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HomeMy WebLinkAboutMONTAVA - PHASE G & IRRIGATION POND - BDR210013 - SUBMITTAL DOCUMENTS - ROUND 5 - GEOTECHNICAL (SOILS) REPORT (2)SUPPLEMENTAL PRELIMINARY SUBSURFACE EXPLORATION REPORT APPROXIMATE 40 ACRE MIXED USE DEVELOPMENT MONTAVA DEVELOPMENT – PHASE G NORTHWEST OF TIMBERLINE ROAD AND MOUNTAIN VISTA DRIVE FORT COLLINS, COLORADO EEC PROJECT NO. 1172058 Prepared for: Montava Development, LLC 430 N College Avenue, Suite 410 Fort Collins, Colorado 80524 Attn: Mr. Max Moss (Max@hf2m.com), and Mr. Forrest Hancock (forrest@montava.com) Development Director Earth Engineering Consultants, LLC 4396 Greenfield Drive Windsor, Colorado 80550 4396 GREENFIELD D RIVE W INDSOR, COLORADO 80550 (970) 545-3908 FAX (970) 663-0282 April 5, 2023 Montava Development, LLC 430 N College Avenue, Suite 410 Fort Collins, Colorado 80524 Attn: Mr. Max Moss (Max@hf2m.com), and Mr. Forrest Hancock (forrest@montava.com) Development Director Re: Supplemental Preliminary Subsurface Exploration Report Montava Development – Phase G - Approximate 40-Acre Mixed Use Development Northwest Corner of Timberline Road and Mountain Vista Drive Fort Collins, Larimer County, Colorado EEC Project No. 1172058 Mr. Moss: Enclosed, herewith, are the results of the supplemental preliminary subsurface exploration completed by Earth Engineering Consultants, LLC personnel for the referenced project. A total of thirteen (13) preliminary soil borings were drilled on March 3 and 16, 2023 at the approximate locations as indicated on the enclosed Boring Location Diagrams included with this report. The borings were extended to depths of approximately 15½ to 25½ feet below existing site grades. Individual boring logs, including groundwater observations, depth to bedrock, and results of laboratory testing are included as a part of the attached report. This exploration was completed in general accordance with our proposal dated February 15, 2023. In summary, the subsurface soils encountered in the preliminary test borings generally consisted of lean clay with varying amounts of sand soils extending to the bottom of all supplemental test borings except at boring S-13, approximately 25 feet below the existing site grades. The lean clay subsoils were generally medium stiff to hard, exhibited low to moderate plasticity and low to moderate swell potential at current moisture and density conditions. At boring S-13, and borings B-3 and B-5 from the preliminary borings completed on August 2018, EEC Project No. 1172058B, the lean clay subsoils were underlain by sand/gravel at depths of approximately 23 feet at boring S-13 and 34 to 39 feet below the existing site grades, at borings B-3 and B-5, respectively. The sands/gravels extended to the depths explored, approximately 25 and 40 feet below the ground surface at boring S-13, and borings B-3 and B-5, respectively. Bedrock was not encountered to maximum depths of exploration, approximately 15½ to 40 feet in the preliminary borings (i.e., B-1 thru B-5 completed in 2018) and the supplemental preliminary SUPPLEMENTAL PRELIMINARY SUBSURFACE EXPLORATION REPORT APPROXIMATE 40 ACRE MIXED USE DEVELOPMENT MONTAVA DEVELOPMENT – PHASE G NORTHWEST OF TIMBERLINE ROAD AND MOUNTAIN VISTA DRIVE FORT COLLINS, COLORADO EEC PROJECT NO. 1172058 April 5, 2023 INTRODUCTION The supplemental preliminary subsurface exploration for the proposed approximate 40-acre mixed used – Montava Development, Phase G, located at the northwest corner of Mountain Vista Drive and North Timberline Road, in Fort Collins, Colorado has been completed. For this exploration, a total of thirteen (13) supplemental preliminary soil borings were drilled on March 3 and March 16, 2023, at the approximate locations as indicated on the enclosed Boring Location Diagrams included with this report. The thirteen (13) supplemental preliminary soil borings were advanced to depths of approximately 15½ to 25½ feet below existing site grades across the proposed development property to obtain information on existing subsurface conditions. Upon completion of the drilling operations, six (6) of the open bore holes were converted to temporary PVC cased piezometers. Additionally, information from a preliminary subsurface exploration completed by EEC on August 2018, EEC Project No. 1172058B, was available to us which was referenced for preparation of this report. Individual boring logs and site diagrams indicating the approximate boring locations are included with this report. We understand Phase G of the overall Montava Development is currently in the planning/design process for single-family residential, duplex, townhomes, and mixed-use development as depicted on the enclosed site plans provided to us by Montava Development, LLC personnel on January 3, 2023. A proposed pedestrian underpass structure is planned in the vicinity of our supplemental boring S-12 near the intersection of Timberline Road and Mountain Vista Drive. Various boardwalk structures are planned across the central portion of the site as depicted on the enclosed site plan. A separate stand-alone geo-report was prepared for structures dated March 23, 2023. Foundation loads for the proposed structures are anticipated to be light to moderate with continuous wall loads less than 4 kips per lineal foot and individual column loads less than 250 kips. Floor loads are expected to be light. We anticipate maximum cuts and fills on the order of approximately 7 feet (+/-) in general site areas and up to 15 feet of fill over the to be piped, No. 8 Outlet Ditch will Earth Engineering Consultants, LLC EEC Project No. 1172058 April 5, 2023 Page 2 be completed to develop the site grades. Overall site development will include construction of associated pavements designed in general accordance with the Larimer County Urban Area Street Standards (LCUASS) Pavement Design Criteria. The purpose of this report is to describe the subsurface conditions encountered in the supplemental preliminary borings, analyze and evaluate the test data and provide preliminary geotechnical recommendations concerning site development including foundations, interior floor slabs, exterior flatworks as well as pavement sections and the possibility for an area underdrain system to support basement/underpass construction. EXPLORATION AND TESTING PROCEDURES The boring locations were established in the field by a representative of Earth Engineering Consultants, LLC (EEC) by pacing and estimating angles from identifiable site features and with the aid of a hand-held GPS unit. Those locations should be considered accurate only to the degree implied by the methods used to make the field measurements. Photographs of the site taken at the time of drilling are provided with this report. The borings were performed using a truck-mounted CME-55 drill rig equipped with a hydraulic head employed in drilling and sampling operations. The boreholes were advanced using 4-inch nominal diameter continuous flight augers. Samples of the subsurface materials encountered were obtained using split-barrel and California barrel sampling procedures in general accordance with ASTM Specifications D1586 and D3550, respectively. In the split-barrel and California barrel sampling procedures, standard sampling spoons are driven into the ground by means of a 140-pound hammer falling a distance of 30 inches. The number of blows required to advance the samplers is recorded and is used to estimate the in-situ relative density of cohesionless soils and, to a lesser degree of accuracy, the consistency of cohesive soils and hardness of weathered bedrock. In the California barrel sampling procedure, relatively undisturbed samples are obtained in brass liners. All samples obtained in the field were sealed and returned to the laboratory for further examination, classification and testing. Earth Engineering Consultants, LLC EEC Project No. 1172058 April 5, 2023 Page 3 Laboratory moisture content tests were performed on each of the recovered samples. In addition, select samples were tested for fines content and plasticity by washed sieve analysis and Atterberg limits tests. Swell/consolidation tests were completed on select samples to evaluate the subgrade materials’ tendency to change volume with variation in moisture content and load. The quantity of water-soluble sulfates was determined on select samples to evaluate the risk of sulfate attack on site concrete. Results of the outlined tests are indicated on the attached boring logs and summary sheets. As a part of the testing program, all samples were examined in the laboratory and classified in general accordance with the attached General Notes and the Unified Soil Classification System, based on the sample's texture and plasticity. The estimated group symbol for the Unified Soil Classification System is shown on the boring logs and a brief description of that classification system is included with this report. SITE AND SUBSURFACE CONDITIONS The approximate 40-acre development property is located at the northwest corner of Timberline Road and Mountain Vista Drive, in Fort Collins, Colorado. The project site is generally undeveloped farmland. The No. 8 Outlet Ditch is located along the east boundary of Phase G overall Montava Development, which per provided plans is to be piped/filled/leveled to develop the subgrades for future pavement development. Surface water drainage across the site is generally to the south and to the east. Estimated relief across the site from northwest to southeast is approximately 15 to 20 feet (±). An EEC field engineer was on-site during drilling to direct the drilling activities and evaluate the subsurface materials encountered. Field descriptions of the materials encountered were based on visual and tactual observation of disturbed samples and auger cuttings. The boring logs included with this report may contain modifications to the field logs based on results of laboratory testing and engineering evaluation. Based on results of field and laboratory evaluation, subsurface conditions can be generalized as follows. Sparse vegetation and topsoil were encountered at the surface of each boring. The topsoil and/or agricultural/vegetation layers were underlain by lean clay with varying amounts of sand soils extending to the bottom of all supplemental test borings except at boring S-13, approximately 25 feet Earth Engineering Consultants, LLC EEC Project No. 1172058 April 5, 2023 Page 4 below the existing site grades. The lean clay subsoils were generally medium stiff to hard, exhibited low to moderate plasticity and low to moderate swell potential at current moisture and density conditions. At boring S-13, and borings B-3 and B-5 from the preliminary borings completed in August 2018, EEC Project No. 1172058B, the lean clay subsoils were underlain by sand/gravel at depths of approximately 23 feet at boring S-13 and 34 to 39 feet below the existing site grades, at borings B-3 and B-5, respectively. The sands/gravels extended to the depths explored, approximately 25 and 40 feet below the ground surface at boring S-13, and borings B-3 and B-5, respectively. Bedrock was not encountered to maximum depths of exploration, approximately 15½ to 40 feet in the preliminary borings (i.e., B-1 thru B-5 completed in 2018) and the supplemental preliminary borings (S-1 thru S-13 completed in March 2023). The stratification boundaries indicated on the boring logs represent the approximate locations of changes in soil and rock types; in-situ, the transition of materials may be gradual and indistinct. GROUNDWATER OBSERVATIONS Observations were made while drilling and on April 3, 2023, within the installed temporary piezometers, to detect the presence and level of groundwater. At the time of drilling and on April 3, 2023, groundwater was observed in the borings S-1, and S-11 thru S-13 at depths ranging from approximately 14½ to 24½ feet below existing site grades and was not encountered at the remaining borings. The measured depths to groundwater are recorded near the upper right-hand corner of each boring log included with this report. The boreholes were backfilled after follow-up measurements on April 3, 2023, therefore subsequent groundwater measurements were not possible. The groundwater measurements provided with this report are indicative of groundwater levels at the location and at the time the measurements were completed. Fluctuations in ground water levels and in the location and amount of perched water may occur over time depending on variations in hydrologic conditions, irrigation activities on surrounding properties and other conditions not apparent at the time of this report. Earth Engineering Consultants, LLC EEC Project No. 1172058 April 5, 2023 Page 5 ANALYSIS AND RECOMMENDATIONS Swell/Consolidation Test Results The swell-consolidation test is performed to evaluate the swell or collapse potential of soils to help determine foundation, floor slab and pavement design criteria. In this test, relatively undisturbed samples obtained directly from the California sampler are placed in a laboratory apparatus and inundated with water under a predetermined load. The swell-index is the resulting amount of swell or collapse after the inundation period expressed as a percent of the sample’s preload/initial thickness. After the inundation period, additional incremental loads are applied to evaluate the swell pressure and/or consolidation. For this assessment, we conducted sixteen (16) swell-consolidation tests on relatively undisturbed soil and bedrock samples obtained at various intervals/depths on the site. The swell index values for the in-situ soil samples analyzed revealed low to moderate swell characteristics as indicated on the attached swell test summaries. The (+) test results indicate the soil materials swell potential characteristics while the (-) test results indicate the soil materials consolidation potential characteristics when inundated with water. The following table summarizes the swell-consolidation laboratory test results for samples obtained during our field explorations for the subject site. Table I – Laboratory Swell-Consolidation Test Results No of Samples Tested Pre-Load / Inundation Pressure, PSF Description of Material In-Situ Characteristics Range of Swell – Index Test Results Range of Moisture Contents, % Range of Dry Densities, PCF Low End, % High End, % Low End, PCF High End, PCF Low End (+/-) % High End, (+/-) % 3 150 Sandy Lean Clay (CL)/ Lean Clay with Sand (CL) 7.4 10.8 102.4 125.7 (+) 1.9 (+) 8.5 11 500 Sandy Lean Clay (CL)/ Clayey Sand (SC) 6.3 15.7 93.5 118.1 (-) 2.27 (+) 4.8 2 1000 Sandy Lean Clay (CL)/ Lean Clay with Sand (CL) 7.8 18.3 108.5 112.1 (-) 1.20 (+) 3.1 The Colorado Association of Geotechnical Engineers (CAGE) uses the following information to provide uniformity in terminology between geotechnical engineers to provide a relative correlation risk Earth Engineering Consultants, LLC EEC Project No. 1172058 April 5, 2023 Page 6 performance to measured swell. “The representative percent swell values are not necessarily measured values; rather, they are a judgment of the swell of the soil and/or bedrock profile likely to influence slab performance.” Geotechnical engineers use this information to also evaluate the swell potential risks for foundation performance based on the risk categories. TABLE II: Recommended Representative Swell Potential Descriptions and Corresponding Slab Performance Risk Categories Slab Performance Risk Category Representative Percent Swell (500 psf Surcharge) Representative Percent Swell (1000 psf Surcharge) Low 0 to < 3 0 < 2 Moderate 3 to < 5 2 to < 4 High 5 to < 8 4 to < 6 Very High > 8 > 6 Based on the laboratory test results, samples of the overburden subsoils analyzed were in the low to moderate risk category. However, near surface/pavement related swell samples inundated under an initial pressure of 150 PSF exhibited swell potentials equal to or greater than the maximum allowable 2% general criteria for pavements; therefore, a swell mitigation plan should be anticipated for the pavement subgrade preparation. Site Preparation All existing vegetation and/or topsoil should be removed from beneath site fills, roadways or building subgrade areas. Stripping depths should be expected to vary, depending, in part, on past agricultural activities. In addition, any soft native soils or any existing fill materials without documentation of controlled fill placement should be removed from improvement and/or new fill areas. Due to the moderate swell potential of the near surface lean clay soils, we recommend a minimum 2 feet of overexcavation and replacement below floor slabs, exterior flatwork, and pavements. After stripping and completing all cuts, any over excavation, and prior to placement of any fill, floor slabs or pavements, we recommend the exposed soils be scarified to a minimum depth of 9 inches, adjusted in moisture content and compacted to at least 95% of the material's maximum dry density as determined in accordance with ASTM Specification D698, the standard Proctor procedure. The Earth Engineering Consultants, LLC EEC Project No. 1172058 April 5, 2023 Page 7 moisture content of the scarified materials should be adjusted to be within a range of ±2% of standard Proctor optimum moisture at the time of compaction. In general, fill materials required to develop the building areas or site pavement subgrades should consist of approved, low-volume change materials which are free from organic matter and debris. The near surface lean clay soils or imported granular structural fill could be used as fill in these areas. We recommend the fill soils be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content and compacted to at least 95% of the material’s maximum dry density as determined in accordance with the standard Proctor procedure. The moisture content of predominately clay soils should be adjusted to be within the range of ± 2% of optimum moisture content at the time of placement. Granular soil should be adjusted to a workable moisture content. Care should be taken after preparation of the subgrades to avoid disturbing the subgrade materials. Positive drainage should be developed away from structures and across and away from pavement edges to avoid wetting of subgrade materials. Subgrade materials allowed to become wetted subsequent to construction of the residences and/or pavements can result in unacceptable performance of those improvements. Areas of greater fills, especially within the deeper utility alignments, along future pavements to be constructed on top of the existing No. 8 Outlet Ditch may experience settlement. Settlement on the order of 1-inch or more per each 10 feet of fill depth would be estimated. The rate of settlement will be dependent on the type of fill material placed and construction methods. Granular soils will consolidate essentially immediately upon placement of overlying loads. Cohesive soils will consolidate at a slower rate. Preloading and/or surcharging the fill areas could be considered to induce additional settlement in these areas prior to construction of improvements in or on the fills. Unless positive steps are taken to pre-consolidate the fill materials, special care will be needed for construction of improvements supported on or within these areas. Foundation Systems – General Considerations Conventional type spread footings bearing on native subsoils or engineered controlled fill material were evaluated for use on the site; however final subsurface explorations should be performed after building footprints and elevations have been better defined and actual design loads determined. Earth Engineering Consultants, LLC EEC Project No. 1172058 April 5, 2023 Page 8 Depending on the expected building loads, alternative foundation systems could be considered, and we would be pleased to provide additional recommendations upon request. Preliminary Spread Footing Foundation Recommendations We anticipate use of conventional footing foundations could be considered for lightly to moderately loaded structures at this site. We expect footing foundations would be supported either on the native soils or on newly placed and compacted fills. For design of footing foundations bearing on approved native subsoils or on properly placed and compacted fill materials as outlined above, maximum net allowable total load soil bearing pressures on the order of 1,500 to 2,500 psf could be considered depending upon the specific fill material used. The net bearing pressure refers to the pressure at foundation bearing level in excess of the minimum surrounding overburden pressure. Total load would include full dead and live loads. Exterior foundations and foundations in unheated areas are typically located at least 30 inches below adjacent exterior grade to provide frost protection. Formed continuous footings would have minimum widths of 12 to 16 inches and isolated column foundations would have a minimum width of 24 to 30 inches. Trenched foundations could probably be used in the near surface soils. If used, trenched foundations would have a minimum width of 12 inches and formed continuous foundations a minimum width of 8 inches. Care should be taken to avoid placement of structures partly on native soils and partly on newly placed fill materials to avoid differential settlement. Preliminary Floor Slab/Exterior Flatwork Subgrades We recommend all existing vegetation/topsoil be removed from beneath the floor slab and exterior flatwork areas as outlined in the section titled Site Preparation. Due to the moderate swell potential of the near surface lean clay soils, an over excavation procedure should be considered below floor slabs. The over excavation should be expected to extend to a minimum depth of 2 feet and should extend 8 inches laterally for every 12 inches of depth. After stripping and completing all cuts and any over excavation, and prior to placement of any flatwork concrete or fill, the exposed subgrades Earth Engineering Consultants, LLC EEC Project No. 1172058 April 5, 2023 Page 9 should be scarified, adjusted in moisture content and compacted. If the subgrades become dry and desiccated prior to floor slab construction, it may be necessary to rework the subgrades prior to floor slab placement. Preliminary Pavement Subgrades The average swell index for the preliminary test borings is above the LCUASS pavement design standard maximum value of 2%. Therefore, a swell mitigation plan consisting of a 2-foot over excavation and replacement concept or fly ash treatment of the subgrades should be considered. All existing vegetation and/or topsoil and any soft or loose materials should be removed from pavement areas. After stripping, completing all cuts, and any over excavation, and prior to placement of any fill or pavements, we recommend the exposed soils be scarified to a minimum depth of 9 inches, adjusted in moisture content and compacted to at least 95% of the material's maximum dry density as determined in accordance with ASTM Specification D698, the standard Proctor procedure. The moisture content of the scarified soils should be adjusted to be within the range of ±2% of standard Proctor optimum moisture. Fill materials required to develop the pavement subgrades should consist of approved, low-volume change materials, free from organic matter and debris. The near surface lean clay and/or clayey sand soils could be used for fill in these areas. We recommend those fill soils be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content and compacted to at least 95% of the material's standard Proctor maximum dry density. Settlement in the fill areas should be expected as previously outlined with possible mitigation including surcharging or preloading. After completion of the pavement subgrades, care should be taken to prevent disturbance of those materials prior to placement of the overlying pavements. Soils which are disturbed by construction activities should be reworked in-place or, if necessary, removed and replaced prior to placement of overlying fill or pavements. Depending on final site grading and/or weather conditions at the time of pavement construction, stabilization of a portion of the site pavement subgrades may be required to develop suitable pavement subgrades. The site clayey soils could be subject to instability at higher moisture contents. Earth Engineering Consultants, LLC EEC Project No. 1172058 April 5, 2023 Page 10 Stabilization could also be considered as part of the pavement design, although prior to finalizing those sections, a stabilization mix design would be required. Preliminary Site Pavements Pavement sections are based on traffic volumes and subgrade strength characteristics. Based on the observed subsoils, an R-value of 10 would be appropriate for design of the pavements supported on the subgrade soils. Suggested preliminary pavement sections are provided below in Table III. A final pavement design thickness evaluation will be determined when a pavement design exploration is completed (after subgrades are developed to ± 6 inches of design and wet utilities installed in the roadways). The projected traffic may vary from the traffic assumed from the roadway classification based on a site-specific traffic study. Table III – Preliminary Pavement Sections Local Residential Roadways Minor Collector Roadways Minor Arterial EDLA – assume local residential roadways Reliability Resilient Modulus – (Based on R-value of 10) PSI Loss – (Initial 4.5, Terminal 2.0 and 2.5 respectively) 10 80% 3562 2.5 25 80% 3562 2.2 100 90% 3562 2.0 Design Structure Number 2.67 3.11 3.93 Composite Section without Fly Ash – Alternative A Hot Mix Asphalt (HMA) Grading S (75) PG 58-28 Aggregate Base Course ABC – CDOT Class 5 or 6 Design Structure Number 4ʺ 9ʺ (2.75) 5ʺ 9ʺ (3.19) 6.5ʺ 10ʺ (3.96) Composite Section with Fly Ash – Alternative B Hot Mix Asphalt (HMA) Grading S (75) PG 58-28 or 64-22 Aggregate Base Course ABC – CDOT Class 5 or 6 Fly Ash Treated Subgrade Design Structure Number 4ʺ 6ʺ 12″ (3.02) 4ʺ 8ʺ 12ʺ (3.11) 5ʺ 7ʺ 12ʺ (3.97) PCC (Non-reinforced) – placed on an approved subgrade 6″ 6½″ 8” Asphalt surfacing should consist of grading S-75 or SX-75 hot bituminous pavement with PG 64-22 or PG 58-28 binder in accordance with Larimer County Urban Area Street Standard (LCUASS) requirements. Aggregate base should be consistent with CDOT requirements for Class 5 or Class 6 Earth Engineering Consultants, LLC EEC Project No. 1172058 April 5, 2023 Page 11 aggregate base. A suggested specification for stabilization of the subgrades with class C fly ash is included with this report. As previously mentioned, a final subgrade investigation and pavement design should be performed in general accordance with the LCUASS Pavement Design Criteria prior to placement of any pavement sections, to determine the required pavement section after design configurations, roadway utilities have been installed and roadway have been prepared to “rough” subgrade elevations have been completed. Underground Utility Systems All piping should be adequately bedded for proper load distribution. It is suggested that clean, graded gravel compacted to 70 percent of Relative Density ASTM D4253 be used as bedding. Where utilities are excavated below groundwater, temporary dewatering will be required during excavation, pipe placement and backfilling operations for proper construction. Utility trenches should be excavated on safe and stable slopes in accordance with OSHA regulations as further discussed herein. Backfill should consist of the on-site soils or approved imported materials. The pipe backfill should be compacted to a minimum of 95 percent of Standard Proctor Density ASTM D698. Water Soluble Sulfates (SO4) The water-soluble sulfate (SO4) content of the on-site overburden subsoils, taken during our subsurface exploration at random locations and intervals are provided below. Based on reported sulfate content test results, the Class/severity of sulfate exposure for concrete in contact with the on- site subsoils is provided in this report. Table IV: Water Soluble Sulfate Test Results Sample Location Description Soluble Sulfate Content (mg/l) % of Soil by Weight B-1, S-1, at 4’ Sandy Lean Clay (CL) 750 0.08 B-10, S-3, at 9’ Lean Clay with Sand (CL) 1,040 0.10 B-13, S-2, at 9’ Sandy Lean Clay (CL) 15,000 1.5 Earth Engineering Consultants, LLC EEC Project No. 1172058 April 5, 2023 Page 12 Based on the results as presented above, ACI 318, Section 4.2 indicates the site’s overburden lean clay soils have a low to severe risk of sulfate attack on Portland cement concrete, therefore, ACI Class S2 requirements should be followed for concrete placed in the on-site soils. Foundation concrete should be designed in accordance with the provisions of the ACI Design Manual, Section 318, Chapter 4. Pedestrian Underpass The project, as we understand, a includes pedestrian underpass structure situated at the Mountain Vista Drive round-a-about intersection and at the north end along Country Club Drive in the general vicinity of boring S-12. We anticipate maximum vertical reaction loads per abutment of approximately 12-1/2 to 15 kips per foot. It appears the underpass will be constructed approximately 15-feet below existing site grades. Based on review of the boring S-12 completed for the underpass, (please refer to the Log of Borings included in the Appendix of this report for S-12 and adjacent borings), it appears the excavation will extend into the overburden lean clay with sand soils. General The bottom of the proposed pedestrian underpass structure is anticipated to extend into the lean clay with sand overburden subsoils from north to the south side of Mountain Vista Drive. Due to the moderate swell potential of the overburden subsoils and movement/differential movement underpass structure, it is recommended to over-excavate beneath the structure, a minimum of 2-feet below the bottom of the foundation support strata and replace with an approved imported structural fill material. A uniform and consistent bearing strata material should be provided for both the underpass structure and associated retaining and wing walls elements. Site Preparation All existing vegetation and/or topsoil should be removed from improvement and/or fill areas. After stripping and completing all cuts and prior to placement of any fill or site improvements, we recommend the exposed soils be scarified to a minimum depth of 9-inches, adjusted in moisture content to within ±2% of standard Proctor optimum moisture content and compacted to at least 95% of the material's standard Proctor maximum dry density as determined in accordance with ASTM Specification D698. Earth Engineering Consultants, LLC EEC Project No. 1172058 April 5, 2023 Page 13 Due to the relatively shallow groundwater depth nearing the No. 8 Outlet Ditch within close proximity to the location of the proposed underpass development, if the over excavation below footings nears the groundwater table and soft/compressible soils are encountered, consideration could be given to ground modification of the subgrades prior to placement of the over excavation backfill soils. Ground modification would consist of completing the 2-foot over excavation below spread footings as described above. At the bottom of the 2-foot over excavation zone, to create a working platform and stabilized zone below the fill materials, we recommend a minimum 6 to 8-inch zone of an interlocking coarse granular, fractured face 3 to 1½ inch minus aggregate material, such as recycled concrete or equivalent be placed and incorporated/pushed into the soft subgrade soils to create a stable platform. Fill materials placed above the stabilized zone should consist of structural fill in these areas. In general, over excavations should not be extended all the way into the groundwater table. If the proposed over excavations are expected to extend into groundwater, we should be consulted to review the recommended over excavation depth and provide revised recommendations. We would suggest that the pedestrian underpass foundation and retaining walls be placed a minimum of 4 feet above the maximum anticipated rise in groundwater levels, or a combination exterior and interior perimeter drainage system(s) be installed. Also, consideration could be given to 1) either designing and installing an area underdrain system to lower the groundwater levels provided a gravity discharge point can be established. If a gravity outlet/system cannot be designed, another consideration would be to design and install a mechanical sump pump system to discharge the collected groundwater within the underdrain system, or 2) elevate/raise the site grades to establish the minimum required 4-foot separation to the maximum anticipated rise in groundwater. After stripping, completing all cuts, over excavation, and removing all unacceptable materials/soils, and prior to placement of any fill or site improvements, we recommend the exposed soils be scarified to a minimum depth of 9-inches, adjusted in moisture content to within ±2% of standard Proctor optimum moisture content and compacted to at least 95% of the material's standard Proctor maximum dry density as determined in accordance with ASTM Specification D698. Earth Engineering Consultants, LLC EEC Project No. 1172058 April 5, 2023 Page 14 Foundation Systems – General Considerations The following foundation system was evaluated for use for the proposed golf cart tunnel and associate retaining wall and wing wall alignments. • Based on the subsoils observed at the S-12 location, we believe the structure could be supported on conventional type spread footings/mat foundation system bearing on a minimum 2-foot zone of approved, placed and compacted imported structural fill material. Foundation – Conventional Type Spread Footing System Due to the potentially soft/low blow count overburden cohesive subsoils, it is our opinion the underpass and retaining and wing walls structures foundation system could consist of a cast-in-place concrete spread footing/mat slab system bearing on a minimum 2-foot zone of approved imported structural fill material. For design of the foundation system, we recommend using a maximum net allowable total load soil bearing pressure not to exceed 2000 psf. The bearing pressure refers to the pressure at foundation bearing level in excess of the minimum surrounding overburden pressure. Total load should include full dead and live loads. The bearing stratum should consist of a minimum 2-foot zone of properly placed and compacted imported granular structural fill. The over excavation below the footings should extend to depths of at least 2 feet below foundation bearing elevation and should extend laterally in all directions beyond the edges of the footing at least 8 inches for each 12 inches of over excavation depth below the footing bearing. The structural fill material should be graded similar to a CDOT Class 5, 6 or 7 aggregate base. Recycled concrete base materials could also be used. The backfill materials should be adjusted to a workable moisture content, placed in maximum 8-inch-thick loose lifts and compacted to at least 98% of the material's standard Proctor (ASTM D698) maximum dry density. Areas of soft/compressible cohesive subsoils across the site may require ground stabilization procedures to create a working platform for construction equipment prior to placement of any additional fill. If necessary, consideration could be given to placement of a granular material, such as a 3-inch minus pit run and/or recycled concrete or equivalent material, embedded into the soft Earth Engineering Consultants, LLC EEC Project No. 1172058 April 5, 2023 Page 15 soils, prior to placement of additional fill material or operating heavy earth-moving equipment. Supplemental recommendations can be provided upon request. All foundation should bear on uniform type soils, (i.e., the entire foundation system should bear on a zone of imported structural fill material as described herein) to reduce the potential for differential movement of dissimilar soil types. Close evaluation of the foundation bearing strata materials will be necessary during the construction phase. Care should be taken during construction to avoid disturbing the foundation bearing materials. Materials which are loosened or disturbed by the construction activities or materials which become dry and desiccated or wet and softened should be removed and replaced prior to placement of foundation concrete. If unacceptable materials are encountered at the time of construction, it may be necessary to extend the footings to suitable strength soils or over-excavate unacceptable materials and replace those soils with approved fill materials. Those conditions can best be evaluated in open excavations at the time of construction. Based on the consistency of the subgrade soils observed at the boring locations, we anticipate the long-term settlement of footing foundation designed and constructed outlined above would be less than 1 inch. Support of the footings on the overburden potential soft/compressible subgrade soils leaves some risk of post construction heaving of foundations. Over excavation and backfill procedures could be considered to further reduce the risk of post construction movement of the foundations. Lateral Earth Pressures Passive lateral earth pressures may help resist the driving forces for retaining wall or other similar site structures. Active lateral earth pressures could be used for design of structures where some movement of the structure is anticipated, such as retaining walls. The total deflection of structures for design with active earth pressure is estimated to be on the order of one half of one percent of the height of the down slope side of the structure. We recommend at-rest pressures be used for design of structures where rotation of the walls is restrained. Passive pressures and friction between the footing and bearing soils could be used for design of resistance to movement of retaining walls. Earth Engineering Consultants, LLC EEC Project No. 1172058 April 5, 2023 Page 16 Coefficient values for backfill with anticipated types of soils for calculation of active, at rest and passive earth pressures are provided in the Table V below. Those coefficient values are based on horizontal backfill with backfill soils consisting of essentially on-site lean clay / lean clay with sand subsoils with friction angles of 20 degrees and structural fill with friction angles of 35 degrees. Equivalent fluid pressure is equal to the appropriate coefficient times the appropriate soil unit weight. Care will be needed to account for buoyant soil weights and hydrostatic loading conditions as appropriate. For the at-rest and active earth pressures, slopes down and away from the structure would result in reduced driving forces with slopes up and away from the structures resulting in greater forces on the walls. The passive resistance would be reduced with slopes away from the wall. The top 30 inches of soil on the passive resistance side of walls could be used as a surcharge load; however, the top 30 inches of soil should not be used as part of the passive resistance value. Frictional resistance is equal to the tangent of the friction angle times the normal force. Surcharge loads or point loads placed in the backfill can also create additional loads on below grade walls. Those situations should be designed on an individual basis. TABLE V - Lateral Earth Pressures and Elastic Constraint Values Soil Type On-Site Cohesive Soils Imported Medium Dense Granular Wet Unit Weight (pcf) 110 135 Saturated Unit Weight (pcf) 130 140 Friction Angle (φ) – (assumed) 25° 35° Active Pressure Coefficient 0.40 0.27 At-rest Pressure Coefficient 0.58 0.43 Passive Pressure Coefficient 2.46 3.70 Young’s Modulus - Es (ksi) 0.45 2.78 Poisson’s Ratio, v 0.4 0.25 The outlined values do not include factors of safety nor allowances for hydrostatic loads and are based on assumed friction angles and should be verified prior to construction. To reduce hydrostatic loading on retaining walls, a subsurface drain system should be placed behind the wall. The drain system should consist of free-draining granular soils containing less than five percent fines (by weight) passing a No. 200 sieve placed adjacent to the wall. The free-draining Earth Engineering Consultants, LLC EEC Project No. 1172058 April 5, 2023 Page 17 granular material should be graded to prevent the intrusion of fines or encapsulated in a suitable filter fabric. A drainage system consisting of either weep holes or perforated drain lines (placed near the base of the wall) should be used to intercept and discharge water which would tend to saturate the backfill. Where used, drain lines should be embedded in a uniformly graded filter material and provided with adequate clean-outs for periodic maintenance. A relatively impervious soil should be used in the upper layer of backfill to reduce the potential for surface water infiltration. As an alternative, a prefabricated drainage structure, such as geo-composite product, may be used as a substitute for the granular backfill adjacent to the wall. Care should be taken to develop appropriate systems in conjunction below grade walls to eliminate potential for hydrostatic loads developing on the walls and/or design the walls to accommodate hydrostatic load conditions. Other Considerations and Recommendations Excavations into the lean clay with sand/sandy lean clay soils can be expected to stand on relatively steep temporary slopes during construction. The individual contractor(s) should be made responsible for designing and constructing stable, temporary excavations as required to maintain stability of both the excavation sides and bottom. All excavations should be sloped or shored in the interest of safety following local and federal regulations, including current OSHA excavation and trench safety standards. Positive drainage should be developed away from the structures and pavement areas with a minimum slope of 1 inch per foot for the first 10 feet away from the improvements in landscape areas. Care should be taken in planning of landscaping (if required) adjacent to the buildings to avoid features which would pond water adjacent to the foundations or stemwalls. Placement of plants which require irrigation systems or could result in fluctuations of the moisture content of the subgrade material should be avoided adjacent to site improvements. Irrigation systems should not be placed within 5 feet of the perimeter of the buildings and parking areas. Spray heads should be designed not to spray water on or immediately adjacent to the structures or site pavements. Roof drains should be designed to discharge at least 5 feet away from the structures and away from the pavement areas. Earth Engineering Consultants, LLC EEC Project No. 1172058 April 5, 2023 Page 18 GENERAL COMMENTS The analysis and recommendations presented in this report are based upon the data obtained from the soil borings performed at the indicated locations and from any other information discussed in this report. This report does not reflect any variations which may occur between borings or across the site. The nature and extent of such variations may not become evident until construction. If variations appear evident, it will be necessary to re-evaluate the recommendations of this report. Site specific explorations will be necessary for the proposed site buildings. It is recommended that the geotechnical engineer be retained to review the plans and specifications so that comments can be made regarding the interpretation and implementation of our geotechnical recommendations in the design and specifications. It is further recommended that the geotechnical engineer be retained for testing and observations during earthwork and foundation construction phases to help determine that the design requirements are fulfilled. This report has been prepared for the exclusive use of Montava Development for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranty, express or implied, is made. In the event that any changes in the nature, design or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed, and the conclusions of this report modified or verified in writing by the geotechnical engineer. Earth Engineering Consultants, LLC    DRILLING AND EXPLORATION DRILLING & SAMPLING SYMBOLS:  SS:  Split Spoon ‐ 13/8" I.D., 2" O.D., unless otherwise noted  PS:  Piston Sample  ST:  Thin‐Walled Tube ‐ 2" O.D., unless otherwise noted  WS:  Wash Sample    R:  Ring Barrel Sampler ‐ 2.42" I.D., 3" O.D. unless otherwise noted  PA:  Power Auger       FT:  Fish Tail Bit  HA:  Hand Auger       RB:  Rock Bit  DB:  Diamond Bit = 4", N, B     BS:  Bulk Sample  AS:  Auger Sample      PM:  Pressure Meter  HS:  Hollow Stem Auger      WB:  Wash Bore     Standard "N" Penetration:  Blows per foot of a 140 pound hammer falling 30 inches on a 2‐inch O.D. split spoon, except where noted.     WATER LEVEL MEASUREMENT SYMBOLS:  WL  :  Water Level      WS  :  While Sampling  WCI:  Wet Cave in      WD :  While Drilling  DCI:  Dry Cave in       BCR:  Before Casing Removal  AB  :  After Boring      ACR:  After Casting Removal    Water levels indicated on the boring logs are the levels measured in the borings at the time indicated.  In pervious soils, the indicated  levels may reflect the location of ground water.  In low permeability soils, the accurate determination of ground water levels is not  possible with only short term observations.    DESCRIPTIVE SOIL CLASSIFICATION    Soil Classification is based on the Unified Soil Classification  system and the ASTM Designations D‐2488.  Coarse Grained  Soils have move than 50% of their dry weight retained on a  #200 sieve; they are described as:  boulders, cobbles, gravel or  sand.  Fine Grained Soils have less than 50% of their dry weight  retained on a #200 sieve; they are described as :  clays, if they  are plastic, and silts if they are slightly plastic or non‐plastic.   Major constituents may be added as modifiers and minor  constituents may be added according to the relative  proportions based on grain size.  In addition to gradation,  coarse grained soils are defined on the basis of their relative in‐ place density and fine grained soils on the basis of their  consistency.  Example:  Lean clay with sand, trace gravel, stiff  (CL); silty sand, trace gravel, medium dense (SM).     CONSISTENCY OF FINE‐GRAINED SOILS  Unconfined Compressive  Strength, Qu, psf    Consistency             <      500    Very Soft     500 ‐   1,000    Soft  1,001 ‐   2,000    Medium  2,001 ‐   4,000    Stiff  4,001 ‐   8,000    Very Stiff  8,001 ‐ 16,000    Very Hard    RELATIVE DENSITY OF COARSE‐GRAINED SOILS:  N‐Blows/ft    Relative Density      0‐3    Very Loose      4‐9    Loose      10‐29    Medium Dense      30‐49    Dense      50‐80    Very Dense      80 +    Extremely Dense                            PHYSICAL PROPERTIES OF BEDROCK    DEGREE OF WEATHERING:   Slight Slight decomposition of parent material on  joints.  May be color change.     Moderate Some decomposition and color change  throughout.     High Rock highly decomposed, may be extremely  broken.     HARDNESS AND DEGREE OF CEMENTATION:    Limestone and Dolomite:  Hard Difficult to scratch with knife.    Moderately Can be scratched easily with knife.     Hard Cannot be scratched with fingernail.     Soft Can be scratched with fingernail.     Shale, Siltstone and Claystone:  Hard Can be scratched easily with knife, cannot be  scratched with fingernail.     Moderately Can be scratched with fingernail.  Hard     Soft Can be easily dented but not molded with  fingers.     Sandstone and Conglomerate:  Well Capable of scratching a knife blade.  Cemented     Cemented Can be scratched with knife.     Poorly Can be broken apart easily with fingers.  Cemented                                    Group Symbol Group Name Cu≥4 and 1<Cc≤3E GW Well-graded gravel F Cu<4 and/or 1>Cc>3E GP Poorly-graded gravel F Fines classify as ML or MH GM Silty gravel G,H Fines Classify as CL or CH GC Clayey Gravel F,G,H Cu≥6 and 1<Cc≤3E SW Well-graded sand I Cu<6 and/or 1>Cc>3E SP Poorly-graded sand I Fines classify as ML or MH SM Silty sand G,H,I Fines classify as CL or CH SC Clayey sand G,H,I inorganic PI>7 and plots on or above "A" Line CL Lean clay K,L,M PI<4 or plots below "A" Line ML Silt K,L,M organic Liquid Limit - oven dried Organic clay K,L,M,N Liquid Limit - not dried Organic silt K,L,M,O inorganic PI plots on or above "A" Line CH Fat clay K,L,M PI plots below "A" Line MH Elastic Silt K,L,M organic Liquid Limit - oven dried Organic clay K,L,M,P Liquid Limit - not dried Organic silt K,L,M,O Highly organic soils PT Peat (D30)2 D10 x D60 GW-GM well graded gravel with silt NPI≥4 and plots on or above "A" line. GW-GC well-graded gravel with clay OPI≤4 or plots below "A" line. GP-GM poorly-graded gravel with silt PPI plots on or above "A" line. GP-GC poorly-graded gravel with clay QPI plots below "A" line. SW-SM well-graded sand with silt SW-SC well-graded sand with clay SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay Earth Engineering Consultants, LLC IIf soil contains >15% gravel, add "with gravel" to group name JIf Atterberg limits plots shaded area, soil is a CL- ML, Silty clay Unified Soil Classification System Soil Classification Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests Sands 50% or more coarse fraction passes No. 4 sieve Fine-Grained Soils 50% or more passes the No. 200 sieve <0.75 OL Gravels with Fines more than 12% fines Clean Sands Less than 5% fines Sands with Fines more than 12% fines Clean Gravels Less than 5% fines Gravels more than 50% of coarse fraction retained on No. 4 sieve Coarse - Grained Soils more than 50% retained on No. 200 sieve CGravels with 5 to 12% fines required dual symbols: Kif soil contains 15 to 29% plus No. 200, add "with sand" or "with gravel", whichever is predominant. <0.75 OH Primarily organic matter, dark in color, and organic odor ABased on the material passing the 3-in. (75-mm) sieve ECu=D60/D10 Cc= HIf fines are organic, add "with organic fines" to group name LIf soil contains ≥ 30% plus No. 200 predominantly sand, add "sandy" to group name. MIf soil contains ≥30% plus No. 200 predominantly gravel, add "gravelly" to group name. DSands with 5 to 12% fines require dual symbols: BIf field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name.FIf soil contains ≥15% sand, add "with sand" to GIf fines classify as CL-ML, use dual symbol GC- CM, or SC-SM. Silts and Clays Liquid Limit less than 50 Silts and Clays Liquid Limit 50 or more 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100 110PLASTICITY INDEX (PI) LIQUID LIMIT (LL) ML OR OL MH OR OH For Classification of fine-grained soils and fine-grained fraction of coarse-grained soils. Equation of "A"-line Horizontal at PI=4 to LL=25.5 then PI-0.73 (LL-20) Equation of "U"-line Vertical at LL=16 to PI-7, then PI=0.9 (LL-8) CL-ML MONTAVA – PHASE G SUPPLEMENTAL EXPLORATION FORT COLLINS, COLORADO EEC PROJECT NO. 1172058 MARCH 2023 B-1 B-2 B-3 B-4 B-5 S-1 S-2 S-3 S-4 S-5 S-6 S-7 S-8 S-9 S-10 S-11 S-12 S-13 1 2 B-1 Through B-5 Approx. Locations of 5 Preliminary Borings Completed Aug. 2018 Project #1172058B (A5T+ (1*I1((5I1* C21S8LTA1TS LLC Legend Boring Location Diagram 0ontaYa Phase * Supplemental (xploration )ort Collins Colorado ((C Project # 1172058 Date April 2023 S-1 Through S-13 Approx. Locations of 13 Supplemental Borings 15' - 25' Including Detention Pond (S-11) 1 Site Photos (Photos taNen in approximate location in direction of arroZ) S-6 S-7 B-2 S-8 S-9 B-5 EARTH ENGINEERING CONSULTANTS, LLC Legend Boring Location Diagram Montava Development - Tract G Boardwalks Fort Collins, Colorado EEC Project #: 1172058 Date: March 2023 B-2 and B-5 Appro[ Locations oI Preliminar\ Borings, AXgXst 2018 S- ThroXgh S- Appro[ Locations oI SXpplemental Borings, March 2023 DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF DISCED FIELD _ _ 1 _ _ SANDY LEAN CLAY (CL)2 brown, moist _ _% @ 150 PSF very stiff to medium stiff to stiff CS 3 16 9000+10.7 109.6 26 11 65.8 800 PSF 1.9% with calcareous deposits _ _ 4 _ _ SS 5 7 9000+13.1 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ CS 10 8 8000 17.5 108.3 _ _ 11 _ _ 12 _ _ 13 _ _ 14 with gypsum crystals _ _ SS 15 11 5000 15.7 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ CS 20 10 3000 20.7 103.1 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ SS 25 12 2500 20.4 BOTTOM OF BORING DEPTH 25.5'_ _ Earth Engineering Consultants, LLC MONTAVA DEVELOPMENT - PHASE G LOG OF BORING S-1PROJECT NO: 1172058 APRIL 2023 FORT COLLINS, COLORADO SHEET 1 OF 1 WATER DEPTH START DATE 3/16/2023 WHILE DRILLING 24' SURFACE ELEV N/A FINISH DATE 3/16/2023 4/3/2023 22'3" A-LIMITS SWELL DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF DISCED FIELD _ _ 1 _ _ LEAN CLAY WITH SAND (CL)2 brown, moist _ _ very stiff to stiff 3 _ _ 4 _ _ CS 5 19 9000+12.2 117.2 35 21 79.2 1600 PSF 1.2% _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SS 10 9 6500 16.5 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ CS 15 13 4500 17.0 111.1 BOTTOM OF BORING DEPTH 15'_ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ 20 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 _ _ Earth Engineering Consultants, LLC A-LIMITS SWELL SURFACE ELEV N/A FINISH DATE 3/16/2023 SHEET 1 OF 1 WATER DEPTH START DATE 3/16/2023 WHILE DRILLING None MONTAVA DEVELOPMENT - PHASE G PROJECT NO: 1172058 LOG OF BORING S-2 APRIL 2023 FORT COLLINS, COLORADO DATE: RIG TYPE: CME55 FOREMAN: AK AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF DISCED FIELD _ _ 1 _ _ SANDY LEAN CLAY (CL)2 brown, moist _ _ medium stiff to stiff 3 with calcareous deposits _ _ 4 _ _Water-Soluble Sulfate Content = 0.08% CS 5 6 9000+10.7 93.3 <500 PSF None _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SS 10 6 5500 13.5 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ CS 15 8 9000+13.7 111.5 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ SS 20 12 7000 17.3 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ CS 25 13 9000+18.3 108.4 BOTTOM OF BORING DEPTH 25'_ _ Earth Engineering Consultants, LLC A-LIMITS SWELL SURFACE ELEV N/A FINISH DATE 3/3/2023 4/3/2023 None SHEET 1 OF 1 WATER DEPTH START DATE 3/3/2023 WHILE DRILLING None MONTAVA DEVELOPMENT - PHASE G PROJECT NO: 1172058 LOG OF BORING S-3 APRIL 2023 FORT COLLINS, COLORADO DATE: RIG TYPE: CME55 FOREMAN: AK AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF SPARSE VEGETATION _ _ 1 _ _ LEAN CLAY WITH SAND (CL)2 brown, dry to moist _ _ very stiff to stiff CS 3 24 9000+7.6 119.4 with calcareous deposits _ _ 4 _ _ SS 5 16 9000+8.9 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ CS 10 16 7.6 105.2 32 18 77.3 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ SS 15 11 9000+9.6 _ _ BOTTOM OF BORING DEPTH 15.5'16 _ _ 17 _ _ 18 _ _ 19 _ _ 20 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 _ _ Earth Engineering Consultants, LLC MONTAVA DEVELOPMENT - PHASE G PROJECT NO: 1172058 LOG OF BORING S-4 APRIL 2023 FORT COLLINS, COLORADO SHEET 1 OF 1 WATER DEPTH START DATE 3/3/2023 WHILE DRILLING None SURFACE ELEV N/A FINISH DATE 3/3/2023 A-LIMITS SWELL DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF DISCED FIELD _ _ 1 _ _ LEAN CLAY WITH SAND (CL)2 brown, moist _ _ stiff 3 with calcareous deposits _ _ 4 _ _ CS 5 12 9000+11.5 109.6 2500 PSF 1.6% _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ CS 10 12 8000 13.9 _ _ 11 _ _ 12 _ _ 13 _ _ 14 with gypsum crystals _ _ SS 15 9 9000+15.5 88.4 _ _ BOTTOM OF BORING DEPTH 15.5'16 _ _ 17 _ _ 18 _ _ 19 _ _ 20 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 _ _ Earth Engineering Consultants, LLC MONTAVA DEVELOPMENT - PHASE G PROJECT NO: 1172058 LOG OF BORING S-5 APRIL 2023 FORT COLLINS, COLORADO SHEET 1 OF 1 WATER DEPTH START DATE 3/16/2023 WHILE DRILLING None SURFACE ELEV N/A FINISH DATE 3/16/2023 A-LIMITS SWELL DATE: RIG TYPE: CME55 FOREMAN: AK AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF _ _ 1 _ _ LEAN CLAY WITH SAND (CL)2 brown, moist _ _ very stiff to stiff 3 with calcareous deposits _ _ 4 _ _ CS 5 27 9000+11.5 117.8 35 20 74.2 8000 PSF 4.8% _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SS 10 10 9000+26.7 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ CS 15 17 9000+15.2 115.7 BOTTOM OF BORING DEPTH 15'_ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ 20 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 _ _ Earth Engineering Consultants, LLC MONTAVA DEVELOPMENT - PHASE G PROJECT NO: 1172058 LOG OF BORING S-6 APRIL 2023 FORT COLLINS, COLORADO SHEET 1 OF 1 WATER DEPTH START DATE 3/16/2023 WHILE DRILLING None SURFACE ELEV N/A FINISH DATE 3/16/2023 A-LIMITS SWELL DATE: RIG TYPE: CME55 FOREMAN: AK AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF SPARSE VEGETATION _ _ 1 _ _ LEAN CLAY WITH SAND (CL)2 brown, dry to moist _ _ stiff to very stiff to stiff 3 with calcareous deposits _ _ 4 _ _ CS 5 13 9000+6.3 114.1 2500 PSF 3.1% _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SS 10 14 9000+9.1 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _% @1000 PSF CS 15 20 9000+7.8 118.1 4000 PSF 3.1% _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ SS 20 10 9000+10.2 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ CS 25 11 9000+20.3 104.6 BOTTOM OF BORING DEPTH 25'_ _ Earth Engineering Consultants, LLC MONTAVA DEVELOPMENT - PHASE G PROJECT NO: 1172058 LOG OF BORING S-7 APRIL 2023 FORT COLLINS, COLORADO SHEET 1 OF 1 WATER DEPTH START DATE 3/3/2023 WHILE DRILLING None SURFACE ELEV N/A FINISH DATE 3/3/2023 4/3/2023 None A-LIMITS SWELL DATE: RIG TYPE: CME55 FOREMAN: AK AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF DISCED FIELD _ _ 1 _ _ LEAN CLAY WITH SAND (CL)2 brown, moist _ _ very stiff to stiff CS 3 26 9000+9.1 118.8 with calcareous deposits _ _ 4 _ _ SS 5 15 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ CS 10 20 9000+8.8 113.8 29 13 76.6 1400 PSF 1.3% _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ SS 15 11 9000+12.4 _ _ BOTTOM OF BORING DEPTH 15.5'16 _ _ 17 _ _ 18 _ _ 19 _ _ 20 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 _ _ Earth Engineering Consultants, LLC MONTAVA DEVELOPMENT - PHASE G PROJECT NO: 1172058 LOG OF BORING S-8 APRIL 2023 FORT COLLINS, COLORADO SHEET 1 OF 1 WATER DEPTH START DATE 3/3/2023 WHILE DRILLING None SURFACE ELEV N/A FINISH DATE 3/3/2023 A-LIMITS SWELL DATE: RIG TYPE: CME55 FOREMAN: AK AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF DISCED FIELD _ _ 1 _ _ LEAN CLAY WITH SAND (CL)2 brown, moist _ _% @ 150 PSF very stiff to medium stiff to stiff CS 3 18 9000+10.8 122.4 34 19 73.5 2000 PSF 5.1% with calcareous deposits _ _ 4 _ _ SS 5 5 9000+11.6 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ CS 10 5 9000+10.7 116.5 4000 PSF 3.3% _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ SS 15 11 9000+13.3 _ _ BOTTOM OF BORING DEPTH 15.5'16 _ _ 17 _ _ 18 _ _ 19 _ _ 20 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 _ _ Earth Engineering Consultants, LLC MONTAVA DEVELOPMENT - PHASE G PROJECT NO: 1172058 LOG OF BORING S-9 APRIL 2023 FORT COLLINS, COLORADO SHEET 1 OF 1 WATER DEPTH START DATE 3/3/2023 WHILE DRILLING None SURFACE ELEV N/A FINISH DATE 3/3/2023 A-LIMITS SWELL DATE: RIG TYPE: CME55 FOREMAN: AK AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF DISCED FIELD _ _ 1 _ _ LEAN CLAY WITH SAND (CL)2 brown, dry to moist _ _ very stiff to stiff 3 with calcareous deposits _ _ 4 _ _ CS 5 17 9000+7.5 110.8 5000 PSF 3.5% _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _Water-Soluble Sulfate Content = 0.1% SS 10 10 9000+10.7 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ CS 15 16 9000+14.2 110.9 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ SS 20 17 9000+13.7 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ CS 25 10 9000+14.7 111.2 BOTTOM OF BORING DEPTH 25'_ _ Earth Engineering Consultants, LLC MONTAVA DEVELOPMENT - PHASE G PROJECT NO: 1172058 LOG OF BORING S-10 APRIL 2023 FORT COLLINS, COLORADO SHEET 1 OF 1 WATER DEPTH START DATE 3/3/2023 WHILE DRILLING None SURFACE ELEV N/A FINISH DATE 3/3/2023 4/3/2023 None A-LIMITS SWELL DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF _ _ 1 _ _ LEAN CLAY WITH SAND (CL)2 brown, moist _ _ very stiff to medium stiff to stiff CS 3 17 9000+10.6 113.9 _ _ 4 _ _ SS 5 8 9000+13.5 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ CS 10 13 9000+15.7 114.5 35 20 83.0 1000 PSF 0.5% _ _ 11 _ _ 12 _ _ 13 _ _ 14 with calcareous deposits and gypsum crystals _ _ SS 15 6 4000 15.9 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ CS 20 14 6000 19.8 106.7 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ SS 25 14 500 17.4 BOTTOM OF BORING DEPTH 25.5'_ _ Earth Engineering Consultants, LLC MONTAVA DEVELOPMENT - PHASE G FORT COLLINS, COLORADO PROJECT NO: 1172058 LOG OF BORING S-11 APRIL 2023 SHEET 1 OF 1 WATER DEPTH START DATE 3/16/2023 WHILE DRILLING None SURFACE ELEV N/A FINISH DATE 3/16/2023 4/3/2023 24'6" A-LIMITS SWELL DATE: RIG TYPE: CME55 FOREMAN: AK AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF SPARSE VEGETATION _ _ 1 _ _ LEAN CLAY WITH SAND (CL)2 brown, dry to moist _ _% @ 150 PSF hard to medium stiff CS 3 44 9000+7.4 123.2 7500 PSF 8.5% _ _ 4 _ _ SS 5 15 9000+12.7 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ CS 10 14 9000+8.3 116.8 3500 PSF 2.9% _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ SS 15 6 5000 21.3 _ _ BOTTOM OF BORING DEPTH 15.5'16 _ _ 17 _ _ 18 _ _ 19 _ _ 20 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 _ _ Earth Engineering Consultants, LLC MONTAVA DEVELOPMENT - PHASE G PROJECT NO: 1172058 LOG OF BORING S-12 APRIL 2023 FORT COLLINS, COLORADO SHEET 1 OF 1 WATER DEPTH START DATE 3/3/2023 WHILE DRILLING None SURFACE ELEV N/A FINISH DATE 3/3/2023 4/3/2023 14'4" A-LIMITS SWELL DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF _ _ 1 _ _ SANDY LEAN CLAY (CL)2 brown, dry to moist _ _ stiff to very stiff 3 _ _ 4 _ _ CS 5 14 9000+9.4 104.3 1400 PSF 2.1% _ _ 6 _ _ 7 _ _ 8 _ _ 9 with gypsum crystals _ _Water-Soluble Sulfate Content = 1.5% SS 10 15 7000 11.9 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ CS 15 10 2500 18.3 110.5 29 14 57.5 <1000 PSF None _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ SS 20 16 5500 19.9 _ _ 21 _ _ 22 _ _ 23 _ _ SAND (SP)24 brown/red/white _ _ medium dense CS 25 28 9.1 131.4 BOTTOM OF BORING DEPTH 25'_ _ Earth Engineering Consultants, LLC MONTAVA DEVELOPMENT - PHASE G PROJECT NO: 1172058 LOG OF BORING S-13 APRIL 2023 FORT COLLINS, COLORADO SHEET 1 OF 1 WATER DEPTH START DATE 3/16/2023 WHILE DRILLING 20' SURFACE ELEV N/A FINISH DATE 3/16/2023 A-LIMITS SWELL DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF DISKED FIELD _ _ 1 LEAN CLAY with SAND (CL)_ _ brown 2 very stiff to stiff _ _% @ 150 psf with calcareous deposits CS 3 18 9000+8.2 107.5 30 20 2400 psf 5.3% _ _ 4 _ _ SS 5 15 9000 8.6 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ CS 10 11 9000 15.7 110.8 32 19 76.5 2200 psf 1.3% _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ SS 15 12 6000 18.3 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ CS 20 14 7000 18.1 109.4 _ _ 21 _ _ 22 _ _ 23 _ _ 24 light brown _ _ SS 25 5 1000 21.2 Continued on Sheet 2 of 2 _ _ Earth Engineering Consultants, LLC 40-ACRE PARCEL W OF 800-ACRE MIXED USE DEVELOPMENT FOR PSD FORT COLLINS, COLORADO LOG OF BORING B-1PROJECT NO: 1172058B AUGUST 2018 SHEET 1 OF 2 WATER DEPTH START DATE 8/7/2018 WHILE DRILLING 28' SURFACE ELEV N/A 24 HOUR N/A FINISH DATE 8/7/2018 AFTER DRILLING N/A A-LIMITS SWELL DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF Continued from Sheet 1 of 2 26 _ _ LEAN CLAY with SAND (CL)27 light brown / red _ _ stiff 28 with gypsum crystals _ _ 29 _ _ CS 30 14 2000 18.4 108.8 BOTTOM OF BORING DEPTH 30.0'_ _ 31 _ _ 32 _ _ 33 _ _ 34 _ _ 35 _ _ 36 _ _ 37 _ _ 38 _ _ 39 _ _ 40 _ _ 41 _ _ 42 _ _ 43 _ _ 44 _ _ 45 _ _ 46 _ _ 47 _ _ 48 _ _ 49 _ _ 50 _ _ Earth Engineering Consultants, LLC 40-ACRE PARCEL W OF 800-ACRE MIXED USE DEVELOPMENT FOR PSD FORT COLLINS, COLORADO LOG OF BORING B-1 AUGUST 2018PROJECT NO: 1172058B SHEET 2 OF 2 WATER DEPTH START DATE 8/7/2018 WHILE DRILLING 28' 8/7/2018 AFTER DRILLING N/A SURFACE ELEV 24 HOUR N/A FINISH DATE A-LIMITS SWELL N/A DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF DISKED FIELD _ _ 1 SANDY LEAN CLAY (CL)_ _ brown 2 stiff to very stiff _ _ with calcareous deposits 3 _ _ 4 _ _ CS 5 12 9000+13.3 115.2 27 15 56.2 1300 psf 0.7% _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SS 10 8 8500 14.0 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ with gypsum crystals CS 15 18 8500 16.9 111.9 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ SS 20 20 9000+16.6 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ CS 25 12 7500 19.9 106.7 Continued on Sheet 2 of 2 _ _ Earth Engineering Consultants, LLC 40-ACRE PARCEL W OF 800-ACRE MIXED USE DEVELOPMENT FOR PSD FORT COLLINS, COLORADO PROJECT NO: 1172058B LOG OF BORING B-2 AUGUST 2018 SHEET 1 OF 2 WATER DEPTH START DATE 8/7/2018 WHILE DRILLING None SURFACE ELEV N/A 24 HOUR N/A FINISH DATE 8/7/2018 AFTER DRILLING N/A A-LIMITS SWELL DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF Continued from Sheet 1 of 2 26 _ _ SANDY LEAN CLAY (CL)27 brown _ _ very stiff 28 _ _ 29 _ _ SS 30 17 6000 16.2 _ _ BOTTOM OF BORING DEPTH 30.5'31 _ _ 32 _ _ 33 _ _ 34 _ _ 35 _ _ 36 _ _ 37 _ _ 38 _ _ 39 _ _ 40 _ _ 41 _ _ 42 _ _ 43 _ _ 44 _ _ 45 _ _ 46 _ _ 47 _ _ 48 _ _ 49 _ _ 50 _ _ Earth Engineering Consultants, LLC 40-ACRE PARCEL W OF 800-ACRE MIXED USE DEVELOPMENT FOR PSD FORT COLLINS, COLORADO PROJECT NO: 1172058B LOG OF BORING B-2 AUGUST 2018 SHEET 2 OF 2 WATER DEPTH START DATE 8/7/2018 WHILE DRILLING None 8/7/2018 AFTER DRILLING N/A SURFACE ELEV 24 HOUR N/A FINISH DATE A-LIMITS SWELL N/A DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF DISKED FIELD _ _ 1 LEAN CLAY with SAND (CL)_ _ brown 2 very stiff _ _ with calcareous deposits 3 _ _ 4 _ _ CS 5 17 9000+13.7 111.0 38 26 70.8 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SS 10 12 9000+16.8 _ _ 11 _ _ 12 _ _ 13 _ _ 14 with gypsum crystals _ _ CS 15 14 6500 20.8 105.4 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ brown / grey / rust SS 20 11 6000 23.7 _ _ 21 _ _ 22 _ _ 23 _ _ 24 brown / red _ _ CS 25 14 4000 18.7 110.7 Continued on Sheet 2 of 2 _ _ Earth Engineering Consultants, LLC 40-ACRE PARCEL W OF 800-ACRE MIXED USE DEVELOPMENT FOR PSD FORT COLLINS, COLORADO PROJECT NO: 1172058B LOG OF BORING B-3 AUGUST 2018 SHEET 1 OF 2 WATER DEPTH START DATE 8/7/2018 WHILE DRILLING 24' SURFACE ELEV N/A 8/8/2018 26.7' FINISH DATE 8/7/2018 AFTER DRILLING N/A A-LIMITS SWELL DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF Continued from Sheet 1 of 2 26 _ _ LEAN CLAY with SAND (CL)27 brown / rust _ _ stiff 28 _ _ 29 _ _ with trace gravel SS 30 20 2500 21.6 _ _ 31 _ _ 32 _ _ 33 _ _ 34 _ _ SAND & GRAVEL (SP/GP)CS 35 14 --10.9 118.0 brown / red _ _ medium dense 36 _ _ 37 _ _ 38 _ _ 39 _ _ SS 40 17 --12.4 _ _ BOTTOM OF BORING DEPTH 40.5'41 _ _ 42 _ _ 43 _ _ 44 _ _ 45 _ _ 46 _ _ 47 _ _ 48 _ _ 49 _ _ 50 _ _ Earth Engineering Consultants, LLC 40-ACRE PARCEL W OF 800-ACRE MIXED USE DEVELOPMENT FOR PSD FORT COLLINS, COLORADO PROJECT NO: 1172058B LOG OF BORING B-3 AUGUST 2018 SHEET 2 OF 2 WATER DEPTH START DATE 8/7/2018 WHILE DRILLING 24' 8/7/2018 AFTER DRILLING N/A SURFACE ELEV 8/8/2018 26.7' FINISH DATE A-LIMITS SWELL N/A DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF _ _ 1 SANDY LEAN CLAY (CL)_ _ brown 2 very stiff to stff _ _ 3 _ _ 4 _ _ CS 5 23 9000 7.8 107.1 1600 psf 2.4% _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SS 10 9 9000 11.1 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ CS 15 13 9000 13.8 112.5 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ SS 20 14 6000 16.7 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ CS 25 11 3000 21.0 104.3 Continued on Sheet 2 of 2 _ _ Earth Engineering Consultants, LLC 40-ACRE PARCEL W OF 800-ACRE MIXED USE DEVELOPMENT FOR PSD FORT COLLINS, COLORADO PROJECT NO: 1172058B LOG OF BORING B-4 AUGUST 2018 SHEET 1 OF 2 WATER DEPTH START DATE 8/7/2018 WHILE DRILLING 29' SURFACE ELEV N/A 8/8/2018 28.5' FINISH DATE 8/7/2018 AFTER DRILLING N/A A-LIMITS SWELL DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF Continued from Sheet 1 of 2 26 _ _ SANDY LEAN CLAY (CL)27 brown _ _ stiff to very stiff 28 _ _ 29 _ _ SS 30 10 3000 22.6 _ _ 31 _ _ 32 _ _ 33 _ _ 34 light brown _ _ CS 35 13 1000 17.4 113.5 _ _ 36 _ _ 37 _ _ 38 _ _ 39 with gypsum crystals _ _ SS 40 16 4000 19.4 _ _ BOTTOM OF BORING DEPTH 40.5'41 _ _ 42 _ _ 43 _ _ 44 _ _ 45 _ _ 46 _ _ 47 _ _ 48 _ _ 49 _ _ 50 _ _ Earth Engineering Consultants, LLC 40-ACRE PARCEL W OF 800-ACRE MIXED USE DEVELOPMENT FOR PSD FORT COLLINS, COLORADO PROJECT NO: 1172058B LOG OF BORING B-4 AUGUST 2018 SHEET 2 OF 2 WATER DEPTH START DATE 8/7/2018 WHILE DRILLING 29' 8/7/2018 AFTER DRILLING N/A SURFACE ELEV 8/8/2018 28.5' FINISH DATE A-LIMITS SWELL N/A DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF SPARSE VEGETATION / WEEDS _ _ 1 CLAYEY SAND / SANDY LEAN CLAY (SC / CL)_ _ brown 2 medium dense / very stiff to stiff _ _% @ 150 psf CS 3 17 9000+9.2 111.0 30 20 48.2 1200 psf 3.9% _ _ 4 with calcareous deposits _ _ SS 5 12 9000+11.5 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ CS 10 8 9000+11.3 112.3 _ _ 11 _ _ 12 _ _ 13 _ _ 14 with gypsum crystals _ _ SS 15 11 4500 17.8 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ CS 20 9 3500 20.1 106.9 _ _ 21 _ _ 22 _ _ 23 _ _ 24 brown / red / gray _ _ SS 25 15 6000 24.2 Continued on Sheet 2 of 2 _ _ Earth Engineering Consultants, LLC 40-ACRE PARCEL W OF 800-ACRE MIXED USE DEVELOPMENT FOR PSD FORT COLLINS, COLORADO PROJECT NO: 1172058B LOG OF BORING B-5 AUGUST 2018 SHEET 1 OF 2 WATER DEPTH START DATE 8/7/2018 WHILE DRILLING 29' SURFACE ELEV N/A 8/8/2018 24.9' FINISH DATE 8/7/2018 AFTER DRILLING N/A A-LIMITS SWELL DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF Continued from Sheet 1 of 2 26 _ _ CLAYEY SAND / SANDY LEAN CLAY (SC / CL)27 brown / red _ _ medium dense / stiff 28 with trace gravel _ _ 29 _ _ CS 30 15 6000 19.2 _ _ 31 _ _ 32 _ _ 33 _ _ 34 with intermittent sand & gravel seams _ _ SS 35 11 --21.4 _ _ 36 _ _ 37 _ _ 38 _ _ 39 SAND & GRAVEL (SP/GP)_ _ brown, medium dense SS 40 11 --16.2 with trace clay zones _ _ BOTTOM OF BORING DEPTH 40.5'41 _ _ 42 _ _ 43 _ _ 44 _ _ 45 _ _ 46 _ _ 47 _ _ 48 _ _ 49 _ _ 50 _ _ Earth Engineering Consultants, LLC 40-ACRE PARCEL W OF 800-ACRE MIXED USE DEVELOPMENT FOR PSD FORT COLLINS, COLORADO PROJECT NO: 1172058B LOG OF BORING B-5 AUGUST 2018 SHEET 2 OF 2 WATER DEPTH START DATE 8/7/2018 WHILE DRILLING 29' 8/7/2018 AFTER DRILLING N/A SURFACE ELEV 8/8/2018 24.9' FINISH DATE A-LIMITS SWELL N/A Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Sandy Lean Clay (CL) Sample Location:Boring 1, Sample 1, Depth 2' Liquid Limit: 26 Plasticity Index: 11 % Passing #200: 65.8% Beginning Moisture: 10.7%Dry Density: 102.4 pcf Ending Moisture: 19.0% Swell Pressure: 800 psf % Swell @ 150:1.9% Montava Development - Tract G Fort Collins, Colorado 1172058 April 2023 -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand (CL) Sample Location:Boring 2, Sample 1, Depth 4' Liquid Limit: 35 Plasticity Index: 21 % Passing #200: 79.2% Beginning Moisture: 12.2%Dry Density: 108.9 pcf Ending Moisture: 18.5% Swell Pressure: 1600 psf % Swell @ 500:1.2% Montava Development - Tract G Fort Collins, Colorado 1172058 April 2023 -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Sandy Lean Clay (CL) Sample Location:Boring 3, Sample 1, Depth 4' Liquid Limit: - -Plasticity Index: - -% Passing #200: - - Beginning Moisture: 10.7%Dry Density: 93.5 pcf Ending Moisture: 21.3% Swell Pressure: <500 psf % Swell @ 500:None Montava Development - Tract G Fort Collins, Colorado 1172058 April 2023 -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: Montava Development - Tract G Fort Collins, Colorado 1172058 April 2023 Beginning Moisture: 11.5%Dry Density: 113.4 pcf Ending Moisture: 16.9% Swell Pressure: 2500 psf % Swell @ 500:1.6% Sample Location:Boring 5, Sample 1, Depth 4' Liquid Limit: - -Plasticity Index: - -% Passing #200: - - SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand (CL) -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand (CL) Sample Location:Boring 6, Sample 1, Depth 4' Liquid Limit: 35 Plasticity Index: 20 % Passing #200: 74.2% Beginning Moisture: 11.5%Dry Density: 118 pcf Ending Moisture: 16.6% Swell Pressure: 8000 psf % Swell @ 500:4.8% Montava Development - Tract G Fort Collins, Colorado 1172058 April 2023 -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand (CL) Sample Location:Boring 7, Sample 1, Depth 4' Liquid Limit: - -Plasticity Index: - -% Passing #200: - - Beginning Moisture: 6.3%Dry Density: 111.3 pcf Ending Moisture: 18.6% Swell Pressure: 2500 psf % Swell @ 500:3.1% Montava Development - Tract G Fort Collins, Colorado 1172058 April 2023 -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand (CL) Sample Location:Boring 7, Sample 3, Depth 14' Liquid Limit: - -Plasticity Index: - -% Passing #200: - - Beginning Moisture: 7.8%Dry Density: 112.1 pcf Ending Moisture: 17.6% Swell Pressure: 4000 psf % Swell @ 1000:3.1% Montava Development - Tract G Fort Collins, Colorado 1172058 April 2023 -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand (CL) Sample Location:Boring 8, Sample 3, Depth 9' Liquid Limit: 29 Plasticity Index: 13 % Passing #200: 76.6% Beginning Moisture: 8.8%Dry Density: 102 pcf Ending Moisture: 20.6% Swell Pressure: 1400 psf % Swell @ 500:1.3% Montava Development - Tract G Fort Collins, Colorado 1172058 April 2023 -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand (CL) Sample Location:Boring 9, Sample 1, Depth 2' Liquid Limit: 34 Plasticity Index: 19 % Passing #200: 73.5% Beginning Moisture: 10.8%Dry Density: 115.9 pcf Ending Moisture: 17.1% Swell Pressure: 2000 psf % Swell @ 150:5.1% Montava Development - Tract G Fort Collins, Colorado 1172058 April 2023 -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand (CL) Sample Location:Boring 9, Sample 3, Depth 9' Liquid Limit: - -Plasticity Index: - -% Passing #200: - - Beginning Moisture: 10.7%Dry Density: 118.1 pcf Ending Moisture: 15.4% Swell Pressure: 4000 psf % Swell @ 500:3.3% Montava Development - Tract G Fort Collins, Colorado 1172058 April 2023 -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: Montava Development - Tract G Fort Collins, Colorado 1172058 April 2023 Beginning Moisture: 7.5%Dry Density: 116.5 pcf Ending Moisture: 15.9% Swell Pressure: 5000 psf % Swell @ 500:3.5% Sample Location:Boring 10, Sample 1, Depth 4' Liquid Limit: - -Plasticity Index: - -% Passing #200: - - SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand (CL) -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: Montava Development - Tract G Fort Collins, Colorado 1172058 April 2023 Beginning Moisture: 15.7%Dry Density: 107.3 pcf Ending Moisture: 16.8% Swell Pressure: 1000 psf % Swell @ 500:0.5% Sample Location:Boring 11, Sample 3, Depth 9' Liquid Limit: 35 Plasticity Index: 20 % Passing #200: 83.0% SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand (CL) -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: Montava Development - Tract G Fort Collins, Colorado 1172058 April 2023 Beginning Moisture: 7.4%Dry Density: 125.7 pcf Ending Moisture: 15.5% Swell Pressure: 7500 psf % Swell @ 150:8.5% Sample Location:Boring 12, Sample 1, Depth 2' Liquid Limit: - -Plasticity Index: - -% Passing #200: - - SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand (CL) -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: Montava Development - Tract G Fort Collins, Colorado 1172058 April 2023 Beginning Moisture: 8.3%Dry Density: 114 pcf Ending Moisture: 18.8% Swell Pressure: 3500 psf % Swell @ 500:2.9% Sample Location:Boring 12, Sample 3, Depth 9' Liquid Limit: - -Plasticity Index: - -% Passing #200: - - SWELL / CONSOLIDATION TEST RESULTS Material Description:Sandy Lean Clay (CL) -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: Montava Development - Tract G Fort Collins, Colorado 1172058 April 2023 Beginning Moisture: 9.4%Dry Density: 99.9 pcf Ending Moisture: 24.3% Swell Pressure: 1400 psf % Swell @ 500:2.1% Sample Location:Boring 13, Sample 1, Depth 4' Liquid Limit: - -Plasticity Index: - -% Passing #200: - - SWELL / CONSOLIDATION TEST RESULTS Material Description:Sandy Lean Clay (CL) -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: Montava Development - Tract G Fort Collins, Colorado 1172058 April 2023 Beginning Moisture: 18.3%Dry Density: 108.5 pcf Ending Moisture: 17.4% Swell Pressure: <1000 psf % Swell @ 1000:None Sample Location:Boring 13, Sample 3, Depth 14' Liquid Limit: 29 Plasticity Index: 14 % Passing #200: 57.5% SWELL / CONSOLIDATION TEST RESULTS Material Description:Sandy Lean Clay (CL) -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added