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PZ - Preliminary Engineering Report ailey Engineering,Inc. CIVIL ENGINEERINGIPLANNINGICADD Preliminary Engineering Report For Farmstone Crossing Subdivision Meridian, Idaho SEWER/WATER IRRIGATION STORM DRAINAGE PROJECT NO: C2022-009 �S�pNAL FNc Q�o�� �G�srFR�oti� DATE: 1/24/2023 F 01/25/2023 1�7/882 (UPI - DEVELOPER: t, 0F'� TrilogyDevelopment F ��' p 1'�/V S. CAP 9839 W. Cable Car St., Suite 101 Boise, ID 83709 (208) 895-8858 1119 E. State St., Suite 210 ♦ Eagle, Idaho 83616 ♦ Tel.: 208-938-0013 • The 27.59 acre proposed development will contain 3 buildable lots with a total of 5 commercial/industrial buildings and a retail/commercial space. Sewer • According to the City of Meridian,Existing 15"sewer main is approx. 1,600 ft north in Black Cat Rd. and the invert elevation is currently unverified. Confirmation of the sewer lines' existence and verification of the invert at tie-in will be necessary.Upon confirmation,the sewer can be redesigned to accurately reflect the extension of the existing mainline to the site. Once extended to the site, sewer must be stubbed to the east in Vanguard. Water • According to the City of Meridian,Existing 12"water main is approx. 1,600 ft north in Black Cat Rd.Upon confirmation and dependent on the City's water model,this may also have to be brought to the site with sewer. • 12"mainline must be stubbed to the east in Vanguard for tie-in with proposed Vanguard Village Subdivision. • A 12"tie-in with vanguard village is expected along the site's east boundary,awaiting confirmation from T-O. Gravity Irrigation • The site receives water from the southeast corner via a single delivery that,once within the site, flows around the perimeter of the site to the northeast corner where it appears to collect in an unnamed drain. This delivery will be tiled and re-routed north along the site's east boundary with development. Pressurized Irrigation • This subdivision will be located within Nampa Meridian Irrigation District jurisdiction,which operates a municipal pressure irrigation network. The nearest operational NMID irrigation systems serve Compass Public Charter School and Baraya Subdivision(approx. 1500ft northeast of the site). Thus, a new pump station will likely be required to serve the development. Coordination with NMID will be necessary to determine if a new pressure irrigation pump station is necessary.Lines will be sized by the NMID during the plan review process. Grading&Drainage • A geotechnical report for the project has been received and the following will be used in design: 0 6"Strip required with site grading o Infiltration rate of 1"/hr o Groundwater is Approx. 9-12' BGS with current groundwater monitoring. further groundwater monitoring will be necessary to confirm peak groundwater elevations. • Seepage Beds will be utilized in design,placed where necessary throughout the site. • A borrow ditch will be constructed along the Black Cat Rd. frontage to collect runoff. Flood Hazard • This site is not in a flood hazard zone,reference FEMA Firm Panel 16001CO250J, effective 10/02/2003. Attachments 1. Preliminary Drainage Map 2. Preliminary Drainage Calculations 3. Geotechnical Report 4. 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II �s I-26os II111III III 80, _ _ _ \ I � _ � � \ _ P �I I _ - - - p IIII � � i �- +- r- i i i i i i i i i i i i i i i m \ \ \ 1 �f �1 -F- -t - _ _ _ A - \ PIPIPIPIPIPIPIPIPIPIPIP PI�I�I� I � P P- P PIPIP PIPIPIPIPIPIPIPIPIPIPIP PIPIPIPIHHIPIPIPIPIPIP PIPIPIPIPI PIPI �IPIPIPIP - _ III \ - - - - X rt = --— 0 __—_ _—_- - - _ _ — - - - - - - - - - - _ — _ _ i� III Z _ _—=2577. aol — — — — — J rn 2583roe—= - - - - I S80'32'51"E roe4--��_ � - - - - - - - - - - - ' _ - - 141.73 — _ == = ____- 80�32'S1�E 0 ��—�- - _ — ` \ � — � � m I -- — oe— - - — — — — — — — — — — — Im 2_7____ - __= - - - II — —2577- so -Toe _ _-______- 7 0 \ - - - - - - - - -2578- I'll Toe= 581�1'gs"E 682.9 801 -- - --- — — - - __— — — _ — _=_ — 2 57780 J -- Q (n II O I II I I I W I U II I � II I I W 50 0 25 50 100 Z SCALE IN FEET w 0 1"=50' 0 () � J Q Q � L DATE: 01-25-2023 cc PROJECT: C2022-009 SHEET Farmstone Crossing- Preliminary Drainage Calculations Updated: 1/24/2023 Runoff Calcs Drainage Area Area sf Area(acres) Runoff Coefficient fEstl Time of Concentration 100-Yr Intensitymin in hr 100 cfs DA 1 29415 0.675 0.55 20 1.81 0.67 DA 2 38070 0.874 0.55 20 1.81 0.87 DA 3 69613 1.598 0.80 10 2.58 3.30 DA 4 13324 0.306 0.80 10 2.58 0.63 DA 5 17488 0.401 0.80 10 2.58 0.83 DA 6 12158 0.279 0.80 10 2.58 0.58 DA 7 11645 0.267 0.80 10 2.58 0.55 DA 8 18844 0.433 0.75 10 2.58 0.84 DA 9 20503 0.471 0.70 10 2.58 0.85 DA 10 24320 0.558 0.90 10 2.58 1.30 DA 11 31920 0.733 0.95 10 2.58 1.80 DA 12 22192 0.509 0.90 10 2.58 1.18 DA 13 21888 0.502 0.90 10 2.58 1.17 DA 14 31920 0.733 0.95 10 2.58 1.80 DA 15 28119 0.646 0.80 10 2.58 1.33 DA 16 55276 1.269 0.65 10 2.58 2.13 DA 17 31920 0.733 0.95 10 2.58 1.80 DA 18 22192 0.509 0.90 10 2.58 1.18 DA 19 21888 0.502 0.90 10 2.58 1.17 DA 20 31920 0.733 0.95 10 2.58 1.80 DA 21 46709 1.072 0.75 10 2.58 2.07 DA 22 120201 2.759 0.95 10 2.58 6.76 DA 23 119510 2.744 0.95 10 2.58 6.72 DA 24 47701 1.095 0.60 10 2.58 1.70 DA 25 1 50357 1 1.156 1 0.65 1 10 1 2.58 1 1.94 DA 26 110106 2.528 0.70 10 2.58 4.57 DA 27 135865 3.119 0.60 10 2.58 4.83 DA BLACK CAT 14256 0.327 0.95 10 2.58 0.80 1000 Gal SG Trap:3.33 cfs max 1500 Gal SG Trap:4.16 cfs max ACHD IDF,with revised curves Tc 100-Year 25-Year 10 2.58 1.85 15 2.18 1.56 20 1.81 1.30 2S 1.58 1.14 30 1.51 1.08 3S 1.25 0.90 40 1.15 0.82 4S 1.07 0.77 SO 1.00 0.72 SS 0.96 0.69 60 0.96 0.69 Seepage Bed Design V100 (cu ft) V100 w/25% Infiltration Depth (ft) Width (ft) Required Length [if Required Length [if upsizing Rate (in/hr) within Common Lot] located within ROW] Seepage Bed 1 1284 1604 1.0 6 10 54 67 Seepage Bed 1 1661 2077 1.0 6 10 70 87 Seepage Bed 3 4418 5523 1.0 6 15 123 154 Seepage Bed 4 846 1057 1.0 6 10 36 45 Seepage Bed 5 1110 1387 1.0 6 10 47 58 Seepage Bed 6 772 965 1.0 6 10 33 41 Seepage Bed 7 739 924 1.0 6 10 31 39 Seepage Bed 8 1121 1402 1.0 6 10 47 59 Seepage Bed 9 1139 1423 1.0 6 10 48 60 Seepage Bed 10 1737 2171 1.0 6 10 73 91 Seepage Bed 11 2406 3007 1.0 6 15 67 84 Seepage Bed 12 1585 1981 1.0 6 15 45 56 Seepage Bed 13 1563 1954 1.0 6 15 44 55 Seepage Bed 14 2406 3007 1.0 6 15 67 84 Seepage Bed 15 1785 2231 1.0 6 10 75 93 Seepage Bed 16 2851 3563 1.0 6 10 119 149 Seepage Bed 17 2406 3007 1.0 6 15 67 84 Seepage Bed 18 1585 1981 1.0 6 15 45 56 Seepage Bed 19 1563 1954 1.0 6 15 44 55 Seepage Bed 20 2406 3007 1.0 6 15 67 84 Seepage Bed 21 2779 3474 1.0 6 10 116 145 Seepage Bed 22 9060 11325 1.0 10 15 151 189 Seepage Bed 23 9008 11260 1.0 9 15 167 209 Seepage Bed 24 2271 2838 1.0 10 10 57 71 Seepage Bed 25 2597 3246 1.0 10 10 65 82 Seepage Bed 26 6115 7644 1.0 10 15 102 128 Seepage Bed 27 6468 8085 1.0 10 15 108 135 Seepage beds will drain in <48 hrs pending infiltration rate is equal to or greater than 1 in/hr. If infiltration is lower it will govern design if standard dimensions are utilized. Primary Infiltration Rate Pond Bottom Area at High- 100-Yr Water V100 vs.Capacity Drain Time(hrs) V100(cu ft) Capacity(cu ft) (in/hr) Area (sf) Water Line(sf) Depth (ft) (cu ft) [48 hrs max] BLACK CAT SWALE 1075 1.0 601 2452 1.00 1526.5 452 21.5 I ENVIRONMENTAL TECHNICAL ALLWEST MATERIALSOTESTING I SPECIAL INSPECTION AN EMPLOYEE-OWNED COMPANY January 12, 2023 Trilogy Development 9839 West Cable Car Street, Suite 101 Boise, Idaho 83709 Attention: Shawn Brownlee (shawn(cD-trilogyidaho.con ) RE: Geotechnical Evaluation Black Cat Road Industrial Development 820 South Black Cat Road Ada County, Idaho ALLWEST Project No. 522-233G Mr. Brownlee, ALLWEST has completed the authorized geotechnical evaluation for the proposed Black Cat Road Industrial Development to be located at the above address in Ada County, Idaho,just west of the Meridian, Idaho city limits. The purpose of this evaluation was to characterize the subsurface conditions at the site and prepare the attached report with the results of our field evaluation and laboratory testing, and our geotechnical recommendations to assist planning, design, and construction of the proposed development. We appreciate the opportunity to provide services for this project. If you have any questions or need additional information, please contact us at(208)895-7898. Sincerely, ALLWEST ©NA i453 Adrian Mascorro, P.E �MA� Kevin Dyekman, P.G. Area Manager Engineering Services Manager 225 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 BLACK CAT ROAD INDUSTRIAL DEVELOPMENT 820 SOUTH BLACK CAT ROAD ADA COUNTY, IDAHO ALLWEST PROJECT NO. 522-233G January 12, 2023 Prepared for: TRILOGY DEVELOPMENT 9839 WEST CABLE CAR STREET, SUITE 101 BOISE, IDAHO 83709 Prepared by: ALLWEST 255 NORTH LINDER ROAD, SUITE 100 MERIDIAN, IDAHO 83642 ALLWE T WWW.ALLWESTTESTING.COM EXECUTIVE SUMMARY The following summarizes select geotechnical information/recommendations from this evaluation: ♦ We anticipate approximately 6 inches of site stripping will be required for most of the site to remove surficial vegetation and roots (topsoil). ♦ In general, subsurface native soils within the observed test pits and borings consisted of surficial lean clays and silts (with varying amounts of sand), underlain by sandy silts, silty sands (with gravel), poorly-graded sands with silt(and gravel), silty gravels with sand, and/or poorly-graded gravels with silt and sand. ♦ Varying amounts and thicknesses of weak to moderate cementation were typically observed within the sandy silt and silty sand soil layers. ♦ At the time of exploration, we observed groundwater within boring B-1 and within test pits TP-1, -5, -6, -7, and -8 at depths of 9 to 12 feet below existing ground surfaces. The ground surface at the site increases in elevation toward the south/southeast, and as such, groundwater at the site deepens toward the south/southeast (no groundwater was observed within boring B-2 down to the maximum exploration depth of 16.5 feet). ♦ We recommend a seepage rate of 3 inches per hour (in/hr) be utilized for on-site stormwater disposal into non-cemented silty sand soils. Where silty sand soils contain cementation, we recommend a seepage rate of 1 in/hr be utilized for stormwater disposal. ♦ For light vehicle areas: Pavement section consisting of 2.5 inches of asphalt concrete, over 4 inches of crushed aggregate base, over 11 inches of aggregate subbase. ♦ For heavy-truck areas: Pavement section consisting of 3 inches of asphalt concrete, over 6 inches of crushed aggregate base, over 14 inches of aggregate subbase. ♦ Foundation-related recommendations are not provided as part of this evaluation. Once final grading and structural building plans have been developed, and made available for our review, we can provide foundation-related recommendations for building construction as an addendum to this evaluation. Our services were provided in accordance with our proposal No. 522-233P dated May 19, 2022. This summary should be used in conjunction with the entire report for design and construction purposes. It should be recognized that details were not included or fully developed in this section, and the report should be read in its entirety for a comprehensive understanding of the items contained herein. GEOTECHNICAL I ENVIRONMENTAL �+ MATERIALS TESTING I SPECIAL INSPECTION ALLWE7T AN EMPLOYEE-OWNED COMPANY GEOTECHNICAL EVALUATION BLACK CAT ROAD INDUSTRIAL DEVELOPMENT 820 SOUTH BLACK CAT ROAD ADA COUNTY, IDAHO Page 1.0 PROJECT DOCUMENTS .................................................................................................... 1 2.0 PROJECT DESCRIPTION................................................................................................... 1 3.0 EVALUATION PROCEDURES ............................................................................................ 1 4.0 SITE CONDITIONS.............................................................................................................. 2 4.1 Published Geologic and Soil Information .......................................................................... 2 4.2 Subsurface Soil Conditions............................................................................................... 2 4.3 Groundwater Conditions................................................................................................... 3 5.0 LABORATORY TESTING .................................................................................................... 3 6.0 CONCLUSIONS AND RECOMMENDATIONS..................................................................... 3 6.1 Site Preparation................................................................................................................ 4 6.1.1 Subgrade Stabilization ............................................................................................... 5 6.1.2 Utility Trenches .......................................................................................................... 6 6.2 Excavations and Slopes ................................................................................................... 6 6.3 Materials........................................................................................................................... 7 6.4 Fill Placement and Compaction ........................................................................................ 8 6.5 Wet Weather Construction................................................................................................ 8 6.6 Cold Weather Construction............................................................................................... 8 6.7 Stormwater Disposal and Drainage .................................................................................. 9 6.8 Asphalt Pavement ...........................................................................................................10 6.9 Soil Corrosion Potential ...................................................................................................11 7.0 ADDITIONAL RECOMMENDED SERVICES ......................................................................11 8.0 EVALUATION LIMITATIONS..............................................................................................12 Appendix A—Vicinity Map, Exploration Location Map Appendix B — Test Pit Logs, Boring Logs, Unified Soil Classification System Appendix C — Laboratory Test Results GEOTECHNICAL I ENVIRONMENTAL MATERIALS TESTING I SPECIAL INSPECTION ALLWEST AN EMPLOYEE-OWNED COMPANY GEOTECHNICAL EVALUATION BLACK CAT ROAD INDUSTRIAL DEVELOPMENT 820 SOUTH BLACK CAT ROAD ADA COUNTY, IDAHO 1.0 PROJECT DOCUMENTS The following documents were provided to ALLWEST to help develop our understanding of the planned development: ♦ LandproDATA Parcel Map for 820 S Black Cat, dated January 20, 2022. ♦ CBH — Homes — 820 S Black Cat Dr, Conceptual Site Plan prepared by AE Urbia architects and engineers, dated April 15, 2022. 2.0 PROJECT DESCRIPTION Based on communication with you and review of the project documents, we understand the approximate 27-acre development will consist of 2 buildings with associated infrastructure, stormwater disposal facilities, and asphalt-paved drives/parking. Buildings 1 and 2 are planned to have footprints of 197,370 and 243,360 square-feet, respectively. A stormwater retention area is planned in the northwest corner of the site. We did not review grading plans for this development, but we anticipate grading will consist of cuts/fills of 3 feet or less. We should be notified if actual site grading varies significantly from this stated information, as it may affect our recommendations. Once site grading plans and structural building plans are developed, and made available for our review, we can provide foundation-related recommendations, as well as any additional earthwork- related recommendations, for construction of buildings. 3.0 EVALUATION PROCEDURES To complete this evaluation, we reviewed published geologic/soil information and observed the advancement of exploratory test pits and borings on-site to evaluate the subsurface conditions. The general location of the site is shown on Figure A-1: Vicinity Map in Appendix A. We observed the excavation of 8 test pits on May 31, 2022, utilizing a Case 580C backhoe with a 24-inch-wide toothed excavation bucket. Test pits were advanced to maximum depths of 8 to 13.5 feet below ground. We also observed the drilling of 2 borings on June 3, 2022, utilizing a truck-mounted CME 75 drill rig equipped with 8-inch outside-diameter hollow-stem augers. Borings were advanced to a maximum depth of 16.5 feet below ground. The approximate locations of test pits/borings are shown on Figure A-2: Exploration Location Map in Appendix A. GEOTECHNICAL I ENVIRONMENTAL MATERIALS TESTING I SPECIAL INSPECTION ALLWEST AN EMPLOYEE-OWNED COMPANY Geotechnical Evaluation ALLWEST Project No. 522-233G Black Cat Road Industrial Development January 12, 2023 Ada County, Idaho Page 2 The soil conditions observed in the test pits and borings were visually described and classified in general accordance with ASTM D 2488. We logged the subsurface profiles and obtained soil samples at select depths for further identification and laboratory testing. Soil samples within the borings were collected using 2-inch outside-diameter standard penetration test (SPT) and 3-inch outside-diameter modified California split-spoon samplers at 2.5- to 5-foot vertical increments. Samplers were driven a total of 18 inches using a 140-pound automatic hammer falling 30 inches. We also performed field seepage testing within the proposed stormwater retention area. Information obtained from the field evaluation, laboratory testing, and geotechnical analyses was utilized to develop the recommendations presented in this report. 4.0 SITE CONDITIONS The site is mostly comprised of undeveloped farmland and pastureland. A residence, some outbuilding structures, and a few trees were located in the northwest corner of the site. Topographically, the site gently slopes down from south to north with the northern portion being relatively flat. The site is generally bordered by 1-84/Hwy 30 to the south, Black Cat Road to the west, and farmland to the north and east. 4.1 Published Geologic and Soil Information The geologic conditions at the site are mapped as Gravel of Sunrise Terrace (map symbol—Qsg) on the Geologic Map of the Boise Valley and Adjoining Area, Western Snake River Plain, Idaho, by K.L. Othberg, and L.R. Stanford, 1992. This unit is described as sandy pebble and cobble gravel approximately 44 feet thick, mantled by approximately 3 to 6 feet of loess. The USDA Natural Resources Conservation Service (NRCS), which maps the upper 5 feet of the soil profile, has mapped the soils on majority of the site as Power silt loam and Purdam silt loam. These soils consist of silt loam, silty clay loam, para-gravelly silt loam, very fine sandy loam, cemented material, and stratified sand to loam. The parent materials of these soils include mixed alluvium, Iacustrine deposits, and/or loess. The soils encountered in test pits and borings are generally consistent with published information. 4.2 Subsurface Soil Conditions At the time of exploration, the site contained approximately 6 to 8 inches of surficial roots and vegetation at the ground surface. In general, subsurface native soils within the observed test pits and borings consisted of surficial lean clays and silts (with varying amounts of sand), underlain by sandy silts, silty sands (with gravel), poorly-graded sands with silt (and gravel), silty gravels with sand, and/or poorly-graded gravels with silt and sand. Weak to moderate cementation was commonly observed within the sandy silt and silty sand soil layers. GEOTECHNICAL I ENVIRONMENTAL MATERIALS TESTING I SPECIAL INSPECTION ALLW EST AN EMPLOYEE-OWNED COMPANY Geotechnical Evaluation ALLWEST Project No. 522-233G Black Cat Road Industrial Development January 12, 2023 Ada County, Idaho Page 3 Detailed descriptions of the soils observed within the test pits and borings are presented on individual test pit/boring logs in Appendix B of this report. The descriptive soil terms used on the test pit/boring logs, and in this report, can be referenced by the Unified Soil Classification System (USCS). A summary of the USCS is included in Appendix B. The subsurface conditions may vary between exploration locations; such changes in subsurface conditions may not be apparent until construction. 4.3 Groundwater Conditions At the time of exploration, we observed groundwater in boring B-1 and test pits TP-1, -5, -6, -7 and -8 at depths of 9 to 12 feet below existing ground surfaces. The ground surface at the site increases in elevation toward the south/southeast, and as such, groundwater at the site deepens toward the south/southeast (no groundwater was observed within boring B-2 down to the maximum exploration depth of 16.5 feet). Groundwater in the area is typically influenced by local irrigation and nearby canals, drains, and laterals. Groundwater may also be influenced by precipitation, on-site construction, and development to adjacent sites. Groundwater will fluctuate throughout the different seasons of the year and will likely peak during snow melt and irrigation seasons (March to October). We installed a slotted PVC pipe in test pit TP-1, which is located within the proposed stormwater retention area, for future groundwater monitoring. ALLWEST is currently performing monthly groundwater monitoring to help establish a seasonal high groundwater elevation at the site. Based on monitoring to-date, seasonal high groundwater increased in elevation approximately 3 feet above the depth measured at the time of test pit exploration. 5.0 LABORATORY TESTING We performed laboratory testing to supplement field classifications and to assess some of the soil engineering properties and parameters. Laboratory testing included fines content(ASTM D 1140), moisture content(ASTM D 2216), liquid and plastic limits (ASTM D 4318), California bearing ratio (CBR) (ASTM D 1883), pH (AASTHO T 289), resistivity (EPA 120.1), and sulfate/chloride content (EPA 300.0). The laboratory test results are included in Appendix C of this report, and some results are also summarized on the individual test pit and boring logs in Appendix B. 6.0 CONCLUSIONS AND RECOMMENDATIONS Based on our field observations, testing, and evaluation, in our opinion the site is suitable for the planned industrial development, provided our recommendations are adhered to. The following recommendations are presented to assist with development planning, design, and construction relative to earthwork, utilities, stormwater disposal, and asphalt pavement section design. GEOTECHNICAL I ENVIRONMENTAL MATERIALS TESTING I SPECIAL INSPECTION ALLWEST AN EMPLOYEE-OWNED COMPANY Geotechnical Evaluation ALLWEST Project No. 522-233G Black Cat Road Industrial Development January 12, 2023 Ada County, Idaho Page 4 These recommendations are based on our understanding of the proposed development, the conditions observed within exploration locations, laboratory test results, and engineering analysis. If the proposed development changes or if unforeseen conditions are encountered, we should be given the opportunity to review new information, and if necessary, update our recommendations. Foundation-related recommendations are not provided as part of this evaluation. Once final grading and structural building plans have been developed, and made available for our review, we can provide foundation-related recommendations for building construction as an addendum to this evaluation. 6.1 Site Preparation ♦ Prior to conducting site grading, surficial soil containing vegetation, roots, and organics should be removed below proposed site grading fill areas, pavement areas, structural areas, and any other development areas. In general, we anticipate approximately 6 inches of site stripping will be required for most of the site to remove surficial vegetation and roots (topsoil). ♦ Where trees are encountered and will be removed as part of the development, large root systems should be completely over-excavated and replaced with suitable fill soils. Tree roots depths will not fully be known until construction, but we anticipate approximately 2 to 4 feet of over-excavation will be required to remove large tree root systems. ♦ Organic-rich, loose/soft, and/or wet soils associated with existing irrigation ditches/laterals are present on-site. Within proposed development areas, these soils should be completely over-excavated down to suitable native soils. ♦ Where existing structures, outbuildings, and infrastructure are located that will be demolished as part of this development, complete over-excavation is required down to suitable native soils. This includes any existing drain field areas or other previously placed fill soils. ♦ Depths and lateral limits of over-excavation associated with unsuitable soils, and where existing structures, outbuildings, and infrastructure will be demolished, may not fully be known until earthwork begins. The earthwork contractor should have continencies in place to ensure that these areas are fully over-excavated down to suitable native soils within development areas. ♦ Loose test pit backfill will settle with time, so where any test pits are located below proposed pavement, structural, or any development areas, loose test pit backfill soil should be re-excavated its entire depth and replaced with suitably moisture-conditioned and compacted fill soils. Over-excavated soils can be reused to backfill the test pits, GEOTECHNICAL I ENVIRONMENTAL MATERIALS TESTING I SPECIAL INSPECTION ALLW EST AN EMPLOYEE-OWNED COMPANY Geotechnical Evaluation ALLWEST Project No. 522-233G Black Cat Road Industrial Development January 12, 2023 Ada County, Idaho Page 5 provided the soils are not overly saturated, and they can achieve the required compaction criteria as provided in section 6.4 Fill Placement and Compaction. Test pit locations observed by ALLWEST were identified in the field with white-flagged stakes and/or white PVC pipes (where installed). Approximate test pit locations are shown on Figure A-2: Exploration Location Map. We recommend test pit areas be accurately surveyed so that they may be located and remediated prior to earthwork construction and development. ♦ After site stripping, over-excavations, loose test pit remediation, and prior to site grading, utility/roadway construction, or any other type of development, exposed subgrades should be proof-rolled with a minimum 5-ton vibratory roller, with loaded dump trucks/front-end loaders, or with a vibratory hoe-pack, to confirm subgrade stability. This will also assist in identifying any soft subgrade areas. If native subgrades are observed to significantly deflect or pump, the subgrades should be over-excavated and replaced with properly compacted fill or stabilized as recommended in section 6.1.1 Subgrade Stabilization. 6.1.1 Subgrade Stabilization Subgrades may be stabilized using geosynthetic (geogrid) or woven geotextile reinforcement in conjunction with imported granular structural fill. The required thicknesses of granular structural fill (used in conjunction with geogrid or woven geotextile reinforcement) will be dependent on the construction traffic loading (which is unknown at this time), the type of reinforcement (geogrid or woven geotextile), and subgrade conditions. Therefore, a certain degree of trial and error may be required during construction to verify recommended stabilization section thicknesses and reinforcement types. Geogrid reinforcement should consist of Tensar TX-160 or equivalent. Woven geotextile reinforcement should consist of Contech C200 or equivalent. Alternatives to these reinforcement types must be approved by the geotechnical engineer prior to use on site. The following recommendations are provided for subgrade stabilization using reinforcement materials. ♦ Subgrade soils that are disturbed by construction equipment (caused rutting or pumping) should be over-excavated down to undisturbed native soils, utilizing a smooth-blade bucket to limit further disturbance of native soils. Reinforcement materials should be placed on a properly prepared non-disturbed subgrade with smooth surface. ♦ If geogrid reinforcement is used, a minimum weight 4-ounce, non-woven filter fabric should first be placed on the properly prepared subgrade. The geogrid reinforcement should then be placed directly on top of the filter fabric. The filter fabric and reinforcement materials should be unrolled in the primary direction of fill placement and should be over-lapped at least 3 feet or follow manufacturer's recommendations. Filter fabric is not required if a woven geotextile is used for reinforcement. GEOTECHNICAL I ENVIRONMENTAL MATERIALS TESTING I SPECIAL INSPECTION ALLWEST AN EMPLOYEE-OWNED COMPANY Geotechnical Evaluation ALLWEST Project No. 522-233G Black Cat Road Industrial Development January 12, 2023 Ada County, Idaho Page 6 ♦ The reinforcements materials should be pulled taut to remove slack. ♦ Construction equipment should not be operated directly on the reinforcement materials. Granular structural 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 reinforcement material before operating construction equipment on the fill. Low pressure, track-mounted equipment should be used to place fill over the reinforcement materials. ♦ Granular structural fill placed directly over reinforcement materials should be properly moisture-conditioned prior to placement, and once placed, be statically rolled. This combination of reinforcement materials and granular structural fill is considered the "bridge" section over soft subgrades. ♦ After the first"bridge" section has been placed, the remaining structural fill material above the "bridge" section should be compacted to structural fill criteria in section 6.4 Fill Placement and Compaction, utilizing vibratory compaction methods. ♦ Vibratory compaction 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 is not thick enough, and subgrade stabilization should be attempted again with a thicker"bridge" section. The geotechnical engineer or a representative of the geotechnical engineer should be on-site during subgrade stabilization to verify our recommendations are followed, and to provide additional recommendations, as needed. 6.1.2 Utility Trenches Support soils for underground utilities may consist of lean clays, sandy lean clays, sandy silts, silty sands, and/or poorly-graded sands with silt. These soils should provide adequate support for utilities, provided utility subgrades are compacted utilizing vibratory methods, such as with a large vibratory hoe-pack. If utility pipe subgrades are soft, yielding, and/or saturated at the time of construction, subgrade over-excavation and replacement with suitable fill soils 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. 6.2 Excavations and Slopes We anticipate on-site soils can be excavated with typical excavation equipment. Stability of temporary excavations is a function of many factors, including the presence and abundance of groundwater, the type and density of various soil strata, the depth of cut, surcharge loadings adjacent to the excavation, and the length of time the excavation remains open. GEOTECHNICAL I ENVIRONMENTAL MATERIALS TESTING I SPECIAL INSPECTION ALLW EST AN EMPLOYEE-OWNED COMPANY Geotechnical Evaluation ALLWEST Project No. 522-233G Black Cat Road Industrial Development January 12, 2023 Ada County, Idaho Page 7 It is exceedingly difficult under the variable circumstances to pre-establish a safe and "maintenance-free" temporary cut slope angle. Therefore, it is the responsibility of the contractor to maintain safe temporary slope configurations since the contractor is continuously at the job site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface materials and groundwater conditions encountered. Unsupported vertical slopes or cuts deeper than 4 feet are not recommended if worker access is necessary. The cuts should be adequately sloped, shored, or supported to prevent injury to personnel from local sloughing and spalling. The excavation should conform to applicable federal, state, and local regulations. Regarding trench wall support, the site soil is considered Type C soil according to Occupational Safety and Health Administration (OSHA) guidelines and therefore should not exceed a 1.5HAV (horizontal to vertical) temporary slope. We recommend that all permanent cut or fill slopes constructed in native soils be designed at a 2H:1 V inclination or flatter. All permanent cut and fill slopes should be adequately protected from erosion both temporarily and permanently. Prior to construction ALLWEST should be provided a copy of the final grading plan to determine whether the proposed site grading will affect the recommendations provided in this report. 6.3 Materials Stripped 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 can be suitably moisture-conditioned and compacted. Imported granular soils should be free of organics, debris and other deleterious material and meet the following criteria. Imported soils should be approved by ALLWEST prior to delivery to the site. Fill Type Criteria Site Grading Fill Maximum size <_ 6 inches; 0 Retained on /4-inch sieve < 30o ; Liquid limit < 50/o Maximum size <_ 6 inches; Granular Structural Fill, Retained on %-inch sieve < 30%; Granular Subbase Passing No. 200 sieve <_ 15%; Non-plastic Alternatively, meet ISPWC section 801 (6-inch max) Maximum size <_ 1 inch; Crushed Base Course Retained on %-inch sieve < 10%; Passing No. 200 sieve < 10%; Non-plastic Alternatively, meet ISPWC section 802 (Type I) Maximum size <_ 2 inches; Utility Trench Backfill Retained on %-inch sieve < 30%;Passing No. 200 sieve <_ 10o . ; Non-plastic Alternatively, meet ISPWC section 305 (Type I) GEOTECHNICAL I ENVIRONMENTAL MATERIALS TESTING I SPECIAL INSPECTION ALLWEST AN EMPLOYEE-OWNED COMPANY Geotechnical Evaluation ALLWEST Project No. 522-233G Black Cat Road Industrial Development January 12, 2023 Ada County, Idaho Page 8 6.4 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 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 percentage points of the optimum moisture content prior to placement to facilitate compaction. Fill should be compacted to the following percentages of the maximum dry density based on ASTM D 1557 (modified Proctor). Fill Area Compaction (%) Subgrade' Proof-roll Site Grading Fill / Granular Structural Fill 95 Granular Subbase/ Crushed Base Course 95 Utility Trench Backfill 92 'Subgrade stability should be verified and approved by a representative of the geotechnical engineer prior to any fill placement or construction. We strongly recommend backfilling trench excavations with fill soils which meet the criteria in section 6.3 Materials, as on-site fine-grained soils (silts and clays) may be difficult to properly moisture-condition and compact in utility trenches. 6.5 Wet Weather Construction We recommend earthwork for the 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, compacted to requirements stated in this report. 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. 6.6 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 implemented. Snow and ice should be removed from excavated areas and fill areas, prior to additional earthwork or GEOTECHNICAL I ENVIRONMENTAL MATERIALS TESTING I SPECIAL INSPECTION ALLW EST AN EMPLOYEE-OWNED COMPANY Geotechnical Evaluation ALLWEST Project No. 522-233G Black Cat Road Industrial Development January 12, 2023 Ada County, Idaho Page 9 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 should 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. Frozen soils should be removed prior to any 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 construction and compaction criteria and may lead to additional earthwork requirements and extended construction schedules. 6.7 Stormwater Disposal and Drainage During our field exploration we performed seepage testing in test pit TP-1, located within the planned stormwater retention area, within a silty sand soil layer, where we obtained a field- measured seepage rate of 5 inches per hour (in/hr). Based on field seepage test results and our experience with similar soils, we recommend the following seepage rates be utilized for on-site stormwater disposal into silty sand soils. • Silty Sand (non-cemented) ............................................................ 3 in/hr • Silty Sand (with cementation) ................................................................... 1 in/hr Stormwater disposal facilities should be constructed a minimum of 1 foot into the receiving soil. Stormwater disposal facility drain rock and filter sand materials should maintain a separation/filter fabric between native soils and drain rock/filter sand to help prevent fine-soil migration into drainable/filtering media, as required by civil design. ALLWEST should observe stormwater disposal facility subgrades to establish if the suitable receiving soil is encountered (based on civil design depths), to confirm the recommended seepage rate, and to ensure the separation/filter fabric has been properly installed (as required by civil design). The proper separation from bottom of stormwater disposal facilities and seasonal high groundwater should be maintained. As such, seasonal high groundwater should be confirmed via groundwater monitoring throughout snow melt and irrigation seasons(March to October), to assist civil stormwater design. We installed a slotted PVC pipe within test pit TIP-1 within the proposed stormwater retention area for future groundwater monitoring. ALLWEST is currently performing monthly groundwater monitoring to help establish seasonal high groundwater elevation at the site. GEOTECHNICAL I ENVIRONMENTAL MATERIALS TESTING I SPECIAL INSPECTION ALLWEST AN EMPLOYEE-OWNED COMPANY Geotechnical Evaluation ALLWEST Project No. 522-233G Black Cat Road Industrial Development January 12, 2023 Ada County, Idaho Page 10 We recommend the final grading plan include slopes that direct stormwater run-off away from buildings and pavement areas to the developments stormwater management system. Water should not be allowed to infiltrate or pond adjacent to foundations or development areas. 6.8 Asphalt Pavement Prior to pavement section construction, the pavement subgrade should be proof-rolled as recommended in section 6.1 Site Preparation. Drive-lanes and parking areas for light vehicle traffic should be designed for a 20-year Equivalent Single Axle Load (ESAL) of 33,000, which is equivalent to Traffic Index (TI) value of 6 (similar to local roadway). Where heavy-truck traffic is expected, drive-lanes and parking areas should be designed with a 20-year ESAL of 370,000, which is equivalent to a TI of 8 (similar to a collector roadway). If actual traffic conditions are different than what is stated, we should be notified so that we may modify our pavement section design. Based on existing site grades, it is anticipated that majority of roadway subgrade areas will consist of lean clay-or silt-type soils(with varying amounts of sand), or silty sand type soils.We performed CBR testing on a lean clay with sand soil and obtained a CBR value of 6.7, which is approximately equivalent to an R-value of 16. The following flexible asphalt pavement sections were designed utilizing the AASHTO pavement methodology and our experience with local jurisdictions. Based on subgrade preparation requirements and design assumptions, we recommend the following pavement sections be utilized for construction of parking and drives for light vehicles and heavy-truck traffic. Asphalt Crushed Granular Pavement Application Concrete Base Course Subbase (inches) (inches) (inches) Light Vehicle Traffic 2.5 4 11 Heavy-Truck Traffic 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. Finished asphalt surfaces should slope no less than 2% to help reduce the potential for surface water to infiltrate into the underlying pavement sections and subgrade soils. If the overall site is relatively flat, then finished asphalt surfaces should be constructed with crowns that slope away at a minimum gradient of 2% toward stormwater collection areas. Crack maintenance on pavements should be performed at least every 3 years, or when cracking is evident. Crack sealing will help reduce surface water from infiltrating into the supporting soils. GEOTECHNICAL I ENVIRONMENTAL MATERIALS TESTING I SPECIAL INSPECTION ALLW EST AN EMPLOYEE-OWNED COMPANY Geotechnical Evaluation ALLWEST Project No. 522-233G Black Cat Road Industrial Development January 12, 2023 Ada County, Idaho Page 11 6.9 Soil Corrosion Potential Resistivity, pH, and chloride testing was performed on samples of the near surface native soils to evaluate corrosion potential to buried metal (cables, pipes, piles, etc.). The on-site soils resulted in pH values of 7.8 to 8.0, resistivity values of 1,540 to 1,890 Ohm-cm, and chloride concentrations of 12 to less than 10 parts per million (ppm). A pH of 7 is considered neutral, values below 7 are considered acidic, and values above 7 are considered basic. In general, pH ranges of 5 to 8.5 are unlikely to have a direct influence on corrosion of buried metals. Soil resistivity values below 1,000 are considered extremely corrosive to metal, values between 1,000 and 3,000 are considered highly corrosive to metal, values between 3,000 and 10,000 are considered mildly corrosive, and values above 10,000 are considered non-corrosive to metal (Roberge, 2006). Based on resistivity test results, the on-site soils are considered highly corrosive to buried metal. Chloride can affect metals differently and the severity of the affect is based on the type of metal and the chloride concentration. Relevant protection/coating against high chloride concentrations may be selected by the design engineer based on the type of metal to be buried. Sulfate testing was also performed on samples of near surface native soils to evaluate requirements for concrete exposed to water soluble sulfates in soil. Laboratory testing of the on- site soils resulted in dissolved sulfate in water concentrations of 19 to 22 ppm. Based on the International Building Code (IBC), exposure classifications of concrete to dissolved sulfates in water are as follows: less than 150 ppm is negligible; 150 to 1,500 ppm is moderate; 1,500 to 10,000 ppm is severe; and over 10,000 ppm is very severe. Based on laboratory testing, the dissolved sulfates in water concentrations are negligible to exposed concrete. 7.0 ADDITIONAL RECOMMENDED SERVICES To maintain continuity and efficiency, we recommend ALLWEST be retained to provide observations and testing throughout earthwork 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: ♦ Observe site stripping, over-excavations, test pit remediation, and any other soil over- excavations and backfills. ♦ Observe subgrade proof-rolling and approve subgrades prior to fill/materials placement or roadway section/utility construction. GEOTECHNICAL I ENVIRONMENTAL MATERIALS TESTING I SPECIAL INSPECTION ALLWEST AN EMPLOYEE-OWNED COMPANY Geotechnical Evaluation ALLWEST Project No. 522-233G Black Cat Road Industrial Development January 12, 2023 Ada County, Idaho Page 12 ♦ Observe removal of disturbed soil and subgrade stabilization, if required. ♦ Observe stormwater disposal facility subgrades, confirm subsurface seepage rates by performing large-scale seepage testing within stormwater disposal facility locations, and observe overall stormwater disposal facility construction. ♦ Conduct compaction testing of fill soils for general site grading, utility backfills, and pavement subsections. ♦ Observe placement of asphalt and test 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. 8.0 EVALUATION LIMITATIONS This report has been prepared to assist the planning, design, and construction for the Black Cat Road Industrial Development to be located in Ada County, Idaho. Reliance by any other party is prohibited without the written authorization of ALLWEST. Our services consist of professional opinions and conclusions made in accordance with generally accepted geotechnical engineering principles and practices in the local area at the time this report was prepared. This acknowledgement is in lieu of all warranties, express or implied. The following appendices complete this report: Appendix A—Vicinity Map, Exploration Location Map Appendix B —Test Pit Logs, Boring Logs, Unified Soil Classification System Appendix C— Laboratory Test Result GEOTECHNICAL I ENVIRONMENTAL MATERIALS TESTING I SPECIAL INSPECTION ALLWEST AN EMPLOYEE-OWNED COMPANY Appendix A A-1 : Vicinity Map A-2: Exploration Location Map GEOTECHNICAL I ENVIRONMENTAL MATERIALS TESTING I SPECIAL INSPECTION ALLWEST AN EMPLOYEE-OWNED COMPANY f SA, .. x cue Xo IL -WE UII,+Fra t� d j 4'Franklin - - . ,-• _ - Y Y land Rd 111! Dverlan c#_ - - � .� - `� • � '�. fir. f Z755 ,] l -Rd . . W{Vic#cn cLIN GEOTECHNICAL EVALUATION ALLWESTBLACK CAT ROAD INDUSTRIAL DEVELOPMENT 'D' COUNTY, D` • MERIDIAN255 N.LINDER ROAD,SUITE 100 CLIENT:TRILOGY DEVELOPMENT •• • PHONE: 1: •1: R• NO.: •A2023 C� � 1fM�fdli�j�IflJi -• - -. - j�r1,�. B-1� -- — — - 1 13UILDING 1 ' 1 c� 0-TP 1?r f Z©t� �Y � TP_8 EJ TP-5 ■ TP-2 ■ BUILDING 2 10 B2 f ; o � l -1 ;TP-4 ■ N LEGEND 0 Approximate location of test pit observed by ALLWEST. * Slotted PVC pipe was installed in test pit. 0 200' 400' ® Approximate location of boring observed by ALLWEST. FIGURE A-2: EXPLORATION LOCATION MAP GEOTECHNICAL EVALUATION ALLWESTBLACK CAT ROAD INDUSTRIAL DEVELOPMENT ADA COUNTY, IDAHO 255 N.LINDER ROAD,SUITE 100 CLIENT:TRILOGY DEVELOPMENT MERIDIAN IDAHO,83642 PHONE:(208)895-7898 FAX:(208)898-3959 PROJECT NO.:522-233G DATE:JANUARY 2023 Appendix B Test Pit Logs Boring Logs Unified Soil Classification System GEOTECHNICAL I ENVIRONMENTAL MATERIALS TESTING I SPECIAL INSPECTION ALLW EST AN EMPLOYEE-OWNED COMPANY ALLWEST DATE STARTED: 5/31/2022 TP - 1 DATE FINISHED: 5/31/2022 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. EXCAVATION METHOD:2-ft wide test pit TEST PIT LOG LOGGER:Parker Norris WEATHER:Sunny PROJECT:522-233G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Black Cat Road Industrial Development LATITUDE(DEGREES):N 43°35'48.1992"(43.596722°) U U LONGITUDE(DEGREES):W-116°27'11.9448" (-116.453318°) U u) TOTAL DEPTH: 12' = SAMPLE w Q DESCRIPTION W NOTES Sandy SILT(Native); brown, medium dense, moist Significant roots and vegetation observed to 6 inches. 1 ML 2 3 Silty SAND;tan,medium dense, moist Passing No.200 sieve=41 Bag 3.5'-4' Moisture content=22% 4 Field seepage test performed at 4 feet. Field seepage rate=5 in/hr. 5 6 ----------------------------------------------- SM 7 8 ...weak cementation observed from 6.5 to 10 feet 9 Silty GRAVEL with Sand; brown, medium dense,moist to ° Bag 10.5'-11' saturated 1 17 GM - o 1 Test pit terminated at 12 feet due to caving. Slotted PVC pipe installed. 1 1 WATER LEVELS 11.5' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 5/31/2022 TP - 2 DATE FINISHED: 5/31/2022 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. EXCAVATION METHOD:2-ft wide test pit TEST PIT LOG LOGGER:Parker Norris WEATHER:Sunny PROJECT:522-233G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Black Cat Road Industrial Development LATITUDE(DEGREES):N 43°35'46.0032"(43.596112°) U U LONGITUDE(DEGREES):W-116°27'7.758" (-116.452155°) U u) TOTAL DEPTH:8' = SAMPLE 0- CL Lu DESCRIPTION W NOTES Lean CLAY with Sand(Native); brown,stiff, moist Significant roots and vegetation observed to 6 inches. Passing No.200 sieve=85% 1 cL Bulk 0.5'-1.5' ILL=40, PL=20,PI=20 CBR=6.7 2 Sandy SILT; brown, medium dense, moist 3— ML 4 Silty SAND; light brown, medium dense to very dense,moist 5 6 sm ...weak to moderate cementation observed throughout soil layer 7 8 Test pit terminated at 8 feet due to excavation refusal on strong cementation. 9 1 1 1 1 1 WATER LEVELS a WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 5/31/2022 TP - 3 DATE FINISHED: 5/31/2022 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. EXCAVATION METHOD:2-ft wide test pit TEST PIT LOG LOGGER:Parker Norris WEATHER:Sunny PROJECT:522-233G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Black Cat Road Industrial Development LATITUDE(DEGREES):N 43°35'42.7812"(43.595217°) U U LONGITUDE(DEGREES):W-116°27'6.624" (-116.45184°) U u) TOTAL DEPTH: 13' = SAMPLE a CL Lu DESCRIPTION W NOTES Lean CLAY with Sand(Native); brown,very stiff, moist Significant roots and vegetation observed to 6 inches. CL 1 Sandy SILT;tan,medium dense, moist Passing No.200 sieve=60% Bag 1.5' 2' Moisture content= 10% 2 3 MIL 4 5 Poorly-Graded SAND with Silt;orange-brown,medium dense, moist 6 SP-SM 7 Sandy SILT;tan,medium dense to dense, moist 8 9 1 ML ...weak to moderate cementation observed throughout soil layer 1 1 13__ Test pit terminated at 13 feet. 1 WATER LEVELS a WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 5/31/2022 TP - 4 DATE FINISHED: 5/31/2022 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. EXCAVATION METHOD:2-ft wide test pit TEST PIT LOG LOGGER:Parker Norris WEATHER:Sunny PROJECT:522-233G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Black Cat Road Industrial Development LATITUDE(DEGREES):N 43°35'42.4032"(43.595112°) U U LONGITUDE(DEGREES):W-116°27'1.3248" (-116.450368°) U u) TOTAL DEPTH: 13.5' = SAMPLE w Q DESCRIPTION W NOTES Sandy Lean CLAY(Native); brown,stiff, moist Significant roots and vegetation observed to 6 inches. CL 1 Silty SAND with Gravel;tan, medium dense, moist 2 sm Bag 2'-2.5' 3 Silty SAND;tan,medium dense to dense, moist Bag 3.5'-4' 4 5 6 7 8 ----------------------------------------------- sm 9 1 ...weak to moderate cementation observed from 8 to 13.5 feet 1 1 1 Test pit terminated at 13.5 feet. 1 WATER LEVELS a WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 5/31/2022 TP - 5 DATE FINISHED: 5/31/2022 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. EXCAVATION METHOD:2-ft wide test pit TEST PIT LOG LOGGER:Parker Norris WEATHER:Sunny PROJECT:522-233G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Black Cat Road Industrial Development LATITUDE(DEGREES):N 43°35'46.6836"(43.596301°) U U LONGITUDE(DEGREES):W-116°26'56.814" (-116.449115°) U u) TOTAL DEPTH: 13' = SAMPLE a CL Lu DESCRIPTION W NOTES Lean CLAY with Sand(Native); brown,stiff, moist Significant roots and vegetation observed to 6 inches. 1 Passing No.200 sieve=72% Bag 1.5'-2' Moisture content= 15% 2 ILL=28, PL= 19,PI=9 cL 3 4 5 Silty SAND;tan,medium dense to dense, moist 6 7 Bag 7'-7.5' Passing No.200 sieve=31% Moisture content=27% 8 sM ..moderate cementation observed throughout soil layer 9 1 1 Sandy SILT;tan,medium dense,saturated Passing No.200 sieve=70% Bag 12'-12.5'ML Moisture content=45% 1 Test pit terminated at 13 feet. 1 WATER LEVELS 12' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 5/31/2022 TP - 6 DATE FINISHED: 5/31/2022 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. EXCAVATION METHOD:2-ft wide test pit TEST PIT LOG LOGGER:Parker Norris WEATHER:Sunny PROJECT:522-233G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Black Cat Road Industrial Development LATITUDE(DEGREES):N 43°35'50.1432"(43.597262°) U U LONGITUDE(DEGREES):W-116°26'56.688" (-116.44908°) U u) TOTAL DEPTH: 12' = SAMPLE CL w Q DESCRIPTION W NOTES Sandy Lean CLAY(Native); light brown,stiff, moist Significant roots and vegetation observed to 6 inches. 1 CL 2 3 Silty SAND; brown to light gray,medium dense to dense, moist to saturated 4 ...weak cementation observed from 3.5 to 5.5 feet 5 ----------------------------------------------- 7 sm ----------------------------------------------- .•:.. ...moderate cementation observed from 8 to 10 feet Passing No.200 sieve=23% � Bag 9' 9.5' Moisture content=36% 1 - - - - - - - - - - - - 1 1 Test pit terminated at 12 feet due to caving. 1 1 WATER LEVELS 9' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 5/31/2022 TP - 7 DATE FINISHED: 5/31/2022 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. EXCAVATION METHOD:2-ft wide test pit TEST PIT LOG LOGGER:Parker Norris WEATHER:Sunny PROJECT:522-233G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Black Cat Road Industrial Development LATITUDE(DEGREES):N 43°35'50.244"(43.59729°) U U LONGITUDE(DEGREES):W-116°27'2.628" (-116.45073°) U u) TOTAL DEPTH: 13' = SAMPLE CL w Q DESCRIPTION W NOTES Lean CLAY(Native); light brown,stiff, moist Significant roots and vegetation observed to 8 inches. 1 Bag 1'-1.5' Passing No.200 sieve=86% Moisture content= 13/o ILL=35, PL= 17,PI= 18 2 CL 3 Bag 3'-3.5' 4 Silty SAND; light brown, medium dense,moist 5 Bag 5'-5.5' Passing No.200 sieve=20% Moisture content=22% g ...weak cementation observed from 5.5 to 6.5 feet sm ----------------------------------------------- 8 Silty SAND with Gravel;brown, medium dense, moist to saturated Bag 8'-8.5' 1 sm 1 1 1 Test pit terminated at 13 feet. 1 WATER LEVELS 9' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 5/31/2022 TP - 8 DATE FINISHED: 5/31/2022 EXCAVATOR: CASE 580C MERIDIAN,IDAHO OPERATOR:Steve Just GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc. EXCAVATION METHOD:2-ft wide test pit TEST PIT LOG LOGGER:Parker Norris WEATHER:Sunny PROJECT:522-233G NOTES:See Figure A-2 in Appendix A for approximate test pit location. Black Cat Road Industrial Development LATITUDE(DEGREES):N 43°35'46.7376"(43.596316°) U U LONGITUDE(DEGREES):W-116°27'2.9268" (-116.450813°) U u) TOTAL DEPTH: 13' = SAMPLE a CL Lu DESCRIPTION W NOTES Lean CLAY with Sand(Native); brown,stiff, moist Significant roots and vegetation observed to 6 inches. 1 CL Bag 1.5'-2' 2 3 Sandy SILT; light brown, medium dense, moist Bag 3.5'-4' 4 ----------------------------------------------- ML 5 ...weak cementation observed from 4 to 6.5 feet 6 Silty SAND;tan,medium dense, moist to saturated 7- 8- 9 SM 1 ...becomes gray at 10 feet o Bag 10'-10.5' Passing No.200 sieve=39/o Moisture content=34/o 1 17 1 Test pit terminated at 13 feet. 1 WATER LEVELS 11.5' EZ WHILE EXCAVATING Y AT COMPLETION 1 AFTER EXCAVATING Sheet 1 of 1 ALLWEST DATE STARTED: 6/3/2022 BORING B-1 DATE FINISHED: 6/3/2022 DRILL: CME-75 MERIDIAN, IDAHO DRILLER: Jerry HAMMER: Automatic GEOTECHNICAL SECTION COMPANY:Haztech Drilling DRILLING METHODS:8"Hollow Stem BORING LOG LOGGER: Parker Norris Auger WEATHER:Sunny PROJECT:522-233G NOTES:See Figure A-2-Exploration Location Plan for approximate boring location Black Cat Road Industrial Development LATITUDE(DEGREES):N 43°35'49.704" (43.59714°) p ♦ WATER CONTENT(%) = LONGITUDE(DEGREES):W-116'27'6.9588" (-116.451933°) J w= w FIELD PLASTIC LIMIT �� LIQUID LIMIT = t v a�- J BLOW w TOTAL DEPTH: 16.5' _ w g COUNT 0 BLOW COUNT(N-VALUE) w o ¢ U) < (Corrected) o DESCRIPTION 0 0 20 40 600.0 (CL)Lean CLAY wih Sand(Native); brown,stiff, moist . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . 2.0 (SM)Silty SAND; light brown,loose to medium dense,moist to wet Passing No.200 sieve=48% 3 Moisture content= 17% 8-6-6 Dry unit weight=98.7 pcf 2.5 4 (7) T pH=7.8 . . . . . . . . . . . . . . . . . . . 4 Resistivity= 1,540 Ohm-cm 7 4.0 Sulfate=22 ppm . . Chloride=12 ppm . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 56.5 5-6-4 . . . . . . . . . . . . . . . . . . 6 (10) 6.0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 ...weak cementation observed from 7.5 to 8 feet 8.0 7.5-9 9-6-9 . . . . jill . . . . . . . . . . . . . . . . . . . (15) . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 (GP-GM)Poorly-Graded GRAVEL with Silt and Sand; brown,very dense,wet to saturated ° 1 0 10.0 ° . . . . . . . . . . . . . . . . . . 11 0-11.5 17(-50j6" . . . . . . . . . . . . . . . . . . . . . . . >> 100 (SP-SM)Poory-graded SAND with Silt and Gravel;tan,very 12 dense,saturated 12.0 13 14 . . . . . . . . . . . . . . . . . . . . . . . . . 14.0 1 5-16.5 45 33 46 . . . . . . . . . . . . . . . . . . . . >> 16 (79) 6.0 Boring terminated at 16.5 feet. 17 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 . . . . . . . . . . . . . . . . . . . . . . . . . . . 18.0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.0 28 WATER LEVELS II 3"OD Split Spoon(D&M) 0 50 100 10' 2 WHILE DRILLING ]12"OD Split Spoon(SPT) ® ROD(%) Y AT COMPLETION 0 RECOVERY(%) 1 AFTER DRILLING Sheet 1 of 1 ALLWEST DATE STARTED: 6/3/2022 BORING B-2 DATE FINISHED: 6/3/2022 DRILL: CME-75 MERIDIAN, IDAHO DRILLER: Jerry HAMMER: Automatic GEOTECHNICAL SECTION COMPANY:Haztech Drilling DRILLING METHODS:8"Hollow Stem BORING LOG LOGGER: Parker Norris Auger WEATHER:Sunny PROJECT:522-233G NOTES:See Figure A-2-Exploration Location Plan for approximate boring location Black Cat Road Industrial Development LATITUDE(DEGREES):N 43°35'43.2312" (43.595342°) OO ♦ WATER CONTENT(%) = LONGITUDE(DEGREES):W-116'26'55.68" (-116.4488°) w= w FIELD PLASTIC LIMIT �� LIQUID LIMIT = t v a�- J BLOW w TOTAL DEPTH: 16.5' _ w g COUNT 0 BLOW COUNT(N-VALUE) w o ¢ U) < (Corrected) o DESCRIPTION 0 0 20 40 600.0 (CL)Sandy Lean CLAY(Native);brown,stiff, moist . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . 2.0 (SM)Silty SAND; brown, medium dense, moist to wet . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . 12-9-8 2.5-4 (17) 4 . . . . . . . . . . . . . . . . . . . . 4.0 5 ...gravel observed in sample from 5 to 6 feet Passing No.200 sieve= 13% 13-60/6" Moisture content= 14% 5-6.5 V. . . . . . . . . . . . . . . . . . » 0 6 pH=8.0 (74) Resistivity= 1,890 Ohm-cm Sulfate=19 ppm 7 Chloride=<10 ppm 8 10-15-14 . . . . . . . . . . . . . . . . . . . . . . . . 8.0 7.5-9 (29) becomes tan from 8.5 to 9 feet 9 . . . . . . . . . . . . . . . . . . . . . . . . 1 . . . . . . . . . . . . . . . . . . . . . . . . . 10.0 011.5 7-10-14 . . . . . . . . . . . . . . . . . . . . . . 11 6-inch-layer of weak cementation observed at 11 feet (24) (ML)SILT with Sand; brown,loose,moist to wet . . . 12 12.0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 . . . . . . . . . . . . . . . . . . . . . . . . . . 14.0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-16.5 3 1 3 . . . . . . . . . . . . . . . . . . . . . . . 16 (4) 16.0 Boring terminated at 16.5 feet. 17 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 . . . . . . . . . . . . . . . . . . . . . . . . . . . 18.0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.0 28 WATER LEVELS II 3"OD Split Spoon(D&M) 0 50 100 2 WHILE DRILLING ]1 2"OD Split Spoon(SPT) ® R (%) Y AT COMPLETION 0 REECC OVERY(%) 1 AFTER DRILLING 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. SM Silty Sand, I SANDS Sand-Silt Mixtures. I WITH FINES SC Clayey Sand, I 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 GEOTECHNICAL I ENVIRONMENTAL MATERIALS TESTING I SPECIAL INSPECTION ALLW EST AN EMPLOYEE-OWNED COMPANY Summary of Laboratory Test Results Limits Test Pit/ Moisture Gradation Atterberg Dry Unit Depth Liquid Plastic Plasticity CBR Resistivity Sulfate Chloride Sample Classification Boring (Feet) Content Gravel Sand Silt/Clay Limit Limit Index Weight N pH (Ohm-cm) (ppm) (ppm) (USCS) TP-1 3.5-4 22 41 Silty SAND (SM) TP-2 0.5- 1.5 85 40 20 20 6.7 Lean CLAY with Sand (CL) TP-3 1.5-2 10 60 Sandy SILT(ML) TP-5 1.5-2 15 72 28 19 9 Lean CLAY with Sand (CL) TP-5 7-7.5 27 31 Silty SAND (SM) TP-5 12- 12.5 45 70 Sandy SILT(ML) TP-6 9-9.5 36 23 Silty SAND (SM) TP-7 1 - 1.5 13 86 35 17 18 Lean CLAY(CL) TP-7 5-5.5 22 20 Silty SAND (SM) TP-8 10- 10.5 34 39 Silty SAND (SM) B-1 3.5-4 17 48 98.7 7.8 1,540 22 12 Silty SAND (SM) B-2 6-6.5 14 13 8.0 1,890 19 <10 Silty Sand (SM) Table C-1 255 N. Linder Road, Suite 100 • Meridian, Idaho 83642 • (208)895-7895• Fax(208)898-3959 www.allwesttesting.com This report may not be reproduced, except in full,without the permission of ALLWEST. LIQUID AND PLASTIC LIMITS TEST REPORT 60 Dashed line indicates the approximate upper limit boundary for natural soils 50 �0 ' G 40 U C � X W N— Z_ ' v 30 c F- LU C/) ' Q i J / a: 20 H A&H U) LU J J Q 10 / o ■ c I / 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 %<#200 USCS • Lean Clay with sand 40 20 20 85% CL c■ Lean Clay with sand 28 19 9 72% CL C♦ Lean Clay 35 17 18 86% CL X m m U 7 O ` Project No. 522-233 Client: Trilogy Development Remarks: aD Project: Black Cat Drive Industrial Development c *Location: TP-2 Depth: 0.5'-1.5' ■Location: TP-5 Depth: 1.5'-2' ALocation: TP-7 Depth: F-1.5' 0 cn AL ELW .'"ST H Figure C-1 Tested By: C. Downes Checked By:J.Varozza California Bearing Ratio ASTM D 1883 Project: Black Cat Industrial Development Project No.: 522-233G Client: Trilogy Development Location: TP-2 @ 0.5 - 1.5 ft Date Tested: 6/13/22 Compaction Method: ASTM D1557 Tested By: C. Downes Classification: Lean Clay with sand (CL) 150 135 120 105 CA 90 c 0 E 75 c 0 tA v 60 PSI @ 0.1 inch penetration =67 45 30 15 0 0 0.1 0.2 0.3 0.4 0.5 Penetration(inches) CBR @ 0.1 Inch Penetration: 6.7 Maximum Dry Unit Weight (pcf): 108.9 Swell (%): 4.7 Optimum Water Content (%): 13.1 Dry Unit Weight Before Soak(pcf): 98.1 Remold of Max. Dry Unt Wgt(%): 90 Water Content Before Soak (%): 15.1 Water Content After Soak, Top 1 Inch (%): 29.8 Surcharge (psf): 50 Immersion Period (hrs): 96 Reviewed By: James Varozza Figure: C-2 LLWE 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 ALLW EST. Test Pit: TP-1 Date Feet Below Ground Surface 6/16/2022 10.1 7/15/2022 9.4 8/11/2022 8.9 9/14/2022 8.6 Table 1 ALLWEST Groundwater Monitoring Black Cat Drive Industrial Development Caldwell, Idaho 255 N. Linder Road, Suite 100 Client Name: Trilogy Development Meridian, Idaho 83642 Project No.: 522-233G Phone: 208-895-7898 Fax: 208-898-3959 Date: September 2022 1DW L RQDO ) O RRG +D ] DU G ... 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