The URL can be used to link to this page

CC - Final Geotechnical Report 2018-03-2220180872.001A/SEA17R67063 Page 1 of 1 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com KLEINFELDER 14710 NE 87th Street, Suite 100, Redmond, WA 98052 p | 425.636.7900 f | 425.636.7901 March 22, 2018 Kleinfelder Project No. 20180872.001A Mr. Peter Kahn AVP of Real Estate Development Costco Wholesale, Inc. 999 Lake Drive Issaquah, WA 98027 Subject: Geotechnical Engineering Report Proposed Meridian Costco Wholesale Warehouse SW Corner of W Chinden Blvd & N 10 Mile Rd Meridian, ID 83642 CW# 16-0096 Dear Mr. Kahn: Kleinfelder is pleased to present this report summarizing our geotechnical study for the proposed Costco Wholesale Warehouse (CW#16-0096) located at the southwest corner of West Chinden Boulevard and North Ten Mile Road in Meridian, Idaho as shown on the Vicinity Map, Figure 1. The conclusions and recommendations presented in this report are subject to the limitations presented in Section 7. We appreciate the opportunity to provide geotechnical engineering services to you on this project. If you have any questions regarding this report or if we can be of further service, please do not hesitate to contact Marcus Byers at 425.301.0106, or Andy Franks, Kleinfelder’s Client Account Manager for Costco at 480.650.4905. Respectfully submitted, KLEINFELDER, INC. Brett R. Campbell, EIT John Diamond, PE Geotechnical Engineer Senior Geotechnical Engineer Marcus B. Byers, PE, P. Eng. Principal Geotechnical Engineer Senior Project Manager 20180872.001A/SEA17R67063 Page i of iv March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com GEOTECHNICAL ENGINEERING REPORT PROPOSED COSTCO WHOLESALE WAREHOUSE SW CORNER OF W CHINDEN BLVD & N TEN MILE RD MERDIAN, ID 83646 KLEINFELDER PROJECT #20180872.001A CW# 16-0096 MARCH 22, 2018 Copyright 2018 Kleinfelder All Rights Reserved ONLY THE CLIENT OR ITS DESIGNATED REPRESENTATIVES MAY USE THIS DOCUMENT AND ONLY FOR THE SPECIFIC PROJECT FOR WHICH THIS REPORT WAS PREPARED. 20180872.001A/SEA17R67063 Page iii of iv March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com TABLE OF CONTENTS Section Page EXECUTIVE SUMMARY ............................................................................................................ 1 1 INTRODUCTION ............................................................................................................. 4 1.1 GENERAL............................................................................................................ 4 1.2 PROJECT DESCRIPTION ................................................................................... 4 1.3 SCOPE OF SERVICES ....................................................................................... 5 1.3.1 Task 1: Field Exploration .......................................................................... 5 1.3.2 Task 2: Laboratory Testing ....................................................................... 6 1.3.3 Task 3: Geotechnical Analyses ................................................................ 6 1.3.4 Task 4: Report Preparation ...................................................................... 6 2 SITE CONDITIONS ......................................................................................................... 8 2.1 SITE DESCRIPTION ........................................................................................... 8 3 GEOLOGY ...................................................................................................................... 9 3.1 GEOLOGIC SETTING ......................................................................................... 9 3.2 SUBSURFACE CONDITIONS ............................................................................. 9 3.2.1 Surface Silts ............................................................................................. 9 3.2.2 Whitney Terrace Formation ...................................................................... 9 3.3 GROUNDWATER .............................................................................................. 10 4 GEOTECHNICAL DESIGN RECOMMENDATIONS ..................................................... 11 4.1 SEISMIC DESIGN CONSIDERATIONS ............................................................. 11 4.2 SHALLOW FOUNDATIONS .............................................................................. 12 4.2.1 General .................................................................................................. 12 4.2.3 Foundation Design ................................................................................. 13 4.2.4 Drilled Pile Foundations for Fuel Canopy................................................ 13 4.3 BUILDING SLABS-ON-GRADE ......................................................................... 14 4.4 EXTERIOR FLATWORK .................................................................................... 15 4.5 FROST AND DRAINAGE CONSIDERATIONS .................................................. 15 4.6 SITE DRAINAGE ............................................................................................... 16 4.7 LOADING DOCK WALLS .................................................................................. 16 4.8 PAVEMENT SECTIONS .................................................................................... 18 4.8.1 Costco Pavement Design Parameters .................................................... 18 4.8.2 Asphalt Concrete Pavement ................................................................... 19 4.8.3 Asphalt Performance Grade Binder ........................................................ 19 4.8.4 Portland Cement Concrete Pavement .................................................... 19 4.8.5 Aggregate Base ...................................................................................... 20 4.8.6 Pavement Drainage ................................................................................ 20 4.8.7 Pavement Maintenance .......................................................................... 21 4.9 SOIL CORROSIVITY AND CONCRETE TYPE .................................................. 21 5 CONSTRUCTION RECOMMENDATIONS .................................................................... 22 5.1 EARTHWORK ................................................................................................... 22 5.1.1 Clearing and Grubbing ........................................................................... 22 5.1.2 Excavation .............................................................................................. 22 5.1.3 Site Preparation ...................................................................................... 22 5.1.4 Average Precipitation ............................................................................. 23 20180872.001A/SEA17R67063 Page iv of iv March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com 5.1.5 Schedule Considerations ........................................................................ 24 5.1.6 Wet Weather Earthwork ......................................................................... 25 5.1.7 Cold Weather Earthwork ........................................................................ 26 5.1.8 Haul Roads and Subgrade Stabilization ................................................. 26 5.2 FILL MATERIAL AND COMPACTION CRITERIA .............................................. 27 5.2.1 General .................................................................................................. 27 5.2.2 Trench Backfill ........................................................................................ 28 5.3 TEMPORARY EXCAVATIONS, SLOPES, AND TRENCH SUBGRADE ............ 29 5.4 PAVEMENTS ..................................................................................................... 30 6 ADDITIONAL SERVICES ............................................................................................. 31 6.1 PLANS AND SPECIFICATIONS REVIEW ......................................................... 31 6.2 CONSTRUCTION OBSERVATION AND TESTING ........................................... 31 7 LIMITATIONS ............................................................................................................... 32 8 REFERENCES .............................................................................................................. 35 TABLES 1 2012 IBC Seismic Design Parameters 2 Lateral Earth Pressures for Retaining Structures 3 Recommended Minimum Asphalt Concrete Pavement Sections 4 Recommended Minimum PCC Pavement Sections 5 Analytical Laboratory Test Results 6 Historical Average Precipitation Data for Boise, Idaho 7 Structural Fill Placement and Compaction Criteria FIGURES 1 Vicinity Map 2 Site and Exploration Plan 3 Cross Section A-A’ 4 Cross Section B-B’ APPENDICES A Exploration Logs B Geotechnical Laboratory Testing C Corrosivity Laboratory Testing Geotechnical Investigation Summary Checklist General Information Costco Wholesale Real Estate Main Contact: Peter Kahn Geotechnical Main Contact: Marcus Byers 425-301-0106 Geotechnical Engineer of Record: John Diamond 801-713-2887 Project Location CW #: 16-0096 Proposed Meridian Costco Wholesale Warehouse Warehouse #: Report Date: March 22, 2018 Consultant Project/Document Number: 20180872.001A Addendums (List): Report Purpose: ☐ Preliminary ☐ Draft X Final ☐ Addendum/Revision Geotechnical Investigation Summary Checklist Yes No or NA Describe / Comments Report Section Pre-existing Conditions / Information Developer provided geotechnical report (describe): ☐ x New site Pre-existing development (describe) x ☐ Farmland Foundation type (describe): x ☐ Shallow Spread Footings 4.2 Performance Issues (describe): ☐ x Environmental Issues (describe) ☐ x Site Grading Records (stripping, compaction test results, field reports, etc.) ☐ x No grading completed at this time. Typical Building Structural Design Criteria Other (describe): Typical wall loading 3,000 pounds per linear foot (1361 kilograms per 0.31 m) for Metal Buildings ☐ ☐ 4,500 pounds per linear foot (2041 kilograms per 0.31 m) CMU or pre-cast x ☐ Typical column loading 120,000 pounds (54430 kilograms) in non-snow regions ☐ ☐ 150,000 pounds (68040 kilograms) in snow regions x ☐ Geotechnical Investigation Summary Checklist Yes No or NA Describe / Comments Report Section Typical canopy loading: 50,000 pounds (22680 kilograms) x ☐ Typical floor slab loading 500 pounds per square foot (24 kPa), (psf, total) x ☐ 250 pounds per square foot (12kPa) (dead) at rack areas ☐ x 150 pounds per square foot (7.2kPa) (dead) at non- rack areas ☐ x 350 pounds per square foot (16.8kPa) (live) ☐ x Paving Design (twenty (20) year life) Heavy Duty (Traffic Index of 7.0) x ☐ Asphalt: 4” AC / 6” Base / 8” Subbase PCC: 6” PCC / 6” Base 4.8 Light Duty (Traffic Index of 5.0) x ☐ Asphalt: 3” AC / 4” Base / 6” Subbase PCC: 5” PCC / 6” Base 4.8 Performance Grade (PG) binder oil identified for local climate conditions x ☐ PG 64-22 4.8.3 Site Grading Conditions/Assumptions Deviations to Typical Criteria (list / describe): ☐ x Design Finished Floor Elevation (FFE) (describe): ☐ x 2557.00 Basis for FFE (assumed, per Civil) (describe): ☐ x Assumed balanced site Effects of change to assumed FFE (describe): x ☐ Increased fill could cause additional short term settlement Maximum anticipated cuts (describe): x ☐ Less than 5 feet 1.2 Maximum anticipated fills (describe): x ☐ About 5 feet, 7 at landscape berm 1.2 Cross sections prepared for sites that are not essentially flat x ☐ Essentially flat, but provided information on depth to sand and gravels Figures 3 & 4 Amount of import / export anticipated (describe): ☐ x Frost Depth (describe): x ☐ 24 inches 4.2 Retaining walls Number of walls (describe): ☐ x Height / Length of walls (describe): ☐ x Wall construction / type (describe): ☐ x Cut / fill transition in pad (describe): ☐ x Pad is about 0 to 5 feet of fill Offsite Improvements (describe) x ☐ Roads, sidewalks, utilities, etc. A separate geotechnical report will be provided for these improvements. Fieldwork / Results Due Diligence Design Criteria Version (describe): x ☐ 2016 Version Followed Criteria? x ☐ Deviations to standard investigation (describe): x ☐ Fewer test pits to reduce crop disturbance Groundwater Depth (describe): x ☐ 10 to 16 feet below existing ground Perched x ☐ Potentially perched in isolated areas on clay layers. 3.3 Expected seasonal fluctuation (describe): x Not measured due to depth. Piezometers installed? x ☐ Yes, 3 Unusual / Challenging Soils conditions encountered Moisture-sensitive soils x ☐ The native site soils are fine- grained, moisture sensitive, and susceptible to disturbance, rutting, and pumping during construction. 5.1 Undocumented fill ☐ x Not encountered 3.2 Unsuitable soils (require removal) ☐ x Wet soils ☐ x Debris ☐ x Bedrock / potential non-rippable conditions ☐ x Not encountered Refusal ☐ x Collapsible soils ☐ x Expansive soils ☐ x Compressible soils x ☐ On-site silts are soft when wet 4.1 Liquefaction ☐ x 3.4.3 Sinkholes ☐ x Other (describe): ☐ x Potential Contamination Identified Soil ☐ x Refer to Phase One Groundwater ☐ x Refer to Phase One Restoration of Disturbed Areas Backfilled with soil x ☐ Backfilled with grout ☐ ☐ Other (describe): ☐ ☐ Topsoil samples collected / analyzed ☐ x Corrosivity testing performed/addressed x ☐ 4.9 Culinary water quality testing performed ☐ x Not in current geotechnical scope. Report Executive summary x ☐ Wet weather construction recommendations x ☐ Wet and Cold 5.1.6 5.1.7 Pad winterization/pad recommendations ☐ x Frost protection recommendations x ☐ 4.5 Design Parameters Fill material parameters provided Structural fill (below foundations, slabs) x ☐ 5.2 Site grading fill (below pavements, flatwork) x ☐ 5.2 Select backfill (behind truck dock walls, foundations, grade beams, etc.) x ☐ Dock walls 5.7 Trench backfill x ☐ 5.2.2 Drainage fill x ☐ 4.5 Frost resistant fill x ☐ 4.5 Slab base aggregate x ☐ 4.3 Limits of debris / unsuitable removal provided ☐ ☐ Over-excavation / recompaction required Depth (describe): ☐ x Extent (include cross-section diagram) ☐ x Pad subgrade stabilization required (describe): ☐ x Surcharge Height (describe): ☐ x Lateral extent (describe): ☐ x Estimated duration (describe): ☐ x Shallow Foundations Pounds per square foot (kPa per m) allowable soil bearing pressure (describe): x ☐ 2.000 psf 4.2.2 Deep Foundations Type (describe): x ☐ Drilled Piles for Light Poles for Fuel Canopy - Optional 4.2.3 Options and Value Engineering Matrix provided ☐ x Floor Slabs Unreinforced (>2500 pound per square foot) (>120 kPa) x ☐ Unreinforced 4.3 Reinforced (describe why) ☐ ☐ Subgrade modulus (pounds per square inch per inch (kPa / mm) (describe): x ☐ 150 pci 4.3 Base Material thickness (minimum six (6) inch (152.4 mm)) (describe): x ☐ Six inches 4.3 Seismic Conditions Governing Building Code (IBC, UBC, other) x ☐ 2012 IBC Geologic Hazard Identified ☐ x Proximity to earthquake fault zone(s) ☐ x Low seismic activity not required Proximity to seismic hazard zone(s) ☐ x Very low Potential for liquefaction ☐ x Very low Potential for lateral spreading ☐ x Very low Potential for seismic settlement ☐ x Very low Potential for slope stability/landslides ☐ x Very low Potential for ground shaking or geologic hazards ☐ x Low Retaining Walls ☐ x Recommended Wall Types ☐ x Recommend Kleinfelder Design ☐ x Lateral earth pressure design values Active: x ☐ 4.7 At-rest: x ☐ 4.7 Passive: x ☐ 4.7 Seismic: x ☐ 4.7 Backfill material, placement requirements x ☐ 4.7 & 5.2.1 Drainage requirements and cross-section drawing x ☐ Perimeter drainage system 4.7 Finger Drains Required for frost x ☐ 4.8.6 Recommended for long term maintenance and constructability x ☐ Poor draining subgrade 4.8.6 Pavement Pavement subgrade stabilization required (describe): ☐ x Asphalt mix design specified x ☐ PG Binder Oil 64-22 4.8.3 Heavy and light duty pavement sections specified x ☐ 4.8.2 Alternative pavement sections identified ☐ x Specification for offsite pavement sections included ☐ x Data Gaps / Unknowns (describe): ☐ x 20180872.001A/SEA17R67063 Page 1 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com EXECUTIVE SUMMARY ____________________________________________________________________________ This report presents the results of our geotechnical study for proposed Costco Wholesale Warehouse (CW# 16-0096) located along the southwest corner of W est Chinden Boulevard and North Ten Mile Road as shown on the Vicinity Map, Figure 1. The purpose of our study was to evaluate soil and groundwater conditions beneath the site and provide geotechnical recommendations for design and construction. We based our study on the Costco Wholesale Development Requirements (CWDRs), Version 2016, dated September 19, 2016. We understand Costco plans to purchase an approximately 17.05 acres of farmland and construct a new approximately 160,000-square-foot Costco Wholesale warehouse, fuel facility, and parking lots. The warehouse will be a single-story, steel-framed structure (30 feet in height). The fuel facility will contain three 30,000-gallon underground storage tanks (UST), a fuel additive UST, five fueling islands, and metal canopy, and pre-manufactured metal kiosk. The building surroundings will consist mainly of surface parking with some landscape areas. Off-site frontage improvements are also included in the development. Kleinfelder has prepared a geotechnical study for the off - site frontage improvements, which will be submitted in a separate report. Kleinfelder completed an exploration program at the site in June 2017 consisting of 43 borings and 5 test pit explorations located within the warehouse and gas station footprints and in the parking lot areas. Subsurface conditions encountered at the site generally consist of three soil layers: 1. Silt: An upper silt layer was observed to a depth ranging from 2.5 to 10.5 feet across the site. This layer consisted of dark yellowish brown to grayish brown with a trace amount of sand. In general, the Standard Penetration Test (SPT) blow counts indicate that the silt layer was medium stiff. 2. Gravels of the Whitney Terrace: The upper silts are underlain by the Whitney Terrace formation which consists of a mixture of gravel and sand with varying amount of silt and cobbles. 20180872.001A/SEA17R67063 Page 2 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com Under Kleinfelder’s direction, Haztech Drilling installed three groundwater monitoring wells at the site in June 2017 in order to monitor the static groundwater level at the site. Groundwater levels were observed at depths ranging from approximately 11 to 18 feet below the existing ground surface (bgs) in these monitoring wells. Based on grading plans, we anticipate cut and fill depths will generally be on the order of five (5) feet or less. Additionally, based on our past experience underground storage tank (UST) installation for the fuel facility will require an excavation of about 18 feet below existing ground surface and loading dock excavations will extend about 4 feet below the existing site grade. Based on the results of our field exploration, laboratory testing, and geotechnical analyses, it is our professional opinion that the proposed project is geotechnically feasible, provided the recommendations presented in the geotechnical report are incorporated into the project design and construction. We identified the following key geotechnical considerations during our study. • The proposed Costco warehouse building and fuel facility will bear on structural fill or native silt, respectively, and may be supported on a conventional shallow foundation system designed for a net allowable bearing pressure of 2,000 psf with settlements less than 1 inch total and ½ inch differential. • Pursuant to current Costco Wholesale standard construction design practices, we have evaluated the necessity of using a steel-reinforced slab. Based on the geotechnical characteristics of the site, the proposed warehouse can be built with a non-reinforced slab. • Ada County has adopted the 2012 International Building Code (IBC) as its governing building code. • The site corresponds to Seismic Site Class D of the 2012 IBC. Seismic hazards at the site are low. • Light-duty pavements should consist of at least 3 inches of asphalt over 4 inches of crushed surfacing and 6 inches of subbase. Heavy-duty pavements should consist of at least 4 inches of asphalt over 6 inches of crushed surfacing and 8 inches of subbase. • Performance Grade (PG) Binder 64-22 is appropriate for the project. 20180872.001A/SEA17R67063 Page 3 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com • Moisture content of soils in the upper silt layer of the site appear to be over optimum moisture. Based on the general soil type (silt) and moisture conditions we do anticipate that significant reworking and drying of site soils will be required for grading and re use of the native soils. The required work may be minimized with a late spring / summer start of earthwork and no site irrigation. The findings, conclusions, and recommendations presented in this executive summary should not be relied upon without consulting our geotechnical report for more information. The conclusions and recommendations presented in this report are subject to the limitations presented in Section 7. 20180872.001A/SEA17R67063 Page 4 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com 1 INTRODUCTION ____________________________________________________________________________ 1.1 GENERAL This report presents the results of Kleinfelder’s geotechnical engineering study for proposed Costco W holesale Warehouse (CW# 16-0096). The proposed Costco site is located at the southwest corner of West Chinden Boulevard and North Ten Mile Road as shown on the Vicinity Map, Figure 1. The purpose of our geotechnical study was to evaluate soil and groundwater conditions at the site and provide geotechnical recommendations for project design and construction. We based our study on the Costco Wholesale Development Requirements (CWDRs), Version 2016, revised September 19, 2016. We performed our scope of services in accordance with our proposal dated May 11, 2017. 1.2 PROJECT DESCRIPTION Based on the preliminary site plan provided by MG2 and dated April 25, 2017, we understand the project will consist of a 160,000-square-foot Costco Wholesale warehouse and fuel facility. The warehouse will be a single-story, steel-framed structure 30 feet in height. The fuel facility will contain three 30,000-gallon underground storage tanks, fueling stations, and metal canopy and pre-manufactured kiosk. The warehouse surroundings will consist mainly of parking with a loading dock and some landscaped areas. Parking and drive areas will be paved with asphalt concrete pavement. Maximum column loads for the warehouse will be on the order of 150 kips, typical wall loads will be approximately 4.5 kips per lineal foot, canopy column loads will be approximately 50 kips, and the total slab load (dead plus live loads) will be approximately 500 pounds per square foot (psf). Based on our experience with fuel facilities in similar soil conditions, the canopy design is typically governed by overturning moments from wind loading. Typical column dead loads are anticipated to be approximately 4 kips and typical live loads are approximately 16 kips, which result in bearing pressures of less than 500 psf. 20180872.001A/SEA17R67063 Page 5 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com The planned warehouse finished floor elevation is 2557 feet. Based on grading plans, we anticipate cut and fill depths will generally be on the order of five (5) feet or less. Additionally, based on our past experience underground storage tank (UST) installation for the fuel facility will require an excavation of about 18 feet below existing ground surface and loading dock excavations will extend about 4 feet below the existing site grade. We understand that development of the Costco parcel is part of a larger site development that will include other commercial buildings, new roads, and utility infrastructure. Further, we understand that Costco is responsible for off-site frontage and road improvements along the north and east boundaries of the site. Kleinfelder has been contracted to be provide geotechnical and engineering recommendations for these additional site improvements, which will be addressed as part of a separate report. Our understanding of the project is based on project team calls and emails with MG2 and the preliminary site plan provided by MG2 dated April 25, 2017. If any changes are made to the site grade or building construction, Kleinfelder should be informed so that recommendations in this report can be modified, as appropriate. 1.3 SCOPE OF SERVICES The scope of our geotechnical study consisted of a site reconnaissance and subsurface exploration, geotechnical engineering analysis and reporting. The following paragraphs present a description of our services. 1.3.1 Task 1: Field Exploration Our site exploration program was completed in June 2017 and consisted of drilling 43 borings and excavating 5 test pit within the warehouse and fuel facility footprints and in the parking lot areas. Our site exploration program was conducted under full-time observation of a Kleinfelder geotechnical engineer. The Site and Exploration Plan, Figure 2, shows locations of Kleinfelder’s explorations and monitoring wells. Borings ranged in depth from approximately 11.5 to 30 feet bgs and test pits were excavated to depths of approximately 6 to 16 feet bgs. The field explorations were located as follows: 20180872.001A/SEA17R67063 Page 6 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com • Twenty-two borings and three test pits were completed within the footprint of the proposed warehouse; • Seventeen borings and one test pit were completed within the pavement areas; and, • Four borings and one test pit were completed within the fuel facility area; KM Engineering staked the exploration locations while surveying the site, however due to minor field adjustments, locations noted on soil borings should be considered approximate. Appendix A presents additional information on the site exploration program and summary exploration logs. 1.3.2 Task 2: Laboratory Testing Laboratory tests were performed on selected soil samples in general accordance with ASTM standards to determine index and engineering properties of the site soils. Tests included natural moisture content, percent passing the minus 200 sieve, sieve analysis, Atterberg limits, Modified Proctor, and California Bearing Ratio (CBR) test. Laboratory test results are presented on the summary boring and test pit logs in Appendix A and/or on laboratory test reports included in Appendix B. AmTest performed resistivity, pH, chlorides, and sulfates testing soil samples to support corrosivity evaluations. Analytical test results are summarized in Table 5 and detailed test reports are provided in Appendix C. 1.3.3 Task 3: Geotechnical Analyses We analyzed field and laboratory data in conjunction with the assumed finished grades, warehouse and fuel facility layout, and structural loads to provide geotechnical recommendations for project design and construction. We evaluated feasible foundation systems, concrete slab support, pavement design, and earthwork, and seismic design considerations. 1.3.4 Task 4: Report Preparation This report summarizes the services performed, data acquired, and our findings, conclusions, and geotechnical recommendations for the design and construction of the proposed improvements. Our report includes the following items: 20180872.001A/SEA17R67063 Page 7 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com • Vicinity map and boring location map showing the approximate exploration locations; • Exploration Logs (Appendix A); • Results of geotechnical laboratory testing (Appendix B); • Results of analytical laboratory testing (Appendix C); • Discussion of general site conditions; • Discussion of general subsurface conditions as encountered in our field exploration; • Discussion of regional and local geology; • Recommendations for seismic design parameters in accordance with the Ada County Building Code (2012 IBC); • Recommendations for foundation design, allowable bearing pressures and compatibility constraints under various loading conditions; • Anticipated total and differential static settlements; • Recommendations for site preparation, earthwork, temporary slope inclinations, fill placement, and compaction specifications, including the excavation characteristics of subsurface soil deposits and formational materials; • Recommendations for support of floor slabs and slabs-on-grade; • Recommendations for flexible and rigid pavement structural sections for light- and heavy- duty pavement; • Recommendations for design of retaining structures, including active and at-rest lateral earth pressures, passive and frictional resistance, and applicable surcharge loads; and, • Preliminary evaluation of the corrosion potential of the on-site soils. 20180872.001A/SEA17R67063 Page 8 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com 2 SITE CONDITIONS ____________________________________________________________________________ 2.1 SITE DESCRIPTION The proposed Costco development is located at the southwest corner of West Chinden Boulevard and North Ten Mile Road as shown on the Vicinity Map, Figure 1. The site currently consists of cultivated farmland. Site topography is generally flat and slopes gently downward to the west to support gravity irrigation. An irrigation ditch runs east west along the southern edge of the site. The Costco site is bounded by farmland on all sides. The larger development, which will encompass the Costco site, is bordered on the north by West Chinden Boulevard; on the east by North Ten Mile Road; on the south by West Lost Rapids Drive; and on the west by an unpaved farm road. 20180872.001A/SEA17R67063 Page 9 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com 3 GEOLOGY 3.1 GEOLOGIC SETTING According to a 1:100,000 scale “Geologic Map of the Boise Valley and Adjoining Area, Western Snake River Plain, Idaho” by Kurt L Othberg and Loudon R Stanford (1992) the proposed Costco site is underlain by gravels of the W hitney Terrace formation, which typically consists of sandy pebbles and cobble gravels. 3.2 SUBSURFACE CONDITIONS Soils encountered in our explorations are generally consistent with the published geologic mapping in the area. In general, our explorations encountered a silt layer underlain by gravel and sands of the Whitney Terrace formation. 3.2.1 Surface Silts The silt layer that was encountered near the existing ground surface ranged in depth from 2.5 to 10.5 feet thick across the site. The near surface silts were dark yellowish brown to grayish brown with trace amounts of sand. The Standard Penetration Test (SPT) blow counts indicate that in general, the near surface silt layer is medium stiff, with the upper few feet being looser due to tillage and containing some organics / roots associated with f arming use. 3.2.2 Whitney Terrace Formation The upper silts are underlain by the Whitney Terrace formation which consists of a mixture of poorly to well graded gravels and sand with varying amount of silt and cobbles. In general, the results of the Standard Penetration Test (SPT) blow counts indicate that this zone is dense to very dense, though blow counts may be overstated due to the presence of cobbles. We encountered scattered to abundant cobbles in this material up to about 10 inches in largest dimension. 20180872.001A/SEA17R67063 Page 10 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com 3.3 GROUNDWATER We observe groundwater seepage, as evidenced by wet SPT samplers and soil moisture, at depths ranging between 10 and 16 feet below ground surface (bgs). Groundwater observations in the three piezometers installed during our explorations were consistent with this range of groundwater observations. Groundwater at this site is expected to fluctuate seasonally based on precipitation and local irrigation practices. A detailed investigation of regional and local groundwater conditions was outside the scope of our investigation. 20180872.001A/SEA17R67063 Page 11 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com 4 GEOTECHNICAL DESIGN RECOMMENDATIONS ____________________________________________________________________________ 4.1 SEISMIC DESIGN CONSIDERATIONS Based on information obtained from the filed explorations, published geologic literature and maps, and on our interpretation of the 2012 IBC criteria, it is our opinion that the project site may be classified as Site Class D, Stiff Soil, according to Section 1613.3.2 of 2012 IBC and Table 20.3-1 of ASCE 7-10. Approximate coordinates for the site are noted below. • Latitude: 43.6624 °N • Longitude: -116.4337 °W The Risk-Targeted Maximum Considered Earthquake (MCER) mapped spectral accelerations for 0.2 seconds and 1 second periods (Ss and S1) were estimated using Section 1613.3 of the 2012 IBC and the U.S. Geological Survey (USGS) web based application (available at http://geohazards.usgs.gov/designmaps/us/application.php). The mapped acceleration values and associated soil amplification factors (Fa and Fv) based on the 2012 IBC and corresponding site modified spectral accelerations (SMS and SM1) and design spectral accelerations (SDS and SD1) are presented in Table 1. According to Section 1803.5.12 of the 2012 IBC, in the absence of a site-specific ground motion hazard analysis, the MCE geometric mean peak ground acceleration adjusted for Site Class effects (PGAM) can be determined based on Equation 11.8-1 in Section 11.8.3 of ASCE 7-10. 20180872.001A/SEA17R67063 Page 12 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com Table 1 2012 IBC Seismic Design Parameters Design Parameter Recommended Value Site Class D Ss (g) 0.295 S1 (g) 0.104 Fa 1.564 Fv 2.385 SMS (g) 0.461 SM1 (g) 0.247 SDS (g) 0.308 SD1 (g) 0.165 PGAM (g) 0.116 4.2 SHALLOW FOUNDATIONS 4.2.1 General Based on the results of our field exploration, laboratory testing, and geotechnical analyses, we recommend the proposed warehouse building and fueling facility be supported on conventional shallow spread footing foundations founded on subgrade prepared in accordance with Section 5.1.3. Please note that the recommended bearing pressures presented below are constrained by anticipated settlement. Proposed light poles and fuel facility canopy (as an alternative) may also be supported on drilled pile foundations. Recommendations for the design and construction of shallow foundations and drilled pile foundations are presented below. 20180872.001A/SEA17R67063 Page 13 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com 4.2.3 Foundation Design Bearing Pressure Shallow spread footings can may be designed for an allowable bearing pressure of 2,000 pounds per square foot (psf) for dead plus sustained live loads. Exterior footings of heated structures should be founded at a depth of at least 24 inches for frost protection. The footing dimension and reinforcement should be designed by the structural engineer; however, continuous and isolated spread footings should have minimum widths of 18 and 24 inches respectively. A one-third increase in the above bearing pressures can be used f or transient wind or seismic loads. Estimated Settlements Footing settlements are estimated to be less than 1 inch for 150 kip column loads and differential settlement over 50 feet is estimated to be less than ½-inch between similarly loaded footings. Lateral Resistance Lateral load resistance may be derived from passive resistance along the vertical sides of the footings, friction acting at the base of the footing, or a combination of the two. An allowable passive resistance of 195 psf per foot of depth may be used for design. Allowable passive resistance values should not exceed 2,500 psf. An allowable coefficient of friction of 0.30 between the base of the footings and the engineered fill soils can be used for sliding resistance using the dead load normal stresses. Friction and passive resistance may be combined without reduction. We recommend that the first foot of soil cover be neglected in the passive resistance calculations if the ground surface is not protected from erosion or disturbance by a slab, pavement or in a similar manner. 4.2.4 Drilled Pile Foundations for Fuel Canopy Axial Capacity The compressive axial capacity of drilled piles may be estimated based on an allowable skin friction capacity of 55 pounds per square foot for the upper 10 feet and 170 pounds per square foot thereafter. The upper 1 foot of the skin friction capacity should be ignored. The uplift capacity may be estimated as 70 percent of the allowable compressive axial capacity. A one-third increase in the allowable capacities may be used for transient loading conditions such as wind or seismic loads. 20180872.001A/SEA17R67063 Page 14 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com Settlement Settlement of light poles or the fuel facility canopy supported on drilled piles, as recommended, is estimated to be less than ½ inch. Lateral Resistance The drilled pile foundations lateral resistance can be designed in general accordance with Section 1807.3 of the 2012 IBC. We recommend a lateral soil bearing pressure of 140 psf per foot of depth below grade. The lateral soil bearing pressure should not exceed 2,500 psf. Since drilled piles will act as isolated pole foundations, the allowable lateral soil bearing pressure may be increased by a factor of 2 for short-term lateral loads provided the structure will not be adversely affected by ½ inch of lateral movement at the ground surface. 4.3 BUILDING SLABS-ON-GRADE Concrete slab-on-grade floors are appropriate for the proposed warehouse, provided subgrade is prepared in accordance with Section 5.1.3. In accordance with the CWDRs, we recommend a minimum 6-inch-thick slab underlain by at least 6 inches of base material consisting of compacted crushed rock conforming to Section 802 Table 1 Type 1 of the current Idaho Standard for Public Works Construction (ISPWC), with the additional requirement that the percent fracture should 90 percent or greater, and the percent passing the US No. 200 sieve should be 5 percent or less. Please note that Costco does not typically allow the use of recycled materials below the warehouse slabs. The proposed use of any recycled material will require the prior approval of Costco. For floor slabs supported on subgrades and base course that are prepared in accordance with the preceding recommendations the floor slab may be designed for a modulus of subgrade/base course reaction (k) of 150 pounds per cubic inch. Pursuant to current Costco Wholesale standard construction design practices, we have evaluated the necessity of using a steel-reinforced slab. Based on the geotechnical characteristics of the site, the proposed warehouse can be built with a non-reinforced slab. Floor slab control joints should be used to reduce damage due to shrinkage cracking. Control joint spacing is a function of slab thickness, aggregate size, slump and curing conditions. The requirements for concrete slab thickness, joint spacing, and reinforcement should be established by the designer, based on experience, recognized design guidelines and the intended slab use. Placement and curing conditions will have a strong impact on the final concrete slab integrity. 20180872.001A/SEA17R67063 Page 15 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com Kleinfelder typically recommends installation of a vapor barrier beneath the slab to mitigate potential moisture issues such as flooring performance and mold. However, we understand that Costco Wholesale has determined that moisture barriers are not to be used in construction of Costco Wholesale warehouses due to adverse effects on concrete curing and performance. Therefore, we have provided construction recommendations that do not include installation of a moisture barrier, with the understanding that there will be an increased risk for adverse moisture issues. 4.4 EXTERIOR FLATWORK Exterior concrete slabs for pedestrian traffic or landscape should be at least 6 inches thick and underlain by a minimum 4-inch thick layer of crushed rock. The subgrade should be prepared in accordance with Section 5.1.3. 4.5 FROST AND DRAINAGE CONSIDERATIONS The Ada County codes and standards policy note that the frost depth shall be 24 inches below finished grade. To reduce the potential for moisture-related softening or frost heave of the site soils, proper site drainage and moisture protection should be implemented. Positive drainage should be provided such that infiltration of water into the subsurface soil below the foundations and slabs-on-grade is prevented during construction and for the life of the proposed facilities. Inclusion of the drainage and moisture protection measures recommended in this report are considered essential to reduce the probability of infiltration of water into the native soils, and to reduce the potential for structure settlement, or frost heave. Snow should be removed and stockpiled well away from the building or other structures to reduce surface water infiltration. We recommend perimeter footing drains and additional drains at the entrance canopy, fuel station and loading dock perimeters. Details should be consistent with the typical Costco practice for cold-weather environments. Roof drains should be tight lined to a suitable discharge point and not be hydraulically connected to perimeter drains. Frost free material should consist of free draining sand and gravel with less than 3 percent passing the 0.02 mm sieve at be sufficiently well-graded and/or fractured to provide firm support for underlying flatwork and pavements. Proposed frost free materials should be submitted at bid time. Utilities should meet minimum 20180872.001A/SEA17R67063 Page 16 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com burial requirements in accordance with local codes and/or be protected with insulation and/or heat tape. 4.6 SITE DRAINAGE Positive drainage should be established away from the proposed structures and pavements. Unpaved ground surfaces should be sloped away from the buildings at a minimum grade of five (5) percent for a distance of at least 15 feet, or to a bio-infiltration swale designed to quickly move water away from the building and pavement areas. Paved surfaces should be sloped away from the buildings at a grade of at least 1 to 2 percent to collection points from which surface water can be quickly and efficiently transported away from the buildings, exterior slabs and pavements. In no case should ponding of water be allowed around the perimeters of the buildings, or adjacent to exterior cast-on-grade slabs and pavements. Landscape watering adjacent to structures should be avoided. All utility trenches leading into the structure should be backfilled with compacted structural fill. Uniformly graded bedding and backfill material (such as pea gravel) tends to perform as conduit for water, and should not be used in utility trenches, where practicable. Sewer lines beneath the warehouse should have a sufficient slope (at least one percent). Plumbing and utility lines should be provided with flexible joints or oversized sleeves where they penetrate floor slabs to prevent breakage caused by different slab movement. 4.7 LOADING DOCK WALLS Design earth pressures for the loading dock walls depend primarily on the allowable wall movement, wall inclination, backfill material type, backfill slopes, surcharges, and drainage. On- site soils that have less than 30 percent of fines and a PI no greater than 5 are acceptable for backfill behind the wall. Determination of whether the active or at-rest condition is appropriate for design depends on the flexibility of the walls. Walls that are free to rotate at least 0.002 radians (deflection at the top of the wall of at least 0.002 x H, where H is the unbalanced wall height) may be designed for the active condition. Walls that are not capable of this movement should be assumed rigid and designed for the at-rest condition. The recommended active and at-rest earth pressures and passive resistance values are provided in Table 2. Reductions on the ultimate passive resistance 20180872.001A/SEA17R67063 Page 17 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com should be incorporated into design to account for displacement compatibility with active earth pressures. Table 2 Lateral Earth Pressures for Loading Dock Walls Wall Movement Backfill Condition Equivalent Fluid Pressure (pcf) Free to Deflect (active condition) Level Backfill 43 Restrained (at-rest condition) 65 Passive Resistance Level Toe Slope 195 Seismic Active Increment Level Backfill 3.7 (psf) Walls supporting more than 6 feet of backfill should be designed to support an incremental seismic lateral pressure noted in the above table applied uniformly along the wall height H (in feet). The seismic lateral earth pressure was determined based on a PGA value corresponding to one-half of two-thirds of the PGAM. When designing for seismic loads of walls below grade (i.e., basement walls or vault structures) retaining more than 6 feet of backfill, the seismic lateral earth pressure can be combined with the active earth pressure. If designing for static loading only, the at-rest (restrained) lateral earth pressure should be used. The above lateral earth pressures do not include the effects of surcharges (e.g., traffic, footings), compaction, or truck-induced wall pressures. Any surcharge (live, including traffic, or dead load) located within a 1:1 (horizontal to vertical) plane drawn upward from the base of the excavation should be added to the lateral earth pressures. The lateral contribution of a uniform surcharge load located immediately behind walls may be calculated by multiplying the surcharge by 0.33 for cantilevered walls under active conditions and 0.50 for restrained walls under at-rest conditions. Walls adjacent to areas subject to vehicular traffic should be designed for a vertical surcharge of 250 psf. Lateral load contributions from other surcharges located behind walls may be provided once the load configurations and layouts are known. 20180872.001A/SEA17R67063 Page 18 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com Walls should be properly drained or designed to resist hydrostatic pressures. Adequate drainage is essential to provide a free-drained backfill condition so that there is no hydrostatic buildup behind the wall. Walls should also be appropriately waterproofed to reduce the potential for staining. Drainage behind loading dock walls can consist of weep holes placed along the base of the wall. Weep holes should be spaced 10 to 15 feet apart and connected with a gravel drain behind the base of the wall consisting of approximately 3 cubic feet of clean gravel per foot of wall length wrapped with filter fabric. 4.8 PAVEMENT SECTIONS The required pavement structural sections will depend on the expected wheel loads, volume of traffic, and subgrade soils. We have provided asphalt concrete pavement sections for traffic indices provided in the CWDRs (Costco, 2016). Positive drainage of the paved areas should be provided since moisture infiltration into the subgrade may decrease the life of pavements. The following recommended pavement sections are based on the soil conditions encountered during our field exploration, our assumptions regarding interim grading and final site grades, and limited laboratory testing. 4.8.1 Costco Pavement Design Parameters We developed pavement design recommendations using traffic loading parameters provided in the Costco Wholesale Development Requirements and the following test data: • A 20-year pavement design life; • Light-duty pavements subject to 6,600 passenger vehicle trips per year (Traffic Index of 5.0); • Heavy-duty pavements subject to 30 tractor-trailer truck trips per day (Traffic Index of 7.0); • For asphalt concrete pavements: a design CBR-value of 8 or greater; and • For Portland Cement Concrete (PCC) Pavements: a 28-day flexural strength (modulus of rupture determined by the third-point method) of at least 650 pounds per square inch (psi); a modulus of subgrade reaction (k value) of 250 pounds per cubic inch (pci); and interlock at the control joints. 20180872.001A/SEA17R67063 Page 19 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com 4.8.2 Asphalt Concrete Pavement We designed asphalt concrete pavement, also referred to as Hot Mix Asphalt (HMA), in accordance with the Asphalt Institute Manual Series (MS-1), Asphalt Pavements for Highways and Streets. HMA should conform to requirements of the Costco Wholesale Asphalt Pavement and Surfacing Specification Section 321216. Pavement lifts should not exceed three inches. The largest nominal aggregate size of each asphalt lift should be selected to provide a lift thickness of at least three times the largest nomimal aggregate size. Table 3 presents recommended minimum HMA pavement sections. Prior to placement of aggregate base, pavement subgrade should be prepared in accordance with Section 5.1.3. Table 3 Recommended Minimum Asphalt Concrete Pavement Sections Traffic Use Traffic Index, TI Asphalt Concrete (inches) Aggregate Base (inches) Aggregate Subbase (inches) Light-Duty Pavement 5.0 3.0 4.0 6.0 Heavy Duty Pavement 7.0 4.0 6.0 8.0 4.8.3 Asphalt Performance Grade Binder Performance Grade (PG) Binder of 64-22 may be used for the project and is locally available. Binder selection was performed in accordance with Costco Wholesale Specifications Section 321216. Air temperature data for the three data stations nearest the project site was averaged and the PG was selected using the FHWA program LTTPBind Version 3.1. The high-end temperature rating was selected as having 98 percent reliability binder and the low-end temperature was selected to provide a reliability of at least 90 percent. 4.8.4 Portland Cement Concrete Pavement We designed PCC pavement in accordance with the Portland Cement Association (PCA) Thickness Design for Concrete Pavements (PCA, 1984). The design assumes that the PCC will have a 28-day flexural strength (modulus of rupture determined by the third-point method) of at least 650 pounds per square inch (psi). A design modulus of subgrade reaction (k value) of 250 pounds per cubic inch (pci) was assumed for the top of the compacted aggregate base. It was 20180872.001A/SEA17R67063 Page 20 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com also assumed that aggregate interlock would be developed at the control joints. The pavement sections are based on a theoretical design life of 20 years. The recommended minimum PCC section is presented in Table 4 prior to placement of aggregate base, pavement subgrade should be prepared in accordance with Section 5.1.3. Table 4 Recommended Minimum PCC Pavement Section Traffic Use Traffic Index, TI PCC (inches) Aggregate Base (inches) Light-Duty Pavement 5.0 5.0 6.0 Heavy Duty Pavement 7.0 6.0 6.0 We recommend that PCC pavements be reinforced with a welded wire or an approved equivalent. The structural engineer should perform final reinforcement design. Longitudinal and transverse joint spacing should not exceed 12 feet and 15 feet, respectively. Joint details should conform to PCA guidelines. Expansion joints in concrete slabs should be sealed with petroleum resistant sealant to prevent minor releases from impacting subsurface soil. Concrete should consist of Type HS. 4.8.5 Aggregate Base Aggregate base should conform to the requirements of Idaho Specifications for Public Works Construction Section 802 Table 1 Type 1. Aggregate subbase should confirm to the requirements of Table 1 Type II. Aggregate base and subbase should be compacted to a minimum of 95 percent relative compaction per ASTM D1557. 4.8.6 Pavement Drainage Due to the poor drainage characteristics of the shallow native soils we recommend installation of radial pavement drains in the parking and drive areas. Curbing located adjacent to paved areas should be founded in the subgrade, not the aggregate base, in order to provide a cutoff, which reduces water infiltration into the base course. Parking areas should be sloped and drainage gradients maintained to carry all surface water runoff away from building and pavement areas. 20180872.001A/SEA17R67063 Page 21 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com 4.8.7 Pavement Maintenance Pavements, particularly in cold regions, undergo seasonal movement due to changes in temperature and subgrade moisture content. This movement tends to accelerate pavement deterioration, particularly at cold joints. As cold joints open and localized areas of cracking develop, surface water infiltrates into the pavement section, exacerbating freeze-thaw action and softening subgrade. A crack sealing program should be performed annually to slow pavement deterioration. Any areas where surface water stands on the surface should be remediated. Over time as cracking becomes more pronounced, a slurry seal coat should be applied. 4.9 SOIL CORROSIVITY AND CONCRETE TYPE Kleinfelder has completed laboratory testing to provide data regarding corrosivity of on-site soils including pH, minimum resistivity, and soluble sulfate content. Table 5 presents the results. Our scope of services does not include corrosion engineering and, therefore, a detailed analysis of the corrosion test results is not included in this report. We understand gasoline station equipment is constructed of corrosion resistant synthetic materials. We recommend the gasoline station designer review these results and consult a corrosion expert for further evaluation, if necessary. Table 5 Analytical Laboratory Test Results Boring Depth (ft) Minimum Resistivity (ohm-cm) pH Soluble Chloride Content (mg/L) Soluble Sulfate Content (mg/L) FT-1 0 - 2 2,400 6.0 < 10.0 28.0 These tests are a generalized indicator of soil corrosivity for the sample tested. Other soils on site may be more, less, or similarly corrosive in nature. Imported fill materials should be tested to confirm that their corrosion potential is not more severe than those noted. Although Kleinfelder does not practice corrosion engineering, based on the AWWA 10-point method for evaluating corrosivity of soils suggests that the soils are non-corrosive to mildly corrosive. 20180872.001A/SEA17R67063 Page 22 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com 5 CONSTRUCTION RECOMMENDATIONS ____________________________________________________________________________ 5.1 EARTHWORK 5.1.1 Clearing and Grubbing Prior to site grading, all organic material including grass, brush, trees, and crops should be removed and properly disposed of offsite. Roots greater than 1-inch in diameter should be removed along with all root balls. We anticipate that vegetation on the site will generally consist of weeds and limited grass and brush due to recent agricultural use of the site. We anticipate that stripping volumes will be modest provided the sugar beet crop grown in 2017 is fully harvested and that site grading begins in 2018 prior to any additional planting. For planning purposes, we recommend a stripping depth of 3 inches be assumed. In addition, and to support a modest stripping depth, the contractor be required to run forks through the upper 12 inches to collect any unharvested crop / organics from the 2017 growing season. 5.1.2 Excavation Excavation of the on-site soils can generally be completed using conventional earthmoving equipment such as bulldozers, scrapers, and excavators. We did not encounter bedrock, or debris in any of our explorations at the site. Excavation of the Whitney Terrace formation may encounter cobbles and/or boulders and soils that are slightly to moderately cemented. Additionally, excavation during the winter may encounter frozen soils. The contractor should satisfy himself as to the type of equipment required for excavation of the native soils. 5.1.3 Site Preparation After site or footing excavations have been completed to the planned subgrade elevations, and prior to placing fill or concrete, the upper 18 inches of subgrade soils should be moisture conditioned and compacted to at least 95 percent relative density per AST M D1557. Moisture conditioning may require scarifying and drying, or addition of water. Following compaction, all subgrades should be proof rolled with a minimum of two passes of fully loaded dump truck, water truck or scraper before placing any fill. Proof rolling should be performed under the full-time observation and guidance of a representative of Kleinfelder. Any areas that are identified as being 20180872.001A/SEA17R67063 Page 23 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com soft or yielding during proof rolling should be overexcavated to a firm and unyielding subgrade or to the depth determined by the geotechnical engineer. Areas that cannot be access with equipment for proof roll should be evaluated by other means as determined by the Kleinfelder engineer. If excessively soft or yielding subgrade soils are encountered, following over-excavation and prior to placement of structural fill, the subgrade should be covered with a geotextile fabric for stabilization. Permanent cut or fill slopes in native soils should be no steeper than 3:1 (horizontal to vertical) to maintain long-term stability and to provide ease of maintenance. Steeper slopes are susceptible to erosion, will be difficult to maintain, and could experience problems with instability. The minimum distances from the crest or toe of cut or fill slopes from the building or structures should meet the requirement of IBC 2012 Section 18 Figure 1808.7.1. It is recommended that permanent slopes be vegetated or otherwise protected, as soon as practical, in order to minimize the potential for erosion. It should be noted that the prepared building pad is not designed to hold up to construction equipment (such as scrapers and haul trucks). Consequently, construction equipment may degrade the subgrade during placement. It is the contractor’s responsibility to maintain the integrity of the subgrade during construction activities. 5.1.4 Average Precipitation Table 6 presents historical average precipitation data for Boise, Idaho. 20180872.001A/SEA17R67063 Page 24 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com Table 6 Historical Average Precipitation Data for Boise Air Terminal Month High Temperature (°F) Low Temperature (°F) Monthly Rainfall (in) Monthly Snowfall (in) Jan 38 25 1.22 5 Feb 45 28 0.98 3 Mar 55 34 1.38 1 Apr 62 39 1.22 0 May 72 47 1.38 0 Jun 81 54 0.71 0 Jul 91 60 0.31 0 Aug 90 60 0.24 0 Sep 79 51 0.59 0 Oct 65 41 0.75 0 Nov 48 32 1.34 3 Dec 38 24 1.54 7 5.1.5 Schedule Considerations Lab testing indicates that soils near the surface, as stated in Section 3.2.2, have a high fines content. Furthermore, our truck-mounted drill rig experience difficulty traversing the site after modest rainfall. If exposed to excess moisture and repeated construction traffic, the native near surface soils will likely become unstable, especially during the wetter seasons of the year. The earthwork contractor should have experience working with, and the equipment necessary to deal with, these types of soils under wet conditions. The contractors bidding on this project should be informed of these conditions. If these soils become wet and unstable conditions occur, the geotechnical engineer should be contacted to inspect the conditions. Mitigation of these conditions may require overexcavation and/or replacement with suitable structural fill, construction of gravel access roads, or if the schedule permits, the unstable soils can be scarified, 20180872.001A/SEA17R67063 Page 25 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com reworked, and allowed to dry. Following drying, the soils should be recompacted in accordance with Section 5.2. Consideration should be given to establishing a start window with early and late start dates. Weather factors that should be considered are late winter and spring weather; frost conditions, time required for completion of earthwork and placement of base rock or asphalt prior to onset of summer rain, and other factors. Budget and schedule planning should include potential mitigation measures such as cement treatment, importing additional granular materials, and reworking and drying soils. If drying of soils is assumed, budget should be included for reworking of soils during dry weather and rolling to seal soils during wet weather. 5.1.6 Wet Weather Earthwork We recommend the following practices during wet weather or when the subgrade is wet: • The contractor should take measures to protect the exposed subgrade and limit construction traffic. When possible, construction equipment should not operate directly on wet subgrade. Low ground pressure equipment or small equipment should be used. • Care should be taken to cover all exposed surfaces with imported granular fill as soon as possible after exposure. • Site grades should be maintained to prevent ponding and capture runoff before it can erode or damage subgrade. All runoff should be collected and disposed of properly. • Earthen berms or other methods should be used to prevent runoff from draining into excavations. • Earthwork should be planned to limit the area of disturbance to as small an area as possible in order to minimize the potential for soil saturation. • All stockpiles should be covered or rolled with a smooth drum to shed water when not actively being worked or dried. • Subgrade should be graded and rolled with a smooth drum roller to minimize the infiltration of water into the subgrade during wet weather and at the end of each shift if wet weather is forecast. • During dry periods, wet soils should be scarified or tilled to promote drying. • Following wet weather, surficial soils should be allow to dry to the greatest extent practical before traversing with construction equipment or handling. 20180872.001A/SEA17R67063 Page 26 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com Kleinfelder should be contacted to review the contractor’s Best Management Practices. 5.1.7 Cold Weather Earthwork Grading fill, structural fill, or other fill should not be placed on frosted or frozen ground, nor should frozen material be placed as fill. Frozen ground should be allowed to thaw or be completely removed prior to placement of fill. If earthwork is performed during the winter months when freezing is a factor, a good practice is to cover the compacted fill with a 12-inch “blanket” of loose fill each evening to help prevent the compacted fill from freezing. Prior to commencement of fill placement operations the next morning, the loose fill blanket must be entirely removed and allowed to thaw before incorporating it into the fill. If the warehouse is erected during cold weather, concrete elements (foundations, slabs, etc.) should not be installed on frozen soil. All frozen soil should either be removed from beneath these elements altogether, or thawed and re-compacted. To avoid soil freezing, minimize the amount of time passing between excavation and construction. Use of blankets, soil cover, or heating, may be required to prevent the subgrade beneath footings and floor slabs from freezing. 5.1.8 Haul Roads and Subgrade Stabilization Wet weather conditions during construction may cause the building and pavement subgrade conditions to become unstable/disturbed under the construction traffic. The contractor should plan to repair subgrade conditions that become unstable/disturbed and should develop a plan to manage traffic on exposed subgrade across the site throughout the construction. We recommend construction of haul roads on routes routinely used by construction traffic and around the warehouse perimeter. As a minimum, the haul road should consist of a geotextile separator fabric, such as Mirafi 500X or equivalent, and 12 inches of 2-inch maximum imported rock. We recommend the contractor construct a test section before constructing all haul roads. Cement treatment may also be used to establish haul roads. 20180872.001A/SEA17R67063 Page 27 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com 5.2 FILL MATERIAL AND COMPACTION CRITERIA 5.2.1 General All material placed below structures or parking lots should be considered structural fill. The native silt soils are acceptable for re-use as structural fill provided they are moisture conditioned and compacted as recommended herein. All native soils that are re-used as structural fill must be thawed and moisture conditioned in accordance with the recommendations contained in Table 7. Because the on-site soils are fine grained and lab testing indicates that the natural moisture content is over optimum, wet weather work with the native soils is anticipated to be difficult and not recommend. We recommend that structural fill be imported and consist of a well graded granular material (at least 50 percent sand and gravel) with a maximum particle size of 3 inches. The fines portion should be non-plastic and the material should be within 3 percent of its optimum water content at the time of placement and compaction such that it can be compacted to a firm and unyielding condition and the minimum required compaction standard. The contractor should submit samples of each of the requir ed earthwork materials to the geotechnical engineer for evaluation as part of the bid package and for approval prior to use. The samples should be submitted at least 4 days prior to their use and sufficiently in advance of the work to allow the contractor to identify alternative sources if the material proves unsatisfactory. Imported fill should be documented to be free of hazardous materials, including petroleum or petroleum byproducts, chemicals and harmful minerals. All structural fill should be compacted to a dense and unyielding condition and to the minimum percentages presented in Table 7. Structural fill should be moisture conditioned as shown in Table 7 prior to compaction and placed in maximum 8-inch thick loose lifts. 20180872.001A/SEA17R67063 Page 28 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com Table 7 Structural Fill Placement and Compaction Criteria *Where two or more compaction specifications coincide, the more stringent specification should be utilized. 5.2.2 Trench Backfill Pipe bedding material should conform to the manufacturers’ recommendations. Particular care should be taken to make sure bedding or fill material is properly compacted in place to provide adequate support to the pipe. Trench backfill (i.e., material placed between the pipe zone backfill and finished subgrade) may consist of imported fill that meets the requirements for structural fill provided above. Recommendations provided above for pipe bedding backfill are minimum requirements only. More stringent material specifications may be required to fulfill local building requirements and/or bedding requirements for specific types of pipes. We recommend the project civil engineer develop these material specifications based on planned pipe types, bedding conditions, and other factors beyond the scope of this study. Fill Location Material Type Percent Compaction Moisture Content Minimum Compaction Testing Frequency Per Lift Top 6 inches of interior and exterior concrete slab subgrade Imported Aggregate Base 95 minimum, Modified Proctor (ASTM D 1557) -1 to +3% of optimum 10,000 Square Feet Below the top 6 inches of interior and exterior concrete slab subgrade, pavement On-site or Imported soils 95 minimum, Modified Proctor (ASTM D 1557) -1 to +3% of optimum 10,000 Square Feet Foundation wall backfill, and retaining wall backfill Imported Granular Soils with less than 12% NP fines 92 minimum, Modified Proctor (ASTM D 1557) -1 to +3% of optimum 1,000 Square Feet Utility trenches backfill On-site or Imported soils 95 minimum, Modified Proctor (ASTM D 1557) -1 to +3% of optimum 150 Linear Feet Lawns or Unimproved areas On-site soils 92 minimum, Modified Proctor (ASTM D 1557) -3 to +4% of optimum 20,000 Square Feet 20180872.001A/SEA17R67063 Page 29 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com Trench backfill should be placed and compacted in accordance with recommendations provided for structural fill in Section 5.2.1. Mechanical compaction is required; jetting or flooding are not acceptable substitutes for mechanical compaction and should not be allowed. 5.3 TEMPORARY EXCAVATIONS, SLOPES, AND TRENCH SUBGRADE All excavations and slopes must comply with applicable sections of the State of Idaho General Safety and Health Standards for Excavations Section 044. Construction site safety is the sole responsibility of the Contractor, who shall also be solely responsible for the means, methods, and sequencing of construction operations. We are providing excavation sloping information solely as a service to our client for planning purposes. Under no circumstances should the information be interpreted to mean that Kleinfelder is assuming responsibility for construction site safety or the Contractor’s activities; such responsibility is not being implied and should not be inferred. For planning purposes, un-shored excavations should be inclined no steeper than 1.5H: 1V. Depending on soil and seepage conditions, excavations below any perched groundwater may need to be inclined flatter than 2H:1V. Seepage emanating from excavation sidewalls will likely cause slough and may need to be buttressed with coarse, crushed rock and controlled with sumps and pumps. Heavy construction equipment, building materials, excavated soil, and vehicular traffic should not be allowed near the top of any excavation. Where the stability of adjoining buildings, walls, or other structures is endangered by excavation operations, support systems such as shoring, bracing, or underpinning may be required to provide structural stability and to protect personnel working within the excavation. Earth retention, bracing, or underpinning required for the project (if any) should be designed by a professional engineer registered in the State of Idaho. Raveling of native sand soils should be anticipated and could require flatter slopes. Temporary excavations and slopes should be protected from the elements by covering with plastic sheeting or some other similar impermeable material. Sheeting sections should overlap by at least 12 inches and be tightly secured with sandbags, tires, staking, or other means to prevent wind from exposing the soils under the sheeting. Due to the potential of perched groundwater trench subgrades may be wet. The contractor should be prepared to control water by means of sumps and pumps and prevent accumulation of water to the greatest extent practical. In general, we anticipate that trench subgrades will be suitable 20180872.001A/SEA17R67063 Page 30 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com for supporting pipe bedding provided seepage is controlled. Native subgrade soils will soften when subject to seepage and/or standing water and may require over-excavation and replacement with granular bedding, stabilization with a geotextile fabric, or cement treatment. Where subgrade softens as a result of seepage, standing water or disturbance during excavation, stabilization measures should be performed at no cost to Costco. 5.4 PAVEMENTS The pavement sections provided above are contingent on the following recommendations being implemented during construction. • Pavement subgrade should be prepared as recommended in Section 5.1.3. • Subgrade soils should be in a stable, non-pumping condition at the time the aggregate base materials are placed and compacted. • Aggregate base materials should be compacted to at least 95 percent relative compaction (ASTM D1557). • Asphalt paving materials and placement methods should meet current Costco Wholesale Specifications Section 321216. • Adequate drainage should be provided such that the subgrade soils and aggregate base materials are not allowed to become wet. • Aggregate base should conform to the requirements of Idaho Specifications for Public Works Construction Section 802 Table 1 Type 1. Aggregate subbase should confirm to the requirements of Table 1 Type II. Aggregate base and subbase should be compacted to a minimum of 95 percent relative compaction per ASTM D1557. Note that pavement materials and construction must be completed in strict accordance with the Costco’s specifications that contain very specific pavement material (asphalt, aggregate and concrete) criteria and construction practices to be used (compaction and material sampling). The general contractor and pavement construction subcontractor should be aware that asphalt and concrete mix designs must be submitted to the design architect and Kleinfelder at least 45 days prior to the scheduled production and laydown for review and approval. 20180872.001A/SEA17R67063 Page 31 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com 6 ADDITIONAL SERVICES ____________________________________________________________________________ 6.1 PLANS AND SPECIFICATIONS REVIEW We recommend Kleinfelder perform a review of geotechnical related portions of the project plans and specifications before they are finalized to see that geotechnical recommendations have been properly interpreted and implemented during design. If we are not accorded the privilege of performing this review, we can assume no responsibility for misinterpretation of our recommendations. 6.2 CONSTRUCTION OBSERVATION AND TESTING The construction process is an integral design component with respect to the geotechnical aspects of a project. Because we sample only a limited portion of the soils affecting the performance of the proposed structure, unanticipated or changed conditions can be encountered during grading. Proper geotechnical observation and testing during construction are imperative to allow the geotechnical engineer the opportunity to verify assumptions made during the design process. Therefore, we recommend that Kleinfelder be retained during the construction of the proposed improvements to observe compliance with the design concepts and geotechnical recommendations, and to allow design changes in the event that subsurface conditions or methods of construction differ from those assumed while completing this study. Our services are typically needed at the following stages of grading: • After grubbing; • During grading; • After the over-excavation, but prior to subgrade preparation; • During utility trench backfill; • During base placement and site paving; and • After excavation for foundations. 20180872.001A/SEA17R67063 Page 32 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com 7 LIMITATIONS This geotechnical study has been prepared for the exclusive use of Costco Wholesale and their agents for specific application to the proposed Costco Wholesale Warehouse at the southwest corner of West Chinden Boulevard and North Ten Mile Road in Meridian, Idaho. The findings, conclusions and recommendations presented in this report were prepared in accordance with generally accepted geotechnical engineering practice. No other warranty, express or implied, is made. The scope of services was limited to a background data review and the field exploration described in Section 1. It should be recognized that definition and evaluation of subsurface conditions are difficult. Judgments leading to conclusions and recommendations are generally made with incomplete knowledge of the subsurface conditions present due to the limitations of data from field studies. The conclusions of this assessment are based on our field exploration and laboratory testing programs, and engineering analyses. Kleinfelder offers various levels of investigative and engineering services to suit the varying needs of different clients. Although risk can never be eliminated, more detailed and extensive studies yield more information, which may help understand and manage the level of risk. Since detailed study and analysis involves greater expense, our clients participate in determining levels of service, which provide information for their purposes at acceptable levels of risk. The client and key members of the design team should discuss the issues covered in this report with Kleinfelder, so that the issues are understood and applied in a manner consistent with the owner’s budget, tolerance of risk and expectations for future performance and maintenance. Recommendations contained in this report are based on our field observations and subsurface explorations, limited laboratory tests, and our present knowledge of the proposed construction. It is possible that soil or groundwater conditions could vary between or beyond the points explored. If soil or groundwater conditions are encountered during construction that differ from those described herein, the client is responsible for ensuring that Kleinfelder is notified immediately so that we may reevaluate the recommendations of this report. If the scope of the proposed construction, including the estimated Traffic Index or locations of the improvements, changes from that described in this report, the conclusions and recommendations contained in this report are 20180872.001A/SEA17R67063 Page 33 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com not considered valid until the changes are reviewed, and the conclusions of this report are modified or approved in writing, by Kleinfelder. The scope of services for this subsurface exploration and geotechnical report did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the soil, surface water, or groundwater at this site. Kleinfelder cannot be responsible for interpretation by others of this report or the conditions encountered in the field. Kleinfelder must be retained so that all geotechnical aspects of construction will be monitored on a full-time basis by a representative from Kleinfelder, including site preparation, preparation of foundations, and placement of engineered fill and trench backfill. These services provide Kleinfelder the opportunity to observe the actual soil and groundwater conditions encountered during construction and to evaluate the applicability of the recommendations presented in this report to the site conditions. If Kleinfelder is not retained to provide these services, we will cease to be the engineer of record for this project and will assume no responsibility for any potential claim during or after construction on this project. If changed site conditions affect the recommendations presented herein, Kleinfelder must also be retained to perform a supplemental evaluation and to issue a revision to our original report. This report, and any future addenda or reports regarding this site, may be made available to bidders to supply them with only the data contained in the report regarding subsurface conditions and laboratory test results at the point and time noted. Bidders may not rely on interpretations, opinion, recommendations, or conclusions contained in the report. Because of the limited nature of any subsurface study, the contractor may encounter conditions during construction which differ from those presented in this report. In such event, the contractor should promptly notify the owner so that Kleinfelder’s geotechnical engineer can be contacted to confirm those conditions. We recommend the contractor describe the nature and extent of the differing conditions in writing and that the construction contract include provisions for dealing with differing conditions. Contingency funds should be reserved for potential problems during earthwork and foundation construction. This report may be used only by the client and only for the purposes stated, within a reasonable time from its issuance, but in no event later than one year from the date of the report. Land use, site conditions (both on site and off site) or other factors may change over time, and additional work may be required with the passage of time. Any party, other than the client who wishes to use this report shall notify Kleinfelder of such intended use. Based on the intended use of this report and the nature of the new project, Kleinfelder may require that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements by the 20180872.001A/SEA17R67063 Page 34 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com client or anyone else will release Kleinfelder from any liability resulting from the use of this report by any unauthorized party and the client agrees to defend, indemnify, and hold harmless Kleinfelder from any claims or liability associated with such unauthorized use or non-compliance. 20180872.001A/SEA17R67063 Page 35 of 35 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com 8 REFERENCES 2015 International Building Code, International Code Council, www.codes.iccsafe.org, Last accessed 7-18-2017 American Concrete Institute (ACI), 2002, Building Code Requirements for Structural Concrete (ACI 318-02) and Commentary (ACI 318R-02). Asphalt Institute, 2001, Thickness Design: Asphalt Pavements for Highways and Streets, Manual Series 1 (MS1), 9th Edition. American Water Works Association, 2010, Polyethylene Encasement for Ductile-Iron Pipe Systems, ANSI/AWWA C105/A21.5-10. Costco, 2016, Costco Wholesale Development Requirements, Version 2016 Kurt L. Othberg and Loudon R. Stanford, 1992, Geologic Map of the Boise Valley and Adjoining Area, Western Snake River Plain, Idaho Idaho Standards for Public Works Construction, 2015. National Association of Corrosion Engineers (NACE), 2006, “Corrosion Basics, An Introduction, 2nd Edition” National Association of Corrosion Engineers. Portland Cement Association (PCA), 1984, Thickness Design for Concrete Highway and Street Pavements, Skokie, Illinois: Portland Cement Association. Portland Cement Association (PCA), 1988, Design and Control of Concrete Mixtures, Skokie, Illinois: Portland Cement Association. F i g u r e s 20180872.001A/SEA17R67063 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com FIGURES ____________________________________________________________________________ R e f e r e n c e : O p e n S t r e e t M a p , 2 0 1 7 . N o t t o S c a l e T h e i n f o r m a t i o n i n c l u d e d o n t h i s g r a p h i c r e p r e s e n t a t i o n h a s b e e n c o m p i l e d f r o m a v a r i e t y o f s o u r c e s a n d i s s u b j e c t t o c h a n g e w i t h o u t n o t i c e . K l e i n f e l d e r m a k e s n o r e p r e s e n t a t i o n s o r w a r r a n t i e s , e x p r e s s o r i m p l i e d , a s t o a c c u r a c y , c o m p l e t e n e s s , t i m e l i n e s s , o r r i g h t s t o t h e u s e o f s u c h i n f o r m a t i o n . T h i s d o c u m e n t i s n o t i n t e n d e d f o r u s e a s a l a n d s u r v e y p r o d u c t n o r i s i t d e s i g n e d o r i n t e n d e d a s a c o n s t r u c t i o n d e s i g n d o c u m e n t . T h e u s e o r m i s u s e o f t h e i n f o r m a t i o n c o n t a i n e d o n t h i s g r a p h i c r e p r e s e n t a t i o n i s a t t h e s o l e r i s k o f t h e p a r t y u s i n g o r m i s u s i n g t h e i n f o r m a t i o n . CAD FILE: G:\20180872_Costco Meridian\20180872_Figs.dwg PLOTTED: 11/27/2017 3:47 PM BY: jeff stewart 1 1 F I G U R E D R A W N B Y : P R O J E C T N O . C H E C K E D B Y : R E V I S E D : D A T E : P A G E : o f V I C I N I T Y M A P P R O P O S E D C O S T C O W A R E H O U S E S W C O R N E R O F W C H I N D E H B L V D & N 1 0 M I L E R D M E R I D I A N , I D A H O 2 0 1 8 0 8 7 2 J S J D S e p t e m b e r 2 0 1 7 1 S I T E v v US 160K v v 2554 2 5 5 5 2 5 5 6 25532552 255325542555 2 5 5 6 2 5 5 7 2559 2558 2 5 5 8 2 5 5 9 2560 2560 2559 2559 2556 2555 25542553 255925582554 2 5 5 5 2 5 5 6 2555 2 5 5 6 2556 2 5 5 6 2556 2556 25552556 2 5 5 7 255725572558255825592559 25612557 2554 2554 2 5 5 5 2 5 5 6 2 5 5 6 2557 2 5 5 6 2 5 5 7 2 5 5 8 2 5 5 7 2 5 5 8 2 5 5 7 2 5 5 6 2554 2555 2556 2557 2 5 5 5 2 5 5 5 25 5 7 25552556 2554 255525562555255425532556255525562553256125542554 2556 2 5 5 6 25562556 N. TEN MILE ROAD W. LOST RAPIDS DR.FINISHED FLOOR = 2557.00 B - 4 B-3B-1 B-5 B-14 B-21B-19 B - 9 B - 1 3 B - 1 8 B - 2 2 B- 1 7 B- 8 B-12 B-16B-7 B-15B-6 B-11TP-1 TP-2 TP-3 T P - 4 P - 1 4 P - 2 6 P - 2 5 P - 1 0 P - 5 P-9 P-12P-8 F T - 2 F C - 1 F C - 2 P - 1 5 P - 2 P - 1 3 P - 1 P - 2 0 P - 4 B-10 P-11 F T - 1 P-7 P - 3 TP-5B-20B-2The information included on this graphic representation has been compiled from a variety of sources and issubject to change without notice. Kleinfelder makes no representations or warranties, express or implied,as to accuracy, completeness, timeliness, or rights to the use of such information. This document is notintended for use as a land survey product nor is it designed or intended as a construction design document.The use or misuse of the information contained on this graphic representation is at the sole risk of the partyusing or misusing the information.NCAD FILE: G:\20180872_Costco Meridian\20180872_Figs.dwg LAYOUT: F2 PLOTTED: 11/27/2017 3:47 PM BY: jeff stewart 1 1 D R A W N B Y D A T E : P R O J E C T N O . C H E C K E D B Y R E V I S E D : F I G U R E P A G E : o f S I T E & E X P L O R A T I O N P L A N P R O P O S E D C O S T C O W A R E H O U S E S W C O R N E R O F W C H I N D E H B L V D & N 1 0 M I L E R D M E R I D I A N , I D A H O 2 0 1 8 0 8 7 2 J S M B N o v e m b e r 2 0 1 7 2 0SCALE IN FEET 140280SCALE: 1" = 140' R E F E R E N C E : B A S E M A P " G R A D I N G A N D D R A I N A G E P L A N " B Y K M E N G I N E E R I N G L L C . , D A T E D 1 0 - 2 3 - 2 0 1 7 . L E G E N D T E S T P I T B O R I N G ( W A R E H O U S E ) B O R I N G ( F U E L S T A T I O N ) B O R I N G ( P A V E M E N T ) M O N I T O R I N G W E L L C R O S S S E C T I O N L O C A T I O N S A A ' A A ' BB' APPROX. ELEVATION (MEAN SEA LEVEL, FEET) APPROX. ELEVATION (MEAN SEA LEVEL, FEET) D I S T A N C E A L O N G B A S E L I N E ( F E E T ) 2520 2525 2530 2535 2540 2545 2550 2555 2560 2565 2570 2 5 2 0 2 5 2 5 2 5 3 0 2 5 3 5 2 5 4 0 2 5 4 5 2 5 5 0 2 5 5 5 2 5 6 0 2 5 6 5 2 5 7 0 000501001502 0 0 2 5 0 3 0 0 3 5 0 4 0 0 4 5 0 5 0 0 5 5 0 6 0 0 6 5 0 7 0 0 7 5 0 8 0 0 8 5 0 9 0 0 9 5 0 PRO P O S E D C O S T C O W H O L E S A L E W A R E H O U S E A P P R O X I M A T E F F E = 2 5 5 7 . 0 0 F E E T M S L B - 2 ( O f f s e t 6 3 ' ) B-5(Offset -15') B - 9 ( O f f s e t - 1 5 ' ) B - 8 ( O f f s e t - 1 5 ' ) B - 7 ( O f f s e t - 1 5 ' ) B - 6 (Offs e t - 1 5 ' ) P - 4 ( O f f s e t - 1 5 ' ) P - 3 ( O f f s e t 6 6 ' ) N = 3 0 N = 7 2 N = 8 4 N = 7 0 N = 7 2 N = 7 7 N=31N=41N=54N=48N=55N=50 N = 3 5 N = 5 6 N = 6 5 N = 6 6 N = 3 3 N = 9 2 N = 1 N = 4 1 N = 5 2 N = 2 8 N = 3 1 N = 6 5 N = 3 5 N = 7 9 N = 7 9 N = 3 5 N = 1 5 N = 7 1 N = 1 2 N = 5 0 N = 8 1 N = 5 5 N = 5 0 N = 2 1 N = 2 3 N = 7 5 N = 8 0 N = 8 4 N = 5 6 N = 5 8 N = 8 8 N = 6 2 N = 5 6 E X I S T I N G G R A D E P R O P O S E D G R A D E The information included on this graphic representation has been compiled from a variety of sources and issubject to change without notice. Kleinfelder makes no representations or warranties, express or implied,as to accuracy, completeness, timeliness, or rights to the use of such information. This document is notintended for use as a land survey product nor is it designed or intended as a construction design document.The use or misuse of the information contained on this graphic representation is at the sole risk of the partyusing or misusing the information.CAD FILE: G:\20180872_Costco Meridian\20180872_Figs.dwg LAYOUT: F3 PLOTTED: 11/27/2017 3:47 PM BY: jeff stewart 1 1 VERTICAL SCALE: 1" = 10'HORIZONTAL SCALE: 1" = 100'0'100'0'10' E X P L A N A T I O N P - 0 7 ( P R O J . 8 0 ' ) T D = 2 0 . 0 ' A P P R O X I M A T E B O R I N G L O C A T I O N P R O J E C T I O N O F D I S T A N C E I N F E E T S E E A P P E N D I X A , F I G U R E S A - 1 T O A - 2 F O R B O R I N G L O G S Y M B O L S . S O I L P R O F I L E S M A Y H A V E B E E N S I M P L I F I E D R E L A T I V E T O L O G G I N G . R E F E R T O A P P E N D I X " A " F O R D E T A I L E D L O G S 3 F E E T O F A D D I T I O N A L O V E R E X C A V A T I O N N O T E S : A P P R O X I M A T E T E S T D E P T H A N D L E N G T H O F B O R I N G A P P R O X I M A T E D E P T H O F O B S E R V E D G R O U N D W A T E R D R A W N B Y D A T E : P R O J E C T N O . C H E C K E D B Y R E V I S E D : F I G U R E P A G E : o f S E C T I O N A - A ' P R O P O S E D C O S T C O W A R E H O U S E S W C O R N E R O F W C H I N D E H B L V D & N 1 0 M I L E R D M E R I D I A N , I D A H O 2 0 1 8 0 8 7 2 J S M B N o v e m b e r 2 0 1 7 3 L E G E N D U P P E R S I L T W H I T N E Y T E R R A C E F O R M A T I O N APPROX. ELEVATION (MEAN SEA LEVEL, FEET) APPROX. ELEVATION (MEAN SEA LEVEL, FEET) D I S T A N C E A L O N G B A S E L I N E ( F E E T ) 2530 2535 2540 2545 2550 2555 2560 2565 2570 2 5 3 0 2 5 3 5 2 5 4 0 2 5 4 5 2 5 5 0 2 5 5 5 2 5 6 0 2 5 6 5 2 5 7 0 00050 1 0 0 1 5 0 2 0 0 2 5 0 3 0 0 3 5 0 4 0 0 4 5 0 5 0 0 5 5 0 6 0 0 6 5 0 7 0 0 P R O P O S E D C O S T C O W H O L E S A L E W A R E H O U S E A P P R O X I M A T E F F E = 2 5 5 7 . 0 0 F E E T M S L B-2(Offset 1 1 ' ) B - 2 0 ( O f f s e t 5 8 ' ) B - 1 5 ( O f f s e t - 4 3 ' ) B - 6 ( O f f s e t - 4 5 ' ) B - 1 1 ( O f f s e t - 2 2 ' ) P - 1 1 ( O f f s e t - 6 8 ' ) P - 8 ( O f f s e t - 1 2 ' ) N=3 0 N=7 2 N=8 4 N=7 0 N=7 2 N=7 7 N = 3 5 N = 5 6 N = 6 5 N = 6 6 N = 3 3 N = 9 2 N = 1 7 N = 2 8 N = 4 9 N = 5 6 N = 6 9 N = 8 3 N = 1 7 N = 3 9 N = 6 1 N = 5 9 N = 3 7 N = 5 8 N = 2 2 N = 3 9 N = 6 5 N = 8 7 N = 2 4 N = 6 4 N = 7 0 N = 1 0 N = 6 0 N = 7 7 N = 2 8 N = 5 0 N = 5 0 N = 8 0 E X I S T I N G G R A D E P R O P O S E D G R A D E The information included on this graphic representation has been compiled from a variety of sources and issubject to change without notice. Kleinfelder makes no representations or warranties, express or implied,as to accuracy, completeness, timeliness, or rights to the use of such information. This document is notintended for use as a land survey product nor is it designed or intended as a construction design document.The use or misuse of the information contained on this graphic representation is at the sole risk of the partyusing or misusing the information.CAD FILE: G:\20180872_Costco Meridian\20180872_Figs.dwg LAYOUT: F4 PLOTTED: 11/27/2017 3:47 PM BY: jeff stewart 1 1 E X P L A N A T I O N P - 0 7 ( P R O J . 8 0 ' ) T D = 2 0 . 0 ' A P P R O X I M A T E B O R I N G L O C A T I O N P R O J E C T I O N O F D I S T A N C E I N F E E T S E E A P P E N D I X A , F I G U R E S A - 1 T O A - 2 F O R B O R I N G L O G S Y M B O L S . S O I L P R O F I L E S M A Y H A V E B E E N S I M P L I F I E D R E L A T I V E T O L O G G I N G . R E F E R T O A P P E N D I X " A " F O R D E T A I L E D L O G S 3 F E E T O F A D D I T I O N A L O V E R E X C A V A T I O N N O T E S : A P P R O X I M A T E T E S T D E P T H A N D L E N G T H O F B O R I N G A P P R O X I M A T E D E P T H O F O B S E R V E D G R O U N D W A T E R D R A W N B Y D A T E : P R O J E C T N O . C H E C K E D B Y R E V I S E D : F I G U R E P A G E : o f C R O S S S E C T I O N B - B ' P R O P O S E D C O S T C O W A R E H O U S E S W C O R N E R O F W C H I N D E H B L V D & N 1 0 M I L E R D M E R I D I A N , I D A H O 2 0 1 8 0 8 7 2 J S M B N o v e m b e r 2 0 1 7 4 VERTICAL SCALE: 1" = 10'HORIZONTAL SCALE: 1" = 100'0'100'0'10' L E G E N D U P P E R S I L T W H I T N E Y T E R R A C E F O R M A T I O N A p p e n d i x A 20180872.001A/SEA17R67063 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com APPENDIX A SOIL LOGS ____________________________________________________________________________ Our site exploration program was completed in June 2017, consisted of 43 borings and 5 test pit explorations within the warehouse and gas station footprints and in the parking lot areas. Our site exploration program was conducted under full-time observation of a Kleinfelder geotechnical engineer. The Site and Exploration Plan, Figure 2, shows locations of explorations performed by Kleinfelder for this study. Prior to drilling or excavating, boring and test pit locations were cleared for buried utilities through the One-Call Utility Locate Service and by a private utility locator. Boring and test pit logs are presented in this Appendix. An explanation to the logs is presented on Figures A-1 and A-2. The boring and test pit logs describe the earth materials encountered, samples obtained and show field and laboratory tests performed. The logs also show the location, boring or test pit number, exploration date and the name of the drilling or excavation subcontractor. The explorations were logged by a Kleinfelder geotechnical engineer or geologist using the Unified Soil Classification System. The boundaries between soil types shown on the logs are approximate because the transition between different soil layers may be gradual. Bulk and drive samples of selected earth materials were obtained from the borings. A Standard Penetration Test (SPT) sampler was used to obtain the drive samples of the soil encountered in the borings. Standard Penetration Test (SPT) sampling techniques (ASTM D1586) consisted of driving a 1-3/8-inch inside diameter (2-inch outside diameter) split spoon sampler a distance of 18 inches into the bottom of the boring. The sampler was driven with a 140 pound hammer falling 30 inches. The hammer was controlled using an auto-hammer mechanism. The number of blows required to drive the sampler each of three 6-inch increments was recorded on the boring logs. The number of blows required for the last 12 inches of penetration is called the standard penetration resistance (N value). This value is an indicator of the relative density of granular soils or the consistency of fine-grained soils. Bulk and grab samples were retrieved from auger cuttings and the excavated material in the test pits. LEGENDCostco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID The report and graphics key are an integral part of these logs. All data and interpretations in this log are subject to the explanations and limitations stated in the report. Lines separating strata on the logs represent approximate boundaries only. Actual transitions may be gradual or differ from those shown. No warranty is provided as to the continuity of soil or rock conditions between individual sample locations. Logs represent general soil or rock conditions observed at the point of exploration on the date indicated. In general, Unified Soil Classification System designations presented on the logs were based on visual classification in the field and were modified where appropriate based on gradation and index property testing. Fine grained soils that plot within the hatched area on the Plasticity Chart, and coarse grained soils with between 5% and 12% passing the No. 200 sieve require dual USCS symbols, ie., GW-GM, GP-GM, GW-GC, GP-GC, GC-GM, SW-SM, SP-SM, SW-SC, SP-SC, SC-SM. If sampler is not able to be driven at least 6 inches then 50/X indicates number of blows required to drive the identified sampler X inches with a 140 pound hammer falling 30 inches. ABBREVIATIONS WOH - Weight of Hammer WOR - Weight of Rod POORLY GRADED GRAVELS, GRAVEL-SAND MIXTURES WITH LITTLE OR NO FINES WELL-GRADED GRAVELS, GRAVEL-SAND MIXTURES WITH LITTLE FINES WELL-GRADED GRAVELS, GRAVEL-SAND MIXTURES WITH LITTLE CLAY FINES POORLY GRADED GRAVELS, GRAVEL-SAND MIXTURES WITH LITTLE FINES POORLY GRADED GRAVELS, GRAVEL-SAND MIXTURES WITH LITTLE CLAY FINES SILTY GRAVELS, GRAVEL-SILT-SAND MIXTURES CLAYEY GRAVELS, GRAVEL-SAND-CLAY-SILT MIXTURES WELL-GRADED SANDS, SAND-GRAVEL MIXTURES WITH LITTLE CLAY FINES POORLY GRADED SANDS, SAND-GRAVEL MIXTURES WITH LITTLE CLAY FINES SW SW-SC POORLY GRADED SANDS, SAND-GRAVEL MIXTURES WITH LITTLE FINES Cu 4 and/ or 1 Cc 3> > FI N E G R A I N E D S O I L S (M o r e t h a n h a l f o f m a t e r i a l is s m a l l e r t h a n th e # 2 0 0 s i e v e ) INORGANIC SILTS AND VERY FINE SANDS, SILTY OR CLAYEY FINE SANDS, SILTS WITH SLIGHT PLASTICITY ORGANIC CLAYS & ORGANIC SILTS OF MEDIUM-TO-HIGH PLASTICITY INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILT INORGANIC CLAYS-SILTS OF LOW PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS CL CL-ML WELL-GRADED GRAVELS, GRAVEL-SAND MIXTURES WITH LITTLE OR NO FINES _ _ _ GM GC GW GP GW-GM GW-GC _ _ _ CH CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES GRAVELS WITH > 12% FINES > Cu 4 and 1 Cc 3 > Cu 6 and/ or 1 Cc 3 > _ SILTY SANDS, SAND-GRAVEL-SILT MIXTURES CLAYEY SANDS, SAND-GRAVEL-CLAY MIXTURES SW-SM CLAYEY SANDS, SAND-SILT-CLAY MIXTURES Cu 6 and 1 Cc 3 SC-SM Cu 4 and 1 Cc 3 <_ ORGANIC SILTS & ORGANIC SILTY CLAYS OF LOW PLASTICITY SILTS AND CLAYS (Liquid Limit less than 50) SILTS AND CLAYS (Liquid Limit greater than 50) WELL-GRADED SANDS, SAND-GRAVEL MIXTURES WITH LITTLE OR NO FINES POORLY GRADED SANDS, SAND-GRAVEL MIXTURES WITH LITTLE OR NO FINES MH OH ML GC-GM CO A R S E G R A I N E D S O I L S ( M o r e t h a n h a l f o f m a t e r i a l i s l a r g e r t h a n t h e # 2 0 0 s i e v e ) UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2487) < Cu 6 and 1 Cc 3 GP-GM GP-GC _ _ _ INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS GRAPHICS KEY < > < < > CLEAN SANDS WITH <5% FINES GR A V E L S ( M o r e t h a n h a l f o f c o a r s e f r a c t i o n i s l a r g e r t h a n t h e # 4 s i e v e ) Cu 6 and/ or 1 Cc 3> < < SANDS WITH 5% TO 12% FINES SANDS WITH > 12% FINES SA N D S ( M o r e t h a n h a l f o f c o a r s e f r a c t i o n i s s m a l l e r t h a n t h e # 4 s i e v e ) WELL-GRADED SANDS, SAND-GRAVEL MIXTURES WITH LITTLE FINES Cu 4 and/ or 1 Cc 3> CLEAN GRAVEL WITH <5% FINES GRAVELS WITH 5% TO 12% FINES OL < > < < > SP SP-SM SP-SC SM SC <_< > STANDARD PENETRATION SPLIT SPOON SAMPLER (2 in. (50.8 mm.) outer diameter and 1-3/8 in. (34.9 mm.) inner diameter) CALIFORNIA SAMPLER (3 in. (76.2 mm.) outer diameter) SHELBY TUBE SAMPLER MODIFIED CALIFORNIA SAMPLER (2 or 2-1/2 in. (50.8 or 63.5 mm.) outer diameter) BULK / GRAB / BAG SAMPLE SAMPLER AND DRILLING METHOD GRAPHICS HOLLOW STEM AUGER SOLID STEM AUGER VANE SHEAR WASH BORING NQ CORE SAMPLE (1.874 in. (47.6 mm.) core diameter) NOTES GROUND WATER GRAPHICS OBSERVED SEEPAGE WATER LEVEL (level after exploration completion) WATER LEVEL (level where first observed) WATER LEVEL (additional levels after exploration) DRAWN BY: CHECKED BY: DATE: REVISED: - PROJECT NO.: 20180872 gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ L E G E N D 1 ( G R A P H I C S K E Y ) U S C S _ N O R _ W E S ] PL O T T E D : 0 9 / 0 7 / 2 0 1 7 0 1 : 1 4 P M B Y : B R C a m p b e l l CALIFORNIA SAMPLER (# blows/ft) MODIFIED CA SAMPLER (# blows/ft) SPT-N60(# blows/ft) LEGENDCostco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID The thread is easy to roll and not much time is required to reach the plastic limit. The thread cannot be rerolled after reaching the plastic limit. The lump or thread crumbles when drier than the plastic limit. It takes considerable time rolling and kneading to reach the plastic limit. The thread can be rerolled several times after reaching the plastic limit. The lump or thread can be formed without crumbling when drier than the plastic limit. 30 - 50 > 50 Medium (M) High (H) RELATIVE DENSITY (%) APPARENT DENSITY 30 - 50 10 - 30 4 - 10 <4 >60 35 - 60 12 - 35 5 - 12 <4 >70 40 - 70 15 - 40 5 - 15 CONSISTENCY <2 Moist DESCRIPTION Strongly FIELD TEST Alternating layers of varying material or color with the layer less than 1/4-in. thick, note thickness. FIELD TEST Absence of moisture, dusty, dry to the touch Moderately Will not crumble or break with finger pressure Pocket Pen (tsf) Term of Use <5% With Modifier 5 to <15% 15% Trace <15% 15 to <30% 30% AMOUNT >30 Very Soft SOIL DESCRIPTION KEY DESCRIPTION Damp but no visible water Boulders Cobbles coarse fine Gravel Sand Fines GRAIN SIZE >12 in. (304.8 mm.) 3 - 12 in. (76.2 - 304.8 mm.) Fist-sized to basketball-sized 3/4 -3 in. (19 - 76.2 mm.) Thumb-sized to fist-sized 0.19 - 0.75 in. (4.8 - 19 mm.) Pea-sized to thumb-sized 0.079 - 0.19 in. (2 - 4.9 mm.)#10 - #4 0.017 - 0.079 in. (0.43 - 2 mm.) #200 - #40 coarse fine medium SIEVE SIZE APPROXIMATE SIZE Larger than basketball-sized>12 in. (304.8 mm.) 3 - 12 in. (76.2 - 304.8 mm.) 3/4 -3 in. (19 - 76.2 mm.) #4 - 3/4 in. (#4 - 19 mm.) Rock salt-sized to pea-sized #40 - #10 Sugar-sized to rock salt-sized 0.0029 - 0.017 in. (0.07 - 0.43 mm.) Flour-sized to sugar-sized Passing #200 <0.0029 in. (<0.07 mm.) Flour-sized and smaller DESCRIPTION Secondary Constituent is Fine Grained Secondary Constituent is Coarse Grained SPT - N60(# blows / ft) Soft Stiff Very Stiff Hard 2 - 4 4 - 8 8 - 15 15 - 30 Weakly Crumbles or breaks with handling or slight finger pressure Crumbles or breaks with considerable finger pressure UNCONFINED COMPRESSIVE STRENGTH (Qu)(psf) VISUAL / MANUAL CRITERIA <500 0.5 PP <1 1 PP <2 2 PP <4 4 PP >8000 4000 - 8000 500 - 1000 1000 - 2000 2000 - 4000 Rounded Subrounded Dry Wet Visible free water, usually soil is below water table Thumb will penetrate more than 1 inch (25 mm). Extrudes between fingers when squeezed. Thumb will penetrate soil about 1 inch (25 mm). Remolded by light finger pressure. Thumb will penetrate soil about 1/4 inch (6 mm). Remolded by strong finger pressure. Can be imprinted with considerable pressure from thumb. Thumb will not indent soil but readily indented with thumbnail. Thumbnail will not indent soil. Particles have nearly plane sides but have well-rounded corners and edges. Angular Particles have sharp edges and relatively plane sides with unpolished surfaces. DESCRIPTION Fissured Slickensided Blocky Lensed CRITERIA Stratified Laminated Fracture planes appear polished or glossy, sometimes striated. Alternating layers of varying material or color with layers at least 1/4-in. thick, note thickness. Breaks along definite planes of fracture with little resistance to fracturing. Cohesive soil that can be broken down into small angular lumps which resist further breakdown. Inclusion of small pockets of different soils, such as small lenses of sand scattered through a mass of clay; note thickness. Subangular Particles have smoothly curved sides and no edges. Particles are similar to angular description but have rounded edges. None Weak Strong No visible reaction DESCRIPTION CRITERIA A 1/8-in. (3 mm.) thread cannot be rolled at any water content.NP Non-plastic The thread can barely be rolled and the lump or thread cannot be formed when drier than the plastic limit.< 30 Low (L) 85 - 100 65 - 85 35 - 65 15 - 35 <5 0 - 15 Very Dense Dense Medium Dense >50 Loose Very Loose FROM TERZAGHI AND PECK, 1948 LL DESCRIPTION FIELD TEST Some reaction, with bubbles forming slowly Violent reaction, with bubbles forming immediately DESCRIPTION FIELD TEST PP < 0.25 0.25 PP <0.5 Medium Stiff PLASTICITYAPPARENT / RELATIVE DENSITY - COARSE-GRAINED SOIL MOISTURE CONTENTSECONDARY CONSTITUENT CEMENTATION CONSISTENCY - FINE-GRAINED SOIL FROM TERZAGHI AND PECK, 1948; LAMBE AND WHITMAN, 1969; FHWA, 2002; AND ASTM D2488 REACTION WITH HYDROCHLORIC ACID ANGULARITYSTRUCTURE GRAIN SIZE DRAWN BY: CHECKED BY: DATE: REVISED: - PROJECT NO.: 20180872 gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ L E G E N D 2 ( S O I L D E S C K E Y ) ] PL O T T E D : 0 9 / 0 7 / 2 0 1 7 0 1 : 1 6 P M B Y : B R C a m p b e l l 1.9 SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Sand (GP): fine to coarse-grained, sub-rounded, tan, moist, medium dense to very dense - becomes wet The boring was terminated at approximately 20 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 17, 2017. 3 feet of heave - no sample BC=5 7 6 BC=4 8 23 BC=20 31 36 BC=15 28 28 BC=1 5 7 Groundwater was observed at approximately 15 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: 8" 8" 12" 12" 10"24.4 BORING LOG B-1 EXPLORATION B-1 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG B-1 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66020° N Longitude: -116.43780° E Surface Condition: Farm Land Not Available CME-55 Track Rig Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/17/2017 Sunny Auger Diameter: Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 2 A M B Y : B R C a m p b e l l Sa m p l e T y p e 92 3.8 SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded SANDwith Gravel (SP): fine to coarse-grained, sub-rounded, tan, moist, dense to very dense, trace fine to coarse grained gravel - becomes wet The boring was terminated at approximately 21 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 17, 2017. BC=6 8 22 BC=12 22 50/6" BC=22 40 44 BC=15 30 40 BC=20 22 50/5" BC=27 50/5" Groundwater was observed at approximately 10 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: 14" 6" 8" 8" 17" 11"SP 17.7 BORING LOG B-2 EXPLORATION B-2 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG B-2 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66020° N Longitude: -116.43710° E Surface Condition: Farm Land Not Available CME-55 Track Rig Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/17/2017 Sunny Auger Diameter: Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 2 A M B Y : B R C a m p b e l l Sa m p l e T y p e 29 SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Silty GRAVEL with Sand (GM): fine to coarse-grained, sub-rounded, tan, moist, dense to very dense - becomes wet The boring was terminated at approximately 21.5 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 12, 2017. BC=12 27 36 BC=12 26 28 BC=16 30 40 BC=30 31 25 BC=22 50/6" BC=15 25 50/4" Groundwater was observed at approximately 10.5 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: 18" 10" 10" 12" 12" 10" 30.6 BORING LOG B-3 EXPLORATION B-3 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG B-3 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66020° N Longitude: -116.43630° E Surface Condition: Farm Land Not Available CME-55 Track Rig Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/12/2017 Cloudy Auger Diameter: Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 2 A M B Y : B R C a m p b e l l Sa m p l e T y p e 44 SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Silty GRAVEL with Sand (GM): fine to coarse-grained, sub-rounded, tan, moist, dense to very dense - becomes wet The boring was terminated at approximately 21.5 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 12, 2017. BC=2 4 11 BC=10 27 34 BC=28 44 50/6" BC=13 31 36 BC=29 32 37 BC=27 44 34 Groundwater was observed at approximately 11.5 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: 18" 18" 18" 18" 18" 18" 34.2 BORING LOG B-4 EXPLORATION B-4 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG B-4 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66020° N Longitude: -116.43580° E Surface Condition: Farm Land Not Available CME-55 Track Rig Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/12/2017 Cloudy Auger Diameter: Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 3 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Silt and Sand (GM): fine to coarse-grained, sub-rounded, tan, moist, dense to very dense - becomes wet The boring was terminated at approximately 20.5 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 12, 2017. BC=4 8 23 BC=7 16 28 BC=18 27 27 BC=7 27 21 BC=14 23 33 BC=50/5" Groundwater was observed at approximately 10.5 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: 10" 3" 12" 10" 6" 3" 4.3 BORING LOG B-5 EXPLORATION B-5 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG B-5 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66040° N Longitude: -116.43780° E Surface Condition: Farm Land Not Available CME-55 Track Rig Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/12/2017 Cloudy Auger Diameter: Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 3 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Silty GRAVEL with Sand (GM): fine to coarse-grained, sub-rounded, tan, moist, dense to very dense - becomes wet The boring was terminated at approximately 21.5 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 12, 2017. BC=14 16 19 BC=24 30 26 BC=16 30 35 BC=18 28 38 BC=0 8 25 BC=13 42 50/5" Groundwater was observed at approximately 11.5 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: 14" NR 10" 10" 14" 10" 3.7 BORING LOG B-6 EXPLORATION B-6 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG B-6 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66040° N Longitude: -116.43730° E Surface Condition: Farm Land Not Available CME-55 Track Rig Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/12/2017 Cloudy Auger Diameter: Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 3 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Silty GRAVEL with Sand (GM): fine to coarse-grained, sub-rounded, tan, moist, dense to very dense - becomes wet The boring was terminated at approximately 21 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 13, 2017. BC=1 0 1 BC=9 14 27 BC=22 21 31 BC=14 14 14 BC=13 15 16 BC=15 50/5" 23 NP Groundwater was observed at approximately 12.5 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: 18" 10" 8" 6" 12" 10" 28.8 BORING LOG B-7 EXPLORATION B-7 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG B-7 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66040° N Longitude: -116.43670° E Surface Condition: Farm Land Not Available CME-55 Track Rig Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/13/2017 Cloudy Auger Diameter: Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 3 A M B Y : B R C a m p b e l l Sa m p l e T y p e 4.4 SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Sand (GP): fine to coarse-grained, sub-rounded, tan, moist, dense to very dense - becomes wet The boring was terminated at approximately 21 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 13, 2017. BC=7 14 21 BC=13 33 46 BC=30 43 36 BC=13 15 20 BC=2 4 11 BC=21 50/4" Groundwater was observed at approximately 12 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: 8" 10" 6" 6" 3" 4"15.1 BORING LOG B-8 EXPLORATION B-8 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG B-8 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66040° N Longitude: -116.43610° E Surface Condition: Farm Land Not Available CME-55 Track Rig Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/13/2017 Cloudy Auger Diameter: Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 4 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Silty GRAVEL with Sand (GM): fine to coarse-grained, sub-rounded, tan, moist, medium dense to very dense - becomes wet The boring was terminated at approximately 21.5 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 13, 2017. BC=2 5 7 BC=12 21 29 BC=31 50/2" BC=20 27 28 BC=50/3" BC=12 7 14 Groundwater was observed at approximately 13 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: 12" 12" 3" 5" 2" 9" 3.2 BORING LOG B-9 EXPLORATION B-9 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG B-9 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66040° N Longitude: -116.43580° E Surface Condition: Farm Land Not Available CME-55 Track Rig Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/13/2017 Cloudy Auger Diameter: Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 4 A M B Y : B R C a m p b e l l Sa m p l e T y p e 27 SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Silty GRAVEL with Sand (GM): fine to coarse-grained, sub-rounded, tan, moist, dense to very dense - becomes wet The boring was terminated at approximately 21.5 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 14, 2017. BC=11 17 19 BC=5 36 30 BC=3 20 23 BC=11 28 29 BC=12 23 40 BC=12 45 48 Groundwater was observed at approximately 15 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: 16" 6" 10" 14" 12" 8" 20.2 BORING LOG B-10 EXPLORATION B-10 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG B-10 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66070° N Longitude: -116.43780° E Surface Condition: Farm Land Not Available CME-55 Track Rig Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/14/2017 Cloudy Auger Diameter: Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 4 A M B Y : B R C a m p b e l l Sa m p l e T y p e 61 SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Gravelly SILT with Sand (ML): fine to coarse-grained, sub-rounded, tan, moist, dense to very dense - becomes wet The boring was terminated at approximately 21.5 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 14, 2017. BC=6 8 9 BC=6 13 15 BC=20 12 27 BC=9 27 29 BC=20 29 40 BC=29 33 50/4" Groundwater was observed at approximately 14.5 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: 14" 6" 6" 6" 8" 12" 13.1 BORING LOG B-11 EXPLORATION B-11 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG B-11 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66070° N Longitude: -116.43720° E Surface Condition: Farm Land Not Available CME-55 Track Rig Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/14/2017 Cloudy Auger Diameter: Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 4 A M B Y : B R C a m p b e l l Sa m p l e T y p e 51 27 9.0 CLAY and SILT (CL-ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Silty GRAVEL with Sand (GM): fine to coarse-grained, tan, moist, very dense Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, very dense - becomes wet The boring was terminated at approximately 20 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 14, 2017. 3 feet of heave - no sample BC=6 18 23 BC=14 40 40 BC=29 30 43 BC=29 40 44 BC=8 50/3" 26 5 Groundwater was observed at approximately 14.5 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: 10" 8" 10" 10" 4" GP-GM 2.3 BORING LOG B-12 EXPLORATION B-12 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG B-12 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66070° N Longitude: -116.43640° E Surface Condition: Farm Land Not Available CME-55 Track Rig Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/14/2017 Cloudy Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 0 1 : 1 8 P M B Y : B R C a m p b e l l Sa m p l e T y p e 95SILT (ML): light brown, moist, stiff, trace fine grained sand Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, very dense - becomes wet The boring was terminated at approximately 21.5 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 14, 2017. ASTM D698 Method A= Max. Dry Unit Wt.: 106.1 pcf Opt. Water Content: 17.6% BC=7 9 12 BC=13 15 36 BC=12 32 42 BC=44 50/4" BC=5 18 50/6" BC=25 45 42 Groundwater was observed at approximately 14.5 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: 18" 12" 10" 10" 8" 10" 19.9 BORING LOG B-13 EXPLORATION B-13 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG B-13 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66070° N Longitude: -116.43580° E Surface Condition: Farm Land Not Available CME-55 Track Rig Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/14/2017 Cloudy Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 0 1 : 1 8 P M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Silty GRAVEL with Sand (GM): fine to coarse-grained, sub-rounded, tan, moist, dense to very dense - becomes wet The boring was terminated at approximately 20 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 14, 2017. 3 feet of heave - no sample BC=5 9 9 BC=31 15 14 BC=13 45 50/5" BC=24 47 50/4" BC=40 47 50/4" Groundwater was observed at approximately 15 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: 18" 12" 10" 10" 10" 2.5 BORING LOG B-14 EXPLORATION B-14 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG B-14 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66090° N Longitude: -116.43780° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/14/2017 Cloudy Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 5 A M B Y : B R C a m p b e l l Sa m p l e T y p e 6.3 SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Sand (GP): fine to coarse-grained, sub-rounded, tan, moist, dense to very dense - becomes wet The boring was terminated at approximately 21.5 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 14, 2017. BC=15 8 9 BC=12 21 18 BC=15 26 35 BC=15 27 32 BC=8 12 25 BC=20 21 37 Groundwater was observed at approximately 14.5 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: 18" 10" 10" 10" 10" 12" 5.8 BORING LOG B-15 EXPLORATION B-15 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG B-15 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66090° N Longitude: -116.43730° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/14/2017 Cloudy Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 5 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Silty GRAVEL with Sand (GM): fine to coarse-grained, sub-rounded, tan, moist, dense to very dense - becomes wet The boring was terminated at approximately 21.5 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 14, 2017. California Bearing Ratio (0.10 inch penetration)= Spec. 1: 5.4% @ 104.8 pcf Spec. 2: 3.9% @ 100.5 pcf Spec. 3: 7.3% @ 97.6 pcf BC=8 13 10 BC=10 17 19 BC=15 30 49 BC=21 50/5" BC=25 39 47 BC=32 45 50/5" Groundwater was observed at approximately 14.5 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: 18" 8" 10" 8" 12" 12" 27.4 BORING LOG B-16 EXPLORATION B-16 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG B-16 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66090° N Longitude: -116.43670° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/14/2017 Cloudy Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 6 A M B Y : B R C a m p b e l l Sa m p l e T y p e 54 5.6 SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded SANDwith Silt and Gravel (SP-SM): fine to coarse-grained, sub-rounded, tan, moist, dense to very dense - becomes wet The boring was terminated at approximately 21.5 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 14, 2017. BC=10 9 14 BC=8 20 27 BC=10 19 30 BC=22 40 41 BC=16 35 41 BC=25 37 47 Groundwater was observed at approximately 15 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: 18" 12" 10" 10" 12" 10" SP-SM 10.6 BORING LOG B-17 EXPLORATION B-17 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG B-17 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66090° N Longitude: -116.43610° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/14/2017 Cloudy Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 6 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Silty GRAVEL with Sand (GM): fine to coarse-grained, sub-rounded, tan, moist, very dense - becomes wet The boring was terminated at approximately 21.5 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 14, 2017. BC=10 30 38 BC=17 22 30 BC=22 30 40 BC=16 30 35 BC=15 30 50/6" BC=5 19 39 Groundwater was observed at approximately 14.5 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: 14" 12" 10" 10" 12" 12" 1.9 BORING LOG B-18 EXPLORATION B-18 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG B-18 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66090° N Longitude: -116.43580° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/14/2017 Cloudy Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 6 A M B Y : B R C a m p b e l l Sa m p l e T y p e 6.3 SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, dense to very dense - becomes wet The boring was terminated at approximately 21.5 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 15, 2017. BC=9 18 27 BC=10 21 24 BC=12 27 41 BC=12 37 39 BC=15 12 13 BC=15 23 23 Groundwater was observed at approximately 14.5 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: 18" 12" 10" 10" 12" 12" 2.2 BORING LOG B-19 EXPLORATION B-19 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG B-19 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66110° N Longitude: -116.43750° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/15/2017 Cloudy Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 6 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Silty GRAVEL with Sand (GM): fine to coarse-grained, sub-rounded, tan, moist, medium dense to very dense - becomes wet The boring was terminated at approximately 21.5 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 15, 2017. BC=6 13 9 BC=10 13 26 BC=11 26 39 BC=18 42 45 BC=9 10 14 BC=27 34 30 Groundwater was observed at approximately 14.5 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: 18" 12" 12" 10" 8" 18" 1.3 BORING LOG B-20 EXPLORATION B-20 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG B-20 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66110° N Longitude: -116.43690° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/15/2017 Cloudy Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 7 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Silty GRAVEL with Sand (GM): fine to coarse-grained, sub-rounded, tan, moist, medium dense to very dense - becomes wet The boring was terminated at approximately 21.5 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 15, 2017. BC=13 13 14 BC=8 16 49 BC=20 29 40 BC=16 50/6" BC=10 12 16 BC=20 44 50/6" Groundwater was observed at approximately 15 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: 18" 8" 10" 8" 6" 8" 17.5 BORING LOG B-21 EXPLORATION B-21 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG B-21 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66110° N Longitude: -116.43650° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/15/2017 Cloudy Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 7 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, dense to very dense - becomes wet The boring was terminated at approximately 21.5 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 15, 2017. BC=6 16 32 BC=16 38 21 BC=16 31 49 BC=26 50/6" BC=16 20 50/6" BC=11 14 28 Groundwater was observed at approximately 15 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: 10" 10" 10" 10" 12" 12" 1.7 BORING LOG B-22 EXPLORATION B-22 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG B-22 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66110° N Longitude: -116.43600° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/15/2017 Cloudy Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 7 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, very dense - becomes wet The boring was terminated at approximately 20 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 16, 2017. BC=9 9 7 BC=9 10 11 BC=11 37 47 BC=11 42 37 BC=19 23 27 BC=50/2" Groundwater was observed at approximately 15.5 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: 18" 18" 18" 14" 10" NR BORING LOG FC-1 EXPLORATION FC-1 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG FC-1 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66230° N Longitude: -116.43450° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/16/2017 Sunny Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 7 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, very dense - becomes wet The boring was terminated at approximately 20.5 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 17, 2017. BC=4 5 4 BC=3 5 5 BC=22 42 50/5" BC=50/6" BC=42 42 35 BC=50/5" Groundwater was observed at approximately 15.5 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: 18" 18" 16" 2" 14" 4" BORING LOG FC-2 EXPLORATION FC-2 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG FC-2 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66240° N Longitude: -116.43380° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/17/2017 Sunny Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 7 A M B Y : B R C a m p b e l l Sa m p l e T y p e 99 5.4 SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, medium dense to very dense - becomes wet ASTM D1557 Method A= Max. Dry Unit Wt.: 112.8 pcf Opt. Water Content: 15.6% BC=5 6 6 BC=6 9 10 BC=7 8 7 BC=7 27 38 BC=11 15 12 BC=5 13 5 BC=22 25 38 BC=10 12 15 18" 18" 18" 14" 8" 2" 10" 10" 6.2 BORING LOG FT-1 EXPLORATION FT-1 1 of 2 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG FT-1 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66200° N Longitude: -116.43380° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/17/2017 Sunny Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 8 A M B Y : B R C a m p b e l l Sa m p l e T y p e Gravel of Whitney Terrace Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, medium dense to very dense The boring was terminated at approximately 30 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 17, 2017. 4 feet of heave - no sample BC=7 11 14 Groundwater was observed at approximately 16 ft. below ground surface after drilling completion. GENERAL NOTES: Piezometer installation, see Figure 3 for details. GROUNDWATER LEVEL INFORMATION: NR BORING LOG FT-1 EXPLORATION FT-1 2 of 2 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG FT-1 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66200° N Longitude: -116.43380° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/17/2017 Sunny Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 30 35 40 45 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 8 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, very dense - becomes wet BC=1 0 1 BC=15 50/5" BC=50/4" BC=35 42 50/5" BC=50/6" BC=41 50/4" BC=25 47 50/4" BC=40 50/5" 26 512" 11" 1" 12" 5" 8" 12" 10" 3.1 BORING LOG FT-2 EXPLORATION FT-2 1 of 2 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG FT-2 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66230° N Longitude: -116.43400° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/17/2017 Sunny Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 8 A M B Y : B R C a m p b e l l Sa m p l e T y p e Gravel of Whitney Terrace Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, very dense The boring was terminated at approximately 30 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 17, 2017. 4 feet of heave - no sample BC=2 2 4 Groundwater was observed at approximately 16 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: 10" BORING LOG FT-2 EXPLORATION FT-2 2 of 2 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG FT-2 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66230° N Longitude: -116.43400° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/17/2017 Sunny Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 30 35 40 45 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 8 A M B Y : B R C a m p b e l l Sa m p l e T y p e 50 9.8 SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, very dense - becomes wet The boring was terminated at approximately 11.5 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 17, 2017. BC=11 30 33 BC=20 30 30 BC=26 27 32 BC=32 40 50/6" Groundwater was observed at approximately 9 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: 18" 16" 12" 10"GP-GM 5.3 BORING LOG P-1 EXPLORATION P-1 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG P-1 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.65890° N Longitude: -116.43480° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/17/2017 Sunny Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 8 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, dense The boring was terminated at approximately 11.5 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 17, 2017. BC=2 3 3 BC=2 4 7 BC=18 19 18 BC=18 19 21 Groundwater was not observed during drilling or after completion. GROUNDWATER LEVEL INFORMATION: 18" 16" 14" 12"4.6 BORING LOG P-2 EXPLORATION P-2 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG P-2 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.65930° N Longitude: -116.43480° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/17/2017 Sunny Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 9 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, very dense - becomes wet The boring was terminated at approximately 20 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 12, 2017. 2.5 feet of heave - no sample BC=6 11 12 BC=12 25 50/4" BC=24 34 46 BC=21 34 50/3" BC=4 11 45 Groundwater was observed at approximately 14.5 ft. below ground surface after drilling completion. GENERAL NOTES: Piezometer installation, see Figure 3 for details. GROUNDWATER LEVEL INFORMATION: 18" 9" 6" 9" 14" 6.1 BORING LOG P-3 EXPLORATION P-3 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG P-3 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66020° N Longitude: -116.43480° E Surface Condition: Farm Land Not Available CME-55 Track Rig Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/12/2017 Cloudy Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 9 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, very dense The boring was terminated at approximately 11.5 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 13, 2017. BC=5 18 40 BC=25 40 48 BC=6 26 36 BC=11 30 26 Groundwater was not observed during drilling or after completion. A PID (ppmv) was used for environmental field screening. GROUNDWATER LEVEL INFORMATION: 18" 14" 10" 8" 3.0 BORING LOG P-4 EXPLORATION P-4 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG P-4 * Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66040° N Longitude: -116.43520° E Surface Condition: Farm Land Not Available CME-55 Track Rig Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/13/2017 Cloudy Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 9 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, very dense The boring was terminated at approximately 11.5 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 13, 2017. BC=11 14 18 BC=50/3" BC=24 42 50/4" BC=15 47 50/4" Groundwater was not observed during drilling or after completion. GROUNDWATER LEVEL INFORMATION: 18" NR 10" 10"1.8 BORING LOG P-5 EXPLORATION P-5 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG P-5 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66070° N Longitude: -116.43540° E Surface Condition: Farm Land Not Available CME-55 Track Rig Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/13/2017 Cloudy Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 9 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, dense to very dense - becomes wet 3 feet of heave - no sample BC=12 14 16 BC=10 20 23 BC=13 20 29 BC=18 47 50/5" BC=26 30 30 BC=4 20 50/6" 18" 14" 10" 10" 10" 18" 2.4 BORING LOG P-7 EXPLORATION P-7 1 of 2 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG P-7 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66120° N Longitude: -116.43800° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/16/2017 Sunny Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 4 9 A M B Y : B R C a m p b e l l Sa m p l e T y p e The boring was terminated at approximately 25 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 16, 2017. Groundwater was observed at approximately 15 ft. below ground surface after drilling completion. GENERAL NOTES: Piezometer installation, see Figure 3 for details. GROUNDWATER LEVEL INFORMATION: BORING LOG P-7 EXPLORATION P-7 2 of 2 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG P-7 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66120° N Longitude: -116.43800° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/16/2017 Sunny Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 30 35 40 45 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 5 0 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, very dense The boring was terminated at approximately 11.5 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 15, 2017. BC=8 32 38 BC=8 5 5 BC=10 28 32 BC=20 35 42 Groundwater was not observed during drilling or after completion. GROUNDWATER LEVEL INFORMATION: 14" 10" 12" 10" 1.5 BORING LOG P-8 EXPLORATION P-8 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG P-8 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66120° N Longitude: -116.43720° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/15/2017 Cloudy Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 5 0 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, very dense The boring was terminated at approximately 11 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 15, 2017. BC=8 6 15 BC=16 21 30 BC=12 21 40 BC=16 50/5" Groundwater was not observed during drilling or after completion. GROUNDWATER LEVEL INFORMATION: 18" 10" 10" 10" 3.4 BORING LOG P-9 EXPLORATION P-9 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG P-9 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66120° N Longitude: -116.43640° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/15/2017 Cloudy Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 5 0 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, very dense The boring was terminated at approximately 11.5 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 15, 2017. BC=5 9 14 BC=28 28 40 BC=12 19 50/4" BC=43 35 50/5" Groundwater was not observed during drilling or after completion. GROUNDWATER LEVEL INFORMATION: 18" 10" 4" 8"1.8 BORING LOG P-10 EXPLORATION P-10 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG P-10 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66150° N Longitude: -116.43740° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/15/2017 Cloudy Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 5 0 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, very dense The boring was terminated at approximately 11.5 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 16, 2017. BC=7 11 17 BC=10 19 31 BC=15 21 29 BC=17 41 39 Groundwater was not observed during drilling or after completion. GROUNDWATER LEVEL INFORMATION: 18" 12" 10" 10"2.3 BORING LOG P-11 EXPLORATION P-11 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG P-11 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66130° N Longitude: -116.43560° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/16/2017 Sunny Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 5 1 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, very dense - becomes wet 5 feet of heave - no sample BC=6 16 18 BC=28 28 35 BC=12 29 39 BC=19 42 50/6" BC=21 39 50/5" BC=50/3" 18" 10" 10" 10" 12" 6" 2.0 BORING LOG P-12 EXPLORATION P-12 1 of 2 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG P-12 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66150° N Longitude: -116.43670° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/16/2017 Sunny Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 5 1 A M B Y : B R C a m p b e l l Sa m p l e T y p e The boring was terminated at approximately 25 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 16, 2017. Groundwater was observed at approximately 15.5 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: BORING LOG P-12 EXPLORATION P-12 2 of 2 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG P-12 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66150° N Longitude: -116.43670° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/16/2017 Sunny Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 30 35 40 45 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 5 1 A M B Y : B R C a m p b e l l Sa m p l e T y p e 7.3 SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, dense The boring was terminated at approximately 11.5 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 16, 2017. BC=12 8 7 BC=29 37 42 BC=14 15 22 BC=16 37 34 Groundwater was not observed during drilling or after completion. GROUNDWATER LEVEL INFORMATION: 18" 18" 6" 10" 9.4 BORING LOG P-13 EXPLORATION P-13 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG P-13 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66150° N Longitude: -116.43580° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/16/2017 Sunny Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 5 1 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, very dense The boring was terminated at approximately 11 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 16, 2017. BC=10 12 15 BC=15 20 26 BC=11 17 32 BC=24 50/3" Groundwater was not observed during drilling or after completion. GROUNDWATER LEVEL INFORMATION: 18" 18" 10" 8" 1.4 BORING LOG P-14 EXPLORATION P-14 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG P-14 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66160° N Longitude: -116.43490° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/16/2017 Sunny Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 5 1 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, very dense - becomes wet BC=12 11 25 BC=20 23 11 BC=5 37 40 BC=27 50/6" BC=30 50/4" BC=16 50/3" 18" 18" 12" 10" 10" 10" 1.7 BORING LOG P-15 EXPLORATION P-15 1 of 2 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG P-15 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66160° N Longitude: -116.43450° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/16/2017 Sunny Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 5 2 A M B Y : B R C a m p b e l l Sa m p l e T y p e The boring was terminated at approximately 25 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 16, 2017. 2.5 feet of heave - no sample Groundwater was observed at approximately 16 ft. below ground surface during drilling. GROUNDWATER LEVEL INFORMATION: BORING LOG P-15 EXPLORATION P-15 2 of 2 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG P-15 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66160° N Longitude: -116.43450° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/16/2017 Sunny Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 30 35 40 45 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 5 2 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, very dense The boring was terminated at approximately 11 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 16, 2017. BC=5 10 13 BC=20 23 31 BC=22 50/5" BC=29 50/5" Groundwater was not observed during drilling or after completion. GROUNDWATER LEVEL INFORMATION: 18" 18" 8" 8" 22.4 BORING LOG P-20 EXPLORATION P-20 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG P-20 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66190° N Longitude: -116.43450° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/16/2017 Sunny Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 5 2 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, very dense The boring was terminated at approximately 11 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 16, 2017. BC=10 7 7 BC=15 19 20 BC=27 42 45 BC=30 50/4" Groundwater was not observed during drilling or after completion. GROUNDWATER LEVEL INFORMATION: 18" 18" 14" 10"2.7 BORING LOG P-25 EXPLORATION P-25 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG P-25 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66270° N Longitude: -116.43460° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/16/2017 Sunny Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 5 2 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Silt and Sand (GP-GM): fine to coarse-grained, sub-rounded, tan, moist, very dense The boring was terminated at approximately 11.5 ft. below ground surface. The boring was backfilled with auger cuttings and bentonite on June 17, 2017. BC=12 32 32 BC=40 32 32 BC=50/3" BC=18 42 42 Groundwater was not observed during drilling or after completion. GROUNDWATER LEVEL INFORMATION: 18" 18" NR 10" BORING LOG P-26 EXPLORATION P-26 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION BORING LOG P-26 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66160° N Longitude: -116.43380° E Surface Condition: Farm Land Not Available CME-75 (truck-mounted) Dave Haztech -90 degreesPlunge: Drilling Company: Drilling Method: Drilling Equipment: 6/17/2017 Sunny Auger Diameter: Hammer Type - Drop:140 lb. Auto - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: 8" in. O.D. M. Magnan Hollow Stem Auger Ad d i t i o n a l T e s t s / Re m a r k s Bl o w C o u n t s ( B C ) = Un c o r r . B l o w s / 6 i n . Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g Re c o v e r y (N R = N o R e c o v e r y ) US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 5 2 A M B Y : B R C a m p b e l l Sa m p l e T y p e 30 5.0 SILT (ML): dark yellowish brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace Poorly graded GRAVEL with Sand (GP): fine to coarse-grained, sub-rounded, yellow brown, moist, dense, some sidwall sloughing, sample not large enough to represent amount of gravel The test pit was terminated at approximately 7.5 ft. below ground surface. The test pit was backfilled with auger cuttings and bentonite on June 13, 2017. Groundwater was not observed during excavation or after completion. GROUNDWATER LEVEL INFORMATION: GP 3.4 TEST PIT LOG TP-1 EXPLORATION TP-1 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION TEST PIT LOG TP-1 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66020° N Longitude: -116.43660° E Surface Condition: Farm Land Not Available CAT Backhoe Jim Master Excavation N/APlunge: Excavation Company: Excavation Equip.: 6/13/2017 Cloudy Excav. Dimensions: Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Excavation Crew: 3' ft M. Byers Ad d i t i o n a l T e s t s / Re m a r k s Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 5 3 A M B Y : B R C a m p b e l l Sa m p l e T y p e SILT (ML): dark yellowish brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace SANDwith Gravel (SP-SM): fine to coarse-grained, sub-rounded, yellow brown, moist, dense, some sidwall sloughing, sample not large enough to represent amount of gravel GRAVEL with Sand (GP-GM): fine to coarse-grained, sub-rounded, yellow brown, moist, dense, trace silt, up to 8" cobbles The test pit was terminated at approximately 6 ft. below ground surface. The test pit was backfilled with auger cuttings and bentonite on June 13, 2017. Groundwater was not observed during excavation or after completion. GROUNDWATER LEVEL INFORMATION: 29.5 TEST PIT LOG TP-2 EXPLORATION TP-2 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION TEST PIT LOG TP-2 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66040° N Longitude: -116.43700° E Surface Condition: Farm Land Not Available CAT Backhoe Jim Master Excavation N/APlunge: Excavation Company: Excavation Equip.: 6/13/2017 Cloudy Excav. Dimensions: Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Excavation Crew: 3' ft M. Byers Ad d i t i o n a l T e s t s / Re m a r k s Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 5 3 A M B Y : B R C a m p b e l l Sa m p l e T y p e 35 4.7 SILT (ML): dark yellowish brown, moist, stiff, trace fine grained sand SILT with Sand (SP-SM): fine to medium-grained, gray brown, moist, dense, slightly cemented Gravel of the Whitney Terrace Well-graded GRAVEL with Sand (GW): fine to coarse-grained, sub-rounded, gray brown, moist, dense, cobbles up to 8" The test pit was terminated at approximately 7 ft. below ground surface. The test pit was backfilled with auger cuttings and bentonite on June 13, 2017. Groundwater was not observed during excavation or after completion. GROUNDWATER LEVEL INFORMATION: GW 4.6 TEST PIT LOG TP-3 EXPLORATION TP-3 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION TEST PIT LOG TP-3 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66090° N Longitude: -116.43750° E Surface Condition: Farm Land Not Available CAT Backhoe Jim Master Excavation N/APlunge: Excavation Company: Excavation Equip.: 6/13/2017 Cloudy Excav. Dimensions: Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Excavation Crew: 3' ft M. Byers Ad d i t i o n a l T e s t s / Re m a r k s Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 5 3 A M B Y : B R C a m p b e l l Sa m p l e T y p e 49 3.4 SILT (ML): dark yellowish brown, moist, medium stiff, trace fine grained sand SILT (ML): grayish brown, moist, medium stiff, slightly cemented with trace fine grained sand SILT (SP-SM): grayish brown, moist, medium dense, cementation increases SILT (ML): grayish brown, moist, medium stiff, trace fine grained sand Gravels of the Whitney Terrace Sandy SILT (SP-SM): fine to medium-grained, grayish brown, moist, medium dense Poorly graded GRAVEL with Sand (GP): fine to coarse-grained, sub-rounded, grayish brown, moist, dense, cobbles up to 10-12" The test pit was terminated at approximately 16 ft. below ground surface. The test pit was backfilled with auger cuttings and bentonite on June 13, 2017. Groundwater was not observed during excavation or after completion. GROUNDWATER LEVEL INFORMATION: GP 3.7 TEST PIT LOG TP-4 EXPLORATION TP-4 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION TEST PIT LOG TP-4 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66210° N Longitude: -116.43380° E Surface Condition: Farm Land Not Available CAT Backhoe Jim Master Excavation N/APlunge: Excavation Company: Excavation Equip.: 6/13/2017 Cloudy Excav. Dimensions: Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Excavation Crew: 3' ft M. Byers Ad d i t i o n a l T e s t s / Re m a r k s Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 5 3 A M B Y : B R C a m p b e l l Sa m p l e T y p e 7.6 SILT (ML): dark yellowish brown, moist, medium stiff, trace fine grained sand SILT (ML): grayish brown, moist, medium stiff, cemented silt layer SILT (ML): grayish brown, moist, medium stiff, trace fine grained sand, lightly cemented SILT (ML): grayish brown, moist, dense, trace fine grained sand, cemented, scattered gravel Gravels of the Whitney Terrace Silty SANDwith Gravel (SP-SM): fine to coarse-grained, sub-rounded, grayish brown, moist, medium dense, cemented, cobbles up to 8" GRAVEL with Sand (GP-GM): fine to coarse-grained, sub-rounded, grayish brown, moist, dense, cobbles up to 8" The test pit was terminated at approximately 7.5 ft. below ground surface. The test pit was backfilled with auger cuttings and bentonite on June 13, 2017. Groundwater was not observed during excavation or after completion. GROUNDWATER LEVEL INFORMATION: 20.5 TEST PIT LOG TP-5 EXPLORATION TP-5 1 of 1 LABORATORY RESULTS Lithologic Description PAGE: FIELD EXPLORATION TEST PIT LOG TP-5 Dr y U n i t W t . ( p c f ) Pa s s i n g # 4 ( % ) Pa s s i n g # 2 0 0 ( % ) Latitude: 43.66154° N Longitude: -116.43750° E Surface Condition: Farm Land Not Available CAT Backhoe Jim Master Excavation N/APlunge: Excavation Company: Excavation Equip.: 6/13/2017 Cloudy Excav. Dimensions: Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Excavation Crew: 3' ft M. Byers Ad d i t i o n a l T e s t s / Re m a r k s Li q u i d L i m i t Pl a s t i c i t y I n d e x (N P = N o n P l a s t i c ) Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID De p t h ( f e e t ) 5 10 15 20 Gr a p h i c a l L o g US C S Sy m b o l Wa t e r Co n t e n t ( % ) DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ _ K L F _ B O R I N G / T E S T P I T S O I L L O G ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 1 1 : 5 3 A M B Y : B R C a m p b e l l Sa m p l e T y p e A p p e n d i x B 20180872.001A/SEA17R67063 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com APPENDIX B LABORATORY TESTING ____________________________________________________________________________ GENERAL Laboratory tests were performed on selected samples as an aid in classifying the soils and to evaluate physical properties of the soils that may affect foundation design and construction procedures. The tests were performed in general conformance with the current ASTM standards. A description of the laboratory-testing program is presented below. MOISTURE CONTENT Moisture content tests were performed on selected samples recovered from the borings. Moisture contents were determined in general accordance with ASTM Test Method D 2216. Results of these tests are presented on the boring logs. GRAIN-SIZE DISTRIBUTION Grain-size distribution analyses were performed on samples in general accordance with ASTM Test Method D422 to determine the grain-size distribution of the on-site soil. Additionally, we analyzed percent fines to determine the amount of material passing the U.S. Standard No. 200 size sieve (material less than 0.075 mm). The information gained from this analysis allows us to provide a detailed description and classification of the in-place materials. In turn, this information helps us to understand how the in-place materials will react to conditions such as loading, potential liquefaction, and so forth. PLASTICITY INDEX Plasticity Index (liquid and plastic limit) testing was performed on selected samples of the on-site soils to determine plasticity characteristics and to aid in the classification of the soil. The tests were performed in accordance with ASTM Test Method D 4318. The results are presented on the boring logs B-1 5.0 POORLY GRADED GRAVEL WITH SAND (GP)1.9 B-1 15.0 POORLY GRADED GRAVEL WITH SAND (GP) 24.4 B-2 20.0 POORLY GRADED SAND WITH GRAVEL (SP) 17.7 97 92 3.8 B-3 2.5 SILTY GRAVEL WITH SAND (GM)30.6 29 B-4 2.5 SILTY GRAVEL WITH SAND (GM)34.2 44 B-5 7.5 - 9.0 POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GM) 4.3 B-6 10.0 - 11.5 SILTY GRAVEL WITH SAND (GM)3.7 B-7 2.5 - 4.0 SILT (ML)28.8 23 23 NP B-8 20.0 - 21.5 POORLY GRADED GRAVEL WITH SAND (GP) 15.1 4.4 B-9 10.0 - 11.5 SILTY GRAVEL WITH SAND (GM)3.2 B-10 5.0 - 6.5 SILTY GRAVEL WITH SAND (GM)20.2 27 B-11 15.0 - 16.5 GRAVELLY SILTY WITH SAND (ML)13.1 81 61 B-12 2.5 SILT (ML)26 21 5 B-12 5.0 SILTY GRAVEL WITH SAND (GM)27 B-12 7.5 - 9.0 POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GM) 2.3 75 51 9.0 B-13 0.0 CLAY AND SILT (CL-ML)95 ASTM D698 Method A= Uncorrected Maximum Dry Unit Weight: 106.1 pcf Uncorrected Optimum Water Content: 17.6% Corrected Maximum Dry Unit Weight: 108.7 Corrected Optimum Water Content: 16.6 B-13 2.5 - 4.0 CLAY AND SILT (CL-ML)19.9 B-14 5.0 - 6.5 SILTY GRAVEL WITH SAND (GM)2.5 B-15 5.0 - 6.5 POORLY GRADED GRAVEL WITH SAND (GP) 5.8 6.3 Pl a s t i c i t y I n d e x Depth (ft.) Atterberg Limits Li q u i d L i m i t Sample Description Pl a s t i c L i m i t Wa t e r C o n t e n t ( % ) Dr y U n i t W t . ( p c f ) Exploration ID Additional Tests Refer to the Geotechnical Evaluation Report or the supplemental plates for the method used for the testing performed above. NP = NonPlastic APPENDIX LABORATORY TEST RESULT SUMMARY B-1 Pa s s i n g 3 / 4 " Sieve Analysis (%) Pa s s i n g # 4 Pa s s i n g # 2 0 0 Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID gINT FILE: Klf_gint_master_2017 PROJECT NUMBER: 20180872.001A OFFICE FILTER: SEATTLE gINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2017.GLB [LAB SUMMARY TABLE - SOIL]PLOTTED: 09/18/2017 01:04 PM BY: BRCampbell CHECKED BY: DRAWN BY: REVISED: - DATE: PROJECT NO.: 20180872 B-16 2.5 - 4.0 SILT (ML)27.4 California Bearing Ratio= (0.10 inch penetration)= Spec. 1: 5.4% @ 104.8 pcf Spec. 2: 3.9% @ 100.5 pcf Spec. 3: 7.3% @ 97.6 pcf B-17 15.0 - 16.5 POORLY GRADED SAND WITH SILT AND GRAVEL (SP-SM) 10.6 77 54 5.6 B-18 7.5 - 9.0 SILTY GRAVEL WITH SAND (GM)1.9 B-19 10.0 - 11.5 POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GM) 2.2 6.3 B-20 10.0 - 11.5 SILTY GRAVEL WITH SAND (GM)1.3 B-21 5.0 - 6.5 SILTY GRAVEL WITH SAND (GM)17.5 B-22 7.5 - 9.0 POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GM) 1.7 FT-1 0.0 SILT (ML)99 ASTM D1557 Method A= Maximum Dry Unit Weight: 112.8 pcf Optimum Water Content: 15.6% FT-1 10.0 POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GM) 6.2 FT-1 20.0 POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GM) 5.4 FT-2 2.5 SILT (ML)26 21 5 FT-2 12.5 - 14.0 POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GM) 3.1 P-1 7.5 - 9.0 POORLY GRADED GRAVEL WTIH SILT AND SAND (GP-GM) 5.3 P-1 10.0 POORLY GRADED GRAVEL WTIH SILT AND SAND (GP-GM) 81 50 9.8 Pl a s t i c i t y I n d e x Depth (ft.) Atterberg Limits Li q u i d L i m i t Sample Description Pl a s t i c L i m i t Wa t e r C o n t e n t ( % ) Dr y U n i t W t . ( p c f ) Exploration ID Additional Tests Refer to the Geotechnical Evaluation Report or the supplemental plates for the method used for the testing performed above. NP = NonPlastic APPENDIX LABORATORY TEST RESULT SUMMARY B-2 Pa s s i n g 3 / 4 " Sieve Analysis (%) Pa s s i n g # 4 Pa s s i n g # 2 0 0 Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID gINT FILE: Klf_gint_master_2017 PROJECT NUMBER: 20180872.001A OFFICE FILTER: SEATTLE gINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2017.GLB [LAB SUMMARY TABLE - SOIL]PLOTTED: 09/18/2017 01:04 PM BY: BRCampbell CHECKED BY: DRAWN BY: REVISED: - DATE: PROJECT NO.: 20180872 P-2 10.0 - 11.5 POORLY GRADED GRAVEL WTIH SILT AND SAND (GP-GM) 4.6 P-3 5.0 - 6.5 SILT (ML)6.1 P-4 7.5 - 9.0 POORLY GRADED GRAVEL WTIH SILT AND SAND (GP-GM) 3.0 P-5 10.0 - 11.5 POORLY GRADED GRAVEL WTIH SILT AND SAND (GP-GM) 1.8 P-7 10.0 - 11.5 POORLY GRADED GRAVEL WTIH SILT AND SAND (GP-GM) 2.4 P-8 7.5 - 9.0 POORLY GRADED GRAVEL WTIH SILT AND SAND (GP-GM) 1.5 P-9 5.0 - 6.5 POORLY GRADED GRAVEL WTIH SILT AND SAND (GP-GM) 3.4 P-10 10.0 - 11.5 POORLY GRADED GRAVEL WTIH SILT AND SAND (GP-GM) 1.8 P-11 10.0 - 11.5 POORLY GRADED GRAVEL WTIH SILT AND SAND (GP-GM) 2.3 P-12 7.5 - 9.0 POORLY GRADED GRAVEL WTIH SILT AND SAND (GP-GM) 2.0 P-13 5.0 - 6.5 POORLY GRADED GRAVEL WTIH SILT AND SAND (GP-GM) 9.4 7.3 P-14 7.5 - 9.0 POORLY GRADED GRAVEL WTIH SILT AND SAND (GP-GM) 1.4 P-15 10.0 - 11.5 POORLY GRADED GRAVEL WTIH SILT AND SAND (GP-GM) 1.7 P-20 5.0 - 6.5 SILT (ML)22.4 P-25 10.0 - 11.5 POORLY GRADED GRAVEL WTIH SILT AND SAND (GP-GM) 2.7 Pl a s t i c i t y I n d e x Depth (ft.) Atterberg Limits Li q u i d L i m i t Sample Description Pl a s t i c L i m i t Wa t e r C o n t e n t ( % ) Dr y U n i t W t . ( p c f ) Exploration ID Additional Tests Refer to the Geotechnical Evaluation Report or the supplemental plates for the method used for the testing performed above. NP = NonPlastic APPENDIX LABORATORY TEST RESULT SUMMARY B-3 Pa s s i n g 3 / 4 " Sieve Analysis (%) Pa s s i n g # 4 Pa s s i n g # 2 0 0 Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID gINT FILE: Klf_gint_master_2017 PROJECT NUMBER: 20180872.001A OFFICE FILTER: SEATTLE gINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2017.GLB [LAB SUMMARY TABLE - SOIL]PLOTTED: 09/18/2017 01:04 PM BY: BRCampbell CHECKED BY: DRAWN BY: REVISED: - DATE: PROJECT NO.: 20180872 TP-1 5.0 - 5.5 POORLY GRADED GRAVEL WTIH SAND (GP) 3.4 49 30 5.0 TP-2 3.5 - 4.0 SAND WITH GRAVEL (SP-SM)29.5 TP-3 6.0 - 7.0 WELL GRADED GRAVEL WITH SAND (GW) 4.6 68 35 4.7 TP-4 11.0 POORLY GRADED GRAVEL WITH SAND (GP) 3.7 87 49 3.4 TP-5 2.0 - 2.5 SILT (ML)20.5 7.6 Pl a s t i c i t y I n d e x Depth (ft.) Atterberg Limits Li q u i d L i m i t Sample Description Pl a s t i c L i m i t Wa t e r C o n t e n t ( % ) Dr y U n i t W t . ( p c f ) Exploration ID Additional Tests Refer to the Geotechnical Evaluation Report or the supplemental plates for the method used for the testing performed above. NP = NonPlastic APPENDIX LABORATORY TEST RESULT SUMMARY B-4 Pa s s i n g 3 / 4 " Sieve Analysis (%) Pa s s i n g # 4 Pa s s i n g # 2 0 0 Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID gINT FILE: Klf_gint_master_2017 PROJECT NUMBER: 20180872.001A OFFICE FILTER: SEATTLE gINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2017.GLB [LAB SUMMARY TABLE - SOIL]PLOTTED: 09/18/2017 01:04 PM BY: BRCampbell CHECKED BY: DRAWN BY: REVISED: - DATE: PROJECT NO.: 20180872 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100 110 ATTERBERG LIMITS LL PL PIPassing #200 B-5 Exploration ID Depth (ft.) 16 23 21 21 NM NM NM 2.5 - 4 2.5 - 4 2.5 - 4 CL-ML LIQUID LIMIT (LL) PL A S T I C I T Y I N D E X ( P I ) CL o r O L "U" L I N E ML or OL4 7 MH or OH "A" L I N E CH o r O H Testing perfomed in general accordance with ASTM D4318. NP = Nonplastic NM = Not Measured Sample Description B-7 B-12 FT-2 23 26 26 NP 5 5 SILT (ML) SILT (ML) SILT (ML) APPENDIX Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID Chart Reference: ASTM D2487 DATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ K L F _ A T T E R B E R G ( A S T M ) ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 0 1 : 0 6 P M B Y : B R C a m p b e l l For classification of fine-grained soils and fine-grained fraction of coarse-grained soils. 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.001 0.01 0.1 1 10 100 Sample Description LL PL PI %SiltCu %ClayCcExploration ID Depth (ft.) B-6 SIEVE ANALYSIS 50 HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS 1403 4 20 40 BO U L D E R 6 601.5 8 14 3/4 1/212 3/8 3 1002 4 16 301 2006 10 Sieve Analysis and Hydrometer Analysis testing performed in general accordance with ASTM D422. NP = Nonplastic NM = Not Measured D60 D30 D10D100 Passing 3/4" Passing #4 Passing #200 NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM 0.357 0.37 0.569 NM 0.524 0.197 0.123 0.09 NM 0.169 20 - 21.5 15 - 16.5 7.5 - 9 0 - 0 15 - 16.5 92 61 51 95 54 97 81 75 77 25 37.5 37.5 4.75 37.5 NM NM NM NM NM NM NM NM NM NM Exploration ID Depth (ft.) PE R C E N T F I N E R B Y W E I G H T GRAIN SIZE IN MILLIMETERS medium fine GRAVEL SANDCOBBLEcoarse coarse CLAY SILTfine Coefficients of Uniformity - Cu = D60 / D10 Coefficients of Curvature - CC = (D30)2 / D60 D10 D60 = Grain diameter at 60% passing D30 = Grain diameter at 30% passing D10 = Grain diameter at 10% passing 3.8 NM 9.0 NM 5.6 20 - 21.5 15 - 16.5 7.5 - 9 0 - 0 15 - 16.5 B-2 B-11 B-12 B-13 B-17 B-2 B-11 B-12 B-13 B-17 0.624 4.148 9.027 NM 7.307 POORLY GRADED SAND WITH GRAVEL (SP) GRAVELLY SILTY WITH SAND (ML) POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GM) CLAY AND SILT (CL-ML) POORLY GRADED SAND WITH SILT AND GRAVEL (SP-SM) 1.04 0.27 0.40 NM 0.22 3.17 33.64 100.23 NM 43.25 APPENDIX Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, IDDATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ K L F _ S I E V E A N A L Y S I S ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 0 1 : 0 8 P M B Y : B R C a m p b e l l 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.001 0.01 0.1 1 10 100 Sample Description LL PL PI %SiltCu %ClayCcExploration ID Depth (ft.) B-7 SIEVE ANALYSIS 50 HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS 1403 4 20 40 BO U L D E R 6 601.5 8 14 3/4 1/212 3/8 3 1002 4 16 301 2006 10 Sieve Analysis and Hydrometer Analysis testing performed in general accordance with ASTM D422. NP = Nonplastic NM = Not Measured D60 D30 D10D100 Passing 3/4" Passing #4 Passing #200 NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM 0.622 4.892 2.184 0.719 NM 0.077 0.287 0.226 0.254 0 10 - 11.5 5 - 5.5 6 - 7 11 - 12 99 50 30 35 49 81 49 68 87 4.75 37.5 50 50 37.5 NM NM NM NM NM NM NM NM NM NM Exploration ID Depth (ft.) PE R C E N T F I N E R B Y W E I G H T GRAIN SIZE IN MILLIMETERS medium fine GRAVEL SANDCOBBLEcoarse coarse CLAY SILTfine Coefficients of Uniformity - Cu = D60 / D10 Coefficients of Curvature - CC = (D30)2 / D60 D10 D60 = Grain diameter at 60% passing D30 = Grain diameter at 30% passing D10 = Grain diameter at 10% passing NM 9.8 5.0 4.7 3.4 0 10 - 11.5 5 - 5.5 6 - 7 11 - 12 FT-1 P-1 TP-1 TP-3 TP-4 FT-1 P-1 TP-1 TP-3 TP-4 NM 9.39 24.605 15.684 7.685 SILT (ML) POORLY GRADED GRAVEL WTIH SILT AND SAND (GP-GM) POORLY GRADED GRAVEL WTIH SAND (GP) WELL GRADED GRAVEL WITH SAND (GW) POORLY GRADED GRAVEL WITH SAND (GP) NM 0.53 3.39 1.34 0.27 NM 121.51 85.78 69.29 30.26 APPENDIX Costco Meridian Warehouse On-Site SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, IDDATE: 9/8/2017 DRAWN BY: MM REVISED: 9/8/2017 PROJECT NO.: 20180872 CHECKED BY: RS gI N T F I L E : K l f _ g i n t _ m a s t e r _ 2 0 1 7 P R O J E C T N U M B E R : 2 0 1 8 0 8 7 2 . 0 0 1 A O F F I C E F I L T E R : S E A T T L E gI N T T E M P L A T E : E : K L F _ S T A N D A R D _ G I N T _ L I B R A R Y _ 2 0 1 7 . G L B [ _ K L F _ S I E V E A N A L Y S I S ] PL O T T E D : 0 9 / 1 8 / 2 0 1 7 0 1 : 0 9 P M B Y : B R C a m p b e l l A p p e n d i x C 20180872.001A/SEA17R67063 March 22, 2018 © 2018 Kleinfelder www.kleinfelder.com APPENDIX C CORROSIVITY LABORATORY TESTING ____________________________________________________________________________ Am Test Inc. 13600 NE 126TH PL Suite C Kirkland, WA 98034 (425) 885-1664 www.amtestlab.com Professional Analytical Services ANALYSIS REPORT KLEINFELDER Date Received: 06/27/17 14710 NE 87th St Date Reported: 8/ 3/17 Redmond, WA 98052 Attention: MICHAEL MAGNAN Project Name: COSTCO MERIDIAN Project #: 20180872 PO Number: 20180872 All results reported on an as received basis. _________________________________________________________________________________________________ AMTEST Identification Number 17-A009824 Client Identification FT-1 0-2' Sampling Date 06/17/17, 02:00 Conventionals PARAMETER RESULT UNITS Q D.L. METHOD ANALYST DATE pH 6.0 unit 1 SW-846 9045D MJ 06/29/17 Resistivity 2400 ohms cm 100 ASTM G-187 SW 07/11/17 Minerals PARAMETER RESULT UNITS Q D.L. METHOD ANALYST DATE Sulfate 28. ug/g 10 EPA 300.0 JC 07/20/17 Chloride < 10 ug/g 10 EPA 300.0 JC 08/03/17 _________________________________ Kathy Fugiel President