HomeMy WebLinkAboutGeotechnical Engineering ReportMATERIALS
TesiriNG
INSPECTION
CREOTECHNICAL ENGINEERING REPORT
of
Locust Grove 86 Acres
Rumpsl Lane 8 Locust Grove Road
Meridian. Idaho
Prepared for:
M&H Development, LLC
82 Cast State Street. Suite B
Eagle, Idaho 83616
MTI Fite Number 9SO739►g
7446 W. l-emhf St., 6oise, i0 93709
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MATERIALS
Q7FTESTING &
INSPECTION
❑ Gaotochniegt En
July' 19, +200s
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M&H Development, LLC
82 East State Street, Suite S
Eagle, ,Idaho 83616
(208) 939-8466 Re' Geotechuical Engineering Report
Locust Grove 86 Acres
Rumpel Lane & Locust Grove Road
Meridian, Idaho
Gentlemen:
Tn uornpliance with, your i.nstrucdolls, we have conducted a soils exploration. and foundation evaluation for
the above mention development, Field work ,for this investigation was conducted on 16 June 2005 to 30
June 2005. Data have been ataalyzed to evaluate pertinent geotechni,cal conditions. Provided ge2005 tao3
groundwater and construction recommendations are listed in the Table of Contents. Results of this
investigation, together with our recommendations, are to be found in the following report. .
Olsen, 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, MT1 also has great interest in providing utaterials testing and special inspection services
during construction of this project, if you will advise us of the appropriate time to discuss .these engineering
services, we will be pleased to meet with you at your. convenience.
We appreciate this opportunity to be of service to you and we look forward to working with you in the future.
1f you have questions please call us at (208) 376-4748.
Rcspeetfully Submitted,
Materials Testing & Inspection, Inc.
ssc Barrus, E.T.T.
Staff Engineer
CO' M&H Development
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MATERIALS
TESTING Es
INSPECTION
J.u1Y I:9, 200S
Page # 2 .of 35
O Environmental Services O abotachnical En inasrin
- O Construction Materlafa Testing O Spocial. nnoeotrdns
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TABLE OF CONTENTS
INTRODUCTION ..................... .
Project Description...............................,...,.,...............,,.....,..................................3
. ,,,,,,,,• 3
.................................... 3
Authorization .................................... .
.......................................................
Purpose.......................................................,......................,..,,.,.............,.......3
Scope..........................................
Warranty And Limiting Cunditions.......... ...... ...... ....................'.'.3
..........................................................4
General ...................................................................... S............................................4
DF,$f.KIPTIUN QK.'1'!`E........................................««.....................«..,...............,.«.
Site A «..5
Ceneral Geology orArea, ...........................................................
..........................................,,............,,...,...,.5
Site Topography, Drainage And Vegetation .........
Site Cllmatology And Geoeheinistry ............................... ...................................6
Geoseislnic Setting ........................................ 6
SOILSEXPLORATU)N ............ .....................«......•.,........,........,..«.....,...,,..,........ ...........
Exploratiun and Sampling Procedures................................................^»���� ,............7
Laboratory Testing Program.....................................,..........,..,,.............,....,.......7
Soil And Sediment Prollle................. .7
Soils Survey Review ................. 8
Volatile Organic Scan ........................... .
SITE HYDRUI.t)t:v............................. $
9
General Notes......................:........•...................,.................................................9
Groundwater ......................,,.,.,....,.....,....,..................
Soil Inflltration Rates.........................................................................................9
FOUNDATION AND PAVEMENT nitit USStoN AND RnamMENDATIONS ...........................10
General Notes ... ............ .
!l.............. . , 10
to
Foundation Design Reeonunendation
Crawl Spaco Recommendations .......................... 10
Recommended Pavement Sections ................. 1 l
C0/N$'1'KUC 70N CONSIDF.RATI(INS........................................«...........................................12
Earthwork.......................................................... 2
Dry Weather ................................... ....13
Wet Weather ................. ...,,..,.......... ,........ , ......................... ,
........................................................................................13
Frozen Subgrade Soils ................................................ .13
Structural fill ......... .............
13
Backfill
...........................................................................................14
Excavations.................................................................................................................1
Groundwater Control...5
CENEItAl, C(1NtM1?NT5 ................... »........................., .. ........................1
tt>=rslsE ......................................................................
�CFS.............................................
.................. «................................ «...... 16
APPENDIX I.IST...«........................ ......................... ...................... ....................................... 17
Geotechnicat General Notev................
Unified Soil Classlticalion................................... .,..,..................19
TestPit Logi..........................................................................
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MATERIALS
TESTING >fr July 19,, Zoos
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INSPECTION
U Environmenlet services O Ge6tAchnir-=1
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INTRODUCTION
This report. presents results of a geotechn.ical investigation and analysis in support of data utilized in design
of structures as defined in the 2003 International Building Code (IBC). Information iu supportof
groundwater and stonnwater issues pertinent to (he practice of Civil Engineering is i
and .recarnmendations relevant to the earthwork phase of the project are also presencluded. Observations
nted,
Project Description:
The proposed development is located south of the City of Meridian, Ada County, Idaho, and occupies a
portiol.t o:f. the S'/=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
developmen(. 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 Koga of The Land Group, Inc. to Eric Wang of Materials
and inspecti.on.,
Inc. WTI), 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 our
proposal dated 29 April 2005, and again below,
.Purpose:
The purpose of this Gcotecluucal Engineering Report is to determine various soil pro.fi:le cornpgncots avd
their engineering eharactelislies 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 eonstructio.n,
Scope:
The scope of this investigation included review of geologic
studies of the area, review of available literature and existing available geotechnical
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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MATeRIAIS
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Warranty And Limiting Conditions:
July 1.9 2065
Past* 4 of"35
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Field observations and research reported herein arc considered su(Iieienl in detail and scope fo form a
reasonable basis for t11e purposes cited above. MTI warrants that findings and conclusions contained herein
have been promulgated in accordance with generally accepted prgfess,ional engineering practice in. the fields'
Of foutdation engineering, soil mechanics mid engineeri
this report. ng geology, only for the site and project described, in
These engineering methods have been developed to provide the client with information regarding. apparent or
potential engineering conditions relating to the subject property within the scope cited above and are
necessarily limited to conditions observed at the time of the site visit and research. The report is also limited.
tq information available at the time it was prepared, In the event additional information is provided to MT1
following the report, it will be forwarded to the client in the form received for evaluation by the.cli."t. 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 investigadon. This report was prepared. .for (17e
exclusive use of M&H Developnient, LLC and their retained design consultants ("Client"). Conclusions and
rccommendations presented in this report are based upon agreed -upon scope of work outlined in the report
and Contract for .Professional Services between Client and Materials. Testing and Inspection, Jrtc.
("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 repart 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 liabilityto,
or indemnifies or holds harmless third parties for losses incurred by actual or purported use or misuse o�ftbis
report. 'No 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
recom. endations are required. Deviations from noted subsurface conditions if encountered duriug
construction, should also be brought to the attention of the soils engineer.
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MATCRIALS
TG.STING >r
INSPECTION
Site Access:
July 19, 2005,
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DESCRIPTION OF SITE
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 Runmpell Land Anil
extends to Locust GTOve .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 oi,;ie
included
and its associated outbuildings fronting Rumpel .Lane. The location is depicted in site map plates
included in the Appendix,
Geucral Geology Of Area:
The subject site is located within the Boise Valley which is directly underlain by a thick sequence of aljuvi.�l
sands and gravels typically deposited on basalt formations, These sediments are loosely named the Boise
River Gravels and were deposited river floodplain and stream outwash from the Boise River, These gravel
deposits tend to have imbricated well-rounded clasts, poor sorting and crude stratification. Beds of avel.
and lenses of cross -bedded sands/silts suggest deposition in braided channels, The Boise River Grravcls
consist of unconsolidated clay, sill, sand, gravel, and cobbles, The Boise River Gravels have been:
subdivided into smaller units based on their age and are oxposed as distinct alluvial terraces, Nine of these
terraces arc well exposed in the .Boise area and range in ag
years ago). e from Early Pleistocene to Holocene (<1. million
The west portion of the site is situated on the
Amity Terrace Amity Terrace, the seventh terrace above the floodp:lai.n. The
generally consists of sandy pebble acid cobble gravels grading at depth to coarse pebbly sands.
Two to seven feel of loess generally Mantle these soils. '17te entire thickness is approximately33 f6et.
Gently sloping northwest trending escarpments are suggestive of faultin of the
Published for the area indicate that bedrock may tvot be encountered at depths less than 500 feet ebene beneath e
soil surface.
The eastern portion of the site has been mapped as Sandy Alluvium of Side -Stream Valle s and Gulc
These sediments line or mantle these drainages and locally inter -finger with sands y the Boise
hes,
and gravels of
Terrace gravels. These sediments commonly consist of medium to coarse sand interbedded with silty
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:
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The eastcni 1/3 and the western 1/3 portions of the proposed 86 acre development consists Of gently sloping
agricultural land, and the middle 1./3 portion is moderately steep irrigated pasture land. Two residences are
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
slopOs, 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. Annual. average temperature
range from 20° r to 91 ° F with extremes ranging; from .4° F to 1026 F. ,average wind speed range to. 11 males
per hour .in spring with a prevailing direction from the southeast. Soil in. the area is primarily derived from
siliceous materials and exhibits low electro-chemical potential for corrosion of metals or concretes. ,Local,
aggregates are generally appropriate for Portland Cement and Lime Cement mixtures. The State
Transportation Department has adopted anionic asphalt cements. The pH of surface water, groundwater, and
soil in the region typically range from 7 to 9. No indication of abnormal geochernical conditions was noted
on -site. Nominal frost penetration is typically on the order of 6 inches, with extremes ranging to 3 feet.
Geoseismic Setting:
Soils on -site are classed as Site Class D in accordance with Chapter 16 of the 2003 edition of the IBC.
Building structures on this project s)iould be designed as per the IBC .requirement for such a seismic
classification. Our investigation did not reveal potential hazards resulting from earthquake .motions; :slope
instability, liquefaction, and surface rupture because of faulting or lateral spreading. incidence and
anticipated acceleration of seismic activity in the area is low.
7446 W. Lemhi St., Boise, Ip 8370.9
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Exploration And Sampling Procedures:
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SOILS EXPLORATION
The field exploration to detennin.e engineering characteristics of subsurface materials included a
reconnaissance of the project site and investigation by test pit. Test pit sites were located in the field by
means of normal taping procedures from on -site features or known locations and are presumed ,to be accurate
to within a few feet. Upon completion of investigation each test pit was backfilled in with loose. excavated
materials, These loose areas need to be re -excavated and compacted prior to constructing structures over
them.
Samples were obtained .frol>~ representative soil strata encountered in test pits. Samples obtained have been
visually classified in the field by an engineer, identified according to test pit number and depth, placed in
scaled containers and transported to our laboratory for additional testing. These materials have been further
described in detail on logs provided in the Appendix. Results of field and laboratory tests are also presemed
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 testis
g program ror this report
Atterberg Limits Tests - ASTM designation D 4318, Grain Size Analysis - ASTM designation, C 17,tcludcd C 136,
and Resistance R- Value and Expansion Pressure of Compacted Soils — ASTM designation A 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 shouldbe anticipated:
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Sandy Lean 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. Pine 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.
Ccmentc.d Sandy Slit (ML) — Underlying surtieial clay in most lest pits, brown to light brown, moist to dry,
bard., 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 silt, in some of the test pits, is silty sand. This. soil classifies
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 ld 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. Excavations
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, Idaho, 1980, indicated the site can be characterized by the 6 soil types, Speci.f c soils
characteristics, as defined by the USDA, for these soil types include:
• Aerit; Naplaquepts• Very slow runoff and slight hazard of erosion,
• 'Elijah Silt Loam- Moderately slow pertneability, slow runoff, and slight :hazard of erosion.
• 011aga Variant Loam- Moderate permeability, slow ninoff, 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 portab7.e
photoionization detector. Samples obtained during our exploration activities exhibited no odors or
discoloration typically associated with this type contamination,
Copyright' 2005 Materials Tcs6ng & dtispection, ine.
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Ceneral Notes:
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July .19, 2065.
page JI 9 of 35
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SITE HYDROLOGY
Existing surface drainage conditions are defined in the Description or 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 adjacent canal. Soil moistures in
Grtheoundwater
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, based on the evidence oft his
investigation, and background knowledge of the area, it is unlike) that during most construction and is anticipated to remain at d the of groundwater will be encountered
surface in the western '/, portion of the site throe , � greater than 13 .feet' below the ground
The ea from leakage of the adjacent canal, and could experience flooding.
th has
shallow groundwater
eriodic monitoring topographic survey for the site, MTI can Supply 1 general estimations of seasonal high grou dwatet Ole'vations
for the area.
Soil Infiltration Rates:
Soil permeability is a measure of the ability of a liquid to move dwough 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 profi.l.e for this study, lean clay and silt soils generally offer little permeability, with typical .infiatratiott
rates less than 2 inches per .hour, though calcium carbonate cementation encountered within, cem
soils may reduce this value to near zero. Silty sand, silty
exhibit infiltration rates of 2 to 8 inches per hour. Poorlygraveented silt
l' clayey sand, and clayey gravel soils typically
graded sand and infiltration values in excess of greater than 24 inches per hour, and percolation on testidy gravel ng is ls tcp h exhibit
required within these soils as a result of the free -draining nature of the g ally .t7ot
gravel sediment.
All infiltration facilities constructed on -site should be extended into native sandy gravel sediments.
Excavation depths of greater than 13 feet could be anticipated to expose sandy gavel soils depending'
ependin on the
location of the drainage Facility. In addition, because of the hi
hour should be used for design. gh permeability, ASTM C.33 .filter sand, or
equivalent, should be incorporated into dcsigil of infiltration facilities, An infiltration rate of 8 inches per
7446 W Ldmhi St., eoise, 10 83709 COPYrl6ht' 2005 Materials Testing Inspection, Inc.
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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: followin
recommendntionc are nuts ecitic to the individual structures but rather should a guidelines for the subdivision wide clevele vie cd
ent.
}foundation Design Recommendations:
On the basis of data obtained from, the site and test results from various laboratory tests performed, MTI
recommends following guidelines be used for the net allowable soils bearing capacity.
Footing De th ASTM D 1557 Net Allowable Soils
_ rFootings should bear o I competent, native soils, Sub rade Com action Bearin Ca act .
ompacted structural fill. All disturbed sols Not required for native 1,500 ibs/fig organics must be removed froth below soilngs, t
buildin ins ector at the time of construction its recomrnended.cd a°teclanicttl eta ineer technician. or
Footings should be proportioned to meet the stated bearing crapacity and/or. the JBC 2003 minimum
requirements. Total settlement should be limited to about I inch with differential settleme
approximately 1/2 inch. Objectionable soil types eneourulit of
lered at the bottom of footing excavations should be
removed and repl;:ced with structural fill. Excessively loose or soft areas that are encountered in the footing
subgrade will require over -excavation and backfilling with structural fill. To minimize the effects of slight
differential movcm ont that may occur because of variations in character of supporting soils, and in seasonal
moisture colItelit, MTI recommends continuous footings be suitably reinforced to make them as rigid as
possible. For_frost protection the bottom ofextt-mnI f„�,r;. ,_. -I- - , _
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 in water in the crawl spaces. Therefore, proper grading
should be considered to be critical, MT7 recommends that roof drains c
from the residence, and grades should be , for a ' storm water at least S feet away
In addition, rain gutters should be placed around a all s ides of ore id nces, istance of land. backfi I f arorom und, stem we is
should be placed and compacted in a controlled manner, ails
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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 'l foot
of
existing ground surface, A bulk sample collected from the northwestern portion of the site, consisted
of sandy least clay (CI.) soil with .fi.ne grained sand. This sample
yielded an R
Ada County Highway District, MTI has used a traffic index of G to ermine necessary of As required by
Pavement sections for the site. Additionally, MTI has made other assumptions for traffic loading variables ba ed .on di
character of the proposed construction, The Client should review these assumptions to make sure they ,reflec(
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 Mat)ual (section 500) was
used to develop the pavement section, Ada County Highway District (ACHD) parameters for traffie index
and substitution ratios were also used in the design, and were obtained from ACHD's Development Policy
Manual, Calculation sheets provided in the Appendix indicate the soils values, traffic loading, and material
ratios used to calculate the pavement' sections. MTI recommends that all materials used in the:constructiou
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 these
specifications. The following thicknesses. arc M INIMUNJ THICKNESSES for assured pavement fiinCtibn,
MEMO
n Coln oncnt Driv�i a s trod Parking, Residential Streets
ncrete 2,5 Inches
e ate Bttse 4,0 Inchesw 14.0 Inchesub ade Not Re uircd
Aggrrbate Base Material cornPlying with ISPWC Standards for Cruslied A
ggregatc Materials.
Structural Subbase Any material complying with the requirement for Panular structural fill (uncrushcd) as definer# in
ISPWC.
Common Pavement Section Construction issues
The subgrade upon which above pavement sections are to be constructed must be properly stripped,
compacted (if indicated), inspected and proof rolled. Proof rolling ofsubgrade soils sbould:be accomplished
with a heavy rubber -tired fully loaded tandem axle dump truck or equivalent, MTI anticipates that pavement
areas will be subject to moderate traffic. It should be noted that s rficial cla soils near to and above
o timttnt -moisture corill ntents ma tend to urn Ptun in or soft areas must be re ed and renlarnrt vv;rt,
strucl_ uri
W/PT'd
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Fill material and compacted native subgrade soils (if rcq►tired) 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 AS'1'1V1 D G98 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 frgtrt proof
rolling for flexible pavements are allowable: Deflections from proof rolling of. rigid pavement support;
courses should not be visually detectable.
CONSTRUCTION CONS)[t ERATtONS
Earthwork:
Recomtatendations in this report are based upon structural elements of the project being founded oa
competent native soils or compacted structural fill. Structural areas should be stripped to an el.evalit?n that,
exposes these soil types. Excessively organic soils, deleterius, materials, and/or disturbed soils generally
o
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 grosses: with
associated root systems were noted at the time of our investigation.
It is recommended that organic and/or disturbed soils, if encountered, be removed to depots of 1. foot
(minimum), and wasted or stockpiled for later use. Stripping dcltths'should be adjusted ig 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 subpade soil type,
composition, and firmness or soil stability. Wany identified underground storage tanks (UtST), below surface
ut'i.lities, 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.
After existing subgmde soils are excavated to design grade, proper control of subgrade conditions
moisture content) and placement and compaction of new fill (if required) should ; be overseenbye
representative of the soils engineer (M.TT), Recommendations for structural fill presented within this report
can be used to minimize volume changes and differential settlements that are detrimental to the behavior of
footings, pavements, and floor slabs. Sufficient density tests should be performed to properly mon4or
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 vne test. per lift -for every
10,000 square feet.
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Dry Weather:
July 10, 2005
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If construction is to be conducted during what is considered "Dry" seasonal conditions, problems associated
with soft soils may be avoided. However, shallow groundwater conditions, related to springtime. runoff
and/or late summer/early fall irrigation, may induce rutting subgrade soils. Problems may also arise because
Of lack of moisture in native and .fill soils at time of piacemen.t. 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 (comnionly from
mid.November to April), problems associated with soft soils must be co.nsi.dered as part of the construction
plan. During Usti of year, fine grained soils such as silts and clays will become unstable with increased
moisture content, and eventually deform or rut. Additionally, constant low temperatures reduce the
possibility of drying Soils to near optimum conditions.
Frozen Subgrade Soils:
Frozeu, subgrade soils must be allowed to thaw, or may be stripped prior to placement of structural.
materials or foundation elernents. Frozen soils must.be removed to depths that expose non -frozen soils .and
wasted or stockpiled for later use. These soils must be allowed to thaw and, return to near op,ti,mam
conditions prior to use as structural fill.
Structural Fill:
Soils regarded as suitable for use as structural fill are those classified as GW, Gla, GM, S W, SP, SM, and,
ML, in accordance with the Unified Soil Classification System t;USCS) (ASTM D 2487). T.he °use or silty
soils (USCS designation of GM, SM, and M.L) as till may be acceptable. .However, these materiai.s requite
very high moisture contents for, compaction.attd,_require. a )ong,time to dry,out,if natural moisture contents, are.
too high. Therefore these materials can be gttitc difficult to work with as moisture content, li.tl thieleness, and
compactive effort becomes difficult to control. Tf silty soil is used for structural rill, 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. Fallowing 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, GP, SW, SP, should consist of a 6
inch minus select, clean, granular soil with no more than 30% oversize (greater than'/, inch) material .andno
more than 12%, fines (less than 11200) and placed in layers not to exceed 9 inches in thickness.. Prior, to
placement of structural fill materials, surfaces trust ,he prepared' as outlined in the Construction
Considerations section. Structural fill material should be moisture -conditioned to.ach.ieve-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 rill between the bottom of
foundation and underlying soils, or 5 .feet, whichever is less.
Eacb layer of structural rill 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% but less than 50% oversize particles, compaction r fill shall be
con by proof rolling each li.0 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 densiiy or "break over"
point, The number of.required passes shall be used as the requirement on the remainder of R11 placernoal..
Material shall contain sufficient fines to fill all void spaces, and shall not contain more Phan: 50% oversize:particles,
Baclrtill:
Backfill materials shall ascribe to the requirements of structural fill except that the maximum material size
shall be 4 .i,ncbes. in no case shall material greater than 2 inches in. dialVeter bear dizectly on stmaural
elements. Placing oversized material Against rigid surfaces interferes with proper compaction, Ba0k:fi.11
should be compacted in accordance with specifications for structural ..Fl.l, except in those areaswhere it. is
determined that future settlement is not a concern, such as planter areas. hi 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 constructedwith side slopes approaching
vertical, Below this depth, it is recommended that slopes be constructed in accordance with Occupational
Safety and Health Administration (OSIIA) regulations, section 1926, subpart P. Based on these regulations,
on -site soils are classi..fied as type "C" soil, and excavations within these soil should be co»strutrted at .a
maximum slope of 1 %foot horizontal to 1 foot vertical (1 %I-I:IV) for excavations up to 20 feet in height,,
Excavations in excess of 20 feet will require additional analysis. Note that these slope �e conPP�t
stable for short-tenn conditions onl and will not banQlos
e s able For to
-term conditions.
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Shallow, cemented fine grained soils (caliche), encountered through much of the site, may cause difficulties
during foundation deve.lop.ment and utility placement, These soils typically extended through depths of
roughly 2 to 12 feet. For deep excavations, native granular soils cannot be.expected to remain in. position.
These materials are prone to failure.and may collapse, thereby undermining upper soils layers. This is
especially true when working at depths near the water table. Proper care must be taken to protect personnel
and equipment.
During our subsurface exploration, test pit sidewalk generally exhibited little indication of .collapse.
However, some caving of granular soils occurred, especially after penetration of the water table. Care must
be taken so that excavations are properly backtillcd in aecoidarice with procedures outlined in this report;
Water and loose debris should be removed from these excavations, prior' to placement -of fil 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 dewattring 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 clirnLnating the treed to enter into agreements with local drainage authorities. Should the scope of the
proposed project change, M.TI should be, contacted to provide more detailed groundwater control measures.
Special precautions may be required for control of surface runoff and subsurface seepage in general. It is
recommended that runoff caused by wet weather be directed away from open excavations. On -site silty or
clayey soils can be expected to become soft .and pump if subjected to excessive traffic following periods.of
wet weather. Ponded surface water 4reas should be drained to al.low construction to take place through
i
methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or instaailatioa of a
French -drain system. Additionally, temporary or permanent driveway sections may be constructed should
wet weather be forecast,
GENERAL COMMENTS
When plans and specifications are complete, or if significant changes are made.in the character or location of
the proposed development, consultation should be arranged as suppJ.ementary recommendations may, he.
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.
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REFERENCES
American Society for Testing Materials, 1999, Standard Test Method for Materials Finer than 75-µrn (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 Coarser
Aggregates: C 136 - 96a, 3 p..
American Society for Testing Materials, 1999, Standard Test Methods for Liquid .Uimit, Plastic Limit, and
Plasticity index of Soils, ASTM Designation: D 4318. 86, 11 P.
Collett, R.A., 1980, Soil Survey of Ada County Area, Idaho: US Department of Agri.culture, Soil
Conservation Service, 327 p.
Othberg, K.L. and Stanford, L.A., 1992, Geologic Map of the Boise Valley and adjoining area, Ada and
Canyon Counties, Idaho: Idaho Geologic Map Series, scale 1:100,000.
Copyright' 2005 Materials Testing &inspection, Inc.
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RP,RT •,.4
APPENDIX
GEOTECHNICAL GENERAL NOTES
UNIFIED SOIL CLASSIFICATION SYSTEM
GE:OTECHNICAL TEST PIT LOGS
PAVEMENT THICKNESS DESIGN SUEE'TS
SITE MAP PLATES
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0
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Gr,, OTECHNICAL GENE"L NOTES
SOU, PROPERTY SYMBOLS
N: Standard "N' penetration: Blows per foot of a 140 pound hammer falling 30" on a 2" O.D. SS,
Qu: Unconfined compressive strength, tons/fi.2
Qp: Penetrometer value, unconfined compressive strength, tons/ft2
Qc: Cone Penetrometer value, unconfined compressive strength, pounds/in2
V: Vane value, ultimate shearing strength, tons/42
M: Water content, %
LL: Liquid Limit
PI: Plasticity Index
NP: Non -Plastic
D: Natural dry density, lbs/ft3
WT: Apparent groundwater level (at time noted after. completion).
DRILLING AND SAMPLING SYMBOLS
SS: Split-Spogn - 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.
Non -Cohesive Soils
Very Loose
Loose
Medium Dense
Dense
Very Dense
as�,9r •a
RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION
Standard Penetration
<4
4 10
10-30
>50
Cohesive Soils
Very Soft
Soft
Fig edium
Stiff
la§tlfi
Hard
Standard Penetration
a -a -a
8-15
15-3(
y30
.PARTICLE SIZE
Boulders 12 in. + Coarse Sand 5 ruin to 0.6 ntm Cobble„ 12 in, to 3 ut. Medium Sand 0.6 train to 0.2 min slits 0.074 min to 0.005 tnm
Gravel 3 in, to 5 r= Fine Sand 0.2 crtn to 0.074 tnm Clays 0,005 mrn & Sma]ter
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Major
DlvMons
Coarse
Grained
Soils
<-50%
passes
N200 sieve
Fine
Grain ed
Soils
>50%
passes
#>'200 sieve
Gravel
and
Gravelly
Soils
<50%
coarse fraction
passes #4 sieve
Sand
and
Sandy
Soils
>50%
coarse fruc(ion
passes #4 sieve
Silts
and
Clays
L.L<50
Silts
and
Clays
LL > 50
Highly organic Soils
July I;9, 2005
Page;# 19, of35
1lmtiserver2lbui.sc12005 rcports1600-7991bS073991b50739geotech,doc
Unified Soil Classification System
Symbol Soil Descriptions
Well -graded gavels, gavel -sand mixtures, little or' -no fines
GW
Poorly -graded gravels, gavel -sand mixtures, little or no fines
GP
Silty gravels, .Poorly -graded gravel. -sand -silt mixtures
GM
Clayey gravels, Poorly -graded grave l-sand-c:lay mixtures
GC
SW Well -graded sands, gravelly sands, little or no finds
�T Poorly -graded sands, gravelly sands, little or no fines
Silty sands, Poorly -graded sand -gravel -silt mi.xt,ures
SM
SC Clayey sands, Poorly -graded sand -gravel -clay mixtures
Inorganic silts & very fine sands, silty or clayey fine sands, .clayey
ML silts
Inorganic clays of low to medium plasticity, gravelly clays, sanely
CL clays, siltX cla , lean clays
Ol: Organic silts and organic silt -clays of low plasticity
Inorganic silts, micaceous or diatomaceous fne sand or,silt
MH
loorgan•ic clays of high plasticity, fat clays
CH
OH Organic silts and clays of medium -to -high plasticity
PT Peat, humus, hydric soils with high organic content
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,:GEOTECHNICAL
INVESTIGATION
TEST PIT LUG
Test Pit Log #: T,P Date Advanced: 6/16/2005 Logged By; Je�.se Barrus, E.I.T.
Excavated By: Circle H Construction Location: Sce .Later Sit ap P'tates
Depth to Water Table: 3,0 ,Feet Depth to Bottom. Of, Hole: 7. Feet
Depth
Field 'Description, w/USCS Sail
Sample
Sample Depth
Qp
LAb Test.
Feet
and Sediment ClassiCcation
T e
tram -To
ID
Sandy Lean Clay (CL) Dark
0.0-1.5
brown, slightly moist, stiff to very
1.0-3.0
Stiff.
Plow zone and organic material to
8 inches.
Sandy Silt (ML)! Dark brown,
1.5.3.5
slightly moist to saturated, stlo
GS
2.8 -to 3.1 !
1.0 to 3.0,
A
ver sti ;
Silty Sand (SM): Brown, saturated,
3.5-5.5
and medium dense,
Poorly Graded Sandy Gravel
5.5-7.9
(GP): Light brown, saturated,
medium dense, with 8 inch minus
well rounded cobbles.
Lob Test ID
M
LL .
PI
Sieve Anal Is
%
-
-
#4
#10
#40
#100
1 200:.
A
24.1
IVP ,
IVP '
100
100
94
89
1 797.
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MATERIALS July L9; 2005
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1lmliscrverZboise12005 reponr.ViOO-799kb5079yg1b50779geoceeh.doc
GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP-2 Date Advanced: 6/16/2005 Logged By: Jesse Barrus, EXT.
Excavated By: Circle H Construction Location,: eee—L—a—__Site gap Plates
Depth to Water Fable; Not Encountered Depth to Boltorn Of Ho) : Ib 6.8 Feet
i
Depth p �
Field Descri Lion. W/USCS Soil Sample
Feet and Sediment Classiflcution_
Sam le Depth
P P
QP
Y,ab Test
Tv a
Sandy Lean Clay (CL): Dark
(From -To
ID
0.0-1.2 brown, dry, hard.
4.5+
Plow zone and organic materiel to
8 inches.
Ciayey Gravel (GC); Dark brown,
-
1'2'2 2 d , medium dense to dense.
Poorly Graded Sandy Graven
2.2-16.8 (CP),- Light brown, clry, dense, wif.h
10 inch minus well rounded cobbles:
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GEOTECHNICAL.
INVESTIGATION
VEST PIT LOG
Test Pit Log #: TP-3 Date Advanced: 6116r [Z_Opg Logged 13Y. Jesse Barrus, E.I.T.
Excavated By: Circle H Construction
Depth to Water Table; Not Encountered Location: See Later Slte Map Plates
Depth to Bottom Of, Bole: 8.1 Beet
t).cp.tbDes
:Feet
_ . - .. .. .
�e d Descr�,ption, wi l7 ., Soil
and Sediment Classification
0.0.4.0
Sandy Silt (N1G); Brown, dry, hard,
weakly cemented.
--Plow zone and organic material to
8 Inches.
4.0-6.S
Silty Gravel (GM): Brown, dry,
dense.
6.5-8.1
Poorly Graded Sandy Gravel
(GP).- Light brown, dry, dense, with
10 inch minus well rounded cohhles.
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GEOTECHN'ICAL
INVESTIGATION
TEST PIT LOG
Test .Pit Log #: TP 4 Date Advanced: 6/1.6/2005 Logged By: Jesse Barrus, E.I.T.
Excavated Hy; Circle H Construction
Location: See LateriSlte Map,P:lates
Depth to Water Tablo: Not Fncouutered Depth to Bottom Of Nole: 15.5 Feet
Depth
I Field Descriptiont W/USCS Soil
Fcet
I and Sediment Classlf cation
Sandy Lean Clay (CL): Darrk
0.0-2.8
hrown, slightly moist, very stfro
hard
--Plow Zone and organic material to
8 inches.
Cemented Sandy Silt (ML):
2,8-5.4
Browrt, slightly moist, verystiff to
harel.
Weak cementation thrau bout.
5.4-12.4
Silty Sand (SM): Brown, slightly
moist, medium dense.
�i�f'eakly cemented from 7.1 to 10.1
Poorly Graded Sandy Gravel
12.4-15.5 (tCp); Light brown, slightly moist,
medium (tense, with 61neh minus
well rounded cobbles.
BE/ b2'd
Sample I Sample Depth
Typo (From -TO) QA
4.0-4.5
2.0-4.5
Lab
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AM MATERIALS
/'j": qff
TESTING &
INSPECTION
July ; 9, 2003
Pa.&O' 2.4:of35
Q Environmental Services O Geatechnical Engineering O COAS.truttion Malorials Testin O S ttciel (ns 'actions
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GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Lob #: TP•S Date Advanced. 6/16/2005 Logged By: Jesse Barrus, E.I.T.
Excavated By: Circle II Construction Location: See Later Site Map plates
Depth to Water Table: Not Encountered Deptb to Bottom 0.f Hole; 13.8 Fe -et
--
Depth Field Description, w/[JSCS Soil
Feet
Sam le Sam Depth
pie P
OP
Lab Test
and Sediment Classification.
'I" e
10
Sandy Lean Clay(CL): Dark
-(From-To)
0.0-1.4 brown, dry to slightly moist, hard.
GS 0.0.1.4
4.5
B
Plow zone and organic material to
8 inches.
Cemented Sandy Silt (ML): Brown
1.4.7.7 to light brown, slightly moist., very
2.5-4.5
stif�"to hard
—Weakly c�emertted from 6.7 to 7.7
eat,
Silty Sand (SM): Brown to light
7.7-13.8 brown, dry to slightly moist, medium
dense to dense, with some 4 inch
minus gravel,
Lab Test ID
M
LL
PI Sieve Anal sis
-
B
%
12.4
-
47
-
23
#4 #10
99 97
#46
1 89
#100.
1 75
#200
1 66.4
Cupyright' 2005 Materials 1 esting & InspectioNji.ir,
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MATERIALS
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July 19,.206s
Puge # 2S of )5
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GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log i#: TP-6 Date Advanced, 6/16/2005 Logged.By: Jesse Barrus,
Excavated By: Clrclo H Construction Location See Later Site Map Plates.
Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 11.$ Feet
Depth
Mold Description, w/uSCS Soil
Sample
Sample Depth
Q;p
Lai 10, et
(Feet)
and Sediment Classlf littiop
Type
(From -To
ll)
Sandy Lean Clay (CL)c Dark
O.Q-1.7
brown, dry, hard.
4.5
—Plow zone and organic material to
8 itches.
Cemented Sandy Silt (ML.), Light
1.7-8.7
brown, dry, very stto hard.
2.0.4.5
—Weak cementation throu hour.
Silty Sand'(SM): Brown, dry to
8.7-11.8
slightly moist, medium dense to
dense.
Copyright' 2005 Materials Testing & Inspection, Inc.
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MATERIALS
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,July 19, 2005
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O Environmental Sbrvices O Qeotechnieal En ineerin O CQnFitrtjctinn Materiala Tesiting 0 S aciai Ins oCtions.
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GEOT'ECHNICAL
INVESTIGATION
TEST PIT LOG
Tcst Pit Log 4: TP-7 Date Advanced: 6/1.6/2005 Logged By: Jesse Earrus, E.U.
Excavated By: Circle H Construction Location: See Later Site Map Plates
Depth to Water Table: Not Encountered Depth to Bottom Of Nole: &I Feet
pepth
.Field Description, w/UBCS Soil.
Samp
Feet
and SedlmGnt Clasaiiti -ation
Sandy .Lean Clay (CQ: Dark
0.0.2.1.
brown, dry, hard.
Plow zone and organic material to
8. inches.
Cemented Sandy Silt (ML):
2.1-6.2
Brown, slightly moist, very sllfJ''to
hard.
Moderate to strong cementation
variable throughout.
Poorly Graded Sandy Gravel
6.2-8.1
(GP): Light brown, dry, dense to
very dense, with 6 inch minus well
rounded cobbles.
Copyright' 2005.Materials Testing & Inspection; Inc.
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MATCR1ALS
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July, 1,9, 2465
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O Environmental Servlt:eis iJ Geotechnical En inesrin O Construction Materials Testin U S Special Irs actione
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GEOTECHNICAL
INVESTIGATION
VEST PIT LOG
Test Pit Log M TP-$ Date Advanced: 6/1612005 Logged By: Jesse Barrus, E.I.T.
Excavated By: Circle H Construction Location: See Later Site Map Plhtes
Depth to Water Table: Not Fmcountered Depth to Bottom Of Hole: 12.1. Fttt
epth Field Description, w/USCS Soil Sample Sample Depth
'act
Qp
Lab. Vest
and Sediment Classification Type 1From-To)
FFO.0-1.4
ro
Sandy Lean Clay (CL): Dark
brown, dry, hard,
4.5
-Plow zone anaterial to8
inches.
Cemented Sa): Light1..4-3.7
Grown, dry, ha
4.5
Weak cement10141.
Silty Sand (SM): Light brown, drv,
3.7.12.1. dense, with some 3 inch minus well
rounded gravel.
--Weak cementation throe bout.
Copyright ' 2005 Materials'1'csting dt Inspection, Inc.
74ri6 W. Lemhi $1., Bpise, 10 83709 206 376-4748
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MATERIALS
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s::.....,.s.' INSPECTION
.July 1.4, ZOOS
past # Z8 O. 35
0 Environmental services O Gootoehnical En ineerin 1_1 Construction Materials Testing, O S aniol Ins-3ect:ons
\\mtis.crvcr2\boisc\2005 reports\600.799\bS07390\b5.07,S9gdotecti.d6a
GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Lop, #: TP-9 Date Advanced: 6/30/2005 Logged lay: Jessc Barrus, E.I.T.
Excavated By: Circle H Construction Location: ee L r Si.te M I ap Prates
Depth to Water Table; Not 'Encountered Depth to Bottom. Of e: 8.1 et
Depth
Field Description, w/USCS Soil
Sample
Sample. Depth
Qp
Lab. Test
Feet
and Sediment Classification
TXee
rom-To
ID
Sandy .Lean Clay (C1,) Brown,
r
0.0-2.7
slightly moist, very st�to hard,
GS
1.0-1..5
2.04,5
C
—Plow zone and organic material to
1.eet.
0slight!
Clayey Gravel (GC): Brawn,
2.7-4.0
moist, medium dense.
Poorly Graded Sandy Gravel
4.0-8.1
(C.P): Light brown, slightly moist.
medium dense, with 8 inch minus
well rounded cobbles.
Lim. -
Lab Test ID
M
LL
Pl
Sieve Anal Is
#4
#10
#40
1 0100
#200.
C
16.4
48
27
76
72
64
1 S7
' 52
Copyright' 2005 Materials Testing & Jnspeotion, Inc.
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MATERIALS
Te5TING &
INSPECTION
July 1';9, 2005
.Pago # 29 -of 35
O Environmental Services O Geatechnical Engineering 0 Construr1lon Materials Testing ❑ Spedal7nanections
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GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Ug #: TP-10 Date Advanced: 6/30/2005 Logged By: Jesse Barrus, E.L.T.
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
Depth
Field Description, w/USCS Soil
Sample
Sample Deptb
Qp
Lab Twt
l eef
and Sediment Classification
Type
From - To
!D
Sandy Lean Clay (CL): Brown,
`
0.0.2.3
mois►., st v.
1.0-2.0
—Plow Zone and organic material to
1.0 feet.
Sandy Silt (ML): Light brown,
2.3-3.9
moist, Ili .
1.0-05
Silty Sand (SM): Light brown,
3.9-4.3
slightly moisr to moist, medium
dense.
Poorly Graded Sandy Gravel
4.3-8.5
(GP): Light brown, slightly moist,
medium dense to dense, with 8 inch
minua well rounded cobbles.
Copyright' 2005 Materials Tcsting & Inspection, Inc.
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MATERIALS
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INSPECTION
July d 9, 2.005
Page # 30 of 35
O Environmental Services 10 Gootechnical En-gineerho ling Soecial Inso rtions
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GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Lot; ##. TP-11 .date Advanced: 6/30/2005 Logged By: Jesse Aarrus, E.I.T.
-Excavated By: Circle hI Construction Location: See Later Site Map Plates
Depth- to, Water Table: Not Encountered Depth to Bottom Of Hole: 9.3 Feet
Depth
Field Description, w/USCS Soil
Sample
Sample Depth
Qp
Lab Test
Feet
and Sediment Classification
Type
-To)
ID
Sandy Lean Ciay (CL): Brown,
0.0-0.7
molsl, sty
1.5-2.0
Plow Zone and organic material to
8 Inches,
Cemented Sandy Slit (MG): ,Light
0.7-5.5
brown, slightly moist, hard.
4.5+
Weak cementation throe hour.
Poorly Graded Sandy Gravel
5.5-9.3
(GP): Light brown to reddish -
brown, slightly moot, medium dense,
with 6 inch minus well rounded
cobbles.
Copyright' 20% Materials Testing & Inspection, Inc.
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MATC-RIALS
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jai 19, 20:05
Page # 31 01'35.
0 Environmental Services ❑ Geotechnlml Engineering U Construction Materials Testing U Special Insaactior>s
\\mtiservcrZ\bo1se\200$ reportsl000-799\b5(1739g\b$07;19geoteeh.doo•
GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test pit Log it: TP-12 Date Advanced: 6/30/2005 Logged By: Jesse garrus,_F T.T.
Excavated By: Circle H Construction Location: See Later Site Map Plates
Depth to Water Table: Not Encountered Depth to Bottom O.f. Hale: 7.7 Feet
Depth
Field Description, w/USCS Soil
Sample
Sample Depth
Qp
Lab Test
Feet .
and Sediment Classification
Type
From -To
DD
Sandy Lean Clay (CL): Brown,
0.0-1.3
slightly moist, very stiff to hard
3.0-4.5
-Plow zone and organic material to
8 inches.
Cemented Sandy Silt (ML): Light
1.3-3.1
brown, dry to slightly moist, hare!.
4 5+
-Moderate to strong cementation
variable throughout,
Silty Sand (SM): Light brown, dry,
3 ,1-5.2
►nediurn dense.
•-Moderate cementation throughout.
+
Poorly Graded Sandy Gravel
5.2-7.7
(GP): Light hrown, dry, medlurn
dense to dense, with 8 inch minus
well rounded cobbles.
Copyright' 2005 Materials Testing & Wpcction, tne.
7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fex 208 322-0515
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MATERIALS
` eSTTING
INSPECTION
7uly 1.9, 2005 .
page rE 32 of, 35
U Environmental $ervices 0 Geotechnlcal Enalmdoring U Construction Mattarials Testing O Special Ir3poationr;
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GEOTECHNICAL
INVESTIGATION
TEST PIT LOG
Test Pit Log #: TP-13 Date Advanced: 6/30/2005 Logged Dy: Jesse .Barrus, E.Q.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
Description, wtUSCS Soil
Sample
Sample Depth
Qp
Lati- T cst
and Sediment Classificntion
T e
From -To
FField
Sandy Lean Clay (CL): Brown, dry
to slightly moist, very stgto hard.
2,75-4.5
Plow/root zone and organic
material to 8 inches.
1.6-3.3
Cemented Sandy Silt (ML): Light
brown, dry, hart.
4.5+
Weak to strong cementation
throe bout.
Silty Sand (SM): Light brown, dry,
3.3-4.9
medlum dense
--Weak cementation throe Bout.
Poorly Graded Sandy Gravel
4.9-9.2
(GP): Light brown, dry, medium
dense, with 8 Inch minas well
rounded cobbles.
Copyright' 2005 Muterial6 Testing 4 rnspcetiori, Inc.
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MATERIALS
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July 19, 200.5.
Pegc R 33 of'35
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GEOTECHNICAL
UWESTIGATION
TEST PIT .LOG
Test Pit .Log #: TP-14 Date Advanced: 6/30/2005 Logged By: dense Barrus, B.I.T.:
.Excavated By: Cirele H Constructio.n - Location: See Lfiter Site Map Plates
Depth to Water Table: Not Encountered Depth to Bottom Of Yule: 9.4 Feet
Depth
(Feet)
Field Description, w/USCS Soil
and Sediment Classification
Sample
-T C
Sample Depth
From -To
Qp
Lab Tesi
ID
0.0-0,S
Sandy Lean Clay (CL,): Brown, j
slightly moist, very stt f :
Plow/root zone and organic
material to 6 inches.
4.0
O.S-3.1
Cemented Sandy Silt (ML): Light
brown, dry, hard.
—Sneak to strong cementation
variable throe pout.
4,5+
i
3.1.5.2
Silty Sand with Gravel (SM.);
Light brown, dry, medium dense.
5.2-6.4
Poorly Graded Sand with Gravel
(SP); Light brown, dry, medium
dense.
6.4-9.4
Poorly Graded Sandy Gravel
(GP): Light brawn, dry, medium
dense, with 8 inch minus well
rounded cobbles.
Copyright' 2003 Materials Testing & Inspection, tno,
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MATERIALS
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INSPECTION
160 119, zoos.
Pagc'4 34 ol'35
0 Environmental Services_ U Geoteohnioai Engineering L:1 Construction M3terie s Tasting 0 SPed,11 Inspection's
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IDAHO METHOD - PAVEMENT THICKNESS
(USING ADA COUNTY HIGHWAY DISTRIhT,SURSTITUYION RATIOS)
Pavement Section Design Location. Prnpnscd lAwuit Gruve R6 Acres
Average Daily Tragic Counh
All Lana & Doth Directions
WAgn Lire:
20 Years
Traffic Index:
0.00
ClimateFactnr:
I R•Valueof5ubgrade; 7.00
Suhgrade CBR Value;
•- 5uhgrade Mr:
R-vriue orAgrrogatt Rase;
8o
H-Value urGrailular Borrow:
60
SubL;radc R•Valtl e:
7
Expansion Pressure6fSubtradv
0.33
Unii Weight or DourMouerLals:
130
Total Design Itlfe 10 kip F.SAL's.
33,131
MPHAL7RC CONCRETE:
l:ravel Equivtilnl. Coltutatrdt
0J84 Fool
Thickness:
0.196923077 Y t {
Gravel Equivalent. ACTUAL:
0.41
C.'RUSHLD AGGREGATF BASE;
Gravel Equivaleut (Ballast):
0,768 (il•only aggregate hose is to be considcrcd chap o 1414 lu 015
Thieknemi
0.329 dif
Crawl Equivalent, ACTIJAI,t
0,772
GRANULAR BORROW:
Gravti Equivalent (Rallaxt):
1.780
Thickness:
1014
Gravel Equivalent, A(TIJAL:
1.939
TOTAL Thickness; 1.708
Thickness Required by Fxp. Pressurt: 11.366 This number must he Ices than TOTAL Thickness
Design (ACHD Viilues)
Depth Substhutlon
Incl;at Rados
Aapha(lle Concrcta (aI Ieost 2t5): 2.50 195 (ACHE) minimums: 2.5 for locul & 3 for an.lc1111r,004).
Axpbolf Treated Have (at last 4.2): 0100
Ccmcitf Treated On" (at ic•ast 4.2)i 0.00
IJntrcdcd Aggregate Base (at least 4.2): Luo )Ali
Granular Burrow (at least /.2): I4AO 1.00
Copyright' 2003 Materiah Testing & inspection, Inc,
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MATERIALS July 19; zoos
TESTING & P4c# 36.64'35
I I I - i 9n INSPECTION
0 Envlronmontal sarvices 0 GootochnicikI Enoinoering ❑ Construction Materials testing CJ Special (rspectlons
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RESISTANCE ;;Rs., 'VAT.TTV Ir .A unn A rrllntr'Pi-norm n ♦ MM
Source and Description:
'Tt=10, 0,5'•1.5'
Date 'Obtained:
July 1, 2005
Sample M.-
3626
S3cn IJn aud•Prc »ration:
Tect Standard:
AST M D75:I
AS:TM 02444: 1
AASHTO T2:
1 AASHTO T190: I
XF'AASATOT87:1
idnho TS:
X
I X
I ASTMD421•.
Sample
A
B
C
Dry Densi lb/.ti
96.6
98.7
95.7
Moisture Content %
17.5
19.4
21.3
Ex anion Pressure si
0.66
0.48
0.30
Exudation Pressure si
188
113
R-Valu�2987
7
4
R-Value @ 200 psi Exudation Pressure = 7
R•Value @ Exudation Pressure
10.0
9.0
I 8.0
7.0
> 6.0
6,0
4.0
3.0
300 260 200 160
Exudation Pressure (psi)
100
Copyright ' 2005 Materials Testing&Inspcetion, Inc.
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2412
_
00
1
'
`S=yim
Topographic Ma
■
■
—is.s mmk
11W
1
Plate. 1
—�Padfia NWHeWo BuGding
Materials ' Flogla and Franklin Roads 1 Cloverdale Quadrangle
ago M°i�8"' Idaho �- ' Ada County Idaho
Testing ss Fucpagama�e DnowingNO.096706g oRIT 10FOOYCONTOUAINiEltVA1
Data:13 June 2005
�N. EInspection ,*a&= Drawn ay: JSB Phoborevised
1971
R57 96806c6'Dl :W06j 91 1
8£/82'd 9680626:01 :WOdd 9T:zT S002-82--iOf