HomeMy WebLinkAboutDevon Park North PFP Application
TRANSMITTALS TO AGENCIES FOR COMMENTS ON
DEVELOPMENT PROJECTS WITH THE CITY OF MERIDIAN
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To 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: May 10, 2007
Transmittal Date: April 3, 2007 File No.: PFP 07-002
Hearing Date: May 17, 2007
Request: Public Hearing. Combined Preliminary/Final Plat to subdivide
Lot 4, Block 1, Devon Park Subdivision No.2, to create two (2) new lots, for
Devon Park North.
By: Doug Tamura
Location of Property or Project:
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1960 North lakes Place
Steve Siddoway (no FP)
David Moe (no FP) .
Wendy Newton-Huckabay (No FP)
Michael Rohm (No FP)
Tom O'Brien (No FP)
Tammy de Weerd, Mayor
Charlie Rountree, C/C
_Joe Bortqn, C/C
Keith Bird, C/C
-'DaVid Zaremba C/C
Water Department
Sewer Department
Sanitary Services (No VAR, VAC, FP)
Building Department / Rich Greene
Fire Department
Police Department
City Attorney 'i'
City Engineer
City Planner
Parks Department
_ Economic Dev. (CUP only)
Your Concise Remarks:
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,CUP)
Qwest (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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Hearing Date: May 17, 2007
file No:
PfP-07 -002
Project Name: Devon Park North
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Request:
Combined Preliminary I final Plat r~t to subdivide Lot 4, Slock 1, Devon
Park Subdivision No.2, to create two (2) new lots
Location:
1960 North Lakes Place (Section 6, Township 3 North, Range 1 East, S.M.)
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~MISS~b"'N & COUNCIL REVIEW APPLICA nON
Type of Review Requested (check all that
o Annexation and Zoning
o Comprehensive Plan Map Amendment
o Comprehensive Plan Text Amendment
o Conditional Use Permit
o Conditional Use Permit Modification
al Plat
al Plat Modification
o PljPlned Unit Development
~eliminary Plat
o Rezone
o Time Extension (Commission or Council)
o UDC Text Amendment
o Vacation (Council)
o Variance
o Other
Applicant Information
Applicant name:
Applicant address:
Applicant's interest in property: l2fewn 0 Rent 0 Optioned 0 Other
Owner name: 6r,-~G2- FArfLVI/3AJ l.N:-ts tk
Owner address: 13'7& N. f./lfte>Rf f)~ LA! ~5E
Zip:
Firm name:
Phone:
Address:
Primary contact is: iAPpHcant
Contact name:
E-mail;,_ ___
Phone:
RiP/AN Zip: ~~((fI7
o Agent 0 Other
Assessor's parcel
Township,
Current land use:
Total acreage:
Current zoning district:
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 De'!lcription
Project/subdivision name: --12ev- d>"l p~. 2-
General description of propose2 project/request: ~'hlpJtJ!t ~ FI NIt'1...t }/W
~fl-Ir Let t l?L I ()Bxuv f1mt- ~Jj?7N().Z #'-/10 ~) U1?
Proposed zoning district(s): J-'fc
Acres of each zone proposed: J..; ,1- .
Type of use proposed (check all that apply):
o Residential 0 Commercial 0 Office 0 Industrial 0 Other
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Amenities provided with this development (if applicable): jJ 4- -
Who will own & maintain the pressurized irri~ation system in this development? ",< JJ-
Which irrigation district does this property lie within? t/ It-
Primary irrigation source: ~ I}. ~; Secondary: Li ~
Square footaje of landscaped areas to be irripted (ifprimwy or secondary point of connection is City water):
ReMdential Project Summary (if applicable) IJ ./J- -
Number of residential units: Number of building. lots:
Number of common and/or other lots:
Proposed number of dwelling units (for multi-family developments only):
1 Bedroom: 2 or more Bedrooms:
Minimum square footage ofstructure(s) (exc!. garage):
Minimum property size (s.t):
Proposed buildinj heijht:
Average property size (s.f.):
Gross density (DU/acn~~totalland): Net density (DU/acr~excluding roads & alleys):
Percentage of open spadt: provided: Acreage of open space:
Percentage of use able open space: (See Chapter 3, Article G, for qualified open space)
Type of open space provided in acres (Le., landscapini, public, common, etc):
Type of dwelling(s) prop"sed: 0 Silllle-family 0 Townhomes 0 Duplexes 0 Multi-family
Non-residential Project Summary (if applicable) )./~ff
Number of building lots: ~ Other lots:
Gross floor area proposed:
Hours ofop.ration (days and hours):
Percentage of site/project devoted to the following,:
Landscaping: Building: Paving:
Total number of employees: Maximum number of employees at anyone time:
Number and !lies of students/children (if applicable): SeatilJi capacity:
Total number of parking spaces provided: Number of compact spaces provided:
Existing (if applicable):
Building height:
Authoriz.ion
Date: ~ 1&7
~o E. Watertower Lane, Suite 202 . Meridian, Idaho 83642 .
. Facsimile: (208) 888-6854 . Website: www.meridiancity.org
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Print applicant name:
Applicant s~nature:
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March 7, 2007 ...
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Pldifning & Zoning Department .
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660 IE. Watertower ,10", I:
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RE: Grace @ Fairview Lakes ..., .
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. 1960 N. Lakes .
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To Whom it May Concern: , lo
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In regards to the above referSnced projec~ Grace @ Fairview Lakes LLC is requesting
x pr~liminary and final plat approval to split Lot 4 Block 1 of Devon Park Sub. No.2 into
~ two lots, The proposed lot split is to accommodate long term financing on Phase I of the
I retirement facility. All of the conditions of approval for the retirement center shall remain .
the same,. I
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oug amura
Managing Member i ,.
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1~11 FEB,27,2007 8: 23pjl'
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TITLEONE" .
NO, 8664 p, 2,
AIM UMIn.f1_DER J. ""'* ModO AIIOlIIT 3.11 1
IOISE IDlKD 81.. 12:28 PM
~~~~1~~Of 111111111111I111111111111111111
T. OW 105090546
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WARRANTY DEED
FOR VALUE RECEIVED, GRACE, LLC, an Idtiho limited liability company, the Grantor, docs
hereby grant, b_Iain -sell and convly unto GRACE AT FAIRVIEW LAKES, LLC, an Idaho
limited liability company whos.current address is 499 West Main Street, Boisi, ID 83702, the
Granee.~ tm folJowins d~scrib!d pmnisc" in Ada County, Idaho, TO WIT:
LOl4 in Block 1 of DEVON PARK SUBDIVISION NO.2, according to tlle official plat thrnof,
filed in Boo,i 91 of Plats at Pages 10854 tbrouah 10856, official re.cords of Ada County, Idabo.
r TO HAVE ANl> TO HOLD thl lIIlid pmnim. with tlllinppurtenanels unto tMlISaid GrantllC, hairs and
~Ils forever. JhMl the sa:td Grantor doe. lRmly co,"enll1t to,lIld with lhuaid Gra., .hat it is the owntr in ~
simp" of.... premi~ 111M .hoy are fr~ ITom all enturnb~ EXCEPT those 10 which lh il<.COIvtyancf i~
exprutJ)' made IUbJei:t Md those nde, suffer~ or dv~ by the Gram-=: .1Id subject to all existing patent
rl!s~ns. c!IIementlip ri&~t($) OfWll1, protll:livliI CQvellllnlS, 700010; ordinlnl<. II1d IIppl.ole buildi'1f:"Codes, laws
... fegul_ions, ....111_ .nd DSessmenll, Inclldlnll"jptian~ utility _mJnts (inny) for tbe~eurrenl yc_.
which are *It due and pa)Wblt. il)llthlt Gren~r will wwltnt I1d defend 1'- .~e from alllllwfull<laims whuaoevcr.
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Couney or Adl
On thif'.:f.,./J day of July 2005, before me, the undeRigned,. Nolll)' Public in and for said Stlfe,
ptddhllIJ .ppc..cd Dou&las TamurI known or identified to nit to be the Member of the limited Ii.bility
company that executed the within Inslrument1lnd ICkoowlcdgcd to me that" Kacut:cd the sarno fonnd on
beh~( of said limited li~i1ity company and that such limited U.blUty company executed it.
No " Public for Idaho
My Commi!!ion Expires: ( 0 1.-1/ r ()
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AFFIDAVIT OF LEGAL INTEREST
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STATE OF IDAHO)
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COUNTY OF ADA )
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Bo/~ (name)
(city)
being first duly sworn upon, oath, depose and say:
L/n0 IJ. tl/H~~IPqEL;J.
I nf).H Ui.ddress)
VI}, c> f::f376 Z
(state)
1. That I am the record owner of the property described on the attached, and I grant my
permission to:
~tl){Jt0 MIU-~
(name)
"3fd1 ~. /;).1-v<-0Eiz ~te~, 1iUe./<.IJ//1/v
(address) f DI'J1t-o
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to submit the accompanying application(s) pertaining to that property.
I agree to indemnify, defend and hold the City of Meridian and its employees harmless
from any c@im or liability resulting from any dispute as to the statements contained
herein or ~o the ownership of the property which is the subject of the application.
2.
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3. 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 -z, 1
,., SUBSCRIBED AND SWORN to before me the da
day of
,20 Or
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(Notary Public for Idaho)
Residing at:~/Jt, I ()
My Commission Expires: J-/t..I /J-4t(
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EXHIBIT "A-
Legal Description
Parcel A -Assisted Living portion of Lot 4, Devon Park Subdivision NO.2
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A portion of Lot 4, Block 1 of Devon Park Subdivision No.2, recorded in
Book 91, at Page 10854, situated in the Southwest Quarter of the Southeast
Quarter of Section 6, Township 3 North, Range 1 East of the Boise Meridian, City
of Meridian, Ada County, Idaho, more particularly described as follows:
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Commencing at the Section corner common to Sections 5, 6, 7 and 8, Township
3 North, Range 1 East, B.M.; thence along the south line of said Section 6, North
89028'06" West a distance of 2641.06 feet to a brass cap at the quarter cor'J~r
common to Sections 6 and 7 recorded as Instrument No. 103121 .. ."
leaving said south line, North 00020'01" East a distance of 976.1 70t ~
Point of Beginning; thence continuing North 00020'01" East,l, '~Ojl;!fol
feet along the Westerly line of said Lot 4; thence South.~~ ast a dlst(fhC'e~"', I
of 457.78 feet along the Northerly line of said Lot 4; t~, leavin~saiCUlfbrth~,r~
line South 00000'02" East a distance of 324.08 fe 13 point oll ttftf Southerly
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line of said Lot 4; thence along said Southerl 'oJl~wiQg cour,ses and -jl
distances, North 90000'00" West 50.57 feet;,. OOoQO'Oo;,Jr!!tt.~QP fe~t;
North 90000'00" West 130.00 feet; South '00":Wes~"59.00.feet;'IIIoft~Sl
90000'00" West 279.11 feet to the Point of '.- ing. {>!:i ~!J ~ Ji~
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End of Description
February 15, 2007
Project No. 04-117
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Said parcel contains 3.24 acres, more or
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LAND SURVEYING SERVICES
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357 L Wotertower In., . Suite F, Meridion..ID 83642
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EXHIBIT"'A-
Legal Description
Parcel B -Easterly portion, Lot 4 of Devon Park Subdivision NO.2
A portion of Lot 4, Block 1 of Devon Park Subdivision No.2, recorded in
Book 91, at Page 10854, situated in the Southwest Quarter of the Southeast
Quarter of Section 6, TownsQip 3 North, Range 1 East of the Boise Meridian, City
of Meridian, Ada County, Idaho, more particularly described as follows:
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Commencing at the Section corner common to Sections 5, 6, 7 and 8, Township
3 North, Range 1 East, B.M.; thence along the south line of said Section 6, North
89028'06" West a distance of 2641.06 feet to a brass cap at the quarter corner
common to Sections 6 and 7 recorded as Instrument No. 103121926; thence
leaving said south line, North 00020'01" East a ~tance of 976.13 feet; thence
continuing North 00020'01" East a distance of 325.'BO feet along the Westerly line
of said Lot 4; thence South 89053'08" East a distance of 457.78 feet al ~~,~
Northerly line of said Lot 4 to the Real Point of Beginning; then
along said Northerly line South 89053'08" East a distance of
along the Easterly line of said Lot 4 South 00023'27" We
feet to a point on the Right of way line of East Clarene
right 01 way line the following courses and distances.
28.00 foot radius curve to the right, through a .
chord of which bears North 44036'33" West a di f~pJec; therwe~Nort~
00023'27" East a distance of 7.00 feet; thence .., 903 1~3" ~~a.i~ance Iff
36.00 feet; thence South 00023'27" West a ~-:'ltf~e of .O.cf'eet; tb~nce~~
89036'33" East a distance of 36.00 feet; th" ,. ort 00~T'27" Ejl~t a dis~ce
of 7.00 feet; thence 43.98 feet along the a~. 0 fmJt radi.~ curveJb the
right, through a central angle of 9000 the ... orctrof whi~h beari~North rt
45023'27" East a distance of 39.60 feet oint." th~aste~ line of~1lid Lot W
4; thence along said Easterly line So.o 3'11" wr;st a distance ci 155.06 II
feet; thence along the Southerly lin I sai(ttat~~orth'.eOoOO'OO;-' West a
~i~~:~aC:~fo~~i~.~~~:~tt:;,e;~~il~ta;;n nni~;f'erl' Iina'1.'fJP~"~~":::~.
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Said parcel contains 1.39 acres, more
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End of Description
February 15, 2007
Project No. 04-117
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GRACE AT FAIRVIEW LAKES,
PRELIMINARY PLA T
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N. ADA COUNTY
PR CT NO.
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Title: ~~'i I Date: 02-21-2007
Scale: 1 inch = 150 feet I File:
Tract I: 1.394 Acres: 60703 Sq Feet: Closure = n75.5337e 0.00 Feet: Precision =1/904755: Perimeter = 1308 Feet
001=s89.5308e 209.21 006=s00.2327w 130.00 Oil =n90.0000w 207.00
002=s00.2327w 108.61 007=s89.3633e 36.00 012=nOO.0002w 324.08
0113: Rl, =. Del~.OOOO 008=nOO.2327e 7.00
B,.=n44.36 . C~9.60
004=nOO.2327e 7.00 009: Rl, R=28.00. DelllOO9O.0900
Bna=n45.2327e, C~39.60
005=n89.3633w 36.00 01O=sOO.2327w 155.06 A
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Title: I Date: 02-21-2007
Scale: 1 inch = 150 feet !File:
Tract I: 3.242 Acres: 141205 Sq Feet: Closure = s88.5224e 0.01 Feet: Precision =1'310026: Perimeter =:1685 Feet
001 =n00.200le 325.00 004=n90.0000w 50.57 007=sOO.0000w 59.00
002=s89.5308e 457.78 005=nOO.00iOe 59.00 008=n90.0000w 279.11
003=sOO.0002e 324.08 006=n90.0000w 130.00
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Notes
Date: .
Proje:.ct/SubdivisionName: 1>5../o~ P~t<:
Applicant/Cont ct: 'DQtJ c- ~
City Staff: .
Location:
Existing Zoning:
Proposed Zoning: ·
Property Size:
Surrounding Uses:
Comprehensive Plan Designation( s):
Street Buffers and/or Land Use Buffers:'"
,.
Open Space/ Amenities/Pathways:
.
Street System/Stub Streets/Access:
Sewer and Water Service:
Topography/Hydrology/Floodplain Issues:
Canals/DitcheslIrrigation and/or Hazards:
History: ,.
Additional Meeting No1fs: '
fJo. 2-
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Contiguous and Within AOI (AZ only):
}{prober of Units and/or Lots:
Dwelling Type (if residential):
.
1:
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.
Other Agencies/Departments to Contact (circle):
Ada County Mighway District Nampa and Meridian Irrigation
Idaho Transportation Department Settlers Irrigation
Sanitary Services Corporation Fire Department
Central District Health ,: Police Department
Applications Required (circle all that apply):
. ..
Accessory Use I;' Desl .. eVlew
Alternative Compliance Final PI odifil,;aliuIl
Annexation sc. (DA Modification)
Certificate of Z~ning Compliance Planned~lopment
Comp Plan Map Amendment ~~
Comp Plan Text Amendment rivate Street
Conditional Use Permit Rezone
Additional Pre-Application Conference (circle one):
Anticipated Submission Date: ~'t:': (~ 0'7
Parks Department
Public Works Department.
Building Department
Other:
Short Plat
Time Extension
UDC Text Amendment
Vacation
Variance
Other:
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Required
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Anticipated Hearing>-Date:
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NOTES: 1) Applicants are required to hold a neighborhood meeting, in accordance with UDC 11-5A-5C, prior to
submittal of an application requiring a public hearing. 2) Except for UDC Text Amendments, Comprehensive Plan
Text Amendments and Vacation applications, m other applications requiring a public hearing shall be posted in
accordance with UDC 11-5A-5 D. 3) The information provided during thif, meeting is ~ased on current City Code and
Comprehensive Plan. Any subsequent changes to City Code ~nd/or the Comprehensive Plan may "affect your
submittal and/or application. This pre-application meeting shall be valid for 6 months. . .
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Pre-application Neighborhood Meeting Notice
Subject:
Grace @ Fairview Lakes
Dear Property Owners:
The City of Meridian zonina ordinance requires that a pre-application meeting between
the applicant of a development proposal and the residents of the neighborhood in which :';
the development site is located be held for open discussion prior to submittal of the
application to the City of Meridian. Grace @ Fairview Lakes is proposini to subdivide
Lot 4 Block 1 of Devon Park Subdivision No.2 into two lots. The subdivision will allow
us to obtain long term financini on the first phase of our retirement center. No additional
changes to the development plan of the retirement facility are planned. The conditions of
approval for the next phase will remain the same.
When:
Monday March 5,2007
6:00 P.M.
Lobby of Grace @ Fairview Lakes
1960 N. Lakes Place
Meridian, Idaho
Where:
If you have any questions about the meeting or the application please contact:
Doug Tamura
1124 Santa Maria
Boise, Idaho 83712
(208) 721-2151
Fax: 343-2210
Email: doughtamura@msn.com
No PI 'f1"$N DfTI\l 1S
March 7, 2007
Plannin~ & Zoning Department
City of Meridian
660 E. Watertower
Meridian, Idaho 83642
RE: Grace @ Fairview Lakes
824 E. Fairview Avenue
Meridian, Idaho
To Whom it May Concern:
.:--:
Pre-application Neighborhood Meeting Notices were delivered to the following
house holds:
Fairview Terrace Mobile:
54,55,56,57,58,59,60,61,62,63,64,65,66,67,68,69,
70, 173, 174, 175, 176, 177, 178, 179, 193, 194
1855, 1858, 1883, 1884, 1902, 1903, 1920
930,946,958,978
705,723,757,784,789,801,802,818,821,853,885,904,
905, 923, 957,989
2041
2043
2045,2050
Teare Street:
Clarene Street:
Willowbrook:
..
N. Lark:
N.E. 10th Ave.:
Brixton:
The notices were delivered on February 28, 2007 and a meeting was held in the lobby of
Grace @ Fairview Lakes located at 1960 N. Lakes Place on March 5,2007. No neighbors
attended.
Doug T ura
Managing Member
Grace @ Fairview Lakes LLC
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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 posting to the City no later than seven (7) days prior to the public hearing
attesting to where and when the sign(s) were posted. Unless such Certificate is received by the
required date, the hearing will be continued.
The sign(s) shall be removed no later than three (3) days after the end of the public hearing for
which the sign(s) had been posted.
he above requirements and will comply with the posting requirements as stated in
Appli
I/llf;t ~ 7;:;7
Date
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GEOTECHNICAL ENGINEERING REPORT
of
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Proposed Residential & Commercial
DEVelopment
Fairview Lakes
824 East Fairvlew Ave.
Meridian, Idaho
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Prepared for:
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Tamura & AssociatEs
499 Mal" Street
Boise, Idaho 83702
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MTI File Number 820560g
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7446 W. Lemhi St., Boise, ID 83709
E-Mail mtlemti-id.com
208376-4748 Fax 208 322-6515
www.mti-id.com
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MATERIALS
TeSTING 6-
INSPECTION
"I
o Environmental Services
August 12, 2002
o Geotechnical Engineerin9
o Special Inspections
Ii:
Mr. Doug Tamura
Tamura & Associates
499 Main Street
Boise, Idaho 83702
(208) 343-2931
.
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Mr. Tamura:
o Construction Materials Testing
f:\2002 reports\300-599\b2056~\b20560geotech.doc
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Re:
Geotechnical Engineering Report
Proposed Residential & Commercial Development
Fairview Lakes
Meridian, Idaho
lit,;!
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 25 July 2002. Data
have been analyzed to evaluate pertinent geotechnical conditions. Provided aeotechnical, groundwater and
construction recommendations are listed in the Table of Contents. 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.
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Often, because of design and construction details that occur on a project, questions arise concerning soil
conditions. We would be pleased to continue our role as geotechnical engineers during project
"implementation. MTI also has great interest in providing 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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Staff Geologist
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Review~~~l G. Woodworth, E.I.T.
Staff Geotechnical Engineer
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7446 W. Lemhi St., Boise, 1083709
E-Mail mtiemti-id.com
& Inspection, Inc,
208376-4748 Fax 208 322-6515iok
www.mti-id.com
~
6-
MATERIALS
TeSTING &
INSPECTION
o Environmental Services
o Geotechnical Engineering
o Construction Materials Testing
o Spw:ial Inspections
A~gust 12, 2002
2
f: \2002 rlports\3GO-599\b20560i\b20560a.eotech.doc
TABLE OF CONTENTS
PREAMBLE .............................. .............................................. ............... .... ................ ............ 1
ExECUTIVE SUMMARy...................... ................................... ....... ............ ........... ..... ..... ....... 3
INTR ODU en ON .......... ........... .... ......... .................................................. ............. ..... ............ 5
Proj ect Description............................................................................................. 5
Authorization ................... .,. ... ............. ........... ....... ..... .......... .... ............. ... ..... ......5
Purpose .......... .............................. ............ ............... ......................... .......... ........... 5
Scope.....................,..................................................................................,............ 5
Warranty And Limiting Conditions ............................................................... 6
General......... ..... ............. ........ ............................. ...............,....,....,............,....,..... 6
DESCRlPTI ON OF SITE ........................................................................................................ 7
Site Access .....................................................................,..,...,..,...... ......,.........,....7
General Geology Of Area .................................................................................7
Site Topography, Drainage And Vegetation................................................. 8
Site Climatology AnJ Geochemistry .............................................................. 8
Geoseismic Setting....................................................................... ....... ..............' 8
SOILS EXPLORATION .......... ........... ................. ........................... ........ .......... ..... ..... ............. 9
Exploration and Samplins Procedures........................................................... 9
Laboratory Testing Program...................... ....... ....... ............ .., ................. .... .....9
Soil And Sediment Profile............................................................................... 10
Soils Survey Review ..........................................................................................10
Volatile Organic Scan........................................................................................ 11
SITE HyDROLOGy...... ........................ ..................... ........ ...... ........ ................. ..... .......... ...... 11
General Notes ............. ............. ......... ........... .................. ........ .............................11
Groundwater .... ................... .............. ........ ....................... ... ... ....... ...... .... .., ....... ,.11
Hydraulic Conductivity .................... ......... ...... .................... .... ... .......... ............11
FOUNDATION, SLAB AND PAVEMENT DISCUSSION AND RECOMMENDATIONS .........12
General Notes ......... ......................................... ....... .......... ....... ... ..... ........ ....... ....12
Foundation Design Recommendations.......................................................... 12
Floor Slab-On-Grade ................. ....,.... .... ..... .... ... ......... ................... ........... .... ....12
Recommended Pavement Sections .................................................................13
CO NSTR U crION CONSID ERA TI 0 NS...... ............... ....... ......... ....... ............................ .......... 15
Earthwork .................................................... ........................................................ 15
Dry Weather. ....,....................................... .... ......... ....... ... ....... ....... ... ... '" .............16
Wet Weather .....,..................................................................................................16
Frozen Subgrade Soils .......... ....... .... ......... ..... ....... ........... ... ... ................. ..... ......16
Structural Fill...................................................................................................... 16
Backfill................................................................................................................. 17
Excavations........................................................................................... ............... 17
Groundwater Control......................... ... ....... ........................ ........ ... .... ..... ... ......18
GENERAL COMMENTS. ............... ...................... ...... ................ ................. ........................... 18
REFERENCES ........................ .................. ........ .................... ......... ............... ..... ......... ............ 19
APPENDIX LIST ............... ............. ............... .......................... ....... .... ....................... ............. 20
~ t~
. Geotechnical General Notes...................................................................~......... 21
Unified Soil Classification ..........................................................~:................... 22
Test Pit Logs ........................................................................................................ 23
Pavement Thickness Design ............................................................................28
Coovriaht @ 2002 Materials T~stim~ & Inspection, Inc.
208376-4748 Fax 208322-6515
www.mti-id.com
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MATERIALS
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o Geotechnical Engineering
o Construction Materials Testing
o Special Inspections
f: \2002 reports\300-599\b20560g\b20560geotech.doc
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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:
Surficial Sandy Silt (FILL-ML) - This soil was encountered at the ground surface, consisting of light
brown, dry, soft, sandy silt fill with excessive organics in the upper 0.8 to 1.8 feet. Fill material was
encountered to depths of 0.7 to 1.8 feet.
Silty Clay with Sand (ML-CL) Sandy Clay (CL) - Underlying the surficial fill material is a sequence of
",silty clay with sand and sandy clay. The clay soils are generally dark brown to reddish brown, dry to moist,
and hard. Clay soils contained varying amounts of sand. The silty clay with sand was weakly cemented
within test pit 2 and extended to a depth of3.5 feet.
Sandy Silt (ML) and Silty Sand (SM) - Sandy silt and silty sand horizons were typically found below the
clayey soils. These layers extended to depths from 2.8 to 5.9 feet and exhibited varying degrees of
cementation, ranging from non-cemented in the westernmost portion of the site to strongly cemented in the
northeastern comer of the property. The sand-silt soils were field classified as light red brown to dark brown,
dry to moist, and soft to hard.
Poorly Graded Gravel (GP) - Brown, slightly moist to saturated, medium dense to very dense poorly
graded gravel was present below the silt-sand sequence. The wavels generally consisted of 12-inch minus
cobbles and fine to coarse grained sand.
Groundwater Conditions:
Groundwater was encountered in all five test pits. Because of the site topography, groundwater depths vary
across the site from 6.6 in the central, low-lying section ofthe property to 10.0 feet below the ground surface
in the elevated portions of the site. Leakage from unlined irrigation and drainage ditches that bisect the site
may contribute to groundwater levels in the immediate vicinity of these features. Groundwater within the
area is primarily a function of irrigation. Therefore, annual peak water table elevations are likely during
periods of the peak irrigation season which occurs during late summer/early fall months. Groundwater
estimation is problematic without long term monitori~. However, it is our opinion a seasonal high
groundwater level of approximately 5.0 to 5.5 feet below existing grades should be anticipated for the project
site.
7446 W. Lemhi St., Boise, 1083709
E-Mail mtiOmti-id.com
Copyright @ 2002 Materials Test~n\!. &. 11Ispl'cta'l1. 111('",
208376-4748 Fax 208 322-6515
www.mti-id.com
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4
MATERIALS
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Q Construction Materials Testing
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f: \2002 reports\300-599\b20560g\b205608Cotech.doc
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.
Footin De th
2.0-3.5 feet and weater bearing on competent,
native, cemented clayey-silty soil or compacted
structural fill. *
. Soft soils in test pit 1 will require over excavation to depths of approximately 3.5 feet.
. Existing fill encountered duri~ construction in the immediate vicinity of the demolished home site must
be removed to expose native soils.
. Sub grade inspection by a qualified geotechnical representative will be required to verify native soils in
the field.
Building Floor Slabs:
Fill used to increase the elevation ofthe floor slab should meet requirements for structural fill. Refer to the
""" section on Structural Fill for these requirements. Before placing material in support of floor slab-on-grade
existing uncontrolled and organic fill must be excavated and removal from all structural areas. ExcavatIon
depths of up to 1.5 feet should be anticipated
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Pavement:
Construction ofthe pavement section should be in accordance with these specifications and should adhere to
guidelines recommended in the section on Construction Considerations.
onent
, No'TruckAcc_ess
2:5 Iiiches
4.0 Inches
12.0 Inches
Not Re uired
1 Existing organic fill must be removed prior to placement of paving section components. Excavation of up
to 1.5 feet should be antic,~'pated.
7446 W. Lemhi St., Boise, 1083709
E-'Aail mtiOmti-id.com
Copyright fP.2002 Mat.ials Testing & Inspection, Inc,
208376-4748 Fax 208 322-6515
www.mti-id.com
6-
MATERIALS
TESTING &0
INSPECTION
111
August 12, 2002
5
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o Environmental Services
o Geotechnical Engineering
o Construction Materials Testing
o Special Inspections
f:\2002 reports\300-599\b20560g\b20560geotech,doc
INTRODUCTION
~~
This report presents results of a geotechnical investigation and analysis in support of data utilized in design
of structures as defined in Chapter 18 of the 1997 Uniform Building Code (UBC). 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.
Project Description:
0< The proposed development is northwest of the City of Meridian, Ada County, Idaho, and comprises the
SWv..SEY4.. of Section 6, Township 3 North, Range I East, Boise Meridian. The project will consist of
construction of 16 apartment and 7 commercial/office structures. Total settlements are limited to 1 inch.
'" Loads of up to 4,000 pounds per lineal foot for wall footings, and column loads of up to 75,000 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. At this time, MTI has not been
EI informed if the site will be elevated.
Authorization:
~I
Authorization to perform this exploration and analysis was given in the form of a written authorization to
proceed from Mr. Doug Tamura to Jennifer Miller of Materials Testing and Inspection, Inc. (MTn, on 22
... July 2002. Said authorization is subject to terms, conditions, and limitations described in the Professional
Services Contract entered into between Tamura & Associates and MTI. Our scope of services for the
proposed development has been provided in our proposal dated 22 July 2002, and again below.
~
Purpose:
~
The purpose of this Geotechnical Engineering Report is to determine various soil profile components and
their engineering characteristics for use by design engineers and/or architects in:
. Preparing or verifying suitability of foundation design and placement,
. Preparing site drainage designs,
. Indicating issues pertaining to earthwork construction.
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Scope:
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The scope of this investigation included review of geologic literature and existing available geotechnical
studies of the area, review of available environmental reports, visual site reconnaissance of the immediate
site, subsurface exploration, field and laboratory testing, and an engineering analysis and evaluation of
foundation materials.
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7446 W. Lemhi 81., Boise, 1083700
E-Mail mtildmti-id.com
Copyright ~ 2002 Materials Testinl!: & Inspection, Inc,
208376-4748 Fax 208 322-6515
www.mti-id.com
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August 12, 2002
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o Construction Materials Testing
o Special Inspections
f:\2002 reports\300-599\b20560g\b20560geotech,doc
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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 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 engineerin! methods have been developed to provide the client with infonnation regarding apparent or
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 infonnation available at the time it was prepared. In the event additional infonnation is provided to MTI
following the report, it will be forwarded to the client in the form received for evaluation by the client. There
is a distinct possibility that conditions may exist which could not be identified within the scope of the
investigation or which were not apparent during the site investigation. This report was prepared for the
exclusive use of Tamura & Associates and their retained design consultants ("Client"). Conclusions and
recommendations presented in this report are based upon agreed-upon scope of work outlined in the report
and Contract for Professional Services between Client and Materials Testing and Inspection, Inc.
("Consultant"). Use or misuse of this report, or reliance upon findings hereof by parties other than the
Client, is at their own risk. Neither Client nor Consultant make representation of warranty to such other
parties as to accuracy or completeness of this report or suitability of its use by such other parties for purposes
whatever, known or unknown to Client or Consultant. Neither 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.
'General:
Revisions in plans and or drawings for the proposed structures from those enumerated in this report should
be brought to the attention of the soils engineer to detennine if changes in foundation recommendations are
required. Deviations from noted subsurface conditions if encountered during construction, should also be
brought to the attention ofthe soils engineer.
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7446 W. Lemhi St., Boise, 1083709
E-Mail mttOmti-id.com
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208376-4748 Fax 208 322-6515
www.mti-id.com
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DESCRIPTION OF SITE
Site Access:
Access to the site may be gained via Interstate-84 to Exit 44 (Meridian Exit). P~oceed north on Main Street
(formerly known as East First Street) to Fairview Avenue. Turn east onto Fairview Avenue continuing in
this direction for approximately ~ mile. The parcel is located on the north side of Fairview Avenue, directly
west of Dirty Harry's Car Wash, located on the northwest corner of Jericho Road and Fairview Avenue.
Presently the site exists as a previously developed lot homestead. The location is depicted in site map plates
included in the Appendix.
General Geology Of Area:
The subject site is located within the Boise Valley which is directly underlain by a thick sequence of alluvial
sands and gravels typically deposited on basalt formations. These sediments are loosely named the Boise
River Gravels and were ,4eposited 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 b~t1s of
gravel and lenses of cross-bedded sand suggesting deposition in braided channels. The Boise River Gravels
consist of unconsolidated clay, silt, sand, gravel, and cobbles. These gravels have been subdivided into
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.
Geologic data published for the area indicated that bedrock is typically encountered at a depth of
approximately 100 feet beneath the soil surface (Othberg and Stanford, 1992).
7446 W. Lemhi St., Boise, ID 83709
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Site Topography, Drainage And Vegetation:
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The proposed development consists of relatively flat terrain with an irrigation ditch and a drainagl' ditch]
segmenting the site into three sections. The southern portion of the site is flat. An unlined, irrigation ditch
flows across the site in an east to west direction approximately 3.5 to 6.0 feet below ground surface,
separating the southern portion of the property from the middle section. The middle section of the site is
generally flat and lies several feet lower in elevation than the two other sections of the site. An unlined
drainage ditch containing water at the time of this investigation is directed across the site from the east to the
west. The banks of the drainage are built up to the elevation of the upper (northernmost) portion of the site.
Resional drainage is north and west toward the Boise River. Stormwater drainage for the site is achieved by
percolation through surficial soils and is also directed through the on site drainage ditch. Vegetation
throughout the area consists primarily of thick weed/grass varieties typical of arid to semi-arid environments
and mature trees.
Site Climatology And Geochemistry:
Average precipitation for the region is on the order of 10 to 12 inches per year. Annual average temperature
range from 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 exhibits low electro-chemical potential for corrosion of metals or concretes. Local
aggregates are generally appropriate for Portland Cement and Lime Cement mixtures. The State
Transportation Department has adopted anionic asphalt cements. The pH of surface water, groundwater, and
soil in the region typically range from 7 to 9. No indication of abnormal geochemical conditions was noted
on-site. Nominal frost penetration is typically on the order of 6 inches, with extremes ranging to 3 feet.
Geoseismic Setting:
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This project site is located within Zone 2B Area as per the 1997 edition of the UBC. Building structures on
this project should be designed as per the UBC requirement for such a seismic classification. Our
investigation did not reveal characteristics particularly susceptible to seismic hazards. Incidence and
anticipated acceleration of seismic activity in the area is low. Soils on-site are classed type SD in accordance
with Chapter 16 Section V of the 1997 UBC.
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SOILS EXPLORATION
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Exploration And Sampling Procedures:
The field exploration 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 normal taping procedures from on-site features or known locations and are presumed to be accurate
to within a few feet. Upon completion of investigation each test pit was backfilled in with loose excavated
materials. These loose areas need to be re-excavated and compacted prior to constructing structures over
them.
Samples were obtained from representative soil strata encountered in test pits. Samples obtained have been
visually classified in the field by an engineerJoor geologist, identified according to test pit number and depth,
placed in sealed containers and transported to our laboratory for additional testing. These materials have
been further described in detail on logs provided in the Appendix. Results of field and laboratory tests are
also presented on these logs. It is recommended that these logs not be used for estimating quantities because
of highly interpretive results.
Laboratory Testing Program:
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, and Grain Size Analysis - ASTM designation C 117, C
136.
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Soil And Sediment Profile:
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Test pits were advanced to depths of 6.3 to 11.5 feet across the site. Because of the areal extent of the
studied parcel, the developed soil profile represents only a generalized case. The following soils were not
encountered in each test pit, but instead represent a hypothesized profile as compiled from observations in
each ofthe five test pits advanced:
Surficial Sandy Silt (FILL-ML) - This soil was encountered at the ground surface, consisting of light
brown, dry, soft, sandy silt fill with excessive organics in the upper 0.8 to 1.8 feet. Fill material was
encountered to depths of 0.7 to 1.8 feet.
Silty Clay with Sand (ML-CL) Sandy Clay (CL) - Underlying the surficial fill material is a sequence of
silty clay with sand and sandy clay. The clay soils are generally dark brown to reddish brown, dry to moist,
and hard. Clay soils contained varying amounts of sand. The silty clay with sand was weakly cemented
within test pit 2 and extended to a depth of3.5 feet.
Sandy Silt (ML) and Silty Sand (SM) - Sandy silt and silty sand horizons were typically found below the
clayey soils. These layers extended to depths from 2.8 to 5.9 feet and exhibited varying degrees of
cementation, ranging from non-cemented in the westernmost portion of the site to strongly cemented in the
northeastern comer of the property. The sand-silt soils were field classified as light red brown to dark brown,
dry to moist, and soft to hard.
Poorly Graded Gravel (GP) - Brown, slightly moist to saturated, medium dense to very dense poorly
graded gravel was present below the silt-sand sequence. The gravels generally consisted of 12-inch minus
cobbles and fine to coarse grained sand.
Walls of each test pits were stable with the exception of those through the surficial fill and through saturated
gravels. Excavations through fill and granular soils, particularly after penetrating the water table, will have a
propensity for sloughing or caving.
"
Soils Survey Review:
A review of the United States Department of Agriculture, Soil Conservation Service, Soil Survey of Ada
County Area, Idaho, 1980, incljcated the site can be characterized to include 2 soils types. These soils types
consist of the Aeric Haplaquepts and Purdam silt loam soils. Specify; soils characteristics defined by the
USDA, have been listed for each of these soils. [I:
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Aeric Haplaquepts: Flooding is a hazard in years of unusually high precipitation, runoff is very slow,
erosion hazard is slight.
Purdam silt loam: Permeability is moderately slow above the hardpan and very slow through fractures in the
hardpan, runoff is slow, erosion hazard is slight. ~~.
7446 W. Lemhi St., Boise, 1083709
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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
photoionization detector. . Samples obtained during our exploration activities exhibited no odors or
discoloration typically associated with this type contamination.
SITE HYDROLOGY
General Notes:
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.
Groundwater:
Groundwater was encountered in all five test pits. Because of the site topography, groundwater depths vary
across the site from 6.6 in the central, low-lying section of the property to 10.0 feet below the ground surface
in the elevated portions of the site. Leakage from unlined irrigation and drainage ditches that bisect the site
Iffiay contribute to groundwater levels in the immediate vicinity of these features. Groundwater within the
area is primarily a function of irrigation. Therefore, annual peak water table elevations are likely during
periods of the peak irrigation season which occurs during late summer/early fall months. Groundwater
estimation is problematic without long term monitoring. However, it is our opinion a seasonal high
groundwater level of approximately 5.0 to 5.5 feet below existing grades should be anticipated for the project
site.
Hydraulic Conductivity:
Soil permeability is a measure of the ability of a liquid to move through a soil and was not tested in the field.
,~ In this report this parameter is approximated by soil type and gradation. Of soils comprising the generalized
soil profile for this study, conductivity values between <2 to 4 inches per hour can generally be expected in
clay silt soils, though calcium carbonate cementation encountered throughout these materials may reduce this
value to near zero. Silty sand soils generally exhibit values between 4 and 12 inches per hour. Poorly graded
sand with gravel soils typically exhibit hydraulic conductivity values in excess of24 inches per hour.
7446 W. Lemhi St., Boise, ID 83709
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FOUNDATION, SLAB AND PAVEMENT DISCUSSION AND RECOMMENDATIONS
General Notes:
..
Various foundation types have been considered for support of the proposed building structures. Two
requirements must be fulfilled in the design of foundations. First, the load must be less than the ultimate
bearing capacity of foundation soils to maintain stability; and secondly, total and differential settlement must
not exceed an amount that will produce adverse behavior of the superstructure. Allowable settlement is
usually exceeded before bearing capacity considerations become important; thus, allowable bearing pressure
is normally controlled by settlement considerations.
Considering subsurface conditions and the proposed construction, it is recommended that the structure be
founded upon conventional spread footings and continuous wall footings. Total settlements should not
exceed 1 inch if the following design and construction recommendations are observed.
Foundation Design Recommendations:
;.
On the basis of data obtained from the site and test results from various laboratory tests performed, MTI
recommends following guidelines be used for the net allowable soils bearing capacity.
Footin De th
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2.0-3.5 feet and greater bearing on competent,
native, cemented clayey-silty soil or compacted
structural fill. *
· Soft soils in test pit 1 will require over excavation to depths of approximately 3.5 feet.
" Existing fill encountered during construction in the immediate vicinity of the demolished home site must
be removed to expose native soils.
· Subgrade inspection by a qualified geotechnical representative will be required to verify native soils in
the field.
:.
Footings should be proportioned to meet the stated bearing capacity and/or the UBC 1997 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 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 30 inches below finished grade.
Floor Slab-On-Grade:
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Before placement of concrete floors or floor supporting fill, organic; loose, or obviously compressive
materials must be removed. The remaining subgrade should be treated in accordance with Earthwork
guidelines and other Construction ..considerations presented later in this report. Areas of excessive
yielding should be excavated and backfilled with structural fill.
Fill used to increase the elevation of the floor slab should meet requirements for structural fill. Refer to the
section on Structural Fill for these requirements. Before placing material in sUlJport of floor slab-on-grade
existing uncontrolled and organic fill must be excavated and removal from all structural areas. Excavation
depths of up to 1.5 feet should be anticipated.
A free draining granular mat (drainage fill course) should be provided below slabs on grade. This should b€l
a minimum of 4 inches in thickness and properly compacted. The mat should consist of a sand and gravel
mixture generally complying with ASTM D 1241 Type 1 Gradation A aggregate. No less than 90% of this
aggregate shall pass the :y.. inch screen and no more than 10% of the aggregate shall pass the #200 screen,
Maximum nominal aggregate size shall be :y.. inches. A moisture retarder should be placed beneath floor
slabs to minimize potential ground moisture effects on floor coverings. The granular mat shall be compacted
to no less than 95% of maximum density as determined by ASTM D 1557.
Recommended Pavement Sections:
MTI 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. Based on experience with soils in the region, a sub grade C.B.R. (California
Bearing Ratio) value of 4 has been assigned for the site. The following thicknesses are MINIMUM
THICKNESSES for assured pavement function.
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Flexible Pavement Sections '"
The AASHTO design method has been used to calculate the following pavement sections. Calculation
sheets provided in the Appendix indicate the soils constant, traffic loading, traffic projections and material
constants used to calculate the pavement sections. MTI recommends that materials used in the construction
of Asphaltic Concrete Pavements meet requirements of the State of Idaho Transportation Department (ITD)
Standard Specification for Highway Construction. Construction of the pavement section should be in
accordance with these specifications and should adhere to guidelines recommended in the section on
Construction Considerations.
Pavement Section Com onent
-. 1 Existing organic fill must be removed prior to placement of paving section components. Excavation of up
to 1.5 feet should be anticipated.
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Awegate Base
Material complying with ITD Standard Specifications for Highway Construction sections 303 and 703
for aggregates.
Structural Subbase
Material complying with the requirement for granular structural fill in th.:Soils Report EXCEPT that
maximum material diameter is no more than 2/3 of the component thickness.
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 subgrade soils should be accomplished
with a heavy rubber-tired fully loaded tandem axle dump truck or equivalent. Existing identified fill on-site
must be removed. Excavation depths of approximately 1.5 feet should be anticipated. Presence of a
geotechnical representative during construction will be required to verify fill removal. MTI anticipates that
pavement areas will be subj ect to moderate traffic. MTI does not anticipate pumping material to become
evident during compaction, but clays and silts near to and above optimum moisture contents, may tend to
pump. Pumping or soft areas must be removed and replaced with structural fill.
Fill material and compacted native 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 compaction testing methods,
compaction of that material shall be approved by observed proof rolling. Minor deflections from proof
rolling for flexible pavements are allowable. Deflections from proof rolling of rigid pavement support
courses should not be visually detectable.
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MTI recommends that rigid concrete pavement be provided for heavy garbage receptacle parking. This will
eliminate damage caused by the considerable load of containers transferred onto the small steel wheels and
subsequently onto the asphaltic concrete. Rigid concrete pavement should consist of Portland Cement
Concrete Pavement (PCCP) generally adhering to ITD specifications for Urban Concrete. PCCP shall be 6
inches thick on a 4 inch drainage fill course (see Floor Slab-on-Grade section), should be reinforced with
welded wire fabric, and control joints shall be on 12 foot centers or less.
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CONSTRUCTION CONSIDERATIONS
Earthwork:
Recommendations in this report are based upon structural elements of the project being founded on
competent native clay-silt-sand mixtures or compacted structural fill. Structural 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 associated 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 the entire root zone is
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 shall be baselt upon
sub grade soil type, composition, and firmness or soil stability.
After existing subgrade 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). Recommendations for structural fill presented within this report
can be used to minimize volume changes and differential settlements that are detrimental to the behavior of
footings, pavements, and floor slabs. Sufficient density tests should be performed to properly monitor
compaction. For structural fill beneath building structures one in-place density test per lift for every 5,000
square feet is recommended. In parking and driveway areas this can be decreased to one test per lift for every
10,000 square feet.
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Dry Weather:
"
If construction is to be conducted during what is considered "Dry" seasonal conditions~ problems associated
with soft soils may be avoided. However, shallow groundwater conditions, related to springtime runoff
and/or late summer/early fall irrigation, may induce rutting sub grade soils. Problems may also arise because
oflack of moisture in native and fill soils at time of placement. This will require addition of water to achieve
near optimum moisture levels. Low cohesive soils exposed in excavations may become friable, increasing
chances of sloughing or caving. Measures to control excessive dust should be considered as part of the
overall health and safety management plan.
Wet Weather:
If construction is to be conducted during what is considered "Wet" seasonal conditions (commonly from
mid-November to April), problems associated with soft soils must be considered ls part of the construction
plan. During this time of year, fine grained soils such as silts and clays will become unstable with increased
moisture content, and eventually deform or rut. Additionally, constant low temperatures reduce the
possibility of drying soils to near optimum conditions.
Frozen Sub grade Soils:
Frozen subgrade soils must be allowed to thaw, or may be stripped prior to placement of structural fill
materials or foundation elements. Frozen soils must be removed to depths that expose non-frozen soils and
wasted or stockpiled for later use. These soils must be allowed to thaw and return to near optimum
conditions prior to use as structural fill.
Structural Fill:
?Soils suitable for use as structural fill are those classified as GW, GP, GM, SW, SP, SM, and ML in
accordance with the Unified Soil Classification System (USCS) (ASTM D 2487). Granular structural fill
(USCS designation GW, GP, SW, SP) should consist of a 6 inch minus select, clean, granular soil with no
more than 30% oversize (greater than % inch) material and no more than 12% fines (less than #200) and
placed in layers not to exceed 9 inches in thickness. Prior to placement of structural fill materials, surfaces
must be prepared as outlined in the Construction Considerations section. Each layer of structural fill
should be compacted to a minimum density of 95% of maximum dry density as determined by ASTM D
1557 (for rigid structures) or D 698 (for flexible pavements). For structural fill below footings, areas of
compacted 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.
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The use of silty soils (USCS designation of GM, SM, and ML) as structural fill is acceptable but not
recommended. These materials require very high moisture contents for compaction and require a long time
to dry out if natural moisture contents are too high. This makes moisture content, lift thickness, and
compactive effort difficult to control. If silty soil is used for structural fill, lift thicknesses should not exceed
6 inches (loose), and fill material moisture should be closely monitored at both the working elevation and the
elevation of material already placed. After placement, silty soils must be protected from degradation
resulting from construction traffic or subsequent construction.
Backfill:
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 compacted in accordance with specifications for structural fill, except in those areas where it is
determined that future settlement is not a concern, such as planter areas. In nonstructural areas, backfill must
be compacted to a firm and unyielding condition.
Excavations:
Shallow excavations that do not exceed 4 feet in depth may be constructed with side slopes approaching
vertical. Below this depth, it is recommended that slopes not exceed 1 foot vertical to 1 foot horizontal.
Shallow, cemented fine grained soils (caliche), encountered through much of the site, may cause difficulties
during foundation development and utility placement. These soils typically extended through depths of 1.5
to 5.5 feet. For deep excavations, native granular soils cannot be expected to remain in position. These
materials are prone to failure and may collapse, thereby undermining upper soils layers. This is especially
true when working at depths near the water table. Proper care must be taken to protect personnel and
equipment.
During our subsurface exploration, test pit sidewalls generally exhibited little indication of collapse.
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.
.
7446 W. Lemhi St., Boise, ID 83709
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August 12, 2002
18
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f:\2002 r!ports\308-599\b2056Qg\b20560geotech.doc
Groundwater Control:
,.;
Groundwater was encountered in the investigation, but is anti~ipated 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 ofthe site or to a strategically located sump or pit. This will
essentially recycle effluent, thus eliminating the need to enter into agreements with local drainage authorities.
Should the scope of the proposed project change, MTI should be contacted to provide more detailed
groundwater control measures.
Special precautions may be required for control of surface runoff and subsurface seepage 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 become soft and pump if subjected to excessive traffic following periods of
wet weather. Ponded surface water areas should be drained to allow construction to take place through
methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or installation of a
French-drain system. Additionally, temporary or permanent driveway sections may be constructed should
wet weather be forecast.
GENERAL COMMENTS
When plans and specifications are complete, or if significant changes are made in the character or local ion 0 r
the proposed structures, consultation should be arranged as supplementary recommendations may lw:
required. It is recommended that the service of a qualified geotechnical engineering firm be engaged to tesl
and evaluate soils in footing excavations before placement of concrete to determine if soils meet compaction
requirements. Monitoring and testing should also be performed to verify that suitable materials are used for
structural fill and that proper placement and compaction is performed.
.",
7446 W. Lemhi St., Boise, ID 83709
E-Mail mtiOmti-id.com
Copyri~ht (?j 2002 Materials TestinR & Inspection, Inc,
Fax 208 322-6515
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208376-4748
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6"
MATeRIALS
TeSTING &-
INspeCTION
August 12,2002
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~~
f:\2002 reports\300-599\b20560gtb2056Qgeotech.doc
\1
REFERENCES
.~I
American Society for Testing Materials, 1999, Standard Test Method for Materials Finer than 75-~m (No.
200) Sieve in Mineral Aggregates by Washing: C 117 - 95,3 p.
.'=(
American Society for Testing Materials, 1999, Standard Test Method for Sieve Analysis of Fine and Coarse
Aggregates: C 136 - 96a, 5 p.
l"!TI:.' American Society for Testing Materials, 1999, Standard Test Methods for Liquid Limit, Plastic Limit, and
Plasticity Index of Soils, ASTM Designation: D 4318 - 86, 11 p.
~~
Collett, R.A., 1980, Soil Survey of Ada County Area, Idaho: US Department of Agriculture, Soil
Conservation Service, 327 p.
=
Othberg, K.L. and Stanford, L.A., 1992, Geologic Map ofthe Boise Valley and adjoining area, Ada and
o;ol
Canyon Counties, Idaho: Idaho Geologic Map Series, scale 1:100,000.
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7446 W. Lemhi St., Boise, ID 83709
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208376-4748 Fax 208 322-6515
www.mti-id.com
;)
.~
6- MATERIALS
_ -- TESTING &-
, ,. ; INSPECTION
August 12, 2002
20
=
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"
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I:) Construction Materials Testing
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...
f: \2002 re90rts\300-599\b20560~b20560geotech.doc
~.~
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APPENDIX
;:..~
GEOTECHNICAL GENERAL NOTES
...
UNIFIED SOIL CLASSIFICATION SYSTEM
~
GEOTECHNICAL TEST PIT LOGS
;;;;,
AASHTO PAVEMENT THICKNESS DESIGN SHEETS
SITE MAP PLATES
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7446 W. Lemhi St., Boise, 1083709
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MATERIALS
TESTING &
INSPECTION
August 12, 2002
21
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.
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...
f:\2002 reports\300-599\b20560g\b20560geotech,doc
~;i;:iI
r
GEOTECHNICAL GENERAL NOTES
:j!.
SOIL PROPERTY SYMBOLS
II!'
:~
M:
Standard "N" penetration: Blows per foot of a 140 pound hammer falling 30" on a 2" O.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 (at time noted after completion).
~
N:
Qu:
Qp:
Qc:
V:
~
LL:
PI:
NP:
<
WT:
DRILLING AND SAMPLING SYMBOLS
~
SS: Split-Spoon - 1 3/8" I.D., 2" O.D., except where noted.
ST: Shelby Tube - 3" O.D., except where noted.
AU: Auger Sample.
DB: Diamond Bit.
CB: Carbide Bit.
GS: Grab Sample.
RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION
'f.
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It;.
.
Non-Cohesive Soils Standard Penetration Cohesive Soils Standard Penetration
Resistance Resistance
Very Loose <4 Very Soft <2
Loose 4-10 Soft 2-4
Medium Dense 10-30 Firm (Medium Stiff) 4-8
Dense 30-50 Stiff 8-15
Very Dense >50 Very Stiff 15-30
Hard >30
1.-
~.
PARTICLE SIZE
'\I
:!
Boulders
Cobbles
Gravel
12 in. + Coarse Sand
'il
12 in. to 3 in.- Medium S.nd
3 in. to 5 nun Fine Sand
5 nun to 0.6 nun
0.6 nun to 0.2 nun
0.2 nun to 0.074 nun
Silts
CllI)'s
0.074 nun to 0.005 nun
0.005 nun & Smaller
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7446 W. Lemhi 81., Boise, ID 83709
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August 12;:~UI?L
22
MATERIALS
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f: \2002 reports\J 00- 5 99\b20560g\b205 60gc\l1 CC~l)<1J
Unified Soil Classification System
a
Major Symbol Soil Descriptions
Divisions r!
.
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% GM
coarse fraction Clayey gravels, Poorly-graded gravel-sand-clay mixtures
passes #4 sieve GC
Coarse Well-graded sands, gravelly sands, little or no fines
Grained Sand SW
Soils and Poorly-graded sands, gravelly sands, little or no fines
<50% Sandy SP
passes Soils Silty sands, Poorly-graded sand-gravel-silt mixtures
#200 sieve >50% SM
coarse fraction Clayey sands, Poorly-graded sand-gravel-clay mixtures
passes #4 sieve SC
Inorganic silts & very fine sands, silty or clayey fine sands, clayey
Silts ML silts
and Inorganic clays of low to medium plasticity, gravelly clays, sandy
Clays CL clays, silty clays, lean clays
Fine LL < 50 Organic silts and organic silt-clays of low plasticity
Grained OL
Soils Inorganic silts, micaceous or diatomaceous fine sand or silt
>50% Silts MH
passes and Inorganic clays of high plasticity, fat clays
#200 sieve Clays CH
LL> 50 Organic silts and clays of medium-to-high plasticity
OH
Highly Organic Soils Peat, humus, hydric soils with high organic content
PT
ft'
.
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208376-4748 II Fax 208 322-6515
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August 12, 2002
23
o Environmental Services
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o Special Inspections
f:\2002 reports\300-599\b20560g\b20560geotech.doc
>i
GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: 1 Date Advanced: 7/25/02 Logged By: Jennifer Miller
Excavated By: Struckman's Backhoe Service Location: See Later Site Map Plates
Depth to Water Table: 6.9 Feet Depth to Bottom OrRole: 7.4 Feet
Depth Field Description, wlUSCS Soil I Sample Sample Depth Qp Lab Test
(Feet) and Sediment Classification Type (From-To) ID
Sandy Silt Fill (ML-FILL): Dark
0.0-1.5 brown, slightly moist, soft, with I\' 0.5
excessive organics in upper 0.8 feet.
Silty Clay with Sand (ML-CL):
1.5-3.3 Dark brown, slightly moist to moist, GS 1.5-3.3 0.5-1.0 A
medium stiff
Cemented Sandy Silt (ML): Light ~~
3.3-4.5 brown to brown, slightly moist, soft
to stiff.
- Weakly cemented
Poorly Graded Gravel (GP):
4.5-7.4 Brown, moist to saturated, medium
dense, with 6-inch minus cobbles and
coarse grained sand.
- Weakly cemented in the upper 4
inches
Lab Test ID M LL PI Sieve Anah sis
- % - - #4 #10 #40 #100 #200
A 28.2 30 7 99 97 88 79 70.1
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COPYTj~ht @ 2002 Materials Testing & InsJlIIction, Inc,
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August 12,2002
24
o Environmental Services
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f:\2002 reports\300-599\b20560g\b20560geotech,doc
~
GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
~J..I
Test Pit Log #: 2 Date Advanced: 7/25/02 Logged By: Jennifer Miller
Excavated By: Struckman's Backhoe Service Location: See Later Site Map Plates
Depth to Water Table: 10.0 Feet Depth to Bottom Of Hole: 11.5 Feet
Depth Field Description, wlUSCS Soil Sample Sample Depth Qp Lab Test
(Feet) and Sediment Classification Type (From-To) ID
Sandy Silt Fill (ML-FILL): Light
0.0-1.8 brown, dry, soft, with excessive
orf!anics throuf!hout.
Cemented Silty Clay with Sand
1.8-3.5 (CL-ML): Light brown to brown,
slightly moist, hard.
- Weakly cemented
Cemented Silty Sand (SM): Light
3.5-5.5 I reddish brown, slightly moist, dense.
-Moderately cemented
Poorly Graded Gravel (GP):
5.5-11.5 Brown, moist to saturated, medium
dense, with i2-inch minus cobbles
and fine to coarse f!rained sand. ~
~
7446 W. Lemhi St., Boise, ID 83709
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Copvri9;ht @ 2002 Materials Testin2 & Inspection, Inc,
208376-4748 Fax 208 322-6515
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f:\2002 reports\300-599\b20560a\b20560geotech.doc
GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
~
Test Pit Log #: 3 Date Advanced: 7/25/02 Logged By: Jennifer Miller
Excavated By: Struckman's Backhoe Service Location: See Later Site Map Plates
Depth to Water Table: 8.6 Feet Depth to Bottom Of Hole: 9.5 Feet
Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test
(Feet) and Sediment Classification Type (From-To) ID
Sandy Silt Fill (ML-FILL): Light
0.0-1.5 brown, dry, soft, with excessive
or~anicsthroughout
Sandy Lean Clay (CL): Dark
1.5-2.0 brown, dry to slightly moist, hard. GS 1.5-2.0 4.5+ B
Sandy Silt (ML): Dark brown,
2.0-2.7 slightly moist, stiff, grading to Silty 1.0-1.5
Sand.
: Silty Sand (SM): Light reddish
2.7-5.9 brown, slightly moist, dense.
Poorly Graded Gravel (GP):
5.9-9.5 Brown, moist to saturated, medium
dense, with 12~inch minus cobbles
and fine to coarse wained sand.
Lab Test ID M LL PI Sieve Anal, sis
- % - - #4 #10 #40 #100 #200
B 17.9 39 22 100 99 83 66 57.4
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MATERIALS
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f:\2002 reports\300-599\b20560g\b20560geotech.doc
GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
II;
Test Pit Log #: 4 Date Advanced: 7/25/02 Logged By: Jennifer Miller
Excavated By: Struckman's Backhoe Service Location: See Later Site Map Plates
Depth to Water Table: 6.6 Feet Depth to Bottom Of Hole: 10.0 Feet
Depth Field Description, wlUSCS Soil Sample Sample Depth Qp Lab Test
(Feet) and Sediment Classification Type (From-Tol ID
Sandy Silt Fill (ML-FILL): Light
0.0-1.5 brown, dry, soft, with excessive
orJ!anics in upper 3 inches.
Sandy Clay (CL): Red brown, dry,
1.5-2.8 hard. 4.5+
Poorly Graded Gravel (GP):
2.8-10.0 I Reddish brown to brown, slightly
~~ moist to saturated, medium dense to
'. very dense, with lenses of medium to
coarse grained sand.
-Moderately to strongly cemented
: from 2.8 to 4.7feet.
;..,
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7446 W. Lemhi St., Boise, ID 83709
E-Mail mti4tmti-id.com
Copyri$!;ht @ 2002 Materials Testini & Inspection, Inc,
208376-4748 Fax 208 322-6515
www.mti-id.com
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August 12, 2002
27
o Environmental Services
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o Special Inspections
o Construction Materials Testing
f:\2002 reports\300-599\b20560g\b20560g::otech.doc
GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
!~
Test Pit Log #: 5 Date Advanced: 7/25/02 Logged By: Jennifer Miller
Excavated By: Struckman's Backhoe Service Location: See Later Site Map Plates
----~
Depth to Water Table: 9.8 Feet 'Depth to Bottom Of Hole: 10.5 Feet
~~
Depth Field Description, wlUSCS Soil Sample Sample Depth Qp Lab Test
(Feet) and Sediment Classification Type (From-To) ID
Sandy Silt Fill (ML-FILL): Light
0.0-0.7 brown, dry, soft, with excessive
organics throuf!hout.
Sandy Clay (CL): Red brown, dry, OJ'
0.7-1.5 hard with some organics.
'I Cemented Sandy Silt (ML): Light
1.5-4.9 :1 brown, dry, stiff to hard.
'"
-Weakly cemented to 2.8/eet
~ -Moderately to strongly cemented
from 2.8 to 4.9feet
Poorly Graded Gravel (GP):
4.9-10.5 Brown, slightly moist to saturated,
medium dense to dense, with 12-inch
minus cobbles and fine to coarse
I wained sand.
7446 W. Lemhi St., Boise, ID 83709
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.:.
AASHTO PAVEMENT THICKNESS
DESIGN PROCEDURES
"'..
P&vement Section Deslan Loqtion: PropoSlld Fairview Lakes, No Truck Access
c.lcuhrtion or Daisn 18 kip ESAI.:~
Daily Growth
Traffic Rate
137 2,0%
o 2.0%
113 2.0%
o 2,0%
1.0 2,0%
o 2.0%
o 2.00/.
o 2.0%
o 2.0%
250
"
..
Av.trap DalIy Tr.nic Count:
D~lign Lift:
-10 of Trtflic In l)Qilln LlI!l1e:
Termi~ Sevlcftbility Index (Pt):
Level of RellJbllity:
Subgriide CBR Vllh.:
<B/ij
~
Passenger Cars:
Buses:
Panel & Pickup Trucks:
2 Axle, 6 Tire Trucks:
Concrtte Trucks:
Dump Trucks:
Tractor S~i Trailer Trucks:
Double Trailer Trucks
Hlavy Tractor Trailer Combo Trucks:
Average Daily Traffic in DesiiJl Lane:
~,
~
~.
Toti' Dl!!ip Life 18 \lip ES~'I:
'![(.;;
Actqtl Lo& (ESAL's):
500
20
100%
2,5
95
4
52,872
lS'
.~~
Tri~ L~& (ESAL'I):
Trial SN: 2,81
4.723
PaNement Section Dalan SN:
~
~
Alph.ltic Concretl:
A"hllt Trl\3tld B~'e:
Cement T.-tm B..e:
Crushed A.r.e BAse:
Pit Run A.reaite Sub,r!li~:
Sped.' Aggrepte Sub;rade:
!,,="-.
10i0<
All Lanes & Both Directions
Y..ars
Sublrllde Mr:
Load
Factors
0,0008
0,6806
0.0122
0.1890
4.4800
3,63QO
2,3719
2,3187
2,9760
"
6,000
Design
ESAL's
968
o
12,172
8
39,731
o
o
o
o
5,055 This must I1e equal to or pater than the Actual Log (ESAL's)
2,81 This Number must be equal to or greater than the trial SN
Desil~
Dlpth
Inchelll
2,50
0,00
0.00
4,00
12,00
0.00
StructuJii'
CdIIlicient
0.42
0.25
0.t7
0,14
0,10
0.09
Driitnaxe
Coefficient
n/a
n/a
nla
1.0
1.0
0.9
~
~'
7446 W. Lemhi St., Boise, 1083709
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Copyriaht @ 2002 Materials Testin. & Inspection, Inc.
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;;
AASHTO PAVEMENT THICKNESS
DESIGN PROCEDURES
,,,
~
I'lvllnent Section O.ign Loc.tlon: Propos~ Fairview Lakes, Truck Acc.s Areas
.-
Aver~ ~ily Tnrmc Count: 700 All Lanes & Both Directions
O.lign Lift:: 20 Years
~ ofT~c In Oe&jgn L~e: 100%
roI;, Terml~1 Sevl~bllity Index (Pt): 2,5
LevDl of Reliability: 95
Sub....~ CBR V,lu~: 4 SublVt,de Mr: 6,000
ejlculA!ion ofO~i~ 18 kip ES&L. "
\1~
Daily Growth Load /Jl!sign
Traffic Rate Factors ESAL's
PassenlJlr C.-s: 192 2.0% 0.0008 1,364
~ Buses: 5 2.0% 0.6806 30,180
Panel & Pickup Trucks: 140 2.0% 0,0122 15,147
2 Axle, 6 Ti~ Trucks: 4 2,0% 0,1890 6,705
Concre,. Trucks: 2 2,0% 4.4800 79,462
~ Dump Trucks: 0 2,0% 3.6300 0
Tractor Semi Trailer Trucks: 6 2.0% 2.3719 126,212
Double Trtiler Trucks I 2.0% 2.3187 14,394
Hlavy Tractor Trailer Combo Trucks: 0 2.0% 2.9760 0
~ Average Daily Traffic in Desi!!n Lane: 350
Total Uesian Life 18 kip ESAL',: 273,464
"- ..~
,Il Actual Lo! (ESAL's): 5.437
Trtal SN: 3,30
~, TriaJ Lqa (ESAL's): 5,476 This must be equal to or !i'eater than the Actual Log (ESAL's)
'If\'tlnent Section O.I~n SN: 3,30 This Number must" equal to orl8reater than the trial SN
Co;!!
Oe.
Ofllth
Inches.
3,00
0.00
0,00
6,00
12.00
0.00
~
AlPh~ltic ConcRt.:
Alphlllt Tmat.d BJlle:
CUIlllPt Tre.tted ~:
Crufhed Aggr~"t Due:
Pit Run A.....t. Sublrade:
Co","".AaareUte ~~:
l:_,:
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Structural
CClIIfficient
0.42
0.25
0.17
0,14
0.10
0.12
Or~n.
Co~mclent
n/.
nla
nla
1.0
1.0
0.9
Copyright e 2002 Materials Testing & Inspection, Inc.
208376-4748 Fax 208 322-6515
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Fairview Lakes
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RADIUS NOTICE REPORT
03-Apr-2007
~: ,....,= --
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Owners
f='" --~"--:"" i!:)'" - - ._- .-
7l ~~w~
ARLA JAY ASANKAR R
Property Address:
ASEGUINOLAZA MARIA H
DELGADO MAX
Property Address:
BCTINVESTMENTSLLC
Property Address:
BENGOECHEA MIKE T
Property Address:
BERNARD JOHN E
Property Address:
BRAINARD ROBERT W
SMITH LEAH J
Property Address:
BRITZ GLENDA K
Property Address:
BROWN TROY L
BROWN RHONDA G
Property Address:
BYRNE JAMES A & ELIZABETH C TRUST
BYRNE JAMES A TRUSTEE
Property Address:
~I-----= "i}!~lif~:' ~---
FILE NAME: devon2
~-'.'~:;;-:::::,---
Owner Address
-,--~."----~~--~
Ym
. --
1805 E OVERLAND RD # 1024
MERIDIAN, ill 83642-0000
devon2
885 E WILLOWBROOK DR
MERIDIAN, ill 83646-1883
devon2
4743 COUGARCREEK
RENO, NY 89519-0000
devon2
1967 S DOE CREEK WAY
BOISE, ID 83709-8518
1~
devon2
946 CLARENE ST
MERIDIAN, ID 83646-1874
devon2
801 E WILLOWBROOK DR
MERIDIAN, ill 83646-1883
devon2
954 E TAMMY ST
MERIDIAN, ID 83646-1864
devon2
853 E WILLOWBROOK DR
MERIDIAN, ID 83646-1883
devon2
5606 W HARBORCOVE LN
BOISE, ID 83703-0000
devon2
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Owners
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CHUMA V ASILIY
CHUMA OLGA
Property Address:
CHUNG SAM TIJL
CHUNG EUN KYUNG
Property Address:
COX KENNETH
COX AMY
Property Address:
COX KENNETH
COX AMY
Property Address:
,.
CROSBY BRIAN SCOTT
CROSBY MICHELE J
Property Address:
iii
DALY GEORGIA TRUST
DALY GEORGIA LEE TRUSTEE
Property Address:
~
DAY FAMILY TRUST
DAY DONALD D TRUSTEE
Property Address:
DESTINY COVE NEIGHBORHOOD ASSOCIA TI
Property Address:
DESTINY COVE NEIGHBORHOOD ASSOCIATI
Property Address:
DESTINY COVE NEIGHBORHOOD ASSOCIATI
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2018 TROUSDALEDR # 14
BURLINGAME, CA 94010-0000
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1835 N TEARE AVE
MERIDIAN, ill 83646-1871
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1835 N TEARE AVE
MERIDIAN, ill 83646-1871
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6314 W POST ST
BOISE, ID 83704-0000
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989 E WILLOWBROOK DR
MERIDIAN, ill 83646-1885
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1022 WTAMMY ST
MERIDIAN, ill 83646-1866
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PO BOX 1090
MERIDIAN, ill 83680-0000
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PO BOX 1090
MERIDIAN, ID 83680-0000
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PO BOX 1090
MERIDIAN, ill 83680-0000
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DOTY CURTIS L &
DOTY ROSA M
1903 N TEARE AVE
MERIDIAN, ill 83646-1873
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DOUTHIT ROGER W
DOUTHIT KAZUKO
1945 N TEARE AVE
MERIDIAN, ill 83646-1873
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F AIRVIEW LAKES BTS LLC
POBOX 670
MERIDIAN, ill 83642-0000
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FAIRVIEW LAKES LLC
2770 E FRANKLIN RD
MERIDIAN, ill 83642-5953
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FAIRVIEW LAKES LLC
2770 E FRANKLIN RD
MERIDIAN, ill 83642-5953
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FAIRVIEW TERRACE ESTATES LLC
1317 W FOOTHll..L BLVD STE 226
UPLAND, CA 91786-3673
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FAIR VIEW TERRACE EST A TES LLC
1317 W FOOTHll..L BLVD STE 226
UPLAND, CA 91786-3673
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GARDNER MARLA JO
2041 N LARK PL
MERIDIAN, ill 83646-3327
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GRACE AT F AIRVIEW LAKES LLC 1770 W STATE ST # 346
BOISE, ID 83702-0000
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1015 CLARENE ST
MERIDIAN, ill 83646-1877
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HA WKlNS GERALD M
HA WKlNS KATHERINE A
6708 WHEELER AVE
LAVERN, CA 91750-0000
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HILL CARLA KAY
HILL RONIE
904 E WILLOWBROOK DR
MERIDIAN, ill 83646-1884
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HOFF COMPANIES INC
1840 N LAKES AVE
MERIDIAN, ill 83646-1921
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HOWELL ARDEN LYNN &
HOWELL CAROL A
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789 E WILLOWBROOK DR
MERIDIAN, ill 83646-3331
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HUIALEX
Hill MONICA
157 S WILDWOOD
HERCULES, CA 94547-0000
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JEFFS RICHARD'J
1046 E TAMMY ST
MERIDIAN, ill 83646-1866
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JOHN FLAHERTY CONSTRUCTION INC
6002 FRANKLIN RD
BOISE, ill 83709-0000
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JOHN FLAHERTY CONSTRUCTION INC
6002 FRANKLIN RD
BOISE, ill 83709-0000
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KADEN KENNETH D
1034 E TAMMY ST
MERIDIAN, ill 83646-1866
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KELLY JAMIE D
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KELLY MICHAEL P
KELLY DEBRA L
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KRATZ ROBERT B
KRATZ SALLY A
Property Address:
LARAMORE DEBRA
Property Address:
LARSEN ERIC C
LARSEN SUSAN F
Property Address:
LAUBY DON L
Property Address:
LIVINGBALANCE COUNSELING LLC
Property Address:
LIY ANAGE KUMUDHU G P
Property Address:
LUCERO RICHARD A
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2076 N VIEWHILL AVE
MERIDIAN, ID 83646-3792
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2052 N LARK PL
MERIDIAN, ID 83646-3326
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2071 NE 10TH AVE
MERIDIAN, ID 83646-3406
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818E WILLOWBROOKDR
MERIDIAN, ID 83646-1882
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757 E WILLOWBROOK DR
MERIDIAN, ID 83646-3331
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784 E WILLOWBROOK DR
MERIDIAN, ID 83646-3330
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2051 N LARK PL
MERIDIAN, ID 83646-3327
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1910 N LAKES AVE
MERIDIAN, ID 83646-0000
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1902 N TEARE AVE
MERIDIAN, ID 83646-1872
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131 KAVAKAVA
HENDERSON, NV 89015-0000
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MEUCCI TRACY L 1026 E TAMMY ST
:MEUCCI RONALD E :MERIDIAN, ill 83646-1866
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MILLER THOMAS C 705 E WlLLOWBROOK DR
:MERIDIAN, ill 83646-3331
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NEAL C HARVEY & 978 CLARENE ST
NEAL CHERYLE J :MERIDIAN, ill 83646-1874
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OLSON CHAD !l, 2073 N BRlXTON PL
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P ARDEW STEVEN W & 957 E WlLLOWBROOK DR
PARDEW SANDY D :MERIDIAN, ill 83646-1885
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PAUL VICTOR &iMAE LIVING TRUST 7121 BROOKOVER DR
BOISE, ill 83709-1931
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PHELPS MAXCINE 1011 E WlLLOWBROOKDR
:MERIDIAN, ill 83646-1887
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PRESLEY ALLISON DAWN 8445 W WESTCHESTER AVE
BOISE, ill 83704-0000
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QUADRA COMMERCIAL LLC 6002 FRANKLIN RD
BOISE, ill 83709-0000
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RIDING SARA E
RIDING COREY S
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RODRIGUEZ GUADALUPE
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SCHMIDT GLEN H &
SCHMIDT VANESSA L
Property Address:
SCOTT DAVID
ORMORI YUKO
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SEELY RANDALL C
SEELY SANDRAD
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SHAUL ALTON C
PRICE DIANE M
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SHEPHERD CRAIG &
SHEPHERD JULIE
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SNYDER KEITH
SNYDERMARTHA
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958 CLARENE ST
MERIDIAN, ill 83646-1874
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1920 N"ITEARE AVE
MERIDIAN, ill 83646-1872
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182 W BLITHEDALE ...
MILL VALLEY, CA 94941-0000 I'
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802 E WILLOWBROOK DR
MERIDIAN, ill 83646-1882
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2045 N BRIXTON PL
MERIDIAN, ill 83646-1855
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1811 N TEARE AVE
MERIDIAN, ill 83646-1871
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4649 N FUTURITY AVE
BOISE, ID 83704-0000
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1883 N TEARE AVE
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SP ARRELL LAURA A
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STOTTS JAMES 0
STOTTS ROBIN L
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SZURGOT TINA M
Property Address:
TRIMBLE DEWEY
Property Address:
TROUT JULIE E
TROUT ROGER E
Property Address:
WENZEL CINDY D
Property Address:
WERLEY JEFF
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WINGATE DIANE K
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YAMAMOTO TED S
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MERIDIAN, ill 83646-1876
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1855 N TEARE AVE
MERIDIAN, ill 83646-1871
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699 E WILLOW BROOK DR
MERIDIAN, ill 83646-3854
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821 E WILLOWBROOK DR
MERIDIAN, ill 83646-1883
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930 CLARENE ST
MERIDIAN, ID 83646-1874
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2081 NE 10TH AVE
MERIDIAN, ill 83646-3406
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981 CLARENE ST
MERIDIAN, ID 83646-1875
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905 E WILLOWBROOK DR
MERIDIAN, ID 83646-1885
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1858 N TEARE AVE
MERIDIAN, ID 83646-1870
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749 N COLORADO ST
SALT LAKE CITY, UT 84416-0000
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