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Home My WebLink AboutStudies APPLICANT 3/4/20221 Geotechnical E lrerracon Eugene Temple a a County, Oregon February 4, 2022 Terracon Project No. 82225098 Prepared for: T Church of Jesus Christ of Latter -Day Saints Salt Lake City, Utah Prepared by: Terracon Consultants, Inc. Portland, Oregon 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: lrerracon GeoRe ortportp a We have completed the Geotechnical Engineering Elervices for the above referenced project. This study was performed in general accordance with Terr"acon Proposal Wo. P82215098 dated November 23, 2021. This report presents the findings of the subsUrface exploration and provides geotechnical recommendations conceming ebrthwork and the design and construction of foundations and floor slabsfortte proposed project. We appreciate the, -opportunity to`.be'lof service to you on this project. If you have any questions please contact us. Brice Plouse, PE Geotechnical Department Manager Kristopher T. Hauck, P.E. Senior Principal I Office Manager Terracon Consultants, Inc. 700 NF W5 Avenue Portland, OR 97203 P (503) 659 3281 F (503) 659 1287 terracon.com REPORT TOPICS INTRODUCTION........................................................................................ ............. 2 SITECONDITIONS................................................................................ ................. 3 PROJECT DESCRIPTION................................................................ ...................3 GEOTECHNICAL CHARACTERIZATION .................................... .. ...............5 GEOTECHNICAL CONSIDERATIONS .................................... 7 SEISMIC CONSIDERATIONS .............................................. ....................... ....... 8 EARTHWORK.................................................................. .......................... .14 SHALLOW FOUNDATIONS........................................................................... 1 FLOORSLABS................................................................................................... LATERAL EARTH PRESSURES ......................... ................. ......................... PAVEMENTS...................................................... .............. ........................... 28 STORMWATER MANAGEMENT ........................... ..... ...............................31 GENERAL COMMENTS..................................................................................32 FIGURES............................................................................................................ Ab - 34 Note: Note: This report was originally delivered in a web -based format For more interactNve feafres, please view your project online at client.temacon.com. ATTACHMENTS PHOTOGRAPnESULT EXPLORATIOROCEDU S SITE LOCATITION PLAEXPLORAT+�SUPPORTIF Note:-Refartoeach individual Attachment for a listing of contents. F.I Responsive a Resourceful • Reliable Geotechnical Engineering Report lrerraeon 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 geotechpical engineering services performed for the proposed temple building to be located at 300 jnferpational Way in Springfield, Lane County, Oregon. The purpose of these services is ttida information and geotechnical engineering recommendations relative to: Subsurface soil conditions . Foundatichdesign and const., • n Groundwater conditions . Floo[slat�design and constructi• Site preparation and earthwork . Selsmtc site classification Excavation considerations . Lateral earth presepres Stormwater pond considerations .-,Pavement design and construction A Site -Specific Seismic Hazards Study in accordance with Section 1803.6.1 of the 2019 Oregon Structural Specialtry_Code (OSSC) The geotechnical engineering Scope of Services for this, project included, the advancement of seven borings and eight test pits to depths:, ranging from. approximately 5to 51 feet below existing ground surface. Terracon performed a preliminary exploration in August of 2020, including three borings and eight test pits to depths ranging from app foximately 6 to 30 feet logs. Results of the 2020 explorations are iHdfuded in the Explor_tion Res,_rts section. Maps showing the `siteland exploration locations are shown in the Site Location and Exploration Plan sections; respectively. The results of the labdfatory testing performed on soil samples obtained from'the site during -the field exporatien are included on the exploration logs and/or as separate graphs in the Exploration Results section. 0 Responsive. Resourceful. Reliable Geotechnical Engineering Report 1r_erraeon 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 asse'r _axion with the field exploration and our review of publicly available topographic maps. Ar The project is located at 300 International Way1n 9pringfiel a County, Oregon. The site is an approximate 11.05 r'1 a of undeve9apad. land consisting of four parcels located at 37 -orate Way, 3701 Cgrpdrate Way, 250 International Way and 300 ational Way (Lane County Map. Parcel Information Taxlot numbers 1703154003200 154003300, 1703154003400 and 1703154003500). ■ Latitude: 44.0888°N ■ Longitude: 123.0316°W See Site Location The site has beenMistorically undeveloped and/or agricultural land since at Existing least 1910. In tlbe 7-00$, gravel fill was place on the northeastern portion of Improvements the site, which h6s since been overgrown. Adjoining properties were historically undeveloped anddgr agricultural land from at least 1910 until commercial and indus[sial development be;, in the'1990s and 2000s. Current Ground The site was coveredwith waist high gra ss, blap}cberry bushes, scattered trees Cover I and gravel fill in northeastern portion of the site. Existing Topography Tine site appeared relatively flat; with a general natural grade toward McKenzie (As observed from.field River to the north. Based on, historic topographic imagery, a small drainage exploration) runs east-wgstalong the southern property boundary and another drainage runs north to south along the center of the site. We also collected photographs.at the time of aW field exploration program. Representative photos are provided in our Photography Log. PROJECT DESCRIPTION Our initial understanding of the project was provided in our proposal and was discussed during project planning. A period of collaboration has transpired since the project was initiated, and our ,final understanding of the project conditions is as follows: Description 7Thes!tce ral Site Plan (Sheet A1.01), prepared by HKS Architects, tember 3, 2021. Information Provided infiltration locations via email from David Henderson at HKS provided is shown on the attached Exploration Plan. Responsive ■ Resourceful • Reliable Geotechnical Engineering Report Irerracon Eugene Temple a Springfield, Lane County, Oregon February 4, 2022 • Terracon Project No. 82225098 GeoReport We understand the project Is contldentlal. In general, we upcerstana the proposed large temple structure will be constructed near the center of the site with smaller ancillary structures (including bike shelters and grounds buildings) and parking surrounding the large structure. Project Description We understand this project is classified as a 'Speciaf Occupancy) Structure" per Oregon Revised Statutes (ORS) 455.447, and a site-spepific seismic hazard study (SSSHS) will be required as partof the geotechnicatrepoit per Section 1803.6.1 of the 2019 Oregon Structural Specialty Code (OSSC)_ The project includes a large single -story, building (temple) with a footprin about 40,000 square feet. The tempW will be about 45 feet in height with Proposed Structure spire extending up to 125 feet above ground, surface. The large temple building will be slab -on -grade with a basement on one section up to 12 feet below existing grade. The temple building is. planned to be an Insulated Concrete Form (ICF) concrete structure. Building Construction We assume all structures will be constructed atop conventional shallow foundations and slab on grade with concrete or masonry framing. Finished Floor Assumed to be near existing grades. .r Elevation Maximum Loads • Columns: 400'kips. (assumed) Walls: Up to 18'kipsper loser foot (klf) Slabs: 150 pounds per, square foot (pso " 'We assisne up to anywhere from 2 to 5 feet of cut and fill will be required to Grading/Slopes develop fina4'grade (based on`existing fill encountered). Final slope angles of as steep a%4H:1 V (Horizontal: Vertical) are expected. Below -Grade Basement in one -part the' temple as noted above. We expect excavations Structures on the order of about 12 feet to reach basement grades. Free -Standing Retaining Walls None anticipated. We assume both rigid (concrete) and flexible (asphalt) pavement sections should beconsidered. Please confirm this assumption. Anticipate,d1raffic 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 ` 4 The pavement design period is 20 years. 2nd Quarter 2023 Responsive • Resourceful ■ Reliable Geotechnical Engineering Report 1rerracon Eugene Temple . Springfield, Lane County, Oregon Geoff ori. February 4, 2022 . Terracon Project No. 82225098 p 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.Ae 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 Vahey beginning in:.the Oligocene. Infilling of the Willamette Valley continued from weathering of the adjacent hillsan�beposition of alluvium by the Willamette River and its tributaries throughout the vatley. 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 Departrrentof Geology and Mineral Industries, the project vicinity is mapped as Quaternary Ilan-delta,Alluyiium (Qfd). The Fan -delta Alluvium is described as a broad fan of sand and graval deposited bg the WitlarAette and McKenzie rivers in the head of the Willamette Valltey,. Fan -delta sediments range from silt to boulder gravel but are predominantly sandy pebble -cobble gravel. Based on our review of the subsurface conditions and the geologic publications, we believe the soils encountered'during our explorationsare consistent with the mapped publication. Groundwater Conditions .--qw We observed out explorationswhiledrilling 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 u Resourceful , Reliable Geotechnical Engineering Report Eugene Temple e Springfield, Lane County, Oregon February 4, 2022 . Terracon Project No. 82225098 1Cerracon GeoReport Approximate Gro u Approximate Depth to Surface Elevatio Groundwater wttB$ Drilling _ (feetl' (f,� B-1 433 August 26, 2020 16% B-2 431 August 26, 2020 15 B-3 433 October 19, 2020 15'!t B-101 432 January 7, 2021 B-104 431 January 6, 2021 13% B-105 431 January 7, 2021 9 1. Based on elevations obtained from Google Earth and depth to the observed groundwater during explorations Well logs available on the Oregon Water Resources Department{OWRD)' website indicate that groundwater levels in the area of the site generally range`from about 5 to 30 feet below site grades, depending on topography. Groundwater level Fluctuations occur due,to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time *heborings were performed. Therefore, groundwater levels during construction or at other times in the lifeorf the structure may be higher or lower than the levels indicated on theboringlogs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project. A vibrating wire; piezometer was inotalled in boringN B-102 near the proposed basement. The instrument was placed at the app[oximate bottom, of. the basement elevation (8 feet below the existing ground surface). Grountlsltater levels Wilbbe measured within this boring for the next approximate year. e have dev le,ped a general characterization of the subsurface conditions based upon our review of the subsurfade exploration, laboratory data, geologic setting and our understanding of e project. This characterization, termed GeoModel, forms the basis of our geotechnical ulations and evaluation of site preparation and foundation options. Conditions encountered at ploration poaht are indicated on the individual logs. The individual logs can be found in the ExpqlWn Re�rsection and the GeoModel can be found in the Figures section of this report. Oregon Water Resources Department, 2021. Well Log Records, accessed December 2021, from OWRD web site: http://apps.wrd.state,or.us/apps/gwlwell_log/. Responsive • Resourceful • Reliable 6 Geotechnical Engineering Report 1%rracan Eugene Temple . Springfield, Lane County, Oregon - February 4, 2022 . Terracon Project No. 82225098 GeoReporc 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. el Layer Layer Name IGeneral Descriptio" Topsoil -fine-grained, brown, moist, mediumstif e1 TOPSOILIFILL Fill - Poorly -Graded Gravel with Silt andv Sand; angular, brown, medium dense to dense - 02 FINE-GRAINED Silt with Sand; Poorly -Grade d with Silt; Silty Sapd; fine - ALLUVIUM medium grained, brown, ve . to soft, loose _ COARSE- Poorly -Graded Gravel t, Sand, and Cobbles; fine to coarse 03 GRAINED • grained, rounded, br_ oist, mediu se 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 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 subgrable soils are removed and replaced with Structural Fill. Based on review of the grading plan and communications with the project's Civil and Structural engineers, we understand due to the. amount of grading already planned onsite they have selected to renfove the soft subgrade soils down to the dense native gravels and replace with structural ill within the temple strgctum Provided the site has been prepared in accordance with the requirements noted in the EarrhWork 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, _Flogr slabs for the temple building should also be supported directly omIthe dense gravels or structural fill placed over the dense gravels. ,As doted in 4aeoll4chnical Characterization and the Fill Area Map, explorations B-2, TP -3, TP- A, B-104, IT -1, TP -1'02 and TP -16k encountered existing fill to depths ranging from about 1'/ to 31/ 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, via understand this portion of the site is planned to consist of a green space and stormwater facilities. Additionally, we understand significant quantities of fill is anticipated to be required to develop final grades within the building and parking lot footprints. To offset the amount of import fill for the project, we believe the granular fill noted within explorations B-2, TP -3, TP -4, B-104, IT - 1, TP -102 and TP -105 could be utilized onsite as structural fill. Based on the grain size analyses conducted within this 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 Eugene Temple a Springfield, Lane County, Oregon February 4, 2022 • Terracon Project No. 82225098 1rerracan GeoReport We understand the majority of the pavement onsite will be asphalt. However, we a" ticipate bus parking areas, garbage and recycling areas, entry and exit areas and other areas WNpre extensive wheel maneuvering is expected would be constructed with concrete pave : nts. We have provided recommended pavement sections for light duty and heavy duty, h asphalt and concrete pavements. We have characterized light-duty pavement . a lanes and parking, and heavy-duty pavement areas as bus parking, entrance aiT Aar. ga recycling and other areas where extensive wheel maneuvering are expecd d. The Paveme ection addresses the design of pavement systems. To evaluate dewatering for the construction of the propased basement a v�ibr►ating wire piezometer' was installed in boring B-102 near the proposed basement. The instfu,n)Rrit 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 ne4t approximate year. Information of groundwater depths measured during the exploration can ba,found in the Geotechnical Characterization section. The proposed development is classified at a Special Occupancy structure by the building department according to the Oregon Revised Statute 465,447. ffi'erefore, we have completed a Seismic Hazard study according to the Oregon Structural Specialty Code. See the Seismic Considerations section for r-e-eguits. The General Comments section provides an understanding of the report limitations. SEISMIC CONSIDERATIONS Seismic Setting Western Oregon is generally subject to earthquakes from three different sources: interface, intraslab, and crustar. All three sebroes are related to interaction of the Juan de Fuca plate with the North America plate and coUldcause strong ground shaking at the site. This plate interaction area is referred to asp 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 dippijtg, subduction,zone where the North American plate is overriding the Juan de Fuca plate. A desenlption of each earthquake source is provided below. Cascadia Subduction Zone (CSZ) The Cascadia Subduction Zone (CSZ) is located near the coast of Oregon, Washington, and southern British Columbia where the Juan de Fuca Plate is subducting beneath the North Responsive ■ Resourceful • Reliable Geotechnical Engineering Report lreimcon 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 the two plates at depths generally ranging from 0 to 30 kilometers where the plates become locked together. No earthquakes have been recorded from this source, but geologic evi9mce strongly Supports the occurrence of large megathrust earthquakes up to M9.4 every 30D to 700 years. Geologic evidence indicates the last major event occurred in 1700'. The eastern edge of the selsmogenic 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 fof about 80 percent of the strong ground shaking hazard. Intraslab earthquakes occur at depths greater than 40 ldlometers 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 fess than magnitude M7.54, and do not rupture the ground surface. Given their considerable depth, the ground motions from these earthquakes are relatively low, but are felfover a largearea. A M6.8 intraglgb' earthquake occurred in 2001 near Olympia, Washington, at a depth of 52 kilomfakers (Nisqually earthquake). The site is located in the seismogenic portion of the irttraslab earthquateesl which covers most of the Willamette Valley and portions of the Oregon Coast Range. For an earthquake return period of 2,500 years, intraslab<6ognces account for about 10, percent of the strong ground shaking hazard. Crustal Faults,.:' ' Crustal earthquakesh typically occur at depths will* 35 kilometers of the surface and commonly rupture the ground eurface to form an earthquake fault. The vegetative cover and thick sediment deposits in western Oregom obscure surface faults from being readily identified. The maximum magnitude earthquake that may be generated by one of these crustal earthquake sources is thought to be a1bouf'M7.0. For an earthquake return period of 2,500 years, crustal sources account for about 10 percent of the strong ground shaking hazard. The United States Geological Survey (USGS) maintains the Quaternary Fault and Fold Database of the United 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 DeMets7C., Cgtrdon, R.G., Argus, D.F., Stein, S., 1990. Current plate motions: Geophysical Journal International, v. 101, p. 425-478. ' Atwater, B.F., 1992. Geologic evidence for earthquakes during the past 2,000 years along the Copalis River, southern coastal Washington: Journal of Geophysical Research, v. 97, p. 1901-1919. 4 Cascadia Region Earthquake Workshop, 2008. Cascadia Deep Earthquakes. Washington Division of Geology and Earth Resources, Open File Report 2008-1. Responsive a Resourceful . Reliable Geotechnical Engineering Report Eugene Temple • Springfield, Lane County, Oregon February 4, 2022 in Terracon Project No. 82225098 lrerracon 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 Direction recent Willamette River fault zone (Class B) No. Most recent prehistoric deformation Distance from Fault Corvallis fault Strike (degrees) Sense of Movemept _� Dip Direction Slip rate Category .Most recent prelAworic def_ormfton Distance from Fault 15 km N5°E Reverse N52°W Riaht lateral :ion NW Less than 0.2 These crustal sources are considered remote to the site, and do not contribute to the overall ground shaking hazard calculated for the site. Seismic Hazards Seismic hazards resulting from earthquake motions can include earthquake -induced landslides, liquefaction, subsidence, surface rupture due to faulting or lateral spreading, seiche, and tsunami undation. Definitions of each seismic hazard and their potential impacts to the site are provided in the following sections. Responsive ■ Resourceful a Reliable 10 Geotechnical Engineering Report lrerraeon 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). Sites consisting of unconsolidated sediments will typically experience stronger ground shaking than sites Composed of rock due to amplification effects. The Oregon Statewide Geohazards Viewer (HazVu)' pubflshhed by the Oregon Departm Geology and Mineral Studies (DOGAMI) categorizes the erected earthquake shaking from lig moderate, strop very strop severe and violent. HazVu indicates 3 g, ry g, iki 1 site Is located within an area that will experience "strong' ground shaking during a design leve( earthquake. Earthquake -Induced Landslides Earthquake -induced landslides may bechafactenzed as inertial or Weakening. Inertial landslides occur when the ground shaking adds a temporary. horizontal force to thesoil mass that, when combined with the existing gravitational'fori exceeds the frictional -resistance of the soil. Weakening failures occur when the soil mass" losses strength (e.g., liquefaction) and can no longer provide the necessary frictional resistance to remain stable. Earthquake -induced landslides tend to decrease in number with increasing distance from the location of rupture. The risk of an earthquake -induced landslide at the site is low given the relatively flat nature of the site and surrounding area. The Statewide Landslide Information Database for Oregon (SLIDO)', categorizes landslide suscebtibilityfrtan tow, moderate, high, and very high. SLIDO indicates the site has a "low" susceptlbility,to landslides, and no historic or mapped landslides are shown on the Alf valley floor surrqunding the site. S61 Liquefaction Soil Liquefaction occurs.inloomedium dense sands, and to a lesser extent silts and gravels, where the water table is close to the ground surface. Recently (Holocene epoch) deposited sands in deltaic environments have historically experienced the greatest amount of liquefaction during strong ground shaking. Liquefaction can cause a loss of soil strength and result in lateral or vertical ground. -movements. Structures located over soils that liquefy typically do not collapse a Statewide Geohazards Viewer (HazVu) published by the Oregon Department of Geology and Mineral Studies (DOGAMI) hftpsl/gis.dogami.oregon.govlhazvu/, 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://nis.doaami.oregon.00v/maps/slido/. Responsive. Resourceful • Reliable 11 Geotechnical Engineering Report lrerracon 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 i e liquefied site is adjacent to a river channel or other body of water. HAZVU categorizes otential for seismically -induced liquefaction settlement at the site as "moderate" Based on the very dense nature of the materials encountered below the groundvvatarthe coarse- grained alluvium encountered at the site is considered non -liquefiable within the depths'explored. Based on review of geologic mapping and our previous exp ce on the site, we -do not anticipate liquefiable conditions are present at depths bel se explored as part of this assignment. Ground Settlement s In addition to liquefaction -induced settlement below the waterfable, ground settlement may occur during an earthquake in loose soils located above the water table. The ground vibration may cause these loose soils to collapse and density. The amount of.setflement is a function of many factors including soil type, initial density, thipknbw and level of grounA shaking but is typically less than a few inches. Given the very dense nature of the coarse-grained allpuium underlyling the site that would be supporting structures at the= L e, 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, QSZ irit4rface earthquake. DOGAMI produced maps showing the estimated tibsidence expected during a magnitude 9 Cascadia Subduction Zone earthquake'. The maps present the subsidence estimates in wide, color -coded bands, and 'Indicates the site is, in an area that will experience little to no permanent subsidence during a design -level CSZ J!i teFface earttlqupke. Fault Rupture 'Faults are recognized zones of differential earth movement. Stresses build in the Earth's surface over time and release stored energy along these existing zones of weak rock. The history of : J 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 Report 0-13-06. 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�sectlon above, the depth to bedrock, and the site's distance to the nearest known faults, it is our opinion that the risk of surface rupture due to ground faulting at the site is very low. Lateral Spread Lateral spread is the lateral movement of saturated soils that can occur on slopes steeper than about 3 degrees caused by underlying liquefied soils during �a Significant seismic event. Movement can range from a few inches to several feet, which -mcause significdnt damage to structures supported on these soils. Given the non -liquefiable nature of the soils at the site, the risk ofda�associated with lateral spread is considered to be very low. Seiche A seiche is a standing wave in an enclosed or partially enclosed body of water. Seiches and seiche-related phenomena have been observed on lakes, reservoirs, swimming pools, bays, harbors and seas. The key requtrement for formatign of a seiche is that the body of water be at least partially bounded, allowfng1he formation of the standing wave. A shallow water -filled depression is located immoiafely north of the site that could theoretically produce a seiche. However, the water Is only about,1400t deep during our site visit in December 2021, and is surrounded by berms up to about @feet in height. Based on the topography of the depression and limited Watendepth, the risk of a seiche affecting the project is low. Tsunami Iryundation ,A tsunami inundation is defined as the advancement or covering of land by a very large ocean wave that is causedby an underwater earthquake or volcanic eruption and often causes extreme destruction when it advances on to land. Based'on the distance and topographic relation of the site to the Pacific Ocean to the west, the risk of tsunami inundation to the site is negligible. Design Earthquake As described above, the primary contributor to strong ground shaking at the site is the interface source with a moment magnitude that ranges from M8.3 to M9.1 at distances of approximately 65 to 127 km. Responsive ■ Resourceful Reliable 13 Geotechnical Engineering Report 1Cerraeon Eugene Temple m 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 (MCER) spectrum, whmh is defined as the response spectrum that is expected to achieve a 1 percent probability of building collapse in 50 years. The table below lists the prescribed seismic design parameters for the project (latitude 44.0888 degrees north and longitude 123.0316 degrees west): Tht Site Classification is based on the upper 100 feet of the site profile measured at site defined, by a weighted average vsklue'of the shear wave velocity in accordance with Section 20.4 of A$CE 7-16. These values should be verified by the structural engineer. Item - Q_(4q! tion Site Class C PGA, Ss, Si (g) 0.523, 0..681, 0.369 FPGA, F„ F, 1.2, 1.22$ 1.5 PGA, Sms, Smi (g) IL —qwk- 0.387, 0.8316A.583 SDS, Sol (9) 0.853, 0.389 T, (sec)— AO 16 EARTHWORK Earthwork is anticipated to include cheering and grubbing, excavations, and fill placement. The following sections provide recgmmendatlpps for use in the preparation of specifications for the work. Recommendatioris'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 Prior to placing fill, existing vegetation and root mat should be removed. Complete stripping of the topsoil should be performed in the proposed building and parking/driveway areas. Based on the explorations depth we anticipate this depth will vary between 3 and 12 inches, with an approximate average of 0.6 feet of topsoil. Due to the soft, near surface soils expected within the temple building pad, additional site preparation is necessary in the building pad to prepare a suitable subgrade for structural footing and floor slab support. These excavations for preparation of the subgrade will be on the order of 3 to 5%feet bgs based on the borings completed. Due to the alluvial nature of the soil deposition, we expect the excavation to have a varied surface and may exceed these depths in places. The Responsive ■ Resourceful • Reliable 14 Geotechnical Engineering Report lrerraeon Eugene Temple . Springfield, Lane County, Oregon GeORe OYC February 4, 2022 . Terracon Project No. 82225098 p excavation within the entire building pad (and a minimum of 5 feet beyond the extents) should expose medium dense or better gravels (GeoModel Layer 03 on the logs and Geo el Figure). The site preparation of this subgrades should be evaluated by the Geotechnical eer prior to placement of structural fill or foundations on the prepared subgrade. The remaining subgrade portions of the site where pavements and othersutface related coverings are planned should be proof rolled with an adequately loaded vehiple such as a fully -loaded tandem -axle dump truck. The proof rolling should be perforrabd under the direction of the Geotechnical Engineer. Areas excessively deflecting under the proof roll should be delineated and subsequently addressed by the Geotechnical Engineer.Suah areas should either be moisture conditioned and recompacted, removed and replaced -or modified by stabilizing with cemeil Excessively wet or dry material should either be removed or moisture conditioned and recompacted. Subgrade Stabilization Based on the outcome of the proof rolling operations, some undercutting or subgrade stabilization should be expected, even more so during wet periods of the year. Meth,,od"f stabilization, which are outlined below, could include scarification and recompactian,- removal of unstable materials and replacement with granular fill (with or,without geotextiles) and chemical stabilization. The most suitable method of stabilization, if required, will be dependent upon factors such as schedule, weather, and the size of area to be stabilized and the nature of the instability. More detailed recommendations can .ba�lidrovided 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 tot subgrade stabilization. Scarification and 136comoaction - It inaly be feasible to scarify, dry, and recompact the exposed soils., The Success of this procedure would depend primarily upon favorable dry, warm weather and sufficient time to dry the soils. Even with adequate time and weather, stable subgrades homy not be achievable if the thickness of the soft soil is greater than about 1 to 1! feet. 41C. Granular Fill andGeotextiles - The use of crushed stone or gravel could be considered to improve subgrade stability, if necessary. The use of high modulus geotextiles (i.e., engineering fabric, such as Mirafi HP370 or geogrid, such as Tenser TX140 or 6X1100) could also be.considered. Equipment should not be operated above the fabric or geogrid until one fyill lift of granular fill is placed above it. The maximum particle size of granular material placed over geotextile fabric or geogrid should not exceed 1%inches. Geotextiles can also be considered for severe subgrade conditions during winter months. It should be expected that a minimum of 12 inches of granular fill will be required with any geotextile application. Refer to the Fill Materials and Placement section of this report for additional fill specifications. Responsive . Resourceful • Reliable 1s Geotechnical Engineering Report lrerraeon 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 G*pacted in accordance with the Fill Materials and Placement section of this report. Subgfade, preparation and selection, placement, and compaction of structural fill should be performed under engineering -controlled conditions in accordance with the project specific Ions. Frozen Subarade Soils: If earthwork takes place during freezi onditions, all! xposed subgrades should be allowed to thaw and then be recompacted,�ror to placing subs 't lifts of structural fill orfoundation components. Alternatively, the frozen material could be strip m the subgrade to reveal unfrozen soil prior to placing subsequept lifts of fill. The frozen soil s not be reused as structural fill until allowed to thaw and edjusted to the proper moisture conte which may not be possible during winter months. Existing Fill As noted in Geotechnical Characterization and the Fill Area'Map, explorations B-2, TP -3, TP - 4, B-104, IT -1, TP -102 and TP -105 encountered- existing fill to depths "ranging from about 1% to 31/2 feet. The fill appears to have been placed in a cont?olled 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: Number Elevation (feet) - - - - B-2 431 429 TP -3 431 TP -4 4 431 B-104 431 428 ,16 IT -1 433 429% TP -102 433 431'/. TP -105 431 429% 1. Based on elevations obtained from Google Earth and depth to the observed granular fill during ext Based on the Conceptual Plan provided to us by HKS Architects we understand this portion of the site is planner to, be a green space with stormwater facilities. Additionally, we understand significant quarititiips of fill is anticipated to be required to develop final grades within the building and parking lot footprints. To offset the amount of import fill for the project, we believe the granular fill noted within explorations B-2, TP -3, TP -4, B-104, IT -1, TP -102 and TP -105 could be utilized onsite. Based on the grain size analyses conducted within this granular fill material we believe it could be utilized as Select Fill (materials defined in Fill Material Types section of report). However, Responsive. Resourceful • Reliable 16 Geotechnical Engineering Report lrerraeon Eugene Temple • Springfield, Lane County, Oregon l7eOROYL February 4, 2022 . Terracon Project No. 82225098 ep in order for this granular f II to be reused onsite the surface brush, roots and debris would need to be removed from the fill. A* 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 granulfar MI. We anticipate this ill area could then be replaced will excavated soils from the planned basement and foundation excavations, or other rough grading activities of the near surfaciB fine-grained soils .durfhg site development. Additionally, an eastern portion of the planned temple is located within thisgranular fill area. Due to the relatively high foundation loads and no information on the granuleirfill placement, we do not recommend direct support of footings or Floor slabs within this noted granular fill layer. However, we believe pavements could be support atop or within the granular fill soils following the above- mentioned Site Preparation section. All 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 ttye dntire pavement area should be proof rolled. Areas of soft or otherwise unsuitable material should prepared following the Subgrade Stabilization section. Fill Material Types . 7 Fill required to achieve design grades should be Classified as select fill, structural fill and general fill. Select fill is material used below turbine foundations, whereas structural fill is material used above or within, lb feet of .foundation structures and within roadways or constructed slopes. General fill is material used to,achieve gradeeutside of these structural areas. Fill materials used should meet the following material property requirements: r Responsive . Resourceful . Reliable 17 Geotechnical Engineering Report Eugene Temple a Springfield, Lane County, Oregon February 4, 2022 . Terracon Project No. 82225098 Irerracon GeoReport All locations outside of fybe Building Pad Dry weathei. only All to s across thesite. weather only ?locations across the site. and Dry weather acceptable. Finished basecourse materials for roadways and footing subgrades. GOOT SSC 00442 with the exception Lean Concrete that minimum 28 -day Strength shall be All locations underneath mat (Mud -Mat) 500 psi. Higher strer�g��th minlNnums may foundations and spread foundations. be specified by the Strltstural Engineer as needed I 1. Controlled, compacted fill should consist of approved materials that are free (free = less than 3% by weight) of organic matter and debris (i.e. wood sticks greater 'than 'A 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 yguid limit less,than 40 and plastkity index of less than W. 3. Material should hava'less than 50% fines, and non-plastic'm nature. 4. Material should have a maximum aggregate size of 2 inches and no more than 8% passing the No. 200 sieve by weight detenninedby ASTM D. 4°2. 5. Undocumented granular 511 noted within the F81.¢fea Map can be considered as Select Fill. Where encountered, the native welt graded gravel can be considered as Select Fill if the pieces larger than 2 inches are namoved. 6. The conftactorshall select the appropriate material for use based on the current and forecasted weather conditions atthe time of cons(rucunn. Compaction Requirements and moisture content criteria for structural fill materials are as follows: Minimum Range of Moisture Contents for Location Compaction Compaction _ Requirement inimum l Maxi 0 Per the Modified Proctor Test (ASTM D 698) All locations where used 98 -2% Responsive . Resourceful • Reliable 18 2021 ODOT Standard Specifications for Construction (ODOT SSC) Common Fill Section 00330.13 Selected General Backfi112 Granular ODOT SSC Section 0030.13 Selected Common Fill General Backfill" ODOT SSC Section 00330.14 Selected Select Fill Granular Backf114 ODOT SSC Section 02630.10 Dense Crushed Rock Graded Aggregate (2"-C to 1'-0) with"the, Base Course modification that less than 5% pass the (CRBC) No. 200 sieve as determined by ASTM D 422. Irerracon GeoReport All locations outside of fybe Building Pad Dry weathei. only All to s across thesite. weather only ?locations across the site. and Dry weather acceptable. Finished basecourse materials for roadways and footing subgrades. GOOT SSC 00442 with the exception Lean Concrete that minimum 28 -day Strength shall be All locations underneath mat (Mud -Mat) 500 psi. Higher strer�g��th minlNnums may foundations and spread foundations. be specified by the Strltstural Engineer as needed I 1. Controlled, compacted fill should consist of approved materials that are free (free = less than 3% by weight) of organic matter and debris (i.e. wood sticks greater 'than 'A 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 yguid limit less,than 40 and plastkity index of less than W. 3. Material should hava'less than 50% fines, and non-plastic'm nature. 4. Material should have a maximum aggregate size of 2 inches and no more than 8% passing the No. 200 sieve by weight detenninedby ASTM D. 4°2. 5. Undocumented granular 511 noted within the F81.¢fea Map can be considered as Select Fill. Where encountered, the native welt graded gravel can be considered as Select Fill if the pieces larger than 2 inches are namoved. 6. The conftactorshall select the appropriate material for use based on the current and forecasted weather conditions atthe time of cons(rucunn. Compaction Requirements and moisture content criteria for structural fill materials are as follows: Minimum Range of Moisture Contents for Location Compaction Compaction _ Requirement inimum l Maxi 0 Per the Modified Proctor Test (ASTM D 698) All locations where used 98 -2% Responsive . Resourceful • Reliable 18 Geotechnical Engineering Report lrerraelon Eugene Temple ■ Springfield, Lane County, Oregon February 4, 2022 Terracon Project No. 82225098 66Repoirt Minimum nge of Moisture Contents for Material Type and Location Compaction Compaction Requirement Minimum Maximum Select Fill, Granular Common Fill & CRBC Per the Modified Proctor Test (kSTM D 1557) All locations where used (e.g. beneath +2% foundations, slabs, pavements) I 95 -4 Utility Trench Backfill Within the low permeability fine grained subgrades onsite, utility trenches are a commonso of water infiltration and migration. Utility trenches penetrating beneath the building should be effectively sealed to restrict water intrusion and flow through the trenches, which could migrate below the building. The trench should provide an effective•tfench,filugthat extends at least 5 feet from the face of the building exterior. The plug material should consist of cementitious flowable fill or low permeability clay. The trench plug material should be p{aced to surround the utility line. If used, the clay trench plug material shoufd be placed and compapted'to comply with the water content and compaction recommendations for structural fillstatedprevioVu y in this report. Grading and Drainage All grades must provide effective drainage away from the building during and after construction and should be maintained throughout the life of the. structure. Water retained next to the building can result in soil movements greater than those discussed in this report. Greater movements can result in unacceptable differential floor slab and/or fpundation movements, cracked slabs and walls, and roof leeks. The ropf should have-guttersidrains with downspouts that discharge onto splash blocks at a distance of at least 10 -feat fromthe building. Expdsed ground should be sloped and maintained at a minimum 5% away from the building for at least 10feetbeyond the perimeter of the building. Locally, flatter grades may be necessary to transition ADA access requirements, for flatwork. After building construction and landscaping have been completed, final grades should be verified to document effective drainage has been -achieved. Grades around the structure should also be periodically inspected and adjusted, as ne,sessary, 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 ano.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 1rerraeon Eugene Temple a Springfield, Lane County, Oregon February 4, 2022 • Terracon Project No. 82225098 GeoReport over the completed subgrades should be avoided. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. Water colleelting over or adjacentto construction areas should be removed. If the subgrade freezes, desicdatss, saturates, or is disturbed, the affected material should be removed, or the materials should be scarified, moisture conditioned, and recompacted prior to floor slab construction. To support design and construction of the proposed basement, we are; conducting groundwater monitoring for one year at exploration B-102. The groundwater table encountered during4he 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. W6, anticipate multiple temporary dewatering systems consisting. of well points, or sumps with pumps could be necessary to achieve the recommended depth of excavation. The contractor is responsible for determining the equipment necessary to dewater the excavations, As a minimum, excavations should be performed in accordance With OSHA 29 CFR, Part 1926, Subpart P, "Excavations" and its appendices; and in accordance with any applicable local, and/or state regulations. Construction site safety is the sole responsibility of,the, contractor who controls the means, methods, and sequencing of construction operations. Under no circumstances shall the information provided herein be interpreted to mean Terracon is assuming responsibility for construction site safety, or the contractor's activities; such responsibility shall neither be implied nor inferred. Construction Observation sind'Testing pV The earthwork effgrts sho(ilct. be monitored under the direction of the Geotechnical Engineer. Monitoring should include documentation of adequate removal of vegetation and topsoil, proof rolling, and mitigation of areas delineated by the proof roll to require mitigation. Each lift of compactedfill 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 11pulding areas and 5,000 square feet in pavement areas. One density and water content test should be performed for every 50 linear feet of compacted utility trench backfill. In areas of f6cindarion excavations, the bearing subgrade should be evaluated under the direction of the Geotechnical Engineer. If unanticipated conditions are encountered, the Geotechnical Engineer should prescribe mitigation options. In addition to the documentation of the essential parameters necessary for construction, the continuation of the Geotechnical Engineer into the construction phase of the project provides the Responsive a Resourceful ■ Reliable 20 Geotechnical Engineering Report Eugene Temple . Springfield, Lane County, Oregon February 4, 2022 . Terracon Project No. 82225098 lrerracon GeoReport continuity to maintain the Geotechnical Engineer's evaluation of subsurface conditions, including assessing variations and associated design changes. SHALLOW FOUNDATIONS Due to the soft near surface soils and planned varying soil bearing stratums (soft subgrade soils, granular undocumented fill and dense to very dense, native granular soils) we anticipate differential settlement could be as much as the total static settlement if foundations are not constructed atop ground improvements, or the soft subgrade soirs are completely removefl and replaced with Structural Fill. Based on review of the gradingplan and communications with the project's Civil and Structural engineers, we understand due to the amount of grading already planned onsite they have selected to remove the soft subgrade soils and replace with structural fill within the temple structure. If the site has been prepared in' agcorciance with the requirements noted in the Earthwork section, the following design parameters are applicable for shallow foundations. Design Parameters— Maximum Net Allowable Bearing Pressure 1,2 AL Required Bearing "Stratm3 u Minimum Foundation'Dimensions Ultimate Passivu Resistance*' 1equivalent fluid pressures). Ultimate Coefficient of`Sliding Frictions Minimum Embedment below Fmrshed Grades Estimated Total Settlement from Structural LoactO Estimated Differential Settlement 2,7 (foundations bearing within structural fill) Dense gravel (GeoModel Layer 03) or compacted struc'turai fill placed directly on top of the dense gravel (GeoWdel Layer 03) Golumns;' 108 inches (for maximum load of 400 kips) Cont(nuous: 48 inches (for maximum load of 18 kips per lineal foot) 460 pcf (granular backfill) 0.55 (granular material) 12 inches (Lane County frost depth) Less than about 1 inch About 1/2 of total settlement Responsive . Resourceful • Reliable 21 Geotechnical Engineering Report lrerraeon Eugene Temple • Springfield, Lane County, Oregon - February 4, 2022 • Terracon Project No. 82225098 GeoReport _ Des 1. The maximum nelallowable bearing pressure is the pressure in excess of the minimum surroundinygverburden pressure at the footing base elevation. An appropriate factor of safety has been applied. Values, assume that exterior grades are no steeperthan 20% within 10 feet of structure 2. Values provided are for maximum loads noted in Project Description. 3. Unsuitable or soft soils should be overexcavated and replaced per the recommendations presented in the Earthwork. C7 11, 4. Use of passive earth pressures require the sides of the excavation for the spread fgoting founda4on tribe nearly vertical and the concrete placed neat against these vertical faces or that the footing forms be,rgmobed and compacted structural fill be placed against the vertical footing face. ? 5. Can be used to compute sliding resistance where foundations are placedlon suitable soil/materials. Should be neglected for foundations subject to net uplift conditions. 6. Embedment necessary to minimize the effects of frost and/or seasonal water content variations. For sloping, ground, maintain depth below the lowest adjacent exterior grade within 5 horizontal felt of the structure. 7. Differential settlements are as measured over a span of 50 feet. Design Parameters - Uplift Loads Uplift resistance of spread footings can dbe developed from the effectiveweight of the footing and the overlying soils. As illustrated on the subsequent figure, the effective weight of the soil prism defined by diagonal planes extending up.from the top pf theperimeter -of the foundation to the ground surface at an angle, 6, of 20 degrees from the vertical can be ipcluded in uplift resistance. The maximum allowable uplift capacity should be.teken 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 pef 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. umiu MW Or uplift kesumme Responsive a Resourceful P Reliable 22 Geotechnical Engineering Report 1%rraeon Eugene Temple ■ 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 flinch 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 inches of clean free - draining granular material, such as Oregon Standard Specifications Sermon 004'90.1t Granular Drain Backfill 11W - W. We recommend enveloping the drain rook with a non -woven. geotextile, such as Miraf 140N, or equivalent. Footing drains should bedirected toward appropriate storm water drainage facilities. Water from downspouts and surface water should be independently collected and routed to a suitable discharge location. a' Foundation Construction Considerations As noted in Earthwork, the footing excavations should be evaluated under the direction of the Geotechnical Engineer. The base of all foundation excavations should be free of water and loose soil, prior to placing concrete. Concrete>should be, placed soon after excavating to reduce bearing soil disturbance. Care should be taken to.prevenfwetting or drying oflhe hearing materials during construction. Excessively wet or dry material or any loose/disturbed material in the bottom of the footing excavations should be removed/reconditioned before foundation concrete is placed. Overexcavation for struetural fill placement below footings should be conducted as shown below. The overexcavation should be backffped up to the footing base elevation, with Select Fill or CRBC placed, as recommended in the Earthwork section. oVERFJ VanON/MCUILL ZONE Responsive . Resourceful • Reliable 23 Geotechnical Engineering Report lrerrae®n 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 subgradeA Ts and replacement with Structural Fill within the temple footprint we have provided the following design param@ter, Floor Slab Design Parameters Item 11111. ,;ription _ Minimum 6 inches of free -draining (lass than 't%, passing the U.S. No. 200 Floor Slab Supports sieve) crushed aggregate compacted toat'least 95% of ASTM D 1557 �•a•4 Estimated Modulus of z 150 pounds per square inch per inch (psi/in) fair point Subgrade Reaction loads - 1. Floor slabs should be structurally independent of building fooi s.or walls to reQuce the possibility of Floor slab cracking caused by differential movements between the slab and foundation. 2. Modulus of subgrade reaction is an esgmated•yal ie based -upon ouf.expederfpe with the subgrade condition, the requirements noted in Earthwork, and the floor slab support as noted-in'thts table. It is provided for point loads. For large area loads the modulus of subgrade reaction would be lower. 3. Free -draining granular rgateriashoufd have less than 5% fines (material passing the No. 200 sieve). Other design considerations such as cold temperatures and,condensation development could warrant more extensive design provisions. 4. Although the beanng stratum of the easement meets the percent passing the No. 200 requirement, to provide sliding friction and reduce "hard sports' caused by cobbles and probable boulders within this stratum it is recommended the crushed' aggregate fill be utilized tpdevelop 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 mdjeture. When conditions warrant the use of a vapor retarder, the slab designer should refer to ACI 302 and/orACI 360 for procedures and cautions regarding the use and placement of a vapor retarder. Saw-dwt control joints should be placed in the slab to help control the location and extent of cracking. For additiopal recommendations refertothe ACI Design Manual. Joints orcracks should be sealed with a water -proof, non -extruding compressible compound specifically recommended for heavy duty,concrete pavement and wet environments. Where floor slabs are tied to perimeter walls or turn -down slabs to meet structural or other construction objectives, our experience indicates differential movement between the walls and slabs will likely be observed in adjacent slab expansion joints or floor slab cracks beyond the Responsive . 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 elevations, we recommend the use of a water proofing barrier to prevent vapor and moisture intrusion. A specialized contractor should be contacted to determine the appropriate product for the projected use. Floor Slab Construction Considerations Finished subgrade, within and for at least 10 feet beyond the floor slal9, should be protected from traffic, rutting, or other disturbance and maintained in a relatively moist condition until floor slabs are constructed. If the subgrade should become damaged or desiccated prior to construction of floor slabs, the affected material should be removed and structural rill should be added to replace the resulting excavation. Final conditioning of the finished subgrade should be performed immediately prior to placement of the floor slab support course. The Geotechnical Engineer should approve the condition of the floor slab subgrades immediately prior to placemefit of the floor slab support course,` reinforcing steel, and concrete. Attention should be paid to high traffic areas that were rutted and disturbed earlier, and to areas where backfilled trenches are located. LATERAL EARTH PRESSURES Based on the Conceptual Plan provided by HKS Architects we understand the main below grade structure will be the basement" near the northwestern entrance to the temple. Based on conversations with the design team we understand the bottom of basement elevation will be approximately 8 feet belpw existing grades. Additionally, we understand approximately 4 feet of fill, above existing,grades, will be placed around the basement to develop final site grades. Based on this grading information we have provided earth pressures for native granular soils, as well as the use of Select Fill or Crushed Rock Base Course. The pressures presented in the table below are based on the following conditions: . No wall batter (vertical wall face) . No slope at toe of wall Responsive. Resourceful . Reliable 25 Geotechnical Engineering Report lren-acon Eugene Temple . Springfield, Lane County, Oregon GeoReporc February 4, 2022 . Terracon Project No. 82225098 . No slope of fill behind wall Design Parameters Structures with unbalanced backfill levels on opposite sides should be designed for earth pressures at least equal to values indicated in the following table. Earth pressures will be influenced by structural design of the walls, conditions of wall restraint, methods of construction and/or compaction and the strength of the materials being restrained. Two wall restraint coniVitions are shown in the diagram below. Active earth pressure is commonly used for design=of free- standing cantilever retaining walls and assumes wall movemegt: The "at -rest" condition assugnes` no wall movement and is commonly used for basement' walls, loading dock walls, or other wails 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•Surmar9e —rl---.__._.. (e0o2 Hca 0.009 H1 S FOr at MM pressure - No Movement Assumed H Honzonol FinisM1ed Gretle Retalning Well ""Granplar -0.29 dive (Ka) Seledt Fill/CRBC-b,27 At -Rest (Ko) Native Granular -0.47 Select Fill/CRBC - 0.43 Native Granular -3.39 Passive (Kp) Seleot F ll/CRBC — 3.69 . - Native Granular esi_gnesign. Parameters arge Effective Fluid Pressures (psf) z, 4, s ssure 3'4,5 Unsatura e e - Submergeds (0.29)S (37)H (85)H (0.27)S (34)H (82)H (0.46)S (57)H (95)H aumnatge Select Fill/CRBC 10.4H psf (at -rest) 1. For actio earth pressure, wall must rotate about base, with top lateral movements 0.002 H 10 0.004 H, where H is wall height. For passive earth pressure, wall must move horizontally to mobilize resistance. 2. Uniform, horizontal Select Fill/CRBC backfill, compacted to at least 95% of the ASTM D 1557 maximum dry density, rendering a maximum unit weight of 125 pcf. Responsive • Resourceful • Reliable 26 Geotechnical Engineering Report lrercaeon Eugene Temple • Springfield, Lane County, Oregon February 4, 2022 • Terracon Project No. 82225098 GeoReport ant for Backfill ourcnarge j Effective Fluid Pressure 3'6,5 Type, _ r..en Unsaturated Unrorm 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 tdad�acept fodfings, vehicles, construction equipment, etc. must be added to these values. For traffic loads, we recommend using an equivalent 75 pal soil surcharge. If loading docks are planned, point, contiriUogs or evenly distributed loads above the dock will result in horizontal pressure on the wall. The approoS ate"loading conditions. sfiAuld be incorporated into the loading dock wall design, orwe can provide surcharge cin crater loading conditica ind the loading dock wall, if requested. Loading from heavy compaction equipment is not included. No safety factor is included in these values. To achieve "Unsaturated" conditions, follow guidelines in S60iSurfdce Drainage,Wr*=-Grade Walls below. "Submerged" conditions are recommended when drainage behindwalls is notlncgrporated into the design. Backfill placed against.structures should consist of granular soils or low plasticity cohesive soils. For the granular values to be valid, the granular backfill must extend"out and up from the base of the wall at an angle of at least 45 and 6Q degreet3from vertical forthe active and passive rases, respectively. Subsurface Drainage for Below -Grade Walls. A perforated rigid plasticdnain line installed behind the base of walls and extends below adjacent grade is recommendei to preve'nt 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 dram fine should be surrounded by clean, free -draining granular material having less than 56% passing the Np. 200 sieve, such as No. 57 aggregate. It should be noted that the native cravats 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 final grade„ where it should be capped with compacted cohesive fill to reduce infiltration of surface water into the, drain syaterh. I',. Responsive • Resourceful m Reliable 27 Geotechnical Engineering Report Eugene Temple ■ Springfield, Lane County, Oregon February 4, 2022 ■ Terracon Project No. 82225098 lrerracon GeoReport Slope to drain away from building Layer or cohesive fi0 / / i Foundation wall Backfill (see report requirements) Free -draining graded \\\\\\\ - :�' granular tree-draining rmatedalor non -gad en free draining materialnappropsulafifter AA\ an appropriate filter � �\�\� � Natiee-,,-untlisturbetl fabric (see report) sal or engineered fill < rI Pertarated drain pipe (Rigid PVC As an alternative to free -draining granular filly; a pre4obricated drainage,strtkture maybe used. A pre -fabricated drainage structure is a plastic drainage core or rri'esh which is covered with filter fabric to prevent soil intrusion, and is fastened to the Walfl-prior to placrng backfill. PAVEMENTS We understand -the majority of the pavement onsite will be asphalt, however we anticipate bus parking areas,,garbage and recycling areas, entry and exit areas and other areas where extensive wheel maneuvering are expected would be constructed with concrete pavements. However, we have provided recomortended pavement sections for light duty and heavy duty for both asphalt and "concrete pavements. VGe have characterized light-duty pavement areas as drive lanes and parking, and heavy-duty pavernent areas as bus parking, entrance and exits, garbage/recycling end other areas where extensive wheel maneuvering are expected. General Pavement Comments Pavement designs are provided forthe traffic conditions and pavement life conditions as noted in Project Descripti6n and in the following sections of this report. A critical aspect of pavement performance is - site,. preparation. Pavement designs noted in this section must be applied to the site which has laeen 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 (I8-109). Design of Responsive . Resourceful . Reliable 28 Geotechnical Engineering Report lrerraeon Eugene Temple ■ 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 CBR of 6 was used for the property AC pavement designs. A modulus of subgrade reaction of 150 pci was used for the property for the PCC pavement designs. A modulus of rupture of 580 pai was used for pavement concrete. Pavement Section Thicknesses The following table provides options for AC and PCC Sections: Asphaltic Concrete Design Thickness (inches) AC Aggregate Base (CAB) 1. Light Duty pavements designed based on 40,000 ESALs.. 2. Heavy Duty pavements designed based on 85,000 ESALs Design ens (inches) 7 a 3regate Base (CAB) 6 1. Light Duly pavements design - based on 44,000 ESALs. 2. Heavy Duty pavements designed based on 100,000 ESALs. Heavy Duty Heavy Duty 2 \Ne recommend Portland cement concrete (PCC) pavements be utilized in entrance and exit sections; dumpsteir pads, loading dock areas, or other areas where extensive wheel maneuvering are expgctsd. The.dumpster 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 curing and shrinkage cracking. All joints should be sealed to prevent entry of foreign material and dowelled where necessary for load transfer. Responsive • Resourceful ■ Reliable 29 Geotechnical Engineering Report lrerraeon Eugene Temple ■ Springfield, Lane County, Oregon - February 4, 2022 ■ Terracon Project No. 82225098 GeoReport Portland cement concrete should be designed with proper air -entrainment and have 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 infltration.of watee into the soil. Pavement Drainage Pavements should be sloped to provide rapid drainage of sarface water. Water allowed to pond on or adjacent to the pavements could saturate the stibgrade and contribute to premature, pavement deterioration. In addition, the pavement subgrade should be,gtaged to provide positive drainage within the granular base section. Appropriate,su ,drainage or connection to a suitable daylight outlet should be provided to remove water from the ghanular subbase. Based on the possibility of shallow and/or perched groundwater, we recommend installing a pavement subdrain system to controlgrogndWater, improve stability; and improve long-term pavement performance. Pavement Maintenance The pavement sections represent, minimum recommended thicknesses and, as such, periodic maintenance should be amlcipated. 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. Maintenanceconsists of both localized maintenance (e.g., crack and joint sealing and patching) and global maintenance (e.g., surface sealing). Preventive maintenance is usually the priority when implementing ,a pavement maintenance- program. Additional engineering observation is recommendedto detemnine,the type and extent of a cost-effective program. Even with periodic maintenance, 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 engineer shjould consider the following recommendations in the design and layout of pavements. �. Final grade adjacent to paved areas should slope down from the edges at a minimum 2%. Subgrade and pavement surfaces should have a minimum 2% slope to promote proper sulfate drainage. IF�stall 'below pavement drainage systems surrounding areas anticipated for frequent wetting. • Install joint sealant and seal cracks immediately. • Seal all landscaped areas in or adjacent to pavements to reduce moisture migration to subgrade soils. • Place compacted, low permeability backfill against the exterior side of curb and gutter. Responsive • Resourceful • Reliable 30 Geotechnical Engineering Report Eugene Temple . Springfield, Lane County, Oregon February 4, 2022 . Terracon Project No. 82225098 lrerracon 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 wing the,pncased 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 beriod,of 4 hours. However, if two consecutive 12 -inches of water head infiltrate in under 10 minutes then we forewent the soaking period (Test IT -1 and IT -2A). At the -end of the soaking period we utilized 6 - inches of water head to record infiltration rate in approximate 10 -minute increments until `a relatively steady infiltration rale was observed, as provided�on the table below. The table below summarizes the infiltration test data and provides our recommended minimum correction factor based on the test method. IT -2A 207 432 ,�111W 1 4 7W11 Giavelwith Silt, 1300.0 —L Sand and Cobbles 1. Recommended minimum oWection. factor of 2 is based on anticipated ambiguities and the long-term system degradmdndue te'siltation, biofouling, e(usting or other factors. 2. Infiltration testing at 14-2 was reran due to suspect readings and results. IT -2A was conducted approximately 10 rest nddheast of IT -2. The vanance in results between IT -2 and IT -2A is likely due to the presence of cobbles at the base of infiltration pipe. Based on our field test results, we recommend using the measured rates expressed above for the stormwater facility. The measured rates should be reduced with the code prescribed correction factors. The long-term infiltration rates will depend on many factors, and can be Redubed if the following conditions are present: Variability of site soils, Fine layering of soils, or Maintenance and pre-treatment of the influent Responsive . Resourceful . Reliable 31 Approximate Test Depth Measured Exploration ID Exploration Below Grade (ft) Soil Type Infiltration Rate I Elevation 8. _ In/hr) I Poorly Graded IT -1 433 5 Gravel with Silt 36.0 and Sand Poorly Graded IT -2' 5 Gravel with Silt 5.0 and Sand IT -2A 207 432 ,�111W 1 4 7W11 Giavelwith Silt, 1300.0 —L Sand and Cobbles 1. Recommended minimum oWection. factor of 2 is based on anticipated ambiguities and the long-term system degradmdndue te'siltation, biofouling, e(usting or other factors. 2. Infiltration testing at 14-2 was reran due to suspect readings and results. IT -2A was conducted approximately 10 rest nddheast of IT -2. The vanance in results between IT -2 and IT -2A is likely due to the presence of cobbles at the base of infiltration pipe. Based on our field test results, we recommend using the measured rates expressed above for the stormwater facility. The measured rates should be reduced with the code prescribed correction factors. The long-term infiltration rates will depend on many factors, and can be Redubed if the following conditions are present: Variability of site soils, Fine layering of soils, or Maintenance and pre-treatment of the influent Responsive . Resourceful . Reliable 31 Geotechnical Engineering Report Irerracon 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 sapd 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 _ amu' The infiltration rate of the receptor soils will be reduced in tlhe event that fifie sediment or organic ` materials are allowed to accumulate on the exposed soil surface. Use of an infiltration facility as a temporary construction phase sedimentation pond is not recommended. If site conditions are such that this cannot be avoided, it will likely be necessary to excavate the soils below the infiltration facility bottom that have been contaminated with sedimemt, organic materials, or other deleterious materials that may reduce the permeability of the redeptor 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 thatthe infiltrati'o'n rate of the receptor soils is consistent with that considered in the design. Operation of heavy equipment may density the receptor soils below the infiltration facility. The soils exposed in the bottom of the infiltration facility should not be compacted. It may be necessary to scarify the infiltration facility subgrade to facilitate infiltration. Maintenance of Facilities Satisfactory long-term performance of an infiltration facility will require some degree of ma ritenancd. Accumulations of sediment, organic materials, or other material that serves to mask the receptor soils or. reduce their permeability should be removed on a regular basis. As part of the maintenance program, the contractor should be required to dispose of the fines at an approved facility imaccbrdance with applicable regulation. GENERAL COMMENTS Our analysis and opinions are based upon our understanding of the project, the geotechnical conditions in the area, and the data obtained from our site exploration. Natural variations will occur between exp}oration 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 w Reliable 32 Geotechnical Engineering Report lren aeon Eugene Temple ■ Springfield, Lane County, Oregon February 4, 2022 . Terracon Project No. 82225098 GeoReport can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations. Our Scope of Services does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken, Our services and any correspondence or collaboration through this system are intended sole benefit and exclusive use of our client for specific lapplioation to the project discussed and are accomplished in accordance with generally accepted geotechnical'engmeering practices with no third -party beneficiaries intended. Any third -party access, to services or correspondence is solely for information purposes to support the services .proditlet}by Terracon to our client. Reliance upon the services and any work product is limited to our client, and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made., Site characteristics as provided are for design purposes end not to estimate excavation cost. Any use of our report in that regard is done at the able risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly impact excavation cost. Any parties charged with estirnating 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 requirementsfdesign are the responsibility of others. If changes in the nature, design, or location of the project ate planned, our conclusions and recommendations shall not be considered valid unless we review the charges and either verify—or modify our conclusions in writing. W, Responsive x Resourceful a Reliable 33 FIGURES Contents: GeoModel Responsive . Resourceful . Reliable GEOMODEL 1ferracon Eugene Temple ■ Spnngeeld, OR Tampons Project No. 82215098 GeoReport i05 t30 B 103 Bi IT -2 .... ...... o 3 2 e-1rn ' ^ " d.e&]05.. as.... E2: 6 al .. .oes 2 t25 _. .. .. TP -101 TRt W TP -103 TP 100 5.25 ' ,. TPt02 TP -107 1 P-IDe 120 1 1 ' 1 a,so ....... s s 2 ®a Re o e. 0 5 1. 1 � .... _, s®s s 2 t15.. _.. _........... .. ......_ a ., .. ...... .................. _ g. 110... .. _.. ..._ a 3 .. ..... 105 _ d,.., 3,1 .. .. 3. .. ........ _.. a pl: 100 ...... .......... _. ._ V?e _.. _.. 195 _.... ......... ................ �d .. ............. ......... _. _. ME......... ......... _. This is not a cross section. This is intended to alsoGeate r icel Model only. See ingviduajlogs for more detailed conditions. W 11 _`I® Model Layer Layer Name I TOPSOIWFILL E -GR ALLUVIUM 3 COARSE-GRAINED ALLUOIUM General Camer Bon maist,meewmex Grave vol Silt and Sand, angoWr, as w dense y -Graded Sand with Silt, silty Sand, brown bvn very soRmeoR loose LEGEND ERPoorly -graded Sand with [fGoaonly-graded Sand with Silt Poodygraded Send ®Poody-graded Gravel with Clay ®Poodygraded Gravel with Poodygraded Sand with Silt and Sand Silt and Gravel 4 First Water Observation Groundwater levels are temporel, The levels shown are representative of we data and time of our exploration. Significant changes are possible over time Water keels Shaun are as measured during and/or ager drying. in some caress, baring advancement melM1atls mask the presencembaence of groundwater. See individual logs for details. NOTES. Layering sham on this figure has been devebped by the geotechnical engineer for purposes of modeling the subsurface eendilions as required for the subsequent gaotecbninal engineering Far this phased. Numbers adjacent to sell consul inches depth below ground surface. Responsive ■ Resourceful ■ Reliable PHOTOGRAPHVLOG Eugene Temple. 300 International Way Springfield, OR l��rracon Date Pictures Taken: December 8, 2021 n Terracon Project No. 82215098 Temple building pad, looking east towards B-104 Responsive . Resourceful s Reliable PHOTOGRAPHY LOG Eugene Temple n 300 International Way Springfield, OR 1 �erracon Date Pictures Taken: December 8, 2021 a Terracon Project No. 82215098 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 1 f�rracon Date Pictures Taken: December 8, 2021 . Terracon Project No. 82215098 Responsive a Resourceful . Reliable C Geotechnical Engineering Report Eugene Temple • Springfield, Lane County, Oregon February 4, 2022 • Terracon Project No. 82225098 EXPLORATION AND TESTING PROCEDURES lrerracon GeoReport 2021 Field Exploration xploration D (feet) de - ngitud' B-101 Drilled Boring 40.9 4.0895°N 12�3.03'2.3°W B-102 Drilled Boring 50.8 44.0894'N 123.0325°W B-103 Drilled Boring 31.5 30. 44.0893°N 44:1)893°N 123.0326"W B-104 Drilled Boring 123.0320°W B-105 Drilled Boring 41.4440890°N TP -3 Test Pit 123.0323°W IT -1 Drilled Boring 6.5 44.0897°N 123.0307°W IT -2 Drilled Boring_ . 6.5 44.0899°N 123.0328°W TP -101 Test Pit 5 `44.0998°N 123.0334'W TP -102 Test Pit 5 5� 44.08,9 °N d4b0896°N 123.0317°W TP -103 Test Pit 123.0330°W TP -104 T" 6 44.0891°N 123.0333°W TP -105 _ 5 TP -106 est Pit 5 TP -107 Test Pit 5 44.0891°N 123.0316°W 44.0888°N 123.0329°W 44.0888°N 123.0323°W TP -108 Test Pit 5 44.0886°N 123.0315'W 2020FieldExploration ploration Depth (feet) B-17��Ddffbd Boring 30.12 Location 44.08930°N 123.0323"W B-2ed Boring ed Boring 26.5 44.08931°N 123.0313°W 26.5 44.0887°N 123.0322"W Test Pit 6 44.0899°N 123.0332°W TP- 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 • Resourceful • Reliable EXPLORATION AND TESTING PROCEDURES 1 of 4 Geotechnical Engineering Report Eugene Temple • Springfield, Lane County, Oregon February 4, 2022 . Terracon Project No. 82225098 TP -6 Test Pit TP -7 Test Pit TP -8 Test Pit lrerracon GeoRe ortportp 15 44.0893°N 23.0300°W 15 44.08&7"N ) 123.0334°W 15 1 44;0887-N 123.0312°W Exploration Layout and Elevations: Unless otherwise noted, Terracon personnel provided the exploration layout. Coordinates were obtained with a handheld GPS unit (estimated h6dzontal accuracy of about ±10 feet) and approximate elevations were obtained by interpolation from Google Earth Pro. If elevations and a more precise exploration layout are4esired, we recommend explorations be surveyed following completion of fieldwork. Subsurface Exploration Procedures: We advanced soil borings with a track -mounted sonic drill rig using barrels. Previous borings were advanced using a truck-m6unted hollow stem auger drill rig. Four samples were obtained in the'upper 1.0 feet of each befing and at intervals of 5 feet thereafter. Soil sampling was performed^ using tfin-wall tube 'and/or., split -barrel sampling procedures. In the thin-walled tube sampyng^procedure, a thin-walled, seamless steel tube with a sharp cutting edge is pushed hydraulicallyinto the soil to obtain a rielstively undisturbed sample. In the split barrel sampling procedure, a standard 3jnch outer diameter split barrel sampling spoon is driven into the ground by a 140 -pound automatic hammer falling a distance of 30 inches. The number of blowsfequired to advance the sampling spoon the last 12 inches of a normal 18 - inch penetration is re96inded as the Standard Penetration Test (SPT) resistance value. The SPT resistance values, afso referred to as N -values, are indicated on the boring logs at the test depths. The samples`were glared in appropriate containers,,taken to our soil laboratory for testing, and classified by a geotechnical engineer In addttion.,we observed and recorded groundwater levels during drilling and sampling- ..silt-... All explorations were supervised and logged by a field geologist or engineer who recorded field test data, classified soils, and colfected 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 malertals encountered during drilling, and our interpretation of subsurface opnclWons between samples. Final boring logs, prepared from field logs, represent the geotechnical engineer's interpretation, and include modifications based on observations and Tabora vy tests. Test Pits Explorations: A field engineer logged test pits and collected representative soil (grab) samples. The test pits were completed up to the depths described above. The test pits were 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 of Geotechnical Engineering Report lrerracon Eugene Temple a Springfield, Lane County, Oregon February 4, 2022 • Terracon Project No. 82225098 GeoReport Data Logging: All explorations were supervised and logged by a field engineer org8ologist who record field test data, classified soils, and collected the samples from the explorations. Our exploration team prepared field boring logs as part of standard drilling operations including sampling depths, penetration distances, and other relevant sampling information. Field logs include visual classifications of materials encountered during drilling, and our interpretation of subsurface conditions between samples. Final boring logs, prepared from !-Wd logs, 'represent the geotechnical engineer's interpretation, and include modifications based on observitichs and laboratory tests. Vibrating Wire Piezometer: We installed one vibrating wire piezometer (,VWP) in boring B-102' on December 8, 2021. The VWP was installed at a depth of approximately O�feet below the ground surface (bgs), at the proposed base of the basement elevation. This depth was determined by the field professional following completion of drilling. During installation, low -permeability grout was extended from bottom of the exploration to about 1 -foot below�the ground surface. During installation, the VWP was taped to a`one-incheiameter PVC pipe with the pressure sensor facing upwards. The VWP cable was taped to the -PVC pip -eon approxim41:6 3 -foot intervals as it was lowered into the boring. Once the VWP was at the,target depth, a low permeability grout was introduced to seal the exploration and allow the Mini clats, rogger to r@eord changes in the vibrating wire frequency, and thus changesin pressure. The VWP wire was connected to a mini data logger housed within a steel,fi(usfh-mount wellhead. The mini data logger was set to record vibrating wire readings every 4 Moues, starting December 22, 2621 at 10:OOAM. Completion of the VWP is summarized in fhe;followinq table. (feet bgs) 0 Steel,ftLSIVount wellhead Approximate 8 -inch diameter Oto 1 Void (opeq-•.. ce) I-- 8—V?/NP piezometer installation I Geokon 45005-350KPA 51 1 to 50'/. Low permeability rd.t 50 PSI Grout for Medium to P ity 9 e _ ... _ r Property Disturbance: We backfilled borings according to local jurisdiction requirements after completion of each exploration and test pits were loosely backfilled with cuttings. Our services did not. include repair of the site beyond backfilling our boreholes and test pits. Excess auger cuttings were dispersed: in the general vicinity of each borehole. Since backfill material often settles below the surface after a period, we recommend explorations be checked periodically and additional backfill added, If necessary. Geophysical Testing: As requested, geophysical testing was performed at one location representative of the subsurface conditions encountered at the project site. Terracon used a seismic refraction system (SRS) to collect seismic refraction data. The system consisted of a Responsive Resourceful Reliable EXPLORATION ANO TESTING PROCEDURES 3 of Geotechnical Engineering Report 1rerracon Eugene Temple • 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). A& 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 Ubrascope software. At each location; the .shbt polht was at the end of the line because the 1 -Dimensional (1D) models are defined as being beneath the center of the geophone array. The recorded data was processed using,thecomputer program SUFfSeis, published by the Kansas Geological Survey. This program extfacts the fundamental -made surface waves from the shot gathers to form dispersion curve(s). These curves are inverted and modeled to yield a 1 D shear -wave velocity versus depth (profile) for the,line, as shown on the MASW Results. Laboratory Testing -_ The project engineer reviewed field data and assigns various Iaboratoty tests to better understand the engineering properties of various' soil Strata. Procedural standards noted below are for reference to methodology in general. In some cases, local practices and py0fessional judgement require method variations. Standards noted below include reference to other related standards. Such references are not necessarily applicable to deemibe the sppcific test performed. • ASTM D2216,Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass a ASTM D4319 Standard Test Methods for liquid Limit, Plastic Limit, and Plasticity Index of Soils a ASTM D9918 Standard.Test -Methods for Particle -Size Distribution (Gradation) of Soils Using Sieve Analysis.' a ASTM- D1883 Standard Test Method for California Bearing Ratio (CBR) of Laboratory - Compacted. Soils e. The laboratory testing program Included examination of soil samples by an engineer. Based on the material's texture and plasticity, we described and classified the soil samples in accordance with the Unified Soil Classification System. Responsive a Resourceful a Reliable EXPLORATION ANDTESTING PROCEDURES 40f4 Responsive • Resourceful • Reliable 0 o ua mCC Lai QL) r.i(D • • I ^• Z FILL AREA MAP lrarracon Eugene Temple ■ Springfield, OR February 4, 2022 a Terracon Project No. 82215098 GeoReport OIAGRAO IS FOR GENERAL LOCATION ONLY, AND IS AERIAL PHOTOGRAPHY PROMO ED NOT INTENDED FOR CONSTRUCTION PURPOSES BY MICROSOFT BING MAPS EXPLORATION RESULTS Contents: Ze Boring Logs (B-101 through B-105, B-1 through B=3)) Test Pit Logs (TP -101 through TP -108, TP -1 through TP -8) Infiltration Test Logs (IT -1, IT -2 and IT -2A) Shear Wave Velocity Profile from MASW Testing Atterberg Limits Results Grain Size Distribution Results (3 pages) Proctor Results (2 pages) CBR Results (2 pages) kw Responsive. Resourceful. Reliable BORING LOG NO. B-101 Page l 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 LOCATION See Exploralon man A Huns, m o LL S U Latitude: 44.0895°LongiluEe:-023.0323° wz J 3 LUPL-PI rc o° U Surface Bev.: 432 Rj 320 h o DEPTH ELEVATION U TOPSOIL OIL fine grained, brown, moist, medium stiff pp.q SILT WITH SAND (MLI, fine grained, low to medium plasticity, brawn, moist, medium tiff 4.6 s` POORLY GRADED GRAVEL WITH SILT AND SAND (UP-GMI fine to coarse groine 5 rounded, brown, moist, medium dense to dense, fine to medium grained sand e® very dense 5. � z6 s 1 s�dense 1 7.4 i 2 6.8 3 a wet, medium dense to dense red brown brown 2 10.1 r® 3 6 ®.' 35.0 39I 3 - 36.0 POORLY G ND WITH GRA P, fine to coarse rountled, ass OF' 18.4 _ ;brawn, wet, me tum dense - ©4 POORLY GRADED GRAVEL WITH SAND IGPI, fine to coarse'yrained, rounded, Q406 brown gray, wet, very dense, medium grained Sdnd 391.5 4 113 Boring Termina[etl a1 M.8 Each SYraldmalio In-arta, the hirvsition may be gradual. Hammer Typa: Automatic Adrsncemert Methal Sae Explomagur and Testing Proc rmanalora No. Scri descdptian of field and laboratory embadma. used and additional dead (Il any). Sae streaming Homes an for explanation or Abmldonment Meth cl symbms and abbreviations. home backfilled Win bentonite chips upon completion. EleaaYons were interpolated from Google Earth WATER LEVELOBSERVATIONS lrerracon Brand Started: 12-07-2021 codne completed: 12,072021 AtcompletionoPodlling DnII Rig: GeoprcM 81 WLS Dnlla: Joe ®We9em Slates 700 NE MIN A. Potlaod. OR Pup. No.: 82215098 PIEZOMETER LOG NO. B-102 Pae 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 ERBERG ro U' LOCATION See Exploration Plan a LIMITS Z > g U_ is LatiWde 46.0894-Lorgituda-123.0325° r w g a. A.-- ;P LL-PL-PI rc9urtam9ev- 433(Ft.) O pE ELEVATION TOPSOIL OL fine grained, brown, moist, metlium stiff 21.6 SAND WITH SILT tSPSM1, fine grained, brown, moist, very soft 1.6 4.5 428.5 5 POORLY GRADED GRAVEL WITH SILT AND SAND MP1aMl, fine to coarse grai rounded, brown, moist, dense to very dense, fine to coarse grained sand, 2 in '.. max gravel size 3. 4.5 14 e mQ 6.4 15.7 e20— metlium dense, less silty O 2 a© loose a . 0 3 dense 11.2 3 metlium den 19.1 Cd 00 vary dense 40 13.3 ® 4 18.2 dense 50.0 Das 5 POORLYGRADED G TH CLAY GRGC fine to coarse grained, rounded,13.8 rown gray, wet, very , 2 in nominal max gravel size gr Terminated at Feet rBring SY2rRlrauartrtiig,3d!e:?pp3tt!ra: In-aim, me transition may be gradual. Hammer TV, Aulomatm Advancement MetM1 Sce Exploration ad Ted, Preaedures fora Nates : ni Sac description of held and laboral procedures Ubaring xomelahwinstalledia, rant bgs and used and additional data (if any). horeMle graNetlfill tlepiM1 with bentonite grant gmated Bad sWandi far axplanaricn of MNM1o1 AbEarn, blovatiomn symWla and abbretialions. aenl Baring batldJletl vn1M1 cemenMberhonite groN upon complision. Elevations were imemalatetl Tom Google Earth WATER LEVEL OBSERVATIONS 1rerracon Isonng SYarte112-0s-2o2f eddy completed: 0e-21-2021 Water levelrwt determined Drill RiB: Geoprobe 81 W LS Driller Jae @ Weafem Stares 700 NE 55th Ave Padland, OR Prclect No.: wall 5098 BORING LOG NO. B-103 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 rc w 0 LOCATION see E.,fe.1 nPlanw ATfERBE LNlfra w o _ E10 w� z m Latitude: 4M1.0093"lnngitutle:-023.0326° a W 3bb LL -PL -PI or sertare Bev.: aaa (Ft) 3ed o DEPTH ELEVATION F TOPSOIL OL fine grained, brawn, moist, soft 24.0 3.0 POORLY GRADED SAND NTH SILTfSPSMI. fine grained, low to medium plasticity, Q brown, moist, loose POORLY GRADED GRAVEL WITH SILT AND SAND fGP-GM1, fine to coarse groin 5 w . rounded, brown, moist medium dense, fine to medium grained sand dense 4. ® Very dense 10- 7.6 r 1 4. at 3 �® medium dense 2 73 ® 2 12.6 dense 30— 13.3 ata medium dense oats Boring Termiwfetl of bmrdipalio p Insit, the transition may be gradual. Hammer Type: Aatoeutic AMancemelT MelMtl'. see Exploration and TeaGrg Piopeoures for a Not - Sonic deal,, ion of field ave laboratory procedures used and additional data (IVim,. See Supporting Irfamation forexplanation of A]Eme mem M@M1 symbdd and abbr000tord Donng bacMJled with beroonite chips upon eemwetion. Elewtiona were Interyolated from Gwgle Earth Erb WATER LEVEL OBSERVATIONS Bering Sai 127 2021 Serra ompleted: 17-202 JJoe®Western Gmundweferwtencountaretl lrerracon D. Rig Geopmbe 81501 Driler Stated 700 NE 5aM1 An PONarq OR P'. Ne.: (12215098 AW tlinoted cave M at 15.5 per bei round Surlace BORING LOG NO. B-104 Pae 1 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter -Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR rc LOCATION S -1711 -ow -Rose i ATiERBERG uM'S ,p a J Se w LL IW atitude 44.01 Longitude: -123,0320 - La. z in at 3 LL -PL -PI Z p Salam Elev.: 631 (Fl.) Sad N at OEPRi ELEVATION O FILL- POORLY GRADED GRAVEL WITH SILT AND SAND IGP-GM1, fine grained, 5.9 8 angular, brawn, moist, medium dense to dense 3.1 a s 10'9 POORLY GRADED GRAVEL WITH SAND fine to coarse grained, rounded, gusin brown gray, moist, tlense, fine to medium grained sand 5 i •K7- very dense 5. i' 1 9.7 ♦. wet medium dense 15.1 3 e O oO very dense 2 11.5 be D.D O 2 its. 8.9 s D (O(yy °tea^ 3u9 490 3 7.1 Bonng Terminated at It Stre[ificrs p Sin -situ the transition may be gradual. Hammer Type: ANomstic Advancement Method: See E arwdicn and Testing Procedures for a Notes: Sonic description of Field and laboratory concerti used and additional data (Ir any). See Suppurling hooddetion for erylanotien ot Abandonment MMtgd. archaic and abb,edlations. Baring backfilled with bentonite chips upon completion. Elevations were Inlerpalsied from Google Each WATER LEVEL OBSERVATIONS Irerracon Boring Sraned:12-06 2021eonng Completed: 12dki Atcompktianofdrilling Orr Rt, Geaprobe 8150L5 Onlle[Jac ®Weslem Stares 700 NE 55th Ave PodlaM, OR ProjeG No.: 82]1509e 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 LOCATION Sae Exploration Plan ATlERig LIMITS y La Y g J u ori Z D U la[iWtle'. 44.0890"LongiWde:-023.0323° Z w wd- S I I3~ IT PL-PIna 0 Surtax Dev.: 431(R.) a DEPTH ELEVATIONO 3wN TOPSOIL OL ,tine grained, brown, moist 26.0 SILTY SAND (SMI, fine grained, low plasticity, brown, moist, loose 45 2 _ 29.4 fi POORLY GRADED GRAVEL .fine to coarse gr SILT AND SANG lined 3-a rounded, brown gay, moist, dense, fine to coarse gained sand deWTHnse ' very dense 4. 1 6.4 1 12.2 (a s 2 10.6 dense `® 3 6.a 3 42.9 medium dens 4 13.6 1,4 very dense 3895 hatetlat Sl Lfi iio Instu,tMtmnstlionmaybegratlial. Hammer Typa: ANomalic Ad.cdmeMMetfad: See Exploration eM Testing Pry Muresiora Notes: Sonic Asad andaandonadtl pmretlures (If angry urea and sadinanN ase (u any). Sae S,,"rg ldtoadatian foraxplardtlonm Ab ns.nmeat Mettwd: symbolsanaabbrevialans. Eating WsifiIlad wth bentonite ablps upon wmpletioa Elavatlonawere inteRolated from Google EaM WATER LEVE70BSERVATIONS lreirraeon Sand, mi l2 -m-2321 awing Completed: 12-03-2021 At completion o/tlrilling Drill Rig'. Geaproba 0150L5 Dtlller J. @ Weslem Stales ]M NE San Ave Portland, OR Pmja No.: 82215098 BORING LOG NO. B-1 Pae f 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 rc o i g V 0 Q LOCATION See Exploration Plan — LatitWe: M.n093°LongiWtle: -1330322°La 3o1—Emi 433(FtT DEPTH ELEVATION F m w O ATTERBERG I y m — m LL -PL -PI 2 - TOPSOIL OL Grass and rootlet zone -6 inches 2'0 SILTY SAND WITH GRAVEL (SMI, fine grained, rounded and subrounded, light brawn, 4.3 25 amp, medium dense 2.6 POORLY GRADED GRAVEL WITH SILT AND SAND(Gloi rounded and subrounded, gray and brown, moist, medium dense .� 5 y dense _ �® very dense 1 3. 3.5 3 dense, sample wet at tip of sampler i 5.1 wet, medium dense, increased sand content 2 9.6 ay_ ) 33.0` - 00 POORLY GRADED GRAVEL WITH SAND (GPI. frac Wlt, rounded, gray and brawn_ wet, medium tlense, heaving sands were encounteredyin the borinTcausing 2 4.3 �9 drilling/sampling to be difficult.. `130.1 403 e dense 3 offer near a Strariliralio p :Ir itq the transtlion may be gaides. Hammer Type: Automatic Cenci mi take"'Row" readings due to rave In after removing hollow stem salIgns Ativancement MethodSateEwloradon Hallow stem auger and Testing PrweEures for a description 0 red antl laboratory prooedi,eae and and addional date (if any). Notes: a-0was ralbatedns aMtian illedoth same matelyndfeetnad ut the ongirelbonnerotationti the samegs. and r�chetl rginfaaronnfar erylanatlon of Sceeds auger refusal approrimalely 30d feet tiffs. Abandonment MetM1W: and symMls and ebbreNffiions. Benne bapimi ed With sonans, Or, mean mmpletion. Elevations were interpolates from Google Earth WATER LEVEL OBSERVATIONS I��rracon 700 NE Salt Ave ening sanad: OB -2s -202o eon ng Correlated: 0&262020 Q DnII RIg: CME 75 Duller: Weslem States Dnlling �. At COmplelpOOf drilling Atcom lettg Pugatq, on Pmjecl No.: 82215090 BORING LOG NO. B-2 Pae 1 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter-Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR w Q LOCATION eee Explormicn Plan w W ArLIMITSRG dd g U_ Ialilutle: 44.0893- Lodi -123.0313° S W w Surface LL-PL-PI Elev: 431 (Ft.) 38 an DEFTH ELEVATION QFAN FILL-POORLVGRADED GRAVEL WITH SILT AND SAND angular, gray, damp, a.0 very dense, suKcial gravels with sporadic blackberry brushes and dry grassy areas, 1 aminal max size aggregate 1" 40 4.9 5 p FILL -SILTY SAND, tine grained, brawn, moist, medium dense 425 5 POORLY GRADED GRAVEL WITH SILT AND GRADED GRAVEL WITH SILT AND SANDMP-Gi rounded and 9 subrounded, gray and brown, medium dense 3. very dense 1. 4.5 s.' t 9 a. ® wet, dense 10.4 • 20 8.9 very dense O� rounded gravels coming up from augerspoils 2 11.5 medium dense 4045 Boring Terminated at 26.5 Feet SlalifitalioclirrezaMapp�ipma�t.ln-situ, IFe Vanslfon may he g2tlual. Hammer Type: Automatic Cold IM take delayetl ua d twel readings due W cave in after remoWng hi stem adr Advancement Modwal. See Ex orlon and Tasting Procedures for a Notes: Htllow stem auger description of add and laboratory procedures uaetl end additional data (If any), See Suppwtitg IMornadoan for explanation oo AFandonmeni Metbotl symbols and abbreNallons. Dant, balled wth bereprite chips upon connoolion. Elevationswere Interyalatetl from Gangs EaM WATER LEVEL OBSERVATIONS lrerracon 700 NE SkAd Ana, Eodng smded: 08,2630120 eating campletaa os-zszaza While sampalirg Drill Rig CME 75 Driller: Westam Staten eniling At comPlefion a/drilling PPortland,, OR Project No: 82215098 BORING LOG NO. B-3 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 K G LOCATION SceExploralian Plan ATL LIMITS m w g p � g wz Z _ Latitude'. 44ni Lorit -123.0322° w LC C -o <r LL -PL -PI w Suffeci v.: 433(Fl,) w DEPTH ELEVATION fFA TOPSOIL OL Grass and rootlet zone -6 inches 24.2 z.o SILT WITH SAND ML law plasticity, brown, moist, stili SILTY SAND (SMI, fine grained, brown, moist, loose 28 ' 13.2 2 5 13 increased sand content 7.5 S 7. POORLYGRADED GRAVEL WITH SILT AND SAND ICP-CMl subrounded tl ° brown, moist, very dense 1 4.1 8 ®' 3.6 ® medium dense 1 7.1 ° 3 2 10.2 wet, dense e ®! 265 4065 Z 13.0 Sonag Terminated at 26.5 Feet St2tifia.gAq arlapV(GtinWe. ln-sidu lM nireiflon may bagatlual. Hammer Type'. ANomalic Advancement Meshed MFSoo, Ex Noaten And Testing Procedures fora NWes'. Hallow stem auger description of geld aM lab.., procedures used an! additional dela (If any). Gee Supposing lMartretion for erylanalion of Ahand.—n[ MNMd symbols and abbreWffiions. 6onng backfilled with bernontle chi PS upon completion. Elevations vrere iMerpolaletl from Gwgle Eash WATER LEVEL OBSERVATIONS l�erracon Bonne Inner: 114s -202a eonng completed ta-is-2o2o Q tNhilesampling DnII Rig:CME550 puller: We4em States OnllNg 'SZAf COmplahnn Ofdnlling ]00land, ve NE A PONaM, OR Proiecl No.: 82215098 TEST PIT LOG NO. TP -101 Pae f of f PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter -Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR o LOCATION See Explotation Plan gi"ar A OTf McPESRG g U Latitude: 44.8898"Longitutle:-123.8339° ad a,w in 6 3U LL-PLFi 0 Surface Mai 431 (Ft 3a N p DEPTH ELEVATION IFIA b., moist, medium stili, some rootlets TOPSOIL (01.1 low plasticity, darkrown 24.6 t 1 To 9 SILT WITH SAND fMLI; low plasticity, dark brawn, moist, medium stiff 2.8 9 SILTY SAND ISMIfine grained, brown, moist, medium tlense 23.5 3: 428 5 24.4 Test Pit Terminated at 5 Feet 9ieu ridatla .Ineeft tbetransitionmaybegradual. Ad.do'cat Mehad See E -Petition and Testing Pracedures for a No. Eaaklta-elh bucket dasaiption of field and laboratory procedures used and addluonal data (If any). Sea S., ing Information for eaplariof Abandonment MHhod: symdor antlabbreviations. Last Pit balled with sal Patinas upon wmdetion. FJevetimnswere lnterinlatetliromGurgle Earth WATER LEVEL OBSERVATIONS lrerraeon Test Pit Stated 12-07-2021Test at Compal L: 12-07-2021 Grountlwaternot encountered E ---D ... 580 8arkM1ce Operator: Dan FlscMr 708 NE each Ade Ponland, OR Project Nm.: 82215098 TEST PIT LOG NO. TP-102 Pae I 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 LOCATION See Evporation%an A UNITSRG o �—, _ Latitude : 41,0896- Longitude: -123.0317- Its J to d, LL-PL-PI O, SuRace FJe¢:433 (R.) Sad o p DEPTH ELEVATION IFIA FILL- POORLY GRAD ED GRAVEL WITH SILT AND SAND IGP-GML fine grained, 7.7 g angular, gray, moist, medium dense to dense t 1,] 4315 waxen quotations at 1 ]feel bgs SILT WITH GRAVEL IMLI. low plasticity, brawn, moist, medium stiff, 2 in me aI 2 gravel size 3.0 49g 23.9 POORLY GRADED GRAVEL WITH SAND AND COBBLES fi rap wn to • �• gray, moist, medium dense, 4 inch max nominal gravel and Wbbl rained sand i 2 �y a�Sg 420 5 5'9 Test Pit Terminated at 5 Feet StrztRirafia In-sit4 thetransition may begrztlual. AWancement Men. $ee Explostan and Teorg Procedure iare Notes: Badmi In bucket description of field and laboratory pocetlures used and additional data in any). See SupWRing loroarstlan for explanation or Abandonment MetMd: symbolsandabPANH ons. Tess Pit barMJled in can timings upon completion Elevations were Inierpolatetl from Stogie Earth WATER LEVEL OBSERVATIONS Irerracon T. Pit stated 1247-2021 Tvat Pit comryetVid 1z-3-2021 Grounoweter not encountered Excavator case seo eav<boe opeamr oat Fiscber 700 NE ash A s Portland, OR Project No.: 82z'E.s. 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, UT SITE: 300 International Way Springfield, OR w LOCATION See Evplpradan Plan RB RG LJMITS uvi Y J _ w g U_ talitudi 44.01 Longitude: -123.0330' _ w e- 3r LL -PL -PI osudam Bov.:432 (F.) 3 oo N rj DEPTH ELEVATION 04 — TOPSOIL TOLL low plasticity, dark brown, moist, medium stiff, some rootlets 25.4 1 o a31 SILTY SAND ISM), fine grained, brown, moist, medium dense _'. 3.0 429 26.0 POORLY GRADED GRAVEL WITH SAND AND COBBLES IGPI,rou wit to gray, moist, loose, 4 inch max nominal gravel and cobbles, fine g nd KJ 4.4 sa a2T 5 Test Pit Tefminatetl at 5 Feet Sttatlfmtlo p In -slip Netrensltlonmaybegrzdusl. Advancemee Method See EMp.oi ark Testing Procedures fora Notes: Backhoe vAh bucket description of geld and laboratory procedures used and additional data (if any. See sapperting tiff—ion to, e,.ylaretien or Abandon.. MetMd: aymbola and abbrovaGone. Test Pit heckdlled Wth soil cuttings upon comaetion. Elevations wee interpolated frem Goaple begin P. WATER LEVEL OBSERVATIONS 11erraconuaal Test Pit started. 12-07-2021 Teat Ht competed: IM72021 Groundwater not encounteretl Evor'. Case 580 Badltoe Operetor: Dan FlscMr 700 NE 5591 A. PaNand, OR Proleet No.: 02215098 TEST PIT LOG NO. TP -104 Pae 1 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter -Day Saints Salt Lake City, I SITE: 300 International Way Springfield, OR p0 LOCATION SceEaploration Plan W "'Rog G LIMITS Y g rc H _ latitude: C6 CB91° Longitude: -123.0333- J ut ar 30de LL -PL -PI 0 rn 5urhw EleV.:432(Ft) ;O N DEPTH ELEVATION M111111 TOPSOIL IOLI. low plasticity, dad, brawn, moist, medium stiff, some rootlets 25.8 1.0 431 SILT WITH SAND (MLI, low plasticity, dark brawn, moist, medium stiff t 2.0 430 SILTY SAND 15M1. fine grained, brown, moist, medium dense 3.0 429 IF 34.3 POORLY GRADED GRAVEL WITH SAND AND COBBLES (GPI, nne . rounded, brawn to gray, moist, medium dense, 4 inch max nomin and cobbles, 0- fine grained sand a 5.3 .D 5 a 4m 5 Test Pit Terminated at 5 Feet smdficallo .Insitu tbevansitlonmaybegradual. Advancement Mnbod IVSee Exploration and Ti, Procedures for a Nolea'. Beemoe wth bucket dexw, ion dfieltl and labnarory procedures used and edm4onal dale (pany7. See Supporting Information for explanation of symb Ia and abbrevaters, Wiid.nmern Method: Ten Pit backfilled witr adl cuttings upon completion. Elevations were Imemolatetl from Google EarM1 WATER LEVEL OBSERVATIONS l�arracon Ten Pit dared: l2 -w-2121 Ten Pit completed: tam -2021 Groundwater Prot ercuumered Excavato[Case 581 Baddtoe Oportioc Dan Fuber 700 NE AM A. Pori OR Protect No.: 82215098 TEST PIT LOG NO. TP-105 Pae I 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 Exporaim Plan AT❑Rxi MITI y Tj g 9 Lalltude:44.0091°Longitude.-1230316° _ �w Z p w d- i1 LL-PL-PI z U surface FJev.: 491 (FL) N OU w DEPTH ELEVATION 3m e FILL- POORLY GRADED GRAVEL WITH SILT AND SAND(GP-GM1, fine grained, 6.4 6 angular, gray, moist, medium dense to dense 1' 1 e woven a otexthe at 1.7 feet Ings 429s POORLY GRADED SAND WITH SILT (SP-SMI fine grained, brown, mcist dense y 71,132o 27POORLY GRADED GRAVEL WITH SAND AND COBBLES fGPI, roan togray, moist, medium dense, 4 inch max nominal gravel antl cobbles, fne425 Test Pit Temtinated at 5 Feet Strati0catic .bwitu. the transition may be gradual. Advancement MdMM1 lwSay Explwatim antl Ti Procedures for a Notes: Psi with hackat descnption 0bad and laboratory procedures ued and additional date (If any). see swponlrg lnfo .alion for expia,ationa Abandonment Method symbols and abbrevistiore. Test Ph baodiled wth soil tunings upon ornmetion. e `dervEwere interrelated from Google Earth pm WATER LEVEL OBSERVATIONS 11'erracon Te metl. Tey Fn Complet OY2021 GreunaWater not encountered Exeavator case sao eaahm add, 580radar c er opermnr: Gan Fischer 700 NE 59h Ave PaMand, OR Predict No.: 82215098 TEST PIT LOG NO. TP -106 Page 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 ATTERRERG u, w ce Plan LOCATION SExploration LIMITSar g J -Longitude: w iir IT _Lda,rl atiWw. -1230329° p 3z LL -PL -PI U a up SuRary Elev.: 431 (F.) Spa DEPTH ELEVATION INIIIIII O TOPSOIL (DLI, low plasticity, dark brown, moist, medium stiff, some rootlets 30.6 as 4.8 NP 34 SILTY SAND ISMI. fine grained, brown, moist, medium dense 29.9 f 5 426.5 POORLY GRADED SAND WITH SILT (SP—SMI fine grained light brown, Y'G 418 8.8 14 50 mad iU 52 5 Test R't Terminated at 5 Feet Smdifpatio p In- situ, mr, transition may he gradual. A&Sr.m. Mothod 1WSea Explo2tionantl Tiiiing Pmpapai for Notes: Banka with burhel descd prion of field aM laboratory proarriums used and additional data (Iram), See Supporting Information for explanation of AbaMonment "'isymi aad ahbraw ions. Tort Pit osokfiued vim soil cuttings upon tumdedon. Elevatlora were inlemolatetl from Gurgle Earth Foo WATER LEVEL OBSERVATIONSTest 1rerria Pit Son ad. 11-1 -2021 Cmpleted Tes Pit [ta9z2o21 Groundwater not encountered n Ex�zvator Cese Seo 9ackMe Operator Ban Flxher 700 NE 55N Ave Portland, OR 'i No.: 02215090 TEST PIT LOG NO. TP -107 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 d c LOCATION SeemoraioPln P"IRRBEM` LIMIT y u g v taltlutle:4A.08aB°Longitude:-123.0323° LL w!z € w d ; LL -PL -PI O 0 Surface Flev.: 432(R 3m Q O DEPTH ELEVATION fffF O ✓� .= TOPSOIL tOLIlow plasticity, dark brown, moist, medium stiff, some rootlets 28.5 ca SILT W1TH SAND fMLIlow plasticity, dark brown, moist, medium stili z5 ss .: SILTY SAND fSM1, ire grained, brawn, moist, medium dense 30.3 2 &0 427 5 20.3 Test Pit Terminated at 5 Feet Stmtifcdicn p -—lnsiW. the transition may begredual. Adwroamem ..mad Sae Exporsuan and Tooth, Procedures for a Nates: Beckboe In bucket descdpllon offield aM labnarcry procedures rsetl and aediuorel data Ircenyl. See Su,erfing Information for expanairn of AtarWonment Method: symbols and abbravaticrs. Test Pit bacelled with sul c0r ,s upm wMpletlor. Elevators were interpdated from Google Earth WATER LEVEL OBSERVATIONS l�erraeon Te Pitsanelt o]-zre1 TmPit ompdedlaovzort GrounaLva[er not encountered Ext valor case sa8 eaakme operon Dan Eisarer ]CU NE Mh Ate Poniard, OR Projed W.: 82215038 TEST PIT LOG NO. TP-108 Pae t 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 is LOCATION see Exploration Plan ATu.IFS G uMlrs m an J ' LLg us Latter.. 46.0886'-.11tuae:-t23cma'In aJ < 30ad LL-PL-PI w Surface Elev.: 432 (Ft) N ad GEPTH Et VAT1GN 3m O TOPSOIL IOLIlow plasticity, do* browin. moist, medium stiff, some rootlets 25.6 4 1.0 431 SILTY SAND ISM). fine grained, brown, moist, medium dense 31 24.8 35 S' 0 28 POORLY GRADED SAND it fine grained brown, moist, medium de so 427 5 18.6 Test Pit Terminated at 5 Feet gossiped p . trust, the treneition may repeat Ativanrement Method See Eryloration and Twang Pressures lora Notea'. eeckboe with busier doer tion M field aM lab.donry pddadurds used and amitioiw data (rc aryl. See Suppodln9 brtmmatnn for explanation a Abandnnmem issued. aymmis and abbreviations. Test Pit backfilled WP sail in,. upon oomWatian. Elevators vera interpolated rrnm cmele Earn Pro WATER LEVEL OBSERVATIONS lrerracon Test Pit Stalled. 12-07-2021 Test Pic Compmed:t2-m-2,21 Groundwater not encountered Excavator ca.n sea earxboe operator Gan Fixhor 700 NE ESN Ave Peril OR P,. No.: 82215090 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 w LOCATION See EsploratlonFlan w EPRESS LIMITS Y J — z g V Latitude: 44.0899°Larghutle: -123.0332° IS W S n- Qw 30 LL-PL-PI o � O 5urtace Elev.: 432 (R.1 3m N o to DEPTH ELEVATION WAD TOPSOIL (OL) Grass and rootlet zone-9 inches d ,= 0.9 .5 SILTY SAND (SIN), with gravel, rounded and subrounded, brown, dry, loose to medium 2 _ dense t430 2.D POORLY GRADED GRAVEL WITH SAND (GPI trace silt, rounded, broQ426 to medium dense G _ 5 1.8 0.D IMPI Test Pit Termirlatedat 6 Feet 512tNtafio Imvtq the transition meybegnird". Hammer Type: Ail matii AdvancemaM1 Method: See Exploration Ann Tes&g Procedures for a Notes: Extavalmn dee ion of field aM laboralary prnedures sed and oddi5anal Gala In any). See SupPorting lnr[rrnafon for explanations Abandonment MethM'. symGdsandabhreNohnirs. B.Milled. 1h aeoweletl soil upon comuhaen Elevations were lmerpolated from Google Earth WAI R LO ERVATIONS Teat Pit Stalled. l0-15-2o2o Teat Pit Completed 10-15-2020 Grounotearernoteneeharred lrerracon Exravatoc Operffior: Can FlecM1er Ex[avall 700 NE 5511h Aie PonliI OR Prolecl No 92215090 Csvainde h 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 LOCATION See 6ploraliou Plan W R6ERG LIMITS i Q z g U Latitede:4 da99° Longhand -123 0323° LU ru 3 11-PL-PI 0 Surface Elev.: 431 (Ft) 3m N p p O DEPTH ELEVATION T PSOIL OL Grass antl rootlet zone-3inches SILTY SAND ISMI, with gravel, rounded and subrounded, broom, moist to tlry, loose to medium dense 40 2 moist 5- 14.1 14 sc 422 I SILTY GRAVEL WIT G abrawn, dry, la medium dense I 1, a 2.6 6 1 eat Pit Terminated at Bturufitation p .In-situ, the transition may be gradual. Hammer Type: ANomalic AEvancement Menbcd Sad, Eploralion .no Testing Procedures fora Notes: Excavation description of field antl lahcratory procedures used anal additional defe (If any). Bed Suppor m, Informal for explanation or Adandenmert Method: symbols and abbreviations. Backfilled wltb excavated soil upon completion Elevations were interpclated from Goagla Earth WATER LEVEL OBSERVATIONS lrerracon Test Pit Stall 10-15-2020 Test Pit Comi�etm: 10-162020 Glcuntlwater00f 80CWtlt¢r¢d Ewavatoo Operato[ Dan Fher robeeniscin 700 NE 88th Ave Portland, OR Pmject No: 82215098 TEST PIT LOG NO. TP -3 Pae I of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Lafter-Day Saints Salt Lake City, LF SITE: 300 International Way Springfield, OR w o LOCATION See Exgoraipn Plan w ATTEflBEflG LIMITS ad .2 ' g U L Rude: 4401 Longitude -1230312° – p a - p 3� LL -PL -P daJ w somas Elev.: 433 (TL) a an DEP ELEVATION LEA 3 se in FILL- WELL GRADED GRAVEL WITH SAND IGWf, fine to medium grained, subangular, yellowish brawn, moist, medium dense 1 Ala 2 0 SILTYSAND /SMI, trace gravel, tl a subrounded, brown, dry, loose medium dense, geotexlile encountered at 2 feet 22.0 2, 5 60 2 WELL GRADED GRAVEL WITH SAND (GWI, tra wn, dry, loose to °L]• medium dense 3.9 o .D Q°. ° Ci o A Q• 3 Q A Q• o .0 ° 12.0 421 tetl at stratifidatorPiEInBtu, the transition may he gradual. Hammer Type: Automatic Advancement Meshed: Seeedoratienantl TeariNProcMurexfora Notes Exeavdtipn deachptian of field and lab rai procedures used and additional data (Many). See Svppodinglnksonatianf—inlrnationof Abandonmam MetMd synods and abhnav o ions. Deckflled Won excavated sail upon mmossion Elevations vrere ms.,olated from Google Eadh Ene WATER LEVEL ERV Tell Pitstadem l0-0fi-2o20 er Pit Camldated:10-15-2020 Gmunowater not encountered Irerraeon r..,vamr: Dceratpr: Dan Fiarner Expvafin 700 NE San A. Podli OR Pri No.: 82215098 ffi Cave In de th TEST PIT LOG NO. TP -4 Pae 1 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter -Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR o: 6 LOCATION See Eaploralion Plan ERB RG uMRs o g wf- _ o LatiWde'. 44.0898° Lorgitutle -1230302° r 3r LL -PL -PI Surffs. Elbd: 433(Ft) 3m 5 a O K DEPTH ELEVATION 0 N FILL - WELL GRADED GRAVEL WITH SAND IGW1. fine to medium grained, subangular, yellowish brown, moist, medium dense t 1 2.0 POORLY GRADED GRAVEL WITH SAND IGPI, trace silt, rounded, brown, d to mei m dense, geoteadle encountered at 2 feet n O 1.3 O, pC 5 60 IDo 6� do 421 Test Pit Terminated at a Feet a ubdbanllMefddi .In-situ, tM1e transition may begmdbal. Hammer Typi Autamatic Advancement MAM1M: Say Erploation and Test, Procedures for a Notes: E atian description of field and laboratory prddeadds used and addidoral date (If arty). See Supporting I tion tar explanation of Abantlonment MetFgd'. i einat rymWls antl abbreNaliort%. Baoldlled vith exeavied sail upon wmpletion Elevations were iMeRolatetl from fn,gle EaM TER LEVEL OBSERVATIONg lrerraeon Tei Pit Staneb'. 10-1-121 T- Pit Completed 10012020 Gmuamydla,notencounRred M.,Operalw Oan FscherEuavali 700 NE farm Ade Portland, OR Project No.: 82215098 All. Cinem death TEST PIT LOG NO. TP -5 Pae 1 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter -Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR w LOCATION See Explor&iOn Plan PBG uMliS z o a S U Latitude: 44.0894°Longitutle:-023.0332° w� � <r 3o LL -PL -PI ee G surcareeev.:4az (n.7 � rc DEPTH ELEVATION F 3w o TOPSOIL (OL1. Gressand rootlet zone-6inches SILTYSAND (SMI. rounded and subrounded, brown, dry, loose to medium dense 20 9 POORLY GRADED GRAVEL WITH SAND (GPI. trace silt, rounded, brawn, d to medium dense m '® 5 3.3 1 a �® 10.0 422 1 o— III Test Pit Te at lO Feet unatincea:n Ir -sitµ the transition may be gradual. Hammer Type: ANOma@c AdvancemerR Merlad Sea Exploration and Ta,dre Pmaedums for a Notea Exfays en desaiptipn M9eld and! Iaboratery procetlures used and additional data (If any). Sea Su nu, Infemalim my eawnenen of Abendcnmem 10i symbols and abbrematiore. BackNletl vnth exp Ped yen upon mnnpiefion Elevations were iMerpolatetl from Google EadM1 WATER LEVEL OBSERVATIONS lrerracon Teat Pit Starer, Test Pit Completed: 10-1&2020 Gmprdwatarnrleienurhaed bravator: Operator D. Flatlter Ewauatl 700 NE 5M Ate Po,G9N, OR Project W, 82215098 I. Ct. in d II TEST PIT LOG NO. TP-6 Pae t of, PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter-Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR Al G y w m LOCATION See Emloration Alan 0 LIMITS I1Mrri 0 g '-06.0893°LangiWEe:-123.0300° w� _ fortune o a J 3� a-PL-PI In ru Sudare Elev.: 430(R) 3m DEPTH ELEVATION FILL-TOPSOIL IOL1, Grass and rootlet zone-6 inches 05 FILL -SANDY SILT (MLI, trace gravel, fine grained, subangular, brown, dry, medium dense 58 Sn an 14,S SILTY SAND ISM). rounded and subrounded, brown, dry, loose to mdense, geoterdle encountered at 3 feet 2.] 2 425.5 POORLY GRADED GRAVEL WITH SAND (GPI, trace silt, rounded, brown,, to medium dense 5 some caving 3 10— 15 est Pit Terminated t Slralifiralio p -in-5-u, hie transition may be gradual. Hammel Type. Automatic Advancement Method See Exnloratlan and Testing PraMures for a Notes: Exravatian deacdplion of Laid ars laboramry procedures used and additional data(if any). See Suppading IMarrounn for explanation d Abandonment Me had rymbols and abbreNatlore. Backfilled With ettavaled pail upon wmpeban Elevations we re iMelpolated from Google Eara WATER LEVEL OBSERVATIONS Irerracon Teat Pitstaded'. 10HI-020 IT.. Pd Competed: 1 o-15-2020 Groundweternotencountered I�aavaar oparator: Dan Pisaher Exaavain ]W NE 55th A. Poplars, OR Proiee No.: 32215098 TEST PIT LOG NO. TP -7 Pae 1 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter -Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR w o LOCATION See Explora0on%an T AT uEE BERG MRS v, _ g U LatituEe:44.088]°Longitude: -123.0334° LL r LU € 3z LL -PL -PI p E m Surface Eli— 431 (F1 m O DEPTH ELEVATION IF 3 N TOPSOIL IOL). Grass and rootlet zone -6 inches SILTY SAND ISMI. rounded and subrounded, brown, dry, loose to medium dense 24 3 - 5- 7n POORLY GRADED GRAVEL WITH SAND i lot tra It, rounded, brown, dry, loosd • to medium dense 4.0 1 1 3 0® ter observed at has cavation Jr 618 1 Pit Terminatetl set Sim,firalio Inaitµ dr.mmsda, may bag2tlual. Hammer Type: ANemdlic p . Adancemenl Method'. Sce Ewplaalion anal Testing Procedures fora Nates: Excavation descdp w of Feld and laboratory procedures used and additional des (If any). See Supporting Infolmalion fore piamdion of AbarMonmett Method'. symWls and abbrevlabons SadMIdd win ettavfte soil upon comMotion Elevationsx re interpolated from Google Eatlh WATER LEVEL OBSERVATIONS 1rarracon Ten Pit Started: l0-15-2020 Test PH competed: is15-2020 Mile d BVat;9 Exravaton Operator: Dan Flacha Ex®vnin 700 NE S5N Aw Portland, OR P,. No: 82215098 TEST PIT LOG NO. TP -8 Pae 1 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter -Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR LOCATION See Eaploralion Plan ATTEPBEnG UMTS w w g o _ z _ Latitude: 44.0887- LangiWtle:-123034° Ira 11 an d- w 3 7- LL -PL -PI - a Sui 8..'424(Ft.) San N o DEPTH ELEVATION grA O TOPSOIL j0_ej Grass and rootlet zone -6 inches SILTY SAND (SMI, rounded and subrounded, brawn, dry, loose to medium tlense 13. 3 5 - so 41. POORLY GRADED GRAVEL WITH SAND IGP), torte sill, roundegbrown, tlry, loose to medium tlense 0® 3.6 m® 3 ., o® ams POORLY GRADE .HATH G P , medium to coarse grained, rounded and subrcuntled, bro isL dense 4] 00 1 est Pit iertninatetl of Stmdfiradon p .Id iW, the transition may be gramal. Hammer Type: Automatic AtivancemeM Method: WinSee Explmism: and Teets, Procedures for a Notes: Excavation deactiption drield and laboratory procetlume used and additional data (W any). See Supportirg Information Mr exploration d Abandonment Method: symbols and ablonsu ii eaelnned unrh arca ated sal .,a wmpe0an Elevations were imerpdatea firm caogle Earth WATER LEVEL OBSERVATIONS lrerracon Teat Pitsaned: 10-15-2020 Teat Pit Competed: 101S2020 GroundwaterGroundwater not encountered Excavamr oaeram'. Dan Piaala. Exraad 700 NE Stith Aw Potlland, OR artist No.: 02215098 BORING LOG NO. IT-1 Pae 1 Of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Lafter-Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR rc �i LOCATION See Exploration Flan�m AT LI=MPTS g o Laude: 44.089]°Longitude:-123.830]' w 2 wp w J a 3 o LL-P-PI rface Elev.: 433(Ft) surh 3rn a OEP H ELEVATIQ9 F O N FILL - POORLY GRADED GRAVEL WITH SILT AND SAND old-GM1, fine grained, angular, brown gray, medium dense, fine grained sand, %inch nominal max gravel size surface 11 1 1 2 3 6 POORLY GRADED GRAVEL HATH SILT AND SAN M , foe to coarse grained, rounded, brown, medium dense, fine to medium greidgd sand 4- 8.7 a: • 5 t1 6 426.5 BOdog Terminated at 6.5 Feet SYratifraiio in situ, the transition may he gratlwl. Hammer Type: ANorteric Ativancsrn6 MetMd'.'VFSee Exploration and Test, Procedures fare Notes: Soni. descdplion a field aM laboratory q dch.— IrRdlraonnter paRormed at 5 f� bgs. See report tea for test usW and additional deta(W amt W. Seo supporting information for planffilona Abandonment Method symMlsardahbreviations. Bwrg barMJled wth ban onits chips upon mmgetion. Elevationsv re interpolated from Goole E h th- WATER LEVEL OBSERVATIONS lrerraeon Bonn, 3aned'. 12-oS2o2t ening completed: 130&2021 Gmundwaternot encountered -.11Rg: empmbe etsaLs Onllar: doe ®waetem states 700 NE 56th Aw Partlsd, OR Pmjea No; 62215399 BORING LOG NO. IT -2 Pae 1 of 1 PROJECT: Eugene Temple CLIENT: The Church of Jesus Christ of Latter -Day Saints Salt Lake City, UT SITE: 300 International Way Springfield, OR ¢ or LOCATION Sce Explor6.ion Plan ATL LIMITS IMITG e, 0Un g _ teti[utle: 4601 Longitude: -123.8328° ru-~c 3~ LL -PL -PI U g Surfare IS— 432 (FI.) 3 NO de p DEPTH ELEVATION F A p - TOPSOIL LOLL fine grained, brown, soft SILTY SAND (SMI, fine to medium grained, brown, very soft to soft 45 1 2 3 2 4- 16.0 22 5 s.a 426 6 -POORLY GRA ED SAND GRAVEL ISM, fine to coarse grained, rounded, 9 broom, medium dense, fine I' - in grained sand 8.5 425.5 Boring Termindead of 6.5 Feet stmticdtia. appronmete In-siW,tM 4anstion may be gradual. Hammer Type: Automatic Advancement Memod IVFSee Exploration and Tesrirg Procedures fare Notes: Sonic deamm on ofUeltl and laboratory proweures Ilutltrelian test pertomktls 5fee16ga. See roman ted for ted used and additiorel data (if any) rei See Su.ind. IMarmation fa ezplan:ian o! symbolseand abbreWations. AAbandonmentMetMd: Boring backfilled with benronine chips upon completion. FJevationswere InrePolated Ram Gw91e EanM1 WATER LEVEL OBSERVATIONS lrerraeonrill bomb Soeeda2,oe202] Mg Gplefee: f2-oe-2g2t ea Mom Groontlwaternot encountered DGmprobee150L5 rlig: Driller Joe (d We9em States 700 NE 55M Ave P.ddis .CR Pmleot No 82215098 Shear Wave Velocity -ReMi Line N-S l�erracon Eugene Temple ■ Springfield, OR Field Data Collection: December 7, 2021 ■ Terracon Project No. 82215098 GeoReport S C 5 P L A S 4 T I C I 3 T Y 1 N 2 0 E x 1 A17ERBERG LIMITS RESULTS ASTM D4318 u au vu vu LIQUID LIMIT • B-102 10-11.51 ,P1 NP NP E TP -106 0.5-1.5 NP NP NP PROJECT: Eugene Temple SITE: 300 International Way Springfield, OR lrerr�con goo NB ssnara PMIen4 CR PROJECT NUMBER: 82215098 CLIENT'. The Church of Jesus Christ of Lader -Day Saints SaR Lake City, UT MONSON SPAI od - SEEMPAAFEEEKA01 u au vu vu LIQUID LIMIT • B-102 10-11.51 ,P1 NP NP E TP -106 0.5-1.5 NP NP NP PROJECT: Eugene Temple SITE: 300 International Way Springfield, OR lrerr�con goo NB ssnara PMIen4 CR PROJECT NUMBER: 82215098 CLIENT'. The Church of Jesus Christ of Lader -Day Saints SaR Lake City, UT VANN, id®IID, .�i 7 02 0-0.5 P-105 0-0.5 8 1-2 1-2 TP- 1-2 q -2 P-6 1-2 5-6.5 3.5-5 IT-2 4-5 Tor WELL- D GRAVELWITHSAND(GW) 4.62 30.44 SANDY SILT (ML) Y GRADED GRAVEL WITH SILT AND SAND (GP -GM) 2.81 297.58 SILTY SAND (SM) 2.O6 15.65 POORLY GRADED GRAVEL (GP) 16.80 69.34 ii'— alis. or ANN= Admomm■ 'AMENEE► lommonr w ,s �Or .d i. . =. m .ddaa. V 'AMMER ANNNEEF Iamow ,%Nor IN► .d CALIFORNIA BEARING RATIO ASTM D7893 -W' B 6 x m I . U 3 I I to I cto i a N 2 5 I I i I I I i I I I I I 0 86 90 94 u DRV DENSITY (P S7iRPl w f 1 2 3 160 ....... .... i. .;..... u Compaction Method! .,_. 140 ......o... >(..: m a 100.3 100.3 '=so120 Optimum Moisture Current, P4) ......l.._...; L...,..... an 21.4 Dry Density before Soaking. (pct) o=+ 100 ......:......:......::,.... ..... :_. ._. .............. N After Compaction 21.7 Source of Material _ Description of Material Remarks: Limits LLPI NIP 1W NP 102 Sample No. 1 2 3 Sample Condition Soaked Compaction Method! ASTM 698A Matlmum Dry Density, (pct) 100.3 100.3 100.3 Optimum Moisture Current, P4) 21.4 21.4 21.4 Dry Density before Soaking. (pct) 100.91 97.51 90.01 Moisture Content, (%) After Compaction 21.7 21.2 21.4 Top 1"After S..dng 22.1 27.9 28.9 Surcharge. (lies) 15.00 15.00 15.00 SWeII, (%) -0.16 -0.16 -0.16 Bearing Ratio, 00 6.0 4.9 1.8 0.25N 0.50 netratic n (in) nstty@90% 90.3 pd CBR@90%Density 1.9 Dry Density @95% 95.3 pct CBR @95%Density 4.2 Dry Dori @ 100% 100.3 pct CBR @ 100% Density 6.3 PROJECT: Eugene Temple lrerracon PROJECTNUMBER: 82215098 700Ne �m Aw CLIENT: The Church of Jesus Christ of SITE: 300InternationalOR Way Patera ()R Latter -Day Saints Springfield OR Salt Lake City, UT 7 6 1t 0 IL 86 200 CALIFORNIA BEARING RATIO ASTM D1883-07' 90 I Soule of Mafadal TP -1881.0 I t Description of Metenal SILTY SAND I Remarks: 1 I I P ] % I erg Dmits LL PI I I Sample No. 1 2 3 Sample Condition Saaketl Compaction Method ASTM 698A Maaimum Dry Density, (pcf) 102 102 102 Optimum Moisture Content, ff) 20.9 20.9 20.9 Dry Density before Soaldog, (pc0 102.01 95.70 86.55 Moisture Conten (%) After Cempadion 19.7 20.1 20 Top 1"After Soaking 25.8 24.3 29.9 Surcharge,. (Ibs) 15.00 15.00 15.00 S.H. (%) -0.24 -0.40 -0.24 Bearing Ratio,(%) 6 5 5.1 1.5 netration (in) nsity@90% 91.8 pcf CBR@90%Density 3.7 Dry Density @ 95% 96.9 pcf CBR @ 95%Density 5.5 Dry Density@100% 102.0 pcf CBR@100%Densly 6.8 PROJECT: Eugene Temple lrerracon PROJECTNUMBER'. 82215098 ]Oa NES5NAw CLIENT: The Church of Jesus Christ of SITE: Springfield, Way PmyBOR Latter -Day Saints SpringhelQ OR Salt Lake City, llr Responsive • Resourceful • Reliable GENERAL NOTES DESCRIPTION OF SYMBOLS AND ABBREVIATIONS r Eugene Temple ■ Springfield, OR Terracon Project No. 82215098 SAMPLING I WATER LEVEL -- � Water lnlllaly Penetration or -Value IovislFt Encountered GrainStantlartl Sample Penetration Wafer Level After Specified Period of Tlme Test 0-1 Water Leval After Soft a Speeleatl Period of Time 2-4 Cava In 10-29 Encountered 0.50 to 1.00 Water levels indicated on the soil being logs are Den the levels measured in the borehole at the times Stiff Very Stiff Had indicated. Groundwater level variations will occ 8-15 15-30 X30 over time. In low permeability soils, accurate 150 determination of groundwater levels is not possible with short tens water level observations. lrerracon GeoReport FIELD TESTS N Standard Penetration l Resistance(BlowalFt) (HP) Hand Pene[ r T) Torva (OVA) penetrometer Photo -Ionization Soil classification as noted on the Soil boring logs is based Unified Soil Clas ystem. Where sufficient laboratory data exist to classify the soils consistent with ASTM D2487 "Classification of ngineedng Purposes" this procedure is used. ASTM D2488 "Description and Id tion of Soils (Visual- rocedure)" is also used to classify the soils, particularly where insufficient labs is is classify the co"rdance with ASTM D2487. In addition to USCS classification, coarse grained s n the basis oft lace relative density, and fine-grained soils are classified on the basis of their ten th Terms' low for details. The ASTM standards noted above are for reference to methodolo area . s, variah to methods are applied as a result of local practice or professional judgment. Exploration point locations n on the ration Plan s noted on the soil boring logs in the form of Latitude and Longitude are appro ' ee Expb rid Testing "tett in the report for the methods used to locate the exploration points fort d. Surface el on data annet ith +/_ the that no actual topographical survey was conducted to co e surface elev Instead, the su levation was approximately determined from topographic maps o - STRENGTHTERMS TIVE.CDARSE- SOIL3 l CO NSISTENCYOFPINE-GRAINEDSOILS _ Omore man auror r' euo ensiry dete,mined by enstration Consistency determined Descriptive Tem, (Consistency) by laboratory shear strength testing, field Nsual-manual procedures or standard penetration resistance Unconfined Compreasiva5tranglh Standard Penetration or ce, fieri WWI.. Blowsfft Descriptive Tenn (Density) Penetration or -Value IovislFt Loose 0-3 Very less than 0.25 0-1 4-9 Soft 0.25 to 0.50 2-4 Me a 10-29 Medium Stiff 0.50 to 1.00 4-8 Den 30-50 Stiff Very Stiff Had 1.00 to 2.00 2.00 to 4.00 -4.00 8-15 15-30 X30 Very Dens 150 RELEVANCE OF SOIL BORING LOG The sail boring logs contained within this document are intended for application to the project as described in this document. Use of these soil boring logs for any other purpose may not be appropriate. UNIFIED SOIL CLASSIFICATION SYSTEM lrerracort GeoReport all Clai ia- Criteria for Group Names Using Laboratory Tests+ roup symbol Group Name A Based on the material passing the 3 -inch (75 -mm) sieve. a If field sample contained cobbles or boulders, or both, add'With cobbles or boulders, or both" to group name. c Gravels with 5 to 12% fines require dual symbols'. GW -GM well -graded gravel with silt, GW -GC well -goaded gravel wbh clay, GP -GM poorly graded gravel with silt, GP -GC poorly graded gavel with clay. m Santls with 5 to 12% fines require dual symbols: S.NSli4 well -graded sand with silt, SWSCwell-graded san¢with clay, SPSM.poorly goadetl sand with silt, SP SC poorly graded sand with clay. (j;r! ), a C, DrdD,n C.= D10 X`�- F If soil contains 215%sand. add'%orb sand" to -group name. s If fines classify as CL-NfC; use dual s bmI GC -GM, or SC -SM. .. tt0 Clean Gravels: Cu>_4antl1<Cc<3s GW Well -graded gravels Gravels More than 50% of Less than 5%fines o Cu<4and/or[Cc<i or Gc>3.0]s GP-orlygratled gravels ofccarss-grainedsoiis coarse fraction retained on No.4 sieve Fines classify as ML or MH GM -7 Silty gravel F, s, H Gravels with Fines: a Coarse -Grained Soils: Horizontal at PI=4 to LL25.5. More than 12%finest Fines classify as CL or CH GC Clayey gravel r, 0,H then PI=0.73(LL-20) W Equation ot"lP-line , More than 50% retained- onNo.200sieve Clean Sands: Cu> and 1<Cc<3s%_ SW Well -graded sandy -6 C1 Sands: 50% or more of coarse Less than 5%fines m Cu<6 antl/or[Cc<1 or G>3A}s SP Poorly g retied sand Sands with Fines: More than 12%fneso Fines classify as MIL 61 MH SM Fines classify a4 CL W CH SC 20 faction passes No. 4 sieve- Sil Bantle • H,1 Clayey saddy x, I Silts and Clays: Inorganic: PI>7 mdpIcts.n cur above"A° PI<bgr pigys below"A"linea - CL Lean da f �.if ML Silt H, c,m Organic: OL Organic plays, L. M,H Fine -Grained Soils: Liquid limit less than 50 Liquid limit - oven dried - 10.75 Liquid limit nal dried Organic sill H, L, M, o 50%0r more passes the No. 200 sieve Silts and Clays: Inorganic PI plots on or above 'A" line CH Fat Clays, c• M PI plots below "A" line MH Elastic SiItK c• M Liquid limit -even tlried Organic: - 10.75 Liquid limit -not dried J OH Or^anic darK c. m,F Liquid limit 50 or more Organic siltw c m o Highly organic soils: Ptlmarily organic matrer;'tlaM in calm *antl organic odor PT Peat A Based on the material passing the 3 -inch (75 -mm) sieve. a If field sample contained cobbles or boulders, or both, add'With cobbles or boulders, or both" to group name. c Gravels with 5 to 12% fines require dual symbols'. GW -GM well -graded gravel with silt, GW -GC well -goaded gravel wbh clay, GP -GM poorly graded gravel with silt, GP -GC poorly graded gavel with clay. m Santls with 5 to 12% fines require dual symbols: S.NSli4 well -graded sand with silt, SWSCwell-graded san¢with clay, SPSM.poorly goadetl sand with silt, SP SC poorly graded sand with clay. (j;r! ), a C, DrdD,n C.= D10 X`�- F If soil contains 215%sand. add'%orb sand" to -group name. s If fines classify as CL-NfC; use dual s bmI GC -GM, or SC -SM. .. tt0 1 Hlffne`s are organic, add Svith organic fnes"to group name. I If soil contains 115%gravel, add'With gavel" to group name. J IfJfdecperg Arius refirq:.shaded area, soil is a CL -ML, silty clay. alt soil contains 15le 29% plus No. 200, add "with sand" or'With gravel," whichever is predominant. c If sail contains> 30% plus No. 200 predominantly sand, add "sandy'to group name. m If sail contains> 30% plus No. 200, predominantly gravel, add 'gravelly' to group name. H Pk>>_ 4 and plots on or above "A" line. o PI <4 or plots below "A" line. P PI plots an or above "A" line. q PI plots below "A" line. G� MH or OH 10 16 20 3o 40 50 So 70 Be 90 1100 For classification of fine-grained soils and fine-grained fraction 50 ofccarss-grainedsoiis Equation of "A" - line a Horizontal at PI=4 to LL25.5. X 40 — then PI=0.73(LL-20) W Equation ot"lP-line , Z Vertical at LL=l6 to Pl=7, 30 — then PI=0s(LL-B) C1 c0V 0 0 20 GI a 10 7 `- ML or OL 4 0 1 Hlffne`s are organic, add Svith organic fnes"to group name. I If soil contains 115%gravel, add'With gavel" to group name. J IfJfdecperg Arius refirq:.shaded area, soil is a CL -ML, silty clay. alt soil contains 15le 29% plus No. 200, add "with sand" or'With gravel," whichever is predominant. c If sail contains> 30% plus No. 200 predominantly sand, add "sandy'to group name. m If sail contains> 30% plus No. 200, predominantly gravel, add 'gravelly' to group name. H Pk>>_ 4 and plots on or above "A" line. o PI <4 or plots below "A" line. P PI plots an or above "A" line. q PI plots below "A" line. G� MH or OH 10 16 20 3o 40 50 So 70 Be 90 1100