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Home My WebLink AboutStudies APPLICANT 3/2/2023 (2)Foundation Engineering, Inc. Professional Geotaohnical Services Date: February 8, 2022 To: Tanesha Hyde Dustrud Architecture From: Mel McCracken, P.E., G.E. Erin Gillespie, P.E. Subject: Geotechnical Investigation Project: Marcola Paradigm Apartments Project No.: 2221154 Memorandum EXPIRES: -11 We have completed the geotechnical investigation for the above -referenced project. Our findings and recommendations are summarized below. There are numerous values in geotechnical investigations that are approximate including calculated parameters, measured lengths, soil layer depths and elevations, and strength measurements. For brevity, the symbol "±" is used throughout this report to represent the words approximate or approximately when discussing these values. BACKGROUND Dustrud Architecture (Dustrud) is assisting with planning and project management for a 128 -unit multi -family residential development that will be located on a ±4.7 -acre parcel southwest of the intersection of Marcola Road and 22nd Street in Springfield, Oregon. The site location is shown in Figure 1 A (Appendix A). The proposed development will consist of six, 3 -story, wood -frame structures constructed on a currently -undeveloped parcel between Marcola Road and Highway 126. We anticipate the finished floor elevation will be close to existing grades and will include slab -on -grade floors. The wood -frame structures are expected to have relatively light foundation loads. The improvements will also include construction of a single -level office/clubhouse building, access pavements, and parking stalls. Paradigm is the project owner and Dustrud is the project architect. Dustrud retained Foundation Engineering as the geotechnical consultant. Our scope of work was outlined in a proposal dated December 14, 2022, and authorized by a signed Professional Services Agreement with the same date. 820 NW Cornell Avenue • Corvallis, Oregon 97330 • 541-757-7645 7857 SW Cirrus Drive, Bldg 24 • Beaverton, Oregon 97008 • 503-643-1541 FIELD EXPLORATION We excavated eleven (11) exploratory test pits on January 11, 2023, using a John Deere 310 D backhoe. The test pits were excavated near the planned buildings and pavements, and extended to maximum depths ranging from ± 3.5 to 8 feet. The approximate locations of the test pits are shown on Figure 2A (Appendix A). We also excavated into the berm along the south side of the property to classify the material and evaluate its suitability for use as site fill. The soil profiles were logged and soil samples were retained for possible laboratory testing and observation in our office. Where practical, undrained shear strength measurements were made on the test pit sidewalls using a Field Vane shear device. Following the completion of the explorations, the test pits were backfilled with the excavated materials, tamped in place in lifts. The soil profiles, sampling depths, and vane strength measurements are summarized in the test pit logs (Appendix B). The logs were prepared based on a review of the field logs, laboratory test results, and an examination of the soil samples in our office. The test pit locations were not surveyed. Therefore, ground surface elevations are not included on the logs. There are inherent variations in subsurface conditions that include depths, consistency, and material constituents. We have provided a brief discussion of these variations as well as a summary of the terms used in our soil descriptions in Appendix B. The surface and subsurface conditions are discussed below. DISCUSSION OF SITE CONDITIONS Site Topography and Vegetation The site topography is relatively flat. A ±5 to 6 -foot tall berm extends along the southern edge of the property. Vegetation at the time of our field work consisted primarily of grass and scattered trees and blackberry bushes. Trees and hedges border the western edge of the parcel. A concrete slab associated with previous development is in the northern portion of the property. Subsurface Conditions A general discussion of the soil units encountered in the test pits is presented below. Two existing below -grade utilities traverse through the south portion of the parcel. These utility easements are in proposed pavement or landscape areas. A more detailed description of the subsurface conditions is provided on the test pit logs (Appendix B). Marcola Paradigm Apartments February 8, 2023 Geotechnical Investigation 2. Project No., 2221164 Springfield, Oregon Dustrud Architecture Topsy/. A topsoil layer was encountered in all test pits. The topsoil ranges from ±1 to 7 inches thick and consists of brown to dark brown, highly organic, low plasticity silt to silty gravel with some sand. The organics consist predominantly of fine roots and was medium stiff to stiff or loose to dense at the time of our field exploration. However, we anticipate the topsoil will soften considerably when disturbed. Fill. The bulk of the parcel includes an upper layer of fill extending to typical depths of 2 to 2.5 feet, and as great as 4.5 feet at TP -6. The fill varies from silty gravel with some sand to silt with some sand and gravel. Excavation at the south berm suggests the bulk of the berm consists of sandy gravel with some silt. At some locations (TP -3, TP -9 and TP -10), the topsoil is underlain by predominantly fine-grained soil. However, the grey coloration of the upper portion of the soil profile suggests this may also represent fill. In these cases, the upper grey soil was termed "possible alluvium" to reflect this uncertainty. The fill material appears to be relatively clean (i.e., free of high plastic clay, organics, and construction debris). However, we do not believe that it has been placed and compacted in lifts in a controlled manner. Fine -Grained Alluvium. The fill is typically underlain by brown, low to medium plasticity silt, to high plasticity silty clay to clayey silt. This unit contains varying amounts of gravel and trace to some sand, typically increasing with depth. The fine- grained alluvium is typically limited to a stratum that is ± 1 to 2.5 feet thick. However, the stratum was absent at TP -6 and was ±4.5 feet thick at TP -8. The fine-grained alluvium was medium stiff to stiff, and moist to wet at the time of our field exploration, completed during a period of rainy weather. Coarse-GrainedAiiuvium. The explorations typically terminated in grey to grey -brown, sandy gravel and cobbles. The bar -run gravel is dense to very dense, subrounded to rounded, and ranged up to ± 5 inches in diameter. A transition layer of silty sand to sand was present at some test pits. Groundwater No seepage or groundwater was observed to the maximum depth of most of the explorations (i.e., ±8 feet below current grade), which were completed in winter. However, moderate seepage was observed in TP -2 at a depth of ± 5.5 feet (i.e., near the top of the bar -run gravel). Local well logs available from the Oregon Water Resources Department website suggest the static groundwater level in the project vicinity lies ±7 to 13 feet below the ground surface. Therefore, we anticipate the depth of the groundwater will fluctuate seasonally between this range of depths. Iron -staining of the soils encountered in the test pits and the observed seepage in TP -2 suggest water may also perch at shallower depths during periods of extended rainfall. Marcola Paradigm Apartments February 8, 2023 Geotechnical Investigation 3. Project No., 2221164 Springfield, Oregon Dustrud Architecture LABORATORY AND FIELD TESTING The laboratory work included index tests (moisture content, percent fines, and Atterberg limits) to help classify the soils and estimate their engineering properties. Laboratory test results are summarized in Table 1 C (Appendix C). Untested soil was classified in the field according to ASTM D2488 -09A (Standard Test Method for Description and Identification of Soils (Visual -Manual Procedure)). Field vane measurements were taken in the field on the test pit sidewalls at selected depths. The test results, summarized in Table 2C, indicate undrained shear strengths ranging from ±0.4 to greater than 1 .0 tons/ft2 (tsf). DISCUSSION OF GEOTECHNICAL ISSUES A general discussion of geotechnical issues is provided in this section. Specific construction recommendations for these items are provided in the recommendations section. Seasonal Issues The site work will be completed over soils that vary from predominantly fine-grained to granular with silt. These soils will be moisture -sensitive and will soften considerably when wet and disturbed by construction traffic. Therefore, if practical, we recommend completing the site grading and foundation construction during the dry summer months (typically mid-June through mid-October). If wet weather construction is planned, it should be anticipated that reuse of on-site soils will not be practical and thickened access roads and building pads will be required to support construction traffic and reduce the risk of subgrade disturbance. Expansive Soils Atterberg Limits tests on the fine-grained soils suggest the soils have a Liquid Limit ranging from 59 to 73 and a Plasticity Index (PI) ranging from 30 to 45. These limits correspond to a high plasticity silty clay to clayey silt (CH to MH) designation according to the Unified Soil Classification System. These soils are typically associated with a moderate risk of swelling and shrinking due to seasonal changes in moisture content. Our observations and field classification suggest that the risk of shrink/swell movements is relatively low. However, the soils are expected to be more difficult to moisture condition and compact for earthwork. Even relatively small shrink/swell movements over time can result in damage to shallow foundations and slabs. Therefore, we believe that is will be necessary to provide a layer of granular fill between the silty clay to clayey silt and all foundations and slabs. Mitigation measures will also including drainage improvements and maintaining subgrade moisture throughout the work. Marcola Paradigm Apartments February 8, 2023 Geotechnical Investigation Q Project No., 2221164 Springfield, Oregon Dustrud Architecture Undocumented Fill Undocumented fill is present over most of the site. We believe that it will be practical to reuse the existing granular fill for supporting building pads and pavements. However, we recommend that all foundation excavations extend through the existing fill. Field confirmation of the suitability of the fill and compaction should be made at the time of construction. If unsuitable fill is encountered, overexcavation and replacement with imported Base Aggregate will be required. Site Grading and Building Pad Construction The upper organic topsoil is typically ± 1 to 7 inches thick. Therefore, we anticipate a minimum stripping depth of ±6 inches will be required in all pavements and building areas to remove the bulk of the organics. Deeper stripping and grubbing is expected in areas of trees or dense brush. Therefore, the actual stripping depth should be evaluated by a Foundation Engineering representative during construction. We anticipate relatively minor grading will be required to construct the building pads. Upper organic soils from on-site excavations should be hauled from the site or stockpiled for reuse in landscape areas. Suitable on-site fill should consist of granular soils that include some silt, but are free of organics, high plastic silt or clay and debris. We anticipate the mounded granular soil in the southern portion of the site will be suitable for re -use as general site fill, if approved by a Foundation Engineering representative during site grading. The finished floor elevation of the buildings are expected to be raised at least 1 foot above existing grades to assist with site drainage. Fill placed beneath buildings should be limited to imported granular fill. Existing fill present beneath the building pads should be compacted using a large, smooth drum roller and evaluated by proof rolling the prepared surface. The approved compacted granular fill should be capped with imported Base Aggregate to construct the building pads. ENGINEERING ANALYSIS Bearing Capacity We estimated the bearing capacity of continuous perimeter footings and isolated column footings placed on Base Aggregate underlain by stiff native soil. Field Vane measurements recorded in the native soils indicate the undrained shear strength (Su) ranged from 0.4 to 1 .0 tons/ft' (tsf). Based on a minimum Su of 0.4 tsf for the soils, we recommend designing footings using an allowable bearing pressure of 2,000 Ib/ft2 (psf), assuming a typical factor of safety of 3. This analysis assumes that the perimeter foundations will have an effective width of 16 inches and isolated column footings will have a minimum width of 18 inches. Marcola Paradigm Apartments February 8, 2023 Geotechnical Investigation S. Project No., 2221164 Springfield, Oregon Dustrud Architecture Our analysis assumed that perimeter foundations would be embedded a minimum of 18 inches below finished grades. Interior thickened slab footings should extend at least 12 inches below the finished floor level. Base Aggregate placed beneath the foundations should be a minimum of 12 inches thick and extend a minimum of 6 inches beyond the footing edges. The allowable bearing pressure may be increased by one-third for transient (seismic and wind) loads. Settlement A formal settlement analysis was not performed for the project since the native soils are relatively stiff and the fine-grained soils are of limited thickness. Based on the stiffness of the foundation soils and the recommended bearing pressure, we anticipate the total and differential movements will be less than ± 1 inch and ± Y2 inch, respectively, if foundation preparation is completed as recommended herein. Sliding Coefficient and Passive Resistance for Footings A coefficient of friction of 0.5 between the concrete footing and the Base Aggregate may be used for sliding analysis. An equivalent fluid density of ± 145 Ib/ft' (pcf) may be used to represent the potential passive resistance against the vertical face of footings that are backfilled with compacted Base Aggregate within the building pad. The passive resistance assumes limited horizontal movement (i.e., less than 1 inch) for service -level design. Slab -on -Grade Concrete slab -on -grade flooring is planned for the new buildings. We recommend the slabs be supported on a minimum of 8 inches of compacted Base Aggregate underlain by compacted, existing granular fill or firm, native fine-grained subgrade soil. Therefore, a modulus of subgrade reaction (W of 200 kips/ft' (kcf), or 115 Ib/in' (pci) is appropriate for design. Drainage The static groundwater table is expected to lie below the current limits of grading and excavations. However, water may perch on the near -surface soils during periods of extended rainfall. Based on the anticipated site grading plan, the soil conditions encountered in the test pits, and the expected drainage characteristic of the soil, we recommend providing perimeter drainage around the new buildings. The ground surface around the buildings should also be graded to promote runoff away from new foundations. Marcola Paradigm Apartments February 8, 2023 Geotechnical Investigation 6. Project No., 2221164 Springfield, Oregon Dustrud Architecture Pavement Design The development will include a parking area for passenger vehicles. Based on the plans, 148 new parking stalls will be provided. We assumed an average daily traffic (ADT) consisting of 3 round -trips per stall per day of passenger vehicles. We also assumed up to 8 heavy vehicles per day, consisting of a distribution of service and delivery vehicles, busses, moving vans, and RV's. We assumed zero annual growth. Equivalent (18 -kip) Single -Axle Loads (ESALs) for design were calculated using ESAL conversion factors from the 2019 COOT Pavement Design Guide (ODOT, 2019). The calculations indicate ±84,000 ESALs for a 20 -year design life of the parking lot. We assumed a reliability of 75% (appropriate for a local street), a standard deviation of 0.49, an initial serviceability of 4.2, and a terminal serviceability of 2.5. The minimum AC thickness was established based on the COOT 2019 method using the assumed traffic and a resilient modulus (M,) of 20,000 Win (psi) for the base rock. A resilient modulus (M,) value of 6,000 psi was selected for our pavement analysis assuming the pavements would be constructed over the compacted granular fill. We calculated a required structural number (SN) of 2.29 for the pavement section. A layer coefficient of 0.42 and a drainage coefficient of 1.0 were assumed for the AC. A layer coefficient of 0.10 and a drainage coefficient of 1 .0 were assumed for the base rock. Based on our analysis, we recommend a minimum section of 3.5 inches of AC over 9 inches of Base Aggregate. Where the pavement subgrade consists of fine- grained alluvium or the granular fill deflects excessively during proof rolling the Base Aggregate thickness should be increased to 18 inches. The predominantly fine-grained subgrade will be moisture -sensitive and susceptible to softening, pumping, and rutting under construction traffic when wet. Wet weather construction will likely require providing a thickened base rock section or granular subbase to reduce the risk of pumping. We should be contacted to provide wet weather construction recommendations if the earthwork and roadway construction is delayed into the winter months. SEISMIC DESIGN Seismic Response Spectrum The apartments will be designed using the 2022 Oregon Structural Specialty Code (OSSC 2022), which is based on the 2021 International Building Code (IBC 2021) and Minimum Design Loads and Associated Criteria for Buildings and Other Structures prepared by American Society of Civil Engineers (ASCE 7-16). We developed a design spectral acceleration response spectrum for the site in accordance with the OSSC 2022, which is based on Section 1613 of IBC, 2021. The design maximum considered earthquake ground motion maps in the IBC 2021 are based on modified USGS (2014) maps with a 2% probability of exceedance in 50 years (i.e., a ±2,475 -year return period). Marcola Paradigm Apartments February 8, 2023 Geotechnical Investigation 7. Project No., 2221164 Springfield, Oregon Dustrud Architecture Based on our previous work in the area and a review of local logs available from the Oregon Water Resources Department website, we have concluded a Site Class C (very dense soil and soft rock) is appropriate for the site. The seismic design parameters and OSSC response spectrum are shown on Figure 3A (Appendix A). Liquefaction Liquefiable soils typically consist of loose sands and non -plastic to low plasticity silt (i.e., silts with a plasticity index (PI) less than 8) that are below the water table. The soils at the site consist of predominantly granular soil and medium stiff to very stiff fine-grained soil above the water table. These soils are not expected to liquefy under earthquake loading. Potentially liquefiable, very loose to medium dense silty sand was encountered in TP -2 and TP -3 near the wet weather groundwater level. However, liquefaction induced settlement is not expected to be a concern at this site due to the limited thickness of the sand below the anticipated highest groundwater level. RECOMMENDATIONS The recommendations provided below assume the earthwork and building pad construction will occur during dry weather. In the event this work extends into late fall or winter, we should be contacted to provide additional recommendations for wet weather construction. Material Specifications and Compaction Requirements 1 . Base Aggregate should consist of 1 "-0 or %"-0 Dense -Graded Aggregate that is clean (i.e., less than 5% passing the #200 U.S. Sieve), well -graded and consists of crushed gravel or rock. We should be provided a sample or gradation curve of the intended fill for approval, prior to delivery to the site. 2. Drain rock as defined in this report should consist of Y, to '%-inch or 1- to 1 Y2 -inch, clean, open -graded gravel, or crushed rock. Other gradations may be acceptable. 3. Subgrade for the building pads and pavements should consist of compacted, existing granular fill that is firm and experiences negligible deflection under proof rolling with a loaded 10 cubic yard dump truck. 4. Foundation subgrade should consist of native, medium stiff, low to medium plasticity silt to silty clay, which does not contain abundant organics or debris. The subgrade is moisture sensitive and will require careful treatment throughout excavation. Maintain the moisture of the subgrade throughout the work. Marcola Paradigm Apartments February 8, 2023 Geotechnical Investigation 8. Project No., 2221164 Springfield, Oregon Dustrud Architecture Site stripping should remove the upper ±6 inches of the surface that contains the bulk of the organics and block -structured soil throughout the improvement areas. Deeper excavation will be required for trees or dense vegetation, or in areas of previous structures. In addition, additional excavation may be required during site preparation work for building pads or pavements where predominantly fine-grained fill or fine-grained native soils are exposed at the subgrade level. The Separation Geotextile (if required) should meet the minimum requirements of an AASHTO M 288-17 geotextile for separation and have Mean Average Roll Value (MARV) strength properties meeting the requirements of an AASHTO M 288-17 Class 2, woven geotextile. We should be provided a specification sheet on the selected geotextile for approval prior to delivery to the site. Moisture -conditioning and structural fill compaction should be completed using loose lifts not exceeding 12 inches. Thinner lifts may be required if light or hand -operated equipment is used. All imported structural fill is expected to consist of Base Aggregate. Moisture -condition the fill to within 2% of optimum at the time of placement and compaction. Compact all structural fill to a minimum of 95% relative compaction. The maximum dry density of ASTM D698 should be used as the standard for estimating relative compaction. Field density tests should be completed to confirm adequate compaction. The existing granular fill in building pads and pavement areas should be moisture conditioned and compacted using multiple passes of a large, vibratory roller. The compacted surface should be proof -rolled using a loaded, ±10-yd'dump truck or another approved vehicle. Adequate subgrade stiffness (based on proof -rolling and surface observation) should be confirmed by a Foundation Engineering representative. Areas of pumping or deflection observed beneath the truck wheels may be reworked, or overexcavated and replaced with compacted Base Aggregate and proof -rolled again. It is the contractor's responsibility to provide and maintain stable cut slopes, benching, or shoring as required by the Oregon Occupational Safety and Health Administration (OR -OSHA). OR -OSHA Type B and Type C soils will be encountered across the site. OR -OSHA recommends maximum cut slopes of 1 :1 (H:V) in Type B soil and maximum cut slopes of 1 Y::1 (H:V) in Type C soil. Shoring should be provided in trenches greater than 4 feet deep to protect workers from sloughing or caving soils. Marcola Paradigm Apartments February 8, 2023 Geotechnical Investigation S. Project No., 2221164 Springfield, Oregon Dustrud Architecture 10. Inform contractors that water infiltration may occur in deeper excavations for underground utilities. Assume water will be encountered at shallow depths during the winter months. Trenches should be pumped dry prior to placing backfill. Trench backfill that extends beneath the new building should consist of Base Aggregate placed and compacted as specified in Item 7. 11. Provide contractors with a copy of this memorandum to review recommendations for site preparation and foundation construction. We should be provided an opportunity to meet with the contractor prior to construction to discuss the site conditions and the contractor's approach to site preparation. Building Pad Preparation and Foundation Construction 12. Strip the existing ground ±6 inches, or as required to remove the bulk of roots and blocky soil. Dispose of all strippings outside of construction areas. 13. Demolish and remove the existing concrete slab and any associated construction debris in the northern portion of the site (near TP -4). 14. Excavate the building pads to the grades required to accommodate a minimum 8 -inch thick building pad. Moisture condition and compact the granular fill exposed at the building pad subgrade. Proof roll the compacted subgrade using a loaded 10 cubic yard dump truck to identify any areas of yielding subgrade. 15. Areas of excessive deflection in the building pad and portions of the excavation terminating in predominantly fine-grained subgrade should be extended to provide a total of 18 inches of Base Aggregate for the building pad. These excavations should be completed using an excavator equipped with a smooth-edged bucket to minimize subgrade disturbance. 16. Place a minimum of 8 inches of Base Aggregate over the approved compacted granular fill to construct the building pad. The 18 -inch -thick rock section should be placed over uncompacted subgrade. The subgrade soils are moisture sensitive and should be protected from construction traffic throughout placement and building pad preparation work. Do not allow the subgrade to become excessively wet or dry prior to placing Base Aggregate. Marcola Paradigm Apartments February 8, 2023 Geotechnical Investigation 10. Project No., 2221164 Springfield, Oregon Dustrud Architecture 17. Excavate for footings using an excavator equipped with a smooth-edged bucket. The excavation depth should extend through all existing fill material and accommodate a minimum of 12 inches of compacted Base Aggregate beneath the footings. The footing excavations may have to be deepened at some locations to extend through the existing fill. The Base Aggregate under the foundations should extend laterally 6 inches beyond the edge of the footings for formed foundations. A Foundation Engineering representative should be on-site to evaluate the exposed foundation subgrade for conformance with the above criteria and to verify the absence of unsuitable (i.e., predominantly fine-grained) fill, expansive soil, or otherwise unsuitable conditions. 18. Complete field density testing on the compacted Base Aggregate beneath footings to verify adequate compaction. All Base Aggregate should be compacted to 95% relative compaction according to ASTM D698. A density test should be completed every ± 50 to 80 linear feet of footing. 19. Provide a minimum of 12 inches of Base Aggregate beneath foundations. Provide a minimum of 6 inches of compacted Base Aggregate under all other isolated concrete slabs, sidewalks, and driveways. Use compacted Base Aggregate for foundation backfill in all areas supporting slabs or pavements. Foundation Design 20. Design the perimeter strip footings and isolated column footings using an allowable bearing pressure of 2,000 psf. Provide an effective footing width of 16 inches for the perimeter footings and 18 inches for the isolated column footings. 21. Assume the new building could experience total settlement of ± 1 inch and differential movements of ± Y, inch if foundation preparation is completed as recommended herein. 22. Use a coefficient of friction of 0.5 for sliding analysis of new footings bearing on Base Aggregate. 23. Design new structures using the response spectrum, Site Class and seismic parameters summarized in Figure 3A. 24. Use a modulus of subgrade reaction, k., of 200 kcf, for the floor slab design. This value assumes the slab will be underlain by at least 8 inches of compacted Base Aggregate placed over approved, compacted granular fill. Marcola Paradigm Apartments February 8, 2023 Geotechnical Investigation 11. Project No., 2221164 Springfield, Oregon Dustrud Architecture 25. Provide a suitable vapor barrier under the floor slabs that is compatible with the proposed floor covering and the method of slab curing. The type and placement of the vapor barrier depends on the method of slab curing and schedule for installing the floor surfaces. Therefore, this item should be reviewed by the flooring manufacturer, contractor, and project engineer and/or architect. Drainage for Buildings 26. Install foundation drains along the perimeter of the new buildings. The drains should consist of 3 or 4 -inch diameter, perforated or slotted, PVC pipe wrapped in a Filter Fabric. The pipe should be set at the base of the perimeter footing. The pipe should be bedded in at least 4 inches of Drain Rock and backfilled to within 6 inches of finished grade with Drain Rock. The entire mass of Drain Rock should be wrapped in a similar Filter Fabric that laps at least 12 inches at the top. 27. Provide clean -outs at appropriate locations for future maintenance of the drainage system. 28. Discharge the water from the drain system into the stormwater system Pavements Pavement construction should be completed in dry weather as follows: 29. Strip the ground surface in the pavement areas as required and excavate to provide the recommended pavement section. The existing granular fill should be moisture conditioned and compacted using a vibratory, smooth drum roller. Proof -roll the compacted subgrade using a loaded 10 yd' dump truck to identify areas of fine-grained soil or any areas of yielding or pumping granular fill. Unsuitable subgrade identified during the proof - roll should be excavated an additional 9 inches (minimum) to provide a thickened base section. Deeper excavation may be required in some areas, depending on the soil conditions. 30. Place a Separation Geotextile over the approved subgrade in overexcavation areas as recommended in Item 6. The geotextile should be laid smooth, without wrinkles or folds in the direction of construction traffic. Overlap adjacent rolls a minimum of 2 feet. Pin fabric overlaps or place the building pad fill in a manner that will not separate the overlap during construction. Seams that have separated will require removal of the building pad fill to establish the required overlap. Marcola Paradigm Apartments February 8, 2023 Geotechnical Investigation 12. Project No., 2221164 Springfield, Oregon Dustrud Architecture 31. Place Base Aggregate over the approved subgrade to construct the base rock section. The fill should be end -dumped outside the pavement area and pushed using a dozer. Compact the Base Aggregate as recommended in Item 7. 29. Provide a minimum flexible pavement section of 3.5 inches of AC over 9 inches of Base Aggregate for areas supporting truck traffic. As discussed above, pavement areas over fine-grained subgrade will require a thickened Base Aggregate section of 18 inches. Therefore, we recommend including a unit cost and bid item for the thickened section. DESIGN REVIEW/CONSTRUCTION OBSERVATION/TESTING We should be provided the opportunity to review all drawings and specifications that pertain to site preparation and foundation construction. Site preparation will require field confirmation of subgrade conditions. Mitigation of any subgrade pumping and the suitability of any existing fill under the proposed building pads or pavement areas will also require engineering judgement. That judgment should be provided by one of our representatives. Frequent field density tests should be run on all foundation and building pad fill. We recommend that we be retained to provide the necessary construction observation. VARIATION OF SUBSURFACE CONDITIONS, USE OF THIS REPORT AND WARRANTY The analysis, conclusions and recommendations contained herein are based on the assumption that the soil profiles and absence of groundwater observed during our explorations are representative of the overall site conditions. The above recommendations assume that we will have the opportunity to review final drawings and be present during construction to confirm assumed foundation conditions. No changes in the enclosed recommendations should be made without our approval. We will assume no responsibility or liability for any engineering judgment, inspection or testing performed by others. This report was prepared for the exclusive use of Paradigm, Dustrud, and their design consultants for the Marcola Paradigm Apartments project in Springfield, Oregon. Information contained herein should not be used for other sites or for unanticipated construction without our written consent. This report is intended for planning and design purposes. Contractors using this information to estimate construction quantities or costs do so at their own risk. Climate conditions in western Oregon typically consist of wet weather for almost half of the year (typically between mid-October and late May). The recommendations for site preparation are not intended to represent any warranty (expressed or implied) against the growth of mold, mildew or other organisms that grow in a humid or moist environment. Marcola Paradigm Apartments February 8, 2023 Geotechnical Investigation 13. Project No., 2221164 Springfield, Oregon Dustrud Architecture Our services do not include any survey or assessment of potential surface contamination or contamination of the soil or ground water by hazardous or toxic materials. We assume that those services, if needed, have been completed by others. Our work was done in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made. It has been a pleasure assisting you with this phase of your project. Please do not hesitate to contact us if you have any questions or need further information. Attachments Marcola Paradigm Apartments February 8, 2023 Geotechnical Investigation 1Q Project No., 2221164 Springfield, Oregon Dustrud Architecture REFERENCES ASCE, 2017, ASCE 7-16, Minimum Design Loads and Associated Criteria for Buildings and Other Structures, American Society of Civil Engineers (ASCE). IBC, 2021, International Building Code: International Code Council, Inc., Sections 1613 and 1803.3. ODOT, 2019, ODOT Pavement Design Guide: Oregon Department of Transportation (ODOT), Pavement Services Unit, January 2019. Office of Statewide Health Planning and Development (OSHPD), Seismic Design Maps website: seismicmaps.org. OR -OSHA, 2011, Oregon Administrative Rules, Chapter 437, Division 3 - Construction, Subdivision P — Excavations: Oregon Occupational Safety and Health Division (OR -OSHA). OSSC, 2022, Oregon Structural Specialty Code (OSSC): Based on IBC 2021, Sections 1613 and 1803.3. USGS, 2014, Earthquake Hazards Program, Interactive Deaggregations, Dynamic Conterminous U.S. 2014 (v.4.2.0): U.S. Geological Survey (USGS), 2% in 50 years return period (2,475 years) PGA Marcola Paradigm Apartments February 8, 2023 Geotechnical Investigation 16. Project No., 2221164 Springfield, Oregon Dustrud Architecture Appendix A Figures Foundation Engineering, Inc. Professional Geotechnical Services Note: Base map obtained from the Oregon Department of Transportation website. Foundation Engineering, Inc. Professional Geotechnical Services PROJECT NO.I DATE I DRAM BY: 2221159 Jan. 3, 2023 EM FILEFig 1A Vaniy(1-3-23).dwg VICINITY MAP MARCOLA PARADIGM APARTMENTS SPRINGFIELD, OREGON FIGURE NO. 1A Marcola Read 1Oft SItle Yard IS Setback_ ReAcce yi "x 1, Ra.a.nom - SCALE IN FEET Setback 2Stta TPV --Ia R51aeN a 25 so Ino Propertylrm TP -2 009 Pah •,,, _ , ab TP -3 —� Edrement-<Isn t lw n TP -5 SIE IIIII Rr- -. 5r-Main Entry TP6ae hS Mr a Looe TP -7 TP -8 -t't, "',.TP -1 1 -Easement =H45 sf R ny TP- TP-10-,' PTO . III ��,--5 R rear yard Setback NOTES: 1. TEST PIT LOCATIONS WERE ESTABLISHED BY VISUAL REFERENCE WITH EXISTING SURFACE FEATURES AND ARE APPROXIMATE. 2. BASE MAP PROVIDED BY DUSTRUD ARCHITECTURE. 3. SEE REPORT FOR A DISCUSSION OF SUBSURFACE CONDITIONS. 19 RL Foundation Engineering, Inc. SITE LAYOUT AND TEST PIT LOCATIONS FIGURE NO. Professional Geotechnical Services vrco�ECT rvo. once: DRAM BY MARCOLA PARADIGM APARTMENTS 2A 2221154 aaa. ta, zoza EaG SPRINGFIELD, OREGON 0.60 0.50 rn OSSC 2022 N 0 40 Response Spectrum C O d 0.30 d v U — Q l0 V 0.20 d 6 N 0.10 0.00 0 0.5 1 1.5 2 2.5 3 Period (seconds) Notes: 1. The Design Response Spectrum is based on OSSC 2022 Section 1613.2 which is based on ASCE 7-16 Section 11.4. 2. The following parameters are based on the modified USGS 2014 maps provided in OSSC 2022: Site Class= C Damping = 5% Ss = 0.66 F, = 1.24 SMs = 0.82 Sop = 0.55 Sl- 0.38 Fv - 1.50 Sol - 0.57 Sm- 0.38 3. Ss and S, values indicated in Note 2 are the mapped, risk -targeted maximum considered earthquake spectral acclerations for 2% probability of exceedence in 50 years. 4. Fe and F, were established based on OSSC 2022 Tables 1613.2.3(1) and 1613.2.3(2) using the selected Sp and Sr values. Sop and Sul values include a 2l3 reduction on Sms and SMS as discussed in OSSC 2022 Section 1613.2.4. 5. Site location is: Latitude 44.0635, Longitude -122.9939. JV� RL Foundation Engineering, Inc. OSSC 2022 SITE RESPONSE SPECTRUM FIGURE NO. _ Professional Geotechnical Services MARCOLA PARADIGM APARTMENTS 3A PROJECT No. DATE: DRAM BY 2221154 Jan. 18, 2023 EM SPRINGFIELD, OREGON Appendix B Test Pit Logs Foundation Engineering, Inc. Professional Geotechnical Services DISTINCTION BETWEEN FIELD LOGS AND FINAL LOGS A field log is prepared for each boning or test pit by our field representative. The log contains information concerning sampling depths and the presence of various materials such as gravel, cobbles, and fill, and observations of ground water. It also contains our interpretation of the soil conditions between samples. The final logs presented in this report represent our interpretation of the contents of the field logs and the results of the sample examinations and laboratory test results. Our recommendations are based on the contents of the final logs and the information contained therein and not on the field logs. VARIATION IN SOILS BETWEEN TEST PITS AND BORINGS The final log and related information depict subsurface conditions only at the specific location and on the date indicated. Those using the information contained herein should be aware Mat soil conditions at other locations or on other dates may differ. Actual foundation or subgrade conditions should be confirmed by us during construction. TRANSITION BETWEEN SOIL OR ROCK TYPES The lines designating the interface between soil, fill or rock on the final logs and on subsurface profiles presented in the report are determined by interpolation and are therefore approximate. The transition between the materials may be abrupt or gradual. Only at boring or test pit locations should profiles be considered as reasonably accurate and then only to the degree implied by the notes thereon. SAMPLE OR TEST SYMBOLS SH - - 4 C - Pavement Core Sample 1 ♦3 r Number CS -Rocl,Over Care Sample Gmvel SamplerTestumb Boring Number OS-Ovasae Sample (&nM O.D. split -moan) Sample Type S - Grab Sample M - Sib SH - Thin-walled Shelby Tube Sample Top of Sample Attempt SS- Standard Penetration Test Sample (2 -inch O.D. split -spoon) Recovered Portion A Standard Penetration Test Resistance equals the number of blows a 14D Ib. weight falling 3D in. is required to drive a standard Unrecovered Porion split -spoon sampler 1 fl. Practical refusal is equal to 5D or more Bottom of Sample Attempt blows per 6 in. of sampler penetration. 0 Water Content (%) UNIFIED SOIL CLASSIFICATION SYMBOLS ® Concrete FIELD SHEAR STRENGTH TEST G - Grzvel W - Well Graded ® Organics Gmvel S - Send P - Poorly Graded ® Clay Shear strength measurements on test pit side wals, blocks M - Sib L - Low Plasticity of soil or Shelby tube samples are typically made with C - Clay H - High Plasticity Torvane or Field Vane shear devices R - Peal O - Organic TYPICAL SOIL/ROCK SYMBOLS ® Concrete all ® Basalt ® Organics Gmvel Sandstone ® Clay Send Sillslone WATER TABLE V Water Table Location (1131116) Date of Measurement A WWF Foundation Engineering, Inc. I SYMBOL KEY — Professional Geotechnical Services EXPLORATION LOGS Explanation of Common Terms Used in Soil Descriptions SPT N -value in blows per foot (bpf) Undrained shear strength Term Choesive Soils Granular Soils Field Identification SPT* Sr** (tsf) Term SPT* Term Visible water on larger gain surfaces. Sand and cohesionless sift exhibit dilatancy. Cohesive soil can be readily remolded. Soil leaves wetness on the hand when squeezed. Soil is wetter than the optimum moisture content and above the plastic limit. Easily penetrated sevaral inches by i9. 0-2 <0125 Very Sof 0-4 Very Loose Easily penetrated several inches by thumb. 2-4 0.125-0.25 Solt 4-10 Loose Can be penetratetl several inches by thumb with moderate effort. 4-8 025-0.50 Medium Stiff 10-30 Medium Dense Reatlily intlenletl by thumb but penetratetl only with great effort. 8-15 OSO-1.0 SItR 30-50 Dense Readily indented by thumbnail. 15-30 1.0-2.0 Very Stili >50 Vary Dense indented with diifalty by thumbnail. >30 >2.0 Hard SPT N -value in blows per foot (bpf) Undrained shear strength Term Soil Moisture Field Description Dry Absenceannoislure. Dusty. Drylolhelcuch. Damp Salhasma9ure. Cohesive sale are belowplastic limit and usually moldable. Moist Grains appeard akeired, but no visible water. Silt/clay will clump. Sand will bulk. Sols are often at or near plastic fmit. VU9 Visible water on larger gain surfaces. Sand and cohesionless sift exhibit dilatancy. Cohesive soil can be readily remolded. Soil leaves wetness on the hand when squeezed. Soil is wetter than the optimum moisture content and above the plastic limit. Term PI Plasticity Field Test Non -plastic 0-3 Canna be rolled into a thread 9 any modure. Lou Plasticity, 3-15 Can be rclletl into a thread with some clearly. Medium Radially 15 - 30 Easily rclletl into thread. High Plasticity > 30 Easily rclletl and re -rolled into thread. Term Soil Structure Criteria Stratified Alternating layer: at least Y, inch thick. Laminated Alternating layer: less than Y, inch thick. Fisamed Contains shear: and partings along planes aweakness. Sickensided Partings appear glossy or striated. Bbtlry Breaks into small lumps that resist further breakdown. Lonsetl Contains pockets adiRerenl sols. Term Soil Cementation Criteria Wasik Breaks under light finger pressure. Moderate Breaks under hard finger pressure. Strong Will not break with finger pressure. WWF Foundation Engineering, Inc.l SOIL DESCRIPTIONS — Professional Geotechnical Services COMMON TERMS s y co L{ Ila 1q p �L CarmaMs ori N 2 j ore W 1 S-2-1 050 2 W$ 040 C.M. c O 040 4 Sal/Rock Description S-2-3 5 ; :.... '.: Loris agank aly GRAVEL, sane sand (GM); brown, mdd loved, low plasticity sift, fine to coarse sand, fine to coarse sabcunded to 05 ¢ p „ Irounded1rravd, organics consist afne roots, (mesad._ _ J 3-1-1 4 4 Medium dense silty GRAVEL, trace to sanessnd, trace cobbles grey -broom, mdst to wd, low plasticity sift, fine to coarse 2 -.±*inch sand, fine to coarse subrounded to rounded gravel, cobbles up to aameter,(at). 2.5 sdfaly CLAVIOdayey SlLT,trace to samesandond gra�(CM10 3 S-1-2 050- MH); greybrowm and son -stained, m dist to wd, high plasticity fine to coarse sand, fine to coarse subrounded to rounded gravel, (allumm). No seepages groundwder oncaunleretl 4 4.0 p - - Dense sandy GRAVEL, trace to same sit(GW-Ort); grey, m ad to to limit of exyladkn. �eY..''. : wet, lou plasticity sftl, fine to coarse sand, fine to coarse subrounded 5 4 ., randed gravel, (alluvium). -------------------------- 5.0 :�Q..«,q� Very dense sandy GRAVEL, Ince sift (GVV); grey, mad to wet, fine '.. -' l0 coarsean sd, fine to coarse s ltmountled to roundedasp gr, 8 5.5 dlutium). BOTTOM OF EXPLORATION 7 Project No.: 2221154 TEST PIT LOG: TP -1 Surface Elevation: N/A Marcola Paradigm Apartments Date of Exploration: January 11, 2023 Springfield, Oregon TP -1 s y co L{ Ila 1q p �L CarmaMs ori N 2 j ore W 1 S-2-1 050 2 S-2-2 040 3 040 4 S-2-3 5 Sow seepage encountered d ±5,5 fed. 8 U Project No.: 2221154 Surface Elevation: N/A Date of Exploration: January 11, 2023 Sal / Rack Description Medium stili to stili organic SILT (OL); boon, wet, lou plasticity organics consist of fine rads, acpsolL----------- J Medium stili to stili SILT, sane sand and gravel, scattered organics comsdark broom, mast, lou plasticity, fine to coarse sand, fine to coarse subrounded to rounded gravel, organics consist of fine rods, (fill), -------------------- Medium stRf silty CLAY to diayey SILT, trace to sane sand and gravel, scattered organics (CH to MH); brown and iron -stained, moist, medium to high plasticity, fine to coarse sand, fine to coarse subronnded to rounded gravel, organics consist d roots up to ±Y.inch diameter, (alluvium). Sandy (fine sand) below t feet. _--------------------------- Loose to very, base sifiy SAND, scattered organics (SM); boom and iron -stained, mast to wet, low plasticity sift, fine to coarse sand, organics consistd rads up to±1/&inch diem der,ialuNum)__ Very dense sandy GRAVEL, trace sift (GVV); grey, wet, fine to coarse sand, fine to coarse subrounded to rounded gravel. (Alluvium). r TEST PIT LOG: TP -2 Marcola Paradigm Apartments Springfield, Oregon TP- 2 s y `o L]{t Ila 1q p �L CmmaMs of N 2 j ee W 1 0.35 2 5-41 3 5 No seepage a groundwater encountered to limitof explaaion. 6 U Project No.: 2221154 Surtece Elevation: N/A Date of Exploration: January 11, 2023 Sail / Rmk Description Medium am organic SILT (OL); dark brown, wet, lou plasticity, organics consist of fine roots, (topsoil). / Medium am SILT, some sand and grave, scattered to some organics (ML/OL); dark brown, most to wit, low plasticity, fine sand, fine to coarse subrmnded to rounded gravel, organics consist of r roots up to ±3 -inch diameter, (fill). 1 Medium am gravelly clayey SILT, some sand, scattered organics (MH); brown and iron -stained, most to wit, medium to high plasticity, fine to coarse send, fine to coarse subrmnded to rounded grave, organics consist of rads up to t2 -inch diameter, (alluvium). Doose silty sandy GRAVEL (GM); greybovn, caret, lou plaaicly silt fine to coarse sand, fine to mase abounded to rounded grana, (AWUM). Very dense sandy GRAVEL, trace at (GVV); grey, wet, fine to coarse sand, fine to coarse subrmnded to rounded gravel, (allumant -A0of, LU]A DM KCTA0lk 11 TEST PIT LOG: TP -4 Marcola Paradigm Apartments Springfield, Oregon TP- 4 C.M.c W c Sol / Rack Descriplim 0.2 Medium stiff to stiff agenic SILT (OL); broxn, wet, lov plasticity, Lganics consist o fine roots, (topsol)._ l sten Medium stiff SILT, sane grana, trace sand, scattered organics (MIL); dark brovn, moist, low plasticity, fine sand, fine to coarse subrounded to rounded grana, organics consist of fine roots, 2 -Medium (passible allumum). _ 2.0 stRf SILT, trace to some sand (NAL); loom and wort -stained, moist to wet, Ice plasticity, fine sand,(alumum). 3 0 -.-Medium dense silty SAN— — — box -,mast, low plasticity an, fine No seepage groundwater encounteretlhI'r 44 I e- sand, (alluman). to limit of exploration. 4 4.0„ :,,1: Danseto very dense sanity GRAVE-, Irate to sane at(GW); '" greybrovn, -d to coarse sand, fine to mase 4.5 subrmnded to rmnded stud, A"um . = 5 BOTTOM OF EXPLORATION 6m-.to L Project No.: 2221154 TEST PIT LOG: TP -3 Surface Elevation: N/A Marcola Paradigm Apartments Date of Exploration: January 11, 2023 Springfield, Oregon TP- 3 s y `o L]{t Ila 1q p �L CmmaMs of N 2 j ee W 1 0.35 2 5-41 3 5 No seepage a groundwater encountered to limitof explaaion. 6 U Project No.: 2221154 Surtece Elevation: N/A Date of Exploration: January 11, 2023 Sail / Rmk Description Medium am organic SILT (OL); dark brown, wet, lou plasticity, organics consist of fine roots, (topsoil). / Medium am SILT, some sand and grave, scattered to some organics (ML/OL); dark brown, most to wit, low plasticity, fine sand, fine to coarse subrmnded to rounded gravel, organics consist of r roots up to ±3 -inch diameter, (fill). 1 Medium am gravelly clayey SILT, some sand, scattered organics (MH); brown and iron -stained, most to wit, medium to high plasticity, fine to coarse send, fine to coarse subrmnded to rounded grave, organics consist of rads up to t2 -inch diameter, (alluvium). Doose silty sandy GRAVEL (GM); greybovn, caret, lou plaaicly silt fine to coarse sand, fine to mase abounded to rounded grana, (AWUM). Very dense sandy GRAVEL, trace at (GVV); grey, wet, fine to coarse sand, fine to coarse subrmnded to rounded gravel, (allumant -A0of, LU]A DM KCTA0lk 11 TEST PIT LOG: TP -4 Marcola Paradigm Apartments Springfield, Oregon TP- 4 s CmmaMs � H � j H W 1 2 3 I 5-61 4 5 No seepage a groundwee to Ionil d exploroim. 6 r Project No.: 2221154 Surface Elevation: N/A Date of Exploration: January 11, 2023 Sol / Rack Description 1Medium denseorganically Grse aRAVEL,sanes d(Ort);dar brown,/ Iwo, lou plasticity, fine to coarse rele unded to rumded gl, I ._ lorgames consist d finerads,Slcpsoi/11)........... J Medium dense to dense silly GRAVEL and COBBLES, sane se rd, _ scdteredaganics(GM);tlarkbraan,maisllowel,impl Aaydt, fine to coarse send, fine to case abrmnded to rumded grave, cobbles up to i inch donee, aganics consie d fne rads, (RI). ---------------------------- Medium dense silty GRAVEL, some sand (CoA); dark brown, most to we, lou plasticity silt, fine to mase sand, fine to coarse subrounded to rounded gravel, (fill). plasiicity sill, fine to coarse send, fine to mase subrmnded to r�rave,ialluvium)_ ___________ ___ Very dense sandy GRAVEL, some silt and nibbles (GP -GM); greybroan, we, fine to coarse send, fine to marse subrmnded to rounded grave, cobbles up to i inch diem ex, (allWum). U1P;,r P]ia:19P]:UIP;p TEST PIT LOG: TP -6 Marcola Paradigm Apartments Springfield, Oregon TP- 6 Comments Shc /Rack Description . -.:....: Loose agank lily GRAVE L, sane sand (W); greybrom, moist to wd, lou plasticity s1t, fine to mase sand, fine to coarse abrotmded 0.5 - -.::____H9 orountletl argil, or am�smnsisl d ins rads sal ___gam 1__J Dense sRysandy boars, malelowed low neto comes, send, fine t ly sit, fine to coarse sentl, fine to mase abantletl to 2ytk: rumd rantletl grave, (flit). Plastic obsesedet2fset. jdd: 2.5 Siff sily CLAY to clayey SILT (ON to M1); broom, moist to wet, high 3 0.75 plasticity, (allumm). No seepage a groundaala encounlaetl 4 1.10 Very su f below t4 fed, to limb of exploration. 4.5 Very dense sandy GRAVEL, trace sift (GP); grey, we, Me to coarse Q «, q: -'sand,finetocoarsembrauntledtormnde 5 �,(Al m). 5.0 BOTTOM OF EXPLORATION 8 7 Project No.: 2221154 TEST PIT LOG: TP -5 Surface Elevation: N/A Marcola Paradigm Apartments Date of Exploration: January 11, 2023 Springfield, Oregon TP- 5 s CmmaMs � H � j H W 1 2 3 I 5-61 4 5 No seepage a groundwee to Ionil d exploroim. 6 r Project No.: 2221154 Surface Elevation: N/A Date of Exploration: January 11, 2023 Sol / Rack Description 1Medium denseorganically Grse aRAVEL,sanes d(Ort);dar brown,/ Iwo, lou plasticity, fine to coarse rele unded to rumded gl, I ._ lorgames consist d finerads,Slcpsoi/11)........... J Medium dense to dense silly GRAVEL and COBBLES, sane se rd, _ scdteredaganics(GM);tlarkbraan,maisllowel,impl Aaydt, fine to coarse send, fine to case abrmnded to rumded grave, cobbles up to i inch donee, aganics consie d fne rads, (RI). ---------------------------- Medium dense silty GRAVEL, some sand (CoA); dark brown, most to we, lou plasticity silt, fine to mase sand, fine to coarse subrounded to rounded gravel, (fill). plasiicity sill, fine to coarse send, fine to mase subrmnded to r�rave,ialluvium)_ ___________ ___ Very dense sandy GRAVEL, some silt and nibbles (GP -GM); greybroan, we, fine to coarse send, fine to marse subrmnded to rounded grave, cobbles up to i inch diem ex, (allWum). U1P;,r P]ia:19P]:UIP;p TEST PIT LOG: TP -6 Marcola Paradigm Apartments Springfield, Oregon TP- 6 Cmmais s .m -g .a C p 5W s Shc/ Rack Description a vf. ConnieMs c W $Soil 05 / Rack Description -wEs, lov plasticity, metocoarse and, fine to coarse subrounded to ruled gravel, organics com ist of fine roots (topsoil). 1 Ir 03 -p--.' ;40- Medium am organic diy GRAVEL, some send (GM); dark boon, c Medium dense to dense GRAVEL, some sand, scattered! nY wst lou plasticity silt, fine to coarse sand fine to coarse sibroundedl Jo rounde,iv.I,mgamcsconsist of finerods_(ttTscigfitil), ,( organics dark brovq moist wet, lou fine to n, 4 _. J --' nit, fine rounded ravel, agani coarce end, fine to coarse subrounded to rounded gra�9,organics n Oense silty GRAVEL, sone sand, scattered organics (GM); dark '1.0 2.0 oaff --brain moist to t, lou plasticity silt, fine to coarse sand, fine to Sit comseoubroundedtorounded gravel, organics consist of fine rods, 3 8' No seepage or groun"ater encountered 2.5 Medum am to am diy OLAV to clayey SILT, trace to some send to limit of exploration. 3 311 4 055 - (CH to MH); broxn,moist, high plasticity, fine send,(allumum). 4 4.0 4,5 BOTTOM OF EXPLORATION ------------------------- stiff sandy Sl LT (ML); grey, radiallou to medum plasticity, fine 5 " L85 Project No.: 2221154 TEST PIT LOG: TP -7 Sudwe Elevation: N/A Marcola Paradigm Apartments Date of Exploration: January 11, 2023 Springfield, Oregon TP- 7 Cmmais s L Iltq2 H1 j C p 5W L Shc/ Rack Description vf. Medium dense organic silty GRAVEL, sane sand (GM); dark brown, 05 Y -wEs, lov plasticity, metocoarse and, fine to coarse subrounded to ruled gravel, organics com ist of fine roots (topsoil). 1 Ir c Medium dense to dense GRAVEL, some sand, scattered! ,( organics dark brovq moist wet, lou fine to n, 2 --' nit, fine rounded ravel, agani coarce end, fine to coarse subrounded to rounded gra�9,organics n '1.0 2.0 _orsist of fine rods(fill). --------------------------J Sit silty GLAV to clayey SILT, scattered organics (CH to brows 3 fine andmum), ned, moist, high plasticity, organics consist of fine rods, and (dlutium). 4 S-2 4,5 ------------------------- stiff sandy Sl LT (ML); grey, radiallou to medum plasticity, fine 5 " s and, (allumum). 8 Noagisge l encountered!er encaunlere to ins of erpWstion. 7 Project No.: 2221154 Surface Elevation: N/A Date of Exploration: January 11, 2023 ---------------------------- Very dense sandy GRAVEL, trace to sane silt and cobbles (GP); grey, moist, fine to coarse sand, fine to coarse subrounded to rwnded gravel, cobbles up to a inch diem rsx, (allumum). TEST PIT LOG: TP -8 Marcola Paradigm Apartments Springfield, Oregon TP- 8 CmmaMs s .m j C p 5 L W Shc/Rock Description a g a C.M. � � W � Shc /Rock Description ri 1 ri Medium stiff SILT, scdtered organics (ML); dark brown, most, Medium sliff to slifforganic SILT (OL); dark brown, wet, lou medium plasticity, organics consist of fine rods (possible allumum). S-101 la9idty_a$anics consist of fine rootsit.1.611. 045 0.70 6.8 2 Stiff SILT, scattered organics (ML); dark brown, moist to wet, 2.0 Medium stiff silly CLAYto tlayey ST, ILscdtered organics (CH to medium plaoirily, organics consist of fine rads (possible dlutium). 5-10.2 2 S-yt 055 MH); brown, wA, high plasticity, organics consist of roots (allumm). 3 040 2.5 ----------------------------- 9fffsily CLAYlodayey SILT,Iracesand,scallaedaganics(CHIo 3 S-32 066 W); brown and iron -stained, moist, high plasticity organics consist offne roots (allumum). No seepages gmundwatar enccuntaed 4 S-43 Hard wth trace to some fine sand below 34 feat, to picot of exploration. 0.5 - .,pp� -' �'maid, Vay sa dense ndy GRAVEL, trace to a.a silt (GW); greybroen, 5 `Y'` fine to coarse sand, fine to coarse subrounded to roundel 5.0 r ' aluwum . BOTTOM OF EXPLORATION e 7 Project No.: 2221154 TEST PIT LOG: TP -9 Surface Elevation: N/A Marcola Paradigm Apartments Date of Exploration: January 11, 2023 Springfield, Oregon TP -9 CmmaMs s L Iltq2 H1 j C p 5 L W Shc/Rock Description 01 Medium stifforganic SILT (OL); dark brown, wet, lou plasticity, lorganics consist of fine roots (topsoil)_ 1 Medium stiff SILT, scdtered organics (ML); dark brown, most, medium plasticity, organics consist of fine rods (possible allumum). S-101 045 2 2.0 Medium stiff silly CLAYto tlayey ST, ILscdtered organics (CH to 5-10.2 MH); brown, wA, high plasticity, organics consist of roots (allumm). 3 040 Moderate seepage encounlaed at A es, 1 S-103 61 e r Project No.: 2221154 Surface Elevation: N/A Date of Exploration: January 11, 2023 --------------------------- Hard SILT, trace send (ML); greybrovn, wet, lou plasticity, fine sand, dluVum. _------__r Very dense sanity GRAVEL, sane silt ts); dreg wet, fine to coarse sand, fine to mace abronnded to to rourantled gravci, (allutium). BOTTOM OF EXPLORATIOIJ TEST PIT LOG: TP -10 Marcola Paradigm Apartments Springfield, Oregon TP -10 s .m -g .a s a OarmneMs c W$ Shc/ Rack Description o Medium am organic SILT (OL); dark brown, Hep, b pladay, organics consist of fine roots, Qopsoil)_ _ _ 9fif SILT, some grael, scattered organics (ML); dark brown, moist, low plasticity, fine to coarse subrounded to rounded gravel, organics coned of fine rods, blocky dmcture, (fill). N o xepage a groundwater encountered 2 o.)o to HIM of exploration. 2.5 9fif SILT, trace sand (ML); boon, moist, low plasticity, fne sand, 3.0 :_:y..:.: Dense sty cantly GRAVEL (CIA); greybroxn, moil, low plasticity. 3'S fine to coax sand, fine to mase subountled to rmnded gravel, 4 at'u m). BOTTOM OF E PLORATION 5 e 7 Project No.: 2221154 TEST PIT LOG: TP-11 Surface Elevation: N/A Marcola Paradigm Apartments Date of Expbmtbn: January 11, 2023 Springfield, Oregon TP-11 Ah P"fessio.1 ceorecndcd Services Appendix C Field and Laboratory Test Results Foundation Engineering, Inc. 50 ♦ • 3.0 -3.5 61 40 32 CH a 25-3.0 59 CH 30 LU • 5-10-2 2.5 -3.0 73 LU 45 CH 0 z H30 U H Q J a CL MH zo ML io CL -ML 0 o w zo ao 40 so so 70 as LIQUID LIMIT (LL) Symbol Sample Depth (K) LL PL PI USC IUh Foundation Engineering, Inc. RESULTS OF ATTERBERG LIMITS TESTING FIGURE NO. Professional Geotechn cal Services MARCOLA PARADIGM APARTMENTS f PrcoJecr NO. once: orcnvua er: V SPRINGFIELD, OREGON 2221154 Jan. 18, 2023 e,� ♦ 5-1-2 3.0 -3.5 61 30 32 CH 5-8-1 25-3.0 59 29 30 CH • 5-10-2 2.5 -3.0 73 28 45 CH Foundation Engineering, Inc. Marcola Paradigm Apartments Project No.: 2221154 Table 1C. Moisture Content (ASTM D2216), Percent Fines (ASTM D1140), and Atterberg Limits (ASTM D4318) Sam le p Number Sample Depth (ft) Moisture Content (%) Fines Content I%) Atterberg Limits USCS Classification LL pL pl S-1-1 1.0 - 1.5 12.4 S-1-2 3.0 -3.5 28.4 61 30 31 CH S-2-1 1.5 - 2.0 27.2 S-2-2 2.5 -3.0 26.0 S-2-3 4.5 - 5.0 29.4 31.3 S-4-1 2.5 - 3.0 18.0 S-5-1 1.0 - 1.5 18.3 S-6-1 3.0 - 3.5 19.0 S-7-1 3.0 -3.5 35.8 S-8-1 2.5 -3.0 38.7 59 29 30 CH S-8-2 4.5 - 5.0 34.7 65.8 S-9-1 2.0 - 2.5 26.8 S-9-2 3.0 -3.5 35.6 S-9-3 4.0 -4.5 36.7 S-10-1 1.5 - 2.0 27.1 S-10-2 2.5 -3.0 43.4 73 28 45 CH S-10-3 4.0 -4.5 35.1 Foundation Engineering, Inc. Marcola Paradigm Apartments Project No.: 2221154 Table 2C. Field Vane Shear Strength (ASTM D2573) Undrained Shear Test Depth Test Pi[ Number Strength (ft) (tsf ) TP -1 3.0 0.50 1.5 0.50 TP -2 2.5 0.40 3.0 0.40 1.0 0.40 TP -3 2.5 0.40 TP -4 1.0 0.35 3.0 0.75 TP -5 4.0 1.10 TP -7 3.0 0.55 TP -a 2.5 > 1.0 1.0 0.70 TP -9 2.0 0.55 1.5 0.45 TP -10 3.0 0.40 TP -11 2.0 0.70