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PZ - Geotech Report 2011 (1)MATERIALS TESTING & INSPECTION C1 Environmental Services O Geotachnical Engineering O Construction iblai rials Testiny Special Insir•�ctions GGOTGCHNICAL ENGimEmci REPORT of Proposed Residential DGWOPMEnt McMillan Subdivision OcMillan Road Meridian, Idaho Prepared for: Col(eman Homes 1959 South Topaz Wau, SUMS P -O® Meridian, Idaho E33642 M` 8 File Numbu B8109909 2791 South Victory View Way ° Boise, ID B3709 G (208) 376 4748 Fax (208)322-6516 mti@mti-id.com o www.mti-id.com MATERIALS 18 November 2011 TIESTING & Page# I of 32 INSPECTION g \\server\reports\boise1201 t reportsl3�-999\bl 109908\b 1109909 eial Inspections In Fnvironmentai Services _ 0 Geotechnical Engineering ❑ G6nStrUCtlOn tela a. tats Testing Mr. Thomas Coleman Coleman Homes 1859 South. Topaz Way, Suite 200 Meridian, Idaho 83642 (208) 424-0020 Re: Geotechnical Engineering Report Proposed Residential (Development McMillan Subdivision McMillan Road Meridian, Idaho Dear Mr. Coleman: on evaluation In compliance with your instructions, we have for this investigation wasocoaduon cted on dlVovember 2011 f oDaha above referenced development. Fieldwork investigation,ditions. Results of this have been analyzed to evaluate pertinent h followinl con it. We have pro ided three cop es for your t review our reconunendations, are to be found to t g p and distribution. ruction details that occur on a Often questions arise concerningcotntinueour conditions role as geotechnical eng neerstduring project implementation. project. MTI would be pleased toices Additionally, MTI would be pleased inprovidingvseus of materials appropriate time special to tdisc ussothese�engineering ng construction of this project. If you will ad services, we will be pleased to meet with you at your convenience. MTI appreciates this opportunity to be of service to you and looks forward to working with you in the future. If you have questions, please call (208) 376-4748. Z' G�\ Respectfully Submitted,1<EVIV L " o . � Materials Testing & Inspection, Inc. 1 rSCHROEDER ! 5 x,964 �\ y s,"aOFIDP�,O AiJIUEltzabeth Brown,E.LT. Revie��edby:g' Geotechru,a ervtces Manager Staff Engineer / Reviewed by: David 0. Cra'. P.E./,• General Manager cc: Ms. Becky McKay, Engineering Solutions, LLP (email) copyright •fT?OI'I Mnteriuls Testing & Inspcction. Inc. 2791 South Victory View Way ° Boise, ID 83709 ° (208) 376-4748 1 Fax (208) 322.6515 mtiOmti-id.com ° www.mti-id.com ' RIAU S 18 November 1 "rE~~.~.~—~ ~~ Page# `n�y~ INSPECTION TeoEn�mnmootdGen�oo QGoo�chn�o Enb�e��g'—�� O{onstmoon TABLE OF CONTENTS � �TnooUCrmw.^^'~--^-----'--^^----'~'—^^'------'^—`'~^~ '~~^~—'--^~^~'� project Do�6phon.--_—'—.~~..—..~.—_'_.__,____~,_^~_,,_,~_~__.__,.. .] Authorization.....—..,,,.,,.,,,,,,`,,.,~.,,,,_.,,,~,,_,._,.__,~.,,.~,,,~_,~,,_,_ Pucpoo.~.....`,~~.—..—~~_,__,._~~~, ,,____^~__'__~_~,,__~_,_____� Scope of --- —_—'---~.—..-----~'--.'—~.—'---''' VVu�un�mmummogconommm—__..____'__,._.~__,_~~ _~____~.__,,,,.—..4 ExclusiveUse _—~--- ,,,,,,`~.,,~._..~,^,,,,,~,____,~.~ Misinterpretation ,__._~,.~,~.4 ° Report Recommendation are Limited and Subject to.................................................. Environmental Concerns .................................................................................. ........................................ -- ..~------..—_..--....—.~~~.....--.- onuAccess ......................................................._~_�__~~_,'_~~,,~~~_,.~_�� m=^~^^^^^~----'---- _,____,_~~_~'__,~___,~________� RegionalGeology SiteCharacteristics —.—.—~,~,,,~..',_,_,__,,,~.,__________,_.,_._,._ |OOhoC|hnu��Qy�dGuockom��y............--.—...~,—._..--........~.~...~.. �GeneRegional Geoseismic getting ____~~,,,,,,~,,.,,_.,_____,.~.._.~._,,._.,,,,_~,,'..-6 8Oo�2XpLoxxT0w......~.....~........`--..—_--,..,_~,,,,_,_._ �mdun��8omp��9moudur�.--~—.—..—.,.—~_,._.,,.,.__—_______.._,~'_ Exploration Laboratory ?o$�� —~^^---~--'~^—^--^—'^—'^'--~--___ SnUand Sodknun pr�l�^'~—'^^—^~^^^'—^~^^-------^--^'~~--_~,,_~--....7 ___—..? Soils D�v* R««�w'--~~^^'—^^~^--^'^'--'---~^^^--~—^~--____~___—....8 Vo�d�Or�m�Scan ~'^~''~—~'~'~'~^'~—'—~^~~^~~~^~~'~---- ........... 8 SITE HYDROLOGY '^~~~'~'—~—^'^--~^^'—'—^^~~~—~~....... ________~_—.�8 Groundwater^''~_,.~__,_~_~_~._~__'___ _ 8uOLnO�uhonKu�o.....~~.~......~...—''—~~— xxcuMmEnu^,"'"^.—~--_—______,,._9 _,_,q FOUNDATION, 8Lx%AND PAVEMENT DmcmmmwAND Foundation donDo�Dn '`^`^—~^--------''---'-------___~.~.—. |O Crawl Space ^^^^^^^~~'~^'^''^^------'—~---.--. |0 Quur, puho and Go��3�h*o5rm�~~~.... ~.~—..~...—'~____~~,__________|\ __---' 800nnnnundcdPuvomon uoouon '~----~~—.—'...—.--._—'� U. Flexible Pavement GouUooe ~^^''—^~'^~~^—^'~—,^'.—,._—_—_—__—,__,_,_._,~_~~~—,,~.,.,,., 2 Common Pavement Section Construction Issues ...~..~....,—,.,~,,.,.~.,., ................................. CONSTRUCTION CONSIDERATIONS .—~^^'~—._,_,~__,___,__.___~__,_—~—..—\2 ............ ~.'—...B 13 Earthwork ..................................................___~.__,, ,,,,_ Dry Weather ..~~~~~----^^^---,_,~.... ...... 13 Wet Yootho ...''^~—~—^^^'~^^^^'—'~~,~,~__,~.~~.__,,___~,~_ |4 So�Gub�od;SoU .~~''—~^—'~~'—~'^--- ___,.__~~_,~______,____--- 14 ,_____—'-- Frozen Subgrade Soils ~^—~'----~'—'—^~—'--''—_'---- 14 8�unu�u PUL..~—~^^^^'~--~~~~''~^'—~^---_____--.-- \� BunkfiUo[Vy»U»—~'~`~^--'—~~—''~--'--—. ...... }6 Gxouvohoo -----^~'^~^---------~,_.~~.,__.__________.__~,—.—. 16 Gmuodwu�rCun�»—~^^'^~^—^—'—~'~--______.,,,_.___________--. 16 Qowov��oN�CH?»'^'—'^^'^'--^''—'~^^^---_~____._ |7 ------~---'—'—'--'--^---'^~-------------'~--- is �ppsNo��o—^—REIFERENCES _ AoomymL�—_,.,_.,,,._.,_.,_....__—__, _ ____ ............... )y 8:o�chn�m| General Notes ........................................................................... 20 Geotechnical investigation TcgPk�o� '--~---_______ Thickness Dm �pp�ca��y ` , 29 Omvw ............................................... I— p,�o|u��u�omm� /��uu=^--~^____,_.__.__`______---}| Plate \: Map .~~''~'---__..,___~__—.2 Plate 2: Sk:Map ..--.----^~--� MATERIALS 18 November 2011 TESTING & Page# 3of32 INSPECTION \\server\re orts\boise\201 I re orts\S.Q?-999\bl t0990g1b110990g_geotech.docx 0 Environmental Seivices Q Geotechnical En�inaeriiig O Construction Mata ials [ esnny � Special Inspection= INTRODUCTION This report presents results of a geotechnical investigation and analysis in Support of data utilized in design of structures as defined in the 2009 International Building Code (IBC). Information in support of groundwater and storm water issues pertinent to the practice of Civil Engineerin; is included. Observations and recommendations relevant to the earthwork phase of the project are also presented. Revisions in plans or drawings for the proposed development from those enumerated in this report should be brought to the attention of the soils engineer to determine whether changes in foundation recommendations are required. Deviations from noted subsurface conditions, if encountered during construction, should also be brought to the attention of the soils engineer. Project Description on The proposed development is northwest of the Range City fI WeslaBoiseaM�i�dian.ldThis project will aho, and scons consist of of the N''/2 of Section 33, Township 4 North, construction of an approximate 100 acreLoadsof single family nle pounds pervision, with lineat foot for footingand Total settlements are limited to 1 inch. p to 2,000 column loads of up to 50,000 pounds were nassumed e ainingor lwallstarelnot tanticipateddas part the p oject , assumptions have been made for traffic loading of pave MTI has not been informed of the proposed grading plan. Authorization , nd Authorization to perform this exploration oleman 1Hom sysis at gKevin iven nauthorization L. Schroeder o Materials Testing and proceed from Mr. Thomas Coleman of C Inspection, Inc. (MTI), on 27 October 201 tract entere, Said dntotbetween Coleman Homes anion is subjectto terms, td MTia Our scope of described in the Professional Services Con services for the proposed development has been provided in our proposal dated 27 October 2011 and repeated below. Purpose The purpose of this Geotechnical Engine erther Report engineers artne ar hitec�s«soil profile components and their engineering characteristics for use by ® Preparing or verifying suitability of foundation design and placement e Preparing site drainage designs ® Indicating issues pertaining to earthwork construction • Preparing residential pavement section design requirements Scope of investigation The scope of this investigation included review of geologic literature and existing available geotechnical studies of the area, visual site reconnaissancead enginthe immediate ring analysis a d evaluation surface lof foundation mateoration of the site, rials and laboratory testing of materials collected, The scope of work did not include design recommendations specific to indiivid na© est encei Testing &inspection, Inc. 2791 South Victory View Way a Boise, ID 83709 v (208) 376-4748 1 Fax (208) 322-6515 mtiQmti•id.com ^ www.mti-id.com MATERIALS 18 November 2011 1 TrESTING & Page# 4of32 INSPECTION \\server\re orts\boise\201 l .re orts\3�0 9991hI10990 1bl 10990 _ eISIMdoc>< ❑ En��iionmentat Services Geotechnical Engineering P Conshvction tvlat;rial Testing g , Spegial�tnsl'ectiQ1iS Warranty and Limiting Conditions MTI warrants that findings and conclusions contained herein have been formulated in accordance with generally accepted professional engineering practice in the fields of fouadation engineering, soil mechanics, and engineering geology only for the site and project described in this rep° t. Thesepotential engineering ds have been developed to provide the client with information regarding app conditions relating to the site within the scope cited above and are necessarily limited to conditions observed at the time of the site visit and research. Field observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. Limitations Test pit locations were limited because of ongoing farming activities. Soil variations may occur in areas where test pits were not advanced. Additional recommendations may be required depending on soils encountered during construction. Exclusive use `This report was prepared for exclusive use of the property owner(s), at the time of the report, and their retained design consultants ("Client"), Conclusions and recommendations presented in this report are based on the agreed-upon scope of work outlined in this report together with the Contract for Professional Services between the Client and Materials Testing and Inspection, Inc. ("Consultant"). Use or misuse of this report, or reliance upon findings hereof, by parties other than the Clientis at their own risk. Neither Client nor Consultant make representation of warranty to such other parties as to accuracy or completeness of this report or suitability of its use by such other parties for purposes whatsoever, known or unknown, to Client or Consultant. Neither Client not Consultant shall have liability to indemnify or hold harmless third parties for losses incurred by actual or purported use or misuse of this report. Ko other warranties are implied or expressed. Report Recommendation are Limited and Subiect to Misinterpretation There is a distinct possibility that conditions may exist that could not be identified within the scope of the investigation or that were not apparent during our site investigation. Findings of this report are limited to data collected from noted explorations advanced and do not account for unidentified fill zones, unsuitable soil types or conditions, and variability in soil moisture and groundwater conditions. To avoid possible misinterpretations of findings, conclusions, and implications of this report, MTI should be retained to explain the report contents to other design professionals as well as construction professionals, ditions on the site can only be verified by earthwork, note that construction Since actual subsurface con on general assumptions from selective observations and selective field recommendations are based t of construction, such conditions may be identified that required exploratory sampling. Upon commencemen corrective actions, and these required corrective actions may impact the project budget, Therefore, construction recommendations in this report should be considered preliminary, and MT[ should be retained to observe actual subsurface conditions during earthwork construction activities to provide additional construction recommendations as needed. Copyright D 2011. Materials Tessin, & hupection, Inc. 2791 South Victory View Way ° Boise, ID 83709 ^ (208) 376-4748 , Fax (208) 3226515 mti@mti-id.com 9 www.mti-id.com �'O"fy � }� G EnvironmentalSeriices Q Geotechnical 18 November 2611 Page # 5 of 32 0990g1bI Since geotechnical reports are subject to misinterpretation, do o$ separat s logon professional or from the report - Rather, provide a copy, or authorize for their use, of the complete report to other contractors. This report is also limited to information available at the time it was prepared. In the event additional information is provided to MTI following publication of our report, it will be forwarded to the client for evaluation in the form received. Environmental Concerns Cnd omments in this report concerning either onsite conditions or observa odors, are provided as general information. These are not uintended t o describe, quantng soil ify, or oa evaluate environmental concerns or situations. Since personnel, skills, propandardl,iand ei u P hent differ, a geotechnical investigation report is not intended to substitute for a geoenviroals nmentaor a Phase II/III Environmental Site Assessment. If the ethe sitetal for petroleum or hazardous exists,�1TI must be informed pr'ortortthe contamination or other environmental hazards g commencement of the geotechnical investigatioto invest�ateal services are and delineate soil and water coned, MTI can taminat via a separate contract, those personnel who are trainedg SITE DESCRIPTION Site ACCeSS on Ten Access to the site may be gained via Intesection with McMillan Road. From this north. Proceed rstate 84 to the Ten Mile ROM this interse ti n, proce d Mile Rooccupies the ad approximately 3,75 miles to its inter 1.25 miles to the site location. The site is cDermott Roads.ocated on the uth side of Presently the site ilexists asdactive agriculturalmiddle half mile between Black Cat and fields. The location is depicted on site map plates included in the Appendix. Regional Geology rn aho and eastern The project site is located within the bwas neabou 45 miles wide and 200milesSnake River Plain of elonga that de eloped about Oregon. 1�4 The plain is a northwest trending rift million years ago (Ma) and has since bipv °eflectevolean dandlfluvia!!lacus riny larege e sedimentary 1processes rthat found within and along the plans mare tely 1 to 2 km of interbedded volcanic and sedimentary deposits have led to an accumulation of approximato within the plain. Along the margins f the roded from gran t drainlain, streams that andevolcan grocksy resthe pectil ely. arAboutt2 provided coarse to fine-grained sediments esince that million years ago the last of the incase Thenained r jec s e is underlain by the "Gravel f Whitney Terrace" as dominated the evolution of thdeposition has e landscape. Seproject iments of the Whitney terrace consist of sandy pebble and mapped by Othberg and Stanford (1993). cobble gravel. The Whitney terrace is Witsecond h 2 6 feet terrace loesbove modern Boise River floodplain, is thickest toward its eastern extent, and is mantled fo yriaht© 2011 Materials Testing & Inspection, Inc. 2791 South Victory View Way Boise, ID 83709 ^ (208) 376-4748 , Fax (208) 322-6515 mti@mti-id.com a www.mti-id.com MATERIALS r ; 1 :Cl INSPECTION iff ..u. Geotechnical 18 November 2011 Page # 6 of' 2 General Site Characteristics This proposed development consists of approximately 100acres of relatively le eltt gently sl Vegetation ping land, Throughout the majority of the site, surficial soils cot g elative Along the southern property primarily consists of agricultural crops and remnants of agricultural ctops • g boundary (Five Mile Creek) mature trees, bunchgra ' , and other native grass varieties typical of arid to semi- arid environments are present. e is rd the oise Site drainage is generally sou th toward the Fivethieved Creek.ercolatgion through ional surfic'alrtsoilsWaStorm water River. Storm water drainage for the site is a Y p drainage collection and retention systems are not in place on the project site and do not currently exist within the vicinity of the project site. Regional Site Climatology and Geochemistry According to the Western Regional Climate Center an annual006) the average prcipitation or sno fall of approximately 20 incheseand a asure Valley is on the order of 10 to 12 inchesp year, range from 3 to 49 inches. The monthly mean daily enera 1p frotures m the northwrange rest om orlsoutheast w th an annudaily al extremes ranging from -25 F to 11 i are F. Winds g Y average wind speed of approximately 9 miles phals land eihibitr hour (mp) with a imum ow electroof �chemicaspotentoils nal sediments in the area are primarily derived from siliceous mater for corrosion of metals or concretes. Local aggregates soils in the rlly egiontypically have opriate for ortland cement and lime pH levels rang g from cement mixtures. Surface waters, groundwa , 7.2 to 8.2 (USGS 2006). Geaseis>mnic Setting of the n of the IBC. Soils on site are classed as Site Class D e des designedaccordaper IBC requice with remea6s for such aseismio classification. Structures constructed on this site should b b P Our investigation did not reveal hazards caused by faulting or lateral preadiing. motionsincluding: and angcipaoed instability, liquefaction, and surface rupture acceleration of seismic activity in the area is low. SOILS FX'LORATIO Exploration and Sampling Procedures al Field exploration conducted to determineinvestigation test pit. neerinteTests�itf sitebsrfae located nsthecfielddby reconnaissance of the project site and gtion band are presumed means of visual approximation from of tnfeatures e t gaiicoin, eachntest pitnsas backfilled with tlooseaexcavated within a few feet. Upon completion materials. Re -excavation and compaction of these test pit areas are required prior to construction of overlying structures. Co right c 2011 Muterills Testing & Inspection, Inc. 2791 South Victory View Way Boise, ID 83709 ° (208) 376-4748 � Fax (208) 322-6515 mt1@mti-id.com ° www.mti-id.com MATERIALS 18 November 20.1.1 i TESTING & Page # 7 of 32 BNSPF-CT9®N \\server\reports\boise12011 reportslS�:994\bt 10990g1bi O Sperid Insp ca n m—wirnnmzntal Services O Geotechnical E=ngineering O Construction Niala ocx tats Tasting In addition, samples were obtained from representative soil strata encountered. Samples obtained have laced visually classified in the field by professional staff, identified according to test Pit Subsurface number nmated d epthhave been in sealed containers, and transported to our laboratory for additional testing, described in detail on logs provided in the Appendix. Results of field and laboratory tests are also presented on these logs. MTI recommends that these logs not be used to estimate fill material quantities. Laboratory 'Testing Program Along with our field investigation, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of subsurface materials necessary in an analysis of the anticipated behavior of the proposed structures. Laboratory tests were conducted in accordance with current American Society for Testing and Materials (ASTM) specifications, and results of these tests are to applicable apfound on the accompanying logs located in the Appendix. The laboratory testing program for this report be 4318, Grain Size Analysis - ASTM C 117/C 136, and Resistance included: Atterberg Limits Tests - ASTM D Value (R -Value) and Expansion Pressure of Compacted Soils — Idaho T-8. Soil and Sediment Profile ite The profile below represents a generalized interpretation ver mtthe individual soil tprofiles presented tnsite. Note that on sthe logs which encountered between test pit locations, y Y can be found in the Appendix. geologic area d as Gravel of The materials encountered during exploration s and lean clays.re quite for Theseefine grained soils areebrown, slightly Whitney Terrace. Surficial soils are sandy siltsome degree of ium moist, and very stiff to hard with manyhe silt soils. Organic materials aof these firmer soil horizns �e toftenn oted t depths of roucghly carbonate cementation (hardpan) within 1 foot, and disturbed materials, as a result of plowing activities, usually reach a depth of I and 1/2 feet if present. d soils. The fied as Poorly graded sandy gravels are present below saturated, and gra in relative densitygravels from medium dense to dense light brown to brown, slightly moist to Fine to medium grained sand, fine to coarse gravel, and generally 5 inch minus cobbles are present within the gravels. ned soils remained stable while Competency of test pit walls varied little acr o , s thsite. I rge contents mill also affect wall competency with more granular sediments readily sloughed, er, saturated soils having a tendency to readily slough when under load and unsupported. Soils Survey Review f Agriculture (USDA) Soil Conservation Service, Soil Survey of Review of the United States Department o Ada County Area, Idaho, 1980, indicares th stics.t as defined the site includes ythe 2U5DA� ha �elbeenelis edrbelowtlforoeach of Abo silt loam. Specific soils characteristics. these soils: Copyright C 2011 Materials Testing & Inspection, Inc. 2791 South Victory View Way ° Boise, ID 83709 ° (208) 376-4746 1 Fax (208) 322-6515a� mtiQmti-idxom ° www.mti-id.com u na 4r,'• ,. -i .i Environmental Services O Geotechnical 18 November 20.1 I Page # 8 of 32 0990"\b1 this P dude silt ll slow darn soils ermeabihae above hardpan on low landlal very slow through fractures o. Characteristics f hardpan, slow include moderately permeability runoff, and slight erosion hazard. on low alluvial Abo silt loam — Abo soils formed i alluvium tel slo�vpermeab lityyslowdrunoff, and slightterraces. Characteristics of this soil type include Y erosion hazard. 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. Groundwater encountered did not exhibit obvious signs of contamination. SITE HYDROLOGY Existing surface drainage conditions are defined in the General Site Characteristics section. Information provided in this section is limited to observations ratio the scope at the time this repof he investigation. Either regional or local ordinances may require informationbeyond Groundwater hs ranging from 1.2 During this field investigation, groundwa`erd Wahencounteredoaphy and edistarcest pit tfrom t the Five Mile Creek �nithe feet bgs. Actual groundwater depth southern portion of the site. Soil moistures soil moistures pitsgraded from slightliyhmoist�o saturated asithelwater Within the poorly graded sandy gravels, table was approached and penetrated. art by In the vicinity of the project site, groundwater f0nearbatlsare controlled in largeNlaximum groundwater elevationslikelyloccur during the and commercial irrigation activity and leakage from Y canals,in Aril and August later portion of the irrigation season e northeast ofphe proiect site, groundwater wasnot dpwith nOnumer us test 2006 approximately V2 -mile to to pits at depths of 4.0 to 6,7 feet b aceAdditionally, groundwater ,pevelsias shallow as 1.9feet collected from according tember 2006 to October 2007 which indicated to USGS monitoring well data within feetbgsmately Y2 -mile of which equates t the groundvateitelevationWof 2,14.8 to 2,527.7 ater was measured at depths ranging between 2.3 and 10.2 feet above mean sea level (msl). Based on evidence of this investigation and background knowledge of he area, MTI estimates groundwater it the year in the ern portion of depths greater than approximately 2 feet Since l in the northern portion of the site. Sin these arees mated depths and stone, groundwater levels e site fluct fluctnd 7 uate, odic groundwater data collected from piezometers installed in test actual levels should be confirmed by peri pits 1, 4, and b. If desired, MTI is available to perforin this monitoring. Copv�,Sht © 2011 Matefiafs Testing & Inspection, Inc 2791 South Victory View Way ° Boise, ID 83709 ° (208) 376-4748, Fax (208) 322.6515 inti@inti-ld.com ° www.mti-id.com i n Pnwimnmantal Services O Geotec' 18 November 2011 Page # 9 of 32 110990g\b l Soil Infiltration Rates Soil permeability, which is a measure of the ability of a soil to transmita fluid, was not tested in the field. Given the absence of direct measurements, for this report an estimation oiling infiltration is prey ratesoid using rofile generally recognized values for each soil type and gradation. Of soils comp for this study, lean clay soils generally offer little permeability, with typ(�1 hydraulic infiltration rates of less than 2 inches per hour. Sandy silt soils will commonly exhibit infiltration rates Poorly Y to 4 inchesded per hour; though calcium carbonate cementation may reduce this value to near ravel sediments typically exhibit infiltration values in excess of 12 inches per hour. Infiltration testing is generally not required within these sediments because of their free -draining nature. It is recommended that infiltration facilities constructed 9 and 7.5 the feet sitebe b hould be anticipated to expose these extended into native sandy gravel sediments. Excavation depths of ranging between 2should sandy gravel sediments. Because of the high soil permeability, Annfiltration rate of$3inclhes per ter hour should beequivalent, used in un be incorporated into design of infiltratioondwater se aration requirements be met. design. MTI recommends that IDEQ g P FOUNDATION, SLAB, AND PAVEMENT DISCUSSION AND RECOMMENDATIONS Various foundation types have been considered for support of the proposed structures. Two requirements must be met in the design of foundations: First, in stabilitthe pplied Secondrlt galstress and differentia! settlement must ate bearing capacity of foundation sods to main Y exceed an amount that will produce an adverse behavior of the superstructure. Allowable settlement is usually exceeded before bearing capacity considerations become important; thus, allowable bearing pressure is normally controlled by settlement Considering subsurface conditions and the proposed construction, it is recommended that the structures be founded upon conventional spread footings ctton recommendcontinuous lationstaresobserved., Total sPresently, theoeshularenot an exceed 1 inch if the following design and constru specific2s are not to the unknown number of lots proposed for �L_ Ilorlthe project asp o„ defines for the subdivision atr wide development' SF'osa>rodatio>r>: Design Reco;Mmenrlations e net alltowable soils bearing capacityresults from various : tests performed, �r(T( Based on data obtained from the site recommends following guidelines for th CoQyri ©?OI I Materials Testing & Inspection, Inc. Boise, ID 83709 a (208) 376.4748 1 Fax (208) 322.6515 2791 South Victory View WatiC�mti id.com ^ www.mti-id.com 1 18 November 2011 Page # 10 of 32 erieports\b0oOntonhoe� 9s T 0990g1b I 10990o,Iocos O Environmental Serjices O Geotechnical Engineering Cnsici�tTesting dSPRMspo Soit Footings must bear on competent, native, undisturbed, sandy silt soils, poorly graded sandy 1,500 lbs/ft' gravel sediments or compacted structural fill. Not Required for Existing lean clay soils and disturbed soils (plow Native Soil A 1/3 increase is allowable zone) must be completely removed from below for short-term loading, foundation elements.' Excavation depths ranging 95% for Structural Fill which is defined by seismic from 2.0 to 2.9 feet bgs should be anticipated to events or designed wind expose proper bearing soils. speeds. MTI recommends that a qualified geotechnical engineer or engineerit>a technician verify the bearing soil suitability for each structure at the time of construction. Footings should be proportioned to meet either the stated soil bearing capacity or the 2009 IBC minimum requirements. Total settlement should be limited to approximately 1 inch., and differential settlement should be limited to approximately % 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 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. Crawl Space Recommendations Considering the presence of shallow cemented soils and/or groundwater across the site, all residences constructed with crawl spaces should be designed in a manner that will inhibit water in the crawl spaces. 6/1Tl recommends that roof drains carry storm water at least 5 feet away from each residence. Grades should be greater than 5% for a distance of 10 feet away from all residences. In addition, rain gutters should be placed around all sides of residences, and backfill around stem walls should be placed and compacted in a controlled manner. The bottom of crawls aces must be at least 2 feet above the high groundwater elevation. This may require elevating the building pad in some areas. Floor, Patio, and Garage Slab -ora Grade Native clay soils are moderately plastic and will be susceptible to shrink/swell movements associated with moisture changes. Areas of the site within the proposed structures should be excavated to sufficient depths to expose lean clay. The clay soils should be scarified to a depth of 6 inches and re -compacted between 92 percent and 98 percent of the maximum density as determined by ASTM D 698. The moisture content should range from 1 to 4 percentage points above optimum. Structural fill should be placed as soon as possible after re -compaction of clay soils in order to limit moisture loss within the upper clays, Ground surfaces should be sloped away from structures at a minimum of 5 percent for a distance of 10 feet to provide positive drainage of surface water away from buildings. Grading must be provided and maintained following construction. �ao4rieht Q 2011 Materials Testing & Inspection, Inc. 2791 South Victory View Way - Boise, ID 83709 - (208) 376-4748 1 Fax (208) 322-6515 mtiQmt1-1d.com - www.mti-id.com MATERIALS TESTING & INSPECTION 0 Environmental Services 0 Geotechnical 18 November 2011 Page # 1 I of 32 0990g\b t e floors Or Organic, loose, or obviously compressive must be ade shoulded prior to be treatedpn acrcordanceent of owith tguidel nes floor -supporting fill. In addition, the remaining gr bac presented in the Earthwork section. Areas of excessive yielding should be should meet excavate requirements dela lediu he structural fill. Fill used to increase the elevation of the floor slabStructural Fill section. Fill materials must be compacted to a minimum 95 percent of maximum density as determined by ASTM D 1557. should be A free -draining granular mat (drainage fill course) should acted. provided The matlow shouldstabs-on-grade. a sandandgravel a minimum of 4 inches in thickness and properly compacted. specifications for mixture, complying with Idaho Standards for Public Works Construction (ISPWC) (Type 1) crushed aggregate. A moisture -retarder should placed tath retarder should be floor sls to minimize least potential mil ground moisture effects on moisture -sensitive floor coveg e mo s in thickness and have a permeance of less than 0.01 U5pje hs as determined ffects on hre slab-on-grade,enThe the moisture -retarder will require special considerationregard granular mat should be compacted to no less than 9 of maximum g instal density as determined by ASTM D 1557. Upon request, MTI can provide further consultation regarding Recommended Pavement Sections ic index of 6 to determine As required by Ada County Highway District, MTI has used a MTI has made assumptions for traffic loading variables the basednecessary on he pavement cross-sections for the site. make sure they reflect character of the proposed construction. The Clientshould re iewfututhesMTls collected etcted aosampie of near -surface intended use and loading of pavements both nof 2 feet ow and insoils for Resistance Value (R -value) testing representative collected fromsoils test pidepths yielded abR� aluetofting O ground The surface. This sample, consisting of sandy silt following are minimum thickness reguiremen natvessured sand pavementIt soilsAll tela soils must beretmtoved from based on the avement section bearin on bt function. elow the avement section for assured ave ort con truct onDepequipment. Thesendingon sitechavetb been listed w t nothe e.g. soil preparation, may be required to Supp sults of the test are graphically depicted in the Appendix. Soft Subgrade Soils subsection. Re Flexible Pavemtent Sections The, Gravel Equivalent Method, as defined in Section 500 of the State of Idaho Department of Transportation ent section. Ada (ITD) Materials Manual, was used to develop ratios, p avein parameters for traffic index and substitutionwhich were obtained from the ACty IDistrictghway HD Development Policy Manual, were also used in the design. Cand alculation sheets provided in the Appendix indicate the soils constant, traffic loading, traffic projections, the consrial truction on t of tantsasphaltused o cconcretete tl pavements avementmeettothe MTI recommends that materials used of requirements of the Idaho Standards for Public ance with these specificasons and shouldtadhere�osgu'delines the pavement section should be in accordance recommended in the section on construction Considerations. Co yright i? 2011 Materials Testing & Inspection, Inc. Boise, ID 83709 - (208) 376.4748 , Fax (208) 322.6515 2791 South Victory View Way ' mti@mti-id.com - wwai.mti•id.com gtw - — - ;- 3: O Environmental Services ❑ Geotechnical Asphaltic Concrete 2.5 Inches Crushed Aggregate Base 4.0 Inches Structural Subbase 12.014ches Compacted Subgrade Not Required 18 November 2011 Page # 12 of 32 time of construction. Aggregate Base: Material complying with [SPWC Standards for Crushed Aggregate Materials. Material complying with requirements for granular strudUral fill (uncrushed) as defined in Structural Subbase: [SPWC. Comtnton Pavement Section Construction issues The subgrade upon which above pavement sections subade soils shouldbeccomplished us ng constructed arapheavy rubbedr- inspected, and proof -rolled. Proof rolling of g tired, fully loaded, tandem -axle dump truck or equivalent. Verification of subgrade competence by a qualified geotechnical engineer or engineering dicatedtechnician compacthontime prio>°locplacingtmaterialis etn support of the ommended. Fill materials on the site must demonstrate thete does not pavement section. MTI anticipates that mpactbe uone bu� subgradeto aclaysfand s ]t l near and anticipate pumping material to become evident during co above optimum moisture contents may tend to pump. Pumping or soft areas must be removed and replaced with structural fill. Fill material and aggregates in support of the pavement section must be compacted to no less than 95 percent of the -maximum dry density as determined by ASTM D 698 for flexible pavements and by ASTM D 1557 for action rigid pavements. If a material placed as a pavement that materialsmustncomponent be a.pprovedcbylobservedeprooUrollingmpMinor testing methods, then compaction of ex deflections from proof rolling for flexible pavements are allowable. Deflections from proof rolling of rigid pavement support courses should not be visually detectable. CONSTRUCTION CONSIDERATIONS Recommendations in this report are based upon volt strsandy gravel sedtural elements of (iments3or compacted stru lural on competent, native, undisturbed, sandy silt soils, poorly graded fill. Structural areas should be stripped to an elevation that exposes thesesoil types. Copyright © 2ol I Materials Testing & Inspection, Inc 2791 South Victory View Way ° Boise, ID 83709 ° (208) 376-4748 - Fax (208) 322.6515 mtiCmti-id.com ° www.mti-id.com MATERIALS 6 zr ` TESTING E r moi" INSPECTION m G„vimnm?n'til services 0 Geotechnical 18 November 2011 Page # 13 of 32 Earthwork Excessively organic soils, deleterious materials, or disturbed soils generally undergo high volume changes when subjected to loads, which is detrimental to subgrade behavior in the area of pavements, floor slabs, structural fills, and foundations. Agricultural crops, mature trees, brush., and thick grasses with associated root systems were noted at the time of our investigation. It is recommended that organic or disturbed soils, if encountered, be removed to depths of 1 foot (minimum), and wasted or stockpiled for later use. Stripping depths should be adjusted in the field to assure that the entire root zone or disturbed zone (plow depths) or topsoil are 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 should be based upon subgrade soil type, composition, and firmness or soil stability. If underground storage tanks (USTs), underground utilities, wells, or septic systems are discovered during construction activities, they must be decommissioned then removed or abandoned of such accordance removal with must be backfilled Federal, w,itht structurale, and ofill agencies. Excavations developed as the eset materials as defined in the Structural Fill section. MTI should oversee subgrade conditions (i.e., moisture content) as well as placement and compaction of new fill (if required) after native soils are excavated to design grade. Recommendations for structural fill presented in this report can be used to minimize volume changes and differential settlements that are detrimental to the behavior of footings, pavements, and floor slabs. Sufficient density tests should be performed to properly monitor compaction. For structural fill beneath building structures, one in-place density test per lift for every 5,000 square f t is re feet, In parting and driveway areas, this can be decreased to one test per lift for every sq Dry Weathe>r h soft soils If construction is to be conducted during ruttingof subgrade seasonal nsoilsnsmay be problems, many duced by shallow wgroundtivater may be avoided. However, some g conditions related to springtime runoffsubgrade ade soilsoare outlinen activitiesdinrtthe ng 1Soft Subgrad ate summer through Is elction. Problems to problems associated with sofa g may also arise because ie lack ar moisture tmoisture levelsnative and . Low cohesionsoils at time tsoils exposed This will excavations may re the addition of water to achieve near -optimum become friable, increasing chances ensures to control excessive dust should be considered as part of the overall health and safety management Wet Weather ucted during wet seasonal conditions (commonly from mid-November through If construction is to be cond May), problems associated with soft soils must be considered as part of the construction plan. During this time of year, fine-grained soils such as silts and clays will become unstable with increased moisture content, and eventually deform or rut. Additionally, constant low temperatures reduce the possibility of drying soils to il near optimum conditions. Co vrishl ©201 14laterials Testing & Inspection. Inc. 2791 South Victory View Way Boise, ID 83709 ° (208) 376.4748 Fax (208) 322.6515 mti@mti-id.com ° www.mti•id.com M y. Q Environmental Szrvices 0 Geotechnical 18 November 2011 Page # 14 of 32 I I reports\007999\b I Io99oo\b I Soft Subgrade Soils Shallow fine-grained subgrade soils that are high in moisture content should be expected to pump and rut under construction traffic. During periods of wet weather, construction may become very difficult if not impossible. The following recommendations and options have been included for dealing with soft subgrade conditions: ra Track -mounted vehicles should be used should be prohibited d frornade of root operating and other directly on the terious native debris. Heavy rubber tired equipmentp subgrade and areas in which structural fill materials have been placed. Construction or should be restricted to designated roadways that do not cross, or cross on a limited basis, p parking areas.of a a Construction roadways on soft subgrade with sufficient sand and fines to filld consist of a rvoids? Construct on eentrancescobbles of 4 to 6 inches in diameter should consist of a 6 -inch thickness of clean, 2 -inch minimum, angular drain -rock and must be a minimum of 10 feet wide and 30 to 50 feet long. During the construction process, top dressing of the entrance may be required for maintenance. ® Scarification and aeration of subgrade soils o a cthe exeosed subgrade mployed to dshould be uce the moisture content orndisked to a n b subgrade soils. After stripping is comp P depth of l''h 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. ® of geotextiles, lime, and cement stabilization. MTI Alternative soil stabilization methods include use is available to provide recommendations and guidelines at your request. Frozen Saabga'ade Soils frozen subgrade soils must either be Prior to placement of structural fill materi expose noan-f ozen soillor foundtion s sand wasted or stockpiled for later use. allowed to thaw or be stripped to depths thatp Stockpiled materials must be allowed to thaw and return to near -optimal conditions prior to use as structural fill. Structural Fill Soils recommended for use as structural fill are those classified as GW, GP, SW, and SP in accordance with tio of the Unified Soil Classification System (U e accepSTM D 2487)Use of silty table. However, use f siliy soils (GMCSMPandaML) as GM, SM, and ML) as structural fill may b Puire very gh nts for structural fill below footin s is rohibite outTf ifese tents areitoo moisture and mayealso be compaction and require a long time to dry work susceptible to frost heave under certain condoth° active effort becomes diff, Therefore these icult to ccont ol�t If silty difficult is used with as moisture content, lift thickness, andcomp a, structural fill, lift thicknesses should and theexceed 6 inches elevatiolns of materials is alreadylp moisture lowing ust be closely monitored at both the working elevation placement, silty soils must be protected from degradation resulting fron construction traffic or subsequent construction. Copyright 0 2011 Materials Testing & Inspection, Inc. 2791 South Victory View Way ° Boise, ID 83709 ° (208) 376-4748 - Fax (208) 322-6515 mti@mti-id.com ° www.mtrid.com f; MATERIALS 18 November 2011 TC -STING & Page # 15 of 32 ° INSPECTION \\serverlre orts\boise\20 f re ortsi9�0-999\b110990g1b1asoet i nsph.docx n F=jwironmental Services 0 Geotechnical Englnoeruig P 0 00nS rUctlon iota dais i est°l9 t� Specifi9 Inspections Recommended granular structural fill materials, those classified as GW, GP, SW; and SP, should consist of a 6 -inch minus select, clean, granular soil with no more than 50 percent oversize (greater than %-inch) material and no more than 12 percent fines (passing No. 200 sieve). These fill materials should be placed in layers not to exceed 12 inches in loose thickness. Prior to placement of structural fill materials, surfaces must be prepared as outlined in the Construction Considerations section. Structural fill material should be moisture conditioned to achieve optimum moisture content prior to compaction, For structural fill below footings, areas of compacted backfill must extend outside the perimeter of the footing for a distance equal to the thickness of fill between the bottom of foundation and underlying soils, or 5 feet, whichever is less. Each layer of structural fill must be compacted, as outlined below: Below Structures and Riaid Pavements: A minimum of 95 percent of the maximum dry density as determined by ASTM D 1557. a Below Flexible Pavements: A minimum of 92 percent of the maximum dry density as determined by ASTM D 1557 or 95 percent of the maximum dry density as determined by ASTM D 698. The ASTM D 1557 test method must be used for samples containing up to 40 percent oversize (greater than %-inch) particles. If material contains more than 40 percent but less than So percent oversize particles, compaction of fill must be confirmed be proof ieved, rolling ty testing must be performed afte�leachler oprotrf rolling r equivalent) until the maximum density has been a defined as pass until the in-place density test results he number of required passes should bedicate a drop (or no increasa) in the used as thery ,requirement t sity or "break over" point on maximum den the remainder of fill placement. Material should contain sufficient finds to fill void spaces, and must not contain more than 50 percent oversize particles. Baekfili of Walls all Backfill materials must con form to heights greater than 2.5 feet, the maximum the uma erialss�zeshould structural tlexceed e4nnches ied in n diameter, ms report. FPlaor cing h proper induce sive oversized material against rigid surfaces en erun[el the twall has gained slufficien strength to resistsplacement int loads on walls. Backfill shall not c and compaction forces. Further, ref omncompaction methods and/orwas bove 2.5 feet in eequipmellt belbackfilled ommended that only will limit the potential for damage small hand -operated compaction equipment be used for compaction ofbackfill within a horizontal distance equal to the height of the wall, measured from the back face of the wall. Backfill should be compacted in accordance with the specifications for structural fill, except in those areas where it is determined that future settlement is not a concern, such as planter areas. In nonstructural areas, backfill must be compacted to a firm and unyielding condition. Cooyrieht a — I Materials Testing & inspection. Inc 2791 South Victory View Way °Boise, l0 83709 a (208) 3764748 , Fax (208) 322-6515 mti@mtHd.com o www.mii-id.com F5 _ Q Enviroilrnantal jvl vices O Geotech 18 November 201 l Page # 16 of 32 0990, I Excavations Shallow excavations that do not exceed 4 feet in dept d in acce constructed ordancsidee slopes approaching hOcupational vertical. Below this depth, it is recommended that slothpe5 be ay construc on sub P, ased on regu Safety and Health Administration (OSHA) regulations, suchexcavationssi,wrthph eseBo is should consltructed on-site soils are classified as type "C" soil, andasfeet in height. at a maximum slope of 1'/Z foot horizontal to I foot v al anal rtical (Isi . Not That these slo se an 1 sup to0are considered Excavations in excess of 20 feet will require addition y stable for short-term conditions onl and will not be stable f6r Ion-termconditions. During our subsurface exploration, test pit sidewalls generally exhibited little inadrt'cuion of larl collapse;fter however, r, as sloughing a native granular excaviments ations, native granular sedimest pit sidewalls nts cannot b e expected to remain in position. the water table. Forp is These materials are prone to failure and may collapse, thereby, water table. rmCaregmuctebe�akelayers. to ensure especially true when excavations approach depths near the excavations are properly backfilled in accordance with procedures outlined in this report. Groundwater Control Groundwater was encountered during the investigation but is anticipated to be below the depth oing f most construction. If recommended, to placemes below the water table will nt of fill materials. Placement of concreteuire a s n beraccomplished Dewatering will be required prior to placions of to through water by the use of a t. Th It may be batty possibleto effluent, t,thuseelim eliminating need tto enter into the site, to a sump, or to a pit. This will essentiallyrecycle ge authorities. Should the scope of the protosed project change, MTI should be agreements with local draina contacted to provide more detailed groundwater control measures of ce runoff and Special precautions may be required for controrfaSilty a d clayeybsoilsamay becometsoft and pumpis ef that runoff be directed away from open excavations. be subjected to excessive traffic during time of surface sloping, ing,i c�owning grade,ff. Pond tenightlyconstruction th drumareas rolling� or drained through methods such as trenching, p installing a French drain system. Additionally, temporary or permanent driveway sections should be constructed if extended wet weather is forecasted. GENERAL COMMENTS n of When plans and specifications are complete�or MT[ g should beificant lrarranged as supplementary recommendanges are made in the character or s ions the proposed development, consultation w may be required. It is recommended that truicturalty of sugrade elements. Add tiolnally, moni oring and testing should materials be verified prior to placement o be performed to verify that suitable materials are used for structural fill and that proper placement and compaction techniques are utilized. Co Lght © 2011 Materials Testing & lnspectien, Inc ° Boise, ID 83709 ° (208) 376-4748 ° Fax (208) 322-6515 2791 South Victory View Way mti@mti-id.com ° w�vw.mti-id.com MATERIALS TESTING & INSPECTION n �:,wiennr.1pntal Services Q Geotechnical REFERENCES 18 November 2011 Page # 17 of 32 0990g\b 1 American Society for Testing and Materials (ASTM) (1999). Standard Test Method for Materials Finer than 75 -um (No. 200) Sieve in Mineral Aggregates by Washing: ASTM C 117 — 95. West Conshohocken, PA: ;ASTM, American Society for Testing and Materials (ASTM) (1999). Standard Test Method for Sieve Anal sis of Fine and Coarse A re ates: ASTM C 136 — 96a. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2000). Standard Test Methods For Laborato Com action Characteristics of Soil Usin Standard Effort D698-00ae 1. West Conshohocken, PA: ASTM. American Society for Testing d Materials ( West ASTM) Stan, rd Test Methods for l.aborato Com action Characteristics of Soil UsingModified Effort American Society for Testing and Materials (ASTM) (1999). Standard Test Methods for2esistance Value (R -Value) and ted Soils. ASTM D-2844. West Conshohocken, PA: ASTM. Ex Expansion,. Pressure of Com ac American Society for Testing and Materials (ASTM) (2006). Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System D) 2487-06. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (1999). Standard Test Methods for6iauid Limit Plastic Limit and Plasticity Index of Soils: ASTM D 4318 — 86. West Conshohocken, PA: ASTM, American Society of State Highway and Transportation Officials (AASHTO) (1993). AASHTO Guide for Design of Payment Structures 1993. Washington, D. C.: AASHTO. City of Boise. (2007). Storm Water Management Design Manual (August 2010. (Online] Available: http://www.cityofboise.org/public works/publications/pdf/stwordmance00.pdf (2011). 'Agriculture, S it Conservation Service. (1980). Soil Survey of Ada County Area Idaho. Collett, R. A., U. S. Department o Washington, DC: U. S. Government Printing International Building Code Council (2009). International Building Code 2009. CountryClub Hills, IL: Author. ce Council (LHTAC) (2005). Idaho Standards for Public Works Construction 2005. Boise, ID: Local Highway Technical Assistan Author. Othber t K. L. and Stanford, L. A., Idaho Geologic Society (,1992). Geologic. Map of the Boise Valley and Adjoining Area, _Western Snake Idaho. (scale 1:100 000). Boise, Idaho: Joslyn and Morris. U. S. Department of Agriculture, Natural Resource Conservation Service. Web Soil Survey. (Online) Available: <http://websoitsurvey,nres.usda.aov/app/> (2011)• U. S. Department of Commerce, Nati ] Available: and <htt Atmo phe rcc ddr a nistrul> tion and Desert Research Institute. Western Regional Climate ( and Health Administration. "CFR 29. Pas 1926 subpart P: Safety and Health U. S. Dept. of Labor, Occupational Safety Online] Available: <www.osha.gov> (301 I). Regulations for Construction Excavations. (1986-Y'. U. S. Geological Survey. (2006). National Water Information System: Web Interface. (Online] Available: <httu'//waterdata usgs.gov/nwis> (2011)• Co vyialit 7 2011 Materials Testing & Inspection, Inc 2791 South Victory View Way ° Boise, ID 83709 -(208) 376-4748 - Fax (208) 322-6515 mtiQmti-id.com ° www.mti•id.corn MATERIALS I g November 2011 TESTING E page 22 of 32 INSPECTION 1 cnvxonmeival Services❑Gaolachiiicai.r-nNlaerygVepans\bo❑IseanaLucllon Isggoo-999\31e1099091b103�e'cis�I eP3 den GEOTECHNICAL INVESTIGATION TEST PP' LOO Test Pit Log ii: TP -3 Date Advanced: 11/9/2011 Loggedby: Elizabeth Brown, E.I.T. Excavated by: Struekmau's Backhoe Service Location: See Site Map Plata Depth to Water Table; 9.4 Feet bgs Total Depth: 10.0 Feet bgs Field Description and I Sample Inampa v -11— 'e—' L...% I Qp moist, very) I 13.0-3.5 0.0-2.0 Sandy Silt (ML): Light ormvn, segm,y r.,-"" 3.75-4.5 2.0-5.4 very stiff hard wedk calcium cdrbanute — 5.4-10.0 brown, slightly moist to saturarea, mamam dense to dense, fine to medium grained sand. _ _ Ca2R19bIO3aIIMweridc Tenin{a lmlaciion.lno. 2791 SCUM Victory View Way ' Bofse, ID 83709 ' (208) 376-4748' Fax (208) 322-6515 mlI®mlldd.com' www.mb-Id,com MATERIALS . al TESTMG p=traircnm•at�ai S°a:��!i:.- �7 Geok.ci•:nic�d 18 November 2011 Page # 23 of 32 GEMECHNICAL 1NVESTIGATI.ON TEST PIT LOG Test Pit Log #: TP -4 Date Advanced: 11/9/20111 Excavated by: Struckcman's Backhoe Service Depth to Water Table: 5.0 Feet bgs Notes: Piezometer installed to 6.8 feet bgs. Depth Field Deseripti®n and reet b s USCS Soil and Sediment Classification Lean Clay (C�): Brown, slightly moist, very 0.0-2.9 stiff, f ne grained sand —Organic material to 1.0 foot bgs. Poorly Graded Sandy Gravel (CP): Brown to light brown, moist to saturated, medium 2.9-6.8 dense, fine to medium grained sand, Pane to coarse gravel, .i inch minas cobbles, clay content in upper 1 foot. Logged by: Elizabeth Brown, E.1.T. Location: See Site Map Plates Total Depth: 6.8Feet bgs sample �almple epthT�QpLa� /A"��_..A 1. `1 II 2.5-3,0 Copyright ©?e I I iv(a[erials Testing & Inspection, Inc. 2791 South Victory View Way °Boise, ID 83709 ° (208) 376.4741 ° Fax (208) 3226515 mti@Mti-id.com ° www.mti id.com IS November 2011 Page# 25 of 32 GEOTECHNICAL INVESTIGATION TEST I'll LOG Test Pit Log #: TP -6 Date Advanced: 11/9/2011 Logged by: Elizabeth Brown, E.LT, Excavated by: Struskman's Backhoe Service Location: See Site Map Plates Depth to Water Table: 6.5 Feet bgs Total Dellb: 7.4 Feet bgs Notes: Piezometer installed to 7.4 feet bgs. M very I 1 12.0-2.5 0.0-2.2 moist to 1 1 12.25-2.5 2.2-6.5 brown, slightly moist to sanmated, medium 6.5-7.4 dense to dense, fine to medium grained sand, . .. ,. _.,._..- — km— _ ___-Cq,Y,iBei 03011 Mnittiuls Tes,in6ffi Inseenia,.lnc 2791 South Victory View Way • 60189,10 83709 • (208) 376-4748 , Fax(208)322-6515 m8®mli-Id.00m , www.mli-id.com 18 November 20l 1 Page# 26 of 32 O environmental SepjtcM ❑ Gectachnlcal Egmaer ntieports\6O Co silxlcllon Ma�dala Teattl g90'\biG592iiaTlnsp c 1pPr GEOTECHNICAL INVESTIGATION TEST Pit Lob Test Pit Log #: TP -7 Date Advanced: 11/9/2011 Logged W Elizabeth Brown, E.I.T. Excavated by: Struckman's Backhoe Serviee Location: See Site Map Plates Depth to Water Table: 9.4 Feet bgs Total Depth: 10.0 Feet bgs Qp to I I 13.0.3.75 0.0-6.6 1 moist Very to light brown. slightly moist to saturated. 6.6-10.0 medium dense to dense, fine to medium grained sand, fine to coarse gravel, 5 Inch Ca0yrigln 91011 MawdWs win, 4 Inspmiion. Ino. an0Omti id.ID wm �7www.(208) mg Id com4748 Fax (200) 3226515 2791 South Victory View W n Environmental Services ❑ Geoiachnical 18 November 2011 Page # 29 of 32 0990,\b l IIN no (TRAVEL EQUIVALENT METHOD - PAVEMENT THICKNESS DESIGN PROCEDURES Pavement Section Design Location: McMillan Road Road Subdivision Average Daily Traffic Count: Design Life: Traffic Index: Climate (:actor: Subgrade CBR Value: R -Value of Aggregate Base: R -Value of Granular Borrow: Subgrade R -Value: Expansion Pressure ofSubgrade: Unit 1§'eight of Base Katerials: Total Design Lire 18 hip ESAL's: ASPI•IALTIC CONCRETE: Gravel Equivalent, Calculated: Thickness; Gravel Equivalent, ACTUAL: CRUSHED AGGREGATE BASE: Gravel Equivalent (Ballast): Thickness: Gravel Equivalent, ACTUAL: GRANULAR BORRONV; Gravel Equivalent (Ballast): Thickness: Gravel Equivalent, ACTUAL: TOTAL Thickness: Thickness Required by Exp. Pressure: All Lanes & Both Directions 20 Years 6.00 1 R -Value ofSubgrade: 10.00 4.5 Subgrade Mr. 6,750 80 60 10 1.40 130 3 3,13 1 Design 0.384 —� Use= 2,5 [ngiies. ' 0.196933077 Inches Ratios 0.41 2.50 1.93 0.768 (if only aggregate base is to beconsidered change B 14 to B 15) Cement Treated Base (at least 4.2): 400 1.10 0.324 12.00 1,00 0.713 1.728 �— Use= l2 Inches 0.955 1.713 1.542 1,551 This number must be less than TOTAL Thickness Copyright © 201 I Materials Testing & Inspection, Inc 2791 South Victory View Way ° Boise, ID 83709 ° (208) 376.4748 a Fax (208) 322.6515 mtiQmti id.com ° www.mti-id.com Design Depth Substitution Inches Ratios Asphaltic Concrete (at 2.50 1.93 Asphalt Treated Base ( least 4 2): 0.00 0.00 Cement Treated Base (at least 4.2): 400 1.10 Untreated Aggregate Buse (at least 4.4 (at last 4.2): 12.00 1,00 Granular Borrow Copyright © 201 I Materials Testing & Inspection, Inc 2791 South Victory View Way ° Boise, ID 83709 ° (208) 376.4748 a Fax (208) 322.6515 mtiQmti id.com ° www.mti-id.com Z ��z Vl lit to V � tU tl, N o �• in (n r C C C 0 L ei dyL c o Zm�° ooh o 2e Q enW � u! z z �•• a cv !— � in .r, .r, :1 'rl ..`lli�. �:y''•ir ro- .',:j'e.� F,;: ��,� .�. -',I . •.};. :::r3. 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V CL d U CL VI N uCL ��S r m n Nm Z Z J <Cm Q J QJ W I -.NORTH BLACK CAT ROAD: --- 6) Se U) < b 2 A U EROQLS 51 60 9NSPECT90N 25 September 2013 Page 9 l of 2 �1V letter 9.21-13 ❑ Environmental Services O Geotechnical Engineering 0 Construction Materials Testing O Special Inspections Mr. Thomas Coleman Coleman Homes 1859 South Topaz Way, Suite 200 Meridian, ID 83642 208-624-0020 Dear Mr. Coleman: Re: Groundwater Levels Oates and 1H uslcey Property Well Monitoring Ten Dile & Usticic and McMillian & McDermott Meridian, ID This letter is to verify seasonal high groundwater as determined through regular monitoring unavailable at the time of the previously issued MTI Geotechnical Engineering Reports (B110990g and B120790g). Descriptions of general site characteristics and the proposed projects are available in the previous reports. Unless otherwise noted in this letter, all initial recommendations, limitations, and warranties expressed in the previous reports must be adhered to. The following tables represent groundwater data collected for each site. It should be noted that these levels will fluctuate from year to year, and are limited to the data collected. 7,fr,.nAT.11- quhdivi.QiAn lYY0.1TAeLLLLaa LY `v wn� ..+�-^------- ,,: � I[De 1>ii'>{o'�roatnd�va>Eeu;;(f�et) 9, 2011 9.60 5.00 6.50 November August 8, 2012 6.25 3.25 3.40 August 24, 2012 5.25 3.25 3.45 September 7, 2012 4.70 2.40 2'80 September 21, 2012 4.95 3.61 4.15 October 5, 2012 5.90 3.30 3.79 October 19, 2012 6.39 3.95 4.57 November 1, 2012 6.63 4.21 4.93 November 16, 2012 7.02 4.44 5.20 December 14, 2012 8.53 4.68 5.44 January 12, 2013 8.53 4.82 5.60 February 8, 2013 Dry 4.65 5.75 March 8, 2013 Dry 4.90 5.60 April 6, 2013 Dry S•03 6.00 May 3, 2013 Dry 3.1 2'87 June 3, 2013 7.63 2.25 3.92 June 27, 2013 6.27 3.43 3.24 July 26, 2013 5.89 2.09 3.50 August 23, 2013 2.93 3'42 3'44 September 21, 2013 5.37 3.99 3.72 Copyright 'Dr 2013 NIaterials Testing & Inspection, Inc. 2791 SOLIth Victory View Way o Boise, ID 83709 - (208) 376.4748 a Fax (208) 322-6515 mti@niti-id.com o ` ww.mt1-id.corn = MATEROALS ,��s4>• lr`, 25 September 2013 Page# 2of2 gw leller9-21-13 ❑ nvironmenial Services O Geotechnical Engineering ❑ Construction Materials I esiing Cl Special Inspections tRlsnk.c iPrnnp.rty _ �eptln tm IIDate I ®n>< orea . , �r®uaac�ra..... .....:_ August 15, 2012 2.00 August 24, 2012 2.05 September 7, 2012 1.85 September 21, 2012 2.10 October 5, 2012 2.53 October 19, 2012 3,04 November 1, 2012 3.38 November 16, 2012 3.55 December 14, 2012 4.05 January 12, 2013 4.67 February 4, 2013 3.80 March 8, 2013 4.86 April 6, 2013 -5..3 3 May 3, 2013 4.65 June 3, 2013 3.44 June 27, 2013 2,53 July 26, 2013 2.79 August 23, 2013 2.43 September 21, 2013 2,94 MTI will continue to monitor these wells on a monthly basis. MTI appreciates this opportunity to be of service to you and looks forward to working with you in the future. If you have questions, please call (208) 376-4748, Respectfully" Submitted, Materials Testing & Inspection, Inc. Elizabeth Brown, P.E. Revietived by: onica Saculles, P.E. Geotechnical Engineer Geotechnical Engineer Copyright ?: 2013 Materials Testing CA Inspection. Inc. 2791 South Victory View Way Boise, ID 83709 � (208) 376-4748 Fax (208) 322-6515 rnti0n'i-id.com > w�wnv.rnii-id.com