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PZ - Engineering Reportt MATERIALS TESTING 6 INSPECTION AN ATLAS COMPANY ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL ENGINEERING REPORT of Victory Commons Commercial Develpoment 130 East Victory Road Meridian, Idaho Prepared for: BVA Development, LLC 2775 West Navigator Drive Meridian, Idaho 83642 MTI File Number B191814g 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtiO)mti-id.com 0 C MATERIALS IFTESTING 6 INSPECTION AN ATLAS COMPANY 14 November 2019 Page # 1 of 38 b191814g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Mr. Tom Ahlquist BVA Development, LLC 2775 West Navigator Drive Meridian, Idaho 83642 (208) 616-1050 Re: Geotechnical Engineering Report Victory Commons Commercial Develpoment 130 East Victory Road Meridian, Idaho Dear Mr. Ahlquist: 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 on 29 October 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 /�� wov'-�' Hunter Hayes, E.I. Staff Engineer cc: Rob Sunderlage, Horrocks Engineers (PDF Copy) Reviewed by: Elizabeth Brown, P.E. Geotechnical Service �\c NSF0Nc� 14919 Reviewed by: Monica Saculles, E. s 11-14-19 0 Senior Geotechnic pF \'J C-) �A SA0� 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright ©2019 Materiels www.mti-id.com • mti anmti-id.com Testing a Inspection 14 November 2019 MATERIALS Page # 2 of 38 TESTING b191814g_geotech INSPECTION AN ATLAS COMPANY ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections TABLE OF CONTENTS INTRODUCTION...............................................................................................................................................................3 ProjectDescription.................................................................................................................................................3 Authorization..........................................................................................................................................................3 Purpose...................................................................................................................................................................3 Scopeof Investigation............................................................................................................................................4 Warrantyand Limiting Conditions.........................................................................................................................4 SITEDESCRIPTION..........................................................................................................................................................5 SiteAccess..............................................................................................................................................................5 RegionalGeology...................................................................................................................................................5 GeneralSite Characteristics....................................................................................................................................6 Regional Site Climatology and Geochemistry6 SEISMICSITE EVALUATION............................................................................................................................................6 GeoseisrrricSetting.................................................................................................................................................6 Seismic Design Parameter Values..........................................................................................................................6 SOILSEXPLORATION......................................................................................................................................................7 Exploration and Sampling Procedures....................................................................................................................7 LaboratoryTesting Program...................................................................................................................................7 Soiland Sediment Profile.......................................................................................................................................8 VolatileOrganic Scan.............................................................................................................................................8 SITEHYDROLOGY...........................................................................................................................................................8 Groundwater...........................................................................................................................................................9 SoilInfiltration Rates..............................................................................................................................................9 FOUNDATION, SLAB, AND PAVEMENT DISCUSSION AND RECOMMENDATIONS.............................................................10 Foundation Design Recommendations.................................................................................................................10 Foundation Drain Recommendations...................................................................................................................I I FloorSlab-on-Grade.............................................................................................................................................11 RecommendedPavement Sections.......................................................................................................................12 FlexiblePavement Sections..................................................................................................................................12 PavementSubgrade Preparation...........................................................................................................................13 Common Pavement Section Construction Issues.................................................................................................13 CONSTRUCTIONCONSIDERATIONS...............................................................................................................................14 Earthwork.............................................................................................................................................................14 DryWeather.........................................................................................................................................................14 WetWeather.........................................................................................................................................................15 SoftSubgrade Soils..............................................................................................................................................15 FrozenSubgrade Soils..........................................................................................................................................15 StructuralFill........................................................................................................................................................16 Backfillof Walls...................................................................................................................................................17 Excavations...........................................................................................................................................................17 GroundwaterControl............................................................................................................................................17 GENERALCOMMENTS..................................................................................................................................................18 REFERENCES.................................................................................................................................................................19 APPENDICES.................................................................................................................................................................20 AcronymList........................................................................................................................................................20 GeotechnicalGeneral Notes.................................................................................................................................21 Geotechnical Investigation Test Pit Lo 22 AASHTO Pavement Thickness Design Procedures............................................................................................. 34 Plate 1: Vicinity Ma 37 38 Plate 2: Site Map................................................................................................................................................... 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright ©2019 M1letenels www.mti-id.com • mtiCa)mti-id.com resting a 1nsp-tion MATERIALS TESTING 6 INSPECTION 14 November 2019 Page # 3 of 38 b191814g_geotech AN ATLAS COMPANY IJ 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 southern portion of the City of Meridian, Ada County, Idaho, and occupies a portion of SW/SW`/ of Section 19, Township 3 North, Range 1 East, Boise Meridian. This project will consist of construction of several single -story commercial structures to be developed on approximately 17.85 acres. Total settlements are limited to 1 inch. Loads of up to 4,000 pounds per lineal foot for wall footings, and column loads of up to 50,000 pounds were assumed for settlement calculations. Additionally, assumptions have been made for traffic loading of pavements. Retaining walls are not anticipated as part of the project. MTI has not been informed of the proposed grading plan. Authorization Authorization to perform this exploration and analysis was given in the form of a written authorization to proceed from Mr. Tom Ahlquist of BVA Development, LLC to Monica Saculles of Materials Testing and Inspection (MTI), on 17 October 2019. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between BVA Development, LLC and MTI. Our scope of services for the proposed development has been provided in our proposal dated 17 October 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 light and heavy duty pavement section design requirements 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copy,i9ht02019 Materiels www.mti-id.com • mti(d)mti-id.com Testing&IMP-ti n MATERIALS TESTING £s INSPECTION 14 November 2019 Page # 4 of 38 b 191814g_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. 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 Subject to Misinterpretation There is a distinct possibility that conditions may exist that could not be identified within the scope of the investigation or that were not apparent during our site investigation. Findings of this report are limited to data collected from noted explorations advanced and do not account for unidentified fill zones, unsuitable soil types or conditions, and variability in soil moisture and groundwater conditions. To avoid possible misinterpretations of findings, conclusions, and implications of this report, MTI should be retained to explain the report contents to other design professionals as well as construction professionals. Since actual subsurface conditions on the site can only be verified by earthwork, note that construction recommendations are based on general assumptions from selective observations and selective field exploratory sampling. Upon commencement of construction, such conditions may be identified that require corrective actions, and these required corrective actions may impact the project budget. Therefore, construction recommendations in this report should be considered preliminary, and MTI should be retained to observe actual subsurface conditions during earthwork construction activities to provide additional construction recommendations as needed. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright ©2019 Mate data www.mti-id.com • mti(@mti-id.com Testing a Inspectlon MATERIALS TESTING Fr INSPECTION 14 November 2019 Page # 5 of 38 b191814g_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/VI 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 Meridian Road exit. Proceed south on Meridian Road approximately 1.2 miles to its intersection with Victory Road. From this intersection, proceed east 650 feet. The site is located on the north side of the road. Presently the site exists as a landscaping supply store with several associated structures throughout the site. 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 lances was drained and since that time fluvial erosion and deposition has dominated the evolution of the landscape. The project site is underlain by "Gravel of Sunrise Terrace" as mapped by Othberg and Stanford (1993). The Sunrise terrace is the third terrace above the modern Boise River in the eastern Boise Valley, composed of sandy pebble and cobble gravel, and is about 115 feet above river level. Quaternary faulting has probably truncated and tilted this terrace along with older surfaces. The surface of this deposit is mantled with 3-7 feet of loess containing a weakly to moderately developed duripan. Based on stratigraphic correlation the Sunrise terrace may be correlative with the Wilder terrace further to the west. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright 02019 Mate be Is www.mti-id.com • mtiP-mtkid.com Testing 8 inspection MATERIALS TESTING £s INSPECTION 14 November 2019 Page # 6 of 38 b191814g_geotech AN ATLAS COMPANY ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections General Site Characteristics This proposed development consists of approximately 17.85 acres of relatively flat to gently sloping terrain. Throughout the majority of the site, surficial materials consist of various fills. Vegetation primarily consists of a few mature trees. Regional drainage is north and west toward the Boise River. Stormwater drainage for the site is achieved by percolation through surficial soils. The site is situated so that it is unlikely that it will receive any stormwater drainage from off-site sources. Stormwater drainage collection and retention systems are not in place on the project site, but do currently exist along Victory Road in the form of curb, gutter, and drop inlets. 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 IF to 957, with daily extremes ranging from - 25°F to 111°F. Winds are generally from the northwest or southeast with an annual average wind speed of approximately 9 miles per hour (mph) and a maximum of 62 mph. Soils and sediments in the area are primarily derived from siliceous materials and exhibit low electro -chemical potential for corrosion of metals or concretes. Local aggregates are generally appropriate for Portland cement and lime cement mixtures. Surface water, groundwater, and soils in the region typically have pH levels ranging from 7.2 to 8.2. 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. 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 peals ground acceleration of 0.178 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, SMs, and at 1 -second period, SMI, 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. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyr19ht©2019 Met.Wa www.mti-id.com • mtiCa?mtkid.com Testing & 1nsp.dlo MATERIALS TESTING 6 INSPECTION 14 November 2019 Page # 7 of 38 h191814g_geotech AN ATLAS COMPANY ❑ Environmental Services U Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections 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). Seismic Design Values Seismic Design Parameter -Design Value Site Class D "Stiff Soil" SS 0.287 (g) S1 0.101 Fa 1.570 Fv 2.395 SMS 0.451 SMI 0.242 SDs 0.300 SDI 0.162 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 fifteen feet. Upon completion of investigation, each test pit was backfilled with loose excavated materials. Re -excavation and compaction of these test pit areas are required prior to construction of overlying structures. In addition, samples were obtained from representative soil strata encountered. Samples obtained have been visually classified in the field by professional staff, identified according to test pit number and depth, placed in sealed containers, and transported to our laboratory for additional testing. Subsurface materials have been described in detail on logs provided in the Appendix. Results of field and laboratory tests are also presented in the Appendix. MTI recommends that these logs not be used to estimate fill material quantities. Laboratory Testing Program Along with our field investigation, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of subsurface materials necessary in an analysis of anticipated behavior of the proposed structures. Laboratory tests were conducted in accordance with current applicable American Society for Testing and Materials (ASTM) and American Association of State Highway and Transportation Officials (AASHTO) specifications, and results of these tests are to be found on the accompanying logs located in the Appendix. The laboratory testing program for this report included: Atterberg Limits Testing — ASTM D4318, Grain Size Analysis — ASTM C 117/C 136, and Resistance Value (R -value) and Expansion Pressure of Compacted Soils — Idaho T-8. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright02019 Materiels www.mti-id.com • -m i@mti-id.Com Testing B Inspection MATERIALS S�)TESTING 6 _ INSPECTION 14 November 2019 Page # 8 of 38 b 191814g_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. Various fill materials were encountered at ground surface. These materials varied from light brown to black and generally exhibited moisture contents of dry to slightly moist. Fills were noted to be stiff to very stiff/loose to dense. Fine to coarse-grained sand, fine to coarse gravel, and 6 -inch minus cobbles were present throughout. Wood debris was found within the fill materials in test pits 7 and 9. In test pit 8, concrete and metal debris was encountered. Lean clay soils with varying amounts of sand were encountered beneath surficial fill materials in the majority of the test pits. These soils were brown to dark brown, dry to slightly moist, stiff to very stiff, and contained fine to coarse-grained sand. Underlying the lean clay soils and the fill materials, sandy silt soils were discovered. These soils were light brown, dry to slightly moist, very stiff to hard, and contained fine to coarse- grained sand. Varying degrees of calcium carbonate cementation was noted within the sandy silts. At depth, poorly graded sand and gravel sediments were encountered. These sediments were tan and light brown to brown, slightly moist, loose to very dense, and contained fine to coarse grained sand and 6 -inch minus cobbles. Clay content was noted in test pit 2. In test pits 5 and 11, silt content was noted in the upper 2 feet. During excavation, test pit sidewalls were generally stable. However, moisture contents will affect wall competency with saturated soils having a tendency to readily slough when under load and unsupported. Volatile Organic Scan No environmental concerns were identified prior to commencement of the investigation. Therefore, soils obtained during on-site activities were not assessed for volatile organic compounds by portable photoionization detector. Samples obtained during our exploration activities exhibited no odors or discoloration typically associated with this type of contamination. 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. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copy,ghl©2019 A9etenels www.mti-id.com • amUPmti-id.com Testing & Inspection MATERIALS TESTING 6 INSPECTION 14 November 2019 Page # 9 of 38 b191814g_geotech AN ATLAS COMPANY ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Groundwater During this field investigation, groundwater was not encountered in test pits advanced to a maximum depth of 13.6 feet bgs. Water was noted perched on top of the sandy silts in test pit 6. Soil moistures in the test pits were generally dry to slightly moist throughout. In the vicinity of the project site, groundwater levels are controlled in large part by residential and commercial irrigation activity and leakage from nearby canals. Maximum groundwater elevations likely occur during the later portion of the irrigation season. MTI has previously performed 5 geotechnical investigations within 0.5 mile of the project site. Information from these investigations has been provided in the table below. t- ,,-Alwa+nr nafa Furthermore, according to United States Geological Survey (USGS) monitoring well data within approximately t/2 -mile of the project site, groundwater was measured at depths ranging between 30 to 35 feet bgs, which equates to groundwater elevations of 2,625 to 2,620 feet above mean sea level (msl). Based on evidence of this investigation and background knowledge of the area, MTI estimates groundwater depths to remain greater than approximately 16 feet bgs throughout the year. This depth can be confirmed through long-term groundwater monitoring. Soil Infiltration Rates Soil permeability, which is a measure of the ability of a soil to transmit a fluid, was not tested in the field. Given the absence of direct measurements, for this report an estimation of infiltration is presented using generally recognized values for each soil type and gradation. Of soils comprising the generalized soil profile for this study, lean clay and sandy lean clay soils generally offer little permeability, with typical hydraulic infiltration rates of less than 2 inches per hour. Sandy silt soils will commonly exhibit infiltration rates from 2 to 4 inches per hour; though calcium carbonate cementation may reduce this value to near zero. Poorly graded sand and gravel sediments typically exhibit infiltration values in excess of 12 inches per hour. Infiltration testing is generally not required within these sediments because of their free -draining nature. It is recommended that infiltration facilities constructed on the site be extended into native silt/clay-free poorly graded gravel with sand or poorly graded sand with gravel sediments. Excavation depths of approximately 4.5 to 9.4 feet bgs should be anticipated to expose these silt/clan-free poorly graded gravel with sand or poorly graded sand with gravel sediments. Because of the high soil permeability, ASTM C33 filter sand, or equivalent, should be incorporated into design of infiltration facilities. An infiltration rate of 8 inches per hour should be used in design. Actual infiltration rates should be confirmed at the time of construction. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright 02019 Materiels www.mti-id.com • mtiAmti-id.com Tasting & Inspection v•vu—••— Approximate Distance Direction from Site Groundwater Depth Date from Site (mile) feet b s August 2006 Onsite Onsite Not Encountered to 16.2 Ma 2007 0.1 South Not Encountered to 16.5 March 2019 0.4 Southwest Not Encountered to 11.5 May 2004 0.2 West Not Encountered to 15.8 January 2005 0.1 North Not Encountered to 21.5 Furthermore, according to United States Geological Survey (USGS) monitoring well data within approximately t/2 -mile of the project site, groundwater was measured at depths ranging between 30 to 35 feet bgs, which equates to groundwater elevations of 2,625 to 2,620 feet above mean sea level (msl). Based on evidence of this investigation and background knowledge of the area, MTI estimates groundwater depths to remain greater than approximately 16 feet bgs throughout the year. This depth can be confirmed through long-term groundwater monitoring. Soil Infiltration Rates Soil permeability, which is a measure of the ability of a soil to transmit a fluid, was not tested in the field. Given the absence of direct measurements, for this report an estimation of infiltration is presented using generally recognized values for each soil type and gradation. Of soils comprising the generalized soil profile for this study, lean clay and sandy lean clay soils generally offer little permeability, with typical hydraulic infiltration rates of less than 2 inches per hour. Sandy silt soils will commonly exhibit infiltration rates from 2 to 4 inches per hour; though calcium carbonate cementation may reduce this value to near zero. Poorly graded sand and gravel sediments typically exhibit infiltration values in excess of 12 inches per hour. Infiltration testing is generally not required within these sediments because of their free -draining nature. It is recommended that infiltration facilities constructed on the site be extended into native silt/clay-free poorly graded gravel with sand or poorly graded sand with gravel sediments. Excavation depths of approximately 4.5 to 9.4 feet bgs should be anticipated to expose these silt/clan-free poorly graded gravel with sand or poorly graded sand with gravel sediments. Because of the high soil permeability, ASTM C33 filter sand, or equivalent, should be incorporated into design of infiltration facilities. An infiltration rate of 8 inches per hour should be used in design. Actual infiltration rates should be confirmed at the time of construction. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright 02019 Materiels www.mti-id.com • mtiAmti-id.com Tasting & Inspection MATERIALS TESTING & INSPECTION 14 November 2019 Page # 10 of 38 b191814g_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. Foundation Design Recommendations Based on data obtained from the site and test results from various laboratory tests performed, MTI recommends the following guidelines for the net allowable soil bearing capacity: Soil Bearin Ca acit ASTM D1557 Net Allowable Footing Depth Sub rade Compaction Soil Bearin Capacity Footings must bear on competent, undisturbed, 1,5001bs/ft2 native lean clay, sandy lean clay, sandy silt soils or Not Re uired for Native q A '/3 increase is allowable compacted structural fill. Existing fill materials Soil for short-term loading, must be completely removed from below foundation which is defined by seismic elements.' Excavation depths ranging from roughly 95% for Structural Fill events or designed wind 0.5 to 4.4 feet bgs should be anticipated to expose proper bearing soils.2 seeds. Footings must bear on at least 12 inches of compacted granular structural fill placed on native lean clay soils, sandy lean clay soils, or sandy silt Not Required for Native soils. Existing fill materials must be completely Soil 2,0001bs/ft2 removed from below foundation elements.' Excavation depths ranging from roughly 0.5 to 4.4 95% for Structural Fill feet bgs should be anticipated to expose proper bearing soils.2 'It will be required for MTIpersonnel to verify the bearing soil suitability for each structure at the time of construction. 2De ending on the time of year construction takes place the subgrade soils may be unstable because of high moisture over -excavation and re lacement with granular structural fill and/or use contents. If unstable conditions are encountered of geotextiles may be required. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copy,ight02019 M.1-1$ www.mti-id.com • mti &mtHd.com Testing d inspection MATERIALS TESTING 6 INSPECTION 14 November 2019 Page # 11 of 38 b191814g_geotech AN ATLAS COMPANY ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections The following sliding frictional coefficient values should be used: 1) 0.35 for footings bearing on native lean clay, sandy lean clay, and sandy silt soils and 2) 0.45 for footings bearing on granular structural fill. A passive lateral earth pressure of 286 pounds per square foot per foot (psf/ft) should be used for lean clay and sandy lean clay soils. For sandy silt soils, a passive lateral earth pressure of 337 psf/ft should be used. For 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 t/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, MT1 recommends continuous footings be suitably reinforced to make them as rigid as possible. For frost protection, the bottom of external footings should be 30 inches below finished grade. Foundation Drain Recommendations Considering the presence of shallow cemented soils across the site, MTI recommends that a foundation drain be installed. The drain should be placed at the footing elevation, sloped at least 2 percent, and be directed to a suitable discharge point at least 10 feet away from the structure. Discharge points should be protected to prevent erosion. Floor Slab -on -Grade Uncontrolled fill, which contained debris, was encountered in portions of the site. MTI recommends that these fill materials be removed to a depth of at least 1'/2 feet below existing grade. If fill materials remain after excavation the exposed subgrade must be compacted to at least 95 percent of the maximum dry density as determined by ASTM D1557. All debris must be completely removed. The excavated fill materials can be replaced in accordance with the Structural Fill section. Once final grades have been determined, MTI is available to provide additional recommendations. 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 Copyright©2019 Materiels www.mti-id.com • mtiCa�mti-id.com Testing & Inspection MATERIALS TESTING & INSPECTION 14 Noveinber 2019 Page # 12 of 38 U 191 S 14g_geotech AN ATLAS COMPANY ❑Construction Materials Testing ❑Special Inspections 0 Environmental Services ❑ Geotechnical Engineering A free -draining granular mat should be provided below slabs -on -grade to provide drainage and a uniform and stable bearing surface. 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'/ -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 302.1R and ASTM E1745 publications. Upon request, MTI can provide further consultation regarding installation. Recommended Pavement Sections MTI has made assumptions for traffic loading variables based on the character of the proposed construction. The Client shall review and understand these assumptions to make sure they reflect intended use and loading of pavements both now and in the future. MTI collected a sample of near -surface soils for Resistance Value (R -value) testing representative of soils to depths of 2 to 2.5 feet bgs. This sample, consisting of sandy lean clay collected from test pit 5, yielded a R -value of less than 5. The R -value was converted to a CBR value of 2 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 Sections The American Association of State Highway and Transportation Officials (AASHTO) design method has been used to calculate the following pavement sections. Calculation sheets provided in the Appendix indicate the soils constant, traffic loading, traffic projections, and material constants used to calculate the pavement sections. MTI recommends that materials used in the construction of asphaltic concrete pavements meet 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. A A currn 171ov;hlP PavPmont Specifications tit.1.7111-------- Driveways and Parking Driveways and Parking Pavement Section Component' Light Duty Heavy Duty Asphaltic Concrete 2.5 Inches 3.0 Inches Crushed Aggregate Base 4.0 Inches 4.0 Inches Structural Subbase 16.0 Inches 20.0 Inches See Pavement Subgrade See Pavement Subgrade Compacted Subgrade Preparation Section Preparation Section 'It will be required for MTI personnel to verity sub -rade competency 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright 02019 Mate naIs www.mti-id.com • mti@mti-id.com Testing B Inspection 14 November 2019 MATERIALS Page # 13 of 38 4JTESTING & h191814g_geotech INSPECTION AN ATLAS COMPANY ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑Special Inspections 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: Granular structural fill material complying with the requirements detailed in the Structural Fill section of this report except that the maximum material diameter is no more than 2/3 the component thickness. Gradation and suitability requirements shall be per ISPWC Section 801, Table 1. Pavement Subgrade Preparation Uncontrolled fill, which contained debris, was encountered in portions of the site. MTI recommends that these fill materials be removed to a depth of at least 1'/2 feet below existing grade. If fill materials remain after excavation the exposed subgrade must be compacted to at least 95 percent of the maximum div density as determined by ASTM D698 for flexible pavements. All debris must be completely removed. The excavated fill materials can be replaced in accordance with the Structural Fill section. Once final grades have been determined, MTI is available to provide additional recommendations. Common Pavement Section Construction Issues The subgrade upon which above pavement sections are to be constructed must be properly stripped, compacted (if indicated), inspected, and proof -rolled. Proof rolling of subgrade soils should be accomplished using a heavy rubber -tired, fully loaded, tandem -axle dump truck or equivalent. Verification of subgrade competence by MTI personnel at the time of construction is required. Fill materials on the site must demonstrate the indicated compaction prior to placing material in support of the pavement section. MTI anticipated that pavement areas will be subjected to moderate traffic. Sub grade clays and silts near and above optimum moisture contents may pump during compaction. Pumping or soft areas must be removed and replaced with structural fill. Fill material and aggregates, as well as compacted native subgrade soils, 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. MTI recommends that rigid concrete pavement be provided for heavy garbage receptacles. This will eliminate damage caused by the considerable loading transferred through the small steel wheels onto asphaltic concrete. Rigid concrete pavement should consist of Portland Cement Concrete Pavement (PCCP) generally adhering to ITD specifications for Urban Concrete. PCCP should be 6 inches thick on a 4 -inch drainage fill course (see Floor Slab -on -Grade section), and should be reinforced with welded wire fabric. Control joints must be on 12 -foot centers or less. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copy,ight©2019 Materiels www.mti-id.com • mtiCa�.mti-id.com Testing& Inspection MATERIALS TESTING 6 INSPECTION 14 November 2019 Page # 14 of 38 b191S14g_geotech AN ATLAS COMPANY ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing Ll special Inspections CONSTRUCTION CONSIDERATIONS Recommendations in this report are based upon structural elements of the project being founded on competent, native lean clay soils, sandy lean clay soils, sandy silt soils, 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 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 krigation 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 a Boise, ID 83709 a (208) 3764748 a Fax (208) 322-6515 copyright ©2019 Materials www.mti-id.com a mti@mti-id.com Testing B Inspection MATERIALS TESTING fr INSPECTION 14 November 2019 Page # 15 of 38 b191814g_geotecb 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. 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 1'/z 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 Copy,ight©2019 Mstenels www.mti-id.com • mtiCa_mti-id.com Testing& Inspection MATERIALS TESTING & F INSPECTION 14 November 2019 Page # 16 of 38 b191814g_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 silty soils (GM SM and MD 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'/ -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 Rigaid 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'/- 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 Copyright 02019 Matenais www.mti-id.com • mti(a_mti-id.com Testing a Inspection MATERIALS TESTING £r INSPECTION 14 November 2019 Page # 17 of 38 b191814g_geotech AN ATLAS COMPANY ❑ Environmental Services L) Geotechnical Engineering El Construction Materials Testing El 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 shall hand - operated compaction equipment be used for compaction of backfill within a horizontal distance equal to the height of the wall, measured from the back face of the wall. Backfill should be compacted in accordance with the specifications for structural fill, except in those areas where it is determined that future settlement is not a concern, such as planter areas. In nonstructural areas, backfill must be compacted to a firm and unyielding condition. Excavations Shallow excavations that do not exceed 4 feet in depth may be constructed with side slopes approaching vertical. Below this depth, it is recommended that slopes be constructed in accordance with Occupational Safety and Health Administration (OSHA) regulations, Section 1926, Subpart P. Based on these regulations, on-site soils are classified as type "C" soil, and as such, excavations within these soils should be constructed at a maximum slope of 1 t/2 feet horizontal to 1 foot vertical (1 the l) 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 fill materials and native granular sediments from test pit sidewalls was observed. For deep excavations, native granular sediments cannot be expected to remain in position. These materials are prone to failure and may collapse, thereby undermining upper soil layers. This is especially true when excavations approach depths near the water table. Care must be taken to ensure that excavations are properly backfilled in accordance with procedures outlined in this report. Shallow soil cementation (caliche) was observed throughout much of the site and may cause difficulties during foundation development and utility placement. Cemented soils should be anticipated throughout the site at depths of 0.5 to 9.4 feet bgs. Groundwater Control Groundwater was not encountered during the investigation and is anticipated to be below the depth of most construction. Excavations below the water table will require a dewatering program. 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 Copyright ©2019 Materiels www.mti-id.com • _m iCa_mti-id.com Testing & Inspection MATERIALS TESTING 6 INSPECTION 14 November 2019 Page # 18 of 38 b191814g_geotech AN ATLAS COMPANY ❑Construction Materials Testing ❑Special Inspections ❑ Environmental Services ❑ Geotechnical Engineering 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 si nificant changes are made in the character or location of the orvosed 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 Copyright 02019 Materiels www.mti-id.com • mtipmti-id.com Testing & Inspection MATERIALS TESTING & INSPECTION 14 November 2019 Page # 19 of 38 b191814g_geotech AN ATLAS COMPANY ❑ Environmental Services L3 Geotechnical Engineering ❑ Construction Materials Testing ❑Special Inspections REFERENCES American Association of State Highway and Transportation Officials (AASHTO) (1993). AASHTO Guide for Design of Pavement Structures 1993. Washington D.C.: AASHTO. American Concrete Institute (ACI) (2015). Guide for Concrete Floor and Slab Construction: ACI 302.1 R. Fannington 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 -um (No 200) Sieve in Mineral Aggregates by Washing: ASTM C117. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2014). Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates: ASTM C136. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2012). Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort: ASTM D698. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2012). Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort: ASTM D1557. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2014). Standard Test Methods for California Bearing Ratio: ASTM D1883. 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 (1993). 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 Inforniation 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://eartliquake.usgs.gov/designmaps/us/application.php> (2019). 2791 S Victory View Way a Boise, ID 83709 a (208) 376-4748 a Fax (208) 322-6515 copyr1ght92019 Materiel- www.mti-id.com e mfa@mti-id.com Testing& Inspection MATERIALS TESTING 6 INSPECTION AN ATLAS COMPANY 14 November 2019 Page # 20 of 38 b 191814g_geotech ❑ Environmental Services l] Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections APPENDICES ACRONYM LIST AASHTO: American Association of State Highway and Transportation Officials ACRD: 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 Copy,ight©2019 Metenels www,mti-id.com • mtiamti-id.com Testing & Insp- lon MATERIALS TESTING 6 INSPECTION 14 November 2019 Page # 21 of 38 b191814g_geotech AN ATLAS COMPANY 0 Environmental Services 0 Geotechnical Engineering 0 Construction Materials Testing 0 Special Inspections GEOTECHNICAL GENERAL NOTES Moisture Content RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION Field Test Coarse -Grained Soils SPT Blow Counts (N) Fine -Grained Soils SPT Blow Counts (N) Very Loose: < 4 Very Soft: < 2 Loose: 4-10 Soft: 2-4 Medium Dense: 10-30 Medium Stiff: 4-8 Dense: 30-50 Stiff: 8-15 Very Dense: >50 Very Stiff: 15-30 CH Fat clays; high -plasticity, inorganic clays Hard: >30 Moisture Content Description Field Test Dry Absence of moisture, dusty, dry to touch Moist Damp but not visible moisture Wet Visible free water, usually soil is below water table PARTICLE SIZE Boulders: >12 in. Coarse -Grained Sand: 5 to 0.6 min Silts: 0.075 to 0.005 min Cobbles: 12 to 3 in. Medium -Grained Sand: 0.6 to 0.2 min Clays: <0.005 min Gravel: 3 in. to 5 min Fine -Grained Sand: 0.2 to 0.075 tin UNIFIED SOIL CLASSIFICATION SYSTEM Cementation Description Field Test Gravel & Gravelly Soils <50% coarse fraction passes No.4 sieve Crumbles or breaks with handling or Weakly slight finger pressure GC Clayey gravels; poorly -graded gravel/sand/clay mixtures Crumbles or beaks with considerable Moderately finger pressure SM Silty sands; poorly -graded sand/gravel/silt mixtures Will not crumble or break with finger Strongly ressure PARTICLE SIZE Boulders: >12 in. Coarse -Grained Sand: 5 to 0.6 min Silts: 0.075 to 0.005 min Cobbles: 12 to 3 in. Medium -Grained Sand: 0.6 to 0.2 min Clays: <0.005 min Gravel: 3 in. to 5 min Fine -Grained Sand: 0.2 to 0.075 tin UNIFIED SOIL CLASSIFICATION SYSTEM Major Divisions Symbol Soil Descriptions Coarse -Grained Soils <50% passes No.200 sieve Gravel & Gravelly Soils <50% coarse fraction passes No.4 sieve GW Well -graded gravels; gravel/sand mixtures with little or no fines GP Poorly -graded gravels; gravel/sand mixtures with little or no fines GM Silty gravels; poorly -graded gravel/sand/silt mixtures GC Clayey gravels; poorly -graded gravel/sand/clay mixtures Sand & Sandy Soils >50% coarse fraction passes No.4 sieve SW Well -graded sands; gravelly sands with little or no fines SP Poorly -graded sands; gravelly sands with little or no fines SM Silty sands; poorly -graded sand/gravel/silt mixtures SC Clayey sands; poorly -graded sand/gravel/clay mixtures Fine Grained Soils >50% passes No.200 sieve Silts & Clays LL < 50 ML Inorganic silts; sandy, gravelly or clayey silts CL Lean clays; inorganic, gravelly, sandy, or silty, low to medium -plasticity clays OL Organic, low -plasticity clays and silts Silts & Clays LL > 50 MH Inorganic, elastic silts; sandy, gravelly or clayey elastic silts CH Fat clays; high -plasticity, inorganic clays OH Organic, medium to high -plasticity clays and silts Highly Organic Soils PT Peat, humus, hydric soils with high organic content 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright 02019 Metenals www.mti-id.com • mti@mtkid.com Testing &inspection 14 November 2019 MATERIALS Page # 22 of 38 TESTING & b191814g_geotech INSPECTION AN ATLAS COMPANY ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -1 Date Advanced: 29 Oct 2019 Logged by: Hunter Hayes, E.I. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.578753 Longitude: -116.393266 Depth to Water Table: Not Encountered Total Depth: 13.2 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth Qp Lab (Feet b s) Sediment Classification Type (Feet b s) Test ID Poorly Graded Gravel with Silt and Sand Fill (GP -GM -FILL): Brown, diy to slightly moist, 0.0-0.8 mediinn dense to dense, with fine to coarse- grained sand and.fine to coarse gravel. Poorly Graded Gravel with Sand Fill (GP - FILL): Light brown, diy to slightly moist, 0.8 -4.4 medium dense, with fine to coarse-grained sand and fine to coarse gravel. Sandy Lean Clay (CL): Dark brown, slightly 4.4-6.0 moist, very stiff, ivith fine to coarse-grained sand. Sandy Silt (ML): Light brown, slightly moist, very stiff to hard, with fine to coarse-grained 6.0-9.4 sand. --Moderate to strong calcium carbonate cementation throughout. Poorly Graded Gravel with Sand (GP): Light brown to broivn, slightly moist, dense to very 9.4-13.2 dense, with fine to coarse-grained sand and 6 -inch minus cobbles. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright 02019 R1ate doIs www.mti-id.com • mt!Oa mti-id.com Testing & lnsPWI.n 14 November 2019 MATERIALS Page # 23 of 38 TESTING & b191814g_geotech INSPECTION AN ATLAS COMPANY ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing U Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -2 Date Advanced: 29 Oct 2019 Logged by: Hunter Hayes, E.I. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.578208 Longitude: -116.393312 Depth to Water Table: Not Encountered Total Depth: 13.6 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth QP Lab (Feet b s) Sediment Classification Type (Feet b s) Test ID Poorly Graded Gravel with Silt and Sand Fill (GP -GM -FILL): Brown, day, medium dense 0.0-0.8 to dense, with fine to coarse-grained sand and fine to coarse gravel. Lean Clay with Sand and Gravel Fill (CL - FILL): Brown, slightly moist, stiff to very 0.8 -3.9 stiff, with fine to coarse-grained sand and fine to coarse gravel. Sandy Lean Clay (CL): Dark brown, slightly 3.9-5.2 moist, stiff to very stiff, with fine to coarse- grained sand. Sandy Silt (ML): Light brown to brown, slightly moist, very stiff to hard, ,a ith fi��e to 5.2-8.9 coarse-grained sand. GS 5.5-6.0 A --Moderate to strong calcium carbonate cementation from 7.8 to 8.9 feet b s. Poorly Graded Gravel with Sand (GP): Brown, slightly moist, dense to very dense, 8.9-13.6 with fine to coarse-grained sand and 6 -inch minus cobbles. --Clay content noted throughout. Lab Test ID M LL PI Sieve Analysis (% assin ) %_ - #4==#10 #40 #100 #200 A 31.4 NP NP 98 1 95 82 72 62.3 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright ©2019 Materials www.mti-id.com • mti65�mti-id.ccm Testing s Inspection 14 November 2019 MATERIALS Page # 24 of 38 TESTING & b191814g_geotech INSPECTION AN ATLAS COMPANY ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -3 Date Advanced: 29 Oct 2019 Logged by: Hunter Hayes, E.I. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.577733 Longitude: -116.393092 Depth to Water Table: Not Encountered Total Depth: 12.2 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth QP Lab (Feet b s) Sediment Classification Poorly Graded Sand with Silt and Gravel Fill Type (Feet b s) Test ID (SP -SM -FILL): Light brown, dry, medium 0.0-2.9 dense to dense, with fine to coarse-grained sand and, fine to coarse gravel. Sandy Lean Clay (CL): Dark brown, dry to 2.9-4.1 slightly nToist, stiff to very stiff, with fine to coarse- rained sand. Sandy Silt (ML): Light brown, dry to slightly moist, very stiff to hard, with fine to coarse - 4.1 -7.1 grained sand. --Strong to very strong calchnn carbonate cementation fi•ona 5.3 to 7.1 feet b s. Poorly Graded Sand with Gravel (SP): Tan, slightly moist, loose to medium dense, with 7.1-12.2 fine to coarse-grained sand and 6 -inch minus cobbles. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright 02019 Materiels www.mti-id.com • m1iPmti-1d.c0m Testing&Inspection MATERIALS TESTING £s INSPECTION 14 November 2019 Page # 25 of 38 b191814g_geotech AN ATLAS COMPANY ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing 0 Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -4 Date Advanced: 29 Oct 2019 Logged by: Hunter Hayes, E.I. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.578377 Longitude: -116.392792 Depth to Water Table: Not Encountered Total Depth: 12.7 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet b s) Sediment Classification Tye (Feet b s) Qp Test ID Poorly Graded Sand with Silt and Gravel Fill 0.0-1.3 (SP -SM -FILL): Light brown, dly, nredilan dense to dense, with fine to coarse-grained sand and fine to coarse gravel. Sandy Lean Clay (CL): Dark brown to 1.3-2.9 brown, dry to slightly moist, stiff to very stiff, 1.5-2.75 with fine to coarse-grained sand. Sandy Silt (ML): Light brown, dry to slightly moist, very stiff to hard, lvith fine to coarse - 2.9 -6.5 grained sand. --Moderate calchnzz carbonate cementation throughout. Poorly Graded Sand with Gravel (SP): Tan, 6.5-12.7 slightly n?oist, n1edillnn dense to dense, with free to coarse-grained sand and 5 -inch mimes cobbles. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright ©2019 Materiels www.mti-id.com • mti(cDmti-id.com Testing a inspection MATERIALS TESTING & INSPECTION 14 November 2019 Page # 26 of 38 b191814g_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: 29 Oct 2019 Logged by: Hunter Hayes, E.I. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.577855 Longitude: -116.392222 Depth to Water Table: Not Encountered Total Depth: 11.5 Feet bgs Depth (Feet b s Field Description and USCS Soil and Sediment Classification Sample Tye Sample Depth (Feet b s) Qp Lab Test ID Poorly Graded Sand with Silt and Gravel Fill (SP -SM -FILL): Light brown, diy, meditnn 0.0-1.8 dezzse to dense, with fine to coarse-grained sand and fine to coarse gravel. Sandy Lean Clay (CL): Dark brown, dry to 1.8-4.1 slightly moist, stiff to very stiff, with fine to Bulk 2.0-2.5 1.5-2.75 R -Value coarse- rained sand. Sandy Silt (ML): Light brown, slightly moist, very stiff to hard, ivith fuze to coarse-grained 4.1-7.3 scrod. --Moderate to strong calcizmz carbonate cementation throughout. Poorly Graded Sand with Gravel (SP): Tan to light browzz, slightly moist, znedizznz dense to 7.3-11.5 dense, with fine to coarse-grained sand and 5 -inch minzzs cobbles. --Silt content in upper 2_feet. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright ©2019 Materiels www.mti-id.com • mti anmti-id.com Testing a inspection MATERIALS TESTING 6 INSPECTION AN ATLAS COMPANY 14 November 2019 Page # 27 of 38 b191814g_geotech Environmental Services 0 Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -6 Date Advanced: 29 Oct 2019 Logged by: Hunter Hayes, E.I. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.577162 Depth to Water Table: Not Encountered Longitude: -116.392778 Total Depth: 4.5 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth Qp Lab (Feet b s) Sediment Classification Tye (Feet b s) Test ID Poorly Graded Sand Fill (SP -FILL): Light brown, slightly unoist to moist, loose to 0.0-2.0 nuediunn dense, with fine to coarse-grained sand and.fne to coarse gravel. Poorly Graded Gravel Fill (GP -FILL): Black, saturated, loose to medium dense, with fiiae to 2.0-3.5 coarse gravel. --Perched water encountered at 2. ],feet. Sandy Silt (ML): Light brown, slightly moist 3.5-4.5 to moist, veuy stiff, with fine to coarse- grained sand. 2791 S Victory View Way • Boise, ID 83709 - (208) 376-4748 • Fax (208) 322-6515 Copyright 02019 Mate nels www.mti-id.com • mti(aDmti-id.com Testing & Inspection MATERIALS TESTING & INSPECTION 14 November 2019 Page # 28 of 38 b191814g_geotech AN ATLAS COMPANY ❑ Environmental Services 0 Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -7 Date Advanced: 29 Oct 2019 Logged by: Hunter Hayes, E.I. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.576706 Longitude: -116.392373 Depth to Water Table: Not Encountered Total Depth: 12.0 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth QP Lab (Feet b s) Sediment Classification Tye (Feet b s) Test ID Lean Clay with Sand and Gravel Fill (CL - FILL): Dark brown to black, slightly moist, 0.0-1.9 stiff, with fine to coarse-grained sand and 1.25-1.5 fine to coarse gravel. --Organic and wood debris noted throughout. 1.9-3.5 Lean Clay (CL): Brown, slightly moist, stiff. Sandy Silt (ML): Light brown, diy to slightly moist, very stiff to hard, with fine to coarse - 3.5 -4.5 grained sand. --Moderate calcium carbonate cementation throughout. Poorly Graded Gravel with Sand (GP): Tan 4.5-12.0 to light brown, slightly moist, medium dense to dense, with fine to coarse-grained sand and 8 -inch minus cobbles. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copy www.mti-id.com • mti nnmti-id.com ght92019MateA Testing 8Inspection MATERIALS ivTESTING 6 il INSPECTION AN ATLAS COMPANY 14 November 2019 Page # 29 of 38 b191814g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -8 Date Advanced: 29 Oct 2019 Logged by: Hunter Hayes, E.I. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.575982 Depth to Water Table: Not Encountered Longitude: -116.391775 Total Depth: 10.2 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth QP Lab (Feet b s) Sediment Classification Type (Feet b s) Test ID Poorly Graded Gravel with Sand Fill (GP - FILL): Light brown, dry to slightly moist, 0.0 -1.9 loose to inedii m dense, with fine to coarse- grained sand and fine to coarse gravel. Lean Clay with Sand Fill (CL -FILL): Dark brown to black, slightly moist, stiff, with file 1.9-3.0 to coarse-grained sand. --Concrete and metal debris noted throir hoot. Lean Clay (CL): Brown to dark brown, 3.0-4.1 slightly moist, very stiff. Sandy Silt (ML): Light brown, diy to slightly moist, very stiff to hard, with fiiie to coarse - 4.1 -5.6 grained sand. --TFeak to moderate calcium carbonate cementation throe hoist. Poorly Graded Gravel with Sand (GP): Light 5.6-10.2 brown, slightly moist, medium dense to dense, ivith fine to coarse-grained sand and 6 -inch inimis cobbles. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtiCa?mti-id.com Copyright©2019 Testlnq 8nsp-fl1pectlis on MATERIALS TESTING £s INSPECTION 14 November 2019 Page # 30 of 38 b 191 814g_geotech AN ATLAS COMPANY ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -9 Date Advanced: 29 Oct 2019 Logged by: Hunter Hayes, E.I. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.576647 Longitude: -116.391180 Depth to Water Table: Not Encountered Total Depth: 10.7 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth QP Lab (Feet bgs) Sediment Classification Type (Feet bgs) Test ID Lean Clay with Sand and Gravel Fill (CL - FILL): Dark brown to brows?, slightly moist, stiff, with fine to coarse-grained sand and 0.0-2.0 fine to coarse gravel. --Organic materials and wood debris throughout. Sandy Silt (ML): Light brown, d,y to slightly moist, very stiff to hard, with fine to coarse - 2.0 -5.5 grained sand. --Weak to moderate calcium carbonate cementation from 3.5 to 5.5 feet bgs. Poorly Graded Gravel with Sand (GP): Light brown, slightly moist, medium dense to 5.5-10.7 dense, with fine to coarse-grained sand and 6 -inch minus cobbles. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright ©2019 Materiels www.mti-id.com • mtiAmti-id.com Testing B lup-fl- MATERIALS TESTING & INSPECTION AN ATLAS COMPANY 14 November 2019 Page # 31 of 38 b191814g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -10 Date Advanced: 29 Oct 2019 Logged by: Hunter Hayes, E.I. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.576943 Depth to Water Table: Not Encountered Longitude: -116.390552 Total Depth: 12.4 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth Qp Lab (Feet bgs) Sediment Classification Tye (Feet bgs) Test ID Poorly Graded Sand with Silt and Gravel Fill 0.0-1.9 (SP -SM -FILL): Brown, dry to slightly moist, loose to medium dense, with fine to coarse- grained sand and 5 -inch minus cobbles. Sandy Silt (ML): Light brown, dry to slightly moist, very stiff to hard, with fine to coarse- grained sand. 1.9-8.3 --Moderate to strong calcium carbonate cementation from 1.9 to 4.9 feet bgs. --Intermittent weak to moderate calcium carbonate cementation from. 4.9 to 8.3 feet bgs. Poorly Graded Sand with Gravel (SP): Light 8.3-12.4 brown to tan, slightly moist, medium dense to dense, with fine to coarse-grained sand and 6 -inch minus cobbles. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright www.mti-id.com • mti(a)mti-id.com ghl0Testing 8 g& Inspection MATERIALS 14 November 2019 TESTING & Page # 32 of 38 INSPECTION b191814g_geotech AN ATLAS COMPANY ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -11 Date Advanced: 29 Oct 2019 Logged by: Hunter Hayes, E.I. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.576214 Longitude: -116.390246 Depth to Water Table: Not Encountered Total Depth: 11.3 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth Qp Lab (Feet b s) Sediment Classification Tye (Feet b s) Test ID Poorly Graded Sand with Silt and Gravel Fill 0.0-0.9 (SP -SM -FILL): Light brown, dry, medium dense, with fine to coarse-grained sand and me to coarse gravel. Sandy Lean Clay with Gravel Fill (CL - 0.9 -2.1 FILL): Dark brown, dry to slightly moist, stiff to very stiff, with fine to coarse-grained sand and ane to coarse gravel. Sandy Lean Clay (CL): Brown, slightly 2.1-4.9 moist, medium stiff to stiff, with fine to GS 4.5-4.9 B coarse-grained sand. Sandy Silt (ML): Light brown, dry to slightly moist, very stiff to hard, with fine to coarse - 4.9 -5.9 grained sand. --Weak to moderate calcium carbonate cementation throughout. Poorly Graded Sand with Gravel (SP): Light brown, slightly moist, medium dense to 5.9-11.3 dense, with fine to coarse-grained sand and 6 -inch minus cobbles. --Silt content in upper 2 feet. Lab Test ID M LL PI Sieve Analysis (% passing) % - - #4 #10 #40 #100 #200 B 19.3 39 21 90 85 75 68 61.6 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 aterials www.mti-id.com • mtina.mti-id.com Copyright©g&I Inspection Testing & Inspacllon MATERIALS TESTING & INSPECTION 14 November 2019 Page # 33 of 38 b191814g_geotech AN ATLAS COMPANY ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -12 Date Advanced: 29 Oct 2019 Logged by: Hunter Hayes, E.I. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.577479 Longitude: -116.391485 Depth to Water Table: Not Encountered Total Depth: 10.2 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth Qp Lab (Feet bgs) Sediment Classification Type Feet bgs) Test ID Poorly Graded Sand with Silt and Gravel Fill 0.0-0.5 (SP -SM -FILL): Liglit brown, dry, medium dense, witli fine to coarse-grained sand and fine to coarse gravel. Sandy Silt (ML): Light brown, dry to slightly moist, very stiff to hard, witli fine to coarse- grained sand. 0.5-6.3 --Weak to moderate calcium carbonate cementation from 0.5 to 3.3 feet bgs. --Intermittent weak to moderate calcium carbonate cementation from 3.3 to 6.3 feet bgs. Poorly Graded Gravel with Sand (GP): Light 6.3-10.2 brown to tan, slightly moist, medium dense to dense, with fine to coarse-grained sand and 5 -inch minits cobbles. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright© www.mti-id.com • mti(aDmti-id.com Testlng&Inspection MATERIALS 14 November 2019 TESTING & Page # 34 of 38 INSPECTION bI91814g_geotech AN ATLAS COMPANY ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections AASHTO PAVEMENT THICKNESS DESIGN PROCEDURES 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(t mti-id.com Copyright 02019 Materiels Testing & Inspection Pavement Section Design Location: Victory Commons Commercial Development, Light Duty Avrrage Daily Traffic Count: 300 All Lanes R Both Directions Design Life: 20 Years Percent of Traffic in Design Lane: 501/0 Terminal Seviceability Index (Pt): 2.5 Level of Reliability: 95 Subgrade CBR Value: 2 Subgrade Dir: 3,000 Calculation of Design -18 kip FSALs Daily Growth Load Design Traffic Rate Factors FSALs Passenger Cars: 98 2. Wo 0.0008 695 Buses: 0 2.0% 0.6806 0 Panel & Pickup Trucks: 50 2.0% 0.0122 5,410 2-Asie, 6 -Tire Trucks: 1 2.0% 0.1890 1,676 FEnergency Vehicles: 1.0 2.0'/0 4.4800 39,731 Dump Trucks: 0 2.0% 3.6300 0 Tractor Semi Trailer Trucks: 0 2.0% 2.3719 0 Double Trailer Trucks 0 2.0'/o 2.3187 0 Heavy Tractor Trailer Combo Trucks: 0 2.0'/o 2.9760 0 Average Daily Traffic in Design Lane: 150 Total Design Life 18-kipkSALs: 47,512 Actual Log (ISALs): 4.677 Trial SN: 3.18 Trial Log (FSAIs): 4.680 Pavement Section Design SN: 3.21 Design Depth Structural Drainage Inches Coefficient Coefficient Asphaltic Concrete: 2.50 0.42 n/a Asphalt -Treated Base: 0.00 0.25 n/a Cement -Treated Base: 0.00 0.17 n/a Crushed Aggregate Bas e: 4.00 0.14 1.0 Subbase: 16.00 0.10 1.0 Special Aggregate Subgrade: 0.00 0.09 0.9 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(t mti-id.com Copyright 02019 Materiels Testing & Inspection MATERIALS TESTING 6 INSPECTION 14 November 2019 Page # 35 of 38 b 191814g_geotech AN ATLAS COMPANY ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections AASHTO PAVEMENT THICKNESS DESIGN PROCEDURES 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti @mti-id.com Copyright ©g & I spectiMaterin Testing 8 Inspection Pavement Section Design Location: Victory Commons Commercial Development, Heavy Duty Average Daily Traffic Count: 300 All Lanes & Both Directions Design Life: 20 fears Percent of Traffic in Design Lane: W/o Terminal Sciiecability Index (Pt): 2.5 Uel of Reliability: 95 Subgrade CBR Value: 2 Subgrade 111r: 3,000 Calculation of Design -18 kip ESALs Daily Growth Load Design Traffic Rate Factors ESALs Passenger Cars: 90 2.0'/o 0.0008 639 Buses: 2 2.01/o 0.6806 12,072 Panel & Pickup Trucks: 44 2.0% 0.0122 4,761 2 -Axle, 6 -Tire Trucks: 10 2.0'/o 0.1890 16,762 Energency Vehicles: 1.0 2.01/6 4.4800 39,731 Dump Trucks: 1 2.0'/0 3.6300 32,193 Tractor Senn Trailer Trucks: 2 2.0% 2.3719 42,071 Double Trailer Trucks 0 2.0% 2.3187 0 Heavy Tractor Trailer Combo Trucks: 0 2.0"/o 29760 0 Average Daily Traffic in Design Lane: 150 Total Design Life 18-kipESALs: 148,227 Actual Log (ESALs): 5.171 Trial SN: 3.82 Trial Log (BALs): 5.171 Pavement Section Design SN: 3.82 Design Depth Structural Drainage Inches Coefficient Coefficient Asphaltic Concrete: 3.00 0.42 n/a Asphalt-TreatedBase: 0.00 0.25 n/a Cement -Treated Base: 0.00 0.17 n/a Crushed Aggregate Base: 4.00 0.14 1.0 Subbase: 20.00 0.10 1.0 Special Aggregate Subgrade: 0.00 0.09 0.9 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti @mti-id.com Copyright ©g & I spectiMaterin Testing 8 Inspection MATERIALS TESTING & INSPECTION AN ATLAS COMPANY 14 November 2019 Page # 36 of 38 b 191814g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections R -Value Test Data Source and Description: TP5: 2.0'-2.5' Sandy Lean Clay Date Obtained: 29 October 2019 Sample ID: 19-7945 Sampling and ASTM D75: Moisture Content (%) AASHTO T2: X ASTM Expansion Pressure (psi) AASHTO X Preparation: I NA NA NA D421: NA T87: NA ASTM AASHTO Test Standard: D2844: 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. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mdArriti-id.com Copydghl©2019 MM.H.1s Testing & In p dio Vicinity Map Plate 1 j l —1 I `v( -I '— MAP NOTES: N CHERRY LN r _ _ �_- _i E FAIRVIEW AVE. '}_ SR,55 HWY n, Mobile Elm Grove Home Park , SR 55 HWY- -=--- -- t y�� _ • Delorme Street Atlas • Not to Scale - tT'Meridian — LEGEND Approximate Site N11+N+1+1+{�+AH •i!�1NyM.�i•- + ��w•HaH1��+.��J�H-i+f+M ♦+M�*+N+�++'H-f1++f•+M1KN+ 55 Hf�-•41+N+M+1�I.I+N++•+tr,. ��i+1ii++FF+-1+N+rFF1 Location W FRANKLIN R 1 E F LIN RD�_--E_FRANKLIN_RQ_ _E FRANKLIN RD— D.l ' Fn W p O 0 46 at Z !^ I 55 - 30 -- -U 44�— wi � • I I �E-OVERLAND RD 30 46 11 GDl r m rc _ Victory Commons Commercial Development 130 East Victory Road Meridian, ID Modified from DeLorme by: HH -E VICTORY RE 4 November 2019 Drawing: B191814g %ite MATERIALS 69 Location CV TESTING & INSPECTION i — 2791 S. Victory Vlew Way Phone: 208376-0748 Boise, ID 83709-2835 Fax: 208 322.6515 E-maY: mtla.mWd.com Site Map Plate 2 I I _ NOTES: •Not to Scale ��.,_•._.._.._.._. I I I I I \ I '1 •\ \ TP -1 \ 8 \ LEGEND Approximate Site — — — — ' �\ \. I I *. \ Boundary TP4 8Approximate �'•� RESIDENTIAL AREA MTI Test Pit Location 8 I I TP -2 Existing Structures I I I '�'• I TP -5 B •'♦ I I I I TP -3 �.. 8 I Z a l IW I TP -12 N I I TP -6 °> I 8 \ O TP -10 �. 8 I I I TP -7 TP -9 \ 9 Victory Commons Commercial Development 130 East Victory Road Meridian, ID ii i J TP -11 8 I •� Drawn by: HH 4 November 2019 I I Drawing: B191814g I TP -8 MATERIALS II B I It t I TESTING & CP L------------------------------ INSPECTION ----- ----- ----------------- -- -------------- ----------------------=====VICTORY ROAD=====_________---__-------------- --------------- 2791 S. Victory View Way Phone: 208376-4748 Brise, ID 83709.2835 Fez: 208 322-6515 E -mal: mN&W oom Rachel Haskins From: Rob Sunderlage Sent: Monday, December 23, 2019 3:00 PM To: Rachel Haskins; Scott Duffin Subject: Fwd: Victory Greens FYI - include this please Rob Sunderlage 801-319-7388 Begin forwarded message: From: Mindy Wallace <mwallace@achdidaho.org> Date: August 14, 2019 at 11:28:44 AM MDT Subject: Victory Greens M1 ACHD has reviewed and accepts the traffic impact study for Victory Greens. Please let me know if you have any questions. Mindy Mindy Wallace, AICP Planning Review Supervisor Ada County Highway District 208-387-6178 ACHD Development Services is open for business at our new location at 1301 N. Orchard Street, Suite 200 in the CSC building. Parking and building entrance are located on west side of building. m VICTORY COMMONS ■ MERIDIAN, ID PAVING AND GRADING PLAN a HOP -ROCKS WARNING sN Cl I "ll s H R i z 2776 W. ed. Suis 210 F TYs fi/ut o0E6 NOT min,"a, ID 8381 r - — — — — — i i I Si $NIT r - — — — — — � II I I I r I j M 0000 151 o VICTORY COMMONS +' MEROAN. 10 p 1 UTILITY PLAN (1 OF 2) C 11WN Mguco Rw - - -I l4UNA�ERIDIAH ROAD r / / ®®ii ®®y®®®i®®® a s A F m WARNINGaxo:xssna 0 1 z 2776 W. N.*A. Dr.," 210 i 1185 BNi DOES HOT M d". 0muz 5.. V I D. NUNA#IERIOIAN ROAD f VICTORY COMMONS MERIDWi, ID UTILITY PLAN (2 OF 2) I II I II �I ®©OO O©O®(p®©lg� H - y £ S i n HOIZROCKS WARNING 8N 0 1 N E a Rs 0 1 2 2775 W. N.APW DI., SN. 210 F 7HS BI.R GOES I:OT WdM.. ID MM2 Er711E