HomeMy WebLinkAboutPZ - Geotech Report ALLWESTMATERIALS OTESTING I SPECIAL IINOSPECT ON
AN EMPLOYEE-OWNED COMPANY
July 16, 2024
Trilogy Development
9839 West Cable Car Street, Suite 101
Boise, Idaho 83709
Attention: Shawn Brownlee (shawnCcDtrilogyidaho.com)
RE: Geotechnical Evaluation
Mills Property Development
905 West Amity Road
Meridian, Idaho
ALLWEST Project No. 524-199G
Mr. Brownlee,
ALLWEST has completed the authorized geotechnical evaluation for the proposed Mills Property
Development to be located at 905 West Amity Road in Meridian, Idaho. The purpose of this evaluation
was to characterize the subsurface conditions at the project site and prepare the attached report with
the results of the field evaluation and our geotechnical recommendations to assist with design and
construction of the proposed development.
We appreciate the opportunity to work with you on this project. Please contact us if you have any
questions or need additional information.
Sincerely, NAit 071�6/202a
ALLWEST �oR OFESS10*411 �y ENS
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KEVIN ANDREW o
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Kevin Dyekman, P.G. Samuel P. Sommers, P.E. (WA, ID, MT)
Senior Engineering Geologist Senior Geotechnical Engineer
255 N. Linder Road, Meridian, ID 83642
Phone: 208.895.7898
Hayden, ID• Lewiston, ID •Meridian, ID •Missoula, MT•Spokane Valley, WA•Tri-Cities,WA
www.allwesttesting.com
GEOTECHNICAL EVALUATION
MILLS PROPERTY DEVELOPMENT
905 WEST AMITY ROAD
MERIDIAN, IDAHO
PROJECT NO. 524-199G
July 16, 2024
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Prepared for:
TRILOGY DEVELOPMENT
9839 WEST CABLE CAR STREET, SUITE 101
BOISE, IDAHO 83709
Prepared by:
ALLWEST
255 N. LINDER ROAD
MERIDIAN, IDAHO
TABLE OF CONTENTS
GEOTECHNICAL EVALUATION
MILLS PROPERTY DEVELOPMENT
905 WEST AMITY ROAD
MERIDIAN, IDAHO
Page
1.0 EXECUTIVE SUMMARY................................................................................................ 1
2.0 PROJECT DOCUMENTS............................................................................................... 2
3.0 PROJECT DESCRIPTION ............................................................................................. 2
4.0 SITE CONDITIONS........................................................................................................ 2
4.1 Published Subsurface Conditions..................................................................................... 2
4.2 Subsurface Exploration Program...................................................................................... 2
4.3 Soil Characterization ........................................................................................................ 3
4.4 Groundwater Conditions................................................................................................... 3
5.0 LABORATORY TESTING............................................................................................... 3
6.0 CONCLUSIONS AND RECOMMENDATIONS............................................................... 4
6.1 Site Preparation................................................................................................................ 4
6.2 Temporary Excavation and Trenching .............................................................................. 5
6.3 Materials........................................................................................................................... 6
6.4 Fill Placement and Compaction ........................................................................................ 6
6.5 Wet Weather Construction................................................................................................ 7
6.6 Cold Weather Construction............................................................................................... 7
6.7 Stormwater and Drainage................................................................................................. 8
6.7.1 Infiltration Recommendations..................................................................................... 8
6.8 Pavement......................................................................................................................... 9
7.0 ADDITIONAL RECOMMENDED SERVICES.................................................................10
8.0 EVALUATION LIMITATIONS ........................................................................................10
Appendix A—Vicinity Map, Site and Exploration Map
Appendix B — Exploration Logs, Soil Classification Chart
Appendix C — Laboratory Test Results
GEOTECHNICAL I ENVIRONMENTAL
MATERIALS TESTING I SPECIAL INSPECTION
ALLWEST
AN EMPLOYEE-OWNED COMPANY
GEOTECHNICAL EVALUATION
MILLS PROPERTY DEVELOPMENT
905 WEST AMITY ROAD
MERIDIAN, IDAHO
1.0 EXECUTIVE SUMMARY
ALLWEST has completed the authorized geotechnical evaluation for the proposed Mills Property
Development located at 905 West Amity Road in Meridian, Idaho. Our services were provided in
accordance with our proposal no. 524-199G dated April 5, 2024. The site is suitable for the
proposed development provided the recommendations in this report are properly implemented
during design and construction. Close monitoring of the construction operations discussed herein
will be critical in achieving the design subgrade support and is required by the International
Building Code (IBC). If we are not retained to provide required construction observation and
materials testing services, we cannot be responsible for soil engineering related construction
errors or omissions. The following summarizes select geotechnical information/recommendations
from this evaluation:
♦ Natural soil generally consisted of lean clay with sand, sandy lean clay, sandy silt, clayey
sand, silty sand, poorly graded sand, and poorly graded gravel. The silty sand contained
gravel and cobbles, and the poorly graded sand/gravel commonly contained varying
amounts of silt, sand, gravel, and cobbles.
♦ Varying thicknesses of weak to moderate cementation were regularly observed within the
silty sand soil layers.
♦ We did not observe groundwater within most of the test pits to the maximum exploration
depth of 13 feet below existing ground. Groundwater was observed within TP-10 at a
depth of approximately 7.5 feet below existing ground.
♦ Based on the observed subsurface conditions, we anticipate approximately 4 to 12 inches
of stripping will be required for most of the site.
♦ We recommend stormwater disposal occur within the on-site sand and gravel units, as
observed during our field exploration. A design infiltration rate of 8 inches per hour (in/hr)
may be utilized for stormwater disposal into these soil units.
♦ For local roadways we recommend pavement sections of 2.5-inches of asphalt concrete,
over 4-inches of crushed aggregate base, over 10-inches of aggregate subbase.
♦ For collector roadways we recommend pavement sections of 3-inches of asphalt concrete,
over 6-inches of crushed aggregate base, over 12-inches of aggregate subbase.
This summary should be used in conjunction with the entire report. It should be recognized that
details were not included or fully developed in this section, and the report must be read in its
entirety for a comprehensive understanding of the items contained herein.
GEOTECHNICAL I ENVIRONMENTAL
MATERIALS TESTING I SPECIAL INSPECTION
ALLWEST
AN EMPLOYEE-OWNED COMPANY
Geotechnical Evaluation ALLWEST Project No. 524-199G
Mills Property Development July 16, 2024
Meridian, Idaho Page 2
2.0 PROJECT DOCUMENTS
The following documents were provided to ALLWEST to help our understanding of the planned
development:
♦ LandproDATA Parcel Map, 905 W Amity, Mill Property, dated March 13, 2024.
3.0 PROJECT DESCRIPTION
Based on communication with you and review of the project documents, we understand that
development will consist of an approximately 49-acre residential subdivision with associated
infrastructure, stormwater disposal facilities, and asphalt-paved roadways. We did not review
grading plans, as they were not available at the time of this evaluation, but we anticipate cuts and
fills for general site grading to be two feet or less.
4.0 SITE CONDITIONS
At the time of exploration, the site was comprised of farmland with a residence near the center of
the property. Calkins Lateral winds its way through the property, entering along the southern
boundary generally trending toward the northwest, then curving towards the northeast corner of
the site. The site is bordered by West Amity Road to the north, residences to the west, and
undeveloped farmland to the south and east. The general location of the site is shown on Figure
A-1: Vicinity Map in Appendix A.
4.1 Published Subsurface Conditions
The geologic conditions at the site are mapped as Gravel of Amity Terrace (map symbol — Qag)
on the "Geologic Map of the Boise Valley and Adjoining Area, Western Snake River Plain, Idaho",
by K.L. Othberg, and L.R. Stanford, 1992. This unit is described as sandy pebble and cobble
gravel to coarse pebbly sand approximately 33 feet thick mantled by approximately two to seven
feet of loess.
The USDA Natural Resources Conservation Service (NRCS) has mapped the near surface soil
types on the project site as Elijah silt loams. The soil consists of silt loam, silty clay loam, loam,
cemented material, extremely gravelly sand, and bedrock. The soil is well draining and forms from
lacustrine deposits, loess, and/or alluvium. The capacity of the most limiting layer to transmit water
is very low to moderately low.
4.2 Subsurface Exploration Program
We observed the excavation of 19 test pits (TP-1 through TP-19) on April 16, 2024, utilizing a
Case 580C backhoe with a 24-inch toothed excavation bucket. Test pits were advanced to
maximum depths of 8 to 13 feet below existing ground. Maximum depths varied due to caving
conditions encountered within select test pits. The soil conditions observed in the test pits were
described and classified in general accordance with ASTM D2488. We obtained samples of
representative soil from the test pit side walls or excavation spoil piles for further identification and
GEOTECHNICAL I ENVIRONMENTAL
MATERIALS TESTING I SPECIAL INSPECTION
ALLWEST AN EMPLOYEE-OWNED COMPANY
Geotechnical Evaluation ALLWEST Project No. 524-199G
Mills Property Development July 16, 2024
Meridian, Idaho Page 3
laboratory testing. The approximate locations of the test pits are shown on Figure A-2: Site and
Exploration Map in Appendix A.
Field infiltration testing was performed within select test pits to assess the rate at which water
permeates into the subsurface soil. Infiltration testing was performed using general open pit-falling
head methodology. Additional testing may be needed once stormwater disposal facility locations
are determined and should be performed using methodology accepted by the governing
jurisdiction.
4.3 Soil Characterization
Detailed descriptions of the observed soil are presented on the exploration logs in Appendix B.
The descriptive soil terms used on the exploration logs, and in this report, can be referenced on
the Unified Soil Classification System (USCS) included as part of the Soil Classification Chart in
Appendix B. Subsurface conditions may vary between exploration locations; such changes in
subsurface conditions may not be apparent until construction. General descriptions of the
observed soil units follow:
Topsoil: Topsoil containing abundant roots and organics was observed in each test pit, except
TP-4 and TP-11. Where present, the topsoil layer was observed to be approximately 4 to 12
inches thick.
Natural Soil: Natural soil consists of lean clay with sand, sandy lean clay, sandy silt, clayey sand,
silty sand, poorly graded sand, and poorly graded gravel. The silty sand contained gravel and
cobbles, and the poorly graded sand/gravel commonly contained varying amounts of silt, sand,
gravel, and cobbles. Varying thicknesses of weak to moderate cementation were regularly
observed within the silty sand soil layers.
4.4 Groundwater Conditions
We did not observe groundwater within most of the test pits to the maximum exploration depth of
13 feet below existing ground. Groundwater was observed within TP-10 at a depth of
approximately 7'/2 feet below existing ground. Groundwater on-site may be influenced by local
irrigation practices and canals, laterals, and ditches. Changes in precipitation, construction, and
other factors may also impact the depth to groundwater on-site. As a result, actual groundwater
conditions may be different during development. Groundwater will fluctuate throughout the year
and will likely peak during snowmelt and irrigation seasons (typically March to October).
We installed slotted PVC pipes within select test pits for future groundwater monitoring.ALLWEST
is currently performing monthly groundwater monitoring to help establish seasonal high
groundwater on-site.
5.0 LABORATORY TESTING
We performed laboratory testing to supplement field classifications and to assess some of the soil
engineering properties. The laboratory testing completed, and the information acquired, are
GEOTECHNICAL I ENVIRONMENTAL
MATERIALS TESTING I SPECIAL INSPECTION
ALLWEST AN EMPLOYEE-OWNED COMPANY
Geotechnical Evaluation ALLWEST Project No. 524-199G
Mills Property Development July 16, 2024
Meridian, Idaho Page 4
presented in Table 1. The laboratory test results are included in Appendix C and select results
are also presented on the exploration logs in Appendix B.
Table 1 - Laboratory Tests
Test Performed Information Acquired
Natural Water Content Water content representative of soil conditions at the time
(ASTM D2216) and location samples were collected.
Fines Content Portion of soil passing the No. 200 sieve (silt/clay).
(ASTM D1140)
Atterberg Limits Effects of varying water content on the consistency of fine-
(ASTM D4318) grained soil present in a particular sample.
California Bearing Ratio This test method is used to evaluate the strength and load-
(ASTM D1883) bearing capacity of subgrade soil and/or materials for
pavement design and construction.
6.0 CONCLUSIONS AND RECOMMENDATIONS
Based on our understanding of the project and the subsurface conditions presented in the
previous sections, the site is suitable for the proposed development provided the
recommendations in this report are properly implemented during design and construction.
If the proposed construction changes or if unforeseen conditions are encountered, we must be
given the opportunity to review the new information and update our recommendations.
Additionally, we should be given the opportunity to review development plans and specifications
to confirm the recommendations presented in this report were properly incorporated.
6.1 Site Preparation
Clearing and Stripping: Topsoil containing significant roots and organics should be removed (i.e.,
stripped) below proposed development areas. Based on the observed subsurface conditions, we
anticipate approximately 4 to 12 inches of stripping will be required for most of the site. Stripped
materials should be disposed of off-site or only used for topsoil within non-structural landscape
areas. Where trees will be removed (i.e., cleared) as part of the development, large root systems
should be completely over-excavated to suitable natural soil. We anticipate approximately 3 to 4
feet of over-excavation will be required to remove large tree root systems.
Demolition: We anticipate existing improvements (structures, utilities, infrastructure, etc.) will be
demolished and removed as part of development. Existing improvements should be completely
over-excavated to suitable natural soil. This also includes basements, septic tanks, and
wastewater drain fields.
GEOTECHNICAL I ENVIRONMENTAL
MATERIALS TESTING I SPECIAL INSPECTION
ALLWEST AN EMPLOYEE-OWNED COMPANY
Geotechnical Evaluation ALLWEST Project No. 524-199G
Mills Property Development July 16, 2024
Meridian, Idaho Page 5
Unsuitable Soil: Unsuitable soil is present on-site and is not acceptable to support site grading fill,
pavement sections, structural improvements, or any other type of development. The unsuitable
soil should be completely over-excavated to undisturbed natural soil within proposed development
areas.
The following soil types are unsuitable:
♦ Organic-rich, loose/soft, and/or wet soil associated with existing irrigation ditches located
throughout the site.
Test Pit Remediation: Test pit excavations were loosely backfilled with the excavated soil
following logging. To reduce the potential for future settlement, we recommend that test pit backfill
be entirely over-excavated below development areas. The approximate test pit locations are
shown on Figure A-2: Site and Exploration Map in Appendix A and their approximate depths are
presented on the exploration logs in Appendix B.
Over-Excavations: Depths and lateral limits of over-excavations may not fully be known until
earthwork begins. Over-excavations associated with tree removal, demolition, unsuitable soil, and
test pit remediation should be backfilled with suitably moisture-conditioned and compacted site
grading fill in accordance with the following sections of this report.
Subgrade Preparation: Subgrade refers to the natural soil exposed at the base of any excavation.
Subgrades should be evaluated by the geotechnical engineer of record, or staff under their
supervision, to determine that they are suitable and that the actual subsurface conditions are
consistent with those observed during exploration. Exposed subgrades should be evaluated by
proof-rolling using vibratory rollers, loaded dump trucks/front-end loaders, vibratory hoe-packs, or
other suitable equipment. If natural subgrades are observed to significantly deflect or pump during
proof-rolling, the subgrades will not be suitable and ALLWEST should be consulted to provide
recommendations to achieve a stable subgrade based on the actual conditions observed during
earthwork.
6.2 Temporary Excavation and Trenching
Based on the conditions observed within our explorations, we anticipate excavation of the on-site
soil can be achieved with typical excavation equipment. Temporary excavation slope stability is a
function of many factors, including:
♦ The presence and abundance of groundwater.
♦ The type and density of the various soil strata.
♦ The depth of cut.
♦ Surcharge loadings adjacent to the excavation.
♦ The length of time the excavation remains open.
GEOTECHNICAL I ENVIRONMENTAL
MATERIALS TESTING I SPECIAL INSPECTION
ALLWEST AN EMPLOYEE-OWNED COMPANY
Geotechnical Evaluation ALLWEST Project No. 524-199G
Mills Property Development July 16, 2024
Meridian, Idaho Page 6
It is exceedingly difficult under the variable circumstances to pre-establish a safe and
"maintenance-free" temporary cut slope angle. Therefore, it is the responsibility of the contractor
to maintain safe temporary slope configurations since the contractor is continuously at the job
site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface
materials and groundwater conditions encountered. Unsupported vertical slopes or cuts deeper
than 4 feet are not recommended if worker access is necessary. The cuts should be adequately
sloped, shored, or supported to prevent injury to personnel from local sloughing and spalling. The
excavation should conform to applicable federal, state, and local regulations. Regarding trench
wall support, the site soil is considered Type C soil according to OSHA guidelines and therefore
should not exceed a 1.5H:1V (horizontal to vertical) temporary slope.
6.3 Materials
Stripped soil containing significant roots and organics should be disposed of off-site or only used
for topsoil within non-structural landscape areas. Based on our observations and laboratory
testing, the on-site soil is suitable for use as site grading fill during earthwork. Site grading fill
should have a liquid limit less than 50 and not contain materials greater than 6 inches in maximum
dimension.
Imported soil and aggregate should consist of granular soil that is free of organics, debris, and
other deleterious material and meet the criteria presented in Table 2. Imported materials should
be approved by the geotechnical engineer prior to delivery to the site.
Table 2 - Imported Soil and Aggregate Recommendations.
Type Criteria
Maximum size <_ 6 inches,
Granular Structural Fill / Retained on 3/4-inch sieve < 30%,
Subbase Passing No. 200 Sieve <_ 15%, and non-plastic.
Alternatively, meet ISPWC section 801 (6-inch
maximum) or 802 (Type 11).
Maximum size <_ 1 inch,
Crushed Aggregate Base Retained on 3/4-inch sieve <010%,
Passing No. 200 sieve < 10/o, and Non-plastic.
Alternatively, meet ISPWC section 802 (Type 1)
Maximum size <_ 2 inches;
Utility Trench Backfill Retained on %-inch sieve < 30%;
(above pipe bedding) Passing No. 200 sieve <_ 10%; Non-plastic
Or meet ISPWC section 801 (3-inch maximum)
6.4 Fill Placement and Compaction
Prior to fill placement, exposed subgrades should be observed and approved by the geotechnical
engineer of record, or their representative. For roadway and utility construction, local governing
agencies may supersede the criteria presented herein, and may provide their own minimum
GEOTECHNICAL I ENVIRONMENTAL
MATERIALS TESTING I SPECIAL INSPECTION
ALLWEST AN EMPLOYEE-OWNED COMPANY
Geotechnical Evaluation ALLWEST Project No. 524-199G
Mills Property Development July 16, 2024
Meridian, Idaho Page 7
compaction requirements and methods of determining maximum density. This also includes
preparation and approval requirements for exposed subgrades.
Fill should be placed in lift thicknesses which are appropriate for the compaction equipment used.
Typically, 8-to 12-inch-thick lifts are appropriate for typical rubber tire and steel drum compaction
equipment. Lift thickness should be reduced to 4 inches for hand operated compaction equipment.
Fill should be moisture conditioned to within 2 percentage points of the optimum moisture content
prior to placement to facilitate compaction. Fill should be compacted to the minimum relative
compaction of the maximum dry density, as determined by ASTM D1557 (modified Proctor),
provided in Table 3.
Table 3 - Compaction Requirements
Minimum Relative
Type Compaction (%)
Site Grading Fill 95
Granular Structural Fill / Subbase 95
Crushed Aggregate Base 95
Utility Trench Backfill 92
For materials that are too granular to test (generally greater than 30 percent retained on a 3/4-inch
sieve), an appropriate method-based compaction specification should be used in accordance with
local governing jurisdictions or as outlined in Section 202.3.8.C.3 of the Idaho Standards for Public
Works Construction (ISPWC).
Fine-grained soil (silts and clays) may be difficult to moisture-condition and compact in utility
trenches. Therefore, we strongly recommend backfilling trench excavations with soil that meet the
criteria presented in presented in Table 2.
6.5 Wet Weather Construction
Due to the wet weather conditions in this climatic region during late fall, winter, and spring, we
recommend construction (especially site grading) take place during the summer and early fall
season, if possible. If construction occurs during or immediately after excessive precipitation, it
may be necessary to over-excavate and replace wet subgrade soil which might otherwise be
suitable. If construction is undertaken in wet periods of the year, it will be important to slope the
ground surface to provide drainage away from construction.
6.6 Cold Weather Construction
If site grading and construction are anticipated during cold weather, we recommend good winter
construction practices be observed. Snow and ice should be removed from all fill placement
surfaces prior to additional earthwork or construction. Improvements should not be placed on
frozen ground, nor should the supporting soil be permitted to freeze during or after construction.
Frozen soil should not be used as fill.
GEOTECHNICAL I ENVIRONMENTAL
MATERIALS TESTING I SPECIAL INSPECTION
ALLWEST AN EMPLOYEE-OWNED COMPANY
Geotechnical Evaluation ALLWEST Project No. 524-199G
Mills Property Development July 16, 2024
Meridian, Idaho Page 8
Construction subgrades left exposed to freezing temperatures overnight can be protected with a
temporary lift of loose soil or covered with heated construction blankets, so subgrades do not
freeze. Frozen cover soil should be removed prior to any fill placement or construction.
6.7 Stormwater and Drainage
We recommend the grading plan include ground slopes that direct water runoff away from
buildings and pavement areas to a drainage management system (i.e., swales, yard drains, outlet
pipes, etc.). We recommend the ground surface adjacent to foundations be sloped a minimum of
5 percent within 5 feet of the building. If the adjoining ground surface consists of hardscapes, it
may slope a minimum of 2 percent in the first 5 feet. Water should not be allowed to infiltrate or
pond adjacent to the foundations.We anticipate surface water runoff will be directed to stormwater
disposal facilities (detention basins, seepage beds, etc.) for the overall development.
6.7.1 Infiltration Recommendations
Locations of planned stormwater disposal facilities were not known at the time of this report. The
infiltration recommendations provided below are for specific soil types and subsurface conditions
observed during our exploration. We performed infiltration testing in test pits TIP-1, -2, -8, -9, -11,
-14, and -19 within on-site sand and gravel units, which included poorly graded sand with silt,
gravel, and/or cobbles, as well as poorly graded gravel with sand and cobbles. Varying levels of
cementation were commonly observed during exploration within the silty sand, silty sand with
gravel, and silty sand with gravel and cobbles soil layers. We do not recommend stormwater
disposal be accomplished within cemented soil, as they typically exhibit very poor and
inconsistent infiltration rates. Refer to the test pit logs in Appendix B to verify depths and contacts
of soil which are not suitable for stormwater disposal.
We recommend stormwater disposal occur within the on-site sand and gravel, as observed during
our field exploration. Based on infiltration test results and our experience with similar soil
conditions, the design infiltration rates provided in Table 4 may be utilized for on-site stormwater
disposal.
Table 4 - Infiltration Rates
Field-Measured Design Infiltration
Soil TvDe Infiltration Rate in/hr Rate (in/hr)
Sand and Gravel >15 8
Stormwater disposal facilities should be constructed a minimum of 1 foot into the recommended
receiving soil. Filter fabric should be properly utilized to separate natural soil from stormwater
disposal facility drain rock and filter sand materials to help reduce the migration of fine soil into
drain rock and filter sand void space. The proper separation from bottom of stormwater disposal
facilities and seasonal high groundwater should be maintained in accordance with the governing
jurisdiction. Groundwater monitoring should be performed throughout seasonal snowmelt and
irrigation seasons (March to October) to help establish a seasonal high groundwater elevation at
the site to assist civil design. If requested, ALLWEST can perform monthly groundwater
monitoring for the site.
GEOTECHNICAL I ENVIRONMENTAL
MATERIALS TESTING I SPECIAL INSPECTION
ALLWEST AN EMPLOYEE-OWNED COMPANY
Geotechnical Evaluation ALLWEST Project No. 524-199G
Mills Property Development July 16, 2024
Meridian, Idaho Page 9
6.8 Pavement
Based on our exploration and understanding of the proposed development, we anticipate that
pavement subgrade areas will consist of lean clays with sand, sandy silt, clayey sand, and/or silty
sand. We performed California Bearing Ratio (CBR) testing on a sandy silt soil sample and
obtained a value of 12.4 percent.
Prior to pavement section construction, subgrades should be proof-rolled as recommended in
section 6.1 Site Preparation or as required by local jurisdictions.Anticipated traffic conditions were
not provided for our pavement design. The parameters used in our pavement section design were
estimated based on our experience with similar projects. If actual traffic conditions vary from those
stated in Table 5, we should be notified so we may redesign the recommended pavement
sections.
Table 5 - Pavement Design Parameters
Design Parameter Value
California Bearing Ratio (CBR) 12.4%
Equivalent Single- Local Roadways 33,0001
Axle Loads (ESALs) Collector Roadways 370'0002
Pavement Reliability 90%
Pavement Design Life 20- ear
Initial Serviceability 4.2
Terminal Serviceability 2.5
Approximately equivalent to a Traffic Index of 6.
2Approximately equivalent to a Traffic Index of 8.
The following sections were designed utilizing AASHTO methodology and our experience with
local jurisdictions. Recommended flexible pavement sections are presented in Table 6.
Table 6 - Recommended Pavement Sections
Flexible Pavement
Crushed Base
Pavement Area Asphalt in.) Course (in.) Subbase (in.)
Local Roads 2.5 4 10
Collector Roads 3 6 12
Pavements should be sloped to provide suitable drainage of surface water.Water allowed to pond
on or adjacent to the pavements could saturate the subgrade and contribute to premature
pavement deterioration. In addition, the pavement subgrade should be graded to provide positive
drainage within the crushed base course/subbase subsections.
GEOTECHNICAL I ENVIRONMENTAL
MATERIALS TESTING I SPECIAL INSPECTION
ALLWEST AN EMPLOYEE-OWNED COMPANY
Geotechnical Evaluation ALLWEST Project No. 524-199G
Mills Property Development July 16, 2024
Meridian, Idaho Page 10
The pavement sections provided in this report represent minimum recommended thicknesses.
Preventive maintenance (crack/joint sealing, patching, overlay, etc.) should be planned as part of
an on-going pavement management program. Preventive maintenance is intended to slow the
rate of pavement deterioration and preserve the integrity of the pavement.
7.0 ADDITIONAL RECOMMENDED SERVICES
ALLWEST should review final development plans and specifications to confirm the
recommendations presented in this report were properly incorporated. Close monitoring of the
construction operations discussed herein will be critical in achieving the design subgrade support
and is required by the IBC. We recommend ALLWEST be retained to provide observation and
testing services throughout construction. At a minimum, we recommend the following testing and
observations be provided by ALLWEST:
♦ Observe site stripping, test pit remediation, and any other soil over-excavations and
backfills.
♦ Observe subgrade proof-rolling and approve subgrades prior to fill/materials placement or
roadway section/utility construction.
♦ Observe removal of disturbed soil and subgrade stabilization, if required.
♦ Observe stormwater disposal facility subgrade soil and overall stormwater disposal facility
construction.
♦ Conduct compaction testing of any fill soil or aggregate placed for general site grading,
utility backfills, and pavement section construction.
♦ Observe placement of/test asphalt for compaction, oil content, and gradation.
If we are not retained to provide the recommended construction observation and materials testing
services, we cannot be responsible for errors and omissions related to geotechnical aspects of
the project construction.
8.0 EVALUATION LIMITATIONS
This report has been prepared to assist the design and construction for the proposed Mills
Property Development located at 905 West Amity Road in Meridian, Idaho. Reliance by any other
party is prohibited without the written authorization of ALLWEST. Our services consist of
professional opinions and conclusions made in accordance with generally accepted geotechnical
engineering principles and practices in the local area at the time this report was prepared. This
acknowledgement is in lieu of all warranties, express or implied.
GEOTECHNICAL I ENVIRONMENTAL
MATERIALS TESTING I SPECIAL INSPECTION
ALLWEST AN EMPLOYEE-OWNED COMPANY
Geotechnical Evaluation ALLWEST Project No. 524-199G
Mills Property Development
Meridian, Idaho
Appendix A
Vicinity Map
Site and Exploration Map
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FIGURE A-1:VICINITY MAP
GEOTECHNICAL EVALUATION
ALLWESTMILLS PROPERTY DEVELOPMENT
MERIDIAN, IDAHO
255 N.LINDER ROAD CLIENT:TRILOGY DEVELOPMENT
MERIDIAN,IDAHO 83642
PHONE:(208)895-7898 FAX:(208)898-3959 PROJECT NO.:524-199G DATE:JULY 2024
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JL
{'.
Q TP-1 Q TP-2 T 0 TP-3
i
F} Lit
TP-4
-:w = Boundary
0 TP-7
0 TP-6 ■
0 TP-5 ': �
Q TP-9 Q TP-11 f
0 TP-10
Q TP-12 tyc
1 TP-13
Q'T r �TP-17 EP-16 ` P-14.P 19•s Q TP 18 T
s �
f
too
E d
LEGEND N
� 0
Approximate location of test pit observed by ALLWEST.
0 350' 700'
* Slotted PVC pipe was installed in test pit.
FIGURE A-2: EXPLORATION LOCATION MAP
GEOTECHNICAL EVALUATION
ALLWESTMILLS PROPERTY DEVELOPMENT
MERIDIAN, IDAHO
255 N.LINDER ROAD CLIENT:TRILOGY DEVELOPMENT
MERIDIAN,IDAHO 83642
PHONE:(208)895-7898 FAX:(208)898-3959 PROJECT NO.:524-199G DATE:JULY 2024
Geotechnical Evaluation ALLWEST Project No. 524-199G
Mills Property Development
Meridian, Idaho
Appendix B
Exploration Logs
Soil Classification Chart
ALLWEBT
Mills Property Development TP-1
ALLIET
Meridian,Idaho Pagel oft
Project No.: 524-199G Date: 04/16/2024 Comments:
Contractor: Just Dig It Hole Depth: 11' See Figure A-2 for approximate test pit location.
Equipment: Case 580C Initial Water: -
Operator: Steve Just Logged By: Miko Diklic
Method: 24-inch toothed bucket Coordinates: 43.560935, -116.408639
Samples Lab
CL
o a
� � J
U T E fA d
a Soil Description and Remarks o a w
a) n o U LL E
U, E o
co a
U n
o 2
TOPSOIL;abundant roots and organics 0.5
Lean CLAY with sand(CL);medium stiff,moist, 1 ft
dark brown Grab
3.0
Silty SAND(SM);dense,moist,brown
5
moderate cementation observed from 4.5 to 7 feet
7.0 7 ft
Poorly graded GRAVEL with sand and cobbles(GP); •a Grab
medium dense,moist,light brown
subrounded gravel and cobbles up to 8 inches in •�
maximum dimension ��•�
Infiltration test performed at 7.5 feet;rate>15
in/hr. 9.0 9.5 ft
Poorly graded SAND with gravel(SP);medium Grab
10 dense,moist,tan
11.0
Test pit terminated due to caving.Slotted pipe
installed.
Water Levels
v Groundwater not encountered.
1 -
Mills Property Development TP-2
ALLIET
Meridian,Idaho Pagel oft
Project No.: 524-199G Date: 04/16/2024 Comments:
Contractor: Just Dig It Hole Depth: 11.5' See Figure A-2 for approximate test pit location.
Equipment: Case 580C Initial Water: -
Operator: Steve Just Logged By: Miko Diklic
Method: 24-inch toothed bucket Coordinates: 43.560930, -116.407103
Samples Lab
CL
o a
� � J
U T E fA d
a Soil Description and Remarks o a w
a) n o U LL E
E o
co a
U n
o 2
TOPSOIL;abundant roots and organics 0.5
Lean CLAY with sand(CL);medium stiff,moist,
dark brown
2.0
Silty SAND with gravel(SM);medium dense,
moist,brown
weak cementation throughout soil layer
4.5 4.5 ft
Poorly graded GRAVEL with sand and cobbles
5 (GP);medium dense,moist,tan sulk e
subrounded gravel and cobbles up to 12 inches •�
in maximum dimension ��•�
Infiltration test performed at 5.5 feet;rate>15 '
in/hr. ���•�
�.41�.
b l
•i�i•
b
b6
10— 41�
b4—b.�
11.5 � ' •�•
Test pit terminated due to caving.Slotted pipe
installed.
Water Levels
v Groundwater not encountered.
1 -
Mills Property Development TP-3
ALLI E T
Meridian,Idaho Pagel of 1
Project No.: 524-199G Date: 04/16/2024 Comments:
Contractor: Just Dig It Hole Depth: 'I'll See Figure A-2 for approximate test pit location.
Equipment: Case 580C Initial Water: -
Operator: Steve Just Logged By: Miko Diklic
Method: 24-inch toothed bucket Coordinates: 43.560946, -116.405552
Samples Lab
0 0_
0) J
T E w a
o Soil Description and Remarks a in U
m n `o _
CO E L 2 o J
(6 d m
(n O N 9
O
� Q
TOPSOIL;abundant roots and organics 0.5 0.5 ft
Clayey SAND(CL);medium dense,moist,dark Grab 30 36 40-19-21
brown
1.5 1 10
Silty SAND with gravel(SM);medium dense,
moist,brown
3.5
Poorly graded GRAVEL with silt and sand
(GP-GM);medium dense, moist,brown 15*A.
subrounded gravel and cobbles up to 9 inches in •�
5 maximum dimension •�
SAWS
.i
Test pit terminated due to caving.Slotted pipe
installed.
Water Levels
V Groundwater not encountered.
1 -
Mills Property Development TP-4
ALLIET
Meridian,Idaho Pagel oft
Project No.: 524-199G Date: 04/16/2024 Comments:
Contractor: Just Dig It Hole Depth: 11' See Figure A-2 for approximate test pit location.
Equipment: Case 580C Initial Water: -
Operator: Steve Just Logged By: Miko Diklic
Method: 24-inch toothed bucket Coordinates: 43.560116, -116.404191
Samples Lab
CL
o a
� � J
U T E fA d
a Soil Description and Remarks o a w
a) n o U LL E
0 E
co a
n
o 2
Lean CLAY with sand(CL);medium stiff,moist,
dark brown
1.5
Silty SAND(SM);dense, moist,brown
2.5 ft
Grab
moderate cementation observed from 1.5 to 5 feet
5
7.0
Silty SAND with gravel and cobbles(SM);medium
dense,moist,brown
subrounded gravel and cobbles up to 5 inches in
maximum dimension
10
11.0
Test pit terminated due to caving.Slotted pipe
installed.
Water Levels
v Groundwater not encountered.
1 -
Mills Property Development TP-5
ALLI E T
Meridian,Idaho Pagel of 1
Project No.: 524-199G Date: 04/16/2024 Comments:
Contractor: Just Dig It Hole Depth: 11.5' See Figure A-2 for approximate test pit location.
Equipment: Case 580C Initial Water: -
Operator: Steve Just Logged By: Miko Diklic
Method: 24-inch toothed bucket Coordinates: 43.559263, -116.405019
Samples Lab
0 0_
0) J
T E w a
o Soil Description and Remarks a in U
m n `o _
0 E L 2 o J
(6 d m
(n O N 9
O
� Q
Silty SAND(SM); medium dense,moist,brown
weak cementation observed from 0 to 2 feet
3ft
Grab 24 48
4.0
Silty SAND with gravel(SM);medium dense,
moist,brown
5 subrounded gravel and cobbles up to 5 inches in
maximum dimension
7.0
Poorly graded GRAVEL with silt and sand(GP-GM);
medium dense,moist,tan
subrounded gravel and cobbles up to 9 inches in •� '
maximum dimension ��•�
b,%�
10
11.0
Test pit terminated due to caving.Slotted pipe
installed.
Water Levels
V Groundwater not encountered.
1 -
Mills Property Development TP-6
ALLIET
Meridian,Idaho Pagel oft
Project No.: 524-199G Date: 04/16/2024 Comments:
Contractor: Just Dig It Hole Depth: 8' See Figure A-2 for approximate test pit location.
Equipment: Case 580C Initial Water: -
Operator: Steve Just Logged By: Miko Diklic
Method: 24-inch toothed bucket Coordinates: 43.559762, -116.406797
Samples Lab
CL
o a
� � J
U T E fA d
a Soil Description and Remarks o a w
a) n o U LL E
E 2 o
co a
U n
o 2
TOPSOIL;abundant roots and organics 0.5
Lean CLAY with sand(CL);medium stiff,moist,
dark brown 1.0
Silty SAND with gravel(SM);medium dense, 1.5 ft
moist,brown Grab
subrounded gravel up to 3 inches in maximum
dimension
4.0
Poorly graded SAND with gravel(SP);medium
dense,moist,tan
5 subrounded gravel up to 3 inches in maximum
dimension 5.0
Poorly graded SAND(SP);medium dense,moist,
tan
8.0
Test pit terminated due to caving.
Water Levels
v Groundwater not encountered.
1 -
Mills Property Development TP-7
ALLIET
Meridian,Idaho Pagel oft
Project No.: 524-199G Date: 04/16/2024 Comments:
Contractor: Just Dig It Hole Depth: 12' See Figure A-2 for approximate test pit location.
Equipment: Case 580C Initial Water: -
Operator: Steve Just Logged By: Miko Diklic
Method: 24-inch toothed bucket Coordinates: 43.559744, -116.408785
Samples Lab
CL
o a
� � J
U T E fA d
a Soil Description and Remarks o a w
a) n o U LL E
E o
co a
U n
o 2
TOPSOIL;abundant roots and organics
1.0
Lean CLAY with sand(CL);medium stiff,moist,
dark brown
3.0
Silty SAND(SM);medium dense to dense,moist,
light brown
j.
moderate cementation observed from 3 to 9 feet
9ft
Grab 28 28
10
12.0
Test pit terminated.Slotted pipe installed.
Water Levels
v Groundwater not encountered.
1 -
Mills Property Development TP-8
ALLIET
Meridian,Idaho Pagel oft
Project No.: 524-199G Date: 04/16/2024 Comments:
Contractor: Just Dig It Hole Depth: 11' See Figure A-2 for approximate test pit location.
Equipment: Case 580C Initial Water: -
Operator: Steve Just Logged By: Miko Diklic
Method: 24-inch toothed bucket Coordinates: 43.558669, -116.408778
Samples Lab
CL
o a
� � J
U T E fA d
a Soil Description and Remarks o a w
a) n o U LL E
E o
co a
U n
o 2
TOPSOIL;abundant of roots and organics
1.0
Lean CLAY with sand(CL);medium stiff,moist,
dark brown
2.0
Silty SAND(SM);medium dense,moist,light brown 2.5 ft
Grab 7 15
weak cementation observed throughout soil layer
5
6.0
Poorly graded SAND with gravel(SP);medium 6.5 ft
dense,moist,tan Grab
subrounded gravel up to 3 inches in maximum
dimension
Infiltration test performed at 7 feet; rate> 15 in/hr.
9.0
Poorly graded GRAVEL with sand and cobbles •�
(GP);medium dense,moist,tan ��:�•
10 subrounded gravel and cobbles up to 6 inches in •�
maximum dimension ��•�
11.0 1L.:�.
Test pit terminated due to caving.Slotted pipe
installed.
Water Levels
v Groundwater not encountered.
1 -
Mills Property Development TP-9
ALLIET
Meridian,Idaho Pagel oft
Project No.: 524-199G Date: 04/16/2024 Comments:
Contractor: Just Dig It Hole Depth: 10.5' See Figure A-2 for approximate test pit location.
Equipment: Case 580C Initial Water: -
Operator: Steve Just Logged By: Miko Diklic
Method: 24-inch toothed bucket Coordinates: 43.558596, -116.407085
Samples Lab
CL
o a
� � J
U T E fA d
a Soil Description and Remarks o a w
a) n o U LL E
o 0E o
co a
n
o 2
TOPSOIL;abundant roots and organics o.3
Sandy lean CLAY(CL);medium stiff,moist,dark
brown
2.0
Silty SAND(SM);medium dense,moist,brown
weak cementation observed throughout soil layer
3.5
Poorly graded SAND with gravel and cobbles(SP);
medium dense,moist,tan
subrounded gravel and cobbles up to 4 inches in 4.5 ft
5
maximum dimension Grab 23 4
Infiltration test performed at 7 feet; rate> 15 in/hr.
7.0
Poorly graded GRAVEL with sand and cobbles •�
(GP);medium dense,moist,tan e!:a
subrounded gravel and cobbles up to 9 inches in •�
A
maximum dimension ���
��•��
.i�i'
lb
10.5
K.Oft
Test pit terminated due to caving.
Water Levels
v Groundwater not encountered.
1 -
Mills Property Development TP-10
ALLIET
Meridian,Idaho Pagel oft
Project No.: 524-199G Date: 04/16/2024 Comments:
Contractor: Just Dig It Hole Depth: 8.5' See Figure A-2 for approximate test pit location.
Equipment: Case 580C Initial Water: 7.5'
Operator: Steve Just Logged By: Miko Diklic
Method: 24-inch toothed bucket Coordinates: 43.558289, -116.405795
Samples Lab
CL
o a
� � J
U T E fA d
a Soil Description and Remarks o a w
a) n o U LL E
E 2 o
co a
U n
o 2
TOPSOIL;abundant roots and organics 0.5 0.5 ft
Sandy SILT(ML);medium stiff, moist,dark brown
Bulk 59 32-24-8
2.0
Silty SAND(SM);dense,moist,light brown
moderate cementation observed throughout soil pm
layer
4.5
5 Silty SAND with gravel and cobbles(SM); medium
dense,moist to wet,brown
subrounded gravel and cobbles up to 6 inches in
maximum dimension
0
8.5
Test pit terminated due to caving.Slotted pipe
installed.
Water Levels
Water encountered @ 7.5'
1 -
Mills Property Development TP-11
ALLIET
Meridian,Idaho Pagel oft
Project No.: 524-199G Date: 04/16/2024 Comments:
Contractor: Just Dig It Hole Depth: 10, See Figure A-2 for approximate test pit location.
Equipment: Case 580C Initial Water: -
Operator: Steve Just Logged By: Miko Diklic
Method: 24-inch toothed bucket Coordinates: 43.558637, -116.404132
Samples Lab
CL
o a
� � J
U T E fA d
a Soil Description and Remarks o a w
a) n o U LL E
0 E
co a
n
Sandy lean CLAY(CL);medium stiff,moist,dark
brown
1.5
Silty SAND with gravel(SM);medium dense,
moist, brown
5
5.5
Poorly graded SAND with silt(SP-SM);medium 6 ft
dense,moist,tan Grab 8 6
Infiltration test performed at 6.5 feet;rate>15
in/hr.
7.5
Poorly graded SAND with gravel(SP);medium
dense,moist,tan
subrounded gravel and cobbles up to 5 inches in
maximum dimension
10 10.0
Test pit terminated due to caving.Slotted pipe
installed.
Water Levels
v Groundwater not encountered.
1 -
Mills Property Development TP-12
ALLI E T
Meridian,Idaho Pagel of 1
Project No.: 524-199G Date: 04/16/2024 Comments:
Contractor: Just Dig It Hole Depth: 8.5' See Figure A-2 for approximate test pit location.
Equipment: Case 580C Initial Water: -
Operator: Steve Just Logged By: Miko Diklic
Method: 24-inch toothed bucket Coordinates: 43.558110, -116.403067
Samples Lab
0 0_
0) J
T E w a
o Soil Description and Remarks a in U
m n `o _
CO E L 2 o J
(6 d m
(n O N 9
O
� Q
TOPSOIL;abundant roots and organics 0.5
Lean CLAY with sand(CL);medium stiff, moist,
dark brown 1.0
Silty SAND(SM);dense,moist,brown
moderate cementation observed throughout soil
layer
3.5
Silty SAND with gravel(SM);medium dense,
moist,brown
5
7.0
Poorly graded GRAVEL with sand(GP);medium
dense,moist,brown '. •�
subrounded gravel up to 3 inches in maximum '
dimension 8.5
Test pit terminated due to caving.
Water Levels
v Groundwater not encountered.
1 -
Mills Property Development TP-13
ALLIET
Meridian,Idaho Pagel oft
Project No.: 524-199G Date: 04/16/2024 Comments:
Contractor: Just Dig It Hole Depth: 13' See Figure A-2 for approximate test pit location.
Equipment: Case 580C Initial Water: -
Operator: Steve Just Logged By: Miko Diklic
Method: 24-inch toothed bucket Coordinates: 43.557979, -116.400610
Samples Lab
CL
o a
� � J
U T E fA d
a Soil Description and Remarks o a w
a) n o U LL E
0 E
co a
n
o 2
TOPSOIL;abundant roots and organics 0.3
Sandy SILT(ML);medium stiff,moist,dark brown
1.5
Silty SAND(SM); medium dense, moist, brown
s.
weak cementation observed throughout soil layer
6.5 ft
Grab 35 25
10
13.0
Test pit terminated.Slotted pipe installed.
Water Levels
v Groundwater not encountered.
1 -
Mills Property Development TP-14
ALLI E T
Meridian,Idaho Pagel of 1
Project No.: 524-199G Date: 04/16/2024 Comments:
Contractor: Just Dig It Hole Depth: 'I'll See Figure A-2 for approximate test pit location.
Equipment: Case 580C Initial Water: -
Operator: Steve Just Logged By: Miko Diklic
Method: 24-inch toothed bucket Coordinates: 43.557436, -116.400457
Samples Lab
0 0_
0) J
T E w a
o Soil Description and Remarks a in U
m n `o _
CO E L 2 o J
(6 d m
(n O N 9
O
� Q
TOPSOIL;abundant roots and organics
0.7
Sandy SILT(ML);medium stiff, moist,dark brown 1 ft
Grab 23 51 33-30-3
2.0
Silty SAND with gravel(SM);medium dense,
moist,brown
subrounded gravel up to 3 inches in maximum
dimension
5 5.0
Poorly graded GRAVEL with sand and cobbles(GP);
medium dense,moist,light brown �-
subrounded gravel and cobbles up to 8 inches in
maximum dimension
Infiltration test performed at 7 feet; rate> 15 in/hr.
bft�
4S.•
6
�0.•
.�.
10 �41.6
•0.•
11.0 •� •
Test pit terminated due to caving.Slotted pipe
installed.
Water Levels
V Groundwater not encountered.
1 -
Mills Property Development TP-15
ALLIET
Meridian,Idaho Pagel oft
Project No.: 524-199G Date: 04/16/2024 Comments:
Contractor: Just Dig It Hole Depth: 9' See Figure A-2 for approximate test pit location.
Equipment: Case 580C Initial Water: -
Operator: Steve Just Logged By: Miko Diklic
Method: 24-inch toothed bucket Coordinates: 43.557397, -116.402288
Samples Lab
CL
o a
� � J
U T E fA d
a Soil Description and Remarks o a w
a) a o U LL E
0 E
ca n
n a)
o -2
TOPSOIL;abundant roots and organics 0.3
Lean CLAY with sand(CL);medium stiff,moist,
dark brown
1.5
Silty SAND with gravel(SM);dense,moist,brown
subrounded gravel up to 3 inches in maximum
dimension
moderate cementation observed throughout soil
layer
5
5.5
Poorly graded SAND with silt and gravel(SP-SM); 6 ft
medium dense,moist,tan
subrounded gravel up to 3 inches in maximum Bulk 6
dimension
9.0
Test pit terminated due to caving.
Water Levels
v Groundwater not encountered.
1 -
Mills Property Development TP-16
ALLIET
Meridian,Idaho Pagel oft
Project No.: 524-199G Date: 04/16/2024 Comments:
Contractor: Just Dig It Hole Depth: 10, See Figure A-2 for approximate test pit location.
Equipment: Case 580C Initial Water: -
Operator: Steve Just Logged By: Miko Diklic
Method: 24-inch toothed bucket Coordinates: 43.557572, -116.404238
Samples Lab
CL
o a
� � J
U T E fA d
a Soil Description and Remarks o a w
a) n o U LL E
U, E 2 o
co a
U n
o 2
TOPSOIL;abundant roots and organics 0.5
Lean CLAY with sand(CL);medium stiff,moist,
dark brown
2.0
Silty SAND(SM);dense,moist,light brown
moderate cementation observed throughout soil
layer
4.0
Poorly graded GRAVEL with sand and cobbles(GP); 4.5 ft
medium dense,moist,li ht brown 0 a'�'
g �'�� Grab
5—
subrounded gravel and cobbles up to 8 inches in •� '
maximum dimension "�.�
•i�i•
b
b
10.0 •�
10
Test pit terminated due to caving.Slotted pipe
installed.
Water Levels
v Groundwater not encountered.
1 -
Mills Property Development TP-17
ALLI E T
Meridian,Idaho Pagel of 1
Project No.: 524-199G Date: 04/16/2024 Comments:
Contractor: Just Dig It Hole Depth: 9' See Figure A-2 for approximate test pit location.
Equipment: Case 580C Initial Water: -
Operator: Steve Just Logged By: Miko Diklic
Method: 24-inch toothed bucket Coordinates: 43.557431, -116.405529
Samples Lab
0 0_
0) J
T E w a
o Soil Description and Remarks a in U
m n `o _
CO E L 2 o J
(6 d m
(n O N 9
O 43
� Q
TOPSOIL;abundant roots and organics 0.5
Lean CLAY with sand(CL);medium stiff, moist,
dark brown 1.0
Silty SAND with gravel and cobbles(SM);dense,
moist,light brown
subrounded gravel and cobbles up to 6 inches in
maximum dimension
moderate cementation observed throughout soil •�. :
layer 3.0
Y !�.•
Poorly graded GRAVEL with sand and cobbles(GP);
medium dense,moist,light brown
gravel and cobbles up to 12 inches in maximum ! ••
5 dimension • . .
A.
•i�i•
9.0 •.
Test pit terminated due to caving.Slotted pipe
installed.
Water Levels
v Groundwater not encountered.
1 -
Mills Property Development TP-18
ALLI E T
Meridian,Idaho Pagel of 1
Project No.: 524-199G Date: 04/16/2024 Comments:
Contractor: Just Dig It Hole Depth: 10.5' See Figure A-2 for approximate test pit location.
Equipment: Case 580C Initial Water: -
Operator: Steve Just Logged By: Miko Diklic
Method: 24-inch toothed bucket Coordinates: 43.557448, -116.407035
Samples Lab
0 0_
0) J
T E w a
o Soil Description and Remarks a in U
m n `o _
CO E L 2 o J
(6 d m
(n O N 9
O
� Q
TOPSOIL;abundant roots and organics 0.5
Lean CLAY with sand(CL);medium stiff, moist,
dark brown 1.0
Silty SAND with gravel and cobbles(SM);dense,
moist,brown
moderate cementation observed throughout soil
layer
subrounded gravel and cobbles up to 5 inches in
maximum dimension 3.0
Poorly graded SAND with gravel(SP);medium
dense,moist,tan
subrounded gravel and cobbles up to 7 inches in
5 maximum dimension
6.0
Poorly graded GRAVEL with sand and cobbles(GP);
medium dense,moist,light brown a. :�.
subrounded gravel and cobbles up to 7 inches in
���
maximum dimension
6
b
10 �•
10.5
Test pit terminated due to caving.
Water Levels
v Groundwater not encountered.
1 -
Mills Property Development TP-19
ALLI E T
Meridian,Idaho Pagel of 1
Project No.: 524-199G Date: 04/16/2024 Comments:
Contractor: Just Dig It Hole Depth: 12' See Figure A-2 for approximate test pit location.
Equipment: Case 580C Initial Water: -
Operator: Steve Just Logged By: Miko Diklic
Method: 24-inch toothed bucket Coordinates: 43.557539, -116.408533
Samples Lab
0 0_
0) J
T E w a
o Soil Description and Remarks a in U
m n `o _
CO E L 2 o J
(6 d m
(n O N 9
O
� Q
TOPSOIL;abundance of roots and organics
1.0 1 ft
Lean CLAY with sand(CL);medium stiff, moist, Grab 26 72 48-20-28
dark brown
4.0
Silty SAND with gravel(SM);medium dense,
moist,brown
5
6.5
Poorly graded SAND with gravel(SP);medium
dense,moist,tan
Infiltration test performed at 7.5 feet; rate>15
in/hr. 8.0 6"'
Poorly graded GRAVEL with sand and cobbles �p.•
(GP); medium dense,moist,tan •�ib .
subrounded gravel and cobbles up to 8 inches in !�!
maximum dimension 0.4
10
�0.•
12.0
Test pit terminated due to caving.Slotted pipe
installed.
Water Levels
v Groundwater not encountered.
1 -
SOIL CLASSIFICATION CHART (ASTM D2487 & D2488)
MAJOR GROUP TYPICAL SOIL NAMES TYPICAL SOIL DESCRIPTORS
DIVISIONS SYMBOL
GW Well-graded gravel,gravel-sand mixtures,little or no fines. Description SPT Blow Counts
O Very loose less than 4
Loose 4 to 10
w GP Poorly-graded gravel,gravel-sand mixtures,little or no fines. Medium dense 11 to 29
C3� > O Dense 30 to 50
Very dense greater than 50
0 o O GM Silty gravel,gravel-sand-silt mixtures.
o Material Sieve Sizes
CC14
Boulders greater than 12"
w r GC Clayey gravel,gravel-sand-silt-clay mixtures. Cobbles 3"to<12"
z �
Q o Coarse gravel 3/4"to<3"
Fine gravel #4 to<3/4"
SW Well-graded sand,gravelly sand,little or no fines. Coarse sand <#4 to#10
Medium sand <#10 to#40
Q w Fine sand <#40 to#200
oo SP Poorly-graded sand,gravelly sand, little or no fines. Silt or clay less than#200
n ¢ Sieve Number Aperture
SM Silty sand,sand-silt mixtures. #4 4.76 mm(0.187 in)
#10 2.00 mm(0.0787 in)
#40 0.42 mm(0.0165 in)
SC Clayey sand,sand-clay mixtures. #200 0.074 mm(0.00291 in)
ML Inorganic silt,non-plastic to low plasticity,gravelly silt, Description SPT Blow Counts
Q LO sandy silt,clayey silt.
v Very soft less than 2
U '= Soft 2 to 3
o E Inorganic clay of low to medium plasticity,gravelly clay,
v� o z i CL sandy clay,silty clay(CL-ML),lean clay. Medium stiff 4 to 8
J N Q -0 Stiff 9 to 15
r J J Very stiff 16 to 29
o - r OL Organic silt and organic silty clay of low plasticity. Hard 30 to 50
Lu z =; r Very Hard greater than 50
0
L MH Inorganic silt,micaceous or diatomaceous fine sandy or Plasticity Soil Characteristics
C7 Q silty soils,elastic silt.
uw °�' A Non-plastic Cannot be rolled at any water content.
Qo : Low A thread can barely be rolled while moist.
z 1D CH Inorganic clay of high plasticity,fat clay. Medium A thread can be rolled easily but cannot be
o rerolled after reaching the plastic limit.
J a High A thread can be rolled and re-rolled several
F OH:-:: Organic clay of medium to high plasticity. times after reaching the plastic limit.
Definitions
ORGANIC SOILS W PTy Peat and other highly organic soils. Liquid Limit(LL) Moisture content at which soil
changes state from plastic to liquid.
Plastic Limit(PL) Moisture content at which soil
Dry Absence of moisture in sample. Dusty,dry to the touch. changes state from semi-solid to
plastic.
Plasticity Index(PI) Range of moisture contents at which
Slightly Moisture in sample is below the optimum moisture content. a soil behaves plastically(LL-PL-PI).
Moist Grains adhere slightly though surface tension.
MOISTURE
Moist
Moisture in sample is at or near optimum moisture content. PLASTICITY CHART (ASTM D4318)
No free water is visible.
Moisture in sample is above the optimum moisture content. a 50
Wet Free water is visible in sample. w
0
o G�
Weak Crumbles or breaks with handling or slight finger pressure. � CL-ML
i
CL MH or OH
CEMENTATION Moderate Crumbles or breaks with considerable finger pressure. a a ML
0
0 16 50
Strong Will not crumble or break with finger pressure. LIQUID LIMIT(LL)
ALLWEST
Geotechnical Evaluation ALLWEST Project No. 524-199G
Mills Property Development
Meridian, Idaho
Appendix C
Laboratory Test Results
ALLWEBT
Table C-1: Summary of Laboratory Test Results
Gradation Atterberg Limits
Depth Test Pit Content Gravel Sand Silt/Clay
De Moisture
p Liquid Plastic Plasticity CBR Sample Classification
o
(Feet) (%) M (%) N Limit Limit Index (�o) (USCS)
(/o) (/o) (/o)
TP-2 4.5-5.5 49 46 5 Poorly graded GRAVEL with sand and cobbles(GP)
TP-3 0.5- 1 30 36 40 19 21 Clayey SAND (SM)
TP-5 3-3.5 24 48 Silty SAND (SM)
TP-7 9-9.5 28 28 Silty SAND (SM)
TP-8 2.5-3 7 15 Silty SAND (SM)
TP-9 4.5-5 23 4 1 Poorly graded SAND with gravel and cobbles (SP)
TP-10 0.5- 1.5 59 32 24 8 12.4 Sandy SILT(ML)
TP-11 6-6.5 8 6 Poorly graded SAND with silt(SP-SM)
TP-13 6.5-7 35 25 Silty SAND SM
TP-14 1 - 1.5 23 51 33 30 3 Sandy SILT(ML)
TP-15 6-7 33 61 6 Poorly graded SAND with silt and gravel SP-SM
TP-19 1 - 1.5 26 72 48 20 28 Lean CLAY with sand (CL)
255 N. Linder Road • Meridian, Idaho 83642 •(208)895-7895• Fax(208)898-3959
www.allwesttesting.com
This report may not be reproduced, except in full,without the permission of ALLWEST.
LIQUID AND PLASTIC LIMITS TEST REPORT
60
Dashed line indicates the approximate
upper limit boundary for natural soils
50 O
�0
' G
40
U '
C /
X
W
z_
U 30
CY
c F-
W '
06 Q
J /
m 20
J /
Q 10
o ;
c
O -----
L-ML ML or OL MH or OH
E --
a) 0
0 10 20 30 40 50 60 70 80 90 100 110
w LIQUID LIMIT
0 MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
3• Clayey Sand 40 19 21 -- 36% SC
c■ Sandy Silt 32 24 8 -- 59% ML
a)♦ Sandy Silt 33 30 3 -- 51% ML
X
'0♦ Lean Clay with sand 48 20 28 -- 72% CL
m
U
7
O
` Project No. 524-199G Client: Trilogy Development Remarks:
Project: Mills Property
Location:TP-3 Depth: 0.5'-1'
■Location:TP-10 Depth: 0.5'-1.5'
ALocation: TP-16 Depth: 1'-1.5'
*Location: TP-19 Depth: F-1.5'
T ALLWEST
Figure C-1
Tested By: C. Downes Checked By:J.Varozza
California Bearing Ratio
ASTM D 1883
Project: Mills Property Project No.: 524-199G
Client: Trilogy Development Location: TP-10 @ 0.5 - 1.5 ft
Date Tested: 4/29/24 Compaction Method: ASTM D1557
Tested By: C. Downes Classification: Sandy Silt (ML)
275
250
225
200
175 PSI @ 0.2 inch penetration= 187
a
40
c
150
a
o 125
v
n 100
75
50
25
0
0 0.1 0.2 0.3 0.4 0.5
Penetration(inches)
CBR @ 0.2 Inch Penetration: 12.4 Maximum Dry Unit Weight (pcf): 111.1
Swell (%): 2.0 Optimum Water Content (%): 16.2
Dry Unit Weight Before Soak (pcf): 100.4 Remold of Max. Dry Unt Wgt(%): 90
Water Content Before Soak (%): 17.8
Water Content After Soak, Top 1 Inch (%): 28.4
Surcharge (psf): 50
Immersion Period (hrs): 96
Reviewed By: Kevin Dyekman, P.G.
Figure: C-2
LL E T
255 N Linder Rd,Suite 100•Meridian, ID 83642•(208)895-7898•Fax(208)898-3959
www.allwesttesting.com
This report shall not be reproduced except in full without the permission of ALLW EST.
TECHNICAL
ALLWEST MATERIALS OTESTING I SPECIAL IINOSPECT ON
AN EMPLOYEE-OWNED COMPANY
March 27, 2024
Trilogy Development
9839 West Cable Car Street, Suite 101
Boise, Idaho 83709
Attention: Shawn Brownlee (shawn trilogyidaho.com)
RE: Geotechnical Evaluation
Townsquare Media Property Development
455 West Amity Road
Meridian, Idaho
ALLWEST Project No. 524-051 G
Mr. Brownlee,
ALLWEST has completed the authorized geotechnical evaluation for the proposed Townsquare
Media Property Development to be located at 455 West Amity Road in Meridian, Idaho. The
purpose of this evaluation was to characterize the subsurface conditions at the site and prepare
the attached report with the results of our field evaluation and laboratory testing, and to provide
geotechnical recommendations to assist planning, design, and construction of the proposed
development.
We appreciate the opportunity to provide services for this project. If you have any questions or
need additional information, please contact us at (208) 895-7898.
Sincerely,
ALLWEST oQOf ESSIpNq!
3/27/24 G'�
y KEVIN AND REW 3/27/24
ca - DYEKMAN � q 142
����
* NO. 1727
dILM
Kevin Dyekman, P.G. qTf OF t�P Adrian Mascorro, P.E � � OF
Engineering Services Manager Area Manager
255 N. Linder Road, Meridian, ID 83642
Phone: 208.895.7898 • Fax: 208.898.3959
Hayden, ID • Lewiston, ID• Meridian, ID• Spokane Valley, WA•Tri-Cities, WA• Missoula, MT
www.allwesttesting.com
GEOTECHNICAL EVALUATION
TOWNSQUARE MEDIA PROPERTY DEVELOPMENT
455 WEST AMITY ROAD
MERIDIAN, IDAHO
ALLWEST PROJECT NO. 524-051 G
March 27, 2024
Prepared for:
TRILOGY DEVELOPMENT
9839 WEST CABLE CAR STREET, SUITE 101
BOISE, IDAHO 83709
Prepared by:
ALLWEST
255 NORTH LINDER ROAD
MERIDIAN, IDAHO 83642
EXECUTIVE SUMMARY
The following summarizes select geotechnical information/recommendations from this evaluation:
♦ We anticipate approximately 6 to 8 inches of site stripping will be required for most of the site
to remove surficial vegetation and roots.
♦ In general, native subsurface soils within the observed test pits consisted of lean clays, lean
clays with sand, sandy silts, silty sands, silty sands with gravel and cobbles, poorly-graded
sands, poorly-graded sands with silt, poorly-graded sands with silt and gravel, poorly-graded
gravels with sand, and poorly-graded gravels with sand and cobbles.
♦ Varying thicknesses of weak to strong cementation were commonly observed within the silty
sand, poorly-graded sand, and poorly-graded sand with silt soil layers.
♦ At the time of exploration,we did not observe groundwater within the test pits to the maximum
exploration depth of 13 feet below existing ground. Based on review of available well driller
reports in the site vicinity (from Idaho Department of Water Resources), we anticipate
groundwater may be encountered at depths greater than 100 feet below ground surface.
However, shallower seasonal groundwater may be observed adjacent to on-site ditches and
laterals.
♦ We anticipate existing on-site improvements (structures, utilities, infrastructure, etc.) will be
demolished and removed as part of development. Existing improvements and any associated
fill soils should be completely over-excavated to suitable native soils.
♦ Organic-rich, loose/soft, and/or wet soils associated with existing irrigation ditches are
present on-site. These soils are not suitable to support site grading fill, pavement sections,
or structural improvements. Within proposed development areas, these soils should be
completely over-excavated to suitable native soils.
♦ We recommend stormwater disposal occur within non-cemented on-site"sands and gravels",
as observed during our field exploration. An allowable seepage rate of 8 inches per hour
(in/hr) may be utilized for stormwater disposal into the on-site "sands and gravels".
♦ For local roadways we recommend pavement sections of 2.5-inches of asphalt concrete,
over 4-inches of crushed aggregate base, over 11-inches of aggregate subbase.
♦ For collector roadways we recommend pavement sections of 3-inches of asphalt concrete,
over 6-inches of crushed aggregate base, over 14-inches of aggregate subbase.
Our services were provided in accordance with ALLWEST proposal no. 524-051 P dated January
19, 2024. This summary should be used in conjunction with the entire report for design and
construction purposes. It should be recognized that details were not included or fully developed
in this section, and the report must be read in its entirety for a comprehensive understanding of
the items contained herein.
GEOTECHNICAL I ENVIRONMENTAL
MATERIALS TESTING I SPECIAL INSPECTION
ALLWEST
AN EMPLOYEE-OWNED COMPANY
GEOTECHNICAL EVALUATION
TOWNSQUARE MEDIA PROPERTY DEVELOPMENT
455 WEST AMITY ROAD
MERIDIAN, IDAHO
Page
1.0 PROJECT DOCUMENTS.......................................................................................................1
2.0 PROJECT DESCRIPTION......................................................................................................1
3.0 EVALUATION PROCEDURES...............................................................................................1
4.0 SITE CONDITIONS ................................................................................................................2
4.1 Published Geologic and Soil Information ............................................................................2
4.2 Subsurface Soil Conditions .................................................................................................2
4.3 Groundwater Conditions......................................................................................................3
5.0 LABORATORY TESTING.......................................................................................................3
6.0 CONCLUSIONS AND RECOMMENDATIONS.......................................................................3
6.1 Site Preparation...................................................................................................................4
6.1.1 Subgrade Stabilization..................................................................................................4
6.1.2 Utility Trenches.............................................................................................................6
6.2 Excavation...........................................................................................................................6
6.3 Materials..............................................................................................................................6
6.4 Fill Placement and Compaction...........................................................................................7
6.5 Wet Weather Construction ..................................................................................................8
6.6 Cold Weather Construction .................................................................................................8
6.7 Stormwater and Drainage ...................................................................................................8
6.8 Asphalt Pavement...............................................................................................................9
7.0 ADDITIONAL RECOMMENDED SERVICES .......................................................................10
8.0 EVALUATION LIMITATIONS................................................................................................11
Appendix A—Vicinity Map, Exploration Location Map
Appendix B —Test Pit Logs, Unified Soil Classification System
Appendix C — Laboratory Test Results
GEOTECHNICAL I ENVIRONMENTAL
MATERIALS TESTING I SPECIAL INSPECTION
ALLWEST
AN EMPLOYEE-OWNED COMPANY
GEOTECHNICAL EVALUATION
TOWNSQUARE MEDIA PROPERTY DEVELOPMENT
455 WEST AMITY ROAD
MERIDIAN, IDAHO
1.0 PROJECT DOCUMENTS
The following project documents were reviewed by ALLWEST to help our understanding of the
planned development:
♦ LandproDATA Parcel Map, Townsquare Media Amity Rd Meridian, dated January 16,
2024.
2.0 PROJECT DESCRIPTION
Based on communication with you and review of the project documents, we understand that
development will consist of an approximate 26-acre residential subdivision with associated
infrastructure, stormwater disposal facilities, and asphalt-paved roadways. We did not review
grading plans, as they were not available at the time of this evaluation, but we anticipate cuts and
fills for general site grading to be 2 feet or less.
3.0 EVALUATION PROCEDURES
To complete this evaluation, we reviewed published geologic/soil information and observed the
excavation of exploratory test pits to evaluate the on-site subsurface conditions. The general
location of the site is shown on Figure A-1: Vicinity Map in Appendix A.
We observed the excavation of 13 test pits (TP-1 through TP-13) on February 1, 2024, utilizing a
Case 580C backhoe with a 24-inch-wide toothed excavation bucket. Test pits were advanced to
maximum depths of 6 to 13 feet below existing ground. Maximum depths varied due to excavator
refusal or caving conditions encountered within select test pits. The approximate locations of the
test pits are shown on Figure A-2: Exploration Location Map in Appendix A.
The soils observed in the test pits were visually described and classified in general accordance
with ASTM D2488. We logged the subsurface profiles and obtained soil samples at select depths
for further identification and laboratory testing.
We also performed 6 field seepage tests within select test pits throughout the site, where suitable
permeable soils were encountered. Information obtained from the field evaluation, laboratory
testing, and geotechnical analysis was utilized to develop the recommendations in this report.
GEOTECHNICAL I ENVIRONMENTAL
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AN EMPLOYEE-OWNED COMPANY
Geotechnical Evaluation ALLWEST Project No. 524-051 G
Townsquare Media Property Development March 27, 2024
Meridian, Idaho Page 2
4.0 SITE CONDITIONS
At the time of exploration, the site generally consisted of undeveloped land with 4 radio
broadcasting towers and associated infrastructure spanning the site. Additionally, there was a
paved parking area and building located in the northern portion of the property that was used for
office space and housing radio broadcasting equipment (i.e., transmitter house). We understand
that infrastructure associated with the radio towers includes an array of bare copper wiring
(approximately 10 to 12 gauge in size) radiating outward from each tower up to approximately
425 feet, as well as transmission lines connecting the towers to the transmitter house.
The site is bordered by West Amity Road to the north, undeveloped farmland to the west and
south, and Victory Greens landscaping supply store to the east.
4.1 Published Geologic and Soil Information
The geologic conditions at the site are mapped as Gravel of Amity Terrace (map symbol — Qag)
on the Geologic Map of the Boise Valley and Adjoining Area, Western Snake River Plain, Idaho,
by K.L. Othberg, and L.R. Stanford, 1992. This unit is described as sandy pebble and cobble
gravel grading at depth to coarse pebbly sand about 33 feet thick mantled with 2 to 7 feet of loess.
The USDA Natural Resources Conservation Service (NRCS), which classifies the upper 5 feet of
soil, has mapped the site as Colthorp cobbly loam and Elijah silt loam. These soils consist of
loam, cobbly loam, silty clay loam, silt loam, cemented material, and extremely gravelly sand. The
parent material of these soils consists of alluvium, mixed alluvium, lacustrine deposits, loess, and
loess over bedrock derived from basalt.
The soils encountered in test pits are generally consistent with the published information.
4.2 Subsurface Soil Conditions
At the time of exploration, the site contained approximately 6 to 8 inches of surficial roots and
vegetation at the ground surface. In general, native subsurface soils within the observed test pits
consisted of lean clays, lean clays with sand, sandy silts, silty sands, silty sands with gravel and
cobbles, poorly-graded sands, poorly-graded sands with silt, poorly-graded sands with silt and
gravel, poorly-graded gravels with sand, and poorly-graded gravels with sand and cobbles.
Varying thicknesses of weak to strong cementation were commonly observed within the silty sand,
poorly-graded sand, and poorly-graded sand with silt soil layers.
Detailed descriptions of the soils observed are presented on the individual test pit logs in Appendix
B. The descriptive soil terms used on the test pit logs, and in this report, can be referenced by the
Unified Soil Classification System (USCS). A summary of the USCS is included in Appendix B.
GEOTECHNICAL I ENVIRONMENTAL
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Geotechnical Evaluation ALLWEST Project No. 524-051 G
Townsquare Media Property Development March 27, 2024
Meridian, Idaho Page 3
Subsurface conditions may vary between exploration locations; such changes in subsurface
conditions may not be apparent until construction.
4.3 Groundwater Conditions
At the time of exploration, we did not observe groundwater within the test pits to the maximum
exploration depth of 13 feet below existing ground. Based on review of available well driller reports
in the site vicinity (from Idaho Department of Water Resources), we anticipate groundwater may
be encountered at depths greater than 100 feet below ground surface. Seasonal groundwater in
the area may be influenced by local irrigation and nearby canals, ditches, drains, and laterals.
Groundwater may also be influenced by precipitation, on-site construction, and development to
adjacent sites. Groundwater elevations will fluctuate throughout the different periods of the year
and will likely peak during snowmelt and irrigation seasons (March to October).
We installed slotted PVC pipes within select test pits for future groundwater monitoring.ALLWEST
is planning to perform monthly groundwater monitoring for the upcoming snowmelt and irrigation
season to help establish seasonal high groundwater on-site.
5.0 LABORATORY TESTING
We performed laboratory testing to supplement field classifications and to assess some of the soil
engineering properties and parameters. Laboratory testing included fines content(ASTM D1140),
moisture content (ASTM D2216), liquid and plastic limits (ASTM D4318), and California Bearing
Ratio (ASTM D1883). The laboratory test results are included in Appendix C and are also
summarized on the test pit logs in Appendix B.
6.0 CONCLUSIONS AND RECOMMENDATIONS
Based on our field observations, testing, and evaluation, in our opinion the site is suitable for the
planned development provided our recommendations are properly implemented. The following
recommendations are presented to assist planning, design, and construction of the development
relative to earthwork, utilities, stormwater disposal, and asphalt pavement section design.
These recommendations are based on our understanding of the proposed development, the
conditions observed within exploration locations, laboratory test results, and engineering analysis.
If the proposed development changes or if unforeseen conditions are encountered during
construction, we should be given the opportunity to review the new information and, if necessary,
update our recommendations. Additionally, we should be given the opportunity to review
development plans and specifications to determine whether the recommendations presented in
this report were properly incorporated.
GEOTECHNICAL I ENVIRONMENTAL
MATERIALS TESTING I SPECIAL INSPECTION
ALLWEST
AN EMPLOYEE-OWNED COMPANY
Geotechnical Evaluation ALLWEST Project No. 524-051 G
Townsquare Media Property Development March 27, 2024
Meridian, Idaho Page 4
6.1 Site Preparation
♦ Prior to conducting site grading, surficial soil containing vegetation, roots, and organics
should be removed below proposed site grading fill areas, pavement areas, structural
areas, and any other development areas. In general, we anticipate approximately 6 to 8
inches of site stripping will be required for most of the site to remove surficial vegetation
and roots.
♦ We anticipate the existing on-site structures, parking lot, utilities, radio towers, and
transmission lines will be demolished and removed as part of development. These
improvements, and any associated fill soils, should be completely over-excavated to
suitable native soils. If not removed by typical earthwork/construction processes, the
existing shallow-buried copper wiring arrays, associated with the on-site radio towers, may
be left in-place due to their small diameters and low corrosion potential.
♦ Organic-rich, loose/soft, and/or wet soils associated with existing irrigation ditches are
present on-site. These soils are not suitable to support site grading fill, pavement sections,
or structural improvements. Within proposed development areas, these soils should be
completely over-excavated to suitable native soils.
♦ Depths and lateral limits of over-excavations associated with site demolition and
unsuitable soils may not fully be known until earthwork begins. The earthwork contractor
should have continencies in place to ensure that these areas are fully over-excavated to
suitable native soils within development areas.
♦ Loose test pit backfill will settle with time, so where any test pits are located below
proposed pavement, structural, or any development areas, loose test pit backfill soil
should be re-excavated to its entire depth and replaced with suitably moisture-conditioned
and compacted fill soils. Over-excavated soils can be reused to backfill the test pits,
provided the soils are not overly saturated, and they can achieve the compaction criteria
provided in section 6.4 Fill Placement and Compaction. Approximate test pit locations are
shown on Figure A-2: Exploration Location Map.
♦ After site stripping, over-excavations, loose test pit remediation, and prior to site grading,
utility/roadway construction, or any other type of development, the exposed subgrades
should be proof-rolled with a minimum 5-ton vibratory roller,with loaded dump trucks/front-
end loaders, or with a vibratory hoe-pack, to confirm subgrade stability. This will also assist
in identifying any soft subgrade areas. If native subgrades are observed to significantly
deflect or pump, the subgrades should be over-excavated and replaced with properly
compacted fill or stabilized as recommended in section 6.1.1 Subgrade Stabilization.
6.1.1 Subgrade Stabilization
If needed, subgrades may be stabilized using geosynthetic (geogrid) or woven geotextile
reinforcement in conjunction with imported granular structural fill. The required thicknesses of
GEOTECHNICAL I ENVIRONMENTAL
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AN EMPLOYEE-OWNED COMPANY
Geotechnical Evaluation ALLWEST Project No. 524-051 G
Townsquare Media Property Development March 27, 2024
Meridian, Idaho Page 5
granular structural fill (used in conjunction with geogrid or woven geotextile reinforcement)will be
dependent on the construction traffic loading (which is unknown at this time), the type of
reinforcement (geogrid or woven geotextile), and subgrade conditions. Therefore, a certain
degree of trial and error may be required during construction to verify recommended stabilization
section thicknesses and reinforcement types.
Geogrid reinforcement should consist of Tensar TX-160, NX-750, or equivalent. Woven geotextile
reinforcement should consist of Contech C200 or equivalent. Alternatives to these reinforcement
types should be approved by the geotechnical engineer prior to use on site. The following
recommendations are provided for subgrade stabilization using reinforcement materials.
♦ Subgrade soils that are disturbed by construction equipment (caused rutting or pumping)
should be over-excavated down to undisturbed native soils, utilizing a smooth-blade
bucket to limit further disturbance of native soils. Reinforcement materials should be
placed on a properly prepared non-disturbed subgrade with smooth surface.
♦ If geogrid reinforcement is used, a minimum weight 4-ounce, non-woven filter fabric should
first be placed on the properly prepared subgrade. The geogrid reinforcement should then
be placed directly on top of the filter fabric and pulled taut to remove slack. The filter fabric
and reinforcement materials should be unrolled in the primary direction of fill placement
and should be over-lapped at least 3 feet or follow manufacturer's recommendations. Filter
fabric is not required if a woven geotextile is used for reinforcement.
♦ Construction equipment should not be operated directly on reinforcement materials.
Granular structural fill should be placed from outside the excavation to create a pad to
operate equipment on. We recommend a minimum of 12 to 18 inches of granular structural
fill be placed over the reinforcement materials before operating construction equipment on
the fill. Low pressure, track-mounted equipment should be used to place granular
structural fill over the reinforcement materials.
♦ Granular structural fill placed directly over reinforcement materials should be properly
moisture-conditioned prior to placement, and once placed, be statically rolled. This
combination of reinforcement materials and granular structural fill is considered the
"bridge" section over soft subgrades.
♦ After the first"bridge"section has been placed, the remaining structural fill materials above
the "bridge" section should be compacted to structural fill criteria in section 6.4 Fill
Placement and Compaction, utilizing vibratory compaction methods.
♦ Vibratory compaction should be discontinued if it reduces the subgrade stability. If
compaction criterion is not met within the fill lift above the "bridge" section, the "bridge"
section is not thick enough, and subgrade stabilization should be attempted again with a
thicker"bridge" section.
GEOTECHNICAL I ENVIRONMENTAL
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AN EMPLOYEE-OWNED COMPANY
Geotechnical Evaluation ALLWEST Project No. 524-051 G
Townsquare Media Property Development March 27, 2024
Meridian, Idaho Page 6
The geotechnical engineer or a representative of the geotechnical engineer should be on-site
during subgrade stabilization to verify our recommendations are followed, and to provide
additional recommendations, as needed.
6.1.2 Utility Trenches
Existing subsurface soils should provide adequate support for utilities, provided utility subgrades
are compacted utilizing vibratory methods, such as with a large vibratory hoe-pack. If utility pipe
subgrades are soft, yielding, and/or saturated at the time of construction, subgrade over-
excavation and replacement with competent fill may be required below utilities. If support soils
yield and/or are saturated at the time of construction, we should be notified to observe these soils
and provide additional recommendations, as necessary.
6.2 Excavation
We anticipate most of the on-site soils can be excavated with typical excavation equipment.
However, excavation refusal due to strongly cemented soils was encountered in test pit TP-4.
Excavation of strongly cemented soils may require the use of larger excavation equipment,
hydraulic breakers, and/or other construction methodology. Contingencies should be made during
design and/or earthwork to account for potential excavation difficulties. Depths to refusal
encountered during our field exploration are presented on the test pit logs in Appendix B.
Stability of temporary excavations is a function of many factors, including the presence and
abundance of groundwater, the type and density of various soil strata, the depth of cut, surcharge
loadings adjacent to the excavation, and the length of time the excavation remains open. It is
exceedingly difficult under the variable circumstances to pre-establish a safe and "maintenance-
free" temporary cut slope angle. Therefore, it is the responsibility of the contractor to maintain
safe temporary slope configurations since the contractor is continuously at the job site, able to
observe the nature and condition of the cut slopes, and able to monitor the subsurface materials
and groundwater conditions encountered. Unsupported vertical slopes or cuts deeper than 4 feet
are not recommended if worker access is necessary. The cuts should be adequately sloped,
shored, or supported to prevent injury to personnel from local sloughing and spalling. The
excavation should conform to applicable federal, state, and local regulations. Regarding trench
wall support, the site soil is considered Type C soil according to Occupational Safety and Health
Administration (OSHA) guidelines and therefore should not exceed a 1.5H:1V (horizontal to
vertical) temporary slope.
6.3 Materials
Stripped soils containing vegetation or debris are only suitable for use in non-structural landscape
areas. Existing on-site soils may be reused as site grading fill, provided they are stockpiled
separately, they meet the criteria below, and they are moisture-conditioned and compacted as
required in this report. Imported granular soils should be free of organics, debris, and other
GEOTECHNICAL I ENVIRONMENTAL
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AN EMPLOYEE-OWNED COMPANY
Geotechnical Evaluation ALLWEST Project No. 524-051 G
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Meridian, Idaho Page 7
deleterious material and meet the following criteria. Import materials should be approved by
ALLWEST prior to delivery to the site.
Fill Type Criteria
Site Grading Fill Maximum size <_ 6 inches; 0 0
Retained on 3/4-inch sieve < 30/o; Liquid limit < 50/o
Maximum size <_ 6 inches;
Granular Structural Fill, Retained on %-inch sieve < 30%;
Granular Subbase Passing No. 200 sieve <_ 15%; Non-plastic
Alternatively, meet ISPWC section 801 (6-inch max)
Maximum size <_ 1 inch;
Crushed Base Course
Retained on 3/4-inch sieve < 10%;
Passing No. 200 sieve < 10%; Non-plastic
Alternatively, meet ISPWC section 802 (Type 1)
Maximum size <_ 2 inches;
Utility Trench Backfill Retained on %-inch sieve < 30%;
(above pipe bedding) Passing No. 200 sieve <_ 10%; Non-plastic
Alternatively, meet ISPWC section 801 (3-inch max)
6.4 Fill Placement and Compaction
Fill should be placed in lift thicknesses which are appropriate for the compaction equipment used.
Typically, 8-to 12-inch-thick loose-lifts are appropriate for rubber-tire and steel-drum compaction
equipment. Lift thickness should be reduced to 4 inches for hand-operated compaction
equipment. Fill should be moisture-conditioned to within 2 percentage points of the optimum
moisture content prior to placement to facilitate compaction. Fill should be compacted to the
percentages of the maximum dry density, based on ASTM D1557 (modified Proctor), presented
in the following table.
Fill Type Compaction
(/o)
Subgrade' Proof-rol12
Site Grading Fill / Granular Structural Fill 95
Granular Subbase / Crushed Base Course 952
Utility Trench Backfill 922
'Subgrade stability should be verified and approved by a representative of the geotechnical engineer prior
to any fill placement or construction.
2For roadway and utility trench construction, the local governing jurisdiction may provide their own method
of determining the maximum dry density and compaction requirements (including subgrade).
GEOTECHNICAL I ENVIRONMENTAL
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AN EMPLOYEE-OWNED COMPANY
Geotechnical Evaluation ALLWEST Project No. 524-051 G
Townsquare Media Property Development March 27, 2024
Meridian, Idaho Page 8
On-site fine-grained soils (silts and clays) may be difficult to moisture-condition and compact in
utility trenches. Therefore, we strongly recommend backfilling trench excavations with soils that
meet the Utility Trench Backfill criteria presented in the table in section 6.3 Materials.
6.5 Wet Weather Construction
We recommend earthwork for the site be scheduled for the drier seasons of the year. If
construction is undertaken in wet periods of the year, it will be important to slope the ground
surface to provide drainage away from construction. If construction occurs during or immediately
after excessive precipitation, it may be necessary to over-excavate and replace saturated
subgrade soil, which might otherwise be suitable.
The on-site soils are sensitive to disturbance when wet. If these soils become wet and unstable,
we recommend construction traffic is minimized where these soils are exposed. Low ground-
pressure (tracked) equipment should be used to minimize disturbance. Soft and disturbed
subgrade areas should be excavated to undisturbed soil and backfilled with structural fill,
compacted to requirements stated in this report.
In addition, it should be noted the on-site soils tend to have notable adhesion when wet and may
be easily transported off-site by construction traffic.
6.6 Cold Weather Construction
The on-site soils are frost susceptible. If site grading and construction are anticipated during cold
weather, we recommend good winter construction practices be implemented. Snow and ice
should be removed from excavated areas and fill areas, prior to additional earthwork or
construction. Pavement and flatwork portions of the construction should not be placed on frozen
ground, nor should the supporting soils be permitted to freeze during or after construction. Frozen
soils should not be used as fill.
If native subgrades, or suitably moisture-conditioned and compacted fill lifts, will be left exposed
to freezing temperatures overnight, those areas should be protected with a minimum of 12 inches
of loose soil, or covered with heated construction blankets, so construction subgrades do not
freeze. Frozen soils should be removed prior to any fill placement or construction of any kind.
Earthwork construction during cold inclement weather will require a higher level of attention and
detail to achieve required construction and compaction criteria, and may lead to additional
earthwork requirements and extended construction schedules.
6.7 Stormwater and Drainage
During exploration, we performed field seepage testing in test pits TP-1, -3, -5, -6, -7, and -9 within
non-cemented on-site "sands and gravels", which included poorly-graded sands with silt and
gravel, poorly-graded gravel with sand, and poorly-graded gravels with sand and cobbles. We
GEOTECHNICAL I ENVIRONMENTAL
MATERIALS TESTING I SPECIAL INSPECTION
ALLWEST
AN EMPLOYEE-OWNED COMPANY
Geotechnical Evaluation ALLWEST Project No. 524-051 G
Townsquare Media Property Development March 27, 2024
Meridian, Idaho Page 9
obtained field-measured seepage rates of greater than 15 in/hr within the on-site "sands and
gravels".
Varying levels of cementation were commonly observed during field exploration within the silty
sand, poorly-graded sand, and poorly-graded sand with silt soil layers. We do not recommend
stormwater disposal be accomplished within these cemented soils, as they typically exhibit very
poor and inconsistent seepage rates. Refer to the test pit logs in Appendix B to verify depths and
contacts of soils which are not suitable for stormwater disposal.
We recommend stormwater disposal occur within non-cemented on-site "sands and gravels", as
observed during our field exploration. Based on field seepage test results and our experience with
similar soil types, we recommend the following allowable seepage rate be utilized for on-site civil
stormwater disposal into the "sands and gravels".
♦ Sands and Gravels............................................................. 8 in/hr
Stormwater disposal facilities should be constructed a minimum of 1 foot into the recommended
receiving soil. Filter fabric should be properly utilized to separate native soils from stormwater
disposal facility drain rock and filter sand materials to help prevent fine-soil migration into
drainable/filtering media, as required by civil design.
The proper separation from bottom of stormwater disposal facilities and seasonal high
groundwater should be maintained. As such, groundwater monitoring should be performed
throughout seasonal snowmelt and irrigation seasons (March to October) to help establish a
seasonal high groundwater elevation at the site.
We installed slotted PVC pipes within select test pits for future groundwater monitoring.ALLWEST
is planning to perform monthly groundwater monitoring for the upcoming snowmelt and irrigation
season to help establish seasonal high groundwater on-site.
We recommend final grading include slopes that direct stormwater run-off away from buildings
and pavement areas toward stormwater management systems. Water should not be allowed to
infiltrate or pond adjacent to foundations or development areas.
6.8 Asphalt Pavement
Prior to pavement section construction, the pavement subgrade should be proof-rolled as
recommended in section 6.1 Site Preparation (or as recommended by local jurisdictions). Local
and collector roadways were designed for a 20-year Equivalent Single Axle Load (ESAL) of
33,000 and 370,000, respectively, which is equivalent to Traffic Index (TI) values of 6 and 8,
GEOTECHNICAL I ENVIRONMENTAL
MATERIALS TESTING I SPECIAL INSPECTION
ALLWEST
AN EMPLOYEE-OWNED COMPANY
Geotechnical Evaluation ALLWEST Project No. 524-051 G
Townsquare Media Property Development March 27, 2024
Meridian, Idaho Page 10
respectively. If traffic conditions are different than what is stated, we should be notified so that we
may modify our pavement section design.
Based on existing site grades, we anticipate that the majority of pavement subgrade areas will
consist of lean clays, lean clays with sand, sandy silts, and/or silty sands. We performed California
Bearing Ratio (CBR) testing on a sandy silt soil, where we obtained a CBR value of 11.0, which
is approximately equivalent to an R-value of 20. However, based on the presence of lean clays
we utilized an R-value of 15 in our pavement section design.
The following flexible asphalt pavement sections were designed utilizing AASHTO pavement
methodology and our experience with local jurisdictions. Based on subgrade preparation
requirements and design assumptions, we recommend the following pavement sections be
utilized for subdivision construction of local and collector roadways.
Asphalt Crushed Granular
Pavement Application Concrete Base Course Subbase
(inches) (inches) (inches)
Local Roadway 2.5 4 11
Collector Roadway 3 6 14
Base course and subbase should conform to the material recommendations as noted in this report
and should be placed over a properly prepared subgrade. Finished asphalt surfaces should slope
no less than 2% to help reduce the potential for surface water to infiltrate into the underlying
pavement sections and subgrade soils. If the overall site is relatively flat, then finished asphalt
surfaces should be constructed with crowns that slope away at a minimum gradient of 2% toward
stormwater collection areas.
Crack maintenance on pavements should be performed at least every 3 years, or when cracking
is evident. Crack sealing will help reduce surface water from infiltrating into the supporting soils.
7.0 ADDITIONAL RECOMMENDED SERVICES
To maintain continuity and efficiency, we recommend ALLWEST be retained to provide
observations and testing throughout earthwork construction. As an independent testing company,
ALLWEST can document the recommendations included in this report are followed, provide
quality control testing, and observe earthwork for conformance to project specifications. As a
minimum, we recommend the following testing and observations be provided by ALLWEST:
GEOTECHNICAL I ENVIRONMENTAL
MATERIALS TESTING I SPECIAL INSPECTION
ALLWEST
AN EMPLOYEE-OWNED COMPANY
Geotechnical Evaluation ALLWEST Project No. 524-051 G
Townsquare Media Property Development March 27, 2024
Meridian, Idaho Page 11
♦ Observe site stripping, over-excavations, test pit remediation, and any other soil over-
excavations and backfills.
♦ Observe subgrade proof-rolling and approve subgrades prior to fill/materials placement or
roadway section/utility construction.
♦ Observe removal of disturbed soil and subgrade stabilization, if required.
♦ Observe stormwater disposal facility subgrade soils and overall construction.
♦ Conduct compaction testing of any fill soils placed for general site grading, utility backfills,
and roadway construction.
♦ Observe placement of/test asphalt for compaction, oil content, and gradation.
If we are not retained to provide the recommended construction observation and testing services,
we shall not be responsible for soil engineering-related construction errors or omissions.
8.0 EVALUATION LIMITATIONS
This report has been prepared to assist planning, design, and construction of the proposed
Townsquare Media Property Development located in Meridian, Idaho. Reliance by any other party
is prohibited without the written authorization of ALLWEST. Our services consist of professional
opinions and conclusions made in accordance with generally accepted geotechnical engineering
principles and practices in the local area at the time this report was prepared. This
acknowledgement is in lieu of all warranties, whether express or implied.
The following appendices complete this report:
Appendix A—Vicinity Map, Exploration Location Map
Appendix B —Test Pit Logs, Unified Soil Classification System
Appendix C— Laboratory Test Results
GEOTECHNICAL I ENVIRONMENTAL
MATERIALS TESTING I SPECIAL INSPECTION
ALLWEST
AN EMPLOYEE-OWNED COMPANY
Appendix A
A-1 : Vicinity Map
A-2: Exploration Location Map
GEOTECHNICAL I ENVIRONMENTAL
MATERIALS TESTING I SPECIAL INSPECTION
ALLWEST
AN EMPLOYEE-OWNED COMPANY
Base Map:Google Earth I�3 i .. � 'Y ;� } ; s.-I �' I
it
ul
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�.-I►+� � I'• � , •i� ,, a..�, -I_ �.....��•' }y�ta��"� ''+S�•1J�i��.i,is. S��`-�f 'L I;:-, - F .-,� ._:. '
(• ?1r`S
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'w t_
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lv
~ . 1
_ �' ' Site " � ..
' t�
f0 N
0' 3,000' 6,000'
FIGURE A-1:VICINITY MAP
GEOTECHNICAL EVALUATION
ALLWESTTOWNSQUARE MEDIA PROPERTY DEVELOPMENT
MERIDIAN, IDAHO
255 N.LINDER ROAD CLIENT:TRILOGY DEVELOPMENT
MERIDIAN IDAHO,83642
PHONE:(208)895-7898 FAX:(208)898-3959 PROJECT NO.:524-051 G DATE: MARCH 2O24
Base Map:Google Earth Li
�► F 1 t4:' f� ' I
r!� Boundary
AL Amit Ave ..
a14 ■ TP-3:...4
TP-4 0
TP-5 �
1' 4
TP-6 ■
I I
91 I TP-7
I r
■9� TP-8 TP-A,( a. ram.
'ems,
0 TP-11 0 TP-12
-13 ■
LEGEND N
0 Approximate location of test pit observed by ALLWEST.
* Slotted PVC pipe was installed in test pit. o zoo' 400
Will
FIGURE A-2: EXPLORATION LOCATION MAP
GEOTECHNICAL EVALUATION
ALLWESTTOWNSQUARE MEDIA PROPERTY DEVELOPMENT
MERIDIAN, IDAHO
255 N.LINDER ROAD CLIENT:TRILOGY DEVELOPMENT
MERIDIAN IDAHO,83642
PHONE:(208)895-7898 FAX:(208)898-3959 PROJECT NO.:524-051 G DATE: MARCH 2O24
Appendix B
Test Pit Logs
Unified Soil Classification System
GEOTECHNICAL I ENVIRONMENTAL
MATERIALS TESTING I SPECIAL INSPECTION
ALLWEST
AN EMPLOYEE-OWNED COMPANY
ALLWEST DATE STARTED: 2/1/2024 TP - 1
DATE FINISHED: 2/1/2024 EXCAVATOR: CASE 580C
MERIDIAN,IDAHO OPERATOR:Steve Just
EXCAVATION METHOD:24-inch wide
GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc.
toothed bucket
LOGGER:Parker Norris
TEST PIT LOG WEATHER:Cloudy
PROJECT:524-051 G NOTES:See Figure A-2 in Appendix A for approximate test pit location.
Townsquare Media Property Development
LATITUDE(DEGREES):N 43°33'40.3344"(43.561204°) U
U LONGITUDE(DEGREES):W-116°24'1.4904" (-116.400414°)
U
u) TOTAL DEPTH: 10' = SAMPLE
w Q
DESCRIPTION W NOTES
Lean CLAY with Sand(Native); brown, medium stiff, moist Significant roots and vegetation observed to 6
CL inches.
1 Silty SAND;tan,dense,moist
2 sm .moderate cementation observed throughout soil layer
3 Poorly-graded GRAVEL with Sand;tan, medium dense,moist
o�
Q Bag 3.5'-4'
4— 0 Field seepage test performed at 4 feet.
Field seepage rate> 15 in/hr.
0
Q
o�
5-
6—
GP
0
Q
7 o�
0
Q
8
o�
9 o
Q
o�
0
10— Test pit terminated at 10 feet due to caving. O
Slotted PVC pipe installed.
1
1
1
1
WATER LEVELS
a WHILE EXCAVATING
Y AT COMPLETION
1 AFTER EXCAVATING Sheet 1 of 1
ALLWEST DATE STARTED: 2/1/2024 TP - 2
DATE FINISHED: 2/1/2024 EXCAVATOR: CASE 580C
MERIDIAN,IDAHO OPERATOR:Steve Just
EXCAVATION METHOD:24-inch wide
GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc.
toothed bucket
LOGGER:Parker Norris
TEST PIT LOG WEATHER:Cloudy
PROJECT:524-051 G NOTES:See Figure A-2 in Appendix A for approximate test pit location.
Townsquare Media Property Development
LATITUDE(DEGREES):N 43°33'39.7944"(43.561054°) U
U LONGITUDE(DEGREES):W-116°23'59.6688" (-116.399908°)
U
u) TOTAL DEPTH: 10.5' = SAMPLE
w Q
DESCRIPTION W NOTES
Lean CLAY with Sand(Native); brown, medium stiff, moist Significant roots and vegetation observed to 8
inches.
CL
1
Poorly-graded SAND with Silt;tan, medium dense to dense,moist
2-
3—
Passing No.200 sieve= 11%
Bag 3.5'-4' Moisture content=26%
4
sP-snn weak to moderate cementation observed throughout soil layer
5-
6-
7
Poorly-graded GRAVEL with Sand;tan, medium dense,moist
°
8 0
Q
°
g GP Q
°
O
Q
1 0�
0
Test pit terminated at 10.5 feet due to caving.
Slotted PVC pipe installed.
1
1
1
1
WATER LEVELS
a WHILE EXCAVATING
Y AT COMPLETION
1 AFTER EXCAVATING Sheet 1 of 1
ALLWEST DATE STARTED: 2/1/2024 TP - 3
DATE FINISHED: 2/1/2024 EXCAVATOR: CASE 580C
MERIDIAN,IDAHO OPERATOR:Steve Just
EXCAVATION METHOD:24-inch wide
GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc.
toothed bucket
LOGGER:Parker Norris
TEST PIT LOG WEATHER:Cloudy
PROJECT:524-051 G NOTES:See Figure A-2 in Appendix A for approximate test pit location.
Townsquare Media Property Development
LATITUDE(DEGREES):N 43°33'38.952"(43.56082°) U
U LONGITUDE(DEGREES):W-116°23'54.4848" (-116.398468°)
U
a u) TOTAL DEPTH:9.5' = SAMPLE
w Q
DESCRIPTION W NOTES
Lean CLAY with Sand(Native); brown, medium stiff, moist Significant roots and vegetation observed to 8
inches.
CL
1
Silty SAND with Gravel and Cobbles;tan,dense,moist
...subrounded gravel and cobbles up to 10 inches in maximum
2 dimension
3
sm
4
5 Poorly-graded GRAVEL with Sand and Cobbles;tan,dense,
moist °b
...subrounded gravel and cobbles up to 10 inches in maximum o
dimension O
6
0
Q
7 ° Field seepage test performed at 7 feet.
GP Q Field seepage rate> 15 in/hr.
a O
0
Q
9
0
Test pit terminated at 9.5 feet due to caving.
Slotted PVC pipe installed.
1
1
1
1
1
WATER LEVELS
a WHILE EXCAVATING
Y AT COMPLETION
1 AFTER EXCAVATING Sheet 1 of 1
ALLWEST DATE STARTED: 2/1/2024 TP - 4
DATE FINISHED: 2/1/2024 EXCAVATOR: CASE 580C
MERIDIAN,IDAHO OPERATOR:Steve Just
EXCAVATION METHOD:24-inch wide
GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc.
toothed bucket
LOGGER:Parker Norris
TEST PIT LOG WEATHER:Cloudy
PROJECT:524-051 G NOTES:See Figure A-2 in Appendix A for approximate test pit location.
Townsquare Media Property Development
LATITUDE(DEGREES):N 43°33'39.2112"(43.560892°) U
U LONGITUDE(DEGREES):W-116°23'57.8616" (-116.399406°)
U
u) TOTAL DEPTH:6' = SAMPLE
0- CL
Lu
DESCRIPTION W NOTES
Lean CLAY(Native); brown, medium stiff, moist Significant roots and vegetation observed to 8
inches.
Passing No.200 sieve=90%
cL Bag 0.5'-1' Moisture content=24%
1 LL=37, PL= 19,PI= 18
Silty SAND;tan,dense to very dense,moist
2
3
sm ...moderate to strong cementation observed throughout soil layer
4
5
6 Test pit terminated at 6 feet due to excavator refusal on strong
cementation.
7
8
9
1
1
1
1
1
WATER LEVELS
a WHILE EXCAVATING
Y AT COMPLETION
1 AFTER EXCAVATING Sheet 1 of 1
ALLWEST DATE STARTED: 2/1/2024 TP - 5
DATE FINISHED: 2/1/2024 EXCAVATOR: CASE 580C
MERIDIAN,IDAHO OPERATOR:Steve Just
EXCAVATION METHOD:24-inch wide
GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc.
toothed bucket
LOGGER:Parker Norris
TEST PIT LOG WEATHER:Cloudy
PROJECT:524-051 G NOTES:See Figure A-2 in Appendix A for approximate test pit location.
Townsquare Media Property Development
LATITUDE(DEGREES):N 43°33'35.01"(43.559725°) U
U LONGITUDE(DEGREES):W-116°23'51.5544" (-116.397654°)
U
u) TOTAL DEPTH: 10.5' = SAMPLE
w Q
DESCRIPTION W NOTES
Lean CLAY with Sand(Native); brown, medium stiff, moist Significant roots and vegetation observed to 8
inches.
CL
1
Silty SAND;tan,medium dense, moist
2
sm
3
4 Poorly-graded GRAVEL with Sand and Cobbles;tan, medium
dense,moist °
...subrounded gravel and cobbles up to 6 inches in maximum o
dimension O
5
0
O
o�
6 0
O
o�
7 O
GP
0
O
O
$ o�
O
O
° Field seepage test performed at 9 feet.
9 O Field seepage rate> 15 in/hr.
o�
0
1 Q
0
Test pit terminated at 10.5 feet due to caving.
1
1
1
1
WATER LEVELS
a WHILE EXCAVATING
Y AT COMPLETION
1 AFTER EXCAVATING Sheet 1 of 1
ALLWEST DATE STARTED: 2/1/2024 TP - 6
DATE FINISHED: 2/1/2024 EXCAVATOR: CASE 580C
MERIDIAN,IDAHO OPERATOR:Steve Just
EXCAVATION METHOD:24-inch wide
GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc.
toothed bucket
LOGGER:Parker Norris
TEST PIT LOG WEATHER:Cloudy
PROJECT:524-051 G NOTES:See Figure A-2 in Appendix A for approximate test pit location.
Townsquare Media Property Development
LATITUDE(DEGREES):N 43°33'33.7104"(43.559364°) U
U LONGITUDE(DEGREES):W-116°23'54.726" (-116.398535°)
U
u) TOTAL DEPTH:8' = SAMPLE
w Q
DESCRIPTION W NOTES
Lean CLAY with Sand(Native); brown, medium stiff, moist Significant roots and vegetation observed to 8
CL inches.
1 Silty SAND;tan,medium dense, moist
2
SM
3 Passing No.200 sieve=23%
Bag 3' 3.5' Moisture content=26%
4—
Poorly-graded SAND with Silt and Gravel;tan,medium dense,
moist
5
Bag 5'-5.5'
Field seepage test performed at 5.5 feet.
Field seepage rate> 15 in/hr.
6
SP-SM
7
8 Test pit terminated at 8 feet due to caving.
Slotted PVC pipe installed.
9
1
1
1
1
1
WATER LEVELS
a WHILE EXCAVATING
Y AT COMPLETION
1 AFTER EXCAVATING Sheet 1 of 1
ALLWEST DATE STARTED: 2/1/2024 TP - 7
DATE FINISHED: 2/1/2024 EXCAVATOR: CASE 580C
MERIDIAN,IDAHO OPERATOR:Steve Just
EXCAVATION METHOD:24-inch wide
GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc.
toothed bucket
LOGGER:Parker Norris
TEST PIT LOG WEATHER:Cloudy
PROJECT:524-051 G NOTES:See Figure A-2 in Appendix A for approximate test pit location.
Townsquare Media Property Development
LATITUDE(DEGREES):N 43°33'32.4108"(43.559003°) C0
U LONGITUDE(DEGREES):W-116°23'54.8304" (-116.398564°)
U
u) TOTAL DEPTH:9' = SAMPLE
CL
w Q
DESCRIPTION W NOTES
Lean CLAY with Sand(Native);brown, medium stiff, moist Significant roots and vegetation observed to 8
inches.
CL
1
Silt SAND; b to light brown,dense, moist Observed bare copper wire at 1.5 feet on a
y brown g portion of test pit sidewall.
2
3
sm .moderate cementation observed throughout soil layer
4
5
Poorly-graded GRAVEL with Sand and Cobbles; light brown,
medium dense, moist °
6 ...subrounded gravel and cobbles up to 6 inches in maximum o
dimension O
° Field seepage test performed at 6.5 feet.
Field seepage rate> 15 in/hr.
0
7 Q
GP 0
O
Q
$ o�
O
Q
0
9 Test pit terminated at 9 feet due to caving.
Slotted PVC pipe installed.
1
1
1
1
1
WATER LEVELS
a WHILE EXCAVATING
Y AT COMPLETION
1 AFTER EXCAVATING Sheet 1 of 1
ALLWEST DATE STARTED: 2/1/2024 TP - 8
DATE FINISHED: 2/1/2024 EXCAVATOR: CASE 580C
MERIDIAN,IDAHO OPERATOR:Steve Just
EXCAVATION METHOD:24-inch wide
GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc.
toothed bucket
LOGGER:Parker Norris
TEST PIT LOG WEATHER:Cloudy
PROJECT:524-051 G NOTES:See Figure A-2 in Appendix A for approximate test pit location.
Townsquare Media Property Development
LATITUDE(DEGREES):N 43°33'29.1276"(43.558091°) U
U LONGITUDE(DEGREES):W-116°23'53.6928" (-116.398248°)
U
u) TOTAL DEPTH: 13' = SAMPLE
CL
w Q
DESCRIPTION W NOTES
Lean CLAY with Sand(Native); brown, medium stiff, moist Significant roots and vegetation observed to 8
inches.
CL
1
Silty SAND;tan to brown,dense,moist
2
3
4
5
6
sm ...moderate cementation observed throughout soil layer
7
8 Passing No.200 sieve=21
Bag 8' 8.5' Moisture content= 19%
9
1
1
1 Poorly-graded GRAVEL with Sand;light brown,medium dense,
moist °U
GP o
Q
1 Test pit terminated at 13 feet.
Slotted PVC pipe installed.
1
WATER LEVELS
a WHILE EXCAVATING
Y AT COMPLETION
1 AFTER EXCAVATING Sheet 1 of 1
ALLWEST DATE STARTED: 2/1/2024 TP - 9
DATE FINISHED: 2/1/2024 EXCAVATOR: CASE 580C
MERIDIAN,IDAHO OPERATOR:Steve Just
EXCAVATION METHOD:24-inch wide
GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc.
toothed bucket
LOGGER:Parker Norris
TEST PIT LOG WEATHER:Cloudy
PROJECT:524-051 G NOTES:See Figure A-2 in Appendix A for approximate test pit location.
Townsquare Media Property Development
LATITUDE(DEGREES):N 43°33'29.988"(43.55833°) U
U LONGITUDE(DEGREES):W-116°23'52.7064" (-116.397974°)
U
u) TOTAL DEPTH: 10' = SAMPLE
w Q
DESCRIPTION W NOTES
Lean CLAY with Sand(Native); brown, medium stiff, moist Significant roots and vegetation observed to 8
inches.
CL
1
Silty SAND;tan,medium dense, moist
2-
3-
4— ...weak cementation observed throughout soil layer Passing No.200 sieve=24%
sm Bag 4' 4.5' Moisture content= 12%
5-
6-
7 Poorly-graded GRAVEL with Sand;tan, medium dense,moist
o�
Q Bag 7.5'-8'
8— 0 Field seepage test performed at 8 feet.
Field seepage rate> 15 in/hr.
GP O
Q
o�
g o
Q
o�
O
1 Test pit terminated at 10 feet due to caving.
Slotted PVC pipe installed.
1
1
1
1
WATER LEVELS
a WHILE EXCAVATING
Y AT COMPLETION
1 AFTER EXCAVATING Sheet 1 of 1
ALLWEST DATE STARTED: 2/1/2024 TP - 10
DATE FINISHED: 2/1/2024 EXCAVATOR: CASE 580C
MERIDIAN,IDAHO OPERATOR:Steve Just
EXCAVATION METHOD:24-inch wide
GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc.
toothed bucket
LOGGER:Parker Norris
TEST PIT LOG WEATHER:Cloudy
PROJECT:524-051 G NOTES:See Figure A-2 in Appendix A for approximate test pit location.
Townsquare Media Property Development
LATITUDE(DEGREES):N 43°33'29.1276"(43.558091°) U
U LONGITUDE(DEGREES):W-116°23'53.6928" (-116.398248°) 01
U
u) TOTAL DEPTH: 13' = SAMPLE
w Q
DESCRIPTION W NOTES
Lean CLAY with Sand(Native); brown, medium stiff, moist Significant roots and vegetation observed to 8
inches.
CL
1
Silty SAND;tan to light brown,medium dense to dense, moist
2
3
4
5
SM T.
6 ...weak to moderate cementation observed throughout soil layer
7-
8-
9
1 Poorly-graded GRAVEL with Sand and Cobbles; light brown to
tan,medium dense, moist °
...subrounded gravel and cobbles up to 8 inches in maximum o
dimension O
1 °b
GP
O
o�
1 0
O
0
1 Test pit terminated at 13 feet.
Slotted PVC pipe installed.
1
WATER LEVELS
a WHILE EXCAVATING
Y AT COMPLETION
1 AFTER EXCAVATING Sheet 1 of 1
ALLWEST DATE STARTED: 2/1/2024 TP - 11
DATE FINISHED: 2/1/2024 EXCAVATOR: CASE 580C
MERIDIAN,IDAHO OPERATOR:Steve Just
EXCAVATION METHOD:24-inch wide
GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc.
toothed bucket
LOGGER:Parker Norris
TEST PIT LOG WEATHER:Cloudy
PROJECT:524-051 G NOTES:See Figure A-2 in Appendix A for approximate test pit location.
Townsquare Media Property Development
LATITUDE(DEGREES):N 43°33'29.9196"(43.558311°) U
U LONGITUDE(DEGREES):W-116°23'53.6676" (-116.398241°) 01
U
u) TOTAL DEPTH: 12' = SAMPLE
a CL
Lu
DESCRIPTION W NOTES
Sandy SILT(Native); brown, medium stiff, moist Significant roots and vegetation observed to 8
inches.
ML Passing No.200 sieve=62%
1 Bulk 0.5'-1.5' ILL=46, PL=29,PI= 17
CBR=11.0
Silty SAND;tan,medium dense to dense, moist
2-
3—
Passing No.200 sieve= 19%
Bag 3' 3.5' Moisture content=24%
4
5
6
sm ...weak to moderate cementation observed throughout soil layer
7-
8-
9
1
1
1 Test pit terminated at 12 feet.
Slotted PVC pipe installed.
1
1
WATER LEVELS
a WHILE EXCAVATING
Y AT COMPLETION
1 AFTER EXCAVATING Sheet 1 of 1
ALLWEST DATE STARTED: 2/1/2024 TP - 12
DATE FINISHED: 2/1/2024 EXCAVATOR: CASE 580C
MERIDIAN,IDAHO OPERATOR:Steve Just
EXCAVATION METHOD:24-inch wide
GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc.
toothed bucket
LOGGER:Parker Norris
TEST PIT LOG WEATHER:Cloudy
PROJECT:524-051 G NOTES:See Figure A-2 in Appendix A for approximate test pit location.
Townsquare Media Property Development
LATITUDE(DEGREES):N 43°33'29.988"(43.55833°) U
U LONGITUDE(DEGREES):W-116°23'52.7064" (-116.397974°) 01
U
u) TOTAL DEPTH: 12' = SAMPLE
w Q
DESCRIPTION W NOTES
Lean CLAY with Sand(Native); brown, medium stiff, moist Significant roots and vegetation observed to 8
inches.
CL
1
Silty SAND;tan to brown,medium dense to dense, moist
2
3
4
5
6
sm ...weak to moderate cementation observed throughout soil layer
7-
8-
9
1
1
1 Test pit terminated at 12 feet.
Slotted PVC pipe installed.
1
1
WATER LEVELS
a WHILE EXCAVATING
Y AT COMPLETION
1 AFTER EXCAVATING Sheet 1 of 1
ALLWEST DATE STARTED: 2/1/2024 TP - 13
DATE FINISHED: 2/1/2024 EXCAVATOR: CASE 580C
MERIDIAN,IDAHO OPERATOR:Steve Just
EXCAVATION METHOD:24-inch wide
GEOTECHNICAL SECTION COMPANY:Just Dig'It Exc.
toothed bucket
LOGGER:Parker Norris
TEST PIT LOG WEATHER:Cloudy
PROJECT:524-051 G NOTES:See Figure A-2 in Appendix A for approximate test pit location.
Townsquare Media Property Development
LATITUDE(DEGREES):N 43°33'29.988"(43.55833°) U
U LONGITUDE(DEGREES):W-116°23'52.7064" (-116.397974°) 01
U
u) TOTAL DEPTH: 12.5' = SAMPLE
w Q
DESCRIPTION W NOTES
Lean CLAY with Sand(Native); brown, medium stiff, moist Significant roots and vegetation observed to 8
inches.
Passing No.200 sieve=72%
cL Bag 0.5'-1' Moisture content=25%
1 LL=38, PL=22,PI= 16
Poorly-graded SAND;tan,dense, moist
2
3 ...moderate cementation observed throughout soil layer
SIR
4 Passing No.200 sieve=2%
Bag 4'-4.5' Moisture content= 18%
5 Silty SAND; brown, medium dense,moist Bag 5'-5.5' Passing No.200 sieve=33%
Moisture content=20%
6
7
SM
$ ------------------------------------------------ .. .
...weak cementation observed from 8 to 10 feet
9
1 Poorly-graded GRAVEL with Sand and Cobbles; light brown,
medium dense, moist °
...subrounded gravel and cobbles up to 6 inches in maximum o
dimension O
GP
0
O
o�
1 0
O
Test pit terminated at 12.5 feet.
Slotted PVC pipe installed.
1
1
WATER LEVELS
a WHILE EXCAVATING
Y AT COMPLETION
1 AFTER EXCAVATING Sheet 1 of 1
SOIL CLASSIFICATION CHART (ASTM D2487 & D2488)
MAJOR GROUP TYPICAL SOIL NAMES TYPICAL SOIL DESCRIPTORS
DIVISIONS SYMBOL
GW Well-graded gravel,gravel-sand mixtures,little or no fines. Description SPT Blow Counts
O Very loose less than 4
Loose 4 to 10
w GP Poorly-graded gravel,gravel-sand mixtures,little or no fines. Medium dense 11 to 29
C3� > O Dense 30 to 50
Very dense greater than 50
0 o O GM Silty gravel,gravel-sand-silt mixtures.
o Material Sieve Sizes
CC14
Boulders greater than 12"
w r GC Clayey gravel,gravel-sand-silt-clay mixtures. Cobbles 3"to<12"
z �
Q o Coarse gravel 3/4"to<3"
Fine gravel #4 to<3/4"
SW Well-graded sand,gravelly sand,little or no fines. Coarse sand <#4 to#10
Medium sand <#10 to#40
Q w Fine sand <#40 to#200
oo SP Poorly-graded sand,gravelly sand, little or no fines. Silt or clay less than#200
n ¢ Sieve Number Aperture
SM Silty sand,sand-silt mixtures. #4 4.76 mm(0.187 in)
#10 2.00 mm(0.0787 in)
#40 0.42 mm(0.0165 in)
SC Clayey sand,sand-clay mixtures. #200 0.074 mm(0.00291 in)
ML Inorganic silt,non-plastic to low plasticity,gravelly silt, Description SPT Blow Counts
Q LO sandy silt,clayey silt.
v Very soft less than 2
U '= Soft 2 to 3
o E Inorganic clay of low to medium plasticity,gravelly clay,
v� o z i CL sandy clay,silty clay(CL-ML),lean clay. Medium stiff 4 to 8
J N Q -0 Stiff 9 to 15
r J J Very stiff 16 to 29
o - r OL Organic silt and organic silty clay of low plasticity. Hard 30 to 50
Lu z =; r Very Hard greater than 50
0
L MH Inorganic silt,micaceous or diatomaceous fine sandy or Plasticity Soil Characteristics
C7 Q silty soils,elastic silt.
uw °�' A Non-plastic Cannot be rolled at any water content.
Qo : Low A thread can barely be rolled while moist.
z 1D CH Inorganic clay of high plasticity,fat clay. Medium A thread can be rolled easily but cannot be
o rerolled after reaching the plastic limit.
J a High A thread can be rolled and re-rolled several
F OH:-:: Organic clay of medium to high plasticity. times after reaching the plastic limit.
Definitions
ORGANIC SOILS W PTy Peat and other highly organic soils. Liquid Limit(LL) Moisture content at which soil
changes state from plastic to liquid.
Plastic Limit(PL) Moisture content at which soil
Dry Absence of moisture in sample. Dusty,dry to the touch. changes state from semi-solid to
plastic.
Plasticity Index(PI) Range of moisture contents at which
Slightly Moisture in sample is below the optimum moisture content. a soil behaves plastically(LL-PL-PI).
Moist Grains adhere slightly though surface tension.
MOISTURE
Moist
Moisture in sample is at or near optimum moisture content. PLASTICITY CHART (ASTM D4318)
No free water is visible.
Moisture in sample is above the optimum moisture content. a 50
Wet Free water is visible in sample. w
0
o G�
Weak Crumbles or breaks with handling or slight finger pressure. � CL-ML
i
CL MH or OH
CEMENTATION Moderate Crumbles or breaks with considerable finger pressure. a a ML
0
0 16 50
Strong Will not crumble or break with finger pressure. LIQUID LIMIT(LL)
ALLWEST
Appendix C
Laboratory Test Results
GEOTECHNICAL I ENVIRONMENTAL
MATERIALS TESTING I SPECIAL INSPECTION
ALLWEST
AN EMPLOYEE-OWNED COMPANY
Table C-1: Summary of Laboratory Test Results
Gradation Atterberg Limits
Depth Test Pit Content Gravel Sand Silt/Clay
De Moisture
p Liquid Plastic Plasticity CBR Sample Classification
°
(Feet) (%) ° ° ° Limit Limit Index (/°) (USCS)
TP-2 3.5-4 26 11 Poorly-graded SAND with Silt(SP-SM)
TP-4 0.5- 1 24 90 37 19 18 Lean CLAY(CL)
TP-6 3 -3.5 26 23 Silty SAND (SM)
TP-8 8-8.5 19 21 Silty SAND (SM)
TP-9 4 -4.5 12 24 Silty SAND (SM)
TP-11 0.5- 1.5 62 46 29 17 11.0 Sandy SILT(ML)
TP-11 3 -3.5 24 19 Silty SAND (SM)
TP-13 0.5- 1 25 72 38 22 16 Lean CLAY with Sand (CL)
TP-13 4 -4.5 18 2 Poorly-graded SAND (SP)
TP-13 5-5.5 20 33 Silty SAND SM
255 N. Linder Road • Meridian, Idaho 83642• (208)895-7895 • Fax(208)898-3959
www.allwesttesting.com
This report may not be reproduced, except in full,without the permission of ALLWEST.
LIQUID AND PLASTIC LIMITS TEST REPORT
60
Dashed line indicates the approximate
upper limit boundary for natural soils
50 O
�0
' G
40
U
C �
X
W
N— Z_
'
v 30
c F-
LU C/) '
Q i
J /
a: 20 0�
H / ■
w A
,
J /
J
Q 10
0 ;
c
L-ML ML or OL MH or OH
0
0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT
0 MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
• Lean Clay 37 19 18 90% CL
c■ Sandy Silt 46 29 17 62% ML
CD♦ Lean Clay with sand 38 22 16 72% CL
X
m
m
U
7
O
` Project No. 524-051G Client: Trilogy Development Remarks:
Project: Townsquare Media Property Development
c *Location: TP-4 Depth: 0.5'-l'
■Location: TP-11 Depth: 0.5'- 1.5'
ALocation: TP-13 Depth: 0.5'-1'
0
cn
ALLWEST
E
H Figure C-1
Tested By: C. Downes Checked By:J.Varozza
California Bearing Ratio
ASTM D 1883
Project: Townsquare Media Property Development Project No.: 524-051 G
Client: Trilogy Development Location: TP-11 @ 0.5 - 1.5 ft
Date Tested: 2/19/2024 Compaction Method: ASTM D1557
Tested By: C. Downes Classification: Sandy Silt (ML)
325
300
275
250
225
Q 200
c
175
a
c 150
125
100 PSI @ 0.1 inch penetration = 110
75
50
25
0 -
0 0.1 0.2 0.3 0.4 0.5
Penetration(inches)
CBR @ 0.1 Inch Penetration: 11.0 Maximum Dry Unit Weight(pcf): 101
Swell (%): 1.5 Optimum Water Content (%): 20.1
Dry Unit Weight Before Soak(pcf): 91.6 Remold of Max. Dry Unt Wgt (%): 91
Water Content Before Soak(%): 21.3
Water Content After Soak, Top 1 Inch (%): 31.4
Surcharge (psf): 50
Immersion Period (hrs): 96
Reviewed By: James Varozza
Figure: C-2
ALLWESY
255 N Linder Rd,Suite 100•Meridian,ID 83642•(208)895-7898•Fax(208)898-3959
www.allwesttesting.com
This report shall not be reproduced except in full without the permission of ALLWEST.