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HomeMy WebLinkAboutPZ - Geotech Report PRELIMINARY GEOTECHNICAL EVALUATION FOR "MERIDIAN 316" A 395+ ACRE RESIDENTIAL DEVELOPMENT LOCATED SOUTH OF MCMILLAN ROAD BETWEEN CAN-ADA ROAD AND N. OWYHEE STORM AVE. MERIDIAN, IDAHO 83616 November 17, 2023 GTI-Project No. 2656-ID Prepared For: IDAHO HOLDINGS, LLC 839 S. Bridgeway Place Eagle, ID 83616 GeoTek, Inc. TABLE OF CONTENTS SCOPEOF SERVICES.......................................................................................................................................... SITE DESCRIPTION.............................................................................................................................................2 PROPOSED DEVELOPMENT............................................................................................................................2 FIELDSTUDIES......................................................................................................................................................2 REGIONALGEOLOGY......................................................................................................................................2 SITESOILS..............................................................................................................................................................3 ArtificialFill ...................................................................................................................................................... 3 NativeAlluvial Soils........................................................................................................................................ 3 SURFACE & GROUND WATER......................................................................................................................3 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.......................................................................................................................................................6 Removals/Processing - General...................................................................................................................6 TransitionalPads.............................................................................................................................................7 ExcavationDifficulty.......................................................................................................................................7 FillPlacement...................................................................................................................................................7 Import Material/Structural Fill .....................................................................................................................7 Observationand Testing...............................................................................................................................7 GroundWater................................................................................................................................................8 EarthworkSettlements..................................................................................................................................8 SlopeStability...................................................................................................................................................8 RECOMMENDATIONS — FOUNDATIONS.................................................................................................9 RETAINING AND BLOCK WALLS............................................................................................................... 10 Design....................................................................................................................................................... I I Wall Foundation Construction........................................................................................................... I RestrainedWalls.................................................................................................................................... 12 CantileveredWalls................................................................................................................................ 12 PAVEMENT SECTIONS.................................................................................................................................... 13 Pavement Construction and Maintenance.............................................................................................. 14 GeoTek, Inc. OTHER RECOMMENDATIONS.................................................................................................................... 14 SiteImprovements........................................................................................................................................ 14 Landscape Maintenance and Planting........................................................................................................ 15 SoilCorrosion............................................................................................................................................... 15 TrenchExcavation........................................................................................................................................ 16 Drainage.......................................................................................................................................................... 16 PLANREVIEW..................................................................................................................................................... 16 LIMITATIONS...................................................................................................................................................... 17 Enclosures: Figure #I, 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 83642-35 1 1 (208)888-7010 (208)888-7924 www.geotekusa.com November 17, 2023 Project No. 2656-ID Idaho Holdings, LLC 839 S. Bridgeway Place Eagle, Idaho 83616 Attention: John Bottles Subject: Preliminary Geotechnical Evaluation for "Meridian 316" — a(n) 395 Acre Site — Located South of McMillan Road Between Can Ada Road and N. Owyhee Storm Avenue, Meridian, Idaho 83646 In accordance with your request, GeoTek, Inc. (GTI) has completed a preliminary geotechnical evaluation of the subject property for the construction of a residential 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. This report is preliminary in nature, due to limited site access for onsite exploration due to active farming operations. Additional test pits are to be excavated and percolation testing performed in specific locations of future drainage facilities following our preliminary evaluation, to fully document the onsite soils. 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 forty-one (41) 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 IDAHO HOLDINGS, LLC NOVEMBER 17, 2023 MERIDIAN 316 PRELIM GEO PAGE 2 PROJECT NO. 2656-ID SITE DESCRIPTION The project site consists of numerous irregularly shaped parcels totaling approximately 395 acres that are generally bound by McMillan Road, agricultural farmland, and Ninemile Creek to the north, Ustick Road,agricultural farmland,and an Intermountain Gas substation to the south, N. Owyhee Storm Avenue, Owyhee High School, Refresh Church, and Meridian Fire Station#8 to the east,and N. Can Ada Road (at the site's westernmost point)and agricultural farmland to the west. Ninemile Creek,the Eighmile Lateral, the Ingress Egress Easement, and other irrigation ditches run through the site. Historically topography generally directs surface water to the west. From topographic maps, the site's elevation is between approximately 2,490+ feet and 2,525± above mean sea level. The project site currently consists of agricultural land where corn, wheat, and onions are grown. 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(n) residential development with associated improvements. It is further assumed that the final site grade will be within 5 feet of the existing site grade. FIELD STUDIES Subsurface conditions at the site were explored by using a backhoe to dig forty-one (41) exploratory test pits at different locations across the site. The test pits were dug to a maximum depth of 10.5 feet below existing grade. A log of each test pit is included with this report in Appendix B. Thirty-three (33) groundwater monitoring piezometers were installed on the subject site (Appendix C). Field studies were completed during October and November of 2023 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 Meridian, 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). GeoTek, Inc. IDAHO HOLDINGS, LLC NOVEMBER 17, 2023 MERIDIAN 316 PRELIM GEO PAGE 3 PROJECT NO. 2656-ID The graben generally forms a basin which has been partially filled with younger sedimentary and volcanic rocks (Malde, 1991). 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, spread fills (6 to 12 inches across entire site) are present across the site. These spread fills are generally associated with prior land usage, and the construction of the adjacent improvements and existing developments, including structures and ditches/canals.The site consists of agricultural land that has had the upper plow zone soils disturbed and organics present. These spread fills shall be considered artificial fill. These "Artificial Fills" are loose/soft and contain a moderate amount of organics 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 lean clays and silts with sand underlain by silty sands and poorly graded gravels with varying amounts of clay, silt, sand, and cobbles. The moisture content within the alluvial materials was generally slightly moist to moist near the surface and moist to saturated at depth.The consistency of the alluvial soils ranged from firm/medium dense near the surface and medium dense to dense at depth. A thin layer (approximately 6 to 18 inches thick) of partially cemented material was encountered in two test pits (TP-21 and TP-31,Appendix B), however we anticipate that the onsite soils can be excavated with conventional earthwork equipment.Although not anticipated, special excavation equipment and techniques may be necessary dependent upon if harder materials are encountered during construction. SURFACE & GROUND WATER Ground water was encountered in 34 of 41 test pits during our field investigation. Groundwater depths ranged from 1.9' (TP-20) to 10.4' (TP-38) during initial groundwater readings taken on 1 1/10/2023. GeoTek, Inc. IDAHO HOLDINGS, LLC NOVEMBER 17, 2023 MERIDIAN 316 PRELIM GEO PAGE 4 PROJECT NO. 2656-ID 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). It should be noted that shallow groundwater is present across the site. 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. 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. 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 very low risk associated with the potential for these phenomena to occur and adversely affect surface improvements. These potential risks are no greater at this site than they are for other structures and improvements developed on the alluvial materials in this vicinity. 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. GeoTek, Inc. IDAHO HOLDINGS, LLC NOVEMBER 17, 2023 MERIDIAN 316 PRELIM GEO PAGE 5 PROJECT NO. 2656-ID 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 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. GeoTek, Inc. IDAHO HOLDINGS, LLC NOVEMBER 17, 2023 MERIDIAN 316 PRELIM GEO PAGE 6 PROJECT NO. 2656-ID Demolition The following recommendations are provided as guidelines in the event that structures are encountered that are not intended to remain. I. All existing surface or subsurface structures (not intended to remain), within the area to be 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. 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 artificial fill and deleterious material are removed (6 to 12 inches across entire site, where observed), a minimum removal/processing depth of 12 inches into alluvial materials should be accomplished across the site. If the soils left in place 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 surficial material has been disturbed, it should be anticipated that deeper fills may be encountered onsite. For support of slab on grade construction in cut and shallow fill areas (less than 24 inches), the pads should be provided a minimum 12-inch-thick fill blanket for adequate and more uniform support conditions for the proposed structures and improvements (e.g., flatwork, block walls, etc.). Beneath the foundations, a minimum of 12 inches of compacted structural fill, meeting the requirements of the Structural Fill and Import Soils section of this report, should be moisture conditioned and compacted to provide a more uniform foundation support. Structural fill should extend a minimum of 12 inches horizontally, from the edge of the footings, for each 12 inches of thickness placed below the footings. A minimum relative compaction of 95 percent of the laboratory maximum modified density (ASTM D 1557) at moisture content of optimum or above is necessary to generate any near surface settlements. 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. GeoTek, Inc. IDAHO HOLDINGS, LLC NOVEMBER 17, 2023 MERIDIAN 316 PRELIM GEO PAGE 7 PROJECT NO. 2656-ID 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 A thin layer (approximately 6 to 18 inches thick) of partially cemented material was encountered in 2 of 41 test pits (TP-21 and TP-31), however, we anticipate that the onsite soils can be excavated with conventional earthwork equipment. Seasonal conditions could cause wet/saturated 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 95 percent of an ASTM D 1557 modified proctor. Import Material/Structural Fill 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 at least 20 percent on No. 4 screen * Maintain between 5 and 20 percent passing the No. 200 screen Common Subgrade Section Construction Issues The subgrade upon which building foundations, slabs, and pavement sections are to be constructed must be properly stripped, compacted (if indicated), inspected, and proof-rolled. Proof rolling of subgrade soils should be accomplished using a minimum 10-ton heavy rubber-tired, fully loaded, tandem-axle dump truck or equivalent. GeoTek, Inc. IDAHO HOLDINGS, LLC NOVEMBER 17, 2023 MERIDIAN 316 PRELIM GEO PAGE 8 PROJECT NO. 2656-ID Verification of subgrade competence by GTI personnel at the time of construction is required. Pumping or soft areas must be removed and replaced with structural fill. More severe soft spot areas may necessitate additional recommendations which can be provided upon request. Minor deflections from proof rolling are allowed under flexible pavements. Deflections from proof rolling of building foundations or slabs and rigid pavement support courses should not be visually detectable. Observation and Testing During earthwork construction, all removal/processing and the 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. Ground Water Ground water was encountered in 34 of 41 test pits during our field investigation. Groundwater depths ranged from 1.9' (TP-20) to 10.4' (TP-38) during initial groundwater readings taken on 1 1/10/2023. 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 recommendation 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. Slope Stability No significantly high (greater than ten feet) slopes are anticipated to be constructed onsite.All slopes should be designed at gradients of 2 to I (Horizontal to Vertical) or flatter. All slopes should be constructed in accordance with the minimum requirements of the City of Meridian and the International Building Code. Cut and fill slopes are anticipated to perform adequately in the future with respect to gross and surficial stability if the soil materials are maintained in a solid to semi-solid state (as defined by the soils Atterberg Limits) and are limited to the heights prescribed herein. The importance of proper compaction to the face of a slope cannot be overemphasized. In order to achieve proper compaction, one or more of the three following methods should be employed by the contractor following implementation of typical slope construction guidelines: GeoTek, Inc. IDAHO HOLDINGS, LLC NOVEMBER 17, 2023 MERIDIAN 316 PRELIM GEO PAGE 9 PROJECT NO. 2656-ID 1) track walk the slopes at grade, 2) use a combination of sheepsfoot roller and track walking, or 3) overfill the slope 3 to 5 feet laterally and cut it back to grade. Random testing will be performed to verify compaction to the face of the slope. If the tests do not meet the minimum recommendation of 95 percent relative compaction of an ASTM D 1557 modified proctor, the contractor will be informed, and additional compaction efforts recommended. A final evaluation of cut slopes during grading will be necessary in order to identify any areas of adverse conditions.The need for remedial stabilization measures should be based on observations made during grading by a representative of this office. Based on our observations, and if warranted, specific remedial recommendations will be offered for stabilization. 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. 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 re-graded 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 30 kips or less, while wall loads are expected to be 3 kips per lineal 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. GeoTek, Inc. IDAHO HOLDINGS, LLC NOVEMBER 17, 2023 MERIDIAN 316 PRELIM GEO PAGE 10 PROJECT NO. 2656-ID 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. Minimum Minimum Allowable Passive Maximum Footing Structural Footing Bearing Coefficient Earth Earth Type Fill Below Depth Pressure of Friction Pressure Pressure Footings (inches) (psf) (psf/ft) (psf) (inches) Strip/Spread 12 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 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 earlier, a minimum of 12 inches of moisture conditioned and compacted structural fill should be provided for a more uniform foundation support. 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. GeoTek, Inc. IDAHO HOLDINGS, LLC NOVEMBER 17, 2023 MERIDIAN 316 PRELIM GEO PAGE I I PROJECT NO. 2656-ID 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. Design I. 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 24 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 175 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. IDAHO HOLDINGS, LLC NOVEMBER 17, 2023 MERIDIAN 316 PRELIM GEO PAGE 12 PROJECT NO. 2656-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, for level backfill and a Site Class "D", the minimum earthquake-induced force (Feq) should be included (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 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. IDAHO HOLDINGS, LLC NOVEMBER 17, 2023 MERIDIAN 316 PRELIM GEO PAGE 13 PROJECT NO. 2656-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 retaining walls during an earthquake. If required by the 2018 IBC, for level backfill and a Site Class "D", the minimum earthquake-induced force (Fej should be included (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 has to translate laterally to reach full passive pressure/resistance. At 0.5% strain, '/z 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 one 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 I-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 backdrain 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 7, pre-assigned traffic index(s)for residential construction and estimated traffic index(s)for commercial construction. 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. IDAHO HOLDINGS, LLC NOVEMBER 17, 2023 MERIDIAN 316 PRELIM GEO PAGE 14 PROJECT NO. 2656-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 95 percent(ASTM D 1557 modified proctor) near optimum moisture content. All aggregate base should be compacted to a minimum relative compaction of 95 percent (ASTM D 1557) 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, Parking and Drives 7 2.5 4.0 13.0 No Truck Access TI = 6.0 Collectors and Truck Access 7 3.0 6.0 17.0 TI = 8.0 *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. 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 for structures include; low expansive soil caps, deepened foundation system, increased structural design, and soil pre-saturation. As they are generally not cost effective, these measures are very seldom utilized for flatwork because it's less costly to simply replace any damaged or distressed sections than to "structurally" design them. GeoTek, Inc. IDAHO HOLDINGS, LLC NOVEMBER 17, 2023 MERIDIAN 316 PRELIM GEO PAGE 15 PROJECT NO. 2656-ID 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. Over watering 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). GeoTek, Inc. IDAHO HOLDINGS, LLC NOVEMBER 17, 2023 MERIDIAN 316 PRELIM GEO PAGE 16 PROJECT NO. 2656-ID Trench Excavation All footing trench excavations should be observed by a representative of this office prior to placing reinforcement. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 95 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. 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 the laboratory standard as required per the Idaho Standards for Public Works Construction (ISPWC). 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. 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. IDAHO HOLDINGS, LLC NOVEMBER 17, 2023 MERIDIAN 316 PRELIM GEO PAGE 17 PROJECT NO. 2656-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, GeoTek, Inc. MAL 11/11/7-3 +f. @f Vs ANANS Taylor S. Hedrick, PE David C. Waite, PE Staff Professional Senior Engineer/ Branch Manager }r = c:r:;--a:bor Church a � - m [1 M1 W [mil Mint Bartel Barn -Event Ce te: 41 hd=f r.ian Rd W 7:J" ---^F3 z -a CIL n Fir :0 . H . a Rd Usti-k Rd Us Rd Usti,}.Rd z � � m ' u ro: rZ � z O N Lhry Ln sN Sher y Ln 3 N Ln h�:y IAlbertsarls P3 rz Fuller'.arR z Ford Idaho Center Teri Mile Christian Church Fra,kl'n Rd cn n Sa11zer Health 24/7 Q Ten Mile Urgent Care APPROXIMATE SITE LOCATION Source: Google Maps 2023, GeoTek Field Observations, 2023. Not to Scale FIGURE I SITEVICINITY MAP )CE� Meridian 316 S. Of McMillan Rd. Between Can Ada & Owyhee Storm Ave. G E 0 T E K Meridian, ID GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Prepared for: Idaho Holdings, LLC Project No.: Drawn By: 320 E. Corporate Dr, Suite 300, Meridian, ID 83642 2642-ID August 2023 TSH (208)888-7010 (phone)/(208)888-7924 (FAX) �..� . , _,___.__ �. .� � •"„ter=-.�'�1��l�i.'. ._ McMILLAN RD. -- �al - f O ~� > - � JLL 14, Z f USTICK RD. i v APPROXIMATE TEST PIT LOCATIONS FIGURE 2 SITE EXPLORATION PLAN Project No: 2656-ID Meridian 316 S of McMillan Rd. Between Can Ada Rd. & N Owyhee Storm Ave. Meridian, Idaho G E D T E K Prepared for: Idaho Holdings, LLC Report Date: Nov 2023 GEOTECHNICAL I ENVIRONMENTAL I MATERIALS 320 E.Corporate Dr,Suite 300,Meridian,ID 83642 Source:Google Earth 2023,GeoTel< Field Observations, 2023. (208)888-7010(phone)/(208)888-7924(FAX) Not to Scale Drawn By: TS H 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 B GeoTek, Inc. LOG GENERAL NOTES CONSISTENCY OF FINE-GRAINED SOILS RELATIVE DENSITY OF COARSE-GRAINED SOILS Unconfined Standard Compressive Penetration or N- Consistency Standard Penetration(SPT)or NRelative Density Strength,Qu,psf Value(SS) Blows/Ft 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(I-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 SC-SM Silty Clayey SAND li iiilI iilllil!IiI!II ML SILT MH Elastic SILT CL-ML Silty CLAY CL Lean CLAY --------� CH Fat CLAY PCEM PARTIALLY CEMENTED CEM CEMENTED BDR BEDROCK SAMPLING SIFT 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: TSH AS:z"., PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/25/23 G E O T E K LOCATION: Meridian, ID ELEVATION: SAMPLES G v C r 1 TEST PIT NUMBER: TP-1 ` REMARKS G E o o N c (n m MATERIAL DESCRIPTION AND COMMENTS U FILL Lt.Brown to Brown,Artificial FillSilty GRAVEL with an and Clay, L Moist Orzanics observed to 1.0' -X GM Lt.Brown to Brown,Silty GRAVEL with Sand and Clay,Moist MD 2 GP Brown,Poorly graded GRAVEL with Sand,Silt,and Cobbles,Moist to D 3 Saturated 4 5 6 7 8 END OF TEST PIT @ 8.0' Piezometer installed at 8.0' 9 GROUNDWATER MEASURED AT S.V ON 1 1/10123 10 II 12 13 14 15 16 17 IS 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe "OA PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/25/23 G E 0 T E K LOCATION: Meridian,ID ELEVATION: SAMPLES $' TEST PIT NUMBER: TP-2 4j. a y d y y REMARKS C E c o o �n m N MATERIAL DESCRIPTION AND COMMENTS U FILL Brown to Dk, Brown,Artificial Fillcan CLAY with an oist So l Or anics observed to 1.0' CL Brown to Dk.Brown, Lean CLAY with Sand,Moist F 2 3 4 5 r4GM Lt.Brown to Brown,Silty GRAVEL with Sand and Clay,Moist D 6 —X 7 GP Lt.Brown,Poorly graded GRAVEL with Sand,Moist D 8 9 END OF TEST PIT @ 8.5' NO GROUNDWATER ENCOUNTERED 10 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/25/23 G E 0 t E K LOCATION: Meridian,ID ELEVATION: SAMPLES �-. C G >` a > TEST PIT NUMBER: TP-3 s 2 d� � a s V1 REMARKS in C G E c o uVi o v► m in 11 n MATERIAL DESCRIPTION AND COMMENTS U FILL Lt.Brown to Brown,Artificial Fill SILT with an oist So 1 Organics observed to 1.0' ML Lt.Brown to Brown,SILT with Sand,Moist F 2 CL Brown to Dk.Brown,Lean CLAY with Sand,Moist F 3 4 5 SM Lt Brown,Silty SAND with Gravel,Moist D 6 SP Lt Brown to Brown,Poorly graded SAND with Gravel,Moist to D Saturated 7 END OF TEST PIT @ 6.5' Piezometer installed at 6.5' GROUNDWATER MEASURED AT 4.9'ON 1 I/10/23 8 9 10 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/25/23 G E Q T E K LOCATION: Meridian,ID ELEVATION: SAMPLES ^ C O TEST PIT NUMBER: TP-4 a a� N d REMARKS a E o o o �n m N U D MATERIAL DESCRIPTION AND COMMENTS FILL Brown,Artificial FillClayey GRAVEL with an i t,and Cobbies, L I Moist Or nics observed to 1.0' GC Brown,Clayey GRAVEL with Sand,Silt,and Cobbles,Moist MD 2 3 GP Lt.Brown,Poorly graded GRAVEL with Sand and Silt,Moist to Saturated MD 4 5 6 7 END OF TEST PIT @ 6.5' Piezometer installed at 6.5' GROUNDWATER MEASURED AT 4.6'ON 11110123 8 9 10 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH As:z-"' PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/25/23 G E O T E' K LOCATION: Meridian, ID ELEVATION: SAMPLES s ItTEST PIT NUMBER: TP-5 W REMARKS a u d (A V, G o o vUi ° rn m 7 MATERIAL DESCRIPTION AND COMMENTS U FILL Brown to k. Brown,Artificial Fill Lean CLAY wirh Sand,foist So 1 Organics observed to 1.0' GP-GM Dk.Brown,Poorly graded GRAVEL with Silt and Sand,Moist MD 2 3 GP Brown,Poorly graded GRAVEL with Sand,Moist to Saturated D 4 5 6 END OF TEST PIT @ 5.5' Piezometer installed at 5.5' GROUNDWATER MEASURED AT 3.6'ON 1 I/10/23 7 8 9 10 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH AE:�� PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/25/23 G E 0 T E K LOCATION: Meridian,ID ELEVATION: SAMPLES s N TEST PIT NUMBER: TP-6 y a a� y y y REMARKS a C E o o IA ° vi m m O MATERIAL DESCRIPTION AND COMMENTS U FILL grown,Artificial Fillcan CLAY with Sand,Floist So I Or nits observed to I.0' CL Brown,Lean CLAY with Sand,Moist F 2 3 GP Brown,Poorly graded GRAVEL with Sand,Silt,and Clay,Moist MD 4 SP Lt.Brown to Brown,Poorly graded SAND with Gravel,Moist MD 5 6 7 END OF TEST PIT @ 6.5' Piezometer installed at 6.5' GROUNDWATER MEASURED AT 6.0'ON 11110123 8 9 10 II 12 13 l4 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH Act:"., PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/25/23 G E a T E K LOCATION: Meridian,ID ELEVATION: SAMPLES Ci LL. .0 c � TEST PIT NUMBER: TP-7 2 V1 REMARKS G E o vUi vi m H MATERIAL DESCRIPTION AND COMMENTS U FILL Brown,Artificiat Fillcan CLAY with anMoist So 1 Organics observed to 1.0' CL Brown,Lean CLAY with Sand,Moist F 2 3 4 GC Lt.Brown to Brown,Clayey GRAVEL with Sand,Moist to Saturated MD 5 6 7 8 END OF TEST PIT @ 8.0' Piezometer installed at 8.0' 9 GROUNDWATER MEASURED AT 6X ON 1 1/10/23 10 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH As:�� PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/25/23 t LOCATION: Meridian,ID ELEVATION: SAMPLES _ O C d $ 10 � a TEST PIT NUMBER: TP-8 REMARKS a h C E o o U c m (AMATERIAL DESCRIPTION AND COMMENTS U FILL Lt.Brown to Brown,Artificial Fill Sandy Lean CLAY with rave,Moist So Or anics observed to 1.0' CL Lt.Brown to Brown,Sandy Lean CLAY with Gravel,Moist F 2 GP Brown,Poorly graded GRAVEL with Sand,Silt,and Clay,Moist MD 3 4 5 6 GP Tan to Lt.Brown,Poorly graded GRAVEL with Sand,Moist to Saturated D 7 8 END OF TEST PIT @ 8.0' Piezometer installed at 8.0' 9 GROUNDWATER MEASURED AT 6.4'ON 1 1/10/23 10 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/25/23 G E O T E K LOCATION: Meridian,ID ELEVATION: SAMPLES C .^i C W s TEST PIT NUMBER: TP-9 a d y a a REMARKS a G E o o N c MATERIAL DESCRIPTION AND COMMENTS U FILL Brown,Artificial FillSandy Lean CLAY,Moist So Or anics observed to 1.0' CL Brown,Sandy Lean CLAY, Moist F 2 3 4 GC Lt.Brown,Clayey GRAVEL with Sand,Moist to Saturated D 5 6 7 END OF TEST PIT @ 7.0' 8 GROUNDWATER ENCOUNTERED AT 6.0'DURING EXCAVATION 9 10 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/25/23 G E 0 T E K LOCATION: Meridian,ID ELEVATION: SAMPLES a L �° v .0 N TEST PIT NUMBER: TP-10 a i REMARKS CE o o to U rn m O MATERIAL DESCRIPTION AND COMMENTS FILL Lt.grown to Brown,Artificial FMSilty CLAY with an oist So Or nits observed to 1.0' CL-ML Lt.Brown to Brown,Silty CLAY with Sand,Moist F 2 3 4 GP Lt.Brown to Brown,Poorly graded GRAVEL with Sand,Silt,and Cobbles, D 5 Moist to Saturated 6 END OF TEST PIT @ 6.5' Piezometer installed at 6.5' GROUNDWATER MEASURED AT SA'ON 1 1/10/23 8 9 10 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH AE:Z'-4-' PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/25/23 G E 0 T E K LOCATION: Meridian,ID ELEVATION: SAMPLES C ^ C �. s N TEST PIT NUMBER: TP-1 I J a IL REMARKS C N E o o c v► m w MATERIAL DESCRIPTION AND COMMENTS U FILL Lt.Brown to Brown,Artificial FillLean CLAY with Sand,Moist So I Organics observed to 1.0' CL Lt.Brown to Brown,Lean CLAY with Sand, Moist F 2 3 4 GC Brown,Clayey GRAVEL with Sand,Moist to Saturated D 5 6 7 END OF TEST PIT @ 6.5' Piezometer installed at 6.5' GROUNDWATER MEASURED AT 6.4'ON 1 1/10123 8 9 10 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/25/23 LOCATION: Meridian,ID ELEVATION: G E O T E 1C SAMPLES O vC E C �. TEST PIT NUMBER: TP-12 d a REMARKS f7 E c o m U vi m 7 MATERIAL DESCRIPTION AND COMMENTS FILL Lt.Brown to Brown,Artificial Fill Clayey SAND,Slightly Moist to Moist L 1 Organics observed to 1.0' SC Lt.Brown to Brown,Clayey SAND,Slightly Moist to Moist MD 2 3 4 GC Brown,Clayey GRAVEL with Sand,Moist to Saturated D 5 6 7 END OF TEST PIT @ 7.0' Piezometer installed at 7.0' 8 GROUNDWATER MEASURED AT 5.5'ON 11/10/23 9 10 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/25/23 G E 0 T E K LOCATION: Meridian, ID ELEVATION: SAMPLES ^ a i y TEST PIT NUMBER: TP-13 a a y d N REMARKS C E c o U vi m H MATERIAL DESCRIPTION AND COMMENTS FILL Brown, rti icial ill Lean CLAY with an i t y Moist to Moist So I Or anics observed to I.0' CL Brown,Lean CLAY with Sand,Slightly Moist to Moist F 2 3 GC Lt.Brown to Brown,Clayey GRAVEL with Sand,Moist to Saturated D 4 5 6 7 B END OF TEST PIT @ 7.5' Piezometer installed at 7.5' GROUNDWATER MEASURED AT 6.8'ON 1 1/10/23 9 10 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe Apx"� PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/25/23 G E 0 T E K LOCATION: Meridian,ID ELEVATION: SAMPLES s � TEST PIT NUMBER: TP-14 0 a s V d N REMARKS C E e o U U rn m N O MATERIAL DESCRIPTION AND COMMENTS FILL Brown,ArtificW Fill Lean CLAY with Sand,Slightly Moist to Moist So 1 Organics observed to 1.0' CL Brown,Lean CLAY with Sand,Slightly Moist to Moist F 2 3 4 5 SC Lt.Brown to Brown,Clayey SAND with Gravel,Moist MD l I 6 YY GC Brown,Clayey GRAVEL with Sand, Moist to Saturated p 7 8 9 END OF TEST PIT @ 8.5' GROUNDWATER ENCOUNTERED AT 8.0'DURING EXCAVATION 10 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/25/23 G E 0 T E K LOCATION: Meridian,ID ELEVATION: SAMPLES C i 0 u r TEST PIT NUMBER: TP-IS o. a N d REMARKS o o c m J, m MATERIAL DESCRIPTION AND COMMENTS V FILL Brown,Artificial FillSandy Lean ILAY,Moist So 1 Organics observed to 1.0' CL Brown,Sandy Lean CLAY, Moist F 2 GC Brown to Dk.Brown,Clayey GRAVEL with Sand,Moist to Saturated MD 3 4 5 6 END OF TEST PIT @ 5.5' Piezometer installed at 5.5' GROUNDWATER MEASURED AT 3.5'ON 1 1/10/23 7 8 9 10 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe ,00 PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/25/23 G E 0 T E K LOCATION: Meridian,ID ELEVATION: SAMPLES -a �. ^ C s � TEST PIT NUMBER: TP-I6 REMARKS d N d W N C E o 0 uVi �n m MATERIAL DESCRIPTION AND COMMENTS U FILL Brown to Dk.Brown,Artificial Fill Sandy Lean CLAY with Gravel, So 1 Slightly Moist to Moist Organics observed to 1.0' CL Brown to Dk.Brown,Sandy Lean CLAY with Gravel,Slightly Moist to F 2 Moist 3 4 GC Brown to Dk.Brown,Clayey GRAVEL with Sand and Silt,Moist MD 5 6 GP Lt.Brown,Poorly graded GRAVEL with Sand and Silt,Moist to Saturated D 7 8 END OF TEST PIT @ 7.5' Piezometer installed at 7.5' GROUNDWATER MEASURED AT 7.0'ON 11/10/23 9 10 II 12 13 14 15 I6 17 18 19 20 TEST PIT LOG LOGGED BY: TSH AE:�� PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/25/23 G E O T E K LOCATION: Meridian,ID ELEVATION: SAMPLES ^ O U s N TEST PIT NUMBER: TP-17 0 REMARKS d N ro- N 0 E O y V ce m 3 MATERIAL DESCRIPTION AND COMMENTS FILL Brown,Artificial Fillcan CLAY with and,Slightly Moist to Moist So I Organics observed to 1.0' CL Brown,Lean CLAY with Sand,Slightly Moist to Moist F 2 3 GC Brown to Dk.Brown,Clayey GRAVEL with Sand,Moist to Saturated MD 4 5 6 7 8 9 — END OF TEST PIT @ 8.3' Piezometer installed at 8.3' GROUNDWATER ENCOUNTERED AT 8.3'DURING EXCAVATION 10 II 12 13 14 15 16 17 I8 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#.- 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/25/23 G E 0 T E K LOCATION: Meridian,ID ELEVATION: SAMPLES C ^ C s E_ TEST PIT NUMBER: TP-18 REMARKS d N N N f7 p 0 0 to m � MATERIAL DESCRIPTION AND COMMENTS U FILL Brown to Dk.Brown,Artificial Fillcan CLAY with Sand,Slightly Moist So I to Moist Or anics observed to 1.0' CL Brown to Dlc Brown,Lean CLAY with Sand,Slightly Moist to Moist F 2 3 ML Tan,SILT with Sand and Clay,Moist F 4 SM Lt.Brown to Brown,Silty SAND, Moist MD 5 6 7 END OF TEST PIT @ 7.0- Piezometer installed at 7.0' 8 NO GROUNDWATER ENCOUNTERED 9 10 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/25/23 G E 0 T E K LOCATION: Meridian,ID ELEVATION: SAMPLES .. a C �° TEST PIT NUMBER: TP-19 y d N X REMARKS C E o o La to m inMATERIAL DESCRIPTION AND COMMENTS U FILL Brown to k.grown,Artificial Fill Lean CLAY with Sand,Moist So 1 O anics observed to I.0' CL Brown to Dk.Brown,Lean CLAY with Sand,Moist F 2 3 4 GC Brown,Clayey GRAVEL with Sand,Moist MD 5 6 7 8 9 END OF TEST PIT @ 9.1 Piezometer installed at 9.1' 10 NO GROUNDWATER ENCOUNTERED II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH AE:�� PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/27/23 G E 0 T E K LOCATION: Meridian,ID ELEVATION: SAMPLES i. C C >` d i 0 u �. TEST PIT NUMBER: TP-20 a s y d N REMARKS G E c "o V U) m MATERIAL DESCRIPTION AND COMMENTS FILL Brown to Dk.Brown,Artificial Fill Clayey GRAVEL with an oist L I Organics observed to 1.0' GC Brown to Dk.Brown,Clayey GRAVEL with Sand,Moist MD 2 —x 3 4 5 6 END OF TEST PIT @ 6.0' Piezometer installed at 6.0' 7 GROUNDWATER MEASURED AT 1.9'ON 1 1/10/23 8 9 10 II 12 13 14 l5 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/27/23 G E 0 T E K LOCATION: Meridian,ID ELEVATION: SAMPLES C a i .0 C i b N TEST PIT NUMBER: TP-21 REMARKS C a H m c G E o H VVi j �n m MATERIAL DESCRIPTION AND COMMENTS FILL Lt.Brown to Brown,Artificial Pill SILT wiLh Sand,Moist So 1 Organics observed to 1.0' ML Lt.Brown to Brown,SILT with Sand,Moist F 2 3 PCEM Tan,PARTIALLY CEMENTED Silty SAND,Slightly Moist to Moist MH . GP Lt.Brown to Brown,Poorly graded GRAVEL with Sand,Silt,and Cobbles, MD 4 Moist 5 6 7 GP Tan to Lt.Brown,Poorly graded GRAVEL with Sand and Cobbles,Moist MD 8 to Saturated 9 END OF TEST PIT @ 9.0' Piezometer installed at 9.0' 10 GROUNDWATER MEASURED AT 8.0'ON 1 1/10/23 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe "OA PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/27/23 G E 0 T E K LOCATION: Meridian,ID ELEVATION: SAMPLES C a E .0 u s � TEST PIT NUMBER: TP-22 REMARKS U) C E o In ° m U MATERIAL DESCRIPTION AND COMMENTS FILL Brown to Dk.grown,Artificial FillClayey GRAVEL with an and Cobbles, L Moist Organics observed to 1.0' GC Brown to Dk.Brown,Clayey GRAVEL with Sand and Cobbles,Moist MD 2 3 4 GP Brown,Poorly graded GRAVEL with Sand,Silt,and Cobbles,Moist to D Saturated 5 6 7 8 _ END OF TEST PIT @ 7.5' Piezometer installed at 7.5' GROUNDWATER MEASURED AT 4.8'ON 1 1/10/23 9 10 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH AC PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/27/23 Ca E O Z E K LOCATION: Meridian,ID ELEVATION: SAMPLES a d c r ;� � TEST PIT NUMBER: TP-23 REMARKS a " d C E o 0 vUi ° v► m : MATERIAL DESCRIPTION AND COMMENTS U FILL Lt.Brown,Artificial Fill SILT with Sand,Slightly Moist to Moist So I Organics observed to 1.0' SM Lt.Brown to Brown,Silty SAND,Moist MD 2 3 GC Brown,Clayey GRAVEL with Sand and Cobbles, Moist MD 4 5 6 D 7 8 9 END OF TEST PIT @ 8.5' Piezometer installed at 8.5' GROUNDWATER MEASURED AT 5.0'ON 1 1/10/23 10 II 12 13 14 IS 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH As:�� PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/27/23 G E O T E K LOCATION: Meridian,ID ELEVATION: SAMPLES T d c N TEST PIT NUMBER: TP-24 N 4J IL REMARKS d c h GE o o CA in m 7 MATERIAL DESCRIPTION AND COMMENTS U FILL Brown,Artificial FillSilt with n and Gravel,Moist So I Organics observed to 1.0' ML Brown,SILT with Sand and Gravel,Moist F 2 3 4 CL Gray,Lean CLAY,Moist F 5 GP Lt.Brown to Brown,Poorly graded GRAVEL with Sand and Silt,Moist MD to Saturated 6 7 END OF TEST PIT @ 7.0' B GROUNDWATER ENCOUNTERED AT 6.5'DURING EXCAVATION 9 10 II 12 13 14 15 16 17 IS 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe '-O'ac� PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/27/23 G E 0 T E K LOCATION: Meridian, ID ELEVATION: SAMPLES CL aii E c :, TEST PIT NUMBER: TP-25 REMARKS a d (A 'A G E o o rVi► in m N O MATERIAL DESCRIPTION AND COMMENTS U FILL Brown,Artificial Fillany SILT with ay and Gravel,Slightly Moist to So Moist Organics observed to 1.0' ML Brown,Sandy SILT,Clay and Gravel,Moist F 2 3 GC Lt.Brown to Brown,Clayey GRAVEL with Sand,Moist MD 4 5 D 6 7 END OF TEST PIT @ 7.0' Piezometer installed at 7.0' 8 GROUNDWATER MEASURED AT 6.4'ON 1 1/10/23 9 10 11 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe '-000G0 **-1 PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/27/23 G E 0 T° E K LOCATION: Meridian,ID ELEVATION: SAMPLES O p, i s E u TEST PIT NUMBER: TP-26IV REMARKS IL a 9L H GE U i o 0 v v► m MATERIAL DESCRIPTION AND COMMENTS U FILL Lt.grown,Artificial PillSilty SAND,Slightly Moist to Moist L Organics observed to 1.0' ML Brown,SILT with Sand and Clay,Moist F 2 3 CL Gray to Dk.Brown,Lean CLAY, Moist S 4 5 6 GP Brown,Poorly graded GRAVEL with Sand and Silt,Moist to Saturated D 7 8 END OF TEST PIT @ 7.5' Piezometer installed at 7.5' GROUNDWATER MEASURED AT S.9'ON 1 1/10/23 9 10 II 12 13 14 15 16 l7 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe "'Or� PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/27/23 G E 0 T E K LOCATION: Meridian,ID ELEVATION.- SAMPLES a i u s N TEST PIT NUMBER: TP-27 a d N d 4 REMARKS G ( o � vVi �j v► m 0 MATERIAL DESCRIPTION AND COMMENTS FILL Lt.Brown to Brown,Artificial FillClayey GRAVEL with anMoist L 1 Or anics observed to 1.0' GC Lt.Brown to Brown,Clayey GRAVEL with Sand, Moist MD 2 3 GC Brown,Clayey GRAVEL with Sand and Cobbles,Moist to Saturated MD 4 5 6 7 8 9 END OF TEST PIT @ 8.5' GROUNDWATER ENCOUNTERED AT 8.0'DURING EXCAVATION 10 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/27/23 G E O T E K. LOCATION: Meridian, ID ELEVATION: SAMPLES c O r i .0 V s TEST PIT NUMBER: TP-28 a 01 d N REMARKS G E o uVi U m m MATERIAL DESCRIPTION AND COMMENTS FILL Lt.Brown to Brown,ArtWicial FillPoorly graded with an and Silt, L Organics observed to 1.0' GP Lt.Brown to Brown,Poorly graded GRAVEL with Sand and Silt,Slightly Mois MD 2 3 4 GP Brown,Poorly graded GRAVEL with Sand,Silt,and Cobbles,Moist D 5 6 7 8 9 END OF TEST PIT @ 8.5' NO GROUNDWATER ENCOUNTERED 10 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/27/23 G E O T E K LOCATION: Meridian,ID ELEVATION: SAMPLES ^ C O >. c i u b TEST PIT NUMBER: TP-29 _N REMARKS C N C � o uVi U to m MATERIAL DESCRIPTION AND COMMENTS FILL Lt. rown,Artificial FillSilty GRAVEL with and,Slightly Moist to Moist L I Organics observed to 1.0' GM Lt.Brown,Silty GRAVEL with Sand,Slightly Moist to Moist MD 2 3 ML Lt.Brown to Brown,Sandy SILT, Moist F 4 —X 5 GC Brown to Dk.Brown,Clayey GRAVEL with Sand and Cobbles,Moist D 6 7 8 9 END OF TEST PIT @ 8.5' NO GROUNDWATER ENCOUNTERED 10 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/27/23 G E 0 T E K LOCATION: Meridian,ID ELEVATION: SAMPLES C i-. C �. i TEST PIT NUMBER: TP-30 d a s N d 4 REMARKS G E o 0 ai rn m O MATERIAL DESCRIPTION AND COMMENTS U FILL t. rown to rown,Artificial Fillwith and and Clay,Moist So 1 Organics observed to 1.0' ML Lt.Brown to Brown,SILT with Sand and Clay,Moist F 2 —X 3 4 5 6 7 ML Lt.Brown,Sandy SILT,Moist F 8 9 GP Lt.Brown to Brown, Poorly graded GRAVEL with Sand and Silt,Moist D 10 END OF TEST PIT @ 9.6' Piezometer installed at 9.6' NO GROUNDWATER ENCOUNTERED II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe ® PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/27/23 G E 0 t E K LOCATION: Meridian,ID ELEVATION: SAMPLES C G CL i im u TEST PIT NUMBER: TP-31 d d N X REMARKS o ( o U N U to m 7 F MATERIAL DESCRIPTION AND COMMENTS FILL t. rown to Brown,Artificial Fillwith an and Clay,Slightly So I Moist to Moist Organics observed to 1.0' ML Lt.Brown to Brown,SILT with Sand and Clay,Slightly Moist to Moist F 2 3 4 PCEM Tan,PARTIALLY CEMENTED Sandy SILT,Slightly Moist to Moist MH 5 - m 6 SM Lt.Brown,Silty SAND,Moist MD 7 GP Tan to Lt.Brown,Poorly graded GRAVEL with Sand,Moist D 8 9 END OF TEST PIT @ 9.2- Piezometer installed at 9.2' 10 NO GROUNDWATER ENCOUNTERED 11 12 13 14 15 16 17 IS 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/27/23 G E 0 T E K LOCATION: Meridian,ID ELEVATION: SAMPLES $ 1. u i �n TEST PIT NUMBER: TP-32 N N REMARKS o E o 0 0 in m1 3 MATERIAL DESCRIPTION AND COMMENTS FILL Lt.Brown to Brown,Artificial Pill Sandy SILT,Slightly Moist to Moist So I Orizanics observed to 1.0' ML Lt.Brown to Brown,Sandy SILT,Slightly Moist to Moist F 2 3 4 SM Brown,Silty SAND,Moist MD 5 GP Lt.Brown,Poorly graded GRAVEL with Sand,Moist to Saturated D 6 7 8 END OF TEST PIT @ 8.0- Piezometer installed at 8.0' 9 GROUNDWATER MEASURED AT 7.0'ON 1 I/10/23 10 II 12 13 14 15 I6 17 18 19 —1 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe ® PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/27/23 G E 0 T E K LOCATION: Meridian, ID ELEVATION: SAMPLES O A .. a i E u r TEST PIT NUMBER: TP-33 REMARKS y a y a �► c GE o 0 U) U �n m5 1 MATERIAL DESCRIPTION AND COMMENTS FILL Lt.Brown,Artificial Fill 111Twith and,Slightly Moist to Moist So 1 Or anics observed to 1.0' ML Lt.Brown,SILT with Sand,Slightly Moist to Moist F 2 3 GC Brown,Clayey GRAVEL with Sand and Cobbles,Moist MD 4 5 6 D 7 8 GP Lt.Brown,Poorly graded GRAVEL with Sand,Silt,and Cobbles,Moist D to Saturated 9 END OF TEST PIT @ 9.0' Piezometer installed at 9.0' 10 GROUNDWATER MEASURED AT 6.6'ON 1 1/10123 II 12 13 14 15 16 17 l8 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/27/23 G E Q T E K LOCATION: Meridian,ID ELEVATION: SAMPLES i C TEST PIT NUMBER: TP-34 y a C y REMARKS to C E o 0 uVi U �n m MATERIAL DESCRIPTION AND COMMENTS FILL Lt.Brown to Brown,Artificial Fillwith an i t y Moist to Moist So Or anics observed to 1.0' CL Brown to Dk.Brown,Lean CLAY with Sand,Moist F 2 3 4 SM Lt.Brown to Brown,Silty SAND with Clay,Moist MD 5 6 7 GP Lt.Brown,Poorly graded GRAVEL with Sand and Silt,Moist to Saturated D 8 9 10 END OF TEST PIT @ 10.0- Piezometer installed at 10.0' 11 GROUNDWATER MEASURED AT 8X ON 1 1/10/23 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/27/23 G E 0 T E K LOCATION: Meridian,ID ELEVATION: SAMPLES d c s � TEST PIT NUMBER: TP-35 y a v N I us p c o In o in ao MATERIAL DESCRIPTION AND COMMENTS V FILL Lt.Brown to Brown,Artificial Fill Lean CLAY with Sand, lightly Moist So to Moist Or anics observed to 1.0' CL Lt.Brown to Brown,Lean CLAY with Sand,Moist F 2 3 4 GC Brown,Clayey GRAVEL with Sand,Moist to Saturated MD 5 6 7 8 END OF TEST PIT @ 7.5' GROUNDWATER ENCOUNTERED AT 7.0'DURING EXCAVATION 9 10 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe '0000Gm "1'*-1 PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/27/23 G E 0 T E K LOCATION: Meridian,ID ELEVATION: SAMPLES ^ C O >, C d L. .0 u s � TEST PIT NUMBER: TP-36 N a d N a N REMARKS C E o o (n in m MATERIAL DESCRIPTION AND COMMENTS U FILL Lt.Brown to Brown,Artificial Fill Lean CLAY with Sand,Slightly Moist So 1 to Moist Organics observed to 1.0' CL Lt.Brown to Brown,Lean CLAY with Sand,Moist F 2 —x 1 1 3 ML Gray to Lt.Brown,Sandy SILT,Moist F 4 5 6 SM Lt.Brown,Silty SAND,Moist MD 7 GP Lt.Brown to Brown,Poorly graded GRAVEL with Sand,Silt,and Cobbles, D Moist to Saturated 8 9 10 END OF TEST PIT @ 10.0- Piezometer installed at 10.0' 11 GROUNDWATER MEASURED AT 9.1'ON 1 1/10/23 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/27/23 G E 0 T E K LOCATION: Meridian,ID ELEVATION: SAMPLES i-. C L. u r TEST PIT NUMBER: TP-37 y REMARKS us C E o 0 (A j ro m MATERIAL DESCRIPTION AND COMMENTS FILL Lt.Brown to Brown,Artificial Fillcan CLAY with an oist So I Or nits observed to I.0' CL Lt.Brown to Brown,Lean CLAY with Sand, Moist F 2 ML Lt.Brown,SILT with Sand,Moist F 3 4 GP Tan to Lt.Brown,Poorly graded GRAVEL with Sand and Silt,Moist to MD 5 Saturated 6 7 D 8 END OF TEST PIT @ 7.5' Piezometer installed at 7.5' GROUNDWATER MEASURED AT 5.5'ON 1 1/10/23 9 10 II 12 13 14 15 I6 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/27/23 G E a T E K LOCATION: Meridian,ID ELEVATION: SAMPLES ^ c O a L. u r �_ � TEST PIT NUMBER: TP-38 N .N REMARKS C N N f7 E p O N vi m m O MATERIAL DESCRIPTION AND COMMENTS U FILL Gray to Lt.Brown,Artificial FillPoorly graded with an and L Silt,Moist Or anics observed to 1.0' CL Brown,Lean CLAY with Sand and Silt,Moist F 2 3 4 5 ML Tan to Lt.Brown,SILT with Sand,Moist F 6 7 SM Lt.Brown,Silty SAND,Moist MD 8 9 10 1 1 END OF TEST PIT @ 10.5- Piezometer installed at 10.5' GROUNDWATER MEASURED AT 10.4'ON 1 1/10/23 12 13 14 15 16 17 IS 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It '-0A CLIENT: Idaho Holdings,LLC DATE: 10/27/23 G E 0 T E K LOCATION: Meridian,ID ELEVATION: SAMPLES E u s � TEST PIT NUMBER: TP-39 N REMARKS a d H d U r7 E o o ° in m MATERIAL DESCRIPTION AND COMMENTS U FILL Lt.Brown to Brown,Artificial Fillwith Sand,Moist So I Organics observed to 1.0' ML Lt.Brown to Brown,SILT with Sand,Moist F 2 3 GC Brown to Dk.Brown,Clayey GRAVEL with Sand,Moist to Saturated MD 4 5 6 D 7 8 9 END OF TEST PIT @ 9.0' Piezometer installed at 9.0' 10 GROUNDWATER MEASURED AT 4.9'ON 1 1110/23 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH AE:�� PROJECT#- 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings,LLC DATE: 10/27/23 G E 0 T E K LOCATION: Meridian,ID ELEVATION: SAMPLES i. C i v CE s t rn TEST PIT NUMBER: TP-40 X REMARKS C E o o VVi ° rn m N 7 MATERIAL DESCRIPTION AND COMMENTS U FILL Tan to Lt.Brown,Artificial Fillwith an Slightly Moist to Moist So 1 Ora cs observed to 1.0' CL Brown,Lean CLAY with Sand, Moist F 2 3 4 5 GC Brown to Dk.Brown,Clayey GRAVEL with Sand,Moist MD 6 7 GP Tan, Poorly graded GRAVEL with Sand,Moist to Saturated D 8 END OF TEST PIT @ 8.0' Piezometer installed at 8.0' 9 GROUNDWATER MEASURED AT 4.8'ON 1 1/10/23 10 II 12 13 14 15 16 17 18 19 20 TEST PIT LOG LOGGED BY: TSH PROJECT#: 2656-ID METHOD: Backhoe PROJECT: Meridian 316 EXCAVATOR: Just Dig It CLIENT: Idaho Holdings, LLC DATE: 10/27/23 G E 0 T E K LOCATION: Meridian, ID ELEVATION: SAMPLES ^ c O s C!_ � TEST PIT NUMBER: TP-41 d REMARKS a c G o N V Vi U �n m 3 MATERIAL DESCRIPTION AND COMMENTS FILL Tan to t.Brown, rd icia[Fill SILT with Sand,Slightly Moist to Moist So I CL Brown,Lean CLAY with Sand,Moist F Or anics observed to 1.0' 2 3 4 GP-GC Brown to Dk.Brown,Poorly graded GRAVEL with Clay and Sand,Moist MD 5 6 7 8 GP I Tan,Poorly graded GRAVEL with Sand,Moist to Saturated D END OF TEST PIT @ 8.0' Piezometer installed at 8.0' 9 GROUNDWATER MEASURED AT 5.1'ON 1 1/10123 10 11 12 13 14 15 16 17 18 19 20 APPENDIX C GeoTek, Inc. FIELD TESTS AND OBSERVATIONS (2656-ID) PERCOLATION TESTS No infiltration testing was completed during our exploration. GTI will return onsite to complete infiltration testing at the client's notice. The infiltration rate will be determined in inches per hour in general accordance with the City of Meridian requirements. GROUND WATER MONITORING RESULTS Ground water monitoring results are presented below. Ground water elevation results are recorded in feet below existing grade. LOCATION GROUNDWATER LOCATION GROUNDWATER ELEVATION ELEVATION TP-I 5.1 TP-2 I 8.0 TP-3 4.9 TP-22 4.8 TP-4 4.6 TP-23 5.0 TP-5 3.6 TP-25 6.4 TP-6 6.0 TP-26 5.9 TP-7 6.4 TP-30 9.6+ TP-8 6.4 TP-31 9.2+ TP-10 5.4 TP-32 7.0 TP-1 1 6.4 TP-33 6.6 TP-12 5.5 TP-34 8.7 TP-13 6.8 TP-36 9.1 TP-15 3.5 TP-37 5.5 TP-16 7.0 TP-38 10.4 TP-17 8.3+ TP-39 4.9 TP-18 7.0+ TP-40 4.8 TP-19 9.1+ TP-41 5.1 TP-20 1.9 + 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 (2656-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 117. 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-7, 1.0'-2.0' 7 GeoTek, Inc. GeoTek-Boise 320 Corporate Drive,Suite#300 Meridian, ID 83642 Phone: (208)888-7010 Fax: (208)888-7924 Report No: MAT:23-01120-S01 Material Test Report Client: Idaho Holdings, LLC CC: 839 S Bridgeway PI Eagle ID 83616 Project: 2656-ID Meridian 316 GEO THIS DOCUMENT SHALL NOT BE REPRODUCED EXCEPT IN FULL Sample Details Sample Description: ' Sample ID 23-01120-S01 GC, Clayey gravel with sand Date Sampled 10/25/2023 Specification General Sieve Set Sampled By Taylor Hedrick Location TP-4, 0.5'-1.5' Atterberg Liquid Limit: 33 Plastic Limit: 19 Plasticity Index: 14 Particle Size Distribution Grading: ASTM C 136,ASTM C 117 _ Date Tested: Tested By: %Passing Sieve Size % Passing Limits 90 ........... ......................................................... 2in 100 13/4in 69 80 ......................................................................... tin 62 3/in 53 70 ....................................................................... '/2in 42 3/8in 41 60 ........ ................................................................ No.4 37 N o.8 35 eo ........................................................................ No.16 33 40 ................... .................................................... No.30 27 No.50 23 30 ........................................... ............................ No.100 20 No.200 19 20 ............................................................. ...... 10 ......................................................................... 0 W Z Z N \ Z Z Z a 0 Z Z Sieve COBBLES GRAVEL SAND FINES(18.6%) D85: 47.5148 D60: 23.5209 D50: 16.9496 Coarse Fine Coarse Medium Fine Silt Clay D30: 0.8414 D15: N/A D10: N/A (0.0%) (46.6%) (16.4%) (2.5%) (9.5%) (6.3%) Form No:18909,Report No:MAT:23-01120-S01 ©2000-2023 QESTLab by SpectraQEST.com Page 1 of 2 GeoTek-Boise 320 Corporate Drive,Suite#300 Meridian, ID 83642 Phone: (208)888-7010 Fax: (208)888-7924 Report No: MAT:23-01120-S02 Material Test Report Client: Idaho Holdings, LLC CC: 839 S Bridgeway PI Eagle ID 83616 Project: 2656-ID Meridian 316 GEO THIS DOCUMENT SHALL NOT BE REPRODUCED EXCEPT IN FULL Sample Details Sample Description: Sample ID 23-01120-S02 GP-GM, Poorly graded gravel with silt and Date Sampled 10/25/2023 sand Specification General Sieve Set Sampled By Taylor Hedrick Location TP-5, 1.5'-2.5' Atterberg Liquid Limit: 43 Plastic Limit: 27 Plasticity Index: 16 Particle Size Distribution Grading: ASTM C 136,ASTM C 117 _ Date Tested: Tested By: %Passing Sieve Size % Passing Limits 90 ......................................................................... 2in 38 13/4in 38 80 ......................................................................... tin 34 3/in 30 70 ......................................................................... '/zin 29 3/8in 28 60 ......................................................................... No.4 26 No.8 25 eo ........................................................................ No.16 23 40 ......................................................................... No.30 18 N o.50 12 30 ........................................... No.100 9 No.200 7.3 20 ............................................ .......................... 10 .......................................................... ............ 0 _ a � � o 0 0 0 0 W Z Z N \ Z Z Z a 0 Z Z Sieve COBBLES GRAVEL SAND FINES(7.3%) D85: N/A D60: N/A D50: N/A Coarse Fine Coarse Medium Fine Silt Clay D30: 19.0000 D15: 0.4243 D10: 0.1890 (0.0%) (69.8%) (3.9%) (1.9%) (9.4%) (7.7%) Cu: 0.00 Cc: N/A Form No:18909,Report No:MAT:23-01120-S02 ©2000-2023 QESTLab by SpectraQEST.com Page 1 of 2 GeoTek-Boise 320 Corporate Drive,Suite#300 Meridian, ID 83642 Phone: (208)888-7010 Fax: (208)888-7924 Report No: MAT:23-01120-S02 Material Test Report Client: Idaho Holdings, LLC CC: 839 S Bridgeway PI Eagle ID 83616 Project: 2656-ID Meridian 316 GEO THIS DOCUMENT SHALL NOT BE REPRODUCED EXCEPT IN FULL Sample Details Sample ID 23-01120-S02 Date Sampled 10/25/2023 Specification General Sieve Set Sampled By Taylor Hedrick Location TP-5, 1.5'-2.5' Other Test Results - Description Method Result Limits Group Symbol ASTM D 2487 GP-GM Group Name Poorly graded gravel with silt and sand Approximate maximum grain size ASTM D 4318 Material retained on 425um(No.40)(%) Method of Removal Grooving Tool Type Specimen preparation method Drying Method Special selection process Rolling Method for PL Hand As Received Water Content(%) Liquid Limit Device Type Manual Liquid Limit 43 Plastic Limit 27 Plasticity Index 16 Liquid Limit Procedure Multipoint(A) Comments N/A Form No:18909,Report No:MAT:23-01120-S02 ©2000-2023 QESTLab by SpectraQEST.com Page 2 of 2 GeoTek-Boise 320 Corporate Drive,Suite#300 Meridian, ID 83642 Phone: (208)888-7010 Fax: (208)888-7924 Report No: MAT:23-01120-SO4 Material Test Report Client: Idaho Holdings, LLC CC: 839 S Bridgeway PI Eagle ID 83616 Project: 2656-ID Meridian 316 GEO THIS DOCUMENT SHALL NOT BE REPRODUCED EXCEPT IN FULL Sample Details Sample Description: ' Sample ID 23-01120-SO4 CL, Sandy lean clay Date Sampled 10/25/2023 Specification General Sieve Set Sampled By Taylor Hedrick Location TP-9, 2.0'-3.0' Atterberg Liquid Limit: 29 Plastic Limit: 21 Plasticity Index: 8 Particle Size Distribution Grading: ASTM C 136,ASTM C 117 _ Date Tested: Tested By: %Passing Sieve Size % Passing Limits 90 ............................... .................................. 1in 100 %i n 97 3/8in 93 To .................................................................. ...... No.4 92 No.8 91 60 ......................................................................... No.16 90 N o.30 88 50 ......................................................................... N o.50 83 40 ......................................................................... No.100 76 No.200 67 30 ......................................................................... 20 ......................................................................... 10 ........................................................................ 0 . _ a m 0 0 0 a 2 \ <o Z Z Z O O Z Z Sieve COBBLES GRAVEL SAND FINES(67.1%) D85: 0.3959 D60: N/A D50: N/A Coarse Fine Coarse Medium Fine Silt ClayD30: N/A D15: N/A D10: N/A (0.0%) (3.4%) (4.8%) (0.7%) (5.4%) (18.4%) Form No:18909,Report No:MAT:23-01120-SO4 ©2000-2023 QESTLab by SpectraQEST.com Page 1 of 2 GeoTek-Boise 320 Corporate Drive,Suite#300 Meridian, ID 83642 Phone: (208)888-7010 Fax: (208)888-7924 Report No: MAT:23-01120-S05 Material Test Report Client: Idaho Holdings, LLC CC: 839 S Bridgeway PI Eagle ID 83616 Project: 2656-ID Meridian 316 GEO THIS DOCUMENT SHALL NOT BE REPRODUCED EXCEPT IN FULL Sample Details Sample Description: ' Sample ID 23-01120-S05 GC, Clayey gravel with sand Date Sampled 10/25/2023 Specification General Sieve Set Sampled By Taylor Hedrick Location TP-12,4.0'-5.0' Atterberg Liquid Limit: 32 Plastic Limit: 16 Plasticity Index: 16 Particle Size Distribution Grading: ASTM C 136,ASTM C 117 _ Date Tested: Tested By: %Passing Sieve Size % Passing Limits 90 ............... ......................................................... 2in 65 13/4in 65 80 ......................................................................... tin 54 3/in 54 To ......................................................................... '/2in 52 3/8in 51 60 .... .................................................................... No.4 47 N o.8 42 50 ............... ............................................. No.16 35 40 .................................. ..................................... No.30 25 N o.50 17 30 ........................................... ............................. No.100 14 No.200 13 20 ................................................... .................... 10 ......................................................................... 0 W Z Z N \ Z Z Z a 0 Z Z Sieve COBBLES GRAVEL SAND FINES(13.4%) D85: N/A D60: 34.4492 D50: 7.9885 Coarse Fine Coarse Medium Fine Silt Clay D30: 0.8414 D15: 0.1890 D10: N/A (0.0%) (46.4%) (6.4%) (6.7%) (19.4%) (7.7%) Form No:18909,Report No:MAT:23-01120-S05 ©2000-2023 QESTLab by SpectraQEST.com Page 1 of 2 GeoTek-Boise 320 Corporate Drive,Suite#300 Meridian, ID 83642 Phone: (208)888-7010 Fax: (208)888-7924 Report No: MAT:23-01120-S06 Material Test Report Client: Idaho Holdings, LLC CC: 839 S Bridgeway PI Eagle ID 83616 Project: 2656-ID Meridian 316 GEO THIS DOCUMENT SHALL NOT BE REPRODUCED EXCEPT IN FULL Sample Details Sample Description: ' Sample ID 23-01120-S06 CL, Lean clay Date Sampled 10/27/2023 Specification General Sieve Set Sampled By Taylor Hedrick Location TP-26,4.0'-5.0' Atterberg - Liquid Limit: 32 Plastic Limit: 23 Plasticity Index: 9 Particle Size Distribution Grading: ASTM C 136,ASTM C 117 _ Date Tested: Tested By: %Passing Sieve Size % Passing Limits 90 ............... ............................................. 3/8in 100 N o.4 100 80 ......................................................................... No.8 99 No.16 99 70 ......................................................................... No.30 96 N o.50 93 60 ......................................................................... No.100 91 50 ...................................................................... No.200 88 40 ......................................................................... 30 ......................................................................... 20 ......................................................................... 10 ......................................................................... 0 a m co 0 0 0 0 o o N Z Z Z Z Z o 6 Z Z Sieve COBBLES GRAVEL SAND FINES(88.3%) D85: N/A D60: N/A D50: N/A Coarse Fine Coarse Medium Fine Silt Clay D30: N/A D15: N/A D10: N/A (0.0%) (0.0%) (0.3%) (0.5%) (4.5%) (6.4%) Form No:18909,Report No:MAT:23-01120-S06 ©2000-2023 QESTLab by SpectraQEST.com Page 1 of 2 GeoTek-Boise 320 Corporate Drive,Suite#300 Meridian, ID 83642 Phone: (208)888-7010 Fax: (208)888-7924 Report No: MAT:23-01120-S07 Material Test Report Client: Idaho Holdings, LLC CC: 839 S Bridgeway PI Eagle ID 83616 Project: 2656-ID Meridian 316 GEO THIS DOCUMENT SHALL NOT BE REPRODUCED EXCEPT IN FULL Sample Details Sample Description: ' Sample ID 23-01120-S07 ML, Sandy silt Date Sampled 10/27/2023 Specification General Sieve Set Sampled By Taylor Hedrick Location TP-32, 2.0'-3.0' Atterberg Liquid Limit: N/A Plastic Limit: NP Plasticity Index: NP Particle Size Distribution Grading: ASTM C 136,ASTM C 117 _ Date Tested: Tested By: %Passing Sieve Size % Passing Limits 90 ............... ................... ..................................... 3/8in 100 N o.4 100 80 .......................................... .............................. No.8 99 No.16 95 70 ................................................ ........................ No.30 82 N o.50 68 60 ......................................................... ............... No.100 58 eo No.200 51 40 ......................................................................... 30 ......................................................................... 20 ......................................................................... 10 ......................................................................... 0 a m co 0 0 0 0 o o N Z Z Z Z Z o 6 Z Z Sieve COBBLES GRAVEL SAND FINES(50.9%) D85: 0.7014 D60: 0.1723 D50: N/A Coarse Fine Coarse Medium Fine Silt Cla D30: N/A D15: N/A D10: N/A (0.0%) (0.0%) (0.1%) (1.7%) (23.3%) (24.1%) Y Form No:18909,Report No:MAT:23-01120-S07 ©2000-2023 QESTLab by SpectraQEST.com Page 1 of 2 GeoTek-Boise 320 Corporate Drive,Suite#300 Meridian, ID 83642 Phone: (208)888-7010 Fax: (208)888-7924 Report No: MAT:23-01120-S08 Material Test Report Client: Idaho Holdings, LLC CC: 839 S Bridgeway PI Eagle ID 83616 Project: 2656-ID Meridian 316 GEO THIS DOCUMENT SHALL NOT BE REPRODUCED EXCEPT IN FULL Sample Details Sample Description: ' Sample ID 23-01120-S08 CL, Lean clay with sand Date Sampled 10/27/2023 Specification General Sieve Set Sampled By Taylor Hedrick Location TP-36, 1.5'-2.5' Atterberg Liquid Limit: 45 Plastic Limit: 22 Plasticity Index: 23 Particle Size Distribution Grading: ASTM C 136,ASTM C 117 - Date Tested: Tested By: %Passing Sieve Size % Passing Limits 90 ............... ........................................ 3/8in 100 N o.4 100 80 ......................................................................... No.8 100 No.16 99 70 ......................................................................... No.30 98 N o.50 95 60 ......................................................................... No.100 88 50 ...................................................................... No.200 81 40 ......................................................................... 30 ......................................................................... 20 ......................................................................... 10 ......................................................................... 0 a m co 0 0 0 0 o o N Z Z Z Z Z o 6 Z Z Sieve COBBLES GRAVEL SAND FINES(81.0%) D85: 0.1114 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%) (0.2%) (0.2%) (3.1%) (15.5%) Form No:18909,Report No:MAT:23-01120-S08 ©2000-2023 QESTLab by SpectraQEST.com Page 1 of 2 GeoTek-Boise 320 Corporate Drive,Suite#300 Meridian, ID 83642 Phone: (208)888-7010 Fax: (208)888-7924 Report No: MAT:23-01120-S09 Material Test Report Client: Idaho Holdings, LLC CC: 839 S Bridgeway PI Eagle ID 83616 Project: 2656-ID Meridian 316 GEO THIS DOCUMENT SHALL NOT BE REPRODUCED EXCEPT IN FULL Sample Details Sample Description: Sample ID 23-01120-S09 GP-GC, Poorly graded gravel with clay and Date Sampled 10/27/2023 sand (or silty clay and sand) Specification General Sieve Set Sampled By Taylor Hedrick Location TP-41,4.0'-5.0' Atterberg - Liquid Limit: 34 Plastic Limit: 22 Plasticity Index: 12 Particle Size Distribution Grading: ASTM C 136,ASTM C 117 _ Date Tested: Tested By: %Passing 100 .................................................................... Sieve Size % Passing Limits 90 ............... ......................................................... 2in 100 13/4in 100 80 ...... .................................................................. 1in 74 3/in 52 70 ........ ................................................................ '/2in 48 3/8in 47 60 ......... ............................................................... No.4 42 N o.8 37 eo ........ .......................................................... No.16 32 40 ........................... ........................................... No.30 26 No.50 14 30 .......................................... .............................. No.100 9 No.200 7.3 20 ................................................... ..................... 10 ............................................................ ........... 0 W Z Z N \ Z Z Z a 0 Z Z Sieve COBBLES GRAVEL SAND FINES(7.3%) D85: 32.0583 D60: 20.9939 D50: 15.4110 Coarse Fine Coarse Medium Fine Silt Cla D30: 0.9418 D15: 0.3178 D10: 0.1723 (0.0%) (47.6%) (10.4%) (6.3%) (15.8%) (12.6%) Y Cu: 121.84 Cc: 0.25 Form No:18909,Report No:MAT:23-01120-S09 ©2000-2023 QESTLab by SpectraQEST.com Page 1 of 2 GeoTek-Boise 320 Corporate Drive,Suite#300 Meridian, ID 83642 Phone: (208)888-7010 Fax: (208)888-7924 Report No: RV:23-01120-S03 R Value Report Client: Idaho Holdings, LLC CC: 839 S Bridgeway PI Eagle ID 83616 Project: 2656-ID Meridian 316 GEO THIS DOCUMENT SHALL NOT BE REPRODUCED EXCEPT IN FULL Sample Details Sample ID: 23-01120-S03 Date Sampled: 10/25/2023 Sampling Method: Source: Material: Specification: General Sieve Set Location: TP-7, 1.0'-2.0' Tested By: Date Tested: R Value Test Results Ad ASTM D 2844 R Value at 200 psi Exudation: 7 . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . . 8 Specimen Results Moisture Content(%) 17.1 117.3 17.2 i Dry Density(lb/ft') 112.9 109.4 107.5 i Exudation Pressure(psi) 376 165 200 i R Value 7 17 7 6 Expansion Pressure(psi) i i i i ' 2 �. . . . . . . . . . . : . . . . . . . . . . ..4 > i : . . . . . . . . . . :. . . . . . . . . . .�. . . . . . . . . . . : . . . . . . . . . . 3 i i i. . . . . . . . . . . . . . . . . . . . . . 2 i . . . . . . . . . . . . . . . . . . . . . .i. . . . . . . . . . . : . . . . . . . . . . .. 1 i 0 400 300 200 100 0 Exudation Pressure(psi) Comments Form No:18964,Report No:RV:23-01120-S03 ©2000-2023 QESTLab by SpectraQEST.com Page 1 of 1