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HomeMy WebLinkAboutCC - GeoTechnical Engineering ReportPrepared for: Mr. Jarron Langston 9563 West Harness Drive Boise, ID 83709 GEOTECHNICAL ENGINEERING REPORT of The KEEP Subdivision Eagle Road & lake Hazel Road Meridian, ID MTI File Number 8171395g 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti a.mti-id.com MATERIALS TESTING 6 INSPECTION 3 November 2017 Page # 1 of 45 b 171395 g_geotech.docx O Environmental Services ❑ Geotechnical Engineering 0 Construction Materials Testing ❑ Special Inspections Mr. Jarron Langston 9563 West Harness Drive Boise, ID 83709 208-724-6239 Re: Geotechnical Engineering Report The Keep Subdivision Eagle Road & Lake Hazel Road Meridian, ID Dear Mr. Langston: In compliance with your instructions, MTI has conducted a soils exploration and foundation evaluation for the above referenced development. Fieldwork for this investigation was conducted from 2 to 3 October 2017. Data have been analyzed to evaluate pertinent geotechnical conditions. Results of this investigation, together with our recommendations, are to be found in the following report. We have provided a PDF copy and one paper copy for your review and distribution. 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 can provide 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 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. Respectfully Submitted, Materials Testing & In 6NSF� 0 14919 x(4.11 0 Of `ID'V Cq C� SA Geotechnical IU Revieived by: Elizabeth Brown, P.E. Geotechnical Services Manager 2791 S Victory View Way - Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyrght 02017 Malorlals www.mti-id.com • mtiOmti-id.com Testing 6 Inspection, Inc. 3 November 2017 Page # 2 of 45 b171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials 'iesting ❑ Special Inspections TABLE OF CONTENTS INTRODUCTION...............................................................................................................................................................3 ProjectDescription.................................................................................................................................................3 Authorization..........................................................................................................................................................3 Purpose...................................................................................................................................................................3 Scopeof Investigation............................................................................................................................................4 Warrantyand Limiting Conditions.........................................................................................................................4 SITEDESCRIPTION..........................................................................................................................................................5 SiteAccess..............................................................................................................................................................5 RegionalGeology...................................................................................................................................................5 GeneralSite Characteristics....................................................................................................................................6 HistoricalResearch.................................................................................................................................................6 Regional Site Climatology and Geochemistry........................................................................................................6 GeoseismicSetting.................................................................................................................................................6 SOILSEXPLORATION......................................................................................................................................................7 Explorationand Sampling Procedures....................................................................................................................7 LaboratoryTesting Program...................................................................................................................................7 Soiland Sediment Profile.......................................................................................................................................7 VolatileOrganic Scan.............................................................................................................................................8 SITEHYDROLOGY...........................................................................................................................................................8 Groundwater........................................................................................................................................................... 8 SoilInfiltration Rates..............................................................................................................................................9 SLOPESAND SETBACKS..................................................................................................................................................9 FOUNDATION, SLAB, AND PAVEMENT DISCUSSION AND RECOMMENDATIONS.............................................................10 Foundation Design Recommendations.................................................................................................................10 CrawlSpace Recommendations...........................................................................................................................11 Floor, Patio, and Garage Slab-on-Grade...............................................................................................................12 RecommendedPavement Sections.......................................................................................................................12 FlexiblePavement Section...................................................................................................................................13 PavementSubgrade Preparation...........................................................................................................................13 Common Pavement Section Construction Issues.................................................................................................14 CONSTRUCTION CONSIDERATIONS...............................................................................................................................14 Earthwork.............................................................................................................................................................14 DryWeather.........................................................................................................................................................15 WetWeather.........................................................................................................................................................15 SoftSubgrade Soils..............................................................................................................................................15 FrozenSubgrade Soils..........................................................................................................................................16 StructuralFill........................................................................................................................................................16 Backfillof Walls...................................................................................................................................................17 Excavations...........................................................................................................................................................17 GroundwaterControl............................................................................................................................................18 GENERALCOMMENTS..................................................................................................................................................18 REFERENCES.................................................................................................................................................................19 APPENDICES.................................................................................................................................................................20 AcronymList........................................................................................................................................................20 GeotechnicalGeneral Notes.................................................................................................................................21 Geotechnical Investigation Test Pit Log...............................................................................................................22 Gravel Equivalent Method — Pavement Thickness Design Procedures................................................................42 R -Value Laboratory Test Data..............................................................................................................................43 Plate1: Vicinity Map............................................................................................................................................44 Plate2: Site Map...................................................................................................................................................45 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(a)mti-id.com CopYrigg & Ins 7 Mon,ate dais Testing 8 inspection, Inc. MATERIALS TESTING 6 INSPECTION 3 November 2017 Page # 3 of 45 b171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing i] Special Inspections INTRODUCTION This report presents results of a geotechnical investigation and analysis in support of data utilized in design of structures as defined in the 2012 International Building Code (IBC). Information in support of groundwater and stormwater issues pertinent to the practice of Civil Engineering is included. Observations and recommendations relevant to the earthwork phase of the project are also presented. Revisions in plans or drawings for the proposed development from those enumerated in this report should be brought to the attention of the soils engineer to determine whether changes in the provided recommendations are required. Deviations from noted subsurface conditions, if encountered during construction, should also be brought to the attention of the soils engineer. Project Description The proposed development is in the southwestern portion of the City of Meridian, Ada County, ID, and occupies a portion of the NW'/NWt/ of Section 6, Township 4 North, Range 2 East, Boise Meridian. This project will consist of construction of a residential subdivision roughly 48 acres in size. It is anticipated that the subdivision will be made up of 39 residential lots. City water services will be installed for the site and dry -line sewer systems will be installed to facilitate future connection to city sewer. Until connection with city sewer can take place, individual septic systems will be utilized. Total settlements are limited to 1 inch. Loads of up to 4,000 pounds per lineal foot for wall footings, and column loads of up to 50,000 pounds were assumed for settlement calculations. Additionally, assumptions have been made for traffic loading of pavements. Retaining walls are not anticipated as part of the project. 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. Jarron Langston to Monica Saculles of Materials Testing and Inspection, Inc. (MTI), on 12 September 2017. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between Mr. Jarron Langston and MTI. Our scope of services for the proposed development has been provided in our proposal dated 8 September 2017 and repeated below. Purpose The purpose of this Geotechnical Engineering Report is to determine various soil profile components and their engineering characteristics for use by either design engineers or architects in: • Preparing or verifying suitability of foundation design and placement • Preparing site drainage designs • Indicating issues pertaining to earthwork construction • Preparing residential pavement section design requirements 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti((Dmti-id.com Copyright Materials Testing & Inspection, n, Inc.. 3 November 2017 Page # 4 of 45 b171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections 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 foundation materials. The scope of work did not include design recommendations specific to individual residences. 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 proj ect 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, Inc. ("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. Report Recommendations are Limited and Subject 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. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti((Dmti-id.com Copyright m 2017 Materials Testing 8 Inspection, Inc. MATERIALS TESTING 6 INSPECTION 3 November 2017 Page # 5 of 45 b171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering O Construction Materials Testing ❑ Special Inspections 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. SITE DESCRIPTION Site Access Access to the site may be gained via Interstate 84 to the Eagle Road exit. Proceed south on Eagle Road approximately 3.4 miles to its intersection with Lake Hazel Road. The site occupies the southwest corner of this intersection. Presently the site exists as agricultural fields. The location is depicted on site map plates included in the Appendix. 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. Along the margins 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. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti((Dmti-id.com Copyright & I g17 Mon, In . Testing 8 Inspection, Inc. MATERIALS TESTING & INSPECTION 3 November 2017 Page # 6 of 45 b171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections General Site Characteristics This proposed development consists of approximately 48 acres of relatively flat and level terrain. However, relatively steep to near vertical slopes are present along the northern and eastern property boundaries near the intersection of Eagle and Lake Hazel Roads. A series of irrigation ditches run north -south and east -west through the property, and the Farr Lateral is present along the southern property boundary of the site. Throughout the majority of the site, surficial soils consist of fine-grained clay soils. Vegetation primarily consists of agricultural crops and other native grass varieties typical of and to semi -arid environments. Regional drainage is north and west toward the Boise River. Stormwater drainage for the site is achieved by both sheet runoff and percolation through surficial soils. Runoff predominates for the steeper slopes while percolation prevails across the gently sloping and near level areas. The site is situated so that it is unlikely that it will receive any stormwater drainage from off-site sources. Stormwater drainage collection and retention systems are not in place on the project site and were not noted within the vicinity of the project site. Historical Research MTI reviewed aerial photographs for the site and surrounding area from 1992 through 2016. Based on these photographs, the site and nearby properties were visible primarily as agricultural land with various rural residential structures and outbuildings. Over the years, additional rural residential properties have been developed surrounding the property. In the 2002 aerial, the Coolwater Creek Event Center was present to the south of the site. By 2006, construction of the LDS church that is near the east central portion of the site had commenced. Recently, construction of high-density residential subdivisions has been prevalent to the north and northeast of the project site. Regional Site Climatology and Geochemistry According to the Western Regional Climate Center, the average precipitation for the Treasure Valley is on the order of 10 to 12 inches per year, with an annual snowfall of approximately 20 inches and a range from 3 to 49 inches. The monthly mean daily temperatures range fiom 21°F to 95°F, with daily extremes ranging from - 25°F to 111°F. Winds are generally from the northwest or southeast with an annual average wind speed of approximately 9 miles per hour (mph) and a maximum of 62 mph. Soils and sediments in the area are primarily derived from siliceous materials and exhibit low electro -chemical potential for corrosion of metals or concretes. Local aggregates are generally appropriate for Portland cement and lime cement mixtures. Surface water, groundwater, and soils in the region typically have pH levels ranging from 7.2 to 8.2. Geoseismic Setting Soils on site are classed as Site Class D in accordance with Chapter 20 of the American Society of Civil Engineers (ASCE) publication ASCE/SEI 7-10. Structures constructed on this site should be designed per IBC requirements for such a seismic classification. Our investigation did not reveal hazards resulting from potential earthquake motions including: slope instability, liquefaction, and surface rupture caused by faulting or lateral spreading. Incidence and anticipated acceleration of seismic activity in the area is low. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtiOoti-id.com Copyright®2017 Materials Testing 8 Inspection, Inc. MATERIALS 0 TESTING 6 INSPECTION 3 November 2017 Page # 7 of 45 b171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections SOILS EXPLORATION 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 sites were staked in the field by a representative of the client and were labeled with a ground surface elevation. Each of these staked locations was also located in the field by means of a Global Positioning System (GPS) device and are reportedly accurate to within sixteen 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 Appendix. Results of field and laboratory tests are also presented in the Appendix. MTI recommends that these logs not be used to estimate fill material quantities. Laboratory Testing Program 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) and American Association of State Highway and Transportation Officials (AASHTO) specifications, and results of these tests are to be found on the accompanying logs located in the Appendix. The laboratory testing program for this report included: Atterberg Limits Testing — ASTM D4318, Grain Size Analysis — ASTM C 117/C 136, and Resistance Value (R -value) and Expansion Pressure of Compacted Soils — Idaho T-8. 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 Appendix. The materials encountered during exploration were quite typical for the geologic area mapped as Gravel of Amity Terrace. Lean clay soils were encountered at ground surface across the site. These materials varied from brown to dark brown and generally exhibited moisture contents of dry to slightly moist. Clays were noted to have consistencies of stiff to hard. Fine-grained sand was generally present throughout. Organic materials were measured to depths of roughly % to 2 feet, and disturbed materials, as a result of plowing activities, usually reached a depth of 1'/2 feet if present. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti((Dmti-id.com Copydi Mg & Im -ti-, In.. Testing 8 Inspec0on, Inc. 3 November 2017 Page # 8 of 45 b 171395g_geoteeh.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Silts with varying sand contents were encountered beneath surficial lean clays. These silt soils were tan to brown and dry to slightly moist. Consistencies commonly ranged from very stiff to hard. Fine-grained sand was present in portions of these horizons. Silty sand sediments were often observed below the silt soils. Silty sands, where present, were classified as light brown to brown, dry to slightly moist, and very dense, with fine to medium -grained sand. Many of the firmer/denser silt/sand soil horizons contained some degree of calcium carbonate cementation (hardpan). At depth, silty gravel and/or poorly graded gravel with sand sediments were exposed. In a few cases, poorly graded sand sediments were also exposed. These granular sediments were generally tan to brown, dry to slightly moist, and medium dense to very dense. Fine to coarse-grained sand, fine to coarse gravel, and 12 -inch minus cobbles were noted throughout portions of these horizons. Varying degrees of calcium carbonate cementation were often noted within the silty gravel sediments. Competency of test pit sidewalls varied little across the site. In general, fine grained soils remained stable while more granular sediments exhibited some sloughing. However, moisture contents will also affect wall competency with saturated soils having a tendency to readily slough when under load and unsupported. Volatile Organic Scan No environmental concerns were identified prior to commencement of the investigation. Therefore, soils obtained during on-site activities were not assessed for volatile organic compounds by portable photoionization detector. Samples obtained during our exploration activities exhibited no odors or discoloration typically associated with this type of contamination. No groundwater was encountered. SITE HYDROLOGY Existing surface drainage conditions are defined in the General Site Characteristics section. Information provided in this section is limited to observations made at the time of the investigation. Either regional or local ordinances may require information beyond the scope of this report. Groundwater During this field investigation, groundwater was not encountered in test pits advanced to a maximum depth of 15.1 feet bgs. Soil moistures in the test pits were generally dry to slightly moist throughout. 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 December 2015, May 2017, and August 2017 approximately %2 -mile to the northeast of the project site, groundwater was noted within numerous test pits at depths ranging from 3.6 to 10.3 feet bgs. However these sites were at significantly lower elevations than the project site. Two previous investigations performed within roughly % mile east of the site in June 2014 and December 2015 showed no evidence of groundwater in test pits advanced to depths as great as 12.0 feet bgs. These sites were at somewhat higher elevations than the project site. Furthermore, according to United States Geological Survey (USGS) monitoring well data within approximately V2 -mile of the project site and at similar ground surface elevations as the site, groundwater was measured at depths in excess of 50 feet bgs. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(aDmti-id.com CopytPitaht 0 017 Materials Testing 8 Inspection, Inc. 3 November 2017 Page # 9 of 45 b 17 13 95 g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Based on evidence of this investigation and background knowledge of the area, MTI estimates groundwater depths to remain greater than approximately 20 feet bgs throughout the year. This depth can be confirmed through long-term groundwater 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 clay and silt with sand soils generally offer little permeability, with typical hydraulic infiltration rates of less than 2 inches per hour. Sandy silt soils will commonly exhibit infiltration rates from 2 to 4 inches per hour and silty sand/silty gravel sediments usually display rates of 4 to 8 inches per hour; though calcium carbonate cementation may reduce these values to near zero. Poorly graded sand and gravel sediments typically exhibit infiltration values in excess of 12 inches per hour. Infiltration testing is generally not required within these sediments because of their free -draining nature. Ada County Highway District (ACHD) may 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. SLOPES AND SETBACKS Native cut slopes steeper than 3 feet horizontal to 1 foot vertical (3:1) are present along portions of the northern and eastern property boundaries. For structures to be constructed near slopes like these, it is necessary to apply slope setback requirements as outlined in the IBC. No potential slope stability deficiencies were noted during the investigation. However, some erosion of the gravel slopes was observed. Soils onsite are not sufficiently stable to allow vertical cuts greater than 4 feet to stand for an extended period of time. Soils in the project vicinity are stable at a 2:1 gradient. However, soil types throughout the area are variable, and existing slopes will be dependent upon soil composition. Proposed cut -fill sections constructed from these soils should not be steeper than 2:1. Cut slopes in fine-grained soil are stable on a 1.5:1 slope with respect to mass movement and downslope creep. Fill slopes should be placed and compacted in a controlled manner as detailed in the Structural Fill section of this report. Fills to be constructed on existing slopes steeper than 20 percent (approximately 5:1) should be benched a minimum of 10 feet into competent native soils. To ensure slope stability with respect to surficial movement and gullying, cohesive soils should be placed on the face of slopes. This will help limit downslope creep and aid in re -vegetation of slope surfaces. When slopes are steeper than 2:1, soils must be aggressively protected from erosion. More granular soils will require an even greater degree of protection. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtiPmti-id.com Copyright & 1017 Mon, In . Testing 8 Inspection, Inc. 3 November 2017 Page # 10 of 45 b171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Setbacks from constructed slopes should adhere to provisions of Section 1808.7 of the 2012 IBC. Footing loads on soil masses adjacent to slopes must be set back in accordance with the provisions of the IBC. For buildings constructed above slopes steeper than 3:1, the horizontal setback distance from the face of slope to the face of an upslope footing must be no less than '/3 the vertical height of the total slope, however, need not exceed 40 feet. Benches or steps in the slope do not modify slope height. For buildings constructed below slopes steeper than 3:1, the horizontal setback distance from the toe of the slope to the face of a downslope structure must be no less than 1/2 the vertical height of the total slope, however, need not exceed 15 feet. Retaining walls can be constructed to alter the dimensional parameters of a slope. The top of the retaining wall constitutes the toe of the slope, and slope height is determined from the top of wall. Downslope setback requirements can be reduced to zero if the retaining wall reduces the upslope gradient to 3:1 or flatter. Because upslope setbacks are determined at footing elevation, top of slope setbacks can be managed through the footing depth. In some cases, it may be desirable to use a foundation based on tip bearing piles or caissons to achieve greater footing depths. Setback requirements for pools are 1/2 those required for structures. Additionally, pools with portions of their walls within 7 feet of the top of the slope must be capable of supporting pool water without soil support. FOUNDATION, SLAB, AND PAVEMENT DISCUSSION AND RECOMMENDATIONS Various foundation types have been considered for support of the proposed structures. Two requirements must be met in the design of foundations. First, the applied bearing stress must be less than the ultimate bearing capacity of foundation soils to maintain stability. Second, total and differential settlement must not exceed an amount that will produce an adverse behavior of the superstructure. Allowable settlement is usually exceeded before bearing capacity considerations become important; thus, allowable bearing pressure is normally controlled by settlement considerations. Considering subsurface conditions and the proposed construction, it is recommended that the structures be founded upon conventional spread footings and continuous wall footings. Total settlements should not exceed 1 inch if the following design and construction recommendations are observed. Presently, there are approximately 39 lots proposed for the project site. The following recommendations are not specific to the individual structures but rather should be viewed as guidelines for the subdivision — wide development. Foundation Design Recommendations Based on data obtained from the site and test results from various laboratory tests performed, MTI recommends the following guidelines for the net allowable soil bearing capacity: 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 als www.mti-id.com • mtiCc�Testing 8lnspection, Inm2g77Mn,Inc. . 3 November 2017 Page # 11 of 45 b171395g_geotech.docx Ll Environmental Services Q Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Soil Bearing Capacity Footing Depth ASTM D155, 7 Sub rade Compaction Net Allowable Soil Bearing Capacity Footings must bear on competent, undisturbed, 2,0001bs/ft2 native silt with sand/sandy silt soils, silty sand Not Required for Native sediments, or compacted structural fill. Existing Soil , A /3 increase is allowable lean clay soils must be completely removed from for short-term loading, below foundation elements.' Excavation depths 95/o o f or Structural Fill which is defined by seismic ranging from roughly 0.8 to 3.9 feet bgs should be events or designed wind anticipated to expose proper bearing soils.2 speeds. 1It will be required for MTI personnel to verify the bearing soil suitability for each structure at the time of construction. 2Depending on the time of year construction takes place the subgrade soils may be unstable because of high moisture contents If unstable conditions are encountered over -excavation and replacement with granular structural fill and/or use of geotextiles may be required. Footings should be proportioned to meet either the stated soil bearing capacity or the 2012 IBC minimum requirements. Total settlement should be limited to approximately 1 inch, and differential settlement should be limited to approximately V2 inch. Objectionable soil types encountered at the bottom of footing excavations should be removed and replaced with structural fill. Excessively loose or soft areas that are encountered in the footings subgrade will require over -excavation and backfilling with structural fill. To minimize the effects of slight differential movement that may occur because of variations in the character of supporting soils and seasonal moisture content, MTI recommends continuous footings be suitably reinforced to make them as rigid as possible. For frost protection, the bottom of external footings should be 24 inches below finished grade. Crawl Space Recommendations Considering the presence of shallow cemented soils across the site, all residences constructed with crawl spaces should be designed in a manner that will inhibit water in the crawl spaces. MTI recommends that roof drains carry stormwater at least 10 feet away from each residence. Grades should be at least 5 percent for a distance of 10 feet away from all residences. In addition, rain gutters should be placed around all sides of residences, and backfill around stem walls should be placed and compacted in a controlled manner. Based on test pit logs, areas with shallow cementation are likely to be encountered across much of the site, with cementation present as shallow as 0.9 to 5.0 feet. In areas where cemented soils will be within 2 feet of the crawl space elevation, construction of subsurface drains is also recommended. Review of proposed grading in conjunction with soils data presented by MTI will be required to identify these areas. Subsurface drains should be placed at stormwater and irrigation water collection points within the lawn area. These drains will require over -excavation through cemented soils to underlying free -draining soils and backfilling with permeable soils to permit drainage. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti@)mti-id.com CoPytingght & 2gt7 Mon, In . Testing & Inspection, Inc. pro. 3 November 2017 Page # 12 of 45 b171395g_geotech.docx Ll Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Floor, Patio, and Garage Slab -on -Grade Plow zones, which should be treated as uncontrolled fill, was encountered throughout the majority of the site. MTI recommends that these fill materials be excavated to a sufficient depth to expose competent, native soils or to a minimum depth of 1'h feet below finished subgrade. If fill materials remain after over -excavation the exposed subgrade must be commmmpacted to at least 95 percent of the maximum dry density as determined by ASTM D 1557. MTI personnel must be present during excavation to identify these materials. Native clay soils are moderately plastic and will be susceptible to shrink/swell movements associated with moisture changes. Areas of the site within the proposed structures should be excavated to sufficient depths to expose lean clay. The clay soils should be scarified to a depth of 6 inches and compacted between 92 to 98 percent of the maximum dry density as determined by ASTM D698. The moisture content should be within 2 percent of optimum. Structural fill should be placed as soon as possible after compaction of clay soils in order to limit moisture loss within the upper clays. Ground surfaces should be sloped away from structures at a minimum of 5 percent for a distance of 10 feet to provide positive drainage of surface water away from buildings. Grading must be provided and maintained following construction. Organic, loose, or obviously compressive materials must be removed prior to placement of concrete floors or floor -supporting fill. In addition, the remaining subgrade should be treated in accordance with guidelines presented in the Earthwork section. Areas of excessive yielding should be excavated and backfilled with structural fill. Fill used to increase the elevation of the floor slab should meet requirements detailed in the Structural Fill section. Fill materials must be compacted to a minimum 95 percent of the maximum dry density as determined by ASTM D 1557. A free -draining granular mat (drainage fill course) should be provided below slabs -on -grade. This should be a minimum of 4 inches in thickness and properly compacted. The mat should consist of a sand and gravel mixture, complying with Idaho Standards for Public Works Construction (ISPWC) specifications for 3/ -inch (Type 1) crushed aggregate. A moisture -retarder should be placed beneath floor slabs to minimize potential ground moisture effects on moisture -sensitive floor coverings. The moisture -retarder should be at least 15 -mil in thickness and have a permeance of less than 0.01 US perms as determined by ASTM E96. Placement of the moisture -retarder will require special consideration with regard to effects on the slab -on -grade and should adhere to recommendations outlined in the ACI 302.1R and ASTM E1745 publications. The granular mat should be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D1557. Upon request, MTI can provide further consultation regarding installation. Recommended Pavement Sections As required by Ada County Highway District (ACRD), MTI has used a traffic index of 6 to determine the necessary pavement cross-section for the site. MTI has made assumptions for traffic loading variables based on the character of the proposed construction. The Client should review these assumptions to make sure they reflect intended use and loading of pavements both now and in the future. MTI collected a sample of near - surface soils for Resistance Value (R -value) testing representative of soils to depths of 2 feet below existing ground surface. This sample, consisting of lean clay collected from test pit 14, yielded a R -value of less than 5. An R -value of 4 was used for design. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 als www.mti-id.com • mti(c)mti-id.com CopyrigM62077MTesting &Inspection,n, Inc.I 3 November 2017 Page # 13 of 45 b 171395g_geotech.docx Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections The following are minimum thickness requirements for assured pavement function. Depending on site conditions, additional work, e.g. soil preparation, may be required to support construction equipment. These have been listed within the Soft Subgrade Soils section. Results of the test are graphically depicted in the Appendix. Flexible Pavement Section The Gravel Equivalent Method, as defined in Section 500 of the State of Idaho Department of Transportation (ITD) Materials Manual, was used to develop the pavement sections. ACHD parameters for traffic index and substitution ratios, which were obtained from the ACHD Policy Manual, were also used in the design. A calculation sheet provided in the Appendix indicates the soils constant, traffic loading, traffic projections, and material constants used to calculate the pavement sections. MTI recommends that materials used in the construction of asphaltic concrete pavements meet the requirements of the ISPWC Standard Specification for Highway Construction. Construction of the pavement section should be in accordance with these specifications and should adhere to guidelines recommended in the section on Construction Considerations. Gravel Equivalent Method Flexible Pavement Specifications Pavement Section Component' Roadway Section Asphaltic Concrete 2.5 Inches Crushed Aggregate Base 4.0 Inches Structural Subbase 14.0 Inches Compacted Subgrade See Pavement Subgrade Preparation Section 1It will be required for MTI personnel to verify subgrade competency at the time of construction. Asphaltic Concrete: Asphalt mix design shall meet the requirements of ISPWC, Section 810 Class III plant mix. Materials shall be placed in accordance with ISPWC Standard Specifications for Highway Construction. Aggregate Base: Material complying with ISPWC Standards for Crushed Aggregate Materials. Structural Subbase: Material complying with requirements for granular structural fill (uncrushed) as defined in ISPWC. Pavement Subgrade Preparation Plow zones, which should be treated as uncontrolled fill, was encountered across the majority of the site. MTI recommends that these fill materials be excavated to a sufficient depth to expose competent, native soils or to a minimum depth of 1'/2 feet below finished subgrade. If fill materials remain after over -excavation, the exposed subgrade must be compacted to at least 95 percent of the maximum dry density as determined by ASTM D698. MTI personnel must be present during excavation to identify these materials. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 CopyrigM02o77 Materials www.mtl-id.com • mti((Dmti-id.comn Testing & Inspection, Inc.. 3 November 2017 Page # 14 of 45 It171395g_geotech.docx ❑ Environmental Services ❑Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Native clay soils are moderately plastic and will be susceptible to shrink/swell movements associated with moisture changes. Areas of the site within the proposed pavement sections should be excavated to sufficient depths to expose clay soils. The clay soils should be scarified to a depth of 6 inches and compacted between 92 to 98 percent of the maximum dry density as determined by ASTM D698. The moisture content should be within 2 percent of optimum. Structural fill should be placed as soon as possible after compaction of clay soils in order to limit moisture loss within the upper clays. Common Pavement Section Construction Issues The subgrade upon which above pavement sections are to be constructed must be properly stripped, compacted (if indicated), inspected, and proof -rolled. Proof rolling of subgrade soils should be accomplished using a heavy rubber -tired, fully loaded, tandem -axle dump truck or equivalent. Verification of subgrade competence by MTI personnel at the time of construction is required. Fill materials on the site must demonstrate the indicated compaction prior to placing material in support of the pavement section. MTI anticipated that pavement areas will be subjected to moderate traffic. Subgrade clays and silts near and above optimum moisture contents may pump during compaction. Pumping or soft areas must be removed and replaced with structural fill. Fill material and aggregates in support of the pavement section must be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D698 for flexible pavements and by ASTM D1557 for rigid pavements. If a material placed as a pavement section component cannot be tested by usual compaction testing methods, then compaction of that material must be approved by observed proof rolling. Minor deflections from proof rolling for flexible pavements are allowable. Deflections from proof rolling of rigid pavement support courses should not be visually detectable. CONSTRUCTION CONSIDERATIONS Recommendations in this report are based upon structural elements of the project being founded on competent, native silty with sand/sandy silt soils, silty sand sediments, or compacted structural fill. Structural areas should be stripped to an elevation that exposes these soil types. Earthwork Excessively organic soils, deleterious materials, or disturbed soils generally undergo high volume changes when subjected to loads, which is detrimental to subgrade behavior in the area of pavements, floor slabs, structural fills, and foundations. Agricultural crops and brush with associated root systems were noted at the time of our investigation. It is recommended that organic or disturbed soils, if encountered, be removed to depths of 1 foot (minimum), and wasted or stockpiled for later use. Stripping depths should be adjusted in the field to assure that the entire root zone or disturbed zone (plow depths) or topsoil are removed prior to placement and compaction of structural fill materials. Exact removal depths should be determined during grading operations by MTI personnel, and should be based upon subgrade soil type, composition, and firmness or soil stability. If underground storage tanks, underground utilities, wells, or septic systems are discovered during construction activities, they must be decommissioned then removed or abandoned in accordance with governing Federal, State, and local agencies. Excavations developed as the result of such removal must be backfilled with structural fill materials as defined in the Structural Fill section. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www,mti-id.com • mti(ci)mti-id.com Copyright©spe2017 Materials Testing 8lnspeclion, Inc. MATERIALS 3 November 2017 TESTI NC & Page # 15 of 45 INSPECTION b171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections MTI should oversee subgrade conditions (i.e., moisture content) as well as placement and compaction of new fill (if required) after native soils are excavated to design grade. Recommendations for structural fill presented in this report can be used to minimize volume changes and differential settlements that are detrimental to the behavior of footings, pavements, and floor slabs. Sufficient density tests should be performed to properly monitor compaction. For structural fill beneath building structures, one in-place density test per lift for every 5,000 square feet is recommended. In parking and driveway areas, this can be decreased to one test per lift for every 10,000 square feet. Dry Weather If construction is to be conducted during dry seasonal conditions, many problems associated with soft soils may be avoided. However, some rutting of subgrade soils may be induced by shallow groundwater conditions related to springtime runoff or irrigation activities during late summer through early fall. Solutions to problems associated with soft subgrade soils are outlined in the Soft Subgrade Soils section. Problems may also arise because of lack of moisture in native and fill soils at time of placement. This will require the addition of water to achieve near -optimum moisture levels. Low -cohesion soils exposed in excavations may become friable, increasing chances of sloughing or caving. Measures to control excessive dust should be considered as part of the overall health and safety management plan. Wet Weather If construction is to be conducted during wet seasonal conditions (commonly from mid-November through May), problems associated with soft soils must be considered as part of the construction plan. During this time of year, fine-grained soils such as silts and clays will become unstable with increased moisture content, and eventually deform or rut. Additionally, constant low temperatures reduce the possibility of drying soils to near optimum conditions. Soft Subgrade Soils Shallow fine-grained subgrade soils that are high in moisture content should be expected to pump and rut under construction traffic. During periods of wet weather, construction may become very difficult if not impossible. The following recommendations and options have been included for dealing with soft subgrade conditions: Track -mounted vehicles should be used to strip the subgrade of root matter and other deleterious debris. Heavy rubber -tired equipment should be prohibited from operating directly on the native subgrade and areas in which structural fill materials have been placed. Construction traffic should be restricted to designated roadways that do not cross, or cross on a limited basis, proposed roadway or parking areas. Soft areas can be over -excavated and replaced with granular structural fill. Construction roadways on soft subgrade soils should consist of a minimum 2 -foot thickness of large cobbles of 4 to 6 inches in diameter with sufficient sand and fines to fill voids. Construction entrances should consist of a 6 -inch thickness of clean, 2 -inch minimum, angular drain -rock and must be a minimum of 10 feet wide and 30 to 50 feet long. During the construction process, top dressing of the entrance may be required for maintenance. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright ©2spe Materials www.mti-id.com • mti cr.mti-id.com Testing 8lnspedion, Inc. c 3 November 2017 Page # 16 of 45 b171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Scarification and aeration of subgrade soils can be employed to reduce the moisture content of wet subgrade soils. After stripping is complete, the exposed subgrade should be ripped or disked to a depth of 1'/2 feet and allowed to air dry for 2 to 4 weeks. Further disking should be performed on a weekly basis to aid the aeration process. Alternative soil stabilization methods include use of geotextiles, lime, and cement stabilization. MTI is available to provide recommendations and guidelines at your request. Frozen Subgrade Soils Prior to placement of structural fill materials or foundation elements, frozen subgrade soils must either be allowed to thaw or be stripped to depths that expose non -frozen soils and wasted or stockpiled for later use. Stockpiled materials must be allowed to thaw and return to near -optimal conditions prior to use as structural fill. The onsite, shallow clayey and silty soils are susceptible to frost heave during freezing temperatures. For exterior flatwork and other structural elements, adequate drainage away from subgrades is critical. Compaction and use of structural fill will also help to mitigate the potential for frost heave. Complete removal of frost susceptible soils for the full frost depth, followed by replacement with a non -frost susceptible structural fill, can also be used to mitigate the potential for frost heave. MTI is available to provide further guidance/assistance upon request. Structural Fill Soils recommended for use as structural fill are those classified as GW, GP, SW, and SP in accordance with the Unified Soil Classification System (USCS) (ASTM D2487). Use of silty soils (USCS designation of GM, SM, and ML) as structural fill may be acceptable. However, use of silty soils (GM SM and ML) as structural fill below footings is prohibited. These materials require very high moisture contents for compaction and require a long time to dry out if natural moisture contents are too high and may also be susceptible to frost heave under certain conditions. Therefore, these materials can be quite difficult to work with as moisture content, lift thickness, and compactive effort becomes difficult to control. If silty soil is used for structural fill, lift thicknesses should not exceed 6 inches (loose) and fill material moisture must be closely monitored at both the working_ elevation and the elevations of materials already placed. Following placement, silty soils must be protected from degradation resulting from construction traffic or subsequent construction. Recommended granular structural fill materials, those classified as GW, GP, SW, and SP, should consist of a 6 -inch minus select, clean, granular soil with no more than 50 percent oversize (greater than 3/ -inch) material and no more than 12 percent fines (passing No. 200 sieve). These fill materials should be placed in layers not to exceed 12 inches in loose thickness. Prior to placement of structural fill materials, surfaces must be prepared as outlined in the Construction Considerations section. Structural fill material should be moisture -conditioned to achieve optimum moisture content prior to compaction. For structural fill below footings, areas of compacted backfill must extend outside the perimeter of the footings for a distance equal to the thickness of fill between the bottom of foundation and underlying soils, or 5 feet, whichever is less. All fill materials must be monitored during placement and tested to confirm compaction requirements, outlined below, have been achieved. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(a)mti-id.com CopYt9hi02017 Materials Testing 8 Inspection, Inc. l wg 3 November 2017 Page # 17 of 45 b171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing Ll Special Inspections Each layer of structural fill must be compacted, as outlined below: Below Structures and Rigid Pavements: A minimum of 95 percent of the maximum dry density as determined by ASTM D 1557. Below Flexible Pavements: A minimum of 92 percent of the maximum dry density as determined by ASTM D1557 or 95 percent of the maximum dry density as determined by ASTM D698. The ASTM D1557 test method must be used for samples containing up to 40 percent oversize (greater than 3/— inch) particles. If material contains more than 40 percent but less than 50 percent oversize particles, compaction of fill must be confirmed by proof rolling each lift with a 10 -ton vibratory roller (or equivalent) until the maximum density has been achieved. Density testing must be performed after each proof rolling pass until the in-place density test results indicate a drop (or no increase) in the dry density, defined as maximum density or "break over" point. The number of required passes should be used as the requirements on the remainder of fill placement. Material should contain sufficient fines to fill void spaces, and must not contain more than 50 percent oversize particles. Backfill of Walls Backfill materials must conform to the requirements of structural fill, as defined in this report. For wall heights greater than 2.5 feet, the maximum material size should not exceed 4 inches in diameter. Placing oversized material against rigid surfaces interferes with proper compaction, and can induce excessive point loads on walls. Backfill shall not commence until the wall has gained sufficient strength to resist placement and compaction forces. Further, retaining walls above 2.5 feet in height shall be backfilled in a manner that will limit the potential for damage from compaction methods and/or equipment. It is recommended that only small hand - operated compaction equipment be used for compaction of backfill within a horizontal distance equal to the height of the wall, measured from the back face of the wall. Backfill should be compacted in accordance with the specifications for structural fill, except in those areas where it is determined that future settlement is not a concern, such as planter areas. In nonstructural areas, backfill must be compacted to a firm and unyielding condition. Excavations Shallow excavations that do not exceed 4 feet in depth may be constructed with side slopes approaching vertical. Below this depth, it is recommended that slopes be constructed in accordance with Occupational Safety and Health Administration (OSHA) regulations, Section 1926, Subpart P. Based on these regulations, on-site soils are classified as type "C" soil, and as such, excavations within these soils should be constructed at a maximum slope of 1'/2 feet horizontal to 1 foot vertical (1'/2:1) for excavations up to 20 feet in height. Excavations in excess of 20 feet will require additional analysis. Note that these slope angles are considered stable for short- term conditions only, and will not be stable for long-term conditions. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtiOrriti-id.com Copyright 02077 Materials Testing &Inspection, n, Inc.. MATERIALS TESTING £s INSPECTION 3 November 2017 Page # 18 of 45 bI71395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections During the subsurface exploration, test pit sidewalls generally exhibited little indication of collapse; however, sloughing of native granular sediments from test pit sidewalls was observed. For deep excavations, native granular sediments cannot be expected to remain in position. These materials are prone to failure and may collapse, thereby undermining upper soil layers. This is especially true when excavations approach depths near the water table. Care must be taken to ensure that excavations are properly backfilled in accordance with procedures outlined in this report. Shallow soil cementation (caliche) was observed throughout much of the site and may cause difficulties during foundation development and utility placement. Cemented soils should be anticipated throughout the site at depths as shallow as 0.9 to 5.0 feet bgs. Groundwater Control Groundwater was not encountered during the investigation and is anticipated to be below the depth of most construction. Special precautions may be required for control of surface runoff and subsurface seepage. It is recommended that runoff be directed away from open excavations. Silty or clayey soils may become soft and pump if subjected to excessive traffic during time of surface runoff. Ponded water in construction areas should be drained through methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or installing a French drain system. Additionally, temporary or permanent driveway sections should be constructed if extended wet weather is forecasted. GENERAL COMMENTS When plans and specifications are complete, or if significant changes are made in the character or location of the proposed development, consultation with MTI should be arranged as supplementary recommendations may be required. Suitability of subgrade soils and compaction of structural fill materials must be verified by MTI personnel prior to placement of structural elements. Additionally, monitoring and testing should be performed to verify that suitable materials are used for structural fill and that proper placement and compaction techniques are utilized. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright2Materials www.mti-id.com • mtiCa?mti-id.com Testing & Inspection, Inc. MATERIALS TESTING 6 INSPeCTION 3 November 2017 Page # 19 of 45 It 1713 95 g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections REFERENCES Ada County Highway District (ACHD) (2013). Ada County Highway District Policy Manual (October 2015). [Online] Available: <http://www.achdidaho.org/AboutACHD/PolicyManual.aspx> (2017). American Concrete Institute (ACI) (2004). Guide for Concrete Floor and Slab Construction: ACI 302.1R. Farmington Hills, MI: ACI. American Society of Civil Engineers (ASCE) (2013). Minimum Design Loads for Buildings and Other Structures: ASCE/SEI 7-10. Reston, VA: ASCE. American Society for Testing and Materials (ASTM) (2013). Standard Test Method for Materials Finer than 75 -gm (No. 200) Sieve in Mineral Aggregates by Washing: ASTM C117. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2014). Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates: ASTM C136. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2012). Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort: ASTM D698. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2012). Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort: ASTM D1557. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2013). Standard Test Methods for Resistance Value (R -Value) and Expansion Pressure of Compacted Soils: ASTM D2844. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2011). Standard Practice for Classification of Soils for Engineering Purposes ,(Unified Soil Classification System): ASTM D2487. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2010). Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils: ASTM D4318. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2011). Standard Specification for Plastic Water Vapor Retarders Used in Contact with Soil or Granular Fill Under Concrete Slabs: ASTM E1745. West Conshohocken, PA: ASTM. Desert Research Institute. Western Regional Climate Center. [Online] Available: <http://www.wrcc.dri.edu/> (2017). International Building Code Council (2012). International Building Code, 2012. Country Club Hills, IL: Author. Local Highway Technical Assistance Council (LHTAC) (2010). Idaho Standards for Public Works Construction 2010. Boise, ID: Author. Othberg, K. L. and Stanford, L. A., Idaho Geologic Society (1992). Geologic MMMT of the Boise Valley and Adjoining Area Western Snake River Plain Idaho. (scale 1:100,000). Boise, ID: Joslyn and Morris. U.S, Department of Labor, Occupational Safety and Health Administration. CFR 29 Part 1926, Subpart P: Safety and Health Regulations for Construction, Excavations (1986). [Online] Available: <www.osha.gov> (2017). U.S. Geological Survey (2017). National Water Information System: Web Interface. [Online] Available: <http://waterdata.usgs.gov/nwis> (2017). 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(aTesting .mti-id.com Copytingght 02 8 Inspection, Materials Inc. MATERIALS TESTING £r INSPECTION 3 November 2017 Page # 20 of 45 b171395g_geotech.docx ❑ Environmental Services Ll Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections APPENDICES ACRONYM LIST AASHTO: American Association of State Highway and Transportation Officials ACHD: Ada County Highway District ACI American Concrete Institute ASCE American Society of Civil Engineers ASTM: American Society for Testing and Materials bgs: below ground surface CBR: California Bearing Ratio D: natural dry unit weight, pcf ESAL Equivalent Single Axle Load GS: grab sample IBC: International Building Code IDEQ Idaho Department of Environmental Quality ISPWC: Idaho Standards for Public Works Construction ITD: Idaho Transportation Department LL: Liquid Limit M: water content MSL: mean sea level N: Standard "N' penetration: blows per foot, Standard Penetration Test NP: nonplastic OSHA Occupational Safety and Health Administration PCCP: Portland Cement Concrete Pavement PERM: vapor permeability PI: Plasticity Index PID: photoionization detector PVC: polyvinyl chloride Qe: cone penetrometer value, unconfined compressive strength, psi QP: Penetrometer value, unconfined compressive strength, tsf Qu: Unconfined compressive strength, tsf RMR Rock Mass Rating RQD Rock Quality Designation R -Value Resistance Value SPT: Standard Penetration Test (140:pound hammer falling 30 in. on a 2:in. split spoon) USCS: Unified Soil Classification System USDA: United States Department of Agriculture UST: underground storage tank V: vane value, ultimate shearing strength, tsf 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 aterials www.mti-id.com • mtiCa.mti-id.com CopyrigMO2spe017 tion,Inc- Testing &Inspection, Inc. MATERIALS TESTING 6 INSPECTION 3 November 2017 Page # 21 of 45 b I 71395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL GENERAL NOTES Moisture Content RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION Field Test 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 CH Fat clays; high -plasticity, inorganic clays Hard: 1 >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 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 UNIFIED SOIL CLASSIFICATION ",SYSTEM Cementation Description Field Test Weakly Crumbles or breaks with handling or GP Poorly -graded gravels; gravel/sand mixtures with little or no fines slight finger pressure Moderately Crumbles or beaks with considerable SW Well -graded sands; gravelly sands with little or no fines finger pressure Strongly Will not crumble or break with finger Fine Grained Soils >50% passes No.200 sieve 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 UNIFIED SOIL CLASSIFICATION ",SYSTEM Major Divisions Symbol 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 I PT Peat, humus, hydric soils with high organic content 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 als www.mti-id.com • mtiPrnti-id.com CopYn9M©2spedio017 ,Inc. Testing 8lnspecl'an, Inc. 3 November 2017 Page # 22 of 45 b171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -1 Date Advanced: 2 Oct 2017 Logged by: Monica Saculles, P.E. Excavated by: Andersen Construction Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 15.1 Feet bgs Staked Location Information: Test Pit 50, Elevation 2752.54 Depth Field Description and USDA Soil Classification I Sample Sample 'Depth Lab (Feet USCS Soil and Sediment and Design Type Qp Test ID bgs) Classification Soil Subgroup (Feet bgs) Lean Clay (CL): Brown to dark brown, dry, medium stiff to very stiff. Clay 0.0-0.8 --Organic material to a depth of 0.3 1.0-2.0 foot bgs. Unsuitable* --Plow zone throughout. Sandy Silt (ML): Brown, dry, very Silt Loam 0.8-2.8 stiff to hard, with fine-grained sand. 3.0-4.5 --Intermittent weak calcium B-2 carbonate cementation throughout. Silty Sand (SM): Light brown, thy, Loam dense, with fine-grained sand. 2.8-5.0 --Intermittent weak calcium B-2 carbonate cementation throughout. Silty Gravel (GM): Brown, dry, very dense, with fine to coarse-grained Very Gravelly sand, fine to coarse gravel, and 12- Loamy Sand 5.0-8.0 inch minus cobbles. --Weak to moderate calcium Unsuitable* carbonate cementation throughout. Poorly Graded Gravel with Sand Extremely (GP): Brown, dny to slightly moist, Gravelly Sand 8.0-15.1 dense to very dense, with fine to coarse-grained sand, fine to coarse B-1** gravel and 16 -inch minus boulders. *Soil is considered unsuitable because of the presence of calcium carbonate cementation. **Soil has been lowered two subgroups because it is extremely gravelly. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti((Dmti-id.com CnpYi9g & Ins 7 ion, Inc. Testing & Inspection, Inc. r 3 November 2017 Page # 23 of 45 b 171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -2 Date Advanced: 2 Oct 2017 Logged by: Monica Saculles, P.E. Excavated by: Andersen Construction Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 7.5 Feet bgs Staked Location Information: Test Pit 51, Elevation 2757.93 Depth Field Description and USDA Soil Classification Sample Sample Lab (Feet USCS Soil and SedimentDepth and Design Type QP Test ID bgs) Classification Soil Sub rou (Feet bgs) Silt with Sand (ML): Brown to light brown, dry, stiff, with fine-grained Silt 0.0-2.0 sand. --Organic material throughout. C-1 --Plow zone to 1.5 feet bgs. Silty Gravel (GM): Light brown, Very Gravelly dry, dense, with fine to medium- Loamy Sand 2.0-3.9 grained sand, coarse gravel, and 6 - inch mints cobbles. B-1* --Organic material throughout. Poorly Graded Gravel with Sand Extremely (GP): Light brown, dry, dense, with Gravelly Sand 3.9-7.5 fine to coarse-grained sand, fine to coarse gravel, and 6 -inch minus A -2b** cobbles. * Soil has been lowered one subgroup because it is very gravelly. **Soil has been lowered two subgroups because it is extremely gravelly. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(d)rriti-id.com Cop sting 02017 Mon, In . Testing 8 Inspection, Inc. MATERIALS TESTING fr INSPeCTION 3 November 2017 Page # 24 of 45 b171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -3 Date Advanced: 2 Oct 2017 Logged by: Monica Saculles, P.E. Excavated by: Andersen Construction Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 8.0 Feet bgs Staked Location Information: Test Pit 52, Elevation 2758.96 Depth Field Description and USDA Sail Classification Sample Sample Lab (Feet USCS Soil and Sediment and Design Type Depth QP Test ID bgs) Classification Soil Subgroup' (Feet bgs) Lean Clay (CL): Dark brown, dry, Clay 0.0-1.0 Very stiff, with fine-grained sand. 3.5 --Organic material throughout. Unsuitable --Plow zone throughout. Sandy Silt (ML): Brown, dry, hard, Silt Loam 1.0-4.4 with fine-grained sand. 4.5+ --Moderate calcium carbonate Unsuitable* cementation from 2.5 to 4.4 feet bgs. Silty Sand (SM): Light brown to brown, dry, dense, with fine-grained Loam 4.4-5.9 sand. --Intermittent weak calcium B-2 carbonate cementation. Poorly Graded Gravel with Sand Extremely (GP): Brown to light brown, dry to Gravelly Sand slightly moist, dense to medium dense, with fine to coarse-grained Unsuitable* 5.9-8.0 sand, fine to coarse gravel, and 4- (5.9 to 6.5) inch minus cobbles. --Moderate calcium. carbonate B-1** cementation from 5.9 to 6.5 feet bgs. 1 (6.5 to 8.0) * Soil is considered unsuitable because of the presence of calcium carbonate cementation. **Soil has been lowered two subgroups because it is extremely gravelly. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(a.mti-id.com Copyright©2Testing 8 Inspection, Inc. Materialsnc. MATERIALS TESTING 6 INSPECTION 3 November 2017 Page # 25 of 45 b171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing Q Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -4 Date Advanced: 2 Oct 2017 Logged by: Monica Saculles, P.E. Excavated by: Andersen Construction Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 9.8 Feet bgs Staked Location Information: Test Pit 53, Elevation 2753.48 Depth Field Description and USDA Soil Classification Sample Sample Lab (Feet USCS Soil and Sediment and Design Type Depth QP Test ID bgs) Classification Sail Subgroup(Feet bgs) Lean Clay (CL): Dark brown, dry, Clay 0.0-0.9 very stiff, with fine-grained sand. 3.5-4.5 --Organic material throughout. Unsuitable --Plow zone throughout. Silt with Sand (ML): Tan to light brown, dry, hard, with fine-grained Silt 0.9-1.8 sand. 4.5+ --Moderate to strong calcium Unsuitable* carbonate cementation throughout. Silty Sand with Gravel (SM): Light brown to brown, dry, dense, with fine to medium -grained sand, coarse Loam 1.8-3.7 gravel, and occasional 6 -inch minus cobbles. Unsuitable* --Intermittent weak calcium carbonate cementation. Poorly Graded Gravel with Sand Extremely (GP): Brown to light brown, dry to Gravelly Sand slightly moist, dense to medium dense, with fine to coarse-grained Unsuitable* 3.7-9.8 sand, fine to coarse gravel, and 4- (3.7 to 4.7) inch minus cobbles. --Moderate calcium carbonate B-1** cementation and some silt content (4.7 to 9.8) from 3.7 to 4.7 feet bgs. * Soil is considered unsuitable because of the presence of calcium carbonate cementation. **Soil has been lowered two subgroups because it is extremely gravelly. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti @inti-id.com �opY�9©2g17 MInc Testingg &inspection, . Inspection, In. MATERIALS TESTING 6 INSPECTION 3 November 2017 Page # 26 of 45 b171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing 0 Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -5 Date Advanced: 2 Oct 2017 Logged by: Monica Saculles, P.E. Excavated by: Andersen Construction Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 9.5 Feet bgs Staked Location Information: Test Pit 54, Elevation 2748.64 Depth Field Description and USDA Soil Classification Sample Sample , Lab (Feet USCS Soil, and Sediment and Design Type Depth tip Test ID bgs) Classification(Feet Soil Subgroup' bgs) Lean Clay (CL): Dark brown, dry, very stiff, with fine-grained sand. Clay --Organic material throughout. 0.0-1.0 --Plow zone throughout. Unsuitable --Intermittent weak induration throughout. Silt with Sand (ML): Tan to light Silt brown, dry, hard, with fine-grained sand. Unsuitable* 1.0-3.8 --Weak to moderate calcium (1.0 to 2.0) 4.5+ carbonate cementation from 1.0 to 2.0 feet bgs. C-1 (2.0 to 3.8) Poorly Graded Gravel with Silt and Sand (GP -GM): Brown, diy to slightly moist, dense to very dense, Very Gravelly with fine to coarse-grained sand, Loamy Sand 3.8-7.5 fine to coarse gravel, and 8 -inch minus cobbles. Unsuitable* --Weak calcium carbonate cementation throughout. Poorly Graded Gravel with Sand Extremely (GP): Brown, slightly moist, dense, Gravelly Sand 7.5-9.5 with fine to coarse-grained sand, fine to coarse gravel, and 8 -inch B-1** minus cobbles. * Soil is considered unsuitable because of the presence of calcium carbonate cementation. **Soil has been lowered two subgroups because it is extremely gravelly. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti@mti-id.com C Test?ht62o17 Materials Testing 8 Inspection, Inc. MATERIALS TESTING 6 INSPECTION 3 November 2017 Page # 27 of 45 b171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -6 Date Advanced: 2 Oct 2017 Logged by: Monica Saculles, P.E. Excavated by: Andersen Construction Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 10.3 Feet bgs Staked Location Information: Test Pit 67, Elevation 2752.44 Depth Field Description and USDA SoilFSampleSample Classification Lab (Feet USCS Soil and Sediment and Design Depth QP Test ID bgs) Classification Soil Subgroup (Feet bgs) Lean Clay (CL): Dark brown, slightly moist, hard with fine- Clay 0.0-1.4 grained sand. 4.5+ --Organic material throughout. Unsuitable --Plow zone to a depth of 1.0 foot bgs. Sandy Silt (ML): Tan to light Silt Loam brown, dry, hard, with fine-grained sand. Unsuitable* 1.4-5.7 --Organic material to a depth of 1.7 (1.4 to 4.5) 4.5+ feet bgs. --Weak to moderate calcium B-2 carbonate cementation fi-om 1.4 to (4.5 to 5.7) 4.5 feet bgs. Silty Sand (SM): Brown, slightly moist, stiff to very stiff, with fine to Loam 5.7-7.8 medium -grained sand. B-2 --Sand content increases with depth. Silty Gravel (GM): Brown, dry to Very Gravelly slightly moist, dense, with fine to Loamy Sand 7.8-9.3 coarse-grained sand, fine to coarse gravel, and 12 -inch minus cobbles. B-2** Poorly Graded Gravel with Sand Extremely (GP): Light brown, slightly moist, Gravelly Sand 9.3-10.3 dense, with fine to coarse-grained sand, fine to coarse gravel, and 12- B-1*** inch minus cobbles. * Soil is considered unsuitable because of the presence of calcium carbonate cementation. ** Soil has been lowered one subgroup because it is very gravelly. *** Soil has been lowered two subgroups because it is extremely gravelly. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(c7mti-id.com CopytP, 017 Materials Testin,g 8 Inspedion, Inc. MATERIALS TESTING & INSPECTION 3 November 2017 Page # 28 of 45 b171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -7 Date Advanced: 2 Oct 2017 Logged by: Monica Saculles, P.E. Excavated by: Andersen Construction Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 9.2 Feet bgs Staked Location Information: Test Pit 68, Elevation 2755.29 Depth Field Description and USDA Soil Classification Sample Sample Lab (Feet USCS Soil and Sediment and Design Type 'Depth Qp Test ID bgs) Classification Soil Sub rou (Feet bgs) Lean Clay (CL): Dark brown, dry to slightly moist, very stiff to hard, with fine-grained sand. Clay 0.0-2.0 --Organic material to a depth of 1.7 4.0-4.5 feet bgs.. Unsuitable --Plow zone to a depth of 1.0 foot bgs. Silt with Sand (ML): Tan to light brown, dry, very stiff to hard, with fine-grained sand. --Weak to moderate calcium Silt 2.0-7.0 carbonate cementation from 2.0 to 4.0 feet bgs. Unsuitable* --Intermittent weak cementation from 4.0 to 7.0 feet bgs. --Sand content increases with depth. Poorly Graded Sand with Gravel (SP): Brown, dry to slightly moist, dense, with fine to coarse-grained Gravelly Sand 7.0-9.2 sand, coarse gravel, and 4 -inch minus cobbles. A -2b** --Some silt content present in the upper 12 inches. * Soil is considered unsuitable because of the presence of calcium carbonate cementation. ** Soil has been lowered one subgroup because of the limited silt content. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(ci)mti-id.com Copyt? 8, 017 Materials Testing Inspection, Inc. 3 November 2017 Page # 29 of 45 b171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -8 Date Advanced: 2 Oct 2017 Logged by: Monica Saculles, P.E. Excavated by: Andersen Construction Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 14.1 Feet bgs Staked Location Information: Test Pit 66, Elevation 2753.43 Depth Field Description and USDA Soil Classification Sample Sample Lab (Feet USCS Soil and Sediment and Design Type Depth QP Test ID bgs) Classification Soil Subgroup (Feet bgs) Lean Clay (CL): Dark brown, slightly moist, hard, with fine- Clay 0.0-1.4 grained sand. 4.5+ --Organic material throughout. Unsuitable --Plow zone throughout. Sandy Silt (ML): Tan, dry, hard, Silt Loam with fine-grained sand. 1.4-5.5 --Weak to moderate calcium Unsuitable* carbonate cementation throughout. Silty Sand (SM): Tan, dry, dense to Loam very dense, with fine-grained sand. --Weak calcium carbonate Unsuitable 5.5-10.1 cementation from 5.5 to 7.2 feet (5.5 to 7.2) GS 6.5-6.8 A bgs. --Gravel content present from 8.6 to B-2 10.1 feet bgs. (7.2 to 10.1) Poorly Graded Sand with Gravel Gravelly Sand (SP): Tan to light brown, slightly grading to moist, medium dense to dense, with Extremely 10.1-14.1 fine to coarse-grained sand, coarse Gravelly Sand gravel, and 8 -inch mimes cobbles. --Grades to poorly graded gravel B-1 * * with sand at depth. * Soil is considered unsuitable because of the presence of calcium carbonate cementation. ** Soil has been lowered two subgroups because it is extremely gravelly. Lab Test ID M LL PI Sieve Anal sis %passing) % #4 #10 #40 #140 #240 A 17.8 NP NP 90 78 51 40 1 32.4 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 ais www.mti-id.com • mti((Dmti-id.com Copyright 2017MateInc. Testing &Inspection, Inc. 3 November 2017 Page # 30 of 45 b171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -9 Date Advanced: 2 Oct 2017 Logged by: Monica Saculles, P.E. Excavated by: Andersen Construction Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 11.8 Feet bgs Staked Location Information: Test Pit 65, Elevation 2752.16 Depth Field Description and USDA Soil Classification Sample Sample Lab (Feet USCS Soil and Sediment and Design Type Depth Qp Test ID bgs) Classification Soil Subgroup (Feet bgs) Lean Clay (CL): Dark brown, dry to slightly moist, hard, with fine- Clay 0.0-1.5 grained sand. --Organic material to a depth of 1.0 Unsuitable foot bgs. --Plow zone throughout. Sandy Silt (ML): Tan, dry, hard, with fine-grained sand. Silt Loam 1.5-7.2 --Moderate to strong calcium carbonate cementation throughout. Unsuitable* --Sand content increases with depth Silty Sand (SM): Brown, slightly Loam 7.2-11.8 moist, dense to very dense, with f ne to medium grained sand. B-2 Poorly Graded Gravel with Sand (GP): Tan to light brown, dry to slightly moist, medium dense to Extremely Below dense, with fine to coarse-grained Gravelly Sand sand, fine to coarse gravel, and 8 - 11.8 inch minus cobbles. B-1** --Refusal was met at 11.8 feet bgs as a result of space constraints from. cementation in upper soil horizons. * Soil is considered unsuitable because of the presence of calcium carbonate cementation. ** Soil has been lowered two subgroups because it is extremely gravelly. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtiOmti-id.com Copyright©2g77 Materials Testing 8 Inspection, Inc. MATERIALS TESTI NG & INSPECTION ❑ Environmental Services U Geotechnical Engineering ❑ Construction Materials T GEOTECHNICAL INVESTIGATION TEST PIT LOG 3 November 2017 Page # 31 of 45 b171395g_geotech.docx ❑ Special Inspections Test Pit Log #: TP -10 Date Advanced: 2 Oct 2017 Logged by: Monica Saculles, P.E. Excavated by: Andersen Construction Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 10.1 Feet bgs Staked Location Information: Test Pit 55, Elevation 2750.06 Depth Field Description and USDA Soil Classification Sample Sample Lab (Feet USCS Soil and Sediment and Design Type Depth QP Test ID bgs) Classification Soil Subgroup", (Feet bgs) Lean Clay (CL): Dark brown, dfy, Clay hard, with fine-grained sand. 4.25- 0.0-0.7 --Organic material throughout. Unsuitable 4.5 --Plow zone throughout. Sandy Silt (ML): Tan to light brown, dry, very stiff to hard, with fine-grained sand. Silt Loam 0.7-5.5 --Organic material to a depth of 1.1 4.0-4.5 feet bgs. Unsuitable * --Moderate to strong calcium carbonate cementation from 2.3 to 5.5 feet bgs. Silty Sand (SM): Brown, slightly moist, dense to very dense, with fine Loam 5.5-10.1 to medium -grained sand. --Intermittent weak calcium B-2 carbonate cementation throughout. Poorly Graded Gravel with Sand (GP): Tan to light brown, dfy to slightly moist, medium dense to Extremely Below dense, with fine to coarse-grained Gravelly Sand 10.1 sand, fine to coarse gravel, and 6 - inch minus cobbles. B-1** --Refusal was met at 10.1 feet bgs as a result ofspace constraints from cementation in tipper soil horizons. * Soil is considered unsuitable because of the presence of calcium carbonate cementation. ** Soil has been lowered two subgroups because it is extremely gravelly. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www,mti-id.com • mtiOnriti-id.com cepY�i9MO2017 Materials Testing 8 Inspection,on,Inc.In 3 November 2017 Page # 32 of 45 b171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -11 Date Advanced: 2 Oct 2017 Logged by: Monica Saculles, P.E. Excavated by: Andersen Construction Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 10.2 Feet bgs Staked Location Information: Test Pit 56, Elevation 2751.84 Depth Field Description andSample USDA Soil Classification Sample Lab (Feet USCS Soil and SedimentDepth and Deign Type Qp Test ID bgs) Classification Soil Subgroup (Feet bgs) Lean Clay with Sand (CL): Brown, slightly moist, very stiff to hard, with fine-grained sand. Clay 0.0-3.0 --Organic material to a depth of 0.5 foot bgs. Unsuitable --Plow zone to a depth of 1.0 foot bgs. Sandy Silt (ML): Tan, dfy, very stiff to hard, with fine-grained sand. --Intermittent weak calcium Silt Loam carbonate cementation from 3.0 to 3.0-10.0 4.4 feet bgs Unsuitable* --Weak to strong calcium carbonate cementation from 4.4 to 10.0 feet bgs. Silty Sand (SM): Brown, dry to slightly moist, dense to very dense, with fine to medium -grained sand. --Intermittent weak calcium carbonate cementation throughout. Loam --Refusal was met at 10.2 feet bgs 10.0-10.2 as a result ofspace constraints fi,om B-2 cementation in upper soil horizons. --It is anticipated that poorly graded gravel with sand sediments are present beneath this soil Horizon. * Soil is considered unsuitable because of the presence of calcium carbonate cementation. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(a-)mti-id.com Copyright©2Testing 8 Inspecti017 on, ction, Inc. 3 November 2017 Page # 33 of 45 b171395g_geotech.docx 0 Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -12 Date Advanced: 2 Oct 2017 Logged by: Monica Saculles, P.E. Excavated by: Andersen Construction Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 10.3 Feet bgs Staked Location Information: Test Pit 64, Elevation 2752.50 Depth Field Description and USDA Soil Classification Sample Sample Lab (Feet USCS Soil and Sediment and Design Type jDepth Qp Test ID bgs) Classification Soil Subgroup {Feet bgs) Lean Clay (CL): Dark brown to brown, slightly moist, hard, with fine-grained sand. Clay 0.0-1.5 --Organic material to a depth of 0.5 4.5 foot bgs. Unsuitable --Plow zone to a depth of 1.0 foot bgs. Silt with Sand (ML): Tan to light brown, dry, hard, with fine-grained sand. --Moderate calcium carbonate Silt Loam cementation fi,om 3.0 to 4.3 feet bgs 1.5-9.8 --Weak to moderate calcium Unsuitable* carbonate cementation from 4.3 to 9.8 feet bgs. --Sand content increases with depth. Silty Sand (SM): Brown, dry to slightly moist, dense to very dense, with fine to medium -grained sand. --Intermitte�zt weak calcium carbonate cementation throughout. Loam --Refusal was met at 10.3 feet bgs 9.8-10.3 as a result ofspace constraintsfi-omB-2 cementation in upper soil horizons. --It is anticipated that poorly graded gravel with sand sediments are present beneath this soil horizon. * Soil is considered unsuitable because of the presence of calcium carbonate cementation. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright ©2017 Materials www.mti-id.com • mti c(Eilmti-id.com Testing B Inspection, Inc. MATERIALS TESTING 6 INSPECTION 3 November 2017 Page # 34 of 45 b 171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -13 Date Advanced: 2 Oct 2017 Logged by: Monica Saculles, P.E. Excavated by: Andersen Construction Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 11.6 Feet bgs Staked Location Information: Test Pit 63, Elevation 2754.36 Depth Field Description and USDA Soil Classification Sample Sample Lab (Feet USCS Soil and Sediment and Design Type Depth QP Test ID bgs) Classification, Soil Subgroup' (Feet bgs) Lean Clay (CL): Dark brown to brown, slightly moist, hard, with fine-grained sand. Clay 4.25- 0.0-2.2 --Organic material to a depth of 0.4 4.5 foot bgs. Unsuitable --Plow zone to a depth of 1.3 feet bgs. Silt with Sand (ML): Tan to light brown, dry, hard, with fine-grained sand. --Weak calcium carbonate Silt Loam 2.2-7.5 cementation from 2.2 to 4.0 feet bgs. Unsuitable* --Moderate to strong calcium carbonate cementation from. 4.0 to 7.5 feet bgs Silty Sand (SM): Brown, slightly moist, dense to very dense, with fine to medium -grained sand. --Intermittent weak calcium carbonate cementation throughout. Loam 7.5-11.6 --Refusal was met at 11.6 feet bgs as a result ofspace constraints froin B-2 cementation in upper soil horizons. --It is anticipated that poorly graded gravel with sand sediments are present beneath this soil horizon. * Soil is considered unsuitable because of the presence of calcium carbonate 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 & Ins 7 Mon, In . Testing 8 Inspection, Inc. 3 November 2017 Page # 35 of 45 b 171395g_geotech.docx ❑ Environmental Services Ll Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -14 Date Advanced: 2 Oct 2017 Logged by: Monica Saculles, P.E. Excavated by: Andersen Construction Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 11.6 Feet bgs Staked Location Information: Test Pit 62, Elevation 2752.25 Depth Field Description and USDA Soil Classification Sample Sample Lab (Feet USCS Soil and Sediment and Design Type Depth QP Test ID bgs) Classification Soil Subgroup,' (Feet bgs) Lean Clay (CL): Dark brown to brown, slightly moist, very stiff to Clay 0.0-1.4 hard, with fine-grained sand. Bulk 0.8-1.0 3.75- B --Organic material to a depth of 0.4 Unsuitable 4.5 R -value foot bgs. --Plow zone throughout. Sandy Silt (ML): Tan, dry, hard, Silt Loam 1.4-6.8 with fine-grained sand. 4.5+ --Moderate calcium carbonate Unsuitable* cementation from 2.1 to 6.8 feet bgs Silty Sand (SM): Brown, slightly Loam 6.8-8.0 moist, dense, with fine to medium - grained sand. B-2 Silty Gravel (GM): Brown, slightly Very Gravelly moist, dense to very dense, with fine Loamy Sand 8.0-10.1 to medium -grained sand. --Weak calcium carbonate Unsuitable* cementation throughout. Poorly Graded Gravel with Sand Extremely (GP): Light brown, slightly moist, Gravelly Sand 10.1-12.8 dense, with fine to coarse-grained sand, fine to coarse gravel, and 8- B-1** inch minus cobbles. * Soil is considered unsuitable because of the presence of calcium carbonate cementation. **Soil has been lowered two subgroups because it is extremely gravelly. Lab Test ED M LL PI '" Sieve Anal sis % assin - #4 #10 #44 #100 #200 A 11.1 40 27 99 99 97 92 85.9 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright ©2017 Materials www.mti-id.com • mti((Dmti-id.eom Testing & Inspection, Inc. MATERIALS TESTING 6 INSPECTION 3 November 2017 Page # 36 of 45 It171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -15 Date Advanced: 2 Oct 2017 Logged by: Monica Saculles, P.E. Excavated by: Andersen Construction Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 7.8 Feet bgs Staked Location Information: Test Pit 61, Elevation 2750.56 Depth Field Description analSample USDA Soil Classification Sample Lab (Feet USCS Soil and'Sediment and Design Type Depth QP Test ID bgs) Classification ou Soil Subgroup (Feet bgs) Lean Clay (CL): Dark brown to brown, slightly moist, very stiff to hard, with fine-grained sand. Clay 3.75- 0.0-1.8 --Organic material to a depth of 0.3 4.5 foot bgs. Unsuitable --Plow zone to a depth of 0.8 foot bgs. Silt with Sand (ML): Tan, dry, Silt 1.8-5.4 hard, with fine-grained sand. --Moderate calcium carbonate Unsuitable* cementation throughout. Silty Sand (SM): Brown, slightly moist, dense, with fine to medium- Loam 5.4-7.8 grained sand. --Intermittent weak calcium. B-2 carbonate cementation throughout. * Soil is considered unsuitable because of the presence of calcium carbonate cementation. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 als www.mti-id.com • mtiRmti-id.com CopyrigM©2017Mon,In Testing & Inspection, Inc.. MATERIALS TESTING 6 INSPECTION 3 November 2017 Page # 37 of 45 b171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -16 Date Advanced: 2 Oct 2017 Logged by: Monica Saculles, P.E. Excavated by: Andersen Construction Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 7.8 Feet bgs Staked Location Information: Test Pit 61, Elevation 2760.39 Depth Field Description and USDA Soil Classification Sample Sample Lab (Feet USCS Soil and Sediment and Design Type Depth QP Test ID bgs) Classification Soil Subgroup (Feet bgs) Lean Clay (CL): Brown, dry to slightly moist, stiff to very stiff, with fine-grained sand. Clay 0.0-1.6 --Organic material to a depth of 0.3 1.5-4.0 foot bgs. Unsuitable --Plow zone to a depth of 0.8 foot bgs. Silt with Sand (ML): Tan, diy, hard, with fine-grained sand. --Moderate calcium carbonate Silt 1.6-4.0 cementation throughout. --Limited 4 -inch minus cobbles Unsuitable* noted in the bottom portion of this horizon. Silty Gravel (GM): Tan to light brown, slightly moist, dense to very Very Gravelly dense, with fine to medium -grained Loamy Sand 4.0-6.0 sand. --Weak calcium carbonate Unsuitable* cementation throughout. Poorly Graded Gravel with Sand Extremely (GP): Brown to light brown, Gravelly Sand 6.0-7.4 slightly moist, dense, with fine to coarse-grained sand, fine to coarse B-1** gravel, and 12 -inch minus cobbles. * Soil is considered unsuitable because of the presence of calcium carbonate cementation. ** Soil has been lowered two subgroups because it is extremely gravelly. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtiCo�.mti-id.com Copyright©Materials Testing Blnspespedbn, Inc. MATERIALS TESTING 6 INSPKTION 3 November 2017 Page # 38 of 45 b171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -17 Date Advanced: 3 Oct 2017 Logged by: Monica Saculles, P.E. Excavated by: Andersen Construction Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 14.0 Feet bgs Staked Location Information: Test Pit 59, Elevation 2759.74 Depth Field Description and USDA Soil Classification 'Sample Sample Lab (Feet USCS Soil and Sediment and Design Type Depth Qp Test ID bgs) Classification Soil Subgroup (Feet bgs) Lean Clay (CL): Brown, dry to slightly moist, hard, with fine- Clay 0.0-1.3 grained sand. 4.5+ --Organic material to a depth of 0.4 Unsuitable foot bgs. --Plow zone throughout. Silt with Sand (ML): Tan, dry, Silt 1.3-4.0 hard, with fine-grained sand. 4.5+ --Very strong calcium carbonate Unsuitable* cementation throughout. Silty Gravel (GM): Light brown, Very Gravelly slightly moist, very dense, with fine Loamy Sand 4.0-6.5 to medium -grained sand. --Weak to moderate calcium Unsuitable* carbonate cementation throughout. Poorly Graded Gravel with Sand Extremely (GP): Brown, slightly moist, dense, Gravelly Sand 6.5-14.0 with fine to medium -grained sand, fine to coarse gravel, and 10 -inch B-1** minus cobbles. * Soil is considered unsuitable because of the presence of calcium carbonate cementation. ** Soil has been lowered two subgroups because it is extremely gravelly. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtKDmti-id.com Copyright© Materials spe Testing Blnspection, Inc. MATERIALS TESTI NG & INSPECTION ❑ Environmental Services ❑ Geotechnical Engineers ❑ Construction Materials Testi GEOTECHNICAL INVESTIGATION TEST PIT LOG 3 November 2017 Page # 39 of 45 b171395g_geotech.docx ❑ Special Inspections Test Pit Log #: TP -18 Date Advanced: 3 Oct 2017 Logged by: Monica Saculles, P.E. Excavated by: Andersen Construction Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 10.9 Feet bgs Staked Location Information: Test Pit 58, Elevation 2756.65 Depth Field Description and USDA Soil Classification Sample Sample Lab (Feet USCS Soil and Sediment and Design Type Depth QP Test ID bgs) Classification ' Soil Subgroup (Feet bgs) Lean Clay (CL): Dark brown, slightly moist, very stiff to hard, Clay with fine-grained sand. 2.25- 0.0-0.9 --Organic material to a depth of 0.3 Unsuitable 4.5 foot bgs. --Plow zone throughout. Silt with Sand (ML): Brown to light Silt brown, dry, hard, with fine-grained sand. C-1 0.9-8.5 --Moderate to strong calcium (0.9 to 3.5) 4.5+ carbonate cementation from 3.5 to 8.5 feet bgs. Unsuitable* (3.5 to 10.9) Silty Sand (SM): Light brown, dry, very dense, with fine-grained sand. --Intermittent weak calcium carbonate cementation from 8.5 to Loam 8.5-10.9 10.0 feet bgs. --Veiy strong calcium. carbonate Unsuitable* cementation from. 10.0 to 10.9 feet bgs. --Refusal on very strong calcium carbonate cementation. * Soil is considered unsuitable because of the presence of calcium carbonate cementation. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtitq)mti-id.com CopyrigM©2D17 Materials Testing 8 Inspection,on, Inc.. 3 November 2017 Page # 40 of 45 b171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -19 Date Advanced: 3 Oct 2017 Logged by: Monica Saculles, P.E. Excavated by: Andersen Construction Depth to Water Table: Not Encountered Location: See Site Map Plates Total Depth: 9.4 Feet bgs Staked Location Information: None, extra test pit advanced per CHDH request. Latitude: 43.54193, Longitude: -116.35827 Depth Field Description and USDA Soil Classification Sample Sample Lab (Peet USCS Soil and Sediment and Design Type Depth Qp Test ID bgs) Classification Soil'Sub rou (Feet bgs) Lean Clay (CL): Dark brown, slightly moist, very stiff to hard, Clay with fine-grained sand. 2.25- 0.0-1.0 --Organic material to a depth of 0.3 Unsuitable 4.5 foot bgs. --Plow zone throughout. Silt with Sand (ML): Brown to tan, Silt dry, very stiff to hard, with fine- grained sand. C-1 1.0-6.6 --Moderate to strong calcium (1.0 to 2.7) carbonate cementation from 2.7 to 6.6 feet bgs. Unsuitable* (2.7 to 6.6) Poorly Graded Gravel with Sand (GP): Brown, dry, very dense to dense, with fine to coarse-grained Very Gravelly sand fine to coarse gravel, and 6- to Extremely 6.6-9.4 inch minus cobbles. Gravelly Sand --Occasional zones of poorly graded sand with gravel. B-1** --Grades to medium dense at roughly 8 feet bgs. * Soil is considered unsuitable because of the presence of calcium carbonate cementation. ** Soil has been lowered two subgroups because it is extremely gravelly. 2791 S Victory View Way - Boise, ID 83709 - (208) 376-4748 - Fax (208) 322-6515 www.mti-id.com - mti()rnti-id.com eTestin &Inspe Materials Testing 8 Inspection, Inc. 3 November 2017 Page # 41 of 45 b171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -20 Date Advanced: 3 Oct 2017 Logged by: Monica Saculles, P.E. Excavated by: Andersen Construction Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 13.0 Feet bgs Staked Location Information: Test Pit 59, Elevation 2754.88 Depth Field Description and USDA Soil Classification Sample Sample Lab (Feet USCS Soil and Sediment and Design Type ,Depth Qp Test ID bgs) Classification Soil Subgroup {Feet bgs) Lean Clay (CL): Dark brown, dry to slightly moist, very stiff to hard, Clay 0.0-1.1 with fine-grained sand. 3.0-4.5 --Organic material to a depth of 0.5 Unsuitable foot bgs. --Plow zone throughout. Sandy Silt (ML): Tan to light brown, dry, very stiff to hard, with fine-grained sand. --Intermittent weak calcium carbonate cementation from 1.1 to Silt Loam 1.1-6.0 1.9 feet bgs. --Moderate to strong calcium Unsuitable* carbonate cementation from. 1.9 to 6.0 feet bgs. --Occasional 4 -inch minus cobbles present from 5.0 to 6.0 feet bgs. Silty Gravel (GM): Brown, diy, dense to very dense, with fine to Very Gravelly 6.0-8.2 coarse-grained sand, coarse Loamy Sand gravel, and 12 -inch minus cobbles. --Weak calcium. carbonate Unsuitable* cementation throughout. Poorly Graded Gravel with Sand Extremely (GP): Light brown, dry to slightly Gravelly Sand 8.2-13.0 moist, dense, with fine to coarse- grained sand, fine to coarse gravel, B-1** and 12 -inch minus cobbles. * Soil is considered unsuitable because of the presence of calcium carbonate cementation. ** Soil has been lowered two subgroups because it is extremely gravelly. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(a)mti-id.com Copyright 02017 Materials Testing 8 Inspection, Inc. MATERIALS TESTING £r INSPECTION 3 November 2017 Page # 42 of 45 b171395g_geotech.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GRAVEL EQUIVALENT METHOD — PAVEMENT THICKNESS DESIGN PROCEDURES Pavement Section Design Location: The Keep Subdivision, Residential Roadways Average Daily Traffic Count: All Lanes & Both Directions Design Life: 20 Years Traffic Index: 6.00 Climate Factor: 1 R -Value of Subgrade: 4.00 Subgrade CBR Value: 2 Subgrade Mr: 3,000 R -Value of Aggregate Base: 80 R -Value of Granular Borrow: 60 Subgrade R -Value: 4 Expansion Pressure of Subgrade: 0.50 Unit Weight of Base Materials: 130 Total Design Life 18 kip ESAL's: 33,131 ASPHALTIC CONCREER Gravel Equivalent, Calculated: 0.384 —71 Thickness: 0.1969231 Use= 2,5 r' Incbe— Gravel Equivalent, ACTUAL: 0.41 CRUSHED AGGREGATEBASE: 1.95 Gravel Equivalent (Ballast): 0.768 Thickness: 0.329 Use= , 4 Inches Gravel Equivalent, ACTUAL: 0.773 SUBBASE: 4.00 Gravel Equivalent (Ballast): 1.843 Thickness: 1.070 Use 14 °, Inches Gravel Equivalent, ACTUAL: 1.940 TOTAL Thickness: 1.708 Thickness Required by Exp. Pressure: 0.554 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti((Dmti-id.com Capyrigg&Ins Inspection, Materials Testing & Inspection, Inc. Design ACHD Depth Substitution Inches Ratios Asphaltic Concrete (at least 2.5): 2.50 1.95 Asphalt Treated Base (at least 4.2): 0.00 Cement Treated Base (at least 4.2): 0.00 Crushed Aggregate Base (at least 4.2): 4.00 1.10 Subbase (at least 4.2): 14.00 1.00 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti((Dmti-id.com Capyrigg&Ins Inspection, Materials Testing & Inspection, Inc. MATERIALS TESTING £r INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testi R -VALUE LABORATORY TEST DATA 3 November 2017 Page # 43 of 45 b 1713 95 g_geotech.docx ❑ Special Inspections Source and Description: TP 14: 0.8-1.0; Lean Clay Date Obtained: October 2, 2017 Sample ID: 17-7821 Sampling and Pre aration: ASTM D75: X AASHTO T2: NA ASTM D421: X AASHTO T87: NA Test Standard: ASTM D2844: NA AASHTO T190: NA Idaho T8: X NA Sample A B C Dry Density (lb/ft) NA NA NA Moisture Content (%) NA NA NA Expansion Pressure (psi) NA NA NA Exudation Pressure (psi) NA NA NA R -Value NA NA NA R -Value @ 200 psi Exudation Pressure = Less than 5** ** ASTM D2844 Note 2: Occasionally, material from very plastic clay -test specimens will extrude from under the mold and around the follower ram during the loading operation. If this occurs when the 800 -psi point is reached and fewer than five lights are lighted, the soil should be reported as less than 5 R -value. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(@mti-id.com Copyright©2077 Materials Testing 8 Inspection,on, Inc.. m 6.L. N (6 6i N Q E Z E a o o Z e a N U) N co E O a Q damp N CG m cG v m rna`) oO m �N —� F-WM SND ti•g 41 SCOLE RD J v� - JW S MAPLE'OROVE RD 37dt Is u I A r �S FIVE=MILE'Rl7 S FIVE MILE .RD Rte LEI Q a rAOII<tLU5 EAGLE RD kA z a LU LU L �N a c a S GL VERS CL g�� cc Yo ? EGL',. 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