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HomeMy WebLinkAboutGeotech Report V17RAA TE RI ALS 1'E,��\ TING & PECTION APPROVED oaTE:04/20/22 v FILE NUMBER:N-z 1s 8 n Nauahi ❑ Geotechnical Engineering ❑ Construction Materials Brighton Development, Inc. 12601 West Explorer Drive, Suite 200 Boise, ID 83713 208-378-4000 Dear Mr. Nauahi: 6 April 2018 Page # 1 of 27 b180364g_hmitedgeo ❑ Special Inspections Re: Limited Geotechnical Engineering Report Pinnacle Subdivision Near Locust Grove Road and Lake Hazel Road Meridian, ID In compliance with your instructions, MTI has conducted a limited soils exploration for the above referenced development. Fieldwork for this investigation was conducted on 21 and 23 March 2018. The proposed development is in the southern portion of the City of Meridian, Ada County, ID, and occupies a portion of Sections 31 and 32, Township 3 North, Range 1 East, and Sections 5 and 6, Township 2 North, Range 1 East, Boise Meridian. This project will consist of construction of a residential subdivision. Details of the proposed subdivision are unknown at this time. MTI has not been informed of the proposed grading plan. Authorization Authorization to perform this exploration and analysis was given in the form of a written authorization to proceed from Mr. Jonathan D. Wardle of Brighton Development, Inc. to Elizabeth Brown of Materials Testing and Inspection (MTI), on 5 March 2018. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between Brighton Development, Inc. and MTI. Our scope of services for the proposed development has been provided in our proposal dated 5 March 2018 and repeated below. Scope of Investigation The scope of this investigation included review of geologic literature and existing available geotechnical studies of the area, visual site reconnaissance of the immediate site, subsurface exploration of the site, field and laboratory testing of materials collected, and engineering analysis and evaluation of subsurface materials. Our scope of work did not include foundation design, pavement design, or earthwork recommendations. Regional Geology The project site is located within the western Snake River Plain of southwestern Idaho and eastern Oregon. The plain is a northwest trending rift basin, about 45 miles wide and 200 miles long, that developed about 14 million years ago (Ma) and has since been occupied sporadically by large inland lakes. Geologic materials found within and along the plain's margins reflect volcanic and fluvial/lacustrine sedimentary processes that have led to an accumulation of approximately 1 to 2 km of interbedded volcanic and sedimentary deposits within the plain. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright www.mti-id.com • mtl mti-id.com ght©2018 Testing &Inspectionspection 7RAA TE RI ALS 1'E,��\ TING & PECTION APPROVED DATE: 04/20/22 .,CZl ❑ Geotechnical Engineering ❑ Construction Materials 6 April 2018 Page # 2 of 27 b180364g_hmitedgeo ❑ Special Inspections FILE NUMRER:H-�1o08rgins of the plain, streams that drained the highlands to the north and south provided coarse to fine-grained sediments eroded from granitic and volcanic rocks, respectively. About 2 million years ago the last of the lakes was drained and since that time fluvial erosion and deposition has dominated the evolution of the landscape. The project site is underlain by "Gravel of Amity Terrace" as mapped by Othberg and Stanford (1993). The Amity terrace is the fifth terrace above the modern Boise River and represents the first level of Quaternary incision by the Boise River. The terrace, which has been correlated with Deer Flat terrace deposits to the west, is modified extensively by erosion and faulting. Where little erosion has taken place the terrace is mantled with loess 1.6-7 feet thick. General Site Characteristics This proposed development consists of approximately 426 acres of gently rolling terrain in the northwest to relatively flat and level terrain from the central to southeastern portion of the site. Throughout the majority of the site, surficial soils consist of fine-grained clay -sand mixtures. Vegetation primarily consists of agricultural crop remnants, bunchgrass, and other native grass varieties typical of and to semi -arid environments. The Farr Lateral trends northwest/southeast along the northern property boundary. In the central portion of the site, the McBimey Lateral trends west to east. The western and southern border of the site is bounded by the Rawson Canal. Regional drainage is north toward the Boise River. Stormwater drainage for the site is achieved by percolation through surficial soils. In the most northwestern portion of the property, intermittent off -site site stormwater may drain onto the site from the north. Stormwater drainage collection and retention systems are not in place on the project site and do not currently exist within the vicinity of the project site. Exploration and Sampling Procedures Field exploration conducted to determine engineering characteristics of subsurface materials included a reconnaissance of the project site and investigation by test pit. Test pit locations were predetermined by Brighton Construction and marked in the field. Test pit sites were located in the field by means of a Global Positioning System (GPS) device and are reportedly accurate to within ten feet. Upon completion of investigation, each test pit was backfilled with loose excavated materials. Re -excavation and compaction of these test pit areas are required prior to construction of overlying structures. In addition, samples were obtained from representative soil strata encountered. Samples obtained have been visually classified in the field by professional staff, identified according to test pit number and depth, placed in sealed containers, and transported to our laboratory for additional testing. Subsurface materials have been described in detail on logs provided in the Enclosures section. Results of field and laboratory tests are also presented in the Enclosures section. MTI recommends that these logs not be used to estimate fill material quantities. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright www.mti-id.com • mtI mti-id.com ght©2018 Testing &Inspectionspection TE RI ALS 7RAA 1'E,��\ TING & PECTION APPROVED lesting DATL 04i20i22 ❑ Geotechnical Engineeri FILE NUMBER:H-z 1s 8 Program ❑ Construction Materials 6 April 2018 Page # 3 of 27 b180364g_hmitedgeo ❑ Special Inspections Along with our field investigation, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of subsurface materials necessary in an analysis of anticipated behavior of the proposed structures. Laboratory tests were conducted in accordance with current applicable American Society for Testing and Materials (ASTM) specifications, and results of these tests are to be found on the accompanying logs located in the Enclosures section. The laboratory testing program for this report included: Atterberg Limits Testing — ASTM D4318 and Grain Size Analysis — ASTM CI 17/C136. Soil and Sediment Profile The profile below represents a generalized interpretation for the project site. Note that on site soils strata, encountered between test pit locations, may vary from the individual soil profiles presented in the logs, which can be found in the Enclosures section. The materials encountered during exploration were quite typical for the geologic area mapped as Gravel of Amity Terrace. Surficial soils were predominately lean clays; though sandy silty clay and borderline lean clay/fat clay was noted in test pits 3 and 16, respective. Clays were brown to dark brown or grey, dry to moist, soft to very stiff, and contained fine to coarse -grained sand. In test pit 12, gravels were also noted within the lean clays. In test pits 6 and 7, surficial materials were silty gravel fills and sandy organic silt fill, respectively. The fills were brown, dry, dense/very soft, and contained fine to coarse -grained sand and fine to coarse gravel. Below the surficial soils throughout most of the site were silty sands. These sediments were brown to light brown, dry to moist, medium dense to very dense, and contained fine to coarse -grained sand. At depth in most test pits were poorly graded sand with silt, poorly graded gravel with sand, and poorly graded gravel with silt and sand. These sediments were brown to light brown to tan, dry, very dense, and contains fine to coarse -sand, fine to coarse gravel, and 12-inch-minus cobbles. Test pit 16 met with refusal on basalt. This basalt was blackish, slightly weathered to fresh, very closely fractured, very strong to extremely strong, and contained vesicles. Competency of test pit walls varied little across the site. In general, fine grained soils remained stable while more granular sediments readily sloughed. However, moisture contents will also affect wall competency with saturated soils having a tendency to readily slough when under load and unsupported. Groundwater During this field investigation, groundwater was not encountered in test pits advanced to a maximum depth of 16.7 feet bgs. Soil moistures in the test pits were generally dry to moist within surficial soils and dry below. In the vicinity of the project site, groundwater levels are controlled in large part by residential and agricultural irrigation activity and leakage from nearby canals. Maximum groundwater elevations likely occur during the later portion of the irrigation season. During previous investigations performed in March 2013 and November 2015 within approximately 1/4-mile to the west and south of the project site, groundwater was not encountered to depths as great as 10.5 to 16.6 feet bgs. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright www.mti-id.com • mtI mti-id.com ght©2018 Testing &Inspectionspection 7RAA TE RI ALS 1'E,��\ TING & PECTION APPROVED oat:04/20/22 v ❑ Geotechnical Engineering ❑ Construction Materials 6 April 2018 Page # 4 of 27 b180364g_hmitedgeo ❑ Special Inspections FILENUMRER:H-�'�67 on purposes, groundwater depth can be assumed to remain greater than 15 feet bgs throughout the year. However, leakage from the laterals on or adjacent to the site may influence groundwater levels. Since this is an estimated depth and seasonal groundwater levels fluctuate, actual levels should be confirmed by periodic groundwater data collected from piezometers installed in all the test pits. If desired, MTI is available to perform this monitoring. Soil Infiltration Rates Soil permeability, which is a measure of the ability of a soil to transmit a fluid, was not tested in the field. Given the absence of direct measurements, for this report an estimation of infiltration is presented using generally recognized values for each soil type and gradation. Of soils comprising the generalized soil profile for this study, lean/fat clay soils and sandy silty clay soils generally offer little permeability, with typical hydraulic infiltration rates of less than 2 inches per hour. Silty sand sediments usually display rates of 4 to 8 inches per hour; though calcium carbonate cementation may reduce this value to near zero. Poorly graded sand and gravel sediments typically exhibit infiltration values in excess of 12 inches per hour; though calcium carbonate cementation may reduce this value to near zero. Infiltration testing is generally not required within these sediments because of their free -draining nature. Ada County Highway District (ACHD) will require onsite percolation testing once the proposed locations of infiltration facilities are determined. The quantity of testing will be dependent on the size and number of infiltration facilities planned, and can be determined from Section 8000 of the ACHD Policy Manual. The estimated infiltration rates listed above are to be considered preliminary and are only provided to determine feasibility for onsite infiltration. Warranty and Limiting Conditions MTI warrants that findings and conclusions contained herein have been formulated in accordance with generally accepted professional engineering practice in the fields of foundation engineering, soil mechanics, and engineering geology only for the site and project described in this report. These engineering methods have been developed to provide the client with information regarding apparent or potential engineering conditions relating to the site within the scope cited above and are necessarily limited to conditions observed at the time of the site visit and research. Field observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. Exclusive Use This report was prepared for exclusive use of the property owner(s), at the time of the report, and their retained design consultants ("Client"). Conclusions and recommendations presented in this report are based on the agreed -upon scope of work outlined in this report together with the Contract for Professional Services between the Client and Materials Testing and Inspection ("Consultant"). Use or misuse of this report, or reliance upon findings hereof, by parties other than the Client is at their own risk. Neither Client nor Consultant make representation of warranty to such other parties as to accuracy or completeness of this report or suitability of its use by such other parties for purposes whatsoever, known or unknown, to Client or Consultant. Neither Client nor Consultant shall have liability to indemnify or hold harmless third parties for losses incurred by actual or purported use or misuse of this report. No other warranties are implied or expressed. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright www.mti-id.com • mtl mti-id.com ght©2018 Testing &Inspectionspection TE RI ALS TING & PECTION APPROVED oaTE: 04/20/22 F FILE NUMRER:H-z 1s 87 ❑ Geotechnical Engineering ❑ Construction Materials 6 April 2018 Page # 5 of 27 b180364g_hmitedgeo ❑ Special Inspections Report Recommendations are Limited and Subiect to Misinterpretation There is a distinct possibility that conditions may exist that could not be identified within the scope of the investigation or that were not apparent during our site investigation. Findings of this report are limited to data collected from noted explorations advanced and do not account for unidentified fill zones, unsuitable soil types or conditions, and variability in soil moisture and groundwater conditions. To avoid possible misinterpretations of findings, conclusions, and implications of this report, MTI should be retained to explain the report contents to other design professionals as well as construction professionals. Since actual subsurface conditions on the site can only be verified by earthwork, note that construction recommendations are based on general assumptions from selective observations and selective field exploratory sampling. Upon commencement of construction, such conditions may be identified that require corrective actions, and these required corrective actions may impact the project budget. Therefore, construction recommendations in this report should be considered preliminary, and MTI should be retained to observe actual subsurface conditions during earthwork construction activities to provide additional construction recommendations as needed. Since geotechnical reports are subject to misinterpretation, do not separate the soil logs from the report. Rather, provide a copy of, or authorize for their use, the complete report to other design professionals or contractors. Locations of exploratory sites referenced within this report should be considered approximate locations only. For more accurate locations, services of a professional land surveyor are recommended. This report is also limited to information available at the time it was prepared. In the event additional information is provided to MTI following publication of our report, it will be forwarded to the client for evaluation in the form received. Environmental Concerns Comments in this report concerning either onsite conditions or observations, including soil appearances and odors, are provided as general information. These comments are not intended to describe, quantify, or evaluate environmental concerns or situations. Since personnel, skills, procedures, standards, and equipment differ, a geotechnical investigation report is not intended to substitute for a geoenvironmental investigation or a Phase II/III Environmental Site Assessment. If environmental services are needed, MTI can provide, via a separate contract, those personnel who are trained to investigate and delineate soil and water contamination. General Comments Often questions arise concerning soil conditions because of design and construction details that occur on a project. MTI would be pleased to continue our role as geotechnical engineers during project implementation. Additionally, MTI would be pleased in providing materials testing and special inspection services during construction of this project. If you will advise us of the appropriate time to discuss these engineering services, we will be pleased to meet with you at your convenience. MTI appreciates this opportunity to be of service to you and looks forward to working with you in the future. If you have questions, please call (208) 376-4748. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright www.mti-id.com • mtl mti-id.com ght©2018 Testing &Inspectionspection MATERIALS E IDIAN> TI NG & PECTION APPROVED rvices ❑ Geotechnical En DATE: 04/20/22 FILE NUMBER: �- D -Doll espec y Submitted, Materials Testing & Inspection h Maren Tanberg, E.I.T. Staff Engineer Enclosures: Geotechnical General Notes Rock Classification System Geotechnical Investigation Test Pit Logs Vicinity Map Site Map ineering ❑ Construction Materials Testing Reviewed by: Eli abeth Brown, P.E. Geotechnical Services Reviewed by: X onica Saculles, P. :� Geotechnical Enizine i 6 April 2018 Page # 6 of 27 b180364g_limitedgeo ❑ Special In ENSFO 14919 Zj�rgrEOP 0F��y �N�ca S-- 2791 S Victory View Way • Boise, ID 83709 • (208) 3764748 • Fax (208) 322-6515 www.mti-id.com • mti(a)mti-id.com (Ef 1DIA\ APPROVED DATE: 04/20/22 FILE NUMBER:H-z 1s 87 TERIALS TING & PBCTIO ❑ Geotechnical Engineering ❑ Construction Materials GEOTECHNICAL GENERAL NOTES 6 April 2018 Page # 7 of 27 b180364g_limitedgeo ❑ Special Inspections RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION Coarse -Grained Soils SPT Blow Counts (N) Fine -Grained Soils SPT Blow Counts (N) Very Loose: < 4 Very Soft: < 2 Loose: 4-10 Soft: 2-4 Medium Dense: 10-30 Medium Stiff. 4-8 Dense: 30-50 Stiff- 8-15 Very Dense: >50 Very Stiff- 15-30 Hard: >30 Moisture Content Description Field Test Dry Absence of moisture, dusty, dry to touch Moist Damp but not visible moisture Wet Visible free water, usually soil is below water table Cementation Description Field Test Weakly Crumbles or breaks with handling or slight finger pressure Moderately Crumbles or beaks with considerable finger pressure Strongly Will not crumble or break with finger pressure PARTICLE SIZE Boulders: >12 in. Coarse -Grained Sand: 5 to 0.6 mm Silts: 0.075 to 0.005 mm Cobbles: 12 to 3 in. Medium -Grained Sand: 0.6 to 0.2 mm Clays: <0.005 mm Gravel: 3 in. to 5 mm Fine -Grained Sand: 0.2 to 0.075 mm jff UNIFIED SOIL CLASSIFICATION SYSTEM Major Divisionsj ymbol Soil Descriptions Coarse -Grained Soils <50% passes No.200 sieve Gravel & Gravelly Soils <50% coarse fraction passes No.4 sieve GW Well -graded gravels; gravel/sand mixtures with little or no fines GP Poorly -graded gravels; gravel/sand mixtures with little or no fines GM Silty gravels; poorly -graded gravel/sand/silt mixtures GC Clayey gravels; poorly -graded gravel/sand/clay mixtures Sand & Sandy Soils >50% coarse fraction passes No.4 sieve SW Well -graded sands; gravelly sands with little or no fines SP Poorly -graded sands; gravelly sands with little or no fines SM Silty sands; poorly -graded sand/gravel/silt mixtures SC Clayey sands; poorly -graded sand/gravel/clay mixtures Fine Grained Soils >50% passes No.200 sieve Silts & Clays LL < 50 ML Inorganic silts; sandy, gravelly or clayey silts CL Lean clays; inorganic, gravelly, sandy, or silty, low to medium -plasticity clays OL Organic, low -plasticity clays and silts Silts & Clays LL > 50 MH Inorganic, elastic silts; sandy, gravelly or clayey elastic silts CH Fat clays; high -plasticity, inorganic clays OH Organic, medium to high -plasticity clays and silts Highly Organic Soils PT Peat, humus, hydric soils with high organic content 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright www.mti-id.com • mtI mti-id.com ght©2018 Testing &Inspectionspection TERIAI C%f E lR laN TI NG & 11PECTION APPROVED DATE 04/20/22 FILE NUMBER:H D21o087 ❑ Geotechnical Enqin ❑ Construction Materials ROCK CLASSIFICATION SYSTEM 6 April 2018 Page # 8 of 27 b180364g_limitedgeo ❑ Special Inspections wr W WEATHERING WEATHERING FIELD TEST Fresh No sign of decomposition or discoloration. Rings under hammer impact. Slightly Weathered Slight discoloration inwards from open fractures, otherwise similar to Fresh. Discoloration throughout. Weaker minerals such as feldspar decomposed. Strength Moderately Weathered somewhat less than fresh rock but cores cannot be broken by hand or scraped with a knife. Texture preserved. Most minerals somewhat decomposed. Specimens can be broken by hand with effort or Highly Weathered shaved with knife. Core stones present in rock mass. Texture becoming indistinct but fabric preserved. Completely Weathered Minerals decomposed to soil but fabric and structure preserved. Specimens easily crumbled or penetrated. ff FRACTURING SPACING DISCRIPTION 6 ft. Very widely 2 — 6 ft. Widely 8 — 24 in. Moderately 2 '/z - 8 in. Closely 3/4 - 2 '/z in. Very Closely ROCK QUALITY DESIGNATION (RQD)� RQD (%) ROCK QUALITY 90 — 100 Excellent 75 — 90 Good 50 — 75 Fair 25 — 50 Poor 0 - 25 Very Poor COMPETENCY 71 APPROXIMATE RANGE OF STRENGTH CLASS FIELD TEST UNCONFINED COMPRESSIVE STRENGTH (tsf) Extremely Strong I Many blows with geologic hammer required to break >2000 intact specimen. Very Strong 11 Hand-held specimen breaks with pick end of hammer 2000 - 1000 under more than one blow. Cannot be scraped or peeled with knife, hand-held Strong III specimen can be broken with single moderate blow 1000 - 500 with pick end of hammer. Moderately Can just be scraped or peeled with knife. Indentations Strong IV 1 mm to 3 mm show in specimen with moderate blow 500 - 250 with pick end of hammer. Material crumbles under moderate blow with pick end Weak V of hammer and can be peeled with a knife, but is hard 250 - 10 to hand -trim for tri-axial test specimen. Friable VI Material crumbles in hand. N/A 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright www.mti-id.com • mt1 mti-id.com ght©2018 Testing R Inspection (Ef 1DIA\ - APPROVED DATE: 04/20/22 FILE NUMBER:H-z 1s 87 TE RI ALS TI NG & PECTION ❑ Geotechnical ineering ❑ Construction Materials GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-1 Date Advanced: 21 Mar 2018 Excavated by: Struckman's Backhoe Service Latitude: 43.5567614 Depth to Water Table: Not Encountered Notes: Piezometer installed to 7.0 feet bgs. 6 April 2018 Page # 9 of 27 b180364g_limitedgeo ❑ Special Inspections Logged by: Maren Tanberg, E.I.T. Location: See Site Map Plates Longitude:-116.3878797 Total Depth: 7.0 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth Qp Lab (Feet bgs) Sediment Classification Type (Feet bgs) Test ID 0.0-3.2 Lean Clay (CL): Brown, dry to slightly moist, GS 2.0-2.5 1.25-2.5 A stiff to very stiff. Silty Sand (SM): Brown to light brown, dry, 3.2-5.4 very dense, with fine to coarse -grained sand. --Weak to moderate calcium carbonate cementation noted throughout. Poorly Graded Sand with Silt (SP-SM): Brown, dry, very dense, with fine to coarse - grained sand. 5.4-7.0 --Moderate to strong induration throughout. --Fine to coarse gravel noted from 6.5 to 7.0 feet bgs. --Refusal because of strong induration. Lab Test ID M PL PI Sieve Analysis (% passing) - % - - #4 #10 #40 #100 #200 A 27.3 43 28 100 100 98 96 91.4 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright www.mti-id.com • mtI mti-id.com ght©2018 Testing &Inspectionspection (SIE IDR IAN,-- APPROVED DATE 04/20/22 FILE NUMBER:H D21o087 TE RI ALS TI NG & PECTION ❑ Geotechnical ineering ❑ Construction Materials GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-2 Date Advanced: 21 Mar 2018 Excavated by: Struckman's Backhoe Service Latitude: 43.5537091 Depth to Water Table: Not Encountered Notes: Piezometer installed to 16.4 feet bgs. 6 April 2018 Page # 10 of 27 b180364g_limitedgeo ❑ Special Inspections Logged by: Maren Tanberg, E.I.T. Location: See Site Map Plates Longitude:-116.3842380 Total Depth: 16.4 Feet bgs Depth (Feet bgs) Field Description and USCS Soil and Sediment Classification Sample Type Sample Depth (Feet bgs) Qp Lab Test ID Lean Clay (CL): Brown to dark brown, dry, medium stiff to very stiff, with fine-grained 0.0-2.5 sand. 1.0-2.25 --Organic and plow zone noted to 1.3 feet bgs. Poorly Graded Gravel with Sand (GP): Light brown to tan, dry, very dense, with fine to 2.5-16.4 coarse -grained sand, fine to coarse gravel, and 6-inch-minus cobbles. --Strong calcium carbonate cementation noted from 2.5 to 7.0 feet bgs. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright www.mti-id.com • mt1 mti-id.com ght©2018 Testing R Inspection (Ef 1DIA\ - APPROVED DATE: 04/20/22 FILE NUMBER:H-z 1s 87 TE RI ALS TI NG & PECTION ❑ Geotechnical ineering ❑ Construction Materials GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-3 Date Advanced: 21 Mar 2018 Excavated by: Struckman's Backhoe Service Latitude: 43.5537725 Depth to Water Table: Not Encountered Notes: Piezometer installed to 13.7 feet bgs. 6 April 2018 Page # 11 of 27 b180364g_limitedgeo ❑ Special Inspections Logged by: Maren Tanberg, E.I.T. Location: See Site Map Plates Longitude:-116.3790808 Total Depth: 13.7 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth Qp Lab (Feet bgs) Sediment Classification Type (Feet bgs) Test ID Sandy Silty Clay (CL-ML): Brown, dry, very 0.0-3.7 stiff, with fine-grained sand. GS 2.5-3.0 2.25-4.0 B --Organics noted to 2.0 feet bgs. Silty Sand (SM): Light brown, dry, very 3.7-8.0 dense, with fine to coarse -grained sand. --Strong calcium carbonate cementation noted throughout. Poorly Graded Gravel with Sand (GP): 8.0-13.7 Brown, dry, very dense, with fine to coarse - grained sand, fine to coarse gravel, and I I - inch -minus cobbles. Lab Test ID IEL PI V Sieve Analysis (% passing) - % - - #4 #10 #40 #100 #200 B 23.2 26 6 100 95 84 76 69.6 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright www.mti-id.com • mtI mti-id.com ght©2018 Testing &Inspectionspection cif E ID r APPROVED DATE: 04/20/22 FILENUMBER: H D21081 TE RI ALS TI NG & PECTION ❑ Geotechnical ineering ❑ Construction Materials GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-4 Date Advanced: 21 Mar 2018 Excavated by: Struckman's Backhoe Service Latitude: 43.553776 Depth to Water Table: Not Encountered Notes: Piezometer installed to 14.7 feet bgs. 6 April 2018 Page # 12 of 27 b180364g_limitedgeo ❑ Special Inspections Logged by: Maren Tanberg, E.I.T. Location: See Site Map Plates Longitude:-116.3761296 Total Depth: 14.7 Feet bgs Depth (Feet bgs) Field Description and USCS Soil and Sediment Classification Sample Type Sample Depth (Feet bgs) QP Lab Test ID Lean Clay (CL): Brown, dry, very stiff, with 2 25 0.0-1.7 fine-grained sand. 3.25 --Organics noted to 0.5 foot bgs. Silty Sand (SM): Brown, dry, very dense, with fine to coarse -grained sand. 1.7-14.7 --Weak to moderate calcium carbonate cementation noted throughout. --Silt content decreases with depth below 6.0 feet bgs. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti mti-id.com Copyright©2018 Testing &Inspectionspection (Ef 1DIA\ - APPROVED DATE: 04/20/22 FILE NUMBER:H-z 1s 87 TE RI ALS TI NG & PECTION ❑ Geotechnical ineering ❑ Construction Materials GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-5 Date Advanced: 21 Mar 2018 Excavated by: Struckman's Backhoe Service Latitude: 43.5534931 Depth to Water Table: Not Encountered Notes: Piezometer installed to 15.7 feet bgs. 6 April 2018 Page # 13 of 27 b180364g_limitedgeo ❑ Special Inspections Logged by: Maren Tanberg, E.I.T. Location: See Site Map Plates Longitude:-116.3799381 Total Depth: 15.7 Feet bgs Depth (Feet bgs) Field Description and USCS Soil and Sediment Classification Sample Type Sample Depth (Feet bgs) Qp Lab Test ID Lean Clay (CL): Dark brown to brown, dry, 0.0-3.4 stiff to very stiff, with fine-grained sand. GS 2.0-3.0 2.0-3.0 C --Organics noted to 0.3 foot bgs. Poorly Graded Gravel with Sand (GP): Brown, dry, very dense, with fine to coarse- 3.4-15.7 grained sand, fine to coarse gravel, and 6- inch-minus cobbles. --Strong calcium carbonate cementation noted from 3.4 to 5.0 feet bgs. Lab Test ID M I LL77 PI I Sieve Analysis (% passing) - % I - I - 1 #4 #10 1 #40 1 #100 #2 00 11 C 20.7 1 39 25 1 100 98 95 92 88.5 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright www.mti-id.com • mtI mti-id.com ght©2018 Testing &Inspectionspection (SIE IDR IAN,-- APPROVED DATE 04/20/22 FILE NUMBER:H D21o087 TE RI ALS TI NG & PECTION ❑ Geotechnical ineering ❑ Construction Materials GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-6 Date Advanced: 23 Mar 2018 Excavated by: Struckman's Backhoe Service Latitude: 43.5519963 Depth to Water Table: Not Encountered Notes: Piezometer installed to 12.6 feet bgs. 6 April 2018 Page # 14 of 27 b180364g_limitedgeo ❑ Special Inspections Logged by: Maren Tanberg, E.I.T. Location: See Site Map Plates Longitude:-116.3841857 Total Depth: 12.6 Feet bgs [_ Depth Field Description and USCS Soil and Sample Sample Depth Qp Lab (Feet bgs) Sediment Classification Type (Feet bgs) Test ID Silty Gravel Fill (GM -FILL): Brown, dry, 0.0-1.9 dense, with fine to coarse -grained sand and fine to coarse gravel. --Organics noted to 0.5 foot bgs. Silty Sand (SM): Light brown, dry, very 1.9-5.2 dense, with fine to coarse -grained sand. --Strong calcium carbonate cementation noted throughout. Poorly Graded Gravel with Sand (GP): 5.2-12.6 Brown, dry, dense to very dense, with fine to coarse -grained sand, fine to coarse gravel, and 12-inch-minus cobbles. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright www.mti-id.com • mt1 mti-id.com ght©2018 Testing R Inspection (SIE IDR IAN,-- APPROVED DATE 04/20/22 FILE NUMBER:H D21o087 TE RI ALS TI NG & PECTION ❑ Geotechnical ineering ❑ Construction Materials GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-7 Date Advanced: 21 Mar 2018 Excavated by: Struckman's Backhoe Service Latitude: 43.5517270 Depth to Water Table: Not Encountered Notes: Piezometer installed to 15.4 feet bgs. 6 April 2018 Page # 15 of 27 b180364g_limitedgeo ❑ Special Inspections Logged by: Maren Tanberg, E.I.T. Location: See Site Map Plates Longitude:-116.3709335 Total Depth: 15.4 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth Qp Lab (Feet bgs) Sediment Classification Type (Feet bgs) Test ID Sandy Organic Silt Fill (OL-FILL): Dark brown, dry, very soft, with fine to coarse- 0.0-1.6 grained sand. 0.0 --Organics noted throughout. --A hard clay pocket was noted in eastern portion of the test pit. 1.6-4.0 Silty Sand (SM): Light brown, dry, very dense, with fine to coarse -grained sand. Poorly Graded Gravel with Sand (GP): 4.0-15.4 Brown, dry, very dense, with fine to coarse - grained sand, fine to coarse gravel, and 11- inch-minus cobbles. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright www.mti-id.com • mt1 mti-id.com ght©2018 Testing R Inspection (SIE IDR IAN,-- APPROVED DATE 04/20/22 FILE NUMBER:H D21o087 TE RI ALS TI NG & PECTION ❑ Geotechnical ineering ❑ Construction Materials GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-8 Date Advanced: 21 Mar 2018 Excavated by: Struckman's Backhoe Service Latitude: 43.5500625 Depth to Water Table: Not Encountered Notes: Piezometer installed to 16.3 feet bgs. 6 April 2018 Page # 16 of 27 b180364g_limitedgeo ❑ Special Inspections Logged by: Maren Tanberg, E.I.T. Location: See Site Map Plates Longitude:-116.3743195 Total Depth: 16.3 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth Qp Lab (Feet bgs) Sediment Classification Type (Feet bgs) Test ID Lean Clay (CL): Brown, dry, stiff to very stiff, 0.0-1.2 with fine to coarse -grained sand. 1.5-2.25 --Organics and plow zone noted throughout. Silty Sand (SM): Light brown, dry, very 1.2-4.0 dense, with fine to coarse -grained sand. --Strong calcium carbonate cementation noted throughout. Poorly Graded Gravel with Sand (GP): 4.0-16.3 Brown, dry, very dense, with fine to coarse - grained sand, fine to coarse gravel, and 12- inch-minus cobbles. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright www.mti-id.com • mt1 mti-id.com ght©2018 Testing R Inspection (Ef 1DIA\ - APPROVED DATE: 04/20/22 FILE NUMBER:H-z 1s 87 TE RI ALS TI NG & PECTION ❑ Geotechnical ineering ❑ Construction Materials GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-9 Date Advanced: 23 Mar 2018 Excavated by: Struckman's Backhoe Service Latitude: 43.5485960 Depth to Water Table: Not Encountered Notes: Piezometer installed to 16.0 feet bgs. 6 April 2018 Page # 17 of 27 b180364g_limitedgeo ❑ Special Inspections Logged by: Maren Tanberg, E.I.T. Location: See Site Map Plates Longitude:-116.3843094 Total Depth: 16.0 Feet bgs [_ Depth Field Description and USCS Soil and Sample Sample Depth Qp Lab (Feet bgs) Sediment Classification Type (Feet bgs) Test ID Lean Clay (CL): Dark brown, dry, stiff, with 0.0-2.6 fine-grained sand. GS 1.5-2.0 1.25 D --Organics and plow zone noted to 1.0 foot bgs. Silty Sand (SM): Light brown, dry to moist, very dense, with fine to coarse -grained sand. 2.6-10.8 --Strong calcium carbonate cementation noted from 2.6 to 3.2 feet bgs and weak to moderate calcium carbonate cementation from 3.2 to 4.0 feet bgs. Poorly Graded Gravel with Sand (GP): 10.8-16.0 Brown, dry, dense to very dense, with fine to coarse -grained sand, fine to coarse gravel, and 11-inch-minus cobbles. Lab Test ID M LL PI Sieve Analysis (% passing) - % - - #4 #10 #40 #100 #200 D 24.3 38 21 100 100 99 97 92.3 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright www.mti-id.com • mtI mti-id.com ght©2018 Testing &Inspectionspection (Ef 1DIA\ - APPROVED DATE: 04/20/22 FILE NUMBER:H-z 1s 87 TE RI ALS TI NG & PECTION ❑ Geotechnical ineering ❑ Construction Materials GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-10 Date Advanced: 23 Mar 2018 Excavated by: Struckman's Backhoe Service Latitude: 43.5467287 Depth to Water Table: Not Encountered Notes: Piezometer installed to 16.7 feet bgs. 6 April 2018 Page # 18 of 27 b180364g_limitedgeo ❑ Special Inspections Logged by: Maren Tanberg, E.I.T. Location: See Site Map Plates Longitude: -116.3 812413 Total Depth: 16.7 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth Qp Lab (Feet bgs) Sediment Classification Type (Feet bgs) Test ID Lean Clay (CL): Greyish to dark brown, moist, stiff to very stiff, with fine to coarse- 0.0-3.0 grained sand. GS 1.5-2.0 1.5-2.5 E --Organics noted to 0.8 foot bgs. --Plow zone noted to 1.6 feet bgs. Silty Sand (SM): Brown to light brown, dry, very dense, with fine to coarse -grained sand. --Strong calcium carbonate cementation 3.0-15.0 noted from 3.0 to 4.0 feet bgs and weak to moderate calcium carbonate cementation .from 4.0 to 15.0 feet bgs. --Color change to orange -brown in the weak to moderate cementation. Poorly Graded Gravel with Silt and Sand 15.0-16.7 (GP -GM): Brown, dry, very dense, with fine to coarse -grained sand, fine to coarse gravel, and 6-inch-minus cobbles. Lab Test ID M I LL I PI I Sieve Analysis (% passing) - % I - I - 1 #4 #10 1 #40 1 #100 #2 00 11 E 23.5 1 42 27 1 100 100 98 94 88.0 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright www.mti-id.com • mtI mti-id.com ght©2018 Testing &Inspectionspection (Ef 1DIA\ - APPROVED DATE: 04/20/22 FILE NUMBER:H-z 1s 87 TE RI ALS TI NG & PECTION ❑ Geotechnical ineering ❑ Construction Materials GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP- I I Date Advanced: 23 Mar 2018 Excavated by: Struckman's Backhoe Service Latitude: 43.546588 Depth to Water Table: Not Encountered Notes: Piezometer installed to 5.3 feet bgs. 6 April 2018 Page # 19 of 27 b180364g_limitedgeo ❑ Special Inspections Logged by: Maren Tanberg, E.I.T. Location: See Site Map Plates Longitude:-116.374618 Total Depth: 5.3 Feet bgs Depth (Feet bgs) Field Description and USCS Soil and Sediment Classification Sample Type Sample Depth (Feet bgs) Qp Lab Test ID Lean Clay (CL): Brown, dry to slightly moist, stiff to very stiff, with fine to coarse -grained 0.0-2.5 sand. GS 1.5-2.0 1.5-2.75 F --Organics and plow zone noted to 1.4 feet bgs. Silty Sand (SM): Light brown, dry, very dense, with fine to coarse -grained sand. 2.5-5.3 --Strong calcium carbonate cementation noted from 3.0 to 5.3 feet bgs. --Refusal because of strong calcium carbonate cementation. Lab Test ID PI Sieve Analysis (% passing) - % - - #4 #10 #40 #100 #200 F 23.5 41 28 99 99 96 93 86.3 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright www.mti-id.com • mtI mti-id.com ght©2018 Testing &Inspectionspection (Ef 1DIA\ - APPROVED DATE: 04/20/22 FILE NUMBER:H-z 1s 87 TE RI ALS TI NG & PECTION ❑ Geotechnical ineering ❑ Construction Materials GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-12 Date Advanced: 23 Mar 2018 Excavated by: Struckman's Backhoe Service Latitude: 43.5474874 Depth to Water Table: Not Encountered Notes: Piezometer installed to 14.3 feet bgs. 6 April 2018 Page # 20 of 27 b180364g_limitedgeo ❑ Special Inspections Logged by: Maren Tanberg, E.I.T. Location: See Site Map Plates Longitude:-116.3696310 Total Depth: 14.3 Feet bgs [_ Depth Field Description and USCS Soil and Sample Sample Depth Qp Lab (Feet bgs) Sediment Classification Type (Feet bgs) Test ID Sandy Lean Clay with Gravel (CL): Brown, 0.0-1.6 moist, soft to stiff, with fine to coarse -grained GS 1.0-1.5 0.5-1.5 G sand. --Organics and plow zone noted throughout. Silty Sand (SM): Light brown, moist, very 1.6-3.2 dense, fine to coarse -grained sand. --Strong calcium carbonate cementation noted throughout. Poorly Graded Gravel with Sand (GP): Light 3.2-14.3 brown, dry, very dense, with fine to coarse - grained sand, fine to coarse gravel, and 8- inch-minus cobbles. Lab Test ID M PI W Sieve Analysis (% passing) - % - #4 #10 #40 #100 #200 G 23.2 36 14 74 71 63 59 54.6 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright www.mti-id.com • mtI mti-id.com ght©2018 Testing &Inspectionspection cif E ID r APPROVED DATE: 04/20/22 FILENUMBER: H D21081 TE RI ALS TI NG & PECTION ❑ Geotechnical ineering ❑ Construction Materials GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-13 Date Advanced: 23 Mar 2018 Excavated by: Struckman's Backhoe Service Latitude: 43.5463032 Depth to Water Table: Not Encountered Notes: Piezometer installed to 3.8 feet bgs. 6 April 2018 Page # 21 of 27 b180364g_limitedgeo ❑ Special Inspections Logged by: Maren Tanberg, E.I.T. Location: See Site Map Plates Longitude:-116.3695116 Total Depth: 3.8 Feet bgs Depth (Feet bgs) Field Description and USCS Soil and Sediment Classification Sample Type Sample Depth (Feet bgs) Qp Lab Test ID Sandy Lean Clay (CL): Brown, moist, 0.0-1.8 medium stiff to very stiff, with fine to coarse- 1.0-2.25 grained sand. --Organics and plow zone noted throughout. Silty Sand (SM): Light brown, dry to slightly moist, very dense, with fine to coarse -grained 1 8 3 8 sand. --Strong calcium carbonate cementation noted throughout. --Refusal because of strong cementation. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti mti-id.com Copyright©2018 Testing &Inspectionspection (SIE IDR IAN,-- APPROVED DATE 04/20/22 FILE NUMBER:H D21o087 TE RI ALS TI NG & PECTION ❑ Geotechnical ineering ❑ Construction Materials GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-14 Date Advanced: 23 Mar 2018 Excavated by: Struckman's Backhoe Service Latitude: 43.5451562 Depth to Water Table: Not Encountered Notes: Piezometer installed to 14.0 feet bgs. 6 April 2018 Page # 22 of 27 b180364g_limitedgeo ❑ Special Inspections Logged by: Maren Tanberg, E.I.T. Location: See Site Map Plates Longitude:-116.3756314 Total Depth: 14.0 Feet bgs [_ Depth Field Description and USCS Soil and Sample Sample Depth Qp Lab (Feet bgs) Sediment Classification Type (Feet bgs) Test ID Lean Clay with Sand (CL): Brown, moist, 0.0-1.4 stiff to very stiff, with fine to coarse -grained 1.5-3.75 sand. --Plow zone noted to 0.7 foot bgs. Silty Sand (SM): Brown to light brown, dry to slightly moist, very dense, with fine to coarse -grained sand. 1.4-12.6 --Strong calcium carbonate cementation noted from 3.8 to 5.2 feet bgs and weak to moderate calcium carbonate cementation from 5.2 to 12.6 feet bgs. Poorly Graded Gravel with Silt and Sand 12.6-14.0 (GP -GM): Red brown, dry, very dense, with fine to coarse -grained sand, fine to coarse gravel, and 7-inch-minus cobbles. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright www.mti-id.com • mt1 mti-id.com ght©2018 Testing R Inspection (SIE IDR IAN,-- APPROVED DATE 04/20/22 FILE NUMBER:H D21o087 TE RI ALS TI NG & PECTION ❑ Geotechnical ineering ❑ Construction Materials GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-15 Date Advanced: 23 Mar 2018 Excavated by: Struckman's Backhoe Service Latitude: 43.542059 Depth to Water Table: Not Encountered Notes: Piezometer installed to 11.7 feet bgs. 6 April 2018 Page # 23 of 27 b180364g_limitedgeo ❑ Special Inspections Logged by: Maren Tanberg, E.I.T. Location: See Site Map Plates Longitude:-116.3694040 Total Depth: 11.7 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth Qp Lab (Feet bgs) Sediment Classification Type (Feet bgs) Test ID Lean Clay (CL): Brown, moist, stiff to very 0.0-1.0 stiff, with fine to coarse -grained sand. 1.5-3.75 --Plow zone noted to 0.7 foot bgs. Silty Sand (SM): Brown to light brown, dry to slightly moist, very dense, with fine to 1.0-9.5 coarse -grained sand. --Weak to moderate calcium carbonate cementation noted from 3.8 to 5.2 feet bgs. Poorly Graded Gravel with Silt and Sand (GP -GM): Brown, dry, very dense, with fine 9.5-11.7 to coarse -grained sand, fine to coarse gravel, and 12-inch-minus cobbles. --Refusal on large rounded boulders. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright www.mti-id.com • mt1 mti-id.com ght©2018 Testing R Inspection (Ef 1DIA\ - APPROVED DATE: 04/20/22 FILE NUMBER:H-z 1s 87 TE RI ALS TI NG & PECTION ❑ Geotechnical ineering ❑ Construction Materials GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-16 Date Advanced: 23 Mar 2018 Excavated by: Struckman's Backhoe Service Latitude: 43.5413676 Depth to Water Table: Not Encountered Notes: Piezometer installed to 14.5 feet bgs. 6 April 2018 Page # 24 of 27 b180364g_limitedgeo ❑ Special Inspections Logged by: Maren Tanberg, E.I.T. Location: See Site Map Plates Longitude:-116.3774194 Total Depth: 14.5 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth Qp Lab (Feet bgs) Sediment Classification Type (Feet bgs) Test ID Borderline Fat Clay/Lean Clay (CH/CL): Brown, slightly moist, stiff to very stiff, with 0.0-2.0 fine to coarse -grained sand. GS 1.6-2.0 1.5-2.0 H --Organics and plow zone noted to 1.5 feet bgs. Silty Sand (SM): Brown to light brown, dry, 2.0-14.5 very dense, with fine to coarse -grained sand. --Weak to moderate calcium carbonate cementation noted from 3.8 to 5.2 feet bgs. Below Basalt: Blackish, slightly weathered to fresh, 14.5 very closely fractured, very strong to extremely strong, with vesicles. Lab Test ID M PI Sieve Analysis (% passing) - % - #4 #10 #40 #100 #200 H 27.5 50 34 100 100 100 99 95.7 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright www.mti-id.com • mtI mti-id.com ght©2018 Testing &Inspectionspection cif E ID r APPROVED DATE: 04/20/22 FILENUMBER: H D21081 TE RI ALS TI NG & PECTION ❑ Geotechnical ineering ❑ Construction Materials GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-17 Date Advanced: 23 Mar 2018 Excavated by: Struckman's Backhoe Service Latitude: 43.5391781 Depth to Water Table: Not Encountered Notes: Piezometer installed to 16.5 feet bgs. 6 April 2018 Page # 25 of 27 b180364g_limitedgeo ❑ Special Inspections Logged by: Maren Tanberg, E.I.T. Location: See Site Map Plates Longitude:-116.3740623 Total Depth: 16.5 Feet bgs Depth (Feet bgs) Field Description and USCS Soil and Sediment Classification Sample Type Sample Depth (Feet bgs) Qp Lab Test ID Lean Clay (CL): Brown, slightly moist, stiff 0.0-1.7 to very stiff, with fine to coarse -grained sand. 1.5-4.0 --Organics and plow zone noted to 1.0 foot bgs. Silty Sand (SM): Brown to light brown, dry, medium dense to very dense, with fine to 1.7-16.5 coarse -grained sand. --Weak to moderate calcium carbonate cementation noted throughout. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti mti-id.com Copyright©2018 Testing &Inspectionspection Vicinity Map Plate 1 30 E `( IDIA\ — 55 ��`�� ' 39 '' Gl rn to to MAP NOTES: • Delorme Street Atlas E.OVERLAND RD o o OVE APPROVED ;m, • Not to Scale DATE: 04/20/22 Ea n F p fl fIEE NUMBER: H-2o21-ooe1 LEGEND Approximate Site 69 I E VICTORY RD CAI W VICTORY RD IIA �N Location Fn Site Location, Q, o 0 Wtn F p m 3 N LA 69 O m m A o p c� N 70 O m D 0 pVF-A O Pinnacle Subdivision Near Locust Grove Road & Lake Hazel Road COLUMBIA RD COLUMBIA RD—f u, Meridian, ID Modified from DeLorme by: MJT 4 April 2018 Drawing: B180364g 69 MATERIALS TESTING & 3 INSPECTION m 2791 S. Victory View Way Phone: 208 376-4748 tE _ Boise, ID 83709-2836 Fax: 208 322-6615 E-mail: mti@mti-id.com T) A Site Map Plate 2 �J NOTES: •Not to Scale 1 APPROVED DATE 04/20/22 FU NtNKR-. zozi ooa \ LEGEND Approximate Site TP-2 8 TP 3 8 TP-4 Boundary TP5 8 8 Approximate MTI Test 8 Pit Location Canal TP 8 \CBIRNEyCATERgC TP-7 8 8 TP-8 TP-9 \ 8 TP-10 TP-11 TP-12 B \ PARR. LATERAL N CIO B B LAKE HAZEL ROAD TP-13 8 \ RgwSOTR AC N44 T B Pinnacle Subdivision o Near Locust Grove Road & Lake Hazel Road COO Meridian, ID TP-15 0 B Drawn by: MJT / M 4 April 2018 TP-16 8 o D 0 Drawing: B180364g MATERIALS TESTING & \ TP-17 B(00 INSPECTION 2791 S. Victory View Way Phone: 208 376-4748 Boise, ID 83709-2835 Fax: 208 322-6515 E-mail: mti@mti-id.com Site Map Plate 2 �E IDR IAy NOTES: �J • Not to Scale 1 APPROVED DATE: 04/20/22 7. B G S FILE NUMBER: H-2o21-ooe1 \ LEGEND Approximate Site 13.7 BG TP-2 8 TP-3 8 TP-4 Boundary 1 .4 BGS TP5 14�7 BG 8 Approximate MTI Test 8 Pit Location 15.7 BGS Canal TP 12.6 NE BGS RNEYLAT TP-7 8 15.4 BGS PIEZOMETER DEPTH \L 8 163 TP-8 BGS TP-9 8 1 .0 BGS 1 GS N \ TP-10 TP-11 TP-128 \ FARRLATERAL co B B LAKE HAZEL ROAD \ TP-13 B \ RAWSoN Lq TP-14 3.8 BG TESL B 14.0 BG Pinnacle Subdivision \ o Near Locust Grove Road & Lake Hazel Road COO Meridian, ID )4.5 TP-15 o Drawn by: MJT 11.7 B S 4 April 2018 P 16 0 Drawing: B180364g BGS MATERIALS TESTING & \ TP-17 B INSPECTION 2791 S. Victory View Way Phone: 208 376-4748 Boise, ID 83709-2835 Fax: 208 322-6515 E-mail: mti@mti-id.com Site Map Plate 2 E IDIAN> NOTES: • Not to Scale 1 APPROVED DATE: 04/20/22 7. Induration FILE NUMBER:-zozvooei \ LEGEND Approximate Site 8.0 - 13. obbles TP-2 TP-3 8 8 TP-4 Boundary 2.5 - 7.0 Cementation TP5 8 THI 8 NOTED Approximate MTI Test 8 Pit Location 3.4 - 5.0 Cementation Canal TP� 8 Mc \BIRNFyLAT`L TP 75. 4.0 - 15.4 C bles CEMENTATION AND 1.9 - 5. Cementation COBBLE DEPTH 8 TP-8 1. - 4.0 C entation TB 4. 16.3 C bbles 2. - 10.8 Cementation 10.8 - 16.0 Cobbles \ TP-10 TP-11 1 GS TP 12 FAR B R L . ATERAL N O B B LAKE HAZEL ROAD \ 3.0 - 15.0 Cementation \ Cementati 15.0 16.7 Cobbles /Refusal TP-13 B - RgwS TP-14 1. - 3.8 Cementation/Refusal ONLATERgL B 3.8 - 5.2 Cementation 12.6 - 14.0 bbles Pinnacle Subdivision Near Locust Grove Road & \ �� rp Lake Hazel Road COO Meridian, ID TP-15 8 Drawn by: MJT / r„ 3.8 - 51 Cementation 11.7 4 April 2018 TB o Refusal on large boulder Drawing: B180364g .8 - 5.2 Cemen tion 14.5 Basalt MATERIALS TESTING & \ TP-17 B(00 INSPECTION 2791 S. Victory View Way Phone: 208 376-4748 Boise, ID 83709-2835 Fax: 208 322-6515 E-mail: mti@mti-id.com