HomeMy WebLinkAboutBitterbush Subdivision Az, PP App
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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
~p /CITYOf'
L/YLerldian
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TRANSMITTALS TO AGENCIES FOR COMMENTS ON
DEVELOPMENT PROJECTS WITH THE CITY OF MERIDIAN
MAYOR
Tammy de Weerd
CITY COUNCIL MEMBERS
Keith Bird
Joseph W. Borton
Charles M. Rountree
Shaun Wardle
July 27,2006
File No.: fJZ 06-036/ PP 06-039
AUn: Will Berg, City Clerk, by:
Transmittal Date: July 6, 2006
Hearing Date: August 3, 2006
Request: Public Hearing - Annexation & Zoning of 10.94 acres from RUT
to an R-4 zone and Preliminary Plat approval of 27 single-family residential
lots & 4 common lots on 10.94 acres in a proposed R-4 zone for
Bitterbrush Point Subdivision
By: Majestic, Inc.
Location of Property or Project: east of Meridian Road and north of
Victory Road
CITY DEPARTMENTS
City Attorney/HR
703 Main Street
898-5506 (City Attorney)
898-5503 (HR)
Fax 884-8723
Fire
540 E. Franklin Road
888- 1234 / fax 895-0390
David Zaremba (no FP)
David Mae (no FP)
Wendy Newton-Huckabay (No FP)
Michael Rohm (No FP)
Keith Borup (No FP)
Tammy de Weerd, Mayor
Charlie Rountree, CIC
Joe Borton, CIC
Keith Bird, CIC
Shaun Wardle, CIC
Water Department
Sewer Department
Sanitary ServiceS(No VAR, VAC, FP)
Building Department I Rich Greene
Fire Department
Police Department
City Attorney
City Engineer
City Planner
Parks Department
Parks & Recreation
11 W. Bower Street
888-3579 I fax 898-5501
Planning
660 E. Watertower Lane
Suite 202
884-5533 / fax 888-6844
Police
1401 E. Watertower Lane
888-6678 I fax 846-7366
Public Works
660 E. Walertower Lane
Suite 200
898-5500/ fax 895-9551
- Building
660 E. Watertower Lane
Suite 150
887-2211 / fax 887-1297
- Wastewater
3401 N. Ten Mile Road
. 888-2i91 I fax 884-0744
- Water
2235 N.W. 8th Street
888-5242/ fax 884-1159
Your Concise Remarks:
Meridian Schoof District (No FP)
Meridian Post OffiCe(FP/Pp only)
Ada County Highway District
Ada County Development Services
Central District Health
Nampa Meridian Irrig. District
Settlers Irrig. District
Idaho Power CO. (FP,PP,GUP)
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
Meridian Development Corp.
Historical Preservation Comm.
CITY HALL 33 EAST IDAHO AVENUE MERIDIAN, IDAHO 83642 (208) 888-4433
CITY CLERK - FAX 888-4218 FINANCE & UTILITY BILLING - fAX 887-4813 MAYOR'S OFFICE - FAX 884-8119
Prinled on recycled paper
FileNo:
AZ-06-036
:RECEIVED
JUN 3 0 2006
~City Of Meridian J
LCity Clerk Office.!
Hearing Date: August 3, 2006
Project Name: Bitterbrush Point Subdivision
Request:
Annexation and Zoning of 10.94 acres from RUT (Ada County) to R-4 (Medium
Low-Density Residential), by Majestic, Inc.
Location:
East of Meridian Road and North of Victory Road, Township 3 North, Range 1
East, Section 19 (North of the Mussell Corner Subdivision and West of the
Observation Point Subdivision)
File No:
03C{
PP-06-031
Project Name: Bitterbrush Point Subdivision
Request:
Preliminary Plat approval of 27 single-family residential lots and 4 common lots
on 10.94 acres in the proposed R-4 zone, by Majestic, Inc.
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'<:~!(.",," . .,','~/'... ~~1tl0 ~~ISSION & COUNCIL REVIEW APPLICATION
'~~~€;O~:~G Bt rt
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Type of Review Requested (check all that apply)
IZI Annexation and Zoning
o Comprehensive Plan Map Amendment
o Comprehensive Plan Text Amendment
D Conditional Use Permit
D Conditional Use Permit Modification
D Final Plat
D Final Plat Modification
D Planned Unit Development
III Preliminary Plat
o Rezone
D Time Extension (Commission or Council)
D UDC Text Amendment
D Vacation (Council)
D Variance
D Other
STAFF USE ONLY:
File number(s): A:1: - ot.- 031.,.
PD .~ 0<" -~ ~~di
Project name:
Date filed: 5/15 /OliDate complete: le h'J I () (0
ASsignedPJan~er:' -Am&-~rt. l-L~5' .
Related files:
Hearing date: '6/ ;3 j t. (p /J Commission D Council
Applicant Information
Applicant name: Majestic, Inc
Applicant address: 2000 E. Overland Rd., Meridian, 10
Applicant's interest in propelty: {ZI Own 0 Rent D Optioned D Other
Owner name: Majestic, Inc
Owner address: 2000 E. Overland Rd., Meridian, 10
Phone: 888.3337
Zip: 83642
Phone: 888-3337
Zip: 83642
Agent name (e.g., architect, engineer, developer, representative): Engineer
Firm name: Engineering NorthWest, LLC
Address: 423 N. Ancestor Place, Suite 180, Boise, 10
Phone: 938-3812
Zip: 83704
Primary contact is: D Applicant 0 Owner D Agent ~ Other Planner
Contact name: Shawn L. Nickel, SLN Planning Inc.
E-mail: shawn@Iandconsultants.net
Phone: 938-3812
Fax: 938-5873
Subject Property Information
Location/street address: S. Meridian Rd., (N/E of Kennedy Lateral & West of Observation Pt. Sub.)
Assessor's parcelnumber(s): S1119336100
Township, range, section: T.3N., R.1 E., Sect. 19 Total acreage: 10.94
Cumnt land use: Bare Land Current zoning district: RUT (County)
660 E. Watertowcr Lane, Suite 202 · Meridian, Idaho 83642
Phone: (208) 884-5533 . Facsimile: (208) 888-6678 . Website: www,mcridiancitv.org
1
Project Description
Project/subdivision name:
General description of proposed project/request: 27 residential lot subdivision located in a portion of
Section 19, T.3N., R.1E., 8.M., Ada County Idaho
Proposed zoning district(s): R.4 (Meridian)
Acres of each zone proposed: 10.94
Type of use proposed (check all that apply):
III Residential 0 Commercial 0 Office 0 Industrial 0 Other
Amenities provided with this development (if applicable): N/A
Who will own & maintain the pressurized i!ligation system in this development? Nampa/Meridian Irrig District
Which i!ligation district does this property lie within? NampalMeridian Irrigation District
Primary irrigation source: Secondary: CrrY bF MEeIDIIT~
Square footage of landscaped areas to be ilTigated (ifprimary or secondary point of connection is City water): 17) is g 51' ft;
Residential Project Summary (if applicable)
Number of residential units: 27
Number of common and/or other lots: 4
Proposed number of dwelling units (for multi~family developments only):
1 Bedroom: N/A 2 or more Bedrooms: N/A
Number of building lots: 27
Minimum square footage of structure(s) (exc1. garage): 1.301 SQ.ft. Proposed building height: N/A
Minimum property size (s.t): 9.680 Average property size (s.f.): 12,945
Gross density (DU/acre-totalland): 2.47 Net density (DUfacre-excluding roads & alleys): 3.07
Percentage of open space provided: 7.4% Acreage of open space: 0.81
Percentage of useable open space: 100% (See Chapter 3, Alticle 0, for qualified open space)
Type of open space provided in acres (i.e., landscaping, public, common, etc): Common & Landscaping
Type of dwelling(s) proposed: [f] Single-family 0 Townhomes 0 Duplexes 0 Multi-family
Non-residential Project Summary (if applicable)
Number of building lots: N/A
Gross floor area proposed: N/A
Hours of operation (days and hours): N/A
Percentage of site/project devoted to the following:
Landscaping: N/A Building: N/A Paving: N/A
Total number of employees; N/A Maximum number of employees at anyone time: N/A
Number and ages ofstudents/children (if applicable): N/A Seating capacity: N/A
Total number of parking spaces provided: N/A Number of compact spaces provided: N/A
Other lots: NfA
Existing (if applicable): N/A
Building height: N/A
Authorization
Print applicant name:
Applicant signature:
660 E. Watertower ane, Suite 202. eri
Phone: (208) 884-5533 . Facsimile: (208) 888-6854 ·
2
SLN Planning Inc.
839E.WindingCreekDcSuite20l 0 Eagle Idaho 83616 0 Office208.93838l2 0 Fax208.938-5873
May 8, 2006
Honorable Mayor and City Council
City of Meridian
33 E. Idaho Ave.
Meridian, Idaho 83642
RE: Bitterbrush Point Annexation/Rezone and Preliminary Plat - Letter of Intent
Dear Mayor and Council;
As representative for Majestic mc., please accept this application for Bitterbrush Point Subdivision
located at the terminus ofE. Loggers Pass Street generally northeast of the intersection of S. Meridian
Road and E. Victory Road in Meridian, Idaho, Section 19, Township 3 North, Range 1 East, Ada
County. Bitterbrush Point Subdivision includes 10.94 acres and has been designed with 31 lots (27
residential lots and 4 connnon lots) and includes a request for annexation with a zoning designation of
R-4 (Medium Low-Density Residential).
This letter is included with the land use applications for annexation and zoning and preliminary plat,
together with filing fees and various exhibits.
The enclosed applications have been submitted in accordance with the requirements of the Meridian
Zoning Ordinance. As a result, this application does not include a request for variance or deviation
from the ordinance. The development has also been designed to be in compliance with the intent of
the Meridian Comprehensive Plan. Specific Comprehensive Plan policies that support the requested
zone change include:
· Population Growth Goall, Objective A, Action 6 (New development provided with Urban Services);
· Services Goal II, Objective A, Transportation, Action 6 (Street connections between
subdivisions);
· Land Use Goal ill, Ensure public services, Objective A, Action 1 (Development projects
planned public services); Goal IV, Objective C, Action 1 (compatibility), , 5 (sidewalks, curbs,
gutters, etc.), Objective D, Transportation Conidors, Action 2 (Restrict curb cuts/access on
collectors), Action 10, (Support variety of residential categories);
Annexation I Subdivision
A zoning designation ofR-4 is being requested for this annexation with the subdivision plat containing
27 residential lots ranging in size from 9,680 SF to approximately 25,245 SF. All streets will be
constructed, along with curb, gutter and sidewalks, to Ada County Highway District and Meridian City
standards. Drainage will be handled by on-site detention areas and will be designed to the standards of
all appropriate regulatory agencies. A pressure irrigation system will be provided for all lots within the
development. Sewer and water service will be available to service this development and will be
provided by the City of Meridian.
The proposed gross density of2.5 dwelling units per acre meets the allowed density for the R-4 base
zone. In addition, the density is in compliance with the intent of the current Comprehensive Plan
Future Land Use Map, which designates this area as Low Density Residential.
The development has been designed to include landscaped conunon areas that satisfy the Subdivision
standards. The conunon area includes a buffer along the existing drain area on the southern boundary
ofthe site. The total conunon areas account for 0.81 acres (7.4%) of the property. All common
landscape area lots will be owned and maintained by the Homeowners Association that will be
established for the subdivision.
In conclusion, Bitterbrush Subdivision will be a quality and compatible addition to this area of
Meridian. The development is adjacent to similar residential developments, and the requested zoning
to R-4 is in compliance with the City's Comprehensive Plan and will benefit the public interest by
providing desirable housing needs to this area of the City while allowing for the continued
improvement and expansion of city services and an increase in the City's tax base. This application
submittal includes all items listed within the preliminary plat and annexation checldists. We look
fOlWard to working with you and your staff and request approval of this project.
Sincerely,
~;/~
Shawn L. Nickel
Representing Majestic, Inc.
PRE-APPLICATION MEETING NOTES,
Applicant(s): Q:-lkord ~.2C k.- 5L tJ
Enginw/ Architect/Planner: ~;--ckwd t{)ec k
Staff: L'o..le ~ '
DATE: $- t D-ofo
se e b - L ? - oC;- V\ Q+ e S
Proposed Developtx:J.ent: <)~ ~"t Vl1..: \. '(
Location:
Requited Applications:
Existing Zoning:
Comprehensive Plan Designation:
Proposed Zoning:
For Plats . \
Property Size: ! G\. ( ,p ')
Sewer:
Water;
Pressuri.zed Irrigation:
Street Buffers;
Open Space & Micropaths:
Landscape Plan:
Lot Size & Frontage:
Topography:
Hydtology:
Street System;
Pathway System:
Number of Units: Z 7-
Dwelling Type: -So -tl!-~ k (
Other Applications
o Annexation
o Rezone
"-0 Conditional Use Permit
o Variance
o Lot Line Adjustment
o Comprehensive Plan Amendment
. Application Checklist Review
Other Agencies to Contact:
Additional Pre-application Conference:
.,c .~otrecor.nr.nended
Recommended
Required
Anticipated Submission Date:
An~icipated Planning & Zoning Date:
Additional Notes, - ~ ~ -\-- +<> ,Ie, ~ ~ <'-S ~ ~. VIA 'W.cI-."A (',,~ t-,- .
.___"___..u.__.~.____ CD", S-tf!..d.~ t,'D..'\ -T"r6t.ffN i ~!.'"\.. .::-k___hp .\"11'1 LU..j..p,~ w~.:11. .P-V:G. :(j~., lP"~;,;:p.~J .
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. The z'tifOrmation provided dun'ng this meeting is based ltpOJI the C'/Irrmt City oflVIeridiC//1 Zoning &
Strbdivision Ordinance C/1ld apPlicable r::l?mprehensive Plan and is vaNd for 3 months. At!) stlbseqmnt
challges to the ZONing or S llbdivisioN Qr.ijil10!l(e oCr" C.oi;prehensive Plew mqy qffi.ct your <<pplication.
o ::~;\~~ . , ,. ..
PRE- APP~CATION MEETING NOTES
DATE: b ;'2'1.. -ocy-
API:licaut(s): ~b Nf;IIV..e,-1 i'\'\0;lk:. CA~E-te{A '
Engmeer/ ArchitectlPlanner: &v."'-~ ~~~ '
staff: CI'<7<.:-t J AAr\liI '
. 1
Proposed Development: ,,_ ~ "': l ,(
Location: e~~ l-
Require<;I Applications: }(7... . ' V Q
Existing Zoning: ~ .;",\ f
Comprehensive Plan DeSignacio~t tI, d
ProposedZonmg: ~-~ . . .
~.JU^~ ~ \fe.-t; r~DIIJ\ ~ \
\
For Plats
Propeny SizeJ(-i\<'lf-t.') Number of Units: 2.7- Dwelling TYPe:' 5..~. b-kcktl<
Sewer: '
Water:'
Pressurized IrrigatioIld...!4 " .
Street Buffex:: t\f! '~i~ r"-iD.:..
Open Space & Mitropaths: ,,;;t~ ~ ,
Landscape Plan:~' \)
Lot Size & Frontagel) ~ ' a.. -c.{ .,~
. Topography: -
Hydrology:: --
, Stre~t Systetn:-.J., c.r-\ {
Pathway System.:.-N.l A
Other Applications
Annexation 'f.
Rezone
. Conditional Use Permit
Variance .
Lot Line Adjustm~t
Comprehensive Plan Amendment
. Application Checl,dist'Review
()~~ Agen~~ t? ~o~tact: 1o~ S; lv^ ~
';'_, ;.. _f','.,' .' .', ". .. . . c .
Additional Preapplication Conference:
'Y Not'reCommended .
~~a.ted Submission Da~
- ' Se.C()lI\J.v i tt('(.€S5,
~Ne :i)ep"'~~:-\ g~&-,li '3't(,s:~'l\"l"As }f\,tyl-M>sAcs
. . if 0' 0'" \0\"'00'" LDb ~r .'
Q".u;tSs
. Recommended . R~quited
Anticipated Phmning & Zoning Date:
Additional Notes: e\'l\.~#.w.\- {A r ttlL.e~~ -to lht;kwo.'( 4t> hf r(.~o.~
-Y\.e.~ h h&f \to@)& tM~{~ ;"<:, e~. ( I!JWa ~ .
The information provided during this meeting is based upon tl;te currem.flJ3i:qng>t8A..feridi ,
Subdivision Ordinance and applicable Comprehensive PIan and is valid for 3 months. Any subsequent
changes to theZpniq.g or Subdivision Ordinance or Co~prehensive Plan may affect y~ur application.
Bitterbrush Point Subdivision
May 4, 2006
6:00 p.m.
ON-SITE
Sign up Sheet
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Engineering North West, LLC
423 N, Ancestor Place, Suite 180 Boise, Idaho 83704
(208) 376-5000 . Fax (208) 376-5556
Project No. 05-004-01
Date: May 1, 2006
BITTERBRUSH POINT SUBDIVISION
ANNEXATION AND REZONE DESCRIPTION
A parcel ofland located in a portion of Government Lot 4, Section 19, T. 3 N., R 1 E.,
RM., Ada County, Idaho, more particularly described as follows:
Commencing at the section comer common to Sections 19 and 30 of said T, 3 N., R. 1 E.,
and Sections 24 and 25 of T. 3 N., R. 1 W., B.M.;
Thence North 00055'37" East, 2661.02 feet on the section line common to said Sections
19 and 24 to the 1/4 section comer common to said Sections 19 and 24;
Thence reversing direction, South 00055'37" West, 1330.65 feet on the section line
common to said Sections 19 and 24 to the northwest comer of Government Lot 4 of said
Section 19;
Thence leaving said section line, South 8905914511 East, 232,00 feet on the northerly
boundary line of said Government Lot 4 and on the southerly boundary line of Edmonds
Subdivision, as same is shown on the Plat thereof recorded in Book 33 of Plats at Page 2050 of
Ada County Records to a point being 10.00 feet easterly of the centerline of the Kennedy Lateral,
as described in Deed Instrument No. 7608075 of Ada County Records, said point also being the
REAL POINT OF BEGINNING;
Thence South 89059'45" East, 894.69 feet on the northerly boundary line of said
Government Lot 4 and the southerly boundary line of Edmonds Subdivision to the northeast
comer of said Government Lot 4, said point also being the northwest comer of Observation Point
Subdivision, as same is shown on the Plat thereof recorded in Book 84 of Plats at Page 9276 of
Ada County Records;
Thence South 00046112" West, 894.64 feet on the easterly boundary line of said
Government Lot 4 and the westerly boundary line of said Observation Point Subdivision to a
point being 10,00 feet north ofthe centerline of the said Kennedy Lateral;
Thence leaving said boundary line, North 53005122" West, 285.31 feet, said line being
10.00 feet northerly of and parallel with the centerline ofthe said Kennedy Lateral;
Thence on a line being 10.00 feet northerly of and parallel with the centerline of the
Kennedy Lateral for the following courses and distances:
Bitterbrush Point SlIb. Annexation.Rezone Desc.doc
Page 1 of 2
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Thence North 50028'28" West, 558.77 feet to a point of curve;
Thence 438.42 feet on the arc of a curve to the right, said curve having a radius of 655.00
feet, a central angle of38021 '02" and a chord distance of 430.28 feet which bears
North 31017'5]'1 West (formerly described as 438.43 feet of arc, a central angle of38021105" and
a chord distance of 430.29 feet) to the real point of beginning. Said parcel contains 10.94 acres
more or less.
PREPARED BY:
Engineering NorthWest, LLC
James R. Washburn, PLS
RE.\fl'i:W APPRP':c~'
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Bitterbrush Point Sub. Annexation-Rezone Desc.doc
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.IDSOS Document
Page 1 of 1
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ARTICLES OF INCORPORATION
OF
MAJESTIC, INC.
******
05 tt~R 23 PH 3; 36
Sj:,-':,:1:7 . ;"'j.: STAlE
~S'-T,~:"l; :"r. vl'O'/~~O'
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ARTICLE I
NA..l\1E OF CORPORATION
The name of the corporation shall be MAJESTIC, INC.
ARTICLE IT
DURA TlONOF CORPORA TtON
The duration of the corporation shall be perpetual.
ARTlCLE,m
CORPORATE PURPOSE
The purposes. for which the corporation is organized are to carI'y<;m any lawful business
for which corporations. may be organized under th~ 19aho. Business Corporation Act, and to
exercise all powers granted to a corporation formed. under that Act, including any amendments
thereto or successor statute that may be hereinafter enacted.
AATJCLE IV
CAPITALIZATION
The aggregate number of shares this corporation shall have the authority to issue shall be:
(a) 10,000 shares of non-assessable voring common stock havinga par: value of$1.oo
per shiue; and
(b) 90,000 shares of non-assessahle nonvoting common stock having a par value of
$1.00 per share.
Each share of voting common stock and each share of nonvoting q:muuon stock shall be
identical in. interest.Ne1th~r voting nor nonvoting shares shall have any preferential or superior
rights; provideLl, however, that a voting share sball entitle the' holderthcreofto vote in accordance
with the applicable provisions of the Idaho Business Corporation Act. Nonvoting shareholders
shall not be entitled to Yote on any proposed amendmenl to these articles, including, but. not
limited to, any amendment regarding the list of corporate changes outlined inldaho Code ~ 30-1-
lOO4(1}. The'votins and nonvoting shares shall constitute one class of shares as aefined in
H 1361 (b)(l)(D) and 2701 (a) (2)(R) of the Internal Revenue Code. A speciallTI1l.lAhijl~~filli~TE
03/23/28B6 05:88
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ARTICLHS UP IR"CORPOR,\110N. P. I
http://www.accessidaho . org/public/sos/ corp/search.html ?Scri ptP orm.stmistep=docview&S... 5/15/2006
rDSOS Document
Page 1 of 1
shareholders or a special meeting of the nonvoting shareholders may be caUed at any timt: by the
respective voting or nonvoting shareholder, or voting or nonvoting shareholders, holding in the
aggregate thirty-three and om:-lhird percent (33 1/3 %) of all of the votes tei be cast ouany issue
proposed to be considered.
ARTICLE V
BOARD OF OIRECTORS
The number of directors constituting the initial Board of Directors is ~ee (3}.The
number ()f directors may be increased ot decreased from time to time by resolution of the
directors, but the number of directors sha.ll,flotbe ress than one (l)nor more tlIan seven (7). No
decre<lstl inthenurnberof directors shall have the effect of shortening the term ofallY ii:lCumb~nt
dir~~lor. Once elected, the directors may be removed by a vote of the voting ~harehold,~rs wi.th
or without ca'iIse. The names and addresses of the persmls who are to serve as ilie initial direcrors
are~
MARKC. CANFIELD'
1100 Eo CLEARVUE COtJRT
EAGLE, J]) ~3616
PmLW LAUI.,I-JE;RE
52 ARBORSIDE
IRVINE, CA 92603
ARTICLE VI
No PREEMl'TIVE RIGDTS
The owners of shiues of voting and nonvoting common stock of the corporation shaUnot
be enti~lcd to preef1iptive rights to subscribe for or purchase any part of nevi or additipnal i~sues
of stoc)(: or securities convertible into stock of any cJ3~S whatsoever \.'Vhether now or hereafter
authorized, and whether issued for cash, prbpertYjsetvi.ces, byway ddividend or otherwise.
ARTICLE VlI
No CUMULATIVE VOTING
There shall be no cumu1ative voting of shares.
ARTICLE VIll
AMENDMENT OF ARTICLES OF INCORPORATION
.. The corporation reserves the right to amend, alter, change or rep~al any provisions
contained in its articles of incorporation in anY mariner now or hereafter prescribed or permitled
by statute. All rights of shareholders of the corporation are granted subject to this reservation.
"
AR:I1CLES OF INCORPORATION - P. 2
http://www .accessidaho . org/public/sos/ corp/search.htn)l ?ScriptF orm.startstep=docview&S... 5/15/2006
IDSOS Document
Page 1 of 1
ARTiCLE IX
AMEND~mNTOFBYLAWS
Tbe Board of Directors is expressly authorized to alter, amend or repeal the bylaws of the
corporation and to adopt new bylaws, subject to repeal or change by majority vote of the
shareholders. Nothing herein shall deny the concurrent power of the shareholders to adopt, alter,
amend or repeal the bylaws.
ARnCLE X
LIMITATroN ON DIRECTOR IJTABJLITY
To the fullest extent permitted by Idaho law and subject to the hylaws of this corporation,
a director orthis corporatknl shilllnot be liable fothe corporation or its shareholders for monetary
damages for tl;1eir conduct as a director. Any amertdment to or repeal of this Article shall not
advers~ly affect any right of Ii director of tbis corporation hereunder with respect to any acts or
omissions of the director occurring prior to a.mendment or repeaL
ARTICLE XI
INDEMI\'IFICA TION
To the fullest extent permitted by its bylaws andIdaho law, this corporation is authorized
10 indemnify any of its officers, director.s, employees and ll.gents:. The Board of Directors shall
be entitled to determine the terms ofindeniilit1cation, including advance of expenses, and to give
effect thereto through the adoption of bylaws, approval of agreements, or by any other manner
approved by the Board of Direclors, Any amendment to or repeal of this Article shall not
adversely affect any right of an individual with respect to any right to indemnificalion arising prior
to sucharnei1dment or repeaL
ARnCLE XU
TRANSACTIONS WITH INTERESTED PARTIES
The corporation may enter into C?ntracts and otherwise transact any business with its
directol'&. offiters, and shareholders, and with any entity in which they may have an interest
adverse to the corporation, as freely as rhough such adverse intere.~t does not exist, even though
the vore, action or presence of such director, officer or shareholder rimy be necessary to obligate
the corporation uport such cOntracts or transactions.
ill the absence of fraud, and with the notice required by the following paragraph, no. stich
co.ntract Or lransaction shall be avoJded and no such director, officer or shareholder shall be held
liable to account to. the corporation, by reason of such adverse interest or by reason of any
fiduciary relationship to. the corporari.on, for any protlt or benefit realized by such director, officer
or shareholder through any :iuch contract or transaction.
ARTICLES or INCOROORATlON - P. 3
http://www .accessidaho .org/public/ sos/ corp/ search,html ?ScriptF Olm. startstep=docview&S... 5/15/20Q6
IDSOS Document
Page 1 of 1
Directors, officers or shareholders of the corporation shall notify the Board ofDireclors,
at the meeting at which such contract or transaction is authorized or confirmed, of the nature of
their adverse interest; or. in the alternative, directors, officers, and shareholders of the corporation
shalf notify the shareholders of the corporation of the natUre of their adverse interest prior LO the
time at which s1.lch contract is entered into or business is transacted. A general notice that a
director, officer, or shareholder of the corporation is interested in any encity shalt be sufficient
disclosure of such adverse interest. No notice shall be required if all directors or shareholders
have actual knowledge of tht: adverse interest.
ARTICLE XIII
REGISTERED OFFICE
The name and address of the registered agent of the corporation are:
GREGORY A. BYRON
310 1 W. MAIN STREF.T, SUITE 200
BOISE, In 83702
ARTICLE XIV
INCORPORATOR
The name and address of the incorporator are as follows:
GREGORY A. BYRON
310 1 W. MAIN STREET, SurTE 200
BOISE, ro 83702
fN WITNESS WHEREOF, I have hereunto set my hand lhis 23nl day of March, 2006.
.~~
ARTICLES OF I~CORPORATION. P. 4
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IDSOS Document
Page I of 1
CONSENT TO ApPOINTMENT AS REGISTERED AGENT
I, GREGORY A. BYRON, hereby consent to serve as Registered Agent in the state ofIdaho
for the above named corporation, to accept Service of Process in behalf of the corporation. to
forward license renewals and other mail to the corporation, and to iIIimediately notify the Office
of the Set;rctfiry of State in the event of my resignation or of any changes in the registered office
address.
DATED effective the 23rd day of March, 2006.
~d~N~/
ARTIC1.ES or- I:-.rCORPORATlO:-:r. P. 5
http://www.accessidaho . org/publicl sosl corp/search.html?S criptF O1TI1.stalistep=docview&S... 5/15/2006
Engineering North West, LLC
423 N. Ancestor Place, Suite 180 Boise, Idaho 83704
(208) 376-5000 . Fax (208) 376-5556
Project No. 05-004-01
Date: May 1,2006
BITTERBRUSH POINT SUBDIVISION
PRELIMINARY PLAT DESCRIPTION
A parcel of land located in a portion of Government Lot 4, Section 19, T. 3 N., R 1 E.,
B.M., Ada County, Idaho, more particularly described as follows:
Commencing at the section corner common to Sections 19 and 30 of said T. 3 N., R. 1 R,
and Sections 24 and 25 ofT. 3 N., R. 1 W., RM.;
Thence North 00055'37" East, 2661.02 feet on the section line common to said Sections
19 and 24 to the 1/4 section corner common to said Sections 19 and 24;
Thence reversing direction, South 00055'37" West, 1330.65 feet on the section line
common to said Sections 19 and 24 to the northwest corner of Government Lot 4 of said
Section 19;
Thence leaving said section line, South 89059145" East, 232.00 feet on the northerly
boundary line of said Government Lot 4 and on the southerly boundary line of Edmonds
Subdivision, as same is shown on the Plat thereof recorded in Book 33 of Plats at Page 2050 of
Ada County Records to a point being 10.00 feet easterly of the centerline of the Kennedy Lateral,
as described in Deed Instrument No. 7608075 of Ada County Records, said point also being the
REAL POINT OF BEGINNING;
Thence South 89059'45" East, 894.69 feet on the northerly boundary line of said
Government Lot 4 and the southerly boundary line of Edmonds Subdivision to the northeast
comer of said Government Lot 4, said point also being the northwest comer of Observation Point
Subdivision, as same is shown on the Plat thereof recorded in Book 84 of Plats at Page 9276 of
Ada County Records;
Thence South 00046'12" West, 894.64 feet on the easterly boundary line of said
Government Lot 4 and the westerly boundary line of said Observation Point Subdivision to a
point being 10.00 feet north of the centerline of the said Ke1medy Lateral;
Thence leaving said boundary line, North 53005'221t West, 285.31 feet, said line being
10.00 feet northerly of and parallel with the centerline of the said Kennedy Lateral;
Thence on a line being 10.00 feet northerly of and parallel with the centerline of the
Kennedy Lateral for the following courses and distances:
Bitlerbrush Point Sub. Prelim. Plat Desc.doc
Page 1 of2
Thence North 50028'28" West, 558.77 feet to a point of curve;
Thence 438.42 feet on the arc of a curve to the right, said curve having a radius of 655 .00
feet, a central angle of38021102" and a chord distance of 430.28 feet which bears
North 3101 T5T' West (formerly described as 438.43 feet of arc, a central angle of38021 '05t! and
a chord distance of 430.29 feet) to the real point of beginning. Said parcel contains 10.94 acres
more or less.
PREPARED BY:
Engineering NorthWest, LLC
James R. Washburn, PLS
Bitterbrush Point Sub. Prelim. Plat Desc.doc
Page 2 of2
ADA COUNTY RECORDER J. DAVID NAVARRO
BOISE IDAHO 05112/06 11:23 AM
~~~~6E~:~:cil~~ST OF III 11111111/ j 111111111I11111111111111
Thornlon Byron 11361374441
AMOUNT 6.00
2
R.ECOR.D1NG R.EQUESTED BY AND
WHEN R.ECORDED MAIL TO:
THORNTON BYRON LLP
3101 W. MAIN, SUITE 200
POST OFFICE Box 7J56
801SE, ID 83707.1156
208134+8600
(SPACE ABOVE liNE FOR R.ECORDER.'S USE)
WARRANTY DEED
******
SAGE PARTNERS, LLC, an Idaho limited liability company, Grantor, does hereby grant,
bargain, sell and convey unto MAJESTIC, INC., an Idaho corporation, whose current address is
2000 E. Overland Road, Meridian, Idaho 83642, Grantee, all of its right, title and interest in and
to that certain real property located in Ada County, Idaho, more particularly described as follows:
All of that portion of Lot 4 lying North and East of the Kennedy Lateral, in Section
19, Township 3 North, Range 1 East, Boise Meridian, Ada County, Idaho.
EXCEPTING mineral rights as reserved in Deed recorded March 22, 1985, as
Instrument No. 8515425.
To HAVE AND TO HOLD the said premises, with its appurtenances unto the said Grantee,
its heirs and assigns forever. AND the said Grantor does hereby covenant to and with the said
Grantee that Grantor is the owner in fee simple of said premises; that said premises are free from
all encumbrances except the current year's taxes, levies and assessments, and except U.S. Patent
reservations, restrictions, easements of record and easements visible upon the premises, and that
Grantor will warrant and defend the same from all claims whatsoever.
IN WITNESS WHEREOF, Grantor has hereunto subscribed its name to this instrument
effective the 12th day of May, 2006.
GRANTOR:
SAGE PARTNERS, LLC
By:
WARRANTY DEED - P. ]
STATE OF IDAHO )
ss.
COUNTY OF ADA )
On this 12tll day of May. 2006, before me, the undersigned Notary Public in and for said
State, personally appeared MARK C. CANFIELD, known or identified to me to be a Manager of
SAGE PARTNERS, LLC, the Idaho limited liability company that executed the foregoing instrument
and the person whose name is subscribed to the within instrument, and acknowledged to me that
said limited liability company executed the same.
IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official seal the day
and year in this certificate first above written.
r ,''''RillA.''''''''''
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WARRANTY DEED. P. 2
AFFIDAVIT OF LEGAL INTEREST
STATE OF IDAHO)
)
COUNTY OF ADA )
I, rY)A/Q,!< CAr f]!d!.
v:7 (nal}}e)
.J~ / Ii? A / Of .' A vJ
(city)
dOOOC~O',J?A~~J t(t
(address)
Trft
(state)
being first duly sworn upon, oath, depose and say:
1. That I am the record owner of the property described on the attached, and I grant my
permission to:
51117.' !lUr;'r- /II ~W;RJl/-
(name'
~a: N. tlnCP2>rtr 1It[~!jc, /6'0
, {J-e (address).-:Qaho %?7t1'/
to submit the accompanying application(s) pertaining to that property.
2. I agree to indemnify, defend and hold the City of Meridian and its employees harmless
from any claim or liability resulting from any dispute as to the statements contained
herein or as to the ownership of the property which is the subject of the application.
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
!~-
day of ;t{fr ,20 d0
~QC?~
' (Sig ture)
SUBSCRIBED AND SWORN to before me the day and year first above written.
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otary P bli or Idaho)
Residing at: IJ tz.nr- J;;{aJ; 0
My Commission Expires: ! (~ :J1'-" () 1
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.
I am aware of the above requirements and will comply with the posting requirements as stated in
UDC 11-5A-5.
~ lM--. ~~ _
Applicant/agent signature
d) 1~lo~
Date
Page 1 of2
From: David Couch [dscouch@adaweb.net]
Sen t: Monday, April 10, 2006 1:33PM
To: Gene P Smith
Subject: RE: Subdivision Name Reservation
April 10, 2006
Gene Smith P E
Engineering NorthWest LLC
10221 W Emerald Suite 140
Boise, I D 83704
RE: Subdivision Name Reservation BITTERBRUSH POINT SUBDIVISION
Dear Gene:
At your request, I will reserve the name "BITTERBRUSH POINT SUBDIVISION" for your
project. I can honor this reservation only as long as your project is in the approval process.
Final approval can only take place when the final plat is recorded.
Sincerely,
David J. Couch, PLS
Ada County Surveyor
Check out the subdivision names list at hltg:llwww.adaweb.netldevservlsurvev/subnames.htm
From: Gene P Smith [mailto:gsmith@engnw.com]
Sent: MondaYI April 10, 2006 11:54 AM
To: David Couch
Subject: Subdivision Name Reservation
Good Morning Dave:
I wasn't sure if this duty has gone to you or if John is still involved with Subdivision & Street names. So, I thought
I would try you first.
I would like to reserve the name "Bitterbrush Point" for a project located in Sec 19; Township 3 N; Range 1 E I
Parcel # S1119336100. Review of existing subdivision names does not reveal that this name has been used.
The closest names I can find is Bittercreek or Bitterroot.
Please advise if the above is acceptable.
Thank you,
Gene P Smith, P.E.
Engineering NorthWest
(208)376-5000
Fax: (208)376-5556
file://J:\CANFIELD _ VICTORY__0500401 \Correspondence\e-mail Couch Subdivision Na... 5/9/2006
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33 E, Idoho Ave.
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Meridian, Idaho
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En/(ineerinJ;! North West, LLC
423 N. Ancestor Place, Suite 180 Boise, Idaho 83704 (208) 376-5000. Fax (208) 376-5556
DATE: JUNE 29,2006
LETTER OF TRANSMITTAL
ATTENTION: Amanda Hess
To:
City of Meridian P &Z ~-
RE:
Bitterbrus/Z Point Sub
Preliminary Plat
( ~
-p'V'-'- ,- .
,~~
-~-
G.
PROJECT No. 05-004-01
WE ARE SENDING YOU rgj Attached
DUnder separate cover via
the following items:
rgjPrints
D Originals
D
D
D
D Proposal
D Letter
D Disk(s) **
D Descriptions
COPIES DATE SHEET NO. DESCRIPTION
32 5/10/2006 1 Preliminary plat
9 5/9/2006 LJ.O Landscape plan
THESE ARE TRANSMITTED as checked below:
D For approval D For your use
rgj As requested
D For bid use
D
D
D
D For your Information
D For review & comment
REMARKs:
JUN 3 (} 2UU6
ern: OF MERID G
p~1SlNG & ZON
COPY TO:
D W/ENCLOSURES
SIGNED:
BRIAN D GRAHAM
**DISK DISCLAIMER: (PLEASE READ AND SIGN). ALL USERS OF THIS ELECTRONIC DATA SHALL BE AWARE OF THE PRECISION, OR LACK
OF PRECIS rON, THEREllN. WE ARE FORW AROING THIS ELECTRONIC DATA FOR YOUR CONVENIENCE ONLY. NOT AS AN ACCURATE
REPRESENTATION OF THE PROPOSED PROJECT. ENGINEERING NORTHWEST, LLC, IS NOTRESPONSIDLE FOR ANY DAMAGES lNCURRED DUE
TO RELIANCE OF THIS DATA
RECEIVED BY:
DATE:
If enclosures are not as noted, kindly notify us at once. Thank you.
J
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MATeRIALS
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GEOTECHNICAL ENGINEERING REPORT
of
St. Clair Parcel
Meridian & Victory Roads
Meridian. Idaho
Prepared for:
Engineers Northwest. LLC
423 North Ancestor Place, Suite 180
Boise, Idaho 83704
MTI File Number 850045g
7446 W. Lemhi St., Boise, ID 83709
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Mr. Mark Canfield
c/o Mr. Gene Smith
Engineering Northwest, LLC
423 North Ancestor Place, Suite 180
Boise, Idaho 83642
(208) 376-5000
Re: Geotechnical Engineering Report
St. Clair Parcel
Meridian & Victory Roads
Meridian, Idaho
Mr. Canfield:
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 18 January 2005.
Data have been analyzed to evaluate pertinent geotechnical conditions. Provided geotechnical, groundwater
and construction recommendations are listed in the Table of Contents. Results of this investigation,
together with our recommendations, are to be found in the fonowing report.
Often, because of design and construction details that occur on a project, questions arise concerning soil
conditions. We would be pleased to continue our role as geotechnical engineers during project
implementation. MTI also has great interest in providing 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.
Respectfully Submitted,
MZ2T;/fsPcclion, Inc.
Brandon Wright, B.LT.
Staff Engineer
7446 W Lemhi St., Boise, 1083709
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TABLE OF CONTENTS
EXEC UTI VE Su M MA R Y ........ ....................... ................. ............................... .... ............. ......... 3
IN TRODU CT [ON... ....................... ...... .... .... .............. ........... ............ ........................................ 7
Project Description..... ...... .......... .... ...................................................................... 7
Authorization ......... ................ ......... .................. ................ ................... ................. 7
Pu rpose ................................................... ............................................................... 7
Scope ...................................................................................................................... 7
Warranty And Limiting Conditions ...................................................................8
General.. .................. ........... ..................... ........................... ..................... ..............8
D ESC RI PTI ON OF SI TE .. ..................... ......................... ................. ...... ..................................9
Site Access.................................... ..................................................... ....................9
General Geology Of Area ................................... ........................................ .........9
Site Topography, Drainage And Vegetation ......................................................9
Site Climatology And Geochemistry ...................................................................1 0
Geoseismic Setting ............................................................................ ....................1 0
SOl LS Ex PLORA TI ON........................ .................. ................... ........................ .............. ....... ..1 0
Exploration and Sampling Procedures.................................. ............................. ] 0
Laboratory Testing Program ..............................................................................11
Soil And Sediment Profile................................................................................... I I
Volatile Organic Scan.......................................... ...................................... ........... 12
SIT E HYD RO LOG Y ................... .............. ............ ............... ......... .................... ..... ............ ......12
General Notes............................................................................................... ......... 12
Groundwater ............ ..................................................................... ........................12
Soil Infiltration Rates ..................... ......................................................................12
FOUNDATION, SLAB AND PAVEMENT DISCUSSION AND RECOMMENDATIONS ..................13
General Notes ........... .......................... ...................................... ............................. ] 3
Foundation Design Recommendations ...............................................................13
Crawl Space Recommendations .................................................................... ......IS
Garage Floor Slabs .............................................................................. .................15
Recommended Pavement Sections ........................................ ..............................16
CONSTRUCT I ON CONS I DERA TI ONS......................................................................................17
Earth work..................................................................................... ........................ 17
Dry Weather .......................................... ............................................................... ] 8
Wet Weather.................................... ......................................................... n.......... 18
Soft Subgrade Soils ........................................................................................ .......19
Frozen Su bgrade Soils......................................................................................... .19
Structural Fill........ .... ............. ....................................................... ........................19
Ba ckfill................................................................................................................... 20
Excavations .................... ........................................ ................................ ...............20
Groundwater Control....................................... ................. ......................... .........21
G EN E RA L Co M M ENTS.......................................... .............. .................................................. 21
REFERENCES ........... ................ ...................... .... ........... .... ............. ...... ............ ...... ......... ......22
A P PEN D IX LiST........ ..... ............................... ................. ................. ....................................... 23
Geotechnical General Notes ................................................................................. 24
Un Hied Soil Classification .................................................................................... 25
Test Pit Logs.......................................................................................................... 26
Idaho Method -Pavement Thickness Design ......................................................34
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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: Eight test pits were advanced to depths of 18.7 to 21.5 feet across the site. The
developed soil profile represents only a generalized case as the following soils were not encountered in each
test pit, but bas been compiled from observations during our exploration: Our exploration identified:
Native Soils - Native undisturbed soils were encountered in test pits 1, 6 and 7 located beyond the
abandoned gravel pit excavation boundaries. Sandy silt (SM) was present at the ground surface of these test
pits, and was noted to be brown to light brown, slightly moist, medium stiff to hard. Moderately strong
calcium carbonate cementation was found within this horizon from 0.9 to 7.8 feet. Native sandy silt
extended to depths of 6.8 to 7.8 feet, increasing in depth to the northeast. Below tbe sandy silt was red-
brown, slightly moist, dense to very dense silty sand (SM) with intermittent weak to moderate cementation
throughout. Silty sand extended beyond the temlination depth of test pit 6, and to depths of 15.2 to 16.0 feet
in test pits 1 and 7. Underlying the silty sand is red-brown to yellow-brown, slightly moist, dense to very
dense, poorly graded sandy gravel (GP) with fine to coarse grained sand and 8 inch minus cobbles. These
granular sediments extended beyond the termination depths where encountered.
Fill Material - Fill material was present within test pits 2 through 5, and 8 located within the previously
excavated portion of the abandoned gravel pit. Walls of these test pits were unstable and had a propensity
for sloughing or caving because of the loose nature of the fill material. Fill material consisted of brown to
red-brown, slightly moist, loose to medium dense, silty gravel fill (GM-FILL) with fine grained sand and 6
inch minus cobbles. Included debris consisted of bricks, concrete, asphalt, organic (12 inch diameter tree
noted in test pit 5) and metallic materials. Silty gravel fill was present in test pits 2 through 5, and 8,
extending to depths of 9.7 to 17.3 feet. Below the silty gravel fill is gray, slightly moist, medium dense to
dense sandy silt fill (ML-FILL) with asphalt and metallic debris present throughout. Sandy silt fill was
present in test pits 2,3, and 5, extending beyond termination depths.
Test pits 4 and 8 were located near the excavation limits of the abandoned gravel pit, as native poorly graded
sandy gravel (GP) was present below depths of 13.7 and 15.7 respectively. These native gravels extended
beyond the termination depths where encountered and were noted as red-brown to yellow-brown, slightly
moist, dense to very dense, with fine to coarse grained sand and 8 inch minus cobbles.
7446 W. Lemhi St., Boise, ]D 83709
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Building Foundations: Various foundation types have been considered for support of the proposed
building structure. Two requirements must be fulfilled in the design of foundations. First, the load must be
less than the ultimate bearing capacity of foundation soils to maintain stability; and secondly, total and
differential settlement must not exceed an amount that will produce adverse behavior of the superstructure.
Allowable settlement is usually exceeded before bearing capacity considerations become important; thus,
allowable bearing pressure is normally controlled by settlement considerations.
Considering subsurface conditions and the proposed construction, it is recommended that the structure be
founded upon conventional spread footings and continuous wall footings. Total settlements should not
exceed I inch if the following design and construction recommendations are observed.
As mentioned previously, a significant fill zone exists on the site and will require remedial measures to allow
for construction to occur. Depth of the fill zone is estimated at between 35 and 40 feet based on previous
experience with the site and review of existing literature. At this time it is expected that the following will
occur:
1. Upper 6 feet of the fill zone will be completely removed from the area in question, and has been
approximated in the attached site plan included in the Appendix,
2. The exposed subgrade will be compacted to no less than 95% of maximum dry density as
determined by ASTM D 1557.
3. All replacement of fill materials will be placed in accordance with the Structural Fill section of
this report.
Foundation Design Recommendations:
On the basis of data obtained from the site and test results from various laboratory tests performed, MTI
recommends the following the guidelines be used for the net allowable soils bearing capacity. Also, two
recommendations have been provided based on location of structures. Our findings determined that the
abandoned gravel pit did not occupy the entire parcel, resulting in areas of native undisturbed soils as well as
areas of deep fill materials. Considering this, some structures will be located on portions of native soils
and/or fill materials, and specific recommendations have been provided for each situation.
Structures Bearin on Native soils:
Footin De th
Footings must bear on competent, native,
cemented sandy silt soils or compacted structural .
fill. Existing disturbed soils must be completely
removed from below all foundation elements.
Excavation depths of up to 2 feet should be .
antici ated.
ASTM D 1557 Subgrade
Com action
Not Required for
Cemented Soil
1,500 Ibs/ft2
95% for Structural Fill
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Structures Beanng on Fill Material:
Footing Depth
In those portions of the development that are
comprised of greater thaI1. 2 feet of fill material,
removal of fill material to a depth that exposes
native soils or to a depth of 6 feet (which ever
occurs first) is required. Following removal of
fill material, one of two requirements must be
implemented based on soils/materials exposed
during earthwork removal operations.
· First, if native soils are exposed prior to
reaching the mmlmum 6 foot over-
excavation, compaction of sub-grade soils is
not required. Elevating the building site to
the proper sub-grade elevation may be
required based on depth of exaction.
Structural fill must be placed in 9 inch lifts
and must be compacted to no less than 95% of
the maximum dry density as determined by
ASTM D-1557.
· Second, if fill material IS exposed upon
reaching the lTIlnImUm 6 foot over-
excavation, the exposed sub-grade must be
compacted to no less than 95% of the
maXImum dry density as detelmined by
ASTM D-1557.
7446 W lemhi 81., Boise, 1083709
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ASTM D 1557 Subgrade
Compaction
Net Allowable Soils
Bearing Capacity
· Not Required for Native
Soil
1,500 Ibs/ft2
· Structural fill must be
placed in 9 inch lifts and is
required to be compacted to
no less than 95% of the
maXImum dry density as
determined by ASTM D-
1557. Compaction must be
verified through nuclear
density testing pnor to
placement of each
progressive lift until proper
sub-grade elevation has
been achieve.
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Pavement: MTI collected a sample of near-surface soils for R-value testing representative of soils to depths'
of 1 foot below native ground surface. This bulk sample was collected from test pit 6 and consisted of native
sandy lean clay (CL) soil with fine grained sand, and yielded an R value of less than 5. As required by Ada
County Highway District, MYI has used a traffic index of 6 to determine necessary pavement cross-sections
for the site. Additionally, MTI has made other assumptions for traffic loading variables based on the
character of the proposed construction. The Client should review these assumptions to make sure they
reflect intended use and loading of pavements both now and in the future.
The Idaho Method as defined in Idaho Department of Transportation's Materials Manual (section 500) was
used to develop the pavement section. Ada County Highway District (ACHD) parameters for traffic index
and substitution ratios were also used in the design, and were obtained from ACHD's Development Policy
Manual. Calculation sheets provided in the Appendix indicate the soils values, traffic loading, and material
ratios used to calculate the pavement sections. MTI recommends that all materials used in the construction
of Asphaltic Concrete Pavements meet the requirements of the Idaho Standards for Public Works
Construction (J.SPWC) specifications. Construction of the pavement section should be in accordance with
these specifications. The following thicknesses are MINIMUM THICKNESSES for assured pavement
function.
Pavement Section Com anent
As haltic Concrete
Untreated A re ate Base
Granu]ar Borrow
Compacted Sub rade
Drivewa s and Parkin , Residential Streets
2.5 Inches
4.0 Inches
12.0 Inches
24 inches to 95% of ASTM D 698 I
I Compaction of existing subgrade will be required in all areas underlain by fill
material. Compaction may be achieved by removal of ]2 inches of existing fill,
compaction of exposed subgrade, and subsequent replacement and compaction
of fi]1. All debris and organics encountered must be removed from fill prior to
placement and compaction as fill.
Aggregate Base
Material complying with ISPWC Standards for Crushed Aggregate Materia]s.
Structural Subbase
Any material complying with the requirement for granular structural fill (uncrushed) as defined in
ISPWC.
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INTRODUCTION
This report presents results of a geotechnical investigation and analysis in support of data utilized in design
of structures as defined in the 2003 International Building Code (IBC). Information in support of
groundwater and stormwater issues pertinent to the practice of Civil Engineering is included. Observations
and recommendations relevant to the earthwork phase of the project are also presented.
Project Description:
The proposed development is located south of the City of Meridian, Ada County, Idaho, and occupies a
portion of the SW1,4SW1,4 of Section 19, Township 3 North, Range 1 East, Boise Meridian. The project is
expected to consist of construction of a residential subdivision that is to be developed on approximately 12
acres. Based on our preliminary visit and knowledge of the area, a gravel pit was previously developed,
abandoned, and filled within this site. Also, roadways are anticipated to be included as part of the
development. Proposed grading is presently undetermined.
Authorization:
Authorization to perform this exploration and analysis was given in the form of a written authorization to
proceed from Mr. Gene Smith on behalf of Mr. Mark Canfield to Michael Woodworth of Materials Testing
and Inspection, Inc. (MTI). Said authorization is subject to terms, conditions, and limitations described in
the Professional Services Contract entered into between Mr. Mark Canfield and MTI. Our scope of services
for the proposed development has been provided in our proposal dated 4 January 2005, 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 residential pavement thickness design,
. Preparing site drainage designs, and,
· Determination of extent to which fill material are present across the site,
· Indicating issues pertaining to earthwork construction.
Scope:
The scope of this investigation included review of geologic literature and existing available geotechnical
studies of the area, review of available environmental reports, visual site reconnaissance of the immediate
site, subsurface exploration, field and laboratory testing, and an engineering analysis and evaluation of
foundation materials. The scope of work did not include design recommendations specific to individual
residences.
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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 WaITants that findings and conclusions contained herein
have been promulgated in accordance with generally accepted professional engineering practice in the fields
of foundation engineering, soil mechanics and engineering geology, only for the site and project described in
this report.
These engineering methods have been developed to provide the client with information regarding apparent
or potential engineering conditions relating to the subject property within the scope cited above and are
necessarily limited to conditions observed at the time of the site visit and research. The report is also limited
to information available at the time it was prepared. In the event additional information is provided 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 Mr. Mark Canfield and his 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 ham1less 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 development from those enumerated in this report
should be brought to the attention of the soils engineer to determine if changes in foundation
recommendations are required. Deviations from noted subsurface conditions if encountered during
construction, should also be brought to the attention of the soils engineer.
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DESCRIPTION OF SITE
Site Access:
Access to the site may be gained via Interstate 84 to the Meridian Road offramp (Exit #44). Proceed south
on Meridian Road approximately 1 mile to St. Clair's Parcel. The site is roughly located north and east of
the Meridian Road and Victory Road intersection, and is also north and east Victory Greens nursery.
Presently the site exists as an abandoned gravel pit that has substantial fill material throughout the site. 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 deposited as river floodplain and stream outwash from the Boise River. These
gravel deposits tend to have imbricated well-rounded clasts, poor sorting and crude stratification. Beds of
gravel and lenses of cross-bedded sands/silts suggest deposition in braided channels. The Boise River
Gravels consist of unconsolidated clay, silt, sand, gravel, and cobbles. The Boise River Gravels have been
subdivided into smaller units based on their age and are exposed as distinct alluvial terraces. Nine of these
terraces are well exposed in the Boise area and range in age from Early Pleistocene to Holocene (<1 million
years ago). The site is situated on the Amity Terrace, the seventh terrace above the floodplain. The Amity
Terrace generally consists of sandy pebble and cobble gravels grading at depth to coarse pebbly sands. Two
to seven feet of loess generally mantle these soils. The entire thickness is approximately 33 feet. Gently
sloping northwest trending escarpments are suggestive of faulting of the gravels. Geologic data published
for the area indicate that bedrock may not be encountered at depths less than 500 feet beneath the soil surface
(Othberg and Stanford, 1992).
Site Topography, Drainage And Vegetation:
The proposed development consists of approximately 12 acres, and was once an operating gravel pit. Much
of the surface exhibits fill material, with areas that surround the gravel pit excavation exhibiting fine grained
soils. Following closure of the gravel pit, fill materials were imported to the site to replace materials
removed. Portions of the lower 20 feet of fill materials were assessed by MTI in the late 1990's. The site is
bounded on the north and east by residential properties, on the south by the Kennedy Lateral, and on the
west by Meridian Road. Regional drainage is north toward the Boise River. Stormwater drainage for the
site is achieved by percolation through surficial soils. No stormwater drainage facilities are located in the
vicinity of the site. The area will not receive significant off-site drainage. Vegetation throughout the area
consists primarily of thick grasses typical of arid to semi-arid environments.
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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:
Soils on-site are classed as Site Class D in accordance with Chapter 16 of the 2003 edition of the IBC.
Building structures on this project should be designed as per the IBC requirement for such a seismic
classification. Our investigation did not reveal potential hazards resulting from earthquake motions: slope
instability, liquefaction, and surface rupture because of faulting or lateral spreading. Incidence and
anticipated acceleration of seismic activity in the area is low.
SOILS EXPLORATION
Exploration And Sampling Procedures:
The field exploration to determine engineering characteristics of subsurface materials included a
reconnaissance of the 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 engineer or 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,
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Laboratory Testing Program:
Along with the field investigation, a supplemental laboratory testing program was conducted to detennine
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
Atterburg Limits Tests - ASTM designation D 4318, Grain Size Analysis - ASTM designation C 117, C 136,
and Resistance R- Value and Expansion Pressure of Compacted Soils - ASTM designation D 2844.
Soil And Sediment Profile:
Eight test pits were advanced to depths of 18.7 to 21.5 feet across the site. The developed soil profile
represents only a generalized case as the following soils were not encountered in each test pit, but has been
compiled from observations during our exploration: Our exploration identified:
Native Soils - Native undisturbed soils were encountered in test pits 1, 6 and 7 located beyond the
abandoned gravel pit excavation boundaries. Sandy silt (SM) was present at the ground surface of these test
pits, and was noted to be brown to light brown, slightly moist, medium stiff to hard. Moderately strong
calcium carbonate cementation was found within this horizon from 0.9 to 7.8 feet. Native sandy silt
extended to depths of 6.8 to 7.8 feet, increasing in depth to the northeast. Below the sandy silt was red-
brown, slightly moist, dense to very dense silty sand (SM) with intermittent weak to moderate cementation
throughout. Silty sand extended beyond the termination depth of test pit 6, and to depths of 15.2 to 16.0 feet
in test pits 1 and 7. Underlying the silty sand is red-brown to yellow-brown, slightly moist, dense to very
dense, poorly graded sandy gravel (GP) with fine to coarse grained sand and 8 inch minus cobbles. These
granular sediments extended beyond the termination depths where encountered.
Fill Material - Fill material was present within test pits 2 through 5, and 8 located within the previously
excavated portion of the abandoned gravel pit. Walls of these test pits were unstable and had a propensity
for sloughing or caving because of the loose nature of the fill material. Fill material consisted of brown to
red-brown, slightly moist, loose to medium dense, silty gravel fill (GM-FILL) with fine grained sand and 6
inch minus cobbles. Included debris consisted of bricks, concrete, asphalt, organic (12 inch diameter tree
noted in test pit 5) and metallic materials, Silty gravel fill was present in test pits 2 through 5, and 8,
extending to depths of 9.7 to 17.3 feet. Below the silty gravel fill is gray, slightly moist, medium dense to
dense sandy silt fill (ML-FILL) with asphalt and metallic debris present throughout. Sandy silt fill was
present in test pits 2, 3, and 5, extending beyond termination depths.
Test pits 4 and 8 were located near the excavation limits of the abandoned gravel pit, as native poorly graded
sandy grave] (OP) was present below depths of 13.7 and 15.7 respectively. These native gravels extended
beyond the termination depths where encountered and were noted as red-brown to yellow-brown, slightly
moist, dense to velY dense, with fine to coarse grained sand and 8 inch minus cobbles.
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Volatile Organic Scan:
No environmental concems 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 (PID). Samples obtained during our exploration activities exhibited no odors or
discoloration typically associated with this type contamination. No groundwater was encountered.
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 repmi.
Groundwater:
Groundwater was not encountered within the depths explored during the field investigation. Soil moistures
in the test pits were generally dry within the surficial fill and slightly moist to moist below. Also, as the
gravel pit operated, continuously mining material, with excavation well below 20 feet from the current
ground elevation, groundwater was not encountered as it would have ceased production. Groundwater
within the site vicinity is controlled in large part by irrigation activity and to a lesser extend leakage from the
Kennedy Lateral. Estimation of seasonal groundwater fluctuation is problematic without regular monitoring.
Based on the evidence of this investigation, and background knowledge of the area, it is unlikely that
groundwater will be encountered during construction and is anticipated to remain at depths of greater than 20
feet below the ground surface throughout the year.
Soil Infiltration Rates:
Soil permeability is a measure of the ability of a liquid to move through a soil and was not tested in the field.
In this report this parameter is approximated by soil type and gradation. Of soils comprising the generalized
soil profile for this study, lean clay (eL) and sandy silt (ML) soils generally offer little permeability, with
typical infiltration rates less than 2 inches per hour, however, calcium carbonate cementation encountered
within cemented silt soils may reduce this value to near zero. Silty sand (8M) soils generally exhibit
hydraulic conductivity rates between 4 and 8 inches per hour. Poorly graded sandy gravel (GP) soils
typically exhibit infiltration values in excess of 24 inches per hour, and percolation testing is typically not
required within these soils as a result of the free-draining nature of tbe gravel sediment. Percolation rates for
fiU soils are highly variable and reasonable estimates are not possible.
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All infiltration facilities constructed on-site should be extended into native sandy gravel sediments. Depths
to gravel will vary significantly across the site, therefore excavation depth of up to 14 to 16 feet should be
anticipated. In addition, because of the high pem1eability, ASTM C 33 filter sand, or equivalent, should be
incorporated into design of infiltration facilities. An infiltration rate of 8 inches per hour should be used for
design of drainage systems.
FOUNDATION, SLAB AND PAVEMENT DISCUSSION AND RECOMMENDA nONS
General Notes:
Various foundation types have been considered for support of the proposed building structure. Two
requirements must be fulfilled in the design of foundations. First, the load must be less than the ultimate
bearing capacity of foundation soils to maintain stability; and secondly, total and differential settlement must
not exceed an amount that will produce adverse behavior of the superstructure. Allowable settlement is
usually exceeded before bearing capacity considerations become important; thus, allowable bearing pressure
is nOlmally 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.
As mentioned previously, a significant fill zone exists on the site and will require remedial measures to allow
for construction to occur. Depth of the fill zone is estimated at between 35 and 40 feet based on previous
experience with the site and review of existing literature. At this time it is expected that the following will
occur:
4. Upper 6 feet of the fill zone will be completely removed from the area in question, and has been
approximated in the attached site plan included in the Appendix,
5. The exposed sub grade will be compacted to no less than 95% of maximum dry density as
determined by ASTM D 1557.
6. All replacement of fill materials will be placed in accordance with the Structural Fill section of
this report.
Foundation Design Recommendations:
On the basis of data obtained from the site and test results from various laboratory tests perfom1ed, MTI
recommends the following the guidelines be used for the net allowable soils bearing capacity. Also, two
recommendations have been provided based on location of structures. Our findings determined that the
abandoned gravel pit did not occupy the entire parcel, resulting in areas of native undisturbed soils as well as
areas of deep fill materials. Considering this, some structures will be located on portions of native soils
and/or fill materials, and specific recommendations have been provided for each situation.
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Structures Bearin on Native soils:
Footin De th
Footings must bear on competent, native,
cemented sandy silt soils or compacted structural .
fill. Existing disturbed soils must be completely
removed from below all foundation elements.
Excavation depths of up to 2 feet should be .
antici ated.
Structures Beanng on Fill Material:
Footing Depth
In those portions of the development that are
comprised of greater than 2 feet of fill material,
removal of fill material to a depth that exposes
native soils or to a depth of 6 feet (which ever
occurs first) is required. Following removal of
fill material, one of two requirements must be
implemented based on soils/materials exposed
during earthwork removal operations.
· First, if native soils are exposed prior to
reaching the mmlmUl11 6 foot over-
excavation, compaction of sub-grade soils is
not required. Elevating the building site to
the proper sub-grade elevation may be
required based on depth of exaction.
Structural fill must be placed in 9 inch lifts
and must be compacted to no less than 95% of
the maximum dry density as determined by
ASTM D-1557.
· Second, if fill material IS exposed upon
reaching the minimum. 6 foot over-
excavation, the exposed sub-grade must be
compacted to no less than 95% of the
maxImum dry density as determined by
ASTM D-1557.
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ASTM D 1557 Subgrade
Com action
Not Required for
Cemented Soil
95% for Structural Fill
ASTM D 1557 Subgrade
Compaction
· Not Required for Native
Soil
· Structural fill must be
placed in 9 inch lifts and is
required to be compacted to
no less than 95% of the
maXIlTIUm dry density as
determined by ASTM D-
1557. Compaction must be
verified through nuclear
density testing pnor to
placement of each
progressive lift until proper
sub-grade elevation has
been achieve.
1,500 Ibs/ft2
Net Allowable Soils
Bearing Caoacitv
1,500 Ibs/ft2
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Footings should be proportioned to meet the stated bearing capacity and/or the 2003 IBe mInImUm'
requirements. Total settlement should be bmited 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
sub grade will require over-excavation and backfilling with structural fill. To minimize the effects of slight
differential movement that may occur because of variations in character of supporting soils, and in seasonal
moisture content, MTI recommends continuous footings be suitably reinforced to make them as rigid as
possible. For frost protection. the bottom of external footings should be 24 inches below finished grade.
Crawl Space Recommendations:
Considering the presence of shallow cemented soils across the site, all residences constructed with crawl
spaces should be designed in a manner that will inhibit water in the crawl spaces. Therefore, proper grading
should be considered to be critical. MTI recommends that roof drains carry storm water at least 5 feet away
from the residence, and grades should be greater than 5% for a distance of 10 feet away from all residences.
In addition, rain gutters should be placed around all sides of residences, and backfill around stem walls
should be placed and compacted in a controlled manner.
Garage Floor Slabs:
Before the placing of concrete floors on site, or before floor supporting fill is placed, clay soils (if present),
organic, loose or obviously compressive materials must be removed. The remaining sub grade 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.
Uncontrolled, debris containing fill was encountered across the majority of the site. In floor slab areas. it is
recommended that these fill soils be excavated to a sufficient depth to expose competent, native soils, or to a
minimum depth of 6 feet below finished sub grade and replaced with suitable structural fiJI, as defined in this
document. Prior to placement of structural fill. the exposed sub grade should be compacted and proof-rolled,
with any soft or loose areas excavated and replaced with structural fill. Therefore, the presence of a
qualified soils technician during excavation is recommended to identify these soils in the field. Imported fill
placed below the floor slab should meet the requirements for structural fill. All existing fill and fill placed
beneath the floor slabs must be compacted to a minimum 95% of the maximum dry density as determined by
ASTM D 1557.
A free draining granular mat (drainage fill course) should be provided below slabs on grade. This should be
a minimum of four 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 70% of this
aggregate shall pass the ~ inch screen and no more than 10% of the aggregate shall pass the #200 screen.
The maximum aggregate size shall be ~ 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 the maximum density as determined by ASTM D 1557.
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Recommended Pavement Sections:
MTI collected a sample of near-surface soils for R-value testing representative of soils to depths of 1 foot
below native ground surface. This bulk sample was collected from test pit 6 and consisted of native sandy
lean clay (CL) soil with fine grained sand, and yielded an R value ofless than 5. As required by Ada County
Highway District, MTI has used a traffic index of 6 to determine necessary pavement cross-sections for the
site. Additionally, MTl has made other assumptions for traffic loading variables based on the character of
the proposed construction. The Client should review these assumptions to make sure they reflect intended
use and loading of pavements both now and in the future.
Flexible Pavement Sections
The Idaho Method as defined in Idaho Department of Transportation's Materials Manual (section 500) was
used to develop the pavement section. Ada County Highway District (ACHD) parameters for traffic index
and substitution ratios were also used in the design, and were obtained from ACHD's Development Policy
Manual. Calculation sheets provided in the Appendix indicate the soils values, traffic loading, and material
ratios used to calculate the pavement sections. MTl recommends that all materials used in the construction
of Asphaltic Concrete Pavements meet the requirements of the Idaho Standards for Public Works
Construction (ISPWC) specifications. Construction of the pavement section should be in accordance with
these specifications. The following thicknesses are MINIMUM THICKNESSES for assured pavement
function.
Pavement Section Com onent Drivewa s and Parkin ,Residential Streets
2.5 Inches
4.0 Inches
12.0 Inches
24 inches to 95% of ASTM D 698 1
I Compaction of existing subgrade will be required in all areas underlain by fill
material. Compaction may be achieved by removal of 12 inches of existing fill,
compaction of exposed subgrade, and subsequent replacement and compaction
of fill. All debris and organics encountered must be removed from fill prior to
placement and compaction as fill.
Aggregate Base
Material complying with ISPWC Standards for Crushed Aggregate Materials.
Structural Subbase
Any material complying with the requirement for granular structural fill (un crushed) as defined in
rsPWc.
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Common Pavement Section Construction Issues
The sub grade upon which above pavement sections are to be constructed must be properly stripped,
compacted (if indicated), inspected and proof rolled. Proof rolling of sub grade soils should be accomplished
with a heavy rubber-tired fully loaded tandem axle dump truck or equivalent. Existing identified fill on-site
must demonstrate the indicated compaction prior to placing material in support of the pavement section.
MTl anticipates that pavement areas will be subject 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 subgrade soils (if required) in support of the pavement section as well as
aggregates comprising the pavement section must be compacted to not less than 95% of maximum dry
density indicated by ASTM D 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 sha1l 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.
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 lTD specifications for Urban Concrete. PCCP shall be 6
inches thick on a 4 inch drainage fill course (see Floor Slab-on-Grade section), should be reinforced with
welded wire fabric, and control joints shall be on 12 foot centers or less.
CONSTRUCTION CONSIDERATIONS
Earthwork:
Recommendations in this report are based upon structural elements of the project being founded on
competent native 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. 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 disturbed zone and/or topsoil 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 based upon
sub grade soil type, composition, and firmness or soil stability.
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The existing fill zone will require remedial measures to allow for construction to occur. At a minimum, the~
following will be required:
1. Upper 6 feet of the fill zone will be completely removed from the area in question. This is
expected to be performed with large earthmoving equipment such as scrapers. During
earthmoving operations, observations will be required to ensure the entire lateral extent of the fill
has been removed.
2. The exposed sub grade will be compacted to at least a minimum density of 95% of maximum dry
density as determined by ASTM D 1557.
3. All replacement will be placed in accordance with the Structural Fill specification in this report.
4. During removal of the upper layer of fill material, compaction of the sub grade, and replacement;
full-time observations by the geotechnical engineer or his repetitive will be required. Wasting
of unsuitable materials and the need for further over-excavation may required.
5. Other field modifications may be required based on actual on site observations.
After existing sub grade soils are excavated to design grade, proper control of subgrade conditions (i.e.,
moisture content) and placement and compaction of new fill (if required) should be overseen by a
representative of the soils engineer (MTI). Recommendations for structural fill presented within this report
can be used to minimize volume changes and differential settlements that are detrimental to the behavior of
footings, pavements, and floor slabs. Sufficient density tests should be performed to properly monitor
compaction. For structural fill beneath building structures one in-place density test per lift for every 5,000
square feet is recommended. In parking and driveway areas this can be decreased to one test per lift for
every 10,000 square feet.
Dry Weather:
If construction is to be conducted during what is considered "Dry" seasonal conditions, problems associated
with soft soils may be avoided. However, shallow groundwater conditions, related to springtime runoff
and/or late summer/early fall irrigation, may induce rutting subgrade soils. Solutions to problems associated
with soft subgrade soils are outlined below. Problems may also arise because of lack of moisture in native
and fill soils at time of placement. This will require addition of water to achieve near optimum moisture
levels. Low cohesive soils exposed in excavations may become friable, increasing chances of sloughing or
caving. Measures to control excessive dust should be considered as part of the overall health and safety
management plan.
Wet Weather:
If constlUction is to be conducted during what is considered "Wet" seasonal conditions (commonly from
mid-November to April), problems associated with soft soils must be considered as part of the construction
plan. During this time of year, fine grained soils such as silts and clays will become unstable with increased
moisture content, and eventually deform or rut. Additionally, constant low temperatures reduce the
possibility of drying soils to near optimum conditions.
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Soft Subgrade Soils:
Shallow fine grained subgrade soils that are high in moisture content can be expected to pump and rut under
construction traffic. The following recommendations and/or options have been included for dealing with
anticipated sub grade conditions:
· Track-mounted vehicles should be used to strip subgrade of root matter and other deleterious debris.
Heavy rubber-tired equipment should be prohibited from operating directly on native subgrades, and in
structural areas such as roadways and foundations. Construction traffic can be restricted to designated
roadways that do not cross, or cross on a limited basis, proposed roadway or parking subgrades.
· During periods of wet weather, construction on-site may become very difficult if not impossible. To
ensure constructability, access/haul roads should be constructed with a minimum of 2 feet of structural
fill material. Fill material should consist of relatively large cobble (4 to 6 inch in diameter) with
sufficient fines to fill voids.
· Instead of structural fill placement, scarification and aeration of sub grade soils can be employed to
reduce the moisture content. After stripping is complete, the exposed sub grade should be ripped and/or
disked to a depth of 1.5 feet and allowed to air dry for 2 to 4 weeks. Further disking should be
performed on a weekly basis to aid the aeration process.
· Alternate recommendations can be provided involving lime or cement stabilization and use of
geotextiles, upon request.
Frozen Subgrade Soils:
Frozen subgrade soils must be allowed to thaw, or may be stripped prior to placement of structural fill
materials or foundation elements. Frozen soils must be removed to depths that expose non-frozen soils and
wasted or stockpiled for later use. These soils must be allowed to thaw and return to near optimum
conditions prior to use as structural fill.
Structural Fill:
Soils regarded as 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). The use of silty
soils (USCS designation of GM, SM, and ML) as fill may be acceptable. However, these materials require
very high moisture contents for compaction and require a long time to dIY out if natural moisture contents
are too high. Therefore these materials can be quite difficult to work with as moisture content, lift thickness,
and compactive effort becomes difficult to control. If silty soil is used for structural fill, lift thicknesses
should not exceed 6 inches (loose), and fill material moisture must be closely monitored at both the working
elevation and the elevations of materials already placed. Following placement, silty soils must be protected
from degradation resulting from construction traffic or subsequent construction.
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Recommended granular structural fill materials, those classified as GW, GP, SW, SP, should consist of a 6"
inch minus select, clean, granular soil with no more than 30% oversize (greater than % inch) material and no
more than 12% fines (less than #200) and placed in layers not to exceed 9 inches in thickness. Prior to
placement of structural fill materials, surfaces must be prepared as outlined in the Construction
Considerations section. Structural fill material should be moisture-conditioned to achieve optimum
moisture cOntent prior to compaction. For structural fill below footings, areas of compacted backfill must
extend outside the perimeter of the footing for a distance equal to the thickness of fill between the bottom of
foundation and underlying soils, or 6 feet, whichever is less.
Each layer of structural fill must 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). The ASTM D 1557
and D 698 test methods shall be used for samples containing up to 40% oversize particles (greater than %
inch). If material contains more than 40% but less than 50% oversize particles, compaction of fill shall be
confirmed by proof-rolling each lift with a 10-ton vibratory roller (or equivalent) until the maximum density
has been achieved. Density testing shall be performed after each proof-rolling pass until the in-place density
test results indicate a drop (or no increase) in the dry density, defined as the maximum density or ilbreak
over" point. The number of required passes shall be used as the requirement on the remainder of fill
placement. Material shall contain sufficient fines to fill all void spaces, and shall not contain more than 50%
oversize particles.
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 ] foot vertical to 1 Y2 feet horizontal.
Shallow, cemented fine grained soils (caliche), encountered through much of the site, may cause difficulties
during foundation development and utility placement. These soils were typically encountered at 7 feet and
were noted to extend beyond 21 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.
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During our subsurface exploration, test pit sidewalls exhibited some indication of collapse through fill
materials and native granular soils. Care must be taken so that excavations are properly backfilled in
accordance with procedures outlined in this repOli. Water and loose debris should be removed from these
excavations, prior to placement of fill soils or concrete.
Groundwater Control:
Groundwater was encountered in the investigation, and is anticipated to be below the depth of construction.
However, 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 location of
the proposed development, consultation should be arranged as supplementary recommendations may be
required. It is recommended that the service of a qualified geotechnical engineering firm be engaged to test
and evaluate soils in footing excavations before placement of concrete to determine if soils meet compaction
requirements. Monitoring and testing should also be performed to verify that suitable materials are used for
structural fill and that proper placement and compaction is performed.
7446 W. Lemhi St., Boise, JD 83709
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\ \m tiserver2\reports\boise\2005 reports\OOO-l 99\b50045 g\b 5004 5 geotech(2). doc
REFERENCES
American Society for Testing Materials, 1999, Standard Test Method for Materials Finer than 75-j.lm (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.
American Society for Testing Materials, 1999, Standard Test Methods for Liquid Limit, Plastic Limit, and
Plasticity Index of Soils, ASTM Designation: D 43] 8 - 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
Canyon Counties, Idaho: Idaho Geologic Map Series, scale 1: 1 00,000.
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APPENDIX
GEOTECHNICAL GENERAL NOTES
UNIFIED SOIL CLASSIFICATION SYSTEM
GEOTECHNICAL TEST PIT LOGS
PAVEMENT THICKNESS DESIGN SHEETS
RESISTANCE VALUE TEST DATA
SITE MAP PLATES
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GEOTECHNICAL GENERAL NOTES
SOIL PROPERTY SYMBOLS
N: Standard "N" penetration: Blows per foot ofa 140 pound hammer falling 30" on a 2" a.D. SS.
Qu: Unconfined compressive strength, tons/ft2
Qp: Penetrometer value, unconfined compressive strength, tons/ft2
Qc: Cone Penetrometer value, unconfined compressive strength, poundslin2
V: Vane value, ultimate shearing strength, tons/ft2
M: Water content, %
LL: Liquid Limit
PI: Plasticity Index
NP: Non-Plastic
D: Natural dry density, Ibs!ft3
WT: Apparent groundwater level (at time noted after completion).
DRILLING AND SAMPLING SYMBOLS
SS: Split-Spoon - 1 3/8" J.D., 2" a.D., except where noted.
ST: Shelby Tube - 3" a.D., except where noted.
AU: Auger Sample.
DB: Diamond Bit.
CB: Carbide Bit.
GS: Grab Sample.
RELA TIVE DENSITY AND CONSISTENCY CLASSIFICATION
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
PARTICLE SIZE
Boulders
Cobbles
Gravel
12 in.+
12 in. to 3 in.
3 in. to 5 mm
Coarse Sand
Medium Sand
Fine Sand
5 mm to 0.6 111m
0.6 mm to 0.2 mm
0.2 mm to 0.074 mm
Silts
Clays
0.074 mm to 0.005 mm
0.005 mm & Smaller
Copyright @ 2005 Materials Testing & Inspection, Inc.
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Unified Soil Classification System
Major Symbol Soil Descriptions
Divisions
Well-graded gravels, gravel-sand mixtures, little or no fines
Gravel GW
and Poorly-graded gravels, gravel-sand mixtures, little or no fines
Gravelly GP
Soils Silty gravels, Poorly-graded gravel-sand-silt mixtures
<50% GM
coarse fraction Clayey gravels, Poorly-graded gravel-sand-c1ay 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,
Silts ML clayey silts
and Inorganic clays of low to medium plasticity, graveJly 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
Copyright @ 2005 Materials Testing & Inspection, Inc.
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GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP-l Date Advanced: 1/1812005 Logged By: Brandon Wright, E.I.T.
Excavated By: Client Supplied Excavation Location: See Later Site Map Plates
Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 19.5 Feet
Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test
(Feet) and Sediment Classification Tvoe (From-To) ID
Sandy Silt (ML): Brown to light
0.0-6.8 brown, slightly moist, medium stiff to 1.0-4.5
hard, with moderately strong
calcium carbonate cementation from
1.3 to 6.8 feet.
Silty Sandy (SM): Red-brown,
6.8-16.0 slightly moist, dense to very dense.
~IntermiUent weak to moderate
calcium carbonate cementation
throuQhout.
Poorly Graded Sandy Gravel
16.0-19.5 (GP): Red-brown to yellow-brown,
slightly moist, dense to velY dense,
with fine to coarse grained sand and
8 inch minus cobbles.
7446 W. Lemhi 81., Boise, ID 83709
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GEOTECHNICAL
INVESTIGA TION
TEST PIT LOG
Test Pit Log #: TP-2 Date Advanced: 1/18/2005 Logged By: Brandon Wright, E.I.T.
Excavated By: Client Supplied Excavation Location: See Later Site Map Plates
Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 20.5 Feet
Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test
(Feet) and Sediment Classification Type (From- To) ID
Silty Gravel Fill (GM-FILL):
0.0-9.7 Brown to red-brown, slightly moist,
loose to medium dense, with fine
grained sand and 6 inch minus
cobbles.
Sandy Silt Fill (ML-FILL): Gray,
9.7-20.5 slightly moist, medium dense to
dense.
-Asphalt and metallic debris present
throughout.
Copyright @ 2005 Materials Testing & Inspection, Inc.
7446 W. Lemhi S1., Boise, 1083709
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February 3, 2005
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GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP-3 Date Advanced: 1/18/2005 Logged By: Brandon Wright, E.I.T.
Excavated By: Client Supplied Excavation Location: See Later Site Map Plates
Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 19.8 Feet
Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test
(Feet) and Sediment Classification Type (From-To) ID
Silty Gravel Fill (GM-FILL):
0.0-17.3 Brown to red-brown, slightly moist,
loose to medium dense, with fine
grained sand and 6 inch minus
cobbles.
Sandy Silt Fill (ML-FILL): Gray,
17.3-19.8 slightly moist, medium dense to
dense.
~Asphalt and metallic debris present
throu~hout.
Copyright @ 2005 Materials Testing & Inspection, Inc.
7446 W. Lemhi St., Boise, 1083709
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GEOTECHNICAL
INVESTIGA TION
TEST PIT LOG
Test Pit Log #: TP-4 Date Advanced: 1/1812005 Logged By: Brandon Wright, KI.T.
Excavated By: Client Supplied Excavation Location: See Later Site Map Plates
Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 20.0 Feet
Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test
(Feet) and Sediment Classification Type (From-To) ID
Silty Gravel Fill (GM-FILL):
o . 0-13 .7 Brown to red-brown, slightly moist,
loose to medium dense, with fine
grained sand and 6 inch minus
cobbles.
~Plastic and metallic debris present
throuzhout.
Native Poorly Graded Sandy
13.7-20.0 Gravel (GP): Yellow-brown to
lightly brown, slightly moist, dense
to velY dense with fine to coarse
grained sand and cobbles.
Copyright @ 2005 Materials Testing & Inspection, Inc.
7446 W. Lemhi S1., Boise, ID 83709
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GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #; TP-5 Date Advanced: 1/18/2005 Logged By: Brandon Wright, E.I.T.
Excavated By: Client Supplied Excavation Location: See Later Site Map Plates
Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 19.2 Feet
Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test
(Feet) and Sediment Classification Type (From-To) ID
Silty Gravel Fill (GM-FILL):
0.0-10.1 Brown to red-brown, slightly moist,
loose to medium dense, with fine
grained sand and 6 inch minus
cobbles.
~ Bricks, concrete, asphalt and
metallic debris present throuKhout.
Sandy Silt Fill (ML-FILL): Gray,
10.1-19.2 slightly moist, medium dense to
dense.
~ Tree present at 12 feet,
approximately 12 inches in diameter.
Copyright@ 2005 Materials Testing & Inspection, Inc.
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GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP-6 Date Advanced: 1/18/2005 Logged By: Brandon Wright, E.I.T.
Excavated By: Client Supplied Excavation Location: See Later Site Map Plates
Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 21.5 Feet
Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test
(Feet) and Sediment Classification Tvne (From-To) ID
Sandy Lean Clay (CL): Dark
0.0-1.6 brown, moist, velY stiff, with fine to as 0.0-1.2 2.0-4.0 A
coarse grained sand.
R-Value
Sandy Silt (ML): Brown to light
0.0-7.3 brown, slightly moist, medium stiff to 1.0-4.5
hard, with moderately strong
calcium carbonate cementation
throuf!.hout.
Silty Sandy (SM): Red-brown,
7.3-21.5 slightly m01:st, dense to very dense.
~lntermittent weak to moderate
calcium carbonate cementation
throuf!.hout.
Lab Test ID M LL PI Sieve Anah sis
- % - - #4 #10 #40 #100 #200
A 20.4 35 10 99 97 90 82 71.7
Copyright @ 2005 Materials Testing & Inspection, Inc.
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GEOTECHNICAL
INVESTIGA TION
TEST PIT LOG
Test Pit Log #: TP-7 Date Advanced: 111812005 Logged By: Brandon Wright, E.I.T.
Excavated By: Client Supplied Excavation Location: See Later Site Map Plates
Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 18.7 Feet
Depth Field Description~ w/USCS Soil Sar:nple Sample Depth Qp Lab Test
(Feet) and Sediment Classification Type (From-To) ID
Sandy Silt (ML): Brown to light
0.0-7.8 brown, slightly moist, medium stiff to GS 0.0-1.0 1.0-4.5 B
hard, with moderately strong
calcium carbonate cementation from
0.9 to 7.8 feet.
Silty Sand (SM): Red-brown,
7.8-15.2 slightly moist, dense to velY dense.
~Intermittent weak to moderate
calcium carbonate cementation
throu~hout.
Poorly Graded Sandy Gravel
15.2-18.7 (GP): Red-brown to yellow-brown,
slightly moist, dense to very dense,
with fine to coarse grained sand and
8 inch minus cobbles.
Lab Test ID M LL PI Sieve Analysis
- % - - #4 #10 #40 #100 #200
B 22.2 NP NP 92 88 73 60 49.9
Copyright @2005 Materials Testing & Inspection, Inc.
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GEOTECHNICAL
INVESTIGA TION
TEST PIT LOG
Test Pit Log #: TP-8 Date Advanced: 1/18/2005 Logged By: Brandon Wright, E.I.T.
Excavated By: Client Supplied Excavation Location: See Later Site Map Plates
Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 21.2 Feet
Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test
(Feet) and Sediment Classification Type (From- To) ID
Silty Gravel Fill (GM-FILL):
0.0-15.7 Brown to red-brown, slightly moist,
loose to medium dense, with fine
grained sand and 6 inch minus
cobbles.
Native Poorly Graded Sandy
15.7-21.2 Gravel (GP): Yellow-brown to
lightly brown, slightly moist, dense
to very dense with fine to coarse
J;rained sand and cobbles.
Copyright @ 2005 Materials Testing & Inspection, Inc.
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IDAHO METHOD - PAVEMENT THICKNESS
(USING ADA COUNTY HIGHWAY DISTRICT SUBSTITUTION RATIOS)
Pavement Section Design Location: 51. Clair Parcel
Average Oaily Traffic Count: All Lanes & Both Directions
Design Life: 20 Years
Traffic Index: 6.00
Climate Factor; I R-Value of Subgrade; 5.00
Subgrade CBR Value: -- Subgrade Mr: -
R-Value of Aggregate Base: 80
R-Value of Granular Borrow: 60
Subgrade R-Value: 5
Expansion Pressure of Subgrade: 0.33
Unit Weight of Base Materials: 130
Total Design Life 18 kip ESAL's: 33,131
ASPHALTIC CONCRETE:
Gravel Equivalent, Calculated: 0.384 Feet
Thickness: 0.197 I Use - 0.208 Feet I
Gravel Equivalent, ACTUAL: 0.41
CRUSH EO AGGREGATE BASE:
Gravel Equivalent (Ballast): 0.768 (if only aggregate base is to be considered change 814 to 815)
Thickness: 0.329 I Use - 0.333 Feet I
Gravel Equivalent, ACTUAL: 0.772
GRANULAR BORROW:
Gravel Equivalent (Ballast): 1.824
Thickness: 1.052 I Use - 1.000 Feet I
Gravel Equivalent, ACTUAL: 1.772
TOTAL Thickness: 1.541
Thickness Required by Exp. Pressure: 0.366 This number must be less than TOTAL Thickness
Design (ACHD Values)
Depth Substitution
Inches Ratios
Asphaltic Concrete (at least 2.5): 2.50 1.95 (ACHD minimums: 2.5 for local & 3 for art.fcollector)
Asphalt Treated Base (at least 4.2): 0.00
Cement Treatcd Base (at least 4.2): 0.00
Untreated Aggregate Base (at least 4.2): 4.00 1.10
Granular Borrow (at least 4.2): 12.00 1.00
Copyright @ 2005 Materials Testing & Inspection, Inc.
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--_._-~)
Topographic Map
Plate 1
'I /
(' j' -.---./
"'l >- ~ ,.....,...,.....-.---+----
~--? . ~/
r--. ~BO.---. .....,) -1< ,..-~~ j'~'
[' "'-.. /2 -
. II'" ..........~,..... ...
.I!IIIIIIIIIIIt~~~~__
.\. I
. ~:::;o.
"" ". .
\~ ---..........,........ -- .....---
.... - ------------- -..... --- - --. --~-=--
'-. r'" '-:-'---~
~'~=_J/ (=..~~::-
,.... .
~\ 1..'-...,
/ "--., _.~)
~~ (~--
\ ( JIG.
'~) /
:-. (c- I
<-~.,'$ \ . / ;
.~~ \.. i~ / ~
-..@""" ---'r----~C.h~
e; 55 .~ ,!c---- .
f
.. j \
....----- _./
.....----- /. /,,-
-......-' ). f
....... O:-o;i~'n r '\
~~;----:-.~- ----... .. ~..:~.._~.~~ \I'
......"':
696
.
-~-----...~.-
,
"",
. "'- ~<S'
'--, -....-..--..-..
'- .........-..........
......... .................
''''-. '..-.::~"...
..... ",- .......
.......~+ -...... ~~......._~.......... ~
'\~ .,..........~~......... :::'>ao
) .'-. "',-
~~---~-..__,.___c_.?" 26 ~"'c'...~:",
.~~~\ ~....'
'- \. \.-...._,~.~_...- .\.................
Materials
Testing &
Inspection
7446 W. Lemhi 51. 208376-4748
Boise. ID 83709-2835 Fax: 208 322-6515
mti@mti.id.com
"" ~, \
,"'~::~. j
\
,I
\1
..
, '
~.
PROJECT DESCRIPTION
51. Clair Parcel
Meridian & Victory Roads
Meridian, Idaho
Modified from USGS by: BKW
DRAWING#: B500459
NOTES
LEGEND
= Interstate 84/184
Primary Highway
Seconda'Y Highway
Light-Duty Road
NOTTO SCALE
Test Pit Site Locations
Plate 2
TEST Pin
B
TEST PIT 1
B
,---...........------
I .......
( B \
I TEST PIT 8 \
\ TEST PIT 2 \
\ B I TEST PIT 6
\ 1181
\ I Log rs Pass St.
, \
...... TEST PIT 3 \
....... lEt
....... \
.......
" \
"
'0 " \
co " >.
&. ....... \ ~
.......
c ...... TEST PIT 4 \ [I)
ro '181 \
'6 e
.;::; \ \ '0
Q} c
::a \ \ <(
\ TEST PIT 5 J
\ B
"- /
/
...... ...-
'--
Victory Road
Materials
Testing &
Inspection
PROJECT DESCRIPTION
St. Clair Parcel
Meridian & Victory Road
Meridian, Idaho
Drawn By: BKW
Feb 3, 2005
DRAWING#: B50045g
Testpillocations B
Borings -$-
Estimated Gravel
Pit location - - - -
NOTES
NOTTO SCALE
LEGEND
7446 W. Lemhi st. 208376..1748
Boise, 10 83709-2835 Fa~: 208322-6515
mti@mti.id.com