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HomeMy WebLinkAboutSCHRADER PROPANE OFFICE & MINOR VEHICLE REPAIR - PDP - PDP170015 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTGEOTECHNICAL SUBSURFACE EXPLORATION REPORT PROPOSED SCHRADER PROPANE OFFICES LOTS 15 & 16, BLOCK 3, EVERGREEN PARK REPLAT FORT COLLINS, COLORADO SOILOGIC # 16-1158 JULY 18, 2016 Soilogic, Inc. 3050 67th Avenue, Suite 200  Greeley, CO 80634  (970) 535-6144 P.O. Box 1121  Hayden, CO 81639  (970) 276-2087 July 18, 2016 WG Architects P.O. Box 270788 Fort Collins, Colorado 80527 Attn: Mr. Don Shields Re: Geotechnical Subsurface Exploration Report Proposed Schrader Propane Offices Lots 15 & 16, Block 3, Evergreen Park Replat Fort Collins, Colorado Soilogic # 16-1158 Mr. Shields: Soilogic, Inc. (Soilogic) personnel have completed the geotechnical subsurface exploration you requested for the proposed Schrader Propane office building to be constructed on Lots 15 & 16, Block 3 of the Evergreen Park Replat industrial development in Fort Collins, Colorado. The results of our subsurface exploration and pertinent geotechnical engineering recommendations are included with this report. In general, the subsurface materials encountered in the completed site borings consisted of a thin mantle of vegetation and topsoil underlain by rust/brown lean clay with sand. The lean clay was very stiff in terms of consistency, exhibited no to moderate swell potential at in-situ moisture and density conditions and extended to depths ranging from approximately 3½ to 4½ feet below ground surface, where it transitioned to rust/brown silty sand and gravel and cleaner sand and gravel with depth. The silty 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 of all borings at depths ranging from approximately 10 to 15 feet below present site grade. Groundwater was encountered in the completed site borings at depths ranging from approximately 7 to 8 feet below ground surface when checked immediately after the completion of drilling. When checked approximately 24 hours after completion of drilling, groundwater was measured in borings B-2 and B-4 at depths of approximately 7½ and 7 feet below ground surface Geotechnical Subsurface Exploration Report Proposed Schrader Propane Offices Lots 15 & 16, Block 3, Evergreen Park Replat Fort Collins, Colorado Soilogic # 16-1158 2 respectively. Dry cave-ins were measured in borings B-1 and B-3 at depths of approximately 7½ and 6½ feet below grade respectively at that time. Based on the subsurface conditions encountered in the completed site borings, results of laboratory testing and type of construction proposed, it is our opinion the proposed office building could be constructed with conventional spread footing foundations and floor slabs bearing on a mat of properly moisture-conditioned and compacted overexcavation/backfill consisting of on-site overburden lean clay or similar soils. Extending footing foundations to bear on low-swelling silty sand and gravel at greater depth could also be considered, precluding the need for overexcavation/backfill beneath footing foundations. However, overexcavation/backfill procedures beneath the building floor slab would still be required. The overexcavation/backfill procedures will help develop LVC-potential foundation bearing and floor slab support across the building footprint and reduce the potential for total and differential movement of those supported elements subsequent to construction. The risk of some movement cannot be eliminated. Similar methods should be used in order to develop LVC-potential pavement and exterior flatwork subgrades. Overexcavation/backfill beneath gravel-surfaced pavements would not be required. Other opinions and recommendations concerning design criteria and construction details for the proposed site improvements are included with this report. Recommendations concerning design and construction of a site retaining wall and pavement section design options are also included. Geotechnical Subsurface Exploration Report Proposed Schrader Propane Offices Lots 15 & 16, Block 3, Evergreen Park Replat Fort Collins, Colorado Soilogic # 16-1158 3 We appreciate the opportunity to be of service to you on this project. If you have any questions concerning the enclosed information or if we can provide any further assistance, 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 PROPOSED SCHRADER PROPANE OFFICES LOTS 15 & 16, BLOCK 3, EVERGREEN PARK REPLAT FORT COLLINS, COLORADO SOILOGIC # 16-1158 July 18, 2016 INTRODUCTION This report contains the results of the completed geotechnical subsurface exploration for the proposed Schrader Propane office building to be constructed on Lots 15 & 16, Block 3 of the Evergreen Park Replat industrial development 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 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 office building will have a plan area of approximately 5,500 square feet and be a single-story steel structure constructed as slab-on-grade containing both office and service bay areas. Foundations loads for the building are anticipated to be relatively light, with maximum continuous wall loads on the order of 3.5 kips per lineal foot and individual column loads less than 100 kips. Paved drive and parking areas are also anticipated as part of the proposed site improvements. Small grade changes are anticipated to develop finish site grades in building and pavement areas. SITE DESCRIPTION The development property includes Lots 15 and 16, Block 3 of the Evergreen Park Replat industrial development in Fort Collins, Colorado. At the time of our site exploration, the lot was undeveloped, contained a moderate growth of weed and grass vegetation and was relatively level, with the maximum difference in ground surface elevation across the Geotechnical Subsurface Exploration Report Proposed Schrader Propane Offices Lots 15 & 16, Block 3, Evergreen Park Replat Fort Collins, Colorado Soilogic # 16-1158 2 property estimated to be less than 2 feet. Evidence of prior building construction was not observed in the proposed construction areas at the time of our exploration. SITE EXPLORATION Field Exploration To develop subsurface information for the proposed site improvements, a total of four (4) soil borings were completed. Two (2) borings were advanced in the area of the proposed office building to a depth of approximately 15 feet below present site grade. Two (2) 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 and split-barrel sampling procedures in general accordance with ASTM specification D-1586. As part of the D-1586 sampling procedure, standard sampling barrel 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 Proposed Schrader Propane Offices Lots 15 & 16, Block 3, Evergreen Park Replat Fort Collins, Colorado Soilogic # 16-1158 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 also 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 In general, the subsurface materials encountered in the completed site borings consisted of a thin mantle of vegetation and topsoil underlain by rust/brown lean clay with sand. The lean clay was very stiff in terms of consistency, exhibited no to moderate swell potential at in-situ moisture and density conditions and extended to depths ranging from approximately 3½ to 4½ feet below ground surface, where it was underlain by rust/brown silty sand and gravel and cleaner sand and gravel with depth. 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 of all borings at depths ranging from approximately 10 to 15 feet below present site grade. Geotechnical Subsurface Exploration Report Proposed Schrader Propane Offices Lots 15 & 16, Block 3, Evergreen Park Replat Fort Collins, Colorado Soilogic # 16-1158 4 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 the completed site borings at depths ranging from approximately 7 to 8 feet below ground surface when checked immediately after the completion of drilling. When checked approximately 24 hours after completion of drilling, groundwater was measured in borings B-2 and B-4 at depths of approximately 7½ and 7 feet below ground surface respectively. Dry cave-ins were measured in borings B-1 and B-3 at depths of approximately 7½ and 6½ feet below grade at that time. 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 The near-surface lean clay soils encountered at this site exhibited no to moderate swell potential at in-situ moisture and density conditions. Total and differential heaving of site improvements placed directly on or immediately above the expansive clay soils would be expected as the moisture content of those materials increases subsequent to construction. Based on the subsurface conditions encountered and results of laboratory testing, it is our opinion overexcavation/backfill procedures could be completed beneath the building footing foundations and floor slabs to reduce the potential for movement of those supported elements subsequent to construction. The risk of some movement cannot be eliminated. Extending footing foundations through expansive near-surface clay to bear Geotechnical Subsurface Exploration Report Proposed Schrader Propane Offices Lots 15 & 16, Block 3, Evergreen Park Replat Fort Collins, Colorado Soilogic # 16-1158 5 on low-swelling silty sand and gravel, anticipated to be encountered at depths ranging from approximately 3½ to 4½ feet below grade, could also be considered as an alternative to overexcavation/backfill procedures. If extending footing foundations to bear at greater depth will be completed, overexcavation/backfill procedures beneath the building floor slab would still be required. Recommendations concerning overexcavation/backfill procedures to redevelop foundation and floor slab support for the building are outlined below. If some structural and floor slab movement and associated distress cannot be tolerated, a drilled pier and structural floor system should be employed. Drilled pier foundations and structural floor systems would offer the most effective system for mitigating the potential for total and differential movement of the building and building floor slab subsequent to construction in the expansive soils environment. Drilled piers would anchor the building into site bedrock, significantly reducing the potential for movement of the structure. If drilled pier foundations are to be used, structural flooring systems or overexcavation/backfill procedures to develop low volume change (LVC) floor slab subgrades would be required. Recommendations concerning the design and construction of drilled pier foundations can be provided at your request. Building and Pavement/Exterior Flatwork Subgrade Development To develop low-volume-change (LVC) potential foundation and floor slab support, and reduce the potential for total and differential movement of the building and building floor slab subsequent to construction, we recommend a zone of reconditioned soil be developed beneath those supported elements. The reconditioned mat will provide a zone of material immediately beneath the building foundations and floor slabs which will have low potential for volume change subsequent to construction. The LVC mat and surcharge loads placed on the underlying soils by the reconditioned mat would reduce the potential for total and differential movement of the supported improvements subsequent to construction. The reconditioned zone would also assist in distributing movement in the event that some swelling of the materials underlying the reconditioned zone occurs. The overexcavation zone should extend to low-swelling silty sand and gravel, anticipated to be encountered at depths ranging from approximately 3½ to 4½ feet below grade. The Geotechnical Subsurface Exploration Report Proposed Schrader Propane Offices Lots 15 & 16, Block 3, Evergreen Park Replat Fort Collins, Colorado Soilogic # 16-1158 6 overexcavation area should extend a minimum of 8 inches laterally past the exterior perimeter of the building footing foundations for every 12 inches of overexcavation depth. Since movement of site pavements and exterior flatwork is generally less consequential than structural and floor slab movement, it is our opinion the overexcavation zone beneath site pavements and exterior flatwork could be reduced to a minimum of 18 inches below finish subgrade level. The 18-inch thick zone can be developed through any combination of overexcavation/backfill and fill placement procedures. Overexcavation/backfill procedures would not be required beneath gravel-surfaced pavements. Soils used as overexcavation/backfill should consist of approved materials 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 overexcavation/backfill provided care is taken to develop the proper moisture content in those materials at the time of placement and compaction. Essentially-granular imported structural fill materials could also be used as overexcavation/backfill in the building area where complete removal of the expansive near surface lean clay will be completed. Essentially granular structural fill soils should not be used in pavement and exterior flatwork where partial removal of the expansive lean clay soils will be completed due to the ability of those materials to pond and transmit water. All existing topsoil and vegetation should be removed from the building, pavement and exterior flatwork areas. After stripping and completing all cuts and overexcavation procedures and prior to placement of any new fill, overexcavation/backfill or gravel surfacing, we recommend the exposed subgrades be scarified to a depth of 9 inches, adjusted in moisture content and compacted to at least 95% of the materials standard Proctor maximum dry density. The moisture content of the scarified soils should be adjusted to be within the range of -1 to +3% of standard Proctor optimum moisture content for the site lean clay and ±2% of standard Proctor optimum moisture content for essentially granular sand and gravel at the time of compaction. Fill and overexcavation/backfill materials consisting of the site lean clay or imported structural Geotechnical Subsurface Exploration Report Proposed Schrader Propane Offices Lots 15 & 16, Block 3, Evergreen Park Replat Fort Collins, Colorado Soilogic # 16-1158 7 fill should be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content and compacted as outlined for the scarified soils above. At the high end of the above recommended moisture content range, some pumping of the lean clay overexcavation/backfill soils may be observed and would be expected. Care should be taken to maintain the proper moisture content in the bearing/subgrade soils prior to foundation and floor slab concrete placement and/or paving. The prepared structural mat should not be left exposed for extended periods of time. In the event that the reconditioned soils are allowed to dry out or if rain, snowmelt or water from any source is allowed to infiltrate the bearing/subgrade soils, reworking of those materials or removal/replacement procedures may be required. Inherent risks exist when building in areas of expansive soils. The overexcavation/ backfill procedures outlined above will reduce but not eliminate the potential for movement of the building, building floor slab, site pavements and exterior flatwork subsequent to construction. Some movement of lightly-loaded site pavements and exterior flatwork should be expected. Footing Foundations For design of footing foundations bearing on suitable overexcavation/backfill soils placed and compacted as outlined above or natural undisturbed silty sand and gravel if extending footing foundations to bear at greater depth will be completed, we recommend using a maximum net allowable soil bearing pressure of 1,500 psf. As a precaution, we recommend the footing foundations be designed to maintain a minimum dead-load pressure of 500 psf on the supporting soils. A minimum dead load pressure would not be required for footing foundations extended to bear on low-swelling silty sand and gravel. 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. Geotechnical Subsurface Exploration Report Proposed Schrader Propane Offices Lots 15 & 16, Block 3, Evergreen Park Replat Fort Collins, Colorado Soilogic # 16-1158 8 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/subgrade 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 supported on a suitable mat of properly- placed and compacted fill and/or overexcavation/backfill or natural undisturbed silty sand and gravel encountered with depth and resulting from the assumed structural loads would be less than 1 inch. Differential settlement could approach the amount of total settlement estimated above. If water from any source is allowed to infiltrate the foundation bearing soils, additional movement of those supported elements could occur. Seismicity Based on the results of our exploration and our review of the International Building Code (2003), a soil profile type D could be used for the site strata. Based on our review of United States Geologic Survey (USGS) mapped information, design spectral response acceleration values of SDS = .219 (21.9%) and S D1 = .093 (9.3%) could be used. Floor Slabs The building floor slab could be supported directly on the overexcavation/backfill material placed and compacted as outlined above. A modulus of subgrade reaction (k) value of 150 pci could be used for design of floor slabs supported on overexcavation/ backfill soils consisting of the on-site clay 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. As a precaution, we recommend all partition walls supported above at-grade floor slabs be constructed as floating walls to help reduce the potential for slab movement causing Geotechnical Subsurface Exploration Report Proposed Schrader Propane Offices Lots 15 & 16, Block 3, Evergreen Park Replat Fort Collins, Colorado Soilogic # 16-1158 9 distress in upper sections of the building. A minimum 1½ inch void space is recommended beneath all partition walls. Special attention to stair systems, door framing, drywall installation, garage door tracks and trim carpentry should be taken to isolate those elements from the floor slab, allowing for some movement of the floor slab to occur without transmitting stresses to the overlying structure. We do not expect a floor covering will be used in a majority of the shop area of this building. Depending on the type of floor covering and floor covering adhesive used in office and other finished areas, a vapor barrier may be required immediately beneath the facility floor slab in those areas in order to maintain flooring product manufacturer warranties. A vapor barrier would help reduce the transmission of moisture through the floor slab. However, the unilateral moisture release caused by placing concrete on an impermeable surface can increase slab curl. The amount of slab curl can be reduced by careful selection of an appropriate concrete mix. 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. Pavement and Exterior Flatwork Subgrades Pavement and exterior flatwork subgrades should be developed as outlined in the “Building and Pavement/Exterior Flatwork Subgrade Development” section of this report. Concrete and asphalt pavements and exterior flatwork could be supported directly on the overexcavation/backfill soils placed and compacted as outlined in that section of this report. Overexcavation/backfill procedures would not be required beneath gravel- surfaced pavements, such that gravel surfacing could be supported directly on reconditioned subgrade soils and/or suitable fill soils also placed and compacted also as outlined above. Care should be taken to avoid disturbing the reconditioned subgrades and site fill and overexcavation/backfill soils prior to placement of site pavements and exterior flatwork. In addition, efforts to maintain the proper moisture content in the subgrade soils should be made. If subgrade soils are disturbed or allowed to dry out or Geotechnical Subsurface Exploration Report Proposed Schrader Propane Offices Lots 15 & 16, Block 3, Evergreen Park Replat Fort Collins, Colorado Soilogic # 16-1158 10 become elevated in moisture content, those materials should be reworked in place or removed and replaced prior to paving and/or concrete placement. Some movement of site pavements and exterior flatwork should be expected as the moisture content of the subgrade soils increases subsequent to construction. Deeper overexcavation/backfill procedures could be considered beneath site pavements and exterior flatwork to further reduce the potential for post-construction movement of those supported improvements. Care should be taken to ensure that when site pavements and exterior flatwork move, positive drainage will be maintained away from the structure. Pavements The site lean clay would be subject to low remolded shear strength. A resistance value (R-value) of 5 was estimated for the site lean clay and used in the pavement section design. Traffic loading on site pavements is expected to consist of areas of low volumes of automobiles and light trucks as well as areas of higher light vehicle traffic volumes and occasional heavier trash, delivery and emergency vehicle traffic. Equivalent 18-kip single axle loads (ESAL’s) were estimated for the quantity of site traffic anticipated. Two (2) general design classifications are outlined below in Table 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 heavier trash, delivery and emergency truck traffic. Proofrolling of the pavement subgrades should be completed to help identify unstable areas. Areas which pump or deform excessively (greater than 1 inch) should be mended prior to asphalt, PCC or 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 credit for the stabilized zone could be included in the pavement section design, reducing Geotechnical Subsurface Exploration Report Proposed Schrader Propane Offices Lots 15 & 16, Block 3, Evergreen Park Replat Fort Collins, Colorado Soilogic # 16-1158 11 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, adjusted to within ±2% of standard Proctor optimum moisture content 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 Proposed Schrader Propane Offices Lots 15 & 16, Block 3, Evergreen Park Replat Fort Collins, Colorado Soilogic # 16-1158 12 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 0.44. 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. Gravel Surfaced Pavements The subgrade soils for all-weather surfaced areas should be developed as outlined in the “Building and Pavement/Exterior Flatwork Subgrade Development” section of this report. Gravel surfacing could be supported directly on the reconditioned subgrade soils and/or suitable fill soils placed and compacted as outlined in that section. Care will be required at the time of construction to ensure stable subgrade soils are developed immediately prior to surfacing. The load-carrying capacity of the all-weather surfacing would be most dependent on subgrade strength. The lean clay subgrade soils would be subject to strength loss when elevated in moisture content such that care should be taken to develop adequate drainage across the surface of the gravel-surfaced areas and away from the edges of the gravel pavement. Water which is allowed to pond on or adjacent to the gravel-surfaced areas Geotechnical Subsurface Exploration Report Proposed Schrader Propane Offices Lots 15 & 16, Block 3, Evergreen Park Replat Fort Collins, Colorado Soilogic # 16-1158 13 can result in a loss of subgrade support and unsatisfactory performance of the aggregate surfacing over time. Materials used to develop all-weather/gravel surfaced areas should consist of select granular materials meeting CDOT Class 5 or 6 sieve analysis specifications. Aggregate base course, recycled asphalt pavement (RAP) or recycled concrete materials could be considered for use. We recommend a minimum of four (4) inches of granular surfacing be developed for the all-weather pavement areas of the site. Thicker gravel sections may be appropriate for areas expected to service greater traffic volumes and/or heavy truck traffic. Aggregate surfacing should be placed in loose lifts not to exceed 9 inches thick, adjusted to within ±2% of standard Proctor optimum moisture content and compacted to at least 95% of the material’s standard Proctor maximum dry density. With the intrinsic qualities of gravel-surfaced drive/parking areas, periodic maintenance efforts should be expected. Site Retaining Wall A concrete retaining wall is anticipated in the southeast corner of the subject property where a storm water detention area is anticipated. As a precaution, we recommend the retaining wall footing foundation in this area be extended to bear on low-swelling silty sand and gravel. Overexcavation/backfill procedures as outlined above could also be considered in this area to develop low volume change potential retaining wall foundation support. The retaining wall footing foundation should bear a minimum of 30 inches below grade at the front of the wall to provide frost protection. For design of retaining wall footing foundations bearing on natural, undisturbed silty sand and gravel or properly placed and compacted overexcavation/backfill developed as outlined above, we recommend using a maximum net allowable soil bearing pressure of 1,500 psf. We estimate settlement of the retaining wall footing foundation resulting from the assumed structural loads would be less than 1 inch. Differential settlement along the length of the wall could approach the amount of total settlement estimated above. Care should be taken to prevent the development of unbalanced hydrostatic loads on the retaining wall. A drainage blanket consisting of 12 inches of free-draining rock placed Geotechnical Subsurface Exploration Report Proposed Schrader Propane Offices Lots 15 & 16, Block 3, Evergreen Park Replat Fort Collins, Colorado Soilogic # 16-1158 14 behind the wall and extending the full height of the wall from approximate grade at the front of the wall to approximately 12 to 18 inches below finish grade on the retained soil side of the wall should be constructed. We recommend ¾-inch or larger washed rock be used to construct the drainage blanket. The top 12 to 18 inches of retaining wall backfill should consist of an essentially cohesive soil to reduce the potential for immediate surface water infiltration into the wall backfill. A filter fabric should be employed between all free-draining aggregate and adjacent soil interfaces to reduce the potential for the migration of finer-grained soils into the gap-graded rock. Weep holes or other approved methods should be employed to help transfer any collected water to the front of the wall. A water collection system, similar to a perimeter drain system could also be considered. A typical collection drain system would consist of 4- inch diameter rigid perforated pipe surrounded by a minimum of 6 inches of the free- draining aggregate and placed at the base of the retained soils side of the wall. The invert of the drain pipe at the high point of the system should be placed at approximate front-of- wall grade and sloped a minimum of ⅛-inch per foot to facilitate efficient water removal to an appropriate outfall. Flap gates or other approved methods should be employed at all free outfalls to reduce the potential for animal access and reverse flow in the system. Retaining wall backfill should consist of approved low-volume-change (LVC) and essentially granular materials free from organic matter and debris. Essentially-granular soils offer better stacking characteristics and are less prone to movements associated with freezing through the face of the walls than finer-grained materials. Materials consistent with Colorado Department of Transportation (CDOT) Class 7 aggregate base course or Class I structure backfill could be used as retaining wall backfill. Retaining wall backfill should be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content and compacted to at least 95% of the materials standard Proctor maximum dry density. The moisture content of the backfill soils should be adjusted to within ±2% of standard Proctor optimum moisture content at the time of compaction. Excessive lateral stresses can be imposed on retaining walls during backfilling when using heavier mechanical compaction equipment. We recommend compaction of Geotechnical Subsurface Exploration Report Proposed Schrader Propane Offices Lots 15 & 16, Block 3, Evergreen Park Replat Fort Collins, Colorado Soilogic # 16-1158 15 retaining wall backfill be completed using light mechanical or hand compaction equipment. For design of retaining walls protected from hydrostatic loading and backfilled with select granular fill, we recommend using an angle of internal friction of Φ=30° and active equivalent fluid pressure value of 40 pounds per cubic foot in addition to any surcharge loads. The equivalent fluid pressure value outlined above is based on an active stress distribution analysis in which some rotation of the retaining wall is assumed. The angle of internal friction and equivalent fluid pressure values outlined above do not include a factor of safety. Sloped backfill geometry, surcharge loads on the retained soil side of the walls or point loads developed in the wall backfill can add to the lateral forces on retaining walls. If parking areas are anticipated at the top of site retaining walls, we recommend the walls be designed to include surcharge loads from parked vehicles in these areas. The lateral driving forces on the walls will be resisted through a combination of the sliding friction of the footing foundations and passive earth pressure against the embedded portion of the wall below frost depth. A passive equivalent fluid pressure value of 275 pcf could be used for that portion of the wall extended below frost depth, considered to be 30 inches in this area. A coefficient of friction of 0.45 could be used between foundation 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. 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 varied from 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 Geotechnical Subsurface Exploration Report Proposed Schrader Propane Offices Lots 15 & 16, Block 3, Evergreen Park Replat Fort Collins, Colorado Soilogic # 16-1158 16 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 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 some settlement of the backfill soils occurs adjacent to the building, 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/or flatwork subgrade soils. We recommend watering systems be placed a minimum of 5 feet away from the perimeter of the site structure 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 building 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 Proposed Schrader Propane Offices Lots 15 & 16, Block 3, Evergreen Park Replat Fort Collins, Colorado Soilogic # 16-1158 17 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 (%) 5" VEGETATION & TOPSOIL - 1 - CL LEAN CLAY WITH SAND 2 rust/brown - very stiff 3 CS 31 10.0 116.5 9000+ 3.5% 4500 29 15 74.2% - 4 - 5 CS 27 1.0 - N/A - - - - - - SP-GP SAND AND GRAVEL 6 rust/brown - medium dense 7 - 8 - 9 - 10 CS 28 1.6 - N/A - - - - - - 11 - 12 - 13 - 14 - 15 CS 32 6.1 - N/A - - - - - 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 (%) 7" VEGETATION & TOPSOIL - 1 - CL LEAN CLAY WITH SAND 2 rust/brown - very stiff 3 - 4 - 5 CS 25 2.3 120.5 9000+ None <500 - - - - 6 - SP-GP SAND AND GRAVEL 7 rust/brown - medium dense 8 - 9 - 10 CS 35 4.0 - N/A - - - - - - 11 - 12 - 13 - 14 - 15 CS 26 6.7 - N/A - - - - - 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 - CL LEAN CLAY WITH SAND 2 very stiff - 3 CS 29 15.2 111.5 9000+ 3.7% 6000 - - - - 4 - 5 CS 15 18.5 108.1 8000 - - - - - - 6 SP-GP SAND AND GRAVEL - rust/brown 7 medium dense - 8 - 9 - 10 CS 26 10.1 - 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-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 CL LEAN CLAY WITH SAND - rust/brown 2 very stiff - 3 CS 25 8.2 106.5 9000+ 1.2% 1500 33 17 84.2% - 4 - 5 CS 20 1.5 - N/A - - - - - SP-GP SAND AND GRAVEL - rust/brown 6 medium dense - 7 - 8 - 9 - 10 CS 19 10.7 - N/A - - - - - BOTTOM OF BORING 10' - 11 - 12 - 13 - 14 - 15 - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23 - 24 - 25 - Liquid Limit 29 Plasticity Index 15 % Passing #200 74.2% Dry Density 116.5 pcf Final Moisture 18.7% % Swell @ 500 psf 3.5% Swell Pressure 4500 psf Sample ID: B-1 @ 2' Sample Description: Brown/Rust Lean Clay with Sand (CL) Initial Moisture 10.0% SCHRADER PROPANE OFFICES LOTS 15 & 16, BLOCK 3, EVERGREEN PARK REPLAT, FORT COLLINS, COLORADO Project # 16-1158 July 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 120.5 pcf Final Moisture 13.8% % Swell @ 500 psf None Swell Pressure <500 psf Sample ID: B-2 @ 4' Sample Description: Rust/Brown Silty Sand and Gravel (SM-GM) Initial Moisture 2.3% SCHRADER PROPANE OFFICES LOTS 15 & 16, BLOCK 3, EVERGREEN PARK REPLAT, FORT COLLINS, COLORADO Project # 16-1158 July 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 111.5 pcf Final Moisture 19.0% % Swell @ 150 psf 3.7% Swell Pressure 6000 psf Sample ID: B-3 @ 2' Sample Description: Brown/Rust Lean Clay with Sand (CL) Initial Moisture 15.2% SCHRADER PROPANE OFFICES LOTS 15 & 16, BLOCK 3, EVERGREEN PARK REPLAT, FORT COLLINS, COLORADO Project # 16-1158 July 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 106.5 pcf Final Moisture 19.2% % Swell @ 150 psf 1.2% Swell Pressure 1500 psf Sample ID: B-4 @ 2' Sample Description: Brown/Rust Lean Clay with Sand (CL) Initial Moisture 8.2% SCHRADER PROPANE OFFICES LOTS 15 & 16, BLOCK 3, EVERGREEN PARK REPLAT, FORT COLLINS, COLORADO Project # 16-1158 July 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) 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 SCHRADER PROPANE OFFICES LOTS 15 & 16, BLOCK 3, EVERGREEN PARK REPLAT, FORT COLLINS, COLORADO Project # 16-1158 July 2016 Sheet Drilling Rig: Water Depth Information Start Date 6/22/2016 Auger Type: During Drilling 7' Finish Date 6/22/2016 Hammer Type: After Drilling 7' Surface Elev. - Field Personnel: 24 Hours After Drilling 7' USCS Sampler Atterberg Limits 26 - 27 - 28 - 29 - 30 SCHRADER PROPANE OFFICES LOTS 15 & 16, BLOCK 3, EVERGREEN PARK REPLAT, FORT COLLINS, COLORADO Project # 16-1158 July 2016 Sheet Drilling Rig: Water Depth Information Start Date 6/22/2016 Auger Type: During Drilling 7.5' Finish Date 6/22/2016 Hammer Type: After Drilling 7.5' Surface Elev. - Field Personnel: 24 Hours After Drilling DCI @ 6.5' USCS Sampler Atterberg Limits 26 - 27 - 28 - 29 - 30 Surface Elev. - Field Personnel: 24 Hours After Drilling 7.5' USCS Sampler Atterberg Limits Start Date 6/22/2016 Auger Type: During Drilling 7.5' Finish Date 6/22/2016 Hammer Type: After Drilling 7.5' SCHRADER PROPANE OFFICES LOTS 15 & 16, BLOCK 3, EVERGREEN PARK REPLAT, FORT COLLINS, COLORADO Project # 16-1158 July 2016 Sheet Drilling Rig: Water Depth Information 26 - 27 - 28 - 29 - 30 SCHRADER PROPANE OFFICES LOTS 15 & 16, BLOCK 3, EVERGREEN PARK REPLAT, FORT COLLINS, COLORADO Project # 16-1158 July 2016 Sheet Drilling Rig: Water Depth Information Start Date 6/22/2016 Auger Type: During Drilling 8' Finish Date 6/22/2016 Hammer Type: After Drilling 8' Surface Elev. - Field Personnel: 24 Hours After Drilling DCI @ 7.5' USCS Sampler Atterberg Limits