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HomeMy WebLinkAboutPermit L06-070 - VANLANINGHAM CHARLOTTE - TIEDE BOUNDARY LINE ADJUSTMENTTIEDE BOUNDARY LINE ADJUSTMENT 12600 - 41ST AVE S L06-070 To: File From: Rebecca Fox Subj: Disposition of File #L06-070 Date: January 9, 2007 File #L06-070 has been cancelled, and replaced by #L06-090. It is associated with P06-144 (D06-0378, M06-224 and PG06-178). Rf 1 Q:\TiedeB LA L06-070\L06-070Cancel.doc 01/09/2007 • Department of Community Development 7 Poco r Dr66 r4 °' r 7/2Lt$ ovo January 2, 2007 Steven M. Mullet, Mayor Steve Lancaster, Director NOTICE OF COMPLETE APPLICATION Mr. Jonathan M. Harkovich 1201 Monster Rd. SW Ste #320 Renton, WA 98057 Re: Notice of complete application; Lot ConsOLIDATION BOUNDARY LINE ADJUSTMENT Dear Mr. Behr: The Department of Community Development received you lot con . .. ' s application on December 20, 2006 and it was deemed to be complete on January 2, 2007. The application has been routed to other City Departments and I will be in contact with you soon regarding any comments from the City. This determination of complete application does not preclude the ability of the City to require that you submit additional plans or information, if such information is necessary to ensure the project meets the substantive requirements of the City or to complete the review process. If you have any questions, you can contact me at (206) 431-3670 or by email at bmiles@ci.tukwila.wa.us. Sincerely \1V randon J. Miles Assistant Planner cc. File (L06-090) —> LorGON$O1,1Q 01/ (3G4 4028 5. (2669: 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 Cizy of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director NOTICE OF INCOMPLETE APPLICATION October 25, 2006 Charlotte VanLaningham 1201 Monster Road. S.W., Suite #320 Renton, WA 98055> RE: Tiede Boundary Line Adjustment L06-070 Dear Ms. VanLaningham: Your application for a Boundary Line Adjustment located at 12600 41st Avenue S., Tukwila„ WA has been found to be incomplete. In order to be a complete application, the following must be submitted to the permit center: a. Recording Document • Show legal description of all lots before and after the proposed change b. Civil Plans • Provide all materials required in the Complete Application Checklist. Please also include 5' topographic contours and sensitive areas. Upon receipt of these items, the City will re -review the application for completeness and will mail you written notification of completeness or incompleteness within 14 days. Please note that the minimum lot size in Tukwila is 6,500 square feet. The proposed lot that you have submitted is 4,392 square fee, and therefore could not be a legal lot. The completeness review has raised several issues that you will need to address once you have provided a complete application. These issues will need to be addressed and resolved during the substantive review of your application and before the boundary line adjustment can be approved: a. How will the new lot be accessed? The drawing shows a masonry wall blocking the right-of-way on S. 126th Street. This will need to be removed. b. Please provide documentation from King County that clarifies the status of 4151 Avenue South. rf1— Q:\TiedeBLA L06-070\INCOMPLETE.DOC 1 10/25/2006 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 This application will expire if we do date of this letter unless an extension If you have any questions with this rfox@ci.tulcwila.wa.us. Sincerreely, /Ae Rebecca Fox Senior Planner Enc. not receive the additional information within ninety days of the is granted pursuant to Section 18.104.070(E). matter you may contact me at 206-431-3683 or via e-mail at rf2— Q:1TiedeBLA L06-0701INCOMPLETE.DOC 2 10/25/2006 COMPLETE APPLICATION CHECKLIST The materials listed below must be submitted with your application unless specifically waived in writing by the Public Works Department and the Department of Community Development. Please contact each Department if you feel that certain items are not applicable to your project and should be waived. Application review will not begin until it is determined to be complete. ADDITIONAL MATERIALS MAY BE REQUIRED. The initial application materials alio* project review to begin and vest the applicant's rights. However, the City may require additional information as needed to establish consistency with development standards. City staff are available to answer questions about application materials at 206-431-3670 (Department of Community Development) and 206-433-0179 (Department of Public Works). .0;4/ Check items submitted with application Information Required. May be waived in unusual cases, upon approval of both Public Works and Planning APPLICATION MATERIALS: 1. Application Checklist (1 copy) indicating items submitted with application. 2. Completed Application Form and drawings (4 copies). 3 One set of all plans reduced to 8 1/2" by 11" or 11x17". 4. Completed and notarized Affidavit of Ownership and Hold Harmless Permission to Enter Property (1 copy attached). 5. :k`eafice .h $T; OttAt $-„ 5; other zones $510 -- Lot Consolidation in LDR $85, other zones $170 PROJECT DESCRIPTION AND ANALYSIS: iv/R" Nf� 6. Vicinity Map with site location. 7. Clearly establish status as separate legal lot(s) of record (per TMC Title 17 and RCW Chapter 58.17), showing all known easements and encumbrances. 8. Provide any required maintenance agreements, easements or other documents ready for recording. 9. Provide King County Health Department approval if there are any septic systems on site. Items 9 through 11 NOT required for lot consolidations or BLAs without vacant lots 10. Sewer and water availability letters are required from the provider district if the area is not serviced by the City of Tukwila. Forms are available at the DCD office. 11. Provide two copies of sensitive area studies such as wetland or.Feotechnical report if needed per Tukwila's Sensitive Areas Ordinance (TMC 18.45). See Geotechnical Report Guidelines and Sensitive Area Special Study Guidelines (online at www.ci.tukwila.wa.us/dcd/dcdplan.htm) for additional information. RECORDING DOCUMENT: Templates are available from the City 12 (a) The recording document must meet the King County Assessor's recording format requirements (letter, legal or record of survey format). Only documents prepared by a surveyor may be in record of survey format (18"x24"). (b) Drawing must include a graphic scale, space for the City of Tukwila file number and north arrow. It shall include the elements listed at TMC 17 08.0030 B. 30d cha �t�e taIsrofaall;. ,.� • T v -�must ine lu � � � nges. .t� , c .P.r_Qvide;l�egal?descnp be�ore�andtaf%rith. �p oho (d) The recording documentsde signature blocks for the owner(s), Short Subdivision Committee, Assessor, and Recorder (listed on the template, see TMC 17.04.060). June 20, 2006 P:tPlanning Forms Applications B A -LC - June 2006.doc Check items submitted with application Information Required. May be waived in unusual cases, upon approval of both Public Works and Planning (e) Existing and proposed lot lines shall be shown solid with new lines called out and lot lines to be removed shall be shown dashed. (f) Show exi� sting and proposed utility easements (water, sewer, septic drainfields, power, natural gas, telephone, cable). t, (g) List total lot area and average width of each proposed residential lot. (h) Dash in required setback distances from all parcel lot lines. (i) Show any required fire access lanes and turn-arounds per Fire Department standards. aaShQwthe b ohoatedisJx° i cetorop: o sdperyns lexisngtires,„ p • indicafingShosetobeWiiicvd�-",,Y, . Arg'-44 SENSITIVEAREAS PLAN: NOT required for lot consolidations or BLAs without vacant lots 13 (a) Location of all sensitive areas (e.g. streams, wetlands, slopes over 20%, coal mine areas and important geological and archaeological sites). For stream frontage provide existing and proposed top of stream bank, stream bank toe, stream mean high water mark, and base flood elevation (i.e., 100 yr. flood). Maximum sheet size 24” x 36". (b) Location of all required sensitive area buffers, setbacks, tracts and protection measures. (c) Show all significant trees (4" or more in diameter measured 4.5 feet above grade), indicating those to be retained and those to be removed. A tree permit will be required for removal of any significant trees within a sensitive area or its buffer. (d) Show proposed lot and tract lines. -eIVITP `NS: NOT required for lot consolidations or BLAs without vacant lots 4 t 14 (a) Include a graphic scale and north arrow. Maximum sheet size 24" x 36". lki(b) Vertical datum NAVD 1988 and horizontal datum NAD 83/91. Conversion calculations to NGVD 1929, if in a flood zone or flood-prone area. (c) Existing and proposed utility easements and improvements, on site and in street (water, sewer, power, natural gas, telephone, cable). Schematic designs to be provided regardless of purveyor (e.g. site line size, location, and size of public main). No capacity calcs, invert depth, valve locations or the like are needed. .,- (d) Storm drainage design at least 90% complete, which meets the King County Surface Water Design Manual (KCSWDM). Include a Technical Information Report (TIR) including feasibility analysis if required by the Manual. Call out total existing and proposed impervious surface in square feet. Include all storm drainage conveyance systems, water quality features, detention structures, maintenance access and safety features. For additional guidance contact Public Works or go to www.ci.tukwila.wa.us/ubwks/pwpermit.htm#techinfo. a (e) Locate the nearest existing hydrant and all proposed hydrants. } (f) Show the 100 yr. flood plain boundary and elevation as shown on FEMA maps. (g) Plan, profile and cross-section for any right-of-way improvements. (h) Show planned access to lots, driveways, fire access lanes and turn-arounds. 0. (i) Show the location and distance to proposed property lines of all existing structures, indicating those to be removed. (j) Show proposed lot and tract lines. June 20, 2006 P:IPlanning Fonn&.A p0caOons\BLA-LC - June 2006.doc MAKE FILE 0 CLOSE FILE 0 COPY ❑ AFFDAVIT 0 MAKE COPIES ❑ MAILING 0 FAX 0 OTHER 0 RETURN ORIGINAL TO PLANNER \f)( v < < \A\4,1 lk1)1 1(95 *v1 CA)) 1/64 Enntvgi CHER RECEIVED CITY Of TUKVIRA OCT 1 8 2M PIT CENTER Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tiede Property Tukwila, Washington For Majestic Homes Cornerstone Geotechnical, Inc. June 9, 2006 Mr. Mike Davis Majestic Homes 1201 Monster Road SW, #320 Renton, Washington 98055 Geotechnical Engineering Report Tiede Property Tukwila, Washington CG File No. 2065 Dear Mr. Davis: 17625 -130th Ave. NE, C102, Woodinville, WA 98072 Phone: 425-844-1977 Fax: 425-844-1987 INTRODUCTION This report presents the results of our geotechnical engineering investigation at your proposed single- family residential project in Tukwila, Washington. The site is located between the 12600 block of 41s` Avenue South and State Route 599, as shown on the Vicinity Map in Figure 1. You have requested that we complete this report to evaluate subsurface conditions and provide recommendations for site development. We have been provided with a copy of a site plan dated May 25, 2006, by Kenneth R. Anderson and Associates titled "Davis Real Estate Group, Farnum / Tiede", which shows the existing topography at the site. PROJECT DESCRIPTION We have been informed that the planned development consists of one single-family residence. We have not been provided with a grading plan, but we understand that site grading may include minor cuts and fills. At this time, we are not aware of the exact location of the building footprint. SCOPE The purpose of this study is to explore and characterize the subsurface conditions and present recommendations for site development. Specifically, our scope of services as outlined in our Services Agreement, dated March 1, 2006, includes the following: Geotechnical Engineering Report Tiede Property Tukwila, Washington June 9, 2006 CG File No. 2065 Page 2 1. Review subsurface conditions at the site with backhoe -excavated test pits. 2. Complete a walk -over of the site to observe surface conditions along the slopes at the north and eastern portions of the property. 3. Provide recommendations for support of the planned foundations, including recommendations for slope setbacks. 4. Provide recommendations for site preparations and grading. 5. Provide general recommendations for site drainage. 6. Prepare a report summarizing our conclusions and recommendations. SITE CONDITIONS Surface Conditions The irregularly-shaped project site is about 2.5 acres in size and has maximum dimensions of approximately 200 feet in the east -west direction and 750 feet in the north -south direction. Access to the site is located east of the intersection of 41' Avenue South and South 126th Street. The site is bordered by an existing residential development and 41' Avenue South to the west, State Route 599 to the east, residential property to the south, and undeveloped land to the west and north. A fence currently bisects the property in the middle of the site from north to south. A layout of the site is shown on the Site Plan in Figure 2. The site is generally gently to moderately sloping downward to the south in the western and central regions of the site and moderate to steeply sloping to the east in the eastern region of the site. Slopes in the eastern region of the site were observed to be approximately 40 to 55 percent. The site consists of an unmanicured Lawn and a large deciduous tree in the western region of the site, and deciduous and evergreen trees, blackberry bushes and ferns in the eastern region of the site. Geology Most of the Puget Sound Region was affected by past intrusion of continental glaciation. The last period of glaciation, the Vashon Stade of the Fraser Glaciation, ended approximately 11,000 years ago. Many of the geomorphic features seen today are a result of scouring and overriding by glacial ice. During the Vashon Stade, areas of the Puget Sound region were overridden by over 3,000 feet of ice. Soil layers overridden by the ice sheet were compacted to a much greater extent than those that were not. Part of a typical glacial sequence includes advance outwash sand overlain by glacial till. Advance outwash is Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tiede Property Tukwila, Washington June 9, 2006 CG File No. 2065 Page 3 described as sand and gravel. Glacial till is an unsorted mixture of sand, silt, and gravel that was deposited below the glacier, and is commonly referred to as "hardpan." The glacial till has been consolidated under the weight of the glacier and exhibits both high strength and low permeability. The geologic units for this area are mapped on the Geology of the Des Moines Quadrangle, Washington, by Howard H. Waldron, et al (U.S. Geological Survey, 1962). The site is mapped as being underlain by a glacial till in the western region of the site with advance outwash in the steep slope in the eastern region of the site. Our site explorations encountered glacial drift. Glacial drift, as defined in this report, is similar to glacial till, but is typically less dense and exhibits sorting or contains sand seams. Explorations Subsurface conditions were explored at the site on March 7, 2006, by excavating a total of three test pits. The test pits were excavated to depths of 8.7 to 12.8 feet below the ground surface. The explorations were located in the field by an engineer from this firm who also examined the soils and geologic conditions encountered, and maintained logs of the test pits. The approximate locations of the test pits are shown on the Site Plan in Figure 2. The soils were visually classified in general accordance with the Unified Soil Classification System, a copy of which is presented as Figure 3. The logs of the test pits are presented in Figure 4. Subsurface Conditions A brief description of the conditions encountered in our explorations is included below. For a more detailed description of the soils encountered, review the test pit logs in Figure 4. Test Pit 1 encountered a surficial layer of topsoil, 0.7 feet in thickness. The topsoil consisted of loose, dark brown to black, silty fine sand with roots and organics. Beneath the topsoil layer, weathered, medium dense silty fine to coarse sand with gravel and roots was observed from 0.7 to 3.3 feet in depth. Medium dense to dense silty fine to medium sand with gravel was observed beneath the weathered material from 3.3 feet to the bottom of the excavation at a depth of 12.8 feet. This material is interpreted as glacial drift. Test Pits 2 and 3 encountered a layer of fill at the surface that extended to a depth of 1.6 feet. Fill material consisted of loose, dark brown silty fine to medium sand with gravel. Underneath the fill Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tiede Property Tukwila, Washington June 9, 2006 CG File No. 2065 Page 4 material, buried topsoil was observed to a depth of approximately 2.5 feet. Medium dense, weathered silty fine to medium sand with gravel and roots was encountered at depths of 2.2 to 4.2 feet in Test Pit 2 and 2.5 to 5.2 feet in depth in Test Pit 3. Test Pits 2 and 3 were completed in medium dense to dense silty fine to medium sand with gravel at 11.6 and 8.7 feet, respectively. This material is interpreted as glacial drift. Hydrologic Conditions Ground water seepage was not encountered in our test pit explorations. The dense glacial drift is considered poorly draining. During the wetter times of the year, we expect perched water conditions will occur as pockets of water on top of the drift layer. Perched water does not represent a regional ground water "table" within the upper soil horizons. Volumes of perched ground water vary depending upon the time of year and the upslope recharge conditions. GEOLOGIC HAZARDS Landslide Hazards The core of the site is inferred to be composed of glacially overridden soils. We consider these soils to be of high strength and considered to be stable with regard to deep-seated slope failures. We did not observe indications of surficial seepage on the site, nor did we observe indications of shallow or deep-seated slope failures. A few mature evergreen trees are growing on the steep slope on the eastern side of the site; the trunks of these trees were straight and did not exhibit curving that would indicate past slope movement. There is a potential that the surficial soils on the steeper sections of the slope could slough over time. Any slough events are expected to be surficial, and are affected by surface water and man-made impacts. The risk of slough events can be minimized if proper drainage is installed, vegetation on the slope is maintained, and yard waste and other debris are kept off the slopes. We would expect if a slough event were to occur, it would be small in scale and relatively shallow. We did not observe any indication of recent sloughing on site. Erosion Hazard The erosion hazard criteria used for determination of affected areas include soil type, slope gradient, vegetation cover, and ground water conditions. The erosion potential is related to vegetative cover and the specific surface soil types (group classification), which are related to the underlying geologic units. Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tiede Property Tukwila, Washington June 9, 2006 CG File No. 2065 Page 5 Over the majority of the site we consider the erosion hazard to be slight with vegetative cover in place and moderate when stripped of vegetation. A portion of the site is over 40 percent slope. These areas are generally considered to have moderate potential for erosion when covered with vegetation and high when stripped of vegetation. Best management practices (BMPs) and applicable codes should be followed during site grading to limit potential for erosion. We do not expect this site will require unusual or extreme erosion management methods. There are no water bodies adjacent to the site. Seismic Hazard It is our opinion, based on our subsurface explorations, that the Soil Profile in accordance with Table 1615.1.1 of the 2003 International Building Code (IBC) is Soil Class C. We referenced the 2002 map from the US Geological Survey (USGS) website to obtain values for SS and S,. The USGS website includes the most updated published data on seismic conditions. The seismic design parameters are: SS 148.43% g S, 51.11% g Fa 1.0 From Table 1615.1.2(1) of the 2003 IBC F,, 1.3 From Table 1615.1.2(2) of the 2003 IBC Site specific coefficients and adjusted maximum considered earthquake spectral response acceleration parameters apply as shown in Section 1615.1 of the IBC. Additional seismic considerations include liquefaction potential and amplification of ground motions by soft soil deposits. The liquefaction potential is highest for loose sand with a high ground water table. The underlying dense soils are considered to have a very low potential for liquefaction and amplification of ground motion. CONCLUSIONS AND RECOMMENDATIONS General It is our opinion that the site is compatible with the planned development. The underlying medium dense to dense glacial deposits are capable of supporting the planned structures and pavements. We recommend that the foundations for the structures extend through any topsoil, loose, or disturbed soils, and bear on the underlying medium dense or firmer, native glacial soils, or on structural fill extending to these soils. Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tiede Property Tukwila, Washington June 9, 2006 CG File No. 2065 Page 6 Based on our site explorations, we anticipate these soils will generally be encountered at or near typical footing depths. The steep slopes in the eastern region of the site are interpreted to be stable with respect to deep-seated failures. Some sloughing could occur on the steeper portions of the site. We provide a recommended setback from the top of the slope, described in the Slope Setback section of the report. It will be important to not allow concentrated water to flow toward the steep slope areas. This will be critical to maintaining the stability of the surficial soils on the slopes. The soils likely to be exposed during construction are highly moisture sensitive and will disturb easily when wet or during wet conditions. We recommend that construction take place during the drier summer months, if possible. If construction takes place during the wet season, additional expenses and delays should be expected due to the wet conditions. Additional expenses could include additional depth of site stripping, export of on-site soil, the import of clean granular soil for fill, and the need to place a blanket of rock spalls in the access roads and paved areas prior to placing structural fill. Slope Setback Uncertainties related to building along the top of steep slopes are typically addressed by the use of building setbacks. The purpose of the setback is to establish a "buffer zone" between the structure and the top of the slope, so that ample room is allowed for normal slope recession during a reasonable life span of the structure (usually taken to be 100 years). In a general sense, the greater the setback, the lower the risk. From a geological standpoint, the setback dimension is based on the slope's physical characteristics, such as slope height, surface angle, material composition, and hydrology. Other factors such as historical slope activity, rate of regression, and the type and desired life span of the structures are important considerations as well. The site is underlain by medium dense or better glacial soils. These soils are considered stable and indications of instability were not observed. It is our opinion that the glacial drift is stable and indications of instability on the slope were not observed. It is our opinion that the preliminary structure setback of 25 feet from the top of slope (10 -foot buffer and 15 -foot building setback) will provide an adequate setback for the design life of the proposed structures. From a geotechnical standpoint, it is possible that these Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tiede Property Tukwila, Washington June 9, 2006 CG File No. 2065 Page 7 structures may be closer to the top of slope, but this should be reviewed and approved by the geotechnical engineer, and it will depend upon the slope geometry, subsurface conditions, and design. Site Preparations and Grading The first step of site preparation should be to strip the vegetation, topsoil, or loose soils to expose medium dense or firmer native soils in pavement and building areas. The excavated material should be removed from the site, or stockpiled for later use as landscaping fill. The resulting subgrade should be compacted to a firm, non -yielding condition. Areas observed to pump or weave should be repaired prior to placing hard surfaces. The on-site glacial drift soils likely to be exposed during construction are considered highly moisture sensitive, and the surface will disturb easily when wet. We expect these soils would be difficult, if not impossible, to compact to structural fill specifications in wet weather. We recommend that earthwork be conducted during the drier months. Additional expenses of wet weather or winter construction could include extra excavation and use of imported fill or rock spalls. During wet weather, alternative site preparation methods may be necessary. These methods may include utilizing a smooth -bucket trackhoe to complete site stripping and diverting construction traffic around prepared subgrades. Disturbance to the prepared subgrade may be minimized by placing a blanket of rock spalls or imported sand and gravel in traffic and roadway areas. Cutoff drains or ditches can also be helpful in reducing grading costs during the wet season. These methods can be evaluated at the time of construction. Structural Fill General: All fill placed beneath buildings, pavements or other settlement sensitive features should be placed as structural fill. Structural fill, by definition, is placed in accordance with prescribed methods and standards, and is monitored by an experienced geotechnical professional or soils technician. Field - observation procedures would include the performance of a representative number of in-place density tests to document the attainment of the desired degree of relative compaction. 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 structural fill should contain no more than 5 percent fines (soil finer than a Standard U.S. No. 200 sieve), based on that fraction passing the U.S. 3/4 -inch sieve. Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tiede Property Tukwila, Washington June 9, 2006 CG File No. 2065 Page 8 The use of on-site soil as structural fill will be dependent on moisture content control. Some drying of the native soils may be necessary in order to achieve compaction. During warm, sunny days this could be accomplished by spreading the material in thin lifts and compacting. 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. Fill Placement: Following subgrade preparation, placement of the structural fill may proceed. Fill should be placed in 8- to 10 -inch -thick uniform lifts, and each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All structural fill underlying building areas, and within a depth of 2 feet below pavement and sidewalk subgrade, should be compacted to at least 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as determined by the ASTM D1557 compaction test procedure. Fill more than 2 feet beneath sidewalks and pavement subgrades should be compacted to at least 90 percent of the maximum dry density. The moisture content of the soil to be compacted should be within about 2 percent of optimum so that a readily compactable condition exists. It may be necessary to overexcavate and remove wet surficial soils in cases where drying to a compactable condition is not feasible. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction. Temporary and Permanent 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 estimate a stable temporary cut slope geometry. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations, since the contractor 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. For planning purposes, we recommend that temporary cuts in the near -surface weathered soils be no steeper than 1.5 Horizontal to 1 Vertical (1.5H:1V). Cuts in the dense glacial drift may stand at a 1H:1V inclination or possibly steeper. If ground water seepage is encountered, we would expect that flatter inclinations would be necessary. Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tiede Property Tukwila, Washington June 9, 2006 CG File No. 2065 Page 9 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 4 feet, if worker access is necessary. We recommend that cut slope heights and inclinations conform to local and WISHA/OSHA standards. Final slope inclinations for structural fill and the cuts in the native soils should be no steeper than 2H:1 V. Lightly compacted fills or common fills should be no steeper than 311:1V. Common fills are defined as fill material with some organics that are "trackrolled" into place. They would not meet the compaction specification of structural fill. Final slopes should be vegetated and covered with straw or jute netting. The vegetation should be maintained until it is established. Foundations Conventional shallow spread foundations should be founded on undisturbed, medium dense or firmer soil. If the soil at the planned bottom of footing elevation is not suitable, it should be overexcavated to expose suitable bearing soil. Footings should extend at least 18 inches below the lowest adjacent finished ground surface for frost protection and it should also extend at least 1 foot into bearing soils, whichever is deeper. Minimum foundation widths should conform to IBC requirements. Standing water should not be allowed to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation excavation prior to placing concrete. For foundations constructed as outlined above, we recommend an allowable design bearing pressure of 2,000 pounds per square foot (psf) be used for the footing design. An increase of one-third is allowed when using the alternate load combination in Section 1605.3.2 of the IBC that includes wind or earthquake loads. Potential foundation settlement using the recommended allowable bearing pressure is estimated to be less than 1 -inch total and Y2 -inch differential between footings or across a distance of about 30 feet. Higher soil bearing values may be appropriate for footings founded on the unweathered drift and with wider footings. These higher values can be determined after a review of a specific design. Lateral Loads The lateral earth 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. Walls that are free to yield at least one -thousandth of the height of the wall are Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tiede Property Tukwila, Washington June 9, 2006 CG File No. 2065 Page 10 in an "active" condition. Walls restrained from movement by stiffness or bracing are in an "at -rest" condition. Active earth pressure and at -rest earth pressure can be calculated based on equivalent fluid density. Equivalent fluid densities for active and at -rest earth pressure of 37 pounds per cubic foot (pcf) and 57 pcf, respectively, may be used for design for a level backslope. These values assume that the on- site soils or imported granular fill are used for backfill, and that the wall backfill is drained. The preceding values do not include the effects of surcharges, such as due to foundation loads or other surface loads. Surcharge effects should be considered where appropriate. The above drained active and at -rest values should be increased by a uniform pressure of 8.211 and 25.7H psf, respectively, when considering seismic conditions. 11 represents the wall height. The above lateral pressures may be resisted by friction at the base of the wall and passive resistance against the foundation. A coefficient of friction of 0.45 may be used to determine the base friction in the native glacial soils. An equivalent fluid density of 225 pcf may be used for passive resistance design. To achieve this value of passive pressure, the foundations should be poured "neat" against the native dense soils, or compacted fill should be used as backfill against the front of the footing, and the soil in front of the wall should extend a horizontal distance at least equal to three times the foundation depth. A factor of safety of 2.0 has been applied to the passive pressure to account for required movements to generate these pressures. The friction coefficient does not include a factor of safety. All wall backfill should be well compacted. Care should be taken to prevent the buildup of excess lateral soil pressures due to overcompaction of the wall backfill. This can be accomplished by placing wall backfill in 8 -inch loose lifts and compacting with small, hand -operated compactors. Slabs -On -Grade Slab -on -grade areas should be prepared as recommended in the Site Preparation and Grading subsection. Slabs should be supported on medium dense or firmer native soils, or on structural fill extending to these soils. Where moisture control is a concern, we recommend that slabs be underlain by 6 inches of free -draining coarse sand or pea gravel for use as a capillary break. A suitable vapor barrier, such as heavy plastic sheeting, should be placed over the capillary break. An additional 2 -inch -thick damp sand blanket should be used to cover the vapor barrier to protect the membrane and to aid in curing the concrete. This will also help prevent cement paste bleeding down into the capillary break through Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tiede Property Tukwila, Washington June 9, 2006 CG File No. 2065 Page 11 joints or tears in the vapor barrier. The capillary break material should be connected to the footing drains to provide positive drainage. Drainage We recommend that runoff from impervious surfaces, such as roofs, driveway and access roadways, be collected and routed to an appropriate storm water discharge system. We suggest that the finished ground surface be sloped at a gradient of 3 percent minimum for a distance of at least 10 feet away from the buildings, as indicated in IBC Section 1803.3. Surface water should be collected by permanent catch basins and drain lines, and be discharged into an approved drainage area or system. We recommend that footing drains be used around all of the structures where moisture control is important. The underlying drift soils may pond water that could accumulates in the crawlspace. It is good practice to use footing drains installed at least 1 foot below the planned finished floor slab or crawlspace elevation to provide drainage for the crawlspace. At a minimum, the crawlspace should be sloped to drain to an outlet tied to the drainage system. If drains are omitted around slab -on -grade floors where moisture control is important, the slab should be a minimum of 1 foot above surrounding grades. Where used, footing drains should consist of 4 -inch -diameter, perforated PVC pipe that is surrounded by free -draining material, such as pea gravel. Footing drains should discharge into tightlines leading to an appropriate collection and discharge point. Crawlspaces should be sloped to drain, and a positive connection should be made into the foundation drainage system. For slabs -on -grade, a drainage path should be provided from the capillary break material to the footing drain system. Roof drains should not be connected to wall or footing drains. CONSTRUCTION OBSERVATION We should be retained to provide observation and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, and to provide recommendations for design changes, should the conditions revealed during the work differ from those anticipated. As part of our services, we would also evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tiede Property Tukwila, Washington June 9, 2006 CG File No. 2065 Page 12 USE OF THIS REPORT We have prepared this report for Majestic Homes and its agents, for use in planning and design 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 subsurface conditions. The scope of our services 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 are 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 services, we have strived to take care that our services have 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. oOo Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tiede Property Tukwila, Washington June 9, 2006 CG File No. 2065 Page 13 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, Cornerstone Geotechnical, Inc. Jeff Laub, LG Project Geologist (EXPIRES 08/16/ 1 Rick B. Powell, PE Principal JRW:JPL:RBP:nt Three Copies Submitted Four Figures Information about this Geotechnical Engineering Report Cornerstone Geotechnical, Inc. Vicinity Map N Cornerstone Geotechnical, Inc. 17625 -130th Ave NE, C-102 • Woodinville, WA • 98072 Phone: (425) 844-1977 Fax: (425) 844-1987 Majestic Homes - Tiede Property File Number I Figure 2065 1 0 \ ,7 11;1 1 .� 1 11 1 11\ „x.11 \\;\ \ • 11• z Site Plan \ 40 80 Scale 1" = 40' LEGEND TP -1 Number and Approximate Location of Test Pit Cornerstone Geotechnical, Inc. 17625 -130th Ave NE, C-102 • Woodinville, WA • 98072 Phone: (425) 844-1977 Fax: (425) 844-1987 Majestic Homes - Tiede Property File Number I Figure 2065 2 Unified Soil Classification System MAJORGROUP DIVISIONS SYMBOL GROUP NAME COARSE - GRAINED SOILS MORE THAN 50% RETAINED ON number 200 SIEVE GRAVEL MORE THAN 50% OF COARSE FRACTION RETAINED ON NO.4 SIEVE CLEAN GRAVEL GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL GP POORLY -GRADED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND MORE THAN 50% OF COARSE FRACTION PASSES NO. 4 SIEVE CLEAN SAND SW WELL -GRADED SAND, FINE TO COARSE SAND SP POORLY -GRADED SAND SAND WITH FINES SM SILTY SAND SC CLAYEY SAND FINE - GRAINED SOILS MORE THAN 50% PASSES NO. 200 SIEVE SILT AND CLAY LIQUID LIMIT LESS THAN 50% INORGANIC ML SILT CL CLAY ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY LIQUID LIMIT 50% OR MORE INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS 1) Field classification is based on Dry -Absence of moisture, dusty, dry visual examination of soil in general to the touch accordance with ASTM D 2488-83. 2) Soil classification using laboratory Moist- Damp, but no visible water tests is based on ASTM D 2487-83. 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. Cornerstone Phone: (425) 844-1977 ..:Geotechnical, Inc. Fax: (425) 844-1987 17625 -130th Ave NE, C-102 • Woodinville, WA' 98072 Unified Soil Classification System Figure 3 DEPTH LOG OF EXPLORATION USC SOIL DESCRIPTION TEST PIT ONE 0.0 - 0.7 SM DARK BROWN TO BLACK SILTY FINE SAND WITH ROOTS AND ORGANICS (LOOSE, MOIST) (TOPSOIL) 0.7 - 3.3 SM BROWN SILTY FINE TO COARSE SAND WITH GRAVEL AND ROOTS (MEDIUM DENSE, MOIST) (WEATHERED DRIFT) 3.3 - 8.7 SM GRAYISH BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (MEDIUM DENSE TO DENSE, MOIST) 8.7 -12.8 SM BROWNISH GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE, MOIST) (GLACIAL DRIFT) TEST PIT TWO 0.0 - 1.6 1.6 - 2.2 2.2 - 4.2 4.2 - 6.3 6.3 - 11.6 TEST PIT THREE SM SM SM SM SM SAMPLES WERE COLLECTED AT 1.8, 6.8, 9.1 AND 11.8 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 12.8 FEET ON 3/7/06 DARK BROWN SILTY FINE TO MEDIUM SAND WITH TRACE GRAVEL (LOOSE, MOIST) (FILL) DARK BROWN TO BLACK SILTY FINE SAND WITH ROOTS AND ORGANICS (LOOSE, MOIST) (TOPSOIL) REDDISH BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (MEDIUM DENSE, MOIST) (WEATHERED DRIFT) GRAYISH BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (MEDIUM DENSE TO DENSE, MOIST) (GLACIAL DRIFT) BROWNISH GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE, MOIST) (GLACIAL DRIFT) SAMPLES WERE COLLECTED AT 2.6, 5.7, 7.2 AND 11.6 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 11.6 FEET ON 3/7/06 0.0 -1.6 SM BROWNISH GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (LOOSE, MOIST) (FILL) 1.6 - 2.5 SM DARK BROWN TO BLACK SILTY FINE SAND WITH ROOTS AND ORGANICS (LOOSE, MOIST) (TOPSOIL) 2.5 - 5.2 SM BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL AND ROOTS (MEDIUM DENSE, MOIST) (WEATHERED DRIFT) 5.2 - 8.7 SM GRAYISH BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE, MOIST) (GLACIAL DRIFT) SAMPLE WAS COLLECTED AT 8.7 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 8.7 FEET ON 3/7/06 CORNERSTONE GEOTECHNICAL, INC. FILE NO 2065 FIGURE 4 Important Intormation About Your Geotechnical Engineering Report �. Subsurface problems are a principalcause of construction delays, cost overruns, claims, and disputes. The!following information is provided to help you manage your risks. Geotechnical Services Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engi- neer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solelyfor the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one — not even you —should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report Is Based on A Unique Set of Project -Specific Factors Geotechnical engineers consider a number of unique, project -specific fac- tors when establishing the scope of a study. Typical factors include: the client's goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates oth- erwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it's changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed structure, • composition of the design team, or • project ownership. As a general rule, always inform your geotechnical engineer of project changes—even minor ones—and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineer- ing reportwhose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctua- tions. Always contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems. Most Geotechnical Findings Are Professional Opinions Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engi- neers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ—sometimes significantly— from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. A Report's Recommendations Are Not Final Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engi- neers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction: Thegeotechnical engineer who developed your report cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation. A Geotechnical Engineering Report Is Subject to Misinterpretation Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geo- technical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review perti- nent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction Conferences, and by providing construction observation. Do Not Redraw the Engineer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give con- tractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contrac- tors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disci- plines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes= To help "reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled "limitations" many of these provisions indicate where geotechnical engineers' responsi- bilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform a geoenviron- mental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoen- vironmental information, ask your geotechnical consultant for risk man- agement guidance. Do not rely on an environmental report prepared for someone else. Obtain Professional Assistance To Deal with Mold Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts of mold from growing on indoor surfaces. To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a com- prehensive plan, and executed with diligent oversight by a professional mold prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, a num- ber of mold prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of the geotechnical engineering study whose findings are conveyed in this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none of the services per- formed in connection with the geotechnical engineer's study were designed or conducted for the purpose of mold preven- tion. Proper implementation of the recommendations conveyed in this report will not of itself be sufficient to prevent mold from growing in or on the structure involved. Rely, on Your ASFE-Member Geotechncial Engineer for Additional Assistance Membership in ASFE/The Best People on Earth exposes geotechnical engineers to a wide array of risk management techniques that can be of genuine benefit for everyone involved with a construction project. Confer with you ASFE-member geotechnical engineer for more information. ASFE The Best People oo Earth 8811 Colesville Road/Suite G106, Silver Spring, MD 20910 Telephone: 301/565-2733 Facsimile: 301/589-2017 e-mail: info@asfe.org www.asfe.org Copyright 2004 by ASFE, Inc. Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with ASFE's specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express wntten permission of ASFE, and only for purposes of scholarly research or book review. Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other firm, individual, or other entity that so uses this document without being an ASFE member could be committing negligent or intentional (fraudulent) misrepresentation. IIGER06045.0M Parcel 734060-0485 DAVIS & ROBINSON INC Tax Roll History Appraised Taxable Tax Yr Omit TaxValue Land Val Imp Val Total Land Val Imp Val Total Yr Reason 2007 0 104,000 0 104,000 104,000 0 104,000 2006 0 97,000 0 97,000 97,000 0 97,000 2005 0 92,000 0 92,000 92,000 0 92,000 2004 0 96,000 0 96,000 96,000 0 96,000 2003 0 92,000 0 92,000 92,000 0 92,000 2002 0 88,000 0 88,000 88,000 0 88,000 2001 0 84,000 0 84,000 84,000 0 84,000 2000 0 79,000 0 79,000 79,000 0 79,000 1999 0 74,000 0 74,000 74,000 0 74,000 1998 0 64,000 0 64,000 1997 0 64,000 0 64,000 1996 0 64,000 0 64,000 E Number Sale Date Sales History Sale Price Instrument Sale Reason 2197912 3/30/2006 99,950 Statutory Warranty Deed None Review History Tax Yr Review# Review Type Appeal Val Hearing Dt Settlement Val Hearing Result Status Number Permit History Type Value Issue Date Jurisdiction Review Dt Home Improvement Exemption Exempt No Bldg No Date Rec Date Comp Beg Yr Est Cost Page 2 of 3 King County: Assessor Property Characteristics Report Page 1 of 3 King County Home' evirsci Ser i ces Comments Search By law this information may not be used for commercial purposes. Assessor Real Property Records: DAVIS & ROBINSON Parcel Number Taxpayer INC Account Number Tax Year 2006 Levy Code Tax Status TAXABLE Taxable Value Reason 7340600485 734060048505 2413 NONE OR UNKNOWN Appraised Land Value $97,000 Taxable Land Value $97,000 Appraised Improvement Value $0 Taxable Improvement Value $0 Taxpayer DAVIS & ROBINSON INC Tax Year 2007 Tax Status TAXABLE Parcel Number Account Number Levy Code Taxable Value Reason 7340600485 734060048505 2413 NONE OR UNKNOWN Appraised Land Value $104,000 Taxable Land Value $104,000 Appraised Improvement Value $0 Taxable Improvement Value $0 Assessor Property Sales Records: Tip: Use the Recorders Office: Excise Tax Affidavits Report to see more sales records details Sale Date 3/30/2006 (Sale Price J$99,950 Seller Name TIEDE KEITH J+NANCY S Plat Name RIVERSIDE INTERURBAN TRS Buyer Name DAVIS & ROBINSON INC Plat Block Assessor Parcel Records: District Name TUKWILA Property Name VACANT LAND PropertyRESIDENTIAL Plat Name RIVERSIDE INTERURBAN TRS Present Use Vacant (Single-family) Plat Block Water System WATER DISTRICT Plat Lot POR Sewer System PUBLIC Lot Area 100,581 SqFt (2.31 acres) Access PUBLIC Section/Township/Range SW 10 23 4 Street Surface PAVED http://www5.metrokc.gov/reports/property_report.asp?PIN=7340600485 11/7/2006 King County: Assessor Property Characteristics Report Page 2 of 3 Assessor Legal Description Records: Account Number 734060048505 Record Number 01 -13 POR RIVERSIDE INTERUBAN TRACTS POR OF FOLG TRS 32,33,45, 46 OF SD PLAT & POR OF SQUIRE'S REPLAT OF POR OF TR 33 RIVERSIDE INTERUBAN TRS LYING WITHIN FOLG - BAAP OPP HES 68 + 25 ON F 1 LN SUR OF SR 599 FOSTER INTERCHANGE TO S 118 TH ST & 110 FT WLY THOF TH S 58-17-25 W 230.32 FT TH S 18- 10-43 E 107.22 FT TAP OPP HES 66 + 20 & 290 FT SWLY THOF TH SELY TAP OPP HES 63 + 43.5 & 228.2 FT SWLY THOF TH SELY TAP OPP HES 61+00 & 148.4 FT SWLY THOF TH NELY TAP OPP SD HES 61+00 & 110 FT SWLY THOF TH NLY 110 FT WLY OF & CONCENTRIC & PLW SD F 1 LN TO POB TGW 41 ST AVE S & PORS OF 125 TH ST & 126 TH ST LESS POR BEG NE COR SD ABOVE PAR TH S 04-35-53 E ALG E LN OF SD PAR BEING W LN OF HWY Legal Description 65 FT TH N 63-07-23 W 67.81 FT TO N LN OF SD PAR TH N 58-19-06 E ALG N LN OF SD PAR 65 FT TO POB LESS POR BEG NE COR OF SD ABOVE PAR TH S 04-35-53 E ALG E LN OF SD PAR BEING W LN OF HWY 162.94 FT TO TPOB TH CONT S 04-35-53 E ALG E LN OF SD PAR 20.66 FT TO BEG OF CRV RAD OF 1578 FT SD PT BEING OPP HES F1 66+44.31 ON F 1 LN SRV OF SR 599 & 110 FT WLY THOF TH CONT ALG E LN SD PAR ALG SD CRV TO LFT THRU AN ANGLE OF 4-11-44 AN ARC DIST 115.55 FT TH S 81-35-01 W 2.92 FT TO BEG OF NON TAN CRV RAD OF 2038.60 FT & A CHORD BEARING OF N 07-02-55 W 97.31 FT TH NELY TO RGT ALG SD CRV THRU AN ANGLE OF 2-44-07 AN ARC DIST OF 97.32 FT TH ON A TAN LN N 05-40-52 W 39.02 FT TH N 84-19-08 E 3.66 FT TO TPOB PER SUP COURT #04-2-12329-1SEA This report was generated: 11/7/2006 9:19:44 AM Related on-line reports: Kinig County GIS: Property information FAQ King County Assessor: Submit a request to correct this information DDES: Permit Applications Report King_Coun y: Districts and Development Conditions Report King County Assessor: eReal Property Report (PDF format requires Acrobat) King County_ Assessor: Quarter Section Map Report (PDF format requires Acrobat) King County Treasury Operations: Property Tax Information Recorders Office: Excise Tax Affidavits Report Recorders Office: Scanned images of plats surveys, and other map documents Enter a 10 digit Parcel Number: or Enter an address: Search http://www5.metrokc.gov/reports/property_report.asp?PIN=7340600485 11/7/2006 Parcel Name Site Address Area Code Block 734060-0485 DAVIS & ROBINSON INC 024-005 Parcel 734060-0485 DAVIS & ROBINSON INC Parcel Data Present Use Zoning Jurisdiction Property Type Code Lot Vacant(Single-family) MIC/L TUKWILA R POR Legal Description RIVERSIDE INTERUBAN TRACTS POR OF FOLG TRS 32,33,45, 46 OF SD PLAT & POR OF SQUIRE'S REPLAT OF POR OF TR 33 RIVERSIDE INTERUBAN TRS LYING WITHIN FOLG - BAAP OPP HES 68 + 25 ON F 1 LN SUR OF SR 599 FOSTER INTERCHANGE TO S 118 TH ST & 110 FT WLY THOF TH S 58-17-25 W 230.32 FT TH S 18-10-43 E 107.22 FT TAP OPP HES 66 + 20 & 290 FT SWLY THOF TH SELY TAP OPP HES 63 + 43.5 & 228.2 FT SWLY THOF TH SELY TAP OPP HES 61+00 & 148.4 FT SWLY THOF TH NELY TAP OPP SD HES 61+00 & 110 FT SWLY THOF TH NLY 110 FT WLY OF & CONCENTRIC & PLW SD F 1 LN TO POB TGW 41 ST AVE S & PORS OF 125 TH ST & 126 TH ST LESS POR BEG NE COR SD ABOVE PAR TH S 04-35-53 E ALG E LN OF SD PAR BEING W LN OF HWY 65 FT TH N 63-07-23 W 67.81 FT TO N LN OF SD PAR TH N 58-19-06 E ALG N LN OF SD PAR 65 FT TO POB LESS POR BEG NE COR OF SD ABOVE PAR TH S 04-35-53 E ALG E LN OF SD PAR BEING W LN OF HWY 162.94 FT TO TPOB TH CONT S 04-35-53 E ALG E LN OF SD PAR 20.66 FT TO BEG OF CRV RAD OF 1578 FT SD PT BEING OPP HES Fl 66+44.31 ON F 1 LN SRV OF SR 599 & 110 FT WLY THOF TH CONT ALG E LN SD PAR ALG SD CRV TO LFT THRU AN ANGLE OF 4-11-44 AN ARC DIST 115.55 FT TH S 81-35-01 W 2.92 FT TO BEG OF NON TAN CRV RAD OF 2038.60 FT & A CHORD BEARING OF N 07-02-55 W 97.31 FT TH NELY TO RGT ALG SD CRV THRU AN ANGLE OF 2-44-07 AN ARC DIST OF 97.32 FT TH ON A TAN LN N 05-40-52 W 39.02 FT TH N 84-19-08 E 3.66 FT TO TPOB PER SUP COURT #04-2-12329-1 SEA Land SqFt Acres Water Sewer/Septic Rainier Olympics Cascades Territorial Seattle Location Bank Tide/Shore Restricted 100,581 2.31 WATER DISTRICT PUBLIC No No No GOOD No No No No No Land Data Use Exemption Environmental Topography Traffic Views Sound Lk Wash Lk Samm Lk/Riv/Crk Other Waterfront Footage Access Rights Prox. Influence Poor Quality No YES EXTREME No No No No GOOD 0 No No No Building/Improvement Page 1 of 3 Parcel 734060-0485 DAVIS & ROBINSON INC Internet Resources Summary Report for your area: http://www. metrokc.gov/Assessor/AreaReports/2006/Residential/024.pdf Visit Property Tax Information System to access your tax bill: http://www.metrokc.gov/finance/treasury/kctaxinfo/ Visit Records Office's web site to view Excise Tax Affidavits: http://146.129.54.93 :8 I 93/localization/menu.asp Visit GIS Parcel Viewer for the map of the parcel: http://www5.metrokc.gov/parcelviewer?P1N=7340600485 Glossary of Terms http •J/www.metrokc.gov/Assessor/eRealProperty/GlossaryTerms.htm I Page 3 of 3 CITY OF TUk'W ILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Center/Buildr Division: 20631=3679 Public Works Department: 206-433-0179 Planning Division: 206-431-3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside City of Tukwila water district PERMIT NO.: Site address (attach map and.legal description showing hydrant location and size of main): 11600 41st Ave S. Titi&vila INA 92162 7340.GO — i�y�}�� R�Sp��,111?,q�o� �pwshltroti@W�}lhllr�SiN,':�h..riR' ±�71aiAt1't��{I it {l�j�aYryFjl�±�y.M 1}'. Name::pavis $ Robinson, Inc. Address:I2,01 Mons, +, Rd Sw �trtwn w ws. Phone: 425 , us -541561 Phone: 42 S_ Z2 • 595, This certificate is for the purposes of: Residential Building Permit ❑ Cammercial/Industrial Building Permit ❑ Rezone ❑ Preliminary Piet ❑ Short Subdivision 0 Other Estimated number of service connections and water meter size(s): Vehicular distance from nearest hydrant td the closest point of structure is ft. Area is served by (Water Utility District): Owner/Agent Signature 1. The proposed.project is within k -r471. / fit 2. o Improvements required. 0iId.efa6 Date 3. The improvements required to upgrade the water system to bring It Into compliance with the utilities' comprehensive plan or to meet the minimum flow` requirements of the project before connection and to meet the State cross connection control requirements: 01/1-4 C -t -r( co Vl C {-it CS p YZJ'i.ia.ir- % /a -Pt -t l'Ait.O✓G i,�nft-t1 )fr(Q vitt C CP'' vt 0-41 u rA y V; -t /► ti. -5 A-19 1 y t v' 4_ b,. ae.✓e./cr.6- )vt- re_Lt 5'C A) trc-4.- k-Iet:c. erg 7- 4..i-ty (Use separate sheet if more room is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 2-i S - gpm at 20 psi residual for a duration of 2 hours at a velocity of / .5 fps as documented by the attached calculations. 5. Water availability: [] Acceptable service can be provided to this project O Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. O System is not capable of providing service to this project. I hereby certify that the above information Is true and correct, fV c,,`14-76>;lyoCS( /ZS Agency/Phone "Zo—/2 C/ - By By This certificate is not valid without Water District No. 125's attachment entitled "Attachment to Certificate of Water Availability." Date f — Z ` c;r "7 P.O. E 69550 Tukwila; WA 98168 Phone: (206) 242-3236 Fax: (206) 242-1527 0 Certificate of Sewer Availability OR ❑ Certificate of Sewer Non -Availability Part A: (To Be Complete , by Applicant) Purpose of Certificate: ® Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: • Residential Single Family ❑ Residential Multi -Family ❑ Commercial ❑ Other Applicants Name: _PAvi S * .Rf obis sun -Inc, A WA)h;4gtap Phone: 925 -220 -Sq FI (.utte) Corfora-r, Property Address or Approximate Location: Tax Lot Number. ,Ia60o 415+ Ave. S 114.1(W;10-1 wA 98168 73'{0609'85 Legal Description(Attach Map and Legal Description if necessary): See A 1-Izb.cbe d ... IZITIMMISII:MonipsOld by Sewers Agency) 1. ❑ a. Sewer Service will be provided by side sewer connection only to an existing size sewer feet frcam the site and the sewer system has the capacity to serve the proposed use. OR 0 b. Sewer service will require an improvement to the sewer system of: ❑ (1) : feet of sewer trunk or lateral to reach the site; and/or ❑ (2) the construction of a collection system on the site; and/or 21 (3) other (describe): mai rel ✓1 re, n , r; v44 -c %v mr 2. (Must be completed if 1.b at')ove is checked) ® a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR 0 b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. 51 a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board apprc val for extension of service outside the District, OR 0 b. Annexation or BRB ;approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ / Do a. District Connection Charges due prior to connection: coiiNiN1dN+) el).-GFC: $ 857 cSFC: $ i Rvecn UNIT: $ TOTAL: $ (Subject to Change on January 1st) King County/METRO Capacity Charge: Currently, $4250.70/residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co/Metro without notice.) b. Easements: 0 (Required ® May be Required c. Other. Row A,'�rr►-,1- mar be ra, vc' I he - by certify that the above sewer agency information is true. This certification shall be valid for one year fr• u% e date of sic> tune. . By Title '74-cle4 Date • ATTACHMENT TO VAL VUE SEWER DISTRICT s CERTIFICATE (DF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and :conditions apply to the attached Val Vue Sewer District :("District") Certificate of Sewer Availability on -Availability ("Certificate"). 1. This Certificate is valid only for the real property referenced herein ("Property"), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This Certificate is between the District and theapplicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate crOates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at fthe time the applicant may apply to the District for such servicer 3. As of the date of a District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other repre ' ntations, express or implied, including without limitation that the applicant will be able to obtain the neces permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or:the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary;: permits, a - .royals and: authorizations. In; addition, the . governmental ::agency may establish requirements th, .t must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that I have received the Certificate of Sewer Availability/Non-Availability and this Attachment, and fully understand the terms and conditions herein. Applicant's Signatur r/ f HII3N 34311 JegwnN IG3Jed 58b0090tEL 01iao%c Date e;ea pue dew STATE OF WASHINGTON CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 FAX (206) 431-3665 E-mail: tukplan@ci.tukwila.wa.us AFFIDAVIT OF OWNERSHIP AND HOLD HARMLESS PERMISSION TO ENTER PROPERTY ss COUNTY OF KING The undersigned being duly sworn and upon oath states as follows: I. I am the current owner of the property which is the subject of this application. 2. All statements contained in the applications have been prepared by me or my agents and arc true and correct to the best of my knowledge. 3. The application is being submitted with my knowledge and consent. 4. Owner grants the City, its emplo es, ag nts smilers, conyactors or of /r resp sentativ s the right to enter upon Owner's real property, located at /�(p0 — / e 5' / % k ^ W /7� ,vti for the purpose of application review, or the limited time necessary to complete that purpose. 5. Owner agrees to hold the City harmless for any loss or damage to persons or property occurring on the private property during the City's entry upon the property, unless the Toss or damage is the result of the sole negligence of the City. 6. The City shall, at its discretion , cancel the application without refund of fees, if the applicant does not respond to specific requests for items on the "Complete Application Checklist" within ninety (90) days. EXECUTED at 1.-r2n.�0 Yt (city), VI( 4 (state), on 1 b Dc4bb er- , 20Q‘ /like DA vcs / .;ni fl1 4 - Rd so I , 5 �o ��jjddress On this day personally appeared before me �' the foregoing instrument and acknowledged th he signed mentioned therein. SUBSCRIBED AND SWORN TO BEFORE Oil I i ink/ :Q T sA •a:4 $0 '�r9�n �'� EN:*i-oboes. ;,q. • . 'ANA • WIN ig 0144)4: (Phone Number) (Signatur 4 li9 b ,��� ,6.'/" 'PAI ding at ..,. 1 c same a • HIS to me known to be the individual who executed er voluntary act and deed for the uses and purposes DAY OF ,20�p n for the St. e . ashington My Commission expires on P:\Ptanning FormsApplications lB ..LC - June 2006.doc G?tp \ \c, -2_005 June 20. 2006 RECEIVED CITY OF TUKWILA CITY OF TUKWILA OC l 1 8 2880BOUNDARY LINE Department of Community Development 6300 Southcenter Boulevard, Tukwila, WAT c ADJUSTMENT/LOT Telephone: (206) 431-3670 FAX (206) 431-3665CONSOLIDATION E-mail: tukplan(c)ci.tukwila.wa.us NAME OF PROJECT/DEVELOPMENT: ie Q' � o ccna� 1r /-dj us4merlf LOCATION OF PROJECT/DEVELOPMENT: Give street address or, if vacant, indicate lot(s), block and subdivision, access street, and nearest intersection. /0266)0 — y 151- A -v' S. , J4 Divi/a, t1 /4 1g10 LIST ALL TAX LOT NUMBERS (this information may be found on your tax statement). 731714. 49C- DEVELOPMENT COORDINATOR : The individual who: • has decision making authority on behalf of the owner/applicant in meetings with City staff, • has full responsibility for identifying and satisfying all relevant and sometimes overlapping development standards, and • is the primary contact with the City, to whom all notices and reports will be sent. Name: 4jf4 e l!Q/l-017/;OM Address: /24 / /TO 11,SX'/ s e% S a 3,2_0 >A y8OS S' Phone: -2 0 - 95 - .0.611 FAX: -44C-„126-92-27 E-mail: it -If eVA Qi/4/ re4 . C7. + m Signature: ,%L l//�:.�' /Date: /D 4'46 P:\Planning Forms\Appllcatlons\BLA-LC - June 2006.doc June 20, 2006 — FOR STAFF USE ONLY Permits Plus Type: P-BLA/LC — _ _ – \---) Planner: File Number: (0' X70 Application Complete (Date: ) Project File Nu er: � �_ Application Incomplete (Date: ) Other File Numbers: NAME OF PROJECT/DEVELOPMENT: ie Q' � o ccna� 1r /-dj us4merlf LOCATION OF PROJECT/DEVELOPMENT: Give street address or, if vacant, indicate lot(s), block and subdivision, access street, and nearest intersection. /0266)0 — y 151- A -v' S. , J4 Divi/a, t1 /4 1g10 LIST ALL TAX LOT NUMBERS (this information may be found on your tax statement). 731714. 49C- DEVELOPMENT COORDINATOR : The individual who: • has decision making authority on behalf of the owner/applicant in meetings with City staff, • has full responsibility for identifying and satisfying all relevant and sometimes overlapping development standards, and • is the primary contact with the City, to whom all notices and reports will be sent. Name: 4jf4 e l!Q/l-017/;OM Address: /24 / /TO 11,SX'/ s e% S a 3,2_0 >A y8OS S' Phone: -2 0 - 95 - .0.611 FAX: -44C-„126-92-27 E-mail: it -If eVA Qi/4/ re4 . C7. + m Signature: ,%L l//�:.�' /Date: /D 4'46 P:\Planning Forms\Appllcatlons\BLA-LC - June 2006.doc June 20, 2006 Lob -o-7 C.O.1V113 TE Al E Lis ATi(1)..N CRIi.(;K.LiSI' The materials listed below must be submitted with your application unless specifically waived in writing by the Public Works Department and the Department of Community Development. Please contact each Department if you feel that certain items are not applicable to your project and should be waived. Application review will not begin until it is determined to be complete. ADDITIONAL MATERIALS MAY BE REQUIRED. The initial application materials alio* project review to begin and vest the applicant's rights. However, the City may require additional information as needed to establish consistency with development standards. City staff are available to answer questions about application materials at 206-431-3670 (Department of Community Development) and 206-433-0179 (Department of Public Works). Check items submitted with application Information Required. May be waived in unusual cases, upon approval of both Public Works and Planning APPLICATION MATERIALS: ✓/ 1. Application Checklist (1 copy) indicating items submitted with application. 1/ 2. Completed Application Form and drawings (4 copies). 3. One set of all plans reduced to 8 1/2" by 11" or 11x17". 4. Completed and notarized Affidavit of Ownership and Hold Harmless Permission to Enter Property (1 copy attached). 5.;+Application FE LA' e TI '`$285rother zones $510 -- Lot Consolidation in LDR $85, other zones $170 PROJECT DESCRIPTION AND ANALYSIS: 7 6. Vicinity Map with site location. 17.-- 7. Clearly establish status as separate legal lot(s) of record (per TMC Title 17 and RCW Chapter 58.17), showing all known easements and encumbrances. N/A 8. Provide any required maintenance agreements, easements or other documents ready for recording. Ai/A 9. Provide King County Health Department approval if there are any septic systems on site. Items 9 through 11 NOT required for lot consolidations or BLAs without vacant lots 10. Sewer and water availability letters are required from the provider district if the area is not serviced by the City of Tukwila. Forms are available at the DCD office. sensitive area studies such as wetland or geotechnical re cP if 11. Provide two copies of needed per Tukwila's Sensitive Areas Ordinance (TMC 18.45). See Geotechnical Report Guidelines and Sensitive Area Special Study Guidelines (online at www.ci.tukwila.wa.us/dcd/dcdplan.htm) for additional information. RECORDING DOCUMENT: Templates are available from the City 12 (a) The recording document must meet the King County Assessor's recording format requirements (letter, legal or record of survey format). Only documents prepared by a surveyor may be in record of survey format (18"x24"). (b) Drawing must include a graphic scale, space north arrow. It shall include the elements listed at for the City of Tukwila file number and , "=" i , i 30 B. X (c) Provide legal descriptions of all lots before : d after A proposed changes. (d) The recording documents must include signature b ocks for the owner(s), Short .,A D.nnrrinr rlictprl nn the template, see TMC 17.04.060). ubdivision Committee, Assc��u1, PAPlanning FormsWPPllcaUonsU6LA-LC - June 2006.doc June 20, 2006 Check items submitted with application Information Required. May be waived in unusual cases, upon approval of both Public Works and Planning - (e) Existing and proposed lot lines shall be shown solid with new lines called out and lot lines to be removed shall be shown dashed. (f) Show existing and proposed utility easements (water, sewer, septic drainfields, power, natural gas, telephone, cable). 't- (g) List total lot area and average width of each proposed residential lot. t/ (h) Dash in required setback distances from all parcel lot lines. (i) Show any required fire access lanes and turn-arounds per Fire Department standards. (j) Show the location and distance to proposed property lines of all existing structures, indicating those to be removed. SENSITIVE AREAS PLAN: NOT required for lot consolidations or BLAs without vacant lots 13 (a) Location of all sensitive areas (e.g. streams, wetlands, slopes over 20%, coal mine areas and important geological and archaeological sitg,$). For stream frontage provide existing and proposed top of stream bank, stream bank toe, stream mean high water mark, and base flood elevation (i.e., 100 yr. flood). Maximum sheet size 24" x 36". (b) Location of all required sensitive area buffers, setbacks, tracts and protection measures. (c) Show all significant trees (4" or more in diameter measured 4.5 feet above grade), indicating those to be retained and those to be removed. A tree permit will be required for removal of any significant trees within a sensitive area or its buffer. (d) Show proposed lot and tract lines. CIVIL PLANS: - required for lot consolidations or BLAs it t vacant to 14 (a) Include a graphic scale and north arrow. Maximum s eet size 24" x 36". (b) Vertical datum NAVD 1988 and horizontal datum NAD 83/91. Conversion calculations to NGVD 1929, if in a flood zone or flood-prone area. (c) Existing and proposed utility easements and improvements, on site and in street (water, sewer, power, natural gas, telephone, cable). Schematic designs to be provided regardless of purveyor (e.g. site line size, location, and size of public main). No capacity calcs, invert depth, valve locations or the like are needed. (d) Storm drainage design at least 90% complete, which meets the King County Surface Water Design Manual (KCSWDM). Include a Technical Information Report (TIR) including feasibility analysis if required by the Manual. Call out total existing and proposed impervious surface in square feet. Include all storm drainage conveyance systems, water quality features, detention structures, maintenance access and safety features. For additional guidance contact Public Works orgo to www.ci.tukwila.wa.us/pubwks/pwpermit.htm#techinfo. (e) Locate the nearest existing hydrant and all proposed hydrants. (f) Show the 100 yr. flood plain boundary and elevation as shown on FEMA maps. (g) Plan, profile and cross-section for any right-of-way improvements. (h) Show planned access to lots, driveways, fire access lanes and turn-arounds. (i) Show the location and distance to proposed property lines of all existing structures, indicating those to be removed. (j) Show proposed lot and tract lines. June 20, 2006 P:\Planning Fonns\Appllca6ons\BLA-LC - June 2006.doc Page 1 of 1 4 I 1150ft N CityGIS 6.0 Copyright 02006 All Rights Reserved. The information contained herein is the proprietary property of the contributor supplied under license and may not be approved except as licensed by Digital Map Products. http://maps.digitalmapcentral.com/production/CoreGIS/ver1_76f/index.html 11/20/2006 City of Tukwl(o Department of Communl , Development 6300 Southoenter Boulewd, Tukwila. WA 96168 Telephone (206) 431-38E0 FAX (206) 431-3665 E-motl: 3ykolanOtukw0a.va.ue BOUNDARY LINE ADJUSTMENT NUMBER DEq.ARATIDN: IONOW ALL YEN BY THESE PRESENT THAT ITE THE UNDERSIGNED, 0111�q(0) IN FEE SIMPLE OF THE LAND ISBN DESCRIBED p0 HEREBY MANE A BOUNDARY 181E SNOB. THE (60ED0,7ED FURTHER DE0ARE 7X15 601D0ARY UNE ADJJSIMENT 1D BE THE 08.1100 REPRESENTATION CE SAID BOUNDARY UNE ADJUSTMENT AND THE SAME 6 MADE MTX THE FREE CONSENT AND 04 ACCORDANCE NTH THE DENTE CE THE O04iR(S). IN WTNESS %HEREOF WE HAVE SET OUR HANDS Am SEALS NAMES NNE: NAME NAIL STATE OF WASHINGTON COUNTY OF LONG ON THIS DAY PERSOEIALL7 APPEARED BEFORE ME TO ME IO101w TO RE THE DIDIVIDUAL NID EIEOtUED THE MINN AND FOEGODND INSTRUMENT AND A0GIONEDCED THAT HE SIGNED THE SNE AS MS/HER VOLUNTARY ACT AND DEED FOR THE USES MID THEREIN 1@NTIENE4 GIVEN MER MY XAND AND °ERDAL SEAL THIS__DAY a• 20 SIGNATURE: NAME AS CaA0590NED TITLE MY APPOINTMENT E7o1RES STATE OF WAS/11401O! COUNTY OF KING ON THIS DAY PERSONALLY APPEARED BEFORE MF TO 6E MOM 10 BE THE DIDIYOUAL MRO REEVED THE NNW AND FOREGOING INSTRUMENT AND AOW08IDGED MAT K -/SHE BI91FD THE SNE AS 111S/RER VOLLMTARY ACT AND OEED, FM THE USES AND RIRPOSES THERON 6837 10110. GIVEN UNDER MY HAND M0 OFFICIAL SEAL THIS --DAT OF 20_ 9GNATIIR@ NAME A5 COtlY59WEID 1111.6 MY MPOWNIENT 061682 LAND SURVEYOR'S CERTIFICATE: 1 KENNETH K ANDERSEN. REGISTERED A5 A LAND S RVEYCR BY TE STATE OF WANINGION. CERTIFY TAT THIS RAT 6 BASTED ON AN ACTUAL SURVEY OF THE LAND DESCRIBED HEREIN, CONDUCTED BY LIS OR INNER II0 SUPERVISION TAT THE DISTANCES. GORSES AND ANGLES ARE SHOWN HEREIN CORRECTLY• A10 THAT MONUMENTS OTE.1 MAN NOSE MONUMENTS APPROVED FOR SETTING AT A LATER DATE, HAVE SED! SET AND LOT LIMNERS STARED ON TE maw A5 DEPICTED ON THE RAT. )ENNERH K AIOESOI P.L.S. CEAIFICATE Na 211287 100 COUNTY ASSESSOR'S APPROVAL MOND AND ABROAD BY 1)E WARDENS CF ASSESSIE4S 1H5 DAT 0' 2D IOD COATS ASSESSOR DEPUTY ASSESSOR PMOL MADEg5) ITACULA SHORT SUMMON COMMITTEE APPROTAL; REWORD DD APPROVED 8Y THE BORT 9.881 11 COMM AND HEREBY OiED FOR ND TES DAY DF SO_ OIMPOECL SHORT 511®1%88 COMM SURVEY IN THE SE 1/4 OF THE SW 1/4 SEC. 10, T23N.. RO4E., W.111., 04 KING COUNTY, WASHINGTON RECORD 40 CERTIFICATE: RED F8 RCM AT THE MOM CF DE 00 CF 111108A 116 ODYN 20_, AT_ MIMES PAST .JS. AFD SEOFDED N VOLAE --CF SURVEYS 8 PAIN , RECROS CF 16410 CONTY, WASHINGTON 181 CORTYMANACEA SUPT. CF RECO DS AND FLEC106 FOUND 1CNIAENT 6' BRASS USK IN CONCRETE. 811)4 '+' 3 STAMPED '1978 KC', MARKED Mw SEO KIN TOM196P ! RANGE DEFORMATION *SHED 4/16/06 4 J Fount YCBAISNT (KCCS ODD p340) r BRASS DISK IN CONCRETE. FB1H Pa40H PARK 3 'DAVID EVANS h ASSOC.' '1890' FLUSH( VISITED 4/17/06 9 10 71: =now coma %SHED 5CDDN CORNEA 8AL0RATED P0SI110N SEMEN OUMIER CORIA TASTED I SECDOI OUMEA =MATED P09118 O FOUND IDIAAE111 AS DLSO®ED O CALCU DIED MOAAENI MINN e SET 5/8' MAR k CAP. U.S 211787 ICINESS 01IE011SE HOMED O) IMMURED (C) CALCULATED (P1) PUT IP RIVERSIDE MERMAN TRACTS VOL. 10, PC 74 (RI) RECORD CC 0RWY, TOL 0. PG 171 (=CS) RING CONN CONTROL SMMS WA9pGI4N STATE OPT. OF 1RAMPORTA11ON RINM-CE-01T (0E000 YAP EOR SR SRS, FOSTER INTERCHANGE TO SEM 1181)1 FE. APPROVED SVR 4. 11161. ERASER 54 5700.1080 20 VOLUME _ PAGE VICINITY MAP SCALE: 1'-1/4 LCE CONTROL DIAGRAM 5 SCALE: 1'-207 aY.{YlOAOr 5 13/01 086411101 STA% RRNE. PERTH mE PFR W19e1170N men Of Cann sum -ruts a lID CONST 081110 SURVEY 10 If n� L- "1614.4310 1614.90'0'1) S8916'04'E 213593' g 377.201PhXC) FOND YONRRIENT IN CASE NONOME OF PERMANENT MARKINGS, IS RLID MTH CONCRETE. USED APPARENT INDENTATION. USED 4/16/06 CRL.CAAIED PER )E1) 144.30' ` S 125111 7)) 5891139'E I 1774.59'(C) FOLRID MONUMENT M CASE r BRASS DESK MOH PUNCH MARK t ICING CO.' IN CONCRETE, 0.5' DOM MED 4/16/06 ^250.70' S 1261H ST. FOUND MORARNT IN CASE 3' BRASS DISK NTH '2' Ni 10NG ca' IN COEa1t1E. 0.r wow WSI1ED 4/18/88 189134'39'W 2838.51 C MI AHED S 1/4 cm:KR PM KOS COO 11443 CALCULATED PER (NSD01) KENNETH R. ANDERSON AND. ASSOCIATES. INC. a MN: Mapping and lane Memdn11 MO kinddV Om NANO=X04 0.. Ildeai (7504601-1181 T....5([32(1304 01-S020 E1�S UA.E511C BUILDERS • 01 MONSTERROAD, SUITE 330 ATE/71P: RENTON. WA 98055 ONE: (425) 235-8600 DRAIN BY MEL CHEMED BY KRA DAZE SCALE 9/14/06 NJA 15 JIB NIRIER 08-022 BEET 1 af 4 City of Tukwila Department of Community Development 6300 Scut/venter Boulevard, Tukwila, WA 98188 Telephone (206) 431-3670 FAX (206) 431-3665 E -mall: 89921Q3083819.80.0. BOUNDARY LINE ADJUSTMENT NUMBER ORIGINAL LEGAL DESCRIPTIONS: (PER SIEWART TILE SUEIDASTN GUARANIES N0. SG -2631-12009, ORDER NO. 206138305, DATED 8/29/06) PARCEL 'A' - NO. 7340600485 PARCEL A AU. THAT PORTION OF TRACT 32, RIVERSIDE INTERURBAN TRACTS, ACCORDING TO THE PLAT NERDY RECORDED IN VO JME 10 OF PLATS, PAGE(S) 74, RECORDS OF KING COUNTY, WASHINGTON, LYING SOUTHERLY AND EASTERLY OF A LINE BEDNNING AT A PONT OPPOSITE HIGHWAY ENGINEER'S STATION 68+25 ON THE F1 UNE SURVEY Cf SR 599, FOSTER INTERCHANGE TO SOUTH 118111 5T. AND 110 FEET WESTERLY THEREFROM; THENCE SOUTH 561725 WEST 230.32 FEET; THENCE SOUTH 1810'43 EAST 100 FEET TO A PONT AND THE END OF THIS UNE DESORPTION; AND LYING WESTERLY OF A UNE DRAWN PARALLEL Wim AND 110 FEET WESTERLY, MIDI MEASURED AT RIGHT ANGLES AND/OR RADIALLY FROM SAID F1 LINE SURVEY; ALSO, PARCEL B: ALL THAT PORTION OF THE EAST HALF OF LOT 1, BLOCK 1. SQUIRE'S REPLAT OF PART OF TRACT 33, FIVERSIDE INTERURBAN TRACTS, ACCORDNG TO THE PLAT THEREOF RECORDED IN VT UAAE 20 CC PLATS, PAC (S) 109. RECORDS OF KONG COUNTY, WASHINGTON. LYING NORTHEASTERLY OF A UNE BEQNNG AT A PONT OPPOSITE HIGHWAY EI GINEERS STATION (HEREAFTER REFERRED TO AS Iffy) 63+43.5 04 THE F1 UNE SURVEY OF SR 599, FOSTER INTERCHANGE TO SOUTH 118TH ST.. AND 228.2 FEET SOUTHWESTERLY, WHEN MEASURED RADIALLY THEREFROM; THENCE NOR1HWESTIMLY TO A POINT OPPOSITE HES 66+20 OV SAID FT LINE SURVEY AND 290 FEET WESTERLY, Y6HDN MEASURED AT RIGHT ANGLES AND/0R RADIALLY THEREFRO9 THOME NORTHWESTERLY TO A PONT OPPOSITE HES 67+20 ON SND FI UNE SURVEY AND 315 FEET WESTERLY THEREFROM AND THE END OF THIS UNE DESCRIPTION: ALSO. PARCEL G ALL THAT POR1101 OF LOTS 10, 11. 12 AND 13, BLOCK 1. SQUIRES REPEAT OF PART OF TRACT 33, RIVERSDE INTERURBAN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 20 OF PLATS` PAGE(S) 100 RECORDS OF KING COUNTY. WASHINGTON. DING NORTHEASTERLY OF A UNE BEGINNING AT A PONT OPPOSITE HIGHWAY ENGINEERS STATION 63+10 ON THE F1 UNE SURVEY OF SR 599, FOSTER INTERCHANGE TO SOUTH 118111 ST AND 225 FEET SOUTHWESTERLY, WHEN MEASURED RADIALLY THEREFROM; THENCE NORTH 2172'52 WEST 369.40 FEET TO A POINT AND THE END OF THIS UNE DESCRIPTION; PARCEL D: AU. THAT PORTION OF THE HEREINAFTER DESCRMED TRACT 'X' LYING WESTERLY OF A UNE BEGINNING AT A POINT OPPOSITE HIGHWAY ENGINEER'S STATOR (HEREINAFTER REFERRED TO AS HES) 61+00 ON THE Ft UNE SURVEY OF SR 599, FOSTER INTERCHANGE TO SOUTH 118TH ST., AND 110 FEET SOUTHWESTERLY, WHEN MEASURED AT RIGHT ANGLE ANDOR RADIALLY 1HERREFROEt THENCE NORTHERLY PARALLEL +1TH SAID 61 LINE SURVEY TO A PONT OPPOSITE HES 68+25 AND THE END OF THIS UNE DESCRIPTION: TRACT X: THAT PORTION OF TRACT 33, RIVERSIDE INTERURBAN TRACTS, ACCORDING TO THE PLAT 1HERECF RECORDED IN VULUME 10 GF PLATS, PAGE(S) 74, RECORDS OF KING COUNTY, WASHINGTON, DESCRIBED AS ROLOWS: BEGINNING AT A PONT ON THE SOUTH UNE OF SAID TRACT 325.7 FEET EAST OF THE SOUTHWEST CORNER THEREOF; THENCE EAST ALONG THE CENTER UNE OF ALDER SUNttt IN SAID PLAT 100.4 FEET; THENCE NORTH 433.7 FEET TO THE NORTH UNE OF SAID TRACT; THENCE WEST ALONG SAID NORTH LINE 100.4 FEET; THENCE SOUTH 433.7 FEET TO THE PINT GF BFSINNING EXCEPT PORTION FOR ALDER STREET. PARCEL E: ALL THAT PORTION OF THE NORTH 333.3 FEET OF TRACT 46, AS MEASURED ALONG THE WEST UNE THEREOF, AND THE NORTH 132.5 FEET OF TRACT 45, RIVERSIDE INTERURBAN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 10 OF PLATS. PAGE(S) 74, REGARDS OF KING COUNTY, WASHINGTON; EXCEPT THE WEST Z00 FEET OF SND 71RACTT 45, LANG BETWEEN THE FOLLOWING DESCRM O LINES 1 AND 2 LINE 1: BEGINNING AT A PONT OPPOSITE HIGHWAY ENGNEER'S STATON (HEREAFTER REFERRED TO AS HES) 81+00 ON THE F1 UNE SURVEY OF SR 599, FOSTER INTERCHANGE TO SOUTH 118TH STS AND 148.4 FEET SOUTHWESTERLY, vne1 MEASURED READULLY T EREFROIt THENCE NORTHEASTERLY TO A POOR OPPOSITE SAID HES AND 110 FEET SOUTHWESTERLY, WHEN MEASURED RADIALLY THEREFROM; THENCE NORTHERLY PARALLEL NTH SAID 61 UNE SURVEY TO A PONT OPPOSITE HES 63+43.5 AND THE END OF THIS LINE DESORPTION. LANE 2: BEGINNING AT POINT 'A' OPPOSITE HES 61+00 CON THE 61 UNE SURVEY OF SR 599 FOSTER INTE ROIANGE TO SOUTH 118111 ST.; THENCE WESTERLY TO A PONT OPPOSITE HES 61+25 ON SAID F1 LINE SURVEY AND 196 FEET SOUTHWESTERLY THEREFROM AND DESIGNATED HERON AS POINT' B'; THENCE NORTHWESTERLY ALONG TIE SOUNWESIERLY FIGHT OF WAY UNE OF REARRANGED COUNTY ROAD. TO A PONT OPP09TE HES 63+10 ON SAID F1 UNE SURVEY AND 245 FEET SOUTHWESTERLY THEREFROM; THENCE NORTHEASTERLY ALONG A UNE, THE PRODUCOON OF WHICH EXTENDS TO SAID HES 63+10, TO INTERSECT A LINE DRAWN PARALLEL WITH AND 30 FEET NORTHEASTERLY, WHEN MEASURED AT FIGHT ANGLES, FROM SAID SOUTHWESTERLY RIGHT OF WAY LINE AND THE TRUE POINT OF BEGINNING GIF THE UNE HERON DESCRIBED, THENCE SOUTHEASTERLY ALONG SAID PARALLEL UNE TO INTERSECT THAT LINE DRAWN BETWEEN SAID PONT 'A' AND POINT If AND THE END OF THIS UNE DESCRIPTION. EXCEPT THAT P0R110 4 OF PARCELS A THROUGH E DESCRIBED AS FOLLOWS: BEGINNING AT A POINT HAVING SOUND TRANSIT SOUTH ZONE COORDINATES OF N282674.04, 81382164.04, SAID PONT BEING BY SOUND TRANSIT SURVEY THE NORTHEAST CORNER OF SND PARCELS; THENCE SOUTH 0415'53' EAST ALONG THE EAST UNE SAID PARCELS. THE SAYE BEING THE WEST UNE OF STATE ROUTE 599. A DISTANCE OF 65.00 FEET; NOME NORTH 630723' WEST A DISTANCE OF 67.81 FEET TO THE NORTH UNE OF SAID PARCELS; THENCE NORTH 5810'06' EAST ALONG THE NORTH UNE OF SAID PARCELS, A DISTANCE OF 65.00 FEET TO THE PONT OF BEGaOA19. ALSO THAT PORTON OF SAID PARCELS DESCRIBED AS F0IOWSG ORIGINAL LEGAL DESCRIPTIONS; (CONTNUFD) CIMMENONG AT A POINT HAYING SOUTH TRANSIT SOUTH ZONE COORDINATES OF 11282674.8, 61382164.04, SAD) PONT BONG BY SOUND TRANSIT SURVEY, THE NORTHEAST CORNER OF SAID PARCELS THENCE SOUTH 047553' EAST ALONG THE SAID PARCES (THE SAME BEING THE WEST UNE CF STATE ROUTE 599) A DISTANCE OF 162.94 FEET TO THE TRUE POINT OF BEGINNING THENCE CONTNUE SOUTH 043553' EAST ALONG THE EAST LINE OF SAID PARCEL A DISTANCE OF 20.66 FEET 10 THE BEGINNING OF A CURVE HAVING A RADIUS OF 1578.00 FEET, SAID PONT BEING OPPOSITE HIGHWAY ENGINEERS STATION F1 66+44.31 ON THE F1 UNE SURVEY OF SR 599 AND 110 FEET WESTERLY 1HFREFROIk THENCE CONTINUE HANG THE EAST UNE OF SAID PARCEL ALONG SAID CURVE TO THE UFT THROUGH AN ANGLE OF 411'44' AN ARC DSTANE OF 115.55 FEET: THENCE SOUTH 81750' WEST A DISTANCE OF 292 FEET TO 1116 BEGINNING OF A NON -TANGENT CURVE HAVING A RADIUS OF 2038.60 FEET AND A CHORD BEARING OF NORTH 0702'55' VEST 97.31 FEET; THENCE NORTHEASTERLY TO THE RIGHT ALONG SAID CURVE THROUGH AN ANGLE OF 744'07' AN ARC DISTANCE OF 97.32 FEET; THENCE ON A TANGENT UNE NORM 05'40'52 WEST A DISTANCE OF 39.02 FEET; THENCE NORTH 8419'08' EAST A DISTANCE OF 166 FEET TO THE TRUE PONT OF BEGINNING. PARCEL 'B' - NO. 7945200045 PARCEL F: LOT 10, BLOCK 1, SQUIRES REPLAT OF PART OF TRACT 33, RIVERSIDE INTERURBAN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 20 OF PLATS, PAGE(S) 100, RECORDS OF KING COUNTY, WASHINGTON: EXCEPT THAT PORTION OF SAID LOT 10 CONDEMNED FOR THE STATE HIGHWAY UNDER KING COUNTY SUPERIOR COURT CAUSE N0. 646939 REVISED LEGAL DESCRIPTIONS PARCEL 'A' PARCEL 'A' GIF BOUNDARY UNE ADJUSTMENT NUMBER N THE OTT OF TUKWILA. STATE OF WASHINGTON, 118CORDET) IN KONG COUNTY UNDER RECORDING NUMBER N KING COUNTY, WASHINGTON. PARCEL 'B' OF BOUNDARY UNE ADJUSTMENT NUMBER IN THE OTY OF 1UKWILA, STATE OF WASHINGTON, RECORDED IN KING COUNTY UNDER RECORDING NUMBER IN KING COUNTY, WASHINGTON. KENNETH R. ANDERSON AND ASSOCIATES. INC. Surveying, Mapping and Land Planning 1720 South 341.4 Plata ante C-4 e Moines Washington98CO3 Des 99 Tacoma (253) 272-9858 FAX 253) 838-8164 CAI& inalOcriderstesurvelcresorn 9/24/07 DRAWN BY C BUILDERS ONSTER ROAD, SUITE 330 P: RENTON, WA 98055 (425) 235-6600 NEL OLEO® BY KRA DATE SCALE 9/14/06 N/A VOLUME PAGE JOB NUMBER SHEET 06-022 2 GF 4 A BOUNDARY LINE ADJUSTMENT NUMBER 5 -MATCHLI E- SEE SHEET 4 OF 4 RENSED N UIT UNEW 4• DECLARED ;o i TO STATE�� � Y ROUTE 599 o a WSDOT LETTER . v`� 2/22/1978. - pass RIGHT OF 1 ' . 1.75 ACRES) I i 1'I rz.E. LINE, W. 100.4' TRACT 33 0 • 2 STORY WORD FRAMED HOUSE 6' W000 FENCE WAAT110E TOP HEDGE ROW MASONRY REP,/ S. 126TH—S EET 899 57'39•E 250.70' - • (ALS STREE1) 220.00' PARCEL Na 734360 0661 STAUDACIER ROBERT 6 TALEVIC 734060 0664 1 45b0', �'- �o 113 Nu ;p473o s v, as 0 7 . 45.00' 23.35' 99.05' N CENTERLINE. 40' EASEMENT FOR ELECTRIC TRANSMISSION AND DISTRISUBON FOR CITY OF SEATTLE REC. NO. 7905111015 oy STATIONING PER WSDOT PAGE City of Tuk.9a Department of Ccmmurlty Development 6300 SautAeenter Badenad, Tattled, WA 98188 e (206) (206) 431-3685 E SCALE IN FEET 30 15 0 30 1=30' 60 NAD83/91 WASHDIGTON STATE PLANE. NORTH ZONE PER WASHINGTON COUNCIL OF COUNTY SURVEYORS & XNG COUNTY CONTROL SURVEY BASIS OF BEARINGS: BASED UPON THE MONUIIENTED VESTURE OF THE NORTHWEST QUARTER OF SECTION 10-23N-040. BEARING: N01'44'34 t PARCEL NO. 734360 3662 HDOIVAY MI6 734060 0663 i ,ON ttr% SECTION CORNER VISITED SECTION CORNER CALCULATED POSITION SECTION QUARTER CORNER VOTE, SECTION QUARTER CALCULATED P091094 FOUND MONUMENT AS DESCRBE0 CALOU AIED MONUMENT P09110N MEASURED CALCULATED PUT OF RIVERSIDE INTERURBAN TRACTS, VOL 10, PG. 74 RECORD OF SURVEY, VOR.. 5, PG. 171 KING COUNTY CONTROL SURVEY WASHINGTON STATE DEPT. OF TRAN9'ORTA1IOI RIGHT -OF -WA MAP FOR SR 599, FOSTER INTERCHANGE TO SW1H 118114 ST. APPROVED SPT 4, 1963, DRAWER 56, SEQUENCE 20 ‘0. IEI4t1VAY PI4LIP 1 734060 0665 1 I "NDIVAY II NIEL41 5844 34969. Mel KENNETH R. ANDERSON AND ASSOCIATES. INC. Surveying, Mapping and Land Planning 1720 Seth 341st Roca Sate C-4 FedscalWogWa � 1�3 Dr Mahn ( Tamer (253) 272-9858 FAX (2,53) 838-8164 E mdgndesmsrreyorawn C BUILDERS ONSTER ROAD. SUITE 330 P: RENTON, WA 98055 (425) 235-6600 DATE 944/06 1•=60' JOB NUMBER 06-022 0' City of Tukwila Department of Community Devdapmed 6300 Sautheeiter Boulevard, Tukwila WA 98188 Tdephone (206) 431-3670 FAX (208) 431-3665 E-mail: t anOtukw6a.wa.uq VOLUME - PAGE BOUNDARY LINE ADJUSTMENT NUMBER SCALE IN FEET 30 15 0 30 1'=30' 60 PL1D83/91 WASN1NGfCN STATE PLANE. NORTH ZONE PER WASim1GTON COUNCIL CF COUNTY SURVEYORS & KING OOlMTY CONTROL SURVEY BASIS OF BEARINGS: BASED UPON TME UONUKENTED WEST UNE OF THE NORTHWEST QUARTER OF SECTION 10-236-04E. BEARING: N01'44'34'E SEC1 M CORNER MED SECTION CORNER CALCULATED POSITION SECTION QUARTER COMER VISITED SECTION QUARTER CALCULATED POSITION FOUND MONUMENT AS DESCRIBED CALCULATED MONUMENT POSITION SET 5/6' IREBAR & CAP, LS. 29267 UNLESS OTHERWISE NOTED MEASURED CALCULATED PLAT OF RIVERSIDE INTERURBAN TRACTS, VOL 1q PG 74 RECORD CF SURVEY, VOL 5, PG. 171 KING COUNTY CONTROL SURVEY WASI9NGTON STATE DEPT. OF 1RMNSPCRTA110N RIGHT -OF -WAN WAP FOR SR 599. FOSTER INTERCHANGE TO SOUTH 1181H ST. APPROVED SEPT 4, 1963, DRAWER 56, SEQUENCE 20 S18'08121 36.85'(C) 36.80'(RI) (AIDER STREET 76+05.29 CALCULATED PER (Rt) g g-1-STATIONING PER MOOT 110.00' SA' S8419'08'W 3.67 110.00' S. 126TH STREET F. T ' ;= ' NOTE LAND DECLARED SURPLUS TO STATE HIGHWAY ROUTE 599 PER WSDOT LETTER DATED 2/22/1978. (AKA EXCESS RIGHT OF WAY. 1.75 ACRES) O3in i(73"P � n^ lDl, C13 A Ch Z o ° W o C121 -4 9N 110.00' 66+41.30 MONUMENT PER (R1) ... 13 a oa LINE. W. 100.4' IS TRACT 33 LO KENNETH R. ANDERSON AND ASSOCIATES. INC. Sur/eying, Mapping and Land Planning 1720 South 341st Roca Suite C-4 Federal WaK WmAAptoe 98003 De Moines (253) 836-1199 Town (253) 272-9858 FAX (253) 838-8184 8-1a6 rnallesidirsanourayaresese f }► 04I ___� -MATCHLINE- SEE SHEET 3 OF 4 C BUILDERS 01 MONSTER ROAD, SUITE 330 �P: RENTON. WA 98055 235-6600 EXPIRES: 9/24/07 e w I (I revua- sk-e-/,,J Col S9 O w1 1 t c/ �e . - PARCEL C: ASSESSOR'S PARCEL ND 794520 0045 TOPOGRAPHY INFORMATION - TOPOGRAPHY ASE IS USING GEODATUM INC GIS MAPPING. FIELD VERIFICATION REQUIRED. IMPERVIOUS SURFACE (RESIDENCE): 1564 S.F. IMPERVIOUS SURFACE (PORCH): 40 S.F. IMPERVIOUS SURFACE (DRIVEWAY): 400 S.F. IMPERVIOUS SURFACE (PATIO DECK): 135 S.F. TOTAL IMPERVIOUS SURFACE (ON SITE): 2139 S.F. OVERALL LOT SURFACE ±4400 S.F. RIGHT OF WAY UTILITY WORK & H00K-UP WILL BE UNDER SEPARATE PERMIT BY THE RESPECTED UTILITY PROVIDERS. LEGALJESIETEM ZONING: LDR - UGHT DENSITY RESIDENTIAL LOT 10, BLOCK 1, SQUIRE'S REPLAT OF PART OF TRACT 33, RNERSIDE INTERURBAN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 20 OF PLATS, PAGE 100, RECORDS OF KING COUNTY, WASHINGTON; EXCEPT THAT PORTION OF SAID LOT 10 CONDEMNED FOR STATE HIGHWAY UNDER KING COUNTY SUPERIOR COURT CAUSE NO. 646939. SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. SUBJECT TO JUDGMENT AND/OR ORDER FOR CONDEMNATION OF ACCESS OF STATE HIGHWAY AND OF UGHT, VIEW AND NR IN FAVOR OF THE STATE OF WASHINGTON, KING COUNTY SUPERIOR COURT CAUSE NO. 647372. LEGEND: OFOUND REBAR (AS NOTED) — CATV— OVERHEAD CABLE TV UNES — OHE — OVERHEAD ELECTRIC UNES — UGE — UNDERGROUND ELECTRIC UNES - GAS UNES — SS — — TELE- - W — -0- SANITARY SEWER UNES OVERHEAD TELEPHONE UNES WATER UNES FENCE (AS NOTED) GUY ANCHOR PAD MOUNTED TRANSFORMER UTILITY POLE UTIIIRY POU: W/LUMINAIRE SS SANITARY SEWER MANHOLE SANITARY SEWER STUB FIRE HYDRANT • WATER METER !XI WATER VALVE MB MAIL BOX —� SIGN (AS NOTED) DRILL HOLE/TEST PIT •XX`- CONIFEROUS TREE DECIDUOUS TREE Do(9— Sig e --7 --- - s\\ \ /--OHE/0- T -/TE nllr to/ 012 40.00' 5 // 9 2 STORY WOOD FRAMED HOUSE 40xx S. 126th ST. SINGLE FAMILY RESIDENCE (#2536/2A) 6' WOOD FENCE W/LATTICE TOP HEDGE ROW S. 126TH ST 4=W- / STREET SIGN 0 – ---@HE /CA TV/TEEE- 1 1— — —� 94.79—; — --OH OHEf CA GRAPHIC SCALE Iff SITE PLAN SCALE 1' 20'-0• D C B MAJESTIC BUILDERS 1201 MONSTER ROAD SW SUITE 1 330 RENTON, WA 98057 Jonathan M. Harkovich Davis Real Estate Group 1201 Monster Road SW, Suite 1320 Renton, WA 98057 (o) (425) 228-5959 (e) (253) 315-3170 TUKWILA / FARNUM-TIEDE TAX # 794520 0045 40XX SOUTH 126TH ST TUKWILA, VA 98168 TUKWILA / FARNUM-TIEDE 1 09-26-06 PREUMINARY PHD JMH PHD NO. DATE REVISIONS BY CHK APP'D REV SCALE: AS SHOWN I DESIGNED BY: PHD DRAWN BY: PHD 6 5 4 3 2 1 0 A