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23-105468-Geotechnical Investigation and Geologic Hazard Analysis-11-9-2315365 N.E. 90th Street, Suite 100 • Redmond, WA 98052 • (425) 449-4704 • FAX (425) 449-4711 Earth Solutions NW LLC Geotechnical Engineering, Construction Observation/Testing and Environmental Services October 24, 2023 Updated October 26, 2023 ES-9258 John Stevenson dba Off the Porch 7001 Seaview Avenue Northwest, Suite 160, PMB 43 Seattle, Washington 98117 Subject: Geotechnical Investigation and Geologic Hazard Analysis Proposed Slide Repair 3620 Southwest Dash Point Road Federal Way, Washington Greetings: As requested, Earth Solutions NW, LLC (ESNW) has prepared this geotechnical investigation and analysis of a recent landslide that occurred at the subject property. The subject site is located at 3620 Southwest Dash Point Road, approximately 525 feet northeast of the intersection between Southwest 309th Street and Southwest Dash Point Road, in Federal Way, Washington (see Plate 1 – Vicinity Map). The property consists of King County parcel number 661350-0030 and totals approximately 1.07 acres. The site is currently developed with a single-family residence and associated infrastructure improvements that are positioned within the southeastern property area. The remainder of the site is comprised of a hillslope feature which descends to the margins of Puget Sound. Approximately 105 feet of elevation change occurs across the entire property area. Landslide Activity A landslide occurred at the site in December 2022 and was initiated as the result of a water line break. The slide resulted in the creation of a large washout feature that carried soil, concrete, wood, and other debris downslope and to the base of the surrounding descending slope areas. An existing bulkhead (rockery) at the base of the descending slope areas (and at the margins of Puget Sound) was also displaced as a result of the slide debris. The attached Plate 2 (Boring Location Plan) illustrates the approximate path of the landslide and relative positioning of the existing residence located above (and immediately adjacent) to the area of landslide activity. We understand the project is pursuing remediation of the slide area in the direct vicinity of the existing residence. The proposed remediation measures include the construction of a soldier pile wall, long-term erosion control / slope stabilization measures, stability improvements for the existing residence, and reconstruction of yard and patio areas. John Stevenson dba Off the Porch ES-9258 October 24, 2023 Page 2 Updated October 26, 2023 Earth Solutions NW, LLC Subsurface Conditions An ESNW representative observed, sampled, and logged the advancement of two soil borings within accessible areas of the lot on August 28 and 29, 2023. The borings ranged in depths between about 61.5 to 91.5 feet below the ground surface (bgs) and were performed using a drill rig and operators retained by our firm. The approximate locations of the borings are illustrated on the attached Boring Location Plan (Plate 2). Please refer to the attached exploration logs for a more detailed description of subsurface conditions. Representative samples collected at the boring locations were analyzed in general accordance with the Unified Soil Classification System (USCS) and the United States Department of Agriculture methods and procedures. Neither topsoil nor fill was encountered at the boring locations during the August 2023 explorations. The following native soil conditions were generally encountered at each boring location: B-1: Soils to a depth of about 60 feet were primarily characterized as silty sand and poorly graded sand (USCS: SM and SP, respectively). It should be noted that local lenses of silt- dominated soils were generally encountered within the silty sand and poorly graded sand units. The upper approximately five feet of existing grades were generally encountered in very loose condition. Medium dense to dense soil conditions were encountered from depths of about 5 to 35 feet bgs and dense to very dense soil conditions were encountered from about 35 feet to 60.5 feet. At a depth of approximately 60.5 feet bgs, native soils were observed transitioning to very stiff to hard silt (USCS: ML). This condition generally continued to the terminus of this boring, which occurred at about 91.5 feet bgs. B-2: Native soils were primarily characterized as silty sand and poorly graded sand (USCS: SM and SP, respectively) to the terminus of the boring, which occurred at about 61.5 feet bgs. Medium dense soil conditions were generally encountered to a depth of about 30 feet bgs. Thereafter, dense to very dense soil conditions were encountered at the terminus of the boring. The in-situ moisture content of the native soils was generally characterized as moist. However, local areas of damp conditions (near the surface) or wet to saturated conditions (near areas of exposed groundwater) were also encountered. A review of a local geologic map resource suggests that the site area and adjacent slope are underlain primarily by advance outwash deposits (Qga). These soils are characterized as sand and pebble to cobble-sized gravels. In general, the soil texture of the native silty sand and sands appear like advance outwash sands (Qgas) which consist of fine to medium-grained sand with silt and gravel. The underlying silt appears to be representative of Lawton Clay deposits (Qgalc) which are characterized as massive silt, clayey silt, and silty clay. The referenced WSS resource suggests that most of the site is underlain by Alderwood and Kitsap soils while the southwest most site corner is underlain by Indianola loamy sand (Map Unit Symbols: AkF and InC). The Alderwood Kitsap association is found in moraine and till plains and is typically derived from basal till while the Indianola series is found in eskers, kames, and terrace landforms and is derived from sandy glacial outwash. Based on the encountered conditions, native soils appear to be representative of outwash soils overlying Lawton Clay like deposits. John Stevenson dba Off the Porch ES-9258 October 24, 2023 Page 3 Updated October 26, 2023 Earth Solutions NW, LLC Moderate to heavy perched groundwater seepage was exposed intermittently at depths between about 30 feet to 70 feet bgs during the August 2023 fieldwork. Groundwater elevations fluctuate depending on many factors, including precipitation duration and intensity, the time of year, and soil conditions. Groundwater seepage rates and elevation are generally higher during the winter, spring, and early summer months. Geologically Hazardous Areas Evaluation We understand that the Federal Way Municipal Code (FWMC) recognizes and defines areas susceptible to erosion, landslide, seismic activity, or other geologic events as geologically hazardous areas (GHA). Based on our review of the site soil and groundwater observations and readily available topographic information, the adjacent hillslope feature located within the northern site area generally meets the FWMC criteria to be considered a potential erosion and landslide hazard area. Our evaluation of each potential site GHA and applicable mitigation recommendations are provided in the following sections. Erosion Hazard Areas Chapter 19.05.070.1 of the FWMC defines an erosion hazard as areas that have a moderate to severe or severe to very severe rill and inter-rill potential due to natural processes. Soils associated with severe erosion potential are the Alderwood-Kitsap (AkF) series, which has been mapped within the confines of the subject site. On this basis, the project area may be considered an erosion hazard per the FWMC. Per Chapter 19.145.240, buffers are generally not required for erosion hazard areas. However, proposed development (or in this instance slide remediation efforts) in the area should not result in an increase of surface water discharge or sedimentation beyond the predevelopment conditions, decreased slope stability, or adversely impact other critical areas. In our opinion, the current proposed remediation plan will not result in increased runoff or discharge or adversely impact current slope stability characteristics or adjacent critical areas. Landslide Hazard Areas Chapter 19.05.070.2 of the FWMC defines landslide hazards based on soil and groundwater conditions, slope inclinations, previous and current stability characteristics, or a combination thereof. Based on our review, the northern site slope meets the FWMC criteria of a potential landslide hazard based on present gradients and soil and groundwater conditions. Per Chapter 19.145.230 a standard buffer of 50 feet is typically applied to the top, toe, and sides of the landslide hazard area. However, the buffer can be altered and potentially reduced based on the sensitivity of the landslide hazard area provided it does not create an increase in the potential slide hazard. Based on our evaluations, the proposed remediation plan incorporating soldier pile support to restore the landslide area and protect the existing residence will reestablish local slope stability conditions. Furthermore, the intended remediation work will improve erosion control and face stability of the downgradient portions of the slope through the placement of anchored wire mesh (Tecco Mat) and vegetation. On this basis, it is our opinion that no buffer be assumed for the remediation activities. If typical buffer restrictions were imposed, the slide area would essentially be left un-mitigated. John Stevenson dba Off the Porch ES-9258 October 24, 2023 Page 4 Updated October 26, 2023 Earth Solutions NW, LLC Discussion Based on our review and geotechnical investigation, the proposed remediation activities including soldier pile wall placement, anchored Tecco Mat placement, and slope revegetation will satisfy the intent, values, and standards applied by the FWMC for project areas containing GHAs. On this basis, it is our professional opinion that the proposed remediation and slope restoration plan is considered an acceptable approach for reestablishing and maintaining local stability conditions and erosion control measures within the subject slide area. Slide Evaluation To our understanding, the subject slide event was triggered because of a broken water line that discharged water along the slope surface. It should be noted that the slide was not the result of naturally occurring processes, and to our understanding, no indications of slope instability had been noted before the slide. This condition is generally corroborated through our review of local mapping resources, lidar data, and aerial photographs of the area. The induced movement resulted in the creation of a large washout feature and carried soil, deck and patio elements, and other debris down gradient and was ultimately deposited at the base of the slope. The slide also displaced an existing rockery that serves as a bulkhead at the shoreline. Based on our evaluations, the slide initiated within the medium dense silty sand to poorly graded sand unit. It is unclear if, or to what extent, the denser silty sand and sand and silt-dominated soils were mobilized during the event. However, surficial exposures of these units can be seen along the exposed slope face, particularly from the base of the slope. Since the event, it appears that no further mass soil movement has occurred. Localized riling is apparent along the slope face and is likely attributed to rainfall and the absence of vegetation along the slide scarp. Proposed Remediation Remediation activities will include the construction of a two-tier soldier pile wall, placement of a Tecco mesh and reinforced turf mat, and other localized stability improvements. A brief description of each proposed remediation is provided in the following: Solider Pile Wall: Two rows of soldier pile walls are proposed and will be constructed in a tiered condition. Retained heights of the wall system will generally be 15 feet or less. Geofoam backfill will be utilized behind the walls to restore grades in the area, where necessary. The soldier pile wall will intend to provide local stability to the lost yard space and adjacent residence. Tecco Mesh: A Tecco mesh system will be installed and anchored to the slope face at the base of the soldier pile wall and extend downslope to the 50-foot OHWM. Remediation beyond the placement of the Tecco mesh is not proposed in the area. Reinforced Turf Mat: Within the 50-foot OHWM, a reinforced turf mat is currently proposed. The mat intends to provide erosion protection measures for the slope face and would allow for the planting of native vegetation. John Stevenson dba Off the Porch ES-9258 October 24, 2023 Page 5 Updated October 26, 2023 Earth Solutions NW, LLC Slope Stability Modeling Slope stability was performed using GeoStudio 2023 Slope/W software to evaluate global stability characteristics of the subject hillside in the post-slide condition and demonstrate local stability characteristics of the direct area of proposed remediation (soldier pile wall). Soil strength parameters were chosen based on our experience with similar deposits and published data associated with both the referenced Tubbs document and the WSDOT Geotechnical manual. Soil (or “material”) unit geometry and location were modeled based on the encountered soil condition and field observations. Some geometry has been inferred. Each stability analysis and associated design parameters are provided in the following sections. Post-Slide Event The global stability of the entire slope feature is provided in the post-slide event analysis. The modeled section extends for the southern property line (abutting Southwest Dash Point Road) and extends through the slope and slide body to the beach. A seismic coefficient (Kh) of 0.21 was used in this model and equates to approximately one-third of the modified peak ground accelerations (PGAm) and was derived using the slope height scaling factor discussed in the referenced NCHRP report. This was adopted under the assumption that the slope could accommodate minor deformations while still maintaining global stability during a seismic event. As suggested by the models, a factor of safety (FOS) of 1.12 during a static condition and FOS of 0.80 during a seismic condition was generated by the model. Based on the modeled factor of safety, the existing slope is stable in the current condition and configuration, however, is generally considered to be below local FOS standards. The output suggests that the existing slope could experience deformation or soil movements during a seismic event given that the calculated FOS is below 1.0. Local Evaluation The local evaluation analysis provides local stability of the proposed soldier pile wall and the immediate surrounding area. The modeled section is the same as the post-slide event, however, the slip-surface entry and exit points have been adjusted to evaluate the direct area of the proposed remediation, rather than the entire hillslope. This was modeled as such given that the proposed remediation is intended to establish local stability for the residence and yard area, not the larger hillslope feature. A seismic coefficient (Kh) of 0.32 was used in this model and equates to approximately one-half of the modified peak ground accelerations (PGAm). The soldier pile wall was modeled with a shear force capacity of 100 kips, spaced eight-feet on center, and embedded approximately 15 feet. These conditions are generally representative of the soldier pile wall configuration that is depicted on the referenced topographic survey sheet. As suggested by the model, a FOS of 1.86 during a static condition and FOS of 1.12 during a seismic condition was generated by the model. These FOS values are generally consistent with local standards of practice. John Stevenson dba Off the Porch ES-9258 October 24, 2023 Page 6 Updated October 26, 2023 Earth Solutions NW, LLC Soldier Pile Wall Design Based on the findings of our investigation, soldier pile wall construction for purposes of stabilizing (and restoring) the scarp and related deep cavity produced by the landslide is considered a viable approach for the project. To minimize the overall exposed wall height, and to better contour to the surrounding grade, the wall structure will be constructed as a two-tier wall positioned approximately as shown on Plate 2 of this report. Plate 4, provided as an attachment to this report, specifies the recommended criteria for design of the soldier pile wall. As such, for purposes of structural design, please refer to the design values presented on Plate 4. As necessary during the soldier pile wall design, the geotechnical engineer should coordinate with the structural design team to ensure overall design objectives for restoration (and stabilization) of the slide scarp are satisfied. In any case, the geotechnical engineer should perform a final review of the structural design and wall alignments to confirm appropriate application of the recommended design values. It should be noted that subsequent to the soldier pile wall construction, areas of the slope immediately below the new wall structure will be stabilized with an anchored wire mesh (Tecco). In our experience, such stabilization methods are effective in securing the slope face while also allowing for the reestablishment of vegetation. Additional Remediation Additional items included with the overall scope of the project include underpinning the existing foundation nearest to the edge of the slide scarp. The intent of the underpinning will be to mitigate any potential foundation settlements related to the adjacent areas of displacement caused by the landslide. Based on recent discussion with the contractor and structural designer, an underpinning plan has been developed (and approved) and will be implemented in the near future. We understand project plans also include restoring the existing rockery bulkhead “in-kind” utilizing existing, salvageable materials that are present in the area. The project intends to excavate the displaced rockery and reestablish the existing keyway in general alignment with areas of the rockery that were undisturbed. In our opinion, reconstruction of the rockery in the manner proposed will reestablish the values and functions of the bulkhead to the pre-slide event condition. Limitations The recommendations and conclusions provided in this report are professional opinions consistent with the level of care and skill that is typical of other members in the profession currently practicing under similar conditions in this area. A warranty is not expressed or implied. Variations in the soil and groundwater conditions observed at the exploration locations may exist and may not become evident until construction. ESNW should reevaluate the conclusions in this letter if variations are encountered. Additional Services ESNW should have an opportunity to review the final designs concerning the geotechnical recommendations provided in this evaluation. ESNW should also be retained to provide testing and consultation services during the earthwork phase of construction. John Stevenson dba Off the Porch ES-9258 October 24, 2023 Page 7 Updated October 26, 2023 Earth Solutions NW, LLC We trust this letter meets your current needs. Should you have questions, or if additional information is required, please call. Sincerely, EARTH SOLUTIONS NW, LLC Chase G. Halsen, L.G., L.E.G. Raymond A. Coglas, P.E. Project Manager Senior Principal Engineer Attachments: Plate 1 – Vicinity Map Plate 2 – Boring Location Plan Plate 3 – Cross Section A-A’ Plate 4 – Soldier Pile Wall Pressure Diagram Slope Stability Outputs Boring Logs Grain Size Distribution cc: Soundview Consultants, LLC Attention: Racheal Villa 10/26/2023 John Stevenson dba Off the Porch ES-9258 October 24, 2023 Page 8 Updated October 26, 2023 Earth Solutions NW, LLC References:  Limited Topographic Survey, prepared by Lanktree Land Surveying, Inc., as marked-up by TerraFirma Drilling, dated May 26, 2023  Chapter 19 of the Federal Way Revised Code  iMap GIS database, maintained by King County, Washington  Coastal Atlas Map, maintained by the Washington State Department of Ecology  Geologic Map of the Tacoma 1:1,000,000-scale Quadrangle, Washington, prepared by Eric J. Schuster, et al., dated November 2015  Washington State Department of Transportation Geotechnical Design Manual, dated February 2022  Geotechnical Properties of Geologic Materials, prepared by Jon W. Koloski, Sigmund D. Schwarz, and Donald W. Tubbs, dated 1989  Seismic Analysis and Design of Retaining Walls, Buried Structures, Slopes, and Embankments, Report 611, prepared by the National Cooperative Highway Research Program (NCHRP), dated 2008  Geologic Information Portal (GIP), maintained by the Washington State Department of Natural Resources (DNR) Geotechnical Engineering,Construction Observation/Testing and Environmental Services Drawn MRS Checked CGH Date Oct.2023 Date 10/03/2023 Proj.No.9258 Plate 1 Earth Solutions NWLLCEarthSolutionsNWLLC EarthSolutions NW LLC Vicinity Map Afrasiabi Residence Federal Way,Washington Reference: King County,Washington OpenStreetMap.org NORTH NOTE:This plate may contain areas of color.ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black &white reproductions of this plate. SITE Federal Way Plate Proj.No. Date Checked DrawnEarthSolutionsNWLLC GeotechnicalEngineering,ConstructionObservation/TestingandEnvironmentalServicesEarthSolutionsNWLLCEarthSolutionsNWLLCBoringLocationPlanAfrasiabiResidenceFederalWay,WashingtonNORTH LEGEND Approximate Location of ESNW Boring,Proj.No. ES-9258,Aug.2023 Subject Site Existing Building Slide Area NOTE:This plate may contain areas of color.ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black &white reproductions of this plate. NOTE:The graphics shown on this plate are not intended for design purposes or precise scale measurements,but only to illustrate the approximate test locations relative to the approximate locations of existing and /or proposed site features.The information illustrated is largely based on data provided by the client at the time of our study.ESNW cannot be responsible for subsequent design changes or interpretation of the data by others. 0 2 0 4 0 8 0 Sc ale in Feet1"=4 0 ' MRS CGH 10/25/2023 9258 2 B-1 B-1 B-2 Driveway Lot 4 Lot 2 S .W . D A S H P O IN T R O A D Puget Sound 20 30 40 50 60 70 80 90 100 10 40 50 60 70 80 90 100 10 Soldier Pile Walls Slide “Runout” (Revegetate) Anchored Teccoo Mat with Vegetation Approximate Slide Scarp Displaced Rockery Bulkhead (To Be Repaired) A A’ Plate Proj.No. Date Checked DrawnEarthSolutionsNWLLC GeotechnicalEngineering,ConstructionObservation/TestingandEnvironmentalServicesEarthSolutionsNWLLCEarthSolutionsNWLLCCross-SectionA-A’AfrasiabiResidenceFederalWay,WashingtonNOTE:This plate may contain areas of color.ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black &white reproductions of this plate. NOTE:The graphics shown on this plate are not intended for design purposes or precise scale measurements,but only to illustrate the approximate test locations relative to the approximate locations of existing and /or proposed site features.The information illustrated is largely based on data provided by the client at the time of our study.ESNW cannot be responsible for subsequent design changes or interpretation of the data by others. NOTE:The stratification lines shown on this cross section represent the approximate boundaries between soil types.The actual transitions may be either more gradual or more severe.They are based on our interpretation of the subsurface conditions encountered at the individual test locations and our judgement and experience.ESNW cannot be responsible for the interpretation of the data by others. 0 1 0 2 0 4 0 Sc ale in Feet1"=2 0 ' 0 1 0 2 0 4 0 Sc ale in Feet1"=2 0 ' Vertical Scale Horizontal Scale MRS CGH 10/20/2023 9258 3 LEGEND SILT (ML) Silty SAND (SM) Poorly Graded SAND (SP) Landslide Debris (Infered) Beach Deposits Perched Groundwater Seepage 0 20 40 60 80 100 120 ELEVATION(FEET)B-2 11 13 22 28 28 14 53 117 50/6" 63 59 58 B-1 (80 S.) 11 16 19 18 40 27 32 39 110 34 53 36 3 3 31 45 23 27 23 29 ????? ?? ? ? ? ?? ?? ? ? ? ?? ?? ?? ???????? ? ? ? ????? ? Slide AreaConcreteRetaining Wall (Existing) Displaced Rockery Bulkhead A A’ Proposed Soldier Piles (Approximate) Geofoam Light Weight Fill Tieback ? ?? ? 10' Puget Sound Drawn CAM Checked CGH Date Oct.2023 Date 10/24/2023 Proj.No.9258 Plate 4 Geotechnical Engineering,Construction Observation/Testing and Environmental Services Earth Solutions NWLLCEarthSolutionsNWLLC EarthSolutions NW LLC Soldier Pile Wall Pressure Diagram Afrasiabi Residence Federal Way,Washington SCHEMATIC ONLY -NOT TO SCALE NOT A CONSTRUCTION DRAW ING Light Weight Backfill Slide Scarp Bonded Zone 3 kips/ft. 10' 20'Max.Soldier Pile 18'Max. 5'Min. 175 pcf 100 psf35pcf Tieback NOTES: •Structural Engineer to Design Soldier Pile Section and Tiebacks Based on Above Pressure Diagram. •Geotechnical Engineer Must Review and Approve Final Pile Design Plans. 1 5 'U n b o n d e d 1.12 Distance 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300Elevation0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 Color Name Unit Weight (pcf) Effective Cohesion (psf) Effective Friction Angle (°) Piezometric Surface Beach Deposits 100 0 28 2 Concrete Retaining Wall 150 Dense to Very Dense Silty Sand and Poorly Graded Sand 125 100 38 1 Landslide Debris 100 0 26 2 Medium Dense Silty Sand and Poorly Graded Sand 125 25 34 3 Very Stiff to Hard Silt 120 500 30 1 Post-Slide Condtion: Static 10/16/23, 10:17 AM Afrasiabi Residence file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Post Slide Condition/Pre-Existing Condition - Afrasiabi Residence.html 1/8 Afrasiabi Residence Report generated using GeoStudio 2023.1.2. Copyright © 2023 Bentley Systems, Incorporated. File Informaon File Version: 11.05 Created By: Chase Halsen Last Edited By: Chase Halsen Revision Number: 63 Date: 10/16/2023 Time: 10:16:57 AM Tool Version: 23.1.2.11 File Name: Pre-Exisng Condion.gsz Directory: C:\Users\chase.halsen\Desktop\Project Files\9258\Slope Stability\ Last Solved Date: 10/16/2023 Last Solved Time: 10:17:00 AM Project Sengs Unit System: U.S. Customary Units Analysis Sengs Afrasiabi Residence Descripon: Pre-Exisng Condion Kind: SLOPE/W Analysis Type: Morgenstern-Price Sengs Side Funcon Intercolumn force funcon opon: Half-Sine PWP Condions from: Piezometric Surfaces Apply Phreac Correcon: No Use Staged Rapid Drawdown: No Unit Weight of Water: 62.430189 pcf Slip Surface Direcon of movement: Le to Right Use Passive Mode: No Slip Surface Opon: Entry and Exit Crical slip surfaces saved: 1 Opmize Crical Slip Surface Locaon: No Tension Crack Opon: (none) Distribuon F of S Calculaon Opon: Constant Convergence Geometry Sengs Minimum Slip Surface Depth: 0.1 Minimum Slip Surface Volume: 35.314667 ³ 10/16/23, 10:17 AM Afrasiabi Residence file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Post Slide Condition/Pre-Existing Condition - Afrasiabi Residence.html 2/8 Number of Columns: 30 Factor of Safety Convergence Sengs Maximum Number of Iteraons: 100 Tolerable difference in F of S: 0.001 Under-Relaxaon Criteria Inial Rate: 1 Minimum Rate: 0.1 Rate Reducon Factor: 0.65 Reducon Frequency (iteraons): 50 Soluon Sengs Search Method: Root Finder Tolerable difference between starng and converged F of S: 3 Maximum iteraons to calculate converged lambda: 20 Max Absolute Lambda: 2 Materials Medium Dense Silty Sand and Poorly Graded Sand Slope Stability Material Model: Mohr-Coulomb Unit Weight: 125 pcf Effecve Cohesion: 25 psf Effecve Fricon Angle: 34 ° Phi-B: 0 ° Pore Water Pressure Piezometric Surface: 3 Dense to Very Dense Silty Sand and Poorly Graded Sand Slope Stability Material Model: Mohr-Coulomb Unit Weight: 125 pcf Effecve Cohesion: 100 psf Effecve Fricon Angle: 38 ° Phi-B: 0 ° Pore Water Pressure Piezometric Surface: 1 Very Sff to Hard Silt Slope Stability Material Model: Mohr-Coulomb Unit Weight: 120 pcf Effecve Cohesion: 500 psf Effecve Fricon Angle: 30 ° Phi-B: 0 ° Pore Water Pressure Piezometric Surface: 1 Landslide Debris Slope Stability Material Model: Mohr-Coulomb Unit Weight: 100 pcf Effecve Cohesion: 0 psf Effecve Fricon Angle: 26 ° 10/16/23, 10:17 AM Afrasiabi Residence file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Post Slide Condition/Pre-Existing Condition - Afrasiabi Residence.html 3/8 Phi-B: 0 ° Pore Water Pressure Piezometric Surface: 2 Beach Deposits Slope Stability Material Model: Mohr-Coulomb Unit Weight: 100 pcf Effecve Cohesion: 0 psf Effecve Fricon Angle: 28 ° Phi-B: 0 ° Pore Water Pressure Piezometric Surface: 2 Concrete Retaining Wall Slope Stability Material Model: High Strength Unit Weight: 150 pcf Slip Surface Entry and Exit Le Type: Range Le-Zone Le Coordinate: (0.7513, 109) Le-Zone Right Coordinate: (124.175, 64) Le-Zone Increment: 25 Right Type: Range Right-Zone Le Coordinate: (128.41763, 59.96136) Right-Zone Right Coordinate: (229, 6) Right-Zone Increment: 52 Radius Increments: 4 Slip Surface Limits Le Coordinate: (0, 109) Right Coordinate: (247.55, 6) Piezometric Surfaces Piezometric Surface 1 Coordinates X Y Coordinate 1 0 59 Coordinate 2 148 43.03333 Piezometric Surface 2 Coordinates X Y 10/16/23, 10:17 AM Afrasiabi Residence file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Post Slide Condition/Pre-Existing Condition - Afrasiabi Residence.html 4/8 Coordinate 1 180.695 6 Coordinate 2 211.3 6 Coordinate 3 247.55 6 Piezometric Surface 3 Coordinates X Y Coordinate 1 0 79 Coordinate 2 68 73 Geometry Name: 2D Geometry Sengs View: 2D Element Thickness: 1 Points X Y Point 1 0 109 Point 2 34.4 109 Point 3 34.4 101 Point 4 63.8 100 Point 5 66.3 95 Point 6 76.3 90 Point 7 91.3 85 Point 8 99.4 80 Point 9 110.65 75 Point 10 118.95 70 Point 11 123.35 65 Point 12 128.35 60 Point 13 137.1 55 Point 14 140.85 50 Point 15 145.05 45 Point 16 152.55 40 Point 17 155.65 35 Point 18 161.9 30 Point 19 165.65 25 Point 20 170.65 20 Point 21 201.9 15 Point 22 211.3 10 Point 23 211.3 6 Point 24 247.55 6 Point 25 0 74 10/16/23, 10:17 AM Afrasiabi Residence file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Post Slide Condition/Pre-Existing Condition - Afrasiabi Residence.html 5/8 Point 26 64 68 Point 27 125 63 Point 28 159 33 Point 29 0 45 Point 30 185 0 Point 31 0 0 Point 32 211.3 0 Point 33 247.55 0 Point 34 34 109 Point 35 34 101 Regions Material Points Area Region 1 Medium Dense Silty Sand and Poorly Graded Sand 25,26,27,11,10,9,8,7,6,5,4,3,35,34,1 3,187.3 ² Region 2 Dense to Very Dense Silty Sand and Poorly Graded Sand 27,12,13,14,15,16,17,28,29,25,26 3,992.9 ² Region 3 Very Sff to Hard Silt 29,28,18,19,20,30,31 6,651.5 ² Region 4 Landslide Debris 20,21,22,23,32,30 520.88 ² Region 5 Beach Deposits 23,24,33,32 217.5 ² Region 6 Concrete Retaining Wall 2,34,35,3 3.2 ² Slip Results Slip Surfaces Analysed: 5301 of 6890 converged Current Slip Surface Slip Surface: 5,469 Factor of Safety: 1.12 Volume: 1,322.5307 ³ Weight: 162,808.49 lbf Resisng Moment: 8,512,298.7 lbf· Acvang Moment: 7,604,750.1 lbf· Resisng Force: 82,964.665 lbf Acvang Force: 74,065.067 lbf Slip Rank: 1 of 6,890 slip surfaces Exit: (189.43895, 16.993768) Entry: (100.61781, 79.458749) Radius: 82.328843 Center: (180.63042, 98.850033) 10/16/23, 10:17 AM Afrasiabi Residence file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Post Slide Condition/Pre-Existing Condition - Afrasiabi Residence.html 6/8 Slip Columns X Y PWP Base Normal Stress Friconal Strength Cohesive Strength Sucon Strength Base Mater Column 1 101.90714 75.17207 0 psf 122.45624 psf 82.597776 psf 25 psf 0 psf Mediu Dense Silty Sand a Poorly Graded Sand Column 2 104.48579 67.73060 0 psf 430.25281 psf 290.20918 psf 25 psf 0 psf Mediu Dense Silty Sand a Poorly Graded Sand Column 3 106.99384 62.13173 -916.1341 psf 589.60518 psf 460.65005 psf 100 psf 0 psf Dense Very Dense Silty Sand a Poorly Graded Sand Column 4 109.43128 57.58486 -648.68887 psf 803.74375 psf 627.95344 psf 100 psf 0 psf Dense Very Dense Silty Sand a Poorly Graded Sand Column 5 112.28964 53.03621 -383.96715 psf 1,016.1028 psf 793.8665 psf 100 psf 0 psf Dense Very Dense Silty Sand a Poorly Graded Sand Column 6 115.56893 48.47277 -121.15729 psf 1,232.8485 psf 963.20681 psf 100 psf 0 psf Dense Very Dense Silty Sand a Poorly Graded Sand Column 7 118.07928 45.33742 57.676007 psf 1,408.0465 psf 1,055.025 psf 100 psf 0 psf Dense Very 10/16/23, 10:17 AM Afrasiabi Residence file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Post Slide Condition/Pre-Existing Condition - Afrasiabi Residence.html 7/8 Dense Silty Sand a Poorly Graded Sand Column 8 121.15000 42.01715 244.27931 psf 1,545.6475 psf 1,016.7402 psf 100 psf 0 psf Dense Very Dense Silty Sand a Poorly Graded Sand Column 9 124.17500 38.93727 416.18285 psf 1,625.2106 psf 944.59599 psf 100 psf 0 psf Dense Very Dense Silty Sand a Poorly Graded Sand Column 10 126.67500 36.70560 538.66861 psf 1,689.2072 psf 898.89929 psf 100 psf 0 psf Dense Very Dense Silty Sand a Poorly Graded Sand Column 11 129.80833 34.10656 679.82342 psf 1,802.9132 psf 648.41618 psf 500 psf 0 psf Very S to Hard Silt Column 12 132.72500 31.91803 796.8098 psf 1,957.492 psf 670.1202 psf 500 psf 0 psf Very S to Hard Silt Column 13 135.64167 29.92240 901.75281 psf 2,107.6915 psf 696.249 psf 500 psf 0 psf Very S to Hard Silt Column 14 138.97500 27.87019 1,007.4225 psf 2,143.3402 psf 655.82242 psf 500 psf 0 psf Very S to Hard Silt Column 15 142.95000 25.68826 1,116.8684 psf 2,059.308 psf 544.11777 psf 500 psf 0 psf Very S to Hard Silt Column 16 146.52500 23.93520 1,202.2343 psf 2,050.9873 psf 490.02779 psf 500 psf 0 psf Very S to Hard Silt Column 17 149.13750 22.79269 0 psf 2,315.9347 psf 1,337.1055 psf 500 psf 0 psf Very S to Hard Silt 10/16/23, 10:17 AM Afrasiabi Residence file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Post Slide Condition/Pre-Existing Condition - Afrasiabi Residence.html 8/8 Column 18 151.41250 21.88984 0 psf 2,375.9784 psf 1,371.7718 psf 500 psf 0 psf Very S to Hard Silt Column 19 154.10000 20.93024 0 psf 2,240.5922 psf 1,293.6065 psf 500 psf 0 psf Very S to Hard Silt Column 20 157.32500 19.90799 0 psf 2,061.4375 psf 1,190.1715 psf 500 psf 0 psf Very S to Hard Silt Column 21 160.45000 19.04682 0 psf 1,938.7419 psf 1,119.3332 psf 500 psf 0 psf Very S to Hard Silt Column 22 163.77500 18.28786 0 psf 1,562.2139 psf 901.94464 psf 500 psf 0 psf Very S to Hard Silt Column 23 166.90000 17.68411 0 psf 1,138.3911 psf 657.25039 psf 500 psf 0 psf Very S to Hard Silt Column 24 169.40000 17.30051 0 psf 821.74931 psf 474.43718 psf 500 psf 0 psf Very S to Hard Silt Column 25 171.76699 17.00740 0 psf 592.45492 psf 342.054 psf 500 psf 0 psf Very S to Hard Silt Column 26 174.18582 16.78420 0 psf 329.93493 psf 160.92002 psf 0 psf 0 psf Landsli Debris Column 27 176.78949 16.62116 0 psf 295.20519 psf 143.98119 psf 0 psf 0 psf Landsli Debris Column 28 179.39316 16.54078 0 psf 249.02257 psf 121.45642 psf 0 psf 0 psf Landsli Debris Column 29 182.15233 16.54816 -658.52384 psf 189.36535 psf 92.359651 psf 0 psf 0 psf Landsli Debris Column 30 185.06698 16.65377 -665.11697 psf 117.6407 psf 57.377205 psf 0 psf 0 psf Landsli Debris Column 31 187.98163 16.86310 -678.18534 psf 39.612588 psf 19.32035 psf 0 psf 0 psf Landsli Debris 0.80 Distance 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300Elevation0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 Color Name Unit Weight (pcf) Effective Cohesion (psf) Effective Friction Angle (°) Piezometric Surface Beach Deposits 100 0 28 2 Concrete Retaining Wall 150 Dense to Very Dense Silty Sand and Poorly Graded Sand 125 200 38 1 Landslide Debris 100 0 26 2 Medium Dense Silty Sand and Poorly Graded Sand 125 50 34 3 Very Stiff to Hard Silt 120 500 30 1 Post-Slide Condtion: Seismic 10/16/23, 10:16 AM Afrasiabi Residence Seismic file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Post Slide Condition/Pre-Existing Condition - Afrasiabi Residence Seismic.html 1/9 Afrasiabi Residence Seismic Report generated using GeoStudio 2023.1.2. Copyright © 2023 Bentley Systems, Incorporated. File Informaon File Version: 11.05 Created By: Chase Halsen Last Edited By: Chase Halsen Revision Number: 62 Date: 10/16/2023 Time: 10:15:25 AM Tool Version: 23.1.2.11 File Name: Pre-Exisng Condion.gsz Directory: C:\Users\chase.halsen\Desktop\Project Files\9258\Slope Stability\ Last Solved Date: 10/16/2023 Last Solved Time: 10:15:27 AM Project Sengs Unit System: U.S. Customary Units Analysis Sengs Afrasiabi Residence Seismic Descripon: Pre-Exisng Condion - Seismic Kind: SLOPE/W Analysis Type: Morgenstern-Price Sengs Side Funcon Intercolumn force funcon opon: Half-Sine PWP Condions from: Piezometric Surfaces Apply Phreac Correcon: No Use Staged Rapid Drawdown: No Unit Weight of Water: 62.430189 pcf Slip Surface Direcon of movement: Le to Right Use Passive Mode: No Slip Surface Opon: Entry and Exit Crical slip surfaces saved: 1 Opmize Crical Slip Surface Locaon: No Tension Crack Opon: (none) Distribuon F of S Calculaon Opon: Constant Convergence Geometry Sengs Minimum Slip Surface Depth: 0.1 Minimum Slip Surface Volume: 35.314667 ³ 10/16/23, 10:16 AM Afrasiabi Residence Seismic file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Post Slide Condition/Pre-Existing Condition - Afrasiabi Residence Seismic.html 2/9 Number of Columns: 30 Factor of Safety Convergence Sengs Maximum Number of Iteraons: 100 Tolerable difference in F of S: 0.001 Under-Relaxaon Criteria Inial Rate: 1 Minimum Rate: 0.1 Rate Reducon Factor: 0.65 Reducon Frequency (iteraons): 50 Soluon Sengs Search Method: Root Finder Tolerable difference between starng and converged F of S: 3 Maximum iteraons to calculate converged lambda: 20 Max Absolute Lambda: 2 Materials Medium Dense Silty Sand and Poorly Graded Sand Slope Stability Material Model: Mohr-Coulomb Unit Weight: 125 pcf Effecve Cohesion: 50 psf Effecve Fricon Angle: 34 ° Phi-B: 0 ° Pore Water Pressure Piezometric Surface: 3 Dense to Very Dense Silty Sand and Poorly Graded Sand Slope Stability Material Model: Mohr-Coulomb Unit Weight: 125 pcf Effecve Cohesion: 200 psf Effecve Fricon Angle: 38 ° Phi-B: 0 ° Pore Water Pressure Piezometric Surface: 1 Very Sff to Hard Silt Slope Stability Material Model: Mohr-Coulomb Unit Weight: 120 pcf Effecve Cohesion: 500 psf Effecve Fricon Angle: 30 ° Phi-B: 0 ° Pore Water Pressure Piezometric Surface: 1 Landslide Debris Slope Stability Material Model: Mohr-Coulomb Unit Weight: 100 pcf Effecve Cohesion: 0 psf Effecve Fricon Angle: 26 ° 10/16/23, 10:16 AM Afrasiabi Residence Seismic file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Post Slide Condition/Pre-Existing Condition - Afrasiabi Residence Seismic.html 3/9 Phi-B: 0 ° Pore Water Pressure Piezometric Surface: 2 Beach Deposits Slope Stability Material Model: Mohr-Coulomb Unit Weight: 100 pcf Effecve Cohesion: 0 psf Effecve Fricon Angle: 28 ° Phi-B: 0 ° Pore Water Pressure Piezometric Surface: 2 Concrete Retaining Wall Slope Stability Material Model: High Strength Unit Weight: 150 pcf Slip Surface Entry and Exit Le Type: Range Le-Zone Le Coordinate: (0, 109) Le-Zone Right Coordinate: (124.175, 64) Le-Zone Increment: 25 Right Type: Range Right-Zone Le Coordinate: (127.6233, 60.65077) Right-Zone Right Coordinate: (230, 6) Right-Zone Increment: 25 Radius Increments: 4 Slip Surface Limits Le Coordinate: (0, 109) Right Coordinate: (247.55, 6) Piezometric Surfaces Piezometric Surface 1 Coordinates X Y Coordinate 1 0 59 Coordinate 2 148 43.03333 Piezometric Surface 2 Coordinates X Y 10/16/23, 10:16 AM Afrasiabi Residence Seismic file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Post Slide Condition/Pre-Existing Condition - Afrasiabi Residence Seismic.html 4/9 Coordinate 1 180.695 6 Coordinate 2 211.3 6 Coordinate 3 247.55 6 Piezometric Surface 3 Coordinates X Y Coordinate 1 0 79 Coordinate 2 68 73 Seismic Coefficients Horz Seismic Coef.: 0.21 Geometry Name: 2D Geometry Sengs View: 2D Element Thickness: 1 Points X Y Point 1 0 109 Point 2 34.4 109 Point 3 34.4 101 Point 4 63.8 100 Point 5 66.3 95 Point 6 76.3 90 Point 7 91.3 85 Point 8 99.4 80 Point 9 110.65 75 Point 10 118.95 70 Point 11 123.35 65 Point 12 128.35 60 Point 13 137.1 55 Point 14 140.85 50 Point 15 145.05 45 Point 16 152.55 40 Point 17 155.65 35 Point 18 161.9 30 Point 19 165.65 25 Point 20 170.65 20 Point 21 201.9 15 10/16/23, 10:16 AM Afrasiabi Residence Seismic file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Post Slide Condition/Pre-Existing Condition - Afrasiabi Residence Seismic.html 5/9 Point 22 211.3 10 Point 23 211.3 6 Point 24 247.55 6 Point 25 0 74 Point 26 64 68 Point 27 125 63 Point 28 159 33 Point 29 0 45 Point 30 185 0 Point 31 0 0 Point 32 211.3 0 Point 33 247.55 0 Point 34 34 109 Point 35 34 101 Regions Material Points Area Region 1 Medium Dense Silty Sand and Poorly Graded Sand 25,26,27,11,10,9,8,7,6,5,4,3,35,34,1 3,187.3 ² Region 2 Dense to Very Dense Silty Sand and Poorly Graded Sand 27,12,13,14,15,16,17,28,29,25,26 3,992.9 ² Region 3 Very Sff to Hard Silt 29,28,18,19,20,30,31 6,651.5 ² Region 4 Landslide Debris 20,21,22,23,32,30 520.88 ² Region 5 Beach Deposits 23,24,33,32 217.5 ² Region 6 Concrete Retaining Wall 2,34,35,3 3.2 ² Slip Results Slip Surfaces Analysed: 2558 of 3380 converged Current Slip Surface Slip Surface: 1,558 Factor of Safety: 0.80 Volume: 3,312.8326 ³ Weight: 402,149.27 lbf Resisng Moment: 38,870,729 lbf· Acvang Moment: 48,830,193 lbf· Resisng Force: 181,825.83 lbf Acvang Force: 228,526.26 lbf Slip Rank: 1 of 3,380 slip surfaces Exit: (230, 6) Entry: (55.293052, 100.28935) Radius: 181.17623 10/16/23, 10:16 AM Afrasiabi Residence Seismic file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Post Slide Condition/Pre-Existing Condition - Afrasiabi Residence Seismic.html 6/9 Center: (214.63091, 186.52317) Slip Columns X Y PWP Base Normal Stress Friconal Strength Cohesive Strength Sucon Strength Base Mater Column 1 59.54653 93.21946 -1,215.7382 psf 293.39425 psf 197.89692 psf 50 psf 0 psf Mediu Dense Silty Sand a Poorly Grade Sand Column 2 65.05000 84.32011 -690.46618 psf 611.99988 psf 412.79913 psf 50 psf 0 psf Mediu Dense Silty Sand a Poorly Grade Sand Column 3 67.15000 81.29930 -513.44438 psf 615.18609 psf 414.94826 psf 50 psf 0 psf Mediu Dense Silty Sand a Poorly Grade Sand Column 4 72.15000 74.81474 0 psf 818.59007 psf 552.14597 psf 50 psf 0 psf Mediu Dense Silty Sand a Poorly Grade Sand Column 5 77.47464 68.16039 0 psf 1,044.9677 psf 704.83962 psf 50 psf 0 psf Mediu Dense Silty Sand a Poorly Grade Sand Column 6 81.81196 63.38784 -824.94943 psf 1,138.0244 psf 889.12208 psf 200 psf 0 psf Dense Very Dense Silty Sand a Poorly Grade Sand Column 7 88.13732 56.89035 -461.91199 psf 1,449.1962 psf 1,132.2362 psf 200 psf 0 psf Dense Very Dense 10/16/23, 10:16 AM Afrasiabi Residence Seismic file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Post Slide Condition/Pre-Existing Condition - Afrasiabi Residence Seismic.html 7/9 Silty Sand a Poorly Grade Sand Column 8 94.27874 51.15592 -145.2739 psf 1,709.0549 psf 1,335.26 psf 200 psf 0 psf Dense Very Dense Silty Sand a Poorly Grade Sand Column 9 98.32874 47.61069 48.778087 psf 1,856.2046 psf 1,412.1164 psf 200 psf 0 psf Dense Very Dense Silty Sand a Poorly Grade Sand Column 10 102.21250 44.48775 217.58577 psf 2,022.4768 psf 1,410.1354 psf 200 psf 0 psf Dense Very Dense Silty Sand a Poorly Grade Sand Column 11 107.83750 40.20889 446.83052 psf 2,264.1416 psf 1,419.839 psf 200 psf 0 psf Dense Very Dense Silty Sand a Poorly Grade Sand Column 12 111.87891 37.30982 600.60084 psf 2,416.0876 psf 1,418.4137 psf 200 psf 0 psf Dense Very Dense Silty Sand a Poorly Grade Sand Column 13 116.02891 34.56810 743.81615 psf 2,507.8042 psf 1,018.4389 psf 500 psf 0 psf Very S to Har Silt Column 14 121.15000 31.34731 910.39908 psf 2,538.2045 psf 939.8139 psf 500 psf 0 psf Very S to Har Silt Column 15 124.17500 29.54659 1,002.4445 psf 2,473.8636 psf 849.52423 psf 500 psf 0 psf Very S to Har 10/16/23, 10:16 AM Afrasiabi Residence Seismic file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Post Slide Condition/Pre-Existing Condition - Afrasiabi Residence Seismic.html 8/9 Silt Column 16 126.67500 28.14100 1,073.3579 psf 2,444.6701 psf 791.72751 psf 500 psf 0 psf Very S to Har Silt Column 17 130.53750 26.06438 1,176.9872 psf 2,484.3559 psf 754.80965 psf 500 psf 0 psf Very S to Har Silt Column 18 134.91250 23.84599 1,286.0155 psf 2,580.3625 psf 747.29162 psf 500 psf 0 psf Very S to Har Silt Column 19 138.97500 21.91227 1,379.3766 psf 2,539.3602 psf 669.71687 psf 500 psf 0 psf Very S to Har Silt Column 20 142.95000 20.14576 1,462.8878 psf 2,358.4747 psf 517.06737 psf 500 psf 0 psf Very S to Har Silt Column 21 146.52500 18.64263 1,532.6502 psf 2,277.0839 psf 429.79895 psf 500 psf 0 psf Very S to Har Silt Column 22 150.27500 17.17968 0 psf 3,056.0289 psf 1,764.3991 psf 500 psf 0 psf Very S to Har Silt Column 23 154.10000 15.76566 0 psf 2,964.8776 psf 1,711.7729 psf 500 psf 0 psf Very S to Har Silt Column 24 157.32500 14.65770 0 psf 2,835.1862 psf 1,636.8955 psf 500 psf 0 psf Very S to Har Silt Column 25 160.45000 13.64476 0 psf 2,785.005 psf 1,607.9234 psf 500 psf 0 psf Very S to Har Silt Column 26 163.77500 12.64194 0 psf 2,538.0261 psf 1,465.3301 psf 500 psf 0 psf Very S to Har Silt Column 27 168.15000 11.42989 0 psf 2,166.2739 psf 1,250.6988 psf 500 psf 0 psf Very S to Har Silt Column 28 174.60568 9.86997 0 psf 1,903.1077 psf 1,098.7598 psf 500 psf 0 psf Very S to Har Silt Column 29 179.62818 8.76364 0 psf 1,198.599 psf 584.59579 psf 0 psf 0 psf Landsl Debris Column 30 183.78947 8.01892 -126.04147 psf 1,232.7909 psf 601.2723 psf 0 psf 0 psf Landsl Debris Column 31 189.97841 7.05919 -66.125169 psf 1,245.5096 psf 607.4756 psf 0 psf 0 psf Landsl Debris Column 32 196.16735 6.31705 -19.793694 psf 1,203.9571 psf 587.20909 psf 0 psf 0 psf Landsl Debris Column 33 200.58091 5.89739 6.4056824 psf 1,143.8506 psf 554.76894 psf 0 psf 0 psf Landsl Debris 10/16/23, 10:16 AM Afrasiabi Residence Seismic file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Post Slide Condition/Pre-Existing Condition - Afrasiabi Residence Seismic.html 9/9 Column 34 204.25000 5.65991 21.232053 psf 971.93848 psf 463.69051 psf 0 psf 0 psf Landsl Debris Column 35 208.95000 5.45130 34.25562 psf 672.33499 psf 311.2121 psf 0 psf 0 psf Landsl Debris Column 36 214.41667 5.37388 39.088619 psf 65.61647 psf 14.105109 psf 0 psf 0 psf Beach Depos Column 37 220.65000 5.47381 32.850015 psf 54.715318 psf 11.625988 psf 0 psf 0 psf Beach Depos Column 38 226.88333 5.78871 13.190644 psf 21.840023 psf 4.5989564 psf 0 psf 0 psf Beach Depos 1.86 Distance 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300Elevation0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 Color Name Unit Weight (pcf) Effective Cohesion (psf) Effective Friction Angle (°) Piezometric Surface Beach Deposits 100 0 28 2 Concrete Retaining Wall 150 Dense to Very Dense Silty Sand and Poorly Graded Sand 125 100 38 1 Geofoam 2 0 31 Landslide Debris 100 0 26 2 Medium Dense Silty Sand and Poorly Graded Sand 125 25 34 3 Very Stiff to Hard Silt 120 500 30 1 Remediated Condtion: Static Color Name Type Shear Force (lbf) Out-of-Plane Spacing (ft) Soldier Pile Pile 100,000 8 10/16/23, 10:18 AM Local Eval (Post (2) file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Local Eval (Post Remediation)/Pre-Existing Condition - Local Eval (Post (2).h…1/12 Local Eval (Post (2) Report generated using GeoStudio 2023.1.2. Copyright © 2023 Bentley Systems, Incorporated. File Informaon File Version: 11.05 Created By: Chase Halsen Last Edited By: Chase Halsen Revision Number: 64 Date: 10/16/2023 Time: 10:17:46 AM Tool Version: 23.1.2.11 File Name: Pre-Exisng Condion.gsz Directory: C:\Users\chase.halsen\Desktop\Project Files\9258\Slope Stability\ Last Solved Date: 10/16/2023 Last Solved Time: 10:17:49 AM Project Sengs Unit System: U.S. Customary Units Analysis Sengs Local Eval (Post (2) Descripon: Post Construcon Condion: Stac Kind: SLOPE/W Analysis Type: Morgenstern-Price Sengs Side Funcon Intercolumn force funcon opon: Half-Sine PWP Condions from: Piezometric Surfaces Apply Phreac Correcon: No Use Staged Rapid Drawdown: No Unit Weight of Water: 62.430189 pcf Slip Surface Direcon of movement: Le to Right Use Passive Mode: No Slip Surface Opon: Entry and Exit Crical slip surfaces saved: 1 Opmize Crical Slip Surface Locaon: No Tension Crack Opon: (none) Distribuon F of S Calculaon Opon: Constant Convergence Geometry Sengs Minimum Slip Surface Depth: 0.1 Minimum Slip Surface Volume: 35.314667 ³ 10/16/23, 10:18 AM Local Eval (Post (2) file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Local Eval (Post Remediation)/Pre-Existing Condition - Local Eval (Post (2).h…2/12 Number of Columns: 30 Factor of Safety Convergence Sengs Maximum Number of Iteraons: 100 Tolerable difference in F of S: 0.001 Under-Relaxaon Criteria Inial Rate: 1 Minimum Rate: 0.1 Rate Reducon Factor: 0.65 Reducon Frequency (iteraons): 50 Soluon Sengs Search Method: Root Finder Tolerable difference between starng and converged F of S: 3 Maximum iteraons to calculate converged lambda: 20 Max Absolute Lambda: 2 Materials Medium Dense Silty Sand and Poorly Graded Sand Slope Stability Material Model: Mohr-Coulomb Unit Weight: 125 pcf Effecve Cohesion: 25 psf Effecve Fricon Angle: 34 ° Phi-B: 0 ° Pore Water Pressure Piezometric Surface: 3 Dense to Very Dense Silty Sand and Poorly Graded Sand Slope Stability Material Model: Mohr-Coulomb Unit Weight: 125 pcf Effecve Cohesion: 100 psf Effecve Fricon Angle: 38 ° Phi-B: 0 ° Pore Water Pressure Piezometric Surface: 1 Very Sff to Hard Silt Slope Stability Material Model: Mohr-Coulomb Unit Weight: 120 pcf Effecve Cohesion: 500 psf Effecve Fricon Angle: 30 ° Phi-B: 0 ° Pore Water Pressure Piezometric Surface: 1 Landslide Debris Slope Stability Material Model: Mohr-Coulomb Unit Weight: 100 pcf Effecve Cohesion: 0 psf Effecve Fricon Angle: 26 ° 10/16/23, 10:18 AM Local Eval (Post (2) file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Local Eval (Post Remediation)/Pre-Existing Condition - Local Eval (Post (2).h…3/12 Phi-B: 0 ° Pore Water Pressure Piezometric Surface: 2 Beach Deposits Slope Stability Material Model: Mohr-Coulomb Unit Weight: 100 pcf Effecve Cohesion: 0 psf Effecve Fricon Angle: 28 ° Phi-B: 0 ° Pore Water Pressure Piezometric Surface: 2 Concrete Retaining Wall Slope Stability Material Model: High Strength Unit Weight: 150 pcf Geofoam Slope Stability Material Model: Mohr-Coulomb Unit Weight: 2 pcf Effecve Cohesion: 0 psf Effecve Fricon Angle: 31 ° Phi-B: 0 ° Reinforcements Soldier Pile Type: Pile Shear Force: 100,000 lbf Shear Force Reducon Factor: 1 Apply Shear: Perp. to Reinf. Out-of-Plane Spacing: 8 Slip Surface Entry and Exit Le Type: Range Le-Zone Le Coordinate: (45, 100.63946) Le-Zone Right Coordinate: (86, 100) Le-Zone Increment: 25 Right Type: Range Right-Zone Le Coordinate: (100.5, 80) Right-Zone Right Coordinate: (124.175, 64) Right-Zone Increment: 25 Radius Increments: 4 Slip Surface Limits Le Coordinate: (0, 109) 10/16/23, 10:18 AM Local Eval (Post (2) file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Local Eval (Post Remediation)/Pre-Existing Condition - Local Eval (Post (2).h…4/12 Right Coordinate: (247.55, 6) Piezometric Surfaces Piezometric Surface 1 Coordinates X Y Coordinate 1 0 59 Coordinate 2 148 43.03333 Piezometric Surface 2 Coordinates X Y Coordinate 1 180.695 6 Coordinate 2 247.55 6 Piezometric Surface 3 Coordinates X Y Coordinate 1 0 80 Coordinate 2 68 73 Reinforcement Lines Reinforcement Line 1 Reinforcement: Soldier Pile Lock to Ground Surface: Yes Outside Point: (86.3, 100) Inside Point: (86.3, 75) Length: 25 Orientaon: -90 ° Pullout Force: 0 lbf Pullout Force per Length: 0 lbf/ Reinforcement Line 2 Reinforcement: Soldier Pile Lock to Ground Surface: Yes Outside Point: (100.43734, 90) Inside Point: (100.53734, 65) Length: 25.0002 Orientaon: -89.771 ° Pullout Force: 0 lbf 10/16/23, 10:18 AM Local Eval (Post (2) file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Local Eval (Post Remediation)/Pre-Existing Condition - Local Eval (Post (2).h…5/12 Pullout Force per Length: 0 lbf/ Geometry Name: Local Stability Sengs View: 2D Element Thickness: 1 Points X Y Point 1 0 109 Point 2 34.4 109 Point 3 34.4 101 Point 4 63.8 100 Point 5 86.3 100 Point 6 86.3 90 Point 7 100.5 90 Point 8 100.5 80 Point 9 110.65 75 Point 10 118.95 70 Point 11 123.35 65 Point 12 128.35 60 Point 13 137.1 55 Point 14 140.85 50 Point 15 145.05 45 Point 16 152.55 40 Point 17 155.65 35 Point 18 161.9 30 Point 19 165.65 25 Point 20 170.65 20 Point 21 201.9 15 Point 22 211.3 10 Point 23 211.3 6 Point 24 247.55 6 Point 25 0 74 Point 26 64 68 Point 27 125 63 Point 28 159 33 Point 29 0 45 Point 30 185 0 Point 31 0 0 Point 32 211.3 0 Point 33 247.55 0 Point 34 66.3 95 10/16/23, 10:18 AM Local Eval (Post (2) file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Local Eval (Post Remediation)/Pre-Existing Condition - Local Eval (Post (2).h…6/12 Point 35 76.3 90 Point 36 91.3 85 Point 37 99.4 80 Point 38 34 109 Point 39 34 101 Regions Material Points Area Region 1 Medium Dense Silty Sand and Poorly Graded Sand 25,26,27,11,10,9,8,37,36,35,34,4,3,39,38,1 3,190.1 ² Region 2 Dense to Very Dense Silty Sand and Poorly Graded Sand 27,12,13,14,15,16,17,28,29,25,26 3,992.9 ² Region 3 Very Sff to Hard Silt 29,28,18,19,20,30,31 6,651.5 ² Region 4 Landslide Debris 20,21,22,23,32,30 520.88 ² Region 5 Beach Deposits 23,24,33,32 217.5 ² Region 6 Geofoam 4,34,35,36,37,8,7,6,5 290.5 ² Region 7 Concrete Retaining Wall 2,38,39,3 3.2 ² Slip Results Slip Surfaces Analysed: 878 of 3380 converged Current Slip Surface Slip Surface: 513 Factor of Safety: 1.86 Volume: 1,241.4233 ³ Weight: 119,446.41 lbf Resisng Moment: 6,006,264.3 lbf· Acvang Moment: 3,230,730.1 lbf· Resisng Force: 75,449.819 lbf Acvang Force: 40,587.914 lbf Slip Rank: 1 of 3,380 slip surfaces Exit: (123.43779, 64.893593) Entry: (49.91846, 100.47216) Radius: 71.5328 Center: (112.26134, 135.54788) Slip Columns X Y PWP Base Normal Stress Friconal Strength Cohesive Strength Sucon Strength Base Mater Column 1 51.07526 98.55864 -1,486.8614 psf 127.58587 psf 86.057755 psf 25 psf 0 psf Mediu Dense 10/16/23, 10:18 AM Local Eval (Post (2) file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Local Eval (Post Remediation)/Pre-Existing Condition - Local Eval (Post (2).h…7/12 Silty Sand and Poorly Grade Sand Column 2 53.38885 94.96691 -1,277.4975 psf 395.03574 psf 266.45497 psf 25 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 3 55.70244 91.79337 -1,094.2419 psf 630.30963 psf 425.14921 psf 25 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 4 58.01603 88.95137 -931.68362 psf 843.3349 psf 568.83657 psf 25 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 5 60.32962 86.38280 -786.1957 psf 1,041.4414 psf 702.46109 psf 25 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 6 62.64321 84.04641 -655.20344 psf 1,230.2376 psf 829.80572 psf 25 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 7 65.05000 81.83326 -532.50341 psf 1,218.9687 psf 822.20478 psf 25 psf 0 psf Mediu Dense Silty Sand and Poorly 10/16/23, 10:18 AM Local Eval (Post (2) file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Local Eval (Post Remediation)/Pre-Existing Condition - Local Eval (Post (2).h…8/12 Grade Sand Column 8 67.15000 80.04375 -434.28025 psf 1,143.791 psf 771.4968 psf 25 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 9 69.38333 78.31651 0 psf 1,224.4357 psf 825.89234 psf 25 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 10 72.15000 76.34290 0 psf 1,322.2742 psf 891.88522 psf 25 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 11 74.91667 74.55866 0 psf 1,416.972 psf 955.75968 psf 25 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 12 77.55000 73.01773 0 psf 1,524.4917 psf 1,028.2827 psf 25 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 13 80.05000 71.69328 0 psf 1,646.0131 psf 1,110.2498 psf 25 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 14 82.55000 70.49184 0 psf 1,766.3686 psf 1,191.4307 psf 25 psf 0 psf Mediu Dense Silty 10/16/23, 10:18 AM Local Eval (Post (2) file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Local Eval (Post Remediation)/Pre-Existing Condition - Local Eval (Post (2).h…9/12 Sand and Poorly Grade Sand Column 15 85.05000 69.40669 0 psf 1,884.0933 psf 1,270.837 psf 25 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 16 87.55000 68.43219 0 psf 1,979.3706 psf 1,335.1023 psf 25 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 17 90.05000 67.56356 0 psf 2,083.8406 psf 1,405.5682 psf 25 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 18 92.65000 66.77023 0 psf 2,135.6506 psf 1,440.5145 psf 25 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 19 95.35000 66.05675 0 psf 2,124.6692 psf 1,433.1075 psf 25 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 20 98.05000 65.45450 0 psf 2,084.5037 psf 1,406.0155 psf 25 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand 10/16/23, 10:18 AM Local Eval (Post (2) file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Local Eval (Post Remediation)/Pre-Existing Condition - Local Eval (Post (2).…10/12 Column 21 99.83656 65.10379 0 psf 2,075.6621 psf 1,400.0517 psf 25 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 22 100.38656 65.00770 -1,051.1802 psf 2,147.2347 psf 1,677.6036 psf 100 psf 0 psf Dense to Ver Dense Silty Sand and Poorly Grade Sand Column 23 101.76875 64.80043 -1,047.5499 psf 2,100.3528 psf 1,640.9754 psf 100 psf 0 psf Dense to Ver Dense Silty Sand and Poorly Grade Sand Column 24 104.30625 64.47026 -1,044.0278 psf 2,015.6608 psf 1,574.8068 psf 100 psf 0 psf Dense to Ver Dense Silty Sand and Poorly Grade Sand Column 25 106.84375 64.23188 -1,046.236 psf 1,894.6199 psf 1,480.2393 psf 100 psf 0 psf Dense to Ver Dense Silty Sand and Poorly Grade Sand Column 26 109.38125 64.08437 -1,054.1171 psf 1,738.6083 psf 1,358.3497 psf 100 psf 0 psf Dense to Ver Dense Silty Sand and Poorly Grade Sand 10/16/23, 10:18 AM Local Eval (Post (2) file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Local Eval (Post Remediation)/Pre-Existing Condition - Local Eval (Post (2).…11/12 Column 27 111.62793 64.02457 -1,065.5159 psf 1,559.9256 psf 1,218.7474 psf 100 psf 0 psf Dense to Ver Dense Silty Sand and Poorly Grade Sand Column 28 113.66322 64.03664 0 psf 1,334.435 psf 900.08779 psf 25 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 29 115.77793 64.10942 0 psf 1,125.8935 psf 759.42479 psf 25 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 30 117.89264 64.24497 0 psf 906.963 psf 611.75427 psf 25 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 31 120.05000 64.44898 0 psf 598.56392 psf 403.73646 psf 25 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 32 122.25000 64.72462 0 psf 209.45255 psf 141.27753 psf 25 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 33 123.39389 64.88668 0 psf 10.256718 psf 6.9182435 psf 25 psf 0 psf Mediu Dense Silty Sand 10/16/23, 10:18 AM Local Eval (Post (2) file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Local Eval (Post Remediation)/Pre-Existing Condition - Local Eval (Post (2).…12/12 and Poorly Grade Sand 1.12 Distance 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300Elevation0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 Color Name Unit Weight (pcf) Effective Cohesion (psf) Effective Friction Angle (°) Piezometric Surface Beach Deposits 100 0 28 2 Concrete Retaining Wall 150 Dense to Very Dense Silty Sand and Poorly Graded Sand 125 200 38 1 Geofoam 2 0 31 Landslide Debris 100 0 26 2 Medium Dense Silty Sand and Poorly Graded Sand 125 50 34 3 Very Stiff to Hard Silt 120 500 30 1 Remediated Condtion: Seismic Color Name Type Shear Force (lbf) Out-of-Plane Spacing (ft) Soldier Pile Pile 100,000 8 10/16/23, 10:14 AM Local Eval (Post - Seismic) (2) file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Local Eval (Post Remediation)/Pre-Existing Condition - Local Eval (Post - Sei…1/11 Local Eval (Post - Seismi c) (2) Report generated using GeoStudio 2023.1.2. Copyright © 2023 Bentley Systems, Incorporated. File Informaon File Version: 11.05 Created By: Chase Halsen Last Edited By: Chase Halsen Revision Number: 61 Date: 10/16/2023 Time: 10:13:47 AM Tool Version: 23.1.2.11 File Name: Pre-Exisng Condion.gsz Directory: C:\Users\chase.halsen\Desktop\Project Files\9258\Slope Stability\ Last Solved Date: 10/16/2023 Last Solved Time: 10:13:50 AM Project Sengs Unit System: U.S. Customary Units Analysis Sengs Local Eval (Post - Seismic) (2) Descripon: Post Construcon Condion: Seismic Kind: SLOPE/W Analysis Type: Morgenstern-Price Sengs Side Funcon Intercolumn force funcon opon: Half-Sine PWP Condions from: Piezometric Surfaces Apply Phreac Correcon: No Use Staged Rapid Drawdown: No Unit Weight of Water: 62.430189 pcf Slip Surface Direcon of movement: Le to Right Use Passive Mode: No Slip Surface Opon: Entry and Exit Crical slip surfaces saved: 1 Opmize Crical Slip Surface Locaon: No Tension Crack Opon: (none) Distribuon F of S Calculaon Opon: Constant Convergence Geometry Sengs Minimum Slip Surface Depth: 0.1 Minimum Slip Surface Volume: 35.314667 ³ 10/16/23, 10:14 AM Local Eval (Post - Seismic) (2) file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Local Eval (Post Remediation)/Pre-Existing Condition - Local Eval (Post - Sei…2/11 Number of Columns: 30 Factor of Safety Convergence Sengs Maximum Number of Iteraons: 100 Tolerable difference in F of S: 0.001 Under-Relaxaon Criteria Inial Rate: 1 Minimum Rate: 0.1 Rate Reducon Factor: 0.65 Reducon Frequency (iteraons): 50 Soluon Sengs Search Method: Root Finder Tolerable difference between starng and converged F of S: 3 Maximum iteraons to calculate converged lambda: 20 Max Absolute Lambda: 2 Materials Medium Dense Silty Sand and Poorly Graded Sand Slope Stability Material Model: Mohr-Coulomb Unit Weight: 125 pcf Effecve Cohesion: 50 psf Effecve Fricon Angle: 34 ° Phi-B: 0 ° Pore Water Pressure Piezometric Surface: 3 Dense to Very Dense Silty Sand and Poorly Graded Sand Slope Stability Material Model: Mohr-Coulomb Unit Weight: 125 pcf Effecve Cohesion: 200 psf Effecve Fricon Angle: 38 ° Phi-B: 0 ° Pore Water Pressure Piezometric Surface: 1 Very Sff to Hard Silt Slope Stability Material Model: Mohr-Coulomb Unit Weight: 120 pcf Effecve Cohesion: 500 psf Effecve Fricon Angle: 30 ° Phi-B: 0 ° Pore Water Pressure Piezometric Surface: 1 Landslide Debris Slope Stability Material Model: Mohr-Coulomb Unit Weight: 100 pcf Effecve Cohesion: 0 psf Effecve Fricon Angle: 26 ° 10/16/23, 10:14 AM Local Eval (Post - Seismic) (2) file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Local Eval (Post Remediation)/Pre-Existing Condition - Local Eval (Post - Sei…3/11 Phi-B: 0 ° Pore Water Pressure Piezometric Surface: 2 Beach Deposits Slope Stability Material Model: Mohr-Coulomb Unit Weight: 100 pcf Effecve Cohesion: 0 psf Effecve Fricon Angle: 28 ° Phi-B: 0 ° Pore Water Pressure Piezometric Surface: 2 Concrete Retaining Wall Slope Stability Material Model: High Strength Unit Weight: 150 pcf Geofoam Slope Stability Material Model: Mohr-Coulomb Unit Weight: 2 pcf Effecve Cohesion: 0 psf Effecve Fricon Angle: 31 ° Phi-B: 0 ° Reinforcements Soldier Pile Type: Pile Shear Force: 100,000 lbf Shear Force Reducon Factor: 1 Apply Shear: Perp. to Reinf. Out-of-Plane Spacing: 8 Slip Surface Entry and Exit Le Type: Range Le-Zone Le Coordinate: (45, 100.63946) Le-Zone Right Coordinate: (86, 100) Le-Zone Increment: 25 Right Type: Range Right-Zone Le Coordinate: (100.5, 80) Right-Zone Right Coordinate: (125, 63) Right-Zone Increment: 25 Radius Increments: 4 Slip Surface Limits Le Coordinate: (0, 109) 10/16/23, 10:14 AM Local Eval (Post - Seismic) (2) file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Local Eval (Post Remediation)/Pre-Existing Condition - Local Eval (Post - Sei…4/11 Right Coordinate: (247.55, 6) Piezometric Surfaces Piezometric Surface 1 Coordinates X Y Coordinate 1 0 59 Coordinate 2 148.05 43 Piezometric Surface 2 Coordinates X Y Coordinate 1 180.695 6 Coordinate 2 247.55 6 Piezometric Surface 3 Coordinates X Y Coordinate 1 0 79 Coordinate 2 68 73 Seismic Coefficients Horz Seismic Coef.: 0.32 Reinforcement Lines Reinforcement Line 1 Reinforcement: Soldier Pile Lock to Ground Surface: Yes Outside Point: (86.3, 100) Inside Point: (86.3, 75) Length: 25 Orientaon: -90 ° Pullout Force: 0 lbf Pullout Force per Length: 0 lbf/ Reinforcement Line 2 Reinforcement: Soldier Pile Lock to Ground Surface: Yes Outside Point: (100.5, 90) 10/16/23, 10:14 AM Local Eval (Post - Seismic) (2) file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Local Eval (Post Remediation)/Pre-Existing Condition - Local Eval (Post - Sei…5/11 Inside Point: (100.6, 65) Length: 25.0002 Orientaon: -89.771 ° Pullout Force: 0 lbf Pullout Force per Length: 0 lbf/ Geometry Name: Local Stability Sengs View: 2D Element Thickness: 1 Points X Y Point 1 0 109 Point 2 34.4 109 Point 3 34.4 101 Point 4 63.8 100 Point 5 86.3 100 Point 6 86.3 90 Point 7 100.5 90 Point 8 100.5 80 Point 9 110.65 75 Point 10 118.95 70 Point 11 123.35 65 Point 12 128.35 60 Point 13 137.1 55 Point 14 140.85 50 Point 15 145.05 45 Point 16 152.55 40 Point 17 155.65 35 Point 18 161.9 30 Point 19 165.65 25 Point 20 170.65 20 Point 21 201.9 15 Point 22 211.3 10 Point 23 211.3 6 Point 24 247.55 6 Point 25 0 74 Point 26 64 68 Point 27 125 63 Point 28 159 33 Point 29 0 45 Point 30 185 0 Point 31 0 0 10/16/23, 10:14 AM Local Eval (Post - Seismic) (2) file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Local Eval (Post Remediation)/Pre-Existing Condition - Local Eval (Post - Sei…6/11 Point 32 211.3 0 Point 33 247.55 0 Point 34 66.3 95 Point 35 76.3 90 Point 36 91.3 85 Point 37 99.4 80 Point 38 34 109 Point 39 34 101 Regions Material Points Area Region 1 Medium Dense Silty Sand and Poorly Graded Sand 25,26,27,11,10,9,8,37,36,35,34,4,3,39,38,1 3,190.1 ² Region 2 Dense to Very Dense Silty Sand and Poorly Graded Sand 27,12,13,14,15,16,17,28,29,25,26 3,992.9 ² Region 3 Very Sff to Hard Silt 29,28,18,19,20,30,31 6,651.5 ² Region 4 Landslide Debris 20,21,22,23,32,30 520.88 ² Region 5 Beach Deposits 23,24,33,32 217.5 ² Region 6 Geofoam 4,34,35,36,37,8,7,6,5 290.5 ² Region 7 Concrete Retaining Wall 2,38,39,3 3.2 ² Slip Results Slip Surfaces Analysed: 1202 of 3380 converged Current Slip Surface Slip Surface: 508 Factor of Safety: 1.12 Volume: 1,242.3687 ³ Weight: 119,564.59 lbf Resisng Moment: 5,905,229 lbf· Acvang Moment: 5,282,059.3 lbf· Resisng Force: 76,285.992 lbf Acvang Force: 68,215.092 lbf Slip Rank: 1 of 3,380 slip surfaces Exit: (123.45957, 64.867186) Entry: (49.91846, 100.47216) Radius: 71.57146 Center: (112.29728, 135.56285) Slip Columns X Y PWP Base Normal Friconal Strength Cohesive Strength Sucon Strength Base Mater 10/16/23, 10:14 AM Local Eval (Post - Seismic) (2) file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Local Eval (Post Remediation)/Pre-Existing Condition - Local Eval (Post - Sei…7/11 Stress Column 1 51.07526 98.55831 -1,502.3791 psf 74.864964 psf 50.497056 psf 50 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 2 53.38885 94.96588 -1,290.8477 psf 276.80886 psf 186.70993 psf 50 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 3 55.70244 91.79161 -1,105.4218 psf 438.7625 psf 295.94905 psf 50 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 4 58.01603 88.94884 -940.69174 psf 572.46403 psf 386.13187 psf 50 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 5 60.32962 86.37949 -793.03121 psf 686.86527 psf 463.29647 psf 50 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 6 62.64321 84.04232 -659.86582 psf 789.25129 psf 532.35672 psf 50 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 7 65.05000 81.82834 -534.9047 psf 748.53706 psf 504.89463 psf 50 psf 0 psf Mediu Dense Silty Sand 10/16/23, 10:14 AM Local Eval (Post - Seismic) (2) file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Local Eval (Post Remediation)/Pre-Existing Condition - Local Eval (Post - Sei…8/11 and Poorly Grade Sand Column 8 67.15000 80.03811 -434.70841 psf 673.32054 psf 454.16044 psf 50 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 9 69.38333 78.31009 0 psf 713.84735 psf 481.49612 psf 50 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 10 72.15000 76.33552 0 psf 772.29229 psf 520.91773 psf 50 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 11 74.91667 74.55030 0 psf 843.97 psf 569.26495 psf 50 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 12 77.55000 73.00843 0 psf 943.30765 psf 636.26905 psf 50 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 13 80.05000 71.68307 0 psf 1,073.3095 psf 723.9564 psf 50 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand 10/16/23, 10:14 AM Local Eval (Post - Seismic) (2) file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Local Eval (Post Remediation)/Pre-Existing Condition - Local Eval (Post - Sei…9/11 Column 14 82.55000 70.48072 0 psf 1,228.1847 psf 828.42105 psf 50 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 15 85.05000 69.39464 0 psf 1,410.4312 psf 951.34783 psf 50 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 16 87.55000 68.41919 0 psf 1,606.3692 psf 1,083.5097 psf 50 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 17 90.05000 67.54960 0 psf 1,839.118 psf 1,240.5008 psf 50 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 18 92.65000 66.75524 0 psf 2,059.6312 psf 1,389.2388 psf 50 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 19 95.35000 66.04068 0 psf 2,244.978 psf 1,514.2568 psf 50 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 20 98.05000 65.43731 0 psf 2,396.3243 psf 1,616.3412 psf 50 psf 0 psf Mediu Dense Silty Sand and 10/16/23, 10:14 AM Local Eval (Post - Seismic) (2) file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Local Eval (Post Remediation)/Pre-Existing Condition - Local Eval (Post - S…10/11 Poorly Grade Sand Column 21 99.73576 65.10318 0 psf 2,491.3186 psf 1,680.4156 psf 50 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 22 100.28576 65.00685 -1,051.6295 psf 2,889.3146 psf 2,257.3799 psf 200 psf 0 psf Dense to Ver Dense Silty Sand and Poorly Grade Sand Column 23 101.76875 64.78165 -1,047.5761 psf 2,898.4718 psf 2,264.5344 psf 200 psf 0 psf Dense to Ver Dense Silty Sand and Poorly Grade Sand Column 24 104.30625 64.45035 -1,044.0137 psf 2,849.8139 psf 2,226.5186 psf 200 psf 0 psf Dense to Ver Dense Silty Sand and Poorly Grade Sand Column 25 106.84375 64.21081 -1,046.1792 psf 2,689.2529 psf 2,101.0747 psf 200 psf 0 psf Dense to Ver Dense Silty Sand and Poorly Grade Sand Column 26 109.38125 64.06209 -1,054.0152 psf 2,426.4021 psf 1,895.7131 psf 200 psf 0 psf Dense to Ver Dense Silty Sand and 10/16/23, 10:14 AM Local Eval (Post - Seismic) (2) file:///C:/Users/chase.halsen/Desktop/Project Files/9258/Slope Stability/Local Eval (Post Remediation)/Pre-Existing Condition - Local Eval (Post - S…11/11 Poorly Grade Sand Column 27 111.76322 64.00204 -1,066.3371 psf 2,089.0936 psf 1,632.1788 psf 200 psf 0 psf Dense to Ver Dense Silty Sand and Poorly Grade Sand Column 28 114.39482 64.03826 0 psf 1,517.6048 psf 1,023.6374 psf 50 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 29 117.43161 64.19202 0 psf 1,107.331 psf 746.90418 psf 50 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 30 120.05000 64.42113 0 psf 673.00471 psf 453.94741 psf 50 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 31 122.25000 64.69549 0 psf 236.43948 psf 159.48044 psf 50 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand Column 32 123.40479 64.85858 0 psf 18.408559 psf 12.41673 psf 50 psf 0 psf Mediu Dense Silty Sand and Poorly Grade Sand >12%Fines<5%FinesHighlyOrganicSoilsSiltsandClaysLiquidLimit50orMoreSiltsandClaysLiquidLimitLessThan50Fine-GrainedSoils-50%orMorePassesNo.200SieveCoarse-GrainedSoils-MoreThan50%RetainedonNo.200SieveSands-50%orMoreofCoarseFractionPassesNo.4SieveGravels-MoreThan50%ofCoarseFractionRetainedonNo.4Sieve>12%Fines<5%FinesGW GP GM GC SW SP SM SC ML CL OL MH CH OH PT Well-graded gravel with or without sand,little to no fines Poorly graded gravel with or without sand,little to no fines Silty gravel with or without sand Clayey gravel with or without sand Well-graded sand with or without gravel,little to no fines Poorly graded sand with or without gravel,little to no fines Silty sand with or without gravel Clayey sand with or without gravel Silt with or without sand or gravel;sandy or gravelly silt Clay of low to medium plasticity;lean clay with or without sand or gravel; sandy or gravelly lean clay Organic clay or silt of low plasticity Elastic silt with or without sand or gravel;sandy or gravelly elastic silt Clay of high plasticity; fat clay with or without sand or gravel;sandy or gravelly fat clay Organic clay or silt of medium to high plasticity Peat,muck,and other highly organic soils EEaarrtthh SSoolluuttiioonnss NNWW LLC Geotechnical Engineering,Construction Observation/Testing and Environmental Services EXPLORATION LOG KEYFillFILLMadeGround Classifications of soils in this geotechnical report and as shown on the exploration logs are based on visual field and/or laboratory observations,which include density/consistency,moisture condition,grain size,and plasticity estimates,and should not be construed to imply field or laboratory testing unless presented herein. Visual-manual and/or laboratory classification methods of ASTM D2487 and D2488 were used as an identification guide for the Unified Soil Classification System. Terms Describing Relative Density and Consistency Coarse-Grained Soils: Fine-Grained Soils: SPT blows/foot SPT blows/foot Test Symbols &Units Fines =Fines Content (%) MC =Moisture Content (%) DD =Dry Density (pcf) Str =Shear Strength (tsf) PID =Photoionization Detector (ppm) OC =Organic Content (%) CEC =Cation Exchange Capacity (meq/100 g) LL =Liquid Limit (%) PL =Plastic Limit (%) PI =Plasticity Index (%) Component Definitions Descriptive Term Size Range and Sieve Number Smaller than No.200 (0.075 mm) Boulders Modifier Definitions Percentage by Weight (Approx.) <5 5 to 14 15 to 29 >30_ Modifier Trace (sand,silt,clay,gravel) Slightly (sandy,silty,clayey,gravelly) Sandy,silty,clayey,gravelly Very (sandy,silty,clayey,gravelly) Moisture Content Dry -Absence of moisture,dusty,dry to the touch Damp -Perceptible moisture,likely below optimum MC Moist -Damp but no visible water,likely at/near optimum MC Wet -Water visible but not free draining, likely above optimum MC Saturated/Water Bearing -Visible free water,typically below groundwater table Symbols Cement grout surface seal Bentonite chips Grout seal Filter pack with blank casing section Screened casing or Hydrotip with filter pack End cap ATD =At time of drilling Static water level (date) _>50 Density Very Loose Loose Medium Dense Dense Very Dense Consistency Very Soft Soft Medium Stiff Stiff Very Stiff Hard <4 4 to 9 10 to 29 30 to 49 <2 2 to 3 4 to 7 8 to 14 15 to 29 _>30 LLC EarthSolutions NW LLC Cobbles Gravel Coarse Gravel Fine Gravel Sand Coarse Sand Medium Sand Fine Sand Silt and Clay Larger than 12" 3"to 12" 3"to No.4 (4.75 mm) 3"to 3/4" 3/4"to No.4 (4.75 mm) No.4 (4.75 mm)to No.200 (0.075 mm) No.4 (4.75 mm)to No.10 (2.00 mm) No.10 (2.00 mm)to No.40 (0.425 mm) No.40 (0.425 mm)to No.200 (0.075 mm) 83.0 78.0 73.0 SS SS SS SS SS 33 67 78 67 67 2-2-1 (3) 2-1-2 (3) 4-6-5 (11) 4-6-10 (16) 7-9-10 (19) MC = 11.1 MC = 7.3 Fines = 20.2 MC = 17.5 MC = 3.1 Fines = 3.5 MC = 28.0 SM SP ML Tan silty SAND, very loose, damp [USDA Classification: gravelly loamy SAND] -becomes gray, medium dense -sand grades finer -2" zone of increased fines content, wet Gray poorly graded SAND, medium dense, moist [USDA Classification: SAND] Gray sandy SILT, medium dense, moist to wet 10.0 15.0 20.0 (Continued Next Page)SAMPLE TYPENUMBERDEPTH(ft)0 5 10 15 20 PAGE 1 OF 5 BORING NUMBER B-1 CHECKED BY RAC NOTES SURFACE CONDITIONS Grass AT TIME OF DRILLINGAT TIME OF DRILLING AFTER DRILLING DRILLING CONTRACTOR Geologic Drill Partners DATE STARTED 8/28/23 COMPLETED 8/28/23 GROUND WATER LEVEL: GROUND ELEVATION 93 ft LOGGED BY CGH LATITUDE 47.32632 LONGITUDE -122.37930 PROJECT NUMBER ES-9258 PROJECT NAME Afrasiabi Residence GENERAL BH / TP / WELL - 9258.GPJ - GINT US.GDT - 10/24/23Earth Solutions NW, LLC 15365 N.E. 90th Street, Suite 100 Redmond, Washington 98052 Telephone: 425-449-4704 Fax: 425-449-4711 RECOVERY %BLOWCOUNTS(N VALUE)TESTS U.S.C.S.MATERIAL DESCRIPTION GRAPHICLOG 63.0 58.0 SS SS SS SS 67 100 100 100 7-7-11 (18) 13-22-18 (40) 6-10-17 (27) 12-15-17 (32) MC = 5.0 Fines = 5.1 MC = 5.6 MC = 7.6 Fines = 16.2 MC = 10.9 SP SM SM Gray poorly graded SAND with silt, medium dense, moist [USDA Classification: SAND] -becomes dense Gray silty SAND, medium dense, moist [USDA Classification: loamy fine SAND] Gray silty SAND, dense, moist -trace iron oxide staining 30.0 35.0 (Continued Next Page)SAMPLE TYPENUMBERDEPTH(ft)20 25 30 35 40 PAGE 2 OF 5 BORING NUMBER B-1 CHECKED BY RAC NOTES SURFACE CONDITIONS Grass AT TIME OF DRILLINGAT TIME OF DRILLING AFTER DRILLING DRILLING CONTRACTOR Geologic Drill Partners DATE STARTED 8/28/23 COMPLETED 8/28/23 GROUND WATER LEVEL: GROUND ELEVATION 93 ft LOGGED BY CGH LATITUDE 47.32632 LONGITUDE -122.37930 PROJECT NUMBER ES-9258 PROJECT NAME Afrasiabi Residence GENERAL BH / TP / WELL - 9258.GPJ - GINT US.GDT - 10/24/23Earth Solutions NW, LLC 15365 N.E. 90th Street, Suite 100 Redmond, Washington 98052 Telephone: 425-449-4704 Fax: 425-449-4711 RECOVERY %BLOWCOUNTS(N VALUE)TESTS U.S.C.S.MATERIAL DESCRIPTION GRAPHICLOG 48.0 43.0 38.0 SS SS SS SS 100 67 67 67 13-17-22 (39) 9-18-22 (40) 11-14-20 (34) 12-25-28 (53) MC = 12.9 Fines = 33.2 MC = 26.0 MC = 29.1 MC = 26.1 SM ML SM SP Gray silty SAND, dense, moist (continued) [USDA Classification: very fine sandy LOAM] -moderate iron oxide staining Gray sandy SILT, dense, moist to wet -trace iron oxide staining Gray silty SAND, dense, wet to saturated Gray poorly graded SAND, very dense, wet to saturated -heavy perched groundwater seepage 45.0 50.0 55.0 (Continued Next Page)SAMPLE TYPENUMBERDEPTH(ft)40 45 50 55 60 PAGE 3 OF 5 BORING NUMBER B-1 CHECKED BY RAC NOTES SURFACE CONDITIONS Grass AT TIME OF DRILLINGAT TIME OF DRILLING AFTER DRILLING DRILLING CONTRACTOR Geologic Drill Partners DATE STARTED 8/28/23 COMPLETED 8/28/23 GROUND WATER LEVEL: GROUND ELEVATION 93 ft LOGGED BY CGH LATITUDE 47.32632 LONGITUDE -122.37930 PROJECT NUMBER ES-9258 PROJECT NAME Afrasiabi Residence GENERAL BH / TP / WELL - 9258.GPJ - GINT US.GDT - 10/24/23Earth Solutions NW, LLC 15365 N.E. 90th Street, Suite 100 Redmond, Washington 98052 Telephone: 425-449-4704 Fax: 425-449-4711 RECOVERY %BLOWCOUNTS(N VALUE)TESTS U.S.C.S.MATERIAL DESCRIPTION GRAPHICLOG 32.5 13.0 SS SS SS SS 100 100 100 100 10-12-19 (31) 5-20-25 (45) 2-10-13 (23) 6-12-15 (27) MC = 27.3 MC = 27.6 MC = 33.2 MC = 28.7 SP ML Gray SILT, hard, moist -becomes very stiff -moderate perched groundwater seepage -over packed sample 60.5 80.0 (Continued Next Page)SAMPLE TYPENUMBERDEPTH(ft)60 65 70 75 80 PAGE 4 OF 5 BORING NUMBER B-1 CHECKED BY RAC NOTES SURFACE CONDITIONS Grass AT TIME OF DRILLINGAT TIME OF DRILLING AFTER DRILLING DRILLING CONTRACTOR Geologic Drill Partners DATE STARTED 8/28/23 COMPLETED 8/28/23 GROUND WATER LEVEL: GROUND ELEVATION 93 ft LOGGED BY CGH LATITUDE 47.32632 LONGITUDE -122.37930 PROJECT NUMBER ES-9258 PROJECT NAME Afrasiabi Residence GENERAL BH / TP / WELL - 9258.GPJ - GINT US.GDT - 10/24/23Earth Solutions NW, LLC 15365 N.E. 90th Street, Suite 100 Redmond, Washington 98052 Telephone: 425-449-4704 Fax: 425-449-4711 RECOVERY %BLOWCOUNTS(N VALUE)TESTS U.S.C.S.MATERIAL DESCRIPTION GRAPHICLOG 1.5 SS SS SS 100 100 100 4-8-15 (23) 5-11-18 (29) 12-15-21 (36) MC = 27.2 MC = 27.2 MC = 31.5 ML Gray SILT, very stiff, moist -becomes hard Boring terminated at 91.5 feet below existing grade. Groundwater seepage encountered at 50.0-60.0 feet and 70.0 feet during drilling. Boring backfilled with grout. LIMITATIONS: Ground elevation (if listed) is approximate; the test location was not surveyed. Coordinates are approximate and based on the WGS84 datum. Do not rely on this test log as a standalone document. Refer to the text of the geotechnical report for a complete understanding of subsurface conditions. 91.5SAMPLE TYPENUMBERDEPTH(ft)80 85 90 PAGE 5 OF 5 BORING NUMBER B-1 CHECKED BY RAC NOTES SURFACE CONDITIONS Grass AT TIME OF DRILLINGAT TIME OF DRILLING AFTER DRILLING DRILLING CONTRACTOR Geologic Drill Partners DATE STARTED 8/28/23 COMPLETED 8/28/23 GROUND WATER LEVEL: GROUND ELEVATION 93 ft LOGGED BY CGH LATITUDE 47.32632 LONGITUDE -122.37930 PROJECT NUMBER ES-9258 PROJECT NAME Afrasiabi Residence GENERAL BH / TP / WELL - 9258.GPJ - GINT US.GDT - 10/24/23Earth Solutions NW, LLC 15365 N.E. 90th Street, Suite 100 Redmond, Washington 98052 Telephone: 425-449-4704 Fax: 425-449-4711 RECOVERY %BLOWCOUNTS(N VALUE)TESTS U.S.C.S.MATERIAL DESCRIPTION GRAPHICLOG 94.0 89.0 SS SS SS 67 67 67 3-4-7 (11) 4-6-7 (13) 8-10-12 (22) MC = 15.2 MC = 12.5 MC = 21.4 Fines = 84.3 SM ML Tan silty SAND, medium dense, moist -trace iron oxide staining -slight layering Tan SILT with sand, medium dense, moist to wet [USDA Classification: LOAM] 15.0 20.0 (Continued Next Page)SAMPLE TYPENUMBERDEPTH(ft)0 5 10 15 20 PAGE 1 OF 4 BORING NUMBER B-2 CHECKED BY RAC NOTES SURFACE CONDITIONS Grass AT TIME OF DRILLINGAT TIME OF DRILLING AFTER DRILLING DRILLING CONTRACTOR Geologic Drill Partners DATE STARTED 8/28/23 COMPLETED 8/28/23 GROUND WATER LEVEL: GROUND ELEVATION 109 ft LOGGED BY CGH LATITUDE 47.32628 LONGITUDE -122.37885 PROJECT NUMBER ES-9258 PROJECT NAME Afrasiabi Residence GENERAL BH / TP / WELL - 9258.GPJ - GINT US.GDT - 10/24/23Earth Solutions NW, LLC 15365 N.E. 90th Street, Suite 100 Redmond, Washington 98052 Telephone: 425-449-4704 Fax: 425-449-4711 RECOVERY %BLOWCOUNTS(N VALUE)TESTS U.S.C.S.MATERIAL DESCRIPTION GRAPHICLOG 83.5 74.0 69.0 SS SS SS SS 67 67 100 100 6-12-16 (28) 8-12-16 (28) 6-6-8 (14) 12-24-29 (53) MC = 5.1 MC = 8.0 Fines = 63.0 MC = 24.7 MC = 9.3 Fines = 36.8 SP ML SM Gray poorly graded SAND, medium dense, moist [USDA Classification: LOAM] Gray sandy SILT, medium dense, moist -moderate perched groundwater seepage -4" saturated zone Gray silty SAND, very dense, moist -moderate perched groundwater seepage at 35' [USDA Classification: very fine sandy LOAM] 25.5 35.0 40.0 (Continued Next Page)SAMPLE TYPENUMBERDEPTH(ft)20 25 30 35 40 PAGE 2 OF 4 BORING NUMBER B-2 CHECKED BY RAC NOTES SURFACE CONDITIONS Grass AT TIME OF DRILLINGAT TIME OF DRILLING AFTER DRILLING DRILLING CONTRACTOR Geologic Drill Partners DATE STARTED 8/28/23 COMPLETED 8/28/23 GROUND WATER LEVEL: GROUND ELEVATION 109 ft LOGGED BY CGH LATITUDE 47.32628 LONGITUDE -122.37885 PROJECT NUMBER ES-9258 PROJECT NAME Afrasiabi Residence GENERAL BH / TP / WELL - 9258.GPJ - GINT US.GDT - 10/24/23Earth Solutions NW, LLC 15365 N.E. 90th Street, Suite 100 Redmond, Washington 98052 Telephone: 425-449-4704 Fax: 425-449-4711 RECOVERY %BLOWCOUNTS(N VALUE)TESTS U.S.C.S.MATERIAL DESCRIPTION GRAPHICLOG 54.0 SS SS SS SS 67 100 67 100 12-22-25 (47) 23-50/6" 23-26-37 (63) 15-29-30 (59) MC = 4.6 MC = 4.5 MC = 4.3 MC = 8.6 SP SM Gray poorly graded SAND, dense, moist -becomes very dense Gray silty SAND, very dense, moist -trace banded iron oxide 55.0 (Continued Next Page)SAMPLE TYPENUMBERDEPTH(ft)40 45 50 55 60 PAGE 3 OF 4 BORING NUMBER B-2 CHECKED BY RAC NOTES SURFACE CONDITIONS Grass AT TIME OF DRILLINGAT TIME OF DRILLING AFTER DRILLING DRILLING CONTRACTOR Geologic Drill Partners DATE STARTED 8/28/23 COMPLETED 8/28/23 GROUND WATER LEVEL: GROUND ELEVATION 109 ft LOGGED BY CGH LATITUDE 47.32628 LONGITUDE -122.37885 PROJECT NUMBER ES-9258 PROJECT NAME Afrasiabi Residence GENERAL BH / TP / WELL - 9258.GPJ - GINT US.GDT - 10/24/23Earth Solutions NW, LLC 15365 N.E. 90th Street, Suite 100 Redmond, Washington 98052 Telephone: 425-449-4704 Fax: 425-449-4711 RECOVERY %BLOWCOUNTS(N VALUE)TESTS U.S.C.S.MATERIAL DESCRIPTION GRAPHICLOG 47.5 SS 100 28-26-32 (58)MC = 8.7 SM Gray silty SAND, very dense, moist (continued) -trace banded iron oxide Boring terminated at 61.5 feet below existing grade. Groundwater seepage encountered at 30.0 and 35.0 feet during drilling. Boring backfilled with grout. LIMITATIONS: Ground elevation (if listed) is approximate; the test location was not surveyed. Coordinates are approximate and based on the WGS84 datum. Do not rely on this test log as a standalone document. Refer to the text of the geotechnical report for a complete understanding of subsurface conditions. 61.5SAMPLE TYPENUMBERDEPTH(ft)60 PAGE 4 OF 4 BORING NUMBER B-2 CHECKED BY RAC NOTES SURFACE CONDITIONS Grass AT TIME OF DRILLINGAT TIME OF DRILLING AFTER DRILLING DRILLING CONTRACTOR Geologic Drill Partners DATE STARTED 8/28/23 COMPLETED 8/28/23 GROUND WATER LEVEL: GROUND ELEVATION 109 ft LOGGED BY CGH LATITUDE 47.32628 LONGITUDE -122.37885 PROJECT NUMBER ES-9258 PROJECT NAME Afrasiabi Residence GENERAL BH / TP / WELL - 9258.GPJ - GINT US.GDT - 10/24/23Earth Solutions NW, LLC 15365 N.E. 90th Street, Suite 100 Redmond, Washington 98052 Telephone: 425-449-4704 Fax: 425-449-4711 RECOVERY %BLOWCOUNTS(N VALUE)TESTS U.S.C.S.MATERIAL DESCRIPTION GRAPHICLOG 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.0010.010.1110100 2.39 2.43 LL B-01 B-01 B-01 B-01 B-01 0.139 0.15 3/4 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS GRAVEL SAND 37.5 1.18 1.18 0.6 0.6 %Silt 0.94 1.15 B-01 B-01 B-01 B-01 B-01 2 2003 Cc CuClassification %Clay 16 PID60 D30 coarse SILT OR CLAYfinemedium GRAIN SIZE IN MILLIMETERS 3/8 50 5.0ft. 10.0ft. 20.0ft. 30.0ft. 40.0ft. 5.00ft. 10.00ft. 20.00ft. 30.00ft. 40.00ft. PL 3 D100 140 Specimen Identification 1 fine 6 HYDROMETER 304 20.2 3.5 5.1 16.2 33.2 101/2 COBBLES Specimen Identification 4 coarse 20 401.5 8 14 USDA: Brown Gravelly Loamy Sand. USCS: SM with Gravel. USDA: Gray Sand. USCS: SP. USDA: Gray Sand. USCS: SP-SM. USDA: Gray Loamy Fine Sand. USCS: SM. USDA: Gray Very Fine Sandy Loam. USCS: SM. 6 60 PERCENT FINER BY WEIGHTD10 0.117 0.209 0.251 0.108 0.254 0.333 0.365 0.177 0.118 GRAIN SIZE DISTRIBUTION 100 PROJECT NUMBER ES-9258 PROJECT NAME Afrasiabi Residence GRAIN SIZE USDA ES-9258 AFRASIABI RESIDENCE.GPJ GINT US LAB.GDT 10/16/23Earth Solutions NW, LLC 15365 N.E. 90th Street, Suite 100 Redmond, Washington 98052 Telephone: 425-449-4704 Fax: 425-449-4711 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.0010.010.1110100 LL B-02 B-02 B-02 3/4 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS GRAVEL SAND 0.6 0.6 0.6 %Silt B-02 B-02 B-02 2 2003 Cc CuClassification %Clay 16 PID60 D30 coarse SILT OR CLAYfinemedium GRAIN SIZE IN MILLIMETERS 3/8 50 15.0ft. 25.0ft. 35.0ft. 15.00ft. 25.00ft. 35.00ft. PL 3 D100 140 Specimen Identification 1 fine 6 HYDROMETER 304 84.3 63.0 36.8 101/2 COBBLES Specimen Identification 4 coarse 20 401.5 8 14 USDA: Tan Loam. USCS: ML with Sand. USDA: Gray Loam. USCS: Sandy ML. USDA: Gray Very Fine Sandy Loam. USCS: SM. 6 60 PERCENT FINER BY WEIGHTD10 0.106 GRAIN SIZE DISTRIBUTION 100 PROJECT NUMBER ES-9258 PROJECT NAME Afrasiabi Residence GRAIN SIZE USDA ES-9258 AFRASIABI RESIDENCE.GPJ GINT US LAB.GDT 10/16/23Earth Solutions NW, LLC 15365 N.E. 90th Street, Suite 100 Redmond, Washington 98052 Telephone: 425-449-4704 Fax: 425-449-4711