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Home My WebLink AboutOlympic Sunset View Apartments - COM Engineering / Geo-Tech Reports - 6/9/2020 11�� now LW RILEYGROUP GEOTECHNICAL ENGINEERING REPORT PREPARED BY: THE RILEY GROUP, INC. 17522 BOTHELL WAY NORTHEAST BOTHELL, WASHINGTON 98011 PREPARED FOR: HARBOR CUSTOM DEVELOPMENT, INC. 11505 BURNHAM DRIVE, SUITE 301 GIG HARBOR,WASHINGTON 98332 RGI PROJECT No. 2020-200-1 OLYMPIC SUNSET VIEW APARTMENTS 81 NORTHEAST RIDGE POINT BOULEVARD BELFAIR, WASHINGTON JUNE 9, 2020 Corporate Otte 17522 Bothell Way Northeast Bothell,Washington 98011 Phone 425.415.0551•Fax 425.415.0311 www.riley-group.com r � gem LW RILEYGROUP June 9, 2020 Mr. Sterling Griffin Harbor Custom Development, Inc. 11505 Burnham Drive,Suite 301 Gig Harbor, Washington 98332 Subject: Geotechnical Engineering Report Olympic Sunset View Apartments 81 Northeast Ridge Point Boulevard Belfair,Washington Project No. 2020-200-1 Dear Mr. Griffin: As requested,The Riley Group, Inc. (RGI)has performed a Geotechnical Engineering Report (GER) for the Olympic Sunset View Apartments located at 81 Northeast Ridge Point Boulevard, Belfair, Washington. Our services were completed in accordance with our proposal 2020-200-PRP1 dated April 16,2020 and authorized by you on April 21, 2020.The information in this GER is based on our understanding of the proposed construction, and the soil and groundwater conditions encountered in the borings and test pits completed by RGI at the site on May 15, 2020. RGI recommends that you submit the project plans and specifications for a general review so that we may confirm that the recommendations in this GER are interpreted and implemented properly in the construction documents. RGI also recommend that a representative from our firm be present on site during portions of the project construction to confirm that the soil and groundwater conditions are consistent with those that form the basis for the engineering recommendations in this GER. If you have any questions or require additional information, please contact us. Respectfully submitted, THE RILEY GROUP, INC. o{ Wash�� ( � y Q q, ,\ 698 3 1 used Ggo�o I�I� o��ssrpNALG y I� ?'� ERIC L.WOODS I Eric L. Woods, LG Kristina M. Weller, PE Project Geologist Principal Geotechnical Engineer Corporate Office 17522 Bothell Woy Northeast Bothell,Washington 98011 Phone 425.415.0551 4 Fax 425.415.0311 www.riley-group.com Geotechnical Engineering Report June 9,2020 Olympic Sunset View Apartments,Belfair,Washington RGI Project No.2020-200-1 TABLE OF CONTENTS 1.0 INTRODUCTION...............................................................................................................................1 2.0 PROJECT DESCRIPTION...............................................................................................................1 3.0 FIELD EXPLORATION AND LABORATORY TESTING..........................................................1 3.1 FIELD EXPLORATION...................................................................................................................................1 3.2 LABORATORY TESTING................................................................................................................................2 4.0 SITE CONDITIONS...........................................................................................................................2 4.1 SURFACE..................................................................................................................................................2 4.2 GEOLOGY.................................................................................................................................................3 4.3 SOILS.......................................................................................................................................................3 4.4 GROUNDWATER........................................................................................................................................3 4.5 SEISMIC CONSIDERATIONS...........................................................................................................................4 4.6 GEOLOGIC HAZARD AREAS..........................................................................................................................5 4.6.1 Erosion Hazard Areas...................................................................................................................5 4.6.2 Geologically Hazardous Areas......................................................................................................5 4.6.3 Slope Reconnaissance..................................................................................................................5 4.6.4 Slope Stability...............................................................................................................................5 5.0 DISCUSSION AND RECOMMENDATIONS.................................................................................6 5.1 GEOTECHNICAL CONSIDERATIONS.................................................................................................................6 5.2 EARTHWORK.............................................................................................................................................6 5.2.1 Erosion and Sediment Control.....................................................................................................6 5.2.2 Stripping.......................................................................................................................................7 5.2.3 Excavations...................................................................................................................................7 5.2.4 Site Preparation...........................................................................................................................8 5.2.5 Structural Fill................................................................................................................................9 5.2.6 Cut and Fill Slopes......................................................................................................................11 5.2.7 Wet Weather Construction Considerations...............................................................................11 5.3 FOUNDATIONS........................................................................................................................................11 5.4 RETAINING WALLS...................................................................................................................................12 5.4.1 Site grading walls.......................................................................................................................12 5.4.2 Cast-in-place walls......................................................................................................................12 5.5 SLAB-ON-GRADE CONSTRUCTION...............................................................................................................13 5.6 DRAINAGE..............................................................................................................................................13 5.6.1 Surface.......................................................................................................................................13 5.6.2 Subsurface..................................................................................................................................14 5.6.3 Infiltration..................................................................................................................................14 5.6.4 Stormwater Detention Pond......................................................................................................14 5.7 UTILITIES................................................................................................................................................14 5.8 PAVEMENTS............................................................................................................................................14 5.8.1 Flexible Pavements....................................................................................................................15 5.8.2 Concrete Pavements..................................................................................................................15 6.0 ADDITIONAL SERVICES..............................................................................................................15 7.0 LIMITATIONS.................................................................................................................................16 1 1 L- RILFYGRnUP Geotechnical Engineering Report June 9,2020 Olympic Sunset View Apartments,Belfair, Washington RGI Project No.2020-200-1 LIST OF FIGURES AND APPENDICES Figure1.....................................................................................................................Site Vicinity Map Figure 2............................................................................................... Geotechnical Exploration Plan Figure3................................................................................................................Slopes and Geology Figure4.................................................................................................................. Cross-Section A-A' Figure S...............................................................................................Retaining Wall Drainage Detail Figure 6....................................................................................................Typical Footing Drain Detail Appendix A..........................................................................Field Exploration and Laboratory Testing AppendixB....................................................................................................................Slope Stability 1 1 LW RII FYGROIIP Geotechnicol Engineering Report June 9,2020 Olympic Sunset View Apartments,Belfair, Washington RGI Project No.2020-200-1 Executive Summary This Executive Summary should be used in conjunction with the entire Geotechnical Engineering Report (GER) for design and/or construction purposes. It should be recognized that specific details were not included or fully developed in this section, and the GER must be read in its entirety for a comprehensive understanding of the items contained herein. Section 7.0 should be read for an understanding of limitations. RGI's geotechnical scope of work included the advancement of two borings and 11 test pits to approximate depths of 4.5 to 45 feet below existing site grades. Based on the information obtained from our subsurface exploration,the site is suitable for development of the proposed project. The following geotechnical considerations were identified: Soil Conditions: The soils encountered during field exploration include up to 16 feet of fill comprised of loose to medium dense silty sand with some gravel over native deposits of medium dense to very dense silty sand with gravel glacial till and loose to medium dense outwash deposits comprised of sand with varying amounts of silt and gravel and gravel with varying amounts of sand and silt. Groundwater: Groundwater was encountered at a depth of 13 feet at Test Pit TP-9 in the proposed pond location during our subsurface exploration. Foundations: Foundations for the proposed buildings may be supported on conventional spread footings bearing on medium dense to dense native soil or structural fill Slab-on-grade: Slab-on-grade floors and slabs for the proposed buildings can be supported on medium dense to dense native soil or structural fill. Pavements: The following pavement sections are recommended: ➢ For access roadways areas: 3 inches of Hot Mix Asphalt (HMA) class inch PG 581-1-22 over 2 inches of crushed surfacing top course (CSTC)over 6 inches of crushed surfacing base course (CSBC) ➢ For parking areas: 2 inches of HMA class % inch PG 581-1-22 over 4 inches of CSBC or CSTC ➢ For concrete pavement areas: 5 inches of concrete over 4 inches of CSTC or CSBC now I i FURnIiP Geotechnical Engineering Report Page 1 June 9,2020 Olympic Sunset View Apartments,Belfair, Washington RGI Project No.2020-200-1 1.0 Introduction This Geotechnical Engineering Report (GER) presents the results of the geotechnical engineering services provided for the Olympic Sunset View Apartments in Belfair, Washington.The purpose of this evaluation is to assess subsurface conditions and provide geotechnical recommendations for the design and construction of an apartment complex with associated parking and drive aisles. Our scope of services included field explorations, laboratory testing, engineering analyses, and preparation of this GER. The recommendations in the following sections of this GER are based upon our current understanding of the proposed site development as outlined below. If actual features vary or changes are made, RGI should review them in order to modify our recommendations as required. In addition, RGI requests to review the site grading plan, final design drawings and specifications when available to verify that our project understanding is correct and that our recommendations have been properly interpreted and incorporated into the project design and construction. 2.0 Project description The project site is located at 81 Northeast Ridge Point Boulevard in Belfair, Washington. The approximate location of the site is shown on Figure 1. The existing property is undeveloped. RGI understands the site will be developed with an apartment complex containing up to 12 structures, with associated parking and drive aisles. Stormwater will be routed to a storm pond in the southern portion of the site. The site grading will require the construction of several retaining walls to contain grades on the perimeter of the site. At the time of preparing this GER, building plans were not available for our review. Based on our experience with similar construction, RGI anticipates that the proposed buildings will be supported on perimeter walls with bearing loads of four to eight kips per linear foot, and a series of columns with a maximum load up to 100 kips. Slab-on-grade floor loading of 250 pounds per square foot (psf) are expected. 3.0 Field Exploration and Laboratory Testing 3.1 FIELD EXPLORATION On May 15, 2020, RGI observed the drilling of two borings and excavation of 11 test pits. The approximate exploration locations are shown on Figure 2. Field logs of each exploration were prepared by the geologist that continuously observed the excavation or drilling. These logs included visual classifications of the materials encountered during excavation and drilling as well as our interpretation of the subsurface 1 1 LW RII HUMP 1 � Geotechnical Engineering Report Page 2 June 9,2020 Olympic Sunset View Apartments,Belfair, Washington RGI Project No.2020-200-1 conditions between samples.The borings and test pit logs included in Appendix A represent an interpretation of the field logs and include modifications based on laboratory observation and analysis of the samples. 3.2 LABORATORY TESTING During the field exploration, a representative portion of each recovered sample was sealed in containers and transported to our laboratory for further visual and laboratory examination. Selected samples retrieved from the borings and test pits were tested for moisture content and grain size analysis to aid in soil classification and provide input for the recommendations provided in this GER. The results and descriptions of the laboratory tests are enclosed in Appendix A. 4.0 Site Conditions 4.1 SURFACE The subject site is an irregular-shaped parcel of land approximately 14.87 acres in size. The site is bound to the north and east by undeveloped forested land, to the south by undeveloped forest and a post office, and to the west by State Route 3, Northeast Ridge Point Boulevard, and a commercial development. The existing site contains a waterline and access road that extend through the southwestern portion and along the eastern property line. The remainder of the site is undeveloped. Site topography is generally comprised of an upper west-facing slope, a central south-facing steep slope, and a lower southwest-facing slope, with a west-facing steep slope located in the southeast corner. A steep west-facing road cut for State Route 3 is located to the west of the property, with the top of slope located approximately on the west property line. Slope gradients in the west-facing slopes in the northern portion of the property are generally 10 to 20 percent, with localized areas bordering small drainages about 40 to 50 percent. The south-facing slope in the central portion of the site contains gradients in the range of 35 to 50 percent. The southwest-facing slopes in the southern portion of the property are generally sloping at gradients of 10 to 20 percent, with small areas up to 30 percent. The southeast site corner has a steep slope with gradients of 40 to greater than 100 percent. The road cuts along the western property line descend to State Route 3 at gradients of about 60 percent. Based on site observations and explorations, and review of Lidar images of the area, the northern portion of the site contains a large fill area that was placed on the natural slope, extending from near the northeast property corner most of the way across the property to near the western property line. The southeastern portion of the site along the access road 1 L- RILFYGRnl1P Geotechnical Engineering Report Page 3 June 9,2020 Olympic Sunset View Apartments,Belfair, Washington RGI Project No.2020-200-1 has been graded with several feet of fill and bermed to retain surface water. Much of the southern and southwestern portions of the property appear to have been mined for sand and gravel. The northern and central portions of the site are primarily vegetated with small- to medium-diameter trees with a mixed brush undergrowth, except the fill areas which are vegetated with grass, scotch broom, and localized blackberry brambles. The southern portion of the property is vegetated with grass, scotch broom, and blackberry brambles, with scattered small-diameter trees and brush. The southeast site corner is vegetated with small-to medium-diameter trees and mixed brush. 4.2 GEOLOGY Review of the Geologic Map of the Belfair 7.5-minute Quadrangle, Mason, Kitsap, and Pierce Counties Washington, by Michael Polenz, etc. (2009) indicates that the soil through most of the northern portion of the site is mapped as Vashon till (Qgt), which is a compact mixture of clay, silt, sand, and gravel deposited at the base of the Vashon ice sheet. Areas along the western property line in the northern portion, and the entire southern portion of the property are mapped as Vashon advance outwash (Qga), which is stratified sand and gravel deposited by meltwater streams issuing from the advancing Vashon ice sheet.These descriptions are generally similar to the findings in our field explorations. Glacial till deposits encountered in the southwestern portion of the property underlying the Vashon advance outwash is likely Pre-Vashon till (Qpt), which has limited surface exposure in the quadrangle.The general location of the geologic units from the geologic map are shown on Figure 3. A geologic cross section is shown on Figure 4. 4.3 SOILS The soils encountered during field exploration include up to 16 feet of fill comprised of loose to medium dense silty sand with some gravel over native deposits of medium dense to very dense silty sand with gravel glacial till and loose to medium dense outwash deposits comprised of sand with varying amounts of silt and gravel and gravel with varying amounts of sand and silt. More detailed descriptions of the subsurface conditions encountered are presented in the borings and test pits included in Appendix A. Sieve analysis was performed on eight selected soil samples. Grain size distribution curves are included in Appendix A. 4.4 GROUNDWATER Groundwater was encountered at a depth of 13 feet at Test Pit TP-9 in the proposed pond location during our subsurface exploration. The groundwater is likely perched over the top of a dense glacial till layer. � 1 � L- Rll FYPROIIP Geotechnical Engineering Report Page 4 June 9,2020 Olympic Sunset View Apartments,Belfair, Washington RGI Project No.2020-200-1 It should be recognized that fluctuations of the groundwater table will occur due to seasonal variations in the amount of rainfall, runoff, and other factors not evident at the time the explorations were performed. In addition, perched water can develop within seams and layers contained in fill soils or higher permeability soils overlying less permeable soils following periods of heavy or prolonged precipitation. Therefore, groundwater levels during construction or at other times in the future may be higher or lower than the levels indicated on the logs. Groundwater level fluctuations should be considered when developing the design and construction plans for the project 4.5 SEISMIC CONSIDERATIONS Based on the International Building Code (IBC), RGI recommends the follow seismic parameters for design. Table 1 2012/2015 IBC Parameter 2015 Value 2018 Value Site Soil Class' CZ Site Latitude 47.4554 Site Longitude -122.8183 Short Period Spectral Response Acceleration,Ss (g) 1.473 1.621 1-Second Period Spectral Response Acceleration,S1(g) 0.584 0.574 Adjusted Short Period Spectral Response Acceleration,SMs(g) 1.473 1.946 Adjusted 1-Sec Period Spectral Response Acceleration, Sm, (g) 0.76 0.819 Numeric seismic design value at 0.2 second; Sos(g) 0.982 1.297 Numeric seismic design value at 1.0 second; SMi(g) 0.506 0.546 1.Note:In general accordance with Chapter 20 of ASCE 7-10 and 7-16,the Site Class is based on the average characteristics of the upper 100 feet of the subsurface profile. 2.Note:ASCE 7-10 and 7-16 require a site soil profile determination extending to a depth of 100 feet for seismic site classification.The current scope of our services does not include the required 100 foot soil profile determination.Borings extended to a maximum depth of 45 feet,and this seismic site class definition considers that very dense soil continues below the maximum depth of the subsurface exploration. Additional exploration to deeper depths would be required to confirm the conditions below the current depth of exploration. Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in water pressure induced by vibrations from a seismic event. Liquefaction mainly affects geologically recent deposits of fine-grained sands that are below the groundwater table. Soils of this nature derive their strength from intergranular friction.The generated water pressure or pore pressure essentially separates the soil grains and eliminates this intergranular friction, thus reducing or eliminating the soil's strength. 1 1 LU11 R F Geotechnical Engineering Report Page S June 9,2020 Olympic Sunset View Apartments,Belfair, Washington RGI Project No.2020-200-1 RGI reviewed the results of the field and laboratory testing and assessed the potential for liquefaction of the site's soil during an earthquake. Since the site is underlain by glacial till and glacially consolidated deposits, and lacks an established shallow groundwater table, RGI considers that the possibility of liquefaction during an earthquake is minimal. 4.6 GEOLOGIC HAZARD AREAS Regulated geologically hazardous areas include erosion, landslide, earthquake, or other geological hazards. Based on review of the Mason County Code, portions of the site meet the criteria of erosion hazard areas and geologically hazardous areas. 4.6.1 EROSION HAZARD AREAS The site is mapped as Alderwood gravelly sandy loam, 15 to 30 percent slopes, and meet the criteria for an erosion hazard area. All of the site slopes are erosion hazards. An erosion and sedimentation control plan should be established during construction as described in Section 5.2.1 of this report. 4.6.2 GEOLOGICALLY HAZARDOUS AREAS Portions of the site meet the criteria of geologically hazardous areas due to slopes with gradients greater than 40 percent. This included the south-facing slope extending through the central portion of the property, localized areas along the drainages and road cuts along the western property line, and localized west-facing slope areas in the southeast corner of the property. 4.6.3 SLOPE RECONNAISSANCE A slope reconnaissance was performed on May 15, 2020 to assess the stability of the site slopes. During the reconnaissance, no signs of recent slide activity were observed. No seeps or springs were observed. Trees with curved trunks were observed on steeper slopes that is indicative of surficial creep. The slopes are well vegetated and appear to be stable, however, shallow debris-flow failures are possible during heavy rainfall events. Cut slopes were lightly to moderately vegetated, and are cut primarily into dense glacial till and advance outwash. 4.6.4 SLOPE STABILITY Based on reviewing the Mason County GIS, no landslide activity is mapped within 500 feet of the site. Based on the density of the subsurface soils and inclination of the slopes, the slopes onsite are stable in their present condition and configuration. A quantitative slope stability analysis was completed for proposed site cut slopes and retaining walls in the northeastern and west-central portions of the site, showing stable conditions of 1.5 for static conditions along slope stability profiles. The slope stability analysis is included in Appendix B. Rll FLM Geotechnical Engineering Report Page 6 June 9,2020 Olympic Sunset View Apartments,Belfair, Washington RGI Project No.2020-200-1 4.6.5 RECOMMENDATIONS Review of the proposed development plans indicate the geologically hazardous areas are generally going to be removed or modified with the exception of the road cuts along the western property line. Cut slopes created by site grading will be stabilized on the surface with erosion control measures and permanent plantings. The slopes above and between blocks wall on the fill side of the site will be appropriately landscaped for surface erosion control. 5.0 Discussion and Recommendations 5.1 GEOTECHNICAL CONSIDERATIONS Based on our study, the site is suitable for the proposed construction from a geotechnical standpoint. The site will be developed with 12 residential structures and storm water will be routed to a detention pond in the southern portion of the site. The site development is not expected to have an adverse impact to the site or surrounding site provided best management practices for erosion control and construction techniques are implemented during the development of the site. Foundations for the proposed apartment buildings can be supported on conventional spread footings bearing on competent native soil or structural fill. Slab-on-grade floors and pavements can be similarly supported. Detailed recommendations regarding the above issues and other geotechnical design considerations are provided in the following sections. These recommendations should be incorporated into the final design drawings and construction specifications. 5.2 EARTHWORK The earthwork is expected to include grading the site for building and parking lot grades, constructing the site retaining walls, installing site utilities, construction of the access road, and excavating for stormwater facilities. 5.2.1 EROSION AND SEDIMENT CONTROL Potential sources or causes of erosion and sedimentation depend on construction methods, slope length and gradient, amount of soil exposed and/or disturbed, soil type, construction sequencing and weather.The impacts on erosion-prone areas can be reduced by implementing an erosion and sedimentation control plan. The plan should be designed in accordance with applicable city and/or county standards. RGI recommends the following erosion control Best Management Practices (BMPs): ➢ Scheduling site preparation and grading for the drier summer and early fall months and undertaking activities that expose soil during periods of little or no rainfall 1 LW RII EYGR011P Geotechnical Engineering Report Page 7 June 9,2020 Olympic Sunset View Apartments,Belfair, Washington RGI Project No.2020-200-1 ➢ Retaining existing vegetation whenever feasible ➢ Establishing a quarry spall construction entrance ➢ Installing siltation control fencing or anchored straw or coir wattles on the downhill side of work areas Covering soil stockpiles with anchored plastic sheeting ➢ Revegetating or mulching exposed soils with a minimum 3-inch thickness of straw if surfaces will be left undisturbed for more than one day during wet weather or one week in dry weather Directing runoff away from exposed soils and slopes Minimizing the length and steepness of slopes with exposed soils and cover excavation surfaces with anchored plastic sheeting (Graded and disturbed slopes should be tracked in place with the equipment running perpendicular to the slope contours so that the track marks provide a texture to help resist erosion and channeling. Some sloughing and raveling of slopes with exposed or disturbed soil should be expected.) ➢ Decreasing runoff velocities with check dams, straw bales or coir wattles ➢ Confining sediment to the project site ➢ Inspecting and maintaining erosion and sediment control measures frequently(The contractor should be aware that inspection and maintenance of erosion control BMPs is critical toward their satisfactory performance. Repair and/or replacement of dysfunctional erosion control elements should be anticipated.) Permanent erosion protection should be provided by reestablishing vegetation using hydroseeding and/or landscape planting. Until the permanent erosion protection is established, site monitoring should be performed by qualified personnel to evaluate the effectiveness of the erosion control measures. Provisions for modifications to the erosion control system based on monitoring observations should be included in the erosion and sedimentation control plan. 5.2.2 STRIPPING Stripping efforts should include removal of pavements, vegetation, organic materials, and deleterious debris from areas slated for building, pavement, and utility construction. The test pits encountered 2-6 inches of topsoil and rootmass. Deeper areas of stripping may be required in forested or heavily vegetated areas of the site. 5.2.3 EXCAVATIONS All temporary cut slopes associated with the site and utility excavations should be adequately inclined to prevent sloughing and collapse. The site soils consist of dense to very dense silty sand with some gravel, overlain by loose to medium dense sandy gravel. In some areas dense sands with some silt and the occasional cobble were encountered. 1 1 L- Rll FYPROIIP Geotechnical Engineering Report Page 8 June 9,2020 Olympic Sunset View Apartments,Belfair, Washington RGI Project No.2020-200-1 Accordingly,for excavations more than 4 feet but less than 20 feet in depth, the temporary side slopes should be laid back with a minimum slope inclination of 1H:1V (Horizontal:Vertical). If there is insufficient room to complete the excavations in this manner, or excavations greater than 20 feet in depth are planned, using temporary shoring to support the excavations should be considered. For open cuts at the site, RGI recommends: ➢ No traffic, construction equipment, stockpiles or building supplies are allowed at the top of cut slopes within a distance of at least five feet from the top of the cut ➢ Exposed soil along the slope is protected from surface erosion using waterproof tarps and/or plastic sheeting Construction activities are scheduled so that the length of time the temporary cut is left open is minimized ➢ Surface water is diverted away from the excavation ➢ The general condition of slopes should be observed periodically by a geotechnical engineer to confirm adequate stability and erosion control measures In all cases, however, appropriate inclinations will depend on the actual soil and groundwater conditions encountered during earthwork. Ultimately, the site contractor must be responsible for maintaining safe excavation slopes that comply with applicable OSHA or WISHA guidelines. 5.2.4 SITE PREPARATION RGI anticipates that some areas of loose or soft soil will be exposed upon completion of stripping and grubbing. Proofrolling and subgrade verification should be considered an essential step in site preparation. After stripping, grubbing, and prior to placement of structural fill, RGI recommends proofrolling building and pavement subgrades and areas to receive structural fill. These areas should moisture conditioned and compacted to a firm and unyielding condition in order to achieve a minimum compaction level of 95 percent of the modified proctor maximum dry density as determined by the American Society of Testing and Materials D1557-09 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (ASTM D1557). Proofrolling and adequate subgrade compaction can only be achieved when the soils are within approximately± 2 percent moisture content of the optimum moisture content. Soils which appear firm after stripping and grubbing may be proofrolled with a heavy compactor, loaded double-axle dump truck, or other heavy equipment under the observation of an RGI representative. This observer will assess the subgrade conditions prior to filling. The need for or advisability of proofrolling due to soil moisture conditions should be determined at the time of construction. In wet areas it may be necessary to hand probe the exposed subgrades in lieu of proofrolling with mechanical equipment. 1 L- Rll EYGROIIP Geotechnical Engineering Report Page 9 June 9,2020 Olympic Sunset View Apartments,Belfair, Washington RGI Project No.2020-200-1 If fill is placed in areas of the site where existing slopes are steeper than 5:1 (Horizontal:Vertical), the area should be benched to reduce the potential for slippage between existing slopes and fills. Benches should be wide enough to accommodate compaction and earth moving equipment, and to allow placement of horizontal lifts of fill. Subgrade soils that become disturbed due to elevated moisture conditions should be overexcavated to reveal firm, non-yielding, non-organic soils and backfilled with compacted structural fill. In order to maximize utilization of site soils as structural fill, RGI recommends that the earthwork portion of this project be completed during extended periods of warm and dry weather if possible. If earthwork is completed during the wet season (typically November through May) it will be necessary to take extra precautionary measures to protect subgrade soils. Wet season earthwork will require additional mitigative measures beyond that which would be expected during the drier summer and fall months. 5.2.5 STRUCTURAL FILL Once stripping, clearing and other preparing operations are complete, cuts and fills can be made to establish desired building grades. Prior to placing fill, RGI recommends proof- rolling as described above. RGI recommends fill below the foundation and floor slab, behind retaining walls, and below pavement and hardscape surfaces be placed in accordance with the following recommendations for structural fill.The structural fill should be placed after completion of site preparation procedures as described above. The suitability of excavated site soils and import soils for compacted structural fill use will depend on the gradation and moisture content of the soil when it is placed. As the amount of fines (that portion passing the U.S. No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult or impossible to achieve. Soils containing more than about 5 percent fines cannot be consistently compacted to a dense, non-yielding condition when the moisture content is more than 2 percent above or below optimum. Optimum moisture content is that moisture that results in the greatest compacted dry density with a specified compactive effort. Non-organic site soils are only considered suitable for structural fill provided that their moisture content is within about two percent of the optimum moisture level as determined by ASTM D1557. Excavated site soils may not be suitable for re-use as structural fill depending on the moisture content and weather conditions at the time of construction. If soils are stockpiled for future reuse and wet weather is anticipated,the stockpile should be protected with plastic sheeting that is securely anchored. Even during dry weather, moisture conditioning (such as, windrowing and drying) of site soils to be reused as structural fill may be required. Even during the summer, delays in 1 1 LURIl F Geotechnical Engineering Report Page 10 June 9,2020 Olympic Sunset View Apartments,Belfair, Washington RGI Project No.2020-200-1 grading can occur due to excessively high moisture conditions of the soils or due to precipitation. If wet weather occurs, the upper wetted portion of the site soils may need to be scarified and allowed to dry prior to further earthwork, or may need to be wasted from the site. The site soils are moisture sensitive and may require moisture conditioning prior to use as structural fill. If on-site soils are or become unusable, it may become necessary to import clean, granular soils to complete site work that meet the grading requirements listed in Table 2 to be used as structural fill. Table 2 Structural Fill Gradation U.S. Sieve Size Percent Passing 4 inches 100 No. 4 sieve 22 to 100 No. 200 sieve 0 to 5* *Based on minus 3/4 inch fraction. Prior to use, an RGI representative should observe and test all materials imported to the site for use as structural fill. Structural fill materials should be placed in uniform loose layers not exceeding 12 inches and compacted as specified in Table 3.The soil's maximum density and optimum moisture should be determined by ASTM D1557. Table 3 Structural Fill Compaction ASTM D1557 Minimum Location Material Type Compaction Moisture Content Percentage Range On-site granular or approved Foundations 95 +2 -2 imported fill soils: On-site granular or approved Retaining Wall Backfill imported fill soils: 92 +2 2 Slab-on-grade On-site granular or approved 95 +2 -2 _ imported fill soils: General Fill (non- I On-site soils or approved structural areas) Limported fill soils: 90 +3 -2 Pavement—Subgrade On-site granular or approved -2 and Base Course imported fill soils: 95 +2 Placement and compaction of structural fill should be observed by RGI. A representative number of in-place density tests should be performed as the fill is being placed to confirm that the recommended level of compaction is achieved. LW Rll FYGROUP Geotechnical Engineering Report Page 11 June 9,2020 Olympic Sunset View Apartments,Belfair, Washington RGI Project No.2020-200-1 5.2.6 CUT AND FILL SLOPES All permanent cut and fill slopes should be graded with a finished inclination no greater than 2H:1V. Upon completion of construction, the slope face should be trackwalked, compacted and vegetated, or provided with other physical means to guard against erosion. All fill placed for slope construction should meet the structural fill requirements as described in Section 5.2.5. Final grades at the top of the slopes must promote surface drainage away from the slope crest. Water must not be allowed to flow in an uncontrolled fashion over the slope face. If it is necessary to direct surface runoff towards the slope, it should be controlled at the top of the slope, piped in a closed conduit installed on the slope face, and taken to an appropriate point of discharge beyond the toe of the slope. 5.2.7 WET WEATHER CONSTRUCTION CONSIDERATIONS RGI recommends that preparation for site grading and construction include procedures intended to drain ponded water, control surface water runoff, and to collect shallow subsurface seepage zones in excavations where encountered. It will not be possible to successfully compact the subgrade or utilize on-site soils as structural fill if accumulated water is not drained prior to grading or if drainage is not controlled during construction. Attempting to grade the site without adequate drainage control measures will reduce the amount of on-site soil effectively available for use, increase the amount of select import fill materials required, and ultimately increase the cost of the earthwork phases of the project. Free water should not be allowed to pond on the subgrade soils. RGI anticipates that the use of berms and shallow drainage ditches, with sumps and pumps in utility trenches, will be required for surface water control during wet weather and/or wet site conditions. 5.3 FOUNDATIONS Following site preparation and grading, the proposed residential building foundations can be supported on conventional spread footings bearing on competent native soil or structural fill. Loose,organic, or other unsuitable soils may be encountered in the proposed foundation footprints. If unsuitable soils are encountered, they should be overexcavated and backfilled with structural fill. Perimeter foundations exposed to weather should be at a minimum depth of 18 inches below final exterior grades. Interior foundations can be constructed at any convenient depth below the floor slab. Finished grade is defined as the lowest adjacent grade within 5 feet of the foundation for perimeter (or exterior) footings and finished floor level for interior footings. � 1 � 1 L- RII FYGRnIIP Geotechnical Engineering Report Page 12 June 9,2020 Olympic Sunset View Apartments,Belfair, Washington RGI Project No.2020-200-1 Table 4 Foundation Design Design Parameter Value Allowable Bearing Capacity- Structural Fill 2,500 psf' Dense native soils 5,000 psf Friction Coefficient 0.30 I Passive pressure (equivalent fluid pressure) 250 pcf2 Minimum foundation dimensions Columns: 24 inches Walls: 16 inches 1.psf=pounds per square foot 2.pcf=pounds per cubic foot The allowable foundation bearing pressures apply to dead loads plus design live load conditions. For short-term loads, such as wind and seismic, a 1/3 increase in this allowable capacity may be used. At perimeter locations, RGI recommends not including the upper 12 inches of soil in the computation of passive pressures because they can be affected by weather or disturbed by future grading activity. The passive pressure value assumes the foundation will be constructed neat against competent soil or backfilled with structural fill as described in Section 5.2.5. The recommended base friction and passive resistance value includes a safety factor of about 1.5. With spread footing foundations designed in accordance with the recommendations in this section, maximum total and differential post-construction settlements of 1 inch and 1/2 inch, respectively, should be expected. 5.4 RETAINING WALLS Retaining walls are proposed for site grading and expected to be necessary for some of the buildings. The following recommendations for retaining walls should be incorporated into the plans for the project. 5.4.1 SITE GRADING WALLS Several wall are proposed for the site grade changes and w3ill be designed as both cut gravity wall and reinforced block walls. The current plans include up to 28 foot tall Redi- Rock Retaining walls with multiple tiers of walls in some places. RGI is currently preparing designs and plans for these walls to be used on the site. 5.4.2 CAST-IN-PLACE WALLS If retaining walls are needed in the building area, RGI recommends cast-in-place concrete walls be used. The magnitude of earth pressure development on retaining walls will partly depend on the quality of the wall backfill. RGI recommends placing and compacting wall 1 L- RII FYGRnIiP Geotechnical Engineering Report Page 13 June 9,2020 Olympic Sunset View Apartments,Belfair, Washington RGI Project No.2020-200-1 backfill as structural fill. Wall drainage will be needed behind the wall face. A typical retaining wall drainage detail is shown in Figure 5. With wall backfill placed and compacted as recommended, and drainage properly installed, RGI recommends using the values in the following table for design. Table 5 Retaining Wall Design Design Parameter Value Allowable Bearing Capacity - Structural Fill 2,500 psf Dense native soils 5,000 psf Active Earth Pressure (unrestrained walls) 35 pcf At-rest Earth Pressure (restrained walls) : 50 pcf For seismic design, an additional uniform load of 7 times the wall height (H) for unrestrained walls and 14H in psf for restrained walls should be applied to the wall surface. Friction at the base of foundations and passive earth pressure will provide resistance to these lateral loads. Values for these parameters are provided in Section 5.3. 5.5 SLAB-ON-GRADE CONSTRUCTION Once site preparation has been completed as described in Section 5.2, suitable support for slab-on-grade construction should be provided. RGI recommends that the concrete slab be placed on top of medium dense native soil or structural fill. Immediately below the floor slab, RGI recommends placing a four-inch thick capillary break layer of clean, free-draining sand or gravel that has less than five percent passing the U.S. No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slab. Where moisture by vapor transmission is undesirable, an 8- to 10-millimeter thick plastic membrane should be placed on a 4-inch thick layer of clean gravel. For the anticipated floor slab loading, we estimate post-construction floor settlements of 1/4- to 1/2-inch. For thickness design of the slab subjected to point loading from storage racks and fork lift vehicle traffic, RGI recommends using a subgrade modulus (Ks) of 150 pounds per square inch per inch of deflection. 5.6 DRAINAGE 5.6.1 SURFACE Final exterior grades should promote free and positive drainage away from the building area. Water must not be allowed to pond or collect adjacent to foundations or within the 1 IRII FYGRnup Geotechnicol Engineering Report Page 14 June 9,2020 Olympic Sunset View Apartments,Belfair, Washington RGI Project No.2020-200-1 immediate building area. For non-pavement locations, RGI recommends providing a minimum drainage gradient of 3 percent for a minimum distance of 10 feet from the building perimeter. In paved locations, a minimum gradient of 1 percent should be provided unless provisions are included for collection and disposal of surface water adjacent to the structure. 5.6.2 SUBSURFACE RGI recommends installing perimeter foundation drains. A typical footing drain detail is shown on Figure 6. The foundation drains and roof downspouts should be tightlined separately to an approved discharge facility. Subsurface drains must be laid with a gradient sufficient to promote positive flow to a controlled point of approved discharge. 5.6.3 INFILTRATION Infiltration may be feasible at the site but groundwater seepage was encountered at about 4 feet below the proposed grade for the bottom of the pond. 5.6.4 STORMWATER DETENTION POND The stormwater detention pond is located as shown on Figures 3 and 4. Based on the explorations, we expect sandy soils and groundwater at about 4 feet below the bottom of the pond. The pond is not in close proximity to the top of steep slope areas. 5.7 UTILITIES Utility pipes should be bedded and backfilled in accordance with American Public Works Association (APWA) specifications. For site utilities located within the right-of-ways, bedding and backfill should be completed in accordance with City of Belfair specifications. At a minimum, trench backfill should be placed and compacted as structural fill, as described in Section 5.2.5. Where utilities occur below unimproved areas, the degree of compaction can be reduced to a minimum of 90 percent of the soil's maximum density as determined by the referenced ASTM D1557. As noted, soils excavated on site may not be suitable for use as backfill material. Imported structural fill meeting the gradation provided in Table 2 should be used for trench backfill. 5.8 PAVEMENTS Pavement subgrades should be prepared as described in Section 5.2 and as discussed below. Regardless of the relative compaction achieved, the subgrade must be firm and relatively unyielding before paving. The subgrade should be proof-rolled with heavy construction equipment to verify this condition. low I �- LFYGR011P Geotechnical Engineering Report Page 15 June 9,2020 Olympic Sunset View Apartments,Belfair, Washington RGI Project No.2020-200-1 J.8.1 FLEXIBLE PAVEMENTS With the pavement subgrade prepared as described above, RGI recommends the following pavement sections for parking and drive areas paved with flexible asphalt concrete surfacing. For access drive areas: 3 inches of Hot Mix Asphalt (HMA) class % inch PG 58H-22 over 2 inches of crushed surfacing top course (CSTC)over 6 inches of crushed surfacing base course (CSBC) For parking areas: 2 inches of HMA class% inch PG 58H-22 over 4 inches of CSBC or CSTC 5.8.2 CONCRETE PAVEMENTS With the pavement subgrade prepared as described above, RGI recommends the following pavement sections for parking and drive areas paved with concrete surfacing. y For concrete pavement areas: 5 inches of concrete over 4 inches of CSBC or CSTC The paving materials used should conform to the WSDOT specifications for HMA, concrete paving, and CSBC and CSTC (9-03.9(3) Crushed Surfacing). Long-term pavement performance will depend on surface drainage. A poorly-drained pavement section will be subject to premature failure as a result of surface water infiltrating into the subgrade soils and reducing their supporting capability. For optimum pavement performance, surface drainage gradients of no less than 2 percent are recommended. Also, some degree of longitudinal and transverse cracking of the pavement surface should be expected over time. Regular maintenance should be planned to seal cracks when they occur. 6.0 Additional Services RGI is available to provide further geotechnical consultation throughout the design phase of the project. RGI should review the final design and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and incorporated into project design and construction. RGI is also available to provide geotechnical engineering and construction monitoring services during construction. The integrity of the earthwork and construction depends on proper site preparation and procedures. In addition, engineering decisions may arise in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this scope of work. 1 1 LW Rll FYGRnIIP Geotechnical Engineering Report Page 16 June 9,2020 Olympic Sunset View Apartments,Belfair, Washington RGI Project No.2020-200-1 7.0 Limitations This GER is the property of RGI, Harbor Custom Development, Inc., and its designated agents. Within the limits of the scope and budget, this GER was prepared in accordance with generally accepted geotechnical engineering practices in the area at the time this GER was issued. This GER is intended for specific application to the Olympic Sunset View Apartments project in Belfair, Washington, and for the exclusive use of Harbor Custom Development, Inc. and its authorized representatives. No other warranty, expressed or implied, is made. Site safety, excavation support, and dewatering requirements are the responsibility of others. The scope of services for this project does not include either specifically or by implication any environmental or biological (for example, mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, we can provide a proposal for these services. The analyses and recommendations presented in this GER are based upon data obtained from the test exploration performed on site. Variations in soil conditions can occur, the nature and extent of which may not become evident until construction. If variations appear evident, RGI should be requested to reevaluate the recommendations in this GER prior to proceeding with construction. It is the client's responsibility to see that all parties to the project, including the designers, contractors, subcontractors, are made aware of this GER in its entirety. The use of information contained in this GER for bidding purposes should be done at the contractor's option and risk. now LM RII HUMP lLJ — o LLJ �2p _ Cl USGS, 2017, Belfair, Washington Approximate Scale: 1"=1000' 7.5-Minute Quadrangle 0 500 1000 2000 N Corporate Office Olympic Sunset View Apartments Figure 1 17522 Bothell Way Northeast RGI Project Number: Date Drawn: -Bothell,Washington 98011 2020-200-1 Site Vicinity Map Phone:425.415.0551 05�2020 RILEYGROUP Fax:425.415.0311 Address: 81 Northeast Ridge Point Boulevard, Belfair, Washington 98528 Z/xl k"I P-3 +- 10 /DTP-4 i - T p p, B-2 / I lam_ v -r = Boring by RGI, 05/15/20 Approximate Scale: 1"=180' 6P =Test pit by RGI, 05/15/20 = Site boundary 0 90 180 360 N Corporate Office Olympic Sunset View Apartments Figure 2 17522 Bothell Way Northeast RGI Project Number: Date Drawn: -Bothell,Washington 98011 2020-200-1 Geotechnical Exploration Plan 05/2020 Phone:425.415.0551 RILEYGROUP Fax:425.415.0311 Address: 81 Northeast Ridge Point Boulevard, Belfair, Washington 98528 , ON Qgt X Qga NO At lilt - = Cross section A-A' = 10' Buffer from 40%or greater slopes Qgt =Vashon till Approximate Scale: 1"=180' Qga =Vashon advance outwash =Site boundary 0 90 180 360 N Corporate Office Olympic Sunset View Apartments Figure 3 17522 Bothell Way Northeast RGI Project Number: Date Drawn: -Bothell,Washington 98011 Slopes and Geology Phone:425.415.0551 2020-200-1 05/2020 RILEYGROUP Fax:425.415.0311 Address: 81 Northeast Ridge Point Boulevard, Belfair,Washington 98528 A A' I � 300 t 300 ? Qga 200 ? �— ? �— ? _� 7 200 ?Qpt 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 Qgt =Vashon till Qga =Vashon advance outwash Qpt = Pre-vashon till Approximate Scale: 1"=150' 0 75 150 300 N -Corporate Office Olympic Sunset View Apartments Figure 4 17522 Bothell Way Northeast RGI Project Number: Date Drawn: -Bothell,Washington 98011 Cross Section A-A' Phone:425.415.0551 2020-200-1 05/2020 RILEYGROUP Fax:425.415.0311 Address: 81 Northeast Ridge Point Boulevard, Belfair, Washington 98528 12" Minimum Wide Free-Draining Gravel Slope to Drain I' S° 12" min. 000 ..per . — °a °o°. I' CP ;o Filter Fabric Material o0 ° _ Excavated Slope 104 (See Report for 10 °° I Appropriate 001 i Incliniations) 00 r Compacted Structural Backfill (Native or Import) 000. og . CV0ao°o°°o° °oa,°° ° oo°°°°°000°o°Soao 12" Over the Pipe � L 4 Diameter PVC p 3" Below the Pipe Perforated Pipe Not to Scale Corporate Office Olympic Sunset View Apartments Figure 5 17522 Bothell Way Northeast RGI Project Number: Date Drawn: ,-Bothell,Washington 98011 Retaining Wall Drainage Detail Phone:425.415.0551 2020-200-1 05/2020 RILEYGROUP Fax:425.415.0311 Address: 81 Northeast Ridge Point Boulevard, Belfair, Washington 98528 Building Slab e•• \ a.. -Compacted":*,..''NI \\ • ' . �:. Structural `' A. \ I •ti M` Filter Fabric 4. ° • ' 0 • �. • . • ° \ 4" Perforated Pipe 3/4" Washed Rock or Pea Gravel Not to Scale Corporate Office Olympic Sunset View Apartments Figure 6 17522 Bothell Way Northeast RGI Project Number: Date Drawn: -Bothell,Washington 98011 2020-200-1 Typical Footing Drain Detail 05/2020 Phone:425.415.0551 RILEYGROUP Fax:425.415.0311 Address: 81 Northeast Ridge Point Boulevard, Belfair,Washington 98528 Geotechnical Engineering Report June 9,2020 Olympic Sunset View Apartments,Belfair, Washington RGI Project No.2020-200-1 APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING On May 15, 2020, RGI performed field explorations using a Sonic drill rig and a tracked excavator. RGI explored subsurface soil conditions at the site by observing the and drilling of two borings and excavation 11 test pits to a maximum depth of 45 feet and 16 feet respectively below existing grade. The boring and test pit locations are shown on Figure 2. The boring and test pits location were approximately determined by measurements from existing property lines and paved roads. A geologist from our office conducted the field exploration and classified the soil conditions encountered, maintained a log of each test exploration, obtained representative soil samples, and observed pertinent site features. All soil samples were visually classified in accordance with the Unified Soil Classification System (USCS). Representative soil samples obtained from the explorations were placed in closed containers and taken to our laboratory for further examination and testing. As a part of the laboratory testing program, the soil samples were classified in our in-house laboratory based on visual observation,texture, plasticity, and the limited laboratory testing described below. Moisture Content Determinations Moisture content determinations were performed in accordance with ASTM D2216-10 Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass (ASTM D2216) on representative samples obtained from the exploration in order to aid in identification and correlation of soil types.The moisture content of typical sample was measured and is reported on the boring and test pit Logs. Grain Size Analysis A grain size analysis indicates the range in diameter of soil particles included in a particular sample. Grain size analyses was determined using D6913-04(2009) Standard Test Methods for Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis (ASTM D6913) on eight of the samples. � 1 � Project Name: Olympic Sunset View Apartments ■ ■ � Boring No.: B-1 Project Number: 2020-200-1 Client: Harbor Custom Development, Inc. RILEYGROUP Sheet 1 of 2 Date(s)Drilled: 5/15/2020 Logged By: CM Surface Conditions: Gravel Drilling Method(s): Sonic Drill Bit Size/Type: 6" Total Depth of Borehole: 45 feet Drill Rig Type: Sonic Drilling Contractor: Anderson Environmental ApproximateConsultin LLC Surface Elevation: N/A Groundwater Level Not encountered Sampling Method(s): Continuous Hammer Data: N/A and Date Measured: Borehole Backfill: Cuttings Location: 81 Northeast Ridge Point Blvd Belfair,Washington 98528 ai CIL U C A N QE qo >. J O N N C N U) U 76 LCL 7a O_(n > U) 7 O C y w o in c� U) Q MATERIAL DESCRIPTION 0 Fill Brown silty SAND with some gravel,dry to moist,medium dense 1 2 B1-2 31 3 Becomes gray 4-1 81-4 39b 5- 6- 7— Fill Dark gray/brown gravelly SAND with some silt,moist,loose to medium dense 8 9 10 B1-10 SM Dark brown to gray silty SAND with some gravel,moist,dense(Till) 6 11 12 13 14 61-14 69a 15 16 17 18 19 20 21 22 B1-22 6% 23 24 Becomes very dense 25 26 27 The Riley Group,Inc. 17522 Bothell Way NE,Bothell,WA 98011 Project Name: Olympic Sunset View Apartments I M goring No.: B-1 Project Number: 2020-200-1 lkm Client: Harbor Custom Development, Inc. RILE,Roue Sheet 2 of 2 a; U crf N _ Q) c O C N a J C U d ro a E E E 3 $ U N w i � c o i i c c7 MATERIAL DESCRIPTION z7 2a SP-SM. ray SAND with some silt and gravel,moist,loose to medium dense 29 30 B 1-30 5 31 32 33 SM Gray silty SAND with some gravel,moist,dense 34 B 1-34 5 35 36 37 38 SM Gray silty gravelly SAND,moist,dense 39 40 41 42 43 B1-43 5% 44 45 Boring terminated at 45 feet bgs. 46 47 The Riley Group,Inc. 17522 Bothell Way NE,Bothell,WA 98011 Project Name: Olympic Sunset View Apartments • � � Boring No.: B-2 Project Number: 2020-200-1 1 LW Client: Harbor Custom Development, Inc. RILE,Roue Sheet 1 of 1 Date(s)Drilled: 5/15/2020 Logged By: CM Surface Conditions: Gravel Drilling Method(s): Sonic Drill Bit Size/Type: 6" Total Depth of Borehole: 20 feet Drill Rig Type: Sonic Drilling Contractor: Anderson Environmental Approximate Consultin LLC Surface Elevation: N/A Groundwater Level Not encountered Sampling Method(s): Continuous Hammer Data: N/A and Date Measured: Borehole Backfill: Cuttings Location: 81 Northeast Ridge Point Blvd Belfair,Washington 98528 ai c m 0 0 CD C I- m Z+ T J o O N N S 4= N to U 7� 7a a Zj > U) O a E E E 3 o U w o in can ci M oc D c0 MATERIAL DESCRIPTION SM Brown silty SAND with some gravel,moist,medium dense 1 2 3 B2-3 6 4- 5- 6- SM Gray to light brown silty gravelly SAND,moist,medium dense 7 8 9 B2-9 4 10 SP-SM• Brown gravelly SAND with some silt,moist,medium dense 11 12 13 14 132-14 11 15 16 82-16 8 17 SM Gray/brown silty SAND with some gravel,moist,medium dense 18 132-18 W 9% 1s zo Boring terminated at 20 feet bgs. 21 22 23 24 25 26 27 The Riley Group,Inc. 17522 Bothell Way NE,Bothell,WA 98011 Project Name: Olympic Sunset View Apartments 1 M Test Pit No.: TP-1 Project Number: 2020-200-1 1 LW Client: Harbor Custom Development, Inc. RISE,Roue Sheet 1 of 1 Date(s)Excavated: 5/15/2020 Logged By ELW Surface Conditions: Grass Excavation Method: Test Pit Bucket Size: N/A Total Depth of Excavation: 11 feet bgs Excavator Type: Tracked Excavator Excavating Contractor: Kelly's Excavating Approximate 285 Surface Elevation Groundwater Level: Not Encountered Sampling Grab Compaction Method Bucket Method(s) Test Pit Backfill: Cuttings Location 81 Northeast Ridge Point Boulevard, Belfair,Washington a a75 E �c a > E o c F- Z >, -J O =wO N U) U_ L a Cn L a E E U N w o in in D MATERIAL DESCRIPTION REMARKS AND OTHER TESTS 285 0 TPSIL - - 4"topsoil sM Reddish brown silty gravelly SAND,loose to medium dense, moist 7%moisture GP-GM Gray sandy GRAVEL with some silt, medium dense,moist U O ° 0, 4%moisture ° 0 ° Contains west-dipping beds 0 280 5 ° Becomes medium dense to dense 0 ° 0 ° 0 ° Becomes dense 5°%moisture 0 ° 0 GW �! Gray GRAVEL with some sand and trace silt,dense,moist ilie0 Occasional cobble i. Becomes moist to wet i 275 10 .•. 4%moisture,4%fines Test Pit terminated at 11' 270 15 The Riley Group,Inc. 17522 Bothell Way NE,Bothell,WA 98011 Project Name: Olympic Sunset View Apartments I I M Test Pit No.: TP-2 Project Number: 2020-200-1 , lk- Client: Harbor Custom Development, Inc. RILEYGROUP Sheet 1 of 1 Date(s)Excavated: 5/15/2020 Logged By ELW Surface Conditions: Grass,moss,scotch broom Excavation Method: Test Pit Bucket Size: N/A Total Depth of Excavation: 16 feet bgs Excavator Type: Tracked Excavator Excavating Contractor: Kelly's Excavating Approximate Surface Elevation 292 Groundwater Level: Not Encountered Sampling Grab Compaction Method Bucket Method(s) Test Pit Backfill: Cuttings Location 81 Northeast Ridge Point Boulevard,Belfair,Washington CD E n E o c m H Z >. —i O N N Cn U_ ii L -a 7a Cn L w p Un 0 Z) 0 MATERIAL DESCRIPTION REMARKS AND OTHER TESTS 292 0 TPSL 4"topsoil Fill Gray silty SAND with some gravel,medium dense,moist (Fill) 8%moisture 287 5 5%moisture 282 to - —iron oxide staining Becomes wet at 11.5' 10%moisture Becomes moist to wet 277 15 pill Dark brown silty SAND with some gravel,organics, and >00 >00 roots,medium dense, moist(Fill) Test Pit terminated at 16' The Riley Group,Inc. 17522 Bothell Way NE,Bothell,WA 98011 Project Name: Olympic Sunset View Apartments I W Test Pit No.: TP-3 Project Number: 2020-200-1 1 4- Client: Harbor Custom Development, Inc. RILEYGROUP Sheet 1 of 1 Date(s)Excavated: 5/15/2020 Logged By ELW Surface Conditions: Grass,mixed brush, scotch broom Excavation Method: Test Pit Bucket Size: N/A Total Depth of Excavation: 7 feet bgs Excavator Type: Tracked Excavator Excavating Contractor: Kelly's Excavating Approximate Surface Elevation 255 Groundwater Level: Not Encountered Sampling Grab Compaction Method Bucket Method(s) Test Pit Backfill: Cuttings Location 81 Northeast Ridge Point Boulevard,Belfair,Washington CD a a�CDi E 0 CL E J C N � Z �. O =wO O Cn U_ L _CLd to L 0) as M ca w 0 cn cn D C7 MATERIAL DESCRIPTION REMARKS AND OTHER TESTS 255 0 TPSL 2"topsoil Fill >00 Gray silty SAND with some gravel,medium dense, moist (Fill) 8°%moisture sm Reddish brown silty SAND with some gravel,medium dense,moist 12%moisture GP o o Gray sandy GRAVEL with trace silt, medium dense, moist 250 5 Q o ',—Occasional cobble 01 5°%moisture 00 U o 0 0 0 Test Pit terminated at 7' 2as 10 2ao 15 The Riley Group,Inc. 17522 Bothell Way NE,Bothell,WA 98011 Project Name: Olympic Sunset View Apartments ■ ■ M Test Pit No.: TP-4 Project Number: 2020-200-1 , L- Client: Harbor Custom Development, Inc. RILEYGROUP Sheet 1 of 1 Date(s)Excavated: 5/15/2020 Logged By ELW Surface Conditions: Grass,moss,mixed brush Excavation Method: Test Pit Bucket Size: N/A Total Depth of Excavation: 11 feet bgs Excavator Type: Tracked Excavator Excavating Contractor: Kelly's Excavating Approximate 250 Surface Elevation Groundwater Level: Not Encountered Sampling Grab Compaction Method Bucket Method(s) Test Pit Backfill: Cuttings Location 81 Northeast Ridge Point Boulevard,Belfair,Washington 43 E m :3 E o0 c d H Z >1 _J O N N to U L D_ to a ro w p� cn in D (D MATERIAL DESCRIPTION REMARKS AND OTHER TESTS 250 0 TPSL _ 6"topsoil sm Reddish brown silty SAND with some gravel, loose to medium dense,moist Contains occasional boulder 9%moisture GP o o Gray sandy GRAVEL,medium dense,moist O. Abundant cobbles o. Da o° 4%moisture a o o. 0 o Becomes medium dense to dense 245 5— 0� a p O o ago o Becomes dense Do o� ago 0. 0 o 00 SP Gray gravelly SAND with trace silt,dense, moist 5%moisture,2%fines 240 10 5%moisture Test Pit terminated at 11' 235 15 The Riley Group,Inc. 17522 Bothell Way I Bothell,WA 98011 Project Name: Olympic Sunset View Apartments I W Test Pit No.: TP-5 Project Number: 2020-200-1 Client: Harbor Custom Development, Inc. RILE,ROUP Sheet 1 of 1 Date(s)Excavated: 5/15/2020 Logged By ELW Surface Conditions: Grass,scotch broom Excavation Method: Test Pit Bucket Size: N/A Total Depth of Excavation: 10 feet bgs Excavator Type: Tracked Excavator Excavating Contractor: Kelly's Excavating Approximate 276 Surface Elevation Groundwater Level: Not Encountered Sampling Grab Compaction Method Bucket Method(s) Test Pit Backfill: Cuttings Location 81 Northeast Ridge Point Boulevard,Belfair,Washington E :3 E o d F Z >. � O O N rn U L D_ rn a w o 0 cn D (D MATERIAL DESCRIPTION REMARKS AND OTHER TESTS 276 0 TPSL 6"tOPS011 Fin Gray silty SAND with some gravel,medium dense, moist (Fill) 9%moisture GP-GM o Dark brown sandy GRAVEL with some silt,roots, and 9%moisture sP-sM organics, medium dense, moist Reddish brown gravelly SAND with some silt,medium dense,moist 7%moisture 271 5-Sp Gray SAND with trace silt and gravel,medium dense,moist 8%moisture sM Gray silty SAND with some gravel,very dense, moist 8%moisture Contains silt with gravel and sandy gravel interbeds Well cemented SP Gray gravelly SAND with trace silt,dense,moist 266 10 6%moisture Test Pit terminated at 10' 261 1s The Riley Group,Inc. 17522 Bothell Way NE,Bothell,WA 98011 Project Name: Olympic Sunset View Apartments I M Test Pit No.: TP-6 Project Number: 2020-200-1 , L- Client: Harbor Custom Development, Inc. RILEYGROUP Sheet 1 of 1 Date(s)Excavated: 5/15/2020 Logged By ELW Surface Conditions: Grass,moss Excavation Method: Test Pit Bucket Size: N/A Total Depth of Excavation: 10 feet bgs Excavator Type: Tracked Excavator Excavating Contractor: Kelly's Excavating Approximate 290 Surface Elevation Groundwater Level: Not Encountered Sampling Grab Compaction Method Bucket Method(s) Test Pit Backfill: Cuttings Location 81 Northeast Ridge Point Boulevard,Belfair,Washington a� m ° E n� m c d H Z _J O Q) N U ro L — a U Q a E E 0 C w o in cn D (D MATERIAL DESCRIPTION REMARKS AND OTHER TESTS 290 0 TPSL 6"t0(JS011 sM Reddish brown silty SAND with some gravel,loose to medium dense,moist 6%moisture GP oUo Gray sandy GRAVEL with trace silt, medium dense,moist O a Do O a o' 3%moisture 0v 00 0. �Qv 285 5- 0° Becomes medium dense to dense UUo 0. �o O O�v O o o v O= uoo Occasional cobble 0. 4%moisture qUv O= �o O DUO 280 10 Test Pit terminated at 10' 27s 15 The Riley Group,Inc. 17522 Bothell Way NE,Bothell,WA 98011 Project Name: Olympic Sunset View Apartments I W Test Pit No.: TP-7 Project Number: 2020-200-1 1 L- Client: Harbor Custom Development, Inc. RILEYGROUP Sheet 1 of 1 Dates)Excavated: 5/15/2020 Logged By ELW Surface Conditions: Grass,scotch broom Excavation Method: Test Pit Bucket Size: N/A Total Depth of Excavation: 7.5 feet bgs Excavator Type: Tracked Excavator Excavating Contractor: Kelly's Excavating Approximate 230 Surface Elevation Groundwater Level: Not Encountered Sampling Grab Compaction Method Bucket Methods) Test Pit Backfill: Cuttings Location 81 Northeast Ridge Point Boulevard, Belfair,Washington a� a�0i E a) H Z > —� O y a) U) O_ L a CL rn F a E E U M w o co Un E O MATERIAL DESCRIPTION REMARKS AND OTHER TESTS 230 0 TPSL 2"topsoil Fill Gray silty SAND with some gravel,medium dense, moist (Fill) Trace organics and wood debris 225 s SP-sM •• Reddish brown gravelly SAND with some silt,medium dense,moist GP •o o Brown sandy GRAVEL with trace silt,dense,moist 6%moisture o• Ow o• 0 Test Pit terminated at 7.5' 220 10 21s 1s The Riley Group,Inc. 17522 Bothell Way NE,Bothell,WA 98011 Project Name: Olympic Sunset View Apartments ■ ■ M Test Pit No.: TP-8 Project Number: 2020-200-1 1 L- Client: Harbor Custom Development, Inc. RILEYGROUP Sheet 1 of 1 Date(s)Excavated: 5/15/2020 Logged By ELW Surface Conditions: Grass,scotch broom Excavation Method: Test Pit Bucket Size: N/A Total Depth of Excavation: 9 feet bgs Approximate Excavator Type: Tracked Excavator Excavating Contractor: Kelly's Excavating Surface Elevation 215 Groundwater Level: Not Encountered Sampling Grab Compaction Method Bucket Method(s) Test Pit Backfill: Cuttings Location 81 Northeast Ridge Point Boulevard, Belfair,Washington N E E m c d H Z >, —.1 O O O U) U_ i0 t 1 U a'� a E E U w 0 in cn i) Cry MATERIAL DESCRIPTION REMARKS AND OTHER TESTS 215 0 TPSL 6"topsoil Fill Brown silty SAND with some gravel,loose to medium dense, moist(Fill) Trace organic and wood debris 210 s Becomes black,contains wood and organics Fill Brown silty gravelly SAND, medium dense, moist(Fill) Trace organics Becomes brown to gray sP Gray gravelly SAND with trace silt,dense, moist 5%moisture Test Pit terminated at 9' 205 10 200 15 The Riley Group,Inc. 17522 Bothell Way NE,Bothell,WA 98011 Project Name: Olympic Sunset View Apartments I W Test Pit No.: TP-9 Project Number: 2020-200-1 1 lk- Client: Harbor Custom Development, Inc. RILEYGROUP Sheet 1 of 1 Date(s)Excavated: 5/15/2020 Logged By ELW Surface Conditions: Grass,moss Excavation Method: Test Pit Bucket Size: N/A Total Depth of Excavation: 14 feet bgs Excavator Type: Tracked Excavator Excavating Contractor: Kelly's Excavating Approximate Surface Elevation 168 Groundwater Level: Not Encountered Sampling Grab Compaction Method Bucket Method(s) Test Pit Backfill: Cuttings Location 81 Northeast Ridge Point Boulevard, Belfair,Washington 0 1 (D H Z >. J O 0) O U) U 76 r ' a U) z w o in U) D 0 MATERIAL DESCRIPTION REMARKS AND OTHER TESTS 168 0 TPSL 00( 2"topsoil FIII00< Brown silty sandy GRAVEL,medium dense, moist(Fill) 00< 00< 00< Contains asphalt debris OCK 00< sP Brown gravelly SAND with some silt,medium dense,moist 4%moisture 163 5 Becomes medium dense to dense 3%moisture 158 10 7%moisture,6%fines Becomes wet at 12.5' 17 Becomes water bearing 11%moisture,8%fines 11%moisture,5%fines Test Pit terminated at 14' 153 15 The Riley Group,Inc. 17522 Bothell Way NE,Bothell,WA 98011 Project Name: Olympic Sunset View Apartments � I M Test Pit No.: TP-10 Project Number: 2020-200-1 1 L- Client: Harbor Custom Development, Inc. RILEYGROUP Sheet 1 of 1 Date(s)Excavated: 5/15/2020 Logged By ELW Surface Conditions: Grass,scotch broom Excavation Method: Test Pit Bucket Size: N/A Total Depth of Excavation: 9 feet bgs Approximate Excavator Type: Tracked Excavator Excavating Contractor: Kelly's Excavating Surface Elevation 169 Groundwater Level: Not Encountered Sampling Grab Compaction Method Bucket Method(s) Test Pit Backfill: Cuttings Location 81 Northeast Ridge Point Boulevard,Belfair,Washington a� w — m E -0 m c f— Z >. -J O _� a) U_ 76 L QL a U) � 1 c° `° MATERIAL DESCRIPTION REMARKS AND OTHER TESTS o cn cn � c7 169 0 TPSL "topsoil sM 2 Brown silty SAND with some gravel,loose to medium dense, moist GP o o Gray sandy GRAVEL with trace silt, medium dense,moist OU17 0. 0 a 164 5— 0 0 0 O o OU4 Q o °o. Becomes wet 000 8%moisture o- 0 SM Gray silty SAND with some gravel,dense,moist(Glacial Till) 7%moisture Test Pit terminated at 9' 159 10 154 15 The Riley Group,Inc. 17522 Bothell Way NE,Bothell,WA 98011 Project Name: Olympic Sunset View Apartments I M Test Pit No.: TP-11 Project Number: 2020-200-1 Client: Harbor Custom Development, Inc. RILE,ROUP Sheet 1 of 1 Date(s)Excavated: 5/15/2020 Logged By ELW Surface Conditions: Grass,scotch broom Excavation Method: Test Pit Bucket Size: N/A Total Depth of Excavation: 4.5 feet bgs Excavator Type: Tracked Excavator Excavating Contractor: Kelly's Excavating Approximate 176 Surface Elevation Groundwater Level: Not Encountered Sampling Grab Compaction Method Bucket Method(s) Test Pit Backfill: Cuttings Location 81 Northeast Ridge Point Boulevard,Belfair,Washington a E �° rn c a> H Z >. -J O a) X U (C Lcl a W L > a E E U Q. w o cn in D (D MATERIAL DESCRIPTION REMARKS AND OTHER TESTS 176 0 TPSL 4"tOPS01i sM Gray silty SAND with some gravel,very dense,moist (Glacial Till) 5%moisture Test Pit terminated at 4.5' 171 s 16s to 161 15 The Riley Group,Inc. 17522 Bothell Way NE,Bothell,WA 98011 Project Name: Olympic Sunset View Apartments Key to Logs Project Number: 2020-200-1 Client: Harbor Custom Development, Inc. RILEYGRDUP Sheet 1 of 1 E E o c Q) I— Z a J O O O _U (V LCLfl L > a E E V w o cCo n c� 0 MATERIAL DESCRIPTION REMARKS AND OTHER TESTS Li L2J3 L4J Lo Lo 7 8 COLUMN DESCRIPTIONS 1 Elevation(feet). Elevation (MSL,feet). B5 USCS Symbol: USCS symbol of the subsurface material. 2 Depth(feet):Depth in feet below the ground surface. 6 Graphic Log:Graphic depiction of the subsurface material 3 Sample Type:Type of soil sample collected at the depth interval encountered. shown. 7❑ MATERIAL DESCRIPTION:Description of material encountered. ® Sample Number:Sample identification number. May include consistency, moisture,color,and other descriptive text. ® REMARKS AND OTHER TESTS:Comments and observations regarding drilling or sampling made by driller or field personnel. FIELD AND LABORATORY TEST ABBREVIATIONS CHEM:Chemical tests to assess corrosivity PI:Plasticity Index,percent COMP:Compaction test SA:Sieve analysis(percent passing No.200 Sieve) CONS:One-dimensional consolidation test UC:Unconfined compressive strength test,Qu, in ksf LL:Liquid Limit,percent WA:Wash sieve(percent passing No.200 Sieve) MATERIAL GRAPHIC SYMBOLS FJ�{ AF t•1ihl Silty SAND(SM) IN ov Poorly graded GRAVEL(GP) Poorly graded SAND(SP) •oC Poorly graded GRAVEL with Silt(GP-GM) •'• Poorly graded SAND with Silt(SP-SM) 7:4 ll Well graded GRAVEL(GW) �� Topsoil TYPICAL SAMPLER GRAPHIC SYMBOLS OTHER GRAPHIC SYMBOLS Auger sampler X CME Sampler Pitcher Sample Water level(at time of drilling,A7D) s 2-inch-OD unlined split Water level(after waiting) Bulk Sample Grab Sample \ spoon(SPT) Minor change in material properties within a stratum 3-inch-OD California w/ 2.5-inch-OD Modified Shelby Tube(Thin-walled, — Inferred/gradational contact between strata brass rings ' California w/brass liners fixed head) —? Queried contact between strata GENERAL NOTES 1:Soil classifications are based on the Unified Soil Classification System.Descriptions and stratum lines are interpretive,and actual lithologic changes maybe gradual.Field descriptions may have been modified to reflect results of lab tests. 2:Descriptions on these logs apply only at the specific boring locations and at the time the borings were advanced.They are not warranted to be representative of subsurface conditions at other locations or times. The Riley Group,Inc. 17522 Bothell Way NE,Bothell,WA 98011 THE RILEY GROUP, INC. PHONE: (425)415-0551, 17522 Bothell Way NE FAX: (425)415-0311 Bothell,WA 98011 GRAIN SIZE ANALYSIS ASTM D421, D422, D1140, D2487, D6913 PROJECT TITLE Olympic Sunset View Apartments SAMPLE ID/TYPE B-1 PROJECT NO. 2020-200-1 SAMPLE DEPTH 30' TECH/TEST DATE 1DH/EW 5/15/2020 DATE RECEIVED 5/15/2020 WATER CONTENT(Delivered Moisture) Total Weight Of Sample Used For Sieve Corrected For Hveroscooic Moisture Wt Wet Soil&Tare(gm) (wl) 404.1 Weight Of Sample(gm) 386.7 Wt Dry Soil &Tare(gm) (w2) 386.7 Tare Weight (gm) 16.1 Weight of Tare(gm) (w3) 16.1 (W6) Total Dry Weight(gm) 370.6 Weight of Water(gm) (w4=wl-w2) 17.4 SIEVE ANALYSIS Weight of Dry Soil(gm) (w5=w2-w3) 370.6 Cumulative Moisture Content(%) (w4/w5)*100 5 Wt Ret Wt-Tare (%Retained) %PASS +Tare iLw. ret/w61'100} 100-floret %COBBLES 0.0 12.0" 16.1 0.00 0.00 100.00 cobbles %C GRAVEL 0.0 3.0" 16.1 0.00 0.00 100.00 coarse gravel %F GRAVEL 25.2 2.5" coarse gravel %C SAND 10.7 2.0" coarse gravel %M SAND 15.4 1.5" 16.1 0.00 0.00 100.00 coarse gravel %F SAND 19.2 1.0" coarse gravel %FINES 29.6 0.75" 16.1 0.00 0.00 100.00 fine gravel %TOTAL 100.0 0.50" fine gravel 0.375" 66.9 50.80 13.71 86.29 fine gravel D10(mm) #4 109.4 93.30 25.18 74.82 coarse sand D30(mm) #10 149.0 132.90 35.86 64.14 medium sand D60(mm) #20 medium sand Cu #40 205.9 189.80 51.21 48.79 fine sand Cc #60 fine sand #100 258.8 242.70 65.49 34.51 fine sand #200 277.0 260.90 70.40 29.60 fines PAN 386.7 370.60 100.00 0.00 silt/clay 12' 3- 2- 1'.75' .375' #4 #10 #20 #40 #60 #100 #200 100 90 80 P 70 A 60 S 50 40 S 30 1 20 N 10 G 0 1000 100 10 1 0.1 0.01 0.001 Grain size in millimeters DESCRIPTION Silty SAND with some gravel USCS SM Prepared For: Reviewed By: Harbor Custom Homes,Inc. KMW I LW RILEYGROUP THE RILEY GROUP, INC. PHONE: (425)415-0551 17522 Bothell Way NE FAX: (425)415-0311 Bothell,WA 98011 GRAIN SIZE ANALYSIS ASTM D421, D422, D1140, D2487, D6913 PROJECT TITLE Olympic Sunset View Apartments SAMPLE ID/TYPE B-1 PROJECT NO. 2020-200-1 SAMPLE DEPTH 43' TECH/TEST DATE JDH/EW 5/15/2020 DATE RECEIVED 5/15/2020 WATER CONTENT(Delivered Moisture) Total Weight Of Sample Used For Sieve Corrected For HvQroscoaic Moisture Wt Wet Soil&Tare(gm) (wl) 594.2 Weight Of Sample(gm) 567.5 Wt Dry Soil&Tare(gm) (w2) 567.5 Tare Weight (gm) 16.2 Weight of Tare(gm) (w3) 16.2 (W6) Total Dry Weight(gm) 551.3 Weight of Water(gm) (w4=wl-w2) 26.7 SIEVE ANALYSIS Weight of Dry Soil (gm) (w5=w2-w3)1 551.3 Cumulative Moisture Content(%) (w4/w5)*100 5 Wt Ret (Wt-Tare) (%Retained) %PASS +Tare I(wtret/w61`100) (100-%ret) •COBBLES 0.0 12.0" 16.2 0.00 0.00 100.00 cobbles %C GRAVEL 21.0 3.0" 16.2 0.00 0.00 100.00 coarse gravel %F GRAVEL 21.7 2.5" coarse gravel •C SAND 7.1 2.0" coarse gravel •M SAND 11.8 1.5" 16.2 0.00 0.00 100.00 coarse gravel •F SAND 17.9 1.0" coarse gravel •FINES 20.4 0.75" 132.0 115.80 21.00 79.00 fine gravel •TOTAL 100.0 0.50" fine gravel 0.375" 209.1 192.90 34.99 65.01 fine gravel D10(mm) #4 251.9 235.70 42.75 57.25 coarse sand D30(mm) #10 291.0 274.80 49.85 50.15 medium sand D60(mm) #20 medium sand Cu #40 356.2 340.00 61.67 38.33 fine sand Cc #60 fine sand #100 430.9 414.70 75.22 24.78 fine sand #200 455.1 438.90 79.61 20.39 fines PAN 567.5 551.30 100.00 0.00 silt/clay IT 3' 2- 1'.75' .375' #4 #10 #20 #40 #60 #100 #200 % 100 90 80 P 70 A 60 S 50 40 S 30 1 20 N 10 G 0 1000 100 10 1 0.1 0.01 0.001 Grain size in millimeters DESCRIPTION Silty gravelly SAND USCS SM Prepared For: Reviewed By: Harbor Custom Homes,Inc. KMW ,- RILEYGROUP THE RILEY GROUP, INC. PHONE: (425)415-0551, 17522 Bothell Way NE FAX: (425)415-0311 Bothell,WA 98011 GRAIN SIZE ANALYSIS ASTM D421, D422, D1140, D2487, D6913 PROJECT TITLE Olympic Sunset View Apartments SAMPLE ID/TYPE B-2 PROJECT NO. 2020-200-1 SAMPLE DEPTH 9' TECH/TEST DATE JDH/EW 5/15/2020 DATE RECEIVED 5/15/2020 WATER CONTENT(Delivered Moisture) Total Weight Of Sample Used For Sieve Corrected For Hygroscopic Moisture Wt Wet Soil&Tare(gm) (wl) 350.4 Weight Of Sample(gm) 336.9 Wt Dry Soil&Tare(gm) (w2) 336.9 Tare Weight (gm) 16.8 Weight of Tare(gm) (w3) 16.8 (W6) Total Dry Weight(gm) 320.1 Weight of Water(gm) (w4=wl-w2) 13.5 SIEVE ANALYSIS Weight of Dry Soil (gm) (w5=w2-w3) 320.1 Cumulative Moisture Content(%) (w4/w5)*100 4 Wt Ret Wt-Tare (%Retained) °o/ PASS +Tare flwt ret/w61'100} (101%re11 %COBBLES 0.0 12.0" 16.8 0.00 0.00 100.00 cobbles %C GRAVEL 0.0 3.0" 16.8 0.00 0.00 100.00 coarse gravel %F GRAVEL 31.4 2.5" coarse gravel %C SAND 16.1 2.0" coarse gravel %M SAND 20.6 1.5" 16.8 0.00 0.00 100.00 coarse gravel •F SAND 17.5 1.0" coarse gravel %FINES 14.5 0.75" 16.8 0.00 0.00 100.00 fine gravel %TOTAL 100.0 0.50" fine gravel 0.375" 76.5 59.70 18.65 81.35 fine gravel D10(mm) #4 117.3 100.50 31.40 68.60 coarse sand D30(mm) #10 168.7 151.90 47.45 52.55 medium sand D60(mm) #20 medium sand Cu #40 234.5 217.70 68.01 31.99 fine sand Cc #60 fine sand #100 278.0 261.20 81.60 18.40 fine sand #200 290.4 273.60 85.47 14.53 fines PAN 336.9 320.10 100.00 0.00 silt/clay 12' 3' 2' 1'.75' .375' #4 #10 #20 #40 #60 #100 #200 100 90 80 P 70 A 60 S 50 40 S 30 1 20 N 10 G 0 1000 100 10 1 0.1 0.01 0.001 Grain size in millimeters DESCRIPTION Silty gravelly SAND USCS SM Prepared For: Reviewed By: Harbor Custom Homes,Inc. KMW ,_ RILEYGROUP THE RILEY GROUP, INC. PHONE: (425)415-0551 17522 Bothell Way NE FAX: (425)415-0311 Bothell,WA 98011 GRAIN SIZE ANALYSIS ASTM D421, D422, D1140, D2487, D6913 PROJECT TITLE joiympic Sunset View Apartments SAMPLE ID/TYPE B-2 PROJECT NO. 2020-200-1 SAMPLE DEPTH 14' TECH/TEST DATE JDH/EW 5/15/2020 DATE RECEIVED 5/15/2020 WATER CONTENT(Delivered Moisture) Total Weight Of Sample Used For Sieve Corrected For Hygroscopic Moisture Wt Wet Soil&Tare(gm) (WI) 558.2 Weight Of Sample(gm) 502.5 Wt Dry Soil&Tare(gm) (w2) 502.5 Tare Weight (gm) 16.2 Weight of Tare(gm) (w3) 16.2 (W6) Total Dry Weight(gm) 486.3 Weight of Water(gm) (w4=wl-w2) 55.7 SIEVE ANALYSIS Weight of Dry Soil(gm) (w5=w2-w3) 486.3 Cumulative Moisture Content(%) (w4/w5)*100 11 Wt Ret (Wt-Tare) (%Retained) %PASS +Tare Uwt ret/wW1001 (100-%ret) %COBBLES 0.0 12.0" 16.2 0.00 0.00 100.00 cobbles •C GRAVEL 6.3 3.0" 16.2 0.00 0.00 100.00 coarse gravel •F GRAVEL 29.7 2.5" coarse gravel •C SAND 9.8 2.0" coarse gravel %M SAND 18.3 1.5" 16.2 0.00 0.00 100.00 coarse gravel •F SAND 27.1 1.0" coarse gravel •FINES 8.8 0.75" 47.0 30.80 6.33 93.67 fine gravel •TOTAL 100.0 0.50" fine gravel 0.375" 115.4 99.20 20.40 79.60 fine gravel D10(mm) 0.09 #4 191.2 175.00 35.99 64.01 coarse sand D30(mm) 0.31 #10 239.1 222.90 45.84 54.16 medium sand D60(mm) 3.5 #20 medium sand Cu 38.9 #40 328.2 312.00 64.16 35.84 fine sand Cc 0.3 #60 fine sand #100 441.9 425.70 87.54 12.46 fine sand #200 459.9 443.70 91.24 8.76 fines PAN 502.5 486.30 100.00 0.00 silt/clay 12" 3" 2" 1".75" .375" #4 #10 #20 #40 #60 #100 #200 100 90 80 P 70 A 60 S 50 40 S 30 20 N 10 Trl- G 0 3-T- 1000 100 10 1 0.1 0.01 0.001 Grain size in millimeters DESCRIPTION Gravelly SAND with some silt USCS SP-SM Prepared For: Reviewed By: Harbor Custom Homes,Inc. KM W ,- RILEYGROUP THE RILEY GROUP, INC. PHONE: (425)415-0551 17522 Bothell Way NE FAX: (425)415-0311 Bothell,WA 98011 GRAIN SIZE ANALYSIS ASTM D421, D422, D1140, D2487, D6913 PROJECT TITLE Olympic Sunset View Apartments SAMPLE ID/TYPE B-2 PROJECT NO. 2020-200-1 SAMPLE DEPTH 18' TECH/TEST DATE 1DH/EW 5/15/2020 DATE RECEIVED 5/15/2020 WATER CONTENT(Delivered Moisture) Total Weight Of Sample Used For Sieve Corrected For Hygroscopic Moisture Wt Wet Soil&Tare(gm) (wl) 548.5 Weight Of Sample(gm) 504.4 Wt Dry Soil &Tare(gm) (w2) 504.4 Tare Weight (gm) 16.1 Weight of Tare(gm) (w3) 16.1 (W6) Total Dry Weight(gm) 488.3 Weight of Water(gm) (w4=wl-w2) 44.1 SIEVE ANALYSIS Weight of Dry Soil(gm) (w5=w2-w3) 488.3 Cumulative Moisture Content(%) (w4/w5)*100 9 Wt Ret Wt-Tare (%Retained) %PASS +Tare f(wt reUw61i= 100-floret %COBBLES 0.0 12.0" 16.1 0.00 0.00 100.00 cobbles •C GRAVEL 2.8 3.0" 16.1 0.00 0.00 100.00 coarse gravel %F GRAVEL 26.7 2.5" coarse gravel •C SAND 8.1 2.0" coarse gravel •M SAND 10.4 1.5" 16.1 0.00 0.00 100.00 coarse gravel •F SAND 18.4 1.0" coarse gravel %FINES 33.6 0.75" 29.8 13.70 2.81 97.19 fine gravel %TOTAL 500.0 0.50" fine gravel 0.375" 100.4 84.30 17.26 82.74 fine gravel DSO(mm) #4 160.3 144.20 29.53 70.47 coarse sand D30(mm) #10 199.7 183.60 37.60 62.40 medium sand D60(mm) #20 medium sand Cu #40 250.5 234.40 48.00 52.00 fine sand Cc 1 #60 1 1 1 fine sand #100 317.5 301.40 61.72 38.28 fine sand #200 340.3 324.20 66.39 33.61 fines PAN 504.4 488.30 100.00 0.00 silt/clay 12" 3" 2" 1".75" .375" 84 910 #20 A40 #60 5100 8200 a� 100 90 80 P 70 NIL I A 60 S SO 44. 40 S 30 1 20 N 10 G 0 1000 100 10 1 0.1 0.01 0.001 Grain size in millimeters DESCRIPTION Silty SAND with some gravel USCS SM Prepared For: Reviewed By: Harbor Custom Homes,Inc. KMW ,- RILEYGROUP THE RILEY GROUP, INC. PHONE: (425)415-0551 17522 Bothell Way NE FAX: (425)415-0311 Bothell,WA 98011 GRAIN SIZE ANALYSIS ASTM D421, D422, D1140, D2487, D6913 PROJECT TITLE Olympic Sunset View Apartments SAMPLE ID/TYPE TP-1 PROJECT NO. 2020-200-1 SAMPLE DEPTH 10, TECH/TEST DATE JDH/EW 5/15/2020 DATE RECEIVED 5/15/2020 WATER CONTENT(Delivered Moisture) Total Weight Of Sample Used For Sieve Corrected For Hygroscopic Moisture Wt Wet Soil&Tare(gm) (wl) 821.0 Weight Of Sample(gm) 793.6 Wt Dry Soil&Tare(gm) (w2) 793.6 Tare Weight (gm) 16.0 Weight of Tare(gm) (w3) 16.0 (W6) Total Dry Weight(gm) 777.6 Weight of Water(gm) (w4=w1-w2) 27.4 SIEVE ANALYSIS Weight of Dry Soil(gm) (w5=w2-w3) 777.6 Cumulative Moisture Content(%) (w4/w5)'100 4 Wt Ret Wt-Tare (%Retained) %PASS +Tare f(wtret/w61•1001 (100-%ret) %COBBLES 0.0 12.0" 16.0 0.00 0.00 100.00 cobbles •C GRAVEL 53.6 3.0" 16.0 0.00 0.00 100.00 coarse gravel •F GRAVEL 21.1 2.5" coarse gravel •C SAND 11.1 2.0" coarse gravel •M SAND 8.1 1.5" 354.0 338.00 43.47 56.53 coarse gravel •F SAND 2.4 1.0" coarse gravel •FINES 3.7 0.75" 432.9 416.90 53.61 46.39 fine gravel •TOTAL 100.0 0.50" fine gravel 0.375" 512.9 496.90 63.90 36.10 fine gravel D10(mm) 0.85 #4 597.3 581.30 74.76 25.24 coarse sand D30(mm) 6.2 #10 683.8 667.80 85.88 14.12 medium sand D60(mm) 39 #20 medium sand Cu 45.9 #40 746.4 730.40 93.93 6.07 fine sand Cc 1.2 #60 fine sand #100 761.2 745.20 95.83 4.17 fine sand #200 765.0 749.00 96.32 3.68 fines PAN 793.6 777.60 100.00 0.00 silt/clay 12" 3' 2' 1".75" .375' #4 #10 #20 #40 #60 #100 #200 % 100 90 80 P 70 A 60 50 S 40 S 30 1 20 Jill I N 10 - G 0 1000 100 10 1 0.1 0.01 0.001 Grain size in millimeters DESCRIPTION GRAVEL with some sand and trace silt USCS GW Prepared For: Reviewed By: Harbor Custom Homes,Inc. KM W ,- RILEYGROUP THE RILEY GROUP, INC. PHONE: (425)415-0551, 17522 Bothell Way NE FAX: (425)415-0311 Bothell,WA 98011 GRAIN SIZE ANALYSIS ASTM D421, D422, D1140, D2487, D6913 PROJECT TITLE Olympic Sunset View Apartments SAMPLE ID/TYPE TP-4 PROJECT NO. 2020-200-1 SAMPLE DEPTH 8. TECH/TEST DATE JDH/EW 5/15/2020 DATE RECEIVED 5/15/2020 WATER CONTENT(Delivered Moisture) Total Weight Of Sample Used For Sieve Corrected For Hygroscopic Moisture Wt Wet Soil&Tare(gm) (w1) 788.2 Weight Of Sample(gm) 750.1 Wt Dry Soil&Tare(gm) (w2) 750.1 Tare Weight (gm) 16.0 Weight of Tare(gm) (w3) 16.0 (W6) Total Dry Weight(gm) 734.1 Weight of Water(gm) (w4=wl-w2) 38.1 SIEVE ANALYSIS Weight of Dry Soil(gm) (w5=w2-w3) 734.1 Cumulative Moisture Content(%) (w4/w5)*100 5 Wt Ret Wt-Tare (%Retained) %PASS +Tare LWL t/w61.100} (100-%ret) %COBBLES 0.0 12.0" 16.0 0.00 0.00 100.00 cobbles %C GRAVEL 32.1 3.0" 16.0 0.00 0.00 100.00 coarse gravel %F GRAVEL 13.5 2.5" coarse gravel %C SAND 9.5 2.0" coarse gravel %M SAND 31.8 1.5" 16.0 0.00 0.00 100.00 coarse gravel %F SAND 11.3 1.0" coarse gravel %FINES 1.9 0.75" 251.8 235.80 32.12 67.88 fine gravel %TOTAL 100.0 0.50" fine gravel 0.375" 295.1 279.10 38.02 61.98 fine gravel D10(mm) 0.3 #4 350.6 334.60 45.58 54.42 coarse sand D30(mm) 0.95 #10 420.1 404.10 55.05 44.95 medium sand D60(mm) 8.5 #20 medium sand Cu 28.3 #40 653.4 637.40 86.83 13.17 fine sand Cc 0.4 #60 fine sand #100 730.9 714.90 97.38 2.62 fine sand #200 736.3 720.30 98.12 1.88 fines PAN 750.1 734.10 100.00 0.00 silt/clay 12" 3' 2' 1'.75' .375' #4 #10 #20 #40 #60 #100 #200 100 90 80 P 70 A 60 S 50 40 S 30 1 20 N 10 G 0 1000 100 10 1 0.1 0.01 0.001 Grain size in millimeters DESCRIPTION Gravelly SAND with trace silt USCS SP Prepared For: Reviewed By: Harbor Custom Homes,Inc. K M W ,- RILEYGROUP THE RILEY GROUP,INC. PHONE: (425)415-0551 17522 Bothell Way NE FAX: (425)415-0311 Bothell,WA 98011 GRAIN SIZE ANALYSIS ASTM D421, D422, D1140, D2487, D6913 PROJECT TITLE Olympic Sunset View Apartments SAMPLE ID/TYPE TP-9 PROJECT NO. 2020-200-1 SAMPLE DEPTH 10, TECH/TEST DATE JDH/EW 5/15/2020 DATE RECEIVED 5/15/2020 WATER CONTENT(Delivered Moisture) Total Weight Of Sample Used For Sieve Corrected For Hygroscopic Moisture Wt Wet Soil&Tare(gm) (wl) 457.7 Weight Of Sample(gm) 429.2 Wt Dry Soil&Tare(gm) (w2) 429.2 Tare Weight (gm) 16.0 Weight of Tare(gm) (w3) 16.0 (W6) Total Dry Weight(gm) 413.2 Weight of Water(gm) (w4=wl-w2) 28.5 SIEVE ANALYSIS Weight of Dry Soil(gm) (w5=w2-w3) 413.2 Cumulative Moisture Content(%) (w4/w5)*100 7 Wt Ret Wt-Tare (%Retained) %PASS +Tare Uwt ret/w61'100} 100-%ret •COBBLES 0.0 12.0" 16.0 0.00 0.00 100.00 cobbles •C GRAVEL 7.7 3.0" 16.0 0.00 0.00 100.00 coarse gravel •F GRAVEL 24.0 2.5" coarse gravel •C SAND 21.1 2.0" coarse gravel %M SAND 20.1 1.5" 16.0 0.00 0.00 100.00 coarse gravel •F SAND 21.2 1.0" coarse gravel •FINES 5.9 0.75" 47.8 31.80 7.70 92.30 fine gravel •TOTAL 100.0 0.50" fine gravel 0.375" 77.7 61.70 14.93 85.07 fine gravel D10(mm) 0.17 #4 146.8 130.80 31.66 68.34 coarse sand D30(mm) 0.52 #10 234.1 218.10 52.78 47.22 medium sand D60(mm) 3.4 #20 medium sand Cu 20.0 #40 317.1 301.10 72.87 27.13 fine sand Cc 0.5 #60 fine sand #100 391.0 375.00 90.76 9.24 fine sand #200 404.7 388.70 94.07 5.93 fines PAN 429.2 413.20 100.00 0.00 silt/clay 100 12' 3' 2' 1'.75' .375' #4 #10 #20 #40 #60 #100 #200 90 80 P 70 A 60 50 S 40 S 30 1 20 N 10 TTF G 0 flm 1000 100 10 1 0.1 0.01 0.001 Grain size in millimeters DESCRIPTION Gravelly SAND with some silt USCS SP-SM Prepared For: Reviewed By: Horbor Custom Homes,Inc. KMW ,- RILEYGROUP THE RILEY GROUP, INC. PHONE: (425)415-0551, 17522 Bothell Way NE FAX: (425)415-0311 Bothell,WA 98011 GRAIN SIZE ANALYSIS ASTM D421, D422, D1140, D2487, D6913 PROJECT TITLE Olympic Sunset View Apartments SAMPLE ID/TYPE TP-9 PROJECT NO. 2020-200-1 SAMPLE DEPTH 13' TECH/TEST DATE JDH/EW 5/15/2020 DATE RECEIVED 5/15/2020 WATER CONTENT(Delivered Moisture) Total Weight Of Sample Used For Sieve Corrected For Hygroscopic Moisture Wt Wet Soil&Tare(gm) (w1) 997.0 Weight Of Sample(gm) 898.5 Wt Dry Soil&Tare(gm) (w2) 898.5 Tare Weight (gm) 16.1 Weight of Tare(gm) (w3) 16.1 (W6) Total Dry Weight(gm) 882.4 Weight of Water(gm) (w4=w1-w2) 98.5 SIEVE ANALYSIS Weight of Dry Soil(gm) (w5=w2-w3) 882.4 Cumulative Moisture Content(%) (w4/w5)*100 11 Wt Ret Wt-Tare (%Retained) %PASS +Tare LW ret/w61`100} (100-0Zret) %COBBLES 0.0 12.0" 16.1 0.00 0.00 100.00 cobbles •C GRAVEL 0.0 3.0" 16.1 0.00 0.00 100.00 coarse gravel %F GRAVEL 20.5 2.5" coarse gravel %C SAND 13.6 2.0" coarse gravel %M SAND 29.3 1.5" 16.1 0.00 0.00 100.00 coarse gravel %F SAND 28.7 1.0" coarse gravel %FINES 7.9 0.75" 16.1 0.00 0.00 100.00 fine gravel %TOTAL 100.0 0.50" fine gravel 0.375" 110.0 93.90 10.64 89.36 fine gravel D10(mm) 0.11 #4 197.1 181.00 20.51 79.49 coarse sand D30(mm) 0.32 #10 316.9 300.80 34.09 65.91 medium sand D60(mm) 1.7 #20 medium sand Cu 15.5 #40 575.6 559.50 63.41 36.59 fine sand Cc 1 0.5 #60 1 1 fine sand #100 793.9 777.80 88.15 11.85 fine sand #200 828.9 812.80 92.11 7.89 fines PAN 898.5 882.40 100.00 0.00 silt/clay 12• 3" 2" 1•.75" .375" #4 #10 #20 #40 #60 #100 #200 100 90 80 P 70 A 60 S SO 40 S 30 1 20 N 10 7-11 G 0 1000 100 10 1 0.1 0.01 0.001 Grain size in millimeters DESCRIPTION SAND with some gravel and silt USCS SP-SM Prepared For: Reviewed By: Harbor Custom Homes,Inc. KMW ,- RILEYGROUP THE RILEY GROUP, INC. PHONE: (425)415-0551 17522 Bothell Way NE FAX: (425)415-0311 Bothell,WA 98011 GRAIN SIZE ANALYSIS ASTM D421, D422, D1140, D2487, D6913 PROJECT TITLE Olympic Sunset View Apartments SAMPLE ID/TYPE TP-9 PROJECT NO. 2020-200-1 SAMPLE DEPTH 13.5' TECH/TEST DATE JDH/EW 5/15/2020 DATE RECEIVED 5/15/2020 WATER CONTENT(Delivered Moisture) Total Weight Of Sample Used For Sieve Corrected For Hygroscopic Moisture Wt Wet Soil&Tare(gm) (w1) 812.3 Weight Of Sample(gm) 734.0 Wt Dry Soil&Tare(gm) (w2) 734.0 Tare Weight (gm) 16,1 Weight of Tare(gm) (w3) 16.1 (W6) Total Dry Weight(gm) 717.9 Weight of Water(gm) (w4=wl-w2) 78.3 SIEVE ANALYSIS Weight of Dry Soil(gm) (w5=w2-w3) 717.9 Cumulative Moisture Content(%) (w4/w5)*100 11 Wt Ret Wt-Tare (%Retained) %PASS +Tare f(wt ret/w6l*1001 (100-%ret) •COBBLES 0.0 12.0" 16.1 0.00 0.00 100.00 cobbles •C GRAVEL 1.9 3.0" 16.1 0.00 0.00 100.00 coarse gravel •F GRAVEL 29.3 2.S" coarse gravel %C SAND 19.0 2.0" coarse gravel %M SAND 24.9 1.5" 16.1 0.00 0.00 100.00 coarse gravel •F SAND 19.9 1.0" coarse gravel •FINES 5.1 0.75" 29.5 13.40 1.87 98.13 fine gravel %TOTAL 100.0 0.50" fine gravel 0.375" 103.6 87.50 12.19 87.81 fine gravel D10(mm) 0.18 #4 239.9 223.80 31.17 68.83 coarse sand D30(mm) 0.6 #10 376.5 360.40 50.20 49.80 medium sand D60(mm) 3.1 #20 medium sand Cu 17.2 #40 554.9 538.80 75.05 24.95 fine sand Cc 0.6 #60 fine sand #100 677.9 661.80 92.19 7.81 fine sand #200 697.6 681.50 94.93 5.07 fines PAN 739.0 722.90 100.70 -0.70 silt/clay 12" 3" 2" 1".75" .375" #4 #10 #20 #40 #60 #100 #200 % 100 90 80 P 70 A 60 S 50 40 S 30 1 20 N 10 G 0 1000 100 10 1 0.1 0.01 0.001 Grain size in millimeters DESCRIPTION Gravelly SAND with some silt USCS SP-SM Prepared For: Reviewed By: Harbor Custom Homes,Inc. KM W 0 , ,- RILEYGROUP Geotechnical Engineering Report June 9,2020 Olympic Sunset View Apartments,Belfair, Washington RGI Project No.2020-200-1 APPENDIX B SLOPE STABILITY RGI performed the slope stability analysis by using a computer program, Slide version 6.0, which was developed by Rocscience. The safety factor for the critical surfaces was calculated by the Bishop Method. The analyses were performed for the slopes under post- construction static conditions. � 1 � Safety Factor 0.000 0.250 0.500 0.750 1.000 1.250 u' 1.500 c') 1.750 2.000 2.250 2.500 2.750 Unit Weight Cohesion Water 3.000 Material Name Color (lbs/ft3) Strength Type (lb/ft2) Phi Surface Ru 0 3.250 3.500 Vashon Till ■ 130 Mohr-Coulomb 100 36 None 0 3.750 4.000 Vashon Advance Outwash _ 135 Mohr-Coulomb 50 38 None 0 4.250 4.500 4.750 . m 5.000 5.250 5.500 5.750 1.612 6.000+. 0 co n N o a N T -40 -20 0 20 40 60 80 100 120 140 160 180 200 Project Olympic Sunset View Apartments tip, � Aff AnO-sDe-notion Northeast Wall -Static �enc Drawn By ELW S`aie 1:300 Company Riley Group, Inc. Date 5/27/2020, 9:39:41 AM File Name Northeast Wall -Static.slim AIDEINTERPRET 6.009 c4 . Safety Factor 0.000 2.1.04 0.250 0.500 0.750 1.000 1.250 1.500 / 1.750 2.000 2.250 . . . . . . 2.500 2.750 Material Name Color Unit Weight Strength Type Cohesion Phi Water Ru 3.000 (lbs/R3) (lb/R2) Surface 3.250 3.500 Fill 125 Mohr-Coulomb 0 36 None 0 3.750 4.000 Vashon Advance Outwash 135 Mohr-Coulomb 50 38 None 0 4.250. . . 4.500 UI)� 4,750 a 5.000 5.250 5.500 5.750 6.000+ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O . . . . . . . . . . . . . . . . . . . . . . . . . . N . . . . O -50 0 50 100 150 200 250 Protect Olympic Sunset View Apartments - °-aWtao West-Central Wall-Static Dram BY ELW Scale 1:400 C+?A_Y Riley Group, Inc. m,mRpwr6009 °ate 5/27/2020, 9:39:41 AM RkAW m West-Central Wall-Static.slim