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Home My WebLink AboutSPRADLEY BARR REDEVELOPMENT - PDP - PDP180010 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTGEOTECHNICAL SUBSURFACE EXPLORATION REPORT SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO SOILOGIC # 18-1206 July 27, 2018 Soilogic, Inc. 3522 Draft Horse Court  Loveland, CO 80538  (970) 535-6144 P.O. Box 1121  Hayden, CO 81639  (970) 276-2087 July 27, 2018 Brinkman Development, LLC 3528 Precision Drive, Suite 100 Fort Collins, Colorado 80528 Attn: Ms. Tina Hippeli Re: Geotechnical Subsurface Exploration Report Spradley Barr Redevelopment Fort Collins, Colorado Soilogic Project # 18-1206 Ms. Hippeli: Soilogic, Inc. (Soilogic) personnel have completed the geotechnical subsurface exploration you requested for the proposed Spradley Barr redevelopment to be completed southwest of the intersection of South College Avenue and Drake Road in Fort Collins, Colorado. The results of our subsurface exploration and pertinent geotechnical engineering recommendations are included with this report. In summary, the subsurface materials encountered in the completed site borings consisted of existing pavement materials underlain by light to dark brown/reddish brown lean clay with varying amounts of silt, sand and scattered gravel. A portion of the near-surface soils appeared to be fill soils which may have been placed to develop finish site grades. The lean clay varied from very soft to very stiff in terms of consistency, contained sand and gravel seams with depth, exhibited no to low swell potential at in-situ moisture and density conditions and extended to the bottom of borings B-1 through B-4, B-6, B-7, B- 10, B-12 through B-19, B-21 and B-23 at depths ranging from approximately 10 to 15 feet below present site grade. At the locations of borings B-5, B-8, B-11 and B-20, the lean clay extended to depths ranging from approximately 14 to 27 feet below ground surface and was underlain by reddish brown sand and gravel. The sand and gravel varied from loose to medium dense in terms of relative density, would be expected to be non- expansive based on the material’s physical properties and engineering characteristics and extended to the bottom of boring B-5 at a depth of approximately 30 feet below ground surface and to a depth of approximately 25 feet below ground surface in boring B-8, where it transitioned back into medium stiff lean clay which extended to the bottom of Geotechnical Subsurface Exploration Report Spradley Barr Redevelopment Fort Collins, Colorado Soilogic # 18-1206 2 this boring at a depth of approximately 30 feet. At boring locations B-9, B-11, B-20 and B-22, the lean clay and sand and gravel extended to depths ranging from approximately 28 to 34 feet below ground surface and was underlain by grey sandstone bedrock with interbedded siltstone/claystone bedrock. The bedrock varied from medium hard to very hard in terms of relative hardness, exhibited now swell potential when inundated with water at a 500 psf confining pressure and extended to the bottom of these borings at depths ranging from approximately 45 to 50 feet below present site grade. Groundwater was not encountered in borings B-12, B-15 through B-17 and B-23 at the time of drilling (terminated at a depth of approximately 10 feet below ground surface) and these borings were backfilled after completion. Groundwater was encountered in the remainder of the completed site borings when checked immediately after completion of drilling. When checked between 1 and 4 days after drilling, groundwater was measured at depths ranging from approximately 11½ to 15 feet below present site grades. Groundwater level information is indicated in the upper right-hand corner of the attached boring logs. Based on the subsurface conditions encountered in the completed site borings, type of construction proposed, and results of laboratory testing, we recommend the proposed residential buildings be supported on drilled pier foundations extended into sandstone bedrock underlying the site in order to limit the amount of total and differential post- construction settlement of these structures. The hotel building could be constructed with conventional footing foundations bearing on a suitable thickness of essentially-granular overexcavation/replacement soils. Overexcavation/replacement procedures are recommended for this structure to develop higher strength foundation bearing and reduce the amount of anticipated post construction settlement. Conventional slab-on-grade floor construction could be utilized for this structure. The lightly-loaded retail buildings could also be constructed with conventional spread footing foundations and floor slabs bearing directly on natural undisturbed site lean clay with suitable strength and low volume- change potential. The natural site lean clay soils and/or properly placed and compacted fill could be used for support of exterior flatwork and site pavements. Other opinions and recommendations concerning design criteria and construction details for the proposed site improvements are included with this report. Geotechnical Subsurface Exploration Report Spradley Barr Redevelopment Fort Collins, Colorado Soilogic # 18-1206 3 We appreciate the opportunity to be of service to you on this project. If you have any questions concerning the enclosed information or if we can be of further service to you in any way, please do not hesitate to contact us. Very Truly Yours, Soilogic, Inc. Reviewed by: Wolf von Carlowitz, P.E. Darrel DiCarlo, P.E. Principal Engineer Senior Project Engineer 36746 44271 GEOTECHNICAL SUBSURFACE EXPLORATION REPORT SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO SOILOGIC # 18-1206 July 27, 2018 INTRODUCTION This report contains the results of the completed geotechnical subsurface exploration for the Spradley Barr redevelopment to be completed in Fort Collins, Colorado. The purpose of our exploration was to describe the subsurface conditions encountered in the completed site borings and develop the test data necessary to provide recommendations concerning design and construction of the building foundations and support of floor slabs, exterior flatwork and site pavements. Pavement section design recommendations are also included. The conclusions and recommendations outlined in this report are based on results of the completed field and laboratory testing and our experience with subsurface conditions in this area. PROPOSED CONSTRUCTION We understand this project involves the construction of three (3) retail buildings, two (2) residential structures and a hotel building on a parcel of land located southwest of the intersection of South College Avenue and Drake Road in Fort Collins, Colorado. The residential buildings are expected to include full podium construction with five (5) above- grade floors. The first above-grade floor will be constructed with a post-tensioned concrete slab, supporting four (4) stories of wood frame construction above. The hotel building is expected to be a five-story structure constructed as slab-on-grade and containing an indoor pool. The retail buildings are expected to be one or two-story (mezzanine) structures also constructed as slab-on-grade. Foundation loads for the residential buildings are expected to be moderate, with individual column loads less than 600 kips. Foundation loads for the hotel building are expected to be light to moderate, with continuous wall loads less than 4 kips per lineal foot and individual column loads less than 175 kips. Foundations loads for one and two-story retail structures are expected to be light, with continuous wall loads less than 3.5 kips per lineal foot and individual column loads less than 75 kips. Floor loads are expected to be light, less than 100 psf. If the assumed construction and loading conditions vary substantially from those assumed, Geotechnical Subsurface Exploration Report Spradley Barr Redevelopment Fort Collins, Colorado Soilogic # 18-1206 2 Soilogic should be contacted to reevaluate the recommendations in this report. Paved drive and parking areas are also anticipated as part of the proposed site improvements. Small grade changes are anticipated to develop finish site grades in the building and pavement areas. SITE DESCRIPTION The development property includes an approximate 7-acre parcel located southwest of the intersection of South College Avenue and Drake Road in Fort Collins, Colorado. At the time of our site exploration, the property was serving as an automobile dealership and contained several buildings, concrete and asphalt pavements and various limited landscape improvements. The site was observed to be relatively level, with a gentle overall slope downward to the northeast and a maximum difference in ground surface elevation across the project site estimated to be less than 10 feet based on review of available USGS topographic maps of the area. SITE EXPLORATION Field Exploration To develop subsurface information for the proposed construction, a total of 23 soil borings were completed. Two (2) borings were advanced in each of the retail building footprints and four (4) borings advanced in the hotel building area. Eight (8) borings were advanced in the residential building areas, with five (5) additional borings advanced in site drive and parking areas. The structure borings were extended to depths ranging from approximately 15 to 50 feet below present site grades and pavement borings were advanced to a depth of approximately 10 feet below ground surface. The boring locations were established in the field by Soilogic personnel based on a provided site plan, using a mechanical surveyor’s wheel and estimating angles from identifiable site references. A diagram indicating the approximate boring locations is included with this report. The boring locations outlined on the attached diagram should be considered accurate only to the degree implied by the methods used to make the field measurements. Graphic logs of each of the auger borings are also included. Geotechnical Subsurface Exploration Report Spradley Barr Redevelopment Fort Collins, Colorado Soilogic # 18-1206 3 The test holes were advanced using 4-inch diameter continuous-flight auger, powered by a truck-mounted CME-45 drill rig. Samples of the subsurface materials were obtained at regular intervals using California and split-barrel sampling procedures in general accordance with ASTM specification D-1586. As part of the D-1586 sampling procedure, standard sampling barrels are driven into the substrata using a 140-pound hammer falling a distance of 30 inches. The number of blows required to advance the sampler a distance of 12 inches is recorded and helpful in estimating the consistency, relative density or hardness of the soils or bedrock encountered. In the California barrel sampling procedure, lesser disturbed samples are obtained in removable brass liners. Samples of the subsurface materials obtained in the field were sealed and returned to the laboratory for further evaluation, classification and testing. Laboratory Testing The samples collected were tested in the laboratory to measure natural moisture content and visually and/or manually classified in accordance with the Unified Soil Classification System (USCS). The USCS group symbols are indicated on the attached boring logs. An outline of the USCS classification system is included with this report. Classification of bedrock was completed through visual and tactual observation of disturbed samples. Other bedrock types could be revealed through petrographic analysis. As part of the laboratory testing, a calibrated hand penetrometer (CHP) was used to estimate the unconfined compressive strength of essentially cohesive specimens. The CHP also provides a more reliable estimate of soil consistency than tactual observation alone. Dry density, Atterberg limits, -200 wash and swell/consolidation tests were completed on selected samples to help establish specific soil characteristics. Atterberg limits tests are used to determine soil plasticity. The percent passing the #200 size sieve (-200 wash test) is used to determine the percentage of fine grained soils (clay and silt) in a sample. Swell/consolidation tests are performed to evaluate soil and bedrock volume change potential with variation in moisture content. The results of the completed laboratory tests are outlined on the attached boring logs and swell/consolidation test summaries. Water-soluble sulfate (WSS) content tests are currently being completed on four (4) selected samples to help evaluate corrosive soil characteristics with respect to buried concrete and results will be provided as they become available. Geotechnical Subsurface Exploration Report Spradley Barr Redevelopment Fort Collins, Colorado Soilogic # 18-1206 4 SUBSURFACE CONDITIONS The subsurface materials encountered in the completed site borings can be summarized as follows. Approximately 4 to 5 inches of asphaltic concrete overlying approximately 2 to 6 inches of aggregate base course was encountered at the surface at a majority of the boring locations. Pavement materials were not encountered at the surface at the location of borings B-1 and B-16. Approximately three (3) feet of reddish brown/grey apparent sand and gravel fill was encountered underlying the pavement materials at the location of boring B-4. Light to dark brown/reddish brown lean clay with varying amounts of silt, sand and scattered gravel was encountered at the surface at boring locations B-1 and B- 16, underlying the sand and gravel fill at the location of boring B-4 and underlying the pavement materials at the remainder of the completed site borings. A portion of the near surface lean clay appeared to be fill soils which may have been placed to develop finish site grades. The lean clay varied from very soft to very stiff in terms of consistency, contained sand and gravel seams with depth and exhibited no to low swell potential at in- situ moisture and density conditions and extended to the bottom of borings B-1 through B-4, B-6, B-7, B-10, B-12 through B-19, B-21 and B-23 at depths ranging from approximately 10 to 15 feet below present site grade. At the locations of borings B-5, B- 8, B-11 and B-20, the lean clay extended to depths ranging from approximately 14 to 27 feet below ground surface and was underlain by reddish brown sand and gravel. The sand and gravel varied from loose to medium dense in terms of relative density, would be expected to be non-expansive based on the material’s physical properties and engineering characteristics and extended to the bottom of boring B-5 at a depth of approximately 30 feet below ground surface and to a depth of approximately 25 feet below ground surface in boring B-8 where it transitioned back into medium stiff lean clay which extended to the bottom of this boring at a depth of approximately 30 feet. At boring locations B-9, B- 11, B-20 and B-22, the lean clay and sand and gravel extended to depths ranging from approximately 28 to 34 feet below ground surface and was underlain by grey sandstone bedrock with interbedded siltstone/claystone. The bedrock varied from medium hard to very hard in terms of relative hardness, exhibited now swell potential when inundated with water at a 500 psf confining pressure and extended to the bottom of these borings at depths ranging from approximately 45 to 50 feet below present site grade. Geotechnical Subsurface Exploration Report Spradley Barr Redevelopment Fort Collins, Colorado Soilogic # 18-1206 5 The stratigraphy indicated on the included boring logs represents the approximate location of changes in soil and bedrock types. Actual changes may be more gradual than those indicated. Groundwater was not encountered in borings B-12, B-15 through B-17 and B-23 at the time of drilling (terminated at a depth of approximately 10 feet below ground surface) and these borings were backfilled after completion. Groundwater was encountered in the remainder of the completed site borings when checked immediately after completion of drilling. When checked between 1 and 4 days after drilling, groundwater was measured at depths ranging from approximately 11½ to 15 feet below present site grades. Groundwater level information is indicated in the upper right-hand corner of the attached boring logs. Groundwater levels will vary seasonally and over time based on weather conditions, site development, irrigation practices and other hydrologic conditions. Perched and/or trapped groundwater conditions may also be encountered at times throughout the year. Perched water is commonly encountered in soils overlying less permeable soil layers and/or bedrock. Trapped water is typically encountered within more permeable zones of layered soil and bedrock systems. The location and amount of perched and/or trapped water can also vary over time. ANALYSIS AND RECOMMENDATIONS Site Development All existing foundations, floor slabs, concrete/asphalt pavements and other site improvements should be completely removed from the site. Care will be needed to ensure all in-place fill/backfill materials associated with the existing site improvements are also completely removed. The depth and extent of required removal can best be established at the time of excavation through openhole observation. The excavated/removed materials should be replaced as controlled and compacted fill as outlined below. Geotechnical Subsurface Exploration Report Spradley Barr Redevelopment Fort Collins, Colorado Soilogic # 18-1206 6 After stripping and completing all cuts and removal procedures and prior to the placement of any new fill or overlying improvements, Soilogic recommends the exposed subgrade soils be scarified to a depth of 9 inches, adjusted in moisture content and compacted to at least 95% of the materials standard Proctor maximum dry density. The moisture content of the scarified subgrade soils/bedrock should be adjusted to within the range of ±2% or standard Proctor optimum moisture content at the time of placement and compaction. At current moisture levels the subgrade soils would be easily disturbed by the construction activities. Care should be taken at the time of site development to avoid disturbance to the exposed subgrade soils and the need for corrective action prior to placement of any overlying fill and site improvements. Fill and removal area backfill soils required to develop the site should consist of approved LVC soils free from organic matter, debris and other objectionable materials. Based on results of the completed laboratory testing, it is our opinion the existing aggregate base course and site lean clay/clayey sand and gravel could be used as fill and backfill to develop the site. If it is necessary to import additional material to the site for use as fill and removal area backfill, those materials should consist of approved LVC materials with a maximum liquid limit of 40 and maximum plasticity index of 18. It may be prudent to utilize an essentially cohesive import soil for use as fill and removal area backfill in the residential building area so that the upper shaft diameter of drilled piers can be more easily maintained. Suitable fill and backfill soils should be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content and compacted as recommended for the scarified soils above. Slopes steeper than 4:1 should be continuously benched during fill/backfill placement in order to reduce the potential for development of a shear plane between the existing site soils and placed fill/backfill. Care should be taken to avoid disturbing the reconditioned subgrade soils and placed fill materials prior to placement of any overlying improvements. Soils which are allowed to dry or out or become wet and softened or disturbed by the construction activities should be removed and replaced or reworked in place prior to concrete placement and/or paving. Geotechnical Subsurface Exploration Report Spradley Barr Redevelopment Fort Collins, Colorado Soilogic # 18-1206 7 Residential Building Drilled Pier Foundations With the moderate foundation loads anticipated for the residential structures and to reduce the potential for excessive total and differential settlement of the buildings subsequent to construction, we recommend these buildings be supported on drilled pier foundations. Drilled piers should be extended a minimum of ten (10) feet into competent bedrock which underlies the site. For design of drilled piers extended into competent bedrock, we recommend using a maximum allowable end bearing pressure of 30 kips per square foot (ksf). An allowable skin friction value of 3,000 psf could be used for that portion of the pier extended into competent bedrock. Credit for skin friction should be neglected for the top 2 feet of bedrock penetration. Piers should be designed with a length/diameter ratio of 30 or less and full length steel reinforcement. If grade beams will be constructed, we recommend a minimum 4-inch void be developed between the bottom of the grade beam and exposed earth to help fully transfer building loads to the drilled piers. For design of drilled piers to resist lateral loading, the horizontal modulus for varying pier diameters are outlined below in Table I. The values provided do not include a factor of safety. When the lateral capacity of drilled piers/driven piles is evaluated by the L-Pile/Com64 design program, we recommend that internally generated load-deformation (p-y) curves be used. Piers or piles may be designed using the following lateral load criteria. TABLE I – HORIZONTAL MODULUS OF SUBGRADE REACTION (tons/ft 3 ) Pier Diameter (in) Overburden Sandy Lean Clay Soils Native Sand and Gravel (Below GW) Sandstone Bedrock 18 24 30 36 17 13 10 9 35 26 21 17 167 125 100 83 Geotechnical Subsurface Exploration Report Spradley Barr Redevelopment Fort Collins, Colorado Soilogic # 18-1206 8 Parameters Overburden Sandy Lean Clay Soils Native Sand and Gravel Sandstone Bedrock In-Situ Unit Weight (pcf) 120 * 145 * 135 Angle of Internal Friction 0 35 20 Cohesion (psf) 300 0 5000 Strain at 50% .02 - .005 * Reduce values by 62.4 pcf below groundwater table Group reductions would apply if piers are spaced within three (3) pier diameters of each other. Piers in line with the direction of lateral load should be spaced a minimum of six (6) pier diameters center-to-center based on the largest diameter pier in the series. The horizontal modulus for initial and trailing piers should be reduced if spacing less than six (6) pier diameters is required. Based on the materials encountered in the completed site borings, we expect the drilled caissons could be excavated using conventional power auger equipment. If zones of well cemented bedrock are encountered at the time of caisson construction, specialized rock augers or core barrels may be required to fully penetrate these materials. Based on the depth to groundwater observed and presence of cleaner granular soils with depth, we expect temporary casing sealed into the sandstone bedrock underlying the site would be required during construction of the drilled shafts to prevent soils and groundwater from entering the pier excavations prior to concrete placement. The zone of cleaner granular soils overlying the bedrock surface in some areas will require care by the contractor during drilling and setting of the temporary casing to develop a proper seal. A maximum 3-inch depth of groundwater is acceptable in the pier excavations prior to concrete placement. If excessive depths of free water develop in the pier excavations prior to concrete placement, dewatering of the pier excavations should be completed or a tremie used for concrete placement. Pier concrete should have a slump in the range of 5 to 7 inches and be placed in the pier excavations immediately after the completion of drilling, cleaning, and placement of reinforcing steel. Casing should be pulled in a slow and continuous manner while Geotechnical Subsurface Exploration Report Spradley Barr Redevelopment Fort Collins, Colorado Soilogic # 18-1206 9 maintaining sufficient concrete head to prevent the infiltration of soil and water and the formation of voids within the shaft concrete. We estimate long term settlement of the drilled caisson foundations designed and constructed as outlined above and resulting from the assumed structural loads would be less than 1 inch. Differential settlement between piers could approach the amount of total settlement estimated above. Hotel Building Spread Footing Foundations Relatively soft lean clay soils were encountered at anticipated foundation bearing levels within the hotel building area. Excessive consolidation of the overburden clay soils and foundation settlement would be expected subsequent to construction as a result of the moderate foundation loads. In order to develop suitable strength foundation bearing and reduce the amount of anticipated post-construction foundation settlement to an acceptable level, we recommend a portion of the lean clay foundation bearing soils be overexcavated and replaced with properly placed and compacted, essentially-granular imported structural fill. The removal/replacement procedures will provide a zone of material immediately beneath hotel building footing foundations which will have higher strength and lower settlement potential than the site lean clay subsequent to construction. The overexcavation zone should extend to a minimum depth of three (3) feet below continuous strip footing foundations and five (5) feet below column pad foundations and a minimum of 8 inches laterally past the interior and exterior perimeter of the strip footings and all four (4) sides of column pad foundations for every 12 inches of overexcavation depth. Soils used as overexcavation/replacement below foundations should consist of approved select granular fill free from organic matter, debris and other objectionable materials. Imported structural fill consistent with Colorado Department of Transportation (CDOT) Class 6 or 7 Aggregate Base Course specifications could be used as overexcavation/ replacement. Geotechnical Subsurface Exploration Report Spradley Barr Redevelopment Fort Collins, Colorado Soilogic # 18-1206 10 After completing all overexcavation, we recommend the exposed subgrades be scarified to a depth of 9 inches, adjusted in moisture content and compacted to at least 95% of the materials standard Proctor maximum dry density. The moisture content of the scarified soils should be adjusted to within the range of ±2% of standard Proctor optimum moisture content at the time of compaction. Essentially-granular structural fill soils placed below foundations should be placed in loose lifts not to exceed 9 inches thick, moisture conditioned to within ±2% of standard Proctor optimum moisture content and compacted to at least 98% of the materials standard Proctor maximum dry density. The subgrade soils exposed at the base of the overexcavation zone are high in moisture content and would be easily disturbed by the construction activities. Care should be taken to avoid disturbing the exposed subgrade soils prior to placement of the select granular fill. If very soft clay soils are encountered at bottom of overexcavation levels, it may be necessary to develop a stable working platform suitable for fill placement. Screened and crushed aggregate used in conjunction with a separation fabric could be considered if working platform construction becomes warranted. Care should also be taken to avoid disturbing the overexcavation/replacement soils prior to foundation construction. Foundation bearing soils which are disturbed by the construction activities or allowed to become wet and softened or dry and desiccated should be removed and replaced or reworked in-place prior to placement of foundation concrete. For design of the hotel building continuous spread footing and isolated column pad foundations bearing on the zone of essentially-granular imported structural fill described above and compacted to at least 98% of the material’s standard Proctor maximum dry density, we recommend using a maximum net allowable soil bearing pressure of 2,500 psf. For design of footing foundations and foundation walls to resist lateral movement, a passive equivalent fluid pressure value of 250 pcf could be used for the site lean clay or similar soils. A coefficient of friction of 0.35 could be used between floor slab concrete and the bearing/subgrade soils to resist sliding for the on-site clays. A coefficient of friction of 0.55 could be used between foundation concrete and select granular import fill. The recommended passive equivalent fluid pressure values and coefficients of friction do not include a factor of safety. Geotechnical Subsurface Exploration Report Spradley Barr Redevelopment Fort Collins, Colorado Soilogic # 18-1206 11 Exterior footings should bear a minimum of 30 inches below finished adjacent exterior grade to provide frost protection. We recommend formed strip footings have a minimum width of 12 inches and isolated pad foundations have a minimum width of 24 inches in order to facilitate construction and reduce the potential for development of eccentrically loaded footings. Actual footing widths should be designed by a structural engineer. We estimate settlement of footing foundations designed and constructed as outlined above and resulting from the assumed structural loads would be on the order of 1 inch. Differential settlement could approach the amount of total settlement estimated above. Retail/Office Building Spread Footing Foundations Based on the materials encountered in the completed site borings and results of laboratory testing, it is our opinion the proposed lightly-loaded retail/restaurant and medical/office buildings could be supported by continuous spread footing and isolated pad foundations bearing directly on natural, undisturbed lean clay with suitable strength and low swell potential. For design of the footing foundations bearing on medium stiff to very stiff lean clay, we recommend using a maximum net allowable soil bearing pressure of 1,500 psf. Exterior footings should bear a minimum of 30 inches below finished adjacent exterior grade to provide frost protection. We recommend formed strip footings have a minimum width of 12 inches and isolated pad foundations have a minimum width of 24 inches in order to facilitate construction and reduce the potential for development of eccentrically loaded footings. Actual footing widths should be designed by a structural engineer. For design of footing foundations and foundation walls to resist lateral movement, a passive equivalent fluid pressure value of 250 pcf could be used. The top 30 inches of subgrade could be considered a surcharge load but should not be used in the passive resistance calculations. A coefficient of friction of 0.35 could be used between foundation and floor slab concrete and the bearing soils to resist sliding. The recommended passive equivalent fluid pressure value and coefficient of friction do not include a factor of safety. Geotechnical Subsurface Exploration Report Spradley Barr Redevelopment Fort Collins, Colorado Soilogic # 18-1206 12 We estimate settlement of footing foundations designed and constructed as outlined above and resulting from the assumed structural loads would be on the order of 1 inch or less. Differential settlement could approach the amount of total settlement estimated above. If water from any source is allowed to infiltrate the foundation bearing soils, additional movement of the foundations could occur. Zones of soft clay were encountered in the completed site borings at anticipated foundation bearing levels. The soft lean clay would be easily disturbed by the construction activities. Care should be taken at the time of construction to avoid disturbing the foundation bearing soils and the need for corrective action. To reduce the potential disturbance the foundation bearing soils, consideration should be given to completing foundations excavations remotely. Careful observation of the exposed foundation bearing materials should be completed at the time of construction to ensure all footing foundations will be supported on like natural materials with suitable strength. If extensive zones of soft, high moisture content soils are encountered at that time, some overexcavation/backfill or other approved stabilization procedures may be required prior to foundation construction. Seismicity Based on our review of the International Building Code (2003), a soil profile type D could be used for the site strata. Based on our review of United States Geologic Survey (USGS) mapped information, design spectral response acceleration values of SDS = .218 (21.8%) and SD1 = .092 (9.2%) could be used. Below-Grade Construction Basement construction is not anticipated at this time. If below grade improvements will be constructed, we recommend a perimeter drain system be installed around the below- grade areas to help reduce the potential for development of hydrostatic pressures behind the below-grade walls and water infiltration into the below grade areas. Water-proofing used in conjunction with buoyancy protection could also be considered. A perimeter drain system should consist of a 4-inch diameter, perforated drain pipe surrounded by a Geotechnical Subsurface Exploration Report Spradley Barr Redevelopment Fort Collins, Colorado Soilogic # 18-1206 13 minimum of six (6) inches of free-draining gravel. A filter fabric should be considered around the free-draining gravel or perforated pipe to reduce the potential for an influx of fine-grained soils into the system. The drain pipe should be placed at approximate foundation bearing level at the high point of the system, run around the exterior perimeter of the below grade area with a minimum of ⅛-inch per foot to facilitate efficient water removal and designed to discharge to a sump pit and pump system or other appropriate outfall. Backfill placed adjacent to the below-grade walls should consist of low-volume-change potential soils free from organic matter, debris and other objectionable materials. The natural site lean clay and sand and gravel could be used as backfill in this area provided the proper moisture content is developed in those materials at the time of placement and compaction. We recommend the site lean clay/clayey sand and/or similar backfill soils be placed in loose lifts not to exceed 9 inches thick, adjusted to within ±2% of standard Proctor optimum moisture content and compacted to at least 95% of the material’s standard Proctor maximum dry density. Excessive lateral stresses can be imposed on below-grade walls when using heavier mechanical compaction equipment. We recommend compaction of unbalanced wall backfill soils be completed using light mechanical or hand compaction equipment. Lateral Earth Pressures For design of below-grade walls where preventative measures have been taken to reduce the potential for development of hydrostatic loads on the walls, we recommend using an active equivalent fluid pressure value of 40 pounds per cubic foot. Some rotation of the walls must occur to develop the active earth pressure state. That rotation can result in cracking of the walls typically in between corners and other restrained points. The amount of deflection of the top of the wall can be estimated at 0.5% times the height of the wall. An equivalent fluid pressure value of 60 pounds per cubic foot could be used for restrained conditions. For design of below grade walls to resist hydrostatic loads, we recommend using an active equivalent fluid pressure value of 100 pounds per cubic foot. An equivalent fluid pressure value of 110 pounds per cubic foot could be used for restrained and undrained conditions. Geotechnical Subsurface Exploration Report Spradley Barr Redevelopment Fort Collins, Colorado Soilogic # 18-1206 14 Variables that affect lateral earth pressures include but are not limited to the shrink/swell potential of the backfill soils, backfill compaction and geometry, wetting of the backfill soils, surcharge loads and point loads developed in the backfill materials. The recommended equivalent fluid pressure values do not include a factor of safety or an allowance for hydrostatic loading. Use of expansive soil backfill, excessive compaction of the wall backfill or surcharge loads placed adjacent to the basement walls can add to the lateral earth pressures causing the equivalent fluid pressure values used in design to be exceeded. Floor Slabs and Exterior Flatwork The building floor slabs and exterior flatwork could be supported directly on reconditioned natural site soils and/or properly placed and compacted fill/removal area backfill developed as outlined in the ‘Site Development’ section of this report. A modulus of subgrade reaction (k value) of 125 pci could be used for design of floor slabs supported on reconditioned site sandy lean clay or similar soils. Subgrade soils expected to receive floor slab and exterior flatwork concrete should be evaluated closely immediately prior to concrete placement. If areas of disturbed, wet and softened, or dry subgrade soils are encountered at that time, some reworking of those materials or removal/replacement procedures may be required. Floor slabs should be designed and constructed as floating slabs, separated from foundation walls, columns and plumbing and mechanical penetrations by the use of block outs or appropriate isolation material. Additionally, we recommend all residence and garage partition walls be constructed as floating walls to help reduce the potential for differential slab to foundation movement causing distress in upper sections of the residence. A minimum 1½-inch void space is recommended beneath all partition walls. Special attention to door framing, drywall installation, stair systems and trim carpentry should be taken to isolate those elements from the floor slabs, allowing for some differential floor slab to foundation movement to occur without transmitting stresses to the overlying structure. Geotechnical Subsurface Exploration Report Spradley Barr Redevelopment Fort Collins, Colorado Soilogic # 18-1206 15 Depending on the type of floor covering and floor covering adhesive used in finished slab-on-grade areas, a vapor barrier may be required immediately beneath the floor slabs in order to maintain flooring product manufacturer warranties. A vapor barrier would help reduce the transmission of moisture through the floor slab. However, the unilateral moisture release caused by placing concrete on an impermeable surface can increase slab curl. The amount of slab curl can be reduced by careful selection of an appropriate concrete mix, however, slab curl cannot be eliminated. We recommend the owner, architect and flooring contractor consider the performance of the slab, in conjunction with the proposed flooring products to help determine if a vapor barrier will be required and where best to position the vapor barrier in relation to the floor slab. Additional guidance and recommendations concerning slab-on-grade design can be found in American Concrete Institute (ACI) section 302. Some movement of exterior flatwork should be expected as the moisture content of the subgrade soils increases subsequent to construction. Based on the results of completed laboratory testing, we expect movement of exterior flatwork supported on reconditioned site soils and/or properly placed and compacted fill would be limited. Care should be taken to ensure that when exterior flatwork moves, positive drainage will be maintained away from the structures. Indoor Pool We understand an indoor, in-ground pool will be constructed as part of the hotel improvements. The pool is expected to bear at a maximum depth in the range of approximately 5 to 7 feet below present site grades. Based on the materials encountered in the completed site borings and results of laboratory testing, it is our opinion the lightly- loaded swimming pool could be supported on natural, undisturbed lean clay. For design of the pool foundation bearing on natural, undisturbed medium stiff lean clay, we recommend using a maximum net allowable soil bearing pressure of 1,500 psf. Care should be taken to avoid developing unbalanced hydrostatic loads on the pool walls and pool bottom. Pressure relief valves could be considered to avoid developing uplift and excessive horizontal hydrostatic loads. For design of the below-grade pool walls protected from unilateral hydrostatic loading, we recommend using an active equivalent Geotechnical Subsurface Exploration Report Spradley Barr Redevelopment Fort Collins, Colorado Soilogic # 18-1206 16 fluid pressure value of 40 pounds per cubic foot. Some rotation of the pool walls must occur to develop the active earth pressure state. That rotation can result in cracking of the walls typically in between corners and other restrained points. The amount of deflection of the top of the wall required to develop the “active” state can be estimated at 0.5% times the height of the wall. An equivalent fluid pressure value of 60 pounds per cubic foot could be used for restrained conditions. Variables that affect active lateral earth pressures include but are not limited to the swell potential of the backfill soils, backfill compaction and geometry, wetting of the backfill soils, surcharge loads and point loads developed in the backfill materials. The recommended equivalent fluid pressure values do not include a factor of safety or an allowance for hydrostatic loading. Use of expansive soil backfill, excessive compaction of the wall backfill or surcharge loads placed adjacent to the pool walls can add to the lateral earth pressures causing the equivalent fluid pressure values used in design to be exceeded. If backfill is required adjacent to any below-grade pool walls, we recommend those materials consist of approved low-volume change (LVC) soils free from organic matter, debris and other objectionable materials. We understand pea gravel is typically used as pool wall backfill due to the limited area that backfill will extend and inability to access these areas with compaction equipment. If site soils will be used as backfill adjacent to the pool and access with compaction equipment is possible, backfill soils should be placed in loose lifts not to exceed 9 inches thick, adjusted to in moisture and compacted as outlined in the “Demolition and Site Development” section of this report. Excessive lateral stresses can be imposed on below grade walls when using heavier mechanical compaction equipment. We recommend compaction of unbalanced pool wall backfill soils be completed using light mechanical or hand compaction equipment. Comparatively soft lean clay soils were encountered in those borings completed in the hotel building area and may be encountered in the pool excavation. At current moisture levels, the site lean clay would be easily disturbed by the construction activities. Care should be taken at the time of construction to avoid disturbing the pool foundation bearing/subgrade soils and the need for corrective action. Materials which are disturbed Geotechnical Subsurface Exploration Report Spradley Barr Redevelopment Fort Collins, Colorado Soilogic # 18-1206 17 by the construction activities or materials which become dry and desiccated or wet and softened should be removed and replaced or reworked in place prior to placement of pool concrete. We estimate the long-term total and differential settlement of the pool constructed as outlined above would be less than 1 inch. Pavements Site pavements could be supported directly on reconditioned natural site soils and/or properly placed and compacted fill developed as outlined above in the ‘Site Development’ section of this report. The site lean clay would be subject to low remolded shear strength. A resistance value (R-value) of 5 was estimated for the site lean clay and used in the pavement section design. Traffic loading on site pavements is expected to consist of areas of low volumes of automobiles and light trucks as well as areas of higher light vehicle traffic volumes and occasional heavier trash, delivery and emergency vehicle traffic. Equivalent 18-kip single axle loads (ESAL’s) were estimated for the quantity of site traffic anticipated. Two (2) general design classifications are outlined below in Table II. Standard duty pavements could be considered in automobile drive and parking areas. Heavy duty pavements should be considered for access drives and other areas of the site expected to receive higher traffic volumes or heavier trash, delivery and emergency truck traffic. Proofrolling of the pavement subgrades should be completed to help identify unstable areas. Areas which pump or deform excessively should be mended prior to paving. Isolated areas of subgrade instability can be mended on a case-by-case basis. If more extensive areas of subgrade instability are observed and depending on the in-place moisture content of the subgrade soils immediately prior to paving, the time of year when construction occurs and other hydrologic conditions, overall stabilization of the subgrade soils may become necessary to develop a suitable paving platform. At current moisture levels, overall subgrade instability should be expected. If required, we recommend consideration be given to stabilization of the pavement subgrades with Class C fly ash. With the increase in support strength developed by the chemical stabilization procedures, it is our opinion some credit for the stabilized zone could be included in the pavement section design, reducing the required thickness of overlying asphaltic concrete and aggregate base course. Chemical stabilization can also eliminate some of the uncertainty Geotechnical Subsurface Exploration Report Spradley Barr Redevelopment Fort Collins, Colorado Soilogic # 18-1206 18 associated with attempting to pave during periods of inclement weather. Pavement section design options incorporating some structural credit for the chemically-stabilized subgrade soils are outlined below in Table II. TABLE II – PAVEMENT SECTION DESIGN Standard Duty Heavy Duty Option A – Composite Asphaltic Concrete (Grading S or SX) Aggregate Base (Class 5 or 6) 4” 6” 5” 8” Option B – Composite on Stabilized Subgrade Asphaltic Concrete (Grading S or SX) Aggregate Base (Class 5 or 6) Fly Ash Stabilized Subgrade 3” 4” 12” 4” 6” 12” Option C - Portland Cement Concrete Pavement PCCP 5” 6” Asphaltic concrete should consist of a bituminous plant mix composed of a mixture of aggregate, filler, binders and additives (if required) meeting the design requirements of the City of Fort Collins. Aggregate used in the asphaltic concrete should meet specific gradation requirements such as Colorado Department of Transportation (CDOT) grading S (¾-inch minus) or SX (½-inch minus) specifications. Hot mix asphalt designed using “Superpave” criteria should be compacted to within 92 to 96% of the materials Maximum Theoretical Density. Aggregate base should be consistent with CDOT requirements for Class 5 or Class 6 aggregate base, placed in loose lifts not to exceed 9 inches thick and compacted to at least 95% of the materials standard Proctor maximum dry density. If chemical stabilization procedures will be completed, we recommend the addition of 13% Class ‘C’ fly ash based on component dry unit weights. A 12-inch thick stabilized zone should be constructed by thoroughly blending the fly ash with the in-place subgrade soils. Some “fluffing” of the finish subgrade level should be expected with the stabilization procedures. The blended materials should be adjusted in moisture content to within the range of ±2% of standard Proctor optimum moisture content and compacted to at least 95% of the material’s standard Proctor maximum dry density within two (2) hours of fly ash addition. Geotechnical Subsurface Exploration Report Spradley Barr Redevelopment Fort Collins, Colorado Soilogic # 18-1206 19 For areas subjected to truck turning movements and/or concentrated and repetitive loading such as dumpster or truck parking and loading areas, we recommend consideration be given to the use of Portland cement concrete pavement with a minimum thickness of 6 inches. The concrete used for site pavements should be air entrained and have a minimum 28-day compressive strength of 4,000 psi. Woven wire mesh or fiber entrained concrete should be considered to help in the control of shrinkage cracking. The proposed pavement section designs do not include an allowance for excessive loading conditions imposed by heavy construction vehicles or equipment. Heavily loaded concrete or other building material trucks and construction equipment can cause some localized distress to site pavements. The recommended pavement sections are minimums and periodic maintenance efforts should be expected. A preventative maintenance program can help increase the service life of site pavements. Drainage Positive drainage is imperative for satisfactory long-term performance of the proposed buildings and associated site improvements. We recommend positive drainage be developed away from the structures during construction and maintained throughout the life of the site improvements with a minimum of 10% fall in the first 10 feet away from the buildings. Shallower slopes could be considered in hardscape areas. In the event that poor or negative drainage develops adjacent to the buildings over time, the original grade and associated positive drainage outlined above should be immediately restored. Care should be taken in the planning of landscaping to avoid features which could result in the fluctuation of the moisture content of the foundation bearing and flatwork subgrade soils. We recommend watering systems be placed a minimum of 5 feet away from the perimeter of the site structures and be designed to discharge away from all site improvements. Gutter systems should be considered to help reduce the potential for water ponding adjacent to the buildings with the gutter downspouts, roof drains or scuppers extended to discharge a minimum of 5 feet away from structural and flatwork elements. Water which is allowed to pond adjacent to site improvements can result in unsatisfactory performance of those improvements over time. Geotechnical Subsurface Exploration Report Spradley Barr Redevelopment Fort Collins, Colorado Soilogic # 18-1206 20 GENERAL COMMENTS This report was prepared based upon the data obtained from the completed site exploration, laboratory testing, engineering analysis and any other information discussed. The completed borings provides an indication of subsurface conditions at the boring locations only. Variations in subsurface conditions can occur in relatively short distances away from the borings. This report does not reflect any variations which may occur across the site or away from the borings. If variations in the subsurface conditions anticipated become evident, the geotechnical engineer should be notified immediately so that further evaluation can be completed and when warranted, alternative recommendations provided. The scope of services for this project does not include either specifically or by implication any biological or environmental assessment of the site or identification or prevention of pollutants or hazardous materials or conditions. Other studies should be completed if concerns over the potential of such contamination or pollution exist. The geotechnical engineer should 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. The geotechnical engineer should also be retained to provide testing and observation services during construction to help determine that the design requirements are fulfilled. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with the generally accepted standard of care for the profession. No warranties express or implied, are made. The conclusions and recommendations contained in this report should not be considered valid in the event that any changes in the nature, design or location of the project as outlined in this report are planned, unless those changes are reviewed and the conclusions of this report modified and verified in writing by the geotechnical engineer. LOG OF BORING B-1 1/1 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) - 1 CL SANDY LEAN CLAY - light to dark brown/reddish brown 2 medium stiff to very stiff - 3 CS 8 17.8 110.5 6000 0.1% 700 - - - With Scattered Gravel - 4 - 5 CS 15 26.9 96.4 6000 - - - - - - 6 - 7 - 8 - 9 - 10 CS 16 20.1 106.4 6000 - - - - - - 11 - 12 - 13 - 14 - 15 CS 20 16.6 112.6 9000 - - - - - BOTTOM OF BORING @ 15.0' - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 USCS Sampler LOG OF BORING B-2 1/1 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) ~5" Asphaltic Concrete - ~4" Aggregate Base Course 1 - 2 - CL SANDY LEAN CLAY 3 light to dark brown/reddish brown - medium stiff to stiff 4 - With Scattered Gravel 5 CS 7 26.7 97.2 5000 None <500 - - - - 6 - 7 - 8 - 9 - 10 CS 12 21.4 104.2 4500 - - - - - - 11 - 12 - 13 - 14 - 15 CS 16 15.0 119.1 5500 - - - - - BOTTOM OF BORING @ 15.0' - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 3 Days After Drilling 12' USCS LOG OF BORING B-3 1/1 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) ~5" Asphaltic Concrete - ~4" Aggregate Base Course 1 - 2 - CL SANDY LEAN CLAY 3 light to dark brown/reddish brown - medium stiff to stiff 4 - With Scattered Gravel 5 CS 8 21.9 100.8 5000 None <500 36 16 52.6% - 6 - 7 - 8 - 9 - 10 CS 11 17.3 109.4 4500 - - - - - - 11 - 12 - 13 - 14 - 15 CS 8 17.1 112.0 2500 - - - - - BOTTOM OF BORING @ 15.0' - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 3 Days After Drilling 11 1/2' USCS LOG OF BORING B-4 1/1 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) ~4" Asphaltic Concrete - ~4" Aggregate Base Course 1 - SP-GP FILL - SAND AND GRAVEL 2 reddish brown/grey - loose 3 CS 6 1.1 - - - - - - - - 4 - 5 CS 8 20.3 102.7 9000+ - - - - - CL SANDY LEAN CLAY - light to dark brown/reddish brown 6 medium stiff to stiff - 7 With Scattered Gravel - 8 - 9 - 10 CS 11 17.5 110.0 6500 - - - - - - 11 - 12 - 13 - 14 - 15 CS 10 17.3 108.7 1500 - - - - - BOTTOM OF BORING @ 15.0' - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 3 Days After Drilling 12 1/2' USCS LOG OF BORING B-5 1/1 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) ~4" Asphaltic Concrete - ~4" Aggregate Base Course 1 - 2 - CL SANDY LEAN CLAY 3 light to dark brown/reddish brown - medium stiff to stiff 4 - With Scattered Gravel 5 CS 11 16.8 109.3 9000+ None <500 - - - - 6 - 7 - 8 - 9 - Sand Lenses with Depth 10 CS 10 9.7 121.3 6000 - - - - - - 11 - 12 - 13 - 14 - 15 CS 8 21.2 107.7 2000 - - - - - - 16 - 17 - 18 - 19 - 20 10 27.2 97.9 3500 - - - - - - 21 - 22 - 23 - 24 - 25 - 26 LOG OF BORING B-6 1/1 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) ~4" Asphaltic Concrete - ~4" Aggregate Base Course 1 - 2 - CL SANDY LEAN CLAY 3 light to dark brown/reddish brown - medium stiff to stiff 4 - With Scattered Gravel 5 CS 12 19.7 105.0 8500 - - - - - - 6 - 7 - 8 - 9 - 10 CS 6 17.5 109.6 2000 - - - - - - 11 - 12 - 13 - 14 - 15 CS 9 12.6 122.2 5000 - - - - - BOTTOM OF BORING @ 15.0' - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 24 Hours After Drilling DCI @ 15' USCS LOG OF BORING B-7 1/1 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) ~5" Asphaltic Concrete - ~2" Aggregate Base Course 1 - 2 - CL SANDY LEAN CLAY 3 CS 7 21.0 98.4 7500 None <500 - - - light to dark brown/reddish brown - medium stiff 4 - 5 CS 10 28.3 91.7 9000+ None <500 32 16 56.9% - 6 - 7 - 8 - 9 Sand Lenses with Depth - 10 CS 9 7.2 116.5 N/A - - - - - - 11 - 12 - 13 - 14 - 15 CS 7 17.2 113.9 2500 - - - - - BOTTOM OF BORING @ 15.0' - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 24 Hours After Drilling 12 1/2' USCS LOG OF BORING B-8 1/1 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) ~4" Asphaltic Concrete - ~3" Aggregate Base Course 1 - 2 - CL SANDY LEAN CLAY 3 light to dark brown/reddish brown - soft to medium stiff 4 - 5 CS 7 23.7 96.4 3500 - - - - - - 6 - 7 - 8 - 9 - 10 CS 5 16.2 111.1 3500 None <500 - - - - 11 - 12 - 13 - Sand Lenses with Depth 14 - 15 CS 8 16.0 117.3 <500 - - - - - - 16 - 17 SP-GP SAND AND GRAVEL - reddish brown 18 loose - 19 - 20 CS 7 12.1 - N/A - - - - - - 21 - 22 - 23 - 24 - 25 - 26 LOG OF BORING B-9 1/2 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) ~5" Asphaltic Concrete - ~5" Aggregate Base Course 1 - 2 - CL SANDY LEAN CLAY 3 light to dark brown/reddish brown - medium stiff to stiff 4 - 5 CS 14 25.0 98.4 7000 0.5% 1000 47 27 88.7% - 6 - 7 - 8 - 9 - 10 CS 10 21.7 103.9 6000 - - - - - - 11 - 12 - 13 - 14 - 15 CS 17 18.4 114.2 7000 - - - - - - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 Increasing Gravel with Depth - 24 - Continued on Sheet 2 of 2 25 CS 9 22.4 105.1 2000 - - - - - 4 Days After Drilling 13' USCS LOG OF BORING B-9 Cont 2/2 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) Continued from Sheet 1 of 2 - 26 - CL SANDY LEAN CLAY 27 light to dark brown/reddish brown - medium stiff to stiff 28 - With Sand and Gravel Lenses 29 - 30 - 31 - 32 - 33 - 34 - 35 CS 50/8 18.0 108.9 9000+ None <500 32 8 23.1% - SANDSTONE 36 grey - medium hard to very hard 37 - With Interbedded Siltstone/Claystone 38 - 39 - 40 CS 50/11 18.4 - 9000+ - - - - - - 41 - 42 - 43 - 44 - 45 - 46 - 47 - 48 - 49 - BOTTOM OF BORING 50' 50 CS 50/6 15.7 - 9000+ - - - - - 4 Days After Drilling 13' USCS LOG OF BORING B-10 1/1 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) ~4" Asphaltic Concrete - ~5" Aggregate Base Course 1 - 2 - CL SANDY LEAN CLAY 3 light to dark brown/reddish brown - stiff 4 - With Scattered Gravel 5 CS 13 22.7 103.3 6000 None <500 - - - - 6 - 7 - 8 - 9 Sand Lenses with Depth - 10 CS 13 9.2 116.8 5000 - - - - - - 11 - 12 - 13 - 14 - 15 CS 12 19.4 109.8 5000 - - - - - BOTTOM OF BORING @ 15.0' - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 3 Days After Drilling 12 1/2' USCS LOG OF BORING B-11 1/2 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) ~5" Asphaltic Concrete - ~4" Aggregate Base Course 1 - 2 - CL SANDY LEAN CLAY 3 light to dark brown/reddish brown - soft to very stiff 4 - With Scattered Gravel 5 CS 9 20.5 101.1 7000 None <500 - - - - 6 - 7 - 8 - 9 Sand Lenses with Depth - 10 CS 3 9.4 122.6 3000 None <500 - - - - 11 - 12 - 13 - 14 - 15 CS 9 17.6 109.9 8000 - - - - - - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - Continued on Sheet 2 of 2 25 CS 20 19.6 110.0 9000+ - - - - - 4 Days After Drilling 14' USCS LOG OF BORING B-11 Cont 2/2 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) Continued from Sheet 1 of 2 - CL SANDY LEAN CLAY 26 light to dark brown/reddish brown - soft to very stiff 27 - 28 - 29 SP-GP SAND AND GRAVEL - reddish brown 30 CS 28 13.8 116.5 N/A - - - - - medium dense - 31 - 32 - 33 - 34 - 35 - 36 - 37 - 38 SANDSTONE - grey 39 very hard - 40 CS 50/3 17.9 110.5 9000+ - - - - - With Interbedded Siltstone/Claystone - 41 - 42 - 43 - 44 - 45 - 46 - 47 - 48 - 49 - BOTTOM OF BORING 50' 50 CS 50/5 17.9 - 9000+ - - - - - 4 Days After Drilling 14' USCS LOG OF BORING B-12 1/1 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) ~4" Asphaltic Concrete - ~3" Aggregate Base Course 1 - 2 - CL SANDY LEAN CLAY 3 CS 14 17.1 106.0 9000+ 0.1% - - - - light to dark brown/reddish brown - medium stiff to stiff 4 - 5 CS 9 23.9 96.0 6000 - - - - - - 6 - 7 - 8 Sand Lenses with Depth - 9 - 10 CS 7 7.3 118.3 9000+ - - - - - BOTTOM OF BORING @ 10.0' - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 24 Hours After Drilling Backfilled USCS LOG OF BORING B-13 1/1 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) ~4" Asphaltic Concrete - ~3" Aggregate Base Course 1 - 2 - CL SANDY LEAN CLAY 3 light to dark brown/reddish brown - medium stiff 4 - 5 CS 6 19.6 103.5 8500 None <500 35 16 61.1% - 6 - 7 - 8 - 9 Sand and Gravel Lens @ 9' - 10 CS 7 4.8 112.2 N/A - - - - - - 11 - 12 - 13 - 14 - 15 CS 9 22.2 107.5 3000 - - - - - BOTTOM OF BORING @ 15.0' - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 24 Hours After Drilling 13' USCS LOG OF BORING B-14 1/1 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) ~5" Asphaltic Concrete - ~6" Aggregate Base Course 1 Possible Existing Fill - CL SANDY LEAN CLAY 2 dark brown/grey - medium stiff 3 CS 8 17.3 109.9 7500 None <500 - - - - 4 CL SANDY LEAN CLAY - light to dark brown/reddish brown 5 CS 14 28.9 93.9 8500 - - - - - stiff - 6 - 7 - 8 - 9 - 10 CS 18 16.3 116.1 9000+ - - - - - - 11 - 12 - 13 - 14 - 15 CS 13 12.9 122.0 4500 - - - - - BOTTOM OF BORING @ 15.0' - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 3 Days After Drilling WCI @ 13' USCS LOG OF BORING B-15 1/1 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) ~4" Asphaltic Concrete - ~5" Aggregate Base Course 1 - 2 - CL SANDY LEAN CLAY 3 CS 12 21.7 99.8 8000 None <500 - - - light to dark brown/reddish brown - medium stiff to stiff 4 - With Scattered Gravel 5 CS 10 23.0 98.1 5000 - - - - - - 6 - 7 - 8 - 9 - 10 CS 10 18.1 110.8 7000 - - - - - BOTTOM OF BORING @ 10.0' - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 24 Hours After Drilling Backfilled USCS LOG OF BORING B-16 1/1 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) - 1 - 2 CL SANDY LEAN CLAY - light to dark brown/reddish brown 3 CS 2 30.2 89.7 <500 - - - - - very soft to medium stiff - 4 - 5 CS 7 23.1 98.0 4000 None <500 - - - - 6 - 7 - 8 - 9 - 10 CS 10 16.2 106.4 5000 - - - - - BOTTOM OF BORING @ 10.0' - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 24 Hours After Drilling Backfilled USCS LOG OF BORING B-17 1/1 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) ~5" Asphaltic Concrete - ~4" Aggregate Base Course 1 - 2 - CL SANDY LEAN CLAY 3 CS 11 18.4 109.2 8500 None <500 - - - light to dark brown/reddish brown - medium stiff to stiff 4 - With Scattered Gravel 5 CS 11 21.0 102.9 6000 - - - - - - 6 - 7 - 8 - 9 Sand Lenses with Depth - 10 CS 6 11.0 120.8 8000 - - - - - BOTTOM OF BORING @ 10.0' - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 24 Hours After Drilling Backfilled USCS LOG OF BORING B-18 1/1 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) ~4" Asphaltic Concrete - ~3" Aggregate Base Course 1 - 2 - CL SANDY LEAN CLAY 3 light to dark brown/reddish brown - medium stiff 4 - With Scattered Gravel 5 CS 7 20.8 100.6 9000+ None <500 - - - - 6 - 7 - 8 - 9 - 10 CS 7 17.1 110.5 3000 - - - - - - 11 - 12 - 13 - 14 - 15 CS 10 15.7 116.2 3500 - - - - - BOTTOM OF BORING @ 15.0' - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 3 Days After Drilling 13 1/2' USCS LOG OF BORING B-19 1/1 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) ~5" Asphaltic Concrete - ~6" Aggregate Base Course 1 - 2 - CL SANDY LEAN CLAY 3 CS 9 21.7 103.7 5000 None <500 - - - light to dark brown/reddish brown - medium stiff to stiff 4 - With Scattered Gravel 5 CS 9 20.6 97.4 6000 - - - - - - 6 - 7 - 8 - 9 - Sand and Gravel Lens @ 9' 10 CS 8 6.2 107.3 N/A - - - - - - 11 - 12 - 13 - 14 - 15 CS 12 15.0 12.0 4000 - - - - - BOTTOM OF BORING @ 15.0' - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 3 Days After Drilling 13' USCS LOG OF BORING B-20 1/2 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) ~4" Asphaltic Concrete - ~3" Aggregate Base Course 1 - 2 - CL SANDY LEAN CLAY 3 light to dark brown/reddish brown - soft 4 - With Scattered Gravel 5 CS 4 21.4 98.4 3500 None <500 36 17 78.6% - 6 - 7 - 8 - 9 - 10 CS 5 20.5 108.1 <500 None <500 - - - - 11 - 12 - 13 - 14 - 15 CS 8 12.0 118.6 8000 - - - - - - 16 SP-GP SAND AND GRAVEL - reddish brown 17 loose to medium dense - 18 - 19 - 20 - 21 - 22 - 23 - 24 - Continued on Sheet 2 of 2 25 CS 26 12.6 - N/A - - - - - 4 Days After Drilling 13' USCS LOG OF BORING B-20 Cont 2/2 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) Continued from Sheet 1 of 2 - 26 - 27 SP-GP SAND AND GRAVEL - reddish brown 28 loose to medium dense - 29 - 30 - 31 - 32 - 33 - 34 - 35 CS 50/6 13.2 - 9000+ - - - - - SANDSTONE - grey 36 hard to very hard - 37 With Interbedded Siltstone/Claystone - 38 - 39 - 40 - 41 - 42 - 43 - 44 - 45 CS 50/7 16.1 115.3 9000+ - - - - - BOTTOM OF BORING 45' - 46 - 47 - 48 - 49 - 50 4 Days After Drilling 13' USCS LOG OF BORING B-21 1/1 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) ~4" Asphaltic Concrete - ~5" Aggregate Base Course 1 - 2 - CL SANDY LEAN CLAY 3 light to dark brown/reddish brown - medium stiff to stiff 4 - With Scattered Gravel 5 CS 13 19.8 105.2 9000+ None <500 - - - - 6 - 7 - 8 - 9 - 10 CS 7 19.7 106.8 2500 - - - - - - 11 - 12 - 13 - Sand Lenses with Depth 14 - 15 CS 13 11.5 124.1 5500 - - - - - BOTTOM OF BORING @ 15.0' - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 3 Days After Drilling 12' USCS LOG OF BORING B-22 1/2 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) ~5" Asphaltic Concrete - ~2" Aggregate Base Course 1 - 2 - CL SANDY LEAN CLAY 3 light to dark brown/reddish brown - soft to stiff 4 - With Scattered Gravel 5 CS 6 25.1 94.0 9000+ None <500 - - - - 6 - 7 - 8 - 9 - 10 CS 5 23.7 102.7 2000 - - - - - - 11 - 12 - 13 - 14 Sand Lenses with Depth - 15 CS 13 12.5 122.4 8000 - - - - - - 16 - 17 - 18 - 19 - 20 CS 9 18.6 121.6 1000 - - - - - - 21 - 22 - 23 - 24 - Continued on Sheet 2 of 2 25 4 Days After Drilling 12' USCS LOG OF BORING B-22 Cont 2/2 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) Continued from Sheet 1 of 2 - CL SANDY LEAN CLAY 26 light to dark brown/reddish brown - soft to stiff 27 With Sand and Gravel Lenses - 28 - 29 - 30 CS 50/10 12.2 - 9000+ - - - - - SANDSTONE - grey 31 medium hard to very hard - 32 With Interbedded Siltstone/Claystone - 33 - 34 - 35 - 36 - 37 - 38 - 39 - 40 - 41 - 42 - 43 - 44 - 45 CS 50/4 16.1 115.6 9000+ None <500 31 6 17.3% BOTTOM OF BORING 45' - 46 - 47 - 48 - 49 - 50 4 Days After Drilling 12' USCS LOG OF BORING B-23 1/1 CME 45 4" CFA Automatic ZG/BM Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) ~4" Asphaltic Concrete - ~4" Aggregate Base Course 1 - 2 - CL SANDY LEAN CLAY 3 CS 6 22.5 - 4000 - - - - - light to dark brown/reddish brown - medium stiff to stiff 4 - With Scattered Gravel 5 CS 7 20.2 106.2 5000 None <500 - - - - 6 - 7 - 8 - 9 - 10 CS 12 17.7 110.5 6000 - - - - - BOTTOM OF BORING @ 10.0' - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 24 Hours After Drilling Backfilled USCS Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 110.5 500 Final Moisture 18.6% % Swell @ 500 psf 0.1% Swell Pressure (psf) 700 Sample ID: B-1 @ 2 Sample Description: Light to Dark Brown/Reddish Brown Sandy Lean Clay (CL) Initial Moisture 17.8% SWELL/CONSOLIDATION TEST SUMMARY SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 97.2 500 Final Moisture 27.2% % Swell @ 500 psf None Swell Pressure (psf) <500 Initial Moisture 26.7% Sample ID: B-2 @ 4 Sample Description: Light to Dark Brown/Reddish Brown Sandy Lean Clay (CL) (Swell Only) SWELL/CONSOLIDATION TEST SUMMARY SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit 36 Plasticity Index 16 % Passing #200 52.6% Dry Density (pcf) 100.8 500 Final Moisture 23.6% % Swell @ 500 psf None Swell Pressure (psf) <500 Initial Moisture 21.9% Sample ID: B-3 @ 4 Sample Description: Light to Dark Brown/Reddish Brown Sandy Lean Clay (CL) (Swell Only) SWELL/CONSOLIDATION TEST SUMMARY SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 109.3 500 Final Moisture 15.2% % Swell @ 500 psf None Swell Pressure (psf) <500 Initial Moisture 16.8% Sample ID: B-5 @ 4 Sample Description: Light to Dark Brown/Reddish Brown Sandy Lean Clay (CL) (Swell Only) SWELL/CONSOLIDATION TEST SUMMARY SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 98.4 500 Final Moisture 23.1% % Swell @ 500 psf None Swell Pressure (psf) <500 Initial Moisture 21.0% Sample ID: B-7 @ 2 Sample Description: Light to Dark Brown/Reddish Brown Sandy Lean Clay (CL) (Swell Only) SWELL/CONSOLIDATION TEST SUMMARY SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit 32 Plasticity Index 16 % Passing #200 56.9% Dry Density (pcf) 91.7 500 Final Moisture 29.0% % Swell @ 500 psf None Swell Pressure (psf) <500 Initial Moisture 28.3% Sample ID: B-7 @ 4 Sample Description: Light to Dark Brown/Reddish Brown Sandy Lean Clay (CL) (Swell Only) SWELL/CONSOLIDATION TEST SUMMARY SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 111.1 500 Final Moisture 17.0% % Swell @ 500 psf None Swell Pressure (psf) <500 Initial Moisture 16.2% Sample ID: B-8 @ 9 Sample Description: Light to Dark Brown/Reddish Brown Sandy Lean Clay (CL) (Swell Only) SWELL/CONSOLIDATION TEST SUMMARY SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit 47 Plasticity Index 27 % Passing #200 88.7% Dry Density (pcf) 98.4 500 Final Moisture 25.2% % Swell @ 500 psf 0.5% Swell Pressure (psf) 1,000 Initial Moisture 25.0% Sample ID: B-9 @ 4 Sample Description: Light to Dark Brown/Reddish Brown Sandy Lean Clay (CL) SWELL/CONSOLIDATION TEST SUMMARY SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit 32 Plasticity Index 8 % Passing #200 23.1% Dry Density (pcf) 108.9 500 Final Moisture 19.6% % Swell @ 500 psf None Swell Pressure (psf) <500 Initial Moisture 18.0% Sample ID: B-9 @ 34 Sample Description: Grey Sandstone (Swell Only) SWELL/CONSOLIDATION TEST SUMMARY SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 103.3 500 Final Moisture 23.0% % Swell @ 500 psf None Swell Pressure (psf) <500 Initial Moisture 22.7% Sample ID: B-10 @ 4 Sample Description: Light to Dark Brown/Reddish Brown Sandy Lean Clay (CL) (Swell Only) SWELL/CONSOLIDATION TEST SUMMARY SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 101.1 500 Final Moisture 22.5% % Swell @ 500 psf None Swell Pressure (psf) <500 Initial Moisture 20.5% Sample ID: B-11 @ 4 Sample Description: Light to Dark Brown/Reddish Brown Sandy Lean Clay (CL) (Swell Only) SWELL/CONSOLIDATION TEST SUMMARY SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 122.6 500 Final Moisture 12.8% % Swell @ 500 psf None Swell Pressure (psf) <500 Initial Moisture 9.4% Sample ID: B-11 @ 9 Sample Description: Light to Dark Brown/Reddish Brown Sandy Lean Clay (CL) SWELL/CONSOLIDATION TEST SUMMARY SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 106.0 500 Final Moisture 19.2% % Swell @ 500 psf 0.1% Swell Pressure (psf) - Initial Moisture 17.1% Sample ID: B-12 @ 2 Sample Description: Light to Dark Brown/Reddish Brown Sandy Lean Clay (CL) (Swell Only) SWELL/CONSOLIDATION TEST SUMMARY SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit 35 Plasticity Index 16 % Passing #200 61.1% Dry Density (pcf) 103.5 500 Final Moisture 20.7% % Swell @ 500 psf None Swell Pressure (psf) <500 Initial Moisture 19.6% Sample ID: B-13 @ 4 Sample Description: Light to Dark Brown/Reddish Brown Sandy Lean Clay (CL) (Swell Only) SWELL/CONSOLIDATION TEST SUMMARY SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 109.9 500 Final Moisture 18.8% % Swell @ 500 psf None Swell Pressure (psf) <500 Initial Moisture 17.3% Sample ID: B-14 @ 2 Sample Description: Fill - Light to Dark Brown/Reddish Brown Sandy Lean Clay (CL) (Swell Only) SWELL/CONSOLIDATION TEST SUMMARY SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 99.8 500 Final Moisture 23.5% % Swell @ 500 psf None Swell Pressure (psf) <500 Initial Moisture 21.7% Sample ID: B-15 @ 2 Sample Description: Light to Dark Brown/Reddish Brown Sandy Lean Clay (CL) (Swell Only) SWELL/CONSOLIDATION TEST SUMMARY SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 98.0 500 Final Moisture 23.9% % Swell @ 500 psf None Swell Pressure (psf) <500 Initial Moisture 23.1% Sample ID: B-16 @ 4 Sample Description: Light to Dark Brown/Reddish Brown Sandy Lean Clay (CL) (Swell Only) SWELL/CONSOLIDATION TEST SUMMARY SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 109.2 500 Final Moisture 19.2% % Swell @ 500 psf None Swell Pressure (psf) <500 Initial Moisture 18.4% Sample ID: B-17 @ 2 Sample Description: Light to Dark Brown/Reddish Brown Sandy Lean Clay (CL) (Swell Only) SWELL/CONSOLIDATION TEST SUMMARY SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 100.6 500 Final Moisture 22.8% % Swell @ 500 psf None Swell Pressure (psf) <500 Initial Moisture 20.8% Sample ID: B-18 @ 4 Sample Description: Light to Dark Brown/Reddish Brown Sandy Lean Clay (CL) SWELL/CONSOLIDATION TEST SUMMARY SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 103.7 500 Final Moisture 21.4% % Swell @ 500 psf None Swell Pressure (psf) <500 Initial Moisture 21.7% Sample ID: B-19 @ 2 Sample Description: Light to Dark Brown/Reddish Brown Sandy Lean Clay (CL) (Swell Only) SWELL/CONSOLIDATION TEST SUMMARY SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit 36 Plasticity Index 17 % Passing #200 78.6% Dry Density (pcf) 98.4 500 Final Moisture 23.5% % Swell @ 500 psf None Swell Pressure (psf) <500 Initial Moisture 21.4% Sample ID: B-20 @ 4 Sample Description: Light to Dark Brown/Reddish Brown Sandy Lean Clay (CL) (Swell Only) SWELL/CONSOLIDATION TEST SUMMARY SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 108.1 500 Final Moisture 16.9% % Swell @ 500 psf None Swell Pressure (psf) <500 Initial Moisture 20.5% Sample ID: B-20 @ 9 Sample Description: Light to Dark Brown/Reddish Brown Sandy Lean Clay (CL) SWELL/CONSOLIDATION TEST SUMMARY SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 105.2 500 Final Moisture 21.7% % Swell @ 500 psf None Swell Pressure (psf) <500 Initial Moisture 19.8% Sample ID: B-21 @ 4 Sample Description: Light to Dark Brown/Reddish Brown Sandy Lean Clay (CL) (Swell Only) SWELL/CONSOLIDATION TEST SUMMARY SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 94.0 SWELL/CONSOLIDATION TEST SUMMARY SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Initial Moisture 25.1% Sample ID: B-22 @ 4 Sample Description: Light to Dark Brown/Reddish Brown Sandy Lean Clay (CL) (Swell Only) 500 Final Moisture 27.8% % Swell @ 500 psf None Swell Pressure (psf) <500 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit 31 Plasticity Index 6 % Passing #200 17.3% Dry Density (pcf) 115.6 SWELL/CONSOLIDATION TEST SUMMARY SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Initial Moisture 16.1% Sample ID: B-22 @ 44 Sample Description: Grey Sandstone (Swell Only) 500 Final Moisture 16.5% % Swell @ 500 psf None Swell Pressure (psf) <500 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 106.2 SWELL/CONSOLIDATION TEST SUMMARY SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Initial Moisture 20.2% Sample ID: B-23 @ 4 Sample Description: Light to Dark Brown/Reddish Brown Sandy Lean Clay (CL) (Swell Only) 500 Final Moisture 21.1% % Swell @ 500 psf None Swell Pressure (psf) <500 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Soil Classification Group Symbol Group NameB Clean Gravels Cu ! 4 and 1 " Cc " 3E GW Well graded gravelF Less than 5% finesC Cu < 4 and/or 1 > Cc > 3E GP Poorly graded gravelF Fines classify as ML or MH GM Silty gravelF,G, H Coarse Grained Soils More than 50% retained on No. 200 sieve Gravels More than 50% of coarse fraction retained on No. 4 sieve Gravels with Fines More than 12% finesC Fines classify as CL or CH GC Clayey gravelF,G,H Clean Sands Cu ! 6 and 1 " Cc " 3E SW Well graded sandI Less than 5% finesD Cu < 6 and/or 1 > Cc > 3E SP Poorly graded sandI Fines classify as ML or MH SM Silty sandG,H,I Sands 50% or more of coarse fraction passes No. 4 sieve Sands with Fines More than 12% finesD Fines classify as CL or CH SC Clayey sandG,H,I Silts and Clays PI > 7 and plots on or above “A” lineJ CL Lean clayK,L,M Liquid limit less than 50 Inorganic PI < 4 or plots below “A” lineJ ML SiltK,L,M Liquid limit - oven dried Organic clayK,L,M,N Fine-Grained Soils 50% or more passes the No. 200 sieve Organic Liquid limit - not dried < 0.75 OL Organic siltK,L,M,O Inorganic PI plots on or above “A” line CH Fat clayK,L,M Silts and Clays Liquid limit 50 or more PI plots below “A” line MH Elastic siltK,L,M Organic Liquid limit - oven dried Organic clayK,L,M,P Liquid limit - not dried < 0.75 OH Organic siltK,L,M,Q Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat A Based on the material passing the 3-in. (75-mm) sieve B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name. C Gravels with 5 to 12% fines require dual symbols: GW-GM well graded gravel with silt, GW-GC well graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay. D Sands with 5 to 12% fines require dual symbols: 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 E Cu = D60/D10 Cc = GENERAL NOTES DRILLING & SAMPLING SYMBOLS: SS: Split Spoon - 1⅜" I.D., 2" O.D., unless otherwise noted HS: Hollow Stem Auger ST: Thin-Walled Tube – 2.5" O.D., unless otherwise noted PA: Power Auger RS: Ring Sampler - 2.42" I.D., 3" O.D., unless otherwise noted HA: Hand Auger CS: California Barrel - 1.92" I.D., 2.5" O.D., unless otherwise noted RB: Rock Bit BS: Bulk Sample or Auger Sample WB: Wash Boring or Mud Rotary The number of blows required to advance a standard 2-inch O.D. split-spoon sampler (SS) the last 12 inches of the total 18-inch penetration with a 140-pound hammer falling 30 inches is considered the “Standard Penetration” or “N-value”. For 2.5” O.D. California Barrel samplers (CB) the penetration value is reported as the number of blows required to advance the sampler 12 inches using a 140-pound hammer falling 30 inches, reported as “blows per inch,” and is not considered equivalent to the “Standard Penetration” or “N-value”. 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 Casing Removal Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally 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 in-place relative density and fine-grained soils on the basis of their consistency. FINE-GRAINED SOILS COARSE-GRAINED SOILS BEDROCK (CB) Blows/Ft. (SS) Blows/Ft. Consistency (CB) Blows/Ft. (SS) Blows/Ft. Relative Density (CB) Blows/Ft. (SS) Blows/Ft. Consistency < 3 0-2 Very Soft 0-5 < 3 Very Loose < 24 < 20 Weathered 3-5 3-4 Soft 6-14 4-9 Loose 24-35 20-29 Firm 6-10 5-8 Medium Stiff 15-46 10-29 Medium Dense 36-60 30-49 Medium Hard 11-18 9-15 Stiff 47-79 30-50 Dense 61-96 50-79 Hard 19-36 16-30 Very Stiff > 79 > 50 Very Dense > 96 > 79 Very Hard > 36 > 30 Hard RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY Descriptive Terms of Other Constituents Percent of Dry Weight Major Component of Sample Particle Size Trace < 15 Boulders Over 12 in. (300mm) With 15 – 29 Cobbles 12 in. to 3 in. (300mm to 75 mm) Modifier > 30 Gravel 3 in. to #4 sieve (75mm to 4.75 mm) Sand Silt or Clay #4 to #200 sieve (4.75mm to 0.075mm) Passing #200 Sieve (0.075mm) RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION Descriptive Terms of Other Constituents Percent of Dry Weight Term Plasticity Index Trace With Modifiers < 5 5 – 12 > 12 Non-plastic Low Medium High 0 1-10 11-30 30+ F If soil contains ! 15% sand, add “with sand” to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. HIf fines are organic, add “with organic fines” to group name. I If soil contains ! 15% gravel, add “with gravel” to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,” whichever is predominant. L If soil contains ! 30% plus No. 200 predominantly sand, add “sandy” to group name. M If soil contains ! 30% plus No. 200, predominantly gravel, add “gravelly” to group name. N PI ! 4 and plots on or above “A” line. O PI < 4 or plots below “A” line. P PI plots on or above “A” line. Q PI plots below “A” line. Sampler Atterberg Limits Surface Elev. - Field Personnel: Start Date 7/24/2018 Auger Type: During Drilling None Finish Date 7/24/2018 Hammer Type: After Drilling None Sheet Drilling Rig: Water Depth Information SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Sampler Atterberg Limits Start Date 7/19/2018 Auger Type: During Drilling 12 1/2' Finish Date 7/19/2018 Hammer Type: After Drilling 12 1/2' Surface Elev. - Field Personnel: Sheet Drilling Rig: Water Depth Information SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Sampler Atterberg Limits Surface Elev. - Field Personnel: Start Date 7/19/2018 Auger Type: During Drilling 12 1/2' Finish Date 7/19/2018 Hammer Type: After Drilling 12 1/2' Sheet Drilling Rig: Water Depth Information SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Sampler Atterberg Limits Surface Elev. - Field Personnel: Start Date 7/20/2018 Auger Type: During Drilling 12 1/2' Finish Date 7/20/2018 Hammer Type: After Drilling 12 1/2' Sheet Drilling Rig: Water Depth Information SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Sampler Atterberg Limits Start Date 7/19/2018 Auger Type: During Drilling 13' Finish Date 7/19/2018 Hammer Type: After Drilling 13' Surface Elev. - Field Personnel: Sheet Drilling Rig: Water Depth Information SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Sampler Atterberg Limits Surface Elev. - Field Personnel: Start Date 7/19/2018 Auger Type: During Drilling 13' Finish Date 7/19/2018 Hammer Type: After Drilling 13' Sheet Drilling Rig: Water Depth Information SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Sampler Atterberg Limits Surface Elev. - Field Personnel: Start Date 7/20/2018 Auger Type: During Drilling 15' Finish Date 7/20/2018 Hammer Type: After Drilling 15' Sheet Drilling Rig: Water Depth Information SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Sampler Atterberg Limits Surface Elev. - Field Personnel: Start Date 7/20/2018 Auger Type: During Drilling 13 1/2' Finish Date 7/20/2018 Hammer Type: After Drilling 13 1/2' Sheet Drilling Rig: Water Depth Information SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Sampler Atterberg Limits Surface Elev. - Field Personnel: Start Date 7/24/2018 Auger Type: During Drilling None Finish Date 7/24/2018 Hammer Type: After Drilling None Sheet Drilling Rig: Water Depth Information SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Sampler Atterberg Limits Surface Elev. - Field Personnel: Start Date 7/24/2018 Auger Type: During Drilling None Finish Date 7/24/2018 Hammer Type: After Drilling None Sheet Drilling Rig: Water Depth Information SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Sampler Atterberg Limits Surface Elev. - Field Personnel: Start Date 7/24/2018 Auger Type: During Drilling None Finish Date 7/24/2018 Hammer Type: After Drilling None Sheet Drilling Rig: Water Depth Information SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Sampler Atterberg Limits Surface Elev. - Field Personnel: Start Date 7/20/2018 Auger Type: During Drilling 14' Finish Date 7/20/2018 Hammer Type: After Drilling 14' Sheet Drilling Rig: Water Depth Information SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Sampler Atterberg Limits Surface Elev. - Field Personnel: Start Date 7/20/2018 Auger Type: During Drilling 13 1/2' Finish Date 7/20/2018 Hammer Type: After Drilling 13 1/2' Sheet Drilling Rig: Water Depth Information SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Sampler Atterberg Limits Surface Elev. - Field Personnel: Start Date 7/24/2018 Auger Type: During Drilling None Finish Date 7/24/2018 Hammer Type: After Drilling None Sheet Drilling Rig: Water Depth Information SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Sampler Atterberg Limits Start Date 7/19/2018 Auger Type: During Drilling 14' Finish Date 7/19/2018 Hammer Type: After Drilling 14' Surface Elev. - Field Personnel: Sheet Drilling Rig: Water Depth Information SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Sampler Atterberg Limits Surface Elev. - Field Personnel: Start Date 7/19/2018 Auger Type: During Drilling 14' Finish Date 7/19/2018 Hammer Type: After Drilling 14' Sheet Drilling Rig: Water Depth Information SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Sampler Atterberg Limits Surface Elev. - Field Personnel: Start Date 7/20/2018 Auger Type: During Drilling 14' Finish Date 7/20/2018 Hammer Type: After Drilling 14' Sheet Drilling Rig: Water Depth Information SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Sampler Atterberg Limits Start Date 7/19/2018 Auger Type: During Drilling 13' Finish Date 7/19/2018 Hammer Type: After Drilling 13' Surface Elev. - Field Personnel: Sheet Drilling Rig: Water Depth Information SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Sampler Atterberg Limits Surface Elev. - Field Personnel: Start Date 7/19/2018 Auger Type: During Drilling 13' Finish Date 7/19/2018 Hammer Type: After Drilling 13' Sheet Drilling Rig: Water Depth Information SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 CL SANDY LEAN CLAY - reddish brown 27 medium stiff - 28 - 29 - BOTTOM OF BORING @ 30.0' 30 CS 8 23.6 101.7 2000 - - - - - 24 Hours After Drilling 13' USCS Sampler Atterberg Limits Surface Elev. - Field Personnel: Start Date 7/20/2018 Auger Type: During Drilling 13 1/2' Finish Date 7/20/2018 Hammer Type: After Drilling 13 1/2' Sheet Drilling Rig: Water Depth Information SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Sampler Atterberg Limits Surface Elev. - Field Personnel: Start Date 7/20/2018 Auger Type: During Drilling 15' Finish Date 7/20/2018 Hammer Type: After Drilling 15' Sheet Drilling Rig: Water Depth Information SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Sampler Atterberg Limits Surface Elev. - Field Personnel: Start Date 7/20/2018 Auger Type: During Drilling None Finish Date 7/20/2018 Hammer Type: After Drilling None Sheet Drilling Rig: Water Depth Information SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 SP-GP SAND AND GRAVEL - reddish brown 27 medium dense - With Clayey Lenses 28 - 29 - BOTTOM OF BORING @ 30.0' 30 21 10.1 125.9 N/A - - - - - 3 Days After Drilling 12 1/2' USCS Sampler Atterberg Limits Surface Elev. - Field Personnel: Start Date 7/20/2018 Auger Type: During Drilling 13 1/2' Finish Date 7/20/2018 Hammer Type: After Drilling 13 1/2' Sheet Drilling Rig: Water Depth Information SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Sampler Atterberg Limits Surface Elev. - Field Personnel: Start Date 7/20/2018 Auger Type: During Drilling 13 1/2' Finish Date 7/20/2018 Hammer Type: After Drilling 13 1/2' Sheet Drilling Rig: Water Depth Information SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Sampler Atterberg Limits Surface Elev. - Field Personnel: Start Date 7/20/2018 Auger Type: During Drilling 13' Finish Date 7/20/2018 Hammer Type: After Drilling 13' Sheet Drilling Rig: Water Depth Information SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Sampler Atterberg Limits Surface Elev. - Field Personnel: Start Date 7/20/2018 Auger Type: During Drilling 13 1/2' Finish Date 7/20/2018 Hammer Type: After Drilling 13 1/2' Sheet Drilling Rig: Water Depth Information SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018 Atterberg Limits Surface Elev. - Field Personnel: 3 Days After Drilling 15' Finish Date 7/20/2018 Hammer Type: After Drilling None Sheet Drilling Rig: Water Depth Information Start Date 7/20/2018 Auger Type: During Drilling None SPRADLEY BARR REDEVELOPMENT FORT COLLINS, COLORADO Project # 18-1206 July 2018