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Home My WebLink AboutFISCHER PROPERTIES - FDP230010 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTGEOTECHNICAL SUBSURFACE EXPLORATION REPORT FISCHER PROPERTY – 2 TO 3 STORY MIXED USE DEVELOPMENT SOUTH OF WESTWARD DRIVE, WEST OF SOUTH SHIELDS STREET, NORTH OF SPRINGFIELD DRIVE AND EAST OF DEL MAR STREET FORT COLLINS, COLORADO EEC PROJECT NO. 1222022 Prepared for: Erik G. Fischer, Attorney at Law 125 South Howes, Suite 900 Fort Collins, Colorado 80521 Attn: Mr. Erik G. Fischer, P.C. (erik@fischerlawgroup.com) Prepared by: Earth Engineering Consultants, LLC 4396 Greenfield Drive Windsor, Colorado 80550 4396 GREENFIELD DRIVE W INDSOR, COLORADO 80550 (970) 545-3908 FAX (970) 663-0282 April 27, 2022 Erik G. Fischer, Attorney at Law 125 South Howes, Suite 900 Fort Collins, Colorado 80521 Attn: Mr. Erik G. Fischer, P.C. (erik@fischerlawgroup.com) Re: Subsurface Exploration Report Fischer Property – Proposed 2 to 3 Story Mixed Use Development West of South Shields Street and East of Del Mar Street Fort Collins, Colorado EEC Project No. 1222022 Mr. Hoff: Enclosed, herewith, are the results of the geotechnical subsurface exploration completed by Earth Engineering Consultants, LLC (EEC) for the proposed 2 to 3-story mixed use Development. For this exploration, eight (8) soil borings were drilled on March 30 and April 6 and 13, 2022 at preselect locations accessible to our drilling equipment within the footprint of the proposed approximate 24,500 in plan line dimensions, 2 to 3-story mixed use development complex along with a swimming pool and associated pavement improvements. The site for the planned construction is at Fischer Property located south of Westward Drive, west of South Shields Street, north of Springfield Drive and east of Del Mar Street in Fort Collins, Colorado. The borings were extended to approximate depths of 10½ to 35½ feet below present site grades. This exploration was completed in general accordance with our proposal dated March 2, 2022. In summary, the subsurface soils encountered in the test borings beneath the surficial vegetation/topsoil/grave/RAP layer generally consisted of sandy lean clay to clayey sand subsoils with varying percentages of sand and clay and intermittent gravel and calcareous deposits extending to the depth explored; approximately 10½ feet below the ground surface or to the underlying bedrock formation at depths of approximately 9 to 19 feet below the site grades. The cohesive to slightly cohesive sandy lean clay to clayey sand soils were generally dry to moist, stiff to hard/medium dense to dense, exhibited low to high plasticity and low to moderate swell potential at current moisture and density conditions. Sandstone/siltstone/claystone bedrock was encountered below the cohesive to slightly cohesive subsoils and extended to the bottom of the completed borings; approximately 10½ 35½ feet below the ground surface. The bedrock formation exhibited low swell potential at current moisture and density conditions and was highly weathered/soft near the interface with cohesive/slightly cohesive soils and became more GEOTECHNICAL SUBSURFACE EXPLORATION REPORT FISCHER PROPERTY – 2 TO 3 STORY MIXED USE DEVELOPMENT SOUTH OF WESTWARD DRIVE, WEST OF SOUTH SHIELDS STREET, NORTH OF SPRINGFIELD DRIVE AND EAST OF DEL MAR STREET FORT COLLINS, COLORADO EEC PROJECT NO. 1222022 April 27, 2022 INTRODUCTION The subsurface exploration for the proposed two to three-story multi-family development planned for construction at the east half of Fischer Property located at south of Westward Drive, west of South Shields Street, north of Springfield Drive and east of Del Mar Street in Fort Collins, Colorado, has been completed. For this exploration, Earth Engineering Consultants, LLC (EEC) advanced eight (8) soil borings to depths of approximately 10½ to 35½ feet below present site grades at pre- selected locations within the proposed building footprints as presented on the enclosed Test Boring Location Diagram. This exploration was completed in general accordance with our proposal dated March 2, 2022. We understand, the east half of Fischer Property which is currently occupied by existing single- family residential homes and various outbuildings will be developed into an approximate 24,500 square foot in plan line dimensions, 2 to 3 story multi-family development complex along with a swimming pool and on-site pavement improvements. Foundation loads for the new structure are estimated to be light to moderate with wall and column loads on the order of 5 klf and 17½ kips, respectively. Floor loads are expected to be light. Minor grade changes are expected to develop final site grades. The purpose of this report is to describe the subsurface conditions encountered in the test borings, analyze and evaluate the test data and provide geotechnical recommendations concerning design and construction of foundations and support of floor slabs for the new building and site pavements. EXPLORATION AND TESTING PROCEDURES The boring locations were established in the field by representatives from Earth Engineering Consultants, LLC (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 diagram. The locations of the borings should be considered accurate only to the degree implied by the methods used to make the field measurements. Photographs of the site taken at the time of drilling are included with this report. Earth Engineering Consultants, LLC EEC Project No. 1222022 April 27, 2022 Page 2 The test borings were completed using a truck mounted, CME-55 drill rig equipped with a hydraulic head employed in drilling and sampling operations. The boreholes were advanced using 4-inch nominal diameter continuous flight augers. Samples of the subsurface materials encountered were obtained using split barrel and California barrel sampling procedures in general accordance with ASTM Specifications D1586 and D3550, respectively. In the split barrel and California barrel sampling procedures, standard sampling spoons are advanced into the ground with a 140-pound hammer falling a distance of 30 inches. The number of blows required to advance the split barrel and California barrel samplers is recorded and is used to estimate the in-situ relative density of cohesionless soils and, to a lesser degree of accuracy, the consistency of cohesive soils and hardness of weathered bedrock. In the California barrel sampling procedure, relatively intact samples 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 completed on each of the recovered samples. Atterberg Limits and washed sieve analysis tests were completed on selected samples to evaluate the quantity and plasticity of fines in the subgrade samples. Swell/consolidation tests were completed on selected samples to evaluate the potential for the subgrade materials to change volume with variation in moisture and load. Soluble sulfate tests were completed on selected samples to evaluate potential adverse reactions to site-cast concrete. Results of the outlined tests are indicated herein and/or on the attached boring logs and summary sheets. As part of the testing program, all samples were examined in the laboratory by an engineer 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. Classification of the bedrock was based on visual and tactual observation of disturbed samples and auger cuttings. Coring and/or petrographic analysis may reveal other rock types. SITE AND SUBSURFACE CONDITIONS The Fischer Property is located south of Westward Drive, west of South Shields Street, north of Springfield Drive and east of Del Mar Street and in Fort Collins, Colorado. The east half of the site along the South Shields Drive planned for construction of the multi-family development is currently Earth Engineering Consultants, LLC EEC Project No. 1222022 April 27, 2022 Page 3 occupied by existing single-family residential homes and various outbuildings. The proposed area is relatively flat. Sparse vegetation, topsoil, RAP and paved gravel were encountered at the surface of each boring. The surficial layer was underlain by sandy lean clay to clayey sand subsoils with varying percentages of sand and clay and intermittent gravel and calcareous deposits extending to the depth explored; approximately 10½ feet below the ground surface or to the underlying bedrock formation at depths of approximately 9 to 19 feet below the site grades. The cohesive to slightly cohesive sandy lean clay to clayey sand soils were generally dry to moist, stiff to hard/medium dense to dense, exhibited low to high plasticity and low to moderate swell potential at current moisture and density conditions. Sandstone/siltstone/claystone bedrock was encountered below the cohesive to slightly cohesive subsoils and extended to the bottom of the completed borings; approximately 10½ 35½ feet below the ground surface. The bedrock formation exhibited low swell potential at current moisture and density conditions and was highly weathered/soft near the interface with cohesive/slightly cohesive soils and became more competent/hard with increases in depth. The stratification boundaries indicated on the boring logs represent the approximate locations of changes in soil and rock types. In-situ, the transition of materials may be gradual and indistinct. GROUNDWATER CONDITIONS Observations were made while drilling and after completion of the borings to detect the presence and depth to hydrostatic groundwater. At the time of drilling, free water was encountered at a majority of the borings which advanced beyond 10 feet below the site grades at depths of approximately 10 to 17 feet below the site grades and was not encountered in borings B-7 and B-8 (advance 10 feet below the site grades) and boring B-1; probably due to perched/trapped conditions. Fluctuations in groundwater levels can occur over time depending on variations in hydrologic conditions and other conditions not apparent at the time of this report. Longer term monitoring of water levels in cased wells, which are sealed from the influence of surface water would be required to more accurately evaluate fluctuations in groundwater levels at the site. We have typically noted deepest groundwater levels in late winter and shallowest groundwater levels in mid to late summer. Zones of perched and/or trapped water can be encountered at times throughout the year in more permeable zones in the subgrade soils and perched water is commonly observed in subgrade soils immediately above lower permeability bedrock. Earth Engineering Consultants, LLC EEC Project No. 1222022 April 27, 2022 Page 4 ANALYSIS AND RECOMMENDATIONS: Swell/Consolidation Test Results The swell-consolidation test is performed to evaluate the swell or collapse potential of soils to assist in determining foundation, floor slab and pavement design criteria. In this test, relatively undisturbed samples obtained directly from the California sampler are placed in a laboratory apparatus and inundated with water under a predetermined load. The swell-index is the resulting amount of swell or collapse after the inundation period expressed as a percent of the sample’s preload/initial thickness. After the inundation period, additional incremental loads are applied to evaluate the swell pressure and/or consolidation. For this assessment, we conducted thirteen (13) swell-consolidation tests on relatively undisturbed soil samples obtained at various intervals/depths on the site. The swell index values for the in-situ soil samples analyzed revealed low swell characteristics as indicated on the attached swell test summaries. The (+) test results indicate the soil materials swell potential characteristics while the (-) test results indicate the soils materials collapse/consolidation potential characteristics when inundated with water. The following table summarizes the swell-consolidation laboratory test results for samples obtained during our field explorations for the subject site. Table I – Laboratory Swell-Consolidation Test Results No of Samples Tested Pre-Load / Inundation Pressure, PSF Description of Material In-Situ Characteristics Range of Swell – Index Test Results Range of Moisture Contents, % Range of Dry Densities, PCF Low End, % High End, % Low End, PCF High End, PCF Low End (+/-) % High End, (+/-) % 4 150 Sandy Lean Clay / Clayey Sand 5.2 16.6 106.6 112.2 (-) 0.13 (+) 4.1 6 500 Sandy lean Clay/ Clayey Sand 3.5 20.4 103.8 126.8 (-) 0.13 (+) 4.1 2 1000 Sandstone/Claystone Bedrock 13.4 16.7 117 117.2 (-) 0.27 (+) 0.9 1 2000 Claystone Bedrock 14.2 125 (+) 0.1 The Colorado Association of Geotechnical Engineers (CAGE) uses the following information to provide uniformity in terminology between geotechnical engineers to provide a relative correlation risk performance to measured swell. “The representative percent swell values are not necessarily measured values; rather, they are a judgment of the swell of the soil and/or bedrock profile likely to influence Earth Engineering Consultants, LLC EEC Project No. 1222022 April 27, 2022 Page 5 slab performance.” Geotechnical engineers use this information to also evaluate the swell potential risks for foundation performance based on the risk categories. TABLE II: Recommended Representative Swell Potential Descriptions and Corresponding Slab Performance Risk Categories Slab Performance Risk Category Representative Percent Swell (500 psf Surcharge) Representative Percent Swell (1000 psf Surcharge) Low 0 to < 3 0 < 2 Moderate 3 to < 5 2 to < 4 High 5 to < 8 4 to < 6 Very High > 8 > 6 Based on the laboratory test results, the majority of the in-situ soil and bedrock samples analyzed for this project were within the low to moderate range. The swell potential of the near surface soils exhibited swell potentials equal to or greater than the maximum allowable 2% general criteria for pavements. A swell mitigation plan consisting of either a 2-foot over excavation and replacement procedure and/or a fly ash treatment should be implemented on the pavement and floor slab subgrades consisting of sandy lean clay/clayey sand soils. Site Preparation We understand the existing buildings on the east half of the Fischer Property – west of South Shields Street, along with any associated site improvements will be demolished/removed from the site prior to the construction of the new development. In addition, any uncontrolled fill material that may be encountered during the excavation phases, should be removed from improvement and/or fill areas on the site. Demolition of the existing structures, concrete sidewalks, pavement and other miscellaneous features should include complete removal of all concrete or debris within the proposed construction area. Site preparation should include removal of any loose backfill found adjacent to the existing site structures/improvements. All materials derived from the demolition of the existing building, pavements, sidewalks or other site improvements should be removed from the site and not be allowed for use in any on-site fills. Although final site grades were not available at the time of this report, based on our understanding of the proposed development, we expect minor cuts and fills may be necessary to achieve design grades in the improvement areas. After completing all cuts, and removing all unacceptable materials/soils, and prior to placement of any fill or site improvements, we recommend the exposed soils be scarified to a depth of 9-inches, adjusted in moisture content to within ±2% of standard Proctor optimum Earth Engineering Consultants, LLC EEC Project No. 1222022 April 27, 2022 Page 6 moisture content for essentially cohesive materials or to a workable moisture content for cohesionless materials and compacted to at least 95% of the material's standard Proctor maximum dry density as determined in accordance with ASTM Specification D698. Fill soils required for developing the buildings and site subgrades, after the initial zone has been prepared or stabilized where necessary, should consist of approved, low-volume-change materials, which are free from organic matter and debris. It is our opinion the on-site sandy lean clay to clayey sand material could be used as general site fill material, provided adequate moisture treatment and compaction procedures are followed. We recommend all fill and backfill materials, be placed in loose lifts not to exceed 9 inches thick and adjusted in moisture content and compacted as recommended for the scarified soils above. Care should be exercised after preparation of the subgrades to avoid disturbing the subgrade materials. Positive drainage should be developed away from the structure to avoid wetting of subgrade materials. Foundation Systems – General Considerations The site appears suitable for the proposed construction based on the results of our field exploration and our understanding of the proposed development plans. With the proposed 2 to 3-story mixed-used building having slab-on-grade construction, to reduce the potential for movement, consideration could be given to supporting the structure(s) on a straight shaft drilled pier foundation system, extending into the claystone/siltstone/sandstone bedrock should be considered. An alternative foundation system would be to support the proposed structure on conventional spread footings bearing on a zone of engineered controlled fill material. The following foundation systems were evaluated for use on the site for the proposed building development.  Straight shaft drilled piers bearing in the underlying bedrock formation for the proposed 2 to 3- 5-story building having slab-on-grade construction.  Footing foundations bearing on a zone of an over-excavation and replacement zone with imported structural fill material. For the lightly loaded portion of the building(s) with column loads less than 150 kips. Earth Engineering Consultants, LLC EEC Project No. 1222022 April 27, 2022 Page 7 Drilled Piers/Caissons Foundations Based on the subgrade conditions observed in the test borings and the anticipated foundation loads, we recommend supporting the proposed building on a grade beam and straight shaft drilled pier/caisson foundation system extending into the underlying bedrock formation. Particular attention will be required in the construction of drilled piers due to the presence of essentially cohesionless materials, and likely presence of perched groundwater. For axial compression loads, the drilled piers could be designed using a maximum end bearing pressure of 30,000 pounds per square foot (psf), along with a skin-friction of 3,000 psf for the portion of the pier extended into the underlying firm and/or harder bedrock formation. Lower values may be appropriate for pier “groupings” depending on the pier diameters and spacing. Pile groups should be evaluated individually. Straight shaft piers should be drilled a minimum of 15 feet into competent or harder bedrock with minimum shaft lengths of 25-feet are recommended. To satisfy forces in the horizontal direction, piers may be designed for lateral loads using a modulus of 100 tons per cubic foot (tcf) for the portion of the pier in the fine to course granular subsoils, and 400 tcf in bedrock for a pier diameter of 12 inches. The coefficient of subgrade reaction for varying pier diameters are as follows and generally conform to the formula of kh = 100/D, or 400/D, respectively, for cohesionless soils and bedrock, in which D = pier diameter in feet: Table III – Lateral Load Coefficient of Subgrade Reaction Pier Diameter (inches) Coefficient of Subgrade Reaction (tons/ft3) Site Soils Bedrock 18 33 267 24 25 200 30 20 160 36 17 133 When the lateral capacity of drilled piers is evaluated by the L-Pile (COM 624) computer program, we recommend that internally generated load-deformation (P-Y) curves be used. The following parameters may be used for the design of laterally loaded piers, using the L-Pile (COM 624) computer program: Earth Engineering Consultants, LLC EEC Project No. 1222022 April 27, 2022 Page 8 Table IV – L-Pile Parameters Parameters Native Granular Soils or Structural Fill Bedrock Unit Weight of Soil (pcf) 130(1) 125(1) Average Undrained Shear Strength (psf) 0 5,000 Angle of Internal Friction () (degrees) 35 25 Coefficient of Subgrade Reaction, ks & kc (pci) 800-static 500 – cyclic 2,000 – static 800 - cyclic Strain, 50 (%) (2) --- 0.004 *Notes: 1) Reduced by 62.4 PCF below the water table 2) The 50 values represent the strain corresponding to 50 percent of the maximum principal stress difference. The modulus of subgrade reaction for static (ks) and cyclical (kc) are used by the L-Pile computer programs to generate the slope of the initial portion of the “p-y curves.” All piers should be reinforced full depth for the applied axial, lateral, and uplift stresses imposed. The amount of reinforcing steel for expansion should be determined by the tensile force created by the uplift force on each pier, with allowance for dead load. Drilling caissons to design depth should be possible with conventional heavy-duty single flight power augers equipped with rock teeth on the majority of the site. Consideration should be given to obtaining a unit price for difficult caisson excavation in the contract documents for the project. We expect temporary casing will be required to adequately/properly drill and clean piers prior to concrete placement. Groundwater, if encountered, should be removed from each pier hole prior to concrete placement. Pier concrete should be placed immediately after completion of drilling and cleaning. A maximum 3-inch depth of groundwater is acceptable in each pier prior to concrete placement. If pier concrete cannot be placed in dry conditions, a tremie should be used for concrete placement. Due to potential sloughing and raveling, foundation concrete quantities may exceed calculated geometric volumes. Pier concrete with slump in the range of 6 to 8 inches is recommended. Casing used for pier construction should be withdrawn in a slow continuous manner maintaining a sufficient head of concrete to prevent infiltration of water or the creation of voids in pier concrete. Earth Engineering Consultants, LLC EEC Project No. 1222022 April 27, 2022 Page 9 Foundation excavations should be observed by the geotechnical engineer. A representative of the geotechnical engineer should inspect the bearing surface and pier configuration. Representation and/or supplemental consultation services from PCG may be necessary during caisson installation due to potential environmental related concerns. If the soil conditions encountered differ from those presented in this report, supplemental recommendations may be required. We estimate the long-term settlement of drilled pier foundations designed and constructed as outlined above would be less than 1-inch. Footing Foundations or Structural Fill To reduce the anticipated amount of movement/settlement for the lightly loaded building portion with column loads less than 150 kips, we recommend at least 3 feet of the building’s subsoils below foundation bearing level, or approximately 6 feet below floor slab be over-excavated and replaced with an approved an approved engineered fill material or an approved imported granular structural fill material. The over excavation should be completed as described in the section Site Preparation. Conventional footing foundations could be supported on a zone of engineered controlled fill material or on an approved imported structural backfill material placed and compacted as outlined above. For design of footing foundations bearing on a zone of approved fill material compacted to at least 95% of standard Proctor maximum dry density (ASTM Specification D698), we recommend using a net allowable total load soil bearing pressure not to exceed 2,500 psf. The net bearing pressure refers to the pressure at foundation bearing level in excess of the minimum surrounding overburden pressure. Total load should include full dead and live loads. We estimate the long-term settlement of footing foundations designed and constructed as outlined above would be less than 1-inch. Exterior foundations and foundations in unheated areas should be located at least 30-inches below adjacent exterior grade to provide frost protection. We recommend formed continuous footings have a minimum width of 16-inches and isolated column foundations have a minimum width of 30-inches. No unusual problems are anticipated in completing the excavations required for construction of the footing foundations. Care should be taken during construction to thoroughly evaluate the bearing soils prior to and during the fill placement to verify that the footing foundations are supported on suitable strength materials. Earth Engineering Consultants, LLC EEC Project No. 1222022 April 27, 2022 Page 10 Floor Slab/Pavement/Flatwork Subgrades – General Considerations Due to the covenant related to environmental concerns for the referenced site, activities that disturb site soils shall be minimized to the extent practical. With variable amounts of fill on the site and to minimize disturbance of site soils, consideration could be given to a structural slab system for the building. With the understanding of greater potential movement, and activities that disturb site soils, consideration could be given to over excavation of all or portions of the existing fills and replace in general accordance with the recommendations provided in the Site Preparation section of this report for the building slab, area flatwork and pavements. The following subgrade preparation options in order of least risk to greatest risk were evaluated for use on the site for the proposed site development.  For the building: Use of a structural floor system structurally supported independent of the underlying subsoils in conjunction with the proposed drilled pier foundation system.  For the building/pavement/flatwork: Over excavate previously placed fill materials to native materials and replace with approved on-site or import materials to proposed grades to allow for a conventional slab-on-grade.  For the building/pavement/flatwork: Over excavate at least three (3) feet of previously placed fill material below proposed subgrades and replace with approved on-site or imported materials to proposed grades to allow for a conventional slab-on-grade. Floor Slab/Pavement/Flatwork Subgrades If the over excavation and replacement method for the building is selected, and for preparation of pavement/flatwork areas, after completing all cuts and prior to placement of any fill, floor slabs, pavements or flatwork, we recommend the in-place materials be proof rolled with heavy construction equipment to help locate any soft or loose materials in the exposed subgrades. After completing all cuts including removal of existing fill (over excavation depths dependent on amount of fill encountered and/or acceptable risk by owner), and prior to placement of fill and floor slabs, pavements or flatwork, we recommend the top 9 inches of the exposed subgrades be scarified and recompacted as outlined in the Site Preparation section of this report. We recommend fill materials required to develop the subgrades consist of approved, low-volume change materials which are free from organic matter and debris as recommended in the Site Preparation section of this report. Although gravel bedding would not be required beneath the floor slabs to provide floor slab support, a gravel leveling course could be considered. Earth Engineering Consultants, LLC EEC Project No. 1222022 April 27, 2022 Page 11 Positive drainage should be developed away from the building and site improvements to reduce potential for wetting of the subgrades. Typically, a minimum slope away from the building of 1 inch per foot for the first 10 feet is recommended. Flatter slopes may be used in flatwork areas. Lateral Earth Pressures A portion of the structure(s) may be constructed “below grade” given the anticipated final site grades. Those structures will be subject to lateral earth pressures. Passive lateral earth pressures may help resist the driving forces for retaining wall or other similar site structures. Active lateral earth pressures could be used for design of structures where some movement of the structure is anticipated, such as retaining walls. The total deflection of structures for design with active earth pressure is estimated to be on the order of one half of one percent of the height of the down slope side of the structure. We recommend at-rest pressures be used for design of structures where rotation of the walls is restrained. Passive pressures and friction between the footing and bearing soils could be used for design of resistance to movement of retaining walls. Coefficient values for backfill with anticipated types of soils for calculation of active, at-rest and passive earth pressures are provided in Table V below. Equivalent fluid pressure is equal to the coefficient times the appropriate soil unit weight. Those coefficient values are based on horizontal backfill with backfill soils consisting of essentially granular materials with a friction angle of a 30 degrees or low volume change cohesive soils. For the at-rest and active earth pressures, slopes away from the structure would result in reduced driving forces with slopes up away from the structures resulting in greater forces on the walls. The passive resistance would be reduced with slopes away from the wall. The top 30-inches of soil on the passive resistance side of walls could be used as a surcharge load; however, should not be used as a part of the passive resistance value. Frictional resistance is equal to the tangent of the friction angle times the normal force. Surcharge loads or point loads placed in the backfill can also create additional loads on below grade walls. Those situations should be designed on an individual basis. Earth Engineering Consultants, LLC EEC Project No. 1222022 April 27, 2022 Page 12 Table V - Lateral Earth Pressures Soil Type Low Plasticity Cohesive Medium Dense Granular Wet Unit Weight 115 135 Saturated Unit Weight 135 140 Friction Angle () 20° 35° Active Pressure Coefficient 0.49 0.27 At-rest Pressure Coefficient 0.66 0.43 Passive Pressure Coefficient 2.04 3.70 Coefficient of Friction at Base 0.20 0.35 The outlined values do not include factors of safety nor allowances for hydrostatic loads. Care should be taken to develop appropriate drainage systems behind below grade walls to eliminate potential for hydrostatic loads developing on the walls. Those systems would likely include perimeter drain systems extending to sump areas or free outfall where reverse flow cannot occur into the system. Where necessary, appropriate hydrostatic load values should be used for design. To reduce hydrostatic loading on retaining walls, a subsurface drain system should be placed behind the wall. The drain system should consist of free-draining granular soils containing less than five percent fines (by weight) passing a No. 200 sieve placed adjacent to the wall. The free-draining granular material should be graded to prevent the intrusion of fines or encapsulated in a suitable filter fabric. A drainage system consisting of either weep holes or perforated drain lines (placed near the base of the wall) should be used to intercept and discharge water which would tend to saturate the backfill. Where used, drain lines should be embedded in a uniformly graded filter material and provided with adequate clean-outs for periodic maintenance. A relatively impervious soil should be used in the upper layer of backfill to reduce the potential for surface water infiltration. As an alternative, a prefabricated drainage structure, such as geo-composite product, may be used as a substitute for the granular backfill adjacent to the wall. Seismic Site Classification The site soil conditions consist of approximately 9-19 feet of stiff to very hard and/or medium dense to dense overburden soils overlying highly weathered/soft to hard siltstone/sandstone bedrock which extended to the depths explored, approximately 20 to 35½ feet below existing site grades. For those site conditions, the International Building Code indicates a Seismic Site Classification of C. Earth Engineering Consultants, LLC EEC Project No. 1222022 April 27, 2022 Page 13 Pavements We expect the site pavements will include areas designated for low volume automobile and light truck traffic. We are using an assumed equivalent daily load axle (EDLA) rating of 7. Recompacting and proofrolling the subgrade is recommended immediately prior to placement of the aggregate road base section. Soft or weak areas delineated by the proofrolling operations should be undercut or stabilized in-place to achieve the appropriate subgrade support. Based on the subsurface conditions encountered at the site, and the laboratory test results, it is recommended the on-site drives and parking areas be designed using an assumed R-value of 10. Pumping conditions could develop within higher moisture content on-site essentially cohesive soils. Subgrade stabilization could be needed to develop a stable subgrade for paving. A stabilized subgrade could also reduce the overlying pavement structure. Stabilization, if needed, would include incorporating approximately 12 percent, by weight, Class C fly ash into the upper 12-inches of subgrade. Hot Mix Asphalt (HMA) underlain by crushed aggregate base course with or without a fly ash treated subgrade, and non-reinforced concrete pavement could be considered for the proposed on-site paved sections. Eliminating the risk of movement within the proposed pavement section may not be feasible due to the characteristics of the subsurface materials; but it may be possible to further reduce the risk of movement if significantly more expensive subgrade stabilization measures are used during construction. We would be pleased to discuss other construction alternatives with you upon request. Pavement design methods are intended to provide structural sections with adequate thickness over a particular subgrade such that wheel loads are reduced to a level the subgrade can support. The support characteristics of the subgrade for pavement design do not account for shrink/swell movements of an expansive clay subgrade or consolidation of a wetted subgrade. Thus, the pavement may be adequate from a structural standpoint, yet still experience cracking and deformation due to shrink/swell related movement of the subgrade. It is, therefore, important to minimize moisture changes in the subgrade to reduce shrink/swell movements. Recommended pavement sections are provided in the table below. The hot bituminous pavement (HBP) could be grading SX (75) or S (75) with PG 58-28 oil. The aggregate base should be Class 5 or Class 6 base. Portland cement concrete for pavements should be a pavement design mix with a minimum 28-day compressive strength of 4000 psi and should be air entrained. Earth Engineering Consultants, LLC EEC Project No. 1222022 April 27, 2022 Page 14 TABLE VI – Recommended Minimum Pavement Sections 18-kip EDLA 18-kip ESAL Reliability Resilient Modulus (R-Value = 10) PSI Loss 7 51,100 75% 3562 psi 2.5 Design Structure Number 2.42 Composite: Hot Mix Asphalt Aggregate Base Course Structure Number 4" @ 0.44 = 1.76 6" @ 0.11 = 0.66 (2.42) Composite with Fly Ash Treated Subgrade Hot Bituminous Pavement Aggregate Base Fly Ash Treated Subgrade Structure Number 3" @ 0.44 = 1.32 6" @ 0.11 = 0.66 10" @ 0.05 = 0.50 (2.48) PCC (Non-reinforced) – placed on a stable subgrade, Underlain by a minimum 4-inch layer of ABC 5" The recommended pavement sections are minimums and periodic maintenance should be expected. Longitudinal and transverse joints should be provided as needed in concrete pavements for expansion/contraction and isolation. The location and extent of joints should be based upon the final pavement geometry. Sawed joints should be cut in general accordance with ACI recommendations. All joints should be sealed to prevent entry of foreign material and dowelled where necessary for load transfer. The collection and diversion of surface drainage away from paved areas is critical to the satisfactory performance of the pavement. Drainage design should provide for the removal of water from paved areas in order to reduce the potential for wetting of the subgrade soils. Long-term pavement performance will be dependent upon several factors, including maintaining subgrade moisture levels and providing for preventive maintenance. The following recommendations should be considered the minimum:  The subgrade and the pavement surface should be adequately sloped to promote proper surface drainage.  Install pavement drainage surrounding areas anticipated for frequent wetting (e.g. garden centers, wash racks) Earth Engineering Consultants, LLC EEC Project No. 1222022 April 27, 2022 Page 15  Install joint sealant and seal cracks immediately,  Seal all landscaped areas in, or adjacent to pavements to minimize or prevent moisture migration to subgrade soils.  Placing compacted, low permeability backfill against the exterior side of curb and gutter; and,  Placing curb, gutter, and/or sidewalk directly on approved proof rolled subgrade soils. Preventive maintenance should be planned and provided for through an on-going pavement management program. Preventive maintenance activities are intended to slow the rate of pavement deterioration, and to preserve the pavement investment. Preventive maintenance consists of both localized maintenance (e.g. crack and joint sealing and patching) and global maintenance (e.g. surface sealing). Preventive maintenance is usually the first priority when implementing a planned pavement maintenance program and provides the highest return on investment for pavements. Prior to implementing any maintenance, additional engineering observation is recommended to determine the type and extent of preventive maintenance. Site grading is generally accomplished early in the construction phase. However, as construction proceeds, the subgrade may be disturbed due to utility excavations, construction traffic, desiccation, or rainfall. As a result, the pavement subgrade may not be suitable for pavement construction and corrective action will be required. The subgrade should be carefully evaluated at the time of pavement construction for signs of disturbance, such as but not limited to drying, or excessive rutting. If disturbance has occurred, pavement subgrade areas should be reworked, moisture conditioned, and properly compacted to the recommendations in this report immediately prior to paving. Please note that if during or after placement of the stabilization or initial lift of pavement, the area is observed to be yielding under vehicle traffic or construction equipment, it is recommended that EEC be contacted for additional alternative methods of stabilization, or a change in the pavement section. Water-Soluble Sulfates (SO4) The water-soluble sulfate (SO4) testing of the on-site overburden and bedrock materials 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 or TYPE of cement for use for contact in association with the on-site overburden and bedrock. Earth Engineering Consultants, LLC EEC Project No. 1222022 April 27, 2022 Page 16 TABLE VII - Water Soluble Sulfate Test Results Sample Location Description Soluble Sulfate Content (mg/kg) Soluble Sulfate Content (%) B-2, S-4 @ 19’ Siltstone / Sandstone 230 0.02 B-5, S-3 @ 9’ Sandy Lean Clay (CL) 410 0.04 B-8, S-1 @ 2’ Clayey Sand 730 0.07 Based on the results as presented in the table above, ACI 318, Section 4.2 indicates the site overburden soils and bedrock generally have a low risk of sulfate attack on Portland cement concrete. Therefore, Class 0 and Type I or Type I/II cement could be used for concrete on and below site grades within the overburden soils and/or bedrock. Foundation concrete should be designed in accordance with the provisions of the ACI Design Manual, Section 318, Chapter 4. Other Considerations Positive drainage should be developed away from the structure with a minimum slope of 1-inch per foot for the first 10-feet away from the improvements in landscape areas. Flatter slopes could be used in hardscapes areas although positive drainage should be maintained. Care should be taken in planning of landscaping adjacent to the building and site improvement areas to avoid features which would pond water adjacent to those elements. 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. Excavations into the on-site soils may encounter a variety of conditions. If excavations extend into the underlying cohesionless granular strata, caving soils may be encountered. The individual contractor(s) should be made responsible for designing and constructing stable, temporary excavations as required to maintain stability of both the excavation sides and bottom. All excavations should be sloped or shored in the interest of safety following local and federal regulations, including current OSHA excavation and trench safety standards. 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 Earth Engineering Consultants, LLC EEC Project No. 1222022 April 27, 2022 Page 17 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 engineer be retained for testing and observations during earthwork phases to help determine that the design requirements are fulfilled. This report has been prepared for the exclusive use for Eric Fischer, Attorney at Law for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranty, express or implied, is made. In the event that any changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the conclusions of this report 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 110PLASTICITY INDEX (PI) LIQUID LIMIT (LL) ML OR OL MH OR OH For Classification of fine-grained soils and fine-grained fraction of coarse-grained soils. Equation of "A"-line Horizontal at PI=4 to LL=25.5 then PI-0.73 (LL-20) Equation of "U"-line Vertical at LL=16 to PI-7, then PI=0.9 (LL-8) CL-ML FISCHER PROPERTY FORT COLLINS, COLORADO EEC PROJECT NO. 1222022 APRIL 2022 B-1B-2B-3B-4B-5B-6B-7B-812Boring Location DiagramFischer Property - 2 to 3 Story Mixed Use DevelopmentFort Collins, ColoradoEEC Project #: 1222022 Date: April 2022EARTH ENGINEERING CONSULTANTS, LLCApproximate BoringLocations1LegendSite PhotosPhotos taNen in approximatelocation, in direction oI arroZ 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 CLAYEY SAND (SC) _ _ reddish brown, dry to moist 2 medium dense _ _ with trace gravel 3 _ _ 4 _ _ CS 5 20 3500 3.5 112.1 35 22 20.3 None NONE _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SANDSTONE / SILTSTONE / CLAYSTONE SS 10 21 6000 20.3 brown / gray / rust _ _ highly weathered/soft to hard 11 _ _ 12 _ _ 13 _ _ 14 _ _% @ 1000 PSF *bedrock is classified as lean clay with sand (CL) CS 15 50/9" 9000+ 16.7 115.8 40 24 76.4 2000 0.9% _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ SS 20 50/9" 9000+ 12.6 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ CS 25 50/5" 9000+ 12.6 119.5 Continued on Sheet 2 of 2 _ _ Earth Engineering Consultants, LLC A-LIMITS SWELL SURFACE ELEV N/A 24 HOUR N/A FINISH DATE 4/13/2022 AFTER DRILLING N/A SHEET 1 OF 2 WATER DEPTH START DATE 4/13/2022 WHILE DRILLING None FISCHER PROPERTY LOG OF BORING B-1PROJECT NO: 1222022 APRIL 2022 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 Continued from Sheet 1 of 2 26 _ _ SANDSTONE / SILTSTONE / CLAYSTONE 27 brown / gray / rust _ _ highly weathered/soft to hard 28 _ _ 29 _ _ SS 30 50/8" 9000+ 10.6 _ _ 31 _ _ 32 _ _ 33 _ _ 34 _ _ CS 35 50/5" 9000+ 12.2 115.0 BOTTOM OF BORING DEPTH 35' _ _ 36 _ _ 37 _ _ 38 _ _ 39 _ _ 40 _ _ 41 _ _ 42 _ _ 43 _ _ 44 _ _ 45 _ _ 46 _ _ 47 _ _ 48 _ _ 49 _ _ 50 _ _ Earth Engineering Consultants, LLC A-LIMITS SWELL N/A 4/13/2022 AFTER DRILLING N/A SURFACE ELEV 24 HOUR N/A FINISH DATE SHEET 2 OF 2 WATER DEPTH START DATE 4/13/2022 WHILE DRILLING None FISCHER PROPERTY LOG OF BORING B-1 APRIL 2022PROJECT NO: 1222022 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 CLAYEY SAND (SC) _ _ brown, dry to moist 2 medium dense _ _ with gravel seams 3 _ _ 4 _ _ CS 5 29 9000+ 3.8 128.3 32 17 28.9 3000 PSF 3.1% _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SS 10 14 8500 18.3 _ _ 11 _ _ 12 _ _ 13 SANDSTONE / SILTSTONE / CLAYSTONE _ _ brown / gray / rust 14 weathered/moderately hard to hard _ _% @1000 PSF *bedrock is classified as sandy lean clay (CL) CS 15 43 9000+ 13.4 119.5 35 21 65.4 None None _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ SS 20 50/9" 9000+ 15.6 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ CS 25 50/8" 9000+ 12.9 122.7 Continued on Sheet 2 of 2 _ _ Earth Engineering Consultants, LLC FISCHER PROPERTY PROJECT NO: 1222022 LOG OF BORING B-2 APRIL 2022 FORT COLLINS, COLORADO SHEET 1 OF 2 WATER DEPTH START DATE 4/13/2022 WHILE DRILLING 12' SURFACE ELEV N/A 24 HOUR N/A FINISH DATE 4/13/2022 AFTER DRILLING N/A A-LIMITS SWELL DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF Continued from Sheet 1 of 2 26 _ _ SANDSTONE / SILTSTONE / CLAYSTONE 27 brown / gray / rust _ _ weathered/moderately hard to hard 28 _ _ 29 _ _ SS 30 50/8" 9000+ 13.3 _ _ 31 _ _ 32 _ _ 33 _ _ 34 _ _ CS 35 50/4" 6000 12.5 129.1 BOTTOM OF BORING DEPTH 35' _ _ 36 _ _ 37 _ _ 38 _ _ 39 _ _ 40 _ _ 41 _ _ 42 _ _ 43 _ _ 44 _ _ 45 _ _ 46 _ _ 47 _ _ 48 _ _ 49 _ _ 50 _ _ Earth Engineering Consultants, LLC FISCHER PROPERTY PROJECT NO: 1222022 LOG OF BORING B-2 APRIL 2022 FORT COLLINS, COLORADO SHEET 2 OF 2 WATER DEPTH START DATE 4/13/2022 WHILE DRILLING 12' 4/13/2022 AFTER DRILLING N/A SURFACE ELEV 24 HOUR N/A FINISH DATE A-LIMITS SWELL N/A DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF VEGETATION & TOPSOIL _ _ 1 SANDY LEAN CLAY (CL) _ _ dark brown to brown, dry to moist, calcarecous 2 hard to very stiff _ _% @ 150 PSF with trance gravel CS 3 31 9000+ 9.6 109.9 37 20 55.9 1700 PSF 4.1% _ _ 4 _ _ SS 5 24 9000+ 10.7 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ CS 10 14 3000 20.4 106.6 37 20 37.7 900 PSF 1.6% CLAYSTONE / SILTSTONE / SANDSTONE _ _ brown / gray / rust 11 highly weathered/soft to hard _ _ *bedrock is classified as clayey sand (SC) 12 _ _ 13 _ _ 14 _ _ SS 15 50 7500 13.9 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ CS 20 50/6" 9000+ 13.5 118.3 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ SS 25 50/5" 23.8 Continued on Sheet 2 of 2 _ _ Earth Engineering Consultants, LLC FISCHER PROPERTY PROJECT NO: 1222022 LOG OF BORING B-3 APRIL 2022 FORT COLLINS, COLORADO SHEET 1 OF 2 WATER DEPTH START DATE 4/13/2022 WHILE DRILLING 10' SURFACE ELEV N/A 24 HOUR N/A FINISH DATE 4/13/2022 AFTER DRILLING N/A A-LIMITS SWELL DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF Continued from Sheet 1 of 2 26 _ _ CLAYSTONE / SILTSTONE / SANDSTONE 27 brown / gray / rust _ _ highly weathered/soft to hard 28 _ _ 29 _ _ CS 30 50/4" 3000 20.7 107.2 _ _ 31 _ _ 32 _ _ 33 _ _ 34 _ _ SS 35 50/3" 2000 19.1 _ _ BOTTOM OF BORING DEPTH 35.5' 36 _ _ 37 _ _ 38 _ _ 39 _ _ 40 _ _ 41 _ _ 42 _ _ 43 _ _ 44 _ _ 45 _ _ 46 _ _ 47 _ _ 48 _ _ 49 _ _ 50 _ _ Earth Engineering Consultants, LLC FISCHER PROPERTY PROJECT NO: 1222022 LOG OF BORING B-3 APRIL 2022 FORT COLLINS, COLORADO SHEET 2 OF 2 WATER DEPTH START DATE 4/13/2022 WHILE DRILLING 10' 4/13/2022 AFTER DRILLING N/A SURFACE ELEV 24 HOUR N/A FINISH DATE A-LIMITS SWELL N/A DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF SPARSE VEGETATION WITH GRAVEL _ _ 1 SANDY LEAN CLAY (CL) _ _ dark brown to brown, dry to moist, calcarecous 2 very stiff to stiff _ _ 3 _ _ 4 _ _ CS 5 20 9000+ 8.2 116.1 900 PSF 0.8% _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SS 10 12 1000 18.1 _ _ 11 _ _ 12 SANDSTONE / SILTSTONE / CLAYSTONE _ _ brown / gray / rust 13 highly weathered/soft to hard _ _ 14 _ _ CS 15 31 8000 18.0 105.6 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ SS 20 50/9" 1000 22.4 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ CS 25 50/4" 1000 18.2 112.1 BOTTOM OF BORING DEPTH 25' _ _ Earth Engineering Consultants, LLC A-LIMITS SWELL SURFACE ELEV N/A 24 HOUR N/A FINISH DATE 4/13/2022 AFTER DRILLING N/A SHEET 1 OF 1 WATER DEPTH START DATE 4/13/2022 WHILE DRILLING 12' FISCHER PROPERTY PROJECT NO: 1222022 LOG OF BORING B-4 APRIL 2022 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) _ _ red to tan / rust / brown, moist, calcareous 2 very stiff _ _% @ 150 PSF CS 3 19 9000+ 16.2 112.4 23 2 65.3 1400 PSF 1.7% _ _ 4 _ _ with trace gravel SS 5 13 8000 15.7 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ CS 10 11 5000 17.0 108.2 None None _ _ 11 _ _ 12 _ _ 13 _ _ SANDSTONE / SILTSTONE / CLAYSTONE 14 brown / gray / rust _ _ highly weathered/soft to hard SS 15 31 4000 22.4 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ CS 20 50/8" 9000+ 13.7 119.6 BOTTOM OF BORING DEPTH 20' _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 _ _ Earth Engineering Consultants, LLC A-LIMITS SWELL SURFACE ELEV N/A 24 HOUR N/A FINISH DATE 4/6/2022 AFTER DRILLING N/A SHEET 1 OF 1 WATER DEPTH START DATE 4/6/2022 WHILE DRILLING 13' FISCHER PROPERTY PROJECT NO: 1222022 LOG OF BORING B-5 APRIL 2022 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 CLAYEY SAND (SC) _ _ red / brown, dry to moist, clacareous 2 dense to medium dense _ _ 3 _ _ 4 _ _ CS 5 33 9000+ 8.6 122.1 28 23 48.0 3000 PSF 4.1% _ _ 6 _ _ 7 _ _ 8 _ _ 9 with trace gravel _ _ SS 10 14 9000+ 8.5 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ CS 15 13 5000 20.7 106.5 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ CLAYSTONE / SILTSTONE / SANDSTONE SS 20 50/10" 5000 19.2 brown / gray / rust _ _ hard 21 _ _ 22 _ _ 23 _ _ 24 _ _% @2000 PSF *bedrock is classified as clayey sand (SC) CS 25 50/8" 6000 14.2 120.1 35 20 47.4 2500 PSF 0.1% Continued on Sheet 2 of 2 _ _ Earth Engineering Consultants, LLC A-LIMITS SWELL SURFACE ELEV N/A 24 HOUR N/A FINISH DATE 4/6/2022 AFTER DRILLING N/A SHEET 1 OF 2 WATER DEPTH START DATE 4/6/2022 WHILE DRILLING 17' FISCHER PROPERTY PROJECT NO: 1222022 LOG OF BORING B-6 APRIL 2022 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 Continued from Sheet 1 of 2 26 _ _ 27 SANDSTONE / SILTSTONE / CLAYSTONE _ _ brown / gray / rust 28 hard _ _ 29 _ _ SS 30 50/6" 5000 16.4 _ _ 31 _ _ 32 _ _ 33 _ _ 34 _ _ CS 35 50/4" 7000 13.6 120.3 BOTTOM OF BORING DEPTH 35' _ _ 36 _ _ 37 _ _ 38 _ _ 39 _ _ 40 _ _ 41 _ _ 42 _ _ 43 _ _ 44 _ _ 45 _ _ 46 _ _ 47 _ _ 48 _ _ 49 _ _ 50 _ _ Earth Engineering Consultants, LLC A-LIMITS SWELL N/A 4/6/2022 AFTER DRILLING N/A SURFACE ELEV 24 HOUR N/A FINISH DATE SHEET 2 OF 2 WATER DEPTH START DATE 4/6/2022 WHILE DRILLING 17' FISCHER PROPERTY PROJECT NO: 1222022 LOG OF BORING B-6 APRIL 2022 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 SANDY LEAN CLAY (CL) _ _ brown / red, dry to moist 2 very stiff to stiff _ _% @ 150 PSF CS 3 20 4000 10.1 80.6 44 37 60.3 700 PSF 0.4% _ _ 4 with trace gravels _ _ SS 5 18 9000+ 10.2 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SS 10 11 2000 20.1 _ _ BOTTOM OF BORING DEPTH 10.5' 11 _ _ 12 _ _ 13 _ _ 14 _ _ 15 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ 20 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 Continued on Sheet 2 of 2 _ _ Earth Engineering Consultants, LLC A-LIMITS SWELL SURFACE ELEV N/A 24 HOUR N/A FINISH DATE 3/30/2022 AFTER DRILLING N/A SHEET 1 OF 1 WATER DEPTH START DATE 3/30/2022 WHILE DRILLING None FISCHER PROPERTY PROJECT NO: 1222022 LOG OF BORING B-7 APRIL 2022 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 EDGE GRAVEL LOT _ _ 2" RAP 1 CLAYEY SAND (SC) _ _ brown / red / tan, dry to moist 2 medium dense _ _% @ 150 PSF with trace gravel CS 3 16 9000+ 5.2 85.6 35 21 46.5 None None _ _ 4 _ _ SS 5 23 9000+ 11.5 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SS 10 13 6000 16.3 _ _ BOTTOM OF BORING DEPTH 10.5' 11 _ _ 12 _ _ 13 _ _ 14 _ _ 15 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ 20 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 _ _ Earth Engineering Consultants, LLC A-LIMITS SWELL SURFACE ELEV N/A 24 HOUR N/A FINISH DATE 4/6/2022 AFTER DRILLING N/A SHEET 1 OF 1 WATER DEPTH START DATE 4/6/2022 WHILE DRILLING None FISCHER PROPERTY PROJECT NO: 1222022 LOG OF BORING B-8 APRIL 2022 FORT COLLINS, COLORADO Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Clayey Sand (SC) Sample Location:Boring 1, Sample 1, Depth 4' Liquid Limit: 35 Plasticity Index: 22 % Passing #200: 20.3% Beginning Moisture: 3.5%Dry Density: 120.1 pcf Ending Moisture: 15.1% Swell Pressure: <500 psf % Swell @ 500:None Fischer Property Fort Collins, Colorado 1222022 April 2022 -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Claystone Bedrock Sample Location:Boring 1, Sample 3, Depth 14' Liquid Limit: 40 Plasticity Index: 24 % Passing #200: 76.4% Beginning Moisture: 16.7%Dry Density: 117.2 pcf Ending Moisture: 3.5% Swell Pressure: 2000 psf % Swell @ 1000:0.9% Fischer Property Fort Collins, Colorado 1222022 April 2022 -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Brown Clayey Sand (SC) Sample Location:Boring 2, Sample 1, Depth 4' Liquid Limit: 32 Plasticity Index: 17 % Passing #200: 28.9% Beginning Moisture: 3.8%Dry Density: 126.7 pcf Ending Moisture: 14.9% Swell Pressure: 3000 psf % Swell @ 500:3.1% Fischer Property Fort Collins, Colorado 1222022 April 2022 -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Claystone/Siltstone/Sandstone Sample Location:Boring 2, Sample 3, Depth 14' Liquid Limit: 35 Plasticity Index: 21 % Passing #200: 65.4% Beginning Moisture: 13.4%Dry Density: 117 pcf Ending Moisture: 20.6% Swell Pressure: None psf % Swell @ 1000:None Fischer Property Fort Collins, Colorado 1222022 April 2022 -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Dark Brown to Brown Sandy Lean Clay Sample Location:Boring 3, Sample 1, Depth 2' Liquid Limit: 37 Plasticity Index: 20 % Passing #200: 55.9% Beginning Moisture: 9.6%Dry Density: 109.2 pcf Ending Moisture: 21.8% Swell Pressure: 1700 psf % Swell @ 150:4.1% Fischer Property Fort Collins, Colorado 1222022 April 2022 -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Claystone/Siltstone/Sandstone Sample Location:Boring 3, Sample 3, Depth 9' Liquid Limit: 37 Plasticity Index: 20 % Passing #200: 37.7% Beginning Moisture: 20.4%Dry Density: 103.8 pcf Ending Moisture: 24.6% Swell Pressure: 900 psf % Swell @ 500:1.6% Fischer Property Fort Collins, Colorado 1222022 April 2022 -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Brown Sandy Lean Clay(CL) Sample Location:Boring 4, Sample 1, Depth 4' Liquid Limit: - -Plasticity Index: - -% Passing #200: - - Beginning Moisture: 8.2%Dry Density: 115.4 pcf Ending Moisture: 19.2% Swell Pressure: 900 psf % Swell @ 500:0.8% Fischer Property Fort Collins, Colorado 1222022 April 2022 -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Red Sandy Lean Clay (CL) Sample Location:Boring 5, Sample 1, Depth 2' Liquid Limit: 23 Plasticity Index: 2 % Passing #200: 65.3% Beginning Moisture: 16.6%Dry Density: 111.2 pcf Ending Moisture: 18.3% Swell Pressure: 1400 psf % Swell @ 150:1.7% Fischer Property Fort Collins, Colorado 1222022 April 2022 -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: Fischer Property Fort Collins, Colorado 1222022 April 2022 Beginning Moisture: 17.0%Dry Density: 113.7 pcf Ending Moisture: 15.8% Swell Pressure: <500 psf % Swell @ 500:None Sample Location:Boring 5, Sample 3, Depth 9' Liquid Limit: - -Plasticity Index: - -% Passing #200: - - SWELL / CONSOLIDATION TEST RESULTS Material Description:Brown/Red Sandy Lean Clay (CL) -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Red/Brown Clayey Sand (SC) Sample Location:Boring 6, Sample 1, Depth 4' Liquid Limit: 28 Plasticity Index: 23 % Passing #200: 48.0% Beginning Moisture: 8.6%Dry Density: 126.8 pcf Ending Moisture: -350.7% Swell Pressure: 3000 psf % Swell @ 500:4.1% Fischer Property Fort Collins, Colorado 1222022 April 2022 -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Claystone Bedrock Sample Location:Boring 6, Sample 5, Depth 24' Liquid Limit: 35 Plasticity Index: 20 % Passing #200: 47.4% Beginning Moisture: 14.2%Dry Density: 125 pcf Ending Moisture: 18.6% Swell Pressure: 2500 psf % Swell @ 2000:0.1% Fischer Property Fort Collins, Colorado 1222022 April 2022 -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Brown/Red Sandy Lean Clay(CL) Sample Location:Boring 7, Sample 1, Depth 2' Liquid Limit: 44 Plasticity Index: 37 % Passing #200: 60.3% Beginning Moisture: 10.1%Dry Density: 106.6 pcf Ending Moisture: 28.7% Swell Pressure: 700 psf % Swell @ 150:4.0% Fischer Property Fort Collins, Colorado 1222022 April 2022 -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added Project: Location: Project #: Date: SWELL / CONSOLIDATION TEST RESULTS Material Description:Brown/Red/Tan Clayey Sand (SC) Sample Location:Boring 8, Sample 1, Depth 2' Liquid Limit: 35 Plasticity Index: 21 % Passing #200: 46.5% Beginning Moisture: 5.2%Dry Density: 109.8 pcf Ending Moisture: 18.5% Swell Pressure: <150 psf % Swell @ 150:None Fischer Property Fort Collins, Colorado 1222022 April 2022 -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidationWater Added