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GEOTECHNICAL ENGINEERING REPORT
of
Jackson's Food Store
2275 South Ten Mile Road
Meridian, ID
Prepared for:
Jackson's Food Stores
3450 East Commercial Court
Meridian, ID 83642
MTI File Number 13170763g
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Mr. Scott Stom
Jackson's Food Stores
3450 East Commercial Court
Meridian, ID 83642
208-888-9870
Re: Geotechnical Engineering Report
Jackson's Food Store
2275 South Ten Mile Road
Meridian,ID
Dear Mr. Stom:
In compliance with your instructions, MTI has conducted a soils exploration and foundation evaluation for the
above referenced development. Fieldwork for this investigation was conducted on 31 May 2017. Data have
been analyzed to evaluate pertinent geotechnical conditions. Results of this investigation, together with our
recommendations,are to be found in the following report. We have provided a PDF copy for your review and
distribution.
Often, questions arise concerning soil conditions because of design and construction details that occur on a
project. MTI would be pleased to continue our role as geotechnical engineers during project implementation.
Additionally, MTI can provide 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 meet with
you at your convenience.
MTI appreciates this opportunity to be of service to you and looks forward to working with you in the future.
If you have questions,please call (208) 376-4748.
Respectfully Submitted,
Materials Testing& Inspection,Inc. NAL fiy
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Geotechnical Engineer
2791 S Victory View Way•Boise,ID 83709•(208)3764748•Fax(208)322-6515
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TABLE OF CONTENTS
INTRODUCTION...............................................................................................................................................................3
ProjectDescription.................................................................................................................................................3
Authorization..........................................................................................................................................................3
Purpose...................................................................................................................................................................3
Scopeof Investigation............................................................................................................................................4
Warranty and Limiting Conditions.........................................................................................................................4
SITEDESCRIPTION..........................................................................................................................................................5
SiteAccess..............................................................................................................................................................5
RegionalGeology...................................................................................................................................................5
General Site Characteristics....................................................................................................................................6
Regional Site Climatology and Geochemistry........................................................................................................6
GeoseismicSetting.................................................................................................................................................6
SOILSEXPLORATION......................................................................................................................................................6
Exploration and Sampling Procedures....................................................................................................................6
LaboratoryTesting Program...................................................................................................................................7
Soiland Sediment Profile.......................................................................................................................................7
VolatileOrganic Scan.............................................................................................................................................7
SITEHYDROLOGY...........................................................................................................................................................8
Groundwater...........................................................................................................................................................8
SoilInfiltration Rates..............................................................................................................................................8
FOUNDATION,SLAB,AND PAVEMENT DISCUSSION AND RECOMMENDATIONS...............................................................9
Foundation Design Recommendations...................................................................................................................9
FloorSlab-on-Grade.............................................................................................................................................10
RecommendedPavement Sections.......................................................................................................................10
FlexiblePavement Sections..................................................................................................................................I I
RigidPavement Sections......................................................................................................................................I I
Common Pavement Section Construction Issues .................................................................................................12
CONSTRUCTION CONSIDERATIONS...............................................................................................................................13
Earthwork.............................................................................................................................................................13
DryWeather.........................................................................................................................................................13
WetWeather.........................................................................................................................................................14
SoftSubgrade Soils..............................................................................................................................................14
FrozenSubgrade Soils..........................................................................................................................................14
StructuralFill........................................................................................................................................................15
Backfillof Walls...................................................................................................................................................16
Excavations...........................................................................................................................................................16
GroundwaterControl............................................................................................................................................16
GENERALCOMMENTS..................................................................................................................................................17
REFERENCES.................................................................................................................................................................18
APPENDICES.................................................................................................................................................................19
AcronymList........................................................................................................................................................19
Geotechnical General Notes.................................................................................................................................20
Geotechnical Investigation Test Pit Log...............................................................................................................21
AASHTO Pavement Thickness Design Procedures.............................................................................................24
AASHTO Rigid Pavement Thickness Design Procedures....................................................................................26
Plate1:Vicinity Map............................................................................................................................................28
Plate2: Site Map...................................................................................................................................................29
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INTRODUCTION
This report presents results of a geotechnical investigation and analysis in support of data utilized in design of
structures as defined in the 2012 International Building Code (IBC). Information in support of groundwater
and stormwater issues pertinent to the practice of Civil Engineering is included. Observations and
recommendations relevant to the earthwork phase of the project are also presented. Revisions in plans or
drawings for the proposed development from those enumerated in this report should be brought to the attention
of the soils engineer to determine whether changes in the provided recommendations are required. Deviations
from noted subsurface conditions, if encountered during construction, should also be brought to the attention of
the soils engineer.
Project Description
The proposed development is southwest of the City of Meridian,Ada County, ID, and occupies a portion of the
SE'/4NE'/4 of Section 22, Township 3 North, Range 1 West, Boise Meridian. This project will consist of
construction of a new single-story Jackson's Food Store structure, to be developed with spread/continuous
footings and concrete floor slabs. Fuel islands and associated overhead canopies are also planned for the project.
The site to be developed is approximately 4.9 acres in size. Residential structures are present in the southeastern
portion of the site. It is expected that these residences will be demolished prior to the construction of the new
project. Total settlements are limited to 1 inch. Loads of up to 4,000 pounds per lineal foot for wall footings,
and column loads of up to 50,000 pounds were assumed for settlement calculations. Additionally, assumptions
have been made for traffic loading of pavements. Retaining walls are not anticipated as part of the project.
MTI has not been informed of the proposed grading plan.
Authorization
Authorization to perform this exploration and analysis was given in the form of a written authorization to
proceed from Mr. Scott Stom of Jackson's Food Stores to Clint Wyllie of Materials Testing and Inspection,Inc.
(MTI), on 22 May 2017. Said authorization is subject to terms, conditions, and limitations described in the
Professional Services Contract entered into between Jackson's Food Stores and MTI. Our scope of services for
the proposed development has been provided in our proposal dated 17 May 2017 and repeated below.
Purpose
The purpose of this Geotechnical Engineering Report is to determine various soil profile components and their
engineering characteristics for use by either design engineers or architects in:
• Preparing or verifying suitability of foundation design and placement
• Preparing site drainage designs
• Indicating issues pertaining to earthwork construction
• Preparing light and heavy duty flexible and rigid pavement section design requirements
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Scope of Investigation
The scope of this investigation included review of geologic literature and existing available geotechnical studies
of the area, visual site reconnaissance of the immediate site, subsurface exploration of the site, field and
laboratory testing of materials collected, and engineering analysis and evaluation of foundation materials.
Warranty and Limiting Conditions
MTI warrants that findings and conclusions contained herein have been formulated 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 site within the scope cited above and are necessarily limited to conditions observed at the time of the site
visit and research. Field observations and research reported herein are considered sufficient in detail and scope
to form a reasonable basis for the purposes cited above.
Exclusive Use
This report was prepared for exclusive use of the property owner(s), at the time of the report, and their
retained design consultants ("Client"). Conclusions and recommendations presented in this report are based
on the agreed-upon scope of work outlined in this report together with the Contract for Professional Services
between the 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 whatsoever, known or unknown, to Client or Consultant. Neither
Client nor Consultant shall have liability to indemnify or hold harmless third parties for losses incurred by actual
or purported use or misuse of this report. No other warranties are implied or expressed.
Report Recommendations are Limited and Subiect to Misinterpretation
There is a distinct possibility that conditions may exist that could not be identified within the scope of the
investigation or that were not apparent during our site investigation. Findings of this report are limited to data
collected from noted explorations advanced and do not account for unidentified fill zones,unsuitable soil types
or conditions,and variability in soil moisture and groundwater conditions. To avoid possible misinterpretations
of findings, conclusions, and implications of this report, MTI should be retained to explain the report contents
to other design professionals as well as construction professionals.
Since actual subsurface conditions on the site can only be verified by earthwork, note that construction
recommendations are based on general assumptions from selective observations and selective field exploratory
sampling. Upon commencement of construction, such conditions may be identified that require corrective
actions, and these required corrective actions may impact the project budget. Therefore, construction
recommendations in this report should be considered preliminary, and MTI should be retained to observe actual
subsurface conditions during earthwork construction activities to provide additional construction
recommendations as needed.
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Since geotechnical reports are subject to misinterpretation, do not separate the soil logs from the report. Rather,
provide a copy of, or authorize for their use, the complete report to other design professionals or contractors.
Locations of exploratory sites referenced within this report should be considered approximate locations only.
For more accurate locations, services of a professional land surveyor are recommended.
This report is also limited to information available at the time it was prepared. In the event additional
information is provided to MTI following publication of our report, it will be forwarded to the client for
evaluation in the form received.
Environmental Concerns
Comments in this report concerning either onsite conditions or observations, including soil appearances and
odors, are provided as general information. These comments are not intended to describe, quantify, or evaluate
environmental concerns or situations. Since personnel, skills, procedures, standards, and equipment differ, a
geotechnical investigation report is not intended to substitute for a geoenvironmental investigation or a Phase
II/III Environmental Site Assessment. If environmental services are needed, MTI can provide, via a separate
contract, those personnel who are trained to investigate and delineate soil and water contamination.
SITE DESCRIPTION
Site Access
Access to the site may be gained via Interstate 84 to the Ten Mile Road exit. Proceed south on Ten Mile Road
approximately 0.6 mile to its intersection with Overland Road. The site occupies the southwest corner of this
intersection. Presently the site exists as two residences with associated fields surrounding the residential
buildings. The location is depicted on site map plates included in the Appendix.
Regional Geology
The project site is located within the western Snake River Plain of southwestern Idaho and eastern Oregon. The
plain is a northwest trending rift basin, about 45 miles wide and 200 miles long,that developed about 14 million
years ago(Ma)and has since been occupied sporadically by large inland lakes. Geologic materials found within
and along the plain's margins reflect volcanic and fluvial/lacustrine sedimentary processes that have led to an
accumulation of approximately 1 to 2 km of interbedded volcanic and sedimentary deposits within the
plain. Along the margins of the plain, streams that drained the highlands to the north and south provided coarse
to fine-grained sediments eroded from granitic and volcanic rocks, respectively. About 2 million years ago the
last of the lakes was drained and since that time fluvial erosion and deposition has dominated the evolution of
the landscape. The project site is underlain by"Gravel of Amity Terrace" as mapped by Othberg and Stanford
(1993). The Amity terrace is the fifth terrace above the modern Boise River and represents the first level of
Quaternary incision by the Boise River. The terrace, which has been correlated with Deer Flat terrace deposits
to the west, is modified extensively by erosion and faulting. Where little erosion has taken place the terrace is
mantled with loess 1.6-7 feet thick.
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General Site Characteristics
This proposed development consists of approximately 4.9 acres of relatively flat and level terrain. Throughout
the majority of the site, surficial soils consisted of lean clays. Residential structures were present in the
southeastern portion of the site. Vegetation primarily consists of mature trees, bunchgrass, and other native
grass varieties typical of and to semi-arid environments.
Regional drainage is north and west toward the Boise River. Stormwater drainage for the site is achieved by
percolation through surficial soils. The site is situated so that it is unlikely that it will receive any stormwater
drainage from off-site sources. Stormwater drainage collection and retention systems are not in place on the
project site and were not noted within the vicinity of the project site.
Regional Site Climatology and Geochemistry
According to the Western Regional Climate Center, the average precipitation for the Treasure Valley is on the
order of 10 to 12 inches per year, with an annual snowfall of approximately 20 inches and a range from 3 to 49
inches. The monthly mean daily temperatures range from 21°F to 95°F, with daily extremes ranging from -
257 to I I I'F. Winds are generally from the northwest or southeast with an annual average wind speed of
approximately 9 miles per hour(mph)and a maximum of 62 mph. Soils and sediments in the area are primarily
derived from siliceous materials and exhibit low electro-chemical potential for corrosion of metals or concretes.
Local aggregates are generally appropriate for Portland cement and lime cement mixtures. Surface water,
groundwater, and soils in the region typically have pH levels ranging from 7.2 to 8.2.
Geoseismic Setting
Soils on site are classed as Site Class D in accordance with Chapter 20 of the American Society of Civil
Engineers (ASCE)publication ASCE/SEI 7-10. Structures constructed on this site should be designed per IBC
requirements for such a seismic classification. Our investigation did not reveal hazards resulting from potential
earthquake motions including: slope instability, liquefaction, and surface rupture caused by faulting or lateral
spreading. Incidence and anticipated acceleration of seismic activity in the area is low.
SOILS EXPLORATION
Exploration and Sampling Procedures
Field exploration conducted 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 a Global Positioning System (GPS) device and are reportedly accurate to within fifteen feet. Upon
completion of investigation, each test pit was backfilled with loose excavated materials. Re-excavation and
compaction of these test pit areas are required prior to construction of overlying structures.
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In addition, samples were obtained from representative soil strata encountered. Samples obtained have been
visually classified in the field by professional staff, identified according to test pit number and depth,placed in
sealed containers, and transported to our laboratory for additional testing. Subsurface materials have been
described in detail on logs provided in the Appendix. Results of field and laboratory tests are also presented in
the Appendix. MTI recommends that these logs not be used to estimate fill material quantities.
Laboratory Testing Program
Along with our field investigation, a supplemental laboratory testing program was conducted to determine
additional pertinent engineering characteristics of subsurface materials necessary in an analysis of anticipated
behavior of the proposed structures. Laboratory tests were conducted in accordance with 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 Testing—ASTM D4318 and Grain Size Analysis—ASTM C 117/C 136.
Soil and Sediment Profile
The profile below represents a generalized interpretation for the project site. Note that on site soils strata,
encountered between test pit locations, may vary from the individual soil profiles presented in the logs, which
can be found in the Appendix.
The materials encountered during exploration were quite typical for the geologic area mapped as Gravel of
Amity Terrace. Surficial soils were predominately lean clays. Lean clays were dark brown, dry to slightly
moist, very stiff to hard, and in some instances contained fine-grained sand. In test pit 2, silt with sand soils
were encountered beneath the lean clays. Silts with sand were light brown, dry, stiff to very stiff,and contained
fine-grained sand. Underlying the lean clays and silts with sand were silty sand sediments. Silty sands were
brown to tan,dry,dense to very dense,and contained fine to coarse-grained sand and varying degrees of calcium
carbonate cementation. At depth throughout the site were poorly graded gravel with sand sediments. Poorly
graded gravels with sand were light brown to yellowish brown,dry,medium dense to very dense, and contained
fine to coarse-grained sand, fine to coarse gravel, and 10-inch-minus cobbles.
Competency of test pit walls varied little across the site. In general, fine grained soils remained stable while
more granular sediments readily sloughed. However, moisture contents will also affect wall competency with
saturated soils having a tendency to readily slough when under load and unsupported.
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 of contamination. No groundwater was encountered.
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SITE HYDROLOGY
Existing surface drainage conditions are defined in the General Site Characteristics section. Information
provided in this section is limited to observations made at the time of the investigation. Either regional or local
ordinances may require information beyond the scope of this report.
Groundwater
During this field investigation, groundwater was not encountered in test pits advanced to a maximum depth of
15.1 feet bgs. Soil moistures in the test pits were generally dry to slightly moist throughout. In the vicinity of
the project site,groundwater levels are controlled in large part by agricultural and commercial irrigation activity.
Maximum groundwater elevations likely occur during the later portion of the irrigation season. According to
United States Geological Survey(USGS)monitoring well data within approximately%2-mile of the project site,
groundwater was measured at a depth of 106 feet bgs, which equates to a groundwater elevation of 2,569 feet
above mean sea level (msl). Furthermore, according to Idaho Department of Water Resources (IDWR) well
monitoring data within a '/2 mile of the project site, groundwater was measured at a depth of 112 feet bgs.
For construction purposes, MTI estimates groundwater depths to remain greater than approximately 20 feet bgs
throughout the year. This depth can be confirmed through long-term groundwater monitoring.
Soil Infiltration Rates
Soil permeability,which is a measure of the ability of a soil to transmit a fluid,was not tested in the field. Given
the absence of direct measurements, for this report an estimation of infiltration is presented using generally
recognized values for each soil type and gradation. Of soils comprising the generalized soil profile for this
study, lean clay and silt with sand soils generally offer little permeability, with typical hydraulic infiltration
rates of less than 2 inches per hour. Silty sand sediments usually display rates of 4 to 8 inches per hour; though
calcium carbonate cementation may reduce this value to near zero. Poorly graded gravel sediments typically
exhibit infiltration values in excess of 12 inches per hour. Infiltration testing is generally not required within
these sediments because of their free-draining nature.
It is recommended that infiltration facilities constructed on the site be extended into native silt-free poorly
graded gravel with sand sediments. Excavation depths of approximately 4.8 to 11.2 feet bgs should be
anticipated to expose these poorly graded gravel with sand sediments. Because of the high soil permeability,
ASTM C33 filter sand,or equivalent, should be incorporated into design of infiltration facilities. An infiltration
rate of 8 inches per hour should be used in design. Actual infiltration rates should be confirmed at the time of
construction.
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FOUNDATION, SLAB,AND PAVEMENT DISCUSSION AND RECOMMENDATIONS
Various foundation types have been considered for support of the proposed structure. Two requirements must
be met in the design of foundations. First, the applied bearing stress must be less than the ultimate bearing
capacity of foundation soils to maintain stability. Second, total and differential settlement must not exceed an
amount that will produce an adverse behavior of the superstructure. Allowable settlement is usually exceeded
before bearing capacity considerations become important; thus, allowable bearing pressure is normally
controlled by settlement considerations.
Considering subsurface conditions and the proposed construction, it is recommended that the structure be
founded upon conventional spread footings and continuous wall footings. Total settlements should not exceed
1 inch if the following design and construction recommendations are observed.
Foundation Design Recommendations
Based on data obtained from the site and test results from various laboratory tests performed,MTI recommends
the following guidelines for the net allowable soil bearing capacity:
Soil Bearing Capacity
Footing Depth ASTM D1557 Net Allowable
Sub grade Compaction Soil Bearing Capacity
Footings must bear on competent, undisturbed, 2,000Ibs/ft2
native silty sand sediments, poorly graded gravel
sediments, or compacted structural fill. Existing Not Required for Native A 1/3 increase is allowable
lean clay soils, silt with sand soils, and fill materials Soil for short-term loading,
must be completely removed from below foundation o which is defined by seismic
elements. Excavation depths ranging from roughly 95/o for Structural Fill events or designed wind
0.8 to 3.3 feet bgs should be anticipated to expose speeds.
proper bearing soils.
'It will be required for MTI personnel to verify the bearing soil suitability for each structure at the time of construction.
2Depending on the time of year construction takes place, the subgrade soils may be unstable because of high moisture
contents. If unstable conditions are encountered,over-excavation and replacement with granular structural fill and/or use
of geotextiles may be required.
The following sliding frictional coefficient values should be used: 1) 0.35 for footings bearing on native silty
sand (SM) sediments and 2) 0.45 for footings bearing on native poorly graded gravel sediments and granular
structural fill. A passive lateral earth pressure of 367 pounds per square foot per foot(psf/ft) should be used for
silty sand(SM)sediments. For native poorly graded gravel sediments and compacted sandy gravel fill,a passive
lateral earth pressure of 496 psf/ft should be used.
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Footings should be proportioned to meet either the stated soil bearing capacity or the 2012 IBC minimum
requirements. Total settlement should be limited to approximately 1 inch, and differential settlement should be
limited to 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
footings 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 the character of supporting soils and
seasonal moisture content, MTI recommends continuous footings be suitably reinforced to make them as rigid
as possible. For frost protection, the bottom of external footings should be 30 inches below finished grade.
Floor Slab-on-Grade
Organic, loose, or obviously compressive materials must be removed prior to placement of concrete floors or
floor-supporting fill. In addition, the remaining subgrade should be treated in accordance with guidelines
presented in the Earthwork section. 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 detailed in the
Structural Fill section. Fill materials must be compacted to a minimum 95 percent of the maximum dry density
as determined by ASTM D1557.
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,
complying with Idaho Standards for Public Works Construction (ISPWC) specifications for 3/4-inch (Type 1)
crushed aggregate. A moisture-retarder should be placed beneath floor slabs to minimize potential ground
moisture effects on moisture-sensitive floor coverings. The moisture-retarder should be at least 15-mil in
thickness and have a permeance of less than 0.01 US perms as determined by ASTM E96. Placement of the
moisture-retarder will require special consideration with regard to effects on the slab-on-grade and should
adhere to recommendations outlined in the ACI 302.1R and ASTM E1745 publications. The granular mat
should be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D1557.
Upon request, MTI can provide further consultation regarding installation.
Recommended Pavement Sections
MTI has made assumptions for traffic loading variables based on the character of the proposed construction.
The Client shall review and understand these assumptions to make sure they reflect intended use and loading
of pavements both now and in the future. Based on experience with soils in the region, a subgrade California
Bearing Ratio (CBR) value of 3 has been assumed for near-surface lean clay soils on site. The following are
minimum thickness requirements for assured pavement function. Depending on site conditions, additional
work, e.g. soil preparation, may be required to support construction equipment. These have been listed within
the Soft Subgrade Soils section.
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Flexible Pavement Sections
The American Association of State Highway and Transportation Officials (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 ISPWC 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.
AASHTO Flexible Pavement Specifications
Pavement Section Component' Driveways and Parking Driveways and Parking
No Truck Access Truck Access
Asphaltic Concrete 2.5 Inches 3.0 Inches
Crushed Aggregate Base 4.0 Inches 6.0 Inches
Structural Subbase 12.0 Inches 16.0 Inches
Compacted Subgrade Not Required Not Required
1It will be required for MTI personnel to verify subgrade competency at the time of construction.
Asphaltic Concrete: Asphalt mix design shall meet the requirements of ISPWC, Section 810 Class III plant
mix. Materials shall be placed in accordance with ISPWC Standard Specifications for
Highway Construction.
Aggregate Base: Material complying with ISPWC Standards for Crushed Aggregate Materials.
Structural Subbase: Granular structural fill material complying with the requirements detailed in the
Structural Fill section of this report except that the maximum material diameter is no
more than 2/3 the component thickness. Gradation and suitability requirements shall
be per ISPWC Section 801, Table 1.
Rigid Pavement Sections
The AASHTO pavement design method was used to develop the following rigid concrete pavement sections.
Traffic loading and subgrade values indicated in the flexible pavement design were used in developing the rigid
sections. Concrete pavement shall be batched and constructed in accordance with the most current American
Concrete Institute Standards and in accordance with Idaho Transportation Department Standard Drawings C-1-
A and C-1-B. Native subgrade soils on the site are frost susceptible, and therefore, require joint sealers or
under-drains.
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Rigid Pavement Specifications
Pavement Section Component' Driveways and Parking Driveways and Parking
No Truck Access Truck Access
Portland Cement Concrete 5.0 Inches 6.5 Inches
Crushed Aggregate Base 6.0 Inches 6.0 Inches
Structural Subbase Not Required Not Required
Compacted Subgrade Not Required Not Required
1It will be required for MTI personnel to verify subgrade competency at the time of construction.
Portland Cement Concrete: 4,000 psi concrete with a modulus of rupture greater than 650 psi generally
complying with ITD requirement for Urban Concrete.
Crushed Aggregate Base: Material complying with ITD Standard Specifications for Highway
Construction Sections 303 and 703 for aggregates.
Structural Subbase: Granular structural fill material complying with the requirements detailed in the
Structural Fill section of this report except that the maximum material
diameter is no more than 2/3 the component thickness. Gradation and suitability
requirements shall be per ISPWC Section 801, Table 1.
Common Pavement Section Construction Issues
The subgrade upon which above pavement sections are to be constructed must be properly stripped, inspected,
and proof-rolled. Proof rolling of subgrade soils should be accomplished using a heavy rubber-tired, fully
loaded, tandem-axle dump truck or equivalent. Verification of subgrade competence by MTI personnel at the
time of construction is required. Fill materials on the site must demonstrate the indicated compaction prior to
placing material in support of the pavement section. MTI anticipated that pavement areas will be subjected to
moderate traffic. Subgrade clays and silts near and above optimum moisture contents mqy pump during
compaction. Pumping or soft areas must be removed and replaced with structural fill.
Fill material and aggregates in support of the pavement section must be compacted to no less than 95 percent
of the maximum dry density as determined by ASTM D698 for flexible pavements and by ASTM D1557 for
rigid pavements. If a material placed as a pavement section component cannot be tested by usual compaction
testing methods, then compaction of that material must 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 receptacles. This will eliminate
damage caused by the considerable loading transferred through the small steel wheels onto asphaltic concrete.
Rigid concrete pavement should consist of Portland Cement Concrete Pavement (PCCP) generally adhering to
ITD specifications for Urban Concrete. PCCP should be 6 inches thick on a 4-inch drainage fill course (see
Floor Slab-on-Grade section), and should be reinforced with welded wire fabric. Control joints must be on
12-foot centers or less.
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CONSTRUCTION CONSIDERATIONS
Recommendations in this report are based upon structural elements of the project being founded on competent,
native silty sand sediments, poorly graded gravel with sand sediments, or compacted structural fill. Structural
areas should be stripped to an elevation that exposes these soil types.
Earthwork
Excessively organic soils,deleterious materials,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, bunchgrass, and thick grasses with associated root systems were noted at
the time of our investigation. It is recommended that organic or disturbed soils, if encountered, be removed to
depths of 1 foot (minimum), and wasted or stockpiled for later use. However, in areas where trees are/were
present, deeper excavation depths should be anticipated. Stripping depths should be adjusted in the field to
assure that the entire root zone or disturbed zone or topsoil are removed prior to placement and compaction of
structural fill materials. Exact removal depths should be determined during grading operations by MTI
personnel, and should be based upon subgrade soil type, composition, and firmness or soil stability. If
underground storage tanks, underground utilities, wells, or septic systems are discovered during construction
activities, they must be decommissioned then removed or abandoned in accordance with governing Federal,
State,and local agencies. Excavations developed as the result of such removal must be backfilled with structural
fill materials as defined in the Structural Fill section.
MTI should oversee subgrade conditions (i.e., moisture content) as well as placement and compaction of new
fill(if required) after native soils are excavated to design grade. Recommendations for structural fill presented
in 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 dry seasonal conditions,many problems associated with soft soils may
be avoided. However,some rutting of subgrade soils may be induced by shallow groundwater conditions related
to springtime runoff or irrigation activities during late summer through early fall. Solutions to problems
associated with soft subgrade soils are outlined in the Soft Subgrade Soils section. Problems may also arise
because of lack of moisture in native and fill soils at time of placement. This will require the addition of water
to achieve near-optimum moisture levels. Low-cohesion 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.
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Wet Weather
If construction is to be conducted during wet seasonal conditions (commonly from mid-November through
May),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.
Soft Subgrade Soils
Shallow fine-grained subgrade soils that are high in moisture content should be expected to pump and rut under
construction traffic. During periods of wet weather, construction may become very difficult if not impossible.
The following recommendations and options have been included for dealing with soft subgrade conditions:
• Track-mounted vehicles should be used to strip the subgrade of root matter and other deleterious debris.
Heavy rubber-tired equipment should be prohibited from operating directly on the native subgrade and
areas in which structural fill materials have been placed. Construction traffic should be restricted to
designated roadways that do not cross, or cross on a limited basis,proposed roadway or parking areas.
• Soft areas can be over-excavated and replaced with granular structural fill.
• Construction roadways on soft subgrade soils should consist of a minimum 2-foot thickness of large
cobbles of 4 to 6 inches in diameter with sufficient sand and fines to fill voids. Construction entrances
should consist of a 6-inch thickness of clean, 2-inch minimum, angular drain-rock and must be a
minimum of 10 feet wide and 30 to 50 feet long. During the construction process, top dressing of the
entrance may be required for maintenance.
• Scarification and aeration of subgrade soils can be employed to reduce the moisture content of wet
subgrade soils. After stripping is complete,the exposed subgrade should be ripped or disked to a depth
of 1'/2 feet and allowed to air dry for 2 to 4 weeks. Further disking should be performed on a weekly
basis to aid the aeration process.
• Alternative soil stabilization methods include use of geotextiles, lime, and cement stabilization. MTI is
available to provide recommendations and guidelines at your request.
Frozen Subgrade Soils
Prior to placement of structural fill materials or foundation elements, frozen subgrade soils must either be
allowed to thaw or be stripped to depths that expose non-frozen soils and wasted or stockpiled for later use.
Stockpiled materials must be allowed to thaw and return to near-optimal conditions prior to use as structural
fill.
The onsite, shallow lean clay and silty soils are susceptible to frost heave during freezing temperatures. For
exterior flatwork and other structural elements,adequate drainage away from subgrades is critical. Compaction
and use of structural fill will also help to mitigate the potential for frost heave. Complete removal of frost
susceptible soils for the full frost depth, followed by replacement with a non-frost susceptible structural fill, can
also be used to mitigate the potential for frost heave. MTI is available to provide further guidance/assistance
upon request.
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Structural Fill
Soils recommended for use as structural fill are those classified as GW, GP, SW, and SP in accordance with the
Unified Soil Classification System(USCS) (ASTM D2487). Use of silty soils (USCS designation of GM, SM,
and ML) as structural fill may be acceptable. However, use of silt,, soils SM, and ML) as structural fill
below footings is prohibited. These materials require very high moisture contents for compaction and require
a long time to dry out if natural moisture contents are too high and may also be susceptible to frost heave under
certain conditions. 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, and SP, should consist of a
6-inch minus select, clean, granular soil with no more than 50 percent oversize (greater than 3/4-inch) material
and no more than 12 percent fines (passing No. 200 sieve). These fill materials should be 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 footings for a distance equal to the thickness of fill between
the bottom of foundation and underlying soils, or 5 feet,whichever is less. All fill materials must be monitored
during placement and tested to confirm compaction requirements, outlined below, have been achieved.
Each layer of structural fill must be compacted, as outlined below:
• Below Structures and Rigid Pavements: A minimum of 95 percent of the maximum dry density as
determined by ASTM D1557.
• Below Flexible Pavements: A minimum of 92 percent of the maximum dry density as determined by
ASTM D 1557 or 95 percent of the maximum dry density as determined by ASTM D698.
The ASTM D 15 57 test method must be used for samples containing up to 40 percent oversize (greater than 3/4—
inch)particles. If material contains more than 40 percent but less than 50 percent oversize particles,compaction
of fill must be confirmed by proof rolling each lift with a 10-ton vibratory roller (or equivalent) until the
maximum density has been achieved. Density testing must 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 maximum density or
"break over"point. The number of required passes should be used as the requirements on the remainder of fill
placement. Material should contain sufficient fines to fill void spaces, and must not contain more than 50
percent oversize particles.
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Backfill of Walls
Backfill materials must conform to the requirements of structural fill, as defined in this report. For wall heights
greater than 2.5 feet, the maximum material size should not exceed 4 inches in diameter. Placing oversized
material against rigid surfaces interferes with proper compaction,and can induce excessive point loads on walls.
Backfill shall not commence until the wall has gained sufficient strength to resist placement and compaction
forces. Further, retaining walls above 2.5 feet in height shall be backfilled in a manner that will limit the
potential for damage from compaction methods and/or equipment. It is recommended that only small hand-
operated compaction equipment be used for compaction of backfill within a horizontal distance equal to the
height of the wall, measured from the back face of the wall.
Backfill should be compacted in accordance with the 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 as such, excavations within these soils should be constructed at a maximum
slope of 11/2 feet horizontal to 1 foot vertical (1%2:1) 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.
During the subsurface exploration, test pit sidewalls generally exhibited little indication of collapse; however,
sloughing of fill materials and native granular sediments from test pit sidewalls was observed. For deep
excavations, native granular sediments cannot be expected to remain in position. These materials are prone to
failure and may collapse, thereby undermining upper soil layers. This is especially true when excavations
approach depths near the water table. Care must be taken to ensure that excavations are properly backfilled in
accordance with procedures outlined in this report.
Shallow soil cementation(caliche)was observed throughout much of the site and may cause difficulties during
foundation development and utility placement. Cemented soils should be anticipated throughout the site at
depths of 0.8 to 6.9 feet bgs.
Groundwater Control
Groundwater was not encountered during the investigation and is anticipated to be below the depth of most
construction. Special precautions may be required for control of surface runoff and subsurface seepage. It is
recommended that runoff be directed away from open excavations. Silty or clayey soils may become soft and
pump if subjected to excessive traffic during time of surface runoff. Ponded water in construction areas should
be drained through methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or
installing a French drain system. Additionally, temporary or permanent driveway sections should be
constructed if extended wet weather is forecasted.
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GENERAL COMMENTS
When plans and specifications are complete, or if significant changes are made in the character or location of
the proposed development, consultation with MTI should be arranged as supplementary recommendations may
be required. Suitability of subgrade soils and compaction of structural fill materials must be verified by MTI
personnel prior to placement of structural elements. Additionally, monitoring and testing should be performed
to verify that suitable materials are used for structural fill and that proper placement and compaction techniques
are utilized.
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REFERENCES
American Concrete Institute(ACI)(2004).Guide for Concrete Floor and Slab Construction:ACI 302.1R.Farmington Hills,MI:ACI.
American Society of Civil Engineers(ASCE)(2013). Minimum Design Loads for Buildings and Other Structures: ASCE/SEI 7-10.
Reston,VA:ASCE.
American Society for Testing and Materials(ASTM)(2013). Standard Test Method for Materials Finer than 75-µm(No. 200) Sieve
in Mineral Aggregates by Washing:ASTM C117.West Conshohocken,PA:ASTM.
American Society for Testing and Materials(ASTM)(2014).Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates:
ASTM C136.West Conshohocken,PA:ASTM.
American Society for Testing and Materials (ASTM) (2012). Standard Test Methods for Laboratory Compaction Characteristics of
Soil Using Standard Effort:ASTM D698.West Conshohocken,PA:ASTM.
American Society for Testing and Materials (ASTM) (2012). Standard Test Methods for Laboratory Compaction Characteristics of
Soil Using Modified Effort:ASTM D1557.West Conshohocken,PA:ASTM.
American Society for Testing and Materials (ASTM) (2014). Standard Test Methods for California Bearing Ratio: ASTM D1883.
West Conshohocken,PA:ASTM.
American Society for Testing and Materials (ASTM)(2011). Standard Practice for Classification of Soils for Engineering Purposes
(Unified Soil Classification System):ASTM D2487.West Conshohocken,PA:ASTM.
American Society for Testing and Materials (ASTM) (2010). Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity
Index of Soils:ASTM D4318.West Conshohocken,PA:ASTM.
American Society for Testing and Materials (ASTM) (2011). Standard Specification for Plastic Water Vapor Retarders Used in
Contact with Soil or Granular Fill Under Concrete Slabs:ASTM E1745.West Conshohocken,PA: ASTM.
American Society of State Highway and Transportation Officials (AASHTO) (1993). AASHTO Guide for Design of Pavement
Structures 1993.Washington D.C.: AASHTO.
Desert Research Institute.Western Regional Climate Center. [Online] Available:<http://www.wrcc.dri.edu/>(2017).
Idaho Department of Water Resources. [Online] Well Driller Reports (Logs), Well Log Database Search.
<http://www.idwr.idaho.gov/WaterManagement/WellInfonnation/DrillerReports/dr default.htm>(2017).
Idaho Transportation Department(ITD)(2015).Idaho Transportation Department Materials Manual,2012. Boise,ID:Author.
Idaho Transportation Department(ITD)(2012).Idaho Transportation Department Standard Specifications for Highway Construction,
2012. Boise,ID:Author.
International Building Code Council(2012). International Building Code,2012. Country Club Hills,IL:Author.
Local Highway Technical Assistance Council (LHTAC) (2010). Idaho Standards for Public Works Construction, 2010. Boise, ID:
Author.
Othberg,K.L. and Stanford,L.A.,Idaho Geologic Society(1992). Geologic Map of the Boise Valley and Adjoining Area,Western
Snake River Plain,Idaho. (scale 1:100,000).Boise,ID:Joslyn and Morris.
U.S. Department of Labor, Occupational Safety and Health Administration. CFR 29, Part 1926, Subpart P: Safety and Health
Regulations for Construction,Excavations(1986). [Online]Available:<www.osha.gov>(2017).
U.S. Geological Survey (2017). National Water Information System: Web Interface. [Online] Available:
<http://waterdata.usgs.gov/nwis>(2017).
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APPENDICES
ACRONYM LIST
AASHTO: American Association of State Highway and Transportation Officials
ACHD: Ada County Highway District
ACI American Concrete Institute
ASCE American Society of Civil Engineers
ASTM: American Society for Testing and Materials
bgs: below ground surface
CBR: California Bearing Ratio
D: natural dry unit weight,pcf
ESAL Equivalent Single Axle Load
GS: grab sample
IBC: International Building Code
IDEQ Idaho Department of Environmental Quality
ISPWC: Idaho Standards for Public Works Construction
ITD: Idaho Transportation Department
LL: Liquid Limit
M: water content
MSL: mean sea level
N: Standard"N'penetration: blows per foot,Standard Penetration Test
NP: nonplastic
OSHA Occupational Safety and Health Administration
PCCP: Portland Cement Concrete Pavement
PERM: vapor permeability
PI: Plasticity Index
PID: photoionization detector
PVC: polyvinyl chloride
QC: cone penetrometer value,unconfined compressive strength,psi
Qp: Penetrometer value,unconfined compressive strength,tsf
Qu: Unconfined compressive strength,tsf
RMR Rock Mass Rating
RQD Rock Quality Designation
R-Value Resistance Value
SPT: Standard Penetration Test(140:pound hammer falling 30 in. on a 2:in. split spoon)
USCS: Unified Soil Classification System
USDA: United States Department of Agriculture
UST: underground storage tank
V: vane value,ultimate shearing strength,tsf
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GEOTECHNICAL GENERAL NOTES
RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION
Coarse-Grained Soils SPT Blow Counts (N) Fine-Grained Soils SPT Blow Counts(N)
Very Loose: <4 Very Soft: <2
Loose: 4-10 Soft: 2-4
Medium Dense: 10-30 Medium Stiff: 4-8
Dense: 30-50 Stiff. 8-15
Very Dense: >50 Very Stiff: 15-30
Hard: >30
Moisture Content Cementation
Description Field Test Description Field Test
Dry Absence of moisture,dusty,dry to touch Weakly Crumbles or breaks with handling or
slight finger pressure
Moist Damp but not visible moisture Moderately Crumbles or beaks with considerable
finger pressure
Wet Visible free water,usually soil is below Strongly 1 Will not crumble or break with finger
water table pressure
PARTICLE SIZE
Boulders: >12 in. Coarse-Grained Sand: 5 to 0.6 mm Silts: 0.075 to 0.005 mm
Cobbles: 12 to 3 in. Medium-Grained Sand: 0.6 to 0.2 mm Clays: <0.005 nun
Gravel: 3 in.to 5 mm Fine-Grained Sand: 0.2 to 0.075 mm
UNIFIED SOIL CLASSIFICATION SYSTEM
Major Divisions Symbol Soil Descriptions
Gravel&Gravelly GW Well-graded gravels; gravel/sand mixtures with little or no fines
Soils GP Poorly-graded gravels; gravel/sand mixtures with little or no fines
Coarse-Grained <50%
coarse fraction GM Silty gravels;poorly-graded gravel/sand/silt mixtures
Soils passes No.4 sieve GC Clayey gravels;poorly-graded gravel/sand/clay mixtures
<50%
passes No.200 Sand&Sandy SW Well-graded sands;gravelly sands with little or no fines
sieve Soils SP Poorly-graded sands;gravelly sands with little or no fines
>50%
coarse fraction SM Silty sands;poorly-graded sand/gravel/silt mixtures
passes No.4 sieve SC Clayey sands;poorly-graded sand/gravel/clay mixtures
ML Inorganic silts;sandy,gravelly or clayey silts
Silts&Clays CL Lean clays;inorganic,gravelly, sandy,or silty,low to medium-plasticity clays
Fine Grained LL<50
Soils>50% OL Organic,low-plasticity clays and silts
passes No.200 MH Inorganic,elastic silts;sandy,gravelly or clayey elastic silts
sieve Silts&Clays CH Fat clays;high-plasticity,inorganic clays
LL>50
OH Organic,medium to high-plasticity clays and silts
Highly Organic Soils PT Peat,humus,hydric soils with high organic content
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GEOTECHNICAL INVESTIGATION TEST PIT LOG
Test Pit Log#: TP-1 Date Advanced: 31 May 2017 Logged by: Jacob Schlador, E.I.T.
Excavated by: Struckman's Backhoe Service Location: See Site Map Plates
Latitude: 43.584246 Longitude: -116.435115
Depth to Water Table: Not Encountered Total Depth: 15.1 Feet bgs
Depth Field Description and USCS Soil and Sample Sample Depth Lab
(Feet bgs) Sediment Classification Type (Feet bgs) Qp Test ID
Lean Clay (CL): Dark brown, dry to slightly
0.0-0.8 moist, very stiff to hard. 2.5-4.5
--Organics to a depth of 1.0 foot bgs.
Silty Sand (SM): Light brown to tan, dry,
dense to very dense, with fine to medium-
grained sand.
0.8-4.8 --Moderate to strong calcium carbonate
cementation encountered from 0.8 to 2.4 feet
bgs.
Poorly Graded Gravel with Sand(GP): Light
brown to yellowish brown, dry, medium
4.8-15.1 dense to dense, with fine to coarse-grained
sand, fine to coarse gravel, and 10-inch-
minus cobbles.
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GEOTECHNICAL INVESTIGATION TEST PIT LOG
Test Pit Log#: TP-2 Date Advanced: 31 May 2017 Logged by: Jacob Schlador, E.I.T.
Excavated by: Struckman's Backhoe Service Location: See Site Map Plates
Latitude: 43.584703 Longitude: -116.435987
Depth to Water Table: Not Encountered Total Depth: 13.2 Feet bgs
Depth Field Description and USCS Soil and Sample Sample Depth Lab
(Feet bgs) Sediment Classification Type (Feet bgs) Qp Test ID
Lean Clay with Sand(CL):Dark brown, dry,
0.0-1.2 hard, with fine-grained sand. GS 0.5-1.0 4.5+ A
--Organics to a depth of L I feet bgs.
1.2-3.3 Silt with Sand (ML): Light brown, dry, stiff
to very stiff, with fine-grained sand.
Silty Sand (SM): Light brown to brown, dry,
dense to very dense, with fine to coarse-
3.3-10.2 grained sand.
--Strong to very strong calcium carbonate
cementation encountered from 3.3 to 6.9 feet
bgs.
Poorly Graded Gravel with Sand(GP): Light
brown to yellowish brown, dry, medium
10.2-13.2 dense to dense, with fine to coarse-grained
sand,fine to coarse gravel, and 7-inch-minus
cobbles.
--Silt content in the upper I foot.
Lab Test ID M LL PI Sieve Analysis (% passing)
% - - #4 #10 #40 #100 #200
A 14.5 36 14 100 100 96 92 83.2
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INSPECTION b170763_geotech.docx
❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections
GEOTECHNICAL INVESTIGATION TEST PIT LOG
Test Pit Log#: TP-3 Date Advanced: 31 May 2017 Logged by: Jacob Schlador, E.I.T.
Excavated by: Struckman's Backhoe Service Location: See Site Map Plates
Latitude: 43.584676 Longitude: -116.434486
Depth to Water Table: Not Encountered Total Depth: 11.1 Feet bgs
Depth Field Description and USCS Soil and Sample Sample Depth Lab
(Feet bgs) Sediment Classification Type (Feet bgs) Qp Test ID
Lean Clay with Sand(CL):Dark brown, dry,
0.0-1.2 hard, with fine-grained sand. 4.5+
--Organic material to a depth of 0.7 foot bgs.
Silty Sand (SM): Light brown to tan, dry,
dense to very dense, with fine to medium-
1.2-9.1 grained sand.
--Strong to very strong calcium carbonate
cementation encountered from 3.6 to 6.2 feet
bgs.
Poorly Graded Gravel with Sand(GP): Light
9.1-11.1 brown to yellowish brown, dry, dense to very
dense, with fine to coarse-grained sand,fine
to coarse gravel, and 5-inch-minus cobbles.
2791 S Victory View Way• Boise, ID 83709•(208)376-4748• Fax(208)322-6515
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MATERIALS 7 June 2017
TESTI NG & Page#24 of 29
INSPECTION bl70763_geotech.docx
❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections
AASHTO PAVEMENT THICKNESS DESIGN PROCEDURES
Pawement Section Design Location:Jackson's Food Store,No Truck Access
Average Daily Traffic Count: 500 All Lanes&Both Directions
Design Life: 20 Years
Percent of Traffic in Design Lane: 50%
Terminal Se iiceability Index(Pt): 2.5
L.ewl of Reliability: 95
Subgrade CBR Value: 3 Subgrade Mr: 4,500
Calculation of Design-18 kip ESALs
Daily Growth Load Design
Traffic Rate Factors ESALs
Passenger Cars: 179 2.0% 0.0008 1,270
Buses: 0 2.0% 0.6806 0
Panel&Pickup Trucks: 65 2.0% 0.0122 7,033
2-Axle,6-Tire Trucks: 5 2.0% 0.1890 8,381
Concrete Trucks: 1.0 2.0% 4.4800 39,731
Dump Trucks: 0 2.0% 3.6300 0
Tractor Semi Trailer Trucks: 0 2.0% 2.3719 0
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: 250
Total Design Life 18-kipESALs: 56,415
Actual Log(ESALs): 4.751
Trial SN: 2.80
Trial Log(ESALs): 4.755
Pavement Section Design SN: 2.81
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
Subbase: 12.00 0.10 1.0
Special Aggregate Subgrade: 0.00 0.09 0.9
2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515
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MATERIALS 7 June 2017
TESTI NG & Page#25 of 29
INSPECTION bl70763_geotech.docx
❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections
AASHTO PAVEMENT THICKNESS DESIGN PROCEDURES
Pavement Section Design Location:Jackson's Food Store,Truck Access
Average Daily Traffic Count: 500 All Lanes&Both Directions
Design Life: 20 Years
Percent of Traffic in Design Lane: 50%
Terminal Seviceability Index(Pt): 2.5
Level of Reliability: 95
Subgrade CBR Value: 3 Subgrade Mr: 4,500
Calculation of Design-18 kip ESALs
Daily Growth Load Design
Traffic Rate Factors ESALs
Passenger Cars: 200 2.0% 0.0008 1,419
Buses: 0 2.0% 0.6806 0
Panel&Pickup Trucks: 25 2.0% 0.0122 2,705
2-Axle,6-Tire Trucks: 18 2.0% 0.1890 30,171
Concrete Trucks: 2.0 2.0% 4.4800 79,462
Dump Trucks: 1 2.0% 3.6300 32,193
Tractor Semi Trailer Trucks: 4 2.0% 2.3719 84,141
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: 250
Total Design Life 18-kipFSALs: 230,091
Actual Log(ESALs): 5.362
Trial SN: 3.53
Trial Log(ESALs): 5.364
Pavement Section Design SN: 3.70
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
Subbase: 16.00 0.10 1.0
Special Aggregate Subgrade: 0.00 0.09 0.9
2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515
als
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ariij INSPECTION bl70763_geotech.docx
❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections
AASHTO RIGID PAVEMENT THICKNESS DESIGN PROCEDURES
Pavement Section Design Location: Jackson's Food Store,No Truck Access
Average Daily Traffic Count: 500 All Lanes&Both Directions
Design Life: 20 Years
% of Traffic in Design Lane: 50%
Terminal Seviceability Index,Pt: 2
Level of Reliability,R: 95 R-Value: 6
Subgrade CBR Value: 3 Subgrade Mr: 4,500
Native Modulus of Subgrade Reaction,Y- 100
Effective Modulus of Subgrade Reaction,Y- 160
Concrete Elastic Modulus,Ec: 4200000
Modulus of Rupture,Sic: 650
Load Transfer Coefficient,J: 4.2
Drainage Coefficient,Cd: 1
Standard Deviation,So: 0.34
Design Serviceability Loss,Delta PSI: 2.5
Calculation of Design 18 kip ESALs
Daily Growth Load Design
Traffic Rate Factors ESAL's
Passenger Cars: 179 2.0% 0.0008 1,270
Buses: 0 2.0% 0.6806 0
Panel&Pickup Trucks: 65 2.0% 0.0122 7,033
2 Axle,6 Tire Trucks: 5 2.0% 0.1890 8,381
Concrete Trucks: 1 2.0% 4.4800 39,731
Dump Trucks: 0 2.0% 3.6300 0
Tractor Semi Trailer Trucks: 0 2.0% 2.3719 0
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: 250
Total Design Life 18 kipESAL's: 56,415 Traffic Index equivalent= 6.4
Actual Log(ESAL's): 4.751
Trial Pavement Design Thickness,inches: 5.00
Trial Log(ESAL's): 4.808
Pavement Design Thickness,Inches: 5.0
Road Nfix Section Thickness,Inches: 6.0
2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515
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MATERIALS 7 June 2017
TESTI NG & Page#27 of 29
ariij INSPECTION bl70763_geotech.docx
❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections
AASHTO RIGID PAVEMENT THICKNESS DESIGN PROCEDURES
Pavement Section Design Location: Jackson's Food Store, Truck Access
Average Daily Traffic Count: 500 All Lanes&Both Directions
Design Life: 20 Years
% of Traffic in Design Lane: 50%
Terminal Seviceability Index,Pt: 2
Level of Reliability,R: 95 R-Value: 6
Subgrade CBR Value: 3 Subgrade Mr: 4,500
Native Modulus of Subgrade Reaction,Y- 100
Effective Modulus of Subgrade Reaction,Y- 160
Concrete Elastic Modulus,Ec: 4200000
Modulus of Rupture,Sic: 650
Load Transfer Coefficient,J: 4.2
Drainage Coefficient,Cd: 1
Standard Deviation,So: 0.34
Design Serviceability Loss,Delta PSI: 2.5
Calculation of Design 18 kip ESALs
Daily Growth Load Design
Traffic Rate Factors ESAL's
Passenger Cars: 200 2.0% 0.0008 1,419
Buses: 0 2.0% 0.6806 0
Panel&Pickup Trucks: 25 2.0% 0.0122 2,705
2 Axle,6 Tire Trucks: 18 2.0% 0.1890 30,171
Concrete Trucks: 2 2.0% 4.4800 79,462
Dump Trucks: 1 2.0% 3.6300 32,193
Tractor Semi Trailer Trucks: 4 2.0% 2.3719 84,141
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: 250
Total Design Life 18 kipESAL's: 230,091 Traffic Index equivalent= 7.6
Actual Log(ESAL's): 5.362
Trial Pavement Design Thickness,inches: 6.50
Trial Log(ESAL's): 5.425
Pavement Design Thickness,Inches: 6.5
Road Nfix Section Thickness,Inches: 6.0
2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515
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