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Home My WebLink AboutBEEBE CHRISTIAN SCHOOL - FDP - FDP170011 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTGEOTECHNICAL SUBSURFACE EXPLORATION REPORT BEE BE CHRISTIAN SCHOOL A PORTION OF OUTLOT A – SPRING CREEK FARMS NORTH FORT COLLINS, COLORADO SOILOGIC # 16-1131 June 22, 2016 Soilogic, Inc. 3050 67th Avenue, Suite 200  Greeley, CO 80634  (970) 535-6144 P.O. Box 1121  Hayden, CO 81639  (970) 276-2087 June 22, 2016 Ridgetop Engineering and Consulting Services 5255 Ronald Reagan Boulevard, Suite 210 Johnstown, Colorado 80534 Attn: Mr. Mike Beach, P.E. Re: Geotechnical Subsurface Exploration Report Bee Be Christian School A Portion of Outlot A, Spring Creek Farms North Fort Collins, Colorado Soilogic Project # 16-1131 Mr. Beach: Soilogic, Inc. (Soilogic) personnel have completed the geotechnical subsurface exploration you requested for the proposed Bee Be Christian School to be constructed on A Portion of Outlot A of the Spring Creek Farms North subdivision in Fort Collins, Colorado. The results of our subsurface exploration and pertinent geotechnical engineering recommendations are included with this report. The subsurface materials encountered in the completed site borings consisted of a thin mantle of vegetation and topsoil underlain by light brown to reddish brown/rust lean clay with varying amounts of silt and sand. In general, the lean clay varied from medium stiff to very stiff in terms of consistency, typically exhibited no to low swell potential at current moisture and density conditions and extended to the bottom of all borings at depths ranging from approximately 10 to 15 feet below grade. However, one (1) sample of lean clay obtained from boring B-1 at a depth of approximately 2 feet below grade exhibited moderate swell potential at in-situ moisture and density conditions. Groundwater was not encountered in any of the completed site borings to the depths explored at the time of drilling. Based on the subsurface conditions encountered, results of laboratory testing and type of construction proposed, it is our opinion the proposed school building could be supported by conventional spread footing foundations bearing on natural, undisturbed lean clay with low swell potential. The presence of moderately expansive near surface lean clay at the Geotechnical Subsurface Exploration Report Bee Be Christian School A Portion of Outlot A, Spring Creek Farms North Fort Collins, Colorado Soilogic # 16-1131 2 location of boring B-1 completed in the approximate northwest corner of the proposed school building will require care in mitigating the swell potential of these soils prior to foundation, floor slab, exterior flatwork and pavement construction. If identified to any appreciable extent at the time of construction through test pit and/or openhole observation, extending footing foundations through these soils to bear on low swelling clays at greater depth and/or overexcavation/backfill procedures will be required. The depth and extent of any required overexcavation/backfill procedures can best be established at the time of construction through test pit observation. The site lean clay soils would be considered low volume-change (LVC) potential soils and could be used as fill to develop the site. The reconditioned near-surface site lean clay and properly placed and compacted fill consisting of on-site lean clay and/or similar soils could be used for support of the building floor slabs, exterior flatwork and site pavements. Pavement section design options for the site drive and parking area pavements are included with this report. Other opinions and recommendations concerning design criteria and construction details for the proposed site improvements are also provided. 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 BEE BE CHRISTIAN SCHOOL A PORTION OF OUTLOT A, SPRING CREEK FARMS NORTH FORT COLLINS, COLORADO SOILOGIC # 16-1131 June 22, 2016 INTRODUCTION This report contains the results of the completed geotechnical subsurface exploration for the proposed Bee Be Christian School to be constructed on a portion of Outlot A of the Spring Creek Farms North Subdivision 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 proposed school building foundations and support of floor slabs, exterior flatwork and site pavements. The conclusions and recommendations outlined in this report are based on the results of the completed field and laboratory testing and our experience with subsurface conditions in this area. PROPOSED CONSTRUCTION Based on the provided site plan, we understand the proposed school building will have a plan area of approximately 19,000 square feet and be a single-story masonry structure with steel frame infill, constructed as slab-on-grade. Foundations loads for the building are anticipated to be relatively light, with maximum continuous wall loads on the order of 4.5 kips per lineal foot and individual column loads less than 125 kips. Paved drive and parking areas are also anticipated as part of the proposed site improvements. Small grade changes (on the order of 3 feet or less) are anticipated to develop finish site grades in building and pavement areas. SITE DESCRIPTION The development property is described at A Portion of Outlot A of the Spring Creek Farms North Subdivision located north of Nancy Gray Avenue between south Timberline Road and Joseph Allen Drive and includes a total of approximately 3.3 acres. At the time of our site exploration, the lot was heavily vegetated in grass vegetation and relatively level with the maximum difference in ground surface elevation across the site estimated Geotechnical Subsurface Exploration Report Bee Be Christian School A Portion of Outlot A, Spring Creek Farms North Fort Collins, Colorado Soilogic # 16-1131 2 to be less than 3 feet. Evidence of prior building construction was not observed in the proposed construction areas at the time of our site exploration. SITE EXPLORATION Field Exploration To develop subsurface information for the proposed site improvements, a total of eight (8) soil borings were completed. Five (5) borings were advanced in the area of the proposed building to a depth of approximately 15 feet below present site grade. Three (3) additional borings were completed in the site pavement areas to a depth of approximately 10 feet below ground surface. The boring locations were established in the field by Soilogic, Inc. (Soilogic) personnel based on a provided site plan, using a mechanical surveyor's wheel and estimating angles from identifiable site references. The boring locations should be considered accurate only to the degree implied by the methods used to make the field measurements. A diagram indicating the approximate boring locations is included with this report. Graphic logs of each of the auger borings are also included. 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 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 or relative density of the soils 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. Geotechnical Subsurface Exploration Report Bee Be Christian School A Portion of Outlot A, Spring Creek Farms North Fort Collins, Colorado Soilogic # 16-1131 3 Laboratory Testing The samples collected were tested in the laboratory to measure natural moisture content and visually 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. 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 materials (clay and silt) in a sample. Swell/consolidation tests are performed to evaluate soil 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 Sulfates (WSS) tests were completed on two (2) selected soil samples to evaluate corrosive soil characteristics with respect to buried concrete and results discussed subsequently in this report. SUBSURFACE CONDITIONS The subsurface materials encountered in the completed site borings can be described as follows. Approximately 3 to 6 inches of vegetation and topsoil was encountered at the surface at the boring locations. The vegetative soil layer was underlain by light brown to reddish brown/rust lean clay with varying amounts of silt and sand. The lean clay varied from medium stiff to very stiff in terms of consistency, generally exhibited no to low swell potential at current moisture and density conditions, although one (1) sample obtained from boring B-1 at a depth of approximately 2 feet below grade exhibited moderate swell potential, and extended to the bottom of all borings at depths ranging from approximately 10 to 15 feet below present site grades Geotechnical Subsurface Exploration Report Bee Be Christian School A Portion of Outlot A, Spring Creek Farms North Fort Collins, Colorado Soilogic # 16-1131 4 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 any of the site borings to the full depths of exploration, 10 to 15 feet below ground surface, when checked immediately after the completion of drilling. 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/trapped water can also vary over time. ANALYSIS AND RECOMMENDATIONS General A majority of the lean clay soil samples tested in the laboratory exhibited no to low swell potential at in-situ moisture and density conditions. However, one (1) sample of lean clay obtained from boring B-1 at a depth of approximately two (2) feet below ground surface exhibited moderate swell potential. The sample of soil obtained from the same boring at a depth of approximately four (4) feet below grade exhibited low swell potential at current moisture and density conditions, such that we expect the area is isolated and limited to the upper 3 to 4 feet of near-surface soils. Further evaluation of the extent of expansive near surface lean clay in the area of boring B-1 should be completed at the time of excavation to help ensure footing foundations and floor slabs will not be supported directly on or immediately above expansive materials. If expansive near-surface lean clay soils are identified to any appreciable degree at that time, extending footing foundations to bear on lean clay with low swell potential at greater depth and/or overexcavation/backfill procedures to develop low volume change foundation and floor slab support conditions would be required. The depth and extent of Geotechnical Subsurface Exploration Report Bee Be Christian School A Portion of Outlot A, Spring Creek Farms North Fort Collins, Colorado Soilogic # 16-1131 5 expansive near-surface lean clays soils can best be established at the time of construction through openhole observation. The site lean clay soils were relatively dry at the time of drilling. While a majority of the site lean clay tested exhibited no to low swell potential at in-situ conditions, we expect the near-surface lean clay could be densified by heavy truck traffic during construction, thereby inadvertently increasing the swell potential of these materials. Careful evaluation of the subgrade soils, most notably in areas subjected to heavy truck traffic should be completed prior to placement of any floor slab and exterior flatwork concrete and site pavements to ensure they possess low swell potential. Areas of expansive soils that develop during construction will require swell mitigation efforts. Site Development All existing vegetation and topsoil should be completely removed from the building, exterior flatwork, pavement and any proposed fill areas. If moderately expansive lean clay is identified in the area of boring B-1 or any other areas, those materials should also be completely removed from beneath the school building footprint and below exterior flatwork and site pavements at that time. Overexcavation (if required) should extend 8 inches laterally past the exterior edges of the overlying improvements for every 12 inches of overexcavation depth. As previously outlined, the depth and extent of required expansive soil removal (if any) can best be established at the time of site development/excavation through test pit and/or openhole observation. 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 should be adjusted to within the range of ±2% or standard Proctor optimum moisture content at the time of placement and compaction. Fill 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 Geotechnical Subsurface Exploration Report Bee Be Christian School A Portion of Outlot A, Spring Creek Farms North Fort Collins, Colorado Soilogic # 16-1131 6 used as fill to develop the site and removal area backfill. If it is necessary to import additional material to the site for use as fill, those materials should consist of approved LVC materials and be approved prior to use. Typically soils with a liquid limit less than 40 and a plasticity index less than 18 could be considered LVC. Import soils should contain a minimum of 25% fines (material passing the #200 size sieve) in order to reduce permeability. We recommend the site lean clay and/or similar materials be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content and compacted as recommended for the scarified subgrade soils above. 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. Foundations Based on the materials encountered in the completed site borings and results of field and laboratory testing, it is our opinion the proposed school building could be supported by continuous spread footing and isolated pad foundations bearing on natural, undisturbed, medium stiff to very stiff lean clay with low swell potential. Extending footing foundations to bear on natural undisturbed soils with low volume change potential may be required in some areas in order to develop consistent foundation bearing. For design of foundations bearing on natural, undisturbed, medium stiff to very stiff lean clay with low swell potential, we recommend using a maximum net allowable soil bearing pressure of 2,000 psf. As a precaution, we recommend footing foundations be designed to maintain a minimum dead load pressure of 650 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 Geotechnical Subsurface Exploration Report Bee Be Christian School A Portion of Outlot A, Spring Creek Farms North Fort Collins, Colorado Soilogic # 16-1131 7 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. We estimate settlement of footing foundations designed and constructed as outlined above and resulting from the assumed structural loads would be less than 1 inch. Differential settlement could approach the amount of total movement estimated above. If water from any source is allowed to infiltrate the foundation bearing soils, additional movement of the foundations could occur. Backfill placed adjacent to foundation walls should consist of LVC potential and relatively impervious soils free from organic matter, debris and other objectionable materials. Native site lean clay could be used as backfill in these areas provided the proper moisture content is developed in those materials at the time of placement and compaction. We recommend the native site lean clay and/or similar backfill soils 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. Excessive lateral stresses can be imposed on unilaterally backfilled foundation walls when using heavier mechanical compaction equipment. We recommend compaction of unbalanced foundation wall backfill soils be completed using light mechanical or hand compaction equipment. Geotechnical Subsurface Exploration Report Bee Be Christian School A Portion of Outlot A, Spring Creek Farms North Fort Collins, Colorado Soilogic # 16-1131 8 Seismic Design Based on the results of this investigation and Soilogic’s review of the International Building Code (IBC - 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 S D1 = .092 (9.2%) could be used. Floor Slabs and Exterior Flatwork The building floor slab and exterior flatwork could be supported directly on the reconditioned subgrade soils with low swell potential and/or properly placed and compacted fill or overexcavation/backfill soils (if required) developed as outlined above. A modulus of subgrade reaction (k) value of 150 pci could be used for design of floor slabs supported on reconditioned site lean clay and/or similar soils. Disturbed subgrades or subgrade materials that have been allowed to dry out or become wet and softened should be removed and replaced or reconditioned in place prior to concrete placement. 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 any partition walls supported above slabs-on-ground be constructed as floating walls to help reduce the potential for differential slab-to-foundation movement causing distress in upper sections of the building. A minimum 1½-inch void space is recommended. 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 foundation to floor slab movement to occur without transmitting stresses to the overlying structure. 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 slabs, however, the unilateral moisture release caused by placing concrete on an impermeable surface can increase slab Geotechnical Subsurface Exploration Report Bee Be Christian School A Portion of Outlot A, Spring Creek Farms North Fort Collins, Colorado Soilogic # 16-1131 9 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 slabs 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 slabs. Additional guidance and recommendations concerning slab on grade design can be found in American Concrete Institute (ACI) section 302. Pavements Pavement subgrades should be developed as outlined in the “Site Development” section of this report. Site pavement could be supported directly on the reconditioned subgrade soils and suitable fill soils placed and compacted as outlined in that section. The pavement subgrades are expected to consist of lean clay. 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. 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 Geotechnical Subsurface Exploration Report Bee Be Christian School A Portion of Outlot A, Spring Creek Farms North Fort Collins, Colorado Soilogic # 16-1131 10 conditions, 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 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. Pavement section design options incorporating some structural credit for the stabilized subgrade soils are outlined below in Table 1. Fly ash stabilization can also eliminate some of the uncertainty associated with attempting to pave during periods of inclement weather. TABLE 1 – 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 Geotechnical Subsurface Exploration Report Bee Be Christian School A Portion of Outlot A, Spring Creek Farms North Fort Collins, Colorado Soilogic # 16-1131 11 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. 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 4,200 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. Corrosive Soil Characteristics We measured the soluble sulfate concentration of two (2) representative samples of the subsoils which will likely be in contact with structural concrete. The sulfate concentrations measured in the samples fall within the range of 0 to 150 parts per million. ACI rates the measured concentrations as being a negligible risk of 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. Geotechnical Subsurface Exploration Report Bee Be Christian School A Portion of Outlot A, Spring Creek Farms North Fort Collins, Colorado Soilogic # 16-1131 12 Drainage Positive drainage is imperative for satisfactory long-term performance of the proposed building and associated site improvements. We recommend positive drainage be developed away from the structure during construction and maintained throughout the life of the site improvements, with twelve (12) inches of fall in the first 10 feet away from the building. Shallower slopes could be considered in hardscape areas. In the event that negative drainage develops back toward the building over time due to soil movement, 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. Geotechnical Subsurface Exploration Report Bee Be Christian School A Portion of Outlot A, Spring Creek Farms North Fort Collins, Colorado Soilogic # 16-1131 13 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 BMc Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) 6" VEGETATION & TOPSOIL - 1 - 2 CL SILTY LEAN CLAY WITH SAND - light brown to reddish brown/rust 3 CS 20 10.2 114.0 9000+ 3.9% 5500 - - - stiff to very stiff - 4 - 5 CS 15 9.2 84.4 9000+ 0.8% 1100 31 9 85.0% - 6 - 7 - 8 - 9 - 10 CS 22 7.5 - N/A - - - - - - 11 - 12 - 13 - 14 - 15 CS 13 15.9 107.6 9000+ - - - - - BOTTOM OF BORING 15' - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 - LOG OF BORING B-2 1/1 CME 45 4" CFA Automatic BMc Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) 6" VEGETATION & TOPSOIL - 1 - 2 CL SILTY/SANDY LEAN CLAY - light brown to reddish brown/rust 3 stiff to very stiff - 4 - 5 CS 15 9.3 92.1 9000+ 0.9% 1250 - - - - 6 - 7 - 8 - 9 - 10 CS 24 8.5 111.1 9000+ None <500 - - - - 11 - 12 - 13 - 14 - 15 CS 17 12.1 116.6 9000+ - - - - - BOTTOM OF BORING 15' - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 - LOG OF BORING B-3 1/1 CME 45 4" CFA Automatic BMc Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) 5" VEGETATION & TOPSOIL - 1 - 2 CL SILTY/SANDY LEAN CLAY - light brown to reddish brown/rust 3 CS 17 7.1 98.3 9000+ None <500 - - - stiff to very stiff - 4 - 5 CS 12 6.8 - 9000+ - - - - - - 6 - 7 - 8 - 9 - 10 CS 24 6.5 - N/A - - - - - - 11 - 12 - 13 - 14 - 15 CS 15 13.6 110.8 9000+ - - - - - BOTTOM OF BORING 15' - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 - LOG OF BORING B-4 1/1 CME 45 4" CFA Automatic BMc Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) 6" VEGETATION & TOPSOIL - 1 - 2 CL SILTY/SANDY LEAN CLAY - light brown to reddish brown/rust 3 medium stiff to stiff - 4 - 5 CS 16 8.3 102.0 9000+ 1.3% 1250 - - - - 6 - 7 - 8 Increasing Sand Content 8 to 12' - 9 - 10 CS 14 13.6 110.8 9000+ - - - - - - 11 - 12 - 13 - 14 - 15 CS 8 10.1 - N/A - - - - - BOTTOM OF BORING 15' - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 - LOG OF BORING B-5 1/1 CME 45 4" CFA Automatic BMc Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) 5" VEGETATION & TOPSOIL - 1 - 2 CL SILTY/SANDY LEAN CLAY - light brown to reddish brown/rust 3 CS 12 10.6 110.4 9000+ 0.9% - 36 16 59.4% stiff - 4 - 5 CS 16 8.2 92.3 9000+ 0.1% 600 - - - - 6 - 7 - 8 - 9 - 10 CS 17 2.3 110.4 9000+ - - - - - - 11 - 12 - 13 - 14 - 15 CS 12 9.0 121.3 9000+ - - - - - BOTTOM OF BORING 15' - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 - LOG OF BORING B-6 1/1 CME 45 4" CFA Automatic BMc Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) 6" VEGETATION & TOPSOIL - 1 - 2 CL SILTY/SANDY LEAN CLAY - light brown to reddish brown/rust 3 CS 13 8.0 95.3 9000+ 0.5% 1100 - - - stiff to very stiff - 4 - 5 CS 18 7.5 111.2 9000+ None <500 - - - - 6 - 7 - 8 Increasing Sand Content @ 8.5' - 9 - 10 CS 19 2.4 - N/A - - - - - BOTTOM OF BORING 10' - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 - LOG OF BORING B-7 1/1 CME 45 4" CFA Automatic BMc Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) 4" VEGETATION & TOPSOIL - 1 - 2 CL SILTY/SANDY LEAN CLAY - light brown to reddish brown/rust 3 CS 14 6.3 104.5 9000+ 0.3% 1000 - - - stiff - 4 - 5 CS 17 6.5 104.0 9000+ 0.9% 1500 - - - - 6 - 7 - 8 - 9 - 10 CS 14 4.9 112.0 9000+ - - - - - BOTTOM OF BORING 10' - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 - LOG OF BORING B-8 1/1 CME 45 4" CFA Automatic BMc Estimated Swell % Passing SOIL DESCRIPTION Depth "N" MC DD qu % Swell @ Pressure # 200 Sieve (ft) (%) (pcf) (psf) 500 psf (psf) LL PI (%) 3" VEGETATION & TOPSOIL - 1 - 2 CL SILTY LEAN CLAY WITH SAND - light brown to reddish brown/rust 3 CS 15 10.2 113.8 9000+ 0.3% 450 - - - stiff to very stiff - 4 - 5 CS 15 8.3 95.0 9000+ - - 30 12 85.7% - 6 - 7 - 8 - 9 - 10 CS 23 9.6 - N/A - - - - - BOTTOM OF BORING 10' - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 - Liquid Limit - Plasticity Index - % Passing #200 - Dry Density 114.0 pcf BEE BE CHRISTIAN SCHOOL - A PORTION OF OUTLOT A, SPRING CREEK FARMS NORTH FORT COLLINS, COLORADO Project # 16-1131 June 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-1 @ 2' Sample Description: Light Brown to Reddish Brown/Rust Lean Clay with Sand Initial Moisture 10.2% Final Moisture 16.5% % Swell @ 500 psf 3.9% Swell Pressure 5,500 psf -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 9 % Passing #200 85.0% Dry Density 84.4 pcf 0.8% 1,100 psf Initial Moisture Final Moisture % Swell @ 500 psf Swell Pressure 9.2% 30.7% Sample Description: Light Brown to Reddish Brown/Rust Lean Clay with Sand Sample ID: B-1 @ 4' BEE BE CHRISTIAN SCHOOL - A PORTION OF OUTLOT A, SPRING CREEK FARMS NORTH FORT COLLINS, COLORADO Project # 16-1131 June 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 92.1 pcf BEE BE CHRISTIAN SCHOOL - A PORTION OF OUTLOT A, SPRING CREEK FARMS NORTH FORT COLLINS, COLORADO Project # 16-1131 June 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-2 @ 4' Sample Description: Light Brown to Reddish Brown/Rust Sandy Lean Clay Initial Moisture 9.3% Final Moisture 28.3% % Swell @ 500 psf 0.9% Swell Pressure 1,250 psf -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 111.1 pcf BEE BE CHRISTIAN SCHOOL - A PORTION OF OUTLOT A, SPRING CREEK FARMS NORTH FORT COLLINS, COLORADO Project # 16-1131 June 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-2 @ 9' Sample Description: Light Brown to Reddish Brown/Rust Sandy Lean Clay Initial Moisture 8.5% Final Moisture 18.6% % Swell @ 500 psf None Swell Pressure <500 psf -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 98.3 pcf BEE BE CHRISTIAN SCHOOL - A PORTION OF OUTLOT A, SPRING CREEK FARMS NORTH FORT COLLINS, COLORADO Project # 16-1131 June 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-3 @ 2' Sample Description: Light Brown to Reddish Brown/Rust Sandy Lean Clay Initial Moisture 7.1% Final Moisture 21.4% % Swell @ 500 psf None Swell Pressure <500 psf -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 102.0 pcf BEE BE CHRISTIAN SCHOOL - A PORTION OF OUTLOT A, SPRING CREEK FARMS NORTH FORT COLLINS, COLORADO Project # 16-1131 June 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-4 @ 4' Sample Description: Light Brown to Reddish Brown/Rust Sandy Lean Clay Initial Moisture 8.3% Final Moisture 26.7% % Swell @ 500 psf 1.3% Swell Pressure 1250 psf -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 59.4% Dry Density 110.4 pcf BEE BE CHRISTIAN SCHOOL - A PORTION OF OUTLOT A, SPRING CREEK FARMS NORTH FORT COLLINS, COLORADO Project # 16-1131 June 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-5 @ 2' Sample Description: Light Brown to Reddish Brown/Rust Sandy Lean Clay Initial Moisture 10.6% Final Moisture 22.6% % Swell @ 500 psf 0.9% Swell Pressure - -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 92.3 pcf BEE BE CHRISTIAN SCHOOL - A PORTION OF OUTLOT A, SPRING CREEK FARMS NORTH FORT COLLINS, COLORADO Project # 16-1131 June 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-5 @ 4' Sample Description: Light Brown to Reddish Brown/Rust Sandy Lean Clay Initial Moisture 8.2% Final Moisture 29.2% % Swell @ 500 psf 0.1% Swell Pressure 600 psf -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 95.3 pcf BEE BE CHRISTIAN SCHOOL - A PORTION OF OUTLOT A, SPRING CREEK FARMS NORTH FORT COLLINS, COLORADO Project # 16-1131 June 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-6 @ 2' Sample Description: Light Brown to Reddish Brown/Rust Sandy Lean Clay Initial Moisture 8.0% Final Moisture 26.7% % Swell @ 500 psf 0.5% Swell Pressure 1,100 psf -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 111.2 pcf BEE BE CHRISTIAN SCHOOL - A PORTION OF OUTLOT A, SPRING CREEK FARMS NORTH FORT COLLINS, COLORADO Project # 16-1131 June 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-6 @ 4' Sample Description: Light Brown to Reddish Brown/Rust Sandy Lean Clay Initial Moisture 7.5% Final Moisture 20.6% % Swell @ 500 psf None Swell Pressure <500 psf -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 104.5 pcf BEE BE CHRISTIAN SCHOOL - A PORTION OF OUTLOT A, SPRING CREEK FARMS NORTH FORT COLLINS, COLORADO Project # 16-1131 June 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-7 @ 2' Sample Description: Light Brown to Reddish Brown/Rust Sandy Lean Clay Initial Moisture 6.3% Final Moisture 27.4% % Swell @ 200 psf 0.3% Swell Pressure 1,000 psf -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 104.0 pcf BEE BE CHRISTIAN SCHOOL - A PORTION OF OUTLOT A, SPRING CREEK FARMS NORTH FORT COLLINS, COLORADO Project # 16-1131 June 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-7 @ 4' Sample Description: Light Brown to Reddish Brown/Rust Sandy Lean Clay Initial Moisture 6.5% Final Moisture 25.8% % Swell @ 500 psf 0.9% Swell Pressure 1,500 psf -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 113.8 pcf BEE BE CHRISTIAN SCHOOL - A PORTION OF OUTLOT A, SPRING CREEK FARMS NORTH FORT COLLINS, COLORADO Project # 16-1131 June 2016 SWELL/CONSOLIDATION TEST SUMMARY Sample ID: B-8 @ 2' Sample Description: Light Brown to Reddish Brown/Rust Sandy Lean Clay Initial Moisture 10.2% Final Moisture 15.9% % Swell @ 200 psf 0.3% Swell Pressure 450 psf -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. 26 - 27 - 28 - 29 - 30 Surface Elev. - Field Personnel: 24 Hours After Drilling - USCS Sampler Atterberg Limits Start Date 5/31/2016 Auger Type: During Drilling None Finish Date 5/31/2016 Hammer Type: After Drilling None BEE BE CHRISTIAN SCHOOL - A PORTION OF LOT A, SPRING CREEK FARMS NORTH FORT COLLINS, COLORADO Project # 16-1131 June 2016 Sheet Drilling Rig: Water Depth Information 26 - 27 - 28 - 29 - 30 BEE BE CHRISTIAN SCHOOL - A PORTION OF LOT A, SPRING CREEK FARMS NORTH FORT COLLINS, COLORADO Project # 16-1131 June 2016 Sheet Drilling Rig: Water Depth Information Start Date 5/31/2016 Auger Type: During Drilling None Finish Date 5/31/2016 Hammer Type: After Drilling None Surface Elev. - Field Personnel: 24 Hours After Drilling - USCS Sampler Atterberg Limits 26 - 27 - 28 - 29 - 30 BEE BE CHRISTIAN SCHOOL - A PORTION OF LOT A, SPRING CREEK FARMS NORTH FORT COLLINS, COLORADO Project # 16-1131 June 2016 Sheet Drilling Rig: Water Depth Information Start Date 5/31/2016 Auger Type: During Drilling None Finish Date 5/31/2016 Hammer Type: After Drilling None Surface Elev. - Field Personnel: 24 Hours After Drilling - USCS Sampler Atterberg Limits 26 - 27 - 28 - 29 - 30 Surface Elev. - Field Personnel: 24 Hours After Drilling - USCS Sampler Atterberg Limits Start Date 5/31/2016 Auger Type: During Drilling None Finish Date 5/31/2016 Hammer Type: After Drilling None BEE BE CHRISTIAN SCHOOL - A PORTION OF LOT A, SPRING CREEK FARMS NORTH FORT COLLINS, COLORADO Project # 16-1131 June 2016 Sheet Drilling Rig: Water Depth Information 26 - 27 - 28 - 29 - 30 Surface Elev. - Field Personnel: 24 Hours After Drilling - USCS Sampler Atterberg Limits Start Date 5/31/2016 Auger Type: During Drilling None Finish Date 5/31/2016 Hammer Type: After Drilling None BEE BE CHRISTIAN SCHOOL - A PORTION OF LOT A, SPRING CREEK FARMS NORTH FORT COLLINS, COLORADO Project # 16-1131 June 2016 Sheet Drilling Rig: Water Depth Information 26 - 27 - 28 - 29 - 30 Surface Elev. - Field Personnel: 24 Hours After Drilling - USCS Sampler Atterberg Limits Start Date 5/31/2016 Auger Type: During Drilling None Finish Date 5/31/2016 Hammer Type: After Drilling None BEE BE CHRISTIAN SCHOOL - A PORTION OF LOT A, SPRING CREEK FARMS NORTH FORT COLLINS, COLORADO Project # 16-1131 June 2016 Sheet Drilling Rig: Water Depth Information 26 - 27 - 28 - 29 - 30 Surface Elev. - Field Personnel: 24 Hours After Drilling - USCS Sampler Atterberg Limits Start Date 5/31/2016 Auger Type: During Drilling None Finish Date 5/31/2016 Hammer Type: After Drilling None BEE BE CHRISTIAN SCHOOL - A PORTION OF LOT A, SPRING CREEK FARMS NORTH FORT COLLINS, COLORADO Project # 16-1131 June 2016 Sheet Drilling Rig: Water Depth Information 26 - 27 - 28 - 29 - 30 Surface Elev. - Field Personnel: 24 Hours After Drilling - USCS Sampler Atterberg Limits Start Date 5/31/2016 Auger Type: During Drilling None Finish Date 5/31/2016 Hammer Type: After Drilling None BEE BE CHRISTIAN SCHOOL - A PORTION OF LOT A, SPRING CREEK FARMS NORTH FORT COLLINS, COLORADO Project # 16-1131 June 2016 Sheet Drilling Rig: Water Depth Information