HomeMy WebLinkAboutMoose Creek Sub PP App
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TRANSMITTALS TO AGENCIES FOR CQMMENTS ON
DEVELOPMENT PROJECTS WITH THE CITY OF MERIDIAN
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insure that your comments and recommendations will be considered by
the Meridian Planning and Zoning Commission please submit your
comments and recommendations to Meridian City Hall
Attn: Will Berg, City Clerk, by: March 8, 2007
Transmittal Date: February 8, 2007 File No.: PP 07-004 "
Hearing Date: March 15, 2007
Request: Public Hearing- Preliminary Plat approval of 7 single-family
residential building lots and 2 common area lots on 1.96 acres in an
R-4 zone for Moose Creek Subdivision.
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By: Moose Creek Construction
Location of Property or Project: 4275 N. Jones Creek Lane
_ Steve Siddoway (no FP)
David Moe (no FP)
Wendy Newton-Huckabay (No FP)
Michael Rohm (No FP)
Keith Borup (No FP)
_ Tammy de Weerd, Mayor
Charlie Rountree, CIC
Joe Borton, CIC
Keith Bird, CIC
David Zaremba CIC
Water Department
Sewer Department
Sanitary ServiceS(No VAR, VAG, FP)
Building Department / Rich Greene
Fire Department
Police Department
City Attorney
City Engineer
City Planner
_ Parks Department
_ Economic Dev. (CUP only)
:] Your Concise Remarks:
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Meridian School District (No FP)
Meridian Post Office(FP/Pp only)
Ada County HighWay District
Ada County Development Services
Central District Health
Nampa Meridian Irrig. District
Settlers Irrig. District
Idaho Power CO. (FP,PP,GUP)
Owest (FP/PP only)
Intermountain Gas (FP/PP only)
Bureau of Reclamation (FP/PP only)
Idaho Transportation Dept. (No FP)
Ada County Ass. Land Records
Downtown Projects:
Meridian Development Corp.
Historical Preservation Comm.
South of RR / SW Meridian:
NW Pipeline
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File No.:
Request:
Location:
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PP-07 -004
Preliminary Plat approval of7 single-family residential building lots and 2
common area lots on 1.96 acres in an R-4 zone for Moose Creek Subdivision, by
Moose Creek Construction.
4275 N. Jones Creek Lane, in the NW Y4 of Section 10, T.3N., R.l W.
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1 Planning Department
COMMISSION & COUNCIL REVIEW APPLICATION
Type of Review Requested (check all that apply)
o Annexation and Zoning
o Comprehensive Plan Map Amendment
o Comprehensive Plan Text Amendment
o Conditional Use Permit
o Conditional Use Permit Modification
o Final Plat
o Final Plat Modification
o Planned Unit Development
[it Preliminary Plat
o Rezone
o Time Extension (Commission or Council)
o UDC Text Amendment
o Vacation (Council)
o Variance
o Other
STAFF USE ONLY:
File number(s):
..... :
~ommission 0 Council
Hearing dpte:
Applicant Information
Applicant name: '-fY\t)(\~" C:vo\.-~(\ C.Ac;,,"..li/t}'..'U\ \,
Applicant address: '~2. 0 Y"I ffi.J1A leA , PIN \to", ..A. ~u, ~ ~
Applicant's interest in property: ~Own 0 Rent 0 Optioned 0 Other
Owner name: '--{'(\(r)~" C ~Q.~11 c.CJr\S\.\I\/c.h<\
Owner address: \~.r.lD \..t\ 'ffi~lC.l',o::'v"\ Q.. (Y.rl ~lJlto ~
Phone: iqs -Co? ':0
Zip: 'is4~4~:t..
Phone: <2S4 r -UfLlD
Zip: ~\.ou.'L
E~,\{l\.t C!1A\(\:j
Phone:
Zip: '1<-61 u,:s;
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Agent name (e.g., architect, engineer, developer, representative): '"~II\.{ c...~ ~
Firm name:
Address:
Primary contact is: 0 Applicant 0 Owner ]8f Agent 0 Other
Contact name: ~Ilo.;. ,<;>",/t 1\ A- \ l ~,{\;-Q,_'v\P t;..c J
E-mail: ~~bv\:I\,"L)e- ~'Ji~- FV'\~' M'",^ir"\c,,\ r av\.
Phone: ~'l, y y - "" ""I uO
Fax: 3~~ 2 "'lIS()
Subject Property Information
Location/street address: '-\ 1. \ S" N l.\ lJf..e.. ~ Q I( O~, '-..\ G...fI....Q
\ .. ..... ...
Assessor's parcel number( s): ~ ~ ':::1-:3> \ -:!r- ~ Lx:.> 2.0
Township, range, section: b\l\.") \ '^ 1 \ (")
Current land use: 0)~.J) C\. "'" ~:L\. ~
Total acreage: \ C\\.n- \O\("~
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Current zoning district: ~l-\,
660 E. Watertower Lane, Suite 202 . Meridian, Idaho 83642
Phone: (208) 884-5533 . Facsimile: (208) 888-6854 . Website: www.meridiancitv.org
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Project Description
Project/subdivision name: Y'(\ (~)"'Q. c." I.C!..'L ~ l)'oc\w\c:..i 0(\
General description of proposed project/request:
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Proposed zoning district(s): t,- '--\ - (t Jvll U\. t ~ ~(\:J
Acres of each zone proposed: , . ~ \..0 Pt C".L ~
Type of use proposed (check all that apply):
p! Residential 0 Commercial 0 Office 0 Industrial 0 Other
Ameniti" provided with this development (if applicable), 0<",,,,,,,, '<Q',,, ,It" "'L:J ~ ~
Who will own & maintain the pressurized irrigation system in this development? \101} (..., . :IA I d",- ~II'\~
Which irrigation district does this property lie within? ~..M.Ok~, {'{\~. ~ U..cM.~~P.<L-", ~.Q~
Primary irrigation source: (l~fu...~, ""' Secondary: ~ \ \-L-
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Square footage of landscaped areas to be irrigated (if primary or secondary point of connection is City water):
ReSidential Project Summary (if applicable)
Number of residential units: _
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Number of building lots:
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Number of common and/or other lots:
Proposed number of dwelling units (for
1 Bedroom:
developments only):
2 or more Bedrooms: (\ I 1\
Minimum square footage ofstructure(s) (excl. garage): Proposed building height:
Minimum property size (s.t): Average property size (s.f.):
Gross density (DU/acre-totalland): Net density (DU/acre-excluding roads & alleys): 3d1f.\
Percentage of open space provided: Acreage of open space:
Percentage of use able open space:",m".m...." (See Chapter 3, Article G, for qualified open space)
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Type of open space provided in acres (i.e., landscaping, public, common, etc):
Type of dwelling(s) proposed: ~ingle-familY 0 Townhomes 0 Duplexes 0 Multi-family
Non-residential Project Summary (if applicable)
Number of building
Other lots:
:::::--.~~....~~:~~~~~~~~==.:.""".:.:.:. ... ...........- .~....~:.-..:;" ......
Gross floor area proposed: Existing (if applicable ):,~mm m~ 'or :",""'~ '
Hours of operation (days and hours ):,'~".-__,~,~'~"""m___mm______m Building height:
Percentage of site/project devoted to the following:
Landscaping: Building: Paving:
Total number of employees: Maximum number of employees at anyone time:
Number and ages of students/children (if applicable): Seating capacity:
Total number of parking spaces provided: Number of compact spaces provided:
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Authorization
Date:
. Watertower Lane, Suite 202 . Meridian, Idaho 83642
Facsimile: (208) 888-6854 . Website: www.meridiancity.org
2
Print applicant name:
Applicant signature:
BRIGGS ENGINEERING, Inc.
I!NGI~/~/SURVEYORS
1800 West Overland Road
Boise, Idaho 83705 - 3142
Voice (208) 344-9700
Fax (208) 345-2950
E-mail sabrinaw@briggs-engineering.com
February 7, 2007
Honorable Mayor and Meridian City Council
30 East Idaho Avenue
Meridian, Idaho 83642
RE: Application for Preliminary Plat
On behalf of my client Moose Creek Construction, please accept this application for
Preliminary Plat for Moose Creek Subdivision. This property is currently located south of
Cherry Lane and west of North Summertree Way. The subject site is currently zoned R4
within the City of Meridian, and is 1.96 acres.
This application and Preliminary Plat are in conformance with all requirements and
provisions of UDC and meets all local standards for acceptable engineering, architectural
and surveying practices.
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Preliminary Plat Information
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Moose Creek Subdivision is a single-family nine (9)-lot subdivision, which breaks down
to seven (7) buildable lots and two (2) common lots. Each buildable lot is considered a
flag lot, whereby having 15' frontage off of Cherry Lane, or North Summertree Way.
A 25' wide landscape strip will be provided to buffer Cherry Lane from the proposed
Moose Creek Subdivision. Please view attached landscape plans for exact details.
All utilities are available to the site along North Summertree Way. The applicant is
proposing to provide pressurized irrigation to all lots through Nampa and Meridian
Irrigation District. Conceptual plans for pressurized irrigation will be proposed when
construction documents are to be submitted.
Drainage for the project will be retained through a seepage bed being proposed on North
Jones Creek, which is a private drive.
This proposed in-fill subdivision is not proposing any variances, covenants or deed
restrictions. Moose Creek Subdivision meets City of Meridian's Comprehensive Plan,
and meets all technical requirements set forth in Meridian's new Unified Ordinance.
We thank you for your time and consideration, and respectfully request that you approve
the preliminary plat for Moose Creek Subdivision. If you have any questions or concerns
please feel free to contact me at 208-344-9700 or at sabrinawCii2brie2S-
Sincerely,
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Sabrina Whitehead
Land Use Planner
Briggs Engineering
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DESCRIPTION FOR
MOOSE CREEK SUBDIVISION
June 8, 2006
A RESUBDIVISION OF LOT 2, BLOCK 1, OF HEARTHSTONE SUBDIVISION,
LOCATED IN THE NORTHEAST 1/4 OF THE NORTHWEST 1/4 OF SECTION 10,
TOWNSHIP 3 NORTH, RANGE 1 WEST, BOISE MERIDIAN, MERIDIAN, ADA
COUNTY, IDAHO, MORE P ARTICULARL Y DESCRlBED AS FOLLOWS:
COMMENCING AT THE NORTHWEST CORNER OF SECTION 10 T. 3 N.,
R. 1 W., B.M., MERIDIAN, ADA COUNTY, IDAHO; THENCE S 89040'23" E
1322.58 FEET ALONG THE NORTH SECTION LINE TO THE NORTH 1/16
CORNER, THENCE CONTINUING S 89040'23" E 328.46 FEET TO A POINT;
THENCE S 00006'09" W 44.87 FEET TO THE NORTHWEST CORNER OF LOT 2,
BLOCK 1, OF HEARTHSTONE SUBDIVISION, AS RECORDED AT BOOK 86 OF
PLATS, PAGES 9650 - 9651, ADA COUNTY RECORDERS OFFICE, THE REAL
POINT OF BEGINNING OF THIS SUBDIVISION.
ALONG THE PLATTED BOUNDARY OF SAID LOT 2 AS FOLLOWS
THENCES 89041'01"E227.51 FEET TO A POINT;
THENCE S 01006'06" W 103.57 FEET TO A POINT;
THENCE S 03058'46" E30.50 FEET TO A POINT;
THENCE S 89037' 13" E 106.31 FEET TO A POINT ON THE WESTERLY
BOUNDARY OF CHERRYWOOD VILLAGE, ALSO BEING THE WESTERLY
RIGHT OF WAY OF N. SUMMERTREE WAY;
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THEN:CE ALONG SAID WEST BOUNDARY S 00015'53" W 165.92 FEET TO A
POINT;
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THENCE N 89036'30" W 332.64 FEET TO A POINT;
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THENCE N 00006'09" W 299.58 FEET TO THE REAL POINT OF BEGINNING OF
THIS SUBDIVISION; ~!'
")~, SAID SUBDIVISION CONTAINS 1.96 ACRES, MORE OR LESS.
WAYNE K. BARBER,
P.L.S. 8444
/60402-SUB .doc
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AlIA COUNTY RECORDER J. DAVID NflUARRO
BOlE IDAHO 1I6J1. lIi4:21 PM.
DEPUTY VICki A.n
RECORDED-REQUEST OF
Title Inl
IAMOUNT 3.00
111111,11,11.,1111,111,11111111,11
106091907
WARRANTY DEED
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FOR V ALliE RECEIVED, Robert Le, tt. Grantor(s), do{es) hereby grant, bargain sell and convey unto
Moose Cr!ek Builders, Ine , the Grantte, wJaoso current address is 4275 N. Jonel Creek L.. Meridian,
ID 83642 the: followina d!scribed prcitU!es, in Ad! County, Idaho, TO WIT:
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Lot 2 in Block 1 of HEARTHSTONE Subdivisiot!l, ~cording to the official plat thereof, filed in Book
86 of Plats at Page(s) 99650 and 9651, official records of Ada<County, Idllho.
TO HA VB AND TO HOLD the said p~mises. with t~r appurt!nances unto tM said Grant!e,
heirs and assi!J1S forever. And the said Grmtor(s) do(es) hereby co\ltnant to and with the said Granret(s),
that (s)he is/are tltC owner(s) in f~simple.ofsaid prsmises; that they are,fre. from all cmcumbranc.
EXCEPT: Subject to all existing patent reservations,'easeIn5'nts, right(s) of way, protective covenants,
zoning ordinances, and applicable buildiqg coda, laws and regulations, general taxts, assessments,
including irrigation and utility easements (if any) for the:cUI'tent year, which are'not due and payable, and
that Grantor(s) will warrant and defend the sam. from all lawful claims whatsoever.
D,~cJ6
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Robert Le.
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AFFlDA YlT'OF QEC~. J:NTEREST'
STATEOFJDAlIO)
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<:.OlJmY OF ADA j.
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beIng tlrst dll!y. ~worn upa.a..outh. clCp05C and :my:
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TImt 1 am the n:card ClWllCf' of'thc PT'C!pc:rry- dC$C\'lhl!d 011 th~ llttJlchcdf. ltnd 1 emrrt my
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,to submit the llct;omp:lOylng"~PP'liclltlonM perminlng to'tbnt property.
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2. .1 Qgrc~ to indemnifY. defl:Od;nnd.hotd the City cf.Mcrldtnn und.its cmplQYt!cS harmiess.
from amy cluim or linbillty 1'I:Sultmg from un)' disputc':ns to the Slntclnenls'contnihCd
herein. or.as to the- own..-slilp I)f t~c PrO~rtY which.is tile subjec~ of ~lC tlPpl!eatiqn.
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r hereby gIiIlIt.pCrnlrSS~on to ,City of Merl<liM. stnff ta enter. .tho :subject: prop~ for :the
purpose ofsite'iospl--ctiQn9. rctAtt:d 10 proc;~ng mid.nppli(:,lltion(st).
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RECORli.n- REQUEST fl"
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100093206
A&..i.JANCE TIIl.E
ALLIANCK TITLE &:
acROW CORP.
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WARRANTY DUD
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Ordaz Ro. I 000894110 :.iio-
HDR VaLUERECBIVIID GEOJ.GB B. DAVIS AND M:1:LDEO L. DMI"IS. JroSBAND.IIND
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GRANIal(S). ..do)....y GRANT, W-GAJN, SElL _ CONVEY uEJ GBNB JONES __
'l'ERI .... JOIIBS, H'lIBBAND MID mP'B
CiRAN1'EB(S). whose.re -'*- is:
tlIIDlfo~ described real ~ia
dIlsc:ribed.- foUDMI tll wit:
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a.1IlJi S,* of JdII1o. mqr;e panical.-IJ
As _t ~orth on t:lm ~t:ached BXHIBrT -A-, wllich by this
reference bec~s a. part hereof.
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TO HAVE AND TO HOLD dtt ~ premiset=-.i eir :ij)PIIrtenaPCis unto the~ ()~(~".
Grantce{s) heirs" S!Igns f<iieftr. AOO~~ " s) dtC!(do) JWreby coveulIIIt. i!lld ,,"h die sail
GI7lll~s).1fw1lGrantM'a) isI~ ~ awF(1) Ip fee," f. p~ ~ preiniIIes ~drcl! fto~
all ~mbcD::es, mccEPT tIloie to 'IIIid1 thlli COIftc!Jpc is e~ 'l!jMle"iljUb~!IIIli tho.el~; su1iied
ordolll?b1lJie ~); ~s'Jjcttlo~.~~eiSenJfnl5,~of_yiI'W
.g~ ("rf~ ofreQll'd, W ~ taxes lMIP ~monlS. (incl\lllitg iniPica lftl utiljy asesslllCiP.
if~) for the CUlT~ YIIII". 1IIlIAk ',are not yt4. dqq . plylJlc. IlIII that ~ItI) ~'l 'MIIffiMIt l!IIIl Mn.I
the i!lQl hmall a.wffll claims ~.
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OWed: RO'f~r 13, 2000
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-GEORG . DAVIS
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STA'IE OF IDAHO
COUNTY OF ~A
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o.lhls 13 th dayol RoveJlber . in the yas: oC 2000 . beforo DIB, tllI1dII~. a NclIarJ"
Public in aIlII fallIIid Slate, ~y ~ GEORGE B. DAVIS AND MILDRED L. -nAVIS
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Name:
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ORDBR NO. 00089410 KD
BXHLBIT '.A.'
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PARCEL I
A parcel of, land lying Within ~he Northeailt Quarter of ~e
Northwest Quarter of Section 1b, Township 3 North, Range' 1
West, Boise Meridian, Ada County, Idaho, more particularly
described as tollows:
COt4SENCING at the Northwest corner of said Section ~Of
thence
South 89 degrees 40' 23:*- BaBt, along the North bo~ of"'
sa1d Section, a distance of 1651.05 feet; thence
South 00 degrees 06'09,ti Bast, a distance of 44.87 feet to the
South rj,ght-of-way line gf Cherry Lane Road as described
in WartCint;y Deed with Instrument Number 94090609,
of Ada County records; thence
South 00 degrees 06' 09;" Bast, a distance of 299.58 feet, to
a point on the West boundary of that certain tract of
l~ described in Instrument No. 574474, records of
~ County, Idaho, also being the ~ POINT OP BEGINNING;
thence continuing ;, ,~
South 00 degX'~es 06' 09'. East, a1.ong said West boundary J..).ne, a
distance of 319.05 feet; thence ..
South 89 degrees 40'19'11 East, along the South boundary of said
tract of land, a distancl!i' of 4.00 feet; thence
South 00 degrees 39' 4J.'. West, a distance of' 11.53 feet
to the Northwest corner of ROD'S PARKSIDE CREEK
SUBDIVISION No. 3 as recorded in Book 64 of Plats
at J?age 6594: records of Ada County, Idaho; thence
North 89 degrees 33'28" East, a distance of 326.71 feet
along the North boundary of said subdivision
(:to:rmer1y described as Norbh 89 degrees 29'33"- East,
326.80 feet); thence
North 00 degrees 15'5311 East, a distance of 6.7fj feet to the
Southeast corner of said tract described in Instrument
No. 5'4~?4; thence :i( .~ ;;;
North 00 degrees 15'53'''' East, along th~' East boundary of said
tract a distance ot~318.05 feet; thence
North 89 degrees 36'30. West, a distance of 332.64 feet, to the
REAL POmT OF BiiGl:NNING.
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"A non~exclusive easement for ingress and egrees as
Created by: INGRSSS/~SS EASEMENT
Grantor: GEORGE B. DAV:rS &: MILDRED L. DAVIS, HUSBAND AND WIFE
Grantee: GENE JONES &: TBRlU JONES
Recorded: MAY 25, 2000 ~
Instrument No.; 100040637
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Continuation of Bx:hibit A
Order No.:00089410 KD
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over and across
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A 30 toot wide strip of land 1ying within the Northeast
Quarter of the Northwest Quarter of Section 10, Township 3
North, Range 1 'keS!;., Boise Meridian, Ada County I Idaho,
more particularly described as ~loWB:
COMMENCING at the Northwest corner of said Section 10i
thence;,...'
SdUth 89 degrees 40'23!W East, aJ.ong the North boundary of
said Section, a distance of 1651.05 feet; thence
South 00 degrees 06'09- East. a distance of 44.87 feet to
the South right-of-way line of Chen:y Lane Road as
described in Warranty Deed with Instrument Number
94090609; of Ada County records the REAL POINT OF
BEGINNING; thence .,,,;
SOuth 00 degrees 06'09P Bast, along the West bounclaxy' of
that certain tract of lind described in Instrument
No. 574474, records of Ada County, Idaho, a distance
of 299.58 feetl thence ~
South 89 degrees 36'30" East, a distance of 30.00 feet; thence
North 00 degrees 06'0911 West, a distance of 299.62 feet to
the South right-of-way line of said Cherry Lane
Road; thence
North 89 degrees 41'01- West, a distance of 3Q.00 feet, to
the REAL PO:mT OF BEGINNING.
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PRE-APPLICATION MEETING NOTES
Applicant(s): ~1L~V\ru- L.)h. d-e-.VtLt.-d.,
Engineer/ Architect/Planner: ~
Staff: he.; '1"-\(-1 klt
Proposed Development: ~po>-t C. r", ~ i
Location' ~1l'!</J1~ ~ C.1u"i I~ ,,,,-<
ReqUIred Applications:
Existing Zoning: "' - Lt Proposed Zoning:
Comprehensive Plar; Designation: -M t .c! lLL~ D ( I'l. S l+y
{;ATE: ll/2-'t I D~
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For Plats
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Property Size: Number of Units: _LD .
Sewer: -Z-1 I.. ==h<:: t b:: c:l)5' d:::e:: t '
Water: 1"\ \1 o.>L \1'-:::> '" n 10 rc..f
Pressurized Irrigation:
Street Buffers:
Open Space & Micropaths: py~ III d.r ...... ~ If r ,\ p "- -\- l...t
Landscape Plan:
Lot Size & Frontage:
Topography.
Hydrology:
Street System:
Pathway System:
Dwelling Type:
-Q f St{ 1.Jc-r (..LA cL,r YU .....i h
it
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Other Applications
o Annexation
o Rezone
o Conditional Use Permit
o Variance
o Lot Line Adjustment
o Comprehensive Plan Amendrm:nt
. Application Checklist Review
~~
s
Other Agencies to Contact:
!8
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BRIGGS ENGINEIfIlING, Inc.
BlGlNEERSI PlANNERS I SURVEYORS
1800 West Overland Road
Boise, Idaho 83705 - 3142
Voice (208) 344-9700
Fax (208) 345-2950
SabrinaW@ briggs-
engineering.com
www.briggs-engineering.com
December 15, 2006
INVITATION
Dear Property Owner:
On behalf of Briggs Engineering Inc. and Moose Creek Subdivision, we would like to invite you to a
neighborhood meeting concerning the Preliminary Plat for this subdivision.
We would appreciate your attendance at this meeting. We will discuss our plans for the development
of this property and answer any questions you may have regarding the site.
The City of Meridian requires that the applicant provide an opportunity for public input prior to the
hearing of any application. The applicant will be requesting approval of the preliminary plat and
annexation.
The neighborhood meeting will be held at Meridian High School located at 1200 Pine Street, located
within the Cafeteria. The meeting will be held at 6:00 pm, Thursday, January 11, 2007. If you
cannot attend this meeting, and have any questions concerning the subdivision, please feel free to call
me at 344-9700.
~,'
Sabrina Whitehead
50912-meeting.doc
i:l; "1
DUNFEE LAND COMPANY LP
713 W COLCHESTER
EAGLE, ill 83616-0000
BIGHAM CINDY
1669 N GOLFVIEW WAY
MERIDIAN, ill 83642-0000
GOLFVIEW NO 3 HOMEOWNERS
ASSOCIA nON INC
PO BOX 44739
BOISE, ill 83711-0000
RANGEL LIVING TRUST
271 CHERRY CT
MORGAN HILL, CA 95037-0000
ANDERSON RON L
4327 W QUAKER RIDGE DR
MERIDIAN, ill 83642-0000
BRANHAM HENRY C
4285 W QUAKER RIDGE DR
MERIDIAN, ill 83642-QOOO
NEELY BERTA
4195 W QUAKER RIDGE DR
MERIDIAN, ill 83642-1094
GOLF VIEW ESTATES HOA
POBOX 44739
BOISE, ill 83711-0000
PINTAIL DEVELOPMENT LLC
1185 OSPREY RIDGE
EAGLE, ill 83616-0f>00
FUHRMAN JAMES A
1950 E REDWICK CT
MERIDIAN, ill 83642-0000
DAVIS GEORGE B
4225 W CHERRY LN
MERIDIAN, ill 83642-5433
GOLDCREEKDEVELOPERSLLC
6223 N DISCOVERY WAY # 120
BOISE, ill 83713-0000
LIMBAUGH LARRY
1550 N GOLF VIEW WAY
MERIDIAN, ill 83642-0000
COLE MICHAEL D
1579 N MANSHIP PL
MERIDIAN, ill 83642-0000
CLEAVER OLIVER
2490 N LOCUST GROVE RD
MERIDIAN, ill 83642-0000
CLEAVER OLIVER
2490 N LOCUST GROVE RD
MERIDIAN, ill 83642-??oo
CHRISTOFFERSON JOSEPH
1534 N MANSHIP PL
MERIDIAN, ill 83642-0000
GALITZ KURT
1520 N GOLF VIEW WAY
MERIDIAN, ill 83642-0000
LITTLEWOOD GARY W
2499 N CROOKED CREEK WAY
MERIDIAN, ill 83642-3987
FISHER JODI
4293 WPARKAVE
CHANDLER, AZ 85226-0000
SKOW MARGIE
1655 N GOLFVIEW WAY
MERIDIAN, ill 83642-0000
STRICHARSKIY ALEX
4349 W QUAKER RIDGE DR
MERIDIAN, ill 83642-3915
HYMAS LAURIE K
4265 W QUAKER RIDGE DR
MERIDIAN, ill 83642-0000
BLACKSTONE HOA CORPORATION
PO BOX 44739
BOISE, ill 83711-00QO
LEE ROBERT
PO BOX 8433
BOISE, ill 83707-0000
GRAU WILLIAM R
4135 W CHERRY LN
MERIDIAN, ill 83642-0000
TUCKER JERRY S
1580 N MANSHIP PL
MERIDIAN, ill 83642-0000
HENDERSON LALANEY A C
1535 N MANSHIP PL
}1ERIDIAN, ill 83642-0QOO
LANE MARGARET L
1538 N WINTERTREE AVE
MERIDIAN, ill 83642-0000
CASASCHI LIVING TRUST
2420 CAMINO OLEADA
SAN CLEMENTE, CA 92673-0000
lr~ a!.~
JONES GENE
1490 N JONES CREEK LN
MERIDIAN, ill 83642-0000
RIGGS BROCK R
1474 N GOLF VIEW WAY
MERIDIAN, ill 83642-0000
FUHRMAN JAMES A
1950 E REDWICK CT
MERIDIAN, ill 83642-0000
OSGOOD CHARLES E
4376 W THORN CREEK ST
MERIDIAN, ill 83642-00()6)
.
O'DELL ROBERT L
2153 W MARTEN CREEK CT
MERIDIAN, ill 83642-0000
LAWTON DAVID
1454 N MANSHIP PL APT 115
MERIDIAN, ill 83642-0000
~
COOPER DEAN D
4112 W CHERRYTREE CT
MERIDIAN, ill 83642-0000
DIAZ FELIX
1440 N GOLF VIEW WAY
MERIDIAN, ill 83642-00QO
QUINOWSKI CALVIN E
4178 W CHERRYTREE CT
MERIDIAN, ill 83642-0000
TEA BOON
4170 GLENWOOD TER
UNION CITY, CA 94587-0000
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COMMITMENT OF PROPERTY POSTING
Per Unified Development Code (UDC) 11-5A-5D, the applicant for all applications requiring a
public hearing (except for a UDC text amendment, a Comprehensive Plan text amendment
and/or vacations) shall post the subject property not less than ten (10) days prior to the hearing.
The applicant shall post a copy of the public hearing notice of the application(s) on the property
under consideration.
The applicant shall submit proof of property posting in the form of a notarized statement and a
photograph of the posti~ to the City no later than seven (7) days prior to the public hearing
attesting to where and when the sign(s) were posted. Unless such Certificate is received by the
required date, the hearing will be continued.
The sign(s) shall be removed no later than three (3) days after the end of the public hearing for
which the sign(s) had been posted.
I am aware of the above requirements and will comply with the posting requirements as stated in
UDC 11-5A-5.
~~~
, A.pplicant/a~ent si~ature
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Date
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From:
Sent:
To:
sam
Tuesday, April 18, 20061 :59 PM
sabrina
Subject: FW: Subdivision name reservation
:;;
Samantha Peak
Administrative Assistant/Document Control
Briggs Engineering Inc
1800 W Overland Rd
Boise, Id 83705
208-344-9700 ext 106
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From: David Couch [mailto:dscouch@adaweb.net]
Sent: Tuesday, April 18, 2006 1:58 PM
To: sam
Subject: RE: Subdivision name reservation
April 18, 2006
Samantha Peak
Briggs Engineering Inc
1800 W Overland Road
Boise,ID 83705-3142
"l
RE: Subdivision Name Reservation MOOSE CREEK SUBDIVISION
Dear Samantha:
At your request, I will reserve the name "MOOSE CREEK SUBDIVISION" for your project.
can honor this reservation only as long as your project is in the approval process. Final
approval can only take place when the final plat is recorded.
Sincerely,
David J. Couch, PLS
Ada County Surveyor
~~
Check out the subdivision names list at htti:/lwww.a~awei.neUdevservlsurvev/siM>names.htm
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INGRESS/EGRESS EASartENT
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FOR VAlliE RECEIVED we, George B. Davis and Mildred L
Davis. h.!-,sband and wife GRANTOR(s) do hereby convey and
granttO' Genejones and TeniJones, GRANTEE, whose address
is 962 E. Cougar St., Meridian, Idaho) 8364~ a thirty (30)
foot wide easement or ingress and egress lying within4:he
Northeast 1{4 of the NorthWest"lf4- of section 10, township
3 North, Range 1 West, 8.M., Ada County, Idaho) More
Particularly described as follows:
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STATE OF IDAHO
'. COU~ of ~a !>)
.. On this ____day of _~~, 2000;J before me)
a Notary PuT>lic in and .for said state, personal!>'
appeared George B. Davis and Mildred L Dav~J
know.. to me to be the persons whose"JPI~( subscribed
to the above instrument and ackno~~,l~~that
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I1UBBLE ENGINE~fUNG, INC.
~ BetMtl Court . Bolle, Idlho 83709
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2081322-8992 . Fax 208137~
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PROJ5CT NO.9907001
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APRil:. 1, 1t1&
REVISED JUNE 28, 199t
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PRIVATE ROAD USEMErtr DESCRIP110N ;:j
FOR
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101N-10, MORE PARTICUlARLY DESCRIBED AS FOLl0W6:
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COMfAENClNG AT THE NORTHWEST CORNER OF SAID SECllON 10;
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THENCE S 89~'23" E. ALGlNG THE ftlQRTH BQUNf)ARY OF SAID SECTION, A DIST~CE
OF 1651~05 FEET; j(j
THENCE S oow09" E, A DISTANCE OF 44.87 FEET;O THE SOUTH R~..oF-\lfAY LINE
OF CHERRY lANE ROAD AS DESCRIBED IN ~TY OEED ~TH INSTRUMENT NU~
940e0e09. OF NJA COUIfTY RECORDS THE RI:AL. POINT OF BEGINJlNG;
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THENCE S 00.06'09" e, ALOlt6 llIE MST BOUNDARY OF THAT CERTAI.. TRACT OF
LAND DESCRIBED IN INSTRUMENT NO. 574474, RECOR13-S OF ADA COUNTY. IDAHO, A
D1ST~CE OF 299.58 FEET; !i
THENte s ~.. E, MJl6TANitE ~ 30.011 FEET:
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THENCE N 00"06'09" W, A DISTANCE OF 299.62 FEET TO THE SOUTH RIGHT-OF-WAY
UHE ~F SAID CHERRY L;AHE ROAD; <11
THf:NCE N 89!41'01" W, A DISTANCE OF 30.00 FEET, TO THE REAl POINT OJ;. BEGINNING;
CONTAINING 0,21 ACRES OF LAI'I>. MORE OR LESS, <W
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GEOTECHNICAL ENGINEERING REPORT
of
Moose Creek Subdivision
Cherry Lane and Jones Creek Lane
,\', Meridian, Idaho
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1800. West Overland 'Road
Boise, Idaho 83705
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MATERIALS
TEST1NG f7
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June 9, 2006
Page # I of24
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. Ms. Julie Loosli
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1800 West Overland Road
'I Boise, Idaho 83705
(208) 344-9700
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Gentlemen:
In compliance with your instructions, we have conducted a soils exploration and foundation evaluation for
the above mentioned development. Field work for this investigation was conducted on 24 May 2006. Data
have been analyzed to evaluate pertinent geotechnical conditions. Provided geotechnical, groundwater and
construction recommendations are listed in the Table of Contents. Results of this investigation, together
wHh our recommendations, are to be found in the following report. :~
~I n; Often, because of desi~ and construction details that occur on a project, questions arise concerning soil
conditions. We would be pleased to continue our role as geotechnical engineers during project
implementation. MTI also has great interest in providing 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.
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Re: Geotechnical Engineering Report
Moose Creek Subdivision
Cherry'Lane and Jones Creek Lane
Meridian, Idaho
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We appreciate this opportunity to be of ;~rvice to you and we look forward to working with you in the
future. If you have questions pleasG call us at (208) 376-4748. '" :.
Respectfully Submitted,
Materials Testing & Inspection, Inc.
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Liz Brown
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Geotechnical Engineering Technician
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MATERIALS
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June 9, 2006
Page # 20f24
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TABLE OF CONTENTS
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INTR 0 D U CTI ON...... ...............................................................................................................3
Project Descriptio n ...............................................................................................3
Au th 0 rizatio 0 ~......... ...................................... ........................................................3
P u rp 0 se ................................................................................... .................. .............3
Sco p e ......................................................... .............. ............ ...................................3
W arran ty And Limiting Condition! .................................................................~.4
Ge n era I ............................................................................... ................................... 4
DESCRI PTI ON 0 F SITE ................................... ......................... ....... ...................................... 5
Site A cces s ............................................................................................................. 5
Geo eral Geo logy Of Area ......... .................... ....................................................... 5
Site Topography, Drainage And Vegetation ......................................................5
S it<<;.,Clima to logy And Geochemistry .................................................................. 6
Geoseis mic Settin g ..................... ................................. ................. ......................... 6
So I LS EXPLO RA TI ON. ......... .................................. ......... ................ .............. ................... ...... 6~ m<
Exp 10 ratio n and Sam pUn g Procedures ...................................... ......................... 6
Labo ra to ry T estin g Program ................. ................... .......................................... 7
So iI An d Sedimen t Profile ................w,............. ................................................... 7
So ils Survey Review...................... ......................... ..................................~............ 7
.. Volatile Organic Scan...........................................................................................8
SITE H YD RO LOGY .................................................................................... ............................ 8
Gen eral N otes ........................................................................................................ 8
G ro und water .................................................. ....................................................... 8
So iI Infiltratio n Rates .................................... .......................................................8
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FOUNDATION AND PAVEMENT DISCUSSION AND RECOMMENDATIONS.............................9
Gen era I Notes ............... ......................................................................................... 9
F 0 u n dati 0 n Design Reco mmen da tio ns ..... ........... ......... ......................... ............. 9
C raw I Space Reco mmen datio ns ................ .............. ....................... ........ .............1 0
Recommended Pavement Sections ................................................................::....10
C ON STRU CTI ON CON SI D ERA TI ON S................ ................. .............. ......... ..............................11
Earthwo rk .................................................................................. ..............~............11
D ry Weather ..................... ................................... .................................... .............12
Wet W ea th er :.................................. ..................... .................................... .............12
., Soft S u bgrade So ils ......................... ......................................................................13
Frozen S u bgrade So ils ......................................................................... :................13
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S tru ctu ral Fill......................... ............................ ............ .......................................13
B a c kfill....... ...... ........... ................ ..... ..... .................. .. ..................... ................. ..... ..14
E xcava tio ns ....... .............................. ......................... ............. ................... ........... ..14
G ro un d water Con tro I ..... .................. ........... ........... ................................ .............15
G EN ERAL to M M ENTS. ............... ............ ........... .............. ........................................ .............15
RE FE REN CES ...... ......... ...... ................ .......... ...... .......................... ..........................................16
ApPEN D IX ~I~T .... ............ ......................... ............................... .............................................17 "
Geotechnical Gen eral Notes............................ ........................ ....................~.......18
'-' Unified Soil Classification ....................................................................................19
Test Pit Logs ................... ................. ....om............. ........ ........................ ................. 20
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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 stormwater issues pertinent to the practice of Civil Engineering is included. Observations
and recommendations relevant to the earthwork phase of the project are also presented.
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Project DescriptiQD:
The proposed development is located in the western portion of the City of Meridian, Ada County, Idaho, and
occupies a portion of the NWY-t of Section 10, Township 3 North, RaJ;ge 1 West, Boise Meridian. The
project will consist of development of 9 residential lots on an approximate 1.5-acre site. Roadways are
af1ticipated to be included as part of the development. Proposed grading is presently undetermined.
II
Authorization:
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Authorization to perform this exploration and analysis was given in the form of written authorization to
El"', proceed from Ms. Julie Loosli to Kevin L. Schroeder of Materials Testing and Inspection, Inc. (MTI), on 17
,I _J May 2006. Said authorization is subject to terms, conditions, and limitations described in the Professional
Services Contract entered into between Julie Loosli and MTI. Our scope of services for the proposed
development has been provided in our proposal dated 15 May 2006, and again below. ,_
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Purpose:
The purpose of this Geotechnical Engineering Report is to determine various soil profile components and
I. their engineering characteristics for use by design engineers and/or architects in:
. Preparing or verifying suitability of foundation design and placement,
. Preparing residential pavement sections, ,~I
. Preparing site drainage designs, and,
. Indicating issues pertaining to earthwork construction.
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Scope:
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Tqe scope of this investigation included review of geologic literature and existing available geotechnicay,
studies of the area, review of available environmental re:Qorts, visual site reconnaissance of the immediate
site, subsurface expfo~ation, field and laboratory testing, and an engineering analysis and evaluation of
foundation materials. The scope of ,.work did not include design recommendations specific to individual
residences. ,,'.'
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2791 South Victory View Way · Boise, 1083709 · (208) 376-4748 · Fax (208) 322-6515
E-Mail mti@mti-id,com · www.mti-id.com
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Warranty And Limiting Conditions:
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Field observations and research repgrted herein are considered sufficient in detail and scope to form a
reasonable basis for the purposes cited above. MTI warrants that findings and conclusions contained herein
have been promulgated in accordance with generally accepted professional engineering practice in the fields
of foundation engineering, soil mechanics and engineering geology, only for the site and project described in
this report.
These engineering methods have been developed to provide the ahent with information regarding apparent
orl...potential engineering conditions relating to the subject property within the scope cited above and are
necessarily limited to conditions observed at the time of the site visit and research. The report is also limited
to information available at the time it was prepared. In the event additional information is provided t~ MTI
following the r~port, it will be forwarded to the cli,~nt in the form received for evaluation by the client.
There is a distinct possibility that conditions may exist which could not be identified within the scope of the
· investigation or which were not apparent during the site investigation. This repof;1 was prepared for the
exclusive use of Briggs Engineering, Inc. and their retained design consultants ("Client"). Conclusions and
i~ recommendations presented in tills report are based upon agreed-upon scope of work outlined in the report
, a[ld Contract for Professional Services between Client and Materials ~esting 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 ConsultanPmake representation of.;warranty to such other
parties as to accuracy or completeness of this report or suitability of its use by such other parties for purposes
whatever, knoW'n or unknown to Client or Consultant. Neither Client nor Consultant shall have liability to,
or indemnifies or holds harmless third parties for losses incurred by actual or purported use or misuse of this
report. No other warranties are implied or expressed.
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General:
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Revisions in plans and or drawings for the proposed development,Jrom those enumerated. in this report
should be brought to the attention. of the soils engineer. to determine if changes in foundation
recommendations are required. Deviations from noted ;~subsurface conditions if encountered during
construction, should also be broughNo the attention of the soils engineer.
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2791 Sout~Victory View Way · Boise, ID 83709 · (208) 376-4748 · Fax (208) 322-6515
E-Mail m!1@mti-id.com · www.mti-id.com
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~ INSPECTION
C' Env;ronme~tal Services 0 Geotechnical En~ineering
The subject site is located within the Boise Valley which is directly underlain by a thick sequence of alluvial
sands and gravels typically deposited on basalt formations. These sediments are loosely named the Boise
River Gravels and were deposited as river floodplain and stream overwash from the Boise River. These
gravel deposits tend to have.imbricated well-rounded clasts, poor sorting and crude stratification of beds of
gravel and lenses of cross-bedded sand suggesting deposition in braided channels. The Boise River Gravels
'I I.~. consist of unconsolidated clay, silt, sand, gravel, and cobbles. These gravels have been subdivided into
_ ~! smaller units based on their age and are exposed as distinct alluvial terraces.., Five of these terraces are well
-, " exposed in the Boise area and range in age from Middle Pleistocene to Holocene (Recent) (0 - 0.9 million
years ago). The site lies on the Whitney Terrace, the second terrace above the currently defined floodplain
(Othberg and Stanford, 1992). III
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Page # 50f24
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DESCRIPTION OF SITE
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Site Access:
Access to the site may be gained via Interstate 84 to the Garrity Road exit. Proceed north on Can-Ada Road
approximately 1.5 miles to its intersection with Cherry Lane. From this intersection, proceed east on Cherry
Lane 3.25 miles to Jones Creek Road. The site is located south and east of this intersection. Presently the
site exists as undeveloped land. The location is depicted in site map plates included in the Appendix.
General Geology Of Area:
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Site Topography, Drail!.Jlge And Vegetation:
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The pr~posed development consists of .-approximately 1.5 acres of relatively.. flat bare land. The surface
exhibits lean clay soils throughout the southern ,portion of the site and silty sand throughout the northern
portion of the site. The parcel is bounded on the north by Cherry Lane, and on the east, south, and west by
existing rural residential development. Regional drainage is north and west toward the Boise River.
Stormwater drainage for the site is achieved by percolation through surficial soils. No stormwater drainage
facilities are located in the vicinity of the ~ite and the area does not receive significant off-site drainage.
Vegetation throughout the area consists primarily of native grasses.
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June 9, 2006
Page # 60f24
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Site Climatology And Geochemistry:
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Average precipitation for the region is on the order of 10 to 12 inches per year. Annual average temperature
range from 200 F to 910 F with extremes ranging from _40 F to 1020 F. Average wind speed range to 11 miles
per hour in spring with a prevailing direction from the southeast. Soil in the area is primarily derived from
siliceous materials and e~hibits low electro-chemical potential for corrosion of metals or concretes. Local
aggregates are generally appropriate for Portland Cement and Lime Cement mixtures. The State
Transportation Department has adopted anionic asphalt cements. The pH of surface waterl!ii groundwater, and
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soil in the region typically range from 7 to 9. No indication of abnormal geochemical conditions was noted
on-site. Nominal frost penetration is typically on the order of 6 inches, with extremes ranging to 3 feet.
Geoseismic Setting:
Soils on-site are classed as Site Class D in accordance with Chapter 16 of the 2003 edition of the me.
Building structures on this project should be designed as per the IBC requirement fo; 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 sei()mic activity in the area is low.
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SOILS EXPLORATION
ExplOration And Sampling Procedures: :':
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The field exploration to determine engineering characteristics of subsurface materials included a
reconnaissance of the project site and inyestigation", by test pit. Test pit sites were located in the field by
means of normal taping procedures from on-site features or known locations and are presum~d to be accurate
to within a few feet. Upon completion of investigation each test pit was bacRfilled in with loose excavated
mat<?rials. lhese loose areas need to be re-excavated and compacted prior to constructing structures over
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them.
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Samples were obtained from representative soil strata encountered in test pits. Samples obtained have been
visually classified in the field by an engineering -techflician, identified according to test pit number and ,"
depth, placed in sealed containers and transported to our laboratory for additional testi,p,g. These materials
have been further described in detail on logs provided in the Appendix. Results of field and laboratory tests
are also pr~ented on these iogs. It is recommended that these logs not be used~:for estimating quantities
b~cause of highly inteIl1retive results. ,', '. _
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2791 South Victory View Way · Boise, ID 83709 · (208) 376-4748 · Fax (208) 322-6515
E-Mail mti@mti-id.coj11 · www.mti-id.com
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June 9,2006
Page # 70f24
c., - MATERIALS
-, TESTING &
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,p Envimnmental Se""ce, 0 Geotechnical Englneerlnl1
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Laboratory Testing Program:
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Along with the field investigation, a supplemental laboratory testing program was conducted to determine
additional pertinent engineering characteristics of subsurface materials necessary in analyzing the behavior
of the proposed structures. Laboratory tests were conducted according to current applicable American
Society for Testing and Materials (ASTM) specifications, and results of these tests are to be found on the
accompanying logs located in the Appendix. The laboratory testing program for this report included
Atterberg Limits Tests - ASTM designation D 4318, Grain Size Analysis - ASTM designation C 117, C 136,
and Resistance R-Value'and Expansion Pressure of Compacted Soils - ASTM designation D 2844.
Soil And Sediment Profile:
-1 total of three test pits were advanced to depths of 8.2 to 10.2 feet across the sitei': Groundwater was
encountered between 8.0 and 9.6 feet. Because of the areal extent of the studied parcel, the developed soil
profile represents only a generalized case, and variations between test pits should be anticipated:
. 'I
Sandy Lean Clay (CL) - Dark brown to brown, dry to slightly moist, stiff to hard, lean clay soils were
~, observed at ground surface in the test pits 2 and 3. Fine grained sand was observed throughout the clay soils,
'", t-;." with organiGlimaterial present through 0.8 to 1.2 feet. Lean clay soils were noted to depths of 2.2 to 2.5 feet
within the test pits.
Silty Sand (SM) - Underlying surficial clay and at the ground surface in test pit 1, light brown, dry to
slightly mOIst, ~dium dense silty sand is present. Weak to moderate calcium carbonate cementatiGn was .
noted between 2.8 and 6.2 feet. This soil extended to depths of7.4 to 9.8 feet.
Poorly Graded Sandy Gravel (GP) - Light brown, moist to saturated, poorly graded gravel sediments were
observed at depth in all test pits. C2arse grained sand and cobbles of up to 8 inches in diameter were present
within this soil type. Poorly graded gravel sediments extenged:.through the termination depths of all test pits.
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Walls of each test pit were stable with the exception of those through native granular soils. Excavations "I
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through granular soils will have a propensity for sloughing or caving, especially after penetrating the water
table.
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Soils SVirvey Review:
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A review of the United States Department of Agriculture, Soil Conservation Service, Soil Survey of Ada
County Area, Idaho, 1980, indicated the"'site can be characterized Purdam silt loam. This soil is well-
drained, moderately slow permeabi1ity above hardpan and digging and trenching in this soil may be
hampered by hardpan. If>.\The low strength, frost action potential, and high shrink-swell potential limit the
construction of roads and streets, however,.suitable sub-grade material can offset these limitations.
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E-Mail mti@mti-id.com · www.m~j-id.com
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Page # 8of24
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Volatile Organic Scan:
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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 l\\
photoionization detector. Samples obtained during .:,our exploration activities exhibited no odors or
discoloration typically associated with this type contamination.
SITE HYDROLOGY
General Notes:
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Existing surface drainage conditions are defined:~in the Description of Site. Information provided in this
section is limited to observations made at the time of the investigation. Regional and/or local ordinances
may require information beyond the scope of this report.
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Groundwater:
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Groundwater was encountered between 8.0 and 9.6 feet within the depths explored during the field
investigation. Soil moistures in the test pits were generally slightly moist to saturated. Groundwater levels
in the site vicinity are controlled in large part by residential irrigation activity and canal leakage in the local
.
area, and are likely at their maximum elevations during the irrigation season. Estimation of seasonal
groundwater fluctuation is problematic without regular monitoring. Based on the presence of calcium
carbonate cementation encountered at depths 2.8 to 6.2 feet below ground surface, it is unlikely that
groundwater elevation~ will rise above 6 feet bgs or that groundwater wiU be encountered during
constn:ction. This ~epth is an estimate, and ca.p be confirmed following periodic monitoring.
Soil Infiltration Rates:
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Soil permeability is a measure of the ability of a liquid to move through a soil and was no!ltested'in the field.
However, pipes for possible percolation testing were installed in t~t pits 1, 2 and 3. In this report this
parameter is approximated by sqjl type and gradation. Of soils comprising the generalized soil profile for
this study, lean clay soils generally offer little permeability, with typical infiltration r~tes less than 2 inches
. per hour. Silty sand soils typically exhibit infiltration rates of 2 t()l 6 inches per "hour, though calcium
carbonate cementation encountered within cemented silt soils may reduce this value to near zero. Poorly
graded sandy gravel soils typically exhibit infiltration values in excess of 24 inches per hour, and percolation
testing is typically not required within these soils as a result of tIie fnte-draining nature of the gravel
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6;' MATERIALS
!. .,:" I TESTING &
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('Iii Env~ron~ental Services ~,Geotechnical Engine~rin~
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~
All infiltration facilities constructed on-site sho.uld be extended into native sandy gravel sediments.
Excavation depths of approximately 7.4 to 9.8 feet should be anticipated to expose sallldy gravel soils. In
addition, because of the high permeability, ~STM C 33 filter sand, or equivalent, ~hould be"'incorporated
into design of infiltration facilities. MTI recommends that the DEQ groundwater separation requirements be
followed.
FOUNDATION AND PAVEMENT DISCUSSION AND RECOMMENDATIONS
.
.
General Notes:
Il
!l)
Presently, approximately 9 lots are proposed for the project site. Considering typical r~sidential
construction, and subsurface conditions, it is recommended that the structures be founded upon conventional
spread footings and continuous wall footings. The followin~ recommendations are not specific to the
individual ~tructures. but rather should be viewedlas ~uidelines for the subdivision wide development.
,
~
Foundation Design Recommendations:
,r 0 On the basis of dat~ obta~ne~ from the site and test results fro~ vario~s laborat?ry tests performed, MTI ,_
~ '. ," recommends followmg gUIdelInes be used for the net allowable soIls bearIng capacIty. r.,<
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Footings should bear on competent, native, silty
sand present at depths of 0.4 to 2.5 feet across the Not required for native 2,000 Ibs/ft2
site. All surficial clay soils and organic material soil
must be removed from b~low footin s. I
IVerification of beariI1& soils for each residence by a Qualified e:eotechnical ene:ineer. ene:ineerinl-
technician. or buildinWi official at the time of construction is recommended.
II. _ .....
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Footings should. be proportioned to meet the stated bearing capacity and/or the IBC 2003 mImmum
requirements. Total settlement should be limited to about 1 inch with differential settlement of
approximately 1/2 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 at footing
sub grade will require over-excavation and backfilling with structural fill. To minimize 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.
(,
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Copyright @ 2006 Materials Testing & Inspection, Inc.
2791 South Vfctory View Way · Boise, 1083709 · (208) 376-4748 · Fax (208) 322-6515
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6 MATERIALS
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Crawl Space Recommendations: If
i!
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
.1 '"
should be placed and compacted in a controlled manner.
...
"
Recommended Pavement Sections:
m
MTI collected a sample of near-surface soilS for R-value testing representative of~soils"'to depths of 1 foot
It below existing ground surface. A bulk sample collected from the northwestern portion of the site, consisted
of sandy clay (CL) soil with fine grained sand. This sample yielded an R value less than 5. As required by
Ada County Highway District, MTI has used a traffic index of 6 to determine necessary pavement cross-
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sections for the site. Additionally, MTI has made other 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.
....
~
Flexib~ Pavement Sections
rr The Idaho Method as defined in Idaho Department of Transportation's Materials Manual (section 500) was
..
used to develop the pavement section. Ada County Highway District (ACHD) parameters for traffic index
and substitution ratios were also used in the design, and were obtained from ACHD's Development Policy
Manual. Calculation sheets provided in the Appendix indicate the soils values, traffic loading, and material
ratios used to calculate the pavement sections. MTI recommends that all 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~e in accordance with
these specifications. The following thicknesses are MINIMUM THICKNESSES for assured pavement
function.-
B
Resid,entilil Str~ets
2.5 Inches
4.0 Inches
12.0 Inches
Not Re uired
~, ''II
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Ajgregate Base
Material complying with ISPWC Standards for Crushed Aggregate Materials.
Structural Subbase
~; ... I
Any material complying with the requirement for granular'''structural fill (uncrushed) as defi2ed in
ISPWC. ..
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Copyright @ 2006 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
Cr MATERIALS
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Common Pavement Section Construction Issues.
The sub grade upon which above pavement sections are to be constructed must be properly stripped,
compacted (if indicated), inspected and proof rolled. Proof rolling of sub grade soils should be accomplished
with a heavy rubber-tired fully loaded tandem axle dump truck or equivalent. MTI anticipates that pavement
areas will 'be subject to moderate traffic. It should be noted that surficial clay soils near to and above
optimum moisture contents, may tend to pump. Pumping or soft areas must be removed and replaced with
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structural fill.'
Fill material and compacted native sub grade soils (if required) in support of the pavement section as well as
aggregates comprising the pavement section must be compacted to not less than 95% of maximum dry
density indicated by ASTM D 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 cfumpaction testing methods,
compaction of that material shall be approved by observed ptoof rolling. Minor deflections from proof
rolling for flexible pavements are allowable. Deflections from proof rolling of rigid pavement support
coursd should not be visually detectable. t
i~
MTI recommends that rigid concrete pavement be provided for heavy garbage receptacle parking. This will
~ eliminate damage caused by the considerable load of containers transferred onto the small steel wheels and
, subsequently onto the asphaltic concrete. Rigid concrete pavement should consist of Portland Cement
Concrete Pavement (PCCP) generally adhering to ITD specifications for Urban Concrete. PCCP shall be 6
inches thick on a 4 inch drainage fill course, should be reinforced with welded wire fabric, and control joints
shall be on.12 foot centers or less.
~
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CONSTRUCTION CONSIDERATIONS
~
Earthwork:
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Recommendations in this report are based upon structural elements of the project' being founded on
competent native silt-sand mixtures or compacted structural fill. o-Strucwral areas should be stripped to an
elevation that exposes these soil types. Excessively organic soils, deleterious materials, and/or disturbed
soils generally undergo high volume changes when subjected to loads, which is detrimental to subgrade
behavior in the area of pavements, floor slabs, structural fills, and foundations. Mature trees, brush, and
thick grasses with a.$sociated root systems were noted at the time of our investigation. -It is recommended
that organic and/or disturbed soils, if encountered, be removed to depths of 1 foot (minimum), and wasted or
stockpiled for later use. Stripping depths should be adjusted in the field to assure that tli~ entire root zone
-
and/or disturbed zone and/or topsoil-is removed, prior to placement and compaction of structural fill
materials. Exact removal dept~ should be determined during grading operations by..a qualified geotechnical
representative, and shall be based upon sub grade soil type, composition, and firmness or soil stab;lity.
Unidentified underground storage tanks (UST), below suiface utilities, wells, or septic systems must be
decommissioned, removed or abanooned as deemed necessary by govemiI~,g Federal, State, and :.local
agencies. Excavations developed as the result of such removal must be backfilled with structural fill .
materials as defined below, and~n the above section on Floor Slab-On-Grade.
Copyright ~102006 Materials Testing & Inspection, Inc,
','
2791 South Victory View Way · Boise, 1083709 · (208) 376-4748 · Fax (208) 322-6515
E-flllail mtr@mti-id.com · www.mti-id.com -
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6' MATERIALS
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"'After existing sub grade soils are excavated to design grade, proper control of subgrade conditions (i.e.,
moisture content) and placement and compaction of new fill (if required) should be overseen by a
representative of the soils engineer (MTI). R~ommendations for structural fill presented within this report
can be used to minimize volume changes and differential settlements"that are detrimental to the behavior of
footings, pavements, and floor slabs. Sufficient density tests should be performed to properly monitor
compaction. For structural fill beneath building structures one in-place density test per lift for every 5,000 ,.
square feet is reco~.fI1ended. In parking and driveway areas this can be decreased to one test per lift for
every 10,000 square feet.
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Dry Weather:
'"
If construction is to be conducted during what is con~idered "Dry" seasonal conditions, problems associated
with soft soils may be avoided. However, shallow groundwater conditions, related to springtime runoff
and/or late summer/early fall irrigation, may induce rutting sub grade soils. Solutions to problems ass~fiated
with .soft sub grade soils are outlined below. Problems may also arise because 0' lack of moisture in 'native
and fill soils at time of placement. This will require addition of water to achieve near optimum moisture
'iIx levels. Low cohesive soils exposed in excavations may become friable, increasing chances of sloughing or
'caving. Measures to control excessive dust should be considered as part of the overall health and safety
m<!tlagement plan. ,', .,
Wet Weather:
;;:
If construction is to be conducted during what is considered "Wet" seasonal conditions (commonly from
mid-November to April), problems associated with soft soils mtIst 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.
.
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Soft Subgrade Soils:
Shallow sub grade soils that are high in moisture content can be expected to pump and rut under construction
traffic. The following recommendations and/or options have been included for dealing with anticipated
sub grade conditions:
. Track-mounted vehicles should be used to strip sub grade of root matter and other deleterious debris.
Heavy rubber-tired equipment should be prohibited from operating directly on native subgrades, and in
structural areas such as roadways and foundations. Construction traffic can be restricted to designated
roadways that do not cross, or cross on a limited basis, proposed roadwa)f or parking subgrades.
. During periods of wet weather, construction on-site may become very "difficult if not impossible. To
ensure constructability, access/haul roads should be constructed with a minimum of 2 fe~t of structural
fill material. Fill material should consist of relatively large cobble (4 to 6 inch in Cliameter) with
sufficient fines to fill voids. .'
!I:
. Instead of structural fill placement, scarification and aeration of sub grade soils can be employed to
reduce the moisture content. After stripping is complete, the exposed sub grade should be ripy.ed and/or
disked to a depth of 1.5 feet and allowed to air dry for 2 to 4 weeks. Further disking should be
performed on a weekly basis to aid the aeration process.
'. ~. Alternate recommendations can be provided involving lime or cement stabilization and use 0'
J ~PLt' Igeotextiles, upon request.
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Frozen Sub grade Soils:
F~ozen sub grade soils must be allowed to thaw, or may be stripped prior to placement of structural fill ~'
materials or foundation elements. Frozen soils must be removed to depths that expose non-frozen soils and
wasted or stockpiled for later use. These soils must be allowed to thaw and return to near optimum
conditions prior to use as structural fill. ,~ I~.-!
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Structural Fill:
'," ~
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Soils regarded as suitable for use as structural fill are those classified as GW, GP, .€JM, SW, SP, SM, and
ML, in accordance with the Unified Soil Classification System (USCS) (ASTM D 2487). The use of silty
soils (USCS designation of 'pM, SM, and ML) as 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 w~rk -w.ith as moisture content, lift 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 Goth 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.
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2791 South Victory View Way · Boise, ID 83709 · (208) 376-4748 · Fax (208) 322-6515
E-M8il mti@mti-id,com · www.mti-id.com
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c,i MATERIALS
,j, "TESTING &-
''"': 1,," ' I NSPECTION l<.~
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June 9, 2006
Page # 14 of 24
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Recommended granular structural fill materials, those classified as GW, GP, SW, SP, should consist of a 6
inch minus select, clean, granular soil with no more than 30% oversize (greater than % inch) material and no
more than 12% fines (less than #200) and placed in layers not to exceed 9 inches in thickness. Prior to
placement · of structural fill materials, surfaces must be prepared as outlined in the Construction
'"
Considerations section. Structural fill material should be moisture-conditioned to achieve optimum
moisture content prior to compaction. For structural fill below footings, areas of compacted backfill must
extend outside the perimeter of the footing for a distance equal to the thickness of fill between the bottom of
foundation and underlying soils, or 5 feet, whichever is less.
iii
~
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Each layer of structural fill must be compacted tq,-JP minimum density of 95% 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 shall be used for samples containing up to 40% oversize particles (greater than %
inch). If material contains more than 40% but less than 50% oversize particles, compaction of fill shall be
confirmed by proof-rolling each lift with a 10-ton vibratory roller (or equivalent) until the maximutrfdensitp
has been achieveg.. Density testing shall be performed after eacp 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 shall be used as the requirement on the remainder of fill
placement. Material shall contain''Sufficient fines to fill all void spaces, and shall not contain m.ore than 50%
oversize particles. ".
l<
Backfill:
II
Backfill materials shall ascribe to the requirements of structural fill except that the maximum material size
shall be 4 inches. In no case shall material greater than 2 inches in diameter bear directly on structural
elements. Placing oversized material against rigid surfaces interferes with proper compaction.. Backfill
should be c.ompacted in accordance with specifications for structHral fill, except in those areas where it is
determined that future settlement is not a concern, such as planter areas. In nonstructural areas, backfill must
be compacted to a firm and unyielding condition.
~~
Excavations:
Shall~w 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 Administratiorr (OSHA) regulations, section 1926, subpart P. Based on these regulations,
on-site soils are classified as type "C" soil, and excavations within these soil should be co~~tructed at a
maximum-slope of 112 foot horizontal to I foot vertical (1 ~H: 1 V)'cfor 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 fOF.short-term conditions onlJ, and will no~ be stable for long-term conditions.
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Copyri~ht @ 2006 Materials Testing & Inspection, Inc.
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2791 South Victory View Way - Boise, ID 83709 - (208) 376-4748 · Fax (208) 322-6515
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D Grou~~water was ~ncountered in the investigation, but is anticipated to be below the depth of most
construction. Excavations below the water table will require a dewatering program. It may be possible to
~ discharge dewatering effluent to remote portions of the site or to a strategically located sump or pit. This
U will essentially recycle effluent, thus eliminating the need to enter into agreements with local drainage
, . authorities. Should the scope of the proposed project change, MTI should be contacted to provide more
~ detailed groundwater control measu~es. ..
-Special precautions may be required for contro1"of surface runoff and subsurface seepage in general. It is
recommended that runoff caused by wet weather be directed away from open excavations. On-site silty or
_ clayey soils can be expected to b'ecome soft and pump if subjected to excessive traffic following periods of
wet weather. Ponded surface water areas should be drained to allow construction to take place- through
methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or installation of~'a
French-drain system. Additionally,. temporary or permanent driveway sections may be constructed should
wet weather be flq~recast. - .
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For deep excavations, native granular soils cannot be expected to remain in position. These materials are
prone to fail~re and may collapse, thereby undermining upper soils layers. This is especially true when
working at depths near the water table. Proper care must be taken to protect personnel and eq.ipment.
"
During our subsurface exploration, test pit sidewalls generally exhibited little... indication of collap'se.
However, some caving of granular soils occurred, especially after penetration of the water table. Care must
be taken so that excavations are properly backfilled in accordance with procedures outlined in this report.
Water and loose debris should be removed from these excavations, prior to placement of fill soils:;; or
concrete.-
Groundwater Control:
'"
!G
GENERAL COMMENTS
When plans and specifications are complete, or if significant changes are made in the character or location of
the proposed development, -consultation should be arranged as supplementary recommendations may be
required. It is recommended that the service of a qualified geotechnical engineering firm be engaged to test
and evaluate soils in footing excavations before placement of concrete to determine if soils meet compaction
requirements. Monitoring and testing should also be performed to verify that suitable materials are used for
structural fill and that proper placem~t and compaction is performed. ~~ A
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2791 South Victory View Way · Boise, 1083709 · (208) 376-4748 · Fax (208) 322-6515
E-lt1ail mti@mti-id.com · www.mti-id.com
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Page # 160f24
MATERIALS
TESTING &
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Environmental Services
Q Construction Materials Testin
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=
REFERENCES
I~
American Society for Testing Materials, 1999;"Standard Test Methodior Materials Finer than 75-!J.m (No.
200) Sieve in Mineral Aggregates by Washing: C 117 - 95, 3 p.
"
;;"
American Society for Testing MaterialEl, 1999, Standard Test Methods for Liquid Limit, Plastic Limit, and
1"'1:!-_.
Plasticity Index {If Soils, ASTM Designation: D 4318 - 86, 11 p.
.
:W:
~
'"
Collett, R.A., 1980, Soil Survey of Ada County Area, Idaho: US Department of Agriculture, Soil
Ii
Conservation Service, 327 p.
'" Othberg, K.L. and Stanford, L.A., 1992, Geologic Map of the Boise Valley and adjoining area, Ada and
'" ~ Canyon Counties, Idaho: Idaho,)Geologic Map Series, scale 1:100,000.
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2791 South Victory View Way · Boise, 1083709 · (208) 376-4748 · Fax (208) 322-6515
E..Mail mti@Jnti-id.com · www.mti-id.com
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6,J> ~--~ MATER'IALSI<
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June 9, 2006
Page # 170f24
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APPENDIX
".
. GEOTECHNICAL GENERA~ NOTES
.:-
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UNIFIED SOIL CLASSIFICATION SYSTEM
GEOTECHNICAL TEST PIT LOGS
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PAVEMENT THICKNESS DESIGN SHEETS
-
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SITEMAP PLATES
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E-Mail mti'@mti-id.com · www.mti-id.com!;
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MATERIALS
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June 9, 2006
Page # 180f24
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r:\boise\2006 reports\600-799\b60757 g\b60757 geotech.doc
GEOTECHNICAL GENERAL NOTES
SOIL PROPERTY SYMBOLS
N: Standard "N" penetration: Blows per foot ofa 140 pound hammer falling 30" on a 2" a.D. SS..
Unconfined compressive strength, tons/ft2
Penetrometer value, unconfined compressive strength, tons/ft2
Cone Penetrometer value, unconfined compressive strength, pounds/in2
Vane value, ultimate shearing strength, tons/ft2
Water content, %
Liquid Limit
Plasticity Index
Non-Plastic
D: Natural dry density, Ibs/ft3
Apparent groundwater level ~t time noted after completion).
~
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II
DRILLING AND SAMPLING SYMBOLS
Split-Spoon - 1 3/8" J.D., 2" a.D., except where noted.
Shelby Tube - 3" a.D., except where noted.
Auger Sample. ~
Diamond Bit.
Carbide Bit.
Grab ~ample.
=
~
RELA'i'IVE DENSITY AND CONSISTENCY CLASSIFICATION
y
,j
Non-Cohesive Soils Standard Penetration Cohesive Soils Standard Penetration
Resistance Resistance
Very Loose <4 Very Soft <?
Loose 4-10 Soft 2-4
Medium Dense 10-3Q, Firm (Medium Stiff) 4-8
Dense 30-50 Stiff 8-15
Very Dense >50 Very Stiff 15-30
Hard >30
iel
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I'i
,. PARTICLE SIz..E
~
Boulders
Cobbles
Gravel
12 in. +
12 in. to 3 in.
3 in, to 5 mm
. Coarse Sand 5 mm to 0.6 mm
Medium Sand.. 0,6 mm to 0.2 mm
Fine Sand 0.2 mm to 0,074 rom
0.074 mm to 0.005 mm
0.005 mm & Smaller
Silts
Clays
.
Copyright @ 2006 Materials Testini & 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
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16
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June 9, 2006
Page # 190f24
MATERIALS
TeSTING &-
INSPECTION
o Geotechnical Engjneering
o Construction Materials Testing
o Special Inspections
"
'"
r:\boise\2006 reports\600- 799\b607 57 g\b607 57 geotech.doc
Unified Soil Classification System
Major Symbol Soil Descriptions
Divisions
Well-graded gravels, gravel-sand mixtures, little or no fines
Gravel GW
and Poorly-graded gravels, gravel-sand mixtures, little or no fines
Gravelly GP
Soils Silty gravels, Poorly-graded gravel-sand-silt mixtures
<50% :J;:
GM
coarse fraction Clayey gravels, Poorly-graded gravel-sand-clay mixtures
passes #4 sieve GC
Coarse Well-graded sands, gravelly sands, little or no fines
Grained Sand " SW
Soils and Poorly-graded sands, gravelly sands, little or no :gnes
<50% Sandy SP
passes Soils Silty sands, Poorly-graded sand-gravel-silt mixtures
#200 sieve >50% SM
coarse fraction Clayey sands, Poorly-graded sand-gravel-clay mixtures
passes #4 sieve SC
Inorganic silts & veJY fine sands, silty or clayey fine sands,
Silts ML clayey silts
and Inorganic clays of low to medium plasticity, gravelly clays, sandy
Clays CL clays, silty clays, lean clays
Fine LL < 50 i1i. Organic silts and organic silt-clays oflow plasticity
Grained OL I:iii
Soils Inorganic silts, micaceous or diatomaceous fine sand or silt
>50% Silts MH
passes and Inorganic clays of high plasticity, fat clays
1i
#200 sieve Clays CH
LL > 50 Organic silts and clays of medium-to-high plasticity
OH
Highly Organic Soils Peat, humus, hydric soils with high organic content
PT
"
Copyright @ 2006 Materials Testini,& Inspection, Inc,
2791 South Victory View Way · Boise, 1083709 · (208) 376-4748 · Fax (208) 322-6515 :ol
E-Mail mti@mti-id.com · www.mti-id.com
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INSPECTION
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June 9, 2006
Page # 20 of 24
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o Construction Materials Testing
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r:\boise\2006 reports\600-799\b6075~g\b60757geotech.doc
GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
~I
Test Pit Log #: TP-l Date Advanced: 5/24/06
Excavated By: JTS Excavation
Depth to Water Table: 8.0 Feet
Logged By: Liz Brown
.
Location: See Later Site Map Plates
Depth to Bottom Of Hole: 8.21?eet
Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test
(Feet) and Sediment Classification Type (From-To) ID
. Silty Sand (SM): Light brown, dry ~
0.0-7.4 to moist, medium dense, weak to
moderate calcium carbonate
cementationfrom 2.8 to 5.4 feet, with .
fine grained sand and organic
material to O.4foot.~, ;;;
roorly Graded Sandy Gravel
7.4-8.2 (GP): Light brown, moist to
saturated, medium dense, fine to
~ coarse grained sand, with 6 inch ><
minus cobbles.
Piezometer Installed
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Copyright @ 2006 Materllls 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
.
i
June 9, 2006
Page # 21 of24
6' MATERIALS
" ; - TeSTING &
." - INSPECTION
II~
. ~;! Environmental Services 0 Geotechnical Engineering
:l .
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o Construction Materials Testing
o Special Inspections
r:\boise\2006 reports\600-799\b60757g\b60757geotech.doc
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GEO':fECHNICAL
INVESTIGATION
TEST PIT LOG
'^
Test Pit Log #: TP-2 Date Advanced: 5/24/06
Excavated By: JTS Excavation
Depth to Water Table: 9.6 Feet
Logged By: Liz Brown
Location: See Later Site Map Plates
Depth to Bottom Of Hole: 10.2 Feet
iii.
~.. ;
Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test
(Feet) and Sediment Classification Type (From-To) ID
Sandy Lean Clay (CL): Dark
0.0-2.2 brown to brown, slightly moist, stiff GS 0.5-1.0 1.75-3.5 A
to very stiff, with fine grained sand
and or~anic material to 1. 2 feet.
Silty Sand (SM): Light brown,
2.5-9.0 slightly moist, medium dense, weak
00
to moderate calcium carbonate
cementation from 4.8 to 6.2feet, with
fine to medium grained sand. :;;
~Clay in uvver 1 ((jot. .
Poorly Graded Sandy Gravel :<
9.0-10.2 (GP): Light brown, moist to
saturated, medium dense, with fine to .
coars1e grained sand and 8 inch
minus cobbles. .'
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Lab Test ill M .. LL PI Sieve Anah sis I
:..~ - % - - #4 #10 #40 #100 #200
A 12.8 47 23 100 100 97 88 79.7
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. Piezometer Installed
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Copyright @ 2006 Materials Testing & Inspection, Inc,
2791 South Victory View Way · Boise, 1083709 · (208) 376-4748 · Fax (208) 322-6515
E-Mail mti!Qmti-id.com · www.mti-id.com
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MATERIALS
TESTING 6-
INSPECTION
June 9, 2006
Page # 22 of 24
Environmental Services
l;; 0 Construction M~terials Testin
o Special Ins ectlons
r:\boise\2006 reports\600-799\b60757g\b60757geotech.doc
GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Logged By: Liz Brown
Location: See Later Site Map Plates
Depth to Bottom Of Hole: 10.2 Feet
Test Pit Log #: TP-3 Date Advanced: 5/24/06
Excavated By: JTS Excavation
Depth to Water Table: 8.7 Feet
;;;
Depth Field Description, w/USCS Soil Sample Sample Depth. Qp Lab Test
(Feet) and Sediment Classification Type (From-To) ID
.
Sandy Lean Clay (CL): Brown, dry
0.0-2.2 to slightly moift, very stiff to hard, 4.0-4.5
with fine grained sand and organic
material to O.8(00t.
Silty Sand (SM): Light brown, dry
2.2-9.8 to slightly moist, medium dense,
weak to moderate calcium carbonate .
cementatLon with iron staining from
3.1 to 5.8feet, withfine to medium
grained sand. ..
~Clav in upper 1 foot.
Poorly Graded Sandy Gravel ~
9.8-10.2 (GP): Light brown, moist to
saturated, medium dense, with fine to :(.
coarse grained sand and 6 inch
minus cobbles.
.;;
>=Piezometer Installed
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Copyright @ 2006 Materials Testin8 & Inspection, Inc.
~
2791 South Victory View Way · Boise, 1083709 · (208) 376-4748 · Fax (208) 322-6515
E~ail mti'@mti-id.com · www.mti-id.com
6 MATERIALS
--- TeSTING &
~; ..' INSPECTION
. :':'0 Envir~nmental Services
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~ ~
o Geotechnical En~ineerinQ
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o Construction 'Materials Testin~
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June 9, 2006
Page # 23 of 24
o Special Inspections
r:\boise\2006 reports\600-799\b60757 g\b607 57 geotech.doc
IDAHO METHOD - PAVEMENT THICKNESS
(USING ADA COUNTY HIGHWAY DISTRICT SUBSTITUTION RATIos)
..
P,vement Section Design Location: Moose Creek Subdivision
r.
Avera.e Deily Trlffic Count:
Ddlgn Life:
Tramc Index:
<
CIimat. Factor:
Subgrade CBR Value:
~T
',' R-Value of Agarell8te Billie:
R-Value of Granular Borrow:
Subgrlde R-Vwue:
EXPiRsion Pressure of Subjrade:
Unit Weight of Base Mllterial.
\I :'.
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Tot. Design Life 18 kip ESAL's:
ASPHALTIC CONCRETE:
Gravel Equivalent, Calculated:
Thickn~lli:
Gra.vel Equivalent, ACTUAL:
CRUSHED AGGREGATE BASE~
Gravel Equivalent (Bllwst):
Thicknds:
. Gravel Equivalent, ACTUAL:
GRANULAR BORROW:
Gravel Equivllent (B.lh.t):
Thlcknes.
Gravel Equivalent, ACTUAL:
..
.
TOTAL Thickness:
Thickness Required by Exp. Pres.ure:
~
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Asphiltlc Concrete (at least t.5):
Asphalt Tre.ed Base (at I_t 4.2):
Cetnent Treated BlIfe (at "st 4.2):
Untreated Alil:reglte BUe (at IdlIIt 4.2):
Granular Borrow (at least 4.2):
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$
All Lanes & Both Directions
20 Years
6,00 '.
R- "-Iue of Sub-grade: 5.00
Sublrade Mr:
1\
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80
60
5 ."
0,33
130
,)
i.
33,131
0.384 Feet
0,196923077 Use"': 0.208 Fat
0.41 :>
.;
0,768 (if only agjregate base is to be considered chaljle B 14 to B 15)
~ 0.329 I Use - 0.333 Feet
0.772
1.824
1,052
1.772
Use'- I
~
Feet
..
1.541
0,366 This number must be less than TOTAL Thickness
Desilln (ACHD Values)
Depth Subltitution
Inches ~tios
2.50
0.00
0.00
4.00
12.00
:~
1.95 (ACHD minimums: 2.5 for local & 3 for art.lcollector)
"
".
Copyright @ 2006 Materials Testing & Inspection, Inc,
2791 South Victory View Way · Boise, ID 83709 · (208) 376-4748 · Fax (208) 322-6515
E-Mail mtil@mti-id.com · www.mti-id.com
"1.10
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MATERIALS
TESTING &-
INSPECTION
June 9, 2006
Page # 24 of 24
;...
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Environmental Services
o Construction Materials Testin
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r:\boise\2006 reports\600-799\b60757g\b60757geotech.doc
I ~Il
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RESISTANCE "R" VALUE LABORATORY TEST DATA
TP-2, 0.5' -1.0' - CIa
Ma 24, 2006
5120
ASTM D75:
ASTM D2844:
AASHTO T2:
AASHTO T190:
AASHTO T87:
Idaho T8:
ASTM D421 :
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A
NA
NA
NA
NA
NA
B
NA
NA
NA
NA .,
NA
C
NA
NA
NA
NA
NA
::
R- Value @ 200 psi Exudation Pressure = Less than 5**
~
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~I ** ASTM D2844 Note 2: Occasionally, material from very plastic clay-test specimens will extrude from under the mold and
_ around the follower ram during the loading operation. If this occurs when the 800-psi point is reached and fewer than five lijhts
are lighted, the soil should be reported as less than 5 R-value.
R-Value @ Exudation Pressure
10.0
8.0
CI) 6.0 -
;:,
iG
~ 4.0
0::
2.0
0.0
300
".
250
200
Exudation Pressure (psi)
150
100
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Copyright @ 2006 Materials Testing & Inspection, Inc.
2791 South Victory View Way · Boise, 1083709 · (208) 376-4748 · Fax (208) 322-6515
E-Mail mti@mti-id.com · www.mti-id.com
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