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HomeMy WebLinkAboutRS_Geotechnical_Report_160608_v1Geotechnical Engineering Services Energize Eastside Project Redmond to Renton, Washington for Puget Sound Energy June 8, 2016 Geotechnical Engineering Services Energize Eastside Project Redmond to Renton, Washington for Puget Sound Energy June 8, 2016 8410 154th Avenue NE Redmond, Washington 98052 425.861.6000 Table of Contents INTRODUCTION ......................................................................................................................................................... 1 PROJECT UNDERSTANDING .................................................................................................................................... 1 SCOPE OF SERVICES ............................................................................................................................................... 1 SITE DESCRIPTION ................................................................................................................................................... 3 Geologic Setting ................................................................................................................................................... 3 Surface Conditions............................................................................................................................................... 4 Segment A ..................................................................................................................................................... 4 Segment C ..................................................................................................................................................... 4 Segment E ..................................................................................................................................................... 5 Segment J ...................................................................................................................................................... 5 Segment M .................................................................................................................................................... 5 Segment N ..................................................................................................................................................... 5 Subsurface Explorations and Laboratory Testing .............................................................................................. 6 Field Explorations .......................................................................................................................................... 6 Laboratory Testing ........................................................................................................................................ 6 Previous Studies ........................................................................................................................................... 6 Subsurface Conditions ........................................................................................................................................ 6 Field Screening Results ................................................................................................................................ 8 Groundwater .................................................................................................................................................. 8 CONCLUSIONS AND RECOMMENDATIONS ............................................................................................................ 9 Seismic Design Considerations ........................................................................................................................ 10 2012 International Building Code Design Considerations ...................................................................... 10 Surface Fault Rupture ................................................................................................................................ 11 Liquefaction Potential ................................................................................................................................ 11 Lateral Spreading ....................................................................................................................................... 12 Drilled Shafts ..................................................................................................................................................... 13 Lateral Load Response .............................................................................................................................. 13 Axial Capacity ............................................................................................................................................. 13 Downdrag ................................................................................................................................................... 14 Corrosion Evaluation ......................................................................................................................................... 14 Construction Considerations ............................................................................................................................ 14 Temporary Construction Access ................................................................................................................ 15 Drilled Shaft Excavations ........................................................................................................................... 15 Direct Embedment Excavations ................................................................................................................ 16 Micropiles ................................................................................................................................................... 17 Casing Foundations ................................................................................................................................... 18 Access Road Fill Materials ......................................................................................................................... 18 Excavation Cut and Fill Slopes .................................................................................................................. 19 Erosion Control ........................................................................................................................................... 19 Considerations for BP/Olympic Pipelines ................................................................................................. 20 LIMITATIONS .......................................................................................................................................................... 21 REFERENCES ........................................................................................................................................................ 21 June 8, 2016 | Page i File No. 0186-871-05 Table of Contents (continued) LIST OF FIGURES Figure 1. Vicinity Map Figures 2 through 18. Site Plans APPENDICES Appendix A. Field Explorations Figure A-1 – Key to Exploration Logs Figures A-2 through A-41 – Log of Explorations Appendix B. Geotechnical Laboratory Testing Figures B-1 through B-12 – Sieve Analysis Results Figures B-13 and B-14 – Atterberg Limits Test Results Appendix C. Chemical Analytical Testing Program Appendix D. Previous Explorations Appendix E. Recommended Soil Parameters and LPILE Data Appendix F. Report Limitations and Guidelines for Use June 8, 2016 | Page ii File No. 0186-871-05 INTRODUCTION This report presents the results of our geotechnical engineering services for design of deep foundation support for the proposed Energize Eastside Transmission Line project located between Redmond and Renton in King County, Washington. The project includes upgrading the existing 115kV service to 230kV and replacing existing transmission poles with new pole poles. The general alignment of the transmission line is shown on the Vicinity Map, Figure 1. The alignment is shown in relation to surrounding physical features on the Site Plans, Figures 2 through 19. These services are a continuation of our involvement on the project. We previously completed a Geologic Hazards Evaluation and Preliminary Geotechnical Engineering Services study for the project that was summarized in our report dated December 19, 2014. In addition, we completed a soil characterization report for the pole yard located immediately south of the Lakeside substation, dated August 16, 2012. We have also previously completed geotechnical studies for Puget Sound Energy’s (PSE) Sammamish, Lakeside, Richards Creek (proposed), and Talbot substations. PROJECT UNDERSTANDING Our understanding of the project is based on conversations and meetings with representatives of PSE. At this time, the intended final route for the project has been selected and consists of Segments A, C, E, J, M, and N which follow existing PSE easements through Redmond, Bellevue, Newcastle, Renton and King County. The proposed 230 kv service will be supported on a series of new monopoles (poles). The project begins at the Sammamish substation and heads south along the existing easement, passing the Rosehill Substation in Redmond and the Lakeside substation in Bellevue, terminating at the Talbot substation in Renton. The project alignment will include a number of running-angle poles, and a few dead-angle poles, with the remaining poles being tangent poles. We understand the structural foundation design will be completed by Power Engineers using soil and other input parameters that we provide. The design loads had not been finalized at the time this report was prepared. Based on similar 230 kV projects we have recently completed for PSE, we anticipate that the preliminary downward axial loads on the pole foundations will be in the range of 10 to 50 kips, and that preliminary lateral loads on these foundations might range between 10 to 90 kips in shear, and between 600 and 7,000 kip-feet of applied bending moment. We understand that drilled shafts will likely be necessary for all angle and dead-end structures, but that direct embedment might be possible for some of the tangent poles where the loading is less. At this time the study was completed, final new pole locations had not yet been selected. Thus, the explorations were completed at locations selected by PSE and supplemented with additional boring locations recommended by GeoEngineers. One boring planned along a portion of Segment J (boring J4) had not yet been completed at the time this report was prepared. SCOPE OF SERVICES The purposes of our services were to: (1) complete subsurface explorations at selected locations along the proposed route, and (2) provide geotechnical engineering input to support design and construction of the June 8, 2016 | Page 1 File No. 0186-871-05 pole foundations for the proposed transmission line. Our specific scope of services included the following tasks: 1. Reviewing available published geologic data and our files for existing information on subsurface conditions in the vicinity of the proposed transmission line alignment. 2. Providing input as to the recommended boring locations and spacing. 3. Providing input as to access and clearing requirements for the proposed boring locations. Clearing was completed by PSE. 4. Preparing an exploration plan and job hazard analysis. We assessed access to complete borings as close to each proposed pole location as practical. We coordinated subcontracted drilling services to use drilling equipment suited for each location. 5. Coordinating location and clearance of existing utilities. We contacted the “One-Call Underground Utility Locate Service” prior to beginning explorations as required by Washington State law. We also arranged to have a private locator clear each location. We met with BP/Olympic Pipe Line Company (BP/Olympic) representatives prior to drilling and followed any BP safety requirements. 6. Exploring subsurface conditions along the alignment by completing 40 borings to depths of 38 to 71.5 feet, with most completed to depths of 50 to 60 feet. 7. Evaluating the presence of contaminates in the obtained soil samples by field screening for sheen and using a photoionization detector (PID) to evaluate the possible presence of volatile contaminates. 8. Performing laboratory tests on selected soil samples obtained from the explorations to evaluate pertinent engineering characteristics. This testing program included moisture content determinations, grain-size analyses, Atterberg limits, direct shear tests, and tests for resistivity and pH. 9. Characterizing the subsurface conditions encountered in the explorations, including depth and thickness of various soil units, index properties, strength parameters and corrosion potential. 10. Providing design recommendations for the selected foundation type(s) including tabulated axial capacities recommendations and LPILE input parameters to be used in the lateral foundation analyses and structural design. 11. Commenting on considerations for direct embedment techniques. We understand that others will likely evaluate whether direct embedment is appropriate after the loads are finalized. 12. Addressing seismic considerations including providing seismic design criteria consistent with the 2012 International Building Code (IBC) and our evaluation of the liquefaction and lateral spreading potential of site soils. 13. Providing recommendations for site preparation, access road construction and earthwork, as appropriate, including clearing and stripping, temporary and permanent cut and fill slopes, suitability of on-site soils for use as structural fill, criteria for imported fill, fill placement and compaction requirements, and wet weather considerations. 14. Providing a discussion of anticipated construction issues including drilling below the groundwater table, possible soft soils, boulders, cobbles, or other challenging soil or rock conditions. We also discuss options for drilling shafts near adjacent BP lines. June 8, 2016 | Page 2 File No. 0186-871-05 15. Attending meetings with PSE to develop the exploration plans and related logistics, reviewing the subsurface information obtained, and discussing foundation options for pole support. 16. Preparing a draft geotechnical report presenting our conclusions and recommendations along with supporting field and laboratory data and submitting the draft report to PSE and Power Engineers for review and comment. 17. Preparing a final version of the geotechnical report incorporating the review comments from PSE and Power Engineers. SITE DESCRIPTION Geologic Setting A more detailed description of geologic conditions is presented in our Geologic Hazards Evaluation and Preliminary Geotechnical Engineering Services report dated December 19, 2014. A summary is presented below. Our understanding of geology in the Energize Eastside project vicinity and along the potential PSE segments and routes is based on review of 1:100,000 scale geologic maps published by the DNR and on a review of geologic maps published by King County. The native soils in the vicinity of the site are the result of glacial and post glacial processes. The glacial deposits are derived from several regional glaciations. The most recent, the Fraser glaciation included three phases (stades) with the last phase, called the Vashon glaciation, occurring from about 13,500 to 15,000 years ago. Based on our review, surface geology along the project segments can be grouped into two primary categories: glacial and recent alluvial deposits. Bedrock is also present, but only across limited portions of the project segments. In general, segments in the northern part of the project area cross deposits of the most recent glacial period (Fraser age) and include glacial till (Qgt), advance continental glacial outwash (Qga(t)), and minor amounts of glacial drift (Qgu) and alluvium (Qa). Proposed segments in the central region of the project area cross similar deposits including glacial till (Qgt), continental and advance glacial outwash (Qga and Qgat), and minor exposures of alluvium (Qa), and isolated areas of Eocene nearshore sedimentary rocks (OEn). Segments in the southern region of the PSE project area also cross glacial till (Qgt), continental glacial outwash (Qgo), and lesser amounts of alluvium (Qa), and advance continental outwash (Qga), and pre-Fraser continental glacial drift and nonglacial deposits (Qgpc), and Eocne marine sedimentary rocks (OEm). Glacial till was deposited after being transported and dropped by a glacier, and typically consists of dense, unsorted and unstratified deposits of silt, clay, sand, gravel, cobbles, and occasional boulders. Glacial outwash consists of fluvially-deposited sediments sourced from the front of glaciers, and is typically comprised of poorly sorted, well rounded gravel with sand. Advance glacial outwash is outwash which was overridden by the advancing glacier; recessional outwash was deposited as the glaciers retreated. The peat deposits included on the map are the organic and organic-rich sediments deposited in closed depressions in and adjacent to wetlands. Alluvium typically consists of medium stiff or medium dense silt, sand, or gravel deposited through fluvial processes. Eocene units are comprised of bedrock and other deposits that were present prior to glacial activity in the area. June 8, 2016 | Page 3 File No. 0186-871-05 Surface Conditions In broad terms, the project alignment crosses mainly upland areas and small lowland areas, ravines and valleys, with the exception of the north end, which starts in a wetland area adjacent to the Sammamish substation, and the south end where the alignment crosses the Cedar River Valley. The majority of the alignment is within an existing PSE easement which typically consists of cleared areas with grass or existing residential yards, with some areas traversing developed properties. Geologic hazards along the alignment including mapped erosion, steep slope, landslide, seismic and volcanic hazards are addressed in our Geologic Hazards Evaluation and Preliminary Geotechnical Engineering Services report. This geotechnical report addresses liquefaction and lateral spreading potential. Based on elevations shown on Google Earth which uses the NAVD88 datum, elevations across the project range from a low of about Elevation 60 feet to a high of about Elevation 525 feet. Elevations shown on the boring logs were obtained from Google Earth and should be considered approximate. A summary of the surface conditions along each segment is summarized as follows: Segment A Segment A begins at the Sammamish substation in Redmond, heads south across a wetland for approximately 800 feet, west to the west edge of the wetland and up a moderate slope along a greenbelt for a distance of approximately 0.5 mile, then south for approximately 400 feet. The terrain along Segment A is relatively level from the substation to the west edge of the wetland where the ground surface slopes moderately upward to the upland area. After the turn to the south, the terrain slopes moderately to steeply downslope to the south into the Willows Creek drainage area, and then slopes upward steeply toward the top of another ridge for the last 50 to 100 feet of this segment. The portion of the segment from Sammamish substation to the turn to the west and the area about 250 feet to the west is an existing wetland which is vegetated with tall grass and scattered areas of shrubs and small trees. Portions of the wetland had surface water present at the time the explorations were completed. We understand that most of the wetland has surface water during the winter months. Across the remainder of this segment the vegetation mainly consists of grass, scotch broom and shrubs. Segment C Segment C begins at the southern terminus of Segment A in Redmond, and heads directly south to the south side of State Route (SR) 520 in Bellevue, for a total distance of approximately 3.7 miles. Segment C begins on the lower slope of the Willows Creek drainage then immediately heads steeply upslope to the south to the top of a ridge, then descends steeply to another ravine and upward onto relatively flat and developed upland terrain which extends from Redmond Way to the south side of SR 520. Terrain along the remainder of the segment remains mostly flat and gently sloping, passing in and out of developed residential and undeveloped areas, often following a narrow cleared path currently used by both PSE and BP/Olympic. Vegetation along Segment C mainly consists of grass, shrubs, blackberry bushes, landscaped backyards, and asphaltic concrete where crossing parking lots and streets. Conifer and deciduous trees are present along the edges of the current transmission line corridor. June 8, 2016 | Page 4 File No. 0186-871-05 Segment E Segment E begins in Bellevue just south of SR 520 and heads directly south to the Lakeside substation, for a total of about 3 miles. Segment C begins in a developed commercial portion of Bellevue and continues south of Bel-Red Road through residential areas and the Bellevue Golf Course to the south, continues along a green belt and more residential areas to terminate at Lakeside substation. The alignment is relatively level except where crossing the Lake Hills Connector, which is depressed relative to the adjacent hillsides, then descends gradually in elevation to the substation. Surface conditions along Segment E vary from asphaltic concrete where in parking lots of developed areas and streets, to grass, shrubs, and blackberry bushes, to landscaped backyards and areas along the golf course. A pedestrian gravel trail follows most of the alignment through the green belt areas south of the golf course. Segment J Segment J begins at the Lakeside substation, follows the existing transmission line corridor south to SE Newport Way, then southwest to the intersection with Coal Creek Parkway SE just south of Forest Drive SE, for a total of approximately 2.4 miles. Topographically, the alignment climbs moderately to the south from the substation to SE Eastgate Way, crosses the I-90 corridor where it is relatively level through the Eastgate neighborhoods, then climbs up along the west slope of Somerset hill and then descends downward to the Coal Creek drainage basin, terminating near Coal Creek Parkway. Surface conditions along Segment J vary from a wetland with tall grass between the Lakeside substation and PSE’s pole yard situated about 300 feet to the south, gravel surfaced areas at the pole yard and another construction yard north of SE Eastgate Way, to grass and shrubs along undeveloped cleared portions of the easement, to landscaped backyards, to asphaltic concrete across parking lots, streets and interstates. Segment M Segment M begins at the south end of Segment J by Coal Creek Parkway SE, continues southwest and west through Newcastle, continues south through the east portion of Renton, and terminates in the Renton Highland area near the north valley wall of the Cedar River Valley. Segment M covers a total distance of about 5.3 miles. Topographically, the alignment traverses the east side of Newport Hills, and ascends hills and descends into valleys or lower lying areas and has long stretches of relatively level terrain south of NE 23rd Place in Renton. North of NE Sunset Boulevard, the easement mainly crosses residential areas and open space. South of NE Sunset Boulevard, the easement crosses a combination of residential and commercial properties. Surface conditions along Segment M vary from grass, shrubs, blackberry bushes, and landscaped backyards to asphaltic concrete where crossing parking lots and streets. Segment N Segment N begins in the Renton Highland area at the end of Segment M, just south of SE 3rd Street. The segment heads southeast across the Cedar River valley, up the valley wall to the vicinity of SE 8th Street and Harrington Place SE, then turns west to the Talbot Hill substation, for a total of about 1.3 miles. June 8, 2016 | Page 5 File No. 0186-871-05 Topographically, the alignment is relatively level except for where it crosses the Cedar River Valley, which is about 200 to 300 feet lower in elevation that the upland areas to the north and south. Most of this segment crosses green belt or undeveloped areas, with the exception of a condominium development along the south side of the valley. The segment terminates in the Talbot substation. Subsurface Explorations and Laboratory Testing Field Explorations The subsurface conditions along Segments A, C, E, J, M, and N were explored by drilling 40 borings completed between August 18 and September 9, 2015. In addition, we reviewed available published geologic maps and subsurface exploration logs completed by GeoEngineers and others for previous projects near the alignment. The borings were completed to depths of 38 to 71.5 feet using equipment under subcontract to GeoEngineers. Details of our exploration program, including boring logs and sampling methods are included in Appendix A. We installed monitoring wells in several of the borings to allow for subsequent measurements of groundwater levels following drilling. The monitoring wells are the property of PSE. The wells should be decommissioned by a licensed well driller in accordance with Chapter 173-160 of the Washington Administrative Code (WAC) when they are no longer needed for data collection. Alternatively, the wells could be kept intact for use during project bidding and then be decommissioned under the construction contract. Laboratory Testing Soil samples were obtained during drilling and taken to our Redmond geotechnical laboratory for further evaluation and testing. Selected samples were tested for moisture content, percent fines content (particles passing the U.S. No. 200 sieve), grain size distribution, plasticity characteristics (Atterberg limits), strength parameters using the direct shear test (completed by another lab under subcontract to GeoEngineers), and corrosivity tests. Appendix B presents a discussion of the laboratory testing procedures and test results. Previous Studies We reviewed the logs of explorations completed as part of previous studies for the Sammamish, Lakeside, Richards Creek, and Talbot substations. The location of borings in the vicinity of the project limits are shown on the site plans and the exploration logs are presented in Appendix D. Subsurface Conditions Subsurface conditions encountered in our recent explorations along the alignment are consistent with published geologic information and with previous explorations we and others have completed for nearby projects. In general, the subsurface conditions encountered across most of the project limits consist of glacially consolidated deposits, mainly very dense glacial till and advance outwash. Many areas encountered surficial deposits of recessional outwash, alluvium, or fill overlying the glacially consolidated deposits. The soil conditions have been divided into four generalized profiles as follows: June 8, 2016 | Page 6 File No. 0186-871-05 Soil Profile 1 Soil profile 1 consists of 15 feet of alluvial or outwash deposits consisting of loose to medium dense sand with occasional layers of medium stiff silt, underlain to a depth of about 45 feet by medium dense alluvial or outwash deposits consisting of sand with variable amounts of silt, which in turn is underlain by glacially consolidated deposits. This soil profile was only encountered in the wetland area along the northern portion of Segment A. Soil Profile 2 Soil profile 2 consists of about 5 to 10 feet of weathered glacial till underlain by very dense glacial till and advance outwash. Some of the borings with this soil profile were terminated in the glacial till, while others advanced through the glacial till and terminated in the underlying advance outwash. The till typically consists of dense to very dense silty sand with gravel and cobbles and silty gravel with sand and cobbles. The advance outwash varied from very dense sand with varying amounts of silt to very stiff to hard silt with varying amounts of sand. Occasionally the advance outwash consisted of very dense gravels with varying amounts of silt. Our borings encountered some boulders within the till. Rough and hard drilling typically occurred in the till because of the presence of the density of the till and the presence of cobbles and boulders, and drilling progress was very slow in several instances (see boring logs for notes on the depths at which rough and hard drilling, and slow drilling progress occurred). Soil profile 2 was encountered along portions of Segment A, most of Segment C and M, and portions of Segment J. Soil Profile 3 Soil profile 3 is similar to soil profile 2 but consists of a thicker upper zone of weathered glacial deposits, recessional outwash, alluvium or fill extending to a depth of 10 to 15 feet overlying glacially consolidated deposits. The upper soils typically consist of medium dense silty sand or stiff to very stiff silt or clay. Soil profile 3 was encountered along most of Segment E, along the south end of Segment N, and at isolated areas along the other segments. Soil Profile 4 At the north end of Segment J, soil profile 4 consists of about 5 to 10 feet of dense fill (in the pole yard) or loose recessional sand (in the wetland area between the Lakeside substation and the pole yard). This upper zone is underlain by loose to medium dense recessional sand and gravel. The depth of the recessional deposits varies significantly, from a depth of about 15 feet at boring J1 to more than 35 feet across portions of the pole yard. Based on boring J1, the recessional deposits are underlain by glacial till. For the middle portion of Segment N, soil profile 4 consists of about 20 to 35 feet of recessional deposits overlying ice-contact deposits. The recessional deposits varied from loose to medium dense sand to medium dense gravel. Boring N4 encountered gravel which was difficult to drill and pushed the auger out of alignment. The ice contact deposits vary from very stiff silt to medium dense sand and extended to a depth of 60 feet in boring N3. Table 1 below summarizes each segment and the soil profile encountered, along with additional subsurface and groundwater information. June 8, 2016 | Page 7 File No. 0186-871-05 TABLE 1. SUMMARY OF SUBSURFACE CONDITIONS Segment Area Soil Profile Approximate Depth to Dense Soils (feet) A Center portion of wetland by borings A1 and A3 1 40 to 50 A West side of Sammamish substation extending to the south in line with boring A2 3 15 to 20 A Remainder of segment 2 5 C Entire Segment except between Old Redmond Road and NE 50th Street 2 5 C Between Old Redmond Road and NE 50th Street 3 15 E Entire Segment 3 15 J From Lakeside substation to about 1,000 to the south 4 15 to 40? J From area described above to SE Newport Way 3 15 to 20 J SE Newport Way to Forest Drive 21 5 to 10 J South of Forest Drive 3 15 to 25 M Coal Creek Parkway to Newcastle Way 2 5 M Newcastle Way to SE 95th Way 32 10 M SE 95th Way to NE 17th Place 2 5 M NE 17th Place to south end of segment 3 10 to 15 N North end to north side of Cedar Valley Slope 2 5 to 10 N South side of Cedar Valley Slope to Beacon Way South 43 35 to 60? N Beacon Way South to end of segment (Talbot substation) 3 5 to 15 Notes: 1 Outcrops of Bedrock might be encountered at isolated portions of this section. Boring J4 not yet completed. 2 Outcrops of weathered bedrock might be encountered between SE 80th Way to south of SE 84th Street. 3 Recommend completing another boring between borings N4 and N5 to verify subsurface conditions between boring N4 and Beacon Way South. Field Screening Results The soil samples in the upper 15 feet of each boring were field screened for indications of evidence of petroleum hydrocarbons using visual and water sheen screening. Screening of two samples from borings N-1 and N-2 detected a slight to moderate sheen. One sample from boring N1 (previously label as B-10) was sent to a laboratory for analyses of hydrocarbons. The result was “Not Detected.” None of the other screened samples detected any sheen. The results of the analytical testing are presented in Appendix C. Groundwater Groundwater level observations were made during drilling and measured subsequent to drilling in monitoring wells installed in borings A2, C3, C4, J1, M3, M8, M10, and N6. Groundwater seepage was encountered during drilling in about one-third of the borings at depths ranging from about 14 to 55 feet. Some of the observed groundwater seepage is attributable to zones of perched water within or on top of the glacial till or weathered bedrock. June 8, 2016 | Page 8 File No. 0186-871-05 We measured groundwater levels in the monitoring wells on September 16, 2015 and February 9, 2016. Table 2 below summarizes the measured groundwater depths and estimated elevations. We expect that the presence of groundwater seepage and groundwater levels within the glacial till will fluctuate seasonally and will change due to precipitation. Groundwater encountered or present within deeper advance outwash deposits may not fluctuate significantly. Across the two wetland areas (south of the Sammamish substation and between the Lakeside substation and the pole yard) we anticipate that groundwater is at or near the ground surface during much of the year. TABLE 2. GROUNDWATER LEVEL MONITORING DATA Monitoring Well No. Groundwater Depth1/Elevation (feet) September 16, 2015 Groundwater Depth1/Elevation (feet) February 9, 2016 A2 20/55 16/59 C3 Not encountered Not Encountered C4 38/403 35/406 J1 0 (at surface)/92 0 (at surface)/92 M3 31/379 30/381 M8 Not encountered 46/399 M10 Not encountered 49/324 N6 56/384 54/386 Notes: 1 Groundwater depths are measured from ground surface. Groundwater elevations are relative to estimated ground surface elevations based on Google Earth (NAVD88). CONCLUSIONS AND RECOMMENDATIONS A majority of the alignment is underlain by glacially consolidated deposits. In our opinion, foundation support for the poles may be provided using conventional drilled shafts or direct embedment, where appropriate. Excavation for both drilled shafts and direct embedment will need to address the presence of cobbles and boulders in the glacial soils, drilling in very dense deposits, zones of groundwater seepage, the presence of groundwater and the potential for caving or sloughing soils. Portions of the alignment are underlain by weathered or unweathered bedrock. The boring in Somerset, where bedrock may be present, has not yet been completed. Explorations completed by others north of Forest Drive in the Somerset area encountered areas of bedrock near the existing alignment. Another boring completed by others near the Somerset Recreation Club encountered glacial till, although the boring did not extend very deep. Therefore, in the Somerset area we anticipate that some pole foundation excavations might encounter bedrock. Weathered bedrock was encountered in boring M4 in the Olympus neighborhood in Newcastle. This material was drillable with the drilling equipment used for the explorations to the depth explored. The central portion of the wetland area in Segment A contains a high groundwater table and 10 to 15 feet of loose alluvial deposits underlain by medium dense sand to depths of 40 to 45 feet. Recessional outwash consisting of course gravel was encountered along the portion of Segment N immediately south of the June 8, 2016 | Page 9 File No. 0186-871-05 Cedar River valley. Drilling through these deposits will likely require casing to control caving and sloughing. Casing will also likely be necessary for the upper portion of deposits encountered across the north portion of Segment J, and where shafts are located close to existing BP/Olympic pipelines. Casing may be required in other areas where the surficial soils are loose. We do not recommend using direct embedment in these areas. The following sections of this report present our recommendations for drilled shafts, and micropiles, and considerations for direct embedment foundations. Our report does not include recommendations for design and construction of helical piers, as these are typically completed by the supplier/contractor, if selected for pole support. Seismic Design Considerations The project alignment is located in western Washington, which is seismically active. Seismicity in this region is attributed primarily to the interaction between the Pacific, Juan de Fuca and North American plates. The Juan de Fuca plate is subducting beneath the North American plate at the Cascadia Subduction Zone (CSZ). This activity produces both intercrustal (between plates) and intracrustal (within a plate) earthquakes. Research is ongoing regarding large magnitude CSZ-related intercrustal earthquake activity along the Washington and Oregon coasts. Geologists are reporting evidence that suggests several large magnitude earthquakes (magnitude 8 to 9) have occurred along the CSZ in the last 1,500 years, the most recent of which occurred in January 1700. Five large subduction zone earthquakes have been observed globally since 1960: (1) in 1960, a magnitude 9.5 earthquake occurred in Chile; (2) in 1964, a magnitude 9.2 earthquake occurred in Alaska; (3) in 2006, a magnitude 9.2 earthquake occurred in Indonesia; and (4) in 2010 a magnitude 8.8 earthquake occurred off the coast of Chile; and (5) in 2011 a magnitude 9.0 occurred in Japan. No documented earthquakes of this magnitude have occurred along the CSZ during the recorded history of the Pacific Northwest. Hundreds of smaller intracrustal earthquakes have been recorded in western Washington. Four of the most recent significant intracrustal earthquakes were: (1) a magnitude 7.2 earthquake that occurred in 1946 in the Vancouver Island, British Columbia area; (2) a magnitude 7.1 earthquake that occurred in 1949 in the Olympia area; (3) a magnitude 6.5 earthquake that occurred in 1965 between Seattle and Tacoma; and (4) a magnitude 6.8 earthquake that occurred on February 28, 2001 at Nisqually near Olympia. 2012 International Building Code Design Considerations Seismic parameters vary slightly between the north and south ends of the project. Seismic parameters also vary depending on the soil conditions present. Most of the site soils may be characterized as Site Class C, with the exception of a few areas where site class D is appropriate. We recommend the 2012 IBC parameters for short period spectral response acceleration (SS), 1-second period spectral response acceleration (S1), and Seismic Coefficients FA and FV presented in Table 3. June 8, 2016 | Page 10 File No. 0186-871-05 TABLE 3. IBC SEISMIC PARAMETERS Notes: 1Extent of site class D in the vicinity of M11 to be finalized when final design segments are available. The spectral Response values are based on the 2008 USGS Seismic Hazard Maps available at http://geohazards.usgs.gov/deaggint/2008.php. Surface Fault Rupture A portion of the alignment immediately north and south of I-90, is mapped within the Seattle Fault Zone, which is thought to have a recurrence interval on the order of 1,000 years. However, based on the long recurrence interval of the fault, it is our opinion there is a low risk of fault rupture over the design life of the poles. The remainder of the alignment is sufficiently distant from the Seattle fault and overlain with a substantial thickness of glacial sediments such that we conclude that the potential for surface fault rupture is remote. Liquefaction Potential Liquefaction refers to a condition where vibration or shaking of the ground, usually during earthquakes, causes development of excess pore water pressures in saturated soils and subsequent loss of strength in a soil unit so affected. In general, soils that are susceptible to liquefaction include loose to medium dense sand to silty sand and soft to stiff sandy silt, which are below the groundwater level. Most of the soils along the alignment are typically in a dense to very dense condition, and/or are above the anticipated normal groundwater level and are not considered liquefiable. The portions of the alignment Segment Extent Site Class Spectral Response Acceleration (percent g) Seismic Coefficient Peak Ground Acceleration, PGAm (percent g) SS S1 FA FV A Wetlands Area D 125.6 48.2 1.0 1.5 51.7 A Remainder C 125.6 48.2 1.0 1.3 51.7 C All C 126.5 48.5 1.0 1.3 51.5 E SE 5th Street to Lake Hills Connector Road D 131.7 50.6 1.0 1.5 54.0 E Remainder C 130.1 50.0 1.0 1.3 54.0 J Northern 1,000 feet D 134.7 51.6 1.0 1.5 56.9 J Remainder C 137.4 52.6 1.0 1.3 57.9 M North of SE 88th Street C 141.5 53.8 1.0 1.3 59.1 M South of SE 88th Street C 142.3 53.6 1.0 1.3 60.6 M In the vicinity of boring M111 D 141.4 53.0 1.0 1.5 60.6 N North Side of Maple Valley Highway C 141.3 52.8 1.0 1.3 58.5 N South Side of Maple Valley Highway to Talbot substation D 140.8 52.6 1.0 1.5 58.0 N Talbot substation area C 140.8 52.6 1.0 1.3 58.0 June 8, 2016 | Page 11 File No. 0186-871-05 which have liquefiable soils include the upper 10 to 50 feet across the Redmond wetland, and the small area between the Lakeside substation and the south side of the pole yard. We evaluated the liquefaction potential of the site soils based on the information from the borings using the Simplified Procedure (Youd and Idriss, 2001). The Simplified Procedure is based on comparing the cyclic resistance ratio (CRR) of a soil layer (the cyclic shear stress required to cause liquefaction) to the cyclic stress ratio (CSR) induced by an earthquake. The factor of safety against liquefaction is determined by dividing the CRR by the CSR. Liquefaction hazards, including settlement and related effects, were evaluated when the factor of safety against liquefaction was calculated as less than 1.0. Estimated ground settlement resulting from earthquake-induced liquefaction was analyzed using empirical procedures by Tokimatsu and Seed (1987) that relate settlement to the boring data. Liquefaction potential of the site soils was evaluated using the peak ground acceleration listed in the table above. Estimated ground settlement resulting from earthquake-induced liquefaction was analyzed using empirical procedures by Tokimatsu and Seed (1987) that relate settlement to the boring data. Liquefaction potential of the site soils was evaluated using the peak ground acceleration listed in the table above. Analysis of the boring data indicates that there is a potential for liquefaction within the saturated alluvium encountered in the wetland area of Segment A and the north portion of Segment J from the Lakeside substation to the southern extent of the pole yard. We estimate that the factor of safety is less than 1 during the design-level earthquake for the loose to medium dense alluvial/recessional deposits encountered in these areas. For the wetland portion of Segment A, the depth of liquefiable deposits varies from about 15 feet on the west edge of the wetland to about 50 to 60 feet across the center of the wetland. For this area, liquefaction-induced ground settlement of the potentially liquefiable zones is estimated to be on the order of 2 to 4 inches along the west edge and up to 6 to 8 inches in the center of the wetland. For the north portion of Segment J across the small wetland and the pole yard (which encompasses the area of the proposed Richards Creek substation), the depth of liquefiable deposits varies from about 10 to 30 feet, based on boring J1 and on the borings completed for the proposed Richards Creek substation. For this area, liquefaction-induced ground settlement of the potentially liquefiable zones is estimated to be on the order of 1 to 4 inches for a design-level earthquake. Lesser amounts of settlement from liquefaction could be experienced after an earthquake with a magnitude less than the design-level earthquake. The magnitude of liquefaction-induced ground settlement will vary as a function of the characteristics of the earthquake (earthquake magnitude, location, duration and intensity) and the soil and groundwater conditions. Our recommended soil input parameters for lateral load design included in Appendix E consider the effects of liquefaction through the application of p-multipliers for LPILE parameters. Lateral Spreading Lateral spreading involves lateral displacements of large volumes of liquefied soil. Lateral spreading can occur on near-level-ground as blocks of surface soils are displaced toward a nearby slope or free-face such as a riverbank by movement of the underlying liquefied soil. Flow failures occur when soil liquefies and flows by gravity without further seismic input. Lateral spreading also occurs as blocks of surface soils are displaced toward a nearby slope or free-face such as a nearby waterfront or stream bank by movement of the underlying liquefied soil. June 8, 2016 | Page 12 File No. 0186-871-05 Due to the distance to the Sammamish River and the relatively flat grade, it is our opinion the risk of lateral spreading is low for the wetland portion of Segment A. For the north portion of Segment J in the vicinity of the proposed Richards Creek substation, in our study for that substation we concluded that there is a risk for lateral spreading along the west edge where the topography slopes downward to the west. We should reevaluate the risk to the proposed poles in this area once their final location has been determined. Drilled Shafts Based on recent 230 kV projects we have completed for PSE, we anticipate that the preliminary downward axial loads on the pole foundations will be in the range of 10 to 50 kips. The lateral loads on these foundations typically range between 10 and 90 kips of shear force, and between 600 kip-feet and 7,000 kip-feet of applied bending moment. We also understand the foundations will be roughly 6 to 8 feet in diameter and embedded to depths of typically at least 40 feet, although some of the tangent pole foundations might only require embedment depths as shallow as 15 to 20 feet. For the pole foundation design, the depth of embedment is typically governed by lateral loading conditions. Where liquefiable deposits are present, we recommend that foundations extend below the loose to medium dense liquefiable deposits into underlying dense, non-liquefiable soils. Lateral Load Response Lateral load design and analysis will be performed by the project structural engineer, Power Engineers. Soil input parameters for the LPILE program are provided in Appendix E. We also provide p-multipliers for strength loss under seismic loading conditions based on Brandenberg, et al (2007) for foundations where liquefiable deposits are present. As mentioned above, the foundations for poles near the proposed Richards Creek substation could be subjected to additional lateral loads imposed by lateral spreading resulting from the design earthquake, depending on the location of the poles relative to the slope to the west. We recommend that we reevaluate the potential impacts once the location of the poles in this area has been finalized. Axial Capacity The applied axial loads on the pole foundations are generally very small in comparison to the applied overturning moments resulting from the tension in the wires along with ice and wind loads. The axial capacity of the foundations will be developed primarily from friction in the dense glacially consolidated soils. The results of our analyses of axial capacities for drilled shafts are presented in Table 4. These allowable capacities include a factor of safety of about 2 for skin friction and about 3 for end bearing. TABLE 4. AXIAL CAPACITY OF DRILLED SHAFTS Soil Profile Diameter (feet) Minimum Embedment1 (feet) Allowable End Bearing (ksf) Allowable Skin Friction2, 3 (kips/ft) 1 6 25 or 10 feet into dense deposits 15 5 8 30 or 10 feet into dense deposits 28 9 2 6 25 50 12 8 30 80 20 June 8, 2016 | Page 13 File No. 0186-871-05 Soil Profile Diameter (feet) Minimum Embedment1 (feet) Allowable End Bearing (ksf) Allowable Skin Friction2, 3 (kips/ft) 3 6 25 45 10 8 30 80 18 4 6 40 28 15 8 40 28 23 Notes: 1 Might need to extend deeper where liquefiable deposits present (soil profile 1 and soil profile 4 for north end of Segment J). 2 Presented skin friction is averaged from the ground surface to the minimum embedment. 3 Recommend excluding skin friction through liquefiable layers. See discussion in the Liquefaction Potential section of this report. ksf – kips per square foot The subsurface conditions vary across the north end of Segment J (proposed Richards Creek substation area). We recommend that we reevaluate the axial capacity of the pole foundations once the final locations are selected. The total allowable downward capacity of the pole foundations is based on the strength of the supporting soils and interaction between the foundation and the soil. The structural characteristics of the pole foundation materials and other structural considerations may impose more stringent limitations and should be evaluated by the structural engineer. Foundation settlement is anticipated to be less than ½ inch and essentially elastic in nature; we expect they will occur as axial loads are applied. Downdrag Liquefaction-induced settlement could also apply a downdrag force on these foundations. The downdrag force is a function of the liquefiable soils (thickness and density) and foundation diameter. We estimate the downdrag forces could be on the order of 100 to 200 kips for pole foundation diameters of about 6 to 8 feet for profiles 1 and 4 across the north end of Segment J and should be considered when estimating the axial capacity of the foundations where liquefiable soils are present. We recommend that we reevaluate potential downdrag effects once the pole locations are finalized. Corrosion Evaluation GeoEngineers completed limited laboratory testing on soil samples along the alignment to evaluate factors related to corrosion, as described in Appendix B. The test results indicate that all of the samples tested had a resistivity greater than 6,000 ohm-centimeters and pH greater than 6.4. These values indicate a low to moderate potential for corrosion. GeoEngineers does not provide corrosion engineering services and if further evaluation of corrosion is required, we recommend engaging a corrosion engineer. Construction Considerations The project alignment presents several potential difficulties for construction activities posed by surface and subsurface conditions, including temporary access, existing overhead power lines, the presence of the BP/Olympic natural gas pipelines and other utilities, very dense glacial till, occurrence of cobbles, boulders and logs in the subsurface deposits, and groundwater. Access will also be difficult in places due to steep slopes or the presence of residential and commercial buildings. Access through the wetlands should be limited to reduce the potential impacts to wetland areas and should be conducted in accordance with regulatory permits approved for the project. June 8, 2016 | Page 14 File No. 0186-871-05 We anticipate that drilled shafts will be used for a majority of the poles, although direct embedment might be used for tangent poles in some areas. In the wetland portion of Segment A, options which might be appropriate to consider to reduce impacts to the wetland include micropiles or helical anchors. These options have not been discussed with the design team but general guidelines are presented in this section of the report for micropiles. Micropiles might also be required if bedrock is encountered at portions of the alignment in Segment J in the Somerset area. These and other construction considerations are discussed in the following sections. Temporary Construction Access We anticipate earthwork activities will be related primarily to temporary construction access and support and not a significant part of permanent structures. Access conditions vary significantly along the alignment, with some areas accessible by existing paved parking lots or roads, some accessible by existing dirt roads in cleared right-of-way (ROW), to ROW which will require additional clearing, to ROW which traverses slopes and will require some localized grading to create level surfaces for equipment and for staging areas may require grading for access, to ROW with nearby residential or commercial properties which will limit access. The recessional and glacial till soils may be used for construction of temporary access roads if this work takes place during the normally dry months of the year. In wet weather, it may be necessary to use imported sand and gravel or quarry spalls to construct these roads (see discussion below under Fill Materials). In general, most of the near-surface soils along most of the segments will likely provide adequate support for construction equipment. Soft, loose and/or wet areas are present across the wetland in Segment A, where Segment A traverses Willow Creek drainage, and the small wetland area between Lakeside substation and the pole yard; these areas will not provide adequate support for construction equipment. Access through or around wetlands should be limited to reduce the potential impacts and should be conducted in accordance with regulatory requirements and permits approved for the project. We expect that staging areas will include placement of timber mats to protect the native soils and vegetation and that all temporary works will be removed and the areas mitigated prior to project completion. The particular requirements of temporary access roads and staging areas will depend on the construction equipment selected. We anticipate that construction work pads at the pole locations, access routes and staging areas will be removed and mitigated prior to project completion. Drilled Shaft Excavations We recommend the contractor submit a detailed drilled shaft installation plan describing casing and drilled shaft construction methods for review and comment by the engineer before construction. A similar plan should also be submitted for drilled holes for direct embedment pole foundation installation including both uncased and temporary casing methods. The submittal should include a narrative describing the contractor’s understanding of the anticipated subsurface conditions, the overall construction sequence, access to the pole locations, and the proposed pole foundation installation equipment. Cobbles and boulders and difficult drilling were encountered at many of the locations explored. One of the drillers wore out a total of five drill bits and sheared a bolt to completing a boring in the dense glacial till. June 8, 2016 | Page 15 File No. 0186-871-05 The selected foundation contractor should be prepared to deal with cobbles and boulders and very dense soils during drilled shaft construction. Based on the subsurface conditions encountered in our explorations, we anticipate that some caving could occur, especially within the upper 5 to 15 feet where weathered or less dense deposits or fill are present and that casing for at least a portion of the hole may be needed. Casing will also likely be required where gravel deposits are present, mainly along a portion of Segment N. Once the design bottom elevation of the shafts is reached, the bottom of the drilled holes should be cleaned of loose or disturbed soil before placing concrete. Loose, disturbed soils left in the bottom of shaft foundation excavations may result in additional settlement. We encountered heaving conditions in several of the borings within the advance outwash deposits. Heaving could also occur if the bottoms of the holes encounter artesian groundwater. Drilling fluids may be required to control heave of the excavation base before placing grout if groundwater is encountered during drilling. If drilled shafts are used where groundwater is present, we recommend that the concrete for drilled shafts be placed using the tremie method. Temporary casing should be pulled back as the shaft concrete is poured from the bottom up. Care should be taken to ensure a positive head of concrete is maintained at all times above the bottom of the temporary casing during casing removal. We recommend that a positive concrete head of at least 5 feet be maintained inside the casing during removal. Because of the methods used to install drilled shafts, no direct information regarding the capacity (e.g., driving resistance data) is obtained. It is, therefore, our recommendation that we monitor the installation of the drilled shafts. This will allow us to observe and confirm that soil conditions are as anticipated and that the shafts are installed in accordance with our recommendations and project plans and specifications, or to document variations in the field if necessary, and to provide consultation as required should conditions vary from those anticipated. Direct Embedment Excavations We recommend that direct embedment only be considered where the bottom of the excavation will be in dense to very dense glacial till or advance outwash. Where the upper soils consist of loose to medium dense deposits, or where cobble and boulders are encountered, we anticipate that casing will be necessary. Casing will also likely be required if foundations are constructed close to existing BP/Olympic pipelines or other underground utilities. Similar to the drilled shafts, we recommend the contractor submit a detailed direct embedment pole installation plan describing including both uncased and temporary casing methods. Direct embedment poles can be backfilled with a variety of materials, including crushed rock, controlled density fill (CDF), or normal strength concrete. We recommend the crushed rock, if used, consist of 1¼-inch minus material conforming to Crushed Surfacing Base Course, Section 9-03.9(3) of the 2014 Washington State Department of Transportation (WSDOT) Standard Specifications for Road, Bridge and Municipal Construction. The placement of the backfill will need to be carefully coordinated with removal of temporary casing so that the potential for creating voids around the embedded portion of the poles is reduced. The backfill should be placed evenly around the pole and compacted to the extent possible with mechanical or hand operated June 8, 2016 | Page 16 File No. 0186-871-05 equipment. Depending on the groundwater level in the drilled hole, it may be necessary to place CDF or normal concrete using the tremie method. Micropiles Micropiles are small- to moderate-diameter (typically less than 12 inches) drilled piles. Micropiles are constructed by drilling a hole with a permanent casing, placing reinforcement, grouting the hole, and then removing the portion of the casing within the load-bearing soils. The grouting operations impact micropile capacity. Micropiles installed by gravity grouting have lower capacities, and micropiles installed by pressure grouting or post-grouting (two-stage grouting process) have higher capacities. Mircropiles might be appropriate in the central portion of the Segment A wetland to reduce impacts to the wetland, or where bedrock is encountered preventing the installation of drilled shafts. The size of the micropiles will depend on the capacities required. For cased, pressure-grouted micropiles, we anticipate that an allowable bond stress 2 to 4 kips per square foot (ksf) of pile may be developed within the glacially consolidated soils, and about half that in the upper non-consolidated soils. Therefore, a 50-foot-long micropile which extends into the glacially consolidated soils 15 feet will have an allowable micropile capacity on the order of 80 to 200 kips, depending on the diameter of the micropile and grouting techniques used. Capacities for micropiles into bedrock would likely be higher, most likely on the order of five to 10 times higher than that for glacial till. Higher anchorage capacity values may be developed using post-grouting installation techniques. However, the final design capacities for the micropiles should be determined by a specialty contractor installing the foundation elements. The specialty contractor should be given the opportunity to use higher anchorage capacities by conducting load tests (discussed below) prior to the start of installation of the production micropiles. Micropile capacities can be better defined once loading information is available. We recommend the contractor submit a detailed micropile installation plan for review by the engineer before construction. The submittal should include a narrative describing the contractor’s understanding of the anticipated surface conditions, the overall construction sequence, access to the pole location and proposed micropile installation equipment. Once the design tip elevation for the micropile is established, the bottom of the drilled hole should be cleaned of loose or disturbed soil before placing grout. Care must be taken to ensure a positive head of concrete is maintained at all times above the bottom of the temporary casing during removal of the casing. We recommend a minimum 5-foot head of grout be maintained inside the casing during removal. Because of the methods used to install micropiles, no direct information regarding the capacity (e.g., driving resistance data) is obtained. It is, therefore, our recommendation that we monitor the installation of the micropiles. This will allow us to observe and confirm that soil conditions are as anticipated and that the micropiles are installed in accordance with our recommendations, or to document variations in the field if necessary, and to provide consultation as required should conditions vary from those anticipated. We recommend axial capacity of installed micropiles be confirmed through a testing program. The testing program should be designed to demonstrate that the required axial resistance is achieved. The Federal Highway Administration (FHWA) publication No. FHWA-SA-97-070, dated June 2000 provides guidelines for development of a load test program. We recommend this publication be consulted for development of the load testing program. A minimum of two micropiles at each pole location should be tested. These may be June 8, 2016 | Page 17 File No. 0186-871-05 production piles provided they meet the performance requirements of the testing program. The testing should occur prior to proceeding with installation of additional micropiles to confirm the design capacities. If the micropiles are used for developing lateral capacity, we recommend performing a lateral load test program. We recommend installing two test piles and applying a tension force between the piles. The micropiles used in the axial testing program may be used for the lateral testing program. Elements of a lateral tensioning devise are chains, a come-along, a manually operated hydraulic actuator, and digital dynamometer to measure the applied force. The tensioning devise should be constructed to allow for total movement on the order of 24 inches between the piles (about 12 inches of deflection each). Casing Foundations Casing foundations consist of a large diameter steel casing driven into the soil using a vibratory hammer or oscillator. Once the casing has reached the design tip elevation, soil inside the upper portion of the casing is partially removed and a concrete plug/top cap poured to provide anchorage and form a base for connection to the above-ground pole. Some obstructions such as cobbles, boulders and logs could be encountered during installation. It may be necessary to remove obstructions using auger drilling or coring techniques to advance the casing. Also, shallow groundwater levels should be expected during foundation installation. It might be necessary to maintain a positive head of water inside the casing to reduce the potential for heave at the level to which the soil is removed. Concrete for the plug and top cap may need to be poured using the tremie method. Vibrations from installation of the casings will be transmitted some distance away from the pole foundation locations. These vibrations could potentially affect nearby structures, and will likely be noticed by people within a limited area at and near the pole locations. Based on information provided in the FHWA document, Drilled Shafts Construction Procedures and LRFD Design Methods (2010), the attenuation of the vibrations with distance is affected by the size of the vibratory hammer and casing, operating frequency of the hammer, soil properties and stratigraphy, groundwater and other factors. The document further notes that, “in most cases, vibrations from casing installation are extremely small at distances of 50 to 70 feet from the source.” Where sensitive structures may be present within about 100 feet of the work area, we recommend that vibration monitoring be performed to help avoid potential damage and to provide documentation in the event of claims of damage caused by the vibratory casing installation. Access Road Fill Materials Material used for temporary road fill should be free of debris, organic and man-made contaminants, and rock fragments larger than 6 inches. The suitability of material for use as fill will depend on the gradation and moisture content of the soil. As the amount of fines (particles passing the No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction and trafficability become more difficult to achieve. The on-site soils contain a significant percentage of fines and may be suitable for use as fill during extended dry weather conditions (such as typically occurs from May to October), provided that the soils can be properly moisture conditioned for compaction. Alternatively, fill soil used for extended dry weather June 8, 2016 | Page 18 File No. 0186-871-05 conditions can consist of Gravel Borrow conforming to Section 9-03.14(1) of the 2014 WSDOT Standard Specifications. During the months of October through May and during other periods of extended wet weather, we recommend that road fill consist of soil conforming to Gravel Backfill for Walls, Section 9-03.12(2) of the 2014 WSDOT Standard Specifications. Quarry spalls conforming to Section 9-13.6 of the 2014 WSDOT Standard Specifications may be used for construction entrances and as the initial layer of fill over soft or wet subgrade soils. Excavation Cut and Fill Slopes Based on our explorations, shallow excavations for temporary access road construction may experience caving. Excavations deeper than 4 feet should be shored or their cut slopes laid back at a stable slope if workers are required to enter them. Shoring and temporary slope inclinations must conform to the provisions of Title 296 WAC, Part N, “Excavation, Trenching and Shoring.” Regardless of the soil type encountered in the excavation, shoring, trench boxes or sloped sidewalls will be required under the Washington Industrial Safety and Health Act (WISHA). The contract documents should specify that the contractor be responsible for selecting excavation and dewatering methods, monitoring the excavations for safety and providing shoring, as required, to protect personnel and structures. In general, temporary cut slopes should be inclined no steeper than about 1½H:1V (horizontal to vertical). Slopes excavated below groundwater should be inclined no steeper than about 2H:1V. This guideline assumes that all surface loads are kept at a minimum distance of at least one half the depth of the cut away from the top of the slope and that significant seepage is not present on the slope face. Flatter cut slopes will be necessary where significant seepage occurs or if large voids are created during excavation. Some sloughing and raveling of the cut slopes should be expected. Temporary covering with heavy plastic sheeting should be used to protect slopes during periods of wet weather. If temporary fill slopes are to be constructed we recommend a maximum inclination of 1½H:1V. Temporary protection should be used while slopes are in use. We recommend that permanent cut and fill slopes be inclined at 2H:1V or flatter. Erosion Control Based on existing site grades and the anticipated temporary access road configurations, we anticipate that erosion control measures such as silt fences, straw bales, wattles and sand bags will generally be adequate for project construction. However, if construction and grading is staged, slopes may be created and additional erosion control measures may have to be implemented. Pole locations within or near slopes, such as Poles 0/4 through 0/9, 3/8 and 3/9, may require additional erosion control. Temporary erosion control should be provided during construction activities and until permanent erosion control measures are functional. Surface water runoff should be properly contained and channeled using drainage ditches, berms and swales. June 8, 2016 | Page 19 File No. 0186-871-05 Permanent site grading should be accomplished in such a manner that stormwater runoff is not concentrated and surface water is not directed to excavated areas of the alignment or over steep slopes. This can be accomplished by grading to direct the flow to appropriate collection points away from the excavations and steep slope areas. Specific requirements for erosion control within and near the wetlands will be addressed in a separate wetlands report and permit. Considerations for BP/Olympic Pipelines We understand that the BP/Olympic natural gas pipelines consist of a 16- and 20-inch pipelines which are typically embedded 3 to 6 feet below grade. In general, the subsurface soils in the upper 10 feet across most of the alignment ranged from loose to dense silty sand. Although the ground surface generally appeared fairly dense and hard along most of the alignment, we recommend that provisions such as steel plates or mats be placed over the pipelines to distribute vehicle loads where construction equipment needs to cross over the pipelines. BP (which now owns the Olympic pipelines) may have stricter requirements. Where excavations will be within 10 to 20 feet of a BP/Olympic pipeline, temporary casing in the upper 10 to 15 feet should be considered to reduce the risk of sloughing under the pipeline. The need for casing can be better evaluated once the pole locations are finalized. Utility settlement monitoring points, similar to that shown below, could also be established on the BP/Olympic pipelines where drilled shafts will be within 15 feet if requested by BP, to monitor settlement during installation of the drilled shafts. In this case, the settlement monitoring points should be installed so that base-line readings of the settlement monitoring points may be completed prior to the contractor mobilizing to the site. Monitoring should continue during construction on a daily basis and twice a week in the 3 weeks following construction. The monitoring readings should be reviewed by the Engineer on a daily basis. If measured settlement exceeds 1 inch, or the amount specified by the utility owner, the integrity of the utility should be tested and the contractor should be required to repair any damage to the utilities as a result of construction. A schematic for a typical utility settlement monitoring point is provided below. Utility Settlement Monitoring Point June 8, 2016 | Page 20 File No. 0186-871-05 LIMITATIONS We have prepared this report for PSE for the Energize Eastside 230 kV Transmission Line project in Redmond, Bellevue, Newcastle, Renton and King County, Washington. PSE may distribute copies of this report to their authorized agents and regulatory agencies as may be required for the project. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. The conclusions, recommendations and opinions presented in this report are based on our professional knowledge, judgment and experience. No warranty or other conditions, express or implied, should be understood. Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments should be considered a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. Please refer to Appendix F titled “Report Limitations and Guidelines for Use” for additional information pertaining to use of this report. REFERENCES American Society of Civil Engineers, “ASCE Standard ASCE/SEI 7-10, Minimum Design Loads for Buildings and Other Structures,” 2010. Brandenberg, S.J., Boulanger, R.W., Kutter, B.L., and Chang, D., “Static Pushover Analysis of Pile Groups in Liquefied and Lateral Spreading Ground in Centrifuge Tests,” Journal of Geotechnical and Geoenvironmental Engineering, September 2007. Federal Highway Administration, “Drilled Shafts Construction Procedures and LRFD Design Methods”, Geotechnical Engineering Circular No. 10, FHWA-NHI-10-016, 2010. GeoEngineers, Inc., draft “Report, Geotechnical Engineering Services, Sammamish Substation, Redmond, Washington,” May 29, 2015. GeoEngineers, Inc., draft “Report, Geotechnical Engineering Services, Richards Creek Substation, Bellevue, Washington,” March 30, 2015. GeoEngineers, Inc., draft “Report, Geotechnical Engineering Services, Talbot Substation Improvements, Renton, Washington,” November 3, 2014. GeoEngineers, Inc., “Report, Geotechnical Engineering Services, Lakeside Substation Improvements, Bellevue, Washington,” October 29, 2014. Idriss, I. M. and R. W. Boulanger, “Soil Liquefaction During Earthquakes,” Earthquake Engineering Institute, 2008, p. 237. International Code Council, “2012 International Building Code,” 2012. June 8, 2016 | Page 21 File No. 0186-871-05 Ishihara, K., and Yoshimine, M., “Evaluation of Settlements in Sand Deposits Following Liquefaction During Earthquakes,” Soils and Foundations, 32(1), 1992, pp. 173-188. Tokimatsu, K. and Seed, H.B., “Evaluation of Settlements in Sands Due to Earthquake Shaking,” Journal of Geotechnical Engineering, ASCE, 113(GT8), 1987, pp. 861-878. U.S. Geological Survey, “Earthquake Hazards Program, Interpolated Probabilistic Ground Motion for the Conterminous 48 States by Latitude Longitude, 2008 Data,” accessed using Earthquake Ground Motion Parameters Java Program Version 5.0.9 in October 2015. Washington State Department of Transportation, Standard Specifications for Road, Bridge and Municipal Construction, 2014. Youd, et al., “Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils,” Journal of Geotechnical and Geoenvironmental Engineering, ASCE, October 2001, pp. 817-833. Youd, T., Hansen, C., and Bartlett, S. (2002). ”Revised Multilinear Regression Equations for Prediction of Lateral Spread Displacement.” J. Geotech. Geoenviron. Eng., 128(12), 1007–1017. June 8, 2016 | Page 22 File No. 0186-871-05 FIGURES " " " ¬«A ¬«N ¬«J ¬«E ¬«C ¬«M LAKESIDESUBSTATION SAMMAMISHSUBSTATION TALBOT HILL SUBSTATION Vicinity Map and Segment Index PSE Energize Eastside Project Design PhaseKing County, Washington µ 1 0 1 MilesNotes:1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attacheddocument. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master fileis stored by GeoEngineers, Inc. and will serve as the official record of this communication.Projection: NAD 1983 StatePlane Washington North FIPS 4601 Feet Office: RED Path: \\red\projects\0\0186871\GIS\MXD\018687105_Geology_SegmentIndex.mxd Map Revised: 02 October 2015 glohrmeyer Data Source: ESRI Street Map data.Geology data from Washington DNR. Figure 1 400 0 400 Feet Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication. Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Legend P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer ""!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!A!A@Ñ<@Ñ<@Ñ<@Ñ<@Ñ<@Ñ<@Ñ<@Ñ<@Ñ<NE 77thPl137thAve NE139thCt NE NE 84th Ct138thCt NE NE 83rd St 137ThCt NE NE 86thPlNE 83rd St134thCtNENE 83 rd C t 1 4 2 n d A v e N E NE 97thSt138thAve NE 133 r dCtNE 141stCt NE RedmondWay14 0 t hCtNENE 8 7 th S t NE 7 7 t h St NE 78thPlNE 78thPlNE 85thStNE78thSt1 33 rdCtNE 139thPl NE 138thPl NE 134thPl NE 141stAve NE NE 83rdStNE84thStNE 84th StNE 80th St134thAve NE 140thAve NE 142ndAve NE NE 85th Ct134thCt NE NE 86th CtNE86thPlNE 81st StNE 82nd CtNE 85th StNE 84th Ct13 7 t h Av e N E NE81stCtNE 80th StNE 77th St135th Pl NE 138th Ave NE138th Ct NE 135th Ave NE 140thPl NENE 80th PlRedmondWay137th Ave NE NE 93rd StNE87thSt NE97thStNE78thCt139th Ave N E 140th Ave NE NE 93rd Ct143rdCt NENE 87th St134th Ave NENE 84th St135th Pl NE RedmondWay134th Ave NE 135th Pl NE 1 3 9 t h A v e N E NE83rdStNE 93rd St142nd Ave NE NE94thSt140th Ave NE 142ndAve NE RedmondWayNE 80th StRedmond Way¬«A ¬«C KingCounty City ofRedmond SUB1/31/21/10/90/80/70/60/5 0/4 0/3 0/20/1SUB C3 A2 C2C1A6 A5 A4 A1 A3 B-1 B-2 ROSE HILLSUBSTATION SAMMAMISHSUBSTATION Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community µSite PlanSegment A and C PSE Energize Eastside Project Design PhaseRedmond, Washington Figure 2 " " " LAKESIDE SAMMAMISH TALBOT HILL Legend !!Pole @Ñ<Current GeoEngineers Boring !A Previous GeoEngineers Boring "Substation Route Segment City Boundary ¬«A 0/1 A1 µ B-1 400 0 400 Feet Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication. Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Legend P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer "!!!!!!!!!!!!!!!!!!!!!!!!@Ñ<@Ñ<@Ñ<@Ñ<134thCt NE 13 9 t h Pl N E NE 73rd PlNE 76th PlNE 7 0 t h P l 134thAve N E 141stPl NE NE 73rd St132ndPl NE NE 70thPl133rdCt NE NE 73rdSt134thCt NE NE 74thStNE 69th Pl140thCt NE NE 74th StNE 63rd St141st Ct NE NE 76th PlNE 77thPl139thPl NE NE 78thPlNE 78thPlNE 75thPlNE 71stPlNE78thStNE66t hSt NE 77thSt140thPl NE OldRedmond RdRedmondWay135thCt NE N E 6 0 t hWa y N E 7 2 n d S tNE 80th StN E 6 1 s t S t NE72ndPlNE 7 1 stPl137thAveNE 141st Ct NE N E 76thStNE78thCt133rdAve NEOldRedmond RdNE66thStNE 63rd Ct135thAveNE NE66th St 141st Pl NE 140th Pl NE 133rd Ave NE NE72ndPl135th Ave NE 140thPl NE NE72ndStNE76thPlNE72ndPlOl dRedmondRd136th Ave NE 138th Pl NE 139th Pl NE 135th Pl NE 1 3 3 r d A v e N E135thAve NE1 3 7 t h Pl N E NE 70th St140th Ave NE NE70thSt139th Pl NE OldRedmond Rd140thAve NE 137thPl NENE73rdPl NE75thSt1 3 9 t h Pl N ENE 77th StNE 69th WayNE 73rd StNE62ndStOldRedmondRdNE 70th PlNE 61st StOldRedmond RdNE 75th St140th Pl NE NE65thSt138thAveNE 138th Pl NE 137t hAve N E 140th Ave NE NE 66th St138thAve NENE 74th St141st Ave NE NE 80th St134th Ave NE 134th Ave NE NE69thStNE 80th St139thAve NE 137th Ave NEOldRedmondRd140th Ave NE 132nd Ave NE ¬«C City ofKirkland City ofRedmond 1/101/91/81/71/61/5SUB1/31/2 C3C2 ROSE HILLSUBSTATION Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community µSite PlanSegment C PSE Energize Eastside Project Design PhaseRedmond, Washington Figure 3 " " " LAKESIDE SAMMAMISH TALBOT HILL Legend !!Pole @Ñ<Current GeoEngineers Boring !A Previous GeoEngineers Boring "Substation Route Segment City Boundary ¬«A 0/1 A1 µ B-1 400 0 400 Feet Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication. Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Legend P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer "!!!!!!!!!!!!!!!!!!@Ñ<NE 55thSt142nd Ct NE 135thAve NE135thAve NE 140thCt NE NE 63rd St141st Ct NE 134thPl NE 133rdAve NE 140thAve NE 134thPlNE 137t h Pl N E 135 t h Ave N E NE54thPlNE60thSt NE 44th Pl136th Ave NE 134thAve NE NE 45th St138th Ave NE NE55th Pl 1 3 3 r d A v e N E NE 51st PlNE48thStN E 6 0 t hWa y140thAve NENE 62nd StNE 51st PlN E 6 1 s t St137thAve NE NE 51st LnNE 48th Pl139thAveNE NE 61st StNE 60th StNE 50th StNE 47th StNE 54th Pl137th Ave NE 140th Ave NE 132nd Ave NE 132nd Ave NE 140th Ave NE ¬«C City ofBellevue King County City ofKirkland City ofRedmond 2/82/72/62/52/42/32/22/11/10 C4 BRIDALTRAILSSUBSTATION Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community µSite PlanSegment C PSE Energize Eastside Project Design PhaseRedmond and Bellevue, Washington Figure 4 " " " LAKESIDE SAMMAMISH TALBOT HILL Legend !!Pole @Ñ<Current GeoEngineers Boring !A Previous GeoEngineers Boring "Substation Route Segment City Boundary ¬«A 0/1 A1 µ B-1 400 0 400 Feet Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication. Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Legend P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer !!!!!!!!!!!!!!!!!!@Ñ<@Ñ<N E 3 2 n d Ln NE 38th Pl 136thAve NE 132n dAve N E 138thAve NE 135thAve NE NE40thStNE 29th Pl134thLn NE NE33rdLnNE 33rd LnNE 30th StNE31stPl137th Ave NE NE 37th PlNE36thPlNE 30th St134thAve NENE38thPlNE36thStNE28thStNE28thStNE 36th StNE 40th StNE 30th PlNE 29th PlKanter Ln NE 36th Pl137th Ave NE NE 36th StNE34thPl132nd Ave NE NE37thPlNE 40th StNE 42nd StNE32ndPl134th Ave NE 140th Ave NE ¬«C City ofBellevue King County 3/83/73/63/5 3/43/33/23/12/8 C6 C5 Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community µSite PlanSegment C PSE Energize Eastside Project Design PhaseBellevue, Washington Figure 5 " " " LAKESIDE SAMMAMISH TALBOT HILL Legend !!Pole @Ñ<Current GeoEngineers Boring !A Previous GeoEngineers Boring "Substation Route Segment City Boundary ¬«A 0/1 A1 µ B-1 400 0 400 Feet Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication. Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Legend P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer !!!!!!!!!!!!!!!!!!@Ñ<@Ñ<ST520WA- 5 2 0 EWA-520 W131stPl NE NE 26 th P lNE 26th PlNE 26th Pl 141stPl NE 140thPl NE NE 14th StNE 27th PlNE 20thSt1 3 1 s tPlNE 140thPlNE NE 18thSt136thPl NE NE 27thStN E27thSt140thPl NE140thPl NE131stPl NE NE14 t h St1 4 0thAveNE NE 26th PlNE 24th StNE 24thStNE27thSt140th Ave NE 131st Pl NE 136th P l N E NE 15th140th Ave NE NE 24th StNE21stStNE 20th StNE28thStNE28thStNE 25th StNE 14th St134thAve NE NE 24th StNE 29th PlNE 16th St134th Ave NE 140th Ave NE 134th Ave NE NE 20th StNE 20th StNE26thPlBel Red RdNE 20th StNE 24th St136th P l N E NE 16th StBel Red Rd 140th Ave NE Bel Red Rd 132nd Ave NE 140th Ave NE ¬«C ¬«E City ofBellevue 4/74/64/54/44/34/24/13/9 3/8 E1 C6 Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community µSite PlanSegment C and E PSE Energize Eastside Project Design PhaseBellevue, Washington Figure 6 " " " LAKESIDE SAMMAMISH TALBOT HILL Legend !!Pole @Ñ<Current GeoEngineers Boring !A Previous GeoEngineers Boring "Substation Route Segment City Boundary ¬«A 0/1 A1 µ B-1 400 0 400 Feet Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication. Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Legend P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer "!!!!!!!!!!!!!!!!@Ñ<NE 1stPlNE 13thStNE 13thSt141stPl NE 137thPl NENE 12th StNE 3rd StNE 2nd Pl NE 9thPl136thAve SE NE 10th Pl140thPl NE 140thPl NE140thPl NE NE 6th StNE 3rd StNE4thSt139thAve NE 139thPl NE NE 13thStNE 9th PlNE 1 stSt136thPl NE 139thCt NE Main StNE2ndStMainSt138th Ave NE NE 12th Pl136thAve NE 139thCt NE NE 8th PlNE 10th St139th Ave NE NE 7th St140thAve NE NE12thSt140thAveNENE 14th StNE 5th StNE 6th PlNE 6th StNE 1st StNE 1st PlNE 2nd Pl139thPl NE138th Ave NE 141stAve NE 140th Ave SE NE 12th StNE10thPl136th Ave NE136th Ave NE NE 2nd Pl131st Pl NENE11thSt137thAve NE NE 1 4 t h S t140th Ave NE 131st Ave NENE11thStNE 5th StGlenridge LnMain StSE 1st StBel Red Rd 131st Ave NENE 14th StNE 8th StNE 8th St132nd Ave NE 134th Ave NE 140th Ave NE ¬«E City ofBellevue 5/55/45/35/25/14/94/8 E2 MIDLAKES SUBSTATION Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community µSite PlanSegment E PSE Energize Eastside Project Design PhaseBellevue, Washington Figure 7 " " " LAKESIDE SAMMAMISH TALBOT HILL Legend !!Pole @Ñ<Current GeoEngineers Boring !A Previous GeoEngineers Boring "Substation Route Segment City Boundary ¬«A 0/1 A1 µ B-1 400 0 400 Feet Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication. Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Legend P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer !!!!!!!!!!!!!!!!!!@Ñ<SE 1 2 thSt 141stPl SE 136thAve NE 142ndPl SE SE 6thSt136thAve SE 140thPl SESE13thPl 140thCtSE 141stAve SE 141stLn SE 1 4 5thP lSE140thCt SE137th Pl SE SE 17th Pl145th Pl SE SE 10th StSE4thStSE 8th StSE 6th StSunset HillsMemorial ParkSunset HillsMemorial ParkSE 3rd Pl134th Ave SE 140thCt SE SE 7th StSE 10th StSE 2nd StSE 5th StSE 1st StLakeHillsConnectorRdL ak e H ill s C o n n e c t o r Rd140th Ave SE LakeHillsConnectorRd¬«E City ofBellevue 6/66/56/46/36/2 5/85/75/6 E3 Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community µSite PlanSegment E PSE Energize Eastside Project Design PhaseBellevue, Washington Figure 8 " " " LAKESIDE SAMMAMISH TALBOT HILL Legend !!Pole @Ñ<Current GeoEngineers Boring !A Previous GeoEngineers Boring "Substation Route Segment City Boundary ¬«A 0/1 A1 µ B-1 400 0 400 Feet Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication. Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Legend P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer "!!!!!!!!!!!!!!!!!!!!!!!!!A!A!A!A!A!A!A!A!A!A!A!A@Ñ<@Ñ<SE 24thStSE 32ndSt RichardsRdSE 20th StSE 22nd PlSE 18th St140 t hCtSE SE 22nd St140thLn SE 142ndAve SE 142ndPl SE SE 2 3 r dSt SE 17thPl 137thPl SE SE19thSt135t hPlSESE23rdStSE 21st St137thPl SE SE 18th St140thWaySESE 18th Pl135th Pl SE SE 23rd Ln SE 24th St134thAve SE 136thAve SE 134th Ave SESE17 thStSE 27th PlSE 17th Pl138th Pl SE 136th Pl SE 137th Ave SE 138th Ave SE SE 24th St135th Pl SE Richards Rd Ka m b e r R d 139th Pl SE 140th Ave SE SE 24th St137th Pl SE 138thAve SESE 26th StKamber Rd SE 26th StRichards Rd SE 30th StSE32ndStKamber R d SE 20th St142nd Pl SE 1 39 th Ave SE ¬«J¬«E City ofBellevue SUB7/37/27/16/96/86/76/6 8/78/88/9SUB J1 E4 B-1 B-2 B-3 B-4 B-5B-6 B-7 B-8 GEI-1 GEI-2 GEI-3 GEI-4 LAKESIDESUBSTATION Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community µSite PlanSegment E and J PSE Energize Eastside Project Design PhaseBellevue, Washington Figure 9 " " " LAKESIDE SAMMAMISH TALBOT HILL Legend !!Pole @Ñ<Current GeoEngineers Boring !A Previous GeoEngineers Boring "Substation Route Segment City Boundary ¬«A 0/1 A1 µ B-1 400 0 400 Feet Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication. Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Legend P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer !!!!!!!!!!!!!!!!!!@Ñ<@Ñ<¨§¦90 I-90 EI-90 WSE 32ndSt SE 37thStSE 42ndPl13 5 t h Pl S E SE 4 2 n d P lCoalCreek Rd136thPl SE S E 4 2 n d S tSE 38th Pl142ndAve SE SE 3 7 t hP l 135thAve SE 138thPl SE SE43rdSt136thPlSESE38thStS E E a s t g a t e D r SE EastgateWaySE 42nd St142ndPl SE SE42ndPl135thPl SE 134thAve SE SE 41st Pl135thPl SE 142ndAve SE 134thAve SE 1 3 6 t hAveSE 142nd Pl SE SE 41st St135thAve SE139th Pl SE140th Ave SE SE 43rd StSE 37th StSENewportWay135th Ave SE 1 3 3 r d A ve SE 134th Ave SE 139th Ave SE142ndPl SE134th Ave SE 136th Ave SE SE43r dSt 138t hPl S E S o m erset Blv d S E SE 36th StSEEastgateWaySE42ndPlSE 3 8 t h S t SE32ndSt SENewpor tWay SEEastgateWaySE 32nd St139th Ave SE 139th Ave SE 138th Ave SE 142nd Pl SE SE42ndStSE Eastgate Way136th Pl SE 140th Ave SE SE 37th StSE 40th StSE Al len RdSE 36th StSENewportWay¬«J City ofBellevue 7/87/98/18/28/38/48/58/68/7 J3J2 Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community µSite PlanSegment J PSE Energize Eastside Project Design PhaseBellevue, Washington Figure 10 " " " LAKESIDE SAMMAMISH TALBOT HILL Legend !!Pole @Ñ<Current GeoEngineers Boring !A Previous GeoEngineers Boring "Substation Route Segment City Boundary ¬«A 0/1 A1 µ B-1 400 0 400 Feet Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication. Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Legend P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer !!!!!!!!!!!!!!!!!!!!134th Pl SESE 42ndPl134th Pl SE 140thPl SE SE 45th PlSE 50th StSE 43rd PlSE 4 2 n d Pl SE 50th Pl14 2 n d Pl S E ForestDr SESE 43rd PlS E 4 4 t h P l S E 4 3 r d S t SE 49th PlHig h l a n d Dr 140thPl SE 134thPl SESE45thCtSE 42ndPl1 3 9 t h A v e S E SE51stSt141stPl SE SE51stStSE43rdSt136thPlSE 133rdPl SE142ndPl SE 141stPl SE 138 t hAve S ESE44thPl 134thPl SE S E 4 3 r d P lSE 42ndPl 141stCt SE SE Ne w p o r t Way 1 3 4 t hPlSE SE52ndS t Somerset DrSE S E 4 4 t h S t 14 3 r d A v e S E 139thAveSESE51stPlS E43rdSt136thPlSESE 43rd St142ndPlSE1 3 4thP lS E 140thAve SE 139thPlSES E 4 3 r d S t 1 3 8 t h A v e S E 135thAve SE SE 50th PlNewport Way 141stAveSESE 4 5 th S t SE42ndPlSE46th S t SE 51st Pl133rd Ave SE S E 49thPl SE43rdSt SE 45 th P l SE 44th Pl 142ndAveSE S E 4 3 r d P l 134thAve SE SE 49th St136th P l S E SE47thStSE 51st PlSE46thSt134thPlSE 139thAve SE133rd Ave SE 135th A v e S E 1 3 9 t h A v e S E Some r s e t Ave S E 136th A v e S E Somerset LnSE 141stAve SE SomersetBlvdSE 133rdAve SE 13 8 th Ave SE 135thPlSE 136thPl SE140th Ave SE 1 3 7 t h A v e S E Forest RidgeSchoolSE 44th StSomerset Pl S E 132nd Ave SE Somers e t D r S E S o m ersetB lvdS E¬«J City ofBellevue 6/8 7/1 7/2 7/3 7/4 7/5 7/6 7/7 7/8 Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community µSite PlanSegment J PSE Energize Eastside Project Design PhaseBellevue, Washington Figure 11 " " " LAKESIDE SAMMAMISH TALBOT HILL Legend !!Pole @Ñ<Current GeoEngineers Boring !A Previous GeoEngineers Boring "Substation Route Segment City Boundary ¬«A 0/1 A1 µ B-1 400 0 400 Feet Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication. Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Legend P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer "!!!!!!!!!!!!!!!!@Ñ<@Ñ<@Ñ<SE 4 9 t h P l SE 51s t S t SE 51s t P l SE 50th Pl126thPl SE S E 6 3 r d P l 125thAve SE 131stAve SE SE 48th PlSE 48th PlSE 52nd PlSE 53 rd S t SE 59thSt129 t h PlS E134thAve SESE 5 9th S t SE51stSt132ndAveSE125t hPlSE134thPlSE128thAve SE 126thAve SE SE62ndPl126thAveSE 1 3 4 t hPlSE SE62ndSt13 0 thAve S ESE49thSt127thAve SE 1 34th P lS E SomersetDrSE SE 52nd StSE51stSt129thPl SESE 55th Pl13 1st Pl SE 126thAveSES E54thPlSE 51st PlSE 59th St127th Pl SE SE 61st StSE 57th StSE 54th StSE 53rd St125th Ave SE 126th Ave SE 129th Ave SE 127th Pl SE SE 56th St129th Ave SE SE52ndSt128th Ave SE SE63rdStSE 49th StForest Dr SESE 60th StSomersetDr SE 125th Ave SE Coal CreekPkwy SE ¬«J ¬«M City ofBellevue 6/16/2 6/3 6/4 6/5 6/6 6/7 6/8 M2 M1 J5SOMERSET SUBSTATION Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community µSite PlanSegment J and M PSE Energize Eastside Project Design PhaseBellevue, Washington Figure 12 " " " LAKESIDE SAMMAMISH TALBOT HILL Legend !!Pole @Ñ<Current GeoEngineers Boring !A Previous GeoEngineers Boring "Substation Route Segment City Boundary ¬«A 0/1 A1 µ B-1 400 0 400 Feet Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication. Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Legend P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer !!!!!!!!!!!!!!!!!!@Ñ<128thAve SE 126thAve SE127thAve SE SE 7 3 r d S tSE 73 rd C tSE 60thStS E 6 3 r d P l SE 7 3 r d P l 127thAve SE SE 65th StSE 69th StSE 74th S t SE62n d StSE 74thSt SE 7 4 t h PlSE 74thStSE 66thStSE 65thStSE66thPl125thPlSE SE68thPl126thAve SE SE73rdPl128thAve SE 127thPlSE SE62ndPl129thPlSE 128thPl SE SE 7 6 t h StNewcastleWay 125thAveSE SE 71st StS E 7 4thSt134th Ct SE SE 67th StC o a l C r e e k P k w y S E Coal Creek Pkwy SE SE 75th St126thAveSE SE 75th Pl125thAve SE 127thAve SE 129th A v e S E134thAveSESE 68th StSE 76th StSE 75th PlSE 6 6 t h S t 127th Pl SE 127th Pl S E129thPl SESE 68th St Newcastle WaySE 68th Pl131stAveSESE7 3rdPl 1 2 9 t h A v e S E SE67thSt127th Pl SE 126th Ave SE 126th Pl SESE 64th PlSE70thSt127thAve SE SE 72nd StSE69thPl127thPl SESE 73rd St125th Pl SENewcastleWay127th Pl SE Coal Creek Pkwy SE 125th Ave SE 131s tAve S E 129th Ave SE 127th Ave SE SE63rdSt129th Ave SE 129th Pl SE 125thAveSE 128thAve SE 132nd Pl SE Newcastle WayCoal Creek Pkwy S E 133rd Ave SE Coal Cree k P k w y S E ¬«M City ofBellevue City ofNewcastle 5/65/7 5/86/1 5/25/35/5 M3 Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community µSite PlanSegment M PSE Energize Eastside Project Design PhaseBellevue and Newcastle, Washington Figure 13 " " " LAKESIDE SAMMAMISH TALBOT HILL Legend !!Pole @Ñ<Current GeoEngineers Boring !A Previous GeoEngineers Boring "Substation Route Segment City Boundary ¬«A 0/1 A1 µ B-1 400 0 400 Feet Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication. Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Legend P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer !!!!!!!!!!!!!!!!@Ñ<@Ñ<135thAve SE129th Ct SE 125thCt SE 126thAve SE SE 81st CtSE 78th CtSE 83rd CtSE 81st Pl125 t hAveS E S E 8 4 t h C t SE 79th Ct 127th Ave SE 126thAve SE 125thPl SE 133r dAve S ESE 76thPl128thLn SESE 83rd StSE 9 0 thSt S E 8 8 thW a yS E85thPlSE 7 6 t h St S E 8 5t h S t SE 75th Pl1 27 thPlSE SE78thPl135t hPl SE SE 76th StSE 75th PlSE 84th St127th Pl SE 128th Ln SE 136th Ave S E 128th Ave SE 129th Pl SE 126thAveSE SE91stStSE 79thPl 132nd Pl SE SE 8 4 t h Way 133rdAveS E 128thAve SE SE86thPl129th Ave SE135thAveSE 1 2 7 t h A v e S E 129th Ave SE 129th Pl SE SE 80th Way126th Pl SE SE 89th PlCoal Creek Pkwy SE Coal Creek Pkwy SE ¬«M City ofNewcastle 4/3 4/44/54/64/74/85/1 M5M4 Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community µSite PlanSegment M PSE Energize Eastside Project Design PhaseNewcastle, Washington Figure 14 " " " LAKESIDE SAMMAMISH TALBOT HILL Legend !!Pole @Ñ<Current GeoEngineers Boring !A Previous GeoEngineers Boring "Substation Route Segment City Boundary ¬«A 0/1 A1 µ B-1 400 0 400 Feet Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication. Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Legend P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer !!!!!!!!!!!!!!!!!!@Ñ<@Ñ<@Ñ<@Ñ<PierceAve NENE 19th PlNE 20th Pl124thAve SESE 95th PlNE 23rd CtSE 105th PlSheltonAve NE Newport Ct NE 123rdAve SE SheltonCt NE SE 92nd StNE 24th StNE 2 3 r d Ct NewportAve NE RedmondPlNE SE 99thStSE96thPlN E 2 3 r d P l NE 19thStNE 26thCtNE 24thCtSheltonAve NE 127thPl SE SE96thPlSE96thPl1 2 5 t hAveSE NE 18th StNE21stStRedmo n d Ave NE M on ro eC tN E QueenPl NE NE 17th StSE96t hPl NE1 6 t h S t 122ndAve SE 12 5 t h Pl S E Shelton Ave NE 126th Pl SE Monro eAveNESE 98th StNE 17th St122ndPl SE Redmond Ct NE 128thAve SE SE 9 8 th S t 124th Ave SE KirklandPlNEQueen Ave NE SE 104th StRedmond Ave NE 126thAve SE LynnwoodAve NE QueenAve NE OlympiaAve NE 132nd Ave SE NE17thPlNE 22nd StNE22ndPlNE 21st StNE 19th StNE 23rd PlSE 100th St126th Ave SE Union Ave NE SE 95th Way ¬«M KingCounty City ofNewcastle City ofRenton 3/33/4 3/5 3/6 3/7 3/8 4/14/2 M8 M9 M7 M6 Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community µSite PlanSegment M PSE Energize Eastside Project Design PhaseNewcastle, Renton and King County, Washington Figure 15 " " " LAKESIDE SAMMAMISH TALBOT HILL Legend !!Pole @Ñ<Current GeoEngineers Boring !A Previous GeoEngineers Boring "Substation Route Segment City Boundary ¬«A 0/1 A1 µ B-1 400 0 400 Feet Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication. Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Legend P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer !!!!!!!!!!!!!!!!!!!!@Ñ<NE 15thStPierceAve NENE 19th PlNE 13th StPierceCt NE NE 9th CtNE 1 3 t h St QueenAve NE RedmondCt NE NE 10th CtNE 11th CtNewportCt NE NE 14th StIndexPl NENE 18th StRedmondAve NENE 14th StNE 9th CtNE 8thCtNE 9thStNewportCt NE NE 15th PlRedmond Ave NE NE 10thStNewport Ave NE NE 13thStRedmondPl NE NE 19thStNE 13thPlNE 14thStNE15thSt QueenAve NE MonroeAve NENE 10th PlNE 11th PlPierceAve NE NE 7th CtHi llcrestL nNEQueenPl NE NE 17th StNew p ortCtNENewportAve NE NE11th Pl Monro eAveNE JeffersonAve NE Queen Ave NE NE 11th StN E 1 6 t h S t Queen Ave NE Pierce Pl NE N E 15thStSun s e t Blv d N E In d e x C t N E Shelton Ave NE NE 19th StHarri n g t o n Pl N E RedmondPl NE Pierce Ave NE Je f ferson Ave NENE 10th PlNE 11th PlPierce Ave NE NE 8 th P l Index Ave NE IndexAveNE NE 16th StJefferson Ave NENE10thCtRedmond Ave NE OlympiaAve NE Monroe Ave NE Sun s e t L n N E Monroe Ave NE NE 9 th S t NE 8 t h S tNE 11th StNE 10th LnQueen Ave NE NE17thPlSun s e t B l v d N E Lynnwood Ave NE NE 8th StJefferson Ave NE Lynnwood Ave NE OlympiaAve NE NE9thStKirkland Ave NE R e d m o n d A v e N E MonroeAve NE NE 7th StNE Sunset BlvdNE 10th StNE 12th StKirkland Ave NE ¬«M KingCounty City ofRenton 2/42/52/62/72/82/93/13/23/3 M9 Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community µSite PlanSegment M PSE Energize Eastside Project Design PhaseRenton, Washington Figure 16 " " " LAKESIDE SAMMAMISH TALBOT HILL Legend !!Pole @Ñ<Current GeoEngineers Boring !A Previous GeoEngineers Boring "Substation Route Segment City Boundary ¬«A 0/1 A1 µ B-1 400 0 400 Feet Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication. Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Legend P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer !!!!!!!!!!!!!!!!!!!!@Ñ<@Ñ<NE 7th Pl NE 6 th S t GreenwoodCemetery QueenAve NE GreenwoodCemetery PierceCt NE NewportCt NE NE 2ndPlNE 5thStNE5thCtHa r r i n g t o n Av e N E IndexAveSE Greenwood CemeteryNewport Ave NE GreenwoodCemetery GreenwoodCemeteryGreenwoodCemeteryGreenwoodCemeteryGreenwoodCemeteryOly m p i aAveNE NE 3 rd S t GreenwoodCemeteryNE 6th S t GreenwoodCemeteryNewp o r tCtNE IndexPl NENE 7th CtHa r r i n g t o nAveNE GreenwoodCemeteryOlympiaAve NE Gr eenwoo dCemetery Pierce Ave NE F erndaleAveNE GreenwoodCemetery GreenwoodCemetery Gre e n woodCe met eryNE 2nd StGreenwo o d Cemetery IndexPl NE NE 1st StGl ennwoodPlNE QueenPl NE NE 6 t h P l Olympia Ave NE NE 6th PlIndex Pl NE OlympiaAve NEIn d e x C t N E Index Pl NE NE9thStJeffersonAve NE N E 7 t h P l Rhody Dr Ferndale Ave NE LynnwoodAveNE Jefferson Ave NE NE8 t hPl NE 7th PlQueen Ave NE NE 4th CtAccess Rd NE3rd St GreenwoodCemeteryNE 4th StN E 8 t h S t Jefferson Ave NE NE5thPlNE 8th StMonroe Ave NENE 6th StNE 6th PlIndex Ave NE NE2ndStQueen Ave NE Harrington Ave NE NE 4th StKirkland Ave NE Monroe Ave NENE 7th St¬«M City ofRenton 1/5 1/6 1/7 1/8 1/9 2/12/2 2/32/4 M10 M11 Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community µSite PlanSegment M PSE Energize Eastside Project Design PhaseRenton, Washington Figure 17 " " " LAKESIDE SAMMAMISH TALBOT HILL Legend !!Pole @Ñ<Current GeoEngineers Boring !A Previous GeoEngineers Boring "Substation Route Segment City Boundary ¬«A 0/1 A1 µ B-1 400 0 400 Feet Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication. Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Legend P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer !!!!!!!!!!!!!!!!!!!!@Ñ<@Ñ<@Ñ<@Ñ<Monr o eAve S E NE 2nd P l SE3rdCtGle n n w o o d C t KirklandAve SELynnwoodAve SE SE 2 n d Ct M o nroeAveSE S E 2ndCt HarringtonPl SES E3rdStKirklandPl SE SE6th S tSE2ndPlGreenwoodCemetery SE 6th StHarringtonCtGlennwood C t SE3rdStGreenwoodCemetery Ne w p o r t Av e S E Harrington Pl SE D aytonAveSE E d m o n d s A v e S E KirklandAve SE NE 3 rd S t SE8thStAccess Rd NE 2nd P l SE8thPlG le n nwoodPlNE NE 1st StHarringtonAveNE 2nd StEdmondsPl NE Gle n n w o o d Ave S ENE 2nd StFerndaleCt NE SE 3rd StNE 1st StFerndaleAve NE SE 3rd StIndexPlSEGlennwoodPlSE Monroe Ave NE Edmonds Ave NE SE7thStNE 3 rd S t Index Ave SE SE6thStFerndale Ave SE SE 4th StMapleValleyHwySE 5th StEdmondsAve SE MapleValleyHwy¬«N ¬«M City ofRenton 0/11 0/9 0/10 1/1 1/2 1/3 1/4 1/5 1/6 1/7 N4 N3 N2N1 Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community µSite PlanSegment M and N PSE Energize Eastside Project Design PhaseRenton, Washington Figure 18 " " " LAKESIDE SAMMAMISH TALBOT HILL Legend !!Pole @Ñ<Current GeoEngineers Boring !A Previous GeoEngineers Boring "Substation Route Segment City Boundary ¬«A 0/1 A1 µ B-1 400 0 400 Feet Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication. Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Legend P:\0\0186871\GIS\MXD\018687102_SitePlan.mxd Date Exported: 10/16/15 by glohrmeyer "!!!!!!!!!!!!!!!!!!!!!!!!!!!!!A!A!A!A!A!A!A@Ñ<@Ñ<@Ñ<@Ñ<@Ñ<@Ñ<@Ñ<@Ñ<@Ñ<LincolnAve SE AberdeenCt SESE 12th StSE8thStFerndaleAve SELincolnAve SE Harringt o nAve SE LincolnCt SESE10 t hSt BlaineCt SE SE 17thCtSE MapleValley HwyCedar Rid g e Dr SE IndexC tSECedar RidgeDr SE Harrington Pl SE SE16thCtEdmondsWay SELa k e YoungsCt S ESE 8th PlIndexAve SEMapleValley HwySE 8th StSE 16th PlLincolnAve SE Lake YoungsWay SEHarringtonAve SESE 16th S t Edmonds Ave SELake YoungsWay SERollingHillsAveSEFerndale Ave SEGlenwood Ave SEBeaconWay SESE 16th St Ro y a l H i l l s Dr S E RoyalHillsDrSE SE8thDr HarringtonPl SE Pu g e t D r S ECedarRidgeDrSEMaple Valley HwySE 8th PlBeacon Way S¬«N City ofRenton 0/11 0/1 SUB 0/20/3 0/3A0/40/5 0/6 0/7 0/8 0/9 0/10 1/1 N6 N10 N9 N8N7 N5 N4 N3 N2 GEI-1 GEI-2 GEI-3 GEI-4 GEI-5GEI-6 GEI-7 TALBOTHILL SUBSTATION Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community µSite PlanSegment N PSE Energize Eastside Project Design PhaseRenton, Washington Figure 19 " " " LAKESIDE SAMMAMISH TALBOT HILL Legend !!Pole @Ñ<Current GeoEngineers Boring !A Previous GeoEngineers Boring "Substation Route Segment City Boundary ¬«A 0/1 A1 µ B-1 APPENDICES APPENDIX A Field Explorations APPENDIX A FIELD EXPLORATIONS We explored subsurface conditions along the project alignment by completing 40 borings between August 18 and September 9, 2015 to depths ranging from 38 to 71½ feet below the existing ground surface. The borings were completed by two drilling contractors, Geologic Drill Explorations, Inc. and Holt Services, Inc. under subcontract to GeoEngineers. As the locations for the new poles have not yet been finalized, exploration locations were typically within up to 50 horizontal feet of existing the proposed pole locations to maintain clearances from overhead power lines, other surface features, and underground utilities. The locations of the explorations were determined by pacing and measuring from existing poles and other existing features. GPS coordinates (latitude and longitude) were collected by GeoEngineers at the actual drilled location for each of the 40 explorations using a GPS tool in a GeoEngineers mobile application titled GISPro. The surface elevation of each exploration are based on Google Earth (NAVD88); exploration locations and elevations should be considered accurate only to the degree implied by the methods used. Borings The borings were completed using both track-mounted and truck-mounted drill rigs. Each boring was advanced using hollow-stem auger methods. Our field representatives located the borings, classified the soils encountered, observed and recorded groundwater seepage conditions, obtained disturbed and undisturbed samples of the soils, and prepared a detailed field log of each boring. Our representative also assisted in the installation of groundwater monitoring wells in several of the borings. Samples of the subsurface soils were typically obtained in the borings at 5-foot intervals by driving a 1.4-inch inside-diameter standard penetration test (SPT) split-barrel sampler (ASTM D 1586). A 2.4-inch inside-diameter California sample was typically obtained at 15 feet below existing grades. GeoEngineers selected several California samples to be submitted for density and direct shear tests. The boring logs include a notation of where a California sample was obtained. The SPT and California samples were obtained using a 140-pound hammer falling approximately 30 inches. The number of blows required to drive the sampler the final 12 inches or other specified distance is recorded on the boring logs. We visually classified the soils using the system described in Figure A-1. Figure A-1 also includes a key to the boring log symbols. The logs of our borings are presented in Figures A-2 through A-41. The logs reflect our interpretation of the field conditions and the results of laboratory evaluation and testing of soil samples. They also indicate the depths at which the soil types or their characteristics change, although the change might actually be gradual. If the change occurred between samples, it was interpreted. The densities noted on the boring logs are based on moisture-density laboratory tests and our judgment based on the conditions encountered. Because of the gravel, cobbles, and boulders encountered in some of the borings, the soil classifications indicated on the logs are based on our observation of the soil recovered in the samplers, soil observed coming up the surface around the augers, drilling action, and laboratory tests conducted on the samples June 8, 2016 | Page A-1 File No. 0186-871-05 obtained. It is important to note that the laboratory tests were typically conducted on only the portion of the soil smaller than the sampler diameters. The borings were subsequently backfilled or completed as groundwater monitoring wells (see below) in accordance with Washington Department of Ecology regulations. Holes made in pavement core holes were patched with quick setting concrete. Groundwater Level Observations and Measurements We made observations of groundwater conditions as the borings were completed. These observations represent a short-term condition and may not be representative of the long-term groundwater conditions at the pole locations. Groundwater conditions observed during drilling should be considered approximate. Two-inch-diameter monitoring wells were installed in eight borings to allow measurement of groundwater levels after drilling. Well screen elevations were installed with GeoEngineers’ assistance based on observations during drilling. We measured groundwater levels in the monitoring wells on September 16, 2015. These measurements are summarized in Table 2 in the main text of this report. Some of the measurements are also noted on the respective boring logs. The monitoring wells are the property of Puget Sound Energy (PSE). The wells should be decommissioned by a licensed well driller in accordance with Chapter 173-160 of the Washington Administrative Code (WAC) when they are no longer needed for data collection. Alternatively, the wells could be kept intact for use during project bidding and then be decommissioned under the construction contract. Environmental Field Screening of Soil Samples Soil samples obtained in the upper 15 feet of the explorations for this project were typically screened in the field for evidence of contamination using: (1) visual examination and (2) sheen screening. The results of sheen screening are included in the notes section of the boring logs. Visual screening consists of observing the soil for stains indicative of petroleum-related contamination. Visual screening is generally more effective when contamination is related to heavy petroleum hydrocarbons, such as motor oil or hydraulic oil, or when hydrocarbon concentrations are high. Sheen screening and headspace vapor screening are more sensitive methods that have been effective in detecting contamination at concentrations less than regulatory cleanup guidelines. Sheen screening involves placing soil in a pan of water and observing the water surface for signs of sheen. Sheen classifications are as follows: No Sheen (NS) No visible sheen on water surface. Slight Sheen (SS) Light, colorless, dull sheen; spread is irregular, not rapid; sheen dissipates rapidly. Moderate Sheen (MS) Light to heavy sheen, may have some color/iridescence; spread is irregular to flowing; few remaining areas of no sheen on water surface. Heavy Sheen (HS) Heavy sheen with color/iridescence; spread is rapid; entire water surface may be covered with sheen. June 8, 2016 | Page A-2 File No. 0186-871-05 No sheen was observed in any of the samples except for borings N1 and N2, where slight and moderate sheen was observed. Environmental Soil Sampling Procedures Soil samples intended for chemical analysis were placed in 4-ounce laboratory prepared jars, filled and packed to minimize headspace. Equipment used to obtain soil samples was decontaminated prior to each use using a Liqui-Nox® solution and a distilled water rinse. All soil samples for analytical testing were placed in an iced cooler pending transport to the analytical laboratory. Soil sampled at 10 feet in boring N1 (previously label as B-10) was selected for chemical analysis. Chemical analysis results were reported as Not Detected (ND) for all contaminants tested. June 8, 2016 | Page A-3 File No. 0186-871-05 AC Cement Concrete %F ALCACP CSDS HA MCMD OCPMPI PPPPMSA TXUCVS CC Asphalt Concrete No Visible Sheen Slight Sheen Moderate SheenHeavy Sheen Not Tested NS SS MSHS NT ADDITIONAL MATERIAL SYMBOLS Measured groundwater level in exploration, well, or piezometer Measured free product in well or piezometer Distinct contact between soil strata orgeologic units Approximate location of soil strata change within a geologic soil unit Distinct contact between soil strata or geologic units Approximate location of soil stratachange within a geologic soil unit Graphic Log Contact Groundwater Contact Material Description Contact Laboratory / Field Tests Sheen Classification Percent fines Atterberg limitsChemical analysisLaboratory compaction test Consolidation testDirect shear Hydrometer analysis Moisture contentMoisture content and dry density Organic contentPermeability or hydraulic conductivityPlasticity index Pocket penetrometerParts per millionSieve analysis Triaxial compressionUnconfined compression Vane shear Sampler Symbol Descriptions NOTE: The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface conditions.Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made; they are not warranted to be representative of subsurface conditions at other locations or times. GRAPH Topsoil/Forest Duff/Sod Crushed Rock/ Quarry Spalls Blowcount is recorded for driven samplers as the number of blows required to advance sampler 12 inches (ordistance noted). See exploration log for hammer weightand drop. A "P" indicates sampler pushed using the weight of the drill rig. FIGURE A-1 2.4-inch I.D. split barrel SYMBOLS TYPICAL KEY TO EXPLORATION LOGS CR DESCRIPTIONSLETTER TS GC PT OH CH MH OL GM GP GW DESCRIPTIONS TYPICAL LETTER (APPRECIABLE AMOUNTOF FINES) MAJOR DIVISIONS POORLY-GRADED SANDS,GRAVELLY SAND PEAT, HUMUS, SWAMP SOILSWITH HIGH ORGANIC CONTENTS CLEAN SANDS GRAVELS WITH FINES CLEAN GRAVELS HIGHLY ORGANIC SOILS SILTS ANDCLAYS SILTS AND CLAYS SANDANDSANDY SOILS GRAVEL AND GRAVELLY SOILS (LITTLE OR NO FINES) FINE GRAINED SOILS COARSE GRAINED SOILS SW MORE THAN 50% OFCOARSE FRACTIONRETAINED ON NO. 4SIEVE CL WELL-GRADED SANDS,GRAVELLY SANDS SILTY GRAVELS, GRAVEL - SAND- SILT MIXTURES LIQUID LIMITGREATER THAN 50 SILTY SANDS, SAND - SILTMIXTURES (APPRECIABLE AMOUNTOF FINES) SOIL CLASSIFICATION CHART LIQUID LIMITLESS THAN 50 SANDS WITHFINES SP(LITTLE OR NO FINES) ML SC SM NOTE: Multiple symbols are used to indicate borderline or dual soil classifications MORE THAN 50% OFCOARSE FRACTION PASSING NO. 4SIEVE CLAYEY GRAVELS, GRAVEL -SAND - CLAY MIXTURES CLAYEY SANDS, SAND - CLAYMIXTURES INORGANIC SILTS, ROCK FLOUR,CLAYEY SILTS WITH SLIGHTPLASTICITY ORGANIC SILTS AND ORGANICSILTY CLAYS OF LOWPLASTICITY INORGANIC SILTS, MICACEOUSOR DIATOMACEOUS SILTY SOILS ORGANIC CLAYS AND SILTS OFMEDIUM TO HIGH PLASTICITY INORGANIC CLAYS OF HIGHPLASTICITY MORE THAN 50%PASSING NO. 200SIEVE MORE THAN 50%RETAINED ON NO.200 SIEVE WELL-GRADED GRAVELS,GRAVEL - SAND MIXTURES POORLY-GRADED GRAVELS,GRAVEL - SAND MIXTURES INORGANIC CLAYS OF LOW TOMEDIUM PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTYCLAYS, LEAN CLAYS GRAPH SYMBOLS Standard Penetration Test (SPT) Shelby tube Piston Direct-Push Bulk or grab Continuous Coring 1 2MC 3* 4 5 6 7%F 8 9SA 10 11 12 13 18 0 18 18 18 18 18 18 7 9 14 13 15 26 22 39 35 35 37 71 Brown fine to medium sand with silt (loose, moistto wet) (alluvium) Brown with some oxidation silty fine to medium sand (loose to medium dense, wet) Gray-brown silt with interbedded sand lenses(stiff, wet) (recessional outwash?) Reddish brown silty fine to medium sand(medium dense, wet) Brown-gray fine to medium sand with silt (medium dense, wet) Brown silty fine to medium sand (medium dense,wet) Brown fine to coarse sand with silt andoccasional gravel (medium dense, wet) Brown fine to medium sand with silt (dense, wet) Gray silt with clay (very stiff to hard, wet) Gray fine to coarse sand with silt (dense, wet) Gray interbedded fine to medium sand and siltyfine to medium sand (dense, wet) Gray silty fine to medium sand with gravel (verydense, wet) (glacial till) *California sample taken SP-SM SM ML SM SP-SM SM SW-SM SP-SM MH SP-SM SP/SM SM DIPRA=1 11 6 18 18 12 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: KMS Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.68406° -122.14955° D50 Track Rig Geologic Drill Inc.DrillingMethod Hollow-stem Auger61.5 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 9/3/20159/3/2015 64 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 55 60 IntervalElevation (feet)60555045403530252015105Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring A1 (SL 0/1) PSE - Energize Eastside Design Phase Redmond, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-2 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 11 18 6 6 5 14 18 18 3 2 36 50/6" 95/9" 50/6" 58/8" 60 83 83 50 50/6" Dark brown silty fine to medium sand with organic matter and roots (very loose, wet)(alluvium) Brown silty fine to medium sand (very loose, wet)(alluvium) (p=20,000 ohm-cm; pH=7) Grades to gray(Driller notes gravel) (Driller notes ground firmed up) Gray-brown silty fine to medium sand with gravel (very dense, moist) (glacial till)(Rough drilling) (Dry density = 126 pcf) Gray silty fine to coarse sand with gravel (verydense, moist to wet) (advance outwash?) Gray lean clay (hard, moist) (AL [LL=35;PI=12]) Gray silty fine sand (very dense, moist to wet) Gray silt with fine sand (hard, moist) *California sample taken SM SM SM SM CL SM ML 1 2p, pH 3* 4 5 6 7 8MD 9 10AL 11 12 13 1.5 35.0 40.0 50.0 61.0 Concrete surfaceseal Bentonite seal 2-inch Schedule 40PVC well casing 10/20 Coloradosilica sand 2-inch Schedule 40PVC screen,0.020-inch slotwidth 7 28 Logged By NTDrilled Date Measured DrillingMethod9/3/2015 9/3/2015 HorizontalDatum Vertical Datum DOE Well I.D.: BIJ 535 A 2 (in) well was installed on 9/3/2015 to a depth of 50 (ft). 9/16/2015LatitudeLongitude DrillingEquipment 61 Top of CasingElevation (ft) Start End Checked By Field screening was completed to a depth of 15 feet; no sheen was observed. 20.2 D50 Track Rig Elevation (ft) Groundwater Driller Depth toWater (ft) KMSTotalDepth (ft)Hollow-stem Auger Notes: HammerData Surface Elevation (ft)75NAVD88 47.68369° -122.15091° Geographic WGS84 Auto140 (lbs) / 30 (in) Drop Geologic Drill Inc. 54.8 Steel surface monument Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 55 60 IntervalElevation (feet)706560555045403530252015Collected SampleRecovered (in)Blows/footGraphic LogMATERIAL DESCRIPTION GroupClassificationWater LevelSample NameTestingWELL LOG MoistureContent (%)FinesContent (%)Log of Monitoring Well A2 (SL 0/2) PSE - Energize Eastside Design Phase Redmond, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-3 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_WELL 1 2%F 3* 4 5 6 7 8SA 9 10 11 12 13 18 18 0 18 18 18 18 10 12 12 18 2 13 12 13 30 22 35 11 30 45 25 40 Gray fine to medium sand with silt (very loose,wet) (alluvium) Red-brown silty fine to medium sand (medium dense, moist) (recessional outwash?) Red-brown interbedded silty fine to medium sandand silt with sand (medium dense, stiff, wet) Grades to gray Red-brown silty fine to coarse sand with occasional gravel (medium dense, wet) Brown fine to medium sand with silt and gravel(dense, wet) Brown fine to coarse sand with silt and gravel(medium dense, wet) Gray fine to medium sand with silt (dense, wet)(advance outwash?) With lenses of silty fine to medium sand SP-SM SM SM/ML SM SP-SM SW-SM SP-SM Groundwater observed at 7 feet during drilling DIPRA=1 8 10 21 12 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: KMS Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.68299° -122.14974° D50 Track Rig Geologic Drill Inc.DrillingMethod Hollow-stem Auger71.5 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 9/9/20159/9/2015 See Remarks 69 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 55 60 65 IntervalElevation (feet)6560555045403530252015105Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring A3 (SL 0/2) PSE - Energize Eastside Design Phase Redmond, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-4 Sheet 1 of 2Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 14 15 18 40 63 *California sample taken Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)65 70 IntervalElevation (feet)0Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIALDESCRIPTION GroupClassificationWater LevelLog of Boring A3 (SL 0/2) (continued) PSE - Energize Eastside Design Phase Redmond, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-4 Sheet 2 of 2Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2MC 3* 4 5 6SA 7 8MD 9 10 11 17 11.5 12 6 6 17 10 0 11 88/11" 150/5.5" 100/6" 60/6" 50/6" 50/6" 50/4" 50/4" 50/2" 50/5" 62 Brown silty fine to medium sand with occasionalgravel (very dense, moist) Brown silty fine to medium sand with occasionalgravel (very dense, moist) (glacial till) Grades to gray Gray silt with consolidated peat (hard, moist)(advance outwash) *California sample taken SM SM ML Dry density = 108 pcf Beating on rock Groundwater observed at 48.2 feet duringdrilling 39 5 10 13 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: KMS Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.68339° -122.15348° D50 Track Rig Geologic Drill Inc.DrillingMethod Hollow-stem Auger51.5 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 9/2/20159/2/2015 See Remarks 175 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 IntervalElevation (feet)170165160155150145140135130125Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring A4 (SL 0/3) PSE - Energize Eastside Design Phase Redmond, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-5 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2 3* 4 5 6MD; %F 7 8 9%F 10 11 18 18 18 15 18 11 11 18 12 10 73 58 123 88/9" 62 81/11" 76/11" 77/11" 62 83 93/11" Gray-brown silty fine to medium sand withoccasional gravel (very dense, moist) (glacialtill) Grades siltier and wet Grades to silty fine to coarse sand SM Dry density = 115 pcf42 40 9 11 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: KMS Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.68335° -122.15624° D50 Track Rig Geologic Drill Inc.DrillingMethod Hollow-stem Auger51.5 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 9/2/20159/2/2015 256 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 IntervalElevation (feet)255250245240235230225220215210205Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring A5 (SL 0/4) PSE - Energize Eastside Design Phase Redmond, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-6 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2 3*MD4%F 5 6 7%F 8 9 10%F 11 12 13 18 18 18 6 12 18 18 11 17.5 18 18 17.5 70 82 163 88 50/6" 84/11" 75 74 92/11" 86/11.5" 62 63 65/11.5" Dark silty fine to medium sand with occasionalgravel and organic matter (medium dense,wet) Gray-brown silty fine to medium sand withoccasional gravel (very dense, moist) (glacialtill) Brown silty fine to medium sand (very dense, moist) (advance outwash) Gray-brown fine sandy silt (hard, moist) With lenses of silty fine to medium sand Brown fine to medium sand with silt (very dense, moist to wet) SM SM SM ML SP-SM Dry density = 21 pcf 33 16 29 15 7 5 12 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: KMS Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.68330° -122.15866° D50 Track Rig Geologic Drill Inc.DrillingMethod Hollow-stem Auger61.5 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 9/2/20159/2/2015 273 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 55 60 IntervalElevation (feet)270265260255250245240235230225220215Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring A6 (SL 0/5) PSE - Energize Eastside Design Phase Redmond, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-7 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2MC 3* 4 5 6SA 7 8 9%F 10 11 2 11 2 18 18 18 18 50/5" 70 163/11" 60/5" 50/2" 62 81 92 66 82 78 Dark brown silty fine to medium sand with gravel(very dense, moist) Brown silty fine to medium sand with occasionalgravel and lenses of fine sand (very dense,moist) (glacial till?) Brown fine to medium sand with silt (very dense,moist) (advance outwash) Brown silty fine to medium sand (very dense,moist) Brown fine to medium sand with silt (very dense,moist) With lenses of silty fine sand *California sample taken SM SM SP-SM SM SP-SM Sampler on a rock 10 6 8 8 5 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: KMS Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.67550° -122.15030° D50 Track Rig Geologic Drill Inc.DrillingMethod Hollow-stem Auger51.5 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 9/4/20159/4/2015 368 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 IntervalElevation (feet)365360355350345340335330325320Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring C1 (SL 1/1) PSE - Energize Eastside Design Phase Redmond, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-8 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2 3*MD4SA 5%F 6 7 8 9%F 10 11 18 17 9 5 18 18 17 18 18 18 80 94/11" 100/3" 50/5" 62 45 80/11" 55 66 84 72 Gray-brown silty fine to medium sand with gravel(very dense, moist) (glacial till) Brown silty fine to medium sand (dense to very dense, moist) (advance outwash) Gray-brown fine to medium sand with silt,interbedded with silt (very dense/hard, moist) Brown fine to medium sand with silt, interbedded with silty fine sand (very dense, moist)Grades to with occasional gravel Brown fine to medium sand with silt (very dense,moist to wet) Brown silty fine to medium sand (very dense,moist to wet) Brown fine to medium sand with silt (very dense,moist to wet) *California sample taken SM SM SP-SM/ MH SP-SM/ SM SP-SM SM SP-SM Dry density = 79 pcf 27 21 10 60 7 11 8 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: KMS Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.67501° -122.15834° D50 Track Rig Geologic Drill Inc.DrillingMethod Hollow-stem Auger51.5 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 9/4/20159/4/2015 369 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 IntervalElevation (feet)365360355350345340335330325320Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring C2 (SL 1/2) PSE - Energize Eastside Design Phase Redmond, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-9 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 18 18 18 18 18 18 18 18 18 18 18 61 57 113 57 47 58 82 71 59 70 69 Light greenish brown silty fine to medium sand with occasional gravel (very dense, dry tomoist) (glacial till) Brown fine to medium sand with silt and gravel(very dense, moist) (advance outwash) Brown fine to medium sand with silt (medium dense, wet) (Dry density = 101 pcf) Brown silty fine to medium sand with gravel(dense, moist) Dark brown silty fine to medium sand (very dense, moist) Brown fine to medium sand with silt (very dense,moist) *California sample taken SM SP-SM SP-SM SM SM SP-SM 1 2 3* 4%F 5MD 6 7SA 8SA 9%F 10 11 1.5 25.0 40.0 50.0 51.5 Concrete surfaceseal Bentonite seal 2-inch Schedule 40PVC well casing 10/20 Coloradosilica sand 2-inch Schedule 40PVC screen,0.020-inch slotwidth 15 10 5 14 9 Logged By NTDrilled Date Measured DrillingMethod8/31/2015 8/31/2015 HorizontalDatum Vertical Datum DOE Well I.D.: BIJ 534 A 2 (in) well was installed on 8/31/2015 to a depth of 50 (ft). LatitudeLongitude DrillingEquipment 51.5 Top of CasingElevation (ft) Start End Checked By Field screening was completed to a depth of 15 feet; no sheen was observed. 9/16/15 Not Encountered D50 Track Rig Elevation (ft) Groundwater Driller Depth toWater (ft) KMSTotalDepth (ft)Hollow-stem Auger Notes: HammerData Surface Elevation (ft)375NAVD88 47.67434° -122.15842° Geographic WGS84 Auto140 (lbs) / 30 (in) Drop Geologic Drill Inc. Steel surface monument Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 IntervalElevation (feet)370365360355350345340335330325Collected SampleRecovered (in)Blows/footGraphic LogMATERIAL DESCRIPTION GroupClassificationWater LevelSample NameTestingWELL LOG MoistureContent (%)FinesContent (%)Log of Monitoring Well C3 (SL 1/4) PSE - Energize Eastside Design Phase Redmond, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-10 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_WELL 18 18 18 18 18 18 18 18 17 18 39 33 105 45 49 63 49 40 42 83/11" 57 Brown fine to medium sand (dense, moist) (advance outwash) Brown fine to medium sand with silt (dense to very dense, moist)(Dry density = 118 pcf) Brown silty fine to medium sand, clean sand lens(dense, moist to wet) Dark brown fine to medium sand (dense, wet) Becomes very dense SP SP-SM SM SP 1 2 3*MD4 5SA 6 7 8%F 9 10%F 11 2.0 38.5 41.0 51.051.5 Concrete surfaceseal Bentonite seal2-inch Schedule 40PVC well casing 10/20 Coloradosilica sand2-inch Schedule 40PVC screen,0.020-inch slotwidth 15 7 20 19 9 15 4 Logged By NTDrilled Date Measured DrillingMethod9/8/2015 9/8/2015 HorizontalDatum Vertical Datum DOE Well I.D.: BIJ 536 A 2 (in) well was installed on 9/8/2015 to a depth of 51 (ft). 9/16/2015LatitudeLongitude DrillingEquipment 51.5 Top of CasingElevation (ft) Start End Checked By Field screening was completed to a depth of 15 feet; no sheen was observed. 38.0 D50 Track Rig Elevation (ft) Groundwater Driller Depth toWater (ft) KMSTotalDepth (ft)Hollow-stem Auger Notes: HammerData Surface Elevation (ft)441NAVD88 47.66098° -122.15820° Geographic WGS84 Auto140 (lbs) / 30 (in) Drop Geologic Drill Inc. 403.0 Steel surface monument Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 IntervalElevation (feet)440435430425420415410405400395390Collected SampleRecovered (in)Blows/footGraphic LogMATERIAL DESCRIPTION GroupClassificationWater LevelSample NameTestingWELL LOG MoistureContent (%)FinesContent (%)Log of Monitoring Well C4 (SL 2/1) PSE - Energize Eastside Design Phase Redmond, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-11 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_WELL 1 2 3*MD4SA 5 6MD 7 8MC 9 10 11 12 11.1 11 6 12 11 5 5.5 50/6" 50/5.5" 36 21 50/5.5" 50/5.5" 50/6" 50/6" 50/5" 50/5" 50/5.5" Brown silty fine to medium sand with gravel (verydense, dry to moist) (glacial till) Becomes moist Moist to wet Becomes moist Grades to gray color Becomes wet Grades to brown, moist *California sample taken SM Dry density = 112 pcf Driller notes gravel at approximately 18 feet Dry density = 129 pcf Groundwater observed at 43.9 feet duringdrilling 23 18 10 9 12 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: KMS Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.64663° -122.15846° D50 Track Rig Geologic Drill Inc.DrillingMethod Hollow-stem Auger50.4 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 8/28/20158/28/2015 See Remarks 453 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 IntervalElevation (feet)450445440435430425420415410405Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring C5 (SL 3/1) PSE - Energize Eastside Design Phase Bellevue, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-12 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1MD 2 3* 4%F 5 6 7 8SA 9 10 18 18 9 6 3 18 12 55 52 91/10" 50/6" 50/3" 50/6" 50/3" 66 50/6" 87/6" Brown silty fine to medium sand with gravel (verydense, moist) (weathered till?) Brown fine to medium sand with silt (mediumdense to dense, moist) Brown silty fine to medium sand with occasionalgravel (very dense, moist) (glacial till?) Grades to gray Brown silty fine to coarse sand with gravel (verydense, moist) (advance outwash?) Brown fine to medium sand with silt (very dense,moist) *California sample taken SM SP-SM SM SM SP-SM Dry density = 110 pcf DIPRA=1 19 5 8 8 4 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: KMS Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.63547° -122.15896° D50 Track Rig Geologic Drill Inc.DrillingMethod Hollow-stem Auger51.5 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 8/28/20158/28/2015 358 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 IntervalElevation (feet)355350345340335330325320315310Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring C6 (SL 3/8) PSE - Energize Eastside Design Phase Bellevue, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-13 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2MC 3*MD4 5 6SA 7 8%F 9 10 11 12 15 0 17 6 17 11 6 9 4 19 25 50/6" 91/11" 50/6" 45 80/11" 50/5" 50/6" 50/4" 50/4" 6 inches asphalt concrete 21/2 inches base course Dark brown silty fine to coarse sand with gravel(medium dense, moist) (fill) Light brown silty fine sand (medium dense, moist to wet) (recessional outwash?) Brown silty fine to medium sand with occasional gravel (very dense, moist to wet) (advanceoutwash) Gray silty fine to medium sand (dense, moist) Brown-gray silty fine to medium sand (very dense, moist) Gray fine to medium sand with silt (very dense,moist) Brown-gray silty fine to medium sand withoccasional gravel (very dense, moist) *California sample taken Ac CR SM SM SM SM SM SP-SM SM Dry density = 123 pcf Heave at approximately 40 feet Heave at approximately 45 feet 27 9 13 10 11 12 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: KMS Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.62747° -122.15926° D50 Track Rig Geologic Drill Inc.DrillingMethod Hollow-stem Auger50.33 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 8/29/20158/29/2015 205 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 IntervalElevation (feet)200195190185180175170165160155Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring E1 (SL 4/4) PSE - Energize Eastside Design Phase Bellevue, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-14 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1A 1B 2MD 3*MD4SA 5 6A6B 7 8SA 9 10 11 18 18 18 11 18 8 16 18 6 20 24 124 50/5" 66 50/2" 90/10" 72 50/6" 50/6" 50/4" Brown silty fine to medium sand (medium dense,wet) Mottled brown silt with sand (very stiff, moist)(advance outwash?) Gray clay with silt and trace fine sand (very stiff,moist) Gray fine to coarse gravel with silt and sand (very dense, moist) (advance outwash) Gray fine to medium sand with silt (very dense,moist to wet) Gray fine to coarse sand (very dense, wet) Gray fine to medium sand (very dense, moist towet) Gray fine to coarse sand with gravel (very dense,wet) Gray fine to coarse sand with silt and gravel (verydense, wet) *California sample taken SM ML CL GP-GM SP-SM SW SP SW-SM SW Dry density = 92 pcf Dry density = 127 pcf Groundwater encountered at 24.8 feet duringdrillingHeave at 30 feet Heave at 40 feet Coarse material 9 9 22 9 9 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: KMS Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.60999° -122.15915° D50 Track Rig Geologic Drill Inc.DrillingMethod Hollow-stem Auger50.83 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 8/27/20158/27/2015 See Remarks 178 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 IntervalElevation (feet)175170165160155150145140135130Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring E2 (SL 5/5) PSE - Energize Eastside Design Phase Bellevue, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-15 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2AL; MD 3* 4 5AL; MC 6 7MD 8SA 9 10 11SA 18 18 18 18 18 18 18 18 15 16 13 14 39 25 22 25 25 40 58 89/10" 54 Gray brown silt with sand (medium stiff, dry tomoist) Gray clay (stiff, moist) Gray silt with sand and clay (very stiff, moist)(advance outwash?) Gray fine to coarse gravel with silt and sand With decreased gravel content *California sample taken ML CL ML GW-GM AL (LL=40; PI=14)Dry density = 69 pcf AL (LL=38; PI=12) Dry density = 97 pcf Groundwater encountered at 42.5 feet duringdrilling 81 8 26 27 25 22 8 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: KMS Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.60271° -122.15899° D50 Track Rig Geologic Drill Inc.DrillingMethod Hollow-stem Auger51.5 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 8/27/20158/27/2015 See Remarks 200 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 IntervalElevation (feet)195190185180175170165160155150Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring E3 (SL 6/1) PSE - Energize Eastside Design Phase Bellevue, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-16 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2%F 3 4 5MD 6 7SA 8 15 15 18 6 6 20 31 63 50/6" 50/6" 50/6" 50/3" 50/3" Gray and brown sandy silt (very stiff, moist towet) (fill?) Brown silty fine sand (medium dense, wet)(recessional outwash) Gray-brown silty fine to medium sand withoccasional gravel (medium dense, wet)(weathered glacial till) Gray silty fine to medium sand with occasionalgravel (very dense, moist to wet) (glacial till) Grades with decreased silt content Grades with increased silt content Gray fine to medium sand with silt and occasional gravel (very dense, moist to wet)(advance outwash?) Gray silty fine to coarse sand with gravel (verydense, moist) (Rough drilling, drill sheared bolt off of rotary) Refusal at 42 feet ML SM SM SM SP-SM SM Dry density = 118 pcf 27 19 10 12 7 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: KMS Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.58675° -122.15810° D50 Track Rig Geologic Drill Inc.DrillingMethod Hollow-stem Auger42 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 8/28/20158/28/2015 90 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 IntervalElevation (feet)8580757065605550Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring E4 (SL 7/3) PSE - Energize Eastside Design Phase Bellevue, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-17 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 16 9 0 18 18 18 5 11.5 5 8 27 65 57 24 24 50/5" 50/5.5" 50/5" 50/4" Dark brown silty fine sand with organic matter (loose, wet) Gray fine to coarse sand with silt and gravel(loose to medium dense, wet) (recessional outwash?) Gray silty fine to medium sand with occasionalgravel (very dense, moist to wet) (weathered glacial till?)(Dry density = 118 pcf) Gray silty fine to medium sand with occasionalgravel (very dense, moist) (glacial till?)(Rough drilling at 34 feet) (Dry density = 115 pcf) *California sample taken SM SW-SM SM SM 1 2 3* 4MD 5SA 6 7 8 9 MD 10 1.5 38.0 40.0 50.0 Concrete surfaceseal Bentonite seal 2-inch Schedule 40PVC well casing 10/20 Coloradosilica sand 2-inch Schedule 40PVC screen,0.020-inch slotwidth 8 12 9 31 Logged By NTDrilled Date Measured DrillingMethod8/31/2015 8/31/2015 HorizontalDatum Vertical Datum DOE Well I.D.: BIJ 533 A 2 (in) well was installed on 8/31/2015 to a depth of 50 (ft). 9/16/2015LatitudeLongitude DrillingEquipment 50.33 Top of CasingElevation (ft) Start End Checked By Field screening was completed to a depth of 15 feet; no sheen was observed. 0.0 D50 Track Rig Elevation (ft) Groundwater Driller Depth toWater (ft) KMSTotalDepth (ft)Hollow-stem Auger Notes: HammerData Surface Elevation (ft)92NAVD88 47.58538° -122.15791° Geographic WGS84 Auto140 (lbs) / 30 (in) Drop Geologic Drill Inc. 92.0 Steel surface monument Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 IntervalElevation (feet)90858075706560555045Collected SampleRecovered (in)Blows/footGraphic LogMATERIAL DESCRIPTION GroupClassificationWater LevelSample NameTestingWELL LOG MoistureContent (%)FinesContent (%)Log of Monitoring Well J1 (TL 8/9) PSE - Energize Eastside Design Phase Bellevue, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-18 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_WELL 1 2%F 3* 4 5 6 7AL 8 9 10 11 12 13 8 18 18 18 3 18 18 18 18 18 8.5 6 14 17 46 27 24 50/6" 35 42 41 42 34 82/6" 70/6" Gray-brown silty fine to medium sand with gravel(medium dense, moist) (fill?) Brown fine to coarse sand with silt (medium dense, moist) (recessional outwash?) Brown silty fine to medium sand (medium dense,moist) Brown fine to medium sand with silt (mediumdense, moist to wet) Brownish orange fine to coarse sand with silt andgravel (very dense, moist to wet) (advanced outwash?) Gray sandy silt (dense to hard, moist to wet) Gray silt (hard, moist to wet) Gray silt (hard, moist) With trace wood and lenses of fine to mediumsand with silt Gray silty fine to coarse sand with gravel (verydense, wet) Gray silty fine to coarse gravel with silt and sand(very dense, wet) *California sample taken SM SP-SM SM SP-SM SW-SM ML ML ML SM GM Blow count may not be representative Perched water at approximately 29 feet AL (LL=28; PI=3) Dry density = 88 pcf 126 25 22 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: DTM Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.58072° -122.15771° CME L-10-T Track (Limited Access) Holt Services Inc.DrillingMethod Hollow-stem Auger61.5 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 9/4/20159/4/2015 244 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 55 60 IntervalElevation (feet)240235230225220215210205200195190185Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring J2 (TL 8/6) PSE - Energize Eastside Design Phase Bellevue, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-19 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1MC 2%F 3* 4 5 6SA 7 8 9 12 18 11.5 11 18 18 18 86 54 50/5.5" 50/5" 69 54 56 50/3" 50/0" 2 inches asphalt concrete Brown silty fine to medium sand with occasionalgravel (very dense, moist) (advanceoutwash?) Brown silty fine to medium sand (very dense, moist) (advance outwash) Gray gravelly fine to medium sand (very dense,moist) Refusal at 38 feet on a boulder *California sample taken AC SM SM SP Very rough drilling at 38 feet 18 13 8 10 9 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: KMS Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.57896° -122.15770° D50 Track Rig Geologic Drill Inc.DrillingMethod Hollow-stem Auger38 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 8/29/20158/29/2015 274 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 IntervalElevation (feet)270265260255250245240Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring J3 (TL 8/5) PSE - Energize Eastside Design Phase Bellevue, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-20 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2 3* 4A 4B 5AAL; MD5BSA 6 7 8 9 10 0 12 18 18 18 18 16 12 36 25 33 12 38 55 86 74 90/10" 50/6" Brown silty fine to coarse sand with gravel(dense, moist) (advance outwash?) Grades to gray Brown silt with sand and trace clay (stiff, moist) Brown lean clay (stiff, moist) Gray silty fine to medium sand with gravel(dense, moist to wet) Gray silt with sand (stiff, wet) Brown-gray silt with sand (hard, dry to moist) *California sample taken SM ML CL SM ML ML AL (LL=28; PI=11)Dry density = 84 pcf Dry density = 79 pcf Groundwater encountered at approximately 44.5 feet during drilling 151914 28 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: KMS Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.55527° -122.16558° D50 Track Rig Geologic Drill Inc.DrillingMethod Hollow-stem Auger51 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 9/1/20159/1/2015 See Remarks 242 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 IntervalElevation (feet)240235230225220215210205200195Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring J5 (TL 6/6) PSE - Energize Eastside Design Phase Bellevue, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-21 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1MC 2 3*4 5 6%F 7 8SA 9 10 11 5 4 00 18 17 18 18 18 18 50/5" 48 100/4"50/1" 21 94/11" 62 63 48 48 42 Brown silty fine to medium sand with gravel (verydense, dry to moist) (glacial till) Brown silty fine to medium sand (medium dense,moist) (weathered outwash?) Gray silty fine to medium sand with gravel (verydense, moist) Brown fine to medium sand with silt (very dense, moist) (advance outwash) With lenses of fine to medium sand Grades to wet Brown silty fine to medium sand (dense, wet)(advance outwash) *California sample taken SM SM SM SP-SM SM Rock in shoe Gravel in cuttings Groundwater encountered at approximately41.3 feet during drilling 29 9 3 10 21 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: KMS Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.55190° -122.16771° D50 Track Rig Geologic Drill Inc.DrillingMethod Hollow-stem Auger50.5 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 8/27/20158/27/2015 See Remarks 309 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 IntervalElevation (feet)305300295290285280275270265260Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring M1 (TL 6/5) PSE - Energize Eastside Design Phase Bellevue, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-22 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2SA 3* 4 5 6 7 8MD 9 10 11 12 13 18 12 10 3 1 4.5 6 7 5.5 7 73 50/4" 133/6" 50/4" 50/3" 50/5" 50/1" 50/4.5" 50/6" 93/11" 50/6" 50/5.5" 50/3" Brown silty fine to medium sand with gravel (verydense, moist) (glacial till) Grades to gray Grades to silty fine sand Gray silt with sand (hard, moist) (advanceoutwash?) *California sample taken SM ML Dry density = 104 pcf 348 9 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: KMS Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.57830° -122.16978° D50 Track Rig Geologic Drill Inc.DrillingMethod Hollow-stem Auger61 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 9/1/20159/1/2015 439 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 55 60 IntervalElevation (feet)435430425420415410405400395390385380Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring M2 (TL 6/2) PSE - Energize Eastside Design Phase Bellevue, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-23 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 6 6 12 11 6 4 18 5 18 18 18 4 78 50/5" 50/6" 50/4" 59 50/5" 76 68 61 Dark brown silty fine to medium sand with occasional organic matter (loose, dry) Coarse gravel below 5 feet(Rough drilling) Gray-brown silty fine to medium sand withoccasional gravel (very dense, moist) (glacial till)(DIPRA=1) (Hard drilling) (Perched water observed at approximately 28 feet during drilling) Brown fine to medium sand with silt and gravel (very dense, moist) (advance outwash) SM SM SP-SM 1 2 3MC 4 5 6%F 7 8 9SA 10 11 1.5 22.0 25.0 40.0 50.0 51.5 Concrete surfaceseal Bentonite seal 2-inch Schedule 40PVC well casing 10/20 Coloradosilica sand 2-inch Schedule 40PVC screen,0.020-inch slotwidth Bentonite seal 8 13 4 19 9 Logged By NTDrilled Date Measured DrillingMethod8/18/2015 8/18/2015 HorizontalDatum Vertical Datum DOE Well I.D.: BIJ 530 A 2 (in) well was installed on 8/24/2015 to a depth of 50 (ft). 9/16/2015LatitudeLongitude DrillingEquipment 51.5 Top of CasingElevation (ft) Start End Checked By Field screening was completed to a depth of 15 feet; no sheen was observed. 31.4 D50 Track Rig Elevation (ft) Groundwater Driller Depth toWater (ft) CEWTotalDepth (ft)Hollow-stem Auger Notes: HammerData Surface Elevation (ft)411NAVD88 47.53803° -122.16963° Geographic WGS84 Auto140 (lbs) / 30 (in) Drop Geologic Drill Inc. 379.6 Steel surface monument Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 IntervalElevation (feet)410405400395390385380375370365360Collected SampleRecovered (in)Blows/footGraphic LogMATERIAL DESCRIPTION GroupClassificationWater LevelSample NameTestingWELL LOG MoistureContent (%)FinesContent (%)Log of Monitoring Well M3 (TL 5/4) PSE - Energize Eastside Design Phase Newcastle, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-24 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_WELL 1 2MC 34* 5 6SA 7 8 9 10 11 12 13 12 15.5 50 11.5 2.5 8.5 18 11 11 12 7 6 10 92/8.5" 120/5.6"50/2" 78/11.5" 83/11.5" 95/8.5" 53 87/11" 81/11" 91 99/7" 110/6" Brown silty fine to coarse sand with trace roots(medium dense, moist) Gray-brown silty fine to medium sand with occasional gravel (very dense, wet) (highlyweathered bedrock?) Gray silty fine to medium sand (very dense,moist) Highly oxidized and light gray silty fine to coarsesand with occasional gravel (very dense,moist) (highly weathered bedrock) Grades to light brown-gray with no oxidation Light brown and white silty fine to coarse sandwith decomposed quartz (very dense, moist)(weathered bedrock) Light brown silty fine to coarse sand (very dense,moist) *California sample taken SM SM SM SM SM SM Groundwater observed at 13.6 feet duringdrilling Section of auger lost (dropped) into borehole during backfilling 49 13 13 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: ERH Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.52791° -122.16912° CME L-10-T Track (Limited Access) Geologic Drill Inc.DrillingMethod Hollow-stem Auger61.5 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 9/3/20159/2/2015 See Remarks 517 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 55 60 IntervalElevation (feet)515510505500495490485480475470465460Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring M4 (TL 4/6) PSE - Energize Eastside Design Phase Newcastle, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-25 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2MD 3* 4 5 6A 6B 7%F 8 9 10 11MD; SA 12 10 10.5 6 11 10 19 61 100/5.5" 50/3" 50/4.5" 50/6" 50/5" 50/4" 50/4" 50/6" 45 Dark gray-brown silty fine to coarse sand withgravel and trace organic matter (mediumdense, moist to wet) Brown sandy silt (very stiff, moist) Dark gray-brown silty fine to medium sand withgravel (very dense, moist) (glacial till) Grades to gray Gray sandy silt with gravel (hard, moist) *California sample taken SM ML SM ML DIPRA=1Dry density = 104 pcf Sampler on a rock Dry density = 97 pcf 23 52 14 15 13 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: KMS Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.52277° -122.16914° D50 Track Rig Geologic Drill Inc.DrillingMethod Hollow-stem Auger51.5 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 8/26/20158/26/2015 380 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 IntervalElevation (feet)375370365360355350345340335330Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring M5 (TL 4/3) PSE - Energize Eastside Design Phase Newcastle, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-26 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1MD 2 3A*MD3B4 5 6 7 8 9SA 10 11 12 13 18 18 16 12 11 5.5 4 0 18 5 17 11.5 60 92/11" 190/10" 50/6" 50/5" 50/5.5" 50/4" 50/2" 72 50/5" 90/11" 50/5.5" 78 Red-brown silty fine to medium sand with gravel(very dense, dry to moist) (glacial till) Grades to gray and moist Gray fine to coarse sand with silt and gravel (verydense, moist) (advance outwash) Brown fine to medium sand (very dense, moist) *California sample taken SM SP-SM SP Dry density = 116 pcf Dry density = 123 pcf 11 9 8 7 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: KMS Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.51543° -122.16902° D50 Track Rig Geologic Drill Inc.DrillingMethod Hollow-stem Auger61.5 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 8/24/20158/24/2015 432 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 55 60 IntervalElevation (feet)430425420415410405400395390385380375Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring M6 (TL 3/9) PSE - Energize Eastside Design Phase Renton, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-27 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2 3 4 5 6MD 7SA 8 9 10 10 4 0 3 5 5 2 50/4" 50/5" 50/6" 50/6" 50/3" 50/5" 50/5" 50/5" 50/2" 100/3" Light brown silty fine to medium sand withoccasional gravel and trace organic matter(very dense, dry) (glacial till) Light brown silty fine to medium sand withoccasional gravel (very dense, dry to moist)(glacial till) Grades to gray Grades to with gravel SM SM Dry density = 101 pcf 38 11 10 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: KMS Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.51348° -122.17123° D50 Track Rig Geologic Drill Inc.DrillingMethod Hollow-stem Auger50.25 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 8/26/20158/26/2015 445 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 IntervalElevation (feet)440435430425420415410405400395Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring M7 (TL 3/7) PSE - Energize Eastside Design Phase Renton, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-28 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 18 6 16 6 11 11 10 10 9 3 3 68 50/6" 190/10" 50/6" 50/5" 50/5" 50/4" 50/4" 50/3" 50/3" 100/3" Brown silty fine to medium sand with gravel (very dense, dry to moist) (glacial till) (p=35,000 ohm-cm) (Dry density = 124 pcf) With less gravel Grades to gray *California sample taken SM 1MC, p 2 3*MD11 4 5SA 6 7 8 9MC 10 1.5 34.0 41.0 51.051.5 Concrete surfaceseal Bentonite seal 2-inch Schedule 40PVC well casing 10/20 Coloradosilica sand 2-inch Schedule 40PVC screen,0.020-inch slotwidth 6 13 8 6 34 Logged By NTDrilled Date Measured DrillingMethod8/24/2015 8/24/2015 HorizontalDatum Vertical Datum DOE Well I.D.: BIJ 531 A 2 (in) well was installed on 8/24/2015 to a depth of 50 (ft). LatitudeLongitude DrillingEquipment 51.5 Top of CasingElevation (ft) Start End Checked By Field screening was completed to a depth of 15 feet; no sheen was observed. 9/16/15 Not Encountered D50 Track Rig Elevation (ft) Groundwater Driller Depth toWater (ft) KMSTotalDepth (ft)Hollow-stem Auger Notes: HammerData Surface Elevation (ft)445NAVD88 47.51210° -122.17233° Geographic WGS84 Auto140 (lbs) / 30 (in) Drop Geologic Drill Inc. Steel surface monument Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 IntervalElevation (feet)440435430425420415410405400395Collected SampleRecovered (in)Blows/footGraphic LogMATERIAL DESCRIPTION GroupClassificationWater LevelSample NameTestingWELL LOG MoistureContent (%)FinesContent (%)Log of Monitoring Well M8 (TL 3/6) PSE - Energize Eastside Design Phase Renton, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-29 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_WELL 1 2MC 3* 4 5 6 7SA 8 9%F 10 11 12 13 18 18 10 12 17.5 18 18 18 18 18 54 72 100/3" 46 90 50/6" 81/11.5" 58 60 39 42 47 54 Light gray-brown silty fine sand with occasionalgravel (dense to very dense, dry) (weatheredglacial till) Brown silty fine to medium sand with occasional gravel (very dense, dry to moist) (glacial till) Grades to with gravel Brown fine to medium sand with silt and trace gravel (very dense, moist) (advance outwash) Brown fine to medium sand (dense to verydense, moist) *California sample taken SM SM SP-SM SP 17 9 7 11 13 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: KMS Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.50873° -122.17589° D50 Track Rig Geologic Drill Inc.DrillingMethod Hollow-stem Auger61.5 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 8/24/20158/24/2015 407 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 55 60 IntervalElevation (feet)405400395390385380375370365360355350Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring M9 (TL 3/4) PSE - Energize Eastside Design Phase Renton, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-30 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 18 18 18 18 3 11 12 18 18 18 44 31 38 53 50/3" 50/5.5" 50/6" 42 27 23 40 Gray-brown silty fine to medium sand with gravel (dense, moist) (weathered till) Gray-brown silty fine to medium sand with gravel(dense, moist) (glacial till) Grades to occasional gravel (Sampler on a rock) Brown fine to medium sand with silt (medium dense to dense, moist) (advance outwash) *California sample taken SM SM SP-SM 1 2 3* 4SA 5 6 7 8%F 9 10MC 11 1.5 30.0 41.0 51.051.5 Concrete surfaceseal Bentonite seal 2-inch Schedule 40PVC well casing 10/20 Coloradosilica sand 2-inch Schedule 40PVC screen,0.020-inch slotwidth 11 7 13 26 10 Logged By NTDrilled Date Measured DrillingMethod8/25/2015 8/25/2015 HorizontalDatum Vertical Datum DOE Well I.D.: BIJ 532 A 2 (in) well was installed on 8/24/2015 to a depth of 51 (ft). LatitudeLongitude DrillingEquipment 51.5 Top of CasingElevation (ft) Start End Checked By Field screening was completed to a depth of 15 feet; no sheen was observed. 9/16/15 Not Encountered D50 Track Rig Elevation (ft) Groundwater Driller Depth toWater (ft) KMSTotalDepth (ft)Hollow-stem Auger Notes: HammerData Surface Elevation (ft)373NAVD88 47.49229° -122.17541° Geographic WGS84 Auto140 (lbs) / 30 (in) Drop Geologic Drill Inc. Steel surface monument Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 IntervalElevation (feet)370365360355350345340335330325Collected SampleRecovered (in)Blows/footGraphic LogMATERIAL DESCRIPTION GroupClassificationWater LevelSample NameTestingWELL LOG MoistureContent (%)FinesContent (%)Log of Monitoring Well M10 (TL 2/2) PSE - Energize Eastside Design Phase Renton, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-31 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_WELL 1MC 2 3* 4 5SA 6 7 8 9%F 10 11 12 13 18 18 0 13 18 18 9 15 18 18 18 18 18 18 19 35 32 38 27 44 30 55 51 50 32 33 Approximately 3 inches asphalt concretepavement Approximately 4 inches base course Gray-brown silty fine to medium sand with gravel(medium dense, moist) (fill?) Brown fine to medium sand with silt and gravel(medium dense, moist) Brown fine to coarse sand with gravel (dense,moist) (advance outwash?) With less gravel With gravel Brown fine to coarse sand with silt and gravel(dense, moist) Brown fine to medium sand with silt andoccasional gravel (very dense, moist) Brown fine sand with silt (dense, moist) *California sample taken AC CR SM SP-SM SP SP-SM SP-SM SP-SM DIPRA=1 4 7 3 3 2 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: KMS Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.48807° -122.17564° D50 Track Rig Geologic Drill Inc.DrillingMethod Hollow-stem Auger61.5 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 8/25/20158/25/2015 340 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 55 60 IntervalElevation (feet)335330325320315310305300295290285280Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring M11 (TL 1/8) PSE - Energize Eastside Design Phase Renton, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-32 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2 3*MD4SA 5 6 7 8 9 10 11SA 12 13 14 0 18 18 12 18 18 18 18 18 18 18 18 26 56 77 41 50/6" 59 33 59 71 73 68 70 50 Brown silty fine to coarse sand with occasionalgravel (medium dense, moist) (glacial drift) Grades to wet Becomes gray-brown with lenses of sandy silt,dense Interbeds of silty fine to coarse sand withoccasional gravel and brown sandy silt (verydense/hard, moist) (glacial till?) Brown silty fine to medium sand (very dense,moist) (glacial till?) Grayish brown fine to medium sand with silt(medium dense to dense, moist) (advanceoutwash) Brown fine to medium sand (very dense, moist) Brown fine to medium sand with silt (very dense,moist) *California sample taken SM SM/ML SM SP-SM SP SP-SM Dry density = 89 pcf 73 10 31 13 6 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: ERH Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.47948° -122.18391° CME Limited Access L10 Track Rig Holt Services Inc.DrillingMethod Hollow-stem Auger61.5 Field screening completed to a depth of 15 feet; moderate sheen at 5 feet and slight sheen at 15 feet Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 9/1/20159/1/2015 326 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 55 60 IntervalElevation (feet)325320315310305300295290285280275270265Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring N1 (TL 1/2) PSE - Energize Eastside Design Phase Renton, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-33 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2 3*4 5%F 6 7 8SA 9 10 11 12 13 10 12 66 18 15 18 18 18 18 18 18 18 63 50/6" 120/6"50/6" 68 49 50/4.5" 31 58 62 79 67 67 Brown silty fine to medium sand with occasionalgravel (loose to medium dense, moist) Brown silty fine to medium sand with gravel (verydense, moist) (glacial drift) Brown fine to coarse sand with silt and occasional gravel (very dense, moist) (glacialdrift?) Brown silty sand with occasional gravel (very dense, moist) (glacial till?) Brown fine to medium sand with silt (dense,moist) (advance outwash) Gray-brown fine to medium sand (very dense,moist) Grayish brown fine to medium sand with silt (verydense, moist) *California sample taken SM SM SP-SM SM SP-SM SP SP-SM 51 9 13 14 6 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: ERH Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.47877° -122.18365° CME Limited Access L10 Track Rig Holt Services Inc.DrillingMethod Hollow-stem Auger61.5 Field screening completed to a depth of 10 feet; slight sheen observed at approximately 3 feet Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 9/2/20159/1/2015 326 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 55 60 IntervalElevation (feet)325320315310305300295290285280275270265Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring N2 (TL 1/1) PSE - Energize Eastside Design Phase Renton, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-34 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2 3MD4* 5AL 6 7 8 9 10 11 12%F 13 6 4 18 18 18 18 18 18 16 18 18 15 17 24 18 17 21 15 21 18 24 19 19 24 Brown silty fine to coarse sand with gravel(medium dense, moist) (recessional outwash) Brown silty fine to coarse gravel with sand (medium dense, moist) Brown fine to coarse sand with silt and gravel(medium dense, moist) Brown silty fine sand to sandy silt (medium dense/very stiff, moist) Gray-brown silt with occasional sand and finegravel (very stiff, moist) With lenses of silty sand Grades to sandy silt Brown fine to medium sand with silt (mediumdense, moist) *California sample taken SM GM SP-SM SM/ML ML SP-SM Rough drilling Dry density = 82 pcf AL (LL=33; PI=8) 7 46 23 4 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: ERH Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.47416° -122.18194° CME L-10-T Track (Limited Access) Geologic Drill Inc.DrillingMethod Hollow-stem Auger61.5 Field screening completed to a depth of 15 feet; moderate sheen observed at approximately 10 feet Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 8/31/20158/31/2015 249 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 55 60 IntervalElevation (feet)245240235230225220215210205200195190Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring N3 (TL 0/11) PSE - Energize Eastside Design Phase Renton, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-35 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1SA 2 3 4* 5 6 7 8 9* 10AL 11 1213 14 12 12 5 9 8 3 18 18 8 22 4 14 14 46 13 15 8 13 11 55 50/2" 60 Brown fine to coarse gravel with silt and sand(medium dense, dry) Light brown silty fine to coarse gravel with sand(medium dense, moist) (recessional outwash) Gray silty fine to coarse sand with gravel (looseto medium dense, moist to wet) Brown-orange mottled fat clay (stiff, moist to wet) Brown silty fine to coarse gravel with sand (very dense, moist) (advance outwash?) *California sample taken GP-GM GM SM CH GM Gravel pushed auger 2 feet out of alignment AL (LL=51; PI=25) 83 24 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: ERH Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.47297° -122.18127° CME Limited Access L10 Track Rig Geologic Drill Inc.DrillingMethod Hollow-stem Auger51.5 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 8/28/20158/28/2015 276 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 IntervalElevation (feet)275270265260255250245240235230225Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring N4 (TL 0/9) PSE - Energize Eastside Design Phase Renton, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-36 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2 3%F 4 5* 6 7SA 8 9 10 11 12 13 14 16 18 18 18 18 18 18 18 18 17.5 17 12 36 25 29 134 25 18 17 40 50 59 85/11.5" 71/11" 50/6" Orange brown silty fine sand (medium dense todense, dry to moist) Brown fine to medium sand with silt and occasional gravel (medium dense, moist)(recessional outwash?) Grayish brown fine to medium sand with silt (dense to very dense, moist) (advanceoutwash) Dark gray fine to coarse sand with gravel (verydense, wet) *California sample taken SM SP-SM SP-SM SW Driller notes some gravel present 10 9 9 9 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: ERH Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.47023° -122.19216° CME Limited Access L10 Track Rig Holt Services Inc.DrillingMethod Hollow-stem Auger61 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 8/25/20158/25/2015 436 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 55 60 IntervalElevation (feet)435430425420415410405400395390385380375Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring N5 (TL 0/5) PSE - Energize Eastside Design Phase Renton, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-37 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 18 18 18 18 18 18 18 18 18 18 17 15 17.5 48 33 155 47 40 48 49 43 38 53 52 38 74/11.5" Light brown silty fine to medium sand with occasional gravel (loose to medium dense,dry) (p=68,000 ohm-cm) Brown silty fine to coarse sand with traceorganics (dense, moist) (weathered glacial till) (Dry density = 94 pcf) Brown fine to medium sand with silt (dense,moist) (advance outwash) Gray fine to coarse sand with silt and gravel(dense, wet) Gray fine to coarse sand with gravel (very dense,wet) SM SM SP-SM SW-SM SW 1MC, P 2 3%F 4*MD5SA 6 7 8 9 10 11 12 13 14SA 1.5 44.5 50.0 60.0 Concrete surfaceseal Bentonite seal 2-inch Schedule 40PVC well casing 10/20 Coloradosilica sand 2-inch Schedule 40PVC screen,0.020-inch slotwidth 3 9 21 8 8 18 9 5 Logged By NTDrilled Date Measured DrillingMethod8/25/2015 8/25/2015 HorizontalDatum Vertical Datum DOE Well I.D.: BIJ A 2 (in) well was installed on 8/25/2015 to a depth of 60 (ft). 9/16/2015LatitudeLongitude DrillingEquipment 61.46 Top of CasingElevation (ft) Start End Checked By Field screening was completed to a depth of 15 feet; no sheen was observed. 56.3 CME Limited Access L10 Track Rig Elevation (ft) Groundwater Driller Depth toWater (ft) ERHTotalDepth (ft)Hollow-stem Auger Notes: HammerData Surface Elevation (ft)440NAVD88 47.46943° -122.19154° Geographic WGS84 Auto140 (lbs) / 30 (in) Drop Holt Services Inc. 383.7 Steel surface monument Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 55 60 IntervalElevation (feet)435430425420415410405400395390385380Collected SampleRecovered (in)Blows/footGraphic LogMATERIAL DESCRIPTION GroupClassificationWater LevelSample NameTestingWELL LOG MoistureContent (%)FinesContent (%)Log of Monitoring Well N6 (TL 0/4) PSE - Energize Eastside Design Phase Renton, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-38 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_WELL 1 2ML 3* 4 5SA 6%F 7 8 9 10 11 12%F 13 16 16 5 5 11 18 18 18 18 14 15 30 60 120/5" 50/5" 50/5" 31 29 37 42 50 77 49 44 Grayish brown silty fine to medium sand withoccasional gravel (medium dense to dense,moist) (weathered glacial till) Brown silty fine to medium sand (very dense,moist) (glacial till) Grades to silty fine sand Brown fine to medium sand with silt (dense tovery dense, moist) (advance outwash) Becomes very dense Grades to fine to coarse sand with silt Gray fine to coarse sand with gravel (dense, wet) Brown fine to coarse sand with silt andoccasional gravel (dense, wet) *California sample taken SM SM SP-SM SW SP-SM Rods are stuck on rock Groundwater encountered at approximately52.25 feet during drilling Heave 6 inches 43 10 2 9 8 8 10 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: ERH Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.46901° -122.19280° CME Limited Access L10 Track Rig Holt Services Inc.DrillingMethod Hollow-stem Auger61.5 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 8/27/20158/27/2015 See Remarks 439 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 55 60 IntervalElevation (feet)435430425420415410405400395390385380Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring N8 (TL 0/3) PSE - Energize Eastside Design Phase Renton, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-39 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2 3 4* 5 6 7%F 8SA 9 10 11 13 18 18 5 18 11 17 18 18 18 16 20 40 79 120/5" 89/11" 50/4.5" 83/11" 60 50 47 61 Light brown silty fine sand with occasional gravel(loose to medium dense, dry) Light gray sandy silt with occasional gravel (hard,moist) (glacial till?) Grades to very dense Brown fine to medium sand with silt (very dense,moist) (advance outwash) Brown fine to coarse sand with occasional gravel(very dense, moist) *California sample taken SM ML SP-SM SP DIPRA=1 53 11 12 8 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: ERH Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.46849° -122.19272° CME Limited Access L10 Track Rig Holt Services Inc.DrillingMethod Hollow-stem Auger51.5 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 8/26/20158/26/2015 440 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 IntervalElevation (feet)435430425420415410405400395390Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring N9 (TL 0/1) PSE - Energize Eastside Design Phase Renton, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-40 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2 3 4*MD5SA 6 7 8%F 9 10 11 12 13SA 14 18 18 18 18 12 18 18 18 18 18 18 16 11 38 26 109 50 53 26 40 38 50 46 50 54 50/5" Orange-brown silty fine sand with occasionalgravel (loose to medium dense, moist) Brown silty fine to coarse sand with occasionalorganic matter (dense, moist) Brown fine to coarse sand with silt andoccasional gravel (medium dense, moist) Brown fine to medium sand with silt and gravel(dense to very dense, moist) (advanceoutwash) Brown fine to medium sand with occasionalgravel (dense, moist) Gray brown fine to coarse sand with silt (verydense, wet) *California sample taken SM SM SP-SM SP-SM SP SP-SM Dry density = 87 pcf Groundwater encountered at 55 feet during drilling 12 7 6 21 40 8 19 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By NTDrilled Notes: ERH Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) LatitudeLongitude 47.46829° -122.19018° CME Limited Access L10 Track Rig Holt Services Inc.DrillingMethod Hollow-stem Auger61 Field screening was completed to a depth of 15 feet; no sheen was observed. Auto140 (lbs) / 30 (in) Drop DrillingEquipment Geographic WGS84 8/24/20158/24/2015 See Remarks 443 NAVD88 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 40 45 50 55 60 IntervalElevation (feet)440435430425420415410405400395390385Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring N10 (Talbot Substation) PSE - Energize Eastside Design Phase Renton, Washington 0186-871-05 Project: Project Location: Project Number:Figure A-41 Sheet 1 of 1Redmond: Date:10/21/15 Path:C:\USERS\KJANCI\DESKTOP\018687105_CAL NOTE.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) APPENDIX B Geotechnical Laboratory Testing APPENDIX B GEOTECHNICAL LABORATORY TESTING Soil samples obtained from the borings were transported to our Redmond geotechnical laboratory and evaluated to confirm or modify field classifications, as well as to evaluate engineering and index properties of the soil samples. Representative samples were selected for laboratory testing consisting of moisture content tests, percent fines tests, grain size distribution (sieve analyses), and plasticity tests. Direst shear tests were completed at another laboratory under subcontract to GeoEngineers. We also conducted tests on selected soil samples to assist in the evaluation of corrosion potential. This testing program included resistivity, pH, redox potential, and sulfide tests. We performed the tests using methods of the American Society for Testing and Materials (ASTM) or other applicable procedures. Soil Classification Soil samples obtained from the borings were visually classified in the field and in our laboratory using a system based on the Unified Soil Classification System (USCS) and ASTM classification methods. ASTM Test Method D 2488 was used to visually classify the soil samples, while ASTM D 2487 was used to classify the soils based on laboratory tests results. These classification procedures are incorporated in the boring logs presented in Figures A-2 through A-41. Moisture Content Testing Moisture content tests were completed for representative samples obtained from the borings using the ASTM D 2216 test method. The results of these tests are presented on the boring logs at the depths at which the samples were obtained. Percent Fines Testing Tests to evaluate the percent fines (particles passing the No. 200 sieve) were completed on several samples using ASTM D 1140. The wet sieve method was used to determine the percentage of soil particles larger than the U.S. No. 200 sieve. The results of the percent fines tests are presented on the boring logs at the depths at which the samples were obtained. Sieve Analyses Sieve analyses were completed on several samples using the ASTM D 422 test method to determine the sample grain size distribution. The wet sieve analysis method was used to determine the percentage of soil particles larger than the U.S. No. 200 mesh sieve. The results of the sieve analyses were plotted and classified using the USCS, and are presented in Figures B-1 through B-12. Plasticity Characteristics Plasticity characteristics of several soil samples were evaluated by conducting Atterberg limits tests using the ASTM D 4318 test method. This test method evaluates the liquid limit, plastic limit and plasticity index of the portion of the sample finer than the No. 40 sieve. The results of the Atterberg limits tests are presented in Figure B-13. June 8, 2016 | Page B-1 File No. 0186-871-05 Direct Shear Tests Direct shear tests were conducted on selected soil samples by an outside laboratory using the ASTM D 3080 test method. This test method evaluates the friction angle and cohesion intercept under consolidated drained conditions. The direct shear tests are presented in the back of this appendix. Corrosion Evaluation Tests Soil properties related to corrosivity were evaluated using Ductile Iron Pipe Research Association (DIPRA) tests performed on selected samples. DIPRA testing consisted of resistivity, pH, redox potential, and sulfides. The results of the DIPRA testing are presented in Table B-1. In addition, pH and resistivity tests were performed on selected samples, the results of which are also presented in Table B-1. TABLE B-1. CORROSION EVALUATION TEST DATA Boring Sample Depth (feet) Resistivity (Ohm-cm) pH Redox Potential (millivolts) Sulfides A1 2 10 15,000 6.4 235 Negative A2 2 10 20,000 6.8 - - A3 4 15 17,000 7.1 284 Negative C6 1 5 15,000 7.5 315 Negative M3 3 10 25,000 7.5 325 Negative M5 2 10 8,200 7.5 225 Negative M8 1 5 35,000 - - - M11 1 5 6,800 6.6 360 Negative N6 1 2.5 68,000 - - - N9 1 5 35,000 6.9 302 Negative June 8, 2016 | Page B-2 File No. 0186-871-05 01020304050607080901000.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERSU.S. STANDARD SIEVE SIZESANDSILT OR CLAYCOBBLESGRAVELCOARSEMEDIUMFINECOARSEFINEBoring NumberDepth(feet)Soil DescriptionA-1A-3A-4A-640552530Fine to coarse sand with silt and gravel (SW-SM)Fine to medium sand with silt and gravel (SP-SM)Silty fine to medium sand (SM)Silty fine to medium sand (SM)SymbolMoisture(%)12.012.29.74.83/8”3” 1.5”#4#10 #20#40#60#1003/4”Figure B-1 Sieve Analysis Results PSE Energize Eastside Redmond, WA 00186-871-05 Date Exported: 10/14/15Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they wereperformed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.The grain size analysis results were obtained in general accordance with ASTM D 6913.#200 01020304050607080901000.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERSU.S. STANDARD SIEVE SIZESANDSILT OR CLAYCOBBLESGRAVELCOARSEMEDIUMFINECOARSEFINEBoring NumberDepth(feet)Soil DescriptionC-1C-2C-3C-425163020Fine to medium sand with silt (SP-SM)Silty fine to medium sand (SM)Silty fine to medium sand (SM)Fine to medium sand with silt (SP-SM)SymbolMoisture(%)8.26.99.56.63/8”3” 1.5”#4#10 #20#40#60#1003/4”Figure B-2 Sieve Analysis Results PSE Energize Eastside Redmond, WA 00186-871-05 Date Exported: 10/14/15Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they wereperformed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.The grain size analysis results were obtained in general accordance with ASTM D 6913.#200 01020304050607080901000.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERSU.S. STANDARD SIEVE SIZESANDSILT OR CLAYCOBBLESGRAVELCOARSEMEDIUMFINECOARSEFINEBoring NumberDepth(feet)Soil DescriptionC-5C-616.540Silty fine to medium sand with gravel (SM)Fine to medium sand with silt (SP-SM)SymbolMoisture(%)9.84.43/8”3” 1.5”#4#10 #20#40#60#1003/4”Figure B-3 Sieve Analysis Results PSE Energize Eastside Bellevue, WA 00186-871-05 Date Exported: 10/14/15Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they wereperformed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.The grain size analysis results were obtained in general accordance with ASTM D 6913.#200 01020304050607080901000.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERSU.S. STANDARD SIEVE SIZESANDSILT OR CLAYCOBBLESGRAVELCOARSEMEDIUMFINECOARSEFINEBoring NumberDepth(feet)Soil DescriptionE-1E-2E-2E-32516.53535Silty fine to medium sand (SM)Fine to coarse gravel with silt and sand (GP-GM)Fine to coarse sand with silt and gravel (SW-SM)Silt with sand and clay (ML)SymbolMoisture(%)11.09.19.121.63/8”3” 1.5”#4#10 #20#40#60#1003/4”Figure B-4 Sieve Analysis Results PSE Energize Eastside Bellevue, WA 00186-871-05 Date Exported: 10/14/15Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they wereperformed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.The grain size analysis results were obtained in general accordance with ASTM D 6913.#200 01020304050607080901000.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERSU.S. STANDARD SIEVE SIZESANDSILT OR CLAYCOBBLESGRAVELCOARSEMEDIUMFINECOARSEFINEBoring NumberDepth(feet)Soil DescriptionE-3E-44535Fine to coarse gravel with silt and sand (GW-GM)Silty fine to coarse sand with gravel (SM)SymbolMoisture(%)7.57.13/8”3” 1.5”#4#10 #20#40#60#1003/4”Figure B-5 Sieve Analysis Results PSE Energize Eastside Bellevue, WA 00186-871-05 Date Exported: 10/14/15Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they wereperformed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.The grain size analysis results were obtained in general accordance with ASTM D 6913.#200 01020304050607080901000.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERSU.S. STANDARD SIEVE SIZESANDSILT OR CLAYCOBBLESGRAVELCOARSEMEDIUMFINECOARSEFINEBoring NumberDepth(feet)Soil DescriptionJ-1J-3J-5242525Silty fine to medium sand (SM)Silty fine to medium sand (SM)Silty fine to medium sand with gravel (SM)SymbolMoisture(%)12.18.813.53/8”3” 1.5”#4#10 #20#40#60#1003/4”Figure B-6 Sieve Analysis Results PSE Energize Eastside Bellevue, WA 00186-871-05 Date Exported: 10/14/15Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they wereperformed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.The grain size analysis results were obtained in general accordance with ASTM D 6913.#200 01020304050607080901000.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERSU.S. STANDARD SIEVE SIZESANDSILT OR CLAYCOBBLESGRAVELCOARSEMEDIUMFINECOARSEFINEBoring NumberDepth(feet)Soil DescriptionM-1M-2M-3M-434104020Fine to medium sand with silt (SP-SM)Silty fine to medium sand with gravel (SM)Fine to medium sand with silt (SP-SM)Silty fine to medium sand (SM)SymbolMoisture(%)15.87.94.113.43/8”3” 1.5”#4#10 #20#40#60#1003/4”Figure B-7 Sieve Analysis Results PSE Energize Eastside Bellevue and Newcastle, WA 00186-871-05 Date Exported: 10/14/15Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they wereperformed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.The grain size analysis results were obtained in general accordance with ASTM D 6913.#200 01020304050607080901000.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERSU.S. STANDARD SIEVE SIZESANDSILT OR CLAYCOBBLESGRAVELCOARSEMEDIUMFINECOARSEFINEBoring NumberDepth(feet)Soil DescriptionM-5M-6M-7M-850403520Sandy silt with gravel (ML)Fine to coarse sand with silt and gravel (SP-SM)Silty fine to medium sand with gravel (SM)Silty fine to medium sand (SM)SymbolMoisture(%)12.97.29.98.03/8”3” 1.5”#4#10 #20#40#60#1003/4”Figure B-8 Sieve Analysis Results PSE Energize Eastside Newcastle and Renton, WA 00186-871-05 Date Exported: 10/14/15Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they wereperformed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.The grain size analysis results were obtained in general accordance with ASTM D 6913.#200 01020304050607080901000.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERSU.S. STANDARD SIEVE SIZESANDSILT OR CLAYCOBBLESGRAVELCOARSEMEDIUMFINECOARSEFINEBoring NumberDepth(feet)Soil DescriptionM-9M-10M-113016.520Silty fine to medium sand with gravel (SM)Silty fine to medium sand (SM)Fine to coarse sand with gravel (SP)SymbolMoisture(%)10.510.82.83/8”3” 1.5”#4#10 #20#40#60#1003/4”Figure B-9 Sieve Analysis Results PSE Energize Eastside Renton, WA 00186-871-05 Date Exported: 10/14/15Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they wereperformed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.The grain size analysis results were obtained in general accordance with ASTM D 6913.#200 01020304050607080901000.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERSU.S. STANDARD SIEVE SIZESANDSILT OR CLAYCOBBLESGRAVELCOARSEMEDIUMFINECOARSEFINEBoring NumberDepth(feet)Soil DescriptionN-1N-1N-2N-41750352Silt with sand and gravel (ML)Fine to medium sand with silt (SP-SM)Fine to medium sand with silt (SP-SM)Fine to coarse gravel with silt and sand (GP-GM)SymbolMoisture(%)13.16.35.92.53/8”3” 1.5”#4#10 #20#40#60#1003/4”Figure B-10 Sieve Analysis Results PSE Energize Eastside Renton, WA 00186-871-05 Date Exported: 10/14/15Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they wereperformed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.The grain size analysis results were obtained in general accordance with ASTM D 6913.#200 01020304050607080901000.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERSU.S. STANDARD SIEVE SIZESANDSILT OR CLAYCOBBLESGRAVELCOARSEMEDIUMFINECOARSEFINEBoring NumberDepth(feet)Soil DescriptionN-5N-6N-6N-82516.56020Fine to medium sand with silt (SP-SM)Fine to medium sand with silt (SP-SM)Fine to coarse sand with gravel (SW)Silty fine to medium sand (SM)SymbolMoisture(%)9.07.88.38.03/8”3” 1.5”#4#10 #20#40#60#1003/4”Figure B-11 Sieve Analysis Results PSE Energize Eastside Renton, WA 00186-871-05 Date Exported: 10/14/15Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they wereperformed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.The grain size analysis results were obtained in general accordance with ASTM D 6913.#200 01020304050607080901000.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERSU.S. STANDARD SIEVE SIZESANDSILT OR CLAYCOBBLESGRAVELCOARSEMEDIUMFINECOARSEFINEBoring NumberDepth(feet)Soil DescriptionN-9N-10N-10351655Fine to medium sand with silt (SP-SM)Fine to medium sand with silt and gravel (SP-SM)Fine to coarse sand with silt (SP-SM)SymbolMoisture(%)7.57.813.53/8”3” 1.5”#4#10 #20#40#60#1003/4”Figure B-12 Sieve Analysis Results PSE Energize Eastside Renton, WA 00186-871-05 Date Exported: 10/14/15Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they wereperformed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.The grain size analysis results were obtained in general accordance with ASTM D 6913.#200 Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they were performed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes. The liquid limit and plasticity index were obtained in general accordance with ASTM D 4318.Figure B-13Atterberg Limits Test ResultsPSE Energize EastsideRedmond and Bellevue, WA004186-871-05 Date Exported: 10/14/15SymbolBoringNumberDepth(feet)Moisture Content(%)Liquid Limit(%)Plasticity Index(%)Soil DescriptionA-2E-3E-345102028.125.526.7354038121412Lean clay (CL)Silt (ML)Silt (ML)01020304050600 102030405060708090100PLASTICITY INDEX LIQUID LIMITPLASTICITY CHARTCL-MLML or OLCL or OLOH or MHCH or OH Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they were performed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes. The liquid limit and plasticity index were obtained in general accordance with ASTM D 4318.Figure B-14Atterberg Limits Test ResultsPSE Energize EastsideBellevue and Renton, WA004186-871-05 Date Exported: 10/14/15SymbolBoringNumberDepth(feet)Moisture Content(%)Liquid Limit(%)Plasticity Index(%)Soil DescriptionJ-2J-5N-3N-43025203525.218.722.823.728283351311825Silt (ML)Lean clay (CL)Silt (ML)Fat clay (CH)01020304050600 102030405060708090100PLASTICITY INDEX LIQUID LIMITPLASTICITY CHARTCL-MLML or OLCL or OLOH or MHCH or OH APPENDIX C Chemical Analytical Testing Program APPENDIX C CHEMICAL ANALYTICAL TESTING PROGRAM Analytical Methods Chain-of-custody procedures were followed during the transport of the field samples from boring N1 (previously labeled B-10) to the analytical laboratory. The sample was held in cold storage pending extraction and/or analysis. The analytical results, analytical methods reference and laboratory quality control (QC) records are included in this appendix. The analytical results are also summarized in the text of this report. Analytical Data Review The laboratory maintains an internal quality assurance program as documented in its laboratory quality assurance manual. The laboratory uses a combination of blanks, surrogate recoveries, duplicates, matrix spike recoveries, matrix spike duplicate recoveries, blank spike recoveries and blank spike duplicate recoveries to evaluate the validity of the analytical results. The laboratory also uses data quality goals for individual chemicals or groups of chemicals based on the long-term performance of the test methods. The data quality goals were included in the laboratory report. June 8, 2016 | Page C-1 File No. 0186-871-05 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 14648 NE 95th Street, Redmond, WA 98052  (425) 883-3881 October 19, 2015 Puget Sound Energy c/o Chris Brown GeoEngineers, Inc. 600 Stewart, Suite 1700 Seattle, WA 98101-1233 Re: Analytical Data for Project 0186-871-05; PSE-Energize Laboratory Reference No. 1509-068B Dear Chris: Enclosed are the analytical results and associated quality control data for samples submitted on September 8, 2015. The standard policy of OnSite Environmental, Inc. is to store your samples for 30 days from the date of receipt. If you require longer storage, please contact the laboratory. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning the data, or need additional information, please feel free to call me. Sincerely, David Baumeister Project Manager Enclosures 2 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: October 19, 2015 Samples Submitted: September 8, 2015 Laboratory Reference: 1509-068B Project: 0186-871-05; PSE-Energize Case Narrative Samples were collected on August 31 and September 1, 2015 and received by the laboratory on September 8, 2015. They were maintained at the laboratory at a temperature of 2oC to 6oC. Please note that any and all soil sample results are reported on a dry-weight basis, unless otherwise noted below. General QA/QC issues associated with the analytical data enclosed in this laboratory report will be indicated with a reference to a comment or explanation on the Data Qualifier page. More complex and involved QA/QC issues will be discussed in detail below. NWTPH-HCID Analysis Sample B-10-TL½-2-15 was extracted and analyzed out of hold time. Any other QA/QC issues associated with this extraction and analysis will be indicated with a footnote reference and discussed in detail on the Data Qualifier page. 3 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: October 19, 2015 Samples Submitted: September 8, 2015 Laboratory Reference: 1509-068B Project: 0186-871-05; PSE-Energize ANALYTICAL REPORT FOR SAMPLES Client ID Laboratory ID Matrix Date Sampled Date Received Notes B-10-TL½-2-15 09-068-03 Soil 9-1-15 9-8-15 4 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: October 19, 2015 Samples Submitted: September 8, 2015 Laboratory Reference: 1509-068B Project: 0186-871-05; PSE-Energize NWTPH-HCID Matrix: Soil Units: mg/Kg (ppm) Date Date Analyte Result PQL Method Prepared Analyzed Flags Client ID: B-10-TL½-2-15 Laboratory ID: 09-068-03 Gasoline Range Organics ND 25 NWTPH-HCID 10-16-15 10-16-15 Diesel Range Organics ND 62 NWTPH-HCID 10-16-15 10-16-15 Lube Oil Range Organics ND 120 NWTPH-HCID 10-16-15 10-16-15 Surrogate: Percent Recovery Control Limits o-Terphenyl 110 50-150 5 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: October 19, 2015 Samples Submitted: September 8, 2015 Laboratory Reference: 1509-068B Project: 0186-871-05; PSE-Energize NWTPH-HCID QUALITY CONTROL Matrix: Soil Units: mg/Kg (ppm) Date Date Analyte Result PQL Method Prepared Analyzed Flags METHOD BLANK Laboratory ID: MB1016S1 Gasoline Range Organics ND 20 NWTPH-HCID 10-16-15 10-16-15 Diesel Range Organics ND 50 NWTPH-HCID 10-16-15 10-16-15 Lube Oil Range Organics ND 100 NWTPH-HCID 10-16-15 10-16-15 Surrogate: Percent Recovery Control Limits o-Terphenyl 115 50-150 6 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: October 19, 2015 Samples Submitted: September 8, 2015 Laboratory Reference: 1509-068B Project: 0186-871-05; PSE-Energize % MOISTURE Date Analyzed: 10-16-15 Client ID Lab ID % Moisture B-10-TL½-2-15 09-068-03 19 7 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Data Qualifiers and Abbreviations A - Due to a high sample concentration, the amount spiked is insufficient for meaningful MS/MSD recovery data. B - The analyte indicated was also found in the blank sample. C - The duplicate RPD is outside control limits due to high result variability when analyte concentrations are within five times the quantitation limit. E - The value reported exceeds the quantitation range and is an estimate. F - Surrogate recovery data is not available due to the high concentration of coeluting target compounds. H - The analyte indicated is a common laboratory solvent and may have been introduced during sample preparation, and be impacting the sample result. I - Compound recovery is outside of the control limits. J - The value reported was below the practical quantitation limit. The value is an estimate. K - Sample duplicate RPD is outside control limits due to sample inhomogeneity. The sample was re-extracted and re-analyzed with similar results. L - The RPD is outside of the control limits. M - Hydrocarbons in the gasoline range are impacting the diesel range result. M1 - Hydrocarbons in the gasoline range (toluene-napthalene) are present in the sample. N - Hydrocarbons in the lube oil range are impacting the diesel range result. N1 - Hydrocarbons in diesel range are impacting lube oil range results. O - Hydrocarbons indicative of heavier fuels are present in the sample and are impacting the gasoline result. P - The RPD of the detected concentrations between the two columns is greater than 40. Q - Surrogate recovery is outside of the control limits. S - Surrogate recovery data is not available due to the necessary dilution of the sample. T - The sample chromatogram is not similar to a typical ____________. U - The analyte was analyzed for, but was not detected above the reported sample quantitation limit. U1 - The practical quantitation limit is elevated due to interferences present in the sample. V - Matrix Spike/Matrix Spike Duplicate recoveries are outside control limits due to matrix effects. W - Matrix Spike/Matrix Spike Duplicate RPD are outside control limits due to matrix effects. X - Sample extract treated with a mercury cleanup procedure. X1- Sample extract treated with a Sulfuric acid/Silica gel cleanup procedure. Y - The calibration verification for this analyte exceeded the 20% drift specified in method 8260C, and therefore the reported result should be considered an estimate. The overall performance of the calibration verification standard met the acceptance criteria of the method. Z - ND - Not Detected at PQL PQL - Practical Quantitation Limit RPD - Relative Percent Difference APPENDIX D Previous Explorations APPENDIX D PREVIOUS EXPLORATIONS GeoEngineers reviewed logs of previous explorations completed in the general vicinity of the project, namely in the vicinity of the Sammamish, Lakeside, Richards Creek (proposed), and Talbot Hill substations. The locations of previous explorations are shown on the Site Plan, Figures 2 through 19. The logs of the previous explorations are presented in this appendix and include: ■ The logs of two borings (B-1 and B-2) in 2015 by GeoEngineers in the draft report entitled “Geotechnical Engineering Services, Sammamish Substation, Redmond, Washington.” ■ The logs of four borings (GEI-1 through GEI-4) completed in 2013 by GeoEngineers in the report entitled “Geotechnical Engineering Services, Lakeside Substation Improvements, Bellevue, Washington.” ■ The logs of seven borings (B-1 through B-7) completed in 2015 by GeoEngineers in the draft report entitled “Geotechnical Engineering Services, Richards Creek Substation, Bellevue, Washington.” ■ The logs of seven borings (GEI-1 through GEI-7) completed in 2014 by GeoEngineers in the report entitled “Geotechnical Engineering Services, Talbot Substation Improvements, Renton, Washington.” June 8, 2016 | Page D-1 File No. 0186-871-05 1 2 3SA 4 5 6%F 7 8%F 9 10 16 4 12 9 5 4 4 27 23 16 32 27 50/5" 50/4" 50/4" 1-inch layer crushed rock Brown fine to coarse sand with silt and gravel(medium dense, moist) (fill) Brown with orange staining silty fine to mediumsand with gravel (medium dense to dense,moist to wet) (weathered till) Grayish brown silty fine to medium sand withoccasional gravel (very dense, moist)(glacial till) No recovery Becomes gray CR SP-SM SM SM Hand dig to 2½ feet Poor recoveryRock in sampler shoe 10 16 35 5 12 8 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By CEWDrilled Notes: CEW Surface Elevation (ft) Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) Easting (X)Northing (Y) Trailer-mounted Drill Rig Boretec1, Inc.DrillingMethod Hollow-stem Auger50.25 Rope & Cathead140 (lbs) / 30 (in) Drop DrillingEquipment 4/30/20154/30/2015 See Remarks Undetermined Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 IntervalElevation (feet)Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring B-1 PSE - Sammamish Substation Redmond, Washington 0186-429-04 Project: Project Location: Project Number:Figure A-2 Sheet 1 of 2Redmond: Date:5/28/15 Path:C:\USERS\KJANCI\DESKTOP\018642904.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 10 11 12 13 6 2 11 5 50/6" 50/2" 50/5" 50/3" Brown silty fine to medium sand withoccasional gravel (very dense, moist to wet) Becomes gray SM Groundwater encountered at approximately43 feet bgs during drilling Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)35 40 45 50 IntervalElevation (feet)Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring B-1 (continued) PSE - Sammamish Substation Redmond, Washington 0186-429-04 Project: Project Location: Project Number:Figure A-2 Sheet 2 of 2Redmond: Date:5/28/15 Path:C:\USERS\KJANCI\DESKTOP\018642904.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1%F 2 3 4%F 5 6%F 7 8 12 4 5 12 18 14 15 18 19 31 7 4 5 15 16 25 1-inch layer crushed rock Brown silty fine to coarse sand with occasionalgravel (loose to dense, moist) (fill) Dark brown silt with sand and trace organics(charcoal) (soft to medium stiff, moist)(alluvium) Light brown silty fine to medium sand (loose,moist) Light brown with orange staining fine tomedium sand (medium dense, moist) Becomes brown Brown silty fine to medium sand withoccasional silt lenses (medium dense,moist to wet) CR SM ML SM SM SM 19 52 27 7 27 11 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By CEWDrilled Notes: ERM Surface Elevation (ft) Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) Easting (X)Northing (Y) Trailer-mounted Drill Rig Boretec, Inc.DrillingMethod Hollow-stem Auger76.5 Rope & Cathead140 (lbs) / 30 (in) Drop DrillingEquipment 4/17/20154/17/2015 See Remarks Undetermined Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 IntervalElevation (feet)Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring B-2 PSE - Sammamish Substation Redmond, Washington 0186-429-04 Project: Project Location: Project Number:Figure A-3 Sheet 1 of 2Redmond: Date:5/28/15 Path:C:\USERS\KJANCI\DESKTOP\018642904.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 9SA 10 11 12 13 14%F 15 16 17 15 18 18 18 12 12 12 12 18 10 25 20 29 38 15 76 39 6 Brown fine to medium sand with silt (mediumdense, wet) Grades to with occasional gravel Brown silty fine to medium sand (dense, wet) Light brown to gray silty fine to medium sand(medium dense to very dense, wet) Gray clay (medium stiff, moist) SP-SM SM SM CL Groundwater encountered at approximately38 feet bgs during drilling Driller began adding mud to limit heave Driller ran out of water, drilling stopped 29 35 16 23 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)35 40 45 50 55 60 65 70 75 IntervalElevation (feet)Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring B-2 (continued) PSE - Sammamish Substation Redmond, Washington 0186-429-04 Project: Project Location: Project Number:Figure A-3 Sheet 2 of 2Redmond: Date:5/28/15 Path:C:\USERS\KJANCI\DESKTOP\018642904.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2%F 3SA 4 5SA 16 12 18 18 6 20 19 27 57 50/6" 1 inch crushed rock surfacing Brown silty fine to medium sand with gravel(loose, moist) (fill) Brown silty fine to medium sand with gravel andoccasional organics (roots) (medium dense,moist) (recessional outwash) Brown fine to coarse sand with silt and gravel(medium dense, wet) Brown silty fine to medium sand with gravel(medium dense, wet) Gray silty fine to medium sand (very dense, wet)(glacial till) CR SM SM SP-SM SM SM Hand-dug to 2 feet %F = 6Groundwater encountered SA (%F = 21) SA (%F = 30) 10 11 14 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By TDBDrilled Notes: CEW Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) Easting (X)Northing (Y) Track Mounted Drill Rig Geologic Drill DrillingMethod Hollow-stem Auger25.5 Rope & Cathead140 (lbs) / 30 (in) Drop DrillingEquipment 5/10/20135/10/2013 Undetermined Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 IntervalElevation (feet)Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring GEI-1 PSE - Lakeside Substation Bellevue, Washington 0186-922-00 Project: Project Location: Project Number:Figure A-2 Sheet 1 of 1Seattle: Date:5/30/13 Path:\\SEA\PROJECTS\0\0186922\GINT\018692200.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS MoistureContent, %Dry Density,(pcf) 2 3 4 5%F 18 5 5 3 71 50/6" 50/5" 50/4" 1 inch crushed rock surfacing Brown silty fine to medium sand with gravel(loose, moist) (fill) Gray silty fine to medium sand with gravel (verydense, moist to wet) (glacial till) Brown fine to medium sand with silt (very dense, wet) CR SM SM SP-SM Hand-dug to 2 feet Groundwater encountered %F = 610 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By TDBDrilled Notes: CEW Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) Easting (X)Northing (Y) Track Mounted Drill Rig Geologic Drill DrillingMethod Hollow-stem Auger20.25 Rope & Cathead140 (lbs) / 30 (in) Drop DrillingEquipment 5/10/20135/10/2013 Undetermined Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 IntervalElevation (feet)Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring GEI-2 PSE - Lakeside Substation Bellevue, Washington 0186-922-00 Project: Project Location: Project Number:Figure A-3 Sheet 1 of 1Seattle: Date:5/30/13 Path:\\SEA\PROJECTS\0\0186922\GINT\018692200.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS MoistureContent, %Dry Density,(pcf) 1 2SA 3 4%F 16 11 12 4 48 50/5" 50/6" 50/4" 1 inch crushed rock surfacing Brown silty fine to medium sand with gravel(loose, moist) (fill) Gray silty fine to medium sand with gravel(dense, moist to wet) (glacial till) Gray silty fine to medium sand with occasionalgravel (very dense, wet) Gray silty fine to medium sand with gravel (verydense, wet) Gray silty fine to coarse sand with gravel (very dense, wet) CR SM SM SM SM SM Hand-dug to 2 feet Groundwater encountered SA (%F = 25) %F = 30 8 13 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By TDBDrilled Notes: CEW Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) Easting (X)Northing (Y) Track Mounted Drill Rig Geologic Drill DrillingMethod Hollow-stem Auger20.25 Rope & Cathead140 (lbs) / 30 (in) Drop DrillingEquipment 5/10/20135/10/2013 Undetermined Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 IntervalElevation (feet)Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring GEI-3 PSE - Lakeside Substation Bellevue, Washington 0186-922-00 Project: Project Location: Project Number:Figure A-4 Sheet 1 of 1Seattle: Date:5/30/13 Path:\\SEA\PROJECTS\0\0186922\GINT\018692200.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS MoistureContent, %Dry Density,(pcf) 1%F 2 3SA 4 5 16 18 18 18 18 8 6 7 28 16 1 inch crushed rock surfacing Orange/brown silty fine to coarse sand withgravel (loose, moist) (fill) Dark brown/gray silty fine to medium sand withorganics (roots) and occasional gravel (loose,wet) (fill) Greenish gray silty fine to coarse sand with gray silt lenses (medium dense, wet) (recessionaloutwash) Gray sandy silt with occasional gravel (very stiff,wet) CR SM SM SM ML Hand-dug to 2 feet %F = 11 Groundwater encountered SA (%F = 29) 9 20 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By TDBDrilled Notes: CEW Surface Elevation (ft)Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) Easting (X)Northing (Y) Track Mounted Drill Rig Geologic Drill DrillingMethod Hollow-stem Auger26.5 Rope & Cathead140 (lbs) / 30 (in) Drop DrillingEquipment 5/10/20135/10/2013 Undetermined Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 IntervalElevation (feet)Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring GEI-4 PSE - Lakeside Substation Bellevue, Washington 0186-922-00 Project: Project Location: Project Number:Figure A-5 Sheet 1 of 1Seattle: Date:5/30/13 Path:\\SEA\PROJECTS\0\0186922\GINT\018692200.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS MoistureContent, %Dry Density,(pcf) 6 2 3 18 18 18 35 5 18 14 22 23 Brown silty fine to coarse sand with gravel(dense, wet) (fill) Brown silty fine to medium sand withoccasional gravel (loose, moist to wet)(recessional outwash) (Groundwater encountered at approximately 5feet during drilling) Brown to gray silty fine to medium sand(medium dense, wet) Becomes grayish brown Gray fine to medium sand with silt andoccasional gravel (medium dense, wet) SM SM SM SP-SM 1SA 2 3 4 5%F 6 2.0 8.0 10.0 20.0 22.0 Concrete surfaceseal Bentonite seal 1½-inch Schedule40 PVC wellcasing Sand backfill 1-inch Schedule40 PVC screen,0.010-inch slotwidth 11 13 22 16 Logged By CEWDrilled Date Measured DrillingMethod12/17/2014 12/17/2014 Horizontal Datum Vertical Datum DOE Well I.D.: VIJ 5K3A 2 (in) well was installed on 12/17/2014 to a depth of 22 (ft). 12/17/2014Easting (X) Northing (Y) DrillingEquipment 36.5 Top of CasingElevation (ft) Start End Checked By 3.8 Deep Rock XL Trailer Rig Elevation (ft) Groundwater Driller Depth toWater (ft) APLTotalDepth (ft)Hollow-stem Auger Notes: HammerData Surface Elevation (ft)106 Rope & Cathead140 (lbs) / 30 (in) Drop Geologic Drill 102.2 Steel surfacemonument Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 IntervalElevation (feet)105100959085Collected SampleRecovered (in)Blows/footGraphic LogMATERIAL DESCRIPTION GroupClassificationWater LevelSample NameTestingWELL LOG MoistureContent (%)FinesContent (%)Log of Boring B-1 Richards Creek Substation Bellevue, Washington 0186-922-01 Project: Project Location: Project Number:Figure A-2 Sheet 1 of 2Seattle: Date:3/26/15 Path:W:\SEATTLE\PROJECTS\0\0186922\GINT\018692201.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_WELL 18 17 7 23 20 17 Gray silty fine to medium sand (medium dense,wet) Gray fine to medium sand (medium dense,moist to wet) SM SP 7 8%F 9 20 27 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)25 30 35 IntervalElevation (feet)807570Collected SampleRecovered (in)Blows/footGraphic LogMATERIAL DESCRIPTION GroupClassificationWater LevelSample NameTestingWELL LOG MoistureContent (%)FinesContent (%)Log of Boring B-1 (continued) Richards Creek Substation Bellevue, Washington 0186-922-01 Project: Project Location: Project Number:Figure A-2 Sheet 2 of 2Seattle: Date:3/26/15 Path:W:\SEATTLE\PROJECTS\0\0186922\GINT\018692201.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_WELL 6 18 3 18 18 18 6 14 4 6 53* 14 Brown fine to coarse gravel with silt and traceorganics (loose, moist) (fill) Dark brown silty fine to medium sand (loose,moist) (fill) Brown fine to coarse gravel with silt and sand(medium dense, moist) (fill) Brown silty fine to medium sand withoccasional gravel (loose, wet) (recessionaloutwash) (Groundwater encountered at approximately 10feet during drilling) Brown silty fine to medium sand withoccasional gravel (medium dense, wet) (*High blowcount due to gravel content) Brown fine to medium sand with silt andoccasional gravel (medium dense, wet) GP-GM SM GP-GM SM SM SP-SM 1 2SA 3 4%F 5 6 2.0 7.0 10.0 20.0 22.0 Concrete surfaceseal Bentonite seal 1½-inch Schedule40 PVC wellcasing Sand backfill 1-inch Schedule40 PVC screen,0.010-inch slotwidth 8 26 6 15 Logged By CEWDrilled Date Measured DrillingMethod12/17/2014 12/17/2014 Horizontal Datum Vertical Datum DOE Well I.D.: BIJ 584A 2 (in) well was installed on 12/17/2014 to a depth of 22 (ft). 12/17/2014Easting (X) Northing (Y) DrillingEquipment 36.5 Top of CasingElevation (ft) Start End Checked By 7.4 Deep Rock XL Trailer Rig Elevation (ft) Groundwater Driller Depth toWater (ft) APLTotalDepth (ft)Hollow-stem Auger Notes: HammerData Surface Elevation (ft)100 Rope & Cathead140 (lbs) / 30 (in) Drop Geologic Drill 92.6 Steel surfacemonument Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 IntervalElevation (feet)9590858075Collected SampleRecovered (in)Blows/footGraphic LogMATERIAL DESCRIPTION GroupClassificationWater LevelSample NameTestingWELL LOG MoistureContent (%)FinesContent (%)Log of Boring B-2 Richards Creek Substation Bellevue, Washington 0186-922-01 Project: Project Location: Project Number:Figure A-3 Sheet 1 of 2Seattle: Date:3/26/15 Path:W:\SEATTLE\PROJECTS\0\0186922\GINT\018692201.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_WELL 18 18 18 20 16 19 Gray clay with sand (very stiff, moist to wet)CL 7 8 9 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)25 30 35 IntervalElevation (feet)7065Collected SampleRecovered (in)Blows/footGraphic LogMATERIAL DESCRIPTION GroupClassificationWater LevelSample NameTestingWELL LOG MoistureContent (%)FinesContent (%)Log of Boring B-2 (continued) Richards Creek Substation Bellevue, Washington 0186-922-01 Project: Project Location: Project Number:Figure A-3 Sheet 2 of 2Seattle: Date:3/26/15 Path:W:\SEATTLE\PROJECTS\0\0186922\GINT\018692201.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_WELL 1SA 2 3%F 4 5 6 18 6 8 18 18 18 16 6 4 7 28 27 1 inch crushed rock surfacing Gray silty fine to medium sand with gravel(loose to medium dense, moist) (fill) Gray silty fine to medium sand with peat lenses(loose, wet) (fill/wetland deposits) Brown fine to medium sand with silt and gravel(medium dense, wet) (recessional outwash) CR SM SM/PT SP-SM Groundwater encountered at approximately5 feet during drilling 35 21 10 13 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By CEWDrilled Notes: APL Surface Elevation (ft) Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) Easting (X)Northing (Y) Deep Rock XL Trailer Rig Geologic Drill DrillingMethod Hollow-stem Auger36.5 Rope & Cathead140 (lbs) / 30 (in) Drop DrillingEquipment 12/17/201412/17/2014 See Remarks 102 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 IntervalElevation (feet)10095908580Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring B-3 Richards Creek Substation Bellevue, Washington 0186-922-01 Project: Project Location: Project Number:Figure A-4 Sheet 1 of 2Seattle: Date:3/26/15 Path:W:\SEATTLE\PROJECTS\0\0186922\GINT\018692201.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 7 8 9 18 18 18 17 23 14**Blowcount may not be representative due toheave Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)25 30 35 IntervalElevation (feet)7570Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring B-3 (continued) Richards Creek Substation Bellevue, Washington 0186-922-01 Project: Project Location: Project Number:Figure A-4 Sheet 2 of 2Seattle: Date:3/26/15 Path:W:\SEATTLE\PROJECTS\0\0186922\GINT\018692201.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1SA 2 3 4%F 5 18 12 0 18 18 30 23 16 24 32 Brown fine to coarse gravel with silt, sand and trace organics (medium dense to dense,moist to wet) (fill) Brown silty fine to medium sand with gravel(medium dense, moist) (fill) No recovery Gray fine to coarse gravel with silt and sand(medium dense, wet) (recessional outwash) Brown fine to medium sand with silt and gravel(medium dense to dense, wet) GP-GM SM GP-GM SP-SM Groundwater encountered at approximately7.5 feet during drilling 16 9 8 13 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By CEWDrilled Notes: APL Surface Elevation (ft) Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) Easting (X)Northing (Y) Deep Rock XL Trailer Rig Geologic Drill DrillingMethod Hollow-stem Auger16.5 Rope & Cathead140 (lbs) / 30 (in) Drop DrillingEquipment 12/17/201412/17/2014 See Remarks 86 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 IntervalElevation (feet)85807570Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring B-4 Richards Creek Substation Bellevue, Washington 0186-922-01 Project: Project Location: Project Number:Figure A-5 Sheet 1 of 1Seattle: Date:3/26/15 Path:W:\SEATTLE\PROJECTS\0\0186922\GINT\018692201.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2%F 3 4 5%F 6 5 7 13 2 18 18 16 16 31 48* 22 25 Brown gray fine to medium sand with silt and trace organics (medium dense, moist) Brownish gray fine to medium sand with silt and gravel (medium dense to dense, moist)(recessional outwash) Brown fine to coarse gravel with silt and sand(medium dense, wet) Brown fine to medium sand with silt andoccasional gravel (medium dense to dense,wet) SP SP-SM GP-GM SP-SM Groundwater encountered at approximately10 feet during drilling*Blowcount not representative due to gravelcontent 7 11 3 13 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By CEWDrilled Notes: APL Surface Elevation (ft) Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) Easting (X)Northing (Y) Track Mounted Drill Rig Geologic Drill DrillingMethod Hollow-stem Auger31.5 Rope & Cathead140 (lbs) / 30 (in) Drop DrillingEquipment 12/19/201412/19/2014 See Remarks 122 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 IntervalElevation (feet)120115110105100Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring B-5 Richards Creek Substation Bellevue, Washington 0186-922-01 Project: Project Location: Project Number:Figure A-6 Sheet 1 of 2Seattle: Date:3/26/15 Path:W:\SEATTLE\PROJECTS\0\0186922\GINT\018692201.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 7 8 18 18 34 38 Brown silty fine to medium sand (dense, wet)(glacial till) SM Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)25 30 IntervalElevation (feet)95Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring B-5 (continued) Richards Creek Substation Bellevue, Washington 0186-922-01 Project: Project Location: Project Number:Figure A-6 Sheet 2 of 2Seattle: Date:3/26/15 Path:W:\SEATTLE\PROJECTS\0\0186922\GINT\018692201.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2 3 4 5%F 6 15 6 2 18 18 18 7 7 7 18 29 24 Brown silty fine to medium sand with trace organics (fine roots) (loose, moist to wet) Brown sandy silt (medium stiff, wet) Gray fine to medium sand with silt (mediumdense, wet) (recessional outwash) Brown silty fine sand with occasional gravel(medium dense, wet) Gray fine to medium sand with silt (mediumdense, wet) SM ML SP-SM SM SP-SM Groundwater encountered at approximately5 feet during drilling 3918 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By CEWDrilled Notes: APL Surface Elevation (ft) Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) Easting (X)Northing (Y) Track Mounted Drill Rig Geologic Drill DrillingMethod Hollow-stem Auger31.5 Rope & Cathead140 (lbs) / 30 (in) Drop DrillingEquipment 12/17/201412/17/2014 See Remarks 125 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 25 IntervalElevation (feet)120115110105100Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring B-6 Richards Creek Substation Bellevue, Washington 0186-922-01 Project: Project Location: Project Number:Figure A-7 Sheet 1 of 2Seattle: Date:3/26/15 Path:W:\SEATTLE\PROJECTS\0\0186922\GINT\018692201.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 7 8 18 16 23 98/10" Gray silty fine to medium sand with gravel (verydense, moist to wet) (glacial till) SM Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)25 30 IntervalElevation (feet)95Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring B-6 (continued) Richards Creek Substation Bellevue, Washington 0186-922-01 Project: Project Location: Project Number:Figure A-7 Sheet 2 of 2Seattle: Date:3/26/15 Path:W:\SEATTLE\PROJECTS\0\0186922\GINT\018692201.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2 3 4%F 5 6 8 13 18 14 18 8 15 29 16 12 16 26 Brown silty fine to medium sand with gravel and trace organics (medium dense, moist towet) (fill) Brown silty fine to medium sand with gravel (medium dense, wet) (recessional outwash) Brown to gray silty fine to medium sand(medium dense, wet) Gray fine to medium sand with silt (mediumdense, wet) Gray silty fine sand (medium dense, wet) Gray silty fine to medium sand (medium dense,wet) (glacial till) SM SM SM SP-SM SM SM Groundwater encountered at approximately6 feet during drilling 2424 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By CEWDrilled Notes: APL Surface Elevation (ft) Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) Easting (X)Northing (Y) Track Mounted Drill Rig Geologic Drill DrillingMethod Hollow-stem Auger21.5 Rope & Cathead140 (lbs) / 30 (in) Drop DrillingEquipment 12/19/201412/19/2014 See Remarks 109 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 20 IntervalElevation (feet)1051009590Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring B-7 Richards Creek Substation Bellevue, Washington 0186-922-01 Project: Project Location: Project Number:Figure A-8 Sheet 1 of 1Seattle: Date:3/26/15 Path:W:\SEATTLE\PROJECTS\0\0186922\GINT\018692201.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2 3 4 5%F 15 15 12 13 12 5 17 30 24 23 Brown with oxidation staining silty fine to medium sand with occasional gravel (loose,wet) (fill) Brown silty fine to medium sand (medium dense, wet) (recessional outwash) Brown with oxidation staining silty fine tomedium sand with occasional gravel and siltlenses (medium dense, wet) Brown to gray silty fine to medium sand(medium dense, wet) SM SM SM SM Groundwater encountered at approximately5 feet during drilling 1615 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By CEWDrilled Notes: APL Surface Elevation (ft) Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) Easting (X)Northing (Y) Track Mounted Drill Rig Geologic Drill DrillingMethod Hollow-stem Auger16.5 Rope & Cathead140 (lbs) / 30 (in) Drop DrillingEquipment 12/19/201412/19/2014 See Remarks 100 Note: Please see Figure A-1 for explanation of symbols FIELD DATA Depth (feet)0 5 10 15 IntervalElevation (feet)959085Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring B-8 Richards Creek Substation Bellevue, Washington 0186-922-01 Project: Project Location: Project Number:Figure A-9 Sheet 1 of 1Seattle: Date:3/26/15 Path:W:\SEATTLE\PROJECTS\0\0186922\GINT\018692201.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2 3SA 4 5 6%F 18 16 18 18 12 18 34 46 58 57 53 49 3/4-inch angular gravel Light brown silty fine to coarse sand with gravel(loose, moist) (fill) Brown fine to medium sand with silt, organicsand occasional gravel (loose, moist) (fill) Brown silty fine to medium sand withoccasional organics (dense, moist) (glacialtill) Light gray brown fine to medium sand with silt(dense, moist) Brown silty fine to medium sand withoccasional gravel (dense, moist) Gray brown silty fine to medium sand withoccasional gravel (very dense, moist) Gray brown silty fine to medium sand withoccasional gravel (very dense, moist) Becomes dense GP SM SP-SM SM SP-SM SM SM SM Excavated to 2 feet using hand tools Rough drilling 27 15 8 10 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By CEWDrilled Notes: DML Surface Elevation (ft) Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) Easting (X)Northing (Y) Mini Track Rig Geologic Drill DrillingMethod Hollow-stem Auger31.5 Rope & Cathead140 (lbs) / 30 (in) Drop DrillingEquipment 9/25/20149/25/2014 None Observed 438 Note: See Figure A-1 for explanation of symbols. FIELD DATA Depth (feet)0 5 10 15 20 IntervalElevation (feet)435430425420Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring GEI-1 PSE Talbot Substation Improvements Renton, Washington 0186-953-00 Project: Project Location: Project Number:Figure A-2 Sheet 1 of 2Seattle: Date:11/2/14 Path:C:\USERS\KJANCI\DESKTOP\018695300.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 7 8%F 18 18 58 52 Brown fine to medium sand with silt (verydense, moist) (advance outwash) SP-SM 1110 Note: See Figure A-1 for explanation of symbols. FIELD DATA Depth (feet)25 30 IntervalElevation (feet)415410Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring GEI-1 (continued) PSE Talbot Substation Improvements Renton, Washington 0186-953-00 Project: Project Location: Project Number:Figure A-2 Sheet 2 of 2Seattle: Date:11/2/14 Path:C:\USERS\KJANCI\DESKTOP\018695300.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2SA 3%F 4 5 17 18 18 12 18 80 76 52 90/12" 53 3/4-inch angular gravel Light brown silty fine to coarse sand with gravel(loose, moist) (fill) Brown silty fine to medium sand withoccasional gravel (very dense, moist)(glacial till) Brown silty fine to medium sand with gravel(very dense, moist) Brown silty fine to medium sand (very dense,moist) (advance outwash) Brown fine to medium sand with silt andoccasional gravel (very dense, moist) Brown fine to medium sand with silt (verydense, moist) GP SM SM SM SM SP-SM SP-SM Excavated to 2 feet using hand tools 28 18 6 11 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By CEWDrilled Notes: DML Surface Elevation (ft) Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) Easting (X)Northing (Y) Mini Track Rig Geologic Drill DrillingMethod Hollow-stem Auger31.5 Rope & Cathead140 (lbs) / 30 (in) Drop DrillingEquipment 9/25/20149/25/2014 None Observed 438 Note: See Figure A-1 for explanation of symbols. FIELD DATA Depth (feet)0 5 10 15 20 IntervalElevation (feet)435430425420Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring GEI-2 PSE Talbot Substation Improvements Renton, Washington 0186-953-00 Project: Project Location: Project Number:Figure A-3 Sheet 1 of 2Seattle: Date:11/2/14 Path:C:\USERS\KJANCI\DESKTOP\018695300.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 6 7%F 18 18 39 12 Becomes light brown and dense Brown fine to medium sand (medium dense,moist) SP 57 Note: See Figure A-1 for explanation of symbols. FIELD DATA Depth (feet)25 30 IntervalElevation (feet)415410Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring GEI-2 (continued) PSE Talbot Substation Improvements Renton, Washington 0186-953-00 Project: Project Location: Project Number:Figure A-3 Sheet 2 of 2Seattle: Date:11/2/14 Path:C:\USERS\KJANCI\DESKTOP\018695300.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1MC 2SA 3%F 4 5 6 18 18 18 16 18 18 14 28 31 50 52 25 3/4-inch gravel Light brown silty fine to coarse sand with gravel(loose, moist) (fill) Gray brown with oxidation staining silty fine tomedium sand with occasional gravel(medium dense, moist) (glacial till) Brown silty fine to medium sand (mediumdense, moist) Brown silty fine to medium sand with gravel(dense, moist) Brown fine to medium sand with silt andoccasional gravel (dense to very dense,moist) (advance outwash) Becomes medium dense GP SM SM SM SM SP-SM Excavated to 2 feet using hand tools 26 16 13 12 8 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By CEWDrilled Notes: DML Surface Elevation (ft) Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) Easting (X)Northing (Y) Mini Track Rig Geologic Drill DrillingMethod Hollow-stem Auger21.5 Rope & Cathead140 (lbs) / 30 (in) Drop DrillingEquipment 9/25/20149/25/2014 None Observed 438 Note: See Figure A-1 for explanation of symbols. FIELD DATA Depth (feet)0 5 10 15 20 IntervalElevation (feet)435430425420Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring GEI-3 PSE Talbot Substation Improvements Renton, Washington 0186-953-00 Project: Project Location: Project Number:Figure A-4 Sheet 1 of 1Seattle: Date:11/2/14 Path:C:\USERS\KJANCI\DESKTOP\018695300.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2 3 4SA 5 6 7 17 18 18 18 16 18 18 9 6 29 36 40 34 59 3/4-inch gravel Light brown silty fine to coarse sand with gravel(loose, moist) (fill) Brown silty fine to medium sand withoccasional gravel (loose, moist) (fill) Lacks gravel, becomes light brown With oxidation staining Light brown fine to medium sand with silt andoccasional gravel (medium dense, moist)(advance outwash) Brown silty fine to medium sand withoccasional gravel (dense, moist) Gray brown fine to medium sand with silt(dense, moist) Gray brown fine to medium sand with silt andoccasional gravel (medium dense, moist) Becomes very dense GP SM SM SP-SM SM SP-SM SP-SM Excavated to 2 feet using hand tools 1913 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By CEWDrilled Notes: DML Surface Elevation (ft) Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) Easting (X)Northing (Y) Mini Track Rig Geologic Drill DrillingMethod Hollow-stem Auger31.5 Rope & Cathead140 (lbs) / 30 (in) Drop DrillingEquipment 9/25/20149/25/2014 None Observed 438 Note: See Figure A-1 for explanation of symbols. FIELD DATA Depth (feet)0 5 10 15 20 IntervalElevation (feet)435430425420Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring GEI-4 PSE Talbot Substation Improvements Renton, Washington 0186-953-00 Project: Project Location: Project Number:Figure A-5 Sheet 1 of 2Seattle: Date:11/2/14 Path:C:\USERS\KJANCI\DESKTOP\018695300.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 8MC 9 18 17 34 59 Lacks gravel, becomes dense With occasional gravel, becomes very dense 9 Note: See Figure A-1 for explanation of symbols. FIELD DATA Depth (feet)25 30 IntervalElevation (feet)415410Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring GEI-4 (continued) PSE Talbot Substation Improvements Renton, Washington 0186-953-00 Project: Project Location: Project Number:Figure A-5 Sheet 2 of 2Seattle: Date:11/2/14 Path:C:\USERS\KJANCI\DESKTOP\018695300.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1A 1B 2 3SA 4 5MC 6 18 18 18 18 18 18 17 15 30 28 42 63 6 inches topsoil/root zone Brown silty fine to medium sand withoccasional gravel and trace organics (loose,moist) Brown with oxidation staining silty fine to medium sand (medium dense, moist) (fill) Gray silty fine to medium sand with occasionalgravel (medium dense, moist) (fill) Gray brown silty fine to medium sand withoccasional gravel (medium dense, moist)(glacial till) Gray brown silty fine to medium sand (mediumdense, moist) Light gray brown silty fine to medium sand withoccasional gravel (dense, moist) TS SM SM SM SM SM SM 158 14 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By CEWDrilled Notes: DML Surface Elevation (ft) Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) Easting (X)Northing (Y) Mini Track Rig Geologic Drill DrillingMethod Hollow-stem Auger31.5 Rope & Cathead140 (lbs) / 30 (in) Drop DrillingEquipment 9/26/20149/26/2014 None Observed 443 Note: See Figure A-1 for explanation of symbols. FIELD DATA Depth (feet)0 5 10 15 20 IntervalElevation (feet)440435430425Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring GEI-5 PSE Talbot Substation Improvements Renton, Washington 0186-953-00 Project: Project Location: Project Number:Figure A-6 Sheet 1 of 2Seattle: Date:11/2/14 Path:C:\USERS\KJANCI\DESKTOP\018695300.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 7%F 8 18 18 67 51 Gray brown fine to medium sand with silt andoccasional gravel (very dense, moist)(advance outwash) SP-SM 117 Note: See Figure A-1 for explanation of symbols. FIELD DATA Depth (feet)25 30 IntervalElevation (feet)420415Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring GEI-5 (continued) PSE Talbot Substation Improvements Renton, Washington 0186-953-00 Project: Project Location: Project Number:Figure A-6 Sheet 2 of 2Seattle: Date:11/2/14 Path:C:\USERS\KJANCI\DESKTOP\018695300.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2 3MC 4 5 18 16 18 14 18 27 25 32 51 78 6 inches topsoil/root zone Brown silty fine to medium sand withoccasional gravel and trace organics (loose,moist) Brown with oxidation staining silty fine tomedium sand with occasional gravel andoccasional organics (medium dense, dry)(glacial till) Brown silty fine to medium sand withoccasional gravel (medium dense, moist) Brown fine to medium sand with silt and gravel(dense, moist) Gray brown silty fine medium sand withoccaional gravel (very dense, moist) Gray brown fine to medium sand with silt andoccasional gravel (very dense, moist)(advance outwash) TS SM SM SM SP-SM SM SP-SM 7 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By CEWDrilled Notes: DML Surface Elevation (ft) Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) Easting (X)Northing (Y) Mini Track Rig Geologic Drill DrillingMethod Hollow-stem Auger16.5 Rope & Cathead140 (lbs) / 30 (in) Drop DrillingEquipment 9/26/20149/26/2014 None Observed 440 Note: See Figure A-1 for explanation of symbols. FIELD DATA Depth (feet)0 5 10 15 IntervalElevation (feet)435430425Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring GEI-6 PSE Talbot Substation Improvements Renton, Washington 0186-953-00 Project: Project Location: Project Number:Figure A-7 Sheet 1 of 1Seattle: Date:11/2/14 Path:C:\USERS\KJANCI\DESKTOP\018695300.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) 1 2%F 3 4 13 18 18 18 13 43 28 46 6 inches topsoil/root zone Brown silty fine to medium sand withoccasional gravel and trace organics (loose,moist) Light brown silty fine to medium sand withoccasional gravel (medium dense, dry) (fill) Light brown silty fine to medium sand withgravel (medium dense, dry to moist) (glacial till) Brown fine to medium sand with silt andoccasional gravel (medium dense, moist)(advance outwash) Brown fine to medium sand with silt (dense,moist) TS SM SM SM SP-SM SP-SM 155 TotalDepth (ft) HammerData SystemDatum Start End Checked By Logged By CEWDrilled Notes: DML Surface Elevation (ft) Vertical Datum Driller Groundwater Depth toWater (ft)Date Measured Elevation (ft) Easting (X)Northing (Y) Mini Track Rig Geologic Drill DrillingMethod Hollow-stem Auger16.5 Rope & Cathead140 (lbs) / 30 (in) Drop DrillingEquipment 9/26/20149/26/2014 None Observed 443 Note: See Figure A-1 for explanation of symbols. FIELD DATA Depth (feet)0 5 10 15 IntervalElevation (feet)440435430Sample NameTestingRecovered (in)Graphic LogCollected SampleBlows/footMATERIAL DESCRIPTION GroupClassificationWater LevelLog of Boring GEI-7 PSE Talbot Substation Improvements Renton, Washington 0186-953-00 Project: Project Location: Project Number:Figure A-8 Sheet 1 of 1Seattle: Date:11/2/14 Path:C:\USERS\KJANCI\DESKTOP\018695300.GPJ DBTemplate/LibTemplate:GEOENGINEERS8.GDT/GEI8_GEOTECH_STANDARDREMARKS FinesContent (%)MoistureContent (%) APPENDIX E Recommended Soil Parameters and LPILE Data APPENDIX E RECOMMENDED SOIL PARAMETERS AND LPILE INPUT DATA This appendix presents our recommended soil properties for use in lateral load analyses of deep foundations for support of the proposed transmission line poles. We have provided the soil properties in a format suitable for input into the computer program LPILE. Soil properties selected for LPILE input are based on our subsurface explorations, geotechnical laboratory testing and our experience. Table E-1 provides the LPILE soil input parameters for each proposed pole location. The soil parameters are appropriate for assessing soil-pile interaction under static loading conditions. To account for liquefied soil conditions for soil profile 1 and 4 (north end of Segment J only) during the design seismic event, we recommend the p-multipliers in Table E-2 be applied to the LPILE generated p-y curves. TABLE E-1. LPILE INPUT PARAMETERS1 Depth (feet) Soil Unit USCS Soil Type Friction Angle (degrees) Cohesion, c (psf) LPILE Parameters P-Y Curve Model Effective Unit Weight (pcf) Soil Modulus, k (pci) Strain Factor, ε50 Profile 1 – West Edge2 0 to 15 Loose alluvium SM/SP-SM 30 Sand 55 25 15 to 60 Till SM 40 Sand 62 125 Profile 1 – Center of Wetland 0 to 15 Loose alluvium SM/SP-SM 30 Sand 55 25 15 to 60 MD alluvium SM/SP-SM 33 Sand 60 50 60 to 70 Advance outwash ML/SP-SM 40 Sand 62 125 Profile 2 0 to 10 Weathered/ disturbed till SM 34 Sand 130 90 10 to 30 Till SM 40 Sand 135 225 30 to 60 Till/advance outwash SM, SP-SM 40 Sand 73 125 Profile 3 0 to 15 Weathered till/recessio nal outwash SM/SP-SM 34 Sand 130 90 15 to 30 Till SM 40 Sand 135 225 30 to 60 Till/advance outwash SM/SP-SM 40 Sand 73 125 June 8, 2016 | Page E-1 File No. 0186-871-05 Depth (feet) Soil Unit USCS Soil Type Friction Angle (degrees) Cohesion, c (psf) LPILE Parameters P-Y Curve Model Effective Unit Weight (pcf) Soil Modulus, k (pci) Strain Factor, ε50 Profile 4 – North end of Segment J2 (assumes groundwater at surface) 0 to 10 Fill/Recessio nal outwash SM/SP-SM 30 Sand 58 25 10 to 40 Recessional outwash SM/SP-SM 34 Sand 58 60 40 to 60 Till/advance outwash SM/SP-SM 40 Sand 73 125 Profile 4 – Segment N 0 to 40 Recessional outwash/ice contact GM, SM 34 Sand 130 60 40 to 60 Ice Contact GM, ML, SM 40 Sand 73 90 Notes: 1The design values and depths are based on interpolation between similar borings. 2We recommend reevaluating the LPile parameters for each pole once the locations are finalized in this area psf – pounds per square foot pcf – pounds per cubic foot pci – pounds per cubic inch TABLE E-2. P-MULTIPLIERS FOR SEISMIC LPILE ANALYSIS Profile Depth Range (feet below surface) P-multiplier1 Potential for Liquefaction or Strength Loss 1 – West Edge Loose alluvium 0 to 10 0.1 Liquefiable Loose to medium dense alluvium 10 to 15 0.2 Liquefiable Glacial till/advance outwash 15 to 60 1.0 Non-liquefiable 1 - Center Loose alluvium 0 to 15 0.1 Liquefiable Loose to medium dense alluvium 15 to 45 0.25 Liquefiable Medium dense alluvium 45 to 60 0.4 Liquefiable Glacial till/advance outwash 60 to 70 1.0 Non-liquefiable 3 – North End of Segment J Fill/recessional 0 to 10 0.1 Liquefiable Recessional 10 to 40 0.2 Liquefiable Glacial till 40 to 60 1.0 Non-liquefiable Notes: 1 Based on Brandenberg, et al., 2007. June 8, 2016 | Page E-2 File No. 0186-871-05 APPENDIX F Report Limitations and Guidelines for Use APPENDIX F REPORT LIMITATIONS AND GUIDELINES FOR USE1 This appendix provides information to help you manage your risks with respect to the use of this report. Read These Provisions Closely It is important to recognize that the geoscience practices (geotechnical engineering, geology and environmental science) rely on professional judgment and opinion to a greater extent than other engineering and natural science disciplines, where more precise and/or readily observable data may exist. To help clients better understand how this difference pertains to our services, GeoEngineers includes the following explanatory “limitations” provisions in its reports. Please confer with GeoEngineers if you need to know more how these “Report Limitations and Guidelines for Use” apply to your project or site. Geotechnical Services Are Performed for Specific Purposes, Persons and Projects This report has been prepared for Puget Sound Energy (PSE) and for the Project specifically identified in the report. The information contained herein is not applicable to other sites or projects. GeoEngineers structures its services to meet the specific needs of its clients. No party other than the party to whom this report is addressed may rely on the product of our services unless we agree to such reliance in advance and in writing. Within the limitations of the agreed scope of services for the Project, and its schedule and budget, our services have been executed in accordance with Change Order No. 1 to our blanket agreement with PSE (Contract Number 4600007997) dated August 18, 2015, and generally accepted geotechnical practices in this area at the time this report was prepared. We do not authorize, and will not be responsible for, the use of this report for any purposes or projects other than those identified in the report. A Geotechnical Engineering or Geologic Report Is Based on a Unique Set of Project-Specific Factors This report has been prepared for the Energize Eastside 230 kV Transmission Line project in Redmond, Bellevue, Newcastle, Renton and King County, Washington. GeoEngineers considered a number of unique, project-specific factors when establishing the scope of services for this project and report. Unless GeoEngineers specifically indicates otherwise, it is important not to rely on this report if it was: ■ not prepared for you, ■ not prepared for your project, ■ not prepared for the specific site explored, or ■ completed before important project changes were made. 2 Developed based on material provided by ASFE, Professional Firms Practicing in the Geosciences; www.asfe.org. June 8, 2016 | Page F-1 File No. 0186-871-05 For example, changes that can affect the applicability of this report include those that effect: ■ the function of the proposed structures; ■ elevation, configuration, location, orientation or loads of the proposed structures; ■ composition of the design team; ■ project ownership; or ■ government agency review and policies If changes occur after the date of this report, GeoEngineers cannot be responsible for any consequences of such changes in relation to this report unless we have been given the opportunity to review our interpretations and recommendations. Based on that review, we can provide written modifications or confirmation, as appropriate. Subsurface Conditions Can Change This geotechnical or geologic report is based on conditions that existed at the time the study was performed. The findings and conclusions of this report may be affected by the passage of time, by man-made events such as construction on or adjacent to the site, new information or technology that becomes available subsequent to the report date, or by natural events such as floods, earthquakes, slope instability or groundwater fluctuations. If more than a few months have passed since issuance of our report or work product, or if any of the described events may have occurred, please contact GeoEngineers before applying this report for its intended purpose so that we may evaluate whether changed conditions affect the continued reliability or applicability of our conclusions and recommendations. Geotechnical and Geologic Findings Are Professional Opinions Our interpretations of subsurface conditions are based on field observations from widely spaced sampling locations at the site. Site exploration identifies the specific subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoEngineers reviewed field and laboratory data and then applied its professional judgment to render an informed opinion about subsurface conditions at other locations. Actual subsurface conditions may differ, sometimes significantly, from the opinions presented in this report. Our report, conclusions and interpretations are not a warranty of the actual subsurface conditions. Geotechnical Engineering Report Recommendations Are Not Final The construction recommendations included in this report are preliminary and should not be considered final. GeoEngineers’ recommendations can be finalized only by observing actual subsurface conditions revealed during construction. GeoEngineers cannot assume responsibility or liability for the recommendations in this report if we do not perform construction observation. We recommend that you allow sufficient monitoring, testing and consultation during construction by GeoEngineers to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes if the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities are completed in accordance with our recommendations. Retaining GeoEngineers for construction observation for this project is the most effective means of managing the risks associated with unanticipated conditions. June 8, 2016 | Page F-2 File No. 0186-871-05 A Geotechnical Engineering or Geologic Report Could Be Subject to Misinterpretation Misinterpretation of this report by members of the design team or by contractors can result in costly problems. GeoEngineers can help reduce the risks of misinterpretation by conferring with appropriate members of the design team after submitting the report, reviewing pertinent elements of the design team’s plans and specifications, participating in pre-bid and preconstruction conferences, and providing construction observation. Do Not Redraw the Exploration Logs Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. The logs included in a geotechnical engineering or geologic report should never be redrawn for inclusion in architectural or other design drawings. Photographic or electronic reproduction is acceptable, but separating logs from the report can create a risk of misinterpretation. Give Contractors a Complete Report and Guidance To help reduce the risk of problems associated with unanticipated subsurface conditions, GeoEngineers recommends giving contractors the complete geotechnical engineering or geologic report, including these “Report Limitations and Guidelines for Use.” When providing the report, you should preface it with a clearly written letter of transmittal that: ■ advises contractors that the report was not prepared for purposes of bid development and that its accuracy is limited; and ■ encourages contractors to confer with GeoEngineers and/or to conduct additional study to obtain the specific types of information they need or prefer. Contractors Are Responsible for Site Safety on Their Own Construction Projects Our geotechnical recommendations are not intended to direct the contractor’s procedures, methods, schedule or management of the work site. The contractor is solely responsible for job site safety and for managing construction operations to minimize risks to on-site personnel and adjacent properties. Biological Pollutants GeoEngineers’ Scope of Services specifically excludes the investigation, detection, prevention or assessment of the presence of Biological Pollutants. Accordingly, this report does not include any interpretations, recommendations, findings or conclusions regarding the detecting, assessing, preventing or abating of Biological Pollutants, and no conclusions or inferences should be drawn regarding Biological Pollutants as they may relate to this project. The term “Biological Pollutants” includes, but is not limited to, molds, fungi, spores, bacteria and viruses, and/or any of their byproducts. A Client that desires these specialized services is advised to obtain them from a consultant who offers services in this specialized field. 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