Loading...
PZ - GeoTech Report('�KLEIMFELDAER Bright People. Right Solutions. 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 OCTOBER 9, 2017 Copyright 2017 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 i of iv October 9, 2017 © 2017 Kleinfelder www.kleinfelder.com A Report Prepared for: Mr. Peter Kahn AVP of Real Estate Development Costco Wholesale, Inc. 999 Lake Drive Issaquah, WA 98027 (KLE/NFELDER sdght p ople./light scluri— GEOTECHNICAL ENGINEERING REPORT PROPOSED COSTCO WHOLESALE WAREHOUSE SW CORNER OF W CHINDEN BLVD & N TEN MILE RD MERIDIAN, ID 83646 CW# 16-0096 Prepared by: DRAFT Brett R. Campbell, EIT Geotechnical Engineer Reviewed by: 177a\3\ John Diamond, P.E. Senior Geotechnical Engineer KLEINFELDER 14710 NE 87th Suite 100 Redmond, WA 98052 Phone: 425.636.7900 Fax: 425.636.7901 October 9, 2017 Kleinfelder Project No: 20180872.001A DRAFT Marcus B. Byers, P.E., P. Eng. Principal Geotechnical Engineer Senior Project Manager 20180872.001A/SEA17R67063 Page ii of iv October 9, 2017 © 2017 Kleinfelder www.kleinfelder.com KLE/NFELOER 9nght people. R;qht Solutiom. 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...............................................26 5.2.1 General....................................................................................................26 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 APPENDICES A Exploration Logs B Geotechnical Laboratory Testing C Corrosivity Laboratory Testing 20180872.001A/SEA17R67063 Page iv of iv October 9, 2017 © 2017 Kleinfelder www.kleinfelder.com Geotechnical _ ' " ' Yes Checklist No or NA Describe / CommentsSummary _ _ 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): ❑ ❑ Design Finished Floor Elevation (FFE) (describe): ❑ x Not Provided Basis for FFE (assumed, per Civil) (describe): ❑ x Not Provided Effects of change to assumed FFE (describe): x ❑ Increased fill could cause additional short term settlement Maximum anticipated cuts (describe): x ❑ Assumed 5 feet 1.2 Maximum anticipated fills (describe): x ❑ Assumed 5 feet 1.2 Cross sections prepared for sites that are not essentially flat ❑ x Flat Site 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 No grading plans provided 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 Geotechnical Summary Checklist Topsoil samples collected / analyzed Yes El No or NA Describe / Comments _ W 00 Corrosivity testing performed/addressed x El4.9 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, rade 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 I recompaction required Depth (describe): ❑ x Extent (include cross-section diagram) ❑ x Pad subgrade stabilization required (describe): ❑ x Surcharge Height (describe): x Lateral extent (describe): r[E] x Estimated duration (describe): x Shallow Foundations Pounds per square foot (kPa per m) allowable soil bearing pressure(describe): x ❑ T 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 No Geotechnical Investigation Yes or Describe / Comments M Summary _ NA Specification for offsite pavement sections included ❑ x ❑ Between borings, however Data Gaps / Unknowns (describe): X soils seem consistent 1 KCL NFELOER Bright People. Right WWI— 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. A grading plan was not available at the time this report was completed, however, based on the existing site grade we anticipate cut and fill depths will 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 1/2 inch differential. We may revise the bearing pressure upward once grading plans are available for review. • 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. 20180872.001A/SEA17R67063 Page 2 of 35 October 9, 2017 © 2017 Kleinfelder www.kleinfelder.com 1 INTRODUCTION 1.1 GENERAL (KL AlrELOER Bright Mope, Bight So/WI- This draft report presents the results of Kleinfelder's geotechnical engineering study for proposed Costco Wholesale 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 4 of 35 October 9, 2017 © 2017 Kleinfelder www.kleinfelder.com 1 KLE/NFELOER Brlyht ptnpIt. Right Sntuhcnc 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: • 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. 20180872.001A/SEA17R67063 Page 6 of 35 October 9, 2017 © 2017 Kleinfelder www.kleinfelder.com 2 SITE CONDITIONS 2.1 SITE DESCRIPTION KKLE/NFELOER "ht PooOle, "ht Soluhom 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. Grading plans are not currently available, however, based on the existing site grade we anticipate cut and fill depths will be on the order of five (5) feet or less. Additionally, based on past experience we anticipate that 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 be about 4 feet below existing grade. 20180872.001A/SEA17R67063 Page 8 of 35 October 9, 2017 © 2017 Kleinfelder www.kleinfelder.com (KLE/NFELDER \` Bright People. Bight Solutions 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 10 of 35 October 9, 2017 © 2017 Kleinfelder www.kleinfelder.com KLE/NFELDER Bright People. Right Solutiom Table 1 2012 ISC Seismic Design Parameters Design Parameter Recommended Value Site Class D Ss (g) 0.295 S1 (g) 0.104 Fa 1.564 F„ 2.385 SMS (g) 0.461 SM1 (g) 0.247 SDS (g) 0.308 Soy (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. Kleinfelder will re-evaluate these pressures for our final report once site grading plans are known. 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 12 of 35 October 9, 2017 © 2017 Kleinfelder www.kieinfelder.com (KLE NFEL DER Bright People. Right 50100M Settlement Settlement of light poles or the fuel facility canopy supported on drilled piles, as recommended, is estimated to be less than 1/2 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 1/2 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 14 of 35 October 9, 2017 © 2017 Kleinfelder www.kleinfelder.com ___111 KLE/NFELOER Bright People. Right5olutloni 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 16 of 35 October 9, 2017 © 2017 Kleinfelder www.kleinfelder.com 1 KL E/NFEL DER Bright people. Bight Solutiom 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 18 of 35 October 9, 2017 © 2017 Kleinfelder www.kleinfelder.com 1 KL E/NFEL DER Bright People Right SWutlom 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 ll. 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 20 of 35 October 9, 2017 © 2017 Kleinfelder www.kleinfelder.com KL E/NFEL DER Bright People. Bight Selutiont 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 ASTM D1557. 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 soft or yielding during proof rolling should be overexcavated to a firm and 20180872.001A/SEA17R67063 Page 22 of 35 October 9, 2017 © 2017 Kleinfelder www.kleinfelder.com KLE/NFELOER \. MghtPeoyre.aynrsolutlo- 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 24 of 35 October 9, 2017 © 2017 Kleinfelder www.kleinfelder.com ("KL Mghtpeople. Hight Solutions 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 50OX 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. 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 20180872.001A/SEA17R67063 Page 26 of 35 October 9, 2017 © 2017 Kleinfelder www.kleinfelder.com (KL AIFEL DER \\� Bright People. Night Solut/om Table 7 Structural Fill Placement and Compaction Criteria Fill Location Material Percent Moisture Minimum Compaction Testing Type Compaction p Content Frequency Per Lift Top 6 inches of interior Imported 95 minimum, +3%timum and exterior concrete slab Aggregate Base Modified Proctor f optimum of 10,000 Square Feet subgrade (ASTM D 1557) Below the top 6 inches of 95 minimum, interior and exterior On-site or Modified Proctor -1 to +3% 10,000 Square Feet concrete slab subgrade, Imported soils (ASTM D 1557) of optimum pavement Foundation wall backfill, Imported Granular Soils 92 minimum, Modified Proctor -1 to +3% 1,000 Square Feet and retaining wall backfill with less than (ASTM D 1557) of optimum 12% NP fines Utility trenches backfill On-site or Imported soils 95 minimum, Modified Proctor -1 to +3% of optimum 150 Linear Feet (ASTM D 1557) Lawns or Unimproved On-site soils 92 minimum, Modified Proctor -3 to +4% 20,000 Square Feet areas (ASTM D 1557) of optimum '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. 20180872.001A/SEA17R67063 Page 28 of 35 October 9, 2017 © 2017 Kleinfelder www.kleinfelder.com (KLE/NFEL DER bright People. Right WWI— 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 30 of 35 October 9, 2017 © 2017 Kleinfelder www.kleinfelder.com KLE/NFELOER 869ht 0.ropk. flight S&l W- 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 32 of 35 October 9, 2017 © 2017 Kleinfelder www.kleinfelder.com KKLE/NFELDER &fight people. Night SOlpt/OM 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 34 of 35 October 9, 2017 © 2017 Kleinfelder www.kleinfelder.com KL EINF-EL DER Bright People. Right Solutions. r'RVJCs.I IV V. <V loVol< VICINITY MAP DRAWN BY: JS (01KL E/NFEL DER CHECKED BY: JD 1 PROPOSED COSTCO WAREHOUSE Bright People. Right Solutions. DATE: September 2017 SW CORNER OF W CHINDEH BLVD & N 10 MILE RD REVISED: MERIDIAN, IDAHO PAGE: 1 of 1 • ID 16'x= '� ''"{j�\ { i I I IDM _:. Star 1 ID ds -- w -stile 511-1`— West irate SUM ID Sa ,_-- --- T.fID - li _. •` :. - - _- - E i Eagle Island _ _. I srafe Park Edgle ID 16 'Island _� 1 ID 76 • t I ��.-.c , ♦� 1 r'RVJCs.I IV V. <V loVol< VICINITY MAP DRAWN BY: JS (01KL E/NFEL DER CHECKED BY: JD 1 PROPOSED COSTCO WAREHOUSE Bright People. Right Solutions. DATE: September 2017 SW CORNER OF W CHINDEH BLVD & N 10 MILE RD REVISED: MERIDIAN, IDAHO PAGE: 1 of 1 • ID 16'x= '� ''"{j�\ { i I I IDM _:. Star 1 ID ds -- w -stile 511-1`— West irate SUM ID Sa ,_-- --- T.fID - li _. •` :. [L - E i Eagle Island _ _. ! srafe Park Edgle ID 16 'Island _� 1 ID 76 • t I ��.-.c , ♦� 1 1016 , SITE ID i6 _.- _-_I---T— _ West Chindw Bw/rvwd '- 7.11536 West Cnnden Boulevard - Fasta.iaen BOWewrd- I1S Z5 j I � � r - _ v _�.?Arfa��_� �.-.-.«�.�..�.�•�.�.�.�.�. �_._ .e �__ 1..::: - —e".'._ I i 'j 'i I�� West INKY Rwd _ [e11 U5If1, Read 2 I _ Not to Scale e c The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Weinfelder makes no •� representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such Information. This document Is not Intended for - - -- i 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 party using or misusing the information. — — — �' �' — -- — �� — �� — — —.� —---Merldlan— -- Reference: ClpenStreetMap, 2017. rlrl IDC r'RVJCs.I IV V. <V loVol< VICINITY MAP DRAWN BY: JS (01KL E/NFEL DER CHECKED BY: JD 1 PROPOSED COSTCO WAREHOUSE Bright People. Right Solutions. DATE: September 2017 SW CORNER OF W CHINDEH BLVD & N 10 MILE RD REVISED: MERIDIAN, IDAHO PAGE: 1 of 1 KL E//VFEL DER Bright People. Right Solutions. a SAMPLER AND DRILLING METHOD GRAPHICS BULK / GRAB / BAG SAMPLE MODIFIED CALIFORNIA SAMPLER (2 or 2-1/2 in. (50.8 or 63.5 mm.) outer diameter) CALIFORNIA SAMPLER (3 in. (76.2 mm.) outer diameter) STANDARD PENETRATION SPLIT SPOON SAMPLER (2 in. (50.8 mm.) outer diameter and 1-3/8 in. (34.9 mm.) inner diameter) SHELBY TUBE SAMPLER NO CORE SAMPLE (1.874 in. (47.6 mm.) core diameter) HOLLOW STEM AUGER SOLID STEM AUGER WASH BORING VANE SHEAR GROUND WATER GRAPHICS SZ WATER LEVEL (level where first observed) t WATER LEVEL (level after exploration completion) $L WATER LEVEL (additional levels after exploration) Awl OBSERVED SEEPAGE NOTES • 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 UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2487) PROJECT NO.: 20180872 DRAWN BY: KL E/NFEL DER CHECKED BY: Bright People. Right Solutions. DATE: REVISED: GRAPHICS KEY Costco Meridian Warehouse On -Site LEGEND SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID .1111111 WELL -GRADED GRAVELS, CLEAN Cu?4 and •' GW GRAVEL -SAND MIXTURES WITH GRAVEL 15Ccs-3 • LITTLE OR NO FINES > WITH POORLY GRADED GRAVELS, u <5% FINES Cu<4 and/ C o 0 GP GRAVEL -SAND MIXTURES WITH s 1>Cc>3 o LITTLE OR NO FINES m WELL -GRADED GRAVELS, • GW -GM GRAVEL -SAND MIXTURES WITH Cu24 and • LITTLE FINES 21 ca 1sCcs3 WELL -GRADED GRAVELS, GRAVELS • GW -GC GRAVEL -SAND MIXTURES WITH o WITH • LITTLE CLAY FINES t 5% TO POORLY GRADED GRAVELS, 12% y FINES ° GP -GM GRAVEL -SAND MIXTURES WITH a'� m Cu<4 and! LITTLE FINES 0 0 0 or 1>Cc>3 POORLY GRADED GRAVELS, m o GP -GC GRAVEL -SAND MIXTURES WITH = o LITTLE CLAY FINES s m 2 GM SILTY GRAVELS, GRAVEL -SILT -SAND $ 0 MIXTURES ° GRAVELS —° WITH > GC CLAYEY GRAVELS, W 12% GRAVEL -SAND -CLAY MIXTURES c FINES 16 E GC -GM CLAYEY GRAVELS, o GRAVEL -SAND -CLAY -SILT MIXTURES m G c WELL -GRADED SANDS, r CLEAN Cu -6 and SW SAND -GRAVEL MIXTURES WITH SANDS 1sCF3 LITTLE OR NO FINES ? y WITH 5% :'•'•• POORLY GRADED SANDS, 43 FINES SP SAND -GRAVEL MIXTURES WITH J or 1 Ccn3 LITTLE OR NO FINES 0 w WELL -GRADED SANDS, c w Y SW -SM SAND -GRAVEL MIXTURES WITH Z Cu?6 and LITTLE FINES N1sCcs3 WELL -GRADED SANDS, SANDS SW -SC SAND -GRAVEL MIXTURES WITH WITH LITTLE CLAY FINES 0 .0 5% TO U 12% POORLY GRADED SANDS, FINES SP -SM SAND -GRAVEL MIXTURES WITH Cu <6 and/ ::' :' LITTLE FINES : • POORLY GRADED SANDS, or 1>Cc>3 o SP -SC SAND -GRAVEL MIXTURES WITH i0 LITTLE CLAY FINES t t SM SILTY SANDS, SAND -GRAVEL -SILT MIXTURES • SANDS WITH > SC CLAYEY SANDS, p 12% SAND -GRAVEL -CLAY MIXTURES FINES Q SC -SM CLAYEY SANDS, SAND -SILT -CLAY MIXTURES ML INORGANIC SILTS AND VERY FINE SANDS, SILTY OR CLAYEY FINE SANDS, SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CIL SILTS AND CLAYS CLAYS, SANDY CLAYS, SILTY CLAYS, LN CLAYS EA INORGANIC CLAYS -SILTS OF LOW PLASTICITY, GRAVELLY CL -ML N E d (Liquid Limit Q 16:5.0>D � 0>i less than 50) CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS W w d N Zm — o — ORGANIC SILTS & ORGANIC SILTY CLAYS OF L W o — OL LOW PLASTICITY c E WACLAYS INORGANIC SILTS, MICACEOUS OR � °' m MH �M W 0 Y Z o SILTS (LiCHCLAYS DIATOMAC OUS FINE SAND OR SILT INORGANIC CLAYS OF HIGH PLASTICITY, FAT LL g grea ORGANIC CLAYS &ORGANIC SILTS OF OH MEDIUM -TO -HIGH PLASTICITY PROJECT NO.: 20180872 DRAWN BY: KL E/NFEL DER CHECKED BY: Bright People. Right Solutions. DATE: REVISED: GRAPHICS KEY Costco Meridian Warehouse On -Site LEGEND SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID Date Begin - End: 6/17/2017 Drilling Company: Haztech BORING LOG B-1 Logged By: M. Magnan Drill Crew: Dave Hor.-Vert. Datum: Not Available Drilling Equipment: CME -55 Track Rig Plunge: -90 degrees Drilling Method: Hollow Stem Auger Weather: Sunny Auger Diameter: 8" in. O.D. FIELD EXPLORATION LABORATORY RESULTS Z N ^ U ^ o X.2 w rn Latitude: 43.66020° N "= o a o o v N aNi Longitude: -116.43780° E T m`2 o N -S d wSurface V Condition: Farm Land t- 0) o om Z p C •C m J w o 'U o 3o N Z U E v c y Ni Z N d O v E o 0 m� cgs W? 5 rn 0 o a a _j a? ¢� Lithologic Description rn SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace BC=5 8" ° e) Poorly graded GRAVEL with Sand (GP): fine to O coarse-grained, sub -rounded, tan, moist, medium 6 dense to very dense 03 5-)" 1.9 BC=4 8" o Q 8 23 0 o BC=20 12" 31 oa 36 0 10 0 Q BC=15 12" 28 a 28 03 a o Q a 15 a _ becomes wet 24.4 BC=1 10" 5 -0 3 7 a 03 a 0 Q O o 3 feet of heave - no sample 20 The boring was terminated at approximately 20 ft. GROUNDWATER LEVEL INFORMATION: below ground surface. The boring was backfilled g Groundwater was observed at approximately 15 ft. below ground with auger cuttings and bentonite on June 17, 2017. surface during drilling. PROJECT NO.: 20180872 BORING LOG B-1 EXPLORATION DRAWN BY: MM KL E/NFEL DER CHECKED BY: RS B_ 1 Costco Meridian Warehouse On -Site \ Bright People. Right Solutions. DATE: 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 9/8/2017 PAGE: 1 of 1 Date Begin - End: 6/12/2017 Drilling Company: Haztech BORING LOG B-3 Logged By: M. Magnan Drill Crew: Dave Hor.-Vert. Datum: Not Available Drilling Equipment: CME -55 Track Rig Plunge: -90 degrees Drilling Method: Hollow Stem Auger Weather: Cloudy Auger Diameter: 8" in. O.D. FIELD EXPLORATION LABORATORY RESULTS (D ^ ° X w rn Latitude: 43.66020° N " _ 0° 'o � b a Longitude: -116.43630° E T o N C a Co w Surface Condition: Farm Land F— ; Z '. D1 m J Y o U U- d E �m iii N U UZ p U E C U C G = G N C N 7 U Z Na U °D E d o C�7 mD ? ' cn 00 o a. Q. � a z ¢ � Lithologic Description in SILT (ML): light brown, moist, stiff, trace fine grained sand 30.6 29 Gravel of Whitney Terrace BC --12 18" Silty GRAVEL with Sand (GM): fine to27 coarse-grained, sub -rounded, tan, moist, dense to 36 very dense 5 -BG--12 10" DT 26 28 BC=16 10" 30 40 10—RBC=30 12" becomes wet 31 25 15 BC=22 12" To 50/6" 20 BC=15 10" 25 50/4" The boring was terminated at approximately 21.5 ft. GROUNDWATER LEVEL INFORMATION: below ground surface. The boring was backfilled S Groundwater was observed at approximately 10.5 ft. below with auger cuttings and bentonite on June 12, 2017. ground surface during drilling. PROJECT NO.: 20180872 BORING LOG B-3 EXPLORATION DRAWN BY: MM KL E/NFEL DER CHECKED BY: RS B-`3 Costco Meridian Warehouse On -Site \ Bright People. Right Solutions. DATE: 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 9/8/2017 PAGE: 1 of 1 0 0 F a h W W H 0 z W 0 w Date Begin - End: 6/12/2017 Drilling Company: Haztech BORING LOG B-5 Logged By: M. Magnan Drill Crew: Dave Hor.-Vert. Datum: Not Available Drilling Equipment: CME -55 Track Rig Plunge: -90 degrees Drilling Method: Hollow Stem Auger Weather: Cloudy Auger Diameter: 8" in. O.D. FIELD EXPLORATION LABORATORY RESULTS V X Nallo-i. Latitude: 43.66040° N ' oc6 Drn Longitude: -11643780° E T ° Of oa) —3: Eo pUN Co wnN surface Condition: Farm Land v a> E o U E ' ❑N- fz ❑ N C7 Fn =1 x ? n TO ❑ N ca v ❑ a a _j n. z N Q co Lithologic Description (n SILT (ML): light brown, moist, stiff, trace fine grained sand Gravel of Whitney Terrace BC=4 10" Poorly graded GRAVEL with Silt and Sand (GM): o fine to coarse-grained, sub -rounded, tan, moist, 23 0 dense to very dense 5 o BC=7 3" 16 01 28 O 0 4.3 BC=18 12" 0 27 0 27 0 10—:)( 01 BC=7 10" o becomes wet 27 21 0 0 0 O 15 0 p BC=14 6" 23 01133 0 0 O 0 O 20 0 8C--5015" 3" The boring was terminated at approximately 20.5 ft. GROUNDWATER LEVEL INFORMATION: below ground surface. The boring was backfilled g Groundwater was observed at approximately 10.5 ft. below with auger cuttings and bentonite on June 12, 2017. ground surface during drilling. PROJECT NO.: 20180872 BORING LOG B-5 EXPLORATION DRAWN BY: MM KL E/NFEL DER CHECKED BY: RS B-5 Costco Meridian Warehouse On -Site Bright People. Right Solutions. DATE: 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 9/8/2017 PAGE: 1 of 1 Date Begin - End: 6/13/2017 Drilling Company: Haztech BORING LOG B-7 Logged By: M. Magnan Drill Crew: Dave Hor.-Vert. Datum: Not Available Drilling Equipment: CME -55 Track Rig Plunge: -90 degrees Drilling Method: Hollow Stem Auger Weather: Cloudy Auger Diameter: 8" in. O.D. FIELD EXPLORATION LABORATORY RESULTS NU ^ X V w m Latitude: 43.66040° N "= o o o a) aNi Longitude: -116.43670° E 3 — S N E w m Surface Condition: Farm Land E— rn rn i Y o Co a rs m E om uo ar O �Z o U E c m = c N c 3 Z �� o E o mD ? = cn 3:0 o n. a a z ¢ tr Lithologic Description (n SILT (ML): light brown, moist, stiff, trace fine grained sand 28.8 23 NP BC=1 18" 0 1 5 Gravel of Whitney Terrace BC=9 10" Silty GRAVEL with Sand (GM): fine to 14 coarse-grained, sub -rounded, tan, moist, dense to 27 very dense BC --22 8" 21 31 10 BC=14 6" 14 14 becomes wet 15 BC=13 12" 15 16 20 BC=15 10" 50/5" The boring was terminated at approximately 21 ft. GROUNDWATER LEVEL INFORMATION: below ground surface. The boring was backfilled s Groundwater was observed at approximately 12.5 ft. below with auger cuttings and bentonite on June 13, 2017. ground surface during drilling. PROJECT NO.: 20180872 BORING LOG B-7 EXPLORATION DRAWN BY: MM KL E/NFEL DER CHECKED BY: RS B-7 Costco Meridian Warehouse On -Site \ Bright People. Right Solutions. DATE: 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 9/8/2017 PAGE: 1 of 1 Date Begin - End: 6/13/2017 Drilling Company: Haztech BORING LOG B-9 Logged By: M. Magnan Drill Crew: Dave Hor.-Vert. Datum: Not Available Drilling Equipment: CME -55 Track Rig Plunge: -90 degrees Drilling Method: Hollow Stem Auger Weather: Cloudy Auger Diameter: 8" in. O.D. FIELD EXPLORATION LABORATORY RESULTS d 6 ^ o X V +N rn Latitude: 43.66040° N "= m° o a o o NIL y Longitude: -116.43580° E T d o - E O Surface Condition: Farm Land F N �t0 L,� o C .-. O) m J _ O C Y o n cL E U1 $� O U E c C C 65 C m U Na O o f o 3`0 ai:s W ? 5 rn Li o a n. _j a ? ¢ W Lithologic Description CO SILT (ML): light brown, moist, stiff, trace fine grained sand BC=2 12" 5 7 5 111 BC=12 12" 21 29 Gravel of Whitney Terrace Silty GRAVEL with Sand (GM): fine to coarse-grained, sub -rounded, tan, moist, medium dense to very dense BC_ 3" 50/2" 10—)()BC=20 3.2 S. 27 28 becomes wet 15 Do BC=50/3" f 2" 20 DT BC=12 9" 7 14 The boring was terminated at approximately 21.5 ft. GROUNDWATER LEVEL INFORMATION: below ground surface. The boring was backfilled Y Groundwater was observed at approximately 13 ft. below ground with auger cuttings and bentonite on June 13, 2017, surface during drilling. PROJECT NO.: 20180872 BORING LOG B-9 EXPLORATION rKL DRAWN BY: MM INF -ELDER CHECKED BY: RS B_9 Costco Meridian Warehouse On -Site Bright People. Right Solutions. DATE: 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 9/8/2017 PAGE: 1 of 1 Date Begin - End: 6/14/2017 Drilling Company: Haztech BORING LOG B-11 Logged By: M. Magnan Drill Crew: Dave Hor.-Vert. Datum: Not Available Drilling Equipment: CME -55 Track Rig Plunge: -90 degrees Drilling Method: Hollow Stem Auger Weather: Cloudy Auger Diameter: 8" in. O.D. FIELD EXPLORATION LABORATORY RESULTS N U .-. o X.0 .N-. rn Latitude: 43.66070° N " = o ° o ) Longitude: -116.43720° E T m° � c � N EL C EL F t Surface Condition: Farm Land F . i! 0) : o C y v d om o ro 0 z o c c c g z o p 0 m12 � ? cn U o a a I IL a z Q Lithologic Description W SILT (ML): light brown, moist, stiff, trace fine grained sand BC=6 14" 8 9 5 BC=6 6" 13 15 Gravel of Whitney Terrace BC --20 6" Gravelly SILT with Sand (ML): fine to 12 coarse-grained, sub -rounded, tan, moist, dense to 27 very dense 10 BC=9 6" 27 29 becomes wet 15 13.1 61 BC=20 8" 29 40 20 BC=29 12" 33 50/4" The boring was terminated at approximately 21.5 ft. GROUNDWATER LEVEL INFORMATION: below ground surface. The boring was backfilled S Groundwater was observed at approximately 14.5 ft. below with auger cuttings and bentonite on June 14, 2017. ground surface during drilling. PROJECT NO.: 20180872 BORING LOG B-11 EXPLORATION DRAWN BY: MM KL E/NFEL L7ER CHECKED BY: RS B-11 Costco Meridian Warehouse On -Site Bright People. Right Solutions. DATE: 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 9/8/2017 PAGE: 1 of 1 LL Y Date Begin - End: 6/14/2017 Drilling Company: Haztech BORING LOG B-13 Logged By: M. Magnan Drill Crew: Dave Hor.-Vert. Datum: Not Available Drilling Equipment: CME -55 Track Rig Hammer Type - Drop: 140 Ib. Auto - 30 in. Plunge: -90 degrees Drilling Method: Hollow Stem Auger Weather: Cloudy Auger Diameter: 8" in. O.D. FIELD EXPLORATION LABORATORY RESULTS NU .-. X.0 ..N. 0) Latitude: 43.66070° N a) " d o 0 a o ) Longitude: -116.43580° E T m° of o N Q wSurface U Condition: Farm Land F z _— C 'C Y o .,_., p. _NO O' M U t 0) p Z O U C 'y C 'y U .N Z O o t7 W z :3 cn v a a a _, Q. ? ¢ a Lithologic Description U)H SILT (ML): light brown, moist, stiff, trace fine 95 AS D698 Method A= grained sand Max. Dry Unit Wt.: 106.1 pcf Opt. Water Content: 17.6% 19.9 BC=7 18" 9 12 5 Poorly graded GRAVEL with Silt and Sand BC --13 12" ° (GP -GM): fine to coarse-grained, sub -rounded, tan, 15 oI moist, very dense 36 011 o BC=12 10" 32 01 42 0 10 ° BC=44 10" 0 50/4" 0 O 0 O o - o becomes wet 15 BC=5 8" 0 18 50/6" 0 0 O 0 O 20 ° BC=25 10" 0 45 0 42 The boring was terminated at approximately 21.5 ft. GROUNDWATER LEVEL INFORMATION: below ground surface. The boring was backfilled g Groundwater was observed at approximately 14.5 ft. below with auger cuttings and bentonite on June 14, 2017. ground surface during drilling. PROJECT NO.: 20180872 BORING LOG B-13 EXPLORATION DRAWN BY: MM KL E/NFEL DER CHECKED BY: RS B-1 B-13 Costco Meridian Warehouse On -Site \ Bright People. Right Solutions. DATE: 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 9/8/2017 PAGE: 1 of 1 Date Begin - End: 6/14/2017 Drilling Company: Haztech BORING LOG B-15 Logged By: M. Magnan Drill Crew: Dave Hor.-Vert. Datum: Not Available Drilling Equipment: CME -75 (truck -mounted) Hammer Type - Drop: 140 ib. Auto - 30 in. Plunge: -90 degrees Drilling Method: Hollow Stem Auger Weather: Cloudy Auger Diameter: 8" in. O.D. FIELD EXPLORATION LABORATORY RESULTS d V X V 42 rn Latitude: 43.66090° N "< o 0 o ro °Ni F Longitude: -116.43730° E T m� S o N d wSurface Condition: Farm Land 12 I irk O 'C w o c w 'L L o a D. E °o ° E °' c C n CU N Z Na O o f o c� m� � z 5 cn U o a a '_-6i a? Q W Lithologic Description co SILT (ML): light brown, moist, stiff, trace fine grained sand BC=15 18" 8 9 531j 5.8 6.3 Gravel of Whitney Terrace BC=12 10" 33 Poorly graded GRAVEL with Sand (GP): fine to 8 o coarse-grained, sub -rounded, tan, moist, dense to very dense o Q oO BC --156 10 " o3 35 o °e5 BC=15 10" 10 0 Q o", 32 TOQ o Q O 0 o3 A - O becomes wet 15 Q BC=8 10" oQ 12 25 0 o Q o Q Q ° BC=20 12" 20 O C Q 21 0 37 The boring was terminated at approximately 21.5 ft. GROUNDWATER LEVEL INFORMATION: below ground surface. The boring was backfilled g Groundwater was observed at approximately 14.5 ft. below with auger cuttings and bentonite on June 14, 2017. ground surface during drilling. PROJECT NO.: 20180872 BORING LOG B-15 EXPLORATION DRAWN BY: MM KL E/NFEL DER CHECKED BY: RS B-1 B-15 Costco Meridian Warehouse On -Site \ Bright People. Right Solutions. DATE: 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 9/8/2017 PAGE: 1 of 1 Date Begin - End: 6/14/2017 Drilling Company: Haztech BORING LOG B-17 Logged By: M. Magnan Drill Crew: Dave Hor.-Vert. Datum: Not Available Drilling Equipment: CME -75 (truck -mounted) Hammer Type - Drop: 140 Ib. Auto - 30 in. Plunge: -90 degrees Drilling Method: Hollow Stem Auger Weather: Cloudy Auger Diameter: 8" in. O.D. FIELD EXPLORATION LABORATORY RESULTS m Latitude: 43.66090° N m o N aNi E Longitude: -116.43610° E T m° d o - c d Surface Condition: Farm Land F o .- Y o c L .0 CL m O_ E om U C N 0 Z 175. o U) L y� c c •m c •N 0 z 11 o N o c� 0O 1 z 5 rn � v o a a (L z Q Lithologic Description U) SILT (ML): light brown, moist, stiff, trace fine grained sand BG --10 18" 9 14 5 Gravel of Whitney Terrace BC=8 12" Poorly graded SAND with Silt and Gravel (SP -SM): 20 fine to coarse-grained, sub -rounded, tan, moist, 27 dense to very dense BC=10 10" 19 30 10_':** BC=22 10" 40 41 15j:becomes wet SP -SM 10.6 54 5.6 BC=16 12" 35 41 20-::.. Ijr BC=25 10" 37 47 The boring was terminated at approximately 21.5 ft. GROUNDWATER LEVEL INFORMATION: below ground surface. The boring was backfilled Q Groundwater was observed at approximately 15 ft. below ground with auger cuttings and bentonite on June 14, 2017. surface during drilling. PROJECT NO.: 20180872 BORING LOG B-17 EXPLORATION DRAWN BY: MM KL E/NFEL DER CHECKED BY: RS B-17 Costco Meridian Warehouse On -Site \ Bright People. Right Solutions. DATE; 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 9/812017 PAGE: 1 of 1 Date Begin - End: 6/15/2017 Drilling Company: Haztech BORING LOG B-19 Logged By: M. Magnan Drill Crew: Dave Hor.-Vert. Datum: Not Available Drilling Equipment: CME -75 (truck -mounted) Hammer Type - Drop: 140 Ib. Auto - 30 in. Plunge: -90 degrees Drilling Method: Hollow Stem Auger Weather: Cloudy Auger Diameter: 8" in. O.D. FIELD EXPLORATION LABORATORY RESULTS rn Latitude: 43.66110" N "= o o N m Longitude: -116.43750° E T m° e °_ . -S IL o Condition: Farm Land F- Z� cc w '� M Q. Q £ 3 o j Z U II (n U '°'' C = c c N 7 Z y(L o 'O E o c� m� o ? � rn U o VNi a li _j n ? a W Lithologic Description u) SILT (ML): light brown, moist, stiff, trace fine grained sand BC=9 18" 18 27 5 Gravel of Whitney Terrace BC=10 12" ° Poorly graded GRAVEL with Silt and Sand 24 o (GP -GM): fine to coarse-grained, sub -rounded, tan, Do 0 moist, dense to very dense o BC=12 10" 27 0 41 0 10 ° 2.2 6.3 BC=12 10" 0 37 0 39 O 0 O o - o becomes wet 15 BC=15 12" 0 12 13 0 0 O 0 O 20 ° BC- -1512" 23 0 23 The boring was terminated at approximately 21.5 ft. GROUNDWATER LEVEL INFORMATION: below ground surface. The boring was backfilled s Groundwater was observed at approximately 14.5 ft. below with auger cuttings and bentonite on June 15, 2017. ground surface during drilling. PROJECT NO.: 20180872 BORING LOG B-19 EXPLORATION DRAWN BY: MM KL E/NFEL DER CHECKED BY: RS g- � g Costco Meridian Warehouse On -Site \ Bright People. Right Solutions. DATE: 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 9/8/2017 PAGE: 1 of 1 Date Begin - End: 6/15/2017 Drilling Company: Haztech BORING LOG B-21 Logged By: M. Magnan Drill Crew: Dave Hor.-Vert. Datum: Not Available Drilling Equipment: CME -75 (truck -mounted) Hammer Type - Drop: 140 Ib. Auto - 30 in. Plunger -90 degrees Drilling Method: Hollow Stem Auger Weather: Cloudy Auger Diameter: 8" in. O.D. FIELD EXPLORATION LABORATORY RESULTS S o U fn CD Latitude: 43.66110° N a) I _ 'o g o v o (D w (n Longitude: -116.43650° E m° o N E D n� ~ w Surface Condition: Farm Land 2? m m o c Y 5. m E o m Ui 75 U£ ' N N .2 ZCIL m v E o C9 3g m§ z rn cv o a n _moi and a z Q Lithologic Description in SILT (ML): light brown, moist, stiff, trace fine grained sand BC=13 18" 13 14 5 17.5 BC 8 8" 16 49 Gravel of Whitney Terrace BG --20 10" Silty GRAVEL with Sand (GM): fine to 29 coarse-grained, sub -rounded, tan, moist, medium 40 dense to very dense 10—)BC=16 8" 50/6" 15—:'becomes BC=10 6" wet 12 16 20 11 DI BC=20 8" 44 50/6" The boring was terminated at approximately 21.5 ft. GROUNDWATER LEVEL INFORMATION: below ground surface. The boring was backfilled Q Groundwater was observed at approximately 15 ft. below ground with auger cuttings and bentonite on June 15, 2017. surface during drilling. PROJECT NO.: 20180872 BORING LOG B-21 EXPLORATION DRAWN BY: MM KL E/NI cEL DER CHECKED BY: RS B-21 Costco Meridian Warehouse On -Site \ Bright People. Right Solutions. DATE: 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 918/2017 PAGE: 1 of 1 O 0 0 a H w CD Z K O Go YI J Date Begin - End: 6/16/2017 Drilling Company: Haztech BORING LOG FC -1 Logged By: M. Magnan Drill Crew: Dave Hor.-Vert. Datum: Not Available Drilling Equipment: CME -75 (truck -mounted) Hammer Type - Drop: 140 Ib. Auto - 30 in. Plunge: -90 degrees Drilling Method: Hollow Stem Auger Weather: Sunny Auger Diameter: 8" in. O.D. FIELD EXPLORATION LABORATORY RESULTS m Latitude: 43.66230° N " o o N Longitude: -116.43450° E m° o c n Co Fu Surface Condition: Farm Land jm c •c w o .v n E o 30 Z $u o UE c= c w c y Z wa o of p� (D ED z r i 0 o a a _j nom. ? Lithologic Description rn SILT (ML): light brown, moist, stiff, trace fine grained sand BC=9 18" 9 7 5 BC=9 18" 10 11 BC=11 18" Gravel of Whitney Terrace 37 47 ° Poorly graded GRAVEL with Silt and Sand o (GP -GM): fine to coarse-grained, sub -rounded, tan, moist, very dense 10 01 BC=11 14" O 42 37 0 O 0 O 15 0 0 BC=19 10" - 01 becomes wet 23 27 O 0 O 0 O 20 o nIMC=50/2" NR The boring was terminated at approximately 20 ft. GROUNDWATER LEVEL INFORMATION: below ground surface. The boring was backfilled Q Groundwater was observed at approximately 15.5 ft. below with auger cuttings and bentonite on June 16, 2017. ground surface during drilling. PROJECT NO.: 20180872 BORING LOG FC -1 EXPLORATION r DRAWN BY: MM L E/NFEL DER CHECKED BY: RS FC -1 Costco Meridian Warehouse On -Site Bright People. Right Solutions. DATE: 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 9/8/2017 PAGE: 1 of 1 Y J Date Begin - End: 6/17/2017 Drilling Company: Haztech BORING LOG FT -1 Logged By: M. Magnan Drill Crew: Dave Hor.-Vert. Datum: Not Available Drilling Equipment: CME -75 (truck -mounted) Hammer Type - Drop: 140 Ib. Auto - 30 in. Plunge: -90 degrees Drilling Method: Hollow Stem Auger Weather: Sunny Auger Diameter: 8" in. O.D. FIELD EXPLORATION LABORATORY RESULTS NU •-+ �(U ..N� m Latitude: 43.66200° N "_ 'o a o N m aa) Longitude: -116.43380° E a m° o C CL c CO w U Surface Condition: Farm Land F N �m N p C •G m m J Y .0 Z n CL E 30 $'� UE °�c m Na of o m� of? U) c i o a. a _j Q. z ¢ of Lithologic Description � SILT (ML): light brown, moist, stiff, trace fine 99 ASTM D1557 Method A= grained sand Max. Dry Unit Wt.: 112.8 pcf Opt. Water Content: 15.6% BC=5 18, 6 6 5 BC=6 18" 9 10 BC=7 18" 8 7 10 6.2 BC=7 14" 27 38 Gravel of Whitney Terrace 01 Poorly graded GRAVEL with Silt and Sand o (GP -GM): fine to coarse-grained, sub -rounded, tan, moist, medium dense to very dense 0 BC=11 8" p 15 0 12 0 15BC=5 2" 01 13 0 5 0 becomes wet 0 BC=22 10" 25 01 38 0 20—)0.1 0 5.4 BC=10 10" 12 ° 15 O 0 0 0 0 PROJECT NO.: 20180872 BORING LOG FT -1 EXPLORATION DRAWN BY: MM KL E/NFEL DER CHECKED BY: RS FT -1 Costco Meridian Warehouse On -Site Bright People. Right Solutions. DATE: 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 9/8/2017 PAGE: 1 of 2 Date Begin - End: 6/17/2017 Drilling Company: Haztech BORING LOG FT -2 Logged By: M. Magnan Drill Crew: Dave Hor.-Vert. Datum: Not Available Drilling Equipment: CME -75 (truck -mounted) Hammer Type - Drop: 140 Ib. Auto - 30 in. Plunge: -90 degrees Drilling Method: Hollow Stem Auger Weather: Sunny Auger Diameter: 8" in. O.D. FIELD EXPLORATION LABORATORY RESULTS i :.:F �.. X w w o Latitude: 43.66230° N Longitude: -116.43400° E o a �� m y 0 o 8 o a a °mi Surface Condition: Farm Land f- ; is E Co o °� Z 0 rn 1D w o it CL E 'o m o 0 0 E c c c 7 v Z _ Nd o a E N 0 0 f6 cn O° m� NZ x? D W 3:00 o t0 a. N a _j n? Q Lithologic Description SILT (ML): light brown, moist, stiff, trace fine grained sand 26 5 BC=1 12" 0 1 5 BC=15 11" 50/5" Gravel of Whitney Terrace1.,BC=50/4l' 1" 01 Poorly graded GRAVEL with Silt and Sand o (GP -GM): fine to coarse-grained, sub -rounded, tan, 0 moist, very dense 10 o BC- -35 12" 42 01 50/5" 0 0 3.1 BC=50/6" 5" O 0 O 15 o BC=41 8" 50/4" Sz O 0 becomes wet O BC=25 12" 0 47 50/4" OR 20 01 o BC=40 10" 0 50/5" O 0 O 0 O P T1 PROJECT NO.: 20180872 BORING LOG FT -2 EXPLORATION DRAWN BY: MM KL E//VIcEL DER CHECKED BY: RS FT -2 Costco Meridian Warehouse On -Site Bright People. Right Solutions. DATE: 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 9/8/2017 PAGE: 1 of 2 a O J J_ O N H a f- w CD z K O ED Date Begin - End: 6/17/2017 Drilling Company: Haztech BORING LOG P-1 Logged By: M. Magnan Drill Crew: Dave Hor.-Vert. Datum: Not Available Drilling Equipment: CME -75 (truck -mounted) Hammer Type - Drop: 140 Ib. Auto - 30 in. Plunge: -90 degrees Drilling Method: Hollow Stem Auger Weather: Sunny Auger Diameter: 8" in. O.D. FIELD EXPLORATION LABORATORY RESULTS N U x V r 0) Latitude: 43.65890° N m = o ° o o -0 d) E -°.r Longitude: -116.43480° E T m° o _ E a CL c m w Surface Condition: Farm Land !- N — _J Y .0 y a U fl N E am 36 U v� p U E C m • C m N Z a E pm c7 'mom o z Z) U) i� o a a� @rr a ? Lithologic Description cn SILT (ML): light brown, moist, stiff, trace fine grained sand BC=11 18" 30 33 5 Gravel of Whitney Terrace BC=2o 16" ° Poorly graded GRAVEL with Silt and Sand 30 o (GP -GM): fine to coarse-grained, sub -rounded, tan, 30 0 moist, very dense o 5.3 BC=26 12" 27 ° 32 o becomes wet 10 OR GP -GM 50 9.8 BC --32 10" 0 40 0 50/6" The boring was terminated at approximately 11.5 ft. GROUNDWATER LEVEL INFORMATION: below ground surface. The boring was backfilled g Groundwater was observed at approximately 9 ft. below ground with auger cuttings and bentonite on June 17, 2017. surface during drilling. 15- 520PROJECTNO.: 20— PROJECT NO.: 20180872 BORING LOG P-1 EXPLORATION DRAWN BY: MM KL E/NI cEL DER CHECKED BY: RS P_ 1 Costco Meridian Warehouse On -Site \ Bright People. Right Solutions. DATE: 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 9/8/2017 PAGE: 1 of 1 Date Begin - End: 6/12/2017 Drilling Company: Haztech BORING LOG P-3 Logged By: M. Magnan Drill Crew: Dave Hor.-Vert. Datum: Not Available Drilling Equipment: CME -55 Track Rig Hammer Type - Drop: 140 Ib. Auto - 30 in. Plunge: -90 degrees Drilling Method: Hollow Stem Auger Weather: Cloudy Auger Diameter: 8" in. O.D. FIELD EXPLORATION LABORATORY RESULTS d U x V w rn Latitude: 43.66020° N a) " o a o A aNi wSurface Longitude: -116.43480° E D Condition: Farm Land t- m° v Z o N J a w o 'm 0) 0 z (no 'c c c •2 o n n E 30 �� U E 5 � °� c o o N a w� 22 ? a E Q U) o� c� Lithologic Description m� ? � nom. _j a af SILT (ML): light brown, moist, stiff, trace fine grained sand BC=6 18" 11 12 5 6.1 BC=12 9" 25 50/4" Gravel of Whitney Terrace BC=24 6" ° Poorly graded GRAVEL with Silt and Sand 34 o (GP -GM): fine to coarse-grained, sub -rounded, tan, 46 0 moist, very dense 10 o BG --21 9" 34 0 50/3" 0 0 0 0 becomes wet 15—o BC=4 14" 11 0 45 0 O 0 O ° 2.5 feet of heave - no sample 20 The boring was terminated at approximately 20 ft. GROUNDWATER LEVEL INFORMATION: below ground surface. The boring was backfilled Y Groundwater was observed at approximately 14.5 ft. below with auger cuttings and bentonite on June 12, 2017. ground surface after drilling completion. GENERAL NOTES: Piezometer installation, see Figure 3 for details. PROJECT NO.: 20180872 BORING LOG P-3 EXPLORATION DRAWN BY: MM KL E/NFEL DER CHECKED BY: RS P-3 Costco Meridian Warehouse On -Site \ Bright People. Right Solutions. DATE: 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 9/8/2017 PAGE: 1 of 1 Date Begin - End: 6/13/2017 Drilling Company: Haztech BORING LOG P-5 Logged By: M. Magnan Drill Crew: Dave Hor.-Vert. Datum: Not Available Drilling Equipment: CME -55 Track Rig Hammer Type - Drop: 140 Ib. Auto - 30 in. Plunge: -90 degrees Drilling Method: Hollow Stem Auger Weather: Cloudy Auger Diameter: 8" in. O.D. FIELD EXPLORATION LABORATORY RESULTS y U a X 2 m Latitude: 43.66070° N m S =' 0, o a o o 5 o i2 Longitude: -116.43540° E d o N E � n. � m U t Surface Condition: Farm Land F d a o om Z 12 O j Z O V) a C `m 4% 'G m m J O .0 Z G Y o w o C- E Ut o ou U E D c U 5 o y y a '_moi u na z vE Q x in o c� Lithologic Description m� W? U) Q. ii SILT (ML): light brown, moist, stiff, trace fine grained sand BC=11 18" 14 18 5 Gravel of Whitney Terrace BC=50/&' f NR ° Poorly graded GRAVEL with Slit and Sand o (GP -GM): fine to coarse-grained, sub -rounded, tan, 0 moist, very dense o 10" 0 0 rB5 10-0 10"1.8 The boring was terminated at approximately 11.5 ft. GROUNDWATER LEVEL INFORMATION: below ground surface. The boring was backfilled Groundwater was not observed during drilling or after with auger cuttings and bentonite on June 13, 2017. completion. 16- 520PROJECT 20- PROJECTNO.: 20180872 BORING LOG P-5 EXPLORATION DRAWN BY: MM KL E/NFEL DER CHECKED BY: RSP- - Costco Meridian Warehouse On -Site Bright People. Right Solutions. DATE: 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 9/8/2017 PAGE: 1 of 1 E 0 J 0 U) 4- a H N W H z Z cc O ¢7 Date Begin - End: 6/16/2017 Drilling Company: Haztech BORING LOG P-7 Logged By: M. Magnan Drill Crew: Dave Hor.-Vert. Datum: Not Available Drilling Equipment: CME -75 (truck -mounted) Hammer Type - Drop: 140 Ib. Auto - 30 in. Plunge: -90 degrees Drilling Method: Hollow Stem Auger Weather: Sunny Auger Diameter: 8" in. O.D. FIELD EXPLORATION LABORATORY RESULTS rn °� Latitude: 43.66120° N " _ '0 8 aNi Longitude: -116.43800° E a SO 2 o �_ N S a U Surface Condition: Farm Land h N s o _ C y c J � Z o` 6. C" E �m 3 o j Z U II (n (.) E C = (n 7 N 11 a E o (7 rn m� 0 z (') rn � 6 o N a 0- _j a ? ¢ of Lithologic Description The boring was terminated at approximately 25 ft. GROUNDWATER LEVEL INFORMATION: below ground surface. The boring was backfilled g Groundwater was observed at approximately 15 ft. below ground with auger cuttings and bentonite on June 16, 2017. surface after drilling completion. GENERAL NOTES: Piezometer installation, see Figure 3 for details. 30- 0354045PROJECTNO.: 35- 40- 45— PROJECT NO.: 20180872 BORING LOG P-7 EXPLORATION DRAWN BY: MM KL E/NFEL DER CHECKED BY: RS P-7 Costco Meridian Warehouse On -Site Bright People. Right Solutions. DATE: 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 9/8/2017 PAGE: 2 of 2 Date Begin - End: 6/15/2017 Drilling Company: Haztech BORING LOG P-9 Logged By: M. Magnan Drill Crew: Dave Hor.-Vert. Datum- Not Available Drilling Equipment: CME -75 (truck -mounted) Hammer Type - Drop: 140 Ib. Auto - 30 in. Plunge: -90 degrees Drilling Method: Hollow Stem Auger Weather: Cloudy Auger Diameter: 8" in. O.D. FIELD EXPLORATION LABORATORY RESULTS S o m Latitude: 43.66120° N a)o Longitude: -116.43640° E T m° F o o o N c (L w @ Surface Condition: Farm Land F- i 12 3 w o •U c N -C U O. N o(° o U �`o N O > Z U it O [p ( CC .°+ c = C y C N 7 Z N 11 U N "l7 E o c� Fa Z) (2 ? cn v o a a� n2 ? Q Lithologic Description cn SILT (ML): light brown, moist, stiff, trace fine grained sand BC=8 18" 6 15 5 3.214 Gravel of Whitney Terrace BC=16 10" ° Poorly graded GRAVEL with Silt and Sand o (GP -GM): fine to coarse-grained, sub -rounded, tan, 30 0 moist, very dense BC =12 10" 30 21 ° 40 0 10-01,BC=16 10" 0 50/5" The boring was terminated at approximately 11 ft. GROUNDWATER LEVEL INFORMATION: below ground surface. The boring was backfilled Groundwater was not observed during drilling or after with auger cuttings and bentonite on June 15, 2017. completion. 15- 520PROJECT 20— PROJECTNO.: 20180872 BORING LOG P-9 EXPLORATION DRAWN BY: MM KL E/NFEL DER CHECKED BY: RS P_9 Costco Meridian Warehouse On -Site Bright People. Right Solutions. DATE: 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 9/8/2017 PAGE: 1 of 1 Date Begin - End: 6/16/2017 Drilling Company: Haztech BORING LOG P-11 Logged By: M. Magnan Drill Crew: Dave Hor.-Vert. Datum: Not Available Drilling Equipment: CME -75 (truck -mounted) Hammer Type - Drop: 140 Ib. Auto - 30 in. Plunge: -90 degrees Drilling Method: Hollow Stem Auger Weather: Sunny Auger Diameter: 8" in. O.D. FIELD EXPLORATION LABORATORY RESULTS (� o U r\y. 0 Latitude: 43.66130° N m "= o a o o g �_ Longitude: -116.43560° E T Surface Condition: Farm Land F- m„ � 3 0 o N E (L Y C 0 N «oo } o o Z� oZ tos «t a' m m m n v_ o �Z c ` 2 co o m z tUn > o m m v an d z a °Ei m o c7 Lithologic Description cn m� W rn v 0 a a- _, a Q o SILT (ML): light brown, moist, stiff, trace fine grained sand BC=7 18" 11 17 5 Gravel of Whitney Terrace BC=10 12" ° Poorly graded GRAVEL with Silt and Sand 19 o (GP -GM): fine to coarse-grained, sub -rounded, tan, 39 _011 moist, very dense o BC=15 10" 21 011 29 o ' 10 ° 2.3 BC=17 10" 41 0 39 The boring was terminated at approximately 11.5 ft. GROUNDWATER LEVEL INFORMATION: below ground surface. The boring was backfilled Groundwater was not observed during drilling or after with auger cuttings and bentonite on June 16, 2017. completion. 15- 520PROJECTNO.: 20— PROJECT NO.: 20180872 BORING LOG P-11 EXPLORATION DRAWN BY: MM KL E/NFEL DER CHECKED BY: RS P-11 Costco Meridian Warehouse On -Site Bright People. Right Solutions. DATE: 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 9/8/2017 PAGE: 1 of 1 Date Begin - End: 6/16/2017 Drilling Company: Haztech BORING LOG P-12 Logged By: M. Magnan Drill Crew: Dave Hor.-Vert. Datum: Not Available Drilling Equipment: CME -75 (truck -mounted) Hammer Type - Drop: 140 Ib. Auto - 30 in. Plunge: -90 degrees Drilling Method: Hollow Stem Auger Weather: Sunny Auger Diameter: 8" in. O.D. FIELD EXPLORATION LABORATORY RESULTS rn Latitude: 43.66150° N 'o n o longitude: -116.43670° E Surface Condition: Farm Land T m° �m o n : o t Q j 0 O Z o c 'N rn 'y j '� o +- N CL T N o o 1. d z U .E U) T y O Z' N M 6 1 t0 (L n. ? E "O N a 0 Lithologic Description cn m� wo (n I (.) o a a _, Q of The boring was terminated at approximately 25 ft. GROUNDWATER LEVEL INFORMATION: below ground surface. The boring was backfilled s Groundwater was observed at approximately 15.5 ft. below with auger cuttings and bentonite on June 16, 2017. ground surface during drilling. 30- 0354045PROJECTNO.: 35- 40- 45— PROJECT NO.: 20180872 BORING LOG P-12 EXPLORATION DRAWN BY: MM KL E/NFEL LEER CHECKED BY: RS P-12 Costco Meridian Warehouse On -Site Bright People. Right Solutions. DATE: 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 9/8/2017 PAGE: 2 of 2 Date Begin - End: 6/16/2017 Drilling Company: Haztech BORING LOG P-14 Logged By: M. Magnan Drill Crew: Dave Hor.-Vert. Datum: Not Available Drilling Equipment: CME -75 (truck -mounted) Hammer Type - Drop: 140 Ib. Auto - 30 in. Plunge: -90 degrees Drilling Method: Hollow Stem Auger Weather: Sunny Auger Diameter: 8" in. O.D. FIELD EXPLORATION LABORATORY RESULTS Z N U o X �- .0 rn Latitude: 43.66160° N " o o N Longitude: -116.43490° E T m° � n ae Condition: FarLand ) c wo c o c aa� E om 0 4 0�n V a E c N � Z .on co f 0.ioLithologic D W r U a- (L j CL ? Q W Description U) SILT (ML): light brown, moist, stiff, trace fine grained sand BC=10 18" 12 15 5 -9—c-- 15 18" 20 26 Gravel of Whitney Terrace BC=11 10" 1.4 ° Poorly graded GRAVEL with Silt and Sand 17 o (GP -GM): fine to coarse-grained, sub -rounded, tan, 32 0 moist, very dense 10-11 BC=24 8" 50/3" The boring was terminated at approximately 11 ft. GROUNDWATER LEVEL INFORMATION: below ground surface. The boring was backfilled Groundwater was not observed during drilling or after with auger cuttings and bentonite on June 16, 2017. completion. 15 20 PROJECT 20180872 BORING LOG P-14 EXPLORATION DRAWN BY: MM KL E/NFEL DER CHECKED BY: RS P— 14 Costco Meridian Warehouse On -Site Bright People. Right Solutions. DATE: 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 9/8/2017 PAGE: 1 of 1 Date Begin - End: 6/16/2017 Drilling Company: Haztech BORING LOG P-15 Logged By: M. Magnan Drill Crew: Dave Hor.-Vert. Datum: Not Available Drilling Equipment: CME -75 (truck -mounted) Hammer Type - Drop: 140 Ib. Auto - 30 in. Plunge: -90 degrees Drilling Method: Hollow Stem Auger Weather: Sunny Auger Diameter: 8" in. O.D. FIELD EXPLORATION LABORATORY RESULTS m Latitude: 43.66160° N a) " = o o Longitude: -116.43450° E a m° o — . E S d m w Surface Condition: Farm Land F o rr12 m .J O m C U N m0 NN OV) C .'T' .2 z O ra nN n (6 Vo0 o 0 E c O (0 a' v 1 =oE a N o c9 Lithologic Description U) in ? D U) U o a a _j Q. ? ¢ 2.5 feet of heave - no sample The boring was terminated at approximately 25 ft. GROUNDWATER LEVEL INFORMATION: below ground surface. The boring was backfilled g Groundwater was observed at approximately 16 ft. below ground with auger cuttings and bentonite on June 16, 2017. surface during drilling. 30- 0354045PROJECT 35- 40- 45— PROJECTNO.: 20180872 BORING LOG P-15 EXPLORATION DRAWN BY: MM KL E/NFEL DER CHECKED BY: RS P-15 Costco Meridian Warehouse On -Site \ Bright People. Right Solutions. DATE: 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 9/8/2017 PAGE: 2 of 2 U 0 J J_ N h a F- uj w 1z C5 z Of 0 m LL YI J Date Begin - End: 6/16/2017 Drilling Company: Haztech BORING LOG P-25 Logged By: M. Magnan Drill Crew: Dave Hor.-Vert. Datum: Not Available Drilling Equipment: CME -75 (truck -mounted) Hammer Type - Drop: 140 Ib. Auto - 30 in. Plunge: -90 degrees Drilling Method: Hollow Stem Auger Weather: Sunny Auger Diameter: 8" in. O.D. FIELD EXPLORATION LABORATORY RESULTS rn 0 Latitude: 43.66270° N °) p C)E a ~ Longitude: -116.43460° E T m° o w Surface Condition: Fame Land F— o Z rn o w o cCA n E om °� >Z UE �c N vV vZ 01 ° m 'oE o C� m°� c°>Of � z D rn v o a a _j a. ? Q tY Lithologic Description in SILT (ML): light brown, moist, stiff, trace fine grained sand BC=10 18" 7 7 5 BC=15 18" 19 20 Gravel of Whitney Terrace BC=27 14" ° Poorly graded GRAVEL with Silt and Sand 42 o (GP -GM): fine to coarse-grained, sub -rounded, tan, 45 0 moist, very dense 10 o BC=30 10" 2.7 50/4" The boring was terminated at approximately 11 ft. GROUNDWATER LEVEL INFORMATION: below ground surface. The boring was backfilled Groundwater was not observed during drilling or after with auger cuttings and bentonite on June 16, 2017. completion. 15- 520PROJECT 20- PROJECTNO.: 20180872 BORING LOG P-25 EXPLORATION DRAWN BY: MM KL E/NIcEL DER CHECKED BY: RS P-25 Costco Meridian Warehouse On -Site \ Bright People. Right Solutions. DATE: 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 9/812017 PAGE: 1 of 1 Date Begin - End: 6/13/2017 Excavation Company: Master Excavation TEST PIT LOG TP -3 Logged By: M. Byers Excavation Crew: Jim Hor.-Vert. Datum: Not Available Excavation Equip.: CAT Backhoe Plunge: N/A Excay. Dimensions: 3' ft Weather: Cloudy FIELD EXPLORATION LABORATORY RESULTS 0 rn Latitude: 43.66090° N o 0 0 aNi Longitude: -116.43750° E o N E (L w V Surface Condition: Farm Land t— N C '.' m J Y c 4 Co N C` n U y U IZI N o �a ani o m cn U> cn o 3: U Z 1 o m o- m a- o _j @ n a ? a) ¢ Of Lithologic Description 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 5 •' Well -graded GRAVEL with Sand (GW): fine to coarse-grained, sub -rounded, gray brown, moist, dense, cobbles up to 8" • ' GW 4.6 35 4.7 The test pit was terminated at approximately 7 ft. below ground surface. GROUNDWATER LEVEL INFORMATION: The test pit was backfilled with auger cuttings and bentonite on June 13, Groundwater was not observed during excavation or after 2017 completion. 10- 020PROJECT 20— PROJECTNO.: 20180872 TEST PIT LOG TP -3 EXPLORATION DRAWN BY: MM KL E/NFEL L7ER CHECKED BY: RS TP -3 Costco Meridian Warehouse On -Site Bright People. Right Solutions. DATE: 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 9/8/2017 PAGE: 1 of 1 Z 0 J J_ 0 U) r - a U) 0 w Z rr 0 m LL� J Y Date Begin - End: 6/13/2017 Excavation Company: Master Excavation TEST PIT LOG TP -5 Logged By: M. Byers Excavation Crew: Jim Hor.-Vert. Datum: Not Available Excavation Equip.: CAT Backhoe Plunge: N/A Excav, Dimensions: 3' ft Weather: Cloudy FIELD EXPLORATION LABORATORY RESULTS F Y_ rr 0 Latitude: 43.66154° N n o Longitude: -116.43750° E E (D •� U Surface Condition: Farm Land N C ,� m J y o :U c Y CL E O U E d w D Z t0 o c9 cu (U/)D (n >' U) O � U Z` o N a (a a 6 _j a ? ¢ Lithologic Description SILT (ML): dark yellowish brown, moist, medium stiff, trace fine grained sand SILT (ML): grayish brown, moist, medium stiff, cemented silt layer X 20.5 7.6 SILT (ML): grayish brown, moist, medium stiff, trace fine grained sand, lightly cemented 5 SILT (ML): grayish brown, moist, dense, trace fine grained sand, cemented, scattered gravel e Whitney Terrace ith Gravel (SP -SM): fine to coarse-grained, sub -rounded, n, moist, medium dense, cemented, cobbles up to 8" WGRAVEL h Sand (GP -GM): fine to coarse-grained, sub-rounded,n, moist, dense, cobbles up to 8" GROUNDWATER LEVEL INFORMATION: Groundwater was not observed during excavation or after The test pit was terminated at approximately 7.5 ft. below ground completion. surface. The test pit was backfilled with auger cuttings and bentonite on 10 June 13, 2017. 15 20 PROJECT NO.: 20180872 TEST PIT LOG TP -5 EXPLORATION DRAWN BY: MM KL E/NFEL DER CHECKED BY: RS TP -5 Costco Meridian Warehouse On -Site \ Bright People. Right Solutions. DATE: 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 9/8/2017 PAGE: 1 of 1 /I--", 1 KL E/NFEL DER Btight People. flight Solohon 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 20180872.001A/SEA17R67063 October 9, 2017 © 2017 Kleinfelder wwwAleinfelder.com Q d 0r w m 2 Z H w w O a 10 : 11 : Vo - CL' �.o:L: a o o CO cL 4 w co m L6c,i n E 6i w : : cq r tp r ui a'-16 0 N D Q.2.Q. N tD : "t: t .Ln. N x a a : coL 'D 4— z z c LU O Ob zIL y O --� c M 3: `a a U N Q. mU) w W 2 o °v o N o E ' C) o U O. U) N O N }Q• Z m Q O Q W Z U 0 U cr :m coL 4— z z zz z z• zIL y Q. Q. Q. o `m :Q: : : : :Q: :a: :¢: ; ( ; ) _ J 0 (.D J' : : : • J ' .. : J: . . . . J: : : : J: : : , J , * , . . W W w w w w. :o:Q:g: :Q:a:g: : : Q H :p. .w. I,IA�p .w. :�:�Q .w. p.. .w. p .w. ❑ .w. p .w. p . p W W W rn C J J: (� J J J J J:: O Y J–ii:cJ–:nno.:�?:a–i: 0 : OL F d : ti• 0 : p• CL • :a:vJ–:do— C-9 :CL a—:�?:F5 00 ?:COL OEL:�?: �N C � LO Up i0 O to O O O j Y p] 10. 0 0 0 0 O O > E N: 01 LO' 0' 0� : O: N O Ci N N N i LOW C, N N : to : I-� : O : O L ti : : : N r-� : ia U N d a°a>Y d N p.. N r- �: N.N. .- : 'C�.NUa ti: :a: :° : °0 z° N o.Z iv a 100 95 90 85 80 75 70 = 65 W 60 Me 55 Z50 H 45 z U 40 Of a 35 30 25 ' 20 15 10 5 V, . B-2 GRAVEL'. SAND ...` . NM CLAY NM m GOBBLE SILT GRAVELLY SILTY WITH SAND (ML) NM coarse fine coarse, ..m4um fine O 7.5-9 POORLY GRADED GRAVEL WITH SILT AND SAND (GP -GM) NM NM W X B-13 0-0 CLAY AND SILT (CL -ML) NM NM NM �. R'• MAIMUR 1 1 1 •1 1 •1 11 1 11 1■■■IIIIII��!!I�IVIIYI�Y■■IIIIIIII■11■IIIIIII■■■111111■■■ 1■■■111111\r�®�Il�i���■111111■■■111111■■■111111■■■ 1■■■111111■1�1■111111■��III111■■■111111■■■111111■■■ 1■■■111111■f ��.■111111■■■11111■■■111111■■■111111■■■ 1■■■111111■�� ■1111111■■■1,1111■■■111111■■■111111■■■ 1■■■111111■■��\���111■■■111111■■■111111■■■111111■■■ 1■■■111111■■®til'►111■■■111111■■■111111■■■111111■■■ 1■■■111111■■� ;11���■■111111■■■111111■■■111111■■■ 1■■■111111■■■11►�`�I►�■111111■■■111111■■■111111■■■ 1■■■111111■■®IIII►�;i�lllllll■■■111111■■■111111■■■ 1■■■111111■■■111111►t'���1111■■■111111■■■111111■■■ 1■■■111111■■®111111■!\�>,l►111■■■111111■■■111111■■■ 1■■■111111■■®111111■■\.11�1�■■■111111■■■111111■■■ 1■■■111111■■■111111■■■f11►1�/■■111111■■■111111■■■ 1■■■111111■■®111111■■■I1111� .11■■111111■■■111111■■■ 1■■■111111■■■111111■■■111111\�1■111111■■■111111■■■ 1■■■111111■■■111111■■■III111� ;,111111■■■111111■■■ 1■■■111111■■®111111■■■111111■i►�1 �;�illll■■■111111■■■ 1■■■111111■■■111111■■■111111■■�.,;�111■■■111111■■■ 1■■■111111■■®111111■■■111111■■■II�111■■■111111■■■ 11 1 1 1 1 1 11 fi B-2 20-21.5 POORLY GRADED SAND WITH GRAVEL (SP) NM I NM NM m B-11 15-16.5 GRAVELLY SILTY WITH SAND (ML) NM NM NM A B-12 7.5-9 POORLY GRADED GRAVEL WITH SILT AND SAND (GP -GM) NM NM NM X B-13 0-0 CLAY AND SILT (CL -ML) NM NM NM O B-17 15-16.5 POORLY GRADED SAND WITH SILT AND GRAVEL (SP -SM) NM NM NM 0 B-2 20-21.5 25 1 0.624 0.357 1 0.197 1.04 3.17 97 92 1 3.8 NM NM M B-11 15-16.5 37.5 4.148 0.37 0.123 0.27 33.64 81 61 NM NM NM A B-12 7.6- 9 37.5 9.027 0.569 0.09 0.40 100.23 75 51 9.0 NM NM X B-13 0-0 4.75 NM NM NM NM NM 95 NM NM NM O I B-17 15-16.5 37.5 7.307 0.524 0.169 0.22 43.25 77 54 5.6 NM NM Coefficients of Uniformity- C� = D,0 / D,a Coefficients of Curvature - Cc = (D30)2 / D60 D,a Sieve Analysis and Hydrometer Analysis testing performed in general accordance D60 = Grain diameter at 60% passing with ASTM D422. D30 = Grain diameter at 30% passing NP = Nonplastic NM =Not Measured D,p = Grain diameter at 10% passing PROJECT NO.: 20180872 SIEVE ANALYSIS APPENDIX DRAWN BY: MM KL ■/lVF■L DER CHECKED BY: RS B_6 Costco Meridian Warehouse On -Site Bright People. Right Solutions. DATE: 9/8/2017 SW Corner of W Chinden Blvd & N Ten Mile Rd Meridian, ID REVISED: 9/8/2017 KL E/NFEL DER Bright People. Right Solutions. Am Test Inc. 13600 NE 126TH PL Suite C Kirkland, WA 98034 (425) 885-1664 www.amtestlab.com AWEST L A B O R A T O R I E S ANALYSIS REPORT KLEINFELDER 14710 N E 87th St 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-AO09824 Client Identification FT -1 0-2' Sampling Date 06/17/17, 02:00 Conventionals Professional Analytical Services Date Received: 06/27/17 Date Reported: 8/ 3/17 'ARAMETER RESULT UNITS Q D. L. METHOD ANALYST DATE �H 6.0 unit 1 SW -846 9045D MJ 06/29/17 107/11/17 tesistivity 2400 ohms cm 100 ASTM G-187 SW 08/03/17 Minerals 'ARAMETER RESULT UNITS Q D. L. METHOD ANALYST DATE )ulfate 28. ug/g 10 EPA 300.0 JC 07/20/17 ;hloride < 10 ug/g 10 JEPA 300.0 JC 08/03/17 4 X IYA Kathy ugiel President