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HomeMy WebLinkAboutLANDMARK APARTMENTS EXPANSION - FDP190002 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTGEOTECHNICAL SUBSURFACE EXPLORATION REPORT LANDMARK APARTMENTS EXPANSION SOUTHEAST OF WEST PROSPECT ROAD AND SOUTH SHIELDS STREET FORT COLLINS, COLORADO SOILOGIC # 16-1024 February 24, 2016 Soilogic, Inc. 3050 67th Avenue, Suite 200 • Greeley, CO 80634 • (970) 535-6144 P.O. Box 1121 • Hayden, CO 81639 • (970) 276-2087 February 24, 2016 Summit Management Services, Inc. 730 West Market Street Akron, Ohio 44303 Attn: Mr. Herbert Newman Re: Geotechnical Subsurface Exploration Report Landmark Apartments Expansion Southeast of West Prospect Road and South Shields Street Fort Collins, Colorado Soilogic Project # 16-1024 Mr. Newman: Soilogic, Inc. (Soilogic) personnel have completed the geotechnical subsurface exploration you requested for the proposed Landmark Apartments expansion to be constructed southwest of the intersection of West Prospect Road and South Shields Street 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 a thin layer of vegetation and topsoil underlain by dark brown to brown/beige/rust lean clay with varying amounts of silt and sand. The lean clay varied from medium stiff to hard in terms of consistency and typically exhibited no to low swell potential at current moisture and density conditions, however samples of near-surface lean clay obtained from borings B-10, B-11 and B-14 at a depth of approximately 2 feet below ground surface exhibited moderate swell potential. The near-surface lean clay soils at similar depth also exhibited swell potential approaching a moderate classification at the location of boring B-5. The lean clay extended to the full depths explored (5 to 15 feet below ground surface) in borings B-1, B-2, B-8, B-9 and B-11 through B-14 or to depths ranging from approximately 5½ to 14½ feet below ground surface at the remaining boring locations. At the locations of borings B-3, B-4, B-5 and B-10, the lean clay was underlain by reddish brown/rust sand with silt and gravel. The sand and gravel was medium dense in terms of relative density, would be expected to be non-expansive or possess low swell potential based on the material’s physical properties and engineering Geotechnical Subsurface Exploration Report Landmark Apartments Expansion Southeast of W. Prospect Road and S. Shields Street Fort Collins, Colorado Soilogic # 16-1024 2 characteristics and extended to the bottom boring B-10 at a depth of approximately 10 feet below present site grades, or to depths between 10½ to 14 feet below grade at the locations of borings B-3 through B-5. Gray/olive/brown/rust interbedded claystone/ siltstone/sandstone bedrock was encountered underlying the lean clay and/or sand with silt and gravel at the locations of boring B-3 through B-7. The bedrock varied from weathered to very hard in terms of relative hardness and would be expected to possess low to moderate swell potential, although we believe it is located at sufficient depth so as to not significantly affect the planned at-grade construction. Groundwater was encountered in 7 of the 14 completed site borings at depths ranging from approximately 5½ to 11½ feet below ground surface when checked immediately after completion of drilling. When checked about three (3) days after completion of drilling, groundwater was measured at depths ranging from approximately 5½ to 11 feet below ground surface in eight (8) of the site borings. Based on the materials encountered in the completed site borings and results of laboratory testing, it is our opinion the proposed lightly-loaded multi-family residential structures could be supported by continuous spread footing and isolated pad foundations bearing on natural, undisturbed site soils with low swell potential. Most of the site soils appear to be suitable for direct support of residence floor slabs, site pavements and exterior flatwork. However, samples of the near-surface lean clay obtained from borings B-5, B-7, B-10 through B-12 and B-14 at a depth of approximately 2 feet below ground surface exhibited near moderate to moderate swell potential at in-situ moisture and density conditions. Careful observation of all exposed foundation bearing and floor slab subgrade materials should be completed at the time of construction to ensure all footing foundations and floor slabs will be supported on like materials with suitable strength and low volume change potential. If/where extensive zones of expansive, very soft/disturbed or otherwise unsuitable soils are encountered underlying proposed improvements at that time, extending foundations through these soils to bear on low swelling underlying soils and/or overexcavation/backfill procedures may be required prior to foundation, floor slab and/or pavement construction. Geotechnical Subsurface Exploration Report Landmark Apartments Expansion Southeast of W. Prospect Road and S. Shields Street Fort Collins, Colorado Soilogic # 16-1024 3 The site lean clay appears suitable for use as overexcavation/backfill and as LVC fill to develop the site. If/where overexcavation/backfill procedures are necessary to reduce pavement heave, and depending on the in-place moisture content of the pavement subgrade soils immediately prior to surfacing, stabilization of the pavement subgrades may be necessary to develop a suitable paving platform. Recommendations concerning utility installation and pavement section design options are included with this report. Other opinions and recommendations concerning design criteria and construction details for the proposed site improvements are also included. 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: Darrel DiCarlo, P.E. Wolf von Carlowitz, P.E. Senior Project Engineer Principal Engineer 44271 36746 GEOTECHNICAL SUBSURFACE EXPLORATION REPORT LANDMARK APARTMENTS EXPANSION SOUTHEAST OF WEST PROSPECT ROAD AND SOUTH SHIELDS STREET FORT COLLINS, COLORADO SOILOGIC # 16-1024 February 24, 2016 INTRODUCTION This report contains the results of the completed geotechnical subsurface exploration for the proposed Landmark Apartments expansion to be constructed 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 multi-family residential building foundations and support of floor slabs, exterior flatwork and site pavements. Pavement section design options for the interior site drive and parking areas 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 six (6) apartment buildings as part of an expansion to the existing Landmark Apartment complex located southeast of the intersection of West Prospect Road and South Shields Street in Fort Collins, Colorado. The apartment buildings are expected to consist of 2 and 3-story wood-frame structures constructed as slab-on-grade. Foundation loads for the structures are expected to be relatively light, with continuous wall loads less than 4 kips per lineal foot and individual column loads less than 100 kips. Paved drive and parking areas are anticipated adjacent to the buildings as part of the proposed site improvements. Small grade changes are anticipated to develop finish site grades in the building and pavement areas. Geotechnical Subsurface Exploration Report Landmark Apartments Expansion W. Prospect Road and S. Shields Street Fort Collins, Colorado Soilogic # 16-1024 2 SITE DESCRIPTION The development property is identified as the Young’s Creek development and includes an approximate 3.75-acre parcel located southeast of the intersection of West Prospect Road and South Shields Street in Fort Collins, Colorado The site is generally bounded by single and multi-family residential development to the north, east and west. The subject property and area south of the subject property were observed to be undeveloped at the time of our site exploration. The ground surface contained a moderate growth of native grasses and weeds and the property was observed to be relatively level, with a gentle overall downward slope to the south/southeast. The maximum difference in ground surface elevation across the parcel was estimated to be on the order of 15 to 20 feet based upon review of available USGS topographic maps of the area. Young’s Creek, a lower- lying drainage swale was observed bisecting the development property near the southwest corner of the site. Free water was observed in this drainage swale at the time of drilling. Evidence of prior building construction was not observed on the development site by Soilogic personnel at the time of our site exploration. SITE EXPLORATION Field Exploration To develop subsurface information for the proposed development, a total of fourteen (14) soil borings were completed across the site. Seven (7) borings were drilled within the proposed multi-family residential structures to a depth of approximately 15 feet below present site grades. Seven (7) additional borings were drilled in proposed site drive and parking areas to depths between approximately 5 and 10 feet below present site grades. The boring locations were established in the field by Soilogic personnel based on the provided site base 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. Graphic logs of each of the auger borings are also included. Geotechnical Subsurface Exploration Report Landmark Apartments Expansion W. Prospect Road and S. Shields Street Fort Collins, Colorado Soilogic # 16-1024 3 The test holes were advanced using 4-inch diameter continuous-flight auger, powered by a truck-mounted CME-55 drill rig. Samples of the subsurface materials were obtained at regular intervals using California barrel sampling procedures in general accordance with ASTM specification D-1586. As part of the D-1586 sampling procedure, standard sampling barrel is 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/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 were 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/bedrock 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/bedrock characteristics. Atterberg limits tests are used to determine soil/bedrock plasticity. The percent passing the #200 size sieve (-200 wash) test is used to determine the percentage of fine grained materials (clay and silt) in a sample. Swell/consolidation tests are performed to evaluate soil/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 concentration tests were completed on two (2) selected soil samples to help evaluate corrosive soil Geotechnical Subsurface Exploration Report Landmark Apartments Expansion W. Prospect Road and S. Shields Street Fort Collins, Colorado Soilogic # 16-1024 4 characteristics with respect to buried concrete and results of these tests are discussed subsequently in this report. SUBSURFACE CONDITIONS The subsurface materials encountered in the completed site borings can be summarized as follows. Approximately 4 to 6 inches of vegetation and topsoil was encountered at ground surface at the boring locations. The vegetative soil layer was underlain by dark brown to brown/beige/rust lean clay with varying amounts of silt and sand. The lean clay varied from medium stiff to hard in terms of consistency and typically exhibited no to low swell potential at current moisture and density conditions, however samples of near- surface lean clay obtained from borings B-10, B-11 and B-14 at a depth of approximately 2 feet below ground surface exhibited moderate swell potential. The near-surface lean clay soils at similar depth also exhibited swell potential approaching a moderate classification at the location of boring B-5. The lean clay extended to the full depths explored (5 to 15 feet below ground surface) in borings B-1, B-2, B-8, B-9 and B-11 through B-14 or to depths ranging from approximately 5½ to 14½ feet below ground surface at the remaining boring locations. At the locations of borings B-3, B-4, B-5 and B-10, the lean clay was underlain by reddish brown/rust sand with silt and gravel. The sand and gravel was medium dense in terms of relative density, would be expected to be non-expansive or possess low swell potential based on the material’s physical properties and engineering characteristics and extended to the bottom boring B-10 at a depth of approximately 10 feet below present site grade, or to depths between 10½ to 14 feet below grade at the locations of borings B-3 through B-5. Gray/olive/brown/rust interbedded claystone/siltstone/sandstone bedrock was encountered underlying the lean clay and/or sand with silt and gravel at depths between approximately 10½ to 14 feet below grade at the locations of boring B-3 through B-7. The bedrock varied from weathered to very hard in terms of relative hardness and would be expected to possess low to moderate swell potential, although we believe it is located at sufficient depth so as to not significantly affect the planned at-grade construction. Geotechnical Subsurface Exploration Report Landmark Apartments Expansion W. Prospect Road and S. Shields Street Fort Collins, Colorado Soilogic # 16-1024 5 The stratigraphy indicated on the included boring logs represents the approximate location of changes in soil types. Actual changes may be more gradual than those indicated. Groundwater was encountered in 7 of the 14 completed site borings at depths ranging from approximately 5½ to 11½ feet below ground surface when checked immediately after completion of drilling. When checked about three (3) days after completion of drilling, groundwater was measured at depths ranging from approximately 5½ to 11 feet below ground surface in eight (8) of the site borings. 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 commonly 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 General Groundwater was measured in the borings completed in the vicinity of Young’s Creek (borings B-3 through B-6) at depths between approximately 5½ and 6½ feet below ground surface when checked 3 days after the completion of drilling. As a precaution, we typically recommend foundation bearing levels be established a minimum of two (2) feet above observed groundwater in order to account for some seasonal fluctuation in the level of groundwater and to reduce the potential for soft/disturbed ground stabilization measures. This will result in maximum foundation bearing depths of approximately 3½ to 4½ feet below present site grade in Buildings B through E. Fill placement procedures could be considered in these areas to provide for greater separation distances between footing foundations and current groundwater levels, further reducing the risks associated with building in areas of comparatively shallow groundwater. Geotechnical Subsurface Exploration Report Landmark Apartments Expansion W. Prospect Road and S. Shields Street Fort Collins, Colorado Soilogic # 16-1024 6 The site soils would be expected to be soft near current groundwater levels and 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 for disturbing of the foundation bearing soils and the requirement for corrective work, we suggest excavations be completed remotely with a track-hoe. Samples of lean clay obtained at a depth of approximately 2 feet below ground surface at the locations of borings B-10, B-11 and B-14 exhibited moderate swell potential at in-situ moisture and density conditions. The near-surface lean clay soils at similar depth also exhibited swell potential approaching a moderate classification at the location of boring B-5. Careful observation of the exposed foundation bearing materials should be completed for each of the residential structures at the time of construction to ensure all footing foundations will be supported on materials with suitable strength and low swell potential at least 2 feet above groundwater level. If extensive zones of moderately expansive near-surface lean clay soils are encountered at that time, extending footings through these soils to bear on low swelling underlying lean clay and overexcavation/ backfill procedures below floor slabs would be required. Overexcavation/backfill or other approved stabilization procedures may be required prior to foundation construction if soft/disturbed subgrades are encountered. The depth and extent of moderately expansive near-surface and/or soft/disturbed lean clay can best be established at the time of construction through foundation excavation and/or test pit observation. It would be possible to recondition the moderately expansive near-surface lean clay at the time of overlot grading, precluding the need for overexcavation/backfill procedures on a case-by- case basis when more limited site access and construction constraints would be anticipated. Site Development All existing vegetation and topsoil should be completely removed from proposed building, exterior flatwork and pavement areas. In addition, we recommend all moderately expansive near-surface lean clays be removed to low swelling lean clay levels in the building areas or to a minimum depth of two (2) feet below finish subgrade Geotechnical Subsurface Exploration Report Landmark Apartments Expansion W. Prospect Road and S. Shields Street Fort Collins, Colorado Soilogic # 16-1024 7 elevation in exterior flatwork and pavement areas. After stripping and completing all cuts and overexcavation (if/where necessary) and prior to placement of any new fill, flatwork concrete or site pavements, we recommend 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 soils should be adjusted to be within the range of -1 to +3% of standard Proctor optimum moisture content at the time of compaction. Fill and overexcavation/backfill soils required to develop the site should consist of approved low volume change (LVC) soils free from organic matter, debris and other objectionable materials. Based on results of the completed laboratory testing, it is our opinion the site lean clay could be used as fill to develop the site. If required, import soils should consist of approved LVC soils free from organic matter and debris and should have a maximum liquid limit of 40 and maximum plasticity index of 18. 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. Existing slopes steeper than 5:1 (H:V) should be continuously benched during fill placement in order to reduce the potential for development of a shear plane between the natural site soils and placed fill. Care should be taken to avoid disturbing reconditioned subgrades and site fill soils prior to placement of any overlying improvements. Soils which are allowed to dry 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. Foundations Based on the materials encountered in the completed site borings and results of laboratory testing, it is our opinion the proposed lightly-loaded multi-family residential structures could be supported by continuous spread footing and isolated pad foundations bearing on natural, undisturbed lean clay with no to low swell potential. If overexcavation/backfill procedures are not performed within the building envelopes to remove any expansive near-surface lean clay as part of overlot grading procedures, Geotechnical Subsurface Exploration Report Landmark Apartments Expansion W. Prospect Road and S. Shields Street Fort Collins, Colorado Soilogic # 16-1024 8 extending footing foundations through moderately expansive near-surface lean clay to bear on low swelling clay at greater depth may be required at some locations on this site. For design of footing foundations bearing on natural, undisturbed, medium stiff to hard lean clay with low swell potential, we recommend using a maximum net allowable soil bearing pressure of 1,500 psf. As a precaution, we recommend footing foundations be designed to maintain a minimum dead-load pressure of 500 psf (or as high as practical) on the supporting soils. 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. Backfill placed adjacent to foundation walls should consist of approved LVC and relatively impervious soils free from organic matter, debris and other objectionable materials. The site lean clay could be used as backfill in these areas. Foundation wall backfill soils should be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture and compacted as previously outlined in the “Site Development” section of this report. 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 Geotechnical Subsurface Exploration Report Landmark Apartments Expansion W. Prospect Road and S. Shields Street Fort Collins, Colorado Soilogic # 16-1024 9 above. If water from any source is allowed to infiltrate the foundation bearing soils, additional movement of the foundations could occur. Floor Slabs The building and any other at-grade floor slabs could be supported on reconditioned natural site soils with low swell potential and/or properly placed and compacted fill and overexcavation/backfill (if required) soils developed as outlined in the “Site Development” section of this report. If limited areas of moderately expansive near- surface lean clays are identified in floor slab areas at time of foundation excavation observation, supplemental overexcavation/backfill procedures may be required prior to placement of any new fill or floor slab concrete. A modulus of subgrade reaction (k) value of 150 pci could be used for design of floor slabs supported on the site lean clay or similar soils. Care should be taken to maintain the proper moisture content in all floor slab subgrade soils prior to concrete placement. The developed floor slab subgrade soils should not be left exposed for extended periods of time. In the event that the subgrade soils are allowed to dry out or if rain, snowmelt or water from any source is allowed to infiltrate those materials, reworking of the subgrade soils or removal/ replacement procedures may be required. Floor slabs should 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 partition walls supported above slabs-on-grade be constructed as floating walls to help reduce the potential for differential slab-to-foundation movement causing distress in upper sections of the structures. A minimum one and one-half (1½) inch void space is recommended beneath all floating walls. Special attention to door and stair framing, drywall installation 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 structures. Geotechnical Subsurface Exploration Report Landmark Apartments Expansion W. Prospect Road and S. Shields Street Fort Collins, Colorado Soilogic # 16-1024 10 Depending on the type of floor covering and floor covering adhesive used in finished slab-on-ground areas, a vapor barrier may be required immediately beneath the floor slabs to maintain flooring product manufacturer warranties. A vapor barrier would help reduce the transmission of moisture through the floor slabs. 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. 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. Exterior Flatwork Exterior flatwork could be supported directly on reconditioned subgrade soils and/or newly placed fill soils developed as outlined above. Care should be taken to avoid disturbing exterior flatwork subgrades prior to placement of the overlying improvements. Subgrade soils expected to receive exterior flatwork concrete should be evaluated closely immediately prior to concrete placement. If areas of disturbed, soft/wet, or dry/expansive subgrade soils are identified or develop during construction, those materials should be removed and replaced or reworked in place prior to concrete placement. Exterior flatwork will experience some movement subsequent to construction as the subgrade soils increase in moisture content. Based on results of completed field and laboratory testing, we expect the amount of movement of exterior flatwork supported on reconditioned natural site soils with low swell potential and/or properly placed and compacted fill would be limited. Overexcavation/backfill procedures could be considered in areas where moderately expansive near-surface lean clay is encountered below flatwork elements to reduce the potential for post-construction movement of these improvements and tend to make movements more uniform. Care should be taken to ensure that when exterior flatwork moves, positive drainage will be maintained away from the structures. Geotechnical Subsurface Exploration Report Landmark Apartments Expansion W. Prospect Road and S. Shields Street Fort Collins, Colorado Soilogic # 16-1024 11 Pavements In new pavement areas, the subgrade soils should be developed as outlined in the “Site Development” section of this report. New site pavements could be supported directly on the reconditioned subgrade soils, suitable fill soils and/or overexcavation/backfill soils (if necessary) placed and compacted as outlined in that section. The pavement subgrades are expected to consist of lean clay with sand. The lean clay would be subject to low remolded shear strength. A resistance value (R-value) of 5 was estimated for the subgrade soils and used in the pavement section design. Traffic loading on the 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 heavier trash and delivery trucks. Equivalent 18-kip single axle loads (ESAL’s) were estimated for the quantity of site traffic anticipated. Two (2) general pavement design classifications are outlined below in Table I. 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 heavy truck traffic. It has been our experience that full-depth asphaltic concrete pavement sections typically do not perform as well as structurally equivalent composite sections over time. With the lean clay subgrade soils anticipated in proposed drive and parking areas, we do not recommend full-depth asphaltic concrete pavement sections be considered for this project. Proofrolling of the pavement subgrades should be completed to help identify unstable areas. Areas which pump or deform excessively (greater than 1 inch) should be mended prior to asphalt, PCC and aggregate base course placement. 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. 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 fly ash stabilization procedures, it is our opinion some Geotechnical Subsurface Exploration Report Landmark Apartments Expansion W. Prospect Road and S. Shields Street Fort Collins, Colorado Soilogic # 16-1024 12 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. Fly ash stabilization can also eliminate some of the uncertainty associated with attempting to pave during periods of inclement weather. Pavement section design options incorporating some structural credit for the fly ash-stabilized subgrade soils are outlined below in Table I. TABLE I – 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 fly ash 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 Geotechnical Subsurface Exploration Report Landmark Apartments Expansion W. Prospect Road and S. Shields Street Fort Collins, Colorado Soilogic # 16-1024 13 95% of the material’s standard Proctor maximum dry density within two (2) hours of fly ash addition. 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 entrained with 4% to 8% air and have a minimum 28-day compressive strength of 4,200 psi and maximum water cement ratio of 0.45. 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. Utility Installation Bedding around utility pipelines should be placed in accordance with recommendations from the pipeline designer. Backfill soils placed above pipelines should consist of approved materials which are free from organic matter, debris and other objectionable materials. The on-site lean clay and sand and gravel could be used as pipeline backfill. Lean clay and sand and gravel pipeline backfill should be placed in maximum 9-inch loose lifts, adjusted to within ±2% of standard Proctor optimum moisture content and compacted to at least 95% of the materials standard Proctor maximum dry density. Care will be needed to ensure utilities are not placed on or above disturbed or sloughed materials. Utility excavations will likely encounter overburden lean clay and silty sand and gravel. Extra care will be needed to develop stable side slopes in pipeline trenches excavated through soft lean clay and silty sand and gravel as these materials will be particularly susceptible to caving. As such, we expect temporary shoring, bracing, or Geotechnical Subsurface Exploration Report Landmark Apartments Expansion W. Prospect Road and S. Shields Street Fort Collins, Colorado Soilogic # 16-1024 14 cutting of shallow slopes/benches may be necessary in deeper excavations. Excavations should be sloped or shored in the interest of safety following local and federal regulations, including current OSHA excavation and trench safety standards. As a safety measure, it is recommended that vehicles and soil stockpiles be kept to a minimum lateral distance from the crest of the slope equal to no less than the slope height. Groundwater was encountered at depths ranging from approximately 5½ to 11 feet below present site grade in most of the borings drilled on the south half of the site. Utility excavations extended below groundwater elevation will require dewatering to facilitate proper construction. We expect dewatering procedures could be completed through open pumping procedures in sumps fed from ditches or sloped trench excavations. If deeper utility installation is required or if water bearing sand and gravel seams are exposed during excavation, limiting the size of open excavations and higher capacity sumps and pumps may be required. Corrosive Soil Characteristics Water-soluble sulfates (WSS) tests were completed on two (2) selected soil samples obtained from the site to help evaluate corrosive soil characteristics with respect to buried concrete. The samples evaluated were determined to contain 0 to 150 ppm of water soluble sulfate. ACI rates the measured concentrations as being defined as a “negligible risk” category for concrete sulfate attack; therefore Type I cement should be suitable for concrete members on and below grade. As an added precaution, Type I/II Portland cement could be considered for additional sulfate resistance of construction concrete. Foundation concrete should be designed in accordance with the provisions of the ACI Design Manual, Section 318, Chapter 4. Drainage Positive drainage is imperative for satisfactory long-term performance of the proposed apartment 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 twelve (12) inches of fall in the first 10 feet away Geotechnical Subsurface Exploration Report Landmark Apartments Expansion W. Prospect Road and S. Shields Street Fort Collins, Colorado Soilogic # 16-1024 15 from the buildings. Shallower slopes could be considered in hardscape areas. In the event that some settlement of the building backfill soils occurs 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 and pavement subgrade soils. We recommend watering systems be placed a minimum of 5 feet away from the perimeters 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 structures with the gutter downspouts, roof drains or scuppers extended to discharge a minimum of 5 feet away from structural, flatwork and pavement elements. Water which is allowed to pond adjacent to site improvements can result in unsatisfactory performance of those improvements over time. LIMITATIONS 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 provide 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 and supplemental recommendations can be 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 Geotechnical Subsurface Exploration Report Landmark Apartments Expansion W. Prospect Road and S. Shields Street Fort Collins, Colorado Soilogic # 16-1024 16 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 55 4" CFA Manual BMc Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) 0 - 4" VEGETATION & TOPSOIL - 1 - 2 - 3 CS 40 8.3 95.6 9000+ None <500 - - - - 4 - 5 CS 33 11.7 109.4 9000+ - - 35 19 71.1% - CL LEAN CLAY with varying 6 amounts of SAND - light brown, red-brown, rust 7 very stiff to hard - contains varying amounts 8 of GRAVEL - 9 - 10 CS 28 13.3 111.6 9000+ 2.4% 2100 - - - - 11 - 12 - 13 - 14 - 15 CS 22 11.7 121.8 9000+ - - - - - BOTTOM OF BORING @ 15.0' - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 LANDMARK APARTMENTS EXPANSION Atterberg Limits LOG OF BORING B-2 1/1 CME 55 4" CFA Manual BMc Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) 0 - 4" VEGETATION & TOPSOIL - 1 - 2 - 3 - 4 - 5 CS 22 13.0 107.6 9000+ None <500 - - - - CL LEAN CLAY with varying 6 amounts of SAND - brown, red-brown, rust 7 stiff to very stiff - contains varying amounts 8 of GRAVEL - 9 - 10 CS 11 20.5 103.9 2000 None <500 - - - - 11 - 12 - CL-SC possibly varies to CLAYEY SAND 13 with depth - 14 - 15 CS 18 10.7 124.8 5000 - - - - - BOTTOM OF BORING @ 15.0' - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO LOG OF BORING B-3 1/1 CME 55 4" CFA Manual BMc Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) 0 - 4" VEGETATION & TOPSOIL - 1 - 2 - 3 CS 12 13.7 119.1 8000 0.2% 750 - - - CL LEAN CLAY with varying - amounts of SAND 4 brown, olive, red-brown, rust - medium stiff to stiff 5 CS 8 21.1 104.3 <500 None <500 - - - trace to minor GRAVEL - 6 - 7 - 8 - SP-SM SAND with SILT and GRAVEL 9 brown, red-brown, rust - medium dense 10 CS 18 15.2 120.1 N/A - - - - - - 11 - Interbedded 12 CLAYSTONE/SILTSTONE/SANDSTONE - gray, brown, olive, rust 13 very hard - 14 - 15 CS 50/5" 13.9 116.4 9000+ 0.1% @ 1000 1100 - - - BOTTOM OF BORING @ 15.0' - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 Surface Elev. - Field Personnel: 3 Days After Drilling 5.5' USCS LOG OF BORING B-4 1/1 CME 55 4" CFA Manual BMc Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) 0 - 4" VEGETATION & TOPSOIL - 1 - 2 - 3 - CL LEAN CLAY with varying 4 amounts of SAND - brown, olive, red-brown, rust 5 CS 8 19.4 107.7 4000 None <500 - - - medium stiff - trace to minor GRAVEL 6 - 7 - 8 - 9 - 10 CS 28 9.0 125.6 N/A - - NL NP 9.8% - 11 SP-SM SAND with SILT and GRAVEL - brown, red-brown, rust 12 medium dense - 13 - 14 CLAYSTONE/SILTSTONE/SANDSTONE - gray, brown, olive, rust, very hard 15 CS 50/5" 16.7 112.4 9000+ - - - - - BOTTOM OF BORING @ 15.0' - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 Surface Elev. - Field Personnel: 3 Days After Drilling 5.5' USCS LOG OF BORING B-5 1/1 CME 55 4" CFA Manual BMc Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) 0 - 4" VEGETATION & TOPSOIL - 1 - 2 - 3 CS 24 12.1 115.3 9000+ 2.7% 4000 - - - - CL LEAN CLAY with varying 4 amounts of SAND - brown, olive, red-brown, rust 5 CS 11 18.1 105.6 6000 - - - - - stiff to very stiff - trace to minor GRAVEL 6 - 7 - 8 - 9 - 10 CS 24 21.7 110.0 N/A - - - - - - 11 SC-SM SAND with CLAY, SILT and GRAVEL - SP-SM brown, olive, red-brown, rust 12 medium dense - 13 - 14 CLAYSTONE/SILTSTONE/SANDSTONE - gray, brown, olive, rust, very hard 15 CS 50/4" 21.7 99.1 9000+ - - - - - BOTTOM OF BORING @ 15.0' - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 Surface Elev. - Field Personnel: 3 Days After Drilling 6.0' USCS LOG OF BORING B-6 1/1 CME 55 4" CFA Manual BMc Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) 0 - 4" VEGETATION & TOPSOIL - 1 - 2 - 3 - 4 - 5 CS 10 15.2 112.9 9000+ None <500 - - - - CL LEAN CLAY with varying 6 amounts of SAND - brown, red-brown, rust 7 medium stiff to stiff - contains varying amounts 8 of GRAVEL - 9 - 10 CS 12 17.4 114.6 4500 None <500 - - - - 11 - 12 - 13 - 14 - CLAYSTONE/SILTSTONE/SANDSTONE 15 CS 19 24.7 104.7 9000+ - - - - - BOTTOM OF BORING @ 15.0' - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 Surface Elev. - Field Personnel: 3 Days After Drilling 6.5' USCS LOG OF BORING B-7 1/1 CME 55 4" CFA Manual BMc Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) 0 - 4" VEGETATION & TOPSOIL - 1 - 2 - 3 CS 36 12.6 108.4 9000+ 2.4% 3000 - - - - 4 - 5 CS 31 15.9 111.9 9000+ 1.6% 2400 42 25 77.8% - CL LEAN CLAY with varying 6 amounts of SAND - brown, red-brown, rust 7 stiff to very stiff - contains varying amounts 8 of GRAVEL - 9 - 10 CS 7 27.4 97.2 <500 - - - - - - 11 - 12 - CL-SC possibly varies to CLAYEY SAND 13 with depth - 14 - CLAYSTONE/SILTSTONE/SANDSTONE 15 CS 16 22.6 100.6 9000+ - - - - - BOTTOM OF BORING @ 15.0' - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 Surface Elev. - Field Personnel: 3 Days After Drilling 8.0' USCS LOG OF BORING B-8 1/1 CME 55 4" CFA Manual BMc Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) 0 - 4" VEGETATION & TOPSOIL - 1 - 2 - 3 CS 35 7.7 97.5 9000+ 0.9% @ 150 750 - - - - CL LEAN CLAY with varying 4 amounts of SAND - brown, red-brown, rust 5 CS 27 9.9 101.0 9000+ 1.7% 1500 - - - very stiff - contains varying amounts 6 of GRAVEL - 7 - 8 - 9 - 10 CS 22 9.5 112.4 9000+ - - - - - BOTTOM OF BORING @ 10.0' - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO LOG OF BORING B-9 1/1 CME 55 4" CFA Manual BMc Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) 0 - 4" VEGETATION & TOPSOIL - 1 - CL LEAN CLAY with varying 2 amounts of SAND - brown, red-brown, rust 3 CS 27 12.9 109.7 9000+ 1.4% @ 150 1200 37 21 70.6% very stiff - trace GRAVEL 4 - 5 CS 21 17.2 114.6 9000+ 0.1% 600 - - - BOTTOM OF BORING @ 5.0' - 6 - 7 - 8 - 9 - 10 - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 Surface Elev. - Field Personnel: 3 Days After Drilling None USCS LOG OF BORING B-10 1/1 CME 55 4" CFA Manual BMc Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) 0 - 4" VEGETATION & TOPSOIL - 1 - CL LEAN CLAY with varying 2 amounts of SAND - brown, red-brown, rust 3 CS 27 14.6 119.9 9000+ 4.7% @ 150 3000 39 22 74.9% medium stiff to very stiff - trace GRAVEL 4 - 5 CS 7 22.5 99.0 4000 - - - - - - 6 - 7 SP-SM SAND with SILT and GRAVEL - brown, red-brown, rust 8 medium dense - 9 - 10 CS 20 10.9 114.3 N/A - - - - - BOTTOM OF BORING @ 10.0' - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 Surface Elev. - Field Personnel: 3 Days After Drilling 5.5' USCS LOG OF BORING B-11 1/1 CME 55 4" CFA Manual BMc Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) 0 - 4" VEGETATION & TOPSOIL - 1 - CL LEAN CLAY with varying 2 amounts of SAND - brown, red-brown, rust 3 CS 24 8.9 106.5 9000+ 3.7% @ 150 2300 - - - stiff to very stiff - trace GRAVEL 4 - 5 CS 14 17.0 109.6 8000 - - - - - BOTTOM OF BORING @ 5.0' - 6 - 7 - 8 - 9 - 10 - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 Surface Elev. - Field Personnel: 3 Days After Drilling None USCS LOG OF BORING B-12 1/1 CME 55 4" CFA Manual BMc Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) 0 - 4" VEGETATION & TOPSOIL - 1 - 2 - 3 CS 21 11.0 113.6 9000+ 2.1% @ 150 1100 - - - - 4 CL LEAN CLAY with varying - amounts of SAND 5 CS 24 14.8 114.8 9000+ 0.3% 700 37 19 66.9% brown, red-brown, rust - stiff to very stiff 6 trace to minor GRAVEL - 7 - 8 - 9 - 10 CS 15 24.0 103.7 2000 - - - - - BOTTOM OF BORING @ 10.0' - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 Surface Elev. - Field Personnel: 3 Days After Drilling 9.0' USCS LOG OF BORING B-13 1/1 CME 55 4" CFA Manual BMc Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) 0 - 4" VEGETATION & TOPSOIL - 1 - CL LEAN CLAY with varying 2 amounts of SAND - brown, red-brown, rust 3 CS 13 20.4 105.5 5000 0.1% @ 150 200 - - - stiff - trace GRAVEL 4 - 5 CS 14 22.1 106.7 4000 - - - - - BOTTOM OF BORING @ 5.0' - 6 - 7 - 8 - 9 - 10 - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 Surface Elev. - Field Personnel: 3 Days After Drilling B'filled USCS LOG OF BORING B-14 1/1 CME 55 4" CFA Manual BMc Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) 0 - 4" VEGETATION & TOPSOIL - 1 - 2 - 3 CS 18 15.5 105.9 9000+ 5.0% @ 150 3700 - - - - 4 CL LEAN CLAY with varying - amounts of SAND 5 CS 18 16.3 112.3 9000+ - - - - - brown, red-brown, rust - medium stiff to stiff 6 trace to minor GRAVEL - 7 - 8 - 9 - 10 CS 8 26.6 98.0 <500 - - - - - BOTTOM OF BORING @ 10.0' - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 Surface Elev. - Field Personnel: 3 Days After Drilling None USCS Liquid Limit - Plasticity Index - % Passing #200 - Dry Density (pcf) 95.6 LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-1 @ 2' Sample Description: Light Brown/Brown Lean Clay with Sand (CL), minor Gravel Initial Moisture 8.3% Final Moisture 24.5% % 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) 111.6 Sample Description: Brown/Rust Lean Clay with Sand (CL) Sample ID: B-1 @ 9' LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 SWELL/CONSOLIDATION TEST SUMMARY 2.4% 2,100 Initial Moisture Final Moisture % Swell @ 500 psf Swell Pressure (psf) 13.3% 20.0% -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) 107.6 Final Moisture 20.6% % Swell @ 500 psf None Swell Pressure (psf) <500 Sample ID: B-2 @ 4' Sample Description: Brown/Rust Lean Clay with Sand (CL) Initial Moisture 13.0% LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 SWELL/CONSOLIDATION TEST SUMMARY -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) 103.9 Final Moisture 23.4% % Swell @ 500 psf None Swell Pressure (psf) <500 Sample ID: B-2 @ 9' Sample Description: Brown/Rust Lean Clay with Sand (CL), minor Gravel Initial Moisture 20.5% LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 SWELL/CONSOLIDATION TEST SUMMARY -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) 119.1 LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-3 @ 2' Sample Description: Olive-Brown/Rust Lean Clay with Sand (CL), with Gravel Initial Moisture 13.7% Final Moisture 15.2% % Swell @ 500 psf 0.2% Swell Pressure (psf) 750 -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) 104.3 Final Moisture 21.6% % Swell @ 500 psf None Swell Pressure (psf) <500 Sample ID: B-3 @ 4' Sample Description: Olive-Brown/Rust Lean Clay with Sand (CL) Initial Moisture 21.1% LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 SWELL/CONSOLIDATION TEST SUMMARY -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) 116.4 Final Moisture 16.8% % Swell @ 1,000 psf 0.1% Swell Pressure (psf) 1,100 Sample ID: B-3 @ 14' Sample Description: Gray/Olive-Brown/Rust Claystone/Siltstone/Sandstone Initial Moisture 13.9% LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 SWELL/CONSOLIDATION TEST SUMMARY -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) 107.7 LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-4 @ 4' Sample Description: Olive-Brown/Rust Lean Clay with Sand (CL) Initial Moisture 19.4% Final Moisture 19.3% % 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) 115.3 LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-5 @ 2' Sample Description: Brown/Rust Lean Clay with Sand (CL) Initial Moisture 12.1% Final Moisture 16.9% % Swell @ 500 psf 2.7% Swell Pressure (psf) 4,000 -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) 112.9 LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-6 @ 4' Sample Description: Brown/Rust Lean Clay with Sand (CL) Initial Moisture 15.2% Final Moisture 16.7% % 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) 114.6 LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-6 @ 9' Sample Description: Red-Brown Lean Clay with Sand (CL), trace Gravel Initial Moisture 17.4% Final Moisture 18.3% % 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) 108.4 LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-7 @ 2' Sample Description: Dark Brown/Rust Lean Clay with Sand (CL), trace Gravel Initial Moisture 12.6% Final Moisture 20.6% % Swell @ 500 psf 2.4% Swell Pressure (psf) 3,000 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit 42 Plasticity Index 25 % Passing #200 77.8% Dry Density (pcf) 111.9 LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-7 @ 4' Sample Description: Dark Brown/Rust Lean Clay with Sand (CL), trace Gravel Initial Moisture 15.9% Final Moisture 19.1% % Swell @ 500 psf 1.6% Swell Pressure (psf) 2,400 -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) 97.5 LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-8 @ 2' Sample Description: Brown/Rust Lean Clay with Sand (CL), trace Gravel Initial Moisture 7.7% Final Moisture 22.8% % Swell @ 150 psf 0.9% Swell Pressure (psf) 750 -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) 101.0 LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-8 @ 4' Sample Description: Brown/Rust Lean Clay with Sand (CL) Initial Moisture 9.9% Final Moisture 23.9% % Swell @ 500 psf 1.7% Swell Pressure (psf) 1,500 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit 37 Plasticity Index 21 % Passing #200 70.6% Dry Density (pcf) 109.7 LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-9 @ 2' Sample Description: Brown/Rust Lean Clay with Sand (CL) Initial Moisture 12.9% Final Moisture 19.5% % Swell @ 150 psf 1.4% Swell Pressure (psf) 1,200 -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) 114.6 LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-9 @ 4' Sample Description: Brown/Rust Lean Clay with Sand (CL), trace Gravel Initial Moisture 17.2% Final Moisture 17.4% % Swell @ 500 psf 0.1% Swell Pressure (psf) 600 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit 39 Plasticity Index 22 % Passing #200 74.9% Dry Density (pcf) 119.9 LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-10 @ 2' ample Description: Possible Existing Fill; Dark Brown/Rust Lean Clay with Sand (CL), trace Grav Initial Moisture 14.6% Final Moisture 16.2% % Swell @ 150 psf 4.7% Swell Pressure (psf) 3,000 -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) 106.5 LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-11 @ 2' Sample Description: Brown/Rust Lean Clay with Sand (CL) Initial Moisture 8.9% Final Moisture 19.2% % Swell @ 150 psf 3.7% Swell Pressure (psf) 2,300 -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) 113.6 LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-12 @ 2' Sample Description: Brown/Beige/Rust Lean Clay with Sand (CL) Initial Moisture 11.0% Final Moisture 20.5% % Swell @ 150 psf 2.1% Swell Pressure (psf) 1,100 -12 -10 -8 -6 -4 -2 0 2 4 6 8 10 12 10 100 1000 10000 100000 --------- Applied Load (psf) Liquid Limit 37 Plasticity Index 19 % Passing #200 66.9% Dry Density (pcf) 114.8 LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-12 @ 4' Sample Description: Brown/Beige/Rust Sandy Lean Clay (CL), trace Gravel Initial Moisture 14.8% Final Moisture 17.2% % Swell @ 500 psf 0.3% Swell Pressure (psf) 700 -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) 105.5 LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-13 @ 2' Sample Description: Brown/Rust Lean Clay with Sand (CL), trace Gravel Initial Moisture 20.4% Final Moisture 22.5% % Swell @ 150 psf 0.1% Swell Pressure (psf) 200 -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) 105.9 LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-14 @ 2' Sample Description: Dark Brown Lean Clay with Sand (CL), minor Gravel Initial Moisture 15.5% Final Moisture 22.1% % Swell @ 150 psf 5.0% Swell Pressure (psf) 3,700 -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 Start Date 2/12/2016 Auger Type: During Drilling None Finish Date 2/12/2016 Hammer Type: After Drilling None LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 Sheet Drilling Rig: Water Depth Information Sampler Atterberg Limits Start Date 2/12/2016 Auger Type: During Drilling None Finish Date 2/12/2016 Hammer Type: After Drilling None LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 Sheet Drilling Rig: Water Depth Information Sampler Atterberg Limits Start Date 2/12/2016 Auger Type: During Drilling None Finish Date 2/12/2016 Hammer Type: After Drilling None LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 Sheet Drilling Rig: Water Depth Information Sampler Atterberg Limits Start Date 2/12/2016 Auger Type: During Drilling None Finish Date 2/12/2016 Hammer Type: After Drilling None LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 Sheet Drilling Rig: Water Depth Information Sampler Atterberg Limits Start Date 2/12/2016 Auger Type: During Drilling 9.0' Finish Date 2/12/2016 Hammer Type: After Drilling 9.0' LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 Sheet Drilling Rig: Water Depth Information Sampler Atterberg Limits Start Date 2/12/2016 Auger Type: During Drilling None Finish Date 2/12/2016 Hammer Type: After Drilling None LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 Sheet Drilling Rig: Water Depth Information Project # 16-1024 February 2016 Sheet Drilling Rig: Water Depth Information Start Date 2/12/2016 Auger Type: During Drilling None Finish Date 2/12/2016 Hammer Type: After Drilling None Surface Elev. - Field Personnel: 3 Days After Drilling None USCS Sampler Atterberg Limits Sampler Atterberg Limits Start Date 2/12/2016 Auger Type: During Drilling 8.0' Finish Date 2/12/2016 Hammer Type: After Drilling 8.0' LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 Sheet Drilling Rig: Water Depth Information Sampler Atterberg Limits Start Date 2/12/2016 Auger Type: During Drilling 7.0' Finish Date 2/12/2016 Hammer Type: After Drilling 7.0' LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 Sheet Drilling Rig: Water Depth Information Sampler Atterberg Limits Start Date 2/12/2016 Auger Type: During Drilling 7.0' Finish Date 2/12/2016 Hammer Type: After Drilling 7.0' LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 Sheet Drilling Rig: Water Depth Information Sampler Atterberg Limits Start Date 2/12/2016 Auger Type: During Drilling 5.5' Finish Date 2/12/2016 Hammer Type: After Drilling 5.5' LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 Sheet Drilling Rig: Water Depth Information Sampler Atterberg Limits Start Date 2/12/2016 Auger Type: During Drilling 5.5' Finish Date 2/12/2016 Hammer Type: After Drilling 5.5' LANDMARK APARTMENTS EXPANSION W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 Sheet Drilling Rig: Water Depth Information Project # 16-1024 February 2016 Sheet Drilling Rig: Water Depth Information Start Date 2/12/2016 Auger Type: During Drilling 11.5' Finish Date 2/12/2016 Hammer Type: After Drilling 11.5 Surface Elev. - Field Personnel: 3 Days After Drilling 11.0' USCS Sampler Atterberg Limits None During Drilling After Drilling Sheet Start Date Finish Date 3 Days After Drilling Water Depth Information 2/12/2016 None W. PROSPECT ROAD AND S. SHIELDS STREET, FORT COLLINS, COLORADO Project # 16-1024 February 2016 Sampler USCS Surface Elev. None Auger Type: Drilling Rig: Hammer Type: Field Personnel: 2/12/2016 -