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Studies APPLICANT 5/3/2022
EXHIBIT 5.F. lrerracon GeoReport. Geotechnical Engineering Report Eugene Temple Springfield, Lane County, Oregon March 15, 2022 Terracon Project No. 82225098 Prepared for: The Church of Jesus Christ of Latter -Day Saints Salt Lake City, Utah Prepared by: Terracon Consultants, Inc. Portland, Oregon March 15, 2022 The Church of Jesus Christ of Latter -Day Saints 50 East North Temple Street Salt Lake City, Utah 84150 Attn: Mr. Corey Daniels P: (801)240 9582 E: coreydaniels@churchofjesuschdst.org Re: Geotechnical Engineering Report Eugene Temple 300 International Way Springfield, Lane County, Oregon Terracon Project No. 82225098 Dear Mr. Daniels: lrerracon G ReoeG Reoe port We have completed the Geotechnical Engineering services for the above referenced project. This study was performed in general accordance with Terracon Proposal No. P82215098 dated November 23, 2021. This report presents the findings of the subsurface exploration and provides geotechnical recommendations concerning earthwork and the design and construction of foundations and floor slabs for the proposed project. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report or if we may be of further service, please contact us. �rtpFFSS Sincerely, �y �NGIrv��-H Terracon Consultants, Inc. 8621OPE �r DREG r4 y OREGON 9�09'9CtI 14.2° �J u+wr YNE P�. Ryan T. Hour, CEG Project Geologist "FIRES: 12/31/22 Date Signed: 3/15/22 Brice Plouse, PE Geotechnical Department Manager Kristopher T. Hauck, P.E. Senior Principal I Office Manager Geotechnical Department Manager Terracon consultants, Inc. 70D NE 55t^ Avenue Portland, OR 97203 P (503) 659 3281 F (503) 659 12871erracon.com Geotechnical Engineering Report lrerracon Eugene Temple . Springfield, Lane County, Oregon - --- March 15, 2022 . Terracon Project No. 82225098 GeoReport REPORT TOPICS INTRODUCTION.............................................................................................................1 SITECONDITIONS.........................................................................................................2 PROJECTDESCRIPTION..............................................................................................2 GEOTECHNICAL CHARACTERIZATION......................................................................4 GEOTECHNICAL CONSIDERATIONS..........................................................................6 SEISMIC CONSIDERATIONS........................................................................................7 EARTHWORK.............................................................................................................. 13 SHALLOWFOUNDATIONS.........................................................................................20 FLOORSLABS............................................................................................................ 23 LATERAL EARTH PRESSURES.................................................................................24 PAVEMENTS................................................................................................................ 27 STORMWATER MANAGEMENT.................................................................................30 GENERALCOMMENTS...............................................................................................31 Note: This report was originally delivered in a web -based format. For more interactive features, please view your project online at client.terracon.com. ATTACHMENTS PHOTOGRAPHY LOG EXPLORATION AND TESTING PROCEDURES SITE LOCATION AND EXPLORATION PLANS EXPLORATION RESULTS SUPPORTING INFORMATION Note: Refer to each individual Attachment for a listing of contents. Geotechnical Engineering Report lrerracon Eugene Temple . Springfield, Lane County, Oregon March 15, 2022 • Terracon Project No. 82225098 GeoReporc INTRODUCTION This report presents the results of our subsurface exploration and geotechnical engineering services performed for the proposed temple building to be located at 300 International Way in Springfield, Lane County, Oregon. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: . Subsurface soil conditions . Groundwater conditions . Site preparation and earthwork . Excavation considerations . Stormwater pond considerations . Foundation design and construction . Floor slab design and construction . Seismic site classification . Lateral earth pressures . Pavement design and construction A Site -Specific Seismic Hazards Study in accordance with Section 1803.6.1 of the 2019 Oregon Structural Specialty Code (OSSC) The geotechnical engineering Scope of Services for this project included the advancement of seven borings and eight test pits to depths ranging from approximately 5 to 51 feet below existing ground surface. Terracon performed a preliminary exploration in August of 2020, including three borings and eight test pits to depths ranging from approximately 6 to 30 feet bgs. Results of the 2020 explorations are included in the Exploration Results section. Maps showing the site and exploration locations are shown in the Site Location and Exploration Plan sections, respectively. The results of the laboratory testing performed on soil samples obtained from the site during the field exploration are included on the exploration logs and/or as separate graphs in the Exploration Results section. Responsive Resourceful . Reliable Geotechnical Engineering Report irerracon Eugene Temple • Springfield, Lane County, Oregon — -- March 15, 2022 . Terracon Project No. 82225098 GeoReport SITE CONDITIONS The following description of site conditions is derived from our site visit in association with the field exploration and our review of publicly available topographic maps. Item Description _ The project is located at 300 International Way in Springfield, Lane County, Oregon. The site is an approximate 11.05 -acre tract of undeveloped land consisting of four parcels located at 3755 Corporate Way, 3701 Corporate Way, 250 International Way and 300 International Way (Lane County Map Parcel Information Taxlot numbers 1703154003200, 1703154003300, 1703154003400 and 1703154003500). • Latitude: 44.0888°N • Longitude: 123.0316°W See Site Location The site has been historically undeveloped and/or agricultural land since at Existing least 1910. In the 2000s, gravel fill was place on the northeastern portion of Improvements the site, which has since been overgrown. Adjoining properties were historically undeveloped and/or agricultural land from at least 1910 until commercial and industrial development began in the 1990s and 2000s. Current Ground The site was covered with waist high grass, blackberry bushes, scattered trees Cover and gravel fill in northeastern portion of the site. Existing Topography The site appeared relativelyflat; with a general natural grade toward McKenzie (As observed from field River to the north. Based on historic topographic imagery, a small drainage runs east -west along the southern property boundary and another drainage exploration) runs north to south along the center of the site. We also collected photographs atthe time of ourfield exploration program. Representative photos are provided in our Photography Log. PROJECT DESCRIPTION Our initial understanding of the project was provided in our proposal and was discussed during project planning. A period of collaboration has transpired since the project was initiated, and our final understanding of the project conditions is as follows: Architectural Site Plan (Sheet A1.01), prepared by HKS Architects, dated September 3, 2021. Information Provided . Requested infiltration locations via email from David Henderson at HKS Architects. The site layout provided is shown on the attached Exploration Plan. Responsive • Resourceful • Reliable 2 Geotechnical Engineering Report lrerracon Eugene Temple • Springfield, Lane County, Oregon -- -- - March 15, 2022 • Terracon Project No. 82225098 GeoReport Responsive • Resourceful • Reliable escription We understand the project is confidential. In general, we understand the proposed large temple structure will be constructed near the center of the site with smaller ancillary structures (including bike shelters and grounds buildings) and parking surrounding the large structure. Project Description We understand this project is classified as a "Special Occupancy Structure" per Oregon Revised Statutes (ORS) 455.447, and a site-specific seismic hazard study (SSSHS) will be required as part of the geotechnical report per Section 1803.6.1 of the 2019 Oregon Structural Specialty Code (OSSC). The project includes a large single -story building (temple) with a footprint of about 40,000 square feet. The temple will be about 45 feet in height with a spire extending up to 125 feet above ground surface. The large temple Proposed Structure building will be slab -on -grade with a basement on one section up to 12 feet below existing grade. The temple building is planned to be an Insulated Concrete Form (ICF) concrete structure. We assume all structures will be constructed atop conventional shallow Building Construction foundations and slab on grade with concrete or masonry framing. Finished Floor Assumed to be near existing grades. Elevation Maximum Loads • Columns: 400 kips • Walls: Up to 18 kips per linearfoot (klf) (assumed) Slabs: 150 pounds per square foot (psf) We assume up to anywhere from 2 to 5 feet of cut and fill will be required to Grading/Slopes develop final grade (based on existing fill encountered). Final slope angles of as steep as 4HA V (Horizontal: Vertical) are expected. Below -Grade Basement in one part of the temple as noted above. We expect excavations Structures on the order of about 12 feet to reach basement grades. Freestanding We understand retaining walls will be utilized for vegetation planters with a Retaining Walls maximum height of 3 feet. We assume both rigid (concrete) and flexible (asphalt) pavement sections should be considered. Please confirm this assumption. Anticipated traffic is as follows: Pavements . Autos/light trucks: 500 vehicles per day • Light delivery and trash collection vehicles: 7 vehicles per week • Tractor -trailer trucks: <1 vehicle per week The pavement design period is 20 years. Estimated Start of 2�d Quarter 2023 Construction Responsive • Resourceful • Reliable Geotechnical Engineering Report 1rerraCon Eugene Temple • Springfield, Lane County, Oregon — -- March 15, 2022 • Terracon Project No. 82225098 GeoReport GEOTECHNICAL CHARACTERIZATION Regional Geology The site is located in the southern portion of the Willamette Valley physiographic province. The Willamette valley originated when a large slab of oceanic crust and associated marine sediments accreted onto the margin of North America during the late Eocene in a rough line from southwestern to northeastern Oregon. The Willamette Valley was covered by a shallow ocean during this time. Additional accretion, faulting, and folding created the Coast Range to the west and uplifted the Willamette Valley above sea level. Cascade Range volcanism filled much of the southern and eastern portions of the early Willamette Valley beginning in the Oligocene. Infilling of the Willamette Valley continued from weathering of the adjacent hills and deposition of alluvium by the Willamette River and its tributaries throughout the valley. Site Geology Based on our review of the Geologic Map of the Eugene East and Eugene West Quadrangles, Lane County, Oregon published by the Oregon Department of Geology and Mineral Industries, the project vicinity is mapped as Quaternary Fan -delta Alluvium (Qfd). The Fan -delta Alluvium is described as a broad fan of sand and gravel deposited by the Willamette and McKenzie rivers in the head of the Willamette Valley. Fan -delta sediments range from silt to boulder gravel but are predominantly sandy pebble -cobble gravel. Based on our review of the subsurface conditions and the geologic publications, we believe the soils encountered during our explorations are consistent with the mapped publication. Groundwater Conditions We observed our explorations while drilling and after completion for the presence and level of groundwater. The water levels observed in the explorations are provided on the boring logs in Exploration Results, and are summarized below. Responsive n Resourceful m Reliable 4 Geotechnical Engineering Report lferracon Eugene Temple • Springfield, Lane County, Oregon I March 15, 2022 • Terracon Project No. 82225098 GeoReport —vrApproximate Ground Boring Surface Elevation Number (feet) Observation Date August 26, 2020 Approximate Depth to Groundwater while Drilling (feet) ' B-1 433 16% B-2 431 August 26, 2020 15 B-3 433 October 19, 2020 15% B-101 432 December 7, 2021 16^/. B -102A 433 February 11, 2022 25 B-104 431 December 6, 2021 131 B-105 431 December 7, 2021 9 1. Based an elevations obtained from Google Earth and depth to the observed groundwater during explorations. Well logs available on the Oregon Water Resources Department (OWRD)' website indicate that groundwater levels in the area of the site generally range from about 5 to 30 feet below site grades, depending on topography. Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. Therefore, groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project. A vibrating wire piezometer was installed in boring B-102 and B -102A near the proposed basement. The instruments were placed at the approximate bottom of the basement elevation and below the groundwater table (8 and 27 feet below the existing ground surface). Groundwater levels will be measured within this boring for the next approximate year. GeoModel We have developed a general characterization of the subsurface conditions based upon our review of the subsurface exploration, laboratory data, geologic setting and our understanding of the project. This characterization, termed GeoModel, forms the basis of our geotechnical calculations and evaluation of site preparation and foundation options. Conditions encountered at each exploration point are indicated on the individual logs. The individual logs can be found in the Exploration Results section and the GeoModel can be found in the Figures section of this report. Oregon Water Resources Department, 2021. Well Log Records, accessed December 2021, from OWRD web site: http://apps.wrd.state.or.us/apps/gw/well_log/. Responsive • Resourceful . Reliable Geotechnical Engineering Report lrerracan Eugene Temple • Springfield, Lane County, Oregon March 15, 2022 • Terracon Project No. 82225098 GeoReport. As part of our analyses, we identified the following model layers within the subsurface profile. For a more detailed view of the model layer depths at each exploration location, refer to the GeoModel. Model Layer L Layer Name _ General Description Topsoil -fine-grained, brown, moist, medium stiff 01 TOPSOIL/FILL Fill - Poorly -Graded Gravel with Silt and Sand; angular, brown, medium dense to dense FINE-GRAINED Silt with Sand; Poorly -Graded Sand with Silt; Silty Sand; fine - 02 ALLUVIUM medium grained, brown, very soft to soft, loose COARSE- Poorly -Graded Gravel with Silt, Sand, and Cobbles; fine to coarse 03 GRAINED grained, rounded, brown, moist, medium dense to very dense ALLUVIUM GEOTECHNICAL CONSIDERATIONS Due to the soft near surface soils and planned varying soil bearing stratums (soft subgrade soils, granular undocumented fill and dense to very dense, native granular soils) we anticipate differential settlement could be as much as the total static settlement if foundations are not constructed atop ground improvements, or the soft subgrade soils are removed and replaced with Structural Fill. Based on review of the grading plan and communications with the project's Civil and Structural engineers, we understand due to the amount of grading already planned onsite they have selected to remove the soft subgrade soils down to the dense native gravels and replace with structural fill within the temple structure. Provided the site has been prepared in accordance with the requirements noted in the Earthwork section, the structures planned could be supported on conventional shallow foundations bearing directly on the dense gravels or structural fill placed on the dense gravels. Floor slabs for the temple building should also be supported directly on the dense gravels or structural fill placed over the dense gravels. As noted in Geotechnical Characterization and the Fill Area Map, explorations B-2, TP -3, TP - 4, B-104, IT -1, TP -102 and TP -105 encountered existing fill to depths ranging from about 1%to 3% feet. The fill appears to have been placed in a controlled manner, but we have no records to indicate the degree of control. Based on the Conceptual Plan provided to us by HKS Architects, we understand this portion of the site is planned to consist of a green space and stormwater facilities. Additionally, we understand significant quantities of fill is anticipated to be required to develop final grades within the building and parking lot footprints. To offset the amount of import fill for the project, we believe the granular fill noted within explorations B-2, TP -3, TP -4, B-104, IT - 1, TP -102 and TP -105 could be utilized onsite as structural fill. Based on the grain size analyses conducted within this granular fill material we believe it would be utilized as Select Fill or Crushed Rock Base Course (materials defined in Fill Material Types section of report). However, in order for this granular fill to be reused onsite the surface brush, roots and debris would need to be removed from the fill. Responsive . Resourceful n Reliable Geotechnical Engineering Report lrerracon Eugene Temple . Springfield, Lane County, Oregon - - --- March 15, 2022 • Terracon Project No. 82225098 GeoReport We understand the majority of the pavement onsite will be asphalt. However, we anticipate bus parking areas, garbage and recycling areas, entry and exit areas and other areas where extensive wheel maneuvering is expected would be constructed with concrete pavements. We have provided recommended pavement sections for light duty and heavy duty for both asphalt and concrete pavements. We have characterized light-duty pavement areas as drive lanes and parking, and heavy-duty pavement areas as bus parking, entrance and exits, garbage/recycling and other areas where extensive wheel maneuvering are expected. The Pavements section addresses the design of pavement systems. To evaluate dewatering for the construction of the proposed basement a vibrating wire piezometer was installed in boring B-102 and B -102A near the proposed basement. The instruments were placed at the approximate bottom of the basement elevation and below the groundwater table (8 and 27 feet below the existing ground surface). Groundwater levels will be measured within this boring for the next approximate year. Information of groundwater depths measured during the exploration can be found in the Geotechnical Characterization section. The proposed development is classified as a Special Occupancy structure by the building department according to the Oregon Revised Statute 455.447. Therefore, we have completed a Seismic Hazard study according to the Oregon Structural Specialty Code. See the Seismic Considerations section for results. The General Comments section provides an understanding of the report limitations SEISMIC CONSIDERATIONS Seismic Setting Western Oregon is generally subject to earthquakes from three different sources: interface, intraslab, and crustal. All three sources are related to interaction of the Juan de Fuca plate with the North America plate and could cause strong ground shaking at the site. This plate interaction area is referred to as the Cascadia Subduction Zone (CSZ). The fault trace is located approximately 185 kilometers west of the project site. The CSZ is described as a broad, eastward dipping subduction zone where the North American plate is overriding the Juan de Fuca plate. A description of each earthquake source is provided below. Cascadia Subduction Zone (CSZ) The Cascadia Subduction Zone (CSZ) is located near the coast of Oregon, Washington, and southern British Columbia where the Juan de Fuca Plate is subducting beneath the North Responsive n Resourceful . Reliable Geotechnical Engineering Report lrerracon Eugene Temple • Springfield, Lane County, Oregon - March 15, 2022 . Terracon Project No. 82225098 GeoReport- American Plate. Two zones capable of generating earthquakes (seismogenic) are attributed directly to the subduction zone: Interface (megathrust) earthquakes occur along the interface between the two plates at depths generally ranging from 0 to 30 kilometers where the plates become locked together. No earthquakes have been recorded from this source, but geologic evidence strongly supports the occurrence of large megathrust earthquakes up to M9.4 every 300 to 700 years. Geologic evidence indicates the last major event occurred in 17003. The eastern edge of the seismogenic portion of the subduction zone is located about 50 kilometers west of the site. For an earthquake return period of 2,500 years, interface sources account for about 80 percent of the strong ground shaking hazard. Intraslah earthquakes occur at depths greater than 40 kilometers where the curvature of the subducting plate increases as the advancing edge moves east, resulting in normal (extensional) faults within the plate. CSZ intraslab earthquakes are generally less than magnitude M7.54, and do not rupture the ground surface. Given their considerable depth, the ground motions from these earthquakes are relatively low, but are felt over a large area. A M6.8 intraslab earthquake occurred in 2001 near Olympia, Washington, at a depth of 52 kilometers (Nisqually earthquake). The site is located in the seismogenic portion of the intraslab earthquakes, which covers most of the Willamette Valley and portions of the Oregon Coast Range. For an earthquake return period of 2,500 years, intraslab sources account for about 10 percent of the strong ground shaking hazard. Crustal Faults Crustal earthquakes typically occur at depths within 35 kilometers of the surface and commonly rupture the ground surface to form an earthquake fault. The vegetative cover and thick sediment deposits in western Oregon obscure surface faults from being readily identified. The maximum magnitude earthquake that may be generated by one of these crustal earthquake sources is thought to be about M7.0. Foran earthquake return period of 2,500 years, crustal sources account for about 10 percent of the strong ground shaking hazard. The United States Geological Survey (USGS) maintains the Quaternary Fault and Fold Database of the United Stales, which contains descriptions of known crustal faults throughout the United States. The three closest crustal faults to the project site include the Upper Willamette River fault zone (No.863), the Owl Creek fault DeMets, C., Gordon, R.G., Argus, D.F., Stein, S., 1990. Current plate motions: Geophysical Journal International, v. 101, p. 425-478. Atwater, B.F., 1992. Geologic evidence for earthquakes during the past 2,000 years along the Copalis River, southern coastal Washington: Journal of Geophysical Research, v. 97, p. 1901-1919. Cascadia Region Earthquake Workshop, 2008. Cascadia Deep Earthquakes. Washington Division of Geology and Earth Resources, Open File Report 2008-1. Responsive . Resourceful . Reliable Geotechnical Engineering Report lrerracon Eugene Temple . Springfield, Lane County, Oregon March 15, 2022 . Terracon Project No. 82225098 GeoReport. (No.870), and the Corvallis fault zone (No.869). Published information pertaining to each fault or fault zone is provided in the following tables: Owl Creek fault (Class A) No. 870 Length _ 15km Strike (dearees) N5°E Sense of Movement Dio Direction Middle and late 44 km NNW Willamette River fault zone Sense of Movement I Right lateral Din Direction 82-90° Most recent Corvallis fault zone (Class B) No. 869 Strike NW Less than 0.2 Most recent prehistoric deformation I Undifferentiated Quaternary <1.6 Me) Distance from Fault 52 km NW These crustal sources are considered remote to the site, and do not contribute to the overall ground shaking hazard calculated for the site. Seismic Hazards Seismic hazards resulting from earthquake motions can include earthquake -induced landslides, liquefaction, settlement, subsidence, surface rupture due to faulting or lateral spreading, seiche, and tsunami inundation. Definitions of each seismic hazard and their potential impacts to the site are provided in the following sections. Responsive a Resourceful . Reliable 9 Geotechnical Engineering Report 1rerrocon Eugene Temple • Springfield, Lane County, Oregon - March 15, 2022 . Terracon Project No. 82225098 GeoReport Ground Shaking The release of energy from a fault results in shaking of the ground that generally decreases with distance from the fault. Buildings are required by code to withstand a prescribed level of ground shaking without collapse. The prescribed level of ground shaking is a function of proximity to a given fault and the potential size of the earthquake (i.e., its magnitude). Sites consisting of unconsolidated sediments will typically experience stronger ground shaking than sites composed of rock due to amplification effects. The Oregon Statewide Geohazards Viewer (HazVu)' published by the Oregon Department of Geology and Mineral Studies (DOGAMI) categorizes the expected earthquake shaking from light, moderate, strong, very strong, severe and violent. HazVu indicates the site is located within an area that will experience "strong" ground shaking during a design level earthquake. Earthquake -Induced Landslides Earthquake -induced landslides may be characterized as inertial or weakening. Inertial landslides occur when the ground shaking adds a temporary horizontal force to the soil mass that, when combined with the existing gravitational force, exceeds the frictional resistance of the soil. Weakening failures occur when the soil mass losses strength (e.g., liquefaction) and can no longer provide the necessary frictional resistance to remain stable. Earthquake -induced landslides tend to decrease in number with increasing distance from the location of rupture. The risk of an earthquake -induced landslide at the site is low given the relatively flat nature of the site and surrounding area. The Statewide Landslide Information Database for Oregon (SLIDO)e, categorizes landslide susceptibility from low, moderate, high, and very high. SLIDO indicates the site has a "lou" susceptibility to landslides, and no historic or mapped landslides are shown on the flat valley floor surrounding the site. Soil Liquefaction Soil Liquefaction occurs in loose to medium dense sands, and to a lesser extent silts and gravels, where the water table is close to the ground surface. Recently (Holocene epoch) deposited sands in deltaic environments have historically experienced the greatest amount of liquefaction during strong ground shaking. Liquefaction can cause a loss of soil strength and result in lateral or vertical ground movements. Structures located over soils that liquefy typically do not collapse Statewide Geohazards Viewer (HazVu) published by the Oregon Department of Geology and Mineral Studies (DOGAM1) https://gis.dogamLoregon.gov/hazvu/, accessed December 2021. Oregon Department of Geology and Mineral Industries, 2021. Statewide Landslide Information Database for Oregon (SLIDO), accessed December 2021, from DOGAMI web site: httos://nis.docami.oreaon.gov/maps/slido/. Responsive. Resourceful. Reliable 10 Geotechnical Engineering Report lferracon Eugene Temple . Springfield, Lane County, Oregon March 15, 2022 . Terracon Project No. 82225098 GeoReporC- provided they have been properly designed and constructed. However, the ground surface may settle several inches and there may be several feet of lateral ground movement if the liquefied site is adjacent to a river channel or other body of water. HAZVU categorizes the potential for seismically -induced liquefaction settlement at the site as "moderate:' Based on the very dense nature of the materials encountered below the groundwater, the coarse- grained alluvium encountered atthe site is considered non -liquefiable within the depths explored. Based on review of geologic mapping and our previous experience on the site, we do not anticipate liquefiable conditions are present at depths below those explored as part of this assignment. Ground Settlement In addition to liquefaction -induced settlement below the water table, ground settlement may occur during an earthquake in loose soils located above the water table. The ground vibration may cause these loose soils to collapse and densify. The amount of settlement is a function of many factors including soil type, initial density, thickness, and level of ground shaking but is typically less than a few inches. Given the very dense nature of the coarse-grained alluvium underlying the site that would be supporting structures at the site, the potential for seismically -induced ground settlement is considered low. Coseismic Subsidence Permanent subsidence, or a lowering of the land level, is expected to occur along the coast and Coast Range during a large magnitude, CSZ interface earthquake. DOGAMI produced maps showing the estimated subsidence expected during a magnitude 9 Cascadia Subduction Zone earthquake 7. The maps present the subsidence estimates in wide, color -coded bands, and indicates the site is in an area that will experience little to no permanent subsidence during a design -level CSZ interface earthquake. Fault Rupture Faults are recognized zones of differential earth movement. Stresses build in the Earth's surface over time and release stored energy along these existing zones of weak rock. The history of 7 Madin, I.P. and Burns, William J., 2013. Ground motion, ground deformation, tsunami inundation, coseismic subsidence, and damage potential maps for the 2012 Oregon Resilience Plan for Cascadia Subduction Zone Earthquakes. Oregon Department of Geology and Mineral Industries (DOGAMI) Open -File ReportO-13-06. Responsive . Resourceful. Reliable 11 Geotechnical Engineering Report lferracon Eugene Temple • Springfield, Lane County, Oregon March 15, 2022 • Terracon Project No. 82225098 GeoReporC movement along a given fault can be investigated with geologic studies. Structures located in the path of fault rupture typically experience considerable damage. Based on our review of the fault information presented in the Crustal Faults section above, the depth to bedrock, and the site's distance to the nearest known faults, it is our opinion that the risk of surface rupture due to ground faulting at the site is very low. Lateral Spread Lateral spread is the lateral movement of saturated soils that can occur on slopes steeper than about 3 degrees caused by underlying liquefied soils during a significant seismic event. Movement can range from a few inches to several feet, which can cause significant damage to structures supported on these soils. Given the non -liquefiable nature of the soils at the site, the risk of damage associated with lateral spread is considered to be very low. Seiche A seiche is a standing wave in an enclosed or partially enclosed body of water. Seiches and seiche-related phenomena have been observed on lakes, reservoirs, swimming pools, bays, harbors and seas. The key requirement for formation of a seiche is that the body of water be at least partially bounded, allowing the formation of the standing wave. A shallow water -filled depression is located immediately north of the site that could theoretically produce a seiche. However, the water is only about 1 foot deep during our site visit in December 2021, and is surrounded by berms up to about 6 feet in height. Based on the topography of the depression and limited water depth, the risk of a seiche affecting the project is low. Tsunami Inundation A tsunami inundation is defined as the advancement or covering of land by a very large ocean wave that is caused by an underwater earthquake or volcanic eruption and often causes extreme destruction when it advances on to land. Based on the distance and topographic relation of the site to the Pacific Ocean to the west, the risk of tsunami inundation to the site is negligible. Design Earthquake As described above, the primary contributor to strong ground shaking at the site is the interface source with a moment magnitude that ranges from M8.3 to M9.1 at distances of approximately 65 to 127 km. Responsive w Resourceful • Reliable 12 Geotechnical Engineering Report lrerracon Eugene Temple a Springfield, Lane County, Oregon March 15, 2022 ■ Terracon Project No. 82225098 GeoReport Design Ground Motions We understand that the basis of design is the 2019 Oregon Structural Specialty Code which states that structures shall be designed and constructed to resist the effects of earthquake motions in accordance with ASCE 7-16. Per ASCE 7-16, the design earthquake ground motions are two- thirds of the risk -targeted Maximum Considered Earthquake (MCER) spectrum, which is defined as the response spectrum that is expected to achieve a 1 percent probability of building collapse in 50 years. The table below lists the prescribed seismic design parameters forthe project (latitude 44.0888 degrees north and longitude 123.0316 degrees west). The Site Classification is based on the upper 100 feet of the site profile measured at site defined by a weighted average value of the shear wave velocity in accordance with Section 20.4 of ASCE 7-16. These values should be verified by the structural engineer. Item Description Site Class C PGA, Ss, SI (g) 0.323, 0.681, 0.389 FPGA, F„ F� 1.2, 1.228, 1.5 PGAm, Sms, Smi (g) 0.387, 0.836, 0.583 Sos, Sol (g) 0.557, 0.389 TL (sec) 16 EARTHWORK Earthwork is anticipated to include clearing and grubbing, excavations, and fill placement. The following sections provide recommendations for use in the preparation of specifications for the work. Recommendations include critical quality criteria, as necessary, to render the site in the state considered in our geotechnical engineering evaluation for foundations, floor slabs, and pavements. Site Preparation Prior to placing fill, existing vegetation and root mat should be removed. Complete stripping of the topsoil should be performed in the proposed building and parking/driveway areas. Based on the explorations depth we anticipate this depth will vary between 3 and 12 inches, with an approximate average of 0.6 feet of topsoil. Due to the soft, near surface soils expected within the temple building pad, additional site preparation is necessary in the building pad to prepare a suitable subgrade for structural footing and floor slab support. These excavations for preparation of the subgrade will be on the order of 3 to 5% feet bgs based on the borings completed. Due to the alluvial nature of the soil deposition, we expect the excavation to have a varied surface and may exceed these depths in places. The Responsive a Resourceful a Reliable 13 Geotechnical Engineering Report 1Cerracon Eugene Temple • Springfield, Lane County, Oregon March 15, 2022 . Terracon Project No. 82225098 GeoReport excavation within the entire building pad (and a minimum of 5 feet beyond the extents) should expose medium dense or better gravels (GeoModel Layer 03 on the logs and GeoModel Figure). The site preparation of this subgrades should be evaluated by the Geotechnical Engineer prior to placement of structural fill orfoundations on the prepared subgrade. The remaining subgrade portions of the site where pavements and other surface related coverings are planned should be proof rolled with an adequately loaded vehicle such as a fully -loaded tandem -axle dump truck. The proof rolling should be performed under the direction of the Geotechnical Engineer. Areas excessively deflecting under the proof roll should be delineated and subsequently addressed bythe Geotechnical Engineer. Such areas should either be moisture conditioned and recompacted, removed and replaced or modified by stabilizing with cement. Excessively wet or dry material should either be removed or moisture conditioned and recompacted. Subgrade Stabilization Based on the outcome of the proof rolling operations, some undercutting or subgrade stabilization should be expected, even more so during wet periods of the year. Methods of stabilization, which are outlined below, could include scarification and recompaction, removal of unstable materials and replacement with granular fill (with or without geotextiles) and chemical stabilization. The most suitable method of stabilization, if required, will be dependent upon factors such as schedule, weather, and the size of area to be stabilized and the nature of the instability. More detailed recommendations can be provided during construction, as the need for subgrade stabilization occurs. Performing site grading operations during the warmer and drier months would aid in reducing potential need for subgrade stabilization. Scarification and Recomoaction - It may be feasible to scarify, dry, and recompact the exposed soils. The success of this procedure would depend primarily upon favorable dry, warm weather and sufficient time to dry the soils. Even with adequate time and weather, stable subgrades may not be achievable if the thickness of the soft soil is greater than about 1 to 1'/ feet. Granular Fill and Geotextiles - The use of crushed stone or gravel could be considered to improve subgrade stability, if necessary. The use of high modulus geotextiles (i.e., engineering fabric, such as Mirafi HP370 or geogrid, such as Tensar TX140 or BX1100) could also be considered. Equipment should not be operated above the fabric or geogrid until one full lift of granular fill is placed above it. The maximum particle size of granular material placed over geolextile fabric or geogdd should not exceed 1% inches. Geotextiles can also be considered for severe subgrade conditions during winter months. It should be expected that a minimum of 12 inches of granular fill will be required with any geolextile application. Refer to the Fill Materials and Placement section of this report for additional fill specifications. Responsive a Resourceful a Reliable - 14 Geotechnical Engineering Report lrerrecon Eugene Temple • Springfield, Lane County, Oregon - - - - March 15, 2022 . Terracon Project No. 82225098 GeoReport Over -excavations should be backfilled with structural fill material placed and compacted in accordance with the Fill Materials and Placement section of this report. Subgrade preparation and selection, placement, and compaction of structural fill should be performed under engineering -controlled conditions in accordance with the project specifications. Frozen Subarade Soils: If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to thaw and then be recompacted prior to placing subsequent lifts of structural fill orfoundation components. Alternatively, the frozen material could be stripped from the subgrade to reveal unfrozen soil prior to placing subsequent lifts of fill. The frozen soil should not be reused as structural fill until allowed to thaw and adjusted to the proper moisture content, which may not be possible during winter months. Existing Fill As noted in Geotechnical Characterization and the Fill Area Map, explorations B-2, TP -3, TP - 4, B-104, IT -1, TP -102 and TP -105 encountered existing fill to depths ranging from about 1% to 31/2 feet. The fill appears to have been placed in a controlled manner, but we have no records to indicate the degree of control. The table below expresses the observed existing top and bottom of fill elevation: Exploration Number Approximate Ground Surface Elevation (feet) Approximate Bottom of Fill Elevation (feet) B-2 431 429 TP -3 433 431 TP -4 433 431 B-104 431 428 IT -1 433 429% TP -102 433 431'/ TP -105 431 429'/. 1. Based on elevations obtained from Google Earth and depth to the observed granularfll during explorations. Based on the Conceptual Plan provided to us by HKS Architects we understand this portion of the site is planned to be a green space with stormwater facilities. Additionally, we understand significant quantities of fill is anticipated to be required to develop final grades within the building and parking lot footprints. To offset the amount of import fill for the project, we believe the granular fill noted within explorations B-2, TP -3, TP -4, B-104, IT -1, TP -102 and TP -105 could be utilized onsite. Based on the grain size analyses conducted within this granular fill material we believe it could be utilized as Select Fill (materials defined in Fill Material Types section of report). However, Responsive o Resourceful . Reliable 15 Geotechnical Engineering Report lrerracon Eugene Temple • Springfield, Lane County, Oregon March 15, 2022 • Terracon Project No. 82225098 GeoReport in order for this granular fill to be reused onsite the surface brush, roots and debris would need to be removed from the fill. Based on these 7 explorations the average thickness of fill was approximately 2% feet and the approximate area is 140,000 square feet based on Google Earth Pro aerial imagery. Therefore, an approximate available volume could be 11,650 cubic yards of granular fill. We anticipate this fill area could then be replaced will excavated soils from the planned basement and foundation excavations, or other rough grading activities of the near surface fine-grained soils during site development. There is also a noted berm along the northeastern properly line. Based on two hand dug holes to approximately 2 feet below the ground surface the material appears to be fine grained soils (silt and clays) with gravel. This material should not be used as Select Filll within the building pad; however. could be used as Common Fill in other areas of the site. Additionally, an eastern portion of the planned temple is located within this granular fill area. Due to the relatively high foundation loads and no information on the granular fill placement, we do not recommend direct support of footings or floor slabs within this noted granular fill layer. However, we believe pavements could be support atop or within the granular fill soils following the above- mentioned Site Preparation section. If the owner elects to construct pavements on the existing fill, the following protocol should be followed. Once the planned subgrade elevation has been reached the entire pavement area should be proof rolled. Areas of soft or otherwise unsuitable material should prepared following the Subgrade Stabilization section. Fill Material Types Fill required to achieve design grades should be classified as select fill, structural fill and general fill. Select fill is material used below turbine foundations, whereas structural fill is material used above or within 10 feet of foundation structures and within roadways or constructed slopes. General fill is material used to achieve grade outside of these structural areas. Fill materials used should meet the following material property requirements: Responsive a Resourceful • Reliable 16 Geotechnical Engineering Report _1rerracon Eugene Temple • Springfield, Lane County, Oregon _— March 15, 2022 • Terracon Project No. 82225098 GeoRepor[ 1. Controlled, compacted fill should consist of approved materials that are free (free= less than 3% by weight) of organic matter and debris (i.e. wood sticks greater than % inch in diameter). Frozen material should not be used, and fill should not be placed on a frozen subgrade. A sample of each material type should be submitted to the geotechnical engineerfor evaluation. 2. Material should have a liquid limit less than 40 and plasticity index of less than 10. 3. Material should have less than 50% fines, and non -plastic in nature. 4. Material should have a maximum aggregate size of 2 inches and no more than 8% passing the No. 200 sieve by weight determined by ASTM D 422. 5. Undocumented granular fill noted within the Fill Area Map can be considered as Select Fill. Where encountered, the native well -graded gravel can be considered as Select Fill if the pieces larger than 2 inches are removed. 6. The contractor shall select the appropriate material for use based on the current and forecasted weather conditions at the time of construction. Fill Compaction Requirements Recommended compaction and moisture content criteria for structural fill materials are as follows: Minimum Range of Moisture Contents for Material Type and Location Compaction _ Compaction Requirement Minimum Maximum Common Fill Perthe Modified Proctor Test (ASTM D 698) All locations where used 98 -2% +2% Responsive • Resourceful a Reliable 17 I Acceptable Parameters (for Soil Type Structural Fill) 2021 ODOT Standard Specifications for All locations outside of the Building Construction (ODOT SSC) Pad Common Fill Section 00330.13 Dry weather only Selected General Backfill' Granular ODOT SSC Section 0030.13 Selected All locations across the site. Common Fill General Backfills Dry weather only ODOT SSC Section 00330.14 Selected All locations across the site. Select Fill Granular Backfill4 Wet and Dry weather acceptable. ODOT SSC Section 02630.10 Dense Crushed Rock Graded Aggregate (2"-0 to 1'-0) with the Finished base course materials for Base Course modification that less than 5% pass the roadways and footing subgrades. (CRBC) No. 200 sieve as determined by ASTM D 422. ODOT SSC 00442 with the exception Lean Concrete that minimum 28 -day strength shall be All locations underneath mat (Mud -Mat) 500 psi. Higher strength minimums may foundations and spread foundations. be specified by the Structural Engineer as needed. 1. Controlled, compacted fill should consist of approved materials that are free (free= less than 3% by weight) of organic matter and debris (i.e. wood sticks greater than % inch in diameter). Frozen material should not be used, and fill should not be placed on a frozen subgrade. A sample of each material type should be submitted to the geotechnical engineerfor evaluation. 2. Material should have a liquid limit less than 40 and plasticity index of less than 10. 3. Material should have less than 50% fines, and non -plastic in nature. 4. Material should have a maximum aggregate size of 2 inches and no more than 8% passing the No. 200 sieve by weight determined by ASTM D 422. 5. Undocumented granular fill noted within the Fill Area Map can be considered as Select Fill. Where encountered, the native well -graded gravel can be considered as Select Fill if the pieces larger than 2 inches are removed. 6. The contractor shall select the appropriate material for use based on the current and forecasted weather conditions at the time of construction. Fill Compaction Requirements Recommended compaction and moisture content criteria for structural fill materials are as follows: Minimum Range of Moisture Contents for Material Type and Location Compaction _ Compaction Requirement Minimum Maximum Common Fill Perthe Modified Proctor Test (ASTM D 698) All locations where used 98 -2% +2% Responsive • Resourceful a Reliable 17 Geotechnical Engineering Report Eugene Temple • Springfield, Lane County, Oregon March 15, 2022 • Terracon Project No. 82225098 Material Type and Location Select Fill, Granular Common Fill & CRBC All locations where used (e.g. beneath Utility Trench Backfill 11err�con GeoReport Minimum Range of Moisture Contents for Compaction Compaction Requirement MinimumI Maximum e/61 Per the Modified Proctor Test (ASTM D 1557) 95 F -49% 1 +2 Within the low permeability fine grained subgrades onsite, utility trenches are a common source of water infiltration and migration. Utility trenches penetrating beneath the building should be effectively sealed to restrict water intrusion and flow through the trenches, which could migrate below the building. The trench should provide an effective trench plug that extends at least 5 feet from the face of the building exterior. The plug material should consist of cementitious flowable fill or low permeability clay. The trench plug material should be placed to surround the utility line. If used, the clay trench plug material should be placed and compacted to comply with the water content and compaction recommendations for structural fill stated previously in this report. Grading and Drainage All grades must provide effective drainage away from the building during and after construction and should be maintained throughout the life of the structure. Water retained next to the building can result in soil movements greater than those discussed in this report. Greater movements can result in unacceptable differential floor slab and/or foundation movements, cracked slabs and walls, and roof leaks. The roof should have gutters/drains with downspouts that discharge onto splash blocks at a distance of at least 10 feet from the building. Exposed ground should be sloped and maintained at a minimum 5% away from the building for at least 10 feet beyond the perimeter of the building. Locally, flatter grades may be necessary to transition ADA access requirements for flatwork. After building construction and landscaping have been completed, final grades should be verified to document effective drainage has been achieved. Grades around the structure should also be periodically inspected and adjusted, as necessary, as part of the structure's maintenance program. Where paving or flatwork abuts the structure, a maintenance program should be established to effectively seal and maintain joints and prevent surface water infiltration. Earthwork Construction Considerations Shallow excavations for the proposed structure are anticipated to be accomplished with conventional construction equipment. Upon completion of filling and grading, care should betaken to maintain the subgrade water content prior to construction of floor slabs. Construction traffic Responsive o Resourceful . Reliable 18 Geotechnical Engineering Report lrerracon Eugene Temple . Springfield, Lane County, Oregon ---� March 15, 2022 . Terracon Project No. 82225098 GeoReport. over the completed subgrades should be avoided. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. Water collecting over or adjacent to construction areas should be removed. If the subgrade freezes, desiccates, saturates, or is disturbed, the affected material should be removed, or the materials should be scarified, moisture conditioned, and recompacted prior to floor slab construction. To support design and construction of the proposed basement, we are conducting groundwater monitoring for one year at exploration B-102 and B -102A. The groundwater table encountered during the August 2020, October 2020, December 2021 and February 2022 explorations were between 9 and 25 feet bgs. Based on this groundwater information, groundwater could affect excavation efforts of the proposed basement. We anticipate multiple temporary dewatering systems consisting of well points or sumps with pumps could be necessary to achieve the recommended depth of excavation. The contractor is responsible for determining the equipment necessary to dewater the excavations. As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part 1926, Subpart P, "Excavations" and its appendices, and in accordance with any applicable local, and/or state regulations. Construction site safety is the sole responsibility of the contractor who controls the means, methods, and sequencing of construction operations. Under no circumstances shall the information provided herein be interpreted to mean Terracon is assuming responsibility for construction site safety, or the contractor's activities; such responsibility shall neither be implied nor inferred. Construction Observation and Testing The earthwork efforts should be monitored under the direction of the Geotechnical Engineer. Monitoring should include documentation of adequate removal of vegetation and topsoil, proof rolling, and mitigation of areas delineated by the proof roll to require mitigation. Each lift of compacted fill should be tested, evaluated, and reworked, as necessary, until approved by the Geotechnical Engineer prior to placement of additional lifts. Each lift of fill should be tested for density and water content at a frequency of at least one test for every 2,500 square feet of compacted fill in the building areas and 5,000 square feet in pavement areas. One density and water content test should be performed for every 50 linear feet of compacted utility trench backfill. In areas of foundation excavations, the bearing subgrade should be evaluated under the direction of the Geotechnical Engineer. If unanticipated conditions are encountered, the Geotechnical Engineer should prescribe mitigation options. In addition to the documentation of the essential parameters necessary for construction, the continuation of the Geotechnical Engineer into the construction phase of the project provides the Responsive . Resourceful . Reliable 19 Geotechnical Engineering Report _lrerracon Eugene Temple . Springfield, Lane County, Oregon March 15, 2022 • Terracon Project No. 82225098 GeoReporx continuity to maintain the Geotechnical Engineer's evaluation of subsurface conditions, including assessing variations and associated design changes. SHALLOW FOUNDATIONS Due to the soft near surface soils and planned varying soil bearing stratums (soft subgrade soils, granular undocumented fill and dense to very dense, native granular soils) we anticipate differential settlement could be as much as the total static settlement if foundations are not constructed atop ground improvements, or the soft subgrade soils are completely removed and replaced with Structural Fill. Based on review of the grading plan and communications with the project's Civil and Structural engineers, we understand due to the amount of grading already planned onsite they have selected to remove the soft subgrade soils and replace with structural fill within the temple structure. If the site has been prepared in accordance with the requirements noted in the Earthwork section, the following design parameters are applicable for shallow foundations. Design Parameters — Compressive Loads � —JK- Item Description Maximum Net Allowable Bearing 4,000 psf (foundations bearing within structural fill) Pressure"2 Dense gravel (GeoModel Layer 03) or compacted Required Bearing Stratums structural fill placed directly on top of the dense gravel (GeoModel Layer 03) Columns: 108 inches (for maximum load of 400 kips) Minimum Foundation Dimensions Continuous: 48 inches (for maximum load of 18 kips per lineal foot) Ultimate Passive Resistance 480 pcf (granular backfill) (equivalent fluidpressures) Ultimate Coefficient of Sliding Frictions 0.55 (granular material) Minimum Embedment below 12 inches (Lane County frost depth) Finished Grades Estimated Total Settlement from Less than about 1 inch Structural Loads Estimated Differential Settlements'' About 112 of total settlement Responsive • Resourceful . Reliable 20 Geotechnical Engineering Report lrerracon Eugene Temple . Springfield, Lane County, Oregon March 15, 2022 . Terracon Project No. 82225098 GeoReport 1. The maximum net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. An appropriate factor of safety has been applied. Values assume that exterior grades are no steeper than 20% within 10 feet of structure. 2. Values provided are for maximum loads noted in Project Description. 3. Unsuitable or soft soils should be overexcavated and replaced per the recommendations presented in the Earthwork. 4. Use of passive earth pressures require the sides of the excavation forthe spread footing foundation to be nearly vertical and the concrete placed neat against these vertical faces or that the footing forms be removed and compacted structural fill be placed against the vertical footing face. 5. Can be used to compute sliding resistance where foundations are placed on suitable soil/materials. Should be neglected for foundations subject to net uplift conditions. 6. Embedment necessary to minimize the effects of frost and/or seasonal water content variations. For sloping ground, maintain depth below the lowest adjacent exterior grade within 5 horizontal feet of the structure. 7. Differential settlements are as measured over a span of 50 feet. Design Parameters - Uplift Loads Uplift resistance of spread footings can be developed from the effective weight of the footing and the overlying soils. As illustrated on the subsequent figure, the effective weight of the soil prism defined by diagonal planes extending up from the top of the perimeter of the foundation to the ground surface at an angle, 0, of 20 degrees from the vertical can be included in uplift resistance. The maximum allowable uplift capacity should be taken as a sum of the effective weight of soil plus the dead weight of the foundation, divided by an appropriate factor of safety. A maximum total unit weight of 125 pcf should be used for the backfill. This unit weight should be reduced to 62 pcf for portions of the backfill or natural soils below the groundwater elevation. LMirsnf5ml hr Uplift Resistance ,,,`r & R, W, Responsive . Resourceful . Reliable 21 Geotechnical Engineering Report lferraeon Eugene Temple . Springfield, Lane County, Oregon _ March 15, 2022 . Terracon Project No. 82225098 GeoReport. Footing Drains We recommend that footings drains be installed around the perimeter of the proposed buildings at the base of the foundations. Footing drains should consist of a minimum 4 -inch diameter, Schedule 40, rigid, perforated PVC pipe placed at the base of the heel of the footing with the perforations facing down. The pipe should be surrounded by a minimum of 4 inches of clean free - draining granular material, such as Oregon Standard Specifications Section 00430.11 Granular Drain Backfill 11/4" - 3/4". We recommend enveloping the drain rock with a non -woven geotextile, such as Mirafi 140N, or equivalent. Footing drains should be directed toward appropriate storm water drainage facilities. Water from downspouts and surface water should be independently collected and routed to a suitable discharge location. Foundation Construction Considerations As noted in Earthwork, the footing excavations should be evaluated under the direction of the Geotechnical Engineer. The base of all foundation excavations should be free of water and loose soil, prior to placing concrete. Concrete should be placed soon after excavating to reduce bearing soil disturbance. Care should be taken to prevent wetting or drying of the bearing materials during construction. Excessively wet or dry material or any looseldisturbed material in the bottom of the footing excavations should be removed/reconditioned before foundation concrete is placed. Overexcavation for structural fill placement below footings should be conducted as shown below. The overexcavation should be backfilled up to the footing base elevation, with Select Fill or CRBC placed, as recommended in the Earthwork section. Responsive n Resourceful . Reliable 22 Geotechnical Engineering Report 1rerracon Eugene Temple . Springfield, Lane County, Oregon March 15, 2022 . Terracon Project No. 82225098 GeoReport FLOOR SLABS Design parameters for floor slabs assume the requirements for Earthwork have been followed. Specific attention should be given to positive drainage away from the structure and positive drainage of the aggregate base beneath the floor slab. Based on the planned grading plan and removal of the soft subgrade soils and replacement with Structural Fill within the temple footprint we have provided the following design parameters. Floor Slab Design Parameters Minimum 6 inches of free -draining (less than 5% passing the U.S. No. 200 Floor Slab Support f sieve) crushed aggregate compacted to at least 95% of ASTM D 1557 2, 3, 4 Estimated Modulus of Subgrade Reaction s 150 pounds per square inch per inch (psi/in) for point loads 1. Floor slabs should be structurally independent of building footings or walls to reduce the possibility of floor slab cracking caused by differential movements between the slab and foundation. 2. Modulus of subgrade reaction is an estimated value based upon our experience with the subgrade condition, the requirements noted in Earthwork, and the floor slab support as noted in this table. It is provided for point loads. For large area loads the modulus of subgrade reaction would be lower. 3. Free -draining granular material should have less than 5% fines (material passing the No. 200 sieve). Other design considerations such as cold temperatures and condensation development could warrant more extensive design provisions. 4. Although the bearing stratum of the basement meets the percent passing the No. 200 requirement, to provide sliding friction and reduce "hard sports' caused by cobbles and probable boulders within this stratum it is recommended the crushed aggregate fill be utilized to develop a relatively homogenous base. The use of a vapor retarder should be considered beneath concrete slabs on grade covered with wood, tile, carpet, or other moisture sensitive or impervious coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder. Saw -cut control joints should be placed in the slab to help control the location and extent of cracking. Foradditional recommendations referlo the ACI Design Manual. Joints or cracks should be sealed with a water -proof, non -extruding compressible compound specifically recommended for heavy duty concrete pavement and wet environments. Where floor slabs are tied to perimeter walls or turn -down slabs to meet structural or other construction objectives, our experience indicates differential movement between the walls and slabs will likely be observed in adjacent slab expansion joints or floor slab cracks beyond the Responsive n Resourceful . Reliable 23 Geotechnical Engineering Report lrerracon Eugene Temple • Springfield, Lane County, Oregon March 15, 2022 • Terracon Project No. 82225098 GeoReport length of the structural dowels. The Structural Engineer should account for potential differential settlement through use of sufficient control joints, appropriate reinforcing or other means. Mitigation measures, as noted in Existing Fill within the Earthwork section, are critical to the performance of floor slabs. In addition to the mitigation measures, the floor slab can be stiffened by adding steel reinforcement, grade beams and/or post -tensioned elements. Basement Water Water Proofing Due to the potential fluctuation of groundwater within the planned basement elevations, we recommend the use of a water proofing barrier to prevent vapor and moisture intrusion. A specialized contractor should be contacted to determine the appropriate product forthe projected use. Floor Slab Construction Considerations Finished subgrade, within and for at least 10 feet beyond the floor slab, should be protected from traffic, rutting, or other disturbance and maintained in a relatively moist condition until floor slabs are constructed. If the subgrade should become damaged or desiccated prior to construction of floor slabs, the affected material should be removed and structural fill should be added to replace the resulting excavation. Final conditioning of the finished subgrade should be performed immediately prior to placement of the floor slab support course. The Geotechnical Engineer should approve the condition of the floor slab subgrades immediately prior to placement of the floor slab support course, reinforcing steel, and concrete. Attention should be paid to high traffic areas that were rutted and disturbed earlier, and to areas where backfilled trenches are located. LATERAL EARTH PRESSURES Based on the Conceptual Plan provided by HKS Architects we understand the main below grade structure will be the basement near the northwestern entrance to the temple. Based on conversations with the design team we understand the bottom of basement elevation will be approximately 8 feet below existing grades. Additionally, we understand approximately 4 feet of fill, above existing grades, will be placed around the basement to develop final site grades. Based on this grading information we have provided earth pressures for native granular soils, as well as the use of Select Fill or Crushed Rock Base Course. The pressures presented in the table below are based on the following conditions: . No wall batter (vertical wall face) . No slope at toe of wall Responsive a Resourceful . Reliable 24 Geotechnical Engineering Report lrerracon Eugene Temple • Springfield, Lane County, Oregon - March 15, 2022 . Terracon Project No. 82225098 GeoRepoCL . No slope of fill behind wall Design Parameters Structures with unbalanced backfill levels on opposite sides should be designed for earth pressures at least equal to values indicated in the following table. Earth pressures will be influenced by structural design of the walls, conditions of wall restraint, methods of construction and/or compaction and the strength of the materials being restrained. Two wall restraint conditions are shown in the diagram below. Active earth pressure is commonly used for design of free- standing cantilever retaining walls and assumes wall movement. The "at -rest' condition assumes no wall movement and is commonly used for basement walls, loading dock walls, or other walls restrained at the top. The recommended design lateral earth pressures do not include a factor of safety and do not provide for possible hydrostatic pressure on the walls (unless stated). 5 = aurUarge For at-resipressure No Movement Assumed Al Hodmntel Finishe G.de — Retaining Wall Lateral Earth Pressure Design Parameters Earth Coefficient for Backfill Surcharge Effective Fluid Pressures (psf) 21 s L Pressure I Pressure'' Type Unsaturated Submerged Condition pt We.-) _ _ Native Granular -0.29 _ (0.29)S (37)H (85)H Active (Ka) ( Select Fill/CRBC - 0.27 (0.27)S (34)H (82)H Native Granular -0.47 (0.46)S (57)H (95)H At -Rest (Ko) Select Fill/CRBC - 0.43 (0.43)S (53)H (92)H Native Granular -3.39 -- (424)H (235)H Passive (Kp) Select Fill/CRBC — 3.69 --- (461)H (225)H Native Granular 6.2H psf (active) Seismic 10.7H par at -rest Surcharge Select Fill/CRBC 6.OH lost (active) 10.4H psf at -rest 1. For active earth pressure, wall must rotate about base, with top lateral movements 0.002 H to 0.004 H, where H is wall height. For passive earth pressure, wall must move horizontally to mobilize resistance. 2. Uniform, horizontal Select Fill/CRBC backfill, compacted to at least 95% of the ASTM D 1557 maximum dry density, rendering a maximum unit weight of 125 pcf. Responsive m Resourceful • Reliable 25 Geotechnical Engineering Report lrerracan Eugene Temple . Springfield, Lane County, Oregon March 15, 2022 . Terracon Project No. 82225098 GeoRepor't Lateral Earth Pressure Design Parameters Earth Surcharge Effective Fluid Pressures il ° Coefficient for Backfill _ (p f) Pressure Pressures Condition Type Unsaturated -aT Submerged" -- _ p+ GPs 3. form sur—l_charge, where S is surcharge pressure. Seismic surcharges should be applied as a uniform horizontal distribution, where H is the height of the wall. Surcharge pressures due to adjacent footings, vehicles, construction equipment, etc, must be added to these values. For traffic loads, we recommend using an equivalent 75 par soil surcharge. If loading docks are planned, point, continuous or evenly distributed loads above the dock will result in horizontal pressure on the wall. The appropriate loading conditions should be incorporated into the loading dock wall design, or we can provide surcharge criteria for loading conditions behind the loading dock wall, if requested. 4. Loading from heavy compaction equipment is not included. 5. No safety factor is included in these values. 6. To achieve "Unsaturated" conditions, follow guidelines in Subsurface Drainage for Below -Grade Walls below. "Submerged" conditions are recommended when drainage behind walls is not incorporated into the design. Backfill placed against structures should consist of granular soils or low plasticity cohesive soils. For the granular values to be valid, the granular backfill must extend out and up from the base of the wall at an angle of at least 45 and 60 degrees from vertical for the active and passive cases, respectively. Subsurface Drainage for Below -Grade Walls A perforated rigid plastic drain line installed behind the base of walls and extends below adjacent grade is recommended to prevent hydrostatic loading on the walls. The invert of a drain line around a below -grade building area or exterior retaining wall should be placed near foundation bearing level. The drain line should be sloped to provide positive gravity drainage to daylight or to a sump pit and pump. The drain line should be surrounded by clean, free -draining granular material having less than 5% passing the No. 200 sieve, such as No. 57 aggregate. It should be noted that the native gravels onsite meet the requirements for drain rock. The free -draining aggregate should be encapsulated in a filter fabric. The granularfill should extend to within 2 feet of final grade, where it should be capped with compacted cohesive fill to reduce infiltration of surface water into the drain system. Responsive . Resourceful a Reliable 26 Geotechnical Engineering Report lrerrecon Eugene Temple • Springfield, Lane County, Oregon March 15, 2022 • Terracon Project No. 82225098 GeoReport, As an alternative to free -draining granular fill, a pre -fabricated drainage structure maybe used. A pre -fabricated drainage structure is a plastic drainage core or mesh which is covered with filter fabric to prevent soil intrusion, and is fastened to the wall prior to placing backfill. PAVEMENTS We understand the majority of the pavement onsite will be asphalt, however we anticipate bus parking areas, garbage and recycling areas, entry and exit areas and other areas where extensive wheel maneuvering are expected would be constructed with concrete pavements. However, we have provided recommended pavement sections for light duty and heavy duty for both asphalt and concrete pavements. We have characterized light-duty pavement areas as drive lanes and parking, and heavy-duty pavement areas as bus parking, entrance and exits, garbage/recycling and other areas where extensive wheel maneuvering are expected. General Pavement Comments Pavement designs are provided for the traffic conditions and pavement life conditions as noted in Project Description and in the following sections of this report. A critical aspect of pavement performance is site preparation. Pavement designs noted in this section must be applied to the site which has been prepared as recommended in the Earthwork section. Pavement Design Parameters Design of Asphaltic Concrete (AC) pavements are based on the procedures outlined in the National Asphalt Pavement Association (NAPA) Information Series 109 (IS -109). Design of Responsive . Resourceful . Reliable 27 Slope to drain away from building Layer of cohesive fit Foundatlonwall 9ackfll (see report requirements) Freearaining graded granularflter material or non,raded fine -draining material encapsulated in \ an appropriate fiber `� Native, undisturbed fabric (see report) soil or engineered fill i'fFl� perfoIl pipe (Rigid PVC unless dated of unless dated otherwise in report) As an alternative to free -draining granular fill, a pre -fabricated drainage structure maybe used. A pre -fabricated drainage structure is a plastic drainage core or mesh which is covered with filter fabric to prevent soil intrusion, and is fastened to the wall prior to placing backfill. PAVEMENTS We understand the majority of the pavement onsite will be asphalt, however we anticipate bus parking areas, garbage and recycling areas, entry and exit areas and other areas where extensive wheel maneuvering are expected would be constructed with concrete pavements. However, we have provided recommended pavement sections for light duty and heavy duty for both asphalt and concrete pavements. We have characterized light-duty pavement areas as drive lanes and parking, and heavy-duty pavement areas as bus parking, entrance and exits, garbage/recycling and other areas where extensive wheel maneuvering are expected. General Pavement Comments Pavement designs are provided for the traffic conditions and pavement life conditions as noted in Project Description and in the following sections of this report. A critical aspect of pavement performance is site preparation. Pavement designs noted in this section must be applied to the site which has been prepared as recommended in the Earthwork section. Pavement Design Parameters Design of Asphaltic Concrete (AC) pavements are based on the procedures outlined in the National Asphalt Pavement Association (NAPA) Information Series 109 (IS -109). Design of Responsive . Resourceful . Reliable 27 Geotechnical Engineering Report l�orlracon Eugene Temple • Springfield, Lane County, Oregon — March 15, 2022 . Terracon Project No. 82225098 GeoReport Portland Cement Concrete (PCC) pavements are based upon American Concrete Institute (ACI) 330; Guide for Design and Construction of Concrete Parking Lots. Based on our laboratory California Bearing Ratio (CBR) tests a subgrade CBR of 6 was used for the property AC pavement designs. A modulus of subgrade reaction of 150 pci was used for the property for the PCC pavement designs. A modulus of rupture of 580 psi was used for pavement concrete. Pavement Section Thicknesses The following table provides options for AC and PCC Sections: Asphaltic Concrete Design Thickness (inches) Layer --- Light Duly' T— Heavy Duly z AC Aggregate Base (CAB) 1. Light Duty pavements designed based on 40,000 ESALs. 2. Heavy Duty pavements designed based on 85,000 ESALs. 3. Although a separation geotextile is not needed for pavement structural support it can be utilized at the base of the Aggregate Base (CAB), atop compacted subgrade soils, to provide long tens protection of fine migration from the subgrade soils into the Aggregate Base. Portland Cement Concrete Design Thickness (inches) Light Duty' Heavy Duty PCC Aggregate Base (CAB) 1. Light Duty pavements designed based on 44,000 ESALs. 2. Heavy Duty pavements designed based on 100,000 ESALs. 3. Although a separation geotextile is not needed for pavement structural support it can be utilized at the base of the Aggregate Base (CAB), atop compacted subgrade soils, to provide long term protection of fine migration from the subgrade soils into the Aggregate Base. We recommend Portland cement concrete (PCC) pavements be utilized in entrance and exit sections, dumpster pads, loading dock areas, or other areas where extensive wheel maneuvering are expected. The dumpster pad should be large enough to support the wheels of the truck which Responsive m Resourceful • Reliable 28 Geotechnical Engineering Report lrerracon Eugene Temple • Springfield, Lane County, Oregon 6eoReport March 15, 2022 . Terracon Project No. 82225098 will bear the load of the dumpster. Although not required for structural support, the base course layer is recommended to help reduce potential for slab curl, shrinkage cracking, and subgrade ,.pumping' through joints. Proper joint spacing will also be required to prevent excessive slab curling and shrinkage cracking. All joints should be sealed to prevent entry of foreign material and dowelled where necessary for load transfer. Portland cement concrete should be designed with proper air -entrainment and have a minimum compressive strength of 4,000 psi after 28 days of laboratory curing. Adequate reinforcement and number of longitudinal and transverse control joints should be placed in the rigid pavement in accordance with ACI requirements. The joints should be sealed as soon as possible (in accordance with sealant manufacturer's instructions) to minimize infiltration of water into the soil. Pavement Drainage Pavements should be sloped to provide rapid drainage of surface water. Water allowed to pond on or adjacent to the pavements could saturate the subgrade and contribute to premature pavement deterioration. In addition, the pavement subgrade should be graded to provide positive drainage within the granular base section. Appropriate sub -drainage or connection to a suitable daylight outlet should be provided to remove water from the granular subbase. Based on the possibility of shallow and/or perched groundwater, we recommend installing a pavement subdrain system to control groundwater, improve stability, and improve long-term pavement performance. Pavement Maintenance The pavement sections represent minimum recommended thicknesses and, as such, periodic maintenance should be anticipated. Therefore, preventive maintenance should be planned and provided for through an on-going pavement management program. Maintenance activities are intended to slow the rate of pavement deterioration and to preserve the pavement investment. Maintenance consists of both localized maintenance (e.g., crack and joint sealing and patching) and global maintenance (e.g., surface sealing). Preventive maintenance is usually the priority when implementing a pavement maintenance program. Additional engineering observation is recommended to determine the type and extent of a cost-effective program. Even with periodic maintenance, some movements and related cracking may still occurand repairs may be required. Pavement performance is affected by its surroundings. In addition to providing preventive maintenance, the civil engineer should considerthe following recommendations in the design and layout of pavements: . Final grade adjacent to paved areas should slope down from the edges at a minimum 2%. . Subgrade and pavement surfaces should have a minimum 2% slope to promote proper surface drainage. Responsive . Resourceful • Reliable 29 Geotechnical Engineering Report lrerracon_ Eugene Temple . Springfield, Lane County, Oregon March 15, 2022 . Terracon Project No. 82225098 GeoReport. . Install below pavement drainage systems surrounding areas anticipated for frequent wetting. . Install joint sealant and seal cracks immediately. . Seal all landscaped areas in or adjacent to pavements to reduce moisture migration to subgrade soils. . Place compacted, low permeability backfill against the exterior side of curb and gutter. . Place curb, gutter and/or sidewalk directly on clay subgrade soils rather than on unbound granular base course materials. STORMWATER MANAGEMENT The infiltration test in explorations IT -1, IT -2 and IT -2A were performed using the encased falling head method using a 6 -inch inside diameter PVC pipe. We conducted the test in general accordance with the EPA falling head method by first performing a minimum soaking period of 4 hours. However, if two consecutive 12 -inches of water head infiltrate in under 10 minutes then we forewent the soaking period (Test IT -1 and IT -2A). At the end of the soaking period we utilized 6 - inches of water head to record infiltration rate in approximate 10 -minute increments until a relatively steady infiltration rate was observed, as provided on the table below. The table below summarizes the infiltration test data and provides our recommended minimum correction factor based on the test method. Approximate Measuretl Exploration ID Exploration Test Depth p Soil Type Infiltration Rate ! Elevation ft Below Grade (ft) inlhr Poorly Graded IT -1 433 5 Gravel with Silt 36.0 and Sand Poorly Graded IT -2 432 5 Gravel with Silt 5.0 and Sand Poorly Graded IT -2A 432 4 Gravel with Silt, 1300.0 Sand and Cobbles 1. Recommended minimum correction factor of 2 !s based on anticipated ambiguities and the long-term system degradation due to siltation, biofouling, crusting or other factors. 2. Infiltration testing at IT -2 was reran due to suspect readings and results. IT -2A was conducted approximately 10 feel northeast of IT -2. The variance in results between IT -2 and IT -2A is likely due to the presence of cobbles at the base of infiltration pipe. Based on our field test results, we recommend using the measured rates expressed above for the slormwater facility. The measured rates should be reduced with the code prescribed correction factors. The long-term infiltration rates will depend on many factors, and can be reduced if the following conditions are present: Responsive . Resourceful . Reliable 30 Geotechnical Engineering Report lrerracon Eugene Temple . Springfield, Lane County, Oregon March 15, 2022 • Terraccn Project No. 82225098 GeoReport. ■ Variability of site soils, ■ Fine layering of soils, or ■ Maintenance and pre-treatment of the influent Subsurface Variations Variations in subsurface conditions and the presence of fine layering can affect the infiltration rate of the receptor soils. Variable fines contents were noted in the near surface sand soils. These mixtures can impede vertical infiltration of stormwater. Due to the low in situ infiltration rates of near surface soils, we recommend the design and construction of an infiltration facility large enough to facilitate the appropriate average design rainfall event. Construction Considerations The infiltration rate of the receptor soils will be reduced in the event that fine sediment or organic materials are allowed to accumulate on the exposed soil surface. Use of an infiltration facility as a temporary construction phase sedimentation pond is not recommended. If site conditions are such that this cannot be avoided, it will likely be necessary to excavate the soils below the infiltration facility bottom that have been contaminated with sediment, organic materials, or other deleterious materials that may reduce the permeability of the receptor soils, prior to operation of the facility for infiltration purposes. Additional field infiltration testing may be necessary in order to verify that the restoration activity has been successful and that the infiltration rate of the receptor soils is consistent with that considered in the design. Operation of heavy equipment may density the receptor soils below the infiltration facility. The soils exposed in the bottom of the infiltration facility should not be compacted. It may be necessary to scarify the infiltration facility subgrade to facilitate infiltration. Maintenance of Facilities Satisfactory long-term performance of an infiltration facility will require some degree of maintenance. Accumulations of sediment, organic materials, or other material that serves to mask the receptor soils or reduce their permeability should be removed on a regular basis. As part of the maintenance program, the contractor should be required to dispose of the fines at an approved facility in accordance with applicable regulation. GENERAL COMMENTS Our analysis and opinions are based upon our understanding of the project, the geotechnical conditions in the area, and the data obtained from our site exploration. Natural variations will occur Responsive . Resourceful . Reliable 31 Geotechnical Engineering Report lrerracon Eugene Temple x Springfield, Lane County, Oregon •- March 15, 2022 • Terracon Project No. 82225098 GeoReport. between exploration point locations or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. Terracon should be retained as the Geotechnical Engineer, where noted in this report, to provide observation and testing services during pertinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations. Our Scope of Services does not include either specifically or by implication any environmental or biological (e.g., 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, other studies should be undertaken. Our services and any correspondence or collaboration through this system are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices with no third -party beneficiaries intended. Any third -party access to services or correspondence is solely for information purposes to support the services provided by Terracon to our client. Reliance upon the services and any work product is limited to our client, and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made. Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly impact excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for specific purposes to obtain the specific level of detail necessary for costing. Site safety, and cost estimating including, excavation support, and dewatering requirements/design are the responsibility of others. If changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing. Responsive w Resourceful . Reliable 32 FIGURES Contents: GeoModel Responsive Resourceful Reliable GEOMODEL Eugene Temple r Springfield, OR Terraces Project No. 82215098 430 .......... I General Description ................ Topsoil ........ 2 TOPSOIIJFILL Poorly -Gmtletl Grovel vmh SiX antl Sang angular FII - - gloa I , medium dense to dense 2 FINE-GRAINED '.°y&105.. Silt Gravelmcded with ALLUVIUM 4 —= COARSE-GRAINED aa_. 8 ALLUVIUM grained, mundad brown, moist mediumdensetovery ... �. ... Y _..... .. 3. a 2. 425 ........... . TP ffi102 _.. a ° TPW2 ® �Np3105 TP -101 TP -104 TP -103 420 ....�1 "2: jjg' Jolla1106 J ... ° s 5 & 415 ......... .. _........ 3as as ...__ .......... 3 � 410 z o 0 405 h1..3 30 .9 Id 06f W 395 ..__._ .. _......_ .. ........ 390 ... _.. ......................_ ... . This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for mare detailed conditions. Model Layer; Layer Neme I General Description � � Topsoil 1%rracon GeoGeo p S 101 TOPSOIIJFILL Poorly -Gmtletl Grovel vmh SiX antl Sang angular FII - ® Sill vnth Gravel gloa I , medium dense to dense 2 FINE-GRAINED '.°y&105.. Silt Gravelmcded with ALLUVIUM finemedium grained brown, very salt to it area —= COARSE-GRAINED aa_. 8 ALLUVIUM grained, mundad brown, moist mediumdensetovery ... �. ... _..... 3 e es 2. 545 . TP ffi102 _... .. a ° TPW2 ® �Np3105 TP108 "2: 2 s 3 ...__ .......... 3 � o 0 30 .9 Id 06f 41A This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for mare detailed conditions. Model Layer; Layer Neme I General Description � � Topsoil Topsoil- fineyrainscirri, maistmed'mmetin 1 TOPSOIIJFILL Poorly -Gmtletl Grovel vmh SiX antl Sang angular FII - ® Sill vnth Gravel Poorly raded Sand I , medium dense to dense 2 FINE-GRAINED Si1hMh Sand; Pood,Graded Sand ratio Sit: Silly Sand: Silt Gravelmcded with ALLUVIUM finemedium grained brown, very salt to it area —= COARSE-GRAINED PootlY-Gadetl Gravelv&b SiXand 5a no fine to cards, 8 ALLUVIUM grained, mundad brown, moist mediumdensetovery ___ dense Y First Water Observation Groundwater levels are temporal. The levels shrove are representative of the date and time of our eeploration. Significard changes are passible ever time. Water levels shown areas measured during anchor after drilling. In some rases, boring advancement methods mask the prssencatahsenc , of groundwater. See individual logs for details. NOTES: Layering shove on this figure has been devaopad by therns as nbriicall engineer fer purposes of modeling the subsurface wnditi required fir the subsequent geotechnical engineering for this hoped, Numbers adjacent to it columnindicete depth below ground surface. LEGEND Topsoil ®Fill Silt rlyyraded Sand with ©a Grevelgraded Sand with 10ISiltvith Sand ® Sill vnth Gravel Poorly raded Sand Ngraded Gravel veto ® Olsy Silty Sand EjSoordly9mded Gravel vnlh PrerSiltand Srapecl and Gravel with Silt Gravelmcded with Y First Water Observation Groundwater levels are temporal. The levels shrove are representative of the date and time of our eeploration. Significard changes are passible ever time. Water levels shown areas measured during anchor after drilling. In some rases, boring advancement methods mask the prssencatahsenc , of groundwater. See individual logs for details. NOTES: Layering shove on this figure has been devaopad by therns as nbriicall engineer fer purposes of modeling the subsurface wnditi required fir the subsequent geotechnical engineering for this hoped, Numbers adjacent to it columnindicete depth below ground surface. ATTACHMENTS Responsive Resourceful Reliable PHOTOGRAPHY LOG Eugene Temple • 300 International Way Springfield, OR 1 r�rracon Date Pictures Taken: December 8, 2021 n Terracon Project No. 82215098 Southern half of temple building pad, looking south towards B-105 Temple building pad, looking east towards B-104 Responsive n Resourceful • Reliable PHOTOGRAPHY LOG Eugene Temple a 300 International Way Springfield, OR l��rracon Date Pictures Taken: December 8, 2021 a Terracon Project No. 82215098 .sn� Y - Western half of temple building pad, looking west towards B-103 Western half of temple building pad, looking west-southwest towards B-102 after piezometer installation Responsive • Resourceful • Reliable PHOTOGRAPHY LOG Eugene Temple . 300 International Way Springfield, OR l��rracon Date Pictures Taken: December 8, 2021 . Terracon Project No. 82215098 Temple building pad, looking west Responsive • Resourceful. Reliable Geotechnical Engineering Report Eugene Temple . Springfield, Lane County, Oregon March 15, 2022 • Terracon Project No. 82225098 EXPLORATION AND TESTING PROCEDURES 2021 Field Exploration 1%rraccin GeoReport ` ration bepth eet) 44.0895°N 123.0323°W B-101 Drilled Baring 40.9 B-102 Drilled Baring 50.8 44.0894°N 123.0325°W B -102A Drilled Boring 29 44.0894°N 123.0326°W B-103 Drilled Baring 31.5 44.0893°N 123.0326°W B-104 Drilled Boring 30.9 44.0893ON 123.0320°W B-105 Drilled Boring 41.4 44.0890°N 123.0323°W IT -1 Drilled Boring 6.5 44.0897°N 123.0307°W IT -2 Drilled Boring 6.5 44.0899°N 123.0328'W IT -2A Drilled Baring 5.5 44.0899°N 123.0327°W TP -101 Test Pit 5 44.0898ON 123.0334°W TP -102 Test Pit 5 44.0896°N 123.0317°W TP -103 Test Pit 5 44.0896°N 123.0330°W TP -104 Test Pit 5 44.0891°N 123.0333'W TP -105 Test Pit 5 44.0891°N 123.0316°W TP -106 Test Pit 5 44.0888°N 123.0329'W TP -107 Test Pit 5 44.0888"N 123.0323°W TP -108 Test Pit 5 44.0886"N 123.0315°W 2020 Field Exploration Exploration Number ploration Depth Location Exploration.T (feet) ude Lo Drilled Boring 30.12 44.08930°N 123.0323°W B-1 B-2 Drilled Boring 26.5 44.08931°N 123.0313°W B-3 Drilled Boring 26.5 44.0887°N 123.0322°W TP -1 Test Pit 6 44.0899'N 123.0332°W TP -2 Test Pit 15 44.0899"N 123.0323°W TP -3 Test Pit 12 44.0899"N 123.0312°W Responsive Resourceful Reliable EXPLORATION AND TESTING PROCEDURES 1 of Geotechnical Engineering Repoli lrerracon Eugene Temple ■ Springfield, Lane County, Oregon March 15, 2022 • Terracon Project No. 82225098 GeoReport TP -4 Exploration Type Test Pit Exploration Depth (feet) 8 - ion 44.0899°N 123.0302°W TP -5 Test Pit 10 44.0894°N 123.0332'W TP -6 Test Pit 15 44.0893°N 123.0300°W TP -7 Test Pit 15 44.0887'N 123.0334°W TP -8 Test Pit 15 44.0887°N 123.0312°W Exploration Layout and Elevations: Unless otherwise noted, Terracon personnel provided the exploration layout. Coordinates were obtained with a handheld GPS unit (estimated horizontal accuracy of about ±10 feet) and approximate elevations were obtained by interpolation from Google Earth Pro. If elevations and a more precise exploration layout are desired, we recommend explorations be surveyed following completion of fieldwork. Subsurface Exploration Procedures: We advanced soil borings with a track -mounted sonic drill rig using barrels. Previous borings were advanced using a truck -mounted hollow stem auger drill rig. Four samples were obtained in the upper 10 feet of each boring and at intervals of 5 feet thereafter. Soil sampling was performed using thin-wall tube and/or split -barrel sampling procedures. In the thin-walled tube sampling procedure, a thin-walled, seamless steel tube with a sharp cutting edge is pushed hydraulically into the soil to obtain a relatively undisturbed sample. In the split barrel sampling procedure, a standard 2 -inch outer diameter split barrel sampling spoon is driven into the ground by a 140 -pound automatic hammer falling a distance of 30 inches. The number of blows required to advance the sampling spoon the last 12 inches of a normal 18 - inch penetration is recorded as the Standard Penetration Test (SPT) resistance value. The SPT resistance values, also referred to as N -values, are indicated on the boring logs at the test depths. The samples were placed in appropriate containers, taken to our soil laboratory for testing, and classified by a geotechnical engineer. In addition, we observed and recorded groundwater levels during drilling and sampling. All explorations were supervised and logged by a field geologist or engineer who recorded field test data, classified soils, and collected the samples from the explorations. Our exploration team prepared field boring logs as part of standard drilling operations including sampling depths, penetration distances, and other relevant sampling information. Field logs include visual classifications of materials encountered during drilling, and our interpretation of subsurface conditions between samples. Final boring logs, prepared from field logs, represent the geotechnical engineers interpretation, and include modifications based on observations and laboratory tests. Test Pits Explorations: A field engineer logged test pits and collected representative soil (grab) samples. The test pits were completed up to the depths described above. The test pits were Responsive Resourceful Reliable EXPLORATION AND TESTING PROCEDURES 2 of Geotechnical Engineering Report lrarracon Eugene Temple • Springfield, Lane County, Oregon - March 15, 2022 • Terracon Project No. 82225098 GeoReport excavated using a tracked excavator under subcontract to our firm. The test pits areas were backfilled with the excavated materials and tamped with the backhoe bucket as it was placed. Data Logging: All explorations were supervised and logged by a field engineer or geologist who record field test data, classified soils, and collected the samples from the explorations. Our exploration team prepared field boring logs as part of standard drilling operations including sampling depths, penetration distances, and other relevant sampling information. Field logs include visual classifications of materials encountered during drilling, and our interpretation of subsurface conditions between samples. Final boring logs, prepared from field logs, represent the geotechnical engineer's interpretation, and include modifications based on observations and laboratory tests. Vibrating Wire Piezometer: We installed one vibrating wire piezometer (VWP) in boring B-102 on December 8, 2021 and B-1 02A on February 11, 2022. The VWP at B-102 was installed at a depth of approximately 8 feet below the ground surface (bgs), at the proposed base of the basement elevation. The VWP at B-1 02A was installed at a depth of approximately 27 feet bgs. This depth was determined by the field professional following completion of drilling. During installation, low -permeability grout was extended from bottom of the exploration to about 1 -foot below the ground surface. During installation, the VWP was taped to a one -inch diameter PVC pipe with the pressure sensor facing upwards. The VWP cable was taped to the PVC pipe on approximate 3 -foot intervals as it was lowered into the boring. Once the VWP was at the target depth, a low permeability grout was introduced to seal the exploration and allow the mini data logger to record changes in the vibrating wire frequency, and thus changes in pressure. The VWP wire was connected to a mini data logger housed within a steel, flush -mount wellhead. The mini data logger at B-102 was set to record vibrating wire readings every 4 hours, starting December 22, 2021 at 10:OOAM, while the mini logger at B -102A was set to record every 4 hours, starting February 11, 2022 at 4:0OPM. Completion of the VWP is summarized in the following table: B-102 Summary permeability rout 50 PSI Grout for Medium to Hard Soils 30 -gallon 1 to 50'/, Low P ty 9 %nr.,+, , on lk 0.. I A re. ,f Responsive Resourceful Reliable EXPLORATION AND TESTING PROCEDURES 3 of Geotechnical Engineering Report lrerracon Eugene Temple • Springfield, Lane County, Oregon March 15, 2022 a Terracon Project No. 82225098 GeoReport B -102A Summary h ' t Descriptio 0 Steel, flush -mount Approximate 8 -inch diameter and 18 -inches tall wellhead 0 to 1 Void (open space) 1 to 5 Bentonite chi 27 VWP piezometer Geokon 45005-350KPA(51 psi) installation 5 to 29 Low permeability grout 50 PSI Grout for Medium to Hard Soils 30 -gallon Water / 94 Ib. Portland Cement Property Disturbance: We backfilled borings according to local jurisdiction requirements after completion of each exploration and test pits were loosely backfilled with cuttings. Our services did not include repair of the site beyond backfilling our boreholes and test pits. Excess auger cuttings were dispersed in the general vicinity of each borehole. Since backfill material often settles below the surface after a period, we recommend explorations be checked periodically and additional backfill added, if necessary. Geophysical Testing: As requested, geophysical testing was performed at one location representative of the subsurface conditions encountered at the project site. Terracon used a seismic refraction system (SRS) to collect seismic refraction data. The system consisted of a SeismicSource DAQLink III seismograph and a linear array of 24 geophones. The profile was collected using Multi -channel Analysis of Surface Waves (MASW). MASW is performed by recording surface waves generated by a vertical impact seismic source such as a sledge hammer striking an aluminum plate on the ground surface. The resulting seismic energy was also recorded using Vibrascope software. At each location, the shot point was at the end of the line because the 1 -Dimensional (1 D) models are defined as being beneath the center of the geophone array. The recorded data was processed using the computer program SurfSeis, published by the Kansas Geological Survey. This program extracts the fundamental -mode surface waves from the shot gathers to form dispersion curve(s). These curves are inverted and modeled to yield a 1D shear -wave velocity versus depth (profile) for the line, as shown on the MASW Results. Laboratory Testing The project engineer reviewed field data and assigns various laboratorytests to better understand the engineering properties of various soil strata. Procedural standards noted below are for reference to methodology in general. In some cases, local practices and professional judgement require method variations. Standards noted below include reference to other related standards. Such references are not necessarily applicable to describe the specific test performed. Responsive Resourceful Reliable EXPLORATION AND TESTING PROCEDURES 4 of Geotechnical Engineering Report Eugene Temple • Springfield, Lane County, Oregon March 15, 2022 • Terracon Project No. 82225098 lrerracon GeoReport • ASTM D2216 Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rack by Mass • ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils • ASTM D6913 Standard Test Methods for Particle -Size Distribution (Gradation) of Soils Using Sieve Analysis • ASTM D1883 Standard Test Method for California Bearing Ratio (CBR) of Laboratory - Compacted Soils The laboratory testing program included examination of soil samples by an engineer. Based on the material's texture and plasticity, we described and classified the soil samples in accordance with the Unified Soil Classification System. Responsive • Resourceful • Reliable EXPLORATION AND TESTING PROCEDURES 5 of SITE LOCATION AND EXPLORATION PLANS Contents: Site Location Plan Exploration Plan Fill Area Map Note: All attachments are one page unless noted above. Responsive a Resourceful a Reliable :z s Z K d O "Q o a LD c m U 6 J a . , Z d N O dN HN N � ~ c O m i m u m T �+J fig � may' l 0 FILL AREA MAP lrerracon Eugene Temple ■ Springfield, OR GeoReport March 15, 2022 • Terracon Project No. 82215098 DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS AERIAL PHOTOGRAPHY PROVIDED NOT INTENDED FOR CONSTRUc BOB PURPOSES BY MICROSOFT BING MAPS EXPLORATION RESULTS Contents: Boring Logs (B-101 through B-105, B-1 through B-3) Test Pit Logs (TP -101 through TP -108, TP -1 through TP -8) Infiltration Test Logs (IT -1, IT -2 and IT -2A) Shear Wave Velocity Profile from MASW Testing Atterberg Limits Results Grain Size Distribution Results (3 pages) Proctor Results (2 pages) CBR Results (2 pages) Responsive . Resourceful . Reliable BORING LOG NO. B-101 Pae 1 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter-Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR rc g J 0ne 0 _U_ LOCATION see Exploration Plan La.111. 7.0095°torgiuMe:-0230323° Surface Ele¢: 432 (PI DEPTH ELEVATION Tt �" 0 wQ El 3 m O ii ou W JCe N �� IT wrso 3z o LIMITSis r z is LL-PL-PI _' TOPSOIL OL fine gained, brown, moist, medium stiff 0-1-4 22.4 N=5 SILT WITH SAND fML1, tine grained, lowto medium plasticity, brown, X 17-16-17 oist, medium stiff 4.6 ®� $ POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GML fineN=33 to coarse gained, rounded, brawn, moist, medium dense to dense, tine 4.3 2-9-17 10 medium gained sand N=26 2-19-35 N=50 e, 010— very dense 5.6 —24--30 2-0 7.6 9 N=50 dense N 3N=32 N=32 Z4 a O e o� we[, medium dense to dense red brown brow 2 13-7-11 N=18 6.8 2 4-5-5 N=10 10.1 3X 28-25-21 7.6 N=46 Q aa. 0 39 3 s90 p00RLY GRADED SAND HATH GRAVEL fSP1. fine to coarse ses 8-7-9 18.4 wined, roundetl, bawn, wet, medium dense N=16 e Qo POORLY GRADED GRAVEL WITH SAND (GPI fine to coarse oOD grained, rounded, brawn gray, wet, very dense, medium grained sand a9.ti 3s1.5 4 22-5011" 11.3 Boring Terminated at 40.8 Feet Slmencabon Imes area,prozmate.IrvsiW, the transition may be gre0ual. Hammer Type: Automatic Advancement Method: Sonic Sea 6ploralion and Testing Procedures for a description of field and (persons, procedures Niles: uaad ane additional dale (If em)- Sea Supporting Information for explanation of Abandonment MetMtl: symbols and abbreviations. Boring exeddiled win bentonite dhips upan wmpledon. Elevations were interpolatetl from Gaosle Each WATER LEVEL OBSERVATIONS l��rraeon eoro bbers:l 72021 -bring Completed: 12-072021 Afcompletionofdriffing oml Rig: ceoprobo 015aLs Orme, Joe Q westem Slates 700 NE 55M Ave Probst OR Project No.: 82215098 PIEZOMETER LOG NO. B-102 Pae 1 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter-Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR rc g To o 0 oU `p U, LOCATION See Exploration Plan LatlWde: 44.0894° Lon9¢ude:-123.0325° Surtace Elev.:4331Ft) DEPTH ELEVATION Wit To m pm F w Sar O to w N Oy LL ¢Z 3 O ATfERBERf. LIMITS w O LL-PL-PI (11LTOPSOIL OL fine grained, brown, moist, medium stiff 1-5-3 21.6 3,: N=8 SAND WITH SILT (i fine grained, brown, moist, very soft 21.6 0-0-1 4.5 426.5 N=1 POORLY GRADED GRAVEL WITH SILT AND SAND 41`42110 fine to coarse grained, munded, brown, moist, dense to very dense, fine to1. coarse grained sand, 2 in nominal max gravel size 5 47 12-28-27 N=55 3.3 6-14-18 N=32 23-38-28 N=C6 Q 10— 4.5 NP 14 ter✓ 1 16-22-25 6.4 N=47 o' 6 - medium dense, less silty 2 5-8-3 15.7 e N=11 loose 2 3-2-3 N=5 3 ° - dense 3 9NEU 11.2 N=44 pO medium tlense 3 7-7-7 19.1 0 N=14 0 - very dense 4 42-32-34 13.3 N=66 tlense 4 7-21-18 182 ®O A500 N=39 383 POORLY GRADED GRAVEL WITH CLAY IGP-GCI. fine to coarse grained, rounded, brawn gray, wet, very dense, 2 in nominal max gravel $ 4456/3" 13S ize Boding Terminated at 50.8 Feet St2tlfsaticn lines are approximate. ln-situ, ga, transition may be gradual. Hammer Type: Automatic Advancement Method Sonic See E ylOraOan and Testing Pmcetlu2s hra description of field aM laboattry procedures used and atltlirmot ma (if arty) Notes: Mapping opplole wlmpleml dept Ap ln9alledit8 feet 5gs and dogroNed full depth vntli bentonite grout Sao Supposing Information fare plere[ion Of AheAMew: symbols and abbreviations. Sound ba coding ckfilleddwgM1 cemen4bentoni@gmu[ upon omplebon. Elevationswere lr,lerpolatetl Tom Google Earth Pon WATER LEVEL OBSERVATIONS 1 rerrac0l retire Starodr120e-2021 eon ngcompleted:0321v2021 Waterleval not determined DnII Rig: Gecpmbe 81 SOLS Duller. Jwe®Wg@m States I 700 HE 55th Ave Poulland, OR Project Na'. 82215090 PIEZOMETER LOG NO. B -102A Pae t of PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter -Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR a' U' LOCATION see Erplomaon elan " m — TTERBEPG LUFS de ed i 4 >o - S B_ La4luae: 64.8894°Longitude:- 1L3.OSts° �Q w furdi r wz Ue wwp.p. w PL -PI se O Suface Plus. : 433 (Ft) 3m N gum I ed DEPTH ELEVATION FL O TOPSOIL OL fine grained, brawn, moist, medium stiff z SANDYSILT AL brown, soft POORLY GRADED SANO WITH SILT (SPSM7. fine greinetl, brawn, d5 moist, loose azar 5 POORLY GRADED GRAVEL WITH SILT AND SAND fGP-GMI, fine - to coarse grained, rounded, brown, moist, dense to very, dense, fine to coarse grained sand, 2 in nominal max gravel size 10— 3 emedium tlense, less silty 2 Ifloose 2 29.0 g4 Boring Terminated at A Feet Stmlifcaren lines are appreimate.ln-situ. the transition may be gradual. Hammer Type: Athematic Advancement Mered. See Exploration art Testing Procedures for a Norex: dead description of field and laboramry pmceaures suffered vnre pie mmeter tip'mstaln al2]est bgs and reed antl addi[ianal d. Qi ani horehole gmutetl NII tleplM1 wilM1 benbni@ graN Sea Supposing Infonnaaon for e.plaration N Abandonment Me1M1 symbols and abbreNabons. aomg Wckfill x0M1 bentonite Grips fipm 1 [0 5 feet helam the ground surface. Below P5 evylo2ti0n was Elevations were lnleryalatetl men Google EaM WATER LEVEL SERVATIONS lrerracon eodng started: gz-n-zon sodne Compleiee: 02-n-2822 Wh;,add..;ng DnII Rig: Geoprobe 815gL5 Duller. Joe Q Western Stales 700 HE 55th Ave Portland, OR Pe pet No.: 8221509s BORING LOG NO. B-103 Pae 1 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter-Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR w U' LOCATION SaEopomesPlan ATTERBERG NITS ad ou o _ Letltuae: 44,.93- Lemalluld: -111g.d- W at a LU d N 3 z LL-PL-PI Z Sal Elev.'. 433 (Ft) 3m at wp O da W tu DEPTH ELEVATION t TOPSOIL OL fne grained, brown, moist, soft 0-2-3 24.0 3 r'�I N=5 POORLY GRADED SAND WITH SILT (SP-SMI. fine grained, low to shaltmetlium 30 430 plasticity, brown, moist, loose 3-7-12 ti POORLY GRADED GRAVEL WITH SILT AND SAND !GP-GM1. fine as to coarse grained, rounded, brawn, moist, medium dense, fine to 5 4.g 8-17-20 N medium grained sand N=37 dense 4.5 4-22-25 N=47 very dense i 7.6 34-31-33 N=64 O t 25-34-5015" -7 wet a e' p medium dense 2 7-8-8 7.3 N=16 0 dense 2 14-20-25 12.6 1.1.5 N=45 3 15-17-12 N-29 13.3 medium dense 401.5 Boring Terminated at 31.5Feet Stratification lines are approumate.In.eft., the Immulan may be gradual. Hammer Type: Aubmalic Advancement Method See Exploration and Testing Procedures faa green Sonic eagerness of field and laboratory procedures used and additional data (if ml See Supporting Information for explanation of Abandonment Method: symbol and abb2Nallans. Boring recall wtb bentonite chips upon rempletion. Elevations %awa membered from beach, Earth Pro WATER LEVEL OBSERVATIONS Boring Clamed: tam-2021 re ng Completed: tem-2021 Gmumwafernotencwn(emd Irerraeon DnII Rig: Caddish. 815nLS Dalai Joe ®western 5latea 700 NE 55th Ave Pomland, OR Project No.: 82215090 lIW drilkrnotedeaveinal15.5fietbebw mundsurface BORING LOG NO. B-104 Pae 1 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter -Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR w g w 0 w G V a 1 LOCATION See Ewlomdon Plan lsiitude: 44.9i Longitude: -123.0320° Surface Elev.: 431 dr DEPTH ELEVATION fFl =a" W p 3 m V w J N 1- N G m e w i into Sin O ATfERBF_RG LIMMS to in z LL -PL -PI FILL- POORLY GRAD ED GRAVEL WITH SILT AND SAND I3P-GM1, 7-11-10 5.9 8 1 5 N=21 fine grained, angular, brown, moist, medium dense to dense "o d28 10.9 5-18-16 N=34 ° 51 D' CS POORLY GRADED GRAVEL WITH SAND (GPI fine to merge grained, rounded, brown gray, moist, tlense, fine to medium grained sand 4.3 13-18-19 N-37 17-30-31 N=61 ® .6' h very dense we[ 5.1 9J 183 N=8282 medium dense 15 5-5-7 15.1 N-12 o (]o Qb U` very dense 2 33-41-37 N=78 11.5 0 O „ne`I o' r � 2 3 --i-4-30 N-655 N=65 8.9 20-50/5" 7.1 Boring Terminated at 30.9 Feet S[retifcarian lines are appopmnd.ln-siW, the rotation may be guedual. Hammer Type: A.—I. Ativancement MetMd: Sonic See Exploration and Teslbi9 propose—fora description of field and laboratory procedures Notes: used and additional dare (If any). See Supported Information for explanation of Amara menr Metal symbols and abbreviations. Boring badrflled with bentonite chips upon completion. Elevations were inrerpolared for Gw910 Each WATER LEVEL OBSERVATIONS lrerracon 9odng started -.11-16-2021 Boring Complared: la 062021 Atcomple6onofdrillirrg DnII Rig: Geopmbe 8150LS Dnllec Jce � Weslem States 700 NE 55th Ave PamlenQ OR Protect No.: 82215098 BORING LOG NO. B-105 Pae 1 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter -Day Saints Salt Lake City, LIT SITE: 300 International Way Springfield, OR rc 0 LOCATION See Exploration Plan �h w ERB RG LIMITS o WliWdc 44.0890°Lorgilutle: -123.0323° Wo > W r FN wz _ an w Q r Wj I z p Fw �m ;z LL -PL -PI ,Kj Small Elev.: 431 IF LJ 3u� � O Di ELEVATION Pt. o W 11�TOPSOIL OL fine grained, brown, moist 0-1-7 26.0 N=8 SILTY SAND /SMI. fine grained, low plasticity, brown, moist, loose 2 0-2-2 29.4 45 e 5 N=4 3.6 one POORLY GRADEDGRAVELrawn SILT ANDSAND (Gine &15-18 to coarse grained, rounded, brown gray, moist, dense, tine to coarse to N=33 9-3350/6" oO _ ed 9e y 4.4 dense 10 - —TI -31 —11 6 4 oO N=52 .. 1 7-13-44 12 2 N=57 4� 2 17-4241 8.1 N=83 3 ® " 2 91 10.6 dense d3 N=39 - 3 15-21-23 15.3 N=44 medium dense 3 9-9-9 42.9 se N=18 'i 41A very dense 386.5 4 19-28-5015" 13.6 Boring Terminated at41.4 Feet Stratification lines are approxitrete. lel Ne transition may be gradual. Hammer Type: Automatic Adammoram Vaned See EWoration and Testing Procedures for a Notes: Sonic craniallon of field and lahoratpry proodal usetl and altlitimnal data (If airy). See Supporting lMn'manon for extremities of PbaMonment Method: sym Wla and abbreviations. Baring backfilled vnth bentonite deps upon cnrinstion. Elevatiore were iMerpoleal from C ,gle Earth WATER LEVEL OBSERVATIONS lferracon Bodrg Sanaa. 12-072021 bass completed 1a08S021 Atoompleflonofdalling Onll Rlg: Geoprabe 8150LS Onllac JaeQ Western Sales 700 NE 55th Ave PONard, OR Pmletl No: 82215090 BORING LOG NO. B-1 Pae 1 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter-Day Saints Salt Lake City, LIT SITE: 300 International Way Springfield, OR fir i g w o U_ ou LOCATION see Exploration Plan La[iWtle: d4.Ol Longitude. -123.01 Sumarb Elev: 433(FL) DEPTH ELEVATION IRA G O � o wE im O u to r� ° LLp — p'� wz 3 ATTERBEPG LIMITS a w PL-PI TOPSOIL OL Grass and rootlet zone - 6 inches 5-8-7 N=15 4.3 25 ' 2B SILTY SAND WITH GRAVEL ISM 11, fit In, a grained, rounded and 431 6-8-6 N=14 unbounded, light brown, damp, medium dense 5 2.6 1 POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GM) oO rounded and subrcunded, gray and brown, moist, medium dense dense 3.7 6-14-18 N=32 7 18-26-32 N=58 very dense 0 1 3.1 3.5 22-27-26 N=53 dense, sample wet at tip of sampler g 1 z 21-31-14 N=45 5.1 O wet, medium dense, increased sand content 2 6-8-13 9.6 N=21 0 Oro POORLY GRADED GRAVEL WITH SAND (GPI, trace silt, rounded, • i gray and brown, wet, medium dense, heaving sands were encountered 2 5-16-13 N=23 qg in the boring causing drilling/sampling to be difficult. t 301 403 ve dense 3 5811" ager use at J0. 12 hicat SOatificslim lines are appmwmale.lrRul the transition may be gradual. Hammer Type: Automatic Coultl not take call water level out,. due to rave m after removing M1ollow stem Advancement Method: See Exploration and Testing Procedures for a Not Hollowstema,ger description of raid and laboratory pmcetluble Load and adtlNonal data (If my). B exammenoted a. radiilled approdmately 10 feet drop of the original boring location to the same depth and reached See Supporting Information for separation of symbols and abbreWasside auger refusal approximately 30.1 feet Life. Abandonment Method: Boring batldlled sixth bentonite chips upon completion. Elevations were integplated from Google EanM1 WATER LEVEL OBSERVATIONS 1rerracon ]00 NE 55,M1 Ave Portland, OR Boring Staged: 0&29-2020 eonng Completed, 09-26-2020 NZ unit Rig:CME ]5 OIIIIec Wes[em States Onlling AhVill Af COII1pIBIiOn O(dlllhng tcom NZ debt Pmjevi No.: 82215098 BORING LOG NO. B-2 Pae 1 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter-Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR w O LOCATION See Exploration Plan am w ATTEReEaa LIMITS re an g �Q A wz U Latude:a4.a883°Longitude. -123.8313° al a.a. an W p y z or rL ¢m 3i PLPip surface Elev.: 431 (FL) 3o G LL a DEPTH ELEVATION F1. mor FILL-POOR GRADEDGRAVEL WITH SILTAND SAND angular, zo gray, damp very dense, gravels with sporadic blackberry 429 very 1 yeas, n brushes and dry grassy areas, nominal max size aggregate P' 2-3-10 14.8 50 FILL -SILTY SAND fine grained, brown, metal, medium dense a2s N=13 POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GMI 5 6.2 5-5-8 9 rounded and subrounded, groyand brown, medium dense N=13 oQ 33.5 9-6-7 N=13 very dense-19-41-50 10- 4.5 oON=91 3 �� '� wet, dense 12-16-15 10.4 9 Nl 2 114650/5" 8.9 very dense ® rounded gravels coming up from auger spoils 2&- 8-9-11 N=20 11.5 28.5 medium dense ag4.5 Rudag Terminated at 26.5 Feet SassaratianlInes are approvmaks. Insir Me transition more be greduel. Hammer Typo: Automatic Could not Use deal vreter level le sill due Is wve in atter re resirg hollow stem armare Advancemel1 Method See Exploration and Testing Procetlmms for a Nates: Holl—..War description dfield and tabs.., procedures road and additional data (If amyl. See Suppert'mg Information for explanation of Abardcnmeut rel symbols end Wmastations. Enron hackfil led with herearthe caps upon completion. Elevations Pear, l rouslate] from Goagle EaM WATER LEVEL OBSERVATIONS 1rerracon ]na NE th Ave (wring stated: e8-26-2020 boring Camplearr ga26 M2o XZ OMI Rig:GME ]5 nrillec Western Sm[es ntllirg At co pletiong At completion of drilling Four and OR Fmlecl No.: 82215888 BORING LOG NO. B-3 Pae 1 of 7 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of latter-Day Saints Salt Lake City, I SITE: 300 International Way Springfield, OR rc w do LOCATION see Explorelion Plan SurfaceElev.:433(F1JmOEPrH ELEVATIONTOPSOIL in' w0 6N=8 MRSERG LIMITS da LL-PL-PI OL Crass and rootlet zone - 6 inches 24.2 431 SILTY SAND ISM), fine graine, brown, moist, loose increased sand content12.8 26 2 132 18 r 25.5 POORLY GRADED GRAVEL WITH SILT AND SAND IGP-GM). 10-35-50W 7.9 rQ sobrounded, gray and brawn, moist, very dense 1 21-34-5013" 4.1 8 3.6 3 • -� medium dense 1 19-15-11 N=26 ].1 wet, dense 2 — 18-25-25 N=50 10.2 •4i 265 408.5 2 14-19-23 N-42 13.0 Boring Terminated at 26.5 rpt Smancalon ines are appmximale. main, Ne menslllon may be gradual. Hammer Typer Anil Advo ent Memed. sea Explo2lion and Tesling Pmcetluras far o Notes: Hollow sNm eager driaiplion of Meld dM laborebry procedures used are amironal dad (if any). see Soppemng loo m ition for eWlawuon of Abandonment Memod: symbms and aboorm na. 9odng backfilled arm cemmoile mlps upon complain, Elevations were IMeryalaletl more Gurgle EartM1 WATER LEVELOBSERVATIONS l��rracon 700 NE 55m Ave Portland, OR Boring Blamed: 10-f9-2020 Bourg Completed: 10-1&2020 - While sampling Deng Rig: CME 550 Dedfier western sales onlling � At completion of drilling PmjeRNi 82215099 TEST PIT LOG NO. TP-101 Pae t Df 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter-Day Sairits Salt Lake City, UT SITE: 300 International Way Springfield, OR See Ewloradon Plan ao w A EftB HG homead au JLOCATION _ aa X S _ Lanwtle: M.0808-Langitude--123.0334° E w¢ w in in ¢ ¢m ;z ILL -PIT aI Q surface Eli 431 (RJ 3maad <U O DEPTH ELEVATION Et. — TOPSOIL IOL), low plasticity, dark brown, moist, medium stiff, some rootlets 24.6 10 430 SILT WITH SAND IML), low plasticity, dark brown, moist, medium stiff f. 20 429 SILTY SAND (SM), tine grained, brown, moist, medium dense 7244 50 UM Test Pit Termimmend at 5 Feet Sandi lines are approximate. Imsitu the transition mey b, gradual. Advance meat Method Sao Eplloratier and Testing Procedures fora Notes: Bachtae with bullet dia.ption of had and laboratory preretlures USW and adtllbonal data (if atry7. S. forexganation of Abantlonment Mem— s ns ymbols and abbreviations. Test Pit backfilled with soil cuttings upon completion. Elevations were Interptlated ham Google Earth WATER LEVEL OBSERVATIONS lrerracon Test Pb Started: 12 W-2021 Teat Pit competed: 12.07-2021 GmunNvaternot encDunteratl Excavator case sea Sac+nao operawr Dart Pilcher 700 NE 550 Ave Penland, OR Project No.: 82215098 TEST PIT LOG NO. TP -102 Pae, of l PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter -Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR d' U' LOCATION Sea Exploration Plan -+m W "firs. LIMITS no Y g LL B — __ Latitude: "di Longitutle:-123.t131P € Wp Qw a m 3z LL -PL -PI U sc SudaceElev-433(FL) 3m Q O no G so DEPTH ELEVATION ITT. FILL -POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GMI, fine grained, 7.7 9 angular, gray, moist, medium dense to dense 1 ] 639.5 woven geotextile at 1 ]feet bgs SILT WITH GRAVEL (ML). low plasticity, brown, moist, medium stiff, 2 in max nominal 2 gravel size 3.6 636 5-211 POORLY GRADED GRAVEL WITH SAND AND COBBLES IGPI. rounded, brown to •i gray, moist, medium dense, 4 inch max nominal gravel and cobbles, Tine grained sand ®1i 3i n.e56 62g 5 5.9 Test Pit Terminated at 5 Feet Stratification lines are approdmate. Inaltu. the transition may be godual. Advancement MelhW: See Exploration and Tasting Proescures for a Notes 6ackboe with bucket desa don at Told and lahmatory proixod s used and additional data (If any). See Suppo,fing 6 h mmuen for explanation of symbols and abbreviations. Abandonment Mai Test Pit Incanted vdID soil cutlirgs upon mmplelion. Elevations were Inle,polated from Google EatlM1 WATER LEVEL OBSERVATIONS lrerracon Test Pit Stated 1207Pit completed: t 2-m -2021 Groundwater not encountered Exoavamr caaa sfio eankMa opaam, oat Fischer ]W NE IAe Tourist, OR Project No.: 62215698 TEST PIT LOG NO. TP -103 Pae t of t PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter -Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR sp See Exploration Plan w me nc LIMITS m JLOCATION = Wo a z g U 46 .0896° latiatle: Longi,We: -123.0330° w� de ren d- pp fil J 3 LL -PL -PI Z a 3uman Elev: 432(FL) p 3m p O in DEPTH ELEVATION n. TOPSOIL (OL), law plasticity, tlad<brown, moist, medium stiff, some rootlets 25.4 L 1.0431 SILTY SAND (SM). fine grained, brown, moist, medium Cause 2' '.:3.0 429 26.0 POORLY GRADED GRAVEL WITH SAND AND COBBLES (GPI, rounded, brown to gray, moist, loose, 4 inch max nominal gravel and cobbles, fine grained sand o :B' 3 �. m s's0 427 5 4.4 Test Ph Terminated at 5 Fee[ Stmtificsfion lines are appronmate. tial ane transition may be gradual. Advancement MelFgd See Explei and Testing Pincer— for a Nees: Back es wNt biker description of field and IeMreary procedares used and additional data (If a,ry). See Suppating Inrmma(on ror explanation or Abandonmentsedumd symbols antl abbraviafions. Test Rt baMfilled "id soli cfil upon template, Elevations were interyolated from Castle Earth WATER LEVEL OBSERVATIONS l rerracon Test Pit Started 14U7 2021 Groundwater not encountered Excaaeac Case 5e0 eackdoe 9EHI 700 NE 55M Ave PONand. OR Pri No.: 92215098 TEST PIT LOG NO. TP -104 Pae 1 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of latter -Day Saints Salt Lake City, I SITE: 300 International Way Springfield, OR to w LOCATION see ExplomaPlan � w AT G ❑mns. HUTS ,p > _ S — g _U_ ilutle:44.089P LongiWde: -123.0333° relate �o w wz J � W¢ J 4r 30 LL -PL -PI SuRece Elev: 432(Et) nt Q �O N in DEPTH ELEVATION Ft. TOPSOIL (OL1, low plasticity, dark brown, moist, medium stiff, some rootlets 25.8 L o 431 SILT WITH SAND (ML) law plasticity, dark brown, moist, medium stiff 2 0 SILTY SAND lSM). fine grained, brown, moist, medium tlense a.9 429 34.3 POORLY GRADED GRAVEL WITH SAND AND COBBLES (GPI, fine grained, ° l i 4 rounded, brown to gray, moist, medium dense, 4 inch max nominal gravel and cobbles, 1 flne grained sand 3 'ht) iliqp ° DSo 427 5 5.3 Test Pit Ternetna ed at 5 Feet smarnalion lines am appmdmate. ImsiW, the transition may be gradual. Advancement Denied. See Exploration and Testing Procedures for a Notes: 8ackbal wiN bucket description of field and laboratory pmcetlures ran] and additional data (Irany). Sce Suppordrg Inkyrraticn for ewllenaticn or Abandonment Mathi symbols and abbrobafions. Test Pit bacF9lled vnN soil cuttings upon rvmpletion. eevatipns were imemalatea from cooale Earth WATER LEVEL OBSERVATIONS lrerraeon Test Pit leaned: 12{17-2021 Tact Pit completed: 12-07-2021 Groundwater not encountered Emave[oc ('ase Sao BarkM1oe Ope2tor:Dan Flseber 700 NE 55th Ave Portland, OR Project No.: 82215998 TEST PIT LOG NO. TP-105 Pae 1 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter-Day Saints Salt Lake City, LIT SITE: 300 International Way Springfield, OR K [0LOCATION See Exploration Plan �mMM � an ATLEFuSi m <ww i in 10 an p — U La[tutle: 44.0881- Lomm. 123.0316' .aa, Q4 w rz n 3 LL-PL-PIin U Surface Find, 431 (Ft.) to<w Q O DEPTH ELEVATION IFU iO m FILL- POORLY GRADED GRAVEL WITH SILT AND SAND I431`41111. fine grained, 6.4 6 angular, gray, moist, medium dense W dense t 1 s woven geotexble at 1.7 feet bgs 429.5 POORLY GRADED SAND WITH SILT (SIP-SMI , fine trained, brown, moist, medium dense 1T2 11 2 -'. 0 421 ° POORLY GRADED GRAVEL WITH SAND AND COBBLES iGPl. rounded, bmwn to a gmy, moist, medium dense, 4 inch max nominal gravel and cobbles, fine grained sand i so AM 5 7.3 Test Pit Terminated at 5 Peet Stlalffoarion lines are appmximata. Insitu. Me transition may be gradual. Advancement Method See EVIoraGon and Tasting Proredums for a Notes: BackM1ce airF bucket description of field and 1ab02tory procedures used and additional data (if aryt. See SuppoN ny lnfonnaion forexplanation of Abandonment MerM1od: symbols aM abladan ions. Test Pit backfilled with son callings upon competed. Elevadons vane interyalated from Game Earn WATER LEVEL OBSERVATIONS lrerracon Teat Pit started: 14-01-2021 Test Pit Competent 1207-2021 Grcundwaternotencountemed Excavator. Case 580 Backhoe Operetoc Dan Esther 700 NE 55m Ave Portland OR Project ND.'. 82215096 TEST PIT LOG NO. TP -106 Pae t of t PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter -Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR w 0 LOCATION See Explrmtian Plan �N w ATTERBERG LIMITSin in g Q wz O Latitude:".0888°Longitude:-123.0329° w f u ww u aw 3z LL-PIL IF Z Sari Ede, 431 (Ft.) 3 m as O no m DEPTH ELEVATION Ft.1O TOPSOIL (01-1 low plasticity, dark brown, moist, medium Stiff, some rootlets 306 0.8 630 SILTY SAND ISM1, fine grained, brown, moist, medium dense 248 NP 34 29.9 2 4s 426.5 wn, moist, POORLY GRADED SAND WITH SILT !SP -SMI. fine grained, light bro4M 8.8 14 5.0 medium dense $ Test Pit Terminated at 5 Feet S refifiralion lines are approximate. IrFeii the transition may be gradual. Advancement MetMd: See Explanation and Testing Precedua for a NONs: 'ecNlwe with bucket description of field and laboratory procedures used and territorial data (It abi See Supponmg Wayfi nen for explanation of Abandonment MCOwd: symlwla and anhreridderi Test Pit heckfilled wih sol cuttings Poor oompletlan. Elevations were iMeryrlatetl fiem GOOg¢ EeM WATER LEVEL OBSERVATIONS Irerraeon Test Pit startedaal 72' igi Pit completed: 12-07-2021 Groundwater not encountered Emaramr: case sea aackhoe opeatrr: Dan Fischer 700 HE 55M Ave Portland. OR Pro(en No.: 82215098 TEST PIT LOG NO. TP -107 1 - Pace 1 of PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter -Day Saints Salt Lake City, LIT SITE: 300 International Way Springfield, OR o LOCATION see Exgoration Plan E G IT. T umlsdo = ,o >w S O_ Latitude: 44.0989°Longitude:-123adr23° LL �Q W w� ~ J a id a, a 3z LL -PL -PI u a Surface Elev.: 432 (R) 3 m S ¢ O u DEPTH ELEVATION flFtI = TOPSOIL (OLL low plasticity, dark brawn, moist, medium stiff, some rootlets " 28.5 f 0 B 4315 SILT WITH SAND fMLI, low plasticity, dark brown, moist, medium stiff 25 4295 SILTY SAND (SM), fine grained, brown, moist, medium dense 1 n20 sa 4a Test Pit Terminated at 5 Feet staeircation fines ars approamats. In-situ. ua tonaitien may be gradual. Advancement warned use, Exploration and Testing Propefures for a Mass: Backh—Atli booked dense ptian of field and laboratory procedures used and addbional data df any). See Supporting Information for explanation of Abandonment MetMd symbols and abbrovations. Test Pit backfilled with soil cuffings upon cwnpletion. Elevations wee rderpolarod Rom Google Earth WATER LEVEL OBSERVATIONS lrarracon Test Pb Started: l2-oz2nn Tesd Pit Competed: lam-zm1 Groundwater not encountered Ezcavatoc case s2o eacknoe oparemr: Dan Fisher 700 HE 55th Ave Portland, OR Projec[No.: 822151198 TEST PIT LOG NO. TP -108 Pae 1 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter -Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR rcG LOCATION See ExUffploation Plan pro w RBERG LIMfiB in in <11 w� wz — Lagtutla:44.6886°Longitude : 423.0315° he ly r u- w d 3R LL -PL -PI Surtaw Elev.: 432 (Fl.)3 m &1 La 0 DEPTH ELEVATION Ft TOPSOIL (01-1. in plasticity, dads bmwn, moist, medium stiff, some rootlets 256 1.0 431 SILTY SAND fSMIfne grained, brown, moist, medium dense 24.0 31 24.8 35 4.6 428 POORLY GRADED SAND (SP), fine grained, brown, moist, medium dense 18.6 s0 427 5 Test Pit Terminated at 5 Feet SVati!¢aren Baas are appropman, Inoilo, the umnsition may be gradual. Advancement Methal: Sea Eaploralion and Testing Procedures for a Notes: BackM1oe wi1M1 bucket description of red and laboratory procedures used add Methanol dale (if any) - see Supporting Informaton For aaplanated of Abandcament MetMd symbols and abb amnions. Test Pit backfilled with soil putrngs upon completion. E18116ons were Interpolated ham Google Earth WATER LEVEL OBSERVATIONS lrerracon Test Pit Started: 1-72021 Test/ Pit Compered: 12-07-2021 Groundwater not encountered Excavator Case 586 BackM1oe 0pe2loc Oan FiscM1er Me NE 55th Ave Portland, OR Pmjod No.: 82215698 TEST PIT LOG NO. TP-1 Pae 1 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter-Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR no LOCATION See Expipm191 Plan m n ATTERBERc LIMITS do J Q O Latiwde: 66.0889` Longitude: -1230332° �PC w rL e ww W 3� LL-PL-PI Surface Elev.: 432 (Ft) 3m < o rc O N DEPTH ELEVATION EL TOPSOIL (01-1. Grass and rootlet zone - 9 inches t rr'xan 0.8 431.5 SILTY SAND ISM1. with gravel, rounded and subrounded, brown, dry, loose to medium 0 tlense ss za o POORLY GRADED GRAVEL WITH SAND (GP7, trete silt, rounded, brown, dry, loose to medium tlense oO 5 V00 .8 60 6 Test Pit Terminated at 6 Feet SVadlcaM1on litres are approximate. In5ltp,thetmnslGonmaybegmdual. Hammer Type: ANomatic Advancement MastrG See Eryloration antl Tesl'mg P.,— Notes: E¢avafion de omiptipn of Geld and laborabry Moddures uaod and additional data (If ara) Soo Suprydirg Inhrmation for explanation of Abandonme d MCGbtl: symbols and abbreNatimis. Backfilled with anowted soil upon epmplation Eleni were interpolated from Gadja Path WATFR LEVEL OBSERVATIONS Test Pit Started. 10.152020 Test Pit Cortri 10- 15-2020 Grountlwaternsoreversored Irerraeon Exwvabc Ope2(o[Dan FiscM1er Excavalin 700 NE Or, Ave Porl OR Proleot No.: 82215098 �. G3vB in od th TEST PIT LOG NO. TP-2 Pae 1 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of latter-Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR rc m LOCATION see Explpredpn Plan �" a AT TIMES umns ,o S o wo ... ad _ U_ L@UWde:"0899-Langitatle:-023.0323' ¢r �rc 3i LL-PL-PI Surface Elev.: 431 (F1 0on 3 m N O DEPTH ELEVATION EL TOPSOIL OL ,Grass and rootlet and - 3 inches SILTY SAND —with gravel, rounded and subrounded, brown, moist to dry, loose to medium dense 23.5 40 %- moist 5 14.1 14 9 0 422 SILTY GRAVEL WITH SAND fGlift rounded, brown, dry, loose to medium dense 1 of o a oli Y(. 26 a1s t Test Pit Terminated at 15 Feet Stratification lines are appmdmare. loam, too transition may be 9rci Hammer Type: ANamak AEvancemeM Ma[hod See Exploration and Testing Procedures fora Notes: Excavation Eescnp[ion of field and common, procedures used and aaalfiaral bats (Parol. Soo suprwrlln9 lnronnabon for explanation or Mbals and abbreviations. Abandonmerrt Method: earkfilled with ettavated soil upon mmpin8on Elevnions were Imemalatea from coo9le Orion WATER LEVEL OBSERVATIONS lrerracan Ten Pt Smdeb. 10-1s2o2o rest PitcempleMd:t?15-2020 Groundwater not endounfered Excavator Drumm, Dan Raster Exavatin 700 NE 55h Ave Portland. OR p,md No.: 82215098 TEST PIT LOG NO. TP -3 Pae f of f PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter -Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR rc co LOCATION See Exploration Plan w w - ATfER9FAG LIMITS y w o — LL wit � g U Latitutle: 44.0899°LWtle: -1230312° angi my P tL w n d- rc> Un 3z LL -PL -PI U Surface Elev.: 433(F.)ad 3m N O DEPTH ELEVATION MIA0 WIM FILL - WELL GRADED GRAVEL WITH SAND (GW), fine to medium grained, subangular, yellowish brown, moist, medium dense 1 4.7 2 2.0 431 SILTY SAND (SM). trace gravel, rounded and subrounded, brawn, dry, loose to medium dense, gamodile encountered at 2 feet 15 22 0 2 5- 60 42] WELL GRADED GRAVEL WITH SAND (GM, trace silt, founded, brown, dry, loose to uq L> medium dense 3.8 0•: o A 0'• o�. o G 8 o�. o Z'i v 12.0 421 Test Pit Terminated at 12 Feet SI21ifiw1ion lines are approumats. InSiW, the transition may be g2tlual. Hammer Type: ANamatlo Adwfr eM Method Sae Erylmation and Lee, Procedures fore Nole, E.aavamn dowoiipnen of fiem antl labonotary proretlunas need and additional data (1rally). Sea Supporllne Information for 6`,Ianallon of Abandonment Mel symbols aM abbreviations. Backfilled with ettaysted-I nnan comnleuan Elevations were imissawleted ft. Google Earth WATER LEvEL B E T Teal Pit Slarled 1045-2020 T�[Pil Completed: m-15-2020 GmunArater notencoun/erect Irerracon Emavabc Operebo Oen Fischer Excaveti 700 NE Sun Ave POfleal OR Pmjecl No.: 82215098 Caveintle s, TEST PIT LOG NO. TP -4 Pae 1 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter -Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR w w LOCATION See Exploration Plan w -- ATIERBERG umns ,e an o a _ g U_ 1.1i d4.ae93°Longtime:-1230302° wo ¢wrz m ww 3adin PL -PI E e Sumace Elev.: 433 (F+.) im Oed ad O DEPTH ELEVATION Et FILL - WELL GRADED GRAVEL WITH SAND (GW1, fine to medium grained, subangular, yellowish brawn, moist, medium dense + 4,7 1 20 'mi POORLY GRADED GRAVEL WITH SAND (GP, trace silt, rounded, brown, dry, loose to medium dense, geoteatile encountered at 2 feet all .3 3 0�i •q oil. 8.0 425 Test Pit Terminated at 8 Feet St2brcetbn lines are appmtlmare. in -sit, tim monition may be 9dadeal. Hammer Type: Automatic Amvancemard deal See Exploration and Testing Pmcemurasrota Notes'. Excavation descriiAl tell and laboratory procedures nacl and additional data (if any). See Supporting lnrmmatlon for explanation of Abandanment Method. symbols aM abbreviations. BaURlled Ht In prese td soil upon impletion Elevations wereimerpolaea ham Google Earth WATER LEVEL OBSEWATIONS OBSERVATIONS lrarracon Teel Pit Slaved: 10-15-2020 Tesl Pit Completed: 10-15-2020 GraunoWater not encountered Emavator. Operzbr: Dan FiscM1er 6cavati 700M 551M1 Ave Potlland,OH Pmjecl N0.: 82215090 Caveinde a TEST PIT LOG NO. TP-5 Pae t or t PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter-Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR w O LOCATION sae Exploration Plan -gym gTTER9ERG LIMITS pa Lb _ LL g U_ La4WJe: 44.0894°LonBiWtle: -123.0332°lip Q is ww J Li 3z LL-PL-PI U sudapeDeu: aa2 (Pt) 3m oto DEPTH ELEVATION fFt O w 1 =. Is, TOPSOIL (01-1 Grass and rootlet no -6 inches 4315 SILTY SAND ISM). rounded and subreunded, brawn, dry, loose to medium dense 1.4 1.0 430 POORLY GRADED GRAi WITH SAND (GP), trace silt, rounded, brown, dry, loose to medium dense oO oO r* 5— &3 1 3 ®� d 0 a. e 10.0 422 IM Test Pit Terminated at 10 Feet Stratification lines are apprmrmate. lmsim, Me transition may be gra]ual. Hammer Type: Automatic Advancer tMethed: Sea Exploration Intl Testing Preceduree feta Notes: Excavation description of field alb laboratory procedures -ad and addNonal tlan,(It arry). See SuppaNng Information br explanation4 Abergonment Mai symi and ablarevatpns. Backfilled with excavated soil upon completion Elevation —is merpalated ham Google Earn Pen WATER EEL OBSERVATVol. Teat Pit$tadaB. 101520,20 Teat Pit Complated. 1015-2020 Gmunmvarernotanpnantared lrerraeon Emavato[ Opera(ar: Dan FlscM1er Excevalin 700 NE 55th Ave Portlanq OR Project Ne.: 82215098 jw Cams In da Th TEST PIT LOG NO. TP -6 Pae f of t PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter -Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR rc w LOCATION Sce Exploration Plan �N w ATTERBERO LIse MITSi in — — `5 _O Laritutle:4d.n393°La,gXutle: -123.0300° ep n cep d 3r LL -PL -PI of Eli Eley.: 430 T 3 m ne 0 de O as DEPTH ELEVATION t FILL - TOPSOIL IOL) Grass and rootlet zone - fi inches 0.5 42s 5 FILL -SANDY SILT IMLI, Vase gravel, fine grained, subangular, broom, dry, medium dense 15.3 58 30 42] SILTY SAND (SMIrounded and submunded, brown, dry, loose to medium dense, goetextile encountered at 3feet 2] 2 ' 145 4255 POORLY GRADED GRAVEL WITH SAND IGPL trace silt. rounded, brown, dry, loose to medium dense 5 so ite so some caving to a o t less silt content O- 15.0 415 .�. Test Pit Terminatetl of 15 Fee[ Stratirearion lines are appronmate. maid, Ibe Pareilion may be gradual, Hammer Type: Automatic Advancement oiltad See Exploration and Testing Pmwtlures fora Notes: Exeavaign description of gold and laboratory procedures used and additional data (if any), See Supporting information for explanation of Aberminmam MCNoe: aymWlsaMabbeewer ns, Backfill W wor excavated soil upon completion Elevations vrere interrelated from Goggle EartM1 WATER LEVEL OBSERVATIONS lrarraeon Teat Pit steneda0-153020 Test Pit Oo,npleadao-1s202o Groundwater not encounteretl Exrava(o[ Opemtoc .anFischer Euavatin 700 NE 55th Avc rated, OR Pepsi No: 82215099 TEST PIT LOG NO. TP-7 Pae 1 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter-Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR w 0 LOCATION See Explomtion Plan �m w ATTkIiBEpG IIMRS w y 5 — V um Ne: 44.088]°Lon-123.0334° quude: ab erwuypj _ J 3� LL-PL-FI p surtow Els..: 431 urt) 3m a o CEPTH ELEVATION Ft. o m TOPSOIL (OL1. Grass and mount zone - 6 inches 4303 SILTY SAND (SM), rounded and subrounded, brown, dry, loose to medium dense 15.7 24 5 0 42 POORLY GRADED GRAVEL WITH SAND IGP) trace silt, rounded, brown, dry, loose to medium dense 4.0 ilt ®® ® ' •' •l I5.0 15]-V water observed at base of excavation Test Pit Terminated at 15 Feet SVa118w11en lines ere approximate. I,niW, the transition may be status. Hammer Type: ANomatic Advancemesturrhad: Say Exploration and Teem, Procedures fora Name Ehicaureman deserpren of nate eM laboratory pmcedures used and additional data (If any). Say Suppmling lnfmmation for explanafienef Abandonment Member: symbols ane ab rmabt r s. Swelled with eseewded soil upen completion Elevations were Inlelpelaled from Gnryle EanF WATER LEVEL OBSERVATIONSTest lrerraeon pit starcee:lo-t5-2020 Teat Plt Completee: t 0.15-2020 � "is excavating Ezrasamr opsmWr: her l=ischerEmarVau 700 NE 55th Ave Portland. OR Prajec[No.: 822t5C90 TEST PIT LOG NO. TP -8 Pae 1 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter -Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR w G LOCATION See Etplpratipn Plan �ro w Al1ERBERG LIMITS ye g re 0 w �^ Fre _ _ Latitude: CA.Mi LoNflade:-123.0312° �Q w w d! 30 LL -PL -PI E re surface Eley.: 424 (Ft.) in I3v1 Q DEPTH ELEVATION IFLAG ro TOPSOIL (OLt Grass and rootlet zone - 6 inches 423.5 SILTY SAND (SM). rounded and subrounded, brovm, dry, loose to medium dense 13.8 2 '. S I 1 , 418 r� _ V POORLY GRADED GRAVEL WITH SAND IGPL trace silt, rounded, brown, tlry, loose to medium dense 3.6 I aO 3 d. ILpa' p� 135 4105 POORLY GRADED SAND WITH GRAVEL /i medium to course grained, rounded and submunded, brown, moist, dense 4.] 0 402 1 Test Pit Tennlnateli at 15 Feet shuffication lines are approzmale. In-situ, the deposition may be 9raaual. Hammer Type: Automatic Advancement MetMd: See Eaplc20on and Tend, Procedures for a Notes'. Excavation desorption of held are Iabarabry pro atones used and additional data (If any). see snppcdln9 lobrmadon for eaplonatlan of symbols and abbreviations. Abardoomend Method Backfilled all evavated soil upon wmplelion Elevaticw were Irticrpolaletl from Goal EaM WATER LEVEL 013SERVATIONS 1rerracon Test Pit Mored: to -152020 Test Pit Completed: 10-15-2020 Groundwater not encountered Exrayamc operetpr. Dun Fischer Excayatin 700 NE SSN Ave Porlan40R Pmlecd No.: 82415098 BORING LOG NO. IT -1 Pae 1 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter -Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR w m LOCATION see Exphpratlon Plan ad to w a TTERBERG LIMITS on > i _ S U Lafi44 Ntle: A89]°In ilube:-123030T po an pw d 3 an w z LL -PL -PI E V, Surtece Elev: 633(FLI 3 m Q u-Mup O DEPTH ELEVNTION FL 0 w FILL - POORLY GRADED GRAVEL WITH SILT AND SAND (GP -GIM fine grained, angular, brawn gray, medium dense, fine grained sand,'/. inch nominal max gravel size at surface 6-13-9 11.1 11 N=22 1 2 3 4245 POORLY GRADED GRAVEL WITH SILT AND SAND IGP-GM), fine to coarse grained, rounded brown, medium dense, fine to medium s grained sand 4- pQ 3-9-8 8.7 N=17 m .I $ 8-10-12 N=22 6 s.s Boring Terminatetl at 6.5 Feet ti Sluniimafian lima are appmi filo, the herniation may be Bratlual. Horan Tyye: NWomallc Advancement Method. see Erylpratien and Testing Prowtlures fora Nrnea: Sonic tlasc,iptian of field e,d laboratory po-ztlu,es Infiltration east pedmmee at 5 fed ban. See minion teal for est used and edditioml data (If am). ¢sots. See Supporting info untual for explanation of Abandonment Method eymMla and abboonamom. Bonng backfilletl with bentonite chips upon wmpletion. Elevafiom vrere Nlemalsletl horn Wrgle Eabll WATER LEVEL OBSERVATIONS lrerracon Spring stated: 12a8-2021 Basing Compleed: 12-08-2021 Groundwater not etcounai Dml wg: capprpbe slseLs onnea Joe Qweacem sates 700 NE Map Ave Portland, OR Pmlecl No.: 82215098 BORING LOG NO. IT -2 Pae 1 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter -Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR p U' LOCATION Bee Exploration Plmn �ro w ATfERBERG LIMITS w o _ — �F cal= a wz S 9_ itude: 49.0LongiNd311 Lat899° e: -12328° ~ r ca 1w� J w 3 z LL -PL -PI SudaCe El¢v:432 (FL) ian N in u p O nEPTH ELEVATION F: 1 =; `. TOPSOIL (OLI, fine grained, brown, soft 03 432 SILTY SAND (SM). fine to medium grained, brown, very soft to soft 0-2-2 247 45 1 N-0 2 3 2 .. 4 1-1-1 16.0 22 Ni 5- 2-3-10 N=13 -f 60 426 6. POORLY GRADED SAND WITH GRAVEL fSPI, fine to coarse 3 rl® grained, rounded, brawn, medium dense, fine to medium grained sand 6.5 425.5 Boning Terminated at 6.5 Feet Stratification lines are approximate.1—ith the traneirion may be gradual. Hammer Type: AUNmatic Adoancement MetbW: Seo Exploration and Testing Pmceduras for e Notes'. Sonic description of red antl laboratory procedures Induration test performed at 5 met bgs. See report rent for last used and additional data (6 any). calla. Sea supporting Information for explanation of Abandonment Metlwd: symbols and abbrevlatians. Boring backfll¢d adds benlnnile chips upon completion. Elevations ware imerpolatea from coo,le Eadb WATER LEVEL OBSERVATIONS lrerraeon Bonn, stared: 12-06-2o2t 1 --mg Completed: l2-062021 Groundwater not encounteretl Drill Rig: Geopmbe 0150L5 nnllec Joe Westrm Stites Tog NE SStb Ave Portland. OR Project No.: 82215098 BORING LOG NO. IT-i Page I ort PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter-Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR w O LOCATION See Exploration Plan w — ATT[RBERG LIMITS m ua g O Latitude: 44.0899' Lorgilude:-123.032]° — da �Q h ad In w �y 3z LL-PL-PI Sal Elev.:432 (FL) 3 mN ,i a,O ad ad DEPTH ELEVATION Ft TOPSOIL IOL), fine grained, brown, soft 63 43P SILTY SAND (SMI. fine to medium grained, brown, all soft to soft 2 . 2.0 430 .z POORLY GRADED SAND WITH GRAVEL (SPI fine t. coarse T°I grained, rounded, brown, medium dense, fine to medium grained sand F 3 is 3 'b it 4 — te i >g' 5 5.5 4265 Boring Terminated at 5.5 Feet 6tlatlfidafon lines are appmximele. Imsin. the transitian may be gradual. Advancement Mai 6ea Exploration and! Testln0 Praded,ms for a Notes: Hand Auger dwcdption of field end Ioboa lory pracetlures restpeRotmed ac3kfeet b,. Sae report not for lest used and additional dom(It any). dayalatlon Sae forerylanalion of R Med Abanding als Olding oraptaVon symbols antl abbreviations. Boring h U(Jletl xilM1 augerwtlings upon complel'an. ad wt Elevations were in[eryolatetl trom Google EaM WATER LEVEL OBSERVATIONS lrarracan Baring Started. 2-22-2021 Boring compi12-22-2021 Grouncurser not encountered B611 REN. Manual Hand Auger Dnllec BWP ]W NE 55N Ave Podland, OR Pmlast No.: 82215098 Shear Wave Velocity- ReMi Line N -S 1rLarraCOn Eugene Temple • Springfield, OR �"_ Field Data Collection: December 7, 2021 ■ Terracon Project No. 82215098 Geo Report 0 -5 -10 -15 -20 -25 -30 -35 -40 -45 -50 -55 -60 -65 -70 -75 80 85 -90 -95 Wei Shear -Wave Velocity Profile from SeisOpt ReMi Software Analysis " I I III l i 1 11 P' IJ I l 1 1 1' 1 1 1 CVs from Refraction Mirsetremor �- -. Vs=2,SO 's(average upper 1 -1 I• 1 100 feet) IBC Site Class C f l I _ 11� I1�I=�I11 I L IIIIL L- 11'_ 11a IilLli it i'l _J_ 111 IIII I-11 III � Iil- �i' '_III 111_1111-Ih l I I;II TIII I! 1 I IIII I1' Ii'TIL i1 11111 11_Ji 11,,1 II 1 !Ii _I_ II, �TjS 1'11 H I _ 111 IT, I I I 1 III IIII II'I I III __ i TSI II I.I 1 � II 1 'I�-1 1111 itl�l I i' I I I I� �i�i II I 1 1-711111 I 1 171 111 11-1 111 1 1 1� ill I 0 500 1000 1500 2000 2500 3000 3500 4000 4500 Shear -Wave Velocity, fUs ATTERBERG LIMITS RESULTS ASTM 04318 60 50 P L A S 40 T I 30 Y N 20 D E x 10 CL -ML ' �'� ML \ Yo y 0 OL P Oil MH or OH _ 20 40 60 80 100 LIQUID LIMIT Boring ID Depth LL PL PI Fines USCS Description • B-102A TP-10NP NP NP NIP NP NP 13.9 34.3 SM SILTYSAND SM SILTY SAND m PROJECT: Eugene Temple lferraeon YDJNE55MA- Poniane, OR PROJECTNUMBER: M15098 SITE 3001nterrational Way Springfied OR CLIENT: The Church of Jesus Christ of Latter -Day Saints Salt Lake City, ITT GRAIN SIZE DISTRIBUTION ASTM 13422 / ASTM C136 COBBLES GRAVEL coarse fine f " 11■■11111►ywi■YIIYIiYWi■hiii!IY■1111111■■1111111■■ 11■■IIIIIII`cl■1111111■■1111111■■1111111■■1111111■■ 11■■111111111■1111111■■1111111■■1111111■■1111111■■ 11■■1111111�6;�1111111■■1111111■1111111■■1111111■■ 11■■1111111■�1\1111111■■IIIIIIIf�i■1111111■■1111111■■ 11■■1111111■11��IIII111■■1111111■■1111111■■1111111■■ ' 11■■1111111■1l�IIIIIII■■1111111■1�1111111■■1111111■■ 11■■1111111■i�1i111111■■1111111■41111111■■1111111■■ '' 11■■1111111■�Ii111111■■1111111■r�1111111■■1111111■■ 11■■1111111■■'111111■■1111111■t1111111■■1111111■■ 11■■1111111■■11111.1■■111111■■1111111■■1111111■■ ,11■■1111111■■IIIIIII�i�1111111■■1111111■■1111111■■ = � 11■■1111111■■111►i71i�i�11111■■1111111■■1111111■■ 11■■1111111■■1111!11■r1,11►11■■1111111■■1111111■■ ' 11■■1111111■■IIIIir1klllli�ll■■1111111■■1111111■■ 11■■111111■■1111111■il!III� 1■■1111111■■1111111■■ ' 11■■1111111■■1111111ii■Illiil�■1111111■■1111111■■ ' 11■■1111111■■1111111■iii11!1.1i�11�1111■■1111111■■ 11■■1111111■■1111111■■1111111�� JIII■■1111111■■ 11■■1111111■■1111111■ Ell 11111■■1111111■■1111111■■ SAND SILT OR CLAY warse metlium he PROJECT:ugedl ... InternationalSITE- 300 Springfield,- Salt Lake City, UT COBBLES GRAVEL coarse fine f GRAIN SIZE DISTRIBUTION ASTM D4221 ASTM C736 COBBLES _GRAVEL worse fne SAND SILT OR CLAY coarse metlium tine 11■�■IIYIIII�Y�■fYIIYIYlYi11Zi�Yiiw1Y■IIYIIII■■1111111■■ �' 11■■IIIIIIII■i\1111111■■IIY�IMi■■1111111■■1111111■■ 11■■IIIIIII!��l71111111■■1111111■■1111111■■1111111■■ 11■■IIIIIIIIi■1111111■■111111►�i■1111111■■1111111■■ -' 11■■IIIIIIII��■11111■■1111111»■1111111■■1111111■■ ' 11■■IIIIIIIII �IIIIIII�■IIIII�1\■IIIIIII�■1111111■■ 11■■1111111■�\1111111■■1111111■�■IIYIIII■■1111111■■ �' 11■■IIYIIII■�i7111f111■■1111111■111111111■■1111111■■ - � 11■■1111111■i\1111171■■1111111■Ir\1111111■■1111111■■ ' 11■■111111■®\X111111■■IIn111■�\�n1111■■m1111■■ 11■■111111■�i1111111 ■■1111111■�1N!IIII■■1111111■■ " 11■■1111111■■1111111■■1111111■■1111111■■1111111■■ 11■■111111■■IIIIIIIi�lIIIIIII■■111111■■1111111■■ ' 11■■111111■■1111111 \1111111■■1111111■■11111■■ 11■■IIYIIII■■11111'1■■!�lIIII■■IIYIIII■■1111111■■ ' 11■■IIYIIII■■1111111■!iii"!■■IIYIIII■■1111111■■ ' 11■■IIYIIII■■1111111■►,, IIIIIII+�■1111111■■1111111■■ 11■■1111111■■1111111■■iill±l_IY�I!tlllll■■1111111■■ .11■■1111111■■1111111■■11111111■1111111■■1111111■■SITE: 300 International way CLIENT �eChurchd,musChnstofSalt 700 NE �th A- Lalce City, UT COBBLES _GRAVEL worse fne SAND SILT OR CLAY coarse metlium tine 135 130 125 120 =1 115 �I100 ml 95 MOISTURE -DENSITY RELATIONSHIP ASTM D698ID1557 Source of Material TP -106 C&0-0.5 feet Description of Material Remarks: Test Method ASTM D698 Method A TEST RESULTS Maximum Dry Density 100.3 PCF Optimum Water Content 21.4 Percent Fines ATTERBERG LIMITS LL PL PI WATER CONTENT, PROJECT: Eugene Temple on re 700M FL OJECTNUMBER: 82215098SITE: 3001nlemrational Way gooNessth rive IENTThe Church ofJesus Christof Springfield, OR vcnlard, oR er-Day Saints Salt Lake City, UT MOISTURE -DENSITY RELATIONSHIP ASTM D698/D7557 135 Source of Material TP -10800-0.5 feet Description of Material 130 Remarks: 125 Test Method ASTM D698 Method A TEST RESULTS Maximum Dry Density 102.0 PCF 120 Optimum Water Content 20.9 Percent Fines ATTERBERG LIMITS 115 LL PL PI 110 rc z w y 105 a 0 100 95 us] 9 PROJECT: Eugene Temple SITE: 3001nfWay ° Springfield, OR OR I 15 20 25 WATER CONTENT, 1rerracon 700 NE 55th Ave Portland OR PROJECT NUMBER: 82215098 CLIENT: The Church of Jesus Christ of Latter -Day Saints Sall Lake City, UT CALIFORNIA BEARING RATIO ASTM 01883-07' ] _ _ Sourze of Material TP -0060.5 6 "' I Description of Maten'aI SILTY SAND I Remarks: H 1 w of _________________ Rano, (%) 6.0 q 1.8 PaceM Fines 343 % I Atterbe Limits LL PL PI m NP NP NP U 3 1 in I n 2 I I I � I I i I I I I I i II I i 0 66 90 94 98 102 DRV DENT (PCF) a 180 w 180 ......:.......>.....'f ...... ;....-l...._:.... Sample No. 1 2 3 w .N 140 ......:......:_.... ;..._.:......:.... Sample Condition Soaked n Compadlon McMod ASTM 698A 120 .......I.-....> ......:......:......: Madmum Dry Density, (pcfJ 100 3 100.3 100.3 R Optlmum Mdsture Content (%) 21.4 214 21.4 o U5 100 ......:......:.......:..... .....:...... ............ :......:....... wN N Dry Density before Saakng, (pcf) 100.91 9].51 90.01 80 E ;.. Moisture Content, (%) c rc 0 After ComPadion 21] 21.2 21.4 mfib ......:...............:......:......:....... :...... :......:....... N Top I" After Soaking 22.1 2].9 28.9 rc c 0 wli 40 ......�. ............ .............. ....... i............. Surcharge,. Obs) 15.00 15.00 15.00 SwMI,(h) -0.16 -0.i6 -0.16 20 .. :....... _ ..........:..............5......:......i....... pending 0 0 0.25 0.50 Penetration (in) Dry Density @90% 90.3 pcl CBR@90%Density 1.9 Dry Density @95% 95.3 per CBR @ 95% Density 42 Dry Density 100% 100.3 ad CBR @10D%Density 6.3 PROJECT: Eugene Temple PROJECT NUMBER: 82215090 l��rracon "Npn.., AW: Way SITE: 3001Mfield, CLIENT: The Churchof Jesus Christ of ° R Springfield, OR Portlana, OR Latter -Day Saints 5 Salt Lake City, UT Rano, (%) 6.0 4.9 1.8 ml CALIFORNIA BEARING RATIO ASTM 01888-07' 7 m 2 20 Iri 1 8 90 DRV DENSITY (PCF) 98 0- 4 102 Percent Fines 314 °h Attach., Limits LL PL PI Sample No. 1 2 3 Sample Condition Soaked Compadon Method ASTM 698A Maximum Dry Density, (pd) 102 102 102 Optimum Moisture Content, (%) 20.9 20.9 20.9 Dry Density before Seeking, (pd) 102.01 95.70 86.55 Moisture Cantent,(%) Aifx CamPadlon 197 20.1 20 Tops"After Soaking 25.8 24.3 29.9 Surcharge,. (Ibs) 15.00 15.00 15.00 Swell, (%) -024 -0.40 -024 Been, Ratio, (%) 6.5 5.1 1.5 Penetration (in) Ory Density @90% 91.8 pcf CBR@90%Density 37 Dry Density @95% 96.9 I'd CBR @ 95% Density 5.5 Dry Density @ 100% 102.0 pcf CBR @ 100% Density 6.8 PROJECTEugene Temple lreirracon PROJECT NUMBER: 82215098 R 0 NE 55E A„e CLIENT: The Church of Jesus Christ of SpdngfielQ SITE: 300 International Way 70aomane,w Latter Day Saints OR Salt Lake City, UT SUPPORTING INFORMATION Contents: General Notes Unified Soil Classification System Note: All attachments are one page unless noted above. Responsive n Resourceful ix Reliable GENERAL NOTES DESCRIPTION OF SYMBOLS AND ABBREVIATIONS Eugene Temple Springfield, OR Temacon Project No. 82215098 lrerracon GeoReport SAMPLING I WATER LEVEL FIELD TESTS _I RELATIVE DENSITY N Standard Penetration Test Water Initially Resistance,(BlowslFt) (More than 50% Encountered ®Grab ®Standard enehation w Water Level Aflera Specified Period of Time (HP) Hand Pene[rorce[er Test Test Consistency determinetl by laboratory shear strength testing, field visuel-manual 'IJI Density determined by StandaN Penetration Resistance Water Level AffaiR) rare... Specieetl Period of Time Standard Penetration or Descriptive Tenn jua Cave In Encountere(Di(p Dynamic Cone Penetrometer N -Value Water levels indicated on the soil boring logs are ue unconfined Compressive N -Value the levels measured in the borehole at the times Strength indicated. Groundwater level variations will occur BlowsfFt. Very Loose overtime. In low permeability soils, accurate (PID) Photo -Ionization Detector less Man 025 determination of groundwater levels is not Loose 4-9 possible with short term water level 025 to 0.50 2-4 observations. (OVA) Organic Vapor Analyzer CLASSIFICATION Soil classification as noted on the soil boring logs is based Unified Soil Classification System. Where sufficient laboratory data exist to classify the soils consistent with ASTM D2487 "Classification of Soils for Engineering Purposes" this procedure is used. ASTM D2488 "Description and Identification of Soils (Visual -Manual Procedure)" is also used to classify the soils, particularly where insufficient laboratory data exist to classify the soils in accordance with ASTM D2487. In addition to USCS classification, coarse grained soils are classified on the basis of their in-place relative density, and fine-grained soils are classified on the basis of their consistency. See "Strength Terms" table below for details. The ASTM standards noted above are for reference to methodology in general. In some cases, variations to methods are applied as a result of local practice or professional judgment. LOCATION AND ELEVATION NOTES L Exploration point locations as shown on the Exploration Plan and as noted on the soil boring logs in the form of Latitude and Longitude are approximate. See Exploration and Testing Procedures in the report for the methods used to locate the exploration points for this project. Surface elevation data annotated with +/- indicates that no actual topographical survey was Conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area. ELEVANCE OF SOIL. BORING LOG The soil baring lags contained within this document are intended for application to the project as described in this document. Use of these soil boring logs for any other purpose may not be appropriate. STRENGTH TERMS _I RELATIVE DENSITY OF COARSE-GRAINED SOILS CONSISTENCY OF FINE-GRAINED SOILS (More than 50% retainer on No. 200 sieve.) (50% or mare passing the Na. 200 sieve.) Consistency determinetl by laboratory shear strength testing, field visuel-manual 'IJI Density determined by StandaN Penetration Resistance procedures or standard penetration resistance Descriptive Tenn Standard Penetration or Descriptive Tenn Unconfined Compressive Strength Standard Penetratianor (Density) N -Value (Consistency) Qu, (I N -Value So t. BlowsfFt. Very Loose D-3 Very Soft less Man 025 0-1 Loose 4-9 Sot 025 to 0.50 2-4 Medium Dense 10-29 Med'wm Stiff 050 to 100 4-8 Dense 30-50 Stiff 100 to 200 8-15 Very Dense >50 Verystiff 200 to 400 15-30 Hard >400 >se ELEVANCE OF SOIL. BORING LOG The soil baring lags contained within this document are intended for application to the project as described in this document. Use of these soil boring logs for any other purpose may not be appropriate. UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Primarily organic matter, dark in prior, and organic odor j PT I Clean Grovels: Cu1_4 and 1<Cc<3H Cu<4 and/or L 1 an[Cc< or Cc>3.0] B If field sample contained cobbles or boulders, or both, add 'With cobbles Gavels: More than 50% of Lass than 5%fines° +If Atterberg limits plot in shaded area, soil is a CL -ML, silty clay. coarse faction retained on No.4 sieve Gravels with Fines: Fines classify as ML or MH Fines classify as CL or CH Coame-Grained Soils: More than 12°/a Tnes ° More than 50% retained sand with silt, SW -SC well -graced sand with clay, SP -SM poorly graded name. sand with silt, SP -SC poorly graded sand with clay. HIf soil contains_ 30% plus No. 200, predominantly gavel, add Clean Santls: Cu>_6 and 1<Cc<3a on No. 200 sieve Cu 16 and/or [Cc<1 or Cc>3.0] a sCu=D,vD,0 Cc- Sands: 50% or more of coarse Less than 5 %foes ° Sands with Fines: More than 12 % foes ° Fines classify as ML or MH PI plots on 0r above line. fraction passes No. 4 sieve Fines classify as CL or CH G Ifflues classiN as CL -ML, use dual svmbel GC -GM. or SC -SM. Silts and Clays: Inorganic: PI > 7 and plots on or above "A' PI<4 or plots below "A°line Fine -Grained Soils: 50% or mare passes the No. 200 sievePI Liquid limit less than 50 Organic: Liquitl limit -oven dried <OJ5 Liquid limit- not dried Silts and Clays: Inorganic: plots line PI plots below "A' line below "A" Vertical at LL --16 to PI=7, I inuid Ilmit- oven deed Liquid limit 50 or more 1rerrcon CeeoReporx Group Name ° GW Well -graded ravels GP Poorly graded gravel 611ly gavel r.,^ GC Clayey gravel F. G. H SW Well mdedsend- SP Poorly graded sand SM Silly sand G� H, l SC Clayey sand G. H.I CI l can rlw K. L. M ML CL <0.75 I OH L- IC days. L, M, H IC Slit K. L. M,0 H, L,M Silt K. L, M I, clav W 4 M, v Highly organic sails: I Primarily organic matter, dark in prior, and organic odor j PT I Peat °Based on the material passing the 3 -inch (75 -mm) sieve. HIf fines are organic, add "with organic fines' to group name. B If field sample contained cobbles or boulders, or both, add 'With cobbles I If soil contains >_ 15% gravel, add 'with gravel' to group name. or boulders, or both" to group name. +If Atterberg limits plot in shaded area, soil is a CL -ML, silty clay. G Gravels with 5 to 12% fines require dual symbols: GW -GM well -graded KIf soil contains 15 to 29% plus No. 200, add "with sand" or'With gravel with silt, GWGCwel -graded gravel with clay, GP -GM poorly gravel," whichever is predominant. graded gavel with silt, GP -GC pearly graded gravel with clay. o Sands with 5 to 12% fines require dual symbols: Si well -graded L f sail contains >_ 30% plus No. 200 predominantly sand, add Isandy'togroup sand with silt, SW -SC well -graced sand with clay, SP -SM poorly graded name. sand with silt, SP -SC poorly graded sand with clay. HIf soil contains_ 30% plus No. 200, predominantly gavel, add s "gravelly" to group name. (Dy ) N PI >_ 4 and plots on or above W line. sCu=D,vD,0 Cc- oPl< 4 or plots belaw"A"line. Dto X Dau r "A" PI plots on 0r above line. F If soil contains >_ 15% sand, add "with sand" to group name, aPl plots below "A" line. G Ifflues classiN as CL -ML, use dual svmbel GC -GM. or SC -SM. Horizontal at PIS to -L- 5.5. than P1=0.73 (LL -20) 50 40 30 20 107 4 0 0 i For�lotion o—f reined soils andfine-grained fraction I—of coarse-grained soils n Equation of"A"- line Horizontal at PIS to -L- 5.5. than P1=0.73 (LL -20) 0111 Equation of"U" - line Z°t Vertical at LL --16 to PI=7, the P1=o.9 GV MH or OH I ML or OL 10 16 20 30 4D 50 60 70 80 g0 100