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PROPOSED LAKESHORE LANDING DEVELOPMENT
SA-Y-� e ;--� kI% KLEINFELDER An employee owned company DRAFT-FOR REVIEW PURPOSES ONLY �'F® K L E IN F EL DER Prepared for: Rob King R.C. Construction and Management Inc. 2503 88"'Ave West Edmonds, WA 98026 Draft Geotechnical Engineering Report Proposed Lakeshore Landing Development Renton,Washington Kleinfelder Project No.: 57450 Prepared by: DRAFT Ian LaVielle,E.I.T. Staff Engineer L)KAFT Marcus B. Byers, P.E. Senior Geotechnical Engineer Kleinfelder, Inc. 2405 - 140th Avenue NE Suite A101 Bellevue, WA 98005 Phone: (425) 562-4200 Fax: (425) 562-4201 July 15, 2005 Copyright 2005 Kleinfelder, Inc. All Rights Reserved UNAUTHORIZED USE OR COPYING OF THIS DOCUMENT IS STRICTLY PROHIBITED BY ANYONE OTHER THAN THE CLIENT FOR THE SPECIFIC PROJECT. DRAFT-FOR REVIEW PURPOSES ONLY �� K L E I N F E L D E R TABLE OF CONTENTS 1.0 INTRODUCTION..............................................................................................................I 1.1 GENERAL...............................................................................................................1 1.2 PROJECT UNDERSTANDING .............................................................................1 1.3 PURPOSE AND SCOPE OF SERVICES...............................................................3 2.0 SITE CONDITIONS..........................................................................................................5 2.1 SURFACE CONDITIONS......................................................................................5 2.2 GENERAL GEOLOGIC CONDITIONS................................................................5 2.3 SUBSURFACE SOIL CONDITIONS ....................................................................6 2.4 GROUNDWATER..................................................................................................7 3.0 GENERAL CONCLUSIONS AND RECOMMENDATIONS......................................7 3.1 SUMMARY.............................................................................................................8 3.2 SEISMIC DESIGN CONSIDERATIONS ..............................................................9 SiteResponse...........................................................................................................9 Liquefaction.............................................................................................................9 3.3 AUGER-CAST PILES...........................................................................................10 VerticalCapacity ...................................................................................................10 LateralCapacity.....................................................................................................11 3.4 CONVENTIONAL SPREAD FOOTING FOUNDATIONS................................12 3.5 RAMMED AGGREGATE PIERS........................................................................13 3.6 CONCRETE SLAB-ON-GRADE FLOORS.........................................................13 3.7 PRE-LOAD............................................................................................................13 3.8 STRUCTURAL FILL............................................................................................14 3.9 PAVEMENT..........................................................................................................15 4.0 AREA-SPECIFIC CONCLUSIONS AND RECOMMENDATIONS........................16 4.1 AREA DESIGNATIONS ......................................................................................16 5.0 LIMITATIONS................................................................................................................20 FIGURES Figure 1: Vicinity Map Figure 2: Site Plan Figure 3: Area Designations Figure 4: Cross Section A-A' Figure 5: Cross Section B-B' Figure 6: Cross Section C-C' Figure 7: Cross Section D-D' Figure 8: Cross Section E-E' Figure 9: Cross Section F-F' Figure 10: Cross Section G-G' Figure 11: Cross Section H-H' 57450/SEA5R078.doc Page i of ii July 15,2005 Copyright 2005 Kleinfelder,Inc. DRAFT-FOR REVIEW PURPOSES ONLY k" K L E IN F E L D E R APPENDICES Appendix A: Field Exploration Appendix B: Laboratory Testing Appendix C: Logs from Previous Explorations Appendix D: Important Information About Your Geotechnical Report 57450/SEA5R078.doc Page ii of ii July 15,2005 Copyright 2005 Kleinfelder,Inc. t t t DRAFT-FOR REVIEW PURPOSES ONLY k'q KLEINFELDER 1.0 INTRODUCTION 1.1 GENERAL This draft report presents the results to date of Kleinfelder, Inc.'s (Kleinfelder) geotechnical engineering study for proposed re-development of a site previously occupied by a Boeing assembly facility in Renton, Washington. The project area is located near the south end of Lake Washington and comprises about 40 acres between Logan Avenue, North 81h Street and Garden Avenue as shown on the Vicinity Map (Figure 1). 1.2 PROJECT UNDERSTANDING Our understanding of the project is based on discussions with and information provided by Mr. Rob King of R.C. Construction & Management Inc. (RCCMI) and Mr. Eric Anderson of Magnusson Klemencic Associates (MKA). The proposed layout is illustrated on the Site Plan (Figure 2). As currently proposed, the mixed use development will consist of 19 buildings, parking areas and roads. We understand that the proposed layout may change from that represented in this report; any such changes will be reflected in our final report, provided that we are notified. Major components of the development are as follows: • Anchor (Target) —The anchor will encompass approximately 123,000 square feet and be located in the southeast portion of the site. Typical column and exterior footing loads are expected to be on the order of 80 kips and 5000 pounds per lineal foot (plf), respectively, and slab loads are expected to be on the order of 125 pounds per square foot(psf). These loads are based on information presented in the Target Development Guide Version 2.5. Up to 4 feet of fill will be required for the Anchor Store based on available grading plans. • Two Junior Anchors — The junior anchors will encompass approximately 25,000 square feet each and will be located in the south side and southeast corner of the site. Foundation loads have not been provided for these structures but we anticipate that slab loads will be on the order of 125 pounds per square foot based on experience with other similar structures. Up to 2% feet of fill will be required for the Junior Anchor located at the southeast corner of the site and approximately 1 foot of fill will be required for the Junior Anchor located at the south side of the site. • Grocery Store—The grocery store will be located in the south portion of the site and will encompass approximately 60,000 square feet. We anticipate that slab loads will be on the order of 250 psf and that fills will be no more than 1 foot thick. 57450/SEA5R078.doc Page 1 of 21 July 15,2005 Copyright 2005 Kleinfelder,Inc. DRAFT-FOR REVIEW PURPOSES ONLY �'� KLEINFELDER Department Store — The department store will be a multilevel building located in the southwest corner of the site and will approximately be 110,000 square feet. We anticipate that slab loads will be on the order of 125 psf and that fills will be no more than 1 foot thick. Book Store — The book store will be located in the west portion of the site and will encompass approximately 25,000 square feet. We anticipate that slab loads will be on the order of 250 psf and that fills will be no more than 1 foot thick. Theater— The theater will be a multilevel building located in the northwest corner of the site and will encompass approximately 50,000 square feet. Typical column and exterior footing loads will be 80 kips and 5000 plf, respectively. We anticipate that fills will be no more than 1 foot thick. • Hotel — The hotel will be a five-story building with 150 rooms and will be located in the north portion of the site. Typical interior column loads will be 615 kips. Exterior foundation loads were not provided for this structure. We anticipate that fills will be no more than 1 foot thick. • Two 3—Level Parking Structures— One parking structure will be located in the southwest corner of the site and will accommodate 460 vehicles. The other will be located in the northwest corner of the site and will accommodate 220 vehicles. Typical interior and exterior column loads will be 460 and 260 kips, respectively. We understand that consideration has been given to founding a portion of the parking garages below grade. • Seven Small General Retail Buildings — The small general retail buildings will encompass 3,500 to 6,500 square feet each. Typical column and exterior footing loads will be 55 kips and 2800 plf, respectively. We anticipate that fills will be no more than 1 foot thick. • Eight Medium General Retail Buildings — The medium general retail buildings will be single story and will encompass 7,000 to 12,500 square feet each. Typical column and exterior footing loads will be 55 kips and 2800 plf,respectively. We understand that fills will be no more than 1 foot thick. • Three Large General Retail Buildings — The large general retail buildings will be single story and will encompass 13,000 to 15,000 square feet each. Typical column and exterior 57450/SEA5R078.doc Page 2 of 21 July 15,2005 Copyright 2005 Kleinfelder,Inc. DRAFT-FOR REVIEW PURPOSES ONLY k" KLE IN FEL DER footing loads will be 55 kips and 2800 plf, respectively. We understand that fills will be no more than 1 foot thick. • One Very Large General Retail Building — The very large general retail building will be single story, encompass 30,000 square feet, and be located in the north portion of the site. Typical column and exterior footing loads will be 55 kips and 2800 plf, respectively. We anticipate that fill will be no more than 1 foot thick. • Parking Lots — Several at-grade parking lots will be located throughout the development and will provide capacity for approximately 3,113 vehicles. We understand an approximately 7 acre residential development is proposed for the northeast portion of the site; this was not included in our work scope. 1.3 PURPOSE AND SCOPE OF SERVICES The purpose of our study was to evaluate soil and groundwater conditions at the site and provide geotechnical recommendations for design and construction of the project. Our scope of services included: • Field Exploration: Soil and groundwater conditions at the site were explored by means of 50 soil borings drilled to depths ranging from 10 to 139 feet below ground surface (bgs). Boring depths were considerably deeper than those in our initial proposal due to the depth of poor soils encountered. Borings were drilled with truck-mounted drill rigs utilizing mud rotary drilling techniques. Boring locations were determined in the field by taping and pacing distances from site features and are shown on the Site Plan (Figure 2). A more detailed description of the field exploration program is provided along with summary boring logs in Appendix A. Several logs from previous borings drilled for geotechnical studies at the Boeing site were reviewed and incorporated into our understanding of the subsurface conditions. Summary boring logs for these explorations are presented in Appendix C. Laboratory Testing: Laboratory testing was performed on selected samples obtained from the explorations for the purpose of characterizing engineering properties and performing advanced analyses. Tests performed included moisture content, grain size analyses, Atterberg limits and one-dimensional consolidation. Laboratory testing was performed in general accordance with appropriate American Society of Testing and Materials (ASTM)test methods. Additional information on laboratory testing procedures and the test results are presented in Appendix B. 57450/SEA5R078.doc Page 3 of 21 July 15,2005 Copyright 2005 Kleinfelder,Inc. DRAFT-FOR REVIEW PURPOSES ONLY k" K L E IN F E L D E R • Geotechnical Analysis: Engineering analyses were performed as a basis for developing design and construction recommendations for the following: - Seismic considerations including IBC 2003 Site Class and liquefaction hazards; - Foundation design for shallow spread footings, where appropriate, including support on pre-loaded soils or rammed aggregate piers, allowable soil bearing pressures, minimum footing width and embedment requirements, lateral resistance, and estimated total and differential foundation settlement; - Foundation design for piles including type, diameter, minimum recommended tip elevations and embedment into bearing soils, estimated vertical and lateral capacities and downdrag loads; - Concrete slab-on-grade floor support including piles, rammed aggregate piers, pre-load or prepared subgrade; capillary break, vapor barrier, and modulus of subgrade reaction; - Earthwork including subgrade preparation, site grading, suitability of on-site material for use as structural fill, structural fill material, placement and compaction criteria; - Temporary excavations including anticipated sloping and shoring requirements and dewatering considerations; - Temporary and permanent site drainage and erosion control measures, including stormwater disposal; and - Light- and heavy-duty asphaltic concrete pavements. • Geotechnical Report: The field exploration, laboratory testing, engineering analyses, and conclusions and recommendations are summarized in this draft geotechnical report, which will be finalized upon receiving comments from the project team and confirmation of final structure locations and loads. 57450/SEA5R078.doc Page 4 of 21 July 15,2005 Copyright 2005 Kleinfelder,Inc. DRAFT-FOR REVIEW PURPOSES ONLY k'q KLEINFELDER 2.0 SITE CONDITIONS 2.1 SURFACE CONDITIONS The general project area is bordered on the north by Lake Washington, on the west by the Cedar River, which is located about %2 mile from the site and flows north into Lake Washington, on the east by Interstate 405, and on the south by commercial development that extends into downtown Renton. The project area is primarily used for retail and industrial purposes. The west and north sides of the project site are bordered by Logan Avenue. The east side of the site is bordered by Garden Avenue North and the south side of the site is bordered by North Eight Street. The site is divided roughly into eastern and western halves by Park Avenue North. The eastern half of the site is currently occupied by an asphaltic concrete pavement (ACP) parking lot with planter boxes and Portland Cement Concrete (PCC) sidewalks. Potions of the parking lot asphalt have been torn up and resurfaced with compacted gravel. A majority of the western half of the site is covered by well-compacted gravel that occupies the former footprint of a Boeing assembly facility that was recently demolished. The areas outside the former building footprint consist of roadways and parking lots surfaced with ACP and some PCC. There is no vegetation in the western half of the project site. The site is relatively flat and ranges in elevation from approximately 27 to 30 feet (Mean Sea Level Datum, MSL) with no trending slope; the average elevation of the site is approximately El. 29 feet. 2.2 GENERAL GEOLOGIC CONDITIONS The project site is located at the north end of the Cedar River Valley approximately %4 mile south of where the river enters Lake Washington. Post-glacial geologic conditions at the site are dictated by the presence of Lake Washington and the Cedar River. The channel of the Cedar River is believed to have migrated across the full width of the valley several times since end of the last Puget Sound glaciation. Site soils are expected to consist of a variable mixture of alluvial(river) and lacustrine(lake) deposits. In general, the river is slow flowing near the lake; therefore, low energy alluvial deposits are expected. These generally include clay, silt, peat, organic silt and sand and are typically loose and soft. Lacustrine deposits are lake or deepwater deposits deposited in a very low energy environment and generally consist of silt and clay and are typically very loose and soft. Organics can be found within both types of deposits and can range from non-fibrous plant matter to fibrous partially decayed timber. Because of the migration of the Cedar River channel and the inherent variability of alluvial deposits, site soils are expected to be highly variable. 57450/SEA5R078.doc Page 5 of 21 July 15,2005 Copyright 2005 Kleinfelder,Inc. DRAFT-FOR REVIEW PURPOSES ONLY k'9 KLEINFELDER General geologic information for the project site was obtained from the Geologic Map of King County (Booth, et. al., in press). According to the map, surficial soils at the project site consist of modified land, or fill. Surficial soils near the site that are not covered with fill are mapped as Holocene Alluvium. Holocene Alluvium is a post-glacial river deposit that has not been consolidated by glaciers. 2.3 SUBSURFACE SOIL CONDITIONS Soil conditions encountered in our borings are generally consistent with those expected based on the site's geologic environment and with logs of previous borings completed by others. Based on the results of our borings and the other available data, the project site is underlain by 5 to 15 feet of fill, which is in-turn underlain by highly variable, discontinuous layers and lenses of soft and loose alluvial and lacustrine soils extending to depths of about 40 to 110 feet bgs. Dense to very dense sand is encountered beneath the soft and loose soils. For design and planning purposes, we have categorized the alluvial and lacustrine soils into two post-glacial deposits; the first predominantly consisting of sand and the second predominantly consisting of silt and organics. Site soils were grouped into a total of five different units, descriptions of which are provided below. • Fill: Fill material was encountered at the ground surface or below the pavement in all borings and extends to depths ranging from 5 to 15 feet bgs. In general, the fill consists of silty sand with gravel or sandy silt with gravel. The fill apparent density ranges from soft to very dense. The dense to very dense fill is thickest in the center of the northern central portion of the site. • Postglacial Sand Deposits: Postglacial sand deposits were encountered underlying the fill in some portions of the site and were encountered in all borings except B-5. The postglacial sand deposits generally extended to depths ranging from 50 to 100 feet bgs and are predominantly comprised of loose to medium dense sand to silty sand with some interbedded layers of silt. Portions of the postglacial sand deposits are susceptible liquefaction. • Postglacial Silt and Organic Deposits: Postglacial silt and organic deposits were encountered underlying the fill in some portions of the site and were encountered in all borings. The postglacial silt and organic deposits generally extend to depths ranging from 40 to 110 feet bgs and are predominantly comprised of very soft to medium stiff silt, organic silt and peat. The postglacial silt, organic silt and peat deposits are highly compressible and the low-to non-plastic soft silts are susceptible to liquefaction. 57450/SEA5R078.doc Pane 6 of 21 July 15,2005 Copyright 2005 Meinfelder,Inc. DRAFT-FOR REVIEW PURPOSES ONLY k'q K LEI N FELD E R Alluvial Sand: Alluvial sand was encountered below the post-glacial deposits and extends to the bottom of all borings performed by Kleinfelder. The alluvial sand is postglacial, but is distinguished from the other postglacial deposits by its larger particle size, higher density and lower organic content. Some layers of hard silt were encountered in this unit, which was encountered at depths of 60 to 140 feet bgs. The alluvial sand is not considered to be compressible or liquefiable. • Glacial Soils: Hard silty soils described as glacial soils were encountered in two borings drilled previously by Shannon & Wilson (B-141 and B 102, April of 1993). The glacial soils predominantly comprise very stiff to hard silt and extended to the bottom of borings B-101 and B-102 drilled to depths of 90 and 95 feet bgs, respectively. The glacial soils are not considered to be compressible or liquefiable. 2.4 GROUNDWATER The depth to groundwater was not identified in the majority of borings due to use of mud rotary drilling techniques. Mud rotary drilling involves circulation of a drilling fluid within the borehole, thereby obscuring groundwater seepage that may otherwise be observed in samples and on equipment. Twelve hallow-stem auger borings were drilled for pavement design purposes. The groundwater table was measured at approximate depths of 8 to 10 feet bgs in a majority of these borings. Based on logs prepared for other studies at the site and our experience with other projects in the immediate area, we believe the depth to groundwater is 4 to 10 feet bgs, with the depth being closer to 10 feet in the northwest corner of the site and rising to the 4 feet in the southeast corner of the site. Groundwater levels will fluctuate depending the time of the year and are likely to be highest during the wetter winter months. It should be noted that Kleinfelder did not install groundwater monitoring piezometers, nor did we perform a hydrogeologic evaluation at this site. The annual variability in groundwater depth at this site has not been measured. 3.0 GENERAL CONCLUSIONS AND RECOMMENDATIONS The following sections present general conclusions and recommendations for the project site. Additional specific recommendations for the currently planned structures are presented in Section 4.0. We anticipate that recommendations will be revised and fnalized as plans for the proposed structures change and are finalized. 57450/SEA5R078.doc Page 7 of 21 July 15,2005 Copyright 2005 KJeinfelder,Inc. DRAFT-FOR REVIEW PURPOSES ONLY k'q KLEINFELDER 3.1 SUMMARY • The project site is underlain by a thick layer of compressible and liquefiable soils. Accordingly, foundation design will be dictated by the need to mitigate the potential for both long-term static settlement and liquefaction-induced settlement. • Larger retail buildings, parking garages, the theater, and the hotel should be supported on pile foundations that bear in the dense alluvial sand located about 50 to 130 feet below the ground surface; we recommend use of concrete auger-cast piles. Rammed aggregate piers are not suitable for supporting these structures. • Long-term static settlement for a majority of the small general retail structures can be mitigated by preloading with 3 feet of fill and sizing shallow spread footings for light bearing pressures. Use of thicker pre-loads, over-excavation or rammed aggregate piers will be required for some of the structures. • Liquefaction-induced settlement of structures must be adequately mitigated to address life safety concerns for the Maximum Considered Earthquake in accordance with the 2003 IBC. Pile supported structures will perform well provided that the piles bear in the dense alluvial sands located below the liquefiable layers. Structures founded on shallow spread footings will be subject to settlement in the event of a strong earthquake. In some instances, the potential for differential settlement will require mitigation by use of rammed aggregate piers or stiff shallow foundations designed as grade beams. • Long-term static settlement for concrete slabs-on-grade can be mitigated by placing a pre-load surcharge. For slab loads of 125 pounds per cubic foot, the surcharge should extend at least 3 feet above the proposed finished floor elevation. For slab loads of 250 pounds per cubic foot, the surcharge should extend at least 4 feet above the proposed finished floor elevation. • We anticipate that pre-load surcharges can be removed about 6 months after placement without the use of wick drains. Pre-loads should be placed as quickly as possible and consolidation progress monitored via settlement plates and piezometers. Thorough use of instrumentation will allow settlement to be tracked and allow for pre-load surcharges to be removed sooner than 6 months if settlement progresses quickly. • Liquefaction-induced settlement of concrete slabs-on-grade may be fully mitigated by pile-supporting structural slabs. Some settlement mitigation can be achieved by 57450/SEA5R078.doc Page 8 of 21 July 15,2005 Copyright 2005 Kleinfelder,Inc. DRAFT-FOR REVIEW PURPOSES ONLY k'q KLEI NFELDER preloading or installation of rammed aggregate piers. Slabs may also be placed on prepared subgradd without mitigation measures. Ultimately, we anticipate that the level of slab performance in seismic events will be determined by owner and may differ from building to building. 3.2 SEISMIC DESIGN CONSIDERATIONS Site Response We understand that the project will be designed in accordance with the 2003 IBC. The site soils are liquefiable and therefore the site is classified as Site Class F. Section 1615.1 of the IBC requires that a site-specific response spectrum be developed for the site in accordance with Section 1615.2 when structures have a period greater than %2 second. Based on discussions with the structural engineer, lateral design parameters are not needed at this time and will not be needed in the near future. Therefore, the need for a site-specific response spectrum will be determined and the appropriate information provided in the final report. Liquefaction Liquefaction hazards for the site were evaluated to assist in foundation design and development of recommendations for concrete slab-on-grade support. Seismic design parameters in the 2003 IBC are based on a Maximum Considered Earthquake with ground motions having a 2 percent chance of being exceeded in a 50 years. This corresponds to an event with a return period of about 2,500 years. As a minimum, all structures must meet life safety requirements when liquefaction is considered for the 2,500 year event. For this reason, all but the lightest structures at the site should be founded on pile foundations that bear below the liquefiable soils. Failure to do so could result in bearing capacity failure and extensive settlement that could destroy the building. Bearing the piles into the Alluvial Sand should mitigate liquefaction issues for these buildings. Lighter structures with small footprints may be designed to "float" on a crust of non-liquefiable soils. These structures would be subject to liquefaction-induced settlement but differential settlement could be reduced by use of stiff footings and shallow ground improvement such as rammed aggregate piers. Specific performance requirements for life safety will be developed with the structural engineer. Concrete slab-on-grade floors will be subject to liquefaction-induced settlement if not supported on piles bearing in the Alluvial Sand. However, in our opinion, slab settlement does not present a significant life safety risk that must be mitigated. Rather, it is a performance decision to be 57450/SEASR078.doc Page 9 of 21 July 15,2005 Copyright 2005 Kleinfelder,Inc. DRAFT-FOR REVIEW PURPOSES ONLY k" K L E IN F EL DER made by the owner in light of the overall damage and operational loss that would result from a significant earthquake. We have estimated liquefaction-induced ground settlement under two earthquake scenarios to assist the owners in making decisions about the desired level of performance. The lower level event(LLE) is defined as a ground motion with a 50 percent probability of being exceeded in 50 years and corresponds to a return period of about 72 years. The corresponding peak ground acceleration for this event is about 0.12g. The upper level event (ULE) is defined as an event with a 10 percent probability of being exceeded in 50 years and corresponds to a return period of about 475 years. The corresponding peak ground acceleration is about 0.32g. For comparison purposes, seismographs in the Renton area recorded peak ground accelerations of about 0.05 to 0.10 g during the 2001 Nisqually earthquake. This corresponds to ground shaking levels that are slightly weaker than what is expected for the 72-year event. Liquefaction potential was estimated using the latest available, widely accepted empirical relationships that relate SPT blow counts to liquefaction resistance (Youd et. al, 2001). The corresponding ground surface settlement was estimated using a volumetric strain method (Ishihara and Yoshimine, 1992). In general, under the LLE, ground surface settlements would be on the order of 0 to 6 inches. Under the ULE event, ground surface settlements would be on the order of 6 to 12 inches. Section 4 provides area-specific settlement estimates for the LLE and ULE. 3.3 AUGER-CAST PILES We recommend use of concrete auger-cast piles to support all but the smallest and lightest structures on the site. Vertical Capacity Auger-cast pile foundations should be 16-, 18-, or 24-inch-diameter and bear in the dense to very dense alluvial sand. Estimated allowable pile capacities are presented in the following table and include safety factors of about 3 for end bearing and 1.5 for side friction, with an overall safety factor of at least 2.0. The allowable uplift capacities include a safety factor of about 2.0. 57450/SEA5R078.doc Page 10 of 21 July 15,2005 Copyright 2005 Kleinfelder,Inc. DRAFT-FOR REVIEW PURPOSES ONLY k4 K L E I N F E L D E R Table 1: Estimated Vertical Auger-Cast Pile Capacity Allowable Allowable::* .... Recommended Minimum Pile Diameter Downward Capacity Uplift Capacity Penetration into Bearing (inches) (kips) (kips) Layer(feet) 16 100 50 15 18 110 55 15 24 150 75 15 Pile lengths will vary due to the.variable depth to supporting Alluvial Sand and the presence of wood logs that may inhibit or prevent pile installation to the recommended minimum penetration depth into the bearing layer. Based on information from previous investigations, depth to top of the bearing layer at the site will likely vary between approximately 50 and 130 feet below existing ground surface. Allowable pile capacities are for the total of all dead and live loads and may be increased by one- third for temporary short-term wind and seismic loads. Axial pile capacities are based on soil strength and approximate structural capacity. The structural engineer should verify allowable loads based on actual loading conditions. Certain King County regulations limit the allowable total length of an auger-cast pile, measured from the bottom of the pile cap,to 30D (where D=pile diameter). A pile group effieciency of 0.9 should be used when evaluating group capacity. We recommend a minimum center-to-center pile spacing of 3 pile diameters. Estimated settlement of a single pile is expected to be 1/4 inch or less and estimated differential settlement between individual piles is 1/8 inch or less. Approximately 90 percent of pile settlement will occur during construction. Lateral Capacity The following lateral load characteristics were evaluated assuming a fixed slope (no rotation) condition at the top of a single pile. Allowable lateral loads include a safety factor of at least 1.5 and a pile modulus of 3,600,000 pounds per square inch. 57450/SEA5R078.doc Page 11 of 21 July 15,2005 Copyright 2005 Kieinfelder,Inc. DRAFT-FOR REVIEW PURPOSES ONLY k'q KLE I N FELDER Table 2: Estimated Lateral Auger-Cast Pile Capacity at'/inch Deflection Allowable Approximate Lateral Load for `:Estimated Point of Fixity Pile Diameter; 1/4-inch Deflection Max<mumMoinent Below Pile Cap (inches) (klps) (kip=ft) (feet) 16 22 25 25 18 28 33 25 24 45 50 25 Table 3: Estimated Lateral Auger-Cast Pile Capacity at% inch Deflection Allowable Approximate Loa for Estimated,: Polni f Fixity' Pile Diameter 1/2 inch Deflection Maximum Moment Below Pile Cap (inches) Ps) (gyp l 0 ft) (feet) . 16 36 50 25 18 46 66 25 24 70 83 25 If additional lateral load resistance is needed, a proportion of available passive resistance between the pile cap and adjacent soil can be utilized. We recommend an equivalent fluid density of 200 and 300 pounds per cubic foot be used to estimate allowable passive pressure resistance in conjunction with lateral pile deflections of 1/4 inch and 1/2 inch, respectively. Lateral pile capacity and passive soil resistance at intermediate lateral deflections may be estimated by linear interpolation. 3.4 CONVENTIONAL SPREAD FOOTING FOUNDATIONS Conventional shallow spread footings are only considered feasible for the smallest and lightest general retail structures. In addition, the following requirements must be met to utilize spread footings: • Soils within 5 feet of the building footprint must be pre-loaded to at least 3 feet above finished floor elevation and allowed to settle prior to footing construction. • Where the crust of dense fill is less than 10 feet thick, rammed aggregate piers must be used to improve the soils and prevent bearing capacity failure. 57450/SEA5R078.doc Page 12 of21 July 15,2005 Copyright 2005 Meinfelder,Inc. DRAFT-FOR REVIEW PURPOSES ONLY kn KLEINFELDER Spread footings should be sized for a maximum allowable bearing pressure of 1,500 psf, have a minimum width of 18 inches and be founded at least 18 inches below the lowest adjacent finished grade. 3.5 RAMMED AGGREGATE PIERS We recommend use of rammed aggregate piers for supporting small and light general retail structures where the crust of dense material is less than about 10 feet thick. Based on the existing site layout, we estimate that rammed aggregated piers will only be required to support a few structures. Rammed aggregate piers may also be used to support concrete slabs-on-grade and mitigate static settlement for loads up to about 250 psf. They will not eliminate settlement in the event of liquefaction but will reduce the potential for differential settlement. For preliminary planning purposes, we estimate that rammed aggregate piers used to support slabs will be on the order of 15 feet deep and spaced 10 feet on center. 3.6 CONCRETE SLAB-ON-GRADE FLOORS Concrete slab-on-grade floors will undergo long-term static settlement on the order of 3 to 6 inches unless preloaded with a fill surcharge prior construction. As a general rule of thumb, for slab loads of 125 pounds per cubic foot, the surcharge should extend at least three feet above the proposed finished floor elevation. For slab loads of 250 pounds per cubic foot, the surcharge should extend at least four feet above the proposed finished floor elevation. Use of a preload surcharge will not prevent liquefaction-induced settlement. Alternatively, long-term static settlement of concrete slab-on-grade floors can be mitigated by installation of rammed aggregate piers. Rammed aggregate piers will reduce but not eliminate differential settlement caused by liquefaction and are, therefore, considered to be an intermediate solution. Concrete slab-on-grade floors designed as structural slabs and supported on piles will not undergo long-term static or liquefaction-induced settlement. Liquefaction-induced slab-on- grade settlement is not considered a life safety risk but a performance decision to be made by the owner. 3.7 PRE-LOAD The purpose of a pre-load is to induce settlement of compressible soils beneath floor slabs and footings prior to construction of the building. A full pre-load may be utilized for both floor slab areas and the few structures that can be supported on shallow spread footings. If a combination of pile support for building columns and walls and a pre-load for concrete slab-on-grade is 57450/SEA5R078.doc Page 13 of21 July 15,2005 Copyright 2005 Kleinfelder,Inc. DRAFT-FOR REVIEW PURPOSES ONLY k4 K L E I N F E L D E R selected, pre-loading should be completed prior to installation of piles to prevent down-drag forces on piles after installation. Pre-loading involves placing a temporary fill above planned finished floor grade and monitoring settlement. Typically, settlement is monitored by taking survey readings on several markers located within the pre-load fill. We estimate it may be necessary to leave the pre-load fill in place for up to 6 months. In our opinion, wick drains will not appreciably speed consolidation at this site because there are several sandy layers that will aid drainage. Meinfelder should be retained to evaluate settlement during preloading and to advise when the preload may be removed. General design and construction recommendations are presented in the following paragraphs. Design-level recommendations will be provided in our final report. For slab loads of 125 pounds per cubic foot, the surcharge should extend at least 3 feet above the proposed finished floor elevation. For slab loads of 250 pounds per cubic foot, the surcharge should extend at least 4 feet above the proposed finished floor elevation. The surcharge should extend at full height a minimum of 5 feet beyond the building footprints and should be sloped no steeper than 1'/2H:l V at the edges. Surcharge fill should have an in-place unit weight of at least 125 pcf. Settlement plates should be placed within the building footprints prior to placing fill. The number and location of settlement markers will be determined once building locations are finalized. The elevation of each marker should be established immediately after marker placement and before placing pre-load fill. Marker elevations should be monitored at least once daily during fill placement and compaction until this operation is completed. All markers should be monitored on a daily basis for at least one week after completion of filling, then on a weekly or biweekly basis until settlement activity ceases or Kleinfelder determines that the remaining settlement will be within tolerable limits. All settlement readings should be provided to us promptly for review and evaluation. 3.8 STRUCTURAL FILL Materials used to establish grade beneath structural elements, such as spread footings, floor slabs and pavement sections, should consist of ground ACP or PCC, or imported granular fill materials with less than 5 percent fines. We do not recommend use of the on-site soils silty soils. Use of the recycled concrete is acceptable. Structural fill should be compacted to the following minimum relative compaction based on ASTM D1557 compaction test methods: 57450/SEA5R078.doc Page 14 of 21 July 15,2005 Copyright 2005 Kleinfelder,Inc. DRAFT-FOR REVIEW PURPOSES ONLY k'q KLE I N F E L DER Foundations and Floor Slabs: 95 Percent Pavement Subgrades: 95 Percent(upper 2 feet) Pavement Subgrades: 90 Percent(below 2 feet) Non-Structural Areas: 90 Percent 3.9 PAVEMENT Preliminary pavement design recommendations for parking area were developed using the American Association of State and Highway Transportation Officials (AASHTO) method for flexible pavement. Subgrade soil will be compacted to at least 95 percent of the maximum dry density (as determined by the ASTM D1557 test method; • Maintenance, such as sealing cracks in the pavement, will be performed annually; • A pavement design life of 20 years; and • Adequate drainage of surface water. We recommend that all ACP be compacted to a minimum of 92 percent of the rice maximum density in accordance with ASTM D2041. The design pavement section should consist of one of the following: Table 4: Asphaltic Concrete Pavement Section Th><cness(tnches� x otandax Compacted Granular Subgrade 12 12 Crushed Surfacing Base Course 9 12 ACP 3 4 Cnished surfacing base course should consist of clean, free-draining gravel or crushed rock meeting the requirements of Section 9-03.9(3) Crushed Surfacing, Base Course, of the Washington State Department of Transportation Standard Specifications. ACP should consist of one or more courses of plant-mixed asphaltic concrete, composed of asphalt and aggregate, with or without mineral filler, and mixed in proportions to provide a homogeneous, stable and workable mixture. It should meet the requirements of Section 9-03.8 Aggregates for Hot Mix Asphalt, in the Standard Specifications. 57450/SEA5R078.doc Page 15 of 21 July 15,2005 Copyright 2005 Kleinfelder,Inc. D1ZkFT-FOR REVIEW PURPOSES ONLY k" KLE IN F E LDE R Pavement recommendations will be revised upon receipt of traffic data and/or performance criteria. These recommendations are not necessarily application to major roads within the development. 4.0 AREA-SPECIFIC CONCLUSIONS AND RECOMMENDATIONS 4.1 AREA DESIGNATIONS In order to provide structure-specific recommendations and account for high variability in site soils, the proposed structures were divided into 7 different areas designated A through G. Descriptions of the areas are presented below and a map of the area designations is presented on Figure 3. Area A—Anchor(Target) and East Junior Anchor Area B -Theater and North Parking Structure Area C - Hotel Area D - South Parking Structure and Department Store Area E—West Junior Anchor and Grocery Store Area F - Single Story General Retail located on thin dense fill crust Area G- Single Story General Retail located on thick dense fill crust Area H—Roadways and Parking Lots AREA A— ANCHOR(TARGET) & EAST JUNIOR ANCHOR • The proposed Anchor and East Junior Anchor are located on the southeast corner of the site as shown in Figure 3. Ten borings, B-20 to B-28 and B-50, were drilled within the footprint of the buildings. Soils encountered in the area generally consisted of 3 to 5 feet of dense fill underlain by postglacial deposits extending to depths of 55 to 85 feet bgs, and alluvial sand. Generalized subsurface conditions are presented on Cross-Sections C-C', D-D' and E-E' (Figures 6, 7 and 8). • These structures should be founded on auger-cast piles. Bearing soils were encountered at depths ranging from 55 to 85 feet below this area. • Pre-load surcharge for this area should be 6 feet thick. Estimated liquefaction-induced settlement of slabs-on-grade: o LLE—up to 6 inches o ULE—6 to 12 inches 57450/SEA5R078.doc Page 16 of21 July 15,2005 Copyright 2005 Kleinfelder,Inc. DRAFT-FOR REVIEW PURPOSES ONLY k9l KLEIN FELDER AREA B—THEATER AND NORTH PARKING STRUCTURE • The proposed Theater and North Parking Structure are located in the northwest corner of the project site as shown in Figure 3. Six borings, B-1 to B-6, were drilled within the footprint of the buildings. Soil encountered in the area generally consisted of fill, the upper five to ten feet of which was dense, postglacial deposits extending to depths of 45 to 65 feet bgs, and alluvial sand. Generalized subsurface conditions are presented on Cross-Section A-A' (Figure 4). • These structures should be founded on auger-cast piles. Bearing soils were encountered at depths ranging from 45 to 65 feet below the ground surface. • Pre-load surcharge for this area should be 3 to 4 feet thick depending on slab loads. • Estimated liquefaction-induced settlement of slabs-on-grade: o LLE—negligible o ULE—6 to 12 inches AREA C—HOTEL The proposed hotel is located on the north end of the site as shown in Figure 3. Three borings, B-29, B-30 and B-31, were drilled within the footprint of the building and one boring, B-35, was drilled 150 feet south of the proposed hotel. Soils encountered in the area generally consist of ten feet of dense fill, postglacial deposits extending to depths of 60 to 70 feet bgs, and alluvial sand. Generalized subsurface conditions are presented on Cross-Section B-B' (Figure 5). • These structures should be founded on auger-cast piles. Bearing soils were encountered at depths ranging from 60 to 70 feet below this area. • Pre-load surcharge for this area should be 3 to 4 feet thick depending on slab loads. • Estimated liquefaction-induced settlement of slabs-on-grade: o LLE— 1 to 9 inches o ULE—3 to 12 inches AREA D—DEPARTMENT STORE AND SOUTH PARKING STRUCTURE The proposed department Store and South Parking Structure are located in the southwest corner of the project site as shown in Figure 3. Seven borings, B-9 to B-15, were drilled within the footprint of the buildings. One previous boring, B-2 of the Dames and Moore report dated April 1956, was used in our analysis of this area. Soil encountered in the area generally consisted of fill, the upper three to five feet of which was dense, postglacial deposits extending to a depths 45 to 130 feet bgs, and alluvial sand. 57450/SEA5R078.doc Page 17 of 21 July 15,2005 Copyright 2005 Kleinfelder,Inc. DRAFT-FOR REVIEW PURPOSES ONLY k9l K L E I N F E L D E R Generalized subsurface conditions are presented on Cross-Sections F-F' and H-H' (Figures 9 and 11). • These structures should be founded on auger-cast piles. Bearing soils were encountered at depths ranging from 45 to 130 feet below this area. • Pre-load surcharge for this area should be 3 to 4 feet thick depending on slab loads. • Estimated liquefaction-induced settlement of slabs-on-grade: o LLE—0 to 18 inches o ULE—6 to 18 +inches AREA E—GROCERY STORE AND WEST JUNIOR ANCHOR • The proposed Grocery Store and West Junior Anchor are located on the northwest comer of the intersection of North 8t" Street and Park Avenue North as shown in Figure 3. Four borings, B-16 to B-19, were drilled within the footprint of the buildings. Six previous borings, B-1, B-3 and B-8 of the Dames and Moore report dated April 1956, B-1 and B-3 of the Shannon Wilson report dated October 1993 and B-1 of the Landau Associates report dated April 1993, were used in our analysis of this area. Soil encountered in the area generally consisted of fill, the upper 5 to 10 feet of which was dense, postglacial deposits extending to depths of 105 to 115 feet bgs, and alluvial sand. Generalized subsurface conditions are presented on Cross-Sections F-F' and H-H' (Figures 9 and 11). • These structures should be founded on auger-cast piles. Bearing soils were encountered at depths ranging from 105 to 115 feet below this area. • Pre-load surcharge for this area should be 3 to 4 feet thick depending on slab loads. Estimated liquefaction-induced settlement of slabs-on-grade: o LLE—6 to 18 +inches o ULE— 12 to 18 + inches AREA F— SINGLE STORY GENERAL RETAIL LOCATED ON THIN DENSE CRUST OF FILL The proposed Single Story General Retail buildings positioned on a thin crust of dense fill, are for the most part located along the outer south, east and west edges of the site as shown in Figure 3. Five borings, B-7, B-8, B-34, B-36 and B-37, were drilled within the footprint of the buildings. Five previous borings, B-5 of the Dames and Moore report dated April 1956, B-101 and B-102 of the Shannon Wilson report dated March 1993 and B-1 and B-2 of the Backnam Associates report dated 1980, were used in our analysis of this area. Soil encountered in the area generally consisted of fill, the upper 3 to 5 feet of which was dense, postglacial deposits extending to depths of 55 to 90 feet bgs, and 57450/SEA5R078.doc Page 18 of 21 July 15,2005 Copyright 2005 Kleinfelder,Inc. DRAFT-FOR REVIEW PURPOSES ONLY k'q KLE I NFEL DER alluvial sand. Subsurface conditions can be extrapolated from generalized subsurface conditions presented on Cross-Sections A-A' and H-H' (Figures 4 and 11). • These structures should be founded on auger-cast piles or shallow spread footings that bear on soil reinforced with rammed aggregate piers. Shallow spread footings should be designed for an allowable bearing pressure of 1,500 psf. • Pre-load surcharge for this area should be 3 to 4 feet thick depending on slab loads. • Estimated liquefaction-induced settlement of slabs-on-grade without support of rammed aggregate piers: o LLE—0 to 10 inches o ULE— 12 to 18 +inches Liquefaction-induced differential settlement will be approximately half of the total settlement if slabs are supported on rammed aggregate piers. AREA G — SINGLE STORY GENERAL RETAIL LOCATED ON THICK DENSE CRUST OF FILL The proposed Single Story General Retail buildings positioned on a thick crust of dense fill, are for the most part located in the middle and northern half of the site shown in Figure 3. Three borings, B-33, B-34 and B-35, were drilled within the footprint of the buildings. Soil encountered in the area generally consisted of fill, the upper ten feet of which was dense, postglacial deposits extending to a depths 60 to 70 feet bgs, and alluvial sand. Generalized subsurface conditions are presented on Cross-Sections B-B' (Figure 5). • These structures can be founded on shallow spread footings without the use of rammed aggregate piers provided that the structural life safety requirements can be met. Foundation design details will be developed with the structural engineer to life safety in the event of an earthquake and structural settlement. • Pre-load surcharge for this area should be 3 to 4 feet thick depending on slab loads. • Estimated liquefaction-induced settlement of slabs-on-grade without support of rammed aggregate piers: o LLE—0 to 12 inches o ULE— 8 to 18 +inches Differential settlement will be approximately half of the total settlement if slabs are supported on geopiers. 57450/SEA5R078.doe Page 19 of 21 July 15,2005 Copyright 2005 Kleinfelder,Inc. DRAFT-FOR REVIEW PURPOSES ONLY k'q KLEIN FELDER AREA H—ROADWAYS AND PARKING LOTS The proposed Roadways and Parking Lots located throughout the site are shown in Figure 3. Twelve borings, B-38 to B-49, were drilled to a depth of 10 feet bgs in these areas; the boring layout is shown in Figure 2. Soil encountered in the area generally consisted of fill, the upper 3 to 10 feet of which was dense. Subsurface conditions can be extrapolated from generalized subsurface conditions presented on Cross-Sections A-A' and H-H' (Figures 4 and 11). 5.0 LIMITATIONS Recommendations contained in this report are based on the field explorations and our understanding of the proposed project. The investigation was performed using a mutually agreed upon scope of services. It is our opinion that this study was a cost-effective method to explore the subject site and evaluate the potential geotechnical concerns. The soils data used in the preparation of this report were obtained from exploratory borings completed for this study. It is possible that variations in soil and groundwater conditions exist between the points explored. The nature and extent of these variations may not be evident until construction occurs. If soil .or groundwater conditions are encountered at this site that are different from those described in this report, our firm should be immediately notified so that we may make any necessary revisions to our recommendations. In addition, if the scope of the proposed project, locations of facilities, or design building loads change from the descriptions given in this report, our firm should be notified. The scope of our services does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. This report has been prepared for use in evaluating the feasibility of development of the subject property by Harvest Partners. in accordance with the generally accepted standards of practice at the time the report was written. No warranty, express or implied, is made. This report may be used only by Harvest Partners and their design consultants and only for the purposes stated within a reasonable time from its issuance, but in no event should this time exceed 12 months from the date of the report. Land or facility use, site conditions (both on- and off-site), regulations, advances in man's understanding of applied science, and/or other factors may change over time and could materially affect our findings and may require additional work. 57450/SEA5R078.doc Page 20 of 21 July 15,2005 Copyright 2005 Kleinfelder,Inc. DRAFT-FOR REVIEW PURPOSES ONLY kTJ K L E IN F E L D E R Therefore, this report should not be relied upon after 12 months from its issue. Kleinfelder should be notified if the project is delayed by more than 12 months from the date of this report so that a review of site conditions can be made, and recommendations revised if appropriate. Any parry other than Harvest Partners or their design consultants who wishes to use this report shall notify Kleinfelder of such intended use. Based on the intended use of the report, Kleinfelder may require that additional work be performed and that an updated report be issued. It is the responsibility of Harvest Partners to see that all parties to the project including the designer, contractor, subcontractors, etc., are made aware of this report in its entirety. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk. Further guidelines and information on this geotechnical report can be found in the ASFE publication entitled Important Information About Your Geotechnical Engineering Report, which is included for your reference in Appendix E of this report. 57450/SEA5R078.doc Page 21 of 21 July 15,2005 Copyright 2005 Kleinfelder,Inc. , S2 St 0n L a k e �N (3, ) W a s h i n g t o n ?Q - L i I mo: _ Project - h � -- ��>�I✓ t Site % (� -61 n CD 0 UJ u ri M 2900 ` C C7 c Q� Copyright 01988-2001 Microsoft Corp.and/or its suppliers.AA rights reserved.hftpJA—microsoft.coMmappont 0 Copyright 2000 by Geographic Data Technology,Inc.All rights reserved.0 2000 Navigation TechnoNies.All rights reserved. 0 Copyright 2000 by Compusearch Micromarl,eting Data and Systems Ltd. Not to Scale Vicinity Map FIGURE Ifff KLEINFELDER Harvest Partners Lakeshore Landing 7 PROJECT NO. 57450 July 2005 Renton, Washington Legend +B-7 Number and Approximate Location of Borings f / drilled for Harvest Partners in 2005. p! � / -'�~�' � it �+ ■vufs5e ��•�-' � ' l//"� � ' f ,� � ; i ; ssl i ,� � i B-f { l ll 4 y/�/,'srf/�`�✓ < /�^L:r'�';6:�.r...— i �•:` /,!'! '��` itr '•'',•� �rl i�sI'� � � � � f �`,!y t l ■DU---- Number&Approximate Location of Borings drilled ,.✓ -- f r, -_,.1 ,, - t /'' '- .'/, ;, ; ;?r - ! ��C for Boeing by Dames and Moore in April 1956. /rr //''��r�/� ;=' j 6- ;':i i r -\ _- �•�".=� '� ■Sw>93o Number&Approximate Location of Borings drilled for Boeing by Shannon &Wilson in February 1980. ■B41980 Number&Approximate Location of Borings drilled for Boeing by Backnam Associates in 1980. ■SW f993 Number&Approximate Location of Borings drilled �,. for Boeing by Shannon &Wilson in March 1993. ;i // / ,/� , ; i '•€ i, ■L4 f993 Number&Approximate Location of Borings drilled4 for Boeing by Landau Associates in April 1993. ell 1 ____ Cross-Section Designation &Approximate Location 1 '�!'i /f `" p`'v ��r .'::,r::;'•-.. \mil i t - --_,_,__ [�i � �€ 3 [', .'r....-�i,i•^'� I .i..�.,. '::!' !,��� '-�'�. �l ...-" /,'', fil ! `Z Y ir£, - - =` 1 _.. _..! '/ t I} i Y :t! •',l.• iz•�� i•�- .:i-..• ��' i i� t T j r✓ / r`�` %/ '- ! `- / r _ _1 - / i' I HII i � ' t.! U -1+'•� \i',•- };ice r•'T �� �'�'< � f ''"l, t{ J� t X!•,r / / / f `-7=_-..--•• �,• /' / -_- __I ` I {€ s� # is J \�';t..'7'B-�'. :�, �t`Y-..r'Vi,,,�'B;ID�` ��� i�' � ( f ff/ /1 r / /� �/ ' _�,�---^ �•--� # i t iI.L i,• ^ ✓_ .!-` �}..X.,'.� 'i*.•'... -.,;•T�• i'>'.�„i. a. ` S r 1 fj .f f f :%l' �.^.� r(f j' i �j ��/ .".:-"T^:,-i t t f j j i f i' � r I" 'J "-:y'� :'•'- :'C it-" ..S•` � (% /��,t f ;` BA 19H6 `', i.. . } t Y 3� ,y.... ,h.... 1 1 :I yy c��? ■� . ;! /!■BA 8BD _ �a B . .x` i r '....47 �( c, ON/19iSB i` B-1p2�' (�` � f •a' -.' t it / 3tf! :i! j7 i ! ,. ■ 1883• -t L2 .._l..-_ >✓'� , 'f -.sir;".. b .i, � ��•^'� "�.✓ _ A - ' � i j{ '. Y ` IFY t..`i 4 :,l1'�.i r "'•- -�,`.'� f � i � /• ^�, -- -i-- -;-- - - - - *- _� '� i �� '� -'�i '✓. _ i 1trit j tf f.,� .., •;; j i •i ... -.ti'^-, -'.- $- --il-- _ - _-IS i i ;f ._ ,y: .t'✓�a` 77 .�'�.,.:. "...k+'. - B�-4 if .'fl i tr �rsi� ri ��`� ( ! r.... 'y ._. _,- _.r. —. __ - -i-- -y'- --;s ii � r� •.i�- ��.;.:� �--�:.-••;` - •�kt'r,' '��� 'ram`:'.� •-�' {l'J1tj vi � (" � l "'i --- St � _3- ( ...Y" './i,'� ]� '"�-�':- i''�r .�•� if, / 11 t 1 tV31 i r•r �\ I / j '.`! a _—t_ — _._— —f _. _ ��3 Y'-: L .3+.{,'.!i-. - ft .Y' t tl jt i / ij .•._ '_ _ -:i.- —� % i i I� i # Y•.' ,r�J '�:a''•:. \ -;mac{ '',L ,;.l '.is•;.�.. +: •"S•� Y ✓ ( 7 t# I!1' '/ t•,,. --__i! t r I_ _ %f i-_,, �Q- -$- ._._9-- --�" _.�— �, }t 1 ,,r/ �'` �,,,5>i?'i..�c•��••:•': Lin _ FBI___ I ¢ I- �' ..••� "` _-' �: .a... `-1•-/C-s�...-. ,' 4, �? jI �� � dn1`�l,(�^` �' r--• 11j'. `= #E((t�----- -�_ _�-_ �-.- "9- �`�— -.�¢^� �; i 1i � it_ `L'.._.:1':•':`':` L--•^' �-- � .:.... � € t `� rr'�1 5 r;'���1� '`_ i l• >� 1 •-} � � `{._. _�_ _.-- _� _... I I 1 i i•_.� S r€ � i��t�",,'• ` �.�_.l 1 � � }: if DM I; All if JI is v Y k r I / // % 8 �3 ■ i I L1t r31 }#j F_.. _ '' i v ;J `� / € i r �\ 0 150 FIGURE i Harvest Partners Scale: 1"= 150' Lakeshore Landing Site Plan Renton,Washington 2 Copyright 2005 Kleinfelder, Inc., All rights reserved. K!_EINFELDER Project: 57450 July 2005 zz Legend - Area A - Target and East Junior Anchor j ,,. t( •••'! !! � I 1 } t tttl t} t 14 Area B - Theater and North Parking Structure •t/ �;�. Area C-Hotel / i ;.r /- / ! i I } ; ! ( ` t _ --,. —i 1 Area D- South Parking Structure and Department Storeif it (i I 1 t y Area E-Junior Anchor and Grocery Store J I / / /" i ! fit J ! If Area F- Single Story General Retail located on thin dense crust R /�/ t ! J 7! 1 JI I� t` ''" _41 t�`f Ir _1 ko Area G- Single Story General Retail located on thick dense crust � ;//' ,� /' !; �'I l�,y � � t} l i } � t"''► Area H-Roadways and Parking Lots ' } ! tl I If �it t l J� I ,�:.`•-j �-p� / / r / ,� tI -..( � !! 1 t t! � /) ,.:i:,..". }�' r ���'.. =y r ..._ ' ili1 !7. rZ,' f/.'/fj I 6.�� `;t, /, I I I } . . t: ! 1 r ,`' } y i+y: },.•i f �• � f I ..�`r� r ~ /, J � � C^ f 1 �I'-� Y,. :}�.,:••^:.. .'j... ' :�ti.:. '^ } it i ! '� i'L,:-ti S•ar r 4.: i ► rr ' r � /f I ! r<•. � l/ /✓� t ri -- _� _. _ _ �I ! } Ir If rJ �f l l f� 1f r J �'•, .:••;...`• _..�;. .::� , J l r � � r:.- —` -- _ --+— _ _—:— � j i � �� :�j � I,�,.: -'.'S•= 1,�1 8 ! C7 =41 - _ r(! Jl — tI i' r_ { `� i ''' q� '��Y: ti��+ ,��,; �� ,/r ) �1,• C -4-... -__ __. — ,�1 !i !1 i �.-` 'J'.. `!_ .'�t'.'t 1• %:F,.! -'?c..._i+ ✓ J T -- 1 ! — s y J(�(1, r / y. �.� � /� �'• � --r- _�' - - _! i (, c�"�'1�.. �•�,. .�r C!:-i 1 4' tT!��'{�/Y�jj, \J j T \ •�� �� !• t�� '^•---._-''� i "—, ! _ _J-- _L_ _T RLLU 'I l i_ � Erl ( ,� r �[!( ;� `�—� :—, '� C_� fill I if I If IT i _ t 1 ---- ---- — --... ---- --- ca /. — i . 0 150 FIGURE " %_, � Harvest Partners Lakeshore Landing Scale: 1"= 150' Renton,Washington Area Designations 3 Copyright 2005 Kleinfelder, Inc., All rights reserved. KLE/NFELDER project: 57450 July2005 Proposed Proposed , A Parking Garage Theater A Sw NE ti° 10 0 x. 0 100 9 57 157 9 10 „ 7 50/5 67 10 / r _ L//'/ /!/ f�/� f 20 _ 12=—' 3 — 24 27 —'—'—' —'— —'—' 24— 5—.--~— 20 —.—.— —.—. .— —_— —_.—.—.. .— _—_— 9 9.. ..124--— — — 7i 30 - zs 5 _ 127/7 _— _�— -- 4/ f — — 30 7 6 40 7 2 14 40 0 10 19 12— —.—— —— —�7 f1" / 3 = 40 (is / 0 76_..\ —._ 47— 137 17 -- 28-- 50 !a 57 50 — ion - 7— 50 �— 2! a O 25 44 �/ �� 21 1 / 60 17 28:: 7� 5 f! 5 1002\! 5/f 60 r 5 24 49 41 26 m CO 70 - 4 58 70 w 31 54 81 Q 21 20 2.' 66 Q 80 19 7 0 7 80 4 90 1s 90 33'. 100 30,: 100 1 L 110 110 Legend Generalized Geologic Unit a� A; Exploration designation and approximate location Fill:Dense, silty sand with gravel or sandy silt with gravel. Top of exploration Post Glacial Deposits: Predominantly loose to medium dense sand to silty sand. Some layers of silt. Horizontal Scale: I"= 100' 12 Standard Penetration Test N-Value 0 25 50 100 200 !� Post Glacial Deposits: Predominantly very soft to medium stiff silt, organic silt and peat. Some layers of sand. Groundwater level as estimated during drilling 0 5 10 20 40 Bottom of exploration Alluvial Sand. Predominantly medium dense to very dense sand to silty sand. Vertical Scale: 1"=20' _?— —12_ Inferred geologic contact FIGURE Its Harvest Partners Subsurface Cross-Section A-A' Lakeshore Landing /�enton, Washington Proposed Parking Garage & Theater Lr Copyrighto 2005 Kleinfelder, Inc., All rights reserved. Note: See Figure 2 for Cross-Section Location KLEINFELDER Project: 57450 July2005 Proposed Proposed Pro General P 8 Retail � Road Hotel 81 South North 13, QV 0 ry.r 0 - 59 t32 50/3 37 10- i421 50/3 52 10 5 20 20 1 3� 6" 20 —�— ` 3 3 14� 47- — 30 —_—'2- 23_—' 0 �_L'—� 33—_ 7 5 30 — 40 _.—_._. .—�_ 23� 8 a 50 21 - — 26.--_---- /. --- 31- — — 50 6O 24— -- 25 y.,. 50 C)O 0 / 68 CO Zs 70 75 ' _ -� 64. 73. 47 - 70 O 58 51 55 80 48 5 0/5 80 N m m p 90 90 C) 100 100 Legend Generalized Geologic Unit Exploration designation and approximate location Fill:Dense, silty sand with gravel or sandy silt with gravel. Top of exploration Post Glacial Deposits: Predominantly loose to medium dense sand to silty sand. Some layers of silt. Horizontal Scale: I"= 100' 12 Standard Penetration Test N-Value 0 25 50 100 200 Post Glacial Deposits: Predominantly very soft to medium stiff silt, organic silt and peat. Some layers of sand. Groundwater level as estimated during drilling 0 5 10 20 40 Alluvial Sand: Predominantlymedium dense to very dense sand to silt sand. Bottom of exploration " ry y Vertical Scale: 1"=20' —?— —?— Inferred geologic contact FIGURE Harvest partners ' Lakeshore Landing Subsurface Cross-Section 8-8 Renton, Washington Proposed Hotel&Adjacent General Retail 5 Copyright-2005 Kleinfelder, Inc., All rights reserved. Note: See Figure 2 for Cross-Section Location KLEINFELDER project: 57450 July 2005 C Proposed Anchor C 1 West East o h� h Q)Q�° rq- C41 0 - y �. 0 LO30 ?M 10- - 4_ -- —. 3/ 4// 10 13 2 _7_ 20 / 1� � 2 17 %� 20 9 8 10 30 a 26 ,�Z 30�712 z _ — —? 1�= - a� � G _ a _-- - - - - - - - - -_ _- - 0 50 �� ? `:7 7 ?_. 34 50 0 �? / / - 66 ��( 1 7_ 2.- — 60 74: 67,k7 .? 60 m � Cl) O 70 70 0 31 33 - 80 14 72 80 90 90 100 100 Legend Generalized Geologic Unit a� A� Exploration designation and approximate location Fill: Dense, silty sand with gravel or sandy silt with gravel. Top of exploration Post Glacial Deposits: Predominantly loose to medium dense sand to silty sand. Some layers of silt. Horizontal Scale: 1"= 100' 12 Standard Penetration Test N-Value 0 25 50 100 200 / /// Post Glacial Deposits: Predominantly very soft to medium stiff silt organic silt and peat. Some layers of sand. Groundwaterlevel as estimated during drilling 0 5 10 20 40 Bottom of exploration °,, Alluvial Sand: Predominantly medium dense to very dense sand to silty sand. Vertical Scale: 1"= 20' �}-� —?— —?— Inferred geologic contact FIGURE k%1 Harvest Partners ' Lakeshore Landing Subsurface Cross-Section C-C /� Renton, Washington South Side of Proposed Anchor �hJ Copyright-2005 Kleinfelder, Inc., All rights reserved. Note: See Figure 2 for Cross-Section Location KLEINFELDER Project: 57450 July 2005 D Proposed Proposed D► Junior Anchor Anchor - West East ^5 ,moo`' Q Q Q 3 71 10 6 14 fj �j=�/ / - 10 20 1 —.— 22—.—.—.— —.—.—. ?� — o20 30 3/ _ 43—.—_ — 307— G— — ----_ 137 4 _ 341 w 40 z 24/ 40 U U 50 _—_-------: 62— 9 —.———:—---- s6 50 a }14 — --- - 16— -- 47 fL///?/L// G, —.— 60 —:—_.--- _ _ - 7a —_ — 3 60 -== — -- - 222—-----� - Cl)m ...... - -.—.- - - -= - - ao 70 1 --_- 17—?T 70 o/ r4 80 1 �— —?— — 80 30 62. 90 64 80 90 100 100 110 _. ..._ .. .. 110 Legend Generalized Geologic Unit A- Exploration designation and approximate location Fill:Dense, silty sand with gravel or sandy silt with gravel. Top of exploration Post Glacial Deposits: Predominantly loose to medium dense sand to silty sand. Some layers of silt. Horizontal Scale: I"= 100' 12 Standard Penetration Test N-Value 0 25 50 100 200 Post Glacial Deposits: Predominantly very soft to medium stiff silt, organic silt and peat. Some layers of sand. KZ Groundwater level as estimated during drilling 0 5 10 20 40 .p ry Bottom of exploration xn Alluvial Sand: Predominantly medium dense to very dense sand to silty sand. Vertical Scale: 1"= 20' —?— —?— Inferred geologic contact FIGURE Harvest Partners Subsurface Cross-Section D-D' Lakeshore Landing Center of Proposed Anchor and 7 Renton, Washington Copyright°2005 Kleinfelder, Inc., All rights reserved. Note: See Figure 2 for Cross-Section Location KLEINFELDER Project: 57450 July2005 Junior Anchor E Proposed Proposed Ef Junior Anchor Anchor - West East ryp C� Ary*o�' �h �05 g: 29 _ ' 15 - / 12 126 10 /? 6� j� 16/ 1 47 -2 10 - — —'—'- —' — . — —'—r —_ 20- ]1 1� 20 —_—-- —�19— 3 / 1 '7 —7 — — — 22' 30 12 N (if � � 1 21 1 � —- 22— — — 50 9 9 138---._/ 50 77 112 119 60— 152: 11 60 15 co ca 17 80 s � G? �" 'fi3 00 80 ' 21 67 90 73_ 8 - 90 a 100 100 I 10j 1110 Legend Generalized Geologic Unit a� A" Exploration designation and approximate location Fill: Dense, silty sand with gravel or sandy silt with gravel. Top of exploration 0 Post Glacial Deposits: Predominantly loose to medium dense sand to silty sand. Some layers of silt. Horizontal Scale: I"= 100' 12 Standard Penetration Test N-Value 0 25 50 100 200 Post Glacial Deposits: Predominantly very soft to medium stiff silt, organic silt and peat. Some layers of sand. KZ Groundwater level as estimated during drilling 0 5 10 20 40 Bottom of exploration _ ? Alluvial Sand: Predominantly medium dense to very dense sand to silty sand. Vertical Scale: 1"=20' —?— —?— Inferred geologic contact FIGURE Harvest Partners Subsurface Cross-Section E-E' Lakeshore Landing North Side of Proposed Anchor and 8 Renton, Washington Copyright°2005 Kleinfelder, inc., All rights reserved. Note: See Figure 2 for Cross-Section Location KLEINFELDER Project: 57450 July2005 Junior Anchor Proposed Proposed Parking Structure Proposed Departent store Junior Anchor Proposed Grocery Store F F1 West East QIQ ' 0 k} ,• .. Jam.. 30 0 '< w 1 1 � 32 52 45 3' Zr 10 --- - 6-'-- —---�__�: —= 2> � 1 5 h 5 f 2 e 4 10 20 - — 10-7r 9— — -- — — —__�33— — 1 20 / 2/ ? —' 24— — 7 T 9 - 0 T-J— 7 j 5 141 o 1 - — o _ o 30 0 30_ 54— 40 T 7�//��/� 1 1 / —.—.—. —. �._.— _--a _--_ - -- - o 5O 25 35 45 �7�_—_ �/���►"2 ° , / 40—' 0/ a - - _ 10 - 0 ID O 5 59 - 53 —'— 18_ ., 5 ..— '9 0 O U 60 9 : oo .a 1 —'- 60 60 27- 0 — Y 19 —.—.—._--—.— —-—-— — - — — — — �— m ___.�. 4p_ _—.— 7 7 m 70 0—_- - -7 0 — — 9 � 0 70 c ? 80 1i, -- _ _ _ 57- — —'— h— — — 65- _—_ —'—_ 64—_ 80 k'_48__ r---_-- --_ —_— — —T 40— — — — —'— — —' —'— —'- 35— _ - - -'- - _ - - - -' 82- --" 9 — —.—.— — — 48 —'— '2 — Legend14yi— — 100 P�°� Exploration designation and approximate location = = — � � — / — ° 100 l' / Toexploration i P of 61 ?- 110 0 110 12Standard Penetration Test N Val e SZ Groundwater level as estimated during drilling Bottom of exploration / 1 - a 120 —?— —?— Inferred geologic contact 130 Generalized Geologic Unit bo 140 Horizontal Scale: 1"= 100' Fill.Dense, silty sand with gravel or sandy silt with gravel. 0 25 50 100 200 Post Glacial Deposits: Predominantly loose to medium dense sand to silty sand. Some layers of silt. 1150 0 5 10 20 40 Post Glacial Deposits: Predominantly very soft to medium stiff silt, organic silt and peat. Some layers of sand. Vertical Scale: 1"=20' Alluvial Sand: Predominantly medium dense to very dense sand to silty sand. Harvest Partners Subsurface Cross-Section F-F' FIGURE Lakeshore Landing North Side of Proposed Q Copyrighto 2005 Kleinfelder, Inc., All rights reserved. Note: See Figure 2 for Cross-Section Location KLEINFELDER project Renton,Washington �/ 57450 July2005 Department Store & Grocery Store Proposed Proposed Proposed Park Proposed Proposed Parking Structure General Retail General Retail General Retail Ave General Retail G G' West East 4�VQP� �Q��� �Qi°l e� Qa 0- 0 22 6 45 11 59 129 10 0 0 7 5 3 63 10 ZO — -- -- 6-.— 28---— 2— — —__ ,-._._._. 20 2 20 22 —.—._.—. 19—, .—.—.—.—. 48_ --- 30 — —— 4—'—_—' 22— — — — — — 47— ——__ 12 ---- 18'—_ _—_—_--- — — 23-- _ —- —- 18—_ 30 5 18 4 42-----—-—-—- 140-•---•---•—'— —' 18— — N 40 1 13 4 6 8� 4 40 � . 12 - - 8-• - - -- 23 - -• 82 _—• 9 10 50 _----- 18—--�. 5--.-_.-__.— —- 67--_——-_.-_.- 25— -- _— —'— _ 21 1/ 50 a Z 29 32, 65� '- 15 — -- 14 -- ——_—' — — — — — / —._.- 1 .. .. ..... :. -60 1 _ _ -- o _ _ •0• 45-'•,55',w. •8 "5 .. .31+., - m m - - '4. 7 70 69: 90 75- 0 1 �J 11 a) 58' 1 s• - 73- '. 8 0 . ......: .. 39• 50.1 8O 46- 44 49 • r 2 90- 13 66'" 90 I :.. .. ... 38 [ 10 ( • _ 100 7 35 100 I 13 I 110 s 4 I Legend 110 a? m�A Exploration designation and approximate location 120 Top of exploration 1120 12 Standard Penetration Test N-Value Generalized Geologic Unit Groundwater level as estimated during drilling Fill:Dense, siltysand with ravel or sand silt with ravel. Horizontal Scale: I"= 100' 9 Y 9 Bottom of exploration 0 25 50 100 200 0 Post Glacial Deposits:Predominantly loose to medium dense sand to silty sand. Some layers of silt. —?— —?— Inferred geologic contact 0 5 10 20 40 ® Post Glacial Deposits:Predominantly very soft to medium stiff silt, organic silt and peat. Some layers of sand. Vertical Scale: 1"= 20' Alluvial Sand: Predominantly medium dense to very dense sand to silty sand. FIGURE Glacial Silt Harvest Partners Subsurface Cross-Section G-G' Lakeshore Landing Renton, Washington Center of Western Half of Site � 0 Copyright°2005 Kleinfelder, Inc., All rights reserved. Note: See Figure 2 for Cross-Section Location KLE/NFELDER project. 57450 July 2005 Proposed Proposed Parking Structure , Proposed Departent store , , Junior Anchor , Proposed Grocery Store , H' H, West East Ab Z SO Ci Q�C' l io\ col O Q Q �P Q QO 0 5 Q y 0 32 0 6 15 6 4 q� 1 10 2 j 1 1 14 5 13 10 3 4 1 9 1 2 0 20 �o_--. —. 1 yam__. ------ —. 9 2 _ — 0 20 Ijbi 0 — — — — ..jig—.—_ ._—____ _ _— — _-- _— 2_' 19---_ — — 6 4 30- 2 _._.L/ 30 0 17 2� — — 33 40 _—. �i - - - 12 0 — _ - - _ — _ — 5 2 0 40 7. _._._._._-_._.—. _. —._•— 22 15— _-- — --- 5O 40' — — — —._._. 38 — 77 — — — 0 �!1 50 12 86— i —•—• 74— — — — _._. 1JO - ---_=== - l _ _ --_ _ _60 7L _<• � _ _ —•--- 24 11 � —•--- — 39—_ — — 60 CO �._.—._. 62_.= 16 0 _ L� 70 — —._.— �< _01 _ 80 — 1 -80 0 — —r •2 - - - - 8 — 0 -- 1 90 _.—._ — — — — — — — _._._. � - F66 Legend 7' 0 100 Exploration designation and approximate location 110 Top of exploration 14 s " 110 12 Standard Penetration Test N-Value er Groundwat er level as es timated mated during drilling 120 - 120 `.^. Bottom of exploration Ioratio n - -?— —?- Inferred geologic contact " Generalized Geologic Unit "j. ... Fill: Dense, silty sand with gravel or sandy silt with gravel. Horizontal Scale: 1"= 100' 0 25 50 100 200 Post Glacial Deposits: Predominantly loose to medium dense sand to silty sand. Some layers of silt. 0 5 10 20 40 ® Post Glacial Deposits: Predominantly very soft to medium stiff silt, organic silt and peat. Some layers of sand. Vertical Scale: 1"= 20' Alluvial Sand: Predominantly medium dense to very dense sand to silty sand. Notes: See Figure 2 for Cross-Section Location. Harvest partners Subsurface Cross-Section H-H' FIGURE Lakeshore Landing South Side of Proposed Dames and Moore boring logs did not include Renton, Washington Copyright°2005 Kleinfelder, Inc., All rights reserved. blow counts, but soil type descriptions KLEINFELDER project: 57450 Jury 2005 Department Store & Grocery Store a a a a k' a DRAFT-FOR REVIEW PURPOSES ONLY k'q K L E 1 NFEL DER APPENDIX A FIELD EXPLORATION Soil samples were collected from the borings at 5-foot intervals using Standard Penetration Test (SPT) sampling techniques (ASTM D1586). The SPT consisted of driving a 1-3/8-inch inside- diameter split spoon sampler a distance of 18 inches into the bottom of the boring. The sampler was driven with a 140-pound hammer falling 30 inches. The number of blows required to drive the sampler each of three 6-inch increments was recorded on the boring logs. The number of blows required for the last 12 inches of penetration is called the standard penetration resistance (N-value). This value is an indicator of the relative density of granular soils or the consistency of fine-grained soils. Soil samples collected during the field exploration were classified in accordance with ASTM D2487. All samples were placed in plastic bags to limit moisture loss, labeled, and returned to our laboratory for further examination and testing. The borings were monitored by our engineer/geologist who examined and classified the materials encountered, obtained representative soil samples, and recorded pertinent information including soil sample depths, stratigraphy, soil engineering characteristics, and groundwater occurrence. Upon completion of drilling, the borings were backfilled with Bentonite chips. Soil classifications were made in the field in accordance with the Unified Soil Classification System, presented on Appendix A-1. Sample classifications and other related information was recorded on the boring logs, which are included in this appendix. The stratification lines, shown on the individual logs, represent the approximate boundaries between soil types; actual transitions may be either more gradual or more severe. The conditions depicted are for the date and location indicated only, and it should not necessarily be expected that they are representative of conditions at other locations and times. Elevations on the boring logs were obtained from topographic information on topographic drawings provided by RC Construction. 57450/SEA5R078.doc Page 1 of 1 July 15,2005 Copyright 2005 Kleinfelder,Inc. SOIL CLASSIFICATION CHART MAJOR DIVISIONS SYMBOLS TYPICAL GRAPH LETTER DESCRIPTIONS 1: �: WELL—GRADED GRAVELS, GRAVEL — 01 GRAVEL GRAVELS �� 0� • GW FINES SAND MIXTURES, 0% TO 15% AND O O°000 POORLY—GRADED GRAVELS, GRAVELLY (LITTLE OR NO FINES) 00 0 0 00 GP GRAVEL—SAND MIXTURES, 0% TO SOILS °0 0 O°0 O 15% FINES O COARSE GRAVELS WITH o °°o p SILTY GRAVELS, SILTY GRAVEL— GRAINED MORE THAN 50% FINES O o° p0 GM SAND MIXTURES SOIL OF COARSE 0° ° FRACTION (APPRECIABLE RESALE ON NO. AMOUNT OF FINES) GC CLAYEY GRAVELS, CLAYEY GRAVEL— SAND MIXTURES SAND CLEAN SANDS SW WELL—GRADED SANDS, GRAVELLY SANDS, 0% TO 15% FINES MORE THAN 50% AND OF MATERIAL IS SANDY (LITTLE OR NO FINES) POORLY—GRADED SANDS, LARGER THAN NO. """ " ' Sp GRAVELLY SAND, 0% TO 15% 200 SIEVE SIZE SOILS FINES MORE THAN 50% SANDS WITH SILTY SANDS, SILTY SAND—GRAVEL OF COARSE FINES SM MIXTURES FRACTION PASSING ON NO. (APPRECIABLE 4 SIEVE AMOUNT OF FINES) SC CLAYEY SANDS, CLAYEY SAND— GRAVEL MIXTURES INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR M L CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY FINE SILTS LIQUID LIMIT INORGANIC CLAYS OF LOW TO MEDIUM GRAINED AND LESS THAN 50 C L CLAYS, SANDY 1 CI LAYS,RSILTYLY SOIL CLAYS CLAYS, LEAN CLAYS OL ORGANIC SILTS AND ORGANIC ——————— SILTY CLAYS OF LOW PLASTICITY MORE THAN 50% INORGANIC SILTS, MICACEOUS OR OF MATERIAL IS M H DIATOMACEOUS FINE SAND OR SMALLER THAN NO. SILTY SOILS 200 SIEVE SIZE SILTS INORGANIC CLAYS OF HIGH AND LIQUID LIMIT CH GREATER THAN 50 PLASTICITY CLAYS ORGANIC CLAYS OF MEDIUM TO OH HIGH PLASTICITY HIGHLY ORGANIC SOILS PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS Lakeshore Landing Development APPENDIX Renton, Washington SOIL CLASSIFICATION LEGEND A-1 KLEINFELDER Project: 57450 July 2005 TESTING PROGRAM LABORATORY FIELD U.S.C.S. w WELLIPIEZO w We N H U> H w a� W 0 SOIL DESCRIPTION CONSTRUCTION a Czr zW c v, L a ap A in in F 3 e P. z U O do 9 PA—. O a < cnZ Z A ¢ Oz H Surface: gravel fill O [� U Qa a Z p 9¢ 0 GP SANDY GRAVEL(GP):gray-brown, SM I moist,dense,fine-to coarse-grained gravel, A n, 1 fine-to coarse-grained sand. II Q 1 _ _ FILL SILTY SAND(SM):gray,wet,dense,fine- z to coarse-grained sand,some fine-to O - 5 11 1 coarse-grained rounded gravel. H tA7 __ (FILLJ------- AF 25 SM SILTY SAND(SM):gray,wet,loose, p rza 18 fine-grained sand. U r-.t (POST-GLACIAL DEPOSITS) a� C7 E" lO 5 2 0A 3 a� w 3 _OF. W FF W3 15 0 3 -grades to medium dense. F p 8 18 z O oIn ., _ __ _______ ______ x 20 7 4 P-S SAND WITH SILT(SP-SM):black and CF¢,EF. 13 gray and white grains,wet,medium dense, ¢ fine-to medium-grained sand,wood from 14 log encountered in sampler. a (POST-GLACIAL DEPOSITS) FV 25 3 5 -wood from log encountered in sampler. a 5 OA 17 W PT PEAT(PT):olive wet soft. aa,O 30 4 6 — (POST-GLACIAL DEPOSITS) — Q 5 ;P-SN. SAND WITH SILT(SP-SM):black and p OL —� White grains,wet,medium dense,fine-to I a 7 —_ 1 medium-grained sand. a 1 (POST-GLACIAL DEPOSITS __ SM ORGANIC SILT(OL):brown,wet,soft, &n p 1 low plasticity. 35 8 7 __ POST-GLACIAL DEPOSITS) 16 SILTY SAND(SM):black-gray,wet, dense,fine-grained sand. W 24 (POST-GLACIAL DEPOSITS) Cr 0 0 ; 4 0 DATE DRILLED:5-25-05 SURFACE ELEVATION(feet):30.0 DRILLING METHOD:Mud Rotary LOGGED BY: L LaVielle TOTAL DEPTH(feet): 81.5 DRILLER:Holt Drilling F REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A D Lakeshore Landing Development PP Renton,Washington A endiz k4KLEINFELDER Q GEOTECHIVICAL AND ENVIRONMENTAL ENGINEERS A -2a in SOILS AND MATERIALS TESTING BORING LOG q C.N PAGE i of 3 PROJECT NUMBER: 57450 B-1 TESTING PROGRAM a LABORATORY FIELD U.S.C.S. w WELL/PIEZO e H H w �' x r�x W o SOIL DESCRIPTION x CONSTRUCTION a�" ZW W Gam. i Q A Oz F PrN W ulz �' Oa ° U] O 3 2° z x¢ a O �U 4 4 8 -grades to gray. .�". 5 A a, 7 P-S SAND WITH SILT(SP-SM):gray with some white grains,wet,dense,fine-to Q medium-grained sand. Z cn 45 (POST-GLACIAL DEPOSITS) 15 9 A F 17 O� 20 U c7 w ZQ SO 25 10 O A 23 w 24 CL CLAY(CL):gray to gray-brown,wet,soft, W E moderate plasticity,some organics(plant Fx+ matter). F+ 55 (POST-GLACIAL DEPOSITS) z 64.8 1 11 Z O 2 �Q 1 PT PEAT(PT):olive,wet,soft. 0- 60 — (POST-GLACIAL DEPOSITS) E-4 Fx, 0 12 2 CL CLAY(CL) gray,wet,medium stiff, O 3 moderate plasticity,some organics. z (POST-GLACIAL DEPOSITS) x z _ _________________ Fx SM SILTY SAND(SM):gray,wet,dense, U d? 65 21 13 fine-grained sand. y 21 (ALLUVIAL SAND) Z OA z 20 P-S GRAVELLY SAND WITH SILT(SP-SM): Q gray,wet,very dense,fine-to 0 70 coarse-grained sand,fine-to coarse-grained 44 14 gravel. U �O 37 a 44 �F �O 075 _____ _____________ xF 26 15 SP SAND(SP):gray,wet,very dense,fine-to F' 31 medium-grained sand,some silt. 31 W (POST-GLACIAL DEPOSITS) S 0 80 O *SAMPLER 8 Cal.(3"OD) ® SPT(2"OD) a Core , Shelby m Grab ® No cam+ N TYPE Split Spoon Split Spoon Sample Tube Recovery Q 300lbs 140lbs "HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton, Washington k4K]LEINFELDER a A -2b GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING BORING LOG p PROJECT NUMBER: 57450 B_1 PAGE 2 of 3 TESTING PROGRAM LABORATORY FIELD U.S.C.S. w WELL/PIEZO wo F F C7w F. � w�� w o SOIL DESCRIPTION CONSTRUCTION C4E, Z� a rn i a a.ca E W Fz a .a �` F" A 3 da Z a. c d -z Z O � a o w� 8 21 16 A a w 1.5 Boring terminated at 81.5 feet below :� 31 ground surface. Groundwater level not G' identified during drilling because of use of z-< Go mud rotary drilling.Boring backfilled with O" bentonite chips. IQ A E" zw ow C7 a Zd C7 E" C7 d OA w o� w E.. w3 F-4 p dt AU @O O rA " E:F-4 UQ Ow 45 o xz N F,U d?+ a zA oz az dQ U d0 �w �O xH Fd F 0 w N a O C� / *SAMPLER 8 Cal.(3"OD) ® SPT\2"OD) Core ' Shelby ® No off, TYPE Split, Split�J+poon Sample Tube Grab Recovery D 300lbs 140lbs j **HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington K"KLEINFELDER a A -2C GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS C0 SOILS AND MATERIALS TESTING BORING LOG 0 PAGE 3 of 3 PROJECT NUMBER: 57450 } -1 TESTING PROGRAM .a LABORATORY FIELD U.S.C.S. d WELL/PIEZO e F �; w �' 2,!! x ;4 0 SOIL DESCRIPTION CONSTRUCTION -� aF z ��.� c L z �+ U Surface: gravel fill H U a z p wU GM a o SILTY SANDY GRAVEL(GM): a gray-brown,moist,dense,fine-to A�, SM coarse-grained sand,fine-to coarse-grained Q lsubrounded gravel. / 1------ LF LU--------I z� SILTY SAND WITH GRAVEL(SM): 0- 5 14 1 gray-brown,wet,dense,fine-to H w coarse-grained sand,fine-to coarse-grained A z 15 round gravel,hydrocarbon odor observed in w 16 sampler. U (FILL) j Z c9 d 10 39 2 -grades to trace gravel,hydrocarbon odor O A 0/5.5 observed in sampler. w O— __ ML SILT(NIL):brown,wet,medium stiff,low H Fx-4 plasticity,hydrocarbon odor observed in w 3 15 sampler. x z 75.6 : 2 3 Fy O (POST-GLACIAL DEPOSITS) 2 Q� 3 z0 P-S SAND WITH SILT(SP-SM):gray with o 20 white,wet,medium dense,fine-to E H 14 4 medium-grained sand. C Q 12 (POST-GLACIAL DEPOSITS) ___________________ w 12 SM SILTY SAND(SM):gray,wet,loose, M z fine-grained sand,hydrocarbon odor observed in sampler. U 25 (POST-GLACIAL DEPOSITS) -It>4 5 5 >+ w 4 DA z 5 v�Q PT PEAT(PT): olive,wet,soft a z (POST-GLACIAL DEPOSITS) Q 30 — 1 6 9 UO 3 F�a7 ___________________ �x OL =L ORGANIC SILT(OL):brown,wet, p N 35 = medium stiff,organic odor observed in x F~ 1 7 — sampler. F"Q 0 3 = (POST-GLACIAL DEPOSITS) > 4 —_ w ------------------- PT PEAT(PT):brown-red,wet,stiff,organic $ odor in sampler. 4 o DATE DRILLED:5-25-05 SURFACE ELEVATION(feet):30.0 DRILLING METHOD: Mud Rotary LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 66.5 DRILLER:Holt Drilling Q F REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE:N/A 0 o Lakeshore Landing Development Appendix Renton, Washington z lk"KLEINFELDER A -3a GEOTECHSOILSNICAL AND AND MATERIALS TESTING ENGINEERS BORING LOG N PAGE 1 of 2 PROJECT NUMBER: 57450 B-2 TESTING PROGRAM a LABORATORY FIELD U.S.C.S. WELL/PIEZO we F F � H 2 w ,WC4 W p SOIL DESCRIPTION CONSTRUCTION CCF �z ZW U c L. a+q H H a a �� E~ A 3 g d� z z �F a as a o z o,N w tea ', v� O a 3 oz H 5 U° d 'z p �@ 4 2 8 (POST-GLACIAL DEPOSITS) A a 4 — 7 ML SILT(ML):gray,wet,medium stiff,some organic matter(plant fibers,wood). O A 45 2 9 (POST-GLACIAL DEPOSITS) A z 3 C W 4 U C7 p. Z H C7 d 50 2 10 0 a� 2 PT PEAT(PT):olive wet soft interbedded O layers of brown organic silt (POST-GLACIAL DEPOSITS) '" �F w3 55 2 11 F o 2 P-S SAND WITH SILT(SP-SM):gray,wet, Q Q 19 dense,fine-grained sand. z O (ALLUVIAL SAND) a z� ox 60 46 Z 12 Q F 0/5.5 p W a C7 �z �U E-+ 65 27 13 a� 6.5 z Boring terminated at 66.5 feet below 0 z 27 ground surface.Groundwater level not or)Q identified during drilling because of use of Z mud rotary drilling.Boring backfilled with a ., bentonite chips. d Q >4 U e"O iz �a �x H �o 0 W 0 0 0 N � o *SAMPLER 8 Cal.(3"OD) ® SPT(2"OD) Core , Shelby a No TYPE Split Spoon Split Spoon Sample Tube Grab O Recovery "HAMMER 140lbs j HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington k4KLEINFELDER A -3b F GEOTECH OIL AND AND MATERIALS TESTING NTAL ENGINEERS BORING LOG PROJECT NUMBER: 57450 B-2 PAGE 2 of 2 TESTING PROGRAM U.S.C-S. .a LABORATORY FIELD W o e '. q s wELLrniEzo we E w a� w o SOIL DESCRIPTION CONSTRUCTION ZW W 3 ` z 0 't �Z Z Ap �� a per,"c F : A v `�' Surface: gravel fill U pa .a Z O f�-1 U 0 GP o SILTY SANDY GRAVEL(GP): A a b� brown-gray,moist,dense. c, SOD (FILL) Q O Q SM SILTY SAND(SM): light brown-gray, wet,very dense,fine-to coarse-grained ^ A 5 8 1 sand,some fine-and coarse-grained gravel. 17 (FILL) 40 U .94 u r. 39 X 2 -no recovery in sampler possibly because EQ 10 33 of gravel. C�7 QA O 34 .a W OL ORGANIC SILT(OL): brown,wet,soft. WO E■ (POST-GLACIAL DEPOSITS) x 1 3 — F 15 1 _ H o 2 _ HF — QQ = A U _ �O 4 4 PT 71, PEAT(PT):brown,wet,soft. z0 Con SM )_ POST-GL_A_CI_AL DEPOSITS , 20 3 OL — �--�--- ———— I HH 2 = SILTY SAND(SM): brown,wet,loose, i v Q _— Ifine-grained sand. LPOST_GLACIAL DEPOSIT__J a0 SM ORGANIC SILT(OL): brown,wet, I mmedium stiff. x 8 5 I__ (POST-GLACIAL DEPOSITS) 25 13 SILTY SAND(SM):gray,wet,medium Q 11 dense,fine-grained sand. a OL -- _ ._�POST_GLACIAL DEPOSITS)__J A ORGANIC SILT(DL).brown and gray, z wet,soft. w 1 6 _ (POST-GLACIAL DEPOSITS) 30 2 = ¢F _ Q 3 _ C — �W �x 251.1 1 7 — H ___________________ �O N 35 1 PT PEAT(PT):brown-red,wet,very soft. H (POST-GLACIAL DEPOSITS) Uj OL ' ORGANIC SILT(OL):brown-olive,wet, o — N 1 8 _ soft. r , _ POST-GLACIAL DEPOSITS 4 ---------------- o S DATE DRILLED:5-27-05 SURFACE ELEVATION(feet): 28.5 DRILLING METHOD: Mud Rotary LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 80.0 DRILLER:Holt Drilling d REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A Lakeshore Landing Development Appendix Renton,Washington X"k KLEINFELDER A -4a a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS ?" SOILS AND MATERIALS TESTING BORING LOG N PAGE 1 of 3 , PROJECT NUMBER: 57450 B-3 TESTING PROGRAM LABORATORY FIELD U.S.C.S. d WELLIPIEZO wo F F �� H w aw o SOIL DESCRIPTION x CONSTRUCTION �F � �� Gnu c i oa, �� �¢ a w Fw .a •� �o p; A 0 u ;g 3 U w_U 4 PT _ PEAT(PT):red-brown,wet,soft. 2 (POST-GLACIAL DEPOSITS) SM SILTY SAND(SM):gray,wet,medium dense,fine-grained sand. v,¢ 12 9 (POST-GLACIAL DEPOSITS) 45 16 H A 12 zZ U 2 10 -- ------- �¢ PT PEAT(PT):olive and rid brown,wet, 5Q 50 3 medium stiff. p A 4 ,, (POST-GLACIAL DEPOSITS) •a w SM SILTY SAND(SM):gray,wet,medium w H dense,lenses of organics(wood and plant H 8 11 material). w 3 55 7 (POST-GLACIAL DEPOSITS) x z 5 F"O QH OL ORGANIC CLAY(OL):olive,wet, z v a medium stiff. ¢ 2 12 — (POST-GLACIAL DEPOSITS) .. z� 60 3 o E~ 2 — U¢ _ _________________ OW SMal SILTY SAND(SM):gray,wet,medium m z dense,organic odor in sampler. H 10 13 (ALLUVIAL SAND) E�U 65 10 ¢Q 16 z z OA z P-S SAND WITH SILT(SP-SM):gray with a z some white granules,wet,very dense,fine- aA 70 to medium-grained sand,trace gravel. ¢ 28 14 (ALLUVIAL SAND) OU a 30 �F 21 15 �O 75 36 F Q 30 0 w g 29 16 2 8f, 0 *SAMPLER 8 Cal.(3"OD) ® SPT(2"OD) Core ' Shelby Grab ® No TYPE Split Spoon Split Spoon Sample Tube Recovery Q D 300lbs 140lbs ** j HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Renton,Washington Appendix a Z k4KLEINFELDER A 4b GEOTEC SOILS AND MATERIALSTESTING NTAL ENGINEERS BORING LOG PROJECT NUMBER: 57450 B-3 PAGE 2 of 3 TESTING PROGRAM U.S.C.S. LABORATORY I FIELD v WELL/PIEZO > F F W ° W� W o SOIL DESCRIPTION x CONSTRUCTION aF" _ �� W v L d w E.� .� ►a �o A 3 u Qp z z A Q Oz H a aN x P�� 00 � o a cU U a � Z O 8 Boring terminated at 80 feet below ground 34 surface.Groundwater level not identified A a, during drilling because of use of mud rotary Q drilling.Boring backfilled with bentonite B chips. z�, O'-' �W AF z zW o� Z� c� o� aw w o� wf" H� w3 Ex' E- AU QO O" F+F UQ OW CZ H x FU a zA o� az Q,o 9,U �O .a �W �O N xN FQ a w 0 0 0 a O Q *SAMPLER e Cal.(3"OD) ® SPT(2"OD) Core , Shelby Grab ® No TYPE Split Spoon Split poon Sample Tube Recovery d ** 300lbs 140lbs HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington lk"KLEINFELDER A -4c F GEOTECHNIS AND MAAND N E�RIALS TESTING ENGINEERS BORING LOG SOILN PAGE 3 of 3 PROJECT NUMBER: 57450 B-3 TESTING PROGRAM U.S.C.S. LABORATORY FIELD 4! WELL/PIEZO a Wo H H U� w a SOIL DESCRIPTION x CONSTRUCTION �F" ZW to a v.) i a U A Qo Wp" Oa A 3 OO H a c x p" v' Surface: gravel fill V a a e z O Goa U a. G... 0 GM ° SILTY SANDY GRAVEL(GM): ° < gray-brown,moist,very dense,fine-and A a, coarse-grained gravel,fine-to coarse-grained sand. v' SM FILL - -------- z� SILTY GRAVELLY SAND(SM): O`" 5 29 1 gray-brown,very dense,fine-and E coarse-grained gravel,fine-to A z 50/2" coarse-grained sand. W (FILL) U C7 p. zQ �H 10 9 2 ------------------- OA OL = ORGANIC SILT(OL):olive-brown-gray, a�j 2 = wet,medium stiff. 0 3 = (POST-GLACIAL DEPOSITS) W H — w3 15 6 3 — -grades to brown._____----_— Ex+0 21 P-S SAND WITH SILT(SP-SM):gray,wet, E, dense,fine-grained sand. A U 26 (POST-GLACIAL DEPOSITS) ¢O a� 20 16 4 -grades to medium dense. U d 11 O W a 13 4 z ML SANDY SILT(ML):brown,wet,medium H stiff,fine-grained sand,interbedded layers 25 of gray silty sand. 4 5 (POST-GLACIAL DEPOSITS) a 4 oz 5 PT  PEAT(PT):olive,wet,very soft (POST-GLACIAL DEPOSITS) a C 30 97.1 : 1 6 >'U 1 OL = ORGANIC SILT(OL):brown,wet,very d 1 — soft. w (POST-GLACIAL DEPOSITS) O x �H con O H 35 2 7 = -grades to brown and gray. F" ------------------- 0 2 PT " PEAT(PT):red-brown,wet,medium stiff. 4 (POST-GLACIAL DEPOSITS) W o — 0 N 1 40 O DATE DRILLED:5-26-05 SURFACE ELEVATION(feet): 28.0 DRILLING METHOD:Mud Rotary LOGGED BY: I.LaVielle TOTAL DEPTH(feet): 81.5 DRILLER:Holt Drilling Q r a REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A QLakeshore Landing Development Appendix Renton, Washington z k4KLEINFELDER A -5a GEOTECHNICHA SOSAND ENVH2RONL TESTING ENGINEERS BORING LOG PAGE 1 of 3 0 PROJECT NUMBER: 57450 B-4 TESTING PROGRAM U.S.C.S. LABORATORY FIELD WELL/PIEZO a We F F W aw p SOIL DESCRIPTION x CONSTRUCTION z a �o a A o = �� z Q o g z O A Q oz H U j z p WU 4 9 8 8 5P-SN SAND WITH SILT(SP-SM):gray with }a 11 white grains,dense,fine-to medium-grained sand. Q (POST-GLACIAL DEPOSITS) C Cc 45 19 9 A z 18 O 19 U ML SANDY SILT(ML):brown-gray,wet, z d medium stiff,low plasticity. E~ 50 2 10 (POST-GLACIAL DEPOSITS) q 5 P-S SAND WITH SILT(SP-SM):gray,wet w 15 medium dense,fine-grained sand. w H (POST-GLACIAL DEPOSITS) __________ ______ _ x OL ORGANIC CLAY(OL):gray with brown H 3 55 = organics,wet,very soft. 100.9' 19 38 0 11 — (POST-GLACIAL DEPOSITS) H p 0 — Q� 0 _ QD PT PEAT(PT):olive,wet,medium stiff. O x 60 2 12 (POST-GLACIAL DEPOSITS) F 2 OW C7 3 , P-S SAND WITH SILT(SP-SM):gray with F U 65 white grains,wet,very dense,fine-to d 18 13 medium-gained sand. 23 (ALLUVIAL SAND) o A z 26 -driller reported gravel encountered during a z drilling. p p �F 70 23 14 -drilled reported no gavel during drilling. a U 26 O 28 W SP SAND(SP):gay-black with red-brown H organics,wet,medium dense,fine-to O Q 75 9 IS medium-grained sand. F,Q (ALLUVIAL SAND) 9 > 11 Uj P-S SAND WITH SILT(SP-SK4 gray,wet, dense,fine-gained sand,no visible 0 8 9 *SAMPLER 8 Cal.(3"OD) ® SPT L2"OD) Core ' Shelby No e. TYPE Split Spoon Split SSpoon Sample Tube Grab Recovery F 300 bs **HAMMER WEIGHT (30'�Drop) (30'�Drop) D Lakeshore Landing Development Appendix 5 Renton,Washington k4KLEINFELDER A -Sb GEOTECHNIICIA AND MANTAND ERIALS TESTING ENGINEERS BORING LOG SOSPROJECT NUMBER: 57450 B-4 PAGE 2 of 3 TESTING PROGRAM U.S.C.S. LABORATORY FIELD o WELL/PIEZO e H F w S! � w� W q SOIL DESCRIPTION w U> Q a W aW x CONSTRUCTION -� aH ZW w v L o4 0-= g gg z Q a oz �- 3 U a a z O Q 8 11 16 organics. ALLUVIAL SAND A 1.5 Boring terminated at 81.5 feet below d 23 ground surface.Groundwater level not z�' identified during drilling because of use of z Qn mud rotary drilling.Boring backfilled with O" bentonite chips. w AF z zW oW x �a ZQ �Q �A O w o� F �F W3 No F•, ¢Q AU Qo z� ox E+F OQ .a W Z �z x� FU F zA oz wQ az ¢o >� �U �O �a �F �O xF FQ 0 w 0 0 0 N a O *SAMPLER B Cal.(3"OD) ® SPT(2"OD) Core , Shelby Grab ® No TYPE Split Spoon Split Spoon Sample Tube Recovery 300lbs 140lbs "HAMMER HAViER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton, Washington lk"KLEINFELDER A -5c F GEOTECHNIC AND AND MATERIALS TESTING ENGINEERS BORING LOG SOILSPAGE 3 of 3 PROJECT NUMBER: 57450 B-4 TESTING PROGRAM LABORATORY FIELD U.S.C.S. d WELL/PIEZO > F H a E E 2 g Wp o SOIL DESCRIPTION CONSTRUCTIONF W c m = Q H W Hz .a a � A 3 O 0 Q� z �+ U q Qoo A 3 OO F \o V x : p" Surface: gravel fill a a z C pQ a w� 0 GM ° SANDY SILTY GRAVEL(GM): gray-brown,moist,dense,fine-to A a coarse-grained sand,fine-and coarse-grained gravel. ° (/]Q (FILL) z SM SILTY SAND(SM):gray,wet,very dense, q 5 18 1 fine-grained sand. a 27 (FILL) z 4 OVID W 30 CL CLAY(CL):gray-brown,wet,very soft, z organic odor in sampler. Q 10 0 20111,son (POST-GLACIAL DEPOSITS) C A 0 k, 0 WH N �3 15 0 3 -grades to with organics. H p 1 Hd 1 z0 Qa zCn O~ 2U 63.1 1 q H H 1 OL = ORGANIC SILT(OL):brown,wet,very O 2 = soft. C� (POST-GLACIAL DEPOSITS) ~z ___________________ xQQ PT r PEAT(PT):olive,wet,very soft U 25 - (POST-GLACIAL DEPOSITS) Q>0 OL _ ORGANIC SILT(OL):brown,wet,soft. a 6 �L = k___(POST-GLACIAL DEPOSITS)___/1 O z 3 — I SAND WITH SILT(SP-SM):gray,wet, 1 c Q Imedium dense,fine-grained sand. 1 I__ (POST-GLACIAL DE_POS_ITSZ__j p ORGANIC SILT(OL):brown,wet,soft. Q F, 30 2 6 = (POST-GLACIAL DEPOSITS) a v 2 = O a 3 ______________ ___ �x PT ` PEAT(PT):brown-red wet medium stiff. OH 35 (POST-GLACIAL DEPOSITS) H E� 0 7 2 o — P 5 > — W 0 o — o ——————————————————— 2 4 P-S N SAD WITH SILT(SP-SM):gray,wet, C S DATE DRILLED:5-26-05 SURFACE ELEVATION(feet): 28.5 DRILLING METHOD:Mud Rotary LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 105.0 DRILLER:Holt Drilling Q F REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A D Lakeshore Landing Development Renton, Washington Appendix a z k4KLEINFELDER A -6a GEOTECHNICRA AND MA AND TERIALS TESTING ENGINEERS BORING LOG SOSPROJECT NUMBER: 57450 B-5 PAGE 1 of 3 TESTING PROGRAM LABORATORY FIELD U.S.C.S. WELL/PIEZO ? we F F w E =E g o SOIL DESCRIPTION A CONSTRUCTION p' H v'W U A do w O = r=] d cz A 3 :�O d V U a Z O wU 4 9 8 JJ medium dense,fine-grained sand. 4 PT __ POST-GLACIAL DEPOSITS) __/, A SP ORGANICgray-brown,wet, Q 6 hstiff. �-POST-GLACIAL DEPOSITS I�-- ------------�--JI Zvi (PEAT(PT): red-brown,wet,medium stiff. , O 45 31 y I___(POST-GLACIAL DEPOSITS)___I SAND(SP):dark gray,wet,very dense, A z 40 fine-to medium-grained sand with white, z0 w 36 some silt. U W (POST-GLACIAL DEPOSITS) �j _ z_______ ___ _______ d SP GRAVELLY SAND(SP):dark gray with Q 50 23 10 white,wet,very dense,fine-to p A coarse-grained sand,fine-and a 27 coarse-grained gravel. C 23 (POST-GLACIAL DEPOSITS) H FF 55 27 11 GP SANDRAVEL(GP):gray,wet,dense, E�- Z Y G O 26 P-SNI.. fine-grained gravel,fine-to coarse-grained Q Q 18 sand. ! A U t__jPOST-GLACIAL DEPOSITS __I z O SAND WITH SILT(SP-SM):gray,wet, 21 12 z dense,fine-to medium-grained sand,trace p� 60 13 gravel. H H 15 (POST-GLACIAL DEPOSITS) U Ow a� �z 9 13 E"U 65 11 d? 13 a ZA pz �d 15 14 a O a -• 70 17 d Q 14 Q O �x 5 15 -grades to dense. v�p Q 75 8 SM SILTY SAND(SM):gray with brown,wet, H Q 13 medium dense,fine-grained sand,trace 0 organics(wood). (POST-GLACIAL DEPOSITS) W 0 0 6 X 16 N 0 0 *SAMPLER B Cal.(3"OD) ® SPT(2"OD) Core , Shelby B No TYPE Split; Split Spoon Sample Tube Grab Recovery 300lbs 140lbs "HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington KLEINFELDER A -6b GEOTECM'-aCAL AND AND MAN IRRONM TESTING ENGINEERS BORING LOGSOILS PAGE 2 of 3 N PROJECT NUMBER: 57450 B_5 TESTING PROGRAM LABORATORY FIELD U.S.C.S. d WELL/PIEZO > H F E 2 a wag W o SOIL DESCRIPTION " q x CONSTRUCTION �E� A 3 oz E. O �:U 10 A CL CLAY(CL):gray,wet,soft,moderate C plasticity. A 85 1 17 (POST-GLACIAL DEPOSITS) A z 2 C 2 U� J a, z� ___________________ OL — ORGANIC SILT(OL):olive-brown,wet, C7 90 6 18 ML (medium stiff. A 1___(POST-GLACIAL DEPOSITS)- __ ►a w 6 SM SILT(ML):brown,wet,stiff,some / O 9 1 organics. 1 N 1 (POST_GLACIAL DEPOSITS)__J 13 19 SILTY SAND(SM):gray-brown,wet, 95 16 dense,fine-to medium-grained sand,trace z organics(wood). F•O 17 (ALLUVIAL SAND) F, AU QO 13 20 -grades to fine-grained sand,some z x 10 13 organics(wood). H E~ 17 p d a� CIO� �z 18 21 E"U 10 Q>4 Boring terminated at 105 feet below ground >'Q 16 surface.Groundwater level not identified z A during drilling because of use of mud rotary O z drilling.Boring backfilled with bentonite w chips. Z �Q aU Qo �a gw CCno E~� 0 W 0 0 0 o *SAMPLER B Cal.(3"OD) ® SPT(2"OD) Core , Shelby Grab No TYPE Split. Split Spoon Sample Tube Recovery Q ** 300lbs 140lbs j HAMMER WEIGHT (30"Drop) (30"Drop) aLakeshore Landing Development Appendix Renton, Washington Z KLEINFELDER A -6c Z. GEOTECTINICAL OILS AND MANTEBIALS ENTAL TESTING ENGINEERS BORING LOG PROJECT NUMBER: 57450 B-rj PAGE 3 of 3 TESTING PROGRAM LABORATORY FIELD U.S.C.S. o WELL/PIEZO > o H H �a ° x w� p SOIL DESCRIPTION E CONSTRUCTION ZW c i a i✓o� �+ P A 3 " Q� z04 �+ W Q Ur Q LAN W W O ° v1 �z O A OO 1- \c x �A Surface: gravel fill e V Z a .a o O WU 0 GM ° SILTY SANDY GRAVEL(GM): ° < gray-brown,moist,very dense,fine-to A SM coarse-grained sand,fine-to coarse-grained Igravel. / 31 1 I--------(LILT--------I z� SILTY SAND WITH GRAVEL(SM): O 5 50/411 gray-brown,wet,very dense,fine-to F coarse-grained sand,fine-and A z coarse-grained gravel. C W ML --------(FILLS--------/ Uri SANDY SILT(ML):gray-brown,wet,soft, d 57.9 2 2 fine-grained sand,with organics(wood and z plant matter). C7 Q 10 2 (POST-GLACIAL DEPOSITS) C A 2 .a w O� W E"' x 1 3 -grades to medium stiff. w 3 15 2 -- H Z SM ' SILTY SD WITH GRL(SM):AN AVE O 3 gray,moist,medium dense,fine-and coarse-grained gravel,fine-to d coarse-grained sand,5-inch thick layer of z O organics(wood)ecnountered in sampler 4. 11 4 (POST-GLACIAL DEPOSITS) p 20 4 F F' 8 cQ aW �Z z 20 5 F"U 25 29 d 45 ——— -- .a P-S SAND WITH SILT(SP-SM):gray with C A white sand grains,wet,medium dense,fine �,z to medium sand. 12 6 (POST-GLACIAL DEPOSITS) a O a,E• 30 12 Q a 11 0 ML SILT WITH SAND(ML): gray-brown, wet,soft,fine-grained sand. x 1 7 (POST-GLACIAL DEPOSITS) Q0 0 35 2 H 2 WPT PE T( ery, l APT):olive brown,wet,v soft, interbedded layers of gray-brown organic o - 105.4 0 8 clay. 4 POST-GLACIAL DEPOSITS C DATE DRILLED:5-31-05 SURFACE ELEVATION(feet):30.0 DRILLING METHOD:Mud Rotary ate, LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 65.0 DRILLER:Holt Drilling F REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A D Lakeshore Landing Development Appendix Renton,Washington lk"KLEINFELDER a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS A -7a SOILS AND MATERIALS TESTING BORING LOG PROJECT NUMBER: 57450 B-6 PAGE 1 of 2 TESTING PROGRAM LABORATORY FIELD U.S.C.S. o a WELLmIEZO o ff F w S 2 g w� q SOIL DESCRIPTION x CONSTRUCTION -� �.'H zW z �+ V q Qao O a Q (nz Z A Q OZ F. p"�' p' O �O O' o o F H U 4 0 " A� 0 g P-S GRAVELY SAND WITH SILT(SP-SM) z� �Q gray,wet,very loose,fine-to O 45 0 coarse-grained sand,fine-and 0 coarse-grained gravel. A (POST-GLACIAL DEPOSITS) p U� P-S GRAVELY SAND WITH SILT(SP-SM) z 18 10 gray,very dense,fine-to coarse-grained 50 28 sand,fine-and coarse-grained gravel. O 29 (ALLUVIAL SAND) �a w O� wH 19 11 P-S SAND WITH SILT(SP-SM):gray,wet, N 55 15 medium dense,fine-grained sand. 10 (ALLUVIAL SAND) E� F" QU SM SILTY SAND(SM):gray,wet,medium z dense,fine-grained sand. 15 12 K (ALLUVIAL SAND) G;' 60 10 x 7 U-< Ow aw -Z —z tt. 17 13 -grades to fine-to medium-grained sand. E~v E~ 65 Boring terminated at 65 feet below ground 17 surface.Groundwater level not identified z during drilling because of use of mud rotary 04 Cq drilling.Boring backfilled with bentonite w chips. a z aU �a �x �H �o LL. N C r r 0 c� w 0 0 0 0 N O *SAMPLER e Cal.(3"OD) ® SPT(2"OD) Core , Shelby Grab ® No TYPE Split poon Split Spoon Sample Tube Recovery D 300lbs 140lbs **HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington KLEINFELDER A -7b a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING BORING LOG N PROJECT NUMBER: 57450 B-6 PAGE 2 of 2 TESTING PROGRAM LABORATORY FIELD U.S.C.S. WELL/PIEZo > e H F w _ w� w 0 SOIL DESCRIPTION x CONSTRUCTION -� aH zw c L . 5' t E~ FO.,z a a Qc�n �" A 3 Q� z 'z �' z A 3 OO F a C\,c Surface: gravel fill V a a z O wU 0 GM o SILTY SANDY GRAVEL(GM): ..•• gray-brown,moist,very dense,fine-to coarse-grained gravel(crushed concrete). >" LFILL�-------- �;,¢ SM SILTY SAND(SM):light brown to z reddish-brown,wet,medium dense,fine-to O " 5 8 1 medium-grained sand,trace fine-to H J.` coarse-grained gravel. ca z 3 ML -GLACIAL DEPOSITS / z W POST �--------------�--- O'n 3 SILT(ML):gray with red-brown U laminations,wet,soft,fine-grained sand. �j F __ POST-GLACIAL DEPOSITS Z¢ SM SILTY SAND(SM):gray,wet,very loose, C7 Q 10 0 2 fine-grained sand. 0 A 0 (POST-GLACIAL DEPOSITS) w 0 OF W FF SP GRAVELLY SAND(SP):gray,wet, w 15 5 3 medium dense,fine-to medium-grained H z0 6 sand,fine-grained gravel,some silt. F, (POST-GLACIAL DEPOSITS) ¢¢ 6 z0 ¢a o~ 20 .r: ----- -- ----- FE- 5 4 SP SAND(SP):gray,wet,loose,fine-to U 2 medium-grained sand,some coarse-grained sand,some fine-grained gravel. 0 4 (POST-GLACIAL DEPOSITS) 4z x� M, SANDY SILT(NIL):gray,wet,soft, U ¢ 25 p 5 fine-grained sand. y 0 (POST-GLACIAL DEPOSITS) z OA 4 WQ az 30 6 6 SM SILTY SAND(SM): gray,wet,medium o dense,fine-to medium-grained sand, U 10 2-inch thick interbedded sandy silt layer. ¢0 12 (POST-GLACIAL DEPOSITS) a �F O _ _________________ � Q 35 57.7 3 7 ML SANDY SILT(ML):gray,wet,medium F Q stiff,fine-grained sand,little gravel, I-to 0 2 2-inch thick lens of medium-grained sand. W 3 (POST-GLACIAL DEPOSITS) N SP SAND(SP):gray,wet,medium dense,fine- 4 0 DATE DRILLED:6-13-05 SURFACE ELEVATION(feet):30.0 DRILLING METHOD:Mud Rotary per, LOGGED BY:D.Divine TOTAL DEPTH(feet): 66.5 DRILLER:Holt Drilling Q r REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A ° Lakeshore Landing Development PP Renton,Washington A endiz KLEINFELDER a A -8a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING BORING LOG PROJECT NUMBER: 57450 B-7 PAGE 1 of 2 TESTING PROGRAM .a LABORATORY FIELD U.S.C.S. w WELL/PIEZO > U� E. E °2 w aw W 0 SOIL DESCRIPTION F CONSTRUCTION �z a a z 'W" a o a a.q z �� �, 3 W H V H A Qo A o u Q �z Col.) z A OZ O 3o a o o F H U Qa a z O � 4 7 8 to medium-grained sand,some silt,little 7 gravel. A a 6 (POST-GLACIAL DEPOSITS) PT PEAT(PT):brown,wet,medium stiff, z lenses of organic silt. O" 45 5 9 (POST-GLACIAL DEPOSITS) cAa _ _________________ A F' 4 ML SANDY SILT(ML):gray,wet,medium p 4 PT 1 stiff,transition to SAND(SP):gray,wet, U - medium dense,fine-to medium-grained 1 C7 SM Isand,some silt. z d POST_GLACIAL DEPOSITS)__J� 50 3 10 1-driller reported a peat zone encountered 1 C A (between 47.5'and 48.5'during drilli�_J .a G j 2 SILTY SAND(SM):gray,wet,loose,fine- 3 to medium-grained sand. w F� POST-GLACIAL DEPOSITS GP a�° SANDY GRAVEL(GP):gray,wet,dense, 3 55 o p fine-to coarse-grained gravel,fine-to 14 it O medium-grained sand,trace silt. H p 16 ° (ALLUVIAL SAND) H o D d 16 O OU zCn o D o x 60 O 12 12 17 o D O W IS Q° Z O 65 Q>4 _ _ _ __ 32 13 °�° } d —————— ---- — Z= 6.5 SAND(SP):gray,wet,medium-grained C z 14 sand,trace gravel,trace fines. ALLUVIAL SAND a z Boring terminated at 66.5 feet below p o ground surface.Groundwater level not identified during drilling because of use of y mud rotary drilling.Boring backfilled with a p bentonite chips. a �w `n F �O F� 0 c� w 0 0 0 N � O *SAMPLER e Cal.(3"OD) ® SPT L"OD) a Core , Shelby Grab ® No N TYPE Split Spoon Split Spoon Sample Tube Recovery 300lbs 1401bs "HAMMER WEIGHT (30"Drop) (30"Drop) 0 Lakeshore Landing Development Appendix Renton,Washington Z k4KLEINFELDER A -8b GEOTECHNTRALS TESTING ENGINEERS SOILS AND MATERIALS BORING LOG p N PROJECT NUMBER: 57450 B-7 PAGE 2 of 2 TESTING PROGRAM LABORATORY FIELD U.S.C.S. w WELLIPIEZO w Wo F F �� H s W aw W o SOIL DESCRIPTION CONSTRUCTION �E ZWag w E-+ W E W con z a a v, A z �+ W d —P U A adeo, W a, `i'z O A 3 C0 a e c H A" Surface: gravel fill E U j z p WU 0 SP GRAVELLY SAND(SP):gray,wet, medium dense,fine-to medium-grained A�� sand,fine-to coarse-grained gravel,some silt. U' (FILL) z cc 9 1 pq 5 12 'F A 10 O U� ML SILT WITH SAND(ML):gray,wet,very z Q 10 0 2 soft. (POST-GLACIAL DEPOSITS) G A a w 0 0 E� SM SILTY SAND(SM):gray,wet,soft,fine- 0 3 to medium-grained sand,with organics. 3 15 (POST-GLACIAL DEPOSITS) z 2 -grades to no visible organics. F"o 2 QQ QS _____ __ __________ z� SP SAND(SP):gray with white grains,wet, x 20 medium dense,fine-to medium-grained 4 4 sand,some silt. o Q (POST-GLACIAL DEPOSITS) a W 6 �z 7 x E-4 U 25 Q} 4 5 -grades to loose,some gravel,some a 3 organics(wood fragments). z A oZ 6 Wd a..0 a _ __ _______ ______ Q- 30 8 6 P-S SAND WITH SILT(SP-SM):gray,wet, a U 2 loose,medium-to coarse-grained sand, p I-inch thick interbedded organic layer 2 (wood and plant). w (POST-GLACIAL DEPOSITS) m F ML -grades to loose,fine-grained,with o for anics lant matter . x F" 35 106.4: 0 7 g---� ---.---------� End SILT(ML):brown,wet,medium stiff,with 7 SP organics(plant). > 8 �`—_ POST-GLACIAL DEPOSITS SAND(SP):gray with white grains,wet, loose to medium dense,fine-to N ML medium-grained sand,some silt. > 4 0 Q DATE DRILLED:6-13-05 SURFACE ELEVATION(feet):30.0 DRILLING METHOD:Mud Rotary LOGGED BY:D.Divine TOTAL DEPTH(feet): 71.5 DRILLER:Holt Drilling d REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A 0 QLakeshore Landing Development Appendix Renton,Washington k4KLEINFELDER A -9a a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS p W SOILS AND MATERIALS TESTING BORING LOG PROJECT NUMBER: 57450 B-g PAGE 1 of 2 TESTING PROGRAM .a LABORATORY FIELD U.S.C.S. w WELL/PIEZO vo F F �� H w aw SOIL DESCRIPTION H CONSTRUCTION 'a �'z a a zWz 94 O �� F c �� H �H U A Qc a s O = d �Z �' Z aN w a = o a 3 oz F p�- U a a z O r�aU 4 10 8 (POST_GLACIAL DEPOSIT__J 6 SILT(ML): brown,wet,medium stiff,with A organics(plant and wood). 7 (POST-GLACIAL DEPOSITS) �Q O~ 45 0 9 —————— --- �A 6 SM SILTY SAND(SM):gray,wet,medium z dense,fine-to medium-grained sand. OCj(In 6 (POST-GLACIAL DEPOSITS) SP GRAVELLY SAND(SP):gray,wet,——— Id a" medium dense,fine-to medium-grained H 50 sand,fine-to coarse-grained gravel. C9 A 12 10 SM ___LOST-GLACIAL DEPOSITS __J Oa W 8 SILTY SAND(SM):gray,wet,medium c.;� 10 dense,fine-grained sand. O H (POST-GLACIAL DEPOSITS) x H� GP ° SANDY GRAVEL(GP):gray,wet, r�3 55 12 11 °a medium dense,fine-to coarse-grained Fx z SP gravel,medium-to coarse-grained sand. F,O 12 1`---- (ALLUVIAL SAN�-----/ �� 17 GRAVELLY SAND(SP):gray,wet, medium dense,medium-to coarse-grained Q sand,fine-to coarse-grained gravel. z 1 GP ALLUVIAL SAN) x 60 ---- ---------)-----/ 13 12 o D SANDY GRAVEL(GP):gray,wet,dense, dH H 16 DOC fine-to coarse-grained gravel,medium-to 0 d °�° coarse-grained sand. a 15 00 D (ALLUVIAL SAND) HU H 65 15 13 OD >+ 16 °�° Zq O 15 SP GRAVELLY SAND(SP):gray,wet,dense, o.H 21 14 fine-to coarse-grained sand,fine-to yQ 70 d coarse-grained gravel,some silt. z o 1.5 ALLUVIAL SAND a 21 Boring terminated at 71.5 feet below w ground surface.Groundwater level not O x identified during drilling because of use of v,p mud rotary drilling.Boring backfilled with x H bentonite chips. F" 0 w o: 0 0 0 N (a.7 � Q * 94 SAMPLER 8 Cal.(3"OD) ® SPT(2"OD) Q Core , Shelby Grab No p., TYPE Split poon Split Spoon Sample Tube Recovery � 300lbs 140lbs ** F HAMMER WEIGHT (30"Drop) (30"Drop) 0 Lakeshore Landing Development Appendix Renton, Washington k4KLEINFELDER a A -9b GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS n SOILS AND MATERIALS TESTING BORING LOG p PROJECT NUMBER: 57450 B-8 PAGE 2 of 2 TESTING PROGRAM LABORATORY FIELD U.S.C.S. d WELL/PIEZO e F F w _ wx w o SOIL DESCRIPTION w U> F �o W aw F CONSTRUCTION a �Z :a a ZW G� 3 U. A. Z rn7 F o A 3 0O Q O °o Ca Surface:asphaltic concrete pavement � z O G�7U Asphaltic concrete pavement(6 inches MI' thick . A a t--L----------------/ c. SANDY SILT(ML):gray,wet,medium Q stiff,fine-grained sand,trace gravel. Gr (POST-GLACIAL DEPOSITS) 71 z 71 9 1 -grades to stiff. O 4 F H A 6 Oa ___________________ U SM SILTY SAND(SM):gray,wet,loose,fine- C7 to medium-grained sand. Q 3 2 (POST-GLACIAL DEPOSITS) U d 10 3 OA 3 ww O� Ey F 35.8 : 21 2 3 .. 15 2 Fo 5 �Q AU SM SILTY SAND(SM):gray,wet,medium Q a0 p rn 5 4 dense,fine-to medium-grained sand. 20 5 (POST-GLACIAL DEPOSITS) F F 5 OQ ,.7 w C7 ML SILT(ML):light brown,wet,very soft, 172.5 1 5 moderate plasticity,some organics(plant). 25 1 (POST-GLACIAL DEPOSITS) �Q a� 1 DA z �Q ao 0 6 ML SILT(ML):gray,wet,very soft,with a.H 30 0 organics(plant material),3-inch thick ya Q 0 interbedded layer of dark brown peat. a o (POST-GLACIAL DEPOSITS) �4 _ _________________ �w SM SILTY SAND(SM):gray,wet,medium Un FF, 11 7 dense,fine-grained sand. o 2 35 15 (POST-GLACIAL DEPOSITS) H Q 0 14 c� W 0 0 11 8 ------------------- 4 0 DATE DRILLED:6-15-05 SURFACE ELEVATION(feet):29.0 DRILLING METHOD: Mud Rotary a.. LOGGED BY:C.Lukkarila/D.Divine TOTAL DEPTH(feet): 55.5 DRILLER:Holt Drilling REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A 0 Lakeshore Landing Development Appendix Renton, Washington k"KLEINFELDER A 40a GEOTECHNICAL AND SOILS AND MATERIALS TESTING NTAL ENGINEERS BORING LOG N PAGE 1 of 2 PROJECT NUMBER: 57450 B_9 TESTING PROGRAM a LABORATORY FIELD U.S.C.S. WELL/PIEZO e H H w =r wx w o SOIL DESCRIPTION x CONSTRUCTION 04H zw Fz A Q Oz F A aN w : w 05 'z O 3 ;�o 0 .z o U .Qa a z 0 : w 4 MI, SILT(NIL): gray,wet,medium stiff, 1-inch .. .- 3 thick peat layer encountered in sampler. (POST-GLACIAL DEPOSITS) ___________________ zCn 3 9 ML SANDY SILT(NIL):gray,wet,medium A 45 3 GP stiff,very fine sand. / N °Q° \ LOST-GLACIAL DEPOSITS __j z z 20 o p GRAVEL(GP): gray,wet,dense,fine-to O O coarse-grained gravel,medium-to coarse-grained sand,some silt. z 0 0 (ALLUVIAL SAND) �+ 13 10 O C -grades to medium dense. Q 50 14 °Q° 0q Q°. _______ ___________ OF SP GRAVELLY SAND(SP) gray,wet, F H 16 11 dense,fine-to coarse-grained sand,fine-to w 3 coarse-grained gravel,some silt. H G 5 16 ALLUVIAL SAND 19 Boring terminated at 55.5 feet below F ground surface.Groundwater level not z O identified during drilling because of use of z a mud rotary drilling.Boring backfilled with z GO bentonite chips. x FF 0¢ aw xz F H U Q� a zq oz � < az ow >Q �O a �F �O 0 xF r 0 c� w 0 0 0 N 0 94 *SAMPLER B Cal.(3"OD) ® SPT q2"OD) Core ' Shelby Grab ® No N TYPE Split Spoon Split poon Sample Tube Recovery Q D 300lbs 140lbs j "HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Renton, Washington. Appendix k4KLEINFELDER a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS A IOb U) SOILS AND MATERIALS TESTING BORING LOG PAGE 2 of 2 " N PROJECT NUMBER: 57450 B-9 TESTING PROGRAM LABORATORY FIELD U.S.C.S. o d WELL/PIEZO e H w SOIL DESCRIPTION E CONSTRUCTION a c v� L A 3 cO d a a c 0.1" Surface: gravel fill F U a z O -It 0 SM GRAVELLY SILTY SAND(SM): gray-brown,moist,very dense,fine-to A a coarse-grained sand,fine-to coarse-grained gravel. Q LFILU-------- 9 i SM SILTY SAND(SM):brown,wet,medium O 5 9 dense,fine-to medium-grained sand,some 6 organics(wood fibers). c3 z ML POST-GLACIAL DEPOSITS z w -------------Z-- Ova SILT(ML):gray,wet,very soft,some v organics(wood fibers). O p, 0 2 (POST-GLACIAL DEPOSITS) Z¢� 10 1 DA P-S SAND WITH SILT(SP-SM):gray,wet, w O� dense,fine-grained sand. w E" 15 3 (POST-GLACIAL DEPOSITS) H w3 15 18 N o 19 F F, OL ORGANIC SILT(OL):gray,wet,very soft, Q 2-inch interbeds of peat. z O 0 4 = (POST-GLACIAL DEPOSITS) z:n ox 20 0 0 = oQ _ _________________ w SM SILTY SAND(SM):gray,wet,medium on z dense,fine-to coarse-grained sand, 8 X 5 interbedded silt and sand seams. v 25 8 (POST-GLACIAL DEPOSITS) 16 a _____________ _____ z OL ORGANIC SILT(OL):gray-olive,wet, O z very soft. W Q 117:4 0 6 _ (POST-GLACIAL DEPOSITS) 0 30 1 Q ___ _ U SM SILTY SAND(SM):gray,wet,medium d O dense,fine-grained sand. (POST-GLACIAL DEPOSITS) 9 7 MO 0 35 12 N 9 ML SILT(ML):gray and brown,wet,very soft, W with organics(wood and plant fibers). (POST-GLACIAL DEPOSITS) 0 8 0 4 0 DATE DRILLED:6-14-05 SURFACE ELEVATION(feet):30.0 DRILLING METHOD:Mud Rotary LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 60.0 DRILLER:Holt Drilling a REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A r 0 Lakeshore Landing Development Appendix Renton,Washington k4KLEINFELDER ANDA Ala GEOTECHNI AND MANTERIALS TESTING ENGINEERS BORING LOG SOILSPROJECT NUMBER: 57450 B-lU PAGE 1 of 2 TESTING PROGRAM LABORATORY FIELD U.S.C.S. _ Eaw"' � �••H` a,N w a aa aq 7Ra+ SOIL DESCRIPTIONwELLmrEzo a ZjCONSTRUCTION w g4F _k a zG7 - Q ZE* Wz 04 p H U a z p wU 4 0 Aa SM SILTY SAND(SM):gray,wet,medium dense,fine-grained sand. o d 4 9 (ALLUVIAL SAND) 45 8 w qH 9 Ozz Uw C7 17 10 -grades to dense. Z H 50 16 c a 19 SP GRAVELLY SAND(SP):gray,wet,very w dense,fine-to coarse-grained sand,fine-to coarse-grained gravel. x 47 11 (ALLUVIAL SAND) F 55 31 H o 28 F,H d� qU ZO 38 12 c)- x 60 Boring terminated at 60 feet below ground 't H 31 surface.Groundwater level not identified U during drilling because of use of mud rotary o4 U drilling.Boring backfilled with bentonite x Q chips. H x HU Q a� zq oz W� w az 4,0 >4 U ao ,4 �w �x H cnO Q HQ 0 0 c� w 0 a O c� Q *SAMPLER 8 Cal.(3"OD) ® SPT q2"OD) Core , Shelby Grab ® No r. TYPE Split Spoon Split poop Sample Tube Recovery Q ~ 3 a **HAMMER WEIGHT 00lbs 140lbs � (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton, Washington z k4KLEINFELDER A 41b GEOTECHNICILA AND MA AND N E�RIALS TESTING ENGINEERS BORING LOGCn SOS p PROJECT NUMBER: 57450 I3-1 U PAGE 2 of 2 TESTING PROGRAM LABORATORY FIELD U.S.C.S. WELL/PIEZO we H H �w H w a9 o SOIL DESCRIPTION CONSTRUCTION �F z zw k L off.. E~ w E z a a w < HF •U A QwN A" O Vl �z o A 3 AO `�' V Surface:asphaltic concrete pavement F .d7 z O W U 0 a Asphaltic concrete pavement(6 inches SM thick . q.a k--) ----------------/ c, SILTY SAND(SM):gray,wet,very loose, ,t:g fine-grained sand,trace gravel. z (POST-GLACIAL DEPOSITS) z 0 1 A $ 0 ~F A z o U .cc zd 2 2 10 1 c A .a w wH 2 3 E�3 15 2 Fo E~H AU SP GRAVELLY SAND(SP):gray,wet, 5 4 medium dense,fine-to medium-grained p 20 4 sand, 1-inch thick layer of silt and organics H H encountered in sampler. 6 (POST-GLACIAL DEPOSITS) O W C7 _ _________________ �z SM SILTY SAND(SM):gray,wet,very loose, H 0 5 very soft,fine-to medium-grained sand, F U 25 with organics(roots and bark),some gravel. d�' 0 a z (POST-GLACIAL DEPOSITS) 0 ZA MIL _SA NDY SILT(ML):gray,wet,very soft, fine-grained sand,with organics. 0 6 (POST-GLACIAL DEPOSITS) O 30 ------so—ft.— --- ¢H 0 PT %` ;' PEAT(PT): brown,wet,very U 2 _ (POST-GLACIAL DEPOSITS) 0 3 7 OL = ORGANIC SILT(OL):gray and brown, �'o 35 4 wet,medium stiff,with black peat,thin H — interbeds of silt. 4 = (POST-GLACIAL DEPOSITS) > — W _ _ ___ Er SM O SILTY SAND(SM):gray,wet,medium 11 8 dense,fine-to medium-grained sand. 4 0 N DATE DRILLED:6-15-05 SURFACE ELEVATION(feet): 28.5 DRILLING METHOD:Mud Rotary LOGGED BY:C.Lukkarila TOTAL DEPTH(feet): 60.5 DRILLER:Holt Drilling F REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE:N/A 0 Lakeshore Landing Development Appendix Renton,Washington llk"KLEINFELDER a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS A 2a SOILS AND MATERIALS TESTING BORING LOG PAGE 1 of 2 PROJECT NUMBER: 57450 B-11 TESTING PROGRAM U.S.C.S. LABORATORY FIELD WELL/PIEZO > e F H W H S d � Wx W 0 SOIL DESCRIPTION C�� � v x CONSTRUCTION �� zw W c t o o.ca Q '" rA cnF = Q -Z rn Q a,N x p Q O A 3o Q x Q V z o 4 (POST-GLACIAL DEPOSITS) ��a 4 A a Q� z� _ _ ______________ �Q 17 9 GP SANDY GRAVEL(GP):gray,wet, 0 o p medium dense,medium-grained sand,fine- F A 45 16 O to coarse-grained gravel. A H 13 °�° (ALLUVIAL SAND) z 4 i� 5 10 Op -grades to dense,fine-to medium-grained 50 15 ° sand,with organics(wood chips). O A 25 O 10 11 DO C -grades to medium dense,medium-grained W 3 55 14 °�° sand. H z O 13 O p d aQ° ZO Op zcn 15 12 05 15 Boring terminated at 60.5 feet below 0 ground surface.Groundwater level not .a W identified during drilling because of use of Qn z mud rotary drilling.Boring backfilled with H bentonite chips. E V Q>4 W zA oz �Q az Qo �•Q �V O .a �W v�H V)O xH FQ 0 c� w 0 0 0 0 N a O *SAMPLER e Cal.(3"OD) ® SPT(2'OD) Core ' Shelby ® No a+ TYPE Split Spoon Split Spoon Sample Tube Grab Recovery N **HAMMER 140lbs HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington k4KLEINFELDER A 42b GEOTECHSOIEL AND AND MATERIALS TESTING NTAL ENGINEERS BORING LOG p PROJECT NUMBER: 57450 8-11 PAGE 2 of 2 TESTING PROGRAM LABORATORY FIELD U.S.C.S. w WELL/PIEZo Wo H F UW E = a� 0 SOIL DESCRIPTION , x CONSTRUCTION a aF Z c L .4 Oa Q �Z Z A 3 OO F a+c x p `n Surface: gravel fill U SM SILTY SAND WITH GRAVEL(SM): gray-brown,moist,very dense,fine-to coarse-grained sand,fine-to coarse-grained Q gravel. 14 1 (FILL) mQ -grades to dense. on O 5 13 A K. 19 Z rZ-a ________ _______ O� ML SILT(ML)-gray,wet,very soft,some V organics(plant fibers),moderate plasticity. z 0 2 (POST-GLACIAL DEPOSITS) E 10 1 °o A 1 aw SM SILTY SAND(SM):gray,wet,dense, O fine-grained sand. W E" 17 3 -GLACIAL DEPOSITS) F F 15 20 o 14 F F Q� QO 7 4 -grades to loose,fine-to medium-grained Z on 20 5 sand. F 4 UOQ ___________________ W SM SILTY SAND(SM):gray,wet,medium z r dense,fine-to medium-grained sand,seams F 3 5 -d of sandy silt to 1 inch in thickness. U 25 8 (POST-GLACIAL DEPOSITS) d SP :. SAND(SP):gray with some white,wet, O Z dense,fine-to medium-grained sand. W 16 6 (POST-GLACIAL DEPOSITS) a~a,0 a.«� 30 21 Q Q 17 ___________________ a 0 OL -� ORGANIC SILT(OL): brown-gray and olive,wet,very soft,small plant fibers, 1- W 0 7 = to 2-inch interbeds of peat. H _ (POST-GLACIAL DEPOSITS) O 35 1 = H 0 = — o — W — 0 0 60.0 : 0 8 — 4 DATE DRILLED:6-13-05 SURFACE ELEVATION(feet):30.0 DRILLING METHOD:Mud Rotary a. LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 59.0 DRILLER:Holt Drilling Q F REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A 0 aLakeshore Landing Development Appendix Renton,Washington k4KLEINFELDER A I3a NGEOTECHNICRAS AND MAL AND NTE�RIANMENTAL L ESTING ENGINEERS BORING LOG p N PAGE 1 of 2 PROJECT NUMBER: 57450 B-12 TESTING PROGRAM LABORATORY FIELD U.S.C.S. w WELL/PIEZO U E SOIL DESCRIPTION CONSTRUCTION G;" ZW W z oz 4 — �T.a 0 = �" �< 0 9 — O- 45 0 = H U AH 1 = OW SP SAND WITH GRAVEL(SP):gray with v white,wet,dense,fine-to coarse-grained z Q 42 10 sand,fine-to coarse-grained gravel. H 50 22 (ALLUVIAL SAND) A 23 ra O� WF 24 11 SAND(SP):gray with white,wet,very—— w 3 55 24 dense,fine-grained sand. x z 29 (ALLUVIAL SAND) E~O QO 04 59 17z Boring terminated at 59 feet below ground x surface.Groundwater level not identified during drilling because of use of mud rotary U Q drilling.Boring backfilled with bentonite Oa W chips. X z x� �U F . .a ZA oz (n < az ao �Q �U �O a �H UDO Fd0 n F O V' w 0 0 0 0 N � O *SAMPLER e Cal.(3"OD) ® SPT q2"OD) Core , Shelby Grab No TYPE Split Spoon Split poon Sample Tube Recovery 300lbs 140lbs "HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton, Washington Z. k4KLEINFELDER A 43b GEOTECHNICHAS AAND MATERIALS TESTING NTAL ENGINEERS BORING LOG p N PROJECT NUMBER: 57450 B-12 PAGE 2 of 2 TESTING PROGRAM LABORATORY FIELD U.S.C.S. d WELL/PIEZO w = w� o SOIL DESCRIPTION CONSTRUCTION .a zw _ c L a as H Hz :a a �n �a z 11 F �w a ao w 04 �. ° � Q �z z a � A 3 00 ' O o x p" Surface: gravel fill F� - U a a Z O 0 SM GRAVELLY SILTY SAND(SM): �T'L..,.. gray-brown,moist,very dense,fine-to A a, coarse-grained sand,fine-to coarse-grained gravel. (FILL) 5 1 -grades to wet,loose. . 0 — 5 4 qF 2 O� U� C7 F+ 4 2 zd U F" C 10 2 SM SILTY SAND(SM):gray,wet,loose, O A 1 fine-grained sand,some organics(wood w fibers) O (POST-GLACIAL DEPOSITS) x 7 3 E+ 15 2 Fo 2 HF ML SILT(ML):gray,wet,very soft,2-inch z U thick interbeds of gray fine-grained silty d 4 0 4 and and brown peat. z 4 20 1 (POST-GLACIAL DEPOSITS) F 0 U� P-S _SA,;ff WITH SILT(SP-ST4 gray,wet, C z medium dense,fine-grained sand,some H 11 5 organics(wood fibers). U 25 10 (POST-GLACIAL DEPOSITS) d Q 9 z OA z �Q w 9 6 -grades to some silt,fine-to 0.0 30 18 medium-grained sand. Q U 22 MIL ILT S (ML):gray,wet,very soft,some Q organics. U (POST-GLACIAL DEPOSITS) O x QqO 35 1 N Q 0 W PT PEAT(PT):red-brown,wet,stiff. (POST-GLACIAL DEPOSITS) 0 0 8 N 4 0 N DATE DRILLED:6-14-05 SURFACE ELEVATION(feet):30.0 DRILLING METHOD:Mud Rotary D LOGGED BY: I.LaVielle TOTAL DEPTH(feet): 95.0 DRILLER:Holt Drilling 4 REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A D Lakeshore Landing Development Appendix F_ Renton,Washington a Z k4KLEINFELDER A 44a GEOTECHNICAL AND AND MATERIALESTING ENGINEERS BORING LOG M SOILSN PAGE 1 of3 PROJECT NUMBER: 57450 B-13 TESTING PROGRAM LABORATORY FIELD U.S.C.S. WELL/PIEZO ? E _ aw U o SOIL DESCRIPTION w CONSTRUCTION Zw W c E., i s 0-4 Q z CIO a 3 a� z un A Q OZ F A aQ.CA W a" � ' �z O CV 4 w� 7 „ ——————————————————— A� ML SILT(ML):gray,wet,very soft,some Q organics. 0 y (POST-GLACIAL DEPOSITS) z 45 1 0 zZ O 28 10 SP GRAVELLY SAND(SP):gray,wet,dense, z� fine-to coarse-grained sand,fine-to 50 23 coarse-grained gravel. C7 13 (POST-GLACIAL DEPOSITS) O� w�a O� �F 27 11 SP SAND(SP):gray,wet,very dense,fine-to w 3 55 29 medium-grained sand,trace gravel. x z 23 (POST-GLACIAL DEPOSITS) H p �F ML SILT(ML):gray,wet,very soft,some olive z v organics(plant matter). Q 0 12 (POST-GLACIAL DEPOSITS) z 60 0 H F 0 U OL = ORGANIC SILT(OL):olive,wet,soft. (POST-GLACIAL DEPOSITS) °' z 0 13 = E U 65 1 0 = a� ______ z P-S SAND WITH SILT(SP-SM):gray,wet, O Z medium dense,fine-grained sand. 23 14 (POST-GLACIAL DEPOSITS) a 70 32 30 d O �a a �x 11 15 Atterberg test was run on sample.Material va p 75 13 is non-plastic. x F. — F+Q 15 OL ORGANIC SILT(OL): olive,wet,medium = stiff,2-inch thick layer of white silty sand. w = (POST-GLACIAL DEPOSITS) � — o — 47.5 25 5 16 = _ � 8 — O *SAMPLER B Cal.(3"OD) ® SPT(2"OD) Core ' Shelby Grab ® No TYPE Split Spoon Split Spoon Sample Tube Recovery d ** 300lbs 140lbs a HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington Z. k4KLEINFELDER A 44b GEOTEC NICAL AND OILS AND MATVERIALS T MENTAL ENGINEERS TESTING BORING LOG p N PROJECT NUMBER: 57450 B-13 PAGE 2 of 3 TESTING PROGRAM LABORATORY FIELD U.S.C.S. d WELL/PIEZO e F H a E 2 g WC4 W 0 SOIL DESCRIPTION W �� aW CONSTRUCTION a �F ZW W s p;q Q H w FO,z U a o �� F A 3 �a z �+ a Qo � � W 0z FrN W a 3 V] O a 3 H � H as-- a a O 8 6 =. _ Aa SP ySAND(SP):gray,wet,very dense, Q fine-grained sand. 35 17 (ALLUVIAL SAND) z O 85 50/6" W AZ z w o;4 .a c�a. 32 18 Z d F 90 50/6" A O aw w O- WH 33 19 -grades to gray and white,fine-to w 95 1 74 coarse-grained sand trace gravel. x z Boring terminated at 95 feet below ground F 0 25 surface.Groundwater level not identified �Q during drilling because of use of mud rotary A U drilling.Boring backfilled with bentonite z O chips. O rA FF UQ O04 0� �z H� FV a zA oz ro < az 040 d E" >1Q P4U �O a �x �F �O N _N H F 0 LU W O O O N 1 O 94 *SAMPLER 8 Cal.(3"OD) ® SPT(2"OD) Core ' Shelby Grab No TYPE Split Spoon Split spoon Sample Tube Recovery a **HAMMER WEIGHT 300 Ibs 140 Ibs j (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington 0. klqKLEINFELDER A 44c N GEOTECHSOM AND AND MATERIALS TESTING NTAL ENGINEERS BORING LOG p r PROJECT NUMBER: 57450 B-13 PAGE 3 of 3 TESTING PROGRAM U.S.C.S. LABORATORY FIELD d WELL/PIEZO > e H w Cn a wx w o SOIL DESCRIPTION y CONSTRUCTION '� G-�'F ; ZW W C.a cnw cj A 3 OO Surface: gravel fill SM SILTY SAND WITH GRAVEL(SM): k' brown-gray,moist,very dense,fine-to A a coarse-grained sand,fine-and coarse-grained gravel. (FILL) 13 1 C 5 28 AE� 26 z MI, SILT(ML):gray,wet,very soft,some s d.an O (POST-GLACIAL DEPOSITS) .a 1 2 �Q �F 10 0 cA w 1 3 ML SILT(ML):gray and brown,wet,soft, w F• 2 some fine-grained sand,lenses of peat, H 2 1-inch thick layer of silty sand. w 3 15 (POST-GLACIAL DEPOSITS) x z E-+O SP SAND(SP):gray with some white,wet, Q Q dense,trace silt,fine-to coarse-grained z O sand,fine-grained gravel. Q.a 19 4 (POST-GLACIAL DEPOSITS) z0 20 18 �,H 16 U Q Ow OL —� ORGANIC SILT(OL):brown,wet,very Q z soft. 0 5 SM POST-GLACIAL DEPOSITS - -------------Z-- HU 25 3 SILTY SAND(SM):gray,wet,loose, �>4 fine-grained sand,interbeds of peat. 4 __ POST-GLACIAL DEPOSITS ML SILT(ML):gray and brown,wet,very soft, 0 Q some organics. w 86.7 0 6 (POST-GLACIAL DEPOSITS) a zo 30 0 E~ o zo SM SILTY SAND(SM):gray,wet,medium dense,fine-grained sand. w 4 7 (POST-GLACIAL DEPOSITS) E, �O 35 7 F 7 ML SILT WITH SAND(ML):gray,wet, medium stiff,fine-grained sand. S 5 8 (POST-GLACIAL DEPOSITS) 4 0 DATE DRILLED:6-15-05 SURFACE ELEVATION(feet):30.0 DRILLING METHOD:Mud Rotary LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 139.0 DRILLER:Holt Drilling Q F REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A M Lakeshore Landing Development Appendix Renton,Washington k4KLEINFELDER < GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS A �Sa SOILS AND MATERIALS TESTING BORING LOG PROJECT NUMBER: 57450 B-14 PAGE I of 4 TESTING PROGRAM LABORATORY FIELD U.S.C.S. w WELL/PIEZO > �e F H U> S2 w ag W p SOIL DESCRIPTION F CONSTRUCTION a :Dz a �� U .. 3 L � Z a E, rnW U q do CY. O = � �z z Cn O U a .a z O W_ U 4 SM SILTY SAND(SM):gray,wet,loose, 3 fine-grained sand. A a SP __ POST-GLACIAL DEPOSITS -j-------------Z-- SAND(SP):gray with some white,medium 7 18 g dense,fine-to medium-grained sand. z (POST-GLACIAL DEPOSITS) O`" 45 14 14 z z ra o� c�w 12 10 ___________________ "F 50 6 ML SANDY SILT(ML):gray,wet,stiff, UO q 6 fine-grained sand. a POST-GLACIAL DEPOSITSZ__ w SP SAND(SP):gray,wet,medium dense, O H fine-grained sand,lenses of organics(wood x 10 11 fibers). F (POST-GLACIAL DEPOSITS) w 3 55 8 H o 10 �,H �Q AU zo 13 12 -grades to no visible organics. C In 60 14 F;H 16 U Q ML SILT(ML):gray,wet,very soft,with olive organics(plant fibers). Z 0 13 (POST-GLACIAL DEPOSITS) E, FU 65 0 >4 0 a z OL = ORGANIC SILT(OL): olive,wet,very O soft. w 0 14 = (POST-GLACIAL DEPOSITS) a O 70 0 = Q 0 — _ _________________ ao SM SILTY SAND(SM):gray,wet,loose to a medium dense,fine-grained sand,interbeds c�7 4 15 of silt. H (POST-GLACIAL DEPOSITS) O 75 1 H 16 OL ORGANIC SILT(OL):olive,wet,very soft. o = (POST-GLACIAL DEPOSITS) N 0 X 16 (J O *SAMPLER e Cal.(3"OD) ® SPT(2"OD) Core , Shelby Grab ® No TYPE Split Spoon Split Spoon Sample Tube Recovery ~ ** 300lbs 140lbs a. HAMMER WEIGHT � (30"Drop) (30"Drop) oLakeshore Landing Development Appendix Renton, Washington k4KLEINFELDER A 45b a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING BORING LOG A dPROJECT NUMBER: 57450 B_14 PAGE 2 of 4 TESTING PROGRAM LABORATORY FIELD U.S.C.S. w WELL/PIEZO wo F U> w aw W p SOIL DESCRIPTION CONSTRUCTION -a C4z a a Z� .. 3 L o.Ca Z 9 �, E, o U Ca Q c a p = A Q cz F a 0.cv A pZ v� O 3 �C Q a v o H ca. a z p w U 8 — — Aa 0 ML SANDY SILT(ML):gray,wet,very soft, y fine-grained sand. (POST-GLACIAL DEPOSITS) 0 17 ------ z0- 85 21 P-S SAND WITH SILT(SP-SM):gray,wet, F w dense,fine-grained sand. .. 19 (POST-GLACIAL DEPOSITS) z z w ML SILT(ML):gray,wet,very soft.————— o (POST-GLACIAL DEPOSITS) z Q 0 90 0 o A 0 a� SP SAND(SP):gray,wet,very dense,fine-to O H medium-grained sand. w 50/6" 19 (POST-GLACIAL DEPOSITS) H H 95 H o QH AU ZO 25 20 z V1 10 20 H ___ U 21 L-M SILTY CLAY(CL-ML):gray,moist,soft, rQt moderate to high plasticity. z (POST-GLACIAL DEPOSITS) 6 21 FU XE� 10 2 Q>4 2 a zA pz �Q 0 22 -grades to very soft,with lenses of sandy a O 11 0 silt. d 0 0 .a Fx, 49.9 26 31 0 23In O Q 11 0 H Q 0 0 w a: $ 0 24 N 2120O *SAMPLER 8 Cal.(3"OD) ® SPT(2"OD) Core ' Shelby Grab ® No TYPE Split Spoon Split Spoon Sample Tube Recovery Q 300lbs 140lbs **HAMMER WEIGHT (30"Drop) (30"Drop) 0 Lakeshore Landing Development Appendix Renton, Washington k4KLEINFELDER A 45c a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS co SOILS AND MATERIALS TESTING BORING LOG ra PROJECT NUMBER: 57450 B-14 PAGE 3 of 4 TESTING PROGRAM LABORATORY FIELD U.S.C.S. w WELL/PIEZO a U> c c ac SOIL DESCRIPTION x CONSTRUCTION R'E ZW Eli F" G9 7 EO-Z a a 7� E Z W NFU- A 4o C� a O c d -Z v' Z U z a a O ' U 12 1 AA4 �Q 0 25 -grades to trace fine-grained sand. 0— 12 0 �w A F" 1 0�W SM SILTY SAND(SM):gray,wet,very dense, z Q 41 26 fine-grained sand. E~ 13 50/5" (ALLUVIAL SAND) q SP SAND(SP):gray and white,wet,dense, O H fine-grained sand. x 33 27 (ALLUVIAL SAND) 13 25 H 0 21 F,F QQ zO 5 -grades to verydense. 0 x 139 Boring terminated at 139 feet below ground H H surface.Groundwater level not identified U during drilling because of use of mud rotary drilling.Boring backfilled with bentonite 0 u chips. z x H d>4 a ZA oz �< aZ 040 Q� aU �o �a �w �H UDo Q xH iz F¢ r c� w 0 0 0 0 N O *SAMPLER e Cal.(3"OD) ® SPT(2"OD) Core ' Shelby Grab ® No ate. TYPE Split Spoon Split Spoop Sample Tube Recovery Q ~ 300lbs 140lbs **HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Renton,Washington Appendix k4KLEINFELDER a A L5d GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING BORING LOG PROJECT NUMBER: 57450 B-14 PAGE 4 of 4 TESTING PROGRAM LABORATORY FIELD U.S.C.S. v WELL/PIEZO o f H w x �x o SOIL DESCRIPTION w. "_ Wo t U> E" x CONSTRUCTION zE a � F 3 Qa�q zw HU 7)� A U d ?� A do a a d Cnz z A 3 OO F p" `�' Surface: gravel fill �v wU 0 SM SILTY SAND WITH GRAVEL(SM): gray-brown,moist,very dense,fine-to A o`a. coarse-grained sand,fine-and coarse-grained gravel. (FILL) d 8 1 -grades to brown,medium dense,trace O 5 8 gravel. F W ______________ A z 7 ME SILT(ML):gray,wet,very soft.————— U (POST-GLACIAL DEPOSITS) U C7 a, 1 2 d 10 0 CA 1 aw w O� x 0 X 3 -grades to with fine-grained sand. w 3 15 0 Hz 1 3(s) d Q PT PEAT(PT):brown-red,wet,very soft. z O (POST-GLACIAL DEPOSITS) d a 0 4 z Cn O., 20 0 H H 0 Ud O _ SP SAND(SP):gray with some white,wet, co z medium dense,fine-to medium-grained 12 5 sand,trace coarse-grained sand. v 25 12 (POST-GLACIAL DEPOSITS) d 13 z ______________ ___ OA ML SILT(ML):brown,wet,medium stiff, d lenses of gray sand. 4 6 (POST-GLACIAL DEPOSITS) a O 30 3 d 4 �O a �W ___________________ �x 0 7 ML SILT(ML):gray,wet,very soft,some Cn Op 35 0 organics(wood). x E~ 0 (POST-GLACIAL DEPOSITS) E~d 0 c� W 0 1 8 -grades to lenses of sand. 4 0 DATE DRILLED:6-14-05 SURFACE ELEVATION(feet):30.0 DRILLING METHOD:Mud Rotary p, LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 90.0 DRILLER:Holt Drilling Q REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A 0 Lakeshore Landing Development Appendix Renton,Washington k4K]LEINFELDER a A 4C)a GEOTECFINICAL AND ENVIRONMENTAL ENGINEERS rn SOILS AND MATERIALS TESTING BORING LOG ra N PROJECT NUMBER: 57450 B-15 PAGE 1 of 3 TESTING PROGRAM LABORATORY FIELD U.S.C.S. WELL/PIEZO ? �e F H �,� G ' w ap a SOIL DESCRIPTION CONSTRUCTIONz ri O Q a °z F a¢ a o 4 ' U 0 Aa 5 9 ML SANDY SILT(ML): cn gray,wet,very stiff, z0— 45 11 fine-grained sand. F (POST-GLACIAL DEPOSITS) q F s zy O� .x _____ ________ ____ Z a 3 10 ML SILT(ML):gray,wet,medium stiff,with 50 2 brown organics(plant fibers). Ur (POST-GLACIAL DEPOSITS) O 3 �W W E-F x grades to very soft,some fine-grained E�3 55 0 sand. Fz 0 ° ___________________ QF OL = ORGANIC SILT(OL):olive,wet,very A U soft. z O 0 12 = (POST-GLACIAL DEPOSITS) Z O 60 0 — H OW SP SAND(SP):gray with some white,wet, QzQ 15 13 dense,fine-to medium-grained sand. H U 65 16 (POST-GLACIAL DEPOSITS) Q y, 19 ..a ________________ z ML SANDY SILT(ML):gray,wet,very stiff, O z fine-grained sand,with organics(wood and W Q plant fibers). a z o 70 9 14 (POST-GLACIAL DEPOSITS) d 7 Qo OL 15k7GWI(f SILT(OL):olive,wet,very w soft,with 2-inch layer of silt. x 0 15 — (POST-GLACIAL DEPOSITS) v,p N75 0 — _ ____ _ __________ 5E. 0 SP SAND(SP):gray with some white,wet, very dense,fine-to medium-grained sand. W (ALLUVIAL SAND) 0 31 16 N 8 n 0 *SAMPLER e Cal.(3"OD) ® SPT L"OD) Core , Shelby a No TYPE Split; Split Spoon Sample Tube Grab O Recovery 300lbs 140lbs HAMMER WEIGHT (30"Drop) (30"Drop) j Lakeshore Landing Development Appendix Renton,Washington k4KLEINFELDER a A 46b GEOTECICAL AND ENVIRONMENTAL ENGINEERS HN SOILS AND MATERIALS TESTING BORING LOG p PAGE 2 of 3 c PROJECT NUMBER: 57450 B-15 TESTING PROGRAM LABORATORY FIELD U.S.C.S. wELLrnrEzo wo H H �w aU q SOIL DESCRIPTION •r CONSTRUCTION L a a' H w Fz a a " E" A 3 u d Z F, �H V A p' o Q o a 7 o �° a as a o wU 8 36 A 19 17 -grades to very dense,seam of silty sand G 85 19 encountered in sampler. F A 10 z c�a o� U� C7 P-i 37 18 -grades to no silt. C7 90 36 Boring terminated at 90 feet below ground O A 35 surface.Groundwater level not identified w during drilling because of use of mud rotary 0— drilling.Boring backfilled with bentonite w chips. H w3 O QF AU QQ FF UQ Ow �U �z H� -e�>4 Q a� zq Qz rnQ az wO QQ >4U �O �x F wO F�Q 0 w 0 0 0 0 N r� a Q C7 *SAMPLER e Cal.(3"OD) ® SPT�2"OD) Core , Shelby Grab ® No a TYPE Split poop Split poon Sample Tube Recovery a "HAMMER WEIGHT 300 Ibs 140 Ibs (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington z k4KLEINFELDER A 46c GEOTEC NICAL AND OILS AND MAN ERIALS TESTING ENGINEERS BORING LOG PROJECT NUMBER: 57450 B-IS PAGE 3 of 3 TESTING PROGRAM LABORATORY FIELD U.S.C.S. w wELL/PIEZo ? Wo F H U> G a� raps SOIL DESCRIPTION CONSTRUCTION a �E. ZW W a E• Hz .a a �; F" A Q� z r4 i �F U A Qo ;4 = t rnz Z A 3z Cn X a Ate,"c H �" Surface: gravel fill U j z p WU 0 SM SILTY SAND(SM):yellow-brown to brown,wet,very dense,fine-to A�� coarse-grained sand,some fine-and ,t coarse-grained gravel. 14 1 (FILL) G Un 5 23 29 z w o� 2 2 -grades to loose,fine-grained sand,no H 10 2 SP gavel.----------------- �q SAND(SP):gray,wet,very loose, O 3 fine-grained sand. '4 PT --.(POST-GLACIAL DEPOSITS) __ O ` PEAT(PT):red-brown,wet,soft. W x 0 3 (POST-GLACIAL DEPOSITS) 15 1 x z 2 E~O SP GRAVELLY SAND(SP):gray,wet,dense, d fine-to coarse-grained sand,fine-and Q O coarse-grained gravel. 16 4 (POST-GLACIAL DEPOSITS) p 20 17 H F+ 16 U SM SILTY SAND(SM):gray,wet,loose v z fine-grained sand, 1-inch seams of silt and 7 5 peat. U 25 6 (POST-GLACIAL DEPOSITS) Q 4 a z ML SANDY SILT(NIL):brown and gray,very O z soft,fine-grained sand,with organics(plant w and wood fibers). a z 0 6 (POST-GLACIAL DEPOSITS) w 30 0 0 ——— �o PT PEAT(PT):brown-red,wet,very soft. a (POST-GLACIAL DEPOSITS) i 15.2 0 7 v'E" coo 35 0 H Q 0 p 'L ------- - OL ORGANIC(OL):brown,wet,very soft.- Uj (POST-GLACIAL DEPOSITS) 0 0 8 —_ N ; 4 0 DATE DRILLED:6-16-05 SURFACE ELEVATION(feet):30.0 DRILLING METHOD:Mud Rotary off, LOGGED BY: I.LaVielle TOTAL DEPTH(feet): 90.0 DRILLER:Holt Drilling Q REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A D Lakeshore Landing Development Appendix Renton, Washington Z k4KLEINFELDER A I7a GEOTECHNICAL AND SOILS AND MATERIALS TESTING NTAL ENGINEERS BORING LOG 5. PROJECT NUMBER: 57450 B-16 PAGE 1 of 3 TESTING PROGRAM LABORATORY FIELD U.S.C.S. WELL/PIEZO e F H �� H � o SOIL DESCRIPTION CONSTRUCTION vaz z A 3 Oz H a.N 0 : ' O 90 Q C' o o F F U a a z 0 :tea U w 4 0 —————— Aca MH SILT(MH):gray and brown,wet,very soft, Q with organics(plant fibers),trace fine-grained sand. 101.9 63 79 0 9 (POST-GLACIAL DEPOSITS) O A 45 0 w AF �] 0 0" C7 F+ 0 10 -grades to brown and gray and olive. EQ. 50 0 o A 0 OL = ORGANIC SILT(OL):olive,wet,medium w stiff. O F (POST-GLACIAL DEPOSITS) x 0 11 = F 3 55 2 = 0 3 F-F — QO 0 12 = 0 y 60 1 = __ hH 0 SM SILTY SAND(SM):gray,wet,loose to U-< medium dense,fine-grained sand. w (POST-GLACIAL DEPOSITS) z 0 13 �"U 65 8 11 z� _______ __________ OA OL ORGANIC SILT(OL):olive,wet,very w — soft, 1-inch thick seam of sandy silt. a z 0 14 ML POST Z -GLACIAL DEPOSITS a•0 ------------- -- 70 0 SILT(ML):gray,wet,very soft,with Q Q organics. v 0 POSGLACIAL DEPOSITS a 0 T- PT PEAT(PT):olive,wet,very soft. (POST-GLACIAL DEPOSITS) 0 15 — ———————— 0 OL = ORGANIC SILT(OL):olive,wet,very 75 0 soft. H Q 0 — -fPOST-GLACIAL DEPOSITS) o P-S SAND WITH SILT(SP-SP):gray,wet, W very dense,fine-grained sand. (ALLUVIAL SAND) g 21 16 N 80 0 *SAMPLER e Cal.(3"OD) ® SPT "OD) Core ' Shelby W. Grab ® No N TYPE Split'Spoon Split poon Sample Tube Recovery ~a ** 300lbs 140lbs HAMMER WEIGHT j (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington z k4KLEINFELDER A 47b F GEOTECHNIC�A AND MAAND TERRIALS TESTING ENGINEERSSO BORING LOG " N PAGE 2 of 3 PROJECT NUMBER: 57450 B_16 TESTING PROGRAM LABORATORY FIELD U.S.C.S. La o * .a w WELL/PIEZO w e N H W S z z W9 W o SOIL DESCRIPTION W v .. F" H CONSTRUCTION a Zz V�raj F o O c d rQ Z Z A 3 �o U a a z O C�aU 8 28 A a 15 17 0— 85 15 23 ———— ---- A E■ SM SILTY SAND(SM):gray,wet,dense, 0 W fine-grained sand. U r� (ALLUVIAL SAND) 15 18 z U H 90 SANDY SILT(ML):gray,wet,very stiff, q 13 fine-grained sand. a _ ALLUVIAL SAND w Boring terminated at 90 feet below ground O F, surface.Groundwater level not identified W�. during drilling because of use of mud rotary E E~ drilling.Boring backfilled with bentonite W 3 chips. 0 Q F. AU QO zCon F+F O� CU Hx E,U az zA oZ CnQ woo ao > U �a N F F 0 Uj W O O O N *SAMPLER 8 Cal.(3"OD) ® SPT q2"OD) Core ' Shelby m No o0., N TYPE Split: Split SSpoon Sample Tube Grab O Recovery ;6� ** 300lbs 140lbs a HAMMER WEIGHT � (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington k4KLEINFELDER A 47c GEOTEC NICAL AND OILS AND MATERIALS T STING ENGINEERS BORING LOG N N PROJECT NUMBER: 57450 B-16 PAGE 3 of 3 TESTING PROGRAM LABORATORY FIELD U.S.C.S. W � : w WELL/PIEZO H =2 w a� w o SOIL DESCRIPTION CONSTRUCTION a z a a ..�, w e 04 o. p-p z C- P 3 w ~F A Uri A e w a O UDZ �0 O Surface: gravel fill H z O f�7 U 0 GP GRAVEL(GP): gray-brown,moist,dense, fine-to coarse-grained gravel. A a (FILL) z SM SILTY SAND(SM): light brown,wet, 9 1 loose,fine-to medium-grained sand,trace O A } . 5 4 ME } fine-grained gravel. E� _(POST-GLACIAL DEPOSITS __/ A z 2 SILT(ML):gray,wet,very soft, 0 fine-grained sand,some organics. U (POST-GLACIAL DEPOSITS) p, z� 1 2 C�Q 10 1 o A a� wF SM SILTY SAND(SM):gray,wet,loose,fine- to medium-grained sand. H 6 3 ML POST-GLACIAL DEPOSITS)- 0 15 4 SANDY SILT(ML):gray,wet,stiff, fine-grained sand,with organics(plant and E~ 5 wood). d It (POST-GLACIAL DEPOSITS) z O __ _____ __ _______ da 7 4 SP SAND(SP):gray with white grains,wet, 0 20 loose,fine-to medium-grained sand,some F Fx 6 silt. E, 3 (POST-GLACIAL DEPOSITS) aW SM SILTY SAND(SM):gray,wet,loose,fine- H x 0 5 to medium-grained sand,some organics E~U 25 (plant and wood). y 1 (POST-GLACIAL DEPOSITS) a 1 Cz az 67.8 : 1 6 a O 30 1 ML SILT(ML):gray,wet,very soft,with Q Q PT lorganics(plant and wood). / a U _fPOST-GLACIAL DEPOSITST__ Q.� PEAT(PT):brown,wet,very soft. w (POST-GLACIAL DEPOSITS) p x ME SANDY SILT(ML):gray,wet,medium p 32.4 : 74 0 7 �+ 35 stiff,fine-grained sand,some organics F 3 (Plant). 0 4 (POST-GLACIAL DEPOSITS) W 0 0 4 41.4 0 8 -grades to with seams of peat. o DATE DRILLED:6-17-05 SURFACE ELEVATION(feet):30.0 DRILLING METHOD:Mud Rotary off, LOGGED BY:D.Divine TOTAL DEPTH(feet): 120.5 DRILLER:Holt Drilling F REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A 0 Lakeshore Landing Development Appendix Renton, Washington k4z KLEINFELDER A I8a GEOTECHNICILA AND MA AND TERIALS TESTING ENGINEERS BORING LOGSOS q PROJECT NUMBER: 57450 B_17 PAGE 1 of TESTING PROGRAM LABORATORY FIELD U.S.C.S. w WELL/PIEZO -�o F H �� H G W aW o SOIL DESCRIPTION A CONSTRUCTION -� �'E: ZW r� V L -4 Q H W Fz P. Q� z �z z A 3 co a o.o -- o 4 w� 2 — � SM SILTY SAND(SM):gray,wet,medium d dense,fine-to medium-grained sand,trace z v� 11 9 gravel,with organics(wood fragments). q 45 11 (POST-GLACIAL DEPOSITS) H A 11 p GP Q SANDY GRAVEL(GP): gray,wet,dense, C7 a fine-to coarse-grained gravel,fine-to Z d 11 10 coarse-grained sand,some silt. C9 Q 50 16 a (POST-GLACIAL DEPOSITS) p A 22 w off °fox PT PEAT(PT):light brown,wet,stiff. w 3 211.6: 5 11 `' (POST-GLACIAL DEPOSITS) 55 4 z O 8 d F SM SILTY SAND(SM):gray,wet,medium d oa 5 X 12 dense,fine-to medium-grained sand. z0 x 60 9 (POST-GLACIAL DEPOSITS) 15 OW C7 _ _ ______________ x ML SANDY SILT(ML):gray,wet,stiff, F U 65 5 13 fine-grained sand,thin organic laminations 6 (1-2mm thick). a 2 (POST-GLACIAL DEPOSITS) z A oz �d az 5 14 a _ _________________ d E 70 7 SM SILTY SAND(SM):gray,wet,loose,fine- U 6 to medium-grained sand,thin organic O laminations. a __ POST-GLACIAL DEPOSITS w PT — PEAT(PT):light brown,wet,very soft to rn F 0 15 soft. O Q 75 (POST-GLACIAL DEPOSITS) H Q 0 ———————— ML SANDY SILT(ML):light gray,wet,very 4 soft,fine-grained sand,trace organics > (plant). Uj (POST-GLACIAL DEPOSITS) 0 16 ——————————————————— > 8 *SAMPLER e Cal.(3"OD) ® SPT(2"OD) Core ' Shelby ® No a TYPE Split Spoon Split Spoon Sample Tube Grab Recovery D ** 300lbs 140lbs EL HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington lk"KLEINFELDER GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS A 8b BORING LOG SOILS AND MATERIALS TESTING p N PAGE 2 of 4 PROJECT NUMBER: 57450 B_17 U TESTING PROGRAM LABORATORY FIELD U.S.C.S. WELL/PIEZO W o SOIL DESCRIPTION E H CONSTRUCTION a �z a a ZW W 3 L z v�va F o W F `nF A Qo w O ° 'z A Q oz a W O U 8 SM SILTY SAND(SM):light gray,wet, 11 medium dense,fine-to medium-grained A a sand. Q (POST-GLACIAL DEPOSITS) v�Q zon 11 17 O 85 12 A a 13 C UW Ua z< 7 18 C7 F 90 -grades to some organics(wood C7 A 8 fragments). 8 OE W PT PEAT(PT):light brown,wet,stiff. H 95 6 19 (POST-GLACIAL DEPOSITS) x z 6 _ F.O 8 Q F. d AU ZO 192.4 0 20 10 o HH �H 4 U Q CW7 -- ILT x ML S (ML):gray,wet,very soft,trace F 0 X 21 gravel. E,U 10 0 (POST-GLACIAL DEPOSITS) a 15 z A _____ o ML SANDY SILT(ML):gray,wet,stiff, fine-grained sand,moderate plasticity. W 13 22 (POST-GLACIAL DEPOSITS) — 9L10 11 20 SM SILTY SAND(SM):gray,wet,dense,fine- to medium-grained sand,some organics x C 24 (wood)and shell fragments. a (ALLUVIAL SAND) W 12 23 cn O 11 19 F- 0 19 w 0 0 0 N 13 24 > 12 0 *SAMPLER 8 Cal.(3"OD) ® SPT "OD) Core ' Shelby Grab ® No a TYPE Split Spoon Split poon Sample Tube Recovery Q 300lbs 140lbs ** HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington Z KLEINFELDER A 48c GEOTECHNICHALAND EL4NTE�ROLALS TESTING NMENTAL ENGINEERS BORING LOGSOS AND p N N PROJECT NUMBER: 57450 B-17 PAGE 3 of 4 TESTING PROGRAM LABORATORY FIELD U.S.C.S. WELL/PIEZO ' a H H w �' w9 w o SOIL DESCRIPTION CONSTRUCTION z a a ZwCj c c a z q Oz F, a A.� �z p �V a� a 1t22 U Z0- I s Boring terminated at 120.5 feet below A a 18 ground surface.Groundwater level not identified during drilling because of use of mud rotary drilling.Boring backfilled with v,-1� bentonite chips. Oz W �w A E., z o� C7 a U �A O a� w o� W E"' Ey F w3 Ho F"F d� AU ZO UH O� �z �z E.,U d>4 .a zA oZ � < aZ a0 QQ U �0 �a �W �F Q0O Fd n F w 0 0 0 0 N O *SAMPLER 8 Cal.(3"OD) ® SPT q2"OD) Core ' Shelby Grab No TYPE Split poon Split poon Sample Tube Recovery Q 300lbs 140lbs "HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development PP Renton, Washington A endig Z. k4KLEINFELDER A 48d GEOTECHNICHA AND MA AND NTE�RIALS TESTING ENGINEERS BORING LOGSOS p o PROJECT NUMBER: 57450 B-17 PAGE 4 of 4 TESTING PROGRAM LABORATORY FIELD U.S.C.S. w WELL/PIEZO � � F' F" C7W �" � �� w aU o SOIL DESCRIPTION �+ CONSTRUCTION a We F: _ zrW-a r'� a v� 2' •� a Q Z >+ W E" A 3 OO CIOF a a c x pa" Surface: gravel fill 0 SM SILTY SAND WITH GRAVEL(SM): gray-brown,moist,very dense,fine-to A r..., coarse-grained sand,fine-and coarse-grained gravel. (FILL) Q 12 1 O Cn SILTY SAND(SM):yellow-brown,wet, 5 20 dense,fine-to coarse-grained sand,some H A 25 fine-and coarse-grained gravel. z z ML O� SILT(ML):gray-brown,wet,soft,with U r� organics(roots and plant fibers). 1 2 (POST-GLACIAL DEPOSITS) Z H C7 10 2 °o A 2 w O� W F" �x 0 3 E+ 15 0 Ho 0 HH PT PEAT(PT):red-brown,wet,very soft. A U (POST-GLACIAL DEPOSITS) AtO 241.7: 0 4 — Z no Ox 20 1 0 U Q ___________________ W OL ORGANIC SILT(OL):gray-brown,wet, z very soft. 0 5 = (POST-GLACIAL DEPOSITS) E. U 25 0 = Q 0 ML SILT(NIL):gray-brown,wet,very soft, O Z with organics(plant fibers). w Q 0 6 (POST-GLACIAL DEPOSITS) o 30 0 Q 0 �� �x 77.1 0 7 FO N 35 0 0 0 w ' 0 0 X 8 -grades to no visible organics. � 4 O DATE DRILLED:6-17-05 SURFACE ELEVATION(feet):30.0 DRILLING METHOD:Mud Rotary Fes, LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 120.0 DRILLER:Holt Drilling Q D REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A 0 Lakeshore Landing Development Renton, Washington Appendix Z. k4KLEINFELDER A 49a GEOTECHNIICIAL AND S AND MATERIALS TESTING NTAL ENGINEERS BORING LOG p N PROJECT NUMBER: 57450 B_18 PAGE 1 of 4 TESTING PROGRAM LABORATORY FIELD U.S.C.S. w WELL/PIEZO o SOIL DESCRIPTION � w aw p CONSTRUCTION -�W w c v, L a E~ w Hz a .a ins �" A 3 Q� z A 3 Oz O ;�O z Q aa. a O 4 0 Aa vn¢ 0 9 ML -grades to gray,with organics(wood C V) fibers . 45 1 SP ————————————————J . SAND(SP):gray,wet,loose,fine-to A E~ 3 medium-grained sand. z W (POST-GLACIAL DEPOSITS) V SILT(ML):gray,wet,very soft,with organics(plant fibers), 4-inch interbed of C7 Q 0 10 50 0 olive organic silt. G A 0 (POST-GLACIAL DEPOSITS) ww O� Ey x 79.5 0 11 55 0 F O 0 F.F SP SAND(SP):gray with ome white,wet, A U very dense,fine-to medium-grained sand. z O 22 1z (POST-GLACIAL DEPOSITS) z rA 60 34 x 23 U Q Ow �z x 24 13 -grades to dense,fine-grained sand. F ___________________ E~ 65 21 SM SILTY SAND(SM):gray,wet,medium ¢�" fine-grained sand. 11 dense, a (POST -GLACIAL DEPOSITS)___ O z ML SILT(ML):gray and olive,wet,very soft, w¢ with organics(plant fibers). 0 14 a O 70 0 0 �o a �w �x grades to SANDY SILT,gray, p 75 p fine-grained sand,some organics(wood x E~ fibers). E"¢ 0 SM SILTY SAND(SM):gray,wet,very dense, W fine-grained sand. 30 16 (POST-GLACIAL DEPOSITS) ------------------- � 8 O *SAMPLER e Cal.(3"OD) ® SPT�2"OD) Core ' Shelby Grab No TYPE Split poon Split poon Sample Tube O Recovery Q D 300lbs 140lbs j "HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Renton,Washington Appendix Z. k4KLEINFELDER A 49b F GEOTECHNICHA AND MAT ERIALS TESTING ENGINEERS BORING LOG p PROJECT NUMBER: 57450 B_18 PAGE 2 of 4 TESTING PROGRAM U.S.C.S. LABORATORY FIELD w WELL/PIEzo ae F H �> o SOIL DESCRIPTION x CONSTRUCTION c-'E: Zy ;4 F W Fz a a �i F A 3Qr�. z �+ W E W- U A Qc CG O a Q cnz `i' A Q Oz H a a z O WU 8 a .32 SP SAND(SP):gray,wet,very dense,fine-to P" 32 medium-grained sand. A a SM �POST_GLACIAL DEPOSITS) SILTY SAND CSM):gray,wet,medium 14 17 dense,fine-grained sand. POST-GLACIAL DEPOSITS� z ------------- -- O'" 85 15 MIL SANDY SILT(ML):gray,wet,very stiff to �w 20 hard,fine-grained sand. A z OL — POST-GLACIAL DEPOSITS z w ORGANIC SILT(OL):olive and brown U u mottled,wet,very stiff. U a, 0 18 = (POST-GLACIAL DEPOSITS) z H C7 90 0 — °o A o = .a�'i SM SILTY SAND(SM):gray,wet,very dense, O� fine-grained sand. w E" 14 19 (POST-GLACIAL DEPOSITS) 95 15 X z 0/4.5 _________________ F'F ML SILT(NIL):gray with white bits,wet,very A U soft,trace shell fragments. z O 0 20 (POST-GLACIAL DEPOSITS) z rn O' 10 0 E�J-4 0 UQ - L- IL soft. STY CLAY(CL-ML):gray,wet,very ¢z 0 21 (POST-GLACIAL DEPOSITS) U F 10 0 �� 0 z _ _____________ oz SM SILTY SAND(SM):gray,wet,medium a z 0 22 dense,fine-grained sand. P64 O 11 12 (ALLUVIAL SAND) 13 ac _ ___ __ __________ a SP SAND(SP):gray with white,very dense, w fine-to medium-grained sand. O x 50/6" 23 (ALLUVIAL SAND) ICA p _11 H n C U' w o: 0 26 24 N 12 0 *SAMPLER 8 Cal. OD) ® SPT�2"OD) Core , Shelby Grab No TYPE Split Spoon Split Spoon Sample Tube Recovery Q D 300lbs 140lbs ** j HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington a. k4KLEINFELDER A 49c GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS Cn SOILS AND MATERIALS TESTING BORING LOG q N PAGE 3 of 4 PROJECT NUMBER: 57450 B-I S TESTING PROGRAM LABORATORY FIELD U.S.C.S. w WELL/PlEZO a wo H H -S w ap p SOIL DESCRIPTION CONSTRUCTION GGZ a a �� W 3 is •� Z 7+ VLn A 3 �O 12 w� Boring terminated at 120 feet below ground 20 surface.Groundwater level not identified during drilling because of use of mud rotary Q drilling.Boring backfilled with bentonite chips. Q O~ cA—a A E+ zW o� 0 a �Q C7 A O aw w o� wF W3 E+O F"F Q Q AU Qo O'..' Fy H UQ ow C7 �z Nx E.0 �>4 zz o r� w az �o Q� aU �o �a �w �H 0 coo N FQ 0 w 0 0 0 N C1 O *SAMPLER e Cal.(3"OD) ® SPT(2"OD) Core ' Shelby m Grab ® No a TYPE Split, Split Spoon Sample Tube Recovery Q ** 300lbs 140lbs HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington k4KLEINFELDER A 9d a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS co SOILS AND MATERIALS TESTING BORING LOG N 0 PROJECT NUMBER: 57450 B_18 PAGE 4 of 4 TESTING PROGRAM LABORATORY FIELD U.S.C.S. w 1VELL/PIEZO ? Wa F F �> w W9 W p SOIL DESCRIPTION �+ CONSTRUCTION �E �� �� W a p, i + A 3 OO F a \c FQ v Surface: gravel fill SM SILTY SAND WITH GRAVEL(SM): brown-gray,moist,very dense,fine-to A c"... coarse-grained sand,fine-and d coarse-grained gravel. (FILL) Z Q O27 X -grades to wet. 5 28 E"rAa 16 z w o� U� ________________ C7 a 3 2 SM SILTY SAND(SM):gray and brown,wet, 10 2 ML loose,fine-grained sand.L 1 ,SANDY SILT(ML):gray,wet,soft, J W fine-grained sand. O (POST-GLACIAL DEPOSITS) 0 3 ML SILT(ML):brown,wet,very soft,with w 3 15 0 organics. x z 0 (POST-GLACIAL DEPOSITS) E~O E F. Qd AU zO 0 4 -grades to some sand. 0un 20 0 v F O� ___________________ W PT PEAT(PT):red-brown,wet,soft z (POST-GLACIAL DEPOSITS) x g� 0 5 FU E 25 2 Q 2 .tea v, 0 z < 'z 0 6 -grades to with interbeds of grey organic a 30 0 silt. Q Q 1 a U _ _________________ O ML SANDY SILT(ML):gray,wet,very soft, fine-grained sand,some organics(wood W 0 7 fibers). H (POST-GLACIAL DEPOSITS) O 35 0 F Q 1 0 c� w 0 0 8 N 4 0 N DATE DRILLED:6-20-05 SURFACE ELEVATION(feet):30.0 DRILLING METHOD:Mud Rotary ate. LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 115.0 DRILLER:Holt Drilling Q F REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE:N/A 0 Lakeshore Landing Development Appendix Renton,Washington k4KLEINFELDER A 2Da Q GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS U) SOILS AND MATERIALS TESTING BORING LOG N PAGE 1 of 3 PROJECT NUMBER: 57450 B-19 TESTING PROGRAM a LABORATORY FIELD U.S.C.S. WELL/PIEzo F F W s W9 W o SOIL DESCRIPTION H CONSTRUCTION �z a .Zz.W W_ c L a Z A Oz F p aN W a O �z O 3 '.9O ro z O 94 WU 4 w� 0 Aa SM SILTY SAND(SM):gray,wet,medium dense,fine-grained sand,interbeds of gray w' 5 9 fine-to medium-grained sand and brown Z peat. O Cn Cn 45 11 (POST-GLACIAL DEPOSITS) w 7 qH O� UW 0 10 OL -- ORGANIC SILT(OL):olive and gray,wet, d very soft. H 50 0 = (POST-GLACIAL DEPOSITS) q 0 SM SILTY SAND(SM):gray,wet,very dense, w fine-grained sand. O H (POST-GLACIAL DEPOSITS) Wx 27 li H 55 34 H O 40 _____________ __ H'" �H SP SAND(SP):gray,wet,dense,fine-grained A U sand. z O 20 12 (POST-GLACIAL DEPOSITS) z 60 20 H H 19 ———— — --- UQ SM SILTY SAND(SM).gray,wet,medium OW dense,fine-grained sand,some organics (wood fibers). `�zz¢ 14 13 (POST-GLACIAL DEPOSITS) H U H 65 to 7 a z PT PEAT(PT):olive-brown,wet,very soft 00 Z (POST-GLACIAL DEPOSITS) 0 14 — p"�p 70- 0 W,U ML SILT(ML):brown and gray mottled,wet, very soft,with organics(plant fibers). W 0 15 _ (POST-GLACIAL DEPOSITS) H SP SAND(SP):gray with some white,wet, 11 75 1 very dense,fine-grained sand. H Q 0 (POST-GLACIAL DEPOSITS) c� w 0 S 26 16 � 80-LO Q *SAMPLER 8 Cal.(3"OD) ® SPT(2"OD) Core , Shelby m Grab ® No pa' TYPE Split Spoon Split Spoon Sample Tube Recovery Q ** 300lbs 140lbs j HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton, Washington Z. k4KLEINFELDER A 20b a GEOTECIINICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING BORING LOG ca (V N PROJECT NUMBER: 57450 B-19 PAGE 2 of 3 TESTING PROGRAM a LABORATORY FIELD U.S.C.S. w WELL/PIEZO e H F ca : e d �� W o SOIL DESCRIPTION CONSTRUCTION a �F _ z W c L aA NZ A Oz F aN W : 3 �O �v xQ 8 a O w U 5 25 A PT PEAT(PT):red-brown,wet,very soft. Q (POST-GLACIAL DEPOSITS) 130.9: 0 17 <85- O 0 ►�A 0 z� SM SILTY SAND(SM):gray,wet,very dense, U fine-grained sand. z Q 26 18 (POST-GLACIAL DEPOSITS) .-F 90 34 A 30 a w ML SANDY SILT(ML):gray,wet,very soft, O fine-grained sand. w 0 19 (POST-GLACIAL DEPOSITS) FF 95 0 H o _____ L- SILTY CLAY(CL-ML):gray,wet,very A v 40 soft,interbed of sandy silt. 0 20 (POST-GLACIAL DEPOSITS) Oz 10 0 HH 0 UQ - P-S SAND WITH SILT(SP-SM):gray,wet, Cn z dense,fine-grained sand. H 14 21 (ALLUVIAL SAND) F U 10 24 29 a ZA . 0z 43 22 pa.Op 11 45 Q 42 Z 0 za 37 X 23 W)0 N 11 40 Boring terminated at 115 feet below ground F"Q 50/5.5" surface.Groundwater level not identified during drilling because of use of mud rotary w drilling.Boring backfilled with bentonite W g chips. 0 N > O *SAMPLER B Cal.(3"OD) ® SPT(2"OD) Core , Shelby Grab ® NO o� TYPE Split; Split Spoon Sample Tube Recovery M * 300lbs 140lbs j HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington Z k4KLEINFELDER A -20c GEOTECH OILS ND ENVIRONMENTAL TESTING ENGINEERS BORING LOG N N PROJECT NUMBER: 57450 B_19 PAGE 3 of 3 TESTING PROGRAM LABORATORY FIELD U.S.GS. WELL/PIEZO > cue F F Uw H 2 g4 aW w o SOIL DESCRIPTION CONSTRUCTION a �E; ZW La v cn i °gyp F" W FZ .a .� ern F q u Q� z �+ G�-a F" v1EU- q Qoo Ni : - O o ,t U�z z w ao A 3 OO FF a c Surface:asphaltic concrete pavement U a a e z 0 wU 0 Asphaltic concrete pavement(6 inches MIL thick --L----------------// c. Base course2rravel_____ SANDY SILT(ML):yellow-brown,moist, 5 1 medium dense,fine-grained sand. (FILL) O A 5 15 w 14 z w O" U� C7 w I 2 _ -�adesto_nosand. ___—____—_ �FQ, 10 2 OL _ ORGANIC SILT(OL):brown,wet, A medium stiff. O 4 = (POST-GLACIAL DEPOSITS) w O� — w F, 15 — No 0 3 SM SILTY SAND(SM):gray,wet,very loose, F... 1 fine-grained sand. A 1 ME SI POST-GLACIAL DEPOSITS) _ LT(ML):gray-b rown,wet,very soft, 0 4 with organics(plant fibers). z0 20 1 (POST-GLACIAL DEPOSITS) H H 0 _ __________ ___ __ W P-S SAND WITH SILT(SP-SM):red-brown, �z wet,medium dense,with organics(plant H�� 10 5 and wood matter). E,U 25 13 (POST-GLACIAL DEPOSITS) d?4 16 a PT PEAT(PT):red-brown,wet,very soft. O (POST-GLACIAL DEPOSITS) W az 0 6 , a 30 U 0 <O. ___________________ a SM SILTY SAND(SM).gray,wet,medium w dense,fine-grained sand, I-inch seam ofGn x 28.3 20 12 7 sandy silt,trace organics(wood fibers). cn 00 35 12 H Q 10 H ______________ w PT PEAT(PT):red-brown,wet,very soft. — (POST-GLACIAL DEPOSITS) S 0 8 N 4 0 N DATE DRILLED:6-9-05 SURFACE ELEVATION(feet):30.0 DRILLING METHOD:Mud Rotary D LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 99.0 DRILLER:Holt Drilling F REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE:N/A Lakeshore Landing Development Appendix Renton,Washington KLEINFELDER A 21 a GEOTEC NICAL AND OILS AND MATERIALS TESTING ENGINEERS BORING LOG p PROJECT NUMBER: 57450 1 B_20 PAGE 1 of 3 TESTING PROGRAM LABORATORY FIELD U.S.C.S. w WELL/PIEZO W: H �W G W aroma w p SOIL DESCRIPTION CONSTRUCTION ZF" Zw A d OZ 3 ;�o a ; z o a@ 4 �: , w w 0 ML ' SILT WITH SAND(ML):gray,wet,very A°- soft,fine-grained sand. (POST-GLACIAL DEPOSITS) @ 0 9 ZO 45 1 rAa 0 zz _ ____________ SM SILTY SAND WITH ORGANICS(SM): gray and brown,wet,loose,fine-grained z @ 1 10 sand,with organics(plant matter and 50 5 roots). 4 (POST-GLACIAL DEPOSITS) O A PT PEAT(PT):red-brown,wet,very soft. O (POST-GLACIAL DEPOSITS) �H 55 5 x�z 4 — O SP < SAND(SP):gray with white,wet,medium dense,fine-to medium-grained sand. z O 17 12 (POST-GLACIAL DEPOSITS) z O 60 12 MIL SILT(ML):gray,wet,stiff,some organics H 11 (plant matter). U Q I . SP POST=GLACIAL DEPOSIT___/ O W SAND(SP):gray with white,wet,very �;z dense,fine-grained sand. 26 13 (POST-GLACIAL DEPOSITS) N 65 31 Q 32 z OA z 22 14 -grades to fine-to medium-grained sand. a.O 70 27 a Q 23 a OU PT PEAT(PT):red-brown,wet,soft. (POST-GLACIAL DEPOSITS) x 0 15 vs C vs N 75 1 x h 2 F•@ F — w J J 0 1 16 "' - I-inch seam of gray sand with some silt. 8 O *SAMPLER B Cal. OD) ® SPT OD) Core , Shelby Grab No cam4 TYPE Splitspoon Split Spoon Sample Tube Recovery "HAMMER 140lbs HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington k4KLEINFELDER Q GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS A alb SOILS AND MATERIALS TESTING BORING LOG N N PROJECT NUMBER: 57450 B_20 PAGE 2 of TESTING PROGRAM LABORATORY FIELD U.S.C.S. w WELL/PIEZO ? �� F F C7W F. _ °z w ac�a W o SOIL DESCRIPTION x CONSTRUCTION PgH z A ¢ Oz F aN a 011 ' r¢n vnz O H U 8 �" v 2 mL SI WITH SAND(ML):gray,wet,stiff LT to A very stiff,fine-grained sand, 1-inch seam of fine-grained sand. 4 17 (POST-GLACIAL DEPOSITS) C 85 7 F 14 z z _ __ __________ ___ o� SM SILTY SAND(SM)interbedded with SILT WITH SAND(ML): gray,wet,very dense 19 18 or hard,fine-to coarse-grained sand,some H 90 31 organics(plant fibers). ¢ 42 (ALLUVIAL SAND) O a w O� W E., �x 50/6"Z 19 -grades to fine-to medium-grained silty 3 95 sand. x z F-'O FH ¢¢ AU 0 11 99 z Boring terminated at 99 feet below ground O surface.Groundwater level not identified during drilling because of use of mud rotary U d drilling.Boring backfilled with bentonite 00 W chips. v,z x� F FV ¢>4 a zA oz �¢ W az 040 xV ¢o �w �H �o C, xF u' E�¢ 0 > w 0 0 0 N Cal C *SAMPLER 8 Cal.(3"OD) ® SPT(2"OD) Core ' Shelby Grab ® No oon Sample Tube TYPE Split Spoon Split Sp Recovery ¢ a **HAMMER WEIGHT 300 Ibs 140 Ibs (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington llk"KLEINFELDER Z. GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS A 1 c SOILS AND MATERIALS TESTING BORING LOG N N PROJECT NUMBER: 57450 B-20 PAGE 3 of 3 TESTING PROGRAM LABORATORY FIELD U.S.C.S. WELL/PIEZO e F H e =w Wx W o SOIL DESCRIPTION a �> � � � � W CONSTRUCTION aF: zw W 5 v, L a E- W EO,z F q 3 u �� Z >" Oa = &ODZ O 3 O `" d o o H q v Surface:asphaltic concrete pavement E U 0 Gr"U Asphaltic concrete pavement(3 inches / ML lthick)-_____� ___ _ __J qc, — — --- �ase course gravel.___——______1 Q SANDY SILT(ML):gray-brown,wet, 10 1 hard,fine-to coarse-grained sand,trace z fine-to coarse-grained gravel. O�. 5 17 (FILL) _______________ ___ A F 18 ML SILT(NK brown,wet,medium stiff,with W4 organics(root fibers). U r,-a (POST-GLACIAL DEPOSITS) 2 2 Q F 10 2 �A 4 w O� WF �F 4 3 -grades to no visible organics. z 15 3 F O 3 F.F Q� ________________ Z Oa 0 4 OL = ORGANIC SILT(OL):gray to dark-brown__ ,_ C 20 0 — wet,very soft. E 1 = (POST-GLACIAL DEPOSITS) U SM SILTY SAND(SM):gray,wet,medium dense,fine-grained sand,some organics. Z 6 g (POST-GLACIAL DEPOSITS) F,x F,U 25 4 ¢� 13 a z PT PEAT(PT):red-brown,wet,very soft, O z interbeds of organic silt. w 0 6 (POST-GLACIAL DEPOSITS) a O_ 30 a E" 1 _ _________________ QO SM SILTY SAND(SM):gray,wet,dense, fine-grained sand,lenses of dark brown 16 7 organic matter. v,E., (POST-GLACIAL DEPOSITS) O Q 35 19 H Q 18 Wo ___________________ PT PEAT(PT):brown,wet,very soft. 0 — (POST-GLACIAL DEPOSITS) g 1 8 N — 4 0 N DATE DRILLED:6-9-05 SURFACE ELEVATION(feet):30.0 DRILLING METHOD: Mud Rotary LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 95.0 DRILLER:Holt Drilling Q REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A 0 Lakeshore Landing Development Appendix Renton, Washington Z #k"KLEINFELDER A 22a GEOTEC NICAL AND OILS AND MAT ENVIRONMENTAL TESTING ENGINEERS BORING LOG q N N PAGE 1 of 3 PROJECT NUMBER: 57450 B-21 TESTING PROGRAM a LABORATORY FIELD U.S.C.S. w wELL/P1EZO > we H N Uw H aw W p SOIL DESCRIPTION CONSTRUCTION z a a zw v 3 L z Gad Ew" [w+ U A Q c PA�r 0 Q 'z z A Q Oz H aN x A" v� O 3 �o CIO a o o H z O L�.1 U 4 ~a 1 ML ' SILTML):( gray,wet,very soft,trace A fine-grained sand. (POST-GLACIAL DEPOSITS) Q 0 9 C- 45 1 w A 1 �� 19 10 SM SILTY SAND(SM):gray,wet,very dense, fine-grained sand. 50 30 (POST-GLACIAL DEPOSITS) 0 A 32 SP SAND(SP):gray,wet,medium dense,fine- w to coarse-grained sand,some fine-grained F, gravel. x POST-GLACIAL DEPOSITS 9 11 -------------) -- H� PT —'% PEAT(PT):brown,wet,medium stiff,with w 3 55 7 silt. H C 7 (POST-GLACIAL DEPOSITS) E, — Q QO 4 12 _ ____ _ z� ML _ SANDY SILT(ML):gray,wet,very stiff x 60 12 SP lfine-grained sand. F E" 18 _fPOST-GLACIAL DEPOSITSZ__j U SAND(SP):gray,wet,dense,fine-to w medium-grained sand. v1 z (POST-GLACIAL DEPOSITS) H 11 13 E U 65 32 _!t>4 30 z _ OA PT ` PEAT(PT):brown-red,wet,very soft,with w organic silt. POST-GLACIAL DEPOSITS a O 70 0 =OL ORGANIC SILT(OL):gray-brown,wet, E-+ very soft. >4 U 1 = (POST-GLACIAL DEPOSITS) P4 O PT ` PEAT(PT):brown-red,wet,very soft. W (POST-GLACIAL DEPOSITS) H 1 X15 — O 75 0 0 F �' — E•+Q 0 c� — w o 1 16 8 -grades to brown-red and black. >o 02 *SAMPLER e Cal.(3"OD) ® SPT(2"OD) Core , Shelby Grab ® No TYPE Split; Split Spoon Sample Tube Recovery Q a **HAMMER WEIGHT 300 lbs 140 Ibs (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington lk"KLEINFELDER Q A 22b GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING BORING LOG p (V 0 PROJECT NUMBER: 57450 B-21 PAGE 2 of 3 TESTING PROGRAM U.S.C.S. LABORATORY FIELD w WELL/PIEZO aW:-F F H �,� H G ap p SOIL DESCRIPTION .� CONSTRUCTION �'H zW W L a d Ea .d a �� F" A 3 °u Q� z-1 E" W U A d o a o ° d v'Z d a N w a co A �0 d a ' F" A v U a z o W C� 8 1 � ML SANDY SILT(ML):gray,wet,hard, fine-grained sand,with organics(plant d 0 17 fibers). 85 18 (ALLUVIAL SAND) H 12 z 4 oW 31 18 -grades to interbeds of fine-to z H 90 38 medium-grained sand. A 0 26 a w w O� w F' x 26 19 -grades to fine-grained sand,trace F■ 95 .70organics. Boring terminated at 95 feet below ground H p 19 surface.Groundwater level not identified H during drilling because of use of mud rotary A U drilling.Boring backfilled with bentonite z o chips. z OF U� OW „z x� H FV d>4 a zA oz �d w az 4F�H >,d a� o a �x F �O xH E-�d 0 w 0 8 a o C� *SAMPLER B Cal.(3"OD) ® SPT(2"OD) Core ' Shelby ® No TYPE Split Spoon Split Spoon Sample Tube Grab Recovery 300lbs 140lbs ** j HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington Z k4KLEINFELDER A-22c Z. GEOTECHNIICI 3 AND MA�TAND ERRIALS TESTING ENGINEERS BORING LOG p o PROJECT NUMBER: 57450 8-21 PAGE 3 of 3 TESTING PROGRAM U.S.C.S. a LABORATORY FIELD w WELL/PIEZO w �e H F era H = w a� q SOIL DESCRIPTION y+ CONSTRUCTION a cxF zw L '4 a.p d E Fz .7 .a �� H A z >+ W F° V)F A do a = d �z v' Z A 3 OO x Surface:asphaltic concrete pavement O e F U a i z O w< w �I M 0 Asphaltic concrete pavement(4 inches GM 0 ick). A ° <1p,ase course gravel. 1 �" SILTY SANDY GRAVEL(GM): SM gray-brown,wet,dense,fine-to C-0 d 1 coarse-grained sand,fine-to coarse-grained zp A 5 Igravel. 1 F 8 1 1 FILL)--------j AE" 7 SILTY SAND(SM):gray,wet,medium W 8 dense,fine-grained sand,trace organics Ur woo U d _ (FILLS-------- zd GM o ° SILTY GRAVEL(GM):gray and brown, C7 10 69.7 : 36 0 2 wet,very soft,fine-grained sand,some p A 1 fine-grained gravel. a w ° 0 (POST-GLACIAL DEPOSITS) 1 W E■ 15 2 3 SM -grades to gray-brown silt,trace organics F Oz 3 \Load_-- ———— -----/ 4 SILTY SAND(SM):gray,wet,loose, fine-grained sand. Q o (POST-GLACIAL DEPOSITS) z 20 4 4 P-S SAND WITH SILT(SP-SM):gray with F•H white grains,wet,loose,fine-to d 5 medium-grained sand,some coarse-grained O W 1 OLgavel,trace organics(rootlets). 1 z I___(POST-GLACIAL DEPOSITS) __/ d ORGANIC SILT(OL):gray,wet,very soft. E~y (POST-GLACIAL DEPOSITS) >1 25 0 5 .a 0 PT PEAT(PT):dark brown,wet,very soft. 3 (POST-GLACIAL DEPOSITS) v,Z SM '. SILTY SAND(SM):gray,wet,very loose, 30 55.7 28 3 6 fine-grained sand,log encountered during yd sampling. a O 1 (POST-GLACIAL DEPOSITS) —— vl O PT PEAT(PT):dark brown,wet,very soft. N 35 7 __ ST-GLACIAL DEPOSITS < 1 — —PO------------�-- OL — ORGANIC SILT(OL):gray,wet,stiff. 12 o SM ` __ POST-GLACIAL DEPOSITS) __/ w 18 SILTY SAND(SM):gray,wet,medium dense,fine-grained sand. (POST-GLACIAL DEPOSITS) 4 0 DATE DRILLED:6-7-05 SURFACE ELEVATION(feet):30.5 DRILLING METHOD: Mud Rotary LOGGED BY:D.Divine TOTAL DEPTH(feet): 90.0 DRILLER:Holt Drilling REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A 0 ° Lakeshore Landing Development Renton,Washington Appendix k4KLEINFELDER a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS A �3a SOILS AND MATERIALS TESTING BORING LOG p PROJECT NUMBER: 57450 B-22 PAGE 1 of 3 TESTING PROGRAM LABORATORY FIELD U.S.C.S. HaaHWELL/PIEZO w a� w o SOIL DESCRIPTION CONSTRUCTION 9 ZWW-4 z z A Q v'z Oz F a¢.� � d p O a 6 F A" F 4 4 8 MIL SANDY SILT(ML):gray,wet,medium q stiff,fine-grained sand. 4 (POST-GLACIAL DEPOSITS) d v�d zon 45 7 X 9 — ———— — — OF 11 P-S SAND WITH SILT(SP-SM):gray with z 4 white grains,wet,medium dense,fine-to O�, 10 medium-grained sand. OL — __—LOST-GLACIAL DEPOSITS) __ z ORGANIC SILT(OL):gray,wet,medium .-.Ems, 50 = stiff. Q 7 10 __ POST-GLACIAL DEPOSITS) O A ------------- --- 5 l L SAND(SP):gray with white grains,wet, I W loose,fine-to medium-grained sand,some O 4 Isilt. 1 POST-GLACIAL DEPOSITS I x SILT(ML):gray,wet,some fine-grained w 3 55 PT sand,with organics(wood and plant). x z z7z.9: 1 11 I POST-GLACIAL DEPOSITS) 1 F O --f-------------- --- 3 AIL PEAT(PT):dark brown grading to ligh Q H 7 brown,wet,soft. I A U a _ POST-GLACIAL DEPOSITS I Q O GM ° T-------------)--- SANDY SILT(ML):gray,wet,stiff, I fine-grained sand,trace laminations of I O x 60 16 12 lfine-grained sand. H 20 SP I__ (POST-GLACIAL DEPOSI1 -_—1 U Q GM ° o SILTY GRAVEL(GM): brown,wet, Oa w 16 <Imedium dense, coarse-grained gravel, I �, Ilsome fine-to medium-grained sand.00 II z o It___JPOST-G_L_ACIAL D_E_POSITS)_ I SAND WITH GRAVEL(SP):gray with I �, 65 16 13 (white grains,wet,dense,fine-to I > 15 , o Imedium-grained sand,fine-to I '4 coarse-grained gravel. I O z 9 __ POST-GLACIAL DEPOSITS__I W Q SILTY GRAVEL WITH SAND brown,wet,medium dense,fine-grained 0.0 70 gravel,coarse-grained sand. F 12 14 POST-GLACIAL DEPOSITS PT - 5-------------Z-- xo 6 PEAT(PT):dark brown grading to light .a 11 — brown,wet,very stiff,some coarse-grained gav el. (POST-GLACIAL DEPOSITS) C E~ _________ __ ______ 7)0 12 75 24.9 15 15 GM °�� SILTY GRAVEL WITH SAND(GM): Ex PT gray-brown,wet,medium dense,fine-to 0 9 " 1 coarse-grained gravel. I P I __ POST GLA_CIAL_D_EPOSI_TS _ I tu 8 PEAT(PT):dark brown,wet,very stiff. J SM —_(POST-GLACIAL DEPOSITS N SILTY SAND(SM):gray,wet,very dense, g o *SAMPLER B Cal.(3"OD) ® SPT q2"OD) Core , Shelby Grab ® No 964 TYPE Split Spoon Split poon Sample Tube Recovery EL **HAMMER WEIGHT 300 Ibs 140 lbs j (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington k4KLEINFELDER a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS A 23b SOILS AND MATERIALS TESTING BORING LOG q N N PAGE 2 of 3 PROJECT NUMBER: 57450 B-22 TESTING PROGRAM a LABORATORY FIELD U.S.C.S. d WELL/PIEZO e F w =' Wx W o SOIL DESCRIPTION w W o C7 F � x CONSTRUCTION a �F; z zr;a ��� v, L '4 aq Q U A Qo x w o = 'z z A d Oz 3 ;50 d a U a a Z O r�1 U 8 a 24 16 fine-to medium-grained sand,trace �T.P* 30 fine-grained gravel 33 (ALLUVIAL SAND) SP SAND WITH GRAVEL(SP):gray,wet, z��„ fine-to coarse-grained sand,fine-to O'" 85 coarse-grained gravel,some silt. rAa 37 17 (ALLUVIAL SAND) A O� 40 Ua 32 18 Q U� C7 90 33 Boring terminated at 90 feet below ground O A 35 surface.Groundwater level not identified w during drilling because of use of mud rotary O� drilling.Boring backfilled with bentonite W chips. E, w3 No FH AU �O O Cn U� OW a� C40z F Q>+ a ZA oz �< w az ao QH �•Q aU �O a �w �H Q0O xH F� r H O w D: 0 0 0 N *SAMPLER B Cal.(3"OD) ® SPT(2" Grab OD) Core , Shelby ® No TYPE Split Spoon Split Spoon Sample Tube Recovery 300lbs 140lbs "HAMMER WEIGHT (30"Drop) (30"Drop) 0 Lakeshore Landing Development Appendix Renton, Washington IL K"KLEINFELDER Z. GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS A �3C SOILS AND MATERIALS TESTING BORING LOG p N PAGE 3 of 3 PROJECT NUMBER: 57450 B-22 TESTING PROGRAM LABORATORY FIELD U.S.C.S. WELL/PIEZO e F F w s W9 w o SOIL DESCRIPTION a CONSTRUCTION yG-'F Z F" W Fz .a .7 �`n E A 3 d� z >4 w 3 _H P A aN �`' � = �z o Oz A " a e c x : A" Surface:asphaltic concrete pavement H U .a z O W< Asphaltic concrete pavement(4 inches GM 0 Q\thickZ________________� ° <1 ase course avel. -----�------------- Q� SILTY SANDY GRAVEL(GM): ML gray-brown,wet,dense,fine-to 1 coarse-grained sand,fine-to coarse-grained p A 5 3 1 (gravel. 1 4 1--------�-FILL)--------j Az SANDY SILT(ML):gray,wet,medium Oz w 3 stiff,fine-grained sand. U (FILL) a, F 10 P-S SAND WITH SILT(SP-SM):gray with U q 5 2 white grains,wet,medium dense,fine-to 7 medium-grained sand,trace fine-grained w 7 gravel. O E4 (FILL) wx �F ML SILT(ML):gray,wet,very soft,with w 3 15 53.0 0 3 organics(wood and plant). x z 2 (POST-GLACIAL DEPOSITS) EF.O �F 2 AU QO z0.. 20 5 4 ML SANDY SILT(ML):gray,wet,very stiff, E:h I1 p-S fine-grained sand,with organics(plant 1 v I material). I OW 10 I OST-GLACIAL DEPOSITS)__J C7 SAND WITH SILT(SP-SM):gray with '"¢z¢ PT white grains,wet,medium dense. 25 as z zs 7 5 " \ _ LPOST-GLACIAL DEPOSITST Sp PEAT(PT):dark brown,wet,medium stiff./ s 9 \___(POST-GLACIAL DEPOSITS) __ z Z 9 SAND(SP):gray with white grains,wet, O z medium dense,fine-to medium-grained w Q sand,some silt. SM ——TPOST-GLACIAL DEPOSITSZ__ aa°".O 30 6 6 SILTY SAND(SM):gray with white d E~ grains,wet,very loose,fine-to >+U 2 medium-grained sand,some organics z O 1 (wood fragments). (POST-GLACIAL DEPOSITS) PT PEAT(PT):dark brown,wet,soft. v,p __ POST-G_L_AC_I_AL_DEPOSITS) 35 zszs 3 7 OL = ORGANIC SILT(OL):gray,wet,soft. F" n I — o = (POST-GLACIAL DEPOSITS) c� 3 = w — g SM SILTY SAND(SM):gray,wet,medium 4 dense fine-to medium- ained sand. o DATE DRILLED: 6-9-05 SURFACE ELEVATION(feet):30.0 DRILLING METHOD: Mud Rotary cam, LOGGED BY:D.Divine TOTAL DEPTH(feet): 95.0 DRILLER:Holt Drilling REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A 0 Lakeshore Landing Development PP Renton, Washington A endiz Z. k4KLEINFELDER a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS A �4a SOILS AND MATERIALS TESTING BORING LOG A C. PROJECT NUMBER: 57450 B-23 PAGE 1 of 3 TESTING PROGRAM LABORATORY FIELD U.S.C.S. w WELL/PIEZO Lie F F Uy H E e d x �� o SOIL DESCRIPTION u W .a W CONSTRUCTION z> w M co, Lu 3 L 4 vnc.'D F o A Oz F a aN W a' )' �z O H xQ 4 U 8 ML POST-GLACIAL DEPOSITS)— SILT(NIL):gray,wet,medium stiff,with A a 1 organics(plant and wood),trace Q fine-grained sand. (POST-GLACIAL DEPOSITS) z 45 1 9 F cAa 4 z F rza 4 OU" C7 a 50 0 10 —————— ——— Q 0 PT  PEAT(PT):dark brown,wet,medium stiff a A to stiff,fine plant material. w 9 , (POST-GLACIAL DEPOSITS) O H w H� 55 6 it SM SILTY SAND(SM):gray,wet,medium 3 dense,fine-to medium-grained sand,some E zz 8 organics(wood and plant). E, __ POST-GLACIAL DEPOSITS 8 5-------------Z-- a� GP °Q° SANDY GRAVEL(GP):gray,wet,very z O dense,fine-to coarse-grained gravel,fine- Q.a OD to coarse-grained sand,some silt. zz M 60 13 12 °Q° (POST-GLACIAL DEPOSITS) 35 o D U 43 Q° CW7 o D :: -- E 13 13 SP SAND(SP):gray,wet,medium dense, 65 medium-to coarse-grained san race d,trace 12 fine-grained gravel. a 10 (POST-GLACIAL DEPOSITS) O z �d 13 14 SM SILTY SAND(SM):gray,wet,medium aa.zz dense,fine-to medium-grained sand. a 0 70 9 (POST-GLACIAL DEPOSITS) Q 8 94O PT PEAT(PT):dark brown,wet,stiff. W (POST-GLACIAL DEPOSITS) a x 183.5 6 15 " ` Atterberg test was run on sample.Material ry HO 75 7 MI, ds non-plastic____ —____ — 7 SANDY SILT(ML):light gray to dark o gray,wet,stiff,fine-grained sand,some c� organics(plant material). W (POST-GLACIAL DEPOSITS) 0 N 8 16 8 O *SAMPLER B Cal.(3"OD) ® SPT(2"OD) Core , Sbelby Grab ® No04 TYPE Split Spoon Split Spoon Sample Tube Recovery Q ~ 300lbs 140lbs ** F HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington k4Z KLEINFELDER A 246 F GEOTECH IL AND AND AZATEERIALS TESTING ENTAL ENGINEERS SOILS BORING LOG p N N PAGE 2 of 3 PROJECT NUMBER: 57450 B-23 TESTING PROGRAM LABORATORY FIELD U.S.C.S. a � w WELL/PIEZO U o F F S 2 04 W9 W q SOIL DESCRIPTION �. CONSTRUCTION � Wf-.'F c aF, w HW .a a �Vo ° °u z u" a, ° v� `0 Z A Q Oz F ;5 8 -grades to silt,trace organics. 7 A� SM SILTY SAND(SM):gray,wet,very dense, con 17 X 17 fine-to medium-grained sand,interbeds of z Cn 85 coarse-grained sand and gray silt. 00 w 27 35 z O vWW, C�a 32 18 -grades to trace fine-grained gravel. E•• 90 37 A 43 W w OF W x 24 19 H W3 95 26 Boring terminated at 95 feet below ground H°z surface.Groundwater level not identified during drilling because of use of mud rotary A U drilling.Boring backfilled with bentonite z O chips. z Cn ox F F" OQ �]W U x� F F.,U a zA oz az Qo �Q a� �o .a zw �H �o Ha 0 W 0 0 0 0 N o *SAMPLER B Cal.(3"OD) ® SPT(2"OD) Core ' Shelby Grab ® No TYPE Split Spoon Split Spoon Sample Tube Recovery d ~ 3001bs 1401bs a **HAMMER WEIGHT D (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington k4KLEINFELDER A 24c a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS d SOILS AND MATERIALS TESTING BORING LOG PAGE 3 of 3PROJECT NUMBER: 57450 B-23 TESTING PROGRAM _ a LABORATORY FIELD U.S.C.S. WELL/PIEZO o ff H W S x Wx W o SOIL DESCRIPTION H CONSTRUCTION 9Z a a zW Z v�� F o A OZ F j C..N W a O ° Ca �z O a � Surface:asphaltic concrete pavement V a a Z O Asphaltic concrete pavement(3 inches / SM 'thick c --J Base course g-rravvel. ___ __ _——I Q SILTY SAND(SM):gray-brown,moist, 10 1 dense,fine-to coarse-grained sand,some z fine-and coarse-grained gravel. O 5 15 (FILL) W 15 ——— ———— AF SM SILTY SAND(SM):gray with white W grains,wet,loose,fine-grained sand, U W interbeds of fine to medium-grained sand C5 p,, 4 2 with silt. z� 10 2 (POST-GLACIAL DEPOSITS) U Q OA 2 a c=7 w O� WE ass a� 6 3 SM -grades to lenses of organics(fibrous plant H 3 15 3 matter and wood fibers). x z F 2 O QF ML SILT(NIL):gray with brown organics,wet, A U very soft,with lenses of organics(plant and z O wood matter). Cn 0 4 (POST-GLACIAL DEPOSITS) p 20 0 H F 1 U Q SM SILTY SAND(SM):gray,wet,loose,fine- ao to medium-grained sand,lenses of organics z a 5 (wood fibers). F, 25 6 (POST-GLACIAL DEPOSITS) d ___________________ Q 3 ML SILT(ML):gray,wet,soft,interbedded z fibrous peat. O A (POST-GLACIAL DEPOSITS) w 1 6 az A4O 30 2 SM 1.7SILTY SAND(SM):gray,wet,loose,fine- J6 to medium-grained sand. a v (POST-GLACIAL DEPOSITS) —— 0 PT PEAT(PT):red-brown,wet,stiff. W (POST-GLACIAL DEPOSITS) A x 3 7 �F 35 — ~O 5 '' x F — F Q 7 W ML SILT WITH SAND(ML):gray,wet,very soft,APO Tained sand. -GLACIAL DEPOSITS) N 0 > ; 4 0 DATE DRILLED:6-6-05 SURFACE ELEVATION(feet):30.5 DRILLING METHOD:Mud Rotary ate, LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 65.0 DRILLER:Holt Drilling Q REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A 0 QLakeshore Landing Development Appendix Renton,Washington 4 KLEINFELDER Z G A 25a H LNTRSGINEERS SOILS MATERIALS TESTING BORING LOG p N PROJECT NUMBER: 57450 B-24 PAGE 1 of 2 TESTING PROGRAM LABORATORY FIELD U.S.C.S. W # ' o SOIL DESCRIPTION WELL/PIEZO F W `n CONSTRUCTION -a aF ZW W c 2" oa.Ca Q W Hz a a COD cn z A Q 0 Oz cc O F. U a a z o c�Q 4 w y Q 0 9 -grades to trace sand,some organics(wood z 45 0 and plant fibers). W 0 zz orA U ca PT PEAT(PT):red-brown,wet,very soft, z R" 0 10 — interbedded lays of gray silt. F 50 0 " (POST-GLACIAL DEPOSITS) q P-S SAND WITH SILT(SP-SM):gray with w Ey some white grains,wet,very dense, F 27 11 fine-grained sand. 55 37 (ALLUVIAL SAND) x z 29 o QQ AU Qo 36 12 P-S GRAVELLY SAND WITH SILT(SP-SM): C Qn 60 38 gray,wet,very dense,fine-to F H coarse-grained sand,fine-and Q�. 36 coarse-grained gravel. U Q (ALLUVIAL SAND) �z F 23 13 -grades to dense. �U 65 Q�M Boring terminated at 63.5 feet below Q 14 ground surface.Groundwater level not z= identified during drilling because of use of 0 z mud rotary drilling.Boring backfilled with v Q bentonite chips. 4 o M. �F ?Q 90 QO Cno �x H Ha 0 w o 0 0 N o *SAMPLER B Cal.(3"OD) ® SPT q' OD) Core , Shelby Grab ® No 0. TYPE Split Spoon Split Spoon Sample Tube Recovery Q ~ ** 300lbs 140lbs HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton, Washington Z k4KIEINFELDER A 25b GEOTEC NI OILS AND MACAL AND TEINRIALS TESTINGGINEERS BORING LOG ca N N PAGE 2 of 2 PROJECT NUMBER: 57450 B-24 TESTING PROGRAM LABORATORY FIELD U.S.C.S. d WELL/PIEZO e F H ca E' C �� W o SOIL DESCRIPTION H CONSTRUCTIONz � : A u A Qnz O Oz 3 O d o x p v Surface:asphaltic concrete pavement 0 U a a o z O G:1U 0 w.. Asphaltic concrete pavement(3 inches ML thick). A a ease course gravel-----------/ d SANDY SILT WITH GRAVEL(NIL): 7 1 gray-brown,wet,very stiff,fine-to z rA coarse-grained sand, fine-to coarse-grained 0- 5 15 gravel. F:W 14 (FILL) A E" z4 ___________________ o� PT PEAT(PT):dark brown,wet,medium stiff, some organic silt. C7 132.9: 2 2 " ` POST-GLACIAL DEPOSITS 10 ( ) �Q 2 _ A 3 „ , O W rT. SM SILTY SAND(SM):gray,wet,loose,fine- w H to medium-grained sand. x 32.6 17 8 3 (POST-GLACIAL DEPOSITS) W 3 15 4 Ho 3 E E`" ML SILT(ML):gray,wet,very soft, Q d interbedded 2-inch layer of peat z O encountered in sample 4. 70.0 29 40 0 4 z (POST-GLACIAL DEPOSITS) O x 20 0 F F 1 ——————— ————— U< PT PEAT(PT):olive,wet,very soft,some O organic silt. �u (POST-GLACIAL DEPOSITS) z 168.E 0 g F F 25 0 >q _ zA P-S SAND WITH SILT(SP-SM):gray with O z some white,wet,loose,fine-toun "'Q 9 5 6 medium-grained sand,2-inch thick a z interbeds of peat. 0. 30 4 (POST-GLACIAL DEPOSITS) 1 �0 OL = ORGANIC SILT(OL):gray,wet,very soft, 94 interbeds of brown peat. D 0 7 _ (POST-GLACIAL DEPOSITS) p 35 1 = H Q 1 0 — ——————— -- W P.I. PEAT(PT):red-brown,wet,very soft. (POST-GLACIAL DEPOSITS) 0 1 8 4 0 DATE DRILLED:6-8-05 SURFACE ELEVATION(feet):30.5 DRILLING METHOD:Mud Rotary cam, LOGGED BY: I.LaVielle TOTAL DEPTH(feet): 65.0 DRILLER:Holt Drilling Q F REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A Lakeshore Landing Development Appendix Renton,Washington Z k4KLEINFELDER A �6a F GEOTECHNICALAND MATERIALS TESTING ENVIRONMENTAL T ENGINEERS CD H A BORING LOG N PAGE 1 of 2 81 PROJECT NUMBER: 57450 B-25 TESTING PROGRAM LABORATORY FIELD U.S.C.S. w WELLIPIEZO a 2 W Wp z p SOIL DESCRIPTION x CONSTRUCTION aH �� �- z� on U a j o Z p �d 4 °" w c. ML SANDY SILT(ML):gray,wet,stiff, fine-grained sand,some organics. v,d 4 9 (POST-GLACIAL DEPOSITS) C 45 4 F w 7 zw O COO ME SILT(ML):brown,wet,soft. 1 10 _ POT- SGLACIAL DEPOSITS H 50 3 SP SAND(SP):gray with some white,wet, C q 12 medium dense,fine-to medium-grained a sand. w (ALLUVIAL SAND) O E, w x 22 11 -grades to very dense. W 3 55 25 H o 28 E .� d E" zo da 24 12 C— 60 25 F H 27 U Q OW �z xxq 13 13 ML ades to some or anics wood fibers . E" - 1-----�- HU 65 7 6 SANDY SILT(ML):gray-brown,wet,stiff, d>• fine-grained sand. / >+ 7 I ALLUVIAL SAS————— eiatedat z Borinm A 65 feet below ground 0 Z surface.Groundwater level not identified during drilling because of use of mud rotary a z drilling.Boring backfilled with bentonite pA; chips. d Q U 9O 4 �W px F WO 0 F•d 'n H O W O O O N 11 O *SAMPLER B Cal.(3"OD) ® SPT(2"OD) Core , Shelby Grab ® No a N TYPE Split Spoon Split Spoon Sample Tube Recovery ** 300lbs 140lbs HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington CL Z. ZUKLEINFELDER a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS A �6b SOILS AND MATERIALS TESTING BORING LOG ca N 8 PROJECT NUMBER: 57450 B-25 PAGE 2 of 2 TESTING PROGRAM LABORATORY FIELD U.S.C.S. WELL/PIEZO � Uo F F U> a '.d W a� W 0 SOIL DESCRIPTION �. CONSTRUCTION zW W c L .a Q v�rn E� o w MF ca aN W _ a O = �z A CO O o U x v Surface:asphaltic concrete pavement a DZ C) WV Asphaltic concrete pavement(3 inches / A ML 7lthickZ— ---- _--- ---- --j n, � rse grTavel.__————————_1 SANDY SILT(ML):gray and brown,wet, 14 1 dense,fine-grained sand. z (FILL) O 5 16 ~F 15 z z __________________ O" OL = ORGANIC SILT(OL):black,wet,soft. v (POST-GLACIAL DEPOSITS) 69.1 1 2 — ————— — ----- zd 10 2 ML SILT(ML):gray,wet,soft,with organics (small root matter). O A i (POST-GLACIAL DEPOSITS) w w� SP SAND(SP):gray with some white grains, 0 Ey wet,medium dense,fine-to 4 3 medium-grained sand,some silt. W 3 15 8 (POST-GLACIAL DEPOSITS) x z 5 FO Q E" MH SILT WITH SAND(MH):gray,wet,very A v soft,fine-grained sand,6-inch peat layer Q O 119.2 ao 54 0 encountered in sample 4. 4 (POST-GLACIAL DEPOSITS) 0— 20 1 UQ Ow PT PEAT(PT):red-brown,wet,medium stiff. Qm z (POST-GLACIAL DEPOSITS) H 5(s) _ U 25 Q Q 173.3 2 5 a 5 " OZ 3 P-S SAND WITH SILT(SP-SM):gray with a z 12 6 white grains,wet,medium dense,fine-to 30 14 medium-grained sand. 12 (POST-GLACIAL DEPOSITS) 94C OL — ORGANIC SILT(OL):brown,wet,very W soft. x 0 7 = (POST-GLACIAL DEPOSITS) W1 p N 35 i — N 1 — LU o — PT -` PEAT(PT):red-brown,wet,very soft, g 0 g — interbeds of organic silt. 4 (POST-GLACIAL DEPOSITS) O DATE DRILLED:6-6-05 SURFACE ELEVATION(feet): 31.0 DRILLING METHOD:Mud Rotary cC.« LOGGED BY:1.LaVielle TOTAL DEPTH(feet): 85.0 DRILLER:Holt Drilling Q F REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A 0 Lakeshore Landing Development Appendix Renton, Washington llk"KLEINFELDER A 27a GEOTECH SOIAL AND LS AND MATERIALS TESTING NTAL EN GINEERS BORING LOG N PROJECT NUMBER: 57450 B-26 PAGE 1 of 3 TESTING PROGRAM U.S.C.S. LABORATORY FIELD * .. WELL/PIEZO �o H H � H E w aW p SOIL DESCRIPTION CONSTRUCTION � 3 04 U as a z p 4 .a SM SILTY SAND(SM):gray,wet,medium v, dense,fine-grained sand,5-inch layer silt. z 12 9 (POST-GLACIAL DEPOSITS) p..� 45 8 10 U ri r. ______________ ____ zQ 2 10 ML SILT(ML):gray,wet,medium stiff,with 50 3 X organics(plant and wood fibers). p A 4 (POST-GLACIAL DEPOSITS) a w O� W E� �x 0 11 -grades to very soft. ———— w 3 55 0 PT —' PEAT(PT):red-brown,wet,very soft. H C 1 (POST-GLACIAL DEPOSITS) F , Ca U �O 4 X 12 P-S SAND WITH SILT(SP-SM):gray,wet, x 60 31 very dense,fine-grained sand,some fine- F E" 36 and coarse-grained gravel. U d (POST-GLACIAL DEPOSITS) Oa W x� 0/5.5 13 Q 65 y, a zq pz �Q 19 14 a O 70 10 OL ORGANIC SILT(OL):gray-brown,wet, Q 8 PT lstiff. / a U POST GLACIAL DEPOSITS d p PEAT(PT):brown-red,wet,stiff. w (POST-GLACIAL DEPOSITS) ,�x 11 15 ,�,, ,, -grades to hard. v�p 75 14 H 17 ML SILT(ML):gray,wet,stiff,trace W fine-grained sand. g 7 16 (ALLUVIAL SAND) N r� a 80 a 0 *SAMPLER 8 Cal. "OD) ® SPT�2"OD) Core , Shelby Grab No N TYPE Split(3 goon Split poon Sample Tube Recovery 4. Q ** 300lbs 140lbs j HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix 5 Renton, Washington k4KLEINFELDER A 27b a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS p in SOILS AND MATERIALS TESTING BORING LOG PROJECT NUMBER: 57450 B_26 PAGE 2 of 3 TESTING PROGRAM LABORATORY FIELD U.S.C.S. *w o WELL/PIEZO SOIL DESCRIPTION G�-a Wo � � C7W F � _ �� W „�-a W x CONSTRUCTION pF W Fz z F A Qo W a. W Q O cn O A 3 0 Q d e a z C'Q.a O _ wU 80 8 SM SILTY SAND(SM):gray,wet,very dense, v, fine-grained sand. v,Q 34 17 (ALLUVIAL SAND) 0" 85 21 Boring terminated at 83.5 feet below A z ground surface.Groundwater level not C Z identified during drilling because of use of U mud rotary drilling.Boring backfilled with bentonite chips. z Q �A O a� w o wF HF w3 Ho F E, QQ AU QO O Un F•F OQ aw �z x� F F U Q�+ a zA oz wQ az a0 Q� � U n'O �W �F �O N FQ a c� w 0 N � O *SAMPLER 8 Cal. S"OD) ® SPT(2"OD) Core , Shelby Grab No TYPE Split Spoon Split Spoon Sample Tube Recovery Q a **HAMMER WEIGHT 300 Ibs 140 Ibs (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington k4KLEINFELDER A -27c GEOTECHNIriS AND MAL AND TERIALS TESTING NTAL ENGINEERS BORING LOG q N PROJECT NUMBER: 57450 B_26 PAGE 3 of 3 TESTING PROGRAM LABORATORY FIELD U.S.C.S d WELL/PIEZO e F F W s d Wx W o SOIL DESCRIPTION F+ x CONSTRUCTION a aF Zw v a wp Q W E~ .. 4 0 W A 3 oO H c x �" `n Surface:asphaltic concrete pavement 0 Asphaltic concrete pavement(3 inches ! A a GM \thick)._ __ __ a ° Lase course gravel. SILTY _ __ _! Q SILTY SANDY GRAVEL(GM): 30 gray-brown,wet,medium dense,fine-to 13 1 ° coarse-grained sand,fine-to coarse-grained p A 5 14 gravel. H W 12 (FILL) A FJ ° ^ _ _________________ o ML SANDY SILT(ML):gray and brown,wet, soft,fine-grained sand. 2 2 (POST-GLACIAL DEPOSITS) 10 2 oA 2 SM SILTY SAND(SM):gray,wet,loose,fine- O to medium-grained sand. W F" 32s is 4 3 (POST-GLACIAL DEPOSITS) H H 15 3 Ho 2 PT PEAT(PT):brown-red,wet,very soft. d Q POST-GLACIAL DEPOSITS 4 O ( ) 143.0: 0 4 20 1 H ___________________ W SM SILTY SAND(SM):gray,wet,loose, z fine-grained sand,interbedded I-inch layers 7 5 of organics(wood fibers)and brown-gray F v 25 4 silt with sand. >. -GLACIAL DEPOSITS) 3 (POST a zA P-S SAND WITH SILT(SP-SM):gray,wet, 0 z dense,fine-to medium-grained sand,some W Q lenses of organics(wood fiber). a z 9 6 (POST-GLACIAL DEPOSITS) p°" 30 18 U 17 ML SILT(ML):gray,wet,soft,with organics Q (wood fibers). W �x 1 7 E~ 35 3 PT ``' PEAT(PT):brown-red,wet,medium stiff. H Q 3 s (POST-GLACIAL DEPOSITS) g 2 8 o — N : ___________________ 4 0 DATE DRILLED:6-7-05 SURFACE ELEVATION(feet):31.5 DRILLING METHOD: Mud Rotary cam. LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 79.0 DRILLER:Holt Drilling d F REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A D o Lakeshore Landing Development Appendix Renton, Washington k4 KLEINFELDER Z _ A�8a GEOTEC OILS AND MATCAL AND ERIALS TESTING NTAL ENGINEERS BORING LOG p PROJECT NUMBER: 57450 B_27 PAGE 1 of 3 TESTING PROGRAM LABORATORY FIELD U.S.C.S. FW WELLPIEZO ? L w� w �q SOIL DESCRIPTION CONSTRUCTION a Z Hz z Oa 3 rjz A 3 z Cn U ° z 4 ;T. SM SILTY SAND(SM):gray-brown,wet, ,... 6 medium dense,fine-grained sand. (POST-GLACIAL DEPOSITS) �Q 6 X 9 C cn ~ 45 8 14 z z w OW P-S SAND WITH SILT(SP-SM):gray with Up. 11 10 some white grains,wet,dense,fine-grained Q sand. U-let 50 17 (POST-GLACIAL DEPOSITS) p A 21 a w OL -- ORGANIC SILT(OL):gray with brown O H organics,wet,very soft. w x 0 11 — (POST-GLACIAL DEPOSITS) FF 55 1 — H z 0 ______________ ____ F" PT PEAT(PT):red-brown wet,stiff,2-inch Q thick layer of white sandy silt with bits of z O 3 12 —'' `' small organic matter encountered in sample z 12. O.� 60 6 (POST-GLACIAL DEPOSITS) F F 5 QF ow �z 2 13 -grades to brown,mix of fibrous and U 65 8 — non-fibrous plant matter. d>4 7 Zz° 0/5.5' GM ° SILTY SANDY GRAVEL(GM): .4 o 14 ° gray-brown,wet,very dense,fine-to a., 70 coarse-grained sand,fine-to coarse-grained gravel. a U _ ALLUVIAL SAN) ° P-s L--------�---- .a SAND WITH SILT(SP-SM):gray,wet, very dense,fine-to medium-grained sand. O x 50/6" 13 (ALLUVIAL SAND) Q 0 75 Q 0 0 w 0 79 '' 16 Boring terminated at 79 feet below ground O *SAMPLER e Cal.(3"OD) ® SPT(2"OD) Core , Shelby m Grab No pa' N TYPE Split Spoon Split Spoon Sample Tube Recovery Q 300lbs 140lbs **HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton, Washington Z. k4KLEINFELDER A 28b a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING BORING LOG q N N PAGE 2 of 3 PROJECT NUMBER: 57450 B_27 MB TESTING PROGRAM LABORATORY FIELD U.S.C.S. WELL/PIEZO W �e F F+ U> W aq SOIL DESCRIPTION CONSTRUCTION e' Zw W a r� i a Q A ozPP o. w U surface.Groundwater level not identified during drilling because of use of mud rotary A a. drilling.Boring backfilled with bentonite Q chips. 7 z� o� �W AZ z O� �. ZQ 5� �A O aw w o� WF O F F• dQ zo �t.a o� U� O� Fy FU Q� a zA oz �Q az QQ >4U �O �W �H N (n O � �Q CD r F LU W O O O [V C O *SAMPLER 8 Cal.(3"OD) ® SPT(2"OD) Core ' Shelby m Grab Sample ® No r. TYPE Split Spoon Split SpoonTube Recovery 300lbs 140lbs ** a HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington Z. k4KLEINFELDER a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS A �gC SOILS AND MATERIALS TESTING BORING LOG ra PROJECT NUMBER: 57450 B-27 PAGE 3 of 3 TESTING PROGRAM LABORATORY FIELD U.S.0 S. WELL/PIEZO a �e H F �� G w aq W p SOIL DESCRIPTION x CONSTRUCTION ^�'F, `�" ZW W v n z >+ r=7 � A cdreo, Cnz Gn O F (� .a o A 3 OO F \c x _ �" Surface:asphaltic concrete pavement H U a a oz O r�aU Asphaltic concrete pavement(4 inches a ML thick). 1 A cr 1�13asecourse gravel.___________I d SANDY SILT(MLL):gray and brown,wet, 14 i dense,fine-grained sand,some fine-and z rn coarse-grained gravel. O`" 5 17 (FILL) F• 21 z U� ML SILT(ML):gray,wet,soft,with organics z a sas 4 2 (plant and wood fibers). �j H 10 2 (POST-GLACIAL DEPOSITS) u O A 2 w O� WF �H 72.8 grades to very soft. w 3 15 1 H o _ dQ PT PEAT(PT):brown-red wet medium stiff, z U interbedded layers of sand with silt and Q.4 4 4 " ' organic silt. z0 20 3 (POST-GLACIAL DEPOSITS) F 4 V E■ — x 2 E~ F.,U 25 4 ME SANDY SILT(ML):gray,wet,medium Q stiff to stiff,fine-grained sand. 6 a (POST-GLACIAL DEPOSITS) O z 0 6 ML SILT(ML);gray-brown,wet,very soft, O 30 1 with organics(wood fibers). d E~ 0 (POST-GLACIAL DEPOSITS) a U �O PT PEAT(PT):red-brown,wet,stiff,2-inch 2 interbedded seam of silt in sample 7. x 3 X 7 " (POST-GLACIAL DEPOSITS) v,p 35 6 E~ 10 — FQ F — c� — w Ix SM SILTY SAND(SM):gray,wet,medium 0 21 g dense,fine-grained sand. a 4 (POST-GLACIAL DEPOSITS) o $ DATE DRILLED:6-7-05 SURFACE ELEVATION(feet):32.5 DRILLING METHOD:Mud Rotary cam, LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 84.9 DRILLER:Holt Drilling Q REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A 0 Lakeshore Landing Development PP Renton,Washington A endig Z k4KLEINFELDER A 29a F GEOTEC NICAL AND OILS ND MANTERIALS TESTING ENGINEERS BORING LOG p PROJECT.NUMBER: 57450 B-28 PAGE 1 of TESTING PROGRAM LABORATORY FIELD U.S.C.S. wELLmiEzo ' 2 a �� o SOIL DESCRIPTION W W o �" C7 j E" x CONSTRUCTION �E; zW W a � L z >0 F x F" �H A do C4 a ;O° d rnz `n z A 3 00 a a,o � �U 4 ILw A� �d 15 9 -6-inch layer of coarse-grained sand and 0 45 15 fine-to coarse-grained gravel with organics H A 15 (wood fibers)encountered in sample. A z w P-S SAND WITH SILT(SP-SM):gray with .a some white grains,wet,dense,fine-grained z� 11 10 sand. .. 50 16 (POST-GLACIAL DEPOSITS) U A O 18 .a w WF x 13 it -grades to medium dense,2-inch thick H 55 15 layer of silt with sand encountered in z sample. Ex O 10 E, _______ _______ dd ML SILT WITH SAND(ML):gray,wet,very z U soft,fine-grairred sand,trace organics d 0 12 (wood fibers),6-inch layer of peat 0 60 1 encountered in sample 12. F, 1 C Q aW (nZ „z 0 13 h PT PEAT(PT):red-brown,wet,very soft, Q 65 0 1-inch thick layer of white silty sand in �. 1 sample 13. z A 0 70 0 ME SILT(NIL):gray,wet,very soft,some Q F organics(plant fibers). y d i (POST-GLACIAL DEPOSITS) Q p �a 5 15 ML SILT(ML):gray,wet,very stiff,trace �n o 0 75 13 ]j.1 fine-grained sand. E~ 20 SP _ _ ALLUVIAL SANI E~-It SAND(SP):gray and olive-brown,wet, very dense,fine-grained sand,some silt. W (POST-GLACIAL DEPOSITS) 0 28 16 0 � 80 c *SAMPLER 8 Cal.(3"OD) ® SPT(2"OD) Core , Shelby Grab ® No N TYPE Split Spoon Split Spoon Sample Tube Recovery d ~ 300lbs 140lbs a **HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington k4KLEINFELDER a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS A �9b Cn SOILS AND MATERIALS TESTING BORING LOG PROJECT NUMBER: 57450 B_28 PAGE 2 of 3 TESTING PROGRAM LABORATORY FIELD U.S.C.S. a o o w WELL/PIEZO w We H o SOIL DESCRIPTION x CONSTRUCTION a C4H Z;4 z � A CIO ° Q `)z z Q O A 3 oz in a U pa a z 8w 39 A v�Q 27 17 -grades to gray,fine-to medium-grained 4.9 sand. F w Boring terminated at 83.5 feet below A E~ 29 ground surface.Groundwater level not z identified during drilling because of use of v) mud rotary drilling.Boring backfilled with bentonite chips. z Q C7 E" C7 Q OA a[:a w O� W F, F+E" W� H O QQ AU QO O" H E" U� O� C7 x� F E"U Q>4 a zA oz �Q W az Qo >•Q a,U zo a �o F� 0 W 0 0 0 " > 0 *SAMPLER B Cal.(3"OD) ® SPT q2"OD) Core ' Shelby Grab No TYPE Split poop Split Spoon Sample Tube Recovery D 300lbs 140lbs "HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton, Washington k4z KLEINFELDER A 29c F GEOTEC NICAL AND OILS AND MATERIALS TESTING ENTAL ENGINEERS BORING LOG p PROJECT NUMBER: 57450 B_28 PAGE 3 of 3 TESTING PROGRAM .a LABORATORY FIELD U.S.C.S. 4 WELL/PIEZO w o ff H �a W wx w o SOIL DESCRIPTION x CONSTRUCTION -� aF c Zn i a aq Q H Pnw U q A O a �� Z �� wa a � Q z A Oz Surface: gravel fill w� 0 GM ° SILTY SANDY GRAVEL(GP): w t brown-gray,moist,very dense,fine-to coarse-grained sand,fine-and Q SM Icoarse-grained gravel ------ LFIL),--------� z� 28 1 SILTY SAND WITH GRAVEL(SM): O 5 0/3.5 gray-brown,wet,very dense,fine-to H A coarse-grained sand,fine-to coarse-grained A z gravel. w (FILL) v C7 F. 29 2 z--!t H 10 50/311 O a� w o- wN �F 12 3 OL — ORGANIC SILT(OL):brown,wet, w 3 15 8 — medium stiff. N zo 3 = (POST-GLACIAL DEPOSITS) E~ QO 1 4 = -grades to soft. C 20 1 = H E~ 2 = o� __ _________ ______ w P-S SAND WITH SILT(SP-SM):gray,wet, �z loose,fine-grained sand. H 5 5 (POST-GLACIAL DEPOSITS) v 25 2 OL ORGANIC SILT(OL) gray-brown,wet, Q�" 2 = soft,interbeds of peat. a (POST-GLACIAL DEPOSITS) O z P-S SAND WITH SILT(§P-SK4T gray,wet, W" 8 6 dense,fine-to medium-grained sand,trace a O 15 fine-to coarse-grained gravel. Q 30 (POST-GLACIAL DEPOSITS) U 18 �o a x �H 16 7 -grades to no gravel. p Q 35 14 H d 9 o ___________________ PT PEAT(PT):olive,wet,soft. LU Ix (POST-GLACIAL DEPOSITS) 0 1 8 DATE DRILLED:5-31-05 SURFACE ELEVATION(feet):30.0 DRILLING METHOD:Mud Rotary A" LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 79.0 DRILLER:Holt Drilling F REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A D Lakeshore Landing Development Renton, Washington Appendix a z k4KLEINFELDER A 30a GEOTECHNI� AND AND MANTERRIALS TESTING MENTAL ENGINEERS BORING LOG q N PAGE 1 of 3 PROJECT NUMBER: 57450 B-29 TESTING PROGRAM LABORATORY FIELD U.S.C.S. w WELL/PIEZO ? wo w aw w o SOIL DESCRIPTION COD a,p oa CONSTRUCTION 9z A ¢ OZ F _e = w o. O ° -< cnz O z a a o 4 w� OL = ORGANIC CLAY(OL):gray-brown,wet, 4 = soft,organic odor. (POST-GLACIAL DEPOSITS) d 1 9 — -- --------- z_ PT —' PEAT(PT):olive and brown,wet,very q 45 0 s soft. w 1 (POST-GLACIAL DEPOSITS) z o`wW/ 6 10 -grades to stiff. H C.7 50 6 a — o 9 SM SILTY SAND(SM):gray,wet,very dense, C fine-to coarse-grained sand. w E~ (POST-GLACIAL DEPOSITS) x 6 11 E+ 55 22 H o 37 1p_SN SAND WITH SILT(SP-SM):gray,wet ¢ medium dense,fine-grained sand,interbeds 18 12 Con of peat and gray organic clay. C 60 12 (POST-GLACIAL DEPOSITS) F Fx+ 13 U d Ow PT PEAT(PT):olive,wet,stiff,4-inch seam of �n z moderate to high plasticity organic clay x¢ 2 13 " L` encountered in sample 13. �"v q (POST-GLACIAL DEPOSITS) >+ 65 6 a — z _ __ ________ _ oa SM SILTY SAND(SM):gray,wet,very dense, Q fine-grained sand. ro 32 14 (ALLUVIAL SAND) O 70 37 ¢Q 36 945 �a �x �H 30 15 up o 75 29 Q o P-S SAND WITH SILT(SP-SM):gray,wet, very dense,fine-to medium-grained sand. (ALLUVIAL SAND) N 79 16 Boring terminated at 79 feet below ground > O *SAMPLER 8 Cal.(3"OD) ® SPT(2"OD) Core , Shelby Grab ® No r. TYPE Split poon Split Spoon Sample Tube Recovery ¢ 300lbs 140lbs "HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington z KLEINFELDER A -3Ob GEOTECEENICAL ENVIRRO LS TESTING ENGINEERS BORING LOG SOILS AND PROJECT NUMBER: 57450 B-29 PAGE 2 of 3 TESTING PROGRAM LABORATORY FIELD U.S.C.S. d WELL/PIEzo e F F � aw w o SOIL DESCRIPTION x CONSTRUCTION .a wC.'F: zW H940 Hz a a CIO= z Goa F, .�.HQo l.; a O a Q V)z z A Q Oz 3 ; Uo Q a 'z H a� a a O surface.Groundwater level not identified during drilling because of use of mud rotary A�. drilling.Boring backfilled with bentonite Q chips. v,Q zco o� A zZ o� U� C7 a C7 Q C7 A O a . w O.. wH FH z HO QQ AU �O O 4 FF U� Ow .a U �z HU Q� .a zA O� az �o � U �O a CAx H CIOO Fd 0 c� w s 0 0 0 N 'a p *SAMPLER a Cal.(3"OD) ® SPT(2"OD) Core ' Shelby ® No r. N TYPE Split Spoon Split Spoon Sample Tube Grab Recovery 300lbs 140lbs **HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington KLEINFELDER A 30c F GEOTEC NICAL AND OILS AND MATERIALS ESTING ENGINEERS BORING LOG p 0 PROJECT NUMBER: 57450 B-29 PAGE 3 of 3 TESTING PROGRAM U.S.C.S. LABORATORY FIELD w WELL/PIEZO aW w o SOIL DESCRIPTION x CONSTRUCTION ZW W c L �- H W Fz a a �� H A 3 u -Itz �+ z �H A P¢.N W P, O rA p A 5 OO F- \c Surface: gravel rill €; v a aZ O WU 0 GM ° SILTY SANDY GRAVEL(GM): ° < gray-brown,moist,dense,fine-to A i~ coarse-grained sand,fine-to coarse-grained SM Igravel. 1-------_(FILL)--------1 Z. 18 1 SILTY SAND WITH GRAVEL(SM): 0 " 5 19 gray-brown,wet,dense,fine-to cAa 18 coarse-grained sand,fine-to coarse-grained A z z gravel. (FILL) Uow C7 a 36 2 -grades to very dense. H 10 29 A 23 a w w O� WH ___________________ x 14 3 SM SILTY SAND(SM): gray-brown,wet, 3 15 12 medium dense,fine-to coarse-grained x z sand. H O 9 L __ _ FILL H., — — -------- QH PT PEAT(PT):olive brown,wet,medium A U stiff. z O 1 4 (POST-GLACIAL DEPOSITS) Z W ., 0 Ex, 20 24 U� OW SM SILTY SAND(SM):gray,wet,dense Cn z fine-grained sand. 23 5 (POST-GLACIAL DEPOSITS) H U 25 23 Q 24 —————— -- -- - PT PEAT(PT):brown,wet,medium stiff. ZZ z (POST-GLACIAL DEPOSITS) w d 6 6 SM 1 .: SILTY SAND(SM):gray,wet,loose, O 30 2 OL _ ,fine-grained sand. 1 Q d _ I__ POST-GLACIAL DEPOSITS) __I 9 3 = ORGANIC CLAY(OL):gray-brown,wet, 0 soft. SM 5--- ----POST-GLACIAL DEPOSITS W -- --) SILTY SAND(SM):gray,wet,loose, W H 3 7 fine-grained sand,with organics(wood O . Q 35 3 matter and 3-inch layer of wood fragments). H 5 (POST-GLACIAL DEPOSITS) >O ___________________ MIL SILT(NIL):gray and brown,wet.very soft, organic odor in sampler. § 74.1 0 8 (POST-GLACIAL DEPOSITS) 24 0 DATE DRILLED:6-1-05 SURFACE ELEVATION(feet): 30.0 DRILLING METHOD:Mud Rotary D LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 70.0 DRILLER:Holt Drilling Q a REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A 0 Lakeshore Landing Development Appendix Renton,Washington k4K]LEINFELDER a A Ma GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS v SOILS AND MATERIALS TESTING BORING LOG N PAGE 1 of 2 PROJECT NUMBER: 57450 B_30 TESTING PROGRAM LABORATORY FIELD U.S.C.S. w WELL/PIEZO Wo H F �W H w aroma o SOIL DESCRIPTION CONSTRUCTION a ZW W c 'n L. Z F v�W U q Qo CG O a Q rQnZ `n Z A cz H aN W a� O 3 U a a O 4 w 0 ________________ __ Aa SM SILTY SAND(SM):gray,wet,medium dense,fine-grained sand,with organics (wood). ro 8 9 __ )POST �__�M11GLACIAL DEPOSITS O 45 4 SILT(ML):brown,wet,medium stiff, i-w 3 some organics. A z (POST-GLACIAL DEPOSITS) W U 16 10 SM SILTY SAND(SM):gray,wet,dense, EQ, 50 16 fine-grained sand. 0 QA 15 (POST-GLACIAL DEPOSITS) O _____________ ____ w PT „ PEAT(PT):brown-red,wet,stiff. OH (POST-GLACIAL DEPOSITS) W 5 55 7 H o 9 —— Q E" CL CLAY(CL):gray-brown,wet,soft to Q medium stiff,some organics. O 2 12 (POST-GLACIAL DEPOSITS) z 60 32 P-S SAND WITH SILT(SP-SM):gray,wet, x very dense,fine-grained sand. E.E" 50/5" (ALLUVIAL SAND) o Q aW 5z 34 13 E' F.;U 65 34 Q>" 34 z oz �Q 13 14 -grades to gray with white grains,dense, a 0 7019 fine-to medium-grained,some silt. Q H Boring terminated at 70 feet below ground >v 28 surface.Groundwater level not identified 0 during drilling because of use of mud rotary drilling.Boring backfilled with bentonite w chips. CnO 0 x F � FQ n i Q C� w 0 0 0 N O *SAMPLER B Cal.(3"OD) ® SPT(2"OD) Core , Shelby Grab No r. N TYPE Split Spoon Split Spoon Sample Tube Recovery Q 300lbs 140lbs ** j HAMMER WEIGHT (30"Drop) (30"Drop) ° Lakeshore Landing Development PP Renton, Washington A endig k4KLEINFELDER a GEOTECIINICAL AND ENVIRONMENTAL ENGINEERS A �Slb Cn SOILS AND MATERIALS TESTING BORING LOG as PROJECT NUMBER: 57450 B-30 PAGE 2 of 2 TESTING PROGRAM LABORATORY FIELD U.S.C.S. w WELL/PIEZO U> G W p SOIL DESCRIPTION x CONSTRUCTION z �+ Surface: gravel fill W U 0 0. GM ° SILTY SANDY GRAVEL(GM): gray-brown,moist,very dense,fine-to A SM coarse-grained sand,fine-to coarse-grained gravel. I m 1------ ffLLU--------I Zcai� 21 1 SILTY SAND WITH GRAVEL(SM): O 5 20 gray-brown,wet,dense,fine-to E�W 12 coarse-grained sand,fine-to coarse-grained A z gravel. 0 W (FILL) U C7 a, 26 2 -grades to very dense. EQ„ 10 27 o a 25 a PT PEAT(PT):brown,wet,medium stiff. O F (POST-GLACIAL DEPOSITS) W 5 3 15 2 xz Fp 3 MIL SILT(ML):brown and gray,wet,very soft, A U no visible organic matter. Q O 0 q (POST-GLACIAL DEPOSITS) z O., 20 1 H H _ _________________ UH 0 SM SILTY SAND(SM):gray,wet,loose, O w fine-grained sand. �;z (POST-GLACIAL DEPOSITS) x a 5 5 --- ----- -- FU CL CLAY(CQ.gray and brown,wet,soft, F" 25 2 _ethigh plasticity. y, 1 (POST-GLACIAL DEPOSITS) a ________________ z M 1 SILT(MH):brown,wet,very soft. O z (POST-GLACIAL DEPOSITS) M 53.51 51 67 0 6 a 0 Pw r- 30 0 Q 0 _ o P-SrvSAND WITH SILT(SP-SM):gray with white grains,wet,loose,fine-to rat 5 7 medium-grained sand. H POST-GLACIAL DEPOSITS O 35 2 ML SII.T(NIL):brown,wet,soft,no visible H Q 1 fibrous organics. o (POST-GLACIAL DEPOSITS) _ _____ P-S SAND WITH SILT(SP-SM):gray,wet, 0 17 8 dense,fine-grained sand,some organics N4 (wood fibers). o DATE DRILLED:6-1-05 SURFACE ELEVATION(feet): 30.0 DRILLING METHOD:Mud Rotary LOGGED BY:L LaVielle TOTAL DEPTH(feet): 80.0 DRILLER:Holt Drilling Q r REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE:N/A 0 Lakeshore Landing Development Appendix 5 Renton, Washington k4KLEINFELDER A 32a a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS v~ SOILS AND MATERIALS TESTING BORING LOG q PAGE 1 of 3 PROJECT NUMBER: 57450 B-31 TESTING PROGRAM LABORATORY FIELD U.S.C.S. �? WELL/PIEZO ? Wo H F �> E EZ ga p SOIL DESCRIPTION VO CONSTRUCTION zw H �W U A Qo W a COO z z A Oz F aN rn O a 4LU (POST-GLACIAL DEPOSITS) as 24 _____________ ____ a. PT PEAT(PT):red-brown,wet,stiff,interbeds Q of silt. 5 y (POST-GLACIAL DEPOSITS) d z� 45 s _ w F 9 Z z r UW 11 10 P-S SAND WITH SILT(SP-SM):gray with P" some white grains,wet,medium dense, 50 11 PT — fine-to medium-grained sand,some C7 q 15 organics(wood). 1 0 �__ff OST_GLACIAL DEPOSITS) __I ow� PEAT(PT):brown-red,wet,stiff. E, —'' __ (POST-GLACIAL DEPOSITS) 4 11 OL = ORGANIC SILT(OL):gray with brown, w 3 55 5 P-S wet,stiff. O -GLACIAL DEPOSIT LST S __j H p 18 SAND WITH SILT(_SF_-SM):gray with F, some white grains,wet,dense,fine-to q U medium-grained sand. Q o 17 12 (POST-GLACIAL DEPOSITS) z O� C0 12 F F 12 U OL = ORGANIC SILT(OL):brown and olive, Oa wet,stiff. a 2 13 = (POST-GLACIAL DEPOSITS) F,U 65 5 = a 7 z P-S SAND WITH SILT(SP):gray with some O z white grains,wet,very dense,fine-to w medium-grained sand,interbeds of sand a z 14 14 and silty sand. a 70 28 (ALLUVIAL SAND) Q Q 36 9 _______ ___________ - 9 a P-S GRAVELLY SAND WITH SILT(SP-SM): W gray,wet,very dense,fine-to x 23 15 coarse-grained sand,fine-to coarse-grained vn o 75 26 gravel. x H 25 (ALLUVIAL SAND) F"Q o _ __________ ______ P-S ` SAND WITH SILT(SP-SM):gray with Uj some white grains,wet,very dense,fine-to g 26 16 medium-grained sand. 8 ALLUVIAL SAND C S *SAMPLER 8 Cal.(3"OD) ® SPT(2 1 OD) Core , Shelby No a N TYPE Split SSpoon Split Spoon Sample Tube Grab Recovery D 300lbs 140lbs "HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Renton, Washington Appendix k4KLEINFELDER a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS A�2b SOILS AND MATERIALS TESTING BORING LOG p PROJECT NUMBER: 57450 B-31 PAGE 2 of 3 TESTING PROGRAM U.S.C.S. a LABORATORY FIELD d WELL/PIEZO o f H W S Wa W o SOIL DESCRIPTION x CONSTRUCTION a �F ZW W L '4 aq Q �" w Hz a a �� E" A_ 3 ¢� z F A Q Oz 80 '' U Boring terminated at 80 feet below ground 29 surface.Groundwater level not identified A during drilling because of use of mud rotary drilling.Boring backfilled with bentonite chips. Z @ O"' A f� zz oW 0 a� w o W� F H Q�+ d z0 z FF U� oW CnU �z x� H Q�+ .a zo oz az 0.0 9U �O ..7 �H �O N n 0 L W O O O 11 O *SAMPLER 8 Cal.(3"OD) ® SPT q2"OD) Core , Shelby Grab ® No TYPE Split Spoon Split SSpoon Sample Tube Recovery D 300lbs 140lbs "HAMMER WEIGHT (30"Drop) (30"Drop) ° Lakeshore Landing Development Renton,Washington Appendix a Z k4KLEINFELDER A 32c GEOTEC NICAL AND OILS AND MATERIALS TESTING NTAL ENGINEERS BORING LOG PROJECT NUMBER: 57450 B-31 PAGE 3 of 3 TESTING PROGRAM LABORATORY FIELD U.S.C.S. 4 WELL/PIEZO wo F �w N E " w ,�,� o SOIL DESCRIPTION w CONSTRUCTION � �F �� �" ZW W �A w Q co�H a P,N La a" o Vl VDZ O A 3 OO a c �: A" Surface: gravel Till V a a ' z 0 a. w 0 GM ° SILTY SANDY GRAVEL(GM): gray-brown,moist,very dense,fine-to A coarse-grained sand,fine-and d SM lcoarse-grained gravel. 1 1--------III 1�--------I vi 12 1 SILTY SAND WITH GRAVEL(SM): O 5 23 gray-brown,wet,dense,fine-to E~w 11 coarse-grained sand,fine-and A z coarse-grained gravel. ®W (FILL) U 12 2 -grades to medium dense. 10 16 P-S SAND WITH SILT(SP-SM):gray with 23 some white grains,wet,dense,fine-to -a medium-grained sand. SILT(NIL):gray and brown mottled,wet, 1 3 very soft,with organics(wood fibers). 15 zz A CJ 1 4 -grades to medium stiff,interbedded with C Gn 20 2 organics(wood). Fx dH 3 P-S SAT SILT(SP-SK4 gray,wet O medium dense,fine-grained sand. z (POST-GLACIAL DEPOSITS) z 9 5 E" Fy 25 7 8 z oA z �Q 14 6 a 30 16 d 19 �® OL _ ORGANIC SILT(OL):gray and brown, wet,medium stiff,interbedded with olive 1 7 = peat. H (POST-GLACIAL DEPOSITS) 0 35 3 = H a 3 — PT PEAT(PT):red-brown,wet,very soft, interbedded with gray-brown organic silt. g 0 V1 8 R 4n. 0 DATE DRILLED: 6-2-05 SURFACE ELEVATION(feet): 30.0 DRILLING METHOD:Mud Rotary F LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 75.0 DRILLER:Holt Drilling Q a REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A r 0 Lakeshore Landing Development Appendix Renton, Washington k4KLEINFELDER a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS A 33a Cn SOILS AND MATERIALS TESTING BORING LOG PROJECT NUMBER: 57450 B-32 PAGE 1 of 2 TESTING PROGRAM LABORATORY FIELD U.S.C.S. o � WELL/PIEZO ? Wo F H �� a a� W SOIL DESCRIPTION x CONSTRUCTION CF ZW W a v1 i A.CQ d W F �F A do U V�z O A Oz 3 90 a a F U j z p �U 4 0 1 b Ara., V1 — m 166.7: 3 9 0 45 5 w AZ 9 z w--1 3 10 z CL-M&XX SILTY CLAY(CL-ML):brown and gray, C7 50 6 wet,stiff,some organics(plant fibers). p A 6 (POST-GLACIAL DEPOSITS) -a w w O� WF x 5 11 SM SILTY SAND(SM):gray,wet,medium w 3 55 9 dense,fine-grained sand,lenses of organics E�,z 10 (wood fibers). F. __ POST-GLACIAL DEPOSITS -------------) -- aU PT PEAT(PT):olive,wet,stiff,interbeds of z O organic silt. Q.a 4 12 " (POST-GLACIAL DEPOSITS) z x 60 3 H F 8 U Q OW P-S SAND WITH SILT(SP-SM):gray,wet, z dense,fine-grained sand. N 27 13 (ALLUVIAL SAND) F,U 17 Q 65 a 28 z A pz wa aa.O 21 14 -grades to very dense. ¢F 70 26 25 O a �w �F 23 15 v�O 74 xF N 75 31 Boring terminated at 73.5 feet below F F ground surface.Groundwater level not identified during drilling because of use of W mud rotary drilling.Boring backfilled with bentonite chips. 0 a O *SAMPLER 8 Cal.(3"OD) ® SPT�2"OD) Core , Shelby ® No N TYPE Split Spoon Split poon Sample Tube Grab Recovery Q D ** 300lbs 140lbs CL HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington k4KLEINFELDER A 33b GEOTECHNICILA AND AND MATERIALS TESTING ENGINEERS BORING LOG co SOSa PROJECT NUMBER: 57450 B-32 PAGE 2 of 2 TESTING PROGRAM LABORATORY FIELD U.S.C.S. w WELL/PIEZO w e H H w �, £ S 2 g w9 W o SOIL DESCRIPTION CONSTRUCTION a 9 Z-_W W v F_ L a ap HP4 Hz a U A aN w w �' A OO F \c x pa Surface: gravel fill F 0 GM ° SILTY SANDY GRAVEL(GM): brown-gray,moist,very dense,fine-to coarse-grained sand,fine-to coarse-grained d SM Igravel. / v' 3 1 I------ ffLLU--------I z� SILTY SAND(SM):gray-brown,wet, O 5 5 medium dense,fine-to coarse-grained w 6 sand,some fine-and coarse-grained gravel. A z P-S GILD-------- 0w SAND WITH SILT AND GRAVEL U (SP-SM):gray-brown,wet,medium dense, C7 P. 17.7 8 13 2 fine-to coarse-grained sand,fine-to z 10 15 coarse-grained gravel. A O 10 OL = ORGANIC SILT(OL):brown,wet,very W. soft,interbedded with olive peat. H (POST-GLACIAL DEPOSITS) x 1 3 — H3 W 15 1 P-S SAND WITH SILT(SP):gray,wet, H 0 12 medium dense,fine-grained sand. (POST-GLACIAL DEPOSITS) MIL SANDY SILT(ML):gray-brown,wet,soft, z O with organics(wood fibers),fine-grained d a 3 4 sand. 0— 20 3 (POST-GLACIAL DEPOSITS) Fx 2 Od __ _ _______ W P-S SAND WITH SILT(SP-SM):gray with Cn z some white grains,wet,dense,fine-grained H 17 5 sand. U 25 24 (POST-GLACIAL DEPOSITS) Q 24 z oA z 7 6 -grades to medium dense. a 0 30 9 y ______________ _ U 9 ML SIL_T(ML):gray-brown,wet,soft,some oa organics(wood fibers). w (POST-GLACIAL DEPOSITS) A x 85.3 : 2 7 F W)O 35 4 H 8 OL — 6kG Kliff SILT(OL):gray-brown and W = olive layered,wet,medium stiff. W 2 g = (POST-GLACIAL DEPOSITS) N 4 — o DATE DRILLED:6-2-05 SURFACE ELEVATION(feet):30.0 DRILLING METHOD:Mud Rotary w LOGGED BY:1.LaVielle TOTAL DEPTH(feet): 75.0 DRILLER:Holt Drilling a REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A r Lakeshore Landing Development Appendix Renton,Washington k4 KLEINFELDER ' � A 34a GEOTECHNICAL AND AND MANTEBIALS TESTING ENGINEERS BORING LOGSOILS A N PROJECT NUMBER: 57450 B-33 PAGE I of 3 TESTING PROGRAM LABORATORY FIELD U.S.C.S. w WELL/PIEZO ? we F F Caw E. E c w aw w o SOIL DESCRIPTION p.CONSTRUCTION �F; w L oa. Q a w PZ A Oz F A cQ,N w P. O ° conz z0 4 J Aa 3 PT PEAT(PT):brown-red,wet,soft. (POST-GLACIAL DEPOSITS) rn Q 2 9 ___________________ 0~ 45 4 OL — ORGANIC SILT(OL):brown-gray,wet, �w g = medium stiff,some lenses of organics A z (wood fibers). 0 w (POST-GLACIAL DEPOSITS) 2 10 — -interbed of sand with silt encountered in H 50 2 = sample 10. A O 3 ;P-Sry SAND WITH SILT(SP-SM):gray,wet, w dense,fine-to medium-grained sand. °F, (POST-GLACIAL DEPOSITS) x 21 11 H 3 55 25 ______ _ z 22 ----- ------- " PT PEAT(PT):olive,wet,stiff. It (POST-GLACIAL DEPOSITS) O — z 3 12 L Lo 60 5 E�H 7 ——— — VF ;P-SN. SAND WITH SILT(SP-SM):gray with O W some white grains,wet,dense,fine-to z medium-grained sand. 11 13 (ALLUVIAL SAND) H V E~ 65 16 29 z OA z �Q w 17 14 a 0 70 19 d 17 a o _ ___ _____________ D �x 35 15 SP SAND(SP): gray with some white grains, m p 75 wet,very dense,fine-to medium-grained x F. 36 sand,some silt. F"Q ALLUVIAL SAND Boring terminated at 75 feet below ground W surface.Groundwater level not identified 0 during drilling because of use of mud rotary 0 R drilling.Boring backfilled with bentonite O *SAMPLER B Cal.(3"OD) ® SPT(2"OD) Core , Shelby Grab ® No N TYPE Split Spoon Split Spoon Sample Tube Recovery Q D 300lbs 140lbs "HAMMER WEIGHT (30"Drop) (30"Drop) ° Lakeshore Landing Development e Renton, Washington App ndix a. llk"KLEINFELDER a GEOTECHIVICAL AND ENVIRONMENTAL ENGINEERS A �S4b U) SOILS AND MATERIALS TESTING BORING LOG ra .1 PROJECT NUMBER: 57450 B-33 PAGE 2 of 3 2002 STAN.INPUT/ALL OUTPUT 57450.GPJ 2000REV.GDT 7M5/05 �t DEPTH(feet) O Z � H rn y Wr O O c WATER LEVEL l� MOISTURE Ly CONTENT(%) p L.d m PLASTIC LIMIT(%)C H y z c b LIQUID LIMIT(%) 0 -0 H Y d da b %PASSING .0, O C)m M ! = No.200 SIEVE OTHER TESTS co ro PID(PPm) b CP N BLOWS/6 in** c .o (uncorrected) C SAMPLER* SAMPLE r 0 NUMBER >y v NAME ,o,* SYMBOL o , W Z a H cs C01 c� p b ® 0-4 07 � � o w � p w b4 THIS SUMMARY APPLIES ONLY AT THIS LOCATION AND AT THE TIME OF LOGGING. CONDITIONS MAY DIFFER BY: APPROV: AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH TIME. DATA PRESENTED IS A SIMPLIFICATION. TESTING PROGRAM U.S.C.S. LABORATORY FIELD WELL/PIEZO a U> G p SOIL DESCRIPTION x CONSTRUCTION 4W z >4 (�a U Q �N a 3 Vlz O ►r E1 rr i.. Q 3 O E" d o x A" Surface: gravel fill E U a a ° z C �� w� 0 GM SILTY SANDY GRAVEL(GM): ° gray-brown,moist,very dense,fine-to A a coarse-grained gravel(crushed concrete). Q ° ° (FILL) _ ________ _____ __ z� 7 1 SM SILTY SAND WITH GRAVEL(SM): 5 12 gray,wet,dense,fine-to medium-grained sand. z z 13 (FILL) O C�w _ _________________ z� 0 2 SM SILTY SAND(SM):gray,wet,very loose 10 0 to loose,fine-to medium-grained sand, p A some organics(roots). a w 4 (POST-GLACIAL DEPOSITS) O WH �F 5 3 -grades to loose. ��13 15 4 �C 5 �Q ___________________ AU P-S GRAVEL LY SAND WITH SILT(SP-SM): gray,wet,medium dense,medium-grained z&0 7 4 sand,rounded gravel. x 20 9 (POST-GLACIAL DEPOSITS) Q F" F� 11 O W _______ ___ _______ �z SP GRAVELLY SAND(SP):gray,wet, `"a medium dense,medium-grained sand. Ex-U 8 5 SM POST-GLACIAL DEPOSITS)— / ------------- -- Q?y 25 5 SILTY SAND(SM):gray,wet,medium dense,fine-to medium-grained sand. a 5 (POST-GLACIAL DEPOSITS) p z SP GRAVELLY SAND(SP):gray,wet, 14 6 medium dense,fine-to medium-grained Fs.,— 30 sand. d 11 (POST-GLACIAL DEPOSITS) o 10 � �W �x H 3 7 -grades to loose. p Q 35 2 H ~ 2 -driller reported an approximately 2-foot W thick layer of peat during drilling. I —---------------- — 0 8 ME SANDY SILT(ML):gray,wet,very soft—, 2 4 TITIfine-erained sand some organics Q DATE DRILLED: 6-14-05 SURFACE ELEVATION(feet):30.0 DRILLING METHOD:Mud Rotary LOGGED BY: C.Lukkarila TOTAL DEPTH(feet): 65.5 DRILLER:Holt Drilling a REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A 0 Lakeshore Landing Development Appendix Renton,Washington z X-1 KLEINFELDER A 35a Z. GEOTECH ICAL AND OILS AND MATERIALS TESTING ENGINEERS BORING LOG q N PROJECT NUMBER: 57450 B-34 PAGE i of 2 TESTING PROGRAM U.S.C.S. LABORATORY FIELD �? WELL/PIEZO a sae H H �> H a aq SOIL DESCRIPTION x CONSTRUCTION GCF 7 ZW w .G�. E8 L a. t U a CZ z O wU 4 PT POST-GLACIAL DEPOSITS 6 PEAT(PT): dark brown,wet,medium a stiff. Q (POST-GLACIAL DEPOSITS)0 Con Q 5 9 OL ORGANIC SILT(OL):gray with brown, wet,stiff. A 45 9 — (POST-GLACIAL DEPOSITS) A Z 6 — UO� SP GRAVELLY SAND(SP):gray,wet, �7 medium dense,medium-grained sand,fine- Z it 10 to coarse-grained gravel,some silt. C7 Q 50 10 (ALLUVIAL SAND) p A a� 7 C F 32 I1 -driller reported coarse-gravel or cobble w 55 17 encountered during drilling. Ex z O 12 AU GP 3�_ SANDY GRAVEL(GP):gray,wet,dense, zO 19 12 o p fine-to coarse-grained gravel, O 60 O medium-grained sand,trace fines. H E~ 13 a 3'< (ALLUVIAL SAND) U Q 18 _______ ___ _______ �z SP GRAVELLY SAND(SP):gray,wet,dense, x F 16 13 medium-grained sand,fine-to Q coarse-grained gravel. .5 ALLUVIAL SAND a 20 Boring terminated at 65.5 feet below O z ground surface.Groundwater level not r, e identified during drilling because of use of a z mud rotary drilling.Boring backfilled with a O bentonite chips. d d ��,U O a �w �x F �O !;2 F� r 0 w 0 0 0 a O C� *SAMPLER e Cal.(3"OD) ® SPT�2"OD) Core Grab' Shelby No r. TYPE Split Spoon Split poon Sample Tube Recovery d ** 300lbs 1401bs HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington k4 KLEINFELDER Z A 35b GEOTECHNOILS AND MAICAL AND rTEBIALS TESTING ENGINEERS BORING LOG En PROJECT NUMBER: 57450 B_34 PAGE 2 of 2 TESTING PROGRAM U.S.C.S. LABORATORY FIELD w WELL/PIEZO we H F U> w a�aa w o SOIL DESCRIPTION CONSTRUCTION a �F. ZW EZ— w A'5 � 6. a"Ca tea E" �H U A �o p e �z ¢ aN O A 3 O e c H A1" Surface: gravel fill H U j z p �� 0 SM SILTY SAND WITH GRAVEL(SM): gray-brown,moist,very dense,fine-to A i~ coarse-grained sand,fine-to coarse-grained gravel. 11 1 (FILL) -grades to gray-brown mottled,wet. O A 5 29 W 30 z O� UW C9 w 27 2 Z H 10 23 UO A 40 _OL GANIC --ay— OR SILT(OL):gr and dark rS. brown,wet,soft,4-inch layer of O F+ olive-brown peat encountered in sample 3. x 64.9 1 3 — (POST-GLACIAL DEPOSITS) E. 1 = 15 = z 2 = ___________________ aH SM SILTY SAND(SM):gray,wet,medium A v dense,fine-grained sand. z O 15 4 (POST-GLACIAL DEPOSITS) o 20 12 ¢H 8 0¢ ML SANDY SILT(ML):gray,wet,soft, a 0 fine-grained sand. z (POST-GLACIAL DEPOSITS) E�x 2 5 U 25 1 P-S D W SANITH SILT(SP-SM):gray,wet ¢�" 2 very loose,fine-to medium-grained sand. a (POST-GLACIAL DEPOSITS) —— O z SM SILTY SAND(SM):gray,wet,medium w¢ dense,fine-grained sand. a z 8 6 SP POST-GLACIAL DEPOSITS a.0 5---------------- 30 12 SAND(SP):gray,wet,medium dense,fine- ¢d to coarse-grained sand,some fine-grained >U 11 gravel. O (POST-GLACIAL DEPOSITS) w Ox 15 7 -grades to fine-gained sand,no gravel. p 35 23 H 17 0 w 9 8 — L): -------- OL = GANI OR C SILT(O brown,wet, o 4 DATE DRILLED:6-13-05 SURFACE ELEVATION(feet):30.0 DRILLING METHOD:Mud Rotary LOGGED BY:1.LaVielle TOTAL DEPTH(feet): 80.0 DRILLER:Holt Drilling ¢ a REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A D 0 Lakeshore Landing Development Appendix Renton,Washington k KLEINFELDER _ A 36a GEOTEC CAL AND OILS AND MATERRIALS TESTING ENGINEERS BORING LOG p PROJECT NUMBER: 57450 B_35 PAGE 1 of 3 TESTING PROGRAM LABORATORY FIELD U.S.C.S. d g Wa W o SOIL DESCRIPTION d WELL/PIEZO q w CONSTRUCTION WF.'F, ZW W c W ��.� a a �o A 3 Q� z W Q -E-+ A aN Wcz O ' �z O q 3 �0 a d 'z C p� P4_< w� 44 medium stiff,2-inch layer of brown-red " 4 = peat encountered in sample 8. (POST-GLACIAL DEPOSITS) 0 9 OL ORGANIC SILT(OL):gray turning to 0 45 1 = brown,wet,very soft. H A 0 = (POST-GLACIAL DEPOSITS) q z z oW PT PEAT(PT):red-brown,wet,very stiff. z 6 10 POST-GLACIAL DEPOSITS ---------------- C7 50 11 MI, SILT(ML):gray-brown,wet,very stiff, O q 10 with organics(plant fibers). 0 (POST-GLACIAL DEPOSITS) rs, O., W E., 1 11 MIL SILT(ML):gray,wet,very soft,moderate W 3 55 0 to high plasticity. (POST-GLACIAL DEPOSITS) Ex-�0 ., 1 SP SAND(SP):gray,wet,very dense,fine-to Q< medium-grained sand. z O (POST-GLACIAL DEPOSITS) a 23 12 0 60 31 F�H 30 U Q E� OW OL _ 6k7G AN I(f SILT(OL):olive and olive-brown,wet,very soft. x 1 13 = (POST-GLACIAL DEPOSITS) E F,U 65 0 — Q 0 — _ ___ _________ ___ -� z SP SAND(SP):gray,wet,very dense,fine-to O z medium-grained sand. w Q 17 14 (ALLUVIAL SAND) 0 70 39 >4 U 36 Q O �a �x 41 15 -grades to fine-grained. p N 75 33 H Q 25 0 c� W 41 16 -grades to fine-to coarse-grained sand, 8 some fine-to coarse-prained Pravel. p *SAMPLER B Cal.(3"OD) ® SPT(2"OD) Core , Shelby Grab ® No TYPE Split Spoon Split Spoon Sample Tube Recovery d ** 300lbs 140lbs HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington k4KLEINFELDER A -36b GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING BORING LOG N PROJECT NUMBER: 57450 B_35 PAGE 2 of 3 TESTING PROGRAM LABORATORY F1ELD U.S.C.S. w WELL/PIEZO > we F F �� G �; aq SOIL DESCRIPTION H CONSTRUCTION �z a a z� W v,o 04 z U E -F A Qc W F. Q viz A Q Oz F a F.e� O �° d ° 'z �., x a o 8 ` U Boring terminated at 80 feet below ground .� 23 surface.Groundwater level not identified A s~ during drilling because of use of mud rotary drilling.Boring backfilled with bentonite chips. Z Q zrA O-4 �w A F. zw Uw 0 w 5 FQ-F Q C9 A O a� w o� WF w3 Ho HH QQ AU d0 z� ox F�F■ UQ OW a� F E.,U Q>4 a zA oz �Q az �U �O a s~ �x F �O N �F 0 n F 0 U' w D: 0 0 0 N Cal O *SAMPLER 8 Cal.(3"OD) ® SPT(2"OD) Core , Shelby Grab ® No CIO N TYPE Split Spoon Split Spoon Sample Tube Recovery Q 300lbs 140lbs a. HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development en Renton,Washington App diz k4KLEINFELDER a GEOTEC)INICAL AND ENVII20NMENTAL ENGINEERS A 36c SOILS AND MATERIALS TESTING BORING LOG as N PROJECT NUMBER: 57450 B-35 PAGE 3 of 3 TESTING PROGRAM LABORATORY FIELD U.S.C.S. �? WELL/P1EZ0 �e H �� H G w .WaU �a o SOIL DESCRIPTION CONSTRUCTION aZ a a z� z vav� F o Ga.1-1 Q �F A oQN a ri 'z O A 3 OO co�F \c pa" Surface:asphaltic concrete pavement U a ° z OU 0 . Asphaltic concrete pavement(6 inches a ML thick . A tBase coursegrravvel- —__ ——_ _—i Q SANDY SILT(ML):gray-brown,wet,very 14 1 stiff,fine-to medium-grained sand,some z Go fine-grained gravel. 0' 5 16 (FILL) w 13 z z OWEW .a C7 0. 15 2 H 10 13 A O 10 a w w ML SILT(ML):gray and dark brown,wet,very W E■ soft,with organics(wood and plant matter). H 0 3 (POST-GLACIAL DEPOSITS) W 3 15 1 N zz Q� AU z 0 1 4 -grades to gray,no organics. 20 0 H E~ 2 UQ O� PT PEAT(PT):red-brown to dark brown,wet, 00 z very soft,interbeds of organic silt. x�� 206.9 0 5 F U F 25 0 Q�+ ______ ______ z P-S SAND WITH SILT(SP-SM):gray,wet, 0 Z medium dense,fine-to medium-grained sand. a z 12 6 (POST-GLACIAL DEPOSITS) ao'. 30 12 6 90 �a �x 6 7 �O N 35 8 H Q 10 0 W 2 8 ML I ML ---- --- ----- ( ):gray,wet,very 4 soft. G SILT DATE DRILLED:6-10-05 SURFACE ELEVATION(feet): 29.5 DRILLING METHOD: Mud Rotary a LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 90.0 DRILLER:Holt Drilling Q REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A 0 Lakeshore Landing Development Appendix Renton, Washington Z lk"KLEINFELDER A 37a GEOTECHNICAL AND T'IRIOALS TESTING ENGINEERS BORING LOGSOILS AND p PROJECT NUMBER: 57450 B-36 PAGE 1 of 3 TESTING PROGRAM LABORATORY FIELD U.S.C.S. WELL/PIEZO awe H W� a w ap SOIL DESCRIPTION x CONSTRUCTION a �F" ZW w D L a �� E" A 3 � Q� z A d OZ F p `� fa Oa ° `" �z O z H � `�v xQ a O _ wb 4 SP POST-GLACIAL DEPOSITS ----------------I 3 SAND(SP):gray,wet,loose,fine-grained sand,interbeds of organic silt and peat ranging from 8 to 24 inches in approximate 4 9 thickness. (POST-GLACIAL DEPOSITS) O A 45 4 -grades to fine-to medium-grained. F�w E~ 6 z cz-a O 0 10 ML SILT(ML):gray,wet,very soft,some a" organics(plant fibers). H 50 1 (POST-GLACIAL DEPOSITS) C q 0 PT PEAT(PT):red-brown and olive,wet,very soft. H (POST-GLACIAL DEPOSITS) x 0 X 11 H 3 55 1 z 0 �"o -- ¢H ML SILT(ML):gray,wet,very soft,trace A U fine-grained sand,trace organics(plant z O 0 12 matter),2-inch thick layer of gray sand and z organics encountered in sample 12. O x 60 0 (POST-GLACIAL DEPOSITS) N H 1 oa aW SP ' SAND(SP):gray,wet,dense,fine-grained co z sand,some silt. w 10 13 (POST-GLACIAL DEPOSITS) E~V 65 17 21 z OA z �Q 9 14 —————— --- w-O 70 9 SM SILTY SAND(SM):gray,wet,medium dense,fine-grained sand, 1-to 2-inch yd < 6 interbeds of sand. p (POST-GLACIAL DEPOSITS) PT PEAT(PT):olive,wet,very soft. 0 15 — (POST-GLACIAL DEPOSITS) FO 75 1 P-S SAND WITH SILT(SP-SM):gray,wet, E"Q o very dense,fine-grained sand. (ALLUVIAL SAND) W 0 N 43 16 2 g O *SAMPLER 8 Cal. S"OD) ® SPT(2"OD) Core ' Shelby No TYPE Split Spoon Split Spoon Sample Tube Grab Recovery 300lbs 140lbs "HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton,Washington k4z KLEINFELDER A -37b F GEOTECHSO NICILA AND MA AND NT ERIALME NTAL ESTING GERS BORING LOG A o PROJECT NUMBER: 57450 B-36 PAGE 2 of 3 TESTING PROGRAM LABORATORY FIELD U.S.C.S. w WELL/PIEZO w We H H UW H E _ W aw W o SOIL DESCRIPTION x CONSTRUCTION "-� CGF ZW W c L oa. aRa W O �� E.F c_ v: A u :� d A z �• z A d O 4 F �N W O 7 �z 0 U 841cam • 32 v,d 26 17 -grades to dense,fine-to medium-grained C4: 8 sand. 5 23 23 z w ___________________ o� SM SILTY SAND(SM):gray,wet,medium v dense,fine-grained sand,2-inch thick Z 9 18 interbed of silt and 0.5-inch thick interbed 90 of peat encountered in sample 18. U A ALLUVIAL SAND O 12 Boring terminated at 90 feet below ground "�W surface.Groundwater level not identified O- during drilling because of use of mud rotary W E" drilling.Boring backfilled with bentonite H H chips. W E. dd AU QO O GO Ey H UE-4 OW C7 Z� F_'U F d>+ a zA oz �d az a•O d E" > d a,U �O a �c�a �x F �o xF Fd O W O O O (V r� a O c9 *SAMPLER a Cal.(3"OD) ® SPT�2"OD) Core , Shelby Grab ® No TYPE Split poon Split poon Sample Tube Recovery d 300lbs 140lbs "HAMMER WEIGHT (30"Drop) (30"Drop) o Lakeshore Landing Development Appendix Renton,Washington k4KLEINFELDER A 37c GEOTECHNICHA AND AND ENVIROMATERI MTESTING ENGINEERS BORING LOG PROJECT NUMBER: 57450 B-36 PAGE 3 of 3 TESTING PROGRAM LABORATORY FIELD U.S.0 S o d WELL/PIEZO ' o ff H ` �aa p SOIL DESCRIPTION F, 8 CONSTRUCTION -� a" ZW c : L a aap x x �F �� 3 o a. �� z �� �w U a ao a _ A O �z W z ~F rr r� a.N w : 7 O A 3 0z Q o c H �" Surface:asphaltic concrete pavement E_ U a .a z O Q 0 Asphaltic concrete pavement(2 inches SM \thick_I.----- ——————————J/ A a �P ecoursegravel.-----------1 SILTY SAND(SM):gray-brown,wet, ML medium dense,fine-to medium-grained In d 9 1 l sand,some fine-grained gravel. I O L--------LILL --------I .5 10 � SILT(ML):gray and brown,wet,very stiff, A z 12 some fine-grained sand,some organics. zz W (FILL) P-S SAND WITH SILT(SP-SM):gray,wet, z 2 2 very loose,fine-to coarse-grained sand. �j F 10 1 (POST-GLACIAL DEPOSITS) C A a 2 0 wH �F 6 3 -grades to medium dense,some w 15 7 fine-grained gravel. H z O 9 QQ GP Qa SANDY GRAVEL(GP):gray,wet, ° medium dense,fine-and coarse-grained Q o D gravel,coarse-grained sand,some silt. z x 4 4 (POST-GLACIAL DEPOSITS) 20 11 ° 9 Q° OQ °QO Q° H 8 5 U 25 7 Q o �Q P-S1 SAND WITH SILT(SP-SM):gray,wet, C 3 6 medium dense,fine-grained sand, Q 30 coarse-grained gravel. 4 (POST-GLACIAL DEPOSITS) aO U 6 �F 30.1 8 7 7 �O 35 7 H 0 6 cD 0-1 OL GRAVELLY ORGANIC SILT(OL): N 0 g = brown,wet,very soft,coarse-grained 4L — O S DATE DRILLED:6-9-05 SURFACE ELEVATION(feet):30.5 DRILLING METHOD:Mud Rotary LOGGED BY:D.Divine TOTAL DEPTH(feet): 70.0 DRILLER:Holt Drilling a REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A Lakeshore Landing Development Appendix Renton,Washington CL k4KLEINFELDER A 38a Z. GEOTECHNICCA AND AND MAN IRRON TESTING ENGINEERS BORING LOGSOIELS p N PAGE 1 of 2 PROJECT NUMBER: 57450 B_37 TESTING PROGRAM LABORATORY FIELD U.S.C.S. wELLrnlEzo o ff F w wa w o SOIL DESCRIPTION w ., ., CONSTRUCTION 9Fe �> w L Q Q oz F aN w a � CO, o A 3 o U a .a z O 40 PT — gravel. 1, P 0 �-- OST-GLACIAL DEPOSITS / A a — --f------------- — PEAT(PT):dark brown,wet,very soft. Q (POST-GLACIAL DEPOSITS) zW.) 0 9 0� 45 0 cAa F 1 0 Gz7 SM SILTY SAND(SM):gray,wet,very loose, v fine-grained sand,trace organics(wood and t7 p• plant). Z¢ 0 10G_L_AC_I_AL_D_E_PO_SITS 50 0 ML SANDY SILT(NIL):gray,wet,soft, O A 4 fine-grained sand,trace organics(plant). w POST-GLACIAL DEPOSITS O PT PEAT(PT): dark brown,wet,medium w stiff,approximately 10-inch diameter lens F, 5 11 of gray fine-to medium-grained silty sand F"3 55 %— encountered in sample 12. x z 4 _ (POST-GLACIAL DEPOSITS) F O 6 F _ ______________ Z O SM SILTY SAND(SM): gray,wet,medium ¢ 9 12 dense,fine-to medium-grained sand,some pz x 60 fine-grained gravel. F H it (ALLUVIAL SAND) U 9 Ow C7 SP ' GRAEL VLY SAND(SP):light gray,wet, F, 14 13 dense,fine-to coarse-grained sand,fine- ¢ 65 and coarse-grained gravel,some silt. 25 (ALLUVIAL SAND) 16 o z �d SM SILTY SAND(SM):light gray,wet, a z o 16 14 medium dense,fine-to medium-grained pa., '70 sand,thin interbeds of silt(1-5mm thick). ¢ 12 ALLUVIAL SAND a p Boring terminated at 70 feet below ground 04 surface.Groundwater level not identified during drilling because of use of mud rotary p drilling.Boring backfilled with bentonite C chips. H� w 0 0 0 cv 0 o *SAMPLER B Cal.(3"OD) ® SPT 2"OD) a Core , Shelby Grab ® No TYPE Split Spoon Split poop Sample Tube Recovery ¢ 300lbs 140lbs **HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Q Renton, Washington Appendix a z k4KLEINFELDER A -38b GEOTECHNIILD MAL AND NTE�RIALS TESTING ENGINEERS BORING LOG p N PAGE 2 of 2 PROJECT NUMBER: 57450 B_37 TESTING PROGRAM U.S.C.S. a LABORATORY FIELD w WELL/PIEZO We N Ica H °2 w aw W o SOIL DESCRIPTION CONSTRUCTION ZW W c L c.Ca Q z >4 G�-1 P. d viz z A 3 OO F" P\,c x p" `n Surface:asphaltic concrete pavement U a a � z O G�]U Asphaltic concrete pavement(3 inches / A SM \t_hick�----------------� _ r�r�... Lase course gravel.-----------I Q SILTY SAND WITH GRAVEL(SM): MILgray-brown,moist,fine-to coarse-grained Cc rA (sand,fine-and coarse-grained gravel. / z0 A 5 2 1 ,--------LFILW--------I E-F SANDY SILT(ML):gray-brown,moist, A 8 very stiff,fine-grained sand,trace G W 10 fine-grained gravel. v (FILL) C� 5 2 -grades to stiff. H O� 10 6 Boring terminated at 10 feet below ground O A 7 surface. Groundwater was not encountered Pa.w during drilling. Boring backfilled with O H mixture of cuttings and bentonite chips. W H3 �O �H AU QO FF UQ OW t7 x� H E.,U a zA oz az a.o QQ 90 O a �F �o � F d 0 w 0 0 0 0 N 1 a 0 C7 DATE DRILLED:6-21-05 SURFACE ELEVATION(feet):30.5 DRILLING METHOD: HSA p u) LOGGED BY:1.LaVielle TOTAL DEPTH(feet): 10.0 DRILLER:Holt Drilling Q REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A D Lakeshore Landing Development PP Renton,Washington A endix k4KLEINFELDER a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS A -39 SOILS AND MATERIALS TESTING BORING LOG PROJECT NUMBER: 57450 B-38 PAGE 1 of 1 TESTING PROGRAM U.S.C.S. LABORATORY FIELD d WELL/PIEZO E _' wx W o SOIL DESCRIPTION x CONSTRUCTIONa � E Encn V)H A do ��� A a Q u z A 30 d az Surface:asphaltic concrete pavement O Asphaltic concrete pavement(3 inches SM \thick ----- ----------J c. I�asecoursegravel.-----------I d SILTY SAND WITH GRAVEL(SM): gay-brown,moist,fine-to coarse-gained CIO sand,fine-and coarse-gained gavel. �A 5 6 1 1 ijFILL)L-------� �F SANDY SILT(ME):gay-brown,moist A 9 very stiff,fine-gained sand,some fine-'and 00 W 14 coarse-gained gavel. U w (FILL) C7 a 8 2 -grades to hard,no gavel. z Q C7 E" 10 d Boring terminated at 10 feet below ground O A 13 .4P4 surface.Groundwater was not encountered during drilling.Boring backfilled with 00.4 mixture of cuttings and bentonite chips. ; F� W3 E O d� AU QO O rA " FF UQ OW a� �z x9 H E.,U Q J a zA 0Z Cn w ' az �O �Q 9 U O a �w �H CnO 0 w 0 0 0 N 0 DATE DRILLED:6-21-05 SURFACE ELEVATION(feet): 30.5 DRILLING METHOD:HSA ca. LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 10.0 DRILLER:Holt Drilling F REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE:N/A Lakeshore Landing Development Appendix Renton, Washington Z. k4KLEINFELDER A -11 GEOTECHNICAL AND S AND MATERIALS TESTING NTAL ENGINEERS H BORING LOG 0 PROJECT NUMBER: 57450 B-39 PAGE 1 of 1 TESTING PROGRAM U.S.C.S. LABORATORY FIELD w WELL/PIEZO we F �w N E _ aU p SOIL DESCRIPTION x CONSTRUCTION a �F zw w v .�L ra ap R: O ^" r. CO 3 0 z � dczC,N q °i o e c rF4 Surface:asphaltic concrete pavement � 0 Asphaltic concrete pavement(3 inches / SM \thickZ----- ----------J mac, easecoursegravel.___________/ d SILTY SAND WITH GRAVEL(SM): �Q gray-brown,moist,very dense,fine-to z coarse-grained sand,fine-and o'" 5 coarse-grained gravel. H A a 1 (FILL) a z 17 -grades to gray and brown,dense,fine-to w 16 medium-grained sand,trace fine-grained gravel. a _______________ _ _ z¢ 6 2 PT `—'' PEAT(PT):brown-red,moist,medium C7 10 stiff. p A 4 POST-GLACIAL DEPOSITS a Boring terminated at 10 feet below ground surface.Groundwater was not encountered w E~ during drilling.Boring backfilled with mixture of cuttings and bentonite chips. 3 F F, d� AU Qo z� ox FH UQ Ow �U z FV H Q� a� zA oz Cn� az a,o �U �O .a �W �x H �o 0 F D U' W 8 a N a O DATE DRILLED:6-21-05 SURFACE ELEVATION(feet):30.5 DRILLING METHOD:HSA a LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 10.0 DRILLER:Holt Drilling d a REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE:N/A r 0 Lakeshore Landing Development Appendix Renton, Washington K"KLEINFELDER A -41 F GEOTECHNICCA AND AND MATERIALS TESTING ENGINEERS BORING LOGSOILS " PAGE 1 of 1 5 PROJECT NUMBER: 57450 B_40 TESTING PROGRAM LABORATORY FIELD U.S.C.S. w WELL/PIEZO a wo H H �� W �W w 0 SOIL DESCRIPTION CONSTRUCTION aF ZW W a vs L �a ap F W HZ a .a ri`n Z �+ W Q �F A 4a,N XZ p A OO F \c x p" Surface:asphaltic concrete pavement F U .a .a Z O rya U 0 a Asphaltic concrete pavement(3 inches SM \thick------ ——————————jjc \ asecourse avel. M1 SILTY SAND WITH GRAVEL(SM): 1 1 gray-brown,moist,dense,fine-to I z Cn 1 coarse-grained sand,fine-and 5 4 lcoarse-grained gravel. I A 8 L--------- FU LZ--------I Az SANDY SILT(ML):gray,moist,stiff, ZO W fine-grained sand. Ur 17 (FILL) Q 3 2 -grades to wet,medium stiff,lenses of H 10 fine-grained sand. A Boring terminated at 10 feet below ground O 3 surface.Groundwater was encountered at 8 a w feet below ground surface during drilling. O H Boring backfilled with mixture of cuttings w x and bentonite chips. H F, �o F� AU QO O F+H UQ Ow aU xZ F FU d� Q ZA oz w� az a.o aQ u"O �a �W �O a xF Fd 0 c� w 0 g N � 0 o DATE DRILLED:6-21-05 SURFACE ELEVATION(feet):30.5 DRILLING METHOD:HSA a LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 10.0 DRILLER:Holt Drilling d REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE:N/A M ° Lakeshore Landing Development Renton,Washington Appendix a. k4KLEINFELDER Q GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS A-42 SOILS AND MATERIALS TESTING BORING LOG p N PROJECT NUMBER: 57450 B-41 PAGE 1 of 1 TESTING PROGRAM U.S.C.S. LABORATORY FIELD WELLIPIEZo we H � H V ,�,� q SOIL DESCRIPTION CONSTRUCTION Z;4 z >1 A d z Oz 3 O Q O o o H p Surface:asphaltic concrete pavement U j z p �� w� 0 Asphaltic concrete pavement(3 inches / SM \thick ————— —————————— >4 \Base course grrave1.___________I Q SILTY SAND WITH GRAVEL(SM): gray-brown,moist,dense,fine-to z coarse-grained sand,fine-and O " 5 coarse-grained gravel. h 35 1 (FILL) a z 15 -grades to gray-brown-olive mottled, Oz W 14 medium dense,fine-to medium-grained U sand,trace gravel,occasional cobble p q 2 reported by driller. d PT PEAT(PT):dark brown,moist,soft. U Q 10 POST-GLACIAL DEPOSITS p A 2 Boring terminated at 10 feet below ground a�j surface.Groundwater was not encountered O during drilling.Boring backfilled with w N mixture of cuttings and bentonite chips. H H 3 HO H E, d� AU �O O— U� ow �z x9 �'U H a zA oz az �o QO �a �w �H �o n H C9 w 0 0 0 0 N 'a O DATE DRILLED: 6-21-05 SURFACE ELEVATION(feet):30.5 DRILLING METHOD:HSA LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 10.0 DRILLER:Holt Drilling Q a REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A Lakeshore Landing Development Appendix Renton, Washington llk"KLEINFELDER A -43 GEOTECH'aCAL AND AND MATERIALS ENTAL TESTING ENGINEERS BORING LOGSOILS ra PAGE 1 of 1 PROJECT NUMBER: 57450 B-42 TESTING PROGRAM U.S.C.S. LABORATORY FIELD d WELL/PIEZO ' �' �� p SOIL DESCRIPTION V W: �- .Fy Uj F" C �. CONSTRUCTION "a FC ZW F �' A 3 CO d o Surface:asphaltic concrete pavement F� U a .a z p WU 0 Asphaltic concrete pavement(3 inches / SM lth— ----- ----------J ase course ave1 / ----- —=----------- v� SILTY SAND(SM):brown,moist,dense, fine-to coarse-grained sand,fine-and coarse-grained gravel. O A 5 8 1 (FILL) H A 16 O" 15 U 8 2 -grades to gray-brown,medium dense, z H 10 trace fine-grainedgravel. O Q Boring terminated at 10 feet below ground O A 12 surface.Groundwater was not encountered during drilling.Boring backfilled with O H mixture of cuttings and bentonite chips. W W� E■O �F AU zo It 4 OW aW �z E,U Q z� oA z wd az a.O �Q a U o a �F �O F � FQ 0 c� w 0 S N 1 a O c7 DATE DRILLED:6-21-05 SURFACE ELEVATION(feet):30.5 DRILLING METHOD: HSA LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 10.0 DRILLER:Holt Drilling d a REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A o Lakeshore Landing Development Appendix Renton, Washington KLEINFELDER A -44 GEOTECHNICAL AND AND MANTERIALS TESTING ENGINEERS BORING LOGSOILS " N PAGE 1 of 1 PROJECT NUMBER: 57450 B-43 TESTING PROGRAM U.S.C.S. LABORATORY FIELD d WELL/PIEZO _ g w� W p SOIL DESCRIPTION x CONSTRUCTION �F; ZW con W _ .a � A 3 CO F" p ao x A" `�' Surface: gravel fill E V a a o z C V w-• 0 SM SILTY SAND WITH GRAVEL(SM): w�" brown-gray,moist,very dense,fine-to A a coarse-grained sand,fine-and coarse-grained gravel. (FILL) C A 5 9 1 -grades to dense,some fine-and q z 15 coarse-grained gravel. z W 18 MIL SANDY SILT(NIL):gray,moist,medium U stiff,fine-grained sand. z a 2 2 (FILL) H ---------------------- C7 10 PEAT(PT):brown,moist,medium stiff. q 4 POST-GLACIAL DEPOSITS .a ra Boring terminated at 10 feet below ground w g surface.Groundwater was not encountered O F during drilling.Boring backfilled with x mixture of cuttings and bentonite chips. F F4 w3 E"O Qd AU QO O un E•H OW a c7 �z x� F FV .a zq oz � < az 440 QH O �x E•■ �O .'�.E-F E•Q 0 c� w 0 0 0 N O DATE DRILLED:6-21-05 SURFACE ELEVATION(feet):30.0 DRILLING METHOD:HSA LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 10.0 DRILLER:Holt Drilling _< a REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A Lakeshore Landing Development Appendix Renton, Washington k4KLEINFELDER A -45 F GEOTECHNICAL AND AND MATERIALS TESTING ENGINEERS BORING LOGSOILS Ca 0 PROJECT NUMBER: 57450 B-44 PAGE 1 of 1 TESTING PROGRAM LABORATORY FIELD U.S.C.S. w WELL/PIEZO > wo F F U> H 2 � aw w 0 SOIL DESCRIPTION x CONSTRUCTION �F. ��" zU WLn .GG. F 6�71 Hz a a �v� N A 3 Q� z �+ A 3 OO F � a c x �" � Surface: gravel fill 0 SM SILTY SAND WITH GRAVEL(SM): gray-brown,moist,very dense,fine-to coarse-grained sand,fine-and Q coarse-grained gravel. On (FILL) z 0~, 5 3 1 -grades to dense. A z 23 0 22 MI SILT(ML):gray and brown,moist,soft. U (FILL) C7 a 2 2 ----- -- --- C7H 10 SAND(SP):gray,wet,loose,fine-grained q 3 sand. 0 FILL w Boring terminated at 10 feet below ground O H surface.Groundwater was encountered at a w x depth of 9.5 feet below ground surface during drilling.Boring backfilled with w 3 mixture of cuttings and bentonite chips. H zz dQ AU QO 0., Ey F UQ OW �U FU d>+ .a zq Oz �d z w0 QH >4 d z U O �W �x F QOO M N FQ 0 w 0 0 N caa 0 DATE DRILLED:6-21-05 SURFACE ELEVATION(feet):30.0 DRILLING METHOD:HSA LOGGED BY:1.LaVielle TOTAL DEPTH(feet): 10.0 DRILLER:Holt Drilling d a REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A Lakeshore Landing Development Appendix Renton,Washington k4KLEINFELDER A -46 GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING BORING LOG ca N PAGE 1 of 1 PROJECT NUMBER: 57450 B-45 TESTING PROGRAM LABORATORY FIELD U.S.C.S. d WELL/PIEZO a v H Coo a� p SOIL DESCRIPTION CONSTRUCTION ZW W a vi L Hz .a a �C' �" ca 3 a� z >4 9 a o = �z z A 3 OO E~ d a v' Surface: gravel rill U z O P4U 0 SM SILTY SAND WITH GRAVEL(SM): gray-brown,moist,very dense,fine-to A i~ coarse-grained sand,fine-and coarse-grained gravel. U11 (FILL) 0 5 4 1 -grades to grey,medium dense. A z 11 ______ ___ _____ __ O 15 SILTY SAND WITH GRAVEL(SM):wet, U dense,fine-to medium-grained sand. z V 11 2 (FILL) F Q 10 Boring terminated at 10 feet below ground O A 20 surface.Groundwater encountered at a a depth of 9 feet below ground surface during O drilling.Boring backfilled with mixture of w cuttings and bentonite chips. F H W� O dE' d QO FF OQ aW �z �z H� Q� a zA oz az �o >4 U u"O a �W �x �H con xF 0 c� w 0 0 o 0 N O 81 DATE DRILLED:6-21-05 SURFACE ELEVATION(feet):30.0 DRILLING METHOD:HSA LOGGED BY:1.LaVielle TOTAL DEPTH(feet): 10.0 DRILLER:Holt Drilling d F REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A Lakeshore Landing Development Appendix Renton, Washington KLEINFELDER A -47 GEOTEC NICAL AND SOILS AND MANTEBIALS TESTING GINEERS BORING LOG 8 PROJECT NUMBER: 57450 B-46 PAGE 1 of 1 TESTING PROGRAM LABORATORY FIELD411 U.S.C.S. WELL/PIEZO ? e F H w �' w� w o SOIL DESCRIPTION .� CONSTRUCTION '-� wt-4E zW W a v i a ap Q E" W Hz .a .a ri F A 3 u -z `n Z A 3 OO E" a o A" Surface: gravel rill 0 SM SILTY SAND WITH GRAVEL(SM): gray-brown,moist,very dense,fine-to A a coarse-grained sand,fine-and Q coarse-grained gavel. (FILL) z Con O A 5 13 1 -grades to medium dense. q z 8 P-S SAND WITH SILT(SP-SM):gray,wet, p w 13 very dense,fine-to coarse-grained sand, V some fine-and coarse-grained gravel. C7 a 19 2 (FILL) Z F U 10 Boring terminated at 10 feet below ground O A 38 surface.Groundwater was encountered at a w w depth of 8 feet below ground surface during O drilling.Boring backfilled with mixture of w F" cuttings and bentonite chips. F w3 �z O F"F QQ zO E H OQ aw �Z �z F� E.U �+Z a zq oz �Q az a� �U �O a a CnH �o E�Q n F O LU W 0 O O O (V 1 � O DATE DRILLED:6-20-05 SURFACE ELEVATION(feet):30.0 DRILLING METHOD: HSA off, LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 10.0 DRILLER:Holt Drilling d F REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A 0 ° Lakeshore Landing Development Renton,Washington Appendix k4KLEINFELDER a A -48 GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING BORING LOG n PAGE 1 of 1 PROJECT NUMBER: 57450 B-4 7 TESTING PROGRAM LABORATORY FIELD U.S.C.S. w WELL/PIEZO U> H G w aw q SOIL DESCRIPTION CONSTRUCTION a =; zr� w v in L a aca Q FOW a �o a A 3 u Q� z A aN L-� A, � o rQ `nz O A 3 � Qn c x p" Surface: gravel fill H U a Z O U a. cx,— 0 SM SILTY SAND WITH GRAVEL(SM): E.. gray-brown,moist,very dense,fine-to A coarse-grained sand,fine-and d coarse-grained gravel. (FILL) z Con O.. 5 6 1 ———— ——— �W 16 P-S SAND WITH SILT(SP):gray with some z white,moist,medium dense,fine-to O W 13 SM medium-grained sand, 1-inch thick fz 16 2 t interbeds of silt. ILA ____ H -------- 10 SILTY SAND(SM):gray-brown,wet,very A dense,fine-to coarse-grained sand,some O 29 fine-and coarse-grained gravel. FILL O Boring terminated at 10 feet below ground w F" surface.Groundwater was encountered at a N depth of 8.5 feet below ground surface w 3 during drilling.Boring backfilled with x z mixture of cuttings and bentonite chips. H 0 Q� AU QO z� ., o� UQ oW a� �z x� FU F Q>+ a-< zA oz az ao �Q �U �O a �W �x `n F coo Ex-d 0 c� w 0 0 0 N O g DATE DRILLED:6-20-05 SURFACE ELEVATION(feet): 30.0 DRILLING METHOD:HSA cam. LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 10.0 DRILLER:Holt Drilling Q D REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A D Lakeshore Landing Development Renton,Washington Appendix k"KLEINFELDER a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS A -49 v~, SOILS AND MATERIALS TESTING BORING LOG p N PAGE 1 of 1 PROJECT NUMBER: 57450 B-48 TESTING PROGRAM LABORATORY FIELD U.S.C.S. v R'ELL/PIEZO ' o f F w °' wx W o SOIL DESCRIPTION W wo � E w aw x CONSTRUCTION -� �H Z�W w c i �a act O A 3O d a o o Fr A v Surface: gravel fill ~" F� 0 SM SILTY SAND WITH GRAVEL(SM): w brown-gray,moist,very dense,fine-to coarse-grained sand,fine-and Q coarse-grained gravel. (FILL) 0 5 17 1 -grades to gray,dense,with organics q z 20 (wood debris). C 23 10 2 -grades to wet,medium dense,no gravel, z Q 10 7 7 interb_eds_of fine-to coarse grained sand._J A PEAT(PT):brown,wet,soft. O 3 POST-GLACIAL DEPOSITS `.w Boring terminated at 10 feet below ground O H surface.Groundwater was encountered at a W x depth of 8.5 feet below ground surface during drilling.Boring backfilled with w 3 mixture of cuttings and bentonite chips. x z Ho d H. AU �O F■H UQ Ow C7 �z x� F FU a zA oz w az _ a0 QF �O �a �w �o xH H� r 0 w 0 0 N 'a O DATE DRILLED:6-20-05 SURFACE ELEVATION(feet):30.0 DRILLING METHOD:HSA LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 10.0 DRILLER:Holt Drilling a REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A Lakeshore Landing Development Appendix Renton,Washington KLEINFELDER A -50 GEOTEC NICAL AND OILS AND MANTE�RIALS ONMENTAL TESTINGENGINEERS BORING LOG Ga N PAGE 1 of 1 PROJECT NUMBER: 57450 B-49 TESTING PROGRAM LABORATORY FIELD U.S.C.S. WELL/PIEZO ? �e H E �' W aW W 0 SOIL DESCRIPTION x CONSTRUCTION aF ZW W c i F a. �� zW z ��� E A0 F d \c x pa - Surface:asphaltic concrete pavement F 0 a. Lx. 0 Asphaltic concrete pavement(6 inches .V�., thick . A 1Base_c2urs(L aveL ——_ _— —j SILTY GRAVELLY SAND(SM) gray-brown,dense,fine-to coarse-grained �'d 9 1 sand,fine-to coarse-grained gravel. O 5 25 (FILL) w 22 ——————————————————— zW OL _ ORGANIC SILT(OL):brown,medium stiff,interbeds of peat. 2 2 = (POST-GLACIAL DEPOSITS) 4 Q �E~ 10 3 = oa 5 = aw SM SILTY SAND(SM):gray,wet,loose, O fine-grained sand,interbeds of fine-to w x coarse-grained sand with trace fine-grained 26.7 : zl 8 3 gravel. 15 2 (POST-GLACIAL DEPOSITS) W z0 3 F�E ML SILT(NIL):gray with brown organics,wet, very soft,with organics(wood fibers). Z 0 76.7 36 50 0 q (POST-GLACIAL DEPOSITS) Oz 20 0 H 1 SP SAND(SP):gray with some white,wet 0 W medium dense,fine-to coarse-grained z sand. .,a __ POST-GLACIAL DEPOSITS F Q 12 s — 5------------ OL — ORGANIC SILT(OL):brown,wet, 25 6 — medium stiff,some olive organics(plant 3 = matter). POS a T-GLACIAL DEPOSITS z A SP SAND(SP):gray with some white,wet, dense,fine-to medium-grained sand,some 22 6 silt. a O 30 20 (POST-GLACIAL DEPOSITS) Q 23 C a 9 X 7 E� �O 35 20 H Q 21 o ——— ————— -- PT PEAT(PT):brown-red,wet,very stiff. �', — (POST-GLACIAL DEPOSITS) $ 8 8 40 0 S DATE DRILLED:6-8-05 SURFACE ELEVATION(feet): 30.0 DRILLING METHOD:Mud Rotary LOGGED BY:I.LaVielle TOTAL DEPTH(feet): 60.0 DRILLER:Holt Drilling d REVIEWED BY:J.Schmidt DIAMETER OF BORING(in):8 inches CASING SIZE: N/A Lakeshore Landing Development Appendix Renton,Washington k4Z KLEINFELDER A Sla GEOTECHNICHAS AND MAL AND NTE�RIALS TESTING ENGINEERS BORING LOG p N PROJECT NUMBER: 57450 B-50 PAGE 1 of 2 TESTING PROGRAM LABORATORY FIELD42 U.S.C.S. WELL/PIEZO �� w o SOIL DESCRIPTION F: W CONSTRUCTION F^e" z W_ �+ W P Z a a rn E A 3 @� z �+ E~ V FW., v A @c G9 viz u' Z A @ oz 5 0. o z �- x Q ca, a w U 4 ww 13 MIL SILT(ML):gray,wet,very soft,trace v, gravel. @ 0 9 (POST-GLACIAL DEPOSITS) C�' 45 1 ~H A 1 CW SP j SAND(SP):gray with some white,wet, very dense,fine-to medium-grained sand. z 14 10 (ALLUVIAL SAND) 50 26 30 O�7 w O- W[.. 15 11 -grades to dense,fine-to coarse-grained W 3 55 20 sand. x z 27 O H @H AU 40 18 M 12 - FA grades to very dense. O 60 Boring terminated at 60 feet below ground ¢H 28 surface.Groundwater level not identified p @ during drilling because of use of mud rotary .40 drilling.Boring backfilled with bentonite z chips. E, @s4 �+Z a zA oz �@ w �z w0 @Q aV O .a X W �O H @ O W O O O N O *SAMPLER 8 Cal.(3"OD) ® SPT(2"OD) Core ' Shelby Grab ® No TYPE Split Spoon Split Spoon Sample Tube Recovery D 300lbs 140lbs ** j HAMMER WEIGHT (30"Drop) (30"Drop) Lakeshore Landing Development Appendix Renton, Washington Z k4KLEINFELDER A 51b F GEOTECH OILS AND MAL AND TERIALS TESTING ENTAL ENGINEERS BORING LOG PROJECT NUMBER: 57450 B-50 PAGE 2 of 2 a a a �e c k� DRAFT-FOR REVIEW PURPOSES ONLY h4 K L E I N F E L D E R APPENDIX B LABORATORY TESTING A. GENERAL We conducted laboratory tests on several representative soil samples to better determine the soil classification of the units encountered and to evaluate the material's general physical properties and engineering characteristics. A brief description of the tests performed for this study is provided below. The results of laboratory tests performed on specific samples are provided at the appropriate sample depths on the individual boring logs. However, it is important to note that these test results may not accurately represent in situ soil conditions. All of our recommendations are based on our interpretation of these test results and their use in guiding our engineering judgment. Kleinfelder cannot be responsible for the interpretation of these data by others. In accordance with our General Conditions, the soil samples for this project will be discarded after a period of 30 days following completion of this report unless we are otherwise directed in writing. B. SOIL CLASSIFICATION Soil samples were visually examined in the field by our representative at the time they were obtained. They were subsequently packaged and returned to our laboratory where they were reexamined and the original description checked and verified or modified. Figure A-1 in Appendix A provides pictorial symbols that match the written descriptions. C. MOISTURE CONTENT Moisture content tests were performed on 15 samples obtained from the borings. The purpose of these tests is to approximately ascertain the in-place moisture content of the soil sample at the time it was collected. The moisture content is determined in general accordance with ASTM Standard D2216. The information obtained assists us by providing qualitative information regarding soil compressibility. The results of these tests are presented at the appropriate sample depths on the boring logs. D. GRAIN-SIZE DISTRUTION Detailed grain-size distribution analyses were conducted in general accordance with ASTM Standard D422 on 5 representative soil samples to determine the grain-size distribution of the on- site soil. The information gained from this analysis allows us to provide a detailed description and classification of the in-place materials. In turn, this information helps us to understand how 57450/SEA5R078.doc Page 1 of 2 July 15,2005 Copyright 2005 Kleinfelder,Inc. DRAFT-FOR REVIEW PURPOSES ONLY kTj K L E I N F E L D E R the in-place materials will react to conditions such as heavy seepage, traffic action, loading, potential liquefaction, and so forth. The results of these tests are presented in this Appendix. E. INCREMENTAL CONSOLIDATION Three incremental consolidation tests were performed, two by Kleinfelder and one by Soil Technology Innovative Solutions, on three relatively undisturbed samples to determine the compressibility of the in-place native soil. The test was preformed in general accordance with ASTM D 2435-04 on a sample at the field moisture conditions. The material was incrementally loaded past the preconsolidation pressure and the sample was then unloaded to allow for rebound observation. 57450/SEA5R078.doc Page 2 of 2 July 15,2005 Copyright 2005 Kleinfelder,Inc. kn K I.- F I N] F F D F IRt PROJECT: Lakeshore Landing JOB NO: 57450 LOCATION: Renton,Washington LAB NO: L01C MATERIAL TYPE: OL DATE TESTED: 6Jul-05 SAMPLE SOURCE: B-14-11.5' PREFORMED BY: I.Lavielle SAMPLE TYPE.: Shelby Tube REVIEWED BY: M.Byers SAMPLE PREP.: Cutting Ring REVISED(YIN)? N #OF REVISIONS 0 One-Dimensional Consolidation Using Incremintal Loading(ASTM D 2435-04) TEST SPECIMEN DATA LIQUID LIMIT: 95 PLASICITY INDEX: 11.6 BEFORE TEST AFTER TEST Wet w+t(g) = N/A Wet w+t(g) = 324.10 Dry w+t(g) = 269.76 Dry w+t(g) = 269.76 Tare Wt(g) = 211.24 Tare Wt(g) = 211.24 Height(in) = 1.00 4 Height(in) = 0.13 Diameter(in) = 2.50 Height(in) = 0.87 Moisture = #VALUE! Moisture = 92.86% Wet Den. (pct = #VALUE! Wet Den.(pct = 100.76 Dry Den. (pct) = 45.42 Void Ratio = 2.23 Void Ratio = #VALUE! Saturation = 112.6% Spec.gray.* = 2.70 Saturation = #VALUE! *Specific gravity assumed Shearing device used: Created by ICON 3.1.3;Copyright 2004,GEOTAC � JOB NO: 57450 P-ILMI.- rv=; IN-4 `'F x - E R SAMPLE SOURCE: B-14-11.5' Coefficient of Consolidation vs. Vertical Stess 14 12 >, 10 �a 'q g N w 6 - 4 - 2 0 10 100 1000 10000 Vertical Stress -psf Vertical Strain vs. Stess Vertical Stress -psf 10 100 1000 10000 4% 6% 8% R CO 10% 12% 14% 16% kn KI E t E. PROJECT: Lakeshore Landing JOB NO: 57450 LOCATION: Renton,Washington LAB NO: L02C MATERIAL TYPE: Peat DATE TESTED: 8-Jul-05 SAMPLE SOURCE: B-26-25' PREFORMED BY: I.Lavielle SAMPLE TYPE.: Shelby Tube REVIEWED BY: M.Byers SAMPLE PREP.: Cutting Ring REVISED(Y/N)? N #OF REVISIONS 0 One-Dimensional Consolidation Using Incremintal Loading(ASTM D 2435-04) TEST SPECIMEN DATA LIQUID LIMIT: NP PLASICITY INDEX: NP BEFORE TEST AFTER TEST Wet w+t(g) = 324.32 Wet w+t(g) = 290.48 Dry w+t(g) = 234.75 Dry w+t(g) = 234.75 Tare Wt(g) = 211.24 Tare Wt(g) = 211.24 Height(in) = 1.00 A Height(in) = 0.20 Diameter(in) = 2.50 Height(in) = 0.80 Moisture = 380.99% Moisture = 237.05% Wet Den. (pof) = 87.76 Wet Den.(pcJ = 76.87 Dry Den.(pct = 18.25 Void Ratio = 6.39 Void Ratio = 8.238 Saturation = 100.2% Spec.gray. = 2.70 Saturation = 124.9% 'Specific gravity assumed Shearing device used: Created by ICON 3.1.3;Copyright 2004,GEOTAC mmw-� �7 JOB NO: 57450 F FF I SAMPLE SOURCE: B-26-25' E_ Coefficient of Consolidation vs. Vertical Stess 3.5 - 3 - 2.5 - 2 - 1.5 - 1 100 1000 10000 100000 Vertical Stress -psf Vertical Strain vs. Stess Vertical Stress -psf 100 1000 10000 100000 0 0.05 0.1 W 0.15 0.2 - 0.25 0.3 Moisture Contents 57450 Location Date Requested Date f Test Tare Tare+Wet Tare+Dry Moisture B-10/S10-6/30' 6/28/2005 7/8/2005 20.5 152.7 81.3 117.4 B-9/S9-5/25' 6/28/2005 7/8/2005 20.4 134.3 62.2 172.5 B-12/S12-8/40' 6/28/2005 7/8/2005 20.4 203.7 135.0 60.0 B-14/S14-6/30' 6/28/2005 7/8/2005 20.5 155.3 92.7 86.7 B-14/S14-23/ 115' 6/28/2005 7/8/2005 20.9 71.1 54.4 49.9 B-16/S16-7/35' 6/28/2005 7/8/2005 20.5 141.5 76.7 115.2 B-17/S17-6/30' 6/28/2005 7/8/2005 20.3 157.6 102.1 67.8 B-17/S17-8/40' 6/28/2005 7/8/2005 20.4 146.3 109.4 41.4 B-17/S17-11 /55' 6/28/2005 7/8/2005 20.3 118.1 51.7 211.6 B-17/S17-20/ 100' 6/28/2005 7/8/2005 20.4 128.8 57.5 192.4 B-18/S18-4/20' 6/28/2005 7/8/2005 20.2 125.8 51.1 241.7 B-18/S18-7/35' 6/28/2005 7/8/2005 20.5 176.5 108.6 77.1 B-18/S18-10/50' 6/28/2005 7/8/2005 20.6 183.6 111.4 79.5 B-19/S19-17/85' 6/28/2005 7/8/2005 20.5 136.4 70.7 130.9 B-32/S32-9/45' 6/28/2005 7/8/2005 20.4 121.4 58.3 166.7 B-33/S33-8/40' 6/28/2005 7/8/2005 20.5 146.2 88.3 85.3 B-35/S35-3/ 15' 6/28/2005 7/8/2005 20.3 184.4 119.8 64.9 B-36/S36-5/25' 6/28/2005 7/8/2005 20.5 143.5 60.6 206.9 B-30/S30-8/40' 6/28/2005 7/8/2005 20.2 179.2 111.5 74.1 B-31 /S31-6/30' 6/28/2005 7/8/2005 20.4 70.0 52.7 53.5 B-1 /S1-11 /55' 6/28/2005 7/8/2005 20.4 184.5 120.0 64.8 B-2/S2-3/ 15' 6/28/2005 7/8/2005 20.6 158.8 99.3 75.6 B-3/S3-7/35' 6/28/2005 7/8/2005 20.8 100.9 43.6 251.1 B-4/S4-6/30' 6/28/2005 7/8/2005 20.3 140.0 81.0 97.1 B-4/S4-11 /55' 6/28/2005 7/8/2005 20.5 79.4 49.8 100.9 B-5 /S5-4 /20' 6/28/2005 7/8/2005 20.0 153.2 101.7 63.1 Page 1 of 2 B-6/S6-2/ 10' 6/28/2005 7/8/2005 50.5 175.3 129.5 57.9 B-6/S6-8/40' 6/28/2005 7/8/2005 50.2 134.9 91.4 105.4 B-7/S7-7/35' 6/28/2005 7/8/2005 50.6 163.4 122.1 57.7 B-8/S8-7/35' 6/28/2005 7/8/2005 51.2 152.6 100.3 106.4 B-29/S29-4/20' 6/28/2005 7/8/2005 50.5 122.0 81.6 129.8 APPROVED: G. Ha re DATE: 7/12/05 Page 2 of 2 Moisture Contents 57450 Location Date Received Date of Test Tare Tare+Wet Tare+Dry Moisture % S23-3 6/9/2005 6/21/2005 98.7 412.5 303.8 53.0 S23-5 6/9/2005 6/21/2005 101.3 455.2 346.7 44.2 S23-7 6/9/2005 6/21/2005 100.2 394.4 183.6 252.8 S23-15 6/9/2005 6/21/2005 100.3 273.5 161.4 183.5 S50-4 6/9/2005 6/21/2005 99.4 214.8 164.7 76.7 S22-2 6/9/2005 6/21/2005 100.9 171.5 142.5 69.7 S22-11 6/9/2005 6/21/2005 99.4 326.5 160.3 272.9 S22-15 6/9/2005 6/21/2005 102.2 342.6 294.6 24.9 S25-2 6/9/2005 6/21/2005 50.3 234.5 129.4 132.9 S25-4 6/9/2005 6/21/2005 50.4 156.3 112.7 70.0 S25-5 6/9/2005 6/21/2005 51.2 204.3 108.2 168.6 S27-4 6/9/2005 6/21/2005 51.8 229.7 125 143.0 S24-4 6/9/2005 6/21/2005 8.7 300 164.7 86.7 S26-2 6/9/2005 6/21/2005 50.5 240.2 162.7 69.1 S26-4 6/9/2005 6/21/2005 50.7 103.2 74.6 119.7 S26-5 6/9/2005 6/21/2005 50.4 150.7 87.1 173.3 S28-2 6/9/2005 6/21/2005 51.3 253.6 182.2 54.5 S28-3 6/9/2005 6/21/2005 523.4 799.7 683.3 72.8 APPROVED: DATE: LIQUID LIMIT NATURAL M.C. Trial No. 1 2 3 Trial No. 1 Tare No. Tare No. BB Wt. Tare&Wet Soil Wt. Tare& Wet Soil 273.5 Wt.Tare&Dry Soil Wt. 'hare&Dry Soil 161.4 Wt. Water(Ww) Wt. Water(Ww) 112.1 Wt. Tare Wt. Tare 100.3 Wt.Dry Soil(Ws) Wt.Dry Soil(Ws) 61.1 Moisture Content(MC), % Moisture Content(MC), % 183.5% No. of Blows Adj. MC for 25 Blows, % PLASTIC LIMIT Trial No. 1 2 3 SAMPLE DATA Tare No. Sampled Location B-23 Wt. Tare&Wet Soil Sample No. S23-15 Wt. Tare&Dry Soil Depth 73.5' Wt. Water(Ww) Soil Description wood bum,organic Wt. Tare USCS Wt.Dry Soil (Ws) Specific Gravity Moisture Content(MC), % Plasticity Chart for Classification SUMMARY Plastic Limit 70.0 Liquid Limit 60.0 C OH/ Natural MC x 50.0 183.5% a� 40.0 Plasticity Index 0.0% 30.0 C OL MH or OH Jim 20.0 10.0 CL-ML ML or CL Ref:ASTM D 4318-84 0.0 a D 2487-90 0.0 20.0 40.0 60.0 80.0 100.0 120.0 Liquid Limit (LL) Note: All weights in grams(g)unless stated. Kleinfelder Atterberg Limits Materials Testing Harvest Partners LOIA Bellevue,Washington Lakeshore Landing Project Number Technician Approved Date Revised Date 57450 IF.Bengco e1 • dG-2,2 •0 5 I NA NA LIQUID LIMIT NATURAL M.C. Trial No. 1 2 3 Trial No. 1 Tare No. A7 All A25 Tare No. 16 Wt. Tare&Wet Soil 34.6 35.7 38.1 Wt.Tare&Wet Soil 156.3 Wt. Tare&Dry Soil 30.5 31.3 32.9 Wt.Tare&Dry Soil 112.7 Wt. Water(Ww) 4.1 4.4 5.2 Wt. Water(Ww) 43.6 Wt. Tare 20.2 20.3 20.5 Wt.Tare 50.4 Wt.Dry Soil(Ws) 10.3 11.0 12.4 Wt.Dry Soil(Ws) 62.3 Moisture Content(MC), % 39.8% 40.0% 41.9% Moisture Content(MC), % .70.0% No. of Blows 34 23 16 Adj. MC for 25 Blows, % 41.3% 39.6% 39.7% PLASTIC LIMIT Trial No. 1 2 3 SAMPLE DATA Tare No. A5 A23 A30 Sampled Location B-25 Wt. Tare&Wet Soil 26.2 26.7 26.3 Sample No. S254 Wt. Tare&Dry Soil 24.9 25.3 24.9 Depth 18.5' Wt. Water(Ww) 1.3 1.4 1.4 Soil Description Organic Ciay Wt. Tare 20.4 20.3 20.4 USCS Wt.Dry Soil(Ws) 4.5 5.0 4.5 Specific Gravity Moisture Content(MC),% 28.9% 28.0% 31.1% Plasticity Chart for Classification. SUMMARY Plastic Limit 70.0 29.3% 60.0 Liquid Limit 40.2% CH or OH/50.0 Natural MC 0 70.0% 40.0 Plasticity Index 10.9% 30.0 CL or OL MH or OH y 1 a" 20.0 10.0 I CL-ML ML or CL Ref:ASTM D 4318-84 11 I 0.0 D 2487-90 0.0 20.0 40.0 60.0 80.0 100.0 120.0 Liquid Limit (LL) Note: All weights in grams(g)unless stated. Kleinfelder Atterberg Limits Materials Testing Harvest Partners L02A Bellevue,Washington Lakeshore Landing Project Number Technician Approved Date Revised Date 57450 IF.Bengco �'r 66•2--•Z- � NA NA LIQUID LIMIT NATURAL M.C. Trial No. 1 2 3 Trial No. 1 Tare No. A18 A24 A27 Tare No. 21 Wt. Tare & Wet Soil 35.0 35.4 32.5 Wt. Tare&Wet Soil 103.2 Wt. Tare&Dry Soil 30.0 30.1 28.1 Wt. Tare&Dry Soil 74.6 Wt. Water(Ww) 5.0 5.3 4.4 Wt. Water(Ww) 28.6 Wt. Tare 20.4 20.2 20.5 Wt. Tare 50.7 Wt. Dry Soil(Ws) 9.6 9.9 7.6 Wt. Dry Soil (Ws) 23.9 Moisture Content(MC), % 52.1% 53.5% 57.9% Moisture Content(MC),% 119.7% No. of Blows 29 24 18 Adj. MC for 25 Blows, % 53.0% 1 53.3% 1 55.6% PLASTIC LIMIT Trial No. 1 2 3 SAMPLE DATA Tare No. A10 A13 A21 Sampled Location B-26 Wt. Tare&Wet Soil 26.2 26.0 26.1 Sample No. S26-4 Wt.Tare&Dry Soil 24.6 24.4 24.4 Depth 18.5' Wt. Water(Ww) 1.6 1.6 1.7 Soil Description Organic Wt. Tare 20.4 20.4 20.4 USCS Wt.Dry Soil (Ws) 4.2 4.0 4.0 Specific Gravity Moisture Content(MC), % 38.1% 40.0% 1 42.5% Plasticity Chart for Classification SUMMARY Plastic Limit 70.0 40.2% Liquid Limit 60.0 54.0% CH or OH/ Natural MC 50.0 I 119.7% 40.0 Plasticity Index 13.8% y 30.0 CL or OL MH or OH R 20.0 Sample 10.0 or CL Ref:ASTM D 4318-84 0.0 D 2487-90 0.0 20.0 40.0 60.0 80.0 100.0 120.0 Liquid Limit (LL) Note: All weights in grams(g)unless stated. Kleinfelder Atterberg Limits Materials Testing Harvest Partners L03A Bellevue,Washington Lakeshore Landing Project Number Technician Approved Date Revised Date 57450 1F.Bengco 4. p�.LZ �O a NA NA LIQUID LIMIT NATURAL M.C. Trial No. 1 2 . 3 Trial No. 1 Tare No. A14 A33 A37 Tare No. H Wt. Tare&Wet Soil 41.4 37.2 34.6 Wt. Tare&Wet Soil 214.8 Wt. Tare &Dry Soil 34.5 31.6 29.6 Wt. Tare&Dry Soil 164.7 Wt. Water(Ww) 6.9 5.6 5.0 Wt. Water(Ww) 50.1 Wt. Tare 20.3 20.4 20.3 Wt. Tare 99.4 Wt.Dry Soil (Ws) 14.2 11.2 9.3 Wt.Dry Soil(Ws) 65.3 Moisture Content(MC), % 48.6% 50.0% 53.8% JMoisture Content(MC), % 76.7% No. of Blows 32 22 17 Adj. MC for 25 Blows, % 50.1% 49.2% 51.3% PLASTIC LIMIT Trial No. 1 2 3 SAMPLE DATA Tare No. A3 A29 A35 Sampled Location B-50 Wt. Tare&Wet Soil 26.4 26.5 26.2 Sample No. S504 Wt. Tare&Dry Soil 24.8 24.9 24.5 Depth 18.5' Wt. Water(Ww) 1.6 1.6 1.7 Soil Description Clayey Wt. Tare 20.4 20.4 19.9 USCS Wt.Dry Soil (Ws) 4.4 4.5 4.6 Specific Gravity Moisture Content(MC), % 36.4% 35.6% 37.0% Plasticity Chart for Classification SUMMARY Plastic Limit 70.0 36.3% Liquid Limit 60.0 I 50.2% CH or OH/ Natural MC 50.0 76.7% Plasticity Index . �-+ 40.0 13.9% '0'0 CL or OL ME or OH � I a 20.0 Samp e 10.0 CL-ML ML or CL Ref:ASTM D 4318-84 0.0 D 2487-90 0.0 20.0 40.0 60.0 80.0 100.0 120.0 Liquid Limit (LL) Note: All weights in grams(g)unless stated. Kleinfelder Atterberg Limits Materials Testing Harvest Partners L04A Bellevue,Washington Lakeshore Landing Project Number Technician Approved Date Revised Date 57450 F.Bengco 4P6.22 -0 NA NA LIQUID LIMIT NATURAL M.C. Trial No. 1 2 3 Trial No. 1 Tare No. A35 A7 A37 Tare No. 1 Wt. Tare&Wet Soil 44.7 38.2 36.6 Wt. Tare& Wet Soil 728.0 Wt. Tare&Dry Soil 39.8 34.8 33.3 Wt. Tare&Dry Soil 641.2 Wt. Water(Ww) 4.9 3.4 3.3 Wt. Water(Ww) 86.8 Wt. Tare 19.9 20.2 20.3 Wt. Tare 458.3 Wt. Dry Soil (Ws) 19.9 14.6 13.0 Wt.Dry Soil(Ws) 182.9 Moisture Content(MC), % 24.6% 23.3% 25.4% Moisture Content(MC), % 47.5% No. of Blows 32 29 19 Adj. MC for 25 Blows, % 25.4% 23.7% 24.6% PLASTIC LIMIT Trial No. 1 2 3 SAMPLE DATA Tare No. Sampled Location B-13 Wt. Tare&Wet Soil Sample No. S13-16 Wt. Tare&Dry Soil Depth 80' Wt. Water(Ww) Soil Description Wt. Tare USCS N/A Wt.Dry Soil (Ws) Specific Gravity N/A Moisture Content(MC), Plasticity Chart for Classification SUMMARY Plastic Limit 70.0 Liquid Limit 60.0 24.5% CH or H/ Natural MC 50.0 47.5% d � ' Plasticity Index 40.0 a. y 30.0 L MH or OH a 20.0 i 10.0 CL-I IE ML or CL Ref ASTM D 4318-84 D 2487-90 0.0 0.0 20.0 40.0 60.0 80.0 100.0 120.0 Liquid Limit (LL) Note: All weights in grams(g)unless stated. Kleinfelder Atterberg Limits Materials Testing Harvest Partners L05A Bellevue,Washington Lakeshore Landing Project Number Technician Approved Date Revised Date 57450 F.Bengco p�.LI -&� NA NA LIQUID LIMIT NATURAL M.C. Trial No. 1 2 3 Trial No. 1 Tare No. 26 66 68 Tare No. CO Wt. Tare&Wet Soil 71.5 30.7 26.7 Wt. Tare&Wet Soil 1129.0 Wt. Tare&Dry Soil 62.6 21.9 19.7 Wt. Tare&Dry Soil 880.4 Wt. Water(Ww) 8.9 8.8 7.0 Wt. Water(Ww) 248.6 Wt. Tare 51.3 10.9 11.0 Wt. Tare 636.5 Wt.Dry Soil(Ws) 11.3 11.0 8.7 Wt. Dry Soil(Ws) 243.9 Moisture Content (MC), % 78.8% 80.0% 80.5% Moisture Content(MC), % 101.9% No. of Blows 31 25 17 Adj. MC for 25 Blows, % 80.8% 80.0% 76.8% PLASTIC LIMIT Trial No. 1 2 3 SAMPLE DATA Tare No. 63 56 52 Sampled Location B-16 Wt. Tare&Wet Soil 15.9 15.7 15.5 Sample No. S16-9 Wt. Tare&Dry Soil 14.0 13.9 13.6 Depth 45' Wt. Water(Ww) 1.9 1.8 1.9 Soil Description Wt. Tare 10.9 10.9 10.8 USCS N/A Wt. Dry Soil (Ws) 3.1 3.0 2.8 Specific Gravity N/A Moisture Content(MC), % 61.3% 60.0% 67.9% Plasticity Chart for Classification SUMMARY Plastic Limit 70.0 63.0% Liquid Limit 60.0 79.2% CH or OH Natural MC X 50.0 i 101.9% 40.0 Plasticity Index 16.2% 30.0 CL or OL ME or OH y CC a 20.0 z f� p Sample 10.0 i CL-NE ML or CL Ref:ASTM D 4318-84 0.0 D 2487-90 0.0 20.0 40.0 60.0 80.0 100.0 120.0 Liquid Limit (LL) Note: All weights in grams(g)unless stated. Kleinfelder Atterberg Limits Materials Testing Harvest Partners L06A Bellevue,Washington Lakeshore Landing Project Number Technician Approved Date Revised Date 57450 IF.Bengco I�j Cq -j, _��^ NA NA LIQUID LIMIT NATURAL M.C. Trial No. 1 2 3 Trial No. 1 Tare No. 32 68 63 Tare No. B 1 Wt. Tare&Wet Soil 37.7 42.0 37.6 Wt. Tare& Wet Soil 1071.0 Wt. Tare&Dry Soil 31.6 34.7 31.1 Wt. Tare&Dry Soil 915.8 Wt. Water(Ww) 6.1 7.3 6.5 Wt. Water(Ww) 155.2 Wt.Tare 11.2 11.0 11.0 Wt. Tare 629.0 Wt.Dry Soil(Ws) 20.4 23.7 20.1 Wt. Dry Soil(Ws) 286.8 Moisture Content(MC), % 29.9% 30.8% 32.3% Moisture Content(MC),% 54.1% No. of Blows 29 26 19 Adj. MC for 25 Blows, % 30.4% 30.9% 31.3% PLASTIC LIMIT Trial No. 1 2 3 SAMPLE DATA Tare No. 56 60 71 Sampled Location B-14 Wt. Tare& Wet Soil 17.4 15.9 16.0 Sample No. 514-23 Wt. Tare&Dry Soil 16.1 14.9 14.9 Depth 115' Wt. Water(Ww) 1.3 1.0 1.1 Soil Description Wt. Tare 11.0 10.9 10.9 USCS N/A Wt. Dry Soil(Ws) 5.1 4.0 4.0 Specific Gravity N/A Moisture Content(MC), % 25.5% 25.0% 27.5% Plasticity Chart for Classification SUMMARY Plastic Limit 70.0 26.0% Liquid Limit 60.0 30.9% CH or OH/ Natural MC 50.0 I 54.1% 40.0 I Plasticity Index 4.9% Z-- 30.0 CL or OL MH or OH y 20.0 10.0 000- CL-NE i ®Sample ML or CL Ref:ASTM D 4318-84 0.0 D 2487-90 0.0 20.0 40.0 60.0 80.0 100.0 120.0 Liquid Limit (LL) Note: All weights in grams(g)unless stated. Kleinfelder Atterberg Limits Materials Testing Harvest Partners L07A Bellevue,Washington Lakeshore Landing Project Number Technician Approved Date Revised Date 57450 IF.Bengco 6 u .o NA NA LIQUID LIMIT NATURAL M.C. Trial No. 1 2 3 Trial No. 1 Tare No. 66 67 52 Tare No. XYZ Wt. Tare&Wet Soil 31.6 31.7 32.7 Wt. Tare&Wet Soil 961.0 Wt. Tare&Dry Soil 26.0 25.9 26.5 Wt. Tare&Dry Soil 814.0 Wt. Water(Ww) 5.6 5.8 6.2 Wt. Water(Ww) 147.0 Wt. Tare 10.9 10.7 10.8 Wt.Tare 518.6 Wt. Dry Soil (Ws) 15.1 15.2 15.7 Wt.Dry Soil(Ws) 295.4 Moisture Content(MC), % 37.1% 38.2% 39.5% Moisture Content(MC), % 49.8% No. of Blows 34 26 18 Adj.MC for 25 Blows, % 38.5% 38.3% 38.0% PLASTIC LIMIT Trial No. 1 2 1 3 SAMPLE DATA Tare No. 53 50 65 Sampled Location B-4 Wt. Tare&Wet Soil 16.8 16.2 16.3 Sample No. 54-11 Wt.Tare&Dry Soil 15.8 15.4 15.4 Depth 55' Wt. Water(Ww) 1.0 0.8 0.9 Soil Description Wt. Tare 10.8 11.0 10.9 USCS N/A Wt. Dry Soil (Ws) 5.0 4.4 4.5 Specific Gravity N/A Moisture Content(MC), % 20.0% 18.2% 1 20.0% SUMMARY Plasticity Chart for Classification Plastic Limit 70.0 19.4% Liquid Limit 60.0 38.3% CH or OH/ Natural MC k 50.0 49.8% Plasticity Index 40.0 18.9% 30.0 CL or OL MH or OH y a 20.0 a 10.0 CL-1a ML or CL Ref:ASTM D 4318-84 0.0 D 2487-90 0.0 20.0 40.0 60.0 80.0 100.0 120.0 Liquid Limit (LL) Note: All weights in grams(g)unless stated. Kleinfelder Atterberg Limits Materials Testing Harvest Partners L08A Bellevue,Washington Lakeshore Landing Project Number Technician Approved Date Revised Date 57450 F.Bengco 4 07,(' _O so NA NA LIQUID LIMIT NATURAL M.C. Trial No. 1 2 3 Trial No. 1 Tare No. A30 A32 Al2 Tare No. OXO Wt. Tare&Wet Soil 42.2 44.0 41.7 Wt.Tare&Wet Soil 1041.4 Wt. Tare&Dry Soil 33.3 34.6 33.3 Wt.Tare&Dry Soil 841.0 Wt.Water(Ww) 8.9 9.4 8.4 Wt.Water(Ww) 200.4 Wt. Tare 20.5 20.4 20.8 Wt. Tare 629.0 Wt.Dry Soil(Ws) 12.8 14.2 12.5 Wt.Dry Soil(Ws) 212.0 Moisture Content(MC), % 69.5% 66.2% 67.2% Moisture Content(MC), % 94.5% No. of Blows 33 26 16 Adj. MC for 25 Blows,% 71.9% 66.5% 63.7% PLASTIC LIMIT Trial No. 1 2 3 SAMPLE DATA Tare No. A19 20 61 Sampled Location B-31 Wt. Tare& Wet Soil 26.2 16.2 21.3 Sample No. S31-6 Wt. Tare&Dry Soil 24.3 14.6 192 Depth 30' Wt. Water(Ww) 1.9 1.6 2.1 Soil Description Wt. Tare 20.5 11.3 15.2 USCS N/A Wt. Dry Soil(Ws) 3.8 3.3 4.0 Specific Gravity N/A Moisture Content(MC), % 50.0% 48.5% 52.5% Plasticity Chart for Classification SUMMARY Plastic Limit 70.0 j 50.3% Liquid Limit 60.0 67.4% CH or OH Natural MC 50.0 94.5% v 40.0 Plasticity Index 17.0%. w 30.0 y I CL or OL MH or OH �a 20.01�1�f j p Sample 10.0 CL-ML ML or CL Ref:ASTM D 4318-84 0.0 D 2487-90 0.0 20.0 40.0 60.0 80.0 100.0 120.0 Liquid Limit (LL) Note: All weights in grams(g)unless stated. Kleinfelder Atterberg Limits Materials Testing Harvest Partners L09A Bellevue, Washington Lakeshore Landing Project Number Technician Approved Date Revised Date 57450 IF.Bengco OT- 0-5, 1 NA NA 110.0 100.0 90.0 80.0 70.0 cn 60.0 a 50.0 U N a 40.0 30.0 20.0 10.0 0.0 100.00 10.00 1.00 0.10 0.01 Grain Size in Millimeters Sa.No. S33-2/ 10' 2405 140th Ave.NE Sieve Analysis Suite A 101 LO 1 W (452)562-4200 Sa. Loc. B-33 Bellevue,WA 98005 Harvest Partners Desc. SP-SM Lakeshore Landing Sand with Silt and Gravel Project Number Technician Approved Date Revised Date 57450 F.Bengco O� 7/7/2005 NA NA i 110.0 100.0 F-T- -7 90.0 80.0 70.0 oq 60.0 a .N a 50.0 U Fr N a 40.0 30.0 20.0 10.0 0.0 100.00 10.00 1.00 0.10 0.01 Grain Size in Millimeters Sa.No. S17-7/35' 2405 140th Ave.NE Sieve Analysis Sa. Loc. B-17 (452)562-4200 Suite A 101 L02W Bellevue,WA 98005 Harvest Partners Desc. See notes Lakeshore Landing Project Number Technician Approved Date Revised Date 57450 F.Bengco 7/7/2005 NA NA 110.0 100.0 90.0 80.0 70.0 60.0 5 a 50.0 U F+ N a 40.0 30.0 20.0 10.0 0.0 100.00 10.00 1.00 0.10 0.01 Grain Size in Millimeters Sa.No. S9-3 / 14' 2405 140th Ave.NE Sieve Analysis Test Pit B-9 Suite A 1.01 T L 03 W Bellevue,WA 98005 Harvest Partners (452)562-4200 Desc. SM Lakeshore Landing Silty Sand Project Number Technician Approved Date Revised Date 57450 F.Bengco 7/7/2005 NA NA 110.0 100.0 90.0 80.0 70.0 on 60.0 Cd a 50.0 U 4. N a 40.0 30.0 20.0 10.0 0.0 100.00 10.00 1.00 0.10 0.01 Grain Size in Millimeters Sa.No. S20-7/35' 2405 140th Ave.NE Sieve Analysis '4 Suite A 101 L04W Test Pit B-20 Bellevue,WA 98005 Harvest Partners (452)562-4200 Desc. SM Lakeshore Landing Silty Sand Project Number Technician Approved Date Revised Date 57450 F.Bengco 7/7/2005 NA NA 110.0 100.0 90.0 80.0 70.0 to 60.0 N a f., 50.0 U N 40.0 30.0 20.0 10.0 0.0 100.00 10.00 1.00 0.10 0.01 Grain Size in Millimeters Sa.No. S37-7/35' 2405 140th Ave.NE s10vC Analysis Suite A 101 L05W Test Pit B-37 Bellevue,WA 98005 Harvest Partners Desc. SP-SM (452)5G2-4200 Lakeshore Landing Sand with Silt Project Number Technician Approved Date Revised Date 57450 F.Bengco 7/7/2005 NA NA US SIEVE OPENINGS IN INCHES US SIEVE NUMBERS HYDROMETER 110.0 4 3 2 1.5 1 1/2 3/8 4 10 20 40 60 100 140 200 100.0 90.0 80.0 70.0 cp a 60.0 N a 50.0 U 4.. N 40.0 30.0 20.0 10.0 0.0 100.00 10.00 1.00 0.10 0.01 Grain Size in Millimeters GRAVEL SAND coarse fine coarse medium fine FINES(SILTS OR CLAYS) Sa.No. S22-2 2405 140th Ave.NE Sieve Analysis Suite A 101 LO 1 S Test Pit B-22 Bellevue,WA 98005 Harvest Partners ' (452)562-4200 Desc. GM Lakeshore Landing Silty Gravel with Sand Project Number Technician Approved Date Revised Date 57450 F.Bengco OG 2 O j 6/21/2005 NA NA � ' US SIEVE OPENINGS IN INCHES I US SIEVE NUMBERS I HYDROMETER 4 3 2 1.5 1 1/2 3/8 4 10 20 40 60 100 140 200 110.0 100.0 90.0 80.0 70.0 60.0 a 50.0 c 40.0 p" 30.0 20.0 10.0 0.0 100.00 10.00 1.00 0.10 0.01 Grain Size in Millimeters GRAVEL SAND FINES(SILTS OR CLAYS) coarse fine coarse medium fine Sa.No. S22-6 2405 140th Ave.NE Sieve Analysis '4 Suite A 101 T 0 2 S Test Pit B-22 Bellevue,WA 98005 Harvest Partners L (452)562-4200 Desc. SM Lakeshore Landing Silty Sand Project Number Technician Approved Date Revised Date 57450 F.Bengco , 6/21/2005 NA NA OQ..'Z2•� US SIEVE OPENINGS IN INCHES US SIEVE NUMBERS HYDROMETER 110.0 4 3 2 1.5 1 1/2 3/8 4 10 20 40 60 100 140 200 100.0 w J I L 90.0 80.0 70.0 a 60.0 a 50.0 [TI U L 40.0 a 30.0 20.0 10.0 0.0 100.00 10.00 1.00 0.10 0.01 Grain Size in Millimeters GRAVEL SAND FINES(SILTS OR CLAYS) coarse fine coarse medium fine Sa.No. S24-3 2405 140th Ave.NE Sieve Analysis Suite A 101 Test Pit B-24 Bellevue,WA 98005 Harvest Partners L03S (452)562-4200 Desc. SM Lakeshore Landing Silty Sand Project Number Technician Approved Date Revised Date 57450 F.Bengco 6/21/2005 NA NA US SIEVE OPENINGS IN INCHES US SIEVE NUMBERS HYDROMETER 110.0 4 3 2 1.5 1 1/2 3/8 4 10 20 40 60 100 140 200 100.0 90.0 80.0 70.0 a 60.0 a 50.0 U F. U 40.0 a 30.0 20.0 10.0 0.0 100.00 10.00 1.00 0.10 0.01 Grain Size in Millimeters GRAVEL SAND FINES (SILTS OR CLAYS) coarse fine coarse medium fine Sa.No. S25-3 2405 140th Ave.NE Sieve Analysis Suite A 101 Test Pit B-25 Bellevue,WA 98005 Harvest Partners L04S Desc. SM (452)562-4200 Lakeshore Landing Silty Sand Project Number Technician Approved Date Revised Date 57450 F.Bengco 6/21/2005 NA NA � . or- , 21.-02r US SIEVE OPENINGS IN INCHES US SIEVE NUMBERS HYDROMETER 110.0 4 3 2 1.5 1 1/2 3/8 4 10 20 40 60 100 140 200 100.0 90.0 80.0 70.0 on 60.0 a 50.0 U I.a N 40.0 p" 30.0 20.0 10.0 0.0 100.00 10.00 1.00 0.10 0.01 Grain Size in Millimeters GRAVEL SAND FINES(SILTS OR CLAYS) coarse fine coarse medium fine Sa.No. S25-6 2405 140th Ave.NE Sieve Analysis Suite A 101 L05S (452)562-4200 Test Pit B-25 Bellevue,WA 98005 Harvest Partners Desc. SP-SM Lakeshore Landing Sand with Silt Project Number Technician Approved Date Revised Date 57450 F.Bengco 6/21/2005 NA NA oG 22 .05 US SIEVE OPENINGS IN INCHES US SIEVE NUMBERS ( HYDROMETER 110.0 4 3 2 1.5 1 1/2 3/8 4 10 20 40 60 100 140 200 ]TTFF100.0 90.0 80.0 70.0 on 60.0 y .N fC a 50.0 a U F+ N 40.0 a 30.0 20.0 10.0 T-F-F- 0.0 100.00 10.00 1.00 0.10 0.01 Grain Size in Millimeters GRAVEL SAND FINES(SILTS OR CLAYS) coarse fine coarse medium fine Sa.No. S27-3 2405 140th Ave.NE Sieve Analysis Test Pit B-27 '4 Sue,W 101 T 06S Bellevue, A 98005 Harvest Partners L (452)562-4200 Desc. SM Lakeshore Landing Silty Sand Project Number Technician Approved Date Revised Date 57450 F.Bengco ��/ 6/21/2005 NA NA US SIEVE OPENINGS IN INCHES US SIEVE NUMBERS HYDROMETER 110.0 4 3 2 1.5 1 1/2 3/8 4 10 20 40 60 100 140 200 100.0 90.0 80.0 70.0 60.0 c 4�1 a 50.0 a� U U 40.0 30.0 20.0 IN 10.0 0.0 100.00 10.00 1.00 0.10 0.01 Grain Size in Millimeters GRAVEL SAND FINES(SILTS OR CLAYS) coarse fine coarse medium fine Sa.No. S50-3 2405 140th Ave.NE Sieve Analysis Suite 101 LU7S Test Pit B-50 Bellevue,WA 98005 Harvest Partners (452)562-4200 Desc. SM Lakeshore Landing Silty Sand Project Number Technician Approved Date Revised Date 57450 F.Bengco r 6�"ZZ'os' 6/21/2005 NA NA mil' . CONSOLIDATION TEST REPORT 0 2 4 6 8 10 m 12 14 16 18 20 .01 .02 .05 .1 .2 .5 1 2 5 10 Applied Pressure-tsf Natural Dry Dens. Initial Void LL PI Sp. Gr. USCS AASHTO Saturation Moisture (Pofl Ratio 96.0% 39.6% 79.7 1 2.7 1.115 MATERIAL DESCRIPTION Project No. 05-2101 Client: Kleinfelder Remarks: Project: Lakeshore 57450 Source:B-23 Sample No.: S-23 ElevJDepth: 8.3-8.6 CONSOLIDATION TEST REPORT SOIL TECHNOLOGY Consol Plot 1 a a �• n - Y _ BORING ar4:A• ` SHEARING STRENGTH IN LBS./50. FT y ye 5000 4000 .3000 2000 /DOD O 40 20DI8.3.`t.'-BB LRApAhV..00AtlY[O,/M /Y/l.V c.P.4yEL (F/LU 30 I THIN LAYERJ OF"Wr CLAY LOAM NEAP SURFACE -,fOOTJ TODEPTN OF/t' KATEA LEVEL, 2•tJ6 �':=Pa;..' GRAY F/NE JANDY LOAM fY/T//OCCAJ/LMOZ .f00-¢�C4y-77 7XUN LAYER)OFS/LT r 'kt". G,PAY CDA,PJE )AND ' ZO 6,P0/YN Arwrr J/LT 3 7s--a ?J..s%-3S i - c P r si[r j GR,IY MEO/UM.9AN0 � ���'} I ri. G,PAY J/LT A+'/TN OCCAJ/ONAL O.PGAN/C A1ATE�P/AL ` J� l i,, /SOO 2G,CS%/9 -- B+PO/YN PENT A''/IHTy/NGO/E.PS 0F47.11411V T/LTy 1MAf z s ALTE.PNAT/NC THIN LAYER) OF GRAY S/LTY 57.2%70 LOAMAND G,QAY JANDY LOAN/ -p �� C,PAY,f1E0/UM )AND r. B,PO/YN LIPGAN/C J/LT!f'/TN LAYE,PJ G,PAY AfS, TO COA,PJE .S.oNO e / 2 p -30 G,PAY F/NE SANDr LOAM 2B¢.ZRo'/B BRO/YN PEAL IY/T/!G4,-f, G3�fYl1/TE PU.4>/GE ,�a �,• G,PAY J/LTY LOAM N/TN O,PGFN.0 HATER/.QL .:yy W GRAr F/NE J34/YOY zzwl/ B.PD//5Y PEAT 't Ear f` -40 t -Ale. j= 2¢,6%/OD - GAAY,NED/UM .SANO ,- ;+• -50 7� B,PON'N PEAT ALTERN,4T/NC LAYEAJ OF CRAY J/LTY LLLOM, JANDY LOANf, AND 'Al S-60 .SA/VO arr 90 - � k rz 42OD-JS.//-6IS ;_�q �r� $at"�<,. _- DARK G,PF'r F//YE SA/✓O -00 -s £' f - - F/NE TO NZ-0141 )AND t -90 j^w �a a+ ¢£ LOG OF BORINGS _- �r'B:[C ELEf�,pT/ONJ A,PE EgJEO � �!�_ A'O'Pl'S1f'EJT.OG✓UST,f>EN/OF DAMES 8 MOORE O.O "" LD�w^PTE,P�ELEf�AT/ON-6:53 aoi�MCCMAXICa cwcirc cna F- -_._ PLATE A-I IN BORING 2 a arm, SHEARING STRENGTH IN LBS/SO. FT. 7000 6090 5000 4000 3000 2000 I000 0 40 ��� flEi'.OT/CYY JZ.J E �, _ ZOD-/O.Bi6/OB � B.PONNJ.4NOY LOAM/Y/TH G.P.OI�EL (FILL) �•+ L.POIYN/JH G.P.IY S.ONOY C(FY C0,4M .. •� e BOO-.�/.9qo-89 ALTE•PN4l/NC LAYE.PS OF G.PFY F/NE,S.oNO, � JANOY LOAi3l,.ONO J'/LTY CLAY LOgM _ ; I N,IlE.P LEYEL,l2.1 J6 4, ''+ per MED/UM TO COF.PJE JANO IY/TN CeWkl-L 700- .C' -617 s AND SOME OiPGgN/C .N.4TEiP/gL /O 1= ALTEPN,4T/NC LAYE.PJ OF D.OR//B,faWIV PEAT s ANO 6.PgY J/LT H'/TN OCC.QS/ON.4L P3S•fl-2/ ��_ �M/NqT/ONJ Of f/NE JiONO I I _ OCCAS/ONgC TN/N LAYERS OF SILTY C 0 LAY f r s x a Z P i 2sO0-/6z/ /// - CPA✓ F/NE M MED/UM JANO * W� -s0_Y Y _ G�PAOEJ MEO/UM TO COiO.PSE � Jt: J } -20 I �• s -30 ;,�� G.9gY MEO/UiY1 JANO zL9/-99 SA t.. s''yf CR.00ES TO F/NE NO /f?N OCCAS/ONAC � 'r- L.4M/N.4T/ONJ OF OEgT .n?' C.PgDES TO MEO/UM SANG -q0 -50 n is LOG OF BORINGS - � �_' a/lMEB 8 MOOlSE _ �N�..''- SDIL NCCNAN ICS[NGIN CCRS PLATE A-2 BORING 3 SHEARING STRENGTH /N LBS.ISO- FZ 6G00 5000 4000 3000 2000 /000 0 40 ECEY.Or/ON.f1.0 , = B.POdN Ji4'✓0Y LDAM N'/1N G.fvYEL �F/LL� i- �°, 30 .OLTEPN.4l/NG LAYE�PJ OF 04.PK 8R0/!'N ffGG ORG.ON/C J/LT fJNO fE.OT 20 BSO-30dJ /7 - _s //SO-16•Z%'97 - _- G.PFY F/NE TO MEO/UM .P.ONO /0 7-Z7 -/C¢ — Y`y G.P.OY 4'0A. aZ- J'ANO ANO G.PgI�EL DA.P.f B.PO.Y'.V OrPG.ON/C S/LT y'/TH L.Qi'E.PS /BOO-S9.T,G-S9 — lfe Off2i4T s p --- -. I ALTE.PNgl/NG LA✓E.PS Of G.PgY S/LT ANO i ' z30D-3/.7;6-89 - FiNF.ravo - I L" — r -p C.P.4Y.t•1ED/U.tl JANO /s'/TH G.AgrEL `_,; zBLi7-BD.6py-SL — G.PgY J/CT///TF/Le'C.O.f/ONNC 1Ai11/N.Ol/GYYJ' Of s�ql W — G.PgY bJED/U.N 70 CDARJ'E SgNO Z -30 _ OCCFJ'/ONAL C.OM/NiOI/OHS OF O.PG.ON/C .[C•t. 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SAND; moist (Fill) 7.0 2= : : : : : .0 . 1 : : . . . . . . . . 3= . . . . : ' . . : : ' : :�: . : : : . : Very soft to stiff, gray, clayey SILT and_dark 10 - -- �f X� �z 4= brown and brown, aye�re fibrous PEAT; - = - ; . . . ----- - interbedded-with medwm.dense,-gray,-clean,-__-.-----_-_._5_ _ 6 fine sand layers . . . . ' . . . . ; . . . . . . 7= �: : . . . . . . . . . . . . 20 -- - -�._--- . 81 30 i.. . —;------ 1o= : : : : : : . : : : : : 39.0 11 :9241 Very dense, gray, gravelly, clean, fine to coarse 40 -----r-- : . SAND and sand GRAVEL; wet : 77 Y 12= � : : : : 50Bak 54.5 Str#ftb�odwr�,layered6ous 14= . . . . 35440 w. --L 61.0 60 --. . . . . . ; . . . --- Dense, gray, clean to silty fine SAND . . . . : : I 15= . . . �. 65.0 . . . . . . Medium dense, gray, fine sandy SILT with . . . . . . . : : + . . . . . laminations of organics and peat 16= 70.0 70 - - _ and�ar1c blown, r P ous EATY : : . . . . . . . . 17 75.0 : : : : . : i : : : : : : : : � : : . . . : . : Very dense, gray, slightly silty to clean fine and fine to medium SAND, with scattered gravel; 1s= . . . . . . I : : : : : : : : : : : . . . . . . . 80 wet : I : . . . . . . . .. �.�-- . . . . . 7. : 0 19= : : : : : : : : : : . . . . . . . . ... . . . . . . : --..._- 21= . . . . . . � . .�. . . . . . 96.0 CONTINUED NEXT PAGE 22= . . . . i : :243 0 20 40 60 LEGEND % Water Content = 2" O.D. split spoon sample ® Impervious seal H 3" O.D.thin-wall sample Q Water Level = Boeing Company * Sample not recovered Piezometer screen FAIT System No. 2 & 3 Foundations Renton, Washington J----�--�— Liquid Limit - LOG OF BORING B-1 Natural Water Content �-- Plastic Limit October 1993 W-6602-01 LL The stratification lines represent the approx.boundaries FIG. A-1 SHANNON&WILSON, MC. � between soil types, and the transition may be gradual. Geotechr4csi and Etnr'"o�mental co"su@ants Sheet 1 of 2 0 L.J3 3-10 11/2V93 SOIL DESCRIPTION LL c a`) " Standard Penetration Resistance n 'o (140 lb. weight, 30" drop) C ) A Blows per foot Surface Elevation: 25 Feet 0 20 40 60 Very stiff, brown, laminated fibrous PEAT; 23= . . I _ . ; . ; i . . 182 i . . . . . . . . . 1 : : : : : . moist 106.0 : : : : : : : : : : : . . . . . . . . 24= E . . . . . . . . . .75 110 i . . . . . . . . . i . . . . . . . . . Very stiff to soft, gray, slightly clayey to clayey 25= ; . . . . . i . . : : : : : -------— - 1-1 5.0--- —---- : : : : : : : . ( : : : : . . . — —SIL-T--------- — SAND; Very dense, gray, slightly silty fine _ 119.026 120 .- - - - - - . . moist to wet T _------ �— BOTTOM OF BORING COMPLETED 10/10/1993 : . . . . . . . . � . . . . . . . . : : : . : : i : . . . . . . : : i : : : : : : : : 140 ----- . . . . . . . . . 150 . . . . . . . . 160 ---- --- --- . . . . . . . 170 180 190 0 20 40 60 LEGEND • % Water Content I 2" O.D. split spoon sample ® Impervious seal -T 3" O.D. thin-wall sample Water Level Boeing Company Sample not recovered Piezometer screen FAIT System No. 2 & 3 Foundations Renton, Washington --�--�—Liquid Limit LOG OF BORING B-1 �---- Natural Water Content �-- Plastic Limit October 1993 W-6602-01 The stratification lines represent the approx. boundaries SHANNON&WILSON, INC. FIG. A-1 Q between soil types, and the transition may be gradual. Geotedmcal and Environmental consukants Sheet 2 of 2 p U3_3_10 11/22/93 LL m L LL Standard Penetration Resistance SOIL DESCRIPTION s a �; s (140 lb. weight, 30" drop) C o A Blows per foot Surface Elevation: 26 Feet o 0 20 40 60 Concrete slab o.s : Very dense to dense, gray and brown, gravelly, 6.5 2= • slightly silty, fine to medium SAND, moist to 3= _ -_� wet (FILL) 4 10 -�- Very soft to medium stiff, gray and dark brown, 5 : : : : : : : : : : • -� : : : clayey-SlLT-and clayey;silty-PEAT;wet,-with 6= - : : : : —�--• - layers of wood and organics (reed) and layers of clean, fine SAND 20 8= 91 ! 145 10 . . . . : : ---------- . i 31.0 30 -- -i-. . . . . . . . . . . Medium dense, interbedded gray and brown, [fine sandy SILT and silty fine SAND with 35.5 : : : 12 organics i . . . . . . . . Dense to very dense, gray, gravelly, clean, fine I to coarse SAND, wet 14= : : : : : - • . . . . . . . 50 51.0 ! Med1Um`�stlf#to sti## alg#1t bralrvrnar� rbrcl�rvn 16= : : ! . . . . : 256 Saibo'1�sEAT^ s: . . . . . . Medium dense, brown and gray, silty to slightly 17� 60 - . _ -- •— -- -`-"--- silty fine to coarse SAND with scattered 18= . . : : ! : : : : : : : : organics 65.0 . . Medium stiff to stiff, brown, organic, clayey 19= S1LT�a'ndslltyPEAT �o - 20 -- 21 22= . . . . . . ' : : : 78.0 Very dense, gray, slightly silty, fine to medium 231r 80 -- -. . . 0;------ --� -`:— SAND, wet 24= 90.0 90 --^----�---:------- - Very stiff to hard, brown and gray, _!oust nd slightly clayey ; l SILT, moi `layered 26= I 248 40 with very dense slightly silty fine SAND, moist ; : . . 99.0 27= - — 67 BOTTOM OF BORING 100 -- -- :----- -- . . . . . . .. COMPLETED 10/2/93 . I . . . . : . . . . . . 0 20 40 60 LEGEND 0 % Water Content = 2" O.D. split spoon sample ® Impervious seal ZL 3" O.D.thin-wall sample sZ Water Level Boeing Company ' Sample not recovered Piezometer screen FAIT System No. 2 & 3 Foundations Renton, Washington F--♦--�—Liquid Limit �— LOG OF BORING B-3 Natural Water Content �— Plastic Limit W-6602-01 October 1993 The stratification lines represent the approx. boundaries SHANNON&WILSON, INc. FIG. A-2 LL between soil types,and the transition may be gradual. Geotechnical and a iron entel consukants Sheet 1 of 1 p 3310 11/22/93 SOIL DESCRIPTION u c a) U_ Standard Penetration Resistance a c (140 lb. weight, 30" drop) oA Blows per foot Surface Elevation: 26 Feet oo.s 0 20 40 60 ; 7 . . . : . . . . : : : . . Concrete slab . . ' Dense, brown and gray, gravelly, silty, fine to 2= : : _ : : medium SAND (FILL) 9 5 3= • - __ '_ aS 10 - :75 Soft to medium stiff, gray, clayey SILT, moist, : : : and medium stiff, dark brown;fibrous PEAT 5 with wood fragments; inter a de-7c with—loos— . . .: to medium dense, gray, clean to silty fine to 7= 20 _- - . medium SAND.with scattered organics and 8= : : . . . . . . . . . . . . . . . wood i . . . . . . , . . . . . . .74 34.0 Medium dense to dense, gray, clean, fine to 11 medium SAND; and silty fine SAND, wet, with 12= . . . . . . . ; • : ^ . . . . . 40 gravel layer from 45 to 48 feet and scattered wood and organics 13= : : • 51.0 14 50 ----- • . . -.. Medium stiff to very stiff, light brown, 15= i • Iaminatedffb o'� EAT and clayey SILT, fine i sandy SILT, moist, interbedded with clean, fine 16= : : • SAND, wet 61.0 60 J : : : - . E . . . . . . . j very dense, gray, gravelly, clean fine to coarse 17= . . . . . SAND wet ss.o -..:._�_ —. . . . . . . - Stiff to very stiff, gray and gray-brown, clayey 70 !---- SILT and sandy SILT interbedded with silty fine 19= sand and peat Dense to very dense, gray, slightly silty to 80 ---- . . . . . . . . . . . . clean, fine to medium SAND, wet, with 21= : : : : • i scattered stringers of peat 22= 90 . . . . . . . . . . . . . ---. . . . . . -- R' 23 : . : • : : : : _ 95.0 ( St1ff;ligtat�ro.v%rn Iminated; ibrousLr„P !°+ , 99.0 24 BOTTOM OF BORING COMPLETED 10/3/93 0 20 40 60 LEGEND • % Water Content = 2" O.D. split spoon sample ® Impervious seal _T 3" O.D. thin-wall sample Q Water Level Boeing Company f Sample not recovered Piezometer screen FAIT System No. 2 & 3 Foundations Renton, Washington _ �—•—�—Liquid Limit LOG OF BORING B-5 1 � �---- Natural Water Content �-- Plastic Limit October 1993 W-6602-01 LL FIG. A-3 `!' The stratification lines represent the approx.boundaries SHANNON&WILSON, INC. Q between soil types,and the transition may be gradual. Gectechnical and Environmental consultants Sheet 1 of 1 p LJ3 3 10 11/22/93 u m SOIL DESCRIPTION -° Standard Penetration Resistance = a Y = y o +, (140 lb. weight, 30" drop) aai M aA Blows per foot Surface Elevation: 25 Feet o N 0 20 40 60 Concrete Slab os . : : : : . � . . . . . . . . Medium dense to dense, gray, gravelly, silty 1= .• : : : - : : i . fine to medium SAND; moist (Fill) 2= : : : 9.5 3= 10 : : : : : : � j : : . . --- Soft to medium stiff, gray and brown, clayey 4= ? 87 I . SILT and datk own#�bcous SEAT, interbedded 5 . . . . . . . ' . . . and mixe wit 2- oot-t is seam o me ium 6 : : . . . 75.6 dense, clean fine SAND at approximate depth ! ' 7 , . . . . . . .67 of 23 feet ; . .. .. . . . . . . . i . 9= til°ZQ s 30 - --------- --- --- 10 . . . . �2 5$2 37.0 11 i . 1 : : . . . Medium dense to very dense, gray, slightly silty 12= 40 -- �- - to clean, gravelly fine to coarse SAND; wet . . - 42.0 - i : : : : . . . . . ' . . . . Very dense, gray, clean, sandy GRAVEL; wet 13= _ . • J : i . . . . . . . i 50 — --- ------, — ---- 51.0 . . . . . . . . . . . . . . . . . . i Medium stiff, brown, clayey SILT and very stiff, - 14 brown,1ibous 60 -- ---7 - -- 61.0 : . . Medium dense to very dense gray, clean to . . . . slightly silty fine to medium SAND . . . . . . . . 17= . .... : : : :•: : : : : : . : : : : . . . . . . . . . . . . . 18= . . . • : : 80 -- - -, -- . . . . . . . . . 20= z1= 90 -. j- -�--- - -- 22= : : . : : : :• : : : : : 95.0 . . . . . . . . i CONTINUED NEXT PAGE 23= � 0 20 40 60 LEGEND • % Water Content = 2" O.D. split spoon sample ® Impervious seal JE 3" O.D. thin-wall sample Q Water Level Boeing Company { Sample not recovered Piezometer screen FAIT System No. 2 & 3 Foundations Renton, Washington —Liquid Limit LOG OF BORING B-6 �---- Natural Water Content �— Plastic Limit October 1993 W-6602-01 E•- u_ The stratification lines represent the approx. boundaries SHANNON&WILSON, INC. FIG. A-4 between soil types, and the transition may be gradual. Geotechnical and Environmental consultants Sheet 1 of 2 p tJ3_3 10 11122/93 u m v LL Standard Penetration Resistance SOIL DESCRIPTION Y n c a (140 lb. weight, 30" drop) Blows per foot 60 a) in 0 20 40 Surface Elevation: 25 Feet . . . . . 's . 85 Medium stiff, brown, laminated fibrous PEAT; 241— . ' . . { - brown, clayey SILT moist and gray- : : : : : � - 109.025= 110 .: . . . . . . . � . . . . - Very dense, gray, slightly silty fine SAND, clean, gravelly fine to medium SAND; 26= . . . . . . . . . . . . . . . . . . becoming : . . : i . .... . . . : : : : . . . . mol oist 118.3 27 120= . . . . . 1----- 7— BOTTOM OF BORING . . . . . . I COMPLETED 10/9/93 130 . . . 7 .. : : : I . . . . : : . : : : : 150 -- . . . . . . 160 -- . . . . . . . . . ; . . . . . . . . 170 ----. . . . . .180 190 - 0 20 40 60 LEGEND • % Water Content = 2" O.D. split spoon sample ® Impervious seal r-7F 3" O.D. thin-wall sample Water Level Boeing Company Piezometer screen FAIT System No. 2 & 3 Foundations Sample not recovered Renton, Washington F_-0 Liquid Limit LOG OF BORING B-6 --- Natural Water Content �--- Plastic Limit October 1993 W-6602-01 f-- INC. FIG. A-4 The stratification lines represent the approx.boundaries SHANNON&WILSON, Sheet 2 of 2 p between soil types,and the transition may be gradual. ceoteohnicaa aid Environmental Consultants SAMPLE DATA SOIL PROFILE Z m _ m o a o E .0 Drifting Method: Hollow Stem Auger E0 LL m (n m m w Ground Elevation (ftl: 33.2 ft ' m p to.o to m t7 D 0 CONCRETE SW Light orange-brown. well-graded SAND with 1� 2b 32 9.8 gravel and trace silt (dense, moist) (fill) 2]1] 2b 6 4e.5 Sp Gray, medium grained SAND with fine gravel OL I000se, moist) (hydraulic filll 3� 2b 37.9 M- Brown-gray, clayey SILT with peat (medium stiff. moist) ATD t0 Gray clayey SILT to SILT and very fine 4� 2b 5 33 2 SAND (ver soft, wet) SM y Interbedded lenses of gray-black silty SAND and gravelly SAND with peat and wood f'•- chips (loose to medium dense, wet) 5A� 2b 20 12.6 58 27.5 20 6]JU 2b 18 22.8 ) 7_X 2b 6 54.0 OH Gray, clayey SILT with <taCe peat (medium stiff, wet) t SW Gray-black, gravelly SAND with peat lenses 30 (medium dense, wet) 8X 2b 11 21.1 r SM Gray black, silty fine to medium SAND with peat lenses (medium dense, well 9:W 2b 33 316 PT+ Red hrov�n�EArT._isltif yvetl;�, �'` �_�g���• IAL Gray, very fine sandy SILT (stiff, wet) 1 4 0 10]t] 2b 12 I 33.9 Boring Completed 3/22/93 = Total Depth = 4t5 t -Ji v 1 F So —pt a 1 e 33 m Noies: t Stratigraphic contacts are based on field interpretations and are approxxnato. I f R 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions, t{ g J. Refe: Ic -fey and Soil Classification Syslam' figure for explanation of graphics and symbols. 7 Boring P-? Figure A-2 I`;;; A-4 !NTER] OR ADDITION TO BOEING BUILDING 10-50 FIGURE 2 LRE�NTON�, WASHINGTON� PROJECT 80036 SAMPLES z y=— F,�: w j SOIL DESCRIPTION vi v, > w w Q- i 0 W W z m ce SURF. CONCRETE FLOOR SLAB DENSE BROWN FINE TO MEDIUM SAND, TRACE 1 SS 31 SILT AND GRAVEL (DRY)(FIL,L) 5 SOFT GRAY SILT, TRACE FINE SAND (MOIST) 1 2 SS 3 (WET) I • i 10 i 3 TP MEDIUM STIFF BROWN SILT, SOME VERY FINE f; SAND, IN: ERBOfl.EO'" PEAT .LENSES xTO...THnEE is 15 INCHES THICK (WET) . - 1 4 TP WOOD CHIPS I i 20 5 SS 21 ' 6 SS 20 j i 25 MEDIUM DENSE DARK GRAY FINE TO COARSE j SAND (WET) 7 SS 40 X DENSE 30 1 ST}i FI . ROWN FII3 Il s PI=AT = Mfl -sT�. 35 REMARKS: WATER LEVEL AT 8 . 0 FEET DURING DRILLING LOG OF BORING . B-1 A7 bucknam associates FIG.LOG INTERIOR ADDITION TO BOEING BUILDING 10750 FIGURE 3 RENTON, WASHINGTON PROJECT 80036 SAMPLES Z O Of ~ Ctf > SOIL DESCRIPTION a. w Ln > w m w --3: o d O U ui }- J W Z F- In 9 SS 11 0 10 TP STIFF BROWN SILT, TRACE VERY FINE SAND, 5 SCATTERED. ORGANICS (WET) 11 SS 59 .VERY DENSE DARK GRAY FINE TO COARSE SAND 50 (WET) 12 SS 46 DENSE —55 13 SS 32 0 14 SS 45 65 15 SS 45 70 REMARKS: buckram associates LOG OF BORING 6-1 2/3 FIG. A-7 ?NTERIOR ADDITION TO BOEING BUILDING 10-50 FIGURE 4 RENTON, WASHINGTON PROJECT 80036 SAMPLES z 0 = u Of r' Of V) w a w V) > > SOIL DESCRIPTION w w in w 3 O w (] a O U w D >- -i w z t- m VERY DENSE DARK GRAY FINE TO COARSE SAND (WET) 16 SS 34 x 75 17 SS 47 0 BORING TERMINATED AT 79 . 0 FEET ON 3/31/80 5 0 5 i i 00 { 05 REMARKS: bucknam aSSOCIa � eS LOG OF BORING 3/3 FIG. A-7 INTERIOR ADDITION TO BOEING BUILDING 10-50 FIGURE 5 RENTON, WASHINGTON PROJECT 80036 SAMPLES Zo F— >— - t = LL C Of "' > SOIL DESCRIPTION > uj f u © w 3 O J a- O U LsJ >— .J LiJ z F— in SURF. CONCRETE FLOOR SLAB 1 SS 31 DENSE BROWN FINE TO MEDIUM SAND, TRACE SILT AND GRAVEL (DAMP)(FILL) 5 2 TP 10 SOFT GRAY SILT, TRACE VERY FINE SAND (WET) 3 SS 2 4 SS 16 MEDIUM DENSE DARK GRAY FINE TO MEDIUM SAND (WET) 15 5 SS 33 DENSE 20 6 SS 16 MEDIUM DENSE, INTERBEDDED STIFF BROWN I1�� 1=ATLEh51=5TOSIX�INCtS K 2 5 (h'�fl 1 5� �.VmSa z1:t iay.v a.r6� =rth sc iv 1 s 7 SS 21 30 8 SS 8 35 REMARKS : WATER LEVEL AT 7 . 1 FEET STANDING IN BORE HOLE DURING DRILLING. I LOG OF BORING B-2 1/3 ; bucknam associates FIG. A-s f LNTER10R ADDITION TO BOEING BUILDING 10-50 FIGURE 6 • 's RENTON, WASHINGTON PROJECT 80036 i SAMPLES Z } o i Fro w > SOIL DESCRIPTION cn >w u 3 0 a o ww tD of 9 SS 12 ¢aisz r r .e-r ' '�•atr# :3� 4 '�3 a �S: r x � S IFF R N fwIBROU p--- T ,{:MOIST�x, 40 DENSE DARK GRAY FINE TO COARSE SAND (WET) 10 SS 33 45 11 SS 15IX MEDIUM DENSE 50 12 SS 32 DENSE 55 13 SS 84 VERY DENSE 60 14 SS 33 X DENSE 65 VERY DENSE 15 SS 85 70 REMARKS : 1 bucknam associates LOG OF BORING B-2 213 FIG. A-8 TERIOR ADDITION TO BOEING BUILDING 10-50 FIGURE 7 [RE�N:TONI WASHINGTON PROJECT 80036 SAMPLES z0 = u- C C LL' > SOIL DESCRIPTION a w N > ui w m W 3 O J 0 1: d . O U W D )- J w Z F- m Ce 50/ 16 SS 611 VERY DENSE 75 84/ 17 SS 911 VERY DENSE 80 BORING TERMINATED AT 78. 25 FEET ON 4/0.1/80 85 . 90 95 10 1-0 REMARKS : bucknam associates LOG OF BORING B-2 3/3 FIG. A-8 SOIL DESCRIPTION ° c a`, " Standard Penetration Resistance y n o o 41 (140 lb. weight, 30" drop) C � a A Blows per foot Surface Elevation: Approx. 26.0 Feet o rn 0 0 20 40 60 CONCRETE 0.7 : : : : : : : : : : : : : : : : 1 : : : : . . . . . Very dense to loose, gray, gravelly, slightly silty 1= : : : : ' to silty, fine SAND; moist (FILL) 2= . . . . : : 8.8 3= Soft, dark brown, fibrous PEAT; moist = 10 Q Loose to medium dense, dark gray and gray, 5� . . . . . : . .� sli htl silty, fine to coarse SAND with °D . . ' ' . ' gravelly, slightly Y 6= c . . . . . . : . ' : : : . . . . . . . . . . . . . . interbedded silty fine SAND and fine sandy, 7 clayey SILT with scattered organics; wet 20 . . .�. , _ . . . . . . . . . . . , . . . . . . o . . . . . . . . . . . . . 9= : : : : : : : : •: : : : : : " : : : : : Medium stiff, gray, fine sandy SILT to clayey 30.0 30 SILT with some fibrous peat intermixed with silt 34.0 10= : : . . . . . : : : . . . . . matrix; wet � • Medium stiff to stiff, gray, clayey SILT 11 I[* : : : = : : =8` . . ��QU a'�yere ; �EX1 and ORGANIC SILT; 12 40 . . . . . . . . . wet 13 : : 2 dense to very dense clean to slightly 45.5 14� : . _ . _ . . . ( = Mediumy 9 Y . : 1IL . . . . . . . . . : . . . . . silty, gravelly, fine to coarse SAND; wet 15= 50 . . . . t P 17= . . . . . :�: . ; . . . . . . . . . i . . : : . . : 67 60 . 69 70 _ ! 20= . : : : : : : : : : : . . . . . . . 6. 75.0 . 1 Dense, gray, slightly silty fine SAND with ; scattered fragments of organics and eat; wet . . . • . . I . . . . . . . . . 9 P 21� - 1 . . . . . . . . 80 . . 85.0 . . . . . . . . . . . . . Very stiff to hard, brown and gray, interbedded, clayey, fine sandy SILT to clayey SILT with 23= scattered shell fragments; laminated; wet 90 . . . . . . . . : . . . . . . . . . . . . . . . . . E 24= I : : . . . . . . : : : : 1*aBt9 BOTTOM OF BORING " COMPLETED 3-19-93 25= : : : : : : : ' I : : : : H. :�. . . . . . LEGEND 0 20 40 60 • % Water Content = 2" O.D. split spoon sample ® Impervious seal IL 3" O.D. thin-wall sample Q Water Level Tooling Machine Foundation • Sample not recovered Piezometer screen Boeing 10-50 Complex NOTE: PID readings taken on samples 1 - 4 were 0 ppm Renton, Washington Liquid Limit LOG OF BORING B-101 Natural Water Content Plastic Limit March 1993 W-6472-01 The stratification lines represent the approx.boundaries SHANNON &WILSON, INC. FIG. A-1 between soil types,and the transition may be gradual. Geatechnical and Environmental Consultants Sheet 1 of 1 SOIL DESCRIPTION LL , Standard Penetration Resistance Q E o � o (140 lb. weight, 30" drop) Surface Elevation: Approx. 26.0 Feet p U3 o Blows per foot 0 20 40 60 CONCRETE 0.7 . . . . . . i . . . . . . . . . . . . . . . . . . 1 . . . . . . . . . . . . . . . . . . . i 92/ Very dense to loose, gray-brown, gravelly, silty, --_--•- ;: : I fine to coarse SAND with occasional silt and 2= i . . . . . . . . . 1 peat zones; moist 8.2 3= : : : : Soft to very soft, gray-brown, clayey SILT to 4= 10 SILT with layers of peat and organics; wet . .15.2 5� Q+ - ! . . . . i Loose, gray, slightly silty fine SAND; wet 17 0 6= c ® . . .. . . . . . . . Soft, gray, clayey SILT; wet 20.0 0 20 Medium dense, gray, clean fine SAND with °� I - 23.0 8= layers of compressed peat and scattered D : : : : : : : : : : : . . . i . . • . • . . ' • organics; wet _ • • . • Medium dense, gray, slightly silty fine SAND; 30.0 9 30 wet g Medium stiff, gray and brown, clayey SILT 10= interlayered with dark brown, fibrous PEAT and . . . . gray, clayey SILT with peat stringers and loose, 11 40 . ` . . . .!— ! . . . 1 � gray, silty fine to medium SAND with organics; 2 ; . . . . . . . . . . . . . ... . . . . . . . . . wet 43.8 13 Medium dense to very dense, gray, clean fine . . . . . . • # . . . SAND; wet 14= 50 15= � . . . . : : ' : . . . . Medium stiff, gray, clayey SILT with scattered • • . ! organics; wet 16= 60.0 60 -- Very dense, gray, slightly gravelly, slightly silty . i fine to medium SAND; wet 17 � :�� : ; : : : : : : : . - • . . • . 70 19= 20= 80 scattered layers of peat and wood 21= 22= . . . . . . � : : : : : : ' 90.0 90 Loose, gray, silty fine SAND; wet • . . • . . . . . . . . . . . . 93.0 23= Stiff, brown, laminated SILT; moist 65.8 96.0 ! . . . . . . CONTINUED NEXT PAGE 24= : : . . . . . LEGEND 0 20 40 60 • % Water Content = 2" O.D. split spoon sample ® Impervious seal ZL 3" O.D. thin-wall sample Q Water Level Tooling Machine Foundation * Sample not recovered Piezometer screen Boeing 10-50 Complex t NOTE: PID readings taken on samples 1 - 4 were 0 ppm Renton, Washington Liquid Limit LOG OF BORING B-102 Natural Water Content Plastic Limit March 1993 W-6472-01 The stratification lines represent the approx.boundaries SHANNON & WILSON, INC. FIG. A-2 between soil types, and the transition may be gradual. Geotechnical and Environmental Consultants Sheet 1 of 2 SOIL DESCRIPTION LL c aj u- Standard Penetration Resistance a E CL ` o n (140 lb, weight, 30" drop) (D 1 A Blows per foot Surface Elevation: Approx. 26.0 Feet o rn 0 20 40 60 Dense, gray, fine sandy SILT and silty fine SAND with scattered organics; laminated; wet 104.0251 . A BOTTOM OF BORING COMPLETED 3-20-93 ; � 1 I C I C � I 0 j � I I I i I i ; 1 i E I 1 1 i I i i { { i f I I I I i i I i { t 1 I I I t ' I 1 f� I 1 1 1 LEGEND 0 20 40 60 • % Water Content = 2" O.D. split spoon sample ® Impervious seal ZL 3" O.D. thin-wall sample SZ Water Level Tooling Machine Foundation Sample not recovered Piezometer screen Boeing 10-50 Complex NOTE: PID readings taken on samples 1 - 4 were 0 ppm Renton, Washington ��— Liquid Limit LOG OF BORING B-102 Natural Water Content Plastic Limit March 1993 W-6472-01 The stratification lines represent the approx. boundaries SHANNON & WILSON, INC. FIG. A-2 between soil types, and the transition may be gradual. ceotechnical and Environmental Consultants Sheet 2 of 2 a a a k• IIplent 10fopmotion AIIut Yo providedGeolechnical Engineeping Repopt i Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes. Thefollowin information is Geotechnical Services Are Performed for • elevation,configuration, location, orientation,or weight of the Specific Purposes, Persons, and Projects proposed structure, Geotechnical engineers structure their services to meet the specific needs of • composition of the design team,or their clients.A geotechnical engineering study conducted for a civil engi- • project ownership. neer may not fulfill the needs of a construction contractor or even another civil engineer.Because each geotechnical engineering study is unique,each As a general rule,always inform your geotechnical engineer of project geotechnical engineering report is unique,prepared solelyfor the client.No changes--even minor ones—and request an assessment of their impact. one except you should rely on your geotechnical engineering report without Geolechnical engineers cannot accept responsibility or liability for problems first conferring with the geotechnical engineer who prepared it.And no one that occur because their reports do not consider developments of which not even you—should apply the report for any purpose or project they were not informed. except the one originally contemplated. Subsurface Conditions Can Change Read the Full Report A geotechnical engineering report is based on conditions that existed at Serious problems have occurred because those relying on a geotechnical the time the study was performed. Do not rely on a geotechnical engineer- engineering report did not read it all. Do not rely on an executive summary. ing reportwhose adequacy may have been affected by:the passage of Do not read selected elements only. 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- A Geotechnical Engineering Report Is Based on tions.Always contact the geotechnical engineer before applying the report A Unique Set of Project-Specific Factors to determine if it is still reliable.A minor amount of additional testing or Geotechnical engineers consider a number of unique,project-specific fac- analysis could prevent major problems. tors when establishing the scope of a study.Typical factors include:the client's goals,objectives,and risk management preferences;the general Most Geotechnical Findings Are Professional nature of the structure involved, its size,and configuration;the location of Opinions the structure on the site;and other planned or existing site improvements, Site exploration identifies subsurface conditions only at those points where such as access roads,parking lots,and underground utilities. Unless the subsurface tests are conducted or samples are taken.Geotechnical engi- geotechnical engineer who conducted the study specifically indicates oth- neers review field and laboratory data and then apply their professional erwise,do not rely on a geotechnical engineering report that was: judgment to render an opinion about subsurface conditions throughout the • not prepared for you, site.Actual subsurface conditions may differ—sometimes significantly— • not prepared for your project, from those indicated in your report.Retaining the geotechnical engineer • not prepared for the specific site explored,or who developed your report to provide construction observation is the • completed before important project changes were made. most effective method of managing the risks associated with unanticipated conditions. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: A Report's Recommendations Are Not Final • the function of the proposed structure,as when it's changed from a Do not overrely on the construction recommendations included in your parking garage to an office building,or from a light industrial plant report. Those recommendations are not final,because geotechnical engi- to a refrigerated warehouse, neers develop them principally from judgment and opinion.Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical have led to disappointments,claims,and disputes.To help reduce the risk engineer who developed your report cannot assume responsibility or of such outcomes,geotechnical engineers commonly include a variety of liability for the report's recommendations if that engineer does not perform explanatory provisions in their reports.Sometimes labeled"limitations" construction observation. many of these provisions indicate where geotechnical engineers'responsi- bilities begin and end,to help others recognize their own responsibilities A Geotechnical Engineering Report Is Subject to and risks.Read these provisions closely.Ask questions.Your geotechnical Misinterpretation engineer should respond fully and frankly. Other design team members'misinterpretation of geotechnical engineering reports has resulted in costly problems.Lower that risk by having your geo- Geoenvironmental Concerns Ape Not Coveped technical engineer confer with appropriate members of the design team after The equipment,techniques,and personnel used to perform a geoenviron- submitting the report.Also retain your geotechnical engineer to review perti- mental study differ significantly from those used to perform a geotechnical nent elements of the design team's plans and specifications.Contractors can study.For that reason,a geotechnical engineering report does not usually also misinterpret a geotechnical engineering report.Reduce that risk by relate any geoenvironmental findings,conclusions, or recommendations; having your geotechnical engineer participate in prebid and preconstruction e.g.,about the likelihood of encountering underground storage tanks or conferences,and by providing construction observation. regulated contaminants. Unanticipated environmental problems have led to numerous project failures.If you have not yet obtained your own geoen- Do Not Redraw the Engineer's Logs vironmental information,ask your geotechnical consultant for risk man- Geotechnical engineers prepare final boring and testing logs based upon agement guidance. Do not rely on an environmental report prepared for their interpretation of field logs and laboratory data.To prevent errors or someone else. omissions,the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Obtain Professional Assistance To Deal with Mold Only photographic or electronic reproduction is acceptable, but recognize Diverse strategies can be applied during building design,construction, that separating logs from the report can elevate risk operation,and maintenance to prevent significant amounts of mold from growing on indoor surfaces.To be effective,all such strategies should be Give Contractors a Complete Report and devised for the express purpose of mold prevention, integrated into a com- Gaidance prehensive plan,and executed with diligent oversight by a professional Some owners and design professionals mistakenly believe they can make mold prevention consultant.Because just a small amount of water or contractors liable for unanticipated subsurface conditions by limiting what moisture can lead to the development of severe mold infestations,a num- they provide for bid preparation.To help prevent costly problems,give con- ber of mold prevention strategies focus on keeping building surfaces dry. tractors the complete geotechnical engineering report,but preface it with a While groundwater,water infiltration,and similar issues may have been clearly written letter of transmittal.In that letter,advise contractors that the addressed as part of the geotechnical engineering study whose findings report was not prepared for purposes of bid development and that the are conveyed in-this report,the geotechnical engineer in charge of this report's accuracy is limited;encourage them to confer with the geotechnical project is not a mold prevention consultant; none of the services per- engineer who prepared the report(a modest fee may be required)and/or to formed in connection with the geotechnical engineer's study conduct additional study to obtain the specific types of information they were designed or conducted for the purpose of mold preven- need or prefer.A prebid conference can also be valuable.Be sure contrac- tion. Proper implementation of the recommendations conveyed tors have sufficient time to perform additional study.Only then might you in this report will not of itself he sufficient to prevent mold from be in a position to give contractors the best information available to you, growing in or on the structure involved. while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Rely, on Your ASFE-Member Geotechncial Engineer for Additional Assistance Read Responsibility Provisions Closely Membership in ASFE/The Best People on Earth exposes geotechnical Some clients,design professionals,and contractors do not recognize that engineers to a wide array of risk management techniques that can be of geotechnical engineering is far less exact than other engineering disci- genuine benefit for everyone involved with a construction project.Confer plines.This lack of understanding has created unrealistic expectations that with you ASFE-member geotechnical engineer for more information. ASFE The Best Peoole as Earth 8811 Colesville Road/Suite G106,Silver Spring,MD 20910 Telephone:301/565-2733 Facsimile:301/589-2017 e-mail:info@asfe.org www.asfe.org Copyright 2004 by ASFE,Inc.Duplication,reproduction,or copying of this document,in whole or in part,by any means whatsoever,is strictly prohibited,except with ASFE's specific written permission.Excerpting,quoting,or otherwise extracting wording from this document is permitted only with the express written permission of ASFE,and only for purposes of scholarly research or book review.Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report.Any other firm,individual,or other entity that so uses this document without being an ASFE member could be committing.negligent or intentional(fraudulent)misrepresentation. IIGER06045.OM