Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
015
. M-ATIERIAaL -� ` eSTI G INSPECTION U July 21l, 2005 Page # $ of 30 J Environmental Services :.1 Geotechnical Engineering J Construction Materials Testinp _J Special Inspections Vjptiser\vr2lboise\2005 reportsWO-9991b56S83g1b50885gcotech•rloc LWRODUC�riON This aeport presents results of a. geotecllutical i�ivestigation ad antrlysis in sttppott of data utilized in design of structures as defined in the 2003 International, Building Code (IBQ. Inforrilation in support of groundwater and storniwater issues pertinent,to the practice of Civil Engineering is included. Observations And* recon,Irtiendations'relevant to the e�lrthwork phase of the project are also preselited. Project Description Tllc proposed development is in the southwest portion of file City of Meridian, Ada County, Idaho, and occupies a portion of the Sl '/, E'/` of Section 24, Township 3 North, Range 1 Wbst, Boise Meridian. The project will consist of commercial development of an approximate 7-acre site for a Walgreen's and a large' retail building with associated parking lots. Total settIppents are limited to I inch. Loads of up to 2,000 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: Mx ; has not been inform, of proposed grading. Autl>Iorlization: Authorization to perfol7ll this exploration <uul analysis wa,§ given in the form of a written authoriVation to. proceed from Mr, Ken Lenz to Jesse Barrus-of Materials Testing and Inspection, ;lnc. (MTI), on 6 Jttly 20051. Said authorization is subject to terms, conditions, and limitations described in the Professional 'Services - Contract entered into between White -Leasure Development Company and MTI. Our scope of services for the proposed development has been provided in our revised proposal, dated G July 20.05s,:and again below. Purpose: The purpose of this Ueotechnical Engineering Report is to determine various soil profile components 01114 their engineer tlg characteristics for use by design engineers and/or architects in: • Preparing or verifying suitability of fouad.at on design and placement, • Preparing site drainage designs; • Indicating isssues;pertaining to earthwork cottdruction. Scope: The scope of this nvestigatiort included review of *logic literature and existing available geotechnical studies of the area, review of available ,envirntitnental r£llOCtB, visual site reconnaissance of the immediate site, subsurface exploration, field and laboratory testing,, and an engineering analysis and evaluation of foundation materials., Copyright' Zoos Materials' Testing & lnspectcn, loci 7446 W. Lemhi St. • Boise, ID 83709 .(2081376.4746 • Fax (208) 322-.6515 E-Mail mtiOn ti-ldcom • WWW,mfi Id.com A4Y 17, 2005 MATeRIALS Page6 of 30 TESTING Fr INSPrECTION J Environmental Services -1 GootechNical Engineefing i Gone ir Materials oction Ma* rials Testing J special II)sPectiom Mv isvrvq2,\bqise\2005 rcpons\800-990',b5088.5g\bS0995geOtech;,loc Warranty Atfd Limiting Conditions: Field observations and.. ma h reported herein are considered suM icient in detail tind scopetom fora reasonable basis for the purposes cited above. MT1 warrants that findings and 0onchm , ions contained herein have been promulgated in accordance with generally accepted prof'essional engineering practice in the Fields of foundation engineering, soft,,niechanics and crigineerinig',geology, only for thePsite and project described in this report. These. en'gift cering-inethoMfia9t been developed,to.,provide tile client with information regarding apparent or potential-opel-ty within the scope cited above and are . engineering conditions :relating to the subject 1), 1 necessarily limited to conditions observed at the time of the site visit and research. The report is also limited to inf6rilCation available at the time it was prepared: In the event additional information is provided to MTI folloNy.ii)g the report, it will be forwarded to the client in the forin received for evaluation by the client, There is a. distinct possibility that conditions inay exist which could not be identified within the scope of the itivestiption or which were not apparent, during the site invC$119ation, Tile findings of this report are linuted to data collected froni noted: explorations, advanced, and do not account f0.1.1 as yet unidentified fill 7ones, unsuitable soil types or conditions, and variability in soil InOiStUre: and groundwater conditions. 'U.-Pon, commencement of construction, such conditions may be identified, of which the rqq4ired corrective action� may .impact the project budget. This report was prepared for the. exclusive use of White-Leasult Dove retained design consult nts ("Client"). Conclusions anti recommendations loppient Company and their i presented in this report are based upon a -k Outlined in the report and Con agreed -upon scope of work ._tract !r6i s Professional Services. between Client and Materials Testing and Inspection, Inc. ("Cons-It4 ").i U c or rnistise of this report, or reliance upon findings hereof by parties other thaii the Client, is atheir _own risk. Neither Client nor Consultant make representation of VV4rranty to SLICII other parties as to ac or completeness ofthis,report or suitability Of its use by such Other parties for purposes whatever, known or unknown to Client or Consultant. Neither Client nor Consultant shall have liability to, or indeninifies oi- holds h4rinless third parties for losses incurred by actual or purported use or misuse -of this report. No other warranties are implied or expressed. Generid: kevisions in plans and or driavx+i Cgs for the proposed development :fr. fi) those enumerated in this report PO should be brought to flit 44,01tioll of the soils engineer to determine if .changes in foundation: recommendations are requir-ed. Deviations firoin noted subsurface conditions if encountered daring: construction, shouldalso be brought to the attelitiol, of the soils engineer, Copyright * 2605 Materials Testing A 11)$PediOn, 16c,- 7446 W. L ;a, it ).8370 , 9 04748 0 Fax {goal :822 6515 MfHd c9 Mti@. in www.mt�id.com I �. .!. . I.ATERIALS" TF-STING INSPECTION July 27 2005 Pagg fl 7 of 30 J .Environmental Services J Geotechnical En ineerin :J Construction Materials Testing :1 Special inspections a�mtiscrvet lttoasi l2b.OS reportsl800-999 b5O$85g b50S85geatechrdoc I)IgSCRIPTION Or, SITE Site Access, Access to the site may Ue wined via Interstate 84 to tiie Meridian Road exit. Proceed south tan Meridian Road to its intersei"tiiatt With Overland Road. The ? ae `e Marcel is located on the southwestcorner of tills intersection. Presenitlyy the site exists as a gas station., with associated parking, and undevelopled pasture land. The location is depict d in site map plates included in the Appendix. General Geology OfAreAm. 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 n mcd khe Boise River Gravels and were.deposiied as river floodplain 4;1d steam outwash from the Boise River. These gravel deposits: tend to have imbricated well-rounded clasts, `pi"of sorting, and crude stratification, Beds of gravel and letases of cross -bedded sands/silts suggest deposition tt braided ehannels. The Boise River Gravies consist ,of unconsolidated clay, silt, :sand, gravel, and cobbles, The Boise. River Gravels have been subdivided into smaller units based on their age and are exgposed as distinct alltvial terraces. Five of these tetiaees are well exposed in the Boi`so, area and -,range in age from Middle Pleistocene to Holocene (<l million ywi ago). The site is sitntod on the Sunrise Terrace, the third terrace above the flood plain. Tie Sutlrise Tprraee generally consists of sandy pebble and cobble gravels with a mantling of 3 to 7 feet of loess. The entire thickness is approximately 45 feet. Underlying these soils are }poorly graded' free draining washed sands and sanely gravels (.0tWerg and Stanford, 092). Site Topognpliy, Drahta'ge And Veltetativn: The 7 acre proposed development has beers ctit to relatively flat terrain, with all approximate 2 feet, horizontal to 1 Foot vertical (2:1) slope bordering the prope -ty on the south: and west sides that are aMproxintatcly 15 feet high. The surface exhibits commonly camegrained soils through most of the Marcel. Less than all acre \vith in the northeastern portion of the property has been developed as a fuel station with surrounding pavement, Regional. drainage is north toward the Boise River.. Storlilwater drainage for the site is achieved piredotniilantly by pei-colation through stu•hcial soils. One drop inlet strornwater drain is located oat Overland Road hear the n orth west corder of the site. The area niay receive some off -site drainage from the south and west slopes. Vdgetation throughout the area consists primarily of dative aiid other volunteer grass varieties typical of arid; to semi -arid environments with some mature trees in tine in the northwestern portion of the site. 0"ight' 2405 AtaterialsTesting & Inspection, Inc, 7W W-Lehiiii St. + Boise, 10 83709 (208) 376-4748 Fax (208) 322-6515 E-Mail m66rn i-id.com • www.mWid com IMATCERIALS u �..•� July 27, 2005. Page P 8 of'3Q. TESTING INSPECTION :J Environmental Services -1 Geotechnical Engineering ,J Construction Materials Testing :1 Special Inspections W(iserver2lboiseQ005 reportsk&00-99,9Nb>50885 1b3O8$Sgrotoch.aoc Si a Oi7natology Anti Geocheiv stry Average precipitation for the'regioxt is on the order of 10 to l2 inches per year. Annual average tetllperat lre range fro111 20' F to 91° F withexti-eines ranging frotll -4" F to 102' 1. Average wind speed rahgeto 11 miles 1}el' 11©lil' lr1 Sj}rrt1g V4tit11 it prevailing Cllt'eCtroll lroill t11e St3U,theast. Soil in the area is primarily derived fronn. siliceotis materials and exhibits lory electro-chemical potential for corrosion ofimetals or col cretes Local Aggregates are generally appropriate for Portland Cement. anti Lime Cement nlixttri•es. 'the State 'I'Z'arlslaortation ] epart xettthas adopted aniorti�;asphalt cements. The pH of surface w, tern gralindtivater, and. soil in the region typically rang+✓ from 7 to 9. No indication of abnormal geochcmlcal conditions was' 00 ed: oil -site. Nominal frost penettation is typically tttt the order of 6 inches, with extremes ranging tpl feet. Geoseismic Setting; Soils on -site are classed is Site Class ) in accordance with Chapter 16 of the 2003 edition of the lWi Building structures on this project should be designed as per the IBC regttirement for sock a seismic classification. Our investigation did not reveal potential hazards resulting front earthgtiake motions: slope instability, liquefaction, and surface rupture because of faulting or lateral spreading. Incidctice and anticipated acceleration of seisritip arAi fty ill (lie area is low:; SOU EXPL+`JI?l 'l'rUl lla ploratioa, A( Sampling Proct dures The field exploration to determine en.giiieering characteristics of subsurface materials included a: reconnaissance of the project site and investigation by test pit and soil borings. Exploration sites were located in thefieldby meads of normal taping procedures tram on -site: features or known locations and are presumed to be accurate to within a few feet. Upon completion of investigation,: each;test pit vas laaekfilled in with: loose excavated materials. These loose areas need to be re -excavated and compacted prior to e911stru>rting strilctures over. them. orirlgs. tivere advanced l et�veen s m{�ling intervals b mean bf a track -mounted drilling rig equipped with hollow-9teilr augers. Samples were obtained with:,a standWi split spoon sampler and SPT blow counts were: recorded. Delayed- water lever observations were made hi the open boreholes to evaluate grotiild water conditions. Boringssere back -filled at completion ofcxplorationwith•✓ loose excavated materials. Samples wete obtained at approximate two to five foot intervals within the soil borings and from; represenlative soil strata encountered in test pits. Samples obtained:havt been visually classified ill the,field by,an engineer; identified according to boring and test pit number and cleplh, placed in sealed containers and transported to our laboratory for additional testing. These materia) ,have been further described in detail on logs provided in the Appendiix. Results of field And laboratory testa are also presented on these logs. It is reconlniended-that these logs not be used for estimating gtiantities because of highly interpretive results: e9pyrighi' 2005<Materials %sting & Impectim, lht« 7446 W. Lq!nhi St. • Bo E-Mail .,A 748 • Fax MATeRIALS Page iY 9 cif 30 T STING INSPaC`I'1ON J Environmental Services i. Geoteohnical Engineering J Construction Materials Testing J Special inspections klmt sertrZboise\2t)Q5 reports 80U-991)1b50885g b5Og$5grotech.doc Laboratory Testing; Prograni: Along with. the field investigation, a s'tt]}pleniental laboratory testing program was conducted to determine Addititsnal pertinent engineering characteristics of subsurface materials necessary lit aualyzing,the behavior of the proposed structures. Laboratory tests were conducted according;;to current opplrcal le American Society for Testing and Materials (ASTM) specifications, and results of these tests are to be found on the 'Accompanying lo$s located in the Appendix. Thel laboratory testing program for this report included Atterberg Limits TTests - ASTM designation D4318, and Grain Size. Analysis - ASTM designation C 117, C 136. Soil samples for California bearing XWO Analysis (CBR-value) - ASTM designation D 1883, were collected near projected roadways. Soil Aud Sed'unent Profile. "Test pits and boringa Were advanced to dt pfhs of 7.2 to 21.5 feet acrossthe site. The, developed soil profile 'represents only a generalized case. These following soils were not encountered in each exploration site, but `instead represent ra hypothesized profile: Paventent Section — Asphaltic concrete pavement Was encountered in the northeast portion of the. site, Asphalt'was approximately 2.5 inches thick. Aggrrgate base was noted below (lie asphaltic concrete payentent and at the ground surface near test pits I and 3. These materials consist of brown, dry to slightly lrto[st, medium dense to dense, gravel fill with 6-inch i inus gravel. base material was encountered to depths of appr imately 2 to 3.5 feet where observed. Lean Clay (CL) —Underlying the 511 materils (except in test`pit 3 and at ground surface in test pit 4) is lead clay. Th.is;soiI classifies as brown, slightly moist, and nlediunt stiff to hard. This sail is present to depths;a I.7 to 6.5 feet. Cemented Sandy Silt (IML) and Silt), Sand (SM) - Below the lean clay,, light bro yn to brown, dry to slightly, weakly cemented, hard sandy silt and medium dense silty sand is present. These soils extend to depths of approximately? to g feet where encountered. Poorly Graded S:ttttcly Gravel (GP) - Light brown, dry to moist, nteduni dense to very dense poorly graded sandy gravel, with $-melt Ininus well rowaded cobbles was present in all test pits. Thiasoil extettde l threiiglt termination depth.. Walls of 'each exploration site were stable i th the exception of tltt se through `the surricial fill and througli native gravels. Excavations through fill and granular soils will have a propensity`f©r sloughing or caving, Soils Survey Review* A revieW of the United States Department of .Agriculture, Soil Conservation Service, Soil Survey of Ada County Area, Idaho, 1380, indicated the site can be characterized to inchtod 2 sails types. These .soils types. consist Of the Aerie Haplaq tepts acid Elijah silt loam soils Specific soils -characteristics stics defrned by the USDA, Dave been listed for each of these soi Is. Copyright' N Materials Testing& Inspection, inc.. 7446 W: Lemhi Sl: •wise ID 83709 + {206} 375-4748 • Fax (208) E Mail mti@nil!-id.com + v" nitt-id com July �7, 7005 MA:rr:RIALS Pagc�o; I OWN TeSTING & INSP6CTION -1 Environmental Services- - .. :3 Geotechnical Engine!!qng, -j 001IStILICtiOn Materials Testing J Special Inspections Nnifistrvtr2lboise\27005 reports\80-999\b5O885g\b5D885gootecb.,Opc Aerie Haplaquepts: Moderately permeable ,-runoff is, very Slo%- erosion hazard is slight. Elijah silt l9am WOWy,.sjpwpet eaolp rupof slow tab coedit 'Ili, erasion hazard is slightto moderate. Euvironmental Concei-ris: This site is currently being reirnedinted, for soil and groundwater contanlina.flon by a state consent order: Conlrilent on these act . ivities are beyond the scope this report. Soils obtained during on -site activities were I'M assessed for volatile organic compoilrids by portable photoionization detector. Samples obtained during: our exploration activities eXhibited Wille weak odors and discoloration tyl)ically associate(] with this type cont.'aillination. SITE HYDROLOGY Geherot Notes' Existing surface drainag e conditions are; defined in the Descriptidit 4 Site. 111fo-nnation provided.,in, this. ge section is limited to observations made at the tinie of the ijivest igafionRegional and/or local or-4, iw-es* may require information beyond the scope of this report. Groundwalgr: Groundwater was not encountered within the site exploYd.d. I during the field investigation. However, recent borings and envirottta ental monitoring wells oil Site Sh,oW- groLindwatei has beets rioted at depth As shallow as: 9 feet ill the L northern portion of the Site. Soil 1110iStLITCS ill the test pits were. goijerAlly dry to Slightly Illo'st, Groundwater levels i . il the site vicinity are controlled in large part by residential and coniniercil] irrigation activity and canal leakage ill the l9cal area, and are likely at-theirniaximurn tlevations during the irrigation season. Estimation of seasonal groundwater fluctuation is problematic without regular monitoring. Based on the evidence of this investigation, periodic monitoring for iroriffiental purposes, and the soils survey, it is unlikely L that groundwater will be encountered during construction and is anticipated to renlain at depths of greater than 6 feet below the ground surface., C.ppyriglit * 2005 Materials. Testing 4 Inspcctioti, Inc, 7446W LOWSt. B614io, ID 83709. a Fax (208) 322-65115 E-Mail mfl@rnti-id.corn a Ww%ml1-jdCoo July 2005 NA.ATIERIALS Page 11 11 01'30 TESTING INSPECTION :3 Environmental Services J Geotechi-tical Engineering J Construction Matenats Testing J Special Inspm-lions wptiserverl\ boisc\2005 reports\806-9.99\b56U5$%50gtSgcotec)Loo,�.- Sian :16filtration Rates: Soil permeability is arnbasure ofthe ability of a liquid tortidVe through a soil and was riot tested in the field. In this report this parameter is approximated by soil type and gradation. Of soils comprising the generalized so)] profile for this study, lean an clay and silt soils generally offer little permeability, with typical infiltration rates less than 2 ind'hes per hour, though calcitim carbonate cementation encountered within cemented silt soils may reduce this vattie to near zerO. Silty sand stdinwmts typically have penneability rates of approxiIIII ately 4 to 12 Inches per hour. Poorly graded. sandy�grave — ! soils typically exhibit infiltration VaILICS in excess of 24 inches per hour, and percolation testing is typically not required within tlicte soils as a result of the free-drainingnatureof the gravel sediment. All, infiltratiort facilities constructed on -site should be Wended into native sandy gravel sediments. Excavationdepths of Lip to approximately 8 feet should be :anticipated to expose sandy gravel soils. tri addition, because of (lie high permeability, ASTm C 33 filter sands -qrvq be incorporated into design of infiltration facilities. FoUNDATION, SLAB AND PAVEMENT DiscVSsim, AND Ith'COINIMENDATIONS General Notes:? V itious foan'dhtion types have been considered For support of the proposed., building StrUcItires. Two requirements m ust be fulfilled in 1�e design of fortud�ttians. First, the applied beari jig stress must be less tb.*i the ultimate beating capacity,of foundation soils to maintain stability; and secondly, total and differential, settlement must not exceed an sttlQtint that Will produce adverse behavior of the superstructUre. Allowable. - settles ent is usually exceeded before bearing capacity considerations become important; thus, allowable bearing pressure Is normally contro I led by settlement considerations. Considering. subsdrfate conditions w and the proposed construction, it is re.conirriendcd.that the structure be .founded upon-: conventional spread f6otings and contintious wall footings. Total settl6ti,,61ts should not exceed I inch if the rollowipgtookn'-, id coiistroction.rccojiiiiieiidations are observed. odundation Design,,Reeommendati.iDns.- On the basis of data obtained from the site and test results, from various laboratory tests performed MT1 recornmends r6llowin$, guidelines be used f allowable soils bearing capacim , 0rihene(, y C'opyrishit, NOS Ma terials Vesting & Inspectim, In& 7446 W. Leilihi St. - Boise, ID 83709 0 (208}3718-474ft 1 Fax (208}3212-6515 �-M.W-,nI0,QmtHd.com a www.m'tI.4PPm TESTING t'agclr 12oY30INSPECTION J Environmental Services J Geotechnical Engineering a Constfudion materials Testiag Special InspeCtions ��tnus°erver2�baise<2005 i•et�orts1S00-��9�GSt1$&i��b5ii8$Sgeotecta.ttgc ASTM D` 1557 Net Allowable Soils Fobtjii 1Cli th -.`Wal r-eoWii:. Sub ride C(im Faction Bearing Capacity Footings roust bear oril competent; native;, Not Required 1'oi cemented sandy silt soils, gavel sediments, or Cemented Soil 2,5001bs/li' compacted •st0poural fill. Existing lean clay and fill soils must be completely removed from below 95 fQT Stllictural Fill all foundation cleitichts. Exttavation depths of tip to 6.5 feet should be aittipateri far reinaval of fill and clays. ASTM D 1557 Net Allowable Soils Footing Depth — Large Retail Building Sub ade Compaction Dearing Capaelty Footings must Bear oil competeiit, native, gravel Not Required for Native sediments, or compacted structural fill. Existing Soil 3, Q llxs/ ` fills. (bear test pit 3) and organics must be completely removed from below all , .0ndation 95% for. Strtteturzl Fill elements. Excavations of tip to 2 feet should he iintici ated, to a`crtiovefill. Foothigs' sl ad be Droportioned to nidet the stated: beairitig capacity and/or the - 063 IBC minimum rerluiremems. Total settlement should be limited to about l inch with differemial settlerent of approximately 1/2 inch. Objectiomble soil types encountered at the bottom of footing excavations should be removed aiid replaeod.,'with structural fill. Excessively loose or soft areas that are encountered in tine rooting subgrade will inquire over -excavation and backfilli ag with.strucctural fill: To minimize the effects of slight differential movement that may occur because of variations in character of Supporting soils, and ill seasonal moisture content, MTI reconinu nds co timious footings be suitably reinforced to make them as rigid as possible. For frost protection. the b.6tt6rn of external footingsshould`beN inches below, finislied. grade. Floor Slab-On-iGrade; Wrj greenIst; Before the plating of" concrete floors on site, or before floor supporting fill is placed, organic, loose oi- o>aviattsly eompressiVe materials must be removed. Tile remaining subgrade shi5.uld be Heated ill actcrridatice with Farthwoark guiidelines and other Constructions Considerations presented later iii this report. Areas Of excessive yielding should be'excavated andbaekfilled with structural fill. Uatcvtiti'olledx debris contaiiiing fill- was eacountered iti this portion of the site. In floor slab areas it "is recommended 'tliat these Fill soils be excavated to a sufficient depth to expose competent; native:sbi]s c r to a 1nii1itrlltiTl depth of l.S feet below structural. fill. Therefore, the presence of;,a qualified soils technician during excavation is recommended to identify these toils iri the field:. Imported fill placed below the floor slab .4bould meet the ret(uiremenm for structural fill. All existing lrll and fill placed beneath the floor slab `must be compacted to a iniiiimurri 95% of the maximum dry dusity as determined by ASTM D t 557, Copyright' 2005 Materials `resting R tn5Pcctionl Inc, 7446 W. Lemhi St. a Base, ID 83709 • '(208) 376-4748 • Fax (208) 32276515 F-Mail mti@mti-id.com. • w. mti-idoom MATERIALS-- � July27, 2o0 Nate #f 13 of 0 TESTING► INSPECTION J Environmental Services 0 Geotechnicai Engineering J Construction Materials 'Testing J Special Inspections \�mtiseryer2ftisc62005 reports\$00-909%508,859,1,b5oS85geoiccli.doc I<I6!Yr SInb=0u Grade: Large Retail.Buiirling_ Beforc the placing of concrete floors on site, or before floor supporting fill is placed, organic, loose ar obvior►sly compressive materials must be removed. The remaining subgrade should be treated ;iti accordance with Earthwork guidelines and outer Cio t<struction Considerations,presented later in this report. Areas of exeessiveyielding should be excavated and., ackflled with structural fill. Uncontrolled dill was encountered near test pif 3;, In floor slab areas it is r ti teitdetl that fill soils identified c excavated to a sufficient e th to expose col" ' `native soils or to a na' initim wirsh ds►1fb de and laccd lvith imported structural fill .Prior to placement of structural fill, the exposed subgrade should b . gg,Inipaeted and proof -rolled, with any soft or loose areas excavated and replaced with structural fill. Therefore, the presence of a qualified soils technician during excavation is recommended to identify, these soils in the field. Imported OR placed belqw the floor slab should meet the requirements For structural fill. Allexisting fill and fill placed beneath tlae ftoor'sltib must be compacted to a mitlilllum 95% of the 111aXirn111171 dry` density as detemitied by A,STM D 15 7 Floor Slab -On -Grade: General A free draining granular mat (drainage fill course) should be provided below slabs on grade. This should be a.l inirnum of four inches in thicknes§ and properly compacted. The neat should consist of a sand and :gravel mixtuire .generally complying with ASTM- D 1241 'Type I Gradation A aggregate. No less than 70% of this aggregate` shalt pass the '/4 inch screen and no more than 1010 of the aggregate shall pass the #200 screen. I't a maximum;$$& gate size shall be='/4 inches. A liioisturc retarder shaGtlr be I)lacect beneath floor slabs to n1i11tilliZ 1ptertttal grOltEl(I ►ilOiSture> df'fects oll boor cover"s iia . 'rho granularmat shall°be-compacted to no less than 95°/a of the t axii»ira dett5 ty as determined by-1STM D 1551. Recommended Pavement Sections N/lTI has made o'.ssumptions for traffic loading v Y`iables based on the of the proposed construction. The Client should review these assu rrptions to jbAe sure they reflect inteirrled use,mid leading of pavements both now and,ih the future. MT! collected a sample of mar -surface soils for C'.13.R.., testing representative of soils to deptl of 2 feet below existing ground Surface. This satnplc, consisting of lean clay collected from test pit 5, yielded a CBA, value of 4. Swell of 0.4% was detected for this sample. The following thicknesses are 1v1WIMl. M THICKNESSES for assured pavement f inction. Results of'the test are graphically depicted in the Appendix Copyright` 2005 materiais'resring & Inspection, Inc. 7446 W. Lemhi St. • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail miOmti-id.com www.mUi id.eom M—ATE ALS July. 27'y 2 05 Page 41 14'PO4 TeSTING & INSPECTION J Envirommental Services J Geolechoical Engirteering J Construction Materials Testing U Special Inspections Flexible Pavement-S&HOO The. AASHTO design -Method has been used. to calculate the f4flowilig paygment sections, Calculation sheets proyfided' in the Appendix indicatethe soils constant, traffic loading, traffic projections and, material constants used to, calculate the pavement sections. MTI recommends that materials used in the emistruction of Asphaltic Concrete Payethents,meet,requirenients of the State of Idaho Transportation Departmetit (ITD) 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 oil consti-kition Coll sider-atilpim. Pavo hitSe Section lonEo!n©Went Drivemw abd Parking, N6. �T k Access DriveNN'llys and Pni,king, Truck Access AsPhAltic Concrete 2.5 Inches 3.0 Inches Crushed Aggregate Base 4.0 Inches- 6.0 inches Sub -Base 10.0 M 14.0 Inches'ches. -Structural . Compacted,$09240 Not Required Not Required Aggregate :O.Ase- material ;Pnlplyi18 Willh I'M stai41,4ecifiications for Higbo4yConstrclion..seetions 303,ihd 703 tQ"r aggregates.; 'th6.,scouirement for grintilar structural fill, in "flie"Soils Rep, -i-E -C I that structura Sob*;: forpoI l .'.'118W1-th01 than 2/3-df the component thicknia& mw lm ma d' t jg1m erlilm.fo* if poorldd&g_raftlg.Are ex used it the sub grade this may be compacted and tested in place:ofj Common Pavement Section Construction Usum The subgrade upon which above p4milent : sections.Are to be constructed must be properly stripyp compacted (if indicated), inspected and proof rolled. P . roof rollingof subgrade soils should, be accomplisbcd witha heavy tubber -tired fully loaded tandem axle dump'li-ack or equivalent. Existing identified fill on -site must demonstrate the indicated compaction prior to placing material in s> ppbrt of the paVenlent section. MT' _ I anticipates that pavement areas will be subject to moderate traffic. MTI' (toes not anticipate pumping material tobecome evident during compaction, but clays and silts near to and above optimum moisture contents, ma . areas or soft arCMust. be removed and replaced will! structural fill' �. . y, tend to pump I -4bgraft.sait ..(i, req m) in support of the pavem it section a wo]Yas: Pill material and compacted nfifiv.�e:a uir d aggregates comprising.l,thle, pavement section must be compacted to not less than 956m) of inaximam dry density, indicated b.� ASTM.: D 698 for flex ible p avOrnents 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, compact on 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 rigi i pavement support $11 ot courses should not be visually detectable. Copyright '20,05 Njoter ials Testing& Inspcetion, Inc. 744-M Leftl.St. � Boise, ID 83709 # (208) 376-4748 * Faix (208) 322-0515 . E.Mail mtiQmfH0,qpm.:a www.mo-dcom. a A MATERIALS TeSTING & INSPIECTION July 27, 2005 Pige ff 1S of 30 J Environmeotal Services J Geotechnical Engineering J Construction Materials Testing J special inspections 1lnitisctve&boisc12005 repons\800-'999\45.0885g\bs.0885gcijttcli.doc MITI Tecom niends Ilia riiid concrete pavement be providedf,-,))- heavy garbage receptacle parking. This will $1. efirri , Inate damage catise, by the corisidorable load of containers transferred onto tile small steel wheels and: Subsequently onto the Asphaltic concrete. Rigid concrete pavement should CO)ISiSt. Of Portland Cement Concrete Pavement (PCCP) generally adhering to YrD specifications for Urban Concrete. PCCP 9hall be 6 inchesdikk oil a 4 inch: drainage fill course (see Floor Slab -on -Grade section), should be reinforced with welde6wire fabric, and control joints shall be oil 12 foot centers or less. CdN9TkVCT1ON CONSII DF.RA,rjON$.,- Fo ... rtbivor.,1K.- .Recommendations in thts eport are based upon s frowqr4j, elcinents Of the project being. founded On competent native cemented sandy silt soils or comp.4e ccl stt•tictuml Fill. Structural areas sfi6UW:hestripped to all elevation that exposes these soil types, Excessively organic soils, deleterious materials, and/or disturbed soils generally undergo high volume changes when subjected to loa.ds, which is detrimental to subgrade behavior in the area of pavements, floor slabs, structural fills, and foundations. Mature trees and thick grasses with associated root systems were noted at the tinge of our itivestigalioti. It is recommended that ,organic itrid/or disturbed soils, if encountered, be rempy _ ed to depths of I foot (miniiiiiiin), and wasted or stockpiled for later use. Stripping depttis should. e adjusted in the field to assure that the entire root zone and/or disturbed zone: (plow Op nd compaction of 4 r topsoil is removed, prior to placement a .structural fill ffiaterials,. Exact retnov. I depths should be dete cd during grading, operations by a qualified gpoteefinical representative, and shall be based upon subgrade soil type, Composition,,, and firmness or soil stability. Identified undprgrOUnd storage tanks (UST), below surface utilitiesj, wells, Or...,septic systems must be decommissibriddi removed or abandoned as deemed necessary by. governing Federal., State, and local agencies, Excavations developed as Ibq� result of such removal must be backfilled with structural rill materials as defined below,,,Arid in the abode section on Floor Slab -On. -Grade. AAtr existing subgrade soils: am excavated to design gra . 4e, proper control Of SUbgrade conditions (i.e., moisture. content) and placement and compaction of new rill (if required) should be overseen by a representative of the soils engineer (M*fl). Recommendations for structural fill presented within this report can be used to minimize volume changes and diMi-ential settlements thatare detrimental to the behavior of footings, pavements, and floor slabs. Sufficient density tests should be performed to property inoriitor coinpaction. For structorAlfill, beneath building structures one in -place density test per lilt for. every 5,000 square filet is recorrinicoded. In parking and drivow S P - yayweps this can be to one test for every 10;000 square t ., , cet, Cop)qjght' 7605 Materials Tbstiag & 1nsPdd1WhJ66.- 7446 W. Lemhi St. - Boise, ID 83709 - (208) 376-4748 & Fax (208) 322-61515 E-Maij.Mti0(.,ntHd.corn * wwwmti-id.corn MATeRIALS July 27, 2005 PAge # 16 of 30 TeSTING & INSPIECTION .J Environmental Services -1 Geotechnical Erigineering, J Construct on Materials Testing 'J Spocial Inspections 1ASO 8 *,CrNVr2\bPis,02QO5 repoi .0499$50885g%5O. $3,geo,tech.doe DrYJVeather, If constrLICtioll is to be conducted durio what is coa ered "Dry" seasonal conditions, problenwasso with soft soils may be avoided. However, shallow groundwater conditions, <related to springtinic runoff and/or late suninier/early fall irrigation, May induce rutting subgrade soils. Problems may also arise because of lack of moisture in native and fill soils at time of placement, This will require addition of water to achieve near optinitini. inoisture levels... Low cohesive soils exposed in excavations may become friable, i4gMatil.18, charIces of sloughingo%.-. oavi ing, M-"$Uresto control excessive dust should be considered as p4rt(ref ffib ov,prall health and safety mattagemetix plal n, VetAveritfier: If cofisiruction is to be conducted during yvMt i*s, considered "Wet" seasonal. condifions (conimorIly from; inid-November to April), problems associated with soilsoilsmust be considered, as part of the constructiOrk, plan. During this tittle of year, fine grained soils such as silts and clays will becortie wistable with increased moisture content, and eventually deforin Or rut. Additionally, constant low temperatures reduce the possibility of drying soils Ito near,,oplinitini Coliditiolls. Frozen Subgrade gr .1 Soils: .,,;Is: Frozen subgrade, soils must be allowed to thaw,or may be strip ped ;prior to placement of Structural fill ,materials or foundation eIeniqnt$,. Frozei) soils nitist be iltmoved to depths that expose non -frozen soils and: wasted or stockpiled for later usei. These soils must be,Ilowe;d: to, thaw and rctpn n .to near opflilluilt. conditions prior to Use as strur g Structural Fill: Sails .iggarded as suitable for use as StRICtIll-al fill are those classified as GW,. i3l),j GM, SW., SP, SIX& an IVI 1.11 . in accordance with the Unified Soil. Classification System (USCS) (ASTM 13.1487). The Use Of Silty soils (USCS. designation of GN4, SM an CP 4 ML) as rill may be acc table. However, these j) terials requite very high coinp, ino'iturc contents for I , action and require along tinie to dry out if ilAtural moisture, contents are. too high. Therefore these materials can be quite difficult to work with as moisture content, 1111 thickness, and compactive effort becomes difficult to control, it s lty'soil is Used for structural fill, lift thicktiesse-S MIOUld not exceed 6 Inches (loose.);. And fill material inoi$ftlre niust be closely monitored at both the working elevatio.n.and the elevations of materials already placed. Followingplacenient, silly soils must be prolected from clegradatlt wiesulting from constructimi traffiC ,fill tleptcqnstruction. copyrigbl'.2005 tytatcTials Testing & Inspection, Inc, 7446 W, Lemhi St. • Boise, ID 83709 (208) 376-4748 # Fax (208) 322.6515 E-Mail rnti Oq nnti-idmal - www.mtj I 4d.com tVilt►"T'IIAI�' July 27, 2005 Page # 17 of34 TESTING INSPECTION J Environmental Services J Geoteetu•rlcal Engineering J Construction Materials -resting J Special inspections kXnd$enerAoise12005 reportst$o0-999\b50885g1bSfl885gcot ch. doc 116cotfnniended granular structural fill materials, those classified as GW, GP, SW, SP, should consist of a 6 inch mil us•select, clean, gr tlultlrsoil with no more than'3.0Woyersizo (greater tl an 1/t inch) illaterial altd no more than 12% titles (less than ttZ00) and placed in lgtrs not to exceed 9 inches in thi4aess. Prior to placetrlent of 'structural fill mabuialsi sttrt'Aces, mu9t he prepared as outlined ill the Construction Coosider-ations section. St1•ttctp,ral fill-material•�lrould be moist u-e-conditioncd to achieve optiniuni moisture ealn,t prior to compaction. For structural fill below footings, areas of compacted backfill must extend outside the perimeter of the, f6oting fora distartcc equal to the thickness of fill between the bottom of fbutvdation and:underlying soils, or 5 feet, w1iichcver is less. Eaclr lay±"r` of"structural fill tllust lie cnrlrplcted to a rniirixr tatlr density of r)5�/p of t�ta t lum dry cierisity as deteernined' by ASTM 1) 1557 (for rigid structul-es) or D 698 (for flexible pavements):; `fhe AS`1'M D 1557 and lJ 69$ test methods shall be used for samples containing up to 40% oversize particles (greater tharl. la inch). If material contains more than 40% bilt less thail30% oversize particles, compaction of fill`shall be c6trlirhit cl by proof -rolling each lift with a 10-tan vibratory roller (or equivalent) until the maxinuint deusity has been achieved. Density testing, shall be performed #fter each proof -rolling pass until the in -place density test results indicate a drop (or no ai<ricrcasc) ill the drytli~nsity, defined as tile nitr.tr'rl um densitror "break over' point. 'flie number of required passes.shall be.used <aS fhe requirement on tine remainder of fill placement. (Material :shall contain :sufficient fines, to fill all void.:and shall not contain more than 50% oversize parttcles Barnhill; Backfill materials shall aseribe to-:th'e.requirements ofstruc Ural fill except than the n axinutiu tnatetial size: shall be 4 niches. In no case shall material greater than 2 inches in dianletat bear directly oil Strt OUral. elements. Placing over, sizes material against rigid surfaces interferes with proper compaction. Backfiil should be compacted in ace rdanee with specifications for structural fill, exeept ill those areas where it is dete.iibiiied that iitture. settlenreitt is ilot a concein , srlc as:.pla iter areas. Iit irorlsti itctural areas; back ll must be contracted to. a firm and tinyvi ld Jj0g eonditipt> Exovations S>7;alioNv excavations that do not exceed. 4 ,feet lit depth Wray .lie- constructed with side slopes appt-oaclning vortical. Below this depth, it is recommended that -slopes be constructedin accordance with 0&upational Safety and Health Administration (OSI-IA) regulations, section 1926, subpart P. Based on these regulations, orr-site: soils are classified as type "C" soil, and excavations: within these soil should � constructed at a maxiirtum slope of 1% foot horizontal to I foot vertieai (1'/21-1,IV) for excavations up'fo 20 feet ila height: Excavations in excess of 20 feet will require additional analysis. Note -that these slope an ies.we considered; Copyrigt t' 200S A4ateriats:TcWng & Inspection, Inc.. 7446 W. Lemhi S1. • Sd", ID 83709 • (208) 376.4748 • Fax (208) 322=6515 E-MaJ[,M-ti.@mtHd.com 9 www.m i-id.com 11-ATGRIALS July274,005 "Page # 18 Of 30 'T eSTiNG INSPECTION :j Environmental Services J Gootmhnical Engineering J Construction Materials Testing J Special Imspectigns �kntiservrr2lboisai200� repc�rtstS00-�J9'�1b50885gtb30>SS5geotectrdae Shallow, cemented fine grained soils (caliclie), etit;,ountered through :soille of the site, may cause difficulties during foundation development and utility placement. These soils typically extended thl-ougli depths of 5.5 to 0.1 feet, For deep cxcavations, native gr oAjar soils cannot be expected to remain in position; These. materials are prone to failui and may collapse, thereby undermining upper,soils layers. `Phis is especially true when working at depths near the water table. Proper care must be taken to protect personnel and frCltl tl)113.�J3% During our sUbsur!'faice exploration, test pit sidewalls generally exhibited little indication of col1000; Iioweven, sortie cavt of granular soils occurred, Care mast lie taken so that excavations are roerl}r; backfilled in accordance with procedures outlined in this report. Water and loose debris should be removed front these. excavations, prior to placement of fill sails or concvete Graund���ater �ontr�l> Qroundxvater has -been mtenr ntered on (he: site, but is anticipated to be below the. depth of wrist"rttetibri, Excavations below rile r table will rctluirC a dervatering program. It may be possible to disehairge dewatering effluent to "rehtote porticos of the site or to a strategically located sump or pit. This will essentially recycle effluent, thus eliminating th$need to enter into agreements with local drainage authorities. Should the scope of the proposed project change, MTI should be contacted to provide: more detailed groujifti ercontrol measures. Special precautions for contra l of surface runoff and subsurface seepage in general. It is recommended that runoff'eattsed by wet weather, be.lirected away front open excavations. Can -site silty or clayey soils can be expected te.become"soft and`pump if slibjectel to excessive: traffic following periods of wet weather. ponded surface water areas should be drained to allow construction to take place 11i1•0ugh inctliods such as trenching, sloping, crowning grades, nightly smooth drum rolling, fir installation of a French -drain system. Additioiudly; temporary or permanent driveway sections may be constructed should Wet weather be forecast. GL, INE AL C'©MMENTS When plans and spe*r ficxtio s are complete; or if significant changes. are made in the characitrr or location of the proposed sCructuTG, consultation should be affariged as supplementary recornmendatiotis inay be required. It .is recommended that the set -vice of a qualified geotechnical engineering firm. be engaged to test said evaluate' soils in, footing excavations before placeinent of concrete to determine if soils tweet compaction requirements; Monitoring and testing sliould also be Performed to verify that suitable Materials are used for structural fill and that proper placement and eornpaetioil is pel-fomied, cop)'isht ` 1005 Materials Testing & Inspection, im .")3 6-4748 = Fax (208) - WWW mti=id.com MATeRIALS a lily 27, 2005 Page 19 of 30 N7, TeSTING & INSPeCTION J Environmental Services J Geolochnical Engineering. J Constructioll Materials Testing. :1. Special Inspections \W(*rYer2\bjJse\2005 reporis\80-9991b5DS$5g\050885,geolech.doe REFER&&� American Society for Testiiag M t 1.999, Standard Test Mdthod.fdr Materials Fibiolthan 757pjt0kL 200) Sieve in Mineral AggtoWbyVashijig: C 117 - 95, 3 I Anierican3ociety for "Testing"TestingMaterials, 1999, StaridardestMethodf T brSidwAiialysisofFite and Ciaai`se` Aggre-900" C 136 -90 ., � 5 p. American Society for T, t ng,-Ma#q sz, 1999, Standard TatMethods for Licloid, Limit Plastic Limit, - Plasticity Index of -So a 86 1 1 PM A -SIT -,I) OM n tiori: D 4318 Collett, R.A 11-9800i spi1 urve,yvfAda County Area, IdA U$ Departmem Of AgricUN, yo� 8*11 Corlservatioll Sm, Ift' 3 Offiberg, k.L. And Sias ford, LA.,1992, Geolo i se, Valley arid adj oiftirtgarea, Ada. amid, gic;Map of the Boise CariyonCoumie.s,Jgho: IdalioGeologic Map Series, scale 1:100,000. Copyright' IbO5 Mater'ials Ttslin_g & lnspert on, Wc. 7446 W. Lenihi St. - Boise, ID 83709 , (208) 376-474.8 , Fax (208) 322-6515 E-Mail mli@mfi-id,com wwwwmtHdmm July 27, 2005 iUl AT 1E R I A L S Ngt W 20 of 30 TeSTING & INSPECTION � Environmental Services J Geolechnical Engineering _j Construction Materials Testing J Special Inspections \\m1iSeTvrr2%OiSeQ 05 . rr ".O 98505085scotcch.doc . . , ports\800- q APPENDIX Gvwici CmicAL GENERAL NOTES UNIFIED .$,,OIL CLASSIFICATION SYSTEM GEOTVC,H-N.wAL:'TE,'ST,PIT LOGS, GEOTIECHNICALBORING LOGS "SHTO PAVEMENTT IHOMSS DESIGN $HEFTS 1 . CBWtESTDATA SITE MO PLATI C'S Copyr gbt:'2005 Vbketidi"Ttstibg A Ins0edion, 10: 7446 W. Lemhi St. * Boise, ID 83709, t, (208) 376-47481,: # Fax 0_8),.,0.92-6,515 E-Mail mWnifi-id.corn, - www.mtHd.c—om. ATr= R I A L 5 July 27, 2005 TeSTING Page # 21 of 30 & NSPECTION _j Er-twornientat S,,;mces; _j Geotechnical Enaineerino J Constroction Materials Testing JSpecial Inspections Y,m0sVr%vr2'%boise\2005 GEOTECHNICAL GENEIZAL NOTES SOIL PROPERTY SYMBOLS N: Standard "N" penetration: Blows per 'foot of a 140 pound hammer falling 30" on a 2" O.D. S. Q11: Unconfincd comp ive strength, to1jsjft2 y,pssi Qp: Penetrometer value, unconfined.mbinpresgive str6qgth, tolls/,f,2 Qc: Cone Penettometerval ue,: V . �i c V: Vane value, UltilllfltC shearing strength, tous/ft INI: Water content, % LL: Liquid Limit PI: Plasticity Index NP, Notj=Plastic D: No tkfral dry density lbs/0 wr: ANC fdntgroithdWater level (at timit rif ted: Ad bompletion), DRILLING AND SmVIPLING SYAO SS: Split -Spoon- 1 3/8" I.D., 2" CID,, except where noted: ST: Shc1by'Ribe - 3 " 0. D.,oxmpt where noted. AU: Auger Sample. DB: Diamoml Bit, CB- Cai-bide'Bit. GS: Grab Sample. jU. ATIVE DENSITY AND CONSISTENCY CLASSIFIGATTION Non -Cohesive Soils Standard Penetration Resistgoge Cohesive $-olls Standard Penetration Resistance Very Loose <4 Very Soft <2 Loose 440 Soft, Medium Dense Firm (medium, tH. Dense , 3P0' stiff - 8-15, 60V Dense >50 Very Stiff: 15-30 Hard >30 PARTICLE SIZE 1 3 ouildem 12 in. + Coarse Sand 5 min to 0.6 min SIM t704401*W 0.005 mm Gabbles 12 in. to in. Ntedium San(] 0.6 min to 0.2 n-an aliyv oravel .3 i. n. to 5, nu-4 Fine Sand U min to 0.0744MI ODPyd, I ght ", 2005�WwrimsTcAngA Inspiedim Inc. LeMN 81., 0 Bt tse, ID 83709 - (208) 376-4748 • Fa.X.j998) 322-6515 E-V Umti-id.com - www.rn-ti-id.com ATERIAGS — 1%,001 ,rttlym5. Tee TING & INSPeC:TION J Environmental Services J Geoteehn"I Engineering ::1 Construction Materials Testing J Special Inspections k%jtisOver2%oisc12015 reports�800-999\b5Oli8Sg;b5OS8S,geotecb.,do Unifiedoi1 Clasfi�at©>fx Syt�m Major Symbol Soil Aes�riptia is Dtvi"shins_ _ Wel17gcadledl gravels,14MV 1- stt l to r s, larttle or no dries Gravel Cr�V Poorly -graded graytrls, gravel -sand mixtures, little or no fIlI S and Gravelly GP Silty gravels, Poorly -graded gray -sand -silt mixtures Sails <50% GM cOrsefractibn Clayey"gravels >Paorly grads+d ra el:saitd-bla ;mixtures asses;# siove GC Coarse Well- V.044 sand$ gr.aveity sa�ads, lithe or no ales Grained Sand SW Soils and Pe1[UrlyKg' ded SaaIi�Is:} gravelly sands, little or no rines <50% SandyJ� i passes Soils Silty :5andsa ftofly= rc { E( " anol- 11I11ixture's' #200 sieve >50% SM coarse: f-act 011 Clayey s<xncls, Poorly -graded saner -gravel -clay mixtures passes #4 sieve Sc Inorganic silts ,very Anlesands, silty or clayey fide sands. clayey, Silts ML silts Ino1%. �Ilic clays of low to Inediurn plasticity, gravelly clays, sanely and Clays CL _ clays, sillyclays, lean clays Moe LL <50 OIgank.silts and organic Silt=clays of low pia ticity Grained OL Soils bid rgAttic silts; tl icaceous or diatontaceous`fine salad ors i It >50% Silts ME Irqrga,iicclays>,qfliih plasticity, fiat clays passes and #200 sieve Clays GH, GrO.Aic stlWw clays t;<fIIIedium-to-high p"lasticit LL > 50 014 H glily Organic Soils Peat, urnus,: hydric soils �uM high organic codiet .t PT 7446 W. Lemhi.I. • BO , ID 037t39: • (2C E-Mail. mti @ mtl4d.com 0 copyrishi' 2Qt3S wtcrialiTestittg a Inspetrtion, Inc. Fax (208) 022 6515 MATCRIAt.uly 27, 20055 Page 23 of 30: TESTING TION I NSP X it J F .1 Special In pections fivironmental Services J Geotechnical Eogineering Construction Materials Testing 3 Vmfiserver2%o 04005 rcppq&%00-90\b56985 tWSB otech.doc .. ')ge GEOTECHNICAL INVESTIGATION TEST PIT LOG Test J,og TP-1 1) lAd vaneedi 1/13/2005 Logged By: Jesse Barris, E.I.T. Excavated By: StruckfiWaWs, 13ackhoe Service Location: See biter Site .Map -Plates Depth it). Water'Table: Not Ene punt r C. Ed Depth to Uottom OfHo Deptli Field Des c r! 1) timl, AY/USCG: Soil Sample Sample Veptlil Qp Lob Test (Feet) . and Sediment Classificatiqp, Tjype (Froni-T,6) ID Gravel FlIA, (Fl1,L-G.f);. Broivii, (by to slightl), moist, medium dense, With 6-Incli minusgLnvel. Lean Clay (Cl,): Bivwn to (lark brown, (hy, hamt, 4.5 Sandy Silt Light braw?, dry, ,16-6- A 11tjj*d, weakly cemente(l. 4.5-1- Silty Sand (Sm): Armyll, dq� Poorly Graded Gravel (GP).-. light brown, di), to slighill, moist, InMillm clens.'O, with 8-inch milmslvell 1*0111.1ded cobble s. op T" * 2! 05 Mwedialsrcsting,& inspection, Inc; 7446 W. Lpmhi St. • Boise ID 83709, - (208) 3764748 e Fax (208) E-Mail mtJ@nJtHd,,com • www.mtkid.com AL Page e#I2,2Q0l) ATERI ' age ' 4 ot'30' TESTING ,Lii INSPECTION J Env tonme tal Services .,] Geotechnical Engineering J Construction Materials Testing J Special Inspections a4ntiscrver2\boik\2005;f4}pons1<800-999\b50885:gtb50885gcoteclL4oc GEOTECIII ICAL INVESTIGATION TEST PII, LOG Test,Yit.Log fiPwl Datc Advanced: 7/13/2005 Logged By: ,Jesse Barrus, >it, E,ccavated )3Y, Stru*matn's Backhoe;Service Location: See Later Site ,Map Plates l ieptl� to., Two!"Noubleountered Depth to Bottom Of Tole: 8.1 beet Depth (Feet) Field Description, w/USCS Soil andS;ediment Classification S.stnlple Type.- Simple Depth (Froin To) Qp Lab Test Ili Poorly Graded Gravel (GP): Light` .,bro art, medimn dense, with 8-inch minus iveil rounded cobbles. CopyriglW 2005 kiatefiats'Tcsting & Inspection,lnc. 7446 W. Lemhi St. • Boise, ID 83706 • (208) 376-4748 Fax E-Mail mii*mtkid.corn • www',:rnti=id:com. MATERIALS,-01 TCESTING & INSPECTION July 27' 2005 Page # 1$:000 J Environmental Services 3 Geotethnical Engineering J Construction Materials Testing J Special Inspections 5 ge otechAple GEOTECHNICAL INVESTIGATION TEST PIT LOG Test 'fit Log4- TP-3 Date Advanced: 7/13J2005 Loggcd By: Jesse Barrus, E.I.T. Excavated By: Struclunan's Backhoe Servke Location.- See Later Site Map Plate$ Depth to Water Table...- Not'Rino"atered Depth to BoUbm Of:H*q fiy� reef Deptli (Feet).' Field Descripff Soil and Sediment Classffjcatiuu,> SaRIJAC Type Sample Depth (jTrom-To) Qp Lab Test ID Gravel FILL (FILL-CP): Browii, 0.0-1.2 &-17' 1?iedium dense, with 6-Melt mijul's gravel. Poorly Gnaded.-Gftvel (p][1): Ligia, 2-21'7,2 deiise, ivith 8-hicli mimis well rounded cobbles. Copyright "20"05.K.AidAls Toting 4, Inspection, Inc: 7446 W. Lerngi St. * Boise, ID 83709, v (208) 376.4748 # Fax (208) 322-6515 E-M,o mliOmti-fd.com 9 www.mti-1d.cqm July 27, 2005 MATMALS Page# 26 of 30 VESTING & INspraCTION Testing J Special Inspections P Environmental Services J Geotachnical Engineering' aeonsliuction Matorints *OftrverZlboisc\2005 report,\800-909bSOS85g\b$68858coter'll.doc GEOTECHNICAL INVESTIGATION TEST PIT LOG 4 Y:,� To PRLog fl: TP-4 DWA&Mnced: 7/13/2005 OgSWIR ,Jesse gArrut}E.I.T'i Excavated By: Struckmstit's Rackhoe Service Locat on: SeeLater 8 Map ,,Ptpto t*h, to Water-Tablo!., iot la>Iteounitred Depth Depth Field Description, Nv/USCS Soil Sal"Ple De6th Qp Lab Test (Feet) :,u;)d Sediment Classification -om-To) ID Poorly Graded Gravel (GP): Light brown, medium dense, with 10-inch minus well romided cobbles. 744.6 K Lombi St. I Boise, IQ 83709 ;4748 # Fax (208) 322-,6515 EwMall mtMinti-id.com. wwwpA.Hd.com MATE RIALS,.w My 27,20.05 1 1 Page,4 27 of 30, TESTING & INSPECTION -3 Environmental Services J GeotechMcal fingineering C1 Construction Materials Testing ,:ZI Special Inspections 1Wfis0,Vtt2*of \2005 repuils',800-999\00 0,85g$,50 $85,poteckdo.c. GR OTE CHNICAL INVESTIGATION TEST PIT LM: Test Pit Log #- TP-5 Date Advamcd:'71 1005 Logged By: -Jesse 3*n1s,F,.I.T. Excavated By: S tru Clull all's Backlioe Service" Location: See Later Site Map.pluteg: DOepth to Water Table: Not Encountered Deptkto,lloftom OMWc: 11,7feet Depth Field Description, Ns'/USCS Soil SA It SAW& Depth Qp Lab Test Feet )_ and Sediment Classification ID Leau,,Clay (CL): Browit to(k Isar 0.0-1 , 7 brovtm, di.y to slightly m0im" hqr.,q,. Qi5-*tq tJo,: k�o 4,5 A ]:—Roots hi the upper 8 inches, MR Sandy $11t (Mj,,):, Light #j own, (6%. 1,7-5,5 hoed, iveakly c pfed. :4.5+ Silty Sand (S Likht brolvil, fIry, 5.5-6.9 medium demo. Poorly Graded Gravel (GP): L ogil 6,9-11.7 vvith 8-inch minus ivell romidett cobbles: *,"estl ID 1w SleveAup,lysi, - 1. ..... #4 #1,0 #40 #00 #200, 7A 05' 94 87 75 65A Laboratory' esting For Bo- mlp� Lab Test ID rvi LL PI e A all psis % # #40 #100 F #200 8-2 (2.5-4.0 feet) 23.7 37 lb 91 8'5 1 6& 56 49 B-5 (5.0-6.5 foot) 1:9.1, 4 1 1 19 i—Loo 99 "q . 1 80 KL_j, Copwighr,1965- leeip);�T0.0;Ig 4 Inspection, Inc.. 7446 W. Lembi St. - Bol6ei:1.01-83,709 * (208) 076"S F-MailmtUaMtWdaAM f:UArJWmtLWXYW Materials FIELD BOREHOLE LOG Testing & BOREHOLE NO. $.. Inspectidn TOTAL DEPTH: 21.5Fec .......... PROJECT INFORMATION DRILLING INFORMATION — V 1:PROJECT Overland Walg eiii DRILLING CO.: Ilaz-Tecli Drilling SAYE LOCATION: See Site Plan METHOD OF DRILLING: Hollow Stern Auger ;JOB NO.: B50885g SAMPLING METHODS: Split Spoon (LOGGED BY: jesse Barrus,_EXT. DATES DRILLED: 30 June 2005 Symbol Key Standard Penetratlon Test (SPT) W GreundwAter tiring Driling Depth (Feet) S6111Drilling; Stfr7 t3 eripiian Blouys "N" S'vmbols` 0 W 40. 60 Materials Testing. & Inspection PROJECT IN'FORMATION ECTh -OVerland W-al r,npiq -- —� Ij vu naz- i cenorining -OCATION: 'See Site Plan METHOD OFDRILLING: Hollow Stein ,AI1ger B50885g SAMPLING METHODS, Split Spoon, ED BY... Jesse BaMtFA%t DXM4;"PfUED. 30June .20051 lsymbbl Kek., 0 roondWator . During Drolng .(Feet) !!Np 0 0 46 sljghtllymoist, madjum, dense.mo LEAN CLAY (CL): Dark brown, slightly moist, medium stiff. X. SILTY SAND (SM): Light brown, slightly moist, dense. Ti . ........... ....... . ... . ...... . . ........ . . ........ . ...... . ... POORLY GRADED GRAVEL (GP): Light brbwjVjfthtry ti moist, very dense. CN No grounoWa r encounWred. Materials Testing & Inspection PROJECT !FORMATION PROJECT: Over , Und Walgivens SITE LOCATION: Ste Site Plan JOB NO.: LOGGED BY Standard Penetration'T Depth (Feet) Soil/Drilling. So ---ymbols 0 fir- I - i SILTY SAND (SW Ligh dense. jjg POORLY Gkk OR/ moist, dense to very den k Al V avE u No orbundwatAt ASPHALT: Black, POORLY GRADED SANDY G— sliqlItliftnolst, mediUM dense. LEAN CLAY (CL): Dark brown, slightly : y. fn&jt, !� i Materials Testing & InsPection PROJECT INFORMATION PROJECT: Overland Walgreem, SITE LOCATION: See Site Plan JOB NO.: IB509959 DOGGED BY: Jose Barrus, R.M Standard Penetration Test (SPT) ...... . ......... ........ . .. .......... . . . .. . .............. Depth (Feet) Soil/Drilling S-6, Symbols FIELD BOREHOLE LOG BOREHOLE NO.: B-4 TOTAL DEPTH: 9.5 F,6et DRILLING INFORMATION DRILLING CO.: liez-Tech Drilling METHOD OF DRILLING: 110110w Stein Auger SAMPLING METHODS: Split SP061i, DATES DRILLED: 30 June 2005 Symbol Key W,000dfttarDuring Drillngr Iscripflon 0 20, 40 $0 I I ivam:ll 0 i 1) A: Materials Testing & Inspection PROJECT INFORMATION PROJECT: Overland Walgi-eens See Site .SITE -LOCATION: to Plan JOB NO.: B50885g .LOGGED I5Y0- Jesse Bar Standard PenettationT t(SPT); Depth {Feet} bolt:. 201 FIELD BOREHOLE Li BOREHOLE NO.: B-5 TOTAL DEPTH: 21.5 Feet DRILLING INFORMATION DRILLING CO.: 1-In-Tech Drilting, METHOD OF DRILLING;; 11olloNv stem Auger. SAMPLING, METHOD I $: Split Spoon, DATES DRILLED; 30 June 200$., Symbol Key- v Groundwater During Drillng mcripudh MATERIALS TeSTING & INSPECTION EnVironmental Services J Geoleclinical Ej hily 27, 2005 Page# 28 of 10 3 Construction Materials Testing 3 Special Inspeoons tXm,tiserver2tboisO2005 "ePOII\$00-099l4i0995g1b50885gp6te�c ,d o AASHT0 PAVEMENT THICKNESS DESIGN PROCEDURES, paverno , "IS' At fftk.,Ah*..Dpxj9i);t.*' - t P � . CA' (1n,- :ropbJtCtlkil 09VOOPOV-0i :Truck A Avie eball yl* mccoolluo 15% All1a �iA:tw1b4m Palk life 20: ytod, of Trarric in Design :L-Aur. 100% TinVinal SeN iceatallity Inde", 2-5 95 Subgrade C1111 1<21111r., 4 subgradc'Mr: (),000: 61culatioll of Design t8 kip ESALs Daily',l 'Growth Wad posigo , Traffic lwt!� Factors: !;SALT. Passenswtirs: 100 2.0% okooi 709' 1lusi S-. O."Clo, 0 Pmi1P"!*Pickup Ti-uiw 50 24°!0; sot 10 2.,AxX'6,Tfiv Truckv 0 2,,0% 210 Truck 'o to I f": Doubl�TY,910T;Voks eaky. Tractor Trailer *o r 0 L Ulm TWO 4,463: Th 2:611 "js leuritiaer hiij �6� (ban ibe tr,,1 'SN 2.50 AWilotyrfealea Bake, 0,00 0-25: 0.0b nla Cruihod'Auregale nase; 4.00 14IR ARIOAUICSubgradv: 10,00 Lo $peclaf Aggregate Subgrade., 0.00 t 1W Ma(crials Testing &- InspLt, tidn' Inc, 744.6 W. Lemlli:St.' 0 BPjse, ID 8370!* V08) 376-4749. * Fax (208) 42266516 F-Mcilln1tiOmfiA -com *'Www.mt4icom' MATeR`IALS � Jul} 27, 2005 TESTING Neg@ 29oF30 INSPECTION J Envirl--mmental Sermes J Geotechnicet Engineering Z) Cons ruction Material& Testing _] Special Inspections \Ihititervet,2.NboiS:e12005 reportsl800-999~b5Q8Ss,g\b5osSSgc,6(e lt:doc AA8,RT0 PAVE MENT TAICKNESS. DESIGN PROCEDURES A6-*00.0 Section Design Loejtiojt. Pi apos cCRcl"pil Ucvelo meth, {xusl .Ae ess Aaerag,eDaily Trafile Coll ntt isn Ali.iates8tf3ctitr'i}trecatons; Design Life,( `l'enrs af'Traftic iu Dcsign Lanc: 1tit1°lo TerAll"al Scrieeapility Moe ai t1't). Z3 Level of Rel'robilit}t 0 Subgrade C'BR Viliic: stlogtodt Mr., COOU. Calculation of Design IS kip"ESA14, Daily C�irQstlt{l... Loud Ike ri$n 7iafti : > dte l-actors, t-a*tl I'assetrger `ars: 2t J 0.000t; I SST Buses: 9: 2 0%, 0,6806 2 t, l Panel S: Pickup Trucks: 30' 2:0U: U.0122 .44 3,2461 C.'oiicrcic Trucks;' 4,4800 119,193 C)umlr 1"rucks: f Y.a o' 3,0300 32,193 Tractor Semi Trailer lruc4—. 2 .L W 2. 3719 42.071 Double `haderTruc s iteul 1t wr `I3 ailer f binbo Trucks: 41 Zo,W 23187 102.817 A-seragc�liaily Traffic ill Design Lom: 1' 7S 2.t ib; 2.9760 20393 Total Design Life -I $ kip FSAl 's% 3§3:269 At,tual',tpg (ESAVs) ' 4 331; T OS1\: 1$0 '1 riai trig i>43AL's)s' 5-¢32 Thf9.t;tttstbc ttttilte;or grcati r than the Victual t+o9 (FSAL's) Pavernitnt%Ctclton Urstgp.Stss 3: t1 or gr 0cr thdn irwc:,*l STD OtaEgn 1?e�tJr Str,>vetur�t prainag'r Inrhr� Catffititne Cur[ticii:nt;' Asphaltic Cttoerttas 3;t111 Oad? pre Asphalt lireatetl 0a5e, "rreaietl 0"25 C'cmenk Baser: y �dlU 0.17. Ci"usbed Aggregate Base:'` A,I i 1tU: Pif licit A g g ggrc AIe.Suir rArjt:' 14-00 0,10 C'aarse Aggregate Base; 0.00 0.12: 1440 W. Lemili St. • Boise- ID 83709 • ( ( E-Mail mWinfi-id.com Copyright' 2005`Materiais Testing Inspectltin, !nc 76-4748 6 Fax (208) 322-6515 w.mtkid.com K [VIa ATE RIALS duly 27, 2005 TESTING & pilglt 4, 30 of.30 INSPIECTION J Envi,onmental Services Z) Geolechnical ErVineefing aconstiudiOn Materials Testing J Special inspections r o �Xtntisc, ver2\b ise\100 re POits\800-9"%50885j1Nb5O885goo.tccb.dot CAR. DATA Source and Description; TP-5,0.5%1.0' Date Obtained; --Sample juty 13, 2005 ID: 3686 & swell: SintplePiepared: X M!eanic2f. w1olt Compaction: AASH TO_jTL ft AS1 NJ D 1557* A X unsoakc&- Dial #1 DL'Ptb OIL CJBft 111011Io inp, 1 h"L jLtjjfi4fpsi': V% ' , 4ILk , 0 L0 2: 0. 4. 7 -7f, 06.7$ 26' 47.1 0.100 31 3 12, 1,15 025 4i 14 144 0,1504.#: 16 163 01175 , $4, is 102 060 , 6 1 . 4 22 226 O—NIO 4'1 -4" L277 ().`JW -9,2 '4: 324 0.-500 IQ$ .4, sample:#- 1 2 CBJ? Value: 4 0 IX Ptmsily� 102.7 0 9M% 0-0% 4 0 1.6.04 vt Drodu so: SjitiS: 611 L, Piston lost) 60: 46 20 0.10 0410 0,30, 0.40 0.50L Maximum Dry Drilsitil: 102,9 ftfor4j:Compaction: 20.6 2o6 i4mstureJOOPWM Top I Inch; 22,.l 96 Passing 3/411: loo ,QQpytjjbt'* 2005 Njjjjtrj2j5 TettilISL& ftj613 7446 W Lo hl Sf. :$OISG ---------- ID 83709 - (208) 376-4N8 , Fax (208) 322-6515 �E-Mall mtigmti-id,conj 9 wvyw.MtVld.com - Topouaiahic ?]Ate I x v Materials Testing & Inspection p on 740 West Lemhl Street BOISE, IDAHO83709 P) (208) 376-4748 F) (208) 322-6515 e-MAIL—Mti@rnti-id.com Overland Walgreens Overland and Meridian Roads Meridian, ID Drawing NO. B508859 JUIy 11, 2005 Modified from USGS by. JSB Merhliart Quadrangle Sec, 24, T3N, R1W MATERIALS TESTING & INSPECTION 7446 W. Lemhi St 208376 4748 Boise. 083709.2835 Faz;208322-6516 mti@mli-4.com "4"' sReiail Development> �to=os—ed LEGEND eridian, Jr, MTI`Boring Test Pits �3 Drawn By: JCT July 6, 2005 Subject Property DRAWING: B50885g a d RADIUS NOTICE REPORT FILE NAME: Medina 16-Jan- 2007 Owners Property Address: ADA COUNTY HIGHWAY DISTRICT Property Address: BOWDEN PROPERTIES LLC Property Address: BOWDEN PROPERTIES LLC Property Address: BROWN GARRETT N Property Address: BRYNER CLAUDE A Property Address: C & E INVESTMENTS LLC Property Address: COTEJASON Property Address: ELK RUN HOME OWNERS ASSOC Property Address: Owner Address Medina 3775 ADAMS ST GARDEN CITY, ID 83714-6447 Medina 400 W OVERLAND RD MERIDIAN, ID 83642-8105 Medina 400 W OVERLAND RD MERIDIAN, ID 83642-8105 Medina 1893 S RIPTIDE AVE MERIDIAN, ID 83642-0000 Medina 1915 S GULL COVE PL MERIDIAN, ID 83642-6574 Medina 1414 SUNRISE RIM RD BOISE, ID 83705-0000 Medina 182 W DAVENPORT DR MERIDIAN, ID 83642-0000 Medina P O BOX 44869 BOISE,ID 83711-0000 Medina I Owners Owner Address FIRSTBANK NW CORP 1300 16TH AVE FL 2ND CLARKSTON, WA 99403-0000 Property Address: medina FRITZEMEIER RANDY 1896 S RIPTIDE AVE MERIDIAN, ID 83642-0000 Property Address: medina HARRIS KIMBERLY 1870 S GULL COVE PL HARRIS PHILLIP MERIDIAN, ID 83642-6574 Property Address: medina HOWELL WILLIAM E P O BOX 676 JACKPOT, NV 89825-0000 Property Address: medina JACKSONS FOOD STORES INC P O BOX 610 MERIDIAN, ID 83680-0000 Property Address: medina KERBER MICHAEL P 1894 S COVEY PL KERBER ANGELA MERIDIAN, ID 83642-0000 Property Address: medina KOPSITY ARLENE TRUST 1560 BRENTWOOD CT WALNUT CREEK.. CA 94595-0000 Property Address: medina L & M CONTRACTORS AND DEVELOPMENT PO BOX 1604 IDAHO FALLS, ID 83403-0000 Property Address: medina LEWIS PHILIP T & LEWIS SANDRA H 1908 S RIPTIDE AVE MERIDIAN, ID 83642-6572 Property Address: medina LYONSKATHLEEN 1912 S COVEY PL MERIDIAN, ID 83642-6573 Property Address: medina 2 Owners Owner Address — — — MARTHE RONALD A 52 W DAVENPORT DR OWEN SUZIE M MERIDIAN, ID 83642-0000 Property Address: medina MCCARTHY RUTH F 1889 S GULL COVE PL MERIDIAN, ID 83642-6574 Property Address: medina MCGRATH BRYAN J 168 W DAVENPORT MERIDIAN, ID 83642-0000 Property Address: medina MCMACKIN CINDY SUE 1892 S GULL COVE PL MERIDIAN, ID 83642-6574 Property Address: medina MERIDIAN HOSPITALITY GROUP LLC 1575 S MERIDIAN RD MERIDIAN, ID 83642-0000 Property Address: medina MERIDIAN HOSPITALITY GROUP LLC 1575 S MERIDIAN RD MERIDIAN, ID 83642-0000 Property Address: medina NICHOLSON THOMAS T PO BOX 690 MERIDIAN, ID 83680-0690 Property Address: medina NICHOLSON THOMAS T PO BOX 690 MERIDIAN, ID 83680-0690 Property Address: medina NICHOLSON THOMAS T PO BOX 690 MERIDIAN, ID 83680-0690 Property Address: medina PARKER JENNIFER L 196 W DAVENPORT DR MERIDIAN, ID 83642-0000 Property Address: medina 3 Owners Owner Address PEACH JULIE 1875 S RIPTIDE AVE MERIDIAN, ID 83642-0000 Property Address: medina PENA ROSE E 3149 N BOULDER CREEK PL MERIDIAN, ID 83646-7837 Property Address: medina PORGES JUDITH H 74 W DAVENPORT DR MERIDIAN, ID 83642-0000 Property Address: medina RAMIREZ LAURA 230 W DAVENPORT DR RAMIREZ LUCIANO MERIDIAN, ID 83642-0000 Property Address: medina REITHER THAX 98 W DAVENPORT DR MERIDIAN, ID 83642-0000 Property Address: medina ROGERS WAYNE L 214 W DAVENPORT DR ROGERS SUSAN M MERIDIAN, ID 83642-0000 Property Address: medina SOUTHERN SPRINGS DEVELOPMENT INC 1412 W IDAHO ST STE 110 BOISE, ID 83702-0000 Property Address: medina SOUTHERN SPRINGS DEVELOPMENT INC 1412 W IDAHO ST STE 110 BOISE, ID 83702-0000 Property Address: medina SOUTHERN SPRINGS LLC 1412 W IDAHO ST BOISE, ID 83702-0000 Property Address: medina SOUTHERN SPRINGS LLC 1412 W IDAHO ST BOISE, ID 83702-0000 Property Address: medina 4 owners - Owner Address SOUTHERN SPRINGS LLC 1412 W IDAHO ST BOISE, ID 83702-0000 Property Address: medina TOMLINSON DARRELL R TOMLINSON LINDA L 1817 S MARSH WOOD PL MERIDIAN, ID 83642-0000 Property Address: medina VAN AUKER RONALD W 3084 E LANARK MERIDIAN, ID 83642-0000 Property Address: medina VELDEVERE VICTOR F PO BOX 7505 BOISE, ID 83707-0000 Property Address: medina WELAND KEN WELAND JOYCE 112 W DAVENPORT DR MERIDIAN, ID 83642-6575 Property Address: medina WEST BETTY JANE 134 W DAVENPORT DR MERIDIAN, ID 83642-0000 Property Address: medina 5 FS-T rn u u_ 7 7 mK ox m _.M 4,� -a '1 pip to N = D m m coos - oCO CDZ ID > p m o _ CDZ n L CO 9 CITY pfi ' �YIG�l�"ll 33 E. Idaho Ave. Meridian, ID 83642 cF TREASURE V 1903 1993 c ry�ry� t'J N %l;llys L,f: pPk-:1i I _ u ] 7 n u J C ] C � J L ,a 0 IT rrl r D O ru it Ln O S ru a a GITY.OF'., y' Wrld G-n 33 E. Idaho Ave. y Meridian, ID 83642