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Home My WebLink AboutMONTAVA - PHASE D CORE - BDR240006 - SUBMITTAL DOCUMENTS - ROUND 1 - Geotechnical (Soils) ReportFINAL SUBSURFACE EXPLORATION REPORT MONTAVA DEVELOPMENT- PHASE D APPROXIMATE 40-ACRE MIXED USE DEVELOPMENT NORTHWEST CORNER OF MOUNTAIN VISTA DRIVE AND NORTH GIDDINGS ROAD 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 22, 2024 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: Final Subsurface Exploration Report Montava Development – Phase D - Approximate 40+ Acre Mixed Use Development Northwest Corner of Mountain Vista Drive and North Giddings Road Fort Collins, Larimer County, Colorado EEC Project No. 1172058 Mr. Moss and Mr. Hancock: Enclosed, herewith, are the results of the supplemental preliminary (FINAL) subsurface exploration completed by Earth Engineering Consultants, LLC personnel for the referenced project. A total of seventeen (17) preliminary soil borings were drilled on April 2 and 5, 2024 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, and results of laboratory testing are included as a part of the attached report. It should be noted that in 2017, Earth Engineering Consultants, LLC (EEC) conducted a preliminary subsurface exploration for the overall 800-acre site by drilling a series of thirty (30) test borings throughout the property and preparing a report with our findings. For further information and preliminary recommendations based on the 2017 subsurface exploration, please refer to our Preliminary Subsurface Exploration Report dated October 2, 2017, EEC Project No. 1172058. Three (3) borings during the initial preliminary subsurface exploration, (borings B-6, B-12, and B-13) were generally located within the Phase D development as indicated with blue color on the enclosed Boring Location Diagrams. This exploration was completed in general accordance with our proposal dated March 13, 2024. In summary, the subgrades underlying the surficial vegetation/topsoil generally consisted of cohesive soils classified as lean clay with varying amounts of sand extending to the bottom of the completed borings at borings B-13 and B-17, approximately 15 and 15½, respectively, below the existing ground surface or to the underlying granular materials at approximate depths of 7 to 16 feet below the ground surface at the remining borings. The lean clay to sandy lean clay soils were generally dry to moist to wet, very soft to very stiff, and exhibited nil to low swell potential with a slight tendency to hydro- FINAL SUBSURFACE EXPLORATION REPORT MONTAVA DEVELOPMENT- PHASE D APPROXIMATE 40-ACRE MIXED USE DEVELOPMENT NWC OF MOUNTAIN VISTA DRIVE AND NORTH GIDDINGS ROAD FORT COLLINS, COLORADO EEC PROJECT NO. 1172058 April 22, 2024 INTRODUCTION The supplemental preliminary (FINAL) subsurface exploration for the proposed approximate 40- acre mixed used – Montava Development, Phase D, located at the northwest corner of Mountain Vista Drive and North Giddings Road, in north Fort Collins, Colorado has been completed. For this exploration, a total of seventeen (17) supplemental preliminary soil borings were drilled on April 2 and April 5, 2024, at the approximate locations as indicated on the enclosed Boring Location Diagrams included with this report. The seventeen (17) supplemental preliminary soil borings were advanced to depths of approximately 15 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 dated October 2, 2017, EEC Project No. 1172058, was available to us which was referenced for preparation of this report. Three (3) borings during the initial preliminary subsurface exploration, (boring B-6 B-12 and B-13) were generally located within the Phase D development as indicated with blue color on the enclosed Boring Location Diagrams. Individual boring logs and site diagrams indicating the approximate boring locations of the three (3) October 2017 and current borings, are included with this report. We understand Phase D 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 March 11, 2024. 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 5 feet (+/-) in general site areas. 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. Earth Engineering Consultants, LLC EEC Project No. 1172058 April 22, 2024 Page 2 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 preliminary boring locations were established in the field by representatives from EEC by pacing and estimating angles from identifiable site features with the aid of a hand-held GPS unit using appropriate Google Earth Coordinates. Those approximate boring locations are indicated on the attached “Boring Location Diagrams.” The location of the borings should be considered accurate only to the degree implied by the methods used to make the field measurements. 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 techniques in general accordance with ASTM Specifications D1586 and D3550, respectively. In the split-barrel and California barrel sampling techniques, 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 materials and, to a lesser degree of accuracy, the consistency of cohesive soils and hardness of weathered bedrock. In the California barrel sampling procedure, samples of the subsurface soils are obtained in removable brass liners. All samples obtained in the field were sealed and returned to our laboratory for further examination, classification and testing. Laboratory moisture content tests were performed on each of the recovered samples. In addition, the unconfined strength of appropriate samples was estimated using a calibrated hand penetrometer. Washed sieve analysis and Atterberg limits tests were completed on select samples to evaluate the quantity and plasticity of the fines in the subgrade soils. Swell/consolidation tests were completed on select samples to evaluate the potential for subgrade materials to change volume with variation in moisture content and load. Water-soluble sulfate tests were performed Earth Engineering Consultants, LLC EEC Project No. 1172058 April 22, 2024 Page 3 on select samples to evaluate potential adverse reactions to site-cast concrete. Results of the outlined tests are indicated on the attached boring logs and summary sheets. As 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 soil’s texture and plasticity. The estimated group symbol for the Unified Soil Classification System is indicated on the boring logs and a brief description of that classification system is included with this report. SITE AND SUBSURFACE CONDITIONS The proposed improvement area is generally located at the northwest corner of Mountain Vista Drive and North Giddings Road in north Fort Collins, Colorado. Topsoil and vegetation/weeds were encountered at the surface of the completed test borings. The proposed improvement areas were relatively flat with an approximate relief of 10 feet across the site. Photographs of the site taken at the time of drilling are provided with this report. An EEC field engineer was on site during drilling to evaluate the subsurface conditions encountered and direct the drilling activities. Field logs prepared by EEC site personnel were based on visual and tactual observation of disturbed samples and auger cuttings. The final boring logs included with this report may contain modifications to the field logs based on the results of laboratory testing and evaluation. Based on the results of the field borings and laboratory evaluation, subsurface conditions can be generalized as follows. In summary, the subgrades underlying the surficial vegetation/topsoil generally consisted of cohesive soils classified as lean clay with varying amounts of sand extending to the bottom of the completed borings at borings B-13 and B-17, approximately 15 and 15½, respectively, below the existing ground surface or to the underlying granular materials at approximate depths of 7 to 16 feet below the ground surface at the remining borings. The lean clay to sandy lean clay soils were generally dry to moist to wet, very soft to very stiff, and exhibited nil to low swell potential with a slight tendency to hydro-compact at current moisture and density conditions. Silty sand /sand with varying amounts of silt and gravel was encountered below the upper cohesive soils and extended to the bottom of the completed borings, approximately 15 to 25½ feet below existing Earth Engineering Consultants, LLC EEC Project No. 1172058 April 22, 2024 Page 4 ground surface. The granular soils were generally loose to dense and are expected to have nil to low swell potential. The stratification boundaries indicated on the boring logs represent the approximate locations of changes in soil types. In-situ, the transition of materials may be gradual and indistinct. GROUNDWATER CONDITIONS Observations were made while drilling, after drilling and on April 9 and 22, 2024, within the installed temporary piezometers, to detect the presence and level of groundwater. At the time of drilling and on follow up dates mentioned, groundwater was observed in all of the preliminary test borings except boring B-17 at depths ranging from approximately 2½ to 11 feet below the existing ground surface. The measured depths to groundwater are recorded near the upper right-hand corner of each boring log included with this report. The groundwater measurements provided with this report are indicative of groundwater levels at the location and at the time the measurements were completed. The groundwater directional flow is generally in the south direction. Perched and/or trapped water may be encountered in more permeable zones in the subgrade soils at times throughout the year. Perched water is commonly encountered in soils immediately overlying less permeable bedrock materials. 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. 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 Earth Engineering Consultants, LLC EEC Project No. 1172058 April 22, 2024 Page 5 thickness. After the inundation period, additional incremental loads are applied to evaluate the swell pressure and/or consolidation. For this analysis, we conducted eighteen (18) swell-consolidation tests. The (+) test result indicates the material’s swell potential while the (-) test result indicates the material’s slight collapse potential when inundated with water. The following table summarizes the swell- consolidation laboratory test results. Table I – Laboratory Swell-Consolidation Test Results Building and Pavement Borings 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, (+/-) % 4 150 Lean Clay (CL) 24.8 45.6 76.2 98.0 (-) 1.9 (+) 0.3 14 500 Lean Clay/Sandy Lean Clay (CL) Or Silty Sand (SC) 16.8 41.0 79.7 106.4 (-) 1.1 0.0 Colorado Association of Geotechnical Engineers (CAGE) uses the following information to provide uniformity in terminology between geotechnical engineers to provide a relative correlation of slab performance risk 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 Earth Engineering Consultants, LLC EEC Project No. 1172058 April 22, 2024 Page 6 Based on the laboratory test results, samples of the overburden subsoils analyzed were within the nil to low range of swell risk category with a tendency to hydro-compact when inundated with water, and a tendency to consolidate with increased loads. General Considerations General guidelines are provided below for the site subgrade preparation. However, it should be noted that compaction and moisture requirements vary between builders/owners and, consequently, between geotechnical engineering companies. If the development lots will be marketed to a target group of builders, fill placement criteria should be obtained from those builders and/or their geotechnical engineering consultants prior to beginning earthwork activities on the site. Representatives from those entities should verify that the fill is being placed consistent with the home builders’ guidelines. The near surface cohesive soils were generally dry to wet, very soft to very stiff, exhibited nil to low plasticity and nil to low swell characteristics along with a tendency to hydro-compact at current moisture and density conditions. If the overburden soils were to become wetted subsequent to construction of overlying improvements, settlements caused by soft/compressible overburden soils could result in significant total and differential movement of site improvements. Therefore, preliminary considerations and/or recommendations for an over excavation and replacement concept to reduce the potential movement of foundations, floor slabs, and pavements, are included herein. However, specific over-excavation depths and methods of reducing the potential for movement are to be determined by the individual/lot-specific builder. Groundwater was observed at depths of 2½ to 16 feet below the ground surface in the borings. Depending on final site grades, we suggest that floor slab subgrade(s) be placed a minimum of 4 feet above the maximum anticipated rise in groundwater levels. If final site grading consists of cuts extending footings and floor slabs to less than 4 feet above the maximum anticipated rise in groundwater, consideration could be given to designing and installing interior perimeter drainage systems and/or elevating/raising the site grades to establish the minimum required 4-foot separation to the maximum anticipated rise in groundwater. Earth Engineering Consultants, LLC EEC Project No. 1172058 April 22, 2024 Page 7 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 on current surface elevations. In addition, any soft/compressible native soils, or any existing fill materials without documentation of controlled fill placement should be removed from improvement and/or new fill areas. After stripping and completing all cuts 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 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 and/or sand/silty sand soils 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. The near surface clay soils will be subject to strength loss and instability when wet. Pumping of the subgrades should be expected if the subgrades become wet before placement of overlying pavements. In addition, the site soils may be subject to frost heaving with available moisture and freezing temperatures. Positive drainage to prevent ponding of water in the site, including ponding of snow melt, should be developed to reduce the potential for post construction frost heaving. Care should be exercised after preparation of the subgrades to avoid disturbing the subgrade materials. Positive drainage should be developed away from the structures and pavements to avoid wetting of subgrade materials. Subgrade materials becoming wet subsequent to construction of the site improvements can result in unacceptable performance. Earth Engineering Consultants, LLC EEC Project No. 1172058 April 22, 2024 Page 8 Foundation Systems – Preliminary General Considerations The overburden soils require particular attention in the design and construction to reduce the amount of movement/differential movement due to the in-situ characteristics. The following foundation system was 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 and better determine the depth of over-excavation: • Spread Footing foundations bearing on approved fill material. If spread footings are chosen, the depth of any required over excavation and replacement or improvement of the cohesive soils should be considered below the bottom of the footings during the supplemental/lot- specific subsurface exploration phase. If greater potential for movement cannot be tolerated, alternative foundation systems such as drilled pier foundations could be used. All footings should bear on a uniform zone of material to minimize the potential of differential movement of dissimilar soils. Should other alternative foundation systems be considered, we would be pleased to provide additional recommendations upon request. Preliminary Floor Slab/Exterior Flatwork Subgrades We recommend all existing vegetation/topsoil be removed from beneath the floor slab and exterior flatwork areas as previously outlined. After stripping and completing all cuts and prior to placement of any flatwork concrete or fill, the exposed subgrades 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. Fill soils required to develop the floor slab subgrades should consist of approved, low-volume change materials which are free from organic matter and debris. Those fill materials should be placed as previously outlined and surcharged/preloaded and/or monitored as necessary to limit total and differential movement after construction of overlying improvements. Earth Engineering Consultants, LLC EEC Project No. 1172058 April 22, 2024 Page 9 Preliminary Basement Design and Construction With the exception of boring B-17, groundwater was encountered across the site within the supplemental preliminary soil borings at approximate depths of 2-1/2 to 11 feet below existing site grades. If lower-level construction for either garden-level or full-depth basements is being considered for the site, we would suggest that the lower-level subgrade(s) be placed a minimum of 4 feet above maximum anticipated rise in groundwater levels, and a combination exterior and interior perimeter drainage system(s) be installed. Consideration could be given to 1) either designing and installing an area wide 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 designing and installing 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 four (4) foot separation to the maximum anticipated rise in groundwater. EEC is available to assist in the underdrain design if requested. The following information should also be considered, as previously mentioned, and would be to install an interior and exterior perimeter drainage system for each individual residence. To reduce the potential for groundwater to enter the lower level/basement area of the structure(s), installation of a dewatering system is recommended. The dewatering system should, at a minimum, include an under-slab gravel drainage layer sloped to an interior perimeter drainage system. The following provides preliminary design recommendations for interior and exterior perimeter drainage systems. The under-slab drainage system should consist of a properly sized perforated pipe, embedded in free-draining gravel, placed in a trench at least 12 inches in width. The trench should be inset from the interior edge of the nearest foundation a minimum of 12 inches. In addition, the trench should be located such that an imaginary line extending downward at a 45-degree angle from the foundation does not intersect the nearest edge of the trench. Gravel should extend a minimum of 3 inches beneath the bottom of the pipe. The under-slab drainage system should be sloped at a minimum of 1/8 inch per foot to a suitable outlet, such as a sump and pump system. Earth Engineering Consultants, LLC EEC Project No. 1172058 April 22, 2024 Page 10 The under-slab drainage layer should consist of a minimum 6-inch thickness of free-draining gravel meeting the specifications of ASTM C33, Size No. 57 or 67 or equivalent. Cross- connecting drainage pipes should be provided beneath the slab at minimum 15-foot intervals and should discharge to the perimeter drainage system. Sizing of drainage pipe will be dependent upon groundwater flow into the dewatering system. Groundwater flow rates will fluctuate with permeability of the soils to be dewatered and the depth to which groundwater may rise in the future. Pump tests to determine groundwater flow rates are recommended in order to properly design the system. For preliminary design purposes, the drainage pipe, sump and pump system should be sized for a projected flow of 0.5 x 10-3 cubic feet per second (cfs) per lineal foot of drainage pipe. Additional recommendations can be provided upon request and should be presented in final subsurface exploration reports for each residential lot. Preliminary Pavement Subgrades Fill materials required to develop the pavement subgrades should consist of approved, low-volume change materials, free from organic matter and debris. Imported structural fill materials similar to CDOT Class 5, 6 or 7 base course material could be used in these areas. We recommend those fill soils be placed as recommended in the Site Preparation section of this report. The essentially cohesive soils may show strength loss and instability when wetted. Stabilization of those subgrades could be necessary at the time of construction to develop a stable platform for subsequent paving. Stabilization could be predesigned into the subgrades to mitigate swell, and the stabilized subgrades would be considered a part of the pavement section. Consideration could be given to a fly ash treatment concept for swell mitigation and/or stabilization, should pumping conditions develop. If a subgrade stabilization concept is chosen/required, consideration could be given to incorporating Portland cement / Class C fly ash within the upper 12-inches of the site pavements prior to construction of the overlying pavement structure. Stabilization should consist of blending 4% and 13% by dry weight of Portland cement and Class C fly ash, respectively, in the top 12 inches of the subgrades. The blended materials should be adjusted in moisture content to slightly dry of standard Proctor optimum moisture content and compacted to at least 95% of the material’s Earth Engineering Consultants, LLC EEC Project No. 1172058 April 22, 2024 Page 11 maximum dry density as determined in accordance with the standard Proctor procedure. Compaction of the subgrade should be completed within two hours after initial blending of the Class C fly ash. Pavement sections are based on assumed traffic volumes and subgrade strength characteristics. Based on the materials encountered, we believe an estimated R-value of 10 would be appropriate for design of the pavements supported on the subgrade soils. Suggested preliminary pavement sections for the light duty and heavy-duty on-site pavement improvement 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). Hot mix asphalt (HMA) underlain by aggregate base course, or a non-reinforced concrete pavement may be feasible options for the proposed on-site paved sections. HMA pavements may show rutting and distress in areas of heavy truck traffic or in truck loading and turning areas. Concrete pavements should be considered in those areas. Table III – Preliminary Pavement Sections Local Residential Roadways Minor Collectors Roadways EDLA – assume local residential roadways Reliability Resilient Modulus PSI Loss – (Initial 4.5, Terminal 2.0 and 2.5 respectively) 10 75% 3562 2.2 25 85% 3562 2.2 Design Structure Number 2.63 3.25 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 8ʺ (2.64) 5-1/2ʺ 8ʺ (3.30) Composite Section with Fly Ash – Alternative B Hot Mix Asphalt (HMA) Grading S (75) PG 58-28 Aggregate Base Course ABC – CDOT Class 5 or 6 Fly Ash Treated Subgrade Design Structure Number 4ʺ 6 ʺ 12″ (3.02) 4ʺ 8ʺ 12ʺ (3.24) PCC (Non-reinforced) – placed on an approved subgrade 5-1/2″ 7″ Earth Engineering Consultants, LLC EEC Project No. 1172058 April 22, 2024 Page 12 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). Aggregate base should be consistent with CDOT requirements for Class 5 or Class 6 aggregate base. As previously mentioned, a final subgrade investigation and pavement design should be performed in general accordance with LCUASS standards 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. Water Soluble Sulfates The water-soluble sulfate (SO4) testing of the on-site overburden soils taken during our subsurface exploration at varying depths are provided in the table below. Based on the reported sulfate content test results, this report includes a recommendation for the CLASS of cement for use for contact in association with the on-site subsoils. Table IV: Water Soluble Sulfate Test Results Sample Location Description Soluble Sulfate Content (%) B-3 S-1 4' Lean Clay with Sand (CL) 0.3 B-9 S-1 4' Lean Clay with Sand (CL) 1.63 B-13 S-2 9' Lean Clay with Sand (CL) 0.18 Based on the results as presented in table above, ACI 318, Section 4.2 indicates the site overburden soils have a severe risk of sulfate attack on Portland cement concrete. Therefore, ACI Class S2 requirements should be used for concrete on and below site grade within the overburden soils and bedrock. Foundation concrete should be designed in accordance with the provisions of the ACI Design Manual, Section 318, Chapter 5. Utilities Excavations into the on-site subsurface soils may encounter a variety of conditions. Shallow cuts in the very near surface soils would be expected to stand on relatively steep temporary slopes; however, cuts extending to greater depths could expose soft/loose unstable soils and groundwater. Earth Engineering Consultants, LLC EEC Project No. 1172058 April 22, 2024 Page 13 The wet and non-cohesive granular soils may be unstable in the trench excavations. Stabilization of the sides and bottoms of some of the trenches and at least some dewatering should be anticipated for deeper utilities. The individual contractor(s) should be made responsible for designing and constructing stable, temporary excavations as required to maintain stability of both the excavation’s 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. Other Considerations 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 adjacent to the buildings and parking and drive areas to avoid features which would pond water adjacent to the pavement, foundations or stem walls. 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. Lawn watering systems should not be placed within 5 feet of the perimeter of the building and parking areas. Spray heads should be designed not to spray water on or immediately adjacent to the structure or site pavements. Roof drains should be designed to discharge at least 5 feet away from the structure and away from the pavement areas. 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. It is recommended that the geotechnical engineer be retained to review the plans and specifications so 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 Earth Engineering Consultants, LLC EEC Project No. 1172058 April 22, 2024 Page 14 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 the 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 are 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 90 100 110 PL A S T I C I T Y I N D E X ( P I ) 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 B-1 B-2 B-3 B-4 B-5 B-6 B-7 B-8 B-9 B-10 B-11 B-12 B-13 B-14 B-15 B-16 B-17 1 4 2 3 B-6 B-13 B-12 Approximate Boring Locations (A57+ (1*,1((5,1* &21S8L7A17S LL& Legend )igXre 1 Boring Location 'iagram 0ontaYa 'eYelopment 7ract ' )ort &ollins &olorado ((& ProMect 11720 'ate April 202 1 Site Photos Photos taNen in approximate location in direction of arroZ Approx. Locations of 2017 Preliminary Borings B-1 B-2 B-3 B-4 B-5 B-6 B-7 B-8 B-9 B-10 B-11 B-12 B-13 B-14 B-15 B-16 B-17 B-6 B-13 1 4 2 3 B-12 (A57+ (1*,1((5,1* &21S8L7A17S LL& )igXre 2 Boring Location 'iagram 0ontaYa 'eYelopment 7ract ' )ort &ollins &olorado ((& ProMect 11720 'ate April 202 Approximate Boring Locations Legend 1 Site Photos Photos taNen in approximate location in direction of arroZ Approx. Locations of 2017 Preliminary Borings MONTAVA TRACT D FORT COLLINS, COLORADO EEC PROJECT NO. 1172058 APRIL 2024 MONTAVA TRACT D FORT COLLINS, COLORADO EEC PROJECT NO. 1172058 APRIL 2024 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 VEGETATION AND TOPSOIL _ _ 1 LEAN CLAY WITH SAND (CL)_ _ gray/brown/rust, moist 2 very soft/compressible to medium stiff _ _ 3 _ _ 4 _ _ CS 5 WOH 1500 40.6 81.1 44 26 80.9 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SS 10 7 1500 24.1 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ CS 15 9 26.2 102.2 _ _ 16 _ _ 17 _ _ SAND WITH SILT AND GRAVEL (SW-SM)18 tan, gray, moist, medium dense _ _ loose 19 _ _ SS 20 9 12.7 7.5 _ _ 21 _ _ 22 _ _ 23 _ _ 24 *wet cave-in _ _ CS 25 21.8 BOTTOM OF BORING DEPTH 25'_ _ Earth Engineering Consultants, LLC WOH - Denotes: Weight of Hammer, soft compressible zone at groundwater level A-LIMITS SWELL SURFACE ELEV 4997'4/22/2024 4' 9" FINISH DATE 4/4/2024 4/9/2024 5' SHEET 1 OF 1 WATER DEPTH START DATE 4/4/2024 WHILE DRILLING 4' MONTAVA DEVELOPMENT - TRACT D LOG OF BORING B-1PROJECT NO: 1172058 APRIL 2024 FORT COLLINS, COLORADO 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 VEGETATION AND TOPSOIL _ _ 1 LEAN CLAY WITH SAND (CL)_ _ gray/rust, moist 2 very soft to medium stiff _ _ CS 3 2 1500 35.3 87.5 <500 psf None _ _ 4 _ _ SS 5 4 1500 25.5 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ CS 10 8 21.4 106.9 8.5 WELL GRADED SAND WITH SILT (SW-SM)_ _ red/brown 11 loose _ _ 12 _ _ 13 _ _ 14 _ _ SS 15 9 14.9 _ _ BOTTOM OF BORING DEPTH 15.5'16 _ _ 17 _ _ 18 _ _ 19 _ _ 20 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 _ _ Earth Engineering Consultants, LLC MONTAVA DEVELOPMENT - TRACT D PROJECT NO: 1172058 LOG OF BORING B-2 APRIL 2024 FORT COLLINS, COLORADO SHEET 1 OF 1 WATER DEPTH START DATE 4/5/2024 WHILE DRILLING 2.5' SURFACE ELEV 4995' FINISH DATE 4/5/2024 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)_ _ brown/gray/rust, moist 2 medium stiff _ _ 3 _ _ 4 _ _Water Soluble Sulfate Content = 0.3% CS 5 5 2500 19.8 105.9 <500 psf None _ _ 6 _ _ 7 _ _ SILTY / CLAYEY SAND (SM/SC))8 brown/rust _ _ very loose 9 _ _ SS 10 2 31.4 _ _ 11 _ _ 12 _ _ SAND / GRAVEL (SP / GP)13 tan, gray _ _ medium dense 14 _ _ CS 15 19 9.1 116.4 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ *wet cave-in SS 20 11.9 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ *wet cave-in CS 25 6.5 BOTTOM OF BORING DEPTH 25'_ _ Earth Engineering Consultants, LLC MONTAVA DEVELOPMENT - TRACT D PROJECT NO: 1172058 LOG OF BORING B-3 APRIL 2024 FORT COLLINS, COLORADO SHEET 1 OF 1 WATER DEPTH START DATE 4/5/2024 WHILE DRILLING 6' SURFACE ELEV 4998' FINISH DATE 4/5/2024 AFTER DRILLING 4' 8" 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)_ _ gray/rust, moist 2 medium stiff to stiff _ _ 3 _ _ 4 _ _ CS 5 4 2500 28.6 93.9 <500 psf None _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SS 10 4 2000 22.2 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ SAND / GRAVEL (SP / GP)CS 15 10 19.3 105.8 BOTTOM OF BORING DEPTH 15'_ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ 20 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 _ _ Earth Engineering Consultants, LLC A-LIMITS SWELL SURFACE ELEV 4997' FINISH DATE 4/5/2024 SHEET 1 OF 1 WATER DEPTH START DATE 4/5/2024 WHILE DRILLING 8' MONTAVA DEVELOPMENT - TRACT D PROJECT NO: 1172058 LOG OF BORING B-4 APRIL 2024 FORT COLLINS, COLORADO 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 VEGETATION AND TOPSOIL _ _ 1 LEAN CLAY WITH SAND (CL)_ _ gray/rust, moist 2 stiff _ _ 3 _ _ 4 _ _ CS 5 10 2000 26.9 99.2 42 29 77.4 <500 psf None _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SS 10 10 2500 18.4 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ CS 15 15 2500 24.0 101.3 _ _ 16 _ _ SAND / GRAVEL (SP / GP)17 tan, gray _ _ dense 18 _ _ 19 _ _ SS 20 35 8.0 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ clay zone SS 25 9 500 33.6 BOTTOM OF BORING DEPTH 25.5'_ _ Earth Engineering Consultants, LLC A-LIMITS SWELL SURFACE ELEV 4995'4/22/2024 4' 9" FINISH DATE 4/2/2024 4/9/2024 4' 10" SHEET 1 OF 1 WATER DEPTH START DATE 4/2/2024 WHILE DRILLING 7' MONTAVA DEVELOPMENT - TRACT D PROJECT NO: 1172058 LOG OF BORING B-5 APRIL 2024 FORT COLLINS, COLORADO 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 (CL)_ _ gray, moist 2 very soft to stiff _ _ with gypsum crystals CS 3 4 2000 41.0 76.2 49 10 87.5 <500 psf None _ _ 4 _ _ SS 5 2 1500 28.5 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ CS 10 10 2500 22.8 105.1 _ _ 11 _ _ 12 _ _ 13 _ _ 14 SAND / GRAVEL (SP / GP)_ _ tan, gray SS 15 5 21.2 dense _ _ BOTTOM OF BORING DEPTH 15.5'16 _ _ 17 _ _ 18 _ _ 19 _ _ 20 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 _ _ Earth Engineering Consultants, LLC A-LIMITS SWELL SURFACE ELEV 4998' FINISH DATE 4/5/2024 AFTER DRILLING 5' SHEET 1 OF 1 WATER DEPTH START DATE 4/5/2024 WHILE DRILLING 4' MONTAVA DEVELOPMENT - TRACT D PROJECT NO: 1172058 LOG OF BORING B-6 APRIL 2024 FORT COLLINS, COLORADO 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)_ _ brown, moist 2 medium stiff _ _ with gypsum crystals CS 3 7 4000 22.9 <500 psf None _ _ 4 _ _ SS 5 7 3500 20.0 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ CS 10 4 3000 24.8 103.1 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ SS 15 9 3500 23.0 _ _ 16 SILTY SAND (SM)_ _ tan, gray 17 medium dense _ _ 18 _ _ 19 _ _ CS 20 18 12.7 119.7 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ *wet cave-in SS 25 17.5 BOTTOM OF BORING DEPTH 25.5'_ _ Earth Engineering Consultants, LLC A-LIMITS SWELL SURFACE ELEV 4996' FINISH DATE 4/5/2024 SHEET 1 OF 1 WATER DEPTH START DATE 4/5/2024 WHILE DRILLING 7' MONTAVA DEVELOPMENT - TRACT D PROJECT NO: 1172058 LOG OF BORING B-7 APRIL 2024 FORT COLLINS, COLORADO 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 VEGETATION AND TOPSOIL _ _ 1 SANDY LEAN CLAY (CL)_ _ brown/gray/rust, moist 2 medium stiff to stiff _ _ CS 3 9 2500 24.7 101.7 44 32 75.3 <500 psf None _ _ 4 _ _ SS 5 5 25.3 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ CS 10 9 4000 28.1 98.8 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ SS 15 13 18.0 SAND / SILTY SAND (SP / SM)_ _ tan, gray 16 medium dense to dense _ _ 17 _ _ 18 _ _ 19 _ _ CS 20 30 10.6 119.1 BOTTOM OF BORING DEPTH 20'_ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 _ _ Earth Engineering Consultants, LLC A-LIMITS SWELL SURFACE ELEV 4995' FINISH DATE 4/2/2024 SHEET 1 OF 1 WATER DEPTH START DATE 4/2/2024 WHILE DRILLING 6' MONTAVA DEVELOPMENT - TRACT D PROJECT NO: 1172058 LOG OF BORING B-8 APRIL 2024 FORT COLLINS, COLORADO 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)_ _ gray/rust, moist 2 moist, stiff to medium stiff _ _ 3 _ _ 4 _ _Water Soluble Sulfate Content = 1.63% CS 5 14 3500 27.2 98.7 <500 psf None _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SS 10 11 2000 20.8 _ _ 11 _ _ WELL GRADED SAND WITH GRAVEL (SW)12 tan, gray _ _ medium dense 13 _ _ 14 _ _ CS 15 15 13.9 124.8 4.1 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ SS 20 24 6.7 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ CS 25 10 10.1 BOTTOM OF BORING DEPTH 25'_ _ Earth Engineering Consultants, LLC A-LIMITS SWELL SURFACE ELEV 4997'4/22/2024 6' FINISH DATE 4/2/2024 4/9/2024 6' 1" SHEET 1 OF 1 WATER DEPTH START DATE 4/2/2024 WHILE DRILLING 9' MONTAVA DEVELOPMENT - TRACT D PROJECT NO: 1172058 LOG OF BORING B-9 APRIL 2024 FORT COLLINS, COLORADO 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 VEGETATION AND TOPSOIL _ _ 1 LEAN CLAY WITH SAND (CL)_ _ gray/rust, moist 2 stiff _ _ 3 _ _ 4 _ _ CS 5 13 4000 29.0 98.0 40 25 83.4 <500 psf None _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SILTY SAND (SM)SS 10 15 25.2 42.7 tan, gray _ _ medium dense 11 _ _ 12 _ _ 13 _ _ 14 _ _ CS 15 16 BOTTOM OF BORING DEPTH 15'_ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ 20 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 _ _ Earth Engineering Consultants, LLC A-LIMITS SWELL SURFACE ELEV 4996' FINISH DATE 4/2/2024 4/9/2024 6' SHEET 1 OF 1 WATER DEPTH START DATE 4/2/2024 WHILE DRILLING 5.5' MONTAVA DEVELOPMENT - TRACT D PROJECT NO: 1172058 LOG OF BORING B-10 APRIL 2024 FORT COLLINS, COLORADO 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 VEGETATION AND TOPSOIL _ _ 1 LEAN CLAY (CL)_ _ brown/gray, moist 2 stiff _ _ % @ 150 psf CS 3 10 6500 37.9 81.9 43 8 85.3 <150 psf None _ _ 4 _ _ SS 5 8 3500 19.2 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ CS 10 13 4000 20.0 109.4 <500 psf None _ _ 11 _ _ 12 _ _ SAND (SP)13 tan, gray _ _ medium dense 14 _ _ SS 15 18 9.6 _ _ BOTTOM OF BORING DEPTH 15.5'16 _ _ 17 _ _ 18 _ _ 19 _ _ 20 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 _ _ Earth Engineering Consultants, LLC A-LIMITS SWELL SURFACE ELEV 4998' FINISH DATE 4/2/2024 SHEET 1 OF 1 WATER DEPTH START DATE 4/2/2024 WHILE DRILLING 8' MONTAVA DEVELOPMENT - TRACT D PROJECT NO: 1172058 LOG OF BORING B-11 APRIL 2024 FORT COLLINS, COLORADO 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)_ _ brown/gray, moist 2 very stiff to stiff _ _ % @ 150 psf CS 3 17 5000 28.5 89.0 <150 psf None _ _ 4 _ _ CS 5 10 3500 28.1 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ CS 10 9 3000 27.9 96.7 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ SAND / GRAVEL (SP / GP)CS 15 14 2500 24.3 BOTTOM OF BORING DEPTH 15'_ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ 20 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 _ _ Earth Engineering Consultants, LLC A-LIMITS SWELL SURFACE ELEV 4995'4/22/2024 6' 8-1/2" FINISH DATE 4/2/2024 4/9/2024 6' 9" SHEET 1 OF 1 WATER DEPTH START DATE 4/2/2024 WHILE DRILLING 7' MONTAVA DEVELOPMENT - TRACT D PROJECT NO: 1172058 LOG OF BORING B-12 APRIL 2024 FORT COLLINS, COLORADO 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)_ _ gray/rust, moist 2 stiff to very stiff _ _ 3 _ _ 4 _ _ CS 5 14 4000 16.8 107.8 28 15 72.7 <500 psf None _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _Water Soluble Sulfate Content = 0.18% SS 10 12 2500 20.6 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ CS 15 18 5000 25.8 105.0 BOTTOM OF BORING DEPTH 15'_ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ 20 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 _ _ Earth Engineering Consultants, LLC A-LIMITS SWELL SURFACE ELEV 4995' FINISH DATE 4/2/2024 SHEET 1 OF 1 WATER DEPTH START DATE 4/2/2024 WHILE DRILLING 8.5' MONTAVA DEVELOPMENT - TRACT D PROJECT NO: 1172058 LOG OF BORING B-13 APRIL 2024 FORT COLLINS, COLORADO 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)_ _ brown/tan/rust 2 moist, medium stiff _ _ 3 _ _ 4 _ _ CS 5 10 3500 23.3 101.8 <500 psf None _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SS 10 7 2500 22.2 _ _ 11 _ _ 12 _ _ SAND WITH SILT AND GRAVEL (SW-SM)13 tan, gray, moist _ _ medium dense 14 _ _ CS 15 10 11.3 110.1 6.2 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ SS 20 15 13.6 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ *wet cave-in CS 25 14.3 BOTTOM OF BORING DEPTH 25'_ _ Earth Engineering Consultants, LLC A-LIMITS SWELL SURFACE ELEV 4997' FINISH DATE 4/5/2024 SHEET 1 OF 1 WATER DEPTH START DATE 4/5/2024 WHILE DRILLING 9.5' MONTAVA DEVELOPMENT - TRACT D PROJECT NO: 1172058 LOG OF BORING B-14 APRIL 2024 FORT COLLINS, COLORADO 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 VEGETATION AND TOPSOIL _ _ 1 LEAN CLAY WITH SAND (CL)_ _ brown, moist 2 very stiff to stiff _ _ with gypsum crystals 3 _ _ 4 _ _ CS 5 22 7000 21.3 106.3 <500 psf None _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SS 10 14 5000 19.3 106.8 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ CS 15 25 6000 19.1 _ _ 16 SAND / GRAVEL (SP / GP)_ _ tan, gay 17 medium dense to dense _ _ 18 _ _ 19 _ _ SS 20 14 11.7 101.6 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ SS 25 39 6.4 BOTTOM OF BORING DEPTH 25'_ _ Earth Engineering Consultants, LLC A-LIMITS SWELL SURFACE ELEV 4999'4/22/2024 10 11" FINISH DATE 4/2/2024 4/9/2024 11' SHEET 1 OF 1 WATER DEPTH START DATE 4/2/2024 WHILE DRILLING 10' MONTAVA DEVELOPMENT - TRACT D PROJECT NO: 1172058 LOG OF BORING B-15 APRIL 2024 FORT COLLINS, COLORADO 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 _ _ 1 LEAN CLAY WITH SAND (CL)_ _ tan/gray, moist 2 medium stiff to stiff _ _% @ 150 psf CS 3 15 1500 45.6 77.1 <150 psf None _ _ 4 _ _ SS 5 9 2000 26.5 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ CS 10 9 5000 20.9 105.1 _ _ 11 _ _ 12 _ _ 13 _ _ SAND / GRAVEL (SP / GP)14 tan, gray _ _ medium dense to dense SS 15 20 11.3 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ CS 20 11 500 12.3 119.9 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ SS 25 45 7.9 BOTTOM OF BORING DEPTH 25.5'_ _ Earth Engineering Consultants, LLC A-LIMITS SWELL SURFACE ELEV 4994'4/22/2024 6' 7-3/4" FINISH DATE 4/2/2024 4/9/2024 6' 7" SHEET 1 OF 1 WATER DEPTH START DATE 4/2/2024 WHILE DRILLING 8.5' MONTAVA DEVELOPMENT - TRACT D PROJECT NO: 1172058 LOG OF BORING B-16 APRIL 2024 FORT COLLINS, COLORADO 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)_ _ brown, moist 2 stiff to medium stiff _ _% @ 150 psf with calcareous deposits and gypsum crystals CS 3 9 3500 24.8 99.5 200 psf 0.3% _ _ 4 _ _ SS 5 8 3500 21.8 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ CS 10 6 2500 22.9 101.5 <500 psf None _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ SS 15 9 4000 21.9 _ _ BOTTOM OF BORING DEPTH 15.5'16 _ _ 17 _ _ 18 _ _ 19 _ _ 20 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 _ _ Earth Engineering Consultants, LLC A-LIMITS SWELL SURFACE ELEV 4999' FINISH DATE 4/5/2024 SHEET 1 OF 1 WATER DEPTH START DATE 4/5/2024 WHILE DRILLING None MONTAVA DEVELOPMENT - TRACT D PROJECT NO: 1172058 LOG OF BORING B-17 APRIL 2024 FORT COLLINS, COLORADO 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 gray / rust _ _ soft to medium stiff 3 _ _ 4 _ _ CS 5 4 1500 21.3 103.2 34 20 58.2 <500 psf none _ _ 6 _ _ 7 _ _ 8 _ _ 9 brown / rust / gray _ _ SS 10 14 1000 27.1 _ _ SILTY SAND / GRAVEL (SM / GM)11 brown / rust / gray _ _ loose 12 _ _ 13 _ _ 14 _ _ CS 15 5 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ SS 20 8 --10.6 _ _ 21 _ _ 22 _ _ 23 _ _ 24 SANDSTONE / SILTSTONE / CLAYSTONE _ _ gray / brown / rust CS 25 37 3500 17.8 BOTTOM OF BORING DEPTH 25.0'_ _ Earth Engineering Consultants, LLC A-LIMITS SWELL SURFACE ELEV N/A 24 HOUR N/A FINISH DATE 8/18/2017 AFTER DRILLING N/A SHEET 1 OF 1 WATER DEPTH START DATE 8/18/2017 WHILE DRILLING 4.5' 800 ACRE MIXED USE DEVELOPMENT FORT COLLINS, COLORADO PROJECT NO: 1172058 LOG OF BORING B-6 SEPTEMBER 2017 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 _ _ very stiff CS 3 8 6500 16.5 98.6 with calcareous deposits _ _ 4 _ _ SS 5 9 6000 15.3 _ _ 6 _ _ 7 _ _ 8 _ _ 9 brown / tan _ _ CS 10 4 6000 20.7 100.2 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ SS 15 9 6000 18.1 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ SAND / GRAVEL (SP / GP)CS 20 20 --10.1 132.6 brown / tan _ _ medium dense 21 with cobbles and clay seams _ _ 22 _ _ 23 _ _ 24 _ _ SS 25 10 --7.9 BOTTOM OF BORING DEPTH 25.5'_ _ Earth Engineering Consultants, LLC A-LIMITS SWELL SURFACE ELEV N/A CHECKED ON 8/28/2017 15.0' FINISH DATE 8/14/2017 CHECKED ON 9/8/2017 16.5' SHEET 1 OF 1 WATER DEPTH START DATE 8/14/2017 WHILE DRILLING 14.5' 800 ACRE MIXED USE DEVELOPMENT FORT COLLINS, COLORADO PROJECT NO: 1172058 LOG OF BORING B-12 SEPTEMBER 2017 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 VEGETATION & TOPSOIL _ _ 1 _ _ CLAYEY SAND (SC)2 gray _ _ loose to very loose CS 3 8 4000 24.8 86.5 _ _ 4 _ _ SS 5 2 1000 36.2 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SILTY SAND (SM)CS 10 6 --21.6 104.2 NL NP 30.3 <500 psf none brown / rust / gray _ _ loose to medium dense 11 _ _ 12 _ _ 13 _ _ 14 _ _ SS 15 12 1500 22.9 _ _ 16 _ _ SAND / GRAVEL (SP / GP)17 rust / brown _ _ medium dense 18 _ _ 19 _ _ CS 20 22 1000 8.0 130.3 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ SS 25 10 --9.2 BOTTOM OF BORING DEPTH 25.5'_ _ Earth Engineering Consultants, LLC A-LIMITS SWELL SURFACE ELEV N/A 24 HOUR N/A FINISH DATE 8/14/2017 AFTER DRILLING N/A SHEET 1 OF 1 WATER DEPTH START DATE 8/14/2017 WHILE DRILLING 10.0' 800 ACRE MIXED USE DEVELOPMENT FORT COLLINS, COLORADO PROJECT NO: 1172058 LOG OF BORING B-13 SEPTEMBER 2017 Project: Location: Project #: Date: Montava Development - Tract D Fort Collins, Colorado 1172058 April 2024 Beginning Moisture: 35.3%Dry Density: 87.6 pcf Ending Moisture: 26.6% Swell Pressure: <500 psf % Swell @ 500:None Sample Location:Boring 2, Sample 1, Depth 2' Liquid Limit: - -Plasticity Index: - -% Passing #200: - - SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand -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 10 Pe r c e n t M o v e m e n t Load (TSF) Sw e l l Co n s o l i d a t i o n Water Added Project: Location: Project #: Date: Montava Development - Tract D Fort Collins, Colorado 1172058 April 2024 Beginning Moisture: 19.8%Dry Density: 104.8 pcf Ending Moisture: 19.6% Swell Pressure: <500 psf % Swell @ 500:None Sample Location:Boring 3, Sample 1, Depth 4' Liquid Limit: - -Plasticity Index: - -% Passing #200: - - SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand -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 10 Pe r c e n t M o v e m e n t Load (TSF) Sw e l l Co n s o l i d a t i o n Water Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand Sample Location:Boring 4, Sample 1, Depth 4' Liquid Limit: - -Plasticity Index: - -% Passing #200: - - Beginning Moisture: 28.6%Dry Density: 92.4 pcf Ending Moisture: 25.6% Swell Pressure: <500 psf % Swell @ 500:None Montava Development - Tract D Fort Collins, Colorado 1172058 April 2024 -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 10 Pe r c e n t M o v e m e n t Load (TSF) Sw e l l Co n s o l i d a t i o n Water Added Project: Location: Project #: Date: Montava Development - Tract D Fort Collins, Colorado 1172058 April 2024 Beginning Moisture: 26.9%Dry Density: 98.2 pcf Ending Moisture: 20.2% Swell Pressure: <500 psf % Swell @ 500:None Sample Location:Boring 5, Sample 1, Depth 4' Liquid Limit: 42 Plasticity Index: 29 % Passing #200: 77.4% SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand -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 10 Pe r c e n t M o v e m e n t Load (TSF) Sw e l l Co n s o l i d a t i o n Water Added Project: Location: Project #: Date: Montava Development - Tract D Fort Collins, Colorado 1172058 April 2024 Beginning Moisture: 41.0%Dry Density: 79.7 pcf Ending Moisture: 29.3% Swell Pressure: <500 psf % Swell @ 500:None Sample Location:Boring 6, Sample 1, Depth 2' Liquid Limit: 49 Plasticity Index: 10 % Passing #200: 87.5% SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay -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 10 Pe r c e n t M o v e m e n t Load (TSF) Sw e l l Co n s o l i d a t i o n Water Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand Sample Location:Boring 7, Sample 3, Depth 9' Liquid Limit: - -Plasticity Index: - -% Passing #200: - - Beginning Moisture: 24.8%Dry Density: 100 pcf Ending Moisture: 18.6% Swell Pressure: <500 psf % Swell @ 500:None Montava Development - Tract D Fort Collins, Colorado 1172058 April 2024 -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 10 Pe r c e n t M o v e m e n t Load (TSF) Sw e l l Co n s o l i d a t i o n Water Added Project: Location: Project #: Date: Montava Development - Tract D Fort Collins, Colorado 1172058 April 2024 Beginning Moisture: 28.1%Dry Density: 95.7 pcf Ending Moisture: 21.1% Swell Pressure: <500 psf % Swell @ 500:None Sample Location:Boring 8, Sample 3, Depth 9' Liquid Limit: 44 Plasticity Index: 32 % Passing #200: 75.3% SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand -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 10 Pe r c e n t M o v e m e n t Load (TSF) Sw e l l Co n s o l i d a t i o n Water Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand Sample Location:Boring 9, Sample 1, Depth 4' Liquid Limit: - -Plasticity Index: - -% Passing #200: - - Beginning Moisture: 27.2%Dry Density: 95.7 pcf Ending Moisture: 24.6% Swell Pressure: <500 psf % Swell @ 500:None Montava Development - Tract D Fort Collins, Colorado 1172058 April 2024 -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 10 Pe r c e n t M o v e m e n t Load (TSF) Sw e l l Co n s o l i d a t i o n Water Added Project: Location: Project #: Date: Montava Development - Tract D Fort Collins, Colorado 1172058 April 2024 Beginning Moisture: 29.0%Dry Density: 93.7 pcf Ending Moisture: 22.6% Swell Pressure: <500 psf % Swell @ 500:None Sample Location:Boring 10, Sample 1, Depth 4' Liquid Limit: 40 Plasticity Index: 25 % Passing #200: 83.4% SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand -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 10 Pe r c e n t M o v e m e n t Load (TSF) Sw e l l Co n s o l i d a t i o n Water Added Project: Location: Project #: Date: Montava Development - Tract D Fort Collins, Colorado 1172058 April 2024 Beginning Moisture: 37.9%Dry Density: 81.1 pcf Ending Moisture: 42.1% Swell Pressure: <150 psf % Swell @ 150:None Sample Location:Boring 11, Sample 1, Depth 2' Liquid Limit: 43 Plasticity Index: 8 % Passing #200: 85.3% SWELL / CONSOLIDATION TEST RESULTS Material Description: Lean Clay -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 10 Pe r c e n t M o v e m e n t Load (TSF) Sw e l l Co n s o l i d a t i o n Water Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand Sample Location:Boring 11, Sample 3, Depth 9' Liquid Limit: - -Plasticity Index: - -% Passing #200: - - Beginning Moisture: 20.0%Dry Density: 106.3 pcf Ending Moisture: 33.8% Swell Pressure: <500 psf % Swell @ 500:None Montava Development - Tract D Fort Collins, Colorado 1172058 April 2024 -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 10 Pe r c e n t M o v e m e n t Load (TSF) Sw e l l Co n s o l i d a t i o n Water Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand Sample Location:Boring 12, Sample 1, Depth 2' Liquid Limit: - -Plasticity Index: - -% Passing #200: - - Beginning Moisture: 28.5%Dry Density: 89.5 pcf Ending Moisture: 18.4% Swell Pressure: <150 psf % Swell @ 150:None Montava Development - Tract D Fort Collins, Colorado 1172058 April 2024 -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 10 Pe r c e n t M o v e m e n t Load (TSF) Sw e l l Co n s o l i d a t i o n Water Added Project: Location: Project #: Date: Montava Development - Tract D Fort Collins, Colorado 1172058 April 2024 Beginning Moisture: 16.8%Dry Density: 106.4 pcf Ending Moisture: 19.4% Swell Pressure: <500 psf % Swell @ 500:None Sample Location:Boring 13, Sample 1, Depth 4' Liquid Limit: 28 Plasticity Index: 15 % Passing #200: 72.7% SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand -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 10 Pe r c e n t M o v e m e n t Load (TSF) Sw e l l Co n s o l i d a t i o n Water Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand Sample Location:Boring 14, Sample 1, Depth 4' Liquid Limit: - -Plasticity Index: - -% Passing #200: - - Beginning Moisture: 23.3%Dry Density: 98.5 pcf Ending Moisture: 17.3% Swell Pressure: <500 psf % Swell @ 500:None Montava Development - Tract D Fort Collins, Colorado 1172058 April 2024 -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 10 Pe r c e n t M o v e m e n t Load (TSF) Sw e l l Co n s o l i d a t i o n Water Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand Sample Location:Boring 15, Sample 1, Depth 4' Liquid Limit: - -Plasticity Index: - -% Passing #200: - - Beginning Moisture: 21.3%Dry Density: 101.8 pcf Ending Moisture: 21.7% Swell Pressure: <500 psf % Swell @ 500:None Montava Development - Tract D Fort Collins, Colorado 1172058 April 2024 -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 10 Pe r c e n t M o v e m e n t Load (TSF) Sw e l l Co n s o l i d a t i o n Water Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand Sample Location:Boring 16, Sample 1, Depth 2' Liquid Limit: - -Plasticity Index: - -% Passing #200: - - Beginning Moisture: 45.6%Dry Density: 76.2 pcf Ending Moisture: 45.1% Swell Pressure: <150 psf % Swell @ 150:None Montava Development - Tract D Fort Collins, Colorado 1172058 April 2024 -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 10 Pe r c e n t M o v e m e n t Load (TSF) Sw e l l Co n s o l i d a t i o n Water Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand Sample Location:Boring 17, Sample 1, Depth 2' Liquid Limit: - -Plasticity Index: - -% Passing #200: - - Beginning Moisture: 24.8%Dry Density: 98 pcf Ending Moisture: 25.1% Swell Pressure: 200 psf % Swell @ 150:0.3% Montava Development - Tract D Fort Collins, Colorado 1172058 April 2024 -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 10 Pe r c e n t M o v e m e n t Load (TSF) Sw e l l Co n s o l i d a t i o n Water Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Lean Clay with Sand Sample Location:Boring 17, Sample 3, Depth 9' Liquid Limit: - -Plasticity Index: - -% Passing #200: - - Beginning Moisture: 22.9%Dry Density: 100.4 pcf Ending Moisture: 21.9% Swell Pressure: <500 psf % Swell @ 500:None Montava Development - Tract D Fort Collins, Colorado 1172058 April 2024 -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 10 Pe r c e n t M o v e m e n t Load (TSF) Sw e l l Co n s o l i d a t i o n Water Added 2 1/2"(63 mm) 2"(50 mm) 1 1/2"(37.5 mm) 1"(25 mm) 3/4"(19 mm) 1/2"(12.5 mm) 3/8"(9.5 mm) No. 4 (4.75 mm) No. 8 (2.36 mm) No. 10 (2 mm) No. 16 (1.18 mm) No. 30 (0.6 mm) No. 40 (0.425 mm) No. 50 (0.3 mm) No. 100 (0.15 mm) No. 200 (0.075 mm) Project:Montava Development - Tract D Location:Fort Collins, Colorado Project No:1172058 Sample ID:B1 S4 19 Sample Desc.:Well Graded Sand with Silt and Gravel (SW-SM Date:April 2024 EARTH ENGINEERING CONSULTANTS, LLC SUMMARY OF LABORATORY TEST RESULTS Sieve Analysis (AASHTO T 11 & T 27 / ASTM C 117 & C 136) 100 Sieve Size Percent Passing 100 100 100 100 97 93 73 54 13 7.5 51 41 28 23 19 0.68 0.11 Fine 27.70 1.35 D30 D10 Cu CC April 2024 19.00 3.08 1.91 Montava Development - Tract D Fort Collins, Colorado 1172058 B1 S4 19 Well Graded Sand with Silt and Gravel (SW-SM D100 D60 D50 EARTH ENGINEERING CONSULTANTS, LLC Summary of Washed Sieve Analysis Tests (ASTM C117 & C136) Date: Project: Location: Project No: Sample ID: Sample Desc.: Cobble Silt or ClayGravel Coarse Fine Sand Coarse Medium 6" 5" 4" 3" 2.5" 2" 1.5" 1" 3/4" 1/2" 3/8" No. 4 No. 8 No. 10 No. 16 No. 30 No. 40 No. 50 No. 100 No. 200 0 10 20 30 40 50 60 70 80 90 100 0.010.11101001000 Fi n e r b y W e i g h t ( % ) Grain Size (mm) Standard Sieve Size 2 1/2"(63 mm) 2"(50 mm) 1 1/2"(37.5 mm) 1"(25 mm) 3/4"(19 mm) 1/2"(12.5 mm) 3/8"(9.5 mm) No. 4 (4.75 mm) No. 8 (2.36 mm) No. 10 (2 mm) No. 16 (1.18 mm) No. 30 (0.6 mm) No. 40 (0.425 mm) No. 50 (0.3 mm) No. 100 (0.15 mm) No. 200 (0.075 mm) Project:Montava Development - Tract D Location:Fort Collins, Colorado Project No:1172058 Sample ID:B2 S3 9 Sample Desc.:Well Graded Sand with Silt (SW-SM) Date:April 2024 EARTH ENGINEERING CONSULTANTS, LLC SUMMARY OF LABORATORY TEST RESULTS Sieve Analysis (AASHTO T 11 & T 27 / ASTM C 117 & C 136) 100 Sieve Size Percent Passing 100 100 100 100 99 99 94 88 20 8.5 87 81 77 74 58 0.19 0.08 Fine 3.76 1.35 D30 D10 Cu CC April 2024 19.00 0.32 0.27 Montava Development - Tract D Fort Collins, Colorado 1172058 B2 S3 9 Well Graded Sand with Silt (SW-SM) D100 D60 D50 EARTH ENGINEERING CONSULTANTS, LLC Summary of Washed Sieve Analysis Tests (ASTM C117 & C136) Date: Project: Location: Project No: Sample ID: Sample Desc.: Cobble Silt or ClayGravel Coarse Fine Sand Coarse Medium 6" 5" 4" 3" 2.5" 2" 1.5" 1" 3/4" 1/2" 3/8" No. 4 No. 8 No. 10 No. 16 No. 30 No. 40 No. 50 No. 100 No. 200 0 10 20 30 40 50 60 70 80 90 100 0.010.11101001000 Fi n e r b y W e i g h t ( % ) Grain Size (mm) Standard Sieve Size 2 1/2"(63 mm) 2"(50 mm) 1 1/2"(37.5 mm) 1"(25 mm) 3/4"(19 mm) 1/2"(12.5 mm) 3/8"(9.5 mm) No. 4 (4.75 mm) No. 8 (2.36 mm) No. 10 (2 mm) No. 16 (1.18 mm) No. 30 (0.6 mm) No. 40 (0.425 mm) No. 50 (0.3 mm) No. 100 (0.15 mm) No. 200 (0.075 mm) Project:Montava Development - Tract D Location:Fort Collins, Colorado Project No:1172058 Sample ID:B9 S3 14 Sample Desc.:Well Graded Sand with Gravel (SW) Date:April 2024 EARTH ENGINEERING CONSULTANTS, LLC SUMMARY OF LABORATORY TEST RESULTS Sieve Analysis (AASHTO T 11 & T 27 / ASTM C 117 & C 136) 100 Sieve Size Percent Passing 100 100 100 100 98 93 74 56 7 4.1 52 40 24 18 13 0.81 0.23 Fine 12.68 0.99 D30 D10 Cu CC April 2024 19.00 2.89 1.84 Montava Development - Tract D Fort Collins, Colorado 1172058 B9 S3 14 Well Graded Sand with Gravel (SW) D100 D60 D50 EARTH ENGINEERING CONSULTANTS, LLC Summary of Washed Sieve Analysis Tests (ASTM C117 & C136) Date: Project: Location: Project No: Sample ID: Sample Desc.: Cobble Silt or ClayGravel Coarse Fine Sand Coarse Medium 6" 5" 4" 3" 2.5" 2" 1.5" 1" 3/4" 1/2" 3/8" No. 4 No. 8 No. 10 No. 16 No. 30 No. 40 No. 50 No. 100 No. 200 0 10 20 30 40 50 60 70 80 90 100 0.010.11101001000 Fi n e r b y W e i g h t ( % ) Grain Size (mm) Standard Sieve Size 2 1/2"(63 mm) 2"(50 mm) 1 1/2"(37.5 mm) 1"(25 mm) 3/4"(19 mm) 1/2"(12.5 mm) 3/8"(9.5 mm) No. 4 (4.75 mm) No. 8 (2.36 mm) No. 10 (2 mm) No. 16 (1.18 mm) No. 30 (0.6 mm) No. 40 (0.425 mm) No. 50 (0.3 mm) No. 100 (0.15 mm) No. 200 (0.075 mm) Project:Montava Development - Tract D Location:Fort Collins, Colorado Project No:1172058 Sample ID:B10 S2 9 Sample Desc.:Silty Sand (SM) Date:April 2024 EARTH ENGINEERING CONSULTANTS, LLC SUMMARY OF LABORATORY TEST RESULTS Sieve Analysis (AASHTO T 11 & T 27 / ASTM C 117 & C 136) 100 Sieve Size Percent Passing 100 100 100 100 100 98 94 88 64 42.7 86 83 79 77 74 ------ Fine ------ D30 D10 Cu CC April 2024 12.50 0.14 0.10 Montava Development - Tract D Fort Collins, Colorado 1172058 B10 S2 9 Silty Sand (SM) D100 D60 D50 EARTH ENGINEERING CONSULTANTS, LLC Summary of Washed Sieve Analysis Tests (ASTM C117 & C136) Date: Project: Location: Project No: Sample ID: Sample Desc.: Cobble Silt or ClayGravel Coarse Fine Sand Coarse Medium 6" 5" 4" 3" 2.5" 2" 1.5" 1" 3/4" 1/2" 3/8" No. 4 No. 8 No. 10 No. 16 No. 30 No. 40 No. 50 No. 100 No. 200 0 10 20 30 40 50 60 70 80 90 100 0.010.11101001000 Fi n e r b y W e i g h t ( % ) Grain Size (mm) Standard Sieve Size