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Home My WebLink AboutLOAF N JUG - PDP - PDP180004 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTREPORT COVER PAGE Geotechnical Engineering Report Windsor Loaf ‘N Jug Windsor, Colorado March 13, 2018 Terracon Project No. 20175104 Prepared for: Loaf ‘N Jug, A Division of the Kroger Co. Pueblo, Colorado Prepared by: Terracon Consultants, Inc. Fort Collins, Colorado Responsive ■ Resourceful ■ Reliable REPORT TOPICS REPORT TOPICS REPORT SUMMARY ....................................................................................................... i INTRODUCTION ............................................................................................................. 1 SITE CONDITIONS ......................................................................................................... 1 PROJECT DESCRIPTION .............................................................................................. 2 GEOTECHNICAL CHARACTERIZATION ...................................................................... 3 GEOTECHNICAL OVERVIEW ....................................................................................... 4 EARTHWORK ................................................................................................................ 5 SHALLOW FOUNDATIONS ......................................................................................... 11 GROUND IMPROVEMENT ........................................................................................... 13 DEEP FOUNDATIONS ................................................................................................. 13 SEISMIC CONSIDERATIONS ...................................................................................... 15 FLOOR SLABS ............................................................................................................ 16 PAVEMENTS ................................................................................................................ 17 BELOW-GRADE STRUCTURES ................................................................................. 21 CORROSIVITY ............................................................................................................. 22 GENERAL COMMENTS ............................................................................................... 22 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 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 (Boring Logs and Laboratory Data) SUPPORTING INFORMATION (General Notes and Unified Soil Classification System) Geotechnical Engineering Report Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 Responsive ■ Resourceful ■ Reliable i REPORT SUMMARY Topic 1 Overview Statement 2 Project Overview A geotechnical exploration has been performed for the proposed Windsor Loaf ‘N Jug to be constructed northeast of the intersection of SW Frontage Road and CO-392 in Windsor, Colorado. Six (6) borings were performed to depths of approximately 25 feet below existing site grades. Subsurface Conditions Subsurface conditions encountered in our exploratory borings generally consisted of about 20 to 24 feet of lean clay with various amounts of sand over claystone bedrock. Claystone bedrock was encountered below the overburden soils in all of the borings at depths of approximately 20 to 24 feet below existing site grades. Boring logs are presented in the Exploration Results section of this report. Groundwater Conditions Groundwater was encountered in most/all of our test borings at depths of about 12½ to 17½ feet below existing site grades when checked several days after drilling. Groundwater levels can fluctuate in response to site development and to varying seasonal and weather conditions, irrigation on or adjacent to the site and fluctuations in nearby water features. Geotechnical Concerns ■ Expansive clays are present on this site. This report provides recommendations to help mitigate the effects of soil movement/heave associated with these materials. The risk can be mitigated by careful design, construction and maintenance practices; however, it should be recognized these procedures will not eliminate risk. The owner should be aware and understand that on-grade slabs, pavements and, in some instances foundations, may be affected to some degree by the expansive soils and bedrock on this site. ■ Soft clay soils were encountered in most of our test borings at depths of about 13 to 20 feet below existing site grades. These soils present risk for settlement of shallow foundations and floor slabs. These materials can also be susceptible to disturbance and loss of strength under repeated traffic loads and unstable conditions could develop. Typically, Terracon would recommend over-excavation of soft soils, however, due to the depths these soils were encountered, over-excavation is not feasible. 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. Ground Improvements We recommend ground modification/improvement techniques to improve strength and compressibility characteristics of the foundation soils and to allow for support of the structures on conventional shallow spread footing foundations. One approach would include rammed aggregate-pier foundation elements or stone columns to support shallow foundations. Stone columns and rammed aggregate piers consist of a series of drilled holes filled with highly compacted, well graded aggregate to form very stiff, high-density aggregate piers. Geotechnical Engineering Report Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 Responsive ■ Resourceful ■ Reliable ii Topic 1 Overview Statement 2 Foundations Due to the soft soils encountered in our borings, we recommend the proposed building be supported on a shallow spread footing foundation, provided ground modification using rammed aggregate piers is implemented on the site below the proposed foundation elements. As an alternative, the proposed building may be constructed on a drilled pier foundation system bottomed in competent bedrock. Floor Systems A slab-on-grade Floor System is recommended for the proposed buildings 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 6 inches of Portland cement concrete in medium-duty parking areas and 8 inches of Portland cement concrete 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 2015 International Building Code, which refers to ASCE 7-10, indicates the seismic site classification for this site is D. Construction Observation and Testing Close monitoring of the construction operations and implementing drainage recommendations discussed herein will be critical in achieving the intended foundation, slab and pavement performance. We therefore recommend that Terracon be retained to monitor this portion of the work. General Comments This section contains important information about the limitations of this geotechnical engineering report. 1. If the reader is reviewing this report as a pdf, the topics (bold orange font) above can be used to access the appropriate section of the report by simply clicking on the topic itself. 2. This summary is for convenience only. It should be used in conjunction with the entire report for design purposes. It should be recognized that specific details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. Responsive ■ Resourceful ■ Reliable 1 INTRODUCTION Geotechnical Engineering Report Windsor Loaf ‘N Jug Northeast of the Intersection of SW Frontage Road and CO-392 Windsor, Colorado Terracon Project No. 20175104 March 13, 2018 INTRODUCTION This report presents the results of our subsurface exploration and geotechnical engineering services performed for the proposed Loaf ‘N Jug to be located northeast of the intersection of SW Frontage Road and CO-392 in Windsor, Colorado. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: ■ Subsurface soil (and rock) conditions ■ Foundation design and construction ■ Groundwater conditions ■ Floor slab design and construction ■ Site preparation and earthwork ■ Seismic site classification per IBC ■ Pavement design and construction ■ Lateral earth pressures ■ Excavation considerations The geotechnical engineering scope of services for this project included the advancement of six test borings to depths of approximately 25 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 Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 Responsive ■ Resourceful ■ Reliable 2 Item Description Parcel Information The project is located northeast of the intersection of SW Frontage Road west of Interstate 25 and CO-392 in Windsor, Colorado. The site is approximately 2.8 acres. The approximate latitude/longitude of the center of the site is 40.48035° N/ 104.99359° W (Please refer to Site Location). Existing Improvements The site is bordered to the north and west by SW Frontage Road followed by undeveloped land, to the east by the I-25 exit ramp followed by I-25, to the south by CO-392. Fossil Creek Reservoir is located northwest of the site. Current Ground Cover The current ground surface is covered with native grasses and weeds and bare ground. Existing Topography The center of the site is relatively flat with grades of approximately 3:1 (H:V) on the east, south and west of the site sloping up towards the surrounding roadways. PROJECT DESCRIPTION Item Description Information Provided Email correspondence with Jimmy Cruz dated December 7, 2017 and site plan provided by Galloway. Project Description The project includes construction of a Loaf ‘N Jug convenience store, car wash building, canopy for fueling stations, and underground storage tanks. Proposed Structures The project includes two single-story buildings with footprints of about 5,300 and 980 square feet. The buildings will be slab-on-grade (non- basement). Maximum Loads (assumed) ■ Columns: 50 to 200 kips ■ Walls: 2 to 4 kips per linear foot (klf) ■ Slabs: 150 pounds per square foot (psf) Grading/Slopes Grading plans were not provided at the time of this proposal. We will work closely with the project team to determine site grades to assist with developing our engineering recommendations. Below-grade Structures Plans indicate underground storage tanks are planned below a portion of the proposed pavements. Pavements We assume both rigid (concrete) and flexible (asphalt) pavement sections will be considered. Anticipated traffic is as follows: ■ Autos/light trucks: 1,500 vehicles per day ■ Light delivery and trash collection vehicles: 10 vehicles per week ■ Tractor-trailer trucks: 2 vehicles per day The pavement design period is 20 years. Geotechnical Engineering Report Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 Responsive ■ Resourceful ■ Reliable 3 GEOTECHNICAL CHARACTERIZATION Subsurface Profile Specific conditions encountered at each boring location are indicated on the individual boring logs. Stratification boundaries on the boring logs represent the approximate location of changes in soil types; in situ, the transition between materials may be gradual. Details for each of the borings can be found in Exploration Results. A discussion of field sampling and laboratory testing procedures and test results are presented in Exploration and Testing Procedures. Based on the results of the borings, subsurface conditions on the project site can be generalized as follows: Material Description Approximate Depth to Bottom of Stratum Consistency/Hardness Lean clay with varying amounts of sand About 20 to 24 feet below existing site grades. Medium stiff to very stiff Claystone bedrock To the maximum depth of exploration of about 25 feet. Medium hard to very hard Groundwater Conditions The boreholes were observed while drilling and after completion for the presence and level of groundwater. In addition, delayed water levels were also obtained in some borings. The water levels observed in the boreholes are noted on the attached boring logs, and are summarized below: Boring Number Depth to groundwater while drilling, ft. Depth to groundwater 3 days after drilling, ft. Elevation of groundwater 3 days after drilling, ft. 1 23 14 4,870.1 2 17 12.5 4,869.8 3 Not encountered 17.5 4,869.5 4 23 13.5 4,869.2 5 Not encountered 17.5 4,869.5 6 Not encountered 17 4,867.8 These observations represent groundwater conditions at the time of the field exploration, and may not be indicative of other times or at other locations. Groundwater levels can be expected to fluctuate with varying seasonal and weather conditions, and other factors. Geotechnical Engineering Report Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 Responsive ■ Resourceful ■ Reliable 4 Groundwater level fluctuations occur due to seasonal variations in the water levels present in nearby water features, amount of rainfall, runoff and other factors not evident at the time the borings were performed. Therefore, groundwater levels during construction or at other times in the life of the 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. Fluctuations in groundwater levels can best be determined by implementation of a groundwater monitoring plan. Such a plan would include installation of groundwater piezometers, and periodic measurement of groundwater levels over a sufficient period of time. GEOTECHNICAL OVERVIEW Based on subsurface conditions encountered in the borings, the site appears suitable for the proposed construction from a geotechnical point of view provided certain precautions and design and construction recommendations described in this report are followed and the owner understands the inherent risks associated with construction on sites underlain by expansive soils 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 expansive soils. These conditions will require particular attention in project planning, design and during construction and are discussed in greater detail in the following sections. Expansive Soils and Bedrock Expansive soils are present on this site and these conditions constitute a geologic hazard. This report provides recommendations to help mitigate the effects of soil shrinkage and expansion. However, even if these procedures are followed, some movement and cracking in the structures, pavements, and flatwork is possible. The severity of cracking and other damage such as uneven floor slabs and flat work will probably increase if modification of the site results in excessive wetting or drying of the expansive clays. Eliminating the risk of movement and cosmetic distress is generally not feasible, but it may be possible to further reduce the risk of movement if significantly more expensive measures are used during construction. It is imperative the recommendations described in section Grading and Drainage of this report be followed to reduce potential movement. Low Strength Soils Soft clay soils were encountered at depths ranging from about 13 to 20 feet in most of the borings completed at this site. These soils present risk for settlement of shallow foundations and floor slabs. These materials also can be susceptible to disturbance and loss of strength under repeated Geotechnical Engineering Report Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 Responsive ■ Resourceful ■ Reliable 5 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 We considered several foundation alternatives for the proposed buildings while evaluating the potential impacts of the subsurface conditions encountered in our exploratory borings. Conventional spread footing foundations (without ground modification) were considered; however, we believe the soft clay soils present a significant risk for potential settlement. The proposed convenience store and car wash buildings can be supported by a shallow, spread footing foundation system provided ground modification using rammed aggregate piers is implemented on the site below the proposed foundation elements. As an alternative, we recommend the proposed buildings be constructed on a drilled pier foundation system bottomed in competent bedrock. Ancillary structures such as dumpster pads may be supported on conventional shallow foundations given foundation settlement is allowable. For these structures that are not sensitive to movement and can handle up to about 2 inches of settlement at a bearing pressure of 1,200 psf, no ground modification will be necessary. 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 foundations for the proposed structures and related structural elements are presented in the following sections. The General Comments section provides an understanding of the report limitations. EARTHWORK Earthwork will include clearing and grubbing, excavations and fill placement. The following sections provide recommendations for use in the preparation of specifications for the work. Recommendations include critical quality criteria as necessary to render the site in the state considered in our geotechnical engineering evaluation for foundations, floor slabs, and pavements. Geotechnical Engineering Report Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 Responsive ■ Resourceful ■ Reliable 6 Site Preparation Prior to placing fill, existing vegetation and root mat should be removed. Complete stripping of the topsoil should be performed in the proposed building and parking/driveway areas. The subgrade should be proof-rolled with an adequately loaded vehicle such as a fully-loaded tandem axle dump truck. The proof-rolling should be performed under the direction of Terracon. Areas excessively deflecting under the proof-roll should be delineated and subsequently addressed by Terracon. Such areas should either be removed or modified by stabilizing with further compactive efforts. Excessively wet or dry material should either be removed or moisture conditioned and recompacted. Excavation It is anticipated that excavations for the proposed construction can be accomplished with conventional earthmoving equipment. Excavation penetrating the bedrock (if needed) may require the use of specialized heavy-duty equipment, together with ripping or jack-hammering to advance the excavation and facilitate rock break-up and removal. Consideration should be given to obtaining a unit price for difficult excavation in the contract documents for the project. 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 Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 Responsive ■ Resourceful ■ Reliable 7 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 the vegetative layer has been removed from the construction areas, the top 10 inches of the exposed ground surface should be scarified, moisture conditioned, and recompacted to at least 95 percent of the maximum dry unit weight as determined by ASTM D698 before any new fill or foundation or pavement is placed. If pockets of soft, loose, or otherwise unsuitable materials are encountered at the bottom of the foundation excavations and it is inconvenient to lower the foundations, the proposed foundation elevations may be reestablished by over-excavating the unsuitable soils and backfilling with compacted engineered fill or lean concrete. After the bottom of the excavation has been compacted, engineered fill can be placed to bring the building pads and pavement subgrade to the desired grade. Engineered fill should be placed in accordance with the recommendations presented in subsequent sections of this report. The stability of the subgrade may be affected by precipitation, repetitive construction traffic or other factors. If unstable conditions develop, workability may be improved by scarifying and Geotechnical Engineering Report Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 Responsive ■ Resourceful ■ Reliable 8 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 geotextiles could also be considered as a stabilization technique. 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. Bedrock excavated during site development and construction can be reused as fill provided the material is broken down and thoroughly processed to a “soil-like” consistency, with no particles greater than 2 inches in size. The earthwork contractor should expect significant mechanical processing and moisture conditioning of the site soils and/or bedrock will be needed to achieve proper compaction Imported soils (if required) should meet the following material property requirements: Gradation Percent finer by weight (ASTM C136) 4” 100 3” 70-100 No. 4 Sieve 50-100 No. 200 Sieve 50 (max.) Soil Properties Values Liquid Limit 35 (max.) Plastic Limit 6 (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-base 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 Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 Responsive ■ Resourceful ■ Reliable 9 Item Description Fill lift thickness 9 inches or less in loose thickness when heavy, self- propelled compaction equipment is used 4 to 6 inches in loose thickness when hand-guided equipment (i.e. jumping jack or plate compactor) is used Minimum compaction requirements 95 percent of the maximum dry unit weight as determined by ASTM D698 Moisture content cohesive soil (clay) -1 to +3 % of the optimum moisture content Moisture content cohesionless soil (sand) -3 to +3 % of the optimum moisture content 1. We recommend engineered fill be tested for moisture content and compaction during placement. Should the results of the in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested as required until the specified moisture and compaction requirements are achieved. 2. Specifically, moisture levels should be maintained low enough to allow for satisfactory compaction to be achieved without the fill material pumping when proofrolled. 3. Moisture conditioned clay materials should not be allowed to dry out. A loss of moisture within these materials could result in an increase in the material’s expansive potential. Subsequent wetting of these materials could result in undesirable movement. Utility Trench Backfill All trench excavations should be made with sufficient working space to permit construction including backfill placement and compaction. All underground piping within or near the proposed structures should be designed with flexible couplings, so minor deviations in alignment do not result in breakage or distress. Utility knockouts in foundation walls should be oversized to accommodate differential movements. It is imperative that utility trenches be properly backfilled with relatively clean materials. If utility trenches are backfilled with relatively clean granular material, they should be capped with at least 18 inches of cohesive fill in non-pavement areas to reduce the infiltration and conveyance of surface water through the trench backfill. Utility trenches are a common source of water infiltration and migration. All utility trenches that penetrate beneath the buildings should be effectively sealed to restrict water intrusion and flow through the trenches that could migrate below the buildings. We recommend constructing an effective clay “trench plug” that extends at least 5 feet out from the face of the building exteriors. The plug material should consist of clay compacted at a water content at or above the soil’s optimum water content. The clay fill should be placed to completely surround the utility line and be compacted in accordance with recommendations in this report. Geotechnical Engineering Report Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 Responsive ■ Resourceful ■ Reliable 10 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 buildings during construction and maintained throughout the life of the proposed project. Infiltration of water into foundation excavations must be prevented during construction. Landscape irrigation adjacent to foundations should be minimized or eliminated. Water permitted to pond near or adjacent to the perimeter of the 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 10 feet beyond the perimeter of the proposed buildings, 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 buildings. 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 buildings 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. Planters (if any) 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 or to a detention pond or other appropriate outfall. Geotechnical Engineering Report Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 Responsive ■ Resourceful ■ Reliable 11 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. Each lift of fill should be tested for density and water content at a frequency of at least one test for every 2,500 square feet of compacted fill in the structure areas and 5,000 square feet in pavement areas. One density and water content test for every 50 linear feet of compacted utility trench backfill. In areas of foundation excavations, the bearing subgrade and exposed conditions at the base of the 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 the Terracon’s evaluation of subsurface conditions, including assessing variations and associated design changes. SHALLOW FOUNDATIONS If the site has been prepared in accordance with the requirements noted in Earthwork and Ground Improvement the following deign parameters are applicable for shallow foundations. Geotechnical Engineering Report Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 Responsive ■ Resourceful ■ Reliable 12 Spread Footings - Design Recommendations Description Values Bearing material On-site modifications by recommendations contained in the Ground Improvement section of this report such as rammed aggregate piers Maximum net allowable bearing pressure 3,000 psf or more (to be determined by specialty contractor) Lateral earth pressure coefficients 1 Active, Ka = 0.27 Passive, Kp = 3.69 At-rest, Ko = 0.43 Sliding coefficients 1 µ = 0.56 Moist soil unit weight ɣ = 110 pcf Minimum embedment depth below finished grade 2 30 inches 1. 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. 2. For frost protection and to reduce the effects of seasonal moisture variations in the subgrade soils. The minimum embedment depth is for perimeter footings beneath unheated areas and is relative to lowest adjacent finished grade, typically exterior grade. Interior column pads in heated areas should bear at least 12 inches below the adjacent grade (or top of the floor slab) for confinement of the bearing materials and to develop the recommended bearing pressure. 3. Estimated foundation movements can be provided by the specialty contractor performing ground improvement below foundations. Ancillary structures such as dumpster pads may be supported on conventional shallow foundations given foundation settlement is allowable. For these structures that are not sensitive to movement and can hand up to about 2 inches of settlement at a bearing pressure of 1,200 psf, no ground modification will be necessary. 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 proposed buildings be completed remotely with a track-hoe operating outside of the excavation limits. Footings and foundation walls should be reinforced as necessary to reduce the potential for distress caused by differential foundation movement. Unstable subgrade conditions between rammed aggregate piers should be observed by Terracon to assess the subgrade and provide suitable alternatives for stabilization. Stabilized areas should Geotechnical Engineering Report Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 Responsive ■ Resourceful ■ Reliable 13 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. GROUND IMPROVEMENT Soft clay soils were encountered at depths of about 13 to 20 feet below existing site grades. These soils present a significant risk of settlement, particularly differential settlement of foundations, floor slabs, flatwork and pavements. In order to significantly reduce risk of foundation settlement, we recommend the proposed buildings be supported on a shallow spread footing foundation system provided the soils below the foundation are modified using rammed aggregate piers. Recommendations for rammed aggregate piers are provided below. Rammed Aggregate Piers We recommend ground modification/improvement techniques to improve the strength and to reduce the compressibility characteristics of the foundation soils and to allow for support of the structures on conventional shallow spread footing foundations. One approach would include rammed aggregate-pier foundation elements or stone columns to support shallow foundations. Stone columns and rammed aggregate piers consist of a series of drilled holes filled with highly compacted, well graded aggregate to form very stiff, high-density aggregate piers. The stone column and rammed aggregate piers are generally extended below the low strength soil layer to a layer of higher bearing capacity soils or bedrock. Installation of these elements results in significant strengthening and stiffening of the foundation bearing layer to support footings within typical settlement tolerances. Shallow foundations are then constructed over the piers/columns in a conventional manner. Aggregate-pier foundation elements are usually part of the contractor’s design-build system. Therefore, the subsurface exploration information contained in this report should be provided to the foundation contractors for detailed analysis and design and cost information. DEEP FOUNDATIONS Drilled Piers Bottomed in Bedrock - Design Recommendations Description Value Estimated pier length 30 feet Minimum pier diameter 18 inches Geotechnical Engineering Report Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 Responsive ■ Resourceful ■ Reliable 14 Description Value Minimum bedrock embedment 1 6 feet Maximum allowable end-bearing pressure 30,000 psf Allowable skin friction (for portion of pier embedded into bedrock) 2,500 psf Void thickness (beneath grade beams or below pier caps) 4 inches 1. Drilled piers should be embedded into competent bedrock materials. Actual structural loads and pier diameters may dictate embedment deeper than the recommended minimum bedrock embedment. Site grading details were not fully understood at the time we prepared this report. If significant fills are planned in the proposed building areas, longer drilled pier lengths may be required. 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 individual 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: Parameters Clay Claystone Bedrock LPILE soil type Soft clay (Matlock) Stiff clay w/o free water (Reese) Effective unit weight (pcf) 110 130 Undrained cohesion (psf) 500 9,000 Friction angle,  (degrees) - - Coefficient of subgrade reaction above groundwater, k (pci) Static – 500 Cyclic - 200 Static – 2,000 Cyclic - 800 Strain factor, 50 (%) 0.010 0.004 For purposes of LPILE analysis, assume a groundwater depth of about 14 feet below existing ground surface (approximately Elev. 4869 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; however, specialized drilling equipment may be required for very hard bedrock layers. Geotechnical Engineering Report Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 Responsive ■ Resourceful ■ Reliable 15 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 cased pier holes or through a tremie. Pier concrete with slump in the range of 5 to 7 inches is recommended. We recommend the sides of each pier should be mechanically roughened in the claystone bearing strata. This should be accomplished by a roughening tooth placed on the auger. Shaft bearing surfaces must be cleaned prior to concrete placement. A representative of Terracon should observe the bearing surface and shaft configuration. 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 7-10. Description Value 2015 International Building Code Site Classification (IBC) 1 D 2 Site Latitude 40.48017 Site Longitude -104.99354 SDS Spectral Acceleration for a Short Period 3 0.189g SD1 Spectral Acceleration for a 1-Second Period 3 0.091g Geotechnical Engineering Report Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 Responsive ■ Resourceful ■ Reliable 16 Description Value 1. Seismic site classification in general accordance with the 2015 International Building Code, which refers to ASCE 7-10. 2. The 2015 International Building Code (IBC) uses a site profile extending to a depth of 100 feet for seismic site classification. Borings at this site were extended to a maximum depth of 25 feet. The site properties below the boring depth to 100 feet were estimated based on our experience and knowledge of geologic conditions of the general area. Additional deeper borings or geophysical testing may be performed to confirm the conditions below the current boring depth. 3. These values were obtained using online seismic design maps and tools provided by the USGS (http://earthquake.usgs.gov/hazards/designmaps/). FLOOR SLABS A slab-on-grade may be utilized for the interior floor system for the proposed buildings provided the native clay soils are over-excavated to a depth of at least 2 feet, moisture conditioned, and compacted on-site soils. If the estimated movement cannot be tolerated, a structurally-supported floor system, supported independent of the subgrade materials, is recommended. Subgrade soils beneath interior and exterior slabs and at the base of the over-excavation below the proposed floor slab should be scarified to a depth of at least 10 inches, moisture conditioned and compacted. The moisture content and compaction of subgrade soils should be maintained until slab construction. Floor System - Design Recommendations Even when bearing on properly prepared soils, movement of the slab-on-grade floor system is possible should the subgrade soils undergo an increase in moisture content. We estimate movement of about 1 inch is possible. If the owner cannot accept the risk of slab movement, a structural floor should be used. If conventional slab-on-grade is utilized, the subgrade soils should be over-excavated and prepared as presented in the Site Preparation section of this report. For structural design of concrete slabs-on-grade subjected to point loadings, a modulus of subgrade reaction of 175 pounds per cubic inch (pci) may be used for floors supported on re- compacted existing soils at the site. Additional floor slab design and construction recommendations are as follows:  Positive separations and/or isolation joints should be provided between slabs and all foundations, columns, or utility lines to allow independent movement. Geotechnical Engineering Report Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 Responsive ■ Resourceful ■ Reliable 17  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 Site Preparation section of this report.  Floor slabs should not be constructed on frozen subgrade.  A minimum 1½-inch void space should be constructed above or below non-bearing partition walls placed on the floor slab. Special framing details should be provided at doorjambs and frames within partition walls to avoid potential distortion. Partition walls should be isolated from suspended ceilings.  The use of a vapor retarder should be considered beneath concrete slabs that will be covered with wood, tile, carpet or other moisture sensitive or impervious floor coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer and slab contractor should refer to ACI 302 for procedures and cautions regarding the use and placement of a vapor retarder.  Other design and construction considerations, as outlined in the ACI Design Manual, Section 302.1R are recommended. Floor Systems - Construction Considerations Movements of slabs-on-grade using the recommendations discussed in previous sections of this report will likely be reduced and tend to be more uniform. The estimates discussed above assume that the other recommendations in this report are followed. Additional movement could occur should the subsurface soils become wetted to significant depths, which could result in potential excessive movement causing uneven floor slabs and severe cracking. This could be due to over watering of landscaping, poor drainage, improperly functioning drain systems, and/or broken utility lines. Therefore, it is imperative that the recommendations presented in this report be followed. PAVEMENTS Pavements – Subgrade Preparation On most project sites, the site grading is accomplished relatively early in the construction phase. Fills are typically placed and compacted in a uniform manner. However, as construction proceeds, the subgrade may be disturbed due to utility excavations, construction traffic, desiccation, or rainfall/snow melt. As a result, the pavement subgrade may not be suitable for Geotechnical Engineering Report Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 Responsive ■ Resourceful ■ Reliable 18 pavement construction and corrective action will be required. The subgrade should be carefully evaluated at the time of pavement construction for signs of disturbance or instability. We recommend the pavement subgrade be thoroughly proofrolled with a loaded tandem-axle dump truck prior to final grading and paving. All pavement areas should be moisture conditioned and properly compacted to the recommendations in this report immediately prior to paving. Pavements – Design Recommendations Design of pavements for the project have been based on the procedures outlined in the 1993 Guideline for Design of Pavement Structures prepared by the American Association of State Highway and Transportation Officials (AASHTO) and the Larimer County Urban Area Street Standards (LCUASS). Traffic patterns and anticipated loading conditions were not available at the time that this report was prepared. However, we anticipate that the parking areas (i.e., medium-duty) will be primarily used by personal vehicles (cars and pick-up trucks). Delivery trucks and refuse disposal vehicles will be expected in the drive lanes and loading areas (i.e., heavy-duty). For our pavement thicknesses design recommendations, we assumed a 18-kip equivalent single-axle load (ESAL) of 73,000 for automobile parking areas and an ESAL of 116,000 for heavy truck traffic areas. These assumed traffic design values should be verified by the civil engineer or owner prior to final design and construction. If the actual traffic values vary from the assumed values, the pavement thickness recommendations may not be applicable. When the actual traffic design information is available Terracon should be contacted so that the design recommendations can be reviewed and revised if necessary. For flexible pavement design, a terminal serviceability index of 2.0 was utilized along with an inherent reliability of 85 percent and a design life of 20 years. Using the correlated design R-value of 5, CBR value of 3, appropriate ESAL, environmental criteria and other factors, the structural numbers (SN) of the pavement sections were determined on the basis of the 1993 AASHTO design equation. In addition to the flexible pavement design analyses, a rigid pavement design analysis was completed based upon AASHTO design procedures. Rigid pavement design is based on an evaluation of the Modulus of Subgrade Reaction of the soils (k-value), the Modulus of Rupture of the concrete, and other factors previously outlined. The design k-value of 100 for the subgrade soil was determined by correlation to the laboratory test results. A modulus of rupture of 600 psi (working stress 450 psi) was used for pavement concrete. The rigid pavement thickness for each traffic category was determined on the basis of the AASHTO design equation. Recommended minimum pavement sections are provided in the table below. Geotechnical Engineering Report Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 Responsive ■ Resourceful ■ Reliable 19 Traffic Area Alternative Recommended Pavement Thicknesses (Inches) Asphaltic Concrete Surface Aggregate Base Course Portland Cement Concrete Total Automobile parking areas (medium-duty) A 4 6 - 10 B - - 5 5 Heavy truck traffic areas (heavy-duty) A 5 8 - 13 B - - 8 8 Aggregate base course (if used on the site) should consist of a blend of sand and gravel which meets strict specifications for quality and gradation. Use of materials meeting Colorado Department of Transportation (CDOT) Class 5 or 6 specifications is recommended for aggregate base course. Aggregate base course should be placed in lifts not exceeding 6 inches and compacted to a minimum of 95 percent of the maximum dry unit weight as determined by ASTM D698. Asphaltic concrete should be composed of a mixture of aggregate, filler and additives (if required) and approved bituminous material. The asphalt concrete should conform to approved mix designs stating the Superpave properties, optimum asphalt content, job mix formula and recommended mixing and placing temperatures. Aggregate used in asphalt concrete should meet particular gradations. Material meeting CDOT Grading S or SX specifications or equivalent is recommended for asphalt concrete. Mix designs should be submitted prior to construction to verify their adequacy. Asphalt material should be placed in maximum 3-inch lifts and compacted within a range of 92 to 96 percent of the theoretical maximum (Rice) density (ASTM D2041). Where rigid pavements are used, the concrete should be portland cement concrete should be produced from an approved mix design with the following minimum properties: Properties Value Compressive strength 4,000 psi Cement type Type I or II portland cement Entrained air content (%) 5 to 8 Concrete aggregate ASTM C33 and CDOT section 703 Concrete should be deposited by truck mixers or agitators and placed a maximum of 90 minutes from the time the water is added to the mix. Longitudinal and transverse joints should be provided as needed in concrete pavements for expansion/contraction and isolation per ACI 325. The Geotechnical Engineering Report Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 Responsive ■ Resourceful ■ Reliable 20 location and extent of joints should be based upon the final pavement geometry. Joints should be sealed to prevent entry of foreign material and doweled where necessary for load transfer. Although not required for structural support, a minimum 4-inch thick aggregate base course layer is recommended for the PCC pavements to help reduce the potential for slab curl, shrinkage cracking, and subgrade “pumping” through joints. Proper joint spacing will also be required for PCC pavements to prevent excessive slab curling and shrinkage cracking. All joints should be sealed to prevent entry of foreign material and dowelled where necessary for load transfer. For areas subject to concentrated and repetitive loading conditions such as dumpster pads, truck delivery docks and ingress/egress aprons, we recommend using a portland cement concrete pavement with a thickness of at least 6 inches underlain by at least 4 inches of granular base. Prior to placement of the granular base, the areas should be thoroughly proofrolled. For dumpster pads, the concrete pavement area should be large enough to support the container and tipping axle of the refuse truck. Pavement performance is affected by its surroundings. In addition to providing preventive maintenance, the civil engineer should consider the following recommendations in the design and layout of pavements:  Site grades should slope a minimum of 2 percent away from the pavements;  The subgrade and the pavement surface have a minimum 2 percent slope to promote proper surface drainage;  Consider appropriate edge drainage and pavement under drain systems;  Install pavement drainage surrounding areas anticipated for frequent wetting;  Install joint sealant and seal cracks immediately;  Seal all landscaped areas in, or adjacent to pavements to reduce moisture migration to subgrade soils; and  Placing compacted, low permeability backfill against the exterior side of curb and gutter. Pavements – Construction Considerations Openings in pavement, such as landscape islands, are sources for water infiltration into surrounding pavements. Water collects in the islands and migrates into the surrounding subgrade soils thereby degrading support of the pavement. This is especially applicable for islands with raised concrete curbs, irrigated foliage, and low permeability near-surface soils. The civil design for the pavements with these conditions should include features to restrict or to collect and discharge excess water from the islands. Examples of features are edge drains connected to the storm water collection system or other suitable outlet and impermeable barriers preventing lateral migration of water such as a cutoff wall installed to a depth below the pavement structure. Geotechnical Engineering Report Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 Responsive ■ Resourceful ■ Reliable 21 Pavements – Maintenance Preventative maintenance should be planned and provided for an ongoing pavement management program in order to enhance future pavement performance. Preventive maintenance consists of both localized maintenance (e.g. crack and joint sealing and patching) and global maintenance (e.g. surface sealing). Preventative maintenance is usually the first priority when implementing a planned pavement maintenance program and provides the highest return on investment for pavements. BELOW-GRADE STRUCTURES Lateral Earth Pressures Below grade structures or reinforced concrete walls with unbalanced backfill levels on opposite sides should be designed for earth pressures at least equal to those indicated in the following table. Earth pressures will be influenced by structural design of the walls, conditions of wall restraint, methods of construction and/or compaction and the strength of the materials being restrained. Two wall restraint conditions are shown. Active earth pressure is commonly used for design of free-standing cantilever retaining walls and assumes wall movement. The "at-rest" condition assumes no wall movement. The recommended design lateral earth pressures do not include a factor of safety and do not provide for possible hydrostatic pressure on the walls. Earth Pressure Coefficients Geotechnical Engineering Report Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 Responsive ■ Resourceful ■ Reliable 22 Earth Pressure Conditions Coefficient for Backfill Type Equivalent Fluid Density (pcf) Surcharge Pressure, p1 (psf) Earth Pressure, p2 (psf) Active (Ka) Lean Clay - 0.42 50 (0.42)S (50)H At-Rest (Ko) Lean Clay - 0.58 70 (0.58)S (70)H Passive (Kp) Lean Clay - 2.4 290 --- --- Applicable conditions to the above include: ■ For active earth pressure, wall must rotate about base, with top lateral movements of about 0.002 H to 0.004 H, where H is wall height ■ For passive earth pressure to develop, wall must move horizontally to mobilize resistance ■ Uniform surcharge, where S is surcharge pressure ■ In-situ soil backfill weight a maximum of 120 pcf ■ Horizontal backfill, compacted between 95 and 98 percent of standard Proctor maximum dry density ■ Loading from heavy compaction equipment not included ■ No hydrostatic pressures acting on wall ■ No dynamic loading ■ No safety factor included ■ Ignore passive pressure in frost zone Backfill placed against structures should consist of granular soils or low plasticity cohesive soils. For the granular values to be valid, the granular backfill must extend out and up from the base of the wall at an angle of at least 45 and 60 degrees from vertical for the active and passive cases, respectively. To calculate the resistance to sliding, a value of 0.32 should be used as the ultimate coefficient of friction between the footing and the underlying soil. CORROSIVITY Results of water-soluble sulfate testing indicate that ASTM Type I or II portland cement should be specified for all project concrete on and below grade. Foundation concrete should be designed for moderate sulfate exposure in accordance with the provisions of the ACI Design Manual, Section 318, Chapter 4. GENERAL COMMENTS As the project progresses, we address assumptions by incorporating information provided by the design team, if any. Revised project information that reflects actual conditions important to our services is reflected in the final report. The design team should collaborate with Terracon to confirm these assumptions and to prepare the final design plans and specifications. This facilitates Geotechnical Engineering Report Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 Responsive ■ Resourceful ■ Reliable 23 the incorporation of our opinions related to implementation of our geotechnical recommendations. Any information conveyed prior to the final report is for informational purposes only and should not be considered or used for decision-making purposes. 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 the final 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 valid unless we review the changes and either verify or modify our conclusions in writing. ATTACHMENTS ATTACHMENTS Geotechnical Engineering Report Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 Responsive ■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES Field Exploration The field exploration program consisted of the following: Number of Borings Boring Depth (feet) 1 Location 6 25 Convenience store, car wash, canopy and underground storage areas 1. Below ground surface Boring Layout and Elevations: We use handheld GPS equipment to locate borings with an estimated horizontal accuracy of +/-20 feet. A ground surface elevation at each boring location is obtained by Terracon using an engineer’s level, referencing an on-site benchmark. If available, approximate elevations are obtained by interpolation from a site specific, surveyed topographic map. Subsurface Exploration Procedures: We advance soil borings with a truck-mounted drill rig using continuous-flight augers (solid-stem and/or hollow-stem, as necessary, depending on subsurface conditions). Three samples are obtained in the upper 10 feet of each boring and at intervals of 5 feet thereafter. Soil sampling is typically performed using thin-wall tube, ring-lined split-barrel, and standard split-barrel sampling procedures. For the thin-walled tube sampling procedure, a thin-walled, seamless steel tube with a sharp cutting edge is pushed hydraulically into the soil to obtain a relatively undisturbed sample. 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 ring-lined split-barrel sampling procedure, a 3-inch outer diameter split-barrel sampling spoon is used for sampling. Ring-lined, split-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 are placed in appropriate containers, taken to our soil laboratory for testing, and classified by a geotechnical engineer. In addition, we observe and record groundwater levels during drilling and sampling. Our exploration team prepares field boring logs as part of standard drilling operations including sampling depths, penetration distances, and other relevant sampling information. Field logs include 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 Engineering Report Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 Responsive ■ Resourceful ■ Reliable geotechnical engineer's interpretation, and include modifications based on observations and laboratory tests. For the possible proposed fuel station locations (Boring No. 4 through 6), we performed environmental testing using a Photo Ionization Detector (PID) on all SPT samples. Readings were taken during soil sampling to obtain a baseline for petroleum/fossil fuel concentrations in accordance with the appropriate local jurisdiction. Property Disturbance: We backfill borings with auger cuttings after completion. Our services do not include repair of the site beyond backfilling our boreholes. Excess auger cuttings are dispersed in the general vicinity of the boreholes. Because backfill material often settles below the surface after a period, we recommend checking boreholes periodically and backfilling, if necessary. Laboratory Testing The project engineer reviews field data and assigns various laboratory tests to better understand the engineering properties of various soil and rock strata. Exact types and number of tests cannot be defined until completion of field work. Laboratory testing is conducted in general accordance with applicable or other locally recognized standards. Testing is performed under the direction of a geotechnical engineer included the following: ■ Visual classification ■ Moisture content ■ Dry density ■ Atterberg limits ■ Grain-size analysis ■ One-dimensional swell ■ Shear strength, as appropriate ■ Water-soluble sulfates ■ Corrosive properties Our laboratory testing program often includes examination of soil samples by an engineer. Based on the material’s texture and plasticity, we describe and classify soil samples in accordance with the Unified Soil Classification System (USCS). Rock classification is conducted using locally accepted practices for engineering purposes; petrographic analysis (if performed) may reveal other rock types. Rock core samples typically provide an improved specimen for this classification. Boring log rock classification is determined using the Description of Rock Properties. SITE LOCATION AND EXPLORATION PLANS SITE LOCATION AND EXPLORATION PLANS SITE LOCATION and NEARBY GEOTECHNICAL DATA Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 SITE LOCATION PLAN DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS EXPLORATION PLAN Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 EXPLORATION PLAN DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS EXPLORATION PLAN Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS EXPLORATION RESULTS EXPLORATION RESULTS 79 13 16 25 28 17 112 38-16-22 4883.5 4861 4858.5 5-4-5 N=9 5-5-7 N=12 8-11 2-2-3 N=5 2-2-1 N=3 9-23-24 N=47 +0.6/1000 0.5 23.0 25.5 TOPSOIL, about 6 inches LEAN CLAY WITH SAND, brown, medium stiff to very stiff, trace amounts of gravel Sample exhibited a soft clay layer at a depth of about 19 feet. SEDIMENTARY BEDROCK - CLAYSTONE, gray, brown, rust, medium hard, iron oxide staining Boring Terminated at 25.5 Feet ND ND ND ND ND ND GRAPHIC LOG Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20175104 WINDSOR LOAF 'N J.GPJ TERRACON_DATATEMPLATE.GDT 2/27/18 UNCONFINED COMPRESSIVE STRENGTH (psf) PERCENT FINES WATER CONTENT (%) DRY UNIT WEIGHT (pcf) LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.) Surface Elev.: 4884.1 (Ft.) WATER LEVEL OBSERVATIONS DEPTH (Ft.) 95 14 14 21 25 18 105 42-18-24 4882 4859.5 4857 5-11-12 N=23 6-7-8 N=15 6-7 0-2-3 N=5 3-4-6 N=10 13-27-50/2" 0.5 23.0 25.2 TOPSOIL, about 6 inches LEAN CLAY, brown, medium stiff to very stiff Sample exhibits crystalline calcium carbonate at a depth of about 4 feet. Samples exhibit iron oxide staining after a depth of about 19 feet. SEDIMENTARY BEDROCK - CLAYSTONE, gray, brown, rust, very hard Boring Terminated at 25.2 Feet ND ND ND ND ND ND GRAPHIC LOG Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20175104 WINDSOR LOAF 'N J.GPJ TERRACON_DATATEMPLATE.GDT 2/27/18 UNCONFINED COMPRESSIVE STRENGTH (psf) PERCENT FINES WATER CONTENT (%) DRY UNIT WEIGHT (pcf) LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.) Surface Elev.: 4882.3 (Ft.) WATER LEVEL OBSERVATIONS DEPTH (Ft.) 5 10 14 14 19 24 26 17 103 4886.5 4865 4861.5 4-7-9 N=16 5-8-8 N=16 3-4-6 N=10 4-6 3-4-6 N=10 7-19-27 N=46 0.5 22.0 25.5 TOPSOIL, about 6 inches LEAN CLAY WITH SAND, brown, stiff to very stiff SEDIMENTARY BEDROCK - CLAYSTONE, gray, brown, rust, medium hard, iron oxide staining Boring Terminated at 25.5 Feet 1.8 2.7 <1 ND 1.1 2.7 GRAPHIC LOG Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20175104 WINDSOR LOAF 'N J.GPJ TERRACON_DATATEMPLATE.GDT 2/27/18 UNCONFINED COMPRESSIVE STRENGTH (psf) PERCENT FINES WATER CONTENT (%) DRY UNIT WEIGHT (pcf) LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.) Surface Elev.: 4887.0 (Ft.) WATER LEVEL OBSERVATIONS DEPTH (Ft.) 5 10 15 20 93 93 13 13 22 25 16 108 108 41-18-23 43-20-23 4882 4859.5 4858 7-11-13 N=24 12-18 3-4-5 N=9 1-2-3 N=5 1-2-5 N=7 22-50/4" +1.6/1000 0.5 23.0 24.8 TOPSOIL, about 6 inches LEAN CLAY, brown, medium stiff to very stiff Sample exhibits crystalline calcium carbonate at a depth of about 2 feet. SEDIMENTARY BEDROCK - CLAYSTONE, gray, brown, rust, very hard, iron oxide staining Boring Terminated at 24.8 Feet <1 ND <1 1.4 <1 ND GRAPHIC LOG Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20175104 WINDSOR LOAF 'N J.GPJ TERRACON_DATATEMPLATE.GDT 2/27/18 UNCONFINED COMPRESSIVE STRENGTH (psf) PERCENT FINES WATER CONTENT (%) DRY UNIT WEIGHT (pcf) LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.) Surface Elev.: 4882.7 (Ft.) WATER LEVEL OBSERVATIONS DEPTH (Ft.) 7780 88 15 16 17 23 27 17 99 39-19-20 4886.5 4863 4861.5 7-10-11 N=21 3-7-10 N=17 3-4-7 N=11 2-3-3 N=6 3-4 8-17-23 N=40 0.5 24.0 25.5 TOPSOIL, about 6 inches LEAN CLAY, brown, medium stiff to very stiff Sample exhibits crystalline calcium carbonate at a depth of about 9 feet. SEDIMENTARY BEDROCK - CLAYSTONE, gray, brown, rust, medium hard, iron oxide staining Boring Terminated at 25.5 Feet 1.7 2.9 <1 1.8 ND 3.4 GRAPHIC LOG Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20175104 WINDSOR LOAF 'N J.GPJ TERRACON_DATATEMPLATE.GDT 2/27/18 UNCONFINED COMPRESSIVE STRENGTH (psf) PERCENT FINES WATER CONTENT (%) DRY UNIT WEIGHT (pcf) LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.) Surface Elev.: 4887.0 (Ft.) WATER LEVEL OBSERVATIONS DEPTH (Ft.) 5 10 90 17 14 18 25 15 16 117 115 48-21-27 4884.5 4865 4860 6-7-10 N=17 8-17 3-3-4 N=7 1-2-2 N=4 4-11-20 N=31 25-50/2" +2.3/1000 0.5 20.0 24.7 TOPSOIL, about 6 inches LEAN CLAY, brown, rust, medium stiff to very stiff SEDIMENTARY BEDROCK - CLAYSTONE, gray, brown, rust, medium hard to very hard, iron oxide staining Boring Terminated at 24.7 Feet <1 ND 2.5 3.1 3.0 ND GRAPHIC LOG Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20175104 WINDSOR LOAF 'N J.GPJ TERRACON_DATATEMPLATE.GDT 2/27/18 UNCONFINED COMPRESSIVE STRENGTH (psf) PERCENT FINES WATER CONTENT (%) DRY UNIT WEIGHT (pcf) LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.) Surface Elev.: 4884.8 (Ft.) WATER LEVEL OBSERVATIONS DEPTH (Ft.) 5 10 0 10 20 30 40 50 60 0 20 40 60 80 100 CL or OL CH or OH ML or OL MH or OH "U" Line "A" Line ATTERBERG LIMITS RESULTS ASTM D4318 P L A S T I C I T Y I N D E X LIQUID LIMIT 1901 Sharp Point Dr Ste C Fort Collins, CO PROJECT NUMBER: 20175104 SITE: Highway 392 Windsor, CO PROJECT: Windsor Loaf 'N Jug CLIENT: Loaf 'N Jug - A Division of the Kroger Co Pueblo, CO LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS 20175104 WINDSOR LOAF 'N J.GPJ TERRACON_DATATEMPLATE.GDT 2/26/18 2 - 3.5 19 - 20.5 9 - 10.5 24 - 25 19 - 20 24 - 25 38 42 41 43 39 48 16 18 18 20 19 21 22 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 100 10 1 0.1 0.01 0.001 30 40 1.5 50 6 8 200 4 10 14 1 3/4 1/2 60 GRAIN SIZE IN MILLIMETERS PERCENT FINER BY WEIGHT U.HYDROMETERS. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS 4 3/8 3 3 100 140 2 GRAIN SIZE DISTRIBUTION ASTM D422 / ASTM C136 6 16 20 1901 Sharp Point Dr Ste C Fort Collins, CO PROJECT NUMBER: 20175104 SITE: Highway 392 Windsor, CO PROJECT: Windsor Loaf 'N Jug CLIENT: Loaf 'N Jug - A Division of the Kroger Co Pueblo, CO LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS-2 20175104 WINDSOR LOAF 'N J.GPJ TERRACON_DATATEMPLATE.GDT 2/26/18 22 24 23 23 20 16 18 18 20 19 Boring ID Depth USCS Classification PL PI Cc Cu Boring ID Depth D100 D60 %Sand %Silt 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 100 10 1 0.1 0.01 0.001 30 40 1.5 50 6 8 200 4 10 14 1 3/4 1/2 60 GRAIN SIZE IN MILLIMETERS PERCENT FINER BY WEIGHT U.HYDROMETERS. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS 4 3/8 3 3 100 140 2 GRAIN SIZE DISTRIBUTION ASTM D422 / ASTM C136 6 16 20 1901 Sharp Point Dr Ste C Fort Collins, CO PROJECT NUMBER: 20175104 SITE: Highway 392 Windsor, CO PROJECT: Windsor Loaf 'N Jug CLIENT: Loaf 'N Jug - A Division of the Kroger Co Pueblo, CO LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS-2 20175104 WINDSOR LOAF 'N J.GPJ TERRACON_DATATEMPLATE.GDT 2/26/18 21 27 Boring ID Depth USCS Classification PL PI Cc Cu Boring ID Depth D100 D60 %Sand %Silt medium 6 coarse fine coarse fine SEDIMENTARY BEDROCK - CLAYSTONE (CL) 0.075 48 0.0 90.5 16 24 - 25 0.0 -8 -6 -4 -2 0 2 4 6 100 1,000 10,000 AXIAL STRAIN, % PRESSURE, psf SWELL CONSOLIDATION TEST ASTM D4546 NOTES: Sample exhibited 0.6 percent swell when wetted under an applied pressure of 1,000 psf. PROJECT: Windsor Loaf 'N Jug PROJECT NUMBER: 20175104 SITE: Highway 392 Windsor, CO CLIENT: Loaf 'N Jug - A Division of the Kroger Co 1901 Sharp Point Dr Ste C Pueblo, CO Fort Collins, CO LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. 65155045-SWELL/CONSOL 20175104 WINDSOR LOAF 'N J.GPJ TERRACON_DATATEMPLATE.GDT 2/27/18 1 9 - 10 ft LEAN CLAY WITH SAND 112 16 Specimen Identification Classification , pcf WC, % -8 -6 -4 -2 0 2 4 6 100 1,000 10,000 AXIAL STRAIN, % PRESSURE, psf SWELL CONSOLIDATION TEST ASTM D4546 NOTES: Sample exhibited 1.6 percent swell when wetted under an applied pressure of 1,000 psf. PROJECT: Windsor Loaf 'N Jug PROJECT NUMBER: 20175104 SITE: Highway 392 Windsor, CO CLIENT: Loaf 'N Jug - A Division of the Kroger Co 1901 Sharp Point Dr Ste C Pueblo, CO Fort Collins, CO LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. 65155045-SWELL/CONSOL 20175104 WINDSOR LOAF 'N J.GPJ TERRACON_DATATEMPLATE.GDT 2/27/18 4 4 - 5 ft LEAN CLAY 108 13 Specimen Identification Classification , pcf WC, % -8 -6 -4 -2 0 2 4 6 100 1,000 10,000 AXIAL STRAIN, % PRESSURE, psf SWELL CONSOLIDATION TEST ASTM D4546 NOTES: Sample exhibited 2.3 percent swell when wetted at an applied pressure of 1,000 psf. PROJECT: Windsor Loaf 'N Jug PROJECT NUMBER: 20175104 SITE: Highway 392 Windsor, CO CLIENT: Loaf 'N Jug - A Division of the Kroger Co 1901 Sharp Point Dr Ste C Pueblo, CO Fort Collins, CO LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. 65155045-SWELL/CONSOL 20175104 WINDSOR LOAF 'N J.GPJ TERRACON_DATATEMPLATE.GDT 2/27/18 6 4 - 5 ft LEAN CLAY 117 14 Specimen Identification Classification , pcf WC, % 0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 0 10 20 30 40 50 60 AXIAL STRAIN - % UNCONFINED COMPRESSION TEST ASTM D2166 COMPRESSIVE STRESS - psf 1901 Sharp Point Dr Ste C Fort Collins, CO PROJECT NUMBER: 20175104 SITE: Highway 392 Windsor, CO PROJECT: Windsor Loaf 'N Jug CLIENT: Loaf 'N Jug - A Division of the Kroger Co Pueblo, CO LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. UNCONFINED WITH PHOTOS 20175104 WINDSOR LOAF 'N J.GPJ TERRACON_DATATEMPLATE.GDT 2/26/18 SAMPLEfeet TYPE: D&M RING SAMPLE LOCATION: 5 @ 19 - 20 99 Strain Rate: in/min Failure Strain: % Calculated Saturation: % Height: in. Diameter: in. SPECIMEN FAILURE PHOTOGRAPH Remarks: 88 LL PL PI Percent < #200 Sieve 3889 27 DESCRIPTION: LEAN CLAY Dry Density: pcf Moisture Content: % 15.00 Height / Diameter Ratio: 2.21 Calculated Void Ratio: Undrained Shear Strength: (psf) Unconfined Compressive Strength (psf) 39 19 20 Assumed Specific Gravity: 7778 5.07 2.29 SPECIMEN TEST DATA Project Number: Service Date: Report Date: Task: Client Date Received: B-1 B-6 4.5 2.0 1876 235 Analyzed By: The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. 20175104 Sample Submitted By: Terracon (20) 2/21/2018 Results of Corrosion Analysis Chemist 02/23/18 Lab No.: 18-0199 Sample Number Sample Location Sample Depth (ft.) 02/27/18 750 Pilot Road, Suite F Las Vegas, Nevada 89119 (702) 597-9393 Project CHEMICAL LABORATORY TEST REPORT Trisha Campo Water Soluble Sulfate (SO4), ASTM C 1580 (mg/kg) Loaf 'N Jug- A Division of Kroger Co Windsor Loaf 'N Jug SUPPORTING INFORMA TION SUPPORTING INFORMATION Windsor Loaf 'N Jug Windsor, CO 3/13/2018 Terracon Project No. 20175104 2,000 to 4,000 Unconfined Compressive Strength Qu, (psf) less than 500 500 to 1,000 1,000 to 2,000 4,000 to 8,000 > 8,000 Modified Dames & Moore Ring Sampler Standard Penetration Test Trace PLASTICITY DESCRIPTION Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated. Groundwater level variations will occur over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations. DESCRIPTION OF SYMBOLS AND ABBREVIATIONS GENERAL NOTES > 30 11 - 30 Low 1 - 10 Non-plastic Plasticity Index #4 to #200 sieve (4.75mm to 0.075mm Boulders Cobbles 12 in. to 3 in. (300mm to 75mm) Gravel 3 in. to #4 sieve (75mm to 4.75 mm) Sand Silt or Clay Passing #200 sieve (0.075mm) Particle Size Water Level After a Specified Period of Time Water Level After a Specified Period of Time Water Initially Encountered Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. GRAIN SIZE TERMINOLOGY RELATIVEFINES PROPORTIONS OF SAND AND GRAVEL RELATIVE PROPORTIONS OF DESCRIPTIVE SOIL CLASSIFICATION LOCATION AND ELEVATION NOTES SAMPLING WATER LEVEL FIELD TESTS N (HP) UNIFIED SOIL CLASSIFICATION SYSTEM Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 UNIFIED SOIL CLASSI FICATI ON SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification Group Symbol Group Name B Coarse-Grained Soils: More than 50% retained on No. 200 sieve Gravels: More than 50% of coarse fraction retained on No. 4 sieve Clean Gravels: Less than 5% fines C Cu  4 and 1  Cc  3 E GW Well-graded gravel F Cu  4 and/or 1  Cc  3 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 1  Cc  3 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 DESCRIPTION OF ROCK PROPERTIES Windsor Loaf ‘N Jug ■ Windsor, Colorado March 13, 2018 ■ Terracon Project No. 20175104 ROCK VERSION 1 WEATHERING Term Description Unweathered No visible sign of rock material weathering, perhaps slight discoloration on major discontinuity surfaces. Slightly weathered Discoloration indicates weathering of rock material and discontinuity surfaces. All the rock material may be discolored by weathering and may be somewhat weaker externally than in its fresh condition. Moderately weathered Less than half of the rock material is decomposed and/or disintegrated to a soil. Fresh or discolored rock is present either as a continuous framework or as corestones. Highly weathered More than half of the rock material is decomposed and/or disintegrated to a soil. Fresh or discolored rock is present either as a discontinuous framework or as corestones. Completely weathered All rock material is decomposed and/or disintegrated to soil. The original mass structure is still largely intact. Residual soil All rock material is converted to soil. The mass structure and material fabric are destroyed. There is a large change in volume, but the soil has not been significantly transported. STRENGTH OR HARDNESS Description Field Identification Uniaxial Compressive Strength, psi (MPa) Extremely weak Indented by thumbnail 40-150 (0.3-1) Very weak Crumbles under firm blows with point of geological hammer, can be peeled by a pocket knife 150-700 (1-5) Weak rock Can be peeled by a pocket knife with difficulty, shallow indentations made by firm blow with point of geological hammer 700-4,000 (5-30) Medium strong Cannot be scraped or peeled with a pocket knife, specimen can be fractured with single firm blow of geological hammer 4,000-7,000 (30-50) Strong rock Specimen requires more than one blow of geological hammer to fracture it 7,000-15,000 (50-100) Very strong Specimen requires many blows of geological hammer to fracture it 15,000-36,000 (100-250) Extremely strong Specimen can only be chipped with geological hammer >36,000 (>250) DISCONTINUITY DESCRIPTION Fracture Spacing (Joints, Faults, Other Fractures) Bedding Spacing (May Include Foliation or Banding) Description Spacing Description Spacing Extremely close < ¾ in (<19 mm) Laminated < ½ in (<12 mm) Very close ¾ in – 2-1/2 in (19 - 60 mm) Very thin ½ in – 2 in (12 – 50 mm) Close 2-1/2 in – 8 in (60 – 200 mm) Thin 2 in – 1 ft. (50 – 300 mm) Moderate 8 in – 2 ft. (200 – 600 mm) Medium 1 ft. – 3 ft. (300 – 900 mm) Wide 2 ft. – 6 ft. (600 mm – 2.0 m) Thick 3 ft. – 10 ft. (900 mm – 3 m) Very Wide 6 ft. – 20 ft. (2.0 – 6 m) Massive > 10 ft. (3 m) Discontinuity Orientation (Angle): Measure the angle of discontinuity relative to a plane perpendicular to the longitudinal axis of the core. (For most cases, the core axis is vertical; therefore, the plane perpendicular to the core axis is horizontal.) For example, a horizontal bedding plane would have a 0-degree angle. ROCK QUALITY DESIGNATION (RQD) 1 Description RQD Value (%) Very Poor 0 - 25 Poor 25 – 50 Fair 50 – 75 Good 75 – 90 Excellent 90 - 100 1. The combined length of all sound and intact core segments equal to or greater than 4 inches in length, expressed as a percentage of the total core run length. Reference: U.S. Department of Transportation, Federal Highway Administration, Publication No FHWA-NHI-10-034, December 2009 Technical Manual for Design and Construction of Road Tunnels – Civil Elements 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 = 10 60 2 30 D x D (D ) F If soil contains  15% sand, add “with sand” to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. H If fines are organic, add “with organic fines” to group name. I If soil contains  15% gravel, add “with gravel” to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,” whichever is predominant. L If soil contains  30% plus No. 200 predominantly sand, add “sandy” to group name. M If soil contains  30% plus No. 200, predominantly gravel, add “gravelly” to group name. N PI  4 and plots on or above “A” line. O PI  4 or plots below “A” line. P PI plots on or above “A” line. Q PI plots below “A” line. (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 Medium Over 12 in. (300 mm) 0 >12 5-12 <5 Percent of Dry Weight Major Component of Sample Term Modifier With Trace Descriptive Term(s) of other constituents Modifier >30 <15 Percent of Dry Weight Descriptive Term(s) of other constituents With 15-29 High Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area. 30 - 50 > 50 5 - 9 10 - 18 Descriptive Term (Consistency) 8 - 15 > 30 Ring Sampler Blows/Ft. 10 - 29 > 99 Medium Hard < 3 3 - 4 19 - 42 2 - 4 BEDROCK Standard Penetration or N-Value Blows/Ft. Very Loose 0 - 3 STRENGTH TERMS Very Soft (More than 50% retained on No. 200 sieve.) Density determined by Standard Penetration Resistance (50% or more passing the No. 200 sieve.) Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance RELATIVE DENSITY OF COARSE-GRAINED SOILS 30 - 49 50 - 79 >79 Descriptive Term (Consistency) Firm < 20 Weathered Hard Very Hard Ring Sampler Blows/Ft. Ring Sampler Blows/Ft. Soft Medium Stiff Stiff Very Stiff Hard CONSISTENCY OF FINE-GRAINED SOILS Standard Penetration or N-Value Blows/Ft. > 42 Loose Medium Dense Dense Very Dense 7 - 18 19 - 58 Descriptive Term (Density) 0 - 6 4 - 9 59 - 98 _ 20 - 29 < 30 30 - 49 50 - 89 90 - 119 15 - 30 > 119 Standard Penetration or N-Value Blows/Ft. 24 - 25 WC (%) LL D30 D10 %Gravel %Fines %Clay 6 COBBLES GRAVEL SAND SILT OR CLAY medium 1 2 4 4 5 coarse fine coarse fine LEAN CLAY WITH SAND (CL) LEAN CLAY (CL) LEAN CLAY (CL) SEDIMENTARY BEDROCK - CLAYSTONE (CL) LEAN CLAY (CL) 2 0.075 0.075 0.075 0.85 38 42 41 43 39 79.1 94.5 92.8 92.6 87.9 0.0 0.0 0.0 0.0 0.0 16 27 20.8 0.0 0.0 0.0 12.1 2 - 3.5 19 - 20.5 9 - 10.5 24 - 25 19 - 20 2 - 3.5 19 - 20.5 9 - 10.5 24 - 25 19 - 20 WC (%) LL D30 D10 %Gravel %Fines %Clay 1 2 4 4 5 COBBLES GRAVEL SAND SILT OR CLAY 24 23 23 20 27 79 95 93 93 88 90 CL CL CL CL CL CL LEAN CLAY WITH SAND LEAN CLAY LEAN CLAY SEDIMENTARY BEDROCK - CLAYSTONE LEAN CLAY SEDIMENTARY BEDROCK - CLAYSTONE Boring ID Depth LL PL PI Fines USCS Description 1 2 4 4 5 6 CL-ML 15 20 SAMPLE TYPE FIELD TEST RESULTS SWELL - CONSOL / LOAD (%/psf) DEPTH LOCATION See Exploration Plan Latitude: 40.4806° Longitude: -104.9933° Page 1 of 1 Advancement Method: 4" Continuous Flight Auger Abandonment Method: Boring backfilled with soil cuttings after delayed water levels were measured. 1901 Sharp Point Dr Ste C Fort Collins, CO Notes: Project No.: 20175104 Drill Rig: CME 75 Boring Started: 02-12-2018 BORING LOG NO. 6 CLIENT: Loaf 'N Jug - A Division of the Kroger Co Pueblo, CO Driller: Drilling Engineers, Inc. Boring Completed: 02-12-2018 PROJECT: Windsor Loaf 'N Jug See Supporting Information for explanation of symbols and abbreviations. Highway 392 Windsor, CO SITE: Not encountered 17 feet three days after drilling WATER LEVEL OBSERVATIONS PID (ppm) 15 20 25 SAMPLE TYPE FIELD TEST RESULTS SWELL - CONSOL / LOAD (%/psf) DEPTH LOCATION See Exploration Plan Latitude: 40.4801° Longitude: -104.9935° Page 1 of 1 Advancement Method: 4" Continuous Flight Auger Abandonment Method: Boring backfilled with soil cuttings after delayed water levels were measured. 1901 Sharp Point Dr Ste C Fort Collins, CO Notes: Project No.: 20175104 Drill Rig: CME 75 Boring Started: 02-12-2018 BORING LOG NO. 5 CLIENT: Loaf 'N Jug - A Division of the Kroger Co Pueblo, CO Driller: Drilling Engineers, Inc. Boring Completed: 02-12-2018 PROJECT: Windsor Loaf 'N Jug See Supporting Information for explanation of symbols and abbreviations. Highway 392 Windsor, CO SITE: Not encountered 17.5 feet three days after drilling WATER LEVEL OBSERVATIONS PID (ppm) 5 10 15 20 SAMPLE TYPE FIELD TEST RESULTS SWELL - CONSOL / LOAD (%/psf) DEPTH LOCATION See Exploration Plan Latitude: 40.4804° Longitude: -104.9937° Page 1 of 1 Advancement Method: 4" Continuous Flight Auger Abandonment Method: Boring backfilled with soil cuttings after delayed water levels were measured. 1901 Sharp Point Dr Ste C Fort Collins, CO Notes: Project No.: 20175104 Drill Rig: CME 75 Boring Started: 02-12-2018 BORING LOG NO. 4 CLIENT: Loaf 'N Jug - A Division of the Kroger Co Pueblo, CO Driller: Drilling Engineers, Inc. Boring Completed: 02-12-2018 PROJECT: Windsor Loaf 'N Jug See Supporting Information for explanation of symbols and abbreviations. Highway 392 Windsor, CO SITE: 23 feet while drilling 13.5 feet three days after drilling WATER LEVEL OBSERVATIONS PID (ppm) 25 SAMPLE TYPE FIELD TEST RESULTS SWELL - CONSOL / LOAD (%/psf) DEPTH LOCATION See Exploration Plan Latitude: 40.4803° Longitude: -104.9933° Page 1 of 1 Advancement Method: 4" Continuous Flight Auger Abandonment Method: Boring backfilled with soil cuttings after delayed water levels were measured. 1901 Sharp Point Dr Ste C Fort Collins, CO Notes: Project No.: 20175104 Drill Rig: CME 75 Boring Started: 02-12-2018 BORING LOG NO. 3 CLIENT: Loaf 'N Jug - A Division of the Kroger Co Pueblo, CO Driller: Drilling Engineers, Inc. Boring Completed: 02-12-2018 PROJECT: Windsor Loaf 'N Jug See Supporting Information for explanation of symbols and abbreviations. Highway 392 Windsor, CO SITE: Not encountered 17.5 feet three days after drilling WATER LEVEL OBSERVATIONS PID (ppm) 15 20 25 SAMPLE TYPE FIELD TEST RESULTS SWELL - CONSOL / LOAD (%/psf) DEPTH LOCATION See Exploration Plan Latitude: 40.4802° Longitude: -104.9941° Page 1 of 1 Advancement Method: 4" Continuous Flight Auger Abandonment Method: Boring backfilled with soil cuttings after delayed water levels were measured. 1901 Sharp Point Dr Ste C Fort Collins, CO Notes: Project No.: 20175104 Drill Rig: CME 75 Boring Started: 02-12-2018 BORING LOG NO. 2 CLIENT: Loaf 'N Jug - A Division of the Kroger Co Pueblo, CO Driller: Drilling Engineers, Inc. Boring Completed: 02-12-2018 PROJECT: Windsor Loaf 'N Jug See Supporting Information for explanation of symbols and abbreviations. Highway 392 Windsor, CO SITE: 17 feet while drilling 12.5 feet three days after drilling WATER LEVEL OBSERVATIONS PID (ppm) 5 10 15 20 25 SAMPLE TYPE FIELD TEST RESULTS SWELL - CONSOL / LOAD (%/psf) DEPTH LOCATION See Exploration Plan Latitude: 40.48° Longitude: -104.9939° Page 1 of 1 Advancement Method: 4" Continuous Flight Auger Abandonment Method: Boring backfilled with soil cuttings after delayed water levels were measured. 1901 Sharp Point Dr Ste C Fort Collins, CO Notes: Project No.: 20175104 Drill Rig: CME 75 Boring Started: 02-12-2018 BORING LOG NO. 1 CLIENT: Loaf 'N Jug - A Division of the Kroger Co Pueblo, CO Driller: Drilling Engineers, Inc. Boring Completed: 02-12-2018 PROJECT: Windsor Loaf 'N Jug See Supporting Information for explanation of symbols and abbreviations. Highway 392 Windsor, CO SITE: 23 feet while drilling 14 feet three days after drilling WATER LEVEL OBSERVATIONS PID (ppm) 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 this report be followed to reduce potential movement.