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HomeMy WebLinkAbout026 Appendix V - Geotech Report 1143 Stoneridge Drive Suite 1, Bozeman, MT 59718 (406) 587-1115 Imegcorp.com March 13, 2026 Headwaters Engineering, Inc. Attn: Garrett Schultz, PE Email: gschultz@headwatersmt.net RE: Geotechnical Investigation Report Parcel 4, COS 2552B Bozeman, Montana IMEG# 25007339.00 Dear Garrett, Per your request, IMEG has conducted a subsurface soils investigation for the above referenced property located in the Northwest Quarter of Section 4, Township 2 South, Range 5 East in Bozeman, Montana. The scope of services was to conduct a subsurface soils investigation and provide a soils investigation report for a Baseball/Sports Complex and will be separated into two parts. The first part of the report documents the subsurface conditions, soil properties, and provides foundation design and general earthwork recommendations for the proposed structures. The second part of the report will focus on the suitability of the subsurface soils beneath the proposed baseball fields and will discuss possible subgrade improvements and/or treatment options to be considered for mass grading and site development. Proposed Construction It is our understanding that a baseball complex is proposed for construction and will consist of three synthetic turf fields and five natural grass turf fields. The complex will also include a clubhouse (approx. 9,600 sqft), two concession/storage/restroom facilities (approx. 4,800 sqft each), two outdoor batting cages, paved walkway, and asphalt parking lots. It has been assumed that each structure will utilize a slab- on-grade with stem wall foundation. In determining the allowable bearing capacity and settlement estimates, it has been assumed that the foundation footings will not be subjected to unusual loading conditions such as eccentric loads. A footing is eccentrically loaded if the load transferred to the footing is not directed through the center of the footing. This creates a bending moment in the footing and results in a non-uniform load transfer to the underlying soil. If any of the foundation footings will be eccentrically loaded, please contact this office so we can appropriately revise our allowable bearing capacity and settlement estimates. Headwaters Engineering Inc. – Geotechnical Investigation, Parcel 4, COS 2552B, Bozeman MT March 13, 2026 Page 2 of 24 Site Description The subject property has a total area of 79.77 acres and is accessed from West Oak Street from the south and Baxter Lane from the north. The proposed complex will be located on the northern half of the property which is relatively flat with an approximate slope of 1.5 percent to the north. The property for the most part is undeveloped, however historic imagery shows an old agricultural pole barn in the northeast quarter. During the site visit only the concrete foundation of this structure was observed. A creek extends north from the approximate center of the southern boundary for approximately 1,200 feet then heads northwest exiting the property near the northwest corner. Historic imagery also shows visual wet areas paralleling the creek, and along the north half of the western property boundary, and a small area in the northeast quarter of the property. The subject property is currently undeveloped and relatively flat. No other significant geological or topographical features were observed across the subject property. It should be noted that the subject property was covered by snow on the day of the site visit limiting observation of the grounds surface. Subsurface Soil and Conditions On January 7, 2026 a member of the staff of IMEG visited the site to conduct a subsurface soils investigation. The subsurface soils investigation consisted of examining twenty-five exploratory test pit excavations. The exploratory test pits were excavated with a Bobcat E88 tracked excavator provided and operated by Elevation Excavating. The test hole locations were chosen based on the location of the desired building sites, as depicted on the site plans sent to our office via email. The soil profiles revealed by the exploratory excavations were logged and visually classified according to ASTM D 2488, which utilizes the nomenclature of the Unified Soil Classification System (USCS). The relative density of each soil layer was estimated based on penetration tests performed with a static cone penetrometer, probing of the excavation sidewalls with a rock hammer and the overall stability of the excavation. Any evidence of seepage or other groundwater conditions were also noted. The locations of the exploratory test pits are shown on the included Test Pit Location Map. The subsurface soil conditions encountered in the test pits are described below and in more detail on the included Test Pit Logs. The following paragraphs briefly summarize the subsurface soils and conditions observed in the exploratory test pits excavated for the field investigation. The soil horizons are described as they were encountered in the test pit excavations, starting with the horizon nearest the surface and proceeding with each additional horizon encountered with depth. Please refer to the attached test pit logs for more detailed information. The first soil horizon encountered in each of the exploratory excavations was a Silty Clay Organic Soil of Low plasticity (OL). This material was dark brown to black in color, moist and very soft. This material was encountered to depths varying from 0.5 feet below grounds surface (bgs) to 4.0 feet bgs. Organic soils are Headwaters Engineering Inc. – Geotechnical Investigation, Parcel 4, COS 2552B, Bozeman MT March 13, 2026 Page 3 of 24 highly compressible and are not suitable for foundation support. This material must be removed from beneath all foundation elements and in any area that will receive asphalt or concrete pavements. Underlying the Organic Soil in each of the excavations was a Lean Clay (CL). This material was gray/grayish brown to brown in color and was moist to saturated. This material was encountered to depths varying from approximately 4.5 feet bgs to 9.0 feet bgs. Penetration tests performed on this material indicated that it was very soft to soft in consistency, sensitive to disturbance, and not suitable for foundation support. This material must be removed from beneath all foundation elements. Underlying the Lean Clay in each of the excavations was a Poorly Graded Gravel with Sand and Cobbles (GP). This material was grayish brown in color, moist to wet, and medium dense to dense in consistency. This material was encountered to the end of each excavation at depths varying from approximately 6.0 feet bgs to 9.2 feet bgs. Based on the subsurface investigation, it is recommended that the loads from the proposed structures be transmitted to the Poorly Graded Gravel with Sand and Cobbles or to a structural fill pad overlying this material. It is required that the excavation for any structure be observed by a licensed geotechnical engineer to verify that the proper foundation subgrade material has been reached prior to the forming or casting of any foundation elements or the placement and compaction of any required structural fill. Groundwater Groundwater and/or seepage were encountered within each of the exploratory excavations at depths varying from 4.5 feet bgs to 9.0 feet bgs. It should be noted that eleven groundwater monitoring wells were previously installed across the property. These wells were checked monthly by Headwaters Engineering from April 2025 to February 2026. Based on this monitoring data the seasonally high groundwater elevation varied from 0.54 feet bgs to 4.05 feet bgs in 2025. This data also indicated that seasonally high ground water should be anticipated from late April to early May. During the field investigation an additional ten monitoring wells were installed across the area to be developed. Headwaters Engineering will continue checking these wells. Given the shallow depth of groundwater across the site, basement and crawl space foundations are not feasible. It is recommended that slab-on-grade with stem wall foundations be utilized for any foundation constructed on this site. Based on the subsurface investigation significant amounts of groundwater should be anticipated in utility and foundation excavations. Dewatering of the site prior to the start of construction and throughout the duration of the construction activities should be anticipated. Headwaters Engineering Inc. – Geotechnical Investigation, Parcel 4, COS 2552B, Bozeman MT March 13, 2026 Page 4 of 24 Natural Resources Conservation Service Soil Survey The Natural Resources Conservation Service (NRCS) Web Soil Survey (WSS) provides soil data and information produced by the National Cooperative Soil Survey. The NRCS has determined the physical characteristics and engineering properties, among other data, of near surface soils across the United States. These data are reviewed against our observations and analysis of the subsurface soils encountered during the field investigation to determine if a correlation is present. If a strong correlation is determined, it is likely that other engineering properties or characteristics described by the NRCS regarding the soils present on the subject property are accurate as well. It should be noted that the NRCS typically only describes the soils located within 5 feet of the surface. Figure 1. NRCS Soils Map NRCS Soil Survey information of the area was taken from the NRCS WSS, Version 2.0. For more information, please visit the NRCS Web Soil Survey on the World Wide Web, at http://websoilsurvey.nrcs.usda.gov/app/. The subject property location is shown as a black triangle on Figure 1 above. The NRCS Soils Survey identifies three soil types across the desired building areas. The soil types are 453B – Amsterdam Quagle Silt Loam, 509B – Enbar Loam and 537A – Lamoose Silt Loam. The NRCS describes these soil types as alluvium and/or loess. Headwaters Engineering Inc. – Geotechnical Investigation, Parcel 4, COS 2552B, Bozeman MT March 13, 2026 Page 5 of 24 Geologic Setting The following paragraphs discuss the geologic setting in the direct vicinity of the subject property. The geologic setting is determined from a review of surface geology maps and reports published by the United States Geological Survey and others that contain the subject property. This information is especially helpful in determining any geologic hazards that may be present in the immediate area (such as landslide deposits) and what types of soil and rock may be present in the area. Additional information regarding the parent material and depositional environment of a given soil type can also sometimes be obtained or inferred from these maps and reports. Figure 2. Geologic Map The local surface geology in the direct vicinity of the subject property was determined from the USGS Geologic Map of the Bozeman 30’ x 60’ Quadrangle, Southwestern Montana. The subject property location is shown as a black triangle on Figure 2 above. The USGS Geological Map identifies two surface geology formations across the desired building sites. These formations are Qabo – Braid Plain Alluvium and Tscmv – Madison Valley Member of the Sixmile Creek Formation. Qabo Braid plain alluvium, older than Qab (Pleistocene)—Rounded to well-rounded, dominantly cobble gravel with clasts as large as boulders, and sand, silt, and clay; mostly composed of clasts of Archean metamorphic rock, and dark-colored volcanic rock, with subordinate Paleozoic limestone and Proterozoic Headwaters Engineering Inc. – Geotechnical Investigation, Parcel 4, COS 2552B, Bozeman MT March 13, 2026 Page 6 of 24 Belt rocks. Clast lithologies in general order of decreasing abundance include Precambrian metamorphic rocks, mafic volcanic rocks, dacite(?) porphyry, quartzite, sandstone, limestone, and chert. A well in this unit indicates a thickness of 9 m (30 ft) of alluvium overlying Tertiary deposits. Tscmv Madison Valley member— Madison Bluffs, Madison Plateau, and Camp Creek Hills area. Pinkish tan or tan, tuffaceous silt or siltstone and marl interbedded with crossbedded, texturally immature, coarse- grained sandstone that contains lenses of pebble conglomerate or local cobble conglomerate ranging from matrix- to clast-supported, and from cemented to unconsolidated. Conglomerate clasts are dominantly Archean gneiss and extrusive volcanic rocks, with subordinate Belt rocks, and occasional Paleozoic limestone clasts. Sandstone has large root casts locally, and marl beds are typically full of small root casts. Several vitric ash beds are present throughout the unit. Opalized wood fragments are abundant in many conglomerate lenses. Conglomerate also contains relatively abundant disarticulated bones, bone fragments, and occasional teeth. Numerous articulated Barstovian fossils have been collected and studied from the fine-grained parts of this unit (Tabrum and Nichols, 2001; Douglass, 1899, 1901, 1903, 1907a, 1907b, 1908, 1909a, 1909b; Frick, 1937; Dorr, 1956; Sutton, 1977; Sutton and Korth, 1995; Evander, 1996), including the Anceney beds of Dorr (1956). The contact between this unit and the underlying Dunbar Creek Member of the Renova Formation is sharp and locally appears unconformable as noted by Hackett and others (1960). In the northernmost part of the Madison Bluffs, the contact appears to be an angular unconformity. A relatively resistant bed at the base of the Madison Valley formation cuts down to nearly the level of the Climbing Arrow Member. In the southernmost part of the Madison Bluffs, calcic paleosols occur at the contact between the Madison Valley member and the underlying Dunbar Creek Member of the Renova Formation. Thickness 60 m (200 ft) throughout most of the Madison Bluffs area, but thickens to 90 m (300 ft) in the southern bluffs. Dry Creek area. Grayish orange, crossbedded sandstone and pebble conglomerate interbedded with brownish orange tuffaceous siltstone and marl. Sandstone beds contain large lenses of dominantly pebble conglomerate with occasional cobble-size clasts or local cobble conglomerate. Conglomerates vary from matrix supported to clast supported. Unlike the clast composition in the Madison Bluffs and Camp Creek Hills areas, the clasts in the Menard area are dominantly Paleozoic limestone and Mesozoic sandstone, with subordinate andesitic volcanic rock and minor metamorphic rocks. Hughes (1980) interpreted the volcanic rock source as the Maudlow Basin where Livingston Group rocks are exposed. Near the Bridger Range, the clasts are dominantly Proterozoic LaHood Formation arkose, Paleozoic limestone, and quartz. Thickness near Menard about 30 m (100 ft). It is not known if the Madison Valley member thickens dramatically to the east, or if it has been down-faulted from the Bridger Range to Dry Creek. It is at a much higher elevation close to the Bridger Range than at Dry Creek. Some of the coarse-grained beds of the Madison Valley member are shown on the map with a dotted pattern. In general, these are medium to coarse grained, fairly laterally persistent sandstone beds with numerous lenses of conglomerate and conglomeratic sandstone. Hughes (1981) describes these conglomeratic sandstones as “blanket-like” deposits in the Dry Creek area. 11 In local areas south of Headwaters Engineering Inc. – Geotechnical Investigation, Parcel 4, COS 2552B, Bozeman MT March 13, 2026 Page 7 of 24 Manhattan and in the southeastern part of the map area, some of the conglomerate lenses contain dominantly cobble- rather than the more typical pebblesize clasts of other areas. These cobble conglomerates serve as caprocks with overlying fine-grained sediment stripped away. The cobble conglomerates have been interpreted as alluvial terrace deposits (Hackett and others, 1960) and pediment gravels (Mifflin, 1963), but were traced into the Madison Valley member in several places. They are shown as coarse-grained beds of the Madison Valley member. Gravel pits are numerous in the coarse-grained beds of the Madison Valley member. Seismicity The USGS provides seismic design parameters for the design of buildings and bridges across the United States. These parameters are based on the 2015 National Earthquake Hazards Reduction Program (NEHRP) Recommended Seismic Provisions. The primary intent of the NEHRP Recommended Seismic Provisions is to prevent, for typical buildings and structures, serious injury and life loss caused by damage from earthquake ground shaking. The following seismic design parameters were determined for the subject property using the USGS Seismic Design Application: Approximate site Location: Latitude = 45.696° N Longitude = 111.116° W Maximum Considered Earthquake (MCE) Spectral Response Acceleration Parameters: Short Period (SS) = 0.729g 1-Second Period (S1) = 0.225g Site Coefficients and Adjusted MCE Spectral Response Acceleration Parameters: SMS = 0.887g SM1 = 0.484g Design Spectral Response Acceleration Parameters: SDS = 0.591g SD1 = 0.323g The seismic site class for this project is D. Regional Faults The USGS and Montana Bureau of Mines and Geology (MBMG) have compiled a map of Quaternary Class A faults and earthquake epicenters in western Montana; a Class A fault is one that is associated with at least one large magnitude earthquake within the last 1.6 million years. A review of this map indicated that Headwaters Engineering Inc. – Geotechnical Investigation, Parcel 4, COS 2552B, Bozeman MT March 13, 2026 Page 8 of 24 there are four Class A faults in the general Bozeman area and numerous earthquake epicenters. The faults mapped near the subject property are the Bridger Fault (691), the Gallatin Range Fault (692), the Central Park Fault (670) and the Elk Creek Fault (694). The subject property location is shown as a black triangle on Figure 3 Below. Figure 3. Quaternary Class A Fault Map Liquefaction In general terms, liquefaction is defined as the condition when saturated, loose, fine sand-type soils lose their support capabilities due to the development of excessive pore water pressure, which can develop during a seismic event. Loose silty sandy soils, if located below the groundwater table, have the potential to liquefy during a major seismic event. Our subsurface investigation did not encounter any loose sand or silt horizons within the depth of excavation that will be located within the water table, and, it is our opinion that the potential for differential settlement resulting from liquefaction during a moderate seismic event is low. Headwaters Engineering Inc. – Geotechnical Investigation, Parcel 4, COS 2552B, Bozeman MT March 13, 2026 Page 9 of 24 Foundation Recommendations Based on the subsurface soils encountered in the exploratory excavations, it will be acceptable to utilize slab-on-grade with stem wall foundations, provided the recommendations made in this report are properly implemented. Please find the following as general recommendations for all foundation elements: • In order to keep the footing out of the active frost zone it is recommended that the bottom of all footing elevations be a minimum of 48 inches below finished grade. • All foundation footings are to bear on the Poorly Graded Gravel with Sand and Cobbles or on a structural fill pad overlying this material. All foundation footings shall be dimensioned for an allowable bearing capacity of 2,500 pounds per square foot (psf). • Due to the very soft consistency and saturation of the Lean Clay soils during seasonal ground water peaks, it is recommended the entire foundation footprint continue down to native gravel and imported structural fill be utilized to achieve desired foundation elevations. • All site grading and drainage recommendations must be properly implemented. • The exposed subgrade must remain in a dry condition throughout construction of the foundation elements. • If construction takes place during the colder months of the year, the subgrade must be protected from freezing throughout construction. This may require the use of insulating blankets and/or ground heaters. Allowable Bearing Capacity The bearing capacity of a soil is defined as the ultimate pressure per unit area by the foundation that can be supported by the soil in excess of the pressure caused by the surrounding soil at the footing level. Bearing capacity is determined by the physical and chemical properties of the soil located beneath the proposed structures footings. It is recommended that the loads from the proposed structures be transmitted to the Poorly Graded Gravel with Sand and Cobbles or to a structural fill pad overlying this material. For this scenario it is recommended that an allowable bearing capacity of 2,500 pounds per square foot be used to dimension all foundation footings. These allowable bearing capacities may be increased by one third for short term loading conditions such as those from wind or seismic forces. Headwaters Engineering Inc. – Geotechnical Investigation, Parcel 4, COS 2552B, Bozeman MT March 13, 2026 Page 10 of 24 Settlement While the soil at the site may be able to physically support the footings, it is also important to analyze the possible settlement of the structure. In many cases, settlement determines the allowable bearing capacity. When a soil deposit is loaded by a structure, deformations within the soil deposit will occur. The total vertical deformation of the soil at the surface is called total settlement. Total settlement is made up of two components: elastic settlement and consolidation settlement. Elastic settlement is the result of soil particles rearranging themselves into a denser configuration due to a load being imposed on them and usually occurs during the construction process and shortly after. Consolidation settlement occurs more slowly and overtime as water within the pore spaces of a soil are forced out and the soil compresses as the stress from the load is transferred from the water molecules to the soil particles. Consolidation settlement is more of a concern with fine-grained soils with low permeability and high in-situ moisture contents. The degree of settlement is a function of the type of bearing material, the bearing pressure of the foundation elements, local groundwater conditions, and in some cases determines the allowable bearing capacity for a structures’ footings. In addition to analyzing total settlement, the potential for differential settlement must also be considered. Differential settlement occurs in soils that are not homogeneous over the length of the foundation or in situations where the foundation rests on cut and fill surfaces. If the foundation rests on structural fill overlaying properly prepared soils with rock, differential settlement is expected to be well within tolerable limits. Areas that have significantly more fill under the foundation footings (four feet of more) create greater potential for differential settlement. In these cases the structural fill must be installed properly and tested frequently. Compaction efforts and structural fill consistence are vital in minimizing differential settlement. For this project it is not anticipated that significant quantities of structural fill will be required. For this project, total settlement is expected to consist of elastic settlement. A settlement analysis based on conservative soil parameter estimates, the recommended allowable bearing capacity, and the assumption that all recommendations made in this report are properly adhered to, indicates the total and differential settlement are expected to be 1-inch or less. Structures of the type assumed can generally tolerate this amount of movement, however, these values should be checked by a structural engineer to verify that they are acceptable. Please note that the settlement estimates are based on loads originating from the proposed structure. If additional loads are introduced, such as the placement of large quantities of fill, our office should be contacted to re-evaluate the settlement estimates. Lateral Pressures Lateral pressures imposed upon foundation and retaining walls due to wind, seismic forces, and earth pressures may be resisted by the development of passive earth pressures and/or frictional resistance between the base of the footings and the supporting soils. If a foundation or retaining wall is restrained from moving, the lateral earth pressure exerted on the wall is called the at-rest earth pressure. If a foundation or retaining wall is allowed to tilt away from the retained soil, the lateral earth pressure exerted Headwaters Engineering Inc. – Geotechnical Investigation, Parcel 4, COS 2552B, Bozeman MT March 13, 2026 Page 11 of 24 on the wall is called the active earth pressure. Passive earth pressure is the resistance pressure the foundation or retaining wall develops due to the wall being pushed laterally into the earth on the opposite side of the retained soil. Each of these pressures is proportional to the distance below the earth surface, the unit weight of the soil, and the shear strength properties of the soil. It is recommended that all foundation and retaining walls be backfilled with well-draining granular material. Well-draining granular backfill has a more predictable behavior in terms of the lateral earth pressure exerted on the foundation or retaining wall and will not generate expansive related forces. If backfill containing significant quantities of clayey material is used, the seepage of water into the backfill could potentially generate horizontal swelling pressures well above at-rest values. Additionally, seepage into a clayey backfill material will also cause significant hydrostatic pressures to build up against the foundation wall due to the low permeability of clay soils and will make the backfill susceptible to frost action. Subsurface walls that are restrained from moving at the top are recommended to be designed for an equivalent fluid pressure of 70 pounds per cubic foot (pcf) (at-rest pressure); the equivalent fluid pressure is the product of the retained soils unit weight and its coefficient of active or at-rest earth pressure. Any subsurface walls that are allowed to move away from the restrained soil, such as cantilevered retaining walls, are recommended to be designed for an equivalent fluid pressure of 55 pcf (active pressure). For passive pressures, an equivalent fluid pressure of 250 pcf is recommended, and the coefficient of friction between the cast-in-place concrete and the Poorly Graded Gravel with Sand and Cobbles and/or structural fill is 0.5. These recommended values were calculated assuming a near horizontal backfill and that the onsite soils will be used as foundation wall backfill provided, they are not too moist and are able to be properly compacted. It is also assumed that the backfill will be compacted as recommended in this report. If the onsite soils cannot be moisture conditioned to near optimum or be properly compacted, then a more suitable material will need to be imported as foundation wall backfill. Also, please note that these design pressures do not include a factor of safety and are for static conditions, they do not account for additional forces that may be induced by seismic loading. Subgrade Preparation and Structural Fill In general, the excavation for each structure must be level and uniform and continue down through any organics and lean clay to the Poorly Graded Gravel with Sand and Cobbles; please note that it is recommended the entire building footprint continue down to native gravel. If any soft spots or boulders are encountered, they will need to be removed and backfilled with structural fill. The excavation width must extend a minimum of one footing width from the outside edges of the footings or to a distance equal to ½ the height of the required structural fill. For example, if 4 feet of structural fill is required under the foundation footings, the excavation width must extend out a minimum distance of 2 feet from the outside edges of the foundation footings. Headwaters Engineering Inc. – Geotechnical Investigation, Parcel 4, COS 2552B, Bozeman MT March 13, 2026 Page 12 of 24 Once the excavation is complete, the native subgrade shall be compacted to an unyielding condition with a large smooth drum roller. Any areas of the excavation that are observed to be rutting or pumping shall be sub excavated and replaced with structural fill. Following compaction of the native subgrade, any required structural fill can be placed and compacted or the foundation footings may be formed and cast. Structural fill is defined as all fill that will ultimately be subjected to structural loadings, such as those imposed by footings, floor slabs, pavements, etc. None of the soils encountered in the exploratory excavations are suitable for reuse as structural fill, and structural fill will need to be imported for this project. Imported structural fill is recommended to be a well graded gravel with sand that contains less than 15 percent of material that will pass a No. 200 sieve and that has a maximum particle size of 3.0 inches. Also, the fraction of material passing the No. 40 sieve shall have a liquid limit not exceeding 25 and a plasticity index not exceeding 6. The gravel and sand particles also need to be made up of durable rock materials that will not degrade due to moisture or the compaction effort; i.e. no shale or mudstone fragments should be present. It would also be acceptable to utilize a ¾-inch crushed washed rock as structural fill in areas of standing water to provide a capillary break. Structural fill must be placed in lifts no greater than 12-inches (uncompacted thickness) and be uniformly compacted to a minimum of 97 percent of its maximum dry density, as determined by ASTM D698. If ¾- inch crushed washed rock is utilized it is recommended to be compacted to an unyielding condition. Typically, the structural fill must be moisture conditioned to within + 2 percent of the materials optimum moisture content to achieve the required density. It is recommended that the structural fill be compacted with a large vibrating smooth drum roller. Please note that if a moisture-density relationship test (commonly referred to as a proctor) needs to be performed for a proposed structural fill material to determine its maximum dry density in accordance with ASTM D698, a sample of the material must be delivered to this office a minimum of three full working days prior to density testing being needed. At no time should surface water runoff be allowed to flow into and accumulate within the excavation for the foundation elements. If necessary, a swale or berm should be temporarily constructed to reroute all surface water runoff away from the excavation. Excavation should not proceed during large precipitation events. If any of the foundation footings are found to be located on a test pit, the area will need to be excavated down to the full depth of the test pit and structural fill be placed and compacted in controlled lifts as described in this report to bring the area back up to the desired grade. Foundation Wall Backfill Approved backfill material should be placed and compacted between the foundation wall and the edge of the excavation. Structural fill is recommended as foundation wall backfill in all areas that will support concrete slabs-on-grade or asphalt paving improvements. The Lean Clay is suitable for foundation wall backfill in areas that will not have concrete or asphalt pavements, provided it is not to moist and is able to be compacted. If Lean Clay is to moist and/or unable to be compacted properly, it will need to be moisture conditioned to + 2 percent of its optimum moisture content or a suitable backfill material will need to be Headwaters Engineering Inc. – Geotechnical Investigation, Parcel 4, COS 2552B, Bozeman MT March 13, 2026 Page 13 of 24 imported. Samples collected from the excavations indicate natural moisture content of the lean clay varied from 18 percent to 32 percent with an average moisture of approximately 25 percent. The optimum moisture for the lean clay is estimated to be approximately 18.4 percent. If the onsite soils cannot be moisture conditioned properly, they will need to be re-used in less critical areas that are outside of the building and/or field locations. The foundation wall backfill shall be placed in uniform lifts and be compacted to a minimum of 95 percent of the material’s maximum dry density, as determined by ASTM D698. The foundation wall backfill will need to be compacted with either walk behind compaction equipment or hand operated compaction equipment in order to avoid damaging the foundation walls. If walk behind compaction equipment is used lifts should not exceed 8-inches (loose thickness) and if hand operated compaction equipment is used lifts should not exceed 4-inches (loose thickness). Site Grading Surface water should not be allowed to accumulate and infiltrate the soil near the foundation. Proper site grading will ensure surface water runoff is directed away from the foundation elements and will aid in the mitigation of excessive settlement. Please find the following as general site grading recommendations: • Finished grade must slope away from the building a minimum of 5 percent within the first 10 feet, in order to quickly drain ground surface and roof runoff away from the foundation walls. Please note that in order to maintain this slope; it is imperative that any backfill placed against the foundation walls be compacted properly. If the backfill is not compacted properly, it will settle and positive drainage away from the structure will not be maintained. • Permanent sprinkler heads for lawn care should be located a sufficient distance from the structure to prevent water from draining toward the foundation or saturating the soils adjacent to the foundation. • Rain gutter down spouts are to be placed in such a manner that surface water runoff drains away from the structure. • All roads, walkways, and architectural land features must properly drain away from all structures. Special attention should be made during the design of these features to not create any drainage obstructions that may direct water towards or trap water near the foundation. Interior Slabs-on-Grade Due to the very soft consistency and saturation of the Lean Clay during peak groundwater season, it is recommended that the entire footprint for each structure continue down to the native poorly graded gravel and utilize structural placed and compacted in controlled lifts to achieve the desired building elevations. Headwaters Engineering Inc. – Geotechnical Investigation, Parcel 4, COS 2552B, Bozeman MT March 13, 2026 Page 14 of 24 The native subgrade then needs to be compacted to a minimum of 95 percent of its maximum dry density, as determined by ASTM D698. Following compaction of the native subgrade, structural fill be placed and compacted to within 6-inches of the desired bottom of slab elevation. It is our opinion that the only way to eliminate the risk of slab movement is to excavate the area beneath the proposed slabs down to native gravel. Followed by properly placing and compacting structural fill in controlled lifts to the desired building elevation. An alternative to the complete removal of the lean clay would be supporting the interior slabs on an adequate structural fill pad mechanically reinforced with geogrid and underlain by a woven geotextile fabric. Provided the slabs are structurally separated from the foundation walls, and that the owner is willing to accept the risk of some potential slab movement. The feasibility of this alternative option will be dependent on the in-place strength and moisture content of the soils present at the time of construction. For all interior concrete slabs-on-grade, preventative measures must be taken to stop moisture from migrating upwards through the slab. Moisture that migrates upwards through the concrete slab can damage floor coverings such as carpet, hardwood and vinyl, in addition to causing musty odors and mildew growth. Moisture barriers will need to be installed to prevent water vapor migration and capillary rise through the concrete slab. Capillarity is the result of the liquid property known as surface tension, which arises from an imbalance of cohesive and adhesive forces near the interface between different materials. With regards to soils, surface tension arises at the interface between groundwater and the mineral grains and air of a soil. The height of capillary rise within a given soil is controlled by the size of the pores between the soil particles and not the size of the soil particles directly. Soils that have small pore spaces experience a higher magnitude of capillary rise than soils with large pore spaces. Typically, soils composed of smaller particles (such as silt and clay) have smaller pore spaces. In order to prevent capillary rise through the concrete slab-on-grade it is recommended that 6 inches of ¾- inch washed rock (containing less than 10 percent fines) be placed and compacted once the excavation for the slab is complete. The washed rock has large pore spaces between soil particles and will act as a capillary break, preventing groundwater from migrating upwards towards the bottom of the slab. Water vapor is currently understood to act in accordance with the observed physical laws of gases, which state that the water vapor will travel from an area of higher concentration to that of a lower concentration until equilibrium is achieved. Because Earth contains large quantities of liquid water, water vapor is ubiquitous in Earth’s atmosphere, and, as a result, also in soils located above the water table (referred to as the vadose zone). Typically, the concentration of water vapor in the vadose zone is greater than that inside the residence. This concentration difference may result in an upward migration of water vapor from the vadose zone through the concrete slab-on-grade and into the building. Headwaters Engineering Inc. – Geotechnical Investigation, Parcel 4, COS 2552B, Bozeman MT March 13, 2026 Page 15 of 24 In order to prevent this upward migration of water vapor through the slab, it is recommended that a 15-mil extruded polyolefin plastic that complies with ASTM E1745 (such as a Stego Wrap 15-mil Vapor Barrier) be installed if moisture sensitive floor coverings will be utilized. The vapor barrier should be pulled up at the sides and secured to the foundation wall or footing. Care must be taken during and after the installation of the vapor barrier to avoid puncturing the material, and all joints are to be sealed per the manufacture’s recommendations. Once the excavation for any interior slabs-on-grade is completed as described in the first paragraph of this section, and the ¾ inch washed rock and moisture barriers have been properly installed, it will be acceptable to form and cast the steel reinforced concrete slab. It is recommended that interior concrete slabs-on-grade have a minimum thickness of 4 inches, provide all slab reinforcement is designed by a licensed structural engineer. Exterior Slabs-on-Grade For exterior areas to be paved with concrete slabs such as sidewalks and/or patios, it is recommended that, at a minimum, the organic soil be removed. The subgrade then needs to be compacted to a minimum of 95 percent of its maximum dry density, as determined by ASTM D698. If the native subgrade cannot be compacted, it may be necessary to install a thicker structural fill section that is mechanically reinforced with Tensar HX5.5 geogrid and a layer of geotextile fabric such as a Mirafi 500X. This will be dependent on the in-place strength and moisture content of the soils present at the time of construction. For non- vehicular traffic areas, a minimum of 6 inches of ¾-inch minus rock needs to be placed, and 4 inches of 4000 pounds per square inch (psi) concrete placed over the ¾-inch minus rock. For areas with vehicular traffic, a minimum of 9 inches of ¾-inch minus rock should be placed, followed by 6 inches of 4000 psi concrete. Exterior slabs that will be located adjacent to the foundation walls need to slope away from the structure at a minimum grade of 2 percent and should not be physically connected to the foundation walls. If they are connected, any movement of the exterior slab will be transmitted to the foundation wall, which may result in damage to the structure. Asphalt Paving Improvements The following recommendations are intended for the interior parking lots only. The pavement design for the extensions and/or improvements of Laurel Parkway and Harvest Parkway were not included in the scope of this report. For the pavement design it has been assumed that traffic for the interior parking lots will be limited to standard passenger type vehicles with limited busses and occasional truck traffic such as deliveries and/or trash collection. Headwaters Engineering Inc. – Geotechnical Investigation, Parcel 4, COS 2552B, Bozeman MT March 13, 2026 Page 16 of 24 It is anticipated that the Lean Clay will be the subgrade material present beneath the parking lots. A Standard Proctor was performed in accordance with ASTM D698 along with a California Bearing Ratio (CBR) was performed in accordance with ASTM D1883 on a bulk sample of the Lean Clay (CL) that was collected during the field investigation. The maximum dry density (Proctor) of this material was found to be 104.8 pcf and 105.8 pcf with an optimum moisture content of 19.5 percent and 17.3 percent. The CBR for this material was found to be 1.3 to 4.2 percent. However, the in-place moisture content of this material varied across the site, but was mostly outside the optimum range to achieve maximum compaction and a reduced CBR value of one percent was utilized in our analysis. This reduction also accounts for Montana’s climate which has seasonal low temperatures that subject the pavement to freeze thaw cycles, as well as to account for any inconsistencies in the subsurface soils and conditions that may be encountered during construction. The proposed pavement cross section is based on the AASHTO Guide for Design of Pavement Structures (1993) and the assumptions listed above. Based on our analysis the following pavement cross section is recommended for the proposed parking areas: Material Type Material Thickness (inches) Asphalt Surface 3 1 Inch Minus Road Mix Base Course 6 6-inch Minus Subbase Course 20 Table 1. Recommended Pavement Section Material Type Material Thickness (inches) Asphalt Surface 3 1 Inch Minus Road Mix Base Course 6 6-inch Minus Subbase Course 14 Table 2. Recommended Pavement Section with Tensar HX5.5 Geogrid In general, the excavation for the parking areas must continue down through any organics or to the proposed subgrade elevation, whichever is deeper. Once the excavation is complete, the native subgrade shall be compacted to a minimum of 95 percent of its maximum dry density, as determined by ASTM D698. If any soft spots (areas that cannot be compacted properly) are encountered during compaction of the native subgrade they will need to be sub-excavated and re-placed with structural fill, which is recommended to consist of a Well Graded Gravel with Sand with a maximum particle size of 6 inches. The structural fill, if needed, shall be placed in a maximum of 12-inch-thck lifts and be compacted to a minimum of 95 percent of its maximum dry density, as determined by ASTM D698. It may also be necessary to install a layer of Tensar HX5.5 geogrid in these areas prior to placing the sub-base section. Following compaction of the native subgrade it is recommended that a layer of separation geotextile (such as a Miari 600X) be installed to prevent the Lean Clay from migrating up into the subbase course during compaction. Next a minimum of 20 inches of subbase course shall be placed and compacted. Once the Headwaters Engineering Inc. – Geotechnical Investigation, Parcel 4, COS 2552B, Bozeman MT March 13, 2026 Page 17 of 24 subbase course has been installed, a minimum of 6 inches of base course shall be placed and compacted. Both gravel courses shall be compacted to a minimum of 95 percent of their maximum dry density, as determined by ASTM D698. If a layer of Tensar HX5.5 geogrid is installed on top of the woven geotextile the sub-base section can be reduced to 14 inches. If asphalt paving is to be placed on foundation wall backfill, the backfill must be compacted to 95 percent of its maximum dry density, as determined by ASTM D698. It is recommended the backfill be placed in uniform lifts and be compacted to an unyielding condition. Please note that construction traffic was not included in the pavement design analysis. If the pavement section gravels are to be utilized during construction for access roads, staging areas, and deliveries, the gavel sections shall be re-evaluated to account for the additional construction traffic loads. Underground Utilities We recommend specifying non-corrosive materials or providing corrosion protection unless additional tests are performed to verify the onsite soils are not corrosive. It is recommended that ¾-inch minus washed rock be used as a bedding material, where bedding material is defined as all material located within 6 inches of the utility pipe(s). The bedding material should be thoroughly compacted around all utility pipes. Trench backfill shall be compacted to a minimum of 95 percent of its maximum dry density in paved or landscaped areas and a minimum of 97 percent of its maximum dry density beneath foundation footings. Backfilling around and above utilities should meet the requirements of Montana Public Works Standard Specifications. Conclusions The soils present at the site will be adequate to support the proposed structures, provided the recommendations made in this report are properly followed. Please find the following recommendations as particularly crucial: • In order to keep the footing out of the active frost zone it is recommended that the bottom of all footing elevations be a minimum of 48 inches below finished grade. • All foundation footings are to bear on the Poorly Graded Gravel with Sand and Cobbles or on a structural fill pad overlying this material. All foundation footings shall be dimensioned for an allowable bearing capacity of 2,500 pounds per square foot (psf). • Due to the very soft consistency and saturation of the Lean Clay soils during seasonal ground water peaks, it is recommended the entire foundation footprint continue down to native gravel and imported structural fill be utilized to achieve desired foundation elevations. Headwaters Engineering Inc. – Geotechnical Investigation, Parcel 4, COS 2552B, Bozeman MT March 13, 2026 Page 18 of 24 • All site grading and drainage recommendations must be properly implemented. • The exposed subgrade must remain in a dry condition throughout construction of the foundation elements. • If construction takes place during the colder months of the year, the subgrade must be protected from freezing throughout construction. This may require the use of insulating blankets and/or ground heaters. Part 2 Baseball Field Suitability & Mass Grading It is our understanding that mass grading and site development is planned. At the time of this report conceptual grading plans across the site indicate maximum grade increases and grade reductions will be in the order of plus 3.1 feet and minus 2.02 feet. Geotechnical Considerations The following geotechnical considerations will affect the long-term performance of the planned improvements. The geotechnical considerations should be carefully evaluated by the design team and their risks fully understood and accepted before proceeding with design and construction activities. Geotechnical considerations are further addressed in the following sections. The exploratory excavations encountered soft compressible Silty Clay Organic Soil varying from 0.5 feet bgs to 4.0 feet bgs. Following the organic soil moist to saturated lean clays were encountered at depths varying from 4.5 feet to 9.0 feet bgs. The natural moisture of the lean clays increased with depth and were more sensitive to disturbance. The soil strength and stability of the lean clays are significantly reduced with increased moisture and will be negatively affected by construction traffic. Attention should be given to the behavior of the near surface soils during construction. The onsite soils are prone to strength loss with increasing depth and when disturbed by construction equipment and activities. If subgrade elevations during stripping reside within about 2-feet above or within the saturated lean clays, significant rutting of the subgrade soils and difficulty operating truck-mounted equipment should be expected. Careful construction planning, staging, and sequencing will be necessary to preserve the underlying soil strength and minimize any construction trafficking on the prepared subgrade soils. Mechanical Stabilization such as granular bridging layers should be anticipated. The necessary thickness of granular bridging layers will depend on weather, schedule and other factors existing at the time of construction, but could be on the order of 24 inches or more. Cost estimating should include funds for this purpose. Headwaters Engineering Inc. – Geotechnical Investigation, Parcel 4, COS 2552B, Bozeman MT March 13, 2026 Page 19 of 24 Mass Grading and Preparations All organic-rich topsoil should be removed from the improvement areas prior to placement of grade-raising fill. Based on the subsurface investigation organic soils were encountered to depths varying from 0.5 feet to 4.0 feet bgs. Site stripping and/or near surface soils should be reviewed by the Geotechnical Engineer at the time of initial site development and grading. After stripping of topsoil has been completed, the subgrade soils should be examined. Following examination of the subgrade soils, we recommend that the subgrade soils be disked, dried, moisture conditioned, and recompacted to at least 95 percent of standard Proctor maximum dry density (ASTM D- 698). Then, a proof roll test should be performed on the exposed subgrade using suitable equipment such as a fully loaded tandem-axle dump truck with direct observation of the subgrade behavior under the applied wheel loads. Please note that the proof roll test should not be performed if the subgrade soils have not been properly moisture conditioned and/or improved, and remain in a saturated state, as this could result in a significant strength decline of the soils. Depending on the in-place moisture content present at the time of construction, near surface soils at the site may exhibit low-strength characteristics and may be prone to pumping and rutting. Any areas showing excessive deflection or yielding under the proof roll loads should be removed and replaced as directed by the Geotechnical Engineer. All grading fill compaction, moisture content and lift thicknesses should be monitored and verified by a geotechnical representative throughout construction activities. Any damage caused by construction traffic patterns or deterioration due to adverse weather should be repaired to the satisfaction of the Geotechnical Engineer. Positive surface water management practices must be established throughout the duration of construction activities and be extended to the service life of the planned improvements. It is imperative that no water be allowed to accumulate adjacent to or upon any of the planned improvement areas. This requirement of design must be satisfied throughout the entirety of construction and be extended to the service life of the planned improvements. Construction Equipment Trafficking Required thicknesses of both reinforced and unreinforced fills necessary to support dynamic construction loads can be estimated for any combination of subgrade strength, fill type, and applied loading, The function of the reinforced fill is to distribute the surface loads and to reduce stresses on the subgrade to a level that does not exceed the bearing capacity of the soil in local shear. In addition to local shear failure, a subgrade can also fail due to deeper seated bearing capacity failure. Localized shear failure, or base punching, typically occurs in the form of severe deformation or rutting in Headwaters Engineering Inc. – Geotechnical Investigation, Parcel 4, COS 2552B, Bozeman MT March 13, 2026 Page 20 of 24 soft subgrades when the applied loading exceeds the subgrade shear strength. The subgrade beneath an unreinforced fill will fail in localized shear at about half the stress level than the ultimate bearing capacity of the subgrade. As strength declines, final subgrades begin to pump under construction loads until permanent rutting occurs. Then, further construction efforts to compact over the unstable underlying soils may be unsuccessful and compaction to 95 percent of standard Proctor cannot be obtained without disking and drying to greater depths. Figure 4 provides a useful reference regarding granular remedial subgrade thicknesses based on subgrade soil strength. For subgrades where equipment trafficking is planned, laboratory remolded strengths rather than undisturbed strengths provide a more representative estimate of expected soil strengths following disturbance by construction activities. Figure 4. Minimum Remedial Thickness for Stabilizing Subgrade During favorable weather, drying by scarification and aeration can be attempted, but the dried surface layer will still deflect where underlying soils are not dry. If deflection does occur granular stabilizing materials may be necessary. With estimated unconfined compressive strengths on the order of 1,000 psf for the lean clay, a twenty-four-inch thickness of compacted crushed stone is recommended. Any granular stabilizing material should be established on a geosynthetic (Mirafi 500x or engineer approved equal) to provide both tensile reinforcement and separation from the underlying subgrade soils. Regardless of the need for additional removal and replacement measures, subgrade compaction, moisture content and prepared depths should be monitored and verified throughout execution of construction activities. Any damage caused by construction traffic, staging, or deterioration due to adverse weather should be repaired prior to proceeding with further construction activities. Headwaters Engineering Inc. – Geotechnical Investigation, Parcel 4, COS 2552B, Bozeman MT March 13, 2026 Page 21 of 24 Athletic Fields We anticipate the soils encountered in the turf athletic field areas will consist of lean clay soils in grade cut areas and approved engineered fill overlying lean clay in grade fill areas. It should be noted that the lean clay soils may require soil stabilization and/or be removed and replaced with a more suitable material to provide satisfactory subgrade support and long-term performance. It is imperative that subgrade support be relatively uniform with no abrupt changes in stiffness. It is our understanding that athletic fields require a higher subgrade strength than subgrades supporting pavements or floor slabs. It is our understanding that the synthetic turf fields will consist of a 2-inch turf with infill installed over a composite base. The turf composite base will consist of a thicker base stone section that is capped with a smaller finishing stone section. The base stone section is to be installed over a PVC membrane and woven geotextile overlying a properly constructed fill base. It is also our understanding that the synthetic turf field will implement a series of subsurface collector drains (designed by others) beneath and around the fields to collect surface and subsurface water which will then be routed to designated basins away from the fields and/or structures. It is also our understanding that the natural grass fields will be constructed with a granular base overlying a suitable fill base section and will be sloped to properly drain. The turf sections depicted below show typical turf cross sections. Based on the subgrade investigation, it is anticipated that some subgrade soil stabilization will be required. The necessary modified soil thickness necessary below the synthetic and/or natural turf athletic fields is a function of the underlying soil strength at the time of construction. Various soil modifications for stabilization are discussed below. Headwaters Engineering Inc. – Geotechnical Investigation, Parcel 4, COS 2552B, Bozeman MT March 13, 2026 Page 22 of 24 Soil Stabilization Mechanical stabilization is among the most utilized soil stabilization methods in this area and typically consists of implementing one or more of the following: reinforcing soils with geotextiles, geogrids, mixing in sand or aggregate into existing soils to alter the moisture and dry density of the material. Based on the subsurface investigation and the estimated soil strengths of the onsite material, a eighteen to twenty-four-inch thickness of compacted crushed stone is recommended for a granular stabilization layer. Any granular stabilizing material should be established on a geosynthetic (Mirafi 500x or engineer approved equal) to provide both tensile reinforcement and separation from the underlying subgrade soils. The thickness of the granular stabilization will be dependent on the condition of the subgrade material at the time of the construction. Typically, this thickness can be reduced by installing one or more layers of geogrid or by first stiffing the clay soils. The onsite lean clays could potentially be improved by mixing or incorporating gravel, sand, or crushed stone into the lean clays. This can be done by placing and compacting a stone ballast (railroad ballast) into the lean clays which will cause lateral stress and densification of the surrounding soil, increasing its stiffness. It should be noted that a woven geotextile and/or geogrid may still be required. During excavation and site grading within the athletic fields, we recommend that the Geotechnical Engineer be provided the opportunity to sample and examine soils near the final proposed subgrade elevation. Then, we may revisit the above granular thickness recommendation and provide this information to the design team for consideration. Chemical stabilization of subgrade soils such as cement modified or lime modified would be an alternative to mechanical stabilization and/or removal of soft surficial soils. However, the Owner and project stakeholders alike should consider any possible environmental impacts. Depending on the weather or method of application there may be airborne dust. Dust could affect the neighboring properties and should be addressed before the work commences. Various chemical treatment products, application rates and depths of treatment may be selected in response to the soil types encountered, anticipated soil behavior under construction equipment loads, soil behavior under permanent traffic loads, and the structural subgrade support requirements. Underlying geotechnical factors such as depth to groundwater level and the presence of any sensitive underlying soil layers relative to the final grading plan should be carefully examined. It should be noted that chemical stabilization is not commonly used in the area and it may be difficult finding suppliers for chemical products and contractors who have previous experience with successful applications and/or implementation of subgrade chemical stabilization. The effectiveness of chemical stabilization will be directly related to the selected modifying agent and/or application rate as well as the soil type(s) it is being applied to and typically cannot be applied if temperatures during application or curing will be below Headwaters Engineering Inc. – Geotechnical Investigation, Parcel 4, COS 2552B, Bozeman MT March 13, 2026 Page 23 of 24 40-degrees. Additional soil analysis should be conducted at time of construction to determine the feasibility of chemical stabilization at that time. Construction Administration The foundation is a vital element of a structure; it transfers all of the structure’s dead and live loads to the native soil. It is imperative that the recommendations made in this report are properly adhered to. A representative from IMEG shall observe the construction of any foundation or drainage elements recommended in this report and should verify proper compaction has been achieved in all structural fill lifts. The recommendations made in this report are contingent upon our involvement. If the soils encountered during the excavation differ than those described in this report or any unusual conditions are encountered, our office should be contacted immediately to examine the conditions and re-evaluate our recommendations. If construction and site grading take place during cold weather, it is recommended that approved winter construction practices be observed. All snow and ice shall be removed from cut and fill areas prior to site grading taking place. No fill should be placed on soils that are frozen or contain frozen material. No frozen soils can be used as fill under any circumstances. Please note that not following the preceding recommendations may potentially result in foundation settlement issues in the spring when the frost thaws and the snow melts. Additionally, concrete should not be placed on frozen soils and should meet the temperature requirements of ASTM C 94. Any concrete placed during cold weather conditions shall be protected from freezing until the necessary compressive strength has been attained. Once the footings are placed, frost shall not be permitted to extend below the foundation footings, as this could heave and crack the foundation footings and/or foundation walls. It is the responsibility of the contractor to provide a safe working environment with regards to excavations on the site. All excavations should be sloped or shored in the interest of safety and in accordance with local and federal regulations, including the excavation and trench safety standards provided by the Occupational Safety and Health Administration (OSHA). According to OSHA regulations (29 CFR 1926 Subpart P Appendix A) the subsurface soils encountered in the test pit excavations can be generally classified as Type C. For Type C soils, OSHA regulations state that cut slopes shall be no steeper than 1.5H:1V for excavations less than 20 feet deep. A trench box may also be used, provided the system extends at least 18 inches above the top of the trench walls. Please understand the preceding OSHA soil classification is provided for planning purposes only and the actual classification of the onsite soils will need to be determined by the contractor onsite during excavation. Report Limitations and Guidelines for Use This report was prepared to be used exclusively by Headwaters Engineering for recreational improvements to be constructed on Parcel 4 of Certificate of Survey 2552B, located in the Northwest Quarter of Section 4, Township 2 South, Range 5 East in Bozeman, Montana. All of the work was performed in accordance REVISIONS DATE DESCRIPTION No 1143 STONERIDGE DRIVE, SUITE 1 BOZEMAN, MONTANA BOZEMAN BASEBALL COMPLEX PARCEL 4 CERTIFICATE OF SURVEY 2552B BOZEMAN MONTANA TEST PIT LOCATION MAP IMEG No. 25007339.00 Drawn By: NJS Checked By: MJW Date: 3.13.2026 A-1 Sheet 1 of 1 N Map Source: Headwaters Engineering GB1-1 4707.2 4703.7 4701.2 MC = 25% OL CL GP 2.0 5.5 8.0 0 TO 2 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; low plasticity; very soft. 2 TO 5.5 FEET: LEAN CLAY; (CL); grayish brown to brown; moist; medium plasticity; soft; approximately 5 percent fine to coarse grain sand; approximately 95 percent clayey fines. 5.5 TO 8 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish brown; moist to wet; medium dense to dense; approximately 60 percent ; approximately 35 percent fine to coarse grain sand; approximately 5 percent clayey fines. Bottom of test pit at 8.0 feet. NOTES MW-1 GROUND ELEVATION 4709.23 ft LOGGED BY Noah J. Schaible EXCAVATION METHOD Bobcat E88 EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS: DATE STARTED 1/7/26 COMPLETED 1/7/26 AT TIME OF EXCAVATION 5.50 ft / Elev 4703.73 ft AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 1 PROJECT NUMBER 25007339.00 CLIENT Headwaters Engineering PROJECT LOCATION Bozeman Baseball Complex PROJECT NAME Geotechnical Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/20/26 08:56 - C:\USERS\NOAH.J.SCHAIBLE\ONEDRIVE - IMEG CORP\DESKTOP\GEOTECH PROOJECTS\BOZEMAN BASEBALL COMPLEX\TEST PIT LOGS - BOZEMAN BASEBALL COMPLEX (25007339.00).GPJTESTS U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION GB 2-1 4711.0 4707.5 4706.0 MC = 24% Fines = 94% OL CL GP 2.0 5.5 7.0 0 TO 2 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; low plasticity; very soft. 2 TO 5.5 FEET: LEAN CLAY; (CL); grayish brown to brown; moist; medium plasticity; soft; approximately 5 percent fine to coarse grain sand; approximately 95 percent clayey fines. 5.5 TO 7 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish brown; moist to wet; medium dense to dense; approximately 60 percent ; approximately 35 percent fine to coarse grain sand; approximately 5 percent clayey fines. Bottom of test pit at 7.0 feet. NOTES GROUND ELEVATION 4713.04 ft LOGGED BY Noah J. Schaible EXCAVATION METHOD Bobcat E88 EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS: DATE STARTED 1/7/26 COMPLETED 1/7/26 AT TIME OF EXCAVATION 7.00 ft / Elev 4706.04 ft AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 2 PROJECT NUMBER 25007339.00 CLIENT Headwaters Engineering PROJECT LOCATION Bozeman Baseball Complex PROJECT NAME Geotechnical Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/20/26 08:56 - C:\USERS\NOAH.J.SCHAIBLE\ONEDRIVE - IMEG CORP\DESKTOP\GEOTECH PROOJECTS\BOZEMAN BASEBALL COMPLEX\TEST PIT LOGS - BOZEMAN BASEBALL COMPLEX (25007339.00).GPJTESTS U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION GB 3-1 4711.6 4707.8 4706.1 MC = 27% Fines = 95% OL CL GP 1.5 5.3 7.0 0 TO 1.5 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; low plasticity; very soft. 1.5 TO 5.3 FEET: LEAN CLAY; (CL); grayish brown to brown; moist; medium plasticity; soft; approximately 5 percent fine to coarse grain sand; approximately 95 percent clayey fines. 5.3 TO 7 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish brown; moist to wet; medium dense to dense; approximately 60 percent ; approximately 35 percent fine to coarsegrain sand; approximately 5 percent clayey fines. Bottom of test pit at 7.0 feet. NOTES MW-7 GROUND ELEVATION 4713.12 ft LOGGED BY Noah J. Schaible EXCAVATION METHOD Bobcat E88 EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS: DATE STARTED 1/7/26 COMPLETED 1/7/26 AT TIME OF EXCAVATION 5.50 ft / Elev 4707.62 ft AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 3 PROJECT NUMBER 25007339.00 CLIENT Headwaters Engineering PROJECT LOCATION Bozeman Baseball Complex PROJECT NAME Geotechnical Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/20/26 08:56 - C:\USERS\NOAH.J.SCHAIBLE\ONEDRIVE - IMEG CORP\DESKTOP\GEOTECH PROOJECTS\BOZEMAN BASEBALL COMPLEX\TEST PIT LOGS - BOZEMAN BASEBALL COMPLEX (25007339.00).GPJTESTS U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION 4712.8 4709.7 4708.2 OL CL GP 2.4 5.5 7.0 0 TO 2.4 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; low plasticity; very soft. 2.4 TO 5.5 FEET: LEAN CLAY; (CL); grayish brown to brown; moist; medium plasticity;soft; approximately 5 percent fine to coarse grain sand; approximately 95 percent clayey fines. 5.5 TO 7 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish brown; moist to wet; medium dense to dense; approximately 60 percent ; approximately 35 percent fine to coarse grain sand; approximately 5 percent clayey fines. Bottom of test pit at 7.0 feet. NOTES GROUND ELEVATION 4715.16 ft LOGGED BY Noah J. Schaible EXCAVATION METHOD Bobcat E88 EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS: DATE STARTED 3/11/25 COMPLETED 1/7/26 AT TIME OF EXCAVATION 5.50 ft / Elev 4709.66 ft AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 4 PROJECT NUMBER 25007339.00 CLIENT Headwaters Engineering PROJECT LOCATION Bozeman Baseball Complex PROJECT NAME Geotechnical Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/20/26 08:56 - C:\USERS\NOAH.J.SCHAIBLE\ONEDRIVE - IMEG CORP\DESKTOP\GEOTECH PROOJECTS\BOZEMAN BASEBALL COMPLEX\TEST PIT LOGS - BOZEMAN BASEBALL COMPLEX (25007339.00).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION GB 5-1 4716.6 4713.8 4711.8 MC = 21% Fines = 93% OL CL GP 2.2 5.0 7.0 0 TO 2.2 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; low plasticity; very soft. 2.2 TO 5 FEET: LEAN CLAY; (CL); grayish brown to brown; moist;medium plasticity; soft; approximately 5 percent fine to coarse grain sand; approximately 95 percent clayey fines. 5 TO 7 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish brown; moist to wet; medium dense to dense; approximately 60 percent ; approximately 35 percent fine to coarse grain sand; approximately 5 percent clayey fines. Bottom of test pit at 7.0 feet. NOTES GROUND ELEVATION 4718.82 ft LOGGED BY Noah J. Schaible EXCAVATION METHOD Bobcat E88 EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS: DATE STARTED 1/7/26 COMPLETED 1/7/26 AT TIME OF EXCAVATION 7.00 ft / Elev 4711.82 ft AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 5 PROJECT NUMBER 25007339.00 CLIENT Headwaters Engineering PROJECT LOCATION Bozeman Baseball Complex PROJECT NAME Geotechnical Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/20/26 08:56 - C:\USERS\NOAH.J.SCHAIBLE\ONEDRIVE - IMEG CORP\DESKTOP\GEOTECH PROOJECTS\BOZEMAN BASEBALL COMPLEX\TEST PIT LOGS - BOZEMAN BASEBALL COMPLEX (25007339.00).GPJTESTS U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION GB 6-1 4717.4 4714.1 4712.9 MC = 21% Fines = 90% OL CL GP 2.0 5.3 6.5 0 TO 2 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; low plasticity; very soft. 2 TO 5.3 FEET: LEAN CLAY; (CL); grayish brown to dark brown; moist; medium plasticity; soft; approximately 10 percent fine to coarse grain sand; approximately 90 percent clayey fines. 5.3 TO 6.5 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish brown; moist to wet; medium dense to dense; approximately 60 percent ; approximately 35 percent fine to coarsegrain sand; approximately 5 percent clayey fines. Bottom of test pit at 6.5 feet. NOTES MW-2 GROUND ELEVATION 4719.35 ft LOGGED BY Noah J. Schaible EXCAVATION METHOD Bobcat E88 EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS: DATE STARTED 1/7/26 COMPLETED 1/7/26 AT TIME OF EXCAVATION 5.30 ft / Elev 4714.05 ft AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 6 PROJECT NUMBER 25007339.00 CLIENT Headwaters Engineering PROJECT LOCATION Bozeman Baseball Complex PROJECT NAME Geotechnical Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/20/26 08:56 - C:\USERS\NOAH.J.SCHAIBLE\ONEDRIVE - IMEG CORP\DESKTOP\GEOTECH PROOJECTS\BOZEMAN BASEBALL COMPLEX\TEST PIT LOGS - BOZEMAN BASEBALL COMPLEX (25007339.00).GPJTESTS U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION GB 7-1 4717.7 4714.2 4713.2 MC = 27% Fines = 92% OL CL GP 2.5 6.0 7.0 0 TO 2.5 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; low plasticity; very soft. 2.5 TO 6 FEET: LEAN CLAY; (CL); grayish brown to brown; moist; medium plasticity; soft; approximately 10 percent fine to coarse grain sand; approximately 90 percent clayey fines. 6 TO 7 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish brown; moist to wet; medium dense to dense; approximately 60 percent ; approximately 35 percent fine to coarse grain sand; approximately 5 percent clayey fines. Bottom of test pit at 7.0 feet. NOTES GROUND ELEVATION 4720.18 ft LOGGED BY Noah J. Schaible EXCAVATION METHOD Bobcat E88 EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS: DATE STARTED 1/7/26 COMPLETED 1/7/26 AT TIME OF EXCAVATION 6.00 ft / Elev 4714.18 ft AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 7 PROJECT NUMBER 25007339.00 CLIENT Headwaters Engineering PROJECT LOCATION Bozeman Baseball Complex PROJECT NAME Geotechnical Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/20/26 08:56 - C:\USERS\NOAH.J.SCHAIBLE\ONEDRIVE - IMEG CORP\DESKTOP\GEOTECH PROOJECTS\BOZEMAN BASEBALL COMPLEX\TEST PIT LOGS - BOZEMAN BASEBALL COMPLEX (25007339.00).GPJTESTS U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION GB 8-1 4716.9 4711.9 4711.7 MC = 30% Fines = 95% OL CL GP 4.0 9.0 9.2 0 TO 4 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; low plasticity; very soft. 4 TO 9 FEET: LEAN CLAY; (CL); grayish blue to dark gray; saturated tovery moist; medium plasticity; very soft to soft; approximately 5 percent fine to coarse grain sand; approximately 95 percent clayey fines; Gleyed Clay. 9 TO 9.2 FEET: POORLY GRADED GRAVEL WITH SAND ANDCOBBLES; (GP); grayish brown; moist to wet; medium dense to dense; approximately 60 percent ; approximately 35 percent fine to coarse grain sand; approximately 5 percent clayey fines. Bottom of test pit at 9.2 feet. NOTES GROUND ELEVATION 4720.87 ft LOGGED BY Noah J. Schaible EXCAVATION METHOD Bobcat E88 EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS: DATE STARTED 1/7/26 COMPLETED 1/7/26 AT TIME OF EXCAVATION 4.00 ft / Elev 4716.87 ft HVY SEEPAGE AFTER EXCAVATION --- AT END OF EXCAVATION 9.00 ft / Elev 4711.87 ft DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 8 PROJECT NUMBER 25007339.00 CLIENT Headwaters Engineering PROJECT LOCATION Bozeman Baseball Complex PROJECT NAME Geotechnical Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/20/26 08:56 - C:\USERS\NOAH.J.SCHAIBLE\ONEDRIVE - IMEG CORP\DESKTOP\GEOTECH PROOJECTS\BOZEMAN BASEBALL COMPLEX\TEST PIT LOGS - BOZEMAN BASEBALL COMPLEX (25007339.00).GPJTESTS U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION GB 9-1 4723.3 4718.6 4717.1 MC = 16% Fines = 92% OL CL GP 0.8 5.5 7.0 0 TO 0.75 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; low plasticity; very soft. 0.75 TO 5.5 FEET: LEAN CLAY; (CL); grayish brown to brown; moist; medium plasticity; soft; approximately 10 percent fine to coarse grain sand; approximately 90 percent clayey fines. 5.5 TO 7 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish brown; moist to wet; medium dense to dense; approximately 60 percent ; approximately 35 percent fine to coarse grain sand; approximately 5 percent clayey fines. Bottom of test pit at 7.0 feet. NOTES GROUND ELEVATION 4724.05 ft LOGGED BY Noah J. Schaible EXCAVATION METHOD Bobcat E88 EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS: DATE STARTED 1/7/26 COMPLETED 1/7/26 AT TIME OF EXCAVATION 7.00 ft / Elev 4717.05 ft AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 9 PROJECT NUMBER 25007339.00 CLIENT Headwaters Engineering PROJECT LOCATION Bozeman Baseball Complex PROJECT NAME Geotechnical Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/20/26 08:56 - C:\USERS\NOAH.J.SCHAIBLE\ONEDRIVE - IMEG CORP\DESKTOP\GEOTECH PROOJECTS\BOZEMAN BASEBALL COMPLEX\TEST PIT LOGS - BOZEMAN BASEBALL COMPLEX (25007339.00).GPJTESTS U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION GB 10-1 4722.0 4717.0 4716.0 MC = 21% Fines = 92% OL CL GP 1.0 6.0 7.0 0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; low plasticity; very soft. 1 TO 6 FEET: LEAN CLAY; (CL); grayish brown to brown; moist; medium plasticity; soft; approximately 5 percent fine to coarse grain sand; approximately 95 percent clayey fines. 6 TO 7 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish brown; moist to wet; medium dense to dense; approximately 60 percent ; approximately 35 percent fine to coarse grain sand; approximately 5 percent clayey fines. Bottom of test pit at 7.0 feet. NOTES MW-6 GROUND ELEVATION 4723 ft LOGGED BY Noah J. Schaible EXCAVATION METHOD Bobcat E88 EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS: DATE STARTED 1/7/26 COMPLETED 1/7/26 AT TIME OF EXCAVATION 7.00 ft / Elev 4716.00 ft AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 10 PROJECT NUMBER 25007339.00 CLIENT Headwaters Engineering PROJECT LOCATION Bozeman Baseball Complex PROJECT NAME Geotechnical Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/20/26 08:56 - C:\USERS\NOAH.J.SCHAIBLE\ONEDRIVE - IMEG CORP\DESKTOP\GEOTECH PROOJECTS\BOZEMAN BASEBALL COMPLEX\TEST PIT LOGS - BOZEMAN BASEBALL COMPLEX (25007339.00).GPJTESTS U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION GB 11-1 4720.2 4715.7 4713.7 MC = 12% Fines = 94% OL CL GP 1.0 5.5 7.5 0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; low plasticity; very soft. 1 TO 5.5 FEET: LEAN CLAY; (CL); light brown to brown; moist; medium plasticity; soft to medium stiff; approximately 5 percent fine to coarse grain sand; approximately 95 percent clayey fines. 5.5 TO 7.5 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish brown; moist to wet; medium dense to dense; approximately 60 percent ; approximately 35 percent fine to coarse grain sand; approximately 5 percent clayey fines. Bottom of test pit at 7.5 feet. NOTES GROUND ELEVATION 4721.23 ft LOGGED BY Noah J. Schaible EXCAVATION METHOD Bobcat E88 EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS: DATE STARTED 1/7/26 COMPLETED 1/7/26 AT TIME OF EXCAVATION 7.50 ft / Elev 4713.73 ft AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 11 PROJECT NUMBER 25007339.00 CLIENT Headwaters Engineering PROJECT LOCATION Bozeman Baseball Complex PROJECT NAME Geotechnical Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/20/26 08:56 - C:\USERS\NOAH.J.SCHAIBLE\ONEDRIVE - IMEG CORP\DESKTOP\GEOTECH PROOJECTS\BOZEMAN BASEBALL COMPLEX\TEST PIT LOGS - BOZEMAN BASEBALL COMPLEX (25007339.00).GPJTESTS U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION 4719.4 4714.1 4711.6 OL CL GP 1.3 6.5 9.0 0 TO 1.25 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; low plasticity; very soft. 1.25 TO 6.5 FEET: LEAN CLAY; (CL); light brown to brown; moist; medium plasticity;soft to medium stiff; approximately 5 percent fine to coarse grain sand; approximately 95 percent clayey fines. 6.5 TO 9 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish brown; moist to wet; medium dense to dense; approximately 60 percent ; approximately 35 percent fine to coarse grain sand; approximately 5 percent clayeyfines. Bottom of test pit at 9.0 feet. NOTES GROUND ELEVATION 4720.6 ft LOGGED BY Noah J. Schaible EXCAVATION METHOD Bobcat E88 EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS: DATE STARTED 1/7/26 COMPLETED 1/7/26 AT TIME OF EXCAVATION 9.00 ft / Elev 4711.60 ft AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 12 PROJECT NUMBER 25007339.00 CLIENT Headwaters Engineering PROJECT LOCATION Bozeman Baseball Complex PROJECT NAME Geotechnical Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/20/26 08:56 - C:\USERS\NOAH.J.SCHAIBLE\ONEDRIVE - IMEG CORP\DESKTOP\GEOTECH PROOJECTS\BOZEMAN BASEBALL COMPLEX\TEST PIT LOGS - BOZEMAN BASEBALL COMPLEX (25007339.00).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION GB 13-1 4712.4 4707.4 4706.9 MC = 28% Fines = 96% OL CL GP 2.0 7.0 7.5 0 TO 2 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; low plasticity; very soft. 2 TO 7 FEET: LEAN CLAY; (CL); light brown to brown; moist to very moist; medium plasticity; very soft to soft; approximately 5 percent fine to coarse grain sand; approximately 95 percent clayey fines. 7 TO 7.5 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish brown; moist to wet; medium dense to dense; approximately 60 percent ; approximately 35 percent fine to coarse grain sand; approximately 5 percent clayey fines. Bottom of test pit at 7.5 feet. NOTES GROUND ELEVATION 4714.35 ft LOGGED BY Noah J. Schaible EXCAVATION METHOD Bobcat E88 EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS: DATE STARTED 1/7/26 COMPLETED 1/7/26 AT TIME OF EXCAVATION 7.00 ft / Elev 4707.35 ft AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 13 PROJECT NUMBER 25007339.00 CLIENT Headwaters Engineering PROJECT LOCATION Bozeman Baseball Complex PROJECT NAME Geotechnical Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/20/26 08:56 - C:\USERS\NOAH.J.SCHAIBLE\ONEDRIVE - IMEG CORP\DESKTOP\GEOTECH PROOJECTS\BOZEMAN BASEBALL COMPLEX\TEST PIT LOGS - BOZEMAN BASEBALL COMPLEX (25007339.00).GPJTESTS U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION 4709.6 4704.6 4702.6 OL CL GP 2.0 7.0 9.0 0 TO 2 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; low plasticity; very soft. 2 TO 7 FEET: LEAN CLAY; (CL); grayish brown to dark brown; moist to very moist; medium plasticity; soft; approximately 5 percent fine to coarse grain sand;approximately 95 percent clayey fines; seepage at 7ft bgs. 7 TO 9 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish brown; moist to wet; medium dense to dense; approximately 60 percent ; approximately 35 percent fine to coarse grain sand; approximately 5 percent clayeyfines. Bottom of test pit at 9.0 feet. NOTES MW-4 GROUND ELEVATION 4711.56 ft LOGGED BY Noah J. Schaible EXCAVATION METHOD Bobcat E88 EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS: DATE STARTED 1/7/26 COMPLETED 1/7/26 AT TIME OF EXCAVATION 7.00 ft / Elev 4704.56 ft SEEPAGE AFTER EXCAVATION --- AT END OF EXCAVATION 9.00 ft / Elev 4702.56 ft DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 14 PROJECT NUMBER 25007339.00 CLIENT Headwaters Engineering PROJECT LOCATION Bozeman Baseball Complex PROJECT NAME Geotechnical Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/20/26 08:56 - C:\USERS\NOAH.J.SCHAIBLE\ONEDRIVE - IMEG CORP\DESKTOP\GEOTECH PROOJECTS\BOZEMAN BASEBALL COMPLEX\TEST PIT LOGS - BOZEMAN BASEBALL COMPLEX (25007339.00).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION GB 15-1 4717.6 4712.6 4711.1 MC = 22% Fines = 96% OL CL GP 0.5 5.5 7.0 0 TO 0.5 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; low plasticity; very soft. 0.5 TO 5.5 FEET: LEAN CLAY; (CL); grayish brown to brown; moist; medium plasticity; soft; approximately 5 percent fine to coarse grain sand; approximately 95 percent clayey fines. 5.5 TO 7 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish brown; moist to wet; medium dense to dense; approximately 60 percent ; approximately 35 percent fine to coarse grain sand; approximately 5 percent clayey fines. Bottom of test pit at 7.0 feet. NOTES GROUND ELEVATION 4718.08 ft LOGGED BY Noah J. Schaible EXCAVATION METHOD Bobcat E88 EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS: DATE STARTED 1/7/26 COMPLETED 1/7/26 AT TIME OF EXCAVATION 7.00 ft / Elev 4711.08 ft AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 15 PROJECT NUMBER 25007339.00 CLIENT Headwaters Engineering PROJECT LOCATION Bozeman Baseball Complex PROJECT NAME Geotechnical Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/20/26 08:56 - C:\USERS\NOAH.J.SCHAIBLE\ONEDRIVE - IMEG CORP\DESKTOP\GEOTECH PROOJECTS\BOZEMAN BASEBALL COMPLEX\TEST PIT LOGS - BOZEMAN BASEBALL COMPLEX (25007339.00).GPJTESTS U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION GB 16-1 4719.2 4715.2 4714.7 MC = 18% Fines = 23% OL GC GP 3.0 7.0 7.5 0 TO 3 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; low plasticity; very soft. 3 TO 7 FEET: CLAYEY GRAVEL WITH SAND; (GC); grayish blue to dark gray; moist to very moist; medium plasticity; medium dense to loose; approximately 50 percent subrounded gravels; approximately 25 percent fine to coarse grain sand; approximately 25 percent clayeyfines; slight gleying. 7 TO 7.5 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish brown; moist to wet; medium dense to dense; approximately 60 percent ; approximately 35 percent fine to coarse grain sand; approximately 5 percent clayey fines. Bottom of test pit at 7.5 feet. NOTES MW-8 GROUND ELEVATION 4722.21 ft LOGGED BY Noah J. Schaible EXCAVATION METHOD Bobcat E88 EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS: DATE STARTED 1/7/26 COMPLETED 1/7/26 AT TIME OF EXCAVATION 7.00 ft / Elev 4715.21 ft AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 16 PROJECT NUMBER 25007339.00 CLIENT Headwaters Engineering PROJECT LOCATION Bozeman Baseball Complex PROJECT NAME Geotechnical Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/20/26 08:56 - C:\USERS\NOAH.J.SCHAIBLE\ONEDRIVE - IMEG CORP\DESKTOP\GEOTECH PROOJECTS\BOZEMAN BASEBALL COMPLEX\TEST PIT LOGS - BOZEMAN BASEBALL COMPLEX (25007339.00).GPJTESTS U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION GB17-1 4710.7 4707.2 4705.9 MC = 26% OL CL GP 4.0 7.5 8.8 0 TO 4 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; low plasticity; very soft. 4 TO 7.5 FEET: LEAN CLAY; (CL); grayish brown to brown; moist; medium plasticity; soft; approximately 5 percent fine to coarse grainsand; approximately 95 percent clayey fines; slight gleying and oxidation stains. 7.5 TO 8.8 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish brown; moist to wet; medium dense to dense; approximately 60 percent ; approximately 35 percent fine to coarse grain sand; approximately 5 percent clayey fines. Bottom of test pit at 8.8 feet. NOTES GROUND ELEVATION 4714.67 ft LOGGED BY Noah J. Schaible EXCAVATION METHOD Bobcat E88 EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS: DATE STARTED 1/7/26 COMPLETED 1/7/26 AT TIME OF EXCAVATION 7.50 ft / Elev 4707.17 ft AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 17 PROJECT NUMBER 25007339.00 CLIENT Headwaters Engineering PROJECT LOCATION Bozeman Baseball Complex PROJECT NAME Geotechnical Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/20/26 08:56 - C:\USERS\NOAH.J.SCHAIBLE\ONEDRIVE - IMEG CORP\DESKTOP\GEOTECH PROOJECTS\BOZEMAN BASEBALL COMPLEX\TEST PIT LOGS - BOZEMAN BASEBALL COMPLEX (25007339.00).GPJTESTS U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION GB 18-1 4704.7 4701.7 4700.2 MC = 26% Fines = 93% OL CL GP 3.0 6.0 7.5 0 TO 3 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; low plasticity; very soft. 3 TO 6 FEET: LEAN CLAY; (CL); grayish brown to brown; moist; medium plasticity; soft; approximately 5 percent fine to coarse grain sand; approximately 95 percent clayey fines; slight gleying, seepage at 4ft bgs. 6 TO 7.5 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish brown; moist to wet; medium dense to dense; approximately 60 percent ; approximately 35 percent fine to coarse grain sand; approximately 5 percent clayey fines. Bottom of test pit at 7.5 feet. NOTES GROUND ELEVATION 4707.7 ft LOGGED BY Noah J. Schaible EXCAVATION METHOD Bobcat E88 EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS: DATE STARTED 1/7/26 COMPLETED 1/7/26 AT TIME OF EXCAVATION 4.00 ft / Elev 4703.70 ft SEEPAGE AFTER EXCAVATION --- AT END OF EXCAVATION 6.00 ft / Elev 4701.70 ft DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 18 PROJECT NUMBER 25007339.00 CLIENT Headwaters Engineering PROJECT LOCATION Bozeman Baseball Complex PROJECT NAME Geotechnical Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/20/26 08:56 - C:\USERS\NOAH.J.SCHAIBLE\ONEDRIVE - IMEG CORP\DESKTOP\GEOTECH PROOJECTS\BOZEMAN BASEBALL COMPLEX\TEST PIT LOGS - BOZEMAN BASEBALL COMPLEX (25007339.00).GPJTESTS U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION GB 19-1 4730.0 4722.7 4722.3 MC = 28% Fines = 95% OL CL GP 0.8 8.0 8.4 0 TO 0.75 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; low plasticity; very soft. 0.75 TO 8 FEET: LEAN CLAY; (CL); grayish brown to brown; moist; medium plasticity; soft; approximately 5 percent fine to coarse grain sand; approximately 95 percent clayey fines. 8 TO 8.4 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish brown; moist to wet; medium dense to dense; approximately 60 percent ; approximately 35 percent fine to coarse grain sand; approximately 5 percent clayey fines. Bottom of test pit at 8.4 feet. NOTES MW-3 GROUND ELEVATION 4730.71 ft LOGGED BY Noah J. Schaible EXCAVATION METHOD Bobcat E88 EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS: DATE STARTED 1/7/26 COMPLETED 1/7/26 AT TIME OF EXCAVATION 8.00 ft / Elev 4722.71 ft AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 19 PROJECT NUMBER 25007339.00 CLIENT Headwaters Engineering PROJECT LOCATION Bozeman Baseball Complex PROJECT NAME Geotechnical Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/20/26 08:56 - C:\USERS\NOAH.J.SCHAIBLE\ONEDRIVE - IMEG CORP\DESKTOP\GEOTECH PROOJECTS\BOZEMAN BASEBALL COMPLEX\TEST PIT LOGS - BOZEMAN BASEBALL COMPLEX (25007339.00).GPJTESTS U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION GB 20-1 4724.2 4720.7 4718.7 MC = 32% Fines = 93% OL CL GP 2.0 5.5 7.5 0 TO 2 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; low plasticity; very soft. 2 TO 5.5 FEET: LEAN CLAY; (CL); brown; moist to very moist; medium plasticity; very soft to soft; approximately 5 percent fine to coarse grain sand; approximately 95 percent clayey fines. 5.5 TO 7.5 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish brown; moist to wet; medium dense to dense; approximately 60 percent ; approximately 35 percent fine to coarse grain sand; approximately 5 percent clayey fines. Bottom of test pit at 7.5 feet. NOTES GROUND ELEVATION 4726.17 ft LOGGED BY Noah J. Schaible EXCAVATION METHOD Bobcat E88 EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS: DATE STARTED 1/7/26 COMPLETED 1/7/26 AT TIME OF EXCAVATION 7.50 ft / Elev 4718.67 ft AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 20 PROJECT NUMBER 25007339.00 CLIENT Headwaters Engineering PROJECT LOCATION Bozeman Baseball Complex PROJECT NAME Geotechnical Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/20/26 08:56 - C:\USERS\NOAH.J.SCHAIBLE\ONEDRIVE - IMEG CORP\DESKTOP\GEOTECH PROOJECTS\BOZEMAN BASEBALL COMPLEX\TEST PIT LOGS - BOZEMAN BASEBALL COMPLEX (25007339.00).GPJTESTS U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION GB 21-1 4728.2 4725.4 4723.9 MC = 35% Fines = 90% OL CL GP 1.8 4.5 6.0 0 TO 1.75 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; low plasticity; very soft. 1.75 TO 4.5 FEET: LEAN CLAY; (CL); brown; very moist to moist; medium plasticity; very soft to soft; approximately 10 percent fine to coarse grain sand; approximately 90 percent clayey fines. 4.5 TO 6 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish brown; moist to wet; medium dense to dense; approximately 60 percent ; approximately 35 percent fine to coarse grain sand; approximately 5 percent clayey fines. Bottom of test pit at 6.0 feet. NOTES GROUND ELEVATION 4729.94 ft LOGGED BY Noah J. Schaible EXCAVATION METHOD Bobcat E88 EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS: DATE STARTED 1/7/26 COMPLETED 1/7/26 AT TIME OF EXCAVATION 4.50 ft / Elev 4725.44 ft AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 21 PROJECT NUMBER 25007339.00 CLIENT Headwaters Engineering PROJECT LOCATION Bozeman Baseball Complex PROJECT NAME Geotechnical Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/20/26 08:56 - C:\USERS\NOAH.J.SCHAIBLE\ONEDRIVE - IMEG CORP\DESKTOP\GEOTECH PROOJECTS\BOZEMAN BASEBALL COMPLEX\TEST PIT LOGS - BOZEMAN BASEBALL COMPLEX (25007339.00).GPJTESTS U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION GB 22-1 4727.9 4722.7 4722.1 MC = 29% Fines = 96% OL CL GP 0.5 5.7 6.3 0 TO 0.5 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; low plasticity; very soft. 0.5 TO 5.7 FEET: LEAN CLAY; (CL); light brown to brown; very moist to moist; medium plasticity; very soft to soft; approximately 5 percent fine to coarse grain sand; approximately 95 percent clayey fines. 5.7 TO 6.3 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish brown; moist to wet; medium dense to dense; approximately 60 percent ; approximately 35 percent fine to coarse grain sand; approximately 5 percent clayey fines. Bottom of test pit at 6.3 feet. NOTES GROUND ELEVATION 4728.41 ft LOGGED BY Noah J. Schaible EXCAVATION METHOD Bobcat E88 EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS: DATE STARTED 1/7/26 COMPLETED 1/7/26 AT TIME OF EXCAVATION 5.70 ft / Elev 4722.71 ft AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 22 PROJECT NUMBER 25007339.00 CLIENT Headwaters Engineering PROJECT LOCATION Bozeman Baseball Complex PROJECT NAME Geotechnical Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/20/26 08:56 - C:\USERS\NOAH.J.SCHAIBLE\ONEDRIVE - IMEG CORP\DESKTOP\GEOTECH PROOJECTS\BOZEMAN BASEBALL COMPLEX\TEST PIT LOGS - BOZEMAN BASEBALL COMPLEX (25007339.00).GPJTESTS U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION GB 23-1 4705.7 4701.1 4699.1 MC = 26% OL CL GP 2.4 7.0 9.0 0 TO 2.4 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; low plasticity; very soft. 2.4 TO 7 FEET: LEAN CLAY; (CL); dark brown to brown; moist; medium plasticity; soft; approximately 5 percent fine to coarse grain sand; approximately 95 percent clayey fines; slight gleying. 7 TO 9 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish brown; moist to wet; medium dense to dense; approximately 60 percent ; approximately 35 percent fine to coarsegrain sand; approximately 5 percent clayey fines. Bottom of test pit at 9.0 feet. NOTES MW-5 GROUND ELEVATION 4708.05 ft LOGGED BY Noah J. Schaible EXCAVATION METHOD Bobcat E88 EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS: DATE STARTED 1/7/26 COMPLETED 1/7/26 AT TIME OF EXCAVATION 8.00 ft / Elev 4700.05 ft AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 23 PROJECT NUMBER 25007339.00 CLIENT Headwaters Engineering PROJECT LOCATION Bozeman Baseball Complex PROJECT NAME Geotechnical Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/20/26 08:56 - C:\USERS\NOAH.J.SCHAIBLE\ONEDRIVE - IMEG CORP\DESKTOP\GEOTECH PROOJECTS\BOZEMAN BASEBALL COMPLEX\TEST PIT LOGS - BOZEMAN BASEBALL COMPLEX (25007339.00).GPJTESTS U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION GB 24-1 4718.0 4715.2 4713.5 MC = 31% OL CL GP 2.5 5.3 7.0 0 TO 2.5 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; low plasticity; very soft. 2.5 TO 5.3 FEET: LEAN CLAY; (CL); dark brown to brown; moist; medium plasticity; soft; approximately 5 percent fine to coarse grain sand; approximately 95 percent clayey fines. 5.3 TO 7 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish brown; moist to wet; medium dense to dense; approximately 60 percent ; approximately 35 percent fine to coarsegrain sand; approximately 5 percent clayey fines. Bottom of test pit at 7.0 feet. NOTES MW-9 GROUND ELEVATION 4720.45 ft LOGGED BY Noah J. Schaible EXCAVATION METHOD Bobcat E88 EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS: DATE STARTED 1/7/26 COMPLETED 1/7/26 AT TIME OF EXCAVATION 5.30 ft / Elev 4715.15 ft AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 24 PROJECT NUMBER 25007339.00 CLIENT Headwaters Engineering PROJECT LOCATION Bozeman Baseball Complex PROJECT NAME Geotechnical Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/20/26 08:56 - C:\USERS\NOAH.J.SCHAIBLE\ONEDRIVE - IMEG CORP\DESKTOP\GEOTECH PROOJECTS\BOZEMAN BASEBALL COMPLEX\TEST PIT LOGS - BOZEMAN BASEBALL COMPLEX (25007339.00).GPJTESTS U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION 4705.9 4703.8 4699.8 OL CL GP 2.4 4.5 8.5 0 TO 2.4 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; low plasticity; very soft. 2.4 TO 4.5 FEET: LEAN CLAY; (CL); dark brown to brown; moist; medium plasticity; soft; approximately 5 percent fine to coarse grain sand; approximately 95 percent clayey fines; seepage at 5ft bgs. 4.5 TO 8.5 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish brown; moist to wet; medium dense to dense; approximately 60 percent ; approximately 35 percent fine to coarse grain sand; approximately 5 percent clayeyfines. Bottom of test pit at 8.5 feet. NOTES MW-10 GROUND ELEVATION 4708.33 ft LOGGED BY Noah J. Schaible EXCAVATION METHOD Bobcat E88 EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS: DATE STARTED 1/7/26 COMPLETED 1/7/26 AT TIME OF EXCAVATION 6.00 ft / Elev 4702.33 ft AFTER EXCAVATION --- AT END OF EXCAVATION ---DEPTH(ft)0.0 2.5 5.0 7.5 SAMPLE TYPENUMBERPAGE 1 OF 1 TEST PIT NUMBER TP 25 PROJECT NUMBER 25007339.00 CLIENT Headwaters Engineering PROJECT LOCATION Bozeman Baseball Complex PROJECT NAME Geotechnical Investigation GENERAL BH / TP / WELL - GINT STD US.GDT - 1/20/26 08:56 - C:\USERS\NOAH.J.SCHAIBLE\ONEDRIVE - IMEG CORP\DESKTOP\GEOTECH PROOJECTS\BOZEMAN BASEBALL COMPLEX\TEST PIT LOGS - BOZEMAN BASEBALL COMPLEX (25007339.00).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION CALIFORNIA BEARING RATIO TEST ASTM D 1883 / AASHTO T 193 PROJECT DATE:1/29/2026 SAMPLE DESCRIPTION USCS Classification:Boring Number: TP-2 Depth: 0 MOISTURE-DENSITY RELATIONSHIP Procedure: ASTM D698 Maximum Dry Density: 105.8 lb/ft3 Optimum Moisture: 17.3 % Dry Density at Molding: 101.6 lb/ft3 Relative Compaction: 96.1 % Moisture Content at Molding: 17.1 % SWELL TEST Soaking Period: 96 hrs Surcharge Weight: 10 lbs Surcharge Weight: 10 lbs Surcharge Pressure: 50.9 psf Surcharge Pressure 50.9 psf CBR @ 0.1" penetration: 4.2 Average Moisture Content After Soaking: 23.6 %CBR @ 0.2" penetration: 4.4 Swell, % of Initial Height of Specimen: 0.4 % 27.8 %Moisture Content of Top 1" After Soaking: CALIFORNIA BEARING RATIO TEST SAMPLE LOCATION Clayey Sand (Visual) GT IMEG G26009 0 20 40 60 80 100 120 0 0.1 0.2 0.3 0.4 0.5Stress (pounds per square inch)Penetration (inches) Page 2 of 5 Tested By: TJ COMPACTION TEST REPORT Dry density, pcf97.5 100 102.5 105 107.5 110 Water content, % 5 10 15 20 25 30 35 17.3%, 105.8 pcf ZAV for Sp.G. = 2.65 Test specification:ASTM D 698-12 Method A Standard 4 Clayey Sand (visual) 2602005 IMEG Corp 01/29/2026 Elev/Classification Nat.Sp.G. LL PI % > % < Depth USCS AASHTO Moist.#4 No.200 TEST RESULTS MATERIAL DESCRIPTION Project No.Client:Remarks: Project: Date: Location: TP-2 Sample Number: G26009 Figure Maximum dry density = 105.8 pcf Optimum moisture = 17.3 % General Testing Page 3 of 5 CALIFORNIA BEARING RATIO TEST ASTM D 1883 / AASHTO T 193 PROJECT DATE:2/2/2025 SAMPLE DESCRIPTION USCS Classification:Boring Number: TP-19 Depth: Bulk MOISTURE-DENSITY RELATIONSHIP Procedure: ASTM D698 Maximum Dry Density: 104.8 lb/ft3 Optimum Moisture: 19.5 % Dry Density at Molding: 99.9 lb/ft3 Relative Compaction: 95.3 % Moisture Content at Molding: 19.3 % SWELL TEST Soaking Period: 96 hrs Surcharge Weight: 10 lbs Surcharge Weight: 10 lbs Surcharge Pressure: 50.9 psf Surcharge Pressure 50.9 psf CBR @ 0.1" penetration: 1.3 Average Moisture Content After Soaking: 30.9 %CBR @ 0.2" penetration: 1.5 Swell, % of Initial Height of Specimen: 1.8 % #DIV/0!%Moisture Content of Top 1" After Soaking: CALIFORNIA BEARING RATIO TEST SAMPLE LOCATION Silty Clay with Sand (Visual) GT IMEG 2026 Bozeman BB Complex G26010 0 20 40 0 0.1 0.2 0.3 0.4 0.5Stress (pounds per square inch)Penetration (inches) Page 4 of 5 Tested By: TW COMPACTION TEST REPORT Dry density, pcf98 100 102 104 106 108 Water content, % 16.5 18 19.5 21 22.5 24 25.5 19.5%, 104.8 pcf ZAV for Sp.G. = 2.65 Test specification:ASTM D 698-12 Method C Standard 2.65 Silty Clay with Sand (Visual) 2602005 IMEG Corp 01/28/2026 Elev/Classification Nat.Sp.G. LL PI % > % < Depth USCS AASHTO Moist.3/4 in. No.200 TEST RESULTS MATERIAL DESCRIPTION Project No.Client:Remarks: Project: Date: Location: Bozeman BB Complex TP-19 BULK Sample Number: G26010 Figure Maximum dry density = 104.8 pcf Optimum moisture = 19.5 % General Testing Page 5 of 5