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Geotechnical Report
rely MATERIAL TeSTING & INSPECTION U Environmental Services U Geotechnical Engineering U Construction Materials Testing U Special Inspections GEOTECHNICAL ENGINEERING REPORT of Harpe Subdivision E. McMillan & N. Locust Grove Roads Meridian, Idaho Prepared for: ThE Land Group 462 E. Shore Drive #100 Eagle, Idaho 133616 MTI File Number 860949g 2791 South Victory View Way • Boise, ID 83709 • 208 E-Mail mti@mti-id.com • ( ) 376-4748 • Fax (208) 322'6515 www.mti-id.com crMATERIALS July 17, 2006 TeSTI NG & Page # 2 of 26 INSPECTION Ll Environmental Services ❑ Geotechnical Engineering 7 Construction Materials Testina ❑ Special Ins actions rAboise12006 reports1800-9991b60949g1b60949g geotech.doc Mr. Phil. Hull The Land Group - 462 E. Shore Drive #100 Eagle, Idaho 83616 (208) 939-4041 Re: Geotechnical Engineering Report Harpe Subdivision E. McMillan & N. Locust Grove Roads Meridian, Idaho Gentlemen: In compliance with your instructions, we have conducted a soils exploration and foundation evaluation for the above mentioned development. Field work for this investigation was conducted on 26 ,Tune 2006. Data have been analyzed to evaluate pertinent geotechnical conditions. Provided geotechnical, groundwater and construction recommendations are listed in the Table of Contents. Results of this investigation, together with our recommendations, are to be found in the following report. Often, because of design and construction details that occur on a project, questions arise concerning soil conditions. We would be pleased to continue our role as geotechnical engineers during project implementation. MTI also has great interest in providing materials testing and special inspection services during construction of this project. If you will advise us of the appropriate time to discuss these engineering services, we will be pleased to meet with you at your convenience. We appreciate this opportunity to be of service to you and we look forward to working with you in the future. If you have questions please call us at (208) 376-4748. Respectfully Submitted, Materials Testing & Inspection, Inc. Charles Kaiser, E.I.T. Staff Engineer vr 4p_/' Reviewed by Kevin L. Schroeder, P.G. Geotechn�S4etviees Manager Gene l Valggfr Il 4T OF %10 0. pyright 0 2006 Materials Testing & Inspection, Inc. 2791 SQUth Victory View Way • Boise, ID 83709 (208) 376.4748 • Fax (208) 322-6515 E-Mail mti@Mti-id.com • www.rnti_id.com CoMATERIALS T eSTIIIIC & 1 NSPeCTION July 17, 2006 Page # 3 of 26 Environmental Services U Geotechnical En ineerin G Construction Materials Testinq ❑ S ecial Inspections rAboise12006 reports1800-9991b60949gIb60949g geatech.doc TABLE OF CONTENTS INTRO D uCTION ............................... Project Description ............................. ................................................................. 4 Authorization............................................................................................ 4 Purpose................................................................................................................•...4 Scope................................................................................................................4 Warrantv And Limiting Conditions ...................................................................5 General....................................... DESCRIPTION OF SITE6 ......................................................................................................... Site Access ............................... 6 . General Geology Of Area...................................................................................6 Site Topography, Drainage And Vegetation......................................................6 Site Climatology And Geochemistry..................................................................7 GeoseismicSetting.................................................................................. .7 SOILSEXPLORATION ............................... Exploration and Sampling Procedures...............................................................7 Laboratory Testing Program..............................................................................8 SoilAnd Sediment Profile ...................................................................................8 Soils Survey Review................................................................................ Volatile Organic Scan...................................................................................................9 SITE HYDROLOGY ............................. ... General Notes....................................................................................................9 Groundwater.........................................................................................................9 Sol[ Infiltration Rates...........................................................................................9 FOUNDATION AND PAVEMENT DISCUSSION AND RECOMMENDATIONS ............................. to GeneralNotes.................................................................................................... .10 Foundation Design Recommendations ... .............................. I..... .I Craw[ Space Recommendations............,.............................................. ..... .....11 Recommended Pavement Sections............................................................. it CONSTRUCTIONCONSIDERATIONS........................................................................... .....12 Earthwork ............................ ..... Dry Weathei.........................................................................................................13 Wet Weather ............................... ... ............. Soft Subgrade Soils...............................................................................................13 Frozen Subgrade Soils..........................................................................................14 Structural Fill........................,.........................14 Structural ....................................................................................................14 15 Excavations.....................................:.................................................................. Groundwater Control ......................................................................................... iS G8NEI2AI. COAT?�tENTS .....................................................................................................15 ........ ...,...................................lb REFERF LACES ................. APPENDIX LIST...........................................................................................»..................17 Geotechnical General Notes..................:............................................................18 ...................................................19 Unified Soil Classification ................... ............ TestPit Logs........................................................................................................20 ..........................................................21 Pavement Thickness................................................................................ R Value Test Results ................ "" 5 Copyright © 2006 Materials Testing & inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322µ6515 E-Mail mti@mti-id.com • Www,mti-id.com MATERIAL'S July 17, 2006 TeSTING & Page# 4of26 INSPECT10N J Environmental Services ❑ (geotechnical En ineerin t Construction Materials Testin Special Inspections raboise\2006 reports\800-999\b60949g%60949g geotech.doe INTRODUCTION This report presents results of a geotechnical investigation and analysis in support of data utilized in design of structures as defined in the 2003 International Building Code (IBC). Information in support of groundwater and storrnwater issues pertinent to the practice of Civil Engineering is included. Observations and recommendations relevant to the earthwork phase of the project are also presented. Project Description: The proposed development is located northeast of the City of Meridian, Ada County, Idaho, and occupies a portion of the NE!/4 NE%a of Section 31, Township 4 North, Range I East, Boise Meridian. The project will consist of development of 26 single family residential lots on an approximate 8.5-acre site. Roadways are anticipated to be included as part of the development. Proposed grading is presently undetermined. Authorization: Authorization to perform this exploration and analysis was given in the form of verbal authorization to proceed frorn Mr. Phil Hull to David Cram of Materials Testing and Inspection, Inc. (MTI), on 15 June 2006. Said authorization is subject to terms, conditions, and ]irritations described in the Professional Services Contract entered into between The Land Group and MTI. Our scope of services for the proposed development has been provided in our proposal dated 19 June 2006, and again below. Purpose: The purpose of this Geotechnical Engineering Report is to determine various sail profile components and their engineering characteristics for use by design engineers and/or architects in. • Preparing or verifying suitability of foundation design and placement, + Preparing pavement section designs, + Preparing site drainage designs, and, • Indicating issues pertaining to earthwork construction. Scope: The scope of this investigation included review of geologic literature and existing available geotechnical studies of the area, review of available environmental reports, visual site reconnaissance of the immediate site, subsurface exploration, field and laboratory testing, and an engineering analysis and evaluation of foundation materials. The scope of work did not include design recommendations specific to individual residences. Copyright 0 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way •Boise, ID 837t)9 • E-Mail mti@mtl-Id.com . 1208; 376 4748 •Fax (208) 322 6515 www.mti-id.com MATERIAC5 -- July 17, 2006 TESTING Page # 5 of 26 INSPECTION Ll Environmental Oervices ❑ Geotechnical Engineering ❑ Construction Materials Testino Ll Special Ins ections rAboise\2006 reports\500-999\b60949g\b60949g geotech.doe Warranty And Limiting Conditions: Field observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. MTI warrants that findings and conclusions contained herein have been promulgated 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 subject property within the scope cited above and are necessarily limited to conditions observed at the time of the site visit and research. The report is also limited to information available at the time it was prepared. In the event additional information is provided to MTI following the report, it will be forwarded to the client in the form received for evaluation by the client. There is a distinct possibility that conditions may exist which could not be identified within the scope of the investigation or which were not apparent during the site investigation. This report was prepared for the exclusive use of The Land Group and their retained design consultants ("Client"). Conclusions and recommendations presented in this report are based upon agreed -upon scope of work outlined in the report and Contract for Professional Services between 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 put -poses whatever, known or unknown to Client or Consultant. Neither Client nor Consultant shall have liability to, or indemnifies or holds harmless third parties for losses incurred by actual or purported use or misuse of this report. No other warranties are implied or expressed. General: Revisions in plans and or drawings for the proposed subdivision from those enumerated in this report should be brought to the attention of the soils engineer to determine if changes in foundation recommendations are required. Deviations from noted subsurface conditions if encountered during construction, should also be brought to the attention of the soils engineer. Copyright © 2006 Materials Testing c$ Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • - - (208) 376-4748 •Fax (20-8) 322-6515 E-Mail mti@mti-id.com • www.Mti-id.com MATERIALS July 17, 2006 TeSTING & Page # 6 of 26 INSPECTION U Environmental Services ❑ Geotechnical Engineerina Construction Materials Testincl LJ Special ecial inspections r:%oise\2006 repor1s\800-999\b60949g\b60949g geotech.doc DESCRIPTION OF SITE Site Access: Access to the site may be gained via Interstate 84 to Exit 46. Proceed north on Eagle Road approximately 3.5 miles to its intersection with McMillan Road. From this intersection, proceed west on McMillan Road 1 mile to N. Locust Grove Road. The site is located south and west of this intersection. Presently the site exists as undeveloped agricultural land with a residence and associated outbuildings located fronting N. Locust Grove Road. The location is depicted in site map plates included in the Appendix. General Geology Of Area: The subject site is located within the Boise Valley which is directly underlain by a thick sequence of alluvial sands and gravels typically deposited on basalt formations. These sediments are loosely named the Boise River Gravels and were deposited as river fioodplain and stream overwash from the Boise River. These gravel deposits tend to have imbricated well-rounded clasts , poor sorting and crude stratification of beds of gravel and lenses of cross -bedded sand suggesting deposition in braided channels. The Boise River Gravels consist of unconsolidated clay, silt, sand, gravel, and cobbles. These gravels have been subdivided into smaller units based on their age and are exposed as distinct alluvial terraces. Five of these terraces are well exposed in the Boise area and range in age from Middle Pleistocene to Holocene (Recent) (0 - 0.9 million years ago). The site lies on the Whitney Terrace, the second terrace above the currently defined floodplain. Geologic data published for the area indicated that bedrock is typically encountered at a depth of approximately 100 feet beneath the soil surface (Othberg and Stanford, 1992). Site Topography, Drainage And Vegetation: The proposed development consists of approximately 8.5 acres of relatively flat irrigated pasture, with a residence and associated out buildings located along the western portion of the property. Fine-grained, surficial soils are prevalent throughout the majority of the site. The parcel is bounded on the south by existing rural residential development, on the north by E. McMillan Road, on the east by N. Locust Grove Road, and the west by agricultural land. Regional drainage is north and west toward the Boise River. Stormwater drainage for the site is achieved by percolation through surfrcial soils. No stormwater drainage facilities are located in the vicinity of the site and the area does not receive significant off -site drainage. Vegetation throughout the area consists primarily of irrigated pasture grasses and mature trees. Copyright © 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ICJ 8370 • E-Mail mti@mti-id.com . (w. 37t3 4748 •Fax (208) 322-6515 www.mti•id.com AM MAATERIiALV July 17, 2006 TESTING & Page # 7 of26 INSPECTION Environmental Services ❑ Geotechnical Engineering U Construction Materimis 1 estin J S ecia[ Ins ections rAboise12006 reports1800-999lb60949g1b60949g geotech.doc Site Climatology And Geochemistry; Average precipitation for the region is on the order of 10 to 12 inches per year. Annual average temperature range from 20' F to 91 ° F with extremes ranging from -40 F to 102' F. Average wind speed range to 11 miles per hour in spring with a prevailing direction from the southeast. Soil in the area is primarily derived from siliceous materials and exhibits low electro-chemical potential for corrosion of metals or concretes. Local aggregates are generally appropriate for Portland Cement and Lime Cement mixtures. The State Transportation Department has adopted anionic asphalt cements. The pH of surface water, groundwater, and soil in the region typically range from 7 to 9. No indication of abnormal geochemical conditions was noted on -site. Nominal frost penetration is typically on the order of 6 inches, with extremes ranging to 3 feet. Geoseismic Setting: Soils on -site are classed as Site Class D in accordance with Chapter 16 of the 2003 edition of the IBC. Building structures on this project should be designed as per the IBC requirement for such a seismic classification. Our investigation did not reveal potential hazards resulting from earthquake motions: slope instability, liquefaction, and surface rupture because of faulting or lateral spreading. Incidence and anticipated acceleration of seismic activity in the area is low. SOILS EXPLORATION Exploration And Sampling Procedures: The field exploration 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 normal taping procedures 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 in with loose excavated materials. These loose areas need to be re -excavated and compacted prior to constructing structures over them. Samples were obtained from representative soil strata encountered in test pits. Samples obtained have been visually classified in the field by an engineer or geologist, identified according to test pit number and depth, placed in sealed containers and transported to our laboratory for additional testing. These materials have been further described in detail on logs provided in the Appendix. Results of field and laboratory tests are also presented on these logs. It is recommended that these logs not be used for estimating quantities because of highly interpretive results. Copyright O 2006 Materials Testing & Inspection, Inc, 2791 South Victory View Way • Boise, I© $3709 208 376 474$ • E-Mail mti@mii-id.com • • ( } Fax (208) 322 65t5 www. mti-id.cam MATERIALS July 17, 2006 TeSTIN6 & Page # 8 of 26 INSPECTION 0 Environmental Services ❑ Geoleichnical Engineering J Construction Materials Testina S evial Inspections rAbois02006 rcports1800-9991b66949g1b60949g geotech.doc Laboratory Testing Program: Along with the field investigation, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of subsurface materials necessary in analyzing the behavior of the proposed structures. Laboratory tests were conducted according to current applicable American Society for Testing and Materials (ASTM) specifications, and results of these tests are to be found on the accompanying logs located in the Appendix. The laboratory testing program for this report included Atterberg Limits Tests - ASTM designation D 4318, Grain Size Analysis - ASTM designation C 117, C 136, and Resistance R-Value and Expansion Pressure of Compacted Soils -- ASTM designation D 2844. Soil And Sediment Profile: A total of four test pits were advanced to depths of 12.1 to 15.6 feet across the site. Because of the areal extent of the studied parcel, the developed soil profile represents only a generalized case, and variations between test pits should be anticipated; Sandy Silt (ML) — Light brown to yellowish -brown, dry, weak to moderately cemented, sandy silt soils were observed at ground surface. Fine grained sand was observed throughout the sandy silt soils, with organic material present generally within the upper 15 inches. As indicated, the strength of cementation within this soil type varies, however cementation was present in all test pits. This soil extended to depths of 4.2 to 6.7 feet. Silty Sand (SM) — Underlying cemented sandy silt soils in test pits 1 and 2, light brown, slightly moist, medium dense to dense, fine to medium -grained silty sand soils was observed. This soil extended to depths of 6.6 to 7.0 feet. Poorly Graded Sandy Gravel (GP) - Light brown to brown, dry to slightly moist, poorly graded gravel sediments were observed at depth in all test pits. Fine to medium -grained sand and cobbles of up to 12 inches in diameter were present within this soil type. Poorly graded gravel sediments extended through the termination depths of test pits 1,3, and 4. In test pit 2, this soil extended to a depth of 13 feet. Poorly Graded Sand (SP) — Light brown, slightly moist, medium dense to dense, fine to medium -grained sand was observed. Poorly graded sand extended through to termination depth of test pit 2. This appears to be a localized lens of sand that approximately extends through the southeast portion of the site. Walls of each test pit exhibited sloughing and caving through native granular soils. Soils Survey Review: A review of the United States Department of Agriculture, Soil Conservation Service, Soil Survey of Ada County Area, Idaho, 1980, indicated the site can be characterized by the Purdam silt loam, 0 to 2 percent slopes soil type. Specific soils characteristics, as defined by the USDA, for this soil type include moderately slow above the hardpan, slow runoff, and slight hazard of erosion. Copyright © 2006 Materials Testing & Inspection, Inc, 2791 South Vic- V" ty few Way • 8oise, ID 83709 • (208) 376-4748 E-Mail mti@mti-id.com • Fax {208) 322-6515 www.mti-id.com ATERIAL-5 Co TESTING & INSPECTION July 17, 2006 Page # 9 of 26 Fnvironrnenta€ Services ❑ Geotechnicai En ineerin Canstruation Materials i estin ❑Special €ns actions rAboise\2006 rep0r[s\800-99%b60949gkb60949g geotech.doc 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 contamination. No groundwater was encountered. SITE HYDROLOGY General Notes: Existing surface drainage conditions are defined in the Description of Site. Information provided in this section is limited to observations made at the time of the investigation. Regional and/or local ordinances may require information beyond the scope of this report. Groundwater: Groundwater was not encountered within the depths explored during the field investigation. Soil moistures in the test pits were generally dry to slightly moist within the surficial sandy silt, and dry to slightly moist below 4.2 feet in depth. Groundwater levels in the site vicinity are controlled in large part by residential and commercial irrigation activity and canal leakage in the local area, and are likely at their maximum elevations during the irrigation season. Estimation of seasonal groundwater fluctuation is problematic without regular monitoring. Based on the evidence of this investigation, and background knowledge of the area, it is unlikely that groundwater will be encountered during construction and is anticipated to remain at depths of greater than 6 feet below the ground surface in the northern portion of the site (Elevation 2746) throughout the year. This depth is an estimate, and will be confirmed following periodic monitoring. Soil Infiltration Rates: Soil permeability is a measure of the ability of a liquid to move through a soil and was not tested in the field. In this report this parameter is approximated by soil type and gradation. Of soils comprising the generalized soil profile for this study, silt soils generally offer little permeability, with typical infiltration rates less than 2 inches per hour, though calcium carbonate cementation encountered within cemented silt soils may reduce this value to near zero. Silty sand soils typically exhibit infiltration values from 4 to 12 inches per hour. Poorly graded sand, medium dense gravel sediments typically exhibit infiltration values in excess of 24 Inches per hour, and percolation testing is typically not required within these sediments as a result of the free -draining nature of these sediments. All infiltration facilities constructed on -site should be extended into native sandy gravel sediments. Excavation depths of approximately 7 feet should be anticipated to expose sand gravel because of the high permeability, ASTM C 33 filter sand, or equivalent, should beincorporated in oddesio n� Of infiltration facilities. An infiltration rate of 8 inches Pei, hour should be used for design. g Copyright © 2006 Materials Testing & inspection, inc. 2791 South Victory View Way • Boise, l© 83709 • E-Mail mti@mti-id.com . (376-4748 •Fax (208) 322-6515 www.w, mti-id.com 111l1ATERIALIS July 17, zoo6 TESTING Page# 10of26 INSPECTION Ct Environmental Services ❑ Geotechnical Engineering LJ Construction Materials Testinct J Special Inspections rAboise12006 reports1800-9991b60949g1b60949g geotech.doe FOUNDATION AND PAVEMENT DISCUSSION AND RECOMMENDATIONS General Notes: Presently, approximately 26 single family residential are proposed for the project site. Considering typical residential construction, and subsurface conditions, it is recommended that the structures be founded upon conventional spread footings and continuous wall footings. The following recommendations are not specific to the individual structures but rather should be viewed as guidefines for the subdivision wide development. Foundation Design Recommendations: On the basis of data obtained from the site and test results from various laboratory tests performed, MTI recommends following guidelines be used for the net allowable soils bearing capacity. Footing Depth rFo-otingsould bear on competent, native, sandy t, or silty sand present across the site. All rfcial disturbed and/or organic soils must be moved from below footings.' Excavation depths of I to 2 '/z feet should be anticipated to soils. ASTM D 1557 Su Not required for native soil Net Allowable Soils Bearing Canaeity 1,500 Ibs/ft2 'Verification of bearin soils for each residence b a QuAified geottechniical engineer or technician at the time of construction is recommended. Footings should be proportioned to meet the stated bearing capacity and/or the IBC 2003 minimum requirements. Total settlement should be limited to about 1 inch with differential settlement of 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 footing 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 character of supporting soils, and in 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. Copyright © 2006 Materials Testing & Inspection, [tic, South Victory View Way •Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti@mti-id.com • www.mti-id.com JAAATERIAL July 17, 2006 TESTING & Page # I I of 26 INSPECTION Cl Environmental Services U Geotechnical En ineerin U Construction Materials Testin Special Ins actions r Uise12006 reports1800-9991b60949g1b60949g geotech.doc 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. Therefore, Proper should be considered to be critical. MTI recommends that roof drains carry storm water at least 5 e away grading feetor a distance of 10 feet away from all residences from the residence, and grades should be greater than 5% f 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. Recommended Pavement Sections: MTI collected a sample of near -surface soils for R-value testing representative of soils to depths of 2.5 to 3.0 foot below existing ground surface. A bulk sample collected from test pit 2, consisted of sandy silt ML i with fine grained sand. This sample yielded an R value of 8. As required by Ada County Highway Districctl MTI has used a traffic index of 6 to determine necessary pavement cross -sections for the site. Additionally, MTI has made other assumptions for traffic loading variables based on the character of the construction. The Client should review these assumptions to make sure they reflect intended use and loading of pavements both now and in the future. Flexible Pavement Sections The Idaho Method as defined in Idaho Department of Transportation's Materials Manual section used to develop the pavement section. Ada County Highway District ACHD traffic index was and substitution ratios were also used in the design, and were obtained from ACHD s Developme Development icy Manual. Calculation sheets provided in the Appendix indicate the soils values, traffic loading,y ratios used to calculate the pavement sections. MTI recommends that all materials used inthe con material ruction of Asphaltic Concrete Pavements meet the requirements of the Idaho Standards for Public Works Construction (ISPWC) specifications. Construction of the pavement section should be in accordance these specifications. The following thicknesses are MINIMUM THICKNESSES for with function. assured pavement Favement Section Cot onent Driv ewa sand Parkin ,Residential Streets As haltic Concrete 2.5 Inches Untreated A re ate Base 4.Q of Granular Borrow 12.0 Inches Compacted Sub rade Not Re , iirPrl Aggregate Base Material complying with ISPWC Standards for Crushed Aggregate Materials. Structural Subbase Any material complying with the requirement for granular structural fill (uncrushed) as defined in ISPWC. Copyright Q 2006 Materials Testing &Inspection, Inc, 2791 South Victory View Way • Boise, IQ 83709 • - E-Mail mli@mti-id.com • (208j 376 4748 • Fax (208) 322-6515 www.mli-id.com AM ni ATGRIAL9' CoTESTING & INSPECTION July 17, 2006 Page # 12 of 26 L Environmental Services J Geotechnical Enqlneerin2 J Construction Materials Testing ❑ Special Inspections rAboise\2006 rcports1800-9991b60949g1b60949g geotech,dec 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 with a heavy rubber -tired fully loaded tandem axle dump truck or equivalent. MTI anticipates that pavement areas will be subject to moderate traffic. Fill material and compacted native subgrade soils (if required) in support of the pavement section as well as aggregates comprising the pavement section must be compacted to not less than 95% of maximum dry density indicated by ASTM D 698 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, compaction of that material shall 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. IMT1 recommends that rigid concrete pavement be provided for heavy garbage receptacle parking. This will eliminate damage caused by the considerable load of containers transferred onto the small steel wheels and subsequently onto the asphaltic concrete. Rigid concrete pavement should consist of Portland Cement Concrete Pavement (PCCP) generally adhering to ITD specifications for Urban Concrete. PCCP shall be 6 inches thick on a 4 inch drainage fill course, should be reinforced with welded wire fabric, and control joints shall be on 12 foot centers or less. CONSTRUCTION CONSIDERATIONS Earthwork: Recommendations in this report are based upon structural elements of the project being founded on competent native silt -sand mixtures or compacted structural fill. Structural areas should be stripped to an elevation that exposes these soil types. Excessively organic soils, deleterious materials, and/or disturbed soils generally undergo high volume changes when subjected to loads, which is detrimental to subgrade behavior in the area of pavements, floor slabs, structural fills, and foundations. Mature trees, brush, and thick grasses with associated root systems were noted at the time of our investigation. It is recommended that organic and/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 and/or disturbed zone and/or topsoil is removed, prior to placement and compaction of structural fill materials. Exact removal depths should be determined during grading operations by a qualified geotechnical representative, and shall be based upon subgrade soil type, composition, and firmness or soil stability. Identified underground storage tanks (UST), below surface utilities, wells, or septic systems must be decommissioned, removed or abandoned as deemed necessary by governing Federal, State, and local agencies. Excavations developed as the result of such removal must be backfilled with structural fill materials as defined below, and in the above section on Floor Slab -On -Grade. _ Copyright © 2006 "Materials Testing & Inspection, Inc. 2791 South Victory View Way •Boise, IQ 83709 E-Mail mti@Mtl-id.com . (W.M 378 4748 •Fax (208) 322-6515 www.mti-id.com MATERIAl3' TESTING & INSPECTION July 17, 2006 Page # 13 of 26 %1 Environmental Services 0 G-eotechn€cal Engineering CJ Construction Materials Testing 0 S ecia€ Ins ections rAboise12006 reportsl$00-999\b6094991b60949g geotech.doc After existing subgrade soils are excavated to design grade, proper control of subgrade conditions (i.e., moisture content) and placement and compaction of new fill (if required) should be overseen by a representative of the soils engineer (MTI). Recommendations for structural fill presented within 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 what is considered "Dry" seasonal conditions, problems associated with soft soils may be avoided. However, late summer/early fall irrigation may induce rutting subgrade soils. Solutions to problems associated with soft subgrade soils are outlined below. Problems may also arise because of lack of moisture in native and fill soils at time of placement. This will require addition of water to achieve near optimum moisture levels. Low cohesive 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 what is considered "Wet" seasonal conditions (commonly from mid -November to April), 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 tut. 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 can be expected to pump and rut under construction traffic. The following recommendations and/or options have been included for dealing with anticipated subgrade conditions: • Track -mounted vehicles should be used to strip subgrade of root matter and other deleterious debris. Heavy rubber -tired equipment should be prohibited from operating directly on native subgrades, and in structural areas such as roadways and foundations. Construction traffic can be restricted to designated roadways that do not cross, or cross on a limited basis, proposed roadway or parking subgrades. ' During periods of wet weather, construction on -site may become very difficult if not impossible. To ensure constructability, access/haul roads should be constructed with a minimum of 2 feet of structural fill material. Fill material should consist of relatively large cobble (4 to 6 inch in diameter) with sufficient fines to fill voids. Instead of structural fill placement, scarification and aeration of subgrade soils can be employed to reduce the moisture content. After stripping is complete, the exposed subgrade should be ripped and/or 2791 South Victory View Wa B Copyright © 2006 Materials Testing & Inspection, Inc. Y 01se, ID 83709 • (208) 376-4748 • Fax (208) 322 6515 E-Mail mti@mti-id.com • wwMrnti-id.com M- ATERIAfLb- TESTING & INSPECTION July 17, 2006 Page # 14 of 26 U Environmental Services U Geotechnicai En ineerin El Construction Materials Testin ❑Special Ins ections rAboise%2006 reports\800-999\b60949g\b60949g geotecb.doc disked to a depth of 1.5 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. • Alternate recommendations can be provided involving lime or cement stabilization and use of geotextiles, upon request. Frozen Subgrade Soils: Frozen subgrade soils must be allowed to thaw, or may be stripped prior to placement materials or foundation elements. Frozen soils must be removed opdepths that expose non ff structural fill ozen wasted or stockpiled for later use. These soils must be allowed to thaw and return to near oohs and conditions prior to use as structural fill, optimum Structural Fill: Soils regarded as suitable for use as structural fill are those classified as GW, GP, GM, SW, SP SM and ML, in accordance with the Unified Soil Classification S soils (USCS designation of GM, f silty SM, and ML) as fill may be acceptableystem (USCS) ( However, hese materials ASTM D 2487). The use e require very high moisture contents for compaction and require a long time to dry out if natural moisture contents q e are too high. Therefore these materials can be quite difficult to work with as moisture content lift thickness, and compactioe effort becomes difficult to control. If silty soil is used for structural fill, lift thicnesse 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. Use o and ML) as structural fill below footings is prohibited. fsilt ysoils G1VI SM Recommended granular structural fill materials, those classified as GW, GP, SW, SP, should consist of a inch minus select, clean, granular soil with no more than 30% oversize (greater than Y4 i more than 12% fines (less than #200) and placed in layers not to exceed 9 inches in nch) material an 6 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 footing for a distance equal to the thickness of fill bet foundation and underlying soils, or 5 feet, whichever is less. een the bottom of Each layer of structural fill must be compacted to a minimum density of 95% of maximum d de determined by ASTM D 1557 (for rigid structures) or D 698 (for flexible pavements) The ASTM D 1557 and D 698 test methods shall be used for samples containing up to 40% oversize(greater density as inch). If material contains more than 40% but less than 50% oversize particles, compaction Of fill shall 114 be confirmed by proof -rolling each lift with a 10-ton vibratory roller (or equivalent) until the maximum density has been achieved. Density testing shall be performed after each proof -rolling ��' test results indicate a drop (or no increase) in the dry density, defined as heanaxr»tumrdensity orlace "break over" point. The number of required passes shall be used as the requirement on the remainder o ill Copyright (D 2006 Materials Testing & Iiispectiorl fill 279i South Victory View Way • rt iS I e, D 83703 0 (208) 376-4748 • Fax (208) 322-65i6 E-Mail mti�mti-id.com • www.mti-id.com IVIATERIALt' .� July 17, 2006 TESTING & Page # 15 of26 INSPECTION :1 Environmental services ❑ Geotechnical En ineerin g 9 J Construction Materials Testing :] S ecial lns ections rAbois02006 reports\800-999\b609499\b60949g geotech.doc placement. Material shall contain sufficient tines to fill all void spaces, and shall not contain more than oversize particles. 50% Backfill: Backfill materials shall ascribe to the requirements of structural fill except that the maximum material size shall be 4 inches, In no case shall material greater than 2 inches in diameter bear directly on structural elements. Placing oversized material against rigid surfaces interferes with proper compaction. Backfill should be compacted in accordance with 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 firth 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 excavations within these soil should be constructed at a maximum slope of 1 7 foot horizontal to 1 foot vertical (I Y2H: IV) for excavations up to 20 feet in height. Excavations ill excess of 20 feet will require additional analysis. Note that these slope angles are consi stable for short-term conditions onl and will not be stable fnr l�.,n_+o,.y, dered Shallow, cemented tine grained soils (caliche), encountered through much of the site may cause during foundation development and utility placement. These soils typically extended throw h dedts of fliculti 6 to 5.5 feet. For deep excavations, native granular soils cannot be expected to remain in position. These materials are prone to failure and may collapse, thereby undermining upper soils layers. Proper care taken to protect personnel and equipment. p must be During our subsurface exploration, test pit sidewalls generally exhibited little indication of colla se. .However, some caving of granular soils occurred. Care must be taken so that e p backfilled in accordance with procedures outlined ill this report. Water and loose debris should beproperly i from these excavations, prior to placement of till soils or concrete. removed Groundwater Control: Groundwater was not encountered in the investigation, and is anticipated to be below the depth of 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 or to a strategically located sump will essentially recycle effluent, thus eliminating the need to enter into agreements with local drai age authorities. Should the scope of the proposed project change, MITI should be contacted to rovide g detailed groundwater control measures. P more Copyright ®2006 Materials Testing & inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti[Omti-id.com • WWW.mli-id.com MATERIAUS'July 17, 2006 TESTING & Page # 16 of 26 INSPECTION :] Environmental Services L7 Geotechnical Enginceri 19 U Construetion Materials Testina .] S eclat Ins ections Oboisel2006 reports1800-9991b60949g1b60949g geotech.doc Special precautions may be required for control of surface runoff and subsurface seepage in general. It is recommended that runoff caused by wet weather be directed away from open excavations. On -site silty or clayey soils can be expected to become soft and pump if subjected to excessive traffic following periods of wet weather. Ponded surface water areas should be drained to allow construction to take place through methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or installation of a French -drain system. Additionally, temporary or permanent driveway sections may be constructed should wet weather be forecast. GENERAL COMMENTS When plans and specifications are complete, or if significant changes are made in the character or location of the proposed residential development, consultation should be arranged as supplementary recommendations may be required. It is recommended that the service of a qualified geotechnical engineering firm be engaged to test and evaluate soils in footing excavations before placement of concrete to determine if soils meet compaction requirements. Monitoring and testing should also be performed to verify that suitable materials are used for structural fill and that proper placement and compaction is performed. Copyright © 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti@mti-id.com 0 www.mti-id.com MATERIAL!r July 17, 2006 TESTING & Page# 17of26 INSPECTION Q Environrnental Services J Gootechnical Engineering Q Construction Materials Testing] S eciaf Ins eGtions rAboise0006 reports1800-9991b60949g1b60949g geotech.doc WFFRFNCES American Society for Testing Materials, 1999, Standard Test Method for Materials Finer than 75-µm (No. 200) Sieve in Mineral Aggregates by Washing, C 117 - 95, 3 p, American Society for Testing Materials, 1999, Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates: C 136 - 96a, 5 p. American Society for Testing Materials, 1999, Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils, ASTM Designation: D 4318 - 86, 11 p. Collett, R.A., 1980, Soil Survey of Ada County Area, Idaho: US Department of Agriculture, Soil Conservation Service, 327 p. Othberg, K.L. and Stanford, L.A., 1992, Geologic Map of the Boise Valley and adjoining area, Ada and Canyon Counties, Idaho: Idaho Geologic Map Series, scale 1:100,000. Copyright 0 2006 Materials Testing &Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • E-Mail mtl@mti-id.com . w(38 •Fax (208) 322-6515 ww.w.mtl-fd.comid.com I I I MATGRIAILA6- July 17, 2006 TeSTING Page # 18 of 26 & INsPeCTION Ll Environmental Services L) Geotechnical En2inoering Q Construction materials To Special Inspections rAboise\2006 reP0rts1800-9991b60949g\b60949g geotech,doc APPENDIX GEOTECHNICAL GENERAL NOTES UNIFIED SOIL CLASSIFICATION SYSTEM GEOTECHNICAL TEST PIT LOGS PAVEMENT THICKNESS DESIGN SHEETS R- VALUE TEST RESULTS SITE MAP PLATES Copyright (D 2006 Materials Testing & inspection, Inc. 2791 South Victory View Way * Boise, ID 83709 - (208) 376-4748 0 Fax (208) 322-6515 E-Mail mti@mti-id.com o wvrw,mti-id.com Ll July 17, 2006 Page # 19 of 26 LJ Special I r:lboise12006 reports1800-9991b60949g1b60949g geotech.doc GEOTECHNICAL GENERAL NOTES SOIL PROPERTY SYMBOLS N: Standard "N" penetration: Blows per foot of a 140 pound hammer falling 30" on a 2" O.D. SS. Qu: Unconfined compressive strength, tons/ft2 Qp: Penetrometer value, unconfined compressive strength, tons/ft2 Qc: Cone Penetrometer value, unconfined compressive strength, pounds/, 2 V: Vane value, ultimate shearing strength, tons/ft2 in M: Water content, % LL: Liquid Limit PI: Plasticity Index NP: Non -Plastic D: Natural dry density, lbs/ft3 t WT: Apparent groundwater level (at time noted after completion). DRILLING AND SAMPLING SYMBOLS SS: Split -Spoon - 1 3/8" I.D., 2" O.D., except where noted. ST: Shelby Tube - 3" O.D., except where noted. AU: Auger Sample. DB: Diamond Bit. CB: Carbide Bit. GS: Grab Sample. Non -Cohesive Soils Very zy Loose Loose Medium Dense Dense Very Dense RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION Standard penetration Resistance <4 4-10 10-30 30-50 >50 Cohesive Soils Very Soft Soft Firm (Medium, Stiff Very Stiff Hard PARTICLE SIZE Boulders 12 in. + Coarse Sand S mm to 0.6 mm Cobbles 12 in. to 3 in. Medium Sand 0.6 mnt to 0.2 nim Gravel 3 in. to 5 tnm tine Sand 0.2 mm to 0.074 mm Standard Penetration Resistance <2 2-4 4-8 8-15 15-30 >30 Silts 0.074 mm to 0.005 mm Clays 0.005 milt & Smaller Copyright 0 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 . - E-Mail mti@mti-id.com . (w.m3id,com$ •Fax (208) 322-6515 - vwvw.mfi-id.com MATERIAL�r TESTING & INSPECTION J Environmental Services D Geo July 17, 2006 Page # 20 of 26 Construction Materials Testing a Special Ins actions rAboise12006 reports%00-9991b60949glb60949g geoted.doc Unified Soil Classification System Major Divisions Symbol Soil Descriptions Gravel G W Well -graded gravels, gravel -sand mixtures, little or no fines and Gravelly GP Poorly -graded gravels, gravel -sand mixtures, little or no fines Solos <50 /o GM Silty gravels, Poorly -graded gravel -sand -silt mixtures coarse fraction passes #4 sieve GC Clayey gravels, Poorly -graded gravel -sand -clay mixtures Coarse Grained Sand SW Well -graded sands, gravelly sands, little or no fines Soils <S0% and Sandy Sp Poorly -graded sands, gravelly sands, little or no fines passes #200 sieve Soils >50% silty sands, Poorly -graded sand -gravel -silt SM mixtures coarse fraction passes #4 sieve SC Clayey sands, Poorly -graded sand -gravel -clay mixtures Silts ML Inorganic silts & very tine sands, silty or clayey fine sands, and Clays CL clayey silts Inorganic clays of low to medium plasticity, gravelly clays, sandy Fine LL < 50 cla s, silt cla s, lean clays Grained OL Organic silts and organic silt -clays of low plasticity Soils >50% Silts MH Inorganic silts, micaceous or diatomaceous fine sand or silt passes and #200 sieve Clays CH Inorganic clays of high plasticity, fat clays LL > 50 OH Organic silts and clays of medium -to -high plasticity Highly Organic Soils PT Peat, humus, hydric soils with high organic g content Copyright © 2006 Materials Testing & Inspection, Iric. 2791 South Victory View Way •Boise, ID $3709 • E Mail mti@mti-id.com • (W.M 3id.com8 •Fax (208) 322-6515 www.mti-id.com CoMATERIALS' July 17, 2006 TeSTING & Page # 21 of 26 MNSPIECTI®N .! Environmental Services ❑ Geotechnical En ineering J Construction Materials Testinq ] Special Ins ections rAboise12006 reports1800-9991b60949g1b60949g geotech.doc GEOTECHNICAL INVESTIGATION TEST PIT LOG Test: Pit Log #: TP-1 Date Advanced: 06/26/06 Logged By: Charles Kaiser, E.I.T. Excavated By: JTS Excavation Location: See Later Site Map Plates Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 15.6 Feet Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test (Feet) and Sediment Classification T e From -To) ID Sandy Slit (ML): Brown, dry to 0.0-6.3 slightly moist, hard withfine- grained .sand. - Organic material to 8 inches. 4.5+ - Weak to moderate cementation from 5.0 to 6.0 eet. Silty Sand (SM): Light brown, 6.3-7.0 slightly moist, dense to medium dense, fine to medium- rained sand. Poorly Graded Sandy Gravel 7.0-15.6 (GP): Light brown, slightly moist, medium dense to dense, with fine to medium -grained sand. - Cobbles 12 inches minus. Copyright © 2006 Materials Testing & Inspection, lnc, 2791 South Victory View Way • Boise, ID 83709 • () 208 376-4748 • www.mti-id.com — E-Mail mti®mti-id.com • Fax (208) 322-6515 MATERIALgr •.. July 17, 2006 TESTING & Page # 22 of 26 INSPECTION U Environmental Services ❑ Geotechnical En ineerin U Construction Materials Testing U S ecial Insfiections rAboise12006 reports1800-999\b60949g1b60949g geotech.doc GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP•-2 Date Advanced: 06/26/06 Logged By: Charles Kaiser, E.I.T. l~xcavated By: dST Excavation Location: See Later Site Map Plates Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 14.0 Feet Copyright © 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 Fax (208) 322-6515 E-Malt mti@mti-Id.com • www.mti-id.com ASM coMATERIAi.!9-' TESTING & INSPECTION U Bnvironrrtental Services .] Geotectinicai En U Construction Al July 17, 2006 Page # 23 of 26 rab0ise\2006 rep0rts\800-999\b60949g1b60949g geotech.doe GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-3 Date Advanced: 06/26/06 Logged By: Charles Kaiser, E.I.T. Excavated By; J ST Exeavatian Location: See Later Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 12.1 Feet Site Map Plates Depth I Field Description, w/IISCS Soil I Feet) and Sediment Classification fl.0-6.7 Sandy Silt (ML): Brown, dry to slightly ►noist, hard with fine- grained sand. - Organic material to 15 inches. - weak to moderate cementation rom 4.6 to 5.2 feet. 6.7-12.1 Poorly Graded Sandy Gravel (GP): Brown, .slightly moist, mediuin dense to dense, fine- grained sand. - Cobbles 4 inches minus. Sample Strom_To-To ple Depth Qp Lab Test' Type ID 2.75- 3.25+ Copyright 0 2006 Materials Testing & Inspection, ine. 2741 South Victory View Way •Boise, ID 8- , E Mail Boise,i D 837com . (208) 376-4748 • Fax (208) 322-6515 wWW.Mti-id.com MATMALS'r July 17, 2006 TeSTING & Noe # 24 of 26 INSPeCTION U Environmental Services j Gootechnical Engineering P Construction Materials actions rAbois62006 repor1s1800-9991b6094991b60949g geotech.doc GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-4 Date Advanced: 06/26/06 Logged By: Charles Kaiser, Excavated By: JTS Excavation Location: See Later Site Map Plates Depthto Water Table: Not Encountered Depth to Bottom of Hole: 12.3 Feet Field 7D Depth Qp - (From -To) F-4 ]7 'e 8 Description, Pf Depth Field Description, W/USCS Soil Sample Sample Depth QP Lab Test Feet and Sediment Classification T e (From -To) ID Sandy Silt (ML): Brown, dry, very 0. 0 f 1. 0.0-4.2 stiff to hard with fine- grained sand. GS 2.0-2.5 Organic 3.5-4.5 B rganic material to 11 inches. Poorly Graded Sandy Gravel 4.2-12-3 (GP): Light brown, dty, medium I In dense to dense, fine- grained sand. Cobbles 12 inches minus. Lab Test ID M LL P1 Sieve Anal % Ms #4 #10 #40 #100 #200 B 15.2 NP P 99 97 -13 0: 84 i4::16'3.6 2791 South Victory V, Copyright 0 2006 Materials Testing & Inspection, Inc. o'Y few Way -Boise, 10 83709 - (208) 376-4748 *Fax (208) 322-6515 E-Mail mti@mti-ld.com ' Www.mti-id.com MATERI,A Ltr TESTING & INSPECTION July 17, 2006 Page # 25 of 26 V Environmental Services D Geotechnical Engineer- 9 J Construction Materials Testing Special !ns ections rAboise12006 rep0rts1800-9991b60949g1b60949g geotech.doc IDAHO METHOD - PAVEMENT THICKNESS (USING ADA COUNTY HIGHWAY DISTRICT SUBSTITUTION RATIOS Pavement Section Design Location. Proposed Harpe Subdivision Average Dally Traffic Count: Design Lite, Traffic Index: Climate Factor: Subgrade CBR Value. R-Value of Aggregate Base: R-Value of Granular Borrow: Subgrade R-Value: Expansion Pressure of Subgrade: Unit Weight of Base Materials: Total Design Life 18 kip ESAI-'s: ASPHALTIC: CONCRETE: Gravel Equivalent, Calculated: Thickness: Gravel Equivalent, ACTUAL: CRUSHED AGGREGATE BASE: Gravel Equivalent (Ballast): Thickness: Gravel Equivalent, ACTUAL: GRANULAR BORROW: Gravel Equivalent (Ballast): Thickness: Gravel Equivalent, ACTUAL: TOTAL Thickness: Thickness Required by Exp. Pressure: 75 All Lanes & Both Directions 20 Years 6.00 11-V31ue of Subgrade: 8.00 Subgrade Mfr: - 80 60 8 0,33 130 33,131 0.384 Feet 0.196923077 -- use p z08 0.41 Feet 0.768 (if only aggregate bta-se---is- -to-� -b-e —considered change Q 14 to 1315) 0,772 0.329 t Use = O'.333 Feet `l 1.766 0,995_ Ose = 1 1.772 Feet 1.541 0.366 This number must be less than TOTAL Thickness Design (ACHD Values) Depth Substitution Asphaltic Concrete (at least 2.S): In2 5U Ralios Asphalt Treated Base (at least 4.2): 0.00 1.95 (ACHD minimums: 2.5 for local & 3 for art.,colleetor) Cement Treated Base (at least 4.2): 0.00 Untreated Aggregate Base (at least 4.2): 4.oil Granular Borrow (at least 4.2): 1.10 I�.oa Loo Copyright (D 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 Y Fax (208) 322-6515 E-Mail mti@mt!-id.com • www.mti-id.com MATERIALS TeSTING & INSPECTION U Environrnp.nfAl July 17, 2006 Page# 26 of 26 U Construction Materials TestinL.I S aCial Ins tions rAboise12006 rel)orts1800-9991b609499\b609498 geotech,doc RESISTANCE 64R" VALUE LABORATORY TEST DATA Source and Descri Lion: TP-2, 2.5'-3.0'— Silt Date Obtained: June 26, 2006 Sam to ID: 5264 Sant tin g and Pre aration; ASTM D75: AASHTO T2: X AASHTO T87: X Test Standard: ASTM D 844: AS HTO T 190, 1 ASTM D42 1: 3ampie A Dr go B D' C Moisture 10/ 1 _�6 97.9 95.2 Isjon Pressure 16.5 Ex ansion17.8 �10 Exudation P 0.36 Exudation Pressure (psi) 0.24 )82 220 117 10 8 6 R-Value HMO R-Value @ 200 psi Exudation Pressure R-Value @ Exudation Pressure 11.0 10.0 9.0 8.0 Ix 7.0 6.0 5.0 4( 'JULF Zbo 200 150 100 Exudation Pressure (psi) Copyright 0 2006 Mate"'lls Testing & Inspection, Inc. 2791 South Victory View Way - Boise, ID 83709 - E-Mail Mti@Mtl 211) 1 1 17 1 1 -4 1 7 4 , 8-Fax F I ax (208) 322-6.515 -id.corn * Www.mti-id.com to Ib z J to 0 — b t�2 Fig 5 q w w Ln CL cy o ... . ...... I .. ..... .... - rvllnll�!Ill .w Qo 1 � , I p ��o Q' orl W V, ® W � a 1SL_ 5c�p Q zits �R h Q Stt pC ® i7� 0 9 M 3 S _W., � i �► cn 9