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HomeMy WebLinkAboutApplication APPLICANT 9/30/2022 (2)1 rarracon GeoReport Geotechnical Engineering Report Chick-fil-A Restaurant #04987 Springfield, Lane County, Oregon January 7, 2022 Terracon Project No. 82215117 Prepared for: Chick -fl -A, Inc. Atlanta, Georgia Prepared by: Terracon Consultants, Inc. Portland, Oregon January 7, 2022 Chick-fil-A, Inc. 5200 Bufngton Road Atlanta, Georgia 30349 Attn: Ms. Beth Wltt P:(404)765-7822 Re: Geotechnical Engineering Report Chick-fil-A Restaurant #04987 3350 Gateway Street Springfield, Lane County, Oregon Terracon Project No. 82215117 Dear Ms. 1Mtt: lrerracon Geon port We have completed the Geotechnical Engineering servicesforthe above referenced project. This study was performed in general accordance with Terracon Master Services Agreement dated September 29, 2021. This report presents the findings of the subsurface exploration and provides geotechnical recommendations concerning earthwork, pavement and the design and construction of foundations and floor slabs for the proposed project. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report or if we may be of further service, please contact us. Sincerely, Terracon Consultants, Inc. Jim P. Tomkins, P.E. Kristopher T. Hauck, P.E. Senior Staff Engineer Principal I Office Manager National Account Manager: Joshua J. Shilling Terracon Consultants, Inc. 788 NE 55th Ave Portland, Oregon 97213 P (583) 659 3281 F (583) 6591287 terracon.com REPORT TOPICS INTRODUCTION............................................................................................................. 1 SITE CONDITIONS......................................................................................................... 1 PROJECT DESCRIPTION..............................................................................................2 GEOTECHNICAL CHARACTERIZATION......................................................................3 GEOTECHNICAL OVERVIEW.......................................................................................6 SEISMIC CONSIDERATIONS........................................................................................7 EARTHWORK................................................................................................................8 SHALLOW FOUNDATIONS......................................................................................... 13 FLOORSLABS............................................................................................................ 16 LATERAL EARTH PRESSURES.................................................................................18 PAVEMENTS................................................................................................................ 20 GENERAL COMMENTS...............................................................................................24 Note: This report was originally delivered in aweb-based format. For more interactive features, please view your project online at client.terracon.com. ATTACHMENTS EXPLORATION AND TESTING PROCEDURES PHOTOGRAPHYLOG SITE LOCATION AND EXPLORATION PLANS EXPLORATION RESULTS SUPPORTING INFORMATION Note: Refer to each individual Attachment for a listing of contents. Responsive • Resourceful • Reliable Geotechnical Engineering Report Chick-fil-A Restaurant #04987 3350 Gateway Street Springfield, Lane County, Oregon Terracon Project No. 82215117 January 7, 2022 INTRODUCTION This report presents the results of our subsurface exploration and geotechnical engineering services performed for the proposed Chick-fil-A restaurant #04987 to be located at 3350 Gateway Street in Springfield, Lane County, Oregon. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: • Subsurface soil conditions • Groundwater conditions • Site preparation and earthwork • Demolition considerations • Excavation considerations • Foundation design and construction • Floor slab design and construction • Seismic site classification per IBC • Lateral earth pressures • Pavement design and construction The geotechnical engineering Scope of Services for this project included the advancement of six (6) test borings to depths ranging from approximately 6% to 21% feet below existing ground surface (bgs). Maps showing the site and boring locations are shown in the Site Location and Exploration Plan sections, respectively. The results of the laboratory testing performed on soil samples obtained from the site during the field exploration are included on the boring logs and as separate graphs in the Exploration Results section. SITE CONDITIONS The following description of site conditions is derived from our site visit in association with the field exploration and our review of publicly available geologic and topographic maps. IDescription The site is approximately 3 acres and located at 3350 Gateway Street in Parcel Information Springfield, Oregon. Latitude: 44.0826° N, Longitude: 123.0419° W See Site Location Responsive • Resourceful • Reliable Geotechnical Engineering Report Chick -fl -A Restaurant #04987. Springfield, Lane County, Oregon January 7, 2022. Terracon Project No. 82215117 lrerracon GeoReport. The site is currently occupied by an existing commercial restaurant, and hotel, which was observed during the time of exploration, along with landscaping and an asphalt concrete (AC) parking lot. Both the existing Existing restaurant and the hotel are currently in operation, and will be demolished Improvements pdorto the new construction. The site is surrounded by other existing commercial developments to the south and west, Gateway Street to the east and Beltline Road to the north. Current Ground The majority of the site is covered with existing pavement, the two buildings Cover and landscaping. Existing Topography The site was generally flat and level. From review of historical aerial photographs, it appears there used to be two small buildings in the northeast area ofthe site that were demolished Site History between 1994 and 2000. Additional site history can be found in the Hazardous Building Materials Survey Terracon completed for this site, Terracon Report No. 82217229A. 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: Item Description Information provided included a proposed boring layout and site sketch Information Provided sent from the client sent on November 10, 2021. Construction of a new single -story restaurant structure with exterior Project Description seating, parking, and a drive-through lane. Approximately 5,000 square -foot, single -story restaurant structure, a Proposed Structures drive-thru canopy, and a trash enclosure. Building Construction Wood framed with a slab -on -grade floor. Finished Floor Elevation Not pravdied, but assumed to be within a foot of existing rade. . Columns: 50 kips a Walls: 2 kips per linear foot (klf) Maximum Loads Slabs: 100 pounds per square foot s Grading/Slopes The site will be developed near existing site grades. Below -Grade Structures I No below grade basement structures are anticipated. Responsive • Resourceful • Reliable Geotechnical Engineering Report lrerracon Chick -fl -A Restaurant #04987 • Springfield, Lane County, Oregon January 7, 2022 • Terracon Project No. 82215117 GeoReport. Pavements Paved driveway and parking will be constructed on less than 1 acre of the parcel. Anticipated traffic is as follows: a Autos/light trucks: 300 vehicles per day a Heavy delivery and trash collection vehicles: 5 vehicles perweek a 75, 000 Ibf fire truck loading Estimated Start of I Summer 2022 Construction GEOTECHNICAL CHARACTERIZATION Geology Based on our review of the Geologic map' the site is underlain by fan -delta alluvium (Quaternary) deposits that consist of abroad fan of sand and gravel deposited by the Willamette and McKenzie rivers in the head of the Willamette Valley. Fan -delta sediments range from silt to boulder gravel. however, are predominately sandy pebble -cobble gravel. A nearby well log (%-mile to the southeast) shows sand and gravel to the depth explored, about 120 feet below ground surface (bgs). Seismic Hazards Seismic hazards resulting from earthquake motions can include slope stability, liquefaction, and surface rupture due to faulting or lateral spreading. Liquefaction is the phenomenon wherein soil strength is dramatically reduced when subjected to vibration or shaking. We reviewed the Statewide Geohazards Viewer (HazVu) published by the Oregon Department of Geology and Mineral Studies (DOGAMI) and available online'. The viewer categorizes the ' Madin, 1. P. and R.B. Murray, 2006, Preliminary Geologic Map of the Eugen East and Eugene lMist Quadrangles, Lam Courig Oregon, Oregon Department of Geology arid Mineral Industries, Open -Fib Report 0-06-17. z Statewide Geohazards Viewer (HazVu) published by the Oregon Department of Geology and Mineral Industries (DOGAMI) httos://ais.doaami.oreaon.ao /hmw/ Responsive • Resourceful • Reliable Geotechnical Engineering Report lrerracon Chick -fl -A Restaurant #04987 • Springfield, Lane County, Oregon January 7, 2022 • Terracon Project No. 82215117 GeoReport. expected earthquake shaking from light, moderate, strong, very strong, severe and violent. and the landslide susceptibility from low, moderate, high, and very high. • Earthquake Liquefaction Hazard: N/A • Expected Earthquake Shaking: Strong • Landslide Susceptibility (due to earthquake): Very Low Faults The United States Geological Survey (USGS) maintains the Quaternary Fault and Fold Database containing descriptions and locations of recently active faults within the United States. The three closest faults to the project site include the the Upper WIlamette River fault zone (No.863), the Owl Creek fault (No.870), and the Corvallis fault zone (No.869). Published information pertaining to each fault or fault zone is provided in the following tables: Strike (degrees) I N52°W Sense of Movement Riaht lateral Distance from Fault 1 68 km SE Owl Creek fault (Class A) No. 870 Inform Length Description 15 km Strike (degrees) WE Sense of Movement Reverse Dip Direction 60°E Slip -rate Category Less than 0.2 mm/yr Most recent Drehistoric deformation Middle and late Quaternary (<750 ka) Strike (degrees) I NWE Sense of Movement Thrust Most recent prehistoric deformation I class B Inferred Distance from Fault 55 km N -NW Responsive • Resourceful • Reliable 4 Geotechnical Engineering Report lrerracon Chick -fl -A Restaurant #04987 • Springfield, Lane County, Oregon January 7, 2022 • Terracon Project No. 82215117 GeoReport. Based on our review of the available fault information, the depth to bedrock, and the site's proximity to the nearest known faults, and the activity of mapped faults, it is our opinion that the risk of surface rupture at the site due to ground faulting is low. Subsurface Conditions We have developed a general characterization of the subsurface conditions based upon our review of the subsurface exploration, laboratory data, geologic setting and our understanding of the project. This characterization, termed GeoModel, forms the basis of our geotechnical calculations and evaluation of site preparation and foundation options. Conditions encountered at each exploration point are indicated on the individual logs. The individual logs can be found in the Exploration Results section and the GeoModel can be found in the Figures section of this report. 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 boring location, refer to the GeoModel. Model Laver I Laver Name 1 ASPHALT AND I Asphalt Concrete: 3 -inch thickness; Aggregate Base Course: 6- BASECOURSE inch thickness,'/." -0 crushed rock, gray 2 LEAN CLAY Lean Clay to lean clay with sand: low to medium plasticity, dark brown and gray, medium stiff to very stiff 3 GRAVEL Well graded gravel with clay and sand; Poorly -graded gravel with silt and sand: sub -rounded, gray and brown, dense to very dense 4 SAND Poorly -graded sand: fine-grained, gray and brown, medium dense Groundwater Conditions We observed our explorations while drilling and after completion for the presence and level of groundwater. The water levels observed in the explorations are provided on the boring logs in Exploration Results, and are summarized below. Approximate Depth to Groundwater while Drilling (feet) B-1 B-2 Responsive • Resourceful • Reliable Approximate Depth to Groundwater after Drilling (feet) 8% 11% Geotechnical Engineering Report lrerracon Chick -fl -A Restaurant #04987 • Springfield, Lane County, Oregon January 7, 2022 • Terracon Project No. 82215117 GeoReport. Well logs available on the Oregon Water Resources Department (OWRD)3 website indicate that groundwater level in the area of the site is around 8 feet bgs. Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. Therefore, groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project. GEOTECHNICAL OVERVIEW The soil borings indicate that subsurface conditions at the project site generally consist of low to medium plasticity lean clays, soft to very stiff in consistency (GeoModel Layer 2). The existing pavement (Asphalt Concrete over Aggregate Base) section was generally very thin (GeoModel Layer 1). GeoModel layers 3 and 4 consisted of medium dense to very dense sands and gravels. The near surface soils are fine-grained in nature and exhibit some risk of expansive soils being present at the site, especially if moisture fluctuations are allowed during site development. In addition to the plasticity concerns of the near surface soils, we encountered a poorly graded sand from about 14 to 17 feet bgs. Based on our analyses, this soil layer has a moderate risk of liquefaction and we estimate this could exhibit up to about 1 % inches of liquefaction settlement at the surface of the site. Based on our experience with these structures and the design team, we understand that this is within the typical building construction tolerance and no further mitigation of the liquefaction risks needs to be incorporated into the design. If this is beyond the normal tolerance of the structure, we should be consulted to evaluate alternatives for design. Foundation Recommendations: Conventional, shallow spread footings may be used for support of the new footings placed on at least 12 inches of compacted Select Fill. Specific recommendations for shallow foundations are presented in the Shallow Foundations section of this report. This is due to the low strength of the fine-grained soils as well as the potential for shrink/swell of the sensitive soils. Floor Slabs: The slab -on -grade floors should be supported on 12 inches Select Fill in addition to the aggregate base placed over native subgrade per Earthwork recommendations or compacted structural fill. The subgrades should be protected from moisture fluctuations (drying and wetting) during and after construction to reduce the heave potential of the clay soils. Wet site conditions may require replacement of the upper 1 foot or more of wet yielding subgrades with structural fill. ' Oregon Water Resources Department, 2021. Well Log Records, accessed November 2021, from OWRD web sae: htto://apps.wtd.state.or.uslapWgwAvell loa/ Responsive • Resourceful • Reliable Geotechnical Engineering Report lrerracon Chick -fl -A Restaurant #04987 • Springfield, Lane County, Oregon January 7, 2022 • Terracon Project No. 82215117 GeoReport. The purpose of the additional 12 inches of Select Fill underneath the floor slab is to provide a layer of separation to avoid building floor slabs bearing on the moderately expansive lean clays. This undercutting will also help mitigate the effects of soil shrinkage and expansion and prevent additional movement. Moisture Sensitive Subsurface Conditions: The near surface, fine-grained soil (GeoModel Layer 2) could become unstable with typical earthwork and construction traffic, especially after precipitation events. The effective drainage should be completed early in the construction sequence and maintained after construction to avoid potential issues. If possible, the grading should be performed during the warmer and driertimes of the year. If grading is performed during the winter months, an increased risk for possible undercutting and replacement of unstable subgrade will persist. Dry weather grading is recommended to minimize ground disturbance. Additional site preparation recommendations, including subgrade improvement and fill placement, are provided in the Earthwork section. Pavements: Conventional asphaltic concrete and Portland cement concrete pavements are suitable for this development. The Pavements section addresses the design of pavement systems, and includes a layer of sub -base to protect against heave from the clay soils. The exposed pavement subgrade should consist of medium stiff or bettersubgrade and be adequately proof -rolled. In addition, the natural moisture content of these materials varied from 23% to 33% and averaged 27% indicating moist to wet conditions within the upper 5 of the existing ground surtace. I his will likely result In ditriculty achieving minimum compaction density during till placement. Therefore, we recommend subgrade stabilization consisting of either removal and replacement with non -expansive granular fill or subgrade improvement using chemical stabilization. Additionally, high -modulus geotextiles can be used for subgrade improvement as described in Earthwork section of this report. The General Comments section provides an understanding of the report limitations. SEISMIC CONSIDERATIONS The seismic design requirements for structures are based on Seismic Design Category. Site Classification is required to determine the Seismic Design Category for a structure. The Site Classification is based on the upper 100 feet of the site profile defined by a weighted average value of either shear wave velocity, standard penetration resistance, or undrained shear strength in accordance with Section 20.4 of ASCE 7-16. Site Latitude I 44.082790°N Site Longitude I 123.041955°W Responsive • Resourceful • Reliable Geotechnical Engineering Report lrerracon Chick -fl -A Restaurant #04987 • Springfield, Lane County, Oregon January 7, 2022 • Terracon Project No. 82215117 GeoReport. 1. Seismic site classification in general accordance with the 2019 Oregon Structural Speciaffy Code(OSSC), which refers to ASCE 7-16. 2. ASCE 7-16 requires a site soil profile extending to a depth of 100 feet be used for seismic site classification. The site properties below the boring depth to 100 feet were estimated based on our experience and knowledge of geologic conditions of the general area. Additional deeper borings or geophysical testing may be performed to confirm the conditions below the current boring depth. 3. These values were obtained using online seismic design maps and tools available on the Applied Technology Council (ATC) website referenced in Section 1613.2.1 of the 2019 OSSC. We understand, based on our experience with structures similar to the proposed development, that the fundamental period of the structure is less than 0.5 seconds. For structures with fundamental periods of vibration equal to or less than 0.5 second, section 20.3.1 of ASCE 7-16 allows site coefficients Fa and Fv to be determined from Tables 11.4-1 and 11.4-2 using the corresponding Site Class determined according to section 20.3. Provided the structure fundamental period is 0.5 second or less, the parameters corresponding to Site Class D may be used to determine the values of Fa and Fv. If the fundamental period is greater than 0.5 second, building code requires a site-specific evaluation for development of spectral response accelerations. Liquefaction Liquefaction is the phenomenon where saturated soils develop high pore -water pressures during seismic shaking and lose their strength characteristics. This phenomenon generally occurs in areas of high seismicity, where groundwater is shallow and loose granular soils or relatively low - to non -plastic fine-grained soils are present. Poorly graded sands were encountered in boring 13- 1 between 14 and 17 feet bgs. Groundwaterwas observed as shallow as 8% feet bgs. The risk for liquefaction of these sandy soils encountered between the top of the groundwater surface and about 30 feet bgs is moderate and we estimate liquefaction -induced settlements of approximately 1Y inches could be experienced at the site. It is our understanding that this is within the typical building construction tolerance, and have prepared this report with the assumption that the structure can tolerate this settlement using conventional foundations. EARTHWORK Earthwork is anticipated to include clearing and grubbing, excavations, and fill placement. The following sections provide recommendations for use in the preparation of specifications for the work. Recommendations include critical quality criteria, as necessary, to render the site in the Responsive • Resourceful • Reliable Geotechnical Engineering Report lrerracon Chick -fl -A Restaurant #04987 • Springfield, Lane County, Oregon January 7, 2022 • Terracon Project No. 82215117 GeoReport. state considered in our geotechnical engineering evaluation for foundations, floor slabs, and pavements. Site Preparation Prior to placing fill, any existing vegetation and root mat from the landscape areas should be removed. Complete stripping and removal existing fill around the existing structure should be performed in the proposed building and parking/driveway areas. Site preparation will also require removing surface pavements and unsuitable soil materials in proposed developments areas, as well as demolition of the existing buildings. Prior to placing fill, all unsuitable soils should be removed within the building footprint. Where existing utility lines are encountered during construction activities, such features shall be removed within the building pad limits, utilities should be properly capped at the site perimeter, and the trenches should be backfilled in accordance with structural fill recommendations presented in the following sections of this report. The subgrade should be proofrolled with an adequately loaded vehicle such as a fully -loaded tandem -axle dump truck. The proofrolling should be performed under the direction of the Geotechnical Engineer. Areas excessively deflecting under the proofroll should be delineated and subsequently addressed by the Geotechnical Engineer. Such areas should either be removed or modified by stabilizing with new structural fill. Excessively wet or dry material should either be removed or moisture conditioned and recompacted. Due to the plasticity and shrink/swell potential of the site soils, it is important to not allow significant moisture fluctuations of the exposed native subgrades during construction. If subgrades are allowed to dry significantly, this could increase the risk of swelling of site soils post construction. Therefore, we recommend that exposed native soils be covered as soon as feasible with the recommended Select Fill and not be allowed to become overly dry during dry season earthwork. Subgrade Stabilization As described in the Geotechnical Overview, we expect pavement subgrades to need stabilization in order to provide a suitable working surface. Therefore, some overexcavation or subgrade stabilization should be expected, especially during wet periods of the year as described in the previous section. Methods of stabilization, which are outlined below, could include removal of unstable materials and replacement with granular fill (with or without geotextiles). The most suitable method of stabilization, if required, will be dependent upon factors such as schedule, weather, size of area to be stabilized and the nature of the instability. ■ Granular Fill - The use of crushed stone or gravel could be considered to improve subgrade stability. Typical undercut depths would range from about 1 foot to 1 % feet. The use of high modulus geotextiles (i.e., woven geosynthetic fabric such as RS 3801) may be used to aid in stabilization of the subgrade. See pavement section thicknesses in the report Pavements section for an alternative using this fabric. Responsive • Resourceful • Reliable Geotechnical Engineering Report lrerracon Chick -fl -A Restaurant #04987 • Springfield, Lane County, Oregon January 7, 2022 • Terracon Project No. 82215117 GeoReport. Chemical Stabilization - Improvement of subgrades with Portland cement could be considered for unstable and plastic soils. Chemical modification should be performed by a pre -qualified contractor having experiencewith successfully stabilizing subgrades in the project area on similar sized projects with similar soil conditions. Fill Material Types Fill required to achieve design grade should be classified as structural fill and general fill. Structural fill is material used below, or within 5 feet of structures, pavements or constructed slopes. General fill is material used to achieve grade outside of these areas. Earthen materials used for structural and general fill should meet the following material property requirements: ODOT SSC 02630.10 Dense All gradations are acceptable within the Crushed Aggregate Graded Aggregate (2"-0 to'/W-0) building pad. Use 1" 0 or''/." -0 gradation for Base Course (CABC) with the exception of less than 8 floor slab and pavement base course percent passing the No. 200 materials. sieve. 1. Controlled, compacted fill should consist of approved materials that are free (free = less than 3% by weight) of organic matter and debris. Frozen material should not be used, and fill should nat be placed on a frozen subgrade. A sample of each material type should be submitted to the geotechnical engineer for evaluation. 2. The building pad is defined as the footprint of the building plus a horizontal bearing splay of 213 the depth of any overexcavation. 3. Note that the native soils do not meet these minimum requirements for re -use as structural fill. It should be noted that the onsite native materials are overly moist, exhibit low to medium plasticity, and likely do not meet the requirements of structural fill above for reuse. Selection of the fill material types identified during construction should follow the requirements above for placement of structural fill. Responsive • Resourceful • Reliable 10 USCS Classification Oregon DOT Standard All locations across the site, except within Specifications for Construction building pad (and 5 feet beyond) and upper Common Fill (ODOT SSC) 00330.13 Selected General Backfill with exception of 12 inches below the pavement subgradesz. LL<403and Pl<10. Dry weather conditions only. ODOT SSC 00330.14 Selected Select Fill Granular Backfill with exception All locations across the site, wet or dry of no more than 5% passing the weather conditions acceptable. No. 200 sieve by weight ODOT SSC 02630.10 Dense All gradations are acceptable within the Crushed Aggregate Graded Aggregate (2"-0 to'/W-0) building pad. Use 1" 0 or''/." -0 gradation for Base Course (CABC) with the exception of less than 8 floor slab and pavement base course percent passing the No. 200 materials. sieve. 1. Controlled, compacted fill should consist of approved materials that are free (free = less than 3% by weight) of organic matter and debris. Frozen material should not be used, and fill should nat be placed on a frozen subgrade. A sample of each material type should be submitted to the geotechnical engineer for evaluation. 2. The building pad is defined as the footprint of the building plus a horizontal bearing splay of 213 the depth of any overexcavation. 3. Note that the native soils do not meet these minimum requirements for re -use as structural fill. It should be noted that the onsite native materials are overly moist, exhibit low to medium plasticity, and likely do not meet the requirements of structural fill above for reuse. Selection of the fill material types identified during construction should follow the requirements above for placement of structural fill. Responsive • Resourceful • Reliable 10 Geotechnical Engineering Report lrerracon Chick -fl -A Restaurant #04987 • Springfield, Lane County, Oregon January 7, 2022 • Terracon Project No. 82215117 GeoReport. Fill Compaction Requirements Structural and general fill should meet the following compaction requirements. Structural Fill Minimum Compaction 95 percent of the material's maximum modified Proctor dry density Requirements I (ASTM D 1557). Moisture Content 2 Wthin ±2 percent of optimum moisture content as determined by the Modified Proctor test, at the time of placement and compaction. Minimum Testing One field density test per 20,000 square feet or fraction thereof per 1 - Frequency foot lift. 1. We recommend that engineered fill be tested for moisture content and compaction during placement. Should the results of the in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested as required until the specified moisture and compaction requirements are achieved. 2. Specifically, moisture levels should be maintained low enough to allow for satisfactory compaction to be achieved without the cohesionless fill material pumping when proafrolled. Utility Trench Backfill For low permeability subgrades, utility trenches are a common source of water infiltration and migration. Utility trenches penetrating beneath the building should be effectively sealed to restrict water intrusion and flow through the trenches, which could migrate below the building. The trench should provide an effective trench plug that extends at least 5 feet from the face of the building exterior. The plug material should consist of cementitious flowable fill or low permeability clay. The trench plug material should be placed to surround the utility line. If used, the clay trench plug material should be placed and compacted to comply with the water content and compaction recommendations for structural fill stated previously in this report. Grading and Drainage All grades must provide effective drainage away from the building during and after construction and should be maintained throughout the life of the structure. Water retained next to the building can result in soil movements greaterthan those discussed in this report. Greater movements can result in unacceptable differential floor slab and/or foundation movements, cracked slabs and walls, and roof leaks. The roof should have gutters/drains with downspouts that discharge onto splash blocks at a distance of at least 10 feet from the building. Exposed ground should be sloped and maintained at a minimum 5% away from the building for at least 10 feet beyond the perimeter of the building. Locally, flatter grades may be necessary to transition ADA access requirements forflatwork. After building construction and landscaping have Responsive • Resourceful • Reliable 11 Geotechnical Engineering Report lrerracon Chick -fl -A Restaurant #04987 • Springfield, Lane County, Oregon January 7, 2022 • Terracon Project No. 82215117 GeoReport. been completed, final grades should be verified to document effective drainage has been achieved. Grades around the structure should also be periodically inspected and adjusted, as necessary, as part of the structure's maintenance program. Where paving or flatwork abuts the structure, a maintenance program should be established to effectively seal and maintain joints and prevent surface water infiltration. Earthwork Construction Considerations Shallow excavations for the proposed structure are anticipated to be accomplished with conventional construction equipment. Upon completion offilling and grading, care should be taken to maintain the subgrade water content prior to construction of floor slabs. Construction traffic over the completed subgrades should be avoided. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. Water collecting over or adjacentto construction areas should be removed. If the subgrade freezes, desiccates, saturates, or is disturbed, the affected material should be removed, or the materials should be scarified, moisture conditioned, and recompacted prior to floor slab construction. The groundwater table could affect overexcavation efforts, especially for over -excavation and replacement of lower strength soils. A temporary dewatering system consisting of sumps with pumps could be necessary to achieve the recommended depth of over -excavation. As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part 1926, Subpart P, "Excavations" and its appendices, and in accordance with any applicable local, and/or state regulations. Construction site safety is the sole responsibility of the contractor who controls the means, methods, and sequencing of construction operations. Under no circumstances shall the information provided herein be interpreted to mean Terracon is assuming responsibility for construction site safety, or the contractor's activities. such responsibility shall neither be implied nor inferred. Construction Observation and Testing The earthwork efforts should be monitored under the direction of the Geotechnical Engineer. Monitoring should include documentation of adequate removal of vegetation and topsoil, proofrolling, and mitigation of areas delineated by the proofroll to require mitigation. Each lift of compacted fill should be tested, evaluated, and reworked as necessary until approved by the Geotechnical Engineer prior to placement of additional lifts. Each lift of fill should be tested for density and water content at a frequency stated in Earthwork. Responsive • Resourceful • Reliable 12 Geotechnical Engineering Report lrerracon Chick -fl -A Restaurant #04987 is Springfield, Lane County, Oregon January 7, 2022 is Terracon Project No. 82215117 GeoReport. In areas of foundation excavations, the bearing sub grade should be evaluated under the direction of the Geotechnical Engineer. In the event 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 continuity to maintain the Geotechnical Engineer's evaluation of subsurface conditions, including assessing variations and associated design changes. SHALLOW FOUNDATIONS If the site has been prepared in accordance with the requirements noted in Earthwork, the following design parameters are applicable for shallow foundations. Item Description Maximum Net Allowable Bearing 1,2 3,000foundations sf constructed on structural fill P ( ) Pressure 12 inches minimum Select Fill as described in Bearing Required Bearing Stratum Provisions above undisturbed, medium stiff or better native soils Columns: 30 inches Minimum Foundation Dimensions Continuous: 18 inches Ultimate Passive Resistance° 480 pcf (granular backfill) (equivalent fluidpressures) Ultimate Coefficient of Sliding Frictions 0.55 (granular material) Minimum Embedment below Exterior footings in unheated areas: 18 inches Exterior footings in heated areas: 18inches Finished Grade Interior footings in heated areas: 12 inches Compaction requirements 95% of the materials maximum Modified Proctor dry density for a depth of 12 inches below footin and slabs. One field density test per Onefelddensity test per Minimum Testing Frequency footing for the spread 501inear feet for footing. continuous footing. Estimated Total Settlement from Structural Loads Less than about 1 inch Estimated Differential Settlement 2,7 About hof total settlement Responsive • Resourceful • Reliable 13 Geotechnical Engineering Report lrerracon Chick -fl -A Restaurant #04987 is Springfield, Lane County, Oregon January 7, 2022 is Terracon Project No. 82215117 GeoReport. 1. The maximum netallowable bearing pressure isthe pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. An appropriate factor of safety has been applied. Values assume that exterior grades are no steeper than 20% Within 5 feet of structure. 2. Values provided are for maximum loads noted in Project Description. 3. Unsuitable or soft soils should be overexcavated and replaced per the recommendations presented in the Earthwork. 4. Use of passive earth pressures require the sides of the excavation for the spread footing foundation to be nearly vertical and the concrete placed neat against these vertical faces or that the footing forms be removed and compacted structural fill be placed against the vertical footing face. 5. Can be used to compute sliding resistance where foundations are placed on suitable soil/materials. Should be neglected for foundations subject to net uplift conditions. 6. Embedment necessary to minimize the effects of frost and/or seasonal water content variations. For sloping ground, maintain depth below the lowest adjacent exterior grade within 5 horizontal feet of the structure. 7. Differential settlements are as measured over a span of 50 feet. Design Parameters—Canopy & Trash Enclosure Foundations Item lt Descripti Maximum Net Allowable Bearing 1,2 2,000foundations sf constructed on structural fill P ( ) Pressure a 6 inches minimum structural fill as described in Bearing Required Bearing S[ra[um Provisions above on top of native soils Columns: Winches Minimum Foundation Dimensions Continuous: 18 inches Ultimate Passive Resistance 480 pcf (granular backfill) (equivalent fluidpressures) Ultimate Coefficient of Sliding Frictions 0.55 (granular material) Minimum Embedment below Finished Grades Exterior footings in unheated areas: 18 inches Compaction requirements 95% of the materials maximum Modified Proctor dry density for a depth of 12 inches below footing and slabs. Minimum Testing Frequency One field density test per footing for the spread footing. Estimated Total Settlement from Structural Loads Less than about 1 inch Responsive • Resourceful • Reliable 14 Geotechnical Engineering Report lrerracon Chick -fl -A Restaurant #04987 • Springfield, Lane County, Oregon January 7, 2022 • Terracon Project No. 82215117 GeoReport. 1. The maximum netallowable bearing pressure is the pressure in excess ofthe minimum surrounding overburden pressure at the footing base elevation. An appropriate factor of safety has been applied. 2. Values provided are far maximum loads noted in Project Description. 3. Unsuitable or soft soils should be overexcavated and replaced per the recommendations presented in the Earthwork. 4. Use of passive earth pressures requirethe sides oftheexcavation forthe spread footing foundation to be nearly vertical and the concrete placed neat against these vertical faces or that the footing forms be removed and compacted structural fill be placed against the vertical footing face. 5. Can be used to compute sliding resistance where foundations are placed on suitable soil/materials. Should be neglected for foundations subject to net uplift conditions. 6. Embedment necessary to minimize the effects of frost and/or seasonal water content variations. For sloping ground, maintain depth belowthe lowest adjacent exterior grade within 5 horizontal feet of the structure. Footing Drains We recommend that footings drains be installed around the perimeter of the proposed buildings at the base of the foundations. Footing drains should consist of a minimum 4 -inch diameter, Schedule 40, rigid, perforated PVC pipe placed at the base of the heel of the footing with the perforations facing down. The pipe should be surrounded by a minimum of 4 inches of clean free - draining granular material, such as Oregon Standard Specifications Section 00430.11 Granular Drain Backfill 1 Y - 3W. We recommend enveloping the drain rock with a non -woven geotextile, such as Mirafi 140N, or equivalent. Footing drains should be directed toward appropriate storm water drainage facilities. Water from downspouts and surface water should be independently collected and routed to a suitable discharge location. Foundation Construction Considerations As noted in Earthwork, the footing excavations should be evaluated under the direction of the Geotechnical Engineer. The base of all foundation excavations should be free of water and loose soil, prior to placing concrete. Concrete should be placed soon after excavating to reduce bearing soil disturbance. Care should be taken to prevent wetting or drying of the bearing materials during construction. Excessively wet or dry material or any loose/disturbed material in the bottom of the footing excavations should be removed/reconditioned before foundation concrete is placed. The recommendations in the Shallow Foundations table recommend undercutting 12 inches to native, undisturbed soils and replacement with structural fill. Undercutting for structural fill placement below footings should be conducted as shown below. As previously stated, this undercutting is recommended to account for the moderate to high plasticity lean and fat clays anticipated during excavation. The over -excavation should be backfilled up to the footing base elevation, with Select Fill or CAB placed, as recommended in the Earthwork section. Responsive • Resourceful • Reliable 15 Geotechnical Engineering Report lrerracon Chick -fl -A Restaurant #04987 • Springfield, Lane County, Oregon January 7, 2022 • Terracon Project No. 82215117 GeoReport. FLOOR SLABS Design parameters for floor slabs assume the requirements for Earthwork have been followed. Specific attention should be given to positive drainage awayfrom the structure and positive drainage of the aggregate base beneath the floor slab. Due to the presence of low to moderate plasticity clays exhibiting the potential to swell with increased water content, we recommend removal of the top 12 inches of subgrade and replacing it with compacted Select Fill as noted in the Fill Material Types section. The purpose of the granular fill underneath the floor slabs is to provide separation from potentially expansive soils in addition to facilitate a reduction in potential moisture fluctuation of the native soils by making them deeper below the finish ground surface. Floor Slab Design Parameters I Description Floor Slab Support I Minimum 6 inches of crushed aggregate (CABC) in additionto the 12 inches of Select Fill compacted to at least 95% of ASTM D 1557 2.3 Subgrade Minimum 12 inches of Select Fill over native or stable proof -rolled subgrade per Earthwork recommendation or compacted structural fill. Estimated Modulus of Subgrade Reaction i 175 pounds per square inch per inch (psifin) for point loads 1. Floor slabs should be structurally independent of building footings or walls to reduce the possibility of floor slab cracking caused by differential movements between the slab and foundation. Responsive • Resourceful • Reliable 16 Geotechnical Engineering Report lrerracon Chick -fl -A Restaurant #04987 • Springfield, Lane County, Oregon January 7, 2022 • Terracon Project No. 82215117 GeoReport. 2. Modulus of subgrade reaction is an estimated value based upon our experience with the subgrade condition, the requirements noted in Earthwork, and the floor slab support as noted in this table. It is provided for point loads. For large area loads the modulus of subgrade reaction would be lower. 3. Free -draining granular material should have less than 5% fines (material passing the No. 200 sieve). Other design considerations such as cold temperatures and condensation development could warrant more extensive design provisions. The use of a vapor retarder should be considered beneath concrete slabs on grade covered with wood, tile, carpet, or other moisture sensitive or impervious coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder. Saw -cut control joints should be placed in the slab to help control the location and extent of cracking. For additional recommendations refer to the ACI Design Manual. Joints or cracks should be sealed with a water -proof, non -extruding compressible compound specifically recommended for heavy duty concrete pavement and wet environments. Where floor slabs are tied to perimeter walls or tum -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 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. Floor Slab Construction Considerations Finished subgrade, within and for at least 10 feet beyond the floor slab, should be protected from traffic, rutting, or other disturbance and maintained in a relatively moist condition until floor slabs are constructed. If the subgrade should become damaged or desiccated prior to construction of floor slabs, the affected material should be removed and structural fill should be added to replace the resulting excavation. Final conditioning of the finished subgrade should be performed immediately prior to placement of the floor slab support course. The Geotechnical Engineer should approve the condition of the floor slab subgrades immediately prior to placement of the floor slab support course, reinforcing steel, and concrete. Attention should be paid to high traffic areas that were rutted and disturbed earlier, and to areas where backfilled trenches are located. Responsive • Resourceful • Reliable 17 Geotechnical Engineering Report lrerracon Chick -fl -A Restaurant #04987 • Springfield, Lane County, Oregon January 7, 2022 • Terracon Project No. 82215117 GeoReport. LATERAL EARTH PRESSURES 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. Twowall restraint conditions are shown in the diagram below. Active earth pressure is commonly used for design of free- standing cantilever retaining walls and assumes wall movement. The "at -rest' condition assumes no wall movement and is commonly used for basement walls, loading dock walls, or other walls restrained at the top. The recommended design lateral earth pressures do not include a factor of safety and do not provide for possible hydrostatic pressure on the walls (unless stated). For eoli a pressure movamen S=SurMa,ge (01x2 H to 0.0 H) S For at -rest pressure - No Movement Assumed okonW Iishetl ratle H HOriIDOUI Fi,eshetl Gratle �__q�tp,yl aerainmg wan Lateral Earth Pressure Design Parameters—Granular Backfill Only Earth Pressure Coefficient for Surcharge Effective Fluid Pressures (per) 2, u, s Condition Backfill Type .,. P, (Per) Unsaturated g (0.24)S (31)H Submerged e Active (Ka) 0.24 - At -Rest (Ko) 0.38 (0.38)S (50)H - Passive (Kip) 4.20 - (546)H - 1. For active earth pressure, wall must rotate about base, with top lateral movements 0.002 H to 0.004 H, where H is wall height. For passive earth pressure, wall must move horizontally to mobilize resistance. 2. Uniform, horizontal backfill, compacted to at least 95% of the ASTM D 1557 maximum dry density, estimated at 130 pcf (select granularfll). 3. Uniform surcharge, where S is surcharge pressure. 4. Loading from heavy compaction equipment is not included. 5. No safety factor is included in thesevalues. Responsive • Resourceful • Reliable 18 Geotechnical Engineering Report lrerracon Chick -fl -A Restaurant #04987 • Springfield, Lane County, Oregon January 7, 2022 • Terracon Project No. 82215117 GeoReport. W Lateral Earth Pressure Design Parameters — Granular Backfill Only Earth Pressure Coefficient for Surcharge cEffective Fluid Pressures (psf) 2, 4, 5 Condition Backfill Type Pressure e 6 Unsaturated Submerged 6. To achieve "Unsaturated" conditions, follow guidelines in Subsurface Drainage for Below - Grade Walls below. "Submerged' conditions are recommended when drainage behind walls is not incorporated into the design. Backfill placed against structures should consist of granular soils or low plasticity cohesive soils. For the granular values to be valid, the granular backfill must extend out and up from the base of the wall at an angle of at least 45 and 60 degrees from vertical for the active and passive cases, respectively. Subsurface Drainage for Below -Grade Walls A perforated rigid plastic drain line installed behind the base of walls and extends below adjacent grade is recommended to prevent hydrostatic loading on the walls. The invert of a drain line around a below -grade building area or exterior retaining wall should be placed near foundation bearing level. The drain line should be sloped to provide positive gravity drainage to daylight or to a sump pit and pump. The pipe should be surrounded by a minimum of 4 inches of clean free - draining granular material, such as Oregon Standard Specifications Section 00430.11 Granular Drain Backfill 1'/." - 3W. The free -draining aggregate should be encapsulated in a filterfabric. The granularfill should extend towithin 2feet offinal grade, where it should be capped with compacted cohesive fill to reduce infiltration of surface water into the drain system. Responsive • Resourceful • Reliable 19 Slope to drain ai from building teyerof dedesvelll T — 1-7, T Fmntlaron'.vall Pill - Ba."ll side report 4 �t ,ulrements) Free draining graded �� gramsarfltmaterialar n on graded d _g material dnP [din V S Fr nap pp Pri ate flierli NatNatrae undr tied fin(port) d Ply? /�,1ry4 1 engineeredfill r Perforated drain pipe (Rigid PVC unless stated bi In report) Responsive • Resourceful • Reliable 19 Geotechnical Engineering Report lrerracon Chick -fl -A Restaurant #04987 • Springfield, Lane County, Oregon January 7, 2022 • Terracon Project No. 82215117 GeoReport. As an alternative to free -draining granuIarfiII, a pre -fabricated drainage structure maybe used. A pre -fabricated drainage structure is a plastic drainage core or mesh which is covered with filter fabric to prevent soil intrusion, and is fastened to the wall prior to placing backfill. PAVEMENTS General Pavement Comments Pavement designs are provided for the traffic conditions and pavement life conditions as noted in Project Description and in the following sections of this report. A critical aspect of pavement performance is site preparation. Pavement designs noted in this section must be applied to the site which has been prepared as recommended in the Earthwork section. Support characteristics of subgrade for pavement design do not account for shrinktswell movements of an moderate plasticity clay subgrade, such as soils encountered on this project. Thus, the pavement may be adequate from a structural standpoint, yet still experience cracking and deformation due to shrinktswell related movement of the subgrade. In order to mitigate this we are recommending either a high -modulus geotextile or chemical stabilization, as mentioned in the Earthwork section. Pavement Design Parameters Provided the existing subgrade soils are tested, evaluated and prepared in accordance with the recommendations provided in this report, these materials should provide suitable pavement support. The subgrade materials within the proposed pavement areas are generally expected to consist of lean clay having an estimated minimum California Bearing Ratio (CBR) value of 1. Based on our expectation that the car parking areawill be subjected to automobile traffic only and that the drive areas will be subjected to a maximum of five delivery trucksttrash collection trucks per week, it is our opinion that Chick -fl -A's minimum pavement sections noted below are acceptable forthis site. Pavement Section Thicknesses The following table provides recommended Asphalt Concrete Pavement (AC) and Portland Cement Concrete Pavement (PCC)AC thicknesses: Responsive • Resourceful • Reliable 20 Geotechnical Engineering Report lrerracon Chick -fl -A Restaurant #04987 • Springfield, Lane County, Oregon January 7, 2022 • Terracon Project No. 82215117 GeoReport. Minimum Pavement Section Thickness (inches) —NO GEOSVNTHETIC FABRIC Pavement Alternative Asphalt2 Asphalt Portland Aggregate Tota Concrete Concrete Concrete Cement Base Surface urface Binder Concrete Course Course ourse Course Parking Parking AC 2 2 -- 12 16 Parking PCC -- -- 5^/: 6 11 Drive- 10 14 Through/Canopy AC 2 2 -- 14 18 Throu h/Canopy Drive- PCC -- -- 6 6 11^/: Through/Canopy 1. See Project Descriptim for more specifics regarding Light Duty and Medium Duty traffic. 2. All materials should meet the Oregon Department of Transportation (ODOT) Standard Specifications for Highway and Construction (2021). • Asphaltic Surface -ODOT Type A Asphaltic Cement Concrete: Section 00744 • Asphaltic Base - ODOT Type B Asphaltic Cement Concrete, Class I: Section 00745 • Concrete Pavement -COOT Portland Cement Concrete Type C: Section 00756 13. A minimum 1.5 -inch surface course should be used on ACC pavements. Minimum Pavement Section Thickness (inches) —WITH GEOSVNTHETIC FABRIC Pavement Alternative Asphalt2 Asphalt Aggregate Total Area' Concrete Concrete Base Course Thickness Surface Binder 3 Course Course Parking AC 2 2 8 12 Drive- AC 2 2 10 14 Through/Canopy 4. See Project Description for more specifics regarding Light Duty and Medium Duty traffic. 5. All materials should meet the Oregon Department of Transportation (ODOT) Standard Specifications for Highway and Construction (2021). • Asphaltic Surface- ODOT Type A Asphaltic Cement Concrete: Section 00744 • Asphaltic Base - ODOT Type B Asphaltic Cement Concrete, Class I: Section 00745 • Concrete Pavement -COOT Portland Cement Concrete Type C: Section 00756 26. A minimum 1.5 -inch surface course should be used on ACC pavements. For flexible pavement, the recommended granular base course should be compacted to at least 95% of the maximum dry density, as determined by ASTM D 1557 or evaluated in the field in a test strip subjected to repeated passes of a 10 -ton, or heavier, roller. Responsive • Resourceful • Reliable 21 Geotechnical Engineering Report lrerracon Chick -fl -A Restaurant #04987 • Springfield, Lane County, Oregon January 7, 2022 • Terracon Project No. 82215117 GeoReport. The recommended granular base course should be compacted to at least 95% of the maximum dry density, as determined by ASTM D 1557 or evaluated in the field in a test strip subjected to repeated passes of a 10 -ton, or heavier, roller. The listed pavement component thicknesses should be used as a guide for pavement systems at the site for the traffic classifications stated herein. These recommendations assume a 20 -year pavement design life and an average weekly truck traffic value of 1 (forthe tractor trailers). They also assume 300 automobiles a day, and 5light delivery trucks and trash collection vehicles per week. Joint locations and reinforcement should be in accordance with ACI 330R-01. If the design life or loads will be different than that specified, Terracon should be contacted and allowed to review these pavement sections. We recommend a minimum 7 -inch thick PCC pavement be utilized in entrance and exit sections, dumpster pads, loading areas, or other areaswhere extensivewheel maneuvering are expected. Portland cement concrete should be designed with proper air -entrainment and have a minimum compressive strength of 4,000 psi after 28 days of laboratory curing. Adequate reinforcement and number of longitudinal and transverse control joints should be placed in the rigid pavement in accordance with ACI requirements. The joints should be sealed as soon as possible (in accordance with sealant manufacturer's instructions) to minimize infiltration of water into the soil. Design Considerations Traffic patterns and anticipated loading conditionswere not available atthe time that this reportwas prepared. However, we anticipate that traffic loads will be produced primarily by automobile traffic and occasional delivery and trash removal trucks. The thickness of pavements subjected to heavy truck traffic should be determined using expected traffic volumes, vehicle types, and vehicle loads and should be in accordance with local, city or county ordinances. Long-term pavement performance will be dependent upon several factors, including maintaining subgrade moisture levels and providing for preventive maintenance. In addition to providing preventive maintenance, the civil engineer should consider the following recommendations in the design and layout of pavements: • Final grade adjacent to parking lots and drives should slope down from pavement edges at a minimum 2%. • The subgrade and the pavement surface should have a minimum Y4 -inch per foot slope to promote proper surface drainage. • Install pavement drainage surrounding areas anticipated for frequent wetting (e.g., wash racks). • Install joint sealant and seal cracks immediately. • Seal all landscaped areas in, or adjacent to pavements to reduce moisture migration to subgrade soils. Responsive • Resourceful • Reliable 22 Geotechnical Engineering Report lrerracon Chick -fl -A Restaurant #04987. Springfield, Lane County, Oregon January 7, 2022. Terracon Project No. 82215117 GeoReport. Place compacted, low permeability backfill against the exterior side of curb and gutter. and, Place curb, gutter and/or sidewalk directly on low permeability subgrade soils rather than on unbound granular base course materials. Pavement Construction Considerations On most project sites, the site grading is accomplished relatively early in the construction phase. Fills are placed and compacted, and the initial surface is prepared in a relatively uniform manner. However, as construction proceeds, excavations will be made into these areas, rainfall and surface water may saturate some areas, heavy traffic from construction equipment disturbs the subgrade, and surface irregularities are often filled with loose materials. As a result, the pavement subgrades should be carefully evaluated as the time for pavement construction approaches. Within a few days of planned paving, we recommend the pavement areas be proof -rolled with a loaded tandem axle dump truck (minimum weight 20 tons). Particular attention should be given to high traffic areas that have been rutted and disturbed, and to areas where backfilled trenches are located. Any areas found to be unstable should be repaired by removing and replacing the materials with dense graded crushed stone, or by recompacting the soils to the specified density and moisture limits. Pavement Drainage Pavements should be sloped to provide rapid drainage of surface water. Water allowed to pond on or adjacent to the pavements could saturate the subgrade and contribute to premature pavement deterioration. In addition, the pavement subgrade should be graded to provide positive drainage within the granular base section. The subgrade and the pavement surface should have a minimum Y4 inch per foot slope to promote drainage. Appropriate sub -drainage or connection to a suitable daylight outlet should be provided to remove water from the base layer. Pavement Maintenance The pavement sections represent minimum recommended thicknesses and, as such, periodic maintenance should be anticipated. Therefore, preventive maintenance should be planned and provided for through an on-going pavement management program. Maintenance activities are intended to slow the rate of pavement deterioration and to preserve the pavement investment. Maintenance consists of both localized maintenance (e.g., crack and joint sealing and patching) and global maintenance (e.g., surface sealing). Preventive maintenance is usually the priority when implementing a pavement maintenance program. Additional engineering observation is recommended to determine the type and extent of a cost-effective program. Even with periodic maintenance, some movements and related cracking may still occur and repairs may be required. Pavement performance is affected by its surroundings. In addition to providing preventive maintenance, the civil engineer should consider the following recommendations in the design and layout of pavements: Responsive • Resourceful • Reliable 23 Geotechnical Engineering Report lrerracon Chick -fl -A Restaurant #04987 • Springfield, Lane County, Oregon January 7, 2022 • Terracon Project No. 82215117 GeoReport. • Final grade adjacent to paved areas should slope down from the edges at a minimum 2%. • Subgrade and pavement surfaces should have a minimum 2% slope to promote proper surface drainage. • Install below pavement drainage systems surrounding areas anticipated for frequent wetting. • Install joint sealant and seal cracks immediately. • Seal all landscaped areas in or adjacent to pavements to reduce moisture migration to subgrade soils. • Place compacted, low permeability backfill against the exterior side of curb and gutter. • Place curb, gutter and/or sidewalk directly on clay subgrade soils rather than on unbound granular base course materials. 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 variationswill occur between exploration point locations or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. Terracon should be retained as the Geotechnical Engineer, where noted in this report, to provide observation and testing services during pertinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations. Our Scope of Services does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. Our services and any correspondence or collaboration through this system are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices with no third -party beneficiaries intended. Any third -party access to services or correspondence is solely for information purposes to support the services provided by Terracon to our client. Reliance upon the services and any work product is limited to our client, and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made. Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly impact excavation cost. Any parties charged with estimating excavation costs should seek their own site Responsive • Resourceful • Reliable 24 Geotechnical Engineering Report lrerracon Chick -fl -A Restaurant #04987 • Springfield, Lane County, Oregon January 7, 2022 • Terracon Project No. 82215117 GeoReport. characterization for specific purposes to obtain the specific level of detail necessary for costing. Site safety, and cost estimating including, excavation support, and dewatering requirements/design are the responsibility of others. If changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing. Responsive • Resourceful • Reliable 25 FIGURES Contents: GeoModel Responsive • Resourceful • Reliable r GEOMODEL lrerracon CFA_FCUM4987 Gateway and RPB Goo ■ Slai glleld, OR Teralcon Protect No. 8221519 GeoReport This is not a cross section. This is ntontlel to dsplay the Ge nasi Matld only. See ndNidual lags for more tldalel conditions. Model Later Layer Name Cenral Denwipdon AND HALT BASE do mcrete; n 1 ASPCOURSE Aggegae Vase cmrae; va'w maned rock, gray. Birch NiWness 2 LEAN CLAY Le'n cloy; Lean clay' Mtn pard; lav to malum pasddty, can, hrovm and gray, mill who, bay stiff 3 1 GRAVEL I Wm Slltard d SANDcanseN�ed sand; finegrained, gray and broom, median LEGEND ■Asphalt E0dayandeard ®Lawry ®Aggregate Base Corrse Poorly-gradedSend ®�nCkY wilh Santl ®Poorly -graded! Gral With Silt and Send SL NOTES: First Water Observaion Layering shad n on his figure has been developed by the geotechnical engineer for purposes of model ing the subsu Race conditions as required for the subsequent geotechnical engineering for this pmj ed. Gro undwater levels are tem pons l. The lees' s shown are re presentative of the date Numbers adjacent to soil column indicate depth below ground and time dour exploration. Significant changes are possible over time, surface. Water levels shown are as measured during andlor after drilling, In some bases, boring advancement methods mask the presencelabsence of groundwater. See I ndlr,dual logs for detail s. ATTACHMENTS Responsive • Resourceful • Reliable Geotechnical Engineering Report lrerracon Chick -fl -A Restaurant #04987 • Springfield, Lane County, Oregon January 7, 2022 • Terracon Project No. 82215117 GeoReport. EXPLORATION AND TESTING PROCEDURES Field Exploration Number of 2 21 Y2 Building 1 11 Y2 Drive -Through Lane & Canopy Structure 2 1 6Y2 1 Parking Lot Drive Aisles Boring Layout and Elevations: Unless otherwise noted, Terracon personnel provided the boring layout. Coordinates were obtained with a handheld GPS unit (estimated horizontal accuracy of about t10 feet) and approximate elevations were obtained by interpolation from the Google Earth Pro. If elevations and a more precise boring layout are desired, we recommend borings be surveyed following completion of fieldwork. Subsurface Exploration Procedures: We advanced the borings with a track -mounted rotary drill rig using continuous flight augers (solid stem and/or hollow stem, as necessary, depending on soil conditions). Five samples were obtained in the upper 10 feet of each boring and at intervals of 5 feet thereafter, with the exception of the borings that hit refusal. In the thin-walled tube sampling procedure, a thin-walled, seamless steel tube with a sharp cutting edge was pushed hydraulically into the soil to obtain a relatively undisturbed sample. In the split -barrel sampling procedure, a standard 2 -inch outer diameter split -barrel sampling spoon was driven into the ground by a 140 -pound automatic hammer falling a distance of 30 inches. The number of blows required to advance the sampling spoon the last 12 inches of a normal 18 -inch penetration is recorded as the Standard Penetration Test (SPT) resistance value. The SPT resistance values, also referred to as N -values, are indicated on the boring logs at the test depths. A 3 -inch O.D. split -barrel sampling spoon with 2.5 -inch I.D. ring lined sampler was used for sampling. We observed and recorded groundwater levels during drilling and sampling. For safety purposes, all borings were backfilled with bentonite chips and auger cuttings after their completion. The sampling depths, penetration distances, and other sampling information was recorded on the field boring logs. The sampleswere placed in appropriate containers and taken to our soil laboratory for testing and classification by a Geotechnical Engineer. Our exploration team prepared field boring logs as part of the drilling operations. These field logs included visual classifications of the materials encountered during drilling and our interpretation of the subsurface conditions between samples. Final boring logs were prepared from the field logs. The final boring logs represent the Geotechnical Engineer's interpretation of the field logs and include modifications based on observations and tests of the samples in our laboratory. Responsive • Resourceful • Reliable EXPLORATION AND TESTING PROCEDURES f of Geotechnical Engineering Report lrerracon Chick -fl -A Restaurant #04987 • Springfield, Lane County, Oregon January 7, 2022 • Terracon Project No. 82215117 GeoReport. Laboratory Testing The project engineer reviewed the field data and assigned laboratory tests to understand the engineering properties of the various soil strata, as necessary, for this project. Procedural standards noted below are for reference to methodology in general. In some cases, variations to methodswere applied because of local practice or professional judgment. Standards noted below include reference to other, related standards. Such references are not necessarily applicable to describe the specific test performed. • ASTM D2216 Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass • ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils • ASTM D1557 Standard Test Methods of Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-Ibf/ft3 (2,700 KN-m/m3)) • ASTM D2166/D2166M Standard Test Method for Unconfined Compressive Strength of Cohesive Soil • ASTM D1883 Standard Test Method for California Bearing Ratio (CBR) of Laboratory - Compacted Soils • ASTM D6913 Standard Test Methods for Particle -Size Distribution (Gradation) of Soils Using Sieve Analysis The laboratory testing program often included examination of soil samples by an engineer. Based on the material's texture and plasticity, we described and classified the soil samples in accordance with the Unified Soil Classification System. Responsive Resourceful Reliable EXPLORATION ANDTESTING PROCEDURES 2 of2 Geotechnical Engineering Report lrerracon Chick -fl -A Restaurant #04987 • Springfield, Lane County, Oregon January 7, 2022 • Terracon Project No. 82215117 GeoReport. PHOTOGRAPHYLOG Responsive • Resourceful • Reliable Chick-fil-A Restaurant #04987 • 3350 Gateway Street, Springfield, OR 1 �erracon Date Pictures Taken: December 8, 2021 • Terracon Project No. 82215117 Photo 1: Boring B-1 prior to backfill and asphalt patching. Photo facing north. Photo 2: Boring B-2 backfilled and patched with asphalt patch. Photo facing northeast. Responsive • Resourceful • Reliable Chick-fil-A Restaurant #04987 • Gateway 3350 Gateway Street Springfield, OF 1 �erracon Date Pictures Taken: December 8, 2021 • Terracon Project No. 82215117 Photo 3: Boring B-3 prior to backfill and asphalt patching. Photo facing northeast. Photo 4: Boring B-4 backfilled and patched with asphalt. Photo facing northwest. Responsive • Resourceful • Reliable Chick-fil-A Restaurant #04987 • Gateway 3350 Gateway Street, Springfield, OR rracon� Date Pictures Taken: December 8, 2021 • Terracon Project No. 82215117 rG Photo 5: Boring B-5 backfilled and patched with asphalt. Photo facing southeast. Responsive • Resourceful • Reliable SITE LOCATION AND EXPLORATION PLANS Contents: Site Location Plan Exploration Plan Note: All attachments are one page unless noted above. Responsive • Resourceful • Reliable SITE LOCATION lferracon Chick-Fil-A Restaurant #04987-3350 Gateway Street + Springfield, OR GeoRe of f January 7, 2022 • Terracon Project No. 82215117 p 1L -1 :EM 930 \ 0 I • 0 BM 433 x 43 � ; y. SITE y i_- A_ P mi O ° �W�llvkersLe to +' eNzi ao D r.dl� 11 a i °• � � N u �a Ir e ? 21 1.46 SL P,N �e ,- -�� SR' t a 22 JOYS ¢ O _ Jr H9 �I° IL T,r,l` OWHAdf,07V I RQf BM IN - �2k aRLa 5uh �. I DAGFW IS FOR GENERAL LOCATION ONLY. ANO IS TOFOGRAPHp WP IM4GE COURTESY OF THE U S. GEOLOGICAL SURVEY NOT INTENDED FOR CONSTRUCTION PURPOSES QUADRANGLES NCOIOE'. EUGENE FAST, OR 111/19861. EXPLORATION PLAN Chick-Fil-A Restaurant #04987-3350 Gateway Street • Springfield, OR January 7, 2022 • Terracon Project No. 82215117 lferracon GeoReport LEGEND APPROXIMATE BORING LOCATION AND NUMBER 7°re' DIAGRAM IS MR GENERAL LOCATION ONLY, PND IS AERIAL VNOTOGRAMY PRMIOEO NOT INTENDED MR CONSTRUCTION Fl RMSES BY MICMSOR BNG MAPS EXPLORATION RESULTS Contents: Boring Logs (B-1 through B-5) Unconfined Compression Test Atterberg Limits CBR Proctor Grain Size Distribution Note: All attachments are one page unless noted above. BORING LOG NO. B-1 Pae 1 of 1 PROJECT: Chick-ftl-A Restaurant #04987 CLIENT: Chick-fil-A, Inc. Irvine, CA SITE: 3350 Gateway Street Springfield, OR 00 LOCATION Sx Erylorarior'lar m 2 JQ w 10 ydo. p ad LMRS ad 5 V LatlWtle:46.W28"Lagddidi-1Y1.0ral J LL ) to N F Z F K J K da FF (F,� aF a 2 6 da E p �� S. O�o 3V ��u LL-PL-PI W Surface Elev: 428 (R.) 3r� LL ji O 5 g DEPT ELEVATION R. O 1 ASPNALT 3-nM Ihiclmess AGGREGATE EASE COURSE angular, gray, 3/4"-0 crushetl mck, 6 nM Ihicldness 5-7-8 N=15 6500 (HP) 24.3 39-23-18 WTN SAk y,vel,lau to medium la brown. ndgrarace metlium plasticity, tlafk brown and gray, very sltR 6500 brown, stiff N=8 N=8 (HP) 25.0 2 5 medium stiff 0-2-3 2500 33.9 N=5 (HP) 70 421 WELL GRADED GRAVEL 1I CLAY PND SAND (GW-GCI, subrounded, gray and brown, very dense 1 11.8 11 N=76 N=78 1 30 36-40-45 6.7 11 N=85 40 414 POORLY GRADED SAND (SP), trace sit, fine grained, gray and brown, wet, medium dense 15-- 4 5-5-6 25.5 5 N=11 170 411 POORLY GRADED GRAVEL W TH SILT AND SAND 1GP-GIRT, subrounded, gray and brown, r. dense 3 a � 2 ]-16-28 9.4 7 N�4 215 4055 Soling Terrrinaeetl at 21.5 Feet SlratlflwtlmlmseareapprokmYe. ll the traral maybe gradual. Wmmer Type: AUlanatle Atbamdl rrlyMd See fora bound Htllow stem adial O R descnprion of fi eld and lab oratory procedures were special man aulal pAwloarapin bNrg sed and ad di tion al d ata (If an y) Oe. Gowan aN Pro See for explanation of symbols and abbreviations_ gaBMazncf Metl,o]: Ban; WIXfllletl viM bd2aile Wpzupan aanpl�an. WATER LEVEL OBSERVATIONS lrerracon mdng Stated: 11-301 ming Competed: 11-3s20n �7 Atccrnpletwedcrdrill OXII eIg:CME 850 firlller. Olman 7WNE55 Ave Panders, OR R{eC No.: 82215117 BORING LOG NO. B-2 Pae 1 of 1 PROJECT: Chick-ftl-A Restaurant #04987 CLIENT: Chick-fil-A, Inc. Irvine, CA SITE: 3350 Gateway Street Springfield, OR 00 LOCATION Ses Frylorarior ular m ad 2 JQ 10 ydo. p y>Y LMRS Z 5 V LafiWtle:" Wrl L"Hadf:-123.0l J LL ) R F Z F p w K -w FF �o (F,� aF ad 6 da E ad ad Oto 3V Y� �[ LL-PL-PI W Suhee Rev.: 427(R.) 3r� do LL 5 ji O 5 g OEP ELEVATION(11.1O 1 ASPNALT 3tinM thickness AGGREGATE EASE COURSE angular, gray, 3/4"-0 crushetl mck, 6 nM Thickness N 12 (Hp 26.3 LEANCLAYWTNSANDICLI.lowlometlum plasticity, dark brown, sfiR brown 5IM 1130 30.9 85 43-23-2078 2 3-66 4000 30.9 5 N=11 (HP) 75 4195 VkELL GRADED GRAVEL W TH CLAY AND SAND ° 17-1421 9.5 (GW-GCI, subroundeq broom and gray, dense N=35 1 1028-24 8.2 8 Nom] 3 medium dense 141612 12.0 7 N=27 190 m POORLY GRADED SAND ISPI, trace At, fine grained,bmwn, medium dense z 4 12-13-13 20.] 4 N=26 4255 Boring Termirr al at 21.5 Feet Slnfiflwtlmllrezareapprokmate. Il the deal maybe gradual. Wmmer Type: Apterre e Aduamdnert Near See fora Note. Htllow Yam aqc 6' O R descnpnion of f eld and lab oratory procedures eorearnwere lot>palY°tl Rdn aulal rAwloaraf.Yn bNrg used and ad di tion al d ata (If an y). Ge OEaN Ro See for explanation of symbols end abbreviations_ gasamen Medd: �Irg WIXfllletl viM bdiaite Wpzupan wmpl�an. WATER LEVEL OBSERVATIONSmdn8 lrerracon strtm: 11-30 1 as cangeted: 11-362021 �7 AtcanpletiondtlriA'rg OXII eIB:CME 850 Orlller. Olman 703NE3M Ade sanders, OR Poll Ne.: 82215117 BORING LOG NO. B-3 Pae 1 of 1 PROJECT: Chick-fil-A Restaurant #04987 CLIENT: Chick-fil-A, Inc. Irvine, CA SITE: 3350 Gateway Street Springfield, OR 00 LOCATION See Erylorarior'ldu m ad W. JQ 10 yad p y>Y LMRS Z g V LatlWtle:aa.Wffi"LaglWie:-t23.W2t" J LL ) R F Z F K w ad K -w FF �o (F,� ad 6 da E ad $ Oto aF 3V Y� �[y LL-PL-PI W Suhee Rev: 628(R.) 3r� LL j 5 g DELPT EAlrlON R.I O do ASPNALT 3tinM thickness AGGREGATE EASE COURSE angular, gray, crushed Pal 6 in& thickness 2-2-3 14=5 22.9 LEAN CLAY WTN SAND ICLI. m edium pkadwity, dark brown, medium stiff brown 980 36.8 83 65 2 aw 5 0-2-9 1000 N=11 (HP) 37.5 5 4203 Vh6LLGR40E0GRAVEL WTN CLAY MD SAND 2N subrounded, gray andbmwn, aerydense 6135 77 ,'.� C:, 3 0 - medium dense 1416-12 10.18 N=27 tt(GW-GCl, 5 4165 Borhrg Terminalled at 11.5 Feet are.-rodur..approkmYe. Il the mares nmaybe gradual. Wmmer Type: Pdtorde e hduad—ent Niel See lora NNes: Hdi. Yam safe- 6'OR desunpnion of 11 eld and lab oratory purged ures Elevatwere Interpolated Rdn ae-lal rAwloaraf.Yn bNraf sed and ad di tion al d ata (If an y). Gurgle e EaI EaM Pro See for explanation of symbols end abbreviations_ gPBM; fiend [bad With �Irg WMfllletl wiM be-2aile Wpzupan wmpean. WATER LEVEL OBSERVATIONSawing "Irerracon staged: 12-01-2021 awing Cwnpead: 12-011 Grgl ader nM er wrtered .11 Rd, CME 850 alller. Olman 7WNESS Fie PwtlaM, OR Prefect No.: 82215117 BORING LOG NO. B-4 Pae 1 of 1 PROJECT: Chick -M -A Restaurant #04987 CLIENT: Chick-fil-q Inc. Iry ne, CA SITE: 3350 Gateway Street Springfield, OR 00 LOCATION See Frylorarior'lar m 2 JQ w 10 yad p ya.I LMRS ad 5 V LatlWtle:" Ol LaglWie:-1Y1.W2V J LL ) to R F Z F K J K da FFad 2 6 da E G �� $ O�o Y� �[y LL -PL -PI W Solace Dev.: 628(R.) 3r� LL j 5 g DEPT ELEVATION R. O do 1 ASPNALT 34n& Ihiclmess AGGREGATE EASE COURSE angular, gray, 3/4"-0 andshetl Pool 6 nah Ihiclmess 985 N=11 2500 (HP) LEAN CLAY ICLI. lace santl, medium plasticity, dark brown, stiff 0-1-3 3750 low to metlum plasticity, trial sot to metlum stiff N=4 (HP) 28.8 2 5 medium stiff 2-34 3750 40.4 N=7 (HP) 75 41ads WELL GRADED GRAVEL VI CLAY PND SAND 31316 13.5 (GW -GCI, subangular, gay and brown, metlium dense N=29 a o 10— very tlense 11-2213 12.5 N�5 115 4143 Boring Terrrinal at 11.5 Feet SlrafiflwtlmllrezareapprokmYe. Il the mares nmaybe gradual. Wmmer Type: AUlematle Aduamdnent rrlyMd See fora NNes: Hdi. sem aper 6'OR tlesunpnion of f eld and lab oratory pmced ures ElevatrelnlerpalYetl man aerial program" fears sed and ad di tion al d ata (If an y). e EaI EaM Pro See for explanation of symbols end abbreviations_ gash; Med Wi sIrg WMfllletl viM ber2aile Wpzupan wmpean. bath WATER LEVEL OBSERVATIONSming "Irerracon Slates: 12-01-2521 ming Canpetee: 12-011 GrglnWlaler not edwou Rer6d .11 Full CME a50 shier. Olman 700NESS Ade Paul OR Prefect No.: 82215117 BORING LOG NO. B-5 Pae 1 of 1 PROJECT: Chick-fil-A Restaurant #04987 CLIENT: Chick-fit-A, Inc. Irvine, CA SITE: 3350 Gateway Street Springfield, OR 00 LOCATION See Frylorarior'lar m 2 JQ w 10 ydo p ya. LIMITS ad 5 V LatlWtle:" Wrl LaglWie:-1Y1.W2>P J LL ) to R F Z F K J K Z FF ad (F,� 2 6 da E G �� $ O�o aF 3V Y� �[y LL-PL-PI W Suhee Elev.:6M(R.) 3r� LL j 5 g DEPT ELEVATION R. O ad ASPNALT 3ti g Ihiclmess A REW TE BASE COURSE angular, gay, 3/4"-0 ctushetl mck, 6 nM thiclmess 2-1 N=3 31M gyp) 32.7 f ceu CLAY ICLI. face sand, metlum plastiaty, dark brovn, soft 3-67 2000 low to metlum plasticity, bmvm, stiff 0 N=12 (Np) 34.3 5 trace gava, very stiff 2-2-14 1000 38.3 N=16 (HP) ss Blas Boring TerninaMrl at 6.5 Feet SlntlflwtlmlmemareapprokmYe. Il the mares nmaybe gradual. Wmmer Type: AUlarel Aduamdnert lrlyMd See fora NNee: Hallow area aper 6' O R tleacnpnion of f eld and lab oratory pmced ures Elevations were Interpol aboard aerial rAwloaraf.Yn bNrg sed and ad dition al d ate (If an y). GurgleeEaM Pro See for explanation of symbols end abbreviations_ Med gaaga; With galrg WMfllletl viM ber2aile Wpzupan aanpel. bad WATER LEVEL OBSERVATIONS Irerracon Said, stated: 12,01-Ml Eaing Canpetee: lam-= GrglnWlaler lla edwou Rer6d .11 RI,: CMEM alller. Olman 70DNE 3M Ade Poll OR FjaC No.: g2S,15117 irs UNCONFINED COMPRESSION TEST ASTM D2166 200 ,100 ,000 900-- 800-- 700- 600- 500 00800700600500 400 300 200 100 1.0 2.0 3.0 4.0 5.0 AXIAL STRAIN - % SPECIMEN FAILURE PHOTOGRAPH 1 &+l Al 911 Ael 9 Yi T I -MR •--. PROJECT: Chick -fl -A Re mrmtM 4987 STE: 3350 Cr.y Sre Spmg�, OR SPECIMEN TEST DATA Muaiae Ccnlml: % Cry C My. pd Ciamela: n. Heghl: n. Heghl / Dwnda Raba Smn Rales Comlaletl salr.alim: % Comlaletl Va Rdb: Faure Sven: % 3.88 Un.ftnad%mpreas Srmglh (Paf) 1125 Untrained a. Srmglh: (Pad 583 Smn Rales Wmin Ranarka 5 PLE LOCATION: &2@ LL PL PI 43 1 23 2D 1 rerracon 700NESOhA- Ponlanq OR PROJECT NUMBER: 82215117 CLIB. ah -N-A, Inc. 1r e, CA R n w w F w w rn w w a 0 O U UNCONFINED COMPRESSION TEST ASTM D2166 ,000 900 800 rz 700-- 600-- 500-- 400- 300 00600500400300 200 100 1.0 2.0 3.0 4.0 5.0 AXIAL STRAIN - % SPECIMEN FAILURE PHOTOGRAPH &+A AI 91iai 9 Yi T I -ma---. PROJECT: Chick -fl -A RestaurantM 4987 9TE: 3350 Cra .y 9re Spmg�, OR SPECIMEN TEST DATA Muslae Ccnlml: % 38.8 Cry Delany. pd 83 Ciamela: n. 2.87 Heighl: n. 6.81 Height / Diameter Raba 2.38 CdcuWa Saturation: % 97.38 CdcuWa Va Rdb: 1.00 Faure grin: % 3.82 U .ftne Compress 9rength (Psf) Ni Untrained a.9rength: (Psi 490 grin Rata Wmin Ranarks F+ A,yl 91 A W9.40 U; 2P 1 rerracon 700NESOhA- Ponlanq OR PROJECT NUMBER: 82215117 CLIEI4r: ah -N-A, Inc. 1r e, CA ATTERBERG LIMITS RESULTS ASTM D4318 60 50 P O� O+ A S 40 T Gyp MM c -ML i ML OL T 30 _ V N 20 0 E 8 or OH p X ? 10 z p 5 0 0 0 20 40 s 60 80 100 LIQUID LMR o Bon epth LL PL PI Fines USC criptio s • B-1 1- 2.5 39 23 16 CL LEAN CLAY With SD m 8-2 2.5-4.5 43 23 20 78.2 CL EAN LCLAY With SD i, t0 y PROJECT: Chick -fl -A RestaurantM4W PROJECTNUMBER: 82215117 lrerraeon loo NE ssm Are 0 IM: M50 Cray Strad CU . Chi& -N -A, Inc. a aoniana, OR IrMe, CA 5 t O� Gyp MM CL -ML i ML OL k _ t k 8 z 0 s g t0 y PROJECT: Chick -fl -A RestaurantM4W PROJECTNUMBER: 82215117 lrerraeon loo NE ssm Are 0 IM: M50 Cray Strad CU . Chi& -N -A, Inc. 0 �9�. OR aoniana, OR IrMe, CA 5 M CALIFORNIA BEARING RATIO ASTM D1883-072 4.0 3.5 3.0 0 w r U W w 2.5 0 O U 2.0 m O x 1.5 N 1.0 0.5 0 87 89 91 93 95 97 99 DRV Dii (Ii Source of Material Description of Wenal Remarks Percent Fines % Aderber9 Limits LL PL PI Sasple No. 1 2 3 S pk,Con,i Soaked Compac8an M cei A5 898A Ma . Dry Density. (1 9927 98.37 9937 Opilli Mai Coni (%) MA 23.6 23.6 Dy Density betas Sosidn9. IDS 87.79 S/.19 99.08 MsieNe Conti (%) AW CeMpacban 24.3 24 24.1 Tei, 1-A4 S g 28 25S 25.1 SWn7 (lbs) 15.00 15.00 15.00 SSN, (%) 1 0.31 -0.04 -0.13 Sis irg Ratlo, (%) 1 1.8 2.4 3.6 Penetration (in) Dry Density ® 90% 89.5 pot CBR ®9D%Dms y 1.0 Dry Density ®95% 93.5 pot CBR ®95%Density 12 Dry Density ®100% 99.4 pot CBR ®100%Density 3.1 PROJECT: Chick-fPA Restaurant(104987 lrerraeon PR11 MIM1 82215117 SITE 3360 Gateway Street ]bb NE 55th Ane CLIi ChiticfiFA Inc. Springfield, OR Podland. OR Koine, CA SUPPORTING INFORMATION Contents: General Notes Unified Soil Classification System Note: All attachments are one page unless noted above. GENERAL NOTES lrerracon DESCRIPTION OF SYMBOLS AND ABBREVIATIONS Chick-fil-A RestaurarR#04987 M Springfield, OR GeoReport Tarracon Project No. 82215117 SAMPLING WATER LEVEL FIELD TESTS CONSISTENCY OF FINE-GRAINED SOILS N Standard Penetration Test (Mae than 50% retained m No. 200 sieve.) s Water Initially Resistance(elowslR.) Encountered! Consistmcydedemnined by laboratory shear strength testing, red vlsualvnanual Grab Shelby 'Tube Level a WaterAgor roet (HP) Hand Penormor Sample Specified! Pedod of Time Descnmive Term UncorMned Campressve Strength Standard Penetration or v Water Level Ager (T) Torvene Standard Specified Period of Time Eli Penstralion Tell Cave In (MP) Dynamic Cone PenetmnMer Very Loose Encountered Verysen less than 500 Water levels indicated on the soil booing logs are UC Unconfined Con ixeseve Loose the levels measured in the borehole at the times strength 500101,00) indicated. Groundwater level variations will Occur 2-4 Medium Dense Overtime. In low permeability soils, accurate Merlurn SER 1,o00ro2,000 determination Of groundwater levels is not (PID) PhotoJomostion Detector Dense possible with short term water level SO 2,000104,000 observations. (OVA) OManicVapor Malyrer I M DESCRIPTIVE SOIL CLASSIFICATION I Soil classification as noted on the soil boring logs is based Unified Soil Classification System. Where sufficient laboratory data exist to classify the soils consistent with ASTM D2487 "Classification of Soils for Engineering Purposes" this procedure is used. ASTM D2488'Description and Identification of Soils (Visual -Manual Procedure)" is also used to classify the soils, particularly where insufficient laboratory data exist to classify the soils in accordancewith ASTM D2487. In addition to USCS classification, coarse grained soils are classified on the basis of their in-place relative density, and fine-grained soils are classified on the basis of their consistency. See "Strength Terms" table below for details. The ASTM standards noted above are for reference to methodology in general. In some cases, variations to methods are applied as a result of local practice Or professional judgment. Ir LOCATION AND ELEVATION NOTES Exploration point locations as shown on the Exploration Plan and as noted on the soil boring logs in the form of Latitude and Longitude are approximate. See Exploration and Testing Procedures in the reportfar the methods used to locate the exploration points for this project. Surface elevation data annotated with +I- indicates that no actual topographical survey was conducted t0 confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area. STRENGTH TERMS RELATIVE DENSITY OF COARSEGRAINED SOILS CONSISTENCY OF FINE-GRAINED SOILS (Mae than 50% retained m No. 200 sieve.) (50% or mare pass, the No. 200 sere.) Density determined by Standard Pmdincen Resistance Consistmcydedemnined by laboratory shear strength testing, red vlsualvnanual procedures orsiandertl penetration reseslance Descriptive Term Standard Penetration or Descnmive Term UncorMned Campressve Strength Standard Penetration or (Density) N -Value (Conestenry) Get,(pso N -Value Eli NowNFt. Very Loose 0-3 Verysen less than 500 0-1 Loose 4-9 Sol 500101,00) 2-4 Medium Dense 10-29 Merlurn SER 1,o00ro2,000 4-8 Dense W-50 SO 2,000104,000 8-15 Very Dense >50 Very Sbfl 4,00010$000 15-W Hard > 8,000 > 30 RELEVANCE OF SOIL BORING LOG The soil 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 Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Sits and Clays: Liquk limit less then 50 Fine -Grained Soils: 5D% or more passes the No. 2DD sieve Sits and Clays: Liquid! limit 50 or more ABased on the material passing the 3inM (75 -mm) sieve. G If field sample contained cobbles orboulders, orboth, atltl Seth cobbles orboulders, 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 -graded gavel AM clay, GP -GM poorly graded gavel with silt, GP -GC poody graded gavel with clay. °Sands with 5 t 12% fines require dual symbols: SW -SM well -graded sand with sill, SWSC well -graded sand AM clay, SP -SM poorly graded send with sill, SP -SC poorly graded sand AM clay. (D. )2 aCu=Dw0j0 Cc= Dra x D. F If soi captains _> 15%santl, atltl Seth send' to group name. GIf fres classiv as CL -ML. use dual svmbcl GC -GM. crSC-SM. 50 a W 40 O Z F 30 F_ W 20 a 10 7 4 0 0 10 15 20 30 40 50 w 70 80 90 100 >_4and 1<Cc<3E < 4 andlor [Cc<i or Cc>3.0] a es classify as ML a - MH es classify as CL er CH _>6 and 1<Cc 53a < 6 andlor Kcal or Cc>3.01 a es classify as ML a - MH es classify as CL er CH lrerracon GeoReport Soil Classification Group Name e GW GP Gravels: More than 50% of cfimcoarnmt Clean ravels: LesslhaGn 5%fresc ally gmVd F. G.H GC No.4 seve Gravels AM Files: Coarse -Grained Soils: SP More than 12%fnesc More than 5D% reamed ally sand G -KI SC on No. 2DD sieve CL Clean Sands: ML Sands: Less than 5%fires ° 5D% or mare of coarse Equation ol'A"-line J, fraction passes No. 4 •P Senate AMR.:sieve Horizontal at PI --4 to LL -25.5. a More than 12 me ° Sits and Clays: Liquk limit less then 50 Fine -Grained Soils: 5D% or more passes the No. 2DD sieve Sits and Clays: Liquid! limit 50 or more ABased on the material passing the 3inM (75 -mm) sieve. G If field sample contained cobbles orboulders, orboth, atltl Seth cobbles orboulders, 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 -graded gavel AM clay, GP -GM poorly graded gavel with silt, GP -GC poody graded gavel with clay. °Sands with 5 t 12% fines require dual symbols: SW -SM well -graded sand with sill, SWSC well -graded sand AM clay, SP -SM poorly graded send with sill, SP -SC poorly graded sand AM clay. (D. )2 aCu=Dw0j0 Cc= Dra x D. F If soi captains _> 15%santl, atltl Seth send' to group name. GIf fres classiv as CL -ML. use dual svmbcl GC -GM. crSC-SM. 50 a W 40 O Z F 30 F_ W 20 a 10 7 4 0 0 10 15 20 30 40 50 w 70 80 90 100 >_4and 1<Cc<3E < 4 andlor [Cc<i or Cc>3.0] a es classify as ML a - MH es classify as CL er CH _>6 and 1<Cc 53a < 6 andlor Kcal or Cc>3.01 a es classify as ML a - MH es classify as CL er CH lrerracon GeoReport Soil Classification Group Name e GW GP Well -graded gravel F Poorly graded gravelF GM ally gmVd F. G.H GC Clayey graven F. G.H SW VVel raded sand I SP Poorly graded sand I SM ally sand G -KI SC Clayey sand 4 KI CL Lean day W4m ML Silt 144m limit - over dried _ .. ... <0.75 1 OL M Liquid Liquid limit -nor drietltl <0.]5 ON Organic ell W 4 m.G n, end organic odor PT I Peal H If fres are organic, add Seth organic lines' to group name. I tract contains >_ 15%gravel, add "Ath graver to group name. u If Alterberg limits plot in shaded area, soil is a CL -ML, silty clay. HlfWil contains 15 to 29% plus No. 2DD, add'wih sand" or 'with gravel"whichever is predominant, L tract contains >_ 3D% plus No. 2DD predominantly sand, atltl "sandy" to group name, mlfsoil contains >_ 3D% plus No. 2DD, predominantly gravel, atltl "gravelly" to group name. H Pi >_ 4 and plots on or above 'A" line. ° PI < 4 or plots below'A" line. F PI plots on or above 'A" line. °PI plots below 'A" line. For classification of fine-grained soils and fine-grained traction of coarse-grained soils Equation ol'A"-line J, •P Horizontal at PI --4 to LL -25.5. a Then P1=0.73(LL-20) - line X01 Vertical at LL=" Venial LL=1610 PI=7, G 1 Then PI_0.9 (LL -8) O� ,Gyo MH or OH L' MLor OL