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HomeMy WebLinkAboutLUA-06-133_MiscI I • 2881 -152ND AVENUE N.E., REDMOND, WASHINGTON 425.284.3300 FAX 425.284.2855 TOLL FREE 866.336.8710 . · :., PREPARED FOR SEATTLE REDEVELOPMENT, LLC July 19, 2006 j ~7 J'fj fe§G:1 RaymonclA:Coglas, PaE. Principal GEOTECHNICAL ENGINEERING STUDY 330 -BREMERTON AVENUE NORTHEAST RENTON, WASHINGTON ES-0521 Earth Solutions NW, LLC 2881 -152nd Avenue Northeast, Redmond, Washington 98052 Ph: 425-284-3300 Fax: 425-284-2855 Toll Free: 866-336-8710 Important Information About Your Geotechnical Engineering Report Subsurface problems are a pnnc1pal cause of canstruct1an delays, cost overruns, claims. and disputes • The /olfowmg mtormatwn is provided to help you manage your nsks 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 lhe 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 nol rely on an executive summary Do not read selected elements only. A Geotecbnical 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 lhe scope of a study. Typical factors include: lhe client's goals, objectives, and risk management preferences; lhe 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 geolechnical engineer who conducted the study specifically indicates oth- erwise, do not rely on a geotechnical engineering report thal 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 geotechnicat engineer of project changes-----,lven minor ones-1md request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability tor problems that occur because their reports do not consider developments of which they were not informed. Subsurface Conditions Can Change A geotechnicat engineering report is based on conditions that existed at the time the study was pertormed. Do not rely on a geotechnicaf engineer- ing report whose 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. A/ways 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 subsurtace conditions only at those points where subsurtace 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 subsurtace conditions throughout the site. Actual subsurtace 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 July 19, 2006 ES-0521 Seattle Redevelopment, LLC P.O. Box 2566 Renton, Washington 98056 Attention: Mr. Marc Rousso Dear Mr. Rousso: Earth Solutions NW LLC • Geotechnical Engineering • Construction Monitoring • Environmenlal Sciences Earth Solutions NW, LLC (ESNW) is pleased to present this report titled "Geotechnical Engineering Study, 330 -Bremerton Avenue Southeast, Renton, Washington". Based on results of our fieldwork, the site is underlain primarily by native soils consisting of loose to very dense silty sand with gravel glacial till deposits with the exception of the northern portion of the site, where about three to four feet of loose fill is underlain by native sand and gravel deposits. Groundwater was encountered in the northern portion of the site, at depths of between seven and one-half and eight feet below existing grade. As such, localized zones of groundwater seepage could be encountered during site grading operations, depending of the time of year and depth of excavations. In our opinion, the proposed residential structures can be supported on competent or recompacted native soils or structural fill used to modify existing site grades, as appropriate. We anticipate competent native soil capable of providing adequate foundation support will be encountered at depths of between two to four feet below existing grades. Where loose or unsuitable soil conditions are exposed at foundation subgrade elevations, compaction of the soils to the specifications of structural fill, or overexcavation and replacement with structural fill, may be necessary. ESNW should have an opportunity to review the final site designs to provide supplemental geotechnical recommendations, as necessary. The opportunity to be of service to you is appreciated. If you have any questions regarding the content of this geotechnical engineering study, please call. 2881 152nd Avenue NE• Redmond, WA 93052 • 1.-J25i 284-3300 • FAX (425) 284-2355 , Toll Free (866) 336-8710 TABLE OF CONTENTS ES-0521 PAGE INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . .. . . . . . . .. . .. .. . . . . . . . . .. . .. . . .. . . . . . . .. . 1 General .................. ...... ... ......... ... ......... ... ... ..................... 1 Project Description .. . . . . . . . . . . . .. . . . . . . . . . . . . . .. . . . . . . . . .. . . . . . . . . . . . . . . . . . .. . 2 Surface ............................................................................. 2 Subsurface ......................................................................... 3 Geologic Setting ........................................................ 3 Groundwater ....................................................................... 4 DISCUSSION AND RECOMMENDATIONS ....................................... 4 General ............................................................................. 4 Site Preparation and Earthwork............................................ 5 In-situ Soils.............................................................. 5 Structural Fill Placement............ . . . . . . . . . . . . . . .. . . . .. . . .. . . . . . . . 5 Excavations and Slopes . . . .. . . .. . . . . . . . .. . . .. . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . 6 Rockeries and Modular Block Walls..................................... 6 Utility Trench Backfill ........................................................... 7 Pavement Sections .............................................................. 7 Foundations . .. .. .. .. ... ..... . . . . ... . .. .. . .. . .. . . .. . .. .. . ... ... . . . . . . . . . . .. . .. . . . . 8 Slab-on-Grade Floors.......................................................... 8 Retaining Walls.................................................................. 9 Drainage........................................................................... 9 Seismic Considerations......................... . . . . . . . . . . . . . . . . .. . . . . . . . . . .. . . . . 10 LIMITATIONS.............................................................................. 10 Additional Services............................................................ 10 GRAPHICS PLATE 1 PLATE 2 PLATE 3 PLATE 4 APPENDICES Appendix A Appendix B TABLE OF CONTENTS Cont'd ES-0521 VICINITY MAP TEST PIT LOCATION PLAN RETAINING WALL DRAINAGE DETAIL FOOTING DRAIN DETAIL Field Exploration Field Logs Laboratory Test Data Sieve Analyses General GEOTECHNICAL ENGINEERING STUDY 330-BREMERTON AVENUE NORTHEAST RENTON, WASHINGTON ES-0521 INTRODUCTION This geotechnical engineering study was prepared for the proposed townhome development to be constructed at 330 -Bremerton Avenue Northeast in Renton, Washington. The purpose of this study was to excavate a series of test pits throughout the site to characterize soil and groundwater conditions, perform appropriate geotechnical analyses and develop geotechnical recommendations for the proposed development. Our scope of services for completing this geotechnical engineering study included the following: • Excavating a series of test pits throughout the subject property using a rubber tired backhoe for purposes of characterizing the soil and groundwater conditions; • Providing geotechnical recommendations for earthwork, structural fill requirements, pavements, and drainage facilities; • Assessing the suitability of site soils for use as structural fill; • Providing recommendations for soil bearing capacity, subgrade preparation, and recommendations for foundation support, and; • Providing additional geotechnical recommendations, as appropriate. The following documents were reviewed as part of preparing this Geotechnical Engineering Study: • Autocad site map e-mailed by the Jaeger Engineering, undated; • Composite geologic map of the King Area, Booth, D.B., 2006, and; • King County Soil Survey (SGS). Earth Solutions NW, LLC Seattle Redevelopment, LLC. July 19, 2006 Project Description ES-0521 Page 2 We understand the site will be redeveloped with a series of townhomes and associated improvements. Due to the shallow topographic relief throughout the site, we anticipate minimal grading consisting of cuts and fills of less than approximately eight feet will be required to achieve design elevations. Based on our understanding of the proposed project, the majority of the fills will occur in the northern portion of the site, in a topographic low area, where grades may be raised by up to eight feet. The proposed residential structures will likely consist of relatively lightly loaded wood framing supported on conventional foundations. We anticipate the majority of the residential structures will incorporate crawl space and slab-on-grade garage floors. Based on our experience with similar developments, we anticipate wall loads on the order of two to four kips per lineal foot and slab-on-grade loading of 150 pounds per square foot (psf). If the above design assumptions are incorrect or change, ESNW should be contacted to review the recommendations in this report. ESNW should review the final design to verify that our geotechnical recommendations have been incorporated into the plans. Surface The site is located along the east side of Bremerton Avenue Northeast south of Northeast 4th Street in Renton, Washington. The approximate location of the subject property is illustrated on the Vicinity Map (Plate 1). The site consists of an irregularly shaped property with a gross area of approximate 1.9 acres that includes two separate tax parcels. The approximate limits of the property are illustrated on the Test Pit Location Plan (Plate 2). The property is developed with residential buildings and associated structures, which will be removed as part of the planned development and is surrounded by residential properties. The overall site topography is relatively level, except for the northern portion, where gradients gently descend approximately eight feet to a topographic low creating a basin feature. Vegetation throughout the site consists primarily of relatively mature landscaping surrounding the existing residential structures. Earth Solutions NW, LLC Seattle Redevelopment July 19, 2006 Subsurface ES-0521 Page 3 A total of five test pits were excavated throughout the subject site for purposes of assessing soil conditions, and for characterizing and classifying the site soils. Our test pit locations were largely controlled by the presence of existing structures, underground utilities and relatively extensive site development. However, our subsurface explorations revealed relatively consistent soil and groundwater conditions across much of the site. Please refer to the test pit logs provided in Appendix A for a more detailed description of the subsurface conditions. Topsoil was encountered at all of the test sites and was on the order of four to twelve inches thick. However, based on the variable topography throughout the site, deeper areas of topsoil may be encountered during mass grading activities. The topsoil can be considered for use in landscape or non-structural areas, if desired. Extensive areas of fill were not encountered during the fieldwork. However, test pits TP-4 and TP-5 encountered three to four feet of loose silty sand with gravel (Unified Soil Classification SM) fill containing trace to moderate amounts of debris and organics. Underlying the topsoil and fill, native soils were encountered consisting primarily of silty sand and silty sand with gravel soils (SM) in the topographically higher areas, and sand and gravel (SP, SP-SM, GP-GM) in the northern, topographically lower areas. Geologic Setting Our review of the referenced geologic map identifies glacially consolidated till deposits (Qvt) throughout the site and surrounding area. Till soils consist primarily of a non-sorted mixture of compact silt, sand and gravel and are in a consolidated condition at depth. The King County Soil Survey (SGS) indicates the presence of Alderwood gravelly sandy loam, six to fifteen percent slopes (AgC) glc>cial till deposits throughout the majority of the site. The SGS describes these soils as having slow to moderate runoff with a moderate erosion hazard. The soil conditions encountered during our fieldwork generally correlate with the geologic map designations and the SGS classification, with the exception of the northern portion of the property. This area forms a basin which consists of up to approximately nine feet or more of recessional outwash type sand and gravel deposits. Earth Solutions NN, LLC Seattle Redevelopment July 19, 2006 Groundwater ES-0521 Page 4 Groundwater was encountered at depths of about seven and one-half to eight feet below existing grade in test sites TP-4 and TP-5, at the time of the fieldwork (July 2006). Based on our understanding of the proposed site grading, this area will likely be raised by up to approximately eight feet. However, the presence of groundwater seepage should be anticipated in the deeper site excavations within this area, particularly for utility trench alignments. Groundwater seepage rates and elevations fluctuate depending on many factors, including precipitation duration and intensity, the time of year, and soil conditions. In general, groundwater flow rates are higher during the wetter, winter months. The soil deposits in the northern portion of the site are consistent with recessional outwash soils, which typically are underlain by glacial till deposits. Therefore, the groundwater observed during our fieldwork is likely confined to the northern portion of the site, and we anticipate any groundwater that may be encountered within the glacial till deposits will be perched and relatively light to moderate. DISCUSSION AND RECOMMENDATIONS General Based on the results of our study, construction of the proposed townhome development at the subject site is feasible from a geotechnical standpoint. The primary geotechnical considerations associated with the proposed development include site grading and earthwork, foundation support, structural fill placement. appropriate erosion control and the suitability of the on-site soils for use as structural fill. Based on the results of our study, the proposed residential structures can be supported on conventional spread and continuous foundations bearing on competent native soils or structural fill, as appropriate. We anticipate competent soil capable of providing adequate foundation support will be encountered at depths of approximately two to four feet below existing grades in areas where cuts will likely occur. Where loose or unsuitable soil conditions are exposed at foundation subgrade elevations, compaction of the soils to the specifications of structural fill, or overexcavation and replacement with structural fill may be necessary. In our opinion, the soils generated from cuts throughout the site should generally be suitable for use as structural fill provided they are close to optimum moisture. The site soils encountered at our exploration sites will generally exhibit good soil strength when compacted to structural fill specifications. The presence of groundwater seepage in deeper utility and site excavations made in the northern portion of the site should be anticipated. Supplemental recommendations for controlling groundwater seepage should be provided by the geotechnical engineer during the grading activities, as appropriate. However, based on the data obtained from the test sites, and our overall characterization of subsurface conditions, extensive site dewatering will likely not be necessary for the proposed site development. Earth Solutions rm, LLC Seattle Redevelopment July 19, 2006 ES-0521 Page 5 This study has been prepared for the exclusive use of Seattle Redevelopment, LLC, and their representatives. No warranty, expressed or implied, is made. This study has been prepared in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. ESNW should have an opportunity to review final site plans to provide supplemental recommendations, as appropriate. Site Preparation and Earthwork The primary geotechnical considerations during the proposed site preparation and earthwork activities will involve structural fill placement and compaction, site drainage and erosion control. In-situ Soils From a geotechnical standpoint, the silty sand and sand soils encountered at the test sites are generally suitable for use as structural fill. Due to the generally granular nature of the native soils, use of these soils throughout the structural fill and permanent fill slope areas of the site is feasible from a geotechnical standpoint. The moisture sensitivity of the native soils can be generally characterized as moderate to high. Because the native soils are moderately to highly sensitive to moisture, successful use of the on-site soils will largely be dictated by the moisture content of the soils at the time of placement and compaction. Soils encountered during site excavations that are excessively over the optimum moisture content may require moisture conditioning prior to placement and compaction. Conversely, if the native soils are found to be dry at the time of placement, moisture conditioning through the application of water may be necessary prior to compacting the soil. If the on-site soils cannot be successfully compacted, the use of an imported soil may be necessary. Imported soil intended for use as structural fill should consist of a well graded granular soil with a maximum aggregate grain size of four inches, and a moisture content that is at or near the optimum level. During wet weather conditions, imported soil intended for use as structural fill should consist of a well graded granular soil with a fines content of five percent or less defined as the percent passing the #200 sieve, based on the minus three-quarter inch fraction. Structural Fill Placement In general, areas to receive structural fill should be sufficiently stripped of organic matter and other deleterious material. The observed topsoil layer throughout the majority of the site is relatively thin, but is also moderately compressible in its present condition. As such, the geotechnical engineer should observe cleared and stripped areas of the site prior to structural fill placement. In our opinion, areas to receive at least four feet of fill will not require stripping prior to placement. However, areas where no stripping will occur should be mowed as low as possible prior to placing any fill. Earth Solutions NW, LLC Seattle Redevelopment July 19, 2006 ES-0521 Page 6 Structural fill is defined as compacted soil placed in foundation, slab-on-grade, and roadway areas. Fills placed to construct permanent slopes and throughout retaining wall and utility trench backfill areas are also considered structural fill. Soils placed in structural areas should be compacted to a relative compaction of ninety percent, in general accordance with the maximum dry density as determined by the Modified Proctor Method (ASTM D-1557-02) and placed in maximum twelve inch lifts. In pavement areas, the upper twelve inches of the structural fill should be compacted to a relative compaction of at least 95 percent and be in stable non-yielding condition. Excavations and Slopes The Federal and state Occupation Safety and Health Administration (OSHA/WISHA) classifies soils in terms of minimum safe slope inclinations. Based on the soil conditions encountered during our fieldwork, the site soils encountered to depths of up to four feet and the relatively cohesionless sand and gravel deposits observed in test sites TP-3 through TP-5, would be classified by OSHA/WISHA as Type C. Temporary slopes over four feet in height in Type C soils should be sloped no steeper than 1.5H:1V (Horizontal:Vertical). The glacial till soils encountered to depths of greater than four feet across the remainder of the site would generally be classified by OSHA/WISHA as Type A and B. Temporary slopes over four feet in height in Type A and Type B soils should be sloped at an inclination no steeper than 0.75H:1V and 1 H:1V, respectively. If appropriate slopes cannot be achieved, temporary shoring may be necessary to support the excavations. Permanent slopes should maintain a gradient of 2H:1V, or flatter, and should be planted with an appropriate species of vegetation to enhance stability and to minimize erosion. The geotechnical engineer should observe temporary and permanent slopes to verify that the inclination is appropriate, and to provide additional grading recommendations, as necessary. Rockeries and Modular Block Walls In our opinion, the use of rockeries or modular block walls at this site is feasible from a geotechnical standpoint. Rockeries or modular block walls over four feet in height will require an engineered design. ESNW can provide engineered rockery and modular block wall designs, upon request. The geotechnical engineer should review the final wall alignments and wall heights with respect to the proposed site grading. Earth Solutions t-NV, LLC Seattle Redevelopment July 19, 2006 Utility Trench Backfill ES-0521 Page 7 In our opinion, the soils observed at the test sites are generally suitable for support of utilities. Organic or highly compressible soils encountered in the trench excavations should not be used for supporting utilities. In general, the native soils observed at the test sites should generally be suitable for use as structural backfill in the utility trench excavations, provided the soil is at or near the optimum moisture content at the time of placement and compaction. Moisture conditioning of the soils may be necessary at some locations prior to use as structural fill. Utility trench backfill should be placed and compacted to the specifications of structural fill provided in this report, or to the applicable specifications of the City of Renton, as appropriate. Pavement Sections The performance of site pavements is largely related to the condition of the underlying subgrade. To ensure adequate pavement performance, the subgrade should be in a firm and unyielding condition when subjected to proofrolling with a loaded dump truck. Structural fill in pavement areas should be compacted to the specifications detailed in the Site Preparation and Earthwork section of this report. It is possible that soft, wet, or otherwise unsuitable subgrade areas may still exist after base grading activities. Areas of unsuitable or yielding subgrade will require remedial measures such as overexcavation and thicker crushed rock or structural fill sections prior to pavement. For relatively lightly loaded pavements subjected to automobiles and occasional truck traffic, the following pavement sections can be considered: • Two inches of asphalt concrete (AC) placed over four inches of crushed rock base (CRB), or; • Two inches of AC placed over three inches of asphalt treated base (ATB). The AC, ATB and CRB materials should conform to WSDOT specifications. Heavier truck-traffic areas generally require thicker pavement sections depending on site usage, pavement life expectancy, and site traffic. ESNW can provide appropriate pavement section design recommendations for truck traffic areas and right-of-way improvements, as necessary. Additionally, the city of Renton Road Standards may supersede the recommendations provided in this report. Earth Solutions NW, LLC Seattle Redevelopment July 19, 2006 Foundations ES-0521 Page 8 Residential structures for this site can be supported on conventional spread and continuous foundations bearing on competent native soils or structural fill, as appropriate. We anticipate competent native soil suitable for support of foundations will generally be exposed at depths of between two to four feet. Where loose or unsuitable soil conditions are exposed at foundation subgrade elevations, compaction of the soils to the specifications of structural fill, or overexcavation and replacement with structural fill may be necessary. Assuming the foundations are supported on competent, undisturbed native soils or suitable structural fill, the following parameters should be used for foundation design: • Allowable Soil Bearing Capacity • Friction • Passive Resistance 2,500 psf 0.40 350 pcf (equivalent fluid) For short term wind and seismic loading, a one-third increase in the allowable soil bearing capacity can be assumed. A factor-of-safety of 1.5 has been applied to the friction and passive resistance values. With structural loading as expected, total settlement in the range of one inch is anticipated, with differential settlement of about one-half inch or less. The majority of the settlements should occur during construction, as dead loads are applied. Slab-On-Grade Floors Slab-on-grade floors for the proposed buildings should be supported on a firm and non-yielding subgrade consisting of competent native soil or structural fill. Unstable or yielding areas of the subgrade should be recompacted or overexcavated and replaced with suitable structural fill prior to construction of the slab. A capillary break consisting of a minimum of four inches of free draining crushed rock or gravel should be placed below the slab. The free draining material should have a fines content of five percent or less (percent passing the #200 sieve, based on the minus three-quarter inch fraction). In areas where slab moisture is undesirable, installation of a vapor barrier below the slab should be considered. Earth Solutions NW, LLC Seattle Redevelopment July 19, 2006 Retaining Walls ES-0521 Page 9 If retaining wall will be utilized at this site, they should be designed to resist earth pressures and any applicable surcharge loads. For design, the following parameters can be assumed for retaining wall design: • Active Earth Pressure (Yielding Wall) • At-Rest Earth Pressure (Restrained Wall) • Traffic Surcharge (Passenger Vehicles) • Passive Resistance • Coefficient of Friction 35 pcf (equivalent fluid) 50 pcf 70 psf (rectangular distribution) 350 pcf (equivalent fluid) 0.40 Additional surcharge loading from foundations, sloped backfill, or other loading should be included in the retaining wall design, as appropriate. Drainage should be provided behind retaining walls such that hydrostatic pressures do not develop. If drainage is not provided, hydrostatic pressures should be included in the wall design, as appropriate. ESNW should review retaining wall designs to verify that appropriate earth pressure values and drainage have been incorporated into design, and to provide additional recommendations, as necessary. Retaining walls should be backfilled with free draining material that extends along the height of the wall, and a distance of at least eighteen inches behind the wall. The upper one foot of the wall backfill can consist of a less permeable (surface seal) soil, if desired. A rigid, perforated drain pipe should be placed along the base of the wall, and connected to an appropriate discharge location. A typical retaining wall and drainage detail is illustrated on Plate 3 of this report. Other drainage methods may be considered, and recommended by ESNW, as appropriate. Drainage Groundwater table was observed at depths of between seven and one-half and eight feet below existing grades in the northern portion of the site, at the time of our fieldwork (July 2006). As such, localized zones of groundwater seepage could be encountered in the site excavations in this area, particularly during the wetter winter months. Localized zones of perched seepage may also be encountered in deeper excavations within the glacial till soil deposits. Temporary measures to control groundwater seepage and surface water runoff during construction would likely involve interceptor trenches and sumps, as necessary. In our opinion, perimeter drains should be installed at or below the invert of building footings. A typical footing drain detail is provided on Plate 4 of this report. Earth Solutions NW, LLC Seattle Redevelopment July 19, 2006 Seismic Considerations ES-0521 Page 10 The 2003 International Building Code specifies several soil profiles that are used as a basis for seismic design of structures. Based on the soil conditions observed at the test sites, Site Class C, from table 1615.1.1, should be used for design. In our opinion, liquefaction susceptibility at this site can generally be characterized as low. The relative density of the site soils and the absence of a uniform, shallow groundwater table is the primary basis for this designation. LIMITATIONS The recommendations and conclusions provided in this geotechnical engineering study are professional opinions consistent with the level of care and skill that is typical of other members in the profession currently practicing under similar conditions in this area. A warranty is not expressed or implied. Variations in the soil and groundwater conditions observed at the test sites may exist, and may not become evident until construction. ESNW should reevaluate the conclusions in this geotechnical engineering study if variations are encountered. Additional Services ESNW should have an opportunity to review the final design with respect to the geotechnical recommendations provided in this report. ESNW should also be retained to provide testing and consultation services during construction. Earth Solutions NW. LLC SJ._ Reference: King County Map656 By Thomas Brothers Maps Dated 2007 NOTE: This plate may contain areas of color. ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Vicinity Map Bremerton Avenue Townhomes Renton, Washington Drwn. GLS Date 0711712006 Proj. No. 0521 Checked SSR Date July 2006 Plate 1 I I • "' ' j!Ji ' i I 406 404 402 400 1 r · -----------------1- 4061 .!04! I TP-5 -•-I ITP-4 -•-I I 1 ./00 -I -•-TP-31 CJ D -1410 D I I I I - : ,oo L __ -------_,_ ----, I ! I -•-I TP-2 I I ,) 120 I I I -•-I TP-1 1 "=60' Scale in Feet I I -.. ------~ -------------_J_ -- LEGEND TP-1-t-Approximate Location of ESNW Test Pit, Proj. No. ES-0521, July 2006 1---1 1 ___ 1 Subject Site NOTE: The graphics shown on this plate are not intended for design ' purposes or precise scale measurements, but only to illuslrale the approximate test locations relative to the approximate locations of existing and/ or proposed sne features. The infonmation illustrated is largely based on data provided by the client at the time of our study. ESNW cannot be responsible for subsequent design changes or interpretation of the data by others. NOTE: This plate may contain areas of color. ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. 412 I Test Pit Location Plan Bremerton Avenue Townhomes Renton, Washington 1-o_rw_n_. _G_L_s_+o_a_t_e_o1_1_11_,_2_00_6+P-ro.;,j._N_o_. __ 0 2 _s····g J Checked SSR Date July 2006 Plate 12"L .. .. ,--~-.·. ::-~:t ::: ~-~·;_. :=: ... ::: 18" Min. ~1 ,-,,' 0 0 0 0 0 0 0 0 0 0 •. -~ • •. 0 o O o Oo Q 0 ••.• -.. O O 0 " o O o oo() -.. ·,-• ,:;~~ NOTES: • Free Draining Backfill should consist of soil having less than 5 percent fines. Percent passing #4 should be 25 to 75 percent. • Sheet Drain may be feasible in lieu of Free Draining Backfill, per ESNW recommendations. • Drain Pipe should consist of perforated, rigid PVC Pipe surrounded with 1" Drain Rock. LEGEND: PD Surface Seal; Native Soil or other L2J Low Permeability Material Free Draining Structural Backfill 1 inch Drain Rock Structural Fill SCHEMATIC ONLY-NOTTO SCALE NOT A CONSTRUCTION DRAWING RETAINING WALL DRAINAGE DETAIL Bremerton Avenue Townhomes Renton, Washington Drwn. GLS Date07/19/2006 Proj. No. 0521 Checked SSR Date July 2006 Plate 3 ' . L .. •-.. . ;-·-_. ,·-.~-. _ .... .;. ~ NOTES: • Do NOT tie roof downspouts to Footing Drain. • Surface Seal to consist of •• '~ e:, -• • < .-.. -.. .. • • • • . . ·,;,, -, .. ,.~ ' .. . ,- ' •: ·t7~7SC~~~;f~.:;.S~lo~p~e~~ •* ..... • . ..... . . . . . . . . . . . . . . . . . . . . . . . . -'S". - 2" (Min.) Perforated Rigid Drain Pipe (Surround with 1" Rock) ··- SCHEMATIC ONLY -NOT OT SCALE NOT A CONSTRUCTION DRAWING 12" of less permeable, suitable soil_ Slope away from building. LEGEND: Surface Seal; native soil or other low permeability material. 1" Drain Rock • FOOTING DRAIN DETAIL Bremerton Avenue Townhomes Renton, Washington Drwn. GLS Checked SSR Date0?/19/2006 Proj. No. --~ 4 211' Date July 2006 Plate ~ APPENDIX A SUBSURFACE EXPLORATION ES-0521 The subsurface conditions at the site were explored by excavating a total of five test pits. The approximate test pit locations are illustrated on Plate 2 of this report. The test pit logs are provided in this Appendix. The subsurface exploration was completed in July 2006. Logs of the test pits are presented in Appendix A. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. Earth Solutions NW, LLC Earth Solutions NWLLc SOIL CLASSIFICATION CHART MAJOR DIVISIONS SYMBOLS GRAPH LETIER TYPICAL DESCRIPTIONS COARSE GRAINED SOILS MORE THAN 50% OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE FINE GRAINED SOILS MORE THAN 50% OF MA.TERIAL IS SMALLER THAN NO. 200 SIEVE SIZE GRAVEL AND GRAVELLY SOILS MORE THAN 50% OF COARSE FRACTION RET AINEO ON NO. 4 SIEVE SAND AND SANDY SOILS CLEAN GRAVELS (LITTLE OR NO FINES) GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINES) CLEAN SANDS (LITTLE OR NO FINES) SANDS WITH MORE THAN 50% FINES OF COARSE FRACTION PASSING ON NO. ,t SIEVE {APPRECIABLE SILTS AND CLAYS SILTS AND CLAYS AMOUNT OF FINES) LIQUlO LIMIT LESS THAN 50 LIQUID LIMIT GREATER THAN 50 HIGHLY ORGANIC SOILS • ~ :l!! :l!! ~ ~ ~ ,11 GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT WELL-GRADED GRAVELS, GRAVEL- SANO MIXTURES, LITTLE OR NO FINES POORLY-GRADED GRAVELS, GRAVEL· SAND MIXTURES. LITTLE OR NO FINES SILTY GRAVELS, GRAVEL· SAND· SILT MIXTURES CLAYEY GRAVELS, GRAVEL-SAND· CLAY MIXTURES WELL-GRADED SANDS, GRAVELLY SANDS, LITTl.E OR NO FINES POORL Y-GRADEO SANDS. GRAVELLY SANO, LITTLE OR NO FINES SILTY SANOS, SANO· SILT MIXTURES CLAYEY SANDS, SAND-CLAY MIXTURES INORGANIC SILTS ANO VERY FINE SANDS, ROCK FLOUR. SIL TY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SlllY CLAYS, LEAN CLAYS ORGANIC SILTS ANO ORGANIC SIL TY CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS INORGANIC CLAYS OF HIGH PLASTICITY ORGANIC CLA VS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS DUAL SYMBOLS are used to indicate borderline soil classifications. The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented in the attached logs. • Earth Solutions NW, LLC TEST PIT NUMBER TP-1 2881152nd Avenue N.E. PAGE 1 OF 1 Redmond, WA 98052 Telephone: 4252843300 Fax: 4252842855 CLIENT Seattle RedeveloQment PROJECT NANE Bremerton Avenue Townhomes PROJECT NUMBER 0521 PROJECT LOCATION Renton 1 Washington DATE STARTED 7/11/06 COMPLETED 7/11/06 GROUND ELEVATION 410 ft TEST PIT SIZE EXCAVATION CONTRACTOR NW Excavating GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION - LOGGED BY WLR CHECKED BY SSR AT END OF EXCAVATION - NOTES DeQth OfTOQSOil & Sod 6": sod AFTER EXCAVATION UJ a. (j :c ~ ffi ui ts-UJ ID t) :i: CJ TESTS a.a MATERIAL DESCRIPTION UJ-...J::;; u, i?--' 0 a.::, :::i ~z CJ u, o Reddish brown silty SAND with gravel, loose to medium dense, moist --SM •. -~ . . . .. -· :-: 2.5 407.5 .· .· Brown silty SANO with gravel, medium dense to dense, moist .. --... MC= 7.50% .. . . Fines:.: 21.80% .. .• ', .. f-. ·. :. :-: -trace cobbles 4" to 7" · . ........L . . .. SM . .. . •' .. . .. f-. -:· :.-. -possible seepage .... .. :•: -becomes wet •. :.· .. .. -becomes dense . . . • .'· .. 9.0 401.0 .. . MC= 12.20% Test pit terminated at 9.0 feet below existing grade. Possible groundwater seepage at 7 .0 feet during excavation. Bottom of test pit at 9.0 feet. • Earth Solutions NW, LLC TEST PIT NUMBER TP-2 2881 152nd Avenue N.E. PAGE 1 OF 1 Redmond, WA 98052 Telephone: 4252843300 Fax: 4252842855 CLIENT Seattle Redevelo(;!ment PROJECT NAME Bremerton Avenue Townhomes PROJECT NUMBER 0521 PROJECT LOCATION Renton, Washington DATE STARTED 7/11106 COMPLETED 7111106 GROUND ELEVATION 410 fl TEST PIT SIZE EXCAVATION CONTRACTOR NW Excavating GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION - LOGGED BY WLR CHECKED BY SSR AT END OF EXCAVATION - NOTES Depth of T.oosoil & Sod 6": sod AFTER EXCAVATION w a. ~ffi uj u :,; r(!) ,__ w"' c.i a."' TESTS a.a MATERIAL DESCRIPTION w-..J :ii uj ~..J Cl a.::, :::j !z (!) o •.• Reddish brown silty SANO with gravel, loose to medium dense, moist -:.:. :-.-. i: --SM .. .. · -- •. · ... -MC= 6.60% ..___. ... ·-: 4.0 406.0 Gray silty SAND with gravel, medium dense to dense, moist .. ,-L ···:. · . . . . • . ·· .. -cobbles up to 8" " -SM · .. . . . · -.. ·. -becomes very dense ···:. · . . . -becomes wet ·-·· :·. 8.0 402.0 --MC=9.10% Test pit terminated at 8.0 feet below existing grade. No groundwater encountered during excavation. Bottom of test pit at 8.0 feet. . • Earth Solutions NW, LLC TEST PIT NUMBER TP-3 2881152ndAvenue N.E. Redmond, WA 98052 PAGE 1 OF 1 Telephone: 4252843300 Fax: 4252842855 CLIENT Seattle Redevelopment PROJECT NAME Bremerton Avenue Townhomes PROJECT NUMBER 0521 PROJECT LOCATION Renton 1 Washing!on DATE STARTED 7/11/06 COMPLETED 7/11106 GROUND ELEVATION 420 ft TEST PIT SIZE EXCAVATION CONTRACTOR NW Excavating GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION - LOGGED BY WLR CHECKED BY SSR AT END OF EXCAVATION - NOTES Depth of Topsoil & Sod 12": sod & blackberry bushes AFTER EXCAVATION - w ll. <) I ~ ffi ui ftjg w<D () :i: Cl TESTS ll. 0 MATERIAL DESCRIPTION ..., :; ui ~..., 0 ll.:, :j !z Cl 0 Brown silty SAND with gravel, loose, moist .... - .. :-: SM -cobbles up to 6" " - " . ·:: 3.5 416.5 Ci .. Gray poorly graded SAND with silt and gravel, medium dense, moist MC =3.30% .. " Fines = 9. 10% ·.· SP-: ,-L SM :·.·· ./·· : :. 6.0 414.0 " . . Gray poorly graded GRAVEL with sand, loose to medium dense, moist GP-o I GM )0 ,·c 7.5 412.5 MC= 1.90% Test pit terminated at 7.5 feet below existing grade. No groundwater encountered during excavation. Bottom of test pit at 7.5 feet. • Earth Solutions NW, LLC TEST PIT NUMBER TP-4 2881152nd Avenue N.E. Redmond, WA 98052 PAGE 1 OF 1 Telephone: 4252843300 Fax: 4252842855 CLIENT Seattle Redevelogment PROJECT NAME Bremerton Avenue Townhomes PROJECT NUMBER 0521 PROJECT LOCATION Renton, Washington DATE STARTED 7/11/06 COMPLETED 7/11 /06 GROUND ELEVATION 400ft TEST PIT SIZE EXCAVATION CONTRACTOR NW Excavating GROUND WATER LEVELS: EXCAVATION METHOD '.'ii'.ATTIMEOF EXCAVATION 7.5 ft I Elev 392.5 ft LOGGED BY WLR CHECKED BY SSR AT END OF EXCAVATION - NOTES De~th of To~soil & Sod 4": sod AFTER EXCAVATION - Ul 0. 0 I ~ ffi .; Ie> frig Ula, TESTS ti o.o MATERIAL DESCRIPTION --' :!: .; c2--' 0 0.::, ::i ~z C) 0 Brown silty SAND with gravel, loose, moist (Fill) . --MC= 8.10% --SM f-- -~. 4.0 396.0 .. ~. Brown poorly graded fine to medium SAND with silt, loose, wet SM ·. :-: ,_.L .· MC= 26.10% -·. :. : 5.5 394.5 Fines = 18.50% .· Brown silty SAND, medium dense, wet f-- -SM ';l. -water table - MC= 21.50% .·. 8.5 391.5 Test pit terminated at 8.5 feet below existing grade. Groundwater table encountered at 7.5 feet during excavation. Bottom of test pit at 8.5 feet. ~ w z w " • Earth Solutions NW, LLC 2881152nd Avenue N.E. Redmond, WA 98052 Telephone: 4252843300 Fax: 4252842855 CLIENT Seattle Redevelo~ment PROJECT NUMBER 0521 DATE STARTED 7/11/08 COMPLETED EXCAVATION CONTRACTOR NW Excavating EXCAVATION METHOD LOGGED BY WLR CHECKED BY NOTES De~gh ofT o~soil & Sod 4": sod w a. Q I ~ ffi tn t:e w"' () I Cl TESTS a.o w-.... ::. tn ci .... 0 a.:, ::i ~z Cl "' 0 ~ . SM ,_ . 3.0 1:· .. . MC= 11.20% -_._ __L ). -)_ SP- SM ' -·,' .. fi _.-,_ . ::.: " L ' 1•' V•• :·: .. ...J.Q_ MC= 17.80% :: 10.D TEST PIT NUMBER TP-5 PAGE 1 OF 1 PROJECT NAME Bremerton Avenue Townhomes PROJECT LOCATION Renton, Washington 7/11/06 GROUND ELEVATION 400ft TEST PIT SIZE GROUND WATER LEVELS: AT TIME OF EXCAVATION SSR AT END OF EXCAVATION AFTER EXCAVATION MATERIAL DESCRIPTION Brown silty SAND, very loose, dry to moist (Fill) 397.0 Reddish brown to brown fine to medium SAND with silt and gravel. loose, moist to wet -becomes medium dense -becomes medium to coarse sand -seepage at 8' 390.0 Test pit terminated at 10.0 feet below existing grade. Groundwater seepage encountered at 8.0 feet during excavation. Bottom oftest pit at 10.0 feet. APPENDIX B LABORATORY TEST DATA ES-0521 Earth Solutions NW, LLC . . • Earth Solutions NW, LLC GRAIN SIZE DISTRIBUTION 2881152nd Avenue N.E. Redmond, WA 98052 Telephone: (425) 284-3300 Fax: (425) 284-2855 CLIENT Seattle Redeveloj;!ment PROJECT NAME Bremerton Ave Town homes PROJECT NUMBER ES-521 PROJECT LOCATION Seattle U.S. SIEVE OPENING IN INCHES I U S. SIEVE NUMBERS I HYDROMETER 6 4 3 2 1 4 1/23/8 3 4 6 810 1416 20 30 40 50 60 100 140200 100 I I : '-l_ I I I I I I 95 --...... 90 \ I\ 85 \ 80 75 l ' \ .'0 ' 1 70 ~ 65 :,: ! C) 60 ~ . [',. ~ ... >-55 "' """ a:: w 50 z ' \ u:: ~ 45 z \ \ w 0 40 a:: w \ 0.. 35 ,\ 30 \ ~ 25 \ \ 20 ' \ 15 10 """ 5 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Specimen Identification Classification LL PL Pl Cc Cu • TP-01 3.5ft. Brown silty SAND with gravel, SM Ill TP-03 4.0ft. Light brown poorly graded SAND with silt and gravel, SP-SM 0.29 50.38 ... TP--04 5.5ft. Brown silty SAND, SM Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt %Clay • TP-01 3.5ft. 37.5 3.396 0.165 37.8 40.4 21.8 Ill TP-03 4.0ft. 37.5 4.241 0.322 0.084 39.1 51.8 9.1 ... TP--04 5.5ft. 19 0.256 0.122 3.5 78.0 18.5 . . . 4COPIES 1COPY REPORT DISTRIBUTION ES-0521 Seattle Redevelopment, LLC P.O. Box 2566 Renton, Washington 98056 Attention: Mr. Marc Rousso Jaeger Engineering 9419 South 204th Place Kent, Washington 98031 Attention: Mr. Jim Jaeger Earth Solutions NW, LLC I :@, ". :-::/ SAFECO. TITLE. ti• .,,1 Fll,d fg,r Aacotd .. M~ ot NAME EVERETT_RATZSCH ADDRESS !Q8_ R9"4:A~ INSURANCE COMPANY ',>,·<1J• •. ,,,-, ,• 1'C)•o CITVANDSTATE -~-E-~!_CH~E -~H:NG,TON 988.01 Mortqaqe IITATUTOH mmG THE MORTGAOOR CHARLES G. RATZS.CM & BETI't L. RATZSCH, Hts wtfe rnoJtpp to £V£AETT RATZSCH Ii FRANCES RATZSCH, Hts wtfe ., ' '1fC':·,' ;>.· j il!~l: o\:Ni,• .. ,/'.\ ••"""' .. ,_. of"' -01 TIIENTY SEVEN lllOUSAND TllU;tllllllDRED Tlj£UE l 74/100 •· ·llollaii <'21.312.1• r --""" 1~ of A. p,omiaolJ aou-bemiaf: 41.tit, NOVEMBER 11, 1981 tlli fiillriiac dilcri'*I l'-1 estate. sltusted 1.111.lie c-11 of KING S1ate ol Wubi!III011.: LOT 2. AS OESIGMATED OM kING COUNTY SH(X).T PLAT NO 675015, recorded Septeaber 5, 1975 under Recording NO 7509050645; EXCEPT all coal and 111ner1ts and the right to explore and •1ne the s1111e. Aad the mortJqlll' prDlllile and ~ to pay before deli.aq.-:y ID tuel, special -b. and otbrt public ~ lnial, -' °' cu.reed ap}mt said datribed ~ ~ ttl Dip all ~ ,,. said dm:ribed ~---... klltardilnafthyi~m~mmofFORTY flVE THOUSAND AND N0/100 DoU.u,, ($ 45 .000n00-), fix tb. bmt6t ol ta~ ud. to diliiTa-all pailda aad. -S. to 1M _.,.. , £VER£TT IATlSCH la ma Im ~ -0 &ii to pay any i4stalhnent o( p-iDdpal Ol' iataal AKlll1d Mm, whllll due or l.o DIP • i-bai uy CIIIWllllUt • ~ al~. 1bta. die' whole indebledDett bereb)' ,ecural sbD lon.bwltb. b«mM diN, md payab&t. et the eiedillo Df ~ tnort~ o.tfd i. lltn Uy o~ _ 'N:~:~.~~-:~~~~7r--····-·-·····(~) ·---~:-.• ;.:.~7.: .... ~~~.S6::S~~-~-··--_.(SAL) STATE OF WA,gDNG'ION, l r j ..:~ CERTFICAlE I, the oc.0 f:r;igned, twr1f Clerk of the City of Renlon, Wcl.lllgton, calfyllaattbls Is a truo =~ CITY OF RENTON, WASHINGTON OltDINANCB NO, 4612 Alf OIDIJD.ac:B 01' TBll CITY OF RDTOII, ~, UTllLISllDIQ Alif .USKSSIIDT DISTRICI' PO• SAIII'l'UT SBIID SDVICS DI A POEl'.I.ai OP "1"JIZ Sor;nB l1Im1L1.BDB, D&.'l'IID. l>Ollll'S, AllD ll&PLDtXm SUB-B>.SDl'S A:aD KSTABJiT111J"W& TD JallOIUB"T 0, fllB CBA.RGB UPo. COHHEC"l'IOH 'tO TU l'ACXL:l:"ffBS • THB CITY COUNCIL OF THE CITY OF RENTON'. WASHING'l'Ql!l, 00 ORDAIN AS POLLOilS : SBCTICII J: There is hereby created a Sanitary Sewer Service Speci.al Aa11eaame.nt Distr::l..ct for the area served by. tbe Ea&t Renton Sanitary Sewer Interccpto.r in the nort.heaut quodrant of the City of R.ertton and a portion of its urba.n growth area within unincorporated King Cow:i.ty, which are.a is more part.icullil'ly described in Exhibit ..,A. attached be:reto. A map of the iriervice area is attached as Bxhihit "B... nie recording of this docwaent ia to provide notification of potential connection and interest cha~es. Nhile thie connection charge 11\ay be paid at: any time, the City does nOt require paymeot l.lDtil such time a1;11 t.he 'parcel is connected to and thus benefiting from the sewer f~cilities. The property n:iay be sold or in any other way change hands without triggering the requirement, by che City, of payment oft.he charges associated with this districc. SIC1'I9B ;q Persons connecting to the sanitary sewer facilities in this Special Asseesll\81\t District and wb.i.ch propartiea I t I ~ " !! I i '!3 lii ' -I 8 l I I I ' I • ; i ' I ! ! i ' ... I I i c.:, I Qi ORDINANCE 4612 have not been charged or assessed with all costs of the Eaet Renton sanitary sewer Interceptor I as detailed in this ordinance, shall pay, in ad.dition to the payment of the connection permit fee and in addition to the system development charge, the !ol1owing additional fees: A. Per Unit. Charge New connections of residential dwelling units or equi~a1ents shall pay a fee of $224.52 per dwelling unit and all other uses shall pay a unit charge of $0.069 per square toot of property. Those properties included within this Special Assessment District and which may be assessed a charge thereunder are included within the boundary legally described in Bxhibit "A" and whi.ch boundacy is shown on the 1 mc.p attached as B,chibit "B.,. QCTJQII ]'.:I]'. I In addition to, the aforestated cha;-ges, there shall be a charge of 4.11\ per annum added to the Per Unit Charge. The interest charge shall accrue for no more than ten (10) years from the date this ordinance becomes effective. Interest charges will be si'!Clpie interest and not compound interest. SBctIOJI IY I This ordinance shall be effective upon its passage, approval, and thirty (30) days after publication'. PASSED BY TH:S CITY COUNCIL this ~ day of _ _,.J,.u.,ne.._ __ ,...L 1996. eteisen, City Clerk 2 I I I I ORDINANCE 4 612 APPROVED BY THE MA.YOR this 10th day of ~J~u_n_e~~~~~· 1996 . Appro.:t, as to form 1 ~""-~·~.....P~., ... Q, ~ Lawrence J. warren, city Attorney Date of Publication: 6/14/96 ORD.57~,5/20/96,as. .... Tanner, Mayor I i l • I Exhibit A LEGAL DESCRIPTION OF THE SPECIAL ASSESSMENT DISTRICT FOR THE aTY OF RENTON -EAST RENTON INTERCfPTOR Portions of Sections 8, 9, 10. 11. 14. 15. 16. 17. 21 and 22 all In Township 23N, Range 5EW.M. In King County, Washington Section 8, Township 23H, Range SE W.M. All or that portion of Section 8, Township 23N. Range SE W.M. lying East of the East right-of-way line of SR-405 and South of the following describecfllne: Beginning at the lntenlectlon of the East line of said Section 8 With the centerline of NE 7tli Street; thence Westerly along said centerline of NE 7th Street to its IDll9'se<:tlon with the centerline of Sunset Boukvanl NE; theacc Northerly along the centcrllne of Suru,et Boulevard NE to the North line of the Southeast \4 o1 said Section 8; thence West along said North line to the East Jjght-<>f-way line of SR-405 and the terminus of said line. Secllon 9, Township 23N, Range 5E W.M. All of that portion of Section 9, Township 23N, Range 5E W.M. 1ylng South and East of the following deaa1bed line: · . ~ on the centerllne of NE 7th Street at Its lnter&ectiOn with the cenler1ine ofride Avenue NE; thence Easterly along the centerline of NE 7th Sm:ct to !ta lnbersectlon with the centerline of Monroe Avenue NE; thence North along said centerilnc to the South line of the Northeast \4 of said Section 9; theDce East along said South line to !ts Intersection v.~th the centerline of Rromond Avenue NE; thence Northerly along said centerline to Its Intersection with the centerline of NE 10th Street; thence East along said centerline to the East line of said Section 9 and the terminus of said line. Section 10, Township 23N, Range SE W.M. All of that portion of Section 10, Township 23N. Range 5E W.M. ly1ng Southerly and Westerly of the following clescr:ibed line: . Beginning on the West line of Section l O at its Intersection wtth the North line of the South ~ of the North V. of said Section 10; thence East akmg said North line to lt5 Intersection with the centerline of 142nd Avenue SE; thence Southerly along said centerline to its intersection with the North line of the Southeast \4 of said Section 10; thence East along said North line to Its intersection with the East line of said Section 10 and the term.tnus of said line. I l I 1 I I i ! ; l i ugal Description of the Speri,,1 AsstssmrnJ District for th, City of Renton-East .Rm/Dn Intm:,ptor SecUon 11, Township 23N, Range SE W .M. All of the Southwest 14 of Section 11. Township 23N. Range 5E W.M.. Section 14, Township 23N, Range 6E W.M. Page2af3 All of that portion of Section 14. Township 23N, Range SE. W.M. described as follows: All of the Northw,:st 14 of said section, together with the Southwest 14 of sald section, except the SouUJ V.. of the Southeast 1A of said Southwest 14 and except the plat of MclnUre Homesltcs and Ii of streets adjacent as reconled In the Book of Plats, Volume 58, Page 82, Records of Klng County, Washington. and CX1Xpt U,e South 151.55 feet of the East 239.435 feet of Tract 6, Block l of Cedar River Five Acre Tracts as recorded In the Book of Plats, Volume 16, Page 52, Records of ll1ng County, Washington, less 'h of the street abutting said portion of Tract 6, Block 1. and less Tract 6, Block 2 of said Cedar River FlVe Aue 'l'cacts, less V.. of the street adjacent to said Tract 6. Block 2. and except the South 82.785 feet of the East 150 feet of Tract 5, Block 2 of said Cedar River Five Acre Tracts and less V.. the street adjacent to sald portion of Tract 5, Block 2. SeGllon 15, Township 23N, Range SEW .M. All of that portion of Section 15, Tovmshlp 23N, Range SE. W.M., """"Pt the Southwest 14 of the Sautltwest \4 of the Southwest \4 of said sa:llon. Sec:tloo 16, Township 23N, Range SE W.M. All of that portlon of Section 16. Township 23N. Ran,!!e 5E W.M., =Pt that portion of the Southeast 14 of the Southeast l4 of the said Section 16 lylng East of the East line of the Plat ofMapk\rood Division No. 2 as recorded In the Book of Plata Volume 39, page 39, Records of King Councy-Washington and Its Northerly · -n to the North line of said Southeast 14 of the Southeast 14 of the said Sedlon 16 and except that portion of said section lying Southerly of the Northerly r1ght-of-way line of SR-169 (Maple Valley Highway). ' Section 17, Townshlp23N, Range SE W.M. All of that portlon of Section 17. Township 23N, Range SE W.M.. lying Northeasterly of the Northeasterly right-of-way of SR-169 (Maple Valley Highway) end Easterly of the East right-of-way llne of SR-405 less that portion lying generally West of the East and Southeasterly line of Bronson W9// NE lying ' ' l I ' l i l ! i i l Ltgal Description of~ Sp<d,11 A=ment District for the City o{Rn11tm-East &nlon Inunzptor Pag'3of3 between the South line of the NE 3rd Street and the Northeasterly margin of SR- 405. Section 21, Townshlp23N, Range 5E W.M. All that portion of Sectlon 21, Township 23N. R 5E W.M. lying Northeasterly of the Northeasterly rlgbt-of-way line of SR-169 (Maple Valley Highway) and West of the East line of the Plat of Maplewood Dlvlslon No. 2 as recorded In the Book of Plats, volume 39. page 39, Records of King County. Washington. SIC!lon 22, Township 23N, Range 5E W.M. AlJ. of that portion of Section 22. Township 23N, Range 5E W.M. described as follows: All of the Northw,,st l4 of the Northeast l4 of said Sectlon 22 lylng Northa!y of the Southerly line of the Plat of Maplewood He!ghts as recorded in the Book of Plats, volume 78, pages I through 4. Records of King County, Wasblngton. Together with the North 227 .11 feet of the West 97 .02 of the Northeast l4 of the Northeast l4 of saJd Section 22. I t I I i i l i I Exhibit B EAST RENTON INTERCEPTOR Special Auessmenl District Boundary 2000 1:24,000 -------Ory lh .. lZT...T..7-l Spodal -o;drid I ! Order Number : CHICAGO 'ITI'l.E INSURANCE COMPANY (Member of tbc Fidelity National .l,'ioancial, 111cc. pup of COllllpaui~) PIDELrn' NATIONAL PINANCIAL GROUP OF COMPANIES' PRIVACY STATBNENT JULY 1. 2001 We recogn,izc and~ the privacy eqce1atiomof 1oday'5 ronsume:r.s and the rcquinmcnt& of ilpplicablc rcdcnl. &nd state priv.ic:y Lllws. 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OU1l POUaES ltEGARDJNG nm PR.OTBCilON OPTIIB CONPlDBN'llAl.nY AND SBCURITY OlfYOURPERSONAL INPORMATION We llllintaia pllyaol.. ~c and procedural safeguards to prot.cc,t your Pcmmal b.Comuitioa fro.in vu1llhorizal ~ or ial.rwion. We limit access IO lk Pcnonal WOINtioa oaly to lhme cin~cs wbo need iruc.h a= in ennnc.:tiOlll "lrilll providina:products or SCMcca to JUII or forocbcr legitimate bll5iness ......... OUJI. POUCIBSAND PR.A.CJ1CES REGAJU)JNG 11IE SHARING OF YOUR.PERSONAL INFORMATION We ,n.ay share jOIII" Pa.mal Wonnalion with ovaffilialc.s, such as insurance~ apls, J.Dd ou.t:trcal e.state settlemcntsavicc prowkJs. We also Jll/lf dildosc-JU1II" hnomaa Jaronnalion: • to apts, brclm or :rcpRKDta.~ to ptoo.ick: yog with sc:rvic:e:5 you have: 1'eqUCSle4; • IO lhim,parly CIODt:nctol'I or ScMcc pn;nidcn. Qo provide savice:s or pc.rfonn fflllkwl& er Dtzr fllJldjons ~ our behalf; and '"to«llc:n1rillliwbom MC ellleri11tojoiftlmnktiag ~IS !oz prodvctl Ill"~ tut we bcliew: )'Dll _,-fiad of illtaat. In additioa, we ,rill dilcbc. yow Pcraanai lnfmmabCG whal. you ~ct oz giyt; llS pcmimion, wbc:.D wc are :required by law lo d.o IO, ot Wben wc smprd. l'nuctuJcat. oraimiaal KIMtica. We aL,o maydisdoec yoar Pa=na.1 lnfonnation Wilen odaenriac pmninod by applicable prlvaey laws hdl Mi far eumplc, wtlca d»ckxsltte ii scdcd to calorcc om rigbts U-, oot cl uiy apumcnt, traasacl.iolli ar rdal..ionabip-.ith yov. One oltllc .impcwtaof. ...,,...,. .. ~;~1""""' ol lJCIIDC of oar atrilia!cd compana ii to rea:ird documtata m tbfi public domaiD.. Such docwaents mar C011.taia :,our ~bhmalion.. JUGHrTOACCBSSYOURPERSONAL INPOJtNATION AND ADDn"Y TO CORJlBCT ER.lWRS ORRBQUEST OIANGBS OB.DHLB'I1.0N" O:ttain statc:t aliord JIJlll lhc rlgbt IO ac«m :,om Penooa1 Inrwmation amd, under tC1'aiD ~ IO 6:Dd ovt io wt.am your l"crsccal Infm:maUDlllaas beca d.i.x:lmcd. Allio, ccrtaiD SWc!i aff Pl'd you I.be rigllt to ~ ronca..ion, amcndmelat or dclctiOII of )'Om" h=:iui JnlOfllllticm.. We f'f:SICl\'C the: light, 1':berc permitted ti," law, to cbup a rusanabk fee to ~ the costs incurred iA rc,pond.ing: m std requcsu. Privac:yCompliuce Off"lCCI Pidclity National Financial. loc. 4QSO c.Jlc &al, Saile 220 Suta Buban, CA 93110 MIJLTIPLEPR.0DUCI'S0RSERVJCBS lfwe provide )'OU with mon: than one financial prod1l<:I or service, you may reccITT mon: than OllC. p,;vaq IIOlice from us.. We apologize fen IJIY inconvcnkntc ltli3 m.&f Cl115C you. @ CHICAGO TITI. •NSURANCE COMPANY 701 FIFTH A VENUE, #3400, SEA TILE, WA 98104 PHONE: (206)628-5600 FAX: (206)628-4725 IMPORT ANT: This is not a Swvcy. It is furnished as a convenience to locate the land indicated hereon with reference lo streets and other la.nd. No liability is assumed by reason of reliance hereon. NV " , oo,. 1 ••••• ,,..,,., ~ " as-d2-se w -.SL 12 s 7°'1-\ RE,jTON r "'\j 3Ma .. :& I :-&0 is:.P.l Nee-2-~ ft -Sa.!1-oMia Ii -.. -S'1'l-er:T ------------- ·12· ~ 5Mt773-,2· EST. 1886 i:>G. o B1Dl!l2.ilt~' •a.t!!i/"4oo ~!:9: _ _ l'l .el"'"'H ~ .-.. 110. Z33 "558166 u;,.::i,c,:i ~ ~,tJ .... ~ ._4..0::"~ 96-< •SI V '"' j.QO """ ..,,. ~ 30 -~ L 187.70 IP} ~./) I ; PCLA ~ •,1 > l i i,Aj AC ~ .... ',. II. 4-N,II, o. 50 E9l. - ' -· ' ' I ' ' I ' ' I~ • -;' I) ~ '! <' <»"" -I ' • ...J , I 1; 22092 SF ~ Jj i if': ~ ' • -4! "" ' 4-u 'if' ~ " .... I ~. r I i O i ti i ' ' : i g t ~ ! ""' ' """' ' '~ ,,.,, SF I :1&-oe-oa w 31!1ns s, mm 10M u.380 m 2l3,M 1~ 1111: -.. . ... ~ J t. i~ .I.C .... , . LDT2 z ii"' . * • .. . ~ .••. w . 1.59 .a.C ""' " lenton ! ·--- l.!!O AC - ' I ,... ....__ Dlul I iM i:ma..r Statutory Warrant, Deed r.-ardlii If aio..ol --~·•••• .. •• • ... ••••••••.,..,_ (1 IDM • ...... • • ). ill MIid put. m-,. Pd WfflUlla. toallla .. ._ 9da ...,. l1 pn11 la hlftU.. or all ue tatN _. ...a.u-tt t.lld eartda ..i Ina.Ml ...... tahil ..... S"J' llt 11 .. ~-........ 1111111 ....... lltnta. ... u • -~-.. ., tlln .... .. .,_ ot """"'"" ... .Sh,.. ,A.D. tta to -lmo.9 to lie"* nlmdal 1dlscnlie4 ill and who ~ die ..;du11 and ICll'IIIGq lm11'111M11t., &Dd ..:•-.ledpdl IMI t-r 11ptd the ame a~ tW,.r free Uld N11zMar7 ad 111111 dal. for Ille -... P"TPC"M diie,m ~ ~ I i N I I I I I I i I Ila ~ ; ! I .. !o i I < t ~ ! :!I ... N ,- a "' . ... .. • .. 0 0 ,.. ; :I I I I l : i.vJ>"' :.::JJi'''# 'Y;s. )..:/ ;f's t),V ti. i.»J,;,& I .?PW I 1111tftlll t• Plllli JOI GTIH ll[CIIIIED I =----··· :;:::JEiJ&l OI 111 IIIS .U. i II • .,_ 1)11".£.Cl :'Jf' I I .._. • ,ucno•• .. ... COUHT1'. -5,M • ,-:,.I I~·_,', ~; .··~ /, . . '•t ' - • • l • • - ,.ca .. , Of" ., .. VIOLET F. BLISS 330 Btemettoa A~ tr..-:. Rmton. WA 930S9 Gn,... Ciramce t.epl ~JIIOII I-Tax P.-cel ID41 t:;~~ Rck&std or """ 7-c .I J_-'t 'i_ _ __ ,:,~l!l:'f.~ - VIOl.f.T f. BUSS • il(hia~ VIOI..ET F BLISS The Violet f. BliB Ra-ocab5e li~lng Trust, VJOIEr F. BUSS u Tnastee LOT 3 KC SlfOR.T Pl.AT N0675015 R.l::CORDl:NCi t«J ~.5 50 PLAT SAFWl~OFS~OFNW'!.. OFNE~OF NW Y, IF.SSW 30FEl:.J FOR IJ6DI AVE SE l£SS C/M ROTS IS2305·903S.01 NIA ---------'._El I I i i I i J • - • • -..... - l • ~~ '~<ti::'.'>', ,,.-.AME 't:-.~ I i ~ , -•a ·"~":(; &i·~ '" 1-.. $ 25: ..... • I \ • • - ,,_ .. , r,, ... VIOU:.I f. HUSS )30BrcmcrtOlllA--NE, Renton. w,.. 910S, """"(la ...... o ...... VIOLET f. BLISS ,_ ·!he Viold f. Bliss RmlRblc Living Trus:I. VIOLET F. BLISS» TnlSlcc ._io..cn,... LOTJ KC SHORT PLATN067S01S RECORDJNCi NO 75096)645 SO Pl.AT SAFW1ll0fS~OFNW\I• OfNE~:.Of NW%LESSW.)OfEETFOR 136m AVE SE LF.s.5 CJM KGTS .!!!..._Paiul 1[)11 n 2305.9035-14 RdNasofDonull~lll Kc[casr:dor NIA A5SI • ·-·----·---~·-·-·--·-- fhcGJ.Al,IJOl VIOLET F. 8USS .fa ulllminidcnlNlllofndi••'~tn.111 W1WCJdipildlMl10111cVJOIEfF BLl~~l.Mlflnmt.._.lhr, IJ de)' of • .::,::...1':J.__.1,!J..1_ .. VIOLET f.BLISSwu-.1~..._mc:ribed tatCNIN."""" ,n 1KCOIIMJ" ol"KJNG. s.,,~ ofWnhi,,gt...._ 1ogdl,cr .-hall*' m,,in:,dtilli:: of~ pW1M11tha-&W1 D1111eil 7 -/ 3 -:..ti_ .. i--------~--:_..,1,.,.:1 .. s_ ' i ~ ' 25x • • StltE of"WaslinJ41111 ) COI.RJ mKING I 5" • • 1111 L,P "' ... • 25X c:, U) "' 0 "' ,... a, 0 en ,- lllllll!ll!l!l!!W-..... ... ----_ .. _ .. ...,. .. -·-·""'! •.-a.-........ -. ...... 77 P4ce .. 0,000.00 .. ~ ---.. -·-· ftl-WIHDSCl. flftl -·-COIIPAliY _ ...... _ 1fAEllfGll'ON ·- ~.o /' ·--fc., ................. . t..;. •• + ..... . .. ._. _ _,,, .. ...-. T 0 ,.ffll~•lllfflL,.IU:IIIOl!, 111a .. to· --~ ...... -~ ............. ~ofU*I . • .... ., mt km. OOUll'f..., ,... ~;.-... _,_ .. .PU? .. •~1'81 •I """ ll®,/IIIIDW. '""""· ...,,.,._ u, m. or, ...,. s •• n9G cm,n VAIJIIIG'J'Clf, near all cal and. ld..Mnl.9 ,.1111 tha rtcht to .zp1.,. &al atM -t.b• ••· ll,l•t, la.l;lw~ .... -~ ~-~·-'•"'l'°''"-' , .. dJi1 ol JUUART, 1'79 ff.ATS Of' WAIIIINOTON, (& c-, " IIIII I O. .... .,~ ........ Nfort• VIU,WI .1,, BLISI a, 'IICUI' F. 'IJ.ISS b~ ~-~- "'• ..... a. 1w ............. dltcrW Iii ,1111 who ... _ ... IJill: ftliil -r ...... ~ f,i,I : ' ...,_.,,,.,._ t.b9J ...... dlll ... u tNo;::r lt•wl~.,. ... _.,.,;.U., _ .. ,..... ... .......... - - • • 0 ' Wll£NRIO>Rl)QUTIJRNro. J.4o,t d: .4Dori1Rr. I«., P.S . .>11!-W., . .-JOI ICiltland. ........_ 91631 " •-- ---------'QUITCLAIM DUD _______ _ Onnlor: C. &ad Rm:ida md F111m:1 M, Rll:tdi c.r.-:, C. £¥ad Ratadl: and F-=es M. Rltz:::ldl.•T..._ ml lbc:irSllrala'TnalcCI of lkC. Ewml Rmsch ad Fnina:s M. R*3CII klroclble l.fflml TNII up1Dr:aaip6oa: l.ot2 Short Pllll67SOl5 T•PmdNmaber. H re z t11r-4''l£· a'I ORANTORS. C. EfflCU ~ (ab Evmn R.adl) .a Fmnca M. RMDtll (lb fnDca Ralmh). bml,md ... wUc,. foc 1W' CDH!iidallioo Olba' llaa loft ... lflidion, CGDw,' .... Qllit clai111tv C. ttadlRabsdl. and F..a. M.. brz:d.•Tmllmr. _. fmrSla:alol'TNSICCI~ 1kC.E'tlfttt.1ttmelt.adFranecs M. Ramch~UriacT• ... ~9. l990. Ill the IP*D' idaat in the fdlowing dr:lcribal rail ...... •* Caualy of Kina. -orw-.-wid>o1ofta.,.,....tideoflho_...,. Loi J. u ...... • Klar; C-,. sa.-t PW Na. f79tl5. __.. ........ 5, 1"5,, __ .... ,_;U:CEl'T,1 ...... -........... _ ............ SUBJECT TO: ~ c:mc:mcnb, ~ IGlric:timl. limatkml. ~ ~ aalitiom. ripb or way, md odicr rial* urtt. pmUc. zoaill& ~ deeds of ---~ licm,,tues,~llld~o(ICCDld,if-,_ QIJIT CLUM PDD• PACE I OF l - - en ' en • 0 ,..) _ _....,._ ......... ..,,, .. ,n.-':-···-~ STATEOFWASHDIGTON) >-COUNTY Of am.AN ) " • 0a ~ •:;) :ta . 1991, .,.._.. w..-c. BwnlRmxh ad Fmm M. lltZldi; ID lmown to be lhe indmdlaa5 deaaibllll in ..S ... aliCad lbl witiD d fmaoing-.., anowkdg,d....,. .. .,.. .... ___ -__ ....... ..... QUrTCLAIM DUD· PAGE 1 O,J . .:-_·;~ - - I ' ,· • c, • • CHARLES 0. RAlZSOI N BEITY L RAlZSCH J2D Bn:mcr1u1 A.-.e NE. Remm, WA 980B ---··au. ... a.-awu.ESG. RATZSCH 111d DEITY L RA?ZSCH 0.-llloQWWiS 0. Alll>BETTY L RATZSCIIFaily-U,.. 1'M1. QIAIU.ES 0. RATZSCH d IIEffY L RATZSCll • Ttllllel!& L<pl ,,_._ LGI 2 Kiat CUlllly SIIM1tllt 111615015 .. --.iSDl'lolDA Wlll.Slfl-NWlf4-MEVf.NW11f. Leu ca*'ainffll ripll. _.. IS. TWP. llN.->EWM ... "-,W._ EXCEFT all cool ml""""""" Ibo ri,IOIO ......... _lbe _ _ ..... c-yofl(;q,Sbleof w~ Tu Panza IDII UZJ05.9193,..o, hf NosalDacultritnll ~ or !<'A -~ TwGI\ANlW.S CHARLES G. RA TZSOI _.BE1TY L RATZSOI, ...._._. ~Fora:lil ........ vl.._.1T.._.lrllll_.,. ........... CHARLESO. ANDBEll'YL RATZSCHF-,,,~LMIITnll....... -,1, dl)'t:JI J;.,. C 19...l2_. CHAJU.£S G. RATl.SCH ... BETl'T L TZ5CH ........... ._.._'-W.,....-,Jituallllll•"-~orlCING,St.ac"'........,...,........, ...... ,w,q,iinillillarl ........... n ---: -• • - '· s-orw....-l o.,aqf/lKDKJ .s.. c,.,_.., ,_...,...,..... bobc-CHAJU.ES G. IIAlZSCH_,BEJTY L ltATZSCHlt•-... ...... iiilwt.ll_.._ ................... ..... .................... dill ...................... ...., ............. _ ... ... ...... ~ .... ., ....... ...,.., .. ...:z....,ot 19',,L. ~ .. w . ,.,,1,_ ..... 8_ M,CllfllllilliollEifht; p,-(1-Pf:::: • t ; 1111 ••• : UICI Hnlnalter nu., "Orntor," ... PUQIT M)UNO JOWU I UOIIT CDIIPAlff, • •nimatoa ec.rpontu111, Hrf'!ll&ller ullNI ·'QrUII•;· Ulill-------------------- -==,-;-=-:=:-:----------------Nrt&ufttr ~ ''IIOJ'lptH"• WIT"ISSET•: "Thi, I• tON .... &UellOIOMDolll:r (tl)UllotllN' ........ 11 M C .......... ilu .. ......, ac~lectt.lM pUIGI' ~pull .... ....,.111111 ....... Ila ... ._.., Illa 1'11111: to COftlllll'lltt, l'HNMnct, ....... , ..... ,. IUIMl.la ... ...,..._ .. 11tr111rennlttb-,l/w ctl1111rHMlll011 llH-......... ot ,a.I .. _. lin'ttP ... ........,. ....... ..,. lall ......... .,.... uia,, 1111•11ol,1ara, 1r&a1•lea ... , •1et:rlWI" ... IIIMJ:WINa, 1111 f rms ... .....,wwu,or connnlHl lacllM:lll _. 9111t1,-elll "ti' ... HtoU Ula ............................. __ _ _____ ...,n:e,,L------C'HMJ, ltlllt of.......-: west 1/2 or Ille Sooth 1/2 or ibo llllrillwlt I/' If ibe Worib1111t 1/11 flt the l.:Ort.bwe1l 1/11, of Scct1011 1S, fn:ath1'P 2) atrtb, laall 5 ••t, V.N., laH cod •1111 attWJ:nl r1Chll ind Wost 7t f111111t fl• Hid. TM UIIUr IIU al NU tr1u•11.a1on Pl/w .. ,.. ..... ..U M loell1NI U feUlilrt: .~., uv coast.nact...d. O'fer ua u,o1. ~ abcn'e U1crlW Jl'OPll'lJ a10.-t.u S:.:st '7! ft..,,,, ar u "M¥ be N:located. bJ aha! coa1e11t. GrMII•• aull "" ... rapt .. KUN KnN tM ............ -............... __... .. rta:IH 1ruul.., tll&a lMU••, tael_... \N ttflll • ......-. Mlllllallt-a,....W. N1III la e Cf!DHIMII 1ocatlOll, wall NCIIAr'J' llrldpt IN JUN. . GrutH alall Uf'e tit nc•, at aa., AM: all 11•1, 19cal1 10f Uil/W tfln aa, UII all __..,UNI noa or ti.uufur ..,....._ or 1r..,lnt r,ipoa •If~., MjlCIM .... II' IM lneltr .,.._ IN .r -,1111' -.1Ulln -· :!j ____ Ifft al IM u1• cant.:-ltH--, aM IIN IIMt ftrM IDtllll, ..,Uttl/Or.,.a W tnit• 1,1pon uld lalllll ar aC1ac .. t 1,1111111 1111 ti.it 1uator .tllcll,. 11 flltial. CCIIIN c.ae •IUlle INI o1 anr o1: ,.., ,olH,tGWns, IUdV'H, sv.1•, CONluctara oralltff fac:U•iN 1111-...,.... or leUtJ.....,. b,t a IM'fUICf" OI' IIIIU.Ni lMHIG, tir<1ntur sJllr.11 nu11 plat.•. t1H111r1M:t or ai.&u1a111 a•J llill1J.di• or otMr IINdllN wltaa. lO Jffl ul ,..,,,o ,·•~•r hM .u'4! lllirillll liltl ao blouhfll '11111111-•r w1u,1,a a t&.lltUC:e Qf ,00 Int froa Alill 11• flllllna ,.._..,,.wbl.• ........ tllC',....,. ti,u "9• hra1 ,, .... to 1nn1.N •• -.nu ... Tio..-r1111t1,. to.-r••n 11r•"tM 1111 tM' 1r•,..•• ,i.au eo1111..,•• h1 lore• llllllll •11CI. u .. -U. •ralllff, tlll 1...:-C"l',-.,.,.,,i. ,,r 11o~•1111s. ,11111 eo••l•t•IY r••o•• tt• •1r11ctH'fll lllM -.i1,...n1 I,..._ MM.._._ .wt ulM"r,,.••• .. rm.Yl•ntl,-~NuidGn tM 1<1mr. Upon 111cll relllOltal or ............. all , .. Ma lll'nlly ,,.... ...... u "'""""'"· Aft)/ -na-· un uldi lJ.l>d !will by tlw IIIO"llrll" ia .. ,..,, HI.Uri bl 1111' •lltflll, t.t .... , tel tM ....... ... c•aH1ll'J to 11wl,,)rit111.1.11' U1• sa1II mortc.111• '" thr r&1lll1 -tt•b7 isr-N to It. lf"AlllH. • nt Wff"NIESS 'f,'llEREOf' 1h1s 1111tr-.mtTII I'll.a bHn •XH:111"4 tM-day aa,f JI'~~ _17. "'°'• wr.Hq, · -. . 2van-/:,_,.:,, El.!ii\ll",', lL[,.:!111,: LllrliJ.,tfr.,~,.,, ' °.{, I I , ,' ...... For • v1h1•ba coiui.Ueratlon, receipt of whldl R hereby acknowledted, the Gratarf1), ¥IOI.ft E BUSS h1reby 1nnt_and ccmvey_to the Granteel•I, CHM! ES G BIIZSCH AMO REUX I RAIZSCH HIS MIFF -tll&1c... aaccu1on and aa11lgn1. the ri1ht. prtvdep end authority ti> con1truct, lmpron, repair and mato1110 snUc dr1tn40e lines 1R"o11, over and apoa the Jev,Uy desert bed ?O X ZZ fH1 of the follawln11 l1U1d, lac1t1d In _.LIJlli..--------Couoty, St1t1 or W••hlnston, ta.wit: THAT PORflOfl Of LOT 3, SHORT PLAT NO. 675015. RECCW>ED UNDER'S f"ILE NO, 7509050645. RECOR.OS OF KING CCNJNTY, WASHfNGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHEAST CORNER OF LOT 2 OF SAIO SHORT PLAT: THENCE NORTH o"44'45" EAST 12.00 FEET; THENCE SOUTH aao09•34• EAST 20.00 FEET: THENCE SOUTH o9«1 •s· WEST 72.00 FEET; THENCE NORTH aaoo9•34• WEST 20.00 FEET TO THE POINT OF SEGJNNI!rfG. S0,,12/12 .o768 E RECD F 3,00 The G'ru.tor(•) •ball make noun of lhe laod OQ.upjad by Hid ~FOR SECPi,r;;-3~ OO In exerdtina: 1h11 ri1ht1 hel't!lln granted, th11 Grantee{•}, -th~1uccHson and u1i3na, may pau ud'u,a .. ovw Hid DRAINAGE FJELD ONLY AS REQUIRED TO MAINTAIN aod may cu! and nnnan btutb. tree. and othar ob1truction. which lo th• oplJJ.lan of Iha GrantH[1J lnterfere{.1} wtth -,W:l!I.l.U>U;UIJI,.._ ________________ _ The covenants ·Jaenin ct1nlalned aheU nin wilb tbe laod and are blndtna upoa all ,ubaaquent OWIIIU'I tbenof. In Wltn•.~b .. of, Iha aa1d Grantor(•I b..__ executed thill lnatrumant thl.1 _!!!?...._. day of OECEM8ER .. 10~ .. i ).,, , •• Jd· ·.:i.·ls,~~~,; STATB QP,:W-ASHINGTON, l ~--"· County of~ I, MAMIE PAlHER , Notary Public In and for the Stat• of Washington, reaJdJaa al 19003 SE 128th , do hereby c11rtify that on thia ~ day of --oi9("ooiiHHBBIE.lR----19-81)-., personally appeared before me -~'~101.=E~T_F~·~BL~l~S~S __ _ to ma known to be the individual__ described la and who 11xmc:uted Iha within inatrument and acbmwledpd that SHE 11lgt1ed the 11me u H£R free and voluntary 11t:l and daed [or the uua and purpoaea henin menlloned. GIVEN UNDER MYHAND AND OFFICIAL SEAL this -"h--day of--an°'sciar,1MR ... ii:RO-:---'-- l~ ........ ,___,_,_,.,'--f'-'' Jk.....:..J.:....;-,.C..,:.S ....... "'"""-""' L .-··t:·'l, 'a::'· .. .,.t_.. ... Nolaey Public in and for the Stale of Waahlngton, re !% EXCI -, Oepufy =-~==~I .;;..,;,'o:'i'~ ~UT IN M"'t' P'OllM wttATSOSVD. ... I : .. 0 0 ., JI;> i i ! f IIINQ COUIITY, WA8HINGTOII 1111 • •~•c• r•••,~•d I• r•H~4•r'• u•• <ECORCE~ ....... GF ...... ~, •••••• RECUES:; · lffi "' 5 Ill 2 5, t-::,rc.:;:.;; RECOll'.OS & t\..£.CTrO!-l'i 1(1NG C,C:V,ll'I', Yl~$M. rJlff ~Oil' l"HVll'd •t tb• ... -cot, l»)I.U~::bLt~ - .. t.UDI. to1 t..ai,dV.• ..... ..-mt.Pir. JtJlS~ a.f,ag co. coutJsou,u h,tttl•,.,_,.~9UD4 -,,.,.,.tame r,f a..n!t, • .11111'.ll'OUMUJ o.vwio..,..nt t,tftalolt ot ~ lls9 ,IIIU~t r~ mad~ &AU ..af.. dlr ot lrt1t~r . ,. .1£_ &.i,,~1 J, v...-rt-,:it ol ,...Uc M:iria _, qproY..e. chi• /...J ,.,... daJ ~, ~parcaut ot .... -..-u r .... .0..1 and .,,60"4 _tA.t. le/ , .. !I ol --,....IA flu.,,.,l.!,l,!j!!::!:':l.;.1-___ __,. ,..:z..c llAllii !L HOH'). 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UM-cc,rpon1e _. o( mi corpontioft, Ciffn und,u In)' bud Ind offldal ..r rht di)' ud year 1llt lban wriHer. . . . ···········-··-·-·---,,...,,... ... ,.,, ........ .i .......... ......., .,_ ···-· .,. -------.. ·--·-···-·--·· -----···-- ~I i . ~ I e! ~ It II : ; . I = i t i ~ ' I t i I I i! !I 1~ ! I ' .~ r i I l i i B I I i ! I ' ~ I I 11 . I i I ~ a i I I ~-\ 1 I 8 1 11 Ii ..._ tm .U. 31 Ml 8 30 DltfCIOli-kt"i..-Jr<IJ~ o n.!CTN)ffS-1\ktC. eo.wN -~~-DEPUTY FILED for R FIRST AMtn,c~N ~ir"L':,.st of lOOQ. 2nd A•.,,. c. Seatu w -nue . .. ~· .3::;/"~u1gton 98104 ·® BP CHICAGO TITLE INSURANCE COMPANY 25668104TH AVENUE SE, KENT, WA 98031 ORDER NO: YOUR NO: UNIT NO: LOAN NO: PHONE: (253)520-7691 FAX: (253)856-9775 001161834 J & M LAND DEVELOPMENT 11 SUPPLEMENT AL COMMITMENT # 5 0 R D E R R E F E R E N C E N F O R M A T I O N SUPPLEMENTAL NUMBER: SELLER: PURCHASER/BORROWER: PROPERTY ADDRESS: 5 VIOLET F. BLISS ESTATE, AND CHARLES G. AND BETTY L. RATZSCH TRUST SEATTLE REDEVELOPMENT, LLC 320 AND 330 BREMERTON AVENUE NORTHEAST RENTON, WASHINGTON 98059 Our Title Commitment dated 03/30/05 at 8:00 A.M. is supplemented as Follows: BQ PARAGRAPH NUMBER(S) 8, 9, ANO 10 OF OUR COMMITMENT IS (ARE) ELIMINATED. BR THE FOLLOWING PARAGRAPH(S) HAS (HAVE) BEEN ADDED TO OUR COMMITMENT: BS PARAGRAPH NUMBER 23: BT 1. GENERAL AND SPECIAL TAXES AND CHARGES, PAYABLE FEBRUARY 15, DELINQUENT IF FIRST HALF UNPAID ON MAY 1, SECOND HALF DELINQUENT IF UNPAID ON NOVEMBER 1 OF THE TAX YEAR (AMOUNTS DO NOT INCLUDE INTEREST AND PENALTIES): YEAR: TAX ACCOUNT NUMBER: LEVY CODE: ASSESSED VALUE-LAND: ASSESSED VALUE-IMPROVEMENTS: GENERAL & SPECIAL TAXES: AFFECTS: LOT 2 BU PARAGRAPH NUMBER 24: 2006 152305-9193-09 2104 $97,000.00 $97,000.00 BILLED: PAID: UNPAID: $2,337.55 $1,168.78 $ 1,168.77 BV 2. GENERAL AND SPECIAL TAXES AND CHARGES, PAYABLE FEBRUARY 15, DELINQUENT IF SEE NEXT PAGE SUPPCOMS/RDA/0999 CHICAGO TITLE INSURANCE COMPANY Order No.: 1161834 YourNo.: J & M LAND DEVELOPMENT UnitNo.: 11 SUPPLEMENTAL COMMITMENT (Continued) FIRST HALF UNPAID ON MAY 1, SECONO HALF DELINQUENT IF UNPAID ON NOVEMBER 1 OF THE TAX YEAR (AMOUNTS DO NOT INCLUDE INTEREST AND PENALTIES): BIi YEAR: TAX ACCOUNT NUMBER: LEVY CODE: ASSESSED VALUE-LAND: ASSESSED VALUE-IMPROVEMENTS: GENERAL & SPECIAL TAXES: AFFECTS: LOT 3 2006 152305-9035-01 2104 $170,000.00 $ 82,000.00 BILLED: $ 3,033.15 PAID: $1,516.58 UNPAID: $1,516.58 THERE HAS BEEN NO CHANGE IN THIS COMMITMENT SINCE MARCH 30, 2005, EXCEPT AS SHOWN ON SUPPLEMENTAL(S) 1, 2, 3, AND 4. SEPTEMBER 22, 2006 AUTHORIZED BY: PENNI K. WARREN SUPLCOMZ/RDA/0999 CHICAGO TITLE INSURANCE COMPANY 25668 104TH A VENUE SE, KENT, WA 98031 ORDERNO: YOUR NO: UNIT NO: LOAN NO: PHONE: (253)520-7691 FAX: (253)856-9775 001161834 J & M LAND DEVELOPMENT 11 SUPPLEMENTAL COMMITMENT #4 0 R D E R R E F E R E N C E N F O R M A T I O N SUPPLEMENTAL NUMBER: SELLER: PURCHASER/BORROWER: PROPERTY ADDRESS: 4 VIOLET F. BLISS ESTATE, AND CHARLES G. AND BETTY L. RATZSCH TRUST SEATTLE REDEVELOPMENT, LLC 320 AND 330 BREMERTON AVENUE NORTHEAST RENTON, WASHINGTON 9B059 Our Title Commitment dated 03/30/05 at 8:00 A.M. is supplemented as fol lows: THE VESTING IN PARAGRAPH THREE OF SCHEDULE A OF OUR COMMITMENT IS AMENDED AS FOLLOWS: CHARLES G. RATZSCH, SOLE TRUSTEE OF THE CHARLES G. AND BETTY L. RATZSCH FAMILY REVOCABLE LIVING TRUST, DATED JUNE 7, 1999, AS TO LOT 2; AND, ALICE J. KNIGHT, SUCCESSOR TRUSTEE OF THE VIOLET F. BLISS REVOCABLE LIVING TRUST DATED JULY 13, 1999, AS TO LOT 3 EXCEPT AS TO THE MATTERS SET FORTH HEREINABOVE, THE TITLE TO THE PROPERTY COVERED BY THIS ORDER HAS NOT BEEN REEXAMINED. JULY 27, 2006 AUTHORIZED BY: JANE A. PERRY SUPPCOM4/RDA/0999 @ BA CHICAGO TITLE INSURANCE COMPANY 25668104THAVENUESE.KENT, WA 98031 PHONE: (253)520-7691 FAX: (253)856-9775 ORDER NO: 001161834 YOUR NO: J & M LAND DEVELOPMENT UN!TNO: 11 LOAN NO: SUPPLEMENTAL COMMITMENT #3 0 R D E R R E F E R E N C E I N F O R M A T I O N SUPPLEMENTAL NUMBER: SELLER: PURCHASER/BORROWER: PROPERTY ADDRESS: 3 BLISS ESTATE AND C/0 CASCADE COMMERCIAL, AND CHARLES RA TZSCH J & M LAND DEVELOPMENT 320 AND 330 BREMERTON AVENUE NORTHEAST RENTON, WASHINGTON 90059 Our Title Commitment dated 03/30/05 at 8:00 A.M. is supplemented as fol lows: BB THE FOLLOWING PARAGRAPH(S) HAS (HAVE) BEEN ADDED TO OUR COMMITMENT: BC PARAGRAPH NUMBER 21 : BO 1. EASEMENT AND THE TERMS ANO CONDITIONS THEREOF: GRANTEE: PURPOSE: AREA AFFECTED: RECORDED: RECORDING NUMBER: Bl AFFECTS: LOT 2 BE PARAGRAPH NUMBER 22: RIOGEVIEW COURT, LLC TEMPORARY CONSTRUCTION PORTION OF SAID PREMISES OCTOBER 11, 2005 20051011002754 BF 2. EASEMENT AND THE TERMS ANO CONDITIONS THEREOF: GRANTEE: PURPOSE: AREA AFFECTED: RECORDED: RECORDING NUMBER: RIDGEVIEW COURT, LLC TEMPORARY CONSTRUCTION PORTION OF SAID PREMISES OCTOBER 11, 2005 20051011002755 SEE NEXT PAGE 5U1'PC0M3/RDA/D999 CHICAGO TITLE INSURANCE COMPANY Order No.: 11 61 834 Your No.: J & M LAND DEVELOPMENT Unit No.: 11 SUPPLEMENTAL COMMITMENT (Continued) BJ AFFECTS: LOT 3 11G BIi EXCEPT AS TO THE MATTERS SET FORTH HEREINABOVE, THE TITLE TO THE PROPERTY COVERED BY THIS ORDER HAS NOT BEEN REEXAMINED. JANUARY 12, 2006 AUTHORIZED BY: JANE A. PERRY SUPLCOM2/RDA!HH @ .. CHICAGO TITLE INSURANCE COMPANY 25668 HHTH AVENUE SE, KENT, WA 98031 ORDER NO: YOUR NO: UNIT NO: LOAN NO: PHONE: (253)520-7691 FAX: (253)856-9775 001161834 J & M LAND DEVELOPMENT 11 SUPPLEMENTAL COMMITMENT #2 0 R O E R R E F E R E N C E I N F O R M A T I O N SUPPLEMENTAL NUMBER: SELLER: PURCHASER/BORROWER: PROPERTY ADDRESS: 2 BLISS ESTATE ANO C/0 CASCADE COMMERCIAL. AND CHARLES RATZSCH J & M LAND DEVELOPMENT 320 AND 330 BREMERTON AVENUE NORTHEAST RENTON, WASHINGTON 9BOS9 Our Title Commitment dated 03/30/05 at 8:00 A.M. is supplemented as follows: THE VESTING IN PARAGRAPH THREE OF SCHEDULE A OF OUR COMMITMENT IS AMENDED AS FOLLOWS: CHARLES G. ANO BETTY L. RATZSCH FAMILY REVOCABLE LIVING TRUST, DATED THE 7TH DAV OF JUNE 1999, CHARLES G. RATZSCH ANO BETTY L. RATZSCH. AS TRUSTEES, AS TO LOT 2, AND; BETTY RATZSCH, SUCCESSOR TRUSTEE OF THE VIOLET F. BLISS REVOCABLE LIVING TRUST DATED JULY 13. 1999, AS TO LOT 3 AT PARAGRAPH NUUBER(S) 11. 14 AND 1B OF OUR COMMITMENT IS (ARE) ELIMINATED. AU PARAGRAPH NUMBER(S) 12 HAS (HAVE) BEEN AMENDED AS FOLLOWS: AlJ NOTE: WE HAVE RECEIVED A COPY OF THE TRUST AGREEMENT. BASED ON OUR REVIEW OF THE CONTENTS HEREIN, THE ABOVE PARAGRAPH NUMBER 12 WILL NOT APPEAR ON THE LOAN POLICY TO ISSUE IF THE FOLLOWING CONDITIONS ARE MET ON THE INSTRUMENT TO BE INSURED: 1. BETTY RATZSCH MUST SIGN AS SUCCESSOR TRUSTEE OF THE TRUST UNDER WHICH TITLE IS HELD. 2. THE SIGNATURE($) OF EACH TRUSTEE MUST BE NOTARIZED IN A REPRESENTATIVE CAPACITY. Al PARAGRAPH NUMBER(S) 13 HAS (HAVE) BEEN AMENDED AS FOLLOWS: SEE NEXT PAGE SUPfCOMl/RDA/0998 AV AZ CHICAGO TITLE INSURANCE COMP ANY OrderNo.: 1161834 Your No.: J & M LAND DEVELOPMENT Unit No.: 11 SUPPLEMENTAL COMMITMENT {Continued) NOTE: WE HAVE RECEIVED A COPY OF THE TRUST AGREEMENT. BASED ON OUR REVIEW OF THE CONTENTS HEREIN, THE ABOVE PARAGRAPH NUMBER 13 WILL NOT APPEAR ON THE LOAN POLICY TO ISSUE IF THE FOLLOWING CONDITIONS ARE MET ON THE INSTRUMENT TO BE INSURED: 1. CHARLES G. RATZSCH AND BETTY L. RATZSCH MUST SIGN AS TRUSTEES OF THE TRUST UNDER WHICH TITLE IS HELD. 2. THE SIGNATURE(S) OF EACH TRUSTEE MUST BE NOTARIZED IN A REPRESENTATIVE CAPACITY. EXCEPT AS TO THE MATTERS SET FORTH HEREINABOVE, THE TITLE TO THE PROPERTY COVERED BY THIS ORDER HAS NOT BEEN REEXAMINED. APRIL 21, 2005 AUTHORIZED BY: JANE A. PERRY S!JPLCOM2/ROA/Ollll9 @ ' CHICAGO TITLE INSURANCE COMPANY 25668104TH AVENUE SE, KENT, WA 98031 ORDER NO: YOUR NO: UNIT NO: LOAN NO: PHONE: (253)520-1691 FAX: (253)856-9715 001161834 J & M LAND DEVELOPMENT 11 SUPPLEMENTAL COMMITMENT O R O E R R E F E R E N C E I N F O R M A T I O N SUPPLEMENTAL NUMBER: 1 SELLER: BLISS ESTATE ANO C/0 CASCADE COMMERCIAL, AND CHARLES RATZSCH PURCHASER/BORROWER: J & U LAND DEVELOPMENT PROPERTY ADDRESS: 320 ANO 330 BREMERTON AVENUE NORTHEAST RENTON, WASHINGTON 98059 Our Title Commitment dated 03/30/05 at 8:00 A.M. is supplemented as follows: PARAGRAPH NUMBER(S) 20 OF OUR COMMITMENT IS (ARE) ELIMINATED. THE FOLLOWING NOTE(S) HAS (HAVE) BEEN ADDED TO OUR COMMITMENT: NOTE 2: THE OWNER'S POLICY TO BE ISSUED WILL CONTAIN THE ADDITIONAL PROTECTION ENDORSEMENT FOR HOME OWNERS PROVIDED THERE IS LOCATED ON THE LAND A ONE TO FOUR FAMILY RESIDENTIAL STRUCTURE IN WHICH THE PROPOSED INSURED RESIDES OR INTENDS TO RESIDE. NOTE 3: MATTERS DEPENDENT UPON OUR INSPECTION HAVE BEEN CLEARED TO PROVIDE AN EXTENDED COVERAGE LENDER'S POLICY. GENERAL EXCEPTIONS A THROUGH H, INCLUSIVE, ARE HEREBY DELETED. NOTE 4: COUNTY RECORDS INDICATE THAT THE ADDRESS OF THE IMPROVEMENT LOCATED ON SAID LAND IS, 320 AND 330 BREMERTON AVENUE NORTHEAST RENTON, WASHINGTON 98059 EXCEPT AS TO THE MATTERS SET FORTH HEREINABOVE, THE TITLE TO THE PROPERTY COVERED BY THIS ORDER HAS NOT BEEN REEXAMINED. SEE NEXT PAGE $LIPPLCOMIRD.VO!I" 04/12/05 CHICAGO TITLE INSURANCE COMPANY Order No.: 1161834 Your Na.: J & M LAND DEVELOPMENT UnJtNo.: 11 SUPPLEMENT AL COMMITMENT (Continued) AUTHORIZED BY: LORI ANN FORBES SUPLCOMZ/RDIVDHt CHI ,GO TITLE INSURANCE C( .P ANY 25668104TH AVENUE SE. KE'.'IT. WA 98031 ALT.A. COMMITMENT SCHEDULE A Order No.; Customer Number: J & M LAND DEVELOPMENT Title Unit: Phone: Fruc Officer: Buye,(s): U-11 (253)520-7691 (253)856-ms SOUTHEND TITLE UNIT Commitment Effective Date: MARCH 30, 2005 J & M LAND DEVELOPMENT· at 8:00A.M. 1161834 1 . Policy or Policies to be issued: PREMIUM APPLICABLE BETWEEJ\" Sl,040,001.00-51,0.50,0(X).00 ALT A Owner's Policy 1992 STANDARD 70% RESIDENTIAL RESALE RATE Proposed insured: J & M LAND DEVELOPMENT Policy or Policies to be issued: AL TA Loan Policy 1992 EXTENDED SIMULTANEOUS LOAN RATE Proposed Insured: Policy or Policies to be issued: ALT A Loan Policy Proposed Insured: Amount: $1,oso,000.00 Premium: $ 1,800.00 Tax: 158. 40 Amount: Premium: $0.00 Tax: Amount $0. 00 Premium: Tax: 2. The estate or interest in the land which is covered by this Commitment is: FEE SIMPLE 3 . Title to th(; r.:state or interest in the land is al the effective date hereof vested in: SEE ATTACHED VESTING EXHIBIT 4. • Thi.; !anJ rdi.::rn.:d tu in this Commitment is desc:il-n:d as follows: SEE .ll.TTACHED LEGAL DESCRIPTION EXHIBIT t'O'vl\11\IDl/l CHIC'.AGO TITLE INSURANCE COMPANY A.L.T A. COMMITMENT SCHEDULE A (Continued) VESTING EXHIBIT (Paragraph 3 of Schedule A continuation) Order No.: 1161834 Your No.; J ' M IAND D£vtL0PK:NT CHARLES G. AND BEITY L. RATZSCH FAMILY REVOCABLE LIVING TRUST, DATED THE 7TH DAY OF JUNE 1999, CHARLES G. RATZSCH AND BETTY L. RATZSCH AS TRUSTEES, AS TO LOT 2 OF SAID PREMISES; AND WILLIAM A. BLISS, AND VIOLET F. BLISS, TRUSTEE OF THE VIOLET F. BLISS REVOCABLE LIVING TRUST DATED JULY 13, 1999, AS TO LOT 3 OF SAID PREMISES UIIG\liU TITLE l'JSURANCE COMPANY CHICAGO TITLE INSURANCE COMPANY A.L.T A. COMMITMENT SCHEDULEA (Continued) Order No.: 1161834-.. Your No.: J • • LAHD" DKVILOPIIDT LEGAL DESCRIPTION EXHIBIT (Paragraph 4 of Schedule A continuation) LOTS 2 AND 3, KING COUNTY SHORT PLAT NUMBER 675015, RECORDED UNDER RECORDING NUMBER 7509050645, IN KING COUNTY, WASH!NGTON. CHICAGO TITLE INSURANCE COMPANY A.L.T A. COMMITMENT SCHEDULEB Order No.: 1161634 Your N€1.: ., • • t.A>m DEWLOPKnff Schedule B of the policy or policies to be issued will contain exceptions to the following matters unleM the same are disposed of to the satisfaction of the Company. GENERAL EXCEPTIONS A. Rights or claims of parties in possession not shown by the public records. B. Encroachments, overlaps. boundary line disputes, or other matters which would be disclosed by an accurate survey a.nd inspection of the premises. C. Easements, or c1a.ims of easements.. not shown by the public records. D. Any lien, or right to a lien, for contributions to employee benefit funds, or for state workers' compensation, or for services, labor, or material heretofore or hereafter fnrn.i.slt.ed, all a.s imposed bylaw, and not &bown by the public records. E. Taxes or special assessments which are not shown as existing liens by the public records. F. Any service, installation, connection, maintenance, tap, capacity or construction charges for sewer, water, electricity, other utilities, or garbage collection and disposal. G, Reservations or cxceptions in patents or in Acts authorizing the issuance thereof; Indian tribal codes or r-egulations, Indian treaty or aboriginal rights, including easements or equitable servitudes. H. Water rights, claims, or title to water. I. Defects, liens, encumbrances, adverse claims or other matters, if any,created. first appearing io the public records. or attaching subsequent to the effective date hereof bnt prior to the date the proposed insured acquires of record for value the estate or interest or mortgage thereon covered by this Commitment. SPEClAL EXCEPTIONS FOLLOW W[ ·1Ar1 )\il!IIRIJA,l>'"l CHICAGO TITLE INSURANCE COMPANY A.L.T A. COMMITMENT SCHEDULEB (Continued) Order No.: 0011618:34 Your No.: SPECIAL EXCEPTIONS "' 1. EASEMENT AND THE TERMS AND CONDITIONS THEREOF': GRANTEE: PURPOSE: AREA AFFECTED: RECORDED: RECORDING NUMBER: PUGET SOUND POWER & LIGHT COMPANY ELECTRIC TRANSMISSION AND/OR DISTRIBUTION SYSTEM AS CONSTRUCTED AUGUST 25, 1963 5615528 B 2. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: GRANTEE: PURPOSE: AREA AFFECTED: RECORDED: RECORDING NUMBER: CHARLES G. RATZSCH AND BETTY L. RATZSCH, HIS WIFE SEPTIC DRAINAGE LINES WESTERLY PORTION OF LOT 3 DECEMBER 12, 1980 8012120768 c 3. COVENANTS, CONDITIONS, RESTRICTIONS, EASEMENTS, NOTES, DEDICATIONS AND SETBACKS, IF ANY, SET FORTH IN OR DELINEATED ON SAID SHORT PLAT. D 4. RESERVATIONS AND EXCEPTID~S CONTAINED IN DEED FROM NORTHERN PACIFIC RAILROAD COMPANY: RESERVING AND EXCEPTING FROM SAID LANDS SO MUCH OR SUCH PORTIONS THEREOF AS ARE OR MAY EE MI:t-."ERAL LANDS OR CONTAIN COAL OR IRON, AND ALSO THE USE AND TIIE RIGHT AND TITLE TO THE USE OF SUCH SURFACE GROUND AS MAY BE NECESSARY FOR GROUND OPERATIONS AND THE RIGHT OF ACCESS TO SUCH RESERVED AND EXCEPTED MINERAL LANDS, INCLUDING LANDS CONTAINING COAL OR IRON, FOR THE PURPOSE OF EXPLORING, DEVELOPING AND WORKING THE SAME. RECORDING NUMBER: 192430 AMENDMENT AND/OR MODIFICATION OF SAID RESERVATION: RECORDED! RECORDING NUMBER: FEBRUARY 13, 1935 2841227 CLTACMlll/lt!lA/09\)<I CHICAGO TITLE INSURANCE COMPANY A.L.T A. COMMITMENT SCHEDULEB (Continued) Order No.: 1161B34 Your No.: J 5' N t.1.m1 iisvi:r.oPXDl'T SPECIAL EXCEPTIONS , 5. CITY OF RENTON, ORD:NANCE NUMBER 4612, ESTABLISHING AN ASSESSMENT DISTRICT FOR SANITARY SEWER SE~VICE AND ESTABLISHING THE AMOUNT OF THE CHARGE UPON CONNECTION TO THE FACILITIES, RECORDED UNDER RECORDING NUMBER 9606210966. a 6. RIGHT TO MAKE NECESSARY SLOPES FOR CUTS OR FILLS UPON PROPERTY HEREIN DESCRIBED AS GRANTED IN DEED: GRANTEE: RECORDED: RECORDING NUMBER: KING COUNTY JULY 31, 1975 7507310043 H 7. PAYMENT OF THE REAL ESTATE EXCISE TAX, IF REQUIRED. THE PROPERTY DESCRIBED HEREIN IS SITUATED WITHIN THE BOUNDARIES OF LOCAL TAXING AUTHORITY OF CITY OF RENTON. PRESENT RATE IS 1.78%. ANY CONVEYANCE DOCUMENT MUST BE ACCOMPANIED BY THE OFFICIAL WASHINGTON STATE EXCISE TAX AFFIDAVIT. THE APPLICABLE EXCISE TAX MUST BE PAID AND THE AFFIDAVIT APPROVED AT THE TIME OF THE RECORDING OF THE CONVEYANCE DOCUMENTS . z 8. GENERAL AND SPECIAL ~AXES AND CHARGES, PAYABLE FEBRUARY 15, DELINQUENT IF FIRST HALF UNPAID ON MAY 1, SECOND HALF DELINQUENT IF UNPAID ON NOVEMBER 1 OF THE TAX YEAR (AMOUNTS DO NOT INCLUDE INTEREST AND PENALTIES) : YEAR, TAX ACCOUNT NUMBER: LEVY CODE: ASSESSED VALlJE-LAND: ASSESSED VALUE-IMPROVEMENTS: GENERAL & SPECIAL TAXES: 2005 152305-9193-09 2104 $ 97,000.00 $ 97,000.00 BILLED: $ 2,318.29 PAID: $1,159.15 UNPAID: $ 1,159 14 NOTE: IF THE TAX J>J,;QUNT IS NOT EVENLY DIVISIBLE INTO TWO PAYMENTS, Cl."l1'0IB2/RDA/ln99 CHICAGO TITLE INSURANCE COMPANY A.L.T A. COMMITMENT SCHEDULEB (Continued) Order No.: 1161834 Your No.: :r " 111 I.Um DIEVJ:LOP'klln' SPECIAL EXCEPTIONS KING COUNTY WILL REQUIRE THE HALF PAYMENT BE ROUNDED UP TO THE NEXT CENT. FAILURE TO ROUND UP THE HALF PAYMENT MAY RESULT IN REJECTION OF THE TAX PAYMENT BY THE COUNTY. v AFFECTS: LOT 2 9. GENERAL AND SPECIAL TAXES A."ID CHARGES, PAYABLE FEBRUARY 15, DELINQUENT IF FIRST HALF UNPAID ON MAY l, SECOND HALF DELINQUENT IF UNPAID ON NOVEMBER l OF THE TAX YEAR (AMOUNTS DO NOT INCLUDE INTEREST AND PENALTIES): YEAR: TAX ACCOUNT NUMBER: LEvY CODE: ASSESSED VALUE-LAND: ASSESSED VALUE-IMPROVEMENTS: GENERAL & SPECIAL TAXES: 2005 152305 9035-01 2104 $ 130,900.00 $ 82,000.00 BILLED: $ 1,438.09 PAID: $ 167.25 UNPAID: $ 1,270.84 NOTE: IF THE TAX AMOUNT IS NOT EVENLY DIVISIBLE INTO TWO PAYMENTS, KING COUNTY WILL REQUIRE THE HALF PAYMENT BE ROUNDED UP TO THE NEXT CENT. FAILURE TO ROUND UP THE HALF PAYMENT MAY RESULT IN REJECTION OF THE TAX PAYMENT BY THE COUNTY. L AFFECTS: PORTION OF LOT 3 .N 10. GENERAL AND SPECIAL TAXES AND CHARGES, PAYABLE FEBRUARY 15, DELINQUENT IF FIRST HALF UNPAID ON MAY:, SECOND HALF DELINQUENT IF UNPAID ON NOVEMBER 1 OF THE TAX YEAR lAMOlTh"TS DO NOT INCLUDE INTEREST AND PENALTIES) : YEAR: TAX ACCOUNT NUMBER: LEVY CODE: ASSESSED VALUE-LAND: ASSESSED VALUE-IMPROVEMENTS: 2005 152305-9035-B'li 2104 $ 39,100.00 $ 0.00 c:!.T ,1,CMH2 /RDA/f1'J9'1 • CHICAGO TITLE INSURANCE COMPANY A.LT A. COMMITMENT SCHEDULEB (Continued) OrderNo.: 1161834 Your No.: J " • LAKD DnJ:t.ePKKHT SPECIAL EXCEPTIONS GENERAL & SPECIAL TAXES: BILLED: $ 469.62 $ 234.81 $ 234.81 PAID: UNPAID: AFFECTS: REMAINDER OF LOT 3 ~MORTGAGE AND THE TERMS AND CONDITIONS THEREOF: MORTGAGOR: MORTGAGEE: AMOUNT: DATED: RECORDED: RECORDING NUMBER: CHARLES G. RATZSCH AND BETTY L. RATZSCH, HIS WIFE EVERETT RATZSCH AND FRANCES RATZSCH, HIS WIFE $ 27,312.74 NOVEMBER 11, 1981 DECEMBER 23, 1981 8112230386 THE AMOUNT NOW SECURED BY SAID MORTGAGE AND THE TERMS. UPON WHICH THE SAME CAN BE DISCHARGED OR ASSUMED SHOULD BE ASCERTAINED FROM THE HOLDER OF THE INDEBTEDNESS SECURED. o AFFECTS: LOT 2 I' 12. TERMS, POWERS, CONDITIONS, AND LIMITATIONS OF THE TRUST UNDER WHICH TITLE IS HELD. A COPY OF THE TRUST AGREEMENT AND ANY AMENDMENTS THERETO MUST BE SUBMITTED TO THE COMPANY FOR REVIEW. O IF THE PROPERTY WHICH 1S THE SUBJECT OF THIS TRANSACTION CONSTITUTES MORE THAN 25 PER CENT OF THE NET FAIR MARKET VALUE OF THE TRUST PRINCIPAL, PROOF MUST BE FURNISHED THAT THE TRUSTEE .fiAS COMPLIED WITH THE 20 DAY NOTICE TO THE BENEFICIARIES OF THE NATURE AND TERMS OF THE INTENDED TRANSACTION AS PROVIDED BY RCW 11 .100 .140. R AFFECTS: LOT 3 s 13. TERMS, POWERS, CONDITIONS, AND LIMITATIONS OF THE TRUST UNDER WHICH TITLE IS HELD. A COPY O? THE TRU.ST AGREEMENT AND ANY AMENDMENTS ("LTACMB2/RDA/(JH; CHICAGO TITLE INSURANCE COMPANY A.L.T A. COMMITMENT SCHEDULEB (Continued) Order No.: 1161834· Your No.: J " • LAXD DSVJ:WPDNT SPECIAL EXCEPTIONS THERETO MUST BE SUBMITTED TO THE COMPANY FOR REVIEW. T IF THE PROPERTY WHICH IS THE SUBJECT OF THIS TRANSACTION CONSTITUTES MORE THAN 25 PER CENT OF THE NET FAIR MARKET VALUE OF THE TRUST PRINCIPAL, PROOF MUST BE FURNISHED THAT THE TRUSTEE HAS COMPLIED WITH THE 20 DAY NOTICE TO THE BENEFICIARIES OF THE NATURE AND TERMS OF THE INTENDED TRANSACTION AS PROVIDED BY RCW 11.100.140. u AFFECTS: LOT 2 v l4. RIGHT, TITLE AND INTEREST OF C. EVERETT RATZSCH AND FRANCES M. RATZSCH, AS TRUSTEES, AND THEIR SUCCESSOR TRUSTEES OF THE C. EVERETT RATZSCH AND FRANCES M. RATZSCH REVOCABLE LIVING TRUST, DATED OCTOBER 9, 1990, GRANTEE ON THE FOLLOWING DESCRIBED INSTRUMENT; RECORDED: RECORDING NUMBER, GR.ANTOR: AUGUST 13, 1998 9808130749 C. EVERETT RATZSCH (AKA EVERETT RATZSCH) AND FRANCES M. RATZSCH {AKA FRANCES RATZSCH), HUSBAND AND WIFE ON THE DATE OF SAID INSTRUMENT THE GRANTOR HELD NO RECORD INTEREST IN SAID PROPERTY AND HAS SINCE ACQUIRED NO RECORD INTEREST. ~ AFFECTS: LOT 2 ir: 15. TITLE IS TO VEST IN J & M LAND DEVELOPMENT, AND WILL THEN BE SUBJECT TO THE FOLLOWING MATTERS SHOWN AT PARAGRAPH (SJ 16. Y 16. THE PROPOSED DEED OF TRUST OR MORTGAGE MUST BE AUTHORIZED BY RESOLUTION OF THE DIRECTORS OF J & M LAND DEVELOPMENT, AND A COPY SUBMITTED. 17. THE MOBILE HOME OR MANUFACTURED HOME (AS DEFINED IN RCW 46.04.302) LOCATED OR TO BE LOCATED ON THE REAL PROPERTY DESCRIBED HEREIN IS SUBJECT TO LICENSING AND TITLE REGISTRATION BY THE DEPARTMENT OF MOTOR VEHICLES PURSUANT TO RCW. 46.12.290. SAID MOBILE OR MANUFACTURED HOME IMPROVEMENTS WILL BE EXPRESSLY CLTA.DAB2/IWA/W.,, CHICAGO TITLE INSURANCE COMPANY A.L. T .A. COMMITMENT SCHEDULEB (Continued) Order No.: 1161834· Your No.: J , x t.AJ11J DSVZI.Ol'KD'I' SPECIAL EXCEPTIONS EXCEPTED FROM THE LEGAL DESCRIPTION AND NOT INSURED BY THE POLICY UNLESS THE CERTIFICATE OF TITLE IS ELIMINATED AND THE MOBILE HOME IS CONVERTED TO REAL PROPERTY AS REQUIRED BY RCW 65.20. A MANUFACTURED HOME TITLE ELIMINATION APPLICATION SHOULD BE OBTAINED FROM THE DEPARTMENT OF LICENSING. THE APPLICATION MUST BE SIGNED BY THE REGISTERED AND LEGAL OWNERS OF THE MOBILE HOME, THE OWNER OF THE LAND, THE CITY OR COUNTY BUILDING PERMIT OFFICE, APPROVED BY THE DEPARTMENT OF LICENSING, AND RECORDED OR AVAILABLE FOR RECORDING. EVIDENCE MUST BE SUBMITTED THAT PERSONAL PROPERTY TAXES ON THE MOBILE HOME HAVE BEEN PAID TIIROUGH THE CURRENT YEAR AND PERSONAL PROPERTY TAXES FOR NEXT YEAR, IF SUBJECT TO ASSESSMENT, HAVE BEEN PAID. PLEASE CONTACT YOUR TITLE OFFICER IF THE MOBILE OR MANUFACTURED HOME IS NOT TO BE CONVERTED TO REAL PROPERTY. AB AFFECTS: LOT 2 AC /_~CCORDING TO THE APPLICATION FOR TITLE INSURANCE, WILLIAM BLISS AND ~~IOLET BLISS ARE NOW DECEASED, HOWEVER, WE FIND NO DISPOSITION OF THEIR INTEREST OR EVIDENCE OF DEATH IN KING COUNTY. AD 19. THE LEGAL DESCRIPTION IN THIS COMMITMKN'l' IS BASKD ON INFORMATION PROYrDBD WITH THE APPLICATION AND THE PUBLIC RECORDS AS DBPINED IN THE POLICY TO ISSUE. THE PARTIES TO THB PORTHCOMING TRANSACTION MUST NOTIFY THB TITLB INSURANCE COMPANY PRIOR TO CLOSING IF TBB DESCRIPTION DOES NOT CONFORM TO THEIR EXPECTATIONS. AE 20. TO PROVIDE AN EXTENDED COVERAGC LENDER'S POLICY GENERAL EXCEPTIONS A THROUGH D WILL BE CONSIDERED WHEN OUR INSPECTION AND/OR REVIEW OF SURVEY, IF REQUIRED, IS COM?LETED. A SUPPLEMENTAL COMMITMENT WILL FOLLOW. AT NOTE 1: EFFECTIVE JANUARY 1, 1997, DOCUMENT FORMAT AND CONTENT REQUIREMENTS HAVE BEEN IMPOSED BY WASHINGTON LAW. FAILURE TO COMPLY WITH THE FOLLOWING REQUIREMENTS MAY RESULT IN REJECTION OF THE DOCUMENT BY THE COUNTY RECORDER OR IMPOSITION OF A $50.00 SURCHARGE. FIRST PAGE OR COVER SHEET REQUIREMENTS: CLTACM8</RDA/l'ffl CHICAGO TITLE INSURANCE COMPANY A.L.T A. COMMITMENT SCHEDULEB (Continued) Order No.: 1161834- Your No.: :r " • LARD DBYJ:LOPDHT SPECIAL EXCEPTIONS 3" TOP MARGIN CONTAINING NOTHING EXCEPT THE RETURN ADDRESS. l" SIDE AND BOTTOM V.ARGINS CONTAINING NO MARKINGS OR SEALS. TITLE(S) OF DOCUMENTS. RECORDING NO. OF ANY ASSIGNED, RELEASED OR REFERENCED DOCUMENT(S). GR.ANTORS NAMES (AND PAGE NO. WHERE ADDITIONAL NAMES CAN BE FOUND) . GRANTEES NAMES (AND PAGE NO. WHERE ADDITIONAL NAMES CAN BE FOUND) , ABBREVIATED LEGAL DESCRIPTION (AND PAGE NO. FOR FULL DESCRIPTION), ASSESSOR'S TAX PARCEL NUMBER(S). RETURN ADDRESS ( IN TOP 3" MARGIN) , **A COVER SHEET CAN BE ATTACHED CONTAINING THE ABOVE FORMAT AND DATA IF THE FIRST PAGE DOES NOT CONTAIN ALL REQUIRED DATA. ADDITIONAL PAGES: l" TOP. SIDE AND BOTTOM MARGINS CONTAINING NO MARKINGS OR SEALS. ALL PAGES: NO STAPLED OR TAPED ATTACHMENTS. EACH ATTACHMENT MUST BE A SEPARATE PAGE. ALL NOTARY AND OTHER PRESSURE SEALS MUST BE SMUDGED FOR VISIBILITY. FONT SIZE OF 8 POINTS OR LARGER. ALL INFORMATION MUST BE LEGIBLE AND CAPABLE OF BEING IMAGED. THE FOLLOWING MAY BE USED AS AN ABBREVIATED LEGAL DESCRIPTION ON THE DOCUMENTS TO BE RECORDED TO COMPLY WITH THE REQUIREMENTS OF RCW 65.04. SAID ABBREVIATED LEGAL DESCRIP7ION IS NOT A SUBSTITUTE FOR A COMPLETE LEGAL DESCRIPTION WHICH MUST ALSO APPEAR IN THE BODY OF THE DOCUMENT: LOTS 2 AND 3, KING COUNTY SHORT PLAT NUMBER 675015, RECORDING NUMBER 75090S064S. END OF SCHEDULB B \LT/\CMDJ/RDA/Wi"I CHICAGO TITLE INSURANCE COMPANY A.L.T A. COMMITMENT SCHEDULEB (Continued) Order No.: 1161834. Your No.: J " • LAHD DKVIILOndlHT SPECIAL EXCEPTIONS THE FOLLOWING PARTIES HAVE BEEN SENT A COPY OF THIS COMMITMENT: CTI/RENA SAUNIER 3/1 CASCADE COMMERCIAL SCOTT BLANKENSHIP JOHN L . SCOTI MARC ROUSSO J ~ M DEVELOPMENT 1/1 1/1 1/1 CHAD ARMOUR, LLC 6500 1261" Avenue S.E. Bellevue, Washington 98006-3941 (425) 641-9743 (425) 643-3499 (fax) chad@chadarmour.com August 16, 2006 Job Number 06-048 Mr. Marc Rousso J & M Land Development P. 0. Box 2566 Renton, Washington 98056 Subject: Bliss Wetland Reconnaissance Report Parcel No. 152305-9035 Renton, Washington Dear Mr. Rousso: We are pleased to present the results of our wetland reconnaissance for the above- referenced property (site) located in Renton, Washington. The work was accomplished in accordance with your verbal request. The purpose of the work is to assess the potential for wetlands or streams to be present on and near the site. SUMMARY OF FINDINGS There do not appear to be any wetlands or streams present on the site. , .. A depression in the northeast corner of the site supports vegetation adapted to wetland conditions and appears to function as a defacto stormwater detention pond. It occupies a natural low spot with the north side now a rockery and the east side now fill material. The lack of hydric soil indicators suggests that wetland hydrology is also not present. An area adjacent to the southeast corner of the site exhibits vegetation typically found in wetlands. If this area does function as a wetland and it is large enough, then it would likely be a Category 3 wetland with a 25 foot-wide buffer. BACKGROUND INFORMATION We understand that you are considering purchasing this site. The site is composed of one parcel located at 330 Bremerton Avenue (Attachment A-Sketch Map). This 1.59 acre site is the location of two sing! e-family homes, several small sheds, mowed lawn. a garden, and native, fruit, and ornamental trees. The King County iM ap indicates that no wetlands or streams are present on or near the site. An unclassified stream is mapped about 1 ,200 feet east of the site. A Class 2 wetland is mapped about 500 feet east of the same. There is one soil type mapped on the site; Alderwood gravelly sandy loam. Alderwood soils are moderately well drained and have a weakly to strongly consolidated hardpan at a depth of 24 to 36 inches. They formed in glacial deposits on flat to steep slopes. In a representative profile, the surface layer is very dark brown (10YR 2/2) to dark brown (10YR 4/3) gravelly sandy loam. The B horizon is grayish brown (2.5Y 5/2) gravelly sandy loam. Alderwood gravelly sandy loam is not a listed hydric soil. C:/J&M/Bliss/Wetland Reconnaissance.doc Chad Armour. LLC 08/16/06 Wetland Reconnaissance King County, Washington EXISTING CONDITIONS J&M Land Development We visited the site on August 11, 2006 to check for the presence of wetlands and streams on and adjacent to the site. Site Description Most of the site is dominated by mowed grass and widely-scattered mature trees. Also present are fruit trees and ornamentals. The southern 80 percent of the site is relatively level. There is a swalethat parallels the northern site boundary. The bottom of the swale is about 7 to 9 feet lower that the property to the north. With the exception of the east end of this swale, the swale exhibited upland conditions. The site is bounded by commercial properties to the north and a filled parcel to the east. Single-family homes on relatively small lots are located southeast of the site. Single- family homes on moderate-sized lots are located to the south and west, and to the west the area will soon support single-family homes on relatively small lots. On-Site Depression The northeast corner of the site appears to function as a stonmwater detention pond, although it does not appear to be designed as such. The southern slope is confining and natural. The northern side of the depression is a rockery apparently constructed when the commercial property to the north was developed. The eastern side of the depression is com posed of fill material that was imported in the recent past. The western side of the depression is open and a part of the swale previously described. The north and east walls of the depression are about 6 to 7 feet tall. We assessed the depression in the northeast corner of the site. This area is dominated by shrubs including Sitka willow ( Sa/ix sitchensis) and hardhack ( Spiraea douglasii). Also present is red-osier dogwood ( Camus stolonifera). These plant species are rooted in more than 14 inches of very dark brown ( 1 OYR 2/2) loamy fine sand with no hint of mottles. The presence of water stained leaves suggests that standing water was present in the bottom of the depress ion some time last year. However based on the absence of wetland hydrology indicators (oxidized root channels) and hydric soil indicators (low chroma matrix in conjunction with mottles), we assume that wetland hydrology is not present for more than 30 consecutive days during the growing season (Attachment B-Plot ID SP-1). Off-Site Wet Areas An area dam inated by plant species adapted to wetland conditions is located adjacent to the site near its southeast corner (Sketch Map). Here we observed a large black cottonwood tree (Popu/us balsamifera). Also present are Scouler's willow (Sa/ix scou/eriana), hardhack, red alder (A/nus rubra), black cottonwood saplings, and reed canarygrass (Phalaris arundinacea). This shallow depression is narrow {about 25 to 30 ft wide) and extends an unknown distance to the south. We did not observe any culverts near the southeast corner of the site. CONCLUSIONS There are no wetlands or streams present on the Bliss site. Although standing water accumulates in the depression I ocated in the northeast car ner of the site, the absence of C:/J&M/Bliss/Wetland Reconnaissance.doc 2 08/16/06 Chad Armour, LLC Wetland Reconnaissance King County, Washington J&M land Development wetland hydrology and hydric soil indicators indicate that this depression does not function as a wetland. It is possible that the shallow depression located adjacent to the southeast corner of the site functions as a wetland. If this plant community functions as a wetland and it is larger than 2,200 square feet, then it would likely be classified as a Category 3 wetland. The standard buffer for Category 3 wetlands is 25 feet. LIMITATIONS Wort< for this project was performed, and this letter report prepared, in accordance with generally accepted professional practices for the nature and conditions of the work completed in the same or similar localities, at the time the work was performed. It is intended for the exclusive use of J & M Land Development and their assigns for specific application to the referenced property. This report is not meant to represent a legal opinion. No other warranty, express or implied, is made. It should be noted that Chad Armour relied on information provided by others indicated previously. Chad Armour can only relay this information and cannot be responsible for its accuracy or completeness. Also note that delineating critical areas and assessing functions and values are inexact sciences. Biological professionals may disagree on the precise location of critical area boundaries, their functions, and classification. The final determination of these characteristics is the responsibility of the permitting authority. Accordingly, the wetland assessment and delineation performed for this study, as well as the conclusions drawn in this report, should be reviewed by the appropriate permitting authority prior to committing to detailed planning and design activities. Any questions regarding our work and this report, the presentation of the information, and the interpretation of the data are welcome and should be referred to the undersigned. Sincerely, Chad Armour, LLC ~4-- Chad Armour Principal Attachment A -Sketch Map Attachment B -Data form Cc/J&M/Bl1ssM'etland Reconnaissance.doc Chad Armour. LLC 3 08/16106 ATTACHMENT A Sketch Map I of I @ King County r--- ' 'J /m,-/ i--:.-...---'---.------·-···-····---·-·· r '~-- :!;;~ .... I . 1 1--r-j ~ .·, ,,.........:.'. ----·-· :;~~-·1 ! ["";::~L-1 l I -• C:,untyBLWl'!dil:ry x M::uni..t.i P<t;iilta ·-· #' .,_,, ,- I -- OF>;,;l'Oll,W; [J L..:illi;,, tlnO LJ'9<> f<l',c;:r'I _I'/ Sl.Nl.alTJlli 0 p,/V- ,.; t:,,--'r ~-r-, -,------ ;·/'. 1~UJ"rJ~i'!,l)r&r~;«l-.·=~==~ ,. ' . ,. ,., ''" ' ' .,,, ' ~.5-afl: .C:!~1:"1$.l --- CAO l-l!Jnll.,:r;· B.4-. -i._,_-1-.....i.,,-~ w_.r_1~ ;T~.e i!"lfi;xma!!Oli nid.:.1dod or. tffis map htts ~n compded by KIP;; Cc·x11y s:ta:i 1ro,n e v:an~ty of W'JC:e:1 ;.i:nd 1:> :!-t.bJec:I In c.T',a,'°IQ.-1:!. 'N\thovt Milw. King CO!¥lty JJ\flkes no ra,pr,e--aentations O! wilfntn!1es;, e:,:f'r,;;:s:,. or ""-Pi~. a:. 10 OC¢ut~)'. r.OIT1p1t1!enes:1., t,melin1t-1>S. or :~-s 'IO ll'MI ui;.e of $1JC;"l lnformaMrt King Counf:.,, :shall not be LmOit. fC1' d riy gcr>?r31, .$p(!Cii:l, indlTtrCt in·.;.;dental. Of CC;;i~eQLll.!'1tia.l jdamages inc/\..il]ll"IQ,. bt.11 no1 hmlled to .. ~1 niven~ or los1 Profj1;<, , ,t•,s,;/\1rig f;om tr-q use Ot mHn.;t.e of the 1r,formak:;t1 tc'";l-<l;r.ed on lhi5. \map. Ar.y saf;e of lhfS. map or rnl«ml'lt(,(I on lhis m.?p is "'°h1bllr:::d except by wr.1:(<ii perm1:ssf0n of l<ing: County [Daie. 8-1.5-2006 Source: King Counly if,./,.AP. SC'1$/fNE'I AJe..'lS (h!\p //www.rnetrm;cgovtGISlifAAP) ;coMMENTS: Sketch Map Dlit:a Sito Ranlon, WashlPgton o .Sr"-I f.J 5, , .. J ,c__ /_ L,(_., 8/1512006 8:54 AM ATTACHMENT B Data Form DA TA FORM 1 (Reviud) Routine Wetland Determination (WA State Wetland Delineation Manual or 1987 oms Wetland Delineation t fanual C 1\ ) f Project/Site: Ql !_) LS5 Applican1Jowm:r; -s ,I-;V\. Le1 ~· ,,l D.(2..J .e.i.,r F ~s ' .,-... L 1 lnvesdearnt(s\: Ct .. J. ft r ·.;.•;:;;:u ,·, LL<..... Do Normal C1rcumsranc~ ex.ist on the sitt:? -( ves : no --· -./ ls !he site siin,ficantly disturbed (atypical situation)? ,.,...-', no u-=.·~./ ls the area a potential Problem Area? ye$ Cn0 Exolanation of •"'~icltl or oroblcm area: VEGETATION (For strata. indicate T = tree: S = shrub: H = herb: V = vine) Dominant Plant Sr.1'\cie.s. Stratum <if-. cover Indicator Dominant Phmt Srn"cie.s l.s.. ),, 51G.~1io?vi '$d:. f Cfo r=-r1 <L-~' So-116<"'-do,.,_., \4. ..s qo '~/\ , •. j r ( IJ, ~.,_.,. ' ~ (1'~~ ;; -/t> /,. ,;. f <:> JD F-;:.:c,-:, I I HYDROPHYTIC VEGETATION INDICATORS: % of dominants OBL. FACW, & FAC )D[J Check all indicators that apply & explain below: Datt:: Ff)u)IJ6 County: /<' •·" \ State: t,.,-1 A''j Sff/R: Comn1unity ID: Transect ID: Plot JD: P-1 Stratum C/c cover I Visual obser\'ation of plant species growing ,n PhysiologkuVrcproductivc:: adaptations. areas of prolonged inundation/saturation --Welland plant databa,e Morphological adaptations --· Personal knowledge of regional p!anl communitic:s Technical Literature Other (exnlain) Hydrophytk vegetation present? ~) no Rationale ror decision/Remarks: lndic.a1or ~ -- --- -· HYDRO!,Q~Y Is it the growing season? 6) no \Valer Marks: yes (fl.V Sediment Deposit,:: ycz::-no) ""'-..c:._ Based on: ""'ii temp (record temp ! ,/ other (exolain) . , ;] ,d ·:. Dept of inundation: ,._~,,..; inches Depth to free water in pit: ~inches Death to saturated soil: ~inches Check all !hat apply & e,plain below: Stream. lake or gage data: . \erial ohQ\rn:raohs: ' 0 \\ elland h) drolog_v pre~enl. Rationale for dc:ci:-ion/Remarks: --Other: // ,,.,~- ~-on I Drift Lines: yes~J Drainage i?~ttcrns: ~no Oxidized Root (live roots) Local Soil Sun•ey: yes~ O.annels <12 in. ve.s /nD FAC Neutraf: yes no \Vater-stain~ Lcave,:::_':g)no Other (explain): i/ ' /'(,'1..::!,t;W f .~ r~-:,,.·~1.. . ~ ~ """' ' "'·~ '.5 <- ,;,.,!:.( )1'--4-{.,..p <: ;;~, ...... ;__, i 1 . . SOILS Map Unit Name -1...lLJ!"L-=~==-:,_£\:f-==f-'". ,, ,< / (Series & Phase) /,,,. .. , J, -lo J'S. D '> /Jp~· ; ' Field observations confirm Yes (No} ? .__.., Profile Description Depth Horizon Matrix color M<>tt!e col«s Mottle abundance Texture. concretions. Drawing ,of soll (inches) (Munsell (Munsell size & contrast structure, etc. profile moistl moist) (match descriQtion) /4-" t1 }[3 n1 ye 2-) :i. --}1.Jt:..-1 fi.¥ ~ '"'-·r, -··· "5,#. ,,,' J ... Vf' ''\ J I Hydric Soil Indicators: (check all that apply) N ··". ·" __ Histosol __ Matrix chroma ~ 2 with mottles __ Histic Epipedon __ l\1g or Fe Concrdions --Sulfidic Odor __ High Orgamc Content in Surface Layer of Sandy Soils __ Aquic Moisture Regime __ Organic Streaking in Sandy Soils __ Reducing Conditions __ Listed on National/Local Hydric Soils List Gleyed or Low-Chroma (=I) matrix Othu (exnlain in remarks) Hydric soils present? yes (20) (~~_], ,/, • _..,, '~-+-e"'"T Z, ..a.ct fl"' • I __..._. I ) l .-, ' Rationale for d~ision/Remarl<s: ;.o~ / tJ._J 5 \ I ,1 _)\ ~ ? i--.4 ;;.,· i } • 'j•.I-.C4i.;:, Wetland Determination (circle) Hydrophytic vegetation present 0 ('y~~) no Hydric soils present? -....~ (mi., ls the sampling point C:~) yes yes Wetland hydrolo<>v preseru? ves r'no, within a wetland? Rationale/Remarks: ,:{ e {) If. ./ .t,,.\J !0 '-y'} ·-~' C> /''. -" , .. ,,-f .j ./_.A-• !..' t, 1 h /1 ¢"-,,;.c_,.. I ' t--' -(:.' ''f~·l,,c 5t·'l) c..rr;,. ..¢,l.f.-·fr,· ,-4 .r•i..A"".F~ L~l ~ ~ <;'"= . 7 "' ,--1 '(DI(. Revised 4/97 U®®@~ T~~!F~D© ·C@INJ®!l:!J!bif ~!Nlli® TRAFFIC ENGINEERING • TRANSPORTATION PLANNING 1712 PAClflCAVENUE • SUITE 100 • EVERETT, WA98201 • PH: (425) 33H26II • FAX: (425) 258-2922 September 27, 2006 Mr. Neil Watts, Director City of Renton, Development Seivices Division 1055 S. Grady Way Renton, WA 98055 RE: Bremerton Avenue Townhomes; Traffic Volumes/Safety Assessment Dear Mr. Watts: . ; .-· .l Gibson Traffic Consultants (GTC) has been retained by Jaymarc Development to conduct a traffic assessment for the proposed Bremt;:rlon Avenue Townhomes project. The propcsed 26-lot townhomes site is located at 330 Bremerton Avenue NE opposite . Ridgeview Court in the City of Renton. GTC has reviewed the latest Site Plan, which shows a new Public Street opposite NE 3nl Court and a public alley about 150 feet north of3nl Court to provide access to the new 26 townhomes east ofBremerton Avenue. GTC has usedITE's Trip Generation report (7"' edition, 2003) to estimate weekday daily and PM peak trips to be generated by the proposed 26 townhomes and the 20 SFD homes under construction at Ridgeview Court. In this memorandum, we have estimated PM peak turning volumes at 1he various Bremerton Avenue access intersections as well as analyzed the offset/spacing issues for proposed access intersections. · Trip Generation: Using average trip rates from section 230 (Residential Condominiums or Towohomes) of the ITE manual, the proposed 26 townhomes (1H} would generate an · estimated 152 daily and 14 PM peak trips on an average weekday. The directional split during the critical PM peak hour would be 9 inbound trips and 5 outbound trips. The Ridgeview Court subdivision west of Bremerton Avenue on NE 3nl Court includes a total of20 single-family-detached (SFD) lots. Per section 210 (Single Family Residential) of the ITE manual, the 20 SFD homes would generate an estimated 191 daily and 20 PM peak trips (13 inbound and 7 outbound) on an average weekday. PM Peak Volumes at Access Intersections: The public alley would ·directly access 4 TII units and would also provide access to TH#7/#8 near the north boundary (see Conceptual Site Layout). All the other 16 TH units would likely use the new public street opposite 3nl Court. Thus, an estimated 73 % of site trips would use the public street to access Bremerton and 27 % would use the public alley. For Ridgeview Court, all site trips would access Bremerton Avenue via 3rd Court. AI; for the distribution of trips for both sites, the vast majority would arrive from and depart to the north on Bremerton Avenue. Estimated PM peak turning volumes at Bremerton Avenue intersections are summarized on the next page. COUNTS/SURVEYS • SITE IMPACTS • LOS ANALYSIS • BS • HEARINGS • SAFETY • SIGNALS • PARKING Street Approach NE 3roCourt Public Street Public Alley EB Left 7 NIA NIA WBRight NIA 4 l SB Left. NIA 7 2 SB Right 13 NIA NIA Offset Street Issue: The Site Plan for Bremerton Avenue Townhomes has been revised such that the Public Street would be located nearly opposite NE 3rd Colllt and the Public Alley to the north adjacent to the north bmmdary. The centerline of the Public Street would be 28.5 feet north of the centerline of 3!d Court, which is not ideal but better than prior plan with an 80-foot offset to the north. The centerline of the Public Alley is now located about 14 7 feet north of 3rd Court centerline, which nearly satisfies the City of Renton's current standard of150 feet for intersection spacing. For the prior plan, the proposed alley was located 38 feet south of 3rd Court which is a less desirable offset than the 28.5-foot offset between 3nl Court and the Public Street for the current Site Plan. fu. this case, the proposed 28.5-foot offset would not cause traffic operational/safety problems since there would not likely be "through" movements between 3rd Court and the Public Street. We trust that GTC's traffic assessment and this i,ummary letter address the City of Renton's concerns for the proposed Bremerton Avenue Townhomes project. Please call me at (253) 857-8840 if you have any questions. Thanks. Sincerely, GIBSON TRAFFIC CONSULTANTS, INC. Terry L. Gibson, P .E. President Attachment (Site Plan/Traffic Volumes) • . ·~ ~' ,.-~ .. r.:,,;,.;,,,~ . ..2,;;~,--·7;i.,,,,...,..-.1..,; , ~ --~.iEI: l!.111 ::aa:~1 ~J (Cl ;-. :..~.~ .);.: i.:,,_..·· ··'.)}/.'- ?J .. ... :.~::[,·~·} t": 1~1rrie~:::::rs .. , ...... ,. ·.· ...• , .. . l ·.: -ti :'~~:_: i .. ~001 > ,, ~ ~ 0 - .• D ll'I W "(' IIDt~~~~ ~--· ·---- .J :1 '·'- ·~ cl C ---·'.-?/~ -:~~~t~ _,,, _.., -i ,,, ,, ,J,.. JIIU!Llll)----==J!lll11g ·---llllJ --LJI i~ _ ~'ccJ.. elevation BUILDING G-H REAR Ele·,otion: G-H SIDE Elevation BUILDING G-H STREET I :s· 9 I' -·;l 're • , ._ o·· ',8 • I -o· io I,· la I,. lo I, I, lo :. I, I,. Elevation BUILDING & L REAR Elevation I & L SIDE 1,s·· ~ 1·-0· l/B" ~ I -o· lo I,· I, l,1 lo I, le-I,. [levotior. BUILDING J & K REAR E1e,oti,w, J & K SIDE 1//l I -1) l/B" : 1·-r I, I, 1,.-" I, I, 1 .. -:A'"c.> Elevation BUILDING & L STREET ,;e-~1-0 I, I, I,· 1 .• Elevation BUILDING J & K STREET 1 1 e • 1· -o· lo I, 1, '" •c•;··~ ,,oel -;':.:....':.''-' ~ ,o-,· , -~7/;J ---"-;\-_tf ...... °'i --''.;..!;~ J __,,, _,,, 'I •H"~ (/) ... 8 ... 3 I "' ' "' < j :j I 0 J u <I) "' 0 , ,i ' !\ ! 1: z 1§· ~ ~ "" 'O 1..., '"' v,r at1~ F"' ~ ~g -, . ...)...1...) wm~· ,,.,u A PORTION of the N.E. 1/4 & N.W. 1/4, SECTION 15, TOWNSHIP 23 N., RANGE 5 E .. W.M. -I II I L I '"";'i""a;":°'NG I l'I ~ I 111, I Cr • ·" II"""._." I <)II. I I I "" -.... ·······1 . . ""'••~""'Mt r-. ,,.I II .... , ' ' · ' . I -· ' ..,...,,lll'I .... S-rllUCt.- 1I. !Hf I ~--~~,:.....r"!II.~----=--_-.. ___ :-"' JI /ri.h1..U..--... ,.1 \11)1'\.~\1\{) nr.:;,,\.....1.1''11 1 2'.~.:~-.-.---;J~-,-:-------·.·--.-.·.·--=.,. '/~~!:."l:.<:.::.::t•• OU 1111 ........ NU Ml: it• -· ,,:r-r··,.... :11, ·· • "'' '~};~%..,~ _ _ ~,.ti' . L.ll""''" _. _. __ 41 . ----~ . ~ . -~-"!~":!!:_~.; ~ tt~·.;,··cr,-~111fl-.i .. L<tall(NI • ~ ,,-,' lO lll,Mrcl,. •"l. tot l (; .. ~ .. , I I ~· • ' ' ' e' t ' : I 1:} 1: ~ n. ':t. ~ ] .. 11=~" :1 I .1 -.. ., I .l,IJ I .. l ~.rr ... c-f:,, I 1 K•--~-.r.i.+f Din. 1• """'~/ : ··-··-;;... ;: . lilfil -_._ '7 -~-~-~----, a N( 3rd CT. I ··---~llln , :·!I ·~--1' ,: . m.-. rt I ~ 1 ( m:~.:ii'! ,:J<-'l 11 '' cJJ I' "'lf' t ~... ''11 111 ' " ~-I' II~ I ti ; fi 1 -·· ( ., ' 1• i 1,l • I ,I ,. !: \~~,~1111) i ,,...,,.,,,: ..... ~ ~ -u...;,,1 . ,r.-- 11' .... \.._ ~i I .. l 'J 'f I~ \..t"mAIUII ... ~ I• C>)M"(C-!'O i rvlllol;t"IOMI ,111'·~•,1111 FJ;-C:-.~I~ jl ,, ; ,~, r ~: -1 I t • I lf!J"o..--.'i1.1,__,;.,. , ... _ j_ .. _ .. ...,.._.._...,,. _,·.k.,;;, ·~ ., '"'-f if?'",,.-;-., -I I : !',. ~' ~~-?J . ::,:0:..;m"':.fr:~ ~ ' ,.:.-... I~ I 'I .-.-..\;~ I J.i I "'"" ..... """"'1111 .!j!,.. - 412 ~ "o ~1---1--H- 406 : 406 "/-1/ \ -;,~ ~'$,Tl' CR).mfe I CRAPHIC !CALI: U===I ,.-, I-•• II. -.... 7 I , $ $ .. ,._ 1·--i-·---- rn>. INTF:RIOR PU. T ROAO "'"" JClil.r ORAINME DETENTION: VAULT L[Y[L 2 0ETCT10N STANOAAO SU9SUAf' AC[ CONC. \/AULT \/AULT DIMENSIONS: M' x 42' x 7 ,0' DtCP TOP UD E:LEV: 408.0 0£SIGN !!O 'ffl. WAlER l£\(l: 40<.5 BOTTO'-! WATER L£V£L/OUTt.ET: J07.S VOLUME PROVIDED: 2S872 CF VOLUME REQOIA£0: 25820 CF' WATER QUALITY: W.:TVAULT YitT\IAULT 8£lOW OETEH1'0N STORAGE TOP wtTVAULT ELEY: J97.!S BOTTOM W£TP0ND ELEV: :Z9.l,S VOLUM[ PA,0,.,0[0: 7392 er VOLUME REQI.NRED: &710 CF Y[TVAUL T DIMENSIONS: M' • 21' x 4.0' DtCP l \ '12 410 406 0 z l!di ~Ada wlo, et:•~,l wi ~ ~ e I'~ e ~I: ~~1g i~ ~1 ,i l la 111 !ij •'t -;·· :r 1 : :1 .... ,..._. : ,,..11i'1•u ~-~\'~ ~ ,, 1 ·', DF.VECbPMENT PLANT\ ·. "ll CITY Oic FiENTOr,/ !\ let 1-1~-:., ·--1--,--1-1-1--1·-1--1--1-l--l--1¢:: 406 404 "" -.. --~" l ~1 Centro =.~..;-::-= : -Pointe I*! --·-; ~ Surveying I t--m;,,, 402 I-- 400 J96 1,00 2'00 PROFILE - 1·--t-I-l-t-1 J+OO 4+00 INJ1R.Cl,{,lk '3.-00P ROAD ,om,. -~ 404 402 ,oo ,.. DEC O 6 2006 L.- RECEIVED~ ::.!:.=a .. '.;; --L- • ..L- JAEGER ENGINEERING 9419 S. 204 PLACE -KENT, WASHINGTON 98031 PHONE (253) 850-0934 FAX (253) 850-0155 September 29, 2006 PRELIMINARY TECHNICAL INFORMATION REPORT BREMERTON A VE. TOWNHOMES PREPARED FOR: Jaymarc Development Marc Rousso P.O. Box 2566 Renton, WA. 98056 (206) 948-8899 PREPARED BY: James J. Jaeger, P.E. 26LOTS ATTACHED TOWNHOMES 330 BREMERTON A VE. NE RENTON, WA. TABLE OF CONTENTS I. OVERVIEW 11. CORE DRAINAGE REQUIREMENTS Ill. OFFSITE DRAINAGE IV. PREDEVELOPED DRAINAGE V. DEVELOPED DRAINAGE VJ. DETENTION VAULT DESIGN VII. CONVEYANCE SYSTEM VIII. EROSION CONTROL I. OVERVIEW The proposed Bremerton Ave. Townhome Plat is an application for a 26 lot single family attached residential subdivision situated on 2 existing lots with a total area of 1.80 acres. It is located on the east side of Bremerton Ave. NE. approximately 300' south of NE 4th St. This project will require preliminary plat approval. a conditional use permit, a site plan approval and a SEPA determination by the City of Renton. The site is zoned CA and is within the NE 4th St. Corridor Business District. The proposed product will be attached townhomes with a mixture of 2 and 3 unit buildings. Each unit will have its own lot. The surrounding properties to the north, east and west are also similarly zoned CA, with the property to the south being zoned R-8. The site is currently has 2 existing residences. All of the existing houses and garages/sheds will be removed. Both of the existing houses have driveways connected to Bremerton Ave. NE. A recently constructed plat, Ridgeview Court, is adjacent to the site, across Bremerton Ave. NE to the west. There are no wetlands. steep slopes or any sensitive areas on this site. There is a low depression along the north property line. This depression is approx. l O' deep and extends off-site to the north, with slopes up to the adjacent Bank drive-thru driveway. This depression will be filled. The depression was primarily formed by the filling of the property to the north (bank) and east {the grading for an approved multi-family development). A grading easement will be obtained from the adjacent property (Bank) to fill their portion. The steepest slope is approx. 25% along the south bank of the depression, northwest of the existing house. There are some similar slopes along the north side of the depression. The soils on the site are a silty sand, with some and silt loam. The site is dominated by residential landscaping with few trees. There are approx. 30 trees that are spread throughout the plat. The existing drainage from the north half of the site sheet flows into the depression. The existing drainage from the south half of the site sheet flows to the southwest corner of the site. The proposed use of the property as a 26 lot attached townhome residential subdivision will be consistent with the surrounding developments. All of the surrounding properties except for the parcels to the south, are developed. The proposed lots will range in size from the minimum of 1426 SF to a maximum of 3337 SF {including access and drainage easements). The density of the plat is 20.0 units per acre in the CA zone. Access to the new lots will be from a new internal public street that runs east/west and is connected to Bremerton Ave. NE. Within the plat. the public road turns to the north and is connected to a public alley that then turns to the west and connects to Bremerton Ave. NE, to complete an internal loop. There will be a short public road stub to the southeast with a private road extension to serve the southeastern portion of the development. The new streets are proposed to be 32' wide residential streets with a 42' right-of-way. The reduced ROW will be wide enough to accommodate the street and sidewalks on both sides. The reduced ROW width is needed to keep the net lot area at a maximum to stay under the maximum density. Eight joint driveways will be placed within easements and will be used to access most of the two unit buildings. Bremerton Ave. NE is currently improved on the west side (by Ridgeview Court) but not on the east side. The proposed plat will construct the east side of the street to complete the full road section. A new water main and sewer main will be installed in the new plat street and connect to existing mains in Bremerton Ave. NE. The water main will run through the site and be connected to a future water main in the multi- family project to the east. The water and sewer service is provided by the City of Renton. The site will require substantial grading for the proposed road. The depression will need to be filled for approx. 8' in depth. The building pads for the lots will also require some minor grading but nothing over 4 feet in depth. The main grading activity will be associated with the excavation for the detention vault and the fill for the depression. The estimated amount of grading is 500 CY for cut and 4000 CY for fill. It is anticipated that the site will use some of the cut material on-site, but the majority will be imported. Page 1 ol 2 King County Bulldlng and Land Development Division TECHNICAL INFORMATION REPORT(TIR) WORKSHEET PART 1 PROJECT OWNER AND PROJECT ENGINEER . PART 2 PROJECT LOCATION AND DESCRIPTION Project Owner-~ ma.re.· Otve.b Fi ~ Address P • 0 · /)0)( :z.51o<;, ge.i,,ro1-1 W4,. 9'oe>S Project Name \? r,,e.. 'Ii\ e.rfz>:0 LocaJion Township 2.3 N Range Sr-Phone 2ov> -"14 '\',-~ Project Engineer J~ Company ;Too ft:? ~()e,e,,-1!',j Address Phone '}J-('j .::S:: • zo+: ft. · l<Jt( WP. . 3 I Subdivision D Short Subdivision D Grading D Commercial ~Other C ,U, F I S1Te-::P'-t,.,\,J Sec1ion _,..lf'.,._c--- Project Size e, 3J f1;.. AC ~--- Upstream Drainage Basin Size 'o 8i'i AC PART 4 OTHER PERMITS : 0 OOFIGHPA 0 COE404 D ·ooE Dam Safety 0 FEMA Floodplain 0 COE Wetlands D Shoreline Management D Rockery 18:J: Structural Vaulls D Other D HPA PART 5 SIJE COMMUNITY AND DRAINAGE BASIN · · . · . . · .<:' Community OP Drainage Basin PART& SITECHARACJERlstics. · ·· .· . · .-. ·: · . ., 0 River----------- 0 Stream--------- 0 Critical Stream Reach ~ Depressions/Swales D Lake--------- . D Steep Slopes ---·---__ _ D Lakeside/Erosion Hazard i~~ ,: Additional Sheels At1atched D Floodplain ['1 Wetlands D Seeps/Springs D D JXl High Groundwater Table Groundwater Recharge Other Of£-site. Eros~o~ __ ffi.L ----·--·-- Erosive Velocities ~ ;:::;.., :::,---t --.,L~ L.L,_ .. __ King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIA) WORKSHEET -·,. -..... ,-··-·~·'•""'···.-··,, ;·1, ........ ,-,.-. .,... PART 8 DEVELOPMENT LIMITATIONS ' ' • I ~ - REFERENCE LIMIT ATION!SITE CONSTRAINT D D D D D D D Ch, 4. Downstream Analysis ~d.c!e--~~-~-~----+--+~-~--...P,----+c----- cl£-S1tc.... ~.---'--'-\l _ _,_N-=e=rJ=,-~~· -""""o-=-~-'--""-· '.....ci,W'-Lc'--~Jt~*----JvwY\~ ~g e • ffi~~ Additional Sheets Attatched PART 9 ESC REQUIREMENTS · MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION J8[' Sedimentation Facilities 0' Stabilized Construction Entrance ~ Perimeter Runoff Control ~ Clearing and Grading Restrictions ·~ Cover Practices _ ~ _ Coo,;_tructio_n Sequencei D Other -··· · · MINIMUM ESC REQUIREMENTS FOllOWING CONSTRUCTION ~ Slabilize Exposed Surface ~ Remove and Restore Temporaiy ESC Facilities c:81' Clean and Remove All Sill and Debris ~. Ensure Operation of Penmanent Facilities . \--' c,.,0 Flag Limtts of NGPES D .Other PART 10 SURFACE WATER SYSTEM . · . D Grass Lined Channel D Tank D lnfiltralion S. Pipe Syslem ~ Vault D Depression D Open Channel D Energy Disscpator D Flow Dispersal D D,y Pond D Wetland D Waiver :!>.:l Welflerid \/~ \T' D Stream-D Regional Detention Method of Analysis ~s -u.:ro.s- Compensalion/Mitigation of Eliminated Sile Storage NA BriefDescriplionofSyslemOperation , __ ;;; c::oh.h ~V)S 1:o &±e>f\b0r, Y~lt _,,t,._. W=...::ei::uc\JO..V=l'-'-'r------'...,_,_11'\'-'-'----'d.""'-'-'\ 3''-""-".,,,_0-...-c~C..~ O'( ST puoh C.. • ::>'j~ I 1\ Dv...ioJ\ !k.e_ Facility Related Site Limitations D Additional Sheets Attatched rE Reference Facility Limrta:ion ~ Casi in Place Vault D · Olher D Retaining Wall D Rocke,y > 4' High D Structural on SteEp Slope I or a civil enginocr under my supervision havo visitc-d tho site. ActuaJ site conditions as observed worn incorporated into this worksheet and the attatchments. To the best of my knowledge the information provided here is accurate. ~ Drainage Easement D Access Easement D Nalive Grow1h Protection Easement D Tract D Other I I i ' , • ' , • ' •' I , ' ··- , • NW 15-23-05 H --11'"-wrt ....... - ' •• " -' " " • - -\ -'j· ,I '/ • I ,, ., ---______________ U-_MAlllfOLO Ko. __ ,o 1/4 •. tll, ltlib.i_lla,-01[saw --,:: ·---- -_ '85.00 (S.P.J II iB-01 5' W S iHHa W IJQU"4U ;: ,;, ; ;_ mam-11· ,:: m1m-11· EST. 1886 ;;;~ :<: ma,m ·~1:111/ ~~~ R[HTON ORD. 3~ 4.580/391- ~ '-,---------------------r,'-45f514ff-------------------,-----------·--------,, <OIS/400 ,;,,c_ .C. iJlW "58/'5 - I JIIJ.09 m ~', : ,.,,, 11 88-01 8 W "' ,a (P) I LOT "B" "' l~OJJO SF 3.22 AC 0031 '.; I :;: I g ~ <~> 2J27S SF OOJ9 / ----~S ,N. ~ I "-0 <' I ./,i ' I i i • '"1 ,. 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"' tf·::; ..,16~ Q:~ a~-G: ,,-If' $'"" ,~~r ~ ..._\ ,.., .;'.\;~ i;, ·-~;;:;,,~ ·i\3' ~ ..,:-,:+= "\;~)-,;·,':,';) en ,. t;" 39io1 "' ~ 760# 3JJO/ 3JJOf mo/ Jaaof Jt90I 0110 om 0090 0080 0070 0060 0050 Jhl} 15.Ql J5.0l 35.01 J..2.. -0.01 41._0J __ .315.J_' l O.Ol '','"'' ,/~· :-;:: '\"·-~''<n .,. ma1 0040 _4.Q.. 0 I 2.26 AC 9a615# 0042 ::;:: ~ -I ':! u I -~\! z ~ nu ,Q :.:1 E; :r Ei:,..., 6, ~:: w~ ""11 :i ~ LO'f.1 fl w..., IJ a:;; ii al~ I U2 AC 11 I 9192 ,,· 1.59 AC !005 ~, t ,,,!)l.rr•. )Hq~ . --,-~,,..,,,...,_..,_, __ . ~-----:-:--~~:""'.i·-.. - .JO.DJ j 5~.~. 1 t!I: I ii~ .. ~--.. ~ " • ~·" r __ '·"·" -..... ,?enton " -·--!! .~ -~-.---'\!;_-..,_;-_ .. ~'" •\ .. ; "t\)'"" n'oo f 0030 4_QJJ_ i·" f' ,:: "\}::'· ~ '1;~-iro I Ja'oof ~ tot> 0020 ~ 26.18 ,,., 40.D1 13.57 <:!..? : ' : ... l t~ I 5 'Z.:,l)S' 'fil3.:> -r--·,u1. ·, ,ii .~ 'I-~ = 'c,'\ '1 ..g;'l .. ~v.,..., ,v UI Al IIOJ6 -, JOJ.!U .. ---..--,_, ... , ___ .,.._._-;+-H-•j' · ztt,• ,-mrr~-:_-;f- 10.u 1 .a, ~~ .~ :;; ;~ . ,,,,.,_ :::: 2.f'-"\'.\-11171 2'!' ~r -0271 ~·\, ,;;., ::: !OP Iliff 0280 N89-0B-05ll' 461.01 ~2 .. 9_7 __ NE 2ND er " ' ' ' ' ' ' ' !'l9Dif ~ 0240 :!. • -~· ' ,ll ... s, •. .;:~. ;J -~ -~ .._'\~,._.,u: -----,----•~o•• --- II. CORE DRAINAGE REQUIREMENTS 1. Discharge at Natural Location: The northern portion of the site currently sheet flows to the north and into the on-site depression. The southern half of the site is fairly flat, but would sheet flow to the southeast corner. There is an existing pond on the adjacent property to the south. just south of the southeast corner. The local collection point of all of this drainage, prior to recent construction, was the existing drainage system in Duvall Ave. NE, east of the site. The proposed drainage system will collect the runoff into a vault located at the southeast property corner and discharge it into a pipe that runs to the northeast corner. At this point, an off-site pipe will be placed in an easement and connect to the existing drainage system in Duvall Ave. NE. This is the same drainage system into which the existing site runoff eventually discharges. 2. Off-Site Analysis: An upstream and downstream drainage analysis has been performed and is detailed in section Ill of this report. 3. Runoff Control: This project is providing a 2005 King County level 2 standard flow control. This matches storm duration for the half 2 year through the 50 year storm event. It matches peak flows for the half 2 year event. The flow control will be accomplished using a detention vault with an orifice type flow restrictor. Additionally, the conservation flow control criteria is being applied to this project. This requires that the pre-developed site conditions be modeled as historic site conditions, or l 00% forest. 4. Conveyance System: The project will provide conveyance piping for the street drainage and the lot roof downspouts. The piping will be sized to handle the l 00 year developed storm event. 5. Erosion and Sedimentation Control Plan: An erosion control plan will be prepared and will be included with the engineering plans. This erosion control system will include silt fencing along the west, south and east property lines, a construction entrance, seeding & mulching and clearing limits. A sediment trap will be designed as part of the initial grading and development of the site. 6. Maintenance and Operation: The public road and alley will be dedicated to the City and maintained by the City. The private road, joint driveways and drainage vault will be maintained by the Homeowners Association. 7. Bonds and Liability: The appropriate bonding and insurance forms will be secured prior to any construction on the site. SPECIAL DRAINAGE REQUIREMENTS There are 12 special drainage requirements that may apply to any project. In this case, none of them apply to this project. Ill. OFFSITE DRAINAGE A. UPSTREAM DRAINAGE There is only one direction that is higher in elevation that the subject site. This is the property to the north. This property is developed as a commercial bank. The bank has a paved parking area with perimeter curbing. The drainage from the bank is collected by the pavement/curbing and piped into a detention tank (subsurface, oversized pipe). The outlet from this detention tank is at the southeast corner of the bank property. This is adjacent to and flows into the existing on-site depression. The drainage from the bank feeds the on-site depression that does not have an outlet ever since the property to the east was recently filled. The proposed site drainage system will included a separate drainage bypass pipe that will intercept the discharge from the bank and convey it to the project's off-site discharge pipe at the northeast corner. A drainage easement will be granted to the bank. B. DOWNSTREAM DRAINAGE The drainage from the site will be discharged from the detention vault/wetvault near the southeast property corner and into a new 12" conveyance pipe that will run approx. 200' to the north property line. At this point, it will connect with the up-stream (bank) drainage bypass pipe. It will then turn to the east and run for 50' along the north property line to the northeast corner of the site. At this point. the drainage will exit the property in a 12" pipe to the east. 1. The off-site drainage pipe will be located within a drainage easement within the multi-family project located directly east of the site. This will be a 12" pipe that will run approx. 350' due east and cross Duvall Ave. NE. 2. A new type 2 CB will be installed in the east shoulder of Duvall Ave. NE. This CB will be placed above an existing 12" pipe that flows to the south. 3. This 12" pipe runs to the south in the east shoulder of Duvall Ave. NE for approx. 50' to another type 2 CB. 4. This type 2 CB has an outlet pipe that runs to the east and into the mini-storage complex. 5. The drainage will flow through the conveyance system within the mini-storage complex. There is a network of pipes and CB's that run under the driveways within the mini-storage project. There is approx. 650' of piping that runs along the west and south side of the mini-storage. The piping system discharges into the drainage ponds within the mini-storage complex, in the southeast comer.· 6. The mini-storage drainage pond discharges into a stream located approx. 70' east of the mini-storage site. This stream is a tributary to Maplewood Creek. The pond discharge point is approx. 300' south of NE 4th St. This stream is part of a stream/wetland complex located within the parcels that are being considered for development by West Coast Development. 7. The stream flows to the south within the West Coast property and into a diversion pond constructed by King County. This pond was construct to divert a portion of the stream flow away from the original stream. The original stream flow was causing downstream flooding problems in the older Puget Colony Homes Plat. A new 36" pipe was installed by the County within Field Ave. NE/140th Ave. SE. to provide a diversion route for the stream flow. 8. The 36" pipe runs due south within the 140th Ave. SE ROW. At SE 132nd St .. this ROW becomes part of an area along the eastern boundary of the Laurelhurst Div. 2 plat that was landscaped and left open as a buffer strip. The recent landscaping and retaining walls seem to have hidden some of the drainage structures within the 140th Ave. SE ROW. The 36" CPEP pipe continues south within the 140 1h Ave. SE ROW lo approx. 100' north of SE 134 1h St. At this point, the 36" pipe turns to the southeast and runs through a vacant lot and into the cul-de-sac bulb at the west end of SE 134th St., in Puget Colony Homes subdivision. The 36" pipe then turns to the east and runs along the south side of SE 134th St. There are 2 type 2 catch basins that were found along this run. The pipe crosses 142nd Ave SE to a type 2 CB in the east shoulder of that road. The 36" pipe then turns south and runs to the south along the east edge of the road pavement. There are 7 type 2 CB 's along this run, from SE 134th St. to SE 1361h St. These 7 CB's were found in the field. There is also a large ditch within the east shoulder of 142°d Ave. SE that flows to the south. This ditch displayed running water during a dry period and has signs of high flows. The 36" pipe discharges into this ditch just south of SE 136 1h St. At this point. the ditch flows into a well-defined tributary of Maplewood Creek. Summary With the 2005 King County conservation flow level 2 detention requirement in place for this project, the developed runoff from the site should not have an impact on the downstream drainage system. I understand that strict conservation flow level 2 requirement is a result of problems within the downstream system. !; L' _.,,;;::;·";,.._,. ~-·· .,_.p .a-~ •,1 ~---iam--· -, ,, ' ' cf ·ct :t,m,· ' ,, ; ' ' ,,: .. !!!, ~. ' ., ,-~ __ ,,, ' ' .r~i \. _____ .... , ..... ,'/ . Prlvo.te Rd , ,I •· ,( 1 , ilCt:' ,I\ · L. \ ,I · N8. 1st Pt . -., ' /'_:-_~-:·,;;;:-:' .. ] , .,_ .,---....;· . , I --<--!~~u- -'\' . . J ' Hickofy. Ct·, u '· N' karc~ Ct . \ ;::i ~ ~I~ 0 5 IS ' r-'-1 \ .,,I. ..c:::::, ., . ~ .s: ~ 0 .... a.; a X: 0 \l'l I 0 a. 0 - ' i: I ( -,_. i .1 •.. :·~;;-\· NE ~(pt:) -I,. ....... :_ ,,. •. (·-: • ;i('i""Ll, -~ 'r I t '~ '' -..,I, ~ .. ,139.{i;-5 \ E6 -10 -T23N RSE W 1/2 ;_!\. 7-------· ., '' . .'·: .. : i ', /,11 ,,, "' ·" ·i111 I'll I '1 . -... , . ,!J' ,, ,: i :, " ,·1 :,1\ ___.,,--_ : ' I~-----+-'-~ ,_ ..::~ !·':[(._,,;./ ~;z,-.-, ,""· I: ', ~:' )/ :;.-y .'\ \I ·:-/; ·'1r~:>, r)~ ·-~::-~'. "I_.' .~ . ., ~ '··ll''' ~-I.:--· -r -~~-1 '', ' ' ··r-.. ·~---..... :··· ! :· ! I ' I ·~,-< ~-I'., .. , , lt4 ·, .. , .· ' ( E:St,<..i) / ' (J ·1-, .. I . . . \, I , . ' ! / \ I · '' . ' ·:_ --;1 ', ~ "\ ·:. ! ,I --: .. ,~_· " '.,}" ,c-.-· I · \j' , '< -, SE 13. l~t ..C . ! I ' ... [, ~ ! -I ·--~J SE 132nd -----j / ' ' ' ' \ ' ' ' ' '/, '1· I ,, • -' .. ".! ~-. ) -. / 11.~ \: \ ·: )j \. ....... ! ' stl. ·, ~-~, ( :.:,._\\ ·--~1 l \ -~ : ,, rr' ,; ! _:' .. / i // ~~,/ \ .. ;-=i , ) --· _ ..... ' ' , ' ' ,, I ' ' ' I ,, I.' ! \r-.~~7:: · , .. ' \ ' ' . ' e~.~\ ~ ' ',_ ',\ ;' I : \ I I•. , I \ ' '· I \'. ,' i· I, .1,I - l ' ' . I\ \ •, ·.' I\ ' •, ;\ . ' ... \ ' ' ' ~-. ' ' \ ' ' ' . I ;,• .\. -' sQi1:i.a~( / _; :F".':1"~ \ --..J --r--...--,....,.. ":'--..,.:,_ ' ,-.. ; ' ......1 ,,,,, r""] 'I~/ ~ ',i;? -· ~ f--;rn6tb-:.:-___ ... z ·'· :;ti ~ ~ • • • • t t • • • • 4 4 4 4 C C '' IV. PREDEVELOPED DRAINAGE The drainage from the existing site currently sheet flows towards the depression along the north property line and to the southeast corner. The site has 2 drainage sub-basins. The northern portion flows to the depression and the southern portion flows to the southeast corner. The southern portion of the site is very flat and may provide substantial surface infiltration. The existing site area is characterized by lawn, tall grass and shrubs, with a few trees. The larger trees are located around both sides of the central gravel driveway. The majority of the site is lawn and tall grass. There are no drainage improvements on the site. The existing frontage along Bremerton Ave. NE is improved on the west side only with curb, gutter & sidewalk. The entire site area of 1.80 acres was used as the tributary drainage basin. The existing drainage analysis was performed using the "KCRTS" hydrology software and its summary tables and charts are attached for reference. The methods outlined in the 2005 King County Surface Water Drainage Manual were used as guidelines. Following this page are the data sheets used for the computer input data. The computer summary sheets for peak flow and time of concentration calculations are also attached. Below is a brief description of the existing drainage characteristics: 2 year peak flow: l O year peak flow: l 00 year peak flow: total area: pervious area: ground cover: impervious area: ground cover: 0.05 CFS 0.09 CFS 0.15 CFS 1.80 acres 1.80 acres till, forest None impervious BREMERTON AVE. TOWNBOMES PRE-DEVELOPED DRAINAGE KCRTS PEAK FLOW SUMMARY Total Area: 1.80 Acres Impervious surface: None Pervious surface: 1.80 Acres Till, forest Flow Frequency Analysis Time Series File:pre.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak --Peaks Rank Return Prob (CFS) (CFS) Period 0.114 2 2/09/01 18:00 0.145 1 100.00 0.990 0.031 7 1/06/02 3: 00 0 .114 2 25. 00 0. 960 0.084 4 2/28/03 3:00 0.087 3 10.00 0.900 0.003 8 3/24/04 20:00 0.084 4 5.00 0.800 0.050 6 1/05/05 8:00 0. 073 5 3.00 0.667 0.087 3 1/18/06 21:00 0.050 6 2.00 0.500 0.073 5 11/24/06 4:00 0.031 7 1. 30 0.231 0 .14 5 1 1/09/08 9:00 0.003 8 1.10 0. 091 Computed Peaks 0.135 50.00 o. 980 V. DEVELOPED DRAINAGE The developed project will include the new detention vault & wetvault located near the southeast comer of the site, under the proposed private rood. It will be located within a drainage easement and will be designed to accommodate traffic loadings. The site drainage will be routed into the vault using catch basins and pipes located within the new roads. Each building will be furnished with a piped drainage stub that will be connected to the street drainage system. The areas used to calculate the flows were the same as those areas used in the predeveloped drainage calculations. The impervious surface was calculated using autocad polylines and the actual area of the buildings, parking, driveways and roads. The detention vault was sized to meet the performance criteria established by the King County Level 2 detention standard. This criteria is that the vault can only release at a rate not to exceed 50% of the 2 year pre-developed peak flow while retaining 50% of the 2 year developed peak flow. This is the same for the 25 year peak flows. Additionally, the storm event duration for the developed site conditions must match or be less than the pre-developed storm duration. for the 50% of the 2 year flow through the 50 year storm flow. This is the level 2 standard as specified in the 2005 King County Manual. A wetvault will be used lo meet the water quality standards. The wetvault will utilize the detention vault area and will provide the required dead storage below the detention live storage. The volume for the dead storage is based on the area of the impervious and pervious surfaces that drain into the vault. Similar to the existing condition. the KCRTS method was used to determine the peak flows for the various storm events. A duration curve comparison was performed to evaluate the vault performance. The computer data sheets for the developed flows follow this page as well as the works sheets and the time of concentration calculations. A brief summary of the developed drainage characteristics are: 2 year peak flow: l O year peak flow: l 00 year peak flow: total area: pervious area: ground cover: impervious area: ground cover: 0.37 CFS 0.44 CFS 0.73 CFS 1.80 acres 0.46 acres till grass 1.34 acres impervious BREMERTON AVE. TOWNBOMES DEVELOPED DRAINAGE KCRTS PEAK FLOW SUMMARY Total Area: 1.80 Acres Impervious surface: 1.34 Acres Pervious surface: 0. 4(o Acres Till, grass Flow Frequency Analysis Time Series File:dev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak -Peaks Rank Return Prob (CFS) (CFS) Period 0.366 6 2/09/01 2:00 0.731 1 100.00 0.990 0.307 8 1/05/02 16:00 0.498 2 25.00 0.960 0.438 3 2/27 /03 7:00 0.438 3 10.00 0.900 0.343 7 8/26/04 2:00 0. 410 4 5.00 0.800 0. 410 4 10/28/04 16: 00 0.390 5 3.00 0.667 0.390 5 1/18/06 16:00 0.366 6 2.00 0.500 0. 498 2 10/26/06 0:00 0.343 7 1. 30 0.231 0.731 1 1/09/08 6:00 0.307 8 1.10 0.091 Computed Peaks 0.653 50.00 0.980 Retention/Detention Facility Type of Facility: Detention Vault I 1 "' '3 lo 1:,0 SF Facility Length: 61. 00 ft 1 42 I xl.o Facility Width: 60.00 ft Ure. '\-Z..' :>,' lo£> I : Facility Area: Effective Storage Depth: Stage O Elevation: Storage Volume: Riser Head: Riser Number of Orifice# 1 2 Diameter: orifices: Height (ft) 0.00 4.90 3660. 7.00 397.50 25620. 7.00 12.00 2 Diameter (in) 0.66 1. 38 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage sq. ft ft ft cu. ft ft inches Full Head Pipe Discharge (CFS) 0.031 0. 075 Diameter (in) 4.0 Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 397.50 0. 0.000 0.000 0.00 0.01 397.51 37. 0.001 0.001 0.00 0.02 397.52 7 3. 0.002 0.002 0.00 0.03 397. 53 110. 0.003 0.002 0.00 0.04 397.54 14 6. 0.003 0.002 0.00 0.05 397.55 183. 0.004 0.003 0.00 0.06 397. 56 220. 0.005 0.003 0.00 0.17 397.67 622. 0. 014 0.005 0.00 0.29 397.79 1061. 0.024 0.006 0.00 0.41 397.91 1501. 0.034 0.008 0.00 0.53 398.03 1940. 0.045 0.009 0.00 0.65 398. 15 2379. 0.055 0.010 0.00 0.77 398.27 2818. 0.065 0.010 0.00 0.89 398.39 3257. 0.075 0.011 0.00 1. 00 398.50 3660. 0.084 0.012 0.00 1.12 398.62 4099. 0.094 0.013 0.00 1. 24 398.74 4538. 0.104 0.013 0.00 1. 36 398.86 4 978. 0.114 0.014 0.00 1. 48 398.98 5417. 0.124 0.014 0.00 1. 60 399.10 5856. 0 .134 0.015 0.00 1. 72 399.22 6295. U .145 0.015 0.00 1. 83 399.33 6698. 0.154 0.016 0.00 1. 95 399.45 7137. 0. 164 0.017 0.00 2. 07 399.57 7576. 0.174 0.017 0.00 2.19 399.69 8015. 0.184 0.017 0.00 2.31 399.81 8455. 0.194 0.018 0.00 2.43 399.93 8894. 0.204 0.018 0.00 2.55 400.05 9333. 0.214 0.019 0.00 2.67 400.17 9772. 0.224 0.019 0.00 2.78 400.28 10175. 0.234 0.020 0.00 2.90 400.40 10614. 0.244 0.020 0.00 3.02 400.52 11053. 0.254 0. 021 0.00 3lo'7& sF 3.14 400.64 11492. 0. 264 0.021 0.00 3.26 400.76 11932. 0.274 0.021 o.oo 3.38 400.88 12371. 0.284 0.022 0.00 3.50 401.00 12810. 0.294 0. 022 0.00 3.61 401.11 13213. 0.303 0.022 0.00 3. 73 401. 23 13652. o. 313 0.023 0.00 3.85 401.35 14091. 0.323 0.023 o.oo 3. 97 401.47 14530. 0.334 0.024 0.00 4.09 401.59 14969. 0.344 0.024 0.00 4.21 4 01. 71 15409. 0.354 0.024 0.00 4.33 401. 83 15848. 0.364 0.025 o.oo 4. 44 401.94 16250. 0. 373 0.025 0.00 4.56 402.06 16690. 0.383 0.025 o.oo 4. 68 402.18 17129. 0.393 0.026 o.oo 4.80 402.30 17568. 0. 403 o. 026 o.oo 4.90 402.40 17934. 0.412 0.026 0.00 4.91 402.41 17971. 0.413 0.027 0.00 4.93 402. 43 18044. 0. 414 0.028 0.00 4. 94 402.44 18080. 0.415 0.030 0.00 4.96 402. 4 6 18154. 0.417 0.033 o.oo 4.97 402.47 18190. 0.418 0.036 0.00 4.99 402.49 18263. 0.419 0.040 0.00 5.00 402.50 18300. 0.420 0. 043 0.00 5.02 402.52 18373. 0.422 0.044 0.00 5.13 4 02. 63 18776. 0.431 0.052 0.00 5.25 402.75 19215. 0. 441 0.058 0.00 5.37 402.87 19654. 0. 451 0.063 0.00 5. 49 402.99 20093. 0. 4 61 0. 067 0.00 5.61 4 03 .11 20533. 0. 471 0.071 0.00 5. 73 403.23 20972. 0.481 0.075 0.00 5.85 403.35 21411. 0. 492 0.079 0. 00 5. 96 403.46 21814. 0.501 0.082 0.00 6.08 403.58 22253. 0. 511 0.085 0.00 6.20 403.70 22692. 0.521 0.088 0.00 6.32 403.82 23131. 0.531 0.091 o.oo 6.44 403.94 23570. 0.541 0.094 0.00 6.56 404.06 24010. 0.551 0. 097 0.00 6.68 404.18 24449. 0.561 0.099 0.00 6.79 404.29 24851. 0.571 0.102 0.00 6.91 404.41 25291. 0.581 0.104 0.00 7.00 404.50 25620. 0.588 0.106 0.00 7.10 404.60 2598 6. 0.597 0.416 0.00 7.20 404.70 26352. 0.605 0.981 0.00 7.30 404.80 26718. 0. 613 1. 710 0.00 7.40 404.90 27084. 0.622 2.510 0.00 7.50 405.00 27450. 0.630 2.790 0.00 7. 60 405.10 27816. 0.639 3.050 o.oo 7.70 405.20 28182. 0.647 3.280 o.oo 7.80 405.30 28548. 0.655 3.500 0.00 7.90 405.40 28911. 0.664 3.710 0.00 8.00 405.50 29280. 0.672 3.910 0.00 8.10 405.60 29646. 0.681 4.090 0.00 8.20 405.70 30012. 0. 68 9 4.270 0.00 8.30 405.80 30378. 0.697 4. 44 0 0.00 8.40 405.90 30744. 0. 706 4.610 0.00 8.50 406.00 31110. 0. 714 4.760 0.00 8.60 406.10 31476. 0. 723 4. 920 0.00 8.70 406.20 31842. 0.731 8.80 406.30 32208. 0.739 8. 90 406.40 32574. 0.748 Hyd Inflow Outflow Peak Target Cale Stage 1 0.73 ******* 0.42 7.10 2 0.37 0 .11 0.10 6.94 3 0.44 ******* 0.09 6.27 4 0.50 ******* 0.08 6.02 5 0.39 ******* 0.03 4. 94 6 0.26 ******* 0.02 4.23 7 0.31 ******* 0.02 4.15 8 0.34 ******* 0.02 2.88 Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:rdout Elev 404.60 404.44 403.77 403.52 402.44 401. 73 401. 65 400.38 5. 070 0.00 5.210 0.00 5.350 0.00 Storage (Cu-Ft) (Ac-Ft) 25987. 0.597 25409. 0.583 22951. 0.527 22018. 0.505 18073. 0.415 15477. 0.355 15180. 0.348 10538. 0. 242 Inflow/Outflow Analysis Peak Inflow Discharge: Peak Outflow Discharge: Peak Reservoir Stage: 0.730 CFS at 6:00 on Jan 0.418 CFS at 10:00 on Jan 7. 10 Ft 9 in Year 8 9 in Year 8 Peak Reservoir Elev: 404.60 Ft Peak Reservoir Storage: 25987. Cu-Ft 0.597 Ac-Ft Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence CFS % % % 0.002 27584 44.984 44.984 55.016 0.005 7052 11.500 56.484 43.516 0.007 6360 10.372 66.856 33.144 0.010 6602 10.766 77.622 22.378 0.013 4559 7.435 85.057 14.943 0.016 3610 5.887 90.944 9.056 0.019 2246 3.663 94.607 5.393 0.022 1861 3.035 97.642 2.358 0.025 826 1.347 98.989 1.011 0.028 399 0.651 99.640 0.360 0.031 14 0.023 99.662 0.338 0.034 15 0.024 99.687 0.313 0.037 6 0.010 99.697 0.303 0.040 6 0.010 99.70G 0.294 0.042 3 0.005 99.711 0.289 0.045 12 0.020 99. 731 0.269 0.048 17 0.028 99. 759 0.241 0.051 16 0.026 99.785 0.215 0.054 10 0.016 99.801 0.199 0.057 11 0.018 99.819 0.181 0.060 6 0.010 99.829 0.171 0.063 5 0.008 99.837 0.163 0.066 9 0.015 99.852 0.148 0.069 8 0.013 99.865 0.135 0. 072 9 0.015 99.879 0.121 Probability 0.550E:+00 0.435E+OO 0.331E+OO 0.224E:+OO 0 .14 9E:+OO 0.906E:-Ol 0.539E-Ol 0.236E:-Ol 0.lOlE:-01 0.360E:-02 0.338E:-02 0.313E:-02 0.303E:-02 0.294E-02 0.289E-02 0.269E-02 0.241E-02 0.215E:-02 0.199E:-02 O.lBlE-02 0.171E-02 0 .163E-02 0.148E-02 0.135E:-02 0.121E-02 0.075 0.078 0.080 0.083 0.086 0.089 0. 092 0.095 0.098 0.101 0.104 8 7 8 13 9 9 4 3 3 3 5 0.013 0. Oll 0.013 0. 021 0.015 0.015 0.007 0.005 0.005 0.005 0.008 99.892 99.904 99. 917 99.938 99.953 99. 967 99. 97 4 99. 97 9 99.984 99.989 99.997 0.108 o. 096 0.083 0.062 0.047 0.033 0.026 0.021 0.016 0. 011 0.003 0.108E-02 0. 962E-03 0.832E-03 0.620E-03 0.473E-03 0.326E-03 0.261E-03 0.212E-03 0.163E-03 0.114E-03 0.326E-04 Duration Comparison Anaylsis Base File: pre.tsf New File: rdout.tsf Cutoff Units: Discharge in CFS Cutoff 0.026 0.033 0.040 0.046 0.053 0.060 0. 067 0.074 0.081 0.087 0.094 0.101 0.108 -----Fraction of Time--------------Check of Tolerance------- Base New %Change Probability Base New %Change 0.87E-02 0.66E-02 -24.4 I 0.87E-02 0.026 0.025 -3.6 0.60E-02 0.32E-02 -47.0 I 0.60E-02 0.033 0.026 -20.6 0.47E-02 0.29E-02 -37.9 I 0.47E-02 0.040 0.026 -34.0 0.35E-02 0.26E-02 -25.1 I 0.35E-02 0.046 0.029 -37.2 0.28E-02 0.20E-02 -27.1 I 0.28E-02 0.053 0.044 -16.8 0.21E-02 0.17E-02 -18.1 I 0.21E-02 0.060 0.053 -12.5 0.14E-02 0.14E-02 -1.1 I 0.14E-02 0.067 0.066 -0.6 0.88E-03 O.llE-02 24.1 I O.BBE-03 0.074 0.080 7.9 0.55E-03 0.83E-03 50.0 I 0.55E-03 0.081 0.085 5.2 0.31E-03 0.41E-03 31.6 I 0.31E-03 0.087 0.089 2.4 0.21E-03 0.23E-03 7. 7 0.21E-03 0.094 0.096 2.0 O.lSE-03 O.llE-03 -22.2 0.15E-03 0.101 0.099 -2.2 0.82E-04 O.OOE+OO -100.0 0.82E-04 0.108 0.103 -4.5 Maximum positive excursion= 0.006 cfs ( 8.3%) occurring at 0.074 cfs on the Base Oata:pre.tsf and at 0.080 cfs on the New Data:rdout.tsf Maximum negative excursion= 0.018 cfs (-40.6%) occurring at 0.044 cfs on the Base Data:pre.tsf and at 0.026 cfs on the New Data:rdout.tsf -Cl) LL () ........ Q) e> ro ..c 0 (/) 0 N .... ci 0 R ___ _ .... -+---------------·~ 0 co 0 co 0 0 N 0 c:i 00 ___ _ I I I 1111 10 -2 Probability Exceedence rdout.dur pre.dur - I I I 1111 10° . . . . Wffi'EJ:3-. cQ l) I\L I ti u~ ~ c.. wtl\Jc::u., Ii I. Re..cwtr-e.JI volur{\e. (V)) 1 '\J. :: 3 ( "1 i-- z. 3_ 'tr = (o.cr Pr;_, ~ V, ~s ~) .E.. I '2. R= , , o.47 p;,;_, :: d.e\JeJapeJi \~V/005 SU~"' /,'M(4-'~~)= Soi?:10 ~ ~,. &2_\)e)~...,) ~,Ou(" .SU ... ~~~ 0 ' q. (o C 4 30Cc>o) .::-2D I D ~ _rt; \) r ::-{e,'1(5Cc>37D.,. o.zs( ~ooss) o ,41 .:: 2ZS3. 7 12. ',t = ~2-53.r ( 3) :o (0~ ~ Vo I v rn..,__ R~ulreJ. \( 0 \ < .. ,»V\ e.... ?("C> '1 ( bJ , <=9 \J a..,.., \ T l \{\ s,.Jk.. d \ W\ Q.,!./\SI ilYlS , eto' ~ q.z.} £) It\ \''1 \ 'N\ v -K\ ~+1'\ °f~V \ ~ :: c) Vo\vv"'<-f:lrov 1J,.J • ~c z.i) 4-.o = 7, 392..· dJ u~ 'h.. 0~ -\--l,)Q__ vav It ( 1.u,&t\,) ~ ;:-2-11 u..,\d..Q_ '2- 4,0 I : i ll1 i i '' ..g, '•', t 11, i'' l;ij ,I l • ! ' l I I ' 8, I ii ,i ' , Ii I ! I ii I ! i ;h l I • I ,,, ' • j Ii! ! ' • ' ; !J! I ' ' I lj' ! ! ! I '11 I i l '" ! m * 'O e~ ¥ . * VM 'N01N31:J I ' 0 NVld lN3V'j3'.JVld31::1331::1l i (i,illt~'i 1\/ld 3AVNOllJ3~3lJ8 ):I' ! I ' ' I I 0 ,.... ' _J ' ' ~I .... iii I X w ~ n_ ~ w ::; w ~ n_ w a: UJ :<r ~i~ f-I;_ G N '-.... r.:i r.:i 11'1 p:: z .., ~ IC) .... 11'1 r.o:. CA R-lOCP) R=10J --R-8· RMH ;::;, Ri8' -__ ,. _______ ---- RMH -------·--·-------- CP) E6 , 10 T23N R5E W 1/2 NE 4th SL JI -CA i J CA "' I ... .,_ ....... . ·o;-, -,r=a '--------. RC(P) <:: 0 CA s;.\ e. 1,; >'-'-'-~ C l R-10 G6 • 22 T23N R5E W 1/2 ~ ZONING ----..,. ... """"""" ~ = 'J.1lalNlCAL SU.VICD CA R-10 R-8 R-8 -a .,, °' -Q) --... "' rr ! . >-i t.> ~ . ,______, z \ :,l \.,....._ \~ ~ \)> t,:1 ... '-t.> \\ ~ SE 142nd St. \ 15 T23N R5E W l/~15