HomeMy WebLinkAboutTrilogy Subdivision
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MATERIALS
TeSTING &
INSPECTION
o Environmentaj Services
o Geotechnical Engineering
;n'/o3Y SUhd;L/!S~
o Co nstructi 0 n rv1 ate rial s T esti n 9
o Special Inspections
Prepared for:
Conger Management Group
405 South 8th Street. Suite 290
Boise. Idaho 83702
GEOTECHNICAL ENGINEERING REPORT
of
Lawson Subdivision Development
West Chinden Boulevard & North Blacl<
Cat Road
Meridian, Idaho
MTI File Number 851711g
7446 W. Lemhi St. · Boise, 10 83709 · (208) 376M4748 · Fax (208) 322-6515
E-Mail mtj@mti-id.com · www.mti-id.com
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MATERIALS
TeSTING 6-
INSPECTION
January 16, 2006
Page # ] of27
o Env i ro n menta! Se rvi ces
o G eotech n icaJ En gi nee ri ng
o Construction Materials Testing
o Special Inspections
r:\boise\2005 reports\ 160Q-1799\b51711 g\b5171 ] geotech.doc
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Mr. Dave McKinnon
Conger Management Group
405 South 8th Street, Suite 290
Boise, Idaho 83702
(208) 336 - 5355
Re:
Geotechnical Engineering Report
Lawson Subdivision Development
West Chinden Boulevard & North Black Cat Road
Meridian, Idaho
Gentlelnen:
In c0111pliance wit}l your instructions, we .have conducted a soils ex.ploration and foundation evaluation for
the above nlentioned develop.ment. Field work for this investigation was conducted on 03 January 2006.
Data have been analyzed to evaluate pertinent geotechnical conditions. Provided geotechnical, groundwater,
and construction recommendations are listed in tIle Table of Contents. Results of this investigation,
together with our reCOnll11endations, are to be found in the fo1lowing report.
Often, because of design and construction details that occur on a project, questions arise concerning soil
conditions. We would be pleased to continue our role as geotechnical engineers during project
implemel1tation. 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 111eet 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. <::7(:7;:~:>,,:,,_,
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Reviewed b evin L. Schroeder, P.G.
Geotechnical Service Manager
Respectfully Subnli tted,
Materials Testing & Inspection, I.nc.
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Ga...-V'-1..A.--> !/h J t-C/V7'l~
Esther Miramontes
Geotechnical Engineer Technici.an
Copyright @ 2006 Materials Testing & Inspection, Inc.
7446 W. Lemhi 81. · Boise, JD 83709 · (208) 376-4748 · Fax (208) 322~6515
E-Mail mti @ mti-id. com · www.mti-id.com
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MATERIALS
TeSTING &
INSPECTION
January 16, 2006
Page # 20f27
o Envi ran me ntaJ Se tvjces
o G eotech n icai En gi nee ri ng
o Construction Materia~s Testing
o S pecja I In sp ecti ons
c\boise\2005 reports\ 160Q-1799\b5 ] 7] 1 g\b51711 geotech.doc
TABLE OF CONTENTS
I NT RO DUCT I ON ~. ~ ~.... .,.,~.,.................................. ..~.......................... .,...... ~..... 01 01............. ...........01 01.......3
Pro j ec t Des c ri p tio n ... .....01.... .11.......01 01.01..,.,.,.,.... 01 0101 01 01........0101 0101.... .......... .......01...1101.. ...,...... ..... 3
Au th 0 riza tio n ..... ..01 01..........................01 01 0101 01.........01 01............0101 01.........01.11.,.,.,........0101. ......... ... 3
Purpose.. ..... ..1101.. .11............ .01.... ................... .......... ................. ........... ............... .........3
S co pe ........ ............01. .11............. .01.01........ ......... .............. ............ ..01.............. ........... .......3
Wa rra n ty And Li n1 i ti n g Con d i ti 0 ns ........ n.. uu U ollo.. n n u...... u." UUh.. n n u. "HUH.. n u..... 4
G e n e ra I ...................... ~~....................... ........01..... ...........................01 01. 01............... .01...........4
D Ese R J PT ION 0 F S J T E ............ ..01. ~. ~........................................ ~.............. .........01....,............ .......5
Site A cces s .........................01 01 01 01...............................01... ................... ................ .......... ......5
G e n e ra I G eo logy 0 rAre a ....10.. .................... .......0101.... .... .........0101..01.............. ..............5
Site Topogra phy, Drain age A nd Vegetation ...uu.....uu....uu..u.n.u........u.uu.........5
Site C I i n1 a to logy And G eoc hem ist ry .01 01 u............u................ ......01...... uuu....... 01.......6
G eos eis n1 i c S etti ng ......01..011111. .............0111...... ................... ................ ........01.... .... .......... ...... 6
SOl LS Ex P LO RA TI ON... .......... ..............01.0101.01. .................... ...............01 011111............. ..........01... ..........01.6
Explo ration and Sa m piing Proced u res unu...........nuu.uu.....hnu.uu.......u.uuuu..6
La bo rato ry Testing Pl"ogra m ......................................................~....01..................,..... 7
So i I And Sed i n1 e n t Pro Ii Ie.... ........01........ .... .............. ..... .............. ....0101...01... ......... ...... 7
So i I s S U I~V ey Rev i e\v .. ~.... ~................. ~................................. 01.................... ~...... 01............ 7
Vola tile 0 rga 11 ic Sea II..........................................................0101...........................010101.........8
SIT E H YO I{ 0 LO G Y .....0101.01.....................01..... t................. ...........01.01..... ..............0111............... .......0101. ......8
Gen el~a I N otes ...0I01.~ ~.. .........~.............,..,.....~........................................0101................01......01...,...8
G ro u n d "va ter ........... .....................01.. ................ ....... ~........ ... ............01.............. ......01....8
So i I 111 Ii I t ra ti 0 n Ra tes .0101.... ...............01..... ............... .................. ............. ............. .....01..8
FOUNDATION AND PAVE!\'lENT DISCUSSION AND RECOMMENOATIONS..u.uuuu..........nunu9
Geo era I Notes............. ............. ..............01.01. ...........01 0111..... ... .......01... ............... .......... .......9
F 0 un dati 0 n D esi go Reco m me 11 da ti 0 n s ... huu................ .................. u........ u..u....... 9
C r alvl Spa ce Reeo m men dati 0 us .... .01............... .... ................ .............. ..........01. ............9
Recommend ed Pa yemen t Sections ..................01.................01011I............................01..1 0
CON STR U CT ION Co N SID E RA TI 0 N S.. 01..01. ................... ........01..01..... .... ........01.01............... ........ ...... .11
En rt 11 wo r J{ .....0101...01.010101.................01..............01.01. ..........0101........... .01.......01.... .............. .......... ...11
o ry We a the r ...............................01 01.01 '11...........01.01........................ ........... .......... .11......... ...12
Wet We a tl1 e r .............01..01..................01.... ... ........01..... ...................... ........... ............. ..........12
Froze n Sub g r ad e So i Is.............................................. .............01.... ............ ............ ....... 12
S tru ctu ra I Fillll........ ..... ~....... 01..............010101... .........01.1111..... ...... ......01..1101. ........... ......... ....... .12
B a ckfi II..... .........01... .1111. ...........01...01.. ............. .11. ..................... ..........01011101. .......... .......... .....13
E xca va ti 0 n s . ........01.....01.................01............... ......................... ............ ............ ......... ... ] 3
G ro u n d \" a ter Con tro I 0101... ............... .11...........0101... ... ................... ............. ...........01........... ] 4
G EN E RA L COM M ENTS......... ............01.... ...........01.01..... .................. ..........................01 01........01. ....... .14
R E FE R ENe ES ........... .......01..01....... ..........................01......... ~.......... 01. 01...01 'II........................ ........01.......01 15
A P PEN D I X LIST........... 01............................01...01.01..............01... ........01............ .01..........01010101.01.......... ....... ..... .16
G eo tee 11 n i ca I G e n e ra I Notes............ ... ............ ....................... .......................... ...... .... .17
Un i fied So i I C I ass i fi en ti 0 n ....... ~.............. ~.......... ....................... .........01 01............ ....... ...18
Test P it La gs............................................. 01 01.01................... ............01 01............... ................ ..19
I d a h 0 Met hod P a v e III e n t T hie k n ess ....0110. ~.,................... ~....... u ~ ~....... ~......... ~................. 26
Resistance" R' Value Laboratory Test Data uu.u....nuuu.u...uu...uu...nuu.....uu..27
Copyright @ 2006 Materials Testing & Inspection, Inc.
7446 W. Lemhi St · Boise~ JD 83709 · (208) 376-4748 . Fax (208) 322-6515
E-Mail mti@ mti~jd.com · www.mti-id.com
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MATERIALS
TeSTING &
. INSPECTION
January 16, 2006
Page # 30f27
o E nvi ran mental Se rvices
o Geotechnicar Engineering
o Construction Mate ri ar s T esti n g
o SpeciaJ Inspections
r:\boise\2005 repol1s\ 160Q-1799\b51711 g\b51 711 geotech.doc
INTRODUCTION
This report .presents results of a geotechnical investigation and analysis in SUPPOlt of data utilized in design
of structures as defilled in the 2003 Intenlational Building Code (IBC)~ Information in support of
groundwater and stormwater issues pertinent to the practice of Civil Engineering is included~ Observations
and reco111mendatiol1S relevant to the earthwork phase of the project are also presented.
Proj ect Description:
The proposed development is located within the northwestern pOliion of the City of Meridian, Ada County,
Idaho, and occupies a palt of the NWJI4 NWll4 of Section 27, Township 4 North, Range 1 West, Meridian.
The proj ect will consist of developn1ent of 180 single- fanlily residential lots on an approximate 28-acre site.
Roadways are anticipated to be included as part of the developn1ent. Proposed grading is presently
undetermined~
Authorization:
Authorization to perform tb.js exploration and analysis was given in the form of written authorization to
proceed franl Mr. Dave M.cKinnon to Michael G~ Woodworth of Materials Testing and Inspection, Inc~
(MTI), on 14 .Decen1ber 2005. Said authorization is subject to terolS, conditions, and limitations described in
the Professional Services Contract entered into between Conger Managenlent Group and. MTI~ OUf scope of
services for the proposed developtnent has been provided in our proposal dated 05 December 2005, and
again below.
Purpose:
The purpose of this Geotechnical Engineering Report is to deterlnine various soil profile com.ponents and
their engineering character.istics for use by design engineers and/or architects in:
· Preparing or verifying suitability of foundation design and placement,
· .Preparing associated residential roadway design,
· Preparing site drainage designs, and
· Indicating issues pertaining to earthwork constru.ction.
Scope:
The scope of this investigation included review of geologic literature and existing available geotechnical
studies of the area, review of available enVir0111nental reports, visual site recol1naissance of the inl1nediate
site, subsurface exploration, field and laboratory testing, and an engineering analysis and evaluation of
foundation 111aterials. The scope of work did not include desig.n recommendations specific to individual
residences~
Copyright @ 2006 Materials Testing & Inspection, Inc.
7446 W. Lemhi 81. · Boiset [0 83709 0 (208) 376-4748 · Fax (208) 322-6515
E-Mail mti @ mti-id..com · www.mti-rd.com
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MATeRIALS
TeSTING &
INSPECTION
J an uary 16, 2006
Page # 40f27
o Environmental Services
o Geotechnical Engineering
o Construction Materials Testing
o Special Inspections
r:\boise\200S repol1s\ 1600-1 799\b5 ] 711 g\b51711 geotech.doc
Warr.anty And Limiting Conditions:
Field observations alld research reported herein are considered sufficient in detail and scope to forln 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
offoundation engineering, soil mechanics and engineering geology, only for the site and project described in
this report.
These engil1eering l11ethods 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 linlited to conditions observed at the tinle of the site visit and research~ The report is also limited
to infornlation available at the tin1e it was prepared. In the event additional information is provided to MTI
following the report, it will be forwarded to the client in the fOrlTI received for evaluation by the client.
There is a distinct possibility that conditions may exist which could not be identified withi.n the scope of the
investigation or which were not apparent during the site investigation. This report was prepared for the
exclusive use of Conger Managenlent Group and their retained design consultants ("Client"). Conclusions
and reC0111111endatio.ns 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 nlisuse of this report, or reliance upon findings hereof by parties other than the
Client, is at their own ris.le. Neither Client nor Consultant nlake representation of warranty to such other
parties as to accuracy or c0111pleteness of this report or suitabi I ity of its use by such other parties for purposes
whatever, lcnown or unl(nown to Client or Consultant Neither Client nor Consultant shall have liability to,
or inden1nifies or holds harnlless tllird parties for losses incurred by actual or purpolied use or misuse of this
report No other warranties are implied or expressed.
General:
Revisions in plans and or drawings for th.e proposed developtnent from those enumerated in this report
ShOltld be brought to the attention of the soils engineer to determine if changes in foundation
recoll1n1endations are required. Deviations from noted subsurface conditions if encountered during
construction, should also be brought to the attention of the soils engineer.
Copyright @ 2006 Materials Testing & Inspection, Inc.
7446 W. Lemhi St. · Boise, 10 83709 · (208) 376~4748 · Fax (208) 322M6515
E-Mail mti @ mti-id. com · www.mti-id.com
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MATeRIALS
TeSTING &
INSPECTION
January 16, 2006
Page # 50f27
D Environmental Services
o Geotechnicar Engineering
o Construction Materials Testing
o Spec iar i nspecti ons
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r;\boise\2005 reports\ 1600-1799\b51711 g\b5171 J geotedLdoc
DESCRIPTION OF SITE
Site Access:
Access to the site may be gained via Interstate 84 to the Meridian Road exit Proceed north on Meridian
Road approxinlately 4~5 miles to its intersection with Chinden Boulevard~ Franl this intersection, proceed
east on Chinden Boulevard approximately 3.5 Iniles to North Black Cat Road. The site is located south and
east of this intersection. Presently the site exists as undeveloped pasture land with associated outbuildings
access:ible by driveway off Chinden Boulevard~ The location is depicted in site map plates included in the
Appendix.
Gener"al 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 fornlations. These sediments are loosely named the Boise
River Gravels and were deposited as river floodplain and stream overwash froln the Boise River. These
gravel deposits tend to have inlbricated 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
Slllaller 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 froIn 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 approxinlately 28~2 acres of relatively flat in.jgated pasture, with
associated outbuildings located in the southen1 portion of the property. The surface exhibits fine-grained
soils throughout the 111ajority of the site. The parcel is bounded on the north by Chinden Boulevard, on the
west and south by existing residential developn1ents, on the east by undeveloped agricultural land~
Regional drainage is north and west toward the Boise River~ Stollnwater drainage for the site is achieved by
percolation through surficial soi Is. Storm water drainage facilities are located in the vicinity of the site along
Chinden Boulevard. The area does not receive off-site drainage. Vegetation throughout the area consists
prill1arily of irrigated pasture grasses.
Copyright @ 2006 Materials Testing & Inspection, Inc.
7446 W. Lemhi St. · Boise, 10 83709 · (208) 376..4748 · Fax (208) 322-6515
E-MaH mti @ mti-id.com · www.mti-fd.com
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MATERIALS
TeSTING &
INSPECTION
January 16, 2006
Page # 60f27
o Environmental Services
o Geotechnica! Engineering
o Construction Mate ri a[s T esti ng
o S peei a~ Ins pectia n s
c\boise\2005 reports\ 1600~ 1799\b517] 1 g\b51711 geotech.doc
Site Climatology And Geochemistry:
Average preci pitation for the region is on the order of 10 to 12 inches per year. Annual average telnperature
range [ranl 200 F to 91 0 F with extren1es ranging from _40 F to 1020 F . Average wind speed range to 11 miles
per hour in spring with a prevailing direction from the southeast. Soil in the area is primarily derived from
siliceous materials and exhibits low electro-chenlical potential for corrosion of metals or concretes. Local
aggregates are generally appropriate for Portland Cenlent and Lime Cement nlixtures. The State
Transportation Department has adopted anionic asphalt cements. The pH of surface water, groundwater, an.d
soil in tIle region typically range fi~om 7 to 9. No indication of abnormal geochenlical conditions was noted
on-site~ Nonlinal frost penetration is typically on the order of 6 inches, wit11 extremes ranging to 3 feet.
Geoseismic Setting:
Soils on-site are classed as Site Class D in accordance with Chapter 16 of the 2003 edition of the IBC.
Building structures on this project should be designed as per the IBC requirelnent for such a seis.mic
classification. Our investigation did not reveal potential hazards resulting from earthquake motions: slope
instability, liquefaction, al1d surface rupture because of faulting or lateral spread.ing. 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
111eans of nonnal taping procedures [roIn on-site features and are presun1ed to be accurate to within a few
feet. Upon c0111pletion of investigation each test pit was backfilled in with loose excavated .materials. These
loose areas need to be re-excavated and cOl11pacted prior to constructing structures over thenl.
Sanlples were obtained from representative soil strata encountered in test pits. Salnples obtained l1ave been
visllally classified in the field by an engineering technician, identified according to test pit nunlber 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.
Copyright @ 2006 Materials Testing & Inspection, Inc.
7446 W. Lemhi 81. · Boiser 10 83709 · (208) 376-4748 · Fax (208) 322-6515
E~Mail mti@mti-id.com · www.mti-id.com
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MATERIALS
TeSTING &
INSPECTION
January 16, 2006
Page # 70f27
o Environmental Services
o Geotechnical Engineering
o Con structi on Mate riar s T esti n 9
o S peci ai Ins pectio ns
r:\boise\2005 reports\ 1600~ 1799\b51711 g\b5171 j geotech.doc
Laboratory Testing Program:
Along with the field investigation, a supplenlental laboratory testing progranl was conducted to determine
additional peliinent engineering characteristics of subsurface materials necessary in analyzing the behavior
of the proposed structures. Laboratory tests were conducted according to CUlTent applicable American
Society for Testing and Materials (ASTM) specifications, and results of these tests are to be fou.nd on the
acco111panying logs located in the Appendix. The laboratory testing program for this report included
Atterberg Limits Tests - ASTM designation D 4318, Grain Size Analysis - ASTM designation C 117, C l36,
and Resistance R- Value and Expansion Pressure of Con1pacted Soils - ASTM designation D 2844~
Soil And Sediment Profile:
Seven test pits were advanced to depths of 12.9 to 14~2 feet across the site. Because of the extent of the
studied parcel, the developed soil profile represents only a generalized case and variations between test pits
should be anticipated:
Borderline Silt/Lean Clay (ML/CL) - Dark brown, slightly moist to moist, medium stiff to stiff, borderline
silt/lean clay soils with fine-grained sand were observed at the surface across the site. Organic material was
present generally within 1 foot in depth. Lean clay soils were noted to depths of 1 ~3 to 2.1 feet
Cemented Silty Sand (SM) - Underlying surficial silt/lean clay soils, light brown, slightly moist to dry,
dense, moderately to strongly cemented silty sand was present. As indicated, the strength of cementation
within this soil type varies, however cementation was present in all test pits. This soil extended to depths of
4.2 to 7.3 feet.
Poorly Graded Sandy Gravel (GP) - Light brown to yellowish-brown, slightly moist to saturated, medium
dense to dense, poorly graded gravel sediments were observed at depth in each test pits. Medium-grained
sand and 8-inch imbricated cobbles were present. Poorly graded gravel sediments extended through the
ternlination depths of test pits.
Wa.lls of each test p-it were stable with the exception of those through native granular soils. Excavations
through granular soils will have a propensity for sloughing or caving.
Soils Survey Revie\v:
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 by the Power silt loam and the Purdanl silt
loam. Specific soils characteristics, as defined by the USDA, are as followed:
· POlver silt loaln 1S characterized by relatively shallow groundwater, moderately slow penneab-ility,
slow runoff, and slight to medium l1azard of erosion. This soil type is very deep and well drained.
· Purdan-z silt loan1 is characterized by lTIoderately slow to slow permeability above hardpan, slow
runoff, and slight hazard of erosion. This soil is well drainedK Digging al1d trenching in this soil
nlay be han1.pered by hardpan.
Copyright@ 2006 Materials Testing & Inspection; Inc.
7446 W. Lemhi St. · Boise, J 0 83709 · (208) 376M4 7 48 · Fax (208) 322-6515
E -M aiJ mti @ mti-j d. co m · www.mti-id.com
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MATERIALS
TeSTING &
INSPECTION
January 16, 2006
Page # 80f27
o Environmental Services
o Geotechnical Engineering
o Construction Materials Testing
o S peci aj I nspecttons
r:\boise\200S reports\ 1600-1799\b51 711 g\b51711 geotech.doc
Volatile Organic Scan:
No environn1entaJ concerns were identified prior to commencement of the investigation. Therefore, soils
obtained during on-site acti vities were not assessed for volatile organic compounds by portable
photoionization detector. Samples obtained during our soil exploration exhibited no odors or discoloration
typically associated with this type of contanlination. No groundwater contamination was detectedc
SITE HYDROLOGY
.,
, j General Notes:
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Existing surface drainage conditions are defined in the Description of Site. Information provided in this
section is Ii nlited to observations 111ade at the tilne of the investigation. Regional and/or local ordinances
111ay require infornlation beyond the scope of this report
Groundwater:
GrOU11dwater was encountered within 12~5 and 13.1 feet below the ground surface during the field
investigation. Soil 1110istures in test pi ts were generally sl ightly moist to lnoist within the surficial si It/lean
clay soils, dry below the surface, and increased in 1110isture as the water table was approached~ The
sediments encountered below the water table were saturated. Groundwater levels in the site vicinity are
controlled in large part by residential and agricultural irrigation and canal leakage in the local area and are
likely at their 1l1axinlunl elevations during irrigation season. Based on evidence of this investigation, and
background knowledge of the area, groundwater is anticipated to rernain at depths of greater than 8 to 10 feet
below ground surface throughout the year. This depth is an estimate and is expected to fluctuate seasonally
and al1nually~ Pipes have been installed in Wl1ich MTI could periodically monitor water depth, if desired.
Soil Infiltration Rates:
Soil pern1eability is a meaSllre of the ability of a liquid to move through a soil and was not tested in the field.
In this report th-is paralneter is approximated by so-il type and gradation~ Of soils com.prisil1g the generalized
soil profile for this study, lean clay soils generally offer little pernleability, with infiltration rates less than 2
inches per hour. Silty sand soils typically offer infiltration rates ranging between 2 to 6 inches per hour,
though cenlentation encountered within this soil type lnay reduce this value to near zero. Poorly graded
sandy gravel soi Is ty.p-ically exhibit infi 1 tration values in excess of 24 inches per ho.ur, and .percolation testing
is typically not required within these soils as a result of the free-draining nature of the gravel sediment
All infiltration facilities constructed on-site should be extended into native sandy gravel sediments.
Excavation depths of fron1 approxinlately 4 to 7 feet should be anticipated to expose sandy gravel sediments.
In addition, because of the high perlneability, ASTM C 33 filter sand, or equivalent, should be incorporated
into design of inti I tration faci I ities. An inti I trati on rate of 8 inches per hour should be used for design.
Copyright @ 2006 Materials Testing & Inspection, Inc.
7446 W. Lemhi 81. · Boise, ID 83709 · (208) 376-4748 · Fax (208) 322-6515
E-MaU mti@mtj~id.com · www.mtj-id.com
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MATeRIALS
TeSTING &
INSPECTION
January I 6, 2006
Page # 90f27
o Environmental Servrces
o G eotech n i cal En gi nee ri ng
o Co n stru cti on Mate rials T esti n 9
o Special Inspections
r:\boise\2005 reports\ 160Q-1799\b51 711 g\b5 ] 711 geotech.doc
FOUNDATION AND PAVEMENT DISCUSSION AND RECOMMENDATIONS
General Notes:
Presently, approxinlately 180 lots are proposed for the project site~ Cons.idering typical residential
construction, and subsurface conditions, it is reconl111ended that the structures be founded upon conventional
spread footings and continuous wall footings. The follo\vine recommendations are not specific to the
individual structures~ but rather should be viewed as 2uidelines for the subdivision wide development.
Foundation .Design Recommendations:
On the basis of data obtained from the site and test results from various laboratory tests performed, MTI
reCOll1Jnends following guidelines be used for the net allowable soils bearing capacity.
Footin De tit
Footings should bear on competel1t, native, cenlented
silty sand or lean clay soils. No significant over- Not required for native 1,500 I bs/ft2
excavation is anticipated for placement of footing ceme.nted silty sand
elen1ents. All organics or disturbed soils must be
reIn.oved from below footin s~ I
IVerification of bearing soils for each residence bv a qualified eeotechnical eueineer, engineering technician. or
buildine official at the time of construction is recommended..
Footings should be proportioned to n1eet the stated bearing capacity and/or the IBC 2003 111111UTIUm
requirelnents. Total settlement should be limited to about 1 inch with differential settlement of
approximately 1/2 inch. Objectionable soil types ellcountered at the bottom of footing excavations should be
removed and replaced with structural fill. Excessively loose or soft areas that are encountered in the footing
subgrade will require over-excavation and backfilling with structural fill. To minimize the effects of slight
differential movement that may occur because of variations in character of supporting soils, and in seasonal
moisture content, MTI recommends continuous footings be suitably reinforced to make them as rigid as
possible. For frost protection. the bottom of external footings should be 24 inches below finished grade.
Cra\vl Space Recolnmendations:
.. Considering the presel1ce of shallow cenlented soils across the site, all residences constructed with crawl
spaces should be designed in a Inanner that wi.1l inhibit water in the crawl spaces~ Therefore, proper grad-ing
should be considered to be critical. MTI recommends that roof drains carry storm water at least 5 feet away
fro111 the residence, an.d grades should be greater than 5% for a distance of 10 feet away from all residences~
In addition, rain gutters should be placed around all sides of residences, and backfill around stern wa11s
should be placed alld compacted in a controlled manner~
Copyright @ 2006 Materials Testing & Inspection~ Inc.
7446 W. Lemhi 81. · Bois8t 10 83709 · (208) 376-4748 · Fax (208) 322-6515
E-Mail mti@mti-id.com · www.mti-id.com
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MATERIALS
TeSTING &-
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January 16, 2006
Page # I 0 0 f 27
o E nvi ran me ntaJ Be rvj ces
o G eotech n leal En gi nee ri n 9
o Construction Mate rial s T esti ng
o Specia' Inspections
c\boise\2005 reports\ 1600-1799\b51711 g\b51711 geotech.doc
Recommended Pavement Sections:
MTI collected a sanlple of near-surface soils for R-value at depths of 0 to 0.5 feet below existing ground
surface~ A bulk sanlple coJIected franl the northwestelll portion of the site consisted of silty lean clay (CL)
soil with fine-grained sand~ This sanlple yielded an R value of 9~ As required by Ada County Highway
Distrlct, MTI has used a traffic index of 6 to determine necessary .pavement cross-sections for the site~
Additionally, MTI has made other assumptions for traffic loading variables based on the character of the
proposed construction. The Client should review these assunlptions to n1ake sure they reflect intended use
and loading of pavements both now and in th.e future~
Flexible Pavement Sections
The Idaho Method as defined in Idaho Departnlent of Transportation's Materials Manual (section 500) was
used to develop the pavenlent section. Ada County Highway District (ACHD) parameters for traffic index
and substitution ratios were also used in the design, and were obtained from ACHD's Development Policy
Manual. Calculation sheets provided in the Appendix indicate the soil values, traffic loading, and material
ratios used to calculate the pavement sections. MTI reconlmends that materials used in the construction of
Asphaltic Concrete Pavelnents meet the requirements of the Idaho Standards for Public Works Construction
(ISPWC) specifications. Construction of the pavement section should be in accordance with these
specifications. The following thicknesses are MINIMUM THICKNESSES for assured pavement function.
Paven1ent Section COIn anent
Dri vewa s and Parkin , Residential Streets
2~5 Inches
4~O Inches
12.0 Inches
Not Re uired
Aggregate Base
Material c0l11plying with ISPWC Standards for Crushed Aggregate Materials.
S tru c tu ra I Sub base
Any 111aterial cOlnplying with the requireJnent for granular structural fill (uncrushed) as defined in
ISPWC.
Copyright @ 2006 Materials Testing & Inspection, Inc.
7446 W. Lemhi St. · Boise, JD 83709 · (208) 376-4748 · Fax (208) 322-6515
E-MaiJ mti @ mti-id.com · www.mti~jd.com
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MATERIALS
TeSTING &-
INSPECTION
January 16, 2006
Page # ) I of27
o Envi fO n J11 ental Se rvices
o Geotechnical Engineering
o Construction Materials Testing
o S pecia I J n sp ectio ns
r:\boise\2005 reports\] 600-1 799\b517 ] 1 g\b51711 geotech.doc
ComlDon Pavement Section Construction Issues
The subgrade upon which above pavement sections are to be constructed must be properly stripped,
inspected, and. proof rolled. Proof rollin.g. of subgrade soils should be accomplished with a heavy rubber-
tired fully loaded tandem axle dump truck or equivalent. MTI anticipates that pavement areas will be subject
to moderate traffic. It should be noted that surficial lean clay soils near to and above optimum moisture
contents 111ay tend to punlp. Punlping or soft areas nlust be removed and replaced with structural filL
Fill nlaterial in support of the pavenlent section as well as aggregates conlprising the pavement section nlust
be compacted to not less than 95% of maXimU1TI dry density indicated by ASTM D 698 for flexible
pavements and by ASTM D 1557 for rigid pavelnents~ If a material placed as a pavement section component
cannot be tested by usual cOTIlpaction testing methods, cOlnpaction of that material shall be approved by
observed proof rolling. Minor deflections from proof rolling for flexible paven1ents are allowable.
Deflections franl proof roll ing of rigid pavement support courses should not be visually detectable.
CONSTRUCTION CONSIDERATIONS
Earthwork:
ReCOlnnlendations in this report are based upon structural elements of the project being founded on
competent native sand-silt mixtures or co.mpacted 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 und.ergo high volume changes when subjected to loads, which is detrimental to subgrade
behavior in the area of pavements, 'floor slabs, structural fills, and foundations. Pasture grasses wi.th
associated root systems were noted at the tilne of our investigation. It is recomm.ended that organic and/or
disturbed soils, if encountered, be relTIoved to depths of 1 foot (mininlU111), and wasted or stockpiled for later
use. Stripping depths should be adjusted in the field to assure that the entire root zone and/or topsoil is
renloved, prior to placement and cOln.paction of stt,uctural fill materials. Exact removal depths should be
detern1ined during grading operations by a qualified geotechnical representative, and shall be based. u.pon
subgrade soil type, composition, and firnlness or soil stability. Any underground storage tanks (UST), below
surface utilities, wells, or septic systen1S identified must be decommissio.ned, removed or abandoned as
deenled necessary by governing Federal, State, and local agencies. Excavations developed as the result of
such renloval 111ust be backfilled with structural filllnaterials as defined below.
After existing subgrade soils are excavated to design grade, proper control of subgrade conditions (i.e.,
1110isture content) and placenlent and conlpaction of new fill (if required) should be overseen by a
representative of the soils engineer (MTI). Recommendations for structural fill presented within this repoli
can be used to 111ininlize volume changes and differential settlenlents that are detrimental to the behavior of
footings, paven1ents, and floor slabs. Sufficient density tests should be performed to properly monitor
compaction. For structural fill beneath building structures one in-place density test per lift for every 5,000
square feet is reco.1n.mended~ In parking and driveway areas this can be decreased to on.e test per lift for
evety 1. 0,000 square feet.
Copyright @ 2006 Materials Testing & Inspection, Inc.
7446 w. Lemhi 81. · Boise, fO 83709 · (208) 376-4748 · Fax (208) 322-6515
E-Mail mti @ mti-id. com · www.mti~jd.com
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MATERIALS
TeSTING 6-
INSPECTION
January 16, 2006
Page # 12 of 27
o E nvi ro n me ntaJ Se rvices
o Geotechnicar Engineering
o C onst ructio n Materia Is T esti n 9
o Special Inspections
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Dry Weather:
If construction is to be conducted during what is considered "Dry" seasonal conditions, problems associated
with soft soils n1ay be avoided. However, shallow groundwater conditions, related to springtinle runoff
and/or late sll1111l1er/early fall ill~igation, 111ay induce rutting subgrade soils. Problelns may also arise because
of lack of moisture in native and fi) 1 soils at time of placement This w.i 11 require addition of water to
acb ieve near optin1unl 1110isture levels~ Low cohesi ve soi Is exposed in excavations nlay become friable,
increasing chances of sloughing or caving. Measures to control excessive dust should be considered as part
of the overall health and safety nlanagement plan.
Wet Weather:
If construction is to be conducted during what is considered "Wet" seasonal conditions (colnmonly [ronl
lllid-Novenlber to April), problen1s associated with soft soi.ls mu.st be considered as part of the construction
plan. During this tinle of year, fine-grained soils such as silts and clays will become unstable with increased
nloisture contenC and eventually defonn or rut. Additionally, constant low ten1peratures reduce the
possibili ty of dryi ng soi Is to near optinlUI11 conditions.
Frozen Subgrade Soils:
Frozen subgrade soils must be allowed to thaw or may be stripped prior to placeOlent of structural fill
111aterials or foundation elements. Frozen soils must be removed to depths that expose non-frozen soils and
wasted or stockpiled for later use. These soils Inust be allowed to thaw and return to near optinlun1
conditions prior to use as structural filL
S tru ctu ra I Fill:
Soi.ls regarded as suitable for use as structural fill are those classified as GW, GP, GM, SW, SP, 8M, and
ML, in accordance with the Unified Soil Classification System (USeS) (ASTM D 2487). The use of silty
soils (USeS designation of OM, 8M, and ML) as fill may be acceptabl.e~ However, these materials require
very high moisture contents for cOll1paction 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 mo-isture content, lift thickness,
and conlpactive effort becomes difficult to control~ If silty soil is used for structural fill, lift thicknesses
should not exceed 6 inches (loose), and fill material moisture must be closely monitored at both the working
elevation and the elevations of materials already placed. Following placement, silty soils must be protected
fron1 degradation resulting frol11 construction traffic or sllbsequent construction~
Copyright @ 2006 Materials Testing & Inspection, Inc.
7446 W. Lemhi St. · Boisel 10 83709 · (208) 376-4748 · Fax (208) 322-6515
E-MaiJ mti @mti~id.com · www.mti-id.com
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MATERIALS
TeSTING &
INSPECTION
January 16, 2006
Page # 130f27
o Environmental Services
o Geotechnical Engineering
o Co nst ru cti 0 n M ate rials T estj ng
o S pecia I 1 ns pectio ns
r:\boise\2005 reports\ 1600-1799\b5171 1 g\b51711 geotech.doc
ReCOilllnended granular structural fill materials, those classified as GW, GP, SW, SP, should consist of a-6
inch n1inus select, clean, granular soil with no more than 30% oversize (greater than 'l4 inch) material and no
Inore than 12% fines (less than #200) and placed in layers not to exceed 9 inches in thickness. Prior to
placenlent 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
lTIoisture content prior to cOlnpaction. For structural fill below footings, areas of compacted backfill must
extend outside the perimeter of the footing for a distance equal to tIle 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
deterolined by ASTM D 1557 (for rigid structures) or D 698 (for flexible pavements). The ASTM D 1557
and D 698 test nlethods shall be used for salnples containing up to 40% oversize particles (greater than 34
inch). If ll1aterial contains 1110re than 40% but less than 500/0 oversize particles, conlpaction of fill shall be
confirmed by proof-rolling each lift with a lO-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 th.e I1taxinlum density or ubreak
over" point The nUI11ber of required passes shall be used as the requirement on the remainder of fill
placenlent. Material shalJ contain sufficient fines to fill all void spaces, and shall not contain more than 50%
oversize particles.
Backfi II:
Backfill materials shall ascribe to the requirements of structural fill except that the maxinlum material size
shall be 4 inches. In no case shall nlaterial greater than 2 inches in diameter bear directly on structural
elen1ents. Placing oversized material against rigid surfaces interferes with proper compaction. Backfill
should be cOTI1pacted in accordance with specifications for structural fill, except in those areas where it is
deternlined that future settlenlent is not a concern, such as planter areas. In .nonstructural areas, backfilllnust
be c0l11pacted to a firol and unyielding condition.
Excavations:
Shallow excavations that do not exceed 4 feet in depth may be constructed with side slopes approaching
vertical. Below tllis depth, it is recolnnlended that slopes be constructed in accordance with Occupational
Safety and Health Administration (OSHA) regulations, section 1926, subpart P. Based on these regulations,
on-site s011s are classified as type "C" soil, and excavations within these soil should be constructed at a
1l1axinlunl slope of 1 Y2 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 reqllire additional analysis. Note that these slope angles are considered
stable for short-ternl conditions only'! and will not be stable for long-teml conditions.
Copyright @ 2006 Materials Testing & Inspectjon~ Inc.
7446 W. Lemhi St. · Boise, 10 83709 · (208) 376-4748 · Fax (208) 322-6515
E-MaiJ mti @ mti-id&com · www.mti-id.com
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MATeRIALS
TeSTING 6-
INSPECTION
January 16, 2006
Page # 140f27
o Environmental Services
o Geotechnical Engineering
o Co nstru cti 0 n M ate riajs T esti n 9
o Specia I [ns p ecti ons
r;\boise\2005 reports\ 1600-1799\b51711 g\b51711 geotech.doc
S.hallow, moderately cemented silty sand encountered through mucll of the site may cause difficulties during
foundation developnlent and utility placelnent These soils typically extended through depths of 4~2 to 7~3
feet For deep excavations, native granular soils cannot be expected to remain in position. These materials
are prone to failure and Inay collapse~ thereby ullderrnining upper soils layers. This is especially true when
working at depths near the water table~ Proper care luust be taken to protect personnel and equipnlent
During OUf subsurface exploration, test pit sidewalls generally exhibited little indication of collapse~
However, SOl1le 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 ShOllld be renloved from these excavations prior to placement of fill soils or concrete.
Groundwater Control:
Groundwater was encountered i.n the investigation, but is anticipated to be below the depth of Ill0st
constluction~ However, excavations advanced below the water table will require a dewatering .program~ It
ll1ay be possible to discharge dewatering effluent to reolote portions of the site or to a strategically located
SU111P or pit This will essentially recycle effluent, thus elinlinating the need to enter into agreements with
local drainage authorities. Should the scope of the proposed project change, MTI should be contacted to
provide 1110re detailed groundwater control measures~
Special precautions may be required for control of surface runoff and subsurface seepage in generaL It is
reCOlTIlnended that runoff caused by wet weather be directed away from open excavations~ On-site silty or
clayey soils can be expected to beconle 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
Inethods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or installation of a
French-drain systenl~ Additionally, tenlporary or permanent driveway sectiol1S Inay be constructed should
wet weather be forecast.
GEN.ERAL COMMENTS
When plans and specifications are cOlnplete, or if significant changes are made in the character or location of
the proposed structures, consultation s110uld be arranged as supplementary reconlmendations 111ay be
required~ It is reconlnlended 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 lneet cOll1paction
requiren1ents~ Monitoring and testing should also be perfomled to verify that suitable materials are used for
structural fill and that proper placement and con1paction is perfornled~
Copyright @ 2006 Materials Testing & Inspection, Inc.
7446 W. Lemhi St. · Boise, 10 83709 · (208) 376-4748 · Fax (208) 322-6515
E-Mail mti @ mti-id.com · www.mti-jd.com
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MATERIALS
TeSTING &
INSPECTION
January 16, 2006
Page # 150f27
o EnvironmentaJ Services
o Geotechnical Engineering
o Construction Materials Testing
o Spec i al I nspecti ons
r:\boise\2005 reports\ 160Q-1799\b51711 g\b51711 geotech.doc
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REFERENCES
American Society for Testing Materials, 1999, Standard Test Method for Materials Finer than 75-J-Lm (No.
200) Sieve in Mineral Aggregates by Washing: C 117 - 95, 3 .p.
American Society for Testing Materials, 1999, Standard Test Method for Sieve Analys.is of Fine and Coarse
Aggregates: C 136 - 96a, 5 p.
Anlerican 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~
, ~
. J Collett, R.A., 1980, Soil Survey of Ada County Area, Idaho: US Department of Agriculture, Soil
Conservation Service, 327 p.
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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 @ 2006 Materials Testing & Inspection) Inc.
7446 W. Lemh i St. · Boise, 10 83709 · (208) 376-4748 · Fax (208) 322-6515
E-Mail mti @ mti-id.com · www.mti-id.com
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MATERIALS
TeSTING &
INSPECTION
January 16, 2006
Page # 160f27
o Envi ro n menta! Se rvices
o Geotechnical Engineering
o Co nstructio n M ate ri a Is T esti n 9
o Special Inspections
r:\boise\2005 repol1s\ 160Q-1799\b51 711 g\b5 ] 711 geotech.doc
APPENDIX
GEOTECHNICAL GENERAL NOTES
UNIFIED SOIL CLASSIFICATION SYSTEM
GEOTECHNICAL TEST PIT LOGS
PAVEMENT THICKNESS DESIGN SHEETS
SITE MAP PLATES
Copyright @ 2006 Materials Testing & Inspection, Inc.
7446 W. Lem hi S1. · Boise, 10 83709 · (208) 376-4748 · Fax (208) 322-6515
E-Mai r mti @ mti-id. com · www.mti..id.com
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TeSTING &
INSPECTION
January 16, 2006
Page # 17of27
o Envj ran 11le nta I Se rv ices
o Geotechnicaj Engineering
o Constructio n Materia Is T esti n 9
o Speciat Jnspections
r:\boise\2005 reports\] 600-1 799\b517] 1 g\b51711 geotech.doc
GEOTECHNICAL GENERAL NOTES
SOIL PROPERTY SYMBOLS
N: Standard tFN rr penetration: B lows per foot of a 140 pound han1mer falling 30'1 on a 2" 0.0. SS.
Qu : Unconfined compressive strength, tons/ft2
Qp: Pen.etron1eter value, unconfined conlpressive strength, tons/ft2
Qc: Cone Penetronleter value, unconfined conlpressive strength, pounds/in2
V: Vane value, ultin1ate sllearing strength, tons/ft2
M: Water content, %
LL: Liqu i d Li 111 it
PI: Plasticity Index
NP: Non-Plastic
D: Natural dry density, Ibs/ft3
WT: Apparent groundwater level (at time noted after completion).
DRILLING AND SAMPLING SYMBOLS
ss: Split-Spoon - 1 3/8" I.D., 21t G.D., except wllere noted.
ST: Shel by Tube - 3 tt O.D., except where noted.
AU: Auger San1ple.
DB: Dian10nd Bit.
CB: Carbide Bit.
GS: Grab Salnple.
RELA TIVE DENSITY AND CONSIST.ENCY CLASSIFICATION
Non-Cohesive Soils Standard Penetration Cohesive Soils Standard Penetration
Resistance Resistance
Very Loose <4 VelY Soft <2
Loose 4-10 Soft 2-4
Mediull1 Dense 10-30 FirlTI (Mediunl Stiff) 4-8
Dense 30-50 Stiff 8-15
Very Dense >50 Very Stiff 15-30
Hard >30
PARTICLE SIZE
Boulders
Cobbles
Gravel
12in.+
1 2 in. to 3 in.
3 in. to 5 llln1
Coarse Sand
Medium Sand
Fine Sand
5 111111 to 0.6 n101
0.6 n1111 to 0.2 01111
0.2 mnl to 0.074 11101
Silts
Clays
0.074 111111 to 0.005 nlnl
0.005 n1nl & Snlaller
Copyright @ 2006 Materials Testing & Inspection, Inc.
7446 W. Lemhi St. · Boise, ro 83709 · (208) 376-4748 · Fax (208) 322-6515
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January 16) 2006
Page# 180f27
o E nvi ran mental S ervl ces
o Geotech n i ca I E ngi nee ri ng
o Construction Materials Testing
o S pecia I t ns pectio ns
r:\boise\2005 reports\ 1600-] 799\b51711 g\b5 171 J geotech.doc
Unified Soil Classification System
M.ajor Synlbol Soil Descriptions
Divisions
Well-graded gravels, gravel-sand mixtures, little or no fines
Gravel OW
and Poorly-graded gravels, gravel-sand mixtures, little or no fines
Gravelly OP
So ils Silty gravels, Poorly-graded gravel-sand-silt mixtures
<50% GM
coarse fraction Clayey gravels, Poorly-graded gravel-sand-clay mixtures
passes #4 sieve GC
Coarse Well-graded sands, gravelly sands, little or no fines
Grained Sand SW
Soi Is and Poorly-graded sands, gravelly sands, little or no fines
<50% Sandy SP
passes Soi Is Silty sands, Poorly-graded sand-gravel-silt n1ixtures
#200 sieve >50% 8M
coarse fraction Clayey sands, Poorly-graded sand-gravel-clay mixtures
passes #4 sieve SC
Inorganic silts & very fine sands, silty or clayey fine sands,
S i Its ML clayey si Its
and Inorganic clays of low to medium plasticity, gravelly clays, sandy
Clays CL clays, silty clays, lean clays
Fine LL < 50 Organic silts and organic silt-clays of low plasticity
Grained OL
Soils Inorganic silts, micaceous or diatomaceous fine sand or silt
>500/0 S i Its MH
passes and Inorganic clays oflligh plasticity, fat clays
#200 sieve Clays CH
LL > 50 Organic silts and clays of medium-to-high plasticity
OR
Highly Organic Soils Peat, humus, hydric soils with high organic content
PT
Copyright @ 2006 Materials Testing & Inspection, Inc.
7446 W. Lemhi St. · Boise, ro 83709 · (208) 376-4748 · Fax (208) 322-6515
E -Maj I mti @ mti-j d. com · www.mti~jd.com
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MATERIALS
TeSTING &
INSPECTION
January 16, 2006
Page# 190f27
o E nvi ro 11 mental Se rvices
o Geotechnical Engjneering
o Construction Materials Testing
o Special Inspections
r:\bojse\2005 reports\ 160Q-1799\b51 711 g\b51 711 geotech.doc
GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP-l Date Advanced: 01/03/06
Excavated By: Econolny Excavation
Depth to Water Table: 13.0 Feet
Logged By: Esther Miramontes
Location.: See Later Site Map Plates
Depth to Bottom Of Hole: 13.9 Feet
Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test
(Feet) and Sediment Classification Type (From-To) ID
Borderline Silt/Silty Lean Clay
O~O-1.3 (ML/CL): Dark brown, slightly
1110ist to nloist, stiff, l1Jith fine- as 0-0.5 1.2- 1. ~ 5 A
grained sand.
- Organics to 1 (oot.
Celnented Silty Sand (8M): Light
1.3-4.2 brown, dlY to slightl)) InoistJ dense,
111oderalel)1 cen1-ented throughout,
with fine to !ned/tun-grained sand.
Poorly Graded Sandy Gravel
4~2-13.9 (GP): Light broHJ!1 to yellowish-
brown, slightly Ill.aist to saturated,
nlediunz dense to dense, with
lJ1-ediu111-grained sand and 8-inch
/1zinus i1nbricated cobbles.
Lab Test ID M LL PI Sieve Analysis
- % - - #4 #10 #40 #100 #200
A 23.1 44 21 100 100 97 93 88.6
Copyright @ 2006 Materials Testing & Inspection~ Inc.
7446 W. Lemhi St. · Boise, 10 83709 · (208) 376-4748 · Fax (208) 322-6515
E-MaiJ mti @ mti-id.com · www.mti-id.com
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MATeRIALS
TeSTING &
INSPECTION
January I 6) 2006
Page # 200f27
DEn vi ran me ntai Se rvices
o G eotech n ical En 9 in ee ri n g
o Constructio n M atsria Is T esti n 9
o Special inspections
r:\boise\2005 reports\ 160Q-1799\b51 711 g\b51711 geotech.doc
GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP-2 Date Adval1ced: 01/03/06
Excavated By: Economy Excavation
:Oepth to Water Table: 12.5 Feet
Logged By: Esther Miramontes
Location: See Later Site Map Plates
Depth to Bottom Of Hole: 12.9 Feet
Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test
(Feet) and Sediment Classification Type (From-To) ID
Borderline Silt/Silty .Lean Clay
0.0-1..8 (ML/CL): Dark brovvn, slightly
Inoist to Inoist~ J1zediLUn stiff to stiff; 1.0-1.5
lvith fine-grained sand.
- Orte;anics to I foot.
Cemented Silty Sand (8M): Brown
1.8-5.9 to light brown, slightly In.oist. dense,
lnoderately celnented throughout,
l1Jith fine to nlediuln-gralned sand.
Poorly Graded Sandy Gravel
5.9-12.9 (GP): Light bro1-vn to yellowish-
brown, slightly Inoist to saturated,
lnediu/11 dense to dense, with
I1zediul1'l-grained sand and 8-inch
111 in us inzbricaled cobbles.
Copyright @ 2006 Materials Testing & Inspection, Inc.
7446 W. Lemhi St · Boise~ 1083709 · (208) 376R4748 · Fax (208) 322-6515
EM Mail mti @ mti~ jd. com · www ~ mti-id. com
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MATERIALS
TeSTING &
INSPECTION
January 16) 2006
Page # 21 of27
o Environmental Services
o Geotech n ical En g i nee ri n 9
o Construction rv1aterjals Testing
o Special Ins p ecti ons
r:\boise\2005 reports\ 1 600-1 799\b5 J 7] 1 g\b517 j 1 geotech.doc
GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP-3 Date Advanced: 01/03/06
Excavated By: EcononlY Excavation
Depth to Water Table: 12.7 Feet
Logged By: Esther Miramontes
Location: See Later Site Map Plates
Depth to Bottom Of Hole: 13.4 Feet
J,
1
Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test
(Feet) and Sediment Classification Type (From-To) ID
Borderline Silt/Silty Lean Clay
0.0-2.1 (ML/CL): Dark brown, slightly
111oist, nlediu111 stiff"to stiff, withjine- GS 0.5-1.0 0.7-1.2 B
grained sand.
- Organics to 1 (DOt.
Cemented Silty Sand (8M): Light
2.1-7.0 brown, dry to slightly 112oist, dense,
1120derately celnented throughout,
with fine to J1zediuJ1z-J;rained sand.
Poorly Graded Sandy Gravel
7.0- 13 c 4 (GP): Light brown to yellowish-
brown, slightly ,nois! to saturated,
I1tediuJ11 dense to dense, with
111.ediul1z-grained sand and 8-inch
l11.inus inzbricated cobbles.
Lab Test ID M LL PI Sieve Anal) sis
- % - - #4 #10 #40 #100 #200
B 24.2 40 15 100 100 99 94 89.9
Copyright @ 2006 Materials Testing & Inspection~ Inc.
7446 W. Lemhi St. · Boise, 10 83709 · (208) 376~4748 · Fax (208) 322-6515
E-Mail mtr@ mti~id.com · www.mti-id.com
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MATERIALS
TeSTING &-
INSPECTION
January 16, 2006
Page # 22 of 27
o Environmental Services
o G eotech n iea I E ngj ne e ri n 9
o Con structi on Mate ri als T esti ng
o Special rnspections
r:\boise\2005 reports\ 160Q-1799\b51 711 g\b51711 geotech.doc
GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP-4 Date Advanced: 01/03/06
Excavated By: Economy Excavation
Depth to Water Table: 13.0 Feet
Logged By: Esther Miramontes
Location: See Later Site Map Plates
Depth to Bottom Of Hole: 13.8 Feet
Depth Field Description, w/USCS Soil Sam pIe Sample Depth Qp Lab Test
(Feet) and Sediment Classification Type (From-To) ID
Borderline Silt/Silty .Lean Clay
O~O-l.8 (ML/CL): Dark brown. slightly
1110ist to Inoist, stifJ with fine- 1 ~5-1 ~8
grained sand.
- Or~anics to J foot.
Cemented Silty Sand (8M): Light
1.8-5.9 brown, dJY to slightly Jl1oist, dense,
1110derately to strongly celnented
throughout, with .fine to lnediunz-
grained sand.
Poorly Graded Sandy Gravel
5.9-13.8 (CP): Light brown to )lellowish-
brown, slightly l110ist to saturated,
Inediuln dense to dense, with
nzediu111-grained sand and 8-inch
ntinus ilnbricated cobbles.
Copyright @ 2006 Materials Testing & Inspection, Inc.
7446 W. Lemhi 81. · Boise, to 83709 · (208) 376~4748 · Fax (208) 322-6515
E-Mail mti@mti-id.com · www.mti~id.com
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MATERIALS
TeSTING 6-
INSPECTION
January 16, 2006
Page # 23 of 27
o Environmental Services
o G eotech n i ca! En gi nee ri ng
o Con struction Mate ri al s T esti ng
o S peci a! Ins pectio n s
r:\boise\2005 repolts\ 160Q-1799\b51711 g\b5171I geotech.doc
GEOTECHNICAL
INVESTIGA TION
TEST PIT LOG
Test Pit Log #; TP-5 Date Advanced: 01/03/06
Excavated By: Economy Excavation
Depth to Water Table: 13.1 Feet
Logged By: Esther Miramontes
Location: See Later Site Map Plates
Depth to Bottom Of Hole: 14.2 Feet
Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test
(Feet) and Sediment Classification Type (From-To) ID
Borderline Silt/Silty Lean Clay
o . 0- 1 .9 (ML/CL): Dark brown, slightl)}
n1oist, st~ff; }vith .fine-grained sand. I .2-1.4
- Organics to J foot.
Cemented Silty Sand (8M): Light
1.9- 7.3 brown, dlY to slightly lJ1oist, dense,
/noderately cenlented throughout,
with fine to 111ediunt-Rrained sand.
Poorly Graded Sandy Gravel
7.3-14.2 (GP): Reddish-brown to ))ellowish-
brow/11 slightly nzoist to saturatedt
lnediul11 dense to dense, with
l1zeditun-grained sand and 8-inch
J1zinus intbricated cobbles.
Copyright @ 2006 Materials Testing & Inspection, Inc.
7446 W. Lemhi St. · Boise, ro 83709 · (208) 376-4748 · Fax (208) 322-6515
E-Mail mti @ mti-id.com · www.mti..jd.com
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MATERIALS
TeSTING &
INSpeCTION
January 16, 2006
Page # 240f27
o Environmental Services
o Geotechnical Engineering
o Co nstructi 0 n M ate riaJs T esti n g
o Special Jnspections
r:\boise\2005 reports\ 160Q-1799\b5 1711 g\b51711 geotech.doc
GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP-6 Date Advanced: 01/03/06
Excavated By: Economy Excavation
Depth to Water Table: 12.8 Feet
Logged By: Esther Miramontes
Location: See Later Site Map Plates
Depth to Bottoln GfRole: 13.7 Feet
Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test
(Feet) and Sediment Classification Type (From-To) ID
Borderline Silt/Silty Lean Clay
O~O-2~ 1 (ML/CL): Dark brown, slightl)l
111oist, st[ff, with fine-grained sand. GS O~O-O~5 1~3-1.7 C
- Organics to 1 foot.
Cemented Silty Sand (8M): Light
2~1-6.7 brown, dJY to slightly I1loist, dense,
lnoderately to strongly cenzented
throughout, with fine to ntediunl-
[{rained sand.
Poorly Graded Sandy Gravel
6.7-13~7 (GP): Reddish-brown to yellowish-
brown, slightly 1110ist to saturated,
JnediuJ11 dense to densej with
Inediuln-grained sand and 8-inch
IJ1inus inlbricated cobbles.
.Lab Test ID M LL PI Sieve Anal) sis
- % - - #4 #10 #40 #100 #200
C 23~9 36 13 100 99 96 92 87.2
Copyright @ 2006 Materials Testing & Inspection, Inc.
7446 W. Lemhi St. · Boise, 10 83709 · (208) 376-4748 . Fax (208) 322-6515
E..Mail mtj@mti-id.com · www.mti~id.com
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MATERIALS
TeSTING &
INSPECTION
January 16, 2006
Page # 25of27
o Environmental Services
o Geotechnical Engineering
o Construction Materials Testing
o Special Inspections
r~\boise\2005 reports\ 1600-1799\b51711 g\b51711 geotech.doc
GEOTECHNICAL
INVESTIGA TION
TEST PIT LOG
Test Pit Log #: TP-7 Date Advanced: 01/03/06
Excavated By: Economy Excavation
Depth to Water Table: 13.0 Feet
Logged By: Esther Miramontes
Location: See Later Site Map Plates
Depth to Bottom Of Hole: 14.1 Feet
Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test
(Feet) and Sediment Classification Type (Froln-To) ID
Borderline Silt/Silty Lean Clay
0.0-2.3 (ML/CL): Dark brown, slightly
J11oist, st!ff: with.line-grained sand. Bulk O~O-O~5 1.4- 1 . 8 R-Value
- Or~al1ics to J JOOl.
Cemented Silty Sand (SM): Light
2.3-5~5 brown, dlY to slightly lnoist, dense,
/1zoderately to strongly celnented
throughout, with fine to Inediunl-
grained sand.
Poorly Graded Sandy Gravel
5~5-14.1 (GP): Reddish-brolvn to yellowish-
brown, slightl)) 1170ist to saturated,
n1ediuI11 dense to dense, lvith
Inediuln-grained sand and 8-inch
l11.inus il11bricated cobbles.
Copyright @ 2006 Materials Testing & Inspection, Inc.
7446 W. Lemhi S1. · Bojse~ 10 83709 · (208) 376-4748 · Fax (208) 322-6515
E-Mail mti@mti-id.com · www.mtj-id.com
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MATERIALS
TeSTING &
INSPECTION
January 16, 2006
Page # 26 of 27
o E nvi ran me ntaJ Se rvices
o Geotechnical Engineering
o Special Inspections
o Construction Materials Testing
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r:\boise\2005 reports\ 1600-1 799\b51711 g\b5171 I geotech.doc
IDAHO METHOD - PAVEMENT THICKNESS
(USING ADA COUNTY HIGHWAY DISTRICT SUBSTITUTION RATIOS)
Pave me n t Seeti 0 n Oesi gn Loca ti 0 n: Lawson Su bd i vision Deve 1 opmen t
Average Daily Trat'tic Count:
Design Life:
Traffic Index:
I
Climate Factor:
Subgrade CBR Value:
r' -1
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R~Value of Aggregate Base:
R- Value of Granular Borrow:
Subgrade R-Valuc:
Expansion PI+essure of Subgrndc:
Unit \Veight of Base Matcrinls:
. Total Design Li re 18 kip ESA L ts:
ASPI-IAL TIC CONCRETE:
Cravel Equivalent, Culculntcd:
Thickn ess:
Gravel Equivalent, ACTUAL:
CRUSH EO AGGREGATE BASE:
Gravel Eq uivalent (Ballast):
Th ickness:
Gravel Eq u ivaI en t, A CTU A L:
GRANULAR BORROW:
Gravel Equivalent (Ballast):
Thickness:
Gravel Equivalent.. ACTUAL:
TOT A L Tit ickn ess:
Th ickncss Req ui red by Exp. Press u rc =
Asp h a I ti ceo ncrete (a t least 2.5):
Asphalt Treated Base (at least 4.2):
Cement Treated Base (at least 4.2):
Un t rea ted A ggrega te Bnse (a t I ens t 4.2):
Granular Borrow (at le3st 4~2):
] 50 All Lanes & Both Directjons
20 Years
6.00
R-Value of Subgradc:
S u bgrade M r:
9.00
80
60
9
0.33
130
33} t 3l
0.384 Feet
O. 196923077
O.4l
Use = 0.208
Feet
0.768 (if only aggregate base is to be considered change B 14 to 815)
0.329 I Use = 0.333 Feet
0.772
J .747
0.975
1.772
Use = I
Fcet
J.541
0.366 This number nlust be less than TOTAL Thickness
Design (ACHD Values)
Depth Substitution
I n cites Ra lios
2.50 1.95 (ACHD minimums: 2.5 for local & 3 for art.lco]]ector)
0.00
0.00
4.00 LID
12.00 l.OO
Copyright @ 2006 Materials Testing & rnspection~ Inc.
7446 W. Lemhi 81. · Boiset JD 83709 · (208) 376-4748 · Fax (208) 322-6515
E-Mai f mti @ mti-id. com · www.mti-id.com
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MATERIALS
TeSTING &
INSPECTION
January 16, 2006
Page # 270f27
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o Environmental Services
o G eotech n icai En g [nee ri n 9
o Con structi on Materials T esti n 9
o S peci al J nspecti ons
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RESISTANCE "R" VALUE LABORATORY TEST DATA
'1
TP-7 0-0.5 Feet
J anuar 03, 2006
4372
ASTM D75: X
ASTM D2844:
AASHTO T2:
AASHTO T190:
AASHTO T87:
Idaho T8: X
ASTM 0421: X
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12.7
0.30
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12
B
104.9
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0.12
264
10
C
102.4
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0.06
94
7
R- Value @ 200 psi Exudation Pressure = 9
R-Value @ Exudation Pressure
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190
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7446 W. Lemhi Sf. · Boise, 10 83709 · (208) 376-4748 · Fax (208) 322-6515
E-Mail mti @ mti-id. com · www.mti-id.com
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MATERIALS
TeSTING &
INSPECTION
7446 W. lemhi Sl 208 37&4748
Boiset !D 83 709-2835 Fax~ 208 322.a515
mti@mti-id.com
West Chinden Boulevard
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Lawson division
Chjnden Boulevard & Brack Cat Road
Merldja n f J D
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NOTES:
· Not to Scale
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Site Boundary
Test Pit
Drawn by: EM
January 16t 2006
Drawing: 851711 9