Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Centrepoint Sub App
r € 1 1". C17"Y Of ~~~%~ ~ ~ ~~ l~~~I-lo ~i :. F~ rF hjr, TRANSMITTALS TO AGENCIES FOR COMMENTS ON DEVELOPMENT PROJECTS WITH THE CITY OF MERIDIAN ~" ~« r„~.~~~„{t~~~~" 5t11eE To insure that your comments and recommendations will be considered by 29p1 MAYOR Tammy de Weerd CITY CDIJNCII, I14EMI3EI25 Keith Sird Joseph W. Borton Charles M. Rountree Shaun Wardle CITY DEPARTMENTS City Attorney/1~IR 703 Main Street 898-5506 (City Attorney) 898-5503 (HR) Pax 884-8723 Pire 54fl E. Franklin Road 8$8-1234 /Fax 895-0390 Parks & ltecreatian 11 W. Bower street 888-3579 /fax 898-5501 Planning 660 E. Watertower Lane Suite 202 8$4-5533 /Fax 888-6844 Police 1407. E. Watertower Lane 888-6678 /Fax $46-7366 Public Works 660 G Watertower Lane Suite 20fl 895-5500 /Fax 895-9557 - Btlildin~ 660 E. Watertower Lane Suite 150 887-2217 /Fax 887-1297 - Wastewater 340]. N. Ten Mile Road 888-2].91 /.fax 884-0744 - Water 2235 N.W. 8th Street 88$-5242 /Fax 884-1159 the Meridian Planning and Zoning Commission please submit your comments and recommendations to Meridian City Hall Attn: Wifl Berg, City Clerk, by: April 27, 2008 Transmittal Date: April 12, 2006 t=ile No.: PP 06-020 Hearing Date: May 4, 2006 Request: Preliminary Plat approval of 23 commercial lots on 31.37 acres in the C-G zone for Centrepointe Subdivision By: Winston H Moore Location of Property or Project: Eagle Road northwest corner of Ustick Road and David Zaremba (no FP) David Mae (na FP} Wendy Newton-Huckabay (lvo FP} Michael Rohm (Iva FP} Keith Borup (IVo FP) Tammy de Weerd, Mayor Charlie Rountree, CIC Christine Donnell, CIC Keith Bird, CIC Shaun Wardle, CIC Water Department Sewer Department Sanitary Services (No VAR, VAC, FP} Building Department /Rich Greene Fire Department Police Department City Attorney City Engineer City Planner Parks Department Your Concise Remarks: Mendlan School DJStrICt {No FP) Meridian Post Office(FPrPP only) Ada County Highway District Ada County Development Services Central District Health Nampa Meridian brig. District Settlers ]rrig. District Idaho Power Ca. {~P,PP,cuP) QWeSt (FPIPP only} Intermountain GaS (FPIPP only} Bureau of Reclamation (FPIPP only) Idaho Transportation Dept. {No FP) Ada County Ass. Land Records Meridian Development Corp. Historical Preservation Comm. CITY HALL 33 EAST IDAHO AVICNUE MsIZI77IAN, II~AI-IO 83642 {208) 888-4433 C[TY CLERK -FAX 888-42I8 FINANCE & UTJ L[TY 61 LLING -FAX $87-4873 MAYOR'S OFF[CE -FAX 884-87I9 Printed on recycled paper :=', 1= ~. ~' ~;~: . ~.. Planning Department COMMISSION & COUNCIL REVIEW APPLICATION Type of Review Requested (check all that apply) ^ A.nnexation and Zoning ^ Comprehensive Plan Map Amendment ^ Comprehensive Plan Text Amendment ^ Conditional Use .Permit ^ Conditional Use Permit Modification ^ Fina] Plat ^ Final Plat Modification © Punned Unit Development Preliminary Plat ^ Rezone ^ Time Extension (Commission or Cottnci]) ^ UDC Text Amendment © Vacation (Council) ^ Variance ^ Other Project name: (~Prt ~-1~~. l~;~r~~.~ t,S~ Date filed: °~ fCj"~'(:>Date complet ~" ~~.. Assigned Planner: ~Gt ~'P ~~v Related files: ~ll~. +~llwl~vl Hearing date: S-`~-E1io Gr7Commission ^ Council Applicaut Information Applicant name: ... (~~ t '-t s f,/'yQ+~ (•~ •, __1~ as yj t~ , „ _ Phone: 3 ~ ~ '/ 9/ T Applicant address: l9 YC? IJOc-cr~6 ~/Co.,, 6'~l~'rc rclra.~ ~ Zip: ~g.3 ~ ~/Z Applicant's interest in property: ~l Own ^ Rent ^ Optioned ^ Other Owner name: (.~3 Eu s~'/4~~ ~• ~aoKt,~ Phone: .~ z 3~///s Owner address: ~ ~ ~° Y3d<-, r ~'[~ ~,~ ~ a , ~c'"st rc~,r a K Zip: ~ ,~. G `/Z. Agent name (e.g., architect, engineer, developer, representative): Firm name: [.iu c~ K a u. Phone:.3 ~Z ~ ~ a ~/ Address: ~`1°`'~ w, o~<'rc La~..c{ {',7a/sfi Zip: ~ 37d J" Primary contact is: ^ Applicant ^ Owner ^ Agent -Other Contact name: ~' o cc u ca K , C ,.,,• Phone: 3 Z3 '/ ~/ S' '~ Sc~ ,„ )-mail: ~- Sc~~•C ~ ci-~j . Nt~7` Fax: __~~ 3 - 75•~ 3 Subject Property .Information Location/street address: /1f• ~ • C a K Gc c+'x. ~ ~= U s ~ r c ~' _., G, ~. ~ t' ~ y l i=„ Assessor's parcel number(s): ,5 ~ S 3 ~7 '/ Y Jab C S o 3 2 a-! y y ~, 03 Torvnship, range, section: .5`rtc 3 ~l T ~/~/ ~ f L= Tatal acreage: _. ,~ f 3 ~ , ,_ Current land use: ~ ~ I W- Ko ~~ ~ • Current zoning district: C " G STAFF USE ONLY: File number(s): ~~Q 0 ~ ~~ Z,[~. 660 E. Watertower Lane, Suite 202 Meridian, Idaho 83642 Fhone: (248} 884-5533 Facsimile: {208) 888-G854 Website: wt;•w.meridiancit~~.ure I Project Description Projecdsubdivisian name: ~ C~' ~c ~' ~~' ~ r ~•~ ~~~ General desctiption of proposed project/request: Proposed zoning district{s}: C ~ G• Acres of each zone proposed: c~ Type of use proposed (checEc all that apply): ^ Residential commercial ^ Office ^ Industrial ^ Other Amenities provided with this development {if applicable}: Who will own & maintain the pressurized inrigation system in this development? Which irrigation district does this property lie within? S~cY ~~~c s ~'~e .c r cti~- r o ~ f ~ ~ ,s ~k• ~ c Primary irrigation source: ~ KK r,9~'~ ram ~a•~f~~ Secondary: er ~ Square footage Of landscaped areas to be il'rlgated (iFprimary yr secondary point of connection is City water): Residential Number of residential units: Number of common and/or other lots: --~ ~~~.fi Proposed number of dwelling units {for multi-family developments only): t Bedroom: Minimum square footage of structure(s) (excl. garage): Minimum property size {s.f): Gross density (DUlacre-total sand}: Percentage of open space provided: Percentage of useable open spice! Number of building lots: 2 or more Proposed building height: _ Average property size (s.f.}: Net denslty (DU/acre-excluding roads & alleys): Acreage of open space: (See Cltapter 3, Article G, for qualified open space] Type of open spaceed in act•es (i.e., landscaping, public, common, etc}: Type of dw g(s) proposed: ^~ingle-family ^ Townhames ^ Duplexes ^Mult~-family Nonresidential Project Summary (if applicable) Number of building lots: ~~ Other lots: _ ~r~ ,•„ Grass floor area proposed: /~f~yQ. •.,•„ Existing (if applicable); Hours of operation (days and hours):- N- ~ ° ,,,•„ Building height: Percentage of site/project devoted to the following: Landscaping; Building: Paving: Total number of employees: _~ Maximum number of employees at any one time: Number and ages of students/children {if applicable}: /Y/~ ,~ Seating capacity: Total number of parleing spaces provided: Atrtltarization Print applicant name: Applicant signature: • Phone: Number of compact spaces provided: Date: ~ /d QCs 660 E. Watertower Lane, Suite 202 • Meridian, Tdaho 83G42 884-5533 Facsimile: (208) 888-6854 Website: www.meridiancity.org 2 ~_i:__ ~ C© M P A N Y r` Real Estate Qevefopment EI t}orado Business Campus 1944 S. 8anito Way, Suite 180 Meridian, Idaho 83642 P.Q. Bax 82D4 Boise, Idaho 83747-2244 Date: March 10, 2006 To: C. Caleb Hood Planning & Zoning Department City of Meridian 200 Watertower Lane, Ste 202 Meridian, ID From: Jonathan R. Seel Subject: Preliminary Plat Application for CentrePaint Marketplace ---- TELEPHONE (20B} 323-1919 !FAX 323.7523 Please accept our preliminary plat application fora 15 lot commercial subdivision at the northwest corner of Ustick and Eagle Road. Based upon discussions with and guidance from Meridian Planning & Zoning staff, the key points of the plat application are as follows: * The plat application does not include a concept plan. As background information, Winston Moore owns approximately 59 acres at the northwest corner of Ustick anal Eagle. In 2004, this land was annexed and rezoned C-G with a development agreement under the name Blue Marlin. The DA requires that any future uses be approved through a site specific conditional use per~zait application, or planned development submittal. The proposed subdivision does not encompass the tota159 acres . Excluded is a 5.33 acres parcel previously approved for a Kohl's department store under a conditional use permit, and made a legal lot through a lot line adjustment. Also not included in the plat is the north 113 of total parcel. * As part of the plat we propose constructing the parking area and private drive lanes as noted on the site plan . We will also install walkways through the parking lot to provide interconnection between future buildings. A public road. will also be constructed from the most westerly entrance off of Ustick (approximately %q mile west of Eagle). This road. will be constructed to the north boundary of the subdivision with long term plans to connect to Wainwright ~,... . F (Wainwright is % mile north of Ustick}. Attached sidewalks will be installed as part of this project. Please note this public road was approved by Meridian and Ada County Highway District under the CU application for Kohl's {CUP-05-048). The intention is to construct it as a drive lane until it is dedicated through the plat process. As shown on the attached landscape plan, we will. landscape the parking area, 35 foot frontage along Eagle Road, and 10 feet on either side of the future public road. Regarding administrative issues, we had several meetings with Meridian Planning & Zoning to review this project. On March 15f we sent notices out to all land owners within 300 feet of the project, in accordance with the UDC. The list was provided by P&Z . Both notice and mailing list are attached. On Monday, March 6tE' we had a neighborhood meeting at Meridian City Hall. No one attended. 1 did receive a request far information from Matt Smith, the owner of Ustick Market Place, and. a phone call from a home owner on jasmine Lane. Covenants, conditions and restrictions for the shopping are being prepared and will be provided to the City. No Variance is being requested with this application. Development features are as shown on the landscape plan. r, t LESLIE 1r.AY _ ....... ,~ ~ v. f i ; f;/ ~ j C~O ~ ~ ~ , , .. ! f ~ ~ " .~~ j ~ IE CRSSK VE „~! OPOSED) ~„~ ~ ~. ~ ~ }~ -s.~ ~ ~ ~ i ~ i ~; ~ ~ Iii t ~ ~ ~, y C ~ f Y ~ ® fi ~ r` F . ~ I ~ ~ ~ ' ~ ' i ~' ~~ ~ f ~ ~ \ fj1~ s r \ 0 -Mi I U I / ~ } ! E I ~ ~ ®~ ~ t II l ` I ~ N. ~~ ~ l d 4 k ~+ ~ ~f ~ ~ I i __~ ~> ~, I I I ~ 1 ~~~ < ` i f ~t I ~ ' y ~l 1 ` 1 1 ~ ~ - i N, ' _ ® ~ ~' i ~ ~" ~ ~ ~ ~~ © ~ f~ ~ ~ ~ ~ ~~ ~ . . , ~ Ip 1- ~ r~ O ~~~~ 1~ ® : -:: N .__ ... ~~~ ~~ a- „fir-;_,_ ,~ ...,...... _ __ - _ - _ i ~~.,.~,'"~ ~.. _. ~ ! ~ } NORTS EAGLE ROAD °" ~'" \ ,~ ~ _ ~~ ~.~ r .t-.._._ -1........_ , te} ie ' •! ~~~ ~ j ~ i ~ i ~ ~ ~ ~~ ~~~~~~~~ ~~ ~~ ~_ ~ ~~ - ~ ~~ i ~ R ~ ~ ~ .. ~~ ~1~ a ~ ~--~---~z ~ ~~ ~ G- j ~~ ~ r I r I 1 -_.. e I I ~ ~ E ~~ wm er.~ uxncm m^. ~~~ h+N er. nor ogee: ~ o W.N. MOpRE COMPANY ^~ ova er ne+va+ am ranee PRELIMINARY Pear - CENTREPOINTE SU9DlYlSJDN ~ ~ a rant !. Consulting, Inc SECTION 32, T. 4 N., R. 7 F., ADA GDUNTY xyyp na i o,.e,y ~rw t01~t rNO~~ 16 ONM At 11YQ (sq pap ao~~e rae 1'"'~" er. rrcrerr VICINITY MAP - CENTREPOINTE SUBDIVISION I wr r~ww}wwv wr r in+Mr~er 1 ~ ~1 yl CEy eP~ ~~"'~ !€{ 4 i;~ ~ c ~i I' ~ [[[ ~-----~~~-:~~ Cf..nttrr cr;r,•trt .as•r.~:~°ix~r~rror'nsr:n} q ~ I ., • :» .. .. ~. _ .,y c••+r roc, fy .. _. ~ ~ . ~I v _...... .. ~-1- __.....____.....______._ R .r~. - •S~ .... _.... atl - I ' I N • 1 ( [ f `~ i ~-~ ~ ~ .~ €~~ ro 11 , :~ ~ 5 I ' N W O ~ ~ I v I fL ff ~ 1 3 'L.`! ~i ~ - -~ - - I - _ _ i.--;; _~_ _ _ -- ~. - - _. ~~ -;- _ _ - : -- _ -- - 1 , ~ _ J E `~' ~ _ i f, _ _ _ ~ ~ i €, _ ~. _- • ef•~ _ {~ j r 1 +.n s • k• ~ f, ~~ .. • t w N } .i, .. >. k••rr ,~ 4•. ~ ~.3 ~ ~r~ t •/; i f • ~. .u', -~..._~m ~_-..~'.._-~' _~- ~ .-..~..._-.~...__~,,.-fir 7~fi ` f~(1.'.~.~ _-~ L,_ ~......_ ~~Foti..~_._ ._.._~~__..-..__._ ~~ a7- m ~ ~ ~@~; ` ~~ ~~,'~' Center Pointe , ~ t~`. ;o ®~ ~ ~ $ Q a a e ~~° ~ ~ ''~ Meridian, Idaho x~[~ ~, i @@a t ~i7 ~~ } gg a~~d~dydy~= ~q~~~~9 ~~ ~ ~ ;X~ ~ J. ~ A9 ~ ~F=~ ~ ~ Y Y R iii 9E ;~! ~ c~ q p g ~~ ; 3 i sir e ~~ ~~ ~ ~~ 4 s i ~ 7~ ~ = I x ~ ~~ 1~ lg t ~~ ~~ ap 9 e ~ ~ alp{p~ aA r 'i dd 4 ~ ~ ~4 i ~ B ~~~~~~s~~~~ly ~~~~~~ ~ v i z ' ~Z ~ n i 7 F F{ ~ ~ ~gi~~~~t;3y Fry~9 ~~~y i~~~ ~~~ ~ ~ 9~~ ~ A ~g:'~` ~~~~i m b ~~E ~~/j ~ a N o yy 3 x~F~ ,i Y ~i s ~g ~~~ ''. ~ z ~ ~ y ~~ ~ t ~•~ ~ ~~i n 4 i S ~ ~ y m N m ~~~~~~~~~P~•gF~~~~ ~ SH ~~1~ ~; 7_~~ ~ 3 a a_xas=ass ..as.a gg ~~~~ EPEE ~~~~ ~&FE H m ~~~ .~~~~ e .E ,. j ° I ~~~ ~~ a p N Q~9~~~ /~ ~~I~®~F " ~ l+S+ t0.6q~ i ~ ~~~ ~pC ~ G~ %~~ a~gs ~_~*R ~~R ; ~~ V9 0 ],~, Fp a ~_ ~4 ~ ~ L~~~ p p X54 Y / ~ R Fg ~1 t ~~~~ ~~ ~ s ~ 3 ~~~ g~ a i #~~~~~ ~~:~ sss~-` gg ~ ° ; ~6 ~ ~~~ ~-i A~ ~ ~ ~a ~ ~?~ Spa D p p~~~ ~ ~~ _1 R~}R` ~ b~~ II 4 I ~ ~~ ~ ~~g~i ~"?~Y $ ~~~~~ ~ `~liifi~ ~ 3~~ e. ~ ~ ~ ~' ~~$~~ ` ~ ~~t~,'~, Center Pointe ~ ~~~ ~. , ~ ~"" ° L ~ -~ ~ ~ ''~ Meridian, Idaho a9 ~ ~~ ~ ~ 2 ""~ 3 ~ II C ~ f _~ ~ 6 £3 k i 9FE ,R ,q Sd(K ^ I ~^~ 4 CC4 CPSt~ Asp w ' ~~~ ~ ~g~ ~G4 ~~s~ ~ E ~ ~ ~ ~ ~ A 7 ]I ~~SH~~ ~ qYp~~~ - -~ e ~ ~~~ ~ ~~~~~ ~~~~~ ~ ~~ ~ _ _~ ~~ ~~ N b p (mot ~-i IIOL'~ ilq~ lGii ~~ ~~~~ EP P'r: R9[ p1EO FL 6Y. CEC ~ Ar~eri R~ ~PrPA~. CENTREPOINTE SUBDIVISION ~~ [^_;ee'' ,,..Jfr ~'y} PAZf NO. REN9PY .. ~[U Q (,F I Q 1 1 f ~~! y~ L~µ PROPOSED PARKING AREA Consulting, Inc. f- _ 1CAND r9ps K O~MmC Rood - eaioti wcns BJ)p5 SCALE: PRAECT NQ ARAINNC FXF NAL1E: (zoel Ju-aaar RrrPk£ ;zoe) ~.z-oos7 rnx HTS 7f2-2 8w ~~~C-SURM1rvFNx5MVCnw uH[m~~r Centrepointe Subdivision Legal Description A parcel of land being a portion of the tract of land as described in Warranty Deed Instrument No. 99021196 and a portion of a tract of land as described in Warranty Deed Instrument No. 104134508, Ada county records, said parcel being situated in the Southeast I/a of the Southeast'/a of Section 32, Township 4 North, Range 1 East, Boise Meridian, Ada County, Idaho, is more particularly described as follows: Commencing at the Southeast corner of said Section 32, thence along the South line of said Section North 89°44'39" West 257.71 feet; thence leaving said South line North 00°15'21" East 44.00 feet to the earth right-of--way line of East Ustick Road being the POINT OF BEGINNING; thence leaving said north right-of--way line, North 00°00'52" East 359.26 feet; thence, South 89°59'56" West 151.53 feet; thence, North 46°31'46" West 104.54 feet; thence, North 00°00'04" West 28.58 feet; thence North 89°59"53" West 205.85 feet; thence, South 00°00"04" East 65.17 feet; thence, South 89°59'56" West 289.65 feet; thence, North 00°00'08" East 137.66 feet; thence, North 89°59'26" West 105.26 feet; thence, South 00°15'21" West 512.46 feet; thence, North 42°46'09" West 10.99 feet; thence, North 89°44'39" West 39.00 feet; thence, South 43°16'51" West 30.04 feet; thence, North 89°44'39" West 135.43 feet; thence, North 00°30'02" East 1333.87 feet; thence, North 89°59'56" East 1303.38 feet to a point on the west right-af--way line of North Eagle Road; thence, along said West Right-of-Way Line, South 00°30' l9" West 632.22 feet; thence, South 01°50'49" West 671..65 feet; thence South 46°02'29" West 43.16 feet to a point on north right-of--way line of East Ustick Road; thence along said north right-of-way line North 89°44'39" West 186.37 feet to the POINT OF BEGINNING. Said parcel contains 1,366,477 square feet or 31.37 acres more or less. ,G~ %Ejt3,PE'iY RECQR~ER ,~. DAVIp t~AVAR~tO B~I~~., lD~l~~ ~Q~1 ~~ 29 ~~ ~+~ ~3 '~.k [ ,. ( ~l GG~~~ ~~ r~Ip28704i STE~j~RT T1TL~ V~ARRANTY DEED Por Value Received ELISABETH W. AWES, a married woman as her sole and separate property the Grantor hereby grants, bargains, sells, conveys and warrants unto wINSTON H. MOORE the Grantee whose current address is: P. 0. BO% 8204, BOISE, IB 83707 the following described premises, to-wit: AS PER LEGAL A}3SCRIPTTON ATTACFiEl7 FIERE'~O Parcel Number: So532~~.7400 SUBJECT TO: Current General Taxes, a Iien in the process of assessment, not yet due or payable. Easements, restrictions, reservations, provisions of record, anal assessments, if any. TO HAVE AND TO HOLD the said premises, with their appurtenances unto the said Grantee, their heirs and assigns forever. And the said Grantor does hereby covenant to and with the said Grantee, that it is the owner in fee simple of said premises; that said premises are free from all encumbrances and that he will warrant and defend the same from all lawful clairns whatsoever. Dated: March. 23, 200]. ~~~~~. ~ CUB ELISABETH W. AWES State of ~jr ~`~"~`~`y 55. County of ~n pr~U On this ~ day of MARCH ZOpI ,before me, the undersigned, a Notary Public, in and for said State, personally appeared ELISABETH W. AWES 1~.,....... t., ..... .....i l.._.~__~_r_~ ._ ___ ~,r. ALL-Y'URPOSE ACKNOWLEDGEMENT State of Califon--ia San Diego ~ ss. County of Qn ~a r~~ ~ ~G~ Z°~ ~ before me, Raymond R. Shala, Notary Public IOATF.1 SNOTARY) personally appeared ~1~5G ~~T,~ ~ .._._. ~l/~5 SIGNERIS) ^ personally known to me - OR - ~'~AF~ ~ ~ ~~~ OtiO. ~41FO~ANtA '~' ptED~ MY CQM~ON ~ t1dV. ~. 401!1' OPTIONAL INFORMATION WITNESS my hand and official seal. NOTARY'S S)GNATLRE The information below is not required by law. However, it could prevent fraudulent attachment of this acknowl- edgement to an unauthorized document. CAPACITY CLAIMED BY SIGNER (PRINCIPAL) DESCRIPTION OF ATTACHED DOCUMENT INDIVIDUAL ^ CORPORATE OFFICER ~Gf /l~r'+"- ~]~ `~J ~G' TITLE O YPE OF DOCUMENT ' TITLEfS) ^ PARTNER(S} ^ ATTORNEY-IN-FACT ^ TRUSTEE(S) ^ GI.IARDIAN/CONSERVATOR ^ OTHER: SIGNER IS REPRESENTING: NAM£ OF PERSON(S) OA ENTrrY{IES) RIGHT THUMBPRINT OF NER SIG ® proved to me on the basis of satisfactory evidence to be the person(>~.} whose name{,~) isla~ subscribed to the within instrument and acknowledged to me that l~lshe/t#e~y executed the same in l~s'1`her/tar authorized capacity(a~S}, and that by la~~/her/td~'rt- signatures(~) on the instrument the person{~, or the entity upon behalf of which the persan(~) acted, eXECUted the instrument. NUMBER OF PAGES DATE OF DOCUMENT IvT1'- OTHER m a ,~~`j},y~~yj~~~ff ~ry1~' ~~~~f ?7j~~;~w: A?A 51913 VALI.~Y SIERRA. 8W-362-3369 i LEGAL DESCRIPTION Order Numher: 00oo941s A PORTION OF SECTION 32, TOWNSHIP 4 NORTH, RANGE 1 EAST, BOISE MERIDIAN, ADA COUNTY, IDAHO, MORE PAI2TICIILARLI''DESCRIBED AS FOLLOWS: COMMENCING AT THE QUARTER CORNER COMMON TO SECTION 32, T4N, R1E, BM, AND SECTION 5, T3N R1E, BM; THENCE NORTH 2,653.50 FEET TO THE CENTER OF SAID SECTION 32; THENCE SOUTH 89°42`0071 WEST 90.90 FEET ALONG THE EAST-WEST CENTERLINE OF SAID SECTION 32 TO AN IRON PIN; THENCE SOUTH 13°06`00" EAST 109.00 FEET TD A POINT; THENCE SOUTH 29°46'00" EAST 43.30 FEEfi TD A POINT; THENCE SDUTH 53°13'00" EAST 164.80 FEET TD A .POINT; THENCE SOUTH 65°27`00" EAST 111.00 FEET TO A POINT; THENCE SDIITH 6G°09'00" EAST 283.70 FEET TO A POINT; THENCE SOUTH 78°21'00" EAST 160.90 FEET TO A PDINT; THENCE SOUTH 70°47'OOr' EAST 121.50 FEET TO A PO.I.NT; THENCE SOUTH 63°04'00" EAST 177.50 FEET TO A POINT; THENCE ,SOUTH 48°,11`00" EAST X54.02 FEET TO A POINT; THENCE NORTH 89°42'00" EAST 1,348.57 FEET TO A POINT; THENCE SOUTH 00°01'00" EAST 225.00 FEET TO A POINT; THENCE NORTH 89°4.2'00" EAST 315.40 FEET TO A POINT ON THE CENTERLINE OF EAGLE RDAD, SAID POINT BEING THE REAL POINT OF BEGINNING; THENCE SDUTH 89°42`00" WEST 315.40 FEET TO A POINT; THENCE NORTH 00°01'00" WEST 225.00 FEET TO A PDTNT; THENCE SOUTH 89°42'0011 WEST 1,34$.57 FEET TD A POINT; THENCE SOUTH 48°11'00" EAST 44.58 FEET TD A POINT; THENCE SOUTH 32°11`00" EAST 201.40 FEET TO A FOTNT; THENCE SOUTH 4'S°24'00" EAST 99.30 FEET TO A POINT; THENCE .SOUTH 27°06'00'! EAST 31.80 FEET TO A POINT; THENCE NORTH 89°5$'00" EAST 237.20 FEET TO A POINT; THENCE SOUTH 63°06'p0" EAST 241.00 FEET TO A POINT; THENCE SOUTH 38°06'00" EAST 193.50 FEET TO A POINT; THENCE SOUTH 73°24'00" EAST 243.40 FEET TO A FOINT; THENCE SOUTH $4°OB'OD" EAST 399.60 FEET TO A POINT; THENCE SOUTH 64°37`00" EAST 240.40 FEET TO A POINT; THENCE NORTH 89°42'00" EAST 25.00 FEET TO A POINT ON 2HE CENTERLINE OF EAGLE ROAD; THENCE IN A NORTHERLY DIRECTION ALONG SAID CENTERLINE TO THE REAL POINT OF .BEGINNING. Order No, ODaa87i4 .J W~~/~ Tltis form furnished 6y Stewar Title of Boise, Enc. ADA CDUSTY RECORDER J, DAVID HAVARRO AMOUNT S.CD 2 SDISE iDAH010121l0~ O+I;i9 PM RECORDED ~REl1UE5T DIF ~I~ ~I~II~IE~~~~~I~~~~~~I~~~'~~~I~~ ~~~ Stewart Title Company 104134508 WARRANTY DEED FOr Value Received JOANN C',2RWLrORD and JACK CRAWRORD, wife and husband and TACK R. JOSLIN and DENTSE r,. ~OSLIN, huabnnd and wife the Grantor hereby grants, hargains, sells, conveys and warrants unto w2NSTON H. MOORE the Grantee whose current acidness is: P - O. BOx 8204 FiOSSE, ID 83707-22D4 the following described prerraiscs, to-wit: AS F'ER LEGAL DESCRTPTTON A2'TACHED HERETO TO HAVE AND TO HpLD the said premises, with their appurtenances unto the said Grantee, their heirs and assigns forever. And the said Grantor does hereby covenant to and with the said Gran[ee, that it is the owner in fee simple of said premises; tlta€ said premises are free from all encumbrances and that he will warrant and defend tht; same from all lawful claims whatsoever. Dated: Octobar 30, 20D0 J CRAWFO ~ JACK R. SL / CK CRAWFO B DENISH L. J45LIN ` State of ID ss. County of ADA On this lath day of ~____ oatober 2en0 _ ,before me, the undersigned, a Notary i'ubli: , i,^ :::rd for said State, personally appeared JOANN eRAWFORD a z_d JAf;K CRAWFORD and JACK R. ~~70SLTN and DENISE L. JOSLTN _ __ ,Known to me, and/or identi5e•1 to :.neon the basis of satisfactory evidence, to br, fire ?erson7s) whose name islare subscribed to the within instrument End ac':nowledged to me that they executed the same. WITNESS M HAND ANi) C~I~F IAL SEAL. ,,+r~g~L~ 4c t''••• ~, O *.' b •; ~!J ~` z S~.c? Notary is -- .~..~~.-- : O i t4 i Y ; G7 ,y, : n ~ ,.b ~ ar ; Reside at: xAt•_PA, 2~ ~ ~ •,Z ~~ Ca 'sslon Expires: Decembar Os, 2000 ',~ •ti•.•••~•.•~ ~,• •,~, * 3+J'ti'1• "'i ~, a use.=••''. ,~ ~ I"f LEGAL DESCRIPTIOI~~, Order Number.• 0 0 0 0 S7Z g A PARCEL OF LAND BEING A POR2'ION OF THE SOUTHEAST T/4 OF SECTION 32, TO 4 NDRTH, RANGE T EAST, BOISE MERT'DIAN, ADA COUNTy~ II?AHO PART.TCU,ZrARLY DESCRIBED AS FOLLOWS: WNSHIP AND MORE COMMENCING AT A BRASS CAP MARKING THE SOUTHEAST CO THENCE ALONG THE EAST SDUND RNER OF SAID SECTION 32; ° ARY OF SAID SECTION 32 NORTH 00 30' 22" ,EAST 445.00 FEET FEET, TO A POINT; THENCE r, FORMERLY NORTH DO° 22' OOr' NORTH 89 ° 33 ~ 24 n SAVING SAID EAST' BO~~y ~"7' 445.,¢0 WEST, I'`O~~RLY SDUTH 89° 38' Op,r PIN ON THE WEST RIGHT-OF-WAY LINE OF NORTH ,EAGLE ROAD,T 32. OT FEET TD POINT OF BEG.rNNING• SAID PDINT AN SRON THENCE CON~'I1VU,TNG MARKING THE NORTH 89° 33' 24r' WEST 655.2T F .IRON PIN; WHENCE SET, FORMERLY SOUTH 89 ° 38' 00 n NORTH 55 ° 2 7 ~ a ~' ST'S TO Aj4T .55 WEST I79.96 FEET, FORMERLY NORTH 5&° T7' 00 ° WEST T 80. 0 FEET TO AN IRON PIN; THENCE NORTH 78° 40' 30'r WEST 258.02 FEET, FORMERLY o FEET, TO AN IRON PIN: THENCE NORTH 79 57' 00'r WEST 26T . 0 NORTH 72 ° 4 0 ~ ,30 rr y~ST. 249 _ I2 FEET, FO FEET. TD AN IRON PIN ON RMSRLY' NORTH 73..°,; 57' 00" WEST 252. 0 2"~ WEST BOUNDARY OF THE EAST T/2 OF .SATD SOUTHEAST T/4 OF SECTION 32; THENCE ALONG'SAID WEST BOUNDARY NORTH 00° 30' OS" EAST 653.97 FEET, FO FEET, TO THE NORTHAr,SST CORNER OF THE SO~HEASP T /~ OF °SATD SOUTHEAST I/4 OF SECTION 32; THENCE CONTINUING S'ST' 656.80 NORTH 00° 30' 05" EAST 259.20 FEET TO AN IRON PIN• BOUNDARI' THENCE LEAVING 'SAID WEST NORTH 28° 02' 00" WEST 238.39 FEET: FORMERLY NORTH 27° u FEET, TO AN IRON PIN; THENCE 0 6 ~ 0 0 WEST 23 6. 0 NORTH 89 ° 5S' 29 rr EAST 237.05 FEET, FO FEET. TD AN' IRON PIN ON THE NORTH BANI{Rd ~Y NORTFI 89 ° 54' 00 rr F+ASg' 237.2 NORTH BANK A CERTAIN DITCH; THENCE ALONG SAID SOUTH 63° 06' 38" EAST 240. 4T FEET, FORMERLY SOUTH 63 06 rr FEET, TO AN .IRON PIN• 00 EAST 242. 0 . THENCE CONTINUING SOUTH 38° 02' ST" EAST I93.20 FEET DRMERLY SO o FEET, TO AN IRON PIN; THENCE CONTINUING UTH 38 OS' 00'r EAST T93.5 ° 2T' 54 OUTH 73 n EAST 24.3.49 FEET, FORMERLY SOUTH 73 ° ~ rr FEET, TO AN IRON FIN; THENCE CONTINUING 24 00 EAST 243.4 SOUTH 82° 27' „ 42 EAST '400.03 FEET, FORMERLY SOUTH 84° 08' pOrr FEET, TO AN IRON PIN; THENCE CONT.z'NUTNG SOUTH 62 ° 28' rr EAST 399. 6 FEET, TO AN IRON PINSON SAIDS FEET, FORbB;RLY SOUTH 64 ° rr WEST RIGHT-OF-WAY LINE OF 37' DO EAST 240.4 THENCE ALONG SATD WEST RIGHT-OF-WAY LINE 25.00 FEET WESTODFH EAGLE ROAD; SAID EAST BOUNDARY OF SECTION 32 SOUTH 00 ° 30' rr `lam P~LLEL TO PARALLEL LINE 22 WEST 462.67 FEET TO A BRASS CAP; THENCE LEAVING SAZ•D SOUTH OZ° 50, ~~ CONTINUING WEST 299.50 FEET TO THE POINT OF BEGINNING. Lf~ . AOA COUNTY RECORDER J. i)RViL BOISE InAHO 04{21105 04:18 PM DEPUTY Neava Haney RECORi)EO-REQUEST OF Stewart TiEfe Company $itie of Boise 3 W. IARRD AMOUNT 6,00 2 l~l IlNfllfllllillll~lllllllflll I ill t0~~4~944 DEED For Value Received John H. Nesmith, an unmarried person the Grantor, hereby grants, bargains, sells, conveys and warrants unto Winston H. Moore, , the grantee, whose current address is P. O. Box 8204 Boise, ID 83707 the following described premises, to wit: See "Exhibit A" attached hereto Parcel Number: 50532449300 'n RECEIVED MAC ~ ~ 20D~ SUB.]CECT TO: Current General Taxes, a lien in the process of assessments, not yet due or payable. Easements, restrictions, reservations, provisions of record, and assessments, if any. TO HAVE AND TO HOLD the said premises, with their appurtenances unto the said Grantee, their heirs and assigns forever. And the said Grantor does hereby covenant to and with the said Grantee, that it is the owner in fee simple of said premises, that said premises are free from all encumbrances and that he will warrant and defend the same from all lawful claims whatsoever. STATE OF Idaho ) ss. COUNTY OF Ada } On this 20th day of April, 2005, before me, the undersigned, a Notary Public, in and for said State, personally appeared John H. Nesmith known to me, and/or identified to me on the basis of satisfactory evidence, to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged me at he/she/they executed the same. WITNESS l~ 1;IAND~F~AL SEAL. __-- '•. •.•~~•••* 1+ARR Y ~ • •. No b ie: arry .G Kalvei ge ;• y~ h'O y Resi ng at: Nampa, ID ~ ~ ~ ~ ; e My commission expires December 14 200b : ~ ~~ ~ K ~ ;© • 1 a Legs! Description EXHIIBIT "A" Order Number: 5036266 An irregular tract in the Southeast Quarter Southeast Quarter of Section 32, Township 4 North Range 1 East, Boise Meridian, Ada County, Idaho described by metes and bounds as foIlaws: Beginning at the Southwest corner of the Southeast Quarter of the Southeast Quarter of Section 32, Township 4 North, Range 1 East, Boise Meridian; thence North 491.28 feet to an iron pin; thence North 89°45' East 133 feet to an iron pin; thence South 491.28 feet to an iron pin; thence South 89°45' West 133 feet to t'he Place of Beginning. Except that portion lying within Ustick Road. And Also Excepting Therefrom: ~~, A strip of land being the South 13.00 feet of that parcel of land as described in Warranty Deed Instrument No. 99046304, Ada County records, situated in the Southeast Quarter of the Southeast Quarter of Section 32, Township 4 North, Range 1 East, Boise Meridian, Ada County, Idaho, said strip of land being more particularly described as follows: Commencing at the Southeast corner of said Section 32, thence along the South line of said Section North 89°44'39" West 1328.23 feet to the East 1116 corner common to said Section 32 and Section 5, Township 3 North, Range 1 East, Boise Meridian; thence leaving said South line . North 00°30'02" East 25.00 feet to the Southwest corner of said parcel being the Point of Beginning; thence along the West line of said parcel North 00°30'02" East 13.00 feet; thence along a line parallel with and 38.00 feet North of said South line of Section 32 South 89°44'39" East 133.00 feet to the East line of said parcel; thence along said East line South 00°30'02" West 13.00 feet to the South line of said parcel; thence along said South line Of said parcel North 89°44'39" West 133.00 feet to the Paint of Beginning. t, . ~~ 1. pA~4 NAYARRO ~~ ,,msF. lnaMo X999 ~l2 .. g Pit ~! ~ ~ 7 Order No. 98003980 'Phis form furnished by Stewart 'Title of ldaha, Inc. VVARRANTY~ DEED For Value Received TULLIS FAISILY TRUST, AN SDA}ro TRUST REEORQgD-EtEQUEST.nF STEWART Ti~[ fEE ~oo QEPVTY 99Q21196 ~,~- L the Grantor hereby grants, bargains, sells, conveys and warrants unto WINSTON H. MOORE the Grantee whose current address i5: P.O. BOX 8204 HpISE, ID 83707 the following described premises, to-wit: AS P$R LEGAL DESCRIPTION ATTACHED HERETO TO HAVE AND TO HOLD the said premises, with their appurtenances unto the said Grantee, their heirs and assigns forever. And the said Grantor does hereby covenant to and with the said Grantee, that it is the owner in fee simple of said premises; that said premises are free from all incumbrances and that he will warrant and defend the same from ai! lawful claims whatsoever. Dated: TVLLIS FAbSILX TRUST, AN IDAHO TRUST State of IDAHO ss. County of RDA Q~ • On this ~ / day of ~ ~_, before me, the undersigned, a Notary Public, in and for said State, personally appeared DIANNE PIERCE AND ELIZABETH TULLIS known to me, and/or identified to me on the basis of satisfactory evidence, to be the Trustee'5 of TULLI5 FAMILX TRUST, AN IDAHO TRUST [he Trost that executed the within instrument and acknowledged to me that they executed the same on behalf of said Trust. ~*,,......, • +' O C) , ~ • WITNESS MY AND A D O F!C[AL SEAT.. (SEAS # f ~ D t ~ q,~ - v :' w: ~~ ` ~ i -ld, J N ary bite -'',~9~' •.••..•••~y'~ s s ~A ••,, ~x ~~ ` Co Dacember 09, 2000 mmi ionSxpi ~+ i~ n ~~ ~ LEGAL DESCRI'PT.ION ~~~ Order Number: 98003980 A TRACT OF LAND 52TUATED IN A PORTION OF THE SOUTHEAST I/4 OF THE SOUTHEAST I/4 OF SECTION 32. TOWNSHIP 4 NORTH, RANGE 1 EAST, BOISE-MERxDIAN, ADA COUNTY, IDAHO, DESCRIBED AS FOLLOWS: COMMENCING AT A FDUND STEEL PIN MO~'TNG THE SOUTHWEST CORNER OF THE SOUTHEAST 1/4 OF SAID SECTION 32, SAID PIN BEING ON THE CENTERLINE OF nsrrc.~ ROAD, THENCE EASTERLY ALONG SAID CENTERLINE AND THE SOUTHERLY LINE OF SAID SECTION 32 SOUTH 89°44'36" EAST A DISTANCE OF 2656.46 FEET TO A FOUND BRASS CAP MONCTMENTTNG THE SOUTHEAST CORNER OF SAID SECTION 32, THENCE WESTERLY ALONG SAID SECTION LINE NORTH 89°44'36" WEST A DISTANCE OF 3195.23 FEET {FORMERLY SOUTH' 89°45'00° WEST A DISTANCE OF 1175.50 FEET} TO A POINT, THENCE LEAVING SAID SECTION LINE NORTH 00°30'05" EAST A DISTANCE OF 25.00 FEET TO A SET STEEL PIN ON THE NORTHERLY RIGHT-OF-WAY OF SAID USTTCA ROAD, SAID PIN BEING THE POINT OF ,BEGINNING. THENCE ALONG SAID RIGHT-OF-WAY SOUTH 89°44'36" ERST A DISTANCE OF 895.10 FEET TO A FOUND HIGHWAY MONUMENT; THENCE NORTH 85°49'00" EAST A DISTANCE OF 249.65 FEET TO A FOUND HIGHWA Y MONUMENT; THENCE NORTH 43°28'48° EAST A DISTANCE OF 14.88 FEET TO A FOUND HIGHWAY MONaMEN'.P ON THE WESTERLY RIGHT-OF-WAY OF EAGLE ROAD; THENCE ALONG SAID WESTERLY RIGHT-OF-WAY PARALLEL TO AND 70 FEET WEST OF THE CENTERLINE OF SAID EAGLE ROAD NORTH 01°50'52" EAST A DISTANCE OF 39D.49 FEET TO A SET STEEL PIN; THENCE LEAVING SAID WESTERLY RIGHT-OF-WAY NORTH 89°30'38" WEST •A DISTANCE OF 6.55.21 FEET (FORMERLY SOUTH 89°38'00" WEST A DISTANCE OF 6$7.70 FEET) TO A FOUND STEED PIN; THENCE NORTH 55°27'55" WEST A DISTANCE OF 279.96 FEET (FORMERLY 180.00 FEET) TO A FOUND STEEL PIN; THENCE NORTEi 78°40'30" WEST A DISTANCE OF 258.02 FEET (FORMERLY NORTH 79°57'OO" WEST A DISTANCE OF 261.00 FEET) TO A SST STEEL PIN; THENCE NORTH 72°40'30° WEST A DISTANCE OF 249.12 FEET {FORMERLY NORTH 73°57'00" WEST A DISTANCE OF 252.aa FEET) TO A SET STEEL PIN ON THE WESTERLY LINE OF SAID SOUTHEAST 1/4 OF THE SOUTHEAST 3/4 OF SECTION 32; THENCE SOUTHERLY ALONG SAID WESTERLY LINE SOUTH QO°30'05" WEST !FORMERLY SOUTH SD°22'00" WEST) A DISTANCE OF 180.97 FEET TD A SET STEEL PIN; THENCE LEAVING SAID WESTERLY LINE SOUTH $9°44`36" EAST (FORMERLY NORTH 89°45'00" EAST) A DISTANCE OF 133.00 FEET TO A SET .STEEL PIN;' Contz.nued on next page f Cont.znuatinn of Schedule A - Legal Description Order Number: 98003980 TFIENCE SOCTI'H 00°30'05" WS'ST {FORMERLY SOUTFI 00°00`00" WEST} A D.~STAN'C.&' OF 466.28 FEET TO 2FIE POINT OF BEGTNN2NG. AFFIDAVIT OF LEGAL INTEREST STATE OF IDAHO ) COUNTY OF ADA ) I ~ W (~ ~" ~ G K yV(O B K Ge ~ / / ~~ !/ CS c..~ r f tl ~! ~,/ ~ (naEme) (address) V"[CKEC7 {G~ ~ (City) (State) being first duly sworn upon, oath, depose and say: That I am the record owner of the property described on the attached, and 1 grant my permission to: p(~w~Lt C.~r-l ~C~C~t~~ ! ~ ~~ lJ Gar ~4 ~~ G {name} {address} to submit the accompanying application(s) pertaining to that property. 2. I agree to indemnify, defend and hold the City of Meridian and its employees harmless from any claim or .liability resulting from any dispute as to the stafiements contained herein or as to the ownership of the property which is the subject of the application. ! hereby grant permission to City of Meridian staff to enter the subject property for the purpose of site inspections related to processing said application(s). Dated this ( day of ~ ~K ~ 4 , 20 C6 ~ na SI}I3SCRI13ED AND SWORN to before Ine the day and year first above written. .~~ ; • '•. (Notary Public for Idaho) • 1~IOTARy _ * % ~ • ° ~ * = Residing at: '• pUgI,IC M Commission Ex Ires• IpAHQ TRANSPORTATION C1~PARTMENT P.O. Box 802$ (20$) 334-8300 Boise, I D $3707-2p2$ itd.idaho.gav TRAiSESPORTATl01~ BOARD Charles Winder Chairman John X. Combo Vice Chairman? District 6 ,John McHugh district 1 Bruce Sweeney District 2 Monte McClure District 3 Gary Blick District 4 Neil Miller District 5 March 24, 2006 Winston H. Moore W.W. Moore Company 1940 S. Bonito Way, Ste. 160 Meridian, Idaho 83642 RE: Center Marketplace'Perrnit Application No;3+06-078 A, B, & C; SH-55 MP 14.21, 14.33, & 14.404; W.H. Moore Dear Mr. Moore, Your permit application was presented to the Idaho Transportation Department (ITD) executive permits meeting on 3122106. In a letter dated 912912005, ITD requested that you submit written agreement if considerations outlined are agreeable or not agreeable. David Ekern, P~. ETD did receive a letter from you dated 10/05/2005 you stated that you imagine you will Director file an appeal as to the traffic signal, and a couple of items pertaining to the accesses. At this time ITD has not received an appeal. Please provide ITD with a written document Sue Miggins stating your course of action so we will be able to proceed with the permit application. Board Secretary The most recent plans that we have received do not detail how traffic is to be restricted at the two right-inlright-out approaches. Please revise your plans to show how these restrictions will be accomplished and resubmit the construction plans for review, If you have any questions or concerns, please feel free to contact me at (208} 334-8377. Cc: Jae Guenther, City of Meridian Assistant District Traffic Engineer Nei hbor Meetin for Prelimianr Plat for Center Pt Market lace Date: March 6, 2006 Develo er: Winston Moore Name Address ~.~-~~.~C.~TZON M~~TING Notes .~pplica~t~s) Required Applicatio E~sting zonrzzg:~.= Comprehensive Plar ~.~T~: 2-- S -off t,,., . F'roposedZoztzng: ~ . . Fates ~ - ~,r~~2 Propexty Size: ti tLcr~ Number of l~ s: ~~ ~ _ Dwellzzag T e: Se~cr: o- -h, ea ~ . Water:• l~~d~ Street Open , Landsc Lot Siz Topog~ ~ , H'ydroIogy: Street Systezxa.: o~ Path~sray System_ ra, O~.er A Iicatioxxs . Annexation Rezazi.e • Co~.ditivxzal Use Permit .r ~ ~ ~ Variance _ Lot Lute Adjustment Comprehensive Plan Axnendmemt Application. Checklzst'Review • ~ . Othez- Agemcies to Contact: ~ ~ ~ ~ ~ .. _._.__ A~ddfaiorial .Px°eapplicativn Cvzaference: • . N_ at~recommended ~ - ~ - Recornm.ended • • Recjti~ed_ Anticipated Subxxlission Date: _ • Anticipated Planning S~ Zoning Date: . a s ~w fi o ~- The information provided dosing this meeting is based upon. the c~u-~mrZlaiz~.g,eridi . ~ 1 Siibd~vision Ordinance and applicable Comprehensive Plan and is valzd for 3 mozzths. Any subsequent clzang~s to ~b.e•Zoniug or Subdivision Oxdinance ox Comprehensive Plan ~aay affect your application. Proposed Development: o rt~~` - COMMrTMENT OF PROPERTY POSTING Per Unilied Development Code {UDC) 11-5A-SD, the applicant for all applications requiring a public hearing (except for a UDC text amendment, a Comprehensive .Plan text amendment and/or vacations} shall post the subject property not less than ten (IO) days prior to the l~earing. The applicant shall post a copy of the public hearing notice of the application(s) on the property under consideration. The applicant shall submit proof of property posting in the form of a notarized statement and a photograph of the posting to the City no later than seven (7) days prior to the public hearing attesting to where and when the sign(s) were posted. Unless such Certificate is received by the required date, the hearing will be continued. The sign(s) shall be removed no later than three {3) days after the end of the public hearing far which the sign(s) had been posted. I am aware of the above requirements and will comply with the posting requirements as stated in UDC I1-5A-5. 3~~~/ ~ C Appl ant/agent signature Date Page I of 1 ~~ (~ Pete From: "David Couch" <dscouch@adaweb.net~ To: "Pete" <pete@quadrant.cc~ Sent: Friday, March 10, 2006 1:15 PM Subject: RE: Subdivision Name Reservation March 10, 2006 Pete Lounshury, PLS Quadrant Consulting Inc 405 S 8th Street Suite Boise, ID 83702 RE: Subdivision Name Reservation CENTREPOINTE SUBDIVISION. Dear Pete: At your request, I will reserve the name "CENTREPOINTE SUBDIVISION" for your project. I can honor this reservation only as long as your project is in the approval process. Final approval can only take place when the final plat is recorded. Sincerely, David J. Couch, PLS Ada County Surveyor Gheck out the subdivision names list a# http:Ilwww.adaweb.netldevserv/surveylsubnames.txt From: Pete [mailto:pete@quadrant.cc] Seat: Friday, March 10, 2006 10:05 AM To: David Couch Subject; Subdivision Name Reservation Hi Dave, Our client would like to reserve the name "CENTREPOINTE SUBDIVISION" for their new subdivision to be located in the Northwest corner of Eagle and Ustick roads (Southeast 114 Section 32, T.4N., R1 E., B.M.) I did not see the name in the reserved list. It is the name of the project and also the name of a theater located in Ottawa and Ontario Canada. Please let me know if this name can be reserved and thanks again for your help this morning Pete 3/10/2046 ser FLh P. 31 i 9?-377 ~ Z 1f1 S 1,:,?Il ~Ll'G. ~~'~~ I VV.~l..1Yl~.li.~'~E eri e io„-,orzio~ i ,.c~ us L+r,riha C . © IVl P ,Q N Y TRUSTACCOUNT P.O. Bnx 8204 • BOISE, Idaho 83707-2204 (208) 323-1919 PAY Td THE /~ ORDER ilVl dF DATE - AMOUNT AUTHORIZCO SIGNATURE ~~~0^ 5'~ ~'~ii' ~: 1 2 3 L0 31'2 ~ 9~: 1'5 3 30 ~~ ~8 4 6 7iw N W ~ ~~ Q ~ ~-~ s a a- .~~~ ~ ~ O w -a c+~ ~~ t- .~m~ U `„` ~~ .,~q if ~a Q d ~ ~ ~ -- - -- --- U ~ ~ --- .'_ --- LL. ^ a ~ ~ K T F ~ x z !Q O c w O o .c ~ _ Q ^ ~?- z ry, Y O ~u U 1- ~ i U Q - Z R O Q ~ ~ W U Z h¢- d W U U 1 ~ W Q ~ v x U p i 'v U ~ ~ ~ F, d LO O ~ _ I„ U V 1 ~ O CF' O 2 W ~ a 4 `~J' _~ MATERIALS" r~• TESTING ~~ ~, -" INSPECTION 13 October 2005 Page# I of4l O Environmental Services ©Geotecllnical Engineering ^ Construction Materials Testing ©Special Inspections Ilmtiserver2lhoise12005 reparts11200-13991b51377g1b51377geotech.dac Mr. Jonathan Seel WH Moore Company P.O. Box 8204 Boise, Tdaho $3707 Gentlemen: Re: Geotechnical Engineering Report Kohl's Department Store NWC Eagle & Ustick Roads Meridian, Tdaho In compliance with your instructions, we have conducted. a soils exploration and foundation evaluation for the above mentioned. development. Meld work for this investigation was conducted 6 and 7 October 2005. Data have been analyzed to evaluate pertinent geatechnical conditions. Provided geotecbnical, groundwater and construction recommendations are listed in the Ta61e of Contents. Results of this investigation, together with our reeomznendations, are to be found. in the following report. Often, because of design and construction details that occur on a project, questions arise concerning soil conditions. We would be pleased to continue our role as geotechnical engineers during project implementation. MTI also has great interest in providing matez-ials testing and special inspection services during construction of this project. If yoza will advise us of the appropriate time to discuss these engineering services, we will be pleased to meet with you at your convenience. We appreciate this opporhinity to be of service to you and we look forward. to working with you in the ftiture. If you have questions please cal[. us at {208) 376-474$. Respectfully Submitted, Materials Testing & Tnspection, Tnc. Eric Waag, E.T.T. Staff Engineer Reviewed by Michael G. Wood. Senior Geotechnical Engineer -0~ -. ~?i e J ~- . ~~/~ ;/ . -.. Copyright ©2005 Materials Testing & Inspection, Tnc. 7446 W. Lemhi St. Boise, lD 83709 (208) 376-4748 Fax {208) 322-6515 E-Mail mtiQmti-id.com www.mti-id.com '" I'VI ATE R IAL - i 3 October 2005 ~J ~ Page # 2 of 41 ;" `; - TESTING ~ INSPECTION ^ Environmental Services ©Geotechnical Engineering ^ Construction Materials Tr;sting ©Special Inspections Ilmtiserver2lboise12005 reportsll200-13991b51377g1b51377geoteclLdoc TABLE OF CONTENTS EXECUTIVE SUMM1IAi2Y ........................................................................................................................ 3 l N T RO D U C T I O N .................................................................................................................................... 4 Project Description ............................................................................................................ 4 Authorizatian ..................................................................................................................... 4 Purpose ............................................................................................................................... 4 Scape ................................................................................................................................... 4 Warranty and Limiting Cnnditions ................................................................................. 5 Gcneral ............................................................................................................................... 5 DESCRII"TIOi!' OF S[TE ......................................................................................................................... G Sike Access .......................................................................................................................... G General Geology of Area ................................................................................................... 6 Site Topography, Drainage and Vegetation .................................................................... 6 Site Climatology and Geochemistry ................................................................................. 7 Geoseismic Setting ............................................................................................................. 7 .SOIi,S EXI'1.ORATION ........................................................................................................................... 7 Exploration and Sampling Pracedures ............................................................................ 7 Laboratory Testing Program ............................................................................................ 8 Soil and Sediment ProFile .................................................................................................. 8 Electrical , pH, and Water Soluble Sulfate Analysis ....................................................... 8 Soils Survey Revie~v ........................................................................................................... 9 Volatile Organic Scan ........................................................................................................ 9 SITE HYDROLOGY ............................................................................................................................... 9 General Notes ..................................................................................................................... 9 Groundwater ...................................................................................................................... 9 Soil Infiltration Rates ........................................................................................................ 10 LATERAL EARTH PRESSURES .............................................................................................................. 111 FOl1NDATION~ SLAB A1~D PAVEhIENTD13CUSSIQN AND RECOVIi41ENDAT[ONS .................................... 12 General Notes ..................................................................................................................... 12 Foundation Design Recommeudations ............................................................................. 12 Floor Slab-On-Grade ........................................................................................................ 13 Recommended Pavement Sections ................................................................................... ] 3 COa!'STRUCTION CONSII)EIIATEONS ...................................................................................................... 1S Earth-vork .......................................................................................................................... 15 Dry Weatller ....................................................................................................................... 15 Wet Weather ................ ............................................................................................. 16 Frozen Subgrade Sails ....................................................................................................... 1G Structural Fill ..................................................................................................................... I6 F3ack1311 ................................................................................................................................ 17 Excavations ........................................................................................ .................... .... .... 17 Groundwater Control ........................................................................................................ 17 GENEEtAL COiYI\7ENT5 ......................................................................................................................... 18 REFERSNCES ....................................................................................................................................... 19 ArrENnlx LIST .................................................................................................................................... 2tl Geotechnical General Notes .............................................................................................. 21 Unified Soil Classification .............................................................................. ... ................ 22 Geotechnical Boring Logs ................................................................................................. 23 Laboratory Test Results .................................................................................................... 37 Pavcluent Thickness Design .............................................................................................. 38 C.Ii.R. Data ........................................................................................................................ 40 Pad Prep Nate .................................................................................................................... 41 Copyright ©2005 Materials Testing & Inspection, lne. 7446 W. Lemhi St. Boise, ID 83709 (208) 376-4748 Fax (208) 322-6515 E-Mail mti@mti-id.com www.mti-id.com MATERIAL 13 October 2005 i Page # 3 ar4l ~~- TEST~NC ~ NSPECT[ON ^ Environmental Services ^ Geotechnical Engineering ©Construction Materials Testing ^ Special Inspections Ilmtiserver2lboise12005 reports11200-13991b51377g1b51377geotech.doc EXECUTIVE SUMMARY The following is a brief summary of significant geotechnical issues for the proposed development, presented with conclusions and recommendations. This summary must be read in conjunction with the entire accompanying report for proper interpretation of the overall investigation. Subsurface Conditions: Light brown to brown, dry, soft to very stiff, sandy silt was encountered at ground surface across the site. The upper 3 inches of this layer were generally noted to either be disturbed and contain minor amounts of gravel, or contain surficial organics. surficial sandy silt extended to depths of 1.4 to 1.8 feet. Brown to dark brown, dry to slightly moist, very stiff to hard, fat clay with very fine to medium-grained sand was encountered underlying surficial sandy silt. Sandy Fat clay extended to depths of 2.0 to 3.2 feet. Light brown to brown, dry, very stiff to hard, sandy silt was encountered beneath overlying sandy fat clay. :Intermittent weals calcium carbonate cementation was noted throughout this soils layer, which extended. to depths of 4.0 to 6.5 feet in borings. Reddish.-brown, dxy to slightly moist, medium dense to very dense, silty sand was encountered beneath overlying sandy silt. Intermittent weals calcium carbonate cementation was observed throughout this soils layer, which extended to depths of 4.0 to 6.5 feet in borings. Light yellowish- brown, slightly moist to saturated, zTaedium dense to very dense, poorly graded sandy gravel sediments with fine to very coarse_grained sand and cobbles extended beyond the termination depths of all borings advanced On Stte. Building Foundations: Footing Depth ASTM D 155' Sub rode Com action Net Allowable Soils Bearin Ca acit Footings should bear on competent, native, sandy silt soils or compacted structural fill. All existing Not Required for Native clay must be completely removed from below Soil OOOlb /ft2 3 foundation elements. Excavation depths of 2 to , s 3'/z fleet below existing grade should be ~5% .for Structural Fill antici ated to ex ose ro er Bearin soils. Building door Slabs: A modulus of subgrade reaction (KS} of 200 X15'/,° is suitable considering placement of floor slabs on native sandy silt, encountered beneath surficial sandy silt and fat clay. Clay soils onsite are highly plastic, and will be susceptible to shrink-swell. movements associated with moisture changes. In order to limit potential movements associated with clan sails. areas of the site within the proposed structures should be excavated to sufficient de the to ensure co.m. lete removal of cla Stri in de the of a roximatel 2 to 3 '/z feet within the building_pad should be anticipated. Struchtral fill, as defined in the Structural Fill section of this report, should then be compacted to a minimum 95% of maximum density as determined by ASTM D 1557. As an alternative to excavation and replacement. moisture conditioning of clav soil may be performed. MTI is available to provide detailed recommendations for moisture conditioning, if desired. Copyright ©2005 Materials Testing & lnspectian, Inc. 7446 W. Lemhi St. Boise, ID 83709 (208} 376-4748 Fax (208} 322-6515 E-Mail mti@mti-id-com www.mti-id.com NIATERIAI~" -- ~---- ~ `NESTING ~:r INSPECTION 13 October 2005 Page # 4 of 41 ©Environmentai Services ^Geotechnical Engineering ^ Construction Materials Testing ©Special Inspections 1lmtise~ver216oise12005 reportsl]200-13991bS1377g1b51377geotech.doc INTRODUCTION This report presents results of a geotechnical investigation and analysis in support of data utilized in design of structures as defined in the 2003 International Building Code (IBC). Information in support of groundwater and storrrlwater issues pertinent to the practice of Civil Engineering is included. Observations and recommendations relevant to the earthwork phase of the project are also presented. Project Description: The proposed development is located in the eastern portion of the City of Meridian, Ada County, Idaho, and occupies a portion of the SW'/4SW'/4 of Section 33, Township 4 North, Range 1 East, Boise Meridian. The project will consist of construction of a single-story, CMT1 structure with concrete slab on grade and shallow spread foundations. Maximum column loads of I65 kips and maximum wall loads of 7,000 plf were assumed. Assumptions have also been made for traffic loading of pavements. A€~thorizatior~: Authorization to perForm this exploration anal. analysis was given in the form of verbal authorization to proceed from Mr. Jonathan Seel to David O. Cram of Materials Testing and Inspection, Inc. (MIT), on 26 September 2005. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between W.H. Moore Company and MIT. Our scope aF services For the proposed development has been provided in our proposal dated. 2G September 2005, and again below. Purpose: The puipose of this Geotechnical Engineering Report is to determine various soil profile components and their engineering characteristics for use by design engineers and/or architects in: Preparing or verifying suitability of foundation design and placement, * Preparing site drainage designs, and, • Indicating issues pertaining to earthwork construction. Scope: The scope of this investigation included review of geologic literature and existing available geotechnical studies of the area, review of available environmental reports, visual site reconnaissance of the immediate site, subsurface exploration, field and laboratory testing, and an engineering analysis and evaluation of foundation materials. Copyright ©2005 Materials Testing & ]nspection, ]nc. 7446 W. Lemhi St. Boise, ID 83709 (208) 376-4748 Fax {208) 322-8515 E-Mail mti@mti-id.com www.mti-id.com MATERIAL' :--~~- TESTING ~ -~ INSPECTION 13 October 2005 Page# 5of4] © Environmental Services ©Geotechnical Engineering ©Construction Materials Testing ^ Specia€ Inspections Warranty antl Limiting Cont[itions: 1lmtiserver2lboise12005 reportsl[200-I3991b51377g1b51377geatech.doc field observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. MTI warrants that findings and conclusions contained herein have been promulgated in accordance with generally accepted professional. engineering practice in the fields of foundation engineering, soil mechanics and engineering geology, only for the site and project described in this report. These engineering methods have been developed to provide the client with information regarding apparent or potential engineering conditions relating to the subject property within the scope cited above and are necessarily limited to corditions observed at the time of the site visit and research. The report is also limited to information available at the time it was prepared. In the event additional information is provided to MTI following the report, it will be forwarded to the client in the form received for evaluation by the client. There is a distinct possibility that conditions may exist which could not be identified within the scope of the investigation or which. were not apparent during the site investigation. The findings of this report are ]invited to data collected from noted explorations advanced, and do not account for as yet unidentified fill zones, unsuitable soil types or conditions, and variability in soil moisture and groundwater conditions. Upon commencement of construction, such conditions may be identified, of which the required corrective actions may impact the project budget. This report was prepared for the exclusive use of WH Moore Company and their retained design consultants ("Client"). Conclusions and recornmendations presented in this report are based upon agreed-upon scope of work outlined in the report and Contract .for Professional Services between Client and Materials Testing and Inspection, Inc. ("Consultant"}. Use or misuse of this report, or reliance upon findings hereof by parties other than the Client, is at their own risk. Neither Client nor Consultant make representation of warranty to such other parties as to accuracy or completeness of this report or suitability of its use by such other parties for purposes whatever, known or unknown to Client or Consultant. Neither CIient nor Consultant shall have liability to, or indemnifies or holds harmless third parties Eor losses incurred. by actual or purported use or misuse of this report. No other warranties are implied or expressed. General: Revisions in plans and or drawings for the proposed structure from those enumerated in this report should be brought to the attention of the sails engineer to determine if changes in foundation recommendations are required. Deviations from noted subsurface conditions iE encountered during construction, should also be brought to the attention of the soils engineer. Copyright ©2005 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. Boise, ID 83709 (208) 376-4748 Fax (2D8) 322-655 E-Mail mti@mti-id.com www.mti-id.com MI ATER IAI~~ ~ `' 13 October 2005 TESTING ~ Page # 6 o:F41 - INSPECTION ^ Environmental Services ©Geotechnical Engineering ©Construction Materials Testing ©Special Inspections 1lmtiserver2lboise12005 reports11200-13991b51377g1b51377geotech.doc DCSCRIPTiON OF S.ITC Site Access; Access to the site may be gained via Interstate 84 to Eagle Road. Proceed north an Eagle Road approximately 2'/2 miles to its intersection with Ustick Road. The parcel is located north and. west of this intersection. Presently the site exists as undeveloped agricultural land. The location is depicted in site map plates included. in the Appendix. General Geology of Area: The subject site is located within the Boise Valley which is directly underlain by a thick seduence of alluvial sands and gravels typically deposited on basalt formations. These sediments are loosely named the Boise River Gravels and were deposited as river floodplain and stream overwash from the Boise River. These gravel deposits tend. to have imbricated well-rounded clasts, poor sorting and crude stratification of beds of graven and lenses ofcross-bedded sand suggesting deposition in braided. channels. The Boise River Gravels consist of unconsolidated clay, silt, sand, gravel, and cobbles. These gravels have been subdivided into st~aller units based on their age and are exposed as distinct alluvial terraces. Five of these terraces are well exposed in the Boise area and range in age from Middle Pleistocene to Holocene (Recent) (0 - 0.9 million years ago). The site lies on the Whitney Terrace, the second terrace above the currently defined floodplain. Geologic data published for the area indicated that bedrock is typically encountered at a depth of approximately 100 feet beneath the soil surface {Othberg and Stanford, 1992). Site Topography, Drainage and Vegetation: The proposed development consists of approximately 8.3 acres of relatively flat terrain. The surface exhibits tine grained soils throughout the majority of the area. Presently the site exists as agricultural land. A sn~afl irrigation ditch runs east to west across the northern border of the site. Regional drainage is north and west toward the Boise River. Storrnwater drainage for the site is achieved by percolation through surficial soils. No stormwater drainage facilities were noted onsite, and the area may receive some off~site drainage from sun~ounding roadways. Vegetation throughout the area consists primarily of grasses typical of grid to semia~•id climates, although much of the site has presently been stripped of organics. Copyright ©2005 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. Boise, ID 83709 • (208) 376-4748 Fax (208) 322-6515 E-Mail mti@mti-id.com www.mti-id.com " ~ MATERIAL°° ~~ 13 0ctober2005 `~ Page # 7 of 41 ~', ~65TING ~S' - INSPECTION ©Bnvironmenta€ Services ^ Geotechnical 1=nginoering ©Constroction Materials Testing C] Special Inspections Ilmtiserver2lboise12005 reports11200-13991US1377g1b51377geotech.doc Site Climatology and Geochemistry: Average precipitation for the region is on the order of 10 to 12 inches per year. Annual average temperature range from 20° F to 91° F with extremes ranging from. -4° F to 102° F. Average wind speed range to 11 miles per hour in spring with a prevailing direction from. the southeast. Soil in the area is primarily derived from siliceous materials and exhibits low electro-chemical potential for corrosion of metals or concretes. Local aggregates are generally appropriate for Portland Cement and Lime Cement mixtures. The State Transportation Department has adopted anionic asphalt cements. The pH of surface water, groundwater, and soil in the region typically range from 7 to 9. No indication of abnormal geochemical conditions was noted on~site. Nominal frost penetration is typically on the order of 6 inches, with extremes ranging to 3 feet. Geoseismic Setting: Soils on-site are classed as Site Class D in accordance with Chapter 16 of the 2003 edition of the IBC. Building structures on this project should be designed as per the IBC requirement for such a seismic classification. Our investigation did not reveal potential hazards resulting from earthquake motions: slope instability, liquefaction, and surface rupture because of faulting or lateral spreading. Incidence and anticipated acceleration of seismic activity in the area is low. SOILS EXPLORATION Exploration and Sampling Procedures: The field exploration to determine engineering characteristics of subsurface materials included a reconnaissance of the praject site and investigation by soil boring. Exploration sites were located in the field by means of normal taping procedures from on-site features or known locations and are presumed to be accurate to within a few feet. Upon completion of investigation each boring was backflled in with loose excavated materials and/or bentonite. Samples were abtained from representative soil strata encountered. Samples obtained .have been visually classified in the field by an engineer, identified according to boring number and depth, placed in sealed containers and transported to our laboratory for additional testing. These materials have been further described in detail on logs provided in the Appendix. Results of field and laboratory tests are also presented on these logs. It is recommended that these logs not be used for estimating quantities because of highly interpretive results. Copyright c0 2005 AAaterials Testing & inspection, Inc. 7446 W. Lemhi St. Boise, ID 83709 (20B) 37fi-4748 Fax (208) 322-6515 B-Mail mtiC~mti-id.com www.mti-id.com MATER1Al.~' TESTING ~ ~ NSPECTION 13 October 2005 Page # 8 of 41 ^ Environmental Services ©Geotechnical Engineering ^ Canstructlon Materials Testing ©Special Inspections 1lmtiserver2lboise12005 reportsll200-I3991b51377g1b51377geotech.doc Laboratory Testing Program: Along with the field investigation, a supplemental laboratory testing program was conducted to deterrnine additional pertinent engineering characteristics of subsurface materials necessary in analyzing the behavior of the proposed structures. Laboratory tests were conducted according to current applicable American Society for Testing and Materials (ASTM) specifications, and results of these tests are to be found on the accompanying logs located in the Appendix. The Iaboratory testing program for this report included Atterberg Limits Tests -ASTM designation D 4318, Grain Size Analysis -ASTM designation C 117, C 136, California Bearing Ratio analysis (CBR-value) - ASTM designation D 1$$3, One Dimensional Consolidation Properties of Soils, ASTM D-2435, as well as Resistivity, pH, and Water Soluble Sulfate testing. Soil and Sediment Pr©file: A total of 14 borings were advanced to depths of 16.5 to 26.5 feet across the site. Because of the extent of the studied parcel, the developed soil profile represents only a generalized case. The following soils represent a hypothesized profile as compiled from observations in each of the boring locations: Surfi:eial Sandy Silt {ML) - Light brawn to brown, dry, soft to very stiff, sandy silt was encountered at ground surface across the site. The upper 3 inches of tl~is layer were generally noted to either be disturbed and contain minor amounts of gravel, or contain surficial organics. Surficial sandy silt extended. to depths of 1.4 to 1.8 feet. Sandy Fat Clay (CH) - Brown to dark brown, dry to slightly moist, very stiff to hard, fat clay with very fine to medium-grained sand was encountered underlying surficial sandy silt. Sandy fat clay extended to depths of 2.0 to 3.2 feet. Sandy Silt (ML) - Light brown to brown, dry, very stiff to hard, sandy silt was encountered beneath overlying sandy fat clay. Intermittent weak calcium carbonate cementation was noted throughout this sails layer, which extended to depths of 4.0 to 6.5 feet in borings. Silty Sand (SM) - Reddish-brown, dry to slightly moist, medium dense to very dense, silty sand was encountered beneath overlying sandy silt. Intermittent weak calcium carbonate cementation was observed throughout this soils layer, which extended to depths of 4.0 to 6.5 feet in borings. Poorly Graded Sandy Gravel (GP) - Light yellowish-brown, slightly moist to saturated, medium dense to vety dense, poorly graded sandy gravel sediments with fine to very coarse-grained sand and cobbles extended beyond the termination depths of all borings advanced on site. Electrical Resistivity, pH, and Water Soluble Sulfate Analysis: A grab sample of neal•-surface sandy silt was collected on b October 2005 from depths of 0.5 to 1.0 feet in the vicinity of boring 3. This location is depicted. in the site map plates included in the Appendix. Electrical Resistivity, pH, and Watet• Sohible Sulfate analyses are presently being conducted by Alchem Laboratories, Inc. in Boise. Once results of this testing are complete, results will be forwarded in the form of an addendum letter. Copyright ©2005 Materials Testing & Inspecfian, Inc. 7446 W. Lemhi 5t. Soise, ID 83709 • (208) 376-4748 Fax (208) 322-6515 E-Mai! mti@mti-id.com www.mti-id.com iV1ATERl~-L~~' .~~-- ~ TESTING ~~. i ~~ INSPECTION 13 October 2005 Page #>! 9 of 41 ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections 1lmtiser~er2lboise12005 reportsl] 200-] 3991b5 ] 377g1b5 ] 377geotech.doc Soils Survey Review: A review of the United States Department of Agriculture, Soil Conservation Service, Soil Survey of Ada County Area, Idaho, 1950, indicated the site can be characterized Purdam silt loam. This soil is well drained., exhibits moderately slow permeability above hardpan and digging and trenching in this soil may be hampered by hardpan. The low strength, frost action. potential, and. shrink-swell potential limit the construction of roads and streets, however, suitable sub-grade material can offset these limitations. Volatile Organic Scan: No environmental concerns were identified prior to commencement of tl~e 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. SIT1C HYDROLOGY General Notes: Existing surface drainage conditions are deflned in the Description of Site. Information provided in this section is Iimited to observations made at the time of the investigation. Regional andlor local ordinances may require information beyond the scope of this report. Groundwater. Groundwater was encountered within at depths ranging from 18.4 to 21..5 feet during the field investigation. Soil moistures were found to be generally dry within the sunc~ial sandy silt sails, dry to slightly moist within underlying clay, sandy silt, and silty sand, and slightly moist to saturated within sandy gravel encountered at depth. Groundwater levels in the site vicinity are controlled in large part by residential and commercial irrigation. activity and canal leakage in the local area, and are likely at their maximum elevations during tl~e irrigation season. Based on the evidence of this investigation, and. background knowledge of the area, it is unlikely that groundwater will be encountered during consti~uetion and is anticipated to remain at depths of greater than approximately 15 feet below the ground surface throughout the year. Copyright ©2005 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. Boise, ID 83709 [208} 376-4748 ~ Fax (208) 322-6515 E-Mail mti@mti-id.com www.mti-id.com IVIATERIAhS~~ ~° t3 October Zoos -~~^ TESTING ~9' Page# 10of41 ~" ~NSPECTIOIV ^ Environmental Services ©Gaotec~nica] Engineering ^ Construction Materials Testing ^ Special Inspections Ilmtiserver2lboise12005 reports11 200-1 3 99165 ] 377g1651377geotech.doc Soil Infiltration Rates: Soil permeability is a measure of the ability of a liquid to move through a soil and was not tested in the field. In this report this parameter is approximated 6y soil type and gradation. Of soils comprising the generalized soil profile for this study, clay and silt soils generally offer little permeability, with typical hydraulic conductivity values less than 2 inches per Hour. Conductivity values between 2 and 8 inches per hour can generally be expected in silty sand soils, however, calcium carbonate cementation encountered within sandy silt and silty sand soils may reduce this value to near zero. Poorly graded sandy gravel sails typically exhibit hydraulic conductivity values in excess of 24 inches per hour. MTT recommends that infiltration facilities be extended to sufficient depths to expose native sandy gravel. Excavation depths of 4 to b''/z feet should 6e anticipated. An infiltration rate of 8 inches per hour is recommended for design. LAT)CRAL EARTH: PRI~SSUR)CS Retaining and/or below grade will be subject to lateral earth pressures. The magnitude of each pressure is a function of both type and compaction of backfill behind walls within the "active" zone, and allowable rotation of the top of the wall. The active zone is defned as the wedge of soil defined by the surface of the wall and. a plane inclined 35° from vertical passing through the base of the wall. The following reeonvnendations should be used. in dealing with lateral earth pressures. The following lateral earth pressures are presented as Ranlcine's states of plastic equilibrium. For lateral forces on a gravity block, a sliding frictional coefficient of 0.35 is appropriate considering native ML/SM soils and. 0.45 is appropriate considering granular structural :ell (SP/GP) and native poorly graded sandy gravel (GP) under typical conditions. A state of plastic equilibrium is one in which the subject material is considered to be 1} homogeneous and unbounded and 2) at the point of incipient instability. This state is evaluated based on the basis of unit weight, mechanical properties and the definition of instability. For the purpose of this report, it is assumed that native relatively free draining soils and imported granular fill material will be the materials of concern regarding ]ateral earth pressures. Tf other materials are considered for use, MTT must 6e contacted to provide revised lateral pressure information.. Furthermore, changes in natural soil moisture, such as can be imposed by site stormwater systems, can change the values listed below. Below grade restrained walls should. be designed with at-rest pressures. Active pressures are used for conditions where the wall moves or rotates away from the soil mass at failure. Passive pressures are used for conditions where the wall moves toward the soil mass at failure. Rotation, or lateral movement of the top of the wall equal to 0.02 times the height of the wall will be necessary for on-site soil backfill to achieve the "active" loading condition.. Lateral movement of the top of the wall equal to 0.001 times the height of the wall will be necessary for the "active" pressure condition for imported SP/GP structural backfill. Copyright ©2005 Materials Testing & lnspection, lnc. 7446 W. Lemhi 5t. Boise, IQ 83709 (208) 376-4748 Fax (248) 322-6515 E-Mail mti@mti-id.com www.mti-id.com MATERIAL~r" ~, t3 o~tober2aos ~ ~ Page # 1 1 of 4i TESTING I•.~r" , - INSPECTION ^ Environmental Services ©Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections Ilmtiserver2lboise12005 reports11200-13991b51377g1b51377geotech.doc MTT perceives that the soils of interest for lateral earth pressures will be the on-site sandy silt (ML) and silty sand (SM) soils encountered between 2 and 6%z feet in depth in borings. For these soils the following values are applicable for non-surcharged, drained conditions: Soil Types: Sandy Silt and Silty Sand Dry Unit Weight: Tnternal Friction Angle: 28 Bouyant Unit Weight: Natural Void Ratio: 0.7 Natural Moisture: At rest Lateral earth pressure: 6l pounds per cubic foot Active lateral earth pressure: 44 pounds per cubic foot Passive lateral earth pressure: 335 pounds per cubic foot 110 pcf 73 pcf 10 Ko 0.5 T~= 0.4 Kp= 2.8 Native poorly graded sandy gravel, and compacted imported stnictural material (such as that used to backtill the soil side of walls) is expected to demonstrate the following characteristics: Soil Type: Compacted Sandy Gravel Dry Unit Weight: Tnterrral Friction Angle: 35 Bouyant Unit Weight: Natural Void Ratio: 0.4 Natural. Moisture At rest lateral earth pressure: 57 pounds per cubic foot Active lateral earth pressure: 36 pounds per cubic foot Passive lateral earth pressure: 496 pounds per cubic foot 128 pcf 83 pcf Ka 0.4 K~= 0.3 Kp= 3.7 Should another material be used for backfill, MTT should be consulted far correct lateral earth pressure values. Granular structural f 11 should consist of 4 inch minus select, clean, granular soil with no mare than 30% oversize (greater than 314") material and no mare than 12% fnes (less than #200). Tn addition_, retaining wall and/or basement backfill must be placed in accordance with the Structural Fill section of this report anal must be properl~pacted and tested Lateral earth pressure values da not incorporate specific factors of safety, and are only applicable for non- surcharged, drained conditions. Factors of safety, if applicable, should be integrated into the structural design of the wall. The preceding values are presented for idealized conditions relating to simple shallow structures. For complex structures, deep structures, ar far structures with remarkable perimeter landscaping, a soils engineer should be retained as part of the design team in developing appropriate project design parameters and construction specifications. Copyright ©2005 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. Boise, ID 83709 (208) 376-4748 Fax (208) 322-6515 E-Mail mti~mti-id.com • www.mti-id.com 1 IiV9.~1TERIAI~`~~ -._J_ _ ___. TESTING ~S''- i ~" ~NSPECTIQIlI l3 October 2005 Page # 12 of 41 © Environmental Services ^ Gentechnical Engineering ©Construction Materials Testing ©Special Inspections Ilmtiseiver2lboise12005 reports1t200-I3991b51377g1651377geotech.doc FOUNDATION, SLAB AND PAVEMENT DISCUSSION AND RECOMMENDATIONS General Notes: Various foundation types have been considered for support of the proposed building structure. Two requirements must be fulfilled in the design of foundations. First, the load must be less than the ultimate bearing capacity of foundation soils to maintain stability; and secondly, total and differential settlement must not exceed an amount that will produce adverse behavior of the superstructure. Allowable settlement is usually exceeded before bearing capacity considerations become important; thus, allowable bearing pressure is normally controlled by settlement considerations. Considering subsurface conditions and. the proposed construction, it is recommended that the 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: On the basis of data obtained from the site, MTI recommends following guidelines be used for the net allowable soils bearing capacity. Footing Depth ASTM D 1557 Sub rode Com action Net Allowable Soils Bearin Ca acit Footings should bear on competent, native, sandy silt soils or compacted structural fill. All existing Not Required for Native cla must be com letel removed from below Soil 3 OOOlb /f Z , s t foundation elements. Excavation depths of 2 to 3'/2 feet below existing grade should be q~% for Structural Fill antici aced to ex ose ro er Bearin soils. footings should be proportioned to meet the stated bearing capacity and/or the 2003 IBC minimum requirements. Total settlement should be limited to about 1 mcll with differential settlement of approximately '/z inch. Objectionable soil types encountered at the bottom of footing excavations should be removed and replaced with structural fill. Excessively loose or soft areas that are encountered in the footing subgrade will require over-excavation and backfilling with structural fill To minimize the effects of slight differential movement that may occur because of variations in character of supporting soils, and in seasonal moisture content, MTI recommends continuous footings be suitably reinforced to make them as rigid as passible. For frost protection, the bottom of external footin s~1d„P„24 inches below finished rg ode. Copyright C~ Z005 Materials Testing & lnspectinn, [nc. 7446 W, Lemhi St. Boise, ID 83709 (208) 376-4748 Fax (208) 322-65i5 E-Mail mtic~3mti-id.com www.mti-id.com MATERIAIL~` r'"' 13 October 2005 __, , - TESTING ~ `` Page# 13 of41 INSPECTION ©Environmental Services ^ Geotechnical Engineering ©Construction Materials Testing ^ Special Inspections 1lmtiseEVer2lboise12005 reportsl]200-13991b51377g1b51377geotech.doc Floor Slab-On-Grade: Before .placement of concrete floors or floor supporting fill, organic, loose, or obviously compressive materials must be removed. The remaining subgrade should be treated in accordance with Earthwork guidelines and other Construction Considerations presented later in this report. Areas of excessive yielding should. be excavated and backfiIled with structural fill. Fill used to increase the elevation of the floor slab should meet requirements for structural fill. Refer to the section on Structural Fill for these requirements. A .modulus of subgrade reaction (KS) of 200 ps`/;,, is suitable considering placement of floor slabs on native sandy silt, encountered beneath surficial sandy silt and fat clay. Clay soils onsite are highly plastic, and. will 6e susceptible to shrinfc-swell movements associated with moisture changes. In order to limit potential movements associated with clay soils, areas of the site within the proposed structures should be excavated to sufficient de the to ensure com fete removal of cIa . Stri in de the of a roximatel 2 to 3 '/z feet within the buildingpad should be anticipated_ Structural fill, as defined in the Structural Fill section of this report, should then be compacted to a minimum 95% of maximum density as determined by ASTM D 1557. As an a ternative to excavation and re lacement moisture conditionin of cla soil ma be erfornled. MTI is available to provide detailed recommendations for moisture conditioning, if desired. A free draining granular mat (drainage fill course) should be provided below slabs on grade. This should be a minimum of 4 inches in thickness and properly compacted. The mat should consist of a sand and gravel mixture generally complying with ASTM D 1241 Type 1 Gradation A aggregate. No less than 90% of this aggregate shall pass the 3/4 inch screen and no ]rlore than 10% of the aggregate shall pass the #200 screen. Maximum nominal aggregate size shall be 3/4 inches. A moisture retarder should be placed beneath floor slabs to minimize potential ground moisture effects on floor coverings. The granular mat shall be compacted to no less than 95% of maximum density as determined by ASTM D 1557. Recommended Pavement Sections: MTI collected a bulk sample ofnear-surface soils for CBR testing representative of soils to depths of 0.5 to 2 feet below existing ground surface in the vicinity of boring 3. This sample, consisting of sandy silt soil, yielded a CBR value $. Additionally, MTI has made assumptions for traffic loading variables based on the character of the proposed construction, and anticipated traffic loading provided in Kohl's Design Criteria. Tl~e Client should review these assumptions to make sure they reflect intended use and loading of pavements both now and in the future. Copyright ©2005 Materials Testing & Inspection, l~~c. 7446 W. Lemhi St. Boise, ID 83709 (208) 376-4748 Fax (208) 322-6515 E-Mail mtiC~mti-id.com • www.mti-id.com M /o1TE R ~A1L~~` - I 3 October 2005 TESTING ~T Page# 14of41 ~NSPECTI®N ©Environmental Services ^ Geotechnical Engineering ^ Cflnstruction Materials Testing ©Special inspections 1lmtiserver2lboise12005 reportsll200-] 3991b51377g1b51377geotech.doc Flexible Pavement Sections The AASHTO design method has been used to calculate the following pavement sections. 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 requirements of the State of Idaho Transportation Department {ITD} Standard Specification for Highway Construction. Construction of the pavement section should be in accordance with these specifications a~zd should adhere to guidelines recommended in the section on Construction Considerations. Pavement Section Com onent Drivewa sand Parkin , No Truck Access Drivewa sand .Larkin ,Truck Access As haltic Concrete 2.5 Inches 3.0 Inches Cntshed A re ate Base d-.0 Inches 4.0 Inches Structural Sub-Base 6.0 Inches $.0 Inches Com acted. Sub rade Not Re aired Not Re wired Aggregate Base Material complying with ITD Standard Specifications for Highway Construction sections 303 and 703 For aggregates. Structural Subbase Material complying with the requirement far granular structural fill in the Soils Report EXCEPT that maximum material diameter is no more than 2/3 of the component thickness. Common Pavement Section Construction )(ssues The subgrade upon which above pavement sections are to be constructed must be properly stripped, compacted (if indicated), inspected anal proof rolled. Proof rolling of subgrade soils should be accomplished with a heavy rubber-tired fully loaded tandem axle dump truck or equivalent. MTI anticipates that pavement areas will be subject to moderate traffic. 1VITI does not anticipate pumping material to become evident during compaction, but clays near to and above optimum moisture contents, may tend to pump. Pumping or soft areas must be removed and replaced with structural fill. Fill material and compacted native subgrade soils {if required) in support of the pavement section as well as aggregates comprising the pavement section must be compacted. to not less than 95% of maximum dry density indicated by ASTM D 69$ for flexible pavements and by ASTM D 1557 for rigid pavements. Tf a material placed as a pavement section component cannot be tested by usual compaction testing methods, compaction of that material shall be approved by observed proof rolling. Minor deflections from proof rolling for flexible pavements are allowable. Deflections from proof rolling of rigid pavement support courses should. not be visually detectable. Copyright O 2005 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. Boise, ID 83709 (208) 376-4748 Fax (208} 322-6515 E-Mail mti~mti-id.com www.mti-id.cam iV1ATEI~IAL~E~ '`-'~~ ~E5TIf11G ~~~ NSPECTI®111 13 October 2005 Page # 15 of 41 © Environmental Services ^ Geotechnical Engineering ©Construction Materials Testing ©Special Inspections 1lmtiserver2lboise12005 repotts11 200-1 3 991b51377g1b51377geotech.doc MTI recommends that rigid concrete pavement be provided for heavy garbage receptacle parking. This will eliminate damage caused by the considerable load of containers transferred onto the small steel wheels and subsequently onto the asphaltic concrete. Rigid concrete pavement should consist of Portland Cement Concrete Pavement (PCCP) generally adhering to ITD specifications for Urban Concrete. PCCP shall be 6 inches thick on a 4-inch drainage fill course (see Floor Slab-on~Grade section), should be reinforced with welded wire fabric, and control joints shall be on 12-foot centers or less. CONSTRUCTION CONSIDERATIONS Earthwork: Recommendations in this report are based upon structural elements of the project being founded on competent native silt-sand mixtures or compacted. structural fill. Structural areas shou]d be stripped to an elevation that exposes these soil types. Excessively organic soils, deleterious materials, and/or disturbed soils generally undergo high volume changes when subjected to loads, which is detrimental to subgrade behavior in the area of pavements, floor slabs, structural fills, and foundations. It is recommended that organic and/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 feld to assure that the entire root zone and/or disturbed zone (plow depths} is removed, prior to placement and compaction of structural f 11 materials. Exact removal depths should be determined during grading operations by a qualified geotechnical representative, and shall be based upon. subgrade soil type, composition, anal firmness or soil stability. After existing subgrade soils are excavated to design grade, proper control of subgrade conditions (i.e., moisture content) and placement a~ld compaction of new f 11 (if required.} should be overseen by a representative of the soils engineer (MTI). Recommendations for structural fill presented within this report can be used to minimize volume changes and differential settlements that are detrimental to the behavior of footings, pavements, and floor slabs. Sufficient density tests should be performed to properly monitor compaction. For structural fill beneath building structures one in-place density test per lift for every 5,000 square Feet is recommended. In parking and driveway areas this can be decreased to one test per lift for every 10,000 square feet. Dry Weather: If construction is to be conducted during what is considered "Dry" seasonal conditions, problems associated with soft soils may be avoided. However, shallow groundwater conditions, related to springtime runoff and/or late summer/early fall irrigation, may induce rutting subgrade soils. Problems may also arise because of lack of moisture in native and fill soils at time of placement. This will require addition of water to achieve near optimum moisture levels. Low cohesive soils exposed in excavations may become friable, increasing chances of sloughing or caving. Measures to control excessive dust should be considered as part of the overall health and safety management plan. Copyright ©2005 Materials Testing & Inspection, Inc. 7446 W. t.emhi St. Boise, ID 83749 (208) 376-4748 Fax (208) 322-6515 E-Mail mti{~3mti-id.com www.mti-id.cam " MATERIALS ~~~~~-~ T65TING ~~. INSPECTION l3 October 2005 Page # l 6 of 41 ^ Environmental Services ©Geotechnica! Engineering ©Construction Materials Testing ©Special Inspections 1lmtiserver216oise12005 reportsl]200-13991b51377g1b51377geotech.doc Wet Weather: If construction is to be conducted during what is considered "Wet" seasonal conditions (commonly from mid-November to April), problems associated with soft soils must be considered as part of the construction plan. During this time of year, .fine grained soils such as silts and clays will become unstable with increased moisture content, and eventually deform or rut. Additionally, constant low temperatures reduce the possibility of drying soils to near optimum conditions. Frozen Subgrade Soils: Frozen subgrade soils must be allowed to thaw, or may be stripped prior to placement of structural .fill materials or foundation elements. Frozen soils must be removed to depths that expose non-frozen soils and wasted or stockpiled for later use. These soils must be allowed to thaw and return to near optimum conditions prior to use as structural fill. Structural Fill: Soils suitable for use as structural fill are those classified as GW, GP, GM, SW, SP, SM, and ML in accordance with the Unified Soil Classification System (USCS} (ASTM D 2487}. Granular structural fill (USCS designation GW, GP, SW, SP) should. consist of a 6 inch minus select, clean, granular soil with no more than 30% oversize (greater than 3/4 inch) material and no more than 12% fines (less than #200} and placed in layers not to exceed 9 inches in thickness. Prior to placement of structural fill materials, surfaces must be prepared. as outlined in the Construction Considerations section. Each layer of stuctural fill should be compacted to a minimum density of 95% of maximum dry density as determined. by ASTM D 1557 (for rigid structures) or. D 698 (for flexible pavements}, For structural fill below footings, areas of compacted backfll 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. The use of silty sails (USCS designation of GM, SM, and ML} as fill is acceptable but not recommended. However, use of these soils as fill below footings is not acceptable. These materials require very high moisture contents for compaction and require a long time to dry out if natural moisture contents are too high. This makes moisture content, lift thickness, and compactive effort difficult to control. If silty soil is used for structural fill, lift thicknesses should not exceed b inches (loose), and fill material moisture should be closely monitored at both the working elevation and the elevation of material. already placed. After placement, silty soils must be protected from degradation resulting from construction traffic or subsequent construction. Copyright ©2005 Materials Testing & inspection, [nc. 7446 W. Lemhi St. Boise, II] 83709 (208) 376-4748 Fax (208) 322-6515 E-Mali mti@mti-id.com www.mti-id.com ', ~1/1ATERIA!_5° ~ 13 October 2005 Page # 17 of 41 _ TESTING ~~ ~~ ~" N NSPECTION ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections 1lmtiserver2lbaise12005 reports11200-13991651377g1b51377geotech.doc BackfiEl: Backfill ]materials shal] ascribe to the requirements of structural fi11 except that the maximum material size shall be 4 inches. [n no case shall material greater than 2 inches in diameter bear directly on structural elements. Placing oversized material against rigid surfaces interferes with proper compaction. Backfill should be compacted in accordance with specifications for structural fill, except in those areas where it is determined that future settlement is not a concern, such as planter areas. Tn nonstructural areas, backfill must be compacted to a hrn~ and unyielding condition. Excavations: Shallow excavations that do not exceed 4 feet in depth may be constructed with side slopes approaching vertical. Below this depth, it is recommended that slopes be constructed in accordance with Occupational Safety and Health Administration (OSHA} regulations, section 1926, subpart P. Based on these regulations, on-site soils are classified as type "C" soil, and excavations within these soil should be constructed at a ]maximum slope of 1 %z foot horizontal to 1 foot vertical { 1'/ZH:1 V) for excavations up to 20 feet in height. Excavations in excess of 20 feet will require additional analysis. Note that these slope angles are considered stable for short-term conditions onl and will not be stable for lon -term conditions. Shallow, cemel~ted fine grained soils {caliclie), encountered through much of the site, may cause difficulties during foundation development and utility placement. These soils typically extended through depths of 2 to 6'/2 feet. For deep excavations, native granular soils cannot be expected to remain in position. These materials are prone to failure and may collapse, thereby undermining upper soils layers. This is especially true when working at depths near the water table. Proper care must be taken to protect personnel and equipment. Groundwater Control: Groundwater was encountered in the investigation, but is anticipated to be below the depth of construction. Special precautions may be required for control of sur.:face runoff and subsurface seepage in general. Tt is recommended that runoff caused by wet weather be directed away from. open excavations. On-site silty or clayey soils can be expected to become soft and pump if subjected to excessive traffic following periods of wet weather. Ponded surface water areas should be drained to allow construction to take place through methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or installation of a French-drain system. Additionally, temporary or permanent driveway sections may be constructed should wet weather be forecast. Copyright ©2005 M.ateriats Testing & ]nspection, Inc. 7446 W. Lemhi St. Boise, ID 83709 (208) 376-4748 Fax (208) 322-6516 E-Mail mtiCQ?mti-id.com www.mti-id.com MATER[AL~~°" ~~-' 13 October 2005 Page # 18 of 41 _' TESTNNC ~5- Y ~ NSPECTION ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ©Special Inspections 1lmtiseiver2lboise12005 reports11 200-1 3 991b51377g1657377geotech.doc GE.N.ERAL COMMENTS When plans and specifications are complete, or if significant changes are made in the character or location of the proposed structure, cansuItation should be arranged as supplementary recommendations maybe required. It is recommended that the service of a qualified geotechnical engineering firm be engaged to test and evaluate soils in footing excavations before placement of concrete to determine if soils meet compaction requirements. Monitoring and testing should also be performed to verify that suitable materials are used for structural fill and that proper placement and compaction is performed. Copyright ©2005 Materials Testing & lnspectian, Inc. 7446 W. Lemhi 5t. Boise, ID 83709 + (208) 376-4748 Fax (208) 322-fi515 E-Mail mti@mti-id.com www.mti-id.com ~~ _ MATERIAL- .. _W_,~_.., TESTING ~ f INSPECTION 13 Octol?er 2005 Page # 19 of 41 ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ©Special Inspections 11m#iserver2lboise12005 reports11 200-1 3 991b51377g1b51377geotech.doc REFERENCES American Society for Testing Materials, 1999, Standard Test Method for Materials Finer than 75-µm {No. 200) Sieve in Mineral Aggregates by Washing: C 117 - 95, 3 p. American Society for Testing Materials, 1999, Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates: C 136 - 96a, 5 p. A#xl,erican Society for Testing Materials, 1999, Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of ,Soils, ASTM Designation: D 431.8 - 86, l 1 p. Collett, R.A., 1980, Soil Survey of Ada County Area, Idaho: US Department of Agriculture, Soi] Conservation. Service, 327 p. Othberg, K.L. and Stanford, L.A., 1992, Geologic Map of the Boise Valley and adjoining area, Ada and Canyon Counties, Idaho: Idaho Geologic Map Series, scale 1:100,000. Copyright ©2005 Materials Testing & Inspection, .Inc. 7446 W. Lemhi St. • Boise, ID 83709 (208) 376-4748 Fax (208) 322-6515 E-Mail mtiC~mti-id.com www.mti-id.com MATERIALS -,~ TESTING ~~` J InISPE~TIOIu E 3 October 2005 Page # 20 of4k ©Environmental Services ^ Geotechnical Engineering ^ Cflnstructien Materials Testing D Special Inspections Ilmtiseiver2lboise12005 reports11 200-1 3 991b5 t 377g1b5 t 377geotech.doc APPENDIX GEOTECHNICAL GENERAL NOTES UNIFIED SOIL CLASSIFICATION SYSTEM GEOTECHNICAL BORING LOGS PAVEMENT THICKNESS DESIGN SHEETS SITE MAP PLATES CSR-TEST DATA PAD PREP NOTE GEOTECHNICAL INVESTIGATION SUMMARY Copyright ©2005 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. Boise, ID 83709 (208) 376-4748 Fax (208) 322-6515 E-Mail mtiQmti-id.com www.mti-id.com 1'VIATER1Al.'~""' g-T ]3 October 2005 --`-".~ TESTING ~~ ~ ` Page# 21 of4i INSPECTION ^ Environmental Services ©Geotecf~nical Engineering ©Construction Materials Testing ©Special Inspections Ilmtiserver2lUoise12005 reports11200-13991b51377g1b51377geotech.doc GEOTECHNYCAL GENERAL NOTES SOIL PROPERTY SYMBOLS N: Standard "N" penetration: Blows per foot of a 140 pound hammer falling 30" on a 2" O.D. SS. Qu: Unconfned compressive strength, tonslft2 Qp: 'Penetrometer value, unconfined compressive strength, tons/ft2 Qc: Cone Penetrometer value, unconfined compressive strength, pounds/in2 V: Vane value, ultimate shearing strength, tons/ft2 M: Water content, LL: Liquid Limit PI: Plasticity Index NP: Non-Plastic D: Natural dry density, lbs/ft3 WT: Apparent groundwater level (at time noted after completion). DRILLING AND SAMPLING SYMBOLS SS: Split-Spoon - 1 318" 1.D., 2" O.D., except where noted. ST: Shelby Tube - 3" O.D., except where noted. AU: Auger Sample. DB: Diamond Bit. CB: Carbide Bit. GS: Grab Sample. RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION Non-Cohesive Soils Standard Penetration Resistance Cohesive Soils Standard Penetration Resistance Ve Loose «} Ve Soft <2 Loose 4-10 Soft 2-4 Medium Dense 10-30 Firm (Medium Stiffj 4-8 Dense 30-50 Stiff 8-15 Ve Dense X50 Ve Stiff 15-30 Hard X30 PARTICLE SIZE Boulders 12 in. + Coarse Sand 5 mm to 0.6 mm Silts 0.074 mm to 0.005 mm Cobbles 12 in. to 3 in. Medium Sand 0.6 mm to 0.2 mm Clays 0.005 mm & Smaller Gravel 3 iii. to 5 mm Tine Sand 0.2 mm to 0.074 mm Copyright c0 2005 Materials Testing & Inspection, Inc. 7446 W. L_emhi St. Boise, ID 83709 (208) 376-4748 Fax (208} 322-6515 E-Mail mti@mti-id.com www.mti-id.com M ATE R I AI.S"~""` ] 3 October 2005 t~ ~~ Aage # 22 of 4 i BESTING ~-" - INSPECTION ^ Environmental Services 0 Geotechnical Engineering ^ Construction Materials Testing ~ Special Inspections Ilmtiserver2lboise12005 reparts11200-13991b51377g1b5i377geotech.doc Unif ed SoiI Classification System Major Symbol Soit Descriptions Divisions Well-graded gravels, gravel-sand n-lixtures, little or no fines Gravel GW and Poorly-graded gravels, gravel-sand mixtures, little or na fines Gravelly GP Soils Silty gravels, poorly-graded gravel-sand-silt mixtures <50% GM coarse fraction Clayey gravels, poorly-graded gravel-sand-clay mixtures passes #4 sieve GC Coarse Well-graded sands, gravelly sands, little or no fines Grained Sand SW Soils and Poorly-graded sands, gravelly sands, little or no fines <50°/a Sandy SP passes Soils Silty sands, poorly-graded sand-gravel-silt mixtures #200 sieve >50% SM coarse fraction Clayey sands, poorly-graded sand-gravel-clay mixtures passes #4 sieve SC Inorganic silts & very fine sands, silty or clayey fine sands, Silts ML cla e silts and Inorganic clays of low to medium plasticity, gravelly clays, sandy Clays CL cla s, sil cla s, lean cla s Fine LL < 50 Organic silts and organic silt-clays o:f law plasticity Grained OL Soils Inorganic silts, micaceous or diatomaceous fine sand or silt >50% Silts MH passes and Inorganic clays of high plasticity, fat clays #200 sieve Clays CH LL > 50 Organic silts and clays of medium-to-high plasticity OH Highly Organic Soils Peat, humus, hydric sails with high organic content PT Copyright O 2605 Materials "Testing & Inspection, Inc. 7446 W. Lemhi St. Boise, ID 83709 • (208) 376-4748 Fax (208} 322-6515 E-Mai[ mti@mti-id.com www.mti-id.com _~ _.- i MatErals TESting ~ InspE~tion FIELD BOREHOLE LOG BOREHOLE NO.: B-1 TOTAL DEPTH: 16.5 feet PROJECT INFORMATION DRILLING WFORMATION PROJECT: Kohl's Department Store DRILLING CO.: Haz-Tech Drilling SITE LOCATION: See Site Plan METHOD OF DRILLING: Hollow Stein Auger JOB NO.: $SX37ryg SAMPLING METHODS: Split Spoon LOGGED BY: Eric Waag, E.LT, DATES DRELLED: 6-7 October 2005 Symbol Key Standard Penetration Test (SPT) Groundwater During Driling DepthlElev. SoillDrilling Soil Description 81ows "N" S mbois D 20 40 60 o -~ o f ~~: 1 10$ 10 ~/d ~C 1 15 15 SANDY SILT {ML): Light brown to brown, dry, salt to very stiff, disturbed with minor graves in upper 3 inches. FAT CLAY (CH}: Brown to dark brown, dry #o slightly moist, very stiff to hard, with very fne to medium-grained sand. SANDY SILT (ML}: Light brown, dry, hard, with very fine to medium-grained sand, and weak intermittent calcium 3614715D-5" carbonate cementation throughout. SILTY SAND {SM): Reddish-brown, dry to slightly moist, very dense, fne to coarse-grained sand, with weak intermittent calcium carbonate cementation throughout. ~ 7127125 POORLY GRADED SANDY GRAVEL (GP}: Light yeliowish- brown, slightly moist to moist, very dense, with fine to very coarse-grained sand and cobbles. 36150-4" Groundwater not encountered. 50-0" MatEriats TESting ~' InspE~tion FIELD BOREHOLE LOG BOREHOLE NO.: S-2 TOTAL DEPTH: 16.5 feet PROJECT [NFORMATION DRILLING INFORMATION PROJECT: Kohl's Department Store DRILLENG CO.: Haz-Tech Drilling SITE LOCATION: See Site Plan METHOD OF DRILLING: Hollow Stem Auger JOB NO.: Bg~.3'7'~g SAMPLING METHODS: Split Spoou LOGGED BY: Eric Waag, E.LT, DATES DRILLED: 6-7 October 2005 Symbol Key Standard Penetration Test {SPT) ~ Groundwater During Driling DepthlE[ev. SoillDriiling Soil Description glows "N" S mbols D 2D 4D 6D g fl 5 5 10 -t- 1 Q 15--~ 15 -= SANDY SILT (ML): Light brown to brown, dry, soft to very stiff. FAT CLAY (CH): Brown to dark brawn, dry to slightly moist, very stiff to hard, with very fine to medium-grained sand. -- SANDY SILT (ML): Light brown, dry, hard, with very fine to - - medium-grained sand, and weak intermittent calcium 1 DI17140 _ - carbonate cementation throughout. = SILTY SAND (SM): Reddish-brawn, dry to slightly moist, very - dense, fine to coarse-grained sand, with weak intermittent = calcium carbonate cementation throughout. 5D15D-4" ~ POORLY GRADED SANDY GRAVEL (GP): Light yellowish- d brawn, slightly moist #o moist, very dense, with fne to very O coarse-grained sand and cobbles. i' Q ~~~ >~ ,OG >. 3D14D145 ,Od ,~d ~~~ Groundwater not encountered. ~~ ~Oa 32143/5D-4" i; ._ MatErials TESting ~ InspECtion FIELD BOREHOLE LOG BOREHOLE NO.: B-3 TOTAL DEPTH: 16.5 feet PROJECT INFORMATION DR[LLING [N~'ORMATfON PROJECT: Kohl's Department Store DRILLING CO.: Haz-Tech Drilling SITE LOCATION: See Site Plan METHOD OF DRILLING: Hollow Stem Auger JOB NO.: 5513778 SAMPLING METHODS: Split Spoon LOGGED BY: Eric Waag, E.I.T. DATES DRILLED: 6-7 October 2005 Symbol Key Standard Penetration Test (SPT} ~ Groundwater During Driling DepthlElev. SoillDrilling Soil Description Blows "N" S mbols 0 20 40 60 #~ =o 10$ ~0 - - SANDY SILT (ML): Light brawn to brown, dry, soft to very stiff, _ - disturbed with minor gravel in upper 3 inches. FAT GLAY (GH): Brown to dark brown, dry tv slightly moist, - very stiff to hard, with very fine to medium-grained sand. = SANDY SILT (ML): Light brown, dry, hard, with very fine to -- medium-grained sand, and weak intermittent calcium 36150-4" - carbonate cementation throughout. SILTY SAND (SM): Reddish_brown, dry to slightly moist, very dense, fine to coarse-grained sand, with weak intermittent . calcium carbonate cementation throughout. 39150-3" ~ POORLY GRADED SANDY GRAVEL (GP): Light yellowish- brown, slightly moist to moist, medium dense to very dense, Da with fine to very coarse-grained sand and cobbles. : ~ r/ ~, l./4 :~ Od 37/39/42 Od Od ~~ Groundwater not encountered. :d Oa 14/13/11 Ci 15~ 15 f.._. - ( MatErials TESting ~' lnspECtion FIELD B4REHQLE LOG BOREHOLE NO.: S~4 TOTAL DEPTH: 16,5 feet PROJECT INFORMATION DRILLING INFORMATION PROJECT: Koh.["s Department Store DRILLING CO.: Haz-Tech Drilling S[TE LOCATION: See Site Plan METHOD OF DRILLING: Hollow Stem Anger JOB NO.: 5513778 SAMPLING METHODS: Split Spoon LOGGED BY: Eric Wang, E.I.T. DATES DRILLED: 6-7 October 2005 Symbol Key Standard Penetration Test (SPT) ~ Groundwater During Driling DepthlElev. SoillDrilling Sail Description glows "N" S m bols 0 20 40 60 0 0 5 5 10 ~~ 10 SANDY SILT (ML): Light brown to brown, dry, soft to very stiff, .. disturbed with minor gravel in upper 3 inches. FAT CLAY (CH): Brown to dark brown, dry to slightly moist, ve stiff to h rd ith f t di i . - ry a , w very ine o me um-gra ned sand. SANDY SILT (Mh): Light brown, dry, hard, with very fine to medium-grained sand, and weak intermittent calcium 24/34/34 carbonate cementation throughout. ~ SILTY SAND (SM): Reddish-brown, dry to slightly moist, very a dense, fine tp coarse-grained sand, with weak intermittent Q calcium carbonate cementation throughout. 22134150-4" Oa POORLY GRADED SANDY GRAVEL (GP): Light yellowish- Q brown, slightly moist to moist, very dense, with fine to very O d coarse-grained sand and cobbles. :~ Od .~ O~ .~ 37150-4° Od :~ Od ~~ Groundwater not encountered. :d ~a 47/50-6" u 15 15 r i~. MatErals TESting Fr 1nspE~tion FIELD BOREHOLE LOG BOREHOLE NO.: B-5 TOTAL DEPTH: 16.5 feet PROJECT INFORMATION DRILLING 1NFORMATION PROJECT: Kohl's Departnr-ent Store DRILLING CO.: HazWTech Drilling SITE LOCATION: See Site Plan METHOD OF DRILLING: Hallow Stern Auger JOB NO.: BS1.377g SAMPLING METHODS: Split Spoon LOGGED BY: Eric Waag, E.I.T. DATES DRILLED: 6-7 October 2005 Symbol Key Standard Penetration Test (SPT) ~ Groundwater During Driling DepthlElev. SoillDrilling Sail Description glows "N" S mbols 0 20 40 60 a a 5 5 I 10~ 10 1 15 15 -= SANDY SILT (ML}: Light brawn to brown, dry, soft to very Stiff, disturbed with minor gravel in upper 3 inches. FAT CLAY (CH): Brown to dark brown, dry to slightly moist, _- very stiff to hard, with very fne to medium-grained sand. SANDY SILT (ML}: Light brown, dry, hard, with very fine to medium-grained sand, and weak intermittent calcium 15/24/25 . - carbonate cementation throughout. SILTY SAND (SM): Reddish-brown, dry to slightly moist, very Oa dense, fine to coarse-grained sand, with weak intermittent Q calcium carbonate cementation throughout. 40150-5" ~Da POORLY GRADED SANDY GRAVEL (Gp): Light yellowish- ' brown, slightly moist to moist, very dense, with fine to very ~Od coarse-grained sand and cobbles. ~Od ~~ ,O© 24/36/47 ~a ~~ ~~a ~~d Groundwater not encountered. )~ ~~~, 47150-4" F,_ - ~ ~atEClr`~~s - _ TESti~1C~ ~' `,` - lnspECtion FIELD ~E~OREHOLE LOG BOREHOLE NO.: B-6 TOTAL DEPTH: 16.5 feet PROJECT INFORMATION DRILLING INFORMATION PROJECT: Kohl"s Department Store DRILLING CO.: Haz-Tech Drilling S[TE LOCATION: See Site Plan METHOD OF DRILLING: Hollow Stem Auger JOB NO.: g51377g SAMPLING METHODS: Split Spoon LOGGED BY: Eric Waag, E.Q.T. DATES DRILLED: G-7 October 2005 Symbol Key Standard Penetration Test (SPT) ~ Groundwater During Driling DepthlElev. SoillDri[ling Soil Description Blows "N° 5 mbois 0 20 40 60 0 0 5 S 10 -t-- 10 SANDY SILT (ML): Light brown to brown, dry, soft to very stiff, - with organics in upper 3 inches. FAT CLAY {CH): Brown to dark brown, dry to slightly moist, very stif€ to hard, with very fine to medium-grained sand. _- SANDY SILT {ML): Light brown, dry, hard, with very frne to - medium-grained sand, and weak intermittent calcium 16/42/50 -- carbonate cementation throughout. = SILTY SAND {SM): Reddish-brown, dry to slightly moist, very - dense fine to coarse-grained sand with weak intermittent , , 42/42/39 O calcium carbonate cementation throughout. ~ POORLY GRADED SANDY GRAVEL {GP): Light yellowish- ~ brown, slightly moist to moist, dense to very dense, with fine t a o very coarse-grained sand and cobbles. : ~ n ~%d Q O° .~ 14/21/28 ~~ Oa • •~ O4 Groundwater not encountered. :~ Da 42150-4" C 15 15 - ~,_. MatEri~ls -. - , TESt[ng €"r - InspECtion FIELD BOREHOLE LOG BOREHOLE NO.: B-7 TOTAL DEPTH: 26.5 feet PROJECT INFORMATION DRILLING INFORMATION PROJECT: I~ohl's Department Store DR[LLING CO.: Haz-Tech Drilling SITE LOCATION: See Site Plan METHOD OF DRILLING: Hollow Stem Auger JOB NO.: B51377g SAMPLING METHODS: Split Spoon LOGGED BY: Eric Waag, E.I.T. DATES DRILLED: G-7 October 2005 Symbol Key Standard Penetration Test (SPT) ~ Groundwater During Driling DepthlElev. SoillDrilling Soil Description Blows "N° 5 mbols 0 20 40 60 a ~ o C s~ 10 10 15 7.5 20 ~ 20 25-~ 25 SANDY SILT (ML): Light brown to brawn, dry, soft to very stiff, -_ disturbed with minor gravel in upper 3 inches, FAT CLAY (CH): Brown to dark brown, dry to slightly moist, very stiff to hard, with very fine to medium-grained sand. = " -.. SANDY SILT (ML): Light brown, dry, very stiff to hard, with 25131150-5 very fne to medium-grained sand, and weak intermittent calcium carbonate cementation throughout. " _~ S[L7Y SAND (SM): Reddish-brown, dry to slightly moist, very 36150-5 dense, fine to coarse-grained sand, with weak intermittent calcium carbonate cementation throughout. _ ::Q POORLY GRADED SANDY GRAVEL (GP): Light yellowish- X11 X125 0 brown, slightly moist to saturated, very dense, with fne to i a very coarse-gra ned sand. .~ ~a 4~ ~~1d 27150-4" ,Od ~~~ Groundwater encountered at 7 9.8 feet. 50-0" ~~© >. ~~a j .~ ~~a ° 5a-o _ _ Materials - - TESting ~r - Ins ` ECtI n O P FIELD BOREHOLE LOG BOREHOLE NO.: B-8 TOTAL DEPTH: 26.5 feet PROJECT INFORMATION DRILLING INFORMATION PROJECT: Kohl's Department Store DRILLING CO.: Haz-Tech Drilling SITE LOCATION: See Site Plan METHOD OE DRILLING: Hollow Stem Auger JOB NO.: B51377g SAMPLING METHODS: Split Spoon LOGGED BY: Eric Waag, E.1,T. DATES DRILLED: 6-7 October 2005 Symbol Key Standard Penetration Test (SPT} ~ Groundwater Daring Dri[Ing DepthlElev. SoillDrilling Soil Description glows "N" S mbols 0 20 40 60 ~ ~~ 0 5 ~ 5 I 10 10 I5 15 -?~ 20 20 25 25 _- SANDY SILT (ML}: Light brown to brown, dry, soft to very stiff, -_ disturbed with minor gravel in upper 3 inches. 1=AT CLAY (CH): Brown #o dark brown, dry to sligh#iy moist, __ very stiff to hard, with very fine to medium-grained sand. " ~. SANDY SILT (ML): Light brown, dry, hard, with very #ine to 5142150-5 - medium-grained sand, and weak intermitten# calcium = ~ ~ carbonate cementation throughout . ~ SILTY SAND (SM}: Reddish-brown, dry to slightly moist, very d fii 3913412$ a ense, ne to coarse-grained sand, with weak intermittent : Q calcium carbonate cementation #hroughout. ~~ POORLY GRADED SANDY GRAVEL (GP): Ligh# yellowish- Q brown, slightly moist to saturated, very dense, with fine to O very coarse-grained sand. : Q 11/25/30 r/ ~, 1 J4 Q Od :~ G 20130150-1 " Q O d Groundwa#er encountered a# 18.0 feet. Q Od 27150-2" OG :~ Od :~ ~a " 50-5 NlatErals TESting ~ InspECtion FIELD BOREHOLE LOG BOREHOLE NO.: B-9 TOTAL DEPTH: 26.5 feet PROJECT INFORMATION DR[LLING INFORMATION PROJECT: Kohl's Departanent Store DRILLING CO.: Haz-Tech Drilling SITE LOCATION: See Site Plan METHOD OF' DRILLING: Hollow Stem Auger JOB NO.: B51377g SAMPLING METHODS: Split Spoon LOGGED BY: Eric Waag, E.1.T. DATES DRILLED: 6-7 October 2005 Symbol Key Standard Penetration Test {SPT} ~ Groundwater During Driling DepthlElev. SoillDrilling Soi[ Description Blows °N" S mbols 0 20 40 60 0 ~ 0 C ,$, ~.0-~ 10 15 1.5 20 20 25 25 s - SANDY SILT (ML): Light brown to brown, dry, soft to very stiff, -_ disturbed with minor grave] in upper 3 inches. FAT CLAY (CH): Brown to dark brown, dry to slightly moist, __ very stiff to hard, with very fine to medium-grained sand. -= -- SANDY SILT (ML): Light brown, dry, very stiff to hard, with 719110 very fine to medium-grained sand, and weak intermittent calcium carbonate cementation throughout. - 9113112 -: S1LTY SAND (SM): Reddish-brown, dry to slightly moist, very dense, fine to coarse-grained sand, with weak intermittent calcium carbonate cementation throughout. • ~ POORLY GRADED SANDY GRAVEL {GP): Light yellowish- O brawn, slightly moist to saturated, medium dense to very dense with fine to ve coarse- rained sand ~ , ry g . 12/24/30 ~,n :0 Od :Q ~~ 13/17/12 Od '.Q Od d Groundwater encountered at 21.3 feet. 50-0" ~a :Q Od :~ ~a 38150-3" ~. MatEria[s TESting Fr InspECtion FIELD BOREHOLE LOG BOREHOLE NO.: B-~ 0 TOTAL DEPTH: 26.5 feet PROJECT WFORMATION DRILLING INFORMATION PROJECT: KoI~I's Department Store DRILLING CO.: Haz-Tech Drilling SITE LOCATION: See Site PIan METHOD OF DRILLING: Hollow Stem Auger JOB NO.: B51377g SAMPLING METHODS: Split Spoon LOGGED BY: Eric Waag, E.LT. DATES DRILLED: 6-7 October 2005 Symbol Key Standard Penetration Test {SPT) ~ Groundwater During Driling DepthlElev. SoillDrilling Soil Description glows "N" S mbols 0 20 40 60 0 ~ 0 c `~` c 10 -~- 10 15 ~.5 20 20 2 5 --- 2 5 SANDY SILT' (ML}: Light brown #o brown, dry, soft to very stifF, == disturbed with minor amonts of gravel to 3 inches. FAT CLAY (CH): Brawn to dark brawn, dry to slightly moist, very stiff to hard with ve fine to medium- rained d . , ry g san . SANDY SILT (ML): Light brown, dry, hard with very fine to 8111110 - , medium-grained sand, and weak intermittent calcium carbonate cementation throughout. 12/19/33 O a SILTY SAND (SM): Reddish-brown, dry to slightly moist, very dense, fine to coarse-grained sand, with weak intermittent calcium carbonate cementation throughout. Oa ~ POORLY GRADED SANDY GRAVEL {GP}: Light yellawish- , brown, slightly mois# to saturated, medium dense to very O ° dense, with fine to very coarse-grained sand. :~ 12/38/39 ~~ :d Od :~ ~~ 9124130 :~ ~~ Groundwater encoun#ered at 21.5 feet. :4 ~a '~ 41517 ~~ ~~ :Q ~a 35150-5" - {„~_.. MatErals ' { _ -_ _ _ TESting FT -- 1nspECtion FIELD BOREHOLE LOG BOREHOLE NO.: 8-11 TOTAL DEPTH: 26.5 feet PROJECT INFORMATION DRILLING 1NFORMATION PROJECT: Kohl's Department Store DRILLING CO.: Haz-Tech Drilling SITE LOCATION: See Site Plan METHOD OF DRILLING: Hallow Stein Auger JOB NO.: 5513778 SAMPLING METHODS: Split Spoon LOGGED BY: Eric Waag, E.I.T. DATES DRILLED: b~7 October 2005 Symbol Key Standard Penetration Test (SPT) ~ Graundwater During Driling DepthlElev. SaillDrilling Soil Description Blows "N" S mbols 0 20 40 60 o ~ 0 C I., 10~ 3.0 15 15 20 2tJ~ 25 25 - : SANDY SILT {ML): Light brown to brown, dry, soft to very stiff, _ disturbed with minor amonts of gravel to 3 inches. PAT CLAY {CH): Brown to dark brown, dry to slightly moist == , very stiff to hard, with very fine to medium-grained sand. SANDY 51LT {ML): Light brown, dry, hard, with very fine to 12/24/28 .Y_ medium-grained sand, and weak intermittent calcium carbonate cementation throughout. 19/30/24 O SILTY SAND {SM): Reddish-brown, dry to slightly moist, very ~° ' Q dense, fine to coarse-grained sand, with weak intermittent calcium carbonate cementation throughout. ~ Q ' ~ POORLY GRADED SANDY GRAVEL {GP): Light yellowish- brown, slightly moist to saturated, very dense, with fine to very O coarse-grained sand. Q 17/23/32 0~ : ~ n ~/d :~ O 11129150-5" Od . ~ ~~ Groundwater encountered at 19.8 feet. ' Q 36150-4" ~a :~ ~~ :Q ~a 44150-3" - ~.. MatErals ;~_. TESting ~ [nspECtion FIELD BOREHOLE LOG BOREHOLE NO.: 8-12 TOTAL DEPTH: 26.5 fee>E PROJECT INFORMATION DRILLfNG INFORMATION PROJECT: Kohl's Department Store DRILLING CO.: Haz-Tech Drilling SITE LOCATION: See Site Plan METHOD OF DRILLING: Hollow Stem Auger JOB NO.: BS1377g SAMPLING METHODS: Split Spoon LOGGED BY: Erie Waag, E.I.T. DATES DRILLED: 6-7 October 2005 Symbol Key Standard Penetration Test (SPT) Groundwater During Driling DepthlElev. 5oi11Drilling Soil Description Blows "N" S mbols 0 20 40 60 0 -,r 0 }, C 1D 10 15 ~ 15 20 20 25 25 -- SANDY SILT (ML): Light brown to brown, dry, soft to very stiff, = with organics in upper 3 inches. EAT CLAY (CH): Brown to dark brown, dry to slightly moist, Ring Sample: -- very stiff to hard, with very fine to medium-grained sand. 1.5-3.5 feet SANDY SILT {ML): Light brown, dry, hard, with very fine to = medium-grained sand, and weak intermi#ent calcium carbonate cementation throughout. 8/13117 - SILTY SAND (SM): Reddish-brown, dry to slightly moist, very = dense, fine to coarse-grained sand with weak intermittent - , calcium carbonate cementation throughout. ° POpRLY GRA©ED SANDY GRAVEL (GP}: Light yellowish- 0 brawn, slightly moist to saturated, medium dense to very dense with fine to ve coarse- rained sand ° , ry g . 13/20/21 Q O° :~ O° . ~ Od 27150-4" O~ :Q O~ O d Groundwater encountered at 21.5 feet. ~a 2$150-5 :~ O° :~ 0° 36150-2° MatEr~is ~ESting ~-' II'tspECttOll ~,~ . `s F[ELD BOREHOLE LOG BOREHOLE No.: ~-13 TOTAL DEPTH: 26.5 feet PROJECT 1NFORMAT[ON DRILLING INFORMATION PROJECT: Kohl's Department Store DRILLING CO.: Haz-Tech Drilling SITE LOCATION: See Site Plan METHOD OF DRILLING: Hollow Stem Auger JOB NO.: $51377g SAMPLING METHODS: Split ,Spoon LOGGED BY: Eric Waag, E.LT. DATES DRILLED: 6-'~ Qctober 2005 Symbol Key Standard Penetration Test {SP7} ~ Groundwater During Driling DepthlElev. SoillDrilling Soii Description Blows "~" S mbals D 2D 4D fi0 0 -~ 0 C :' : 1 io ~.o 15 ' 15 20 26~ Zs z5 1 SANDY SILT (ML}: Light brown to brown, dry, soft to very stiff, with organics in upper 3 inches. FAT CLAY {CH): Brown to dark brown, dry to slightly moist, very stiff to hard, with very fine to medium-grained sand. _ SANDY S]LT {ML): Light brawn, dry, hard, with very fine to 11/13/16 medium-grained sand, and weak intermittent calcium carbonate cementation throughout. -' SILiY SAND SM R ddi h b d t li h l 4014D143 ( ): e s - rown, ry o s g y moist, very t ° dense, fine to coarse-grained sand, with weak intermittent Q calcium carbonate cementation throughout. O° POORLY GRADED SANDY GRAVEL (GP): Light yellowish- brown, sightly moist to saturated, very dense, with fine to O ° very coarse-grained sand. :~ 17/26/29 ~© Q ~o :Q 0 d 50-5" :~ Od :~ ~° Groundwater encountered at 20.3 feet. '~ 50-3" ~° :~ Od Q ~° 50-5" __ ~ MatEriafs - 'TESting FT ~[l5 ECtIOn P ~~~ _.~_ f FfELD BOREHOLE LOG BOREHOLE NO.: B-14 TOTAL DEPTH: 26.5 feet PROJECT INFORMATION DRILLING INFORMATION PROJECT: Kohl's Department Store DRILLING CO.: Haz-Tech Drilling SITE LOCATION: See Site Plan METHOD OF DRILLING: Hollow Steua Auger JOB NO.: B513'~~g SAMPLING METHODS: Split Spoon LOGGED BY: Eric Waag, E.LT. DATES DRILLED: 6-7 October 2005 Symbol Key Standard Penetration Test (SPT) ~ Groundwater During Driiing DepthlEiev. SoillDrilling Soil Description Blows "N" S mbols 0 20 40 fi0 o ~ o u 10 10 15 15 20 20 25~ 25 SANDY 51LT {ML}: Light brown to brown, dry, soft to very stiff, disturbed with minor grave[ in upper 3 inches. FAT CLAY (CH}: Brown to dark brown, dry to slightly moist , very stiff to hard, with very fne to medium-grained sand. SANDY SILT (ML}: Light brown, dry, hard, with very fine to 15/26/37 - ~ medium-grained sand and weak intermittent calcium , a carbonate cementation throughout. ' ~~ SfLTY SAND {SM): Reddish-brown, dry to slightly moist, very d f t i d 25150-5 ° ense, ine o coarse-gra ne sand, with weak intermittent ~~ calcium carbonate cementation throughout. ~Od POORLY GRADED SANDY GRAVEL (GP}: Light yellowish- brown, slightly moist to saturated, dense to very dense, with ~~° fine to very coarse-grained sand. j .~ 19/20/24 ~~° >. ~O° ~ ~ ~O° 20150-5" ~~ a~° Groundwater encountered at 18.5 feet. > Q ~~° j ~ 34150-5" ~~° >Q ~Od )~ ~~° 37150-2" N~ATERIALS' -~~__. BESTING ~` ~" INSPECTI®N 13 October 2005 Page # 37 of 41 D Environmental Services ©Geotechnical Engineering D Construction Materials Testing ©5pecial Inspections I1n~tiserver2lboise12005 reportsl]200-13991b51377gIb51377geotech.doc LABORATORY TEST RESULTS Lab Test ID M LL Pr Sieve Anal sis - % - - #4 #10 #44 #I44 #240 B-3: 0.5-1.0 feet 7.2 39 12 100 100 98 91 82.6 8-12: 2.0-2.5 feet 11.7 67 39 100 100 98 90 84.1 Copyright ©2005 Materials Testing & Inspection, li~c. 7446 W. Lemhi St. Boise, ID 83709 (208) 376-4748 Fax (208) 322-6515 E-Mail mti@mti-id.com • www.mti-id.com 11/iATERtAL~' ~ 13 October 2005 - VESTING ~ Page # 38 0#'41 ~ NSPECTION ©Environmental Services D Geatechnical ingineering ^ Construction Materials Testing ©Special Inspections 1lmtiserver2lboise12005 reports11200-13991b51377g1b51377geotech.doc AASHTO PAVEMENT THICKNESS DESIGN PROCEDURES Pavement Section Design Location: Kohl's Department Store - No Trvck Access Average Daily Traffic Count: 1,610 All Lanes & Both Directio»s Design Life: 20 Years % of Traffic irr Design Lane: 1D0% Terminal Seviceability Index (Pt): 3 Level of Reliability: $5 Subgrade CBR Value: 6 Subgrade ]VIr: 9,000 Calculatiort of Design 18 kip ESALs Daily Growth Load Design Traffic Rate Factors ESAL's Passenger Cars: 800 2.0% 0.0008 5,67E Buses: 4 2.0% 0.6806 24,144 Panel & Pickup Trucks: 0 2.0% 0.0122 0 2 Axle, G Tire Trucks: 0 2A% 0.1890 0 Concrete Trucks: 0.0 2.0% 4,4800 D Durnp Trucks: 0 2.0% 3.6300 D Tractor Semi Trailer Trucks: I 2.0% 2,3719 20, l81 Double Trailer Trucks 0 2.0% 2.31$7 0 Heavy Tractor Trailer Combo Trucks: 0 2.0% 2,9760 0 Average Daily Ti•aftic in Design Lane: $OS 'total Design Life I8 kip CSAL's: 5Q,000 Actual Log (ESAL's}: 4.699 Trial SN: 2.00 Trial Log (ESAL's): 4.81 G This must be equal to or greater than the Actual Log (ESAL's) Pavement 5ectinn Design 5N: 2.21 This Number must be equal to or greater than the trial SN Design Deptlr Structural Urainagc Inches Coeftcient Coefficient Asplraltie Concrete: 2.50 D.42 nla Asphalt Treated Base: 0.00 0.25 nla Cement Treated Base: 0.00 0,17 n/a Crushed Aggrcgatc Base: 4.00 0.14 1.0 Pit Run Aggregate Subgrade: 6.00 0.10 I.0 Special Aggrcgatc Subgrade: 0.00 0.09 0.9 Copyright ©2005 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. Boise, ID 83709 (208) 376-4748 Fax (208) 322-6515 E-Mail mti~mti-id.com www.mti-id.com ~~ MATERIAI.~~"~ ,..' j _.', TESTING ~,` ~ NSPECTION 13 October 2005 Pale # 39 of 4l ^ Environmental Services D Geotechnicaf Engineering D Construction Materials Testing ^ Special Inspections Ilmtiserver2lboise12405 reports11240-I3991bS1377g1b51377geotech.doe AASHTO PAVEMENT THICKNESS DESIGN PROCEDURES Pavement Section Design Location: Kohl's Department Store -Truck Access Average Daily'frafFic Count: Design Life: of Trnftic in Design Lane: Terminal Seviceability Index (Pt): Level of Re[inbility: Subgradc CBR Value: Passenger Cars: [3uses: Panel & Pickup Trucks: 2 Axle, 6 Tire Trucks: Concrete Trucks: Dump Trucks: Tractor Scmi Trai Icr Trucks: Double Trailer Trucks Hcavy'1'ractorTrailcr Combo Trucks: Average Daily Traffic in Design Lane: 5,050 All Lanes & Both Directions 2D Years 100% 3 85 G Subgradc r~7r: 9,DOD Calculation of Design l8 kip ESALs Daily Growth Load Design Traffic Rate Factors ESAL's 70D 2.0% 0.0008 4,966 4 2.D% 0.6806 21,629 0 2.0% 0.0122 0 0 2.o°r° o.l s9D D 0.0 2.0% 4.48DD 0 1 2.0% 3.G30D 32, l93 G 2.0% 2.3719 [26,2]2 0 2.0% 2.3 k 87 0 0 2.0% 2.9760 0 71] Total Design Life i$ kip ESAL's: 185,000 Actual Log (ESAL's): 5.267 Trial SPi: 2.50 Trial Log (ESAL's): 5.357 This must be equal to or greater than the Actua] Log (ESAL's) Pavement Section Design SN: 2.62 This Number must be equal to or greater than the trim Std Design Depth Structural Drainage Inches Coefficient Coefficient Asphaltic Concrete: 3.00 0.42 nla Asphalt Treated Base: 0.00 0.25 nla Cement Treated Base: 0.00 0.17 nla Crushed Aggregate Base: 4.00 0.14 1.0 Pit Itun Aggregate Subgradc: 8.00 0.10 I.0 Special Aggregate Subgradc: O.OD 0.09 0.9 Copyright O 2005 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. Boise, ID 83749 (208) 376-4748 Fax (208) 322-6515 E-Mai[ mti(~mti-id.com www.mti-id.com MATERIAh~`' ~F`~` 13 October2005 -~__,_ Page # 40 of 41 TESTING ~~' T ~ iVSPECTIOIV ^ Environmental Services ^ Geotechnical Engineering ©Construction Materials Vesting ©Special Inspections 1lmtiserver2lUaise12005 repo~rts11200-13991US 1377g1U51377geotecl~.doc C,B.R. DATA Source and Description: S-3, 0.5'-1.0' Date Obtained: October 6, 2005 Sample YD: 4143 Soak Period & Swell: 72 Hours and 0.2% Sample prepared: Moist: X Dry: Manual: X Mecl3anical: Sample Compaction: AASHTO T 99; ASTM D 698: X AASFITO T 180: Method ASTM D 1557: A Sample Condition: 5aalced: X Unsoaked: Sample #1 Dial #l Depth #1 CBR 12Cading LOac1 1nChC5 p51 Va1nC D D a.DDO D s s9 a.DZS zD l l 1 1 G 0.050 39 l7 173 D.075 58 23 229 0.100 77 8 2G 258 0.125 8G 3D 29G O.ISD 99 32 315 0.175 105 35 343 0.200 114 8 46 447 0.300 l49 8 54 523 0.400 l74 8 61 589 0.500 l97 8 Sample #: I 2 3 CBR Value: 8 0 D Dry Density: 101.7 D D Compaction: 97.7% 0.0% 0.0% Corrected C13R Value: 8 0 D Land vs. Depth 25D 2DD is E 5tre55 on 150 Piston (psi) lOD 50 D.OD D.10 Sample #[ D.20 0.30 0.4D D.SD penetration in ]nches Samplr. N2 Sample I!3 Maximum Dry Density: 104.1 Moisture Content Before Compaction: 13.1 Moisture Content After Compaction: ] 3.1 Moisture Content Top I Inch: 20.1 Passing 314": 100 Surcharge Amount (]b): ]O.D CBR & Compaction S- G u 5 4 - °~ 3 U 2 -. l 0 ~---'--- ~ ~- E~~ D% 25% 50% 75% 100% °/n Compaction Copyright ©2005 Materials Testing & Inspection, [nc. 7446 W. Lemhi St. Boise, ED 83709 • (208) 376-4748 t=ax (208) 322-6515 E-Mail mti C mti-id.com • www.mti-id.com 11/IATERIAI = ° 13 octo6er 2005 _i~.. -- ~, i Page #f 41 of 41 TESTING ~ ' _; ~ INSPECTION ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Vesting ^ Special Inspections Ilmtiserver2lboise12005 reports1I200-1 3 991b5 [ 377gIb5 [ 377geotech.doc PAD PREP NOTE Unless specifically indicated otherwise in the drawings and/or specifications, the limits of this subsurface preparation are considered to be that portion of the site directly beneath. and 10 feet beyond the building and appurtenances. Appurtenances are those items attached to the building proper typically including, but not limited Eo, the building sidewalks, porches, rannps, stoops, truck wells/docks, compactor pad, etc. T11e subbase and the vapor barrier, where required, do not extend beyond the limits of the building and appurtenances. Existing surface vegetation., topsoils, root systems, organic material, fill, and. soft or otherwise unsuitable material must be removed from the building area. Proof roll exposed subgrade. Remove artd replace unsuitable areas with suitable materials. Fill to floor slab grade as necessary with structural fill. Fill material. shall be free of organic and other deleterious material and shall consist of sails meeting structural fill requirements given. The maximum particle size in the top 4'-0" of fill within the pad area shall be 6". Pace fill material in loose lifts not exceeding 12 inches in thickness. Compact to at ].east 95 percent of the modified proctor maximum dry density (ASTM D-1557). The foundation system shall be isolated spread footings at columns and continuous spread footings at the walls. The footings shall be a minimum of 24 inches below the exterior grade. The allowable bearing capacity at this depth shall be 3,000 psf. This foundation subsurface preparation does not constitute a complete site work specification. Refer to the site work specifications and the Geotechnical Engineering Repol-t by Materials Testing & Inspection (MTI) dated 13 October 2005, for information not covered in this preparation. Copyright ©2005 Materials Testing & Inspection, tnc. 7446 W. Lemhi St. Boise, lD 83709 • (208) 376-4748 Fax (2Q8) 322-6515 i=-Mail mti(s~mti-id.com www,mti-id.com `' _ O O ra hie Vicinity ~~~ Plate 1 ryyv • o .gam-~~_. C ! ~2a x , ; .,f \\ `*~., ~ - ,1 ~ DRY' '` •L ~\ ~y~ ti ~ ~ ~ i.EfiEH y _ _ ~ ~~ 4-- _. -_ _ •x~-- --- .. '[ ~''~ ~ ! \ - ; V t Alsl 8 H C _ - S E I. `\ WPRM.-. li p 000 ~ ~. ~ n \ ,' n _ ~ _. n "~.~_.~ 1 ~...=~_.r-- ~ ~ U _ ~ i _ r ~~.-~-~. : a i ~/~\ t :I 5:` mar-, -~"`~-~ a /°'~~.. lsa~....~~,'~-_ ...-- 26 2E uM @fit6 I. r..~" ~oe~n Cen~-} r ~,~'~~~~ ii . ,~`r!x-' ,, 4 -- .~ I , ,, , ,~~. ~ 1Vhito Crops \`,~o~R a C` ~ ~ I~ _~ _ ~~° i - '. ~,~- - .~ School - . . `.,~\~` --°-- -t`\ ~ -- _. -; \ ~,Y ~°.`'a SA ban d1 . y ~'~~ .,.~ ' agaa ~ - .~ '~ `~4~, - - 'C~ \`` c •N tea= ---_ ~ , A~ ~ __ "2$5T i ~ x .I _ ~ A II _ ~ it ~ \ ~ I - f ~ ' ~ ' ..p ,1 - l . ~~ I , I - ~. t. j . ,~~' \ ~ . ~' KARfJE9 ~~i~ LC 1~I8~` R .. - __._....._ _- ...,-,.,xo _a_ _ • .~ .. sr -~ ., ti .. I ! ~ ' -NFU- '~~ S1T~ ~~' _ --- -~3- .~ _~r1 u F '~,¢ ~ `~ ' • ~-.JI - ~ ~ ~ 1.m:-=..-I l La.rERAL '~ ,p~ 0 ti - II .1 r,' ~ .u y ..... r ~ ~4j. .. :.~ ' •• -• _..__ __- usnaK z6za ~ _• Rnan : ~ _ _ '.'~~---~: „- u 5 J ~"k+/! 1 4' . -~ a's4~ . ^ ` •i ass's OOWNEY 6U©LA~~RAL ~ nu ' s§E 340 700 FEIE7 ~ a, 4 f.ri- ro cf..c. sa sr~ 20f ~ X54 .-.-.-^.•._• 655 1CL01 EupIa; GY NAfiPR t^ Ml. 1%] - . MatErials -- ;r TESting ~r ~, ~J.~ InspEetion 7446 West l.emhi Street Boise, ldaha 83709 P) (208) 376-4748 F) {2t)8) 322-6515 email: mti~mtl-id.com kohl's Department Store NWC Eagle Road & Ustick Raad Meridian, Idaho Modified by: EJW 9 October 2005 C]RAWINCn#: B51377g Eagle Quadrangle Ada County, Idaho 20-Foot Contour Interval 1953 Photorevised 1979 N IO CL., ... L,~.. (!} V7 Q ~ f1) CV ~~`TL C 0 ~ - J ~ k ~~ .~ O ~' m {~ tt. t~ o °" ~ ~~ (~ ~fl """+ °a- (HLRft1 7wllY k1IM .REia 'i 1 ~~ ~ 1 0 .i t~3 ('"-' :L 5'. !.i ,6€3 a ~_ ' ~ I~ ~` ~Z C3 x z ~i1 ~ ~ ~ ~ C~ ~ ~ J m _ L ~ ° ~ L7 ~ L I ,~ 0 0 ~ ~ }- °' E fl ~0 0 s m z r. r~ F :~+~ ~ F _' Z o ~_ ~~ ~ ~ ii[ ~ ~:: ~ Lu a x v z° ~~ ~ O ~J .Y ~ ~ ++ y+ l :`' mow q+f ti Sh t1 C .a M_ ~ ~ ~ 7 ~ G. N ~ 7+ N ~ ~ ~ ~ ~ ~ Q W ~ ~ ~ Z ~ ~ ~ U ~ ~ ~ ~ ~ p a _. ____ -yeti- i~ ~' raa~m rr~ir 3{ ~ .~~ ~ ~ C ~~ 1 Y 1 ~ ~ N ~~~~ i~~ ~~ ~r T ~ cq X2 m f ~:' ~, 4] L ,L C V ~N~ .__~__. _~ ~.~~~, N ~~ ~ ~ '' ~ ~~ ~ (r1 ~ ~.. W ...J ~ ~ Q -~ to ~ ~ - ~~~ ~ CO