Application Monica Sub PFP~irE IDR IAN~-
IDAHO /
TRANSMITTALS TO AGENCIES FOR COMMENTS ON
DEVELOPMENT PROJECTS WITH THE CITY OF MERIDIAN
Mayor Tammy de Weerd
City Council Members:
Keith Bird
Brad Hoaglun
Charles Rountree
David Zaremba
To insure that your comments and recommendations will be considered by
the Meridian Planning and Zoning Commission please submit your
comments and recommendations to Meridian City Hall
Attn: Jaycee Holman, City Clerk, by: February 25, 2010
Transmittal Date: February 2, 2010 File No.: PFP 10-001
Hearing Date: March 4, 2010
Request: Public Hearing -Approval of a combined Preliminary /Final Plat
consisting of 3 building lots on 3.62 acres of land in an I-L zoning district for
Monica Subdivision
By: B2 Investments, LLC
Location of Property or Project: 327 N. Linder Road
Joe Marshall (No FP)
Scott Freeman (No FP)
Wendy Newton-Huckabay (No FP>
Michael Rohm (No FP)
Tom O'Brien (No FP>
Tammy de Weerd, Mayor
Charlie Rountree, C/C
Brad Hoaglun, C/C
Keith Bird, C/C
David Zaremba C/C
Water Department
Sewer Department
Sanitary SBNICeS (No VAR, VAC, FP)
Building Department /Rick Jackson
Fire Department
Police Department
City Attorney
City Planner
City Public Works /Scott Steckline
Parks Department
Economic Dev. (cuP only>
Meridian School District (No FP)
Meridian Post Office (FP/PP/sliP ony)
Ada County Highway District
Ada County Development Services
Central District Health
Nampa Meridian Irrig. District
Settlers Irrig. District
Idaho Power Co. (FP,PP,cuP/SHP only)
QWeSt (FP/PP/SHP only)
Intermountain Gas (FP/PP/sHP only)
Bureau of Reclamation (FP/PP/sHP only)
Idaho Transportation Dept. (No FP)
Ada County Ass. Land Records
Downtown Projects:
Meridian Development Corp.
Historical Preservation Comm.
South of RR / SW Meridian:
NW Pipeline
New York Irrigation District
Boise-Kuna Irrigation District
Your Concise Remarks:
City Clerk's Office • 33 E. Broadway Ave., Meridian, ID 83642
Phone 208-888-4433 •Fax 208-888-4218 • www.meridiancity.org
Heating Date; M d- 2Q~
File No.: PFF-10-001
Project Name: Monica Subdivision
R~CETVE~
FEB 0 2 2010
CITY OFG~ ,:"N
CITY CLERKS OF ICE
Request: Request for approval of a combined Preliminary/Final Plat consisting of 3
building lots on 3.62 acres of land in an I-L zoning district, by B2 Investments,
LLC.
Location: 327 N. Linder Road, in the SE'/e of Section 11, Township 3 North, Range 1 West.
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Planning Department
SION & COUNCII. REVIEW APPLICATION
lonti
Type of Review Requested (check all that apply)
^ Alternative Compliance
^ Annexation and Zoning
^ Comprehensive Plan Map Amendment
^ Comprehensive Plan Text Amendment STAFF USE ONLY:
^ Conditional Use Permit
^ Conditional Use Permit Modification File number(s): P PP- t0 - o01 .
^ Design Review
^ Final Plat
^ Final Plat Modification Project name: Mani ca. S., bdivi5~ort
^ Planned Unit Development Date filed: ~-l`~ -lo Date complete:.
D Preliminary Plat
^ Private Street Assigned Planner: SO1''Ya- W0.t terS .
^Rezone Related files: P~'P~oS-oo2.l~p•1
^ Short plat
^ Time Extension (Commission or Council)
^ UDC Text Amendment Hearing date: 3 "y ~ to ja( Commission ^ Council
^ Vacation (Council)
^ Variance
^ Other
Applicant Information
Applicant name: B2 INVESTMENTS. LLC c% Pat Mine¢ar A-1 Heatin¢ Phone: 208-343-4445
Applicant address: 327 N. Linder Road, Meridian, ID gip; 83!42
Applicant's interest in property: ^~ Own ^ Rent ^ Optioned ^ Other
Owner name: B2 INVESTMENTS, LLC c% Pat Minegar ~~ Phone: 208-34313445
Owner address: 327 N. Linder Road. Meridian, ID Zip: 83642
Agent name (e.g., architect, engineer, developer, representative): Gary A. Lee, P.E.,L.S.
Firm name: LD Management, Inc. Phone: 208-860-8981
Address: 1750 N. Summertree Wav, Meridian. ID Zip: 83646
Primary contact is: ^ Applicant ^ Owner ^+ Agent ^ Other
Contact name: Gary A. Lee Phone: 208-860-8981
E-mail: garylee3l(a~cableone.net Fax: 208-938-4546
Subject Property Information
Location/street address: 327 N. Linder Road, Meridian, ID 83642
Assessor's parcel number(s): S1211449024
Township, range, section: T.3N., R.1 W., Sec. 11 Total acreage: 3.62
Current land use: Industrial Current zoning district: I-L
33 E. Broadway Avenue, Suite 210 • Meridian, Idaho 83642
Phone: (208) 884-5533 • Facsimile: (208) 888-6854 • Website: www.meridiancity.org
1
Project Description
Project/subdivision name: MONICA SUBDIVISION
General description of proposed projecthequest: To subdivide this parcel into 3 lots, all with frontage on N. Linder
Road. All improvements for this development were approved in 2005 and constructed in 2006.
Proposed zoning district(s): to remain as I-L
Acres of each zone proposed: current parcel is 3.62 acres and will remain I-L
Type of use proposed (check all that apply):
^ Residential ^ Commercial ^ Office^lndustrial ^ Other
Amenities provided with this development (if applicable): Landscaping, Paved Access 8c Parking have been built
Who will own & maintain the pressurized irrigation system in this development? B2 Investments, LLC
Which irrigation district does this property lie within? Nampa & Meridian Irrigation District
Primary irrigation source: City of Meridian Secondary: City of Meridian
Square footage of landscaped areas to be irrigated (if primacy or secondary point of connection is city water): 15,000 +/-
Residential Project Summary (if applicable)
Number of residential units:
Number of common and/or other lots:
Number of building lots:
Proposed number of dwelling units (for multi-family developments only):
1 Bedroom:
Minimum square footage of structure(s) (excl. garage):
Minimum property size (s.f):
Gross density (DI1/acre-total land):
Percentage of open space provided:
Percentage of useable open space: _
2 or more Bedrooms:
Proposed building height:
Average property size (s.fJ:
Net density (DU/acro-excluding roads ~ spays):
Acreage of open space:
(See Chapter 3, Article G, for qualified open space)
Type of open space provided in acres (i.e., landscaping, public, common, etc):
Type of dwelling(s) proposed: ^Scngle-family ^ Townhomes ^ Duplexes ^Multc-family
Non-residential ProjeM Summary (if applicable)
Number of building lots: 3 Other lots: ~
Gross floor area proposed: 41,064 Existing (if applicable): 22,089
Hours of operation (days and hours): 8 a.m. to S p.m. Building height: 2T at warehouse
Percentage of site/project devoted to the following:
Landscaping: 10% Building: 25% Paving: 60%
Total number of employees: 55 Maximum number of employees at any one time: 55
Number and ages of students/children (if applicable): na Seating capacity: na
Total number of parking spaces provided: 94 Number of compact spaces provided: 0
Authorization
Print applicant name: .; 1~
Applicant signature: _
Date• 1- 12 -- ~ o
33 E. Broadway Avenue, Suite 210 • Meridian, Idaho 83642
Phone: (208) 884-5533 • Facsimile: (208) 888-6854 • Website: www.meridiancity.org
2
NARRATIVE FOR MONICA SUBDIVSION
Located at 327 N. Linder Road, Meridian, Id.
Owner: B2 Investments, LLC
Representative: Gary Lee
Date: January 7, 2010
This proposed project, to be known as Monica Subdivision, will contain 3
industrial building lots located on 3.62 acres within an I-L Zone. Each tot will
have frontage onto North Linder Road and will take access over an existing
common driveway and cross access easement. Lot 1, where improvements
have already been made, comprises approximately 114,693 square feet. Lot 2
will be approximately 24,089 square feet and Lot 3 will be approximately
19,123 square feet.
This project shall comply with the applicable I-L zoning requirements and
development standards of the City of Meridian. A variance is not requested or
needed for this development.
The developer/owner of this project will maintain the existing landscaping,
parking lots, and access driveways. The current owner operates A-1 Heating
and Air Conditioning at this location on what will be Lot 1. Since the current
owner will maintain any common items, there will not be a need for
Conditions, Covenants and Restrictions for this subdivision. New owners of Lots
2 Ft 3 will be required to maintain their own parking areas and landscaping.
A brief history of this development follows. In 2004/2005 a Preliminary Plat
(PFP 05-002) was submitted and processed through the City of Meridian platting
process. The Findings of Fact, Conclusions of Law and Decision Ft Order was
approved by the Meridian City Council on July 26, 2005.
In 2005 the owner submitted plans for the A-1 Heating and Air Conditioning
Office Building and Warehouse. The construction plans were submitted to the
City of Meridian and their facility was constructed in 2006. Attached is a copy
of the Ada County Assessors map showing an aerial view of the building,
parking and landscaping. Also, attached are photos of the existing building and
grounds. During the construction of the new facilities, the owner installed
public sanitary sewer and water mains through the development. They had
also installed the necessary sewer and water services for the future lots. Those
facilities for Lot 1 are currently in use. Easements for the public sewer and
water were also recorded.
Since the required improvements have already been installed, we have
submitted drawings prepared in 2005 depicting those improvements. Those
drawings include building elevations, landscaping, sewer, water, parking,
drainage and storm drain systems. No additional improvements are planned at
this time. Also, since the storm drain systems have already been constructed
as approved by the City of Meridian we have not submitted any additional
geotechnical engineering reports or groundwater studies.
ASSESSORS AERIAL MAP FOR MONICA SUBDIVISION
MONICA SUBDIVSION SITE ENTRANCE
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MONICA SUBDIVSION - A-1 HEATING BUILDING
A-1 HEATING OFFICE
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A-1 HEATING WAREHOUSE (WEST)
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E3 & A Engineers, lnc.
Consulting Engineers & Sur~•eyors
5505 l4'. Franklin Rd. Boise, ld. 83705
Ph. 208-343.338! Fax 208-342-5792
Boundary Description
Monica Subdivision
A parcel of land situate in the southeast quarter of Section 11, Township 3 North, Range
1 West, Boise Meridian, Meridian City, Ada County, Idaho, being more particularly
described as follows:
Commencing at a 5/8" rebar marking the southeast wrner of the southeast yuarter of
Section 11, Township 3 North, Range 1 West, Boise Meridian;
Thence N00°58'55"W, 1,122.82 feet along the east boundary of said southeast quarter
and the centerline of North Linder Road;
Thence 589°00'52"W, 48.00 feet to the west right-of--way line of said North Linder
Road, the POINT OF BEGINNING:
Thence S00°58'55"E, 182.50 feet along said west right-of--way line;
Thence 589°00'57"W, 235.69 feet;
Thence 500°58'55"E, 182.50 feet;
Thence 589°00'57"W, 314.80 feet;
Thence N00°58'55"W, 364.98 feet;
Thence N89°00'52"E. 550.49 feet to the POINT OF BEGINNING.
The above-described parcel contains 3.62 acres, more or less.
ADA COUNTY BECOADER J. DA4lD NAVARRO `~
BO~F IDAHO OU07/04 0~;21 PM J
DEPUTY YsW Allen
~ LandAmerica RECOROFO-AEOUESTOF rl~l~lll~~~~~~~11~~~~u~~~~~~~ll'~~~
tranmalon Tille I 1 Ii u
TratlSnation AMOUNT 1200 1e~F0s6e63
Escrow No. 04000208871~j
WARRANTY DEED
FOR VALUE RECEIVED
STEV'>r L. C3IRARD AND LEAH N. OIRARD, husband and wife
`~RA~TOR(s),~a~s((d~-]tet~' GR~d~T,~ARGAII~i,-S>;i-L-~e6TJVEY untarsz_ c, an
Idaho limited liability company
GRANTEES(s), whose current address is: 1204 Front st Boiee ID 83702
the following described real property in Ada County, State of Idaho,
more particularly described as follows, to wit:
SEE EXHiF31T "A" ATTACHED
(Continued)
TO HAVE AND TO HOLD the said premises, with their appurtenances unto the said heirs and assigns forever. And the said
Grantor(s) does(do) hereby covenant to and with the said Grantee(s), that Grantor(s) is/are the owner(s) in foe simple of said
premises; that said premises are free from all encumbrances EXCEPT those to which this corrveyanx is expressly mode
rsubjoct and those made, suffered or done by the Grantee(s); sad subject to reservations, restrictions, dedications, easements,
rights of way and agreements, (if any) of record, and general taxes and assessments, (inchrding irrigation and utility
assessments, if any) for the current year, which are not yet due and payable, and that Grantor(s) will warrant and defend the
same from aU lawfiil claims whatsoever.
Dates July 6, 2004
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eve L. ira d
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Leah N. ciirard
Notary Acknowledgment -see page 2
WARRANTY DEED -NOTARY ACKNOWLEDGMENT(S):
State of Idaho, County of Ada, ss.
On this day of Juty in the year of 2 ,before me, the undersigned, a Notary Public in and for
said S~je, erson/~ly appeared Steve L. r d and Leah N. Girard known or identified to me to be the
f~ersoyt(iG) whose/h~me(s) is/are subscri d o the within instrument, and acknowledged to ma that
h s then ex d the saner
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LEGAL DESCRIPTION (continued)
EXHIBIT'A"
A parcel of land being a portion of the Southeast quarter of Section 11, Township 3 North,
Range 1 West, Boise Meridian, Ada County, Idaho, more particularly descrlbed as follows:
Beginning at an iron pin marking the Southeast comer of the Southeast quarter of Section 11,
Township 3 North. Range i West, Boise Meridian, Ada County, Idaho; thence
along the Easterly boundary of the said Southeast quarter of Section 11, which is also the
centerline of Linder Road,
North 00°58'55" West 757.80 teet (formerly North 01°01'45" West) to a P.K, nail, said P.K. nail
being the REAL POINT OF BEGINNING; thence continuing
along said Easterly boundary and centerline,
North 00°58'55" West 365.00 feet (fomterty North 01°01'45" West) to a P.K. nail; thence
leaving said Easterly boundary and centerline
South 89°01'05" West 598.49 feet (formerly South 88°58'15" West) to an (ron in; thence
South 00°58'55" East 365.00 feet (formerly North 01°01'45" West) to an iron pin; thence
North 89°01'05" East 598.49 feet to the POINT OF BEGINNING.
EXCEPTING THEREFROM a parcel of land being a portion of the Southeast quarter of Sedbn 11,
_.._ ~nship~idarth~ Range-1~IVest, Boise Meridian; Ada C-ounty; Idaho;-more-particulaiitrdescribed ---
as follows;
Beginning at an iron pin marking the Southeast rimer of the Southeast quarter of Section 11,
Township 3 North, Range 1 Wesi, Boise Meridian, Ada County, Idaho; thence
North 00°58'55" West 757.80 feet along the Easterly boundary of the said Southeast quarter of
Section 11, which is also the centerline of Linder Road to a P.K. nail; thence
South 89°01'05" West 45.00 feet to a point on the proposal Westerly right of way of Linder Road
the REAL POINT OF BEGINNING of this description; thence
South 89°01'05" West 238.69 feet to a point; thence
North 00°58'55" West 182.50 feet to a past; thence
North 89°01'05" Fist 238.69 feat to a point on said right of way; thence
South 00°58'55" East 182.50 feet to the REAL POINT OF BEGINNING of this description.
FURTHER EXCEPTING THEREFROM a parcel of land for public right-~ way located in the Southeast
quarter of Section 11, Township 3 North, Range 1 West, Boise Meridian, Ada County. Idaho, more
particularly described as follows:
Commencing at an iron pin marking the Southeast comer of the Southeast quarter of Section 11,
Township 3 North, Flange 1 West, Boise Meridian, Ada County, Idaho; thence
North 00°58'55" West 757.89 feet along the Easterly boundary of the saki Southeast quarter of
Section 11 which is also the centerline of Linder Road to a P.K. nail, said P.K. nafl being the
REAL POINT OF BEGINNING of this description; thence continuing
along said Easterly boundary and centerline,
North 00°58'55" West 365.00 feet to a P.K. nail; thence
leaving said Easterly boundary and centerline,
South 89°01'05" West 45.00 feet to a point; thence
South 00°58'55" East 365.00 feet to a point; thence
North 89°01'05" East 45.00 feet to the REAL POINT OF BEGINNING of this description.
FURTHER EXCEPTING THEREFROM a parcel of land deeded to the Ada County Highway District,
retarded June 19, 2002, as Instrument No. 102069190, records of Ada County, Idaho, being more
particularly described as follows:
A parcel of land being a portion of the Southeast quarter of Section 11. Township 3 North,
(Continued)
LEGAL DESCRIPTION (continued)
Range 1 West, Boise Meridian, Ada Caunty, Idaho and more particularly described as follows:
Commencing at a brass cap marking the Southeast comer of the Southeast quarter of Section 11,
Township 3 North, Range 1 West, Boise Meridian, Ada County, Idaho from which an aluminum cap
monumenting the Northeast comer of said Southeast quarter of Section 11 bears
North 00°58'55" West 2645.97 feet; thence
along the Easterly boundary of the said Southeast quarter of Section 11 which is along the
centerline of Linder Road,
North 00°58'55" West 940.30 feet; thence
leaving said Easterly boundary and centerline
South 89°01'05" West 45.00 feet to the Easterly right of way of Linder Road, being the POINT OF
BEGINNING; thence continuing
South 89°01'05" West 3.00 feet; thence
North 00°58'55" West 182.50 feet; thence
North 89°01'05" East 3.00 feet to the Easterly right of way of Linder Road; thence
along said Easterly right of way
South 00°58'55" East 182.50 feet to the POINT OF BEGINNING.
AFFIDAVIT OF LEGAL INTEREST
STATE OF IDAHO )
COUNTY OF ADA )
I, ~ti~~ck Mitie9ay ,_ 327 N. LiRda.- fL.d.
(name) (address)
(city) (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:
17 So i~ • .~~ mow, eirf~re< ~
G M ~ Lee, Mey; d yaw, ~ d~ $ 3 6'F ~-
(name) (address)
to submit the accompanying application(s) pertaining to that property.
2. I agree to indemnify, defend and hold the City of Meridian and its employees harmless
from any claim or liability resulting from any dispute as to the statements contained
herein or as to the ownership of the property which is the subject of the application.
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 e,/,~r1,~ , 20.~_
(Signature)
SUBSCRIBED AND SWORN to before me the day and year first above written.
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(QNotary Public for I aho)
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' ARTICLES OF ORGANIZAT~Op~LED EFFECT>iVE
LIMITED LIABILlTYCOMPANY toou ~uN _g P 2~ 41
(Instructions onbaclc of application)
• . ~ ,, f~ STATE
' '~ IDANO
1. The name of the limited liability company is:
B2 Investments I,LG
2. The street address of the initial registered office is:
1700 Kamay Dr., Meridian ID 83642
and the name of the initial registered agent at the above address is:
Pati~~k Ra and Mine ar
3. The mailing address for future correspondence is:
1700 Kamay Dr., Meridian, ID 83642
4. Management of the limited liability company will be vested in:
Manager(s) ^ or Member(s) ® (please check the appropriate box)
5. If management is to be vested in one or more manager(s), list the name(s) and
address(es) of at least one initial manager. If management is to be vested in the
member(s), list the name(s) and address(es) of at least one initial member.
Name Address
Patrick Minegar 1700 Kamay Meridian ID 83642_
Scott Pr#vette 3103 Winsome B[]iSP ID a~7n~
6. Signature of l tone person responsible for forming the limited liability company:
Signature: _- Secretary of Slate use only
Typed Name Pat ick R. Minegar
Capacity: President __ ~
a
Signature ~-~ ~ s IDAIrO Sfi~IETARY Of 5fA)E
G~: E91f1~C~Tr~1~~6A l~Hs374~
Typed Name: a,-~++ c,-:==matte - 1 f 3N.N =
Capacity: - Sec/Treasurer J $ 1fM.N ORBiW ~ A p
'~} 31 12~
AFFIDAVIT OF LEGAL INTEREST
STATE OF IDAHO )
COUNTY OF ADA )
I, PCi-F~~aS~C Mine ~i L 3Z7 /~l • L ~ v~c~~t 2c~
name
t~ er ; d ; .c..,. ) ~d ~ 3~ ~sZ
(city) (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:
17Sv N. S~pn-~,~ee Way
(name) (address)
to submit the accompanying application(s) pertaining to that property.
2. I agree to indemnify, defend and hold the City of Meridian and its employees harmless
from any claim or liability resulting from any dispute as to the statements contained
herein or as to the ownership of the property which is the subject of the application.
3. I hereby grant permission to City of Meridian staff to enter the subject property for the
purpose of site inspections related to processing said application(s).
Dated this ~ Z- day
SUBSCRIBED AND SWORN to before me the day and yeaz first above written.
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otary Public for I o)
Residing at:
My Commission Expires: ~~~/~Z
of Meridian Pre-application Meeting Notes Date: ~ Z ~ -y c o q
Project/SubdivisionName: r~t~n~ca S~b-
Applicant/Contact: C-,~ -.~ tc.e ,~. ' ~/~ I tai d
City Staff: Ste,-, {..e ;,,;
Location: '~2.'] N. L;,~d,e,
Existing ZO'°mg• ~ ~-
Proposed Zonin
: Contigaous and Within AOI (AZ only):
g Number of Units and/or Lots:
Property Size: 3 ..s t ac.r ~-.~ Dwelling Type (if residential):
Surrounding Uses: I,,du,ia-~;a,l rtsiol¢-~;a,l a..~oss l.~w<~t~r .
Comprehensive Plan Designation(s): M-e ~M~ xed E'lti,p Ics~ r".e.K.i- - TN-1 S Pc'p
Street Buffers and/or Land Use Buffers: 25' a.l~ L~ na~
Open Space/A.naenities/Pathways: g
~
Street System/Stub Streets/Access:
Sewer and Water Service:
Topography/Hydrology/Floodplain Issues:
Canals/Ditchesllrrigation and/or Hazards:
History: Pte- n5 - 002. ~x ~ rc d
Additional Meeting Notes:
i o•t-S -ta
Other Agencies/Departments to Contact (circle):
Ada County Highway District Nampa and Meridian Irrigation Parks Department
Idaho Transportation Department Settlers Irrigation Public 'Works Department
Sanitary Services Corporation Fire Department Building Department
Central District Health Police Department Other:
Applications Required (circle all that apply):
Accessory Use Design Review
Alternative Compliance Final Plat'Modification
Annexation Misc. (DA Modification)
Cextificate of Zoning Compliance Pl ent
Comp Plan Map Amendment eliminary Plat 'na. ~
Comp Plan Text Amendment nvate Stree
Conditional Use Permit Rezone
Additional Pre-Application Conference (circle one): Required
Anticipated Submission Date:
Anticipated Hearing Date:
t Re uvred
NOTES: 1) Applicants are required to hold a neighborhood meeting, in accordance with UDC 11-5A-5C, prior to submittal of an
application requiring a public hearing (ezcept vacation and short plat). 2) Except for UDC Text Amendments, Comprehensive Plan
Text Amendments, Comprehensive Plan Map Amendment initiated by the City, Short Piat, and Vacation applications, aU other
applications requiring a public hearing shall be posted in accordance with UDC 11-SA-5 D. 3) The information provided daring
this meeting is based on current City Code and Comprehensive Plan. Any subsequent changes to City Code and/or the
Comprehensive Plan may affect your submittal and/or application. This pre-application meeting shat! be valid for 4 months.
Short Plat
Time Extension
UDC Text Amendment
Vacation
Variance
Other:
NEIGHBO~r.rI00D MEETING SIGNS ~N SHEET
Project: Monica Subdvision
Meeting Date: January 7, 2010
Meeting Location: 327 N. Linder Rd.
Meridian, ID
Name Address City State Phone No.
rn ~.PC i~ G S~~.N,e -f-rt u•' l'~¢~-: t`~~~ mod. ~ibc'~D~'sv1
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COMMITMENT OF PROPERTY POSTING
Per Unified Development Code (UDC) 11-SA-SD, 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 awaze of the above requirements and will comply with the posting requirements as stated in
UDC 11-SA-5.
~.,~~
Ap scant/ gent signature
~~ ~~- to
Date
PRELIMINARY/FINAL
5/1212005
ADA COUNTY STREET NAME VALUATION
SUBDIVISION NAME: MONICA SUB
AGENCY and AGENCY FILE NO: Meridian: PFP05-002 '~
SECTION! TOWNSHIP/ RANGE; 17 3N 7W
DEVELOPER: B & A ENGINEERS lNC'~
The street name comments listed below are made by the members of the ADA COUNTY
STREET NAME COMMITTEE Under the direction of the Ada County Engineer) regarding this
development in accordance with the Ada County Street Name Ordinance. Overaff final street
names are subject to change at Final Plat phase levels due #o design changes, time
restraints and/ar previous recorded plat street alignrt~nts.
THE FOLLOWING EXISTING STREET NAMES SHALL APPEAR ON THE PLAT:
W_ FRANKLIN RD ~ N. CINDER RD l
THE FOLLOWING PROPOSED STREET NAMES ARE APPROVED:
THE FOLLOWING PROPOSED STREET NAMES ARE DENIED:
THE FOLLOWING CHANGES OR CORRECTIONS NEED TO BE MADE:
NOTE: !F THERE ARE CORRECTIONS AND CHANGES RECOMMENDED, PLEASE MAKE THESE CHANGES ON
TliE SUBDIVISION PLAT AND RESUBMIT TO THE COMMITTEE. A FINAL REVIEW WITH NO CHANGES
REQtIlRED AND THE MATCHING PLAT MUST SE PRESENTED TO THE ADA COi1NTY ENGINEER AT TIME OF
RECORDING.
AnA CnYTNT'Y F,NCiTNRRR Jnhn Priester ~
'~''" nATF, ~~
MERiDTAN Representative ~ DATE ~2 aS
FTRF.1)F,PARTMF.NT Repre.~entative ATF. .~/~--4~
ADA COUNTY HIGHWAY DIS. Representativ DATE.~,I,Z - 05'
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Z:\ OSUBDIVISIONS\ PAST SUBS~A1 HEATING JY2105UY2105.TRV
[[ Traverse:bnciry 157909.90SgFt 3.625Acres ]]
Point Type Bearing Horiz Dist Radius Arc Length Northing Easting Description
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SO°58'55"E 182.50
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10 790.066 2051.753
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11 1154.996 2045.499
N89°00'52"E 550.49
26 1164.465 2595.907
TPC Desktop Page 1 01/13/10 11:29AM
Z:\ OSUBDIVISIONS\ PAST SUBS~Al HEATING JY2105VY2105.TRV
[[ Traverse:Lot 1 114700.53SgFt 2.633Acres ]]
Point Type Bearing Horiz Dist Radius Arc Length Northing Easting Description
26 1164.465 2595.907
SO°58'55"E 172.50
39 991.993 2598.863
S89°00'57"W 245.69
52 987.773 2353.210
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TPC Desktop Page 1 01/13/10 11:26AM
Z:\ OSUBDIVISIONS\ PAST SUBSIAI HEATING JY2105UY2105.TRV
[[ Traverse:Lot 2 24071.95 SgFt 0.553Acres ]J
Point Type Bearing Horiz Dist Radius Arc Length Northing Easting Description
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TPC Desktop Page 1 01/13/10 11:28AM
Z:\ OSUBD]VISIONS~PAST SUBS~A1 HEATING JY2105~JY2105.TRV
[[ Traverse:Lot 3 19137.42SgFt 0.439Acres ]]
Point Type Bearing Horiz Dist Radius Arc Length Northing Easting Description
24 981.995 2599.035
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Page 1 of 2
Gary Lee
From: Jerry Hastings (jhastings(d3adaweb.net]
Sent: Tuesday, December 29, 2009 3:22 PM
To: Gary Lee
Cc: Kelly Woodworth
Subject: Monica Subdivision Name Reservation
December 29, 2009
Gary Lee
LD Management, Inc.
RE: Subdivision Name Reservation: "Monica Subdivision"
Dear Gary,
At your request I have revised the project consultant and re-issued the name
of "Monica Subdivision" to the same parcel 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.
Kelly Woodworth is the Street Name Evaluation person, she is with the Assessors
Office. Kelly's phone number is 287-7268 and her email is listed below. Gary, just send
her a digital copy of the plat and she should be able to get the evaluation done for you.
kwoodworthto~adaweb. net
Sincerely,
Jerry Hastings, P.L.S.
County Surveyor
Ada County, Idaho
208-287-7912
j hastinQS[~adaweb. net
From: Gary lee [mailto:garylee3l@cableone.net]
Sent: Tuesday, December 29, 2009 9:25 AM
To: Jerry Hastings
Subject: Monlca Subdivision
Hi Jerry,
I hope you had a very Merry Christmas.
1 am helping out a friend on an old subdivision project located on N. tinder Road (511, T.3N.,R1W.;
Parcel # S1211449024). This project was originally submitted to the City of Meridian in 2004/2005 and
was known as Monica Subdivision (A-1 Heating). However, the plat processing was not completed since
their engineer/surveyor of record had changed - so the ball was dropped somewhere along the line.
The owner completed improvements on the project, installed public utilities, constructed their new
office and warehouse, etc., etc. Problem is the plat was not completed. The owner didn't know it
until he tried to sell one of the lots! No Salel
1/11/2010
Page 2 of 2
The City of Meridian says we go back to square one and start the plat process over. My questions for you are:
1. Is the Monica Subdivision name still available or can it be reserved for this project? 1 have
included a copy of the Assessor's Map for your use.
2. Who do I submit the plat to for street name evaluation? The only street will be the existing N.
Linder Road (assuming the County Assessor's Map is correct).
Thanks for your help.
Gary Lee, p.~.,1..5.
LD Management, Inc.
Office 13 Cell: 208-860-8981
Fax: 208-938-4546
arvlee3l @cableone.net
1/11/2010
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RADIUS NOTICE REPORT FILE NAME: monica
02-Feb-2010
Owners Owner Address
B2 INVESTMENTS LLC 327 N CINDER RD
MERIDIAN. ID 83642-2435
Property Address: Monica
FRANCIS JEFFREY DEAN
FRANCIS DIXIE LEE
Property Address:
GILLESPIE HEIDI
Property Address:
GIItARD STEVE L
GIRARD LEAH N
Property Address:
HAZ-TECH HOLDING INC
Property Address:
HOWARD R ADAMS & SONS INC
SCOTT ADAMS FARMS INC
Property Address:
JERICHO PROPERTIES LLC
Property Address:
LAWRENCE WENDELL
LAWRENCE KATHLEEN
Property Address:
CINDER SECURITY PARK L L C
Property Address:
1234 11TH ST
WEST LINK, OR 97068-0000
Monica
370 N CINDER RD
MERIDIAN.. ID 83642-0000
Monica
5898 N DALSPRING AVE
BOISE, ID 83713-0000
Monica
1 WII,DWOOD
GARDEN VALLEY; ID 83622-0000
Monica
250 S 5TH ST FL 2ND
BOISE, ID 83702-0000
Monica
2225 E CHIlv1ERE DR
MERIDIAN. ID 83646-0000
Monica
3797 S RUSTLER LN
MERIDIAN. ID 83642-0000
Monica
255 N CINDER RD
MERIDIAN. ID 83642-0000
Monica
Owners Owner Address
MARTIN SWIGERT LLP 1881 W MARCON LN STE 100
MERIDIAN. ID 83642-0000
Property Address: Monica
OLSON JOE B 3750 W VICTORY RD
OLSON VICKIE L MERIDIAN, ID 83642-0000
Property Address: Monica
REIIvIER GARY MURL & 230 N CINDER RD
REIIv1ER MARGARET A MERIDIAN, ID 83642-2437
Property Address: Monica
REIMER GARY MURL & 230 N CINDER RD
REIIvIER MARGARET A MERIDIAN. ID 83642-2437
Property Address: Monica
SITYS LLC 270 N CINDER
MERIDIAN. ID 83642-0000
Property Address: Monica
WINGETT GARY 2440 N PLAZA
WINGETT ROSALIE EMMETT. ID 83617-0000
Property Address: Monica
WITT ]AMES WALTER 300 N CINDER RD
WITT SHERRY L MERIDIAN, ID 836x2-2435
Property Address: Monica
2
GEOTECHNICAI ENGINEERING REPORT
of
Proposed Commercial Development
A-1 Heating b Air Conditioning
finder Road
Meridian, Idaho
Prepared for:
BErA EngineErs, Inc.
5505 West Franklin Road
Boise, Idaho 83705
MTI File Number B50350g
January 8, 2010
Page # 1 of 25
r:\boise~2005 reports~200-3991b50350gib50350geotech.d~
Mr. Chad Jones
B&A Engineers, Inc.
5505 West Franklin Road
Boise, Idaho 83705
(208) 343-3381
Re: Geotechnical Engineering Report
Proposed Commercial Development
A-1 Heating & Air Conditioning
Linder Road
Meridian, Idaho
Dear Chad:
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 30 March 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 following report. We have provided three copies
for your review and distribution.
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.
We appreciate this opportunity to be of service to you and we look forwazd to working with you in the
future. If you have questions please call us at (208) 376-4748.
Respectfully Submitted,
Materials Testing & Inspection, Inc.
Jennifer Miller Reviewed by Kevin L. Schroeder, P.G.
Staff Geologist Geotechnical Services Manager
Reviewed by Michael G. Woodworth, P.E.
Geotechnical Engineer
Copyright ®2005 Materials Testing & Inspection, Inc.
January 8, 2010
Page # 2 of 25
r.\boise\2005 reports\200-399\b50350g1b50350geotech.doc
TABLE OF CONTENTS
EXECUTIVE SUMMARY ..................................»...........................»......................»................3
INTRODUCTION ..........................................................................»........................................ 5
Project Description ............................................................................................... 5
Authorizatlon ........................................................................................................ 5
Purpose .................................................................................................................. 5
Scope ...................................................................................................................... 5
Warranty And Limiting Conditions ................................................................... 6
General .................................................................................................................. 6
DESCRIPTION OF SITE ...................«..........................»...»..................».................«........».. 7
Site Access ............................................................................................................. 7
General Geology Of Area .................................................................................... 7
Site Topography, Drainage And Vegetation ...................................................... 7
Site Climatology And Geochemistry ................................................................... 7
Geoseismic Setting ................................................................................................ 7
SOILS EXPLORATION ..............................«........«......................».......«....................«.......... 8
Exploration and Sampling Procedures ............................................................... 8
Laboratory Testing Program .............................................................................. 8
Soil And Sediment Profile ................................................................................... 9
Expansive Soil Considerations ............................................................................ 9
Soils Survey Review .............................................................................................. 10
Volatile Organic Scsn .......................................................................................... 10
SITE HYDROLOGY ....................«.......................................................................................... lO
General Notes ........................................................................................................ 10
Groundwater ......................................................................................................... 10
Soil Infiltration Rates ........................................................................................... 10
FOUNDATION, SLAB AND PAVEMENT DISCUSSION AND RECOMMENDATIONS........»........ 11
General Notes ........................................................................................................ l l
Foundation Design Recommendations ............................................................... 11
Recommended Pavement Sections ...................................................................... 13
CONSTRUCTION CONSIDERATIONS ............«...« .......................................................«......... 14
Earthwork ............................................................................................................. 14
Dry Weather ......................................................................................................... l5
Wet Weather ......................................................................................................... 15
Frozen Subgrade Soils .......................................................................................... 15
Structural Fill ....................................................................................................... 15
Backlill ................................................................................................................... 16
Excavations ........................................................................................................... 17
Groundwater Control .......................................................................................... 17
GENERAL COMMENTS ....................................................................................«...».............. 17
REFERENCES .........................................«..........................»...»............................................ 18
APPENDIX LIST ....................................................»............»...»..........................................« 19
Geotechnical General Notes ................................................................................ 20
Unified Soil Ciassification .................................................................................... 21
Test Pit Logs ......................................................................................................... 22
Pavement Thickness Design ................................................................................ 24
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January 8, 2010
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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:
Fat Clay (CIS -This soil was encountered at the ground surface in both test pits, consisting of medium to
dazk brown, dry to slightly moist, very stiff fat clay. Organics were encountered in the upper 3 inches of this
soil horizon. Fat clay was encountered to depths of 2.8 to 3.0 feet within the test pits.
Cemented Sandy Silt (ML) - Underlying the clay soils, light reddish brown to reddish brown, dry, hazd
cemented sandy silt was present. This soil extended to depths of 12.2 to beyond 17.6 feet in test pits and
exhibited varying degrees of cementation.
Poorly Graded Sand (SP) - A localized layer of poorly graded sand was encountered within the cemented
silts in the southwestern corner of the site from 6.5 to 9.3 feet. This soil was yellowish to medium brown,
slightly moist, and medium dense, with caving noted during the investigation.
Poorly Graded Gravel (GP) -Poorly graded gravel was present from 12.2 to beyond 14.3 feet in test pit 1,
located neaz the eastern property boundary. Gravels were reddish to light brown, slightly moist to saturated,
and dense, with medium to coarse-grained sand and 6-inch minus cobbles throughout.
Groundwater Conditions:
Groundwater was encountered at depths of 13.7 and 17.2 feet during our investigation. Difference in
groundwater is likely because of the presence of cementation and difference in topography. Groundwater
levels in the site vicinity aze controlled in lazge part by residential and commercial irrigation activity and
canal leakage in the local area, and aze likely at their maximum elevations during the irrigation season.
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 12 feet below the
ground surface throughout the year.
Building Foundations:
On the basis of data obtained from the site and test results from various laboratory tests performed, MTI
recommends following guidelines be used for the net allowable soils bearing capacity.
Footin De th ASTM D 1557
Sub rade Com actfon Net Allowable Soils
Hearin Ca aci
Footings must bear on competent, native, cemented Not Required for
sandy silt soils or compacted structural fill. Existing Cemented Soil 3,000 lbs/ft
fat clay must be completely removed from below all
foundation elements. Excavation depths of 95% for Structural Fill
a roximatel 3 feet should be antici ated.
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Building Floor Slabs:
Potential movements associated with seasonal moisture variation within the clay soils are anticipated to be
on the order of 1 to 2 inches, depending on location. Considering this, removal and replacement of the clay
soil will be required to prevent movement of andground supported slabs. The presence of a qualified soils
technician is recommended to identify clay soils in the field. Recommendations are as follows:
1. Strip vegetation and excavate the upper clay soils to sufficient depths to expose weakly to moderately
cemented, light reddish brown, sandy silt. Excavation depths will be variable, with excavation depths
of up to approximately 3 feet required within the building footprint.
2. Place and compact granular structural fill to achieve finished subgrade elevation. Granular structural
fill must be placed and compacted in accordance with recommendations presented in the Earthwork
section.
Prior to placement of concrete slabs or placement of slab supporting fill, organic, loose or obviously
compressive materials must be removed. In addition, The remaining subgrade should be treated in
accordance with Earthwork guidelines and other Construction Considerations presented later in this
report.
Pavement:
Construction of the pavement section should be in accordance with these specifications and should adhere to
guidelines recommended in the section on Construction Considerations.
Pavement Section Com onent Drivewa sand Parkin , No Truck Access Drivewa and Parkin Truck Access
As haltic Concrete 2.5 Inches 3.0 Inches
Crushed A e ate Base 4.0 Inches 4.0 Inches
Structural Sub-Base 8.0 Inches 14.0 Inches
Com acted Sub ade Moisture Condition* Moisture Condition*
Aggregate Base Material complying with ITD Standard Specifications for Highway Construction sections 303 and
703 for aggregates.
Structural Subbase Material complying with the requirement for granular structural fill in the Soils Report EXCEPT that
maximum material diameter is no more than 2/3 of the component thickness.
* Expansive fat clay subgrade soils should be scarified to a depth of six inches and recompacted to a
minimum of 92 percent and a maximum of 98 percent of the maximum density as determined by ASTM D-
698. The moisture content should range from +1 to +4 percentage points above optimum. Structural fill, as
defined in the Structural Fill section of this report, should then be compacted to a minimum 95% of
maximum density as determined by ASTM D 1557. The structural fill should be placed as soon as possible
after recompaction of clay soils in order to limit moisture loss within the upper clays.
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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 within the City of Meridian, Ada County, Idaho, and occupies a portion of the
SE'/aSE'/, of Section 11, Township 3 North, Range 1 West, Boise Meridian. The project will consist of
construction of a commercial structure to be developed on an approximate 4acre site. Total settlements are
limited to 1 inch. Loads of up to 4,000 pounds per lineal foot for wall footings, and column loads of up to
100,000 pounds were assumed for settlement calculations. Additionally, assumptions have been made for
traffic loading of pavements. Retaining walls are not anticipated as part of the project. MTI has not been
informed of proposed grading.
Authorization:
Authorization to perform this exploration and analysis was given in the form of a written authorization to
proceed from Mr. Joe Canning of B&A Engineers, Inc. to Kevin L. Schroeder of Materials Testing and
Inspection, Inc. (MTI), on 25 March 2005. Said authorization is subject to terms, conditions, and limitations
described in the Professional Services Contract entered into between B&A Engineers, Inc. and MTI. Our
scope of services for the proposed development has been provided in our proposal dated 23 March 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 site drainage designs,
• 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.
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Warranty And Limiting Conditions:
Field observations and research reported herein are considered sufficient in detail and scope to form a
reasonable basis for the purposes cited above. MTI warrants that findings and conclusions contained herein
have been promulgated in accordance with generally accepted professional engineering practice in the fields
of foundation engineering, soil mechanics and engineering geology, only for the site and project described in
this report. Quantitv of test pits was decided upon by the client. Location of seepage beds and proposed
structures were unknown at the time of 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. The findings of this report aze limited
to data collected from noted explorations advanced, and do not account for as yet unidentified fill zones,
unsuitable soil types or conditions, and variability in soil moisture and groundwater conditions. Upon
commencement of construction, such conditions may be identified, of which the required corrective actions
may impact the project budget. This report was prepared for the exclusive use of A-1 Heating & Air
Conditioning and their retained design consultants ("Client"). Conclusions and recommendations presented
in this report are based upon agreed-upon scope of work outlined in the report and Contract for Professional
Services between Client and Materials Testing and Inspection, Inc. ("Consultant"). Use or misuse of this
report, or reliance upon findings hereof by parties other than the Client, is at their own risk. Neither Client
nor Consultant make representation of warranty to such other parties as to accuracy or completeness of this
report or suitability of its use by such other parties for purposes whatever, known or unknown to Client or
Consultant. Neither Client nor Consultant shall have liability to, or indemnifies or holds harmless third
parties for losses incurred by actual or purported use or misuse of this report. No other warranties are
implied or expressed.
General:
Revisions in plans and or drawings for the proposed structure 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 exit (Exit 44). Proceed north on Meridian
Road to Franklin Road and then west on Franklin Road to its intersection with Linder Road. Drive north on
Linder Road approximately '/4 of a mile to the site, located on the west side of the road. Presently the site
exists as an undeveloped lot. 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 overwash from the Boise River. These
gravel deposits tend to have imbricated well-rounded clasts, poor sorting and crude stratification of beds of
gravel and lenses of cross-bedded sand suggesting deposition in braided channels. The Boise River Gravels
consist of unconsolidated clay, silt, sand, gravel, and cobbles. These gravels have been subdivided into
smaller units based on their age and are exposed as distinct alluvial terraces. Five of these terraces are well
exposed in the Boise area and range in age from Middle Pleistocene to Holocene (Recent) (0 - 0.9 million
years ago). The site lies on the Whitney Terrace, the second terrace above the currently defined floodplain
(Othberg and Stanford, 1992).
Site Topography, Drainage And Vegetation:
The proposed development consists of approximately 3.8 acres of relatively flat terrain. Regional drainage is
north and west toward the Boise River. Stormwater drainage for the site is achieved by percolation through
surficial soils. No stormwater drainage facilities are located in the vicinity of the site. The area should not
receive significant off-site drainage. Vegetation throughout the area consists primarily of volunteer
weed/grass varieties typical of and to semi-arid environments.
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 20° F to 91° F with extremes ranging from -4° F to 102° F. Average wind speed range to 11 miles
per hour in spring with a prevailing direction from the southeast. Soil in the area is primarily derived from
siliceous materials and exhibits low electro-chemical potential for corrosion of metals or concretes. Local
aggregates are generally appropriate for Portland Cement and Lime Cement mixtures. The State
Transportation Department has adopted anionic asphalt cements. The pH of surface water, groundwater, and
soil in the region typically range from 7 to 9. No indication of abnormal geochemical conditions was noted
on-site. Nominal frost penetration is typically on the order of 6 inches, with extremes ranging to 3 feet.
Geoseismic Setting:
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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 a geologist, identified according to test pit number and depth, placed in
sealed containers and transported to our laboratory for additional testing. These materials have been further
described in detail on logs provided in the Appendix. Results of field and laboratory tests are also presented
on these logs. It is recommended that these logs not be used for estimating quantities because of highly
interpretive results.
Laboratory Testing Program:
Along with the field investigation, a supplemental laboratory testing program was conducted to determine
additional pertinent engineering characteristics of subsurface materials necessary in analyzing the behavior
of the proposed structures. Laboratory tests were conducted according to current applicable American
Society for Testing and Materials (ASTM) specifications, and results of these tests are to be found on the
accompanying logs located in the Appendix. The laboratory testing program for this report included
Atterberg Limits Tests - ASTM designation D 4318, and Grain Size Analysis - ASTM designation C 117, C
136.
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Soil And Sediment Proffle:
Per your request, two test pits were advanced to depths of 14.3 and 17.6 feet. The developed soil profile
represents a hypothesized profile as compiled from observations in both test pits advanced. Variations
between test pits should be anticipated. Whitney Terrace soils aze relatively consistent. However, depths of
fine grained soils and granular sediments will vary, and unsuitable soil types for structural foundations, such
as highly expansive clays or fill zones, may be present.
Fat Clay (CIT) -This soil was encountered at the ground surface in both test pits, consisting of medium to
dark brown, dry to slightly moist, very stiff fat clay. Organics were encountered in the upper 3 inches of this
soil horizon. Fat clay was encountered to depths of 2.$ to 3.0 feet within the test pits.
Cemented Sandy Silt (ML) - Underlying the clay soils, light reddish brown to reddish brown, dry, hard
cemented sandy silt was present. This soil extended to depths of 12.2 to beyond 17.6 feet in test pits and
exhibited varying degrees of cementation.
Poorly Graded Sand (SP) - A localized layer of poorly graded sand was encountered within the cemented
silts in the southwestern corner of the site from 6.5 to 9.3 feet. This soil was yellowish to medium brown,
slightly moist, and medium dense, with caving noted during the investigation.
Poorly Graded Gravel (GP) -Poorly graded gravel was present from 12.2 to beyond 14.3 feet in test pit 1,
located near the eastern property boundary. Gravels were reddish to light brown, slightly moist to saturated,
and dense, with medium to coarse-grained sand and 6-inch minus cobbles throughout.
Walls of each test pit were stable with the exception of those through saturated gravels in the vicinity of test
pit 1 and poorly graded sand in test pit 2. Excavations through fill and granular soils, particularly after
penetrating the water table, will have a propensity for sloughing or caving.
Expansive Soil Considerations:
Existing high plasticity clay (CH) soils present across the site are highly active and will be subject to volume
change with changes in moisture content. An estimate of the potential vertical movement of soils
encountered in the test pits has been performed using the laboratory test data. Based on these calculations,
potential movements associated with heave are estimated to be on the order of 1 to 2 inches considering
current (dry) soil conditions, depending on location. This movement will be associated with the seasonal
moisture variation of the clayey soils. Ground supported improvements founded on clay soils (i.e., shallow
foundations, floor slabs) will move in response to changes in soil moisture. The movement will be observed
as heave if construction occurs when the soils aze relatively dry and will be observed as settlement if
construction occurs when the soils are relatively moist.
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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 soil. This soil has
moderately slow permeability, with slow runoff and erosion hazard is slight.
Volatile Organic Scan:
No environmental concerns were identified prior to commencement of the investigation. Therefore, soils
obtained during on-site activities were not assessed for volatile organic compounds by portable
photoionization detector. Samples obtained during our exploration activities exhibited no odors or
discoloration typically associated with this type contamination.
SITE HYDROLOGY
General Notes:
Existing surface drainage conditions are defined in the Description of Site. Information provided in this
section is limited to observations made at the time of the investigation. Regional and/or local ordinances
may require information beyond the scope of this report.
Groundwater:
Groundwater was encountered at depths of 13.7 and 17.2 feet during our investigation. Difference in
groundwater is likely because of the presence of cementation and difference in topography. 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 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 12 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, fat clay and silt soils generally offer little permeability, 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 sand soils exhibit rates approaching 24 inches per
hour. Poorly graded sandy gravel soils typically exhibit infiltration values in excess of 24 inches per hour,
and percolation testing is typically not required within these soils as a result of the free-draining nature of the
gravel sediment.
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All infiltration facilities constructed on-site should be extended into non-cemented, native sandy gravel
sediments. Excavation depths of approximately 12.5 feet should be anticipated to expose sandy gravel soils
in the eastern portion of the site. In addition, because of the high permeability, ASTM C 33 filter sand, or
equivalent, should be incorporated into design of infiltration facilities. Free-draininlZ soils were not
encountered to 17.6 feet in the southwestern portion of the site.
FOUNDATIONS SLAB AND PAVEMENT DISCUSSION AND RECOMMENDATIONS
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 normally controlled by settlement considerations.
Considering subsurface conditions and the proposed construction, it is recommended that the structure be
founded upon conventional spread footings and continuous wall footings. Total settlements should not
exceed 1 inch if the following design and construction recommendations are observed.
Foundation Design Recommendations:
On the basis of data obtained from the site and test results from various laboratory tests performed, MTI
recommends following guidelines be used for the net allowable soils bearing capacity.
Footin De th ASTM D 1557
Sub rade Com action Net Allowable Soils
Bearin Ca aci
Footings must bear on competent, native, Not Required for
cemented sandy silt soils or compacted structural Cemented Soil 3,000 lbs/ft
fill. Existing fat clay must be completely
removed from below all foundation elements. 95% for Structural Fill
Excavation depths of approximately 3 feet should
be antici ated.
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Footings should be proportioned to meet the stated bearing capacity and/or the 2003 IBC minimum
requirements. Total settlement should be limited to about 1 inch with differential settlement of
approximately 112 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 aze encountered in the footing
subgrade will require over-excavation and backfilling with structural fill. To minunize the effects of slight
differential movement that may occur because of variations in character of supporting soils, and in seasonal
moisture content, MTI recommends continuous footings be suitably reinforced to make them as rigid as
possible. For frost protection, the bottom of external footings should be 30 inches below finished ade.
Floor Slab-On-Grade:
As previously discussed, potential movements associated with seasonal moisture variation within the clay
soils are anticipated to be on the order of 1 to 2 inches, depending on location. Considering this, removal
and replacement of the clay soil will be required to prevent movement of any ground supported slabs. The
presence of a qualified soils technician is recommended to identify clay soils in the field. Recommendations
aze as follows:
3. Strip vegetation and excavate the upper clay soils to sufficient depths to expose weakly to moderately
cemented, light reddish brown, sandy silt. Excavation depths will be variable, with excavation depths
of up to approximately 3 feet required within the building footprint.
4. Place and compact granular structural fill to achieve finished subgrade elevation. Granular structural
fill must be placed and compacted in accordance with recommendations presented in the Earthwork
section.
Prior to placement of concrete slabs or placement of slab supporting fill, organic, loose or obviously
compressive materials must be removed. In addition, The remaining subgrade should be treated in
accordance with Earthwork guidelines and other Construction Considerations presented later in this
report. Areas of excessive yielding should be excavated and backfilled with structural fill. Fill used to
increase the elevation of the floor slab should meet requirements for structural fill. Refer to the section on
Structural Fill for these requirements. Fill materials must be compacted to a minimum 95% of maximum
density as determined by ASTM D 1557.
A free draining granular mat (drainage fill course) should be provided below slabs on grade. This should be
a minimum of 4 inches in thickness and properly compacted. The mat should consist of a sand and gravel
mixture generally complying with ASTM D 1241 Type 1 Gradation A aggregate. No less than 90% of this
aggregate shall pass the 3/. inch screen and no more than 10% of the aggregate shall pass the #200 screen.
Maximum nominal aggregate size shall be 3/< inches. A moisture retarder should be placed beneath floor
slabs to minimize potential ground moisture effects on floor coverings. The granulaz mat shall be compacted
to no less than 95% of maximum density as determined by ASTM D 1557.
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Recommended Pavement Sections:
MTI has made assumptions for traffic loading variables based on the character of the proposed construction.
The Client should review these assumptions to make sure they reflect intended use and loading of pavements
both now and in the future. Based on experience with soils in the region, a subgrade C.B.R. (California
Bearing Ratio) value of 4 has been assigned for the site. The following thicknesses are MINIMUM
THICKNESSES for assured pavement function.
Flexible Pavement Sections
The AASHTO design method has been used to calculate the following pavement sections. Calculation
sheets provided in the Appendix indicate the soils constant, traffic loading, traffic projections and material
constants used to calculate the pavement sections. MTI recommends that materials used in the construction
of Asphaltic Concrete Pavements meet requirements of the State of Idaho Transportation Department (ITD)
Standard Specification for Highway Construction. Construction of the pavement section should be in
accordance with these specifications and should adhere to guidelines recommended in the section on
Construction Considerations.
Pavement Section Com onent Drivewa sand Parkin , No Truck Access lhivewa and Parkin Tntck Access
As haltic Concrete 2.5 Inches 3.0 Inches
Crushed A e ate Base 4.0 Inches 4.0 Inches
Structural Sub-Base 8.0 Inches 14.0 Inches
Com acted Sub ade Moisture Condition* Moisture Condition*
Aggregate Base Material complying with ITD Standard Specifications for Highway Construction sections 303 and
703 for aggregates.
Structural Subbase Material complying with the requirement for granular structural fill in the Soils Report EXCEPT that
maximum material diameter is no more than 2/3 of the component thickness.
* Expansive fat clay subgrade soils should be scarified to a depth of six inches and recompacted to a
minimum of 92 percent and a maximum of 98 percent of the maximum density as determined by ASTM D-
698. The moisture content should range from +1 to +4 percentage points above optimum. Structural fill, as
defined in the Structural Fill section of this report, should then be compacted to a minimum 95% of
maximum density as determined by ASTM D 1557. The structlual fill should be placed as soon as possible
after recompaction of clay soils in order to limit moisture loss within the upper clays.
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Common Pavement Section Construction Issues
The subgrade upon which above pavement sections are to be constructed must be properly stripped,
compacted (if indicated), inspected and proof rolled. Proof rolling of subgrade soils should be accomplished
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.
MTI 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 shall be approved by observed proof rolling. Minor deflections from proof
rolling for flexible pavements are allowable. Deflections from proof rolling of rigid pavement support
courses should not be visually detectable.
MTI recommends that rigid concrete pavement be provided for heavy garbage receptacle parking. This will
eliminate damage caused by the considerable load of containers transferred onto the small steel wheels and
subsequently onto the asphaltic concrete. Rigid concrete pavement should consist of Portland Cement
Concrete Pavement (PCCP) generally adhering to ITD specifications for Urban Concrete. PCCP shall be 6
inches thick on a 4 inch drainage fill course (see Floor Slab-on-Grade section), should be reinforced with
welded wire fabric, and control joints shall be on 12 foot centers or less.
CONSTRUCTION CONSIDERATIONS
Earthwork:
Recommendations in this report are based upon structural elements of the project being founded on
competent native cemented 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. Stripping depths
should be adjusted in the field to assure that the entire root zone and/or topsoil is removed, prior to
placement and compaction of structural fill materials. Exact removal depths should be detemuned during
grading operations by a qualified geotechnical representative, and shall be based upon subgrade soil type,
composition, and firmness or soil stability.
Copyright ®2005 Materials Testing & Inspection, Inc.
January 8, 2010
Page # 15 of 25
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After existing subgrade soils are excavated to design grade, proper control of subgrade conditions (i.e.,
moisture content) and placement and compaction of new fill (if required) should be overseen by a
representative of the soils engineer (MT)). 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 rtmoff
and/or late summer/early fall irrigation, may induce rutting subgrade soils. 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 construction is to be conducted during what is considered "Wet" seasonal conditions (commonly from
mid-November to April), problems associated with soft soils must be considered 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.
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 dry 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
Copyright ®2005 Materials Testing & Inspection, Inc.
January 8, 2010
Page # 16 of 25
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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. Use of silty soils (GM. SM.
and ML) as structural fill below footings is prohibited.
Recommended granular structural fill materials, those classified as GW, GP, SW, SP, should consist of a 6
inch minus select, clean, granular soil with no more than 30% oversize (greater than'/, inch) material and no
more than 12% fines (less than #200) and placed in layers not to exceed 9 inches in thickness. Prior to
placement of structural fill materials, surfaces must be prepared as outlined in the Construction
Considerations section. Structural fill material should be moisture-conditioned to achieve optimum
moisture content prior to compaction. For structural fill below footings, areas of compacted backfill must
extend outside the perimeter of the footing for a distance equal to the thickness of fill between the bottom of
foundation and underlying soils, or 5 feet, whichever is less.
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 3/,
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 "break
over" point. The number of required passes shall be used as the requirement on the remainder of fill
placement. Material shall contain sufficient fines to fill all void spaces, and shall not contain 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.
Copyright ®2005 Materials Testing & Inspection, Inc.
January 8, 2010
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Excavations:
Shallow excavations that do not exceed 4 feet in depth may be constructed with side slopes approaching
vertical. Below this depth, it is recommended that slopes not exceed 1 foot vertical to 1 %s feet horizontal.
For deep excavations, native granular soils cannot be expected to remain in position. These materials are
prone to failure and may collapse, thereby undermining upper soils layers. This is especially true when
working at depths near the water table. Proper care must be taken to protect personnel and equipment.
During our subsurface exploration, test pit sidewalls generally exhibited little indication of collapse.
However, some caving of granular soils occurred, especially after penetration of the water table. Care must
be taken so that excavations are properly backfilled in accordance with procedures outlined in this report.
Water and loose debris should be removed from these excavations, prior to placement of fill soils or
concrete.
Groundwater Control:
Groundwater was encountered in the investigation, but is anticipated to be below the depth of construction.
Excavations below the water table will require a dewatering program. It may be possible to discharge
dewatering ei~luent to remote portions of the site or to a strategically located sump or pit. This will
essentially recycle effluent, thus eliminating the need to enter into agreements with local drainage
authorities. Should the scope of the proposed project change, MTI should be contacted to provide more
detailed groundwater control measures.
Special precautions may be required for control of surface runoff and subsurface seepage in general. It is
recommended that runoff caused by wet weather be directed away from open excavations. On-site silty or
clayey soils can be expected to become soft and pump if subjected to excessive traffic following periods of
wet weather. Ponded surface water areas should be drained to allow construction to take place through
methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or installation of a
French-drain system. Additionally, temporary or permanent driveway sections may be constructed should
wet weather be forecast.
GENERAL COMMENTS
When plans and specifications are complete, or if significant changes are made in the character or location of
the proposed structure, 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.
Copyright ~ 2005 Materisas Testing ~ Inspection, Inc.
January 8, 2010
Page # 18 of 25
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REFERENCES
American Society for Testing Materials, 1999, Standard Test Method for Materials Finer than 75-µm (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 4318 - 86, 11 p.
Collett, R.A., 1980, Soil Survey of Ada County Area, Idaho: US Department of Agriculture, Soil
Conservation Service, 327 p.
Othberg, K.L. and Stanford, L.A., 1992, Geologic Map of the Boise Valley and adjoining area, Ada and
Canyon Counties, Idaho: Idaho Geologic Map Series, scale 1:100,000.
Copyright ®2005 Materials Testing 8c Inspection, Inc.
January 8, 2010
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APPENDIX
GEOTECHNICAL GENERAL NOTES
UNIFIED SOIL CLASSIFICATION SYSTEM
GEOTECHNICAL TEST PIT LOGS
AASHTO PAVEMENT THICKNESS DESIGN SHEETS
SITE MAP PLATES
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January 8, 2010
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GEOTECHNICAL GENERAL NOTES
SOIL PROPERTY SYMBOLS
N: Standard "N" penetration: Blows per foot of a 140 pound hammer falling 30" on a 2" O.D. SS.
Qu: Unconfined compressive strength, tons/ft2
Qp: Penetrometer value, unconfined compressive strength, tons/ft2
Qc: Cone Penetrometer value, unconfined compressive strength, pounds/in2
V: Vane value, ultimate shearing strength, tons/ft2
M: Water content,
LL: Liquid Limit
PI: Plasticity Index
NP: Non-Plastic
D: Natural dry density, lbs/ft3
WT: Apparent groundwater level (at time 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., except where noted.
AU: Auger Sample.
DB: Diamond Bit.
CB: Cazbide Bit.
GS: Grab Sample.
RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION
Non-Cohesive Soils Standard Penetration
Resistance Cohesive Soils Standard Penetration
Resistance
Ve Loose <4 Ve Soft <2
Loose 4-10 Soft 2-4
Medium Dense 10-30 Firm edium Sti 4-8
Dense 30-50 Stiff 8-15
Ve Dense >50 Ve Stiff 15-30
Hard >30
PARTICLE SIZE
Boulders 12 in. + Coarse Sand 5 mm to 0.6 mm Silts 0.074 mm to 0.005 nun
Cobbles 12 in. to 3 in. Medium Sand 0.6 mm to 0.2 mm Clays 0.005 mm & Smaller
Gravel 3 in, to 5 mrn Fine Sand 0.2 mm to 0.074 mm
Copyright ®2005 Materials Testing & Inspection, Inc.
January 8, 2010
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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-clay mixtures
passes #4 sieve ~
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 cla a silts
and Inorganic clays of low to medium plasticity, gravelly clays, sandy
Clays CL cla s sil cla s lean cla s
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.
January 8, 2010
Page # 22 of 25
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GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: 1 Date Advanced: 3/30/05 Logged By: Jennifer Miller
Excavated By: Struckman's Backhoe Service Location: See Later Site Map Plates
Depth to Water Table: 13.7 Feet
Depth to Bottom Of Hole: 14.3 Feet
Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test
eet and Sediment Classification T e rom-To ID
Fat Clay (CIT): Medium brown, dry
0.0-3.0 to slightly moist, very stiff; with 2.5-3.0
or anics in u er 3 inches.
Cemented Sandy Silt (NII,): Light
3.0-12.2 red-brown to red-brown, dry, hard. 4.5+
--Moderate cementation from 3.0 to
5.4 feet
--Weak cementation from S.4 to 9.0
feet
--Moderate to strong cementation
om 9.0 to 12.2 eet
Poorly Graded Gravel (GP):
12.2-14.3 Reddish brown to light brown,
slightly moist to saturated, dense,
with medium to coarse-grained sand
and 6-inch minus cobbles.
Copyright ®2005 Materials Testing & Inspection, Inc.
January 8, 2010
Page # 23 of 25
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GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: 2 Date Advanced: 3/30/05
Excavated By: Struckman's Backboe Service Location: See Later Site Map Plates
Depth to Water Table: 17.2 Feet
Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test
eet and Sediment Class cation T e rom-To ID
Fat Clay (CIS: Medium to dark
0.0-2.8 brown, slightly moist, very sti,,~'; with GS 0.0-2.8 2.5-3.0 A
or anics in u er 3 inches.
Cemented Sandy Silt (ML): Light
2.8-6.5 reddish brown, dry, hard, 4.5+
--Weakl to moderatel cemented
Poorly Graded Sand (SP): Medium
6.5-9.3 to yellowish brown, dry, medium
dense, with fine to coarse-grained
sand.
--Gavin
Cemented Sandy Silt (MI.): Dark
9.3-17.6 brown with white, dry to saturated,
hard, with moderate cementation
throu hout.
Lab Test ID M LL PI Sieve Anal sis
- % - - #4 #10 #40 #100 #200
A 23.6 57 32 100 100 94 81 75.0
Depth to Bottom Of Hole: 17.6 Feet
Logged By: Jennifer Miller
Copyright X12005 Materials Testing 8t Inspection, Inc.
January 8, 2010
Page # 24 of 25
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AASHTO PAVEMENT THICKNESS
DESIGN PROCEDURES
Pavement Sectloa Design Location:
Average Daily Traffic Count:
Deaiga Life:
of Traffic in Design Lane:
Terrdnal Seviceability Index (Pt):
Level of Reliability:
Subgrade CBR Value:
Passenger Cars:
Buses:
Panel & Pickup Trucks:
2 Axle, 6 Tire Trucks:
Concrote Trucks:
Dump Trucks:
Tractor Semi Trailer Trucks:
Double Trailer Trucks
Heavy Tractor Trailer Combo Trucks:
Average Daily Traffic in Design Lane:
Total Design Life 181dp ESAL's:
Actual Log (FSAL's):
Trial SN:
Trial Log (ESAL's):
Pavement Section Design SN:
Asphaltic Concrete:
Asphalt Treated Base:
Cement Treated Base:
Crushed Aggregate Base:
Pit Ruu Aggregate Subgnde:
Special Aggregate Subgnde:
Proposed A-1 Heating & Air Conditioning, No Truck Access
30 All Lanes & Both Directions
20 Years
100%
2.3
93
4 Subgnde Mr: 6,000
Calculation of Deslgrt 181dp ESALs
Daily Crrotvth
Traffic Rate
24 2.0%
0 2.0%
0 2.0%
0 2.0%
1.0 2.0%
0 2.0%
0 2.0%
o z.a~
0 2.0%
23
Load
Factors
0.0008
0.6806
0.0122
0.1890
4.4800
3.6300
2.3719
2.3187
2.9760
Design
ESAL's
169
0
0
419
39,731
0
0
0
0
40,319
4.606
2.41
4.653 This must be equal to or greater than the Actual Log (FSAL's)
2.4] This Number must be equal to or greater than the [riot SN
Design
Depth Structural Dniaage
Incbes Coeftideat Coefficient
2.30 0.42 n/s
0.00 0.25 n/e
0.00 0.17 n/a
4.00 0.14 1.0
8.00 0.10 1.0
0.00 0.09 0.9
Copyright ®2005 Materials Testing & Inspection, Inc.
January 8, 2010
Page # 25 of 25
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AASHTO PAVEMENT THICKNESS
DESIGN PROCEDURES
Pavement Section Design Location:
Avenge Daily Tntiic Count:
Design Lite:
of Traliic in Design Lane:
Terminal SeviceabilHy Inde: (Pt):
Level of Reliability:
Subgnde CBR Value:
Passenger Cars:
Buses:
Panel & Pickup Trucks:
2 Axle, 6 Tire Trucks:
Concrete Trucks:
Dump Trucks:
Tractor Semi Trailer Trucks:
Double Trailer Trucks
Heavy Tractor Trailer Combo Trucks:
Average Daily Traffic in Design Lsne:
Totsl Design Life 18 kip ESAL's:
Actual Log (ESAL'a):
Trial SN:
Trlal Log (ESAL'a):
Pavement Section Design SN:
Asphaltic Concrete:
Asphalt Treated Bane:
Cement Treated Base:
Crushed Aggregate Base:
Pit Run Aggregate Subgnde:
Coarse Aggregate Bue:
Proposed A-1 Hearing & Air Conditioning, Truck Access
100 All Ianes & Both Directions
20 Years
100°R~
2.5
95
4 Subgnde Mr: 6,000
Calculation of Design 18 kip ESALs
Daily Grotivth
Traffic Rate
20 2.0•~
0 2.OYo
20 2.0%
3 2.0%
2 2.0%
0 2.0%
5 2.0%
o z.ov°
0 2.0%
50.
191,973
5.283
Load
Factors
0.0008
0.6806
0.0122
0.1890
4.4800
3.6300
2.3719
2.3187
2.9760
Design
ESAL's
142
0
2,164
5,028
79,462
0
105,176
0
0
3.22
5.41 I This must be equal to or greater than rho Actual Log (ESAL's)
3.22 This Number must be equal to or greater than the trial SN
Dalgn
Depth Structural Drainage
Inches Coefficient Coeflicient
3.00 0.42 n/a
0.00 0.25 n/a
0.00 0.17 n/a
4.00 0.14 1.0
14.00 0.10 1.0
0.00 0.12 0.9
Copyright ®2005 Materials Testing & Inspection, Inc.
Site Plan with Test Pit Locations Plate 2
Storage Cubbys
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A-1 Heatin 8 AC LEGEND
MATERIALS SE 114,SE 1/4 MTI Test Pits
TESTING S Section 11, 3N,1W N
Meridian Water line
INSPECTION Fence line ~ o d
7446 w. lemhi st 208 3~»e Drawn By: MLP
ease, ID 83709.2835 Fe~c 208 322.6515 April 6, 2005
rtitl~'"~d.CO"' DRAWING: B50350g _N ~.