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Home My WebLink AboutWOODSPRING SUITES - PDP190006 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTREPORT COVER PAGE Geotechnical Engineering Report __________________________________________________________________________ Woodspring Suites Hotel Fort Collins, Colorado March 18, 2019 Terracon Project No. 20185153 Prepared for: Tallgrass Hospitality, LLC Wichita, Kansas Prepared by: Terracon Consultants, Inc. Fort Collins, Colorado Responsive ■ Resourceful ■ Reliable 1 REPORT TOPICS INTRODUCTION ............................................................................................................. 1 SITE CONDITIONS ......................................................................................................... 1 PROJECT DESCRIPTION .............................................................................................. 2 GEOTECHNICAL CHARACTERIZATION ...................................................................... 2 GEOTECHNICAL OVERVIEW ....................................................................................... 4 EARTHWORK................................................................................................................. 5 SHALLOW FOUNDATIONS ......................................................................................... 11 SEISMIC CONSIDERATIONS ...................................................................................... 12 FLOOR SLABS............................................................................................................. 13 PAVEMENTS ................................................................................................................ 14 CORROSIVITY.............................................................................................................. 18 GENERAL COMMENTS ............................................................................................... 18 FIGURES ...................................................................................................................... 20 Note: This report was originally delivered in a web-based format. Orange Bold text in the report indicates a referenced section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the GeoReport logo will bring you back to this page. For more interactive features, please view your project online at client.terracon.com. ATTACHMENTS EXPLORATION AND TESTING PROCEDURES SITE LOCATION AND EXPLORATION PLANS EXPLORATION RESULTS SUPPORTING INFORMATION Note: Refer to each individual Attachment for a listing of contents. Geotechnical Engineering Report Woodspring Suites Hotel ■ Fort Collins, Colorado March 18, 2019 ■ Terracon Project No. 20185153 Responsive ■ Resourceful ■ Reliable i REPORT SUMMARY Topic 1 Overview Statement 2 Project Overview A geotechnical exploration has been performed for the proposed Woodspring Suites Hotel to be constructed at 847 Southeast Frontage Road in Fort Collins, Colorado. Five (5) borings were performed to depths of approximately 10½ to 30½ feet below existing site grades. Subsurface Conditions Subsurface conditions encountered in our exploratory borings generally consisted of about 8½ to 9½ feet of lean clay with varying amounts of sand over about 11½ to 20 ½ feet of silty sand with varying amounts of gravel with interlayered lean clay. Bedrock was not encountered below the overburden soils in the borings completed at this site. Boring logs are presented in the Exploration Results section of this report. Groundwater Conditions Groundwater was encountered in all of our test borings at depths of about 9 to 10½ feet below existing site grades at the time of drilling or when checked several days after drilling. Groundwater levels can fluctuate in response to site development and to varying seasonal and weather conditions, irrigation on or adjacent to the site and fluctuations in nearby water features. Geotechnical Concerns ■ Expansive clays are present on this site. This report provides recommendations to help mitigate the effects of soil movement/heave associated with these materials. The risk can be mitigated by careful design, construction and maintenance practices; however, it should be recognized these procedures will not eliminate risk. The owner should be aware and understand that on-grade slabs, pavements and, in some instance’s foundations, may be affected to some degree by the expansive soils and bedrock on this site. ■ Shallow groundwater was encountered in all the borings at about 9 to 10 feet below existing site grade. Soil conditions will become unstable as cuts approach groundwater. Terracon recommends maintaining a separation of at least 3 feet between the bottom of proposed below-grade foundations and measured groundwater levels. It is also possible and likely that groundwater levels below this site may rise as water levels in nearby water features rise. Earthwork On-site soils typically appear suitable for use as general engineered fill and backfill on the site provided they are placed and compacted as described in this report. Import materials (if needed) should be evaluated and approved by Terracon prior to delivery to the site. Earthwork recommendations are presented in the Earthwork section of this report. Grading and Drainage The amount of movement of foundations, floor slabs, pavements, etc. will be related to the wetting of underlying supporting soils. Therefore, it is imperative the recommendations discussed in the Grading and Drainage section of the Earthwork section this report be followed to reduce potential movement. As discussed in the Grading and Drainage section of this report, surface drainage should be designed, constructed and maintained to provide rapid removal of surface water runoff away from the proposed buildings and pavements. Water should not be allowed to pond adjacent to foundations or on pavements and conservative irrigation practices should be followed Geotechnical Engineering Report Woodspring Suites Hotel ■ Fort Collins, Colorado March 18, 2019 ■ Terracon Project No. 20185153 Responsive ■ Resourceful ■ Reliable ii Topic 1 Overview Statement 2 Foundations Comparatively soft clay soils were encountered at anticipated shallow foundation bearing depths. We believe the proposed building can be constructed on a spread footing foundation system, provided the soils are over-excavated to a depth of at least 1 foot below the bottom of footings and replaced with moisture conditioned, properly compacted fill. Floor Systems A slab-on-grade Floor System is recommended for the proposed building provided the soils are over-excavated to a depth of at least 1 foot below the proposed floor slab and replaced with moisture conditioned, properly compacted engineered fill. On-site soils are suitable as over-excavation backfill below floor slabs. Pavements Recommended Pavement thicknesses for this project include 3½ inches of asphalt over 6 inches of aggregate base course in light-duty parking areas and 6 inches of asphalt over 6 inches of aggregate base course in heavy-duty drive lanes and loading areas. Additional pavement section alternatives and discussion are presented in the report. Seismic Considerations As presented in the Seismic Considerations section of this report, the International Building Code, which refers to Section 20 of ASCE 7, indicates the seismic site classification for this site is D. Construction Observation and Testing Close monitoring of the construction operations and implementing drainage recommendations discussed herein will be critical in achieving the intended foundation, slab and pavement performance. We therefore recommend that Terracon be retained to monitor this portion of the work. General Comments This section contains important information about the limitations of this geotechnical engineering report. 1. If the reader is reviewing this report as a pdf, the topics (bold orange font) above can be used to access the appropriate section of the report by simply clicking on the topic itself. 2. This summary is for convenience only. It should be used in conjunction with the entire report for design purposes. It should be recognized that specific details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. Responsive ■ Resourceful ■ Reliable 1 INTRODUC TION Geotechnical Engineering Report Woodspring Suites Hotel 847 Southeast Frontage Road Fort Collins, Colorado Terracon Project No. 20185153 March 18, 2019 INTRODUCTION This report presents the results of our subsurface exploration and geotechnical engineering services performed for the proposed Woodspring Suites Hotel to be located at 847 Southeast Frontage Road in Fort Collins, Colorado. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: ■ Subsurface soil conditions ■ Foundation design and construction ■ Groundwater conditions ■ Floor system design and construction ■ Site preparation and earthwork ■ Seismic considerations ■ Excavation considerations ■ Pavement design and construction The geotechnical engineering scope of services for this project included the advancement of five (5) test borings to depths ranging from approximately 10½ to 30½ feet below existing site grades. Maps showing the site and boring locations are shown in the Site Location and Exploration Plan sections, respectively. The results of the laboratory testing performed on soil samples obtained from the site during the field exploration are included on the boring logs and as separate graphs in the Exploration Results section of this report. SITE CONDITIONS The following description of site conditions is derived from our site visit in association with the field exploration and our review of publicly available geologic and topographic maps. Item Description Parcel Information The approximately 2.8-acre project site is located at 847 Southeast Frontage Road in Fort Collins, Colorado. The approximate Latitude/Longitude of the center of the site is 40.57877° N/ 105.00016° W (See Site Location). Existing Improvements The site appears to be previously graded. Current Ground Cover The current ground cover is light vegetative grass and weeds Existing Topography The site is relatively flat. Geotechnical Engineering Report Woodspring Suites Hotel ■ Fort Collins, Colorado March 18, 2019 ■ Terracon Project No. 20185153 Responsive ■ Resourceful ■ Reliable 2 PROJECT DESCRIPTION Our final understanding of the project conditions is as follows: Item Description Information Provided Terracon was provided with an anticipated site plan and proposed building details via email with Rick Hazel with Hauser Architects, dated December 11, 2018. Proposed Construction The project includes a four-story building with a footprint of about 14,000 square feet and an asphalt parking lot. The building will be slab-on-grade (non-basement). Finished Floor Elevation We were not provided with the planned finished floor elevation (FFE); however, we assume the FFE will be very near or slightly above current grades. Maximum Loads (assumed) ■ Columns: 25 to 150 kips ■ Walls: 1 to 3 kips per linear foot (klf) ■ Slabs: 150 pounds per square foot (psf) Grading/Slopes We anticipate minor cuts and fills on the order of 5 feet or less will be required to achieve proposed grades. Below-grade Structures We understand no below-grade are planned for this site. Pavements Traffic loads were not provided at the time of this study. We have assumed Automobile Parking (NAPA Class I and ACI Category A) and Service Lanes (NAPA Class II and ACI Category A). We should be contacted to confirm and/or modify the recommendations contained herein if actual traffic volumes differ from the assumed values. GEOTECHNICAL CHARACTERIZATION Subsurface Profile We have developed a general characterization of the subsurface conditions based upon our review of the subsurface exploration, laboratory data, geologic setting and our understanding of the project. This characterization, termed GeoModel, forms the basis of our geotechnical calculations and evaluation of site preparation and foundation options. Conditions encountered at each exploration point are indicated on the individual logs. The individual logs can be found in the Exploration Results section and the GeoModel can be found in the Figures section of this report. As part of our analyses, we identified the following model layers within the subsurface profile. For a more detailed view of the model layer depths at each boring location, refer to the GeoModel. Geotechnical Engineering Report Woodspring Suites Hotel ■ Fort Collins, Colorado March 18, 2019 ■ Terracon Project No. 20185153 Responsive ■ Resourceful ■ Reliable 3 Model Layer Layer Name General Description Consistency/ Density 1 Vegetative Layer Vegetative layer, about 4 inches thick - 2 Lena Clay Lean clay with varying amounts of sand Medium stiff to very stiff 3 Silty Sand Silty sand with varying amounts of gravel Medium dense to dense Groundwater Conditions The boreholes were observed while drilling and after completion for the presence and level of groundwater. In addition, delayed water levels were also obtained in some borings. The water levels observed in the boreholes are noted on the attached boring logs, and are summarized below: Boring Number Depth to groundwater while drilling, ft. Depth to groundwater after drilling, ft. Approximate elevation of groundwater 3 days after drilling, ft. 1 10.5 10.5 Bore hole caved in 2 10 9.5 Bore hole caved in 3 10.5 10 4,915.1 4 10 10 4,915.3 5 9 9 Bore hole caved in These observations represent groundwater conditions at the time of the field exploration, and may not be indicative of other times or at other locations. Groundwater levels can be expected to fluctuate with varying seasonal and weather conditions, and other factors. Groundwater level fluctuations occur due to seasonal variations in the water levels present in nearby water features, amount of rainfall, runoff and other factors not evident at the time the borings were performed. Therefore, groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project. Fluctuations in groundwater levels can best be determined by implementation of a groundwater monitoring plan. Such a plan would include installation of groundwater piezometers, and periodic measurement of groundwater levels over a sufficient period of time. Laboratory Testing Representative soil samples were selected for swell-consolidation testing and exhibited 2.0 percent compression to 2.6 percent swell when wetted. One sample of clay soils exhibited an Geotechnical Engineering Report Woodspring Suites Hotel ■ Fort Collins, Colorado March 18, 2019 ■ Terracon Project No. 20185153 Responsive ■ Resourceful ■ Reliable 4 unconfined a compressive strength of approximately 1,100 pounds per square foot (psf). Samples of site soils selected for plasticity testing exhibited non-plastic to moderate plasticity with liquid limits ranging from non-plastic to 40 and plasticity indices ranging from non-plastic to 23. Laboratory test results are presented in the Exploration Results section of this report. GEOTECHNICAL OVERVIEW Based on subsurface conditions encountered in the borings, the site appears suitable for the proposed construction from a geotechnical point of view provided certain precautions and design and construction recommendations described in this report are followed and the owner understands the inherent risks associated with construction on sites underlain by expansive soils. We have identified several geotechnical conditions that could impact design, construction and performance of the proposed structures, pavements, and other site improvements. These included shallow groundwater and expansive soils. These conditions will require particular attention in project planning, design and during construction and are discussed in greater detail in the following sections. Shallow Groundwater As previously stated, groundwater was measured at depths ranging from about 9 to 10½ feet below existing site grades. Terracon recommends maintaining a separation of at least 3 feet between the bottom of proposed below-grade foundations and measured groundwater levels. It is also possible and likely that groundwater levels below this site may rise as water levels in nearby water features rise. Final site grading should be planned and designed to avoid cuts where shallow groundwater is known to exist, and also in areas where such grading would create shallow groundwater conditions. If deeper cuts are unavoidable, installation of a subsurface drainage system may be needed. Expansive Soils Expansive soils are present on this site and these conditions constitute a geologic hazard. This report provides recommendations to help mitigate the effects of soil shrinkage and expansion. However, even if these procedures are followed, some movement and cracking in the structures, pavements, and flatwork is possible. The severity of cracking and other damage such as uneven floor slabs and flat work will probably increase if modification of the site results in excessive wetting or drying of the expansive clays. Eliminating the risk of movement and cosmetic distress is generally not feasible, but it may be possible to further reduce the risk of movement if significantly more expensive measures are used during construction. It is imperative the recommendations described in section Grading and Drainage section of the Earthwork section of this report be followed to reduce potential movement. Geotechnical Engineering Report Woodspring Suites Hotel ■ Fort Collins, Colorado March 18, 2019 ■ Terracon Project No. 20185153 Responsive ■ Resourceful ■ Reliable 5 Foundation and Floor System Recommendations A conventional spread footing foundation system is recommended for the proposed building provided the soils are over-excavated to a depth of at least 1 foot below the bottom of footings and replaced with moisture conditioned, properly compacted fill. We believe a concrete slab-on-grade floor system can be used for the proposed building provided the soils are over-excavated to a depth of at least 1 feet below the proposed floor slab and replaced with moisture conditioned, properly compacted engineered fill. On-site soils are suitable as over- excavation backfill below foundations and floor slabs. Design recommendations for foundations for the proposed structures and related structural elements are presented in the following sections. The General Comments section provides an understanding of the report limitations. EARTHWORK The following presents recommendations for site preparation, excavation, subgrade preparation, fill materials, compaction requirements, utility trench backfill, grading and drainage and exterior slab design and construction. Earthwork on the project should be observed and evaluated by Terracon. Evaluation of earthwork should include observation and/or testing of over-excavation, subgrade preparation, placement of engineered fills, subgrade stabilization and other geotechnical conditions exposed during the construction of the project. Site Preparation Prior to placing any fill, strip and remove existing vegetation, topsoil, and any other deleterious materials from the proposed construction areas. Stripped organic materials should be wasted from the site or used to re-vegetate landscaped areas or exposed slopes after completion of grading operations. Prior to the placement of fills, the site should be graded to create a relatively level surface to receive fill, and to provide for a relatively uniform thickness of fill beneath proposed structures. If fill is placed in areas of the site where existing slopes are steeper than 5:1 (horizontal:vertical), the area should be benched to reduce the potential for slippage between existing slopes and fills. Benches should be wide enough to accommodate compaction and earth moving equipment, and to allow placement of horizontal lifts of fill. Geotechnical Engineering Report Woodspring Suites Hotel ■ Fort Collins, Colorado March 18, 2019 ■ Terracon Project No. 20185153 Responsive ■ Resourceful ■ Reliable 6 Excavation It is anticipated that excavations for the proposed construction can be accomplished with conventional earthmoving equipment. Excavations into the on-site soils will encounter weak and/or saturated soil conditions with possible caving conditions. The soils to be excavated can vary significantly across the site as their classifications are based solely on the materials encountered in widely-spaced exploratory test borings. The contractor should verify that similar conditions exist throughout the proposed area of excavation. If different subsurface conditions are encountered at the time of construction, the actual conditions should be evaluated to determine any excavation modifications necessary to maintain safe conditions. Although evidence of fills or underground facilities such as grease pits, septic tanks, vaults, basements, and utilities was not observed during the site reconnaissance, such features could be encountered during construction. If unexpected underground facilities are encountered, such features should be removed and the excavation thoroughly cleaned prior to backfill placement and/or construction. Any over-excavation that extends below the bottom of foundation elevation should extend laterally beyond all edges of the foundations at least 8 inches per foot of over-excavation depth below the foundation base elevation. The over-excavation should be backfilled to the foundation base elevation in accordance with the recommendations presented in this report. Depending upon depth of excavation and seasonal conditions, surface water infiltration and/or groundwater may be encountered in excavations on the site. It is anticipated that pumping from sumps may be utilized to control water within excavations. Well points may be required for significant groundwater flow, or where excavations penetrate groundwater to a significant depth. Groundwater seepage should be anticipated for excavations approaching the level of well-graded sand with gravel. The subgrade soil conditions should be evaluated during the excavation process and the stability of the soils determined at that time by the contractors’ Competent Person. Slope inclinations flatter than the OSHA maximum values may have to be used. The individual contractor(s) should be made responsible for designing and constructing stable, temporary excavations as required to maintain stability of both the excavation sides and bottom. All excavations should be sloped or shored in the interest of safety following local, and federal regulations, including current OSHA excavation and trench safety standards. As a safety measure, it is recommended that all vehicles and soil piles be kept a minimum lateral distance from the crest of the slope equal to the slope height. The exposed slope face should be protected against the elements Geotechnical Engineering Report Woodspring Suites Hotel ■ Fort Collins, Colorado March 18, 2019 ■ Terracon Project No. 20185153 Responsive ■ Resourceful ■ Reliable 7 Subgrade Preparation The top 10 inches of the exposed ground surface should be scarified, moisture conditioned, and recompacted to at least 95 percent of the maximum dry unit weight as determined by ASTM D698 before any new fill or foundation or pavement is placed. If pockets of soft, loose, or otherwise unsuitable materials are encountered at the bottom of the foundation excavations and it is inconvenient to lower the foundations, the proposed foundation elevations may be reestablished by over-excavating the unsuitable soils and backfilling with compacted engineered fill or lean concrete. After the bottom of the excavation has been compacted, engineered fill can be placed to bring the building pad and pavement subgrade to the desired grade. Engineered fill should be placed in accordance with the recommendations presented in subsequent sections of this report. The stability of the subgrade may be affected by precipitation, repetitive construction traffic or other factors. If unstable conditions develop, workability may be improved by scarifying and drying. Alternatively, over-excavation of wet zones and replacement with granular materials may be used, or crushed gravel and/or rock can be tracked or “crowded” into the unstable surface soil until a stable working surface is attained. Lightweight excavation equipment may also be used to reduce subgrade pumping. Fill Materials The on-site soils or approved granular and low plasticity cohesive imported materials may be used as fill material. The earthwork contractor should expect significant mechanical processing and moisture conditioning of the site soils and/or bedrock will be needed to achieve proper compaction Imported soils (if required) should meet the following material property requirements: Geotechnical Engineering Report Woodspring Suites Hotel ■ Fort Collins, Colorado March 18, 2019 ■ Terracon Project No. 20185153 Responsive ■ Resourceful ■ Reliable 8 Gradation Percent finer by weight (ASTM C136) 4” 100 3” 70-100 No. 4 Sieve 50-100 No. 200 Sieve 60 (max.) Soil Properties Values Liquid Limit 35 (max.) Plasticity Index 15 (max.) Other import fill materials types may be suitable for use on the site depending upon proposed application and location on the site and could be tested and approved for use on a case-by-case basis. Compaction Requirements Engineered fill should be placed and compacted in horizontal lifts, using equipment and procedures that will produce recommended moisture contents and densities throughout the lift. Item Description Fill lift thickness 9 inches or less in loose thickness when heavy, self- propelled compaction equipment is used 4 to 6 inches in loose thickness when hand-guided equipment (i.e. jumping jack or plate compactor) is used Minimum compaction requirements 95 percent of the maximum dry unit weight as determined by ASTM D698. Moisture content cohesive soil (clay) -1 to +3 % of the optimum moisture content Moisture content cohesionless soil (sand) -3 to +3 % of the optimum moisture content 1. We recommend engineered fill be tested for moisture content and compaction during placement. Should the results of the in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested as required until the specified moisture and compaction requirements are achieved. 2. Specifically, moisture levels should be maintained low enough to allow for satisfactory compaction to be achieved without the fill material pumping when proofrolled. 3. Moisture conditioned clay materials should not be allowed to dry out. A loss of moisture within these materials could result in an increase in the material’s expansive potential. Subsequent wetting of these materials could result in undesirable movement. Geotechnical Engineering Report Woodspring Suites Hotel ■ Fort Collins, Colorado March 18, 2019 ■ Terracon Project No. 20185153 Responsive ■ Resourceful ■ Reliable 9 Utility Trench Backfill All trench excavations should be made with sufficient working space to permit construction including backfill placement and compaction. All underground piping within or near the proposed structures should be designed with flexible couplings, so minor deviations in alignment do not result in breakage or distress. Utility knockouts in foundation walls should be oversized to accommodate differential movements. It is imperative that utility trenches be properly backfilled with relatively clean materials. If utility trenches are backfilled with relatively clean granular material, they should be capped with at least 18 inches of cohesive fill in non-pavement areas to reduce the infiltration and conveyance of surface water through the trench backfill. Utility trenches are a common source of water infiltration and migration. All utility trenches that penetrate beneath the buildings should be effectively sealed to restrict water intrusion and flow through the trenches that could migrate below the buildings. We recommend constructing an effective clay “trench plug” that extends at least 5 feet out from the face of the building exteriors. The plug material should consist of clay compacted at a water content at or above the soil’s optimum water content. The clay fill should be placed to completely surround the utility line and be compacted in accordance with recommendations in this report. It is strongly recommended that a representative of Terracon provide full-time observation and compaction testing of trench backfill within building and pavement areas. Grading and Drainage Grades must be adjusted to provide effective drainage away from the proposed building during construction and maintained throughout the life of the proposed project. Infiltration of water into foundation excavations must be prevented during construction. Landscape irrigation adjacent to foundations should be minimized or eliminated. Water permitted to pond near or adjacent to the perimeter of the structure (either during or post-construction) can result in significantly higher soil movements than those discussed in this report. As a result, any estimations of potential movement described in this report cannot be relied upon if positive drainage is not obtained and maintained, and water is allowed to infiltrate the fill and/or subgrade. Exposed ground (if any) should be sloped at a minimum of 10 percent grade for at least 5 feet beyond the perimeter of the proposed building, where possible. Locally, flatter grades may be necessary to transition ADA access requirements for flatwork. The use of swales, chases and/or area drains may be required to facilitate drainage in unpaved areas around the perimeter of the building. Backfill against foundations and exterior walls should be properly compacted and free of all construction debris to reduce the possibility of moisture infiltration. After construction of the Geotechnical Engineering Report Woodspring Suites Hotel ■ Fort Collins, Colorado March 18, 2019 ■ Terracon Project No. 20185153 Responsive ■ Resourceful ■ Reliable 10 proposed building and prior to project completion, we recommend verification of final grading be performed to document positive drainage, as described above, has been achieved. Flatwork and pavements will be subject to post-construction movement. Maximum grades practical should be used for paving and flatwork to prevent areas where water can pond. In addition, allowances in final grades should take into consideration post-construction movement of flatwork, particularly if such movement would be critical. Where paving or flatwork abuts the structure, care should be taken that joints are properly sealed and maintained to prevent the infiltration of surface water. Planters located adjacent to structure should preferably be self-contained. Sprinkler mains and spray heads should be located a minimum of 5 feet away from the building line(s). Low-volume, drip style landscaped irrigation should be used sparingly near the building. Roof drains should discharge on to pavements or be extended away from the structure a minimum of 10 feet through the use of splash blocks or downspout extensions. A preferred alternative is to have the roof drains discharge by solid pipe to storm sewers or to a detention pond or other appropriate outfall. Exterior Slab Design and Construction Exterior slabs on-grade, exterior architectural features, and utilities founded on, or in backfill or the site soils will likely experience some movement due to the volume change of the material. Potential movement could be reduced by: ◼ Minimizing moisture increases in the backfill; ◼ Controlling moisture-density during placement of the backfill; ◼ Using designs which allow vertical movement between the exterior features and adjoining structural elements; and ◼ Placing control joints on relatively close centers. Construction Observation and Testing The earthwork efforts should be monitored under the direction of Terracon. Monitoring should include documentation of adequate removal of vegetation and topsoil, proof-rolling and mitigation of areas delineated by the proof-roll to require mitigation. Each lift of compacted fill should be tested, evaluated, and reworked as necessary until approved by Terracon prior to placement of additional lifts. In areas of foundation excavations, the bearing subgrade and exposed conditions at the base of the recommended over-excavation should be evaluated under the direction of Terracon. In the event that unanticipated conditions are encountered, Terracon should prescribe mitigation options. Geotechnical Engineering Report Woodspring Suites Hotel ■ Fort Collins, Colorado March 18, 2019 ■ Terracon Project No. 20185153 Responsive ■ Resourceful ■ Reliable 11 In addition to the documentation of the essential parameters necessary for construction, the continuation of Terracon into the construction phase of the project provides the continuity to maintain the Terracon’s evaluation of subsurface conditions, including assessing variations and associated design changes. SHALLOW FOUNDATIONS If the site has been prepared in accordance with the requirements noted in Earthwork, the following design parameters are applicable for shallow foundations. Spread Footings - Design Recommendations Description Values Bearing material At least 1 foot of moisture conditioned, properly compacted, over-excavation backfill. Maximum net allowable bearing pressure 1 2,500 psf Minimum foundation dimensions Columns: 30 inches Continues: 18 inches Lateral earth pressure coefficients 2 Active, Ka = 0.36 Passive, Kp = 2.77 At-rest, Ko = 0.53 Sliding coefficients 2 µ = 0.42 Moist soil unit weight ɣ = 110 pcf Minimum embedment depth below finished grade 3 30 inches Estimated total movement 4 About 1 inch Estimated differential movement 4 About ½ to ¾ of total movement 1. The recommended maximum net allowable bearing pressure assumes any unsuitable fill or soft/loose soils, if encountered, will be over-excavated and replaced with properly compacted engineered fill. The design bearing pressure applies to a dead load plus design live load condition. The design bearing pressure may be increased by one-third when considering total loads that include wind or seismic conditions. 2. The lateral earth pressure coefficients and sliding coefficients are ultimate values and do not include a factor of safety. The foundation designer should include the appropriate factors of safety. 3. For frost protection and to reduce the effects of seasonal moisture variations in the subgrade soils. The minimum embedment depth is for perimeter footings beneath unheated areas and is relative to lowest adjacent finished grade, typically exterior grade. Interior column pads in heated areas should bear at least 12 inches below the adjacent grade (or top of the floor slab) for confinement of the bearing materials and to develop the recommended bearing pressure. 4. The estimated movements presented above are based on the assumption that the maximum footing size is 10 feet for column footings and 1.5 feet for continuous footings. Larger foundation footprints will likely require reduced net allowable soil bearing pressures to reduce risk for potential settlement. Geotechnical Engineering Report Woodspring Suites Hotel ■ Fort Collins, Colorado March 18, 2019 ■ Terracon Project No. 20185153 Responsive ■ Resourceful ■ Reliable 12 Footings should be proportioned to reduce differential foundation movement. As discussed, total movement resulting from the assumed structural loads is estimated to be on the order of about 1 inch. Additional foundation movements could occur if water from any source infiltrates the foundation soils; therefore, proper drainage should be provided in the final design and during construction and throughout the life of the structure. Failure to maintain the proper drainage as recommended in the Grading and Drainage section of the Earthwork section of this report will nullify the movement estimates provided above. Spread Footings - Construction Considerations To reduce the potential of “pumping” and softening of the foundation soils at the foundation bearing level and the requirement for corrective work, we suggest the foundation excavation for the hotel building be completed remotely with a track-hoe operating outside of the excavation limits. Spread footing construction should only be considered if the estimated foundation movement can be tolerated. Subgrade soils beneath footings should be moisture conditioned and compacted as described in the Earthwork section of this report. The moisture content and compaction of subgrade soils should be maintained until foundation construction. Footings and foundation walls should be reinforced as necessary to reduce the potential for distress caused by differential foundation movement. Unstable subgrade conditions are anticipated as excavations approach the groundwater surface. Unstable surfaces will need to be stabilized prior to backfilling excavations and/or constructing the building foundation, floor slab and/or project pavements. The use of angular rock, recycled concrete and/or gravel pushed or “crowded” into the yielding subgrade is considered suitable means of stabilizing the subgrade. The use of geogrid materials in conjunction with gravel could also be considered and could be more cost effective. Unstable subgrade conditions should be observed by Terracon to assess the subgrade and provide suitable alternatives for stabilization. Stabilized areas should be proof-rolled prior to continuing construction to assess the stability of the subgrade. Foundation excavations should be observed by Terracon. If the soil conditions encountered differ significantly from those presented in this report, supplemental recommendations will be required. SEISMIC CONSIDERATIONS The seismic design requirements for buildings and other structures are based on Seismic Design Category. Site Classification is required to determine the Seismic Design Category for a structure. Geotechnical Engineering Report Woodspring Suites Hotel ■ Fort Collins, Colorado March 18, 2019 ■ Terracon Project No. 20185153 Responsive ■ Resourceful ■ Reliable 13 The Site Classification is based on the upper 100 feet of the site profile defined by a weighted average value of either shear wave velocity, standard penetration resistance, or undrained shear strength in accordance with Section 20.4 of ASCE 7 and the International Building Code (IBC). Based on the soil properties encountered at the site and as described on the exploration logs and results, it is our professional opinion that the Seismic Site Classification is D. Subsurface explorations at this site were extended to a maximum depth of 30½ feet. The site properties below the boring depth to 100 feet were estimated based on our experience and knowledge of geologic conditions of the general area. Additional deeper borings or geophysical testing may be performed to confirm the conditions below the current boring depth. FLOOR SLABS A slab-on-grade may be utilized for the interior floor system for the proposed hotel building provided the native clay soils are over-excavated to a depth of at least 1 feet, moisture conditioned, and compacted on-site soils. If the estimated movement cannot be tolerated, a structurally-supported floor system, supported independent of the subgrade materials, is recommended. Subgrade soils at the base of the recommended over-excavating and beneath exterior slabs should be scarified to a depth of at least 10 inches, moisture conditioned and compacted. The moisture content and compaction of subgrade soils should be maintained until slab construction. Floor System - Design Recommendations Even when bearing on properly prepared soils, movement of the slab-on-grade floor system is possible should the subgrade soils undergo an increase in moisture content. We estimate movement of about 1 inch is possible. If the owner cannot accept the risk of slab movement, a structural floor should be used. If conventional slab-on-grade is utilized, the subgrade soils should be over-excavated and prepared as presented in the Earthwork section of this report. For structural design of concrete slabs-on-grade subjected to point loadings, a modulus of subgrade reaction of 75 pounds per cubic inch (pci) may be used for floors supported on re- compacted existing soils at the site. A modulus of 200 pci may be used for floors supported on at least 1 foot of non-expansive, imported granular fill. Additional floor slab design and construction recommendations are as follows: ◼ Positive separations and/or isolation joints should be provided between slabs and all foundations, columns, or utility lines to allow independent movement. Geotechnical Engineering Report Woodspring Suites Hotel ■ Fort Collins, Colorado March 18, 2019 ■ Terracon Project No. 20185153 Responsive ■ Resourceful ■ Reliable 14 ◼ Control joints should be saw-cut in slabs in accordance with ACI Design Manual, Section 302.1R-37 8.3.12 (tooled control joints are not recommended) to control the location and extent of cracking. ◼ Interior utility trench backfill placed beneath slabs should be compacted in accordance with the recommendations presented in the Earthwork section of this report. ◼ Floor slabs should not be constructed on frozen subgrade. ◼ The use of a vapor retarder should be considered beneath concrete slabs that will be covered with wood, tile, carpet or other moisture sensitive or impervious floor coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer and slab contractor should refer to ACI 302 for procedures and cautions regarding the use and placement of a vapor retarder. ◼ Other design and construction considerations, as outlined in the ACI Design Manual, Section 302.1R are recommended. Floor Systems - Construction Considerations Movements of slabs-on-grade using the recommendations discussed in previous sections of this report will likely be reduced and tend to be more uniform. The estimates discussed above assume that the other recommendations in this report are followed. Additional movement could occur should the subsurface soils become wetted to significant depths, which could result in potential excessive movement causing uneven floor slabs and severe cracking. This could be due to over watering of landscaping, poor drainage, improperly functioning drain systems, and/or broken utility lines. Therefore, it is imperative that the recommendations presented in this report be followed. PAVEMENTS Pavements – Subgrade Preparation On most project sites, the site grading is accomplished relatively early in the construction phase. Fills are typically placed and compacted in a uniform manner. However as construction proceeds, the subgrade may be disturbed due to utility excavations, construction traffic, desiccation, or rainfall/snow melt. As a result, the pavement subgrade may not be suitable for pavement construction and corrective action will be required. The subgrade should be carefully evaluated at the time of pavement construction for signs of disturbance or instability. We recommend the pavement subgrade be thoroughly proofrolled with a loaded tandem-axle dump truck prior to final grading and paving. All pavement areas should be moisture conditioned and properly compacted to the recommendations in this report immediately prior to paving. Geotechnical Engineering Report Woodspring Suites Hotel ■ Fort Collins, Colorado March 18, 2019 ■ Terracon Project No. 20185153 Responsive ■ Resourceful ■ Reliable 15 Pavements – Design Recommendations Design of new privately-maintained pavements for the project has been based on the procedures described by the National Asphalt Pavement Associations (NAPA) and the American Concrete Institute (ACI). We assumed the following design parameters for NAPA flexible pavement thickness design: ◼ Automobile Parking Areas • Class I - Parking stalls and parking lots for cars and pick-up trucks, with Equivalent Single Axle Load (ESAL) up to 7,000 over 20 years ◼ Main Traffic Corridors • Class II – Parking lots with a maximum of 10 trucks per day with Equivalent Single Axle Load (ESAL) up to 27,000 over 20 years (Including trash trucks) ◼ Subgrade Soil Characteristics • USCS Classification – CL, classified by NAPA as poor We assumed the following design parameters for ACI rigid pavement thickness design based upon the average daily truck traffic (ADTT): ◼ Automobile Parking Areas • ACI Category A: Automobile parking with an ADTT of 1 over 20 years ◼ Main Traffic Corridors • ACI Category A: Automobile parking area and service lanes with an ADTT of up to 10 over 20 years ◼ Subgrade Soil Characteristics • USCS Classification – CL ◼ Concrete modulus of rupture value of 600 psi We should be contacted to confirm and/or modify the recommendations contained herein if actual traffic volumes differ from the assumed values shown above. Recommended alternatives for flexible and rigid pavements are summarized for each traffic area as follows: Geotechnical Engineering Report Woodspring Suites Hotel ■ Fort Collins, Colorado March 18, 2019 ■ Terracon Project No. 20185153 Responsive ■ Resourceful ■ Reliable 16 Traffic Area Alternative Recommended Pavement Thicknesses (Inches) Asphaltic Concrete Surface Aggregate Base Course Portland Cement Concrete Total Automobile Parking (NAPA Class I and ACI Category A) A 3½ 6 - 9½ B - - 5 5 Service Lanes (NAPA Class II and ACI Category A) A 6 6 - 12 B - - 6 6 Aggregate base course (if used on the site) should consist of a blend of sand and gravel which meets strict specifications for quality and gradation. Use of materials meeting Colorado Department of Transportation (CDOT) Class 5 or 6 specifications is recommended for aggregate base course. Aggregate base course should be placed in lifts not exceeding 6 inches and compacted to a minimum of 95 percent of the maximum dry unit weight as determined by ASTM D698. Asphaltic concrete should be composed of a mixture of aggregate, filler and additives (if required) and approved bituminous material. The asphalt concrete should conform to approved mix designs stating the Superpave properties, optimum asphalt content, job mix formula and recommended mixing and placing temperatures. Aggregate used in asphalt concrete should meet particular gradations. Material meeting CDOT Grading S or SX specifications or equivalent is recommended for asphalt concrete. Mix designs should be submitted prior to construction to verify their adequacy. Asphalt material should be placed in maximum 3-inch lifts and compacted within a range of 92 to 96 percent of the theoretical maximum (Rice) density (ASTM D2041). Where rigid pavements are used, the concrete should be produced from an approved mix design with the following minimum properties: Properties Value Compressive strength 4,000 psi Cement type Type I or II portland cement Entrained air content (%) 5 to 8 Concrete aggregate ASTM C33 and CDOT section 703 Concrete should be deposited by truck mixers or agitators and placed a maximum of 90 minutes from the time the water is added to the mix. Longitudinal and transverse joints should be provided as needed in concrete pavements for expansion/contraction and isolation per ACI 325. The location and extent of joints should be based upon the final pavement geometry. Geotechnical Engineering Report Woodspring Suites Hotel ■ Fort Collins, Colorado March 18, 2019 ■ Terracon Project No. 20185153 Responsive ■ Resourceful ■ Reliable 17 For areas subject to concentrated and repetitive loading conditions (if any) such as dumpster pads, truck delivery docks and ingress/egress aprons, we recommend using a portland cement concrete pavement with a thickness of at least 6 inches underlain by at least 4 inches of granular base. Prior to placement of the granular base, the areas should be thoroughly proofrolled. For dumpster pads, the concrete pavement area should be large enough to support the container and tipping axle of the refuse truck. Pavement performance is affected by its surroundings. In addition to providing preventive maintenance, the civil engineer should consider the following recommendations in the design and layout of pavements: ■ Site grades should slope a minimum of 2 percent away from the pavements; ■ The subgrade and the pavement surface have a minimum 2 percent slope to promote proper surface drainage; ■ Consider appropriate edge drainage and pavement under drain systems; ■ Install pavement drainage surrounding areas anticipated for frequent wetting; ■ Install joint sealant and seal cracks immediately; ■ Seal all landscaped areas in, or adjacent to pavements to reduce moisture migration to subgrade soils; and ■ Placing compacted, low permeability backfill against the exterior side of curb and gutter. Pavements – Construction Considerations Openings in pavement, such as landscape islands, are sources for water infiltration into surrounding pavements. Water collects in the islands and migrates into the surrounding subgrade soils thereby degrading support of the pavement. This is especially applicable for islands with raised concrete curbs, irrigated foliage, and low permeability near-surface soils. The civil design for the pavements with these conditions should include features to restrict or to collect and discharge excess water from the islands. Examples of features are edge drains connected to the storm water collection system or other suitable outlet and impermeable barriers preventing lateral migration of water such as a cutoff wall installed to a depth below the pavement structure. Pavements – Maintenance Preventative maintenance should be planned and provided for an ongoing pavement management program in order to enhance future pavement performance. Preventive maintenance consists of both localized maintenance (e.g. crack and joint sealing and patching) and global maintenance (e.g. surface sealing). Preventative maintenance is usually the first priority when implementing a planned pavement maintenance program and provides the highest return on investment for pavements. Geotechnical Engineering Report Woodspring Suites Hotel ■ Fort Collins, Colorado March 18, 2019 ■ Terracon Project No. 20185153 Responsive ■ Resourceful ■ Reliable 18 CORROSIVITY Results of water-soluble sulfate testing indicate Exposure Class S0 according to ACI 318. ASTM Type I portland cement should be specified for all project concrete on and below grade. Foundation concrete should be designed for low sulfate exposure in accordance with the provisions of the ACI Design Manual, Section 318, Chapter 4. GENERAL COMMENTS Our analysis and opinions are based upon our understanding of the project, the geotechnical conditions in the area, and the data obtained from our site exploration. Natural variations will occur between exploration point locations or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. Terracon should be retained as the Geotechnical Engineer, where noted in this report, to provide observation and testing services during pertinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations. Our Scope of Services does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. Our services and any correspondence or collaboration through this system are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices with no third-party beneficiaries intended. Any third-party access to services or correspondence is solely for information purposes to support the services provided by Terracon to our client. Reliance upon the services and any work product is limited to our client, and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made. Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly impact excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for specific purposes to obtain the specific level of detail necessary for costing. Site safety, and cost estimating including, excavation support, and dewatering requirements/design are the responsibility of others. If changes in the nature, design, or location Geotechnical Engineering Report Woodspring Suites Hotel ■ Fort Collins, Colorado March 18, 2019 ■ Terracon Project No. 20185153 Responsive ■ Resourceful ■ Reliable 19 of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing. Responsive ■ Resourceful ■ Reliable FIGURES Contents: GeoModel 4,890 4,895 4,900 4,905 4,910 4,915 4,920 4,925 4,930 This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions. ELEVATION (MSL) (feet) 3/18/2019 Terracon Project No. 20185153 Woodspring Suites Hotel Fort Collins, CO First Water Observation Second Water Observation Third Water Observation Vegeative layer, about 4 inches thick Lean clay with varying amounts of sand, medium stiff to very stiff Silty sand with varying amounts of gravel, medium dense to dense LEGEND Vegetative Layer Lean Clay with Sand Silty Sand with Gravel Silty Sand Sandy Lean Clay Lean Clay Layering shown on this figure has been developed by the geotechnical engineer for purposes of modeling the subsurface conditions as required for the subsequent geotechnical engineering for this project. Numbers adjacent to soil column indicate depth below ground surface. NOTES: GEOMODEL Groundwater levels are temporal. The levels shown are representative of the date and time of our exploration. Significant changes are possible over time. Water levels shown are as measured during and/or after drilling. In some cases, boring advancement methods mask the presence/absence of groundwater. See individual logs for details. Model Layer Layer Name General Description 1 2 3 Vegetative Layer Lean Clay Silty Sand 1 2 10.5 3 0.3 10 10.5 B1 1 2 3 9.10 5 0.3 Responsive ■ Resourceful ■ Reliable ATTACHMENTS Geotechnical Engineering Report Woodspring Suites Hotel ■ Fort Collins, Colorado March 18, 2019 ■ Terracon Project No. 20185153 Responsive ■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 1 of 2 EXPLORATION AND TESTING PROCEDURES Field Exploration The field exploration program consisted of the following: Number of Borings Planned Boring Depth (feet) Planned Location 1 30 or auger refusal Planned building area 2 25 or auger refusal Planned building area 2 10 or auger refusal Planned parking/driveway area Boring Layout and Elevations: We used handheld GPS equipment to locate borings with an estimated horizontal accuracy of +/-20 feet. Field measurements from existing site features were also utilized. A ground surface elevation at each boring location was obtained by Terracon using an engineer’s level, referencing an on-site temporary benchmark with an elevation of 4,927 feet provided by Google Earth, which should be verified. Subsurface Exploration Procedures: We advanced soil borings with a truck-mounted drill rig using continuous-flight, solid-stem augers. Three samples were obtained in the upper 10 feet of each boring and at intervals of 5 feet thereafter. Soil sampling will be performed using modified California barrel and/or standard split-barrel sampling procedures. For the standard split-barrel sampling procedure, a standard 2-inch outer diameter split-barrel sampling spoon is driven into the ground by a 140-pound automatic hammer falling a distance of 30 inches. The number of blows required to advance the sampling spoon the last 12 inches of a normal 18-inch penetration is recorded as the Standard Penetration Test (SPT) resistance value. The SPT resistance values, also referred to as N-values, are indicated on the boring logs at the test depths. For the modified California barrel sampling procedure, a 2½-inch outer diameter split-barrel sampling spoon is used for sampling. Modified California barrel sampling procedures are similar to standard split- barrel sampling procedures; however, blow counts are typically recorded for 6-inch intervals for a total of 12 inches of penetration. The samples were placed in appropriate containers, taken to our soil laboratory for testing, and classified by a geotechnical engineer. In addition, we observed and recorded groundwater levels during drilling observations and several days after drilling. Our exploration team prepared field boring logs as part of standard drilling operations including sampling depths, penetration distances, and other relevant sampling information. Field logs included visual classifications of materials encountered during drilling, and our interpretation of subsurface conditions between samples. Final boring logs, prepared from field logs, represent Geotechnical Engineering Report Woodspring Suites Hotel ■ Fort Collins, Colorado March 18, 2019 ■ Terracon Project No. 20185153 Responsive ■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 2 of 2 the geotechnical engineer's interpretation, and include modifications based on observations and laboratory test results. Property Disturbance: We backfilled borings with auger cuttings after completion. Our services did not include repair of the site beyond backfilling our boreholes. Excess auger cuttings were dispersed in the general vicinity of the boreholes. Because backfill material often settles below the surface after a period, we recommend checking boreholes periodically and backfilling, if necessary. We can provide this service for additional fees, at your request. Laboratory Testing The project engineer reviewed field data and assigned various laboratory tests to better understand the engineering properties of various soil strata. Laboratory testing was conducted in general accordance with applicable or other locally recognized standards. Testing was performed under the direction of a geotechnical engineer and included the following: ■ Visual classification ■ Moisture content ■ Dry density ■ Atterberg limits ■ Grain-size analysis ■ One-dimensional swell ■ Water-soluble sulfates ■ Unconfined compressive strength Our laboratory testing program includes examination of soil samples by an engineer. Based on the material’s texture and plasticity, we described and classified soil samples in accordance with the Unified Soil Classification System (USCS). Soil and bedrock samples obtained during our field work will be disposed of after laboratory testing is complete unless a specific request is made to temporarily store the samples for a longer period of time. Responsive ■ Resourceful ■ Reliable SITE LOCATION AND EXPLORATION PLANS Contents: Site Location Plan Exploration Plan Note: All attachments are one page unless noted above. SITE LOCATION Woodspring Suites Hotel ■ Fort Collins, Colorado March 18, 2019 ■ Terracon Project No. 20185153 SITE LOCA TION DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS EXPLORATION PLAN Woodspring Suites Hotel ■ Fort Collins, Colorado March 18, 2019 ■ Terracon Project No. 20185153 EXPLORATION P LAN DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS EXPLORATION RESULTS Contents: Boring Logs (B-1 through B-5) Atterberg Limits Grain Size Distribution (2 pages) Consolidation/Swell (4 pages) Unconfined Compressive Strength Corrosivity Note: All attachments are one page unless noted above. 4-6 4-5 3-22-20 N=42 +0.5/150 11 74 10 7 86 82 32-13-19 VEGETATIVE LAYER, about 4 inches thick LEAN CLAY WITH SAND (CL), brown, medium stiff SILTY SAND WITH GRAVEL, brown, dense Boring Terminated at 10.5 Feet 0.3 10.0 10.5 4924+/- 4914+/- 4913.5+/- Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20185153 WOODSPRING SUITES.GPJ MODELLAYER.GPJ 3/18/19 WATER LEVEL OBSERVATIONS DEPTH (Ft.) 5 10 FIELD TEST RESULTS SWELL/CONSOL UNCONFINED COMPRESSIVE STRENGTH (psf) PERCENT FINES WATER CONTENT (%) DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI LOCATION Latitude: 40.5783° Longitude: -105.0002° See Exploration Plan GRAPHIC LOG MODEL LAYER DEPTH ELEVATION (Ft.) Approximate Surface Elev.: 4924.2 (Ft.) +/- Page 1 of 1 Advancement Method: 4-inch soild stem Abandonment Method: Boring backfilled with soil cuttings upon completion. 1901 Sharp Point Dr, Ste C Fort Collins, CO Notes: Project No.: 20185153 Drill Rig: CME 75 BORING LOG NO. B1 6-6-6 N=12 9-13 13-14-15 N=29 4-7-11 N=18 7-13-17 N=30 1150 79 17 20 18 9 13 9 93 35-13-22 NP VEGETATIVE LAYER, about 4 inches thick LEAN CLAY WITH SAND (CL), brown, stiff to very stiff SILTY SAND WITH GRAVEL (SM), brown, medium dense to dense trace clay Boring Terminated at 20.5 Feet 0.3 9.0 20.5 4923.5+/- 4914.5+/- 4903+/- Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20185153 WOODSPRING SUITES.GPJ MODELLAYER.GPJ 3/18/19 WATER LEVEL OBSERVATIONS DEPTH (Ft.) 5 10 15 20 FIELD TEST RESULTS SWELL/CONSOL UNCONFINED COMPRESSIVE STRENGTH (psf) PERCENT FINES WATER CONTENT (%) DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI LOCATION Latitude: 40.5786° Longitude: -105.0003° See Exploration Plan GRAPHIC LOG MODEL LAYER DEPTH ELEVATION (Ft.) 4-6-9 N=15 6-11 15-17-18 N=35 2-5-6 N=11 4-5 4-5-8 N=13 5-10-13 N=23 -2.0/500 84 24 4 16 8 12 18 15 89 40-19-21 NP VEGETATIVE LAYER, about 4 inches thick LEAN CLAY WITH SAND (CL), brown, stiff SILTY SAND WITH GRAVEL, brown, dense LEAN CLAY WITH SAND, brown, medium stiff to stiff SILTY SAND (SM), trace clay, brown, medium dense Boring Terminated at 30.5 Feet 0.3 10.0 15.5 19.0 30.5 4924+/- 4914+/- 4908.5+/- 4905+/- 4893.5+/- Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20185153 WOODSPRING SUITES.GPJ MODELLAYER.GPJ 3/18/19 WATER LEVEL OBSERVATIONS DEPTH (Ft.) 5 10 15 20 25 30 FIELD TEST RESULTS SWELL/CONSOL UNCONFINED COMPRESSIVE STRENGTH (psf) PERCENT FINES WATER CONTENT (%) 6-11 6-11-16 N=27 8-19 7-14-14 N=28 5-5-8 N=13 -0.8/500 10 65 14 8 10 16 94 113 35-12-23 VEGETATIVE LAYER, about 4 inches thick SANDY LEAN CLAY (CL), brown, stiff LEAN CLAY, trace gravel, brown, very stiff SILTY SAND WITH GRAVEL, brown, medium dense trace clay Boring Terminated at 20.5 Feet 0.3 4.0 9.0 20.5 4924+/- 4920.5+/- 4915.5+/- 4904+/- Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20185153 WOODSPRING SUITES.GPJ MODELLAYER.GPJ 3/18/19 WATER LEVEL OBSERVATIONS DEPTH (Ft.) 5 10 15 20 FIELD TEST RESULTS SWELL/CONSOL UNCONFINED COMPRESSIVE STRENGTH (psf) PERCENT FINES WATER CONTENT (%) DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI LOCATION Latitude: 40.5789° Longitude: -104.9997° See Exploration Plan GRAPHIC LOG MODEL LAYER DEPTH ELEVATION (Ft.) 6-8 9-11 11-14-14 N=28 +2.6/150 16 13 10 82 107 VEGETATIVE LAYER, about 4 inches thick LEAN CLAY, brown, stiff to very stiff SILTY SAND WITH GRAVEL, brown, medium dense Boring Terminated at 10.5 Feet 0.3 9.0 10.5 4923.5+/- 4914.5+/- 4913+/- Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20185153 WOODSPRING SUITES.GPJ MODELLAYER.GPJ 3/18/19 WATER LEVEL OBSERVATIONS DEPTH (Ft.) 5 10 FIELD TEST RESULTS SWELL/CONSOL UNCONFINED COMPRESSIVE STRENGTH (psf) PERCENT FINES WATER CONTENT (%) DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI LOCATION Latitude: 40.579° Longitude: -105.0001° See Exploration Plan GRAPHIC LOG MODEL LAYER DEPTH ELEVATION (Ft.) Approximate Surface Elev.: 4923.6 (Ft.) +/- Page 1 of 1 Advancement Method: 4-inch soild stem Abandonment Method: Boring backfilled with soil cuttings upon completion. 1901 Sharp Point Dr, Ste C Fort Collins, CO Notes: Project No.: 20185153 Drill Rig: CME 75 BORING LOG NO. B5 CLIENT: Tallgrass Hospitality LLC 0 10 20 30 40 50 60 0 20 40 60 80 100 CL or OL CH or OH ML or OL MH or OH "U" Line "A" Line ATTERBERG LIMITS RESULTS ASTM D4318 P L A S T I C I T Y I N D E X LIQUID LIMIT PROJECT NUMBER: 20185153 SITE: 847 SE Frontage Road Fort Collins, CO PROJECT: Woodspring Suites Hotel CLIENT: Tallgrass Hospitality LLC Wichita, KS 1901 Sharp Point Dr, Ste C Fort Collins, CO LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS 20185153 WOODSPRING SUITES.GPJ TERRACON_DATATEMPLATE.GDT 3/14/19 32 35 NP 40 NP 35 13 13 NP 19 NP 12 19 22 NP 21 NP 23 CL CL 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS 3/4 1/2 3/8 30 3 40 60 U.HYDROMETERS. SIEVE OPENING IN INCHES 16 20 100 90 80 70 60 50 40 30 20 10 0 U.S. SIEVE NUMBERS 4 4 6 100 3 2 10 14 50 6 200 1.5 1 8 140 PERCENT FINER BY WEIGHT PERCENT COARSER BY WEIGHT GRAIN SIZE DISTRIBUTION ASTM D422 / ASTM C136 PROJECT NUMBER: 20185153 SITE: 847 SE Frontage Road Fort Collins, CO PROJECT: Woodspring Suites Hotel CLIENT: Tallgrass Hospitality LLC Wichita, KS 1901 Sharp Point Dr, Ste C Fort Collins, CO LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS 1 20185153 WOODSPRING SUITES.GPJ TERRACON_DATATEMPLATE.GDT 3/14/19 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS 3/4 1/2 3/8 30 3 40 60 U.HYDROMETERS. SIEVE OPENING IN INCHES 16 20 100 90 80 70 60 50 40 30 20 10 0 U.S. SIEVE NUMBERS 4 4 6 100 3 2 10 14 50 6 200 1.5 1 8 140 PERCENT FINER BY WEIGHT PERCENT COARSER BY WEIGHT GRAIN SIZE DISTRIBUTION ASTM D422 / ASTM C136 PROJECT NUMBER: 20185153 SITE: 847 SE Frontage Road Fort Collins, CO PROJECT: Woodspring Suites Hotel CLIENT: Tallgrass Hospitality LLC Wichita, KS 1901 Sharp Point Dr, Ste C Fort Collins, CO LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS 1 20185153 WOODSPRING SUITES.GPJ TERRACON_DATATEMPLATE.GDT 3/14/19 -10 -8 -6 -4 -2 0 2 4 100 1,000 10,000 AXIAL STRAIN, % PRESSURE, psf SWELL CONSOLIDATION TEST ASTM D4546 NOTES: Sample exhibited 0.5 percent swell upon wetting under an applied pressure of 150 psf. PROJECT NUMBER: 20185153 SITE: 847 SE Frontage Road Fort Collins, CO PROJECT: Woodspring Suites Hotel CLIENT: Tallgrass Hospitality LLC Wichita, KS 1901 Sharp Point Dr, Ste C Fort Collins, CO LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20185153 WOODSPRING SUITES.GPJ TERRACON_DATATEMPLATE.GDT 3/18/19 B1 2 - 3 ft LEAN CLAY with SAND(CL) 86 11 Specimen Identification Classification , pcf WC, % -10 -8 -6 -4 -2 0 2 4 100 1,000 10,000 AXIAL STRAIN, % PRESSURE, psf SWELL CONSOLIDATION TEST ASTM D4546 NOTES: Sample exhibited 2.0 perecent compression upon wetting under an applied pressure of 500 psf. PROJECT NUMBER: 20185153 SITE: 847 SE Frontage Road Fort Collins, CO PROJECT: Woodspring Suites Hotel CLIENT: Tallgrass Hospitality LLC Wichita, KS 1901 Sharp Point Dr, Ste C Fort Collins, CO LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20185153 WOODSPRING SUITES.GPJ TERRACON_DATATEMPLATE.GDT 3/18/19 B3 4 - 5 ft LEAN CLAY with SAND(CL) 89 16 Specimen Identification Classification , pcf WC, % -10 -8 -6 -4 -2 0 2 4 100 1,000 10,000 AXIAL STRAIN, % PRESSURE, psf SWELL CONSOLIDATION TEST ASTM D4546 NOTES: Sample exhibited 0.8 percent compression upon wetting under an applied pressure of 500 psf. PROJECT NUMBER: 20185153 SITE: 847 SE Frontage Road Fort Collins, CO PROJECT: Woodspring Suites Hotel CLIENT: Tallgrass Hospitality LLC Wichita, KS 1901 Sharp Point Dr, Ste C Fort Collins, CO LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20185153 WOODSPRING SUITES.GPJ TERRACON_DATATEMPLATE.GDT 3/18/19 B4 2 - 3 ft SANDY LEAN CLAY(CL) 94 10 Specimen Identification Classification , pcf WC, % -10 -8 -6 -4 -2 0 2 4 100 1,000 10,000 AXIAL STRAIN, % PRESSURE, psf SWELL CONSOLIDATION TEST ASTM D4546 NOTES: Sample exhibited 2.6 percent swell upon wetting under an applied pressure of 150 psf. PROJECT NUMBER: 20185153 SITE: 847 SE Frontage Road Fort Collins, CO PROJECT: Woodspring Suites Hotel CLIENT: Tallgrass Hospitality LLC Wichita, KS 1901 Sharp Point Dr, Ste C Fort Collins, CO LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20185153 WOODSPRING SUITES.GPJ TERRACON_DATATEMPLATE.GDT 3/18/19 B5 2 - 3 ft LEAN CLAY 82 16 Specimen Identification Classification , pcf WC, % 0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 0 1.0 2.0 3.0 4.0 5.0 6.0 COMPRESSIVE STRESS - psf AXIAL STRAIN - % ASTM D2166 UNCONFINED COMPRESSION TEST PROJECT NUMBER: 20185153 SITE: 847 SE Frontage Road Fort Collins, CO PROJECT: Woodspring Suites Hotel CLIENT: Tallgrass Hospitality LLC Wichita, KS 1901 Sharp Point Dr, Ste C Fort Collins, CO LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. UNCONFINED 20185153 WOODSPRING SUITES.GPJ TERRACON_DATATEMPLATE.GDT 3/14/19 Calculated Saturation: % Height: in. Diameter: in. Failure Mode: (dashed) Remarks: 79 LL PL PI Percent < #200 Sieve 577 18 DESCRIPTION: LEAN CLAY with SAND(CL) SAMPLEfeet TYPE: CARS SAMPLE LOCATION: B2 @ 4 - 5 93 Strain Rate: in/min Failure Strain: % SPECIMEN FAILURE MODE Dry Density: pcf Moisture Content: % 2.57 Height / Diameter Ratio: 2.17 Calculated Void Ratio: Undrained Shear Strength: (psf) Unconfined Compressive Strength (psf) 35 13 22 Assumed Specific Gravity: 1154 4.18 1.93 SPECIMEN TEST DATA Project Number: Service Date: Report Date: Task: Client Date Received: B-1 B-3 4.0 2.0 207 421 Analyzed By: CHEMICAL LABORATORY TEST REPORT Trisha Campo Water Soluble Sulfate (SO4), ASTM C 1580 (mg/kg) Tallgrass Hospitality LLC Woodspring Suites Hotel 03/15/19 750 Pilot Road, Suite F Las Vegas, Nevada 89119 (702) 597-9393 Project Lab No.: 19-0262 Sample Number Sample Location Sample Depth (ft.) The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. 20185153 Sample Submitted By: Terracon (20) 3/11/2019 Results of Corrosion Analysis Chemist 03/12/19 SUPPORTING INFORMATION Contents: General Notes Unified Soil Classification System Note: All attachments are one page unless noted above. Woodspring Suites Hotel Fort Collins, CO March 18, 2019 Terracon Project No. 20185153 less than 500 1,000 to 2,000 > 8,000 Unconfined Compressive Strength Qu, (psf) 500 to 1,000 2,000 to 4,000 4,000 to 8,000 Modified California Ring Sampler Standard Penetration Test Trace PLASTICITY DESCRIPTION Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated. Groundwater level variations will occur over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations. DESCRIPTION OF SYMBOLS AND ABBREVIATIONS GENERAL NOTES > 30 11 - 30 Low 1 - 10 Non-plastic Plasticity Index #4 to #200 sieve (4.75mm to 0.075mm Boulders Cobbles 12 in. to 3 in. (300mm to 75mm) Gravel 3 in. to #4 sieve (75mm to 4.75 mm) Sand Silt or Clay Passing #200 sieve (0.075mm) Particle Size Water Level After a Specified Period of Time Water Level After a Specified Period of Time Water Initially Encountered Soil classification is based on the Unified Soil 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. GRAIN SIZE TERMINOLOGY RELATIVEFINES PROPORTIONS OF SAND AND GRAVEL RELATIVE PROPORTIONS OF DESCRIPTIVE SOIL CLASSIFICATION LOCATION AND ELEVATION NOTES SAMPLING WATER LEVEL FIELD TESTS N (HP) (T) UNIFIED SOIL CLASSIFICATION SYSTEM UNIFIED SOIL CLASSI FICATI ON SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification Group Symbol Group Name B Coarse-Grained Soils: More than 50% retained on No. 200 sieve Gravels: More than 50% of coarse fraction retained on No. 4 sieve Clean Gravels: Less than 5% fines C Cu  4 and 1  Cc  3 E GW Well-graded gravel F Cu  4 and/or [Cc<1 or Cc>3.0] E GP Poorly graded gravel F Gravels with Fines: More than 12% fines C Fines classify as ML or MH GM Silty gravel F, G, H Fines classify as CL or CH GC Clayey gravel F, G, H Sands: 50% or more of coarse fraction passes No. 4 sieve Clean Sands: Less than 5% fines D Cu  6 and 1  Cc  3 E SW Well-graded sand I Cu  6 and/or [Cc<1 or Cc>3.0] E SP Poorly graded sand I Sands with Fines: More than 12% fines D Fines classify as ML or MH SM Silty sand G, H, I Fines classify as CL or CH SC Clayey sand G, H, I Fine-Grained Soils: 50% or more passes the No. 200 sieve Silts and Clays: Liquid limit less than 50 Inorganic: PI  7 and plots on or above “A” line J CL Lean clay K, L, M PI  4 or plots below “A” line J ML Silt K, L, M Organic: Liquid limit - oven dried  0.75 OL Organic clay K, L, M, N Liquid limit - not dried Organic silt K, L, M, O Silts and Clays: Liquid limit 50 or more Inorganic: PI plots on or above “A” line CH Fat clay K, L, M PI plots below “A” line MH Elastic Silt K, L, M Organic: UNIFIED SOIL CLASSIFICATION SYSTEM Liquid limit - oven dried  0.75 OH Organic clay K, L, M, P Liquid limit - not dried Organic silt K, 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-inch (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 = 10 60 2 30 D x D (D ) 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. H If 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. (DCP) UC (PID) (OVA) Standard Penetration Test Resistance (Blows/Ft.) Hand Penetrometer Torvane Dynamic Cone Penetrometer Unconfined Compressive Strength Photo-Ionization Detector Organic Vapor Analyzer Medium Over 12 in. (300 mm) 0 >12 5-12 <5 Percent of Dry Weight Major Component of Sample Term Modifier With Trace Descriptive Term(s) of other constituents Modifier >30 <15 Percent of Dry Weight Descriptive Term(s) of other constituents With 15-29 High Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area. Descriptive Term (Consistency) 0 - 6 CONSISTENCY OF FINE-GRAINED SOILS Hard Very Loose Loose Medium Dense Dense Very Dense Descriptive Term (Density) Standard Penetration or N-Value Blows/Ft. 0 - 3 4 - 9 7 - 18 10 - 29 19 - 58 30 - 50 59 - 98 > 50 > 99 Very Stiff Standard Penetration or N-Value Blows/Ft. Ring Sampler Blows/Ft. Ring Sampler Blows/Ft. 5 - 9 Stiff Medium Stiff Soft Very Soft (50% or more passing the No. 200 sieve.) Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance STRENGTH TERMS RELATIVE DENSITY OF COARSE-GRAINED SOILS (More than 50% retained on No. 200 sieve.) Density determined by Standard Penetration Resistance 2 - 4 4 - 8 8 - 15 15 - 30 > 30 0 - 1 3 - 4 < 3 10 - 18 19 - 42 > 42 coarsemediumfine fine coarse LEAN CLAY with SAND (CL) SILTY SAND (SM) D10 SANDY LEAN CLAY (CL) % Finer COEFFICIENTS REMARKS CU CC Sieve #4 #10 #20 #40 #60 #100 #200 99.96 99.71 99.54 98.91 97.64 91.25 64.7 98.77 90.29 81.84 75.3 63.9 47.12 37.24 24.32 3/8" #4 #10 #20 #40 #60 #100 #200 99.57 98.92 98.6 97.01 95.03 92.15 84.2 D60 D30 GRAVEL SAND SILT OR CLAY COBBLES 0.102 GRAIN SIZE 0.376 B3 B3 B4 CL SM CL 84.2 24.3 64.7 15.4 66.0 35.3 8.5 SOIL DESCRIPTION 4 - 5 24 - 25.5 2 - 3 #4 #10 #20 #40 #60 #100 #200 BORING ID DEPTH % COBBLES % GRAVEL % SAND % SILT % FINES % CLAY USCS SieveFiner %SieveFiner % coarsemediumfine fine coarse LEAN CLAY with SAND (CL) LEAN CLAY with SAND (CL) D10 SILTY SAND with GRAVEL (SM) % Finer COEFFICIENTS REMARKS CU CC Sieve 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200 97.32 92.92 78.62 61.49 49.69 41.34 36.68 29.48 17.25 99.09 96.43 94.64 91.88 90.13 87.77 78.81 #4 #10 #20 #40 #60 #100 #200 99.13 98.72 96.38 94.69 93.21 91.58 87.85 73.5 D60 D30 GRAVEL SAND SILT OR CLAY COBBLES 0.156 GRAIN SIZE 1.795 B1 B2 B2 CL CL SM 73.5 78.8 17.3 25.2 20.3 61.4 0.4 18.7 SOIL DESCRIPTION 2 - 3 4 - 5 14 - 15.5 3/8" #4 #10 #20 #40 #60 #100 #200 BORING ID DEPTH % COBBLES % GRAVEL % SAND % SILT % FINES % CLAY USCS SieveFiner %SieveFiner % SM CL SM CL LEAN CLAY with SAND LEAN CLAY with SAND SILTY SAND with GRAVEL LEAN CLAY with SAND SILTY SAND SANDY LEAN CLAY Boring ID Depth LL PL PI Fines USCS Description B1 B2 B2 B3 B3 B4 2 - 3 4 - 5 14 - 15.5 4 - 5 24 - 25.5 2 - 3 74 79 17 84 24 65 CL-ML Wichita, KS Driller: Drilling Engineers, Inc. Boring Completed: 03-04-2019 PROJECT: Woodspring Suites Hotel Elevations were measured in the field using an engineer's level and grade rod. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 847 SE Frontage Road Fort Collins, CO SITE: Boring Started: 03-04-2019 9 feet while drilling 9 feet at completion of drilling Borehole caved in WATER LEVEL OBSERVATIONS 1 2 3 SAMPLE TYPE Approximate Surface Elev.: 4924.5 (Ft.) +/- Page 1 of 1 Advancement Method: 4-inch soild stem Abandonment Method: Boring backfilled with soil cuttings upon completion. 1901 Sharp Point Dr, Ste C Fort Collins, CO Notes: Project No.: 20185153 Drill Rig: CME 75 BORING LOG NO. B4 CLIENT: Tallgrass Hospitality LLC Wichita, KS Driller: Drilling Engineers, Inc. Boring Completed: 03-04-2019 PROJECT: Woodspring Suites Hotel Elevations were measured in the field using an engineer's level and grade rod. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 847 SE Frontage Road Fort Collins, CO SITE: Boring Started: 03-04-2019 10 feet while drilling 10 feet at completion of drilling 9.2 feet 3 days after drilling WATER LEVEL OBSERVATIONS 1 2 3 SAMPLE TYPE DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI LOCATION Latitude: 40.5786° Longitude: -104.9999° See Exploration Plan GRAPHIC LOG MODEL LAYER DEPTH ELEVATION (Ft.) Approximate Surface Elev.: 4924.1 (Ft.) +/- Page 1 of 1 Advancement Method: 4-inch soild stem Abandonment Method: Boring backfilled with soil cuttings upon completion. 1901 Sharp Point Dr, Ste C Fort Collins, CO Notes: Project No.: 20185153 Drill Rig: CME 75 BORING LOG NO. B3 CLIENT: Tallgrass Hospitality LLC Wichita, KS Driller: Drilling Engineers, Inc. Boring Completed: 03-04-2019 PROJECT: Woodspring Suites Hotel Elevations were measured in the field using an engineer's level and grade rod. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 847 SE Frontage Road Fort Collins, CO SITE: Boring Started: 03-04-2019 10.5 feet while drilling 10 feet at completion of drilling 9.0 feet 3 days after drilling WATER LEVEL OBSERVATIONS 1 2 3 2 3 SAMPLE TYPE Approximate Surface Elev.: 4923.7 (Ft.) +/- Page 1 of 1 Advancement Method: 4-inch soild stem Abandonment Method: Boring backfilled with soil cuttings upon completion. 1901 Sharp Point Dr, Ste C Fort Collins, CO Notes: Project No.: 20185153 Drill Rig: CME 75 BORING LOG NO. B2 CLIENT: Tallgrass Hospitality LLC Wichita, KS Driller: Drilling Engineers, Inc. Boring Completed: 03-04-2019 PROJECT: Woodspring Suites Hotel Elevations were measured in the field using an engineer's level and grade rod. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 847 SE Frontage Road Fort Collins, CO SITE: Boring Started: 03-04-2019 10 feet while drilling 9.5 feet at completion of drilling Borehole caved in WATER LEVEL OBSERVATIONS 1 2 3 SAMPLE TYPE CLIENT: Tallgrass Hospitality LLC Wichita, KS Driller: Drilling Engineers, Inc. Boring Completed: 03-04-2019 PROJECT: Woodspring Suites Hotel Elevations were measured in the field using an engineer's level and grade rod. See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 847 SE Frontage Road Fort Collins, CO SITE: Boring Started: 03-04-2019 10.5 feet while drilling 10.5 feet at completion of drilling Borehole caved in WATER LEVEL OBSERVATIONS 1 2 3 SAMPLE TYPE 9 20.5 B2 1 2 3 2 3 10.10 5 9 0.3 10 15.5 19 30.5 B3 1 2 3 10 9.2 0.3 9 20.5 B4 1 2 3 99 0.3 9 10.5 B5 to avoid wetting foundation/slab soils and pavement subgrade. Excessive wetting of foundations/slab soils and subgrade can cause movement and distress to foundations, floor slabs, concrete flatwork and pavements.