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Home My WebLink AboutMONTAVA - PHASE G & IRRIGATION POND - BDR210013 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORT (2)PRELIMINARY SUBSURFACE EXPLORATION REPORT 40-ACRE DEVELOPMENT NORTH OF EAST LCR 50 AND EAST OF TURNBERRY ROAD FORT COLLINS, COLORADO EEC PROJECT NO. 1172058B Prepared for: HF2M Colorado 430 N College Ave. Suite 410 Fort Collins, Colorado 80524 Attn: Mr. Max Moss (max@hf2m.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 August 17, 2018 HF2M Colorado 430 N College Ave. Suite 410 Fort Collins, Colorado 80524 Attn: Mr. Max Moss (max@hf2m.com) Re: Preliminary Subsurface Exploration Report 40-Acre Development North of East LCR 50 and East of Turnberry Road Fort Collins, Colorado EEC Project No. 1172058B Mr. Moss: Enclosed, herewith, are the results of the preliminary subsurface exploration completed by Earth Engineering Consultants, LLC personnel for the referenced project. A total of five (5) preliminary soil borings were drilled on August 7, 2018, at the approximate locations as indicated on the enclosed Boring Location Diagram included with this report. The borings were extended to depths of approximately 30 to 40 feet below existing site grades. Individual boring logs, including groundwater observations, depth to bedrock, and results of laboratory testing are included as a part of the attached report. This exploration was completed in general accordance with our proposal dated June 29, 2018. In summary, the subsurface soils encountered in the preliminary test borings generally consisted of cohesive lean clay with varying amounts of sand subsoils. Some zones of clayey sand were encountered in a few of the borings. The lean clay subsoils were generally stiff to very stiff, exhibited low to moderate plasticity and low to moderate swell potential at current moisture and density conditions. The lean clay subsoils were underlain by sand/gravel soils in boring B-3 and B-5 at depths of approximately 34 to 39 feet and extended to the depths explored of approximately 30 to 40 feet in the remaining borings. The sands/gravels extended to the depths explored, approximately 40 feet below the ground surface. Bedrock was not encountered to maximum depths explored, approximately 40 feet. Groundwater was observed in the preliminary test borings at depths ranging from approximately 24 to 29 feet below existing site grades at the time of drilling and 24 hours after drilling. PRELIMINARY SUBSURFACE EXPLORATION REPORT 40-ACRE DEVELOPMENT NORTH OF EAST LCR 50 AND EAST OF TURNBERRY ROAD FORT COLLINS, COLORADO EEC PROJECT NO. 1172058B August 17, 2018 INTRODUCTION The preliminary subsurface exploration for the proposed 40-acre development parcel located northeast of East Larimer County Road (LCR) 50 and Turnberry Road in Fort Collins, Colorado has been completed. A total of five (5) preliminary soil borings were drilled on August 7, 2018, at the approximate locations as indicated on the enclosed Boring Location Diagram included with this report. The five (5) preliminary soil borings were advanced to depths of approximately 30 to 40 feet below existing site grades across the proposed development property to obtain information on existing subsurface conditions. Individual boring logs and site diagrams indicating the approximate boring locations are included with this report. The 40-acre development property is located northeast of East Larimer County Road (LCR) 50 and Turnberry Road in Fort Collins, Colorado. As we understand, the property will be developed for a potential Poudre School District Facility, including associated pavement and utility infrastructure. 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 5 feet (+/-) will be completed to develop the site grades. Overall site development will include construction of associated pavements designed in general accordance with the Larimer County Urban Area Street Standards (LCUASS) Pavement Design Criteria. The purpose of this report is to describe the subsurface conditions encountered in the preliminary borings, analyze and evaluate the test data and provide preliminary geotechnical recommendations concerning site development including foundations, floor slabs, pavement sections and the possibility for an area underdrain system to support basement construction. Earth Engineering Consultants, LLC EEC Project No. 1172058B August 17, 2018 Page 2 EXPLORATION AND TESTING PROCEDURES The boring locations were established in the field by a representative of Earth Engineering Consultants, LLC (EEC) by pacing and estimating angles from identifiable site features in areas accessible to our drilling equipment without disrupting to on-going farming activities. Those locations should be considered accurate only to the degree implied by the methods used to make the field measurements. Photographs of the site taken at the time of drilling are provided with this report. The borings were performed using either a truck-mounted CME-55 drill rig equipped with a hydraulic head employed in drilling and sampling operations. The boreholes were advanced using 4-inch nominal diameter continuous flight augers. Samples of the subsurface materials encountered were obtained using split-barrel and California barrel sampling procedures in general accordance with ASTM Specifications D1586 and D3550, respectively. In the split-barrel and California barrel sampling procedures, standard sampling spoons are driven into the ground by means of a 140-pound hammer falling a distance of 30 inches. The number of blows required to advance the samplers is recorded and is used to estimate the in-situ relative density of cohesionless soils and, to a lesser degree of accuracy, the consistency of cohesive soils and hardness of weathered bedrock. In the California barrel sampling procedure, relatively undisturbed samples are obtained in brass liners. All samples obtained in the field were sealed and returned to the laboratory for further examination, classification and testing. Laboratory moisture content tests were performed on each of the recovered samples. In addition, selected samples were tested for fines content and plasticity by washed sieve analysis and Atterberg limits tests. Swell/consolidation tests were completed on selected samples to evaluate the subgrade materials’ tendency to change volume with variation in moisture content and load. The quantity of water soluble sulfates was determined on select samples to evaluate the risk of sulfate attack on site concrete. Results of the outlined tests are indicated on the attached boring logs and summary sheets. As a part of the testing program, all samples were examined in the laboratory and classified in general accordance with the attached General Notes and the Unified Soil Classification System, Earth Engineering Consultants, LLC EEC Project No. 1172058B August 17, 2018 Page 3 based on the sample's texture and plasticity. The estimated group symbol for the Unified Soil Classification System is shown on the boring logs and a brief description of that classification system is included with this report. SITE AND SUBSURFACE CONDITIONS The 40-acre development property is located northeast of East Larimer County Road (LCR) 50 and Turnberry Road in Fort Collins, Colorado. The project site is generally undeveloped farmland with an existing residential development to the west of the parcel. Surface water drainage across the site is generally to the south and to the east. Estimated relief across the site from northwest to southeast is approximately 15 to 20 feet (±). An EEC field engineer was on-site during drilling to direct the drilling activities and evaluate the subsurface materials encountered. Field descriptions of the materials encountered were based on visual and tactual observation of disturbed samples and auger cuttings. The boring logs included with this report may contain modifications to the field logs based on results of laboratory testing and engineering evaluation. Based on results of field and laboratory evaluation, subsurface conditions can be generalized as follows. Sparse vegetation and topsoil were encountered at the surface of each boring. The topsoil and/or agricultural/vegetation layers were underlain by lean clay with varying amounts of sand subsoils. Some zones of clayey sand were encountered in a few of the borings. The lean clay subsoils were generally stiff to very stiff, exhibited low to moderate plasticity and low to moderate swell potential at current moisture and density conditions. The lean clay subsoils were underlain by sand/gravel soils in boring B-3 and B-5 at depths of approximately 34 to 39 feet and extended to the depths explored of approximately 30 to 40 feet in the remaining borings. The sands/gravels extended to the depths explored, approximately 40 feet below the ground surface. Bedrock was not encountered to maximum depths of exploration, approximately 40 feet. 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. Earth Engineering Consultants, LLC EEC Project No. 1172058B August 17, 2018 Page 4 GROUNDWATER OBSERVATIONS Observations were made while drilling and approximately 24 hours after the completion of drilling to detect the presence and level of groundwater. Groundwater was observed in the preliminary test borings at depths ranging from approximately 24 to 29 feet below existing site grades. The borings were backfilled after the 24-hour measurements, and therefore subsequent groundwater measurements were not made. A diagram outlining approximate areas with relatively shallow groundwater measurements has been provided along with a groundwater contour map, (please refer to Figure Nos. 2 and 3), included in the appendix of this report. Groundwater measurements provided with this report are indicative of groundwater levels at the locations and at the time the borings/groundwater measurements were completed. In general, the groundwater piezometric flow is in the south direction. 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 Swell/consolidation testing is performed to evaluate the swell or collapse potential of soil or bedrock to assist in determining/evaluating foundation, floor slab and/or pavement design criteria. In the swell/consolidation test, relatively undisturbed samples obtained directly from the California barrel sampler are placed in a laboratory apparatus and inundated with water under a pre-established load. The swell-index is the resulting amount of swell or collapse under the initial loading condition expressed as a percent of the sample’s initial thickness. After the inundation period, additional incremental loads are applied to evaluate swell pressure and/or consolidation. As a part of our laboratory testing, we conducted five (5) swell/consolidation tests on samples of the overburden cohesive subsoils at varying depths. The swell index values for the samples analyzed revealed low to moderate swell characteristics of approximately (+) 0.7 to (+) 5.3% for the Earth Engineering Consultants, LLC EEC Project No. 1172058B August 17, 2018 Page 5 overburden lean clays pre-loaded at 150 psf and 500 psf. Table 1 summarized the swell- consolidation laboratory tests. Table I – Swell Consolidation Test Results Boring No. Depth, ft. Material Type Swell Consolidation Test Results In-Situ Moisture Content, % Dry Density, (pcf) Inundation Pressure, (psf) Swell Index, % (+/-) 1 2 Lean Clay with Sand (CL) 8.2 113.3 150 (+) 5.3 1 9 Lean Clay with Sand (CL) 15.7 115.7 500 (+) 1.3 2 4 Sandy Lean Clay (CL) 13.3 116.3 500 (+) 0.7 4 4 Sandy Lean Clay (CL) 7.8 109.6 500 (+) 2.4 5 2 Clayey Sand (SC) 9.2 109.6 150 (+) 3.9 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 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 samples of overburden subsoils analyzed ranged from low to moderate risk. Earth Engineering Consultants, LLC EEC Project No. 1172058B August 17, 2018 Page 6 Site Preparation All existing vegetation and/or topsoil should be removed from beneath site fills, roadways or building subgrade areas. Stripping depths should be expected to vary, depending, in part, on past agricultural activities. In addition, any soft/loose native soils or any existing fill materials without documentation of controlled fill placement should be removed from improvement and/or new fill areas. Due to the moderate swell potential of the near surface lean clay soils we recommend a minimum 2 feet of overexcavation and replacement below floor slabs, exterior flatwork, and pavements. After stripping and completing all cuts, any over excavation, and prior to placement of any fill, floor slabs or pavements, we recommend the exposed soils be scarified to a minimum depth of 9 inches, adjusted in moisture content and compacted to at least 95% of the material's maximum dry density as determined in accordance with ASTM Specification D698, the standard Proctor procedure. The moisture content of the scarified materials should be adjusted to be within a range of 2% of standard Proctor optimum moisture at the time of compaction. In general, fill materials required to develop the building areas or site pavement subgrades should consist of approved, low-volume change materials which are free from organic matter and debris. The near surface lean clay soils or imported granular structural fill could be used as fill in these areas. The claystone bedrock should not be used for fill in site improvement areas. We recommend the fill soils be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content and compacted to at least 95% of the material’s maximum dry density as determined in accordance with the standard Proctor procedure. The moisture content of predominately clay soils should be adjusted to be within the range of ± 2% of optimum moisture content at the time of placement. Granular soil should be adjusted to a workable moisture content. Care should be taken after preparation of the subgrades to avoid disturbing the subgrade materials. Positive drainage should be developed away from structures and across and away from pavement edges to avoid wetting of subgrade materials. Subgrade materials allowed to become wetted subsequent to construction of the residences and/or pavements can result in unacceptable performance of those improvements. Earth Engineering Consultants, LLC EEC Project No. 1172058B August 17, 2018 Page 7 Areas of greater fills, especially within the deeper utility alignments, may experience settlement. Settlement on the order of 1-inch or more per each 10 feet of fill depth would be estimated. The rate of settlement will be dependent on the type of fill material placed and construction methods. Granular soils will consolidate essentially immediately upon placement of overlying loads. Cohesive soils will consolidate at a slower rate. Preloading and/or surcharging the fill areas could be considered to induce additional settlement in these areas prior to construction of improvements in or on the fills. Unless positive steps are taken to pre-consolidate the fill materials, special care will be needed for construction of improvements supported on or within these areas. Foundation Systems – General Considerations Conventional type spread footings bearing on native subsoils or engineered controlled fill material were evaluated for use on the site; however final subsurface explorations should be performed after building footprints and elevations have been better defined and actual design loads determined. Depending on the expected building loads, alternative foundation systems could be considered and we would be pleased to provide additional recommendations upon request. Preliminary Spread Footing Foundation Recommendations We anticipate use of conventional footing foundations could be considered for lightly to moderately loaded structures at this site. We expect footing foundations would be supported either on the native soils or on newly placed and compacted fills. For design of footing foundations bearing on approved native subsoils or on properly placed and compacted fill materials as outlined above, maximum net allowable total load soil bearing pressures on the order of 1,500 to 2,500 psf could be considered depending upon the specific fill material used. The net bearing pressure refers to the pressure at foundation bearing level in excess of the minimum surrounding overburden pressure. Total load would include full dead and live loads. Exterior foundations and foundations in unheated areas are typically located at least 30 inches below adjacent exterior grade to provide frost protection. Formed continuous footings would have minimum widths of 12 to 16 inches and isolated column foundations would have a minimum width Earth Engineering Consultants, LLC EEC Project No. 1172058B August 17, 2018 Page 8 of 24 to 30 inches. Trenched foundations could probably be used in the near surface soils. If used, trenched foundations would have a minimum width of 12 inches and formed continuous foundations a minimum width of 8 inches. Care should be taken to avoid placement of structures partly on native soils and partly on newly placed fill materials to avoid differential settlement. Preliminary Floor Slab/Exterior Flatwork Subgrades We recommend all existing vegetation/topsoil be removed from beneath the floor slab and exterior flatwork areas as outlined in the section titled Site Preparation. Due to the moderate swell potential of the near surface lean clay soils, an over excavation procedure should be considered below floor slabs. The over excavation should be expected to extend to a minimum depth of 2 feet and should extend 8 inches laterally for every 12 inches of depth. After stripping and completing all cuts and any over excavation, and prior to placement of any flatwork concrete or fill, the exposed subgrades should be scarified, adjusted in moisture content and compacted. If the subgrades become dry and desiccated prior to floor slab construction, it may be necessary to rework the subgrades prior to floor slab placement. Preliminary Pavement Subgrades The average swell index for the preliminary test borings is above the LCUASS pavement design standard maximum value of 2%. Therefore, a swell mitigation plan consisting of a 2-foot over excavation and replacement concept or fly ash treatment of the subgrades should be considered. All existing vegetation and/or topsoil and any soft or loose materials should be removed from pavement areas. After stripping, completing all cuts, and any over excavation, and prior to placement of any fill or pavements, we recommend the exposed soils be scarified to a minimum depth of 9 inches, adjusted in moisture content and compacted to at least 95% of the material's maximum dry density as determined in accordance with ASTM Specification D698, the standard Proctor procedure. The moisture content of the scarified soils should be adjusted to be within the range of 2% of standard Proctor optimum moisture. Earth Engineering Consultants, LLC EEC Project No. 1172058B August 17, 2018 Page 9 Fill materials required to develop the pavement subgrades should consist of approved, low-volume change materials, free from organic matter and debris. The near surface lean clay and/or clayey sand soils could be used for fill in these areas. We recommend those fill soils be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content and compacted to at least 95% of the material's standard Proctor maximum dry density. Settlement in the fill areas should be expected as previously outlined with possible mitigation including surcharging or preloading. After completion of the pavement subgrades, care should be taken to prevent disturbance of those materials prior to placement of the overlying pavements. Soils which are disturbed by construction activities should be reworked in-place or, if necessary, removed and replaced prior to placement of overlying fill or pavements. Depending on final site grading and/or weather conditions at the time of pavement construction, stabilization of a portion of the site pavement subgrades may be required to develop suitable pavement subgrades. The site clayey soils could be subject to instability at higher moisture contents. Stabilization could also be considered as part of the pavement design, although prior to finalizing those sections, a stabilization mix design would be required. Preliminary Site Pavements Pavement sections are based on traffic volumes and subgrade strength characteristics. Based on the observed subsoils, an R-value of 10 would be appropriate for design of the pavements supported on the subgrade soils. Suggested preliminary pavement sections are provided below in Table II. Thicker pavement sections may be required for roadways classified as major collectors. A final pavement design thickness evaluation will be determined when a pavement design exploration is completed (after subgrades are developed to ± 6 inches of design and wet utilities installed in the roadways). The projected traffic may vary from the traffic assumed from the roadway classification based on a site-specific traffic study. Earth Engineering Consultants, LLC EEC Project No. 1172058B August 17, 2018 Page 10 TABLE III – PRELIMINARY PAVEMENT SECTIONS Light Duty Areas Heavy Duty Areas 18-kip EDLA 18-kip ESAL Reliability Resilient Modulus (Based on R-Value=10) PSI Loss 7 51,100 75% 3562 2.5 15 109,500 80% 3562 2.2 Design Structure Number 2.47 2.88 Composite Section – Option A (assume Stable Subgrade) Hot Mix Asphalt Aggregate Base Course Structure Number 4" 7" (2.53) 5" 7" (2.97) Composite Section with Fly Ash Treated Subgrade Hot Mix Asphalt Aggregate Base Course Fly Ash Treated Subgrade (assume half-credit) Structure Number 3-1/2" 6" 12" (2.80) 4" 6" 12" (3.02) PCC (Non-reinforced) – placed on a stable subgrade 5½" 6" Asphalt surfacing should consist of grading S-75 or SX-75 hot bituminous pavement with PG 64-22 or PG 58-28 binder in accordance with Larimer County Urban Area Street Standard (LCUASS) requirements. Aggregate base should be consistent with CDOT requirements for Class 5 or Class 6 aggregate base. A suggested specification for stabilization of the subgrades with class C fly ash is included with this report. As previously mentioned a final subgrade investigation and pavement design should be performed in general accordance with the LCUASS Pavement Design Criteria prior to placement of any pavement sections, to determine the required pavement section after design configurations, roadway utilities have been installed and roadway have been prepared to “rough” subgrade elevations have been completed. Underground Utility Systems All piping should be adequately bedded for proper load distribution. It is suggested that clean, graded gravel compacted to 70 percent of Relative Density ASTM D4253 be used as bedding. Where utilities are excavated below groundwater, temporary dewatering will be required during excavation, pipe Earth Engineering Consultants, LLC EEC Project No. 1172058B August 17, 2018 Page 11 placement and backfilling operations for proper construction. Utility trenches should be excavated on safe and stable slopes in accordance with OSHA regulations as further discussed herein. Backfill should consist of the on-site soils or approved imported materials. The pipe backfill should be compacted to a minimum of 95 percent of Standard Proctor Density ASTM D698. Water Soluble Sulfates – (SO4) The water soluble sulfate (SO4) content of the on-site overburden subsoils, taken during our subsurface exploration at random locations and intervals are provided below. Based on reported sulfate content test results, the Class/severity of sulfate exposure for concrete in contact with the on- site subsoils is provided in this report. TABLE IV - Water Soluble Sulfate Test Results Sample Location Description Soluble Sulfate Content (mg/kg) Soluble Sulfate Content (%) B-1, S-1, at 2’ Lean Clay with Sand (CL) 340 0.03 B-5, S-2, at 4’ Clayey Sand / Sandy Lean Clay (SC / CL) 90 0.01 Based on the results as presented above, ACI 318, Section 4.2 indicates the site soils and underlying bedrock have a low risk of sulfate attack on Portland cement concrete, therefore, ACI Class 0 requirements should be followed. Foundation concrete should be designed in accordance with the provisions of the ACI Design Manual, Section 318, Chapter 4. These results are being compared to the following table. Other Considerations and Recommendations Excavations into the on-site soils will encounter a variety of conditions. Excavations into the clays can be expected to stand on relatively steep temporary slopes during construction. Groundwater seepage should also be anticipated for utility excavations. Pumping from sumps may be utilized to control water within the excavations. Well points may be required for significant groundwater flow, or where excavations penetrate groundwater to a significant depth. The individual contractor(s) should be made responsible for designing and constructing stable, temporary excavations as required Earth Engineering Consultants, LLC EEC Project No. 1172058B August 17, 2018 Page 12 to maintain stability of both the excavation sides and bottom. All excavations should be sloped or shored in the interest of safety following local and federal regulations, including current OSHA excavation and trench safety standards. Positive drainage should be developed away from the structures and pavement areas with a minimum slope of 1 inch per foot for the first 10 feet away from the improvements in landscape areas. Care should be taken in planning of landscaping (if required) adjacent to the buildings to avoid features which would pond water adjacent to the foundations or stemwalls. Placement of plants which require irrigation systems or could result in fluctuations of the moisture content of the subgrade material should be avoided adjacent to site improvements. Irrigation systems should not be placed within 5 feet of the perimeter of the buildings and parking areas. Spray heads should be designed not to spray water on or immediately adjacent to the structures or site pavements. Roof drains should be designed to discharge at least 5 feet away from the structures and away from the pavement areas. GENERAL COMMENTS The analysis and recommendations presented in this report are based upon the data obtained from the soil borings performed at the indicated locations and from any other information discussed in this report. This report does not reflect any variations which may occur between borings or across the site. The nature and extent of such variations may not become evident until construction. If variations appear evident, it will be necessary to re-evaluate the recommendations of this report. Site specific explorations will be necessary for the proposed site buildings. It is recommended that the geotechnical engineer be retained to review the plans and specifications so that comments can be made regarding the interpretation and implementation of our geotechnical recommendations in the design and specifications. It is further recommended that the geotechnical engineer be retained for testing and observations during earthwork and foundation construction phases to help determine that the design requirements are fulfilled. This report has been prepared for the exclusive use of HF2M Colorado for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical Earth Engineering Consultants, LLC EEC Project No. 1172058B August 17, 2018 Page 13 engineering practices. No warranty, express or implied, is made. In the event that any changes in the nature, design or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the conclusions of this report modified or verified in writing by the geotechnical engineer. Earth Engineering Consultants, LLC DRILLING AND EXPLORATION DRILLING & SAMPLING SYMBOLS: SS: Split Spoon ‐ 13/8" I.D., 2" O.D., unless otherwise noted PS: Piston Sample ST: Thin‐Walled Tube ‐ 2" O.D., unless otherwise noted WS: Wash Sample R: Ring Barrel Sampler ‐ 2.42" I.D., 3" O.D. unless otherwise noted PA: Power Auger FT: Fish Tail Bit HA: Hand Auger RB: Rock Bit DB: Diamond Bit = 4", N, B BS: Bulk Sample AS: Auger Sample PM: Pressure Meter HS: Hollow Stem Auger WB: Wash Bore Standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2‐inch O.D. split spoon, except where noted. WATER LEVEL MEASUREMENT SYMBOLS: WL : Water Level WS : While Sampling WCI: Wet Cave in WD : While Drilling DCI: Dry Cave in BCR: Before Casing Removal AB : After Boring ACR: After Casting Removal Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious soils, the indicated levels may reflect the location of ground water. In low permeability soils, the accurate determination of ground water levels is not possible with only short term observations. DESCRIPTIVE SOIL CLASSIFICATION Soil Classification is based on the Unified Soil Classification system and the ASTM Designations D‐2488. Coarse Grained Soils have move than 50% of their dry weight retained on a #200 sieve; they are described as: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are described as : clays, if they are plastic, and silts if they are slightly plastic or non‐plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse grained soils are defined on the basis of their relative in‐ place density and fine grained soils on the basis of their consistency. Example: Lean clay with sand, trace gravel, stiff (CL); silty sand, trace gravel, medium dense (SM). CONSISTENCY OF FINE‐GRAINED SOILS Unconfined Compressive Strength, Qu, psf Consistency < 500 Very Soft 500 ‐ 1,000 Soft 1,001 ‐ 2,000 Medium 2,001 ‐ 4,000 Stiff 4,001 ‐ 8,000 Very Stiff 8,001 ‐ 16,000 Very Hard RELATIVE DENSITY OF COARSE‐GRAINED SOILS: N‐Blows/ft Relative Density 0‐3 Very Loose 4‐9 Loose 10‐29 Medium Dense 30‐49 Dense 50‐80 Very Dense 80 + Extremely Dense PHYSICAL PROPERTIES OF BEDROCK DEGREE OF WEATHERING: Slight Slight decomposition of parent material on joints. May be color change. Moderate Some decomposition and color change throughout. High Rock highly decomposed, may be extremely broken. HARDNESS AND DEGREE OF CEMENTATION: Limestone and Dolomite: Hard Difficult to scratch with knife. Moderately Can be scratched easily with knife. Hard Cannot be scratched with fingernail. Soft Can be scratched with fingernail. Shale, Siltstone and Claystone: Hard Can be scratched easily with knife, cannot be scratched with fingernail. Moderately Can be scratched with fingernail. Hard Soft Can be easily dented but not molded with fingers. Sandstone and Conglomerate: Well Capable of scratching a knife blade. Cemented Cemented Can be scratched with knife. Poorly Can be broken apart easily with fingers. Cemented Group Symbol Group Name Cu≥4 and 1<Cc≤3E GW Well-graded gravel F Cu<4 and/or 1>Cc>3E GP Poorly-graded gravel F Fines classify as ML or MH GM Silty gravel G,H Fines Classify as CL or CH GC Clayey Gravel F,G,H Cu≥6 and 1<Cc≤3E SW Well-graded sand I Cu<6 and/or 1>Cc>3E SP Poorly-graded sand I Fines classify as ML or MH SM Silty sand G,H,I Fines classify as CL or CH SC Clayey sand G,H,I inorganic PI>7 and plots on or above "A" Line CL Lean clay K,L,M PI<4 or plots below "A" Line ML Silt K,L,M organic Liquid Limit - oven dried Organic clay K,L,M,N Liquid Limit - not dried Organic silt K,L,M,O inorganic PI plots on or above "A" Line CH Fat clay K,L,M PI plots below "A" Line MH Elastic Silt K,L,M organic Liquid Limit - oven dried Organic clay K,L,M,P Liquid Limit - not dried Organic silt K,L,M,O Highly organic soils PT Peat (D30)2 D10 x D60 GW-GM well graded gravel with silt NPI≥4 and plots on or above "A" line. GW-GC well-graded gravel with clay OPI≤4 or plots below "A" line. GP-GM poorly-graded gravel with silt PPI plots on or above "A" line. GP-GC poorly-graded gravel with clay QPI plots below "A" line. SW-SM well-graded sand with silt SW-SC well-graded sand with clay SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay Earth Engineering Consultants, LLC IIf soil contains >15% gravel, add "with gravel" to group name JIf Atterberg limits plots shaded area, soil is a CL- ML, Silty clay Unified Soil Classification System Soil Classification Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests Sands 50% or more coarse fraction passes No. 4 sieve Fine-Grained Soils 50% or more passes the No. 200 sieve <0.75 OL Gravels with Fines more than 12% fines Clean Sands Less than 5% fines Sands with Fines more than 12% fines Clean Gravels Less than 5% fines Gravels more than 50% of coarse fraction retained on No. 4 sieve Coarse - Grained Soils more than 50% retained on No. 200 sieve CGravels with 5 to 12% fines required dual symbols: Kif soil contains 15 to 29% plus No. 200, add "with sand" or "with gravel", whichever is predominant. <0.75 OH Primarily organic matter, dark in color, and organic odor ABased on the material passing the 3-in. (75-mm) sieve ECu=D60/D10 Cc= HIf fines are organic, add "with organic fines" to group name LIf soil contains ≥ 30% plus No. 200 predominantly sand, add "sandy" to group name. MIf soil contains ≥30% plus No. 200 predominantly gravel, add "gravelly" to group name. DSands with 5 to 12% fines require dual symbols: BIf field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name.FIf soil contains ≥15% sand, add "with sand" to GIf fines classify as CL-ML, use dual symbol GC- CM, or SC-SM. Silts and Clays Liquid Limit less than 50 Silts and Clays Liquid Limit 50 or more 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100 110PLASTICITY INDEX (PI) LIQUID LIMIT (LL) ML OR OL MH OR OH For Classification of fine-grained soils and fine-grained fraction of coarse-grained soils. Equation of "A"-line Horizontal at PI=4 to LL=25.5 then PI-0.73 (LL-20) Equation of "U"-line Vertical at LL=16 to PI-7, then PI=0.9 (LL-8) CL-ML 1 2 %1 % %2 % % Boring Location Diagram 40-Acre Parcel, West of 800-acre mixed used Development for PSD Fort Collins, Colorado EEC Project #: 1172058B Date: August 2018 Approximate Boring Locations 1 EARTH ENGINEERING CONSULTANTS, LLC Legend Site PKotos PKotos taNen in approximate location, in direction of arroZ TURNBERRY ROAD AND ROAD 50 DEVELOPMENT FORT COLLINS, COLORADO EEC PROJECT NO. 1172058B AUGUST 2018 DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF DISKED FIELD _ _ 1 LEAN CLAY with SAND (CL) _ _ brown 2 very stiff to stiff _ _% @ 150 psf with calcareous deposits CS 3 18 9000+ 8.2 107.5 30 20 2400 psf 5.3% _ _ 4 _ _ SS 5 15 9000 8.6 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ CS 10 11 9000 15.7 110.8 32 19 76.5 2200 psf 1.3% _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ SS 15 12 6000 18.3 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ CS 20 14 7000 18.1 109.4 _ _ 21 _ _ 22 _ _ 23 _ _ 24 light brown _ _ SS 25 5 1000 21.2 Continued on Sheet 2 of 2 _ _ Earth Engineering Consultants, LLC 40-ACRE PARCEL W OF 800-ACRE MIXED USE DEVELOPMENT FOR PSD FORT COLLINS, COLORADO LOG OF BORING B-1PROJECT NO: 1172058B AUGUST 2018 SHEET 1 OF 2 WATER DEPTH START DATE 8/7/2018 WHILE DRILLING 28' SURFACE ELEV N/A 24 HOUR N/A FINISH DATE 8/7/2018 AFTER DRILLING N/A A-LIMITS SWELL DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF Continued from Sheet 1 of 2 26 _ _ LEAN CLAY with SAND (CL) 27 light brown / red _ _ stiff 28 with gypsum crystals _ _ 29 _ _ CS 30 14 2000 18.4 108.8 BOTTOM OF BORING DEPTH 30.0' _ _ 31 _ _ 32 _ _ 33 _ _ 34 _ _ 35 _ _ 36 _ _ 37 _ _ 38 _ _ 39 _ _ 40 _ _ 41 _ _ 42 _ _ 43 _ _ 44 _ _ 45 _ _ 46 _ _ 47 _ _ 48 _ _ 49 _ _ 50 _ _ Earth Engineering Consultants, LLC 40-ACRE PARCEL W OF 800-ACRE MIXED USE DEVELOPMENT FOR PSD FORT COLLINS, COLORADO LOG OF BORING B-1 AUGUST 2018PROJECT NO: 1172058B SHEET 2 OF 2 WATER DEPTH START DATE 8/7/2018 WHILE DRILLING 28' 8/7/2018 AFTER DRILLING N/A SURFACE ELEV 24 HOUR N/A FINISH DATE A-LIMITS SWELL N/A DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF DISKED FIELD _ _ 1 SANDY LEAN CLAY (CL) _ _ brown 2 stiff to very stiff _ _ with calcareous deposits 3 _ _ 4 _ _ CS 5 12 9000+ 13.3 115.2 27 15 56.2 1300 psf 0.7% _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SS 10 8 8500 14.0 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ with gypsum crystals CS 15 18 8500 16.9 111.9 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ SS 20 20 9000+ 16.6 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ CS 25 12 7500 19.9 106.7 Continued on Sheet 2 of 2 _ _ Earth Engineering Consultants, LLC 40-ACRE PARCEL W OF 800-ACRE MIXED USE DEVELOPMENT FOR PSD FORT COLLINS, COLORADO PROJECT NO: 1172058B LOG OF BORING B-2 AUGUST 2018 SHEET 1 OF 2 WATER DEPTH START DATE 8/7/2018 WHILE DRILLING None SURFACE ELEV N/A 24 HOUR N/A FINISH DATE 8/7/2018 AFTER DRILLING N/A A-LIMITS SWELL DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF Continued from Sheet 1 of 2 26 _ _ SANDY LEAN CLAY (CL) 27 brown _ _ very stiff 28 _ _ 29 _ _ SS 30 17 6000 16.2 _ _ BOTTOM OF BORING DEPTH 30.5' 31 _ _ 32 _ _ 33 _ _ 34 _ _ 35 _ _ 36 _ _ 37 _ _ 38 _ _ 39 _ _ 40 _ _ 41 _ _ 42 _ _ 43 _ _ 44 _ _ 45 _ _ 46 _ _ 47 _ _ 48 _ _ 49 _ _ 50 _ _ Earth Engineering Consultants, LLC 40-ACRE PARCEL W OF 800-ACRE MIXED USE DEVELOPMENT FOR PSD FORT COLLINS, COLORADO PROJECT NO: 1172058B LOG OF BORING B-2 AUGUST 2018 SHEET 2 OF 2 WATER DEPTH START DATE 8/7/2018 WHILE DRILLING None 8/7/2018 AFTER DRILLING N/A SURFACE ELEV 24 HOUR N/A FINISH DATE A-LIMITS SWELL N/A DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF DISKED FIELD _ _ 1 LEAN CLAY with SAND (CL) _ _ brown 2 very stiff _ _ with calcareous deposits 3 _ _ 4 _ _ CS 5 17 9000+ 13.7 111.0 38 26 70.8 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SS 10 12 9000+ 16.8 _ _ 11 _ _ 12 _ _ 13 _ _ 14 with gypsum crystals _ _ CS 15 14 6500 20.8 105.4 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ brown / grey / rust SS 20 11 6000 23.7 _ _ 21 _ _ 22 _ _ 23 _ _ 24 brown / red _ _ CS 25 14 4000 18.7 110.7 Continued on Sheet 2 of 2 _ _ Earth Engineering Consultants, LLC 40-ACRE PARCEL W OF 800-ACRE MIXED USE DEVELOPMENT FOR PSD FORT COLLINS, COLORADO PROJECT NO: 1172058B LOG OF BORING B-3 AUGUST 2018 SHEET 1 OF 2 WATER DEPTH START DATE 8/7/2018 WHILE DRILLING 24' SURFACE ELEV N/A 8/8/2018 26.7' FINISH DATE 8/7/2018 AFTER DRILLING N/A A-LIMITS SWELL DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF Continued from Sheet 1 of 2 26 _ _ LEAN CLAY with SAND (CL) 27 brown / rust _ _ stiff 28 _ _ 29 _ _ with trace gravel SS 30 20 2500 21.6 _ _ 31 _ _ 32 _ _ 33 _ _ 34 _ _ SAND & GRAVEL (SP/GP) CS 35 14 -- 10.9 118.0 brown / red _ _ medium dense 36 _ _ 37 _ _ 38 _ _ 39 _ _ SS 40 17 -- 12.4 _ _ BOTTOM OF BORING DEPTH 40.5' 41 _ _ 42 _ _ 43 _ _ 44 _ _ 45 _ _ 46 _ _ 47 _ _ 48 _ _ 49 _ _ 50 _ _ Earth Engineering Consultants, LLC 40-ACRE PARCEL W OF 800-ACRE MIXED USE DEVELOPMENT FOR PSD FORT COLLINS, COLORADO PROJECT NO: 1172058B LOG OF BORING B-3 AUGUST 2018 SHEET 2 OF 2 WATER DEPTH START DATE 8/7/2018 WHILE DRILLING 24' 8/7/2018 AFTER DRILLING N/A SURFACE ELEV 8/8/2018 26.7' FINISH DATE A-LIMITS SWELL N/A DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF _ _ 1 SANDY LEAN CLAY (CL) _ _ brown 2 very stiff to stff _ _ 3 _ _ 4 _ _ CS 5 23 9000 7.8 107.1 1600 psf 2.4% _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SS 10 9 9000 11.1 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ CS 15 13 9000 13.8 112.5 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ SS 20 14 6000 16.7 _ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ CS 25 11 3000 21.0 104.3 Continued on Sheet 2 of 2 _ _ Earth Engineering Consultants, LLC 40-ACRE PARCEL W OF 800-ACRE MIXED USE DEVELOPMENT FOR PSD FORT COLLINS, COLORADO PROJECT NO: 1172058B LOG OF BORING B-4 AUGUST 2018 SHEET 1 OF 2 WATER DEPTH START DATE 8/7/2018 WHILE DRILLING 29' SURFACE ELEV N/A 8/8/2018 28.5' FINISH DATE 8/7/2018 AFTER DRILLING N/A A-LIMITS SWELL DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF Continued from Sheet 1 of 2 26 _ _ SANDY LEAN CLAY (CL) 27 brown _ _ stiff to very stiff 28 _ _ 29 _ _ SS 30 10 3000 22.6 _ _ 31 _ _ 32 _ _ 33 _ _ 34 light brown _ _ CS 35 13 1000 17.4 113.5 _ _ 36 _ _ 37 _ _ 38 _ _ 39 with gypsum crystals _ _ SS 40 16 4000 19.4 _ _ BOTTOM OF BORING DEPTH 40.5' 41 _ _ 42 _ _ 43 _ _ 44 _ _ 45 _ _ 46 _ _ 47 _ _ 48 _ _ 49 _ _ 50 _ _ Earth Engineering Consultants, LLC 40-ACRE PARCEL W OF 800-ACRE MIXED USE DEVELOPMENT FOR PSD FORT COLLINS, COLORADO PROJECT NO: 1172058B LOG OF BORING B-4 AUGUST 2018 SHEET 2 OF 2 WATER DEPTH START DATE 8/7/2018 WHILE DRILLING 29' 8/7/2018 AFTER DRILLING N/A SURFACE ELEV 8/8/2018 28.5' FINISH DATE A-LIMITS SWELL N/A DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF SPARSE VEGETATION / WEEDS _ _ 1 CLAYEY SAND / SANDY LEAN CLAY (SC / CL) _ _ brown 2 medium dense / very stiff to stiff _ _% @ 150 psf CS 3 17 9000+ 9.2 111.0 30 20 48.2 1200 psf 3.9% _ _ 4 with calcareous deposits _ _ SS 5 12 9000+ 11.5 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ CS 10 8 9000+ 11.3 112.3 _ _ 11 _ _ 12 _ _ 13 _ _ 14 with gypsum crystals _ _ SS 15 11 4500 17.8 _ _ 16 _ _ 17 _ _ 18 _ _ 19 _ _ CS 20 9 3500 20.1 106.9 _ _ 21 _ _ 22 _ _ 23 _ _ 24 brown / red / gray _ _ SS 25 15 6000 24.2 Continued on Sheet 2 of 2 _ _ Earth Engineering Consultants, LLC 40-ACRE PARCEL W OF 800-ACRE MIXED USE DEVELOPMENT FOR PSD FORT COLLINS, COLORADO PROJECT NO: 1172058B LOG OF BORING B-5 AUGUST 2018 SHEET 1 OF 2 WATER DEPTH START DATE 8/7/2018 WHILE DRILLING 29' SURFACE ELEV N/A 8/8/2018 24.9' FINISH DATE 8/7/2018 AFTER DRILLING N/A A-LIMITS SWELL DATE: RIG TYPE: CME55 FOREMAN: DG AUGER TYPE: 4" CFA SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF Continued from Sheet 1 of 2 26 _ _ CLAYEY SAND / SANDY LEAN CLAY (SC / CL) 27 brown / red _ _ medium dense / stiff 28 with trace gravel _ _ 29 _ _ CS 30 15 6000 19.2 _ _ 31 _ _ 32 _ _ 33 _ _ 34 with intermittent sand & gravel seams _ _ SS 35 11 -- 21.4 _ _ 36 _ _ 37 _ _ 38 _ _ 39 SAND & GRAVEL (SP/GP) _ _ brown, medium dense SS 40 11 -- 16.2 with trace clay zones _ _ BOTTOM OF BORING DEPTH 40.5' 41 _ _ 42 _ _ 43 _ _ 44 _ _ 45 _ _ 46 _ _ 47 _ _ 48 _ _ 49 _ _ 50 _ _ Earth Engineering Consultants, LLC 40-ACRE PARCEL W OF 800-ACRE MIXED USE DEVELOPMENT FOR PSD FORT COLLINS, COLORADO PROJECT NO: 1172058B LOG OF BORING B-5 AUGUST 2018 SHEET 2 OF 2 WATER DEPTH START DATE 8/7/2018 WHILE DRILLING 29' 8/7/2018 AFTER DRILLING N/A SURFACE ELEV 8/8/2018 24.9' FINISH DATE A-LIMITS SWELL N/A Project: Location: Project #: Date: 40-Acre Parcel W of 800-Acre Mixed Use Development for PSD Fort Collins, Colorado 1172058B August 2018 Beginning Moisture: 8.2% Dry Density: 113.3 pcf Ending Moisture: 18.4% Swell Pressure: 2400 psf % Swell @ 150: 5.3% Sample Location: Boring 1, Sample 1, Depth 2' Liquid Limit: 30 Plasticity Index: 20 % Passing #200: - - SWELL / CONSOLIDATION TEST RESULTS Material Description: Brown Lean Clay with Sand (CL) -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidatioWater Added Project: Location: Project #: Date: 40-Acre Parcel W of 800-Acre Mixed Use Development for PSD Fort Collins, Colorado 1172058B August 2018 Beginning Moisture: 15.7% Dry Density: 115.7 pcf Ending Moisture: 17.8% Swell Pressure: 2200 psf % Swell @ 500: 1.3% Sample Location: Boring 1, Sample 3, Depth 9' Liquid Limit: 32 Plasticity Index: 19 % Passing #200: 76.5% SWELL / CONSOLIDATION TEST RESULTS Material Description: Brown Lean Clay with Sand (CL) -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0.01 0.1 1 10Percent MovementLoad (TSF)SwellConsolidatioWater Added Project: Location: Project #: Date: 40-Acre Parcel W of 800-Acre Mixed Use Development for PSD Fort Collins, Colorado 1172058B August 2018 Beginning Moisture: 13.3% Dry Density: 116.3 pcf Ending Moisture: 17.8% Swell Pressure: 1300 psf % Swell @ 500: 0.7% Sample Location: Boring 2, Sample 1, Depth 4' Liquid Limit: 27 Plasticity Index: 15 % Passing #200: 56.2% SWELL / CONSOLIDATION TEST RESULTS Material Description: Brown 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)SwellConsolidatioWater Added Project: Location: Project #: Date: 40-Acre Parcel W of 800-Acre Mixed Use Development for PSD Fort Collins, Colorado 1172058B August 2018 Beginning Moisture: 7.8% Dry Density: 109.6 pcf Ending Moisture: 19.7% Swell Pressure: 1600 psf % Swell @ 500: 2.4% Sample Location: Boring 4, Sample 1, Depth 4' Liquid Limit: - - Plasticity Index: - - % Passing #200: - - SWELL / CONSOLIDATION TEST RESULTS Material Description: Brown 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)SwellConsolidatioWater Added Project: Location: Project #: Date: 40-Acre Parcel W of 800-Acre Mixed Use Development for PSD Fort Collins, Colorado 1172058B August 2018 Beginning Moisture: 9.2% Dry Density: 109.6 pcf Ending Moisture: 19.0% Swell Pressure: 1200 psf % Swell @ 150: 3.9% Sample Location: Boring 5, Sample 1, Depth 2' Liquid Limit: 30 Plasticity Index: 20 % Passing #200: 48.2% SWELL / CONSOLIDATION TEST RESULTS Material Description: Brown Clayey Sand (SC) -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)SwellConsolidatioWater Added