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Geo Eval - Chanhassen Multi-Family Development, B2307983 Geotechnical Evaluation Report Chanhassen Multi-Family Development SW Quadrant of Market Boulevard and West 78th Street Chanhassen, Minnesota Prepared for Roers Companies, LLC Professional Certification: I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. Aaron R. Schulzetenberg, PE Senior Engineer License Number: 57248 June 10, 2024 Project B2307983 Braun Intertec Corporation AA/EOE Braun Intertec Corporation 11001 Hampshire Avenue S Minneapolis, MN 55438 Phone: 952.995.2000 Fax: 952.995.2020 Web: braunintertec.com June 10, 2024 Project B2307983 Mr. Nick Asta Roers Company, LLC Two Carlson Parkway, Suite 400 Plymouth, MN 55447 Re: Geotechnical Evaluation Chanhassen Multi-Family Development SW Quadrant of Market Boulevard and West 78th Street Chanhassen, Minnesota Dear Mr. Asta: We are pleased to present this Geotechnical Evaluation Report for the proposed multi-family development at the referenced site in Chanhassen, Minnesota. Please see the attached report for a detailed discussion on the field exploration results and our recommendations. The report should be read in its entirety. Thank you for making Braun Intertec your geotechnical consultant for this project. If you have questions about this report, or if there are other services that we can provide in support of our work to date, please contact Aaron Schulzetenberg at 701.516.4337 (aschulzetenberg@braunintertec.com) or Brad McCarter at 612.708.2790 (bmccarter@braunintertec.com). Sincerely, BRAUN INTERTEC CORPORATION Aaron R. Schulzetenberg, PE Senior Engineer Bradley J. McCarter, PE Director, Senior Engineer c: Andy Bollig; Roers Companies, LLC Tony Asta; Roers Companies, LLC Bob Loken; ESG Architecture Mitchell Cookas; Kimley-Horn and Associates, Inc. Table of Contents Description Page A. Introduction ...................................................................................................................................... 1 A.1. Project Description .............................................................................................................. 1 A.2. Site Conditions and History ................................................................................................. 2 A.3. Purpose ................................................................................................................................ 5 A.4. Background Information and Reference Documents .......................................................... 5 A.5. Scope of Services ................................................................................................................. 5 B. Results .............................................................................................................................................. 6 B.1. Geologic Overview .............................................................................................................. 6 B.2. Boring Results ...................................................................................................................... 7 B.3. Groundwater ....................................................................................................................... 8 B.4. Laboratory Test Results ....................................................................................................... 8 C. Recommendations ........................................................................................................................... 9 C.1. Design and Construction Discussion ................................................................................... 9 C.1.a. Building Subgrade Preparation .............................................................................. 9 C.1.b. Reuse of On-Site Soils ............................................................................................. 9 C.1.c. Deep Structural Fill ............................................................................................... 10 C.1.d. Groundwater Impacts .......................................................................................... 10 C.1.e. Construction Disturbance ..................................................................................... 10 C.1.f. Pavement Support ................................................................................................ 11 C.2. Temporary Retention ........................................................................................................ 11 C.2.a. Excavated Slopes .................................................................................................. 11 C.2.b. Temporary Retention Considerations .................................................................. 11 C.2.c. Owner Considerations .......................................................................................... 13 C.3. Site Grading and Subgrade Preparation ............................................................................ 13 C.3.a. Building Subgrade Excavations ............................................................................. 13 C.3.b. Excavation Oversizing ........................................................................................... 15 C.3.c. Excavation Dewatering ......................................................................................... 16 C.3.d. Engineered Fill Materials and Compaction .......................................................... 16 C.3.e. Special Inspections of Soils ................................................................................... 17 C.4. Spread Footings ................................................................................................................. 18 C.5. Below-Grade Walls ............................................................................................................ 18 C.5.a. Drainage Control .................................................................................................. 18 C.5.b. Configuring and Resisting Lateral Loads ............................................................... 20 C.6. Interior Slabs ..................................................................................................................... 21 C.6.a. Subgrade Modulus ............................................................................................... 21 C.6.b. Moisture Vapor Protection .................................................................................. 21 C.7. Frost Protection ................................................................................................................. 21 C.7.a. General ................................................................................................................. 21 C.7.b. Frost Heave Mitigation ......................................................................................... 21 C.8. Pavements and Exterior Slabs ........................................................................................... 23 C.8.a. Pavement and Exterior Slab Subgrade Preparation ............................................. 23 C.8.b. Pavement Subgrade Proofroll .............................................................................. 24 C.8.c. Design Sections .................................................................................................... 24 C.8.d. Concrete Pavements ............................................................................................ 25 C.8.e. Subgrade Drainage ............................................................................................... 25 Table of Contents (continued) Description Page C.8.f. Performance and Maintenance ........................................................................... 25 C.9. Utilities .............................................................................................................................. 26 C.9.a. Subgrade Stabilization .......................................................................................... 26 C.9.b. Corrosion Potential .............................................................................................. 26 C.10. Stormwater........................................................................................................................ 26 C.11. Equipment Support ........................................................................................................... 26 D. Procedures ...................................................................................................................................... 27 D.1. Penetration Test Borings ................................................................................................... 27 D.2. Exploration Logs ................................................................................................................ 27 D.2.a. Log of Boring Sheets ............................................................................................. 27 D.2.b. Geologic Origins ................................................................................................... 27 D.3. Material Classification and Testing ................................................................................... 28 D.3.a. Visual and Manual Classification .......................................................................... 28 D.3.b. Laboratory Testing ............................................................................................... 28 D.4. Groundwater Measurements ............................................................................................ 28 E. Qualifications .................................................................................................................................. 28 E.1. Variations in Subsurface Conditions .................................................................................. 28 E.1.a. Material Strata ..................................................................................................... 28 E.1.b. Groundwater Levels ............................................................................................. 29 E.2. Continuity of Professional Responsibility .......................................................................... 29 E.2.a. Plan Review .......................................................................................................... 29 E.2.b. Construction Observations and Testing ............................................................... 29 E.3. Use of Report ..................................................................................................................... 29 E.4. Standard of Care ................................................................................................................ 29 Appendix Soil Boring Location Sketch Log of Boring Sheets ST-1 to ST-19 (36 pages) Descriptive Terminology of Soil A. Introduction A.1. Project Description This Geotechnical Evaluation Report addresses the design and construction of the proposed multi-family development, located at 591 West 78th Street in Chanhassen, Minnesota. The project will include the construction of two apartment buildings. The west apartment building will have an approximate footprint of 57,755 square feet, and the east apartment building will have an approximate footprint of 45,329 square feet. Portions of the below grade levels will be exposed on the south side of the West Building, and the south and west sides of the East Building while the north side will have 2 levels below grade. Associated sitework is anticipated to consist of installation of underground utilities, surficial pavement for drive lanes and parking lots, and a stormwater management system in the northeast corner of the site. Table 1 provides project details. Table 1. Building Description Aspect Description West Building East Building Below grade levels 2 (Provided) 1 (Provided) Above grade levels 6 (Provided) 5 (Provided) Finish Floor Elevation Lowest level floor elevation 977 (Provided) 954.33 (Provided) 977 (Provided) 965.67 (Provided) Column loads (kips) 700 (Assumed) 450 (Assumed) Wall loads (kips per lineal foot) 10 to 14 (Assumed) 10 to 12 (Assumed) Nature of construction ▪ Concrete slab-on-grade lowest basement/garage level ▪ 3 stories of precast and CIP concrete, with wood framing above ▪ Concrete slab-on-grade lowest basement/garage level ▪ 2 stories of precast and CIP concrete, with wood framing above Site grading General exterior site grades will be altered by less than 3 feet, excavations up to 24 feet will be needed in areas to reach the basement slab grade (not including footings, elevator pits, or soil corrections) Assumed pavement loads Light-duty: 50,000 ESALs* Heavy-duty: 100,000 ESALs* *Equivalent 18,000-lb single axle loads based on 20-year design. Roers Companies, LLC Project B2307983 June 10, 2024 Page 2 The figure below shows an illustration of the proposed site layout. Figure 1. Site Layout Figure prepared by ESG Architecture dated August 24, 2023. We have described our understanding of the proposed construction and site to the extent others reported it to us. Depending on the extent of available information, we may have made assumptions based on our experience with similar projects. If we have not correctly recorded or interpreted the project details, the project team should notify us. New or changed information could require additional evaluation, analyses and/or recommendations. A.2. Site Conditions and History Currently, the site exists as eight parcels of land totaling 4.08 acres and has been developed with two existing commercial buildings, Country Inn & Suites by Radisson and the Chanhassen Cinema. The site is bound to the north by West 78th Street, to the west by Market Boulevard, and to the south and east by retail and residential buildings and associated surface parking lots. Roers Companies, LLC Project B2307983 June 10, 2024 Page 3 Generally the site is relatively flat on the north and south sides, with current grades ranging from about 970 to 976 on the north half, and about 962 to 970 on the south half. Generally, the site slopes downward, from north to south. There is an existing retaining wall consisting of modular block and cast-in-place concrete on the south side of the existing hotel building that is up to approximately 10 feet in height. Historically, the site was primarily used for agricultural purposes until the early-1960s when a commercial building was constructed on the east half of the site. By 1970, an addition to the commercial building had been constructed to the south and the site generally remained the same until construction of the existing hotel building before 1991. Later in the mid-2000s, portions of the existing building on the southeast side of the site were either demolished or renovated into what is now the Chanhassen Cinema. After 2008, the site remaining generally configured as it is today. Photographs 1 through 3 display site conditions outlined in red in 1970, 1991, and 2013, respectively. Photograph 1. Aerial Photograph of the Site in 1970 Photograph provided by Historical Image Gatherers. Roers Companies, LLC Project B2307983 June 10, 2024 Page 4 Photograph 2. Aerial Photograph of the Site in 1991 Photograph provided by Historical Image Gatherers. Photograph 3. Aerial Photograph of the Site in 2013 Photograph provided by Historical Image Gatherers. Roers Companies, LLC Project B2307983 June 10, 2024 Page 5 A.3. Purpose The purpose of our geotechnical evaluation was to characterize subsurface geologic conditions at selected exploration locations, evaluate their impact on the project, and provide geotechnical recommendations for use in the design and construction of the proposed development. A.4. Background Information and Reference Documents We reviewed the following information: ▪ Aerial photographs prepared by Historical Information Gatherers (HIG) showing the historical and existing site conditions. ▪ District Site Plan prepared by ESG Architecture, dated June 21, 2023. ▪ Geologic atlas showing the general soil types present in the area. Specifically, we reviewed Minnesota Geological Survey, Miscellaneous Map Series, Map M-178, Surficial Geology, dated 2007. ▪ Draft Phase I Environmental Site Assessment prepared by Braun Intertec Corporation dated October 12, 2023. A.5. Scope of Services We performed our scope of services for the project in accordance with our Proposal for Geotechnical Evaluation (QTB183063), dated August 11, 2023. The following list describes the geotechnical tasks completed in accordance with our authorized scope of services. ▪ Reviewing the background information and reference documents previously cited. ▪ Staking and clearing the exploration location of underground utilities. Braun Intertec Corporation selected and staked the new exploration locations. We acquired the surface elevations and locations with GPS technology using the State of Minnesota’s permanent GPS base station network. The Soil Boring Location Sketch included in the Appendix shows the approximate locations of the borings. Roers Companies, LLC Project B2307983 June 10, 2024 Page 6 ▪ Performing 19 standard penetration test (SPT) borings, denoted as ST-1 to ST-19, to nominal depths of 20 to 35 feet below grade across the site. ▪ Performing laboratory testing on select samples to aid in soil classification and engineering analysis. ▪ Preparing this report containing a boring location sketch, logs of soil borings, a summary of the soils encountered, results of laboratory tests, and recommendations for structure and pavement subgrade preparation and for use in the design and construction of foundations, interior and exterior slabs, below-grade walls, utilities, stormwater improvements, and pavements. We performed this geotechnical evaluation concurrently with a Phase I Environmental Assessment (ESA) which we will submit separately. The project team should review the Phase I ESA report in conjunction with this geotechnical evaluation report to understand both the geotechnical and environmental aspects of the site and how they may impact one another. Our scope of services did not include environmental services or testing and our geotechnical personnel performing this evaluation are not trained to provide environmental services or testing. We can provide environmental services or testing at your request. B. Results B.1. Geologic Overview A review of the surficial geology map indicates this site is predominantly underlain by glacial till deposited clayey soils. We based the geologic origins used in this report on the soil types, in-situ and laboratory testing, and available common knowledge of the geological history of the site. Because of the complex depositional history, geologic origins can be difficult to ascertain. We did not perform a detailed investigation of the geologic history for the site. Roers Companies, LLC Project B2307983 June 10, 2024 Page 7 B.2. Boring Results Table 2 provides a summary of the soil boring results, in the general order we encountered the strata. Please refer to the Log of Boring sheets in the Appendix for additional details. The Descriptive Terminology sheet in the Appendix includes definitions of abbreviations used in Table 2. Table 2. Subsurface Profile Summary* Strata Soil Type - ASTM Classification Range of Penetration Resistances Commentary and Details Pavement section --- --- ▪ Overall thickness ranges from about 15 to 24 inches, and consists of either concrete or bituminous pavement. ▪ Bituminous thickness ranges from about 3 to 12 inches. ▪ Concrete thickness ranges from about 4 to 6 inches. ▪ Apparent aggregate base thickness ranges from about 10 to 16 inches. Topsoil/ Topsoil fill SM, SC, CL --- ▪ Predominantly black CL or dark brown SM. ▪ Variable thickness, not present at all borings. ▪ Thicknesses when encountered at boring locations varied from about 1 to 2 feet. ▪ Moisture condition generally dry or moist. Fill SM, SC, CL 3 to 18 BPF ▪ Moisture condition generally dry or moist. ▪ Thicknesses when encountered at boring locations varied from 1 1/2 to 9 feet. ▪ Predominantly clayey sand or sandy lean clay, that occasionally contains layers of slightly organic soils. ▪ Existing fill contained variable amounts of debris, including bituminous. Alluvial CL-ML 7 to 10 BPF ▪ Only encountered at Boring ST-2. ▪ Penetration resistances indicate material in a medium to stiff condition. ▪ Moisture condition generally moist. Glacial deposits SP-SM, SM 20 to 34 BPF ▪ Chemical odor noted in Boring ST-18 from about 7 to 14 feet below existing grades. ▪ Predominantly glacial till with intermixed layers of glacial outwash. ▪ Variable amounts of gravel; may contain cobbles and boulders. ▪ Penetration resistance of cohesionless soils generally in a medium to stiff condition. ▪ Penetration resistance of cohesive soils generally in a medium to very stiff condition. ▪ Higher penetration resistances influenced by rock in sampler. ▪ Moisture condition generally moist. SC, CL, ML 5 BPF to 50 blows for 6 inches of penetration *Abbreviations defined in the attached Descriptive Terminology sheet. Roers Companies, LLC Project B2307983 June 10, 2024 Page 8 We did not perform gradation analysis on the apparent aggregate base material encountered as part of the pavement section, in accordance with our scope of work. Therefore, we cannot conclusively determine if the encountered material satisfies a particular specification. For simplicity in this report, we define existing fill to mean existing, uncontrolled or undocumented fill. B.3. Groundwater Groundwater was encountered between depths of 3 and 35 feet below existing grades in Borings ST-8, ST-10, and ST-14. Given the range of depths/elevations, and the lack of groundwater observed in the native sands at depth in Boring ST-7, it does not appear that our borings penetrated the hydrostatic groundwater surface, but instead encountered perched deposits of groundwater trapped within more permeable layers of soil present throughout the more cohesive, less permeable strata that was predominantly encountered across the site. The depths/elevations at which perched groundwater accumulates seasonally and annually could be shallower/higher at the exploration locations and between exploration locations. Variations should be anticipated. In some cases, the amount of perched groundwater may be significant. Project planning should anticipate seasonal and annual fluctuations of groundwater. B.4. Laboratory Test Results Representative samples obtained during drilling were selected for applicable laboratory testing. Laboratory testing of select samples included moisture content (ASTM D2216), P200 (ASTM C117), organic content (ASTM D2974), and Atterberg Limit (ASTM D4318) testing. The results of laboratory tests are discussed in the following sections of this report and are shown on the boring logs in the Appendix adjacent to samples tested. Roers Companies, LLC Project B2307983 June 10, 2024 Page 9 C. Recommendations C.1. Design and Construction Discussion C.1.a. Building Subgrade Preparation The soil borings performed for this evaluation generally encountered surficial topsoil or pavements overlying existing fill and occasionally alluvial soils underlain by glacial soils to the boring termination depths. Topsoil, pavements, existing fill, alluvial soils, and near surface layers of soft, wet clay or silt soils will need to be removed to expose the competent glacial soils. In addition, any demolished structures and/or abandoned utility lines and associated trenches will need to have soil conditions assessed and improved as needed for support of future structures. Based on the results of the borings, unsuitable soils within the building footprints extend to depths of about 1 1/2 to 19 feet below existing grades. The existing fill observed in the borings was variable in consistency and information regarding its age, placement, and compaction was not available. If left in place, existing fill can lead to detrimental settlement leading to poor structural performance if structures are directly supported on them. Soil correction excavations to prepared foundation and slab subgrades are anticipated to consist of topsoil and pavement stripping, removal of fill and zones of soft alluvial soils, and glacial clay soils (i.e., clays with an N-Value of 6 or less). Once the site has been prepared as recommended, we anticipate the new proposed structures may be supported using conventional spread footing foundations and ground supported slabs. C.1.b. Reuse of On-Site Soils The laboratory testing of the on-site clay fills indicates the material contains layers of slightly organic soils and above the assumed optimum moisture content of the material. Re-use may be challenging as segregation of the organic soils would be required prior to re-use and stockpiling of onsite soils may be limited due to site constraints. The laboratory testing of the native glacial soils indicates the material is near or above its optimum moisture content, and appears suitable for re-use as engineered fill. If on-site soils are re-used for engineered fill, project planning should anticipate moisture condition may be required to achieve compaction prior to re-use. Roers Companies, LLC Project B2307983 June 10, 2024 Page 10 Moisture conditioning and reuse of clayey soils will require spreading or disking the soils in favorable weather which means low humidity, sun or wind, most common in June, July, or August. If grading the soil in wet weather or winter when weather is cold, wet, or limited daylight hours, additional import of soils may be needed. This could include borrow from suitable soils on site or importing soils. If importing soil you may need to import sand at higher cost to grade the site in winter. If on-site clays will be used as backfill of basement walls, post-placement settlement of the compacted backfill should be accounted for. This should be closely considered in design of at grade features with a horizontal distance from the wall equal to the height of the backfill. The site plan we have been provided indicates a patio, including a pool, and some parking spaces at the facility should account for this. Section C.4 contains more details and recommendations for wall backfill and considerations for clay backfill. C.1.c. Deep Structural Fill We understand that for the north side of the west building, there will be two levels below grade adjacent to at-grade interior slab, and will require about 25 feet of wall backfill to establish grade. If on-site clayey soils are used to backfill areas in excess of 10 feet, unfavorable amounts of settlement are anticipated as clays will continue to settle under their own weight. Even when compacted properly, settlement of deep clay backfill on the order of 1 to 3 percent of the backfill height are anticipated, and can take 6 to 12 months to occur. Unless a construction delay is observed following placement of the full height of the backfill, we recommend the project team consider backfilling the below-grade basement walls for the west building with imported sands (SP, SP-SM). In addition to aiding in building performance, the use of sand backfill in this area will provide improved design parameters for wall design. C.1.d. Groundwater Impacts We anticipate excavations for the building and soil corrections will not encounter hydrostatic groundwater. However, perched water should be anticipated and may be encountered across the site above layers of less permeable soil layers of clay and silt soils. As evidenced in Borings ST-8 and ST-14, perched water can be as shallow as 3 feet below grade. Where zones of perched water are encountered, it should be removed from excavations prior to fill or foundation placement. Given the sloping topography water may drain for some time and if encountered during construction, the geotechnical engineer should review. Additional considerations for the control of perched water may apply to this site such as French drains to route the water away from construction depending on the volume of water encountered. C.1.e. Construction Disturbance The clayey soils present across the site are sensitive to disturbance, particularly if they are wet. Contractors should select equipment and construction techniques that minimize soil disturbance especially in exterior areas. Soils that become disturbed and cannot be compacted should be replaced with clean sand or crushed rock without fines. Roers Companies, LLC Project B2307983 June 10, 2024 Page 11 C.1.f. Pavement Support Based on our borings, it is our opinion the pavements can be constructed over the on-site fills or native glacial soils as long as the in-place soils can be stabilized and pass a proofroll test. Some subcuts to remove zones of soft, wet clays and slightly organic soils are recommended when these soils will be within 3 feet of pavement subgrade. Note some drying and compaction of the soil may be needed to provide a stiff base to place and compact subsequent fill soil or to pass a proofroll. C.2. Temporary Retention Currently, open cuts will likely be possible along the south and east sides of the West Building and north, south, and west sides of the East Building. Some temporary retention may be needed to retain soil at other parts of the site. C.2.a. Excavated Slopes Based on the borings, we anticipate on-site soils in excavations will consist of clays. These soils are typically considered Type B Soil under OSHA (Occupational Safety and Health Administration) guidelines. OSHA guidelines indicate unsupported excavations in Type B soils should have a gradient no steeper than 1:1V. Slopes constructed in this manner may still exhibit surface sloughing. OSHA requires an engineer to evaluate slopes or excavations over 20 feet in depth and based on available plans will need to be considered for this site. An OSHA-approved qualified person should review the soil classification in the field. Excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, “Excavations and Trenches.” This document states excavation safety is the responsibility of the contractor. The project specifications should reference these OSHA requirements. C.2.b. Temporary Retention Considerations In areas where an open cut excavation is not possible, the contractor will need to use a temporary retention system. Typically, temporary retention systems consist of soldier piles with wood lagging and we anticipate this would be considered at this site. We recommend that the project team consider several other issues before selecting a retention system, including: ▪ Vibrations that occur during installation and removal of some temporary systems can be annoying or disturbing to neighbors. Roers Companies, LLC Project B2307983 June 10, 2024 Page 12 ▪ High-level vibrations can damage adjacent structures and can densify loose soil, causing settlement of structures, pavements, and utilities. The vibrations primarily affect looser sands, while not encountered within the borings performed for this evaluation, these soils may be present away from the soil borings performed for this evaluation. Sands, if present away from the borings are subject to densification, such as existing fill which may be present below the adjacent street, parking lot and any nearby utility trenches. As this affect diminishes with distance, this is mostly a concern for structures within 10 to 15 feet but can be a consideration up to 25 feet from the retention system. This should be considered as part of retention system selection. ▪ Depending on the final design parameters and requirements, some lateral movement of the retention system may occur. This movement can result in soil subsidence, which may affect adjacent pavements, utilities, and structures up to a horizontal distance equal to the height of the wall. ▪ Obstructions within the soil strata could impact retention system installations such as debris or boulders. The contractor should anticipate some obstructions during installation. ▪ Retention systems in excess of about 10 feet in vertical heights also need to consider the use of tie-back anchors in their design. Tie-backs need to also consider right-of-way impacts to adjacent site features as well as structural impacts, including footing interference. These tie-backs may be temporary or permanent in nature. Tie-backs need to be designed by a licensed engineer. ▪ Some localized soil loss through the wall may occur, particularly with wood lagged systems in areas of loose, poorly graded sand which may be present below the adjacent streets or within existing utility trenches. These voids can also result in subsidence. Techniques should minimize soil loss or voids during construction should not be allowed to occur. ▪ Even with low vibration levels, our experience indicates that vibration-related complaints and damage claims tend to increase when vibration levels become noticeable or are annoying. We recommend designing the temporary shoring using the parameters in Table 3. Roers Companies, LLC Project B2307983 June 10, 2024 Page 13 Table 3. Lateral Parameters for Shoring Design Material Wet Unit Weight (pcf) Friction Angle (deg) Active Equivalent Fluid Pressure* (pcf) At-Rest Equivalent Fluid Pressure* (pcf) Passive Equivalent Fluid Pressure (pcf) Clayey Soils and Existing Fill (SC, CL) 125 26 50 70 320 * Based on Rankine model for soils in a region behind the wall extending at least 2 horizontal feet beyond the bottom outer edges of the wall and then rising up and away from the wall at an angle no steeper than 60 degrees from horizontal. Designs should also consider the slope of any backfill and dead or live loads, including the weight of the wall, retained fill and any structures, placed within a horizontal distance behind the walls that is equal to the height of the retained soils. The wall designer should evaluate the amount of movement that will occur during construction, evaluate the impact on the wall and structures it retains, and describe the monitoring of systems to evaluate wall movement. C.2.c. Owner Considerations Due to the associated risk with excavating for up to 2 levels below grade within an existing slope, we recommend using performance-based specifications and design-build contracting for this work. We recommend requiring the contractor to have at least five years of experience in performing this work in this region, and to demonstrate performing the proposed protection system(s) on at least three previous projects of similar size and scope. The specifications should require the design engineer be licensed in the State of Minnesota. We can assist you with developing a list of pre-qualified contractors prior to bidding, reviewing contractor experience as part of the bidding process, and reviewing submitted designs on your behalf. Structures located near the project site may experience vibrations during construction activities. Excessive ground vibration levels can damage structures, e.g., cracked walls and foundations. Although vibration levels during construction may not necessarily cause damage, our experience is that vibration-related complaints and damage claims tend to increase when vibration levels become noticeable or are annoying. For this reason, we recommend recording vibration levels during construction. We also recommend performing pre-construction surveys on structures within the affected area to document existing conditions. The owner or contractor can then perform a comparative post- construction survey in response to any vibration-related damage claims. C.3. Site Grading and Subgrade Preparation C.3.a. Building Subgrade Excavations Generally, we anticipate excavations to reach the lowest level for the west building will remove the majority of unsuitable soils. However, we recommend removing unsuitable materials from within each Roers Companies, LLC Project B2307983 June 10, 2024 Page 14 building footprint and its oversize areas. We define unsuitable materials as existing fill, frozen materials, organic soils, existing structures, existing utilities, vegetation, alluvial soils, and soft/loose soils. Tables 4 and 5 shows the anticipated excavation depths and bottom elevations for each of the borings performed within or near the west and east apartment buildings, respectively. Table 4. Building Excavation Depths – West Building Location Approximate Surface Elevation (feet) Anticipated Excavation Depth (feet) Anticipated Bottom Elevation (feet) Anticipated Depth Below Lowest Floor FFE = 954.3 (feet) ST-1 973.4 19 954 1/2 Cut to grade ST-2 973.9 9 965 Cut to grade ST-3 975.5 1 1/2 974 Cut to grade ST-4 971.4 7 964 1/2 Cut to grade ST-5 974.3 7 967 1/2 Cut to grade ST-6 974.0 4 970 Cut to grade ST-7 967.2 4 963 Cut to grade ST-8 964.2 4 960 Cut to grade ST-9 965.3 7 958 1/2 Cut to grade Table 5. Building Excavation Depths – East Building Location Approximate Surface Elevation (feet) Anticipated Excavation Depth (feet) Anticipated Bottom Elevation (feet) Anticipated Depth Below Lowest Floor FFE = 965.67 (feet) ST-10 960.9 7 954 11 1/2 A ST-11 959.3 7 952 1/2 13 A ST-12 961.4 1 1/2 960 5 1/2 ST-13 964.2 4 960 5 1/2 ST-14 964.1 2 962 3 1/2 ST-15 970.5 9 961 1/2 4 ST-16 974.7 9 965 1/2 Cut to grade ST-17 974.0 1 1/2 972 1/2 Cut to grade A Anticipated fill depth is greater than 10 feet, see Table 6 Roers Companies, LLC Project B2307983 June 10, 2024 Page 15 Excavation depths will vary between the borings. Portions of the excavations may also extend deeper than indicated by the borings. A geotechnical representative should observe the excavations to make the necessary field judgments regarding the suitability of the exposed soils. The contractor should use equipment and techniques to minimize soil disturbance. If soils become disturbed or are wet, we recommend excavation and replacement with engineered fill. C.3.b. Excavation Oversizing When removing unsuitable materials below structures for soil corrections, we recommend the excavation extend outward and downward at a slope of 1H:1V (horizontal:vertical) or flatter. See Figure 2 for an illustration of excavation oversizing. Figure 2. Generalized Illustration of Oversizing 1. Engineered fill as defined in C.3 2. Excavation oversizing minimum of 1 to 1 (horizontal to vertical) slope or flatter 3. Engineered fill as required to meet pavement support or landscaping requirements as defined in C.3 4. Backslope to OSHA requirements Roers Companies, LLC Project B2307983 June 10, 2024 Page 16 C.3.c. Excavation Dewatering We recommend removing groundwater or collected perched/rainwater from the excavations. Project planning should include temporary sumps and pumps for excavations in low-permeability soils, such as clays and clayey sands. C.3.d. Engineered Fill Materials and Compaction Table 6 below contains our recommendations for engineered fill materials. Table 6. Engineered Fill MaterialsA Locations To Be Used Engineered Fill Classification Possible Soil Type Descriptions Gradation Additional Requirements ▪ Below foundations ▪ Below interior slabs ▪ Behind below-grade walls, beyond drainage layerB ▪ Pavements ▪ Structural fill ▪ Retained fillB ▪ Pavement fill SP, SP-SM, SM, SC, CL (excludes ML, MH, CH) 100% passing 2-inch sieve < 2% Organic Content (OC) Plasticity Index (PI) < 20 ▪ Drainage layer ▪ Non-frost-susceptible ▪ Free-draining ▪ Non-frost- susceptible fill ▪ Clean Sand SP 100% passing 1-inch sieve < 50% passing #40 sieve < 5% passing #200 sieve < 2% OC ▪ Deep structural fill defined as wall backfill or structural fill placed greater than 10 feet below overhead footings, slabs, or other structuresC ▪ Deep structural fill SP, SP-SM 100% passing 1-inch sieve < 12% passing #200 sieve < 2% OC A More select soils comprised of coarse sands with < 5% passing #200 sieve may be needed to accommodate work occurring in periods of wet or freezing weather. B Fill should match lateral earth pressures utilized by the structural engineer for below grade or retaining wall design. C To limit the risk of settlement from fill consolidation. We recommend spreading engineered fill in loose lifts of approximately 8 to 12 inches thick. We recommend compacting engineered fill in accordance with the criteria presented below in Table 7. The project documents should specify relative compaction of engineered fill, based on the structure located above the engineered fill, and vertical proximity to that structure. Roers Companies, LLC Project B2307983 June 10, 2024 Page 17 Table 7. Compaction Recommendations Summary Reference Relative Compaction, percent (ASTM D698 – Standard Proctor) Moisture Content Variance from Optimum, percentage points < 12% Passing #200 Sieve (typically SP, SP-SM) > 12% Passing #200 Sieve (typically CL, SC, ML, SM) Within building pad (below foundation and interior slabs) and oversizing zones 98 ±3 -1 to +3 Within 3 feet of pavement subgrade 100 ±3 -2 to +1 Below exterior slabs not subject to vehicle loads (i.e. stoops, sidewalks) or more than 3 feet below pavement subgrade 95 ±3 ±3 Adjacent to below-grade wall 95* ±3 -1 to +3 *Increase compaction requirement to meet compaction required for structure supported by this engineered fill. The project documents should not allow the contractor to use frozen material as engineered fill or to place engineered fill on frozen material. Frost should not penetrate under foundations during construction. We recommend performing density tests in engineered fill to evaluate if the contractors are effectively compacting the soil and meeting project requirements. C.3.e. Special Inspections of Soils We recommend including the site grading and placement of engineered fill within the building pad under the requirements of Special Inspections, as provided in Chapter 17 of the International Building Code, which is part of the Minnesota State Building Code. Special Inspection requires observation of soil conditions below engineered fill or footings, evaluations to determine if excavations extend to the anticipated soils, and if engineered fill materials meet requirements for type of engineered fill and compaction condition of engineered fill. A licensed geotechnical engineer should direct the Special Inspections of site grading and engineered fill placement. The purpose of these Special Inspections is to evaluate whether the work is in accordance with the approved Geotechnical Report for the project. Special Inspections should include evaluation of the subgrade, observing preparation of the subgrade (surface compaction or dewatering, excavation oversizing, placement procedures and materials used for engineered fill, etc.) and compaction testing of the engineered fill. Roers Companies, LLC Project B2307983 June 10, 2024 Page 18 C.4. Spread Footings Table 8 below contains our recommended parameters for foundation design. Table 8. Recommended Spread Footing Design Parameters Item Description Maximum net allowable bearing pressure (psf) 4,000 Minimum factor of safety for bearing capacity failure 3.0 Minimum width (inches): Perimeter strip footings Column pads 24 36 Minimum embedment below final exterior grade for heated structures (inches) 42 Minimum embedment below final exterior grade for unheated structures or for footings not protected from freezing temperatures during construction (inches) 60 Total estimated settlement (inches) Less than 1 Differential settlement Typically about 1/2 of total settlement* * Actual differential settlement amounts will depend on final loads and foundation layout. If needed, we can further evaluate differential settlement based on final foundation plans and loadings. C.5. Below-Grade Walls The entire footprint of each apartment building is anticipated to have at least one level of below grade parking with up to two levels depending on adjacent site grades, where the lowest floor elevation is approximately 22 feet below the main floor. The following recommendations should be used for designing the perimeter below grade walls. C.5.a. Drainage Control We recommend installing drain tile to remove water behind the below-grade walls, at the location shown in Figure 3 The below-grade wall drainage system should also incorporate free-draining, engineered fill or a drainage board placed against the wall and connected to the drain tile. Even with the use of free-draining, engineered fill, we recommend general waterproofing of below-grade walls that surround occupied or potentially occupied areas because of the potential cost impacts related to seepage after construction is complete. Roers Companies, LLC Project B2307983 June 10, 2024 Page 19 Figure 3. Generalized Illustration of Wall Engineered Fill The materials listed in the sketch should meet the definitions in Section C.3.f. Low-permeability material is capable of directing water away from the wall, like clay, topsoil or pavement. The project documents should indicate if the contractor should brace the walls prior to filling and allowable unbalanced fill heights. As shown in Figure 3, we recommend Zone 2 consist of retained, engineered fill, and this material will control lateral pressures on the wall. However, we are also providing design parameters for using other engineered fill material. If final design uses non-sand material for engineered fill, project planning should account for the following items: ▪ Other engineered fill material may result in higher lateral pressure on the wall. ▪ Other engineered fill material may be more difficult to compact. ▪ Post-construction consolidation of other engineered fill material may result in settlement- related damage to the structures or slabs supported on the engineered fill. Post-construction settlement of other engineered fill material may also cause drainage towards the structure. The magnitude of consolidation could be up to about 3 percent of the wall fill thickness. 1. 2-foot wide area of Free- Draining Engineered Fill or Drainage Board 2. Retained Engineered Fill 3. 1 foot of Low-Permeability Soil or Pavement Roers Companies, LLC Project B2307983 June 10, 2024 Page 20 C.5.b. Configuring and Resisting Lateral Loads Below-grade wall design can use active earth pressure conditions, if the walls can rotate slightly. If the wall design cannot tolerate rotation, then design should use at-rest earth pressure conditions. Rotation up to 0.002 times the wall height is generally required for walls supporting sand. Rotation up to 0.02 times the wall height is required when wall supports clay. Table 9 presents our recommended lateral coefficients and equivalent fluid pressures for wall design of active, at-rest and passive earth pressure conditions. The table also provides recommended wet unit weights and internal friction angles. Designs should also consider the slope of any engineered fill and dead or live loads placed behind the walls within a horizontal distance that is equal to the height of the walls. Our recommended values assume the wall design provides drainage so water cannot accumulate behind the walls. The construction documents should clearly identify what soils the contractor should use for engineered fill of walls. Table 9. Recommended Below-Grade Wall Design Parameters – Drained Conditions Retained Soil Wet Unit Weight, pcf Friction Angle, degrees Active Equivalent Fluid Pressure* (pcf) At-Rest Equivalent Fluid Pressure* (pcf) Passive Equivalent Fluid Pressure (pcf) Imported Sand (SP, SP-SM) 115 34 35 55 N/A Clay Backfill (SC, CL) 130 26 55 75 330 *Based on Rankine model for soils in a region behind the wall extending at least 2 horizontal feet beyond the bottom outer edges of the wall footings and then rising up and away from the wall at an angle no steeper than 60 degrees from horizontal. Sliding resistance between the bottom of the footing and the soil can also resist lateral pressures. We recommend assuming a sliding coefficient equal to 0.35 between the concrete and soil. Alternatively, to improve the sliding coefficient to 0.55, we recommend that a minimum of 18 inches be subcut below the wall footing be performed and replaced with 2-inch diameter crushed rock. The rock should be placed in lifts no greater than 6 inches and compacted with multiple passes by a large (minimum 3 1/2 foot diameter) smooth-drum, vibratory roller. The values presented in this section are un-factored. Roers Companies, LLC Project B2307983 June 10, 2024 Page 21 C.6. Interior Slabs C.6.a. Subgrade Modulus The anticipated floor subgrade is anticipated to consist of native clayey soils or engineered fill overlying the native glacial soils. We recommend using a modulus of subgrade reaction, k, of 125 pounds per square inch per inch of deflection (pci) to design the slabs. If the slab design requires placing 6 inches of compacted crushed aggregate base immediately below the slab, the slab design may increase the k-value by 50 pci. We recommend that the aggregate base materials be free of bituminous. In addition to improving the modulus of subgrade reaction, an aggregate base facilitates construction activities and is less weather sensitive. C.6.b. Moisture Vapor Protection Excess transmission of water vapor could cause floor dampness, certain types of floor bonding agents to separate, or mold to form under floor coverings. If project planning includes using floor coverings or coatings, we recommend placing a vapor retarder or vapor barrier immediately beneath the slab. We also recommend consulting with floor covering manufacturers regarding the appropriate type, use and installation of the vapor retarder or barrier to preserve warranty assurances. C.7. Frost Protection C.7.a. General Clayey soils will underlie exterior slabs, as well as pavements. We consider these soils to be moderately to highly frost susceptible. Soils of this type can retain moisture and heave upon freezing. In general, this characteristic is not an issue unless these soils become saturated, due to surface runoff or infiltration, or are excessively wet in situ. Once frozen, unfavorable amounts of general and isolated heaving of the soils and the surface structures supported on them could develop. This type of heaving could affect design drainage patterns and the performance of exterior slabs and pavements, as well as any isolated exterior footings and piers. Note that general runoff and infiltration from precipitation are not the only sources of water that can saturate subgrade soils and contribute to frost heave. Roof drainage and irrigation of landscaped areas in close proximity to exterior slabs, pavements, and isolated footings and piers, contribute as well. C.7.b. Frost Heave Mitigation To address most of the heave related issues, we recommend setting general site grades and grades for exterior surface features to direct surface drainage away from buildings, across large paved areas and away from walkways. Such grading will limit the potential for saturation of the subgrade and subsequent Roers Companies, LLC Project B2307983 June 10, 2024 Page 22 heaving. General grades should also have enough “slope” to tolerate potential larger areas of heave, which may not fully settle after thawing. Even small amounts of frost-related differential movement at walkway joints or cracks can create tripping hazards. Project planning can explore several subgrade improvement options to address this condition. One of the more conservative subgrade improvement options to mitigate potential heave is removing any frost-susceptible soils present below the exterior slab areas down to a minimum depth of 4 feet below subgrade elevations. We recommend filling the resulting excavation with non-frost-susceptible fill. We also recommend sloping the bottom of the excavation toward one or more collection points to remove any water entering the engineered fill. This approach will not be effective in controlling frost heave without removing the water. An important geometric aspect of the excavation and replacement approach described above is sloping the banks of the excavations to create a more gradual transition between the unexcavated soils considered frost susceptible and the engineered fill in the excavated area, which is not frost susceptible. The slope allows attenuation of differential movement that may occur along the excavation boundary. We recommend slopes that are 3H:1V, or flatter, along transitions between frost-susceptible and non- frost-susceptible soils. Figure 4 shows an illustration summarizing some of the recommendations. Figure 4. Frost Protection Geometry Illustration Roers Companies, LLC Project B2307983 June 10, 2024 Page 23 Another option is to limit frost heave in critical areas, such as doorways and entrances, via frost-depth footings or localized excavations with sloped transitions between frost-susceptible and non-frost- susceptible soils, as described above. Over the life of slabs, cracks will develop and joints will open up, which will expose the subgrade and allow water to enter from the surface and either saturate or perch atop the subgrade soils. This water intrusion increases the potential for frost heave or moisture-related distress near the crack or joint. Therefore, we recommend implementing a detailed maintenance program to seal and/or fill any cracks and joints. The maintenance program should give special attention to areas where dissimilar materials abut one another, where construction joints occur and where shrinkage cracks develop. C.8. Pavements and Exterior Slabs C.8.a. Pavement and Exterior Slab Subgrade Preparation We recommend the following steps for pavement and exterior slab subgrade preparation, understanding the site will have a grade change of 3 feet or less. Note that project planning may need to require additional subcuts to limit frost heave. 1. Strip unsuitable soils consisting of topsoil, organic soils, vegetation, existing structures and pavements from the area, within 3 feet of the surface of the proposed pavement grade. 2. Have a geotechnical representative observe the excavated subgrade to evaluate if additional subgrade improvements are necessary. 3. Slope subgrade soils to areas of sand or drain tile to allow the removal of accumulating water. 4. Scarify, moisture condition and surface compact the subgrade with at least five passes of a large roller with a minimum drum diameter of 3 1/2 feet. 5. Place pavement engineered fill to grade and compact in accordance with Section C.3.f to bottom of pavement and exterior slab section. See Section C.7 for additional considerations related to frost heave. 6. Proofroll the pavement or exterior slab subgrade as described in Section C.3.e. To improve long-term pavement performance, consideration may be given to the incorporation of 18 inches of granular engineered fill in paved areas, in addition to the recommendations above, as a sand subbase. Section C.8 provides recommended pavement design sections with and without the sand subbase. Note, we recommend sloping subgrade soils to promote drainage and removal of accumulated water. Roers Companies, LLC Project B2307983 June 10, 2024 Page 24 C.8.b. Pavement Subgrade Proofroll After preparing the subgrade as described above and prior to the placement of the aggregate base, we recommend proofrolling the subgrade soils with a fully loaded tandem-axle truck. We also recommend having a geotechnical representative observe the proofroll. Areas that fail the proofroll likely indicate soft or weak areas that will require additional soil correction work to support pavements. The contractor should correct areas that display excessive yielding or rutting during the proofroll, as determined by the geotechnical representative. Possible options for subgrade correction include moisture conditioning and recompaction, subcutting and replacement with soil or crushed aggregate, chemical stabilization and/or geotextiles. We recommend performing a second proofroll after the aggregate base material is in place, and prior to placing bituminous or concrete pavement. C.8.c. Design Sections As previously discussed, the subgrade will primarily be clayey, so we recommend considering the incorporation of a clean, free draining sand subbase into pavement design. Inclusion of the subbase section will promote drainage of the subgrade and reduce frost impact to the overlying pavement. Our scope of services for this project did not include laboratory tests on subgrade soils to determine an R-value for pavement design. Based on our experience with similar clay soils anticipated at the pavement subgrade elevation, we recommend pavement design assume an R-value of 12. Note the contractor may need to perform limited removal of unsuitable or less suitable soils to achieve this value. Table 10 provides recommended pavement sections, based on the soils support and traffic loads for sections with or without a sand subbase. Table 10. Recommended Pavement Sections Pavement Type Layer Minimum Thickness (inches) MnDOT Specification/Designation Light duty pavement Bituminous 1 1/2 (wear course) SPWEA340C 2 (non-wear course) SPWEB330C Aggregate Base 5 8 Class 5 or 6 Sand Subbase 18 0 MnDOT Select Granular Heavy duty pavement - Flexible Bituminous 2 (wear course) SPWEA340C 2 (non-wear course) SPWEB330C Aggregate Base 6 10 Class 5 or 6 Sand Subbase 18 0 MnDOT Select Granular Heavy duty pavement - Rigid Concrete 6 6 3A21 (slipform placement) 3A41 (fixed-form placement) Aggregate Base 4 6 Class 5 or 6 Sand Subbase 18 0 MnDOT Select Granular Roers Companies, LLC Project B2307983 June 10, 2024 Page 25 Note that the recommended thicknesses included in Table 10 are minimum design values and contingencies should be included for tolerances in individual course thickness. C.8.d. Concrete Pavements We assumed the concrete pavement sections in Table 10 will have edge support. We recommend placing an aggregate base below the pavement to provide a suitable subgrade for concrete placement, reduce faulting and help dissipate loads. Appropriate mix designs, panel sizing, jointing, doweling and edge reinforcement are critical to performance of rigid pavements. We recommend you contact your civil engineer to determine the final design or consult with us for guidance on these items. C.8.e. Subgrade Drainage We recommend installing perforated drainpipes throughout pavement areas at low points, around catch basins, and behind curb in landscaped areas. We also recommend installing drainpipes along pavement and exterior slab edges where exterior grades promote drainage toward those edge areas. The contractor should place drainpipes in small trenches, extended at least 8 inches below the granular subbase layer, or below the aggregate base material where no subbase is present. C.8.f. Performance and Maintenance We based the above pavement designs on a 20-year performance life for bituminous and a 35-year life for concrete. This is the amount of time before we anticipate the pavement will require reconstruction. This performance life assumes routine maintenance, such as seal coating and crack sealing. The actual pavement life will vary depending on variations in weather, traffic conditions and maintenance. It is common to place the non-wear course of bituminous and then delay placement of wear course. For this situation, we recommend evaluating if the reduced pavement section will have sufficient structure to support construction traffic. Many conditions affect the overall performance of the exterior slabs and pavements. Some of these conditions include the environment, loading conditions and the level of ongoing maintenance. With regard to bituminous pavements in particular, it is common to have thermal cracking develop within the first few years of placement, and continue throughout the life of the pavement. We recommend developing a regular maintenance plan for filling cracks in exterior slabs and pavements to lessen the potential impacts for cold weather distress due to frost heave or warm weather distress due to wetting and softening of the subgrade. Roers Companies, LLC Project B2307983 June 10, 2024 Page 26 C.9. Utilities C.9.a. Subgrade Stabilization Earthwork activities associated with utility installations located inside the building area should adhere to the recommendations in Section C.3. For exterior utilities, we anticipate the soils at typical invert elevations will be suitable for utility support. However, if construction encounters unfavorable conditions such as soft clay, organic soils or perched water at invert grades, the unsuitable soils may require some additional subcutting and replacement with sand or crushed rock to prepare a proper subgrade for pipe support. Project design and construction should not place utilities within the 1H:1V oversizing of foundations. C.9.b. Corrosion Potential Based on our experience, the soils encountered by the borings are moderately corrosive to metallic conduits, but only marginally corrosive to concrete. We recommend specifying non-corrosive materials or providing corrosion protection, unless project planning chooses to perform additional tests to demonstrate the soils are not corrosive. C.10. Stormwater The soils on the site are predominantly clayey and are not conducive to efficient infiltration, thus we do not recommend project planning consider infiltration as part of stormwater management. Based on the Minnesota Stormwater Manual, the soils at this site are generally considered as Hydrologic Soil Group D and can allow for an infiltration rate of 0.06 inches per hour or less. This geotechnical evaluation does not constitute a review of site suitability for stormwater infiltration or evaluate the potential impacts, if any, from infiltration of large amounts of stormwater. C.11. Equipment Support The recommendations included in the report may not be applicable to equipment used for the construction and maintenance of this project. We recommend evaluating subgrade conditions in areas of shoring, scaffolding, cranes, pumps, lifts and other construction equipment prior to mobilization to determine if the exposed materials are suitable for equipment support, or require some form of subgrade improvement. We also recommend project planning consider the effect that loads applied by such equipment may have on structures they bear on or surcharge – including pavements, buried utilities, below-grade walls, etc. We can assist you in this evaluation. Roers Companies, LLC Project B2307983 June 10, 2024 Page 27 D. Procedures D.1. Penetration Test Borings We drilled the penetration test borings with an all-terrain vehicle-mounted core and auger drill equipped with hollow-stem auger. We performed the borings in general accordance with ASTM D6151 taking penetration test samples at 2 1/2- or 5-foot intervals in general accordance to ASTM D1586. The boring logs show the actual sample intervals and corresponding depths. We sealed penetration test boreholes meeting the Minnesota Department of Health (MDH) Environmental Borehole criteria with an MDH-approved grout. D.2. Exploration Logs D.2.a. Log of Boring Sheets The Appendix includes Log of Boring sheets for our penetration test borings. The logs identify and describe the penetrated geologic materials, and present the results of penetration resistance and other in-situ tests performed. The logs also present the results of laboratory tests performed on penetration test samples, and groundwater measurements. We inferred strata boundaries from changes in the penetration test samples and the auger cuttings. Because we did not perform continuous sampling, the strata boundary depths are only approximate. The boundary depths likely vary away from the boring locations, and the boundaries themselves may occur as gradual rather than abrupt transitions. D.2.b. Geologic Origins We assigned geologic origins to the materials shown on the logs and referenced within this report, based on: (1) a review of the background information and reference documents cited above, (2) visual classification of the various geologic material samples retrieved during the course of our subsurface exploration, (3) penetration resistance testing performed for the project, (4) laboratory test results, and (5) available common knowledge of the geologic processes and environments that have impacted the site and surrounding area in the past. Roers Companies, LLC Project B2307983 June 10, 2024 Page 28 D.3. Material Classification and Testing D.3.a. Visual and Manual Classification We visually and manually classified the geologic materials encountered based on ASTM D2488. When we performed laboratory classification tests, we used the results to classify the geologic materials in accordance with ASTM D2487. The Appendix includes a chart explaining the classification system we used. D.3.b. Laboratory Testing The exploration logs in the Appendix note most of the results of the laboratory tests performed on geologic material samples. We performed the tests in general accordance with ASTM procedures. D.4. Groundwater Measurements The drillers checked for groundwater while advancing the penetration test borings, and again after auger withdrawal. We then filled the boreholes or allowed them to remain open for an extended period of observation, as noted on the boring logs. E. Qualifications E.1. Variations in Subsurface Conditions E.1.a. Material Strata We developed our evaluation, analyses and recommendations from a limited amount of site and subsurface information. It is not standard engineering practice to retrieve material samples from exploration locations continuously with depth. Therefore, we must infer strata boundaries and thicknesses to some extent. Strata boundaries may also be gradual transitions, and project planning should expect the strata to vary in depth, elevation and thickness, away from the exploration locations. Variations in subsurface conditions present between exploration locations may not be revealed until performing additional exploration work, or starting construction. If future activity for this project reveals any such variations, you should notify us so that we may reevaluate our recommendations. Such variations could increase construction costs, and we recommend including a contingency to accommodate them. Roers Companies, LLC Project B2307983 June 10, 2024 Page 29 E.1.b. Groundwater Levels We made groundwater measurements under the conditions reported herein and shown on the exploration logs, and interpreted in the text of this report. Note that the observation periods were relatively short, and project planning can expect groundwater levels to fluctuate in response to rainfall, flooding, irrigation, seasonal freezing and thawing, surface drainage modifications and other seasonal and annual factors. E.2. Continuity of Professional Responsibility E.2.a. Plan Review We based this report on a limited amount of information, and we made a number of assumptions to help us develop our recommendations. We should be retained to review the geotechnical aspects of the designs and specifications. This review will allow us to evaluate whether we anticipated the design correctly, if any design changes affect the validity of our recommendations, and if the design and specifications correctly interpret and implement our recommendations. E.2.b. Construction Observations and Testing We recommend retaining us to perform the required observations and testing during construction as part of the ongoing geotechnical evaluation. This will allow us to correlate the subsurface conditions exposed during construction with those encountered by the borings and provide professional continuity from the design phase to the construction phase. If we do not perform observations and testing during construction, it becomes the responsibility of others to validate the assumption made during the preparation of this report and to accept the construction-related geotechnical engineer-of-record responsibilities. E.3. Use of Report This report is for the exclusive use of the addressed parties. Without written approval, we assume no responsibility to other parties regarding this report. Our evaluation, analyses and recommendations may not be appropriate for other parties or projects. E.4. Standard of Care In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under similar circumstances by reputable members of its profession currently practicing in the same locality. No warranty, express or implied, is made. Appendix ST-1 ST-2 ST-3 ST-4 ST-5 ST-6 ST-7 ST-8 ST-9 ST-18 ST-19 ST-16 ST-17 ST-15 ST-14 ST-13 ST-12 ST-10 ST-11 W. 78TH STREET MARKET BOULEVARDMARKET ST R E E T F:\2023\B2307983\CAD\B2307983.dwg,Geotech,9/28/2023 5:32:49 AMbraunintertec.com 952.995.2000 Minneapolis, MN 55438 11001 Hampshire Avenue S Project No: B2307983 Drawn By: Date Drawn: Checked By: Last Modified:9/28/23 Drawing No: Project Information Drawing Information B2307983 JAG 8/28/23 AS Chanhassen Multi-Family Development 591 W. 78th Street Chanhassen, Minnesota Soil Boring Location SketchN DENOTES APPROXIMATE LOCATION OF STANDARD PENETRATION TEST BORING 0 SCALE:1"= 80' 80'40' Elev./ Depth ft 972.6 0.8 964.4 9.0 961.4 12.0 954.4 19.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) LEAN CLAY (CL), trace roots, black, moist (TOPSOIL FILL) FILL: SANDY LEAN CLAY (CL), trace Gravel, slightly organic, dark brown and gray, moist CLAYEY SAND (SC), trace Gravel, brown and gray, moist, medium (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) Becoming gray at 24 feet Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 1-4-4 (8) 9" 3-3-3 (6) 17" 3-4-5 (9) 18" 2-3-4 (7) 17" 2-3-3 (6) 17" 2-2-3 (5) 18" 3-5-8 (13) 18" 6-8-9 (17) 18" 15-9-10 (19) 18" qₚtsf 2.75 2.5 4 MC % 20 22 Tests or Remarks OC=2% LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-1 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181136.7 EASTING:559376.5 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/07/23 END DATE:09/07/23 SURFACE ELEVATION:973.4 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-1 page 1 of 2 Elev./ Depth ft 937.4 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 4-7-8 (15) 18" qₚtsf 2 MC %Tests or Remarks Water not observed while drilling. Water not observed to cave-in depth of 31.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-1 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181136.7 EASTING:559376.5 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/07/23 END DATE:09/07/23 SURFACE ELEVATION:973.4 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-1 page 2 of 2 Elev./ Depth ft 972.6 1.3 969.9 4.0 964.9 9.0 961.9 12.0 959.9 14.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 5 inches of concrete over 11 inches of apparent aggregate base FILL: LEAN CLAY (CL), contains lenses of Silt, brown, moist SILTY CLAY (CL-ML), brown, moist, medium to stiff (ALLUVIUM) CLAYEY SAND (SC), trace Gravel, brown, moist, stiff (GLACIAL TILL) CLAYEY SAND (SC), trace Gravel, brown, moist, very stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, dark brown, moist, stiff to hard (GLACIAL TILL) Becoming gray at 19 feet Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-4-5 (9) 16" 4-6-4 (10) 18" 3-3-4 (7) 17" 4-5-6 (11) 18" 5-9-10 (19) 17" 9-10-13 (23) 18" 6-6-7 (13) 18" 5-7-7 (14) 18" 9-9-9 (18) 18" qₚtsf 3.75 2.25 2.5 MC % 30 24 Tests or Remarks LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-2 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181146.2 EASTING:559523.5 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/08/23 END DATE:09/08/23 SURFACE ELEVATION:973.9 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Concrete WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-2 page 1 of 2 Elev./ Depth ft 937.9 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, dark brown, moist, stiff to hard (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 10-13-20 (33) 0" qₚtsf MC %Tests or Remarks No recovery Water not observed at end of drilling. Water not observed to cave-in depth of 29.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-2 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181146.2 EASTING:559523.5 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/08/23 END DATE:09/08/23 SURFACE ELEVATION:973.9 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Concrete WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-2 page 2 of 2 Elev./ Depth ft 974.0 1.5 966.5 9.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 6 inches of concrete over 12 inches of apparent aggregate base CLAYEY SAND (SC), trace Gravel, brown, moist, stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) Becoming gray at 24 feet Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 3-4-5 (9) 18" 3-5-5 (10) 18" 4-6-6 (12) 18" 4-4-7 (11) 18" 4-7-7 (14) 18" 4-7-7 (14) 18" 4-7-9 (16) 18" 4-6-6 (12) 18" 4-8-9 (17) 18" qₚtsf 2.5 3 3 2.5 3.75 MC % 18 20 Tests or Remarks LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-3 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181142.1 EASTING:559673.1 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/08/23 END DATE:09/08/23 SURFACE ELEVATION:975.5 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Concrete WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-3 page 1 of 2 Elev./ Depth ft 939.5 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 4-6-7 (13) 17" qₚtsf MC %Tests or Remarks Water not observed while drilling. Water not observed to cave-in depth of 30.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-3 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181142.1 EASTING:559673.1 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/08/23 END DATE:09/08/23 SURFACE ELEVATION:975.5 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Concrete WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-3 page 2 of 2 Elev./ Depth ft 970.6 0.8 964.4 7.0 962.4 9.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) LEAN CLAY (CL), trace roots, black, moist (TOPSOIL FILL) FILL: SANDY LEAN CLAY (CL), trace Gravel, brown to gray, moist Slightly organic at 5 feet CLAYEY SAND (SC), contains lenses of Silt, brown and gray, moist, stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium to very stiff (GLACIAL TILL) Becoming dark brown at 19 feet Becoming gray at 24 feet Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 1-3-3 (6) 17" 3-4-4 (8) 18" 2-4-5 (9) 17" 3-4-4 (8) 18" 3-4-6 (10) 18" 3-5-6 (11) 18" 5-9-10 (19) 18" 4-6-7 (13) 18" 8-11-13 (24) 0" qₚtsf 2.5 3 2.25 4 2.75 MC % 20 19 Tests or Remarks OC=5% LL=33, PL=18, PI=15 No recovery LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-4 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181048.2 EASTING:559374.4 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/06/23 END DATE:09/06/23 SURFACE ELEVATION:971.4 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Cloudy B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-4 page 1 of 2 Elev./ Depth ft 935.4 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium to very stiff (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 5-8-10 (18) 18" qₚtsf 3.25 MC %Tests or Remarks Water not observed while drilling. Water not observed to cave-in depth of 30.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-4 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181048.2 EASTING:559374.4 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/06/23 END DATE:09/06/23 SURFACE ELEVATION:971.4 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Cloudy B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-4 page 2 of 2 Elev./ Depth ft 973.4 0.9 970.3 4.0 967.3 7.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) LEAN CLAY (CL), trace roots, black, moist (TOPSOIL FILL) FILL: SILTY SAND (SM), fine to medium- grained, trace Gravel, trace bituminous debris, brown, moist FILL: SANDY LEAN CLAY (CL), trace Gravel, dark brown, moist SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium to very stiff (GLACIAL TILL) Becoming gray at 26 feet Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-3-3 (6) 16" 4-3-2 (5) 15" 3-4-5 (9) 17" 3-4-4 (8) 18" 4-6-7 (13) 18" 8-8-12 (20) 18" 15-13-11 (24) 1" 9-10-7 (17) 17" 12-8-10 (18) 18" qₚtsf 3 2.25 3.25 MC % 20 19 Tests or Remarks No recovery LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-5 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181049.1 EASTING:559556.9 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/06/23 END DATE:09/06/23 SURFACE ELEVATION:974.3 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Cloudy B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-5 page 1 of 2 Elev./ Depth ft 938.3 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium to very stiff (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 8-8-10 (18) 18" qₚtsf 3 MC %Tests or Remarks Water not observed while drilling. Water not observed to cave-in depth of 30.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-5 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181049.1 EASTING:559556.9 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/06/23 END DATE:09/06/23 SURFACE ELEVATION:974.3 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Cloudy B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-5 page 2 of 2 Elev./ Depth ft 972.2 1.8 970.0 4.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 6 inches of concrete over 16 inches of apparent aggregate base FILL: CLAYEY SAND (SC), trace Gravel, brown, moist SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) Becoming gray at 24 feet Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 1-2-3 (5) 16" 3-5-6 (11) 18" 3-6-6 (12) 18" 3-6-7 (13) 18" 6-7-10 (17) 18" 5-8-10 (18) 18" 6-7-11 (18) 18" 3-6-6 (12) 18" 2-4-5 (9) 18" qₚtsf 3.5 4.25 1.75 2 MC % 18 20 Tests or Remarks LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-6 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181048.1 EASTING:559687.4 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/07/23 END DATE:09/07/23 SURFACE ELEVATION:974.0 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Concrete WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-6 page 1 of 2 Elev./ Depth ft 938.0 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 4-6-8 (14) 18" qₚtsf MC %Tests or Remarks Water not observed while drilling. Water not observed to cave-in depth of 31.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-6 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181048.1 EASTING:559687.4 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/07/23 END DATE:09/07/23 SURFACE ELEVATION:974.0 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Concrete WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-6 page 2 of 2 Elev./ Depth ft 965.9 1.3 963.2 4.0 960.2 7.0 943.2 24.0 939.2 28.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 5 inches of concrete over 10 inches of apparent aggregate base FILL: CLAYEY SAND (SC), trace Gravel, slightly organic, gray, moist CLAYEY SAND (SC), trace Gravel, brown, moist, medium (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) Becoming gray at 19 feet CLAYEY SAND (SC), trace Gravel, brown, moist, very stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, gray, moist, stiff (GLACIAL TILL) Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 1-4-4 (8) 17" 2-3-4 (7) 18" 4-5-7 (12) 18" 5-6-8 (14) 18" 6-8-11 (19) 18" 4-7-8 (15) 18" 5-6-8 (14) 18" 8-12-13 (25) 17" 4-6-8 (14) 18" qₚtsf 2 3 4 4 2.5 1.75 3 MC % 17 17 Tests or Remarks Blow count influenced by rock in sampler LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-7 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180930.1 EASTING:559370.9 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/06/23 END DATE:09/06/23 SURFACE ELEVATION:967.2 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Concrete WEATHER:Cloudy B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-7 page 1 of 2 Elev./ Depth ft 933.2 34.0 931.2 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, gray, moist, stiff (GLACIAL TILL) POORLY GRADED SAND with SILT (SP-SM), fine to medium-grained, trace Gravel, brown, moist, dense (GLACIAL OUTWASH) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 6-17-17 (34) 18" qₚtsf MC %Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-7 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180930.1 EASTING:559370.9 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/06/23 END DATE:09/06/23 SURFACE ELEVATION:967.2 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Concrete WEATHER:Cloudy B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-7 page 2 of 2 Elev./ Depth ft 962.3 1.9 960.2 4.0 940.2 24.0 935.2 29.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 7 inches of bituminous over 16 inches of apparent aggregate base FILL: SANDY LEAN CLAY (CL), trace Gravel, brown, moist SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff (GLACIAL TILL) CLAYEY SAND (SC), trace Gravel, brown, moist, stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, gray, moist, very stiff (GLACIAL TILL) Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 1-3-4 (7) 17" 3-4-5 (9) 18" 4-5-7 (12) 18" 4-5-7 (12) 18" 4-6-7 (13) 18" 4-5-8 (13) 18" 4-5-7 (12) 18" 5-6-8 (14) 18" 9-10-11 (21) 18" qₚtsf 2.25 3 3 3 3.25 3 3.5 MC % 20 19 Tests or Remarks LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-8 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180906.3 EASTING:559527.1 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/06/23 END DATE:09/06/23 SURFACE ELEVATION:964.2 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Blacktop WEATHER:Cloudy B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-8 page 1 of 2 Elev./ Depth ft 928.2 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, gray, moist, very stiff (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 5-7-9 (16) 18" qₚtsf MC %Tests or Remarks Water not observed while drilling. Water observed at 17.0 feet with a cave-in depth of 28.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-8 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180906.3 EASTING:559527.1 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/06/23 END DATE:09/06/23 SURFACE ELEVATION:964.2 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Blacktop WEATHER:Cloudy B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-8 page 2 of 2 Elev./ Depth ft 964.0 1.3 961.3 4.0 958.3 7.0 953.3 12.0 951.3 14.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 4 inches of bituminous over 11 inches of apparent aggregate base FILL: CLAYEY SAND (SC), trace Gravel, brown, moist FILL: SANDY LEAN CLAY (CL), trace Gravel, brown, moist SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff (GLACIAL TILL) CLAYEY SAND (SC), trace Gravel, brown, moist, stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, very stiff to stiff (GLACIAL TILL) Becoming gray at 19 feet Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 4-3-3 (6) 14" 3-2-4 (6) 12" 4-7-7 (14) 18" 4-7-8 (15) 18" 5-6-8 (14) 18" 4-6-8 (14) 18" 6-8-9 (17) 18" 3-5-6 (11) 18" 4-4-6 (10) 18" qₚtsf 2.5 3.25 3.5 2.25 2.5 1.25 MC % 19 18 Tests or Remarks LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-9 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180909.1 EASTING:559654.7 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/05/23 END DATE:09/05/23 SURFACE ELEVATION:965.3 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Blacktop WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-9 page 1 of 2 Elev./ Depth ft 929.3 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, very stiff to stiff (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 3-5-7 (12) 18" qₚtsf MC %Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-9 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180909.1 EASTING:559654.7 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/05/23 END DATE:09/05/23 SURFACE ELEVATION:965.3 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Blacktop WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-9 page 2 of 2 Elev./ Depth ft 959.6 1.3 953.9 7.0 946.9 14.0 941.9 19.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) CLAYEY SAND (SC), trace Gravel, dark brown, moist (TOPSOIL FILL) FILL: LEAN CLAY (CL), trace Gravel, contains seams of black Clay, brown and gray, moist SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff (GLACIAL TILL) CLAYEY SAND (SC), trace Gravel, contains lenses of Sand, brown, moist, stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, gray, moist to wet, medium to very stiff (GLACIAL TILL) Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 4-7-11 (18) 18" 5-6-6 (12) 16" 3-4-5 (9) 18" 3-4-5 (9) 18" 4-5-5 (10) 18" 4-8-5 (13) 18" 3-4-4 (8) 18" 3-4-5 (9) 18" 3-5-7 (12) 6" qₚtsf 2.25 2.75 MC % 11 20 Tests or Remarks OC=2% LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-10 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180653.8 EASTING:559804.2 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/01/23 END DATE:09/01/23 SURFACE ELEVATION:960.9 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-10 page 1 of 2 Elev./ Depth ft 924.9 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, gray, moist to wet, medium to very stiff (GLACIAL TILL) With layer of SILTY SAND, wet at 35 feet END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 8-8-11 (19) 8" qₚtsf MC %Tests or Remarks Water observed at 35.0 feet at end of drilling. Water not observed to cave-in depth of 27.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-10 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180653.8 EASTING:559804.2 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/01/23 END DATE:09/01/23 SURFACE ELEVATION:960.9 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-10 page 2 of 2 Elev./ Depth ft 957.3 2.0 952.3 7.0 945.3 14.0 940.3 19.0 930.3 29.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine to medium-grained, with Gravel, dark brown, dry (TOPSOIL FILL) FILL: CLAYEY SAND (SC), trace Gravel, brown, dry SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) CLAYEY SAND (SC), trace Gravel, brown, moist, very stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, very stiff (GLACIAL TILL) Becoming gray at 24 feet SILTY SAND (SM), fine to medium-grained, trace Gravel, brown, moist, medium dense (GLACIAL TILL) Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-2-3 (5) 10" 1-1-2 (3) 2" 3-4-6 (10) 18" 3-4-6 (10) 18" 4-6-10 (16) 18" 4-6-11 (17) 18" 4-9-11 (20) 18" 5-7-11 (18) 18" 8-9-11 (20) 18" qₚtsf 2.5 3 2.25 2 MC % 16 18 Tests or Remarks LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-11 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180656.9 EASTING:559921.2 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/01/23 END DATE:09/01/23 SURFACE ELEVATION:959.3 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-11 page 1 of 2 Elev./ Depth ft 925.3 34.0 923.3 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine to medium-grained, trace Gravel, brown, moist, medium dense (GLACIAL TILL) SANDY SILT (ML), fine-grained, gray, wet, loose (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 2-4-5 (9) 18" qₚtsf MC %Tests or Remarks Water not observed while drilling. Water not observed to cave-in depth of 13.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-11 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180656.9 EASTING:559921.2 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/01/23 END DATE:09/01/23 SURFACE ELEVATION:959.3 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-11 page 2 of 2 Elev./ Depth ft 960.1 1.3 953.4 8.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 3 inches of bituminous over 12 inches of apparent aggregate base CLAYEY SAND (SC), trace Gravel, contains lenses of Silt, brown and gray, moist, medium to stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) Becoming gray at 12 feet Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 1-3-4 (7) 18" 4-4-5 (9) 17" 3-4-5 (9) 18" 4-7-10 (17) 18" 5-8-11 (19) 18" 4-7-9 (16) 18" 4-8-9 (17) 18" 4-7-8 (15) 18" 3-6-7 (13) 18" qₚtsf 2.25 3.25 2.5 2.75 2.75 2 MC % 27 20 Tests or Remarks LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-12 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180798.0 EASTING:559794.6 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/05/23 END DATE:09/05/23 SURFACE ELEVATION:961.4 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Blacktop WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-12 page 1 of 2 Elev./ Depth ft 927.4 34.0 925.4 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) LEAN CLAY (CL), contains lenses of Silt, gray, moist, very stiff (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 8-8-10 (18) 18" qₚtsf MC %Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-12 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180798.0 EASTING:559794.6 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/05/23 END DATE:09/05/23 SURFACE ELEVATION:961.4 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Blacktop WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-12 page 2 of 2 Elev./ Depth ft 962.2 2.0 960.2 4.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 12 inches of bituminous over 12 inches of apparent aggregate base FILL: SANDY LEAN CLAY (CL), trace Gravel, slightly organic, gray, moist SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium to stiff (GLACIAL TILL) Becoming gray at 19 feet Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-4-4 (8) 17" 3-3-4 (7) 18" 4-4-5 (9) 18" 3-4-4 (8) 18" 4-4-7 (11) 18" 4-6-9 (15) 18" 4-7-8 (15) 18" 4-5-6 (11) 18" 5-6-7 (13) 2" qₚtsf 2 2 2.25 3.25 2.25 2.5 2.75 MC % 20 19 Tests or Remarks LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-13 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180824.7 EASTING:559928.8 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/06/23 END DATE:09/06/23 SURFACE ELEVATION:964.2 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Blacktop WEATHER:Cloudy B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-13 page 1 of 2 Elev./ Depth ft 928.2 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium to stiff (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 4-6-7 (13) 18" qₚtsf MC %Tests or Remarks Water not observed while drilling. Water not observed to cave-in depth of 29.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-13 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180824.7 EASTING:559928.8 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/06/23 END DATE:09/06/23 SURFACE ELEVATION:964.2 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Blacktop WEATHER:Cloudy B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-13 page 2 of 2 Elev./ Depth ft 962.8 1.3 962.1 2.0 960.1 4.0 955.1 9.0 952.1 12.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 4 inches of bituminous over 11 inches of apparent aggregate base FILL: SANDY LEAN CLAY (CL), trace Gravel, brown, moist CLAYEY SAND (SC), trace Gravel, brown, moist, stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff (GLACIAL TILL) CLAYEY SAND (SC), trace Gravel, brown, moist, stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) Becoming gray at 18 feet Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 3-4-6 (10) 17" 5-6-7 (13) 18" 5-6-8 (14) 0" 5-7-8 (15) 17" 4-6-8 (14) 18" 4-6-9 (15) 18" 5-7-9 (16) 18" 6-13-14 (27) 17" 6-8-10 (18) 3" qₚtsf 2.25 4 2.25 MC % 19 18 Tests or Remarks Blow count influenced by rock in sampler LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-14 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180891.8 EASTING:559794.9 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/05/23 END DATE:09/05/23 SURFACE ELEVATION:964.1 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Blacktop WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-14 page 1 of 2 Elev./ Depth ft 928.1 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 4-6-9 (15) 17" qₚtsf MC %Tests or Remarks Water not observed while drilling. Water observed at 3.0 feet with a cave-in depth of 22.0 feet when rechecked 12 hours after drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-14 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180891.8 EASTING:559794.9 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/05/23 END DATE:09/05/23 SURFACE ELEVATION:964.1 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Blacktop WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-14 page 2 of 2 Elev./ Depth ft 968.8 1.7 966.5 4.0 961.5 9.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 7 inches of bituminous over 13 inches of apparent aggregate base FILL: CLAYEY SAND (SC), trace Gravel, brown, moist FILL: SANDY LEAN CLAY (CL), trace Gravel, brown, moist SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium to very stiff (GLACIAL TILL) Becoming gray at 19 feet With SILTY SAND layers at 20 feet Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 4-5-8 (13) 17" 2-3-4 (7) 18" 5-7-6 (13) 18" 5-3-4 (7) 18" 3-4-6 (10) 18" 4-7-8 (15) 18" 4-7-9 (16) 18" 3-5-7 (12) 18" 5-6-8 (14) 14" qₚtsf 2 2.5 3.25 3.25 MC % 25 19 Tests or Remarks LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-15 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180935.1 EASTING:559926.2 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/07/23 END DATE:09/07/23 SURFACE ELEVATION:970.5 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Blacktop WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-15 page 1 of 2 Elev./ Depth ft 934.5 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium to very stiff (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 3-5-6 (11) 18" qₚtsf 2.25 MC %Tests or Remarks Water not observed while drilling. Water not observed to cave-in depth of 29.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-15 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:180935.1 EASTING:559926.2 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/07/23 END DATE:09/07/23 SURFACE ELEVATION:970.5 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Blacktop WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-15 page 2 of 2 Elev./ Depth ft 973.2 1.5 970.7 4.0 967.7 7.0 962.7 12.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 5 inches of bituminous over 13 inches of apparent aggregate base FILL: LEAN CLAY (CL), slightly organic, black, moist FILL: SILTY SAND (SM), fine to medium- grained, trace Gravel, brown, moist SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to hard (GLACIAL TILL) Becoming gray at 24 feet COBBLE layer at 30 feet Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-2-3 (5) 17" 4-5-5 (10) 17" 2-3-3 (6) 18" 3-3-4 (7) 18" 4-7-7 (14) 18" 4-7-8 (15) 18" 4-7-10 (17) 18" 4-6-7 (13) 18" 5-6-50/3" (REF) 15" qₚtsf 1.5 2.75 2.5 3.5 2.5 MC % 9 26 Tests or Remarks P200=15% Blow count influenced by Cobble LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-16 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181043.1 EASTING:559768.5 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/08/23 END DATE:09/08/23 SURFACE ELEVATION:974.7 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Concrete WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-16 page 1 of 2 Elev./ Depth ft 938.7 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to hard (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 3-6-7 (13) 18" qₚtsf MC %Tests or Remarks Water not observed while drilling. Water not observed to cave-in depth of 28.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-16 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181043.1 EASTING:559768.5 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/08/23 END DATE:09/08/23 SURFACE ELEVATION:974.7 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Concrete WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-16 page 2 of 2 Elev./ Depth ft 972.7 1.3 970.0 4.0 960.0 14.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine-grained, trace roots, dark brown, dry (TOPSOIL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium (GLACIAL TILL) CLAYEY SAND (SC), trace Gravel, brown, moist, stiff (GLACIAL TILL) With layers of SAND at 10 feet SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to hard (GLACIAL TILL) Becoming dark brown at 19 feet Becoming gray at 24 feet With COBBLE layer at 30 feet Continued on next page 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-4-4 (8) 17" 4-6-6 (12) 18" 3-4-5 (9) 18" 5-6-8 (14) 18" 3-4-6 (10) 17" 3-4-5 (9) 18" 6-8-11 (19) 18" 5-8-10 (18) 18" 50/6" (REF) 1" qₚtsf 2.25 4 2.5 MC % 18 28 Tests or Remarks No recovery, blow count influenced by Cobbles LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-17 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181036.9 EASTING:559894.5 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/07/23 END DATE:09/07/23 SURFACE ELEVATION:974.0 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-17 page 1 of 2 Elev./ Depth ft 938.0 36.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to hard (GLACIAL TILL) END OF BORING Boring then grouted 35 40 45 50 55 60 SampleBlows (N-Value) Recovery 26-10-11 (21) 17" qₚtsf MC %Tests or Remarks Water not observed while drilling. Water not observed to cave-in depth of 28.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-17 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181036.9 EASTING:559894.5 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/07/23 END DATE:09/07/23 SURFACE ELEVATION:974.0 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-17 page 2 of 2 Elev./ Depth ft 975.2 1.3 969.5 7.0 962.5 14.0 955.5 21.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 4 inches of concrete over 11 inches of apparent aggregate base FILL: CLAYEY SAND (SC), trace Gravel, contains seams of black Clay, brown, moist CLAYEY SAND (SC), trace Gravel, brown, moist, stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, very stiff to stiff (GLACIAL TILL) Becoming gray at 19 feet END OF BORING Boring then grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 3-4-4 (8) 17" 4-4-4 (8) 0" 4-5-6 (11) 18" 4-5-6 (11) 18" 5-6-7 (13) 18" 5-7-9 (16) 18" 5-6-7 (13) 18" qₚtsf MC % 16 18 Tests or Remarks No recovery Chemical-like odor noted between 7 and 14 feet Water not observed while drilling. Water not observed to cave-in depth of 17.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-18 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181129.2 EASTING:559808.1 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/08/23 END DATE:09/08/23 SURFACE ELEVATION:976.5 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Concrete WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-18 page 1 of 1 Elev./ Depth ft 974.2 1.4 971.6 4.0 963.6 12.0 954.6 21.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 4 inches of concrete over 13 inches of apparent aggregate base FILL: SANDY LEAN CLAY (CL), trace Gravel, brown, moist CLAYEY SAND (SC), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, very stiff to stiff (GLACIAL TILL) Becoming gray at 19 feet END OF BORING Boring then grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-3-4 (7) 16" 4-4-7 (11) 18" 4-7-8 (15) 18" 5-11-11 (22) 18" 5-8-9 (17) 18" 5-8-10 (18) 18" 4-7-7 (14) 18" qₚtsf MC % 22 18 Tests or Remarks Water not observed while drilling. Water not observed to cave-in depth of 18.0 feet immediately after withdrawal of auger. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2307983 Geotechnical Evaluation Chanhassen Multi-Family 591 W 78th Street Chanhassen, Minnesota BORING:ST-19 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:181126.2 EASTING:559892.0 DRILLER:S. Hull LOGGED BY:A. Schulzetenberg START DATE:09/08/23 END DATE:09/08/23 SURFACE ELEVATION:975.6 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Concrete WEATHER:Sunny B2307983 Braun Intertec Corporation Print Date:06/10/2024 ST-19 page 1 of 1 Descriptive Terminology of Soil Based on Standards ASTM D2487/2488 (Unified Soil Classification System) Group Symbol Group NameB Cu ≥ 4 and 1 ≤ Cc ≤ 3D GW Well‐graded gravelE Cu < 4 and/or (Cc < 1 or Cc > 3)D GP Poorly graded gravelE Fines classify as ML or MH GM Silty gravelE F G Fines Classify as CL or CH GC Clayey gravelE F G Cu ≥ 6 and 1 ≤ Cc ≤ 3D SW Well‐graded sandI Cu < 6 and/or (Cc < 1 or Cc > 3)D SP Poorly graded sandI Fines classify as ML or MH SM Silty sandF G I Fines classify as CL or CH SC Clayey sandF G I CL Lean clayK L M PI < 4 or plots below "A" lineJ ML SiltK L M Organic OL CH Fat clayK L M MH Elastic siltK L M Organic OH PT Peat Highly Organic Soils Silts and Clays (Liquid limit less than 50) Silts and Clays (Liquid limit 50 or more) Primarily organic matter, dark in color, and organic odor Inorganic Inorganic PI > 7 and plots on or above "A" lineJ PI plots on or above "A" line PI plots below "A" line Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Soil Classification Coarse‐grained Soils (more than 50% retained on No. 200 sieve)Fine‐grained Soils (50% or more passes the No. 200 sieve) Sands (50% or more coarse fraction passes No. 4 sieve) Clean Gravels (Less than 5% finesC) Gravels with Fines (More than 12% finesC) Clean Sands (Less than 5% finesH) Sands with Fines (More than 12% finesH) Gravels (More than 50% of coarse fraction retained on No. 4 sieve) Liquid Limit − oven dried Liquid Limit − not dried <0.75 Organic clay K L M N Organic silt K L M O Liquid Limit − oven dried Liquid Limit − not dried <0.75 Organic clay K L M P Organic silt K L M Q ParticleSize Identification Boulders.............. over 12" Cobbles................ 3" to 12" Gravel Coarse............. 3/4" to 3" (19.00 mm to 75.00 mm) Fine................. No. 4 to 3/4" (4.75 mm to 19.00 mm) Sand Coarse.............. No. 10 to No. 4 (2.00 mm to 4.75 mm) Medium........... No. 40 to No. 10 (0.425 mm to 2.00 mm) Fine.................. No. 200 to No. 40 (0.075 mm to 0.425 mm) Silt........................ No. 200 (0.075 mm) to .005 mm Clay...................... < .005 mm Relative ProportionsL, M trace............................. 0 to 5% little.............................. 6 to 14% with.............................. ≥ 15% Inclusion Thicknesses lens............................... 0 to 1/8" seam............................. 1/8" to 1" layer.............................. over 1" Apparent Relative Density of Cohesionless Soils Very loose ..................... 0 to 4 BPF Loose ............................ 5 to 10 BPF Medium dense.............. 11 to 30 BPF Dense............................ 31 to 50 BPF Very dense.................... over 50 BPF A. Based on the material passing the 3‐inch (75‐mm) sieve. B. If field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name. C. Gravels with 5 to 12% fines require dual symbols: GW‐GM well‐graded gravel with silt GW‐GC well‐graded gravel with clay GP‐GM poorly graded gravel with silt GP‐GC poorly graded gravel with clay D. Cu= D60/ D10 Cc = 𝐷30 2/ ሺ𝐷10 𝑥 𝐷60) E. If soil contains ≥ 15% sand, add "with sand" to group name. F. If fines classify as CL‐ML, use dual symbol GC‐GM or SC‐SM. G. If fines are organic, add "with organic fines" to group name. H. Sands with 5 to 12% fines require dual symbols: SW‐SM well‐graded sand with silt SW‐SC well‐graded sand with clay SP‐SM poorly graded sand with silt SP‐SC poorly graded sand with clay I. If soil contains ≥ 15% gravel, add "with gravel" to group name. J. If Atterberg limits plot in hatched area, soil is CL‐ML, silty clay. K. If soil contains 15 to < 30% plus No. 200, add "with sand" or "with gravel", whichever is predominant. L. If soil contains ≥ 30% plus No. 200, predominantly sand, add “sandy” to group name. M. If soil contains ≥ 30% plus No. 200 predominantly gravel, add “gravelly” to group name. N. PI ≥ 4 and plots on or above “A” line. O. PI < 4 or plots below “A” line. P. PI plots on or above “A” line. Q. PI plots below “A” line. Laboratory Tests DD Dry density,pcf qp Pocket penetrometer strength, tsf WD Wet density, pcf qU Unconfined compression test, tsf P200 % Passing #200 sieve LL Liquid limit MC Moisture content, %PL Plastic limit OC Organic content, %PI Plasticity index Consistency of Blows Approximate Unconfined Cohesive Soils Per Foot Compressive Strength Very soft................... 0 to 1 BPF................... < 0.25 tsf Soft........................... 2 to 4 BPF................... 0.25 to 0.5 tsf Medium.................... 5to 8 BPF .................. 0.5 to 1 tsf Stiff........................... 9 to 15 BPF................. 1 to 2 tsf Very Stiff................... 16 to 30 BPF............... 2 to 4 tsf Hard.......................... over 30 BPF................ > 4 tsf Drilling Notes: Blows/N‐value: Blows indicatethe driving resistance recorded for each 6‐inch interval. The reported N‐value is the blows per foot recorded by summing the second and third interval in accordance with the Standard Penetration Test, ASTM D1586. PartialPenetration:If the sampler could not be driven through a full 6‐inch interval, the number of blows for that partial penetration is shown as #/x" (i.e. 50/2"). The N‐value is reported as "REF" indicating refusal. Recovery: Indicates the inches of sample recovered from the sampled interval. For a standard penetration test, full recovery is 18", and is 24" for a thinwall/shelby tube sample. WOH: Indicates the sampler penetrated soil under weight of hammer and rods alone; driving not required. WOR: Indicates the sampler penetrated soil under weight of rods alone; hammer weight and driving not required. Water Level: Indicates the water level measured by the drillers either while drilling ( ), at the end of drilling ( ), or at some time after drilling ( ). Moisture Content: Dry:Absence of moisture, dusty, dry to the touch. Moist: Damp but no visible water. Wet: Visible free water, usually soil is below water table. 5/2021