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PZ - Geotech Report MATERIALS 40 TESTING & INSPECTION AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL ENGINEERING REPORT of Sunrise Rim Subdivision 3727 East Lake Hazel Road Meridian, ID Prepared for: Sunrise Rim LLC 4450 West Saddle Ridge Drive Nampa, ID 83687 MTI File Number B191122g 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 www.mti-id.com•mti cbmti-id.com MATERIALS 16 July 2019 TESTING & Page# 1 of 39 INSPECTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Ms. Audrey D'Orazio Sunrise Rim LLC 4450 West Saddle Ridge Drive Nampa, ID 83687 208-724-6239 Re: Geotechnical Engineering Report Sunrise Rim Subdivision 3727 East Lake Hazel Road Meridian, ID Dear Ms. D'Orazio: 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 19 to 20 June 2019. 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 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 & Inspection � 4898 Nick Stevens, G.I.T. Reviewed by. El abeth Brown P. Staff Geologist Geotechnical Ser 'c aerOp® 'ISETtrl B� Reviewed by: Jacob Schlador, P.E. Geotechnical Engineer cc:Corinne Graham, Civil Site Works LLC(PDF Copy and I Paper Copy); Jarron Langston(PDF Copy and 1 Paper Copy) 2791 S Victory View Way• Boise, ID 83709•(208)376-4748•Fax(208)322-6515 www.mti-id.com•mti(c)mti-id.com Copyright0 g&Inspection Testing MATERIALS 16 July 2019 TESTING & Page#2 of 39 INSPECTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections TABLE OF CONTENTS INTRODUCTION.................................................................................................................................4 ProjectDescription....................................................................................................................4 Authorization.............................................................................................................................4 Purpose......................................................................................................................................4 Scopeof Investigation...............................................................................................................5 Warranty and Limiting Conditions............................................................................................5 SITEDESCRIPTION............................................................................................................................6 SiteAccess ................................................................................................................................6 RegionalGeology......................................................................................................................6 GeneralSite Characteristics ......................................................................................................7 HistoricalResearch....................................................................................................................7 Regional Site Climatology and Geochemistry..........................................................................9 SEISMIC SITE EVALUATION..............................................................................................................9 GeoseismicSetting....................................................................................................................9 Seismic Design Parameter Values.............................................................................................9 SOILSEXPLORATION ...................................................................................................................... 10 Exploration and Sampling Procedures .................................................................................... 10 LaboratoryTesting Program ................................................................................................... 10 Soil and Sediment Profile........................................................................................................ 11 VolatileOrganic Scan ............................................................................................................. 12 SITEHYDROLOGY .......................................................................................................................... 12 Groundwater............................................................................................................................ 12 Southwestern (Upper) Portion................................................................................................. 13 Northeastern (Lower) Portion ................................................................................................. 12 SoilInfiltration Rates .............................................................................................................. 13 InfiltrationTesting................................................................................................................... 13 SLOPESAND SETBACKS.................................................................................................................. 14 FOUNDATION, SLAB,AND PAVEMENT DISCUSSION AND RECOMMENDATIONS............................... 15 Foundation Design Recommendations.................................................................................... 15 Foundation Drain Recommendations...................................................................................... 16 Crawl Space Recommendations.............................................................................................. 17 Floor, Patio, and Garage Slab-on-Grade................................................................................. 17 Recommended Pavement Section........................................................................................... 18 Flexible Pavement Section...................................................................................................... 18 Pavement Subgrade Preparation.............................................................................................. 19 Common Pavement Section Construction Issues.................................................................... 19 CONSTRUCTION CONSIDERATIONS .................................................................................................20 Earthwork................................................................................................................................20 DryWeather............................................................................................................................20 WetWeather............................................................................................................................21 SoftSubgrade Soils.................................................................................................................21 2791 S Victory View Way• Boise, ID 83709•(208)376-4748• Fax(208)322-6515 www.mti-id.com •mti(c�mti-id.com Copyright©2019 Testing&Inspectionspection MATERIALS 16 July 2019 TESTING & Page# 3 of 39 INSPECTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections FrozenSubgrade Soils.............................................................................................................21 StructuralFill...........................................................................................................................22 Backfillof Walls .....................................................................................................................23 Excavations .............................................................................................................................23 GroundwaterControl...............................................................................................................23 GENERAL COMMENTS ....................................................................................................................24 REFERENCES...................................................................................................................................25 APPENDICES ...................................................................................................................................26 AcronymList...........................................................................................................................26 Geotechnical General Notes....................................................................................................27 Geotechnical Investigation Test Pit Log.................................................................................28 Gravel Equivalent Method—Pavement Thickness Design Procedures ..................................36 R-Value Laboratory Test Data................................................................................................37 Plate1: Vicinity Map ..............................................................................................................38 Plate2: Site Map .....................................................................................................................39 2791 S Victory View Way• Boise, ID 83709•(208)376-4748• Fax(208)322-6515 www.mti-id.com •mti(c�mti-id.com Copyright©2019 Testing&Inspectionspection MATERIALS 16 July 2019 TESTING & Page#4 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑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 2015 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 southeastern portion of the City of Meridian,Ada County, ID, and occupies a portion of the NEl/4NW'/4 of Section 4, Township 2 North, Range 1 East, Boise Meridian. This project will consist of construction of an unknown number of residential lots with associated roadways. Residential structures are anticipated to consist of attached townhomes and detached single-family residences that may vary from 2 to 3 stories in height. The site to be developed is approximately 26.06 acres in size. 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 Ms. Audrey D'Orazio of Sunrise Rim LLC to Jacob Schlador of Materials Testing and Inspection (MTI), on 10 June 2019. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between Sunrise Rim LLC and MTI. Our scope of services for the proposed development has been provided in our proposal dated 24 April 2019 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 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page# 5 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑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 project described in this report. These engineering methods have been developed to provide the client with information regarding apparent or potential engineering conditions relating to the site within the scope cited above and are necessarily limited to conditions observed at the time of the site visit and research. Field observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. Exclusive Use This report was prepared for exclusive use of the property owner(s), at the time of the report, and their retained design consultants ("Client"). Conclusions and recommendations presented in this report are based on the agreed-upon scope of work outlined in this report together with the Contract for Professional Services between the Client and Materials Testing and Inspection("Consultant"). Use or misuse of this report,or reliance upon findings hereof, by parties other than the Client is at their own risk. Neither Client nor Consultant make representation of warranty to such other parties as to accuracy or completeness of this report or suitability of its use by such other parties for purposes whatsoever, known or unknown, to Client or Consultant. Neither Client nor Consultant shall have liability to indemnify or hold harmless third parties for losses incurred by actual or purported use or misuse of this report. No other warranties are implied or expressed. Report Recommendations are Limited and Subiect to Misinterpretation There is a distinct possibility that conditions may exist that could not be identified within the scope of the investigation or that were not apparent during our site investigation. Findings of this report are limited to data collected from noted explorations advanced and do not account for unidentified fill zones, unsuitable soil types or conditions,and variability in soil moisture and groundwater conditions. To avoid possible misinterpretations of findings, conclusions, and implications of this report, MTI should be retained to explain the report contents to other design professionals as well as construction professionals. Since actual subsurface conditions on the site can only be verified by earthwork, note that construction recommendations are based on general assumptions from selective observations and selective field exploratory sampling. Upon commencement of construction, such conditions may be identified that require corrective actions, and these required corrective actions may impact the project budget. Therefore, construction recommendations in this report should be considered preliminary, and MTI should be retained to observe actual subsurface conditions during earthwork construction activities to provide additional construction recommendations as needed. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page# 6 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑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 3.45 miles to its intersection with Lake Hazel Road. From this intersection, proceed east 0.25 mile to a private driveway leading south from Lake Hazel Road. The site occupies the southeast corner of this intersection. Presently the site exists as a vacant residence with associated outbuildings within the southwest portion of the property and pasture land in the northeast portion. 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. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page# 7 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections The southwestern portion of 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. The northeastern (lower) portion of the project site is underlain by "Sandy Alluvium of Side-Stream Valleys and Gulches" as mapped by Othberg and Stanford (1993). Locally, these deposits are composed of medium to coarse sand interbedded with silty fine sand and silt and are mostly derived from weathered granite and reworked Tertiary sediments of the Boise Foothills. The thickness of this unit is variable. Because of the relative youthfulness of these deposits they contain only minor pedogenic clay and calcium carbonate. General Site Characteristics This proposed development is approximately 26.06 acres in size. The site is divided by a northwest-southeast trending terrace that has a 50 to 60 feet change in elevation. The northeastern (lower) portion consists of approximately 16 acres of relatively level terrain that gradually slopes downward toward the northeastern most corner of the site. This portion of the site consists of pasture grasses and other native grass varieties. On the upper portion of the terrace (southwest) portion the terrain is near level with some minor eleveation changes due to stockpiled fill materials. Access to the upper portion of the site is achieved by a cut-in driveway along the western margin of the site. It appears from historical imagery that an unknown quantity of fill materials was placed along the northern portion of the terrace. The existing residence is near center of these fill materials and is located at the top of the terrace slope. Vegetation on the upper portion of the site primarily consists of cheat-grass, bunchgrass, and other volunteer growth varieties typical of and to semi-arid environments. Some mature trees exist near the existing residence. Regional drainage is north and west toward the Boise River via Tenmile Creek. 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. From the southeast,intermittent off-site stormwater may drain onto the project site. Stormwater drainage collection and retention systems are not in place on the project site and do not currently exist within the vicinity of the project site. Historical Research MTI reviewed aerial photographs for the site and surrounding area from Google Earth and MTI archives. The following table summarizes the research: 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page# 8 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Aerial Photograph Review Date Project Site Surrounding Properties The site was bisected by the natural channel The adjacent sites to the north and east are of Tenmile Creek. The creek appears to be generally undisturbed and contain the natural 1938 undercutting the existing slope and a eroded channel of Tenmile Creek. Properties to the south bank is noted at the southeastern portion of and west appeared to be agricultural land or rural the slope. residences. 1949 Tenmile Creek has been re-channelized and The adjacent site to the north and east have also re- contained by man-made methods. routed Tenmile Creek. The site has remained unchanged since 1949 A single-family residential property and associated 1953 photograph. agricultural land is being developed to the north of the project site. The site has remained unchanged since 1953 A single-family residential property and associated 1974 photograph. pasture land is being developed to the west of the project site. Farm roads are observed on the lower portion The site is now surrounded to the north, east, south, 1981 of the project site. and west by single-family residences with developed agricultural land. The site is developed with a single-family 1998 residence and associated outbuildings. A The property to the east of the site is developed into driveway is cut along the western perimeter a golf course. of the project site. The site has remained unchanged since 1998 The properties surrounding the intersection of Lake 2005 photograph. Hazel Road and Cloverdale Road are being developed into residential subdivisions. A large amount of fill materials is placed on Fill materials are placed along the south side of 2006 the southwest corner of the site in the vicinity Lake Hazel road on the neighboring property to the of the existing residence. east. A drainage Swale is observed leading from the northeast side of the residence down the slope A large amount of fill materials are placed in the 2009 to the pasture land. Another small structure is central portion of the neighboring property to the developed in the southeast corner of the site east. near the top of the slope. 2018 The site has remained relatively unchanged A residential subdivision is under construction since 2009 photograph. I directly to the north of the project site. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page# 9 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections 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 from 21°F to 95°F, with daily extremes ranging from - 25°F to I I l'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. SEISMIC SITE EVALUATION 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. Seismic Design Parameter Values The United States Geological Survey National Seismic Hazard Maps (2008), includes a peak ground acceleration map. The map for 2% probability of exceedance in 50 years in the Western United States in standard gravity (g) indicates that a peak ground acceleration of 0.195 is appropriate for the project site based on a Site Class D. The following section provides an assessment of the earthquake-induced earthquake loads for the site based on the Risk-Targeted Maximum Considered Earthquake (MCER). The NICER spectral response acceleration for short periods, Stirs, and at 1-second period, SNn, are adjusted for site class effects as required by the 2015 IBC. Design spectral response acceleration parameters as presented in the 2015 IBC are defined as a 5% damped design spectral response acceleration at short periods, SDs, and at 1-second period, SDI. The USGS National Seismic Hazards Mapping Project includes a program that provides values for ground motion at a selected site based on the same data that were used to prepare the USGS ground motion maps. The maps were developed using attenuation relationships for soft rock sites; the source model, assumptions, and empirical relationships used in preparation of the maps are described in Petersen and others (1996). 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page# 10 of 39 40 INSPECTION b I91122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Seismic Design Values Seismic Design Parameter Design Value Site Class D "Stiff Soil" SS 0.287 (g) Si 0.101 (g) Fa 1.571 Fv 2.397 SMs 0.450 SMi 0.242 SDs 0.300 SDI 0.161 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 located in the field by means of a Global Positioning System (GPS) device and are reportedly accurate to within ten feet. Upon completion of investigation, each test pit was backfilled with loose excavated materials. Re-excavation and compaction of these test pit areas are required prior to construction of overlying structures. In addition, samples were obtained from representative soil strata encountered. Samples obtained have been visually classified in the field by professional staff, identified according to test pit number and depth, placed in sealed containers, and transported to our laboratory for additional testing. Subsurface materials have been described in detail on logs provided in the 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) 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. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page# 11 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections 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. Northeastern (Lower) Portion Various fine-grained soils were encountered at ground surface. Clayey soils encountered in test pits 1 through 4 varied from brown to dark brown, dry to moist, and stiff to hard. Fine to medium-grained sand was present throughout these horizons. In test pit 5, silt soils were encountered at ground surface. Silts were noted as brown to dark brown, dry to slightly moist, and medium stiff to stiff. Underlying these soils in test pit 5, lean clay with sand soils were exposed. Lean clays with sand were light brown, slightly moist, and stiff,with fine to medium- grained sand. Organic materials were measured to depths of roughly 1.5 feet. Various sediments were encountered beneath near surface fine-grained soils. Poorly graded sand with gravel and poorly graded gravel with sand sediments were exposed in test pits 1 through 4. These sediments were light brown, dry to saturated, and loose to medium dense. Fine to coarse-grained sand, fine to coarse gravel, and 6- inch minus cobbles were present in portions of these horizons. In test pit 5 underlying lean clay with sand soils, clayey gravel with sand sediments were exposed followed by clayey sand sediments at depth. These coarse- grained clayey sediments were classified as light brown to light reddish-brown, slightly moist to saturated, and medium dense to very dense, with fine to coarse-grained sand, fine to coarse gravel, and 6-inch minus cobbles. Pockets of fat clay soils were noted throughout the clayey sand sediments. Southwestern (Upper) Portion In test pit 6, silt fill materials were encountered at ground surface. These fills were light brown, dry, and very stiff, with fine to coarse gravel. Lean clay soils were encountered at ground surface in test pit 8. Lean clays were brown, dry, and hard,with trace fine-grained sand and strong induration throughout. Underlying surficial soils/materials in test pits 6 and 8 as well as at ground surface in test pit 7, silt soils were exposed. These soils were whitish-tan, dry, and hard. Strong calcium carbonate cementation was observed throughout this horizon. Poorly graded gravel with sand sediments were exposed at depth in test pit 7. These sediments were whitish- tan to gray, dry, and very dense. Fine to coarse-grained sand, 24-inch minus boulders, and strong calcium carbonate cementation was noted throughout. Competency of test pit sidewalls varied little across the site. In general,fine grained soils remained stable while more granular sediments readily sloughed. However, moisture contents will also affect wall competency with saturated soils having a tendency to readily slough when under load and unsupported. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page# 12 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections 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. Groundwater encountered did not exhibit obvious signs of contamination. 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 Northeastern (Lower) Portion During this field investigation, groundwater and groundwater seepage was encountered in test pits 1 through 5 at depths ranging from 4.7 to 6.8 feet bgs. Soil moistures in the test pits were generally dry to moist within surficial and fine-grained soils. Within the clayey sand and poorly graded sand with gravel sediments, soil moistures ranged from dry to moist. Poorly graded gravels with sand and clayey gravels with sand had soil moistures grading from dry to saturated as the water table was approached and penetrated. In the vicinity of the lower portion of the site, groundwater levels are controlled in large part by the stage and flow of Tenmile Creek, residential and commercial (agricultural) irrigation activity, leakage from nearby canals, and seasonal precipitation. Tenmile Creek is considered a perennial stream and will have continuous, variable flow year- round. In the proximity of Tenmile Creek, groundwater levels could be as shallow as ground surface during portions of the year. Long-term groundwater monitoring has been conducted by MTI for the lower portion of the site (test pits 1 through 5)from September to December of 2018;revealing groundwater depths ranging between 3.18 to greater than 14.8 feet bgs throughout the year. More recent groundwater monitoring on the site on 9 July 2019 indicated groundwater depths ranging from 0.17 to greater than 14.8 feet bgs. In addition, long-term groundwater monitoring for a site approximately 500 feet to the north indicates groundwater depths ranging from 3 to 10 feet below ground surface. For construction purposes, groundwater depth can be assumed to remain greater than 2.5 feet bgs throughout most of the year in the northeastern (lower) portion of the site. However, as the site is heavily influenced by the Tenmile Creek, flooding or near flooding conditions will result in temporarily higher groundwater elevations that could be as shallow as ground surface during portions of the year. MTI is currently contracted to collect groundwater data from piezometers installed in test pits 1 through 5 on a bi-weekly basis for a period of six months. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page# 13 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Southwestern (Upper) Portion During this field investigation, groundwater was not encountered in test pits advanced in this portion of the site, to depths up to 7.3 feet bgs. Soil moistures in the test pits were generally dry throughout. In the vicinity of the upper portion of the site,groundwater levels are controlled in large part by residential and agricultural irrigation activity, and leakage from nearby canals. Relatively deep groundwater is likely within the upper portion of the site because of its topography and elevation above Tenmile Creek. According to United States Geological Survey (USGS) monitoring well data within approximately 1-mile of the upper portion of the site and within roughly 20 feet elevation, groundwater was measured at depths ranging between 97 and 132 feet bgs. For construction purposes, groundwater depth can be assumed to remain greater than 20 feet bgs throughout the year in the southwestern (upper)portion of the site. Soil Infiltration Rates Soil permeability, which is a measure of the ability of a soil to transmit a fluid, was tested in the field. For this report, an estimation of infiltration is also presented using generally recognized values for each soil type and gradation. Of soils comprising the generalized soil profile for this study, lean clay, sandy silty clay, sandy lean clay, fat clay with sand, and silt soils generally offer little permeability, with typical hydraulic infiltration rates of less than 2 inches per hour; though calcium carbonate cementation and induration may reduce this value to near zero. Clayey sand and clayey gravel with sand sediments typically have infiltration rates ranging from 2 to 6 inches per hour. Poorly graded sand with gravel and poorly graded gravel with sand sediments typically exhibit infiltration values in excess of 12 inches per hour; however, the presence of groundwater may reduce this value to near zero. Ada County Highway District (ACHD) will require onsite percolation testing once the proposed locations of infiltration facilities are determined. The quantity of testing will be dependent on the size and number of infiltration facilities planned, and can be determined from Section 8000 of the ACHD Policy Manual. The estimated infiltration rates listed above are to be considered preliminary and are only provided to determine feasibility for onsite infiltration. Infiltration Testing Infiltration testing was conducted in general accordance with the Ada County Highway District(ACHD)Policy Manual. The test pit area will need to be re-excavated and compacted prior to construction of structures that will be sensitive to settlement. The test location was presoaked prior to testing. Pre-soaking increases soil moistures, which allows the tested soils to reach a saturated condition more readily during testing. Saturation of the tested soils is desirable in order to isolate the vertical component of infiltration by inhibiting horizontal seepage during testing. On 20 June 2019, testing on conducted within strongly cemented poorly graded gravel with sand sediments at a depth of 7.3 feet bgs in test pit 7. A stabilized infiltration rate of greater than 8 inches per hour was obtained during testing. Per the ACHD Policy Manual requirements, the maximum design soil infiltration rate shall not exceed 8 inches per hour. Therefore, a design infiltration rate of 8 inches per hour should be used for the poorly graded gravel with sand sediments encountered in test pit 7. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page# 14 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections It is recommended that infiltration facilities constructed on the northeast(lower)portion of the site be extended into native,poorly graded sand with gravel or poorly graded gravel with sand sediments. Excavation depths of roughly 2.0 to 5.0 feet bgs should be anticipated to expose these sediments. However, the high groundwater depth is expected to be higher than these soils through portions of the year. When this occurs,vertical drainage of stormwater will be limited and lateral drainage will govern. An infiltration rate of 0.5 inch per hour should be used in design to account for this condition. Actual infiltration rates should be confirmed at the time of construction. SLOPES AND SETBACKS The majority of the project site consists of flat terrain; however, slopes ranging from 3 feet horizontal to 1 foot vertical (3:1) to 4:1 separate the upper terrace from the lower drainage. Construction is not expected to alter these existing slopes. For structures to be constructed near slopes steeper than 3:1, it is necessary to apply slope setback requirements as outlined in the IBC. No potential slope stability deficiencies were noted during the investigation. 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. Setbacks from constructed slopes should adhere to provisions of Section 1808.7 of the 2015 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 1/3 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 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 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. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page# 15 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections 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. 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 —Northeastern (Lower) Portion 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: Soil Bearing Capacity Footing Depth ASTM D1557 Net Allowable Subgrade Compaction Soil Bearing Capacity Footings must bear on competent, undisturbed, native sandy lean clay soils, sandy silty clay soils, 1,500 lbs/ft2 silt soils, lean clay with sand, or compacted structural fill. Existing fat clay soils and soils Not Required for Native A %3 increase is allowable containing greater than 3 percent organics must be Soil for short-term loading, completely removed from below foundation which is defined by seismic elements.' Excavation depths ranging from roughly 95% for Structural Fill events or designed wind 1.0 to 2.1 feet bgs should be anticipated to expose speeds. proper bearing soils.' 'It 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 subgjade 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. The following sliding frictional coefficient values should be used: 1) 0.35 for footings bearing on native sandy lean clay soils, sandy silty clay soils, silt soils, and lean clay with sand soils and 2) 0.45 for footings bearing on granular structural fill. A passive lateral earth pressure of 297 pounds per square foot per foot (psf/ft) should be used for sandy lean clay soils, sandy silty clay soils, and lean clay with sand soils. For silt soils, a passive lateral earth pressure of 313 psf/ft should be used. For compacted sandy gravel fill, a passive lateral earth pressure of 496 psf/ft should be used. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page# 16 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Foundation Design Recommendations—Southwestern (Upper) Portion 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: Soil Bearing Capacity Footing Depth ASTM D1557 Net Allowable Sub grade Compaction Soil Bearing Capacity Footings must bear on competent, undisturbed, native cemented silt soils,poorly graded gravel with 2,5001bs/ft2 sand sediments, or compacted structural fill. Existing fill materials, lean clay soils,and materials Not Required for Native A %3 increase is allowable containing more than 3% organics must be Soil for short-term loading, completely removed from below foundation which is defined by seismic elements.' An excavation depth of roughly 1.3 feet 95% for Structural Fill events or designed wind bgs (or greater in areas of stockpiled fill materials) speeds. should be anticipated to expose proper bearing soils.2 'It 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. The following sliding frictional coefficient values should be used: 1) 0.35 for footings bearing on native cemented silt soils and 2) 0.45 for footings bearing native poorly graded gravel with sand sediments and on granular structural fill. A passive lateral earth pressure of 313 pounds per square foot per foot (psf/ft) should be used for silt soils. For native poorly graded gravel with sand sediments and compacted sandy gravel fill, a passive lateral earth pressure of 496 psf/ft should be used. Footings should be proportioned to meet either the stated soil bearing capacity or the 2015 IBC minimum requirements. Total settlement should be limited to approximately 1 inch, and differential settlement should be limited to approximately '/2 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. Foundation Drain Recommendations— Southwestern (Upper) Portion Considering the presence of shallow cemented soils in the upper portion of the site, MTI recommends that a foundation drain be installed. The drain should be placed at the footing elevation and be directed to a suitable discharge point at least 10 feet away from the structure. Discharge points should be protected to prevent erosion. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page# 17 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Crawl Space Recommendations Considering the presence of shallow cemented soils and/or groundwater across the site, all residences constructed with crawl spaces should be designed in a manner that will inhibit water in the crawl spaces. Bottom of crawl spaces must be elevated at least 2 feet above seasonal high groundwater elevation. 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 the upper portion of the site, with cementation present as shallow as 1.3 to 1.8 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. Floor, Patio, and Garage Slab-on-Grade In the northeastern (lower) portion and in the vicinity of test pit 8 in the southwestern (upper) portion of the site, 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. In the southwestern (upper) portion of the site, uncontrolled fill was encountered and observed on aerial imagery. MTI recommends that these fill materials be excavated to a sufficient depth to expose competent, native soils or to a minimum depth of 11/2 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 &ry density as determined by ASTM D1557. MTI personnel must be present during excavation to identify these materials. Throughout the site, 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 D1557. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page# 18 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections 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 3/4-inch (Type 1) crushed aggregate. The granular mat should be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D1557. 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.IR and ASTM E1745 publications. Upon request, MTI can provide further consultation regarding installation. Recommended Pavement Section As required by Ada County Highway District (ACHD), 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 1 foot below existing ground surface. This sample, consisting of lean clay soils collected from test pit 8, yielded a R-value of less than 5. An R-value of 4 was utilized for design calculations. 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 section. 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 section. 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 OTPavement 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 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page# 19 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections 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 Submde Preparation Uncontrolled fill was encountered in portions 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 for flexible pavements. 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 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 light traffic. Subgrade claw and silty soils 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, as well as compacted native subgrade soils (if indicated), 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. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page#20 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections CONSTRUCTION CONSIDERATIONS Recommendations in this report are based upon structural elements of the project being founded on competent, native sandy lean clay soils, sandy silty clay soils, cemented and non-cemented silt soils, lean clay with sand soils,poorly graded gravel with 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. Mature trees, brush, and thick grasses 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. However, in areas where trees are/were present, deeper excavation depths should be anticipated. Stripping depths should be adjusted in the field to assure that the entire root zone or disturbed zone 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. 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. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page#21 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections 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 and to perform any other necessary excavations. 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. • 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 11/2 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. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page#22 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections 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 sift. 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 3/4-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. 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 D1557. • 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 D 15 57 test method must be used for samples containing up to 40 percent oversize (greater than 3/4— 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. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page#23 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections 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 11/2 feet horizontal to 1 foot vertical (11/2:1) 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. 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, particularly after penetration of the water table. 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 the upper portion of the site and may cause difficulties during foundation development and utility placement. Cemented soils should be anticipated in the upper portion of the site at depths of 1.3 to greater than 7.3 feet bgs. Groundwater Control Groundwater was encountered during the investigation and is anticipated to be at or below the depth of construction on the lower portion of the site. Excavations below the water table will require a dewatering program. Dewatering will be required prior to placement of fill materials. Placement of concrete can be accomplished through water by the use of a treme. It may be possible to discharge dewatering effluent to remote portions of the site, to a sump, or to a pit. This will essentially recycle effluent, thus eliminating the need to enter into agreements with local drainage authorities. Should the scope of the proposed project change, MTI should be contacted to provide more detailed groundwater control measures. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page#24 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections 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 and 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 Based on the subsurface conditions encountered during this investigation and available information regarding the proposed development,the site is adequate for the planned construction. When plans and specifications are complete, and if significant changes are made in the character or location of the proposed structure,consultation with MTI must 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 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page#25 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections REFERENCES Ada County Highway District (ACHD) (2017). Ada County Highway District Policy Manual (August 2017). [Online] Available: <http://www.achdidaho.org/AboutACHD/PolicyManual.aspx>(2019). American Concrete Institute(ACI)(2015).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-µm(No. 200)Sieve in Mineral Aggregatesy 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/>(2019). International Building Code Council(2015).International Building Code,2015.Country Club Hills,IL:Author. Local Highway Technical Assistance Council (LHTAC) (2017). Idaho Standards for Public Works Construction, 2017. Boise, ID: Author. Othberg,K.L. and Stanford,L.A.,Idaho Geologic Society(1992). Geologic Map 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>(2019). U.S. Geological Survey (2019). National Water Information System: Web Interface. [Online] Available: <http://waterdata.usgs.gov/nwis>(2019). U.S. Geological Survey. (2011). U.S. Seismic Design Maps: Web Interface. [Online] Available: <https://earthquake.usgs.gov/designmaps/us/application.php>(2019). 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page#26 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑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 QC: 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 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page#27 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL GENERAL NOTES RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION Coarse-Grained Soils SPT Blow Counts (N) Fine-Grained Soils SPT Blow Counts (N) Very Loose: <4 Very Soft: <2 Loose: 4-10 Soft: 2-4 Medium Dense: 10-30 Medium Stiff. 4-8 Dense: 30-50 Stiff. 8-15 Very Dense: >50 Very Stiff. 15-30 Hard: >30 Moisture Contentj Cementation Description Field Test Description Field Test Dry Absence of moisture,dusty,dry to touch Weakly Crumbles or breaks with handling or slight finger pressure Moist Damp but not visible moisture Moderately Crumbles or beaks with considerable finger pressure Wet Visible free water,usually soil is below Strongly Will not crumble or break with finger water table g y 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 Gravel&Gravelly GW Well-graded gravels;gravel/sand mixtures with little or no fines Soils GP Poorly-graded gravels; gravel/sand mixtures with little or no fines Coarse-Grained <50% coarse fraction GM Silty gravels;poorly-graded gravel/sand/silt mixtures Soils passes No.4 sieve GC Clayey gravels;poorly-graded gravel/sand/clay mixtures <50% passes No.200 Sand&Sandy SW Well-graded sands;gravelly sands with little or no fines sieve Soils SP Poorly-graded sands;gravelly sands with little or no fines >50% coarse fraction SM Silty sands;poorly-graded sand/gravel/silt mixtures passes No.4 sieve SC Clayey sands;poorly-graded sand/gravel/clay mixtures ML Inorganic silts;sandy,gravelly or clayey silts Silts&Clays CL Lean clays;inorganic,gravelly, sandy,or silty,low to medium-plasticity clays Fine Grained LL<50 Soils>50% OL Organic,low-plasticity clays and silts passes No.200 MH Inorganic,elastic silts;sandy,gravelly or clayey elastic silts sieve Silts&Clays LL>50 CH Fat clays;high-plasticity,inorganic clays OH Organic,medium to high-plasticity clays and silts Highly Organic Soils PT Peat,humus,hydric soils with high organic content 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page#28 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-1 Date Advanced: 25 Sept 2018 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.545983 Longitude: -116.348015 Depth to Water Table: 4.7 Feet bgs Total Depth: 6.6 Feet bgs Notes: Piezometer installed to 6.6 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification T e (Feet bgs) Qp Test ID Sandy Lean Clay (CL): Brown, dry, stiff to 0.0-2.0 very stiff, with fine to medium-grained sand. 1.5-3.5 --Organics to a depth of 1.5 feet bgs. Poorly Graded Sand with Gravel (SP): Light 2.0-4.1 brown, dry to slightly moist, loose to medium dense, with fine to coarse-grained sand and fine to coarse gravel. Poorly Graded Gravel with Sand (GP): Light 4.1-6.6 brown, slightly moist to saturated, medium dense, with fine to coarse-grained sand,fine to coarse gravel, and 6-inch-minus cobbles. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page#29 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-2 Date Advanced: 25 Sept 2018 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.545263 Longitude: -116.347283 Depth to Water Table: 4.9 Feet bgs Total Depth: 6.2 Feet bgs Notes: Piezometer installed to 6.2 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification T e (Feet bgs) Qp Test ID Sandy Lean Clay(CL): Brown, dry, very stiff 0.0-2.1 to hard, with fine to medium-grained sand. 2.25-4.5 --Organics to a depth of 1.2 feet bgs. Poorly Graded Gravel with Sand (GP): Light 2.1-6.2 brown, dry to saturated, medium dense, with fine to coarse-grained sand, fine to coarse gravel, and 6-inch-minus cobbles. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page# 30 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-3 Date Advanced: 25 Sept 2018 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.543844 Longitude: -116.345842 Depth to Water Table: 5.4 Feet bgs Total Depth: 6.2 Feet bgs Notes: Piezometer installed to 6.2 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification T e (Feet bgs) Qp Test ID Sandy Silty Clay (ML-CL): Dark brown to brown, dry to moist, stiff to very stiff, with 0.0-5.0 1.5-2.5 fine to medium-grained sand. --Organics to a depth of 1.3 feet bgs. Poorly Graded Gravel with Sand(GP): Light 5.0-6.2 brown, moist to saturated, medium dense, with fine to coarse-grained sand, fine to coarse gravel, and 5-inch-minus cobbles. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page# 31 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-4 Date Advanced: 25 Sept 2018 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.544485 Longitude: -116.347654 Depth to Water Table: 5.3 Feet bgs Total Depth: 6.3 Feet bgs Notes: Piezometer installed to 6.3 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification T e (Feet bgs) Qp Test ID Fat Clay with Sand (CH): Dark brown to 0.0-2.1 brown, dry to slightly moist, stiff to very stiff, 2.0-3.0 with fine to medium-grained sand. --Organics to a depth of 1.2 feet bgs. Poorly Graded Gravel with Sand(GP): Light 2.1-6.3 brown, slightly moist to saturated, medium dense, with fine to coarse-grained sand,fine to coarse gravel, and 5-inch-minus cobbles. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page# 32 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-5 Date Advanced: 25 Sept 2018 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.544944 Longitude: -116.348747 Depth to Water Table: Not Encountered Total Depth: 14.8 Feet bgs Notes: Piezometer installed to 14.8 feet bgs. Water seepage was noted at a depth of 6.9 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification T e (Feet b s) Qp Test ID Silt (ML): Dark brown to brown, dry to 0.0-3.0 slightly moist, medium stiff to stiff. 1.0-2.0 --Organics to a depth of 1.0 foot bgs. Lean Clay with Sand (CL): Light brown, 3.0-4.1 slightly moist, stiff, with fine to medium- grained sand. Clayey Gravel with Sand(GC):Light reddish brown, slightly moist to saturated, dense to 4.1-10.2 very dense, with fine to coarse-grained sand, fine to coarse gravel, and 6-inch-minus cobbles. Clayey Sand (SC): Light brown, slightly moist to moist, medium dense to dense, with 10.2-14.8 fine to medium-grained sand. --Pockets of fat clay soils encountered throughout. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page# 33 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-6 Date Advanced: 19 June 2019 Logged by: Nick Stevens, G.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.54366 Longitude: -116.34879 Depth to Water Table: Not Encountered Total Depth: 1.9 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification T e (Feet b s) Qp Test ID Silt Fill (ML-FILL): Light brown, dry, very _ 0.0-1.3 stiff, with fine to coarse gravel. 2 2.75 5 --Organic materials noted throughout. Silt(ML): Whitish-tan, dry, hard. --Strong calcium carbonate cementation 1.3-1.9 encountered throughout. 4.5+ --Refusal on strong cementation encountered at 1.9 feet bgs. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page# 34 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-7 Date Advanced: 19 June 2019 Logged by: Nick Stevens, G.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.54325 Longitude: -116.34763 Depth to Water Table: Not Encountered Total Depth: 7.3 Feet bgs Notes: Infiltration testing conducted at 7.3 feet bgs. Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification T e (Feet bgs) Qp Test ID Silt (ML): Whitish-tan, dry, hard. 0.0-1.3 --Organic materials noted throughout. 4.5+ Poorly Graded Gravel with Sand (GP): Whitish-tan to gray, dry, very dense, with fine 1.3-7.3 to coarse-grained sand and 24-inch minus boulders. --Strong calcium carbonate cementation encountered throughout. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page# 35 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-8 Date Advanced: 19 June 2019 Logged by: Nick Stevens, G.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.54315 Longitude: -116.34871 Depth to Water Table: Not Encountered Total Depth: 3.7 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification T e (Feet b s) Qp Test ID Lean Clay(CL): Brown, dry, hard. 0.0-1.3 --Organic materials noted to 0.2 foot bgs. Bulk 0.0-1.0 4.5+ A --Trace fine-grained sand noted throughout. R-value --Strong induration noted throughout. Silt(ML): Whitish-tan, dry, hard. --Strong calcium carbonate cementation 1.3-3.7 encountered throughout. 4.5+ --Refusal on strong cementation encountered at 3.7 feet bgs. Lab Test ID M LL PI Sieve Analysis (% passing) % - - #4 #10 #40 #100 #200 A 13.5 42 23 100 99 97 94 91.0 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page# 36 of 39 40 INSPECTION b I91122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GRAVEL EQUIVALENT METHOD—PAVEMENT THICKNESS DESIGN PROCEDURES Pavement Section Design Location: Sunrise Rim 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: 1.40 Unit Weight of Base Materials: 130 Total Design Life 18 kipESAL's: 33,131 ASPHALTIC CONCRETE: Gravel Equivalent,Calculated 0.384 Thickness: 0.196923077 Use= 2.5 Inches Gravel Equivalent,ACTUAL: 0.41 CRUSHED AGGREGATE BASR Gravel Equivalent(Ballast): 0.768 Thickness: 0.329 Use= 4 Inches Gravel Equivalent,ACTUAL: 0.773 SUBBASE: 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: 1.551 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 Copyright www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 16 July 2019 TESTING & Page# 37 of 39 40 I NS PE CTION b 191122g_geotech AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections R-VALUE LABORATORY TEST DATA Source and Description: TP 8:0.0'-1.0',Lean Clay Date Obtained: 19 June 2019 Sample ID: 19-7441 —Sampling and Preparation: ASTM D75: AASHTO T2: X ASTM D421: AASHTO T87: X Test Standard: ASTM D2844: AASHTO T190: Idaho T8: X 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. R-Value @ Exudation Pressure 90.0 88.0 3 86.0 84.0 82.0 80.0 - - - 1 - 1h I - - 400 350 300 250 200 150 100 50 Exudation Pressure (psi) 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection Vicinity Map Plate 1 s V. , i1WIELV ST , '7X;'_ MAP NOTES: Ta - �- •Delorme Street Atlas Uj 55 � Cluverd�le E F RVIEN!RYE ��'�� WY FAiRViEW AVE FRIRVIEW AVE •Not to Scale > rT Q LLP 2 3 MoridFah r' I M ,.� C7 St -- � EP'fERALt7-5 `J Beatty rn a iB �' LEGEND .�.. _ ., I Q Z �••- Perkins ,— - •@vise auocti4 Approximate Site E FRANKLIIV R❑ E FRAN KLIN RD yr 1 A -- � � �...�_. Location rr � TT 44—w rn 4.4 30 46 � � � g• E OVERLAND RD. � � w 11 d9 r C v 5 0AB ,�1 yIzrn r4 -- — -,• r - ti r; - rn i� ❑ r {D 52 E VICTORY RD W 1IIGTDRY RD VICTO RD N vv Ln 89 i Site Location Fnr- ,Q � Q c� m► `� o Sunrise Rim Subdivision rn rn 3727 East Lake Hazel Road Meridian,ID Ln LAKE HAZEL RD Modified from DeLorme by:NGS M> 16 July 2019 Drawing:B191122g x a MATERIALS COLUMBIA RD 3 TESTING >s a INSPECTION 0 AN ATLAS COMPANY 2791 S.Victory View Way Phone: 208 376-4748 Boise,ID 83709-2835 Fax: 208 322-6515 Z I E-mail: mti@mti-id.com Site Map Plate 2 LAKE HAZEL ROAD NOTES: •Not to Scale •Aerial Photography by USDA National Aerial Imagery Program TP-1 LEGEND Approximate Site Boundary Approximate MTI Test Pit Location TP-2 Approximate MTI Test ® Pit Location with Piezometer TP 5 N F� TP-6 Sunirse Rim Subdivision 3727 East Lake Hazel Road Meridian,ID TP-6 8 T® Modified by:NGS � 16 July 2019 Drawing:B191122g = TP-8 TB MATERIALS B TESTING >s INSPECTION AN ATLAS COMPANY 2791 S.Victory View Way Phone: 208 376-4748 Boise,ID 83709-2835 Fax: 208 322-6515 E-mail: mti@mti-id.com