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PZ - Geo Tech Eng ReportMATERIALS TESTI NG 6 INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL ENGINEERING REPORT of Zaldia Lane Properties 3405, 3497, and 3801 East Zaldia Lane Meridian, ID Prepared for: Criterion land Management, LLC PO Box 8265 Boise, ID 83707 MTI File Number BI50171g 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtilaZmti-id.com MATERIALS TESTING & INSPECTION I I March 2015 Page # 1 of 36 b 15017 1 g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Ms. Lisa Cunningham Criterion Land Management, LLC PO Box 8265 Boise, ID 83707 (208)475-0015 Re: Geotechnical Engineering Report Zaldia Lane Properties 3405, 3497, and 3801 East Zaldia Lane Meridian, ID Dear Ms. Cunningham: 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 26 February 2015. 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, Inc. 14898 Jacob Schlador, E.I,T, Reviewed by: Eltzabeth Brown, . 3-//-15 Staff Engineer Geotechnical Engi c 'req TFOFIDP qac Reviewed by: Monica Be es, P.E. Geotechnical Engineer cc: Randall S. Clarno (PDF Copy) 2791 S Victory View Way • Boise, to 83709 • (208) 3764748 • Fax (208) 322-6515 www.mti-id.mm-mtiRmtl-id.com c•,p,igm ezois n�m:�e�, iesl,ng 81nspK4on. NG MATERIALS TESTI NG & INSPECTION 11 March 2015 Page # 2 of 36 b150171g_geatech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections TABLE OF CONTENTS INTRODUCTION.............................................................................. Project Description................................................................ Authorization......................................................................... Purpose.................................................................................. Scope of Investigation........................................................... Warranty and Limiting Conditions ........................................ SITE DESCRIPTION......................................................................... SiteAccess............................................................................. RegionalGeology.................................................................. General Site Characteristics................................................... Regional Site Climatology and Geochemistry ....................... Geoseismic Setting................................................................ SOILS EXPLORATION..................................................................... Exploration and Sampling Procedures ................................... Laboratory Testing Program .................................................. Soil and Sediment Profile ...................................................... Volatile Organic Scan............................................................ SITE HYDROLOGY ........................................................................................................................................................... Groundwater...........................................................................................................................................................8 SoilInfiltration Rates..............................................................................................................................................9 FOUNDATION, SLAB, AND PAVEMENT DISCUSSION AND RECOMMENDATIONS............................................................. 10 Foundation Design Recommendations.................................................................................................................10 Crawl Space Recommendations........................................................................................................................... 11 Floor, Patio, and Garage Slab-on-Grade...............................................................................................................1 l RecommendedPavement Sections....................................................................................................................... 11 FlexiblePavement Section...................................................................................................................................12 Common Pavement Section Construction Issues CONSTRUCTION CONSIDERATIONS ............................. Earthwork........................................................... Pond Backfill...................................................... DryWeather....................................................... WetWeather....................................................... Soft Subgrade Soils ............................................ Frozen Subgrade Soils ........................................ StructuralFill....................................................................... Backfillof Walls.................................................................. Excavations.......................................................................... Groundwater Control........................................................... GENERAL COMMENTS................................................................. REFERENCES................................................................................ APPENDICES................................................................................ AcronymList....................................................................... Geotechnical General Notes ................................................ Geotechnical Investigation Test Pit Log .............................. R -Value Laboratory Test Data ............................................. Plate I: Vicinity Map........................................................... Plate2: Site Map.................................................................. .............................................................................15 .............................................................................16 .............................................................................16 .............................................................................17 .................................................................................17 ................................................................................. 18 .................................................................................19 ..............................................................................19 .............................................................................. 20 ..............................................................................21 .............................................................................. 34 ..............................................................................35 2(. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtArriti-ideom cavr�omozais rnTi<n.,is T��e„� a insneeioa em. MATERIALS modTESTI NG & INSPECTION 11 March 2015 Page # 3 of 36 b150171ggeotmh ❑ Environmental Services l7 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 2012 International Building Code (IBC). Information in support of groundwater and stormwater issues pertinent to the practice of Civil Engineering is included. Observations and recommendations relevant to the earthwork phase of the project are also presented. Revisions in plans or drawings for the proposed development from those enumerated in this report should be brought to the attention of the soils engineer to determine whether changes in the provided recommendations are required. Deviations from noted subsurface conditions, if encountered during construction, should also be brought to the attention of the soils engineer. Project Description The proposed development is in the southeastern portion of the City of Meridian, Ada County, ID, and occupies a portion of the N''/2S W'/a of Section 28, Township 3 North, Range 1 East, Boise Meridian. This project will consist of construction of 79 new residential structures to be developed with associated streets. The area proposed for development as a subdivision is 28 acres in size. An existing pond will be filled in as part of the development. Total settlements are limited to I inch. Loads of up to 4,000 pounds per lineal foot for wall footings, and column loads of up to 50,000 pounds were assumed for settlement calculations. Additionally, assumptions have been made for traffic loading of pavements. Retaining walls are not anticipated as part of the project. MTI has not been informed of the proposed grading plan. Authorization Authorization to perform this exploration and analysis was given in the form of a written authorization to proceed from Ms, Lisa Cunningham of Criterion Land Management, LLC to Elizabeth Brown of Materials Testing and Inspection, Inc. (MTI), on 18 February 2015. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between Criterion Land Management, LLC and MTI. Our scope of services for the proposed development has been provided in our proposal dated 11 February 2015 and repeated below. Purpose The purpose of this Geotechnical Engineering Report is to determine various soil profile components and their engineering characteristics for use by either design engineers or architects in: • Preparing or verifying suitability of foundation design and placement • Preparing site drainage designs • Indicating issues pertaining to earthwork construction • Preparing residential pavement section design requirements 2791 S Victory View Way • Boise, to 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtiAmli-id.com copynphl®2015 MaleJals T-IT'n. a (.w'b-n.IIIc. MATERIALS TESTING & INSPECTION I I March 2015 Page # 4 of 36 b150171g_geotech Ll Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Scope of Investigation The scope of this investigation included review of geologic literature and existing available geotechnical studies of the area, visual site reconnaissance of the immediate site, subsurface exploration of the site, field and laboratory testing of materials collected, and engineering analysis and evaluation of foundation materials. The scope of work did not include design recommendations specific to individual residences. Warranty and Limiting Conditions MTI warrants that findings and conclusions contained herein have been formulated in accordance with generally accepted professional engineering practice in the fields of foundation engineering, soil mechanics, and engineering geology only for the site and project described in this report. These engineering methods have been developed to provide the client with information regarding apparent or potential engineering conditions relating to the site within the scope cited above and are necessarily limited to conditions observed at the time of the site visit and research. Field observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. Exclusive Use This report was prepared for exclusive use of the property owner(s), at the time of the report, and their retained design consultants ("Client'). Conclusions and recommendations presented in this report are based on the agreed-upon scope of work outlined in this report together with the Contract for Professional Services between the Client and Materials Testing and Inspection, Inc. ("Consultant'). Use or misuse of this report, or reliance upon findings hereof, by parties other than the Client is at their own risk. Neither Client nor Consultant make representation of warranty to such other parties as to accuracy or completeness of this report or suitability of its use by such other parties for purposes whatsoever, known or unknown, to Client or Consultant. Neither Client nor Consultant shall have liability to indemnify or hold harmless third parties for losses incurred by actual or purported use or misuse of this report. No other warranties are implied or expressed. Report Recommendations are Limited and Subject to Misinterpretation There is a distinct possibility that conditions may exist that could not be identified within the scope of the investigation or that were not apparent during our site investigation. Findings of this report are limited to data collected from noted explorations advanced and do not account for unidentified fill zones, unsuitable soil types or conditions, and variability in soil moisture and groundwater conditions. To avoid possible misinterpretations of findings, conclusions, and implications of this report, MTI should be retained to explain the report contents to other design professionals as well as construction professionals. Since actual subsurface conditions on the site can only be verified by earthwork, note that construction recommendations are based on general assumptions from selective observations and selective field exploratory sampling. Upon commencement of construction, such conditions may be identified that require corrective actions, and these required corrective actions may impact the project budget. Therefore, construction recommendations in this report should be considered preliminary, and MTI should be retained to observe actual subsurface conditions during earthwork construction activities to provide additional construction recommendations as needed. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 w .mti-id.com•mtiAmti-id.com o°0Y"&"®2015 Mw'f1"" Tuba, a lWedo0. Inc MATERIALS TESTI NG it INSPECTION 11 March 2015 Page # 5 of 36 bl5017lg_gwtwh ❑ 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. 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 WIH Environmental Site Assessment. If environmental services are needed, MTI can provide, via a separate contract, those personnel who are trained to investigate and delineate soil and water contamination. SITE DESCRIPTION Site Access Access to the site may be gained via Interstate 84 to the Eagle Road exit (exit 46). Proceed south on South Eagle Road approximately 2.2 miles to its intersection with Zaldia Lane. From this intersection, proceed east 0.2 mile on Zaldia Lane. The site will be located on the south side of the road. Presently the site exists as three residences with associated outbuildings, farm and pastureland. The location is depicted on site map plates included in the Appendix. Regional Geology The project site is located within the western Snake River Plain of southwestern Idaho and eastern Oregon. The plain is a northwest trending rift basin, about 45 miles wide and 200 miles long, that developed about 14 million years ago (Ma) and has since been occupied sporadically by large inland lakes. Geologic materials found within and along the plain's margins reflect volcanic and fluvial/lacustrine sedimentary processes that have led to an accumulation of approximately 1 to 2 km of interbedded volcanic and sedimentary deposits within the plain. Along the margins of the plain, streams that drained the highlands to the north and south provided coarse to fine-grained sediments eroded from granitic and volcanic rocks, respectively. About 2 million years ago the last of the lakes was drained and since that time fluvial erosion and deposition has dominated the evolution of the landscape. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.rntHd.com • mtiamli-id.com copyngmo 2015 mmenms Tulin, & (n,. .o . Ina MATERIALS TESTI NG & INSPECTION 11 March 2015 Page # 6 of 36 b150171ggeotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections The project site is underlain by both "Sandy Alluvium of Side -Stream Valleys and Gulches" and "Gravel of Gowen Terrace" as mapped by Othberg and Stanford (1993). Sandy Alluvium of Side -Stream Valleys and Gulches are composed of medium to coarse sand interbedded with silty fine sand and silt and are mostly derived from weathered granite and reworked Tertiary sediments of the Boise Foothills. The thickness of this unit is variable. Because of the relative youthfulness of these deposits they contain only minor pedogenic clay and calcium carbonate. Gravel of the Gowen terrace consist of sandy pebble and cobble gravel. The Gowen terrace is the fourth terrace above modern Boise River floodplain, is thickest toward its eastern extent, and is mantled with 2-6 feet of loess. General Site Characteristics This proposed development consists of approximately 28 acres of relatively flat and level to slightly sloping terrain. Throughout the majority of the site, surfrcial soils consist of fine-grained clays and silts. Vegetation primarily consists of bunchgrass, and other native grass varieties typical of and to semi -arid environments. Regional drainage is north toward the Boise River, Stormwater drainage for the site is achieved primarily by percolation through surfrcial 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 and do not currently exist within the vicinity of the project site. Regional Site Climatology and Geochemistry According to the Western Regional Climate Center, the average precipitation for the Treasure Valley is on the order of 10 to 12 inches per year, with an annual snowfall of approximately 20 inches and a range from 3 to 49 inches. The monthly mean daily temperatures range from 21'F to 95°F, with daily extremes ranging from -25°F to 111°F. Winds are generally from the northwest or southeast with an annual average wind speed of approximately 9 miles per hour (mph) and a maximum of 62 mph. Soils and sediments in the area are primarily derived from siliccous materials and exhibit low electro -chemical potential for corrosion of metals or concretes. Local aggregates are generally appropriate for Portland cement and lime cement mixtures. Surface water, groundwater, and soils in the region typically have pH levels ranging from 7.2 to 8.2. Geoseismic Setting Soils on site are classed as Site Class D in accordance with Chapter 20 of the American Society of Civil Engineers (ASCE) publication ASCE/SEI 7-10. Structures constructed on this site should be designed per IBC requirements for such a seismic classification. Our investigation did not reveal hazards resulting from potential earthquake motions including: slope instability, liquefaction, and surface rupture caused by faulting or lateral spreading. Incidence and anticipated acceleration of seismic activity in the area is low. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mt14d.com • mtiAmti-id.com Co YHn M2015 MTWWl Te,i,&In,p K.., Inc. MATERIALS TESTING & INSPECTION I 1 March 2015 Page # 7 of 36 b150171g-geotwh ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections SOILS EXPLORATION Exploration and Sampling Procedures Field exploration conducted to determine engineering characteristics of subsurface materials included a reconnaissance of the project site and investigation by test pit. Test pit sites were located in the field by means of visual approximation from on-site features or known locations and are presumed to be accurate to within a few 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 C117/C136, and Resistance Value (R -value) and Expansion Pressure of Compacted Soils — Idaho T-8. Soil and Sediment Profile The profile below represents a generalized interpretation for the project site. Note that on site soils strata, encountered between test pit locations, may vary from the individual soil profiles presented in the logs, which can be found in the Appendix. The materials encountered during exploration were quite typical for the geologic areas mapped as Sandy Alluvium of Side -Stream Valleys and Gulches and Gravel of Gowen Terrace. Surficial soils were predominately lean clays and silts; though sandy silt was also encountered at ground surface in two test pits. These surlicial soils were generally dark brown to brown, slightly moist to dry, and medium stiff to hard. Sand content, where encountered, was generally fine-grained. Organic materials were typically present in the upper 1 to 2 feet. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mUdmti-id.comcopyrigll ®2015 Mandl TssfinB 6lnspecflm, Inc. MATERIALS TESTING £r INSPECTION 1 I March 2015 Page # 8 of 36 b150171g_geotmh ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Beneath surficial soils, varying layers of sandy silt/silty sand or poorly graded sands/gravels were encountered. Sandy silts and silty sands were generally tan to dark brown in color, but were also found to be light gray to gray. Moisture contents in these sand -silt mixtures varied from dry to slightly moist. Relative densities typically ranged from medium dense to dense for coarser grained sediments, and consistencies ranging from stiff to hard were noted for finer grained soils. Sand contents were generally fine to coarse- grained, and calcium carbonate cementation and induration was noted in a limited number of test pits. Poorly graded sands and gravels were generally tan to yellow in color, but were also found to be brown or orange. Moisture content in these sand -gravel mixtures was generally dry to slightly moist, but was also found to be moist in limited test pits. Relative densities typically ranged from medium dense to dense. Sands were generally fine to coarse grained, and gravels ranged from fine to coarse. In a limited number of test pits, 3 to 4 inch minus cobbles were encountered. In test pits 3 and 4, lean clay soils were encountered underlying the sand/gravel sediments. The lean clay was brown to light brown, slightly moist, and stiff to very stiff. In test pit 3, pockets of orange sand were encountered in the top foot of the clay layer. Competency of test pit walls varied little across the site. In general, fine grained soils remained stable while more granular sediments readily sloughed. However, moisture contents will also affect wall competency with saturated soils having a tendency to readily slough when under load and unsupported. Volatile Organic Scan No environmental concerns were identified prior to commencement of the investigation. Therefore, soils obtained during on-site activities were not assessed for volatile organic compounds by portable photoionization detector. Samples obtained during our exploration activities exhibited no odors or discoloration typically associated with this type of contamination. No groundwater was encountered. SITE HYDROLOGY Existing surface drainage conditions are defined in the General Site Characteristics section. Information provided in this section is limited to observations made at the time of the investigation. Either regional or local ordinances may require information beyond the scope of this report. Groundwater During this field investigation, groundwater was not encountered in test pits advanced to a maximum depth of 16.9 feet bgs. Soil moistures in the test pits were generally dry to slightly moist throughout. In the vicinity of the project site, groundwater levels are controlled in large part by residential and commercial irrigation activity and leakage from nearby canals. Maximum groundwater elevations likely occur during the later portion of the irrigation season. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 vmv.mtl4d.com • mtiCdlmti4d.com Upyfigm oM5 Mmeanm vsrng a mcpemcm iec. MATERIALS TESTI NG & INSPECTION 11 March 2015 Page # 9 of 36 b 150171 g_geotwh ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections During previous investigations performed in May 2004 and November 2013 within approximately %2 -mile to the northwest and south of the project site, no evidence of groundwater was noted within numerous test pits advanced to depths as great as 13.1 to 15.5 feet bgs. However, during a previous investigation performed in June 2014 groundwater was encountered at depths of 5.7 and 8.0 feet bgs. This water was encountered immediately adjacent to irrigation channels, but was not noted within numerous test pits advanced in areas with no irrigation channels. For construction purposes, groundwater depth can be assumed to remain greater than 15 feet bgs throughout the year. However, groundwater depths adjacent to irrigation channels may be significantly shallower. Since this is an estimated depth and seasonal groundwater levels fluctuate, actual levels should be confirmed by periodic groundwater data collected from piezometers installed in test pits 1, 3, 6, and 9. If desired, MTI is available to perform this monitoring. Soil Infiltration Rates Soil permeability, which is a measure of the ability of a soil to transmit a fluid, was not tested in the field. However, pipes were installed in test pits 1, 3, 6, and 9 to facilitate future infiltration testing, if desired. Given the absence of direct measurements, for this report an estimation of infiltration is presented using generally recognized values for each soil type and gradation. Of soils comprising the generalized soil profile for this study, lean clay and silt 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. Silty sand sediments usually display rates of 4 to 8 inches per hour. However, calcium carbonate cementation present within the sandy silt and silty sand soils may reduce the listed values to near zero. Poorly graded sand and gravel sediments typically exhibit infiltration values in excess of 12 inches per hour. Infiltration testing is generally not required within these sediments because of their free -draining nature. It is recommended that infiltration facilities constructed on the site be extended into native poorly graded gravel with sand or poorly graded sand with gravel sediments. Excavation depths of approximately 3.0 to 6.0 feet bgs should be anticipated to expose these sand and 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. However, in some areas of the site less permeable soils were encountered underlying the sand and gravel sediments. In these areas reduced infiltration rates may be necessary. If infiltration facilities are planned for these areas, MTI must be contacted to provide further recommendations. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtiAmti-id.com copydWO 2015 Malmlala Testing&Inspeatlan, lnc. MATERIALS TESTI NG & INSPECTION I I March 2015 Page # 10 of 36 6150171 g_geotech ❑ 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 development. 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 development be founded upon conventional spread footings and continuous wall footings. Total settlements should not exceed I inch if the following design and construction recommendations are observed. Presently, there are approximately 79 new lots proposed for the project site. The following recommendations are not specific to rhe hnt rather chnnlA he v;e ..ed ac mriAet:nec fnr the enhdivicinn — wir'r. AnvAnnme.nt 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 Bearing Capacity Footing Depth ASTM D1557 Sub rade Compaction Net Allowable Soil Bearing Capacity Footings must bear on competent, undisturbed, native silt 1,500 lbs/fie and sandy silt soils or compacted structural fill. Existing Not Required for Native lean clay soils, organic materials, and fill materials (if Soil A Y increase is allowable for encountered) must be completely removed from below short-term loading, which is foundation elements. Excavation depths ranging from 95% for Structural Fill defined by seismic events or roughly 0.5 to 3.0 feet bgs should be anticipated to designed wind speeds. expose proper bearingsoils? It will b ere q uu ed for MTI personnel to verify the bearing soil suitability for each structure at the time of construction. ZDeoending on the time of year construction takes place, the subgrade soils may be unstable because of high moisture contents. If unstable conditions are encountered, over -excavation and replacement with granular structural fill and/or use of geotextiles may be required. Footings should be proportioned to meet either the stated soil bearing capacity or the 2012 IBC minimum requirements. Total settlement should be limited to approximately 1 inch, and differential settlement should be limited to approximately 1/2 inch. Objectionable soil types encountered at the bottom of footing excavations should be removed and replaced with structural fill. Excessively loose or soft areas that are encountered in the footings subgrade will require over -excavation and backfilling with structural fill. To minimize the effects of slight differential movement that may occur because of variations in the character of supporting soils and seasonal moisture content, MTI recommends continuous footings be suitably reinforced to make them as rigid as possible. For frost protection, the bottom of external footings should be 24 inches below finished grade. 2791 S Victory View Way • Boise, ID 83709 • (208) 3764748 • Fax (208) 322-6515 www.mti-id.com • mliArpti-id.com Copyright ®2015 Materials Tedi., A Inspection, lnc. MATERIALS TESTI NG & INSPECTION I 1 March 2015 Page # 11 of 36 b150171g_gwtMh Q Environmental Services ❑ Geotechnical Engineering U Construction Materials Testing ❑ Special Inspections Crawl Space Recommendations Considering the presence of shallow cemented soils across the site, all residences constructed with crawl spaces should be designed in a manner that will inhibit water in the crawl spaces. MTI recommends that roof drains carry stormwater at least 10 feet away from each residence. Grades should be at least 5 percent for a distance of 10 feet away from all residences. In addition, rain gutters should be placed around all sides of residences, and backfill around stem walls should be placed and compacted in a controlled manner. Floor, Patio, and Garage Slab -on -Grade Organic, loose, or obviously compressive materials must be removed prior to placement of concrete floors or floor -supporting fill. In addition, the remaining subgrade should be treated in accordance with guidelines presented in the Earthwork section. Areas of excessive yielding should be excavated and backfilled with structural fill. Fill used to increase the elevation of the floor slab should meet requirements detailed in the Structural Fill section. Fill materials must be compacted to a minimum 95 percent of the maximum dry density as determined by ASTM D 1557. A free -draining granular mat (drainage fill course) should be provided below slabs -on -grade. This should be a minimum of 4 inches in thickness and properly compacted. The mat should consist of a sand and gravel mixture, complying with Idaho Standards for Public Works Construction (ISPWC) specifications for'/4-inch (Type 1) crushed aggregate. A moisture -retarder should be placed beneath floor slabs to minimize potential ground moisture effects on moisture -sensitive floor coverings. The moisture -retarder should be at least 15 -mil in thickness and have a permeance of less than 0.01 US perms as determined by ASTM E96. Placement of the moisture -retarder will require special consideration with regard to effects on the slab -on -grade and should adhere to recommendations outlined in the ACI 302.IR and ASTM E1745 publications. The granular mat should be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D 1557. Upon request, MTI can provide further consultation regarding installation. Recommended Pavement Sections As required by Ada County Highway District (ACHD), MTI has used a traffic index of 6 to determine the necessary pavement cross-section for the site. MTI has made assumptions for traffic loading variables based on the character of the proposed construction. The Client should review these assumptions to make sure they reflect intended use and loading of pavements both now and in the future. MTI collected a sample of near - surface soils for Resistance Value (R -value) testing representative of soils to depths of 2 feet below existing ground surface. This sample, consisting of borderline sandy silt/silty sand collected from test pit 2, yielded a R -value of 24. 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. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-0748 • Fax (208) 322-6515 W .mtI-Idxom • mti(O niti-id.Com CoWnOpl®2015 Malenals Tesfngdlnapecfiq,, lnc. MATERIALS TESTI NG & INSPECTION 11 March 2015 Page # 12 of 36 b150171ggeotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Flexible Pavement Section The Gravel Equivalent Method, as defined in Section 500 of the State of Idaho Department of Transportation (ITD) Materials Manual, was used to develop the pavement section. ACED parameters for traffic index and substitution ratios, which were obtained from the ACHD Policy Manual, were also used in the design. The calculation sheet provided in the Appendix indicate the soils constant, traffic loading, traffic projections, and material constants used to calculate the pavement section. MTI recommends that materials used in the construction of asphaltic concrete pavements meet the requirements of the ISPWC Standard Specification for Highway Construction. Construction of the pavement section should be in accordance with these specifications and should adhere to guidelines recommended in the section on Construction Considerations. Gravel Equivalent Method Flexible Pavement Specifications Pavement Section Component' Roadway Section Asphaltic Concrete 2.5 Inches Crushed Aggregate Base 4.0 Inches Structural Subbase 10.0 Inches Compacted Subgrade Not Required for Native Soils 'It will be required for MTI personnel to verify subgrade competency at the time of construction. Asphaltic Concrete: Asphalt mix design shall meet the requirements of ISPWC, Section 810 Class III plant mix. Materials shall be placed in accordance with ISPWC Standard Specifications for Highway Construction. Aggregate Base: Material complying with ISPWC Standards for Crushed Aggregate Materials. Structural Subbase: Material complying with requirements for granular structural fill (uncrushed) as defined in ISPWC. Common Pavement Section Construction Issues The subgrade upon which above pavement sections are to be constructed must be property stripped, inspected, and proof -rolled. Proof rolling of subgrade soils should be accomplished using a heavy rubber -tired, fully loaded, tandem -axle dump truck or equivalent. Verification of subgrade competence by MTI personnel at the time of construction is required. Fill materials on the site must demonstrate the indicated compaction prior to placing material in support of the pavement section. MTI anticipated that pavement areas will be subjected to moderate traffic. Subgrade clays and silts near and above optimum moisture contents may Dumn durine compaction. Pumping or soft areas must be removed and replaced with structural fill Fill material and aggregates in support of the pavement section must be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D698 for flexible pavements and by ASTM D 1557 for rigid pavements. If a material placed as a pavement section component cannot be tested by usual compaction testing methods, then compaction of that material must be approved by observed proof rolling. Minor deflections from proof rolling for flexible pavements are allowable. Deflections from proof rolling of rigid pavement support courses should not be visually detectable. 2791 S Victory View Way • Boise, ID 83709 • (208)376A748 • Fax (20a) 322-6515 www.mti-id.com • mflOrnti-id.com C.,,,,hl®2015 Rlt.F . Telling 8lnspecAon, Inc. MATERIALS TESTI NG & INSPECTION 11 March 2015 Page # 13 of 36 bl50171ggeotmh ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections CONSTRUCTION CONSIDERATIONS Recommendations in this report are based upon structural elements of the project being founded on competent silt, sandy silt, or compacted structural fill. Structural areas should be stripped to an elevation that exposes these soil types. Earthwork Excessively organic soils, deleterious materials, or disturbed soils generally undergo high volume changes when subjected to loads, which is detrimental to subgrade behavior in the area of pavements, floor slabs, structural fills, and foundations. Mature trees, brush, pasture grass, and thick grasses with associated root systems were noted at the time of our investigation. It is recommended that organic or disturbed soils, if encountered, be removed to depths of I foot (minimum), and wasted or stockpiled for later use. Stripping depths should be adjusted in the field to assure that the entire root zone or disturbed zone 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. Pond Backfill An existing pond will be filled in as part of the development, to allow for construction of additional residential lots. It is MTI's understanding that the existing pond has a liner that will be removed prior to fill placement. It will be required for MTI personnel to verify subgrade competency after removal of the liner and prior to commencement of fill placement. At the time of our investigation, it appeared that the pond sidewalls were shallower than 5 feet horizontal to 1 foot vertical (5:1). However, water was in the pond and the full extent of the pond sidewalls could not be assessed. If pond sidewalls are steeper than 20 percent (approximately 5:1) the sidewalls must be benched a minimum of 10 feet into competent native soils. All fill material placed to backfill the pond must meet the requirements of the Structural Fill section of this report. 2791 S Victory View Way • Boise, Ip 83709 • (208) 376-4748 • Fax (208) 322-6515 ° ens aele www.mti-id.cm • mWlimli-id.cm Tossing& lnspectlnlno , MATERIALS TESTI NG & INSPECTION 11 March 2015 Page # 14 of 36 b150171g-gcctuh ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Dry Weather If construction is to be conducted during dry seasonal conditions, many problems associated with soft soils may be avoided. However, some rutting of subgrade soils may be induced by shallow groundwater conditions related to springtime runoff or irrigation activities during late summer through early fall. Solutions to problems associated with soft subgrade soils are outlined in the Soft Subgrade Soils section. Problems may also arise because of lack of moisture in native and fill soils at time of placement. This will require the addition of water to achieve near -optimum moisture levels. Low -cohesion soils exposed in excavations may become friable, increasing chances of sloughing or caving. Measures to control excessive dust should be considered as part of the overall health and safety management plan. Wet Weather If construction is to be conducted during wet seasonal conditions (commonly from mid-November through May), problems associated with soft soils must be considered as part of the construction plan. During this time of year, fine-grained soils such as silts and clays will become unstable with increased moisture content, and eventually deform or rut. Additionally, constant low temperatures reduce the possibility of drying soils to near optimum conditions. Soft Subgrade Soils Shallow fine-grained subgrade soils that are high in moisture content should be expected to pump and rut under construction traffic. Throughout construction, soft areas may develop after the existing asphalt is removed and heavy rubber tired equipment drives over the site. In addition, areas where significant cracking has occurred will likely have soft subgrade soils because of moisture infiltration and will be prone to pumping and rutting. 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 used to remove the existing asphalt and to perform any other necessary excavations. Heavy rubber -tired equipment should be prohibited from operating directly on the native subgrade and areas in which structural fill materials have been placed. Construction traffic should be restricted to designated roadways that do not cross, or cross on a limited basis, proposed roadway or parking areas. • Soft areas can be over -excavated and replaced with granular structural fill. • Construction roadways on soft subgrade soils should consist of a minimum 2 -foot thickness of large cobbles of 4 to 6 inches in diameter with sufficient sand and fines to fill voids. Construction entrances should consist of a 6 -inch thickness of clean, 2 -inch minimum, angular drain -rock and must be a minimum of 10 feet wide and 30 to 50 feet long. During the construction process, top dressing of the entrance may be required for maintenance. • Scarification and aeration of subgrade soils can be employed to reduce the moisture content of wet subgrade soils. After stripping is complete, the exposed subgrade should be ripped or disked to a depth of 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. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 w .mti-idxom • mfiOrnti-id.com cnpynOhl ®2015 rnmmms rosm,h n .,p don. me. MATERIALS TESTI NG & INSPECTION 11 March 2015 Page # 15 of 36 b 150171 &_gcotmh ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections • 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 lean clay and silt soils are susceptible to frost heave during freezing temperatures. For exterior flatwork and other structural elements, adequate drainage away from subgrades is critical. Compaction and use of structural fill will also help to mitigate the potential for frost heave. Complete removal of frost susceptible soils for the full frost depth, followed by replacement with a non -frost susceptible structural fill, can also be used to mitigate the potential for frost heave. MTI is available to provide further guidance/assistance upon request. Structural Fill Soils recommended for use as structural fill are those classified as GW, GP, SW, and SP in accordance with the Unified Soil Classification System (USCS) (ASTM D2487). Use of silty soils (USCS designation of GM, SM, and ML) as structural fill may be acceptable. However, use of silty soils (GM, SM, and ML) as structural fill below footings is prohibited. These materials require very high moisture contents for compaction and require a long time to dry out if natural moisture contents are too high and may also be susceptible to frost heave under certain conditions. Therefore, these materials can be quite difficult to work with as moisture content, lift thickness, and compactive effort becomes difficult to control. If silty soil is used for structural fill, lift thicknesses should not exceed 6 inches (loose), and fill material moisture must be closely monitored at both the working elevation and the elevations of materials already placed. Following placement, silty soils must be protected from degradation resulting from construction traffic or subsequent construction. Recommended granular structural fill materials, those classified as GW, GP, SW, and SP, should consist of a 6 -inch minus select, clean, granular soil with no more than 50 percent oversize (greater than'/4-inch) material and no more than 12 percent fines (passing No. 200 sieve). These fill materials should be placed in layers not to exceed 12 inches in loose thickness. Prior to placement of structural fill materials, surfaces must be prepared as outlined in the Construction Considerations section. Structural fill material should be moisture - conditioned to achieve optimum moisture content prior to compaction. For structural fill below footings, areas of compacted backfill must extend outside the perimeter of the footings for a distance equal to the thickness of fill between the bottom of foundation and underlying soils, or 5 feet, whichever is less. All fill materials must be monitored during placement and tested to confirm compaction requirements, outlined below, have been achieved. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 N .mti-id.com • mtl0mb-id.com C°P9^9M®2015 MMeFMIN Telling s bisyection, 1'.. MATERIALS TESTI NG & INSPECTION 11 March 2015 Page # 16 of 36 b 150171 ggeotech ❑ Environmental Services Q Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Each layer of structural fill must be compacted, as outlined below: • Below Structures and Rigid Pavements: A minimum of 95 percent of the maximum dry density as determined by ASTM D 1557. • Below Flexible Pavements: A minimum of 92 percent of the maximum dry density as determined by ASTM D1557 or 95 percent of the maximum dry density as determined by ASTM D698. The ASTM D1557 test method must be used for samples containing up to 40 percent oversize (greater than'/a- inch) particles. If material contains more than 40 percent but less than 50 percent oversize particles, compaction of fill must be confirmed by proof rolling each lift with a 10 -ton vibratory roller (or equivalent) until the maximum density has been achieved. Density testing must be performed after each proof rolling pass until the in-place density test results indicate a drop (or no increase) in the dry density, defined as maximum density or "break over" point. The number of required passes should be used as the requirements on the remainder of fill placement. Material should contain sufficient fines to fill void spaces, and must not contain more than 50 percent oversize particles. Backfill of Walls Backfill materials must conform to the requirements of structural fill, as defined in this report. For wall heights greater than 2.5 feet, the maximum material size should not exceed 4 inches in diameter. Placing oversized material against rigid surfaces interferes with proper compaction, and can induce excessive point loads on walls. Backfill shall not commence until the wall has gained sufficient strength to resist placement and compaction forces. Further, retaining walls above 2.5 feet in height shall be backfilled in a manner that will limit the potential for damage from compaction methods and/or equipment. It is recommended that only small hand -operated compaction equipment be used for compaction of backfill within a horizontal distance equal to the height of the wall, measured from the back face of the wall.: Backfill should be compacted in accordance with the specifications for structural fill, except in those areas where it is determined that future settlement is not a concern, such as planter areas. In nonstructural areas, backfill must be compacted to a firm and unyielding condition. Excavations Shallow excavations that do not exceed 4 feet in depth may be constructed with side slopes approaching vertical. Below this depth, it is recommended that slopes be constructed in accordance with Occupational Safety and Health Administration (OSHA) regulations, Section 1926, Subpart P. Based on these regulations, on-site soils are classified as type "C" soil, and as such, excavations within these soils should be constructed at a maximum slope of 1% feet horizontal to 1 foot vertical (1%:1) for excavations up to 20 feet in height. Excavations in excess of 20 feet will require additional analysis. Note that these slope angles are considered stable for short-term conditions only, and will not be stable for long-term conditions. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mli0niti-id.com copydgn®2015 Mmedals T-th, am:p==roe; me. MATERIALS TESTI NG & INSPECTION 11 March 2015 Page # 17 of 36 6150171g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections During the subsurface exploration, test pit sidewalls generally exhibited little indication of collapse. 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 parts of the site and may cause difficulties during foundation development and utility placement. Cemented soils should be anticipated throughout the site at depths of 0.8 to 5.8 feet bgs. Groundwater Control Groundwater was not encountered during the investigation and is anticipated to be below the depth of construction. Special precautions may be required for control of surface runoff and subsurface seepage. It is recommended that runoff be directed away from open excavations. Silty or clayey soils may become soft and pump if subjected to excessive traffic during time of surface runoff. Ponded water in construction areas should be drained through methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or installing a French drain system. Additionally, temporary or permanent driveway sections should be constructed if extended wet weather is forecasted. GENERAL COMMENTS When plans and specifications are complete, or if significant changes are made in the character or location of the development, consultation with MTI should be arranged as supplementary recommendations may be required. Suitability of subgrade soils and compaction of structural fill materials must be verified by MTI personnel prior to placement of structural elements. Additionally, monitoring and testing should be performed to verify that suitable materials are used for structural fill and that proper placement and compaction techniques are utilized. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.mm • mtina.mti-id.com CoF9aghI@2als Mate Iota Testing S InWection, Inc. MATERIALS TESTI NG & INSPECTION I 1 March 2015 Page # 18 of 36 b150171g_geotwh ❑ Environmental Services ❑ Geotechnical Engineering t] Construction Materials Testing Q Special Inspections REFERENCES Ada County Highway District (ACHD) (2013). Ada CountHighway District Policy Manual (May 2013). [Online} Available: <http://www.achdidaho.org/AboutACHD/PoficyManuaUaspx> (2015). American Concrete Institute (ACI) (2004). Guide for Concrete Floor and Slab Construction: ACI 302.1R. Farmington Hills, MI: ACI. American Society of Civil Engineers (ASCE) (2013).. Minimum Design Loads for Buildings and Other Structures: ASCE/SEI 7-10. Reston, VA: ASCE. American Society for Testing and Materials (ASTM) (2004). Standard Test Method for Materials Finer than 75 -um (No. 200) Sieve in Mineral Aggregates by Washina: ASTM C117. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2006). 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) (2007). 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 El 745. West Conshohocken, PA: ASTM. Desert Research Institute. Western Regional Climate Center. [Online] Available: <http://www.wrcc.dri.edu/> (2015). International Building Code Council (2012). International Building Code, 2012. Country Club Hills, IL: Author. Local Highway Technical Assistance Council (LHTAC) (2010). Idaho Standards for Public Works Construction, 2010. Boise, ID: Author. Othberg, K. L. and Stanford, L. A., Idaho Geologic Society (1992). Geologic Map of the Boise Valley and Adjoining Area, Western Snake River Plain, Idaho. (scale 1:100,000). Boise,. ID: Joslyn and Moms. 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> (2015). U.S. Geological Survey (2011). National Water Information System: Web Interface. [Online] Available: <http://waterdata.usgs.gov/nwis> (2015). 2791 S Victory Yew Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtiArnti-id.com coppng 102.15 Mele,l0. Tes4ng& Inspection. Inc. 6 MATERIALS TESTI NG & INSPECTION 11 March 2015 Page # 19 of 36 b150171g_geotwh ❑ Environmental Services ❑ 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 PCD: 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 ww .mti-id.eom • mti(dlmti-id.com cop,ght®2015 Weeats Teawe a mapeeaoo, toe. MATERIALS TESTI NG £r INSPECTION 11 March 2015 Page # 20 of 36 b150171g_geotnh ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL GENERAL NOTES Moisture Content RELATIVE DENSITY AND CONSISTENCY CLASSHTCATION Field Test Coarse -Grained Soils SPT Blow Counts Fine -Grained Soils SPT Blow Counts N Very Loose: <4 Very Soft: <2 Loose: 4-10 Soft: 2-4 Medium Dense: 10-30 Medium Stiff: 4-8 Dense: 30-50 Stiff: 8-15 Very Dense: >50 Very Stiff: 15-30 Hard: >30 Moisture Content Description Field Test Dry - Absence of moisture, dusty,dry to touch Moist Damp but not visible moisture Wet Visible free water, usually soil is below water table UNIFIED SOIL CLASSIFICATION SYSTEM Cementation Description Field Test Weakly Crumbles or breaks with handling or GP Poorly -graded gravels; gravel/sand mixtures with little or no fines slight finger pressure Moderately Crugmbles or beaks with considerable <50% coarse fraction passes No.4 sieve fin er ressure Strongly Will not crumble or break with finger SW Well -graded sands; gravelly sands with little or no fines pressure UNIFIED SOIL CLASSIFICATION SYSTEM Major Divisions Symbol Soil Descriptions Gravel & Gravelly GW Well -graded gravels; gravel/sand mixtures with little or no fines GP Poorly -graded gravels; gravel/sand mixtures with little or no fines Soils Coarse -Grained Soils <50% <50% coarse fraction passes No.4 sieve GM Silty gravels; poorly -graded gravel/sand/silt mixtures GC Clayey gravels; poorly -graded gravel/sand/clay mixtures Sand & Sandy SW Well -graded sands; gravelly sands with little or no fines passes No.200 sieve Soils >50% coarse fraction 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 passes No.4 sieve ML Inorganic silts; sandy, gravelly or clayey silts Fine Grained Silts & Clays LL < 50 CL Lean clays; inorganic, gravelly, sandy, or silty, low to medium -plasticity clays OL Organic, low -plasticity clays and silts Soils >50% passes No.200 MH Inorganic, elastic silts; sandy,. gravelly or clayey elastic silts sieve Silts & Clays LL > 50 CH Fat clays; high -plasticity, inorganic clays OH Organic, medium to high -plasticity clays and silts Highly Organic Soils PT Peat, humus, hydric soils with high organic content 2791 S Victory View Way -Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 wW W.mti-id.com • mti[(amti-id.com cnpyuyM 02015 rnatedsts Testing & Inspection, Inc_ MATE RI ALS TESTI NG & INSPECTION 11 March 2015 Page # 21 of 36 b150171g_geatech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -1 Date Advanced: 26 Feb 2015 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 16.0 Feet bgs Notes: Peizometer installed to 16.0 feet bgs. Depth Field Description and USCS Soil and Sediment Sample Sample Depth Lab (Feet bgs) Classification Type Feet bgs) QP Test ID Lean Clay (CL): Dark brown, slightly moist, stiff. 0.0-1.7 --Encountered organics to a depth o 0.6 bot bgs. 1.25-1.5 Sandy Silt (ML): Brown, dry, very stiff to hard, with fine to medium -grained sand. 1.7-5.9 --Intermittent weak calcium carbonate cementationfirom 3.5 to 5.9.feet bgs. Poorly Graded Gravel with Sand (GP): Tan, 5.9-8.6 slightly moist, medium dense to dense, with fine to coarse-grained sand and me to coarse gravels. Poorly Graded Sand (SP): Tan, slightly moist, medium dense to dense, with fine to coarse - 8.6 -16.0 grainedsand. --Encountered 3 to 4 inch minus cobbles in the upper two,feet of the soil layer. 2791 S Victory Vfew Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mli-id.com • mliCa anti-id.com C"Yfig 11® 2015 Male,falz TeA., A I .... c90 lnc MATERIALS TESTI NG & INSPECTION 11 March 2015 Page # 22 of 36 b150171ggeotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -2 Date Advanced: 26 Feb 2015 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 14.9 Feet bgs Depth Field Description and USCS Soil and Sediment Sample Sample Depth QP Lab (Fee t bgs) Classification a Feet bgs) Test ID Lean Clay (CL): Dark brown, slightly moist, 0.0-1,0 medium stiff to stiff. 1.0-1.25 --Encountered organics to a depth of 0.8 foot bgs. Borderline Sandy Silt/Silty Sand (ML/SM): 1.0-4.0 Brown, slightly moist, stiff to very stiff/medium Bulk 2.0-2.5 2.0-2.5 R -value dense. Poorly Graded Sand with Gravel (SP): Tan, 4.0-8.2 slightly moist, medium dense, with fine to coarse - rained sand and me to coarse gravels. Poorly Graded Sand (SP): Orange, slightly moist to moist, medium dense to dense, with fine to 8.2-14.9 coarse-grained sand. --Encountered 2 inch minus gravels in the top 2 feet of the soil layer. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 w .mti4d.com • mtiCalmstion, Inc.i-id.com cwntem®ems Mon Ing Tes1in981nspe MATERIALS TESTI NG & INSPECTION 11 March 2015 Page # 23 of 36 b150l71ggeotmh ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTEC MCAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -3 Date Advanced: 26 Feb 2015 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckinan's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 16.0 Feet bgs Notes: Piezometer installed to 16.0 feet bgs. Depth Field Description and USCS Soil and Sediment Sample Sample Depth Qp Lab (Feet bgs) Classification Type(Feet bgs) Test ID Lean Clay (CL): Dark brown, .slightly moist, 0.0-3.0 medium stiff to stiff. 0.75-1.5 --Encountered organics to a depth of 0.9foot bgs. Poorly Graded Sand with Gravel (SP): Tan, 3.0-10.1 slightly moist to moist, medium dense, with fine to coarse-grained sand and fine to coarse gravels. Lean Clay (CL): Brown, slightly moist, stiff to 10.1-16.0 very stiff. --Encountered pockets of orange, fine to medium - grained sand in top foot of soil layer. 2791 S Victory View Way • Boise, 083709- (208) 3764748 • Fax (208) 322-6515 www.mti-id.com • mt!Amti-id.com C,WiBbtd 2015 MatensIs Tcs4ngal,s vials. MATERIALS TESTI NG £r INSPECTION 11 March 2015 Page # 24 of 36 bl5017lg_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -4 Date Advanced: 26 Feb 2015 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 10.0 Feet bgs Depth Field Description and USCS Soil and Sediment Sample Sample Depth QP Lab Feet b s Classification Type Feet b s Test ID 0.0-5.8 Silt (ML): Brown, slightly moist, stiff to very stiff. 1.5-2.0 --Encountered organics to a depth o 2.8,feet b s. Poorly Graded Sand with Gravel (SP): Tan, slightly moist, medium dense, with fine to coarse- 5.8-6.8 grained sand and fine to coarse gravels. hro hout. --Some clay content encountered throughout * Lean Clay (CL): Light brown, slightly moist, stiff 6.8-10.0 to very stiff, 2791 S Victory View Way • Boise, In 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtiarriti-id.com CopytlpM®2015 Manennls Testing&Inspection, In.. MATERIALS TESTI NG & INSPECTION 11 March 2015 Page # 25 of 36 1,150171g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -5 Date Advanced: 26 Feb 2015 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 13.6 Feet bgs epth Field Description and USCS Soil and Sediment Sample Sample Depth Qp Lab etb sClassification T e Feet b s Test ID Lean Clay (CL): Dark brown, slightly moist, very 0-1.8 F stiff. 2.25-2.75 --Encountered or anics to a de th o 0.9 oot b s. Silty Sand (SM): Tan, slightly moist, medium dense to dense, with fine to coarse-grained sand. -Weak calcium carbonate cementation from 3.9 to 4.]feet b s. Poorly Graded Gravel with Sand (GP): Tan, 5.2-10.1 slightly moist, medium dense to dense, with fine to co e -grained sand and fine to coarse gravels. Poorly Graded Sand (SP): Tan, slightly moist, 10.1-13. medium dense to dense, with fine to medium - grained sand. --Silt pockets encountered throughout the laver. 27918 Victory View Way • Boise, ID 83709 • (208) 376-4748 a Fax (208) 322-6515 w .mti-id.com • mtitalmti-id.com copyriyLl®m15 Materials TIA,am,peenen, m�.. MATERIALS TESTING it INSPECTION 11 March 2015 Page # 26 of 36 b150171ggeotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -6 Date Advanced: 26 Feb 2015 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 12.4 Feet bgs Notes: Piezometer installed to 12.4 feet Ings. Depth Field Description and USCS Soil and Sediment Sample Sample Depth QP Lab (Fe et bits) Classification T e (Feet b s Test 1D Lean Clay (CL): Dark brown, slightly moist, 0.0-1.1 medium stiff to stiff. 1.0-1.5 --Encountered organics to a depth of 1.0 foot b s. 1.1-4.3 Silt with Sand (ML): Brown, slightly moist, very 3.0-3.75 stiff, with ne- rained sand. Sandy Silt (ML): Tan, dry, hard, moderate to 4.3-5.8 strong calcium carbonate cementation throughout, withfine to coarse -gra edsand. Poorly Graded Gravel with Sand (GP): Tan to yellow, dry, medium dense, with fine to coarse - 5.8 -11.1 grained sand and fine to coarse gravels. --Encountered 14 inch minus boulders throughout. Poorly Graded Sand with Gravel (SP): Dark 11.1-12.4 yellow, dry, medium dense to dense, with fine to coarse-grained sand and fine to coarse gravels. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 vmw.mti-id.com • mtlnmti-id.com cTp 11g &hw15 ... W, Tesl�ng & InAeUon, Inc. MATERIALS TESTI NG & INSPECTION 11 March 2015 Page # 27 of 36 b150171g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -7 Date Advanced: 26 Feb 2015 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 11.3 Feet bgs Depth Field Description and USCS Soil and Sediment Sample Sample Depth Lab Feet b s Classification Type Feet b s Qp Test ID Silt (ML): Dark brown, slightly moist, stiff to vely 0.0-4.5 stiff. 1.75-2.5 --Encountered organics to a depth of 2.0 eet b s. Poorly Graded Gravel with Sand (GP): Tan to orange, slightly moist, medium dense to dense, 4.5-5.6 with fine to coarse-grained sand and fine to coarse gravels. --Encountered some silt content throughout. 5.6-11.3 Sandy Silt (ML): Light brown, slightly moist, stiff to ve sti ,with the to medium -grained sand. 2791 S Victory View Way • Boise, In 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtiamti-id.com cwvn¢m 02M Meme^ Tesengalnspection.lnc. MATERIALS TESTI NG £r INSPECTION I 1 March 2015 Page # 28 of 36 b150171ggeotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -8 Date Advanced: 26 Feb 2015 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 10.1 Feet bgs Depth Field Description and USCS Soil and Sediment Sample Sample Depth QP Lab Feet b s Classification T e Feet b s Test ID 0.0-4.5 Silt (ML): Dark brown, slightly moist, very stiff. 2.25-2.5 --Encountered organics to a depth o 2.0 eet b s. Poorly Graded Gravel with Sand (GP): Tan to brown, slightly moist, medium dense to dense, 4.5-7.3 with fine to medium -grained sand and fine to coarse gravels. --Encountered some silt content throughout. Poorly Graded Sand with Silt and Gravel (SP - 7.3 -10.1 SM): Tan, slightly moist, medium dense to dense, with me to coarse-grained sand and line gravels. 2791 S Victory View Way • Boise, to 83709 • (208) 376-4748 • Fax (208) 322-6515 wa .mti-id.com • mtiCdlmtHd.com c�sn� 02015 atedll� MATERIALS TESTI NG & INSPECTION 11 March 2015 Page # 29 of 36 bl5617lg_geotmh ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing U Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -9 Date Advanced: 26 Feb 2015 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 16.9 Feet bgs Notes: Piezometer installed to 16.9 feet bgs. Depth Field Description and USCS Soil and Sediment Sample Sample Depth Qp Lab Feet bgs) Classification Type s (Feet has) Test ID Lean Clay (CL): Dark brown, slightly moist, stiff 0.0-1.1 to very stiff. 2.0-2.5 --Encountered organics to a depth of 1.3feet bgs. 1.1-4.3 Silt with Sand (ML): Light brown, slightly moist, GS 2.2-2.7 A stiff to verystiff, with tne- ained sand. Silt with Sand (ML): Gray, slightly moist, stiff to 4.3-5.8 very stiff, with fine-grained sand. --Encountered some 1 to 2 inch minus gravels throughout. Poorly Graded Gravel with Sand (GP): Tan, 5.8-8.0 slightly moist, medium dense to dense, with fine to coarse-grained sand andfine to coarse gravels. Poorly Graded Sand (SP): Tan, dry to slightly moist, medium dense to dense, with fine to coarse - 8.0 -16.9 grained sand and fine to coarse gravels. --Encountered fine to coarse gravels in the top 2 to 3 eet of the soil layer. Lab Test ID M LL PI Sieve Anal sis % passin % #4 #10 #40 #100 #200 A 27.0 34 10 100 91 94 86 78.1 2791 S Victory View Way a Boise, In 83709 • (208) 376-4748 • Fax (208) 322-6515 W .mtkdxom • mliarnti-id.com C1161hl®2015 Wle,W. TeAng&Inspe 90Fn. 1110. MATERIALS TESTI NG & INSPECTION 11 March 2015 Page # 30 of 36 b150171g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECIINICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -10 Date Advanced: 26 Feb 2015 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 9.2 Feet bgs Depth Field Description and USCS Soil and Sediment Sample Sample Depth Qp Lab Feet bgs) Classification a Feet bgs) Test ID Sandy Silt (ML): Light brown to tan, dry, hard, with fine to medium -grained sand. 0.0-3.2 --Encountered weak to moderate calcium carbonate cementation from 0.8 to 3.2 feet bgs. --Encountered organics to a depth of 0.7 bot bgs. Poorly Graded Gravel with Sand (GP): Yellow, 3.2-7.7 slightly moist, medium dense, with fine to coarse- grained sand and fine to coarse gravels. Silty Sand (SM): Dark brown, dry, medium dense 7.7-9.2 to dense, with me to coarse-grained sand. 2791 S Victory View Way • Boise, to 83709 • (208) 376-4748 - Fax (208) 322-6515 w .mti-id.com • mti(cizmtt-ii CUPYO NO2o15 maie,aia Testing S Ins'.d.., Inn. MATERIALS TESTI NG & INSPECTION I March 2015 Page # 31 of 36 6150171g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -11 Date Advanced: 26 Feb 2015 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 13.4 Feet bgs Depth Field Description and USCS Soil and Sediment Sample Sample Depth Qp Lab Feet b s Classification T e Feet b s Test ID Sandy Silt (ML): Dark brown, dry, stiff to very 0.0-1.5 stiff, with fine-grained sand. 1.25-2.25 --Encountered organics to a depth of 0.6 foot b s. 1.5-5.1 Sandy Silt (NII ): Light gray, dry, stiff to very stiff, withfine to coarse-grainedsand. Silty Sand (SM): Tan, dry, medium dense to dense, weak induration throughout, with fine to 5.1-13.4 medium -grained sand. --1/2 to 1 inch minus gravels encountered in the top 2 feet ofsoil layer. --Sand content increased with depth. 2791 S Victory View Way • Boise, ID 83769 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtKC mti-id.com Copyright 02015 Malenain Testing & Inspection, Inc. MATERIALS TESTI NG & INSPECTION 11 March 2015 Page # 32 of 36 b15017lg_geotwh ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -12 Date Advanced: 26 Feb 2015 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 10.1 Feet bgs Depth Field Description and USCS Soil and Sediment Sample Sample Depth Qp Lab Feet b s Classification Type Feet b s Test ID Silt (ML): Dark brown, dry, and stiff to very stiff. 0.0-2.2 __Encountered organics to a depth o 0.8 oot b s. 1.25-2.25 Sandy Silt (ML): Light gray, dry, stiff to very stiff, 2.2-4.6 weak to moderate induration throughout, with fine-grained .sand. Poorly Graded Gravel with Sand (GP): Yellow, 4.6-10.1 dry, medium dense to dense, with fine to coarse- ained sand and fine to coarse gravels. 2791 S Victory View Way • Boise, to 83709 • (208) 376-4748 • Fax (208) 322-6515 w .mti-idxom • mtiarriti-id.com a ,,Id 1062915 lemedeie Tering & Invecttan, Inc. MATERIALS } TESTING & INSPECTION 11 March 2015 Page # 33 of 36 bl50l7lg_geotwh ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing U Special Inspections GRAVEL EQUIVALENT METHOD —PAVEMENT THICKNESS DESIGN PROCEDURES 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mli-Id.com • mtidmti-id.com Copyright 02015 Ma1enals TrOrg 8l-Wp 14n, Inc. Pavement Section Design Location: Zaldia Properties, Residential Roadways. Average Daily Traffic Count: All Lanes & Both Directions Design Life: 20 Years Traffic Index: 6.00 Climate Factor: 1 R -Value of Subgrade: 24.00 Subgrade CBR Value: 9.7 Subgrade Mr: 14,550 R -Value of Aggregate Base: 80 R -Value of Granular Barrow: 60 Subgrade R -Value: 24 Expansion Pressure of Subgrade: 0.06 Unit Weight of Base Materials: 130 Total Design Life 1S kip ESAL's: 33,131 ASPHALTIC CONCRETE- ONCRETEGravel GravelEquivalent, Calculated: 0.384 Thickness: 0.1969231 Use = 2.5 Inches Gravel Equivalent, ACTUAL: 0.41 CRUSIIED AGGREGATEBASF: Gravel Equivalent (Ballast): 0.768 Thickness: 0.329 Use= 4 Inches Gravel Equivalent, ACTUAL: 0.773 GRANULAR BORROW: Gravel Equivalent (Ballast): 1.459 Thickness: 0.686 Use = 10 Inches Gravel Equivalent, ACTUAL: 1.606 TOTAL Thickness: 1.375 Thickness Required by Exp. Pressure: 0.066 _ Design ACHD Depth Substitution Inches Ratios Asphaltic Concrete (at least 2.5):A10.00 1.95 Asphalt "Dreated Base (at (cast 4.2): Cement Treated Base (at least 4.2): Untreated Aggregate Base (at least 4.2): 1.10 Granular Borrow (at least 4.2): 1.00 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mli-Id.com • mtidmti-id.com Copyright 02015 Ma1enals TrOrg 8l-Wp 14n, Inc. MATERIALS TESTING & INSPECTION 1 I March 2015 Page # 34 of 36 b150171g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections R -VALUE LABORATORY TEST DATA Source and Description: TP -2, 2.0'-3.0' — Borderline Sandy Silt/Silty Sand Date Obtained: February 26, 2015 Sample ID: 15-7072 Sampling and ASTM D75: Moisture Content (%) AASHTO T2:X 15.2 ASTM Expansion Pressure(psi) AASHTO X Preparation: Exudation Pressure (psi) 426 254 111 D421: 28 T87: 22 Test Standard: ASTM I AASHTO I Idaho T8: X j 25.0 D2844: T190: 24.0 Sample A B C Dry Density (Ib/ft) 108.3 106.1 103.7 Moisture Content (%) 13.6 15.2 17.0 Expansion Pressure(psi) 0.06 0.00 0.00 Exudation Pressure (psi) 426 254 111 R -Value 28 25 22 R -Value @ 200 psi Exudation Pressure = 24 2791 S VictoryView Way • Boise, In 83709 • (208) 376-4748 • Fax (208) 322-6515 w .roti -idiom • mli(amti-id.com Copy,IgM1IB2015 Maletlals Tesgng s msv:coon, mo. 29.0 R -Value @ Exudation Pressure 28.0 27.0 26.0 j 25.0 24.0 23.0 22.0 21.0 450 400 350 300 250 200 150 100 Exudation Pressure (psi) 2791 S VictoryView Way • Boise, In 83709 • (208) 376-4748 • Fax (208) 322-6515 w .roti -idiom • mli(amti-id.com Copy,IgM1IB2015 Maletlals Tesgng s msv:coon, mo. r N C mtin J W 0 E o 8 ca 112- ® a x w� LWLLFa u m E m vw ILLw BZa m J rn Q w N ~ m rn m zo m D E .tet c�.l ¢ J d is a3W1VM W N. _ G LS 3 a 5 MALEGRO aN 36 RD 5 APLE GROVE'RD ON 3AO19 3ldVW N 3ldv4q S w N l w w � I "� rk - W aG VE enl�'E S FNE MI S F4E MILE RD -SF ILE, D G Oii�fl ON3 ,V RAN 3AN 371W 3AId S [%i] ..I lsf i! 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