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Home My WebLink AboutPZ - Geotech Report I ENVIRONMENTAL TECHNICAL ALLWEST MATERIALS OTESTING I SPECIAL INSPECTION AN EMPLOYEE-OWNED COMPANY September 2, 2020 Paul Johnson Prime Idaho, Inc. 99 E. State Street, Suite 200 Eagle, Idaho 83616 pjohnson.prime@gmail.com RE: Geotechnical Evaluation Porter Complex Development West Ustick Road Meridian, Idaho ALLWEST Project No. 520-223G Mr. Johnson: ALLWEST has completed the authorized geotechnical evaluation for the proposed Porter Complex Development to be located on the north and south sides of West Ustick Road, and east of North McDermott Road, in Meridian, Idaho. The purpose of this evaluation was to characterize subsurface soil conditions at the site and provide geotechnical recommendations to assist planning, design, and construction of the proposed development. Based on our evaluation, the site is suitable for the planned development, provided the recommendation in this report are adhered to. The attached report presents the results of our field evaluation, laboratory testing, and our recommendations. We appreciate the opportunity to be of service to Prime Idaho, Inc. If you have any questions or need additional information, please contact us at (208) 895-7898. Sincerely, ALLWEST NAL ��i b�cEMS 0 142 3 9 OF►o Adrian Mascorro, P.E. gNM A� Area Manager 255 N. Linder Rd., Suite#100, Meridian, ID 83642 Phone: 208.895.7898• Fax: 208.898.3959 Hayden, ID-Lewiston, ID- Meridian, ID-Spokane Valley,WA- Missoula, MT www.allwesftesting.com GEOTECHNICAL EVALUATION PORTER COMPLEX DEVELOPMENT MERIDIAN, IDAHO ALLWEST PROJECT NO. 520-223G September 2, 2020 Prepared for: Prime Idaho, Inc. 99 East State Street, Suite 200 Eagle, Idaho 83616 Prepared By: ALLWEST 255 North Linder Road, Suite 100 Meridian, Idaho 83642 A LWE T WWW.ALLWESTTESTING.COM TABLE OF CONTENTS ALLWEST Project No. 520-223G Porter Complex Development Meridian, Idaho Page 1.0 SCOPE OF SERVICES ........................................................................................2 2.0 PROJECT UNDERSTANDING.............................................................................3 3.0 FIELD EVALUATION PROCEDURES.................................................................3 4.0 SITE CONDITIONS ..............................................................................................3 4.1 General Geologic Conditions............................................................................. 3 4.2 General Soil Conditions.....................................................................................4 5.0 EXPLORATION AND SAMPLING .......................................................................4 5.1 Subsurface Soil Conditions ...............................................................................4 5.2 Subsurface Water.............................................................................................. 5 6.0 LABORATORY TESTING ....................................................................................6 7.0 CONCLUSIONS AND RECOMMENDATIONS ....................................................6 7.1 Grading ............................................................................................................. 6 7.2 Site Preparation.................................................................................................6 7.3 Subgrade Stabilization ...................................................................................... 7 7.4 Excavation......................................................................................................... 8 7.5 Materials............................................................................................................ 8 7.6 Fill Placement and Compaction......................................................................... 9 7.7 Utility Trenches.................................................................................................. 9 7.8 Wet Weather Construction .............................................................................. 10 7.9 Cold Weather Construction ............................................................................. 10 7.10 Stormwater Disposal ..................................................................................... 10 7.11 Asphalt Pavements ....................................................................................... 11 8.0 ADDITIONAL RECOMMENDED SERVICES..................................................... 12 9.0 EVALUATION LIMITATIONS............................................................................. 13 Appendix A— Site Vicinity Map, Exploration Location Plan Appendix B —Test Pit Logs, Unified Soil Classification System Appendix C— Laboratory Test Results GEOTECHNICAL I ENVIRONMENTAL ALLWESTMATERIALS TESTING I SPECIAL INSPECTION AN EMPLOYEE-OWNED COMPANY Geotechnical Evaluation Porter Complex Development Meridian, Idaho ALLWEST has completed the geotechnical evaluation for the proposed Porter Complex Development to be located on the north and south sides of West Ustick Road, east of North McDermott Road, in Meridian, Idaho. The general location of the site is shown on Figure A-1 — Site Vicinity Map in Appendix A of this report. The purpose of this evaluation was to identify subsurface soil conditions at the site, and provide opinions and recommendations for the proposed development, relative to earthwork, stormwater disposal, and pavement section design. This report details the results of our field evaluation and presents recommendations to assist planning, design, and construction. 1.0 SCOPE OF SERVICES Our scope of services for the project included the following: 1) Prior to subsurface exploration, we visited the site to observe site accessibility and to pre-mark exploration locations, as required by Idaho Digline. 2) We then notified Idaho Digline to mark underground utilities as required by Idaho state law. 3) Subcontracted a backhoe and operator to observe the excavation of 34 test pits throughout the site to a maximum depth of 13 feet. 4) Visually described, classified, and logged the soils encountered within test pits in general accordance with ASTM D 2487 and ASTM D 2488, which utilizes the Unified Soil Classification System (USCS), and we logged the subsurface profiles. We obtained soil samples within select test pits. 5) Performed seepage tests within select test pits to evaluate subsurface seepage. We installed PVC pipes in select test pits for future groundwater monitoring. 6) At completion of exploration, the test pits were loosely backfilled with excavated soil approximately level with the ground surface. 7) Performed laboratory tests on select soil samples to assess some of the soil engineering properties and characteristics. 8) Reviewed the results of the field evaluation and laboratory testing, performed engineering analyses, and provided recommendations to assist project planning, design, and construction. 9) Prepared this report with our field evaluation results, subsurface logs, and geotechnical-related opinions and recommendations. We provided our services for the project in general accordance with our geotechnical proposal (520-223P) dated May 26, 2020. GEOTECHNICAL I ENVIRONMENTAL ALLWESTMATERIALS TESTING I SPECIAL INSPECTION AN EMPLOYEE-OWNED COMPANY Geotechnical Evaluation ALLWEST Project No. 520-223G Porter Complex Development Page 3 Meridian, Idaho 2.0 PROJECT UNDERSTANDING Based on electronic communication with Prime Idaho, Inc., and review of a site aerial with site boundary areas, we understand the project consists of an approximate 178- acre development, which consists of multiple parcels for future residential and commercial developments. Frontage along West Ustick Road will consist of commercial construction followed by multi-family residential development (apartments buildings and/or condos); with the remaining areas consisting of single-family residential subdivision(s). The overall development will include associated infrastructure, stormwater disposal facilities, and asphalt-paved roadways. We did not review preliminary development or grading plans, as they were not provided to ALLWEST at the time of this report, but we anticipate cut and fill for the site to be approximately 3 feet or less. 3.0 FIELD EVALUATION PROCEDURES To complete this evaluation, we observed the excavation of 34 test pits on June 23 & 24, 2020. We obtained select soil samples for further identification and laboratory testing, and we performed field seepage testing in select test pits to help evaluate subsurface soil infiltration. Approximate locations of test pits are shown on Figure A-2 — Exploration Location Plan in Appendix A. 4.0 SITE CONDITIONS At the time of exploration, majority of the site was undeveloped and being used for farming. Three residential structures with associated outbuildings exist on the south side of West Ustick Road within the site boundaries. The overall site is bordered by farm fields to the north, west and south, and a mixture of residential developments and undeveloped land/farm fields to the east. The Settlers Canal borders the site on the southwest corner, a second canal runs through the overall site, and a third canal borders the site along the northeast/north portion of the overall site. 4.1 General Geologic Conditions The geologic conditions at the site are mapped as Gravel of Whitney Terrace (Qwg) on the "Geologic Map of the Boise Valley and Adjoining Area, Western Snake River Plain, Idaho" (by Othberg and Stanford, 1992). These soil units consist of 16 to 80 feet of sandy pebble and cobble gravel, mantled by 3 to 7 feet of loess. The soils encountered within test pits are generally consistent with geologic mapping. GEOTECHNICAL I ENVIRONMENTAL ALLWESTMATERIALS TESTING I SPECIAL INSPECTION AN EMPLOYEE-OWNED COMPANY Geotechnical Evaluation ALLWEST Project No. 520-223G Porter Complex Development Page 4 Meridian, Idaho 4.2 General Soil Conditions The USDA Natural Resources Conservation Service (NRCS), which represents the upper 5 feet of soil profile, has mapped the soils on the site as Purdam silt loam, Purdam-Power silt loam, and Power silt loam. The parent materials of these soils are mixed alluvium, lacustrine deposits, and/or loess, consisting of silt loam, silty clay loam, cemented material, stratified sand to loam, stratified gravelly sandy loam to loam, and/or fine sandy loam. The soils encountered within test pits are generally consistent with NRCS mapping. 5.0 EXPLORATION AND SAMPLING We observed the excavation of the 34 test pits using a Case 580C backhoe with a 3- foot-wide bucket at the approximate locations shown on Figure A-2 — Exploration Location Plan. We obtained Google Earth latitude and longitude coordinates of test pit locations with a hand-held cellular device. These coordinates can be found on individual test pit logs in the Appendix B and should be considered accurate to the degree implied by the method used. We visually described, classified, and logged soil conditions observed within test pits in general accordance with ASTM D 2487 and D 2488. We obtained disturbed soil samples from exploration locations. At completion of exploration, test pits were loosely backfilled with excavated soils approximately level with existing ground surfaces, and we installed slotted PVC pipes within select test pits. 5.1 Subsurface Soil Conditions The site generally contained approximately 6 inches of surficial roots and vegetation. In general, the subsurface soils encountered in our soil investigation comprised of surficial lean clay with sand or sandy lean clays with thickness of 1 to 3 feet, overlaying varying layers and mixtures of native silty and sandy soils. Underlying the silty and sandy soils, we generally observed poorly-graded gravels with silt and sand to test pit depths of up to 13 feet. Specific descriptions of native soils observed throughout our field exploration follow: Unsuitable surficial fill soil — At the ground surface within test pit TP-22, we observed a lean clay with sand fill layer to a depth of 1'/2 feet. This surficial fill contained approximately 1 foot of variable trash debris and we described this fill soil as dark brown, soft, and moist. Although this was the only location where we observed unsuitable surficial fill soils with trash debris, there may be potential fill areas throughout the site similar to this, and other similar area may not be encountered until earthwork construction commences. GEOTECHNICAL I ENVIRONMENTAL ALLWESTMATERIALS TESTING I SPECIAL INSPECTION AN EMPLOYEE-OWNED COMPANY Geotechnical Evaluation ALLWEST Project No. 520-223G Porter Complex Development Page 5 Meridian, Idaho Lean clay with sand (CL), sandy lean clay (CL) (native) — At the ground surface, with exception of test pit TP-22, we observed native lean clay with sand or sandy lean clay down to depths of 1 to 3'/2 feet. We described native clay soil as brown, stiff, and moist. Sandy silt (ML), silt with sand (ML), silty sand (SM) — Underlying surficial clay soils within test pits TP-1, -2, -4, -6 to-13, -15, -17, -18, -22, -25 to -28, and -33, we observed sandy silt, silt with sand, and/or silty sand down to depths of 2'/2 to 7'/2 feet. We described silty and sandy soils as tan, light-brown, brown, or dark brown, medium dense, and moist, with variable weak cementation and induration. Sandy elastic silt (MH) — Underlying surficial clay soils within test pits TP-30 to -32, we observed sandy elastic silt down to depths of 4 to 51/2 feet. We described sandy elastic silt as brown, stiff, and moist. Poorly-graded sand with silt (SP-SM), silty sand (SM)— Underlying surficial clay, sandy silt, silt with sand, silty sand, or sandy elastic silt soils, with exception of test pits TP- 12, -25, -26, -29, and -31, we observed poorly-graded sand with silt, and in some cases silty sands underlying poorly-graded sand with silt, down to depths of 3 to 14 feet. We described poorly-graded sand with silt and silty sand as light brown/tan, medium dense, and moist to saturated, with variable weak to moderate cementation and induration. Poorly-graded gravel with silt and sand (GP-GM), poorly-graded gravel with sand (GP) — Underlying the poorly-graded sand with silt or silty sand, and underlying lean clay in TP-29 and sandy elastic silt in TP-31, with exception to test pits TP-5, -7, and -8, we observed poorly-graded gravel with silt and sand and/or poorly-graded gravel with sand, to test pit termination depths of up to 13'/2 feet. We described poorly-graded gravel soils as tan or dark brown, medium dense, and moist to saturated. Detailed soil descriptions, depths and notes are presented on individual test pit logs in Appendix B. The descriptive soil terms used on the test pit logs in this report, can be referenced by the USCS. A copy of the USCS is included in Appendix B. Subsurface conditions may vary between exploration locations. Such changes in subsurface conditions may not be apparent until construction, and if they change significantly from those observed, then accordingly, construction timing, plans, and costs may change. 5.2 Subsurface Water At the time of exploration, we encountered groundwater to the maximum depths explored within test pits, except in TP-29 and -32, at depths of 7 to 13'/2 feet below existing ground surfaces. Groundwater in the area is typically influenced by local irrigation and nearby canals. Groundwater may also be influenced by precipitation, on- site construction, and development to adjacent sites. Subsurface water will fluctuate throughout the different seasons of the year, but will most likely be affected during seasonal snow melt and irrigation seasons (March to October). GEOTECHNICAL I ENVIRONMENTAL ALLWESTMATERIALS TESTING I SPECIAL INSPECTION AN EMPLOYEE-OWNED COMPANY Geotechnical Evaluation ALLWEST Project No. 520-223G Porter Complex Development Page 6 Meridian, Idaho We installed select PVC pipes throughout the site for groundwater monitoring. If authorized to perform groundwater monitoring, ALLWEST can verify the fluctuation of groundwater, throughout snow melt and irrigation seasons. 6.0 LABORATORY TESTING We performed laboratory testing to supplement field classifications and to assess some of the soil engineering properties and parameters. The laboratory tests conducted included moisture content (ASTM D 2216), gradation (ASTM D 1140), Atterberg limits (ASTM D 4318), and California bearing ratio (CBR) (ASTM D 1883). Laboratory test results are summarized in Appendix C, and are also presented on test pit logs in Appendix B. 7.0 CONCLUSIONS AND RECOMMENDATIONS Based on our observations, testing, and evaluation, in our opinion the site is suitable for the planned residential development. The following recommendations are presented to assist with planning, design, and construction of the development, relative to earthwork, infrastructure, stormwater disposal, and asphalt pavements. These recommendations are based on our understanding of the proposed construction, the conditions observed within exploration locations, laboratory test results, and engineering analysis. If the scope of construction changes, or if conditions are encountered during construction that differ from those described herein, we should be notified so we can review our recommendations and provide revisions, if necessary. Foundation-related recommendations are not provided as part of this evaluation. Once final development plans for commercial developments are provided, we can provide additional evaluation, and exploration as necessary, to provide foundation-related recommendations. This will require additional scope of services and fees. 7.1 Grading We did not review final grading plans for this development as they were not available at the time of this report, but we anticipate site grading will consist of cuts and fills of up to 3 feet. We should be notified if actual site grading varies significantly from this stated information, as it may affect our recommendations herein. 7.2 Site Preparation Prior to conducting site grading, surficial soil containing vegetation, roots and organics should be removed below proposed site grading fill areas, pavements areas, and any other development areas. In general, we anticipate approximately 6 inches of site stripping will be required for the site to remove surficial vegetation and roots. Where existing structures, outbuildings, and infrastructure are located that will be demolished as part of this development, complete over-excavation is required down to GEOTECHNICAL I ENVIRONMENTAL ALLWESTMATERIALS TESTING I SPECIAL INSPECTION AN EMPLOYEE-OWNED COMPANY Geotechnical Evaluation ALLWEST Project No. 520-223G Porter Complex Development Page 7 Meridian, Idaho native soils, and these over-excavated areas must be replaced with suitably moisture- conditioned and compacted fill soils. This includes any existing drain field areas or other previously placed fill areas, including areas with debris as observed in the upper 1'/z feet of test pit TP-22. Lateral limits of existing infrastructure and any fill/debris areas will not fully be known until construction, and as such, the earthwork contractor should have contingencies in-place to ensure these areas are fully over-excavated within future development areas. Where any test pits are located below proposed structures or development areas, the loose test pit backfill should be re-excavated its entire depth and replaced with suitably compacted fill soil, to compaction criteria as required in section 7.6 Fill Placement and Compaction. As such, we recommend test pit locations be accurately surveyed by a surveying company, so that they may be located and remediated in the future, prior to site construction and development. After site stripping, over-excavations, and loose test pit backfill remediation, and prior to placing site grading fills, utility backfill, or pavement subsections, the exposed subgrades should be proof-rolled with a minimum of 5-ton vibratory roller, or with a vibratory hoe-pack, to confirm subgrade stability. This will also assist in identifying any soft or loose soil zones associated with loose test pit backfills or wet/soft soils due to precipitation. If native subgrade soil is observed to significantly deflect or pump, it should be over-excavated to firm, non-yielding soil and replaced with properly compacted fills, or stabilized as recommended in section 7.3 Subgrade Stabilization. 7.3 Subgrade Stabilization If the subgrade soils are observed to pump or deflect significantly during grading, the subgrades should be stabilized prior to fill placement. Subgrades may be stabilized using geosynthetic reinforcement in conjunction with imported granular structural fill. The required thicknesses of granular structural fill (used in conjunction with geosynthetic reinforcement)will be dependent on the construction traffic loading, which is unknown at this time. Therefore, a certain degree of trial and error may be required during construction to verify recommended stabilization section thicknesses. Geosynthetic reinforcement should consist of Tensar TX-160 or equivalent. Alternatives to Tensar TX-160 must be approved by the geotechnical engineer prior to use on site. The following recommendations are provided for subgrade stabilization using geosynthetic reinforcement. • Geosynthetic reinforcement materials should be placed on a non-disturbed subgrade with smooth surface. Loose and disturbed soil should be removed prior to placement of geosynthetic reinforcement materials. • A minimum weight 4-ounce, non-woven filter fabric should be placed on the undisturbed subgrade. The geosynthetic reinforcement should be placed directly on top of the filter fabric. The filter fabric and geosynthetic reinforcement GEOTECHNICAL I ENVIRONMENTAL ALLWESTMATERIALS TESTING I SPECIAL INSPECTION AN EMPLOYEE-OWNED COMPANY Geotechnical Evaluation ALLWEST Project No. 520-223G Porter Complex Development Page 8 Meridian, Idaho should be unrolled in the primary direction of fill placement and should be over- lapped at least 3 feet. • The geosynthetic materials should be pulled taut to remove slack. • Construction equipment should not be operated directly on the geosynthetic materials. Fill should be placed from outside the excavation to create a pad to operate equipment on. We recommend a minimum of 12 to 18 inches of granular structural fill be placed over the geosynthetic reinforcement before operating construction equipment on the fill. Low pressure, track-mounted equipment should be used to place fill over the geosynthetic reinforcement. • Granular structural fill placed directly over geosynthetic reinforcement should be properly moisture-conditioned prior to placement, and once placed, should be statically rolled. This section is the "bridge" section over soft subgrades. • After the first "bridge" lift has been placed, the remaining fill material above the "bridge" section should be compacted to structural fill criteria in section 7.6 Fill Placement and Compaction, utilizing vibratory compaction methods. • Vibration should be discontinued if it reduces the subgrade stability. If compaction criterion is not met within the fill lift above the "bridge" section, the "bridge" section thickness is not enough, and subgrade stabilization must be attempted again with a greater "bridge" section. The geotechnical engineer or a representative of the geotechnical engineer must be on-site during subgrade stabilization to verify our recommendations are followed, and to provide additional recommendations, as needed. 7.4 Excavation Excavation of on-site soil can be accomplished with typical excavation equipment. We recommend excavations greater than 4 feet deep be sloped no steeper than 1.5HAV (horizontal to vertical). Alternatively, deeper excavations may be shored or braced in accordance with Occupational Safety and Health Administration (OSHA) specifications and local codes. Regarding trench wall support, the site soil is considered Type C soil according to OSHA guidelines. Ultimately, the contractor is responsible for site safety, excavation configurations and following OSHA guidelines 7.5 Materials Stripped soils and/or soils containing vegetation or debris are only suitable for use in non-structural landscape areas. Existing on-site soils may be reused as site grading fill, provided they are stockpiled separately, they meet the criteria below, and they are compacted as required in this report. Imported granular soils should be free of organics, debris and other deleterious material and meet the following criteria. Import materials should be approved by ALLWEST prior to delivery to the site. GEOTECHNICAL I ENVIRONMENTAL ALLWESTMATERIALS TESTING I SPECIAL INSPECTION AN EMPLOYEE-OWNED COMPANY Geotechnical Evaluation ALLWEST Project No. 520-223G Porter Complex Development Page 9 Meridian, Idaho Fill Type Criteria Site Grading, Maximum size <_ 6 inches; Structural Fill Retained on %-inch sieve < 30%; Liquid limit < 50% Maximum size <_ 6 inches; Granular Structural Fill, Retained on 3/4-inch sieve < 30%; Granular Subbase Passing No. 200 sieve <_ 15%; Non-plastic Alternatively, meet ISPWC section 801 6 inches Maximum size <_ 1 inch; Crushed Base Course Retained on 3/4-inch sieve < 10%; Passing No. 200 sieve < 10%; Non-plastic Alternatively, meet ISPWC section 802 (Type I Maximum size 5 2 inches; Utility Trench Backfill Retained on 3/4-inch sieve <°30%; Passing No. 200 sieve <_ 10/°; Non-plastic Alternatively, meet ISPWC section 305 (Type I 7.6 Fill Placement and Compaction Fill should be placed in lift thicknesses which are appropriate for the compaction equipment used. Typically, 8- to 12-inch-thick loose-lifts are appropriate for typical rubber-tire and steel-drum compaction equipment. Lift thicknesses should be reduced to 4 inches for hand-operated compaction equipment. Fill should be moisture conditioned to within 2% of the optimum moisture content prior to placement to facilitate compaction. Fill should be compacted to the following percentages of the maximum dry density as determined by ASTM D 1557 (modified Proctor). Fill Area T (0 Compaction Sub grade Proof-roll* Site Grading / Granular Structural Fill / Pavements 95 Base Course/ Subbase 95 Utility Trench Backfill 92 * Proof-roll should be observed and approved by a representative of the geotechnical engineer. 7.7 Utility Trenches Support soils for underground utilities will most likely consist of clays, silts, and sands. These soils should provide adequate support for utilities, provided utility subgrades are compacted utilizing vibratory methods, such as with a large vibrator hoe-pack. If utility pipe subgrades are soft, yielding, and/or saturated at the time of construction, subgrade over-excavation and replacement with competent structural fill may be required below utilities. If support soils yield and/or are saturated at the time of construction, we should be notified to observe these soils and provide additional recommendations, as necessary. We strongly recommend backfilling trench excavations with fill soils which meet criteria in section 7.5 Materials, as on-site fine-grained soils (silts and clays) may be difficult to moisture-condition and compact in utility trenches. GEOTECHNICAL I ENVIRONMENTAL ALLWESTMATERIALS TESTING I SPECIAL INSPECTION AN EMPLOYEE-OWNED COMPANY Geotechnical Evaluation ALLWEST Project No. 520-223G Porter Complex Development Page 10 Meridian, Idaho 7.8 Wet Weather Construction We recommend earthwork for this site be scheduled for the drier seasons of the year. If construction is undertaken in wet periods of the year, it will be important to slope the ground surface to provide drainage away from construction. If construction occurs during or immediately after excessive precipitation, it may be necessary to over- excavate and replace saturated subgrade soil, which might otherwise be suitable. The on-site soils are sensitive to disturbance when wet. If these soils become wet and unstable, we recommend construction traffic is minimized where these soils are exposed. Low ground-pressure (tracked) equipment should be used to minimize disturbance. Soft and disturbed subgrade areas should be excavated to undisturbed soil and backfilled with structural fill. In addition, it should be noted the on-site soils tend to have notable adhesion when wet and may be easily transported off-site by construction traffic. 7.9 Cold Weather Construction The on-site soils are frost susceptible. If site grading and construction are anticipated during cold weather, we recommend good winter construction practices be observed. Snow and ice should be removed from excavated and fill areas prior to additional earthwork or construction. Pavement and flatwork portions of the construction should not be placed on frozen ground; nor should the supporting soils be permitted to freeze during or after construction. Frozen soils must not be used as fill. If native subgrades, or suitably moisture-conditioned and compacted fill lifts, will be left exposed to freezing temperatures overnight, those areas should be protected with a minimum of 12 inches of loose soil, or covered with heated construction blankets, so construction subgrades do not freeze. Any frozen soils should be removed prior to additional fill placement or construction of any kind. Earthwork construction during cold inclement weather will require a higher level of attention and detail to achieve required earthwork construction and compaction criteria and may lead to additional earthwork requirements and extended construction schedules. 7.10 Stormwater Disposal During our field investigation we performed field seepage testing within test pits TP-7, -17, -20, -23, -25, -27 and -34, within non-cemented/non-indurated poorly-graded sand with silt, and poorly-graded gravel (with or without silt), where we obtained field- measured seepage rates of greater than 20 inches per hour (in/hr.) We also performed seepage testing within test pit TP-14 in poorly-graded sand with silt and within test pit TP-26 in silty sand, which did contain weak cementation, and we obtained field-measured seepage rates of 5 in/hr and less than '/4 in/hr, respectively. GEOTECHNICAL I ENVIRONMENTAL ALLWESTMATERIALS TESTING I SPECIAL INSPECTION AN EMPLOYEE-OWNED COMPANY Geotechnical Evaluation ALLWEST Project No. 520-223G Porter Complex Development Page 11 Meridian, Idaho Due to variability of calcium carbonate cementation and/or induration observed within poorly-graded sand with silt and silty sand soils, we do not recommend stormwater disposal be accomplished within calcium carbonate cemented soils or indurated soils, due to poor and inconsistent seepage. However, there are many areas where poorly- graded sand with silt did not contain cementation or induration, so stormwater disposal locations should be evaluated once those facility locations have been established (either prior to or during construction) to determine if cementation/induration exists, and if so, deeper excavation must occur to reach non-cemented/non-indurated soils for stormwater disposal. Refer to exploration logs in Appendix B to verify contacts, depths, and thicknesses of calcium carbonate cementation/induration within test pits. Based on our field seepage testing and subsurface soil observations, we recommend stormwater disposal occur within non-cemented, non-indurated poorly-graded sand with silt, poorly-graded gravel with silt and sand, or poorly-graded gravel with sand soils. The following allowable seepage rate should be utilized for on-site stormwater disposal into non-cemented, granular soils. • Sand with silt, gravel with silt and sand, gravel with sand ............ 8 in/hr Stormwater disposal facilities should be constructed a minimum of 1 foot into the receiving soil. Seepage beds should be "burrito wrapped" or otherwise maintain a separation/filter fabric between native fine-grained soils and drain rock/filter sand to help prevent fine-soil migration into drainable/filtering media. ALLWEST should observe stormwater disposal facility subgrades to establish if the suitable receiving soil is encountered (based on civil design), to confirm the recommended seepage rate (by performing field seepage testing), and to ensure the separation/filter fabric has been properly installed. The proper separation from bottom of stormwater disposal facilities and seasonal high groundwater should be maintained. At the time of exploration, we observed groundwater at depths varying from 7 to 13'/2 feet. Groundwater is most likely affected by irrigation in the area, and should be monitored to assist civil stormwater design. We installed slotted PVC pipes within select test pits throughout the site for future groundwater monitoring. At a minimum, these pipes should be monitored during seasonal snow melt and irrigation seasons (March to October), or as required by governing jurisdictions, to confirm the seasonal high groundwater elevations at the site. We remain available to perform groundwater monitoring, if requested. 7.11 Asphalt Pavements Prior to pavement section construction, the pavement subgrade should be proof-rolled as recommended in section 7.2 Site Preparation. Local and collector roadways should be designed for a 20-year Equivalent Single Axle Load(ESAL) of 33,000 and 370,000, respectively, which is equivalent to a traffic index (TI) of 6 and 8, respectively. If actual traffic conditions are different than what is stated, we should be notified so that we may GEOTECHNICAL I ENVIRONMENTAL ALLWESTMATERIALS TESTING I SPECIAL INSPECTION AN EMPLOYEE-OWNED COMPANY Geotechnical Evaluation ALLWEST Project No. 520-223G Porter Complex Development Page 12 Meridian, Idaho modify our pavement section design. Majority of the roadway subgrades throughout the site consisted of lean clays with sand or sandy lean clays. As such, we performed California bearing ratio (CBR) testing on a clayey soil to assist pavement section design. Based on laboratory testing, we obtained a CBR of 7.7 for sandy lean clay. Based on the variability of sand content within clay soils, on majority of the subgrade areas consisting of lean clay with sand, and our experience with clay-type soils, we recommend a CBR value of 6 be utilized for design, which is equivalent to an R-value of 14. The following flexible asphalt pavement section design is provided adhering to the Idaho Transportation Department (ITD), which utilizes the AASHTO pavement design methodology, and utilizing Ada County Highway District (ACHD) substitution ratios. Based on subgrade preparation requirements and design assumptions, we recommend the following pavement sections be utilized for subdivision roadway construction for local and collector roadways. The following table presents these pavement sections: Asphalt Aggregate Granular Pavement Application Concrete Base Course Subbase inches inches inches Local Roadway 2.5 4 11 Collector Roadway 3 6 14 Base course and subbase should conform to the material recommendations as noted in this report and should be placed over a properly prepared subgrade. The subgrade, subbase, and base course surfaces should slope at no less than 2% away from the crown of the roadway to help reduce the potential for surface water infiltration into the underlying pavement subgrade. Asphalt concrete pavement should be compacted to minimum of 92% of the Rice density. Crack maintenance on pavements should be performed at a minimum of every 3 years, or when cracking is evident. Crack sealing will help reduce surface water infiltration into the supporting soils. 8.0 ADDITIONAL RECOMMENDED SERVICES To maintain continuity and efficiency, we recommend ALLWEST be retained to provide observations and testing throughout construction. As an independent testing company, ALLWEST can document the recommendations included in this report are properly implemented, provide quality control testing, and observe earthwork for conformance to project specifications. As a minimum, we recommend the following testing and observations be provided by ALLWEST: GEOTECHNICAL I ENVIRONMENTAL ALLWESTMATERIALS TESTING I SPECIAL INSPECTION AN EMPLOYEE-OWNED COMPANY Geotechnical Evaluation ALLWEST Project No. 520-223G Porter Complex Development Page 13 Meridian, Idaho • Observe site stripping, any over-excavations, and compaction of test pit backfill, and any other soil backfills. • Observe subgrade proof-rolling and approve subgrades prior to fill construction materials placement, or roadway section construction. • Observe removal of disturbed soil and subgrade stabilization, if required. • Observe seepage bed subgrades, confirm subsurface seepage rates by performing seepage testing within stormwater disposal facility locations, and observe overall construction. • Conduct compaction testing of fill for general site grading, utilities, and pavement areas. • Observe placement of/test asphalt for compaction, oil content, and gradation. If we are not retained to provide the recommended construction observation and testing services, we shall not be responsible for soil engineering-related construction errors or omissions. 9.0 EVALUATION LIMITATIONS This report has been prepared to assist planning, design, and construction of the proposed Porter Complex Development in Meridian, Idaho. Our services consist of professional opinions and conclusions made in accordance with generally accepted geotechnical engineering principles and practices in our local area at the time this report was prepared. This acknowledgement is in lieu of all warranties either expressed or implied. The following plates complete this report: Appendix A— Site Vicinity Map, Exploration Location Plan Appendix B — Test Pit Logs, Unified Soil Classification System Appendix C — Laboratory Test Results GEOTECHNICAL I ENVIRONMENTAL ALLWESTMATERIALS TESTING I SPECIAL INSPECTION AN EMPLOYEE-OWNED COMPANY Appendix A A-1 — Site Vicinity Map A-2 — Exploration Location Plan ALLWEST 4 v * Eagle Island p - - - AF- dd ®r -- W Ustick Road o .. a, 1 qL 1 a:Cam. i49 . ."� u. �• t.: X. - � Figure • �• Evaluation■ PorterComplex Development Meridian, • • Linder255 N. Road, Client: Idaho, Meridian, • • 83642 Project • 1 • �i i+ i+i Ili i+i + + �. • r r 13 • TP-2 ' _ ` * o * LA LIs#,ek- • TP-13 � pTP-12 TP-9 TP-8 •• r * yf f19C-�ZiFtFB : t TP-14 p* TP-11 *o TP-10 w ;If * * * ;, TP-15 p o pTF-17 ; r TP- TP-18 p* p *DTP-20 �� :"yr-n'.7oon-La�� { - TP-25 R p p_ p TR-28 -TP-26 TP-27 64, Iry;� d ,�y�y�•7 �J/ TP=29-o - p p 13 - TF-31 TP-32 � I �- •. TP-33 0* r'�t 20 ft Figure • • • Location Plan Geotechnical Evaluation Porter Complex Development Meridian, •, • Meridian,255 N. Linder Road, Suite 100 Client- Prime Idaho, Inc. •, • 83642 • - No.: 1 Appendix B Test Pit Logs Unified Soil Classification System (USCS) ALLWEST ALLWEST DATE STARTED: 6/23/2020 TP - 1 DATE FINISHED: 6/23/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°38'15.6912"(43.637692°) = LONGITUDE(DEGREES):W-116°27'48.1356" (-116.463371°) W F U U � o j TOTAL DEPTH: 10.5' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 inches. CL 1 Sandy SILT; light brown, medium dense, moist 2 ML Poorly-graded SAND with silt;light brown, medium dense,moist 3 4 ... moderate to weak cementation observed from 2-1/2 to 5-1/2 feet SP-SM 5 6 ... induration observed from 5-1/2 to 7 feet 7 Poorly-graded GRAVEL with silt and sand;tan, medium dense, moist to saturated 0 8 0 O GP-GM 0 9 0 0 O 1 _ ° Test pit terminated at 10-1/2 feet. Slotted PVC pipe installed to 10-1/2 feet. 1 1 1 1 WATER LEVELS 10' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/23/2020 TP - 2 DATE FINISHED: 6/23/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°38'15.7164"(43.637699°) = LONGITUDE(DEGREES):W-116°27'39.5856" (-116.460996°) W F U U � o j TOTAL DEPTH: 11' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 inches. CL 1 Sandy SILT; light brown, medium dense, moist 2 ML 3 4 Poorly-graded SAND with silt;light brown, medium dense,moist, weak cementation observed throughout layer 5 SP-SM 6 Silty SAND; brown, medium dense,moist SM 9 Poorly-graded GRAVEL with silt and sand;tan, medium dense, moist to saturated - o - 1 GP-GM Al O 0 1 Test pit terminated at 11 feet. Slotted PVC pipe installed to 11 feet. 1 1 1 WATER LEVELS 9.5' a WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/23/2020 TP - 3 DATE FINISHED: 6/23/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°38'15.288"(43.63758°) = LONGITUDE(DEGREES):W-116°27'31.1328" (-116.458648°) W F U U � o j TOTAL DEPTH:9' 0CL DESCRIPTION W U) NOTES Sandy Lean CLAY(Native); brown,stiff, moist Significant roots and vegetation observed to 6 inches. BG Passing No.200 sieve=61% Moisture content=24% 1 CL 2 ... induration observed from 2-1/2 to 3 feet 3 Poorly-graded SAND with silt;light brown, medium dense,moist, weak to moderate cementation observed throughout layer 4 5 SP-SM 6 7 Poorly-graded GRAVEL with silt and sand;tan, medium dense, saturated ° 8 0 GP-GM DG 0 O 9 Test pit terminated at 9 feet. Slotted PVC pipe installed to 9 feet. 1 1 1 1 1 WATER LEVELS 7.5' a WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/23/2020 TP - 4 DATE FINISHED: 6/23/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°38'9.8916"(43.636081°) = LONGITUDE(DEGREES):W-116°27'31.0572" (-116.458627°) W F U U � o j TOTAL DEPTH: 10' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 CL inches. 1 Sandy SILT; light brown, medium dense, moist 2 ML 3 Poorly-graded SAND with silt;light brown, medium dense,moist 4 ... moderate cementation observed from 3-1/2 to 5 feet SP-SM 5 6 Silty SAND; brown, medium dense,moist 7 SM 9 - Poorly-graded GRAVEL with silt and sand;tan, medium dense, GP-GM saturated O 10-- Test pit terminated at 10 feet. Slotted PVC pipe installed to 10 feet. 1 1 1 1 WATER LEVELS 9' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/23/2020 TP - 5 DATE FINISHED: 6/23/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°38'6.8316"(43.635231°) = LONGITUDE(DEGREES):W-116°27'48.0384" (-116.463344°) W F U U � o j TOTAL DEPTH: 14' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 12 inches. 1 BG Passing No.200 sieve=80% CL Moisture content=24% 2 3 Poorly-graded SAND with silt;light brown, medium dense,moist 4 5 sP-sM weak cementation observed from 3 to 7 feet 6 7 Silty SAND; brown, medium dense,moist SM 8 77 Poorly-graded SAND with silt;light brown, medium dense,moist to saturated 9 ... moderate cementation observed from 8-1/2 to 11 feet 1 1 SP-SM 1 ... induration observed from 11 to 14 feet 1 1 Test pit terminated at 14 feet. Slotted PVC pipe installed to 14 feet. WATER LEVELS 13.5' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/23/2020 TP - 6 DATE FINISHED: 6/23/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°38'5.928"(43.63498°) = LONGITUDE(DEGREES):W-116°27'32.58" (-116.45905°) W o j TOTAL DEPTH: 13.5' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 BG inches. Passing No.200 sieve=83% Moisture content=23% 1 CL LL=47, PL=22,PI=25 2 Sandy SILT; light brown, medium dense, moist BG Passing No.200 sieve=55% Moisture content=37% ML 3 Poorly-graded SAND with silt;light brown, medium dense,moist BG Passing No.200 sieve=7% Moisture content=22% 4 5 6 ...6-inch-thick lense of sand observed at 6 feet 7 sP-sM 6-inch-thick lense of clay observed at 7 feet 8 ...weak cementation observed from 8 to 8-1/2 feet 9 1 1 Silty SAND; brown, medium dense,moist to saturated BG Passing No.200 sieve=29% 1 sM Moisture content=27% 1 Poorly-graded GRAVEL with silt and sand;tan, medium dense, GP-GM saturated 0 Test pit terminated at 13-1/2 feet. Slotted PVC pipe installed to 13-1/2 feet. 1 WATER LEVELS 12.5' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/23/2020 TP - 7 DATE FINISHED: 6/23/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°38'4.5096"(43.634586°) = LONGITUDE(DEGREES):W-116°27'34.9632" (-116.459712°) W o j TOTAL DEPTH: 11' 0CL DESCRIPTION W U) NOTES Sandy Lean CLAY(Native); brown,stiff, moist Significant tree roots observed to 1-1/2 feet. 1 CL Passing No.200 sieve=68% BK Moisture content= 19% ILL=40, PL=23,PI= 17 CBR=7.7 2 Sandy SILT; light brown, medium dense, moist, indurated 3 ML 4 5 Poorly-graded SAND with silt;tan,medium dense, moist to Passing No.200 sieve=4% saturated BG Moisture content=4% Field seepage test performed at 5-1/2 feet. Field seepage rate=>20 in/hr. 6 7 SP-SM 9 1 1 Test pit terminated at 11 feet. Slotted PVC pipe installed to 11 feet. 1 1 1 WATER LEVELS 9.5' a WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/23/2020 TP - 8 DATE FINISHED: 6/23/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°38'3.0804"(43.634189°) = LONGITUDE(DEGREES):W-116°27'40.7736" (-116.461326°) W F U U � o j TOTAL DEPTH: 10' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 inches. CL 1 Sandy SILT; light brown, medium dense, moist 2 3 ML 4 5 6— Poorly-graded SAND with silt;light brown, medium dense,moist ...weak cementation observed from 6 to 8 feet SP-SM 8— ... moderate cementation observed from 8 to 9 feet 9 - Silty SAND; brown, medium dense,saturated SM 10— Test pit terminated at 10 feet. Slotted PVC pipe installed to 10 feet. 1 1 1 1 WATER LEVELS 9' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/23/2020 TP - 9 DATE FINISHED: 6/23/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°38'3.1452"(43.634207°) = LONGITUDE(DEGREES):W-116°27'46.2852" (-116.462857°) W F U U � o j TOTAL DEPTH: 10.5' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 inches. 1 CL 2 Sandy SILT; light brown, medium dense, moist 3 4 ML 5 6 Poorly-graded SAND with silt;light brown, medium dense,moist to saturated 7 ...weak cementation observed from 7 to 9 feet SP-SM 8 9 Poorly-graded GRAVEL with silt and sand;tan, medium dense, saturated GP-GM 1 ° 0 Test pit terminated at 10-1/2 feet. Slotted PVC pipe installed to 10-1/2 feet. 1 1 1 1 WATER LEVELS 8.5' a WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/24/2020 TP - 10 DATE FINISHED: 6/24/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°37'58.8612"(43.633017°) = LONGITUDE(DEGREES):W-116°27'53.424" (-116.46484°) OJ W F U U Lu o j TOTAL DEPTH:9.5' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 inches. CL 1 Sandy SILT;tan,medium dense, moist 2 3 ML 4 5 6 Poorly-graded SAND with silt;tan,medium dense, moist SP-SM 7 Poorly-graded GRAVEL with silt and sand;dark brown,medium dense,moist GP-GM O 8 Poorly-graded GRAVEL with sand;tan,medium dense, moist to saturated ° 0 GP Q 9 _ ° SZ 0 Test pit terminated at 9-1/2 feet. Slotted PVC pipe installed to 9-1/2 feet. 1 1 1 1 1 WATER LEVELS 9' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/24/2020 TP - 11 DATE FINISHED: 6/24/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°37'59.6892"(43.633247°) = LONGITUDE(DEGREES):W-116°27'58.1004" (-116.466139°) OJ W F U U Lu o j TOTAL DEPTH: 10' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 CL inches. 1 Sandy SILT;tan,medium dense, moist 2 ML ... moderate cementation observed from 2-1/2 to 3 feet 3 Poorly-graded SAND with silt;tan,medium dense, moist 4 5 SP-SM 6 7 Poorly-graded GRAVEL with silt and sand;dark brown,medium dense,moist to saturated ° 8 0 DG 0 GP-GM O 9 - - 0 O 10— Test pit terminated at 10 feet. Slotted PVC pipe installed to 10 feet. 1 1 1 1 WATER LEVELS 9' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/24/2020 TP - 12 DATE FINISHED: 6/24/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°38'2.3964"(43.633999°) = LONGITUDE(DEGREES):W-116°28'2.4096" (-116.467336°) OJ W F U U Lu o j TOTAL DEPTH: 10' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 CL inches. 1 Silty SAND;dark brown,dense,moist Passing No.200 sieve=20% BG Moisture content=23% 2 ILL=NV, PL=NP, PI=NP ML 3 ... moderate cementation observed from 1-1/2 to 4-1/2 feet 4 Sandy SILT;tan,medium dense, moist 5 SM 6— Poorly-graded GRAVEL with silt and sand;dark brown,medium dense,moist ° 7— GP-GM 0 0 8 Poorly-graded GRAVEL with sand;tan,medium dense, moist to saturated ° 0 Q 9 GP 0 O Q o� 10— Test pit terminated at 10 feet. Slotted PVC pipe installed to 10 feet. 1 1 1 1 WATER LEVELS 9' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/24/2020 TP - 13 DATE FINISHED: 6/24/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°38'2.4036"(43.634001°) = LONGITUDE(DEGREES):W-116°28'6.7224" (-116.468534°) OJ W F U U Lu o j TOTAL DEPTH: 10' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 inches. 1 CL 2 3 Sandy SILT;tan,medium dense, moist ML 4— Poorly-graded SAND with silt;tan,medium dense, moist 5 SP-SM 6 ...weak cementation observed from 5 to 7 feet 7 Poorly-graded GRAVEL with silt and sand;dark brown,medium dense,moist GP-GM O 8 0 O Poorly-graded GRAVEL with sand;tan,medium dense, moist to saturated ° 9 - o - GP Q o� 0 10-- Test pit terminated at 10 feet. Slotted PVC pipe installed to 10 feet. 1 1 1 1 WATER LEVELS 9' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/23/2020 TP - 14 DATE FINISHED: 6/23/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°37'58.1952"(43.632832°) = LONGITUDE(DEGREES):W-116°28'7.0608" (-116.468628°) OJ W F U U Lu o j TOTAL DEPTH: 11' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 inches. 1 CL 2 3 Poorly-graded SAND with silt;light brown, medium dense,moist 4 ...weak cementation observed from 3-1/2 to 6 feet 5 6 SP-SM Field seepage test performed at 7 feet. Field seepage rate=5 in/hr. 7 BG Passing No.200 sieve= 11% Moisture content=9% ... induration observed from 6 to 9-1/2 feet 8 BG 9 Poorly-graded GRAVEL with silt and sand;tan, medium dense, moist to saturated 1 - o - GP-GM DG 0 O 1 Test pit terminated at 11 feet. Slotted PVC pipe installed to 11 feet. 1 1 1 WATER LEVELS 10' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/23/2020 TP - 15 DATE FINISHED: 6/23/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°37'54.6852"(43.631857°) = LONGITUDE(DEGREES):W-116°28'7.0824" (-116.468634°) OJ W F U U Lu o j TOTAL DEPTH: 11' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 inches. 1 cL 2 Sandy SILT; light brown, medium dense, moist ML 3 Poorly-graded SAND with silt;light brown, medium dense,moist 4 5 ... induration observed from 4 to 6 feet SP-SM 6 7 Poorly-graded GRAVEL with silt and sand;tan, medium dense, moist to saturated 8 0 DG 0 O 9 GP-GM DG O 1 0 o _V_ DG 1 Test pit terminated at 11 feet. Slotted PVC pipe installed to 11 feet. 1 1 1 WATER LEVELS 10.5' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/24/2020 TP - 16 DATE FINISHED: 6/24/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°37'54.7212"(43.631867°) = LONGITUDE(DEGREES):W-116°27'58.0032" (-116.466112°) OJ W F U U Lu o j TOTAL DEPTH: 10.5' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 inches. 1 cL 2 Poorly-graded SAND with silt;tan,medium dense, moist 3 SP-SM 4 5 Poorly-graded GRAVEL with silt and sand;dark brown,medium dense,moist ° 6 0 0 GP-GM O 7 0 O 8 Poorly-graded GRAVEL with sand;tan,medium dense, moist to saturated ° 0 O g o� GP O O O Test pit terminated at 10-1/2 feet. Slotted PVC pipe installed to 10-1/2 feet. 1 1 13- 14- lb WATER LEVELS 10' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/24/2020 TP - 17 DATE FINISHED: 6/24/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°37'54.9336"(43.631926°) = LONGITUDE(DEGREES):W-116°27'53.496" (-116.46486°) OJ W F U U Lu o j TOTAL DEPTH: 10.5' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 inches. 1 cL 2 Sandy SILT;tan,medium dense, moist 3 4 ML ...weak cementation observed from 4 to 5-1/2 feet 5 6 Poorly-graded SAND with silt;tan,medium dense, moist 7 SP-SM g Field seepage test performed at 8-1/2 feet. Field seepage rate=>15 in/hr. BG Passing No.200 sieve=5% Moisture content=9% 9 Poorly-graded GRAVEL with sand;tan,medium dense, moist to saturated ° 1 _ GP O Q Test pit terminated at 10-1/2 feet. Slotted PVC pipe installed to 10-1/2 feet. 1 1 1 1 WATER LEVELS 10' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/24/2020 TP - 18 DATE FINISHED: 6/24/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°37'51.1824"(43.630884°) = LONGITUDE(DEGREES):W-116°28'6.8844" (-116.468579°) OJ W F U U Lu o j TOTAL DEPTH: 12' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 inches. 1 cL 2 SILT with sand;brown,medium dense, moist BG Passing No.200 sieve=79% Moisture content=21% 3— ML 4 Poorly-graded SAND with silt;tan,medium dense, moist 5 sP-sM weak cementation observed from 4-1/2 to 6 feet 6— Poorly-graded GRAVEL with silt and sand;dark brown,medium dense,moist ° 7 0 0 GP-GM O 0 O 9 Poorly-graded GRAVEL with sand;tan,medium dense, moist to saturated ° 0 O 0 GP O o� 1 0 O 0 1 Test pit terminated at 12 feet. Slotted PVC pipe installed to 12 feet. 1 1 WATER LEVELS 11.5' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/24/2020 TP - 19 DATE FINISHED: 6/24/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°37'51.3552"(43.630932°) = LONGITUDE(DEGREES):W-116°27'57.996" (-116.46611°) OJ W F U U Lu o j TOTAL DEPTH: 10' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 inches. 1 cL 2 Poorly-graded SAND with silt;tan,medium dense, moist 3 SP-SM 4 ...weak cementation observed from 3 to 5 feet 5 Poorly-graded GRAVEL with silt and sand;dark brown,medium dense,moist 0 6 ° GP-GM O 0 7 O Poorly-graded GRAVEL with sand;tan,medium dense, moist to saturated ° 8 oO o� GP O 9- 0 - o - O 10-- Test pit terminated at 10 feet. Slotted PVC pipe installed to 10 feet. 1 1 1 1 WATER LEVELS 9.5' a WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/23/2020 TP - 20 DATE FINISHED: 6/23/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°37'51.2472"(43.630902°) = LONGITUDE(DEGREES):W-116°27'53.4852" (-116.464857°) OJ W F U U Lu o j TOTAL DEPTH: 11' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 CL inches. 1 Poorly-graded SAND with silt;light brown, medium dense,moist 2 3 SP-SM ...weak cementation observed from 2 to 4-1/2 feet 4 5 Poorly-graded GRAVEL with silt and sand;tan, medium dense, moist to saturated 0 6 ° Field seepage test performed at 6 feet. o Field seepage rate=>20 in/hr. ° 7 o 0 GP-GM 0 O 9 ° 0 1 0 0 1 Test pit terminated at 11 feet. Slotted PVC pipe installed to 11 feet. 1 1 1 WATER LEVELS 10' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/24/2020 TP - 21 DATE FINISHED: 6/24/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°37'49.7028"(43.630473°) = LONGITUDE(DEGREES):W-116°27'47.718" (-116.463255°) OJ W F U U Lu o j TOTAL DEPTH: 11' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 CL inches. 1 Poorly-graded SAND with silt;tan,medium dense, moist,weak cementation observed throughout layer 2 SP-SM 3— Poorly-graded GRAVEL with silt and sand;dark brown,medium dense,moist ° 4— GP-GM 0 O 5 Poorly-graded GRAVEL with sand;tan,medium dense, moist to saturated ° 0 O 6 0 O o� 7 o O o� GP Q o� O O 9 0 O O 1 Test pit terminated at 11 feet. Slotted PVC pipe installed to 11 feet. 1 1 1 WATER LEVELS 10' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/24/2020 TP - 22 DATE FINISHED: 6/24/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°37'48.9684"(43.630269°) = LONGITUDE(DEGREES):W-116°27'41.4756" (-116.461521°) OJ W F U U o j TOTAL DEPTH: 10.5' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Fill);dark brown,soft, moist Trash debris observed within the upper 1 foot. FILL 1 Sandy SILT(Native);tan,medium dense, moist 2 00( 00( 00( ML 3 4 Poorly-graded SAND with silt;tan,medium dense, moist 5 SP-SM 6 Poorly-graded GRAVEL with silt and sand;dark brown,medium dense,moist ° GP-GM 7 0 O Poorly-graded GRAVEL with sand;tan,medium dense, moist to saturated ° 8 oO 0� 0 9 GP Q 0 O Q 1 0� 0 Test pit terminated at 10-1/2 feet. Slotted PVC pipe installed to 10-1/2 feet. 1 1 1 1 WATER LEVELS 9.5' a WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/24/2020 TP - 23 DATE FINISHED: 6/24/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°37'47.2728"(43.629798°) = LONGITUDE(DEGREES):W-116°28'6.9528" (-116.468598°) OJ W F U U Lu o j TOTAL DEPTH: 10' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 CL inches. 1 Poorly-graded SAND with silt;tan,medium dense, moist 2 SP-SM 3 ...weak cementation observed from 2 to 4 feet 4 Poorly-graded GRAVEL with silt and sand;dark brown,medium GP-GM dense,moist ° O 5 Poorly-graded GRAVEL with sand;tan,medium dense, moist to saturated ° o Field seepage test performed at 5-1/2 feet. Q Field seepage rate=>30 in/hr. 6 0 Q o� 7 o Q GP 0 Q o� O Q 0 Q 0 10— Test pit terminated at 10 feet. Slotted PVC pipe installed to 10 feet. 1 1 1 1 WATER LEVELS 9' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/23/2020 TP - 24 DATE FINISHED: 6/23/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°37'46.866"(43.629685°) = LONGITUDE(DEGREES):W-116°27'53.6652" (-116.464907°) OJ W F U U Lu o j TOTAL DEPTH: 11.5' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 inches. 1 CL 2 3 Poorly-graded SAND with silt;light brown, medium dense,moist 4 5 6 SP-SM ...weak cementation observed from 5-1/2 to 8 feet 7 8 9 Poorly-graded GRAVEL with silt and sand;tan, medium dense, moist to saturated 0 1 ° GP-GM O 1 - O _V_ Test pit terminated at 11-1/2 feet. Slotted PVC pipe installed to 11-1/2 feet. 1 1 1 WATER LEVELS 11' a WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/24/2020 TP - 25 DATE FINISHED: 6/24/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°37'42.0348"(43.628343°) = LONGITUDE(DEGREES):W-116°28'7.0104" (-116.468614°) OJ W F U U o j TOTAL DEPTH:9' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 inches. 1 cL 2 Silty SAND;dark brown,medium dense, moist SM 3 Poorly-graded GRAVEL with silt and sand;dark brown,medium dense,moist DU 4 0 GP-GM DU 5 0 DU 0 0 6 Poorly-graded GRAVEL with sand;tan,medium dense, moist to saturated o Field seepage test performed at 6-1/2 feet. Q Field seepage rate=>30 in/hr. 7 0� 0 O GP 0 O O o� 9 - O _V_ 0 Test pit terminated at 9-1/2 feet. Slotted PVC pipe installed to 9-1/2 feet. 1 1 1 1 1 WATER LEVELS 9' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/23/2020 TP - 26 DATE FINISHED: 6/23/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°37'41.6892"(43.628247°) = LONGITUDE(DEGREES):W-116°27'53.712" (-116.46492°) OJ W F U U Lu o j TOTAL DEPTH: 10.5' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 inches. CL 1 Sandy SILT; light brown, medium dense, moist 2 3 BG ML 4 ...weak cementation observed rom 4 to 5 feet 5 6 Silty SAND, brown, medium dense,moist,weak cementation throughout layer sM BG Passing No.200 sieve=22% Moisture content=20% 7 Field seepage test performed at 7 feet. Field seepage rate=<1/4 in/hr. Poorly-graded GRAVEL with silt and sand;tan, medium dense, moist to saturated 8 0 DG 0 9 GP-GM O o O 1 0 0 Test pit terminated at 10-1/2 feet. 1 1 1 1 WATER LEVELS 9.5' a WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/24/2020 TP - 27 DATE FINISHED: 6/24/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°37'41.9376"(43.628316°) = LONGITUDE(DEGREES):W-116°27'47.592" (-116.46322°) OJ W F U U Lu o j TOTAL DEPTH: 10.5' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 inches. 1 cL 2 Sandy SILT;tan,medium dense, moist 3— ML 4 Poorly-graded SAND with silt;tan,medium dense, moist 5 SP-SM 6— Poorly-graded GRAVEL with silt and sand;dark brown,medium dense,moist ° 7— GP-GM O Poorly-graded GRAVEL with sand;tan,medium dense, moist to saturated ° 8 o Field seepage test performed at 8 feet. Q Field seepage rate=>30 in/hr. o� g GP Q o O Q 1 _ ° SZ 0 Test pit terminated at 10-1/2 feet. Slotted PVC pipe installed to 10-1/2 feet. 1 1 1 1 WATER LEVELS 10' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/24/2020 TP - 28 DATE FINISHED: 6/24/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°37'41.9304"(43.628314°) = LONGITUDE(DEGREES):W-116°27'41.4216" (-116.461506°) OJ W F U U Lu o j TOTAL DEPTH: 12.5' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 inches. 1 cL 2 Sandy SILT;tan,medium dense, moist 3 ML 4— Poorly-graded SAND with silt;tan,medium dense, moist 5 6 ...weak cementation observed from 5-1/2 to 7 feet SP-SM 7 BG ... induration observed from 7 to 8-1/2 feet 8— Poorly-graded GRAVEL with silt and sand;dark brown,medium dense,moist 9DU 0 GP-GM 0 OU 1 0 lV Poorly-graded GRAVEL with sand;tan,medium dense, moist to saturated 1 oO GP p O 1 � o� Test pit terminated at 12-1/2 feet. Slotted PVC pipe installed to 12-1/2 feet. 1 1 WATER LEVELS 11.5' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/24/2020 TP - 29 DATE FINISHED: 6/24/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°37'36.9768"(43.626938°) = LONGITUDE(DEGREES):W-116°28'7.2264" (-116.468674°) OJ W F U U o j TOTAL DEPTH: 10' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 CL inches. 1 Poorly-graded GRAVEL with silt and sand;dark brown,medium dense,moist DU 2—DU 0 0 3 0 DU 0 0 4 0 Passing No.200 sieve= 18% o BG Moisture content= 14% 5— o LL=25, PL=22,PI=3 GP-GM 0 6 DU 0 7 o 0 0 8 0 DU g o 0 0 1 Test pit terminated at 10 feet due to caving. Slotted PVC pipe installed to 10 feet. 1 1 1 1 WATER LEVELS a WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/23/2020 TP - 30 DATE FINISHED: 6/23/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°37'36.3972"(43.626777°) = LONGITUDE(DEGREES):W-116°27'53.9172" (-116.464977°) OJ W F U U Lu o j TOTAL DEPTH: 12' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 inches. 1 Passing No.200 sieve=79% BG Moisture content=22% cL LL=37, PL=20,PI= 17 2 3 Sandy Elastic SILT;brown,stiff, moist Passing No.200 sieve=52% BG Moisture content=32% 4 ILL=51, PL=30,PI=21 MH 5 Poorly-graded SAND with silt;light brown, medium dense,moist, weak cementation observed throughout layer 6 7 SP-SM Poorly-graded GRAVEL with silt and sand;tan, medium dense, moist to saturated 9 0 DU 0 0 1 GP-GM o - O - 1 DU 0 0 12-- Test pit terminated at 12 feet. Slotted PVC pipe installed to 12 feet. 1 1 WATER LEVELS 10.5' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/23/2020 TP - 31 DATE FINISHED: 6/23/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°37'36.3576"(43.626766°) = LONGITUDE(DEGREES):W-116°27'47.9196" (-116.463311°) OJ W F U U Lu o j TOTAL DEPTH:8' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 inches. 1 CL 2 3 Sandy Elastic SILT;brown,stiff, moist MH 4— Poorly-graded GRAVEL with silt and sand;tan, medium dense, moist to saturated 5 0 0 0 6 GP-GM 0 O 7 - o _ O 0 8 Test pit terminated at 8 feet. 9 1 1 1 1 1 WATER LEVELS 7' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/23/2020 TP - 32 DATE FINISHED: 6/23/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°37'36.3432"(43.626762°) = LONGITUDE(DEGREES):W-116°27'41.3748" (-116.461493°) OJ W F U U Lu o j TOTAL DEPTH:6.5' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 inches. 1 CL 2 3 Sandy Elastic SILT;brown,stiff, moist MH 4 Poorly-graded SAND with silt;light brown, medium dense,moist, SP-SM moderate cementation observed throughout layer 5 Poorly-graded GRAVEL with silt and sand;tan, medium dense, moist 01 GP-GM O 6 ° 0 Test pit terminated at 6-1/2 feet due to caving. 7 8 9 1 1 1 1 1 WATER LEVELS a WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/24/2020 TP - 33 DATE FINISHED: 6/24/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°37'30.0756"(43.625021°) = LONGITUDE(DEGREES):W-116°27'54.504" (-116.46514°) OJ W F U U Lu o j TOTAL DEPTH: 12.5' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 inches. CL 1 Sandy SILT;tan,medium dense, moist 2 ML Poorly-graded SAND with silt;tan,medium dense, moist 3 ...weak cementation observed from 2-1/2 to 5 feet 4 SP-SM 5 6 Poorly-graded GRAVEL with silt and sand;dark brown,medium dense,moist 0 7— GP-GM 0 O 0 8 Poorly-graded GRAVEL with sand;tan,medium dense, moist to saturated 0 O g o� 0 O o� 1 0 GP O o� 1 O o� 0 O 1 - o� - O Test pit terminated at 12-1/2 feet. Slotted PVC pipe installed to 12-1/2 feet. 1 1 WATER LEVELS 12' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/24/2020 TP — 34 DATE FINISHED: 6/24/2020 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just EXCAVATION METHOD:3-ft wide bucket GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. TEST PIT LOG LOGGER: Maxwell Thomas WEATHER:Sunny PROJECT:520-223G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Porter Complex Development LATITUDE(DEGREES):N 43°37'23.5416"(43.623206°) = LONGITUDE(DEGREES):W-116°27'52.7904" (-116.464664°) OJ W F U U Lu o j TOTAL DEPTH: 10.5' 0CL DESCRIPTION W U) NOTES Lean CLAY with sand(Native);brown,stiff, moist Significant roots and vegetation observed to 6 CL inches. 1 Poorly-graded SAND with silt;tan,medium dense, moist,weak cementation observed throughout layer 2 SP-SM 3 Poorly-graded GRAVEL with silt and sand;dark brown,medium dense,moist GP-GM O 4 0 0 Poorly-graded GRAVEL with sand;tan,medium dense, moist to saturated 0 5 o Field seepage test performed at 5 feet. Q Field seepage rate=>30 in/hr. o� 6 O o� 0 O 7 0� GP O o� 8 0 O o� 9 Q o� 0 1 - Q 0� Test pit terminated at 10-1/2 feet. Slotted PVC pipe installed to 10-1/2 feet. 1 1 1 1 WATER LEVELS 10' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 Unified Soil Classification System MAJOR DIVISIONS SYMBOL TYPICAL NAMES Well-Graded Gravel, CLEAN GW Gravel-Sand Mixtures. GRAVELS GP Poorly-Graded Gravel, GRAVELS Gravel-Sand Mixtures. Silty Gravel, COARSE GRAVELS GM Gravel-Sand-Silt Mixtures. GRAINED WITH FINES GC Clayey Gravel, SOILS Gravel-Sand-Clay Mixtures. Well-Graded Sand, CLEAN SW Gravelly Sand. SANDS SP Poorly-Graded Sand, SANDS Gravelly Sand. Silty Sand, SANDS L SM Sand-Silt Mixtures. WITH FINES Sc Clayey Sand, Sand-Clay Mixtures. ML Inorganic Silt, SILTS AND CLAYS Silty or Clayey Fine Sand. Inorganic Clay of Low to LIQUID LIMIT CL Medium Plasticity, LESS THAN 50% Sandy or Silty Clay. FINE OL Organic Silt and Clay of Low GRAINED Plasticity. SOILS Inorganic Silt, Elastic Silt, SILTS AND CLAYS MH Micaceous Silt, Fine Sand or Silt. LIQUID LIMIT CH Inorganic Clay of High Plasticity, GREATER THAN 50% Fat Clay. OH Organic Clay of Medium to High Plasticity. Highly Organic Soils PT Peat, Muck and Other Highly Organic Soils. ALLWEST Appendix C Laboratory Test Results ALLWEST / / \ / / % / % f CD w c c c c e u f ƒ \ 2 a c 2 o w e 2 u e o o g < / , a a , a ( CD_ � e e W N) E � \ a a e w u c e e e % o e a 2 / — 00 = u e e e@ e e a e e u e e e / a \ 2 e e a o Cl) o w e w u a # m = $ J 3 7 0 e ] / ® Z c / a e = w e c = m c u w c a - e u / / / \ _ - e m e c CD e - u e w o c 7 E \ 2 = / 0 2 \ cn / ƒ / \ / e 2 / $ % \ / / 3 o \ » § \ / � @ J \ 2 r E » § \ $ CD \ \ \ \ \ � 3 � \ � \ * g E § § 9 r 0 ) r e & z e k \ \ r § / w 2 w e ) §. J g $ _ o o / � � \ � / Q ¥. a N) w J ° CD/ 3 \zT - � � m cok \ / - ] co / ). T § ƒ & / \ r m / $ 2 « w 6 k / / / \ \ \ G \ \ \ o G \ \ \ 2 E _ \ _ _ _ = 2 _ = G 3 3 = 3 = _ = e 23saCL@ � em22 e o = = m = . m e o 0 ] e m / / c E / : / \ m \ $ « 2 3 / / 3 : ƒ ® / « x ƒ C O s 7 @ / / / 2 2 / k / 2 ® @ & ® E \ g9co § QO2g / EO \ 22e / \ \ a) G \ / ® \ \ ® ƒ 2 a _f _r _w \ cn / %� cn 9 7 9 / 2 / LIQUID AND PLASTIC LIMITS TEST REPORT 60 Dashed line indicates the approximate upper limit boundary for natural soils 50 �o. G 40 U C � X W N- Z_ � U 30 c � / W C/) ' .6 Q / • J / a> 20 U) LU J / J Q 10 o ; c L-ML ML or OL MH or OH 0 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT MATERIAL DESCRIPTION LL PL PI %#40 0/6<#200 USCS • Lean Clay with sand 47 22 25 -- 83% CL c■ Sandy Lean Clay 40 23 17 68% CL C♦ Silty Sand NV NP NP 20% SM X '♦ Silty Sand 25 22 3 -- 18% SM m Lean Clay with sand 37 20 17 - 79% CL 0 ` Project No. 520-223 Client: Prime Idaho,Inc. Remarks: 2 Project: Porter Complex Dev. c *Location:TP-6 Depth:05-F ■Location:TP-7 Depth: F-2' (n ALocation:TP-12 Depth: 15-2' ° *Location:TP-29 Depth:4'-4.5' VLocation:TP-30 Depth: F-1.5' ALLWEST E H Figure C-1 Tested By: C. Downes Checked By:J.Varozza LIQUID AND PLASTIC LIMITS TEST REPORT 60 Dashed line indicates the approximate upper limit boundary for natural soils 50 �o. G 40 U C � X W N— Z_ � N } / U 30 c � / W C/) ' Q i J / 20 O� U) LU J / J Q 10 0 ; c L-MIL ML or OL MH or OH 0 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT 0 MATERIAL DESCRIPTION LL PL PI %#40 0/6<#200 USCS • Sandy Elastic Silt 51 30 21 -- 52% MH w c a� U X U U U 7 O ` Project No. 520-223 Client: Prime Idaho,Inc. Remarks: Project: Porter Complex Dev. c *Location:TP-30 Depth:35-4' co U) 0 cn ALLWEST H Figure C-2 Tested By: C. Downes Checked By:J.Varozza California Bearing Ratio ASTM D 1883 Project: Porter Complex Development Project No.: 520-223G Client: Prime Idaho, Inc. Location: TP-7 @ 1 - 2 ft Date Tested: 7/16/2020 Compaction Method: ASTM D1557 Tested By: C. Downes/J. Varozza Classification: Sandy Lean Clay (CL) 140 120 100 a c 80 a PSI @ 0.1 inch penetration = 120 c 0 N 60 v N 40 20 0 0 0.1 0.2 0.3 0.4 0.5 Penetration(inches) CBR @ 0.1 Inch Penetration: 7.7 Maximum Dry Unit Weight(pcf): 108.5 Swell (%): 3.3 Optimum Water Content (%): 16.1 Dry Unit Weight Before Soak(pcf): 98.6 Remold of Max. Dry Unt Wgt (%): 91 Water Content Before Soak(%): 17.0 Water Content After Soak, Top 1 Inch (%): 31.2 Surcharge (psf): 100 Immersion Period (hrs): 96 Reviewed By: Isaac Rede Figure: C-3 ALLWESY 255 N Linder Rd,Suite 100•Meridian,ID 83642•(208)895-7898•Fax(208)898-3959 www.allwesttesting.com This report shall not be reproduced except in full without the permission of ALLWEST.