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GEOTECHNICAL ENGINEERING REPORT
of
Una Mas - Ustick Project
Usticic and Eagle Roads
Meridian, Idaho
Prepared for:
Hansen -Rice, Inc.
1717 Chisholm Drive
Nampa, Idaho 83G87
RECEIVED
OCT 27 2005
HANSEN-RICE, INC.
MTI File Number BS1438g
7446 W. Lemhi St, • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515
E-Mail mti®mti-id.com • www.mti-id.com
CyMATERIALS
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Page # 1 of 30
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Mr. Kelly Patrick
Hansen -Rice, Inc.
1717 Chisholm Drive
Nampa, Idaho 83687
(208) 442-4226
Gentlemen:
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Re: Geotechnical Engineering Report
Una Mas — Ustick Project
Ustick and Eagle Roads
Meridian, Idaho
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 13 October 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 conceming soil
conditions. We would be pleased to continue our role as geotechnical engineers during project
implementation. MTI also has great interest in providing materials testing and special inspection services
during construction of this project. If you will advise us of the appropriate time to discuss these engineering
services, we will be pleased to meet with you at your convenience.
We appreciate this opportunity to be of service to you and we look forward to working with you in the future.
If you have questions please call us at (208) 376-4748. �pFESSlO
Tesse Barrus, E.I.T.
Staff Engineer
Inc.
AA r
ev'e a oe
Geotechnical Services M 6
9 s :-JA
Reviewed by Michael G. Woodwotl�,P E i'
Geotechnical Engineer - ----
Copyright' 2005 Materials Testing & Inspection, Inc.
7446 W. Lemhi St. - Boise, ID 83709 - (208) 376-4748 - Fax (208) 322-6515
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Warranty And Limiting Conditions:
Field observations and research reported herein are considered sufficient in detail and scope to form a
reasonable basis for the purposes cited above. MTI warrants that findings and conclusions contained herein
have been promulgated in accordance with generally accepted professional engineering practice in the fields
of foundation engineering, soil mechanics and engineering geology, only for the site and project described in
this report.
These 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 are 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 Hansen -Rice, Inc. and their
retained design consultants ("Client"). Conclusions and recommendations presented in this report are based
upon agreed -upon scope of work outlined in the report and Contract for Professional Services between Client
and Materials Testing and Inspection, Inc. ("Consultant"). Use or misuse of this report, or reliance upon
findings hereof by parties other than the Client, is at their own risk. Neither Client nor Consultant make
representation of warranty to such other parties as to accuracy or completeness of this report or suitability of
its use by such other parties for purposes whatever, known or unknown to Client or Consultant. Neither
Client nor Consultant shall have liability to, or indemnifies or holds harmless third parties for losses incurred
by actual or purported use or misuse of this report. No other warranties are implied or expressed.
General:
Revisions in plans and or drawings for the proposed structures from those enumerated in this report should
be brought to the attention of the soils engineer to 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.
Copyright' 2005 Materials Testing & Inspection, Inc.
7446 W. Lemhi St. • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515
E-Mail mtl@mti-id.com • www.mti-id.com
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DESCRIPTION OF SITE
Site Access:
Access to the site may be gained via Interstate 84 to the Eagle Road exit. Proceed north on Eagle Road
approximately 3 miles to its intersection with East Ustick Road and turn east. The parcel is located at 3475
East Ustick Road. Presently the site exists as undeveloped pastureland with a residence and associated
outbuildings fronting East Ustick Road. 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.
Geologic data published for the area indicated that bedrock is typically encountered at a depth of
approximately 100 feet beneath the soil surface (Othberg and Stanford, 1992).
Site Topography, Drainage And Vegetation:
The proposed development consists of approximately 10 acres of relatively flat terrain. The surface exhibits
fide grained soils throughout the majority of the site. Regional drainage is north and west toward the Boise
River. Stormwater drainage for the site is achieved by percolation through surficial soils. The area will not
receive significant off -site drainage. Vegetation throughout the area consists primarily of irrigated pasture
grasses.
Copyright ' 2005 Materials Testing & Inspection, Inc.
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Site Climatology And Geochemistry:
Average precipitation for the region is on the order of 10 to 12 inches per year. Annual average temperature
range from 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:
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 I
instability, liquefaction, and surface rupture because of faulting or lateral spreading. Incidence and
anticipated acceleration of seismic activity in the area is low.
SOILS EXPLORATION
Exploration And Sampling Procedures:
The field exploration to determine engineering characteristics of subsurface materials included a
reconnaissance of the project site and investigation by test pit. Test pit sites were located in the field by
means of normal taping procedures from on -site features or known locations and are presumed to be accurate
to within a few feet. Upon completion of investigation each test pit was backfilled in with loose excavated
materials. "These loose areas need to be re -excavated and compacted prior to constructing structures over
them.
Samples were obtained from representative soil strata encountered in test pits. Samples obtained have been
visually classified in the field by an engineer, 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.
Copyright' 2005 Materials Testing & inspection, Inc
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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. Soil samples for California Bearing Ratio analysis (CBR-value) - ASTM designation D 1883, were
collected near projected roadways.
Soil And Sediment Profile:
Six test pits were advanced to depths of 6.3 to 15.3 feet across the site. The developed soil profile represents
only a generalized case. The following soils were not encountered in each test pit, but instead represent a
hypothesized profile as compiled from observations in each of the six test pits advanced:
Fat Clay (CH) and Lean Clay (CL) - These soils were encountered at the ground surface, consisting of
dark brown, dry to slightly moist, hard, fat and lean clay. Organic material was encountered to a depth of
approximately 6 to 8 inches. Clay soils were encountered to depths of 1.4 to 4.4 feet.
Sandy Silt (ML) and Clayey Gravel (GC)— Underlying the surficial clay soils is sandy silt and clayey
gravel. Clayey gravel was noted in test pit 3 only and classified as brown to reddish -brown, slightly moist,
and medium dense to dense. In the remaining test pits, light brown to brown, dry to slightly moist, very stiff
to hard, weak to moderate calcium carbonate cementation sandy silt is present. Sandy silt and clayey gravel
soils extend to depths of 3.4 to 6.0 feet.
Poorly Graded Sandy Gravel (GP) - Poorly graded sandy gravel sediments were present at depth
throughout the site. This sediment type classifies as light brown, dry to slightly moist, and medium dense to
dense, with 6 to 8 inch minus well rounded cobbles. This soil extended beyond termination depths.
Walls of each test pit were stable with the exception of those through native granular soils. Excavations
through granular soils 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. Ground supported improvements founded on clay soils (i.e.,
shallow foundations, slabs) will move in response to changes in soil moisture. Movement will be observed
as heave if construction occurs when the soils are relatively dry and will be observed as settlement if
construction occurs when the soils are relatively moist.
Copyright ° 2005 Materials Testing & Inspection, Inc.
7446 W. Lemhi St. - Boise, ID 83709 - (208) 376-4748 - Fax (208) 322-6515
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Given the presence of clay soils, proper grading is considered to be essential. Positive grades must be
maintained surrounding all structures, including exterior slabs. Soil surfaces should be sloped away from all
structures at a minimum of 5%. This should allow for positive drainage of surface water away from the
buildings. The interface of plant bedding materials and underlying soils should be graded to provide
drainage, otherwise, the bedding materials will pond water, exacerbating the potential for localized heave.
Over -watering of landscaping should be avoided.
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 to include 2 soils types. These soils types
consist of the Abo and Purdam silt loam soils. Specific soils characteristics defined by the USDA, have been
listed for each of these soils.
Abo silt loam: Moderately slow permeable, runoff is slow, erosion hazard is slightly.
Purdam silt loam: Moderately to very slow permeable, runoff is slow, 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. No groundwater was encountered.
SITE HYDROLOGY
General Notes:
Existing surface drainage conditions are defined in the Description of Site. Information provided in this
section is limited to observations made at the time of the investigation. Regional and/or local ordinances
may require information beyond the scope of this report.
Groundwater:
Groundwater was not encountered within the depths explored during the field investigation. Soil moistures
in the test pits were generally dry to slightly moist. However, during previous explorations performed within
approximately'/z mile of the project site, groundwater was encountered to depths of 18 to 21.5 feet.
Copyright ° 2005 Materials Testing & Inspection, Inc.
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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, previous projects done in the near area, 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 15 feet below the ground surface.
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, 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. Clayey gravel soils typically infiltrate at rates of 4 to 12 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.
All infiltration facilities constructed on -site should be extended into native sandy gravel sediments.
Excavation depths of approximately 3.4 to 6.0 feet should be anticipated to expose sandy gravel soils. In
addition, because of the high permeability, ASTM C 33 filter sand, or equivalent, should be incorporated into
design of infiltration facilities.
FOUNDATION, 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 applied bearing stress 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.
Copyright ' 2005 Materials Testing & Inspection, Inc.
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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.
Footing Depth
ASTM D 1557
Subgrade Compaction
Net Allowable Soils
Bearing Capacity
Footings must bear on competent, native, sandy
Not Required for
silt soils, gravel sediments, or compacted
Cemented Soil
2,500 lbs/ft2
structural fill. Existing clays and organics must
be completely removed from below all foundation
95% for Structural Fill
elements. Excavation depths ranging from 1.4 to
4.4 feet below the ground surface should be
anticipated to remove fat clay and organics.
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 1/2 inch. Objectionable soil types encountered at the bottom of footing excavations should be
removed and replaced with structural fill. Excessively loose or soft areas that are encountered in the footing
subgrade will require over -excavation and backfilling with structural fill. To minimize the effects of slight
differential movement that may occur because of variations in character of supporting soils, and in seasonal
moisture content, MTI recommends continuous footings be suitably reinforced to make them as rigid as
possible. For frost protection, the bottom of external footings should be 24 inches below finished grade.
Floor Slab -On -Grade:
Considering the presence of moderate to high plasticity clays, 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 are as follows:
3. Strip vegetation and excavate a minimum of 2 feet of existing clay, or to sufficient depths to expose
weakly to moderately cemented silt whichever is less. Following excavation, a sub -grade inspection is
recommended, and possible further excavation may be required.
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.
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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 % inch screen and no more than 10% of the aggregate shall pass the 4200 screen.
Maximum nominal aggregate size shall be 1/4 inches. A moisture retarder should be placed beneath floor
slabs to minimize potential ground moisture effects on floor coverings. The granular mat shall be compacted
to no less than 95% of maximum density as determined by ASTM D 1557.
Recommended Pavement Sections:
MTI has made assumptions for traffic loading variables based on the character of the proposed construction.
The Client should review these assumptions to make sure they reflect intended use and loading of pavements
both now and in the future. MTI collected a sample of near -surface soils for C.B.R. testing representative of
soils to depths of 2 feet below existing ground surface. This sample, consisting of fat clay (CH) collected
from test pit 3, yielded a C.B.R. value of 3. Swell of 2.0% was detected for this sample. The following
thicknesses are MR-IMUM THICKNESSES for assured pavement function. Results of the test are
graphically depicted in the Appendix.
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.
Copyright ' 2005 Materials Testing & Inspection, Inc.
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Pavement Section Component
Driveways and Parking, No Truck Access
Driveways and Parking, Truck Access
Asphaltic Concrete
2.5 Inches
3.0 Inches
Crushed Aggregate Base
4.0 Inches
6.0 Inches
Structural Sub -Base
10.0 Inches
14.0 Inches
Compacted Subgrade
Not Required
Not Required
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.
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. 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.
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CONSTRUCTION CONSIDERATIONS
Earthwork:
Recommendations in this report are based upon structural elements of the project being founded on
competent native sandy silt, gravels, or compacted structural fill. Structural areas should be stripped to an
elevation that exposes these soil types. Excessively organic soils, deleterious materials, and/or disturbed
soils generally undergo high volume changes when subjected to loads, which is detrimental to subgrade
behavior in the area of pavements, floor slabs, structural fills, and foundations. Mature trees, and thick
grasses with associated root systems were noted at the time of our investigation. It is recommended that
organic and/or disturbed soils, if encountered, be removed to depths of 1 foot (minimum), and wasted or
stockpiled for later use. Stripping depths should be adjusted in the field to assure that the entire root zone
and/or disturbed zone (plow depths) and/or topsoil is removed, prior to placement and compaction of
structural fill materials. Exact removal depths should be determined during grading operations by a qualified
geotechnical representative, and shall be based upon subgrade soil type, composition, and firmness or soil
stability. If any identified underground storage tanks (UST), below surface utilities, wells, or septic systems
are encountered, they must be decommissioned, removed or abandoned as deemed necessary by governing
Federal, State, and local agencies. Excavations developed as the result of such removal must be backfilled
with structural fill materials as defined below, and in the above section on Floor Slab -On -Grade.
After existing subgrade soils are excavated to design grade, proper control of subgrade conditions (i.e.,
moisture content) and placement and compaction of new fill (if required) should be overseen by a
representative of the soils engineer (MTI). Recommendations for structural fill presented within this report
can be used to minimize volume changes and differential settlements that are detrimental to the behavior of
footings, pavements, and floor slabs. Sufficient density tests should be performed to properly monitor
compaction. For structural fill beneath building structures one in -place density test per lift for every 5,000
square feet is recommended. In parking and driveway areas this can be decreased to one test per lift for every
10,000 square feet.
Dry Weather:
If construction is to be conducted during what is considered "Dry" seasonal conditions, problems associated
with soft soils may be avoided. However, shallow groundwater conditions, related to springtime runoff
and/or late summer/early fall irrigation, may induce rutting subgrade soils. 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.
Copyright ° 2005 Materials Testing & Inspection, Inc.
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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 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.
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 than3/4 inch) material and no
more than 12% fines (less than #200) and placed in layers not to exceed 12 inches in loose 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.
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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 3/4
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.
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 be constructed in accordance with Occupational
Safety and Health Administration (OSHA) regulations, section 1926, subpart P. Based on these regulations,
on -site soils are classified as type "C" soil, and excavations within these soil should be constructed at a
maximum slope of 1'/Z foot horizontal to 1 foot vertical (1%H:IV) for excavations up to 20 feet in height.
Excavations in excess of 20 feet will require additional analysis. Note that these slope angles are considered
stable for short-term conditions only, and will not be stable for long-term conditions
Shallow, cemented fine grained soils (caliche), encountered through much of the site, may cause difficulties
during foundation development and utility placement. These soils typically extended through depths of 3.4
to 6.0 feet. For deep excavations, native granular soils cannot be expected to remain in position. These
materials are prone to failure and may collapse, thereby undermining upper soils layers. This is especially
true when working at depths near the water table. Proper care must be taken to protect personnel and
equipment.
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During our subsurface exploration, test pit sidewalls generally exhibited little indication of collapse.
However, some caving of granular soils occurred. 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 not encountered in the investigation, and is anticipated to be below the depth of
construction. However, special precautions may be required for control of surface runoff and subsurface
seepage in general. It is recommended that runoff caused by wet weather be directed away from open
excavations. On -site silty or clayey soils can be expected to become soft and pump if subjected to excessive
traffic following periods of wet weather. Ponded surface water areas should be drained to allow construction
to take place through methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or
installation of a French -drain system. Additionally, temporary or permanent driveway sections may be
constructed should wet weather be forecast.
GENERAL COMMENTS
When plans and specifications are complete, or if significant changes are made in the character or location of
the proposed structures, 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 Materials Testing & Inspection, Inc.
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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 & Inspection, Inc.
7446 W. Lemhl St. • Boise, ID 83709 a (208) 376-4748 • Fax (208) 322-6515
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APPENDIX
GEOTECHNICAL GENERAL NOTES
UNIFIED SOIL CLASSIFICATION SYSTEM
GEOTECHNICAL TEST PIT LOGS
AASHTO PAVEMENT THICKNESS DESIGN SHEETS
SITE MAP PLATES
CBR TEST DATA
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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: Carbide Bit.
GS: Grab Sample.
RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION
Non -Cohesive Soils
Standard Penetration
Resistance
Cohesive Soils
Standard Penetration
Resistance
Very Loose
<4
Very Soft
<2
Loose
4-10
Soft
2-4
Medium Dense
10-30
Firm edium Stiff)
4-8
Dense
30-50
Stiff
8-15
Very Dense
>50
Very Stiff
15-30
Hard
>30
PARTICLE SIZE
Boulders 12 in. + Coarse Sand 5 mm to 0.6 mm Silts 0.074 min to 0.005 min
Cobbles 12 in. to 3 in. Medium Sand 0.6 min to 0.2 mm Clays 0.005 min & Smaller
Gravel 3 in. to 5 min Fine Sand 0.2 mm to 0.074 mm
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Unified Soil Classification System
Major
Symbol
Soil Descriptions
Divisions
Well -graded gravels, gravel -sand mixtures, little or no fines
Gravel
and
GW
Poorly -graded gravels, gravel -sand mixtures, little or no fines
Gravelly
Soils
GP
Silty gravels, Poorly -graded gravel -sand -silt mixtures
<50%
GM
Clayey gravels, Poorly -graded gravel -sand -clay mixtures
coarse fraction
passes #4 sieve
GC
Coarse
Well -graded sands, gravelly sands, little or no fines
Grained
Soils
Sand
and
SW
Poorly -graded sands, gravelly sands, little or no fines
<50%
passes
Sandy
Soils
SP
Silty sands, Poorly -graded sand -gravel -silt mixtures
#200 sieve
>50%
SM
Clayey sands, Poorly -graded sand -gravel -clay mixtures
coarse fraction
passes #4 sieve
SC
Inorganic silts & very fine sands, silty or clayey fine sands, clayey
Silts
and
ML
silts
Inorganic clays of low to medium plasticity, gravelly clays, sandy
Fine
Clays
LL < 50
CL
clays, sil 0-1a s, lean cla s
Organic silts and organic silt -clays of low plasticity
Grained
OL
Soils
Inorganic silts, micaceous or diatomaceous fine sand or silt
>50%
Silts
ME
Inorganic clays of high plasticity, fat clays
passes
and
#200 sieve
Clays
LL > 50
CH
Organic silts and clays of medium -to -high plasticity
OH
Highly Organic Soils
Peat, humus, hydric soils with high organic content
PT
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GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP-1 Date Advanced: 10/13/05 Logged By: Jesse Barrus, E.I.T.
Excavated By: Struclunan's Backhoe Service Location: See Later Site Map Plates
Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 15.3 Feet
Depth
Field Description, w/USCS Soil
Sample
Sample Depth
Qp
Lab Test
Feet
and Sediment Classification
Type
(From -To)
ID
Fat Clay (CH): Dark brown, dry,
GS
2.0-2.5 feet
4.5+
A
0.0-4.4
hard,
Roots in the upper 8 inches.
Sandy Silt (ML): Light brown, dry,
4.4-5.6
hard.
4 5+
Weak to moderate calcium
carbonate cementation throughout.
Poorly Graded Sandy Gravel
5.645.3
(GP): Light brown to reddish
brown, dry, medium dense to dense,
with 8 inch minus gravel.
Lab Test ID
M
LL
PI
Sieve Anal sis
_
%
_
_
#4
#10-1
#40
1 #100
1 #200
A
10.9
57
25
100
100
97
1 85
1 73.7
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GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP-2 Date Advanced: 10/13/05 Logged By: Jesse Barrus, E.I.T.
Excavated By: Struckman's Backhoe Service Location: See Later Site Map Plates
Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 8.6 Feet
Depth
Field Description, w/USCS Soil
Sample
Sample Depth
Qp
Lab Test
(Feet)
and Sediment Classification
Type
From -To
ID
Fat Clay (CH): Dark brown, dry,
0.0-1.9
hard.
4 5+
Roots in the upper 8 inches.
Sandy Silt (ML): Light brown, dry,
1.9-5.6
hard, with fine grained sand.
GS
3.6
4.5+
— Moderate calcium carbonate
cementation ftom 2.1-4.0 eet.
Poorly Graded Sandy Gravel
5.6-8.6
(GP): Light brown to reddish
brown, dry, medium dense to dense,
with 8 inch minus gravel.
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GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP-3 Date Advanced: 10/13/05 Logged By: Jesse Barrus, E.I.T.
Excavated By: Struckman's Backhoe Service Location: See Later Site Map Plates
Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 9.5 Feet
Description, w/USCS Soil
Sample
Sample Depth
Qp
Lab Test
FDepthField
and Sediment ClassificationT
e
From -To
ID
Fat Clay (CH): Light brown to
Bulk
0.5-1.5 feet
4.5+
CBR
brown, dry, hard.
Roots in the upper 8 inches.
Clayey Gravel (GC): Brown to
2.9-6.0
reddish brown, slightly moist,
medium dense to dense.
Poorly Graded Sandy Gravel
6.0-9.5
(GP): Brown to reddish brown,
slightly moist, medium dense to
dense, with 6 inch minus gravel.
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GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP-4 Date Advanced: 10/13/05 Logged By: Jesse Barrus, E.I.T.
Excavated By: Struckman's Backhoe Service Location: See Later Site Map Plates
Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 6.3 Feet
Depth
Field Description, w/USCS Soil
Sample ;
(Feet)
and Sediment Classification
Type
Lean Clay (CL): Dark brown, dry
0.0-1.5
to slightly moist, hard.
Roots in the upper 8 inches.
Sandy Silt (NIL): Light brown, dry,
1.5-3.4
very stiff to hard, with intermittent
calcium carbonate cementation
throughout.
Poorly Graded Sandy Gravel
3.4-6.3
(GP): Light brown, dry, medium
dense to dense, with 6 inch minus
gravel.
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GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP-5 Date Advanced: 10/13/05 Logged By: Jesse Barrus, E.I.T.
Excavated By: Struckman's Backhoe Service Location: See Later Site Map Plates
Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 8.2 Feet
Lab Test ID
M
LL
PI
Sieve Anal sis
_
%
-
-
#4
#10
#40
#100
#200
A
9.6
44
23
98
98
96
89
82.9
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GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP-6 Date Advanced: 10/13/05 Logged By: Jesse Barrus, E.I.T.
Excavated By: Struckman's Backhoe Service Location: See Later Site Map Plates
Depth to Water Table: Not Encountered Depth to Bottom Of Hole, 8.4 Feet
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AASHTO PAVEMENT THICKNESS
DESIGN PROCEDURES
Pavement Section Design Location: Una Mas - Ustick Project, No Truck Access
Average Daily Traffic Count:
121
All Lanes & Both Directions
Design Life:
20
Years
% of Traffic in Design Lane:
100%
Terminal Seviceability Index (Pt):
2.5
Level of Reliability:
95
Subgrade CBR Value:
3
Subgrade Mr:
4,500
Calculation of Design 18 lap ESALs
Daily
Growth
Load
Design
Traffic
Rate
Factors
ESAL's
Passenger Cars:
50
2.0%
0.0008
355
Buses:
1
2.0%
0.6806
6,036
Panel & Pickup Trucks:
5
2.0%
0.0122
541
2 Axle, 6 Tire Trucks:
5
2.0%
0.1890
8,381
Concrete Trucks:
0.0
2.0%
4.4800
0
Dump Trucks:
0
2.0%
3.6300
0
Tractor Semi Trailer Trucks:
1
2.0%
2.3719
21,035
Double Trailer Trucks
0
2.0%
2.3187
0
Heavy Tractor Trailer Combo Trucks:
0
2.0%
2,9760
0
Average Daily Traffic in Design Lane:
62
Total Design Life 18 kip ESAL's:
36,348
Actual Log (ESAL's):
4.560
Trial SN:
2.61
Trial Log (ESAL's):
4.572
This must be equal to or greater than the Actual Log (ESAL's)
Pavement Section Design SN:
2.61
This Number must be equal to or greater
than the trial. SN
Design
Depth
Structural
Drainage
Inches
Coefficient
Coefficient
Asphaltic Concrete:
2.50
0.42
n/a
Asphalt Treated Base:
0.00
0.25
n/a
Cement Treated Base:
0.00
0.17
n/a
Crushed Aggregate Base:
4.00
0.14
1.0
Pit Run Aggregate Subgrade:
10.00
0.10
1.0
Special Aggregate Subgrade:
0.00
0.09
0.9
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AASHTO PAVEMENT THICKNESS
DESIGN PROCEDURES
Pavement Section Design Location: Una Mas - Ustick, Truck Access
Average Daily Traffic Count: 86 All Lanes & Both Directions
Design Life: 20 Years
% of Traffic in Design Lane: 100%
Terminal Seviceability Index (Pt): 2.5
Level of Reliability: 95
Subgrade CBR Value: 3 Subgrade Mi r: 4,500
Calculation of Design 18 kip ESALs
Daily
Growth
Load
Design
Traffic
Rate
Factors
ESAL's
Passenger Cars:
28
2.0%
0.0008
199
Buses:
3
2.0%
0.6806
18,108
Panel & Pickup Trucks:
2
2.0%
0.0122
216
2 Axle, 6 Tire Trucks:
1
2.0%
0.1890
1,676
Concrete Trucks:
2
2.0%
4.4800
79,462
Dump Trucks:
0
2.0%
3.6300
0
Tractor Semi Trailer Trucks:
4
2.0%
2.3719
94,141
Double Trailer Trucks
2
2.0%
2.3187
41,127
Heavy Tractor Trailer Combo Trucks:
1
2.0%
2.9760
26,393
Average Daily Traffic in Design Lane:
43
Total Design Life 18 klp ESAL's:
251,322
Actual Log (ESAL's):
5.400
Trial SN:
3.50
Trial Log (ESAL's):
5.342
This must be equal to or greater than the Actual Log (ESAL's)
Pavement Section Design SN:
3.50
This Number must be
equal to or greater
than the trial SN
Design
Depth
Structural
Drainage
Inches
Coefficient
Coefficient
Asphaltic Concrete:
3.00
0.42
n/a
Asphalt Treated Base:
0.00
0.25
n/a
Cement Treated Base:
0.00
0.17
n/a
Crushed Aggregate Base:
6.00
0.14
1.0
Pit Run Aggregate Subgrade:
14.00
0.10
1.0
Coarse Aggregate Base:
0.00
0.12
0.9
Convriizht' 2005 Materials Testing & Inspection, Inc.
7446 W. Lemhi St. • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515
E-Mail mti®mti-id.com • www.mb-id.com
MATERIALS October 26, 2005
Page # 30 of 30
16 TESTING Be
INSPECTION
❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections
\\mtiserver2\boise\2005 reports\1400-1599\b51438g\una mas - ustick geotech.doc
C.B.R. DATA
Source and Description:
TP-3, 0.0'-1.5'
Date Obtained:
October 14, 2005
Sample ID:
4162
Soak Period & Swell:
96 Hours and 2.0%
Sample Prepared:
Moist: X
Dry:
Manual: X
Mechanical:
Sample Compaction:
AASHTO T 99:
ASTM D 698: X
AASHTO T 180: Method
ASTM D 1557: A
Sample Condition:
Soaked: X
Unsoaked:
Sample #1
Dial
#1 Depth #1
CBR
Reading
Load Inches psi
Value
0
0 0.000 0
2
31 0.025 10
4
49 0.050 16
6
68 0.075 23
8
87 0.100 29
3
10
106 0.125 35
11
116 0.150 39
13
135 0.175 45
15
154 0.200 51
3
19
192 0.300 64
3
24
239 0.400 80
3
27
267 0.500 89
3
Sample #:
1 2 3
CBR Value:
3 0 0
Dry Density:
91.6 0 0
% Compaction:
96.9% 0.0% 0.0%
Corrected CBR Value: 3 0 0
Load vs. Depth
80k...... _ ._. ..._. ..
t
Stress on 60
Piston (psi) 40 r , ' ....... .
20
0
0.00 0.10 0.20 0.30 0.40 0.50
Penetration in Inches
....._....._..._._Sample#1 --- Sample#2 -------- Sample#3
Maximum Dry Density: 94.5
Moisture Content Before Compaction: 21.0
Moisture Content After Compaction: 21.0
Moisture Content Top l Inch: 27.8
% Passing 3/4": 100
Surcharge Amount (lb): 10.0
CBR & Compaction
i
}
a2 _
_..... .......:
CC
U
'..........
1 ..........
.......'... - .. .. .
0
0%
25% 50% 75% 100%
'% Compaction
Copyright' 2005 Materials Testing & Inspection, Inc.
7446 W. Lemhi St. • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515
E-Mail mti@mti-id.com • www.mti-id.com
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7446 West Lemhi Street
BOISE, IDAHO 83709
P) (208) 376.4748
F)(208) 322-6515
E.MAIL—mti@mti•id.com
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