//V/T (rO RKMAIW) 6 oUgEr SrANVAR9 C9 PIPE AND GRA 7F fZANGE ZIP OR,00MV :RE f z oo/T 25-" MWA. — A li(ILL EX SEE /w Sj 4. A 4 cv) L TI CAST -IN PLAC17 AREA NO SCALF ............ ............ Ex z9z OCA, WA 7-CH ASION (rO REMAIN) NEW 1- 112 - WA MR Sf?� if Cc ANO OVER 2 - WA I-FR SER-pfor ro swo 8" Gil w 8"X 8;V G 8" Gil& 4 Gy (2 1A� x CT 51GIV E V T 4C - 16V (TO REMAX) fwj A fiEFtA6f-l65LF6FE)( 12"M, S-08)^. FIPEYWERIAL SMALL 8FR67NF CONO CR P110, MR J5, A57M D-JOJ4 A ROUND MAIVI-10LE COPER MARAW 1OKWIN " H111 067rING 90L 7N. RF 56.85 OR117CE L91A. - 1- 118 1E 54 65 J- PIPE 5VPP6R7N (SEF N07F 2) 18' 4(//V 11115WL SAND 06UAR ro OU7ZE'r P/PF gAsm-Awr PARliaw noW 5ZAS-L-Z 48.2 4.- Aj I-T t- 4 L X 9 10 IV X 8 4 D (1,D) ColVCRE-IT of-TEN77ail VA212 r n o6w oRA X Iff 7112' X 2' Aoarssvow ou7zEr Flpc (smoo77-1 PIPE) (-qF 57RUC7ZIRAL DMOS) I-11NOE-0 - IE 48 00 o t14 GAL j/. mmi_ ams) 6 P VC RISER 7E F marsor a - 482 9 jr MIN. z.� P110 EMO CAP W7H f " DIA. OR117CE N07ES I FRAME ANO LAOVER ol? s7Eps ofFsEr so allve-vow 41 SaIARE_ SUMP SPA a c Is a E -A R oF RS ER. 2. PRo t fDE - A r L cAs r 7 1 no j 'X'. 090 GA 0, E SUPPOR r SRA CA F r FSL72N A A AlVCHOREq- ro oCWCRr7E ifIALL (Amx _Tt-o" kff WCAL STACINO). NO SCALE /E �8. 0 SEEDEMIL FOR PAIAZO INPAIVN' k. rk OAS I INC A 77A CHED 7 70 SOUTH FACE OF WALZ. RENOPE AIND REZ OCA 7F A GAS LINE GO Go 0 65 CINO,�?? 91 OCff \1W41AZL N 6050:TJ" W [rig 95 110 ------------------------------ ------------------------- ---------------------- ---------- A 7 _T HI? PARA'ING SION L'l(rO , OF R &WO t f V) "I/r, 01-ERIIANO A290PE EX CO3V1f1,UN17_r ' ,WAN517- SION I (rO REMAIN) A mom. comm-crALL SCRLIPFERS, DOWSPOUrS AMO AREA DRAINS rO 0E77_7V77OV VAIIL r. 0RA11V DRAIN PIPE AND CONIVECrORS SNALL 8E CONS7RU07E0 PER PLUM811VO CWE.' (SEE PUIM91111G PLAN.) A Z OCA IF NEW DOUSLE DVECrOR CNEM VAL tE ASSEWL r OW RASEW-Nr a OOR NExr ro DE77-7m6w ma r WALL. SEF Sf RINMLER DESIGN FOR DEWL S. W-1 F??,4YF & COWR RE 56.95 AL IF A 1ASEM 00 0 ' L r 'V 5 A9 Xr r 0 N 96 A Lr WALL, j9E W V 5 5 0 R D Er I LS IN7j 7 SIGN SrORAf ZY7EN77cw 5-kzow A IN RA SEMEN r (SEE DETA IL S) Ex 57or 51oN (ro REYA11V ZX CITY DIRECTORY SIGN (rO Ral,41N) /* A L- - -- ------------------- -ZINC OF I NO rE. - 191,00 IgEzow, SEE 51-lffr 0-2 f UP GARA OF TYPICAZ DRAINAOF RASINS AMO 01PIM0 ---- ---------------------------- I —7-1 ROOF A CC,-55 HA rm EZE-MAOR ROOF IJ --------------------------- I r --------- SCUPPER SCUPPER, V PEN7HOUSE' rMOAL ZV90 ROOF- T�P- ROU EX J.; R PA1121,116NO PSION 60.4(5 S7EPS Z20NV A r (rO REMAIN) now)! c GROUMO ROOR ---------- 572 (2z?,Ez x 1 -1 --------- 59 18 60 14 19 N, E/ V CONO WA L /1 >.4 44 P-4 5-4 11w, 54RA sr�RVXA 7ER -RECU ONG ;6�A 0; PUMP /N 8ASEYEA f 6WR,40F (I_YPF 1,60, scyid RE - 57.2--l- IE 55 NEW 6 5149E SEHER L Aj NEW akANOUT H,14 00VINO j < .4 CokER 14 60 OF Ex ASPIIAZ T A oo/ R11W EX EZCC7R1CAZ VAUZ T AMO 575,0 15 5.6. 0 50 A hAN,0HCV_L7 A,6 FrG DRAIN BE4 LL ST. 59 60 COF RbEY 0,017C C tc 19 LF, 61, ROO, li ri L SrORY, S-2 776Y-17ZINE E57 - - — 12 " 570Ry �A 66 (PERIFIV) L -5f6 60T NSWALL a A14 COLLAR 1E 46: ;u fi�-rq ��l J) 80r OF S7FIX `K;� SAN-- - — -- — -- — S" SAN------ — - — -- — --- - — - — - — - — - -- — - — - — - — - — -- — - — - — C/z N 6OV7�59" W J10,96 PEAS WR WCA L 04 7 UN ly E)(15171VG RAILROAo -Wll(,E //V POWR POLE gr 7W S. - /i/o 7E 00F 8A6WRLL SHALL N07F- CALL P118LIC KWXS A r 425-77t-o2j5 A coRNER oF LA FA W CCW,00,V1N1l1Y. FLE711A 77ON 52.92 fEET 8F A LEAN 7WO SAO/( MIX N07E.- 00N6Y?E7FPA/VRS MAv EWST rO L 06A 7E 7HE f 7BER OP 90 0,48L f - ON 8_6 Z L PLACEV PER C17-r OF EOMOWS 11WER AsplIAL r wlwllv Immsin7cm 57REEr WL-N CALLIMG FOR UX17-r L 00A 7ES LEGAL VE56P1F77CW-' SrANOAR9 . 6VF 8A6YRU DEFAIL. C6WCff7F PANaS SHALL- fg: SAHwr 1W VgLE- /5 L 00A 7F,0 AFFROX J FrA9EHINV L075 It ANO 12, 8LOa( 5, FLAr OF fVYCW,0.S ACCORDING rO 17HE CUR8 LINE I I Ij �j PL A r 7yfmcor RE vomn o IN Va- IIME 6 F PL A 1-5, PA GE - 26, RE-605D5 OF SN0110MI-W X C0111V7 , WASIIINGr6W. 5,04CCIFICA PONS sl?i!�lllli��llilf P1Pc_,?1,4LL 9E ALUM a(P, F00171i1GDqA1Ns #IN 7W PR6PEWY ShALL 8E PVC, ASWD-2729- F0077iilGORAINsINCITrRl6Ylr-OF-iflAr SHALL SE PM SVR J5, AS7Y D-JOJ4 Au- vowspour LINE-5, SCRUPPERS AND AREAS DRAINS A(t-lSr ccw1vEcf GE SX57EM. A 6w s n YEN r aA RAar- ImEws s1mu- SE aIRS INI-E-1-S (WADOT SM PLIV 9-26 OR,6911AL). ALL INLE7,r IN 9ASfNZNr GARAGE 51-IALL comEcr ro IN z2. ALL 01FAINs IN Isr IzR omAoF mALL onwEcr ro slvE _,zwm A PEV 0LANS Afusr,6z ,91-F HHENEkER CONS7RU0176W IS IN PROOVS-S ALL CoNS7Rj1C776W StIALL 8E TO APPLICAgLE 000ES ANO SrAWAR05 IWWW 01?API-110 SCALE 0 ko�jo 20 f 1* = to* EDMONDS 2000 LL.C. 307 BELL STREET, EDMONDS WA 98020 GI?AOING V01- UIVES CU7- - 5,400 Cv RZ Z — NONE - A -OR CON57PUC770N 7Y dll...�'J��111VGINEEI? AOA GRADING AND UTILITY PLAN BELL STREET MIXED USE BLDG. 307 BELL STREET, EDMONDS, WA (TopERICH 0. TIETZE AND ASSOCIATES, INC. ENGINEERS AND CONSULTANTS 18530 76TH AVENUE WEST SUITE B EDMONDS, WA 98026 425-771-6212 FAX 425-775-0236 -T/9/01 41-90101 51-QIO / C-3 tu z lu ,K3 V tL ri tu z R E CE I V E D NOV 16. 2000 DEVELOPMENT SEWCES CTA. CITY OF EDMONDS 4-A C/A,�770 1, U,11-, ea providd a ckr 5pace of 1.!�, 6Awcch the 50cwA ad �he f r4, i5c� of 6raxk,-!5. jnJudiriq.."Pio-Parrier" vurd �w pelm&Ler of t.lv -bi-w Ph APPROM 9Y PLANNING Zj. -6j,0,C CY— 425 Pontius Ave, N Suite 400 Seatfle WA 98J09 0 goill 344 54,00 f 206 344 576, PROJECT: BELL S MDCED CLIENT- EDMONDS 2000 LLC Mll - - 307 BELL STRELU , 1; " jV (1,AOTTF-THUMPSOKAIA -TSTATE OF WAS14IN&" REVISION: Z10 It- 0-7 - �50 CLIENT� Design Schematics Design Development Permit Dfawings, Bid DravAngs ConshizHon Drawings USCAPETLIAN' z 0 @ i 0 w SHEET NO. w 0 z PROJECI NO. 0 112,77 RE:C ,FIVED NOY 16 2000 ,3pVELOIPMENT SERVICES CTR. CIV OF EDMOND "To CYD W ft Q4 CB CKENOWETH IRON BAR DMH tET 0425 EAST OF PP TRUE POSITION, cr) C0:5 C3 SMH 0.65 CINDER BLOCK WALL e N 60-5011331 W gj� UP 119195,0WO I WM S6N -,SAN N 6047'58" W 310.96 MEAS, . C\ BELL S T. RECORDL�R S CERTIFICATE ............... SURVEYOR'S CERTIFICATE filed for reo.ord this .... ..... day of ......... 2000 at ...... M This map correctly represents a survey Made'bY me Ir) bri6k.-of ........ Qt page ..... at the reqtAest of or under my direction in conformance with the requirements of the Survey Recording Act at the request of 9.9�q.§P.EE. ........... in ... N 2000 JA ................... 2y�.e lu&'e' SUPT. OF RECORDS CERTIFICATE, NUMBER .... R 0"i 3 �i ' C' .007.� LAI- %�jrl' I$ = i R.O.S. #9104255001 VOL, 34, P. 257 41, AND t"t<LlL.L1JUKt.1 MEETS WAC 332-130-090. STATION USED FOR A TRAVERSE, SHOWN VISITED 16 APR, 1998, DENOTES A COPPER TACK IN I' IRON PIPE FILLED WITH CONCRETE IN CASING, DENOTES A 24' x 1/2' IRON BAR FOUND WITH A CAP #9567, DENOTES A CATCH BASIN, DENOTES A DRAIN MANHOLE, DENOTES A POWER POLE, DENOTES A SANITARY SEWER MANHOL DENOTES AN UNDERGROUND POWER, DENOTES A WATER METER. EXISTINP RAILROAD SPIKE IN POWER POLE BY THE S.W, CORNER OF LA ELEVATION 52.92 FEET. , ,JAVE CONDOMINIUM R,O S. 501295005 VOL, 45, P, 298, LOTS III AND 12, BLOCK 5, PLAT OF, EDMONDS, ACCORDING TO PLAT THEREOF RECORDED IN VOLUME I OF PLATS, PAGE 26, RECORD,10F -SNOHOMISH COUNTY, WASHINGTON, EDMONDS FLORAI, & ART CENTER 25 L All 119.97 Surveys * Topography Sanitation * Short Plots * Formal Plots CHENOWETH &-.ASSOCIATES� INC., P.S. Profeqsiahal Land Surveyors 18130 Midvale Ave. N., STE. A Seattle Wa. 98133 (206)-542-2188 * (425)-672-8333 FAX 1* <425)-672-8333 RECEIVED NOV 16 2000 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS IN THE N,E, 1/4 S.E. 1/4, SEC, 23, T27-N, R-3-E, W,M. IN THE CITY OF EDMONDS, SNOHOMIS'H COUNTY, WASHINGTON SPEE WEST CONSTRUCTION CO. DWN, BY: DATE: JOB NO. LS 2002 PAUL J. PISINGER 12 JAN. 2000 F.B. 171 P.48 CHKD. BY: SCALE: SHEET A.W. CHEI` JOWETH 1 " = 20' 1 OF I WE I p (J�) - q Y7 9 Nov 16 2000 ,,,VELOPMENT S�EFM,0,,ES CTR. CITY OF _,,Ao 65 60 NEW /I 55 50 MA k.- r1l; 70 65 55 50 8ASEMENT PARAONG VRIIC RAVP fSCALE: 10'H; 5' V 11.9 95 PROP. LINE 118.58 1. J7 rO PROP. LIME ,EV6F OF OkER-1-IFA0 SLA8 I N T ' - I I GO 0 65 01N,06-11? 9Z 00( WAZ Z 56. 6-T V --I c:) c:) cu cu C\i &i Ln M CT) c:) CD 2- cn :3: CY) CU U) cu co c:n 0- 4-) U) CD :R- CD (D cl CIO U) C) C- IL 4-) cm) 0- LU C) I kr SPE"CIFIC 'A 17ONS f -001MGMAIN-T #IAN /Wf -PROMER-7r SMALL bF PPV, ,457MV-272,9. F0077NOORAINSINa7rRIGI-Ir-OF-WAv 9 SMALL HF PVC, SW J5, AS7Yo-joj4 ALL vowspour LINES, SCRUPPERS AMO ARGASMAINS YtISr CONNEC �112 i2q,4WAQF SMEM. i6wsswwr owmf- mi-Ts SHALL si-- cuRs ImErs (wAoorA SM PLN 8-26 OR EOUAL). ALL INMY IN RASEMENr GARAGE SMALL OCYNE-Or M IN 14 &L 0RAIMS IN ISrAZR GAR46F SMALL colwEcr ro sxoE sEmm 4 C 517F MAEN-EkER CaVSrRMC77av IS IN PROORESS &L COWSM10770N SMALL BE rO APPLICAME CODES AND SrAWARDS 7tt 70 65 M 551 AROFIL - iZd IST FL 006" MI. .0- � A A p SCALE' 1 10'/-/,- 1' - 5' V 11. 9.. 95 PROP. L INE 119.92 6J25 GO Mo 0 65 CIMOER 9Z OCA- WAZ Z 55 57 78 54657 606F OF OkERNEAD SUS 7_ ,q Ex 6" ZE (R EA1 J HR IOARIMC Sl(-,N --I C> C) cu --f cu cn C) cu :3-1 ED 0_ CD 4-J cn 4� U) CD :9-- CL3 (D Cl En u) 4� C-) c_ 0- 4-) 0- CL) ra Lij I , 4. —ma r irma 2,f " MH FRAME AIVD00WR ------ W77 --------- 1 4 . ......... ................. j 6,P110 RI&W TEE - I r I I F11 A' 0117ZEr PIP, P6Y_ r& /I &&IV& - LAODER SUMP IYALL PLAN- AD11 AJ SASEMENT WALL - R 0 1. fRAMEAA00 LADOER 6W 57FPS 017SE-r SO alAlfg-DOXV SPACE"S aEA F IFI-qrR 2 PROWT A r LEASr 7WO xn, ogo oAGE supp6wr avarr Amol-logm ro cavcRE7E WALL (YAX. X-00 kFRIWAL -WACNG). RESIRI OL L U WN_ CO W M 2 CM&L P EjfC'R CL / 'F' 04 7) —Al NO SOALE ZX SOUH INSrALL SAND COLLAR A, 19E FJ GROZIND LEkEL I70OR 5ZA9 - EL 572 EZ -56 5Y POL rE7HmEJw LADDER DESIGN WA 7ER SURFACE, 100 W SIROW - _AZ 5J 45 6 " INLEr SrAIVDARV OSARAME F/PFS AND GRA 7F. IZANGE UP OR DOW fZOOR RE 47.90 SLAZ? ROOR .l rO SrORAf WA MR RkCF1tfNG Z2 RISER &00(3EF,0tAN) ANEW �1#gZE;r 8A SE �E_nor 2 " ROL )fZ 7HgEAE DMIkEWA Y I L , _4 7VW W snomw woor PIPE W1 CNEOV VAL kE, 6 S7V PLN 9-26 UNIONS1 GA M_ VAL W A HMROMAWC PUMP Y6191-cZ ra - 44-44 J SP46A, 68 G&P 016,y' M11, 0. 4 HP, SINOL f - PNA Si,- 60 c ra f; i lo ma r, 2` DISONAROk,' IN AtIrOMA 170 PRESSURE SW r0V SFr rO JTO INCI-IFS /1/0 SOAL 4 I KAL 011 1� _/l - __ ---- I In 2 " AVC 112 " swor P/ V. MW ARA POW fZ70 (rO Ra#Ahl 6`0U7ZEr -srA1vowRoc9fRAMF PIPE AM0 ORA I-E A 0 ORA fZA/V6E ZIP 0R,0010V R A 0 AZOOR SLA8 AA1 — 2,4' M11N. —25" SEE 22 MIN. li(ILL E) 4 56 6.7 CA S Z INE A TTA CHZ 70 SOUTH FACE u _" 0 OF WAll. REMOW ANO fiZZ 00A 7F GY LINE GO Go no 0 65 CIN0,"R 9Z 00;( WAll N 6050�U" W ------------------------------ --------------------------------- ------------ r - - - J_v 6 7REE (REMOkE) 9 ///? PARMINO SION bF- REM01V) T-1 OWRI-IANG A80W EY COMWUNITY TRA N51 7 - 51 ON A -LA6z (TO REMAIN) W� ------------ I %:�� i V NOM-: CONNWr ALL SCRUPPERS, DOWSPOUrS AW AREA DRAINS rODF7EN776W VAMLr. ORAIN DRAIN PIPE Alwo CONNECrOWS SMALL 8E CONS7RUCIED PER PulygING Cwr (mr PUIWING PLAN) R00f_ A 610,-55 HA rm ---------------- -------- Z INE OF NOMI'll 9ZI90 9EZOW, SEE SIlEf-r C-2 f'OR 6AR40AF I TrFICAZ 1 I DiAINA Of- RASINS ANO RIPIMG ---------------------- I i I --------------------------------- i ----------------------------- r ------------------ L ----- J scun-,-R, SCUPOU nF16',4L V PONNOUSE Eli-VATOR ROOF &DO ROOF- 7�P. k. rk r .1 QF 58.0,7 SrORWA' TER -REW WO 5W fRom Pump IvallisimEwr 6WR46f.- (npf- i na, /-W/ SOLIO I/// W RE' - 57.2--t /F 55 acwour W1100VINO -LAM9116VEli& co kER A, I — GO L OCA 7E NEW D0,y&f_,0E7E_CT0R CHEM z v CE CA57—IN RAC OF Er E AREA SEW& r 0 V I ?A S EMEN r /- Z OOR VAL W AS aniwmv mar WALL. 10 A51011AZ T NO SOALE NEXr rO A MEPLAOF 155 LF 6F EX 12" S9, S-0 81X-' PIPE'YA 7FRIAL SNALL 8f_ R&7NF CONO. 6 P? p Vo, SDR J5, A S 7N Z 2 - JOJ4 A- _**`lllllllllllllllllllllllll`�� f R011N,0 MAN110LE 00WR MARMV a, Al J� w1i omwo goi rs RE 5a 85 'y o I ,9R,4 N - W L, 70W FLEV - .45 0 WRI 3W OR11- 70Z 01A. - I - 118 IF 51.65 j- p1pF SUPPWTS (SEEF N07F 2) 18' M//v INSrALL SAA19 COLLAR _r F ro oul 1pf &AsFA41,6wr PAwlw .AZ06P? SLA8-Ag /Jt- 4 L X .9L- 10 `01 X 8' 4 '2- D 1-Z OCR 6y?A 7y WrH 2';( 2 -r P CONCREIT OF7VIV7701V IIII! ou7m Inc (smoow PIPE) HINOED A06ESS DOOR /F 48. 00 (5ff S7RIAVURAL DW,95) o x o - GAL Y. mmt aws) P AC Rl-q R 7EE mar8or a - 482 0 AAA1 P 00 END 6AP WH I ",01A. ORIRa I FRAME AMO LAVVER OR S7EPS OfFSZ-r SO CLIMS-00MV 4'SOVARE SLIMP SPACE IS a CAR OF RISER. fffI7 N A A j,* o-oo vor stlplowr gwAourr 2. PROMOE A 7" LEASr 7WO x. AIVCHORED TO Cal`F HIALL (MAX J'�--O" WR770AL SPACING). NO SCALE N07ES vl - - --\- 4&s. 5FZ-S,0R1N1,(LZR9ES1GNF0, DEZALS. M .............. W/ FRAME 9- clokER AEX & OCA- WA 7-CH RE - 56.95 sIGN (ro ,wMAIN) SrORY DF7FN776W,9ELow St-hWCf- ANO NEW 1-112- WA7FR WAILS MF7ZR. 2- XWER SERWOf- TO ism 1N,9AS5MkN_r (SEE Of ZX 9 HOUR IDARfflNO SION 6045 I , i A (rO RE -MAIN) 8" GY brq&Kp1j I - - I — Ex 5rop 5IGN (ro REYAI#) S7FPS DOW A r Rnz_e "I ILI) ClTr PIRECTORY 5IGN --------------- GRouliv a ooR 8" G11 REMAIN) ""l ol ............... ol 57.2 08FLOW) IL (ro or r x 0 RE-MA11V r mo .11 191a 0 ; � � � T 7 Rlw 111N r 0 R6........ 5918 < 60.14 ch I I ,V EZZICIRICAZ qZ1 I — VA 1E �8. 0 - A NEW COMO WALK UZ T CURS RAMP ORADE-S 0, E FA IL FOR 1 I _Adf AN, 0 DEEM IL S 575,0 -11 5850 N_gM 50 A C17YS HAMOHaD FOR COF RZFER OP77C CAME 19 LF, 46 PAO, FrGORAIN BELL ST. �__bo L SrORY, S-2. OX 90H)ZINE EY 5,91WH 12 - 5TORI W - 72" EJ 57 EX) 1E 49.34 ( 60 80T EZ -04666(WRIFY) Ai Q) X41NI M L Z s COLLAR 45 75 o 6WAIVNEZ 80r AF - — - — — - — - — - — - — - — - — - — - — - — N 60W7��9" WJ10,96 "ZAS kfR96AL 047UM.- Ill'''''l lool''I'll''Ill, jcYlq77)vr. RAILROAD 5911,1 /# il? POLE gr 7W.5W. cxr 61.0 No X 6 VF 8A 01(R'L L _WA L I BEA LEAN 7WO SACY MV N07E- O=RE7E PANZZ5 MA r Effr PL A CED Pf R_ Cl Ty OF EDMONOS JINVER ASFIVAL T W77-IIN INMRSF0776W. SrANDARo QqF bW0(RLL DEWL. PANZES SHAL� !K SA HWr SP4CCII -ICA /70Nri IA L L 8E A L UJIM. F0077NO DRAINS W14111 7HE PROREWY -WALL bE_ PVC, ASWD-2729. F0017NGDRAINSINC17YR16)Vr-OF-IYAv SI-IALZ 8E PkV, .5VR J5, ASW D-JOJ4 .0 AREAS PAINs mosr L Downpour LINES. SCRUPPERS AN ,C�aW�EE_C_ �ADR�AA,6fF_S 77Z�-M A -7 r a1w ImEws (wAvorA z;wsEm,6wr ayAaw- 1w Is slma 8 SW FZN 9-25 OR RNAI). ALL INLEI-s IN 8AsFAff wr oARAaE sl-IALz cowcor ro IN ALL DRAINS IN isr rzR GARAGE -WALL calmEcr ro szor snm A .571F WFAEkER 00NS7RV077OV IS IN PROWESS ALL CONS7RUC770V SHALL 8Z rO APPLICA&E COVES AND SrANDARDS N6w7H ORAPHIC SCALE 0 /0 20 EDMONDS 2000 L'OL.C. 307 BELL STREET, EDMONDS WA 98020 A CORIVER Of - LA FA W 05W.00AAwl fmcm NoN 52. g2 arr LEGAL A9E56R1F96W-" L 075 11 AMO 12, 8L OM 5, PLA r of"EDWW,05. ACCORDIMG rO PLA r 17-lmcof - Rncomfv IN KX 11YE I OF FLA 75, FA GE'26, RF6040S OF SIV01-10MI-W COUVWX WASHIMOMM CUT - 5,400 cy RL L — NONE A 44 0D f -0/? CONS 7PUCTION 7_,v ENGINf _f 7? DA GRADING AND UTILITY PLAN -Y/-Q/ol BELL STREET MIXED USE BLDG. 4120101 51.9101 307 BELL STREET, EDMONDS, WA (oTpERICH 0. TIETZE AND AssoCIATES, INC. ENGINEERS AND CONSULTANTS C-3 18530 76TH AVENUE WEST SUITE B EDMONDS, WA 98026 425-771-6212 FAX 425-775-0236 75 le, +c e, <3 r� 1 e e-(. 7)�� 6 e-, / I t 1 A 3 rd 30" i y, so 2 o 0 0 to C,� 75- APPROVED BY PLANNING RECEIVED !JUN 29 2611 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS R F C", Ea PF [77& ED CERVE -0 'JUN 29 201 E 'PMENT SERVICES CTR- LO CITY OF EDMONDS -77 ILI LAII rn 0 ;C!p Q0 C) < a cl) 0 F---� m C: Cl) m c) rj C', m C') 0 El El D El 11 Ll t- L EO (CD Jn d ____ - 'A - 34 ke, Co h cr 0 :y VyrQPP4 z I'l it K3 WOOPI cledow- A�-ObAQ_ I" ! 9 (9) piciO�e, 4�rr,,d ho_Ae� 3 4k elo) ov- b/CLLJ cn 0 LU %V Dom 11-4 7 Z LL. pjp�� -=W lU 0 a - Pr/ 1 f "e- -n -A y3 "'V 141- h 5+1 Cl" �Fo —, 4 T_ I W4A 00M h1i S6� 0- E�Imunds /1,=. 1;0 Product Formed Plastic Type Style Times Bold Round Height 91f Spacing 0% Color Copper Width 96" rn C: ZEI n M M C- �, M Ch . 1 3-4 -�O In 0 U r, I fI f-tj InOunil \ AOvd(4-)e4v-e- Vol! K) *Af d -e Oly 'I S OY- 6(�/ .5;v-c- F-xl5T.(S,. Ho,u5F- To /,�'PEM6LISHED 6ANOF� (ABOVE) La -0 m m CP Pl- 6HE'V, S. Mo A 30 Y"01AA IDENALK -------------- 7 -------------- (60, P..O.pq) jf -::� -1\D CJ- ck 93 - 63.- ". ?06.- .30 BELI � lib I- . I " - IICI,-ii 5/6" ---------- 6ENTER.LI14E orm Pu