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PZ - GeoTech Report GEOTECHNICAL EVALUATION FOR "MERIDIAN 1 18" — AN 1 18+ ACRE MIXED-USE DEVELOPMENT LOCATED NORTH OF INTERSTATE 84 AND WEST OF SOUTH TEN MILE ROAD, MERIDIAN, IDAHO April 24, 2020 GTI-Project No. 2123-ID Prepared For: MERIDIAN 118, LLC 3005 W. Horizon Ridge Pkwy, Ste. 141 Henderson, NV 89052 GeoTek, Inc. TABLE OF CONTENTS SCOPEOF SERVICES .......................................................................................................................................... SITEDESCRIPTION.............................................................................................................................................2 PROPOSED DEVELOPMENT............................................................................................................................2 FIELDSTUDIES......................................................................................................................................................2 REGIONAL GEOLOGY......................................................................................................................................2 SITESOILS..............................................................................................................................................................3 ArtificialFill ......................................................................................................................................................3 NativeAlluvial Soils........................................................................................................................................ 3 SURFACE & GROUND WATER......................................................................................................................4 TECTONIC FAULTING AND REGIONAL SEISMICITY............................................................................4 Secondary Seismic Constraints....................................................................................................................4 Summary:..........................................................................................................................................................4 RESULTS OF LABORATORY TESTING.........................................................................................................5 CONCLUSIONS...................................................................................................................................................5 RECOMMENDATIONS - EARTHWORK CONSTRUCTION.................................................................5 General .............................................................................................................................................................5 Demolition.......................................................................................................................................................5 Removals/Processing - General...................................................................................................................6 TransitionalPads.............................................................................................................................................7 ExcavationDifficulty.......................................................................................................................................7 FillPlacement...................................................................................................................................................7 ImportMaterial............................................................................................................................................... 7 Observationand Testing...............................................................................................................................8 SubdrainSystem..............................................................................................................................................8 GroundWater................................................................................................................................................8 EarthworkSettlements..................................................................................................................................8 RECOMMENDATIONS — FOUNDATIONS.................................................................................................8 General .............................................................................................................................................................8 Conventional Foundation Recommendations..........................................................................................9 FoundationSettlement................................................................................................................................ 10 PAVEMENT SECTIONS .................................................................................................................................... 13 Pavement Construction and Maintenance.............................................................................................. 14 Concrete Pavement Sections..................................................................................................................... 14 OTHER RECOMMENDATIONS.................................................................................................................... 15 GeoTek, Inc. SiteImprovements........................................................................................................................................ 15 Landscape Maintenance and Planting........................................................................................................ 16 SoilCorrosion............................................................................................................................................... 16 TrenchExcavation........................................................................................................................................ 16 Onsite Utility Trench Backfill..................................................................................................................... 17 Drainage.......................................................................................................................................................... 17 PLANREVIEW..................................................................................................................................................... 17 LIMITATIONS...................................................................................................................................................... 18 Enclosures: Figure #1 , Site Vicinity Map Figure #2, Site Exploration Plan Appendix A, References Appendix B, Test Pit Logs Appendix C, Field Test Results Appendix D, Laboratory Test Results GeoTek, Inc. GeoTek,Inc. 320 East Corporate Drive Suite 300 Meridian,ID 83642-351 1 (208)888-7010 (208)888-7924 www.geotekusa.com April 24, 2020 Project No. 2123-ID MERIDIAN 118, LLC 3005 W. Horizon Ridge Pkwy, Ste. 141 Henderson, NV 89052 Attention: Mr. Todd Megrath Subject: Geotechnical Evaluation for"Meridian 1 18"—a(n) 1 18±Acre Site—Located North of 1-84 and West of South Ten Mile Road, Meridian, Idaho Dear Mr. Megrath, In accordance with your request, GeoTek, Inc. (GTI) has completed a geotechnical evaluation of the subject property for the construction of a mixed-use development with associated improvements. The purpose of our study was to evaluate the soils underlying the site and to provide recommendations for project design and construction based on our findings.This report outlines the geologic and geotechnical conditions of the site based on current data and provides earthwork and construction recommendations with respect to those conditions. SCOPE OF SERVICES The scope of our services has included the following: I. Review of soils and geologic reports and maps for the site (Appendix A). 2. Site reconnaissance. 3. Review of aerial photographs. 4. Excavating and logging of twenty-five (25) exploratory test pits (Appendix B). 5. Obtaining samples of representative soils, as the exploratory test pits were advanced. 6. Performing laboratory testing on representative soil samples (Appendix D). 7. Assessment of potential geologic constraints. 8. Engineering analysis regarding foundation design/construction,foundation settlement,and site preparation. 9. Preparation of this report GEOTECHNICAL I ENVIRONMENTAL I MATERIALS MERIDIAN 118 APRIL 24, 2020 MERIDIAN 118, LLC PAGE 2 PROJECT NO. 2123-ID SITE DESCRIPTION The project site consists of two irregularly shaped parcels totaling approximately 1 18± acres that are generally bound by vacant agricultural land and a single-family residential development to the north, agricultural land to the east, Interstate 84 and a single-family residence to the south, and vacant agricultural land and a single-family residence with associated improvements to the west(Figures I and 2). Currently, the property consists primarily of agricultural land with an abandoned single-family residence in the southeast corner. Access to the site is currently possible from W Franklin Road. From topographic maps, the site's elevation is approximately 2,551± feet to 2,576± feet above mean sea level. Historically, topography generally directs surface water to the north-northwest. PROPOSED DEVELOPMENT It is our understanding that site development would consist of performing typical cut and fill earthwork to attain the desired graded configuration(s) for the construction of a mixed-use development consisting of commercial buildings, single-family residential homes, and multi-family residential homes with associated improvements. It is further assumed that final site grade will be within 5 feet of existing site grade. FIELD STUDIES Subsurface conditions at the site were explored by using a rubber-tired backhoe.Twenty-five (25)test pits were advanced onsite.A log of each exploration is included with this report in Appendix B. Eight (8) percolation tests were performed on the subject site as well as eighteen (18) initial ground water measurements (Appendix C). Field studies were completed during April of 2020 by field personnel who conducted field excavation location mapping, logged the excavations, and obtained samples of representative soils for laboratory testing.The approximate locations of the explorations are indicated on the enclosed Site Exploration Plan (Figure 2). The Unified Soil Classification System (USCS) Classification was used to visually classify the subgrade soils during the field evaluation. REGIONAL GEOLOGY The subject site is situated within the Boise River Valley, which comprises the northwestern portion of the Snake River Plain physiographic province. The western portion of the Snake River Plain is aligned in a northwest-southeast direction and generally divides the Owyhee mountains to the south from the Central Idaho mountains toward the north (Wood and Clemens, 2004). The headwaters of the Boise River are located in the Central Idaho mountains east of Boise, Idaho. The river leaves the central mountains and enters the Snake River Plain near Barber and drains toward the west into the Snake River near Parma. The Owyhee mountains and the Central Idaho Mountains are composed predominantly of volcanic and igneous rocks. The western portion of the Snake River Plain is a northwest trending complex graben formed by extension and regional uplift along the northern boundary of the basin and range province (Wood and Clemens, 2004). The graben generally forms a basin which has been partially filled with younger sedimentary and volcanic rocks (Malde, 1991). GeoTek, Inc. MERIDIAN 118 APRIL 24, 2020 MERIDIAN 118, LLC PAGE 3 PROJECT NO. 2123-ID The Boise River Valley is bounded on the northeast by the Boise Front,which is a northwest trending topographic high extending generally from Boise to Emmett, Idaho. The Boise Front consists of Cretaceous aged granitic and metamorphic rocks cut by Tertiary aged rhyolite and overlain with Miocene aged lake sediments (Wood and Clemens, 2004). These units have been cut by northwest trending faults which down drop these units toward the southwest. The faults also provide conduits for Quaternary aged basalt intrusions and flows (Malde, 1991). The depositional environment for the valley floor is dominantly lake laid deposits of sand, silt and clay. These materials were deposited during two periods of lake activity, one during the Miocene and the other during the Pleistocene. This valley infilling process has been subsequently truncated by down faulting within the valley ranging in height from a few feet to over 50 feet. Younger alluvium has been, and continues to be, transported dominantly by water, and deposited on the basins gently sloping valley floor and within low-level flood plains. Portions of the alluvial deposits are being down cut by intermittent streams to the flood plain, and as a result stream terraces are being formed. SITE SOILS Artificial Fill Based on our field studies, some spread fills were observed along the perimeter of the site, along interior access roads, and around the existing structures. This fill is generally associated with the construction of the roadways, onsite structures, and irrigation drains/laterals. This spread fill shall be considered artificial fill. Where observed in our test pits, the upper 12 inches (up to 30 inches observed in TP-13) of material has been disturbed and contains a moderate amount of organics and roots — this shall be considered artificial fill. Since much of the site has been disturbed, it should be anticipated that deeper fills may be encountered onsite. The "Artificial Fills" are loose and contain organics/roots and are not considered suitable for support of foundations. All artificial fill material should be removed as described in the "Removals" section of this report. Native Alluvial Soils Alluvial soils encountered generally consisted surficial layers of low plasticity clays and silts with varying amounts of sand, underlain by silty sands and sandy silts, underlain by poorly graded sands and poorly graded gravels.The moisture content within the alluvial materials was generally slightly moist to moist near ground surface and moist to saturated at depth.The consistency of these soils ranged from firm/medium-dense near surface and medium-dense/moderately hard to very dense at depth. We anticipate that the onsite soils can be excavated with conventional earthwork equipment. Partially cemented layers of material were encountered in some of our excavations; however, we anticipate that the onsite soils can be excavated with conventional earthwork equipment equivalent to CAT D9R dozers and CAT 235 excavators. Special excavation equipment and techniques may be necessary dependent upon if harder materials are encountered during construction. After artificial fill is removed, the upper 12 inches of the alluvium will require, at a minimum, some removal and/or processing efforts to be considered suitable for the support of the proposed site improvements. Locally deeper processing/removals may be necessary. Refer to the"Recommendations Earthwork Construction" section of this report for specific site preparation recommendations. GeoTek, Inc. MERIDIAN 118 APRIL 24, 2020 MERIDIAN 118, LLC PAGE 4 PROJECT NO. 2123-ID SURFACE & GROUND WATER Ground water was encountered during our field investigation in all test pit locations, with the exception of TP-6, TP-1 I, TP-12, and TP-13. Ground water depth below existing ground surface ranged from 4.5' to 14.0' at TP-19 and TP-5, respectively. Irrigation drains/laterals exist within and adjacent to the site and transmit water on a periodic basis. Generally, irrigation ditches and canals will locally influence ground water during the irrigation season (i.e. April through October). If encountered, wet materials should be spread out and air-dried or mixed with drier soils to reduce their moisture content as appropriate for fill placement. Ground water is not anticipated to adversely affect planned development, provided that earthwork construction methods comply with recommendations contained in this report or those made subsequent to review of the improvement plan(s). GTI assumes that the design civil engineer of record will evaluate the site for potential flooding and set grades such that the improvements are adequately protected. These observations reflect conditions at the time of this investigation and do not preclude changes in local ground water conditions in the future from natural causes, damaged structures (lines, pipes etc.),or heavy irrigation. The groundwater monitoring results obtained are depicted in a table format in Appendix C. TECTONIC FAULTING AND REGIONAL SEISMICITY The site is situated in an area of active as well as potentially active tectonic faults, however no faults were observed during our field evaluation.There are a number of faults in the regional area,which are considered active and would have an affect on the site in the form of ground shaking, should they be the source of an earthquake. It is reasonable to assume that structures built in this area will be subject to at least one seismic event during their life, therefore, it is recommended that all structures be designed and constructed in accordance with the International Building Code (IBC). Based on our experience in the general vicinity, references in our library, field evaluation of the site, a Seismic Design Site Class Designation of`D' may be used for seismic design. Secondary Seismic Constraints The following list includes other potential seismic related hazards that have been evaluated with respect to the site, but in our opinion,the potential for these seismically related constraints to affect the site is considered negligible. * Liquefaction * Dynamic Settlements * Surface Fault Rupture * Ground Lurching or Shallow Ground Rupture Summary It is important to keep in perspective that if a seismic event were to occur on any major fault, intense ground shaking could be induced to this general area. Potential damage to any settlement sensitive structures would likely be greatest from the vibrations and impelling force caused by the inertia of the structures mass than that created from secondary seismic constraints. Considering the subsurface soil conditions and local seismicity, it is estimated that the site has a low risk associated with the potential for these phenomena to occur and adversely affect surface improvements.These potential risks are no GeoTelc, Inc. MERIDIAN 118 APRIL 24, 2020 MERIDIAN 118, LLC PAGE 5 PROJECT NO. 2123-ID greater at this site than they are for other structures and improvements developed on the alluvial materials in this vicinity. RESULTS OF LABORATORY TESTING Laboratory tests were performed on representative samples of the onsite earth materials in order to evaluate their physical and chemical characteristics.The tests performed, and the results obtained are presented in Appendix D. CONCLUSIONS Based on our field exploration, laboratory testing and engineering analyses, it is our opinion that the subject site is suited for development from a geotechnical engineering viewpoint. The recommendations presented herein should be incorporated into the final design, grading, and construction phases of development.The engineering analyses performed concerning site preparation and the recommendations presented below have been completed using the information provided to us regarding site development. In the event that the information concerning proposed development is not correct, the conclusion and recommendations contained in this report shall not be considered valid unless the changes are reviewed, and conclusions of this report are modified or approved in writing by this office. RECOMMENDATIONS - EARTHWORK CONSTRUCTION General All grading should conform to the International Building Code (IBC) and the requirements of the City of Meridian except where specifically superseded in the text of this report. During earthwork construction, all removals, drain systems, slopes,and the general grading procedures of the contractor should be observed and the fill selectively tested. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and, if warranted, modified and/or additional recommendations will be offered. It is recommended that the earthwork contractor(s) perform their own independent reconnaissance of the site to observe field conditions firsthand. If the contractor(s) should have any questions regarding site conditions,site preparation, or the remedial recommendations provided,they should contact an engineer at GeoTek for any necessary clarifications prior to submitting earthwork bids.All applicable requirements of local and national construction and general industry safety orders,the Occupational Safety and Health Act, and the Construction Safety Act should be met. Demolition The following recommendations are provided as guidelines in the event that structures are encountered that are not intended to remain. 1. All existing surface or subsurface structures (not intended to remain), within the area to be GeoTek, Inc. MERIDIAN 118 APRIL 24, 2020 MERIDIAN 118, LLC PAGE 6 PROJECT NO. 2123-ID developed, should be razed and moved off site. 2. If a septic tank (to be abandoned or below a proposed improvement) is located within the project site, it is recommended that it be pumped out and, with few exceptions, likely removed. Any leach lines, seepage pits, or other pipes associated with this structure should also be removed or properly abandoned. 3. If any wells are encountered,an attempt should be made to identify the owner and purpose of the well. Well abandonment should adhere to the recommendations provided by the Idaho Department of Water Resources, the Public Health Department, or any other government agencies. If the well is located in the area of a proposed structure, these recommendations should be reviewed by GTI and, if warranted, additional geotechnical recommendations will be offered. Removals/Processing - General Presented below are removal/processing recommendations for the various soils encountered on the project site. Debris,vegetation,and other deleterious material should be stripped/removed from areas proposed for structural improvements. Based on a review of the exploratory logs and our site reconnaissance, after the approximately 12 inches of artificial fill and deleterious material are removed (up to 30 inches observed in TP-13), a minimum removal/processing depth of 12 inches into alluvial materials should be accomplished across the site. If the left in place soils can be scarified to encounter a competent layer below; they may be processed in place; otherwise, they should be removed to competent material. Locally deeper removals/processing may be necessary based on the field conditions exposed. Since much of the site has been disturbed, it should be anticipated that deeper fills may be encountered onsite. We recommend that all deleterious soils be removed from beneath the foundations and building pads and replaced with a low expansive structural fill. The exposed ground surface should be moisture conditioned and compacted a minimum depth of 12 inches to provide uniform foundation support. Also, a minimum of 12 inches of compacted structural fill below the bottom of footings should be provided.A minimum relative compaction of 90 percent of the laboratory maximum modified density (ASTM D 1557) at a moisture content of optimum or above is necessary to generate any near surface settlements. Locally deeper removals/processing may be necessary based on the conditions exposed. Removal bottoms should be checked by a representative of GeoTek, Inc. to see if deeper removals are necessary. If very hard cemented materials are encountered during over-excavation, excavation may potentially be terminated, but this will need to be determined on a case by case basis by a representative of GTI. Foundations for the proposed structures may be founded on cemented material; however, in order to avoid the potential for differential settlement, the entire foundation would need to be supported entirely on the cemented material. If this is not possible, cemented materials should be removed to a minimum depth of 12 inches below the bottom of the footing and replaced with compacted structural fill. This can best be determined in the field based upon the conditions exposed. Termination of any excavation on cemented soils will need to be reviewed by GTI and the owner. GeoTek, Inc. MERIDIAN 118 APRIL 24, 2020 MERIDIAN 118, LLC PAGE 7 PROJECT NO. 2123-ID If existing improvements or property line restrictions limit removals, condition specific recommendations would be provided on a case-by-case basis. During earthwork construction, care should be taken by the contractor so that adverse ground movements or settlements are not generated — affecting existing improvements. Transitional Pads Transitional pads are defined in this report as pads which are partially cut and partially fill.To mitigate some of the differential settlement which will occur on transitional pads,the cut side should be over- excavated/processed to a minimum depth equal to 2 feet below the bottom of the footings or to the depth of the fill,whichever is less. On transitional pads with more than 7.5 feet of fill, plans need to be reviewed by GTI and site-specific recommendations will be provided. Excavation Difficulty Partially cemented layers of material were encountered in most of our excavations;we anticipate that the onsite soils can be excavated with conventional earthwork equipment equivalent to CAT D9R dozers and CAT 235 excavators. However, special excavation equipment and techniques may be necessary dependent upon if harder materials are encountered during construction. Seasonal conditions could cause wet soil conditions to occur onsite. Depending on the depth of cuts, it should be expected that special excavation and fill placement measures may be necessary. Wet materials should be spread out and air-dried or mixed with drier soils to reduce their moisture content to the appropriate level for fill placement. Frozen soils, if encountered, should be removed and allowed to thaw prior to any fill placement or construction. Removal bottoms should be checked by a representative of GTI to see if deeper removals are necessary. Fill Placement Subsequent to completing removals/processing and ground preparation, the excavated onsite and/or imported soils may be placed in relatively thin lifts (less than 8 inches thick), cleaned of vegetation and debris, brought to at least optimum moisture content, and compacted to a minimum relative compaction of 90 percent of the laboratory standard (ASTM D 1557). Import Material Potentially, soils will be imported to the site for earthwork construction purposes. A sample of any intended import material should first be submitted to GTI so that, if necessary, additional laboratory or chemical testing can be performed to verify that the intended import material is compatible with onsite soils. In general, import material should be within the following minimum guidelines: * Free of organic matter and debris. * Maintain less than 0.2 percent sulfate content. * Maintain less than 3.0 percent soluble material. * Maintain less than 0.02 percent soluble chlorides. * Maintain less than 0.2 percent sodium sulfate content. * Maintain a Plasticity Index less than 12 (i.e., low expansive). * One hundred percent passing the six-inch screen. * At least seventy-five percent passing a three-inch screen. * Maintain between 5 and 20 percent passing the No. 200 screen GeoTelc, Inc. MERIDIAN 118 APRIL 24, 2020 MERIDIAN 118, LLC PAGE 8 PROJECT NO. 2123-ID * Maintain at least 20 percent on No. 4 screen Observation and Testing During earthwork construction, all removal/processing and general grading procedures should be observed, and the fill selectively tested by a representative(s) of GTI. If unusual or unexpected conditions are exposed in the field,they should be reviewed by GTI and, if warranted, modified and/or additional recommendations will be offered. Subdrain System If existing drainage areas are being filled upon, it is anticipated that a subdrain system will need to be constructed below these fill areas. Locations of these drains can better be delineated when the plans reach a 40 scale. Each drain system should consist of a perforated schedule 40 PVC pipe placed in 3/4 to 1-1/2 inch gravel wrapped in filter fabric. Solid pipe outlets should be provided to an appropriate location for drainage. The subdrain system will need to be designed based on review of the 40 scale grading plans. Ground Water Ground water was encountered during our field investigation in all test pit locations, with the exception of TP-6, TP-1 I, TP-12, and TP-13. Ground water depth below existing ground surface ranged from 4.5' to 14.0' at TP-19 and TP-5, respectively. Based on site conditions in the future, a transient high ground water condition could develop over a clay or less permeable layer and this condition could generate down gradient seepage. The possible effect these layers could have on this and adjacent sites should be considered and can best be evaluated in the field during grading. If warranted by exposed field conditions, it may be recommended that a drainage system be established to collect and convey any subsurface water to an appropriate location for drainage.Typically, potential areas of seepage are difficult to identify prior to their occurrence;therefore, it is often best to adopt a "wait and see" approach to determine if any seepage conditions do develop, at which time specific recommendations to mitigate an identified condition can be provided. Earthwork Settlements Ground settlement should be anticipated due to primary consolidation and secondary compression. The total amount of settlement and time over which it occurs is dependent upon various factors, including material type, depth of fill, depth of removals, initial and final moisture content, and in-place density of subsurface materials. Compacted fills,to the heights anticipated,are not generally prone to excessive settlement. However, some settlement of the left-in-place alluvium is expected, and the majority of this settlement is anticipated to occur during grading. RECOMMENDATIONS — FOUNDATIONS General Foundation design and construction recommendations are based on preliminary laboratory testing and engineering analysis performed on near surface soils. The proposed foundation systems should be designed and constructed in accordance with the guidelines contained herein and in the International Building Code. GeoTek, Inc. MERIDIAN 118 APRIL 24, 2020 MERIDIAN 118, LLC PAGE 9 PROJECT NO. 2123-ID Based on our experience in the area, the soils onsite should have a negligible corrosive potential to concrete and metal, materials selected for construction purposes should be resistant to corrosion. Where permitted by building code, PVC pipe should be utilized. All concrete should be designed, mixed, placed, finished, and cured in accordance with the guidelines presented by the Portland Cement Association (PCA) and the American Concrete Institute (ACI). Based on our grading recommendations,the soils beneath the foundations are anticipated to have low expansion potential. Therefore, foundation recommendations for low expansive soil conditions are provided below. If more expansive soils are encountered, the pad(s) will either need to be regraded and the more expansive soils removed by the contractor—or increased foundation recommendations will need to be provided. Conventional Foundation Recommendations Column loads are anticipated to be 50 kips or less while wall loads are expected to be 3 kips per linear foot or less.The conventional recommendations provided are from a geotechnical engineering perspective(i.e.,for expansive conditions)and are not meant to supersede the design by the project's structural engineer. Preliminary recommendations for foundation design and construction are presented below. The specific criteria to be used should be verified on evaluation of the proposed buildings,structural loads, and expansion and chemical testing performed after grading is complete. The bearing values indicated are for the total dead, plus frequently applied, live loads and may be increased by one third for short duration loading,which includes the effects of wind or seismic forces. When combining passive pressure and friction for lateral resistance,the passive component should be reduced by one-third. A grade beam, reinforced as below and at least 12 inches wide, should be utilized across all large entrances. The base of the grade beam should be at the same elevation as the bottom of the adjacent footings. Footings should be founded at a minimum depth of 24 inches below lowest adjacent ground surface as required by local codes to extend below the frost line. Reinforcement for spread footings should be designed by the project's structural engineer. For foundations systems including a crawl space, it is recommended that it be designed so that water is not allowed to penetrate the crawl space. Proper grading and backfill for the foundations are critical and should adhere to the"fill placement"and"drainage"recommendations of this evaluation as well as local building codes. Soil Minimum Allowable Passive Maximum Footing Expansion Footing Bearing Coefficient Earth Earth Type Depth Pressure of Friction Pressure Pressure Classification (inches) (psf) (psf(ft) (psf) Strip/Spread Low 24 2,000 0.35 250 3,000 The coefficient of friction and passive earth pressure values recommended are working values. Strip footings should have a minimum width of one foot and spread footings should have a minimum soil to GeoTelc, Inc. MERIDIAN 118 APRIL 24, 2020 MERIDIAN 118, LLC PAGE 10 PROJECT NO. 2123-ID concrete area of four-square feet. Increases are allowed for the bearing capacity of the footings at a rate of 250 pounds per square foot for each additional foot of width and 250 pounds per square foot for each additional foot of depth into the recommended bearing material, up to a maximum outlined. If the bearing value exceeds 3,000 psf, an additional review by GTI is recommended. As mentioned previously, the exposed ground surface should be moisture conditioned and compacted a minimum depth of 12 inches below bottom of footings. If the grading recommendations presented in this report are complied with, proposed concrete floor slabs may be supported on a 6-inch layer of compacted 3/4-inch aggregate base material. A structural engineer should evaluate the proposed loading and determine the slab thickness, concrete strength, and the locations and size of the reinforcing steel. Modulus of subgrade reaction (k) may be used in the design of the floor slab supporting heavy truck traffic,forklifts, machine foundations,and heavy storage areas. Based on typical R-value test results and the interrelationships published by the Portland Cement Association for"R"-Value (resistance value) vs Modulus of Subgrade Reaction, an approximate k-value (modulus of subgrade reaction) of 125 pounds per square inch per inch may be utilized for slab design. It is recommended that a plastic water vapor retarder be utilized below the slab. The vapor retarder should conform to the specifications presented in ASTM E 1745-97 and should be placed as described in ASTM E 1643-18A and the Guide for Concrete Floor and Slab Construction, published by the American Concrete Institute (ACI 302.1 R-15). A minimum ten-mil thick vapor retarder should be placed on a minimum 6-inch thick layer of aggregate base material and a 2-inch layer of select sand should be placed over the vapor retarder. The vapor retarder should be lapped adequately to provide a continuous protection under the entire slab. Prior to the placement of concrete, moisture should be added to the subgrade soils to minimize water loss of the concrete during placement and curing Foundation Settlement Provided that the recommendations contained in this report are incorporated into final design and construction phase of development, total settlement is estimated to be less than one inch and differential settlement is estimated to be less than 0.75 inches for a 25-foot span. Two-way angular distortions due to settlements are not estimated to exceed 1/400. The structures should be loaded uniformly so as to avoid any localized settlements. Retaining and Block Walls The design parameters provided below assume that low expansive soils are used to backfill any retaining walls. If expansive soils are used to backfill the walls, increased active and at-rest earth pressures will need to be utilized for design. Building walls below grade should be waterproofed or damp-proofed, depending on the degree of moisture protection desired. GeoTek, Inc. MERIDIAN 118 APRIL 24, 2020 MERIDIAN 118, LLC PAGE I I PROJECT NO. 2123-ID Design 1. Preliminary analysis indicates that an allowable bearing value of 2,000 pounds per square foot may be used for design of footings which maintain a minimum width of 12 inches and a minimum depth of at least 12 inches into the properly compacted fill or processed and compacted alluvial materials. The bearing value may be increased by one-third for seismic or other temporary loads. A bearing value increase of 250 psf is allowed for each additional foot of width and/or an increase of 500 psf for each additional foot of depth up to a maximum bearing value of 3,000 psf without additional review. 2. For lateral sliding resistance, a 0.35 coefficient of friction may be utilized for a concrete to soil contact when multiplied by the dead load. 3. Passive earth pressure may be computed as an equivalent fluid having a density of 350 pounds per square foot per foot of depth with a maximum earth pressure of 3,000 pounds per square foot. However, for block and retaining walls within 5 feet of descending slopes, passive earth pressures should be considered negligible without further review by GeoTek. 4. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. 5. GeoTek recommends the following with regards to horizontal set back of block and retaining wall footings. The recommendations are minimums and do not account for erosion,therefore, slopes should be maintained. For block or retaining walls near slopes, the horizontal set back measured from the outside edge of the block or retaining wall footing to any adjacent descending slope face should follow the table shown below: Minimum Descending Slope Height Horizontal Setback Up to 5 feet high 2' 8" Greater than 5 feet and up to 8 feet high 3' 8" Greater than 8 feet and up to 10 feet high 4' 8" Wall Foundation Construction The following table contains preliminary foundation design and construction recommendations for walls that are constructed on low expansive soils. Footings should be founded at a minimum depth of 24 inches below the lowest adjacent grade. GeoTek, Inc. MERIDIAN 118 APRIL 24, 2020 MERIDIAN 118, LLC PAGE 12 PROJECT NO. 2123-ID Minimum Footing Depth (1) Expansive Nature of Soil Retaining Walls Block Walls w/ min. 2 ft. retained LOW 24 inches 24 inches (1) denotes that depth should be measured from the lowest adjacent grade All walls should be reinforced per the design of the structural engineer. GeoTek projects that the graded condition of the lots will be low expansive. The structural engineer should consider this in their design for reinforcing and control joint spacing.The walls should use both vertical and horizontal reinforcement and be designed to resist the effects a two-way 1/400 angular distortion would impart on a wall. Prior to pouring concrete, the subgrade soils should be lightly moisture conditioned to prevent loss of water during pouring and curing of the concrete. Restrained Walls Any retaining walls that will be restrained prior to placing and compacting backfill material or that have reentrant or male corners, should be designed for an at-rest equivalent fluid pressure of 65 pcf, plus any applicable surcharge loading. For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall laterally from the corner. Additional lateral forces can be induced on restrained walls during an earthquake. If required by the IBC,the structural engineer should consider this in their design and the minimum earthquake-induced force (Feq) should be incorporated into design (lbs/linear foot of wall). This force can be assumed to act at a distance of 0.6H above the base of the wall, where "H" is the height of the retaining wall measured from the base of the footing (in feet). Refer to the diagram below for the graphical representation of the lateral seismic earth pressures. Feq 0.6 H IF Cantilevered Walls The recommendations presented below are for cantilevered retaining walls up to 10 feet high.Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections.An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall.Appropriate fluid unit weights are given below for specific slope gradients of the retained material. These do not include other superimposed loading conditions such as traffic, structures, seismic events, or adverse geologic conditions. GeoTek, Inc. MERIDIAN 118 APRIL 24, 2020 MERIDIAN 118, LLC PAGE 13 PROJECT NO. 2123-ID Surface Slope of Equivalent Retained Material H:V Fluid Weight P.C.F. Level 40 3 to 1 50 2 to 1 65 Additional lateral forces can be induced on restrained walls during an earthquake. If required by the IBC,the structural engineer should consider this in their design and the minimum earthquake-induced force (Feq) should be incorporated into design (lbs/linear foot of wall). This force can be assumed to act at a distance of 0.6H above the base of the wall, where "H" is the height of the retaining wall measured from the base of the footing (in feet). Expected Wall Movements A retaining wall must translate laterally to reach full passive pressure/resistance.At 0.5%strain, %the passive pressure is mobilized, and at 2% strain the full passive pressure is mobilized. For a 12-inch embedment this can be 0.25 inches. In addition, wall rotation is expected to reach an active design state. This rotation, at a minimum, needs to undergo 0.5% strain and walls are often considered to rotate between 0.005 to 0.02 times their height, dependent upon the soil condition,with no adverse effects expected. In the undersigned opinion, a value of 0.01 times the height of the wall is a maximum rotation that should typically be expected. For a 10-foot-high wall this amounts to 1.2 inches of movement that can occur at the top of the wall. Walls should be expected to translate/move/rotate quite a bit, and the higher the wall the more movement that should be expected. Wall Backfill and Drainage All retaining walls should be provided with an adequate back drain and outlet system (a minimum I outlet per 10 feet of wall) to prevent buildup of hydrostatic pressures and be designed in accordance with minimum standards presented herein. Gravel used in back drain systems should be a minimum of 12 inches of 3/4 to 1-1/2 inch clean crushed rock, wrapped in filter fabric that extends to within 18 inches of the surface. The surface of the backfill should be sealed by pavement or the top 18 inches compacted with native low permeability soil. Proper surface drainage should also be provided. Manufactured alternatives to a gravel back drain system are available but should be reviewed by GeoTek prior to installation. PAVEMENT SECTIONS Pavement sections presented in the following table are based on an R-value result of 5, Ada County Highway District Development(ACHD) pre-assigned traffic index(s)for residential construction and estimated traffic index(s) for commercial construction, and the guidelines presented in the latest edition of the ACHD Development Policy Manual. These pavement sections are presented for planning purposes only and should be verified based on specific laboratory testing performed subsequent to rough grading of the site. GeoTek, Inc. MERIDIAN 118 APRIL 24, 2020 MERIDIAN 118, LLC PAGE 14 PROJECT NO. 2123-ID Pavement Construction and Maintenance All section changes should be properly transitioned. If adverse conditions are encountered during the preparation of subgrade materials, special construction methods may need to be employed. All subgrade materials should be processed to a minimum depth of 12 inches and compacted to a minimum relative compaction of 90 percent near optimum moisture content. All aggregate base should be compacted to a minimum relative compaction of 95 percent at optimum moisture content. MINIMUM MINIMUM AGGREGATE ASSUMED TRAFFIC SUBGRADE ASPHALT THICKNESS (in.) RIGHT-OF-AWAY R-VALUE CONCRETE Aggregate THICKNESS Base (3/4" Subbase (in.) minus)* (Pitrun)* Residential Normal Traffic 5 2.5 4.0 13.0 TI = 6.0 Collector Normal Traffic 5 3.0 6.0 17.0 TI = 8.0 Heavy Truck Access 5 4.0 6.0 23.0 TI=10.0 *Aggregate Base and Subbase gradation specification requirement per the current edition of the Idaho Standards for Public Works Construction (ISPWC) Manual.Asphalt mix design shall meet the requirements of ISPWC, Section 810 Class III Plant mix. Materials shall be placed in accordance with ISPWC Standard Specifications for Highway Construction. The recommended pavement sections provided are meant as minimums. If thinner or highly variable pavement sections are constructed, increased maintenance and repair should be expected. If the ADT (average daily traffic) or ADTT (average daily truck traffic) increases beyond that intended,as reflected by the traffic index(s) used for design, increased maintenance and repair could be required for the pavement section. Positive site drainage should be maintained at all times.Water should not be allowed to pond or seep into the ground. If planters or landscaping are adjacent to paved areas, measures should be taken to minimize the potential for water to enter the pavement section. Concrete Pavement Sections The Portland Cement Concrete (PCC) pavement sections presented below are based on an R-value of 5, assumed traffic index(s), a load safety factor of 1.1, a modulus of rupture of 600 psi, and the guidelines presented in the latest revision to the Portland Cement Association, "Portland Cement Concrete Pavement Design for Light, Medium & Heavy Traffic (1991)". These preliminary pavement sections are presented for planning purposes only and should be verified based on specific laboratory testing performed subsequent to rough grading of the site. The following criteria for the Portland Cement Concrete pavement should also be incorporated into preliminary site design. No traffic should be allowed upon the newly poured concrete slabs for a minimum of 7 days after pouring. This time period is critical as it gives the concrete time to cure and GeoTek, Inc. MERIDIAN 118 APRIL 24, 2020 MERIDIAN 118, LLC PAGE 15 PROJECT NO. 2123-ID gain strength. Perimeter edges of the concrete should be thickened, as appropriate. Longitudinal and transverse joints should be utilized to control cracking. Longitudinal and transverse control joints should be placed on approximately I I to 15-foot centers. These control joints can be constructed by using expansion joint material and pouring each section separately or by saw cutting the slabs to a minimum depth of one-fourth the slab thickness. Other methods for appropriately providing control joints may also be utilized.All joints should be properly sealed.All concrete should be designed, mixed, placed, finished, and cured in accordance with the guidelines presented by the Portland Cement Association (PCA), the American Concrete Institute (ACI) and the International Building Code (IBC). MINIMUM AGGREGATE MINIMUM THICKNESS (in.) ASSUMED TRAFFIC SUBGRADE CONCRETE RIGHT-OF-AWAY R-VALUE THICKNESS Aggregate Subbase* (in.) Base (3/4" (Uncrushed minus) Aggregate) Parking and Drives No Truck Access 5 7.0 6.0 11.0 TI = 6.0 Truck Access 5 8.0 6.0 10.0 TI = 8.0 Heavy Truck Access 5 8.5 6.0 10.0 TI = 10.0 *Aggregate Base and Subbase gradation specification requirement per the current edition of the Idaho Standards for Public Works Construction (ISPWC) Manual. Materials shall be placed in accordance with ISPWC Standard Specifications for Highway Construction. The recommended pavement sections provided are meant as minimums. If thinner or highly variable pavement sections are constructed, increased maintenance and repair should be expected. If the ADT (average daily traffic) or ADTT (average daily truck traffic) increases beyond that intended,as reflected by the traffic index(s) used for design, increased maintenance and repair could be required for the pavement section. Positive site drainage should be maintained at all times.Water should not be allowed to pond or seep into the ground. If planters or landscaping are adjacent to paved areas, measures should be taken to minimize the potential for water to enter the pavement section. OTHER RECOMMENDATIONS Site Improvements As is commonly known, expansive soils are problematic with respect to the design, construction and long-term performance of concrete flatwork. Due to the nature of concrete flatwork, it is essentially impossible to totally mitigate the effects of soil expansion.Typical measures to control soil expansion GeoTelc, Inc. MERIDIAN 118 APRIL 24, 2020 MERIDIAN 118, LLC PAGE 16 PROJECT NO. 2123-ID for structures include; low expansive soil caps, deepened foundation system, increased structural design,and soil presaturation.As they are generally not cost effective,these measures are very seldom utilized for flatwork because it is less costly to simply replace any damaged or distressed sections than to "structurally" design them. Even if "structural" design parameters are applied to flatwork construction,there would still be relative movements between adjoining types of structures and other improvements (e.g., curb and sidewalk). This is particularly true as the level of care during construction of flatwork is often not as meticulous as that for structures. Unfortunately, it is fairly common practice for flatwork to be poured on subgrade soils, which have been allowed to dry out since site grading. Generally, after flatwork construction is completed, landscape irrigation begins, utility lines are pressurized, and drainage systems are utilized; presenting the potential for water to enter the dry subgrade soils, causing the soil to expand. Recommendations for exterior concrete flatwork design and construction can be provided upon request. If, in the future, any additional improvements are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request.This office should be notified in advance of any fill placement,grading, or trench backfilling after rough grading has been completed. This includes any grading, utility trench and retaining wall backfills. Landscape Maintenance and Planting Water has been shown to weaken the inherent strength of all earth materials. Slope stability is significantly reduced by overly wet conditions. Graded slopes constructed within and utilizing onsite materials would be erosive. Eroded debris may be minimized, and surficial slope stability enhanced by establishing and maintaining a suitable vegetation cover as soon as possible after construction. Compaction to the face of fill slopes would tend to minimize short-term erosion until vegetation is established. Plants selected for landscaping should be lightweight, deep-rooted types, which require little water and are capable of surviving the prevailing climate. From a geotechnical standpoint, leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent compaction. Only the amount of irrigation necessary to sustain plant life should be provided. Overwatering the landscape areas could adversely affect proposed site improvements. We recommend that any proposed open bottom planter areas adjacent to proposed structures be eliminated for a minimum distance of 5 feet and desert landscape using xeriscape technology be used outside of this buffer zone. As an alternative, closed bottom type planter could be utilized.An outlet, placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. Irrigation timers should be adjusted on a monthly basis. Soil Corrosion Based on our experience in the area, the soils onsite should have a negligible corrosive potential to concrete and metal, materials selected for construction purposes should be resistant to corrosion. Where permitted by building code, PVC pipe should be utilized. All concrete should be designed, mixed, placed, finished, and cured in accordance with the guidelines presented by the Portland Cement Association (PCA) and the American Concrete Institute (ACI). Trench Excavation All footing trench excavations should be observed by a representative of this office prior to placing GeoTelc, Inc. MERIDIAN 118 APRIL 24, 2020 MERIDIAN 118, LLC PAGE 17 PROJECT NO. 2123-ID reinforcement. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent if not removed from the site. Considering the nature of the onsite soils, it should be anticipated that caving or sloughing could be a factor in excavations. Shoring or excavating the trench walls and slopes to the angle of repose (typically 25 to 45 degrees) may be necessary and should be anticipated in non-cemented soils. All excavations should be observed by one of our representatives and conform to national and local safety codes. Onsite Utility Trench Backfill Considering the overall nature of the soil encountered onsite, it should be anticipated that materials will need to be imported to the site for use as pipe bedding and pipe zone material. All utility trench backfill should be brought to near optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. Compaction testing and observation, along with probing should be performed to verify the desired results.Sand backfill, unless excavated from the trench, should not be used adjacent to perimeter footings or in trenches on slopes. Compaction testing and observation, along with probing should be performed to verify the desired results. Sand backfill, unless excavated from the trench, should not be used adjacent to perimeter footings or in trenches on slopes. Compaction testing and observation, along with probing should be performed to verify the desired results. Offsite utility trenches should be compacted to a minimum of 90 relative compaction. Compaction testing and observation, along with probing, should be performed to verify the desired results. Drainage Positive site drainage should be maintained at all times in accordance with the IBC. Drainage should not flow uncontrolled down any descending slope.Water should be directed away from foundations and not allowed to pond and/or seep into the ground. Pad drainage should be directed toward the street or other approved area. The ground immediately adjacent to the foundation shall be sloped away from the building at a minimum of 5-percent for a minimum distance of 10 feet measured perpendicularly to the face of the wall. If physical obstructions prohibit 10 feet of horizontal distance,a 5-percent slope shall be provided to an approved alternate method of diverting water away from the foundation. Swales used for this purpose shall be sloped a minimum of 2-percent where located within 10 feet of the building foundation. Impervious surfaces within 10 feet of the building foundation shall be sloped a minimum of 2-percent away from the building. Roof gutters and down spouts should be utilized to control roof drainage. Down spouts should outlet onto paved areas or a minimum of five feet from proposed structures or into a subsurface drainage system. Areas of seepage may develop due to irrigation or heavy rainfall. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. PLAN REVIEW Final grading, foundation, and improvement plans should be submitted to this office for review and comment as they become available, to minimize any misunderstandings between the plans and recommendations presented herein. In addition,foundation excavations and earthwork construction performed on the site should be observed and tested by this office. If conditions are found to differ substantially from those stated, appropriate recommendations would be offered at that time GeoTek, Inc. MERIDIAN 118 APRIL 24, 2020 MERIDIAN 118, LLC PAGE 18 PROJECT NO. 2123-ID LIMITATIONS The materials encountered on the project site and utilized in our laboratory study are believed representative of the area; however, soil materials vary in character between excavations and conditions exposed during mass grading. Site conditions may vary due to seasonal changes or other factors. GeoTek, Inc. assumes no responsibility or liability for work, testing, or recommendations performed or provided by others.Since our study is based upon the site materials observed,selective laboratory testing and engineering analysis, the conclusions and recommendations are professional opinions.These opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied. Standards of practice are subject to change with time. The opportunity to be of service is greatly appreciated. If you have any questions concerning this report or if we may be of further assistance, please do not hesitate to contact the undersigned. Respectfully submitted, S%ON'AL GeoTek, Inc. ���' QISTr; 10 �D ` N � y �C.v1 q- Zy—ZO Steven). Huber, El David C. Waite, PE Staff Professional Senior Engineer GeoTek, Inc. 55 $ Meridian Nampi _o!UrHWE&I AOA ¢CIIJINT r d5 Kings Corner Deal Kuna NMo , 80WM M * APPROXIMATE SITE LOCATION Jry Source:Google Maps, 2020. GeoTek Field Observations, 2020. Not to Scale FIGURE I SITEVICINITY MAP Meridian 118 NW of 1-84 & S Ten Mile Rd G E O T E K Meridian, Idaho GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Prepared for: Meridian 118, LLC Project No.: Report Date: Drawn By: 320 E.Corporate Dr,Suite 300, Meridian,ID 83642 2 1 23-ID April 2020 SJH (208)888-7010 (phone)/(208)888-7924(FAX) m V ' ,• 3 t, - r T Interstate 84 APPROXIMATETEST PIT LOCATIONS Source:Google Earth, 2018. GeoTel< Field Observations, 2020. Not to Scale FIGURE 2 SITE EXPLORATION PLAN Merdian 118 NW of 1-84 & S Ten Mile Rd G E O T E K Meridian, Idaho GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Prepared for: Meridian 118, LLC Project No.: Report Date: Drawn By: 320 E.Corporate Dr,Suite 300, Meridian,ID 83642 2 1 23-ID April 2020 Si (208)888-7010 (phone)/(208)888-7924(FAX) APPENDIX A GeoTek, Inc. REFERENCES Ada County Highway District Development Policy Manual, Revised by Resolution No. 690, October 2003 ASTM, 200, "Soil and Rock: American Society for Testing and Materials," vol. 4.08 for ASTM test methods D-420 to D-4914, 153 standards, 1,026 pages; and vol. 4.09 for ASTM test method D- 4943 to highest number. Breckinridge, R.M., Lewis, R.S.,Adema, G.W.,Weisz, D.W.,2003, Map of Miocene and Younger Faults in Idaho, Idaho Geological Survey, University of Idaho Collett, Russell A., 1980, Soil Survey of Ada County, Eastern Part, United States Department of Agriculture Soil Conversation Service, United States Department of the Interior Bureau of Land Management, Idaho Soil Conservation Commission, University of Idaho College of Agriculture. Day, Robert W., 1999, Geotechnical and Foundation Engineering— Design and Construction Day, Robert W., 2002, Geotechnical Earthquake Engineering Handbook GeoTek, Inc., In-house proprietary information. Idaho Department of Water Resources, Treasure Valley Hydrology— Geology,January 2003 Idaho Department of Water Resources, Well Information, Well Driller Reports, 2002 Idaho Transportation Department CD-ROM Publications, September 2003 Johnson, Bruce R. and Raines, Gary L., 1995, Digital representation of the Idaho state geologic map:a contribution to the Interior Columbia Basin Ecosystem Management Project. USGS Open-File Report 95-690 Malde, H.E., 1991. Quaternary geology and structural history of the Snake River Plain, Idaho and Oregon. In: The Geology of North America, Quaternary Nonglacial Geology: Conterminous U.S., Vol. K-2, 252-281 pp. Othberg, K.L., 1994. Geology and geomorphology of the Boise Valley and adjoining areas, western Snake River Plain, Idaho. Idaho Geological Survey Bulletin 29: 54 pp. USGS, Cloverdale Quadrangle, 7.5-Minute Series Topographic Map, 1979. USGS, 2003, Seismic Hazard Map of Idaho, Peak Acceleration (%g)with 2% Probability of Exceedance in 50 years. GeoTek, Inc. APPENDIX 6 GeoTek, Inc. LOG GENERAL NOTES CONSISTENCY OF FINE-GRAINED SOILS RELATIVE DENSITY OF COARSE-GRAINED SOILS Unconfined Standard Standard Penetration(SPT)or N. Compressive Penetration or N- Consistency Value(SS) Blows/Ft Relative Density Strength,Qu,psf Value(SS)Blows/Ft <500 <2 Very Soft 0-3 Very Loose 500- 1,000 2-3 Soft 4-9 Loose 1,001 -2,000 4-7 Firm 10-29 Medium Dense 2,001 -4,000 8- 16 Stiff 30-49 Dense 4,001 -8,000 17-32 Very Stiff 50+ Very Dense >8,001 32+ Hard SPT penetration test using 140 pound hammer,with 30 inch free fall on 2 inch outside diameter(1-3/8 ID)sampler For ring sampler using 140 lb hammer,with a 30 inch free fall on 3 inch outside diameter(2-1/2 ID)sample, use N-value x 0.7 to get Standard N-value For fine grained soil consistency,thumb penetration used per ASTM D-2488 RELATIVE PROPORTIONS OF SAND&GRAVEL GRAIN SIZE TERMINOLOGY Descriptive Term of other constituents Percent of Dry Major Component Particle Size Weight of Sample Trace < 15 Boulders Over 12 inches With 15-29 Cobbles 3 inches to 12 inches Modifier >30 Gravel #4 Sieve to 3 inches Sand #200 Sieve to#4 Sieve Silt or Clay Passing#200 Sieve RELATIVE HARDNESS OF CEMENTED SOILS(CALICHE) Description General Characteristics Very Dense to Moderately Hard Partially Cemented Granular Soil-Can be carved with a knife and broken with force by hand. Very Stiff to Moderately Hard Partially Cemented Fine-Grained Soil-Can be carved with a knife and broken with force by hand. Moderately Hard Moderate hammer blow required to break a sample Hard Heavy hammer blow required to break a sample Very Hard Repeated heavy hammer blow required to break a sample LOG LEGEND MATERIAL DESCRIPTION Soil Pattern USCS Symbol USCS Classification FILL Artificial Fill --------------- GP or GW Poorly/Well graded GRAVEL GM Silty GRAVEL GC Clayey GRAVEL GP-GM or GW-GM Poorly/Well graded GRAVEL with Silt GP-GC or GW-GC Poorly/Well graded GRAVEL with Clay SP or SW Poorly/Well graded SAND SM Silty SAND SC Clayey SAND SP-SM or SW-SM Poorly/Well graded SAND with Silt . ................... SP-SC or SW-SC Poorly/Well graded SAND with Clay ...:...........:..:.:...::... `I SC-SM Silty Clayey SAND Hill IIiIlIIII IIII MIL SILT III�I�I��IIII �I�II MH Elastic SILT CL-ML Silty CLAY CL Lean CLAY CH Fat CLAY PCEM PARTIALLY CEMENTED CEM CEMENTED BDR I BEDROCK SAMPLING SPT Ring Sample NR No Recovery Bulk Sample Water Table CONSISTENCY Cohesionless Soils Cohesive Soils Cementation VL Very Loose So Soft MH Moderately Hard L Loose F Firm H Hard MD Medium Dense S Stiff VH Very Hard D Dense VS Very Stiff VD Very Dense TEST PIT LOG LOGGED BY: S,H PROJECT#: 2123-ID METHOD: Backhoe As:�� PROJECT: Meridian 118 EXCAVATOR: Just Dig It CLIENT: Merdian 118,LLC DATE: 4/15/20 GE T E LOCATION: N of 1-84 and W of S Ten Mile Rd,Meridian,ID ELEVATION: SAMPLES ,^ CL C � C u TEST PIT NUMBER: TP-1 REMARKS 2 C E _o o �rn u 1A m MATERIAL DESCRIPTION AND COMMENTS FILL Brown to Dk.Brown,Artificial Fi 1,Sandy Lean CLAY,Moist So I Organics/roots upper 1.0' PCEM Lt.Brown to Brown,PARTIALLY CEMENTED Silty SAND,Slightly Moist to Moist MH Weak cementation 2 3 SM Brown,Silty SAND,Moist to Saturated MD Percolation testing conducted @ 3.0' 4 5 Groundwater measured @ 4.9'on 4-16-20 GP Tan to Lt.Brown,Poorly graded GRAVEL w/Sand&Cobbles,Saturated D 6 7 8 Piezometer installed @ 8.0' END OF TEST PIT @ 8.0' 9 10 II 12 13 14 15 16 17 18 19J 20 TEST PIT LOG LOGGED BY: SJH PROJECT#: 2123-ID METHOD: Backhoe "OA PROJECT: Meridian 118 EXCAVATOR: Just Dig It CLIENT: Merdian 118,LLC DATE: 4115/20 GE 0 T E K LOCATION: N of 1-84 and W of S Ten Mile Rd,Meridian,ID ELEVATION: SAMPLES s. E u r a I— y TEST PIT NUMBER: TP-2 N ` 4 REMARKS vi a m C G £ o S vVi ° #A m MATERIAL DESCRIPTION AND COMMENTS U FILL Brown to Dk.Brown,Artificial Fill,Sandy Lean CLAY,Moist So 1TFIT Organics/roots upper 1.0' CL Brown to Dk.Brown,Sandy Lean CLAY,Moist F 2 SM Lt.Brown,Silty SAND,Moist MD 3 PCEM Lt.Brown to Brown,PARTIALLY CEMENTED Silty SAND,Slightly Moist to Moist MH Weak cementation 4 5 GP Tan to Lt.Brown,Poorly graded GRAVEL w!Sand&Cobbles,Moist to Saturated D 6 7 8 Groundwater measured @ 7.8'on 4-16-20 9 10 Piezometer installed @ 10.0' END OF TEST PIT @ 10.0- II 12 13 14 15 I6 17 18 19 20 TEST PIT LOG LOGGED BY: SJH PROJECT#: 2123-ID METHOD: Backhoe '--0j PROJECT: Meridian 118 EXCAVATOR: Just Dig It CLIENT: Merdian 118,LLC DATE: 4/15120 GE 0 T E K LOCATION: N of 1-84 and W of S Ten Mile Rd,Meridian,ID ELEVATION: SAMPLES = O �. r TEST PIT NUMBER: TP-3 0 REMARKS a ul d fn y C E o N 2 �n m m MATERIAL DESCRIPTION AND COMMENTS V FILL rown to k, rown, fcial i , IL w an ,Moist So 1 Organics/roots upper 1.0' ML Brown to Dk.Brown,SILT w/Sand,Moist F 2 CL-ML Brown,Sandy Silty CLAY,Moist to Saturated MD 3 4 5 Groundwater measured @ 5.0'on 4-16-20 6 7 PCEM Lt.Brown to Brown,PARTIALLY CEMENTED Silty SAND,Saturated MH 8 GP Tan to Lt.Brown,Poorly graded GRAVEL w/Sand&Cobbles,Saturated D 9 Piezometer installed @ 9.0' END OF TEST PIT @ 9.0' 10 II 12 l3 l4 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: SJH PROJECT#: 2123-ID METHOD: Backhoe '-Oowc� PROJECT: Meridian 118 EXCAVATOR: Just Dig It CLIENT: Merdian 118,LLC DATE: 4115/20 GE 0 T E K LOCATION: N of 1-84 and W of S Ten Mile Rd,Meridian,ID ELEVATION: SAMPLES a i 0 u s TEST PIT NUMBER: TP-4 0 a H in M REMARKS GE o La H U Am n MATERIAL DESCRIPTION AND COMMENTS FILL Brown to Dk.Brown,Artificial Fit],SILT w/Sand,Moist So 14T4mF Organics/roots upper 1.0' ML Brown to Dk.Brown,SILT w/Sand,Moist F 2 PCEM Lt.Brown to Brown,PARTIALLY CEMENTED Silty SAND,Slightly Moist to Moist MH Weak cementation 3 4 SM Brown,Silty SAND,Moist to Saturated MD 5 6 7 Groundwater observed @ 7.5' 8 GP Tan to Lt.Brown,Poorly graded GRAVEL w/Sand&Cobbles,Saturated D 9 END OF TEST PIT @ 9.0- 10 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: S,H PROJECT#: 2123-ID METHOD: Backhoe PROJECT: Meridian 1 18 EXCAVATOR: Just Dig It CLIENT: Merdian 118,LLC DATE: 4/15/20 GE 0 T E K LOCATION: N of 1-84 and W of S Ten Mile Rd,Meridian,ID ELEVATION: SAMPLES ^ O >- s TEST PIT NUMBER: TP-5 N REMARKS a 01 y N G E o H uVi j to m 7 7 MATERIAL DESCRIPTION AND COMMENTS FILL Lt Brown to Brown,Artificial Fill,Poorly graded SAND w/Gravel&trace Cobbles,Slightly Moist to Moist L 1 Organics roots,trash&debris upper 1.0' ML Brown to Dk.Brown,SILT w/Sand,Moist F 2 PCEM Tan to Lt Brown,PARTIALLY CEMENTED Poorly graded SAND w/Gravel&Cobbles,Slightly Moist to Moist MH 3 4 GP Lt Brown to Brown,Poorly graded GRAVEL w/Sand&Cobbles,Moist to Saturated D Percolation testing conducted @ 4.0' 5 6 7 8 9 10 11 12 13 14 Groundwater measured @ 14.0'on 4-16-20 15 Piezometer installed @ 15.0' END OF TEST PIT @ 15.0' 16 17 18 19 20 TEST PIT LOG LOGGED BY: SJH PROJECT#: 2123-ID METHOD: Backhoe PROJECT: Meridian 118 EXCAVATOR: Just Dig It CLIENT: Merdian 118,LLC DATE: 4/15/20 GE 0 T E K LOCATION: N of 1-84 and W of S Ten Mile Rd,Meridian,ID ELEVATION: SAMPLES r. C s TEST PIT NUMBER: TP-6 d N REMARKS G C o 4A (A U m m 7 MATERIAL DESCRIPTION AND COMMENTS FILL Brown to Brown,Artificial Nil, can w an Moist So Organics/roots upper I.0' SM Lt.Brown to Brown,Silty SAND,Moist MD 2 3 4 SM Tan,Silty SAND w/Gravel,Moist MD Thin layers of cementation throughout 5 6 7 8 PCEM Brown,PARTIALLY CEMENTED Silty Sand,Slightly Moist to Moist MH Weak cementation 9 10 II ;x 12 13 14 Piezometer installed @ 14.0' END OF TEST PIT @ 14.0' 15 NO GROUNDWATER ENCOUNTERED 16 17 18 l9 20 TEST PIT LOG LOGGED BY: S,H PROJECT#: 2123-ID METHOD: Backhoe PROJECT: Meridian 118 EXCAVATOR: Just Dig It CLIENT: Merdian 118,LLC DATE: 4115/20 GE 0 T E K LOCATION: N of 1-84 and W of S Ten Mile Rd,Meridian,ID ELEVATION: SAMPLES C C a L. V s TEST PIT NUMBER: TP-7 y M REMARKS C C o 0 uVi o rn m O MATERIAL DESCRIPTION AND COMMENTS U FILL Brown to Ok.Brown,Artificial Fill,Lean CLAY w Sand,Moist So l Or anics/roots upper 1.0' CL Brown to Dk.Brown,Lean CLAY w/Sand,Moist F 2 SM Lt.Brown to Brown,Silty SAND,Moist 3 4 5 6 PCEM Tan to Lt.Brown,PARTIALLY CEMENTED Silty SAND,Moist to Saturated MH Weak cementation 7 8 9 Groundwater observed @ 9.0' 10 GP Tan to Lt.Brown,Poorly graded GRAVEL w/Sand&Cobbles,Saturated D 11 END OF TEST PIT @ 1 1.0- 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: SJH PROJECT#: 2123-ID METHOD: Backhoe PROJECT: Meridian 118 EXCAVATOR: Just Dig It CLIENT: Merdian 118,LLC DATE: 4/15/20 GE 0 T E K LOCATION: N of 1-84 and W of S Ten Mile Rd,Meridian,ID ELEVATION: SAMPLES C 6 >- Z � C d C s TEST PIT NUMBER: TP-8 REMARKS O. O. h C rA 'a G to o U %A m MATERIAL DESCRIPTION AND COMMENTS FILL Brown to Dk. grown,Artificial FiF,Lean CLAY wl Sand,Moist So I Organics/roots upper 1.0' CL Brown to Dk.Brown,Lean CLAY w/Sand,Moist F 2 PCEM Lt.Brown to Brown,PARTIALLY CEMENTED Silty SAND,Slightly Moist to Moist MH Weak cementation 3 4 - SM Brown,Silty SAND,Moist to Saturated MD 5 6 7 Groundwater measured @ 6.9'on 4-16r20 GP Tan to Lt.Brown,Poorly graded GRAVEL w/Sand&Cobbles,Saturated D 8 Piezometer installed @ 8.0' END OF TEST PIT @ 8.0' 9 10 11 12 l3 14 15 16 l7 18 19 20 TEST PIT LOG LOGGED BY: SJH PROJECT#: 2123-ID METHOD: Backhoe PROJECT: Meridian 118 EXCAVATOR: Just Dig It CLIENT: Merdian 118,LLC DATE: 4/15/20 GE 0 T E K LOCATION: N of 1-84 and W of S Ten Mile Rd,Meridian,ID ELEVATION: SAMPLES �. a i u TEST PIT NUMBER: TP-9 0 J a� a X REMARKS o E o o c v► m MATERIAL DESCRIPTION AND COMMENTS U FILL Brown toBrown,Artificial Fill,Lean CLAY w/Sand,Moist So I Or anics/roots upper I.0' CL Brown to Dk.Brown,Lean CLAY w/Sand,Moist F 2 3 PCEM Lt.Brown to Brown,PARTIALLY CEMENTED Silty SAND,Slightly Moist to Moist MH Weak cementation 4 5 SM Brown,Silty SAND w/Gravel,Moist to Saturated MD 6 Percolation testing conducted @ 6.5' 7 Groundwater measured @ 6.9'on 4-16-20 8 END OF TEST PIT @ 8.0' 9 10 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: SJH PROJECT#: 2123-ID METHOD: Backhoe PROJECT: Meridian 118 EXCAVATOR: Just Dig It CLIENT: Merdian 118,LLC DATE: 4/15/20 GE D T E K LOCATION: N of 1-84 and W of S Ten Mile Rd,Meridian,ID ELEVATION: SAMPLES 1 C ^ p, i .0 V s CD TEST PIT NUMBER: TP-10 y d N V REMARKS G E o o MATERIAL DESCRIPTION AND COMMENTS V FILL 18rown to k.Brown,Artificial Fill,Lean CLAY w/Sand,Moist So I Or nits/roots upper 1.0' CL Brown to Dk.Brown,Lean CLAY w/Sand,Moist F 2 SM Brown,Silty SAND,Moist MD 3 4 5 6 SM Tan,Silty SAND wl Gravel,Moist D Thin layers of cementation throughout 7 8 9 Groundwater observed @ 9.0' 10 END OF TEST PIT @ 10.0- II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: S,H ACE"" PROJECT#: 2123-ID METHOD: Backhoe PROJECT: Meridian 118 EXCAVATOR: Just Dig It CLIENT: Merdian 118,LLC DATE: 4/15/20 GE D T E K LOCATION: N of 1-84 and W of S Ten Mile Rd,Meridian,ID ELEVATION: SAMPLES _ C O L. .0 u s N TEST PIT NUMBER: TP-1 1 2 a d N a REMARKS C � o � (A �j m n F MATERIAL DESCRIPTION AND COMMENTS FILL rown to D . rown, rt Icia i , an y can oist So I Or anics/roots upper 1.0' CL Brown to Dk.Brown,Sandy Lean CLAY,Moist F 2 ML Lt.Brown to Brown,Sandy SILT,Moist MD Thin layers of cementation throughout 3 4 SM Tan to Lt.Brown,Silty SAND w/Gravel,Moist MD 5 Percolation testing conducted @ 5.5' 6 7 8 PCEM Tan to Lt Brown,PARTIALLY CEMENTED Poorly graded SAND w/Silt S Gravel,Slightly Moist to Moist MH 9 10 SM Brown,Silty SAND,Moist D II 12 13 Piezometer installed @ 13.0' END OF TEST PIT @ 13.0- 14 NO GROUNDWATER ENCOUNTERED 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: SJH As:�� PROJECT#: 2123-ID METHOD: Backhoe PROJECT: Meridian 118 EXCAVATOR: Just Dig It CLIENT: Merdian 118,LLC DATE: 4/15120 GE Q T E K LOCATION: N of 1-84 and W of S Ten Mile Rd,Meridian,ID ELEVATION: SAMPLES .-. a i E u �n TEST PIT NUMBER: TP-12 N REMARKS � a (AIA c G td o (A j 1A m 7 r MATERIAL DESCRIPTION AND COMMENTS FILL Brown to Dk,Brown,Artificial Fill,Sandy Lean CLAY,Moist So 1 Organics/roots upper 1.0' CL Brown to Dk.Brown,Sandy Lean CLAY,Moist F 2 SM Lt.Brown to Brown,Silty SAND,Moist MD 3 4 5 6 7 SM Tan,Silty SAND w/Gravel,Moist MD Thin layers of cementation throughout 8 9 10 II SP Brown,Poorly graded SAND w/Silt,Moist MD 12 13 14 END OF TEST PIT @ 14.0' 15 NO GROUNDWATER ENCOUNTERED 16 17 18 19 20 TEST PIT LOG LOGGED BY: S,H PROJECT#: 2123-ID METHOD: Backhoe '-0A PROJECT: Meridian 118 EXCAVATOR: Just Dig It CLIENT: Merdian 118,LLC DATE: 4/15/20 GE 0 T E K LOCATION: N of 1-84 and W of S Ten Mile Rd,Meridian,ID ELEVATION: SAMPLES G C s TEST PIT NUMBER: TP-13 � REMARKS A d N f7 E p O N rn m 7 MATERIAL DESCRIPTION AND COMMENTS U FILL Lt.grown to Brown,Artificial Fifl,Silty SAND,Slightly Moist to Moist L I SM Lt.Brown to Brown,Silty SAND, Moist MD 2 Organics/roots upper 2.5' 3 PCEM Tan to Lt.Brown,PARTIALLY CEMENTED Silty SAND,Slightly Moist to Moist MH 4 GP Tan to Lt.Brown,Poorly graded GRAVEL w/Sand,Cobbles&trace Boulders,Moist D 5 6 7 VD a 9 Piezometer installed @ 9.0' END OF TEST PIT @ 9.0-(PRACTICAL REFUSAL) Practical refusal due to boulders 10 NO GROUNDWATER ENCOUNTERED 11 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: SJH PROJECT#: 2123-ID METHOD: Backhoe PROJECT: Meridian 118 EXCAVATOR: Just Dig It CLIENT: Merdian 118,LLC DATE: 4/15/20 LOCATION: N of 1-84 and W of S Ten Mile Rd,Meridian,ID ELEVATION: G E a T E SAMPLES C C i TEST PIT NUMBER: TP-14 d .� REMARKS " C o 0 vVi j rn m 7 MATERIAL DESCRIPTION AND COMMENTS FILL Brown to Dk Brown,Artificial Fill,Sandy Lean CLAY,Moist So I Organics/roots upper 1.0' CL Brown to Dk.Brown,Sandy Lean CLAY,Moist F 2 SM Brown,Silty SAND,Moist MD 3 4 5 6 7 PCEM Tan to Lt.Brown,PARTIALLY CEMENTED Silty SAND,Slightly Moist to Moist MH Weak cementation 8 9 10 SP Brown,Poorly graded SAND w/Silt,Moist to Saturated D 11 Groundwater observed @ 1 1.0' 12 END OF TEST PIT @ 12.0- 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: SJH AE:E� PROJECT#: 2123-ID METHOD: Backhoe PROJECT: Meridian 118 EXCAVATOR: Just Dig It CLIENT: Merdian 118,LLC DATE: 4/15/20 GE 0 T E K LOCATION: N of 1-84 and W of S Ten Mile Rd,Meridian,ID ELEVATION: SAMPLES a C d C it z TEST PIT NUMBER: TP-15 N REMARKS a U) H C E o 0 ai W) 3 1 MATERIAL DESCRIPTION AND COMMENTS U FILL Brown to Dk.Brown,Artificial Fill,Lean CLAY wl Sand,Moist So 1 Organics/roots upper 1.0' CL Brown to Dk.Brown,Lean CLAY w/Sand,Moist F 2 SM Brown,Silty SAND, Moist to Saturated MD 3 Percolation testing conducted @ 3.5' 4 5 6 7 Groundwater measured @ 6.9'on 4-16-20 8 9 GP Tan to Lt.Brown,Poorly graded GRAVEL w/Sand&Cobbles,Saturated D 10 Piezometer installed @ 10.0' END OF TEST PIT @ 10.0' II 12 13 14 15 16 17 IS 19 20 TEST PIT LOG LOGGED BY: SJH AE:�� PROJECT#: 2123-ID METHOD: Backhoe PROJECT: Meridian 118 EXCAVATOR: Just Dig It CLIENT: Merdian 118,LLC DATE: 4/15/20 LOCATION: N of 1-84 and W of S Ten Mile Rd,Meridian,ID ELEVATION: G E a T E SAMPLES $ a c c s TEST PIT NUMBER: TP-16 N a N d c REMARKS GE o 0 VVi ° tv m (AMATERIAL DESCRIPTION AND COMMENTS V FILL Brown to Dk.Brown,Artificial Fill,Lean CLAY wl Sand,Moist So 1 Organics/roots upper 1.0' CL Brown to Dk.Brown,Lean CLAY w/Sand,Moist F 2 PCEM Lt.Brown to Brown,PARTIALLY CEMENTED Silty SAND,Slightly Moist to Moist MH Weak cementation 3 SM Brown,Silty SAND,Moist to Saturated MD 4 5 6 Groundwater measured @ 5.9'on 4-16-20 7 PCEM Brown,PARTIALLY CEMENTED SILT w/Sand,Saturated MH 8 GP Tan to Lt.Brown,Poorly graded GRAVEL w/Sand&Cobbles,Saturated D 9 10 Piezometer installed @ 10.0' END OF TEST PIT @ 10.0- II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: SJH PROJECT M 2123-ID METHOD: Backhoe PROJECT: Meridian 118 EXCAVATOR: Just Dig It CLIENT: Merdian 118,LLC DATE: 4/15/20 GE 0 T E K LOCATION: N of 1-84 and W of S Ten Mile Rd,Meridian,ID ELEVATION: SAMPLES C C A a A. V s TEST PIT NUMBER: TP-17 N a .2 y a y REMARKS rn 5 1 MATERIAL DESCRIPTION AND COMMENTS FILL Brown to 0k. Brown,Artificial Fill,Sandy Lean CLAY,Moist So I Organics/roots upper 1.0' CL Brown to Dk.Brown,Sandy Lean CLAY,Moist F 2 SM Brown,Silty SAND,Moist MD 3 4 PCEM Lt.Brown to Brown,PARTIALLY CEMENTED Silty SAND,Slightly Moist to Moist MH Weak cementation 5 6 GP Tan to Lt.Brown,Poorly graded GRAVEL w/Sand&Cobbles,Moist to Saturated MD 7 8 D 9 Groundwater measured @ 8.9'on 4-16-20 10 Piezometer installed @ 10.0' END OF TEST PIT @ 10.0' II - i 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: SJH AE:z",' PROJECT#: 2123-ID METHOD: Backhoe PROJECT: Meridian 118 EXCAVATOR: Just Dig It CLIENT: Merdian 118,LLC DATE: 4/15/20 GE 0 T E K LOCATION: N of 1-84 and W of S Ten Mile Rd,Meridian,ID ELEVATION: SAMPLES .. a E .0 u TEST PIT NUMBER: TP-18 N a d h 9L ul REMARKS C o o N o v► ca H V D MATERIAL DESCRIPTION AND COMMENTS FILL Brown to Dk.Brown,Artificial Fill,Lean CLAY w Sand, oist So I Organics/roots upper 1.0' CL Brown to Dk.Brown,Lean CLAY w/Sand,Moist F 2 SM Brown,Silty SAND,Moist MD 3 4 PCEM Tan to LL Brown,PARTIALLY CEMENTED Silty SAND,Slightly Moist to Moist MH Weak cementation 5 Groundwater measured @ 5.0'on 4-16-20 SM Brown,Silty SAND,Saturated MD 6 7 GP Tan to Lt.Brown,Poorly graded GRAVEL w/Sand&Cobbles,Saturated D 8 Piezometer installed @ 8.0' END OF TEST PIT @ 8.0' 9 10 11 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: SJH PROJECT#: 2123-ID METHOD: Backhoe PROJECT: Meridian 118 EXCAVATOR: Just Dig It CLIENT: Merdian 118,LLC DATE: 4/I5/20 GE 0 T E K LOCATION: N of 1-84 and W of S Ten Mile Rd,Meridian,ID ELEVATION: SAMPLES >, ^ C O C Gl C s TEST PIT NUMBER: TP-19 FA a REMARKS a H a v► c (d o o N ° �n m D MATERIAL DESCRIPTION AND COMMENTS V 01A FILL Brown to Dk.Brown,Artificial Fill,Lean MY w land,Moist So 1 Or nics/roots upper 1.0' CL Brown to Dk.Brown,Lean CLAY w/Sand,Moist F 2 SM Brown,Silty SAND,Moist to Saturated MD 3 4 Groundwater observed @ 4.5' 5 GP Tan to Lt.Brown,Poorly graded GRAVELw/Sand&Cobbles,Saturated D 6 7 END OF TEST PIT @ 7.0' 8 9 10 11 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: SJH PROJECT#: 2123-ID METHOD: Backhoe '0A PROJECT: Meridian 118 EXCAVATOR: Just Dig It CLIENT: Merdian 118,LLC DATE: 4115/20 GE O T E K. LOCATION: N of 1-84 and W of S Ten Mile Rd,Meridian,ID ELEVATION: SAMPLES N�n TEST PIT NUMBER: TP-20 CD REMARKS N b O (n y V N m D r MATERIAL DESCRIPTION AND COMMENTS FILL Brown to Dk Brown,Artificial Fill,Lean CLAY w and&Gravel,Moist So I O anicsJroots upper 1.0' CL Brown to Dk.Brown,Lean CLAY w/Sand&Gravel,Moist F 2 GP Brown,Poorly graded GRAVEL w/Sand&Cobbles,Moist to Saturated D Percolation testing conducted @ 2.5' 3 4 5 Groundwater measured @ 4.7'on 4-16-20 6 Piezometer installed @ 6.0' END OF TEST PIT @ 6.0' 7 8 9 10 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: SJH Apxa"� PROJECT M 2123-ID METHOD: Backhoe PROJECT: Meridian 118 EXCAVATOR: Just Dig It CLIENT: Merdian 118,LLC DATE: 4/15/20 GE T E LOCATION: N of 1-84 and W of S Ten Mile Rd,Meridian,ID ELEVATION: SAMPLES ^ C O a S. s TEST PIT NUMBER: TP-21 y REMARKS a a H a H E o o c �n m ll MATERIAL DESCRIPTION AND COMMENTS FILL Brown to Dk,Brown,Artificial Fill,Lean CLAY w/Sand,Moist So l Organics/roots upper 1.0' CL Brown to Dk.Brown,Lean CLAY w/Sand,Moist F 2 SM Brown,Silty SAND,Moist MD 3 4 PCEM Lt.Brown to Brown, PARTIALLY CEMENTED Silty Sand,Moist MH Weak cementation Percolation testing conducted @ 4.5' 5 GP Tan to Lt.Brown,Poorly graded GRAVEL w/Sand&Cobbles,Moist to Saturated D 6 Groundwater measured @ 6.3'on 4-16-20 Piezometer installed @ 7.0' 7 END OF TEST PIT @ 7.0' 8 9 10 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: S,H AE:�� PROJECT#: 2123-ID METHOD: Backhoe PROJECT: Meridian 118 EXCAVATOR: Just Dig It CLIENT: Merdian 118,LLC DATE: 4115/20 GE D T E K LOCATION: N of 1-84 and W of S Ten Mile Rd,Meridian,ID ELEVATION: SAMPLES _ O v CE y TEST PIT NUMBER: TP-22 a 0 H y REMARKS � GE o U) V m MATERIAL DESCRIPTION AND COMMENTS FILL Brown to Dk.grown,Artificial'Fill,Lean CLAY w/Sand,Moist So 1 Organics/roots upper 1.0' CL Brown to Dk.Brown,Lean CLAY w/Sand,Moist F MINN", 2 SM Brown,Silty SAND,Moist MD 3 4 $p Tan to Lt.Brown,Poorly graded SAND w/Gravel&trace Cobbles,Moist to Saturated MD Percolation testing conducted @ 4.5' 5 6 D Groundwater measured @ 7.7'on 4-16-20 8 Piezometer installed @ 8.0' END OF TEST PIT @ 8.0' 9 10 II 12 13 14 15 16 17 18 l9 20 TEST PIT LOG LOGGED BY: S,H PROJECT#: 2123-ID METHOD: Backhoe PROJECT: Meridian 118 EXCAVATOR: Just Dig It CLIENT: Merdian 118,LLC DATE: 4/15/20 GE 0 T E K LOCATION: N of 1-84 and W of S Ten Mile Rd,Meridian,ID ELEVATION: SAMPLES r� C � � C i u s � N TEST PIT NUMBER: TP-23 REMARKS CL a ; a a 0 C o � uVi �j m m n MATERIAL DESCRIPTION AND COMMENTS FILL Brown to Dk.Brown,Aftificial Fill,Lean CLAY w]Sand,Moist So 1 Organics/roots upper 1.0' CL Brown to Dk.Brown,Lean CLAY w/Sand,Moist F 2 SM Brown,Silty SAND,Moist MD 3 PCEM Lt.Brown to Brown,PARTIALLY CEMENTED Silty SAND,Slightly Moist to Moist MH Weak cementation 4 5 SM Brown,Silty SAND,Moist to Saturated MD 6 7 8 Groundwater observed @ 8.5' 9 10 END OF TEST PIT @ 10.0- II 12 13 14 15 16 17 IS 19 20 TEST PIT LOG LOGGED BY: SJH PROJECT#: 2123-ID METHOD: Backhoe PROJECT: Meridian 118 EXCAVATOR: Just Dig It CLIENT: Merdian 118, LLC DATE: 4/15/20 GE 0 T E K LOCATION: N of 1-84 and W of S Ten Mile Rd,Meridian,ID ELEVATION: SAMPLES _ O � a C d E C TEST PIT NUMBER: TP-24 0 REMARKS a d v► N G E o 0 vVi j 0 MATERIAL DESCRIPTION AND COMMENTS FILL grown to 5r Brown,Artificial Fill,Lean CLAY wl Sand,Moist So Organics/roots upper 1.0' CL Brown to Dk.Brown,Lean CLAY w/Sand,Moist F 2 SM Brown,Silty SAND,Moist MD 3 4 5 PCEM Lt.Brown to Brown,PARTIALLY CEMENTED Silty SAND,Slightly Moist to Moist MH Weak cementation 6 SM Brown,Silty SAND,Moist to Saturated MD 7 Groundwater measured @ 6.9'on 4-16-20 GP Tan to Lt.Brown,Poorly graded GRAVEL w/Sand&Cobbles,Saturated D 8 Piezometer installed @ 8.5' 9 END OF TEST PIT @ 8.5- 10 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: SJH As:�� PROJECT#: 2123-ID METHOD: Backhoe PROJECT: Meridian 118 EXCAVATOR: Just Dig It CLIENT: Merdian 118,LLC DATE: 4/15/20 GE 0 T E K LOCATION: N of 1-84 and W of S Ten Mile Rd,Meridian,ID ELEVATION: SAMPLES ^ C O s TEST PIT NUMBER: TP-25 0 REMARKS y IL U) w C o U U) m m 7 MATERIAL DESCRIPTION AND COMMENTS U FILL Brown to Dk.Brown,Artificial Fill,Lean CLAY w n , oist So I Or anics/roots upper 1.0' CL Brown to Dk.Brown,Lean CLAY w/Sand,Moist F 2 SM Brown,Silty SAND,Moist MD 3 4 5 PCEM Lt.Brown to Brown,PARTIALLY CEMENTED,Slightly Moist to Moist MH Weak cementation 6 SM Brown,Silty SAND w/Gravel,Moist to Saturated MD Groundwater measured @ 6.5'on 4-16-20 7 8 D 9 10 Piezometer installed @ 10.0' END OF TEST PIT @ 10.0- 11 12 13 14 15 16 17 18 19 20 APPENDIX C GeoTek, Inc. FIELD TESTS AND OBSERVATIONS (2123-ID) PERCOLATION TESTS The infiltration rate was determined by conducting percolation tests for onsite earth materials.The infiltration rate was determined in inches per hour in general accordance with the City of Meridian requirements. Infiltration rate results are presented below.The infiltration rates provided below should be used for design and not exceeded. LOCATION INFILTRATION RATE (Inches/Hour) TP-I @ 3.0' 3.7 TP-5 @ 4.0' 24.0+ TP-9 @ 6.5' 7.6 TP-I I @ 5.5' 2.4 TP-15@3.5' 1.9 TP-20 @ 2.5' 24.0+ TP-21 @ 4.5' 2.4 TP-22 @ 4.5' 8.4 GROUND WATER MONITORING RESULTS Ground water monitoring results are presented below. Ground water elevation results are recorded in feet below existing grade. Initial ground water measurements were taken on 4-16-2020 by GTI personnel. STAND-PIPE PIEZOMETER # TP-I TP-2 TP-3 TP-5 TP-6 TP-8 7.8' 5.0' 14.0' 14.2'+ 6.9' TP-9 TP-I I TP-13 TP-15 TP-16 TP-17 12.7'+ 9.3'+ 6.9' 5.9' 8.9' TP-18 TP-20 TP-21 TP-22 TP-24 TP-25 5.0' 4.7' 6.3' 7.7' 6.9' 6.5' + Indicates a dry reading at the bottom of the piezometer n/a Indicates that the piezometer was damaged/missing in the field and no measurements were obtained. GeoTek, Inc. APPENDIX D GeoTek, Inc. LABORATORY TESTS RESULTS (2123-ID) ATTERBERG LIMITS Atterberg limits were performed on representative samples in general accordance with ASTM D 4318. The results are shown in the following plates. PARTICLE SIZE ANALYSIS Sieve analyses were performed in general accordance with ASTM test method C 136 and ASTM C 1 17. Test results are presented in the following plates. RESISTANCE R-VALUE AND EXPANSION PRESSURE OF COMPACTED SOILS Tests were conducted on representative soil samples, in general accordance with Idaho test method T-8 and AASHTO T-190, to determine the soil's performance when placed in the base, subbase, or subgrade of a road subjected to traffic. LOCATION R-VALUE @ 200 psi TP-2, 1.0'-2.0' 5 GeoTek, Inc. GeoTek-Idaho 320 Corporate Drive,Ste#300 7950 Meadowlark Way, Ste E Meridian, ID 83642 Coeur d'Alene, ID 83815 Phone: (208)888-7010 (208)888-7924 Fax: (208)904-2980 (208)904-2981 Report No: MAT:20-02333-S02 Material Test Report Client: Meridian 118, LLC CC: 3005 W Horizon Ridge Pkwy Henderson NV 89052 Project: 2123-ID Meridian 118-GEO THIS DOCUMENT SHALL NOT BE REPRODUCED EXCEPT IN FULL Sample Details Atterberg Limit: Sample ID 20-02333-S02 Liquid Limit: 27 Date Sampled 4/15/2020 Plastic Limit: 22 Specification General Sieve Set Sampled By Steven Huber Plasticity Index: 5 Location TP-3, 1.0'-2.0' Sample Description: _ ML, SILT w/Sand Particle Size Distribution Grading: ASTM C 136,ASTM C 117MM Date Tested: Tested By: %Passing 100 ........................... Sieve Size % Passing Limits 90 ............................................................ ........... 2in 100 13/4in 100 80 ......................................................................... tin 100 3/in 100 To ......................................................................... '/2in 100 3/8in 100 60 ......................................................................... N o.4 100 N o.8 100 eo ........................................................................ No.16 100 40 ......................................................................... No.30 98 N o.50 95 30 ......................................................................... No.100 89 No.200 81 20 ......................................................................... 10 ......................................................................... 0 _ a m �o 0 0 0 0 �� \ \ W O O M ifJ O N M Z Z Z Z Z O O Z Z Sieve COBBLES GRAVEL SAND FINES(81.0%) D85: 0.1061 D60: N/A D50: N/A Coarse Fine Coarse Medium Fine Silt ClayD30: N/A D15: N/A D10: N/A (0.0%) (0.0%) (0.0%) (0.0%) (3.5%) (15.5%) Form No:18909,Report No:MAT:20-02333-S02 ©2000-2018 QESTLab by SpectraQEST.com Page 1 of 2 GeoTek-Idaho 320 Corporate Drive,Ste#300 7950 Meadowlark Way, Ste E Meridian, ID 83642 Coeur d'Alene, ID 83815 Phone: (208)888-7010 (208)888-7924 Fax: (208)904-2980 (208)904-2981 Report No: MAT:20-02333-S03 Material Test Report Client: Meridian 118, LLC CC: 3005 W Horizon Ridge Pkwy Henderson NV 89052 Project: 2123-ID Meridian 118-GEO THIS DOCUMENT SHALL NOT BE REPRODUCED EXCEPT IN FULL Sample Details Atterberg Limit: Sample ID 20-02333-S03 Liquid Limit: 27 Date Sampled 4/15/2020 Plastic Limit: 21 Specification General Sieve Set Sampled By Steven Huber Plasticity Index: 6 Location TP-3,4.0'-5.0' Sample Description: _ CL-ML, Sandy Silty CLAY Particle Size Distribution Grading: ASTM C 136,ASTM C 117MM Date Tested: Tested By: %Passing Sieve Size % Passing Limits 90 ............................................... ......................... 2in 100 13/4in 100 80 ......................................................... .............. 1in 100 3/in 100 To .................................................................. ...... '/zin 100 3/8in 100 60 ......................................................................... N o.4 100 N o.8 99 eo ........................................................................ No.16 96 40 ......................................................................... No.30 90 N o.50 83 30 ......................................................................... No.100 76 No.200 66 20 ......................................................................... 10 ......................................................................... 0 _ a m �o 0 0 0 0 �� \ \ W O O M ifJ O N M Z Z Z Z Z O O Z Z Sieve COBBLES GRAVEL SAND FINES(66.0%) D85: 0.3657 D60: N/A D50: N/A Coarse Fine Coarse Medium Fine Silt ClayD30: N/A D15: N/A D10: N/A (0.0%) (0.0%) (0.0%) (1.7%) (11.8%) (20.5%) Form No:18909,Report No:MAT:20-02333-S03 ©2000-2018 QESTLab by SpectraQEST.com Page 1 of 2 GeoTek-Idaho 320 Corporate Drive,Ste#300 7950 Meadowlark Way, Ste E Meridian, ID 83642 Coeur d'Alene, ID 83815 Phone: (208)888-7010 (208)888-7924 Fax: (208)904-2980 (208)904-2981 Report No: MAT:20-02333-SO4 Material Test Report Client: Meridian 118, LLC CC: 3005 W Horizon Ridge Pkwy Henderson NV 89052 Project: 2123-ID Meridian 118-GEO THIS DOCUMENT SHALL NOT BE REPRODUCED EXCEPT IN FULL Sample Details Atterberg Limit: Sample ID 20-02333-SO4 Liquid Limit: N/A Date Sampled 4/15/2020 Plastic Limit: NP Specification General Sieve Set Sampled By Steven Huber Plasticity Index: NP Location TP-6, 2.0'-3.0' Sample Description: _ SM, Silty SAND Particle Size Distribution Grading: ASTM C 136,ASTM C 117MM Date Tested: Tested By: %Passing 100 .................................................................... Sieve Size % Passing Limits 90 ........................... ............................................. 2in 100 13/4in 100 80 ................................... ..................................... 1in 95 3/in 95 To ........................................ ................................ '/zin 95 3/8in 94 60 ............................................. ........................... No.4 92 N o.8 85 eo ................................................. ................... No.16 71 40 ........................................................ ............... No.30 55 N o.50 43 30 ................................................................ ........ No.100 33 No.200 24 20 ......................................................................... 10 ......................................................................... 0 _ a m �o 0 0 0 0 �� \ \ W O O M ifJ O N M Z Z Z Z Z O O Z Z Sieve COBBLES GRAVEL SAND FINES(24.0%) D85: 2.3600 D60: 0.7412 D50: 0.4495 Coarse Fine Coarse Medium Fine Silt Clay D30: 0.1191 D15: N/A D10: N/A (0.0%) (5.0%) (3.0%) (10.3%) (32.6%) (25.0%) y Form No:18909,Report No:MAT:20-02333-SO4 ©2000-2018 QESTLab by SpectraQEST.com Page 1 of 2 all- f I �� �t 3 LW . a AL mr Ah ' �. 4 Interstate 84 • rt+ i Jr I APPROXIMATETEST PIT LOCATIONS Source:Google Earth,2018. GeoTek Field Observations, 2020. Not to Scale FIGURE 2 SITE EXPLORATION PLAN Meridian 118 NW of 1-84 & STen Mile Rd G 0 T E K Meridian, Idaho GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Prepared for: Meridian 118, LLC Project No.: Report Date: Drawn By: 320 E.Corporate Dr,Suite 300, Meridian,ID 83642 2123-I D May 2021 SJ H (208)888-7010(phone)/(208)888-7924(FAX) S Vanguard Way 4 Y, a� It 3 0 sv a t Interstate 84 APPROXIMATETEST PIT LOCATIONS Source:Google Earth 2018, GeoTek Field Observations, 2021. Not to Scale FIGURE 2 SITE EXPLORATION PLAN Vanguard Extension NW of 1-84 and STen Mile Rd G 0 T E K Meridian, Idaho GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Prepared for: Meridian 118, LLC Project No.: Report Date: Drawn By: 320 E.Corporate Dr,Suite 300, Meridian,ID 83642 2123-ID-CO I May 2021 SJH (208)888-7010(phone)/(208)888-7924(FAX) 2123-ID Meridian 1 18 TP-1 TIP-2 TIP-3 TP-5 TIP-6 TIP-8 TIP-9 TP-11 TP-13 TP-15 TP-16 TP-17 TP-18 TP-20 TP-21 TP-22 TP-24 TP-25 V-1 V-2 V-3 ce�,me�a 4/16/20 4.9' 7.8' 5.0' 14.0' 14.2'+ 6.9' 6.9' 12.7'+ 9.3'+ 6.9' 5.9' 8.9' 5.0' 4.7' 6.3' 7.7' 6.9' 6.5' - - - KEY 4/27/20 4.7' 7.6' 4.8' 13.4' 14.2'+ 6.9' 6.5' 12.7'+ 9.3'+ 6.9' 5.4' 8.6' 4.6' 4.2' 5.6' 6.0' 6.1' 6.0' - - - Irrigation on SE field "+"Indicates dry reading at bottom of 5/12/20 3.7' 6.9' 4.1' 13.4' 14.2'+ 6.3' 7.8' 12.7'+ 9.3'+ 6.3' 5.2' 8.1' 5.5' 4.3' 5.1' 6.0' 5.8' 5.1' - - - Irrigation on S fields piezometer 5/28/20 3.6' 7.0' 4.3' 13.3' 14.2'+ 6.2' 7.9' 12.7'+ 9.3'+ 6.1' 5.0' 8.0' 5.6' 3.6' 5.3' 6.4' 5.6' 5.6' - - - 6/1 5/20 3.3' 4.8' 3.0' 11.8' 14.2'+ 6.0' 6.5' 12.7'+ 9.3'+ 5.6' 4.1' 7.8' 4.1' 3.3' 4.1' 4.9' 5.2' 4.4' - - - Irrigation on SE field noted "N/A"Indicates that piezometer is damaged or missing-therefore no data was 6I30I20 3.2' 4.7' 3.4' 11.8' 14.2'+ 6.3' 6.9' 12.7'+ 9.3'+ 5.5' 5.2' 7.6' 4.9' 3.5' 4.2' 4.9' 5.4' 4.3' - - - Irrigation on SE field noted obtained 7/14/20 1 3.5' 4.9' 3.7' 11.5' 13.9' 5.9' 5.6' 12.7'+ 9.3'+ 5.1' 4.2' 6.9' 3.9' 2.9' 4.4' 5.2' 4.9' 4.4' - - - Irrigation on N field noted 7/3 1/20 3.2' N/A 3.5' 11.5' 14.2'+ 5.7' 5.4' 12.7'+ 9.3'+ 4.9' 4.0' 6.6' 3.4' 3.1' 4.1' 5.3' 5.3' 4.0' - - - TP-2 unlocateable 8/1 4/20 3.0' N/A 3.3' 11.5' 14.2'+ 5.3' 5.2' 12.7'+ 9.3'+ 4.5' 3.9' 6.2' 3.0' 3.3' 4.6' 5.8' 5.5' 4.8' - - - TP-2 unlocateable 8/28/20 3.4' N/A 3.0' 11.5' 14.2'+ 5.0' 5.3' 12.7'+ 9.3'+ 4.2' 4.0' 6.0' 3.2' 3.5' 4.5' 5.8' 5.9' 5.0' - - - 9/1 I/20 3.7' N/A 3.2' 11.7' 14.2'+ 5.4' 5.6' 12.7'+ 9.3'+ 5.4' 4.2' 6.2' 3.3' 3.0' 3.9' 5.2' 5.6' 4.2' - - - 9/25/20 4.2' N/A 3.5' 12.1' 14.2'+ 5.8' 5.9' 12.7'+ 9.3'+ 5.6' 4.5' 6.4' 3.9' 3.2' 4.1' 5.1' 5.8' 4.9' - - - 10/9/20 4.8' N/A 3.8' 12.8' 14.2'+ 6.1' 6.2' 12.7'+ 9.3'+ 5.9' 5.0' 6.8' 4.3' 3.9' 5.0' 5.8' 6.2' 5.2' - - - 10/25/20 5.0' N/A 4.2' 13.1' 14.2'+ 6.5' 6.5' 12.7'+ 9.3'+ 6.2' 5.4' 7.2' 4.7' 4.1' 5.2' 6.0' 6.4' 5.7' - - - Note:Groundwater elevation results are 12/3/20 5.0' N/A 4.8' 13.9' 14.2'+ 6.6' 6.2' 12.7'+ 9.3'+ 6.5' 5.6' 7.9' 4.9' 4.5' 5.6' 6.3' 6.6' 6.1' - _ _ recorded in feet below approximate existing grade. 1/1 2/2 1 5.3' N/A 5.6' 14.0' 14.2'+ 7.0' 6.4' 12.7'+ 9.3'+ 7.0' 5.9' 8.3' 5.5' 4.5' 5.8' 6.5' 7.0' 6.4' - - - TP-2 broken 2/12/21 5.6' N/A 5.7' 14.5' 14.2'+ 7.3' 6.6' 12.7'+ 9.3'+ 7.3' 6.2' 8.7' 5.8' 4.8' 6.0' 6.8' 7.3' 6.6' - - - Generally,irrigation ditches and canals will locally influence ground water during the 3/1 9/2 1 5.5' N/A 5.3' 14.0' 14.2'+ 7.6' 7.1' 12.7'+ 9.3'+ 7.7' 7.0' N/A 5.3' 4.8' 6.2' 7.4' 7.7' 6.9' - - - TP-17 broken irrigation season. 4/27/21 5.6' N/A 5.4' 14.3' 14.2'+ 7.8' 7.4' 12.7'+ 9.3'+ 7.5' 7.2' N/A 5.7' 5.0' 6.4' 7.7' 8.0' 7.2' - - - 5/1 3/2 1 5.4' N/A 4.8' 14.3' 14.2'+ 7.4' 9.2' 12.7'+ 9.3'+ 6.3'+ 7.2' N/A 7.1' 4.2' 6.4' 7.2' 6.9' 6.5' 10.8' 4.7' 5.1' Vanguard piezos installed 3-26-21 all- f I �� �t 3 LW . a AL mr Ah ' �. 4 Interstate 84 • rt+ i Jr I APPROXIMATETEST PIT LOCATIONS Source:Google Earth,2018. GeoTek Field Observations, 2020. Not to Scale FIGURE 2 SITE EXPLORATION PLAN Meridian 118 NW of 1-84 & STen Mile Rd G 0 T E K Meridian, Idaho GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Prepared for: Meridian 118, LLC Project No.: Report Date: Drawn By: 320 E.Corporate Dr,Suite 300, Meridian,ID 83642 2123-I D May 2021 SJ H (208)888-7010(phone)/(208)888-7924(FAX) S Vanguard Way 4 Y, a� It 3 0 sv a t Interstate 84 APPROXIMATETEST PIT LOCATIONS Source:Google Earth 2018, GeoTek Field Observations, 2021. Not to Scale FIGURE 2 SITE EXPLORATION PLAN Vanguard Extension NW of 1-84 and STen Mile Rd G 0 T E K Meridian, Idaho GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Prepared for: Meridian 118, LLC Project No.: Report Date: Drawn By: 320 E.Corporate Dr,Suite 300, Meridian,ID 83642 2123-ID-CO I May 2021 SJH (208)888-7010(phone)/(208)888-7924(FAX) 2123-ID Meridian 1 18 TP-1 TIP-2 TIP-3 TP-5 TIP-6 TIP-8 TIP-9 TP-11 TP-13 TP-15 TP-16 TP-17 TP-18 TP-20 TP-21 TP-22 TP-24 TP-25 V-1 V-2 V-3 ce�,me�a 4/16/20 4.9' 7.8' 5.0' 14.0' 14.2'+ 6.9' 6.9' 12.7'+ 9.3'+ 6.9' 5.9' 8.9' 5.0' 4.7' 6.3' 7.7' 6.9' 6.5' - - - KEY 4/27/20 4.7' 7.6' 4.8' 13.4' 14.2'+ 6.9' 6.5' 12.7'+ 9.3'+ 6.9' 5.4' 8.6' 4.6' 4.2' 5.6' 6.0' 6.1' 6.0' - - - Irrigation on SE field "+"Indicates dry reading at bottom of 5/12/20 3.7' 6.9' 4.1' 13.4' 14.2'+ 6.3' 7.8' 12.7'+ 9.3'+ 6.3' 5.2' 8.1' 5.5' 4.3' 5.1' 6.0' 5.8' 5.1' - - - Irrigation on S fields piezometer 5/28/20 3.6' 7.0' 4.3' 13.3' 14.2'+ 6.2' 7.9' 12.7'+ 9.3'+ 6.1' 5.0' 8.0' 5.6' 3.6' 5.3' 6.4' 5.6' 5.6' - - - 6/1 5/20 3.3' 4.8' 3.0' 11.8' 14.2'+ 6.0' 6.5' 12.7'+ 9.3'+ 5.6' 4.1' 7.8' 4.1' 3.3' 4.1' 4.9' 5.2' 4.4' - - - Irrigation on SE field noted "N/A"Indicates that piezometer is damaged or missing-therefore no data was 6I30I20 3.2' 4.7' 3.4' 11.8' 14.2'+ 6.3' 6.9' 12.7'+ 9.3'+ 5.5' 5.2' 7.6' 4.9' 3.5' 4.2' 4.9' 5.4' 4.3' - - - Irrigation on SE field noted obtained 7/14/20 1 3.5' 4.9' 3.7' 11.5' 13.9' 5.9' 5.6' 12.7'+ 9.3'+ 5.1' 4.2' 6.9' 3.9' 2.9' 4.4' 5.2' 4.9' 4.4' - - - Irrigation on N field noted 7/3 1/20 3.2' N/A 3.5' 11.5' 14.2'+ 5.7' 5.4' 12.7'+ 9.3'+ 4.9' 4.0' 6.6' 3.4' 3.1' 4.1' 5.3' 5.3' 4.0' - - - TP-2 unlocateable 8/1 4/20 3.0' N/A 3.3' 11.5' 14.2'+ 5.3' 5.2' 12.7'+ 9.3'+ 4.5' 3.9' 6.2' 3.0' 3.3' 4.6' 5.8' 5.5' 4.8' - - - TP-2 unlocateable 8/28/20 3.4' N/A 3.0' 11.5' 14.2'+ 5.0' 5.3' 12.7'+ 9.3'+ 4.2' 4.0' 6.0' 3.2' 3.5' 4.5' 5.8' 5.9' 5.0' - - - 9/1 I/20 3.7' N/A 3.2' 11.7' 14.2'+ 5.4' 5.6' 12.7'+ 9.3'+ 5.4' 4.2' 6.2' 3.3' 3.0' 3.9' 5.2' 5.6' 4.2' - - - 9/25/20 4.2' N/A 3.5' 12.1' 14.2'+ 5.8' 5.9' 12.7'+ 9.3'+ 5.6' 4.5' 6.4' 3.9' 3.2' 4.1' 5.1' 5.8' 4.9' - - - 10/9/20 4.8' N/A 3.8' 12.8' 14.2'+ 6.1' 6.2' 12.7'+ 9.3'+ 5.9' 5.0' 6.8' 4.3' 3.9' 5.0' 5.8' 6.2' 5.2' - - - 10/25/20 5.0' N/A 4.2' 13.1' 14.2'+ 6.5' 6.5' 12.7'+ 9.3'+ 6.2' 5.4' 7.2' 4.7' 4.1' 5.2' 6.0' 6.4' 5.7' - - - Note:Groundwater elevation results are 12/3/20 5.0' N/A 4.8' 13.9' 14.2'+ 6.6' 6.2' 12.7'+ 9.3'+ 6.5' 5.6' 7.9' 4.9' 4.5' 5.6' 6.3' 6.6' 6.1' - _ _ recorded in feet below approximate existing grade. 1/1 2/2 1 5.3' N/A 5.6' 14.0' 14.2'+ 7.0' 6.4' 12.7'+ 9.3'+ 7.0' 5.9' 8.3' 5.5' 4.5' 5.8' 6.5' 7.0' 6.4' - - - TP-2 broken 2/12/21 5.6' N/A 5.7' 14.5' 14.2'+ 7.3' 6.6' 12.7'+ 9.3'+ 7.3' 6.2' 8.7' 5.8' 4.8' 6.0' 6.8' 7.3' 6.6' - - - Generally,irrigation ditches and canals will locally influence ground water during the 3/1 9/2 1 5.5' N/A 5.3' 14.0' 14.2'+ 7.6' 7.1' 12.7'+ 9.3'+ 7.7' 7.0' N/A 5.3' 4.8' 6.2' 7.4' 7.7' 6.9' - - - TP-17 broken irrigation season. 4/27/21 5.6' N/A 5.4' 14.3' 14.2'+ 7.8' 7.4' 12.7'+ 9.3'+ 7.5' 7.2' N/A 5.7' 5.0' 6.4' 7.7' 8.0' 7.2' - - - 5/1 3/2 1 5.4' N/A 4.8' 14.3' 14.2'+ 7.4' 9.2' 12.7'+ 9.3'+ 6.3'+ 7.2' N/A 7.1' 4.2' 6.4' 7.2' 6.9' 6.5' 10.8' 4.7' 5.1' Vanguard piezos installed 3-26-21 5/28/2 1 5.4' N/A 4.9' 14.7' 14.2'+ 7.0' 9.6' 12.7'+ 9.3'+ 63+ 7.2' N/A 7.5' 4.5' 6.4' 6.9' 6.5' 6.3' 11.1' 4.9' 5.6' TP-15 plugged to point of reading all- f I �� �t 3 LW . a AL mr Ah ' �. 4 Interstate 84 • rt+ i I APPROXIMATETEST PIT LOCATIONS Source:Google Earth,2018. GeoTek Field Observations, 2020. Not to Scale FIGURE 2 SITE EXPLORATION PLAN Meridian 118 NW of 1-84 & STen Mile Rd G 0 T E K Meridian, Idaho GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Prepared for: Meridian 118, LLC Project No.: Report Date: Drawn By: 320 E.Corporate Dr,Suite 300, Meridian,ID 83642 2123-ID June 2021 SJH (208)888-7010(phone)/(208)888-7924(FAX) S Vanguard Way 4 Y, a� It 3 0 sv a t Interstate 84 APPROXIMATETEST PIT LOCATIONS Source:Google Earth 2018, GeoTek Field Observations, 2021. Not to Scale FIGURE 2 SITE EXPLORATION PLAN Vanguard Extension NW of 1-84 and STen Mile Rd G 0 T E K Meridian, Idaho GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Prepared for: Meridian 118, LLC Project No.: Report Date: Drawn By: 320 E.Corporate Dr,Suite 300, Meridian,ID 83642 2123-ID-CO I June 2021 SJI--I (208)888-7010(phone)/(208)888-7924(FAX) 2123-ID Meridian 1 18 TP-1 TIP-2 TIP-3 TP-5 TIP-6 TIP-8 TIP-9 TP-11 TP-13 TP-15 TP-16 TP-17 TP-18 TP-20 TP-21 TP-22 TP-24 TP-25 V-1 V-2 V-3 ce�,me�a 4/16/20 4.9' 7.8' 5.0' 14.0' 14.2'+ 6.9' 6.9' 12.7'+ 9.3'+ 6.9' 5.9' 8.9' 5.0' 4.7' 6.3' 7.7' 6.9' 6.5' - - - KEY 4/27/20 4.7' 7.6' 4.8' 13.4' 14.2'+ 6.9' 6.5' 12.7'+ 9.3'+ 6.9' 5.4' 8.6' 4.6' 4.2' 5.6' 6.0' 6.1' 6.0' - - - Irrigation on SE field "+"Indicates dry reading at bottom of 5/12/20 3.7' 6.9' 4.1' 13.4' 14.2'+ 6.3' 7.8' 12.7'+ 9.3'+ 6.3' 5.2' 8.1' 5.5' 4.3' 5.1' 6.0' 5.8' 5.1' - - - Irrigation on S fields piezometer 5/28/20 3.6' 7.0' 4.3' 13.3' 14.2'+ 6.2' 7.9' 12.7'+ 9.3'+ 6.1' 5.0' 8.0' 5.6' 3.6' 5.3' 6.4' 5.6' 5.6' - - - 6/1 5/20 3.3' 4.8' 3.0' 11.8' 14.2'+ 6.0' 6.5' 12.7'+ 9.3'+ 5.6' 4.1' 7.8' 4.1' 3.3' 4.1' 4.9' 5.2' 4.4' - - - Irrigation on SE field noted "N/A"Indicates that piezometer is damaged or missing-therefore no data was 6I30I20 3.2' 4.7' 3.4' 11.8' 14.2'+ 6.3' 6.9' 12.7'+ 9.3'+ 5.5' 5.2' 7.6' 4.9' 3.5' 4.2' 4.9' 5.4' 4.3' - - - Irrigation on SE field noted obtained 7/14/20 1 3.5' 4.9' 3.7' 11.5' 13.9' 5.9' 5.6' 12.7'+ 9.3'+ 5.1' 4.2' 6.9' 3.9' 2.9' 4.4' 5.2' 4.9' 4.4' - - - Irrigation on N field noted 7/3 1/20 3.2' N/A 3.5' 11.5' 14.2'+ 5.7' 5.4' 12.7'+ 9.3'+ 4.9' 4.0' 6.6' 3.4' 3.1' 4.1' 5.3' 5.3' 4.0' - - - TP-2 unlocateable 8/1 4/20 3.0' N/A 3.3' 11.5' 14.2'+ 5.3' 5.2' 12.7'+ 9.3'+ 4.5' 3.9' 6.2' 3.0' 3.3' 4.6' 5.8' 5.5' 4.8' - - - TP-2 unlocateable 8/28/20 3.4' N/A 3.0' 11.5' 14.2'+ 5.0' 5.3' 12.7'+ 9.3'+ 4.2' 4.0' 6.0' 3.2' 3.5' 4.5' 5.8' 5.9' 5.0' - - - 9/1 I/20 3.7' N/A 3.2' 11.7' 14.2'+ 5.4' 5.6' 12.7'+ 9.3'+ 5.4' 4.2' 6.2' 3.3' 3.0' 3.9' 5.2' 5.6' 4.2' - - - 9/25/20 4.2' N/A 3.5' 12.1' 14.2'+ 5.8' 5.9' 12.7'+ 9.3'+ 5.6' 4.5' 6.4' 3.9' 3.2' 4.1' 5.1' 5.8' 4.9' - - - 10/9/20 4.8' N/A 3.8' 12.8' 14.2'+ 6.1' 6.2' 12.7'+ 9.3'+ 5.9' 5.0' 6.8' 4.3' 3.9' 5.0' 5.8' 6.2' 5.2' - - - 10/25/20 5.0' N/A 4.2' 13.1' 14.2'+ 6.5' 6.5' 12.7'+ 9.3'+ 6.2' 5.4' 7.2' 4.7' 4.1' 5.2' 6.0' 6.4' 5.7' - - - Note:Groundwater elevation results are 12/3/20 5.0' N/A 4.8' 13.9' 14.2'+ 6.6' 6.2' 12.7'+ 9.3'+ 6.5' 5.6' 7.9' 4.9' 4.5' 5.6' 6.3' 6.6' 6.1' - _ _ recorded in feet below approximate existing grade. 1/1 2/2 1 5.3' N/A 5.6' 14.0' 14.2'+ 7.0' 6.4' 12.7'+ 9.3'+ 7.0' 5.9' 8.3' 5.5' 4.5' 5.8' 6.5' 7.0' 6.4' - - - TP-2 broken 2/12/21 5.6' N/A 5.7' 14.5' 14.2'+ 7.3' 6.6' 12.7'+ 9.3'+ 7.3' 6.2' 8.7' 5.8' 4.8' 6.0' 6.8' 7.3' 6.6' - - - Generally,irrigation ditches and canals will locally influence ground water during the 3/1 9/2 1 5.5' N/A 5.3' 14.0' 14.2'+ 7.6' 7.1' 12.7'+ 9.3'+ 7.7' 7.0' N/A 5.3' 4.8' 6.2' 7.4' 7.7' 6.9' - - - TP-17 broken irrigation season. 4/27/21 5.6' N/A 5.4' 14.3' 14.2'+ 7.8' 7.4' 12.7'+ 9.3'+ 7.5' 7.2' N/A 5.7' 5.0' 6.4' 7.7' 8.0' 7.2' - - - 5/1 3/2 1 5.4' N/A 4.8' 14.3' 14.2'+ 7.4' 9.2' 12.7'+ 9.3'+ 6.3'+ 7.2' N/A 7.1' 4.2' 6.4' 7.2' 6.9' 6.5' 10.8' 4.7' 5.1' Vanguard piezos installed 3-26-21 5/28/2 1 5A' N/A 4.9' 14.7' 14.2'+ 7.0' 9.6' 12.7'+ 9.3'+ 63+ 7.2' N/A 7.5' 4.5' 6.4' 6.9' 6.5' 6.3' 11.1' 4.9' 5.6' TP-15 plugged to point of reading 6/11/21 5.0' N/A 4.2' 14.0' 14.2'+ 6.8' 7.2' 12.7'+ 9.3'+ 6.3'+ 7.5' N/A 7.3' 4.4' 6.2' 6.5' 6.1' 6.0' 10.7' 4.7' 5.3' 6/24/2 1 6.3' N/A 4.8' 13.0' 12.4' 6.9'+ SO 12.7'+ 9.3'+ 63+ 6.4' N/A 7.1' 3.7' 5.6' 6.0' 6.5' 5.9' 10.8' 4.0' 5.0' TP-8 plugged to point of reading �t 3 . a TP-8 TP-I TP-)- 4 Interstate 84 LFF • rt+ i I APPROXIMATETEST PIT LOCATIONS Source:Google Earth,2018. GeoTek Field Observations, 2020. Not to Scale FIGURE 2 SITE EXPLORATION PLAN Meridian 118 NW of 1-84 & STen Mile Rd G 0 T E K Meridian, Idaho GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Prepared for: Meridian 118, LLC Project No.: Report Date: Drawn By: 320 E.Corporate Dr,Suite 300, Meridian,ID 83642 2123-ID July 2021 SJH (208)888-7010(phone)/(208)888-7924(FAX) S Vanguard Way 4 It 3 cT 0 sv a I Interstate 84 * S. _ APPROXIMATETEST PIT LOCATIONS Source:Google Earth 2018, GeoTek Field Observations, 2021. Not to Scale FIGURE 2 SITE EXPLORATION PLAN Vanguard Extension NW of 1-84 and STen Mile Rd G O T E K Meridian, Idaho GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Prepared for: Meridian 118, LLC Project No.: Report Date: Drawn By: 320 E.Corporate Dr,Suite 300, Meridian,ID 83642 2123-ID-CO I July 2021 SJH (208)888-7010(phone)/(208)888-7924(FAX) 2123-ID Meridian 118 Trip No. Date TP-I TP-2 Ti TP-5 Ti TP-8 TP-9 TP-I I TP-13 TP-15 TP-16 TP-17 TP-18 TP-20 TP-21 TP-22 TP-24 TP-25 V-1 V-2 V-3 0 4/16/20 4.9' 7.8' 5.0' 14.0' 14.2+ 6.9' 6.9' 12.7'+ 9.3'+ 6.9' 5.9' 8.9' 5.0' 4.7' 6.3' 7.7' 6.9' 6.5' 1 4/27/20 4.7' 7.6' 4.8' 13.4' 14.2'+ 6.9' 6.5' 12.7'+ 9.3'+ 6.9' 5.4' 8.6' 4.6' 4.2' 5.6' 6.0' 6.1' 6.0' - - - Irrigation on SE field + Indicates dry reading at bottom of 2 5/12/20 3.7' 6.9' 4.1' 13.4' 14.2'+ 6.3' 7.8' 12.7'+ 9.3'+ 6.3' 5.2' 8.1' 5.5' 4.3' 5.1' 6.0' 5.8' 5.1' - - - Irrigation on S fields piezometer 3 5/28/20 3.6' 7.0' 4.3' 13.3' 14.2'+ 6.2' 7.9' 12.7'+ 9.3'+ 6.1' 5.0' 8.0' 5.6' 3.6' 5.3' 6.4' 5.6' 5.6' - - - 4 6/15/20 3.3' 4.8' 3.0' 11.8' 14.2'+ 6.0' 6.5' 12.7'+ 9.3'+ 5.6' 4.1' 7.8' 4.1' 3.3' 4.1' 4.9' 5.2' 4.4' - - - Irrigation on SE field noted "N/A"Indicates that piezometer is damaged or missing-therefore no data was 5 6/30/20 3.2' 4.7' 3.4' 11.8' 14.2'+ 6.3' 6.9' 12.7'+ 9.3'+ 5.5' 5.2' 7.6' 4.9' 3.5' 4.2' 4.9' 5.4' 4.3' - - - Irrigation on SE field noted obtained 6 7/14/20 3.5' 4.9' 3.7' 11.5' 13.9' 5.9' 5.6' 12.7'+ 9.3'+ 5.1' 4.2' 6.9' 3.9' 2.9' 4.4' 5.2' 4.9' 4.4' - - - Irrigation on N field noted 7 7/31/20 3.2' N/A 3.5' 11.5' 14.2'+ 5.7' 5.4' 12.7'+ 9.3'+ 4.9' 4.0' 6.6' 3.4' 3.1' 4.1' 5.3' 5.3' 4.0' - - - TP-2 unlocateable 8 8/14/20 3.0' N/A 3.3' 11.5' 14.2+ 5.3' 5.2' 12.7'+ 9.3'+ 4.5' 3.9' 6.2' 3.0' 3.3' 4.6' 5.8' 5.5' 4.8' - - - TP-2 unlocateable 9 8/28/20 3.4' N/A 3.0' 11.5' 14.2'+ 5.0' 5.3' 12.7'+ 9.3'+ 4.2' 4.0' 6.0' 3.2' 3.5' 4.5' 5.8' 5.9' 5.0' - - - 10 9/11120 3.7' N/A 3.2' 11.7' 14.2'+ 5.4' 5.6' 12.7'+ 9.3'+ 5.4' 4.2' 6.2' 3.3' 3.0' 3.9' 5.2' 5.6' 4.2' - - - 11 9/25120 4.2' N/A 3.5' 12.1' 14.2'+ 5.8' 5.9' 12.7'+ 9.3'+ 5.6' 4.5' 6.4' 3.9' 3.2' 4.1' 5.1' 5.8' 4.9' - - - 12 1019120 4.8' N/A 3.8' 12.8' 14.2'+ 6.1' 6.2' 12.7'+ 9.3'+ 5.9' 5.0' 6.8' 4.3' 3.9' 5.0' 5.8' 6.2' 5.2' - - - 13 1 10125120 5.0' N/A 4.2' 13.1' 14.2'+ 6.5' 6.5' 12.7'+ 9.3'+ 6.2' 5.4' 7.2' 4.7' 4.1' 5.2' 6.0' 6.4' 5.7' - - - Note:Groundwater elevation results are recorde d in f eet b e lo w approximate 14 12/3/20 5.0' N/A 4.8' 13.9' 14.2'+ 6.6' 6.2' 12.7'+ 9.3'+ 6.5' 5.6' 7.9' 4.9' 4.5' 5.6' 6.3' 6.6' 6.1' - - - existing grade. 15 1112121 5.3' N/A 5.6' 14.0' 14.2'+ 7.0' 6.4' 12.7'+ 9.3'+ 7.0' 5.9' 8.3' 5.5' 4.5' 5.8' 6.5' 7.0' 6.4' - - - TP-2 broken 16 2112121 5.6' N/A 5.7' 14.5' 14.2'+ 7.3' 6.6' 12.7'+ 9.3'+ 7.3' 6.2' 8.7' 5.8' 4.8' 6.0' 6.8' 7.3' 6.6' - - - Generally,irrigation ditches and canals will locally influence ground water during the 17 3119121 5.5' N/A 5.3' 14.0' 14.2'+ 7.6' 7.1' 12.7'+ 9.3'+ 7.7' 7.0' N/A 5.3' 4.8' 6.2' 7.4' 7.7' 6.9' - - - TP-17 broken irrigation season. 18 4127121 5.6' N/A 5.4' 14.3' 14.2'+ 7.8' 7.4' 12.7'+ 9.3'+ 7.5' 7.2' N/A 5.7' 5.0' 6.4' 7.7' 8.0' 7.2' - - - 19 5113121 5.4' N/A 4.8' 14.3' 14.2'+ 7.4' 9.2' 12.7'+ 9.3'+ 6.3'+ 7.2' N/A 7.1' 4.2' 6.4' 7.2' 6.9' 6.5' 10.8' 4.7' 5.1' Vanguard pie-installed 3-26-21 20 5128121 5.4' N/A 4.9' 14.7' 14.2'+ 7.0' 9.6' 12.7'+ 9.3'+ 6.3'+ 7.2' N/A 7.5' 4.5' 6.4' 6.9' 6.5' 6.3' 11.1' 4.9' 5.6' TP-15 plugged to point of reading 21 6/1 1/21 5.0' N/A 4.2' 14.0' 14.2+ 6.8' 7.2' 12.7'+ 9.3'+ 6.3'+ 7.5' N/A 7.3' 4.4' 6.2' 6.5' 6.1' 6.0' 10.7' 4.7' 5.3' 22 6/24/21 6.3' N/A 4.8' 13.0' 12.4' 6.9'+ 8.8' 12.7'+ 9.3'+ 6.3'+ 6.4' N/A 7.1' 3.7' 5.6' 6.0' 6.5' 5.9' 10.8' 4.0' 5.0' TP-8 plugged to point of reading 23 7/9/21 6.3' N/A 4.6' 12.6' 12.3' 6.7' 8.8' 12.7'+ 9.3'+ 6.3'+ 6.8' N/A 7.2' 3.5' 5.6' 5.5' 6.7' 6.9' 9.2' 4.3' 4.0' 24 7124121 6.5' N/A 4.4' 13.0' 12.1' 6.9'+ 9.2' 12.7'+ 9.3'+ 6.3'+ 6.5' N/A 7.9' 4.4' 5.5' 6.5' 6.8' 5.7' 8.1' 3.5' 5.0' 25 26 27 28 29 30 all- f I �� �t 3 LW . a AL mr Ah I'll ' �. 4 Interstate 84 • rt+ i Jr I APPROXIMATETEST PIT LOCATIONS Source:Google Earth,2018. GeoTek Field Observations, 2020. Not to Scale FIGURE 2 SITE EXPLORATION PLAN Meridian 118 NW of 1-84 & STen Mile Rd G 0 T E K Meridian, Idaho GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Prepared for: Meridian 118, LLC Project No.: Report Date: Drawn By: 320 E.Corporate Dr,Suite 300, Meridian,ID 83642 2123-ID August 2021 SJH (208)888-7010(phone)/(208)888-7924(FAX) S Vanguard Way 4 Y, a� It 3 0 sv a t Interstate 84 APPROXIMATETEST PIT LOCATIONS Source:Google Earth 2018, GeoTek Field Observations, 2021. Not to Scale FIGURE 2 SITE EXPLORATION PLAN Vanguard Extension NW of 1-84 and STen Mile Rd G 0 T E K Meridian, Idaho GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Prepared for: Meridian 118, LLC Project No.: Report Date: Drawn By: 320 E.Corporate Dr,Suite 300, Meridian,ID 83642 2123-ID-CO I August 2021 SJI--I (208)888-7010(phone)/(208)888-7924(FAX) 2123-ID Meridian 118 Trip No. Date TP-I TP-2 Ti TP-5 Ti TP-8 TP-9 TP-I I TP-13 TP-15 TP-16 TP-17 TP-18 TP-20 TP-21 TP-22 TP-24 TP-25 V-1 V-2 V-3 0 4/16/20 4.9' 7.8' 5.0' 14.0' 14.2+ 6.9' 6.9' 12.7'+ 9.3'+ 6.9' 5.9' 8.9' 5.0' 4.7' 6.3' 7.7' 6.9' 6.5' 1 4/27/20 4.7' 7.6' 4.8' 13.4' 14.2'+ 6.9' 6.5' 12.7'+ 9.3'+ 6.9' 5.4' 8.6' 4.6' 4.2' 5.6' 6.0' 6.1' 6.0' - - - Irrigation on SE field + Indicates dry reading at bottom of 2 5/12/20 3.7' 6.9' 4.1' 13.4' 14.2'+ 6.3' 7.8' 12.7'+ 9.3'+ 6.3' 5.2' 8.1' 5.5' 4.3' 5.1' 6.0' 5.8' 5.1' - - - Irrigation on S fields piezometer 3 5/28/20 3.6' 7.0' 4.3' 13.3' 14.2'+ 6.2' 7.9' 12.7'+ 9.3'+ 6.1' 5.0' 8.0' 5.6' 3.6' 5.3' 6.4' 5.6' 5.6' - - - 4 6/15/20 3.3' 4.8' 3.0' 11.8' 14.2'+ 6.0' 6.5' 12.7'+ 9.3'+ 5.6' 4.1' 7.8' 4.1' 3.3' 4.1' 4.9' 5.2' 4.4' - - - Irrigation on SE field noted "N/A"Indicates that piezometer is damaged or missing-therefore no data was 5 6/30/20 3.2' 4.7' 3.4' 11.8' 14.2'+ 6.3' 6.9' 12.7'+ 9.3'+ 5.5' 5.2' 7.6' 4.9' 3.5' 4.2' 4.9' 5.4' 4.3' - - - Irrigation on SE field noted obtained 6 7/14/20 3.5' 4.9' 3.7' 11.5' 13.9' 5.9' 5.6' 12.7'+ 9.3'+ 5.1' 4.2' 6.9' 3.9' 2.9' 4.4' 5.2' 4.9' 4.4' - - - Irrigation on N field noted 7 7/31/20 3.2' N/A 3.5' 11.5' 14.2'+ 5.7' 5.4' 12.7'+ 9.3'+ 4.9' 4.0' 6.6' 3.4' 3.1' 4.1' 5.3' 5.3' 4.0' - - - TP-2 unlocateable 8 8/14/20 3.0' N/A 3.3' 11.5' 14.2+ 5.3' 5.2' 12.7'+ 9.3'+ 4.5' 3.9' 6.2' 3.0' 3.3' 4.6' 5.8' 5.5' 4.8' - - - TP-2 unlocateable 9 8/28/20 3.4' N/A 3.0' 11.5' 14.2'+ 5.0' 5.3' 12.7'+ 9.3'+ 4.2' 4.0' 6.0' 3.2' 3.5' 4.5' 5.8' 5.9' 5.0' - - - 10 9/11120 3.7' N/A 3.2' 11.7' 14.2'+ 5.4' 5.6' 12.7'+ 9.3'+ 5.4' 4.2' 6.2' 3.3' 3.0' 3.9' 5.2' 5.6' 4.2' - - - 11 9/25120 4.2' N/A 3.5' 12.1' 14.2'+ 5.8' 5.9' 12.7'+ 9.3'+ 5.6' 4.5' 6.4' 3.9' 3.2' 4.1' 5.1' 5.8' 4.9' - - - 12 1019120 4.8' N/A 3.8' 12.8' 14.2'+ 6.1' 6.2' 12.7'+ 9.3'+ 5.9' 5.0' 6.8' 4.3' 3.9' 5.0' 5.8' 6.2' 5.2' - - - 13 1 10125120 5.0' N/A 4.2' 13.1' 14.2'+ 6.5' 6.5' 12.7'+ 9.3'+ 6.2' 5.4' 7.2' 4.7' 4.1' 5.2' 6.0' 6.4' 5.7' - - - Note:Groundwater elevation results are recorde d in f eet b e lo w approximate 14 12/3/20 5.0' N/A 4.8' 13.9' 14.2'+ 6.6' 6.2' 12.7'+ 9.3'+ 6.5' 5.6' 7.9' 4.9' 4.5' 5.6' 6.3' 6.6' 6.1' - - - existing grade. 15 1112121 5.3' N/A 5.6' 14.0' 14.2'+ 7.0' 6.4' 12.7'+ 9.3'+ 7.0' 5.9' 8.3' 5.5' 4.5' 5.8' 6.5' 7.0' 6.4' - - - TP-2 broken 16 2112121 5.6' N/A 5.7' 14.5' 14.2'+ 7.3' 6.6' 12.7'+ 9.3'+ 7.3' 6.2' 8.7' 5.8' 4.8' 6.0' 6.8' 7.3' 6.6' - - - Generally,irrigation ditches and canals will locally influence ground water during the 17 3119121 5.5' N/A 5.3' 14.0' 14.2'+ 7.6' 7.1' 12.7'+ 9.3'+ 7.7' 7.0' N/A 5.3' 4.8' 6.2' 7.4' 7.7' 6.9' - - - TP-17 broken irrigation season. 18 4127121 5.6' N/A 5.4' 14.3' 14.2'+ 7.8' 7.4' 12.7'+ 9.3'+ 7.5' 7.2' N/A 5.7' 5.0' 6.4' 7.7' 8.0' 7.2' - - - 19 5113121 5.4' N/A 4.8' 14.3' 14.2'+ 7.4' 9.2' 12.7'+ 9.3'+ 6.3'+ 7.2' N/A 7.1' 4.2' 6.4' 7.2' 6.9' 6.5' 10.8' 4.7' 5.1' Vanguard pie-installed 3-26-21 20 5128121 5.4' N/A 4.9' 14.7' 14.2'+ 7.0' 9.6' 12.7'+ 9.3'+ 6.3'+ 7.2' N/A 7.5' 4.5' 6.4' 6.9' 6.5' 6.3' 11.1' 4.9' 5.6' TP-15 plugged to point of reading 21 6/1 1/21 5.0' N/A 4.2' 14.0' 14.2+ 6.8' 7.2' 12.7'+ 9.3'+ 6.3'+ 7.5' N/A 7.3' 4.4' 6.2' 6.5' 6.1' 6.0' 10.7' 4.7' 5.3' 22 6/24/21 6.3' N/A 4.8' 13.0' 12.4' 6.9'+ 8.8' 12.7'+ 9.3'+ 6.3'+ 6.4' N/A 7.1' 3.7' 5.6' 6.0' 6.5' 5.9' 10.8' 4.0' 5.0' TP-8 plugged to point of reading 23 7/9/21 6.3' N/A 4.6' 12.6' 12.3' 6.7' 8.8' 12.7'+ 9.3'+ 6.3'+ 6.8' N/A 7.2' 3.5' 5.6' 5.5' 6.7' 6.9' 9.2' 4.3' 4.0' 24 7/24/21 6.5' N/A 4.4' 13.0' 12.1' 6.9'+ 9.2' 12.7'+ 9.3'+ 6.3'+ 6.5' N/A 7.9' 4.4' 5.5' 6.5' 6.8' 5.7' 8.1' 3.5' 5.0' 25 8/6/21 6.2' N/A 4.2' 12.3' 12.1' 6.9'+ 8.9' 12.7'+ 9.3'+ 6.3'+ 6.2' N/A 7.6' 3.4' 5.4' 6.2' 6.6' 6.0' 10.4' 4.9' 5.3' 26 27 28 29 30 all- f I �� �t 3 LW . a AL mr Ah I'll ' �. 4 Interstate 84 • rt+ i Jr I APPROXIMATETEST PIT LOCATIONS Source:Google Earth,2018. GeoTek Field Observations, 2020. Not to Scale FIGURE 2 SITE EXPLORATION PLAN Meridian 118 NW of 1-84 & STen Mile Rd G 0 T E K Meridian, Idaho GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Prepared for: Meridian 118, LLC Project No.: Report Date: Drawn By: 320 E.Corporate Dr,Suite 300, Meridian,ID 83642 2123-ID August 2021 SJH (208)888-7010(phone)/(208)888-7924(FAX) S Vanguard Way 4 Y, a� It 3 0 sv a t Interstate 84 APPROXIMATETEST PIT LOCATIONS Source:Google Earth 2018, GeoTek Field Observations, 2021. Not to Scale FIGURE 2 SITE EXPLORATION PLAN Vanguard Extension NW of 1-84 and STen Mile Rd G 0 T E K Meridian, Idaho GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Prepared for: Meridian 118, LLC Project No.: Report Date: Drawn By: 320 E.Corporate Dr,Suite 300, Meridian,ID 83642 2123-ID-CO I August 2021 SJI--I (208)888-7010(phone)/(208)888-7924(FAX) 2123-ID Meridian 118 Trip No. Date TP-I TP-2 Ti TP-5 Ti TP-8 TP-9 TP-I I TP-13 TP-15 TP-16 TP-17 TP-18 TP-20 TP-21 TP-22 TP-24 TP-25 V-1 V-2 V-3 0 4/16/20 4.9' 7.8' 5.0' 14.0' 14.2+ 6.9' 6.9' 12.7'+ 9.3'+ 6.9' 5.9' 8.9' 5.0' 4.7' 6.3' 7.7' 6.9' 6.5' 1 4/27/20 4.7' 7.6' 4.8' 13.4' 14.2'+ 6.9' 6.5' 12.7'+ 9.3'+ 6.9' 5.4' 8.6' 4.6' 4.2' 5.6' 6.0' 6.1' 6.0' - - - Irrigation on SE field + Indicates dry reading at bottom of 2 5/12/20 3.7' 6.9' 4.1' 13.4' 14.2'+ 6.3' 7.8' 12.7'+ 9.3'+ 6.3' 5.2' 8.1' 5.5' 4.3' 5.1' 6.0' 5.8' 5.1' - - - Irrigation on S fields piezometer 3 5/28/20 3.6' 7.0' 4.3' 13.3' 14.2'+ 6.2' 7.9' 12.7'+ 9.3'+ 6.1' 5.0' 8.0' 5.6' 3.6' 5.3' 6.4' 5.6' 5.6' - - - 4 6/15/20 3.3' 4.8' 3.0' 11.8' 14.2'+ 6.0' 6.5' 12.7'+ 9.3'+ 5.6' 4.1' 7.8' 4.1' 3.3' 4.1' 4.9' 5.2' 4.4' - - - Irrigation on SE field noted "N/A"Indicates that piezometer is damaged or missing-therefore no data was 5 6/30/20 3.2' 4.7' 3.4' 11.8' 14.2'+ 6.3' 6.9' 12.7'+ 9.3'+ 5.5' 5.2' 7.6' 4.9' 3.5' 4.2' 4.9' 5.4' 4.3' - - - Irrigation on SE field noted obtained 6 7/14/20 3.5' 4.9' 3.7' 11.5' 13.9' 5.9' 5.6' 12.7'+ 9.3'+ 5.1' 4.2' 6.9' 3.9' 2.9' 4.4' 5.2' 4.9' 4.4' - - - Irrigation on N field noted 7 7/31/20 3.2' N/A 3.5' 11.5' 14.2'+ 5.7' 5.4' 12.7'+ 9.3'+ 4.9' 4.0' 6.6' 3.4' 3.1' 4.1' 5.3' 5.3' 4.0' - - - TP-2 unlocateable 8 8/14/20 3.0' N/A 3.3' 11.5' 14.2+ 5.3' 5.2' 12.7'+ 9.3'+ 4.5' 3.9' 6.2' 3.0' 3.3' 4.6' 5.8' 5.5' 4.8' - - - TP-2 unlocateable 9 8/28/20 3.4' N/A 3.0' 11.5' 14.2'+ 5.0' 5.3' 12.7'+ 9.3'+ 4.2' 4.0' 6.0' 3.2' 3.5' 4.5' 5.8' 5.9' 5.0' - - - 10 9/11120 3.7' N/A 3.2' 11.7' 14.2'+ 5.4' 5.6' 12.7'+ 9.3'+ 5.4' 4.2' 6.2' 3.3' 3.0' 3.9' 5.2' 5.6' 4.2' - - - 11 9/25120 4.2' N/A 3.5' 12.1' 14.2'+ 5.8' 5.9' 12.7'+ 9.3'+ 5.6' 4.5' 6.4' 3.9' 3.2' 4.1' 5.1' 5.8' 4.9' - - - 12 1019120 4.8' N/A 3.8' 12.8' 14.2'+ 6.1' 6.2' 12.7'+ 9.3'+ 5.9' 5.0' 6.8' 4.3' 3.9' 5.0' 5.8' 6.2' 5.2' - - - 13 1 10125120 5.0' N/A 4.2' 13.1' 14.2'+ 6.5' 6.5' 12.7'+ 9.3'+ 6.2' 5.4' 7.2' 4.7' 4.1' 5.2' 6.0' 6.4' 5.7' - - - Note:Groundwater elevation results are recorde d in f eet b e lo w approximate 14 12/3/20 5.0' N/A 4.8' 13.9' 14.2'+ 6.6' 6.2' 12.7'+ 9.3'+ 6.5' 5.6' 7.9' 4.9' 4.5' 5.6' 6.3' 6.6' 6.1' - - - existing grade. 15 1112121 5.3' N/A 5.6' 14.0' 14.2'+ 7.0' 6.4' 12.7'+ 9.3'+ 7.0' 5.9' 8.3' 5.5' 4.5' 5.8' 6.5' 7.0' 6.4' - - - TP-2 broken 16 2112121 5.6' N/A 5.7' 14.5' 14.2'+ 7.3' 6.6' 12.7'+ 9.3'+ 7.3' 6.2' 8.7' 5.8' 4.8' 6.0' 6.8' 7.3' 6.6' - - - Generally,irrigation ditches and canals will locally influence ground water during the 17 3119121 5.5' N/A 5.3' 14.0' 14.2'+ 7.6' 7.1' 12.7'+ 9.3'+ 7.7' 7.0' N/A 5.3' 4.8' 6.2' 7.4' 7.7' 6.9' - - - TP-17 broken irrigation season. 18 4127121 5.6' N/A 5.4' 14.3' 14.2'+ 7.8' 7.4' 12.7'+ 9.3'+ 7.5' 7.2' N/A 5.7' 5.0' 6.4' 7.7' 8.0' 7.2' - - - 19 5113121 5.4' N/A 4.8' 14.3' 14.2'+ 7.4' 9.2' 12.7'+ 9.3'+ 6.3'+ 7.2' N/A 7.1' 4.2' 6.4' 7.2' 6.9' 6.5' 10.8' 4.7' 5.1' Vanguard pie-installed 3-26-21 20 5128121 5.4' N/A 4.9' 14.7' 14.2'+ 7.0' 9.6' 12.7'+ 9.3'+ 6.3'+ 7.2' N/A 7.5' 4.5' 6.4' 6.9' 6.5' 6.3' 11.1' 4.9' 5.6' TP-15 plugged to point of reading 21 6/1 1/21 5.0' N/A 4.2' 14.0' 14.24 6.8' 7.2' 12.7'+ 9.3'+ 6.3'+ 7.5' N/A 7.3' 4.4' 6.2' 6.5' 6.1' 6.0' 10.7' 4.7' 5.3' 22 6/24/21 6.3' N/A 4.8' 13.0' 12.4' 7.4'+ 8.8' 12.7'+ 9.3'+ 6.3'+ 6.4' N/A 7.1' 3.7' 5.6' 6.0' 6.5' 5.9' 10.8' 4.0' 5.0' TP-8 plugged to point of reading 23 7/9/21 6.3' N/A 4.6' 12.6' 12.3' 7.4'+ 8.8' 12.7'+ 9.3'+ 6.3'+ 6.8' N/A 7.2' 3.5' 5.6' 5.5' 6.7' 6.9' 9.2' 4.3' 4.0' 24 7/24/21 6.5' N/A 4.4' 13.0' 12.1' 7.4'+ 9.2' 12.7'+ 9.3'+ 6.3'+ 6.5' N/A 7.9' 4.4' 5.5' 6.5' 6.8' 5.7' 8.1' 3.5' 5.0' 25 8/6/21 6.2' N/A 4.2' 12.3' 12.1' 7.4'+ 8.9' 12.7'+ 9.3'+ 6.3'+ 6.2' N/A 7.6' 3.4' 5.4' 6.2' 6.6' 6.0' 10.4' 4.9' 5.3' 26 8/20/21 6.0' N/A 3.9' 12.3' 11.8' 7.2' 8.5' 12.7'+ 9.3'+ 6.9' 6.2' N/A 6.8' 3.4' 5.0' 5.8' 5.1' 5.3' 8.7' 3.9' 4.9' 27 28 29 30 all- f I �� �t 3 LW . a AL mr Ah ' �. 4 Interstate 84 • rt+ i Jr I APPROXIMATETEST PIT LOCATIONS Source:Google Earth,2018. GeoTek Field Observations, 2020. Not to Scale FIGURE 2 SITE EXPLORATION PLAN Meridian 118 NW of 1-84 & STen Mile Rd G 0 T E K Meridian, Idaho GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Prepared for: Meridian 118, LLC Project No.: Report Date: Drawn By: 320 E.Corporate Dr,Suite 300, Meridian,ID 83642 2123-ID October 2020 SJH (208)888-7010(phone)/(208)888-7924(FAX) 2123-ID Meridian 1 18 TIP-I TIP-2 TIP-3 TP-5 TIP-6 TIP-8 TIP-9 TIP-11 TP-13 TIP-IS TP-16 TP-17 TP-18 TP-20 TP-21 TP-22 TP-24 TP-25 comma"�: 4/1 6/20 4.9' 7.8' 5.0' 14.0' 14.24 6.9' 6.9' 12.74 9.3'+ 6.9' 5.9' 8.9' 5.0' 4.7' 6.3' 7.7' 6.9' 6.5' KEY 4/27/20 4.7' 7.6' 4.8' 13.4' 14.2'+ 6.9' 6.5' 12.7'+ 9.3'+ 6.9' 5.4' 8.6' 4.6' 4.2' 5.6' 6.0' 6.1' 6.0' Irrigation on SE field +" Indicates dry reading at bottom of 5/12/20 piezometer 3.7' 6.9' 4.1' 13.4' 14.24 6.3' 7.8' 12.74 9.3'+ 6.3' 5.2' 8.1' 5.5' 4.3' 5.1' 6.0' 5.8' 5.1' Irrigation on S fields 5/28/20 3.6' 7.0' 4.3' 13.3' 14.2'+ 6.2' 7.9' 12.7'+ 9.3'+ 6.1' 5.0' 8.0' 5.6' 3.6' 5.3' 6.4' 5.6' 5.6' 6/15/20 3.3' 4.8' 3.0' 11.8' 14.24 6.0' 6.5' 12.74 9.3'+ 5.6' 4.1' 7.8' 4.1' 3.3' 4.1' 4.9' 5.2' 4.4' Irrigation on SE field noted "N/A" Indicates that piezometer is damaged or missing-therefore no data was 6/30/20 3.2' 4.7' 3.4' 11.8' 14.2'+ 6.3' 6.9' 12.7'+ 9.3'+ 5.5' 5.2' 7.6' 4.9' 3.5' 4.2' 4.9' 5.4' 4.3' Irrigation on SE field noted obtained 7/1 4/20 3.5' 4.9' 3.7 11.5' 13.9' 5.9' 5.6' 12.74 9.3'+ 5.1' 4.2' 6.9' 3.9' 2.9' 4.4' 5.2' 4.9' 4.4' Irrigation on N field noted 7/3 1/20 3.2' N/A 3.5' US 14.24 5.7' 5.4' 12.7'+ 9.3'+ 4.9' 4.0' 6.6' 3.4' 3.1' 4.1' 5.3' 5.3' 4.0' TP-2 unlocateable 8/1 4/20 3.0' N/A 3.3' 11.5' 14.24 5.3' 5.2' 12.74 9.3'+ 4.5' 3.9' 6.2' 3.0' 3.3' 4.6' 5.8' 5.5' 4.8' TP-2 unlocateable 8/28/20 3.4' N/A 3.0' 11.5' 14.2'+ 5.0' 5.3' 12.7'+ 9.3'+ 4.2' 4.0' 6.0' 3.2' 3.5' 4.5' 5.8' 5.9' 5.0' 9/1 1/20 3.7' N/A 3.2' 11.7' 14.24 5.4' 5.6' 12.74 9.3'+ 5.4' 4.2' 6.2' 3.3' 3.0' 3.9' 5.2' 5.6' 4.2' 9/25/20 4.2' N/A 3.5' 12.1' 14.24 5.8' 5.9' 12.7'+ 9.3'+ 5.6' 4.5' 6.4' 3.9' 3.2' 4.1' 5.1' 5.8' 4.9' 1 019/20 4.8' N/A 3.8' 12.8' 14.24 6.1' 6.2' 12.74 9.3'+ 5.9' 5.0' 6.8' 4.3' 3.9' 5.0' 5.8' 6.2' 5.2' 10/25/20 5.0' N/A 4.2' 13.1' 14.24 6.5' 6.5' 12.7'+ 9.3'+ 6.2' 5.4' 7.2' 4.7' 4.1' 5.2' 6.0' 6.4' 5.7' Note:Groundwater elevation results are recorded in feet below approximate existing grade. Generally,irrigation ditches and canals will locally influence ground water during the irrigation season.