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Application(~rE IDIAN~-- IDAHO TRANSMITTALS TO AGENCIES FOR COMMENTS ON DEVELOPMENT PROJECTS WITH THE CITY OF MERIDIAN Mayor Tammy de Weerd City Council Members: Keith Bird Brad Hoaglun Charles Rountree David Zaremba To ensure that your comments and recommendations will be considered by the Meridian City Council please submit your comments and recommendations to Meridian City Hall Attn: Jaycee Holman, City Clerk, by: April 30, 2013 Transmittal Date: April 12, 2013 File No.: FP 13-017 Hearing Date: May 7, 2013 Request: Final Plat approval consisting of 48 single-family residential and 1 multi- family residential building lots and 9 common/other lots on 31.11 acres in the R-4 and R-15 zoning districts for Red Wing Subdivision By: W.H. Moore Company Location of Property or Project: SEC of S. Meridian Road (SH 55) and E. Victory Road Joe Marshall (No FP) Scott Freeman (No FP) Steven Yearsley (No FP) Michael Rohm (IVo FP) Macy Miller (No FP) Tammy de Weerd, Mayor Charlie Rountree, C/C Brad Hoaglun, C/C Keith Bird, C/C David Zaremba C/C Sanitary Services (No vaR, vac, FP) Building Department/ Rick Jackson Fire Department Police Department City Attorney Community Development City Planner City Engineer Economic Dev. (cuP only) Parks Department Your Concise Remarks: Meridian School District (No FP) Meridian Post Office (FP/PP/sHP only> Ada County Highway District Ada County Development Services Central District Health COMPASS (Comp Plan only) Nampa Meridian Irrig. District Settlers Irrig. District Idaho Power Co. (FP,PP,cuP/SHP only) QWest (FP/PP/SHP only) IntermoUntaln G2S (FP/PP/SHP only) Idaho Transportation Dept. (IVo FP> Ada County Ass. Land Records Downtown Projects: Meridian Development Corp. Historical Preservation Comm. South of RR / SW Meridian: NW Pipeline New York Irrigation District Boise-Kuna Irrigation District Boise Project Board of Control /Tim Page City Clerk's Office • 33 E. Broadway Avenue, Meridian, ID 83642 Phone 208-888-4433 • Fax 208-888-4218 • www.meridiancity.org E IDIAN~~~~- Planning Division COMMISSION & COUNCIL REVIEW APPLICATION Type of Review Requested (check all that apply) ^ Alternative Compliance ^ Annexation and Zoning ^ Comprehensive Plan Map Amendment ^ Comprehensive Plan Text Amendment D Conditional Use Permit ^ Conditional Use Permit Modification STAFF USE ONLY: ^ Development Agreement Modification File number(s): ,~.- ~ ~A ~[ Final Plat D Final Plat Modification ^ Planned Unit Development ^ Preliminary Plat Project name: ^ Private Street Date filed:. Date eom lete: ^ Rezone p D Short plat Assigned Planner: ,} ^ Time Extension (Commission or Council) Related files: MD/k' 1 3"OD ~ RZ 13~OoZ; ^ UDC Text Amendment ~ _ 13_003 .: C.;1'~ ~ ~ ^ Vacation (Council) ~ ^ Variance Hearing date: S~"1't'J Commission 6d Council. ^ Other Applicant Information Applicant name: Phone: ~J23 _ Iq Iq Fax: ~J' Z'.3 - ~JZ~J Applicant address: ~y S - ~t S . ~ ~ Zip: $3tp~12 E-mail: ~ . Ser/l ~'~ Applicant's interest in property: I~,Own ^ Rent ^ Optioned ^ Other Owner name: ~ClI TQ t ~ -l ~ UUi'ElL S ~ (.(_G Phone: ~J23 - I °i 1 °I Fax: 323 - 7523 1 Owner address: I~yO S . f~1Y11 ~b ~ d , ~~ • ~~~ Zip: ~~0 2 E-mail: . ~ .1(~~-` Agent name (e.g., architect, engineer, developer, representative): "rdsoy~ 1!VIS'M~r. ~ ~ I' Firm name: ~~~ (>l~'P Phone: ~~ -~OyI Fax: ~ ~ ~ ~~t~ Address: yI02 E . ~V1p~('(,~V. - S}C.. IDS Zip: ~3~I ~o E-mail: ~N ~~b1~lQ1Y~C '~ Primary contact is: Applicant ^ Owner ^ Agent ^ Other Contact name: ~ Yl n SC p~ Phone: ~J' 23 - Iq I ~I Fax: 323 -'1 ~/23 Contact address: _1~N l7 S , ~t~p u ~1~p~ Zip:~~ E-mail:~StC ~ ~ Q~ .VIC~' Subject Property Information Location/street address: S~ Assessor's parcel number(s): S Township, range, section: N ~ bi' ~.T S~J ~b~tTota-f acreage: ~J ~ • ~' p A, Current land use: ~0~1/1~~ f 011~('~ Current zoning district: __ ~ ' C •1- C ' N 33 E. Broadway Avenue, Suite 102 • Meridian, Idaho 83642 Phone: (208) 884-5533 • Facsimile: (208) 888-6854 • Website: www.meridiancity.org 1 (Rev. 02/08/2013) ect Project subdivision name: ~ ~~\~Q~ ,Iy 1g General description of proposed projecdrequest: Proposed zoning district(s): ~ ~~ `1r K' 1`~ Acres of each zone proposed: ~ - ~ ~ • ~ t1,Vl t ~S . 1~ -15 15.2 I U~N>,~ Type of use proposed (check all that apply): Residential ^ Commercial ^ Office ^ Industrial ^ Other Y~`^ Who will own & maintain the pressurized irrigation system in this development? N~l~ln~ ~ \QUl ~1~(\Q1(i,-11~~ Which irrigation district does this property lie within? IJQ DR,-t ~('f1Lt, tC•`CI~,j.pU J Primary irrigation source: ~ ~.Vl UAU\ Lllm ~ Secondary: •1'tJ J w Square footage of landscaped areas to be irrigated (if primary or secondary point of connection is City water): Tg \, Residential Project Summary (if applicable) Number of residential units: S._~. ~ , i'1'(I/ I-f, - I Number of building lots: Number of common lots: ~ Number of other lots: ~~ Proposed number of dwelling units (fo~r multi-family developments only): ~3r~a,kduy3~ Z'4~D 1 bedroom: To~r+~ 228 V,u~ edrooms: 4 or more bedrooms: Minimum square footage of structure(s) (excl. garage): ~ ~ Proposed building height: Minimum property size (s.f): ~. 0 DD 51v-a1C •F'Cifl~lt \s Average property size (s.f.): 1\ ~ OOh Gross density (DU/acre-total land): S~ 3 ,.(~ U t% 1 S Net de~ U/acre-excluding roads & alleys): S~ 3 • a Percentage of open space provided: ~ b ° I o Acreage of open space: 2 • ~ S Percentage of qualified open space acreage: ~ b~ ~b (See Chapter 3, Article G, for qualified open space) Type of open space provided in acres (i.e., landscaping, public, common, etc): C.h~~n~ Amenities provided with this development (if applicable): C~UI~ ~f1p1~1S2,~IIPSS ('Pu~Ar 'Z,kUIC. ~Y~P~. Ot~I ~ grll~s Type of dwelling(s) proposed: f{~.Single-family Detached ^Sfngle-family Attached ^ Townhomes ^ Duplexes I~Multi-family ^ Other Non-residential Project Summary (if applicable) Number of building lots: ~I' ~ Other lots: Gross floor area proposed: Existing (if applicable): Hours of operation (days and hours): Building height: Percentage of site/project devoted to the following: Landscaping: Total number of employees: Total number of parking spaces provided: Authorization Print applicant name: o ~, T ~.c/c~+-e Applicant signature: ~`~-+~`"~ Building: Paving: Number and ages of students/children (if applicable): Number of compact spaces provided: r C' Date: Y~~~/, 33 E. Broadway Avenue, Suite 102 • Meridian, Idaho 83642 Phone: (208) 884-5533 • Facsimile: (208) 888-6854 • Website: www.meridiancity.org 2 (Rev. 02/08/2013) C O M P A N Y Real Estate Development EI Dorado Business Campus 1940 S. Bonito Way, Suite 160 Meridian, Idaho 83642 P.O. Box 8204 Boise, Idaho 63707-2204 Date: Apri18, 2013 To: Sonya Watters, Associate City Planner Meridian Planning & Zoning From: Jonathan R. Seel WH Moore Company Subject: Final Plat Application -Red Wing Subdivision Preliminary Plat-13-003 TELEPHONE (2081323-1919 ~ FAX 323-7523 Red Tail Communities, LLC (Applicant) is submitting a final plat application for Red Wing Subdivision. This subdivision is located at the SE corner of Victory and Meridian Roads and totals approximately 32 acres. There are 48 single family lots, one multi-family lot and 9 common lots. The Applicant will install required pressurized irrigation system and turn over ownership and maintenance to Nampa and Meridian Irrigation District. City water will be the secondary source of water. The Applicant will provide picnic tables in the common lot as an amenity for the project and provide access to amenities within the multi-family development. The Applicant will conform to the requirements of the approved preliminary plat. The Applicant will conform to all requirements and provisions of the UDC. The Applicant will conform to acceptable engineering, architectural and surveying practices and local standards. Neither the approved rezone ordinance number nor the development agreement instrument number was available at the time of submittal. ADA COUNTY RECORDER Christopher D. Rich AMOUNT 16.00 3 BOISE~IDAHO 12/0612012 11:39 AM SLnplitLe Electronic Recording DEPUTY Bonhie Oberbilll9l (~I~~I ~II) ~'~~~ ~I~II I~~~ I~~I~ ~~I~ ~~I I~Ia (G ~~III U'I'~~I RECORDED-REQUEST OF . FIDELITY NATIONAL TITLE - BOIS 112128555 tai ~~~~~ ~?I3SI Tanana Valley, an Idaho limited~liabiiity comp~.ny the Grantor(s), do(es) hereby grant, bargain, sell and conve~T unto Red Tail Comm>Eanities JLLC, a Deiawa~e limited liability limited company, whose address is 660 E. I'ranklin Road, Ste 270,1~fe>.-idian, Idaho $3642, the Grantee(s), the following described pre~nises, in Ad~t, Boise, Idaho; TO t~'I'1': SEIr ATTACHED EXHIBIT "A" TO HAVE AND TO HOLD the said premises, with their appurtenances unto the said Grantee, heirs and assigns forever. And the said Grantor does hereby covenant to and xrith the said Grantee(s), that (s)he is/are the owners} in fee simple of. said prexxtises; that ILO encumbrances v~•ere initiated during the ownership of the undersigned nor is the undersigned awaze of an.y such. And that Grantor will warrant and defend the same against every person lawfully claiming by, through, or under Grantor, btrt not otherwise. Dated this day of December, 2012. DBSI Tanana Valley LL.C By: Ronald D. Stcangwater; its Autho ed A t for Cor~-ad Myers, Trustee under the DBSI ea ate Liquidating Triret, as Confirmed in the Second Amended Joint Chapter 11 Plaa of Liquidation, Case No. 08-12687 (PJVV), United States Banknrptey Court, District of Delaware. State of C~4~~' County of ~~.~ws ~.e 4n this ;~~~hday of December, 2412, before me the undersigned, a Notary Public in and for said state, personally appeared ~Ranald D. Strongwater, known or identified to me to be the person(, whose name sQt{re subscribed to the within instrument as the Authorized Agent of DBSI Tanana Vat}ey LLC and acknowledged to ine that Ronald D. Strongvvater executed the same as such Authorized ~- ,~ Nota , .ublic.~amc: c; ~. ~»dr ,4 ,:. Residing at: ___._~2.~s~ C:o ~~p E c~t•~ My Commission Expires: ~ ~- ~•~ '?~~ti- P`s,n~.o:>e~~ Ca. G, GOURDIW ~ o-w ,,,~,~~- COMM. # '! 88T292 ~ -;y~~ f': o NC17~RY?UBi.iC~CAI.(PQRIVUI~ ~ .x•..~ ~ ORANGE CO.UMTY ~ ~,c~roa~~, h9Y Comf~i tz: '~ 1+,~!ilt 16,101~t EXHII`;IT "A" To Form of l}eed PARCEL A That portion of the North half of Section 30, Township 3 North, :Range I East, Boise Meridian, Ada County, Idaho, and more particularly described as follows: Commencing at the lvorthwest canner of Section 30, thence along the Northerly boundary of said Section, North 89°Q2'09" East for a distance of 650.00 feet; to the 1'QINT OF BEGINNING; thence continuing along said boundary, North 89°42'09" East for a distance of 1,236.83 feet; thence South 04°17'51"East for a distance of 350.00 feet; thence Southwester)}~ along the arc of a curve to the right; v~rith a radius of 317.50 feet, for a distance of 317..50 feet, through a central angle of 57°17`45", and along chord whic}i bears South 28°21'01" bVest for a distance of 304.44 feet; thence Soutlt 57°43'28" West far a distance of 46.19 feet; thence Southwesterly along arc of a curve to the left, with a radius of 682.50 feet, for a distance. of 237.06 feet, through a central angle of 19°54`04", and a Long chord which bears South 47°46'26" West for a distance of 235.87 feet; thence South 35°43`32" West far a distance of 50.04 feet; thence along a curve to the left of which the radius point ties South 54°16'38" East, a radial distance of 530.61 feet, Southwesterly along the arc for a distance of 173.56 feet, through a central arFgle of 18°44'28", and a Long chord which bears South 26°21'08" West far a distance of 172.79 feet; thence South 19°04'50", West for a distance of 57.82 feet to a point on the cetlter line of the Ridenbaugh Canal per Instrument No. 7608475; thence along said centzr line, the follo~t~ing three courses and distances: 1. North 70°55'16" West far a distance~of 1,122.59 feet; 2. North 57°3 I'S2" West for a distance of 69.47 feet; 3. North 44°08'28" West £or a distance of 314.59 feet to a point on the~Easterly right-af--way of Meridian Road; thence continuing along said right-of way, North QO°25'44" East for a distance of 346.74 feet; thence continuing along said right-of-way, North 67°11'22" .East for a distance of 65.34 feet; thence Iea~~ing said ~-ioht-of-u~aY> North 85°58`45" East for a dista~zce of 89.71 feet; thence North 89°24'54" East far a distance of 430.98 #eet; thence North as°17'5.1 "West for a distance of 32.00 feet; to the POINT OF .BEGINNfNG. The above describes parcel contains 31.84 acres, more or less. AFFIDAVIT OF LEGAL INTEREST STATE OF IDAHO ) COUNTY OF ADA ) GL~ I, ~t~~ Tar CctMw.~+-Hr7~/mss ~S'Ya ~c~ar~ Goa. # lid (name) ~~ (address) ~/Ll~Krc~raH , (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 I grant my permission to: (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 statements contained herein or as to the ownership of the property which is the subject of the application. I 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 y day of G ~i/yC ~ ~. , 20~ (Signature) SUBSCRIBED AND ~SV~VQRN to before me the day and year first above written. • ' :'• NOTARY • • - (Notary Public for Idaho) *: • ~.~ :,t c __ • PUBLIC ~ Residing at. •. ~~ '%~~~iry~grE•OFIDP~~~~`~\\`` My Commission Expires: D ~ - ~~J- ~~ ~S ~~nimm~~~~~~~ 33 E. Broadway Avenue, Suite 102 • Meridian, Idaho 83642 Phone: (208) 884-5533 • Facsimile: (208) 888-6854 • Website: www.meridiancity.org rrrrrrrr r+ ~=~SL~!rr"w O ~ c~ ~ s co c~ ~ ~ --I rn ~ ~~ - ~• ~ ~ ~~3 C 7 ~ ~ ~ ~ (D 3~ ~r ~ n ~. CD .=.F ~ r i. er. arr ,m ~ 3,. ''~ h ,rqy '3r, ~'°o d~f;, C~ d ~• F~ $~ue D~ ~~~~ cry C. i ~ `~~„ ~~ ~.: +i ~&~ ..... f ~~ ?~ I I ~'' i i ~ ~ ~ ~ FWArtetralt$t' i, i >ct Gnzzt, ~ Or-: `- I ~ I _. , _. ~ _ ~ E.lake Cceck St . , f ~ ~ ~ n z ~ i .. ~._ _ ~ - , o z ( ~ ~ f ` ' ~' y ~'a`1 < ~;. ~ . v¢r ~ va; or Prt..Rid a (~ w : ~ ~.. ~._._ ~ ~~ ' t ~ ~ Z W G~Ixani. L~r ~ Fps ~ r' :~ +n ~ ^ ,a. ` ~1 ~Ldlmn Ar __ _ _ ^ L tary. Rd ti u _. _. .__ .. I i~ hI i ~ ~ - ! o _ ~ ~ ? x E Fistioa Dr ~ z a 6 _~ ~ . .: ~ S ~ ~ ` E inP~ t ~ n ~ n;. . 1 I { ~ I a c SKily S! _ - I 1 ' Q ~' ~~¢ ~ 1 PROJECT SITE i• , ~~, ~ y + E.Nloaa irsa Dr. 6 A ~ . ~ . i E ri5~ St W HairisSE-. ~ i_ : E Rurepel in _ ! r ~ era-mix i dOR AG ~~ Vic 3. S gg~ 3~ '~ ~~~ Meridian Building Services Parcel Verification Request Reguestor Name J a ~g fLc a *.~ ~ r c:"~ Phone •3 ~ 3 ' ~ y ~ f Address / 5' Yy {~ o ~ ~)'t'o W 6. y ~/ ~ O Fax 3 ~ 3 " 7 J z ~ Email ~ • S~*c° C L° R f/. /\/c- 7` Please check the appropriate box(s) below and submit the required information to communitydeveloyment@meridiancity.orQ. Please allow one business day for reply. Tvne of Aunlication(s) ^ Annexation and Zoning ^ Comprehensive Plan Map Amendment ^ Conditional Use Permit ^ Conditional Use Permit Modification ^ Conditional Use Permit Minor Modification elopment Agreement Modification Final Plat ^ Final Plat Modification ^ Planned Unit Development ^ Preliminary Plat ^ Property Boundary Adjustment ^ Rezone ^ Short plat ^ Time Extension (Commission or Council) ^ Time Extension (Director) ^ Vacation (Council) ^ Variance ^ Other Required Information: Project Name 1~ tr ~ C--~ r '~ Parcel Number(s) ~ // 3 ~ 2 2( S' u vdO Vicinity Map -highlight subject parcels and include adjacent street name(s) 33 E. Broadway Avenue, Suite 102 • Meridian, Idaho 83642 Phone: (208) 884-5533 • Facsimile: (208) 888-6854 • Website: www.meridianci[y.org E ID-IAN~-- Community Development Department Meridian City Hall, Suite 102 33 E. Broadway Avenue Meridian, Idaho 83642 208.887.2211 Parcel Verification Date: 4/8/13 The parcel information below has been researched and verified as correct by the City of Meridian Community Development Department. Project Name: Red Wing Subdivision Parcel: S1130223000 Zip Code: 83642 T/R/S: 3N 1E 30 Owner: Red Tail Communities, LLC 660 E. Franklin Rd. #270 Meridian, ID 83242 Address Verification Rev: 04/23/12 ~1 ~"`/~" ~ ~~ ~.,.~ _.~ tlil; i.:1ti17 C~.ttt?l;i'. TN(;. April 8, 2013 Project No. 112168 Red Wing Subdivision 31.12 Acres Exhibit "A" Page 1 of 2 A tract of land situated in a portion of Government Lot 1 and the Northeast One Quarter of the Northwest One Quarter of Section 30, Township 3 North, Range 1 East, Boise Meridian, City of Meridian, Ada County, Idaho, described as follows: COMMENCING at a found brass cap which monuments the Northwest Corner of said Section 30, which bears South 89°42'14" West a distance of 2,450.84 feet from a found brass cap which monuments the North One Quarter Corner of said Section 30, thence following the northerly line of said Section 30 and the centerline of East Victory Road, North 89°42'14" East a distance of 650.00 feet to the POINT OF BEGINNING. Thence following said northerly line and said centerline, North 89°42'14" East a distance of 1,236.84 feet; Thence leaving said northerly line and said centerline, South 0°17'46" East a distance of 350.00 feet; Thence 317.51 feet along a circular curve to the right, said curve having a radius of 317.50 feet, a central angle of 57°17'49", a chord bearing of South 28°21'06" West and a chord distance of 304.44 feet; Thence South 57°43'33" West a distance of 46.19 feet; Thence 237.06 feet along a circular curve to the left, said curve having a radius of 682.50 feet, a central angle of 19°54'04", a chord bearing of South 47°46'31" West and a chord distance of 235.87 feet; Thence South 35°43'32" West a distance of 50.00 feet; Thence 173.56 feet along a circular curve to the left, said curve having a radius of 530.56 feet, a central angle of 18°44'36", a chord bearing of South 26°21'15" West and a chord distance of 172.79 feet; Thence South 19°04'55" West a distance of 57.81 feet to a point on the centerline of the Ridenbaugh Canal; Thence following said centerline, North 70°55'11" West a distance of 1122.60 feet; Thence following said centerline, North 57°31'47" West a distance of 69.47 feet; Thence following said centerline, North 44°08'23" West a distance of 314.59 feet to a point on the westerly Right-of-way line of said South Meridian Road; Thence following said westerly Right-of-way line, North 0°25'49" East a distance of 346.74 feet to a point on the southerly right-of-way line of East Victory Road; Thence following said southerly right-of-way line, North 67°11'27" East a distance of 65.30 feet; ,.:r ~ ,~„r.,,.„t,r, r~,~<.1;:d,r...A,,v~ EJuFVt;~yit~~ www.thelanderoupinc.com w.~ ra,~,... ~ Page 2 of 2 ~ r ~~ ~ ~.~ ,~- - rt~~; r.,~~;+~ t:.tgcat ~a. lac. Thence following said southerly right-of-way line, North 85°58'50" East a distance of 89.71 feet; Thence following said southerly right-of-way line, North 89°24'55" East a distance of 430.98 feet; Thence leaving said southerly right-of-way line, North 0°17'46" West a distance of 32.00 feet to the POINT OF BEGINNING. The above-described tract of land contains 31.12 acres more or less, subject to all existing easements and rights-of-way. Prepared By: THE LAND GROUP, INC. CAI, LAND 462 E. SHORE DRIVE, SUITE 100 ~c~ti~ ENE `SIr~ EAGLE, IDAHO 83616 ~ 208-939-4041 ~ 14216 208-939-4445 (FAX) 4~ s~j, ~O ATE OF \OP ~g~2o~ t ~ ,- ~ f..ri. r.d~re t ~ r, ,r ~ - ~. ~, 'f ~~ ,tC ~;,; •,,; ~ ~... - _ . ~ ,1,"LtT'1'.. flCtt7IF w 4i, t+V' -',~ ?, www.thelanderoupinc.com Title: Scale: finch = 250 feet I File: Date: 04-08-2013 Tract 1: 31.826 Acres: 1386347 Sq Feet: Closure = n07.5445w 0.00 Feet: Precision >1/999999: Perimeter = 4940 Feet 001 ~189.4214e 1236.84 002=s0.1746e 350.00 003: Rt, R=317.50 Delta=57.1749 Bng=s28.2106w, CLhd=304.44 004=s57.4333w 46.19 005: Lt, R=682.50 Delta=19.5404 Bng=s47.4631w, ~hd=235.87 006=s35.4332w 50.00 007: Lt, R=530.56 Delta=18.4436 Bn8=s26.2115w, ~hd=172.79 008=s19.0455w 57.81 009=n70.5511w 1122.60 010=n57.3147w 69.47 011=n44.0823w 314.59 012=n0.2549e 346.74 013=n67.1127e 65.30 014=n85.5850e 89.71 015=n89.2455e 430.98 016=n0.1746w 32.00 oyepl uelpPayl .. s6ulnn~aa uollona~suo~ ~ _~~ `,.~~~ ,,, ,,,~ =1= o ~: _~. ~~~~ `sal~lunwwo~ Il~~paa ueld ad~ospus~ ~ uolslnl n 6ul a uol e61a~ 6uldeos ue '~81~ ~~ €'s ~` 9 3 _ ~ a r ~''~ ,,, e y 0 Z N t~ ~ o c ~ c c ~~~P t ~ ~~.~ kF ~ G d ~ y '^ m ~? ~ \~~~~ ~ 8 ~ § € b LL 8 ° ~ ~ ~ ~~ ~ ~ ~ ~ O&&o a ~ ~~ o c3 ~a ~ 3 ~€ ~ ~ ~ ~ ~ ~ ~ ~ ~ a ~ 3 ~ ~ ~ k °y d ~ ~ mm_ ~ ~ ~ ~ ~ < < $ a ~ ~ ~ 8 & E 8d ~: ~~ ~ . ~ g k f ~. z a ~ ~ U " ~~ ~ ~ ~ ~ ~ a ym ~ ~3y ~~t ~c ~ ~g § ~ d~ ~ ~ ~ ~ g&&o ~88g ~ u ~ b ~ ` _ ~ ., ~ e ~ m P ~ ~ a ~ ~ ~ __ ~ _~ ~ ~ ~~ .x ~~~~iii ~iii~ ~ d. ~ @ . °aeai SBUIMBJQ UOI~Of1J~SU0'J°e1w,aw ~ a ` ~~ -' r 'ill 'sailiunwuJO~ ~iE~paa ue~d ade~spue~ ,g~~ ~;~~ _,~' ~ _o uoisinipgns 6wM pad uoile6iJJ~ ~ 6uide~spue~ ry41v~ ~ ~ f. 9 „ ~.~ ~~~~ ~J ~~ ,,, e I~ ~~ k I i ~~ II i ik ~, ~~ ~I ~M' i ~+ ii ~ .' i ;_ o Z _, T.:. i Ii i r i t r r r H . < r~+- ~, ~ - - - - ~ a a ti a a ~ , e 3 : gy m g s ~ g ~ a f ~ 8 g a ~ ~3 k ~ ~ ~ €gg ~ ~ ~V ~ ~ g ~ ~ ~ ~ 5 ~ ~ ~ & ~ ~ ~ ~ E ~ ~ ~ ~ ~ ~ ~ 3r ~ a 9 ~ ~ G 9 ~ 8 ~ s x c ~ a ~ e o a s ,. ~_ ~~ ~ ~ - p .. - M ~ I ~~ i l 1~ a ii ~`~ °' ° r _~ m~a ~ U ~ i _. .: m it ___ _____________ ~_____~_ _____ _ ~__ _ _ _ _ _ _ _______ ____ ___________ Q~ ~~~ ~ ~ _ _ _ - -- r i _ ... ~. _ +. ~ I ,~ _. ~a .. .: c.._ .. _,. ~_. _ . .r . . . . . . . . . . . . . . . . . ~- ~ . ...,. .,,. oyepl ueIPPaW ' s6uinne~Q uoi~~na~suo~ ~ .€~ ~ N 'ill 'sai~iunwwo~ ~ie~pa~ u~~d ade~spu~~ ~ ~,.~ b _ m o uolslnipgng 6ui/N paa uoi~e6iaa~ ~ 6uidE~spue~ '~'•~ ~~ `g; s ;a ~ ~ ~ J I' I l b m ~; I'. ~~ ~ ~~ ~I r- 1 i' ~'; F ~+. ~', I i ~~ _ t~ I e. ^ ' I ~ _ _ _ - - - ~ ti a s ti a 3 ti ti . b m a a ~ ~ 4 a ~ ~ ~ ~ ~ i ~ ~ s ~ ~ ~ ~ ~ ~ ~ ~ ~ ,1 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ Cm ~ ~ ~ ~ p ~ ~ ~ ~ ~ ~ ~ ~ ~ Z 9 3 LL ~ ~ _S ~ Y € 4 k 1C ~ ~ C ~ K 7 W -~ - Ip~ J I. 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' m ~ Y ~ ~~ ~ ~ ~ ~ ~ ~ w c U _ U _s U _ o ~ ~ mU a(n z°C¢M 0 C ~ L ~ C N LL ~ ~ O 'd ~ Z - C M N Q Q~ r L O O C o CU ~ (3 ~~ 3 ~ ~ o c o ~~ ~ ~ ~ ~ ~ < ~ ~ O a Y a 's a ~~ >~ ~ ~ ~ - ~ ~~~ ~ s ~ o ~ o ~ ~ +L-' ~ T _ b ~_~ ~ ~ _ C -y ~~E ~ ~ C ~ V C yy P g~g ~ Y ~ ~~ ~ ~ ~ ~ O U ~ CI W a 7 O U = ~ N n~~ U ~ Q ~ 8 ~ o ..~_- U ~ Y U ~ a ~ ~+ o € o ~ o - o - a ~ id ~ z O ~ a ~ ~ ~ RS O n $ ~ c3 O ~s ~ O ~s gg $ Q ~$~ ¢ ~ '~ b a Q ~ a Q ~ ~ t rFi~K April 8, 2013 Project 112168 Public Works Department City of Meridian 33 E. Broadway Ave. Meridian, ID 83642 -~ / -r ~ :~~ kr~~ Re: Red Wing Subdivision Engineer's Certification of Street Centerline Elevation Dear Sirs: As required by the final plat application criteria, please accept this letter as confirmation of the designed roadway centerline elevations for the Red Wing Subdivision. Geotechnical monitoring of groundwater elevations at the site and the geotechnical engineer's recommendations indicate that groundwater is expected to remain greater than 18 feet below the ground surface. Please refer to the project geotechnical report for clarification. Consequently, the designed street centerline elevations are in excess of 3-ft above the highest established normal groundwater elevation. Please contact me at 208.939.4041 if you have any questions. Sincerely, ~o9s~ s 04-08-13~© ~~~TE OF `~P \~N DE~1`I`~% Jason Densmer, PE THE LAND GROUP, INC. Enclosures - Geotech nica I report Site ~)~°~~rt7r~~ ~~ ~ ~ ~rir.~ ~~oif ._ >. ~,.r, ~;~ ~~;ra~J?icCcmGr?iCrztior~ ~ ~ur~~~~~ytr,~tr} 46; ~ ~~ 1i ~ titii6l~ * #~ 2f~~£~.~ ~ [ F 2U~s.3 ~ ; : w?,~w.Yk~~[~r~c~;r~fa~ir~~.c~r~t MATERIALS TESTING ~S 1 NSPECTION ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections GEOTECHNICAL ENGINEERING REPORT of Cavanaugh Subdivision SEC Victory and Meridian Roads MEridian, Idaho PrEpared for: Kastera 15711 Highway 55 BoisE, Idaho 83714 MTI Flle Number B70685g 2791 South Vic#ory View Way • Boise, ID 83709 (208} 376-4748 • Fax (208) 322-6515 E-Mail mti~mti-id.com • www.mti-id.com MATERIALS TESTING Fs' ~ NSPECTION May 22, 2007 Page # 1 of 45 r:lboise\2007 reports1600-799\b70685g\b70685geotech.doc ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections Mr. Craig Kulchak Kastera 15711 Highway 55 Boise, Idaho 83714 (2U8) 921-2428 Re: Geotechnical Engineering Report Cavanaugh Subdivision SEC Victory and Meridian Roads Meridian, Idaho Gentlemen: In compliance with your instructions, we have conducted a soils exploration and foundation evaluation for the above referenced development. Fieldwork for this investigation was conducted from 8 to 9 May 2047. Data have been analyzed to evaluate pertinent geotechnical conditions. Results of this investigation, together with our recommendations, are to be found in the following report. We have provided three copies for your review and distribution. Often questions arise concerning soil conditions because. of design and construction details that occur on a project. MTI would be pleased to continue our role as geotechnical engineers during project implementation. Additionally, MTI would be pleased in providing materials testing and special inspection services during construction of this project. If you will advise us of the appropriate time to discuss these engineering services, we will be pleased to meet with you at your convenience. MTI appreciates this opportunity to be of service to you and looks forward to working with you in the future. If you have questions, please call (208} 376-4748. ~1 Respectfully Submitted, Materials Testing & Inspection, Inc. ~~~~ Liz Brown Reviewed by: Staff Engineer Services Manager =.22~"p7 Reviewed by: Cc: Justin Bozobich, JUB Engineers ~oQ~,oF~ss~o,~~ 4 ~~ KEVIN L ~o ~ SCNROEbER ~ * u 9B4 ~ * i Copyright ~ 2007 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208} 376-47#8 • Fax (208) 322-6515 E-Mail mti~mti-id.com • www.mti-id.com MATERIALS TESTING ~ INSPECTION May 22, 2007 Page # 2 of 45 r:lboise\2007 reports\600-799\b70685g1b70685geotech.doc O Environmental Services ^Geotechnical Engineering ^ Construction Materials Testing O Special Inspections TABLE OF CONTENTS EXECUTIVE SUMMARY ....................................................................................................................................... 3 INTRODUCTION .................................................................................................................................................. $ Project Description .................................................................................................................................... 5 Authorization ............................................................................................................................................. 5 Purpose ...................................................................................................................................................... 5 Scope of Investigation ............................................................................................................................... b Warranty and Limiting Conditions ............................................................................................................ 6 SITE DESCRIPTION ............................................................................................................................................. 7 Site Access ................................................................................................................................................. 7 Regional Geology ...................................................................................................................................... 7 Regional Site Climatology and Geochemistry ........................................................................................... 8 Geoseismic Setting .................................................................................................................................... 8 SOILS EXPLORAT[ON .......................................................................................................................................... 8 Exploration and Sampling Procedures ....................................................................................................... 8 Laboratory Testing Program ...................................................................................................................... 9 Soil acid Sediment profle .......................................................................................................................... 9 Soils Survey Review .................................................................................................................................. 9 Volatile Organic Scan ................................................................................................................................ 10 SITE HYDROLOGY .............................................................................................................................................. 10 Groundwater .............................................................................................................................................. 10 Soil Infiltration Rates ................................................................................................................................. I 1 FOUNDATION, SLAB, AND PAVEMENT DISCUSSION AND RECOMMENDATIONS .................................................. l 1 Foundation Design Recommendations ...................................................................................................... l l Crawl Space Recommendations ................................................................................................................ 12 Floor, Patio, and Garage Slab-on Grade .................................................................................................... 13 Recommended Pavement Sections ............................................................................................................ 13 Flexible Pavement Sections ....................................................................................................................... 14 Common Pavement Section Construction Issues ....................................................................................... 14 CONSTRUCTION CONSIDERATIONS ..................................................................................................................... 15 Earthwork .................................................................................................................................................. 15 Dry Weather ............................................................................................................................................... 16 Wet Weather .............................................................................................................................................. i6 Soft Subgrade Soils .................................................................................................................................... .16 Frozen Subgrade Soils .....................................................................................................................:......... l6 Structural Fill ............................................................................................................................................. 17 B ackfil l ...................................................................................................................................................... 17 Excavations ................................................................................................................................................ i 8 Groundwater Control .................................................................................................................................18 GENERAL COMMEN'F'S ....................................................................................................................................... . 18 REFERENCES ..................................................................................................................................................... . 19 APPENDICES ...................................................................................................................................................... . 2O Acronym List ............................................................................................................................................ .20 Geotechnical General Notes ..................................................................................................................... .21 Geotechnical Investigation Test Pit Lag ................................................................................................... .22 Gravel Equivalent Method -Pavement Thickness Design Procedures ..................................................... .42 R-Value Laboratory Test Data .................................................................................................................. .44 Copyright ®2007 Materials Testing & Inspection, lnc. 2791 South Victory View Way • Boise, ID 83709 (208) 378-4748 • Fax (208) 322-6515 E-Mail mti~mti-id.com • www.mti-id.com MATERIALS TESTING ~ 1 NSPECTION May 22, 2007 Page # 3 of 45 r:\boise\2007 reports\600-799\h70b85g\b7068Sgeotech.doc [1 Environmental Services O Geotechnical Engineering ^ Cons#ruction Materials Testing ^ Special Inspections 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: Test pits were advanced to depths of 4.2 to 16.5 feet below ground surface (bgs) across the site. Because of the areal extent of the studied parcel, the developed profile represents only a generalized case, and variations between test pit locations should be anticipated. Brown, slightly moist to dry, stiff to hard, sandy lean clay (CL) soils were encountered at ground surface across the site and extended to depths of I.0 to 3.5 feet bgs. Underlying sandy lean clay soils sandy silt (ML) or silty sand (SM} soils were observed. Sandy silt soils were generally characterized as light brown, dry, stiff to hard, and cemented. Silty sand soils were generally characterized as light brown, dry, medium dense, and cemented. These soils types were not noted in each test pit. Sandy silt and silly sand soils where encountered extended to depths of 4.2 to 14.3 feet bgs. Underlying these soils poorly graded sand (SP) and/or poorly graded sandy gravel (GP) sediments were observed. Poorly graded sand sediments were generally characterized as light brown, dry, medium dense, with fine to medium grained sand. Poorly graded sandy gravel sediments were generally characterized as light brown, dry, medium dense to dense, with fine to medium grained sand and 6 inch minus cobbles. These sediments extended beyond the termination depths of each test pit. ` Test pit walls were generally stable. Excavations through granular sediments will have a propensity for sloughing or caving. Groundwater Conditions: Groundwater was not encountered within the depths explored during this field investigation. Water seepage was encountered at depths of 6.9 and 8.4 near the irrigation ditch in the eastern portion of the site. Soil moistures in the test pits were generally dry to slightly moist. Groundwater levels in the site vicinity are controlled in large part by residential and commercial irrigation activity and canal leakage in the local area. Maximum groundwater elevations likely occur during irrigation season. Estimating seasonal groundwater level fluctuation is problematic without regular monitoring. However, during previous explorations performed in October 2005 and August 2006, each within approximately 0.5 mile of the project site, no evidence of groundwater was noted within numerous test pits advanced to depths of between 11.1 and 21.5 feet bgs. Therefore, based on evidence of this investigation and background knowledge of the area, MTI anticipates groundwater depths to remain greater than 18 feet bgs throughout the year, except for the areas around the irrigation ditch. This depth is an estimate. Copyright ®2007 Materials Testing & inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 (208) 376-4748 • Fax (208) 322-6515 E-Mail mti®mti-id.com • www.mti-id.com MATERIALS TESTING TS INSPECTION May 22, 2007 Page # 4 of 45 r:\boise12007 reports\600-799\b70685g1b70685geotech.doc ^ Environmental Services ^ Geotechnical Engineering D Construction Materials Testing ^ Special Inspections Building Foundations: On the basis of data obtained from the site and test results from various laboratory tests performed, MTI recommends following guidelines be used for the net allowable soils bearing capacity: Soil Bearin>? Capacity Footing Depth ASTM D 1557 Sub rade Com action Net Allowable Soil Bearin Ca acit Footings must bear on competent, native, sandy 2 2,000lbslft silt, silty sand, poorly graded sandy gravel, or Not Required for compacted structural fill. Existing lean clay soils Native Soil A I/3 increase is allowable and fill materials must be completely removed for short-term loading, from below foundation elements.( Excavation 95% for Structural Fill which is defined by seismic depths ranging from 1.0 to 3.5 feet bgs should be events or designed wind anticipated to expose proper bearing soils. seeds. IM'rT recommends that a qualified I7eotechnical engineer or enaineerin~ technician verify the bearing soil suitabilit for each structure at the time of construction. Footings should be proportioned to meet either the stated soil bearing capacity or the 2003 IBC minimum requirements. Total settlement should be limited to approximately 1 inch, and differential settlement should be limited to approximately t/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 possible. For frost protection the bottom of external footings should be 24 inches below finished grade for residential structures and 30 inches below finished grade for commercial structures. Building Floor Slabs: Native clay soils are moderately plastic and will be susceptible to shrink/swell movements associated with moisture changes. Areas of the site within the proposed structures should be excavated to sufficient depths to expose lean clay. The clay soils should be scarified to a depth of 6 inches and re-compacted to a minimum of 92 percent and a maximum of 98 percent of the maximum density as determined by ASTM D 698. The moisture content should range from 1 to 4 percentage points above optimum. Structural fill should be placed as soon as possible after re-compaction of clay soils in order to limit moisture loss within the upper clays. Ground surfaces should be sloped away from structures at a minimum of 5 percent for a distance of 10 feet to provide positive drainage of surface water away from buildings. Grading must be provided and maintained following construction. Organic, loose, or obviously compressive materials must be removed prior to placement of concrete floors or floor-supporting fill. In addition, the remaining subgrade should be treated in accordance with guidelines presented in the Earthwork section. Areas of excessive yielding should be excavated and backfilled with structural fill. Fill used to increase the elevation of the floor slab should meet requirements detailed in the Structural Fill section. Fill materials must be compacted to a minimum 95 percent of maximum density as determined by ASTM D 1557. Copyright ®2007 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti®mti-id.com • www.mti-id.com MATERIALS TESTING ~ INSPECTION May 22, 2007 Page # 5 of 45 r:\boise\2007 reports\600-799\b70685g\b70685geotech.doc ^ Environmental Services D Geotechnical Engineering O Construction Materials Testing ^ Special Inspections 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 storm water issues pertinent to the practice of Civil Engineering is included. Observations and recommendations relevant to the earthwork phase of the project are also presented. Revisions in plans or drawings for the proposed development from those enumerated in this report should be brought to the attention of the soils engineer to determine whether changes in foundation recommendations are required. Deviations from noted subsurface conditions, if encountered during construction, should also be brought to the attention of the soils engineer. Project Description The proposed development is north of the City of Meridian, Ada County, Idaho, and occupies a portion of the N''/2 of Section 30, Township 3 North, Range 1 East, Boise Meridian. This project will consist of construction of approximately 540 residential structures to be developed on approximately 170 acres; the remaining 20 acres of the development will be for commercial uses. Total settlements are limited to 1 inch. Loads of up to 2,000 pounds per lineal foot for wall footings, and column loads of up to 50,000 pounds were assumed for settlement calculations. Additionally, assumptions have been made for traffic loading of pavements. Retaining walls are not anticipated as part of the project. MTI has not been informed of proposed grading. Authorization Authorization to perfornl this exploration and analysis was given in the form of a written authorization to proceed from Mr. Craig Kulchak of Kastera to Esther Miramontes of Materials Testing and Inspection, Inc. (MTI), on 25 April 2007. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between Kastera and MTI. Our scope of services for the proposed development has been provided in our proposal dated 24 Apri12007 and repeated below. Purpose The purpose of this Geotechnical Engineering Report is to determine various soil profile components and their engineering characteristics for use by either design engineers or architects in: • Preparing or verifying suitability of foundation design and placement • Preparing site drainage designs • Indicating issues pertaining to earthwork construction • Preparing light and heavy duty and residential pavement section design requirements Copyright ®2007 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti®mti-id.com • www.mti-id.com MATERIALS TESTING ~S INSPECTION May 22, 2007 Page # 6 of 45 r:\boise\2007 reports1600-799\b70685g1b70685geotech.doc D Environmental Services 0 Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections Scope of Investigation The scope of this investigation included review of geologic literature and existing available geotechnicaI studies of the area, review of available environmental reports, visual site reconnaissance of the immediate site, subsurface exploration of the site, field and laboratory testing of materials collected, and engineering analysis and evaluation of foundation materials. The scope of work did not include design recommendations specific to individual residences. Warranty and Limiting Conditions Field observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. MTI warrants that findings and conclusions contained herein have been formulated in accordance with generally accepted professional engineering practice in the fields of foundation engineering, soil mechanics, and engineering geology only for the site and project described in this report. These engineering methods have been developed to provide the client with information regarding apparent or potential engineering conditions relating to the site within the scope cited above and are necessarily limited to conditions observed at the time of the site visit and research. This report is also limited to information available at the time it was prepared. In the event additional information is provided to MTI following publication of our report, it will be forwarded to the client for evaluation in the form received. There is a distinct possibility that conditions may exist that could not be identified within the scope of the investigation or that were not apparent during our site investigation. Findings of this report are limited to data collected from noted explorations advanced and do not account for unidentified fill zones, unsuitable soil types or conditions, and variability in soil moisture and groundwater conditions. Upon commencement of construction, such conditions may be identified that required corrective actions; and these required conective actions may impact the project budget. This report was prepared for exclusive use of Kastera and their retained design consultants ("Client"}. Conclusions and recommendations presented in this report are based on the agreed-upon scope of work outlined in this report together with the Contract for Professional Services between the Client and Materials Testing and Inspection, Inc. ("Consultant"). Use or misuse of this report, or reliance upon findings hereof, by parties other than the 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 whatsoever, known or unknown, to Client or Consultant. Neither Client nor Consultant shall have liability to indemnify or hold harmless third parties for losses incurred by actual or purported use or misuse of this report. No other warranties are implied or expressed. Copyright ®2007 Materials Testing & Inspection. Inc. 2791 South Victory View Way • Boise,lD 83709 • (208) 376-4748 • Fax (208} 322-6515 E-Mail mti~mti-id.com • www.mti-id.com MATERIALS TESTING Fs INSPECTION May 22, 2007 Page # 7 of 45 r:\boise12007 reports\600-799\b70685g\b70685geotech.doc ^ Environmental Services ^ Ceotechnical Engineering D Construction Materials Testing D Special Inspections SITE DESCRIPTION Site Access Access to the site may be gained via Interstate 84 to the Meridian Road exit. Proceed south on Meridian Road approximately 1.25 miles to its intersection with Victory Road. The site occupies the southeast corner of this intersection. Presently the site exists as agricultural land. The location is depicted in site map plates included in the Appendix. Regional Geology, The project site is located within the western Snake River Plain of southwestern Idaho and eastern Qregon. The plain is a northwest trending rift basin, about 45 miles wide and 200 miles long, that developed about 14 million years ago {Ma) and has since been occupied sporadically by large inland lakes. Geologic materials found within and along the plain's margins reflect volcanic and fluvial/lacustrine sedimentary processes that have led to an accumulation of approximately 1 to 2 km of interbedded volcanic and sedimentary deposits within the plain. Along the margins of the plain, streams that drained the highlands to the north and south provided coarse to fine-grained sediments eroded from granitic and volcanic rocks, respectively. About 2 million years ago the last of the lakes was drained and since that time fluvial erosion and deposition has dominated the evolution of the landscape. The southwestern portion of the project site is underlain by "Gravel of Amity Terrace" as mapped by Othberg and Stanford (1993). The Amity terrace is the fifth terrace above the modern Boise River and represents the first level of Quaternary incision by the Boise River. The terrace, which has been correlated with Deer Flat terrace deposits to the west, is modified extensively by erosion and faulting. Where little erosion has taken place the terrace is mantled with loess 1.6-7 feet thick. The eastern portion of the project site is underlain by "Sandy Alluvium of Side-Stream Valleys and Gulches" as mapped by Othberg and Stanford (1993). Locally, these deposits are composed of medium to coarse sand interbedded with silty fine sand and silt and are mostly derived from weathered granite and reworked Tertiary sediments of the Boise Foothills. The thickness of this unit is variable. Because of the relative youthfulness of these deposits they contain only minor pedogenic clay and calcium carbonate. The northwestern and center portions of the project site is underlain by "Gravel of Sunrise Terrace" as mapped by Othberg and Stanford {1993). The Sunrise terrace is the third terrace above the modern Boise River in the eastern Boise Valley, composed of sandy pebble and cobble gravel, and is about 115 feet above river level. Quaternary faulting has probably truncated and tilted this terrace along with older surfaces. The surface of this deposit is mantled with 3-7 feet of loess containing a weakly to moderately developed duripan. Based on stratigraphic correlation the Sunrise terrace may be correlative with the Wilder terrace further to the west. Copyright ~ 2007 Materia{s Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti~mti-Id.com • www.mti-id.com MATERIALS TESTING fs INSPECTION May 22, 2007 Page # 8 of 45 r:\boise\2007 reports1600-799\b70685g1b70685geotech.doc ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections General Site Characteristic This proposed development consists of approximately 190 acres of relatively flat to moderately sloping land. Throughout the majority of the site, surficial soils consisted of fine-grained clay-silt mixtures. Vegetation consists primarily of agricultural crops, sagebrush, bunchgrass, and other native grass varieties typical of grid to semi-arid environments. The project site is bisected by the Ridenbaugh Canal. Regional drainage is north toward the Boise River. Storm water drainage for the site is achieved by both sheet runoff and percolation through surficial soils. Runoff predominates for the steeper slopes while percolation predominates across the gently sloping and near level areas. Storm water drainage collection and retention systems are not in place on the project site; however, they are proposed as part of the development. Additionally, storm water drainage collection systems do not currently exist within the vicinity of the project site. Regional Site Climatology and Geochemistry According to the Western Regional Climate Center (WRCC, 200b) the average precipitation for Treasure Valley is on the order of 10 to 12 inches per year, with an annual snowfall of approximately 20 inches and a range from 3 to 49 inches. The monthly mean daily temperatures range from 21° F to 95° F with daily extremes ranging from -25° F to 111° F. Winds are generally from the northwest or southeast with an annual average wind speed is approximately 9 mph with a maximum of 62 mph. Soils and sediments in the area are primarily derived from siliceous materials and exhibit low electro-chemical potential for corrosion of metals or concretes, and local aggregates are generally appropriate for Portland cement and lime cement mixtures. Surface waters, groundwaters, and soils in the region typically have pH levels ranging from 7.2 to 8.2 (USGS 2006). No indication of abnormal geochemical conditions were noted on site. Geoseismic Setting Soils on site are classed as Site Class D in accordance with Chapter 16 of the 2003 edition of the IBC. Structures constructed on this site should be designed per IBC requirements 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 Field exploration conducted to determine engineering characteristics of subsurface materials included a reconnaissance of the project site and investigation by test pit. Test pit sites were located in the field by means of visual approximation from on-site features or known locations and are presumed to be accurate to within a few feet. Upon completion of investigation, each test pit was backfilled with loose excavated materials. These loose areas need to be re-excavated and compacted prior to constructing structures over them. Copyright ®2007 tvlaterials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208} 376-4748 • Fax (208) 322-6515 E-Mail mti®mti-id.com • www.mtl-id.com MATERIALS TESTING ~ INSPECTION May 22, 2007 Page # 9 of 45 r:\boise\2007 reports\600-7991b70b85g1b70685geotech.doc ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections In addition, samples were obtained from representative soil strata encountered. Samples obtained have been visually classified in the field by professional staff identified according to test pit number and depth, placed in sealed containers, and transported to our laboratory for additional testing. Subsurface materials have been described in detail on logs provided in the Appendix. Results of field and laboratory tests are also presented on these logs. It is recommended that these logs not be used for estimating quantities because of highly interpretive resulfis. Laboratory Testing Program Along with our field investigation, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of subsurface materials necessary in analyzing the anticipated behavior of the proposed structures. Laboratory tests were conducted according to current applicable American Society for Testing and Materials {ASTM) specifications, and results of these tests are to be found on the accompanying logs located in the Appendix. The laboratory testing program for this report included: Atterberg Limits Tests - ASTM D 4318, Grain Size Analysis - ASTM C 117/C 136, California Bearing Ratio analysis {CBR value) - ASTM D 1883, and Resistance Value (R-Value) and Expansion Pressure of Compacted Soils - Idaho T-8. Soil and Sediment Profile Test pits were advanced to depths of 4.2 to 16.5 feet below ground surface (bgs) across the site. Because of the areal extent of the studied parcel, the developed profile represents only a generalized case, and variations between test pit locations should be anticipated. Brown, slightly moist to dry, stiff to hard, sandy lean clay (CL) soils were encountered at ground surface across the site and extended to depths of 1.0 to 3.5 feet bgs. Underlying sandy lean clay soils sandy silt (ML) or silty sand (SM) soils were observed. Sandy silt soils were generally characterized as light brown, dry, stiff to hard, and cemented. Silty sand soils were generally characterized as light brown, dry, medium dense, and cemented. These soils types were not noted in each test pit. Sandy silt and silty sand soils where encountered extended to depths of 4.2 to 14.3 feet bgs. Underlying these soils poorly graded sand (SP) and/or poorly graded sandy gravel (GP) sediments were observed. Poorly graded sand sediments were generally characterized as light brown, dry, medium dense, with fine to medium grained sand. Poorly graded sandy gravel sediments were generally characterized as light brown, dry, medium dense to dense, with fine to medium grained sand and 6 inch minus cobbles. These sediments extended beyond the termination depths of each test pit. Test pit walls were generally stable. Excavations through granular sediments will have a propensity for sloughing or caving. Soils Survey Review Review of the United States Department of Agriculture (USDA) Soil Conservation Service, Soil Survey of Ada County Area, Idaho, 19$0, indicates that the site includes 4 soils types: Aeric Haplaquepts, Elijah silt loam, Pipeline silt loam, and Power silt loam. Specific soils characteristics, as defined by the USDA, have been listed below for each of these soils: Copyright ®2007 Mnteriuls Testing & Inspection, [nc. 2791 South Victory View Way • Boise, ID 83709 (208) 376-4748 • Fax (208) 322-6515 E-Mail mtiC~lmti-id.com • www.mti-id.com MATERIALS TESTING Fs INSPECTION May 22, 2007 Fage # 10 of 45 r:lboise\2007 reports\600-799\b70685g1b70685geotech.doc ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing O Special Inspections • Aeric Haplaquepts -Aeric Haplaquepts soils occur on alluvial terraces. Characteristics of this soil type include very slow runoff, and slight erosion hazard. • Elijah silt loam -Elijah soils occur on intermediate alluvial terraces. Characteristics of this soil type include moderately slaw permeability above hardpan and very slow permeability through fractures in the hardpan, slow runoff, and slight erosion hazard. • Pipeline silt loam (0 to 2 percent slopes) -Pipeline soils occur on alluvial terraces. Characteristics of this soil type include moderately slow permeability above hardpan and very slow permeability through fractures in the hardpan, slow runoff, and slight erosion hazard. • Pipeline silt loam (8 to 12 percent slopes) -Pipeline soils occur on alluvial terraces. Characteristics of this soil type include moderately slow permeability above hardpan and very slow permeability through fractures in the hardpan, medium runoff, and moderate erosion hazard. • Power silt loam -Power soils occur on low alluvial terraces and basalt plains. Characteristics of this soil type include moderately slow permeability, slow runoff, and slight erosion hazard. Volatile Organic Scan No environmental concerns were identified prior to commencement of the investigation. Therefore, soils obtained during on-site activities were not assessed for volatile organic compounds by portable photoionization detector. Samples obtained during our exploration activities exhibited no odors or discoloration typically associated with this type contamination. No groundwater was encountered. SITE HYDROLOGY Existing surface drainage conditions are defined in the Site Topography, Drainage, and Vegetation section. Information provided in this section is limited to observations made at the time of the investigation. Either regional or local ordinances may require information beyond the scope of this report. Groundwater Groundwater was not encountered within the depths explored during this field investigation. Water seepage was encountered at depths of 6.9 and 8.4 near the irrigation ditch in the eastern portion of the site. Soil moistures in the test pits were generally dry to slightly moist. Copyright ®2007 Materials Testing & inspection. [nc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti~mti-id.com • www.mti-id.com MATERIALS TESTING ~ INSPECTION May 22, 2007 Page # 11 of 45 r:\boise\2007 reports\600-7991b70685g1670685gcotech.doc ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections Groundwater levels in the site vicinity are controlled in large part by residential and commercial irrigation activity and canal leakage in the local area. Maximum groundwater elevations likely occur during irrigation season. Estimating seasonal groundwater level fluctuation is problematic without regular monitoring. However, during previous explorations performed in October 2005 and August 2006, each within approximately 0.5 mile of the project site, no evidence of groundwater was noted within numerous test pits advanced to depths of between 1 I.1 and 21.5 feet bgs. Therefore, based on evidence of this investigation and background knowledge of the area, MTI anticipates groundwater depths to remain greater than 18 feet bgs throughout the year, except for the areas around the irrigation ditch. This depth is an estimate. Soil Infiltration Rates Sail permeability, which was not tested in the field, is a measure of the ability of a soil to transmit a fluid. Given the absence of these measurements, far this report an estimation of fluid transport is presented using generally recognized values for each soil type and gradation. Of soils comprising the generalized soil profile for this study, lean clay and silt sails generally offer little permeability, with typical hydraulic infiltration rates of less than 2 inches per hour; though calcium carbonate cementation encountered within cemented silt soils may reduce this value to near zero. Silty sand soils usually display rates of 2 to b inches per hour; though calcium carbonate cementation encountered within these soils may reduce this value to near zero. Poorly-graded sand or gravel sediments typically exhibit infiltration values in excess of 24 inches per hour. Infiltration testing is generally not required within these sediments as a result of the free_draining nature. It is recommended that percolation testing be performed in the infiltration facilities_ because of site variations. FOUNDATIONS SLAB? AND PAVEMENT DISCUSSION AND RECOMMENDATIONS Various foundation types have been considered for support of the proposed building structures. Two regt.tirements must be fulfilled in the design of foundations. First, the applied bearing stress must be less than the ultimate bearing capacity of foundation soils to maintain stability. Second, total and differential settlement must not exceed an amount that will produce an adverse behavior of the superstructure. Allowable settlement is usually exceeded before bearing capacity considerations became important; thus, allowable bearing pressure is normally controlled by settlement considerations. Considering subsurface conditions and the proposed construction, it is recommended that the structures 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. Presently, there are approximately 540 lots proposed for the project site. The following recommendations are not specific to the individual structures but rather should be viewed as Guidelines for the subdivision -wide development. Foundation Design Recommendations On the basis of data obtained from the site and test results from various laboratory tests performed, MTI recommends following guidelines be used for the net allowable soils bearing capacity: Copyright c~ 2007 Materials'festing Se Inspccuon, lac. 2791 South Victory View Way • Baise, ID 83709 • (208) 376-4748 Fax (208) 322-6515 E-Mail mtiC~mti-id.com • www.mti-id.com MATERIALS TESTING ~S 1 NSPECTION May 22, 2007 Page # 12 of 45 r:lboise12007 reports\b00-7991b70685g\b70685geotech.doc O Environmental Services O Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections Soil Bearing Capacity Footing Depth ASTM D 1557 Sub rude Com action Net Allowable Soil Bearin Ca aci Footings must bear o11 competent, native, sandy z 2,OOOlbs/ft silt, silty sand, poorly graded sandy gravel, or Not Required for compacted structural fill. Existing lean clay soils Native Soil i A /3 increase is allowable and fill materials must be completely removed for short-term loading, from below foundation elements.' Excavation 95% for Structural Fill which is defined by seismic depths ranging from 1.0 to 3.5 feet bgs should be events or designed wind anticipated to expose proper bearing soils. s eeds. ~MTT recommends that a Qualified ~eotechnical engineer or en>7ineerm>~ technician verify the bearing soil suitability for each structure at the time of construction. Footings should be proportioned to meet either the stated soil bearing capacity or the 2003 IBC minimum requirements. Total settlement should be limited to approximately 1 inch, and differential settlement should be limited to approximately %i inch. Objectionable soil types encountered at the bottom of footing excavations should be removed and replaced with structural fill. Excessively loose or soft areas that are encountered in the footing subgrade will require over-excavation and backfilling with structural fill. To minimize the effects of slight differential movement that may occur because of variations in character of supporting soils and in seasonal moisture content, MTI recommends continuous footings be suitably reinforced to make them as rigid as possible. For frost protection the bottom of external footings should be 24 inches below finished grade for residential structures and 30 inches below finished Grade for commercial structures. Crawl Space Recommendations Considering the presence of shallow cemented soils across the site, all residences constructed with crawl spaces should be designed in a manner that will inhibit water in the crawl spaces. Therefore, proper grading should be considered to be critical. MTI recommends that roof drains carry storm water at least 5 feet away from each residence, and grades should be greater than 5% for a distance of 10 feet away from all residences. In addition, rain gutters should be placed around all sides of residences, and backfill around stem walls should be placed and compacted in a controlled manner. Based on test pit logs, areas with shallow cementation are likely to be encountered across much of the site, with cementation present as shallow as 1.3 to 4.8 feet across the site. In areas where cemented soils will be within 2 feet of the crawl space elevation, construction of subsurface drains is also recommended. Review of proposed grading in conjunction with soils data presented by MTI will be required to identify these lots. Subsurface drains should be placed at storm water and irrigation water collection points within the lawn area. These drains will require over-excavation through cemented soils to underlying free-draining soils and backfilled with permeable soils to permit drainage. Copyright ©2007 Materials Testing & Inspection, inc. 2791 South Victory View Way • Boise, ID 83709 • {208) 376-4748 • Fax {208) 322-6515 E-Mail mtiCe3mti-id.com • www.mti-id.com MATERIALS TESTING ~ INSPECTION May 22, 2007 Page # 13 of 45 r:l6oise12007 reports1600-7991670685g1b70685geotech.doc O Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections Floor, Patio, and Garage Slab-on Grade Native clay soils are moderately plastic and will be susceptible to shrink/swell movements associated with moisture changes. Areas of the site within the proposed structures should be excavated to sufficient depths to expose lean clay. The clay soils should be scarified to a depth of 6 inches and re-compacted to a minimum of 92 percent and a maximum of 98 percent of the maximum density as determined by ASTM D 698. The moisture content should range from 1 to 4 percentage points above optimum. Structural fill should be placed as soon as possible after re-compaction of clay soils in order to limit moisture Ioss within the upper clays. Ground surfaces should be sloped away from structures at a minimum of 5 percent for a distance of 10 feet to provide positive drainage of surface water away from buildings. Grading must be provided and maintained following construction. Organic, loose, or obviously compressive materials must be removed prior to placement of concrete floors or floor-supporting fill. In addition, the remaining subgrade should be treated in accordance with guidelines presented in the Earthwork section. Areas of excessive yielding should be excavated and backfilled with structural fill. Fill used to increase the elevation of the floor slab should meet requirements detailed in the Structural Fill section. Fill materials must be compacted to a minimum 95 percent of maximum density as determined by ASTM D 1557. 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, complying with Idaho Standards for Public Works Construction (ISPWC) specifications for'/4-inch (Type 1) crushed aggregate. Amoisture-retarder should be placed beneath floor slabs to minimize potential ground moisture effects on moisture-sensitive floor coverings. The moisture-retarder should be at least 10-mil in thickness and have a permeance of less than 0.3 US perms as determined by ASTM E 96. Placement of the moisture-retarder will require special consideration with regard to effects on the slab-on-grade. Use of a blotter sand over the moisture-retarder or placement of the moisture-retarder directly below the slab should be considered. Upon request, MTI can provide further consultation regarding installation. The granular mat should be compacted to no less than 95 percent of maximum density as determined by ASTM D 1557. Recommended Pavement Sections As required by Ada County Highway District, MTI has used a traffic index of 6 to determine the necessary pavement cross-sections for no truck access for the site. MTI has used a traffc index of 8 to determine the necessary pavement cross-sections for truck access for the site. MTI has made assumptions for traffic loading variables based on the character of the proposed construction. The Client should review these assumptions to make sure they reflect intended use and loading of pavements both now and in the future. MTI collected two samples of near-surface soils for Resistance Value {R-value) testing representative of soils to depths of 3.5 feet below existing ground surface. The sample, consisting of sandy lean clay collected from test pit 6, yielded a R-value of 9. The sample, consisting of sandy lean clay collected from test pit 37, yielded a R-value of I2. An R-value of 9 was used for design calculations. The following are minimum thickness requirements for assured pavement function. Depending on site conditions, additional work, e.g. soil preparation, may be required to support construction equipment. These have been listed within the Soft Subgrade Soils subsection. Results of the test are graphically depicted in the Appendix. Copyright ®2007 Materials Testing & Inspection. Inc. 2791 South Victory View Way • Boise, ID 83709 (208) 376-4748 • Fax (208) 322-6515 E-Mail mtl@mti-Id.com • www.mti-id.com MATERIALS TESTING ~ 1 NSPECTION May 22, 2007 Page # 14 of 4S rlboise12007 reports\600-7991b70685g\b70685geotech.doc ^ Environmental Services D Geatechnical Engineering 0 Construction Materials Testing O Special Inspections Flexible Pavement Sections The Gravel Equivalent Method, as defined in Section 500 of the State of Idaho Department of Transportation (ITD) Materials Manual, was used to develop the pavement section. Ada County Highway District (ACRD) parameters for traffic index and substitution ratios, which were obtained from the ACHD Development Policy Manual, were also used in the design. Calculation sheets provided in the Appendix indicate the soils constant, traffic loading, traffic projections, and material constants used to calculate the pavement sections. MTI recommends that materials used in the construction of asphaltic concrete pavements meet the requirements of the Idaho Standards for Public Works Construction (ISPWC) specifications. Construction of the pavement section should be in accordance with these specifications and should adhere to guidelines recommended in the section on Construction Considerations. Gravel Eauivalent Method Flexible Pavement Specifications *Pavement Section Com onent Local Streets Arterial or Collector Streets Asphaltic Concrete 2.S Inches 3.S Inches Crushed Aggregate Base 4.0 Inches 4.0 Inches Structural Subbase 12.0 Inches 16.0 Inches Compacted Subgrade Not Required Not Required *MTI recommends that a qualified >reotechnical engineer or en~ineerine technician verify subt?rade eomnetencv at the time of construction. Aggregate Base: Material complying with ISPWC Standards for Crushed Aggregate Materials. Structural Subbase: Material complying with requirements for granular structural fill (unerushed) as defined in ISPWC. Common Pavement Section Construction Issues The subgrade upon which above pavement sections are to be constructed must be properly stripped, compacted {if indicated), inspected, and proof-rolled. Proof rolling of Subgrade soils should be accomplished using a heavy rubber-tired, fully loaded, tandem-axle dump truck or equivalent. Verification of Subgrade competence by a qualified geotechnical engineer or engineering technician at the time of construction is recommended. Fill materials on the site must demonstrate the indicated compaction prior to placing material in support of the pavement section. MTI anticipates that pavement areas will be subjected to moderate traffic. MTI does not anticipate pumping material to become evident during compaction, but Subgrade clays and silts near and above optimum moisture contents may tend to pump. Pumping or soft areas must be removed and replaced with structural fill. Fill material and aggregates in support of the pavement section must be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D 698 for flexible pavements and by ASTM D 1557 for rigid pavements. If a material placed as a pavement section component cannot be tested by usual compaction testing methods, then compaction of that material must be approved by observed proof rolling. Minor deflections from proof rolling for flexible pavements are allowable. Deflections from proof rolling of rigid pavement support courses should not be visually detectable. Copyright ~ 2007 Materials Testing & Inspection. inc. 2791 South Victory View Way • Boise, ID 83709 (208) 376-4748 Fax (208) 322-6515 E-Mail mtiC~mti-id.com • www.mti-Id.com MATERIALS TESTING ~ INSPECTION May 22, 2007 Page # 15 of 45 r:lboise\2007 reports\600-7991b70685g1b70685geotech.doc ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections MTI recommends that rigid concrete pavement be provided for heavy garbage receptacles. This will eliminate damage caused by the considerable loading transferred through the small steel wheels onto asphaltic concrete. Rigid concrete pavement should consist of Portland Cement Concrete Pavement (PCCP) generally adhering to ITD specifications for Urban Concrete. PCCP should be b inches thick on a 2-inch drainage fill course (see Floor Slab-on-Grade section) and should be reinforced with 6 x 6 1.9 x 1.9 welded wire fabric. Control joints must be on 12-foot centers or less. CONSTRUCTION CONSIDERATIONS Recommendations in this report are based upon structural elements of the project being founded on competent, native, sandy silt, silty sand, poorly graded sandy gravel, or compacted structural fill. Structural areas should be stripped to an elevation that exposes these soil types. Earthwork Excessively organic soils, deleterious materials, or disturbed soils generally undergo high volume changes when subjected to loads, which is detrimental to subgrade behavior in the area of pavements, floor slabs, stntctural fills, and foundations. Mature trees, brush, and thick grasses with associated root systems were noted at the time of our investigation. It is recommended that organic or disturbed soils, if encountered, be removed to depths of 1 foot (minimum), and wasted or stockpiled for later use. Stripping depths should be adjusted in the field to assure that the entire root zone or disturbed zone or topsoil are removed prior to placement and compaction of structural fill materials. Exact removal depths should be determined during grading operations by a qualified geotechnical representative, and should be based upon subgrade soil type, composition, and firmness or soil stability. If underground storage tanks (USTs), underground utilities, wells, or septic systems are discovered during construction activities, they must be decommissioned then removed or abandoned in accordance with governing Federal, State, and local agencies. Excavations developed as the result of such removal must be backfilled with structural fill materials as defined in the Structural Fill section. MTI should oversee subgrade conditions (i.e., moisture content) as well as placement and compaction of new fill (if required) after native soils are excavated to design grade. Recommendations for structural fill presented in this report can be used to minimize volume changes and differential settlements that are detrimental to the behavior of footings, pavements, and floor slabs. Sufficient density tests should be performed to properly monitor compaction. For structural fill beneath building structures, one in-place density test per lift for every 5,000 square feet is recommended. In parking and driveway areas, this can be decreased to one test per lift for every 10,000 square feet. Copyright ©2007 Materials Testing & Inspection. Inc. 2791 South Victory View Way • Boise, ID 83709 (208) 376-4748 • Fax (208) 322-6515 E-Mail mtiC~?mti-id.com • www.mti-id.com MATERIALS TESTING ~ INSPECTION May 22, 2007 Page # 16 of 45 r:\boise\2007 reports\600-799\b70685g1b70685geotech.doc ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections Dry Weather If construction is to be conducted during d;y seasonal conditions, many problems associated with soft soils may be avoided. However, some rutting of subgrade soils may be induced by shallow groundwater conditions related to springtime runoff or irrigation during late summer through early fall. Solutions to problems associated with soft subgrade soils are outlined in the Soft Subgrade Soils section. Problems may also arise because of lack of moisture in native and fill soils at time of placement. This will require the addition of water to achieve near-optimum moisture levels. Low-cohesion soils exposed in excavations may become friable, increasing chances of sloughing or caving. Measures to control excessive dust should be considered as part of the overall health and safety management plan. Wet Weather If construction is to be conducted during wet seasonal conditions (commonly from mid-November through May), problems associated with soft soils must be considered as part of the construction plan. During this time of year, fine-grained soils such as silts and clays will become unstable with increased moisture content, and eventually deform or rut. Additionally, constant low temperatures reduce the possibility of drying soils to near optimum conditions. Soft Subgrade Soils Shallow fine-grained subgrade soils that are high in moisture content should be expected to pump and rut under construction traffic. During periods of wet weather, construction may become very difficult if not impossible. The following recommendations and options have been included for dealing with anticipated subgrade conditions: Track-mounted vehicles should be used to strip the subgrade of root matter and other deleterious debris. Heavy rubber-tired equipment should be prohibited from operating directly on the native subgrade and areas in which structural fill materials have been placed. Construction traffic should be restricted to designated roadways that do not cross, or crass on a limited basis, proposed roadway or parking areas. Construction roadways on soft subgrade soils should consist of a minimum 2-foot thickness of large cobbles of 4 to 6 inches in diameter with sufficient sand and fines to fill voids. Construction entrances should consist of a 6-inch thickness of clean, 2-inch minimum, angular drain-rock and must be a minimum of 10 feet wide and 30 to 50 feet long. During the construction process, top dressing of the entrance may be required for maintenance. Frozen Subgrade Soils Prior to placement of structural fill materials or foundation elements, frozen subgrade soils must either be allowed to thaw or be stripped to depths that expose non-frozen soils and wasted or stockpiled for later use. Stockpiled materials must be allowed to thaw and return to near-optimal conditions prior to use as structural fill. Copyright ®2007 Materials Testing & Inspection. Inc. 2791 South Victory View Way • Boise, tD 83709 (208) 376-4748 • Fax (208) 322-6515 E-Mail mti~mti-id.com • www.mti-id.com MATERIALS TESTING Fs ~ NSPECTION May 22, 2007 Page # l 7 of 45 r:\boise\2007 reports\600-799\b70685g\b70685geotech.doc O Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing 0 Special Inspections Structural Fill Soils recommended for use as structural fill are those classified as GW, GP, SW, and SP in accordance with the Unified Soil Classification System {USCS) (ASTM D 2487). Use of silty soils {USCS designation of GM, SM, and ML) as structural fill may be acceptable. However, these materials require very high moisture contents for compaction and require a long time to dry out if natural moisture contents are too high. Therefore these materials can be quite difficult to work with as moisture content, Iift thickness, and compactive effort becomes difficult to control. If silty soil is used for structural fill, lift thicknesses should not exceed 6 inches (loose), and fill material moisture must be closely monitored at both the working elevation and the elevations of materials already placed. Following placement, silty soils must be protected from degradation resulting from construction traffic or subsequent construction. Recommended granular structural fill materials, those classified as GW, GP, SW, and SP, should consist of a 6 inch minus select, clean, granular soil with no more than 50 percent oversize (greater than'/o-inch) material and no more than 12 percent fines (passing No.200 sieve) and placed in layers not to exceed 12 inches in loose thickness. Prior to placement of structural fill materials, surfaces must be prepared as outlined in the Construction Considerations section. Structural fill material should be moisture-conditioned to achieve optimum moisture content prior to compaction. For structural fill below footings, areas of compacted backf 11 must extend outside the perimeter of the footing for a distance equal to the thickness of fill between the bottom of foundation and underlying soils, or 5 feet, whichever is less. Each layer of structural fill must be compacted to a minimum density of 95 percent of maximum dry density as determined by ASTM D 1557 (for rigid structures) or D 698 (for flexible pavements). The ASTM D 1557 and D 698 test methods must be used for samples containing up to 40 percent oversize (greater than 3/4-inch) particles. If material contains more than 40 percent but less than 50 percent oversize particles, compaction of fill must be confirmed by proof rolling each lift with a 10-ton vibratory roller (or equivalent) until the maximum density has been achieved. Density testing must be performed after each proof rolling pass until the in-place density test results indicate a drop (or no increase) in the dry density, defined as the maximum density or "break over" point. The number of required passes should be used as the requirement on the remainder of fill placement. Material should contain sufficient fines to fill void spaces, and must not contain more than 50 percent oversize particles. Backtll Backfill materials must ascribe to the requirements of structural fill except that the maximum material size should be 4 inches. In no case should 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 the specifications for structural fill, except in those areas where it is determined that future settlement is not a concern, such as planter areas. In nonstructural areas, Backfill must be compacted to a firm and unyielding condition. Copyright P 2007 Materials Testing & lnspcction, Inc. 2791 South Victory View Way • Boise, lD 83709 • (208) 376-4748 Fax (208) 322-6515 E-Mail mtiC~mti-id.com • www.mti-id.com MATERIALS TESTING Fs 1 NSPECTION May 22, 2007 Page # 18 of 45 r:\boise12007 reports\600-799\b70685g\b70685geotech.doc ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections 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 as such, excavations within these soils should be constructed at a maximum slope of 1 %i 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 only and will not be stable for long term conditions. During our subsurface exploration, test pit sidewalls generally exhibited little indication of collapse. For deep excavations, native granular sediments cannot be expected to remain in position. These materials are prone to failure and may collapse, thereby, undermining upper soils layers. This is especially true when working at depths near the water table. Additionally, care must be taken so that excavations are properly backfilled in accordance with procedures outlined in this report. Shallow soil cementation (caliche} was observed throughout much of the site and may cause difficulties during foundation development and utility placement. Cemented soils should be anticipated throughout the site at depths of 1.3 to 4.8 feet bgs. Groundwater Control Groundwater was not encountered in the investigation and is anticipated to be below the depth of most construction. However, special precautions may be required for control of surface runoff and subsurface seepage. It is recommended that runoff caused by wet weather be directed away from open excavations. Clayey soils may become soft and pump if subjected to excessive traffic following periods of wet weather. Ponded water in construction areas should be drained through methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or installing a French drain system. Additionally, temporary or permanent driveway sections should be constructed if extended wet weather is forecasted. GENERAL COMMENTS When plans and specifications are complete, or if significant changes are made in the character or location of the proposed development, consultation with MTI should be arranged as supplementary recommendations may be required. It is recommended that suitability of subgrade soils and compaction of structural fill materials be verified prior to placement of structural elements. Additionally, moni#oring and testing should be performed to verify that suitable materials are used for structural fill and that proper placement and compaction techniques are utilized. Copyrigl-t ®2007 Materials "resting & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 (208) 376-4748 • Fax (208) 322-6515 E-Mail mti~mti-id.oom • www.mti-id.com MATERIALS TESTING Fs ~ NSPECTION May 22, 2007 Page # 19 of 45 r:\boise12007 reports1600-799\b70685g\b70685geotech.doc ^ Environmental Services D Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections REFERENCES American Society for Testing and Materials (ASTM) (1999}. Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates: ASTM C 136 - 96a. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2000). Standard Test Methods for Laboratory Compaction Characteristics of Soil Usin Standard Effort Db98-OOael. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2002). Standard Test Methods for Laborato Com action Characteristics of Soil Using Modified Effort D1557-02e1. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM} (1999}, Standard Test Methods for California Beari_ne Ratio, ASTM D 1883 86. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) {] 999). Standard Test Methods for Resistance Value (R-Value) and Expansion Pressure of Compacted Soils ASTM D-2844. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2006). Standard Practice for Classification of Soils for En ing Bering Purposes ~Unif ed Soil Classification System) D2487-06. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (1999). Standard Test Methods for Liquid Limit. Plastic Limit, and Plasticity Index of Soils: ASTM D 4318 - 86. West Conshohocken, PA: ASTM. City of Boise. (2005}. Storm Water Manatrement Design Manual (May 2000). [Online] Available: http://www.cityofboise.org/publie_works/publications/pdf/stwordinance00.pdf {May 2007}. Collett, R. A., U. S. Department of Agriculture, Soil Conservation Service. (1980). Soil Survey of Ada County Area. Idaho. Washington, DC: U. S. Government Printing Office. Desert Research Institute. Western Regional Climate Center. [Online] Available: <http://www.wrcc.dri.edu/> (2007). International. Building Code Council (2002). International Building Code. 2003. Country Club Hills, IL: Author. Local Highway Technical Assistance Council (LHTAC) (2005). Idaho Standards for Public Works Construction 2005. Boise, ID: Author. Othberg, K. L. and Stanford, L. A., Idaho Geologic Society (1992). Geologic Map of the Boise Valiev and Adjoinine Area. Western Snake River Plan, Idaho. (scale_1:100 000 . Boise, Idaho: Joslyn and Moms. State of Idaho, Department of Health and Welfare, Division of Environmental Quality. {Apri12000). Technical Guidance Manual For Individual and Subsurface Sewage Disposal Systems. Boise, Idaho: Author. U. S. Department of Commerce, National Oceanic and Atmospheric Administration and Desert Research Institute. Western Regional Climate Center. [Online] Available: <http://www.wrcc.dri.edu/> (2007). U. S. Dept. of Labor, Occupational Safety and Health Administration. "CFR 29 Part 1926, subpart P: Safety and Health Resulations for Construction, Excavations. (1986)". [Online] Available: < www.osha.gov> (2007). U. S. Geological Survey. (2006). National Water Information System: Web Interface. [Online] Available: <httn://waterdata.usgs.~:ov/nwis> (2007). Copyright m 2007 Materials Testing & Inspection, Inc. 2791 South Victory Vew Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mai[ mti~mti-id.com • www.mti-id.com MATERIALS TESTING £s INSPECTION May 22, 2007 Page # 20 of 45 r:\boise\2007 reports\600-799\b70685g\b70685geotech.doc ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections APPENDICES ACRONYM LIST AASHTO: American Association of State Highway and Transportation Officials ACCP: Asphalt Cement Concrete Pavement ACHD: Ada County Highway District ASTM: American Society for Testing and Materials AU: Auger sample bgs: below ground surface CB: Carbide bit CBR: California Searing Ratio D: natural dry unit weight, pcf DB: diamond bit DM: Dames &. Moore sampling tube GS: grab sample IBC: International Building Code ISPWC: Idaho Standards for Public Works Construction ITD: Idaho Transportation Department LL: Liquid Limit M: water content N: Standard "N" penetration: blows per foot, Standard Penetration Test NP: nanplastic PCCP: Portland Cement Concrete Pavement PERM: vapor permeability PI: Plasticity Index PID: photoionization detector PVC: polyvinyl chloride Qc: cone penetrometer value, unconfined compressive strength, psi Qp: Penetrometer value, unconfined compressive strength, tsf Qu: Unconfined compressive strength, tsf SPT: Standard Penetration Test { 140:pound hammer falling 30 in. on a 2:in. split spoon) SS: split spoon (13/8:in. inside diameter, 2:in. outside diameter, except where noted) ST: shelby tube (3:in. outside diameter, except where noted) USCS: Unified Soil Classification System USDA: United States Department of Agriculture UST: underground storage tank V: vane value, ultimate shearing strength, tsf WT: apparent groundwater level Copyright ®2407 Materials Testing & Inspection. Gtic. 2791 South Victory View Way • Boise, ID 83709 (208) 376-4748 • Fax (208) 322-6515 E-Mail mti(~mti-id.com • www.mti-id.com MATERIALS TESTING Fs INSPECTION May 22, 2007 Page # 21 of 45 r:lboise12007 reports\600-7991670685g\b70685geotech.doc ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing 0 Special Inspections GEOTECHNICAL GENERAL NOTES RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION Coarse-Grained Soils SPT Blow Counts Fine-Grained Soils SPT Blow Counts N Ve Loose: <4 Ve Soft: <2 Loose: 4-10 Soft: 2-4 Medium Dense: 10-30 Medium Stiff: 4-8 Dense: 30-50 Stiff: 8-15 Ve Dense: >50 Ve Stiff: 15-30 Hard: >30 PARTICLE SIZE Boulders: >I2 in. Coarse-Grained Sand: 5 to 0.6 mm Silts: 0.075 to 0.005 mm Cobbles: 12 to 3 in. Medium-Grained Sand: 0.6 to 0.2 mm Cla s: <0.005 mm Gravel: 3 in. to 5 mm Fine-Grained Sand: 0.2 to 0.075 mm UNIFIED SOIL CLASSIFICATION SYSTEM Major Divisions Symbol SoII Descriptions Gravel & Gravelly GW Well-graded gravels; gravel/sand mixtures with little or no fines Soils Gp Poorly-graded gravels; graveUsand mixtures with little or no fines Coarse-Grained <50% r fraction GM Silty gravels; poorly-graded graveUsand/silt mixtures Soils <50% se coa passes No.4 sieve GC Clayey gravels; poorly-graded graveUsand/clay mixtures passes No.200 Sand & Sandy SW Well-graded sands; gravelly sands with little or no fines sieve Soils Sp Poorly-graded sands; gravelly sands with little or no fines >50% coarse fraction SM Sitty sands; poorly-graded sand/gravel/silt mixtures asses No.4 sieve SC Clayey sands; poorly-graded sand/gravel/clay mixtures ML Inorganic silts; sandy, gravelly or clayey silts Fine Grained Silts & Clays LL < 50 CL Lean clays; inorganic, gravelly, sandy, or silty, low to medium-plasticity cla s Soils >50% OL Organic, low-plasticity clays and silts passes No.200 ieve MH Inar anic, elastic silts; sand avell or cla a elastic silts s Silts & Clays LL > SO CH Fat clays; high-plasticity, inorganic clays OH Organic, medium to high-plasticity clays and silts Highly Organic Soils PT Peat, humus, hydric soils with high organic content Copyright ®2007 Mat°rials Testing & ]nspection, tnc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax {208) 322-6515 E-Mail mti~mti-id.com • www.mti-id.com MATERIALS TESTING ~s ~ NSPECTION May 22, 2007 Page # 22 of 45 r:lboise\2007 reports\600-799\b7068Sg1b7068Sgeotech.doc D Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-1 Date 5/8/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 11.0 Feet bgs Depth Field Description and Sample Sample Depth Qp Lab (Feet b s USCS Soil and Sediment Classification a Feet b s Test ID Sandy Lean Clay (CL): Brown, slightly 1.75- 0.0-2.0 moist, st~to very stiff, with fne grained sand 2.25 and or anic material to 0.8 foot. Silty Sand (SM): Brown to light brown, dry, 2 0-7 2 medium dense, weak calcium carbonate cementation, with fine grained sand and occasional 6 inch minus cobbles. Poorly Graded Sandy Gravel {GP): 7 2 11 0 Yellowish brown, dry, medium dense to dense, with fine to medium grained sand and S inch minus cobbles. Copyright ©2007 Materials Testing & Inspection, lnc. 2791 South Victory View Way • Boise, ID 83709 (208} 376-4748 • Fax (208} 322-6515 E-Mail mti(~m6-id.com • www.mti-id.com MATERIALS TESTING ~ INSPECTION May 22, 2007 Page # 23 of 45 r:\boise\2007 reports1600-799\b70b85g\b70685geoteeh.doc ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-2 Date 5/8/2007 Advanced: Excavated by: Struckman's Backhoe Service Depth to Water Table: Not Encountered Logged by: Liz Brown Location: See Site Map Plates Total Depth: 10.0 Feet bgs Depth Field Description and Sample Sample Depth Qp Lab {Feet b s USCS Soil and Sediment Classification T e eat b s Test ID Sandy Lean Clay (CL): Brown, slightly 0.0-2.6 moist, .stiff to very stiff, with fine grained sand 2.0-2.5 and or anic material to 0.9 foot. Silty Sand (SM): Brown to light brown, dry, 2.6-4.8 medium dense, weak calcium carbonate cementation, with ane rained sand. Poorly Graded Sandy Gravel (GP): yellowish brown, dry, medium dense to dense, 4.8-10.0 with fine to medium grained sand and 6 inch minus cobbles. GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-3 Date 5/8/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 16.5 Feet bgs Depth Field Description and Sample Sample Depth Qp Lab (Feet b s USCS Soil and Sediment Classification T e Feet b s Test ID Sandy Lean Clay (CL): Brown, slightly 0.0-1.0 moist, stiff to very stiff,' with fine grained sand 2.0-2.5 and or anic material to 0.8 oot. Silty Sand (SM): Brown, dry, medium dense, 1.0-b.2 moderate calcium carbonate cementation from 3.0 to 5.4 eat, with one ained sand. Poorly Graded Sand (SP): Brown to light 6.2-9.4 brown, dry, medium dense, with fine grained sand and occasional S inch minus cobbles. Poorly Graded Sandy Gravel (GP}: Light 9.4-16.5 brown, dry, medium dense to dense, with fine rained sand and 6 inch minus cobbles. Copyright ®2007 Materials Testing & Inspection, lnc. 2791 South Victory View Way • Boise, iD 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti®mti-id.com • www.mtl-id.com IV~ATERIAlS TESTING ~s' INSPECTION May 22, 2007 Page # 24 of 45 r:\boise\2007 reports\600-799\b70685g\b70685geotech.doc ^ Environmental Services 0 Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-4 Date 5/8/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 5.0 Feet bgs Depth Feet b s Field Description and USCS Soil and Sediment Classification Sample T e Sample Depth Feet b s Qp Lab Test ID Sandy Lean Clay (CL): Brown, slightly 1.75- 0.0-1.4 moist, stiff to very stiff, with fine grained sand 2 25 and or anic material to O.S oot. Silty Sand (SM): Brow n, dry, medium dense, 4-5 0 1 moderate to strong calcium carbonate . . cementation at 4.4 feet, with fine grained sand. Refusal because o cementation. GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-5 Date S/8/2007 Advanced: Excavated by: Struckman's Baekhoe Service Depth to Water Table: Not Encountered Logged by: Liz Brown Location: See Site Map Plates Total Depth: 13.7 Feet bgs Depth Field Description and Sample Sample Depth Qp Lab Feet b s) USCS Soil and Sediment Classification T e Feet b s Test ID Sandy Lean Clay (CL): Brown, slightly 0.0-2.4 moist, stiff to very stiff, with fine grained sand 2.0-2.5 and or anic material to 1.2 eet. Silty Sand (SM): Light brown, dry, medium dense, weak to moderate calcium carbonate 2.4-10.2 cementation from 2.4 to 8.8 feet, with fine rained sand. Poorly Graded Sandy Gravel (GP): Light brown, dry, medium dense to dense, with fcne 10.2-13.7 to medium grained sand and 6 inch minus cobbles. Copyright ©2007 Materials Testing & lnspcction, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mtiCc3mti-id.com • www.mti-id.com MATERIALS TESTING ~ INSPECTION May 22, 2007 Page # 2S of 45 r:\boise\2007 reports1600-799\b70685g\b70685geotecli.doc ^ Environmental Services ^ Geotechnical Engineering 0 Construction Materials Testing ^ Special Inspections GEOTECHNICAI. INVESTIGATION TEST PIT LOG Test Pit Log #: TP-6 Date 5/8/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Tatal Depth: 11.8 Feet bgs Depth Field Description and Sample Sample Depth Qp Lab Feet b s USCS Soil and Sediment Classification T e Feet b s Test ID Sandy Lean Clay (CL}: Brown, slightly 0.0-3.2 moist to dry, very stiff, with fine grained sand Bulk 0.2-0.4 3.0-3.75 R-value and or anic material to 0.9 oot. Silty Sand (SM): Brown to light brown, dry, 2-4 6 3 medium dense, Intermittent weak calcium . . carbonate cementation, with fine grained sand. Poorly Graded Sandy Gravel (GP): Light brown, dry, medium dense to dense, with fine 4.6-i 1.8 to medium grained sand and 6 inch minus cobbles. Lab Test ID M LL PI Sieve Anal sis - % - - #4 #10 #40 #100 #200 A 19.8 37 20 99 99 95 91 85.2 Copyright ®2007 Materials Testing & Inspection, lnc. 2791 South Victory View Way • Boise, ID 83709 (208) 376-4748 • Fax (208) 322-6515 E-Mail mti~mti-id.com • www.mti-id.com MATERIALS TESTING Fs' INSPECTION May 22, 2007 Page # 26 of 45 r:\boise12007 reports\600-799\b70685g\b70685geotech.doc ^ Environmental Services ^ Geotechnicai Engineering ^ Construction Materials Testing 0 Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-7 Date 5/8/2007 Advanced: Excavated by: Struckman's Backhae Service Depth to Water Table: Not Encountered Logged by: Liz Brown Location: See Site Map Plates Total Depth: 10.5 Feet bgs Notes: Water seepage at b.9 feet bgs. Depth Fieid Description and Sample Sample Depth Qp Lab Feet b s USCS Soil and Sediment Classification T e Feet b s Test ID Sandy Lean Clay (CL): Brown, slightly 0.0-2.0 moist, stiff to very stiff, with fine grained sand 2.0-2.75 and or anic material to 1.1 eet. 2 0-6 1 Silty Sand (SM): Reddish brown, dry, . . medium dense, with i.ne rained sand. Poorly Graded Sand (SP): Light brown, slightly moist to wet, medium dense, with fine 6.1-10.5 to medium grained sand and occasional 4 inch minus cobbles. Copyright ®2007 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 (208) 376-4748 Fax (208) 322-6515 E-Mail mti~mti-id.com • www.mti-id.com MATERIALS TESTING ~ INSPECTION May 22, 2007 Page # 27 of 45 r:\boise\2007 reports\600-7991b70685g\b70685geotech.doc ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Date Test Fit Log #: TP-8 Advanced: S/8/200'7 Excavated by: Struckman's Backhoe Service Depth to Water Table: Not Encountered Logged by: Liz Brown Location: See Site Map Plates Total Depth: 4.4 Feet bgs Depth Field Description and Sample Sample Depth Qp Lab Feet b s) USCS Soil and Sediment Classification T e Feet b s Test ID Sandy Lean Clay (CL): Brown, slightly 0.0-3.2 moist, stiff to very stiff, with fine grained sand 2.25-2.5 and or anic material to 0.7 oot. 2-4 7 3 Sandy Silt (ML): Light brown, dry, std to 2.0-2.5 . . ve stiff, with ane rained sand. Poorly Graded Sandy Gravel {GP): Light brown, dry, medium dense to dense, with fane 4.7-9.4 to medium grained sand and 6 inch minus cobbles. GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #; TP-9 Date S/$/2007 Advanced: Excavated by: Struckman's Backhoe Service Depth to Water Table: Not Encountered Notes: Water seepage at 8.4 feet bgs. Logged by: Liz Brown Location: See Site Map Plates Total Depth: 10.2 Feet bgs Depth Field Description and Sample Sample Depth Qp Lab Feet b s USCS Soil and Sediment Classification T e Feet b s Test ID Sandy Lean Clay (CL): Brown, slightly 0.0-2.4 moist, stiff to very stiff, with fine grained sand 2.0-2.5 and or anic material to 0.6 oot. 4-7 0 2 Sandy Silt (ML): Brown, slightly moist to 2.0-2.5 . . d , sti to ve sti ,with ftne rained sand. Poorly Graded Sand (SP): Brown, slightly 7 0-10 2 moist to wet, medium dense with fine to . . medium grained sand and occasional 4 inch minus cobbles. Copyright ©2007 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise,lD 83709 (208) 376-4748 • Fax (208) 322-6515 E-Mail mtiCc?mti-id.com • www.mti-id.com MATERIALS TESTING ~ INSPECTION May 22, 2007 Page # 28 of 45 r:lboise\2007 reports\600-7991b70685g\b70685geotecli.duc O Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-IO Date 5/8/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 9.2 Feet bgs Depth Field Description and Sample Sample Depth Qp Lab Feet b s USCS Soil and Sediment Classification T e Feet b s Test ID Sandy Lean Clay (CL): Brown, slightly 0.0-1.9 moist, very stiff, with fine grained sand and 2.25-2.5 or anic material to 0.5 oot. Silty Sand (SM): Light brown, dry, medium dense, weak to moderate calcium carbonate 1.9-7.0 cementation from 1.9 to 5.2 feet, with fine rained sand. Poorly Graded Sandy Gravel (GP): Brown, 7.09.2 dry, dense, with fine to medium grained sand and b inch minus cobbles. GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-1I Date 5/8/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 9.2 Feet bgs Depth Field Description and Sample Sample Depth Qp Lab Feet b s USCS Soil and Sediment Classification T e Feet b s Test ID Sandy Lean Clay (CL): Brown, slightly 0.0-2.3 moist, stiff to very stiff, with fine grained sand 2.0-2.5 and or anic material to 0.8 oot. 2 3-5 0 Silty Sand (SM): Brown to light brown, dry, . . medium dense, with the ained sand. Poorly Graded Sandy Gravel {GP): Reddish 2 0-9 5 brown, dry, dense to very dense, with fine to . . medium grained sand and 6 inch minus cobbles. Copyright 0 2007 Materials Testing & Inspection, lnc. 2791 South Victory View Way • Bofse, ID 83709 • (208) 376-4748 • Fax {208) 322-6515 E-Mail mti~mti-id.com • www.mtl-id.com MATERIALS TESTING Fs` INSPECTION May 22, 2007 Page # 29 of 45 r:lboise\2007 reports\600-799\b70685g\b70b85geotech.doc ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-12 Date 5/8/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Sackhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 11.1 Feet bgs Depth Field Description and Sample Sample Depth Qp Lab Feet b s USCS Soil and Sediment Classification T e Feet b s Test ID Sandy Lean Clay (CL): Brown, slightly 0.0-1.8 moist, stiff'to very stiff, with fne gained sand 2.0-2.5 and or anic material to 0.8 foot. 1 8-7 8 Sandy Silt (ML): Brown, slightly moist to 1,75- d , stifj`'to ve sti ,with ine rained sand. 2.25 Poorly Graded Sand (SP): Light brown, dry, 7.8-11.1 medium dense, with fne to medium grained sand and occasional 4 inch minus cobbles. GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-13 Date 5/8/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Baekhoe Service Depth to Water Table: Not Encountered Location: See Site Map Plates Total Depth: 4.6 Feet bgs Depth Feet b s Field Description and USCS Soil and Sediment Classification Sample T e Sample Depth Feet b s Qp Lab Test ID Sandy Lean Clay (CL): Brown, slightly 0.0-2.0 moist, stiff to very stiff, with.fine grained sand 2.0-2.5 and or anic material to 1?.7 foot. Silty Sand (SM): Light brown, dry, medium 0-4.6 2 dense, moderate to strong calcium carbonate . cementation, with f ne grained sand. Refusual because o cementation. Copyright ©2007 Materials Testing & Inspectio~t, Inc. 2791 South Victory View Way • Boise, ED 83709 • {208) 376-4748 • Fax (208) 322-6515 E-Mail mti~mti-id.com • www.mti-id.com MATERIALS TESTING ~ ~ NSPECTION May 22, 2007 Page # 30 of 45 r:lboise\2007 reporEs\600-799\b70685g\b70685geotech.doc O Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-14 Date 5/8/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 9.9 Feet bgs Depth Field Description and Sample Sample Depth Qp Lab Feet b s USCS Soil and Sediment Classification T e Feet b s Test ID Sandy Lean Clay (CL): Brown, slightly 0.0-1.6 moist, stiff to very stiff, with fine grained sand GS 0.2-0.4 2.0-2.5 B and or anic material to 1.0 oot. Silty Sand (SM): Brown to light brown, dry, 6-8 0 1 medium dense, moderate to strong calcium . . carbonate cementation from 4.1 to 8.0 feet, with fine rained sand. Poorly Graded Sandy (SP): Brown, dry, 8.0-9.9 medium dense, with fine to medium grained sand. Lab Test ID M LL PI Sieve Anal sis - % - - #4 #10 #40 #100 #200 B 21.9 40 20 100 100 98 91 84.4 GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-15 Date 5/9/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 11.3 Feet bgs Depth Feet b s Field Description and USCS Soil and Sediment Classification Sample T e Sample Depth eet b s Qp Lab Test ID Sandy Lean Clay (CL): Brown, dry, hard, 0.0-2.5 with fine grained sand and organic material to 4.S 1.0 oot. Silty Sand (SM): Brown to light brown, dry, 5-11 3 2 medium dense, intermittent weak calcium . . carbonate cementation, with fine grained sand. Copyright©2007 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 (208) 376-4748 • Fax (208) 322-6515 E-Mail mti®mti-id.com • www.mti-id.com MATERIALS TESTING Fs' INSPECTION May 22, 2007 Page # 31 of 45 clboise\2007 reports1600-799\b70b85g\b70685geotech.doc ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Fit Log #: TP-16 Date 5/9/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 14.3 Feet bgs Depth Feet b s Field Description and USCS Soil and Sediment Classification Sample T e Sample Depth Feet b s Qp Lab Test ID Sandy Lean Clay (CL): Brown, dry, hard, 0.0-2.0 with fne grained sand and organic material to 4.5 0.9 oot. Silty Sand (SM): Brawn to light brown, dry, 2.0-14.3 medium dense, weak calcium carbonate cementation, with one rained sand. GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-17 Date 5/9/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 12.5 Feet bgs Depth (Feet b s Field Description and USCS Soil and Sediment Classification Sample T e Sample Depth eet b s Qp Lab Test ID Sandy Lean Clay (CL): Brown, dry, hard, 0.0-3.0 with fine grained sand and organic material to 4.5 0.8 foot. Silty Sand (SM): Brown to light brown, dry, 3.0-12.5 medium dense, intermittent weak calcium carbonate cementation, with fine grained sand. Copyright ®2007 Matorials Testing & Inspection, lnc. 2791 South Victory View Way • Boise, ID 53709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mtiC~mti-id.com • www.mti-id.com MATERIALS TESTING Fs' INSPECTION May 22, 2007 Page # 32 of 4S r:\hoise12007 reports\600-799\670685g\b70685geotech.doc ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-18 Date 5/9/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 7.0 Feet bgs Depth (Feet b s Field Description and USCS Soil and Sediment Classification Sample T e Sample Depth Feet b s Qp Lab Test ID Sandy Lean Clay (CL): Brown, dry, hard, 0.0-3.1 with fine grained sand and organic material to 4•S 1. S feet. Sandy Silt (ML): Light brown, dry, hard, 1-7 0 3 moderate to strong calcium carbonate ~ S . . cementation, with fine grained sand. Re usal because of cementation. GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-19 Date 5/9/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 16.3 Feet bgs Depth Field Description and Sample Sample Depth Qp Lab Feet b s USCS Soil and Sediment Classification T e Feet b s Test ID Sandy Lean Clay (CL): Brown, dry, hard, 0.0-2.0 with fine grained sand and organic material to 4.5 1.4 eet. Sandy Silt (ML): Light brown, dry, hard, 2 0-8 1 weak to moderate calcium carbonate 4.S . . cementation from 4.8 to 8.1 feet, with fine ained sand. Poorly Graded Sandy Gravel {GP): Light 1-16.3 8 brown, dry, medium dense to dense, with frne . grained sand, some silt, and S inch minus cobbles. Copyright ®2007 Materials Telling & ]nspection, inc. 2791 South Victory View Way • Boise, ID 83709 • (208} 376-4748 Fax (208) 322-6515 E-Mail mti@mti-id.com • www.mti-id.com MATERIALS TESTING ~ INSPECTION May 22, 2007 Page # 33 of 45 r:lboise12007 reports\600-799\b70b85g1b70b85geotech.doc D Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-ZO Date 5/8/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 10.4 Feet bgs Depth Field Description and Sample Sample Depth Qp Lab Feet b s} USCS Soil and Sediment Classification T e eet b s Test ID Sandy Lean Clay (CL): Brown, slightly 0.0-2.9 moist, st~to very stiff, with fine grained sand 2.0-2.25 and or anic material to 1.0 oot. Silty Sand {SM): Brown to light brown, dry, 2 9-~ 2 medium dense, moderate to strong calcium carbonate cementation from 2.9 to 6.5 feet, with fine rained sand. Poorly Graded Sandy Gravel (GP): Yellowish brown, dry, medium dense to dense, 7.2-10.4 with fine to medium grained sand and 6 inch mi~tus cobbles. GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-21 Date 5/8/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 10.4 Feet bgs Depth Field Description and Sample Sample Depth Qp Lab Feet b s USCS Soil and Sediment Classification T e Feet b s Test ID Sandy Lean Clay (CL): Brown, slightly 0.0-2.3 moist, st~to very stiff, with fine grained sand 2.0-2.75 and or anic material to Q.6 oot. Sandy Silt (ML): Light brown, slightly moist 2.3-7.3 to dry, stiff to very stiff, with fine grained sand. 2.0-2.5 Graded to a sil sand with de th. Poorly Graded Sand (SP): Light brown, dry, 7.3-10.4 medium dense, with fine to medium grained sand and occasional 5 inch minus cobbles. Copyright ®2007 Materials Testing & Inspection. Inc. 2791 South Victory View Way • Boise, ID 83709 • (208} 376-4748 • Fax (208) 322-6515 E-Mail mtiC~?mti-id.com • www.mti-id.com MATERIALS TESTING ~ INSPECTION May 22, 2007 Page # 34 of 45 r:\boise\2007 reports\600-799\b70685g1b70685geotech.doc ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-22 Date 5/8/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 10.0 Feet bgs Depth Field Description and Sample Sample Depth Qp Lab Feet b s USCS Soil and Sediment Classification T e Feet b s Test ID Sandy Lean Clay (CL): Brown, slightly 1.75- 0.0-3.5 moist, stffto very stiff, with fine grained sand 2.25 and or anic material to 0.8 oot. Silty Sand (SM): Light brown, dry, medium 3.5-6.7 dense, moderate to strong calcium carbonate cementation, with Ine rained sand. Poorly Graded Sandy Gravel {GP): Light 6 7-10 0 brown, dry, medium dense to dense, with~ne . . to medium grained sand and 6 inch minus cobbles. GEOTECHNICAIL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-23 Date 5/8/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 11.5 Feet bgs Depth Field Description and Sample Sample Depth Qp Lab Feet b s USCS Soil and Sediment Classification T e eet b s Test ID Sandy Lean Clay (CL): Brown, slightly 0.0-3.0 moist, stiff to very stiff, with fine grained sand 2.0-2.5 and or anic material to 0.7 oot. Silty Sand (SM): Light brown, dry, medium 3.0-7.4 dense, intermittent weak calcium carbonate cementation, with ine ained sand. Poorly Graded Sand (SP): Light brown, dry, 7.4-11.5 medium dense, with fine to medium grained sand. Copyright ~i 2007 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 {208) 376-4748 • Fax {208) 322-6515 E-Mail mti~mti-id.com • www.mti-id.com MATERIALS TESTING Fs ~ NSPECTION May 22, 2007 Page # 35 of 45 r:lboise12007 reports1600-799\b70685g1b70685geotech.doc ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-24 Date 5/9/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 13.5 Feet bgs Depth Field Description and Sample Sample Depth Qp Lab Feet b s USCS Soil and Sediment Classification T e Feet b s Test ID Sandy Lean Clay (CL}: Brown, dry, hard, ' 0.0-2.4 with fine grained sand and organic material to 4.5 1.3 eet. Sandy Silt (ML): Light brown, dry, hard, 2.4-11.4 weak to moderate calcium carbonate 4.5 cementation, with ane rained sand. Poorly Graded Sand (SP): Yellowish brown, 11.4-13.5 day, medium dense to dense, with fine grained sand and occasional S inch minus cobbles. GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-2S Date 5/9/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 12.4 Feet bgs Depth Field Description and Sample Sample Depth Qp Lab Feet b s USCS Soil and Sediment Classification T e Feet b s Test ID Sandy Lean Clay (CL}: Brown, dry, hard, 0.0-1.9 with fne grained sand and organic material to 4.5 1. S eet. Sandy Silt (ML): Light brown, dry, hard, 1.9-11.0 weak to moderate calcium carbonate 4.5 cementation, with ane rained sand. Silty Sand (SM}: Brawn, dry, medium dense, 11.0-12.4 moderate calcium carbonate cementation, with fine rained sand. Copyright ©2007 Materials Testing & inspection, lnc. 2791 South Victory View Way • Boise, ID 83709 (208) 376-4748 • Fax (208) 322-6515 E-Mall mtiC~mti-id.com • www.mti-id.com MATERIALS TESTING ~ INSPECTION May 22, 2007 Page # 36 of 4S r:lboise12007 reports\b00-7991b70685g\b70685geotech.doc O Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing O Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-26 Date 5/9/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 12.2 Feet bgs Depth (Feet b s Field Description and USCS Soil and Sediment Classification Sample T e Sample Depth eet b s Qp Lab Test ID Sandy Lean Clay (CL): Brown, dry, hard, 0.0-2.1 with f ne grained sand and organic material to 4.5 1.4 eet. Sandy Silt (ML): Light brown, dry, hard, 2.1-12.2 weak to moderate calcium carbonate 4.5 cementation, with the rained sand. GEOTECHNICAI. INVESTIGATION TEST PIT LOG Test Pit Log #: TP-27 Date 5/9/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 4.2 Feet bgs Depth (Feet b s Field Description and USCS Soil and Sediment Classification Sample T e Sample Depth Feet b s Qp Lab Test ID Sandy Lean Clay (CL): Brown, dry, hard, 0.0-1.3 with fine grained sand and organic material to 4.5 0.4 oot. Poorly Graded Sandy Gravel (GP): Light 2 3-4 1 brown, dry, medium dense to dense, moderate . . to strong calcium carbonate cementation, with the rained sand. Copyright 6~ 2007 Materials Testing & Inspection, lnc. 2791 South Victory View Way • Boise, ID 83709 (208) 376-4748 • Fax (208) 322-6515 E-Mail mtiC~rnti-id.com • www.mti-id.com MATERIALS TESTING ~ ~ NSPECTION May 22, 2007 Page # 37 of 45 r:\boise12007 reports1600-799\b70685g\b70685geotech.doc ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing O Special Inspections GEOTECHNiCAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-28 Date 5/9/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 10.0 Feet bgs Depth Field Description and Sample Sample Depth Qp Lab Feet b s USCS Soil and Sediment Classification T e Feet b s Test ID Poorly Graded Gravel Fill (GP-FILL): Light brown, dry, loose to medium dense, with 0.0-1.3 fine grained sand, 5 inch minus cobbles, and or anic material to 0.5 oot. 3-4 2 1 Silty Sand (SM): Brown to light brown, dry, . . medium dense, with ane rained sand. Poorly Graded Sandy Gravel (GP): Light 4.2-10.0 brown, dry, medium dense to dense, with fine rained sand and 6 inch minus cobbles. GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-29 Date 5!9/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Depth to Water Table: Not Encountered Location: See Site Map Plates Total Depth: 9.1 Feet bgs Depth Field Description and Sample Sample Depth Qp Lab Feet b s USCS Soil and Sediment Classification T e Feet b s Test ID Sandy Lean Clay (CL): Brown, slightly 0.0-2.0 moist, very stiff; with fne grained sand and 4.5 or anic material to 0.9 oot. 2 0-6 0 Sandy Siit (ML): Light brown, slightly moist 4.5 . . to d ,hard, with cne rained sand. Poorly Graded Sandy Gravel (GP): Light 6.0-9.1 brown, dry, medium dense to dense, with fine rained sand and 6 inch minus cobbles. Copyright ®2007 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208} 322-6515 E-Mail mti~mti-id.com • www.mti-id.com MATERIALS TESTING ~ INSPECTION May 22, 2007 Page # 38 of 45 r:\boise\2007 reports\600-7991b70685g1b70685geotech.doc ^ Environmental Services D Geotechnical Engineering ^ Construction Materials Testing D Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-30 Date 5/9/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 8.7 Feet bgs Depth Field Description and Sample Sample Depth Qp Lab Feet b s USCS Soil and Sediment Classification T e Feet b s Test ID Sandy Lean Clay (CL): Brown, dry, hard, 0.0-1.5 with fine grained sand and organic material to 4.5 1.0 foot. 1 2 5-6 Sandy Silt (ML): Light brown, slightly moist 4 5 . . to d ,hard, with the rained sand. Poorly Graded Sandy Gravel (GP): Light 6.2-8.7 brown, dry, medium dense to dense, with fine rained sand and 6 inch minus cobbles. GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-31 Date 5/9/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 12.4 Feet bgs Depth Field Description and Sample Sample Depth Qp Lab Feet b s USCS Soil and Sediment Classification T e eet b s Test ID Sandy Lean Clay {CL): Brown, dry, hard, 0.0-1.4 with fine grained sand and organic material to 4.5 1.0 oot. Silty Sand (SM): Light brown, dry, medium i.4-5.3 dense, moderate to strong calcium carbonate cementation, with the rained sand. 3-12 4 5 Poorly Graded Sand (SP): Light brown, dry, . . medium dense, with one rained sand. Copyright ~+ 2007 Materials Testing & Inspection. [nc. 2791 South Victory View Way • l3oise, ID 83709 • (208} 376-4748 • Fax (208) 322-6515 E-Mail mti~mti-id.com • www.mti-id.com MATERIAfLS TESTING Fs` INSPECTION May 22, 2007 Page # 39 of 45 r:\boise12007 reports1600-7991b70685g\b70685geotecit.doc ^ Environmental Servit;es ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections GEOTECHNICAI. INVESTIGATION TEST PIT LOG Test Pit Log #: TP-32 Date 5/9/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 13.3 Feet bgs Depth Feet b s Field Description and USCS Soil and Sediment Classification Sample T e Sample Depth Feet b s Qp Lab Test ID Sandy Lean Clay (CL): Brown, dry, hard, 0.0-2.0 with fine grained sand and organic material to 4.5 1.2 eet. Sandy Silt (ML}: Light brown, dry, hard, 2.0-13.3 weak to moderate calcium carbonate 4.5 cementation, with me rained sand. GEOTECHNICAIL INVESTIGATION TEST PIT LOG Date Test Pit Log #: TP-33 Advanced: 5/9/2007 Logged by: Liz Brown Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 10.0 Feet bgs Depth Feet b s Field Description and USCS Soil and Sediment Classification Sample T e Sample Depth Feet b s Qp Lab Test ID Sandy Lean Clay (CL}: Brown, dry, hard, 0.0-1.5 with fne grained sand and organic material to GS 0.2-0.4 4.5 C 0.9 oot: Silty Sand (SM): Light brown, dry, medium 1.5-10.0 dense, weak calcium carbonate cementation, with me ained sand. Lab Test ID M LL PI Sieve Anal sis - % - - #4 #10 #40 #100 #200 C 9.6 37 21 99 97 89 81 70.4 Copyright ®2007 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 (208) 376-4748 • Fax {208) 322-6515 E-Mail mtiC~mti-id.com • www.mti-id.com MATERIALS TESTING Fs' INSPECTION May 22, 2007 Page # 40 of 45 r:\boise12007 reports\600-799\670685g1b70685geotech.doc ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-34 Date 5/92007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Nat Encountered Total Depth: 7.2 Feet bgs Depth Feet b s Field Description and USCS Soil and Sediment Classification Sample T e Sample Depth Feet b s Qp Lab Test ID Sandy Lean Clay (CL): Brown, dry, hard, 0.0-1.4 with fine grained sand and organic material to 4.5 1.4 eet. Poorly Graded Sandy Gravel (GP): Brown, dry, dense to very dense, with f ne grained 1.4-7.2 sand and 6 inch minus cobbles. Calcium carbonate cementation in upper 12 inches. GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-35 Date 5/9/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Depth to Water Table: Not Encountered Location: See Site Map Plates Total Depth: 10.1 Feet bgs Depth Field Description and Sample Sample Depth Qp Lab Feet b s USCS Soil and Sediment Classification T e Feet b s Test ID Sandy Lean Clay (CL): Brown, dry, hard, 0.0-2.0 with fine grained sand and organic material to 4.5 0.8 oot. Silty Sand (SM): Light brown, dry, medium 2 0-7 7 dense, moderate to strong calcium carbonate cementation from 2.0 to 6.0 feet, with fine rained sand. Poorly Graded Sandy Gravel (GP): Brown, 7.7-10.1 dry, dense to very dense, with fine grained sand and 6 inch minus cobbles. Copyright ®2007 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 (208) 376-4748 • Fax (208) 322-6515 E-Mail mtiC~?mti-id.com • www.mti-id.com IVIATERIA~S TESTING ~ INSPECTION May 22, 2007 Page # 41 of 45 r:\boise12007 reports\600-799\b70685g1b70685geotech.doc ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing O Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-36 Date 5/9/2007 Logged by: Liz Brown Advanced: Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 9.1 Feet bgs Depth Field Description and Sample Sample Depth Qp Lab Feet b s USCS Soil and Sediment Classification T e Feet b s Test ID Sandy Lean Clay (CL): Brown, dy, hard, 0.0-2.0 with fine grained sand and organic material to Bulk 0.2-0.8 4.5 R-value Q.8 oot. Poorly Graded Sandy Gravel (GP): Light 2.0-7.4 brown, dry, medium dense to dense, with fine grained sand, some silt, and 6 inch minus cobbles. 7.4-9.1 Poorly Graded Sand (SP): Light brown, dry, medium dense, with fne rained sand. Lab Test ID M LL PI Sieve Anal sis - % - - #4 #10 #40 #100 #200 D 12.8 47 29 100 9$ 84 65 56.2 Copyright ®2007 Materials Testing & fnspcction, lnc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 Fax (208) 322-6515 E-Mail mti~mti-id.com • www.mti-id.com MATERIALS TESTING Fs' INSPECTION May 22, 2007 Page # 42 of 45 r:\boise\2007 reports1600-799\b70685g1b70685geotech.doc ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections GRAVEL EQUIVALENT METHOD -PAVEMENT THICKNESS DESIGN PROCEDURES Pavement Section Dasign Location: Cavanaugh Subdivision, No Truck Access Average Daily Traffic Count: Design Lifc: Traffic Indox: Climate Factor: Subgrndc CBR Value: R-Value of Aggregate Base: R-Value of Granular Borrow: Subgrade R-Value: Expansion Pressure of Subgrade: Unit Weight of Base Materials: All Lanes & Both Directions 20 Years G.00 1 R-Value of Subgrade: 9.00 4 Subgrade Mr: 6,000 80 60 9 0.28 130 Total Design Lifc 18 kip ESAL's: 33,131 ASPHALTIC CONCRETE: Gravel Equivalent, Calculated: 0.384 Thickness: 0.196923077 Use° 2.5 Inches Gravel Equivalent, ACTUAL: 0.41 CRUSHED AGGREGATE BASE: Gravel Equivalent (Ballast}: 0.748 Thickness: 0.329 Use- 4 Inches Gravel Equivalent, ACTUAL: 0.773 GRANULAR BORROW: Gravel Equivalont (Ballast): 1.747 Thickness: 0.974 Use= 12 Inches Gravel Equivalent, ACTUAL: 1.773 TOTAL Thickness: 1.542 Thickness Required by Exp. Pressure: 0.310 Design Depth Substitution Incites Ratios Asphaltic Concrete (at least 2.5): 2.50 1.95 Asphalt Treated Base (at least 4.2): 0.00 Cement Treated Base (at ]cast 4.2): 0.00 Untreated Aggregate Base (at least 4.2): 4.00 1.10 Granular Borrow (ut least 4.2): 12.00 1.00 Copyright 0 2007 Materials Tasting & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 (208) 376-4748 • Fax (208} 322-6515 E-Mail mti®mti-id.com • www.mti-id.com MATERIALS TESTING Fs INSPECTION May 22, 2007 Page # 43 of 45 r:\boise12007 reports\600-799\b70685g\b70685geotech.doc ^ Environmental Services O Geotechnical Engineering ^ Construction Materials Testing D Special Inspections GRAVEL EQUIVALENT METHOD -PAVEMENT THICKNESS DESIGN PROCEDURES Pavement Section Design Location: Cavanaugh Subdivision, Truck Access Average Daily Traffic Count: Design Life: Traffic Index: Climate Factor: Subgrade CBR Value: R-Value of Aggregate Base: R-Value of Granular Borrow: Subgrade R-Value: Expans[on Pressure of Subgrade: Unit Welght of Base Materials: All Lanes & Both Directions 20 Years 8.00 1 R-Value of Subgrade: 9.00 4 Subgrade Mr: 6,000 80 60 9 0.28 130 Total Design Life 18 kip ESAL's: 371,659 ASPHALTIC CONCRETE: Gravel Equivalent, Calculated: 0.512 Thickness: 0.2G25G4103 Use= 3.5 Inches Gravel Equivalent, ACTUAL: 0.57 CRUSWED AGGREGATE BASE: Gravel Equivalent (Ballast): 1.024 Thickness: 0.414 Use = 6 Inches Gravei Equivalent, ACTUAL: 1.1 19 GRANULAR BORROW: Gravel Equivalent (Ballast): 2.330 Thickness: 1.211 Use= 16 Inches Gravel Equivalent, ACTUAL: 2.452 TOTAL Thickness: 2.125 Thickness Required by Exp. Pressure: 0.310 Asphaltic Concrete (at least 2.5): Asphalt Treated Base (at least 4.2): Cement Treated Basc (at least 4.2}: Untreated Aggregate Base (at least 4.2): Granular Borrow (at least 4.2): Design Depth Substitution Inches Ratios 3.50 1.95 0.00 0.00 6.00 1.10 16.00 1.00 Copyright ®2007 Mat~7ials Testing & Inspection. Inc. 2791 South Victory View Way • Boise, ID 83709 (208) 376-4748 • Fax (208} 322-6515 E-Mail mti~mti-id.com • www.mti-id.com MATERIALS May 22, 2007 TESTING Fs Page # 44 of 45 INSPECTION r:\boise12007 reports1600-799\b70685g\b70685geotech.doc ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing O Special Inspections R-VALUE LABORATORY TEST DATA Source and Descri lion: TP-6 0.0-0.5' Date Obtained: 5/10/2007 Sam le ID: 6605 Sampling and ASTM D75: AASHTO T2: X AASHTO X ASTM I're aration: T87/T146: D421/D2217: Test Standard: ASTM AASHTO Idaho T8: X D2844: T 190: Sam le A B C D Densi lb/ft 92.5 88.4 84.5 Moisture Content % 25.9 30.7 32.2 Ex ansion Pressure si .18 .28 .09 Exudation Pressure si 284 159 87 R-Value 11 6 4 R-Value @ 200 psi Exudation Pressure = 9 i ! 9 3.0 . I R Value vs. Exudation Pressure -~ I i i 12.a I 11.0 10.0 i ~ ~ 3 9.0 i EL 8.0 7.0 6.0 5.0 ! 4.0 Copyright ®2007 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 {208) 376-4748 • Fax {208) 322-6515 E-Mail mti~mti-id.com • www.mti-id.com 275 225 175 925 75 Exudation Pressure (psi) MATERIA>`S May 22, 2007 TESTING ~ Page # 45 of 45 INSPECTION r:\boise12007 reports\600-799\b70685g\b70685geotech.doc ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections R-VALUE LABORATORY TEST DATA Source and Descri tion: TP-37 0.2-0.8' Date Obtained: 5/9/2007 Sam le ID• 6601 Sampling and ASTM D75: AASHTO T2: X AASHTO X ASTM Pre aration: T87/T146: D421/D2217: Test Standard: ASTM AASHTO Idaho T8: X D2844: T190: Sam le A B C D Densi lb/ 94.1 80.7 82.3 Moisture Content % 20.8 37.3 30.8 Ex ansion Pressure si 0.9 5 0.09 0.09 Exudation Pressure si 293 166 149 R-Value 19 10 7 R-Value @ 200 psi Exudation Pressure =12 R Value vs. Exudation Pressure ~ f 20.0 19.0 18.0 17.0 16.0 15.0 ~ 14.0 i ~ 13.0 12.0 ~ 11A 10.0 9.0 8.0 7.0 6.0 I 5.0 275 225 i75 125 I Exudation Pressure (psi) i I Copyright a9 2007 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 (208) 376-4748 Fax {208) 322-6515 E-Mail mtiC~mti-id.com • www.mti-id.com m ~ 111 ~ Z ~ 'i 0 ~~ J L7 W ' ~ ~ ~ al C C O N •~ 7 ~ ~J~~ ~ ~ f/~ f(/7' ~ v)vFQ cfQ Or-~ °UW cW •~~,~ ~ c ~ H~ ~° ~m a d~~~"~ gZ ~ 4~! m CV `3 . A ~ ~o ~ F ~'2~ ~ J y fn~ CNV N • ~/d r ...~ e ~ r ea,k .. • ~ .a ~. ~. ~ ..... . ~=/ r ,t ~ r' 4 ~ . .,.. , .F . n t o '~.~.~ :~~,~ ~ .... Y ••j ~ ~ .f t ~ 6 w ~' - ;ii ; - 1 Dots r i~ ~ J? 8 , ~ •q ~ ~ 1 ... .. v i a ~ ' ........... ~ y ~ • ..._ .....__... .. .......~ ~.. . / ~~ I M ~ • • ~ i ri .... i E ~% Ys:~ ~ _ .. ~ ~. . ,. ~ ..: t ti •~ ' M.. ._ w .n. >' L ~ ~: . _ ~ ._ .. l x .` .~ _ .-y... ,_ C ..~ ..... _.. _ _ __ _.~__-..: _ . _ .' ._._ __ ... ...... ...._ _ ~ . ___ _ _ _. _ _ . Q L ,< ~ ~: :... ii :- 's ~ tea # ~ ~ u r . ~ 1 • ~ C ~ f j ,q ~ i ~` ~ ~l 1` ~/ I 1 i ~~ $.~_. ~.._.:... " fi ~ ~ ~ ~{ ___ 1 7 ~ _.'.___ ~ ' _ . _.. _ .... ... ~.. a.i. r y - ' I ~ _ ~~ o'~ f PpR y • ~.. ~ f J _ ~ ~ ~ M E .n K Z fi~ 'a r ~ i ... ... ' d ~~a ~ . r ~ n ~ 8 ~ .. , . 4: ~' ~, . 1 ~ ~ .. IN .. ... .... . ~ .. ~ ~ ~ __ . - ~~ ~ ~ - -- ~ ~ .e wo fYy ~ i ' i ' a i • • ~~ r• ~ ~ O ~a ~ o•` ~ 1~ X b O ~ ~ y ^, ...,, .. ~ .gym,. ~ M ~ ~. 3 •, 4ry~ + {~ ~ '' ~~ r ~,,, ~_ ~: N rI 10 J ~ ~~ ' ~~ n , ~ ' ~ A J 1 1 ' ~ I ® m ~ ~ r ,. ' . ~ 1 / . l v o; ~ { i ~V e ,} _ ~° w V . ' ~ .., S ~ . _,. _. ~ ~ ~~ ~ ~ ~~ i rr ~ / `1 1~~ ~- ~ O Z ~ ~p U O z • G Z !.7 J i i m ~ i € ~_ b ~ ~ C ~ ~ t7J ~ ~ e ~ H L W iY V ~ Q ~ 5 L° W ~ tq~ g A Q ~ FV {~ b ~ •~ ~~O N ~ z ~~° ~? W Z ~ ~ iz ~ ~~ 'rj _ ~ ~ ~~ i ~ ~ Nm i Z ~ i i i i i ~ m ~®~ i i i i i i i i a i 2 o ~m ~m i i i i i i i i i i i i ~m ~m i m Q- `~ ~ i r i i i ^ ~y i i i i i i i i ~~ ~m i i i i i ~m 4 Z i i i i i i i -~ i ~i ~m ~ ~m 5 I j ~ j i I I ~m ~ i ~ ~ ~m Z ~m ~ ~m i -._._._._._._. ._._.~._._._._._._._._._._._._._._._._._.....~._.~.~._._.~._._._.~._..J Peon ue!Wal9 Hearing Date: May 7, 2013 File No.: FP-13-017 Project Name: Red Wing Subdivision Request: Request for final plat consisting of 48 single-family residential and lmulti-family residential building lots and 9 common/other lots on 31.11 acres in the R-4 & R-15 zoning districts, by W. H. Moore Company. Location: The site is located on the southeast corner of S. Meridian Road (SH 55) & E. Victory Road, in the NW '/4 of Section 30, Township 3N., Range lE. FINAL 4/11/2013 ADA COUNTY STREET NAME EVALUATION SUBDIVISION NAME: RED WING SUB AGENCY and AGENCY FILE NO: Meridian SECTION/ TOWNSHIP/ RANGE: 30 3N 1E DEVELOPER: The Land Group ~W~n~ r-~ The street name comments listed below are made by the members of the ADA COUNTY STREET NAME COMMITTEE (Under the direction of the Ada County Assessor) regarding this development in accordance with the Ada County Street Narne Ordinance. Overall final street names are subject to change at Final Plat phase levels due to design changes, time restraints and/or previous recorded plat street alignments. THE FOLLOWING EXISTING STREET NAMES SHALL APPEAR ON THE PLAT: S. MERIDIAN RD ` ~ ' E. VICTORY RD V THE FOLLOWING PROPOSED STREET NAMES ARE APPROVED: S. ANDROS AVE ~ ~~ S. ANDROS WAY ~ ~ S. BLACKSPUR AVE ~ E. BOARDWALK ROW DR ° / ` S. CANNON WAY ~ ~ E. GANNETT ST` ~ E. WHISKEY FLATS STS ~'' THE FOLLOWING PROPOSED STREET NAMES ARE DENIED: THE FOLLOWING CHANGES OR CORRECTIONS NEED TO BE MADE: NOTE: IF THERE ARE CORRECTIONS AND CFIANGES RECOMMENDED, PLEASE MAKE THESE CHANGES ON THE SUBDIVISION PLAT AND RESUBMIT TO THE COMMITTEE. A FINAL REVIEW WI'T'H NO CHANGP:S REQ[J[RL'D AND TILE MATCHING PLAT MUST BE PRESENTED TO TIIE ADA COUNTY ENGINEt:R A'1"TIME OF RECORDING. ADA ('OUN`I'Y ASSESSOR Representative ~..,,,, DA'CE `t -11 -1_~ MERIDIAN Representative DA'I'S `f • ~~' ~3 r, ; , FIRE Representative ~~fl.:~~~-~~`~~'ti='"`~ DATE `'~ ~~ ~ 'S .~ ~ _ ~ ADA COUN'T'Y I-IIGHWAY DIS. 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