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HomeMy WebLinkAboutMONTAVA - PHASE D INFRASTRUCTURE - BDR240010 - SUBMITTAL DOCUMENTS - ROUND 1 - Geotechnical (Soils) Report (2) 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, 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(c-r�,hf2m.com), and Mr. Forrest Hancock(forrestgmontava.com) Development Director Earth Engineering Consultants, LLC 4396 Greenfield Drive Windsor, Colorado 80550 Z-1ip 2, 2024 Montava Development,LLC 430 N College Avenue, Suite 410 EARTH ENGINEERING Fort Collins, Colorado 80524 CONSULTANTS, LLC Attn: Mr. Max Moss (Max&hf2m.com), and Mr. Forrest Hancock(forrestgmontava.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 151/2 to 25'/2 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 151/2, 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- 4396 GREENFIELD DRIVE WINDSOR, COLORADO 80550 (970) 545-3908 FAX (970) 663-0282 Earth Engineering Consultants,LLC EEC Project No. 1172058 April 22,2024 Page 2 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 25%2 feet below existing ground surface. The granular soils were generally loose to dense and are expected to have nil to low swell potential. Groundwater was observed in all borings except boring B-17 at depths ranging from approximately 2%2 to 11 feet below existing site grades. Based on the materials observed within the supplemental preliminary boring locations and the anticipated foundation loads,we believe the proposed lightly to moderately loaded structures, could be supported by conventional spread footings bearing on either suitable native subsoils or on a zone of engineered/controlled fill material placed and compacted as described within this report. Interior slab- on-grades,exterior flatwork,and site pavements could be supported on a zone of approved fill materials to reduce the potential for post-construction movement. Preliminary geotechnical recommendations concerning design and construction of foundations and support of floor slabs and pavements are provided within the text of the enclosed report. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning the enclosed report, or if we can be of further service to you in any other way,please do not hesitate to contact us. Very truly yours, Earth Engineering Consultants,LLC Reviewed b p�pDO LICFN I� 0�;.�0 R/C•• I �FFSSIOIV A����\ Ali Khorasani David A. Richer,P.E. Project Engineer Senior Geotechnical Engineer Cc: TST, Inc. Consulting Engineers Jonathan Sweet(jsweet@tstina.com) Derek Patterson (dpatterson(a,tstinc.com) 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 25%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 15 Y2, 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 25'/2 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 2%Z 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 In-Situ Characteristics Pre-Load/ Range of Range of Swell—Index No of Inundation Moisture Range of Dry Densities, Test Results Samples Pressure, Contents, /o Description of Material o PCF Tested PSF Low High Low End, High End, Low End High End,. End, End, PCF PCF (+/-)% (+/-) % % 4 150 Lean Clay(CL) 24.8 45.6 76.2 1 98.0 (-)1.9 (+)0.3 14 500 Lean Clay/Sandy Lean Clay(CL) 16.8 41.0 79.7 106.4 (-)1.1 0.0 Or Silty Sand(SC) 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 11-Recommended Representative Swell Potential Descriptions and Corresponding Slab Performance Risk Categories Slab Performance Risk Category Representative Percent Swell Representative Percent Swell (500 psf Surcharge) (1000 psf Surcharge) Low 0to<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 21/2 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 Minor Collectors Roadways Roadways EDLA—assume local residential roadways 10 25 Reliability 75% 85% Resilient Modulus 3562 3562 PSI Loss—(Initial 4.5,Terminal 2.0 and 2.5 respectively) 2.2 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 4" 5-1/2" Aggregate Base Course ABC—CDOT Class 5 or 6 8" 8" Design Structure Number (2.64) (3.30) Composite Section with Fly Ash—Alternative B Hot Mix Asphalt(HMA)Grading S(75)PG 58-28 4" 4" Aggregate Base Course ABC—CDOT Class 5 or 6 6 " 8" Fly Ash Treated Subgrade 12" 12" Design Structure Number (3.02) (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 5-75 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. 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 PHYSICAL PROPERTIES OF BEDROCK Soil Classification is based on the Unified Soil Classification system and the ASTM Designations D-2488. Coarse Grained DEGREE OF WEATHERING: Soils have move than 50% of their dry weight retained on a Slight Slight decomposition of parent material on #200 sieve;they are described as: boulders,cobbles,gravel or joints. May be color change. sand. Fine Grained Soils have less than 50%of their dry weight Moderate Some decomposition and color change retained on a#200 sieve;they are described as : clays, if they throughout. are plastic, and silts if they are slightly plastic or non-plastic. High Rock highly decomposed, may be extremely Major constituents may be added as modifiers and minor broken. constituents may be added according to the relative proportions based on grain size. In addition to gradation, HARDNESS AND DEGREE OF CEMENTATION: coarse grained soils are defined on the basis of their relative in- Limestone and Dolomite: place density and fine grained soils on the basis of their Hard Difficult to scratch with knife. consistency. Example: Lean clay with sand,trace gravel, stiff (CL);silty sand,trace gravel, medium dense(SM). Moderately Can be scratched easily with knife. CONSISTENCY OF FINE-GRAINED SOILS Hard Cannot be scratched with fingernail. Unconfined Compressive Soft Can be scratched with fingernail. Strength,Qu, psf Consistency Shale,Siltstone and Claystone: < 500 Very Soft Hard Can be scratched easily with knife,cannot be 500- 1,000 Soft scratched with fingernail. 1,001- 2,000 Medium Moderately Can be scratched with fingernail. 2,001- 4,000 Stiff Hard 4,001- 8,000 Very Stiff Soft Can be easily dented but not molded with 8,001-16,000 Very Hard fingers. Sandstone and Conglomerate: RELATIVE DENSITY OF COARSE-GRAINED SOILS: Well Capable of scratching a knife blade. N-Blows/ft Relative Density Cemented 0-3 Very Loose Cemented Can be scratched with knife. 4-9 Loose 10-29 Medium Dense Poorly Can be broken apart easily with fingers. 30-49 Dense Cemented 50-80 Very Dense 80+ Extremely Dense Earth Engineering Consultants, LLC UNIFIED SOIL CLASSIFICATION SYSTEM Soil Classification Group Group Name Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests Symbol Coarse-Grained Soils Gravels more than Clean Gravels Less Cu24 and 1<Cc<3E GW Well-graded gravel F more than 50% 50%of coarse than 5%fines retained on No.200 fraction retained on Cu<4 and/or 1>Cc>3E GP Poorly-graded gravel F sieve No.4 sieve Gravels with Fines Fines classify as ML or MH GM Silty gravel G'" more than 12% fines Fines Classify as CL or CH GC Clayey Gravel F'G'" Sands 50%or more Clean Sands Less Cu>_6 and 1<Cc53E SW Well-graded sand coarse fraction than 5%fines passes No.4 sieve Cu<6 and/or 1>Cc>3E SP Poorly-graded sand Sands with Fines Fines classify as ML or MH SM Silty sand G'"'l more than 12% fines Fines classify as CL or CH SC Clayey sand G'"'l Fine-Grained Soils Silts and Clays inorganic PI>7 and plots on or above"A"Line CL Lean clay K,L,M 50%or more passes Liquid Limit less the No.200 sieve than 50 PI<4 or plots below"A"Line ML Silt K,L,M organic Liquid Limit-oven dried Organic clay K,L,M,N <0.75 OL Liquid Limit-not dried Organic silt K,L,M,o Silts and Clays inorganic PI plots on or above"A"Line CH Fat clay K,L,M Liquid Limit 50 or more PI plots below"A"Line MH Elastic Silt K,L,M organic Liquid Limit-oven dried Organic clay K,L,M,P <0.75 OH Liquid Limit-not dried Organic silt K,L,M,o Highly organic soils Primarily organic matter,dark in color,and organic odor PT Peat ABased on the material passing the 3-in.(75-mm) Cu=D60/Dlo Cc= (DBO)z Kif soil contains 15 to 29%plus No.200,add"with sand" sieve D10 x D60 or"with gravel",whichever is predominant. BIf field sample contained cobbles or boulders,or Llf soil contains 2 30%plus No.200 predominantly sand, both,add"with cobbles or boulders,or both"to add"sandy"to group name. group name. IF Ifsoil contains>_15%sand,add"with sand"to MY soil contains>_30%plus No.200 predominantly gravel, cGravels with 5 to 12%fines required dual symbols: GIf fines classify as CL-ML,use dual symbol GC- add"gravelly"to group name. GW-GM well graded gravel with silt CM,or SC-SM. NP124 and plots on or above"A"line. GW-GC well-graded gravel with clay "If fines are organic,add"with organic fines"to 0PI54 or plots below"A"line. GP-GM poorly-graded gravel with silt group name PPI plots on or above"A"line. GP-GC poorly-graded gravel with clay If soil contains>15%gravel,add"with gravel"to °PI plots below"A"line. OSands with 5 to 12%fines require dual symbols: group name SW-SM well-graded sand with silt 'If Atterberg limits plots shaded area,soil is a CL- SW-SC well-graded sand with clay ML,Silty clay SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay 60 For Classification of fine-grained soils and fine-grained fraction of coarse-grained 50 soils. Equation of"A"-line 40 Horizontal at PI=4 to LL=25.5 x then PI-0.73(LL-20) o Equation of"U"-fine z � 30 Vertical at LL=16 to PI-7, then PI=0.9(LI-8) a 20 p� MH o OH 10 MLciiOL 0 0 10 20 30 40 50 60 70 80 90 100 110 420 LIQUID LIMIT(LL) Earth Engineering Consultants,LLC ".- ` I r " r 0000 r / f;' \'l1kB-G II B-3 , ` •= 4 _ �► B-2 I ` - B-6 B-9 2 B-5 B-1 1 B-12 B-8 B-10 y y B-14 - '' B 136. B-1G - `X, t i Legend �3f l '} $Approximate Boring Locations \ _ EJ - - Approx. Locations of _ � 2017 Preliminary Borings ♦ = \ ,� Site Photos /Photos taken in approximate location,in direction of arrow) Figure 1: Boring Location Diagram Montava Development-Tract D Fort Collins, Colorado North EEC Project #: 1172058 Date: April 2024 Not to Scale EARTH ENGINEERING CONSULTANTS, LLC 0 III B-G \ \ III 13-1 B-2 I I y I w \ ' B-5 B-1 1 B-4 o \o 4$7 B-I 12 - B-8 B-10 13-12 O - I III B-13 16 I! Oy Iljl . =O X ,. OO -17 -17 ;< \ Legend \ ii III $Approximate Boring ,:/ X \ Locations Approx. Locations of 2017 Preliminary Borings Site Photos (Photos taken in approximate location,in direction of arrow Figure 2: Boring Location Diagram Montava Development-Tract D Fort Collins, Colorado North EEC Project #: 1172058 Date: April 2024 Not to Scale EARTH ENGINEERING CONSULTANTS, LLC Y w PHOTO 1 ry. i � t �c•r .. . , . .� . .. EEC . , , 4� tyt PHOTO 3 Mp F IYX 5x .a" „c r a a �711-7 - .. . , . .� . .. EEC MONTAVA DEVELOPMENT -TRACT D FORT COLLINS, COLORADO PROJECT NO: 1172058 LOG OF BORING B-1 DATE: APRIL 2024 RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH FOREMAN: DG START DATE 4/4/2024 WHILE DRILLING 4' AUGER TYPE: 4"CFA FINISH DATE 4/4/2024 4/9/2024 5' SPT HAMMER: AUTOMATIC SURFACE ELEV 4997' 4/22/2024 4'9" SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL TYPE (FEET) BLOWSIFT (PSF). I%) (PCF) ILL 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 WOH-Denotes:Weight of Hammer,soft compressible zone at groundwater level 6 7 8 9 Ess 10 7 1500 24.1 11 12 13 14 FC—S 15 9 26.2 102.2 16 17 SAND WITH SILT AND GRAVEL(SW-SM) 18 tan,gray,moist,medium dense loose 19 ISS 20 9 12.7 1 7.5 21 22 23 24 'wet cave-in ICS 25 21.8 BOTTOM OF BORING DEPTH 25' Earth Engineering Consultants, LLC MONTAVA DEVELOPMENT -TRACT D FORT COLLINS, COLORADO PROJECT NO: 1172058 LOG OF BORING B-2 DATE: APRIL 2024 RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH FOREMAN: DG START DATE 4/5/2024 WHILE DRILLING 2.5' AUGER TYPE: 4"CFA FINISH DATE 4/5/2024 SPT HAMMER: AUTOMATIC SURFACE ELEV 4995' SOIL DESCRIPTION D N QU MC DD A-LIMITS .200 SWELL TYPE (FEET) �BLOWSIFT� (PSF) (%) (PCF) LL PI I%) PRESSURE %@ 500 PSF VEGETATION AND TOPSOIL 1 LEAN CLAY WITH SAND(CL) gray/rust,moist 2 very soft to medium stiff Fc _S 3 2 1500 35.3 87.5 <500 psf None 4 ESS 5 4 1500 25.5 6 7 8 9 CS 10 8 21.4 1 106.9 1 8.5 WELL GRADED SAND WITH SILT(SW-SM) red/brown 11 loose 12 13 14 Fss 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 FORT COLLINS, COLORADO PROJECT NO: 1172058 LOG OF BORING B-3 DATE: APRIL 2024 RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH FOREMAN: DG START DATE 4/5/2024 WHILE DRILLING 6' AUGER TYPE: 4"CFA FINISH DATE 4/5/2024 AFTER DRILLING 4'8" SPT HAMMER: AUTOMATIC SURFACE ELEV 4998, SOIL DESCRIPTION D N QU MC DD A-LIMITS .200 SWELL TYPE (FEET) �BLOWSIFT� (PSF) (%) (PCF) LL PI I%) 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 veryloose 9 Ess 10 2 31.4 11 12 SAND/GRAVEL(SP/GP) 13 tan,gray medium dense 14 FC­S 15 19 9.1 1 116.4 16 17 18 19 'wet cave-in Ess 20 11.9 21 22 23 24 'wet cave-in FCS 25 1 6.5 BOTTOM OF BORING DEPTH 25' Earth Engineering Consultants, LLC MONTAVA DEVELOPMENT -TRACT D FORT COLLINS, COLORADO PROJECT NO: 1172058 LOG OF BORING B-4 DATE: APRIL 2024 RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH FOREMAN: DG START DATE 4/5/2024 WHILE DRILLING 8' AUGER TYPE: 4"CFA FINISH DATE 4/5/2024 SPT HAMMER: AUTOMATIC SURFACE ELEV 4997' SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL TYPE (FEET) BLOWSIFT (PSF). I%) (PCF) LL PI (%) PRESSURE %@ 500 PSF 1 LEAN CLAY WITH SAND(CL) gray/rust,moist 2 medium stiff to stiff 3 4 Ic— 5 5 4 2500 28.6 93.9 <500 psf None 6 7 8 9 Ess 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 MONTAVA DEVELOPMENT -TRACT D FORT COLLINS, COLORADO PROJECT NO: 1172058 LOG OF BORING B-5 DATE: APRIL 2024 RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH FOREMAN: DG START DATE 4/2/2024 WHILE DRILLING 7' AUGER TYPE: 4"CFA FINISH DATE 4/2/2024 4/9/2024 4'10" SPT HAMMER: AUTOMATIC SURFACE ELEV 4995' 4/22/2024 4'9" SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL TYPE (FEET) �BLOWSIFT� (PSF) (%) (PCF) LL PI I%) 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 Ess 10 10 2500 18.4 11 12 13 14 CS 15 15 2500 24.0 1 101.3 16 SAND/GRAVEL(SP/GP) 17 tan,gray dense 18 19 SS 20 35 8.0 E 21 22 23 24 clay zone SS 25 9 500 33.6 BOTTOM OF BORING DEPTH 25.5' _ _ Earth Engineering Consultants, LLC MONTAVA DEVELOPMENT -TRACT D FORT COLLINS, COLORADO PROJECT NO: 1172058 LOG OF BORING B-6 DATE: APRIL 2024 RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH FOREMAN: DG START DATE 4/5/2024 WHILE DRILLING 4- AUGER TYPE: 4"CFA FINISH DATE 4/5/2024 AFTER DRILLING 5- SPT HAMMER: AUTOMATIC SURFACE ELEV 4998, SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL TYPE (FEET) BLOWSIFT (PSF). I%) (PCF) LL PI (%) PRESSURE %@ 500 PSF 1 LEAN CLAY(CL) gray,moist 2 very soft to stiff _ _ with gypsum crystals Ics 3 4 2000 41.0 76.2 49 10 87.5 <500 psf None 4 LSS 5 2 1500 28.5 6 7 8 9 Fc—s 10 10 12500 22.8 1 105.1 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 MONTAVA DEVELOPMENT -TRACT D FORT COLLINS, COLORADO PROJECT NO: 1172058 LOG OF BORING B-7 DATE: APRIL 2024 RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH FOREMAN: DG START DATE 4/5/2024 WHILE DRILLING 7' AUGER TYPE: 4"CFA FINISH DATE 4/5/2024 SPT HAMMER: AUTOMATIC SURFACE ELEV 4996' SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL TYPE (FEET) BLOWSIFT (PSF). I%) (PCF) LL PI (%) PRESSURE %@ 500 PSF 1 LEAN CLAY WITH SAND(CL) brown,moist 2 medium stiff with gypsum crystals ICS 3 7 4000 22.9 <500 psf None 4 LSS 5 7 3500 20.0 6 7 8 9 Fc—s 10 4 3000 24.8 1 103.1 11 12 13 14 SS 15 9 3500 23.0 F 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 MONTAVA DEVELOPMENT -TRACT D FORT COLLINS, COLORADO PROJECT NO: 1172058 LOG OF BORING B-8 DATE: APRIL 2024 RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH FOREMAN: DG START DATE 4/2/2024 WHILE DRILLING 6' AUGER TYPE: 4"CFA FINISH DATE 4/2/2024 SPT HAMMER: AUTOMATIC SURFACE ELEV 4995' SOIL DESCRIPTION D N QU MC DD A-LIMITS .200 SWELL TYPE (FEET) �BLOWSIFT� (PSF) (%) (PCF) LL PI I%) PRESSURE %@ 500 PSF VEGETATION AND TOPSOIL 1 SANDY LEAN CLAY(CL) brown/gray/rust,moist 2 medium stiff to stiff Fc S 3 9 2500 24.7 101.7 44 32 75.3 <500 psf None 4 Ess 5 5 25.3 6 7 8 9 Fc-S 10 9 4000 28.1 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 rc—S 20 30 10.6 1 119.1 BOTTOM OF BORING DEPTH 20' 21 22 23 24 25 Earth Engineering Consultants, LLC MONTAVA DEVELOPMENT -TRACT D FORT COLLINS, COLORADO PROJECT NO: 1172058 LOG OF BORING B-9 DATE: APRIL 2024 RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH FOREMAN: DG START DATE 4/2/2024 WHILE DRILLING 9' AUGER TYPE: 4"CFA FINISH DATE 4/2/2024 4/9/2024 6'1" SPT HAMMER: AUTOMATIC SURFACE ELEV 4997' 4/22/2024 6' SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL TYPE (FEET) BLOWSIFT (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 Ess 10 11 2000 20.8 11 WELL GRADED SAND WITH GRAVEL(SW) 12 tan,gray medium dense 13 14 Fc—S 15 15 13.9 124.8 4.1 16 17 18 19 ISS 20 24 6.7 21 22 23 24 Ic— S 25 1 10 1 10.1 BOTTOM OF BORING DEPTH 25' _ _ Earth Engineering Consultants, LLC MONTAVA DEVELOPMENT -TRACT D FORT COLLINS, COLORADO PROJECT NO: 1172058 LOG OF BORING B-10 DATE: APRIL 2024 RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH FOREMAN: DG START DATE 4/2/2024 WHILE DRILLING 5.5' AUGER TYPE: 4"CFA FINISH DATE 4/2/2024 4/9/2024 6' SPT HAMMER: AUTOMATIC SURFACE ELEV 4996' SOIL DESCRIPTION D N QU MC DD A-LIMITS .200 SWELL TYPE (FEET) BLOWSIFT (PS (%) (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 MONTAVA DEVELOPMENT -TRACT D FORT COLLINS, COLORADO PROJECT NO: 1172058 LOG OF BORING B-11 DATE: APRIL 2024 RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH FOREMAN: DG START DATE 4/2/2024 WHILE DRILLING 8' AUGER TYPE: 4"CFA FINISH DATE 4/2/2024 SPT HAMMER: AUTOMATIC SURFACE ELEV 4998' SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL TYPE (FEET) BLOWSIFT (PSF). I%) (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 LSS 5 8 3500 19.2 6 7 8 9 Fc—s 10 13 4000 20.0 109.4 1 1 <500 psf None 11 12 SAND(SP) 13 tan,gray medium dense 14 SS 15 18 9.6 F BOTTOM OF BORING DEPTH 15.5' 16 17 18 19 20 21 22 23 24 25 Earth Engineering Consultants, LLC MONTAVA DEVELOPMENT -TRACT D FORT COLLINS, COLORADO PROJECT NO: 1172058 LOG OF BORING B-12 DATE: APRIL 2024 RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH FOREMAN: DG START DATE 4/2/2024 WHILE DRILLING 7' AUGER TYPE: 4"CFA FINISH DATE 4/2/2024 4/9/2024 6'9" SPT HAMMER: AUTOMATIC SURFACE ELEV 4995' 4/22/2024 6'8-1/2" SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL TYPE (FEET) BLOWSIFT (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 Fc— S 10 9 3000 27.9 1 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 MONTAVA DEVELOPMENT -TRACT D FORT COLLINS, COLORADO PROJECT NO: 1172058 LOG OF BORING B-13 DATE: APRIL 2024 RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH FOREMAN: DG START DATE 4/2/2024 WHILE DRILLING 8.5' AUGER TYPE: 4"CFA FINISH DATE 4/2/2024 SPT HAMMER: AUTOMATIC SURFACE ELEV 4995' SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL TYPE (FEET) BLOWSIFT (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% ESs 10 12 2500 20.6 11 12 13 14 Fc—S 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 MONTAVA DEVELOPMENT -TRACT D FORT COLLINS, COLORADO PROJECT NO: 1172058 LOG OF BORING B-14 DATE: APRIL 2024 RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH FOREMAN: DG START DATE 4/5/2024 WHILE DRILLING 9.5' AUGER TYPE: 4"CFA FINISH DATE 4/5/2024 SPT HAMMER: AUTOMATIC SURFACE ELEV 4997' SOIL DESCRIPTION D N QU MC DD A-LIMITS .200 SWELL TYPE (FEET) BLOWSIFT (PS (%) (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 Ess 10 7 2500 22.2 11 12 SAND WITH SILT AND GRAVEL(SW-SM) 13 tan,gray,moist medium dense 14 Fc_s 15 10 11.3 1 110.1 1 6.2 16 17 18 19 SS 20 15 13.6 E 21 22 23 24 *wet cave-in FCS 25 1 14.3 BOTTOM OF BORING DEPTH 25' Earth Engineering Consultants, LLC MONTAVA DEVELOPMENT -TRACT D FORT COLLINS, COLORADO PROJECT NO: 1172058 LOG OF BORING B-15 DATE: APRIL 2024 RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH FOREMAN: DG START DATE 4/2/2024 WHILE DRILLING 10, AUGER TYPE: 4"CFA FINISH DATE 4/2/2024 4/9/2024 11' SPT HAMMER: AUTOMATIC SURFACE ELEV 4999, 4/22/2024 1011" SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL TYPE (FEET) BLOWSIFT (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 -- ESS 10 14 5000 19.3 106.8 11 12 13 14 FC—S 15 25 6000 19.1 16 SAND/GRAVEL(SP/GP) tan,gay 17 medium dense to dense 18 19 1SS 20 14 11.7 101.6 21 22 23 24 SS 25 39 6.4 BOTTOM OF BORING DEPTH 25' Earth Engineering Consultants, LLC MONTAVA DEVELOPMENT -TRACT D FORT COLLINS, COLORADO PROJECT NO: 1172058 LOG OF BORING B-16 DATE: APRIL 2024 RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH FOREMAN: DG START DATE 4/2/2024 WHILE DRILLING 8.5' AUGER TYPE: 4"CFA FINISH DATE 4/2/2024 4/9/2024 6'7" SPT HAMMER: AUTOMATIC SURFACE ELEV 4994' 4/22/2024 6'7-3/4" SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL TYPE (FEET) BLOWSIFT (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 LSS 5 9 2000 26.5 6 7 8 9 Fc—s 10 9 5000 20.9 105.1 11 12 13 SAND/GRAVEL(SP/GP) 14 tan,gray medium dense to dense Ess 15 20 11.3 16 17 18 19 Ic— S 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 MONTAVA DEVELOPMENT -TRACT D FORT COLLINS, COLORADO PROJECT NO: 1172058 LOG OF BORING B-17 DATE: APRIL 2024 RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH FOREMAN: DG START DATE 4/5/2024 WHILE DRILLING None AUGER TYPE: 4"CFA FINISH DATE 4/5/2024 SPT HAMMER: AUTOMATIC SURFACE ELEV 4999, SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL TYPE (FEET) BLOWSIFT (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 ICS 3 9 3500 24.8 99.5 200 psf 0.3% 4 LSS 5 8 3500 21.8 6 7 8 9 Fc—S 10 6 2500 22.9 1 101.5 1 1 <500 psf None 11 12 13 14 FSS 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 800 ACRE MIXED USE DEVELOPMENT FORT COLLINS,COLORADO PROJECT NO: 1172058 LOG OF BORING B-6 DATE: SEPTEMBER 2017 RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH FOREMAN: DG START DATE 8/18/2017 WHILE DRILLING 4.5' AUGER TYPE: 4"CFA FINISH DATE 8/18/2017 AFTER DRILLING N/A SPT HAMMER: AUTOMATIC SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION D N oU MC DD A-LIMITS -200 SWELL 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 Fc-s 5 4 1500 21.3 103.2 34 20 58.2 C500 psf none 6 7 8 9 brown/rust/gray _ FSS - 10 14 1000 27.1 SILTY SAND/GRAVEL(SM/GM) 11 brown/rust/gray loose 12 13 14 Fc-S 15 5 16 17 18 19 ESS 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 800 ACRE MIXED USE DEVELOPMENT FORT COLLINS,COLORADO PROJECT NO: 1172058 LOG OF BORING B-12 DATE: SEPTEMBER 2017 RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH FOREMAN: DG START DATE 8/14/2017 WHILE DRILLING 14.5' AUGER TYPE: 4"CFA FINISH DATE 8/14/2017 CHECKED ON 9/8/2017 16.5' SPT HAMMER: AUTOMATIC SURFACE ELEV N/A CHECKED ON 8/28/2017 15.0' SOIL DESCRIPTION D N QU MC DD A-LIMITS -200 SWELL TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (YO) PRESSURE %@ 500 PSF 1 SANDY LEAN CLAY(CL) 2 brown _ _ very stiff [CS 3 8 6500 16.5 98.6 with calcareous deposits 4 ESS 5 9 6000 15.3 6 7 8 9 brown/tan _ [CS 10 4 6000 20.7 100.2 11 12 13 14 FSS 15 9 6000 18.1 16 17 18 19 SAND/GRAVEL(SP/GP) ECS 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 800 ACRE MIXED USE DEVELOPMENT FORT COLLINS,COLORADO PROJECT NO: 1172058 LOG OF BORING B-13 DATE: SEPTEMBER 2017 RIG TYPE: CME55 SHEET 1 OF 1 WATER DEPTH FOREMAN: DG START DATE 8/14/2017 WHILE DRILLING 10.0' AUGER TYPE: 4"CFA FINISH DATE 8/14/2017 AFTER DRILLING N/A SPT HAMMER: AUTOMATIC SURFACE ELEV N/A 24 HOUR N/A SOIL DESCRIPTION D N ou MC DD A-LIMITS -200 SWELL TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE %@ 500 PSF VEGETATION&TOPSOIL 1 CLAYEY SAND(SC) 2 gray _ _ loose to very loose Fcs 3 8 4000 24.8 86.5 4 -- ESS 5 2 1000 36.2 6 7 8 9 SILTY SAND(SM) [Cs 10 6 21.6 104.2 NIL NP 30.3 e500 psf none brown/rust/gray _ loose to medium dense 11 12 13 14 FSS 15 12 1500 22.9 16 SAND/GRAVEL(SP/GP) 17 rust/brown medium dense 18 19 FC—S 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 SWELL / CONSOLIDATION TEST RESULTS Material Description: Lean Clay with Sand Sample Location: Boring 2, Sample 1, Depth 2' Liquid Limit: -- I Plasticity Index: -- % Passing#200: -- Beginning Moisture: 35.3% 1 Dry Density: 87.6 pcf JEnding Moisture: 26.6% Swell Pressure: <500 psf %Swell @ 500: None 10.0 8.0 6.0 a� 3 4.0 _ 2.0 m E m 0 0.0 Y _ U U L a -2.0 Water Added 0 -4.0 0 M 0 C o -6.0 U -8.0 - -10.0 0.01 0.1 1 10 Load (TSF) Project: Montava Development-Tract D Location: Fort Collins, Colorado EEC ) Project#: 1172058 Date: April2024 SWELL / CONSOLIDATION TEST RESULTS Material Description: Lean Clay with Sand Sample Location: Boring 3, Sample 1, Depth 4' Liquid Limit: -- I Plasticity Index: -- % Passing#200: -- Beginning Moisture: 19.8% 1 Dry Density: 104.8 pcf JEnding Moisture: 19.6% Swell Pressure: <500 psf %Swell @ 500: None 10.0 8.0 6.0 a� 3 4.0 _ 2.0 m E m 0 0.0 Y _ U U L a -2.0 Water Added C -4.0 0 M 0 C o -6.0 U -8.0 -10.0 0.01 0.1 1 10 Load (TSF) Project: Montava Development-Tract D Location: Fort Collins, Colorado Project#: 1172058 1EEC Date: April2024 SWELL / CONSOLIDATION TEST RESULTS Material Description: Lean Clay with Sand Sample Location: Boring 4, Sample 1, Depth 4' Liquid Limit: -- I Plasticity Index: -- % Passing#200: -- Beginning Moisture: 28.6% 1 Dry Density: 92.4 pcf JEnding Moisture: 25.6% Swell Pressure: <500 psf %Swell @ 500: None 10.0 8.0 6.0 a� 3 4.0 _ 2.0 m E m 0 0.0 Y _ U U L a -2.0 Water Added C -4.0 0 M 0 C o -6.0 U -8.0 -10.0 0.01 0.1 1 10 Load (TSF) Project: Montava Development-Tract D Location: Fort Collins, Colorado Project#: 1172058 1EEC Date: April2024 SWELL / CONSOLIDATION TEST RESULTS Material Description: Lean Clay with Sand Sample Location: Boring 5, Sample 1, Depth 4' Liquid Limit: 42 Plasticity Index: 29 % Passing#200: 77.4% Beginning Moisture: 26.9% JDry Density: 98.2 pcf JEnding Moisture: 20.2% Swell Pressure: <500 psf % Swell @ 500: None 10.0 8.0 6.0 a� 3 4.0 _ 2.0 m E m 0 0.0 Y _ U U L a -2.0 Water Added 0 -4.0 0 M 0 C o -6.0 U -8.0 -10.0 0.01 0.1 1 10 Load (TSF) Project: Montava Development-Tract D Location: Fort Collins, Colorado Project#: 1172058 1EEC Date: April2024 SWELL / CONSOLIDATION TEST RESULTS Material Description: Lean Clay Sample Location: Boring 6, Sample 1, Depth 2' Liquid Limit: 49 IPlasticity Index: 10 % Passing#200: 87.5% Beginning Moisture: 41.0% 1 Dry Density: 79.7 pcf JEnding Moisture: 29.3% Swell Pressure: <500 psf %Swell @ 500: None 10.0 8.0 6.0 a� 3 4.0 _ 2.0 m E m 0 0.0 Y _ U a -2.0 Water Added 0 -4.0 0 M 0 C o -6.0 U -8.0 - -10.0 0.01 0.1 1 10 Load (TSF) Project: Montava Development-Tract D Location: Fort Collins, Colorado Project#: 1172058 1EEC Date: April2024 SWELL / CONSOLIDATION TEST RESULTS Material Description: Lean Clay with Sand Sample Location: Boring 7, Sample 3, Depth 9' Liquid Limit: -- I Plasticity Index: -- % Passing#200: -- Beginning Moisture: 24.8% Dry Density: 100 pcf JEnding Moisture: 18.6% Swell Pressure: <500 psf %Swell @ 500: None 10.0 8.0 6.0 aD 3 4.0 _ 2.0 m E m 0 0.0 Y _ U U L a -2.0 Water Added 0 -4.0 0 M 0 C o -6.0 U -8.0 -10.0 0.01 0.1 1 10 Load (TSF) Project: Montava Development-Tract D Location: Fort Collins, Colorado Project#: 1172058 1EEC Date: April2024 SWELL / CONSOLIDATION TEST RESULTS Material Description: Lean Clay with Sand Sample Location: Boring 8, Sample 3, Depth 9' Liquid Limit: 44 IPlasticity Index: 32 % Passing#200: 75.3% Beginning Moisture: 28.1% 1 Dry Density: 95.7 pcf JEnding Moisture: 21.1% Swell Pressure: <500 psf %Swell @ 500: None 10.0 8.0 6.0 aD 3 4.0 _ 2.0 m E m 0 0.0 Y _ U U L a -2.0 Water Added 0 -4.0 0 M 0 C o -6.0 U -8.0 -10.0 0.01 0.1 1 10 Load (TSF) Project: Montava Development-Tract D Location: Fort Collins, Colorado Project#: 1172058 1EEC Date: April2024 SWELL / CONSOLIDATION TEST RESULTS Material Description: Lean Clay with Sand Sample Location: Boring 9, Sample 1, Depth 4' Liquid Limit: -- I Plasticity Index: -- % Passing#200: -- Beginning Moisture: 27.2% 1 Dry Density: 95.7 pcf JEnding Moisture: 24.6% Swell Pressure: <500 psf %Swell @ 500: None 10.0 8.0 6.0 a� 3 4.0 _ 2.0 m E m 0 0.0 Y _ U L a Water Added -2.0 0 -4.0 0 M 0 C o -6.0 U -8.0 - -10.0 0.01 0.1 1 10 Load (TSF) Project: Montava Development-Tract D Location: Fort Collins, Colorado Project#: 1172058 1EEC Date: April2024 SWELL / CONSOLIDATION TEST RESULTS Material Description: Lean Clay with Sand Sample Location: Boring 10, Sample 1, Depth 4' Liquid Limit: 40 IPlasticity Index: 25 % Passing#200: 83.4% Beginning Moisture: 29.0% 1 Dry Density: 93.7 pcf JEnding Moisture: 22.6% Swell Pressure: <500 psf %Swell @ 500: None 10.0 8.0 6.0 a� 3 4.0 _ 2.0 m E m 0 0.0 Y _ U L a -2.0 W ater Added 0 -4.0 0 M 0 C o -6.0 U -8.0 - -10.0 0.01 0.1 1 10 Load (TSF) Project: Montava Development-Tract D Location: Fort Collins, Colorado Project#: 1172058 1EEC Date: April2024 SWELL / CONSOLIDATION TEST RESULTS Material Description: Lean Clay Sample Location: Boring 11, Sample 1, Depth 2' Liquid Limit: 43 IPlasticity Index: 8 % Passing#200: 85.3% Beginning Moisture: 37.9% Dry Density: 81.1 pcf JEnding Moisture: 42.1% Swell Pressure: <150 psf %Swell @ 150: None 10.0 8.0 6.0 a� 3 4.0 _ 2.0 m E m 0 0.0 Y _ L a Water Added -2.0 0 -4.0 0 M 0 C o -6.0 U -8.0 -10.0 0.01 0.1 1 10 Load (TSF) Project: Montava Development-Tract D Location: Fort Collins, Colorado Project#: 1172058 1EEC Date: April2024 SWELL / CONSOLIDATION TEST RESULTS Material Description: Lean Clay with Sand Sample Location: Boring 11, Sample 3, Depth 9' Liquid Limit: -- I Plasticity Index: -- % Passing#200: -- Beginning Moisture: 20.0% 1 Dry Density: 106.3 pcf JEnding Moisture: 33.8% Swell Pressure: <500 psf %Swell @ 500: None 10.0 8.0 6.0 a� 3 4.0 _ 2.0 m E m 0 0.0 Y _ U U L a -2.0 Water Added C -4.0 0 M 0 C o -6.0 U -8.0 -10.0 0.01 0.1 1 10 Load (TSF) Project: Montava Development-Tract D Location: Fort Collins, Colorado Project#: 1172058 IEEC Date: April2024 SWELL / CONSOLIDATION TEST RESULTS Material Description: Lean Clay with Sand Sample Location: Boring 12, Sample 1, Depth 2' Liquid Limit: -- I Plasticity Index: -- % Passing#200: -- Beginning Moisture: 28.5% 1 Dry Density: 89.5 pcf JEnding Moisture: 18.4% Swell Pressure: <150 psf %Swell @ 150: None 10.0 8.0 6.0 a� 3 4.0 _ 2.0 m E m 0 0.0 Y _ U L Water Added a -2.0 0 -4.0 0 M 0 C o -6.0 U -8.0 -10.0 0.01 0.1 1 10 Load (TSF) Project: Montava Development-Tract D Location: Fort Collins, Colorado Project#: 1172058 EE Date: April2024 SWELL / CONSOLIDATION TEST RESULTS Material Description: Lean Clay with Sand Sample Location: Boring 13, Sample 1, Depth 4' Liquid Limit: 28 Plasticity Index: 15 % Passing#200: 72.7% Beginning Moisture: 16.8% JDry Density: 106.4 pcf JEnding Moisture: 19.4% Swell Pressure: <500 psf % Swell @ 500: None 10.0 8.0 6.0 a� 3 4.0 _ 2.0 m E m 0 0.0 Y _ U U L a -2.0 Water Added 0 -4.0 0 M 0 C o -6.0 U -8.0 - -10.0 0.01 0.1 1 10 Load (TSF) Project: Montava Development-Tract D Location: Fort Collins, Colorado Project#: 1172058 EE Date: April2024 SWELL / CONSOLIDATION TEST RESULTS Material Description: Lean Clay with Sand Sample Location: Boring 14, Sample 1, Depth 4' Liquid Limit: -- I Plasticity Index: -- % Passing#200: -- Beginning Moisture: 23.3% 1 Dry Density: 98.5 pcf JEnding Moisture: 17.3% Swell Pressure: <500 psf %Swell @ 500: None 10.0 8.0 6.0 aD 3 4.0 _ 2.0 m E m 0 0.0 Y _ U U L a -2.0 Water Added 0 -4.0 0 M 0 C o -6.0 U -8.0 -10.0 0.01 0.1 1 10 Load (TSF) Project: Montava Development-Tract D Location: Fort Collins, Colorado Project#: 1172058 1EEC Date: April2024 SWELL / CONSOLIDATION TEST RESULTS Material Description: Lean Clay with Sand Sample Location: Boring 15, Sample 1, Depth 4' Liquid Limit: -- I Plasticity Index: -- % Passing#200: -- Beginning Moisture: 21.3% 1 Dry Density: 101.8 pcf JEnding Moisture: 21.7% Swell Pressure: <500 psf %Swell @ 500: None 10.0 8.0 6.0 (D 3 4.0 _ 2.0 m E m 0 0.0 Y _ U L a) a _2.0 Water Added 0 -4.0 0 M 0 C o -6.0 U -8.0 - -10.0 0.01 0.1 1 10 Load (TSF) Project: Montava Development-Tract D Location: Fort Collins, Colorado Project#: 1172058 1EEC Date: April2024 SWELL / CONSOLIDATION TEST RESULTS Material Description: Lean Clay with Sand Sample Location: Boring 16, Sample 1, Depth 2' Liquid Limit: -- I Plasticity Index: -- % Passing#200: -- Beginning Moisture: 45.6% 1 Dry Density: 76.2 pcf JEnding Moisture: 45.1% Swell Pressure: <150 psf %Swell @ 150: None 10.0 8.0 6.0 aD 3 4.0 _ 2.0 m E m 0 0.0 Y _ U L a -2.0 Water Added C -4.0 0 M 0 C o -6.0 U -8.0 -10.0 0.01 0.1 1 10 Load (TSF) Project: Montava Development-Tract D Location: Fort Collins, Colorado Project#: 1172058 1EEC Date: April2024 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% JDry Density: 98 pcf JEnding Moisture: 25.1% Swell Pressure: 200 psf % Swell @ 150: 0.3% 10.0 8.0 6.0 a� 3 4.0 _ 2.0 m E m 0 0.0 Y _ u U `y Water Added a -2.0 0 -4.0 0 M 0 C o -6.0 U -8.0 -10.0 0.01 0.1 1 10 Load (TSF) Project: Montava Development-Tract D Location: Fort Collins, Colorado Project#: 1172058 1EEC Date: April2024 SWELL / CONSOLIDATION TEST RESULTS Material Description: Lean Clay with Sand Sample Location: Boring 17, Sample 3, Depth 9' Liquid Limit: -- I Plasticity Index: -- % Passing#200: -- Beginning Moisture: 22.9% 1 Dry Density: 100.4 pcf JEnding Moisture: 21.9% Swell Pressure: <500 psf %Swell @ 500: None 10.0 8.0 6.0 a� 3 4.0 _ 2.0 m E m 0 0.0 Y _ U U L a -2.0 Water Added 0 -4.0 0 M 0 C o -6.0 U -8.0 -10.0 0.01 0.1 1 10 Load (TSF) Project: Montava Development-Tract D Location: Fort Collins, Colorado Project#: 1172058 1EEC Date: April2024 EARTH ENGINEERING CONSULTANTS, LLC SUMMARY OF LABORATORY TEST RESULTS Sieve Analysis(AASHTO T 11&T 27/ASTM C 117&C 136) Sieve Size Percent Passing 2 1/2" (63 mm) 100 2" (50 mm) 100 1 1/2" (37.5 mm) 100 1" (25 mm) 100 3/4" (19 mm) 100 1/2" (12.5 mm) 97 3/8" (9.5 mm) 93 No.4 (4.75 mm) 73 No.8 (2.36 mm) 54 No.10 (2 mm) 51 No. 16 (1.18 mm) 41 No.30 (0.6 mm) 28 No.40 (0.425 mm) 23 No.50 (0.3 mm) 19 No.100 (0.15 mm) 13 No.200 (0.075 mm) 7.5 Project: Montava Development-Tract D Location: Fort Collins,Colorado Project No: 1172058 Sample ID: 131 S4 19 Sample Desc.: Well Graded Sand with Silt and Gravel(SW-SM Date: April2024 EARTH ENGINEERING CONSULTANTS, LLC Summary of Washed Sieve Analysis Tests (ASTM C117 & C136) Standard Sieve Size 5" 3" 2" 1" 1/2" No.4 No.10 No.30 No.50 No.200 6" 4" 2.5" 1.5" 3/4" 3/8" No.8 No.16 No.40 No.100 100 90 80 70 60 0 50 Q) 40 I_L 30 20 10 0 1000 100 10 1 0.1 0.01 Grain Size (mm) Gravel Sand Cobble Silt or Clay Coarse Fine Coarse Medium Fine Project: Montava Development-Tract D Location: Fort Collins,Colorado �100 �60 �50 �30 �10 Cu CC Project No: 1172058 Sample ID: B1 S4 19 19.00 3.08 1.91 0.68 0.11 27.70 1.35 Sample Desc.: Well Graded Sand with Silt and Gravel(SW-SM Date: April2024 0 EARTH ENGINEERING CONSULTANTS, LLC SUMMARY OF LABORATORY TEST RESULTS Sieve Analysis(AASHTO T 11&T 27/ASTM C 117&C 136) Sieve Size Percent Passing 2 1/2" (63 mm) 100 2" (50 mm) 100 1 1/2" (37.5 mm) 100 1" (25 mm) 100 3/4" (19 mm) 100 1/2" (12.5 mm) 99 3/8" (9.5 mm) 99 No.4 (4.75 mm) 94 No.8 (2.36 mm) 88 No.10 (2 mm) 87 No. 16 (1.18 mm) 81 No.30 (0.6 mm) 77 No.40 (0.425 mm) 74 No.50 (0.3 mm) 58 No.100 (0.15 mm) 20 No.200 (0.075 mm) 8.5 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: April2024 EARTH ENGINEERING CONSULTANTS, LLC Summary of Washed Sieve Analysis Tests (ASTM C117 & C136) Standard Sieve Size 5" 3" 2" 1" 1/2" No.4 No.10 No.30 No.50 No.200 6" 4" 2.5" 1.5" 3/4" 3/8" No.8 No.16 No.40 No.100 100 90 80 70 60 0 50 LM Q) 40 L I_L 30 20 10 0 1000 100 10 1 0.1 0.01 Grain Size (mm) Gravel Sand Cobble Silt or Clay Coarse Fine Coarse Medium Fine Project: Montava Development-Tract D Location: Fort Collins,Colorado �100 �60 �50 �30 �10 Cu CC Project No: 1172058 Sample ID: B2 S3 9 19.00 0.32 0.27 0.19 0.08 3.76 1.35 <LE7EC]: �o Sample Desc.: Well Graded Sand with Silt(SW-SM) Date: April2024 _ 7( EARTH ENGINEERING CONSULTANTS, LLC SUMMARY OF LABORATORY TEST RESULTS Sieve Analysis(AASHTO T 11&T 27/ASTM C 117&C 136) Sieve Size Percent Passing 2 1/2" (63 mm) 100 2" (50 mm) 100 1 1/2" (37.5 mm) 100 1" (25 mm) 100 3/4" (19 mm) 100 1/2" (12.5 mm) 98 3/8" (9.5 mm) 93 No.4 (4.75 mm) 74 No.8 (2.36 mm) 56 No.10 (2 mm) 52 No. 16 (1.18 mm) 40 No.30 (0.6 mm) 24 No.40 (0.425 mm) 18 No.50 (0.3 mm) 13 No.100 (0.15 mm) 7 No.200 (0.075 mm) 4.1 Project: Montava Development-Tract D Location: Fort Collins,Colorado Project No: 1172058 Sample ID: 139 S3 14 Sample Desc.: Well Graded Sand with Gravel(SW) Date: April2024 EARTH ENGINEERING CONSULTANTS, LLC Summary of Washed Sieve Analysis Tests (ASTM C117 & C136) Standard Sieve Size 5" 3" 2" 1" 1/2" No.4 No.10 No.30 No.50 No.200 6" 4" 2.5" 1.5" 3/4" 3/8" No.8 No.16 No.40 No.100 100 90 Ni Hil I M 80 70 60 0 50 Q) 40 L I_L 30 20 10 0 1000 100 10 1 0.1 0.01 Grain Size (mm) Gravel Sand Cobble Silt or Clay Coarse Fine Coarse Medium Fine Project: Montava Development-Tract D Location: Fort Collins,Colorado �100 �60 �50 �30 �10 Cu CC Project No: 1172058 Sample ID: B9 S3 14 19.00 2.89 1.84 0.81 0.23 12.68 0.99 <LE7EC]: �o Sample Desc.: Well Graded Sand with Gravel(SW) Date: April2024 EARTH ENGINEERING CONSULTANTS, LLC SUMMARY OF LABORATORY TEST RESULTS Sieve Analysis(AASHTO T 11&T 27/ASTM C 117&C 136) Sieve Size Percent Passing 2 1/2" (63 mm) 100 2" (50 mm) 100 1 1/2" (37.5 mm) 100 1" (25 mm) 100 3/4" (19 mm) 100 1/2" (12.5 mm) 100 3/8" (9.5 mm) 98 No.4 (4.75 mm) 94 No.8 (2.36 mm) 88 No.10 (2 mm) 86 No. 16 (1.18 mm) 83 No.30 (0.6 mm) 79 No.40 (0.425 mm) 77 No.50 (0.3 mm) 74 No.100 (0.15 mm) 64 No.200 (0.075 mm) 42.7 Project: Montava Development-Tract D Location: Fort Collins,Colorado Project No: 1172058 Sample ID: B10 S2 9 Sample Desc.: Silty Sand(SM) Date: April2024 EARTH ENGINEERING CONSULTANTS, LLC Summary of Washed Sieve Analysis Tests (ASTM C117 & C136) Standard Sieve Size 5" 3" 2" 1" 1/2" No.4 No.10 No.30 No.50 No.200 6" 4" 2.5" 1.5" 3/4" 3/8" No.8 No.16 No.40 No.100 100 90 80 70 60 0 50 LM Q) 40 L I_L 30 20 10 0 ILL 1000 100 10 1 0.1 0.01 Grain Size (mm) Gravel Sand Cobble Silt or Clay Coarse Fine Coarse Medium Fine Project: Montava Development-Tract D Location: Fort Collins,Colorado �100 �60 �50 �30 �10 Cu CC Project No: 1172058 12.50 0.14 0.10 Sample ID: B10 S2 9 Sample Desc.: Silty Sand(SM) Date: April2024 4