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Geo Tech Engineering Report
MATERIALS TESTING & INSPECTION TJ Envirtiruuantel tiArvic« a Gy41R3CI'Ir 111 i Lnglriaur1w,; U 0n11011juliun T.+afnq U Speoie ° GEOTECHNICAL ENGINEERING REPORT of Starkey PropErty 4660 North Meridian Road Meridian. 10 Prepared fora Providence Properties, LLC 701 South Alyn Street, Suite 106 Meridian, ID 83640 MTI File Number 8131168g 2799 South Victory Vlow Way • balsa, ID 63709 • (208) 376.4748 • Fax (208) 322.6595 nril©r5911-ITJ,can'i + www,mti-ld.c�m AN MATERIALS TESTING & INSPECTiON 28 October 2013 Pagel! t of27 0131189". Rech U Cnvieo rnw'lal soxvlouu , U Gootoohn e l Ci tU Gun5t*rlQ l0ti KIIiWriaia `1 o -runic U,sponal Inspock1t Ms. Lisa Cunningham Providence Properties, LLC 701 South Allen Street, Snite 1011 Meridian, ID 83642 (208) 695-2400 Re: Geotechnical Engineering Report Starkey Property 4660 North Meridian road Meridian, ID Dear Ms, Cunningham: In compliance with your instructions, we have conducted a soils exploration and foundation evaluation for the above referenced development, Fieldwork for this investigation was conducted on 18 October 2013, Data have been analyzed to evaluate pertinent geotechnical conditions. Results of this investigation, together with our recommendations, are to be found in the following report. We have provided a PDC copy for your review and distribution. Often questions arise concerning soil conditions because of design and construction details that occur on a project. MTi would be pleased to continue our role as geotechnieal engineers during project implementation. Additionally, MT1 would be pleased in providing materials testing and special inspection services during construction of this project. If you will advise us of the appropriate time to discuss these engineering services, we will lie 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, [I' you have questions, please ell (208) 376-4748, Respectfully Submitted, Materials Testing & Inspection, llnc. Qom. T ,4 4 1 4898 Ehet I zah 13rown,l' C.: Gcoteelinical Engin er !o•zrlxl3 Revlewed fy: keVrlUlicfiroeder, P,G, Geotecluiical Services Manager 4 Reviewed .v h. ; Mo" r1.i4Ama > Geotechnical Engineer C ol'yeighl 9 20 1.1 Matt ial, ICS6IIg& hirtpuulinn, hu.. 2791 South Viclory Viow Way * 801 e Ill 83709 • (208) 376-4748 + Fax i200j 3:12.6515 roti-Pmli,id,w"i , Ymw,mll•id,coln MATERIALS TESTING & INSPECTION 28 October 2013 Pape # 2 of 27 hit I I $Ntt_peotach 'Pt Envirorin61111rd Fwjn,3atrk y V t`.nneln lrhTr1. Pd. dca it! s w ilia B 5'p6: t inUlAciatlPn.S TABLE OF CONTENTS ININOOLIC'110N................. ... ........ ................. ................. -- ........ , _.,..,.......... ..... ....,_...,:,.,.:.........:............ ,. 3 ProjectDescription ................ ..... ................. .................................. ............... ............. ................. .......... ,.... 3 Authorization............................................................................................................................................. 3 Purpose......... ............................................................................................................................................. 3 Scopeof Investigation ....... ............................ .......................... .................. .......... ................... ........... ........ 4 Warranty and Limiting Conditions............................................................................................................ 4 r'xeluslYeUse— ............ ...... — ........................................ _ ........ ..– ................. .................................... 4 Report Recommendation are Limited and Subject to Misinterpretation..::...:..........................:................4 EnvironmentalConcerns .................................... ...................................... ............ ........... ........................ 5 StTTDBSCRIFFION.............:..............................................................l-.—. ...,............... ........ ...... -- ......... .,,.... 5 SiteAccess ...... ........................ .............. .............. ................... ...................... .......... ............................ ....... 5 RegionalGeology ........... ................ ,...... ,...... .:,,.,........,...,.,,..,,.,,...,,..,,,,.... ........ ........... ... ..,..,.,..... ,---- 5 General Site Ghatacterislies..................................................................................................................... 6 Regional Site Climatology and Geochemistry ................................. ............. ........... ......... .... ............ .,.,,,.,.5 GeoseismieSetting ...... ......... .......... .................. .................................................... ,.... ---- ....... ,.............. 6 SOILS 8X PLOItA'I'ION.......................................................................................................................................... 6 Fxplorminn and Sampling Procedures. ...... ...... ... --- ---- .................... .. .... ........... .................... 6 LaboratoryTesting Prognun...................................................................................................................... 7 Soiland Sediment Profile.. ................... ... - ......... ............................................... ............................... 7 VolatileOrganic Scan................................................................................................................................ 8 SUFHYDROLOGY ............................. ...:.......... .... ...:............ ............ ................ ......... ...... ...... .:......... .......... ........ 8 Groundwater......................... .... ................... ............................. .............. ... .............. .......................... - -,.. 8 SoilInfilvatlon Rates ....................................... .................. ................. ......... ....,............... ...................... .. B FOUNOA'FION, SLAB, AND PAVlifwitl';.T DI.StTSSION AND RGCOMMI-NDATIONS............................ ...... ....... 9 Foundation Design Recommendations.................................................................................................... 9 Crawl Space Recommendations-- ...... ............................................................. ............. ...... .......... 10 l:loor, Patio, and Garage Slab�on Grade.— .... I ...... — .... — ......... I ..................................... ......... ...... 10 Recommended Pavement Sections .................. .......................... .... ...... .............. ...................:........ ......... I I Flexible Pamnont Sections... .... ................ — ...... - ........................................... .............. . . ............ I I Common Pavement Section Construction Issues............................:.................:....................................... 12 CON'STIMCrION CONSIDnRA71ONS................................... ........ 12 earthwork.................... .......... ......... ...... ,............ ......... .......,.,,...........,..................................... .............. 12 DryWeather-- ........ — ............. --- ........................ .... .............................. ... r .... I.... 13 WetWeather ...... ...................... ................. ............. ............ ......... ............ ................................................. I3 SoliSubgiade Soils.................................................................................................................................. 17 Frozen Subgrade Soils ....................... ................,. .........,.................................. 14I StructuralFill.---- ......... ....... r ...... ....... I ......................... ..... .-- ................... ........ 14 Backfill of Walls—.--, .... ......... 11F 1 ".1. — I I FI -1 11 1. . ... I ..... is Excavations- ........ ....... ......... ............... .... ............ .............. ................... .:................ ...... .......................:... 15 GroundwaterControl..... .... .... ....... .............. .................:............................................................................ 16 GGNIRALCOMMFNTS............. ....... ...................:........<...,........,..:..,::.,I....:..:.....,.:....,:....,...I.,,.,.,.,..,..,._..,:.,.I..,.. 16 Riot nt NC S .... ...... ........ ..................................................„......,..,.....,.,.............,,:....,:...,,:................................. 17 AI'I'GNDICHS................ .......... .......,.... .....,.,,,.......,,...............,,..,.,,....:,.,.........,....... ,..,...... ..,.:...,,........... ....... ...... Is Acronym1.ist.................................•,,...,;......,...,.........,..,..,....,,..,.................,.•...•......,..,..,.,..,,..,..,........,....... IS GeotechnicalConeral Notes...................................................................................................................... 19 Geotechnical Investigatiwt'I'esi Pit Log....................,.........,..........,..,.,,...,..................,,................... 20 Gravel Equivalent Method - Pavement Thickness Design Procedures...................................................... 24 R -Value Laboratory Test Data ............. ...................................................................................... .... I .... ,.... 25 PlaceI; Vicinity Map.................................................................................................................................26 Plate2: Site Map...................................................................................................................................... 17 t'ngyrlpht G� 2013 Materials Yesliut; C: Impe 11,111 k1k P701 Sntllh VvA01'Y Viero Way - Botae, ID 83703 - (208) 875-4743 • Fax (208) 322.6515 mI1@nntI-Id,com • wmonli-id.com AN MATERIALS CrTESTING & INSPECTION 23 October P.013 Page it 3 of 27 H.31 I ft-putcch U Enyiioois1Ntltal Sory m:j U G11at€;01r n,.II Efigoeeliing J Conl1wclum idlaiennis FaAva J,Ir-a=:Ial h r;pech'ons INTRODUCTION This report presents results of a geotechnical investigation and analysis in support of data utiliMl in design of structures as defined in the 2009 International Building Code (IRC), .Information in support o'f' groundwater and storm water issues pertinent to the practice of Civil Enginccring is included. Observations and recommendations relevant to the earthwork phase of the project arc 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 roundntion recommendations are required, Deviations from noted subsurface conditions, if encountered during construction, should also be brought to the attention of the soils engineer, Project Description The proposed development is in the northern portion of the City of Meridian, Ada County, ID, and occupies a portion of the NWt/4NWlI/4 of Section 31, Township 4 North, Range 1 Fast, Boise Meridian. This project will consist of construction of an unknowlt number of residential structures to be developed on 5 acres. Loi, and street layouts have not yet been determined; Total settlements are limited to I inch. Loads of up to 4,000 pounds per lineal foot for wall Cootings, and column loads of up to 50,0110 pounds were assumed for settlement calculations. Additionally, assumptions have been made for traffic loading of pavements. Retaining walls are not anticipated as part of the project, MTI has not been informed of the proposed grading plan. Authorization Authoriv ition to perform this exploration and analysis was given in the form of a written authorization to proceed from Mr. Randal C'larno of Providence Properties, LLC to Kevin L. Schroeder of Materials Testing and Inspection, Inc. (MTI), on 8 October 2013. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between Providence Properties, LLC: and MTI. Our scope of services for the proposed development has been provided in our proposal dated I October 2013 and repeated below. Purpose The purpose of this Geotechnical Engineering Report is to determine various soil profile components and their engineering characteristics for use by either design engineers or architects in; a Preparing orverifying stutability of foundatlmr design end placement • Preparing site drainage designs • Indicating issues pertaining to earthwork construction • Preparing residential pavement section design requirements Copwrtghl Vx 2013 Nlaurlpls ler inn K lwpwion. Inc 2791 South Victory Vievi Way • Hare, Its HU09 (208) 376-4-1118 + Fax (2,08) 322-6515 mtlikril-Id_com ° WV wWAI-idxom CIFMATERIALS TESTING & INSPECTION 28 October 201:9 (sage g a of 27 hill 188g._geolud .-r Enylr'cinnr(mQ SowluG J f ik_Mr.c hdn d En flfploi in9 U C,! idhc A tt ,h_irlo' 1osllOi CJ J[i u, Il las oolmiz, Scope of Investigation The scope of this investigation included review of geologic literature and existing available geotechnical studies of the area, , visual site reconnaissance of the immediate site, subsurface exploration of the site, Held and laboratory testing of materials collected, and engineering analysis and evahlation of fOLtndati(n InatCHUIS. The scope of work did not include design recommendations specific to individual residences, Warranty and Limiting Conditions M11 warrants that findings and conclusions contained herein have been formulated in accordance with generally accepted professional engineering practice in the fields of foundation engineering, soil mechanics, and engineering geology only for the site and project described in this report. These engineering methods have been developed to provide the client with information regarding apparent or potential engineering conditions relating to the site within the scope cited above slid 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 foray a reasonable basis for the purposes cited above. Exclusive Use This report was prepared for exclusive use of the property owner(s), at the time of the report, and their retained design consultants ("Client"). Conclusions bard recommendations presented in this report are based on the agreed-upon scope of work outlined in this report together with the Contract for Professional Services between the Client and Materials Testing and Inspection, Inc. ("Consultant" ), Use or misuse of this report, or reliance upon findings hereof; by parties other than the Client is at their own risk. Neither Client nor Consultant make representation of warranty to such other parties as to accuracy or completeness of this report or suitability of its use by quell other patties for purposes whatsoever, known or unknown, to Client or Consultant. Neither Client nor Consultant shall have liability to indemnify or hold harmless third parties for losses incurred by actual or purported use or misuse of this report. No other warranties are implied or expressed. Rynort Recommendation are Limited and Subject to Misintei retation There, is a distinct possibility that conditions tn'ay 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, unsuituble soil types or conditions, and variability in soil moisture and groundwater conditions, To avoid possible misinterpretations of findings, conclusions, and implications of this report, MTI should be retained to explain the report contents to other design professionals as well as construction professionals. Since actual subsurface conditions on the site oan only be veriCled by earthwork, note that construction recommendations are based on general assumptions from selective observations and selective licld exploratory sampling. Upon commencement ofconstruction, such conditions may he identified that required corrective actions, and these required corrective actions may impact the project budget, Therefore, construction recommendations in this report should be comidered preliminary, and MTi should be retained to observe actual subsurface conditicnu during eartliwork construction activities to provide additional construction recommendations as needed. UopyIigIII (Y)'1013 mamriIII s'raviing't 111spcebcm. lite. 791 SO41111 Victory Vi©W+Nay - IIoise, ID 83701.9 - f`L06) 376 4 rte • Fax (208) ;322-CZ14 mlirpamll-ld.com - n+ww:ml-id,conr CPMATERIALS TESTING & INSPECTION 28 OCtobcr 2013 Page# 5 of 27 bIJIIUg xcmuch k�ivnbnm��ntn,i SeoYIree 9 Geotechlic.3 F"n4dnoarhg 0 rmalruriiii Matwook fost+nR C]�TI bun„n.Cans Since geotechnical reports are subject to misinterpretation, do not separate the soil logs from the report. Rather, provide a copy, or authorize for their use, of Ute coma fete report to other design professional of contractors. This report is also limited to information available at the time it was prepared, In the event additional intbrmation is provided to MTI following publication of our report, it will be forwarded to the client for evaluation in the form received. Environmental Concerns Comments in this report concerning either onsite conditions or observations, including sail appearances and odors, are provided as general information. These comments are not intended to describe, quantity, or evaluate environmental concerns or situations, Since personnel, skills, procedures, standards, and equipment differ, a geotechnical investigation report is not intended to substitute for a geoenvironmental investigation or a Phase 11/III Enviromnental Site Assessment. If environmental services are needed, MTI can provide, via a separate contract, those personnel who are trained to investigate and delineate soil and water contamination. SITE DESCRIPTION Site Access Access to the site may be gained via Interstate 84 to the Meridian Road exit. Proceed north on Meridian Road approximately 3,6 miles to the project site north of Lava Calls Drive. The site is located on the east side of Meridian Road. Presently the site exists as a residence with associated outbuildings fronting Meridian Road, The location is depicted on site map plates included in the Appendix, Regional Geology The project site is located within the western Snake River Plain of southwestern Idaho and eastern Oregon. The plain Is a northwest trending rill basin, about 45 miles wide and 200 miles long, that developed about 14 million years ago (Ma) and has since been occupied sporadically by large inland lakes. Geologic materials found within and along the plain's margins reflect volcanic and fluvial/lacnstrine sedimentary processes that have led to an accumulation of approximately I to 2 km of interbedded volcanic and sedimentary deposits widuu the plain. Along the margins or the 'plain, streams that drained the highlands to the north and south provided course to fine-grained sediments eroded from granitic and volcanic rocks, respectively. About 2 million years ago the last of the lakes was drained and since that time fluvial erosion acid deposition has dominated the evolution of the landscape. The project site is underlain by the "Gravel of Whitney Terrace” as mapped by Othberg and Stanford (1993). Sediments of the Whitney terrace consist of sandy pebble and cobble gravel. The Whitney terrace is the second terrace above modem Boise River floodplain, is thickest toward its eastern extent, and is mantled with 2-6 feet of loess. Supy6ghLO 2013 MIDtudids T'es4np; k hj,p:cl fico, lac. 27171 south Vfatoi y view Way - 13oi9e, ID 83705 • (208) 376-4748 • Fax (20&) 322 65,5 'tt@mtl-Id.com . www,mll-1d.c0nn AM CMATERIALS TESTING & iNSPECTION 28 October 2013 Page tit 6 of 27 1,131188g vowell J Enylrofirt3 ts!$aroira& 'J uh..i Cncdnaeiin(t U C4r_ti J+ih In Motel InI t ellriri U Slpm nl :, General Site Characteristics This proposed development consists of approximately 4.9 acres of relatively flat and level terrain. I Iclwevert two depressions were ]resent in the eastern portion of the properly and are possibly a result of previous structure demolition activities. Tlvoughout the majority of the site, surtieial soils eonsist of fine-grained clay - silt mixtures or rill materials. Vegetation primarily consists of mature trees, landscape and pasture grasses, and other native weed acid grass varieties typical of aril to semi -arid environments. An irrigation ditch is present starting near the west -central properly boundary and extending east to the central portion of the site. Regional drainage is north toward the poise River. Storni water drainage for the site is achieved by percolation through surflciat soils. The site is situated so that it is unlikely that it will receive any storm water drainage from off-site sources. Storm water drainage collection and retention systems are not in place on the project site and were not noted within the vicinity of the project site. Regional Site Climatology and Geochemistry According to the Western Regional Climate Center, the average precipitation for Treasure Valley is on the order of 10 to 12 inches per year, with an annual snowfall of approximately 20 inches and a range from 3 to 49 inches. The monthly mean daily temperatures range frorp 21° P to 95° P with daily extremes ranging from -25° F to 1 I V K Winds are generally from the northwest or southeast with an annual average wind speed of approximately 9 miles per hour (mph) with a maximum of 62 mph- Soils and sediments in the area are primarily derived from siliceous materials and exhibit low electro -chemical potential for corrosion of ntetals or concretes. Local aggregates are generally appropriate for Portland cement And lune cement mixtures. Surface waters, groundwaters, and soils in the region typically have pH levels ranging from 7.2 to $.2. Geoseismic Setting Soils on site are classed as Site Class D in accordance with Chapter 16 of the 2009 edition of the IBC, Structures constructed on this site should be designed per TBC requirements for such a seismic classitiention. Our investigation did not reveal hazards resulting from potential earthquake motions including: slope instability, liquefaction, and surface rupture caused by faulli.ng or lateral spreading. Incidence and anticipated acceleration of seismic activity in the area is low. SOILS EXPLORATION Exploration and Sampling procedures Field exploration conducted to determine engineering characteristics of subsurface materials included a reconnaissance of the project site and investigation by test pit. Test pit sites were located in the field by means of visual approximation From ori -site features or known locations and tare presumed to be accurate to within it few feet. Upon compledon of investigation, each lesl pit was backfilled with loose excavated materials. Re -excavation and compaction of these lest pit areas are required prior to construction of overlying struotures. Oipyright rO) N H A 6norlal9 'l islii5p K In clytction. Inn V141 9ortlh Victr.N y Vleny Way � Holse, ID 83%99 • (208) 376-4748 • Fax (238) 322 6615 InllUnlll-id,ccm - wva%%n%-1d.com MATERIALS TESTING & INSPECTION 28 October 2011 page 4 ; of 27 bt31188g,.esolcch J , lnh.3nrnr Y I��'1r,r,rlua:� a t, or,4d,11 F i lb as�tn,J J S, ,'Ji d 11,Fpondar, In addition, samples were obtained from representative soil Strata encountered. Samples obtained have been visually classified rat the field by professional staff, identified according to test pit number and depth, placed in sealed containers, and transported to our laboratory for additional testing, Subsurface materials have been described in detail on logs provided in the Appendix. Results of field and laboratory tests are also presented on these lugs, MTI recommends that these togs not be used to estimate fill material quantities. Laboratory Testing Program Along with our field investigation, a supplemental laboratory lesting program was conducted to determine additional pertinent engineering characteristics of subsurfaee materials necessary in an analysis of the anticipated behavior of the proposed structures. Laboratory tests were conducted in accordance with current applicable American Society for Testing and Materials (ASTM) specifications, and results of these tests are to be found on the accompanying logs located in the Appendix. The laboratory testing program for this report included; Atterberg Limits 'tests - ASTM 64315, Grain Size Analysis - ASTM C1 171C136, and Resistance Value (R -Value) and Expansion Pressure of Compacted Sniffs — Idaho 7'-8. Soil and Sediment Profile The profile below represents a generalized interpretation for the project site. }Vote that on site soils strata, encountered between test pit locations, may vary from the individual soil profiles presented in the logs; which can be found in the Appendix. The materials encountered during exploration were quite typical for the geologic area mapped as Gravel of Whitney Terrace. Surfieial soils were lean clays and various Fill materials. 1 -can clay soils were encountered at the ground surface in test pit I and underlying fill materials in test pits 2 through 4, "These soils were dark brown to brown, dry to slightly moist, and medium stiff to hard, with tine grained sand and limited weak calcium carbonate cementation. Borderline [can clay/silt fill materials were encountered in test pits 2 and 3. These fill materials were dark brown, dry, and very soft to soft. Poorly graded gravel with send till materials were encountered in test pit 4 and were classified as brown, dry, and medium dense with fine to medium grained sand and 6 inch minus cobbles. Wire and concrete debris were noted throtighout. Sandy silt soils were observed underlying the lean clay soils. These soils were brown, dry, and hard, Weak to moderate calcium carbonate cementation was noted throughout these soils. Silty sand sediments were found underlying sandy silt soils in test pits 2 and 3. '1`hesc sediments were brown, dry to slightly moisl, and dense, At depth in each test pit, poorly graded gravel with sand sediments were encountered. poorly graded gravel with sand sediments were most often classified as light brown, dry to slightly moist, and dense, Fine to coarse grained sand and gravel was noted, Cobble sixes varied across the site from 4 to 5 inches. Competency of test pit walls varied little across the site. In general, tine grained soils remained stable while more gram filar sediments readily sloughed. However, moisture contents will also affect wall competency with saturated soils having a tendency to readily slough when under load and unsupported. C„pytighi 9= 2013 Nlnfermis'tcyihig&, Inslrcciinn, Inv 27511 Soulh Vlczo y View Way r Boise, fU 83709 • (?ea) VO -474X • t -ax (208) T^2-6[,15 rnli@rritl-id.corn • wtw).mil-1cl,rolli MATERIALS TESTING & INSPECTION 28 October 2013 Pane # 8 of 27 h lb 11 ssp-peo ach J t7r;Wl Jnnlcrutin (,c=1Ifcns J 1_ 9f ifr�,hnl, ,dl t,nE,llllctertnl: a Gof)'lfuol tall fyw W11Li1 Tf _Apt U an.?� LlSPAr:I niiE Volatile Organic Scan No environmental concer,s were identified prior to commencement of the investigation. Therefore, soils obtained during on-site activities were not assessed Por volatile organic compounds by portable photolonization detector. Samples obtained during our exploration activities exhibited no odors or discoloration typically associated with this type contamination, No groundwater was encountered, SITE HYDROLOGY Existing surface drainage conditions are defined in the General Site Characteristics section. Information provided in this section is limited to observations made at the time of the investigation. Either regional or local ordinances may require information beyond the scope of this report, Groundwater During this field investigation, groundwater was not encountered in lest pits advanced to a maximum depth or 15,1 feet bgs, Soil moistures in the test pits were generally dry to slightly, moist In the vicinity of the project site, groundwater levels are controlled in large part by residential and commercial irrigation activity and leakage from nearby canals. Maximum groundwater elevations likely occur during the later portion of the irrigation season. During previous investigations performed in December 2004 and October 2005 within approximately 'f -mile to the northwest and west of the project site, groundwater was noted within numerous test pits at depths or 11,1 to 16,1 feet bgs. Groundwater monitoring performed by MTI at site to the west of the project site indicates groundwater fluctuates between 12,21 and 17,07 feet bgs, based an evidence ol'this investigation and background knowledge of the area, MTi estimates groundwater depths to remain greater than approximately II feet bgs throughout the year. This depth can be confirmed through lona;-tern groundwater- monitoring. Sell Infiltration Dates Soil permeability, which is a nieasure of the ability of a soil to transmit a fluid, was not tested in the €field, Given the absence of direct rueasureinents, for this report an estimation of infiltration is presented using generally recognized values for each soil type and gradation. Of soils comprising the generalized soil profile for this study, icon clay soils generally offer little permeability, with typical hydraulic infiltration rates of less than 2 inches per hour. Sandy silt soils will commonly exhibit infiltration rates from 2 to 4 inches per (tour. Silty sand sediments usually display rates of A to R inches per hour, However, elicit" carbonate cementation present within the sandy silt and silty sand soils may reduce the previously listed values to near zero. Poorly graded gravel with sand sediments typically exhibit infiltration values in excess of 12 incites per hour. Infiltration testing is generally not required within these sediments because ol'their free -draining nature. It is recommended that infiltration facilities constructed on the site be extended into native poorly graded gravel with sand sediments. Excavation depths of apps oxiniately 5,0 to 8.0 legit bgs should be anticipated to expose these non-cemented, silt -free poorly graded gravel with sand sediments. Because of the high soil permeability, ASTM C33 filter sand, or equivalent, should be incorporated into design ofinfiltration facilities. An infiltration rate of B inches per (tour should be used hr design. Actual infilu'atiori rates should be confirmed at file time of ennslruction. copw1h1li o"'ri nt Nialei inly a'esttng k Impw1on. In: 21 ,1 Sonth Victory View Way • Potsu, Ill 837011 - (2W) $76-47,18 • 1 -ax (2(18) 322-651.9 multdirnit d.coni - www.niti-Id,eom Am MATERIALS CPTESTING INSPECTiON 28 October 3013 Page # 9 ol'27 h 1 } I I R6g:11mtech J 6100(IIYI0i(,I `irilyhles J G r,otrud1rOr-,i1 Lt l of ur6lr, JJ t Cnls aio im M d(.thl-- ❑ �',C7(z lir.,p:w,llfiri9 FOUNDATION, SLAB, AND PAvFnaFNT DISCUSSION AND RFConimIFNDATiONS Various foundation types have been considered for support of the proposed structure. Two requirements must be met in lite design of foundations. First, [lie applied bearing stress mus(be less than the ultimrte bearing capacity of foundation soils to maintain stability. Second, total and diterential settlement must not exceed an amount that will produce an adverse behavior of the sllperstntcture. Allowable settlement is usually exceeded before bearing capacity considerations become important: thus, allowable bearing pressure is normally controlled by settlement considerations. Considering subsurface conditions and the proposed construction, it is recommended that the structure be founded upon conventional spread footings and continuous wall footings. Total settlements should not exceed 1 inch if the following design and construction recommendations are observed. Foundation Design Recommendations Based on data obtained from the site and lest results from various laboratory tests performed, MITI recommends following guidelines for the net allowable soils bearing capacity; Soil Bearing Capaei It will be required for MITi personnol to vLr�i.h!;_bcaringsoil suitability for each structure 111 the lime of Construction, roofings 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, aid ditTerential selgemcnt should be limited to approximately '!x inch. Objectionable soil types eltcaunteted at Litt bottom of footing excavations should be removed and replaced with structural fill. Excessively loose or soft areas that are encountered in the fooling 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, INTI'l recommends continuous footings be suitably reinforced to make them as rigid as possible, Por Frost j2rolm(ion, the bottom of external footings should be 24 inches below finished grade Capyrighl C0 Mi l Materiule'(crting & Impuaimn. Inc 27791 Soulh Victory View N/ay 5oisr' 10 03709 (208) 375-11748 • Nix (7n8) 322-6515 rnliUr711Wd.cem • vwM'.mli,'d,com Footings must bear on competent, undisturbed. 1,3001bs/W native soils or compacted structural till. Existing Not Required for fill materials must be completely removed fiom Native Soil A 11,1 increase is al[ownble bclow foundation elements.] An excavation for short-term loading, depth of approximately 1.0 foot bgs should be 95% for Structural Fill which is defined by seismic anticipated to expose proper bearing soils. events or designed wind speeds' It will be required for MITi personnol to vLr�i.h!;_bcaringsoil suitability for each structure 111 the lime of Construction, roofings 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, aid ditTerential selgemcnt should be limited to approximately '!x inch. Objectionable soil types eltcaunteted at Litt bottom of footing excavations should be removed and replaced with structural fill. Excessively loose or soft areas that are encountered in the fooling 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, INTI'l recommends continuous footings be suitably reinforced to make them as rigid as possible, Por Frost j2rolm(ion, the bottom of external footings should be 24 inches below finished grade Capyrighl C0 Mi l Materiule'(crting & Impuaimn. Inc 27791 Soulh Victory View N/ay 5oisr' 10 03709 (208) 375-11748 • Nix (7n8) 322-6515 rnliUr711Wd.cem • vwM'.mli,'d,com MATERIALS TESTING & INSPECTION 28 October 2013 Page 9 10 of 27 heli lb&e�enlech J (`rlYlr alit I� Yfl-. £e! INb;ry J t (r 1 E I1CIir d� t aid IIC+NpIflf U Uruslryeh hl ISAaloi Jkil t o,411iil U jjpb iii hfi+.c,.,!hon3 Crawl Space Recommendations Considering the presence of shallow cemented soils across the site, all residences constructed with crawl Spaces should be designed in a mariner that will inhibit water in the crawl spaces. MTI recommends that rout drains carry storm water at least 5 Poet away from each residence. Grades should be greater than 5% Por a distance of 10 feel away firom all residences. In addition, rain gutters should be placed around all sides of residences, and backfill around stern walls should be placed and compacted in a controlled manner. Based on test pit logs, areas with shallow cementation are likely to be encountered across much of the site, with cementation present as shallow as 1.8 to 2.9 feet across the site, In areas where cemented soils will be within 2 feet of the crawl space elevation, construction of subsurface drains is also recommended, Review of proposed grading in conjunction with soils data presented by MTI will be required to identify these areas. Subsurface drains should be placed at storm water and irrigation water collection points within the lawn area. These drains will require over -excavation through cemented soils to underlying free -draining soils and backfilling with permeable soils to pennit drainage. Floor, Patio, and Garage Slab -on Grade present during excavation to Identify these materials. Native clay soils are moderately plastic and will be susceptible to shrinWswell 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 inebes and rc-compacted between 92 percent and 98 percent of the maximum density as determined by ASTM D698, The moisture content should range from I 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 u minimum of 5 percent for a distance of 10 fool to provide, positive drainage or surface water away font buildings. Grading must be provided and maintained fallowing construction. Organic, loose, or obviously compressive materials must he removed prior to placetnenl of concrete floors or floor -supporting fill, In addition, the remaining subgrade should be treated in accordance with guidelines presented in the Earthwork section, Areas of excessive yielding should be excavated and backfilled with structural Gil. 1=ill used to increase the elevation of the floor slab should meet requirements detailed in the Structural Fill section. pill materials must be compacted to a mutirnum 95 percent of maximum density is determined by ASTM D1557, A free -draining granular mal (drainage fill course) should be provided below slabs -on -grade. This should be a minimum of 4 inches in thickness and properly compacted. The ural should consist of a sand and gravel mixture, complying with Idaho Standards for Public Works Construction (ISPWQ specifications for'/ -inch (Type 1) crushed aggregate. A moisture -retarder should be placed beneath floor 'slabs to minimize potential ground moisture effects on moisture -sensitive floor coverings. The moisture,retarder should be at leas) '15 -Hill in thickness and have a permeance of less than 0,01 US pcmns as determined by ASTM F96, k'lacement of the moisture -retarder will require special consideration with regard to cheers on the slab -our -grade_. The granular mat should be compacted to no less than 95 percent of maximum density as determined by ASTM 171557. Upon request, MTI can provide Further consultation regarding, installation. Copp iphl @ 20 } .Wbleriak foaling k Ia, pvc inn, Ine 2791 South Vidury Vklef Way - Boise, Ip 83108 (208) 87(i-4(48 Fax (3ea) 322 6515 ^ nrily.nVidd,Oom • wwW.mli-id,corn MATERIALS TESTING & INSPECTION 28 October 2013 Page h 11 ol'27 b I A I88ii,zwlech U JSzPL1(Jl;(ln f j 114UI'rMilwHoII mal"IiJ8 ..t 9kailII�1+pIIMk; Recommended Pavement Sections As required by Ada County Highway District, MTI has used a traffic index of 6 to determine the necessary pavement cross-sections for the site. MTI has made assumptions for traffic loading variables based on the character of the proposed construction. The Client should review these assumptions to make sure lhey reflect intanded use ani lnsdit ,uf �a�elr�eg htii now and n the fi ; MTI collected a sample of nuar-surface soils for Resistance Value (R -value) testing representative of soils to depths of 2.9 feel below existing ground surface. This sample, consisting of lean Clay col lectcd from test pit 4, yielded a R -value of 7. The following are minimum thickness requirements for assured pavement function. Depending on site conditions, additional work, e,g. soil preparation, may be required to support construction equipment. These have been listed within the Soft Subgrade Soils subsection, Results of the test are graphically depicted in the Appendix. Flexible Pavement Sectious The Gravel Equivalent Method, as defined in Section 500 of the State of Idaho Department of Transportation (ITD) Materials Manual, was used to develop the pavement section. Ada County Highway District (ACRD) parameters for traffic index and substitution ratios, which were obtained from the ACI -ID Development Policy Manual, were also used in the design. Calculation sheets provided in the Appendix indicate the soils constant, traffic loading, traffic projections, and material constants used to calculate the pavement sections. MTI recommends that materials used in the construction of asphaltic concrete pavements meet the requirements of the Idaho Standards for Public Works Construction (ISPWC) specifications. Construction of the pavement section should be in accordance with these specifications and should adhere to guidelines recommended in the section on Construction Considerations. Ill will be -required -for MTi persomt_el to verify subarade competency at the time ofconstruction. Gravel Equivalent Method Flexible Pavement Specifications a:. FW Asphaltic Concrete 2.5 inches Crushed Aggregate Base 4,0 Incites St,uctural Subbase 12.0 Inches Compacted Subgrade Not Required Asphahic Concrete; Asphalt mix design shall nice( the requirements of ISPWC, Section 810 Class ill plant mix. Materials shall be placed in accordance with ISPWC Standard Specifications for Highway Construction. Aggregate. Base; Ma(erial complying with ISPWC Standards for Cashed Aggregate Materials. StIMCtU d Subbase: Material complying with requirements for gianatar suMc'ttn'al rill (uoorusht:<I) as dutined in ISPWC. 4hpylighI V201 4 NIAWriilI,Q ICBIing C Inspediun. 1, 16 2791 South victory vkwr Way • 6oino II) a3I03 (108) U6-4748 4148 - I'm (208) W-6515 mflWmll-doom • ww%%niiti-id.mm MATERIAL'S TESTING INSPECTION 28 00ober 2013 Page Y 12 o('27 h 1311 kgE_Funmch U F liyilullnlotl'.) :SbTiif @b' _1Oaolo hoc'l ULISW:YIY II'.IU 111 MII e(IBiS lofrhlj, U`itu-I11 141Hfit11J ; Common Pavement Section Construction Issues The subgrade upon which above pavement sections ars; to be constructed must he properly stripped, inspected, and proof -rolled, Proof rolling of subgrade soils should be accomplished using a heavy rubber - tired, fully loaded, tandem -axle dump truck or equivalent, Verification of subgrade competence by MTI personnel at the time of construction is required. Fill materials on the site must demonstrate the indicated compaction prior to placing material In support of the pavement section, MTl anticipates that pavement areas will be subjected to moderate traffic. MTl does not anticipate pumping material to become evident during compaction, but subgrade clays and silts near and 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 D698 for flexible pavements and by ASTM D1557 for rigid pavements. If a material placed as a pavement section component cannot be tested by usual compaction testing methods, then compaction of that material must be approved by observed proof rolling. Minor deflections from proof rolling For flexible pavements are allowable, Deflections from proof rolling of rigid pavement support courses should not be visually detectable. CONSTRUCTION CONSIDERATIONS Recommendations in this report are based upon structural clements of the project being founded on competent, undisturbed, native soils or compacted structural fill. Structural areas should be stripped to an elevation that exposes these soil types. Earthwork Excessively organic soils, deleterious materials, or disturbed soils generally undergo high volume changes when subjected to loads, which is detrimental to subgrade behavior in the area of pavements, floor slabs, structural fills, and foundations. Mature trees and thick grasses with associated root systems were noted at the time of our investigation, It is recommended that organic or disturbed soils, if encountered, be removed to depths of I foot (minimum), and wasted or stockpiled for later use. Stripping depths should be adjusted in the field to assure that the entire root zone or disturbed zone or topsoil are removed prior to placement and compaction of'struetural fill materials. Exact removal depths should be determined during grading operulions by MTI personnel, and should be based upon subgrade soil type, composition, and firmness or soil stability, If rmderground storage tanks, underground utilities, wells, or septic systems are discovered during construction activities, they must be decommissioned then removed or abandoned in accordance with governing Federal, State, and local agencies. Excavations developed as the result of such removal must be backfilled with structural fill materials as defined in the Structural Fill section, Cr�pyriµh1 i)1o13 K4t(c rin Is I N I1pir, C Ingppei lo i, lnt, Prot South Vidoiy Viwo Way Boise 10 83709 (209) 976-4716 Fax, (208) its2 9St!3 mtK@nr11-Aeon • WWmn'di-id.com MATERiAIS TESTiNG & INSPECTiON 28 October 2013 Page It I3 ol'27 bHt Ifi&F 4cnkeh -j ET IVlror, ii iLnn, Soty'co+ U(i@okhGrlr l�al E ny;:1eaCJr S1 -1 i Jorlrii I WAOntvlu.eri"t r�In;1 -18; e6'A11 1) :j MTI should oversee subgrade conditiooS (iX,, In0iStllre Content) as well as placement and compaction of new till (if required) after rwlivc soils are, excavated to design grade. Recommendations for structural fill presented in (his report can be used to minimize volume changes and differential settlements that are detrimental to the behavior of footings, pavemcros, and floor slabs. Sufficient density tests should be performed to properly monitor compaction. For structural fill beneath building structures, one in-ptnce density test per lift for every 5,000 square feet is recommended fn parking and driveway areas, this can be deeroased to one test per till for every 10,000 square feet. Dry Weather If construction is to be conducted during dry seasonal conditions, many problems associated with soft soils may be avoided. However, some rutting of subgrade soils may be induced by shallow groundwater conditions related to springtirne runoff or irrigation activities during late summer through early fall. Solutions to problems associated with soft subgrade soils are outlined in the Soft Subgrade Soils section. Problems may also arise because of lack of moisture in native and fill soils at time of placement. This will require the addition of water to achieve near -optimum moisture levels. Low -Cohesion soils exposed in excavations may become friable, increasing chances of sloughing or caving. Measures to control excessive dust should be considered as part of the overall health and safety management plan. Wet Weather If construction is to be conducted during wet seasonal conditions (commonly from nid-November through Maas), problems associated with soft soils must be considered as part of the construction plan, Luring 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 ordryine, soils to near optimum conditions. Soft Subgrade Soils Shallow fine-grained subgrado soils chat are high in moisture content should be expected to pump and rut tinder construction traffic. Luring periods of wet weather, construction may become very difficult if not impossible, The following recommendations and options have been included for dealing with soft Subgrade conditions, Track -mounted vehicles should be used to strip the Subgrade of root matter and other deleterious debt -is, heavy rubber -tired equipment should be prohibited from operating directly on the native Subgrade and areas in which structural fill materials have been placed. Construction traffic should be restricted to designated roadways that do not cross, or cross on it limited basis, proposed roadway or parking areas. Construction roadways on soft Subgrade soils should consist of a minimum 2400l thickness or large cobbles of 4 to G ine.hcs in diameter with sufficient s; Ind and Pates to fill voids. Construction entrances should consist of a 6 -inch thickness of clean, 7 -inch minimum, angular drain -rock and rust be a minimum or 1 o rect wide and 30 to 50 feet long. During the construction process, top dressing of the entrance may be required ror maintenance. Copgright *'011 M almial, TesIirg & I:rspe.Aun, hit ,WWI stilgh Vu lory Vruw wily • Boise, IU 8370:3 IM) 376 A1748 - Fax (208) 32P.-6615 n1114�,IIrnl1-I� Com '?0Vm.M0-Irixorn MATERIALS TESTING fife INSPECTION 28 October 2013 Page 8 14 ol'27 6171 lRgg_Vuotcch I -a En4t4'�nrllcdal .:iCYV CNS. -�� CnleChl uJv Errjliloojil ir. f;pll6il'UCtlCnl motrrll�l„ a'stllly U 3(iriciA lI i9}�17r7low, • Scarification and aeration of subgrade soils can be employed to reduce the moisture content of vvet subgrade soils. After stripping; is complete, the exposed subgrade should be ripped or disked to a depth of 1'/s Peet and allowed to air dry for 2 to 4 weeks. Further disking should be pertilrmed on a weekly basis to aid the aeration process. • Alternative soil stabilization methods include use of geotextiles, lime, and cement stabilization. NITI is available to provide recominendations and guidelines at your request. Frozen subgrade S9ilc Prior to placement of structural rill materials or foundation elements, frozen subgrade soils must either be allowed to thaw or be stripped to depths that expose non -frozen soils and wasted or stockpiled for later use. Stockpiled materials must be allowed to thaw mid return to near -optimal conditions prior to use as structural till. Structural Fill Soils recommended for use as structural Fill are those classified as GW, GP, SW, and SP in accordance with the Unified Soil Classification System (USCS) (ASTM D2487). Use o:rsilty soils (USCS designation of GNI, SNI, and ML) as structural till may be acceptable, However, use of silty soils (GM. SM, and ML) as structural fill below too tin s i, p obibited. These materials require very high moisture contents for compaction and require a long time to dry out if natural moisture contents are too high and may also be susceptible to frost heave under certain conditions. Therefore these materials can be quite difficult to work with as moisture content, lift thickness, and cotnpactive effort becomes difficult to control, If silty soil is used for structural fill„ fill thicknesses should not exceed 6 inches (loose), and fill material moisture must be closely monitored at both the working elevation and the elevations of materials already placed. Following placement, silty soils must be protected from degradalion resulting from construction traffic or subsequent construction, Recommended granular structural fill materials, those classified as OW, 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 till materials should be placed in layers not to exceed 12 inches in loose thicloless. Prior to placement of structural fill materials, surfaces most be prepared as outlined in the Construction Considerations section. Structural rill material should be moisture - conditioned to achieve optimum moisture content prior to compaction. For structural (ill below Ibotings, areas of compacted backfill must extend outside the perimeter of the rooting I'or a distance equal to the thickness of fill between the bottom of foundation and underlying soils, ors feet, whichever is less. All fill materials must be monitored during placement and tested to confirm compaction requirements, outlined below, have been achieved. E9011 layer o.f structural till must be compacted, as outlined below: • Below Structures kind Rigid Pavements A minimum of 95 percent of the maximum dry density as determined by ASTM D1557, Below Flexible Pavements: A minimum of 92 percept of the maximum dry density as determined by ASTM D1557 or 95 percent of the maximum dry &110y as determined by ASTM D698. k tljlyI nvpnclilln. lilt .?/91 South Victory Vt®w Way • Bois% 10 83109 - f2W¢ 376.4748 - Fax (208) 322 6515 mtl6lmti-Id,com • Www.mll-id;com MATERIALS TESTING & INSPECTION 28 00 ober 2013 Page it l 5 of27 bl?I if -genleeh U t.oyifornle fill $Pryiue-1 V 0,,rik1.ICtl,.r Witeriaal.: To,,,dj ri llr{ponihmu The ASTM D1557 test method must be used for samples containing up to 40 percent oversize (greater than 1/4 -inch) particles, if material contains more than 40 percent but less than 50 percent, oversize particles, compaction of fill must be confirmed by proof rolling each lilt, with a 10 -ton vibratory roller (or equivalent) until the maximwn density has been achieved. Density testing must be performed after each proof rolling pass until the in-place density test results indicate a drop (or no increase) in the dry density, defined as the maximum density or "break over" point. The number of required passes should be used as the requirement on the remainder of rill placement. Material should contain sufficient fines to Fill void spaces, and must not contain more than 50 percent oversize particles. Backfill of Walls Backfill materials must conform to the requirements of structural fill, as defined in this report. For wall heights greater than 2.5 feet, the maximum nonterial size should not exceed 4 inches in diameter. Placing oversized material against rigid surfaces interferes with proper compaction, and can induce excessive point loads on wails. Backfill shall not commence until the wall has gained sufficient strength to resist placement and compaction Sorces. Further, retaining walls above 2,3 feet in height shall be backfilled in a manner that will limit the potential for damage from compaction methods and/or equipment. It is recommended that only small hand -operated compaction equipment be used for compaction or backfill within a horizontal distance equal to the height of the wall, measured from the back face of the wall. Back1i11 should be compacted in accordance with the specifications for structural fill, except in those areas where it is determined that future settlement is not a concern, such as planter areas. In nonstructural areas, backfill must be compacted to a firm and unyielding condition. Excavations Shallow excavations that do not exceed 4 feet in depth may be constructed with side slopes approaching vertical. Below this depth, it is recommended that slopes be constructed in accordance with Occupational Safety and Health Administration (OSHA) regulations, section 1926, subpart P. Based on these regulations, on-site soils are otassified as type "C" soil, and as such, excavations within these soils should be constructed at a maximum slope of I I/a foot horizontal to 1 foot vertical (1'/21-1.1 V) for excavations up to 20 feet in height. Excavations in excess of 20 feet will require additional analysis. Mote that these slope angles are considered During our subsurface exploration, test pit sidewalk generally exhibited little indication of collapse. For deep excavations; native granular sediments cannot be expected to remain in position. These materials are prone to failure and may collapse, thereby, undermining upper soils layers. This is especially true when excavations approach depths near the water table. Care must be taken to ensure that excavations are properly backfilled in accordance with procedures outlined in this report. Shallow soil cementation (caliche) was observed throughout much of the site and may cause difficulties during foundation development and utility placement. Cemented soils should be anticipated throughout the site at depths of 1.8 to 5,5 feet bgs, CopyIighl @'21111 ht;na mI,, I esI jq! h. InspueI ion. Inv 2791 South Vtcrory Vfew Way • Boise ID UNH (Ala) 'V6-4-748 • Fax (208) 322.6615 mticJJnitrid.corrl - wmy.mll-Id.com MATERIALS TESTING & INSPECTION 28 October 2013 Page ✓r 16 of 27 b 1311 Ug_geoweli U F 1yirotIrl oP tai SetVits;'s 1J (,r,tf caatixt. 1r Eooinet,dntl U U01 01 Ih;,kraaIt, !,"I i KI u 8pre �.d hr.l u"l.Cars Groundwater Control Oro(mdwatcr was not encountered during the investigation but is anticipated to he below the depth of most eonslruction. If recommended, excavations below the water table will require a dewatering program. Dewatering will be required prior to placement of fill materials. placement of concrete can be accomplished through water by the use of treme, It may be possible to discharge dewatering effluent to remote portions of the site, to a sump, or to a pit. This will essentially recycle effluent, thus eliminating the need to enter into agreements with local drainage authorities. Should the scope of the proposed project change, MTI should be contacted to provide more detailed groundwater control measures. Special precautions may be required for control of surface runoff and subsurface seepage. It is recommended thal runoff be directed away from open excavations. Silty and clayey soils may become soft and pump if subjected to excessive traffic during time of surface runoff ponded water in construction areas should be drained through methods such as trenching, sloping, crowning grades, nightly smooth drum nulling, or installing a French drain system. Additionally, temporary or permanent driveway sections should be constructed if extended wet weather is forecasted, GF<N ERA L COA7MF,NTS When plans and specifications are complete, or if significant changes are made in the character or location of the proposed development, consultation with MTI should be arranged as supplementary recommendations may be required. Suitability of subgrade soils and compaction of structural fill materials must be verified by MTI personnel prior to placement of structural elements. Additionally, monitoring and testing should be performed to verify that suitable materials are used for structural till and that proper placement and compaction techniques are utilized. ('op,yughl % 21117 r0knols I o ll ng S. InspoNimi, Inc. 2791 SoU111 Victurp VlaW way . BoiseID 93M • (299) 376 4744 - Fax (208) 322-9515 rnU@rT1 i-id.cotn - mvwt,mti-Id,con7 MATERIALS TESTING & INSPECTION 28 ()elle>bet 2013 Page # 17 of 27 h 131189�,,gmLuc h ,a t nvifowII end, 1C-rvH a ,- 1J1<n�alncK,r!Iq:l U r"'Oost; tyAoll IvUterlal:, Vt.,Ar,rt J ",Iwu Il h.,'w.,Urnly Rr>rERENCES American Society For Testing and Materials (ASTM) (2004), Standard Test Method For Materials Finer than 75 jLLm�No -2L10 Sigv_c in 9i -a Agrreeales �y W shim STM 0117, West Conshohocken, PA: ASTM, American Socicty For Testing and Materials (ASTM) (2006). Standard Test Method For Sieve Analysis of Fin oarse Aggregates' ASTMC�(3 r. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2007), Standard'Tesi Mgtho of �iitioralory Compaction Characterisics ' Soil Using Standard l fforl D698. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2009), Sl,__andtnrd Test Methods fqr Leboraturv,Compaction Characteristics of Soil Using Modified F, Fn'3i 1567. West Conshohocken, PA: ASTK American Society for Testing and Materials (ASTM) (2007). Standard Test Methods 1'or Resistance y_e Q-Velue) and E�iansinl_zPressure of Ctimpacl_ed Soils_ASTA9 DU44, West Conshohocken, PA: ASTM, American Society For't'esting and Materials (ASTM) (2011), SLandard I'mctice for Classification of Sails For i o Lice, in Purnosgs (Unified Soil Classification System) D2487. West Conshohocken, PA: ASTM. American Society rorTcsting and Materials (ASTM)(2010). Standard Test Methods i`ar Lipuid Limit Plastic LI'mit, and,Pkjkiry Index ofSoils: ASTM D431 S, West Conshohocken, PA: ASTM, Desert Research Institute. Western Regional Climate Center. [Online] Avallable� <hlm:!'www,wrce.dri.edu( (2013), International Building Code Council (2009). International Building Code ?0 9. Colon" Club Hills, IL: Author, Local Highway Technical Assistance Council (LUITAC) (2010). Idaho Standards for Auiblic Works Copskruction _l)1i1, Boise, It); Author. --- Othberg, IL L, and Stanford, L, A„ Idaho Geologic Society ('1997), Geologic Map (if the Boise Valley and Adijol0n Afz0., Wes[erlh Snake River Plain, Idaho, (scalp 1:19-0000). Boise, Idaho: Joslvn and Morris. U, S. Dept. of Labor, Occupational Safety and health Adminishalion. "CFR 29 Pan I92G. subpart I'' Snhkly,-id I_lcalth Reeufauons fm Canstrucllun. ExCavafions f 1986] IL)nline) Available: www.osha.gov> (2013), (1 S. Geological Survey. (2nl Q. National Waler Information Svslcm: Web Interface, [online] Available: [)into:i/walerdata,usgssov/n+yis-? (2013). Cbpyrigh( ID 4111 nlamiaIi'rusI uta &I 'I'pect I oil, III u. 2791 South Vlnloly Viebv Way • Boise, Ila 8:3109 1208) ;376- 1748 Fax (P08) 342-659.5 m110111L-iu.Com • Wvrw,Md-:d.Com MATERIALS TESTING & INSPECTION 28 oc:t6cr 2013 Page 11 18 of 27 W31 GF—iincrnnuata:�,oiyCda. UIudo1ntllno�f]IIILI1onsllurtLnlylt�iarletl Fslitat J7119+,tI APPENDWES AcuoNym LisT AASHM American Associalioa of State I lighway and Transportation ©Ilicials ACCP: Asphalt Cement Concrete Pavement ACHD: Ado County I lighway District ASTM: American Society for Testinp, and Materials AU: Auger sample bgs: below ground surface CII: Carbide bit CBR: California Bearing Ratio D: natural dry unit weight, per DB: diamond bit DM: Dames & Moore sampling tube GS: grab sample 113C: Internal Tonal l3 ui f ding Code ISPWC: Idaho Standards for Public Warks Construction fill: Idaho Transportation Department LI,: Liquid Limit Mt water content MSL: mean sea leval N: Standard "N" penetration: blows per foot, Standard Penetration Test IVP: nonplaslic PCCI': Portland Cement Concrete Pavement PERM: vapor permeability III: Plasticity Index PID: photoionizution detector 1'M polyvinyl chloride tic: cone penetrometer value, unconfined compressive strength, psi Q111 Penetrometer value, uncOnCmud co(11Pirssive cucngth, lsf Qu: Unconfined compressive strength, isf SPT: Standard Penetration Test (140:pound hhntmer ralling30 in, on a 2;1n. split spoon) SS: split spoon (1318:in. inside diameier, 21n, outside diameter, except where noted) ST: Shelby tubo (3dn. oulside diameter, except where noted) USCS1 Unified Soil Classification System USDA: United States Department of Agriculture UST: underground storage lank V: vane value, ultimate shearing strength, tsf WT: apparent groundwater level C;gr�Aph1 242013 Meterhd!, I coling & IusI,uwiun. Ina 2791 ;5011111 Vletaly snow Way + Boise, ID 6;47179 • (203) 3/6-V118 - Fnx fMb7 322-6515 muUmli-Id.0om • www,mfi-:d.com MATERIALS TESTING & INSPECTION 28 October 2013 Page P, 19Ttf27 1,131188k_gwlee 6 �I F„romoriwc.w l trv�eu"., U-duCllnl d LnUins ,Illul 1e11 �n Int ':I ti tat IihrllaL t, dir_ 1 -I' Jjccill Ili 1,cG(15ns GEOTECIINICAL GLNERAL Nam a ��q. h �-. �"e'.Y�� FtN. fi � �,Y�'M1.W.1�YV �-�"�• s s.. x � .v'�° 3: IY�4 Coarse -Grained Soils SPT Blow Coot1(s N Fine-Glroined .Soils SP r Blow counts (N) Very Loosc: s4 Ver 5o❑ = ...1111101 MATERIALS TESTING 6 INSPECTION 28 October 2013 Page it 20 of 27 b 1711 RNy_goolvch U U rl,olychnlud Un{B1<n-iwo _1 Go1laircrll 1 I J SperkA h7 axv,tlrnis GEOUCHNICAI. LNVESTIVA'fV,V TI?ST PIT Ll3ti 'fest Pit Log 9: TP -1 late Advanced: 18 Oct 2013 Logged by: Monica Saculles, P.E. Excavated by: Struckman's Backhoe Service Location: See Site map Plates Depth to Water `fable: Not Encountered "total Depth: 15.1 Feet hgs Depth Field Description and Sample Sample Depth Qp Lah Feet b s) USCS Soil and Sediment Clasoification Type Feet b s Test ID Lcan Clay (CL,): Brown, dry, haul, with fine - 0.0 -2.7 grained sand and limited weak calcium 4,5+ carbonate cementation. --Ur anie material to a de th a '6 -inches 6 s. Sandy Silt (ML): Brown to light brown, dry, hard, with sand and weak to 2.7-3.6 _fine-grained moderate calcium carbonate cementation throughout, Poorly Graded Gravel wilh Sand (GP): Light brown, dry to slightly moist, dense, with fine to medium -grained sand, fire to coarse gravel& 3.6-15,1 and 8 -inch -minus cobbles. -4f.aderate calcium carbonate cementation and silt content present in the upper IX -inches nl this horizon. ('I,))YHgl0 fo 2013 Mnleliale Its Iing& hnpaulial. fnc. 2,791 South Victory View Way • Boise, IL) 83709 {20$)'c370 4748 • Faz (2,09)322 6515 na!Onji-d.culn • ^vW,Mli-id.com Am MATERIALS Val TESTING INSPECTION 28 October 2013 Page 4 21 of 27 3,131188LO u 0011 1�f-rrrlrapn ulil5,Ivh _ ��1,rsltirltnb,.ifnai��r,,�rn'inV ❑L�ttnstiu.u4n PY�i�irhh Latlsm �J,:>u.: iu,,,l,uvon:a GEOT'FCIINICA INYR;S'PtG.4TlCl14 `C) S"A' P1T IAC: Test Pit Log #; TP -2 Date Advanced: 18 Oct 2013 Logged by: Monica Saculles, P.E. Excavated by: Struckrtlan's Backhoc Servicc Location: See Site Map Plate& Depth to Water Table: Not Lneountered Total Depth: 10.1 Feet bgs Depth Field Description and Sample Sample Depth Laky Feet b s USCS Soil and Sediment Classification Feet b s QP Test iD Borderline Lean Clay/Silt Fill (CL11vi1.-FiLL): _Type 0.0-L0 Dark brown, dr)� very so %t to soft, with fine -0,0-0.23 Prolned send L0-2.9 _ Lean Clay (CL): Dark hrown, dty, medium 1.0-335 stiff to her sti ; w1th,Jine- ratnedsarrd Sandy Silt (ML): Brown, dry, hard with.fine 2.9-5,3 to medium-groined sand, and weak io moderate calcium carbonate cementcrtlon thr'ou houL 5,3-8.0 Silty Sand (SM): gown, slightly moist, dense, with me to mec h m- grained sand Poorly Graded Gravel with Sand (GP): Light 8.040.1 brown, stlght(y moist, dense, whir Jure to course -,grained sant fine to coarse gravels, and d -inch -minus cobbles. COPydght 62013 Mi&,wiN fowng & Indpwrhm, Ino, 271Y 1 Suu1h Vidury Vlaw Wily • Ralse, 11) 83MY , (Altil 376 4748 - Fax (208) 322-G51E inf @;1 i-Kconi • Www.mtHd,r..om MATERIALS TESTING Er INSPECTION 28 October 201; Page # 22 of 27 6131188gw1cch j4rlall-annlown!I1-1 t,its.11r6;mI k3Iq IneHl lr rl IJco truciinn rLiiina J 51jeti,tal lnsimuh. nob GEOTMINICAG INVESTIGATION TEST I'n' LOG 'fest Pit Log 9: TP -3 Date Advanced: 18 Oct 2013 Logged by: Monica Saculles, P.C. Excavated by: 5truckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered 'Iota[ Depth: 6.0 Feet bgs Depth Field Description and Sample Sample Depth Qp Lab "fest Feet b s VSCS Soil and Sediment Classification Type Feet b s Ill Borderline Lean C1ayiSilt Pill (CL/ML-1;ILL): 0.0.1,0 Dark brown, dry, very soft to sq/1, with fine- 0.0-0.25 K rained sand. Lean Clay (CL): Dark brown, dry to slightly 1.0-1,8 n¢a1s1, medium stiff it) slij with fine-grained 1,0-1.25 sand. Sandy Silt (ML.): Brown. dry, hard, wlih,/lne 1,8-3.3 to rnediurn-grained sand, and ropeak cakitim carbonate cementation throughout Silty Sand (SM): Brown, dry to .slightly moist, 3.3.4.6 dense, wish fine to medium -grained Bund and weak induration. Poorly Graded Gravel with Sand (GP): Light brown. slightly moist, dense, with fine to 4.6-6.9 medhan-grained sand, fine to coarse gravels, and 8-inch-minuscobbles, --Silt content present in the tgs7ier 6 to I2 - inches, Copyright V201 I t lamrinls I Lwli ly &. I1511ucliun, Ino 2701 south victory V1aw way + Boirlti, ID 83109 (20a) A76-4748 • rad 1208) 822-6515 m C(Nn1!-Ucopl • wvmgxitktdxurn MATERIALS TESTING & INSPECTION 28 October 2013 Page # 23 or27 61111888 I.CoLcih U EIP/il"+gilli 01 S-rWG - U (, t uchnu ul rot{joi mina U v )1loo. hul LIa(ui!' L I sii+tq U $9G+n J ifi,I „'CA CJW¢ GuOTECHNICAL INVESTIGATION TEST' PPT LOG Test Pit Log #: '1'11•4 Date Advanced: 18 Oct 2013 Logged by: Monica Saculles, P.E. Excavated by: Struckman's Backhoe Service Location: Ste Site Map Plates Depth to Water Table: Not Encountered 'ILota) Depth: 7,6 Feet bgs Depth Field Description and Sample Sample 0eptls QP late Feet bgs USCS Soil and Sediment Classification ' c Test 10 Poorly Graded Gravel with Sand Fill (GP - FILL): Brown, dry; medium dense, tvith,flne to 0.0-0.9 medium -grained .sand and 6 -inch -miners Cobbles. -[Kre debris and conerele debris encountered throtr howl. 0.9-2.9 Lean Clay (CL); Lhrrk hrorvn, sdighllr moist, GS 1.5-2.0 1.75-3.0 A stiffio ret stJf wlih fine- rained ,sand. 13iilk 1t -value Sandy Slit (ML): Brown, dry; hard, withfine- 2.9-5.5 grained sand, coni waak to moderate calcium carbonate cementation lhrou hoot. Poorly Graded Gravel with Sand (OP); Ughl brown, dry to sllght4v moist, dense. with fine to coarse-grained Bund, fine to coarse gravels, 5.5-7.6 and l -inch -minas dabbles. •49aderate calcium carbonate cemenlatton and sill content preseni in rhe upper 12 -inches of this horizon. Lab Test ID M LL 1'1 Sieve Annlvsi.5 #4 #1[I #40 #100 #200 A 24.8 34 16 100 100 95 91 86,4 C•opyrig4l @1117 Mmerinlc liwlint �, Irspemi,7n, Inc, :791 S(Allh VIGIQ1y VIOW Way • Bkfte ID 6:9109 W.08) 316 4 48 1=ax (d08) 322-6515 1nMill0d.euri) • vavrn.Intl-1d.eom .90 MATERIALS CpTESTING & INSPECTION 28 October 2013 Page 4 24 of 27 L 131 188p _gcmcch U ! 1,vO pnl n1_d Sotwo:)S J G `.�Ct+Ch,t �m L.n Yh try( eh'11.7 U t:un,Ym Iron rA,a;orPol , il;;llnq Uhlape,,A:,ll;� GRAVELEQUIVALENT'MET(IQD-IIAVF,MEN, THICKNt,',SSI)FSIGNPROCEDURES Copyright W) 2011 Ma(--is'I .Wdu1t h hnpv.aiva, bo. 2791 Soulh ftloq View Way - Holso. D,83709 (208) 376-0,M i Fax (9138) 322-13515 mtWmtl-1d.com - wwymnildd,com Pavement Section Design Lncatiuu; Starkey holmty, Rvslduntial Roodssays Average Datly'Ikaffic Count: All Lanes R, Doth Directions DomIgn Lire: 20 Years uvarric Index: 6.00 Climate Ffletar: I B -Value orSuhgrnde: 7.00 SalTrnde CRR Value: 3 Subgrade Mr; 4,500 R -Value of Aggregate Base; 80 R -Value of Granular Borrow: 60 Subgrade R -Value: 7 tatpaasiou Pressure or Subgrade: 0,93 Unit W eight or Buse Materials: 130 'IWal Design Life IN kip L-ShLIs; 33,131 ASPHAI;I3C CONCRETE: Gravel FgnlvalenLCulculated: 0,384 Thlekness: 0.1969231 1 "se— 2nCtas Cravol RjolvaleM,AC1LIAL: 0.41 CRUSHED AGGRMAlT BASE - Gravel hjuivulenl (Ilullasl): 0.768 Tb ICkness: 0,329 1 Use- 4 ' laches Gravel l;4nivnlent. ACTIJAL: 0,773 G[IAN ULAR ROR140W: Gravcl PguMlcnt (Ballast): 1.786 TI, icltness: Crravcl Fguivalent, ACIVAL: 1.013 1,773 Use= I '11)'IAL'Ihickness: 1.542 '(hickncss Required by Exp. Pressure: 1,030 Design .A01D Nalucs Depth Suhstilutjan Inches Ratios Asphallle Concrete lift least 2.5):1 1.95 Asphalt Treated 3nse (nl least 4,2): (1,011 Cement 'Treated Base (at least 4.2): 0.00 Un tre rated Aggregate Baso {ul ]Last 4.2)1 4.00) I,II) Granular Borrow (at least 4.2): 12.00 1,00 Copyright W) 2011 Ma(--is'I .Wdu1t h hnpv.aiva, bo. 2791 Soulh ftloq View Way - Holso. D,83709 (208) 376-0,M i Fax (9138) 322-13515 mtWmtl-1d.com - wwymnildd,com Aw CFMATERIALS 28 October 2013 ' TESTING & Page 25 of 27 INSPECTION nl3nesg �epwcb J 1- ir(,miftun it 6urvRi , _ U cll Uul3Ulifrl �4;flgiflol'Ojq l,l 21 sipR,l 41',N@Wt ply R-VALL)v LABbRATQRY TEST DATA Source and Description: TP -4, 1..5'-2.0' - Lean Clay Date Obtained: October 18, 2013 Sample TU_ 13-7482 Sampling and 86.4 Moisture Content ("/0 j„ 22.(1 N.2 ASTM Expansion Pressure (2si) Pressure si) A.n$HT6 f1.93 251 -- Preparation: ASTM D75: 10 AASHTO T2:X 6 D421: T87: X Test Standard: AA 11190 _ Idaho T8; X D2844 _ stun le A 11w C D Densib/R:) ty Q 91.3 -89.7 86.4 Moisture Content ("/0 j„ 22.(1 N.2 26.2 Expansion Pressure (2si) Pressure si) 1.47 432 f1.93 251 -- O.tiO — 122�-- kExudation _ R -Value 10 8 6 R -Value Cl 200 psi Exudation Pressure = 7 R -Value @ Exudation Pressure 119 10.0 9.0 j 8.0 a 79 - E5,0 5.0 - 450 40D 350 900 250 200 150 100 Exudation Pressure &51) CnppnghlTi 2011 Nhticlirflg 'rsling& blspcJliOil. Inc. 2701 South Vlotoly Vlew Way • 5ulsc ID 8370H (208),376 1748 Fox (204) 32",6515 mllslmfi-id.cum - wwwrilli•Id,w>vf .,..�..�..�..��������...�......��........�—�— / ~ * . \ Ln Lb ƒ rl ) @)! i ƒ¥# ) ~` !f} &`` f§ m, #{\ {( { (c , - »& ¢\ § #t 7m «; w: .. .... fm! . : m! AI — NORTH MERIDIAN km ' @