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HomeMy WebLinkAboutApplication APPLICANT 2/15/2022 (2)lrerracon GeoReport i. Geotechnical Engineering Report Eugene Temple Lane County, Oregon Ln February 4, 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 v February 4, 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@churchofjesuschrist.org Re: Geotechnical Engineering Report Eugene Temple 300 International Way Springfield, Lane County, Oregon Terracon Project No. 82225098 Dear Mr. Daniels: llerracon GeoReport We have completed the Geotechnical Engineering services forthe above referenced project. This study was performed in general accordance with Terrdbon 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. Sincerely, Terracon Consult _ Ryan T. Houser, G.EG Project Ggolog(jst Brice Plouse, PE Geotechnical Department Manager Kristopher T. Hauck, P.E. Senior Principal I Office Manager Terracon Consultants, Inc. 700 NE 551" Avenue Portland, OR 97203 P (503) 659 3281 F (503) 659 1207 terracon.com REPORT TOPICS INTRODUCTION .................................................................. SITE CONDITIONS.............................................................. PROJECT DESCRIPTION................................................... GEOTECHNICAL CHARACTERIZATION ........................... GEOTECHNICAL CONSIDERATIONS ............................... SEISMIC CONSIDERATIONS ............................................. EARTHWORK.................................................................. SHALLOW FOUNDATIONS ......................................... FLOORSLABS ........................................................ LATERAL EARTH PRESSURES ......................... ....... STORMWATER MANAGEMENT..... GENERAL COMMENTS ................... FIGURES .......................................... Note: This report was originally delivered in a online at client.terracon.com. ATTACHMENTS PHOTOGRAPHY EXPLORATION SITE EXPLORATION. RESULTS SUPPORTING INFORMATION NotesReWln each individual Attachment for a listing of contents. Responsive m Resourceful = Reliable please view your project Geotechnical Engineering Report Irenfacon Eugene Temple • Springfield, Lane County, Oregon February 4, 2022 • Terracon Project No. 82225098 GeoReport 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 . FoundatichTde� and construction • . Groundwater conditions a Floor-sla4,design and construction • Site preparation and earthwork . Seismic site classification . Excavation considerations . Lateral earth pressures • Stormwater pond considerations . .PaJement design and construction . A Site -Specific Seismic Hazards Study in accordance with Section 1803.6.1 of the 2019 Oregon Structural Spec' It SSC) The geotechnical engineering Scope of,Servrces for this project included the advancement of seven borings and eight test pits to depths ranging from apprdximately 5,to 51 feet below existing ground surface. Terracon performed a preliminary exploration in Audirst of 2020, including three borings and eight test pits to depths ranging,from approximately 610 30 feet bgs. Results of the 2020 explorations are indluded in the Exploration Results section. Maps showing the'siteand exploration locations are shown in the Site Location and Exploration Plan sections, respectively. The results of the labdyatory testing performed on soil samples obtained from the site during the field explbrratiorr ere included on the exploration logs and/or as separate graphs in. the` Exploration Res uks sagtfon. Responsive . Resourceful . Reliable Geotechnical Engineering Report _lferracon_ Eugene Temple • Springfield, Lane County, Oregon February 4, 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. Parcel Information 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 I'ntemational Way (Lane County Map Taxlot numbers 1703154003200, 1708154003300, 1703154003400 and 1703154003500). A' _ • Latitude: 44.0888'N • Longitude: 123.0316°W See Site Location The site has been historically undeveloped andlor agricultural land since at Existing least 1910. In the 20008; gravel fill was place on the northeastern portion of Improvements the site, which has since been overgrown:. Adjoining properties were historically undeveloped andior agi1cuttural 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, blerkberry bushes, scattered trees Cover and gravel fill in northeastern portion of the site. Existing Topography The site appeared relatively flat; with a general natural grade toward McKenzie (As obseryed fromiield River to fhe Korth. Based orthistoric topographic imagery, a small drainage runs east -west along the southern property boundary and another drainage exploration) .r' runs north to south along the center of the site. V We also collected photographs at the time of our fie d exploration program. Representative photos are provided in our 11hotography 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 finat 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 Geotechnical Engineering Report Eugene Temple • Springfield, Lane County, Oregon February 4, 2022 • Terracon Project No. 82225098 Project Description Proposed Structure Building Construction Finished Floor Elevation Maximum Loads (assumed) I Grading/Slopes Structures Walls lrerracon GeoReporl: J0EJV,,npt,,n 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. We understand this project is classified as a "SpecipP Occupancy Structure" per Oregon Revised Statutes (ORS) 455.447, and a site-speqific seismic hazard study (SSSHS) will be required as-,gart,of the geotechnical repoit.per Section 1803.6.1 of the 2019 Oregon Stfuctural Specialty Code (OSSA). 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 building will be slab -on -grade with a Basement onone 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 strictures will be constructed atop conventional shallow foundations and slab on glade with concrete or masonry framing. Assumed to be near existing goades. ➢ Columns: 400'kipS. Walls: Up to 18 kips par lipear foot (kit) Slabs: 150 pounds per, square foot (psf) We assume•up two anywhere from 2 to 5 feet of cut and fill will be required to develop finerace(based on'existing fill encountered). Final slope angles of as steep as,I4 :1 V (Horizontal: Vertical) are expected. Basement in one part of the4emple as noted above. We expect excavations on the order of about 12 feet to reach basement grades. None anticipated. We assume both rigid (concrete) and flexible (asphalt) pavement sections should be considered. Please confirm this assumption. AnticipateOlraffc 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. Es[ mated. Start'of 2�d Quarter 2023 Construction Responsive • Resourceful • Reliable Geotechnical Engineering Report 1rerraeon Eugene Temple • Springfield, Lane County, Oregon February 4, 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. Infilliryfc of the Willamette Valley continued from weathering ofthe 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 DeNrtment-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 Willarpette and McKenzie rivers in the head of the Willamette- Valley.. Fan -delta sedifirl range from silt to boulder gravel but are predominantly sandy pebbie-cobblegravel. 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 Conditidnus, 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 Resourceful s Reliable Geotechnical Engineering Report lrerracon Eugene Temple ■ Springfield, Lane County, Oregon February 4, 2022 • Terracon Project No. 82225098 GeoReport 1. Based on elevations obtained from Google Earth and tlepN to We observed groufficNater during explorations. Well logs available on the Oregon Water Resources Departurent,(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. A!— 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 tray 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's B-102 near the proposed basement. The instrument was placed at the approximate bottom of the basement elevation (8 feet below the existing ground surface). Grounclxater levels WiIL be measured within this boring for the next approximate year. GebModel We have developed -a general characterization of the subsurface conditions based upon our review of the subsr}rfade exploration, laboratory data, geologic setting and our understanding of the project. This characterization, termed GeoModel, forms the basis of our geotechnical catculations 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 Ex 'on Re section and the GeoModel can be found in the Figures section of this report NIV Oregon Water Resources Department, 2021. Well Log Records, accessed December 2021, from OWRD web site: http:/Iapps.wrd.state.or.us/apps/gw/well log/. Responsive a Resourceful a Reliable Approximate Grout Approximate Depth to Surface Elevation serve", Groundwater while Drilling (feet) 1 I (feet) 1 B-1 433 August 26, 2020 1e% _ B-2 431 August 26, 2020 15 B-3 433 October 19, 2020 1 B-101 432 January 7, 2021 16% B-104 431 January 6, 2021 13% B-105 431 January 7, 201 9 1. Based on elevations obtained from Google Earth and tlepN to We observed groufficNater during explorations. Well logs available on the Oregon Water Resources Departurent,(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. A!— 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 tray 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's B-102 near the proposed basement. The instrument was placed at the approximate bottom of the basement elevation (8 feet below the existing ground surface). Grounclxater levels WiIL be measured within this boring for the next approximate year. GebModel We have developed -a general characterization of the subsurface conditions based upon our review of the subsr}rfade exploration, laboratory data, geologic setting and our understanding of the project. This characterization, termed GeoModel, forms the basis of our geotechnical catculations 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 Ex 'on Re section and the GeoModel can be found in the Figures section of this report NIV Oregon Water Resources Department, 2021. Well Log Records, accessed December 2021, from OWRD web site: http:/Iapps.wrd.state.or.us/apps/gw/well log/. Responsive a Resourceful a Reliable Geotechnical Engineering Report l�e Eugene Temple A, Springfield, Lane County, Oregon n Goo February 4, 2022. errarraeTerracon Project No. 82225098 p 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. 01 TOPSOIL/FILL I Fill - Poorly -Graded Gravel with Sill and, Sand;,brown, medium dense to dense - 02 FINE-GRAINED Silt with Sand; Poorly -Graded Sand with Silt; Silty Sne- ALLUVIUM medium grained, brown, very soRto soft, loose COARSE- Poorly -Graded Gravel vxth $tk, Sand, and Cobbles; fine to cos 03 GRAINED grained, rounded, brown, moist, medium depse to very dense GEOTECHNICAL CONSIDERATIONS Due to the soft near surface soils and planned varying soil bearing stratums (soft subgrade soils, granular undocumented fill and dense. td very dense, native granular soils) we anticipate differential settlement could be as much as the total staffs settlement,tr foundations are not constructed atop ground improvements, ortpe soft subgrade soils aPeremoved and replaced with Structural Fill. Based on review of the grading plan'artd communications with the project's Civil and Structural engineers, we understand due to the amount of grading already planned onsite they have selected to removetpe 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 tlje requirements ranted 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 Geotachnical characterization and the Fill Area Map, explorations B-2, TP -3, TP - 4, B-104, IT -1, TP -102 and TP -165 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. 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 tele 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 granularfill 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 . Reliable Geotechnical Engineering Report lrarraeon Eugene Temple • Springfield, Lane County, Oregon February 4, 2022 ■ Terracon Project No. 82225098 CieoReport.. We understand the majority of the pavement onsite will be asphalt. However, we afiticipate 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 add, exits, garbagdFrecycling and other areas where extensive wheel maneuvering are exp26ted. The Pavement$ section addresses the design of pavement systems. To evaluate dewatering for the construction of the proposed basement a vibrating wire piezome was installed in boring B-102 near the proposed basement. The instrument was placed at the approximate bottom of the basement elevation (8 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. ,, %01 The proposed development is classified a% a Special Occupancy structure by the building department according to the Oregon Revised Statute 455447. TfYerefore, we have completed a Seismic Hazard study according to the Oregon Structural Specialty Code. See the Seismic Considerations section for reafoks. The General Cots section provides an understanding of the report limitations. SEISMIC CONSIDERATIONS" Seismic Setting Western Oregon Is generally subject to earthquakes from three different sources: interface, Otraslab, and crvstar. All three sources are related to interaction of the Juan de Fuca plate with the North America plate and coutd'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 dlppifr9 subduction zone where the North American plate is overriding the Juan de Fuca plate. A desefiptrbn of each earthquake source is provided below. Cascadia Subduction Zone (CSZ) 'W 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 • Resourceful ■ Reliable 8 Geotechnical Engineering Report lrarracon Eugene Temple ■ Springfield, Lane County, Oregon February 4, 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 thekwoplates at depths generally ranging from 0 to 30 kilometers where the plates become Igrked together. No earthquakes have been recorded from this source, but geologic evidencestrongly supports the occurrence of large megathrust earthquakes up to M9.4 every 3Wto 700 years. Geologic evidence indicates the last major event occurred in 1700'. The oastern 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 perm of the strong ground shaking hazard. Intraslab 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 MIT 54, and do not rupture the ground surface. Given their eonstdan3ble depth, the ground motions from these earthquakes are relatively low, but are felt over a large Area. A M6.8 intrasla9 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, intraslabsoutreesapcount for about 10 percent of the strong ground shaking hazard. Crustal Faults I Crustal earthquakes typically occur at depths Within 35 kilometers of the surface and commonly rupture the ground surface to}orm 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 thqughtto be a0ouPM7.0. ForarPearthquake 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 States, 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. 425478. ' 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. 4 Cascadia Region Earthquake Workshop, 2008. Gascadia Deep Earthquakes. Washington Division of Geology and Earth Resources, Open File Report 2008-1. Responsive • Resourceful • Reliable Geotechnical Engineering Report Eugene Temple a Springfield, Lane County, Oregon February 4, 2022 • Terracon Project No. 82225098 lrerraeon 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 ' Strike Sense of Movement Reverse Dip Direction 60°E Slip -rate Category Less tha Most recent prehistoric deformation _ Middle'a Distance from Fault 44 km N Upper Willamette River fault zone (Class B) No. 863 Corvallis fault zone (Gass B) Na. 869 Sense of Movement Din Direction Less than 0.2 m Undifferentiated 52 km NW These crustal sources are consl�ered 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, set8ement, 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 . Resourceful • Reliable 10 Descri_ 44 km Length Strike (degrees) N52°W _ Sense of Movement `'Right lateral _ Dip Direction _ 82-90` Slip -rate Category Most recent prehistoric deformation Distance from Fault Less than 0.2 mm/yr Undifferentmt@d Quaternary (<1.6 Ma) x'40 km SE Corvallis fault zone (Gass B) Na. 869 Sense of Movement Din Direction Less than 0.2 m Undifferentiated 52 km NW These crustal sources are consl�ered 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, set8ement, 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 . Resourceful • Reliable 10 Geotechnical Engineering Report lrercaeon Eugene Temple ■ Springfield, Lane County, Oregon February 4, 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. St(es consisting of unconsolidated sediments will typically experience stronger ground s"kjng than sites composed of rock due to amplification effects. The Oregon Statewide Geohazards Viewer (HazVu)a pubfished by the Oregon Departm Geology and Mineral Studies (DOGAMI) categorizes the expected earthquake shaking from lig moderate, strong, very strong, severe and violent. Hai indicates the site is located within an area that will experience "strong' ground shaking duringa design levei.earthquake. Earthquake -Induced Landslides Earthquake -induced landslides may be �harr2,cteirfzed 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 mas9losse's strength (e.gr, 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 surroLindtng area. The Statewide Landslide Information Database for Oregon (SLIDO)a, categorizes landslide susceptityktyfrom low, moderate, high, and very high. SLIDO indicates the site has a "low" susceptibility to landslides, and no historic or mapped landslides are shown on the,}lat valley floor surrounding the site. SOMI Liquefaction Soil Liquefaction occurs in loosu e 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 shafting. Liquefaction can cause a loss of soil strength and result in lateral or vertical ground tnouements. Structures located over soils that liquefy typically do not collapse Statewide Geohazards Viewer (HazVu) published by the Oregon Department of Geology and Mineral Studies (DOGAMI) https://gis.dagami.oregon.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- https I/ais.doaami.oregon.gov/maps/slido/. Responsive . Resourceful . Reliable 11 Geotechnical Engineering Report 1%rraeon Eugene Temple • Springfield, Lane County, Oregon February 4, 2022 . Terracon Project No. 82225098 GeoReport. 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 ifitre liquefied site is adjacent to a river channel or other body of water. HAZVU categorizesMle, potential for seismically -induced liquefaction settlement at the site as "moderate:' Based an the very dense nature of the materials encountered below the lgrqundwatef,.the coarse- grained alluvium encountered at the site is considered non -liquefiable wil the depths explored. Based on review of geologic mapping and our previous expefcnce 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, mound 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 ofsetifement is a function of many factors including soil type, initial density, thtcknbss, and level of grpun)d shaking but is typically less than a few inches. Given the very dense nature of the coarse-grained Alull underlying the site that would be supporting structures at the<s'ts,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 earthquakef. 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 CSZJnteidface earthke. Fault Rupture 'Fauns 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 12 Geotechnical Engineering Report lrerraeon Eugene Temple . Springfield, Lane County, Oregon February 4, 2022 ■ Terracon Project No. 82225098 GeoReport 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 _10�� Lateral spread is the lateral movement of saturated soils that clan occur on slopes steep about 3 degrees caused by underlying liquefied soils during a significant seismic event. Move 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. rP, 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 fofinetiQn of a seiche is that the body of water be at least partially bounded, allowing thefiormation of the standing wave. A shallow water -filled depressiop is located immediately north of the site that could theoretically produce a sei he. However, the watef ig only about_1 foot deep during our site visit in December 2021, and is surrounded by berms up to about F,feet in height. Based on the topography of the depression and limited watevdepth, the risk of a seiche affecting the project is low. Tsunami Irttlndation A tsunami inundation is define he advancement or covering of land by a very large ocean wave that is caused ',byan 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 bf tsuhami 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 • Resourceful • Reliable 13 Geotechnical Engineering Report Ire09'amn Eugene Temple • Springfield, Lane County, Oregon February 4, 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 (MCEe) spectry<<m, which is defined as the response spectrum that is expected to achieve a 1 percent probalbility of building collapse in 50 years. The table below lists the prescribed seismic design parameters for the project (latitude 44.0888 degrees north and longitude 123.0316 degrees west): TW Site Classification is based on the upper 100 feet of the site profile measured at site definedby 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. y ., Site Class PGA, Ss, S, (g) FPGA, Fa, F� PGAm, Sms, Smi (g) SOS, Sm (g) T, (sec) _ 0-323, 8.681, 0.389 1.2, 1.238, 1.5 0.387, 0.8136„d.583 0.557, 0.389 ir Earthwork is inTKipated to inoltd dear{ng and grt}bbing, excavations, and fill placement. The following sections provide recoplmendations for u'se in the preparation of specifications for the work. Recommendations inolude 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 -Rarior 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 . Resourceful • Reliable 14 Geotechnical Engineering Report 1rerraeon Eugene Temple • Springfield, Lane County, Oregon February 4, 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 (GeoModei Layer 03 on the logs and GeoM'ddel Figure). The site preparation of this subgrades should be evaluated by the GeotechnicalEngineer prior to placement of structural fill or foundations 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 vehlclesuch ase 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 oporafibrs, some undercu ting orsubgrade stabilization should be expected, even more so during wet periods of -the year. Methodapf stabilization, which are outlined below, could include scarification and recompactian,-removeil of unstable materials and replacement with granular fill (with or,without gactextiles) and chemical stabilization. The most suitable method of -stabilization, if requited, will be dependent upon factors such as schedule, weather, and the size ofarea 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. v Scarificaficn and R£cenlpaction - It may be feasible to scarify, dry, and recompact the exposed soils, The Success of this procedure would depend primarily upon favorable dry, warmweather and sufficient time to dry the soils. Even with adequate time and weather, stablesubgrades may hot be achievable if the thickness of the soft soil is greater than about 1 to 1 %feet. Granular Fill and' Ge xtiles -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 fiabmic, such as Mirafi use of or geogrid, such as Tenser TX140 or BX1100) chuld also be considered. Equipment should not be operated above the fabric or geogrid ,until orfe full lift of granular fill is placed above it. The maximum particle size of granular ma(eried placed over geotextile fabric or geogrid should not exceed 11/2 inches. Geotextiles can atso 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 geotextile application. Refer to the Fill Materials and Placement section of this report for additional fill specifications. Responsive • Resourceful • Reliable 15 Geotechnical Engineering Report lferracon Eugene Temple ■ Springfield, Lane County, Oregon February 4, 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. _f 's Frozen Subcrade Soils: If earthwork takes place during freezing conditions, alt exposed subgrades should be allowed to thaw and then be recompacted,pirRgr 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 -ad}. ed to the proper moisture content, which may not be possible during winter months. b Existing Fill' As noted in Geotechnical Characteri; iflaq 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 11/m 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. The table below expresses the observed existing top and bottom of fill elevation: Exploration Number B-2 TP -3 Approximate Ground Surface Elevation (feet) i v 431 433 Approximate Bottom of Fill Elevation (feet)' 429 431 431 TP -4 433 B-104 I 431 428 IT -1 433 429% TP -102 433 4311/. TP -105 431 4291/. 1. Based on elevations obtained from Google Earth and depth to the observed granular fill 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 lotfootprints. To offset the amount of import fill forthe project, we believe the granular fill noted wittrrn 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 • Resourceful • Reliable 16 Geotechnical Engineering Report lrerracon Eugene Temple • Springfield, Lane County, Oregon February 4, 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. 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 tFris noted granular fill layer. However, we believe pavements could be support atop or within the grarfdlar tiff 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 materiel 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 foundatigns, whereas structural fill is material used above or within, 16 feet of foundation structures and within roadways or constructed slopes. General fill is material used to achieve grade eutsfde of these structural areas. Fill materials used should meet. the following material property requirements: Responsive a Resourceful Reliable 17 Geotechnical Engineering Report Eugene Temple . Springfield, Lane County, Oregon February 4, 2022 . Terracon Project No. 82225098 2021 COOT Standard Specifications for irerracon GeoReport Acceptable Parameters (for Structural Filf)_ _ All locations outside'bf the Building Pad Dry weather only All Iodations across the�site. Dry weather only AI(.t'ocations across the site. Wpt and Dry weather acceptable. ODOT SSC Section 02630.10 Dense Crushed Rock Graded Aggregate (2"-0 to V-0) with'{he, Finished base Course materials for Base Course modification that less than 5% pass-theI roadways kind footing subgrades. (CRBC) No. 200 sieve as determined by ASTM D 422. GDOT SSC 00442 with the exception Lean Concrete that minimum 28-daystrength shall be All locations underneath mat (Mud -Mat) 500 psi. Higher e Sminimums may foundations'and spread foundations. thStructural be specified by the Strustural_Engfnoer as needed. I 1. Controlled, compacted fill should consist of approved materials thatare free (Vee - 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 engineer for evaluation. 2. Material should have a I,tquid limitless than 40 and plasticity, index of less than 10. 3. Material should^have less than 50% fines, and non-plasticin nature. 4. Material should have a maximum ag94egate size of 2 inches and no more than 8% passing the No. 200 sieve by weight delerminedby ASTM D 422. 5. Undocumented granalar 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 atlhe time of construction. Fill Compaction Requirements and moisture content criteria for structural fill materials are as follows: and Common; Fill, Per the Modified Proctor Test (ASTM D 698 All locations where used 98 1 -2% 1+2% Responsive . Resourceful . Reliable 18 Construction (ODOT SSC) Common Fill Section 00330.13 Selected General Backfill2 Granular COOT SSC Section 0030.13 Selected Common Fill General Backfill" ODOT SSC Section 00330.14 Selected Select Fill Granular Backfill4 irerracon GeoReport Acceptable Parameters (for Structural Filf)_ _ All locations outside'bf the Building Pad Dry weather only All Iodations across the�site. Dry weather only AI(.t'ocations across the site. Wpt and Dry weather acceptable. ODOT SSC Section 02630.10 Dense Crushed Rock Graded Aggregate (2"-0 to V-0) with'{he, Finished base Course materials for Base Course modification that less than 5% pass-theI roadways kind footing subgrades. (CRBC) No. 200 sieve as determined by ASTM D 422. GDOT SSC 00442 with the exception Lean Concrete that minimum 28-daystrength shall be All locations underneath mat (Mud -Mat) 500 psi. Higher e Sminimums may foundations'and spread foundations. thStructural be specified by the Strustural_Engfnoer as needed. I 1. Controlled, compacted fill should consist of approved materials thatare free (Vee - 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 engineer for evaluation. 2. Material should have a I,tquid limitless than 40 and plasticity, index of less than 10. 3. Material should^have less than 50% fines, and non-plasticin nature. 4. Material should have a maximum ag94egate size of 2 inches and no more than 8% passing the No. 200 sieve by weight delerminedby ASTM D 422. 5. Undocumented granalar 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 atlhe time of construction. Fill Compaction Requirements and moisture content criteria for structural fill materials are as follows: and Common; Fill, Per the Modified Proctor Test (ASTM D 698 All locations where used 98 1 -2% 1+2% Responsive . Resourceful . Reliable 18 Geotechnical Engineering Report 1rerraeon Eugene Temple • Springfield, Lane County, Oregon - February 4, 2022 • Terracon Project No. 82225098 GeoReport Minimum Range of Moisture Contents for aterial Type and Location Compaction Compaction Requirement �i� Minimum I Maximum Select Fill, Granular Common Fill& CRBC Per the Modified Proctor Test (ASTM D 1557) All locations where used (e.g. beneath 95 �,o�a +20/ Utility Trench Backfill Within the low permeability fine grained subgrades onsite, utility trenches are a common 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 effectiv6Arench plug that extends at least 5 feet from the face of the building exterior. The plug material should consist of cementitious Plowable 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 structurarfill stated previously in this report. Grading and Drainage All grades must provide elective drainage away from the building during and after construction and should be maintained throughout the life of thdstructure. Water retained next to the building can result in soil mbvernents 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 halve gutteraMrains 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 ADAaWess requirements forflatwork. After building construction and landscaping have 116been completed, final grades should be verified to document effective drainage has been hachieved. 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 • Resourceful • Reliable 19 Geotechnical Engineering Report 1 erracon Eugene Temple m Springfield, Lane County, Oregon February 4, 2022 m 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 collcaing 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 shoyid 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. The groundwater table encountered during,the August 2020, October 2020 and December 2021 exploration was between 9 and 16 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 tial interpreted to mean Terracon is assuming responsibility for construction site safety, octhe contractor's activities; such responsibility shall neither be implied nor inferred. Constructicin 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 area's 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 shoufd be performed for every 50 linear feet of compacted utility trench backfill. In areas of fddndation excavations, the bearing subgra le should be evaluated under the direction of the Geoteghnical 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 m Resourceful . Reliable 20 Geotechnical Engineering Report l�err�con e Werra Eugene Temple ■ Springfield, Lane County, Oregon GoYC February 4, 2022 . Terracon Project No. 82225095 p 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 stratu l (soft s,tigY'de 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 ambur,t of grading already planned onsite they have selected to remove the soft Subcgrade 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 - - - Item 1- A Maximum Net Allowable Bearing 4•„000 psf (foundations bearing within structural fill) Pressure 1,2 Responsive . Resourceful . Reliable 21 Dense gravel (GeoModel Layer 03) or compacted Required Bea rin 'Stratums structural fill placed directly on tap of the dense gravel (GeoiNodol Layer 03) CofumnEV. 108 inches (for maximum load of 400 kips) Minimum Foundation Dimensions Continuous: 48 inches (for maximum load of 18 kips per lineal foot) NIti ate Passive'Resistarloe't 460 pcf (granular backfill) uivalent fiut4lgre�sures)'Jor-,^ 0.55 (granular material) Ultimate Coefficient of Sliding Friptions W - Minimum Embedment below 12 inches (Lane County frost depth) 0mishetl Grades Less than about 1 inch Estimated Total Settlement from Struptural Loads About 112 of total settlement Estimated Diffgrential Settlement 2,7 Responsive . Resourceful . Reliable 21 Geotechnical Engineering Report _ lrerracon Eugene Temple ■ Springfield, Lane County, Oregon February 4, 2022 • Terracon Project No. 82225098 GeoReport Description 1. The maximum net allowable beading pressure is the pressure in excess of them! nimum 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 stmcture. 2. Values provided are for maximum loads noted in Project Description. 3. Unsuitable or soft soils should be overexcavated and replaced per the recommendafiens presented in the Earthwork. 4. Use of passive earth pressures require the sides ofthe excavation for the spread fooling foundation tabs 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 placedon suitable soil/materials. Should be neglected forfoundations subject to net uplift conditions. 6. Embedment necessary to minimize the effects of frost andlor'seasonal water content variations. For sloping ground, maintain depth below the lowest adjacent exterior grade within 5 horizontal feat of the structure. 7. Differential settlements are as measured over a span of 50 feet. Design Parameters - Uplift Loads Uplift resistance of spread footings canine 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 tap of the perimeter&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 'betaken 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 pd 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. Responsive • Resourceful Reliable P*; Geotechnical Engineering Report lferroeon Eugene Temple in Springfield, Lane County, Oregon February 4, 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 4fnehes of clean free - draining granular material, such as Oregon Standard Specifications Section 00450.11 Granular Drain Backfill 1'/4" -'V. We recommend enveloping the drain ro& 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 independents: collected and routed to a suitable discharge location.®' i9 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 topraventgvettin'g or drying of She bearing materials during construction. Excessively wet or dry material or anyloose/disturbed material in the bottom of the footing excavations should be removed/reconditioned-before-faundaffpn 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 recorru'r ended in the Earthwork section. Responsive . Resourceful . Reliable ES. nSxFnEsswr"ra±wt,. 23 Geotechnical Engineering Report lrerraean Eugene Temple . Springfield, Lane County, Oregon - February 4, 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 subgradesgifs and replacement with Structural Fill within the temple footprint we have provided the following design paramete Floor Slab Design Parameters Minimum 6 inches of free-draimr).g (fess than`b%/passing the U.S. No. 200 Floor Slab Support t sieve) crushed aggregate compacted to at'leapt 95% of ASTM D 1557''" 4 Estimated Modulus of Subgrade Reaction z 150 pounds per 44uare inch per inch (psitiin) for point loads 1. Floor slabs should be structurally independent of bu➢ding foofts 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 yalde based 4pofr our experience with the subgra le condition, the requirements noted in Earthwork, and the floor slab -support as noted 'inthis table. It is provided for point loads. For large area loads the modulus of subgrade reacpon 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 who temperatures and condensation development could warrant more extensive design provisions. 4. Although the bearing stratum of She basement meets the percent passing the No. 200 requirement, to provide sliding friction, and reduce "hard sports' caused b7 cobbles and probable boulders within this stratum it is recommended the crdshed ogVegate FlII 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 mdjsture. 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-dt control joints should be placed in the slab to help control the location and extent of cradkj.ng. For additional recommendations refer to the ACI Design Manual. Joints or cracks should be sealed with a water -proof, non -extruding compressible compound specifically recommended for heavy diutyconcrete 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 . Resourceful • Reliable 24 Geotechnical Engineering Report lrerracon Eugene Temple ■ Springfield, Lane County, Oregon February 4, 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\elevatiorecommend the use of a water proofing barrier to prevent vapor and moistu specialized contractor should be contacted to determin6the appropriate prdductfor the projected use. Floor Slab Construction Considerations Finished subgrade, within and for at least 10 feet beyond the floorslatr, .should be protected from traffic, rutting, or other disturbance and mainFatned in a relatively moist-uondittion until floor slabs are constructed. If the subgrade should become damaged. or desiccated prior t6 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 slat, support course , The Geotechnical Engineer should approve the condition of the floor slab subgrades immediately prior to placement gf'the floor slab support course, rein'torcing steel, and concrete. Attention should be paid to high traffic areas ttjdt wer-e nutted 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 existinggrades, 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 25 Geotechnical Engineering Report IrefraCon Eugene Temple • Springfield, Lane County, Oregon February 4, 2022 ■ Terracon Project No. 82225098 GeoReport . 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 restrainl wall restraint, conditions are shown in the diagram below. Active earth pressure is c6m{7ronly 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). S=Surcharge r(OFor aclNe,pfisa4te mover .0o2 H bR oX. HI � F For ablest pressure Lateral Earth Pressure Design Parameters _ I� No Movement Mxf Horixanlal Finished Grade 11—Pv i P,> Rm.iMng wall (57)H Lateral Earth Pressure Design Parameters _ Earth Coefficient for Backfill Surcharge Effective Fluid Pressures Pressure Pressure Type Unsaturated s Sub on jiQn�I. _ Pt (Psf) (235)F Passive (Kip) Select FIII/CRBC - 3.69 y Native Granular -=0.29 (0.29)S (461)H (37)H \dive (Ka) ScIaT3 Fill/CRPC - W7 (0.27)S 6.2H psf (active) (34)H Seismic 3 1. For activ7sarth 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 poi. Responsive . Resourceful • Reliable 26 Native' Granular' f0.47 (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)F Passive (Kip) Select FIII/CRBC - 3.69 --- (461)H (225)F Dative Granular 6.2H psf (active) Seismic 10.71-1 psf at -rest Surcharge Select Fill/CRBC I. psf (active) 3 1. For activ7sarth 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 poi. Responsive . Resourceful • Reliable 26 Geotechnical Engineering Report Eugene Temple a Springfield, Lane County, Oregon February 4, 2022 m Terracon Project No. 82225098 Lateral 1rerracon GeoReport EarthSurcharged Coefficient for Backfill _ Effective Fluid Pressures sf) a, 4, s Pressure z Pressure a' °' ° _ m.....,:.:__ + Type _. rw Unsaturated ° I Submerged ° 3. Uniform surcharge, where 5 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 adjacant fodungs, 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, continup4s'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 coterie for loading conditions behind the leading dock wall, if requested. 4. Loading from heavy compaction equipment is not included. �r _ 5. No safety factor is included in these values. 6. To achieve"Unsaturated"conditions, follow guidelines in SuM "Submerged" conditions are recommended when drainage b 'rade Walls below. into the design. Backfill placed against structures should consist of granular low plasticity cohesive soils. For the granular values to be valid, the grara'lar backfill must a ut and up from the base of the wall at an angle of at least 45 and Fro degrees from vertical for ive and passive cases, respectively. Subsurface Drainage for Below -Grade Walls A perforated rigid plasticdfiain 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 Tine should. be. surrounded by clean, free -draining granular material having lets than 5�0 gassing the Ng. 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 granular fill should extend to within 2 feet of firra! grade, where it shouldbe capped with compacted cohesive fill to reduce infiltration of Surface water into the ;drain sgstern. Responsive m Resourceful a Reliable 27 Geotechnical Engineering Report 1reirracon Eugene Temple • Springfield, Lane County, Oregon February 4, 2022 • Tenacon Project No. 82225098 GeoReport Slope to drain away flan building Layer of — {. cohesive fill Faundatlon wall 6adN -o report Free -draining graded �A\� _ —1 requirements) granularfiltermatenalor ��� \� T material encapsulated In on appmpnal. filter Native;'undidurbed I fabric (see report) \� \ _�y' sol orengrneered fill ,"_ perforated i ain pipe (Rigid PVC As an alternative to free -draining granular fill, a pre -fabricated drainage structure may be 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'wajf 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 erre expected would be cpnptructed 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 kheel 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 5ite.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 a Reliable 28 Geotechnical Engineering Report lrerracon Eugene Temple a Springfield, Lane County, Oregon February 4, 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 CBIS 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 Se AC Aggregate Base (CAB) 1. Light Duty pavements designed based on 40,000 E 2. Heavy Duly pavements designed based on 85,009 Design ess (inches) _ —PCC 5 _ _- Aggregate Base (CAB) I'S6 Light Duty pavements designed based on 44,000 ESALs. Heavy Duty pavements designed based on 100,000 ESALs. Duty 2 We recommend Portlap(d cement concrete (PCC) pavements be utilized in entrance and exit sections; dumpstet pads, loading dock areas, or other areas where extensive wheel maneuvering are expected. The c umpster pad should be large enough to support the wheels of the truck which 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 cuding and shrinkage cracking. All joints should be sealed to prevent entry of foreign material and dowelled where necessary for load transfer. Responsive . Resourceful a Reliable 29 Geotechnical Engineering Report Eugene Temple • Springfield, Lane County, Oregon February 4, 2022 • Terracon Project No. 82225098 lferracon GeoReport Portland cement concrete should be designed with proper air -entrainment and havea 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 infiltrafloo 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 subdrade should be giacjed to provide positive drainage within the granular base section. Appropriate subb'drainage or connection to a suitable daylight outlet should be provided to remove water from the grandlar 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 pdveynent maintenance program. Additional engineering observation is recomnf&ded.to determine the type and extent of a cost-effective program. Even with periodic rriaintenanoe, some movements and related cracking may still occur and repairs may be required. Pavement performance is affected by its surroundings. In addition to providing preventive maintenance, the civil engineersh_ould consider the following recommendations in the design and layout f pavements: layout grade adjacent to paved areas should slope down from the edges at a minimum 2%. ubgrade and pavement surfaces should have a minimum 2% slope to promote proper surface draipage. Install 'bglow pavement drainage systems surrounding areas anticipated for frequent wetter 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. Responsive. Resourceful . Reliable 30 Geotechnical Engineering Report lrerraeon Eugene Temple ■ Spnngfield, Lane County, Oregon February 4, 2022 • Terracon Project No. 82225098 GeoReport. 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 'u ge4ncasecl 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 and,of the soaking period we utilized 6 - inches of water head to record infiltration rate in approximate 10 -"mule 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 reopmmendeo minimum correction factor based on the test method. Exploration ID Measured filtration Ratel in/hr IT -1 1 433 1 _5 Silt 1 36.0 IT -2' 4325' Gravel with Silt 5.0 and Sand IT -2A ! 432 Alm 1 4 1 Gravel with Silt, 1 1300.0 Kecommended minimum copecaon rector of 2 is'Dased on anticipated ambiguities and the long -tens system degradation due N siltation, biofouling, erusting or other factors. Infiltration testing at JT -2 was reran due to suspect readings and results. IT -2A was conducted approximately 10 Feet 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,,Wp recommend using the measured rates expressed above for the stormwater facility.'. The measured rates should be reduced with the code prescribed correction factors. The long-term infiltration rales will depend on many factors, and can be reduced if the following conditions are present: • Variability of site soils, ■ Fine layering of soils, or ■ 'WNlalntenance and pre-treatment of the influent Responsive ■ Resourceful • Reliable 31 Geotechnical Engineering Report 1`efrae COn Eugene Temple . Springfield, Lane County, Oregon February 4, 2022 • Terracon Project No. 82225098 GeoReport 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 _r The infiltration rate of the receptor soils will be reduced^in toe event that.fifhe sedimentNorge materials are allowed to accumulate on the exposed'spil 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 receptoe'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 infilSrakon rate of the receptor soils is consistent with that considered in the design. Operation of heavy equipment may densify 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 pefformance 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 Teduce 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 analysss 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 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 Responsive. Resourceful . Reliable 32 Geotechnical Engineering Report 1rerraeon Eugene Temple • Springfield, Lane County, Oregon GeoReport February 4, 2022 • Terracon Project No. 82225098 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 identtiicatfori,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 sole benefit and exclusive use of our client for specific application to the project discussed a are accomplished in accordance with generally accepted geotechnical engineering practices with no third -party beneficiaries intended. Any third -party accessto 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'dient, and is not intended for third parties. Any use or reliance of the providedinformation by third parties is done solely at their own risk. No warranties, either express or emptied, 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 exoayating cost estimator as there may be variations on the site that are not apparent in the data that could significantly impact excavation cost. Any,p'arties 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 requirementsldesign are the responsibility of others. If changes in the nature, design, or location of the project are planned,.dur conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing. Responsive • Resourceful Reliable 33 FIGURES Contents: GeoModel Responsive ii, Resourceful m Reliable J E 0 a W GEOMODEL Eugene Temple ■ Springfield, OR Tena.. Pro l Na SM15MB 1terracon GeoReport 135 V30 ®Fill OMSo[rly-gmded Send with IT -2 2 o a �Silt wdh Sand 0 4 5-101 --. o9E,1o5.. ® Clayygraded Gravel with ,}®Silty Sand 0104 ' q Po1antlSded Gravel with 5pand Grove Sand with 2 Water levels shown are as measured during and/or after drilling. In some mass, ♦ s individual Ings for details. •. aaa a 3. tis 125 . ._ 3 .. 2 s.zs -' -P m2 _.. .__ . TP --t1 ot t TP 1o4 TP -103 t TP -106T tqea m. TP 107 TP ID6 � Izs 2 5 _ .. 2 p s L 2 111 5 5 5 2 5 115..._...... ........... _.. ... .. 3`.. Ia. '' ......._ ,10 ... ...................... ... a.. L... 3• . a ..... E ................ ._ _. _....... • .05 ...... ........... .............. 4 3.... .. ..3'. !'.. ........ _':._ ...... 35� m. 00 95 a n fi iso � 85 __ __... _.._ ' _. _... ........_ ......... _..... 80 This is not a cross section. This is intended to display the Geotechnical Model only. See individudd logs for mare detailed conditions. Model Layer Layer Name IGeneral generation Tabsi-fineyralned, brown, moist medlar I TOPSOIL FILL IFINEX3RAINED ALLUVIUM 3 COARSE�MNEO ALLUVWM Fill. Prouty -Graded Grovel with Sift and San shi mawm dense to dense Sift wap Sang Poody-Gmded Sand with Sit fine,mepmm ill heron, vayamnto sr PdodyGrad4 GhevelwM i6T[an�i Teti i rpt ri brown, moist, medium d, LEGEND .'_Topsoil ®Fill OMSo[rly-gmded Send with O Gravel Peargraded Send with �Silt wdh Sand 116SIlt with Gravel UsserygradedSand ® Clayygraded Gravel with ,}®Silty Sand F1pdoay9radod Gravel with q Po1antlSded Gravel with 5pand Grove Sand with 2 First Water Observation NOTES: Layering shorn on this figure has been developed by the geotechnical engineer for proposes of modeling the subsomens conditions as required for the subsequent geotechnical engineenng for this project. Numbers adjacent to sail column indicate depth below ground surface. Groureseter levels are temporal. The levels shown are representative of the date and time of our assembler. SigniOwM changes are possible over time. Water levels shown are as measured during and/or after drilling. In some mass, boring advanremerd methods mask the presendmabsence of groundwater. See individual Ings for details. ATTACHMENTS Responsive Resourceful Reliable �L a.. 1.� I 'CE � 1" � 4 PHOTOGRAPHY LOG Eugene Temple a 300 International Way Springfield, OR 1 ferraeon Date Pictures Taken: December 0, 2021 a Terracon Project No. 02215095 Western half of temple buildingpad, looking west towards B-103 Western half of temple building pad, looking west-southwest towards B-102 after piezometer installation Responsive a Resourceful a Reliable PHOTOGRAPHYLOG Eugene Temple . 300 International Way Springfield, OR ���rracon Date Pictures Taken: December 8, 2021 . Terracon Project No. 82215098 Temple building pad, looking west Responsive a Resourceful . Reliable Geotechnical Engineering Report Eugene Temple • Springfield, Lane County, Oregon February 4, 2022 ■ Terracon Project No. 82225098 EXPLORATION AND TESTING PROCEDURES 2021 Field Exploration lremcon GeoReport 2020 Field Exploration plorati.cploration Numbar Explo Type Dolled Boring Ex oration Dep 40.9 50.8 44.0895'N 44.0894'N 123.0325'W ",51�032,3*W B-101 B-102 Dnlled Boring B-103 Drilled Boring 31.5 44.0893'N 123.0326'W TP -1 Test Pit B-104 Drilled Boring 30. 44i08Q8'N 123.0320'W 44.0899'N B-105 Drilled Boring 41.4 �44,0890`N 123.0323'W TP -4 Test Pit IT -1 Drilled Boring 6.5 44.0897-N 123.0307'W 44.0894'N IT -2 Drilled Boring 6.5 4'4.0899'N 123.0328'W TP -101 Test Pit 'ro.-__ 44.0$g8'N 123.0334'W TP -102 Test Pit 5 44.' -6'N 123.0317'W TP -103 Test Pit 5 44:0896-N 123.0330'W TP -104 Te fi 44.0891'N 123.0333'W TP -105 5 44.0891'N 123.0316'W TP -106 I est Pit 5 44.0888'N 123.0329'W TP -107 TP -108 4 Test Pit ML Test Pit 5 5' 44.0888'N 44.0886-N 123.0323'W 123.0315'W 2020 Field Exploration plorati.cploration Numbar Depth (feet) - Location Latitude'R-- B-1 %Drilled Boring 30.12 44.08930-N 123.0323'W B-2 Drilled Boring 26.5 44.08931-N 123.0313'W 813 Dolled 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 TP -4 Test Pit 8 44.0899'N 123.0302'W TP -5 Test Pit 10 44.0894'N 123.0332'W Responsive a Resourceful Reliable EXPLORATION AND TESTING PROCEDURES 1 oto Geotechnical Engineering Report lrerraeon Eugene Temple ■ Springfield, Lane County, Oregon February 4, 2022 ■ Terracon Project No. 82225098 GeoReport. TP -6 Test Pit (feet) 15 Latitude 44.0893°N 23.0300°W TP -7 Test Pit 15 44.0887-N 123.0334°W TP -8 Test Pit 15 44088rN 123.0312°W Exploration Layout and Elevations: Unless otherwise noted, Terr'acon 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. e'p Subsurface Exploration Procedures: We advanced soil bofinge witharack-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 baring and at intervals of 5 feet thereafter. Soil sampling was performed-- using iftin-wall tube and/or split -barrel sampling procedures. In the thin-walled tube sampling' procedure, a ftnr walled, Spamless steel tube with a sharp cutting edge is pushed hydraulically into the scirto obtain a rbigtively undisturbed sample. In the split barrel sampling procedure, a standard 2 -inch outer diameter split barrel sampling spoon is driven into the ground byre 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 valuesoalso 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. to addition, we observed and recorded groundwater levels during drilling and sampling, All- ora ns were supervised and logged by a field geologist or engineer who recorded field test data, classified sells, and,coflacted the samples from the explorations. Our exploration team prepared field boring logs as 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. , Test Pits ElFlorations: Afield 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 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. Responsive • Resourceful • Reliable EXPLORATION AND TESTING PROCEDURES 2 o1`4 Geotechnical Engineering Report lre fmic®n Eugene Temple • Springfield, Lane County, Oregon February 4, 2022 w Terracon Project No. 82225098 GeoReport 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.subsurrace conditions between samples. Final boring logs, prepared from feud logs, represent the geotechnical engineer's interpretation, and include modifications based on observations and laboratory tests. Vibrating Wire Piezometer: We installed one vibrating'wir„e piezometer(VWP) in boring B-102 on December 8, 2021. The VWP was installed at a depth of approximately 8feet below the ground surface (bgs), at the proposed base of the basement elevatidn.. This`depth was determined by the field professional following completion of drilling. During instal btion, 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 pipeonapproximate 3 -foot intervals as it was lowered into the boring. Once the VWP was at the targat depth, a low permeability grout was introduced to seal the exploration and allow the mini datalogger to reecrd changes in the vibrating wire frequency, and thus changesin pressure. The VWP wire was connected to a mini data logger housed within a steel, Ruda -mount wellhead. The mini data logger was set to record vibrating wire readings every 4 hours, starting December 22, 2021 at 10:OOAM. Completion of the VWP is summarized in the tollowing table: Depth (feet t 0 Void (omen soace) I --- 50'/. Law permeability grdut 50 PSI Grout for Medium to Hard WN +} lOd lh Pndland 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 indkide repair of the site beyond backfilling our boreholes and test pits. Excess auger cuttings were dispersed to 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 Responsive Resourceful Reliable EXPLORATION AND TESTING PROCEDURES 3 of Geotechnical Engineering Report 1%rracon Eugene Temple n Springfield, Lane County, Oregon February 4, 2022 • Terracon Project No. 82225098 GeoReport 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 port 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 SUFFSeis, 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 invertedand modeled to yield a 1 D shear -wave velocity versus depth (profile) for then tine, as shown an the- MASW Results. /I> Laboratory Testing The project engineer reviewed field dataa8d assigns various laboratory tests to better understand the engineering properties of various`Soil-strate: 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. • ASTM D2216. 6tandard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass • ASTM D431,8 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils • ASTM D6913Standard Test Methods for Particle -Size Distribution (Gradation) of Soils Using Sieve Analrosts, • ASTM D1883 Standard Test Method for California Bearing Ratio (CBR) of Laboratory - Compacted Soils The laboratory testing program uded 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. C2 Responsive • Resourceful m Reliable EXPLORATION AND TESTING PROCEDURES 4 of4 SITE LOCATION AND EXPLORATION' PLANS Contents: Site Location Plan Exploration Plan Fill Area Map Note: All attachments are Responsive • Resourceful • Reliable 0 E t t @ � GA 00 »� 0 FILL AREA MAP lfarracon Eugene Temple w Springfield, OR GevReport February 4, 2022 • Terracon Project No. 82215098 DIRGRAM IS FOR GENERL LOWION ONLY, AND IS AERIALPHOTOGRAPHYPRONGED NOT INTENDED FOR CONSTRUCTION PURPOSES RYMIDNCEpFT RINGMAPS EXPLORATION RESULTS Contents: Boring Logs (B-101 through B-105, --,: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-2Aj Shear Wave Velocity Profile from MASW Testing Atterberg Limits Results Grain Size Distribution Results (3 pages) Proctor 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, LIT SITE: 300 International Way Springfield, OR w LOCATION See Erploretion Plan ERBER S a V_ Laliwtle:".0995- Lori -123.0323" 'w n $ ed w a-PLaI 0 di surface P- 432(ri) 0 3m a o DII ELEVATION IR.) O w TOPSOIL OL fine grained, brown, moist, medium stiff �. 22.4 SILT WITH SAND fMLIfine gained, low to medium plasticity, brown, moist, medium ff 4.6 POORLY GRADED GRAVEL WITH SILT AND SAND IGP-GMl fine to coarse gmined; - ®® 5 rounded, brown, moist, medium dense to dense, fine to medium grained sand very dense 1D— .6 9 O ® dense 1-q 2 6.8 s welt medium dense to dense red brown brown 25- 3 30- 7.6 zs 'c .35.0 -. 397 3 o. 3aD POORLY GRADED SAND WITH GRAVEL (SP), fine to coarse gams rounded, a9 184 brown, Wet, Medium dense -- ® -- POORLY GRADED GRAVEL WITA SAND(SPIL fine to coarsiagrained, rounded, anD brmvr gay, Wet, very dense, m iti gained sand 6 3915 4 3 boring Terminateda 40.6 Feep S4anfidod: p Imsiw,fie VansiSon may be gaaual. Hammer Type: Auwmalic AtivancemeM MetMd: IVSee Eorallon and Teeing Procedures fore Nobs: Sonic deempdon of field and laboratory preceduree, u¢d l and addiliowl data III See Supporerglnronealion for Expiansiona Abardonmenl Modred Symbols eM abbreviations. Boring lvck0lled with bertoiide chips upon tnmpleliaa EI¢vefrons were inleredletetl from Google EaNt WATER LEVEL OBSERVATIONS Irerraeon Beare Sladed: 12-07-2o2f Baird canna ea: 12-07-2x21 At completion of drilling Dtlll Rig: Geopmbe 15150LG Duller. Jae @ W esiem States 701NE55MAve PCNertl, OR RofH No.: 82215098 PIEZOMETER LOG NO. B-102 Pae 1 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ Of Latter -Day Saints Sall Lake City, UT SITE: 300 International Way Springfield, OR p U' LOCATION See Eaplo2lion Plan jyz. .W AT MRBERG LIMITS no w > o G V z g U Dal dA 0894°LongiWtla:-023.8325 i F8 6 roa an,� For 3 LL -PL -PI 0 � surface Elev.: 433(Fl.) O DEPTH ELEVATION,F, �. TOPSOIL OL fine grained, brawn, moist, medium stiff 21.6 SAND WITH SILT (SPSM1, fine grained, brown, moist, very soft 2 4.5 6285 5 POORLY GRADED GRAVEL WITH SILT AND SAND(GP-GMI, fine to coarse grai rounded, brown, moist, dense to very dense, fine to coarse grained sand, 2 in a®' max gravel size 3. 1. 4.5 14 ®'® 1 6.4 ® 2 medium dense, less silty 157 s.' 25--2loose o® 9 . ® 30-- dense 11.2 3 19.1 medium dense vetlense ry 4 13.3 m® 4 18.2 dense said as 5 13.8 " POORLY GRADED GRAVEL WITH CLAY (GP-GOI, fine to coarse grained, rounded, raven gray, wet, very ns�, 2 in nominal max oval size Boring Terminated ab8g.e Fast strainflam adireat aappeaima,¢. Intl rhetransition may bl,catlusl. Hammer Type: Autumnal Advancement Method See Exploration and Tamps Procedures fora Nates: sonic deter ine of field age laboratory proadems apm in Maps eler ti installed at 8 feet bgs and lle used and additional data(Ifarry). borehole groNetl fill tleptM1 vnM bentonite grout Proved nformume. Por e,rylareAon of sae support,and Abgainsa nt abl symbols eM aMreNalwrw. lied" Bompl baMJletl wiM cement-berhonile grvN upon wmpl¢tion. Elevauorevrera inlerpolatea rmm Google Eamt WATER LEVEL OBSERVATIONS lrerraeon Borinestaned: 12-08-2021 IE ring Cra leled; 08-21-2021 Water level not determined Ddn Rig: ceoprebe elsoLs Dnnar.3na ns wealem sml¢s 709 NE Sah Ave Penta. OR Emil No.: 62215988 BORING LOG NO. B-103 Pae 1 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 y `S p g ro o U_ LOCATION see Exploration plan LaYade: a.oe93-Lormiwee:-123.w2e° Sum Elev: 133mt) DEPTH ELEVATION R LL p FP a ne O ;;�a Fk Q N a zz 3E O ERBERG Lieme se z r to K so LL-PL-PI - S + TOPSOIL OL, fine grained, brown, moist, soft 24.6 30 POORLY GRADED SAND WITH SILT (SP-SIAL fine grained, low to medium plasticity, 30 brown, moist, loose • POORLY GRADED GRAVEL WITH SILT AND SAND(GP-GMl. fine to coarse gain rounded, brown, moist, medium dense. fine to medium gained sand dense 5 4.J 5 Ips 7.6 very dense p _ Wet 15— 01 4.7 3 GlO , medium dense 20- 7.3 s® dense 25- - 12.6 • 31.5 medium dense 401.5 3 13.3 Boring Terminated rf. 512tincetiorlines asapprFximese. In- situ, the transition may be gradual. Hammer Type. Automatic Ativencemm MCNM: See., See E,eatm arM Toes, FYpmdures, for a desnipuon Of& to aM laboratory pc Heres Notes: used aM addi ldata(If any). See Supp.mr, Iofomosan faexpimid.. W Abandonment Method symbols and abbreviations. i Lai wi benbnite chips upon completion. Elevations were iNeRMated ham Gorgle Eerts WATER LEVEL OBSERVATI N 1rerraeon me Steri 12-07-421 1�u)7 2021 Completdestern GZunMlafNnOt BnC0un16/etl Odl Rig. deepmbe 81 501S Diller. Joe@WStares 700 NE 55M Ave sedan, OR Protect Ni 82215098 IM dallernNedcavem at 15.5 feet below roved suface 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, LIT SITE: 300 International Way Springfield, OR o' 0 LOCATION SceEaplo:alion Pian wro ATTERBERG LIMRS y w g Lalituda: 0893-LongiWtle: -123.01 w J _4 �ri p 30 O LL-PL-PI tt Suface Slee.: 431(F.( f 3m DEPTH ELEVATION FL G FILL- POORLY GRAD ED GRAVEL WITH SILT AND SAND IGPGMI, fine grained, - l 5.9 8 1 oiangular, brawn, mst, medium dense to dense 3.0 e 10.9 POORLY GRADED GRAVEL WITH SAND (GPI. fine to coarse grained, rounded, •�� brown gray, moist, dense, fine to medium grained sand 5 s i +•' very dense 5. i' 10-- �'. .at 9] • �P •I�gF medium dense 1 15.1 3 a- very dense 2 11.5 2 8.9 ® 6' 30S 4oa 3. 7.1 Boring Terminated at Stiatirealiantroseeappea&a.to la-sltµlbe Tersitiormaybegatlual. Hamm.: Type: ANamalic Ativaneamenl Mei See EtIoraeon and Testing Praced—,for a Mi Sare deamption w recd and Tabani procedure, used and amimrel d.0 (if aryl. See Suppurng Infomalion for erplani of Atantlonmenl Mailed symbols and atbramfsri Bonn. balled nth bentonite cM1ips upon wmplet.o Elevations xere interpolated nom Gpo.l. EeM WATER LEVEL OBSERVATIONS Irerraeon goring Started 12462021 Baring completed: 12 05-2021 Q Atcompletiomofdolling DrIIIRIg:Geopmbe0150LS Duller. Joe (aj Weslem Sletw Toa HE 55111 Ave PnrtlaM, OR Pmled No.: 82215088 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, UT SITE: 300 International Way Springfield, OR rc re LOCATION see ExploreliOn Plan A ER9ERG LIMITS 0 S U t LaliWtle44.0890'LongiWtle: -123.0323° W € LL -PL -PI z E � surtace Elec_4a1 (PL) -0 3m as rc DEPTH ELEVATION F, I G m 112ATOPSOIL OL floe grained, brown, moist 26.0 SILTY SAND ISMI, fine gained, low plasticity, brown, moist, loose 29.4 45 2 AL 426 S POORLY GRADED GRAVEL WITH SILT AND SAND IGP, fine to coae g -GM1rs 3.� rounded, brown gray, moist, dense, fine to coarse greinetl sand o, very dense 4.4;, 10- 66 15— 122 O' GO 2 8.1 3 dense 2 10.6 cO sem', 3. 15.3 © 3 42.9 media. dense y 4 13.6 m 41a vary dense Gess Bering Terminated at 411 Feet SoMficalionlWas areeppRumess, Insia, the transition may be got Hammer Type Aahmeac Advancement MCMad see Expansion and Testing Procedures fors Notes: Sonic desaiptlan of bad am labrcatery possesses, said and additional data (if am). Sea Seconding Inkrmelion fist wplanetian W Aband.unt M thud: symbolsandid,shwatlons. 'am, boddlled who berdanite chips mean ecmplelion. Eleval wereinb:rpdeled ham Google Earth WATER LEVEL OBSERVATIONS lrerraeon Bonin Sanded 1241-2021 a0nng complde1120a2a21 At completion of drilling OtlII RIg: GaoPmae 8150LS Geller: Joe lg Wesfem slates 100 NE 5M Are PONand, OR Pri N0.: 02216098 BORING LOG NO. B-1 Pae t 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 U' LOCATION See Explamlian Plan LIMITS adup O g U I-siWde:44.0893°LongiNee: -123.0322° W no r up I 3o LL -PL -PI rd Surface Elev.: 433 (Fl.) 3m Q DEP ELEVATION F O N TOPSOIL LOQ, Grass and mortar zone -6 inches 4.3 25 2 2 SILTY SAND WITH GRAVEL (SM), fine granted, rounded and subsounded, light brown, amp, medium dense 26 POORLY GRADED GRAVEL WITH SILT AND SAND IGProGMI. rounded and 5 7 ® subrounded, gray and brown, moist, medium tlense dense very dense 3. 10— 35 e 1 5.1 3 dense, sample wet at tip of sampler !� wet, medium dense, increased sand content 2 9.6 ® zs.o a 2 4.3 POORLY GRADED GRAVEL WITH SAND (GPl. frac oundad, wet, medium dense, heating sands were encounters, a born g drllingetampling to be difficult. ad.t 403 vs, dense 3. uger a so a stratification from In-aiw, the transition may he greens. Hammer Type: Automatic Cauls, MMa tWayee3rare oimadirgsdualo devour after Terni holoe stem Advancement Me1M1otl: Seri Serplorztion antl Testing Procedures far a Notes: Hollow stem auger de cription of field and labcrarory procedures &1,msrel locationd lledesamedatelyldfesuredre of peed and addiYmal data (if arry). carry,pted n IM1e er donor lalmereltothe soma tlelrtM1 and reaUed Supcorpsmanis Mrotmaass. torexpleredonM eager refusal normal merely 301tee[hgs. tutu Abandonment MCNW: symbols 0M abhrev5atlare. Boding reported with bertanite chips upon usurpation Elavatiora were interylatetl from GM91e EeM WATER LEVEL OBSERVATIONS lrerracon 700 NE 55th Ave PONaM.Oft Boring Started: 0812020 leasing complete¢ Is25-2o20 Q V✓hileddlling DTIII kg: CME ]5 Dnllec western orates Drilling Atcamplessen D(drilling Pmjecl No.:82215g98 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 P m LOCATION See Exploration Plan — ATfERBERG LIMITS re to to g v P,a- lamutle:44.0893°Longitude :-1230313°on w, In 3i LL -PL -PI w O 0 0surface nine 431(Fit) on DEPTH ELEVATION F O oL FILL -POORLY GRADED GRAVEL WITH SILT AND SAND , angular, gray, damp, z.0 verydense, surficial gravels wdh sporadic blackberry brushes and dry grassy areas, 1 aminal max size aggregate 1" 4.9 Sg FILL - SILTY SAND,fine grained,brown, moist, medium dense 426 5 POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GMI, rounded and 9 subrounded, gray and brown, medium dense 3. very dense 10— 4.5 a �® .at, dense 1 10.4 9 r. R 2 8.9 very done. o'. Mi gmvels coming up from auger spoils 2 11.5 . -2fis medium dense yg4.g Boring Tennfte ted at 16.5 Feet a ) Sla(ifira[ion'Iyw.a arA plaan .Imsil0. rh"nareifionmay be gradual. Hammer Type: ANamato COWtl noI lake tlglayCa ttilr la,%el reed'mgs due to cave In after removing M1ollow and. • ` Advancement Moned: See EVoration and Testing Prosecons for a It Hollow sRm auger descdp6on of field and labmabry pacedmae used! and additional dais (if any). See Supwring Information for explanellon of AbarNonmert Method: symbols are a gersoati Boring backfilled with bentonite chips upon wondedon. Elevations ware i deralabtl M1dn Goi Earn si WATER LEVEL OBSERVATIONS lrerr�con ]Da NE SSn Avo nwin9 starred: M26-2020 9onng cpmpletea: 08-26-2029 .$Z While sampling Doll Rig: CME 75 Odlleo WpYem Slates Drilling At completion of dnllirg Portland OR Posted Nei 02215099 BORING LOG NO. B-3 Pae 7 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter -Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR w U' LOCATION See Eaploation Plan Wro A TER G LIMITS Y g pF �up w O Latitutlo: 94.OBe]'Londitutle'. -123.0321° t o a Wrp a 3� LL -PL -PI nc SurfacelEd,433(Ft.) O 3m N o m O CEPTH ELEVATION IF TOPSOIL OL Grass antl rootlet zone-6lnches 24.2 X20 SILT WITHSAND ML low plasticity, brow. moist, stiff 43t —J SILTY SAND 1$M1. fine grained, brown, moist, loose -_ 13.2 28 1 5 12.8, 18 increased sand content ] 5 Aw 4255 POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GMIubrounded A brown, moist, very dense 1 4.1 8 3.6 G 1 _ ].1 medium dense a m 2 wet, dense 10.2 O ' �® 26s 4965 2 13.0 adding Terminated at 26.5 Feet St2tification fres ""upoinrare Insitu, the lroledon may be g20ud Hammer Type: Auomallc Advancement Method See Esplorstian and Testing P.-donea fora Ni Hollow stem auger desrnption of field and laboratory pmcedures ueed and additlprel data(if an,d, Sea Supporting lnfcrtnahon hor evicounion of Abandonment Method symbols and abbrevlaions. Bodng hatlFilled with bentonite chips upon wmple ion. Eleva4an5 rrere iMePolated fmm Googk Earth poe WATER LEVEL OBSERVATIONS lrerracon ]On NE.,th Ava Bonng Stetted: 10.19-2020 Boring Completes l9-19-2020 �Kz- mile sampling Drill fLg:CMESW Orille[Weslem staNS Gtllling AtcomplaflOn O/ddlhng Porn.., OR Project No.: 82215a90 TEST PIT LOG NO. TP-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 0 LOCATION SesExploration Plan J y W A BERG LIMITS ut > to _ Latitutle: d4.OB98°LorpHutle: -123.0334° WZ _ to I LL-PL-PI W E O, Surfaw Eley: 431 (Ft ¢do 3o Q K DEPTH ELEdATION F N — TOPSOIL (OLL low plasticity, dark brown, moist medium stiff, some rootlets 24.6 0 0 SILT WITH SAND IMLI, low plasticity, tlark brown, moist, medium stiff 2.9 9 SILTY SAND (SMI. fine grained, brawn, moist, medium dense 23.5 2 5.0 429 24.4 5 Test Pit Terminated at 5 Feet :p 50adficationlimm,deeppmmse.. Imsitµthadurrumnmayloi,m al. Atlwncemenl MelM6 See Explore4on eM Testing PcsmdFres for a Net.: Backhoe uidl bucket tleseription ofReld and laboratory procedures used aM sdditicrml dam (if ani Sed supporting lmommon for explanation 0 Alwndonment MetMa: symbols and abbreviations Test It backfilled mth sail maims upon r—pbetion. Elevatiorm vrere iMemomtM from CWgbe Earth WATER LEVEL OBSERVATIONS lrerraco Test Pit Started: 12-0T-2021Test Piteempleted 12-02-2021 Groundwater not encountered Ewawtpr: Case SEO Backhee di runFischer JW NE saint Ave PoMand OR Project No, 022150% TEST PIT LOG NO. TP-102 Pae 1 or 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Lafter-Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR 'rTetaeexc -wi w LOCATION See Exploration Planob uMrtS S o _ wz _Ub _ Lanno, 44.0a9b° Lnnguuae:-123 a3n° in I J ¢r 30 LL-PL-PI F91Surface Elev.: 433 (Ft) ;m N DEPTH ELEVATION F FILL- POORLY GRA DED GRAVEL WITH SILT AND SAND(GP-Gi fine grained, Fj 7.7 9 angular, gray, moist, medium dense to dense t 17 4315 woven geoudd le at 1.1 feet ago §�' SILT WITH GRAVEL (MLI. low plasticity, brown, moist, medium stiff, 2 in me al 2 gravel size 3.0 430 23.9 POORLY GRADED GRAVEL WITH SAND AND COaBLES (GPI. rou own to • �e, gray, moist, medium dense, 4 inch maz nominal gravel and cobbl rained sand It •b 50 42a Test Pit Terminated at 5 Feet 5 5.9 .v StratiFlcaticn liras mAaposaxlmam. In-situ, the transiYOn may be gradual. Adm ant Mi See Esplprarionand Teabor Procatlmeafor a N.M. eeclai ewilM1 hacker descrindaddifielaaM lebQamid prvceaures ossa end aaamprel data (if amid See Sup,mi lmf ..est mrexplaretion m Abandonment Method. symMls aM eM1hreNallpna. Test Rt eackfillaa with soil cuttings upon Completion. ons were interpolated debEarthle Earth WATER LEVEL OBSERVATIONS lrerracon Test Pit stated: 12,07-2021 Test Pa component 12-07-2021 Smundwsternoterecountered ExraVat«: case seg saekhpe operator: oat Eiamer 700 NE 55th Ave Portland. OR Prolaothip-.21509a TEST PIT LOG NO. TP -103 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 w G LOCATION Sae Ewplorztion Plan moi, w gTiEBOERG LIMITS y >F.g U Latitude: 4,1.01 Longitude w� = u- -123,0330° yg p 3 z LL -PL -PI w S Q Surface Elev.: 43 (FL) o <m Q 0du I is DEPTH ELEVATION IFLI O N — TOPSOIL Cl low plasticity, dark brown, moist, metlium stiff, some roZ42S 25,4 L 0 SILTY SANG (SM7, fine grained, brown, moist, medium dense 3.0 26.0 POORLY GRADED GRAVEL WITH SAND AND COBBLES (GPI, rau wn to aA. grey, moist, loose, 4 inch max nominal gravel and cobbles, fine g rd `a 4.4 n 427 5 Test Pit Termina[etl of 5 Feet SI,adFlcatlonfrpeaaAapisex mat. Irtsilµ IM1e transition maybe gradual. Advancement Method. Se Eayldroterand T¢ring Proceduresfore Notes: Bounnes wt, bucket dasedptlon offield and laboratory prooeduroe used am.ofifiorel dam pfand. See suptareng Infwmatlen tm erplandi of Abanden.st Method: symbols and.beresabox. Test Pit backfilled with soil cu0ings upon so npletion. Elevaders were lnterpdated from Google Earl, WATER LEVEL OBSERVATIONS 1rerraeon Tgt Pitstaned: 12ms021 seat Pit correlated: 12-07-2021 GmunoWater not encountered FweVetoc Case 500 Backboe Opeamc Dan Fischer TW NE 5581 Ave Porl OR Project No.: 82215080 TEST PIT LOG NO. TP-104 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 AT G ,p rc o LOCATION see Ebymd, ran Plan LIMITS uMRs r 3 rcr LL Lamuae:m asst°mrrgbme:-tza.gasa° �w Jw i J iso LL-PL-Pi z p Z Surreci Elev: 432(Ft) 3m M O m O m DEPTH ELEVATION TOPSOIL (i law plasticity, care brown, moist, medium stiff, some rootlets 25.8 p31 SILT WITH SAND lMLI, low plasticity, dark brown, most, medium stiff 1 0 g SILTY SAND ISM1. fine grained, brawn, moist, medium dense 3.0 4zs 34.3 POORLY GRADED GRAVEL WITH SAND AND COBBLES IGPI, fine Q m rounded, brown to gray, oist, metlium dense, 4 inch max nomin and cobbles, fne grained sand a • a b' SO 5.3 Test Pit Terminated at 5 reef strardcbr . InSitu the hanaition may be gradual. Advancement Method 1WSee Erplcra:ion add Trans, Procedures fore Nolen: Backhoe with bucket dascnption of Told add labo2tory procedures used and additional data (If any). see abandoning tntormato, for e,planauon a Abandonment Mcbwd'. symbols am abbrevia4ons. most Pit backrinaa with sob eudings upon completion. Elevatiotp were Inlerpolaletl ham Gotgle Earn WATER LEVEL OBSERVATIONS Merriam Test Pb shaped: 12-07-2021 Test Pit Completed 1207-2021 Groundwater not encountered n Exrarelpc Case 59p BackMe Opemloc Dan Fischer ]W NE 55th Ave Pordarel Project No.: 121111 TEST PIT LOG NO. TP-105 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 w Q LOCATION Sae Explorolion Plan I,J Z(!a g L LIMITS w_ Y Latupde:4a.g39r LarVlwde: -123.0315• ,rBy,F F L5 atfu z rd a- p Z .Q 37- LL-PL-PI U Suffeed Elev.: 431 (Ft) mat o DEPTH ELEVATIGN Et FILL- POORLY GRADED GRAVEL WITH SILT AND SAND fGP-GM1, fine grained, 66 6 angular, gray, moist, medium dense to dense 4e114 to woven 9eoteztile at 1.7 feet bgs 829.5 POORLY GRADED SAND WITH SILT (Sid-SIA), fine grained, brown, moist, n dense 11 2 '.. 172 o n POORLY GRADED GRAVEL WITH SAND AND COBBLES tGPI roun to gray, moist, medium dense, 4 inch maz nominal gravel and cobbles, fine 7.3 ®.®'S.0 42e 5 Test Pit Terminated at 5 Feet StatRcation Tin% antappbtlm .Irraitu, the tansition may be gradual. .y Mvancadwth Be. Eyloratioi aM Tear, Notes. bu Backhoe wiM bucMet Hebe girwresfora and la(If atary promEurea and used a dation used and atldi8arel data (Irony). Say SuppoNn9 Infermetipn fw explanation of AbaMonmeM Merged symbds and abbr,welk ne. Teat Pit backiled with art wlthen upan mmplation. Eleas om ware inlerpoleled from Google Earth gaw WATER LEVEL OBSERVATIONS 1rerracon Teat Pit Stoned: 12-07-21021 Test Ph Completed: 12-07-2021 Groundwaternot encounten9d Evavaroc Caw5W eackM1oe Operator Dan FiscM1er 700 NE 5eh Ave PMland, OR Profed No.: 8221 W98 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 rc o LOCATION see Ex,lo San Plan a LIMITS LIMITS m g rc — U__ Latituoe:4J.g0an°Lon9tlutle:-023.0329' ad JLL-PL-PI i, w Sumacs El— 431(Ft,)3m y U m DEPTH ELEVATION f RO — TOPSOIL 101-1low plasticity, dark brown, moist, medium stili, some rootlets 5130.61 1, OB 0 4.8 NP 34 SILTY SAND (SMI, fine grained, brown, moist, medium dense 29.9 2 42fi5 POORLY GRAOEO SAND WITH SILT(SPSM). fine grained, light brown, In 4� 8.8 14 50 medium dense 5 Test Pit Terminated at 5 Feet Stat Seation"sa app9tlmin, n-sttu. the transition maybe grai Ad-ncemenl Mered See Exploration and Testing Prabodures Tore Noes: 6eckboe v ith buGat description of Rdtl add laboratory prace]tves eased and additional date (if any). Sy, Supporrm Iadembanan Tor eµhtentaon of Abandonment Memod: ry.Me and amreNations. Test Pit baakrdled With soil wttings upon campletion. Elevatlom vete inlerfnlelM from Gargle EeM WATER LEVEL OBSERVATIONS lrerraeon Test Pit started: 12-m-2021 Test wt completed: 12-072021 Gmuneb✓ater not encountered Eaavamc La^� 5fi0 9eddioe Operamr: Uan FlscM1er 700 NE 55M Ave Pwtlara. OR Protect No.: 82215g38 TEST PIT LOG NO. TP -107 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 � ro LOCATION See Exploration Plan ATIFABERG y > 0r g = Latitude. 6-0.0898°Largilutle: -123.0323° rc w p C w Fw Z w p�I 3r O LL -PL -PI rc u Surface Ele¢: 432 (Ft.) 3 is a DEPTH ELEVATION F,. O is d - .= TOPSOIL (DLI. law plasticity, dark brawn, moist, medium stili, some rootlets 28S f _n8 SILT WITH SAND pil low plasticity, dark brawn, moist, medium stiff 2.5 4295 SILTY SAND 'Si the grinned,brown, moist. medium dense 30.3 2 - 5 a 427 5 20.3 Test Pit Terminated of 5 Feet Stratification i pee ardreppaiximals, Imaw, the transition may be gradual. Advanarnam MMMa: see Eandiaden and Testing Procedures for a Notes: aackhme wi bucket dandm tion of Re'd aW laboratory, Podectin s uaed ago addim,al data (If am). Sae Suppaging Innen ation for mplaratian of PbaMOnmem Mari symbds and abbreviations. Test Pit backglleb uM soil tunings upon cpmple[icn. Elevations ware irierpolated Run Stogie EeM WATER LEVEL OBSERVATIONS Test Pit SW"ed: 12-0]-2921 Test Pit Completed: 12-07-2021 Groundwaternot encountered lrerracon ExcavatocWw599 BachM1oc Opeator Dan Fischer ]09 HE 55N Aw, Portland, OR Project No.: 9221 `A98 TEST PIT LOG NO. TP-108 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 BTERBEHG se rc O LOCATION see Erpmra0on Plan a uMtreor S o U_ = _ Latitude: 44.0006°Longitude. -123.0315° w rz or re a,or So PL-PI p Surtace Lev : 432 (FL) 3m Q DEPTH ELEVATION PRIA O m TOPSOIL 101-1low plasticity, dark brown, most, medium stiff, some rootlets 25.6 L 10 431 SILTY SAND (SMI time grained, brown, moist, medium dense 31 24.8 35 bo bee POORLY GRADED SAND /SPI, fine grained, brown, moist, medium de 18.6 C 62 $ .0 Test Pit Terminated at 5 Fee[ ght'll ation Man... app siJai. lim, "a, the transition may be goatlual. Advancement Mallod �' See ' Testing Pmcadutes for a Notes: Backhoe on,bucket description of field am laboratory psestlmas uses and additional data (If any). sea supporaN brcartnedon for e:¢Iaatlan of Abandonment MatMd:symbols and abdevtations. Test Pit resented-nth soil cuffings upon completion. Elevators were iMttylaled more Doxgle Eesb WATER LEVEL OBSERVATIONS Irerracon Teat at Sfadad: 12-07-2021rOp�]!�: Pit Completed. 12-07-2021 Graundwarer not encountered E¢evator.Ease 5006acNlwe Dan Fischer 700 HE sign Ave PnMaM, OR Projetl No.: 02215090 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 a o LOCATION See evrAomlmn Plan `Ln -- R9ERG LIMITS S V (aliWtle:6A.Ca93°LongiWtle:-123.1133Y � � °Q .� r J az 3� LL-PL-PI 'a to Storl Ell 432 (Ft) 3m N O K O DEPTH ELEVATION Eb = TOPSOIL (01-1. Grass and rootlet zone - 9 inches - 1 _as s SILTY SAND (SMI. velli gravel, rounded and submundeQ broom, dry, loose as medium s If dense ,120 430 POORLY GRADED GRAVEL WITH SAND (GPI, trace silt, rounded, btovm, d to medium dense s a s0 426 Test Pit Txminated at 6 Feet 9 SV atirmtionllnes ar4epmbtlnr In-situ, roah shoe may begradual. Hammer Type: Automate AtivancetrenI MNM1W: SeaEs,bratien eM Testing Froeedurea tare Nolen: Excavation daeuiplive W field andlabe2tory Posadures usetl and additional data P1 aWL See supp sl Inrolmatmn tar explanation M Abandonment Method. symCtls eM aWreWatlana BacAlled ons exmvated soil upon correlation Eleeatlons wane IntePolstM tram Gagle III WATER LEVEL 10.15-2020 TeatlPil1rerraeon lttavao Groundwater wtencountered Eaasebn� Dpersoc Oat FisTe Eeted 700 NE 6ftAve Passed, OR Pmjeui No.: 02215099 Mill. Gave in d 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 p Y g EIn U' O d,.gw O LOCATION See Exploretion Plan LaliWtle: M.9899°Longilude:4230323' Surface Elev.: 431 (Ft) DEPTH ELEVATIONiR. i m �'3m Z pq O 4$ Ip a m wt' 3 °ad ATTERBERG LIMITS se Z LL-PL-PI 4 TOPSOIL OL Grass and rootlet zone-3 inches SILTY SAND (SM). with gravel, rounded and subrounded, brown, moist to dry, loose to medium dense 40 2 moist 5 14.1 14 s.o 422 -f-.. SILTY GRAVEL WIT MI, Pet brown, dry, to medium dense 10- 3 2.0 '.tSO 615 1. Test Pit Tereetnated at 15 Feet StrstroaSonliresamappanmatean-situ, Meammsilion maybe gradual. Hammer Type: Automatic Advancement Method See Explorefw and Testing Procedures far s Notes: Excavation description of Tell aM lebwabryprecedures used and additional date (if ay). See Suppodi, Infannaten for explenbt.m of Abandonmem Moftd sushi aM abbreNations. eackrJled with excavated soil upon cwnpletion Eleva4om ware intaynlaled ham Gotyle Eerlb WATER LEVEL OBSERVATIONS lrarracan Test Pit Started: 10.452929 Test Pit completed: 10-1&2a2o GroundanaterjhotetlCWnteri Excavab[ Opedi an Humes, Ettavatin ]CU NE 55M Ave PONaM, OR Project No.: 82215990 0 O TEST PIT LOG NO. TP -3 Pae 1 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 no J See Exploration wen ERBER6 LIMIMto S LOCATION O Lai1We:46.o899'LoyitWe: -1230312° X w _ ~ J _ w a 30 LL -PL -PI K surface Elee.: 433(x) pno 3m Q tB DEPR1 ELEVATION PL O FILL -WELL GRADED GRAVEL WITH SAND Il fine to medium grained, 2 EM subangular, yellowish brown, mals[, medium dense 2 2a SILTY SAND (SM1. Voce gravel, rounded and subrounded, brawn, dry, loose medium dense, geote#ile encountered at 2 feet 22.g 21 5 9 41 rrcc�� WELL GRADED GRAVEL WITH SAND ll trace sNt, reported, brown, dry, laces, to °l1• medium dense 3.8 oO O 10- p �4 • 20 421 -Test Pit TaAeinateal at 12.1=eet i StraKcatloMlnes arlappoume(a. Inabu. the tnroutlon may be gradual. Hammerlype. Automate Ad—oarreM MNhad: See Explpntlpn ead Tesey Rmcedune fora Notes: Excavation deeuileon ofluld and laboratory propeJures used mew aadiunral coma (a any). Sea sWimrane lmobablmntorexpmnatiana Abandonment Mel aymbalaandebbmeiguare. Backfilled mth excavared soil upon completion Ereations wan inraryolated hom Gayle FRM WATER LEVEL OBSERVATIONS lrerraeon 2o zo Test pit sranedno-t5-2g- Test l=it Completed. 19-15-2029 Groundweterrratencaunteretl Ewavemr Operator ban cool Excevati 7W NE SSM A. Port OR PmjMNo.:82215098 1.011- coo,pindolah TEST PIT LOG NO. TP -4 Pee 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 o-' G LOCATION See ErPloraticn Plan All[RBERG LIMITSth y O w� _ Latitude: 44.0893' LOY911Ytl¢: 1230302°aa W D 3Y LL -PL -PI da OS Surface Elev.:433 (F.) nt O ba da DEPTH ELEVATION E ;m G e. FILL - WELL GRADED GRAVEL WITH SAND (GVA, fine to medium grained, subangular, yellowish brown, moist, medium dense t 1 2a POORLY GRADED GRAVEL WITH SAND (GPI, face silt, founded, brawn, d to medium dense, gertaudile enomatead at 2 feet 1.3 3 5 w.' e:a 42s Test Pit Terminated at 8 Feet Staffication III a%appd,rnmate. In- situ, the mashed may be grelue, Hammar Type: ANemare Advancement Method. See Ezpl arton arb Tabling Procedures for a Notes: E.vation deforman of field son laboratory, pmmdures used and addHorel data if any). See suppoi Information far emanation of Mendanmenr Method: sween am abMevlefwre. I3ackffied vnm ettavaNd sail upon wmplatlon Elere4anz were imerpolated more Goa31e Earth Pon LEVELOBSERVAT N Irerraeon Tesl Ptl sGneda04a-2020 IT sr Pit Complereda0-ts-2020 Gmundwaf¢rrrot enc0antered Ewavam[ opeamr: Dan risnherlfti 700 NE 55N Ave PoneM.OR Pml¢d Na.: B22t5o9B -M Cave in depth TEST PIT LOG NO. TP -5 Pate 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 LOCATION See exploration Plan G uNNs jLIMITS g U_ Letilutle: 4Ani LargM1We:-123.0332° LL -PL -PI Z F Surface E., 432 (Ft.) v 3m a O rc DEPTH ELEVATION R. O N TOPSOIL IOL). Gross and rootlet zone -6 inches : SILTY SAND (SM). mumbled and subrounded, brown, dry, loose to medium dense 0 0 POORLY GRADED GRAVEL NTH SAND (GPI. Vaca silt, rounded, brown, tl to medium dense o© �p 5- 3.3 1 3 'p w O, �O 10.0 422 ,�Kim Test Pit Ternwhateeraf 10 Feer sRMlficMion uuav ansappmximate. th iw, Ne Transition maybe gradual. Hammerrype: Automatic Advancament Method See Exploration and Test, Pr000dures for a Notes: Ewavation desorption of field and lalwratgy proWtiv% used and additional data (nar t). See Sup,cong lnformaM1on for erplanatim of Ahandonmem Method: sWidAs and abbeavallone. aacfifned with extaodad soil upon wmpletion El.vanary were interpolates rlan couple EarM WATER LEVELOBSERVATIONSTest Pit Si 10-142020 Tain Pit Completed: 10-142020 man afar�tannnantmd1rerraeon Excavator opemmr. Dan namer Ewavali 700 NE 65th Ave Portland. OR Proacl No.: 62215098 IM Caveinde th TEST PIT LOG NO. TP -6 Pae I of t PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter -Day Saints Salt Lake City, LIT SITE: 300 International Way Springfield, OR w ro o LOCATION See Evploretion Plan A usns�a LL > G wz Lalii 44.0493°LangiWde:-123.0300° 6 z ,Q J 3z LbPLrl U O Such- He-a3o lrc) 3n- N o K nEPTH ELEVATION E. O FILL - TOPSOIL (OL1. Gress and rootlet zone -6 inches 5 4255 FILL - SANDY SILT fMLI, trace gravel, fine grained, subangular, brown, dry, medium dense 5 3 58 l3",., t azT SILTY SAND ISM), rounded and subrounded, brown, dry, loose tom ense,gethardle encountered at3 feet 2.T 4255 POORLY GRADED GRAVEL WITH SAND IGP). Vase silt, rounded, broom, to medium dense 5 O same caving E3 3 O less sift" 1 t est Pit Tomballf Stalifcaupn In-situ. the hunemon,nay be gradual. hammer Type: Aubmatic Advanaemunl 1,Rs.1MF See Egtloretan eM Testing Roceduree for 'and one: Emam- descipuon of fieldIaosem, procedures used eM additional data (iram). See s,,sng lntormalion fon eaplani 0 Abandonmem Method; aymbols and abbreviations. Batk(Iled with es,valed soil upon comphetou Elevatow we,e int."hoad faro Go le EeM WATER LEVEL OBSERVATIONSTesl lrarracon Pit 51aiti 10,15-2020 Test Pit Compleeed:l0-is-2o2o Groundwaternotencountared E.cavamc operewr: Gan ciscner Eaaa�ati 7e0 NE Ilan Are PsUsi OR Projdd No.:82215090 TEST PIT LOG NO. TP-7 Paoe 1 of I PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter-Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR a o LOCATION Sae Exploatior. Plan ATIERBERG LIMITS m T w z g U LatlWtle:6A.088]°tgngitude:1]3.0334° 30 LL PL-P hb Surface Be- 631 (F.) 3m Q rc DEPTH ELEVATION ith O N OIL fOL) TOPSGrass and rootlet zone - 6 inches ,q3 , SILTY SAND (SM), rounded and subrounded, broom, dry, loose to medium dense 24 2'. S ro a POORLY GRADED GRAVEL WITH SAND(i frac munded,b o- to Tel dense p0 4.0 Fo O 10— a o bo m. 1511 416 water observed at base of excavation 1 �[ PI[ iervninatedM 15jFeet Sbalifeallon If oreaarrnlmaw IrvsiN, the tanil may be gradual. Hammer Type: Automatic Ad-framerrt Shared See Eaylorehan sM Teelf, Poo.durea far. Naba Excavafon de^viption Mlmld aM rabbi pmcetlues used and addivan d d.m lll.ny). See fwexdanatlon of Abandonment Methad'. symbol. s d.bbretaatlons aeo lled with aSbwaled sal upon completion Elevations were interposed from Google Earth WATER LEVEL OBSERVATIONS Tesl Pd sradea: l0-15202d Test Pit Carl 10-15-25,20 While excavating l rerraeon Evavamr: Opeafor: Oan Fiedler Excavatio 7M NE Sal ASS, M, OR Pmjecl No.: B'1215D38 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, I SITE: 300 International Way Springfield, OR V' LOCATION Sx Esplmalion Plan A LIMITS C LIMITS to g O wr o m Latitude: H.088]'LongiWae: -123.0312° € W r o „aro 3 LL -PL -PI '4i Surfass Elev.: 424 (Ft) 3 se Q O Un DEPTH EIE.uN Fl. O N 1 ` TOPSOIL IOL) Grass and rootlet zone -6 inches 0.5 421 SILTY SAND ISM). rounded and subrountled, mown, dry, loose to medium dense 13.6 z je 5 60 POORLY GRADED GRAVEL WITH SAND /GPI, rows, dry, loose to medium dense • 3.6 • • 10- 3 a • �4 43o 41co POORLY GRADED SAND WITH GoLVAIl i(SPI, medium to worse grained. ounded .-.: c. and subsounded, botyn, Moist, dense e 4.7 190 4m 1 __r Test Pi[ Terminated of 15 beet StratiLcatian It araappaitimW, It tire transition mey be 9rsdual. Hammer Tyy, Astounds Advancement Method 8ce Exploration and Testing Procedures for a Notes: Excavation dssaiPupn of flela and laboratory pieces. Ines and additional dela (If any). sea Suppercmg Imermi for aMlana(mn of Abandonment Methad'. symColsaMehbraviagont. Balled with euavated soil upon , mplarion Devatior¢ ware interpolated rum Google Ea,th WATER LEVEL OBSERVATIONS lrerracon Teat Pit gained: f0.1S2c2o Test Pit Completed: l0-ts2o20 Groundwater not encountemd ExParator: Operator Oan FiscM1er EttavaS 7WNE55dn Ave P,xgana, OR Pejeot No.: 82215098 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, LIT SITE: 300 International Way Springfield, OR rc o LOCATION See Exploration Plan AT`IEMRSE Gin m > g o La4NGe:44.0897- Longitude: 123.0307- — € For te O 30 LL -PL -PI rc Sudace Elev.: 4d3(F.) �m a DEPTH ELEVATION F O N FILL - POORLY GRADED GRAVEL WITH SILT AND SAND IGP-GM1. fine grained, angular, brawn gray. medium dense, fine grained sand,''/. inch nominal max gravel size a surface 11 1 t 2 3 35 POORLY GRADED GRAVEL WITH SILT AND SAN M fine to rounded, brown, medium dense, fine to medium goal nd 4 8.] in y 5- 6- 64265 426 d Boring Terming 7 Stmtitication"appmrlmay,. in oitru the transition may be gradual. Hammer Type: Aubmafic Apvencemenl MiSea VK Explom0on and Testing Prdwxes lora NMes: Sonic description of field end laboratory prowdurea test pertomled acs feat let, See reporuenfor tit used and additional data many). assilaBon d. See Suppndlibbaonnalion for explanation of AbarMonmerlt symbok entl ebbreviatlons. with Dann9 ballad vnM benbnite Utips upon compl Wian. Elavatiom were iroerpole[etl tram Google Earth WATER LEVEL OBSERVATIONS l�erraeon Ba,ing started a2-088021 baring Completed 12-08-2021g21 Groundwater not eacounferetl DM, Rig GwprWe 81 501S Onll- Joe@W,deam Sistes 7M NE 55th Ave "and. OR lentil Na.: 82215090 BORING LOG NO. IT -2 Pae l 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 a ro LOCATION sea Eglmration Plan �i — RBERE uMITs S O_ rc _ laliWtle: 0899- -123.0325- Ww R 3 F LL -PL -PI Sui Elev.: 432 (Ft.) O 3m N O DEPTH ELEVATION FO O 1 `. TOPSOIL IOLI. fine grained, brown, soft 0 ] L 432 SILTY SAND ISM), fine to medium grained, brown, very soft to soft — 24. 45 1 2 3 2 4 6.g 22 5 -. 6.0 426 6. POORLY tiRADED inP) fine to coarse grained, rounded, Md'=M B se, ne to bm�Nri. Loediam dense, fne to Me=M grained santl gr .;a 8.5 425.5 Baring Terminated affl5 Feet StralifcaYon l(resa p "e". tFec—ai maybegradual. Hammer Type: Automatic Advancemem Ma,Md See Ezplorzfion and Testing Procetlures for a No@s: Sanic desviplim of red a ad laboar"promdires In(Al2Bon lest paformetl at 5 feel bgs. See report lead for teat wed and admronal data (if any), reemm. See Buppoding InfomwYon Mr mylanation W Abandonment Mispnbols aN abbrevlations. Badng betlRJled with t enloni. & Ps upon completion. ElevaYolty vrere Interpolated from Cadge UM WATER LEVEL OBSERVATIONS Merracon eamg Slaned: 12-08-2021 Banrg completed: 12-082021 Grountlwatar not encountered O,iII Wg: Geoprc-0a B150LS Dnllec JoeQ Weslem Slate¢ 700NE65tb Ave Porgi OR Project No.: 82215098 Shear Wave Velocity - ReMi Line N-S l�err�con Eugene Temple • Springfield, OR Field Data Collection: December 7, 2021 ■ Terracon Project No. 82215098 GeoRerOrt ATTERBERG LIMITS RESULTS ASTM D4318 1 0IN OEM 0 ME 10 01moom ■�I—�RAR.mom ■ m, m 1 1 '1 •1 :1 11 i is_ mw AML .-, __, ,-_ , Am_— .� 4.-_- .—'- N 0 .— .— ._ — ---_— ._ - ,---_— OR PROJECT NUMBER: R221M98 OR Latter-DayIrerracon Salt Lake City, UT ,w lw NE MMORK or, _AMML INNER. r ,ammma Iramor AMEMENFNEEMEN lummmor maw -- CALIFORNIA BEARING RATIO ASTM D1883-07' ] ....................... Source of Matenal TP -1060.5 6 _.... .. .5 :__... Descopdon of Material SILTY 6AN13 J........ �. Remarks: w5 .. _. .. .',..... .. ...i.......... F I i (Ibs) W 15.00 15.00 -O.ifi -0.16 -0.16 Bearing Ralio.(h) 6.0 4.9 1.8 41 O 4 _... !........ --. ._I ,. l X34.3% Percent Fees LL PL PI tt it erg Limits NP NP - NP U3......__...... L. _..I ... .I :..._ In In ¢ I I 2 i. .._. .......' _ ..�. At? w it I li it I i it I i it I i 6 86 90 102 DRV DENSITY(PqP) .Vp H� 180 wI 160.......! .......:......:......:.: ...o..,.,.i�.....�......1._ _,....- Sample Na. 1 2 3 t •....:r.....;.... 140 ......:.......:......._ ..t.. :.,...�..;...... <...... Sample Contlipon Soaked m n ComparnOn Method ASTM 698A ryu 120 ......:...... �.....,..... i...... _._;. a....a..... Madmum Dry Density, (pcf) 1003 100.3 100.3 m m -....5...... or Optimum MdsWre CanteM,(%) 21.4 21.4 21.4 ° 100 ._...:......>......:.... .....:�.... :...... ...-,.,: y Ory Density before Soaking, (pcp 100.91 9].51 90.01 IY .. r _S 80 Moisture Content, (%) Op � After Gampacfion 21.] 21.2 27.4 Tap i"After Soaking 22.1 2].9 28.9 rc Surcharge,. li40 ........ ..:......i..,...!......... _ rt 3 20 .. :......'......:.._ .:.......:.......5......:...... i....... � � o 0.25 0.50 Penetration (in) "lwsity@90% 90.3 pcf CBR@90%Density 1.9 Dry Density @95% 95.3 pd CBR @ 95% Density 42 Dry Density @ 100% 100.3 pcf CBR @ 100% Density 6.3 Eugene Temple PROJECT NUMBER: 82215098 rPROJECT: ferracon CLIENT: The Church of Jesus Ghrisl of 0 Pop NE 55N A.e SITE: 3001ntematiOnal Way Pommw, oa r -Da ts Sprin�sld, OR Set Lake City, UT 5 (Ibs) 15.00 15.00 15.00 -O.ifi -0.16 -0.16 Bearing Ralio.(h) 6.0 4.9 1.8 CALIFORNIA BEARING RATIO ASTM 131883 -Of I I I I. I 1 0 86 90 94 98 DRY DENSITY (PCf) 200 2 3 Sample Condition U 160 ...... :.............. _.: ....:.. N n K K 102 102 102 120.. _..,i...... [. N I f 0 102.01 95.70 66.55 U 3 0 After Compaction 197 r I: a li 24.3 29.9 Surcharge„(lbs) 1500 2 1qoo I I I I. I 1 0 86 90 94 98 DRY DENSITY (PCf) 40.....N......:......i......1..:,....... Sourced Material -�- Description MMetenel I Remarks: Pe24trf:lnsa _ 31.1 % erg Limits LL PL PI A, *;:. Sample Nc. 200 2 3 Sample Condition .-. 160 ...... :.............. _.: ....:.. N n ASTM 69M Mammum Dry Density, (pc) 102 102 102 120.. _..,i...... [. N 20.9 Dry Density before Soaking,(pq 102.01 95.70 66.55 Meisture Content, (% ) 40.....N......:......i......1..:,....... Sourced Material -�- Description MMetenel I Remarks: Pe24trf:lnsa _ 31.1 % erg Limits LL PL PI A, *;:. Sample Nc. 1 2 3 Sample Condition Soaked Compaction Method ASTM 69M Mammum Dry Density, (pc) 102 102 102 Optimum Moisture Content, (%) 20.9 20.9 20.9 Dry Density before Soaking,(pq 102.01 95.70 66.55 Meisture Content, (% ) After Compaction 197 20.1 20 T,1"Mar Soaking 25.8 24.3 29.9 Surcharge„(lbs) 1500 15.00 1qoo -0.24 -0.40 -Bearing Ratio, (%) 6.5 5.1 �. 0.25 0.50 Penetration (in) nsity@90% 91.8 Pd CRR@90%Density 37 Dry Density @95% 96.9 pcf CBR @ 95% Density 5.5 Dry Density @100% 102.0 lad CBR @ 100% Density 68 PROJECT: Eugene Temple lferracon PROJECTNUMBER: 02215098 SITE:3001nternaticoal Way 700NEWt Aw CLIENT: The Church of Jesus Christ of Spring0ed, OR roman, CR Latter -Day Saints Salt Lake City, t1T SUPPORTING INFORMATION Responsive . Resourceful • Reliable GENERAL NOTES DESCRIPTION OF SYMBOLS AND ABBREVIATIONS Eugene Temple Springfield, OR Tampon Project No. 82215098 Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated. Groundwater level variations will occu over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations. lrerracon GeonGeoR po assistance(Blovesfft) (HP) Hand Penetrometer M TorvanE IDCP) .'Dlm§pyc Cohn Penetrometer ND Unconfirmnlfompmsaivs Strength Photo-loniantion Detester (OVAI Organic Vapor Analyzer _ DESCRIPTIVE SOIL CLASS ON JV Soil classification as noted on the soil boring lags is based Unified Soil Classification System. Where sufficient laboratory data exist to classify the soils consistent with ASTM D2487 "Classification of Saps for Engineering Purposes" this procedure is used. ASTM D2488 "Description and IdWrIification of Soils (Visual-2finuat Procedure)" is also used to classify the soils, particularly where insufficient laboratory data exist to classify the soils raccordance with ASTM D2487. In addition to USCS classification, coarse grained soilsaa��eefirlass0led on the basis of thgir in-place relative density, and fine-grained soils are classified on the basis of their conslatency.See ttrength Terns" table tholow for details. The ASTM standards noted above are for reference to methodology iri.generar. 1n some rases, variaticti methods are applied as a result of local practice or professional judgment _ LOCATION AND ELEVATION NOTES Exploration point locations asshn e•�xp on thlbration Plan and as noted on the soil boring logs in the form of Latitude and Longitude are approxVnafq. See +and Testing f}ocd in the report for the methods used to locate the exploration points for this pryject. Surface elevation data annotated evith +)- indicates that no actual topographical survey was conducted to copArm e surface elevation: Instead, the surface �Ievation was approximately determined from topographic maps of alma. - -- RELATIVE DENSITY OF COARSE-GRAINED SOILS STRENGTH TERMS CONSISTENCY OF FINE-GRAINED SOILS (Mom Man 50% marmot on No. 200 sieve.) SAMPLING (50% or more passing the No. 200 sieve.) WATER LEVEL enslty determined by Standard Penetration Resistance Consistency determined 7 Waterinitlally Encountered Sandard Grob Penetration Sample Test _I Weser Level Alter calof Specifietl Period of Time Descriptive Term SlAeased Penetration orDescnpdve Tenn Water Laval After a Specified Period of Time (Density) N -Value Jim Cave In Encountered Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated. Groundwater level variations will occu over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations. lrerracon GeonGeoR po assistance(Blovesfft) (HP) Hand Penetrometer M TorvanE IDCP) .'Dlm§pyc Cohn Penetrometer ND Unconfirmnlfompmsaivs Strength Photo-loniantion Detester (OVAI Organic Vapor Analyzer _ DESCRIPTIVE SOIL CLASS ON JV Soil classification as noted on the soil boring lags is based Unified Soil Classification System. Where sufficient laboratory data exist to classify the soils consistent with ASTM D2487 "Classification of Saps for Engineering Purposes" this procedure is used. ASTM D2488 "Description and IdWrIification of Soils (Visual-2finuat Procedure)" is also used to classify the soils, particularly where insufficient laboratory data exist to classify the soils raccordance with ASTM D2487. In addition to USCS classification, coarse grained soilsaa��eefirlass0led on the basis of thgir in-place relative density, and fine-grained soils are classified on the basis of their conslatency.See ttrength Terns" table tholow for details. The ASTM standards noted above are for reference to methodology iri.generar. 1n some rases, variaticti methods are applied as a result of local practice or professional judgment _ LOCATION AND ELEVATION NOTES Exploration point locations asshn e•�xp on thlbration Plan and as noted on the soil boring logs in the form of Latitude and Longitude are approxVnafq. See +and Testing f}ocd in the report for the methods used to locate the exploration points for this pryject. Surface elevation data annotated evith +)- indicates that no actual topographical survey was conducted to copArm e surface elevation: Instead, the surface �Ievation was approximately determined from topographic maps of alma. - -- RELATIVE DENSITY OF COARSE-GRAINED SOILS STRENGTH TERMS CONSISTENCY OF FINE-GRAINED SOILS (Mom Man 50% marmot on No. 200 sieve.) (50% or more passing the No. 200 sieve.) enslty determined by Standard Penetration Resistance Consistency determined by laboratory shear strength testing. field visual -manual _ procedures or standard penetmtii reslstame Descriptive Term SlAeased Penetration orDescnpdve Tenn Unconfined Compressive Strength Standard Penetration or (Density) N -Value (Consistency) OU, (ti N.Value _ 61oeni Blows/Ft. Loose 0-3 Very soft less than 0.25 0-1 4-9 Soft 025 to 0.50 2-4 Me 10-29 Medium Stiff 0.50 to 1.00 4-8 Den 30-50 Stiff 1.00 to 200 8-15 Very Dens >50 Very Stiff 2.00 to 4.00 15-30 Hard >4.00 >30 MIWELEVANCE OF SOIL BORING soil boring logs contained within this document are intended for application to the project as described in this intent. Use of these sail boring logs for any other purpose may not be appropriate. UNIFIED SOIL CLASSIFICATION SYSTEM 1%rracan GeoReport _ soil C assif Mlon .. Criteria for Assigning Group Symbols and Group Names Using Laborato -P Group Nama �I Clean Gravels: •Based on the material passing the 3 -inch (75 -mm) sieve. alf field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name. e Gravels with 5 to 12% fines require dual symbols: GW -(;M well -graded gravel with silt, GW -GC well -graded gravel will GP -GM poorly graded gravel with silt, GP -GC poorly graded gravel doth clay. o Sands with 5 to 12% fines require dual "bola SM/SM well -graded sand with sill, SW -SC well -graded 4anybwith clay, SP -SW poody graded sand with silt, SP -SC poorly gral sand with clay. 2 ©so ) < sCu=Oeo/Ouo Cc= Dm KRon F If soil contains >_ 15% sand, add "with sand" If fines classi(q'as CL -Ml use dual symbol 6050 a 0 10 7 4 N Iffne�ere organic, alindanic fines" to group name. If soil wntains> 15% graver, add'With gr i"to group name. If.Atterrperg false plotilyshaded area, sail is a CL -ML, silty clay. *If spil contains 1510.29% plus No. 200, at ith sand'or"with gravel.' whichever is predominant. If soil contains' 30% plus No. 200 predominantly sand, add "sandy' to group name. MY soil contains? 30% plus No. 200, predominantly gravel, add 'gravelly" to group name. xIl4 and plots on or above "A° line. WPI <4 or plots below "A" Ilne. P PI plots on or above "A" line, oPl plots below "A" line. For classlfic etion of fine-grained CU >4 and 1<Cc536 GW Well-radad ravel• soils and fin e-graineU.fractlon Ga,mlaqMom Less than 5%mese Cu <4 and/or [Cc<i or Gc>3.0]a GP tly graded gravels man 50% Of �So worse fraction Grovels with Fines: Fines classify as ML or MH •P Silty ravel F o• H retained an No. 4 sieve Horizontal W PI=4 to LL25.5. — then P1=0:73 (LL -20) Fines classify as CL or CHC Clayey gravel F• 0,x Caarse-Grained Soils: Mare than l2%finest More than 50% retained on No. 200 sieve Clean Sands: Cu>6 and 1<Cc<3e Well-raded send Sands: Less than 5%fires o Cu<6 and/or IC,, or S dy graded sandy 50% or more of coarse Vertical a1'LL=16 to PI=7, V' Sands with Fines: Fines classify asM -. Mr SM d6, H•. fraction passes No. 4 eve More than 12% fines o Fines classify as CL fen CH SC Clay s• H• I PI>7and elot ism or above"A" CL Lean cls Silts and Clays: Inorganic: PI <4Ar plots below "A" linea ML Siltx• L• a Liquid limit less than 50 Liquid limit -oven dried O able Gla N, c, M,N Fine-grained Soils: Organic. - Llqultl Gmit-snot driedA° OL M,c,M,o O snit sNne or more passes the PI plots on ora w a li CH Fat cla K. �, M No. s No. 200 love Inorganic ML or OL Site and Clays: Pt plots below"A°line MH Elastic SglK4M Liquid limit-ovep dried Omanic cls Liquid limit 50 or more Organic: - <0]5 OH Liquid limit -ria dried O snit silt N c M o Highly organic soils: Primarily organic mrRardark in ddlor.antl organic odor PT Peat •Based on the material passing the 3 -inch (75 -mm) sieve. alf field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name. e Gravels with 5 to 12% fines require dual symbols: GW -(;M well -graded gravel with silt, GW -GC well -graded gravel will GP -GM poorly graded gravel with silt, GP -GC poorly graded gravel doth clay. o Sands with 5 to 12% fines require dual "bola SM/SM well -graded sand with sill, SW -SC well -graded 4anybwith clay, SP -SW poody graded sand with silt, SP -SC poorly gral sand with clay. 2 ©so ) < sCu=Oeo/Ouo Cc= Dm KRon F If soil contains >_ 15% sand, add "with sand" If fines classi(q'as CL -Ml use dual symbol 6050 a 0 10 7 4 N Iffne�ere organic, alindanic fines" to group name. If soil wntains> 15% graver, add'With gr i"to group name. If.Atterrperg false plotilyshaded area, sail is a CL -ML, silty clay. *If spil contains 1510.29% plus No. 200, at ith sand'or"with gravel.' whichever is predominant. If soil contains' 30% plus No. 200 predominantly sand, add "sandy' to group name. MY soil contains? 30% plus No. 200, predominantly gravel, add 'gravelly" to group name. xIl4 and plots on or above "A° line. WPI <4 or plots below "A" Ilne. P PI plots on or above "A" line, oPl plots below "A" line. For classlfic etion of fine-grained soils and fin e-graineU.fractlon of Coarse-grained Soil vgp, �So Equation af'A' - line +�, •P Horizontal W PI=4 to LL25.5. — then P1=0:73 (LL -20) O Equation of'U' - line J.o� Vertical a1'LL=16 to PI=7, V' G�o`Ov MH or OH ML or OL 10 16 20 30 40 50 60 70 80 90 100