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GEOTECHNICAL ENGINEERING REPORT
of
Locust Grove 936 Acres
Rumpel Lane E Locust Grove Road
Meridian. Idaho
Prepared for:
M&H Development, ILC
82 East State Street. Suite B
Eagle, Idaho 83;616
MTI File Number B507399
7446 W. Lemhl St., Boise, ID 63709 208 376.4749 Fax 208 322.6515
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❑ Environmental Services ❑ GW,30hnical Enginoaring 0 C6hsiruction Materials Testina 0 SUcial Inspections
M&hl Development, LLC
82 East State Street, Suite B
Bogle, Idaho 83616
(208)939-8466
Gentlemen:
\\mtiservtrZboise\2005 «ports\600499\b50739kAbS0739geotgch.doc
Re; Geotechnical Engineering Report
Locust Grove 86 Acres
Rumpel Lane & Locust Grove Road
Meridian, Idaho
Tn compliance with, your instructions, we have conducted a soils exploration and foundation evaluation for
(lie above mentioned development. Field work for this investigation was conducted on 16 June 2005 to 30
Jute 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, togetltet with our recommendations, are to be found in the following report.
Often, because of design and construction details that occur on a project, questions arise concerning soil
conditions, We would be pleased to continue our role as geotechnical engineers during project
implementation. MTl 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 engioeoring
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.
Respectfully Submitted,
Materials Testing & Inspection, Inc.
4 e,,e_c
93sc Barrus, E.T.T.
Staff Engincer
Cc, M&H Development
view4devin. L. Schroeder,
Geotechnical Seryices Manag
Aa
Eli
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TABLE OF CONTENTS
INI'RODUCtION .................................... I .......................................................I ........... ......... 1.3
ProjectDescription ....... I ............................................I I
.... ...................................
Authorization............................... ................ I ......................
I_ ........ ................ I ...
Purpose................................................. .........................
I ..... ...... ...... . .... 3
Scope... __ ........... _ I .................. _ .... I I .................. I .................
I ........... ...... 13
Warranty And Limiting Cundilionu ......................... ....
__ ........... I .......... I ...... 1.4
General.....................................I "'I ................. I- ....................._,..........................4
DFS(XIPTJON OF SITE . .................................I ............ I ..................................................... . 1. 5
Site Access ....................................................I I ................................
.......... .... _5
GeneralGeology Or Area._ ..._ .... I ............ k ......................
I ..... I--- ................ -IS
Site Topography, Drainage And Vegetation ......................................................6
Site Climatology And Geoichouil4try ...... I ......................
_ .................. ................ 6
Geoselsinic Setting ....... ........... I ...... I ...... I ... I' .....
....... 1. I ... 11.1 ... ----6
SOILSEXPLORATI(M ........................... ....... 1-1.1 ..... I ..... I ..............................
. ..... . ........... 7
Exploratiun and Sampling Procedures.....•.........................................................7
Laboratory Testing Program ...............................I .... I
......................................... 7
Soil And Sediment Profile . .......... I ...................... ........
I .................... .... I— ...........
SoilsSurvey Review .................... .................................I
I ............................ III— .....
VolatileOrganic Soon ..................... ....... I ... I ... -m- .................................I
I. I ..........
SITEHYDROLOGW ...... I ..... I— ........................................................................
......... -....9
GeneralNotes ..........................................................................................
............. 9
Groundwater............ I ..... II.."T' .......................................................
I.......................9
SoilInfiltration Rates ...... ........................ I .............. ...........................................
19
FOUNDATION AND PAVEMENT DUSCUSSION AND RECOMMENDATIONS ............................10
GeneralNofts ...................... ..................................................I
.... I ...................... I.10
Foundation Resign Reconunendations . ...... .......... .....
I ..... I ................................1 10
Crawl Space Recommendations ................... I ......................................
--1 ......... 10
Recommended Piwettlent See( tons ................... ......
....................... I I
CONSTKLICTION CONSIDERATIONS .....................................................................................
12
Earthwork.....................................................................
I .............................. ........ 12
DryWeather .............. I. ..................................................................................
I_— 13
WetWeather ... I .................... I .......................... t ........ I_
.................. ...................... 13
FrozenSubgrade Soils .......................................................
I .................................1 13
StructuralFill ........... ................................... ...............................................
........ 13
Backrill................................ .... .................................................................I
t ... 14
Excavations....... ... t ....................................I .I ........ -1 ....
I .... I. ... I., .............. I_ ... 11 ..... 14
Groundwater Control .......... .............................. III— ....
I ...... I".." ..... II ............... 1... 15
GENERALCOMMENTS ................... . ....................... III .......... I_ ....
........ I .... I ............ I .............. is
RETERENCU............. I .... ................................................
. ................................ -.....16
..
ArrENDIXUST . .. ........................ I ........ I ........ ... ... ... I ........... .. ....... I ..... I ........ I., ....... ... 17
Is
Geotechnical General Notew .......... 4 ........ t .........................................
...................
Unified Soil Classification _ I. . I ...............................................................
... _.. . 19
'rest Pit Logs ............................•................................. I.I
.................................I ..... 20
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INTROAUCT.T.ON
This reportpresents results of a geotechnical investigation and analysis in support of data utilized in design
of structures as defined in the 2003 International Building Code (IBC). Information in support. of
groundwater and stonnwater issues pertinent to [lie practice of Civil Engineering is included. Observations
and reconitnendations relevant to the earthwork phase of the project are also presented.
Project Description:
The proposed development is located south of the City of Meridian, Ada County, Idaho, and occupies a
portion, of the 5'/:SW'/. of Section 30, Township 3 North, Range I East, Boise Meridian. The project will
consist of a residential development on 86 acres. Roadways are anticipated to be included as part of the
development. Proposed grading is presently undetermined,
Authorization:
Authorization to perform this exploration and analysis was given in the form of written authorization to
proceed from Mr. David Kegs of The Land Group, Inc. toEric Waag of Materials Testing and Inspection.,
Inc. (MTI), on 2 June 2005, Authorization was delayed pending site access. Said authorization is subject to
terms, conditions, and limitations described in the Professional Services Contract entered into between M&H
Development, LLC and MTI. Our scope of services for the proposed development has been provided in OUT
-proposal dated 29 April 2005, and again below,
Purpose:
The purpose of this Geotechnical Engineering Report is to determine various soil prof ie components and
their engineering characteristics for use by design engineers and/or architects in:
• Preparing or verifying suitability of foundation design. and placement,
• Preparing site drainage designs, and,
• Indicating issues pertaining to earthwork construction.
Scope:
The scope of this investigation included review of geologic literature and existing available geotechnical
studies of the area, review of available environmental reports, visual site reconnaissance of the immediate
site, subsurface exploration, field and laboratory testing, and an engineering analysis and evaluation of
foundation materials. The scope of work did not include design recommendations specific to, individual
residences.
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Warranty And Limiting Conditions:
Field observations and research reported herein are considered sufficient in derail and scope io 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 resclrch. 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. This report was prepared, for (lie
exclusive use of M&6I Development, LLC 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 Inspectioq, Iqc,
("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 indemaifies or holds harmless third parties for losses incurred by actual or purported use or misuse -of this
report. 'N o other warranties are implied or expressed.
General:
Revisions in plans and or drawings for, the proposed development from those enumerated in this report
should be brought to the attention of the soils engineer to determine if changes in foundation
recommendations are required. Deviations from noted subsurface conditions if encountered during
construction, should also be brought to the attention of the soils engineer.
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DESCRIPTION OF SITE
Site Access:
Access to the site may be gained via Interstate 84 to the Meridian Road exit. Proceed south on Meridian
Road approximately 2 miles to its intersection with Rumpel Lane. From this intersection, proceed east to the
site located on the south side of the lane. The site begins approximately a '/. mile down Rumpel! Land and
extends to Locust Grove .Road. Presently the Site exists as undeveloped agricultural land and irrigated
pasture land with one residence and its associated outbuildings located fronting Locust Grove Road and one
residence and its associated outbuildings fronting Rumpel bane. The location is depicted in site map plates
included in the Appendix,
General Geology Of Area:
The subject site is located within the Boise Volley which is directly underlain by a thick sequence of alluvial
salads and gravels typically deposited on basalt formations. These sediments are loosely named the Boise
River Gravels and were deposited as river floodplain and stream outw.ash from tate Boise River, These gravel
deposits tend to have imbricated well-rounded clasts, poor sorting and crude stratification. Beds of gravel.
and lenses of cross -bedded sands/silts suggest deposition in braided channels. The Boise River Oravels
consist of unconsolidated clay, silt, sand, gravel, and cobbles. The Boise River Gravels have been:
subdivided into smaller units based on their age and are exposed as distinct alluvial terraces, Nine of these
terraces are well exposed in tho ..Boise area and range in age from Early Pleistocene to Holocene (<t_ million
years ago).
The west portion of the site is situated on the Amity Terrace, the seventh terrace above the fl'oodplai.n. The
Amity Terrace generally consists of sandy pebble and cobble gravels grading at depth to coarse pebbly sands.
Two to seven feet of loess generally mantle these soils. The entire thickness is approximately 33 Feet.
Gently sloping northwest trending escarpments are suggestive of faulting of the gravels. Geologic data
published for the area indicate that bedrock may not be encountered at depths less than 500 feet beneath the
soil surface.
The eastern portion of the site has been mapped as Sandy Alluvium of Side -Stream Valleys and Gulches.
These sediments line or mantle these drainages and locally inter -finger with sands and gravels of the Boise
Terrace gravels. These sediments commonly consist of medium to coarse sand interbedded with silty, fine
sand and silt, Of note are minor pedogenic clays and calcium carbonate cementation (Othberg and Stanford,
1992),
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Site Topography, Drainage And Vegetation:
The eastern 1/3 and the western 1/3 portions of the proposed $6 acre development consists of gently sloping
agrictrl.lural land, and the middle 1./3 portion is moderately steep irrigated pasture land. Two residences arc
located on the proposed development. The surface exhibits fine grained soils throughout the majority of the
site. This development is bounded on the north by an irrigation canal, on the south by undeveloped farm land
and gravel pit, on the east by Locust Grove Road, and on the west by a second gravel pit,
Regional drainage is north and east toward the Boise River, Stormwater drainage for the site is achieved by
both runoff and percolation through surfcial soils. The runoff component is a factor primarily on steeper,
slopes, while percolation is likely more significant in gently sloping areas. No stormwater drainage facilities
are located in the vicinity of the site and the area does not receive significant off. -site drainage. Vegetation
throughout the area consists primarily of irrigated agricultural plants and pasture grasses.
Site Climatology And Geochemistry;
Average precipitation for the region is on the order of 10 to 12 inches per year. Annualaverage temperature
range from 20" F to 91 ° F with extremes ranging from -46 F to 1026 F. Average wind speed range to. 11 mile§
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 mud 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
onsite. 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 .regWrement for such a seismic
classification. Our investigation did not reveal potential hazards resulting from earthquake motions; :slope
instability, liquefaction, and surface rupture because of faulting or lateral spreading. Incidence and
anticipated acceleration of seismic activity in the area is low.
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SOII.S EXPLORATION
Exploration And Sampling Procedures:
The field exploration to determine engineering eharactedstics of subsurface materials included a
reconnaissance of the project site and investigation by test pit. Test pit sites were located in the field by
mearis 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 .fro1n representative soil strata encountered in test pits. Samples obtained have been
visually classified in the field by an engineer, identified aceotding to test pit number and depth, placed in
scaled containers and transported to our laboratory for additional testing. These materials have bcen further
described in detail on logs provided in the Appendix. Results of field and laboratory tests are also presented
on these logs. It is recommended that these logs not be used for estimating quantities because of highly
interpretive results.
Laboratory Testing Program:
Along with the field investigation, a supplemental laboratory testing program was conducted to determine
additional pertinent engineering characteristics of subsurface materials necessary in analyzing the, behavior of
the proposed structures. Laboratory tests were conducted according to current applicable American Society
for Testing and Materials (ASTM) specifications, and results of these tests are to be found on the
accompanying logs located in the Appendix. The laboratory testing program for this report :included
Atterberg Limits Tests - ASTM designation D 4318, Grain Size Analysis - ASTM designation C 1.17, C 1,36,
and Resistance R -Value and Expansion Pressure of Compacted Soils — ASTM designation P 2844.
Soil And Sediment Profile:
A total of 14 test pits were advanced to depths of 7.7 to 16.8 feet across the site. Because of the areal extent
of the studied parcel, the developed soil profile represents only a generalized case, and variations between
test pits should. be anticipated:
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Sandy Genn Clay (CL) — Dark brown to brown, dry to saturated, stiff to hard, sandy lean clay soils were
observed at ground surface across the site except in test pit 3. Fine grained sand was observed throughout the
clay soils, with organic material present generally within the upper 6 to 12 inches. Lean clay soils were noted
to depths of 0.5 to 3.5 feet.
Cemented Sandy $lit (ML) — Underlying surtieiai clay inmost test pits, brown to light brown, moist to dry,
hard., weakly to strongly cemented, sandy silt is present,. As indicated, the strength of cementation within this
soil type varies, however cementation is present in all test pits with sandy silt. This soil extends to:depths
ranging from approximately 3 to 9 feet.
Silty Sand (SM) — Below the cemented sandy sill, in some of the test pits, is silty sand. Thissoil classires
as brown to light brown, dry to saturated, medium dense to dense, and trace to moderately cemented: This
soil extends to depths of roughly 4 feet to beyond termination depths, where present.
,Poorly Graded Sandy Gravel (GP) - Light brown, dry to saturated, medium dense to dense, poorly graded
gravel sediments were observed at depth in most test pits: Well rounded cobbles of up to 10 inches in
diameter were present within this soil type. Poorly graded gravel sediments extended through the
termination depths where encountered.
Walls of each test pit were stable with the exception of those through native granular soils. EKeavations
through granular soils will have a propensity for sloughing or caving.
Soils: Survey Review:
A review of the United States Department of Agriculture, Soil Conservation Service, Soil Survey of Ada
County Area, Idallo, 1950, indicated the site can be characterized by the 6 soil types, Specific soils
characteristics, as defined by the USDA, for these soil types include:
• Aerie Haplaquepts• Very slow runoff and slight hazard of erosion,
• 'Eliiah Silt Loam- Moderately slow permeability, slow runoff, and slight bazard of erosion.
011aga Variant Loam- Moderate permeability, slow runoff, and slight hazard of erosion.
• Pipeline Silt Loam- Moderately slow permeability, slow to medium runoff, and slight to moderate
hazard of erosion.
• Power. Silt Loam- Moderately slow permeability, slow runoff, and slight hazard of erosion..
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
phat'oioni2ation detector. Samples obtained during our exploration activities exhibited no odors or
discoloration typically associated with this type contamination.
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SITE HYDROLOGY
General Notes:
Existing surface drainage conditions are defined in the Description of Site. Information provided in this
section is limited to observations made at the time of the investigation. Regional and/or local ordinances
may require information beyond the scope of this report.
Groundwater:
Groundwater was encountered only in test pit 1 at 3.0 feet because of the adjacem canal. Soil moistures in
the remaining test pits were generally dry to.slightly moist within the surficial clay and dry to slightly below.
Groundwater levels in the site vicinity are controlled in, large part by 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, lased on the evidence of this
investigation, and background knowledge of the area, it is unlikely that groundwater will be encountered
during most construction and is anticipated to remain at depths of greater than 13 feet below the ground
surface in the western 1/, portion of the site throughout the year. The eastern ''/A has shallow groundwater
from leakage of the adjacent canal, and could experience flooding. With periodic monitoring and, a
topographic survey for the site, MT1 can supply general estimations of seasonal high groundwatet elevations
for the area.
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, lean 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 dais value to near zero. Silty sand, silty gravel, clayey sand, and clayey gravel soils typically
exhibit infiltration rates of 2 to 8 inches per hour. Poorly graded sand and sandy gravel soils typically exhibit
infittration values in excess of greater than 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 onsite should be extended into native sandy gravel sediments.
Excavation depths of greater than 13 feet could be anticipated to expose sandy gravel soils depending on the
location of the drainage facility. In addition, because of the high permeability, ASTM G 33 .filter sand, or
equivalent, should be incorporated into design of infiltration facilities, An infiltration rate of 8' inches per
hour should be used for design.
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FOUNDATION AND PAVEMENT DISCUSSION AND RECOMMENDATIONS
General Notes:
Considering typical residential construction, and subsurface conditions, it is recommended that the,structures
be founded upon conventional spread footings and continuous wall footings. The following
Foundation Design Recommendations:
On the basis of data obtained from. the site and test results from -various laboratory tests performod, MTI
recommends following guidelines be used for the net allowable soils bearing capacity,
Footings should be proportioned to meet the stated bearing capacity and/or the IBC 2003 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 ol"footing excavations should be
removed and replaced with structural fill. Excessively l.ogse or soft areas that are encountered in the footing
subgrade will require over -excavation and backfilling with stntctural 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 he 24 inches below finished grade
Crawl Space Recommendations:
Considering the presence of shallow cemented soils across the site, all residences constructed with crawl
spaces should be designed in a manner that will inbibit water in the crawl spaces. Therefore, proper grading
should be considered to be critical, MTI recommends that roof drains carry storm water at least 5 feet away
from the residence, and grades should be greater than 5% for a distance of 10 feet away from all residences.
In addition, rain gutters should be placed around all sides of residences, and backfill around. stem walls
should be placed and compacted in a controlled manner,
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ASTM D 1557
Net Allowable Soils
Footing Depth
Sub.radeCom action
Bearing Ca aei
Footings should bear on competent, native soils,
or compacted structural fill. All disturbed soils
' Not required for native
1,500 lbs/fl,
and organics must be removed from below
soil
footin s.t
Footings should be proportioned to meet the stated bearing capacity and/or the IBC 2003 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 ol"footing excavations should be
removed and replaced with structural fill. Excessively l.ogse or soft areas that are encountered in the footing
subgrade will require over -excavation and backfilling with stntctural 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 he 24 inches below finished grade
Crawl Space Recommendations:
Considering the presence of shallow cemented soils across the site, all residences constructed with crawl
spaces should be designed in a manner that will inbibit water in the crawl spaces. Therefore, proper grading
should be considered to be critical, MTI recommends that roof drains carry storm water at least 5 feet away
from the residence, and grades should be greater than 5% for a distance of 10 feet away from all residences.
In addition, rain gutters should be placed around all sides of residences, and backfill around. stem walls
should be placed and compacted in a controlled manner,
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Recommended Pavement Sections:
MTI collected a sample of near -surface soils for R -value testing representative of soils to depths: of '1 foot
below existing ground surface, A bulk sample collected from the northwestern portion of the site, consisted
of sandy lean clay (CL) soil with fine grained sand. This sample yielded an R value of 7, As required by
Ada County Highway District, MTl has used a traffic index of G to determine necessary pavement cross-
sections for the site. Additionally, MTI has made other assumptions for traffic loading variables based.on the
character of the proposed construction, The Client should review these assumptions to make sure they.rellecl
intended use and loading of pavements both now and in the future.
Flexible Pavement Sections
The Idaho Method as defined in Idaho Department of Transportations Materials Manual (section 500) was
used to develop the pavement section, Ada County Highway District (ACHD) parameters for traffic index
and substitution ratios were also used in the design, and were oNai.ned from ACHD's Development Policy
Manual, Calculation sheets provided in the Appendix indicate the soils values, traffic loading, and material
ratios used to calculate (he pavement sections. MTI recommends that all materials used in the.eonstructiou
of Asphaltic Concrete Pavements meet the requirements of the Idaho State Public Works Construction
(ISPWC) specifications. Construction of the pavement section should be in accordance with. th,6se
specifications. The following thicknesses. arc MRiRvIUM. THICKNESSES for assured pavement faction
i
Aggregate NO
Structural Subbase
Pavement Sectlon Cotte onent-'
Driveways and Parking. Residential.Strccb
As haltic Concrete
2.5 Inches
Untreated Aggregate Base
4.0 Inches
Granular Borrow
14.0 Inches
Com acted Subgradc
Not Required
Material corrtplying with ISPWC Standards for Crushed Aggregate Materials.
Any material complying with the requirement for ganular structural fill (uncrusbcd) as defined in
ISPWC.
Common Pavement Section Construction Jssues
The subgrado 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 it heavy robber -tired fully loaded tandem axle dump truck or equivalent. MTI anticipates that pavement
areas will be subject to moderate traffic, Tt should be noted that surficial clay soils near to and above
structural fill.
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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 &atn proof
rolling for flexible pavements are allowable. Deflections from proof rolling of rigid pavement support
courses should not be visually detectable.
CONSTRUCTION CONSI.DERATTONS
Earthwork:
Recommendations in this report are based upon structural elements of the project being founded on
competent native soils or compacted structural, fill. Structural areas should be stripped to an olevalioq that•
exposes these sail types. Excessively organic soils, deleterious. materials, and/or disturbed soils gen;ndl.y
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, brush, and thick grasses wSth
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 sof 1. foot
(minimum), and wasted or stockpiled for later use. Stripping gbpths,shou.ld be adjusted it) 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 SOFA& 'soil two,
composition, and firmness or soil stability. If any identified underground storage tanks (TJST), below surface
uti.liaies, 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.
Atter existing subgrade soils are excavated to design grade, proper control of subgrade conditions (i,e.,
moisture content) and placement and compaction of new 511 (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 property monitor
compaction. For structural .fill beneath building structures one in-place density.test per lift for every 5;000
square feet is recommended, In parkirig and driveway areas this can be'decreased to one test.per lift for every
10,000 square feet,
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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 f ll soils at time of placement. This will require addition of water to achieve
near optimum moisture levels. Low cohesive soils exposed in excavations may become friable, increasing
chances of sloughing or caving. .Measures to control excessive dust should be considered as part of the
overall health and safety management plan.
Wet Weather:
If construction is to be conducted during what is considered "Wet" seasonal conditions (commonly from
mid-November to April), problems associated with soft soils must be considered as pari of the construction
plan. During this time of year, fine grained soils such as silts and clays will become unstable with increase)
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 he 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 exxpose 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, Slvf,, and
ML, in accordance with the 'Unified Soil Classification System (USCS) (ASTM D 2487). The use of sily
soils (USCS designation of GM, SM, and ML) as fill may be acceptable. However, these materialsi require
very high moisture contents for ecmpaegon.and.require.a long time to dry,oul,if natural moi$turC content5.'are,
too high. Therefore these materials can. be quite difficult to work. with as moisture content, li.R thickness, and
compactive effort becomes difficult to control. if silty soil is used for structural fill; lift thicknesses should
not exceed G inches (loose), and 61.1 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.
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Recommended granular structural fill materials, those classified as GW, OP, SW, SP, should consist of a 6
inch minus select, clean, granular soil with no more than 30% oversize (greater than'/, inch) material .and. no.
more than 12% fines (less than #200) and placed in layers not to exceed 9 inches. in tluckness.. Prior to.
placement of structural fill materials, - surfades must .be prepared' as ' outlined in the Consfruetion
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 bottpta of
foundation and underlying soils, or 5 feet, whichever is less,
Each layer of structural 611 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'/,
inch), if material contains more than 40%s 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 .i.nebes. 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 ar.eas, backfill must.
be compacted to a firm and unyielding condition.
Excavations:
Shallow excavations that do not exceed 4 foot 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 I% foot horizontal to 1 foot vertical (1'/s1-I:I V) for excavations up to 20 feet in height.:
Excavations in excess of 20 feet will require additional analysis. Note that these slope angles are considered
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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
rougbty, 2 to 12 feet. For deep excavations, native granular soils cannotbe.expected to remain in. position.
These materials are prone to failure. and may collapse, thereby undermining tipper soils layers. Tliis is
especially true when working at depths near the water table. Proper care must be taken to protect personnel
and equipment.
During our subsurface exploration, test pit sidewalls generally exhibited little indication of collapse.
However, some caving of granular soils occurred, especially after penetration of (he water table. Care must
be taken so that excavations are properly backfilled in accoidarice with procedures outlined in this report;
Water and loose debris should be removed from these excavations, prior to placement of fill soils or
concrete.
Groundwater Control:
Groundwater was encountered in the northeast portion of the site during the investigation. Excavations
below the water table will require a dewatering program.. It may be possible to discharge dewatering effluent
to remote portions of the site or to a strategically located sump or pit. This will essentially recycle effluent,
thus eliminating the need to enter into agreements with local drainage authorities. Should the scope of the
proposed project change, MTI should be contacted to provide more detailed groundwater control measures.
Special precautions may be required for control of surface runoff and subsurface seepage in general. It is
recommended that runoff caused by wet weather be directed away from open excavations. On-site silty or
clayey soils can be expected to become soft.and pump if subjected to excessive traffic following periods .o,f
wet weather, Ponded surface water ureas should be drained to allow construction to takeplace through
methods such as trenching, sloping, 'crowning grades, nigbtly 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 aremade.in the character or location of
the proposed development, 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 Material; Tcsting & lnspcetion, lne.
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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: 17 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.
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APPENDIX
GEOTECHNICAL GENERAL NOTES
UNIFIED SOIL CLASSIFICATION SYSTEM
GEOTECHNICAL TEST PIT LOGS
PAVEMENT TfficKNEss DESIGN SHEETS
SITE MAP PLATES
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GEOTECHNICAL GENERAL NOTES
SOIL PROPERTY SYMBOLS
Ni Standard "N'" penetration: Blows per foot of 140 pound hammer falling 30" on a 2" O,D, SS,
Qu: Unconfined compressive strength, tonslf.12
Qp.: Penetrometer value, unconfined compressive strength, tonvR2
Qc: Cone Penetrometer value, unconfined compressive strength, pounds/in2
V': Vane value, ultimate shearing strength, tons/R2
M: Water content, %
LL: Liquid Limit
PL Plasticity Index
NP: Non-Piastic
D: Natural dry density, IWO
WT: Apparent groundwater level (at time noted after. completion).
DRILLING AND SAMPLING SYMBOLS
SS: Split -Spoon - 1 3/8" 1.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 Penetratlon
Resistance
VeTy Loose
<4
Very Soft
t2
Loose
4-10
Soft
2.4
Medium Dense
10.30
Firm!M. edium Stiff)
4-8
Dense
30.50
Stiff
8-15
Veg Dense
>50
Very Stiff
15-30
Hard
>3o
PARTICLE SIZE
Boulders 12 in. -o- Coarse Sand 5 nun to 0.6 nim Slits 0.074 tarn to 0.005 mm
Cobbles 12 in. to 3 in, Medlum Sand 0.6 tam to 0.2 mm Clays 0,005 MM & Smaller
Gravel 3 in. to 5 men Fine Sand 0.2 torn to 0,074 tom
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Unified Soil Classification System
Major
Symbol
Soil Descriptions
Divislons
Well -graded gravels, gravel -sand mixtures, little or•no fi'n'es
Gravel
GW
Poorly -graded gravels, gravel -sand mixtures, little or no fines
and
Gravelly
GP
Soils
Silty gravels, Poorly -graded gravel -sand -silt mixtures
<50%
GM
coarse fraction
Clayey gravels, Poorly -graded gravelrSand-clay mixWrbs
passes #4 sieve
GC
Coarse
Well -graded sands, gravelly sands, Uttle or no fines
Grained
Sand
SW
Poorly -graded sands, gravel ly sands, little or no fines
Soils
and
<W/o
passes
Sandy
Soils
SP
Silty sands, Poorly -graded sand-gravel-siltrtri.xt:ums
H-200 sieve
>50%
SM
Clayey sands, Poorly -graded sand -gravel -clay mixtures
coarse fraction
passes I►•4 sieve
SC
Inorganic silts & very fine sands, Silty or clayey fine sands, .clayey
Silts
M'L
silts
and
Inorganic clays of low to medium plasticity, gravelly clays, sanely
Fine
Clays
LL < 50
CL
clays, silty clays, lean clays
Organic silts and organic silt -clays of low plasticity
Grained
Soils
OL
;
Inorganic silts, micaceous or diatomaceous fne�and or,silt
>50%
Silts
MH
Inorganic clays of high plasticity, fat clays
passes
and
#200 sieve
Clays
LL > 50
CIS:
i ;
Organic silts, and clays of mcdium-to-high pIaslicrty
OH
Highly Organic Soils
Peat, humus, hydric soils with high organic content
PT
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GEOTECHNICAL
INVESTIGATION.
TEST PIT LOG
Test Pit Lag 4: TP -1 Date Advanced; 6/16/2005 Logged By: Je se B1 arcus, E.LT.
Excavated By: Circle H Construction Location: Set: Later SiteyMap :Pfatees
Depth to Water Table: 3,0 Feet Depth to Bottom. Cif Role: 7. Feet
Lab Test ID M LL . PI Sieve Anal sis
a/a #4 #10 #40 #100 #200.
A 24,1. IIP , NP ' 100 100 '34 89 79.4 .'
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Depth
Field 'Description, w/USCS Soil
Sample
Sample Deptti
Qp
Lab Test,
Feet
and Sediment Classification
e
irnm-To j
-Tb)
ID
Sandy Lean Clay (CL): Dark
0.0-1.5
brown, slightly moist, stito very
i
I
1.0-3.0
i
stiff.
—Plow zone and organic material to
8 inches.
1.5-3.5slightly
Sandy Silt (ML): Da}k brown,
moist to saturated, stiff to '
GS
2,8 to 3.1 1
1.0 .to 3.0,
A
very stiff
Silty Sand (SM): Brown, saturated,
3.5-5.5
and medium dense.
Poorly Graded Sandy Gravel
5.5-7.9
(GP): bight brown, saturated.
medium dense, with 8 inch minus
well rounded cobbles.
Lab Test ID M LL . PI Sieve Anal sis
a/a #4 #10 #40 #100 #200.
A 24,1. IIP , NP ' 100 100 '34 89 79.4 .'
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GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Lag ft: TP -2 Date Advanced: 6/16/2005 Logged By: Jesse Barrus, E.I.T.
Excavated By: Circle H Construction Location: ee-L-ate Site Map Plates
Depth to Water Table; Not Encountered Depth to Bottom nfHo).: 16.8_F'ee(�
Depth
Field Description, w/USCS Soil
Sample
Sample Depth
Qp
Ub Test
Feet
and Sediment Classification
Tv a
(From -To)
ID
Sandy Lean Clay (CL). Dark
0.0-1.2
brown, dry, hard.
4.5+
Plow zone and organic material to
8 inches.
Clayey Gravel (CQ-. Dark brown,
1.2-2.2
dty, medium dense to done.
Poorly Graded Sandy Gravel
2.2-16.8
(CP): Light brown, dry, dense, with
1 10 inch minus well rountted cobbles,
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GEOTECHNICAL.
INVESTIGATION
TEST PIT LOG
Test Pit Log 0: TP -3 Date Advanced: 6/16/2005 Logged By: Jesse Barrus, E.I.T.
Excavated By: Circle H Construction Location: See Later Site Map P11tes
Depth to Water Table: Not Encountered Depth to Botton3 Of Holo. 8.1 Peet
Copyright' 2005 Materials Testing &:Inspection, Inc,
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82,E2'd 911@06£6.01
Depth
Field Deacrlption, w/l1SCS 50;1Sample
Sample 17e0h
QP
Lab Test
Feet
and Seditneipt Classification
Type(From-To)
.11D
Sandy Silt (ML): Brown, dry, hard,
0.0.4.0
weakly cemented.
4.5+
--Plow zone and organic material to
8 Inches,
Silty Gravel (GM): Brown, dry,
4.0-6.5
dense,
Poorly Graded Sandy Gravel
6.5-8.1
(CP): Light brown, dry, dense, with
10 inch minus well rounded cobbles.
Copyright' 2005 Materials Testing &:Inspection, Inc,
7446 W Lemhi St., -Boise, io 83709 -200376-4746 Fax 208 322-6616
E -Mail and®mtl-id.co(n www.mt-ld.eom
82,E2'd 911@06£6.01
MATERIALS
TESTING Et
INSPECTION
tuly 19.,.2005:
patio t 23 of 3:5'.
O Environmental Services U Geotechnical En insulnp U Construction Materials Toatinp 0 Soeciml InsoectiDns
\\n9iserver2\boise\2005 sports\600.799\b5'0779g\450.1)9geolech.dou
GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP -4 Date Advanced: 61.1.612005 Logged By: Jesse.Barrus, E.I.T.
Excavated Hyl Circle 1.I Construction Location. See LaterlSite Map Plates
Depth to Water Table: Not Encountered Depth to Bottom OfHole: 15.5 Feet
Depth
Field Description, w/U3CS Soil
Sample
Sample Depth
Qp
L46 Test
Feet
and Sediment Classitit ation
T o
From-Tq
I
CD
Sandy Lean Clay (CL): dark
0.0-2.8
brown, slightly moist, very stiff to
4.0-4.5
hard.
--Plow zone and organic material to
8 inches.
Cemented Sandy Silt (ML):
21-5.4
Brown. slightly moist, very stiff'to
2,04.5
hard.
—Weak cementation throughout.
Silty Sand (SM): Brown, slightly
5.4-12.4
moist, medium dense.
—Weakly cemented front 7.1 to 10.1
eel.
Poorly Graded Sandy Gravel
12.4-15.5
(GP): Light brown, slightly inoist,
medium tense, with 61nch minus
well-rounded cobbles,
copyriOC2005 MNerials'I'gsting & Inspection, Inc.
7446 W. Lemhi St., Boise, 10 63708 200 376-4748 Fax 208 322-6515
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MATERIALS
NESTING &
INSPeCTION
July 19, 2003
Pege'tt 2.4%oM
Q Environmental Services O Geotechnical Engineering O Consvuttlon Malorials Testing ❑ Special Inspections
\\mtiscrver2\boise\2005 repons\Gut?-7!JU\h507J,9g1b50779g'eorech.doc
GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP -5 Date Advanced: 6116/2005 Logged By: Jesse Barrus, EXT.
Excavated By: Circle 14. Construction Location: See Later Site Map Plates
Depth to Water Table: Not Encountered Depth to ..Bottom Of fiole: 13.8 Feet
Lab Test 1D M LL P1. Sieve Analysis
#4 010 #40 1 #100 1 #200
B 12.4 47 23 99 97 89 75 66.4 `.
Copyright' 2005 Materials Testing @ Irrapeclion; Jac,
7446 W. Lemhi 81., Boise, ID 83708 208976.4748 - Fax 208 322.8575
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Depth
Feet
Field Description, w/USCS Soil
and Sediment Classification
Sample
!—Zee
Sample Depth
From -To
Qp
Lab Test
1'D
0.0-1.4
Sandy Lean Clay (CL): Dark
brown, dry to slightly moist, hard.
GS
0.01.4
4.5
B
Plow zone and organic material to
8 inches.
1.4.7.7
Cemented Sandy $ilt (ML)t Brown
to light brown, slightly moist, very
2.545
stiff to hard
Weakly cemented from 6.7 to 7.7
feet.
Silty Sand (SM): Brown to light
brown, dry to slightly moist, medium
L7.7-13.8
dense to dense, with some 4 inch
minus gravel,
Lab Test 1D M LL P1. Sieve Analysis
#4 010 #40 1 #100 1 #200
B 12.4 47 23 99 97 89 75 66.4 `.
Copyright' 2005 Materials Testing @ Irrapeclion; Jac,
7446 W. Lemhi 81., Boise, ID 83708 208976.4748 - Fax 208 322.8575
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MATERIALS
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INSPECTION
hdy 19,.2005
Page# 25oh5
U Envirommnnial Services U Geotechnical Enainaarinp Q Construction Materials Teslino 0 Special Insppoilona
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GEOTECHNICAL
INVESTIGA'T'ION
TEST PIT LOG
Test Pit Log #: TP -6 Date Advanced; 6/16/2005 Logged By: Tesse'Igarrus, E.LT.
Excavated By; Circle II Construction Location: See Later Site Neap Plates,
Depth to Water Table; Not iocountercd Depth to Bottom Of Role: 11.9 Feet.
Qp
LA Tcst '
In
4.5
.0-4.5
—
:1
Copyright' 2005 Materials Testing& Inspection, Inc.
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MATERIALS
TESTING Es
INSPECTION
'July 19, 200;5
pagGu .24orls
U Emlranmental Sorvices ❑Geotechnical Engineering ❑ Cpnaintrtion Materials Tes6no ❑ Special Infpootions.
\%mtlserver2\bois6\2005 reports1600-79%b50739g\b$0739gcolcsh,doc.
GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log h: TP -7 Date Advanced: 6/1.612005 Logged By: Jesse Harrus, EJ.T.
Excavated By: Circle H Construction Location: See Later Site Map Plates
Depth p th to Water Table: Not Engountered Depth to Bottom Of Hole. 8.1 Feet
Copyright' 1005: Materials Testing & iaspection; tne-
7446 W. Lernhi St., Boise, ID 83709 208 376.4748 Fax 208 322-6516
E -Mail mil tDmti4d.aom www'Mil•id.ecm
Depth
Field- Descri tion w/US,CS Soil.
P 7kon
Sample
Sample Depth
P
Qp
Lab Test
Feet
and SedimentClaasixcation
T e
(From -To)
ID ,
0.0-2.1
Sandy Lean Clay (CL); Durk
brown, dry, hard.
4,5
—Plow zone and organic material to
8. inches.
2.1-6.2
Cemented Sandy Silt (ML).
Brown, slightly moist, very stiJJ'to
2A•4.5
hard.
—Moderate to strong cementation
variable throe hour.
Poorly Graded Sandy Gravel
6•2-8.1
(GP); Light brawn, dry, dense w
very
dense, with 6 inch minus well
rounded cobbles:
Copyright' 1005: Materials Testing & iaspection; tne-
7446 W. Lernhi St., Boise, ID 83709 208 376.4748 Fax 208 322-6516
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dense, with 6 inch minus well
rounded cobbles:
Copyright' 1005: Materials Testing & iaspection; tne-
7446 W. Lernhi St., Boise, ID 83709 208 376.4748 Fax 208 322-6516
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MATERIALS
T6srINQ is
INSPECTION
My 1..9, 246,5
Page # 27 of 35
0 Environmental Servions_ U Geotechnical Engineering O Construction Materials Tosling 0 Specie! Inspeoliono
Wntiscmar2\boisoW105 reports\600.799\b50739g\bS0739gcoieeh.doe
GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log h: TP -8 Date Advanced: 61.1612005 Logged By: Jesse Barrus, E.U.
Excavated By: Circle H Construction Location: See Later Site Map Plate's
.. :.......
Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 12,1. Fat
Copyright' 2005 Materiats'resting & InsDce.tion, Inc.
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Depth
Field Description, w/USCS Soil
Sample
Sample -Dept h
QP
Lab. Test
'eel
and Sediment Classification
Type
From -To
1D
Sandy Lean Clay (CL): Dark
0.0-1.4
brown, dry, hard,
4,5
Plow zone and organic material to
3 inches.
Cemented Sandy Silt (NII,): Light
1.4-3.7
brown, dry. hard.
4.5
—Weakcementation throe hold.
Silty Sand (SM): Light brown, dry,
3,7.12.1.
dense, with some 3 inch minus well
rounded gravel.
--Weak eementailon throe pout.
Copyright' 2005 Materiats'resting & InsDce.tion, Inc.
7446 W. Lemhi St., Boise, 10 83709 208 $76-4748 Fax 208 322.6515
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MATERIALS
TESTING &
INSPECTION
July, 19, 20,.05
Pago tF. 28 0105
Rnvironmenlal Sarvlces - O Geotechnleal gngineerina p Construction Malarialo Testing l] 9ogcisl InsxcC'o�
14gtismcr2lbuisc12005 rcpons1600.79.9\bS07)9g1bS07,)9geotedi.db, .
GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP -9 Date Advanced: 6130/2005 Logged lay: Jesse Barrus, E.U.
Excavated By: Circle H Construction Location: wee L r Site Map Plates
Depth to Water Table: Nat' Encountered Depth to Bottom. Of H. e: 8,1 et
Lab Test ID M LL 1't Sieve Anal sis
% #4 1 #10 1 1;
40 16100#200.
C 16.4 48 27 76 72 64 57 152
Copyright' 2005 Materials Tasting & Inspection, Ine.
7445 W. Lemhi St., Bdise, ID 83709 208976-4748 - Fax 208 3226615
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Depth
Field Description, w/US,CS Sail
Sample
Sample Depth
Qp
Lab Test
Feet
and Sediment Classification
TXee
rom.To
ID
0.0-2,7
Sandy .Lean Ctay (CL): Brown,
slightly moist, very stiff tohard,
GS
1.04.5
2,0-45
C
Plow zone and organic material to
LU eel.
Clayey Gravel (GC): Brewn,
2.7-4.0
slightly moist, medium dense.
4,0-8.1
Poorly Graded Sandy Gravel
(GP): Light brown, slightly moist,
medium dense, with 8 inch minus
well rounded cobbles.
Lab Test ID M LL 1't Sieve Anal sis
% #4 1 #10 1 1;
40 16100#200.
C 16.4 48 27 76 72 64 57 152
Copyright' 2005 Materials Tasting & Inspection, Ine.
7445 W. Lemhi St., Bdise, ID 83709 208976-4748 - Fax 208 3226615
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MATERIALS
T[STINCy!
;;^,y.!' INSPECTION
July 19, 2005
.Page# 29 of 35
0 EnvirormentaLServices 0 Geotechnical Enoineerine 0 Conslnrrtion Malerlals TesNnp 0 Special'dnaoectlons
WmiserverMoiscV005 reports\600799\b50.739gfbS0739gcbtcch doo
GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP -10 Date Advanced: 6/30/2005 Logged By: Jesse Barrus, EXT.
Excavated By: Circle H Construction Location; See Later Site Map Plates
Depth to Water Table Not Encountered Depth to Bottom Of Hole; 8.5 Feet
Copyriltht ` 2005 Materials Tcsling & Inspection, Inc,
7440 W Lpmhi St„ 9oise, Io 83709 208 376.4748 Fax 20B 322-6515
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MATERIALS
TE5'PING Fs
INSPECTION
Iply j9, 2005
Page # .30 of 35
0 Environmental Services 0 Geolechnical Enaineerinp 0 Construction Materials Tasting G Saecial Imo rlioas
VMtiscrvcr2\boiseV2005 •raponslGUO.799\b5079.9gV6507;19geoiteh.Jbe:
GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log Ht TP -1l .Date Advanced; 4/30/2005 Logged By; Jesse'$arrus, E.I.T.
lixcavated By; Circle H Construction Location: See Later Site Map Plates
Depth- to. Water Table: Not Eneousltered Depth to Bottom Of Hole: 9.3 Feet
Copyright' 20.OS Materials Testing & Inspection, Inc.
7440 W Lemhi St., 6oise, 10 83709 208 376.4748 _ Fax 208 322.6515
E -Mail m60mO-ld.eonl www.mg-ld.com
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Depth
Field Description, w/USCS Soil
Sample
Sample Depth
Qp
Lab Tcst .'
Fact
and Sediment Classifention
Type(From-To)
ID
Sandy Lean Clay (CL): Brown,
0.0-0.7
moist, stiff..
1.5.2.0
—Plow zone and organic moterlal to
8 inches,
Cemented Sandy Silt (ML): Light
0.7-55
brown, slightly moist, hard.
4.5+
Weakcementation throu hour.
Poorly Graded Sandy Gravel
5.5-9.3
(GP): Light brown to reddish -
brown, slightly moist, medium dense,
with 6 inch minus well rounded
cobbles.
Copyright' 20.OS Materials Testing & Inspection, Inc.
7440 W Lemhi St., 6oise, 10 83709 208 376.4748 _ Fax 208 322.6515
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8£�I£'d 90806£601 _W021.� SI�£T 5002-82-'ltlf
MATERIALS
aM
TESTING Fr
,,, iaa>•"' INSPECTION
mly 19, 20,051
Page N 31 ot'35.
C? Environmental Services ❑Geotechnical Englneetinp U Construction Materials Testing U Special Inspectiors
VmtiservcrZtboi;e\iD0$ repons1fi00.199\bs(1ZD9g1b507g9geoteah.dow
GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log it: TP -12 Date Advanced: 6/30/2005 Logged By: Jesse Barrus,-E,I.T.
Excavated By: Circle H Construction Location: See Later Site Map Plates
Depth to Water Table: Not Encountered Depth to Bottom O£Hole: 7.7 Feet
Depth
Field Description, w/USCS Soil
Sample
Sample Depth
Qp
Lab Test
Foot
and Sediment Classification
Type
(From -Toll
ID
Sandy Lean Clay (CL): Brown,
0.0-1.3
slightly moist, very stiff jj'to bare!.
3,0-4.5
Plow zone and organic material to
8 inches.
Cemented Sandy Silt (ML): tight
1.3-3.1
brown, dry to slightly moist, hard,
4,5+
—Moderate to strong cementation
variable. throughout.
Silty Sand (Slug: Light brown, dry,
3,1-5.2
medium dense.
—Moderate cementation throe hour.
Poorly Graded Sandy Gravel
5.2-7.7
(GP); Light brown, dry, medium
dense to dense, witlr 8 inch minus
well rounded cobbles,
Copyright' 2005 Materials Testing & Inspection, Inc.
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MATERIALS
PM
'T'ESTING
INSPECTION
NY 1.9,2045.
Page # 32 of 35.
U Environmental .Sannces ❑ Geotechnical Ent*100rino O Consttue110n Matoriala Testing a Sposial Insooeliond
i\m1iserver2lboise12005 reports\600.799.\b50739g\b50739gmioch.doc
GEOTECHNICAL
INVESTIGATION
TEST PIT LOC
Test'Nt Log il: TP -13 Date Advanced: 6/30/2005 Logged By. Jesse .Barrus, 9.1.T.
Excavated By: Circle H Construction Location: See Later Site Map Plates
Depth to Water Table Not Encountered Depth to Bottom Of Hole: 9.2 Feet
Copyright' 2005 M6lerials Testing& inspection, Inc.
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Depth
Field Description, w/llSCSSoil
Sample
Sample Depth
Qp
Lab Test,
(Feet)
and Sediment Classification
T e
From -To
11)
0.0-1.6
Sandy Lean Clay (CL), Brown, dry
to slightly moist, very stiff to hard.
2,75-4.5
—Plowlroor zone and organic
material to 8 inches.
Cemented Sandy Silt (ML): Light
1.6-3.3
brown, dry. hard.
4.5+
—Weak to strong_ cementation
throughout.
Silty Sand (SM); Light brown, dry,
3.3-4.9
medium dense.
--Weak cementation throughout
Poorly Graded Sandy Gravel
4.9-9.2
(GP): Light brown, dry, medium
dense, with 8 inch minus well
rounded cobbles.
Copyright' 2005 M6lerials Testing& inspection, Inc.
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MATERIALS
TESTING &
INSPECTION
July 19,;200.3.
Page'8 J3 005
O Etw1ronm9nIRI Serviaes O Geotechnical Enalnaerino U Construttion Materials Tealing OSpecietlnspeciiona
\\mtiserver2\bolse\2005 reports1600.799\b5W398\b507398eoic6h.doc
GEOTECHNICAL
INVES'T'IGATION
TEST PIT LOG
Test P.it .Log 9: TP -14 Date Advanced: 6/30,/2005 Logged By: Jesse Barrus, E.LT.:
Txcavated By Circle H Constructlon � Location: See Later Site Map Elates
Depth to Water Table: Not Encountered Depth to Bottom Of Hale 9.4 Feet
Copyright' 2005 Materials Tcstin8 & Irrispection, Ina
7446 W. Lemhi St., Boise, ID 83708 208 376,4748 Fax 208 322.6515
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8£,1,£'d 96806£6:01 :unNa at:srr camp-ap_inr
Depth
Field Description, wXSCS Soil
Sample
Sample Depth
Qp
LaliTesi
(Feet)
and Sediment Classification
Type
From -To
ID
0,0.0,5
Sandy Lean Clay (CL): Brawn, I
slightly moist, very sti/f.'
4.0
Plow/root zone and organic
material to 6 inches.
0.5-3.1
Cemented Sandy Silt (ML): Lig1�t
brown, dry, hard,
4,5+
--Weak to strong cementation
variable lhroa bout.
3.1.5.2
Silty Sand with Gravel (SM):
Li hl brown, dry, medium dense.
Poorly Graded Sand with Gravel
5,2-6.4
(SP): Light brown, dry, medium
dense.
6,4-9.4
Poorly Graded Sandy Gravel
(GP): Light brown, dry, medium
dense, with 8 inch minus well
rounded cobbles,
Copyright' 2005 Materials Tcstin8 & Irrispection, Ina
7446 W. Lemhi St., Boise, ID 83708 208 376,4748 Fax 208 322.6515
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MATERIALS
TESTING &
INSPECTION
July ;1�, X005.
Pagc!I 34 9P33
7 Environmental Services Q Geoleohnloal Engineering u Constr0elion Materials Testing Q Special Inspeolions
gNmiservtOboise\2005 reports\609-799\0507,39g\b50739geotech,doc
IDAHO METROD - PAVEMENT THICKNESS
(USINGADA COUNTY. HIGHWAY.DISTRICTSVIISTITUTION RATIOS)
P.r.menl Stedolt Doeleu Location: Pmpnacd Idwuvl C,mva R6 Aares.
Average Daily Trafrc Count:
OtArin Life:
-
TrRf eIndex:
Climate Faster;
5uhgrade C.DR Value%
R -Value or Agit"90e Rale:
R•V•lue of Granular Barrow:
Subgrade R•Vphtt:
F,xpwxien Pn+sure of Subgradtr
Unit Weight of Dave Malarial$!
TWA Dedan Life 10 Wit ESAL'1:
ASPHA TIC CONCRETF1
Crawl Egaivalml, Caltalatedr
Thicknew
Gravel Equivalent. ACTUAL:
CRUS119D AGGREGATE BASE:
Cr.vel Equiva)ent(Ballpet):
Thickutanr
Gravel EquivhImt. ACTUAL,
GRANULAR BORROW:
Gravid Equivn(aal (RRgast):
Thickness:
Gravel Equlvalwq M,77iAL:
TOTAL Tldcknesn
Thickness Requited by Exp. Pressure:
All Lana Doth Directions
20 Yeats
6.110
1 R•Value ofSv6Bradr. 7.00
•- Subgrade Mr:
80
60
7
n.53
130
37,131
0.384 Pact
0.196929077 _ - s 3 . s"-• -
11.41
0.768 (II'only 48gregew have ii w be caits, lgd W,1
`chug o 14 14 to DI!
0,329 - .57+.I5 •�
0.772
1.786
1014 's- c - - .di, —.,.igy
1.9)9 _...
1.708
11.366 This number must be less than TOTAL Thlcknese
Design (ACRD Values)
Depth SubnOutlae
lnellgr Rallal
Aspballle Conerne (ra Iea4f 2.S), - - Z.50 1 95 (ACHD m(nimumc: 2.5 for local & 3 for an.le"11* m0.
Asphalt Treated brae (ai loaR 4-2): OAO
Cement Treated Ossa (at ltuf 4.2)1 0.00
Untreated Aggregate B.re pt leaft 4lp 4.00 ),to
Granular burrow (at IRaxt d.2): IA.00 I,00
Copyright • 2005 Materials Testing B: Inspection, Inc.
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MATERIALS July 19, 2605
•;a
Pagclf 35'6135 TESTING Sr
INSPECTION
C3 Environmontal Sarviees O Geotoehnical Endinooring O Conntrucllon Matarials Testing Cl Special (nspecllom
\\mtiserver2\boise\2005 reports\600.799Vb50719g\b50719ggolceh.cloc
RESISTANCE «R» VALUE LABORATORY TF.fiT DATA
Source and Description:
TP.10, 0.5'-1.5'
Date Obtained;-1uC
1, 2005 -
$AM Ie ID:
3626... ..
Sant Iln entl Prc tirntion;
ASTM D75: - AASHTO T2: I- X I AASHTO T87: I X I ASTM.D42ti
Test Stanfiard:
ASTM 172$44: I I AM11TO T190: I Idaho TS: I X
Sam le
A
H
C
D Density
ensi Ib/.tt
96.6
98.7
95.7
Moisture Contcnt %
17.5
19.4
21.3
Expansion Pressure si
0.66
0.48
0.30
Exudation Pressure (psQ
287
188
113
R -Value
9
7
4
R -Value @ 200 psi Exudation Pressure = 7
R•Value @ Exudation Pressure
:
,DO
Copyright' 2005 Mmetials Testing& (nRcction, Inc.
7446 W Lemhi St, Boise, tD 83709 208 376.9746 - Fax 208 322-6515
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Topographic Map I -
241. _ •, ? \\ �mq
A Al
.I
lit
Pao1RoNWHocW*0011ding
Materials 1a�m4 p1 f Eagle andFnnkanRoads
Meridian, Idaho
Testing Fs >ma99 'D ", ND. a506/06g
Inspection 3a0..JOJune20O5
P Drawn ay: JSB
RS'il f'd 9bH06E6 �O1
Plate. 1
Cloverdale Quadrangle
Ada County Idaho
10FOOTCONTWRIMNAL
Sa:19,TA,R1E
Pnoporevleed 1971
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Cloverdale Quadrangle
Ada County Idaho
10FOOTCONTWRIMNAL
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