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HomeMy WebLinkAboutPZ - Geotech ReportGeotechnical Engineering Report Proposed WinCo Foods Store East Overland Road and South Wells Avenue Meridian, Idaho March 9, 2016 Terracon Project No. 62165004 Prepared for: WinCo Foods, LLC Boise, Idaho Prepared by: Terracon Consultants, Inc. March 9, 2016 WinCo Foods, LLC 650 North Armstrong Place Boise, Idaho 83704 Attn: Ronald Schrieber P: (208) 672-2087 E: ronald.schdeber@wincofoods.com Re: Geotechnical Engineering Report Proposed WinCo Foods Store East Overland Road and South Wells Avenue Meridian, Idaho Terracon Project No. 62165004 Dear Mr. Schrieber: fl' /IIS mI 61 Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering services for the above referenced project. These services were performed in general accordance with the Task Order dated January 5, 2016. This geotechnical engineering report presents the results of the subsurface exploration and provides geotechnical recommendations concerning earthwork and the design and construction of foundations, floor slabs, and pavements for the proposed project. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us. Sincerely, Ter Ryc, Gei Attachments RJO:bss\62165004_Geotech Eng Rpt_WinCo_Ovedand&Wells.docx Copies to: Addressee (1 Electronic) Clair A. Waite, P.E. Boise Office Manager Terracon Consultants, Inc. 11849 West Executive Drive, Suite G Boise, Idaho 83713 P [208] 323 9520 F [208] 323 9592 terracon.com Geotechnical Engineering Report Irerracon Proposed WinCo Foods Store, Overland Rd. and Wells Ave. ® Meridian, Idaho March 9, 2016 ® Terracon Project No. 62165004 TABLE OF CONTENTS `- ,r • "- i Page EXECUTIVESUMMARY ............................................................................................................ i 1.0 INTRODUCTION .............................................................................................................1 2.0 PROJECT INFORMATION.............................................................................................1 2.1 Project Description...............................................................................................1 2.2 Site Location and Description...............................................................................3 3.0 SUBSURFACE CONDITIONS........................................................................................5 3.1 Typical Subsurface Profile...................................................................................5 3.2 Groundwater........................................................................................................6 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION......................................7 4.1 Geotechnical Considerations...............................................................................7 4.2 Earthwork.............................................................................................................7 4.2.1 Site Clearing and Subgrade Preparation..................................................8 4.2.2 Fill Materials and Placement.....................................................................8 4.2.3 Grading and Drainage..............................................................................9 4.2.4 Earthwork Construction Considerations..................................................10 4.3 Foundations.......................................................................................................10 4.3.1 Spread Footing Recommendations........................................................10 4.3.2 Foundation Construction Considerations................................................11 4.4 Seismic Considerations......................................................................................11 4.5 Floor Slabs.........................................................................................................12 4.5.1 Floor Slab Design...................................................................................12 4.5.2 Floor Slab Construction Considerations..................................................12 4.6 Lateral Earth Pressures.....................................................................................12 4.7 Pavements.........................................................................................................13 4.7.1 WinCo Parking and Drive Areas.............................................................14 4.7.2 Extension of Wells Avenue.....................................................................15 4.7.3 Pavement Design Considerations...........................................................16 4.7.4 Pavement Construction Considerations..................................................16 4.7.5 Pavement Maintenance..........................................................................17 4.8 Corrosion Considerations...................................................................................17 4.9 Infiltration Testing...............................................................................................17 5.0 GENERAL COMMENTS...............................................................................................18 `- ,r • "- i Geotechnical Engineering Report Irerracon Proposed WinCo Foods Store, Overland Rd. and Wells Ave. ® Meridian, Idaho March 9, 2016 ® Terracon Project No. 62165004 TABLE OF CONTENTS, CONTINUED APPENDIX A — FIELD EXPLORATION Exhibit A-1 Site Location Exhibit A-2 Exploration Plan Exhibit A-3 Field Exploration Description Exhibit A-4 to A-41 Boring Logs Exhibit A-42 Test Pit Log APPENDIX B — LABORATORY TESTING Exhibit B-1 Laboratory Test Description Exhibit B-2 Gradation Test Results Exhibit B-3 to B-4 Consolidation Test Results Exhibit B-5 to B-6 R -Value Test Results Exhibit B-7 Chemical Laboratory Test Report APPENDIX C — SUPPORTING DOCUMENTS Exhibit C-1 General Notes Exhibit C-2 Unified Soil Classification Geotechnical Engineering Report Irerracon Proposed WinCo Foods Store, Overland Rd. and Wells Ave. ®Meridian, Idaho March 9, 2016 ® Terracon Project No. 62165004 EXECUTIVE SUMMARY A geotechnical exploration has been performed for the proposed WinCo Foods Store to be located northwest of the intersection of Overland Road and Wells Avenue in Meridian, Idaho. The following geotechnical considerations were identified: ® Clay soils that that have the potential to undergo changes in volume (shrink/swell) with variations in moisture content were encountered within the project area. Considerations regarding the potential effects of these materials are discussed in the accompanying report. ® Prior to our field exploration the exposed native soils had been recently plowed. Based on our observations, it appears the plowing extended to a depth of about 1 foot below the existing ground surface. ® The proposed structure can be supported by shallow spread footings supported on undisturbed native soils or on compacted Structural Fill. ® Soils exposed during construction will be susceptible to rutting or pumping under construction traffic when wet. Soils that rut, pump, or are otherwise disturbed are not suitable for support of foundations, floor slabs, or pavements, and should be removed and replaced with Structural Fill. ® Based on a review of historic aerial photographs available from Google Earth Pro, two home sites with accompanying structures were located in the southern half of the project area, within the proposed retail development that will be associated with the WinCo Store. These structures are no longer at the site. Due to past uses of the property, the Contractor should anticipate the possibility of encountering currently unknown buried features during construction. This summary should be used in conjunction with the entire report for design purposes. It should be recognized that 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. The General Comments Section should be read for an understanding of the report limitations. GEOTECHNICAL ENGINEERING REPORT PROPOSED WINCO FOODS STORE OVERLAND ROAD AND WELLS AVENUE Iky,1X1aII71_\zA1b7_1: Le Terracon Project No. 62165004 March 9, 2016 iIti=11ti9:to]41RAdICZ This report presents the results of our geotechnical engineering services performed for the proposed WinCo Foods Store to be located northwest of the intersection of Overland Road and Wells Avenue in Meridian, Idaho. Our geotechnical engineering services consisted of drilling borings and excavating a test pit to determine subsurface conditions, performing laboratory testing on representative soil samples, performing engineering analyses of the subsurface soils, and preparing this report. The purpose of these services is to provide information and/or geotechnical engineering recommendations relative to: ® subsurface soil conditions ® foundation design and construction ® earthwork m floor slab design and construction ® seismic considerations ® groundwater conditions at the time of ® pavement design and construction our field exploration ® lateral earth pressures ® Field infiltration rate 2.0 PROJECT INFORMATION 2.1 Project Description The proposed WinCo Foods Store will be part of a new retail development. The total development will be approximately 30 to 35 acres, and the proposed WinCo will be constructed on Site layout approximately 10 to 11 acres located in the northwestern portion of the proposed development. Wells Avenue will be extended north of Overland Road to provide access to the proposed development. Responsive ® Resourceful ® Reliable 1 Geotechnical Engineering Report Irerracon Proposed WinCo Foods Store, Overland Rd. and Wells Ave. ® Meridian, Idaho March 9, 2016 ® Terracon Project No. 62165004 Item Description' The preliminary site plan provided to us indicates the proposed WinCo store will be 85,000 -square -feet in plan area. Parking for the store will be located south, west, and east of the structure. At - grade truck docks and a drive lane will be constructed at the back of the proposed structure. See the Exploration Plan presented in Appendix A (Exhibit A-2). Terracon's services include design level geotechnical services for the proposed WinCo Foods Store and the associated parking and drive areas. Terracon's services also include a recommended pavement section thicknesses for the extension of Wells Avenue that will provide access to the WinCo Foods Store. Recommendations for future structures within the development, other than the proposed WinCo Store, are not included within this report. The widely spaced borings drilled in future development areas are provided for informational purposes only. Future exploration and geotechnical evaluation will be required when details of the projects to be constructed on those lots are known. We assume the WinCo store will be a single -story building typical of other WinCo structures recently constructed. Loads and construction details have been assumed to be consistent with Building construction WinCo Foods Site Design Criteria Manual, dated January 1, 2011, which include masonry block load bearing and non -load bearing walls, steel columns, girders, and joists for support of the roof structure. The floors will be slab -on -grade. Finish floor elevation (FFE) The finish floor elevation is not known at this time. Columns: 75 Kips Anticipated maximum loads Walls: 4 Kips/If Floor Slab: 300 psf uniform load, 5 -kip point load Grading plans are not available at this time. We assume minor permanent cuts and/or fills on the order of about 3 feet or less, Grading except for the truck loading ramp, which is anticipated to be about 4 feet below adjacent grade. The pavements are anticipated to generally consist of asphaltic concrete in the parking stalls and drive aisles, with Portland cement concrete pavements in the truck dock and dumpster pad WinCo pavements areas. Based on past WinCo projects, traffic volumes are assumed to consist of the following: Standard -duty pavement: 90,000 ESALs Heavy-duty pavement: 180,000 ESALs We understand that traffic volumes on the proposed extension of Wells Avenue extension Wells Avenue are not currently known. The Ada County Highway District (ACRD) Policy Manual indicates that a traffic index (T. I.) of Geotechnical Engineering Report Irerracon Proposed WinCo Foods Store, Overland Rd. and Wells Ave. ® Meridian, Idaho March 9, 2016 ® Terracon Project No. 62165004 Item Description' 8 has been pre -assigned for commercial and industrial streets and collectors, therefore, a T.I. of 8 was selected for this roadway. We understand the proposed extension of Wells Avenue will be a private roadway and will not be owned by ACHD. Free-standing retaining No free-standing retaining walls are anticipated at this time. walls The truck loading ramp is anticipated to be approximately 4 feet Below grade areas below FFE. We understand that stormwater for the proposed WinCo will be disposed on site. A site plan provided by WinCo shows a single stormwater management area near the center of the parking lot in Stormwater facilities front of the proposed WinCo store. Details regarding the drainage associated with the proposed extension of Wells Avenue are not known, and infiltration testing associated with the extension of Wells Avenue and other areas of the retail development is not included in our services. 1. In the event these details are inconsistent with final design criteria, we should be contacted so that we may update our recommendations as needed. 2.2 Site Location and Description Item I Description The proposed retail development will be located north of the intersection of East Overland Road and South Wells Avenue in Location Meridian, Idaho. The proposed WinCo store will be constructed in the northwest corner of the proposed development See the Site Location map and the Exploration Plan in Appendix A. The site was used to raise corn during the last farm season. Based on our observations, flood irrigation is used to water crops grown Existing site improvements on the site. An unpaved farm road is located around the perimeter of the field. An unfarmed section of property is located at the northeast corner of the proposed retail development, which is separated from the remainder of the site by an irrigation ditch. Responsive ® Resourceful ® Reliable 3 Geotechnical Engineering Report 1rerracon Proposed WinCo Foods Store, Overland Rd. and Wells Ave. ® Meridian, Idaho March 9, 2016 ® Terracon Project No. 62165004 The project site is generally in a mixed-use area of farm fields, single-family residential neighborhoods, and retail developments. More specifically, the observed adjacent property uses are presented below. Surrounding developments North: 1-84 and the Eagle Road off ramp South: Overland Road followed by retail developments and vacant lots. West: A retail development East: Single-family residences The majority of the proposed development was part of a plowed farm field. Remnants of the corn plants were visible within the Current ground cover plowed soils. An area of in the northeast corner of the proposed retail development was separated from the plowed field and was covered with weeds and grass. The existing ground surface slopes gently downward towards the west/southwest. Relative ground surface elevations indicate there is approximately 8'/ feet of topographic relief between the boring Existing topography locations at the site, approximately 4 feet of relief across the portion of the site that will house the proposed WinCo store and associated parking area, and approximately 2'/ feet of relief was recorded between the borings in the proposed building area. Greater relief may exist across the site at other locations. Based on a review of available historic aerial photographs, two home sites with accompanying structures were previously located in the southern portion of the project site. These structures are no longer at the site. An aerial photograph from Google Earth (dated 1999) that shows the location of the previous home sites and accompanying structures is presented below. Responsive ® Resourceful ® Reliable 4 Geotechnical Engineering Report 1rerracon Proposed WinCo Foods Store, Overland Rd. and Wells Ave. ®Meridian, Idaho March 9, 2016 ® Terracon Project No. 62165004 3.0 SUBSURFACE CONDITIONS Our field exploration consisted of drilling 38 borings and excavating 1 test pit within the project area. A description of our field exploration is presented in Appendix A. Laboratory tests were conducted on selected soil samples obtained during our exploration. A description of the laboratory testing is presented in Appendix B. 3.1 Typical Subsurface Profile Specific soil conditions encountered at each boring location are indicated on the individual boring logs, which are presented in Appendix A. Stratification boundaries on the logs represent the approximate locations of changes in soil types; in-situ, the transition between materials may be gradual. Based on our borings and laboratory testing, generalized soil conditions for the project site are presented in the following table. Responsive ® Resourceful ® Reliable 5 Geotechnical Engineering Report Irerracon Proposed WinCo Foods Store, Overland Rd. and Wells Ave. ® Meridian, Idaho March 9, 2016 ® Terracon Project No. 62165004 Description Approximate Depth' to Material Encountered Consistency/Density Bottom of Stratum Lean to fat clay with varying amounts of sand. Based on our observations, recent plowing extended to a depth of about 1 foot below the existing Stratum 1 1 to 3'/z feet ground surface. Remnants of corn Very soft to stiff plants were observed in the plowed zone to a depth of about 10 inches, though the majority of organics were observed within the top 6 inches. Silty sand to silt with sand. Portions of these soils contained gravel, and Silty Sand: Loose to Stratum 2 3 to 7% feet portions were cemented. This verydense (where encountered) stratum was not observed in boring Sandy Silt: soft to stiff A-11. In boring A-10, this stratum consisted of clayey sand. Gravel and sand deposits with variable amounts of silt. Portions of these soils contained interbedded Extended to the lenses of lean clay, and in boring B- Medium dense to very Stratum 3 maximum depth 6 a layer of lean clay was dense explored encountered at a depth of 18 feet that extended to the maximum depth explored. 1. Depth below existing ground surface, as encountered in our borings. 3.2 Groundwater The borings were monitored during drilling for the presence and level of groundwater. Groundwater was not encountered within the borings drilled at the site. Fluctuations of the depth of groundwater may occur due to seasonal variations in the amount of rainfall, runoff, water levels in nearby canals and ditches, irrigation and other factors not evident at the time the borings were performed. Evaluation of these factors is beyond the scope of this exploration. Based on a review of the logs available from the Idaho Department of Water Resources of four wells located at properties along Loder Place, which is east of the project area, we anticipate that the seasonal high groundwater level will be approximately 15 feet or more below the existing ground surface. Isolated areas of perched water may exist in portions of the site. = Geotechnical Engineering Report Irerracon Proposed WinCo Foods Store, Overland Rd. and Wells Ave. ® Meridian, Idaho March 9, 2016 ® Terracon Project No. 62165004 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 4.1 Geotechnical Considerations Based on the materials encountered in the borings, it is our opinion that the site is suitable for support for the proposed structure on conventional shallow spread footings, provided the recommendations included in this report are incorporated into project design and construction. Primary geotechnical considerations identified are discussed below. ® Clay soils that have the potential to undergo changes in volume (shrink/swell) with variations in moisture content were encountered within the project area. 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 structure may occur. The severity of cracking and other damage, such as uneven floor slabs, could increase if excessive wetting or drying of the clay soils occurs. It may be possible to further reduce the risk of movement if more expensive measures are used during construction, including the complete removal of the clay soils. We would be pleased to discuss other construction alternatives with you upon request when final grading plans and finished floor elevations are known. ® Prior to our field exploration the exposed native soils had been plowed. Based on our observations, it appears that the plow depth extended to a depth of approximately 1 foot. The consistency of the near surface clay soils within the area of the proposed WinCo building were very soft to medium stiff. Specific conclusions and recommendations regarding these geotechnical considerations, as well as other geotechnical aspects of design and construction are presented in the following sections. The recommendations contained in this report are based upon the results of field and laboratory testing, engineering analyses, and our current understanding of the proposed project. 4.2 Earthwork The recommendations presented in this report for design and construction of foundations, slabs, and pavements are contingent upon the successful performance of the tasks related to the earthwork recommendations outlined in this section. Earthwork on the project should be observed and evaluated by Terracon. Monitoring of earthwork should include observation and testing of site and subgrade preparation, placement of fill. materials, foundation bearing conditions, and other geotechnical conditions exposed during the construction of the project. Responsive ® Resourceful ® Reliable 7 Geotechnical Engineering Report Irerracon Proposed WinCo Foods Store, Overland Rd. and Wells Ave. ® Meridian, Idaho March 9, 2016 ® Terracon Project No. 62165004 4.2.1 Site Clearing and Subgrade Preparation Prior to construction, deleterious materials such as undocumented fill, vegetation, root systems, topsoil, debris, manmade structures/utilities, and soft, frozen, disturbed, or otherwise unsuitable materials should be completely removed from the proposed construction areas. At the time of our exploration the surface soils were in a loosened state due to the recent plowing of the field. Based on the observed depth of organic material and the current surface conditions, the depth of stripping should be estimated to be about 10 inches below the existing ground surface in proposed structure areas and 6 inches in proposed pavement areas. If at the time of construction the soil conditions are more compressed than at the time of our field exploration the necessary stripping depth might be less to remove the same amount of soil. We recommend the actual stripping depths be confirmed by Terracon at the time of construction. Exposed surfaces should be free of mounds and depressions that could prevent uniform compaction. After stripping and removal of the materials described above is complete, the top 8 inches of the exposed native soils should be scarified, adjusted to -1 % to +2% of optimum water content, and compacted to the requirements outlined in Section 4.2.2 of this report. After site stripping and after the subgrade is scarified, moisture conditioned and compacted, the exposed soils should be thoroughly proofrolled with a loaded tandem -axle dump truck with a minimum weight of 20 tons. Areas where unsuitable and/or unstable conditions are identified by the proofrolling should be repaired by removing and replacing the affected material with properly compacted Structural Fill or Aggregate Base. 4.2.2 Fill Materials and Placement Fill material requirements vary depending on the intended use of the material. The following table summarizes the fill material designations and the zones where they may be placed. Fill Designation Materials Placement With the exception of fat clay soils, on-site soils may be used as Site Grading Materials provided they are free of topsoil, vegetation, construction Site Grading debris, and other deleterious materials. On-site Pavement and other non - Materials fat clays should not be used as fill materials on building areas. this project. The native fine-grained soils are moisture sensitive and will likely be difficult to moisture condition and compact. Structural Fill should consist of 3 -inch or 6 -inch Building and pavement areas Structural Fill minus uncrushed aggregates meeting the with the exception of those requirements of Idaho Standards for Public areas where Aggregate Base Works Construction (ISPWC) Section 801. is specified. Responsive ® Resourceful ® Reliable 8 Geotechnical Engineering Report Irerracon Proposed WinCo Foods Store, Overland Rd. and Wells Ave. ® Meridian, Idaho March 9, 2016 ® Terracon Project No. 62165004 Subbase layer for Subbase should consist of 3 -inch or 6 -inch minus pavements. Also acceptable in building and pavement Subbase uncrushed aggregates meeting the requirements areas with the exception of of ISPWC Section 801. those areas where Aggregate Base is specified. Aggregate Base should meet the requirements Base course material for Aggregate Base for 3% -inch (Type 1) crushed aggregate in pavements and floor slabs accordance with ISPWC Section 802. and all other locations within building and pavement areas. Fill materials should be placed in horizontal, loose lifts not exceeding 8 inches thick. Structural Fill, Aggregate Base, Subbase, and granular Site Grading Materials should be adjusted to near optimum water content, and compacted to the minimum percentages of either maximum dry density or relative density shown in the following table, whichever is appropriate for the material being used. Native clay soils exposed in the subgrade or used as Site Grading Materials should be adjusted to -1 % to +2% of optimum water content, and compacted to the minimum percentages of maximum dry density shown in the following table. Each lift of fill should be tested at various locations within the structure footprint and pavement areas to verify it meets the density requirements presented in the following table. Beneath buildings, slabs, walkways, and paved 98 80 areas Other areas of fill and backfill 95 75 4.2.3 Grading and Drainage All grades must provide effective drainage away from the building during and after construction. Roof runoff and surface pad drainage should be collected and discharged far enough away from the structure to prevent wetting of the foundation soils. Water permitted to pond next to the building could result in unacceptable differential footing and/or floor slab movements, cracked slabs and walls, and roof leaks. Effective drainage should be maintained for the life of the structure. Responsive ® Resourceful ® Reliable 9 Geotechnical Engineering Report Irerracon Proposed WinCo Foods Store, Overland Rd. and Wells Ave. ® Meridian, Idaho March 9, 2016 ® Terracon Project No. 62165004 4.2.4 Earthwork Construction Considerations Special attention should be given to removing existing manmade features on the site, if any, including foundations, utilities, septic systems, wells, etc., as well as existing tree root systems. Care should also be taken to properly backfill and compact resulting excavations. Failure to remove these items and to properly backfill and compact the resulting excavations may result in settlement and cracking of overlying floor slabs, foundations, and pavements. Due to past uses of the property, the Contractor should anticipate the possibility of encountering currently unknown buried features during construction. Grading operations should be controlled to prevent water from flowing into construction areas. Excessive wetting or drying of the subgrade soils should be avoided during construction. Excess water should be promptly removed. Soils exposed during construction will be susceptible to rutting or pumping under construction traffic when wet. Soils that rut, pump, or are otherwise disturbed are not suitable for support of foundations, floor slabs, or pavements, and should be removed and replaced with Structural Fill. Measures that may help reduce disturbance of exposed soils include performing earthwork during warm, dry weather, the use of light track -mounted equipment, and avoidance of heavy repeated traffic over a given area. The Contractor is responsible for designing and constructing stable, temporary excavations as required to maintain stability of the excavation sides and bottom, and for protecting existing facilities/utilities. Excavations should be sloped or shored in accordance with local, state, and federal regulations, including current OSHA excavation and trench safety standards. 4.3 Foundations The proposed structure can be supported by shallow spread footings supported on undisturbed native soil or compacted Structural Fill. Design recommendations and construction considerations are presented in the following subsections. 4.3.1 Spread Footing Recommendations Description Criteria Foundation type Conventional shallow spread footings. Undisturbed native soils or compacted Structural Fill Bearing material meeting the requirements of Section 4.2.2 of this report. Net allowable bearing pressure 2,000 psf' Columns: 30 inches Minimum footing width Walls: 18 inches Responsive ® Resourceful ® Reliable 10 Geotechnical Engineering Report Irerracon Proposed WinCo Foods Store, Overland Rd. and Wells Ave. ® Meridian, Idaho March 9, 2016 ® Terracon Project No. 62165004 Description Criteria Minimum embedment depth below lowest Exterior footings: 24 inches adjacent permanent finished grade or floor 0.29g (for Site Class B) slab Interior footings not subject to frost: 18 inches Total: Less than 1 inch Estimated settlement Differential: Typically '/z to 3/ of the total settlement 0.35. This is an ultimate value, and does not include Ultimate coefficient of friction to resist a factor of safety. An appropriate factor of safety sliding should be applied to this value for use in design. 1. The allowable bearing capacity may be increased by 1/3 for support of temporary loads such as those generated by wind and seismic events. The design recommendations presented above are dependent on the earthwork recommendations presented in Section 4.2. If the stripping depth, scarification and recompaction, and proof roll to identify and repair unstable subgrade conditions are not performed in accordance with this report, additional settlement of foundations may occur. 4.3.2 Foundation Construction Considerations The base of all foundation excavations should be free of water. Foundation concrete should be placed soon after excavation and the footings should be backfilled as soon as practical to reduce the potential of the subgrade soils to dry. Should the soils at bearing level become excessively dry, disturbed, saturated, or frozen, the affected soil should be removed prior to placing concrete. 4.4 Seismic Considerations IBC1 Seismic Design Parameters Description Value Site classification D Ss, Short period spectral response acceleration (Site Class B)3 0.29g (for Site Class B) S1, 1 -second period spectral response acceleration (Site Class B)3 0.10g (for Site Class B) 1. Based on Section 1613 of the 2012 International Building Code (IBC). 2. Based on the 2012 IBC, the seismic site class is determined from a soil profile extending to a depth of 100 feet. The current scope requested did not include a boring to a depth of 100 feet. The borings for this project extended to a maximum depth of approximately 21'/2 feet. The classification above is based on the assumption that soils similar to those encountered in the lower portions of the borings continue to a depth of at least 100 feet. If desired, a geophysical exploration could be performed to confirm the site classification, or possibly justify a more favorable site classification. 3. Accelerations shown above should be adjusted as required by the IBC to account for the Site Classification. Responsive ® Resourceful ® Reliable 11 Geotechnical Engineering Report 1rerracon Proposed WinCo Foods Store, Overland Rd. and Wells Ave. ® Meridian, Idaho March 9, 2016 ® Terracon Project No. 62165004 4.5 Floor Slabs 4.5.1 Floor Slab Design Description Criteria Interior floor system Slab -on -grade concrete Minimum 6 inches of 3/ -inch -minus crushed Aggregate Base' over a minimum of Floor slab support 8 inches of Structural Fill. These materials should be compacted in accordance with Section 4.2.2 of this report. The Structural Fill should be supported on soils prepared in accordance with Section 4.2 of this report. 1. Aggregate base should meet the requirements of 3/ -Inch (Type 1) crushed aggregate in the ISPWC, Section 802. The use of a vapor retarder should be considered beneath concrete slabs on grade that will be covered with wood, tile, carpet, or other moisture sensitive or impervious 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 and ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder. 4.5.2 Floor Slab Construction Considerations Structural Fill should be placed over the exposed native soils immediately following subgrade preparation to reduce the potential for the prepared subgrade to dry. If Structural Fill is not immediately placed and the subgrade soils are allowed to dry, subgrade soils should be reworked by scarifying, moisture conditioning, and compacting, as described in Section 4.2 of this report. 4.6 Lateral Earth Pressures We understand that below grade walls are planned in the loading dock area. Backfill for walls supporting unbalanced backfill levels on opposite sides should consist of Structural Fill or Aggregate Base. Ultimate lateral earth pressures are presented in the following table and illustrated in the figure below. For the values presented below to be valid, the granular backfill must extend out 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. ;Earth Pressure Conditions Equivalent Fluid Density (pcf)' Surcharge Pressure, p, (psf)' Earth Pressure, pz (psf)' Active (Ka) 35 (0.27)S (35)H At -Rest (Ko) 55 (0.43)S (55)H Passive (Kp) 480 --- --- 1. These values are based on soil and rock meeting the requirements Structurai riii or Aggregate base as aennea in bection 4.2.2 of this report, with an assumed unit weight of 130 pcf and an angle of internal friction of 35 degrees. Responsive ® Resourceful ® Reliable 12 Geotechnical Engineering Report Irerracon Proposed WinCo Foods Store, Overland Rd. and Wells Ave. ® Meridian, Idaho March 9, 2016 ® Terracon Project No. 62165004 For active pressure movement S = Surcharge —i► (0.002 H to 0.004 H) St I For at -rest pressure C � -No Movement Assumed Horizontal Finished Grade v_ H Horizontal Finished Grade �— P, 014 i,—►I --Retaining Wall 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. The active earth pressure condition is applicable for structures that are free to rotate. The at -rest earth pressure is appropriate for structures that are restrained at the top. The recommended design lateral earth pressures are ultimate values and do not include a factor of safety and do not provide for possible hydrostatic pressure on the walls. These values are for horizontal backfill only. Lateral earth pressures should be adjusted as necessary for surcharge loads, sloping backfill, hydrostatic pressures, live loads near the wall (including compaction equipment), and/or seismic loads as appropriate. Passive pressure should not be used to resist sliding. Fill against foundation and retaining walls should be compacted to densities specified in Section 4.2.2 of this report. Compaction of each lift adjacent to walls should be accomplished with hand - operated tampers or other lightweight compactors. Over -compaction may cause excessive lateral earth pressures on the wall. 4.7 Pavements Asphalt pavement section designs were developed for the proposed parking and drive areas, and also the proposed extension of Wells Avenue. These pavement sections were based on the traffic estimates presented in Section 2.1 of this report and the native clay soils encountered in the borings. If traffic volumes will exceed the values presented in Section 2.1, Terracon should be notified to provide pavement sections designed for higher levels of traffic. Design, construction, and maintenance considerations are also presented below. Responsive ® Resourceful ® Reliable 13 Geotechnical Engineering Report Irerracon Proposed WinCo Foods Store, Overland Rd. and Wells Ave. ® Meridian, Idaho March 9, 2016 ® Terracon Project No. 62165004 4.7.1 WinCo Parking and Drive Areas Asphalt Pavement Sections Asphalt pavement section options were designed for the proposed parking and drive areas of this project in general accordance with the procedures outlined in the 1993 Guide for Design of Pavement Structures by the American Association of State Highway and Transportation Officials (AASHTO) and based on the native clay soils encountered in much of the site. Pavement section alternatives for standard -duty and heavy-duty areas are presented in the following table. Pavement sections should be placed on subgrade soils prepared in accordance with Section 4.2 of this report. The base aggregates should be moisture conditioned to near optimum moisture content, placed in uniform lifts not exceeding 8 inches thick, and then compacted to at least 98 percent of the maximum dry density as determined by ASTM D698. Within the "heavy-duty" pavement areas a Type III Subgrade Separation Geotextile meeting the requirements of Section 2050 of the ISPWC should be placed between the prepared subgrade and the pavement section aggregate layer to reduce migration of the clay into the aggregate layer, which would reduce the effective layer thickness of the aggregate. If site grading and excavation result in removal of the clay and silt soils from below the proposed pavement section, so that granular soils are exposed at the subgrade, the subgrade separation geotextile may be eliminated. The asphalt concrete should be compacted to a minimum of 92 percent of the maximum theoretical density, as determined by AASHTO T-209. Hot mix asphalt pavements should be Superpave Class SP -2 meeting the requirements of Section 810 of the ISPWC, using 1/2 -inch nominal maximum aggregate size. Asphalt cement should be PG 64-28, Performance Graded Asphalt meeting the requirements of Section 805 of the ISPWC. Portland Cement Concrete Pavement Section for Truck Dock Areas, Dumpster Pads, etc. For areas subject to concentrated, repetitive loading conditions such as dumpster pads, ingress/egress aprons, and truck dock areas we recommend using a Portland cement concrete Responsive ® Resourceful ® Reliable 14 __t-- Aggregate Base minus uncrushed Total Concrete' (314 inch —Type 1)' aggregate)' 3 inches 6 inches 11 inches 20 inches "Standard -duty" 3 inches 13 inches -- 16 inches 4 inches 6 inches 10 inches 20 inches "Heavy-duty" 4 inches 13 inches -- 17 inches 1. Aggregate Base, Subbase, and asphalt concrete should conform to the applicable sections of the ISPWC. Pavement sections should be placed on subgrade soils prepared in accordance with Section 4.2 of this report. The base aggregates should be moisture conditioned to near optimum moisture content, placed in uniform lifts not exceeding 8 inches thick, and then compacted to at least 98 percent of the maximum dry density as determined by ASTM D698. Within the "heavy-duty" pavement areas a Type III Subgrade Separation Geotextile meeting the requirements of Section 2050 of the ISPWC should be placed between the prepared subgrade and the pavement section aggregate layer to reduce migration of the clay into the aggregate layer, which would reduce the effective layer thickness of the aggregate. If site grading and excavation result in removal of the clay and silt soils from below the proposed pavement section, so that granular soils are exposed at the subgrade, the subgrade separation geotextile may be eliminated. The asphalt concrete should be compacted to a minimum of 92 percent of the maximum theoretical density, as determined by AASHTO T-209. Hot mix asphalt pavements should be Superpave Class SP -2 meeting the requirements of Section 810 of the ISPWC, using 1/2 -inch nominal maximum aggregate size. Asphalt cement should be PG 64-28, Performance Graded Asphalt meeting the requirements of Section 805 of the ISPWC. Portland Cement Concrete Pavement Section for Truck Dock Areas, Dumpster Pads, etc. For areas subject to concentrated, repetitive loading conditions such as dumpster pads, ingress/egress aprons, and truck dock areas we recommend using a Portland cement concrete Responsive ® Resourceful ® Reliable 14 Geotechnical Engineering Report Irerracon Proposed WinCo Foods Store, Overland Rd. and Wells Ave. ®Meridian, Idaho March 9, 2016 ® Terracon Project No. 62165004 pavement. For dumpster pads, the concrete pavement area should be large enough to support the container and tipping axle of the refuse truck. rauia r��ea voniana Yemeni urusnea Aggregate case Total Concretes (3/4 inch —Type 1)' Areas subject to concentrated, 7 inches 4 inches 11 inches repetitive loading conditions 1. The concrete should be air entrained and have a minimum compressive strength of 4,000 psi after 28 days of laboratory curing per ASTM C 31. 2. Aggregate Base should conform of the requirements of Section 802 of the ISPWC. The rigid pavement section should be placed on subgrade prepared in accordance with Section 4.2 of this report. The Aggregate Base should be moisture conditioned to near optimum moisture content, placed in uniform lifts not exceeding 8 inches thick, and then compacted to at least 98 percent of the maximum dry density as determined by ASTM D698. 4.7.2 Extension of Wells Avenue An asphalt pavement section was designed for the proposed extension of Wells Avenue in general accordance with the procedures outlined in the 1993 Guide for Design of Pavement Structures by the AASHTO. Recommended pavement section alternatives are presented below. Extension of Wells Avenue 4 inches 4 inches 6 inches 16 inches 15 inches is Total 25 inches 20 inches 1. Aggregate Base, Subbase, and asphalt concrete should conform to the applicable sections of the ISPWC. The pavement section should be placed on subgrade soils prepared in accordance with Section 4.2 of this report. The subbase and base aggregates should be moisture conditioned to near optimum moisture content, placed in uniform lifts not exceeding 8 inches thick, and then compacted to at least 98 percent of the maximum dry density as determined by ASTM D698. Within proposed roadway areas, a Type III Subgrade Separation Geotextile meeting the requirements of Section 2050 of the ISPWC should be placed between the prepared subgrade and the pavement aggregate layer to reduce migration of the clay into the aggregate layer, which would reduce the effective layer thickness of the aggregate. If site grading and excavation result Responsive ® Resourceful ® Reliable 15 Geotechnical Engineering Report Irerracon Proposed WinCo Foods Store, Overland Rd. and Wells Ave. ® Meridian, Idaho March 9, 2016 ® Terracon Project No. 62165004 in removal of clay soils from below the proposed pavement section, so that granular soils are exposed at the subgrade, the subgrade separation geotextile may be eliminated. 4.7.3 Pavement Design Considerations Long-term pavement performance will depend on several factors, including reducing or preventing increases in subgrade moisture content and providing preventive maintenance. In general, increases in the moisture content of subsurface soils can result in adverse effects to the pavement section, including frost susceptibility or loss of subgrade strength. Water allowed to pond on or adjacent to the pavements could saturate the subgrade and contribute to premature pavement deterioration. Openings in the pavement surface, such as landscape islands, are sources for water infiltration into the surrounding pavement section and subgrade. Water can collect in the islands and migrate into the underlying subgrade soils, thereby degrading support of the pavement. This is especially applicable for islands with raised concrete curbs, irrigated vegetation, and near -surface soils with low permeability. The civil design for pavements with these conditions should include features to restrict or collect and discharge excess water from the islands. Examples of these features are edge drains connected to the storm -water collection system or other suitable outlet and impermeable barriers that reduce lateral migration of water such as a cutoff barrier installed to a depth below the pavement section. The following should be considered as minimum recommendations in the design and construction of pavements: ® Provide a minimum 2% grade in the ground surface away from the edge of pavements. ® Provide a minimum 2% cross slope for the subgrade and pavement surface to promote proper surface drainage. ® Install pavement drainage at the perimeter of areas where frequent wetting, such as from irrigation or other sources of water, is anticipated. ® Install joint sealant and seal cracks promptly. ® Seal all landscaped areas adjacent to pavements to reduce moisture migration to subgrade soils. ® Place compacted low -permeability backfill against the exterior side of curb and gutter. 4.7.4 Pavement Construction Considerations Pavement sections should be placed on properly prepared subgrade, as described in Section 4.2 of this report. As construction proceeds, the subgrade may be disturbed or altered due to utility excavations, construction traffic, desiccation, or rainfall. As a result, the pavement subgrade may become unsuitable for pavement support. The long-term effects of localized areas of inadequately prepared subgrade may result in cracks or potholes in the pavement. Therefore, the subgrade should be carefully evaluated at the time of paving for signs of disturbance or excessive rutting. If disturbance or rutting has occurred, subgrade areas should be repaired. If pavement aggregates are not immediately placed after subgrade preparation and the subgrade Responsive ® Resourceful ® Reliable 16 Geotechnical Engineering Report l��rracon Proposed WinCo Foods Store, Overland Rd. and Wells Ave.. Meridian, Idaho March 9, 2016 v Terracon Project No. 62165004 soils are allowed to dry, subgrade soils should be reworked by scarifying, moisture conditioning, and compacting, as described in Section 4.2 of this report. In areas of prepared subgrade or partial thickness pavement, the contractor should limit traffic to equipment necessary to construct the pavement section. Heavily loaded vehicles operating on these surfaces may cause significant damage, resulting in deterioration and reduction in pavement life. 4.7.5 Pavement Maintenance Preventive maintenance should be planned and provided through an on-going pavement management program. These maintenance activities are intended to slow the rate of pavement deterioration, and to preserve the pavement investment. Preventive maintenance consists of both localized maintenance (e.g., crack and joint sealing and patching) and global maintenance (e.g., surface sealing). This type of maintenance is usually the first priority when implementing a planned pavement maintenance program and provides a relatively high return on investment for pavements. Even with periodic maintenance, some movements and related cracking may still occur and repairs may be required. 4.8 Corrosion Considerations Tests were performed on samples of near surface soil to provide an indication of the potential of the soils to corrode metal or degrade concrete. Results of the tests are summarized in Appendix B. We recommend that the design engineers consult with the manufacturers of specific products to determine the need for corrosion protection of buried metal pipes. Based on the results of the sulfate content tests, it is our opinion that Type I or Type II cement is suitable for this project. 4.9 Infiltration Testing Terracon completed one infiltration test in a pit excavated using a Cat 305D CR mini -excavator. The infiltration test was located within the area specified by WinCo for the test. The approximate test pit location is shown on the Exploration Plan in Appendix A. The test pit was excavated on February 12, 2016, and the bottom area of the test pit measured approximately 25 square feet. The test pit was presoaked by maintaining a head of water of about 2 feet for a period of about 2'/2 hours. The infiltration test was then performed by establishing a head of water of about 2 feet and recording the drop in water level over time. The test was repeated after water had drained from the excavation. The result of the test is summarized in the following table. This field test result is not intended to be a design rate; it represents the test at the depth and location indicated. Location. Depth Soil Type Field infiltration Rate. Test Pit TP -1 9 feet f Well graded gravel with sand antl cobbles) 10 inches/hour 1- Depth below the existing ground surface. Responsive. Resourceful . Reliable 17 Geotechnical Engineering Report Irerracon Proposed WinCo Foods Store, Overland Rd. and Wells Ave. ® Meridian, Idaho March 9, 2016 ® Terracon Project No. 62165004 Design rates should be determined by the designer by applying an appropriate factor of safety to the field infiltration rate presented above. With time, the bottoms of infiltration systems tend to plug with organics, sediments, and other debris. Long-term maintenance will be required to remove these deleterious materials to help reduce decreases in the actual infiltration rate. In addition, infiltration rates may be affected by the following factors, which should be considered when selecting the factor of safety: Test Procedures: Infiltration during the test likely included both vertical and lateral seepage, whereas seepage from stormwater infiltration systems may primarily flow downward, depending on the geometry and details of the system. Water Quality: The infiltration test was performed using clear water, whereas the stormwater will likely not be clear, but may contain organics, fines, and grease/oil. The presence of these deleterious materials will tend to decrease the rate that water percolates from the infiltration systems. Design of the storm water infiltration systems should account for the presence of these materials and should incorporate structures/devices to remove these deleterious materials. Soil Variability: Based on the soils encountered during our exploration, we expect the percolation rates of the soils could vary over short distances due to variations in fines content, cementation, and soil type. The design elevations and sizes of the proposed infiltration systems should account for this expected variability in the infiltration rate. Stormwater disposal facilities should extend below and transition zone between the native gravel deposits and the overlying silt and silty sand. Upper portions of the gravel deposit might contain a higher fines content and/or be naturally cemented, which could result in slower infiltration rates than tested. 5.0 GENERAL COMMENTS Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide observation and testing services during grading, excavation, foundation construction, and other earth -related construction phases of the project. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, 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. If variations appear, we should be Responsive ® Resourceful ® Reliable 18 Geotechnical Engineering Report Irerracon Proposed WinCo Foods Store, Overland Rd. and Wells Ave. ® Meridian, Idaho March 9, 2016 ® Terracon Project No. 62165004 immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, and 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. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing. Responsive ® Resourceful ® Reliable 19 Project Manager. ProjectNo. SITE LOCATION Exhibit TMA 62167002 Drawn by: Scale: NTS' 1rerraconPROPOSED WINCO FOODS STORE JN Engineers & scientists Overland Road & Wells Avenue q Checked by: File Name:Consulting TMA TOPOMap Meridian, Idaho /-� Approved by: Dale: 11849 wea���e ui�, sute c Brise, Idaho 83713 TMA 2016 PH Pce) 3739520 PAX (zoe) 3219592 .oma©■.■ rim�mmim 'm�mmim BORING LOG NO. B-6 Page i of 7 PROJECT: Proposed WInCo Foods Store CLIENT: WinCo Foods, LLC Boise, Idaho SITE: Overland Road and Wells Avenue Meridian, Idaho o LOCATION See E,MNIA-2 --.�. A IERBEumms Mns W o u Laukem 3.59303T L0r,1ude: -115.362556° �' �a h y�y C Wirt tg jtj F 5 a z o a 3. g5 M?I m m Appo4mws SWa® Eley 103(Ft.)+1- a w " OEPiH E VATIQ 33 84 LEAN CLAY MLI, brown, medium stiff lostiff 1.7 29 94 i 15 191.501 SILTY SAND IBM 1, brown, cetlium4ense, with demanded panicles lr 1.5 14-15-13 01=28 5 1.5 8-ii-11 15 W22 0 M«/ POORLY GRADED GWITH SILT SAND AND COBBLES 9MRAVEL Gj P-G�,gray to l'ghl , very dense X 7 42-5015.5" Q' '.A5 93.SH- 1 e"0` POORLY GRADED SAND WRH GRAVELISPI light brown, medium dense L3 d. a'. . .,.1ao 9w. 146.5" _ ' POORLY GRADED GRAVEL WITH SAND AND COBBLESIGPI light brown, very dense O 1 °�'. 8T o :D' p. o 180 95i/ LEAN CLAY ICL), light broom, very stiff, interbedded $and lenses 2 1.5 &77-14 N=25 :.2tS 075n/ Boring Terminated at 21.5 Feel Siou.Uan Ilni a,Ermnl . In di the ban911ad maty be 9mdual. Hemmer Trye: lwbmatic te Adamannnthili See EWN1 Ad for EeSaipfim& bald pne ft . Neal Hdlow Stem Auger See Apperi B W descmion of Ismaelory pmaduree and a0ai Yonal den (if wy). See Ap,,i G formplerenonm endues and Abmdonment MNbod Sallee bae8ped esh bentonite dips upon mnpiellon abbimatlens. Berri were meawmd in 6,e field using an lierraeon WATER LEVEL OBSERVATIONS td. 1n Hrel'S la2015 Baine Donpteted: in5lmte Groundwater not encountered LMt;gOME559 Odllen HAL1ECH 11349 W. Ewsurthe Dr, Suite G Seise. Idaho pmjWNa:6g1556e4 Elwlbib A-9 BORING LOG NO. B-7 Page I of PROJECT: Proposed WinCo Foods Store CLIENT: Ili Foods, LLC Boise, Idaho SITE: Overland Road and Wells Avenue Meridian, Idaho l9 eeEN LOCATION Slli _ Po g p A MRSEW etre w v FS Lefitude:a3.5828a° Lar,N e: -1183(3]8' rc&L&1 �uw o� flay ;O 05fis LL-PL-PI Appnwasw Sullam Elev.10()AH.)r/- O 3 Us O "PV V rw n Om M LEAN CLAY (CLI, dark brown, medium stiff 1-14 2 N=5 </ 2.0 9esrA SILTY SAND ISMI, trace gravel, brown, medium dense to very 1.5 12-13-10 25 27 dense N-23 5 variable cementation from 5 to 7I 1.5 1A-2550/5.5" POORLY GRADED GRAVEL WITH SAND(GPI, gray and brown, 1.5 19-15,12 N=27 egg o medium dense, weak cementation 925x1 POORLY GRADED SAND(SP), orange, medlum dense r�'� 9.6 91x1 10 POORLY GRADED SAND WITH GRAVEL AND COBBLESISPI. brown to gray, very dense 0.9 1850/5' o. 1 :e. ism Maw POORLY GRADED GRAVEL WITH SAND AND COBBLES03P1 ° rg° light brown, very dense, with interbedded lenses of dayey sand and I. '.0' sandy clay O, 20— X 0.8 3950/3„ p�a 2g.e ]gyri Bowing Terminated at 20.8 Feet Simfifimfionnnesareap"ninte, IrvdW, Ne Venagm mayhegreduel. H..rTyw.momatic Adaavmment Method Sae Exhibit Aa m, dammum effieldP smiea Noteu Ho6'aw Sum Auger See Appendix e W deasialm of lahaatay pmredures and atltlifimal use (Ir any). See AppenlGx C for explanagm erwnbds and ObeMmnwnt What: Wage lvtlPned AV, bentonite Tlpa upon wmpleko mbrewmene. Elevations were meam,etl in the field Wet an lrerraeon WATER LEVEL OBSERVATIONS Baingrumsd-1n54016 ssfin om'AmmAlim0e Gmoadeemewnotencoontawed Nil Pog.CMEA50 plllen HAZIECH 11&9 W 9oimm,Sa. d p., Sulu G ltlatg pr^HbiIVo.:621e501 Exibn A10 iF BORING LOG NO. B-8 Page 1 of 1 PROJECT: Proposed WInCo Foods Store CLIENT: WinCo Foods, LLC Boise, Idaho SITE: Overland Road and Wells Avenue Meridian, Idaho u LOCATION Sea EMiM z 5 � aT G Umns;ax uM115 ,a LL �' )d U l,apWEe: yJ.58x]IX1' LanglWUe: -118363153' ¢ ~ z� t} i a rcW a p 9H �� rc LL-PL41 Appmtlmata Sudece Elev tOLS(R,)rF o 3m < w "�ar O bEPTI ELEVAIIgY fl. O N K LEAN CLAY ICU dark brown, soft j 1 N=3 24 39-1&20 e�20 89.5+A S. SILTY SAND ISM1, brawn, dense, variable cementation 1.5 7-17-28 N--45 • .a m.s.A 5 2142-43 POORLY GRADED GRAVEL WITH SILT SAND AND COBBLES GJ PGML gray and brown, very dense 15 N=85 POORLY GRAD O GRAVE WITHD ANDC B , 284445 light brown, very dense ® 1.5 N=89 ®. ® :b' 1 Will 1 1829-50/5.5" o :b' 0. o .D' O 1 3s•22sa4" a :D' Q to 895rF POORLY GRADED SAND(SPI. orange brown, dense, Intetedded lenses of sand with silt 20- 1.5 12-18-19 N=37 :''xi.5 Mrl Baring Terminated at 21.5 Feet Sbasbagon linea ve awarebee, lestµ me lmndlion mry begiol Hammer Type: Aubembe Advancement Hdhes: See EtltlNlAebrtlewlgbn of aeltl laocedarea. NNss Hollow Stem Auger See Appendix B for desopden M iaaomlwy proceduresand eddiaoael dela N aW). Sea Appendix C ter w0analion M*odda end bheelenment Healed: Bessie baldAkd With bentonite dlpsupon mmpleadn abbreO.U.,s. Elevagans weo meamred In the field .deg an lferracon WATER LEVEL OBSERVATIONS BesnBatated:l/tvm18 ar91 W8:CMEA50 BvaaB Comdded: VlSnots plllae HA21ECH Gmndwaternotencountsmd 11849WE 11.1Ir.,Sui— aole,ld.ho Preled No.:62165004 Etladl All BORING LOG NO. B-9 Page 1 of i PROJECT: Proposed WinCo Foods Store CLIENT: WinCo Foods, LLC Boise, Idaho SITE: Overland Road and Wells Avenue Meridian, Idaho a LOCATION See EdhINIA-x_ a S ATIEPBERG LIMrtS a z IaOwde:43.5921' Longiwdw -11030]550' ' �Q it aN oN rc` _� LL a LLPLPI e rad Appeele surraed Odv.. ta2.5(I )aA o 30 LLe. Lba DEPTI ELEVA FI. LEAN CLAY ICL1, dark brain, soft 01-2 N-3 100.60 SILTY SAND ISM1, trace gravel, breath, nledWm dense, same 3.12-12 cemented pargcles .5 N=24 5 1.5 12-22-32 14 25 N=50 950 POORLY GRADED GRAVEL WITH SANDIGP) gray and beaded, 1.6 364748 very dense N=95 o .D' O-• >. '10— o .0' With cobbles beloW 10 fl x0.9 31-50/4.5' Q.� a .D' p.= o .D' o .D' Q, Q a D' O ° 0. = 2a.e 01SH 2 0.7 3050/3.5" boring Terminated at 2(1.8 Feet sIreIP®YMI IMeeaRii,x me@. in4w, Me VanYuen eef, Le predaal. H.Tv,.'Ariane& Ael.reemenl Wthad: see EtlAdl A3 fade�IpOan dfieW PoceWres. Nolew Holum Slem Auger Seee,fieWan8fade addevdlabor'awry preceduresentl etldlionaltlNa gfeery). See Append. C W"dnegand rymW@BM Abmdm,menl Weed. Ba4g5 h%MlledwiN b=nicet. didpsup0nameN lbe e0brene0ona. Mieaflons ware measured In Me field Orin, an WATER LEVEL OBSERVATIONS lrerracon bode Started: 111W010 OAA Ng: GAEAW Baring Coroeled: 1I15R016 DriNV HAZIECH Gmundwater not encountered 11849 W. ExewOus Dc, sudeG ad., dehd Prged W,62165004 E.I,IdI: A-12 BORING LOG NO. P-2 Page t oft PROJECT: Proposed WInCo Foods Store CLIENT: WinCo Foods, LLC Boise, Idaho SITE: Overland Road and Wells Avenue Meridian, Idaho O O LOCATION see Emldl A4m _ F TIERBErtG AMB w i Le111We:9354196' LanglluEe: -016362t° _ �F W ) W FN 7Z = FLL �CrI S F5 Z S a S 3La LL-04PI i, Ppgwdeale Sudem Elev 103 (EL)al. peL 30 GE ELEVATION Fl. N LOAN CLAY ICU, dark brown, soft to medium Stfif 0-2-2 .5 N=4 3.6 161+1 SILTY SAND ISM, orange, very dense, variable cementation 1.5 17-25.38 N=53 5 1.5 37-25-39 h W64 as 965aL Boring Terminated at 8.5 Feet Slrefifra4m lines ere eppmdmate.lnelu, IM1e 12na5an maybe 9reMel. Hammy Type: mmeec Aduanwment Metnod See Er Nt"fordeaalpllon Orate pmmdures. Wee Hallow StemAu9er See Appendix 80rdeecdOon Mlabmatory pmcedurea and additional oaD QI aw). seaaapendlxcroregnrrOvr V gmbaa and Abandwmmnt]Vd ed: BolMsb lledmlhb nib Aipsupommnlpkibn abtxeNauane, Elevaemswere meewred In Ne field usrg an lrerracon WATER LEVEL OBSERVATIONS Saving Seded: Vlezots OdA kg:CMEe56 Bpdne Den~ IMBS016 Griller. HAZIECH Groundmiernatencounteretl 11699 W Emm9m Dc, Svtle G Bales, Nebo PMert No.:62165001 EMiNI: A94 BORING LOG NO. P-3 Page 1 of 1 PROJECT: Proposed WinCo Foods Store CLIENT: WinCo Foods, LLC Boise, Idaho SITE: Overland Road and Wells Avenue Meridian, Idaho cs LOCATION See ExhibitA-2 W Z 0- v t o ATTERBERG LIMITS z Latitude: 43.59262° Longitude: -116.36431* _ w0 j r w w� o= �� h Z zg D= w z w F w J CL o W W w z LL -PL -PI Approximate Surface Elev: 100 (Ft.) +/- o m Q w FL � 00 w DEPTH ELEVATION Ft. O N m o LEAN CLAY WITH SAND (CL), trace gravel, dark brown, medium 0-0-5 stiff 1.3 N=5 26 38-20-18 76 1.5 98.5+/- 2.o SILTY SAND (SM), orange s6+/ c ` SILTY SAND WITH GRAVEL (SM), orange to gray, very dense 1.4 11-12-50/5" c 4.5 95.5+/- POORLY GRADED GRAVEL WITH SILT TSAND AND COBBLES 5 5.5 (GP-GMI, orange to gray, very dense 94.5+/- 0.5 50/5.5" ° ' Boring Terminated at 5.5 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic Advancement Method: See Exhibit A-3 for description of field procedures. Notes: Hollow Stem Auger See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and Abandonment Method: Borings balled with bentonite chips upon completion abbreviations. Elevations were measured in the field using an enoineee, level and oradn rod WATER LEVEL OBSERVATIONS rerrcaacon Boring Started: 1/18/2016 Boring Completed: 1/18/2016 Groundwater not encounteredI Drill Rig: CME -850 Driller. HAZTECH 11849 W. Executive Dr., Suite G Boise, Idaho Project No.: 62165004 Exhibit: A-15 BORING LOG NO. P-5 Page I of PROJECT: Proposed WinCo Foods Store CLIENT: WinCO Foods, LLC Boise, Idaho SITE: Overland Road and Wells Avenue Meridian, Idaho a7 LOCATION SmM,Ib9A-2 E P� u X 8 A Mums G i >a � U_ LetlWEe:43.59321' Lon9lNtla -118.36379°Q a o iiB LL-PL-PI re App,mbmeta surtam Eley 100.5 (Fl.7 H- o aa� 30 ¢� ra LLm or 0 LEVATGN F. y LEAN CLAY WITH SANDfCLI, dark brown le brown°soft 0-1-6 �!. %' 1.3 N=7 SANDY SILT IML1, brown, stiff 0 ens.l SILTY SANG (SMI, trace gravel, brom, dense 1.5 11-79-78 N=37 5 variable cementation from 5 to eft f .o et.5eo- 1.5 22,38-50/5.5" 6.5 POORLY GRADED GRAVEL WITH SILT SAND AND COBBLES 94M- jgp-GM , gray to brawn, very dense Boring Terminated at 5.5 Feet abammum Nwsan, r momale. Imalu, the lrenvaon mw' be Samar. FbmmarType: Aubmalic AdmmamentM wl Sm Ed,Ibil AJ fwtlevnplWn dneN premdurea. N-es: ml.stem Auger See Appmdx B for desviplan of IabmalMy pn.ad endatlMlioneldalenarwo. See Appendix Cfnrexplen90 nofs,rnWN.nd Abendonmmt Mahod: SMMsba�Ned WNbenWnlW&Ipsuponmmple0m abhreNalms. E1e29me.ne measured In 0e field u4og eo lrerraeon WATER LEVEL OBSERVATIONS Badn9 Slaney lmw=6 Drill Mg: CMEA50 Bai,gomrsvww 1119fd016 D,III: rNZ1ECH Graundwatelnat encounkred 118,19W, E..M Dr., soba G Bass, IdA,o Pm7ea No.: 62165004 EdtiA X17 BORING LOG NO. A-6 Page 1 of 1 PROJECT: Proposed WinCo Foods Store CLIENT: WInCo Foods, LLC Bolse, Idaho SITE: Overland Road and Wells Avenue Meridian, Idaho 0 0 LOCATION See Exhibit A-2 > ? u r F5, A ERBERc LIMIM z O LeA1,Me:43.59264' LOn91Wtle:.116.%9]]' Wo n W �' QN � 5F eL 6 a= a 30 oLv LL-PL-PI w 0 Appmvmale Svdam Ele¢10 (FL)eF 3 E U re �� O U OEP1H ELEVATION I 0 LEAN CLAY W ITH SANDfCL1, dark brown, medium stili 0.2-3 7. 1 N-5 20 41-1843 o toss/ We SILTY SAND ISM), brawn, very dense, weak to moderate 24-36-25 cementation 1.5 W62 trace gravel tram 4 to 7.5 It 5 14 28.38.49 N-85 cs ss. POORLY GRADED GRAVEL WITH SAND AND COBBLMISP), 1 3545-SW5.T light brown, dense to very dense a .D' ° 10- 15- 1 X 0.7 44-50/3° O o :D' O ° with lenses of silly sand beam 18 ft o :D' O: p O_.. 2 17-24-21 5.&/ 1.5 N- x=45 Sorfng Terminated at 21.5 Feet slnur®Yanunesereappogmem. pl6w,Wuensidon mdybe pe sl. merType:.. Advancement Wffe,: See EMibd A-S brdeecdefil erfald pmedees Notes: Hdbw SleetAuger See Appei ift B lar dew pllon M IeMret., pmmdu res sM eddhti... l data (ten». See Appendix L foreaplana4onaf symbols end Alevelo mnl Mashed; eodlgs WWIIW00 beNaMb elle, upon mmpleean abbr .bone. Elevali on s we,e measured In be fletd udng en Irerracon WATER LEVEL OBSERVATIONS Balh9 Bbded:ln8lmte Bab9CortrAeled 1n912ats Gmundweterrwfencounki @111 fda:IX4E25a Odller. HAZIECH 11049 W. Emative Q'., We O Buse. Idaho Pmisa No.:821950e1 EXIAR. A-27 BORING LOG NO. A-7 Page 1 of 1 PROJECT: Proposed WinCo Foods Store CLIENT: WinCo Foods, LLC Boise, Idaho SITE: Overland Road and Wells Avenue Meridian, Idaho c7 LOCATION See Exhibit A-2 w Z v F o ATTERBERG LIMITS W oLatitude: 43.59197° Longitude: -116.36187° _ O SEL W h J W z t w W a W p W w t W z = LL -PL -PI z Approximate Surface Elev: 102.5 (Ft.) +1- W o m Q w W w DEPTH ELEVATION Ft. O n LEAN CLAY (CLI, dark brown, soft 0-1-2 N=3 SILT WITH SAND (ML), brown, soft to medium -stiff 2.5 100+/ SILTY SAND (SM), brown, dense, with cemented particles 27-29-20 1.5 N=49 T- :5.0 97.5+/- 5 - 0.9 27-50/5.5' SILTY SAND WITH GRAVEL (SM), light brown, very dense °.d 6.0 96.5+/ - Boring Terminated at 6 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic Advancement Method: See Exhibit A-3 for description of field procedures. Notes: Hollow Stem Auger See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and Abandonment Method: Borings balled with bentonite chips upon completion abbreviations. Elevations were measured in the Feld using an enoinpprs level and aradp rod WATER LEVEL OBSERVATIONS Mop r comim a3 I'l Boring Started: 1/19/2016 Boring Completed: 1/19/2016 Groundwater not encountered Drill Rig: CME -850 Driller: HAZTECH 11849 W. Executive Dr., Suite G Boise, Idaho Project No.: 62165004 Exhibit: A-28 w 0 z 0 0 J F. Q U7 0 w 0 BORING LOG NO. A-8 Page 1 of 1 PROJECT: Proposed WinCo Foods Store CLIENT: WinCo Foods, LLC Boise, Idaho SITE: Overland Road and Wells Avenue Meridian, Idaho LOCATION See ExhibitA-2 W Co v F o ATTERBERG LIMITS Z OLatitude: 43.59197° Longitude: -116.36075° _ uj o �a W of w F � W z �W z r = t- F- z M �a W Fw a O W w ¢~ �Z LL-PL-PI W 0 Q Approximate Surface Elev: 104.5 (Ft.) +/- W o m ¢ W LL 00 w 0 3 W DEPTH ELEVATION Ft. O a LEAN CLAY (CLI, trace sand, dark brown, soft 0-0-2 1.5 N=2 28 39-21-18 2,0 102.5+/- SILTY SAND (SM), light brown, medium dense to dense, with 12-6-4 cemented particles 1.3 N=10 trace gravel from 4.5 to 6 ft 5 .' 6.0 98.5+/- 1.3 16-27-50/5.5" 30 POORLY GRADED GRAVEL WITH SILT SAND AND COBBLES ° (GP-GM), gray to brown, very dense 8.0 96.5+/- 1.5 25-40-50/5.5" POORLY GRADED GRAVEL WITH SAND AND COBBLES(GP), ° light brown, very dense %; 1 0.9 24-50/5.5' ° 4 o }4 F o 4,' 15.5 89+/- 1 0.5 50/5.5' Boring Tenninated at 15.5 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Hammer-Type: Automatic Advancement Method: See Exhibit A-3 for description of field procedures. Notes: Hollow Stem Auger See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and Abandonment Method: Borings balled with bentonite chips upon completion abbreviations. Elevations were measured in the field using an -nninapes level and Uradp rod WATER LEVEL OBSERVATIONS Boring Started: 1/19/2016 Boring Completed: 1/19/2016 Groundwater not encounteredIrerraccin Drill Rig: CME-850 Driller: HAZTECH 11849 W. Executive Dr., Suite G Boise, Idaho Project No.: 62165004 Exhibit: A-29 BORING LOG NO. A-9 Page 1 of 1 PROJECT: Proposed WinCo Foods Store CLIENT: WinCo Foods, LLC Boise, Idaho SITE: Overland Road and Wells Avenue Meridian, Idaho O LOCATION See Exhibit A-2 W Z a v o ATTERBERG LIMITS Z v Latitude: 43.59193° Longitude: -116.35976° _ O ¢ �- W U, h_j D w F- r F LL F- IL w w W a w p w w w Z x w LL-PL-PI z 0 of Approximate Surface Elev., 105.5 (Ft.) +/- o m Q w r'- � � � � w DEPTH ELEVATION Ft. O ce o LEAN CLAY (CL), dark brown, soft 0-1-2 1 N=3 2.0 103.5+/- SILTY SAND (SM), brown, very dense, weak to moderate 21.25-27 cementation 1.5 N=52 5.0 100.54 5— 5.5 SILTY SAND WITH GRAVEL AND COBBLES(SM), brown, very 100+/- dense 0.5 50/5.5" Boring Terminated at 5.5 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic Advancement Method: See Exhibit A-3 for description of field procedures. Notes: Hollow Stem Auger See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and Abandonment Method: Borings balled with bentonite chips upon completion abbreviations. Elevations were measured in the field using an WATER LEVEL OBSERVATIONS no Boring Started: 1/19/2016 Boring Completed: 1/19/2016 Groundwater not encounteredlierracon Drill Rig: CME-850 Driller: HAZTECH 11849 W. Executive Dr., Suite G Boise, Idaho Project No.: 62165004 Exhibit: A-30 LU LU 0 z 0 0 i— o: 0 W 0 BORING LOG NO. A-10 Page 1 of 1 PROJECT: Proposed WinCo Foods Store CLIENT: WinCo Foods, LLC Boise, Idaho SITE: Overland Road and Wells Avenue Meridian, Idaho o LOCATION See Exhibit A-2 N z to ATTERBERG LIMITS w 0 Latitude: 43.59118° Longitude: -116.36428° _ ¢ w w F 5 w z = z CL w w W a p W W w z W LL -PL -PI 0 � Approximate Surface Elev: 98.5 (Ft.) +/- o m Q w LL o w DEPTH ELEVATION Ft. 0 o LEAN CLAY (CL), dark brown, soft 0-1-1 1 N=2 2.0 96.5+/- SANDY LEAN CLAY (CL), brown, very stiff 1.5 8-17-19 N=36 3.0 95:5+/- CLAYEY SAND (SC), trace gravel, brown, dense r 5.0 93.5+/- 5 POORLY GRADED GRAVEL WITH SILT SAND AND COBBLES 0.9 50/5.5"— 0/5.5" GP -GM , brown to gray, very dense (GP-GM), 0 0.3 50/4" . 9.0 89.5+/ - POORLY GRADED GRAVEL WITH SAND AND COBBLES(GP), light brown, very dense 0.8 41-50/3" ® •.b` © 'b' 14.0 84:5+/ - SILTY SAND (SM), light brown, dense, interbedded lenses of lean clay 1.5 12-19-19 N=38 f 18.0 80.5+/ - SILTY SAND to SANDY SILT (SM to ML) light brown, dense 2 13-20-17 1.5 N=37 -11H.111121.5 77+/ - Boring Terminated at 21.5 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic Advancement Method: See Exhibit A-3 for description of field procedures. Notes: Hollow Stem Auger See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and Abandonment Method: Borings balled with bentonite chips upon completion abbreviations. Elevations were measured in the field using an engirippr's level and grarip. rod WATER LEVEL OBSERVATIONS rerrci Boring Started: 1/18/2016 Boring Completed: 1/18/2016 Groundwater not encounteredI Drill Rig: CME -850 Driller: HAZTECH 11849 W Executive Dr., Suite G Boise, Idaho Project No.: 62165004 Exhibit: A-31 BORING LOG NO. A-1 I Page 1 of 1 PROJECT: Proposed WinCo Foods Store CLIENT: WinCo Foods, LLC Boise, Idaho SITE: Overland Road and Wells Avenue Meridian, Idaho o LOCATION See Exhibit A -2Z a ATTERBERG LIMITS W 0 Latitude: 43.59111' Longitude: -116.36333' tL' X O W F _J UU IX W _J I'_ W I- 1-_; zW z F_ LL (L 0- IX W _J CL W > 0 W P Z (5 LL -PL -PI z W 0 0 Approximate Surface Elev: 101 (Ft.) Q Lu M < W !Y U_ 0 IX W DEPTH ELEVATION (Ft.) 0 • LEAN CLAY WITH SAND (CU dark brown, soft 0-1-2 1.3 N=3 2.0 99+/ - SANDY LEAN CLAY(CL), brown, stiff X 1.3 2-6-14 N=20 16 43-16-27 MINI 3.5 97.54 1 POORLY GRADED GRAVEL WITH SILT, SAND, AND COBBLES (GP-GM), gray to light brown, medium dense to very dense 5- 1 17-5015.5" Boring Terminated at 6 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic Advancement Method: See Exhibit A-3 for description of field procedures. Notes: Hollow Stem Auger See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and Abandonment Method: Borings backlilled with bentonite chips upon completion abbreviations. Elevations were measured in the field using an ennineer's level and oradp rod WATER LEVEL OBSERVATIONS I re Imp r comis C a0i n Boring Started: 1120/2016 Boring Completed: 1/20/2016 Groundwater not encountered Drill Rig: CME -850 Driller. HAZTECH 11849 W. Executive Dr., Suite G Boise, Idaho Project No.: 62165004 Exhibit: A-32 J LU O Z C7 O J d' a co w C LL 0 BORING LOG NO. A-12 Page 1 of 1 PROJECT: Proposed WinCo Foods Store CLIENT: WinCo Foods, LLC Boise, Idaho SITE: Overland Road and Wells Avenue Meridian, Idaho c9 LOCATION See Exhibit A-2 W Z v F o ATTERBERG LIMITS Z C! Latitude: 43.5912° Longitude: -116.36223° _ o �a F w Z D t LL t a. CL W w d w o Z W w ¢w z }= W LL-PL-PI z 0 Approximate Surface Elev: 101 (Ft.) +/- o m Q ,� a oC w DEPTH ELEVATION Ft. O rl LEAN CLAY WITH SAND (CL ), dark brown, soft 1-1-2 1 N=3 2.0 99+/- SILTY SAND (SMI, light brown to dark brown, medium dense, with 14-12-7 cemented particles to 4.5 ft 1.3 N=19 5 8-15-25 • 5.5 95.5+/- SILTY SAND WITH GRAVEL (SMI, brown to orange, dense 1.5 N=40 0 ` 7.0 94+1- POORLY GRADED GRAVEL WITH SILT SAND AND COBBLES 0.8 33-50/3" ° GP-GM , light brown to gray, very dense 006- a 10- 10.9 0.9 30-50/5" 0 0 ® - 15.3 85.5+/- 1 — 0 50/3" Boring Terminated at 15.3 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic Advancement Method: See Exhibit A-3 for description of field procedures. Notes: Hollow Stem Auger See Appendix B for description or laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and Abandonment Method: Borings balled with bentonite chips upon completion abbreviations. Elevations were measured in the field using an P.nnineer's level and oradp rod WATER LEVEL OBSERVATIONS rerraicon Boring Started:1120/2016 Boring Completed: 1/20/2016 Groundwater not encounteredI Drill Rig: CME-850 Driller. HAZTECH 11849 W. Executive Dr., Suite G Boise, Idaho Project No.: 62165004 Exhibit: A-33 BORING LOG NO. A-13 Page 1 of 1 PROJECT: Proposed WinCo Foods Store CLIENT: WinCo Foods, LLC Boise, Idaho SITE: Overland Road and Wells Avenue Meridian, Idaho LOCATION See Exhibit A-2 w Z wa v F o ATTERBERG LIMITS z O Latitude: 43.59127° Longitude: -116.36171° = WO J¢ w > w Wh F J �I- w Z t Z °- F W F X a w a O W W w z = LL -PL -PI z v Approximate Surface Elev., 102.5 (Ft.) +/- o m Q w u- 00 5 w DEPTH ELEVATION Ft. O o LEAN CLAY (CL), dark brown, soft 0-1-2 N=3 2.0 100.5+/- SILTY SAND (SM), trace gravel, light brown to brown, medium 11-13-13 dense to dense, with cemented particles 1 5 N=26 27 38 5 14-25-22 variable cementation below 5 ft 1.5 N=47 6.5 96+/- Boring Tenninated at 6.5 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic Advancement Method: See Exhibit A-3 for description of field procedures. Notes: Hollow Stem Auger See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and Abandonment Method: Borings balled with bentonite chips upon completion abbreviations. Elevations were measured in the field using an Prininper's level and arade rod WATER LEVEL OBSERVATIONSBoring rer, a on Started: 1/20/2016 Boring Completed: 1/20/2016 Groundwater not encounteredI Drill Rig: CME 850 Driller: HA2TECH 11849 W. Executive Dr., Suite G Boise, Idaho Project No.: 62165004 Exhibit: A-34 BORING LOG NO. A-14 Page 1 of 1 PROJECT: Proposed WInCo Foods Store CLIENT: WInCo Foods, LLC Boise, Idaho SITE: Overland Road and Wells Avenue Meridian, Idaho (7 LOCATION See Exhibit A-2 w Z LIMITS a v o ATTERBERG z OJ 0 Latitude: 43.59131° Longitude: -116.36075° v _ W� �¢ w o Wha'F h � w z Z d z t u.- I z I w �> tw w o w O o� w w w= z LL -PL -PI z X Approximate Surface Elev: 104.5 (Ft.) +/- o m Q w LL w DEPTH ELEVATION Ft. O co X a ' LEAN CLAY (CL), dark brown, medium stiff 0-1-5 1.3 N=6 30 2.0 102.5+/ - SILTY SAND (SM), trace gravel, brown, dense to very dense, weak 13-17-20 to moderate cementation 1.5 N=37 5 1.5 21-32-45 N=77 • 6.5 98+/- Boring Terminated at 6.5 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic Advancement Method: See Exhibit A-3 for description of field procedures. Notes: Hollow Stem Auger See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and Abandonment Method: Borings balled with bentonite chips upon completion abbreviations. Elevations were measured in the field using an WATER LEVEL OBSERVATIONS Irerrac0alml Boring Started: 1/20/2016 Boring Completed: 1/20/2016 Groundwater not encountered Drill Rig: CME -850 Wier: HAZTECH 11849 W. Executive Dr., Suite G Boise, Idaho Project No.: 62165004 Exhibit: A-35 BORING LOG NO. A-15 Page 1 of 1 PROJECT: Proposed WinCo Foods Store CLIENT: WinCo Foods, LLC Boise, Idaho SITE: Overland Road and Wells Avenue Meridian, Idaho o LOCATION See Exhibit A-2 W co a F o ATTERBERG LIMITS Z Latitude: 43.5913° Longitude: -116.35977° cur � J > W Wh o D �� w z� = i w z a- w o O W w z LD LL-PL-PI w Approximate Surface Elev., 105 (Ft.) +/- o m ¢ w r'- � Ov � � W DEPTH ELEVATION Ft. O a LEAN CLAY (CL), dark brown, soft to medium stiff 0-1-3 1 N=4 2.0 103— SILTY SAND (SM), brown, dense, with cemented particles 1.5 27-23-20 N=43 5 1.5 27-23-26 N=49 7.5 97.5+/- POORLY GRADED GRAVEL WITH SAND AND COBBLES(GP), 0 1.3 31 46-50/5" brown to gray, very dense .®' off. 1 ®' 1 41-50/4.5" o s; Q.41' o s ''15.4 89.5+/- 1 0.4 50/5" Boring Terminated at 15.4 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic Advancement Method: See Exhibit A-3 for description of field procedures. Notes: Hollow Stem Auger See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and Abandonment Method: Borings balled Wth bentonite chips upon completion abbreviations. Elevations were measured in the field using an WATER LEVEL OBSERVATIONS Irernmi c 0 I'l Boring Started: 1/19/2016 Boring Completed: 1/19/2016 Groundwater not encountered Drill Rig: CME-850 Driller: ZTECH 11849 W. Executive Dr., Suite G Boise, Idaho Project No.: 62165004 Exhibit: A-36 w 0 z c� 0 J F Q U) N 0 W Cl) BORING LOG NO. A-16 Page 1 of 1 PROJECT: Proposed WinCo Foods Store CLIENT: WinCo Foods, LLC Boise, Idaho SITE: Overland Road and Wells Avenue Meridian, Idaho LOCATION See ExhibitA-2 W Z v o ATTERBERG LIMITS co C Latitude: 43.59054° Longitude: -116.36436° _ o �W W >W LU w co co t— z i— = F- a w w a 0 W W W -PL 2 Z LL -PI z Approximate Surface Elev: 98.5 (Ft.) +/- o m Q w E: of 00 w DEPTH ELEVATION Ft. 0 n LEAN CLAY (CL), dark brown, medium stiff 1-3-3 1.3 N=6 "2.0 96.5+/ - SILTY SAND (SM), orange, dense, with cemented particles :.' .`. 3.0 95.5+/- '' " SILTY GRAVEL WITH SAND AND COBBLES(GM), orange to 1.4 19-39-50/5" ° gray, very dense 5 0.7 19-39-50/5" 6.4 92+/ - Boring Terminated at 6.4 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic Advancement Method: See Exhibit A-3 for description of field procedures. Notes: Hollow Stem Auger See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and Abandonment Method: Borings balled with bentonite chips upon completion abbreviations. Elevations were measured in the field using an Pnninepeq level and arade rod WATER LEVEL OBSERVATIONS 1111111M amIrerriciLmn Boring Started: 1/18/2016 Boring Completed: 1/18/2016 Groundwater not encountered Drill Rig: CME -850 Driller: HAZTECH 11849 W. Executive Dr., Suite G Boise, Idaho Project No.: 62165004 Exhibit: A-37 BORING LOG NO. A-17 Page 1 of 1 PROJECT: Proposed WinCo Foods Store CLIENT: WinCo Foods, LLC Boise, Idaho SITE: Overland Road and Wells Avenue Meridian, Idaho C7 LOCATION See ExhibitA-2 _ „Z a LL o ATTERBERG LIMITS CO o Latitude: 43.59057° Longitude: -116.36337° _ O W' } W W W W w z= z W W W ° o W z Ej LL -PL -PI 0 o Approximate Surface Elev: 99 (Ft.) +!- o m Q w _w " m o0 0 w DEPTH ELEVATION Ft. 0 U) of a LEAN CLAY (CL), dark brown, soft 0.1.2 1 N=3 /2.0 97+/ - SANDY SILT to SILTY SAND (ML to SMI dark brown, medium 11-17-20 •3.0 dense 96+/- SILTY SAND WITH GRAVEL (SM), brown, dense 1.5 N=37 5.0 94+/- 5 0.3 50/3" SILTY GRAVEL AND COBBLES(GM), brown and gray, very dense ? 0.4 50/5" filo 90+1 - POORLY GRADED GRAVEL WITH SAND AND COBBLES(GP), 1 light brown, very dense 0.4 50/5" ® .p; ul3Q: o Q ©.'b 14.0 85+/- POORLY GRADED SAND WITH SILT(SP-SM), trace gravel, orange, medium dense 15 rl.3 10-7-13 N=20 16.5 82.5+/- Boring Terminated at 16.5 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic Advancement Method: See Exhibit A-3 for description of field procedures. Notes: Hollow Stem Auger See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and Abandonment Method: Borings balled with bentonite chips upon completion abbreviations. Elevations were measured in the field using an WATER LEVEL OBSERVATIONS Boring Started:1118/2016 Boring Completed: 1/18/2016 Groundwater not encounteredIrerracon Drill Rig: CME -850 Driller: HAZTECH 11849 W. Executive Dr., Suite G Boise, Idaho Project No.: 62165004 Exhibit: A-38 BORING LOG NO. A-18 Page 1 of 1 PROJECT: Proposed WinCo Foods Store CLIENT: WinCo Foods, LLC Boise, Idaho SITE: Overland Road and Wells Avenue Meridian, Idaho LOCATION See Exhibit A-2 Lu Z W ATTERBERG LIMITS LU 0 L) Latitude: 43.59067o Longitude: -116.36203* U� > W w U1 F_ z z D LL W rL W > 0 D (D W Lu Z X LL -PL -PI z W Approximate Surface Elev: 102 (Ft.) W W (n M 2 < C) W 1L J of LL 0 w ELEVATION (Ft.) 0 .DEPTH LEAN CLAY WITH SAND (CL), trace gravel, dark brown, soft 0-1-2 1.3 N=3 19 41-20-21 73 2.0 100+/ - SILTY SAND (SM), orange to light brown, very dense, variable 20-31-21 T.:. cementation 1.5 N=52 15.0 97+/- 5— SILTY SAND WITH GRAVEL (SM), brown, very dense 30-27-48 — 1.5 N=75 6.5 95.5+1- Boring Terminated at 6.5 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic Advancement Method: See Exhibit A-3 for description of field procedures. Notes: Hollow Stem Auger See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and Abandonment Method: Borings bacIdilled with bentonite chips upon completion abbreviations. Elevations were measured in the field using an R ninppes level and grade rod WATER LEVEL OBSERVATIONS Irerraxon Boring Started: 1/18/2016 Boring Completed: 1/18/2016 Groundwater not encountered Drill Rig: CME -850 Driller. HAZTECH 11849 W. Executive Dr., Suite G Boise, Idaho Project No.: 62165004 Exhibit: A-39 BORING LOG NO. A-19 Page 1 of 1 PROJECT: Proposed WinCo Foods Store CLIENT: WinCo Foods, LLC Boise, Idaho SITE: Overland Road and Wells Avenue Meridian, Idaho o LOCATION See ExhibitA-2 W Z CL S o ATTERBERG LIMITS Z L) Latitude: 43.59055° Longitude: -116.36074° v¢ 0 } F W hQ Z) w z z H h w h w a o w w z � LL-PL-PI o Surface Elev.: 103.5 (Ft.) o m Q w w w DEPTH ELEVATION Ft. O a LEAN CLAY (CL), dark brown, soft 0-1-2 X 1.1 N=3 1�2.0 101.5 J. SILTY SAND (SM), brown, medium dense, with cemented particles 11-14-14 1.5 N=28 rJ 1.3 25-32-50/5" 5,5 98 SILTY GRAVEL WITH SAND AND COBBLES(GM), brown, very ) dense f 0.9 40-50/4.5" ; J 9.0 94.5 POORLY GRADED GRAVEL WITH SILT SAND AND COBBLES P-GM), light brown, very dense °G( '• o 0.9 39-50/5" s o : ' 15— — 0.3 50/3„ o o .. 18.5 85 SILTY SAND WITH GRAVEL (SM), orange, dense :a 2 W1.5 18-19-20 o N=39 21.5 82 Boring Terminated at 21.5 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic Advancement Method: See Exhibit A-3 for description of field procedures. Notes: Hollow Stem Auger See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and Abandonment Method: Borings balled with bentonite chips upon completion abbreviations. Elevations were measured in the field using an Pnoinepes level and oradp rod WATER LEVEL OBSERVATIONS LJ I re r r Cam c am% n Boring Started: 1/18/2016 Boring Completed: 1/18/2016 Groundwater not encountered Drill Rig: CME 850 Driller. HAZfECH 11849 W. Executive Dr., Suite G Boise, Idaho Project No.: 62165004 Exhibit: A40 W 0 z 0 0 h U) 0 w cD BORING LOG NO. A-20 Page 1 of 1 PROJECT: Proposed WinCo Foods Store CLIENT: WinCo Foods, LLC Boise, Idaho SITE: Overland Road and Wells Avenue Meridian, Idaho cD LOCATION See Exhibit A-2 w z - o ATTERBERG LIMITS z OLatitude: 43.59052° Longitude: -116.35973° _ o }a W W D W z rw z F h a_w W W ° w 0 w w z = LL -PL -PI z wo Approximate Surface Elev: 105.5 (Ft.) +/- o m Q w " 00 �u� 0 5 W DEPTH ELEVATION Ft. 0 a LEAN CLAY (CL), dark brown, medium stiff to stiff 0-3-5 1 27 39-19-20 N=8 2.0 103.5+/ - SILTY SAND (SM), trace gravel, orange to light brown, medium 8-11-14 dense 15 N=25 33 5 12-10-15 with cemented particles below 5 ft 1.5 N=25 6.5 99+/ - Boring Terminated at 6.5 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic Advancement Method: See Exhibit A-3 for description of field procedures. Notes: Hollow Stem Auger See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and Abandonment Method: Borings balled with bentonite chips upon completion abbreviations. Elevations were measured in the field using an Prig4neer's level and gradp rod WATER LEVEL OBSERVATIONS rendmaccin Boring Started: 1/1812016 Boring Completed: 1118/2016 Groundwater not encounteredI Drill Rig: CME -850 Driller: HAZTECH 11849 W. Executive Dr., Suite G Boise, Idaho Project No.: 62165004 Exhibit: A-41 0 U) 0 III 0 TEST PIT LOG NO. TP -1 Page 1 of 1 PROJECT: Proposed WinCo Foods Store CLIENT: WinCo Foods, LLC Boise, Idaho SITE: Overland Road and Wells Avenue Meridian, Idaho (D LOCATION See Exhibit A-2 W U) Z W CL ATTERBERG LIMITS co Lu z O 0 Latitude: 43.59221* Longitude: -116.3633' 1L, > n X CD W I- �_ _j X LU ZW z :D iZ W uj _j (L w > 0, 0 D '(0 LU Z >- (9 LL -PL -PI ul < W 0 Approximate Surface Elev: 101 (Ft.) LU Lu M 2i < W U_ C) Ul IDEPTH ELEVATION (Ft.) 0 LEAN CLAY WITH SAND (CU dark brown to brown 2.0 99+/ SILTY SAND TO SANDY SILT (SM to MLI brown, with layers that are weakly to moderately cemented 5- 95+1 - WELL GRADED GRAVEL WITH SAND AND COBBLES (GW), brown t 5 9.0 92+1 - Test Pit Terminated at 9 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: See Exhibit A-3 for description of field procedures. Notes: CAT 305D CR See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and Abandonment Method: Backfilled with soils removed during excavation abbreviations. Elevationswered in the field using an level rod WATER LEVEL OBSERVATIONS AP =ft I rer, cican Test Pit Started: 2/12/2016 Test Pit Completed: 2112/2016 Groundwater not encountered Excavator: CAT 305D CR Operator: SYMAN 11849 W Executive Dr., Suite G Boise, Idaho Project No.: 62165004 Exhibit: A-42 LABORATORY TESTING Geotechnical Engineering Report Irerracon Proposed WinCo Foods Store, Overland Rd. and Wells Ave. ® Meridian, Idaho March 9, 2016 ® Terracon Project No. 62165004 Laboratory Test Description Samples obtained during the field exploration were transferred to the laboratory and were visually classified in general accordance with the Unified Soil Classification System described in Appendix C. Representative samples were selected for testing to determine physical and engineering properties of the subsurface materials. Following are the laboratory tests conducted and a brief description of the purpose of each test: Test Conducted To Determine: Natural moisture content Moisture content of the sample. Unit weight Dry unit weight of the sample approximately representative of the in-place conditions. Percent passing the no. 200 sieve Amount of clay/silt sized particles in the sample. Gradation Particle size analysis of the sample. Atterberg limits Plasticity of the sample. Consolidation Axial strain associated with various loads and time for strain to occur; used for settlement analysis. pH, resistivity, and sulfate and chloride content Corrosion potential of the sample. R -value Ability of a soil to withstand traffic loading. The tests were performed in general accordance with the respective ASTM standards. These standards are provided as a reference to general methodology. In some cases, variations to methods are applied as a result of local practice or professional judgment. Results of the laboratory tests are generally summarized on the boring logs in Appendix A. Results of the pH, resistivity, and sulfate and chloride content and the graphical result of the gradation, consolidation, and R -value tests are presented in this appendix. Reliable m Resourceful im Responsive Exhibit B-1 GRAIN SIZE DISTRIBUTION ASTM D422 INN 111111111111 IM -11111111111 lii!lllmmlilllllll iiiiiismiiiiiilmmiiiiillom !1111m1111I111111 liiiiismillillismilliillom 1111111111111111110,11 INN liiiiiismillillin illIL41111millill 11111111111110111 INN INN in 11111111111104- liiiiiinmii ililkl§Lulllllllmmlllillism lillokiiiiiiiismilliillom in !!1!1I1m1111I111111111 III liiiiin-millillimmillillimm IIIN A Boring ID COBBLES GRAVEL SAND—d SILT OR CLAY I coarse I fine coarse I medium fine Boring ID Depth USCS Classification LL PL PI Cc I Cu • B-2 5-6.5 SILTY SAND WITH GRAVEL (SM) Z B-9 5-6.5 SILTY SAND (SM) TP -1 6.5-8.5 WELL GRADED GRAVEL WITH SAND (SW) k3.00123.75 * A-8 5-6.5 SILTY SAND (SM) Boring ID Depth 13100 D60 D30 1310 %Gravel %Sand %Fines 0 B-2 5-6.5 25 1.63 0.364 25.8 61.1 13.1 ® B-9 5-6.5 19 0.64 0.138 13.8 60.8 25.4 A TP -1 6.5-8.5 88.9 28.465 4.436 0.23 55.2 25.6 4.8 * A-8 5-6.5 19 0.439 0.077 9.6 60.8 29.6 PROJECT: Proposed WinCo Foods Store and Associated Development SITE: Overland Road and Wells Avenue Meridian, Idaho Irerracon 11849 W. Executive Dr., Suite G Boise, Idaho PROJECT NUMBER: 62165004 CLIENT: WinCo Foods, LLC Boise, Idaho EXHIBIT: B-2 .C: cu U) . tf (D F, CONSOLIDATION TEST RESULTS ASTM D 2435 (Method A) Project: #62165004 Client: Terracon Consultants, Inc. Project Number: B016032A Sample Number: B01600185 Sample Identification: B-6 @ 0.5 - 1 ft Sample Classification: Lean Clay Sample: In -Situ Tube (Condition: Good) Date Tested: 2/14 - 2/22/16 By: I. Rede Sample Dry Unit Weight: 83.9 pcf Moisture Content: 33.1% Wntprnrlriprl nn Start This test was performed on a sample of disturbed soils obtained from the near -surface plow zone. Results are not representative of undisturbed soils. 0.2 0.3 0.4 0.5 0.60.7U19 2 3 4 5 6 7 8 9 20 30 40 50 60 70 8090 0.1 1 10 100 Load, ksf 04 � Mr RT a '.OA PROF-S.SfOlVAL SERVICES CORPORA -00N Reviewed By: A -e— — - - Exhibit B-3 CONSOLIDATION TEST RESULTS ASTM D 2435 (Method A) Project: #62165004 Client: Terracon Consultants, Inc. Project Number: B016032A Sample Number: B01600125 Sample Identification: B-6 @ 1 - 1.5 ft Sample Classification: Lean Clay Sample: In -Situ Tube (Condition: Good) Date Tested: 1/26/16 - 2/3/16 By: 1. Rede Sample Dry Unit Weight: 93.8 pcf Moisture Content: 29.2% 0 1 K 3 4 5 6 7 M N 0.1 0.2 0.3 0.4 0.5 0.6 0.70.8).9 1 Reviewed By: 2 3 4 5 6 7 8 9 20 30 40 50 60 70 801 190 00 Load, ksf 04 �YFRa"ra A PRQFES�,WINAL SERVICES CORPORATION 741TIM1500, R -VALUE & EXPANSION PRESSURE TEST RESULTS IDAHO T-8 Boring ID: P-3 Depth: 0.5-1.5' Date of Test: 1/26/2016 Description: Lean Clay with Sand Specimen No.: 1 2 3 Molding Pressure (psi): 30 50 75 Kneading Pressure (psi): 25 100 100 Dry Density (pcf): 95.5 97,2 101.4 Moisture Content (%): 26.4% 25.8% 23.0% Expansion Pressure (psi): 0.15 0.43 0.68 Horizontal Pressure at 160 psi Vertical Pressure (psi): 141 140 118 Sample Height (in.): 2.69 2.55 2.65 Exudation Force (lbs): 1974 2988 4247 Uncorrected R -Value: 8 8 20 Corrected R -Value: 8 8 21 Expansion Pressure (psi) 0.00 0.50 1.00 1.50 90 80 70 60 m 50 40 30 20 10 K 0 0 J 1000 • Exudation Force ♦ Expansion Pressure —Balance Line Expansion Pressure Balance Line for Traffic Index = 8.0 2000 2500 3000 4000 Exudation Force (Ibs) R -Value at 2500 lbs Exudation Force: 7 Expansion Pressure: 1.01 psi = 6.96 kPa Traffic Index: 8 I PROJECT: Proposed WinCo Store o I SITE: Overland & Wells J CR6204, 4-14-15, Rev. 1.0 I rerraLm-Ail 1 11849 W. Executive Dr., Suite G Boise Idaho PROJECT NUMBER: 62165004 CLIENT WinCo Foods, LLC EXHIBIT: B-5 5000 R -VALUE & EXPANSION PRESSURE TEST RESULTS IDAHO T-8 Boring to: A-18 Depth: 0.5-1.5' Date of Test: 1/26/2016 Description: Lean Clay with Sand Specimen]No.: 1 2 3 Molding Pressure 10 50 50 Kneading Pressure 10 75 75 Dry Density (pcf): 99.0 101.4 103.4 Moisture Content (%): 27.3% 23.4% 20.7% Expansion Pressure (psi): 0.00 0.34 0.34 Horizontal Pressure at 160 psi Vertical Pressure (psi): 146 141 108 Sample Height (in.): 2.50 2.50 2.50 Exudation Force (lbs): 1248 2517 4694 Uncorrected R -Value: 6 8 27 Corrected R -Value: 6 8 27 Expansion Pressure (psi) 0.00 0.50 1.00 1.50 90 80 70 60 m 50 40 30 20 10 0 1000 2000 2500 3000 4000 Exudation Force (lbs) R -Value at 2500 lbs Exudation Force: 8 Expansion Pressure: 1.20 psi = 8.27 kPa Traffic Index: 8 PROJECT: Proposed WinCo Store SITE: Overland and Wells MEMOM I rerracUl 1 11849 W. Executive Dr., Suite G Boise Idaho PROJECT NUMBER: 62165004 CLIENT: WinCo Foods, LLC EXHIBIT: B-6 5000 CHEMICAL LABORATORY TEST REPORT Irerracon Project Number: 62165004 Service Date: 02/11/16 750 Pilot Road, Suite F Report Date: 02/11/16 Las Vegas, Nevada 89119 Task: (702) 597-9393 Client Project WinCo Foods - Overland Rd. and Wells Ave. Meridian, ID Sample Submitted By: Terracon (62) Date Received: 2/10/2016 Results of Resistivity Analysis Sample Number Sample Location B-6 P-7 Sample Depth (ft.) 2.5-4.0 0.0-1.5 pH Analysis, AWWA 4500 H 8.39 8.26 Water Soluble Sulfate (SO4), ASTM D 516 (mg/kg) 50 74 Chlorides, ASTM D 512, (mg/kg) 50 45 Resistivity, ASTM G 57, (ohm -cm) 2813 1407 Analyzed By: Lab No.: 16-0120 Kurt D. Ergun Chemist 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. Exhibit B-7 APPENDIX C SUPPORTING DOCUMENTS GENERAL NOTES DESCRIPTION OF SYMBOLS AND ABBREVIATIONS Water Initially N Standard Penetration Test Encountered Resistance (Blows/Ft.) DESCRIPTIVE SOIL CLASSIFICATION 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. LOCATION AND ELEVATION NOTES 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. RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGYms) Descriptive TerPercent of Major Component Particle Size of other constituents Dry Weiaht of Sample Trace < 15 Boulders Over 12 in. (300 mm) With 15-29 Cobbles 12 in. to 3 in. (300mm to 75mm) Modifier > 30 Gravel 3 in. to #4 sieve (75mm to 4.75 mm) Sand #4 to #200 sieve (4.75mm to 0.075mm Silt or Clay Passing #200 sieve (0.075mm) RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION Descriptive Term(s) Percent of Term Plasticity Index of other constituents Dry Weight Non-plastic 0 Trace < 5 Low 1 - 10 With 5-12 Medium 11-30 Modifier > 12 High > 30 IF 10 Exhibit: C-1 Irerraco. mmilh� Water Level After a P tandard �_ (HP) Hand Penetrometer Auger Cuttings Specified Period of Time enetration J est W Water Level After ZW a Specified Period of Time (T) Torvane COJ Shelby J W IL Tube � Water levels indicated on the soil boring 0 (DCP) Dynamic Cone Penetrometer W logs are the levels measured in the borehole at the times indicated. W Groundwater level variations will occur EL— (PID) Photo-Ionization Detector � J N Q over time. In low permeability soils, accurate determination of groundwater (OVA) Organic Vapor Analyzer levels is not possible with short RELATIVE DENSITY OF COARSE-GRAINED SOILS CONSISTENCY OF FINE-GRAINED SOILS (50% or more passing the No. 200 sieve.) (More than 50% retained on No. 200 sieve.) Consistency determined by laboratory shear strength testing, field Density determined by Standard Penetration Resistance visual -manual procedures or standard penetration resistance N Descriptive Term Standard Penetration or Descriptive Term Unconfined Compressive Strength Standard Penetration or N -Value � (Density) N -Value (Consistency) Qu, (psi) Blows/Ft. Blows/Ft. W I' Very Loose 0-3 Very Soft less than 3.50 0-1 F- (� Loose 4-9 Soft 3.5 to 7.0 2-4 Z W Medium Dense 10-29 Medium Stiff 7.0 to 14.0 4-8 F - � Dense 30-50 Stiff 14.0 to 28.0 8-15 Very Dense > 50 Very Stiff 28.0 to 55.5 15-30 term > 55.5 > 30 water level observations. RELATIVE DENSITY OF COARSE-GRAINED SOILS CONSISTENCY OF FINE-GRAINED SOILS (50% or more passing the No. 200 sieve.) (More than 50% retained on No. 200 sieve.) Consistency determined by laboratory shear strength testing, field Density determined by Standard Penetration Resistance visual -manual procedures or standard penetration resistance N Descriptive Term Standard Penetration or Descriptive Term Unconfined Compressive Strength Standard Penetration or N -Value � (Density) N -Value (Consistency) Qu, (psi) Blows/Ft. Blows/Ft. W I' Very Loose 0-3 Very Soft less than 3.50 0-1 F- (� Loose 4-9 Soft 3.5 to 7.0 2-4 Z W Medium Dense 10-29 Medium Stiff 7.0 to 14.0 4-8 F - � Dense 30-50 Stiff 14.0 to 28.0 8-15 Very Dense > 50 Very Stiff 28.0 to 55.5 15-30 Hard > 55.5 > 30 UNIFIED SOIL CLASSIFICATION SYSTEM 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. ° 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. ° 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 = Dfi00 1 0 Cc= (D 30)2 Deo x D60 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. .61 50 W 40 0 Z_ >- 30 I— U_ H Q 20 J 0- 10 7 4 0 " If fines are organic, add "with organic fines" to group name. 1 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. " PI >_ 4 and plots on or above "A" line. ° PI <4 or plots below "A" line. P PI plots on or above "A" line. ° PI plots below "A" line. 0 10 16 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT (LL) Exhibit C-2 'ayllmul Coarse Grained Soils: Gravels: More than 50% of coarse fraction retained on No. 4 sieve Clean Gravels: Less than 5%o fines ° Cu >_ 4 and 1 _< Cc <_ 3 E GW Well -graded gravel F Cu < 4 and/or 1 > Cc > 3FGP Poorly graded gravel F Gravels with Fines: More than 12% fines ° Fines classify as ML or MH GM Silty gravel F'G'" Fines classify as CL or CH GC Clayey gravel F,c,H More than 50% retained on No. 200 sieve Sands: 50% or more of coarse fraction passes No. 4 sieve Clean Sands: Less than 5% fines ° Cu >_ 6 and 1 <_ Cc _< 3 E SW Well -graded sand Cu < 6 and/or 1 > Cc > 3 E SP Poorly graded sand' Sands with Fines: More than 12% fines ° Fines classify as ML or MH SM Silty sand SAI Fines classify as CL or CH SC Clayey sand G'"'l Fine -Grained Soils: 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 ML K,L,M Silt Organic: Liquid limit - oven dried < 0.75 OL Organic clay K,L,M,N Organic silt" 'L'M'O Liquid limit - not dried 50% or more passes theK No. 200 sieve Silts and Clays: Liquid limit 50 or more Inorganic: PI plots on or above "A" line CH L M Fat clay ' ' 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 Organic silt K'L'MQ ' Liquid limit - not dried 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. ° 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. ° 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 = Dfi00 1 0 Cc= (D 30)2 Deo x D60 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. .61 50 W 40 0 Z_ >- 30 I— U_ H Q 20 J 0- 10 7 4 0 " If fines are organic, add "with organic fines" to group name. 1 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. " PI >_ 4 and plots on or above "A" line. ° PI <4 or plots below "A" line. P PI plots on or above "A" line. ° PI plots below "A" line. 0 10 16 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT (LL) Exhibit C-2