HomeMy WebLinkAboutNorthborough Subdivision AZ, PP App
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f'"""....~ -';;~;jl;:1~",~;. "\ TRANSMITTALS TO AGENCIES FOR COMMENTS ON
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~ ]D/\HO t DEVELOPMENT PROJECTS WITH THE CITY OF MERIDIAN
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'V,li"o/,s"TIl':"'''''''' VNJY-'< "N.' To insure that your comments and recommendations will be considered by
1903 the Meridian Planning and Zoning Commission please submit your
comments and recommendations to Meridian City Hall
Attn: Will Berg t City Clerk, by: July 27, 2006
Transmittal Date: July 10, 2006 File No.: AZ-06-0301 PP~06.030
Hearing Date: August 3, 2006
Request: Public Hearing: Annexation and Zoning of 8.03 acres to R.8 and
Preliminary Plat approval of 35 residential lots and 4 common lots on 8.03
acres in the proposed R.8 zone for Northborough Subdivision.
MAYOR
Tammy de Weerd
CITY COUNCIL MEMBERS
Keith Bird
Joseph W. Borton
Charles M. Rountree
Shaun WardJe
CITY DEPARTMENTS
Ci ty Attorney /I-IR
703 Main Street
898-5506 (C i ty A tto rney)
898-5503 (HR)
Fax 884-8723
By: Gemstar Development, LLC
Location of Property or Project north of Ustick Road and east of
Linder Road
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, C/C
Joe Bortont C/C
Keith Bird, C/C
Shaun Wardle, C/C
Water Department
Sewer Department
Sanitary ServiceS(No VAR, VAG. FP)
Buildjng Department / Rich Greene
Fire Department
Police Department
City Attorney
City Engineer
City PI anner
_ Parks Department
Parks & Recreation
11. w~ Bower Stree t
888-3579 / fax 898-5501
Pla nning
660 E. Watertower Lane
Suite 202
884-5533 / fax 888~6844
Po Ii ce
1401 E. Watertower Lane
888-6678 / fax 846-7366
Public Works
660 E. Watertower Lane
Suite 200
898-5500 / fax 895-9551
- Building
660 E. Watertower Lane
Su ite 150
887-2211 / fax 887-1297
- Wastewater
3401 N. Ten Mile Road
888-2i 91 / fax 884-0744
- Water
2235 N. W. 8th Street
888-5242/ fax 884-1159
Your Concise Remarks:
Meridian School District (No FP)
Meridian Post Office{FP/PP only)
Ada County Highway District
Ada County Development Services
Ce ntra I D i strj ct H ea Ith
Nampa Meridian I rrig. District
Settl ers I rri g. 0 i stri ct
Idaho Power CO. (FP.PP,CUP)
Qwest (FP/PP on Iy)
] nte rm 0 U nta i n Gas (FP/PP on Iy)
B urea u of Reel am atio n (FP/PP only)
I d aha T ranspo rtati 0 n 0 e pt. (No FP)
Ada County Ass. Land Records
Meridian Development Corp.
Historical Preservation Comm.
CITY HALL 33 EAST IDAHO AVENUE MERIDIAN, IDAlIO 83642 (208) 888-4433
CI1l' CLERK - FAX 888-4218 FINANCE & UTILITY BILUNG - FAX 887-4813 MAYORIS OFFICE - FAX 884~8l19
Printed on recycled paper
Hearing Date: August 3, 2006
File No.:
AZ-06-030
Project Name: Northborough Subdivision
Request:
Annexation and Zoning of 8.03 acres to R-B (Medium-Density Residential), by
Gemstar Development LLC
Location:
w~ Ustick Road; North side of Ustick approximately 700 feet east of Linder Road;
Section 36, Township 4 North, Range 1 West
File No:
PP-06-030
Project Name: Northborough Subdivision
Request:
Preliminary Plat approval of 35 residential lots and 4 common lots on 8.03 acres
in the proposed R-B zone, by Gemstar Development LLC.
,~~~E C E IVE
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JUL 0 6 2006
CiTY OF MERIDIAN
CtTY CLERK OFF~CE
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Planning Department
COMMISSION & COUNCIL REVIEW APPLICATION
Type of Review Requested (check all that apply)
X Annexation and Zoning
D Comprehensive Plan Map Amendment
o Comprehensive Plan Text Alnendlnent
o Conditional Use Pernlit
o Conditional Use Pennit Modification
o Final Plat
o Final Plat Mad ification
o Planned Unit Developlnent
X Preliminary Plat
o Rezone
o Time Extension (Colnn1ission or Council)
DUDe Text Amendment
o Vacation (Council)
o Variance
o Other
Assigned P lann er;
Concurrent files:
Previous fi les;
Hearing date: 'fI/s./tfc. .gCommission 0 Council
A pplica ot Information
NORTHBOROUGH SUBDIVISION
Applicant name: Gemstar Development.. L.LC
Applicant address: 228 E. Plaza Drive Suite I Eagle Idaho
Contact natne~
Zip: 836 16
Phone:
Applicant's interest in property: 0 Own 0 Rent X Optioned 0 Other
Owner name: Dennis Creek
Owner address: 770 Clear Creek Dr. Meridian ID
Zip: 83642
Agent name (e.g., architect, engineer, developer, representative): Shawn L. Nickel
Finn nanle: SLN Planning.. Inc.
Address: 83 9 E~ Wind ing Creek Drive Suite 201.. Eagle.. Idaho
Contact name: Same
Zip: 83616
Phone: 938-3812
Primary contact is: 0 Applicant 0 Owner X Agent 0 Other
E-Ina iJ: shawn@landconsuItants.net
Fax: 938-5873
Subject Property Information
Location/street address: W. Ustick Road: North s.ide of Ustick.. approx 700 feet east of Linder Road
Assessor's parcel nUlnber(s): 80436336155
Township, range, section: 4Nolth~ 1 West Section 36
Current land use: Agricultural
Total acreage: 8.03 acres
Curren t zoning d istri ct RUT (County)
660 E. Waterto\ver Lane, Suite 202 . Meridian, Idaho 83642
Phone: (208) 884-5533 · Facsimile: (208) 888M6678 . Website: W\v\v.lneridiancitv.org
]
Project Description
Project/subdivision name: Northborough Subdivision
General description of proposed project/request: Annexation~ Zoning; Preliminary Plat for single family residential
Proposed zoning district(s): R-8
Acres of each zone proposed:
Type of use proposed (check all that apply):
X Residential D Commercial 0 Office 0 Industrial 0 Other
Amenities provided with this development (if applicable): None proposed
Residential Project Summary (if applicable)
Number of residential units: ~S units
Number of common and/or other lots:S lots
Proposed number of dwelling units (for multi-family developments only): N/A
1 Bedroom: 2 or more Bedrooms:
Number of building lots:.3) lots
Min.imum square footage of structure(s) (excL garage): 1~200 sq~ ft. Proposed buildin.g height: 30'
Minimum property size (sJ): 5~OOO SQ~ ft. Average property size (s.f.): .~8/~
Gross density (DU/acre-totalland): .'1.36 du/acre Net density (DU/acre~cxcluding roads & alleys): ~.l:J 8 dulacre
Percentage of open space provided: _13. , ~% Acreage of open space: 1.0g acres
Percentage of use able open space: _8.l./ % (See Chapter 3, Alticle G, for qualified open space)
Type of open space provided in acres (Le., landscaping, public, common, etc): Collector street buffer on Ustick
Road~ open area/buffer along eastern boundarv adjacent to drain
Type of dwelling(s) proposed: X Single-family 0 Townhomes 0 Duplexes 0 Multi-family
Non-residential Project Summary (if applicable) N/A
Nunlber of building lots:
Gross floor area proposed:
Other lots:
Hours of operation (days and hours):
Percentage of site/project devoted to the following:
Landscaping: B u i Iding : Paving:
Existing (if applicable):
Building height:
Total number of employees: Maximum number of employees at anyone time:
Number and ages of students/children (if applicable): Seating capacity:
Total number of parking spaces provided: Number of compact spaces provided:
Authorization
Print .app1ic~nt name: Steve Scl~el04ent, L-==--_
Apphcant sIgnature: ~h. /' -
Date:
:2 -rt('-6j:Y
660 E. Watertower Lane, Suite 202 . Meridian, Idaho 83642
Phone: (208) 884-5533 . Facsimile: (208) 888-6678 . Website: www.meridiancity.org
2
Land Consultants Inc.
52 N~ 2ND Street 0 Eagle Idaho 83616 D Office 208.938~3812 0 Fax 208.938-5873
May 15~ 2006
Honorable Mayor and City COlillcil
City of Meridian
33 E. Idaho Ave.
Meridian., Idaho 83642
RE: Northborough Subdivision Annexation/Zoning and Preliminary Plat - Letter of Intent
Dear Mayor and Cou.ncil;
As representative for Gemstar Development, LLC, please accept this application for Northborough
Subdivision, located on W. Ustick Road, approximately 700 feet east of Linder Road in Meridian,
Idaho, Section 36, Township 4 North, Range 1 West of the Boise-Meridian~ Northborough
Subdivision inclu.des 8.03 acres and has been designed with 40 lots ( 35 residential, 5 conun.on) and
includes a request for annexation with a zoning desigtlation ofR-8 (Medillill Density Residential). A
density of 4~36 dwelling units per acre is proposed.
This letter is included. witll the land use applications for the annexation and zoning, an.d preliminary
plat, together W.itll filing fees and various exhibits.
TIle enclosed applications have been. submitted in accordance Witll the requirements of the Men.dian
City Unified Development Code. The su.bmitted preliminary plat 1las been designed in compliance
with the UFC, tllerefore, this appli.cation does 110t include a request for variance to any sections of the
Code. The development has also been designed to be in compliance with. the intent oft11e Meridian
Co.mprehensive Plan. Specific Comprellensive Plan policies that sup:port the requested zone change
include:
· Population Growth Goal 1, Objective A, Action 6 (New residential development with
provided Urban Services);
· Services GoallI, Objective A, Transportation, Action 6 (Street connections betwee.n
subdivisions );
· LaI1d Use Goal ill, Ensure public services, Objective A, Actioll 1 (Development projects
planned public services); Goal N, Objective C, Action 1 (compatibility), 3 (usable open
space), 5 (sidewalks, curbs, gutters, etc.), Objective D, Transportation Conidors, Action 2
(Restrict curb cuts/access on collectors), Action 10, (Support variety of residential categories);
Goal V, Objective C, Quality, Action 1 (Require common area);
An R-8 zoning designation is being requested for this annexation with the subdivision plat containing
residential lots ranging in size from a minimum 5,000 square feet to 9,598 sqllare feet. All streets will
be constructed, along with curb, gutter and sidewalks, to Ada County Highway District and Meridian
City standards~ Drainage will be han.dled 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
All existing structures will be removed from the property upon at construction~
The proposed gross de.nsity of 4~36 dwelling units per acre meets the allowed density for the R-8 base
zone~ In addition, the d.ensity is in compliance with the intent of the current Co.mprellensive Plan
Future Land Use Map, which designates this area as Medium Density Residential.
The develo.pm.ent has been designed to include landscaped conunon areas that satisfy the Subdivision
standards~ The common areas include exterior road.way buffers, in additio.n to a buffer along the
existing drail1 area on the eastern boundary of the site. The total common areas account for 1.05 acres
(13.1 %) of the property~ All conunon.landscape area lots will be owned and m.aintained by the
Homeowners Association that will be established for the subdivision~
In conclusion, Northborough 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-8 is in. compliance with the City's Comprehensive Plan and will benefit the public interest by
providing a mix of desirable housing needs to this area of the City while allowing for the continued
improvement and expansiol1 of city services and 811 increase in the City's tax base~ Tills application
submittal in.cludes all items listed within the preliminary plat and annexation checklists. We look
forward to working witll you and your staff and request approval oftllis project
Sincerely,
~a
Shawn L. Nickel
Representing Gemstar Development, LLC
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~~t~cgl;!a '#er!'!to C!-"1d.madea part' :ri:rr~p~~ .
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TO HAVE AN IJ TO HOLD the saiu prenlis~s. wit It I heir appurtenances Un! u (he suit! (ir~l n lct:
his heirs und u:.isi~ns, rorcvt.:r~ And I h~ ~:tid (;ranlor s d() hereby COVClwn I 10 :.JncJ
with the said Gran tce . I hu t the y are ()Wnl~rs in t'Cl: ~inlrtc or :HJ ill prclni~cs: I ha I I hl.:Y arc free
J"ronl nU inculllbrun"':l!s except the aforementioned taxes and assessments and a cart
Deed of Trust of October 1, 1971, executed by grantors to James E. Schille
a~ Trustee for Home Federal Savings & Loan Asso~iation of ~mpa as Benefi-
82ary, reGorded October I, 1971, as In~trurnent No. 7E4758rrecords of Ada
ou-nl:y, Idaho;
.-.nd thu I thl}' will warrnn [ nod dc,' fcnu (he snnw frum uU Jaw fuJ l.:1,Ji ms w IU"lsucvltr.
Du telf; June ':;>:). ~ 197 8
6T..\TH OF IUAHO, COUN'rY Ol~. AD/i4
On thh,. "~ <<In)' ur . lit 78.
ht~ron~'';THt. i, tidtru.y public in und fur . ~hl ~tnu.. rlL'rsun::JU~.
nplHtI1,rccl ", 'I ;ftOWEt~. OT IS DENNY and
{.tL;.~:I. ".'~'~".. \ ~R~J,'CHARLINE DENNY,
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..' ., . ~. Toget'1e:- wi th . -a:ll a11d s~ingula.r the
tenements, hereditaments and
appurtenances thereunto belonging or in
anywise appertaining;
SUbject to all easements and rights-of-
way of record or: appearillg on th~ landi
SUbject, also, to taxes and as~essments
levied and assessed for the year 1978
which are now liens but not yet due nor
payable.
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AFFIDAVIT OF LEGAL INTEREST
STATE OF IDAHO )
)
COUNTY OF ADA )
I,
De ,..Jr/I. 5 r: fo( c k
(name)
[Y\-ef I vlJ Ar-I
(city)
770
~-
Cie~; Cre'/C
(address)
Or.
(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 1 grant my
penniss ion to:
C e /'to.S fit) t'1.. D,ev-t /o;!/'N'r/)
S L,..) f(,tJ.^,rJ '''') I J,J ( ~
(name)
03'1
c
e /,tJ · '" ,). ,J) C I e.-e ((
(address) t:;--p, J / L
f)/. J u '''+-L ;;2 0 7
~34J(
to submit the accompanying application(s) pertaining to that property.
2~ I agree to indemnify, defend and hold the City of Meridian and its emp.loyees 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 appl.ication(s).
Dated this
I~
day of
Fe 6IVA;}
,20 O(
SUBSCRIBED AND SWORN to before me the day and year first above written.
to' ", n..,..
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~;1~
(Notary Public for Idaho)
Residing at: e~ leI rcl
My Commission Expires: 7 ~ ,) d - <1 8'
Page 1 of 1
Shawn Nickel
From: John Priester Dohnp@adaweb~netl
Sent: Tuesday, January 24, 2006 11: 16 AM
To: Shawn Nickel
Subject: RE: subname approval
January 24, 2006
Shawn Nickel
Lan d Gansu Itan ts, I nc
52 N 2 nd St
EagJe, !D 83616
RE: Subdivision Name Reservation t40RTHBOROUGH SUBDIVISION
Dear Shawn:
At your request I will reserve the name uNORTHBOROUGH SUBDIVISION" for your project I can honor this
reservation onfy as long as your project is in the approval process. FinaJ approval can only take place when the
fin aJ plat is recorded.
Sincerely,
Jon1l Priester
John E. Priester, P.EAL.S.
County Engineer
JP/jp
From: Shawn Nickel [maHto:shawn@fandconsultants.net]
Sent: Tuesday, January 17, 2006 4:47 PM
To: John Priester
Subject: subname approval
l~o: John Priester
Subject: Subnanlc Request
Ada County Dcvcloplnent Services
Mr. John Priester, P~E.L,~S.
200 W. Front Street Suite 3191
.B 0 isc, Idaho 83702
January 17, 2006
Dear John,
On behalf of my client, I would l]ke to reserve the name UNorthborough Subdivisionu for a ne\v subdivision located ill
Meridian, Idaho.
The surveyor for this subdivision is Terry Peugh with Idaho Survey Group.
The Engineer of record will be David Bailey of Bailey Engineering.
The subject property is located on the northeast corner of Us tick and Linder in Meridian, Section 36, 4 North, 1 West.
Here is a web site showing the word~
!1ttQ:/Iwww.town.northborough. ma. us/fire!
I'hank you John for your consideration.
Shawn L. Nickel
1 /74/7 n Of)
IDAHO
SU RVEY
GROUP
1450 East Wate rtowe r St.
Suite 150
Meridian, Idaho 83642
Phone (208) 846-8570
Fax (208) 884-5399
Project NOt 06-005-01
February 14, 2006
Revised May 4, 2006
Northb.orough Subdivision
and
Annexation and Rezone RUT to R-8
A parcel of land located in the SW 1/4 of the SW 1/4 of Section 36, T.4N.) R.l W~,
B..M.., Ada County, Idaho, more particularly described as follows: Commencing at the
Southwest comer of said Section 36, from which the South 1/4 comer of said Section
bears South 88042'55" East, 2662.17 feet; Thence 665..56 feet to the REAL POINT OF
BEGINNING~
Thence North 00019'10" East, 835..18 feet;
Thence South 89046'05" East, 277..90 feet to a POil1t in the center of a drain ditcll;
Thence along tIle center of said drain ditcl1 Soutl114020'18" East, 358~Ol feet;
Thence S.outll 81001 '35" East, 114.33 feet;
Thence depatting said draill ditch South 00002' 35" West, 482.45 feet to a point 011
the South boundary of said Section 36;
Thence North 88042'55" West) 483.91 feet to tlle Point ofBeginnillg. Containing
8..02 acres, more or less~
Prepared By:
Idaho Slrrvey Gr IIp, P ~C~
Professional Land Surveyors
~1lA~6 ~ 5" c.J.B. ~
C L-&r~<f" Re6'~
PROJECT:
DESCRIPTION;
FILE: creek~cgx
UNITS: U.S~ SURVEY FOOT
ThursdaYI May 04,2006
4:11 PM
PAGE 1
INSTRUMENT SETUP
Instrument point:
Backsight point:
Backsight Bearing:
Remarks:
30 7715~0076 9995.1827
30 7715.0076 9995.1827
N 0000010011 E Distance: 0.00
TYPE
FROM
TO
DIRECTION
DISTANCE
NORTHING
EASTING
INV 30 36 N OQo19rlOll E
INV 36 43 N 89046EOSrl E
INV 43 42 S 14020'1.Su E
INV 42 32 S 81.o01J3SU E
INV 32 31 S OQo02135u W
INV 31 30 N 8804215Su W
Perimeter is: 2551.77
Area is: 349768~26 Square feet
835.18
277.90
358.01
114~33
482.45
483-9~
8550.1705
8551.2960
8204..4415
8186..6079
7704~lS81
77lS~D076
9999~8394
10277.7386
10366.3979
10479.3315
10478.9690
9995.1827
8.0296 Acres
COMMITMENT OF PROPERTY POSTING
Per Unified Develo:pment Code (UDe) 11-5A-5D, the applicant for all applicatio.ns requiring a
public hearing (except for a UDC text amendment, a Comprehensive Plan text amendment
andlor 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 sIlal1 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 pu.blic 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 tllan three (3) days after the end of th.e public hearing for
which the s.ign(s) had been .posted.
I am aware of tile above requirements and will comply with th.e posting requirem.ents as stated in
UDC iI-SA-5.
\
~:!~
Ap.p I icantJagent signature
!J1P, I ~ 2 0 0 6
Date
Northborough Subdivision -Neighborhood Meeting
February 11, 2006
9:30 a.m. On-Site.
Sign up Sheet
ADDRESS. tJJ -Jdv J<diIoNE # j ~#y1- '?-
1? fi> 9 - t/? c?;?
trt -/).t16
~/tf - 2/ "7 .s
o
MATERIALS
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/1
C. ;;{51J
~
:.J Environmental Services
:J G eotec h nica I En 9 i nee ri ng
"::1 ConstrucHon Materials T esti ng
:J S pecia I [nspect io ns
GEOTECHNICAL ENGINEERING REPORT
of
CrEE!{ Property Development
Usticl< and Linder Roads
MEridian, Idaho
Prepared for:
CEntEnnial DeVElopment
2364 South Titanium
MEridian, Idaho 83642
MTI FilE NumbEr 860046g
7446 W. Lemhi St. · 8oise~ 10 83709 · (208) 376-4748 · Fax (208) 322-6515
E-Mail mti@mti-id.com · www.mti-id.com
!MATERIAlS
TeSTING &
INSPECTION
February I ~ 2006
Page # I of25
=t Environmental Services
,::J Geotechnical Engineering
::l Construchon f\~aterjals Testrng
CJ Specrallnspechons
\\server\bo!se\2006 reports\OOO- ] 99\b60046g\creek geoicch. doc
Mr. Kevin Amar
Centennial Developnlent
2364 South Titanium
Meridian, ldaho 83642
(208) 895-8858
Re: Geotechnical Engineering Report
Creek Property Development
Ustick and Linder Roads
Meridian, Idaho
Gentlemen:
In compliance with your instructions, we have conducted a soils exploration and foundation evaluation for
the above mentioned development. Field work for this investigation was conducted on 20 January 2006,
Data have been analyzed to evaluate pertinent geotechnical conditions. Provided geotechnical, groundwater
and constmction recommendations are listed in the Table of Contents. Results of this investigation,
together with our reC0l11111endations, are to be found in the following repoli.
Often, because of design and construction details that occur on a project, questions arise conceming 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.
We appreciate this opportunity to be of service to you and we look forward to working with you in the
future~ If you have questions please call us at (208) 376-4748.
, ~ 'I
(~q 7a \r('J
Jes~~a llS, E.:;?
Staff Engineer
Respectfully Submitted,
Materials Testing & Inspection, Inc.
Reviewed by Michael G. Woodworth, P.E.
Senior Geotechnical Engineer
Cc:
Copyright (:) 2006 Materials Testing & Inspection, Inc.
7446 W. Lemhi St. · Boise, 10 83709 · (208) 376~4748 · Fax (208) 322-6515
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::J Environmental Services
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:J S pec~ a I 1 n s pectio n s
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TABLE OF CONTENTS
] NT RO 0 U CT ION ......... ........... ..................... ................... ....... ......... ................. .................................... ....................... ..... ...... 3
P r oj e c t Des c rip t ion ~....... . . . . . . . ~ . . . . . . . ~ . . . . A . . . . . . ~ A . . . L . . . . ~ . . . . . . . . . . A . . . . . ~ . . . . .. . . . . . . . . . . . . . . . . . . ~ . . . . . . . . 3
A uthoriza tion .~............................ ..~~... ~.... .... .~... .~+........ ... .~~..... ~~..&...~ ...... .+... ...........3
]) u r p 0 s e ........................................ ~ . & . . . . . . . L . . ~ L . . . . .. . . . . . . . . . . . . ~ . . . . . . . . . . . . . . ~ . . . . . . . . . . . . . . . ~ . . . . . . . . . 3
Sco p e ............... ~. . ~. . . . .. .. ~. .. . . . . . .. &.... . ... .. . . . . . . . .. .. .. . . .. .. .. . . . . . . . . ~ .. ..... ....... ~. . ... ......... .. . . . . .. . . . 3
Wa rra n ty An d Lim iting Conditions u... nnu. n BU.. U...... ____ ~hU ..n..h ."...u"..U... u...4
General.......... ......................... ....~..... ... .......&... ............................................... ........4
D Ese R I PTI 0 N 0 F SITE ..". ............ ...... ........... ........... .............. .... ......... ......... ........ ...................... ...... ...................... ..........5
Site Access ............. L> ... ............. .~............. ~~... ..... ......... ..... .....~..~........ ... .......~......... ...5
G c n era I G eo logy 0 f A rea ...................................................... ~.. . . .... . ... .. ... ~...... . . . .. ..5
Site Topography, Drainage And V egeta tion .... n.......................... ......u..__......n.. 5
Site Climatology And Geochernistry................... nH............... ....... H..... ...~ ..~........ 6
Geoseismic Setting...~. ....... ................................ ..... ~......... ... .... ......4.. ... .~. ..~.. ..~........ 6
SO II~S Ex P LQ RA TI ON........ ~..~... ~......~. ............. ~. .~.. ..... ................ ........ ..__.. ........... ............... ...". ............ ....... .............. 6
Explora tion and Sa mpling Proced u res...... u...u h... n ..__..... u.......... ~..h.. L....U........ 6
Labora tory Testing Progra m ............... H'''. u......H..... n............... u. h.....~ L+............ 7
Soil And Sed i merl t Profile................. ~... ............ n.... ....................... n..... ... .+.........7
So i I s S u rv ey Review ~... . . . . . . . . .... . . . . . . . . . . .. .. . .. .. . . .. . . . . . .. . . .. .. . . . . . . . . . . . . .. .. . . .. .. .... .. . ~. ... . . . . .. . . 7
Vola t i Ie 0 rga n i c Scan................. ~.. .. ~. . &.. .. .. . .. . . . . . . ... .. . ~ .. . . . . . . . . . . .. .. . . . . . .. ~. .. ........ . .. ... . . 8
SIT E II Y D R 0 LOCY ................ ...... .......... ................. ............ .......... ........... ....... ...... .............. .................... ...... .........~. .......... .........8
General Notes.... ... .... .............~ .~.. A~..'. ... .~.. ..............~. .................~...... ... ~...... ............8
G ro U 11 d \v ate I. . . .. . .. .. ... ..... . . . . . . . . . L. . . .. . ... ... . ~. . ~.. . . . . . . . . . . ... ~. .... . . . .. . . . . . .4. . . . . . . ~... . . ... ~ .... ... . . . . 8
So i I I II fi It rat ion Rat e s ............ ~ . . . . ~ . . . . . .. ... . . . . . . . . . . . . . . . .. .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
FaUN DATION AND P A V EM [NT DISCUSSION AND RECOMMEN DATI ONSnn..................................9
General Notes... ....A.... ... ........................... ............ ...~... ...................... .....................9
F 0 U ndation Design Recom nlend.a tions . .............. LU.. h.................. ~...................... 9
Crawl Space Recom menda tions ...... u.... ...... uu......... BU....................................... 10
Recom nlended Pavetnen t Sections ~........... U A......... U. u.......................................... 10
CON STR U Cl~ ION CONS IDE RA T I ON s~... ........4.........4.'"....... .............. .....4........ ............ ................... ....... ............. .... ........... .11
EartlJwork ........... ................ ........................................~ ................ ... ...... ... ............. 11
Dry Weather..... ....... .......... ..~.'.'.............. ......... ............................ ........................ .12
Wet W ea t 11 e r .....4..........."...................... ~ ~. .. .. . . . . . .. .. . . . . . ... c..... ~. . . . .... . . .. . . . . . . . . . . . .. . . ... .. .. 1 2
Soft Subgrade Soils... .......... ..~....... ~.. .....A....~~~.......... ~............~... ~...... ...... ............... ~ 12
Frozen Subgrade Soils........ ...... ... .~" .... A........... ..........".........~.... ........... ........... .~.... 13
Stru ctu ra I Fill............... ......... ..... ......~. ~~............ .......... .........~.... ..~.... ... ...~... ... ........ .13
Bae kfill............ ........ ....... ................. ................ ..... ..~................... .......... ...~....... .....~.. ] 4
Excava tions ....... ....... ......... .~.......... ~......... or...... .... ...... .....................~. ..... ..~.... .... ....~ 14
G ro u n d w a te reo n tro I .............................................. ~ ~..... . . .. L . . . ... . . . . . .. ~. ~ . . . . ~. .. . .. . .... ] 5
G EN ERA L COM M ENTS ................... ................ ............ ........ ............4....... ................... ............ ...... ...... ............4........ ......... .15
R EFE REN CES ......... ............. ....... ............... ..................... _. ................~.... ..... .......... ......... ~............4 ........... .................. ~ ....... ...16
A P P EN D I X LIST . ~..... ........................ .............. .......... .......... ~ .......................~...... ...... .......... ............ ~......................~. ................ .......... .17
Geotech n ical Genera I Notes........ "~.H ........... ............... ..................4...... ..~.......... u. 18
Unified Soil Classification.... ......u .n~n.. ........... .u................. .... nn...... ..... ...u........" 19
T es t Pi t Logs................................................. A . . . .. .. . . . . . . . . . . c... . . ~..... ~... . . . .. ... . . . ... . .. . . . .. . 20
Copyright ~ 2006 Materials Testing & lnspection~ Inc.
7446 W. Lemhi 81. · Boise1 1083709 · (208) 376~4748 · Fax (208) 322-6515
E-Mail mti@mti-id.com · www.mti~id.com
MATERIALS
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February I, 2006
Page # 30f25
Cl Environmental Services
CJ Geotechnical Engi neering
[) Construction Materials Testing
o Sped aJ l n specti 0 n s
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INTRODUCTION
This report presents resu.lts of a geotechnical investigation and analysis in support of data utilized in design
of structures as defined in the 2003 Inten1ational Building Code (IBC). Information in support of
groundwater and stormwater issues pertinent to the practice of Civil Eng-ineering is included. Observations
and recol11mendations relevant to the earthwork phase of the project are also presented.
Project Description:
The proposed deve] oprnent is located nOl1hwest of the City of Meridian, Ada County, Idaho, and occupies a
portion of the SW1;4 of Section 36, Township 4 North, Range 1 West, Boise Meridian. The project will
consist of developnlent of multiple single falnily residential lots on an approximate 7.2-acre site~ Roadways
are anticipated to be included as part of the developo1ent Proposed grading is presently undeten11ined~
Authorization:
Authorization to perforn1 this exploration and analysis was given in the fornl of written authorization to
proceed frenl Mr. David Bailey for Centennial Developn1ent to Brandon Wright of Materials Testing and
Inspection, Inc. (MTI), on 9 January 2006. Said authorization is subject to terms, conditions, and limitations
described in the ProfessIonal Services Contract entered into between Centennial Development and MTI. OUf
scope of services for the proposed development has been provided in OUf proposal dated 21 December 2005,
and again below~
Purpose:
The purpose of this Geotechnical Engineering Report is to determine various soil profile components and
their ellgineering characteristics for use by design engineers and/or architects in:
. Preparing or verifying suitability of foundation design and placeluent,
. Preparing site drainage designs, and,
. Indicating issues pertaining to earthwork constIuction~
Scope:
The sco.pe 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~
Copyright t> 2006 Materials Testing & Inspectiont Inc.
7446 W~ Lemhi St. · Boise, 10 83709 · (208) 376-4748 · Fax (208) 322-6515
E~Mail mti@mti-jd.com · www.mti-id.com
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Warranty And Limiting Conditions:
Field observations and research reported herein are considered sufficient in detail and scope to foon a
reasonable basis for the purposes cited above~ MTI warrants that findings and conclusions contained herein
l1ave 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 nlethods have been developed to provide the client with information regarding apparent
or pote"ntial engineering conditions relating to the subject property witllin 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 idel1tified within the scope of the
investigation or Wllich were not apparent during the site investigation. This report was preparecl for the
exclusive 11se of Centennial Development, IncA and their retained design consultants ("CIienf"). Conclusions
and recomlnendations presented in this report are based upon agreed-upon scope of work outlined in the
report and Contract for Professiona] 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 ris"k.. 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 [or purposes
whatever, known or unknown to Client or Consultant. Neither Client nor Consultant shall have liability to,
or indemnifies or holds 11armless third parties for losses incurred by actual or purported use or l11isuse of this
report. No other warral1ties are implied or expressed~
General:
Revisions in plans and or drawings for the .proposed development from those enumerated in this report
should be brougl1t to the attention of the soils engineer to deterlnine if changes in foundation
recomnlendations are required. DeviatiollS from noted subsurface conditions if encountered duri"ng
construction, should also be brought to the attention of the soils engineer.
Copyright tP 2006 Materials Testing & Inspection, Inc.
7446 W. Lemhi 81. · Boisef 10 83709 · (208) 376-4748 · Fax (208) 322-6515
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DESCRIPTION OF SITE
Site Access:
Access to the site may be gained via Interstate 84 to the Meridian Road exit. Proceed north approximately 3
miles to its intersection with Ustick Road, and turn east. The proposed site is located at 1370 East Ustick
Road~ Presently the site exists as undeveloped agricultural land. The location is depicted in site map plates
included in the Appendix.
General Geology Of Area:
The subject site is located within the Boise Valley which is directly underlain by a thick sequence of alluvial
sal1ds and gravels typically deposited on basalt formations. These sedimellts are loosely named the Boise
River Gravels and were deposited as river floodplain and stream ovenvas"h fronl the Boise River. These
gravel deposits tend to l1ave imbricated well-rounded clasts, poor sorting al1d crude stratification of beds of
gravel and lenses of cross-bedded sand suggesting deposition in braided channels~ The Boise River Gravels
consist of uncol1sol idated clay, silt, sand, gravel, and cobbles~ These gravels have been subdivided into
snlaller units based on their age and are exposed as distinct alluvial terraces. Five of these ten~aces are well
exposed in the Boise area and range in age from M-idd.Ie Pleistocene to I-Iolocene (Recent) (0 - O~9 million
years ago). The site lies on fhe Whitney Terrace, the second terrace above the currently defined floodplain
(Othberg and Stanford, 1992).
Site TopograpllY, Drainage And Vegetation:
l"'he proposed development consists of approxin1ately 7 w2 acres of relatively flat irrigated agricultural land,
wit11 associated irrigation ditches on the southel11 portion of the site, and north-south irrigation corrugates
throug11outA The surface exhibits fine grained soils throughout the "major.ity of the site. The parcel is
bounded on the north and east by existing residences and associated outbuildings, a canal on tIle north
eastelll boundary, on the south by Ustick Road, and on the west by undeveloped pastureland.
Regional drainage is north and west toward the Boise River. Stormwater drainage for the site is achieved by
percolation tl1fOUgh surficial soils. No stormwater drainage facilities are located in" the vicinity of the site
and tIle area does not receive significant off-site drainage. Vegetation throughout the area consists primarily
of irrigated agricultural plants.
Copyright fC) 2006 Materials Testing & ] nspection, Joe.
7446 W. Lemhi 81. · Boisel 10 83709 · (208) 376w4748 · Fax (208) 322-6515
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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 fran) _40 .F to 1020 F . Average wind speed range to I I 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-c11emicaI potential for corrosion of metals or concretes. Local
aggregates are generally appropriate for Portland Celnent and Lime Cement mixtures.. The State
Transportation Department has adopted anionic asphalt cements. The pH of surface water, ground.\vater, and
soil in the region typically range from 7 to 9& No indication of abnormal geochemical. conditions was noted
on-site. NOl11inal frost penetration is typically on the order of 6 inches, with extrenles ranging to 3 feet
Geoseismic Setting:
Soils on-site are classed as Si te 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. OUf investigation did not reveal potential hazards resulting froil1 earthqu.ake motions: slope
il1stability, liquefaction, and surface rupture because of faultillg 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
nleans of norn1al 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 fe-excavated and compacted prior to constructing structures over
them.
Samples were obtained from representative soil strata encountered in test pits~ Samples obtained have bee.n
visually classified in the field by an engineer) identified according to test pit number and depth, placed in
seated containers and transported to our laboratory for additional testing. These materials 11ave been further
described in detail on logs provided in the Appendix6 Results of field and laboratory tests are also presented
on these logs& It is recommended that these logs not be used for estimating quantities because of highly
interpretive results.
Copyright If,) 2006 Materia Is Testing & Inspection~ Inc.
7446 W. Lemhi 81. · Boiset 1083709 · (208) 376-4748 · Fax (208) 322-6515
E~Maif mtj@mti-id.com · www.mt;-id.com
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Laboratory Testing Program:
Along with the field investigation, a supplen1ental laboratory testing program was conducted to detennine
additional pertinent engineering characteristics of subsurface 111aterials 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
A_tterberg Limits Tests - l\STM designation D 4318, Grain Size ~l\nalysis - f\ST1\1 designation C 117) C 136,
and Resistance R-Value and Expansion Pressure of Compacted So-ils - ASTM designation D 2844~
Soil And Sedinlent Profile:
A total of four test pits were advanced to depths of 6~8 to 8.3 feet across tbe site, terminating at groundwater~
The developed soil profile represents only a generalized case, and variations between. test pits should be
an ti ci pated:
Borderline Lean/Fat Clay (CH/CL): - Dark brown, slightly moist to moist, soft to very stiff, borderline
lean/fat clay soils were observed at ground surface, with fat clay in test pit 1. Organic material is present
generally within the upper O~7 to 0.9 foot Borderline lean/fat clay soils were noted to depths of 2.0 to 2.9
feet within the test pits.
Sandy Silt (ML) - Underlying surficial clay, brown to light brown, slightly moist to moist, stiff to hard,
sandy silt is present in most of the test pits~ Weak calcium carbonate cenlentation was noted throughout this
layer in test pit 1. This soil extended to depths of 2.7 to 4.2 feet
Poorly Graded Sandy Gravel (GP) - Yellowish-brown to brown, sliglltly lTIoist to saturated, medium
dense, poorly graded gravel sedin1ents were observed at depth. Cobbles of up to 6 inches in diameter were
present within this soil type. Poorly graded gravel sediments extend beyond termination depths.
Walls of each test .pit were stable with the exception of those throug11 native granular soi"ls~ Excavations
through granular soils will have a pro.pensity for sloughing or caving.
Soils Survey Review:
A review of the United States Department of Agriculture, Soil Conservation Service, Soil Survey of Ada
County Area, Idaho, 1980, indicated the site can .be characterized as Abo silt loam, and Aerie Haplaquepts
soils. These soils have moderately slow to very slow permeability, with slow to very slow runoff and
erosion hazard is slight The seasonal water table linlits these soils for uses of septic absorption fields.
Basements are affected by tlle water table unless drainage is provide. Groundwater may .be as shallow as 3
to 5 feet below ground surface..
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Volatile Organic Scan:
No environmental concerns were identified prior to commencement of the investigation. Therefore, soils
obtained during on-site activities were not assessed for volatile organic compounds by portable
photoion.ization detector. Samples obtained during OUf exploration activities exhibited no odors or
discoloration typically associated with this type contamination. No evidence of groundwater contamination
was noted~
SITE HYDROLOGY
General Notes:
Existing surface drainage conditions are defined in the Description of Site. Infonnation provided in this
section is limited to observations made at the tinle of the investigation. Regional and/or local ordinances
may require information beyond the scope of this report
Groundwater:
Groundwater was encountered at depths of 5.9 to 7.9 feet within the depths explored during the field
investigation. Groundwater elevations became shallower to the east, which may be caused by leakage from
tl1e adjacent canal. Soil moistures in the test pits were generally slightly moist to rnoist within the surficial
clay and slightly moist to saturated as groundwater was approached and penetrated. Groundwater levels in
the site vicinity are controlled in large part by residential and commercial irrigation activity and canal
leakage in the local area, and are likely at their maximum elevations during the irrigation season. Estimation
of seasonal groundwater fluctuation is problenlatic without regular lTIonitoring. Based on evidence of this
investigation, and background knowledge of the area, groundwater is anticipated to remain at depths of
greater than 3 to 4 feet below the ground surface throughout the year. This depth is an estimate, and will be
confirmed following periodic monitoring.
Soil Infiltration Rates:
Soil penneability 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 and silt soils generally offer little penneability, with typical infiltration
rates less than 2 inches per hour, though calcium carbonate cementation encountered within cemented silt
soils may reduce this value to near zero. Poorly graded sandy gravel sediments 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 the gravel sediment
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All infiltration facilities constructed on-site should be extended into native poorly graded sandy gravel
sedinlents. Excavation depths of approximately 2.7 to 4.2 feet should be anticipated to expose this horjzon~
In addition, because of the high permeability, and DEQ groundwater separation requirements, ASTM C 33
filter sand, or equivalent, should be incorporated into design of infiltration facilities. MTI recommends 8
inclles per hour ShOldd be used for design.
FOUNDATION AND PAVEMENT D'ISCU8SION AND RECOMMENDATIONS
General Notes:
Presently, approxinlately 7~2 acres are proposed for the project site. Considering typical residential
construction, and subsurface conditions, it is recon1mended, that the structures be fau,nded upon conventional
spread footiJlgS and continuous wall footings~ The following recommendations are not specific to the
individual structures~ but rather should be viewed as guidelines for the subdivision wide development.
FOUlldation Design Recommendations:
On the basis of data obtained from the site and test results from various laboratory tests performed, MTI
recomn1ends foI)o\ving guidelines be used for the net allowable soils bearing capacity~
Footill De th
Footings should bear on competent, native) sandy
silt, poorly graded sandy gravel, or compacted Not required for native 1,500 IbsJft2
structural 'fill. All surficial clay soils lTIUst be soil
removed from below footings. l Excavation
depths of approximately 2~O to 2.9 feet should be
antici ated to remove unsuitable soils~
JVerification of bearin2 soils for each residence bv a Qualified geotechnical eneineer., en2ineerin~
technician.. or building official at the time of construction is recommended.
Footings Sllould be proportioned to lneet the stated bearing capacity and/or the IBC 2003 mlnlIDun1
requirements~ Total settlement should be limited to about 1 inch with differential settlement of
approximately 1/2 inch~ Objectionable soil types encountered at the bottom of footing excavations should be
removed and replaced with structural fil1~ Excessively loose or soft areas that are encountered in tbe footing
subgrade will require over-excavatio11 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.
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Crawl Space Recommendations:
Considering the presence of shallow cemented soils in portions of 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 stann water at least 5
feet away from the residence, and grades should be greater than 5% for a distance of 1. 0 feet away from all
residences~ In addition} rain gutters should be placed around all sides of residences, and backfill around stem
\valls should be placed and compacted in a controlled manner.
Recommended Pavement Sections:
MTI collected a sample of near-surface soils for R-value testing representative of soils to depths of 1 foot
below existing ground surface. A bulk sample collected from near test pit 3, consisted of borderline lean/fat
clay (CL/CH) soil. This sample yielded an R value of less than 5. As reqtlired by Ada County Highway
District, MTI has used a traffic index of 6 to determine necessary pavement cross-sections for the site.
Additionally, MTI has Inade 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 ofpavelnents botll now and in the future.
Flexible Pavement Sections
TIle Idaho Method as defined in Idaho Department of Transportation's Materials Manual (section 500) was
used to develop the pavement section. Ada County I-lighway District (ACHD) parameters for traffic index
and substitution ratios were also used in the design, and were obtained from ACHD"s Developn1ent Policy
Mal1.ual. Calculation s11eets provided in the Appendix indicate the soils values, traffic loading, and nlaterial
ratios used to calculate the pavement sections~ MTI recommends that all materials used in the construction
of Asphaltic Concrete Pavements IDeet the requirements of the Idaho Standards for Public Works
Construction (ISp.WC) specifications. Construction of the pavelnent section should be in accordance with
these specifications. The following thicknesses are MINIMUM THICKNESSES for assured pavement
function.
Pavenlent Section Com onent
Drivewa s and Parking, Residential Streets
2.5 Inches
4.0 Inches
12.0 Inches
Not Re uired
Aggregate Base
Material complying with ISPWC Standards for Crushed Aggregate Materials.
Structural Subbase
Any material complying with the requirement for granular structural fill (uncrushed) as defined in
ISPWC~
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Common Pavement Section Construction Issues
The subgrade upon which above pavenlent sections are to be" constructed must be properly stripped,
compacted (if indicated), inspected and proof rolled. Proof rolling of subgrade soils shou]d be accomplished
with a heavy rubber-tired fully loaded tandem axle dump truck or equivalent MTI anticipates that pavement
areas will be subject to moderate traffic. It should be noted that surficial clay soils near to and above
optimum Iuoisture contents~ may tend to punlp. PUlnpil1g or soft areas must be removed and replaced with
structural fill.
Fill material and compacted native sub grade soils (if required) in support of the pavement section as weB as
aggregates comprising the pavenlent section must be compacted to not less than 95% of maximum dry
density indicated by ASTM D 698 for flexible paven1ents and by ASTM D 1557 for rigid "pavements~ If a
material placed as a pavement section conlponent cannot be tested by usual compaction testing methods,
compaction of that material shaIl be approved by observed proof rolling. Minor deflections from proof
rolling for flexible pavements are allowable. Deflections froIn proof rolling of rigid pavement support
courses should not be visually detectable~
CONSTRUC1'ION CONSIDERATIONS
Earth\vork:
ReCOlnmendations in this report are based upon structural elelnents of the project being founded on
competent native silt, poorly graded sandy gravel) or cOTIlpacted structural fill~ Structural areas should be
stripped to an elevation tllat 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
sllbgrade behavior in the area of pavements, floor slabs, structural fills, and foundations. Agricultural plants
with associated root systems and plow zone were noted at the time of our investigation~ It is recoTIlmended
that organic and/or disturbed soils, if encountered, be removed to depths of 1 foot (minimum), and wasted or
stockpiled for later use. Stripping depths should be adjusted in the field to assure that the entire root zone
and/or disturbed zone (plow depths) and/or topsoil is removed, prior to placement and compaction of
structural fill rnaterials~ Exact removal depths should be determined during grading operations by a qualified
geotechnical representative, and shall be based upon subgrade soil type, composition, and firmness or soil
sta"bility. Any identified undergrollnd storage tanks (UST), below surface utilities, wells, or septic systems
must be decom"missioned, removed or abandoned as deemed necessary by governing Federal, State, and
local agenciesA Excavations developed as the result of such removal must be backfilled with structural fill
materials as defined below~
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. Instead of structural fill placen1ent, scarification and aeration of subgrade soils can be employed to~"
reduce the moisture content After stripping is c0111plete, the ex"posed subgrade should be ripped and/or
disked to a depth of 1.5 feet and allowed to air dry for 2 to 4 weeksa Further disking should be
perfonned on a weekly basis to aid the aeration process.
. Alternate recomnlendations 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 n1ust be allowed to thaw and return to near opti:mun1
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, SIJ, SM, and
ML, in accordance with the Unified Soil Classification System (USeS) (ASTM 0 2487). The use of silty
soils (USeS designatio"n of GM, 3M, and ML) as fill may be acceptable. I-Iowever, these materials require
very hig"h moisture contents for compaction and require a long time to dry out if natural moisture contents
are too high~ Therefore these materials can be quite difficult to work with as moisture content, lift tl1ickness,
and conTpactive effort beCOlnes difficult to control. If silty soil is used for structural fill, lift thicknesses
should not exceed 6 inches (loose), and fill ll1ateriallTIoisture must be closely monitored at both the working
elevation and the elevations of materials already placed. Following placen1ent, silty soils must be protected
from degradation resulting from construction traffic or subsequent construction.
ReCOlnlnended granul ar stIllctural fill materials, those classified as GW, GP, SW, SP, should consist of a 6
inch minus select, clean} granular soil with no nlore than 50% oversize (greater than 3~ inch) material and no
more than 12% fines (less than #200) and placed in layers not to exceed 9 inches in thjckness~ Prior to
placement of structural fill materials, surfaces must be prepared as outlined in the Construction
Considerations section. Structural fill material should be moisture-conditioned to achieve optimum
moisture content prior to compaction. For structural fill below footings, areas of compacted backfill must
extend outside the perimeter of the footing for a distance equal to the thickness of fill between the bottom of
foundation and underlying soils, or 5 feet, whichever is less.
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Each layer of structural fill must be compacted to a Inininlum density of 95% of maximum dry density as ".
determined by ASTM D 1557 (for rigid structures) or D 698 (for flexible pavements)w The ASTM D 1557
and D 698 test nlethods s.hall be used for samples containing up to 400/0 oversize particles (greater than %
inch)A If material contains more than 40% but less than 50% oversize particles, compaction of fill shall be
confil111ed by proof-rolling each lift with a 10-ton vibratory roller (or equivalent) until the nzaxiJnunl density
has been achieved. Density testing shall be perfonned 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 maximuln density or rTbreak
overFF point. The nllmber of required passes shall be used as the requ-irement on the remainder of fill
placenlent. Material shall contain sufficient fines to fiI] all void spaces, and shail not con lain nlore than 50~~
oversize palticles.
Backfill:
Backfilltnaterials shall ascribe to the requirements of structural fin except that the nlaximu.m material size
shall be 4 jnches~ In no case shan material greater than 2 inclles in diameter bear directly on structural
elements. Placing oversized materia1 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 fuulre settlement is not a concern, such as planter areas. In nonstructura) areas, backfill .must
be c0111pacted to a finn and unyielding co.ndition~
Excavations:
Shallow excavations that do not exceed 4 feet in depth may be constructed with side slopes approaching
vertical. Below this deptll, it is recommended that slopes be constructed in accordance with Occupational
Safety and Health Administration (OSHA) regulations, section 1926, subpart P. Based on these regulations,
on-site soils are classified as type "c" soil, and excavations within these soil s110uld be constructed at a
n1axinluDl slope of I 1/2 foot horizontal to 1 foot vertical (1 Y2H: 1 V) for excavations up to 20 feet in height.
Excavations in excess of 20 feet will require additional analysis. Note that these slope angles are considered
stable for short-term conditions onlv" and will not be stable for long-tern) conditions.
For deep excavations, native granular soils cannot be expected to remain in position. These materials are
prone to failure and may collapse, thereby undermining u.pper soils layers~ '"[his is especially true when
working at depths near the water tableA Proper care lnust be taken to protect perso11nel and equipment
During our subsurface exploration, test pit sidewalls generally exhibited little indication of collapse.
However, some caving of granular soils occurred, especially after penetration of the water table. Care must
be taken so that excavations are properly bacl(filled in accordance with procedures outlined in this report
Water and loose debris should be removed from these excavations, prior to placement of fill soils or
concrete.
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Groundwater Control:
Groundwater was encountered in the investigation, but is anticipated to be below the depth of fil0st
construction~ Excavations below the water table will require a dewatering program. It may be possible to
discharge dewatering effluent to remote portions of the site or to a strategical1y located sump or pit This
will essentially recycle effluent, thus eliminating the need to enter into agreements with local drainage
authorities~ Should the scope of the proposed project change, MTI should be contacted to provide nlore
detailed ground"./ater control measures~
Special precaut]ons D1ay be required for control of surface runoff and subsurface seepage in general. It is
recom.mended that runoff caused by wet weather be directed away from open excavationSA On-site silty or
clayey soils can be expected to become soft and pump if subjected to excessive traffic following periods of
wet weatllerA 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
Frenc11-drain systenl~ Additionally, tenlporary or .pemlanent driveway sections may be constructed Sllould
wet weather be forecast
GENERAL COMMENTS
WIlen plans and specifications are complete, Of if significant changes are .n1ade in the character or location of
the proposed. development, consultation should be arranged as supplementary recommendations n1ay be
reqllired~ It is recomn1ended that the service of a qualified geotechnical engineering fiml be engaged to test
and evaluate soils in footing excavations before placement of concrete to determine if soils meet co.rnpaction
requirelnents. Monitoring and testing should also be performed to verify that suitable materials are used for
structural fill and that proper placement and conlpaction is perfonned~
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REFERENCES
Anlerican Society for Testing Materials, 1999, Standard Test Method for Materials Finer than 75-J1.ffi (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 afFine 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 4318 - 86, 11 p~
Collett, R.A~) 1980, Soil Survey of Ada County Area, Idaho: US Department of Agricu"lture) Soil
Conservation Service, 327 p~
Othberg, K~ L. and Stanford, LwA~) 1992, Geologic Map of the Boise Valley and adjoining area, Ada and
Canyon Counties, Idaho: Idaho Geologic Map Series, scale 1: 1 00,000.
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GEOTECHNICAL GENERAL NOTES
SOIL PROPERTY SYMBOLS
N: Standard HNn penetration: Blows per foot ofa 140 pound hanlmer falling 30" on a 2" O~D. SS~
Qu: Unconfined compressive strength, tons/ft2
Qp: Penetrometer value, unconfined cOTI1pressive strength, tons/ft2
Qc: Cone Penetrometer value, unconfined conlpressive strength, pou.nds/in2
V: Valle value, u1 tin1ate shearing strength, tons/ft2
IvI: Water content, %
LL: Liquid Limit
PI: Plasticity Index
NP: Non-Plastic
D: Natural dry density, Ibs/ft3
WT: Apparent groundwater level (at tilne noted after completion)~
DRILLING AND SAMPLING SYMBOLS
ss: Split-Spoon - 1 3/8" I.D., 2" O~D~, except where noted.
ST: Shelby Tube - 3" O.D.1 except where noted.
AU: Auger Sample.
DB: Diamond Bit
eB: Carbide Bit.
GS: Grab San1ple.
RELATIVE 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 S ti ff 8-15
Very Dense >50 Very Stiff 15-30
Hard >30
PARTICLE SIZE
Bou Iders
Cobbles
Gravel
]2 in.+
12 in. to 3 j n.
3 in. to 5 lnlTI
Coarse Sa.nd
Medium Sand
Fine Sand
5 mnl to 0.6 mm
O~6 mm to 0.2 mm
0.2 nlm to 0.074 mm
Silts
Clays
0.074 mm to 0.005 mm
0.005 mm & Sn1aller
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APPENDIX
GEOTECHNICAL GENERAL NOTES
UNIFIED SOIL CLASSIFICATION SYSTEM
GEOTECHNICAL TEST PIT LOGS
PAVEMENT THICI<NESS DESIGN SHEETS
SITE MAP PLATES
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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
l and l Poorly-graded gra'vels, gravel-sand mixtures, little or no fines
Gravelly GP
Soi 1s Silty gravels, Poorly-graded gravel-sand-silt nlixtures
<500/0 GM
coarse fraction Clayey gravels, Poorly-graded gravel-sand-clay mixtures
passes #4 sieve GC
Coarse Well-graded sands, gravelly sands, little or no fines
Grained Sand SW
Soils and Poorly-graded sands, gravelly sands, little or no fines
<500/0 Sal1dy SP
passes Soils Silty sands, Poorly-graded sand-gravel-silt mixtures
#200 sieve >500/0 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,
Sil ts ML cIa__ ey silts
and Inorganic clays of low to nledium plasticity, gravelly clays, sandy
Clays CL clays, silty clays, lean clays
Fine LL < 50 Organic silts and organic silt-clays of low plasticity
Grained OL
Soils Inorganic silts, micaceous or diaton1aceous fine sand or silt
>50% Sil ts 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
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GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP-l Date Advanced: 1/20/2006 Logged By: Jesse Barrus, E.!.T.
Excavated By: Struckman's Backhoe Service Location: See Later Site Map Plates
Depth to Water Table: 7.9 Feet Depth to Bottom Of Hole: 8.3 Feet
Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test
(Feet) and Sediment Classification ~ype (From-To) ID
Fat Clay (CH): Dark brown,
O~O-2.0 slightly 1110ist to 111oist, soft to stifJ GS O~O-O.5 O.S-la5 A
organic lnateriaf in the upper 10
il1ches~
Sandy Silt (ML): Light brown,
2~O-2.7 slightly lnoistt hard~ weakly 4.5+
cen1ented.
Poorly Graded Sandy Gravel
2.7-8.3 (GP): Brown to light brown, slightl)}
Jnoist to saturatedJ n1ediuI11 dense,
with 6-inch }ninus vvell rounded
cobbles.
Lab Test ID M LL PI Sieve Analysis
- 0/0 - - #4 #10 #40 #100 #200
A 24.3 53 27 97 96 83 73 66.3
Copyright tt) 2006 Materia Is Testing & Inspection, Inc.
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E-Mail mti @ mti~id~ com · www.mti-id ~com
MATERIALS
TeSTING &
INSPECTION
February I) 2006
Page # 2 1 of 25
o E nvi ronmental Servrces
Cl Geotechnical Engineering
'::J Construction Mater,als Testing
o S pecia J I nspecti on s
\\server\boise\2006 reports\OOO-199\b60046g\creek geotech.doc
GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP-2 Date Advanced: 1/20/2006 Logged By: Jesse Barrus, E.I.T.
Excavated By: Struckman's Backhoe Service Location: See Later Site Map Plates
Depth to Water Table: 7.0 Feet Depth to Bottonl Of Hole: 7.4 Feet
Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test
(Feet) and Sediment Classification Type (From-To) ID
Borderline Lean/Fat Clay
O.O-2~5 (CH/CL): Dark brown. slight!)l O~5-1 ~5
moist to 1110ist, soft to stif]: organic
n'laterial in the upper J I inches.
Sandy Silt (ML): Light brown, 2.5-3.5
2.5-4.2 slightly /noist to Jnoist1 very stiff.
Poorly Graded Sandy Gravel
4.2-7.4 (GP): Brown to light brown, slightly
moist to saturated, mediuln dense,
with 6-inch ntinus well rounded
cobbles.
Copyright lP 2006 Materials Tesling & Inspection~ Inc.
7446 W. Lemhi St. · Boise. ~D 83709 · (208) 376-4748 · Fax (208) 322-6515
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MATERIALS
TeSTING &
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February 1, 2006
Page # 22 of 25
:J E nvironmenta I Services
o G eotectl n i ca I En gin e eri ng
Cl Construction Materiats Testing
o S pecia I In specUons
\ \server\bo ise\2 006 reports\OOO-l 99\b60046g\creek geotech .doc
GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP-3 Date Advanced: 1/20/2006 Logged By: Jesse Barrus, E.IIoT.
Excavated By: Struckman's Backhoe Service Location: See Later Site Map Plates
Depth to Water Table: 5..9 Feet Depth to Bottom Of Hole: 6.8 Feet
Depth Field Description, lV/USeS Soil Sample Sample Depth Qp Lab Test
(Feet) and Sediment Classification Type (From-To) ID
Borderline Lean/Fat Clay
0.0-2.9 (CH/CL): Dark brown, slightly GS 0.0-0.5 O~5-3.0 B
lnoisl to moist~ soft to velY stiff, Bulk 0.0-1.0 CBR
organic lnaterial in the upper 10
inches~
Poorly Graded Sandy Gravel
2~9-6.8 (GP): Bro1vn to light brown, 1110ist
to satura ted~ l1zediu711 dense, with 6-
inch minus well rounded cobbles.
Lab Test ID M LL PI Sieve Anal~ sis
- % - - #4 #]0 #40 #100 #200
B 23~8 48 23 99 98 90 77 69~7
Copyright Itl 2006 Materials Testing & Inspection, Inc.
7446 W. Lemhi St. · Boise, 10 83709 · (208) 376.4748 · Fax (208) 322-6515
E -Mai r mti @ mti -id. com · www.mti~id.com
MATERIALS
TeSTING &
INSPECTION
February I, 2006
Page # 23 of 25
o Environmental Services
o Geotechnical Engineering
o Co ns t rucHo n M ate rials T esti n 9
o S peel a I Ins pecttons
\\server\bojse\2006 reports\OOO-199\b60046g\creek geotech.doc
GEOTECHNICAL
INVESTIGA TION
TEST PIT LOG
Test Pit Log #: TP-4 Date Advanced: 1/20/2006 Logged By: Jesse Barrus, E.I.T.
Excavated By: Struckman's Backhoe Service Location; See Later Site Map Plates
Depth to Water Table: 6.4 Feet Depth to Bottom Of Hole: 7.3 Feet
Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test
(Feet) and Sedinlent Classification Type (From- To) ID
Borderline Lean/Fat Clay
0.0-2.3 (CH/CL): Dark brown, slightly 1.O-2w5
moist to moist~ stiff to very stiff,
organic lnaterial in the upper 9
inches.
Sandy Silt (ML): Brown, lnoist,
2.3-3.5 stiff to very stiff. 2~O-3.0
Poorly Graded Sandy Gravel
3.5- 7.3 (GP): Brown to light brown, slightly
moist to saturated, nlediunl dense,
with 6-inch ,ninus well rounded
I cobbles.
Copyright lP 2006 Materia Is Test i ng & I nspecti on, ] nc.
7446 W. Lemhi 81. · Boiset 10 83709 · (208) 376-4748 · Fax (208) 322-6515
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MATERIALS
TeSTING &
INSPECTION
February 1, 2006
Page # 24 of 25
:J Environmental Services
:J Geotechnical Engineering
:l Construction Materials Testing
o S pecia~ Inspections
\\server\boise\2006 reports\OOO~ 199\b60046g\creek geotech.doc
IDAHO METHOD - PAVEMENT THICKNESS
(USING AOA COUNTY HICH\V A Y DISTRICT SUBSTITUTION RATIOS)
Pave men t Sect io n Des i gn Loca fio n: Creek Propcl1y
Average Daily Traffic Count: A II Lanes & Both Oi rections
Design Life: 20 Yea rs
Traffic Index: 6.00
I
Climate Fnctor: I R-Value or Subgradc: 5.00
Subgradc CBR Value: -- Subgradc tvl r; -
R-Value or Aggregate Base; 80
R- Val LlC of Granular BOITOW: 60
Subgrade R-Valuc: 5
Expansion Pressure of Subgrade: 0.33
Unil Weight of Base Materials: 130
Total Design Life 18 kip ESAL's: 33~] 3 J
ASPHALTIC CONCRETE:
Gravel Equivalent, Calcu[ated: 0.384 Feet
Thickness: O. f 96923077 I Use = 0.208 Feet I
Gravel E.q u i va (en t, ACT U AL: GAl
CRUSHED AGGREGATE BASE:
C t+uvcl Eq uivalcnt (Ballast): 0.768 (if only aggregate base is to be considered change B 14 to B 15)
Th ic kness: 0.329 I Use = 0.333 Feet I
Gravel Equivalent, ACTUAL: 0.772
GRANULAR BORROW:
Grnvel Equivalent" (Ballast): 1.824
Th ickncss: 1.052 I Use = I Feet I
Gnlvel Equivalent, ACTUAL: 1.772
TOT AL Thickness: I .54 1
Thickness Required by Exp. Pressure: 0.366 ~nlis number must be less than TOTAL Thickness
Design (ACHD Values)
Depth Substitution
Inches Ra tios
Asphaltic Concrete (at least 2.5): 2.50 ] .95 (ACHD minimums: 2.5 for local & 3 for art.lcollector)
Asphalt Treated Base (at least 4~2)= 0.00
Cement Treated Base (at least 4~2)= o~oo
Untreated Aggregate Base (at least 4.2)~ 4.00 l.10
Granular Borrow (at least 4~2)~ 12.00 l.00
Copy ri ght tl 2006 M a teri a Is Test i ng & Inspect i on, In c.
7446 W. Lemhi 81. · Boiset 10 83709 · (208) 376-4748 · Fax (208) 322-6515
E ~Mail mti @ mti~id+com · www.mti-id.com
MATERIALS
TeSTING &
INSPECTION
February J, 2006
Page # 25 of 25
:J E nVl ro n m en taJ Services
[] Geotechnical Engineering
o Construction Materials Testing
o S pecia r I nspecti on s
\\server\boise\2006 reports\OOO-199\b60046g\creek geotech.doc
RESISTANCE "R" VALUE LABORATORY TEST DATA
TP-3, 0.0' -I ~O' - Clay
lanua 19)2006
4434
ASTM D75:
ASTM 02844:
AASHTO T2:
AASHTO T190:
x
AASHTO T87:
Idaho T8:
x
X
ASTM 0421 :
S a---pl ~ I
111 JC I
A
J-\
B
c
Dry Density (Ib/ftJ) NA NA NA
Moisture Content (%) NA NA NA
Expansion Pressure (psi) NA NA NA
Exudation Pressure (psi) NA NA NA
R- Valu.e NA NA NA
R-Value @ 200 psi Exudation Pressure = Less than 5**
** ASTM D2844 Note 2: Occasionally) n1aterial fronl very plastic clay-test specinlens will extrude fi.om under the moJd and
around the follower ram during the loading operation. If this occurs when the 800-psi point is reached and fewer than five lights
are lighted, the sOl I shou Id be reported as less than 5 R -value.
. -... . ,. - 1
R-Value @ Exudation Pressure
10.0 '
8~O
Q) 6~O ~
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I
I
i
200
150
Exudation Pressure (psi)
Copyright rtJ 2006 Materials Testing & Inspection, Inc.
7446 W. Lemhi 81. · Boise, 10 83709 · (208) 376-4748 · Fax (208) 322-6515
E-Mail mti @ mti-j d. com · www.mti-jd.com
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MATERIALS
TeSTING &
INSPECTION
7446 West Lemhi Street
BOISE) IDAHO 83709
P) (208) 376-4748
F) (208) 322~515
E-MAlL-mti@mti-id.com
Creek Property
U stick and Linder Roads
Meridian, 10
Drawing NO. 860046g
17 January 2006
Modified from USGS by : JSB
M eri d ian Quad ra ngl e
4411-H1.. TF-Q24
Sec. 36, T4N, R1 W
Test Pit Site Locations
Plate 2
N!
TP-1
lEI
NOT TO SCALE
PROJECT DESCRIPTION:
Creek Property
Ustick and Linder Roads
Modified BY: JSB
17 January 2006
DRAWING#: 8600469
CURRENT REVISIONS:
None
B
NOTES
c:
:.;:;
en
"x
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LEGEND
Test pit locations B
~
lP-3
B
Ustick Road
MATERIALS
TeSTING &
INSPECTION
7446 W.l&mhi St 208 3764748
Boise, m 837()9..2835 Fax: 208 322,&;15
mti@mti-*J.oom
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
andlor 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 w.here 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.
~:7~
Applicant/agent signature
J-T/~TOb
Date
PRE-APPLICATION MEETING NOTES
Applicant(s): C-erurepAllA--v- . . '
Engineer/Architect/Planner: . - S L N / f3 AtL-f3tf
Staff: ~fJA-) JO~H'
Proposed Development: " ~ ff?t?rr::fL-lj -
Location: .Jv Of- U $1"1 L-.K. 6- f:JIiP- L.IN1:>~ _
RequireQ. Applications: h,' P E .
Existing Zoning:. f-v1 . Prop osed Zoning: ~ - !3
Comprehensive Plan DeSignanon: t^~ (V~ ~SITY "'~:.
DATE: I ~2 '5 -()b
· For Plats
Property Size: 'f 1 k Number of Units: 17
Sewer: ~ 'fJ > Tl L, ~
Water:' ;,' 1J~71 tr/<-
Pressurized Irrigatio~ lb. '
Street Buffers: 2- 'S I OJ..i V~-r I C-K
Open Space & M:iiJropaths~~/.b
Landscape Plan: ~tD
Lot Size & Prontage~~'fL-, f2.-- ~
. Topography: -
Hydrology:
S~e~t ~yst~tn~~LI ~
Pathway System: ~
Dwelling Type:" <;: r .
Otf:t.er Applications
Annexation
Rezone
~ Conditional Use Permit
Variance
Lot Line Adjustme:qt
Comprehensive Plan Amendment
· Application CheckliSt-Review,
,~ . ; ',: p'~~ Agen:ie~ t? 9ontact~ '. rtr>A- Co I/,..s -r.~ -,. FPf!- rEA .) ~HJ> " .
.- ...:.,; ~ Aa:ilitiona1 Preapplication Conference: . ~ tJo { .
' Not"recommended'. . Recommended .V .R~qui!ed
. . .,
.. ~g~~pated Submission Dat.e:
L. .
' .:'. Antidpat~d Planning & Zoning Date:
"~,4. ::..~,r.<~.+--;:.~..::..;._ .~~:..;.(., '. .
.". ..-. I . ..
"AdcIition:I Notes: CptJ(M/ hI/- Co(};0,~. ~ t;~ ~fZ-(o.~ _!~_
- ",~-.r~. {'LA--(. V:4-z:..A---'1'F-:. \- '--A-Y1A A- L- \ f{j I"f-G- 'J:) f
. '.
- J1.te, ,information provided during tbJs meeting is based upon cl;te CUI:I;flmtZlaiqngdtMeridi. . ' . _ .... . ."., .'. : . :y}: .
.',;, ~~k5R;ti#.oIl ()rdinance and app~cable Cgmprehensive Plan and is valid for 3 months. Anys,uI:t~~q'#~f-;l;.(J;0 .'
. .::;,~: -t;l1~geS to the.z~:mll~g or Subdivision Orqmance or COInprehensive Plan may affect y~ur apP.4~R~opY"),~'-:A' t
. .',::; ;,:::.; ',:- ., -: · . .'. .. . '-:'.": ::'~~,};:;;; <,;':: ;)5Jl'
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33 E. Idaho Ave.
Meri diant 10 83642
.......
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Date
;< -15:-tJb
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Applicant
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PAYMENT DOES NOT lNDICATE ACCEPTANCE OF APPLICATION
~--...
o ti
:: ~
w <.;
~J
7 5 0 4 Received
By
TAX
TOTAL ~?f71
.!Y/~~
55748
RADIUS NOTICE .REPORT
FILE NAME: 700Nor
05-Jul-2006
O\vners
O\vner Address
COOPER DALE
COOPER KATHY
RT 1 BOX sse
KOOSKIA, ID 83539-0000
Property Address:
700Nor
CREEK DENNIS C
770 CLEAR CREEK DR
MERIDIAN, ID 83642-5201
Property Address:
700Nor
ENDICOTT HERBERT E &
ENDICOTT RANNEY E
1450 W USTICK RD
MERIDIAN, ID 83642-5479
Property Address:
700Nor
GEMSTARPROPERTIESLLC
228 E PLAZA ST STE H
EAGLE, ID 83616-0000
Property Address:
700Nor
GEMSTARPROPERTillSLLC
228 E PLAZA ST STE H
EAGLE, 1D 83616-0000
Property Address:
700Nor
HERON RIVER DEVELOPMENT LLC
6223NDISCOVERYWAY STE 100
BOISE, ill 83713-0000
Property Address:
700Nor
KELLOGG J R
KELLOGG CHARLES M &
1385 W USTICK RD
MERIDIAN, ill 83642-5453
Property Address:
700Nor
KELLOGG JAMES R
1385 W USTICK RD
MERIDIAN, ill 83642-5453
Property Address:
700Nor
LLOYD STEVE
LLOYD ANDREA
POBOX 191356
BOISE, ill 83719-0000
Property Address:
700Nor
1
Olvners
O\vner Address
LLOYD STEVE
LLOYD ANDREA
POBOX 191356
BOISE, ID 83719-0000
Property Address:
700Nor
LLOYD STEVE
LLOYD ANDREA
POBOX 191356
BOISE, ID 83719-0000
Property Address:
700Nor
RICHARDS DICK
1058 W USTICK RD
MERIDIAN, ID 83642-5452
Property Address:
700Nor
SALEEN MERRILL E & ALICE L REVOCABLE
SALEEN MERRILL E TRUSTEE
1250 W USTICK RD
MERIDIAN, ID 83642-0000
Property Address:
700Nor
SINDON WILFRED T
SINDON EVELYN H
1515 W USTICK RD
MERIDIAN) ID 83642-5453
Property Address:
700Nor
VOGEL LESTER C & BETTY L
3610 N LINDER RD
MERIDIAN, ill 83642-5416
Property Address:
700Nor
2