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Home My WebLink AboutCANVAS CREDIT UNION - FDP220009 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORT REPORT COVER PAGE Geotechnical Engineering Report __________________________________________________________________________ Canvas Credit Union - Meldrum Branch Fort Collins, Colorado April 15, 2022 Terracon Project No. 20225007 (revised) Prepared for: Canvas Credit Union Lone Tree, Colorado Prepared by: Terracon Consultants, Inc. Fort Collins, Colorado 1 REPORT TOPICS INTRODUCTION ........................................................................................................ 1 SITE CONDITIONS ................................................................................................... 1 PROJECT DESCRIPTION ......................................................................................... 2 GEOTECHNICAL CHARACTERIZATION .............................................................. 3 GEOTECHNICAL OVERVIEW ................................................................................. 5 EARTHWORK .............................................................................................................. 7 SHALLOW FOUNDATIONS ................................................................................... 14 DEEP FOUNDATIONS ............................................................................................ 16 SEISMIC CONSIDERATIONS .............................................................................. 18 FLOOR SLABS ........................................................................................................... 18 PAVEMENTS .............................................................................................................. 20 CORROSIVITY .......................................................................................................... 23 GENERAL COMMENTS ........................................................................................... 24 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 Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) i REPORT SUMMARY Topic 1 Overview Statement 2 Project Overview A geotechnical exploration has been performed for the proposed Canvas Credit Union - Meldrum Branch to be constructed at 319 South Meldrum Street in Fort Collins, Colorado. Five (5) borings were performed to depths of approximately 10½ to 25½ feet below existing site grades. Subsurface Conditions Subsurface conditions encountered in our exploratory borings generally consisted of about 2 to 3 feet of fill consisting of clayey sands with varying amounts of gravel over about 17 to 18 feet of lean clay with varying amount of sand over well graded sand with gravel. Boring logs are presented in the Exploration Results section of this report. Groundwater Conditions Groundwater was encountered in two of our test borings at depths of about 18½ to 19 feet below existing site grades at the time of 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 ■ Slightly expansive soils are present on this. However, we do not anticipate the expansive soils will significantly impact the proposed construction. 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 instances foundations, may be affected to some degree by the expansive soils and bedrock on this site. ■ Existing, undocumented fill was encountered in the borings performed on this site to depths ranging from about 2 to 3 feet below existing site grades. The existing fill soils should be removed and replaced with engineered fill beneath proposed foundations and floor slabs. At a minimum, we recommend thoroughly proof-rolling the prepared subgrade prior to placing aggregate base course and/or pavement materials in areas planned for full-depth pavement reconstruction. ■ Soft lean clay soils were encountered within the upper approximately 5 feet of the borings completed at this site. These materials present a risk for potential settlement of shallow foundations, floor slabs, pavements and other surficial improvements. These materials can also be susceptible to disturbance and loss of strength under repeated construction traffic loads and unstable conditions could develop. 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. Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) ii Topic 1 Overview Statement 2 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 building and pavements. Water should not be allowed to pond adjacent to foundations or on pavements and conservative irrigation practices should be followed 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. Foundations Very soft to 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 2 feet below the bottom of footings and replaced with moisture conditioned, properly compacted fill. As an alternative, we believe the proposed building can be constructed on drilled pier foundations. 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 2 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 floor slabs. Pavements Recommended Pavement thicknesses for this project include 4 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 making and 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. 1 INTRODUCTI ON Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch 319 South Meldrum Street Fort Collins, Colorado Terracon Project No. 20225007 (revised) April 15, 2022 INTRODUCTION This report presents the results of our subsurface exploration and geotechnical engineering services performed for the proposed Canvas Credit Union Meldrum Branch project to be located at 319 South Meldrum Street 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 ■ Demolition considerations ■ Lateral earth pressures ■ 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 25½ 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. Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) 2 Item Description Parcel Information The project site is located at 319 South Meldrum Street in Fort Collins, Colorado. The approximate Latitude/Longitude of the center of the site is 40.58352°N/105.08289°W See Site Location. Existing Improvements The site is currently occupied by a single-story building, a drive- thru , associated parking and drive lanes, pedestrian sidewalks, irrigated landscaping and mature trees and shrubs. Current Ground Cover Current ground cover consists of asphalt parking, concrete drive lanes, concrete pedestrian sidewalks and irrigated landscaping. Existing Topography The site is relatively flat. PROJECT DESCRIPTION Our final understanding of the project conditions is as follows: Item Description Information Provided The project information described below is based on the following: ■ Overall Site Plan and ALTA/NSPS Land Title Survey, prepared by Ridge Top Engineering and Surveying. ■ Overall Plan – Site Fit Test, Building Plan Layout and various architecture drawings, prepared by ROGU Architecture. Project Description The project includes complete demolition, filling in the existing below-grade basement and rebuild of the existing single-story Canvas Credit Union and associated infrastructure. Proposed Construction The project includes a single-story building with a footprint of about 4,000 square feet. The building will be slab-on-grade (non- basement). The project will also include a drop box, three drive-thru kiosks and about 27 vehicle parking spaces. Maximum Loads (assumed) ■ Columns: 20 to 50 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 3 feet or less will be required to achieve proposed grades with deeper fills planned for backfill of the below-grade areas of the existing building after demolition. Below-grade Structures We understand no below-grade areas are planned for this site. Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) 3 Item Description Pavements We assume both rigid (concrete) and flexible (asphalt) pavement sections should be considered. Please confirm this assumption. Anticipated traffic is as follows: ■ Autos/light trucks: 1,000 vehicles per day ■ Light delivery and trash collection vehicles: 10 vehicles per week ■ Tractor-trailer trucks: <1 vehicle per week The pavement design period is 20 years. If project information or assumptions vary from what is described above or if location of construction changes, we should be contacted as soon as possible to confirm and/or modify our recommendations accordingly. 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 and the GeoModel can be found in the Exploration Results section 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. Model Layer Layer Name General Description Approximate Depth to Bottom of Stratum 1 Fill Fill consisting of clayey sand, dark brown to black, loose, trace gravel. About 2½ to 9 feet below existing site grades. 2 Lean Clay Lean clay with varying amount of sand to sandy lean clay, light brown to tan to pinkish tan, soft to stiff, trace gravel. About 12 to 15 feet below existing site grades. Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) 4 Model Layer Layer Name General Description Approximate Depth to Bottom of Stratum 3 Sand Well graded sand with gravel, medium to course grained, brown to tan to pink, dense to very dense, trace clay. To the maximum depth of exploration of about 25 feet. As noted in General Comments, this characterization is based upon widely spaced exploration points across the site and variations are likely. Groundwater Conditions The boreholes were observed while drilling and shortly 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. Elevation of Groundwater After Drilling, ft.1 B-1 20.5 19.1 482.27 B-2 19 18.5 491.58 P-1 Not encountered Backfilled after drilling Backfilled after drilling P-2 Not encountered Backfilled after drilling Backfilled after drilling P-3 Not encountered Backfilled after drilling Backfilled after drilling 1. Elevation of groundwater is based on the ground surface elevation, obtained by Terracon using an engineer's level, referencing an on-site benchmark. The temporary benchmark used was the center of the storm drain to the southwest of Boring No. P-1 near the trash enclosure. An assumed elevation for the temporary benchmark was 500 feet. These observations represent short-term groundwater conditions at the time of and shortly after 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 Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) 5 during construction or at other times in the life of the structures 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. Laboratory Testing Representative soil samples were selected for swell-consolidation testing and exhibited 0.1 to 0.3 percent swell when wetted. One sample of clay soil exhibited an unconfined compressive strength of approximately 4,000 pounds per square foot (psf). Samples of site soils and bedrock selected for plasticity testing low to moderate plasticity with liquid limits ranging from 27 to 35 and plasticity indices ranging from 15 to 21. Laboratory test results are presented in the Exploration Results section of this report. GEOTECHNICAL OVERVIE W 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 and bedrock. We have identified several geotechnical conditions that could impact design, construction and performance of the proposed structures, pavements, and other site improvements. These included existing, undocumented fill, expansive soils, and potentially soft, low strength clay soils. These conditions will require particular attention in project planning, design and during construction and are discussed in greater detail in the following sections. Existing, Undocumented Fill As previously noted, existing undocumented fill was encountered to depths up to about 3 feet in the borings drilled at the site. Existing fill could exist at other locations on the site and extend to greater depths. We do not possess any information regarding whether the fill was placed under the observation of a geotechnical engineer. Undocumented fill can present a greater than normal risk of post - construction movement of foundations, slabs, pavements and other site improvements supported on or above these materials. Consequently, it is our opinion existing fill on the site should not be relied upon for support and should be removed down to native soil, moisture conditioned and recompacted prior to new fill placement Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) 6 and/or construction. However, the fill has been in place and supporting existing pavements with variable success. At a minimum, we recommend thoroughly proof- rolling the prepared subgrade prior to placing aggregate base course and/or pavement materials in areas planned for full-depth pavement reconstruction. Areas exhibiting significant deflection and or pumping during the proof roll will need to be repaired prior to pavement and/or structure construction. Expansive Soils Slightly expansive soils are present on this. However, we do not anticipate the expansive soils will significantly impact the proposed construction. 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. Low Strength Soils Soft lean clay soils were encountered within the upper approximately 5 feet of the borings completed at this site. These materials present a risk for potential settlement of shallow foundations, floor slabs, pavements and other surficial improvements. These materials can also be susceptible to disturbance and loss of strength under repeated construction traffic loads and unstable conditions could develop. Stabilization of soft soils may be required at some locations to provide adequate support for construction equipment and proposed structures. Terracon should be contacted if these conditions are encountered to observe the conditions exposed and to provide guidance regarding stabilization (if needed). Foundation and Floor System Recommendations Soft clay soils were encountered at anticipated shallow foundation bearing d epths. 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 2 feet below the bottom of footings and replaced with moisture conditioned, properly compacted fill. Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) 7 As an alternative to spread footings, we believe the structures can be constructed on a drilled pier foundation system. 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 2 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 floor slabs. Design recommendations for floor systems for the proposed structures and related structural elements are presented in the Floor Slabs section of this report. The General Comments section provides an understanding of the report limitations. EARTHWORK The following presents recommendations for site preparation, demolition, 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, removal of existing fill, 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. As previously stated, we also recommend complete removal of existing, undocumented fill within proposed building areas. Existing fill was encountered in our borings extending to depths of about 2 to 3 feet below existing site grades. Stripped organic materials should be wasted from the site or used to re-vegetate landscaped areas 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. Demolition Demolition of the existing Canvas Credit Union building should include complete removal of all foundation systems, below-grade structural elements, pavements, and exterior flat work within the proposed construction area. This should include removal Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) 8 of any utilities to be abandoned along with any loose utility trench backfill or loose backfill found adjacent to existing foundations. All materials derived from the demolition of existing structures and pavements should be removed from the site. The types of foundation systems supporting the existing Canvas Credit Union are spread footings. Consideration could be given to re-using the asphalt and concrete provided the materials are processed and uniformly blended with the on-site soils. Asphalt and/or concrete materials should be processed to a maximum size of 2 inches and blended at a ratio of 30 percent asphalt/concrete to 70 percent of on-site soils. Excavation It is anticipated that excavations for the proposed construction can be accomplished with conventional earthmoving equipment. Excavations into the on-site soils may 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. Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) 9 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. Subgrade Preparation After completion of demolition and the undocumented existing fill has been removed from the construction area, 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 recommended over-excavation below foundation the proposed foundation elevations may be reestablished by over-excavating the unsuitable soils and backfilling with compacted engineered fill. Our experience indicates the subgrade materials below existing pavements and other flatwork will likely have relatively high moisture content and will tend to deflect and deform (pump) under construction traffic wheel loads. After removal of pavements, the contractor should expect unstable subgrade materials will need to be stabilized prior to fill placement and/or construction. Consequently, Terracon recommends a contingency be provided in the construction budget to stabilize and correct weak/unstable subgrade. 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. Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) 10 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. Use of cement or geosynthetics could also be considered as a stabilization technique. Laboratory evaluation is recommended to determine the effect of chemical stabilization on subgrade soils prior to construction. 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. Imported soils (if required) should meet the following material property requirements: Gradation Percent finer by weight (ASTM C136) 4” 100 3” 70-100 No. 4 Sieve 30-100 No. 200 Sieve 75 (max.) Soil Properties Values Liquid Limit 35 (max.) Plasticity Index 20 (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. Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) 11 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 98 percent of the maximum dry unit weight as determined by ASTM D698 for deep fills (≥ 8 feet) planned in below -grade areas after demolition 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 tes t 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 proof rolled. 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. 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 building should be effectively sealed to restrict water intrusion and flow through the trenches that could migrate below the buildings. Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) 12 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 adja cent to the perimeter of the structures (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 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 structures, care should be taken that joints are properly sealed and maintained to prevent the infiltration of surface water. Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) 13 Planters located adjacent to structures 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 structures 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, 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. 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 Terracon’s evaluation of subsurface conditions, including assessing variations and associated design changes. Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) 14 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 2 feet of moisture conditioned, properly compacted, over-excavation backfill. Maximum net allowable bearing pressure1 2,500 psf Minimum foundation dimensions Columns: 30 inches Continuous: 18 inches Lateral earth pressure coefficients2 Active, Ka = 0.31 Passive, Kp = 3.26 At-rest, Ko = 0.47 Sliding coefficient2 µ = 0.50 Moist soil unit weight ɣ = 130 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 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 grad e. 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 5 feet for column footings and 2 feet for continuous footings. Larger foundation footprints will likely require reduced net allowable soil bearing pressures to reduce risk for potential settlement. Footings should be proportioned to reduce differential foundation movement. As discussed, total movement resulting from the assumed structural loads is estimated Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) 15 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 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 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 geosynthetics 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. Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) 16 DEEP FOUNDATIONS Drilled Piers - Design Recommendations Drilled Shaft Design Summary 1, 2, 3 Approximate Elevation (feet) Stratigraphy 4 Allowable Skin Friction (psf) 5 Allowable End Bearing Pressure (psf) 6 Material 3 – 20 Sandy Lean Clay/ Lean Clay with Sand 300 3,000 20 – 25 Dense Sand 500 5,000 1. Design capacities are dependent upon the method of installation, and quality control parameters. The values provided are estimates and should be verified when installation protocol have been finalized. 2. Design capacities can be increased by 33% for highly transient loads 3. Minimum pier diameter of 18 inches. 4. See Subsurface Profile in Geotechnical Characterization for more details on stratigraphy. 5. Applicable for compressive loading only. Reduce to 2/3 of values shown for uplift loading. Effective weight of shaft can be added to uplift load capacity. 6. Shafts should extend at least one diameter into the bearing stratum for end bearing to be considered. 7. Our borings did not encounter bedrock to the maximum depths of exploration of about 25 feet. Terracon is available to extend a boring to greater depths to explore for bedrock below the site if larger building loads are planned and greater capacity is needed. Piers should be considered to work in group action if the horizontal spacing is less than three pier diameters. A minimum practical horizontal clear spacing between piers of at least three diameters should be maintained, and adjacent piers should bear at the same elevation. The capacity of individ ual piers must be reduced when considering the effects of group action. Capacity reduction is a function of pier spacing and the number of piers within a group. If group action analyses are necessary, capacity reduction factors can be provided for the analyses. To satisfy forces in the horizontal direction using LPILE, piers may be designed for the following lateral load criteria: Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) 17 Parameters Clay Sand and Gravel LPILE soil type Stiff clay w/o free water(Reese) Sand (Reese) Effective unit weight above groundwater (pcf) 130 145 Effective unit weight below groundwater (pcf) 67 83 Undrained cohesion (psf) 900 - Friction angle,  (degrees) - 38 Coefficient of subgrade reaction above groundwater, k (pci) Static: 1,000 Cyclic: 400 - Coefficient of subgrade reaction below groundwater, k (pci) - 125 Strain factor, 50 (%) 0.005 - For purposes of LPILE analysis, assume a groundwater depth of about 13.7 feet below existing ground surface (approximately Elev. 484.48feet). Elevation of groundwater is based on the ground surface elevation, obtained by Terracon by using an engineer’s level, referencing an on -site benchmark. The temporary benchmark used was the top of the fire hydrant on the east side of 12th street. An assumed elevation for the temporary benchmark was 500 feet. Drilled Piers Bottomed in Bedrock - Construction Considerations Drilling to design depth should be possible with conventional single-flight power augers on the majority of the site. Groundwater/caving soil conditions indicate temporary steel casing may be required to properly drill and clean piers prior to concrete placement. Groundwater should be removed from each pier hole prior to concrete placement. Pier concrete should be placed immediately after completion of drilling and cleaning. If pier concrete cannot be placed in dry conditions, a tremie should be used for concrete placement. Free - fall concrete placement in piers will only be acceptable if provisions are taken to avoid striking the concrete on the sides of the hole or reinforcing steel. The use of a bottom-dump hopper, or an elephant's trunk discharging near the bottom of the hole where concrete segregation will be minimized, is recommended. Due to potential sloughing and raveling, foundation concrete quantities may exceed calculated geometric volumes. Casing should be withdrawn in a slow continuous manner maintaining a sufficient head of concrete to prevent infiltration of water or caving soils or the creation of voids in pier concrete. Pier concrete should have a relatively high fluidity when placed in Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) 18 cased pier holes or through a tremie. Pier concrete with slump in the range of 5 to 7 inches is recommended. 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. 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 25½ feet. The site properties below the boring depth to 100 feet w ere 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 building provided the native clay soils are over -excavated to a depth of at least 2 feet, moisture conditioned, and compacted on-site soils. On-site soils are suitable as over- excavation backfill below floor slabs. If the estimated movement cannot be tolerated, a structurally-supported floor system, supported independent of the subgrade materials, is recommended. Subgrade soils beneath interior and exterior slabs and at the base of the o ver- excavation for removal of existing fill 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. Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) 19 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 70 pounds per cubic inch (pci) may be used for floors supported on re-compacted existing soils at the site. A modulus of 150 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. ◼ 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. ◼ 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 Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) 20 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 proof rolled 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. 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 Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) 21 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: Traffic Area Alternati ve Recommended Pavement Thicknesses (Inches) Asphaltic Concrete Surface Aggregate Base Course Portland Cement Concrete Total Automobile Parking (NAPA Class I and ACI Category A) A 4 6 - 10 B - - 5 5 Main Traffic Corridors (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. Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) 22 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 4,500 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. 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 proof rolled. 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; Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) 23 ■ 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 maintena nce is usually the first priority when implementing a planned pavement maintenance program and provides the highest return on investment for pavements. CORROSIVITY Results of water-soluble sulfate testing indicate Exposure Class S0 according to ACI 318. ASTM Type I or II 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. Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) 24 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 of the project are planned, our conclusions and recommendations shall not be considered Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) 25 valid unless we review the changes and either verify or modify our conclusions in writing. ATTACHMENTS Contents: 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 Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) EXPLORATION AND TESTING PROCEDURES 1 of 2 EXPLORATION AND TESTING PROCEDURES Field Exploration The field exploration program consisted of the following: Number of Borings Boring Depth (feet) Location 2 20 to 25 or auger refusal Planned building area 3 10 or auger refusal Planned parking/driveway areas 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/pavement surface elevation at each boring location was obtained by Terracon using an engineer's level, referencing an on-site benchmark. The temporary benchmark used was the center of the storm drain to the southwest of Boring No. P-1 near the trash enclosure. An assumed elevation for the temporary benchmark was 500 feet. 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 were 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. Geotechnical Engineering Report Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) EXPLORATION AND TESTING PROCEDURES 2 of 2 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 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. Pavements were patched with asphalt and/or non-shrink grout, as appropriate. Our services did not include repair of the site beyond backfilling our boreholes. Excess auger cuttings were removed from site. 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. Procedural standards noted in this report are for reference to methodology in general. In some cases, variations to methods are applied as a result of local practice or professional judgement. 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 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. SITE LOCATION AND EXPLORATION PLANS Contents: Site Location Plan Exploration Plan (2 pages) Note: All attachments are one page unless noted above. SITE LOCATION Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) SITE LOCA TION DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS EXPLORATION PLAN Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) EXPLORATION P LAN DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS EXPLORATION PLAN Canvas Credit Union - Meldrum Branch ■ Fort Collins, Colorado April 15, 2022 ■ Terracon Project No. 20225007 (revised) DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS EXPLORATION RESULTS Contents: GeoModel Boring Logs (B-1 through B-2 and P-1 through P-3) Atterberg Limits Grain Size Distribution Consolidation/Swell (4 pages) Unconfined Compressive Strength Corrosivity Note: All attachments are one page unless noted above. 475 480 485 490 495 500 505 ELEVATION (MSL) (feet)Canvas Credit Union - Meldrum Branch Fort Collins, CO Terracon Project No. 20225007 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: B-1 B-2 P-1P-2 P-3 GEOMODEL This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions. 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. First Water Observation Second Water Observation Well graded sand with gravel, medium to course grained, brown to tan to pink, dense to very dense, trace clay.3 LEGEND Asphalt Aggregate Base Course Clayey Sand Lean Clay with Sand Sandy Lean Clay Well-graded Sand with Gravel Concrete Model Layer General DescriptionLayer Name Fill consisting of clayey sand, dark brown to black, loose, trace gravel.1 Lean clay with varying amount of sand to sandy lean clay, light brown to tan to pinkish tan, soft to stiff, trace gravel.2 Sand Fill Lean Clay 2 20.5 25.5 1 2 3 19.1 20.5 2 19 25.5 1 2 3 18.519 3 10.5 1 2 2 10.5 1 2 10.5 2 3-4 2-2-2 N=4 4-5 3-4-4 N=8 3-6 4-7-8 N=15 9-14-21 N=35 15.9 13.8 18.6 16.3 18.7 16.8 10.3 109 107 110 35-14-21 ASPHALT, about 3.5 inches thick AGGREGATE BASE COURSE, about 6 inches thick FILL - CLAYEY SAND , trace gravel, dark brown to black, loose LEAN CLAY WITH SAND (CL), light brown to tan, soft to medium stiff SANDY LEAN CLAY, trace gravel, tan to pinkish tan, medium stiff to stiff WELL GRADED SAND WITH GRAVEL, trace clay, medium to coarse grained, brown to tan to pink, dense Boring Terminated at 25.5 Feet 0.3 0.8 2.0 9.5 20.5 25.5 501+/- 500.5+/- 499.5+/- 492+/- 481+/- 476+/- A ground surface elevation at each boring location was obtained by Terracon using an engineer's level, referencing an on-site benchmark. The temporary benchmark used was the center of the storm drain to the southwest of Boring No. P-1 near the trash enclosure. An assumed elevation for the temporary benchmark was 500 feet. +0.3/250 4010 84 Hammer Type: Automatic, Hammer Efficiency = 91%Stratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20225007 CANVAS CREDIT UNI.GPJ TERRACON_DATATEMPLATE.GDT 3/23/22DEPTH (Ft.)5 10 15 20 25 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI ATTERBERG LIMITSLOCATIONSeeExploration Plan Latitude: 40.5835° Longitude: -105.0829°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.) Approximate Surface Elev.: 501.37 (Ft.) +/- Page 1 of 1 Advancement Method: 4-inch diameter, continuous-flight, solid-stem auger Abandonment Method: Boring backfilled with auger cuttings upon completion, surface capped with asphalt. Notes: Project No.: 20225007 Drill Rig: CME 55 BORING LOG NO. B-1 Canvas Credit UnionCLIENT: Lone Tree, CO Driller: Drilling Engineers, Inc. Boring Completed: 03-14-2022 PROJECT: Canvas Credit Union - Meldrum Branch 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. 319 South Meldrum Street Fort Collins, CO SITE: Boring Started: 03-14-2022 1901 Sharp Point Dr Ste C Fort Collins, CO 20.5 feet while drilling 19.1 feet at completion of drilling WATER LEVEL OBSERVATIONS SWELL/CONSOL(%/psf)UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1 2 3 SAMPLE TYPE 4-3-3 N=6 3-2 3-4-7 N=11 4-5 3-3-5 N=8 26-50 11-17-44 N=61 15.3 14.9 21.2 16.3 19.9 7.5 9.1 106 111 135 30-14-16 32-16-16 ASPHALT, about 3 inches thick AGGREGATE BASE COURSE, about 6 inches thick FILL - CLAYEY SAND , trace gravel, dark brown to black, loose LEAN CLAY WITH SAND (CL), light brown to tan, soft to medium stiff SANDY LEAN CLAY (CL), trace gravel, tan to pinkish tan, medium stiff to stiff WELL GRADED SAND WITH GRAVEL, trace clay, medium to coarse grained, brown to tan to pink, very dense Boring Terminated at 25.5 Feet 0.3 0.8 2.0 7.0 19.0 25.5 501+/- 500.5+/- 499+/- 494+/- 482+/- 475.5+/- A ground surface elevation at each boring location was obtained by Terracon using an engineer's level, referencing an on-site benchmark. The temporary benchmark used was the center of the storm drain to the southwest of Boring No. P-1 near the trash enclosure. An assumed elevation for the temporary benchmark was 500 feet. +0.1/500 74 57 Hammer Type: Automatic, Hammer Efficiency = 91%Stratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20225007 CANVAS CREDIT UNI.GPJ TERRACON_DATATEMPLATE.GDT 3/23/22DEPTH (Ft.)5 10 15 20 25 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI ATTERBERG LIMITSLOCATIONSeeExploration Plan Latitude: 40.5836° Longitude: -105.0829°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.) Approximate Surface Elev.: 501.08 (Ft.) +/- Page 1 of 1 Advancement Method: 4-inch diameter, continuous-flight, solid-stem auger Abandonment Method: Boring backfilled with auger cuttings upon completion, surface capped with asphalt. Notes: Project No.: 20225007 Drill Rig: CME 55 BORING LOG NO. B-2 Canvas Credit UnionCLIENT: Lone Tree, CO Driller: Drilling Engineers, Inc. Boring Completed: 03-14-2022 PROJECT: Canvas Credit Union - Meldrum Branch 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. 319 South Meldrum Street Fort Collins, CO SITE: Boring Started: 03-14-2022 1901 Sharp Point Dr Ste C Fort Collins, CO 19 feet while drilling 18.5 feet at completion of drilling WATER LEVEL OBSERVATIONS SWELL/CONSOL(%/psf)UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1 2 3 SAMPLE TYPE 4-7 2-3 2-3-3 N=6 10.3 15.0 14.1 123 107 27-12-15 ASPHALT, about 3.5 to 4 inches thick AGGREGATE BASE COURSE, about 6 inches thick FILL - CLAYEY SAND (SC), trace gravel, dark brown to black, loose LEAN CLAY WITH SAND, light brown to tan, stiff soft SANDY LEAN CLAY, trace gravel, tan to pinkish tan, medium stiff Boring Terminated at 10.5 Feet 0.3 0.8 3.0 9.0 10.5 501+/- 500.5+/- 498.5+/- 492.5+/- 491+/- A ground surface elevation at each boring location was obtained by Terracon using an engineer's level, referencing an on-site benchmark. The temporary benchmark used was the center of the storm drain to the southwest of Boring No. P-1 near the trash enclosure. An assumed elevation for the temporary benchmark was 500 feet. +0.2/150 44 Hammer Type: Automatic, Hammer Efficiency = 91%Stratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20225007 CANVAS CREDIT UNI.GPJ TERRACON_DATATEMPLATE.GDT 3/23/22DEPTH (Ft.)5 10 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI ATTERBERG LIMITSLOCATIONSeeExploration Plan Latitude: 40.5838° Longitude: -105.0828°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.) Approximate Surface Elev.: 501.40 (Ft.) +/- Page 1 of 1 Advancement Method: 4-inch diameter, continuous-flight, solid-stem auger Abandonment Method: Boring backfilled with auger cuttings upon completion, surface capped with asphalt. Notes: Project No.: 20225007 Drill Rig: CME 55 BORING LOG NO. P-1 Canvas Credit UnionCLIENT: Lone Tree, CO Driller: Drilling Engineers, Inc. Boring Completed: 03-14-2022 PROJECT: Canvas Credit Union - Meldrum Branch 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. 319 South Meldrum Street Fort Collins, CO SITE: Boring Started: 03-14-2022 1901 Sharp Point Dr Ste C Fort Collins, CO No free water encountered WATER LEVEL OBSERVATIONS SWELL/CONSOL(%/psf)UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1 2 SAMPLE TYPE 5-6 3-3 3-4-4 N=8 16.1 15.0 13.7 113 102 ASPHALT, about 4 inches thick AGGREGATE BASE COURSE, about 6 inches thick FILL - CLAYEY SAND , dark brown to black, loose LEAN CLAY WITH SAND, light brown to tan, medium stiff to stiff SANDY LEAN CLAY, trace gravel, tan to pinkish tan, stiff Boring Terminated at 10.5 Feet 0.3 0.8 2.0 9.0 10.5 501+/- 500.5+/- 499.5+/- 492.5+/- 491+/- A ground surface elevation at each boring location was obtained by Terracon using an engineer's level, referencing an on-site benchmark. The temporary benchmark used was the center of the storm drain to the southwest of Boring No. P-1 near the trash enclosure. An assumed elevation for the temporary benchmark was 500 feet. Hammer Type: Automatic, Hammer Efficiency = 91%Stratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20225007 CANVAS CREDIT UNI.GPJ TERRACON_DATATEMPLATE.GDT 3/23/22DEPTH (Ft.)5 10 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI ATTERBERG LIMITSLOCATIONSeeExploration Plan Latitude: 40.5835° Longitude: -105.0832°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.) Approximate Surface Elev.: 501.30 (Ft.) +/- Page 1 of 1 Advancement Method: 4-inch diameter, continuous-flight, solid-stem auger Abandonment Method: Boring backfilled with auger cuttings upon completion, surface capped with asphalt. Notes: Project No.: 20225007 Drill Rig: CME 55 BORING LOG NO. P-2 Canvas Credit UnionCLIENT: Lone Tree, CO Driller: Drilling Engineers, Inc. Boring Completed: 03-14-2022 PROJECT: Canvas Credit Union - Meldrum Branch 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. 319 South Meldrum Street Fort Collins, CO SITE: Boring Started: 03-14-2022 1901 Sharp Point Dr Ste C Fort Collins, CO No free water encountered WATER LEVEL OBSERVATIONS SWELL/CONSOL(%/psf)UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES1 2 SAMPLE TYPE 3-4 2-2 2-2-2 N=4 17.1 16.4 15.1 110 108 CONCRETE, about 5 inches thick LEAN CLAY WITH SAND, light brown to tan, soft to medium stiff SANDY LEAN CLAY, trace gravel, tan to pinkish tan, soft Boring Terminated at 10.5 Feet 0.4 9.0 10.5 499.5+/- 491+/- 489.5+/- A ground surface elevation at each boring location was obtained by Terracon using an engineer's level, referencing an on-site benchmark. The temporary benchmark used was the center of the storm drain to the southwest of Boring No. P-1 near the trash enclosure. An assumed elevation for the temporary benchmark was 500 feet. +0.2/150 Hammer Type: Automatic, Hammer Efficiency = 91%Stratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20225007 CANVAS CREDIT UNI.GPJ TERRACON_DATATEMPLATE.GDT 3/23/22DEPTH (Ft.)5 10 WATER LEVELOBSERVATIONSFIELD TESTRESULTSWATERCONTENT (%)DRY UNITWEIGHT (pcf)LL-PL-PI ATTERBERG LIMITSLOCATIONSeeExploration Plan Latitude: 40.5832° Longitude: -105.0828°GRAPHIC LOGMODEL LAYERDEPTH ELEVATION (Ft.) Approximate Surface Elev.: 499.93 (Ft.) +/- Page 1 of 1 Advancement Method: 4-inch diameter, continuous-flight, solid-stem auger Abandonment Method: Boring backfilled with auger cuttings upon completion, surface capped with non-shrink grout. Notes: Project No.: 20225007 Drill Rig: CME 55 BORING LOG NO. P-3 Canvas Credit UnionCLIENT: Lone Tree, CO Driller: Drilling Engineers, Inc. Boring Completed: 03-14-2022 PROJECT: Canvas Credit Union - Meldrum Branch 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. 319 South Meldrum Street Fort Collins, CO SITE: Boring Started: 03-14-2022 1901 Sharp Point Dr Ste C Fort Collins, CO No free water encountered WATER LEVEL OBSERVATIONS SWELL/CONSOL(%/psf)UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINES2 SAMPLE TYPE 0 10 20 30 40 50 60 0 20 40 60 80 100CH or OHCL or OLML or OL MH or OH"U" Line"A " LineATTERBERG LIMITS RESULTS ASTM D4318 P L A S T I C I T Y I N D E X LIQUID LIMIT 1901 Sharp Point Dr Ste C Fort Collins, CO PROJECT NUMBER: 20225007 SITE: 319 South Meldrum Street Fort Collins, CO PROJECT: Canvas Credit Union - Meldrum Branch CLIENT: Canvas Credit Union Lone Tree, CO LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS 20225007 CANVAS CREDIT UNI.GPJ TERRACON_DATATEMPLATE.GDT 3/23/2235 30 32 27 14 14 16 12 21 16 16 15 PIPLLL B-1 B-2 B-2 P-1 83.7 74.2 57.1 43.7 Fines 7 - 8 4 - 5 9 - 10 2 - 3 CL CL CL SC LEAN CLAY with SAND LEAN CLAY with SAND SANDY LEAN CLAY CLAYEY SAND DescriptionUSCSBoring ID Depth (Ft) CL-ML 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.0010.010.1110100 30 40 501.5 200681014413/4 1/2 60 GRAIN SIZE IN MILLIMETERSPERCENT FINER BY WEIGHTHYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS 4 3/8 3 100 14032 GRAIN SIZE DISTRIBUTION ASTM D422 / ASTM C136 6 16 20 1901 Sharp Point Dr Ste C Fort Collins, CO PROJECT NUMBER: 20225007 SITE: 319 South Meldrum Street Fort Collins, CO PROJECT: Canvas Credit Union - Meldrum Branch CLIENT: Canvas Credit Union Lone Tree, CO LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS-2 20225007 CANVAS CREDIT UNI.GPJ TERRACON_DATATEMPLATE.GDT 3/23/22SILT OR CLAY B-1 B-2 B-2 P-1 mediumcoarsecoarsefine fineCOBBLESGRAVELSAND LEAN CLAY WITH SAND (CL) LEAN CLAY WITH SAND (CL) SANDY LEAN CLAY (CL) LEAN CLAY WITH SAND (SC) 35 30 32 27 21 16 16 15 14 14 16 12 7 - 8 4 - 5 9 - 10 2 - 3 18.6 14.9 16.3 10.3 B-1 B-2 B-2 P-1 83.7 74.2 57.1 43.7 7 - 8 4 - 5 9 - 10 2 - 3 0.0 0.0 3.5 9.2 16.3 25.8 39.4 47.1 4.75 4.75 12.5 25 0.088 0.222 WC (%)LL PL PI Cc Cu %Clay%Fines%Silt%Sand%GravelD100D60D30D10 USCS Classification %Cobbles 0.0 0.0 0.0 0.0 Boring ID Depth (Ft) Boring ID Depth (Ft) -10 -8 -6 -4 -2 0 2 4 100 1,000 10,000AXIAL STRAIN, %PRESSURE, psf NOTES: Sample exhibited 0.3 percent swell upon wetting under an applied pressure of 250 psf. SWELL CONSOLIDATION TEST ASTM D4546 1901 Sharp Point Dr Ste C Fort Collins, CO PROJECT NUMBER: 20225007 SITE: 319 South Meldrum Street Fort Collins, CO PROJECT: Canvas Credit Union - Meldrum Branch CLIENT: Canvas Credit Union Lone Tree, CO LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20225007 CANVAS CREDIT UNI.GPJ TERRACON_DATATEMPLATE.GDT 3/23/22B-1 LEAN CLAY WITH SAND2 - 3 ft 109 15.9 Specimen Identification Classification , pcf WC, % -10 -8 -6 -4 -2 0 2 4 100 1,000 10,000AXIAL STRAIN, %PRESSURE, psf NOTES: Sample exhibited 0.1 percent swell upon wetting under an applied pressure of 500 psf. SWELL CONSOLIDATION TEST ASTM D4546 1901 Sharp Point Dr Ste C Fort Collins, CO PROJECT NUMBER: 20225007 SITE: 319 South Meldrum Street Fort Collins, CO PROJECT: Canvas Credit Union - Meldrum Branch CLIENT: Canvas Credit Union Lone Tree, CO LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20225007 CANVAS CREDIT UNI.GPJ TERRACON_DATATEMPLATE.GDT 3/23/22B-2 LEAN CLAY WITH SAND4 - 5 ft 106 14.9 Specimen Identification Classification , pcf WC, % -10 -8 -6 -4 -2 0 2 4 100 1,000 10,000AXIAL STRAIN, %PRESSURE, psf NOTES: Sample exhibited 0.2 percent swell upon wetting under an applied pressure of 150 psf. SWELL CONSOLIDATION TEST ASTM D4546 1901 Sharp Point Dr Ste C Fort Collins, CO PROJECT NUMBER: 20225007 SITE: 319 South Meldrum Street Fort Collins, CO PROJECT: Canvas Credit Union - Meldrum Branch CLIENT: Canvas Credit Union Lone Tree, CO LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20225007 CANVAS CREDIT UNI.GPJ TERRACON_DATATEMPLATE.GDT 3/23/22P-1 LEAN CLAY WITH SAND2 - 3 ft 123 10.3 Specimen Identification Classification , pcf WC, % -10 -8 -6 -4 -2 0 2 4 100 1,000 10,000AXIAL STRAIN, %PRESSURE, psf NOTES: Sample exhibited 0.2 percent swell upon wetting under an applied pressure of 150 psf. SWELL CONSOLIDATION TEST ASTM D4546 1901 Sharp Point Dr Ste C Fort Collins, CO PROJECT NUMBER: 20225007 SITE: 319 South Meldrum Street Fort Collins, CO PROJECT: Canvas Credit Union - Meldrum Branch CLIENT: Canvas Credit Union Lone Tree, CO LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20225007 CANVAS CREDIT UNI.GPJ TERRACON_DATATEMPLATE.GDT 3/23/22P-3 LEAN CLAY WITH SAND2 - 3 ft 110 17.1 Specimen Identification Classification , pcf WC, % 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 0 2 4 6 8 10 AXIAL STRAIN - % UNCONFINED COMPRESSION TEST ASTM D2166 COMPRESSIVE STRESS - psf1901 Sharp Point Dr Ste C Fort Collins, CO PROJECT NUMBER: 20225007 SITE: 319 South Meldrum Street Fort Collins, CO PROJECT: Canvas Credit Union - Meldrum Branch CLIENT: Canvas Credit Union Lone Tree, CO LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. UNCONFINED WITH PHOTOS 20225007 CANVAS CREDIT UNI.GPJ TERRACON_DATATEMPLATE.GDT 3/23/22SAMPLE LOCATION:B-1 @ 7 - 8 feetSAMPLE TYPE: CARS 0.54 90.84 107 Strain Rate:in/min Failure Strain:% Calculated Saturation:% Height:in. Diameter:in. SPECIMEN FAILURE PHOTOGRAPH Remarks: Percent < #200 SievePIPLLL 2006 DESCRIPTION: LEAN CLAY WITH SAND 0.0800 Dry Density:pcf Moisture Content:% 7.79 2.04 2.65 Height / Diameter Ratio: Calculated Void Ratio: Undrained Shear Strength:(psf) Unconfined Compressive Strength (psf) 211435 Assumed Specific Gravity: 4012 3.92 1.92 SPECIMEN TEST DATA 18.6 83.7 Client B-1 B-2 P-2 4'-5.5'2'-3.5'2'-3' 56 48 44 Analyzed By: Laboratory Supervisor Water Soluble Sulfate (SO4), ASTM C 1580 (ppm) Canvas Credit Union Canvas Credit Union - Meldrum Branch Kyle Lemcke Lone Tree, CO Sample Location Sample Depth (ft.) The tests were performed in general accordance with applicable ASTM and AWWA 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. 3/23/2022Date Received: Results from Corrosion Testing 20225007 Project SUPPORTING INFORMATION Contents: General Notes Unified Soil Classification System Note: All attachments are one page unless noted above. Canvas Credit Union - Meldrum Branch Fort Collins, CO Terracon Project No. 20225007 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 N (HP) (T) (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 SAMPLING WATER LEVEL FIELD TESTS GENERAL NOTES DESCRIPTION OF SYMBOLS AND ABBREVIATIONS 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. Water Initially Encountered Water Level After a Specified Period of Time Water Level After a Specified Period of Time Cave In Encountered Exploration point locations as shown on the Exploration Plan and as noted on the soil boring logs in the form of Latitude and Longitude are approximate. See Exploration and Testing Procedures in the report for the methods used to locate the exploration points for this project. 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. LOCATION AND ELEVATION NOTES Soil classification as noted on the soil boring logs is based Unified Soil Classification System. Where sufficient laboratory data exist to classify the soils consistent with ASTM D2487 "Classification of Soils for Engineering Purposes" this procedure is used. ASTM D2488 "Description and Identification of Soils (Visual-Manual Procedure)" is also used to classify the soils, particularly where insufficient laboratory data exist to classify the soils in accordance with ASTM D2487. In addition to USCS classification, coarse grained soils are classified on the basis of their in-place relative density, and fine-grained soils are classified on the basis of their consistency. See "Strength Terms" table below for details. The ASTM standards noted above are for reference to methodology in general. In some cases, variations to methods are applied as a result of local practice or professional judgment. DESCRIPTIVE SOIL CLASSIFICATION The soil boring logs contained within this document are intended for application to the project as described in this document. Use of these soil boring logs for any other purpose may not be appropriate. RELEVANCE OF SOIL BORING LOG Descriptive Term (Consistency) 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 10 - 29 30 - 50 > 50 Very Stiff Standard Penetration or N-Value Blows/Ft. Ring Sampler Blows/Ft. Ring Sampler Blows/Ft. Stiff 6 - 14 15 - 46 47 - 79 > 80 Medium Stiff 11 - 18 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 < 30 - 5 _ 3 - 5 6 - 10 19 - 36 > 36 UNIFIED SOIL CLASSIFICATION SYSTEM UNIFIED SOI L CLASSI FICATI ON SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification Group Symbo l 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: 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 = 6010 2 30 DxD )(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.